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Home My WebLink AboutCOMA2026-000348JOB ADDRESS: 4055 Corporate Drive, Grapevine, TX 76051 SUITE # LOT: BLOCK: SUBDIVISION - BUILDING CONTRACTOR (company name): Precision Warehouse Design CURRENT MAILING ADDRESS: 1408 W Main St. CITY/STATE/ZIP: Carrollton, TX 75006 PH: # 703-945-8222 Fax # PROPERTY OWNER: CURRENT MAILING ADDRESS: CITY/STATE/ZIP: PHONE NUMBER: PROJECT VALUE: $ 32,000 FIRE SPRINKLERED? YES X NO WHAT TRADES WILL BE NEEDED?, ELECTRIC PLUMBING MECHANICAL X DESCRIPTION OF WORK TO BE DONE: Relocating Pallet Rack USE OF BUILDING OR STRUCTURE: NAME OF BUSINESS: SMS InfoComm Corporation Total Square Footage under roof: 80,000 Square Footage of alteration/addition: N/A Ll I hereby certify that plans have been reviewed and the building will be inspected by a certified energy code inspector in accordance with N/A State Law. Plan review and inspection documentation shall be made available to the Building Department (required for new buildings, alterations and additions) D I hereby certify that plans have been submitted to the Texas Department of Licensing and Regulation for Accessibility Review. N/A Control Number: (Not required for I & 2 family dwellings) El I hereby certify that an asbestos survey has been conducted for this structure in accordance with the regulatory requirements of the Texas N/A Department of Health. (REQUIRED FOR DEMOLITIONS, ADDITIONS AND OR ALTERATION TO COMMERCIAL AND PUBLIC BUILDINGS) I hereby certify that the foregoing is correct to the best of my knowledge and all work will be performed according to the documents approved by the Building Department and in compliance with the City Of Grapevine Ordinance regulating construction. It is understood that the issuance of this permit does not grant or authorize any violation of any code or ordinance of the City Of Grapevine. I FURTHERMORE UNDERSTAND THAT PLANS AND SPECIFICATIONS ARE NOT REVIEWED FOR HANDICAPPED ACCESSIBILITY BY THE CITY, AND THAT THE DESIGN PROFESSIONAL/OWNER IS RESPONSIBLE FOR OBTAINING SUCH APPROVAL FROM THE APPROPRIATE STATE AND OR FEDERAL AGENCY(S). PRINT NAME: John Edsail SIGNATURE . � PHONE #; 703-945-8222 EMAIL. CHECK BOX IF PREFERRED TO BE CONTACTED BY E-MAIL THE -FOLLOWING IS TO BE COMPLETED BY THE BUILDING INSPECTION DEPARTMENT Construction T�ne: Permit Valuation: $ Setbacks Approval to"Issue Occui^anca Gro ul Fire S prinkler: YES w O Front: Electrical Division: Building Depth: Left: Plumbill" ,71 Zoning1 - Buildim! Width: Rear: I Mek�fianical i Occupanc,, Load: Grease Tral, R i,-, h t: HAod i Plan Review AI,proval: Date: Buildin,.�, Permit Fee: L Site Plan Api-roval: Date: Plan Review Fee. Fire Department: Date: Lot Draina,.,,.e Fee: .......... Public Works Department: Date: Sewer Availability Rate: Health Department: Date: Water Availability Rate: Approved for Permit: Date: Total Fees: Lot Drainage Submitted: Approved: Total Amount Due: P.O. BOX 95104, GRAPEVINE, TX 76099 (817) 410-3165 O:FORMS\DSPERMITAPPLICATIONS 1/02-Rev.11/04,5/06,2/07,11/09.4/11,2/19 City of Grapevine Building - Industria"L PO Box 95104 Grapevine, Texas 76099 Alteration 817) 410-3166 Project # 26-000348 Project Description: Install Pallet Racking "SS Infocomm Corp" [ELECTRONIC REVIEW] Issued on: 03/12/2026 at 8:56 AM ADDRESS INSPECTIONS 4055 Corporate Dr, 100 Grapevine, TX 76051 1. Building Framing 2. Final Fire Dept Inspection LEGAL D F W Trade Center Blk INFORMATION FIELDS 2 Lot I "APPLICANT NAME (individual) PERMIT HOLDER **APPLICANT PHONE NUMBER Haynie Mayhew Precision Warehouse De APPLICANT E-MAIL sign LLC **NAME OF BUSINESS (972) 704-2180 VALUATION COLLABORATORS Square Footage - Haynie Mayhew What is use of Building/Structure? Precision Warehouse * CONSTRUCTION TYPE Design LLC * OCCUPANCY GROUP (972) 704-2180 DOCUMENTS - MISC 01 A 5 m"I - LIFT Corporate Dr., DOCUMENTS - MISC 02 LLC (410) 878-4805 ZONING DISTRICT TENANTS F• EE Geroge Irwin *Building Permit Fee (Value) SS 627-6953 -Building Permit, Plan Review TOTALS ■ ,GRAPENIT`�!W Ij 3 John Edsall 7039458222 SMS INFOCOMM 32000 82537 Pallet Racking in Warehouse Space II B SPRINKLERED B/S-1/F-1 AP BUILDING PERMIT 020242026.pdf SMS INFOCOMM 4055 CORPORATE DR —RACK UPDATE PERMIT PAC KAGE-02042026.pdf BP TOTAL PAID DUE $594.50 $594.50 $594.50 --$-386.43 -$386.43 36.43 $980.93 $980.93 $0.00 I HEREBY CERTIFY THAT THE FOREGOfNG4S CORRECT TO THE BEST OF MY KNOWLEDGE AND ALL WORK WILL BE PERFORMED ACCORDING TO THE DOCUMENTS APPROVED BY THE BUILDING DEPARTMENT AND IN COMPLIANCE WITH THE CITY OF GRAPEVINE ORDINANCE REGULATING CONSTRUCTION. IT IS UNDERSTOOD THAT THE ISSUANCE OF THIS PERMIT DOES NOT GRANT OR AUTHORIZE ANY VIOLATION ("J_ ANY CODE OR ORDINANCE OF THE CITY OF GRAPEVINE. Page 1/2 MYGOV.US 26-000348, 03/12/2026 at 8:56 AM Issued by: Amanda Robeson FURTHERMORE UNDERSTAND THATPLANS AND SPECIFICATIONS ARE DESIGNNOT REVIEWED FOR HANDICAPPED ACCESSIBILITY BY THE CITY AND THAT THE ..i', • OWNER IS RESPONSIBLE FOR OBTAINING APPROVALSUCH FROM APPROPRIATEA AND OR .. March 12, 2026 Signature Date City of Grapevine Building - Industrial I r i Project 26-000348 j NOTICES 1) ALL work must be done in compliance with the 2021 INTERNATIONAL ILIN CODE. "ALL work ISSUED prior to January 1, 2024, must be done in compliance with the 2006 INTERNATIONAL BUILDING CODE. 2) City Approved Stamped Plans must be on -site for ALL INSPECTIONS. ) Project address must be clearly posted at the Job site. NOTES > 24 HOUR INSPECTION METRO (17) 10-3010, CUT OFF TIME FOR A.M. INSPECTION 17:0 A.M. --- CUT OFF TIME FOR P.M. INSPECTION 11:0 P.M. > PERMIT ISSUED IN ACCORDANCE WITHAPPLICATION IL IN THISOFFICE. _.. Page 2/2 MYGOV.US 26-000348, 03/12/2026 at 8:56 AM issued by: Amanda Robeson ALL CHAtAGES REOUIFRE APIPROVAL OF REVMED PLANS .... . ....... .. .. .. .. .... .. J ro;iN i,,I D "o, �u6� N VWJ R" U V 9 Th" drawing W:�.d.*.11 0100,11111,0 the Ws 44t3,(, Th,ix information f. m.Ad..tW and ..bjca to Mwo oo d.od 'M. drawing —d A ..M."t. — oat be - .d ... d - g,,,. to . 3�d pasty -1 h.ut .1 or p _, ol fl, too antes" .1110- Of SWR PWO LIC A—pti tt e drawing uis h4g-py, to. Or ... it dl b. n ... id.-d . In. ng agreement to theme to— t COPYRIGHT 2007 - SWS PWD LA-C 7 REVISION DESCPJMDN CUSO)MER LOCATION DESCRIPTION WAWX DYi 1SCAM www mck iDAIT, i., i DRAWING ',qUMHCR REVISION -,d A r A HIE- E— [ E7_7 Ls,,�Ju�j L-jw"-j F-F-TV T ,LL Thl, d=1,1,. CUMMER g.W,:d 4%, h,-I., .1, lh� -1, p A, �'. ss�:. g7 SIS 1A.Ux- This d. �d . bjll tit .0 ds..�d is dra*Inf and A _n .t �t 'produced _d 0, —itt .. . ... t f . �fa_ f "AW7, Pl.lP*u3V PAI.Ily im hIt", ".t—to WD 0-1 is, h. ",s the P3 fax - — t.fl to b. M� 1 i�, is 11, 1 DCSCRIMON - --- --- --- --- -yry ORAWN Fly. ;WALE� DPAWING SUMBERIREVISIG z, COPYRIGHT 2007 -- SWS PWD LL-C D N PROJEM Max: DATS FRON T V1 F-Vv' A 2. 100 1 b I 5 1 F - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - ............... U,N� A4 I Iq KI-FR.2.314 (14GA) - 22x 42" - Part #T0209456 - 21,832 lb Capacity @ 48" Beam Spacing I I, I I 1 1111,11 1 1 1 i R I I I III ig i Ili! zil III, 1 !".1010 'All , 11 � 1INME III W Pallet: 700# MAX 700# Averac3e Concrete 51ab: G` Thickne55 at 4000 P51 footplate 5.5" x 4" 5" x 3.5" rtr 1 3 4 . ..... - (411PI A 1�3P 3 2- 32 16 - ----------- �,j ILI 'ARtl' PIAIi_ 18 L-,- .............. . ... . . ......... BE, 3142 Arroyo Vista Rancho Santa Margarita, CA 92688 Tel: 949288.8850 Fax: 949X882851 Website: wvm, storagerackengineering.com, email: al@storagerackengineeting.com BY; A.A. Project: SMS INFOCOMM Project#: 25-0708-2 1) The analyses herein conforms to the requirements of the ANSI AN 16 1-2012 Sped&atlons fol the Desqn of Industrial Steel Sltvai�qe Rack,; "2012 RAI[ Rack Design Mcinudl` ASCE 716, sectibn 15,5. 3 KL- '�-.4 THE K;13 2) Transverse braced frame steel conforms to ASTM A570, a,55, with minimum strength, Fy=55 ksl Longitudinal frame beam and connector steel conforms to ASTM A570, &.55, with minimum yield, Fy=55 ksi All other steel conforms to ASTM A36, Gr. 36with minimum yield, Fy= 36ksi 3) Anchor bolts shall be provided by installer per ICC reference on plans and calculations herein. 4) All welds shall conform to AWS procedures, utilizing E70xx electrodes or similar. All such welds shall be performed in shop, with no field welding allowed other than those supervised by a licensed deputy inspector, 5) The existing slab on grade is 6" thick with minimum 4000 psi compressive strength, Allowable Soil bearing capacity is 1000 psf, The design of the existing slab is by others, 6) Load combinations for rack components correspond to 2012 RMI Section -",I for ASCU level load criteria Definition of Comoonents Frame Height /-I Beam Beam Spacing Beam Length MI1L- *AWItAgollop. I - Column Beam to Column Connector Base Plate and Anchors Horizontal Brace Diagonal Brace Panel Hai ght Frame Section A: Cross Aisle (Transverse ) Frame INI GICONIVI 21) Os' 015 2 [,),I,L A FfAl 1"'Al I onll KiJ M(�'-A pwqb� I (6f',*h 23142A"oyo Vista Rancho Santa Margarita, CA 92688 Tel: AA, Project: SMS INFCCOIVIM Project 4RS-0708-2 Configuration & Summary; TYPE A SELECTIVE RACK RACK COL I 1AYN REACTIONS WORK11K 5TRF5_5 LOADS AXIAL Dt= 200 lb AXIAL tt= 3,150 lb S _MIC AXI EI5 AL Ps- */- 481 lb BASE _E MOMENT= 0 in -lb 845E SHEAR t ONUIT = 36 lb SASE SHEAR TRAN514 = 54 /b Protect Address 4051 N HIG-1WAY 1')I SUITE #100 GRAPEVINE, TX 76051 Seismic Coeff Ss= 0,088 SIDE VIEW FRONT VIEW 51= 0,050 TYPE A & B TYPE A Sds= 0,0,:i4 # Bm LvIs Sdl= 0.080 Frame Depth Frame Height Brace Panels Beam Length Cross Aisle 4 l42 in 4164.0 in l 5 144 in lSJ Row a DU Row wjStd1 Rrns Spa' Component Description STRESS Upright Column Fy =55 ksi f4calux 314 3.0"x2,69`x0,070` P=3350 lb, M=2300 in -lb 0-35-OK Upright Column & Backer No Backer Beam FY=55ksi Intk 40E 4Hx2.75Wx0,063"Thk Lu=144 in j Capacity: 2638 lb/pr 0,8-OK Beam Connector Fy =55 ksi LvI 3: 4 Tab OK Mconn=3884 in -lb j Mcap=15764_n_-Ib___ 0.t5 bl<__ Brace -Horizontal Fy=55 ksi Mclx 0456 SgI 1.795x1,378x16ga 0,0-%OK Brace -Diagonal Fy =55 ksi M - ---- ----- ----------------- ------ - clx C456 SgI 1, 70-5xI . 378x 16ga 0.09-01( Base Plate Fy =36 ksi j 5.09"x4.68"x0, 197" U3P FOOTPLATE I Fixity= 0 in -lb 0,86-OK Anchor 1 per Base 05' x 2,5" Embed Hilti Kwikbolt TZ-1 ESR 42�66 No Inspection (Net Seismic LJplift=Q lb) Min Slab & Soil —0,075-OK 6" thk x 4000 psi concrete slab on grade, 1000 psf Allowable Soi I Bearing Pressure O. 12-OK Level Load** Story Force Story Force I I I Column Column Conn. Beam PerLevelBeam Spcg Brace Transy Longit. Axial Moment I Moment Connector 1 2,100 lb 66,0 in 24,0 in 171b 12 b 3,350 lb Z 3bo 'W 3,s84 4-Tab OK 2 21100 lb 66.0 in 24,0 in 351b 23 lb 2,250 lb 1"011 "# 3,299 4 Tab OK 3 2,100 b 66.0 in 52.0 in 52 Ito 35 lb 1,150 lb 627 `# 2,962 4 Tab OK 4 0 lb 66,0 in 68,0 in 5 lb 3 lb 50 lb 17 `# 4 Tab OK 68.0 in Ai 1 AE Ms. J BE F 1, 1 E, Total: 6,300 lb/bay Total: 109 lblupright 73 lb/upright Load defined as product weight pepair of earns Notes 21 1 OOLB, MAX LOAD PER LEVEL & NO LOAD ON TOP BEAM LEVEL Z F; 5tv)" 1W LK ON40 1^ F'tqj F,-ql torar F.wl PAe,:,TJ1"g 3142Arroyo Vista Rancho Santa Margarita, CA 9268S Tel: 94%8882850 Fax: 949.888.8851 Welasite: www.storagerackengineering.com,email; al@storagerackengineering.com By: A.A. Project: SMSINFOCOMM 25-0708-2 Lateral analysis is performed witbregard to the requirements ofthe 2012 RMIAMI W 16.1-2012 Sec 2 6 &ASa 7-10 sec 15,53 Ss= 0,088 Transverse (Cross Aisle) Seismic Load SI = U50 V= Cs*Ip*Ws=Cs*Ip*(0.67*P*Prf+D) yr Fa = 1,600 Cs 1 = Sds/R Fv= 1400 = 0,0235 Cs -max * Jp= 0r0235 Sds=2/3'Ss*Fa= 0,0094 Csl= 0.044*Sds V,= 0,015 Sd1=2/3"SI*Fv= 0,080 = 0.0041 Eff Base Shear=Cs= 0-0235 rr#nsx Elcdt m Ca=0.4*2/3*Ss*Fa= 0,0375 CS":P= 0r5*S1/R Ws= (0,67*PLRF, * PL)+DL (RMI 16.2) (Transverse, BF a(ed R ame Di?,) R= ' - = 0,0063 = 4,621 lb Ip= 1,0 Cs -max= 0,0235 Vransi=VI-- n0,0235 * (400 lb + 4221 lb) PRFI= LO Bast shear Coeff-Cs � 0 M35 [Etr 109 lb Pallet Height=hp= 54,0 in .t. rW Traaswrse sefsaw shear per i*wght CAL, per Beam Lvl = 100 lb Level PpoDucr LOAD P P*0.67*PRFI DIL hi wilbi R Fi*(hi+hp/2) 2,100 lb 1,407lb 100 b 66 in 99,4162 17A lb 1,618 in -lb 2,100 lb 1,4107 lb 100 Ile 132 in 198,924 34,6 lb 5,533 in -lb 3 22,100 lb 1,407 lb 100 lb 196 in 2%-,386 512- lb 11,745 in -lb 4 0 Ib 0 lb 100 lb 264 in --0,400 4.6 lb 1,339 in -lb sum: P=6300 lb 4,221 lb 400 lb W=4621 b 623,172 109 lb 1=20,235 _Longitudinal (Downaisle) Seismic Load Csl=Sdl/(T*R)= 0,0267 Ws= (0,67 * PRF-I * P) + DL PRF2= 10 ME Cs2= 0,0041 = 4,621 lb (LoNitudrial, Urbraced Dir.) R IM Cs3= 0.0042 Cs=Cs-maxiIP= 0.0157 T- 0.50 sec Cs4 --Sds/R = 0,0157 Wong= 0,0157 * (400 lb + 4221 lb) Cs -max= 0,0157 L!!-0Nltudnal= 73 lb Level PRODUCLOADP P*0,67*PRF� DL hi Whi Fi 1 -2,100 lb 1,407 lb 100 lb 66 in 99,462 11.7 lb I - .�'100 lb 1,407 lb 100 lb 2 13 in 198,924 233 lb 3 2,100 lb 1,407 lb 100 lb 198 in 2%-,386 35.0 lb 4 0 lb 0 lb 100 Ib 264 in 3A lb I sum: 4,221 lb 400 b W=4621 b 6223,172 73 b ",M`% lr,1 ()CON41',11 ?!:, 0-106 :1 I'dT A KNII K,ll I I kle,-A "tt I XX rawl—ION, 23142Arroyo Vista Rancho Santa Margarita, CA 92688 Tel: 949,888,885o Fax: 949388,8851 Welasite: wv4w.storagerackengineering.com, email; al@storagerackengineering.com By: A.A. Project; SMS INFOCOMM Project #: 25-0708-2 Downalsle Seismic Loads Configuration: TYPE A SELECTIVE RACK Determine the story moments by applying portal analysis. The base plate is assumed to provide no fixity, Seismic Story Forces Vlong= 73 lb Wall =Vlong/2= 3 37 lb ------- Fl= 121b 17 F2= 23 lb F3= 35 lb ME M no:= Mims — BE in 0* w ON ----------- Front'vt— Seismic Story Moments Conceptual System Mbase-max= 0 in -lb <===DOfwffCapacity hl-eff = hl - beam clip height/2 Mbase-v= (Vcol*h1eff)/2 = 63 in VC01 = 1,150 in -lb Momentgoing to base Mbase-eff = Minimum of Mbase-max and Mbase-v h2 = 0 in -lb PINNED BASEASWMEO M 1-1= [Vcol * hleff]-Mbase-eff M 2-2= [Vcol-(Fl)/'-] * h2 = (37 lb * 631 in)-0 in -lb = [37 lb - 11,7 lb]*66 in/2 = 2,300 in -lb = 1,011 in -lb h 1 hle Mseis= (Mupper+Mlawer)/2 Beam to Column Mseis(1-1)= (21300in-lb +1011in-lb)/2 Mseis(4%2)= (1011 in -lb + 6227 in-lb)J2 1,655 in -lb = 819 in -lb rho= 1,0000 Summary of Forces LEVEL hi Axial Load Column Moment Mseismic** Mend -fixity Mconn** Beam Connector 1 66 in 3,350 lb 2,300 in -lb 1,655 in -lb .3,693 in -lb 3,684 in -lb 4 Tab OK 2 66 in 2,250 lb 1,011 in -lb 819 in -lb 3,893 in -lb 3,299 in -lb 4 Tab OK 3 66 in 1,150 lb 627 in -lb 338 in -lb 3,893 in -lb 2,962 in -lb 4 Tab OK 4 66 in 50 lb 50 in -lb 25 in -lb 0 in -lb 17 in -lb 4 Tab OK Mconn= (Mseismic + Mend-fixity)*0.70*rho Mconn-allaw(3 Pin)= 15,764 in -lb **all moments based on limit states level HE I" �'N H T JQ13 M A UAUIE�1. R1 A L �L"W' Or APff110N_f0_ 3142 Arroyo Vista Rancho Santa Margarita, CA 92688 Tel: 949.888,8850 Fax: 94%888,8851 Website:www,storageradcengineering.corn, email: al@storagerackengineering.com syt A.A. Project: SMSINFOCOMM Project#: 25-0708-2 Column (Longitudinal Loads) Configuration: TYPE A SELECTIVE RACK Section Properties Section: Mecalux 314 3,0"x2.69N0,070" Aeff = 0,538 in^2 ly = 0,464 inA4 3.OQO in Kx = 1.7 Ix = 0,765 in"A By = 0,307 in A3 Lx = 64r0 in Sx = 0.510 in A3 ry = 0.9218 in Ky = 1.0 0,070 M rx = 1,190 in Py = 55 ksi Ly = 24.0 in 2f = 1,67 Cmx= 0.85 Cb= 1,0 E = 29,500 ksi T�Xmm COLLMN DL = 150 lb Ct Wcal load cases area RM[ Sec 2, 1 COLLMN PL = 3, ISO lb load Case 5,-: (1+eZ105*-',ds)D + 0.751(1,4+0,14-1;ds)*81P + 0.75*(0,7*tho*E)<= 1.a/150 Method Mcol= 2,299 in -lb axial load coeff, 0,74190165 ' P -,;ekqWc 177ornent coeff, 0,5625 * Mcol Sds= 0.0939 Load Case & : (1+0 104 *Srls)l) + (0,85+0 14S*)18*17 + (0, 7*iho'E)<� 1.0, A50 Method 1+0,105*Sds= 1.0099 axial badcoeffi a 60420 seisinicn7olnentcoeff, 0,7'Mcol 1,4+0,14Sds= IA131 By analysis, Load case 5 governs utilizing loads as such 1+0,14Sds= 1,0131 085+0.14*Sds= 0,8631 Axial Load=Pax= L00945WI54 th . 4.75 * 1.413146 - 0,7 - 3150 116 Moment=Mx= 0.75*0.7*rho*Nftol B = 0,7000 = 2,488 lb = 0,525*2299 in -lb rho= I.00TO = 1,207 in -lb Axial Analysis KxLx/rx = 1.7*64"/1,19" KyLy/ry = 1"24"/0.9284' Fe > Fy/2 = 91A mm 25,9 Fn= Fy(1-Fy/4ce) = 55 ksi*[1-55 ksiA4*34.8 ksi)] Fe= nA,,F/(KL/r)max"2 FY/2= 27,5 ksi = 33.3 ksi = 34.Sksi Pa= Pn/Qc Pn= Aeff*Fn Qc= 1,92 = 17905 W1.92 = 17,905 lb = 9,326 lb P/Pa= 0,27 > 0,15 Bending Analysis Check: Pax/Pa + (Cmx*Mx)/(Max*px) 5 LO P/Pao + MX/Max 15 1.0 Pno= Ae*Fy Pao= Pno/Qc Myield=My= Sx*Fy = 0.536 inAl t55000 psi = 295851b/1,92 = 0.51 in A 3 55000 psi = 29,585 lb = 15,409 lb = 28,050 in -lb Max= My/Qf = 28050 in-lb/1,67 = 16,796 in -lb px = ','I/[ 1-(Qc*P/Pcr)]) A- I r = 11/[1-(1.92*2488 lb/18816 lb)]JA-1 = 0,75 Pcr= nA2EI/(KL)MaXA-1 = n A 2*29500 ksi/(1.7*-64 in )A) = 18,816 lb (2488 lb/9326 lb) + (0.85*1207 in-lb)/(16795 in-lb*0,75) = 0,35 < LO, OK (EQ C5- 1) (2488 lb/15409 1b) + (1007 in-lb/16796 in -lb) = 0,23 < LO, OK (EQ C5.2) "Forcompallson, total column stress computed for load case 6 is., 3201,lb nq loads 2055 20883 lb Axial and M= 1600in1h ON'll" 11,11 C"('()tVIM tItl 0'11-0�5-L FYIT A PtAl f'loll foriii F',i,l "PN2 '11, X.N 23142 Arroyo \A staPancho Santa Margarita, CA 9268E Tel: 949,888.885()fax: 949.888.885I Website: www,storagerackengineering.com, email: al@storagerackengineering.com By: A.A. Project: SMSINFOCOMM Project#: 25-0708-2 Transverse Column Loads Configuration: TYPE A SELECTIVE RACK Section Properties Load at level= I Section: Mecalux 314 3,0"x2.69"x0,070" 3.000 in Aeff = 0,538 in A 2 ly = 0.464 in 114 Ix = 0.765 in A 4 Sy = 0.307 in A 3 Sx = 0,510 in A 3 ry = 0.928 in 0,070 in rx = 1,190 in Fy= 55 ksi 2690 in Of= 1.67 E= 29,500 ksi Cmx= 0.85 width- 3,000 in Cb= 1.0 depthl= 2.690 in Kx = 11 thickl = 0.070 in Ky = 1.0 Lx = 64.0 in Ly = 24.0 in Loads COLUMN DL= 150 lb COLUMN PL = 3,150 lb Sds= 0.0939 1+0.105*Sds= 1.0099 1A+0A4Sds= 1A131 1+0A45ds= 1.0131 0.85+0.14*Sds= 0.8631 B= 0-7000 rho= 1.0000 Movt= 20,235 in -lb Frame Depth=D= 42 in Seismic Axia[=Pv= Movt/D = 482 lb V -1 Fv Ps PS Transverse Elevation Critical load cases are: RMI Sec 2.1 Load Case 5.- : (1+0J05,1&15)1? + 075*(1,4+0J4Sds)-1811P + 0,75*(0.7*i-ho1'E)<= 1,0, AsDmeffiod Load Case 6:: (1+0J04NJs)D + (0.85+0,14Se15)*611P + (0.71rho*E)<= 1,0, ASDMeffiod Load Case 5: Axial Load= 1.0098595*150 b + 0.75*(1A13146*01*-3150 1b) + 0,75*(0,7*rho*482 lb) = 2,742 b Load Case 6: Axial Load= 1.013146*150 lb + 0.863146*07'13150 lb + (0,7*rho*482 b) = 2,393 b [ Eff. Axial Load= 2,742 lb I Axial AnahM11_ KxLx/rx = 1.7*64"/119" KyLy/ry = 1*24"/0.9284" = 91A = 25.9 Fe= nA2E/(n/r)maXA2 Fy/2= 27.5 ksi = 34.8ksi Pn = Aeff *Fn (k 1.92 = 17,905 lb P/Pa= 0.29 > 0A5 Bending Analysis Cher(: P/Pa + (Cmy-*My)/(May*py) 5 ID P/Pao + My/May :5 1.0 Pno= Ae*Fy = 0,538 inA2 '1,55000 psi = 29,585 lb May= My/Of = 16885 in-lb/1.67 = 10,111 in -lb fl/[1-(1.92*2742 lb/18816 1b)]JA-1 0,72 Combined Stresses Fe > Fy/2 Fn= Fy(I-Fy/4Fe) = 55 ksi*[1-55 ksi/(4*34.8 ksi)] = 333 ksi Pa= Pn/Qc = 17905 lb/1.92 = 9,326 lb Pao= Pno/(k Myield=My= Sy*Fy = 29585lb/1.92 = 0,307 inA 3 55000 psi = 15,409 b = 16,885 in-b Pcr= n,",2F1/(q)max,"12 = nl,2*29500 ksi/(l 7*64 in)A2 = 18,816 b (2742 lb/9326 lb) + (0.85*0 in-lb)/(10111 in-lb"0.72) = (2742 b/15409 lb) + (0 in-lb/10111 in -lb) = Page of OK OA8 < ID, OK E-` (� C5-1) (ECG C5-2) 23142 Arroyo Vista Rancho Santa Margarita, CA 92688 Tel: 949.88& 8850 Fax: 949,889 8851 By A.A. Project: SMS INFOCOMM project#: 25-0708.2 BEAM Configuration: TYPE A SELECTIVE RACK DETERMINE ALLOWABLE MOMENT CAPACITY 2 75 in A) Check COMDression flancte for local bucklina (B2.1) w= c- 2*t-2*r = 1.75 in - 2*0.063 in - 2*0.063 in = 1.498 in wlt= 2178 I=Iambda= [1.052/(k)^0.5] * (w/t) (Fy/E)^0,5 = 11.0521(4)AO.S) * 23.78 (55/29500)AO,5 = 0.54 < 0,673, Flange is fully effective B) check web for local bucklina Der section b2.3 fl(comp)= Fy*(y3/y2)= 49.90 ksi f2(tension)= Fy*(ylfy2)= 101.67 ksi Y= f2Jf1 Eq. B23-5 = -2.037 k= 4 + 2*(1—Y)A3 + 2*(1-Y) Eq. B2.3-4 = 66.10 flat depth =w= yl +y3 -- 3.748 in w/t= 59.49206349 I=Iambda= [1D52/(k)A0.5] * (w/t) * (fI/E)A0.5 = [1.052/(66.1)AO.5] * 3348 * (49.9/29500)AO.5 = 0.317 < 0.673 be =w= 3.748 in b2= be/2 b I= be(3-Y) = 1.87 in = 0.744 bl +b2= 2,614 in > 1.234 in, Web is fully effective Determine effect of cold workina on steel vield point (Fva)oer section A7.2 Fya= C*Fyc + (1-C)*Fy (EQ A7.2-1) Lcorner=Lc= (p/2) * (r + t/2) 0.148 in C= 2*Lc/(Lf+2*Lc) Lflange-top=Lf= 1.498 in = 0,165 in m= 0.192*-(Fu/Fy) - O.068 (EQ A72-4) = 0.1590 Bc= 3.69*(Fu/Fy) - 0,819*(Fu/Fy)A 2 - 139 = 1.427 since tu/Fv = 1 A8 < 12 and r/t= 1 < 7 OK then Fyc= Bc * Fy/(R/t)AM (EQ A7.2-2) -- 78,485 ksi Thus, Fya-tDp= 5828 ksi (tension stress at top) Fya-bottom= Fya*Ycgf(depth -Yog) = 114.29 ksi (tension stress at bottom) Check allowable tension stress for bottom flancte Lflanige-bot=Lfb= Lbottom - 2*r*-2*t -- 2.498 in Cbottom=Cb= 2*Lc/(Lfb+2"Lc) = OA06 Fy-bottom=Fyb= Cb*Fyc: + (I-Cb)*Fyf = 57.49 ksi Fya= (Fya-top)*(Fyb/Fya-bottom) - 29.62 ksi Eq . B2.1-1 la �75 in 1.625 in 4.000 in OZ63 in Beam= I-ntik 40E 4Hx2.75WxG.063"Thk lx=11.634 in A4 Sx= 0.767 inA3 Ycg= 2.640 in t= 0.063 in Bend Radius=r= 0.063 in Fy=Fyv 55.00 ksi Fu=F,jv: 65.00 ksi E= 29500 ksi top f lange =b = 1.750 in bottom flange= 12.7 50 in Web deptil=14.000 in F,, —11T depth(EQ A7.2-3) yl= Ycg-t-r= 2.514 in y2= depth-Ycg= 1.360 in y3= y2-t-r= 1.234 in if F= 0.95 Then F*Mn=F*Fya*Sx=l 21.58 in-k I Page 13 of 72 3142 Arroyo Vista Rancho Santa Margarita, CA 92688 Tel: 949,M.8850 Fax: 949.88&8851 Website: www.storagerackengineeringcom, email: al@storagerackengineering.com By A.A. Project: SMSINFOCOMM Project #: 25-070&2 BEAM Configuration: TYPE A SELECTIVE RACK RMI Section 5.2, PT 11 Section Beam= lndk 40E 4W2,75WO.063"Thk lx=lb= 1,634 inA4 Sx= 0.767 in,'13 t= 0.063 in E= 29500 ksi Fy =Fyv = 55 ksi F= '300,0 Fu =Fuv = 65 ksi L = 144 in Fya = 58.9 ksi Beam Level= 3 P =Product Load= 2,100 lb/pair D=Dead Load= 100 lb/pat 1. Check Bending Stress Allowable Loads Mcenter=F*Mn= W*L*W"Rm/8 W=LRFD Load Factor= 1.2*D + 1.4*P+1.4*(0.125)*P RN12.2, ftent 8 FOR DL=2% of P1, W= 1.599 Rm= 1 - [(2*F*L)/(6*E*lb + 3*F*L)] I - (2*300*144 in)/[(6*29500 ksi*1.634 in/13)+(3*300-*144 in)] 0.794 if F= 0.95 Then F"Mn=F*Fya*Sx= 42.90 in-k Thus, allowable load per beam palr=W= F*Mn'8*-(# of beams)/(L*Rm*W) 42.9 in-k 8 * 2/(144in * 0,794 * I ,599) 3,755 1 b p a 1 r allowable load based on bending stress Mend= W*L*(I-Rm)/8 = (3755 lb/2) * 144 in * (1-0.794)/8 = 6,962 in -lb C& 3755 lb max allowable load = 3,893 in -lb @ 2:100 lb imposed product load 2. Check Deflection Stress Allowable Loads Dmax= Dss*Rd Rd= I - (4*F*L)/(S*F*L + 10*E*lb) = 1- (4*300*144 in)/t(S*-300*144 ln)+(10*29500ksi*-1,634 inA4)] = 0,752 in W Dmax = L/180 Based on L1160 Deflection Clitelia and Dss= 5*W--'L A3/(384*E*lb) L/180= 5*W*LA3-*Rd/(384-'1E*lb*# of beams) solving for W yields, W= 384*E*1*-2/(180*5*L A 2*Rd) 384*1.634 in^4*2/[180*5*(144 in)A2*0,752) 2,638lb/pair allowable load based on deflection limits 2J5 in �75 in 1,625in 4.000in 0.063 in 111AII HI fit III III HI 111AIll Beam A Howab le Deflection = L/I 80 = 0.800 in Thus, based on the least capacity of item 1 and 2 above: Allowable load= 2,638 lb/pair I Imposed Product Load= 2 100 lb/pair r - ... ... ... ... ... ... .. .... .... .. ... ... ... ... 1Be am Stress= 0.8 BL-ain at Level 3 3142 Arroyo Vista Rancho Santa Margarita, CA 92688 TeL 949,888.8850 Fax: 949,888.885I Website: www,storagerackengineering,com, email: al@storagerackengineeting.com By: A.A. Projecu SMS INFOCOMM Project #: 250708-2 4 Tab Beam to Column Connection Configuration: TYPE A SELECTIVE RACK Mconn max= (Mseismlc + Mencl-tixity)'UJIL1*14ho 3,884 in -lb Load at level 1 P Connector Type= 4 Tab 4 3�8" P P P C Shear Capacity of Tab Tab Length= 150 in Fy = 55,000 psi Ashear = 0.5 in 1" 0,135 in = 0,0675 inA2 Pshear= 0A Fy * Ashear = 0.4 55000 psi * 0 .0675in A2 = 1,485 lb tsearing Capacity of lab tcol = 3,070 in Fu = 65,000 psi Bearing Length= 0.5= in omega= 2.22 a = 2,22 :>beanng= alpha * Fu * tab length * tcol/Omega = 2.22 * 65000 psi "" 0.5 in * 0,07 in/2,22 2,275 lb > 1485 lb Moment Capacity of bracket E� ge Distance=E= 1,00 in - d Tab Spacng= 2.0 in mm D1+p2+p3+p4 tcIp= 0,135 in P1 \Icap= Sclip * Fbending C*d= Mcap = 21154 = D, 1832 in^ 3 O.66 * Fy = -3,650 in -lb clip = �Icap/(--), 154 d) = 5650.16 in-lb/(2. 154 10.5 in) Thus, P 1 = 1,465 lb = 5,175 lb Mconn-allow= [P1*16,5"+P1*(4.5'*/6.5")*4.5" +P1"(25"/6,5")15" +P1*(0.5"/65")T5"J = 1485LB*[6.5"+(4.5"/6,5")*4.5"+(?,5"/6,5")*2.5"+(0,5"/6,5")*0,5"] = 15,764 in -lb > Mconn max, OK Stress= U.2b Fy = 55,000 psi ScIp= 0,183 in"3 J= E/2 = 0.50 in IN If U( Ot,,DA 0-1:0,5 2 T-YVI- A i1vll Foil I t3rtn F'-4cA Me,- 3142 Arroyo Vista Rancho Santa Margarita, CA 92688 Tel: 949.8W$$S0 Fax. 94%8$&8851 Website:www.storagerackengineering.com, email: al@storagerackengineering.com By: A.A. Project; SMSINFOCOMM Project #: 25-0708-2 Transverse Brace Configuration: TYPE A SELECTIVE RACK Diagonal Member= Mclx C456 Sgl 1,795x1,378x16ga Horizontal Member= Mclx 0456 Sgi 1,795x1,378)(16ga Area= 0.259 in A2 kea= 0.259 in" r min= 0,449 in r min= 0,449 in Fy= 55,000 psi Fy= 55,000 psi K= LO K= 1.0 Qc= 1,92 1 378m Frame Dimensions Bottom Panel He ight =i-1 = 68,0 in Clear Depth=D-B*2= 36,6 in Frame Depth=D= 4210 in X Brace= NO Column Width =6 = 2.7 in rho= 1,00 Diagonal Member * 0 1 Odd Case & : (I t11 �75+0 14-rds) 8 �P * [0, 7'1 ho *E]<= 1, 0, A 51-D Method Vtransverse= 109 lb Vb=Vtransv*0.7*rho= 109 lb * 0,7 * 1 = 761b Ldiag= [(D-B*-')12 + (H-6")A2]AJ/2 = 72,0 in Pmax= V*(Ldiag/D) 131 lb amal load on diagonal brace member Pn= AREA*Fn = 0, 259 in �2 * 11317 psi = 2,931 b Pallow= Pn/n = 2931 lb /I .92 = 1,527 lb (kl/r)= (k * Lhonz)/r min = (I x 42 in) /Or449 in = 93,5 in Since Fe>Fy/2, Fn=Fy*(I-fy/4fe) = 32,293 psi (kl/r)= (k * Ldiag)/r min = (1 x 72 in /0,449 in = 160,4 in Fe= pjA2,1E/(kl/r)A2 = 11,317 psi Since Fe<FyI2, Fn= Fe = 11,317 psi Fe= piA2'E/(ki/r)A 2 = 33,304 psi Pn= AREA*Fn = 0,259in"2432293 psi = 8,364 lb kb L—diag T H Pmax 3" typ Tv cal -Panel ConfigLiiabon Bolt Capacity Bolt Dia m Fv= tmin= 0,070 in Fu= 65,000 psi Shear Capacity= Bolt Area " FY (Dbl Shear) = 3,410 lb earing Capacity= 1.2 * Bearing Area * Fu '1" 2 3,511 lb JBolted Brace Stress- 0.04 <= 1.0 OK Fy/2 = 1-7,500 psi Pallow= Pn/Qc = 8364 lb Al 92 = 4,356 lb `YM,,� lNfk.)( C)MM 0702 f-)Ft A ildi Foll I onii f:4cl lvlec --PSW1`d`6"2 3142Arroyo Vista Rancho Santa Margarita, CA 92688 Tel: 949.888,8850 Faxz 949288.8851 Website: wvrw.storagerackengineering.com, email: at@storagerackengineering.com Byt A.A. Project: SMS INFOCOMM Project #1 25-0708-2 Single Row Frame Overturning Configuration: TYPE A SELECTIVE RACK Loads Critical Load case(s) using Working Stress loads to determine overturning and anchor loads: 1) RMI See 2.21, item 7: (0r9-0.12sds)D + (0.9-0—MiScls)"B"Papp - E*rho hID T- M, Vtrans=V=E=Qe= 100, lb Dead Load Per Upright=D= 400 lb Product Load per Upright =P = 6X0 lb Papp=P*&67= 4,221 lb Wst LC 1=WSt1=(033I2-'1D + &S8I-'Z'PaPp*I)- 4,072 lb Product Load Top Level, Ptop= 2,100 lb DL/Lvl= 100 lb Seismic Ovt based on E, Y(Fi*hi)= 20,235 in -lb height/depth ratio= 4,7 in tAlFully Loaded Rack Load case 1: Movt= Z(Fi1hi)*E*rho = 20,235 in -lb Sds= 0,0939 (0,9-0,2Sds)= 0.8812 (09-0,2Sds)= 0.8812 B= - --I rho= 1,0000 Frame Depth =Df = 42.0 in Htcp-lvl=H= 198,0 in # Levels= 4 # Anchcrs/Base = 1 hp= 54.0 in h=H+hp/2= 225.0 in Mst= Wstl * Df/2 = 4072 lb * 42 in/2 = 85,512 in -lb SIDE ELEVATION T= (Movt-Mst)/Df (202135 in -lb - 85512 in-lb)/42 in -1,554 lb No Uplift I I Net Seismic Uplift= - 1,554 lb (B) Top Level Loaded Only Load case 1: 0 VI=Vtcp= Cs * 1p Ptop >= 350 lb for H/D >6,0 Movt= [Vl*h + V2 * H/21*0,7*rho = 0,0235 2100 lb = 8,424 in-b = 49 lb T= (Movt-Mst)/Df Vleff= 49 lb Critical Level= 3 = (8424 in -lb - 46264 in-lb)/42 in V2=VDL= CS*IP*D Cs*lp= 0,0235 = -901 lb No Uplift = 9 lb Mst= (0.8612'*D + 0,88122*Ptop1) *42 in/2 = 46,264 in -lb F Anchor Check (1) 0,5" x 25' Embed Hilti Kwikbolt TZ2 anchor(s) per base plate. Special inspection is notrequired per ESR 4266, 1-IrP f A F!"41 Foil I oral F'i' 1, Me,", t it T axlrE am--Q'T�- MT! D-7 'XiM—WE - —EM rk -tl C:zS:w1 Hilti PROFIS Engineering 3.1.17 www,hilti.com Company: Address: Phone I Fax: Design: Fastening point: Specifier0s comments: I Input data Anchortype and diameter: Item number Speafication text: Page: Specifier AE E-Mail: 5.09M.69 BP TYPE A WITH 1 ANCHORS 0.5in DA Date: Effective embedment depth: Material: Evaluation Service Report: Issued I Valid: Proof: Shear edge breakout verification: Stand-off installation: Anchor platerx i Profile, Base material Installation: Reinforcement KwIk Bolt TZ2 - CS 112 (2 112) hnom3 2210254 KB-TZ2 112x3 3,4 HAI �, 1/2 in Kwik Bolt TZ2 - CS with 31 in nominal embedment depth per ICC-ES ESR-4266 , Hammer drill bit installation per MPI1' ri,fa,x = 2 500 in., h,,,,, = 31 000 in. Carton Steel ESR-4266 10d12024 112/1/2025 Design Method ACI 318-191 Mech Row closest to edge (Case 3 only from AC1318-19 Fig, R,171,7,2 It)) e. = 0.000 in (no stand-off), t = 0,120 in, 1'. x IV x t = 5.090 in. x 4.690 in. x 0.120 in,, (Recommended plate thickness: not calculated) Rectangular plates and bars (AISC), 1 1 4 - 5/8, (L x Wx T) = 1.250 in x 0.625 in, cracked concrete, 4000, f,' = 4,000 psi; n = 6,000 in Hammer drilled hole, Installation condition: Dry tension: not present, shear not present, no supplemental splitting reinforcement present edge reinforcement: none or < No, 4 bar R - The anchor calculation is based on a rigid anchor plate assumption, Geometry (in.) & Loading [Ilp, In.111a] 4 C CGI .Pll"A'; �1:�:'V' i'liV ;"r;p f OM 7,1T Jk4` Vv" .1 Input data and results must be checked for oonformitywith the existing conditions and for plausibility, PROFISEngineering (c) 2003-2025 Hitt{ AG, FL-9494 Schaan Hilli is a registered Trademark of HWAG, Schaan a Company. Page. Specifier Address: E-Mail: Phone I Fax: 5.W3A4.69 BP TYPE AWTH I ANCHORS 0,5in DA Date', Design. Fastening point: 11 Design results Case Description I Load case, Design loads Anchor reactions [lb] Tension force: (+Tension, -Compression) Anchor Tension force Shear force 109 Max, concrete compressive strain, - [%O] Max, concrete compressive stress! - [psi] Resulting tension force in 0 [1b) Resulting compression force in (x/y 0 [lb] Forces Up] Moments [in .1b] N = OV, O; VV _109; Shear force x Shear force -109 Anchor forces are calculated based on the assumption of a rigid anchor plate •.e _W Steel Strength' N/A Pullout Strength' N'tA Concrete Breakout Failure— N/A a highest loaded anchor **anchor group flanchors intension) 2 A 719i2O25 Seismic Max. Util Anchor no LZ Capacity 0 N, [ib] Utilization ON = N.0 N" Status NIA N/A NJA WA NJA NA N/A NZA NJA I Input data and results must be checked far conformity with the existing conditions and for Plausibility, PROFIS Engineering (c l 2003-2025 Hih I AG, FL-9494 Schaan Hith is a registered Trademark of Hilo AG, Schaan VU.- iN T3 T By !'OT' OV K C:ZS:W1 Hilti PROFIS Engineering 3.1.17 www.hilti.com Company: Page: Address: Specifier Phone I Fax: E-Mail: Design: 5.09X4.69 BP TYPE A WITH 1 ANCHORS 0.5in DA Date: Fastening point: EVIrm =#7 0`1 Load V,,,, [ib] Capacity 0 V,, [lb] Utilization 0, = V.,,141 V,, Steel Strength* 109 4,471 3 Steel failure (with lever arm)' N/A NiA NA Pryout Strength" 109 67131 2 Concrete edge failure in direction y 109 1,485 8 * highest loaded anchor "anchor group (relevant anchors) When the input edge distance is set to "infinity", edge breakout verification is not performed in that direction 4,1 Steel Strength Vso = ESR value referto ICC-ES ESR-4266 + V eel VU2 ACI 318-19 Table 17.52 Variables A.,, [in.-] f,,,, [psi] 0,10 114,004 Calculations Vs, [lb] 6,878 Results V,,, [lb] V[lb] Vu,, [lb] 6,8-18 0.650 4,471 109 Input data and results must be checked for conformity with the existing conditions and for plausibility, PROFIS Engineering I c k 2003-2025 Hihi AG, FL-9494 Schaan Hilti is a registered Trademark of Hilt{ AG, Schaan Status OK N;A OK OK OT;_,-�PPrOVUl- 0 zi�_ i�T rT 93N 1HE j0f ncU-5, A LL C 'fl, Mvc i .�U UE r'Rp 3 A 719i2O25 3 # www.hilti.com 4 Company: Page: Spedfler AI Address: Phone I Fax: BP E-Mail: TYPE AWITH I ANCHORS 0,5in DA Date 719i2O25 Design. �).W3A4.69 Fastening point: 4.2 Pryout Strength v Ail- y ed'ri CP Ai-ino yQ1, ym'N I``, ACI 318-19 Eci 17.1. a) Von 2 vuZI ACI 318-19 T able 1752 A, see ACI ','18-19, Section 17.6,2 1, Fig R 17,62 1(b) Noo = 9 h2f AC 1318-19 Eq (17,6,2.1.41 Yed,rl = 0 7 + O�3 0 ACI 318-19 Eq. i17 614 lb1 = < 1 0 AC 1318-19 Eq. (17 . 6,2.6,1 b) Y,Pfi Cac C�c N= k. X z, _ h15 o f, ot ACV 218-19 Eq, f17.6.2 21) Variables h,f [in [in,] its ci t 2 2,500 3,500 1.000 lac [In.] K. f,, [psi] 6.750 21 1.000 4,000 Calculations A,, [in A,, [in--] YedN d"P't) Nla [1b] 2.56 52.56 5625 0980 1,000 5,250 Results V, [lb) + cona-tte V, [lb] V'o [lb) 9,615 0700 6,7a1 109 C, REI-LA"r, fc C 'A K' I Input data and rtsWts tnust be checked for mnfonnity with the existing conditions and for plaushU y, PROR S Engineering I c ) M3-2025 Hilti AG, FL-9494 Schwan Hihi is a registered Trademark of Hiki AG, Schwan In .... .... wwwhlltlxorn Pagel Company: Spedfier: Address: E-Mai(: Phone I Fax: Date: v 9)(4 69 BP TYPE A WITH I ANCHORS 0,5in DA Design. Fastening point: 4.3 Concrete edge failure In direction y- = Avob (A") 41 Illey Ijtj,,V 'I'pararjelA, Vb vcb ea v Av'; see ACI.318-1 9, Section 1 7.2 1, Fig, R 1 1 Av'�o = 45 c-'1 rlreav = 07 + 0.31029 < 1.0 1 c, 5C vn Variables cot [In j ca, [in.) kit C.v 1.5013 3.500 1,000 d, [in.] f'- [psi] 1.000 0,500 4,000 Calculations A,, [in.2] A,, [in,2] 'v edgy 45.94 55,12 0.900 Results V, [lb] V. [1b) 2,121 07700 1,485 "Anchor row defined by Anchor I, Case 3 controls ACI 318-19 Ed, j 17 7.2 Is) AC I I I B-1 9 Table 17.5.2 Acl 318-19 Eq i 17.7.21 .3) Ac 13 18-19 Ed (1 T 7.2,4 1 b) Ac 13 18- 19 Ed, (. 17,7.2.6 1 ) Acl 318-19 Eq (17-7.2,2,131 h, [in,j Is [in.] 6,000 2.500 It' owaviei'v 1,000 'N,V V, [lb] 1,000 2,828 vu,, [lb] 109 When the input edge distance is set to "inlinity", edge breakout verification is not performed in that direction K At 1,iM in 4; ------ i n P - t data and results Must be chedred for wformity with the existing c.ondlijons and for plausibliftyl PRORS Engineering ( c i 003-2025 Hi AG, FL-9494 Schaan Hilli is a registered Trademark of Hihi AG, Schaan 2 719i2025 C=Sid — Hilti PROFIS Engineering 3.1-17 www.hilti.com Page: 6 Company: Specifier AI Address: -hail: Phone I Fax: 7,r9i2025 Desigm �>'UuA4.69 BP TYPE AWITH I ANCHORS 0,5in DA Date Fastening point: 5 Warnings - The anchor design methods in PROFIS Engineering require rigid anchor plates per current regulations (AS 5216:2021, ETAG 001.,,Annex C, EOTA TR029 etc.) This means load re -distribution on the anchors due to elastic deformations of the anchor plate are not considered - the anchor plate is assumed to be sufficiently stiff, in order not to be deformed when subjected to the design loading PROF[$ Engineering calculates the minimum required anchor plate thickness with CBFEM to limit the stress of the anchor plate based on the assumptions explained above. The proof if the rigid anchor plate assumption is valid is not carried out by PROF IS Engineering, Input data and results must be checked for agreement with the existing conditions and for plausibility! The equations presented in this report are based on imperial units When inputs are displayed in metric units, the user should be aware that the equations remain in their imperial format. Condition A applies where the potential concrete failure surfaces are crossed by supplementary reinforcement proportioned to tie the potential concrete failure prism into the structural member Condition B applies where such supplementary reinforcement is not provided, or where pullout or pryout strength governs. Refer to the manufacturers product literature for cleaning and installation instructions. For additional information about ACI 318 strength design provisions, please go to hftps:l�/Viewer,joomag,comj'pro6s-design-guide-us-en-sumrner-2021.iO8418490016251547587short&i Hilti post -installed anchors shall be installed in accordance with the Hilt! Manufacturers Printed Installation instructions iMPIl) Reference ACI 3i8_19, Section 26 7, I T� tAr� R11MI n i LK KL cV Input data and results must be Checked for conformity with the existing conditions and for plaugibility' PROFIS Engineering ( ci M3,2025 Hlhi AG, FL-9494 Schoen Hilt! is a register ed Trademark of Hill AG, Schaan = � b www,hilti.com Company: Page: Address: Specifier Phone I Fax: j E-Mail: Design: t 09X4.69 BP TYPE A WITH I ANCHORS 0.51n DA Date: Fastening point: Profile: Rectangular plates and bars (AISC), 1 1;*4 - 5/8, (L x Wx T) = 1.250 in, x 0,625 in. Hole diameter in the fixture: df = 0.562 in, Plate thickness (inputs 0.120 in. Recommended plate thickness: not calculated Drilling method: Hammer drilled Cleaning Manual cleaning of the drilled hole according to instructions for use is required. 7 7/9/2025 Anchor type and diameter Kwik Bolt TZ2 - CS 1/2 (2 1/2,i hnomZ Item number: 2210254 KB-TZ2 V2x3 34 Maximum installation torque: 602 in.lb Hole diameter in the base material: 0,500 in, Hole depth in the base Material: 3.250 in. Minimum thickness of the base material 5.000 in, Hilti �j 1/2 in Kwik Bolt TZ2 - CS with 3 in nominal embedment depth per ICC-ES ESR-4266 , Hammer drill bit installation per MPII auup�� Drilling Cleaning Setting • Suitable Rotary Hammer Manual blow-out pump Torque controlled cordless impeot tool • Properly sized doll bit Torque wrench • Hammer FS 2.545 2.545 u� 4n co 'IT 'IT M rN Cv x V, 1'� 1X_ *R1 U') LO CN CN rm' V 2.545 2545 Coordinates Anchor [in.] Anchor X y C, c'X c-V C, f 1 0000 0000 3,500 3.500 AUG$104tLj Input data and results must be checked for conformity vvith the existing conditions and for plausibilityl PROR S Engineering (c'. is ,2003-2025 Hin AG, FL-94Si4 Schaan Hilh registered Tradernark of HM AG, Schaart Page 24 of 72 C:zS:W1 Hilti PROFIS Engineering 3.1.17 www,hilti.com Company: Page: 8 Address: Specifier A Phone I Fax: E-Mail: Design: 5.09X4.69 BP TYPE A WITH 1 ANCHORS 0.5in DA Date: 719i2O25 9�M • 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. 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Project: SMSINFOCOMM Project #r 25-0708-2 Base Plate Configuration: TYPE A SELECTIVE RACK Section —a Baseplate = 5 .0'9"x4.E8"xO, 197" U3P FOOTPLATE Eff Width =W = 4,00 in a = 1.00 in Mb Eff Depth =:) = 4.00 in Anchor c.c.= 2 +,3=d = 22,00 in Column Width=b = 3,00 in N=# Anchor/Base = I b I*-- L Column Depth=dc = 2.69 in Fy = 36,C(-)0 psi W ---------- L = 1,31 in Plate Thickness =t = 0.197 in Dovvnalsle Elevation Down Aisle Loads Load Case 5., :,(1 -t-A 105 15f fs)D + 0, 75ffl. 4+0� 145ds) 19 IP t O75 =[O, 7*1ho xE]<= 1, aASD memod COLUMN DC= 200 lb Axial=P= 1,0098595 * 200 lb + 0,75 * (1.413146 * 0,7 * 3150 lb) COLT MN PL= 3,150 lb = 2,539 lb Base Moment= 0 in -lb Mb= Base Moment*0.75*0,7*rho 1+0A05*Sds= I.C-099 = 0 in -lb * 0,75*0.7*rho 1.4+0,14-qds= 1.4131 = 0 in -lb Axial Load P = 2,539 lb Mbase=Mb = 0 in -lb Axial stress =fa = P/A P/(D*W) M1= WL A' /2= fa*L A' / 'I = 159 psi = 136 in-b Moment Stress=fb = M/S = 6Mb/[(D*B''2] r-bment Stress=fb2 = 2 * fb * LJW = 0,0 psi = &0 psi Moment Stress=fbl = fb-fb'- M21= fb1*1 A-2)/2 = 0.0 psi = 0 in -lb M3 = (1/-2)"fb2*L*(2/3)*L = (1/3)*fb--*L A2 Mtotal = M1+M2+M3 = 0 in -lb = 136 in-lb/in S-plate = (1)(tA2)/6 Fb = 0,75*Fy = OX6 in A 3/in = 27,000 psi fb/Fb = Mtotal/[(S-plate)(Fb)] F'p= 0.7"F'c 038 OK = '2'800 psi OK Tanchcr = (Mb-(PLapp*0.75*0,46)(a))/[(d)'N/2] Tallow= 600 lb OK = -4,072 lb No Tension Cross Aisle Loads 1�1— — — R, 'It &'-.2 -`a I: � I -- A !4-Z5V 's -F-EL , _ Z 0 4 SO Movt,*0,75*0.7*rho= 10,623 in -lb Pseism ic = Movt/Frame Depth Frame Depth= 42.0 in = 253 lb P=Pstatic+Pseismic= 2,792 lb b =Column Depth= 2.60, in L tease Plate Depth -Col Depth= 1.31 in fa = P/A = P/(D*W) = 174 psi Sbase/in = (1)(tA2)/6 = 0.006 in A 3/in fb/Fb = M/[(S-plate)(Fb)] 0,86 OK M= wL A-!i -) 2 = fa-*LA 150 in-lb/in Fbase = 0,75*Fy = 27,000 psi theck uplift load on B�§�Iate Check uplift forces on baseplate with -- or more anchors per RMI 72-2, 'Whtn the bye plate configuritton coasts d two axboe bolts lo(led ai other We Df the colurrinand a net uplift force exists, the minniurn base plate thickntss ihall be detennined based on a design bending moment in the plate ecival to the uplift force on one anchor tmes 1/2 the distance from J-e centerline of the archor to the nearest edge of the rack cciumn" C * T Ta Mu To 11 9 1 b i ' I Heys on - Uplift per Column= 0 lb Q ty Anchor per BP = 1 Net Tension per anchor =Ta = 0 lb c = 0.66 in =Moment on Baseplate due to uplift= Ta*c/2 = in -lb Splate= 0,02% inA3 [fb,/Fb]*0.75= 0 OK 11,1t r-)C:CAvlN-'l h ();,`O; 2 l'i II A FMI FX41 Forril F-4cl, 0 3142 Arroyo Vista Rancho Santa Margarita, CA 92688 Tel: 949.888,8850 Fax: 949.8882851 Website:www.storagerackengineering.com, email: al@storagerackengineeting.com By: AA. Project: SMS INFOCOMM Project#: 25-0708-2 a slab t t ITTTITITTTITTUTTM11111 11A In MIMI I H 111111ill 11 X -11" 1— y C L SLAB ELEVATION Base Plate Effet. Baseoate width-Ev 4,00 in width=a= 3.00 in Effec, BaseiJate Depth=D= 4.00 in depth=b= 2,69 in ------------------- ;[;in - - - - - - - - - - '-T D e Cross ,Aisle, Down Aisle Baseplate Plan Viei,,t Concrete f'c = 1,000 psi tslab=t= 6.0 in Leff 6.0 in Soil (soil = 1,000 psf Movt= 20,235 in -lb Frame depth= 42.0 in Sds= 0.094 0,2'Sds= 0.019 i= 1000 f1=B/D= 1.000 mdway Mist faces of column to edge of plate=c= 3.50in F'CAO5= 63'�t psi Column Loads midway list face of column to edge of plate=e= 3.35in DEAD LOAD =D = 200 lb per column Load Case I ) (1,2+0,2Sds)D + (1,'-'+0.2Sds)1B*P+ rho*E RMI SEC 2 2 EQTN 5 unfactwedASD Wd = 1,21878 * TO lb + I .21678 * 0.7 * 3150 lb + 1 * 481 lb PRODUCT LOAD =P = 3,150 lb per column = 3,412 lb unfachved ASS load Load Case 2) (0,9-O,2Sds)D + (0.9-0,2Sds)4`E*Papp + rho* E RMT SK 2.2 EQTN 7 Papp= 2,111 lb per column = 0,88122 lb + 0,88122 0.7 2110.5 lb + I * 4S1 lb P-seismic=E= (Movt/Frame depth) = 1,959 lb 481 lb per column Load Case 3) 1,2"D + I .4*P U41 SEC 2,-- EQTN 1,2 unf3ctored Dinit State load = 1 .2*200 Ile + 1,4*3150 lb B= 7- 1- = 4,650 11a rho= -Y";- Load Case 4) 1,2*D + I,O*-P + 1,OE Sds= 0.0939 = 3,871 lb I,-' + 0,2'*-qds= 1,2188 Effective Column Load=Pu= 4,650 lb per column 0, 9 - 0.21OScls= 0,8812 Puncture Apunct= [(c+t)+(e+t)]*2*t = 221a,14 in^2 Fpunctl= [(4/3 + *(F'c,10.5) fv/Fv= Pu/(Apunct*Fpunct) 252's psi O122 < I OK Fpunct2= 2,66 (FICAO .5) = 168,1 psi Fpunct off = 168 1 psi Slab Bending Pse=DL+PL+E= 4,650 lb Moll= (Pse*144)1(fsoil) L= (Asoil),",0.5 y= (c*e)"0.5 + 2*t = 670 inA2 = 25,68 in = 15,4 in x= M= W*XA2/2 S-slab= I*tk, .ffA') /6 5.2 in 6.0 in A3 Fb= 5*(phi )*(f'C)AO,5 95.0 in -lb fb/Fb= M/(S-s1aVFb) = 189 . 74 psi OM3 < 1, OK 114 1 0(:()MK--1 2', 0 /0.5 2 11 F'1 A i'M I Kdl Corm Fwl We PWItbfit2 & F_nginrin_q,irk AI 23142 Arroyo Vista Rancho Santa Margarita, CA 92688 Tel: 949288,8850 Fax; 949XII8S851 Website: www.storagerackengineering.com, email: al@storagerackengineering,com By: AA, Project: SMSINFOCOMM � �61 M SIDE VIEW FRONT VIEW TYPE A & B TYPE 6 #BmLvls Frame Depth Frame Height Brace Panels 5 42 in 4164.0 in 5 RACK COLUMN REACTIONS WORKING STRESS LOADS AXIAL DL= 250 lb AXIAL LL= 33650 lb 5E 15MICAX14L Ps= +/- 535 lb BASE MOMENT= 0 in -lb BASE SHEAR Z OIV61 T = 42 lb BASE SHEAR TRANS: = 63 /1� Project Address 4051 N HIGHWAY 121 SUITE #100 GRAPEVINE, TX 76051 Seismic Coeff Ss= 0,088 Sl= 0,050 Sds= 0.094 Sdl= O.080 Beam Length Cross Aisle 144 in SO ROW of Dbi Row wiStd Row Soa Component Description STRESS Upright Column Fy =55 ksi Mecalux 314 3.0"x2.69"x0.070" P=3900 lb, M=893 in -lb 0,23-OK Upright Column & Backer No Backer Beam Fy=55ksi Intik 40E 4Hx2.75Wx0,063'Thk Lu=144 in Capacity: 2638 lb/pr 0,8-OK Beam Connector F y =55 ksi Lvl a 4 Tab OK I Mconn=3269 in -lb Mcap=15764 in -lb 0.21-01( Brace -Horizontal Fy =55 ksi Mclx C456 Sgl 1 .70,5xl .378xl6ga 0,02-OK mm Brace -Diagonal Fy =S5 ksi Mclx C456 Sell 1,795x1.378x16ga 0.1-OK Base Plate Fy =36 ksi 5,09"x4.68"x0.197" U3P FOOTPLATE Fixity= 0 in -lb OB7-OK Anchor 1 per Base 0,5" x 2.5" Embed Hilti Kwikbolt TZ2 ESR 4-%'6 No Inspection (N2t Seismic Uplift lb) 0.09_2-01( Min Slab & Soil 6" thk x 4000 psi concrete slab on grade. 1000 psf Allowable Soil Bearing Pressure O. 14-OK Level Load** Story Force Story Force Column Column Conn, I Beam Per Level Beam Spcig Brace Transv Longit, Axial Moment Moment Connector 1 500 lb 24,0 in 24,0 in 2 lb I lb 3,900 lb 893 1W 1, 122 3 Tab OK 2 500 lb 22,0 in 24,0 in .4 lb 31b 3,600 lb 460 `41 966 3 Tab OK 3 2,100 lb 22.0 in 52.0 in 21 lb 14 lb 3XO lb 445 V 3,269 V 4 Tab OK 4 2,100 lb 66,0 in 68,0 in 40 lb 27 lb 2,200 1 b 1,109 "# 3,3345 4 Tab OK 5 21100 lb 66,0 in 68.0 in 60 lb 40 lb 1,100 lb 663 V 2,957 4 Tab OK FP`,E T !:_!,TERfAi R E E F"E Total: 7,30D lb/bay Total: 127 Iblupright 85 lb/upright Load defined as product weight per pair of bears Notes I -S 1-2: 50CLB, MAX LOAD PER LEVEL & INTERLAKE 36E BEAM F3i - OKAY -S 3-7: 2,I00LB. MAX LOAD PER LEVEL & INTERLAKE 40E BEAM F4M - OKAY 3tiorogf---a Zac-k Enginoc—ng' 04 23142Arroyo Vista Rancho Santa Margarita, CA 9268$Tel: 949.888.8854 Fax: 949.1388.8851 Website: www.storagerackengineering.00m, email: al@storagerackengineering.com A.A. Project: SMSINFOCOMM 25-0708-2 Lateral analysis is perfornred with regard to the requirements of the 2012 RMIA%I W 16.1-2-012 Sec 2,6 &ASCE 7-10 sec 15,53 Ss= 0,086 Transverse (Cross Aisle) Seismic Load SI = U50 V= Cs*Ip*Ws=Cs*Ip*(0.67*P*Prf+D) Fa = 1,600 Cs I= Sds/R Fv= 2.400 = 0,0235 Cs -max Jp= 0r0235 Sds=2/3'Ss*Fa= 0.0094 Csl= 0.044*Sds V,= 0,015 Sdl=2/3"SI*Fv= 0,080 = 0 0041 Eff Base Shear=Cs= 0-0235 Tian Ell a Ca=0.4*2/3*Ss*Fa= 0,0375 CS":P= 0r5*S1/R Ws= (0,67*PLRF, PL)+DL (RMI 16.2) (Transverse, BF a(ed R ame Dv) R= ' - = 0,0063 = 5,391 lb Ip= 1,0 Cs -max= 0,0235 Vtransv=Vt= 0,0235 * (500 lb + 4891 1b) PRFI= LO Bast Shear Coeff-Cs .= 0 M35 Etrarsverse= 127 lb ILIM&Mates Pallet Height=hp= 54,0 in Level rrans seisniksirearperryxrrrahi DL per Beam LvI = 100 lb Level PRODUCr LOAD P P*0,67*PRFI DL hi wilbi Fi Fi*(hi+hp/-') 1 500 lb 335 lb 100 lb 24 in 10,440 2. 11 b 107 in -lb - 500 lb 335 lb 100 b 46 in --'0,010 4.0 lb 292 in -lb 3 2,100 lb 1,407 lb 100 lb 66 in 102,476 220,5 lb 1,948 in -lb 4 2,100 lb 1,407 Ib 100 lb 134 in 201,938 4033 lb 6,486 in -lb 5 2,100 lb 1,407 lb ICO lb ')Tj in 301'400 60-2 lb 13,665 in -lb sum: P=7300 lb 4,891 lb 500 lb W=5391 lb 636,264 _L"n itudinal (Downaisle) Seismic Load Csl=Sdl/(T'R)= 0.0267 Ws= (0,67 * PRE * P) + DL P,2= 1,0 Cs2= 0X41 5,30-1 lb (Longitudnal, Urbraced NJ R - Cs3= M042 cs=cs-niuip= 0,0157 T-- 0.50 sec C84=Sds/R= 0,0157 Vlong= 0.0157 * (500 lb + 4891 1b) Cs -max= 0.0157 [Egongltudnal= 85 lb Level PRODUCLOAD P P*0,67*PRF2 DL hi wi"hi 1 5C0 lb 335 lb 100 lb 24 in 10,440 - 500 b 335 lb 100 lb 46 in -T,010 3 2,100 lb 1,407 lb 100 lb 68 in 102-476 4 2, 100 lb 1,407lb 100 Ib 134 in 201,938 5 2,1001b 1,407 lb ICO lb 200 in 301,400 SUM 4,89 1 lb 500 lb W=5391 b 636,264 1 127 b 1=211x0 R Fi I A lb 2.7 lb 13,7 lb 27.0 lb -403 Ib 85 lb "M'3 1W E-X:.Orvqm 0."'06 IT b PJ\Al K.Al fortil F-4cl, M'�,%PW1016f`12 3142Arroyo Vista Rancho Santa Margarita, CA 92688 Tel: 949,888.8850 Fax: 949388,8851 Website: wvrw,storagerackengineering.cDm, email: al@storagerackengineering.com BY; AA. Project: SMS INFOCOMM Project #: 25-0708-2 Downaisle Seismic Loads Configuration: TYPE B SELECTIVE RACK Determine the story moments by applying picrtal analysis," The base plate is assumed to provide no fixity, Seismic Story Forces Vlong= 85 lb Vcol =Vlong/2= 43 lb 11,Nw ------- Fl= I lb IN 1, 0* 11, F'-'= 3 lb of iw, F.' 3= 14 lb — El w MIED MIME- - Im = M: F i.v,f Vi,.. SI, It Vl,:- Seismic Story Moments ConceDtual Svstem COL Mbase-max= 0 in -lb <= Defwff capacity hl-eff = hl - beam clip height/2 Mbase-v= (Vcol*hleff)/2 = 21 in VC01 = 446 in -lb < Moment going to base Mbase-eff = Minimum of Mbase-max and Mbase-v h2 = 0 in -lb PINNED BASE A55UMED M 1-1= [Vcol * hleff]-Mbase-eff M 2-2= [Vcol-(Fl)/'-] * h2 = (43 lb 12 1 in)-0 in -lb = [43 1b, - 1.4 lb]"221 in/2 I = 893 in -lb = 460 in -lb hl I Jhle I I Mseis= (Mupper+Mlawer)/2 Beam to Column Mseis(1-1)= (893 in -lb + 460 in-lb)/2 Mseis(2-22)= (zl6O in -lb + 445 in-lb)/2 676 in -lb =452 in -lb rho= 1,0000 Summary of Forces _�iconn LEVEL hi Axial Load Column 1Vbrrknt** Mseismic** Mend -fixity Beam Connector 1 24 in 3,900 lb 893 in -lb 676 in -lb 927 in -lb 1,122 in -lb 4 Tab OK 22 in 3,600 lb 460 in -lb - 452 in -lb 9'7 in -lb 966 in -lb 4 Tab OK 3 22 in 3,300 lb 445 in -lb 777 in -lb 3,893 5, in -lb 3,269 in -lb 4 Tab OK 4 66 in 2,2200 lb 1,1009 in -lb 886 in -lb 3,893 in -lb 3,345 in -lb 4 Tab OK 5 66 in 1,100 lb 663 in -lb 332 in -lb 3,893 in -lb 2,957 in -lb 4 Tab OK A, T F Im J I V A CZ R', X t-l_�_Am, it's rx Uz i-', 1_o YI.?f ic,E, rT . - � A L Mconn= (Mseismic + Mend-fixity)*0.70*rho Mconn-allaw(3 Pin)= 15,764 in -lb **all moments based on limit states level FTI_,L t" f,Jvfl r,_,I I I rill r.4 e, C_ I hie, -.#Y6W'Jd`6"2 7/':?,"02'1 3142 Arroyo Vista Rancho Santa Margarita, CA 92688 Tel: 949,888X850 Fax: 949,888.8851 Website:www.storagerackengineering.com, email: al@staragerackengineering.00m By: A.A. Project: SMSINFOCOMM Project#: 25-0708-2 Column (Longitudinal Loads) Configuration: TYPE B SELECTIVE RAC( Section: Mecalux 314 3,0"x2.69"x0,070" 3,000 m Aeff = 0,538 in^2 ly = 0,464 inA4 Kx = 1.7 Ix = 0,765 inA4 Sy = 0,307 in A3 Lx = '210 in Sx = 0.510 in A3 ry = 0.9218 in Ky = 1.0 rx = 1,190 in Fy = 55 ksi Ly = 24.0 in 2,690 in 2f = 1,67 Cmx= 0.85 Cb= 1,0 E = 29,500 ksi COLLJ�IN ESL = 2'� lb 0 Mcal load cases area RAff Sec 21 COLU'-IN PL = 3,650 lb Load Case 5: : (1+0,105*S*)D -i- 0�75"(1,4+0145ds)'B*P + 0-75*(0.7'rho*�)— 1,0, ASD Met/W Mcol= 892 in -lb axial load coeff, 074190165 * P seismic inoment coeff, 0, 5625 1 Mcol Sds= 0,0939 Load Case 6: : (I + 0, 104 *5ds)D + (0, 85* 0, 14-5ds) TT + (0, 7 11 ho *E) < = I , 0, ASD Me thot Y 1+0.105*Sdis= 1.0099 axial load coeff0 60420 set'sInIc moment coeffi 0.7 * Mcol 1A+0,14Sds= 1.4131 By analysis, Load case 5 governs utilizing loads as such 1+0,14Sds= 1,0131 0B5+0.14*Sds= 0,8631 Axial Load=Pax= 1-0094595-250 Jh I MIS - 1.413146.9.i f 3650 Ih Moment =Mx= 0.75*0.7*rho*Nkol B = 0,7000 = 2,960 lb = 0.525*892 in -lb rho= I.00TO = 468 in -lb Axial Analysis KxLx/rx = 13*22"/1A9" KyLy/ry = 1*24"/0.9264` Fe > Fy/-" -e) = 31A Fn= Fy(I-Fy/41' = 55 ksi*[1-55 ksi/(4*29-4B ksi)] Fe= w^'T-/(KL/r)max"2 FY/2= 27,5 ksi = 52A ksi = 294,8(si Pa= Pn/Pc Pn= Aeff*Fn Qc= 1,92 = 28204 lb/1,92 = 28,2104 lb = 14,690 Ib P/Pa= 0, > 0,15 Bending Analysis Oieck; Pax/Pa + (Cmx*Mx)/(MaxI�x) 15 1.0 P/Pao + MxJMaX 5 1.0 Pno= Ae*Fy Pao= Pno/Qc MyieId=My= Sx"Fy = 0.536 inAl t55000 psi = 295851b/1,92 = 0,51 in'13 * 55000 psi = 29,585 lb = 15,409 Ilo = 28,050 in -lb Max= My/Qf Pcr= n"2El/(KL)maXA-1 = 28050 in-lb/1,67 = n A2*29500 ksl/(1 7*22 in)A) = 16,796 in -lb = 159,236 lb px= {1/[1-(2c*PJPcr)])A-1 = 1'1/[1-(1,9' 296 lb/159236 lb)]}A_J = 0.96 Combined Stresses (2960 lb/14690 lb) + (0.65*468 in-lb)/(16796 in-lb*0,96) = 0.23 < 1,0, OK (EQ C5-1) (29E lb/15409 lb) + (*8 in-lb/16796 in -lb) = 0'22 < LO, OK (EQ C5-2) fot compatison, total column stress computed for load case 6 is: 20 00i, 1b,3as2458624531bAX1d1and M� 624111-lb 2 - .t I 01�-' ItIf 0( 01,0M 2 11 2 T) I'L b rMl fl'�Il f Orin F.3�-� Me— p, D A rV - NIT 7 23142Arroyo Mesta Rancho Santa Margarita, CA 926881rel: 949.8W.88SOFax: 949.888.8851 Website: www.storagerackengintering.com, email: al@storagerackengineering.com ay. A A. Project: SMS I NFOCOMM Project#: 25-0708.2i, Transverse Column Loads Configuration: TYPE B SELECTIVE RACK Section Properties Load at level = I V IL - Section: Mecalux 314 3,0"x2.69"x0,070" 3.000 in Aeff = 0,538 in A 2 ly = 0.464 in 114 Ix = 0.765 in A 4 Sy = 0.307 in A 3 Pv Sx = 0,510 in A 3 ry = 0.928 in 0,070 in i rx = 1,190 in Fy= 55 ksi 2690 in Of= 1,67 Cmx= 0.85 E= 29,500 ksi width= 3,000 in Ps P Cb= 1.0 depthl= 2.690 in Kx = 11 thickl = 0.070 in Ky = 1.0 Lx = 22.0 in Ly = 24.0 in Transverse Elevation Loads COLUMN DL= 250 lb Ciitical load cases ate: RMI Sec 2.1 COLUMN PL = 3,650 lb Load Case 5.- : (I +0,105*Sds)D + 0 75*(1,4+0,14S(fs)*B"P + 0,75"(O. 71rho E) 1.0, A5D Method Sds= 0.0939 Load Case 6: : (1+0. 104 *SYs)D + (0.85+0,14Sds) 118,*P + (0. 71iho*E)<= 1. 0, ASD Method 1+0,105*Scls= 1.0099 1.4+0A4Sds= 1A131 Load Case 5: 1+0J4Sds= 1.0131 Axial Load= 1 D098595*250 to + 0.75*(1.413146*0.7* 3650 lb) + 0,75*(0.7*rho*-536 b) 0.85+0.14*Sds= 0.8631 = 3,242 1) B= 0,7000 Load Case 6: rho= I _0000 Axial Load= 1.013146*250 lb + 0.863146*01*3650 lb + (0,7*rho*536 b) Movt= 22,500 in -lb = 2,834 b Frame Depth=D= 42 in Seismic Axial =Pv = Mov t/D Eff. Axial Load= 3,242 lb = 536 lb Axial Analvsis KxLx/rx = 1.7*22"/1.19" KyLy/ry = 1*24"/0.9284" Fe > Fy/2 = 31 A = 25.9 Fn= Fy(I-Fy/4Fe) Fe= n A 2E/(KL/r)maXA 2 Fy/2= 27.5 ksi = 55 ksi*[1-55 ksi/(4*294.8 ksi)] = 294.8ksi = 52.4 ksi Pn= Aeff*Fn (k 1.92 Pa= Pn/Qc = 28,204 lb = 28204 lb/1.92 P/Pa= 0.22 > 0A5 = 14,690 lb Sending Analysis Ched(: P/Pa + (Cmy*My)/(May-*py) S 1.0 P/Pao + My/May 5 1.0 Pno= Ae*Fy Pao= Pno/(k Myield=W= Sy*Fy = 0,538 in A 2 ",55000 psi = 29585lb/1.92 = 0.307 in^ 3 55000 psi = 29,585 lb = 15,409 b = 16,885 in-b May = MY/Of Pcr= n,",2El/(n)max,`12 = 16885 in-lb/1.67 = n A 2*29500 ksi/(1.7*-22 in )A 2 = 10,111 in -lb = 159,236 h W= f1/[1-((k*P/Pcr)JJA-1 = f1/[1-(1.92*3242 lb/1 59236 lb)]JA_J = 0.96 Combined Stresses (3242 6/14690 lb) '+ (0.85*0 in-lb)/(10111 in-b*0.96) = 0.22 < 1 D, OK (EQ C5-1) (3242 b/15409 lb) + (0 in-lb/10111 in -lb) = 0.21 < ID, OK (EQ C5-2) Page of - 23142 Arroyo Vista Rancho Santa Margarita, CA 92688 Tel: 949,88&8850 Fax: 949.88R8851 By- XX Project: SMS INFOCOMM Projectc 25-070& 2 BEAM Configuration: TYPE B SELECTIVE RACK DETERMINE ALLOWABLE MOMENT CAPACITY 2 75 in A) Check compression flange for local bucklina (B2.1) w= c- 2*t-2*r = 1.75 in - 2*0.063 in - 2*0.063 in = 1.498 in wlt= 2178 I=Iambda= [1.052/(k)^0.5] * (w/t) (Fy/E)^0,5 = 11.0521(4)AO.S) * 23.78 (55/29500)AO,5 = 0.54 < 0,673, Flange is fully effective B) check web for local buckling Der section b2.3 fl(comp)= Fy*(y3/y2)= 49.90 ksi f2(tension)= Fy*(y1fy2)= 101.67 ksi Y= 1`21f I Eq. B23-5 = -2,037 k= 4 + 2*(1-Y)A3 + 2*(1-Y) Eq. B2.3-4 = 66.10 flat depth =w= yl +y3 -- 3.748 in w/t= 59.49206349 I=Iambda= [1D52/(k)A0.5] * (w/t) * (fI/E)A0.5 = [1.052/(66.1)AO.5] * 3348 * (49.9/29500)AO.5 = 0.317 < 0.673 be =w= 3.748 in b2= be/2 b I= be(3-Y) = 1.87 in = 0.744 bl +b2= 2,614 in > 1.234 in, Web is fully effective Determine effect of cold working on steel, yJeld point (Fya) Der section A7.2 Fya= C*Fyc + (1-C)*Fy (EQ A7.2-1) Lcorner=Lc= (p/2) * (r + t/2) 0.148 in C= 2*Lc/(Lf+2*Lc) Lflange-top=Lf= 1.498 in = 0,165 in m= 0.192*-(Fu/Fy) - 0.068 (EQ A72-4) = 0.1590 Bc= 3.69*(Fu/Fy) - 0,819*(Fu/Fy)A 2 - 139 = 1.427 since fu/Fv = 1 A8 < 12 and r/t= 1 < 7 OK then Fyc= Bc * Fy/(R/t)AM (EQ A7.2-2) -- 78,485 ksi Thus, Fya-tDp= 5828 ksi (tension stress at top) Fya-bottom= Fya*Ycgf(depth -Ycg) = 114.29 ksi (tension stress at bottom) Check allowable tension stress for bottom flange Lflange-bot=Lfb= Lbottom - 2*r*-2*t -- 2.498 in Cbottom=Cb= 2*Lc/(Lfb+2"Lc) = OA06 Fy-bottom=Fyb= Cb*Fyc + (I-Cb)*Fyf = 57.49 ksi Fya= (Fya-l:op)*(Fyb/Fya-bottom) - 29.62 ksi Emom Eq . B2.1-1 la ,75 'rS in 1.625in 4.000 in 0.063 in Beam= IErtl k 40E 4Hx2.75Wx0.063"Thk lX= 1.634 inA4 Sx= 1 0.767 in A 3 Ycg= 2,640 in t= 0,063 in Bend Radius=r= 0.063 in Fy=Fyv= 55.00ksi Fu=Fuv= 65.00 ksi E= 29500 ksi top flange=b= 1.750 in bottom flange= 2.750 in Web depth=14.000 in A ya ftpth (EQ A71-3) yl= Ycg-t-r= 2.514 in y2= depth-Ycg= 1.360 in Y3= Y2-t-r= 1.234 in if F= 0.95 Then F*Mn=F*Fya*Sx=l 21,58in-kj I t�n�41AU Uf' S, y: A.A. RMI Section 5.2, PT 11 Section lAi 23142 Arroyo Vista Rancho Santa Margarita, CA9268BTel: 949,8W.88SOFax: 949.88&8851 Website www.storagerackengineeringcom, emaW ai@storagerackengineering.com Project: SMSINFOCOMM Project #: 25.070&2 Configuration: TYPE 8 SELECTIVE RACK Beam= lndk 40E 4Hx2,75Wx0.063"Thk lx=lb= 1,634 inA4 Sx= 0.767 in,'13 t= 0.063 in E= 29500 ksi Fy =Fyv = 55 ksi F= '300,0 Fu =Fuv = 65 ksi L = 144 in Fya = 58.9 ksi Beam Level= 3 P =Product Load= 2,100 lb/pair D=Dead Load= 100 lb/pat 1. Check Bending Stress Allowable Loads Mcenter=F*Mn= W*L*W"Rm/8 W=LRFD Load Factor= 1.2*D + 1.4*P+1.4*(0.125)*P RN12.2, ftent 8 FOR DL=20/o of P1, W= 1.599 Rm= 1 - [(2*F*L)/(6*E*lb + 3*F*L)] I - (2*300*144 in)/[(6*29500 ksi*1.634 in/13)+(3*300-*144 in)] 0.794 if F= 0.95 Then F"Mn=F*Fya*Sx= 42.90 in-k Thus, allowable load per beam palr=W= F*Mn'8*-(# of beams)/(L*Rm*W) 42.9 in-k 8 * 2/(144in * 0,794 * 1,599) 3,755 1 b Jpair allowable load based on bending stress Mend= W*L*(I-Rm)/8 = (3755 lb/2) * 144 in * (1-0.794)/8 = 6,962 in -lb C& 3755 lb max allowable load = 3,893 in -lb @ 2:100 lb imposed product load 2. Check Deflection Stress Allowable Loads Dmax= Dss*Rd Rd= I - (4*F*L)/(S*F*L + 10*E*lb) = 1- (4*300*144 in)/t(S*-300*144 ln)+(10*29500ksi*-1,634 inA4)] = 0,752 in W Dmax = L/180 Based on L1160 Deflection Clitelia and Dss= 5*W--'L A3/(384*E*lb) L/180= 5*W*LA3-*Rd/(384-'1E*lb*# of beams) solving for W yields, W= 384*E*l*-2/(180*5*L A 2*Rd) 384*1.634 in^4*2/[180*5*(144 in)A2*0,752) 2,638lb/pair allowable load based on deflection limits Thus, based on the least capacity of item 1 and 2 above: 2J5 in �75 in 1,625in 4.000in 0.063 in 111AII HI fit III III HI 11F1111 Beam Allowable" load-- 2,638 lb/pair E 1-M 1'z Mix Imposed Product Load= 2,100 lb/pair . .... ... .... .... .... .... ... .. .. .. . .. ... ... ... .... .... .... .. ... .. .. .. .. . . lBeam Stress= 0.8 &)am at Level 3 23142 Arroyo Vista Rancho Santa Margarita, CA 92688 Tel: 949,88&8850 Fax: 949.88R8851 By- XX Project: SMS INFOCOMM Projectc 25-070& 2 BEAM Configuration: TYPE B SELECTIVE RACK DETERMINE ALLOWABLE MOMENT CAPACITY 2 75 in A) Check compression flanae for local bucklina (B2.1) w= c- 2*t-2*r = 1.75 in - 2*0.063 in - 2*0.063 in = 1.498 in wlt= 2178 I=Iambda= [1.052/(k)^0.5] * (w/t) (Fy/E)^0,5 = [1.0521(4)AO.S] * 23.78 (55/29500)AO,5 = 0.54 < 0,673, Flange is fully effective D)chec k who for local bucklino net section b2.3 fl(comp)= Fy*(y3/y2)= 49.42 ksi Wtension)= Fy*(y1/y2)= 101A9 ksi Y= f2/f I Eq. B23-5 = -2.048 k= 4 + 2*(1-Y)A3 + 2*(1-Y) Eq. B2.3-4 = 66.73 flat depth=w= y1+y3 - 3.403 in wlt= 54.01587302 I=Iambda= [1.052/(k)AO,5] * (w/t) * (fI/E)A0.5 = [1.052/(66.73)AO.5] - 1403 * (49A2/29500)A0.5 = 0.285 < 0.67 3 be=w= 3.403 in b2= be/2 b 1 = be(3-Y) = 1.70 in = 0.674 bl +b2= 2.374 in > 1,1167 in, Web is fully effective Determine effect of cold workino on steel Yield Point (Fya) Der section A7.2 Fya = C4Fyc + (I-C)*Fy (EQ A7.2-1) Loorner=Lc= (p/2) * (r + t/2) 0.148 in C= 2*Lc/(Lf+2*Lc) Lflange-top =Lf = 1.498 in = 0,165 in m= 0.192*-(Fu/Fy) - 0.068 (EQ A72-4) = 0.1590 Bc= 3.69*(Fu/Fy) - 0,819*(Fu/Fy)A 2 - 119 = 1.427 since fu/Fv = I AS < 12 and r/t= 1 < 7 OK then Fyc= Bc * Fy/(R/t)AM (EQ A7.2-2) -- 78,485 ksi Thus, Fya-tDp= 5828 ksi (tension stress at top) Fya-bottom= Fya*Ycgf(depth -Yog) = 114.29 ksi (tension stress at bottom) Check allowable tension stress for bottDm flange Lflange-bot=Lfb= Lbottom - 2*r*-2*t -- 2.498 in Cbottom=Cb= 2*Lc/(Lfb+2"Lc) = OA06 Fy-bottom=Fyb= Cb*Fyc + (I-Cb)*Fyf = 57.49 ksi Fya= (Fya-top)*(Fyb/Fya-bottDm) - 29.62 ksi Eq . B2.1-1 la ,75 'rS in 1.625in 3.65s in 0.063 in Beam= Inflk 36E 3.655Hx1-,75Wx0.063"Thk Ix= 1.307 in A4 Sx= 0.666 in A 3 Ycg= 2.412 in I:= 0,063 in Bend Radius =r= 0.063 in Fy=Fyv= 55D0 ksi Fu=Fuv= 65.00 ksi E= 29500 ksi top flange=b= 1.750 in bottom flange= 2.750 in Web depth=13,655 in A ya d,pth (EQ A71-3) yl= Ycg-t-r= 2.286 in y2= depth-Ycg= 1.243 in y3= y2-t-r= 1.117 in if F= 0.95 Then F*Mn=F*Fya*Sx=l 18.74 in-k 1 3142 Arroyo Vista Rancho Santa Margarita, CA 92688Tel: 949,8B8.8850 Fax: 949.8888851 Website: www.storagerackengineeringcom, email; al@storagerackengineering.com By A.A. Project; SMSINFOCOMM project#: 25.070&2 BEAM RI Section 5.2, PT 11 Section Configuration: TYPE B SELECTIVE RACK Beam= Indk 36E 3,655Hx2.75Wx0,063`lbk lx=lb= 1.307 in A 4 Sx= 0,666 in,,3 t= 0.063 in E= 29500 ksi Fy =Fyv = 55 ksi F= 190,0 Fu =Fuv = 65 ksi L = 144 in Fya = 58.9 ksi Beam Level= 1 P=ProductLoad= 500 lb/pair D=Dead Load= 100 lb/pair 1. Check Bending Stress Allowable Loads Mcenter=F*Mn= W*L*W"Rm/8 W=LRFD Load Factor= 1.2*D + 1.4*P+1.4*(0.125)*P RN12.2, ftent 8 FOR DL=2% of P1, W= 1.599 Rm= 1 - [(2*F*L)/(6'Ellb + 3*F*L)] 1 - (2'1'190*144 in)/[(6*29500 ksi*1.307 inA3)+(3*190-*144 in)] - 0.825 if F= 0.95 Then F*Mn=F*Fya"Sx= 37.25 in-k Thus, allowable load per beam pair=W= F*Mn*8*(# of beams)/(L*Rm*W) 37.25 in-k -* 8 * 2/(144n * 0225 * 1.599) 3,138lb/pair allowable load based on bending stress Mend= W`1-L*(1-Rm)/8 = (3138 lb/2) * 144 in * (1-0.825)/8 = 4,942 in -lb C(p 3138 lb max allowable load � 0,788 in -lb 0 500 lb imposed product load 2. Check Deflection Stress Allowable Loads Dmax= Dss*Rd Rd= I - (4*F*L)/(5*FvL + 10*E*lb) = I - (4*190*144 in)/[(5*190*144 in)+(10"29500 ksi*1.307 inA4)] = 0,790 in if Dmax= L/180 Based on L1160 Deflection Clitelia and Dss= 5*W--'L A3/(384*E*lb) L/180= 5*W*LA3-*Rd/(384-'1E*lb*# of beams) solving for W yields, W= 384*E*l'r2/(180*5-L-2*Rd) = 384* 1 .307 lnA4 *2/[180*5*(144 in)A 2*U9) = 2,008lb/pair allowable load based on deflection limits Thus, based on the least capacity of item 1 and 2 above: 2.75 in �75 in 1,625in 3,BS5 in 0.063 in t- - 111�111 fit HI III III III-MM-Tl I', , - ------------------- Beam —Af RE Ql �AU S i F.IE RE T Allowable Deflection= L/180 0.800 in Allowable lo'ad'--'2,00'8 lb/pair Im pos ed Product Load= 500 lb/pair Beam Stress= 0.25 BAS-ON Page 36 of 72 3142 Arroyo Vista Rancho Santa Margarita, CA 92688 Tel: 949,888X$50 Fax: 949.8883851 Website: www,storagerackengineering.com, email: al@storagerackengineerin&oom By: A.A. Project: SMS INFOCOMM Project #: 25-0708-2 4 Tab Beam to Column Connection Configuration: TYPE B SELECTIVE RACK Mconn rrI (Mseismic + Mena-twty)-U./U-Rho 3,269 in -lb Load at level 3 P Connector Type= 4 Tab Tab Length= 0.50 in Fy = 55,000 psi Ashear= 0.5 in * 0.135 in = D.0675 h^2 Pshear= 0.4 FY * Ashear = 0.4 55COO psi * 0 .0675in^ 2 = 1,485 lb tsearing capacity of I ao 4 3�8" max P P C tcol= 3,070 in Fu = 65,000 psi Searing Lengt = 0,50DO in omega= 2.22 a = 2,22 :>beanng= alpha * Fu * tab length * tcol/Omega = 2.22 * 65000 psi "r 0.5 in * 0,07 in/2,22 2,275 lb > 1485 lb moment capacity of Liracket =-dge Distance=E= 1,00 in Tab Spacing= 1-0 in Fy= 55,000 psi mm D1+p2+p3+p4 tcIp= 0,135 in Sclip= 0,163 h^3 \Icap= Sclip * Fbending C*d= Mcap = 21154 J= E/2 = D, 1832 in^ 3 O.66 * Fy 0.50 in = -3,650 in -lb :'clip = �Icap/(--), 154 d) = 5650.16 in-lb/(2. 154 10.5 in) Thus, P 1 = 1,465 lb = 5,175 lb Mconn-allow= LP1*f),5'*+Pl'�(4.5"16,5*')*45" +P1*(25`J65')Z5" +Pl*(05`/65')*flS] IC r- S-Z&: - mM = 1485LB*[6,5"+(4,5"/6,5")*4,5"+(2,5"/6,5")"- 5"+(0,5`/6,5")*0,5"] = 15,764 in -lb > Mconn max, OK stress= U.21 F A r .`I L 1s L -06 'M I N I 0C ON-4 N1 1`01 b 11,41 ['oll I --,rin M,,: Ail-. J J M 3142 Arroyo Vista Rancho Santa Margarita, CA 92688 Tel: 949.88988SO Fax: 949.1388.SSS I WebsiW www.storagerackengineering.com, email: al@storagerackengineering.com By: A,A. Project: SMS INFOCOMM Prcject#: 25-070&2 3 Tab Beam to Column Connection Configuration: TYPE B SELECTIVE RACK Vlconn max= (Mseismic + Mend-t ixity) -0,70 -Rho 1,227 in -lb Load at level I iln't Connector Type= 3 Tab Pi p P2 P3 U. _ M Tab Length= 0.50 in =Y = 55,000 psi Ashear = 0,5 in * 0.135 in = 0,0675 inA'. �Ishear= OA FY * Ashear = OA 55000 psi * 0,0675inA2 = 1,485 to Bearing Capacity of Tab tCol = 0r070 in =U= 65,000 psi Dmega= 2.22 a= 122 Pbearing= alpha * Fu * tab length * tcol/Omega .2' * 65000 psi * 0,5 in * 0,07 in/2." 2,275 lb > 1465 lb Moment Capacity of Bracket Edge Distance=E= 1,00 in Tab Spacing= 2,0 in Fy= 55,000 psi C= P1+p2+p3 tclip= 0.135 in Sclip= 3,183 in'13 "Icap= Schp," Fbending C*d= Mcap = 1.667 d= = 0.1632 in A3 0.66 * Fy = 0,50 in = 6,650 in -lb "Clip= MCap/(1r667 d) = 6650.16 in-lb/(l .667 * 0,5 in) Thus, P 1 = 1,465 lb = 7,979 lb Mconn-allow= = 1485LB*[4.5"+(2.5"/4,5")*2.5"+ (0.5"/,4,5")*03"] = 8,828 in -lb > Mconn max, OK Stress= 0,14 `�__)MID IN I-OC Orvit"i Tfl-1 D P1,41 Foll l'-will M epiw* �T" L' 23142 Arroyo Vista Rancho Santa Margarita, CA 92688 Tel: 949.888.$$50 Fax. 94%8$8.8851 Website:www.storagerackengineering.com, email: al@storagerackengineering.com By: A.A. Project; SMSINFOCOMM Project #: 25-0708-2 Transverse Brace Configuration: TYPE B SELECTIVE RACK Diagonal Member= Mclx C456 Sgl 1,795x1,37Sx16ga Horizontal Member= Mclx 0456 Sgi 1,795x1,378)(16ga Area= 0.259 in A2 kea= 0.259 in" r min= 0,449 in r min= 0,449 in Fy= 55,000 psi Fy= 55,000 psi K= LO K= 1.0 Qc= 1,92 1 378m Frame Dimensions Bottom Panel He ight =i-1 = 68,0 in Clear Depth=D-B*2= 36,6 in Frame Depth=D= 4210 in X Brace= NO Column Width =6 = 2.7 in rho= 1,00 Diagonal Member * 0 1 Odd Case & : (I t11 �75+0 14-rds) 8 �P * [0, 7'1 ho *E]<= 1, 0, A 51-D Method Vtransverse= 127 lb vb=Vtransv*0.7*rho= 177 lb * 0,7 * 1 = 89 lb Ldiag= [(D-B*-')12 + (H-6")A2]AJ/2 = 72,0 in Pmax= V*(Ldlag/D) 152 lb amal load on diagonal brace member Pn= AREA*Fn = 0, 259 in �2 * 11317 psi = 2,931 b Pallow= Pn/n = 2931 lb /I .92 = 1,527 lb Horizontal brace Vb=Vtransv*0.7*rho= 89 lb (kl/r)= (k * Lhonz)/r min = (I x 42 in) /Or449 in = 93,5 in Since Fe>Fy/2, Fn=Fy*(I-fy/4fe) = 32,293 psi (kl/r)= (k * Ldiag)/r min = (1 x 72 in /0,449 in = 160,4 in Fe= pjA2,1E/(kl/r)A2 = 11,317 psi Since Fe<FyI2, Fn= Fe = 11,317 psi Fe= piA2'E/(ki/r)A 2 = 33,304 psi Pn= AREA*Fn = 0,259in"2432293 psi = 8,364 lb kb L—diag T H Pmax 3" typ Tv cal Panel ConfigLiiabon Bolt Capacity Bolt Dia m Fv= tmin= 0,070 in Fu= 65,000 psi Shear Capacity= Bolt Area " FY (Dbl Shear) = 3,410 lb earing Capacity= 1.2 * Bearing Area * Fu '1" 2 3,511 lb JBolted Brace Stress- 0.04 <= 1.0 OK Fy/-')= 27,500 psi Pallow= Pn/Qc = 8364 lb /I .92 = 4,356 lb 1.40'-" 111f (K OlAr"I 21s-01-0F', 2 Fd"[ D FIvIl roll I orm Pjcl Me-- 23142Arroyo Vista Rancho Santa Margarita, CA 92688 Tel: 949.888,8850 Faxz 949288.8851 Website: wvrw.storagerackengineering.com, email: at@storagerackengineering.com BY: A.A. Project: SMS INFOCOMM Project #1 25-0708-2 Single Row Frame Overturning Configuration: TYPE B SELECTIVE RACK Loads Critical Load case(s) using Working Stress loads to determine overturning and anchor loads: 1) RMI See 2.21, item 7: (0r9-0.12sds)D + (0.9-0—MiScls)"B"Papp - E*rho hp T- M, Vtrans=V=E=Qe= 127 lb Dead Load Per Upright =D = 500 lb Product Load per Upright =P = 7,300 lb Papp =P*0,67= 4,891 lb WStLC1=W5t1=(0.�3IZ-'+D + 0,SS12--'Papp*1)= 4,750 lb Product Load Top Level, Ptop= 2,100 lb DL/Lvl= 100 lb Seismic Ovt based on E, E(Fi*hi)= 22,500 in -lb height/depth ratio= 4.8 in AlFully Loaded Rack Load case 1: Movt= Y(Fi1hi)*E*rho = 22,500 in -lb lnwmnm�w MNIMMW Sds= 0,0939 (0,9-0,2Sds)= 0.8812 (09-0,2Sds)= 0.8812 B= - --I rho= 1,0000 Frame Depth =Df = 42.0 in Htop-lvl=H= -200,0 in # Levels= 5 Anc hcrs/B ase = 1 no= 54.0 in h=H+hpl'-= 21)7.0 in Mst= Wstl * Df/2 = 4750 lb * 42 in/2 = 99,750 in -lb SIDE ELEVATION T= (Movt-Mst)/Df = (22500 in -lb - 99750 in-lb)/42 in = -1,839 lb No Uplift 0 VI=Vtcp= Cs * 1p Ptop >= 350 lb for H/D >6,0 Movt= [Vl*h + V2 * H/21*0,7*rho = 0,0235 2100 lb = 8,664 in -lb = 49 lb T= (Movt-Mst)/Df Vleff= 49 lb Critical Level= 5 = (8664 in -lb - 48115 in-lb)/42 in V2=VDL= CS*IP*D Cs"lp= 0,0235 = -939 lb No Uplift = 12 lb Mst= (03612'*D + 0,88122*Ptopl) *42 in/2 = 46,115 in -lb iD "T BE Net Seismic Upfift= -939 lb Anchor Check (1) 0.5" x 2.5" Embed Hilti Kwik6o-lt TZ2 anchor(s) per base plate. Special inspection is notrequired per ESR 4266. "JC 7 r fu- x'pn'C:3= xxxxr, 1 ALL TV INI` (-)(:(-1I`AM T'O'l B I'MI KOH 1' crib F"30 Me, itYW4d_'J6ft2 C:zS:w1 Hilti PROFIS Engineering 3.1.17 www,hilti.com Company: Address: Phone I Fax: Design: Fastening point: Specifier0s comments: MM7#= Anchortype and diameter: Item number Speafication text: Page: Specifier AE E-Mail: 5.09X4.69 BP TYPE B WITH 1 ANCHORS 0.5in DA Date: Effective embedment depth: Material: Evaluation Service Report: Issued I Valid: Proof: Shear edge breakout verification: Stand-off installation: Anchor platen i Profile, Base material Installation: Reinforcement KwIk Bolt TZ2 - CS 112 (2 112) hnom3 1- C 2210254 KB-TZ2 112x3 3,4 Hilti �, 1/2 in Kwik Bolt TZ2 - CS with 31 in nominal embedment depth per ICC-ES ESR-4266 , Hammer drill bit installation per MP11, M ri,f'ant " 2 500 in., h,,,,, = 3.G00 in. Carton Steel ESR-4266 10d12024 112/1/2025 Design Method ACI 318-191 Mech Row closest to edge (Case 3 only from AC1318-19 Fig, R,171,7,2 It)) eh = 0,000 in, (no stand-off), t = 0,120 in, I'x lxt= 5.090 in. x4.690 in,x 0,120 in.; (Recommended plate thickness: not calculated) Rectangular plates and bars (AISC), 1 1.14 - 5. 8; (L x Wx T) = 1.250 in x 0.625 in, cracked concrete, 4000, f,' =4,000psi; n =6,000in Hammer drilled hole, Installation condition: Dry tension not present, shear: not present, no supplemental splitting reinforcement present edge reinforcement: none or < No, 4 bar R - The anchor calculation is based on a rigid anchor plate assumption, Geometry (in.) & Loading [Ilp, In.111a] 4 C 4A Nk� PLA4_ K; PC 1XI M! .1 Input data and results must be checked for conformity with the existing conditions and for plausibility, PROASEngineering (c! 2003-2025 HMAG, FL-9494 Schaan Hith is a registered Trademark of HMAG, Schaan a =#- I Company. Page. Specifier Address: E-Mail: Phone I Fax: 5.WJA4,69 BP TYPE B WiTH I ANCHORS 0,5in BA Date, Desigm Fastening point: 11 Design results Case Description I Load case Design loads Anchor reactions [lb] Tension force, (+Tension, -Compression) Anchor Tension force Shear force 1 0 127, Max, concrete compressive strain, - [%O] Max, concrete compressive stress! - [psi] Resulting tension force in 0 [o) Resulting compression force in (x/y 0 (lb] Forces [ib].OvIaMents lin,lbl N = O; 0 1 V,, = -12 T, Shear force x Shear force -127 Anchor forces are calculated based on the assumption of a rigid anchor plate Steel Strength' N/A Pullout Strength' NrtA Concrete Breakout Failure— N/A a highest loaded anchor `*anchor group (anchors intension) 2 A 7,r9i2025 Seismic Max. Util Anchor no 9 LZ J*x Capacity 0 N, fib] Utilization ON = N.0 N" Status N,�A NhA NA WA N/A NIA N/A WA NIA RY X input data and i esurs must be checked for cOnfofnity wroth the existing conditions and for plausibilityl PROR S Engineering ( c) 2003-2025 Hiki AG. FL-9494 Schaan Hilli is a registered Trademark of Hilt AG. Schaan = b K cawEnill, Hilti PROMS Engineering 3.1.17 www.hilti.com Company: Page: Address: Specifier Phone I Fax: j E-Mail: Design: 5 09X4 69 BP TYPE B WITH I ANCHORS 0.51n DIA Date: Fastening point: K IL Load V,,. Dbl Capacity 0 V. fib) Utilization h = V..4 V. Steel Strength* 127 4,471 3 Steel failure (with lever arm i N/A NIA NA Pryout Strength" 127, 6,7731 2 Concrete edge failure in direction y-11 127, 1,485 9 * highest loaded anchor —anchor group (relevant anchors) When the input edge distance is set to "infirity", edge breakout verification is not performed in that direction 4.1 Steel Strength V,, = ESR value referto iCC-ES ESR-4266 ,1, Vied z VUa ACI 318-19 Table 177.5,2 Variables A.,, [in.2] f,,a [psi] 0,10 114,004 Calculations V� fib] 6,878 Results V,,, [lb] '11, steel 41 V� [1b] Vua[lb] 6,878 0650 4,471 127 M Input data and results must be (:he oked for conformity with the existing Conditions and for plausibility, I PROFISEngineering I c- 2003-2025 HiRi AG, FG9494 Schoen Hiki is a registered Trademark of HMAG. Schaan Status OK NA OK OK A 7/9f2025 Page 43 of 72 # k"T"1""j7U= Page: Company: Specifier A E-Mail: Phone I Fax: B WITH I ANCHORS 0,51n BA Date, Design' 'D.U'JA4 69 BP TYPE Fastening point: 4.2 Pryout Strength vCP ed"i CP'N N 1a ACI 2-18-19 Eq, 1173 3,1 a) dt vCP 2 vurt ACI 318-19 Table 17.5.2 tic see ACI 318-19, Section 17.6,2 1, Fig R 17,6.2 Vbk = 9 h2f ACE :318-19 Eq. (17,6 2,1.4) Y = 0 7+ 0.3 ACI 318-19 Eq. (17 6,241 b) ed,N < AC1318-19Eq (17.6,2611b) �. 5 Nb k. X net ACI 316-19 Eq. i'l 7 Variables k,, het[in.} [in,] its clil 2 2,500 3,500 1.000 [In.] K. x fc [psi] 6.750 21 1.000 4,000 Calculations At , [in .-I A,, (in 2 Yedft - lit cp.N N, [lb] 52,56 56.25 0980 1.000 5,250 Re suits V, [lb] k1' V, [lb] V"' [lb 9,615 0,700 6,731 127 Input data and resutts must be Checked for mnforrnitywith the existing conditions and far plausibilityl PROR S Engineering (0 2003-2025 HMAG, FL-9494 Schaan Hihi Is a registered Tradernark ofHER{ AG, Schaan 4 A 719i2O25 = � b In C:zS:w1 Hilti PROFIS Engineering 3.1.17 www.hilti.com Company: Page: Address: Specifier Phone I Fax: E-Mail: Design: 5.09X4.69 BP TYPE B WITH 1 ANCHORS 0.5in DA Date; Fastening point: 4.3 Concrete edge failure In direction y- vcb AVC ) III ed,V 'I'C,V Av ,0 Y11N 'I'paralka,V Vb V db VU,1 A, see ACI 318-19, Section 17.7.2 1, F4 R 1T7,2 1(b3' Avg = 4,5 cat , = 07 + 0.31 c' tif'.v 1.0 1,5cal V jb b Cd'-�, �fc C a Variables c,, [in ca, [in.] kit C'v 1.500 a. d,, [in,] Pc [psi] 1.000 0.500 4,000 Calculations A,, [in.'] A,,, [in.`] '1',d,V 45.94 55,12 0.900 Results V, [11p] + V't' (11)] 2,121 0.700 1,485 *Anchor row defined by Anchor 1, Case 3 controls AC 1318-19 Ed, (17 7.2 1 a) AC 1 31 1 B-1 9 Table 17.5.2 AC1318-19Eq fj�.7 ' � � . 2,13) AC 1318-19 Ed 0 T 7.2,4 1 b) AC 1318-19 Ed, E 17, 7. 2.6 1 ) AC 1318-19 Ed (17,7.2.2.1a) he [in,] E. [in.] 6,000 2.500 III parafiel,v 1,000 `N,V V, [lb] 1,000 2.828 M MA NiFs- UE "I'PRO-wD, Input data and results must be checked for conformity with the existing conditions and for plausibility, PRORS Engineering (c) M3-2025 HiRi AG, FL-9494 Scha an Hiti is a registered Trademark of Hilt I AG, Screen 5 Al 719i2O25 w C=Sid — Hilti PROFIS Engineering 3.1-17 www.hilti.com Page: 6 Company: Specifier AI Address: -hail: Phone I Fax: ANCHORS ,5i 0n DA Date719i2 � O25 Desigm DVJA4,69 BP TYPE B WITH I Fastening point: 5 Warnings - The anchor design methods in PROFIS Engineering require rigid anchor plates per current regulations (AS 5216:2021, ETAG 001.,,Annex C, EOTA TR029 etc.) This means load re -distribution on the anchors due to elastic deformations of the anchor plate are not considered - the anchor plate is assumed to be sufficiently stiff, in order not to be deformed when subjected to the design loading PROF[$ Engineering calculates the minimum required anchor plate thickness with CBFEM to limit the stress of the anchor plate based on the assumptions explained above. The proof if the rigid anchor plate assumption is valid is not carried out by PROF IS Engineering, Input data and results must be checked for agreement with the existing conditions and for plausibility! The equations presented in this report are based on imperial units When inputs are displayed in metric units, the user should be aware that the equations remain in their imperial format. Condition A applies where the potential concrete failure surfaces are crossed by supplementary reinforcement proportioned to tie the potential concrete failure prism into the structural member Condition B applies where such supplementary reinforcement is not provided, or where pullout or pryout strength governs. Refer to the manufacturers product literature for cleaning and installation instructions. For additional information about ACI 318 strength design provisions, please go to hftps:l�/Viewer,joomag,comj'pro6s-design-guide-us-en-sumrner-2021.iO8418490016251547587short&i Hilti post -installed anchors shall be installed in accordance with the Hilt! Manufacturers Printed Installation instructions iMPIl) Reference ACI 3i8_19, Section 26 7, I R �f IIY 10 UME ;tVPT 01- T`s� A "o input data and results must be checked for Confornwitty with the existing conditions and for plausibility' PROAS Engineering (c) 2003-2025 Hill AG, FL-9494 Schaan Kill is a registered Trademark of Hill AG, Schaan # L�� Page: Comp any� Specifier Address: -hail: Phone I Fax: WITH I ANCHORS 0,5in DA Date� 7/9/2025 Design'. D.V'JA4,69 BP TYPE B Fastening point: 6 Installation datg Anchor type and diameter: Kwik Bolt TZ2 - CS 1/2 i2 112) hnom3 Profile: Rectangular plates and bars (AISC), 1 1;4 - 5/8, (L x Wx T) = 1,250 in [tern number: 2210254 KB-TZ2 1!2x3 3/4 x 0,625 in. Hole diameter in the fixture: df = 0.562 in, Maximum installation torque'. 602 rn,lb Plate thickness linput) 0.120 in. Hole diameter in the base Material 0.500 in. Recommended plate thickness: not calculated Hole depth in the base material: 3.250 in, Drilling method: Hammer drilled Minimum thickness of the base matenaii 5,000 in. Cleaning Manual cleaning of the drilled hole acciording to instructions for use is required, Hilt[ C) 1/2 in Kw Bolt TZ2 - CS With 3 in nominal embedment depth per ICC-ES ESR-4 266 , Hammer drill bit installation per MP 11 6.1 Recommended accessories Drilling Cleaning - ----- • Suitable Rotary Hammer9�99 - Manual blow-out Pump • Properly sized drill bit MW I Coordinates Anchor [in.] y 2,545 2,545 2.545 2545 Anchor x y C, C'K c -Y c +y 1 0,000 0.000 3.500 - 3.500 - input data and I asuits must t e checked fos corrfsr,Tfry vvith the existing conditions and for plausibility' PROR S Engineering ( c, 2003-2025 Hiki AG, FL-9494 Schean Hiki is a register ed Trademark of Hilti AG, Schaan U Setting • Torque controlled cordless impact tool • Torque wrench • Hammer ■ �- b 7 cawEnill, Hilti PROMS Engineering 3.1.17 UZZ2MRIMMU Company: Page: Address: Specifier Phone I Fax: E-Mail: A Design: 5 u9X4 69 BP TYPE B WITH I ANCHORS 0.51n DA Date: Fastening point: 7/9f2025 7 Remarks; Your Cooperation Duties • 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-SPednc 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 Wit 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 . HIM 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 conformity vq1th the existing conditions and for plausibility, P I ROFISEngineering (c ! 2003,2025 HMAG, FL-9494 Sch"n Hith is a registered Trademark of HMAG. Schaan T� PS PMz_ I K" '; # Jk\' F—ngineor�r-_G, 23142 Arroyo Vista Rancho Santa Margarita, CA 92688 Tel; 949,888,8850 Fax; 949A88,8851 Website:www.st or ager ack engineer ing.com, email: al@storagerackengineering.com By: A.A. Project: SMSINFOCOMM Project M 25-0708-2 Base Plate Configuration: TYPE B SELECTIVE RACK Section Baseplate = 5 .0'9"x4.E8"xO, 197" U3P FOOTPLATE Eff Width=W = 4.00 in a = JrOO in Mb Eff Depths = 3,90 in Anchor c.c. = 2 *3=d = 22,00 in Column Widths = 3.00 in N=# Anchor/Base = I b I-i-- L Column Depth=dc = 2.69 in Fy = 36,Ci00 psi W ----------- L = 1,21 in Plate Thickness =t = 0,197 in Downalsle Elevation Down Aisle Loads La7d Case 5., (1+0, 105*Sds)D + 0, 75*[(I. 4+0,14Sds) 18 IP t 0 75*[O. 71i-ho IEJ<= 1, 0 A Method OOLL.MN DL = 250 lb Axial=P= 1=98595 * 250 lb + 0,75 * (1,413146 * 01 * 3650 lb) COLLMN PL= 3,650 lb = 2,960 lb Base Moment= 0 in -lb Mb= Base Moment*0.75*0,7*rho 1+0,105*Sds= 1X99 = 0 in -lb * 0,75*0.7*rho 1r4+0,14-qds= 1A131 = 0 in -lb Axial Load P = 2,960 lb Mbase=Mb = 0 in -lb Axial stress=fa = P/A = P/(D*W) = 190 psi Moment Stress=fb = M/S = 6Mb/[(D`B^2] = 0,0 psi Moment Stress=fbl = fb-fb'- = 0.0 psi M3 = (1/-2)efb2*t-*(2/3)*L = (1/3)*fb--*L-2 = 0 in -lb S-plate = (1)(t^'2)/6 = OX6 in A 3/in fb/Fb = Mtotal/[(S-plate)(Fb)] 0,80 OK Tanchor = (Mb-(PLapp*0.75*0,46)(a))/[(d)'N/2] = -4,750 to No Tension M I= WL ^2/2= fa*L ^2/2 = 139 in-b Moment Stress=fb2 = 2 * fb * LJW = &0 psi M21= fbl:",L A-2)/2 = 0 in -lb Mtotal = MI+M2+M3 = 139 in-lb/in Fb = 0,75*Fy = 27,000 psi F'p= 0.7"F'c = 2,800 psi OK Tallow= 600 lb OK Cross Aisle Loads —11 --T 7_-L z o 45L, <1011 Pstatic= 2,960 lb Movt"0,75*0,7*rho= 11,813 in -lb Frame Depth= 42.0 in P=PstatJc+Pselsmlc= 3,242 lb b =Column Depth= 2.69 in L =Base Plate Depth -Col Depth= 1.21 in fa = P/A = P/(D*W) = 206 psi Sbase/in = (1)(tA')/6 = 0.006 in A 3/in fb/Fb = M/[(S-plate)(Fb)] 037 OK Check uplift load on Baseplate Check uplift forces on baseplate with 2 or more anchors per RMI 7-2-1. Wien the base plate configui lion consists of two arichoi bolts locied eri edier side f the column and a net upift force exists, d-e minimum Wse pate trickness Pseismic= Movt/Frame Depth hall be determined based on adeagn b"ing nionient in the Plate e42ual 281 lb to the uplift force on one anchor limes 1/2 the distance from tre centerline of the anchor to tr-e nearesteclT of the rack COILImn" M= WL A-2/2= fa*L^2/21 = 152 in-lb/in Fbase = 0,75*Fy = 27,000 psi T Ta Mu Ta �'Ib Elqallori Uplift per Column= 0 to City Anchor per BP= I Net Tension per anchor =Ta = 0 lb c= 0.61 in moment on Baseplate due to uplift= Ta"t/2 = n-lb Splate= 0,025 in A3 rfb/FbJ:-0,75= 0 OK 1`lW:1 INN C-)( ON4M OAI',` —? l'f1-T b FK-11 Poll [ �,riu F.i,A Mc, r 101.-' 23142 Arroyo Vista Rancho Santa Margarita, CA 92688 Tel: 949,888,8850 Fax; 949.888X851 Website:www.storagerackengineering.com,emaiii al@storagerackengineering.com By: A.A. Project: SMS INFOCOMM Project #25-0708-2 a slab ti X -11" 1— y C L SLAB ELEVATION Base Plate Effec, Basertate wdth=13= 4,00 in Effec, Baseplate Depth-D- 3,90 in - ----------- Concrete f,c = 4,000 psi e tslab=t= 6.0 in Cross teff 6,0 in —C Aisle Soil fSoil = 1,000 psf .• .Dckonksle Movt= 22,500 in -lb Frame depth= 42.0 in Baser)late Ran Viery Sds= 0,094 0,2*Sds= 0.019 width=a= 3.00 in >,= 1,000 depth=b= 2,69 in O=B/D= 1m-0 mdway dst face of column to edge of plate=c= 3.50in F 'CA O,5= 63,20 psi Column Loads midway list face of column to edge of plate=e= 330in DEAD LOAD =D = 250 lb per column Load Case 1) (1,2+0.2Sds)D + (1,2+0,2Sds)'B-*P+ rho*E RMI SEC 2.2 EQTN 5 un/actoredASD Wa = 1.21878 * 250 lb + 1,21678 * 03 * 3650 1b + I * 535 lb PRODUCT LOAD =P = 3,650 lb per column = 3,954 lb unfacWed ASO load Load Case 2) (0,9-0,2Sds)D + (0.9-0.2Scis)T"Papp + rho*E RMI SEC 2.2 EQTN 7 Papp= 2,446 lb per column = 0.88122 * 2150 lb + 0313122 0,7 2445,5 b + I * 535 lb P-seismic=E= (Movt/Frame depth) lb 535 lb per column Load Case 3) 1.2*D + I .4*P RW SEC 2 EQTN 1,2 unf3ctored Dinit State load = 1 . 2*250 lb + 1 .4*3650 b B= 7- 1- = 5,410 lb rho.~ -Y";- Load Case 4) 1, IWD + 1 .01P + I.OE Sds= 0.0939 = 4,485 lb 1,2 + 0,2*Sds= 1,2188 Effective Column Load=Pu= 5,410 lb per column 0, 9 - 0.21�ds= 0,8812 Puncture Apunct= [(c+t)+(e+t)]*2*t = 225,54 in'2 Fpunct I = [ (413 + 8/(3 *(F'c AO. 5) fv/Fv= Pul(Apunct*Fpunct) = 245.6 psi 0,143 < 10K Fpunct-l= 2,66 * ). * (F ICAO .5) = 168,1 psi Fpunct eff= 168 I psi Slab Bending Pse =DL+PL+E= 5,410 lb Ascal= (Pse*144)1(fsoil) L= (Asoij)A0.5 y = (C*e)AO,S + 2*t = 779 inA2 = 27,91 in = 15 4 in X= (L-y)/'- M= w*xA2/2 S-slab= I*teffA2/6 = 6.3 in = (fSoil*XAI)/(144*2) = 6.0 inA3 Fb= 5*(phi)*(f'c)A0,5 = 136,0 in -lb fb/Fb= M/(S-slab*Fb) = 189 . 74 psi 0J19 < 1, OK 23142 Arroyo Vista fkandio Santa Margarita, CA 92688 Tel: 949,988,885O Fax: 949.888,8851 Website: www.storagerackengineering-com, email: al@storagerackengineering, com— Project 4R5-0708-2 Byt AA, Project: SMSINFOCOMM Configuration & Summary: TYPE C SELECTIVE RACK RACK COLUMN REACTIONS woRKIIV6 STRESS LO,4D_ AXIAL Dt- i5olb AXIAL LL = 2,100 lb SEISMIC AXIAL Bs- f 314 1b BASE MOMENT0 in -lb BASE SHEAR LOIV61T _ 24 lb w BASE SHEAR TRANSV - 36 /1� Proiect Address 4051 N HIGHWAY 121 SUITE 100 GRAPEVINE, TX 76051 Seismic Coeff Ss= 0,088 Sl= 0,050 SIDE VIEW FRONT VIEW Sds= 0.094 TYPE C TYPE C Sdl= 0.060 #BmLvls Frame Depth Frame Height Brace Panels Beam Length Cross Aisle 4in 2 2240.0 in 4 1 96 in sq Row or Dbi Row wiStd Row Soo Component —Upright Description STRESS Mecalux 314'13 U'x2.C9'x0.070" I P7-n-50 (b, M= 1544 in -lb 0,23-OK Column Fy=55ksi I — Upright Column & Backer I Beam Fy=55ksl No Backer Intk 4CE 4Hx2,75Wx0,063"Thk 1 Lu--.6in 1Capacity: 5280 lb/pr 0_27-0K. Beam Connector FY=55ksi Lvl 3: 4 Tab OK I Mconn=16 - 75 in -lb Mcap=15764 in -lb O. 1 1-OK Brace -Horizontal Fy=55ksi McIx C456 SgI 1,795x1.378x16ga 0,01-OK Brace-D. agcnal Fy =55 ksi Mclx 0456 SgI I 39_5x1,376x169z 0.04-01< Base Plate Fy=36ksi 5,09"x4,6S"x0J97` U3P FOOTPLATE Fixity= 0 in -lb 056-0K 1 Base 0,5" x 2.5" Embed Hilti Kwikbolt TZ2 ESR 42%6 No Inspection (r,4et Seismic Llblift=0 lb) t 0,05-OK Anchor Min Slab & Soil per J 6" thk x 4000 psi concrete slab on grade, 1000 psf Allowable Soil Bearing Pressure Level Load** Story Force Story Force column column I I Conn. Beam I Per Level Beam spcg Brace Transv Longit, I I I Axial Moment j Moment connector I 1,4CO lb 66,0 in in 12 lb 8 lb 2,250 lb 1,�EA4 "0 1,675 4 Tab OK "# 2 1,400 lb 66,0 in 48.0 in 24 lb 16 lb 1,500 lb 673 "41 1.,277 4 Tab OK 3 1,400 lb 66.0 in 48.0 in 37 lb 25 its 750 lb 104 "# 4 Tab OK 56,0 in Total: 4,200 IbIbay Notes I T,4COLB. MAX LOAD PER LEVEL Total: 73 b/upright 49 lb/upright RET' J E 1E Load defined as product weight per pair of beam C111 y Of P C `- RU PIK 11,07, fcl fir- h 1-{Joi q C f`M1 Voll r orill 1'3�_ Me,% Mt, 23142Arroyo Vista Rancho Santa Margarita, CA 9268$Tel: 949.888.8854 Fax: 949.13W8851 Website: www.storagerackengineering.00m, email: al@storagerackengineering.com BY: AA Project: SMSINFOCOMM 25-0708-2 Lateral analysis is performed with regard to the requirements of the 2012 RMI A%I W 16.1-2-012 Sec 2,6 &ASCE 7-101 See 15,53 Ss= 0,086 Transverse (Cross Aisle.) Seismic Load SI = U50 V= Cs*Ip*Ws=Cs*Ip*(0.67*P*Prf+D) yr Fa = 1,600 Cs I= Sds/R Fv= 1400 = 0,0235 Cs -max * Ip= 0,0235 Sds=2/3'Ss*Fa= U034 Csl= 0.044*Sds vl,m= 0,015 Sdl=2/3"SI*Fv= 0,080 = 0.0041 Eff Base Shear=Cs= 0,0235 Tr4 nswm EleAtion Ca=0.4*2/3*Ss*Fa= 0,0375 Cs.' 3= 0,5*Sl/R Ws= (0,67-PL,j * PL)+DL (RMI 2.6-2) (Ttlnswerse, BF aced R ame Dv) R= ' - = 0,0063 = 3,114 lb Ip= 1,0 Cs -max= 0,0235 Vtransv=Vt= 0,0235 * (300 lb + 2814 lb) PRFI= LO Bast Shear Coeff=Cs .= 0 M35 Etrarlsverse= 73 lb I Pallet Height=hp= 54,0 in thnitStates te%,W Transverse seimiuc s1warper qprigbt DL per Beam I-vl = 100 lb Level PRODUCT LOAD P P40,67*PRFI DL hi wilbi Fi Fi*-(hi+hp/-') 1 1,400 lb 938 lb 100 b 66 in 68,508 12,2 lb 1,135 in -lb I - 1,400 lb 936 lb IOD lb 132 in 137,016 243 lb 3,864 in -lb 3 1,400 lb 936 lb 100 lb 1% in 205,524 36,5 lb 8,213 in -lb sum: P--4200 lb -2,614 lb 300 lb W=3114 lb 411,048 73 lb 1=13,211 Longitudinal (Downaisle) Seismic Load Csl=Sdl/(T'R)= 0,0267 Ws= (0,67 * PRF'- * P) + DL P,2= 1,0 Cs2= 0,0041 = 3,114 lb (Longitudrel, Urbraced NJ R - CS3= 0,0042 Cs=Cs-max*Ip= 0,0157 T-- 0.50 sec Cs4--Sds/R= 0,0157 Vlong= 0,0157 * (300 lb + 2814 lb) Cs -max= 0,0157 Songitudnal= 49 lb Lt Lqril. Level PRO DUC LOAD P P*0.67*PRF2 DL hi wilbi R 1 1,400 lb 936 lb 100 lb 66 in 68,508 8,2 Ib - 1,400 lb 933 Ib 100 Ib 132 in 137,016 16.3 lb 3 1,400 lb 938 lb 100 lb 198 in 205,524 24.5 lb sum: 2,814 lb 3GO lb W=3114 b =a PAIA P'F2 F:'ISM) i CI -I Al AU Vl,� I `40!1W (-X:(-NlN'l 2 f)lq- is FIVII Poll I orm r"I' 1, _XX rawl—ION, 23142Arroyo Vista Rancho Santa Margarita, CA 92688 Tel: 949,888,88W Fax: 949388,8851 Welasite: wv4w.storagerackengineering.com, email; al@storagerackengineering.com By: A.A. Project; SMS INFOCOMM Project#: 25-0708-2 Downaisle Seismic Loads Configuration: TYPE C SELECTIVE RACK Determine the story moments by applying portal analysis. The base plate is assumed to provide no fixity, Seismic Story Forces Vlong= 49 lb Vcol =Vlong/2= 25 lb ------- FI= 6 lb i. i 17 F2= 16 lb F 3= 25 lb ME M no:= Mims- ----------- Frant 'vt— Seismic Story Moments Conceptual System COL Mbase-max= 0 in -lb <=u= Defwff capacity Mbase-v= (Vcol*hleff)/2 = 772 in -lb Molnentgoing to base Mbase-eff = Minimum of Mbase-max and Mbase-v = 0 in -lb PINNED BASE ASSUMED M 1-1= [Vcol hleff]-Mbase-eff M 2-2= [Vcol-(Fl)/-'] * h2 = (215 lb 631 in)-0 in -lb = [215 lb - 8_1 1b]*66 in/2 = 1,544 in -lb = 673 in -lb Mseis= (Mupper+Mlawer)/2 Mseis(1-1)= (1544 in -lb + 673 in-lb)/2 = 1,105 in -lb LEVEL hi Axial Load 1 66 in 2_250 lb 2 66 in I,EOO lb 3 66 in 750 lb Mseis(2-1.)= (673 in -lb + 404 in-lb)/2 = 539 in -lb Summary of Forces Column Moment *I Mseismic*-* Mend -fixity 1,544 in -lb I,1C8 in -lb 1,265 in -lb 673 in -lb 539 in -lb 1,285 in -lb 404 in -lb 202 in -lb 1,285 in -lb 7 D E k L: a i:. N- Mconn= (Mseismic + Mend-fixity)*0.70*rho Mconn-allaw(3 Pin)= 15,764 in -lb **all moments based on limit states level loading hi-eff = hl - beam clip height/' = 63 in VC01 1121 -f ---- [ h 1 Me Beam to Column rho= 1,0000 Mconn*1 Beam Connector 1,675 in -lb 4 Tab OK 1,277 in -lb 4 Tab OK 1,041 in -lb 4 Tab OK l,J5 INI (1(X?MK?l 2!:()iD6 2 1"1TT C F I rell I ort i r- IA I Ic 7, 23142 Arroyo Vista Randio Santa Margarita, CA 92688 Tel: 949.888,8850 Fax: 94%888,8851 Website:www,storageradcengineering.corn, email: al@storagerackengineering.com syt A.A. Project: SMSINFOCOMM Project#: 25-0708-2 Column (Longitudinal Loads) Configuration: TYPE C SELECTIVE RACK Section: Mecalux 314 3,0"x2.69N0,070" 3.000 in Aeff = 0,538 in^2 ly = 0,464 inA4 Kx = 1,7 Ix = 0,765 in"A Sy = 0,307 in A3 Lx = 64.0 in Sx = 0.510 in A3 ry = 0.928 in Ky = 1.0 0471) in rx = 1,190 in Py = 55 ksi Ly = 24.0 in M90 in 2f Cmx= 0.85 Cb= 1,0 E = 29,500 ksi COLLMN GAL = 150 lb Critical load cases are,, RMI Sec 2,1 COLLMN PL = 2,100 lb Load Case 5., : (1 +0,105 *Sds)D + 0. 751(1, 4+ 0,14Sd;)'8 *P + 0. 751(0.7'rho 'E) < = 1, 0, ASO Method Mcol= 1,543 in -lb axieV load coeff.- 0, 741-00165 P seisinic motrient coeff, a 5625 * Afcol Sds= 0.00-39 Load C&& : (1+0�104*5dg)D (0,85+0.14Sds)*8'P + (07'1ho*E)— i-aASD Method 1+0.105*Sds= 1.0099 axial load coeff. 0.60420 seismic tnoment coeff, 0, 7 * Mcol 1,4+0,14Sds= IA131 By analysis, Load case 5 governs utilizing loads as such 1+0,14Sds= 1,0131 0.85+0.14*Sds= 0,8631 Axial Load- Pate = Ib + 4J5 1413146 0.7 2100 Ib Moment=Mx= 0.75*0.7*rho*Nkol B = 0, 7000 = 1,709 Ib = 0.5254' 1543 In -lb rho= I = 810 in -lb Axial Analysis KxLx/rx = 1,7*64"flAT KyLy/ry = 1*214"/0r9284' Fe > Py/-'I M 91A Fn= Fy(l-Fy/4Fe) = 55 ksi*[1-55 ksi/(4*34,8 ksi)] Fe= nA,,F/(KL/r)max"2 Fy/'-'= 27r5 ksi = 333 ksi 34.8ksi Pa= Pn/Qc Pn= Aeff*Fn Qc= 1,92 = 17905 W1.9' 17,905 lb = 9,326 lb P/Pa= OAS > 0,15 N Bending Analysis Check: Pax/Pa + (Cmx*Mx)/(Max*wx) s 1,0 P/Pao + Mx/Max 5 1.0 Pno= Ae*FY Pao= Pno/Qc Myield=My= SxIFy = 0.536 inAl 155000 psi = 295851b/1,92 = 0,51 inA3 55000 psi = 29,585 lb = 15,409 Ilo = 28,050 in -lb Max= My/Qf Pcr= nA2EI/(KL)MaXA-1 = 28050 in-lb/1,67 = n A 2*29500 ksi/(l r 7*64 in )A) = 16,7% in -lb = 18,816 lb px= f,1/[1-(Qc*-P/Pcr)])A-1 = {Ifi1-(1r92*1709 lb/18816 lb)]JA-1 = 0.83 Combined Stresses (1709 lb/932 lb) + (0,85*810 in-b)/(16796 in-IbV,83) = 0.23 < 1,0, OK (EQ C5-1) (1709 lb/15409 lb) + (810 in-lb/167% in -lb) = 0,16 < LO, OK (EQ C5-2) ** for conivaiisan, total column stress computed for load case 6 hs,' 22. 0% 0a Wds 1420.,79652 lb Axial acid M= 1080 In -1b "M" f'T'A I I -'I- t 1 N I CX OtOK-1 �I � 0/06- '! F, if f onn r:l' !M"C-OWM 23142 Arroyo Vi staPancho Santa Margarita, CA 9268E Tel: 949,888.885()fax: 949.888.88S I Website: www,storagerackengineering.com, email: al@storagerackengineering.com By: A.A. Project: SMSINFOCOMM Project#: 25-0708-2 Transverse Column Loads Configuration: TYPE C SELECTIVE RACK Section Properties Load at level= I Section: Mecalux 314 3,0"x2.69N0.070" 3.000 in Aeff = 0,538 in,12 ly = 0.464 h114 Ix = 0.765 in A 4 Sy = 0.307 in A 3 Sx = 0,510 in A 3 ry = 0.928 in 0,070 in rx = 1,190 in Fy= 55 ksi 2690 in Of= 1.67 E= 29,500 ksi Cmx= 0.85 width- 3,000 in Cb= 1.0 depthl= 2.690 in Kx = 11 thickl = 0.070 in Ky = 1.0 Lx = 64.0 in Ly = 24.0 in Loads COLUMN DL= 150 0) COLUMN PL = 2,100 lb Sds= 0.0939 1+0,105*Scls= 1.0099 1.4+0A4Sds= 1A131 1+0J45ds= 1.0131 0.85+0.14*Sds= 0.8631 B= 0-7000 rho= 1.0000 MOvt= 13,211 in -lb Frame Depth=D= 42 in Seismic Axial =Pv = Mov t/D = 315 lb V -1 Fv s Ps P Transverse Elevation Critical load CaS65 are: RMI Sec 2.1 Load Vase 5:: (1+0,J05*Sds)D + 0. 75*(1, 4+0,14Sds) 18"P + O75*(O. 7*1h0-11E)<=i.aA-5D Method Load Case 6: : (I -,L0J04*Sds)D + (0.85+0.14-5ds)V-*P + (0.711r17o*E)<= 1,0, ASD Method Load Case 5: Axial Load= 1.0098595*150 b + 015*(1.413146*0.7*2100 lb) + 0.75*(0.7*rho*315 b) = 1,875 b Load Case 6: Axial Load= 1.013146*150 lb + 0.863146*01*2100 lb + (0.7*rho*315 b) 1,641 b Eff. Axial Load= 1,875 lb Axial Analysis KxLx/rx = 13'164"/1.19" KyLy/ry = 1*24"/0.9284" = 91A = 25.9 Fe= nA2E/(KL/r)maXA2 Fy/2= 27.5 ksi = 34.8ksi Pn = Aeff *Fn = 17,905 lb P/Pa= 020 > 0A5 Bending Analysis Check: P/Pa + (Cmy*My)/(May*py) :5 1.0 P/Pao + My/May 5 1.0 Pno= Ae*Fy = 0,538 inA 2 ",55000 psi = 29,585 lb May = MY/Of = 16885 in-lb/1.67 = 10,111 in -lb W= {1/[1-((k1P/Pcr)J)'1-1 = {1/[1-(1.92*1875 lb/18816 lb)JJA-J = 0.81 Combined Stresses Fe > Fy/2 Fn = Fy (1 -Fy/4Fe) = 55 ksi*[1-55 ksi/(4*34.8 ksi)] = 33.3 ksi Pa= Pn/Qc = 17905 lb/1.92 = 9,326 lb Pao= Pno/fk Myield=W= Sy*Fy = 29585lb/1.92 = 0.307 in^ 3 * 55000 psi = 15,409 b = 16,885 in-b Pcr= n,",2E1/(q)max,"12 = nA2*29500 ksi/(1.7*64 in)A2 = 18,816 b (1875 lb/9326 It;)-+ (0.85*0 in-lb)/(10111 in-b-0.81)= (1875 b/15409 lb) + (0 in-lb/10111 in -lb) = Page oz7 < 1 o, OR (EQ 0.12 < ID, OK (EQ 23142 Arroyo Vista Rancho Santa Margarita, CA 92688Tet 949,888.8850 Fax: 949.88&8851 By- XX Project: SMS INFOCOMM Prof ectc 25-070& 2 BEAM Configuration: TYPE C SELECTIVE RACK DETERMINE ALLOWABLE MOMENT CAPACITY 2 75 in A) Check COMDression flange for local bucklino (B2.1) w= c- 2*t-2*r = 1.75 in - 2*0.063 in - 2*0.063 in = 1.498 in wlt= 2178 I=Iambda= [1.052/(k)^0.5] * (w/t) (Fy/E)^0,5 = 11.0521(4)AO.S) * 23.78 (55/29500)AO,5 = 0.54 < 0,673, Flange is fully effective B) check web for local buckling Der section b2.3 fl(comp)= Fy*(y3/y2)= 49.90 ksi f2(tension)= Fy*(y1fy2)= 101.67 ksi Y= 1`21f I Eq. B23-5 = -2,037 k= 4 + 2*(1-Y)A3 + 2*(1-Y) Eq, B2.3-4 = 66.10 flat depth =w= yl +y3 -- 3.748 in w/t= 59.49206349 I=Iambda= [1D52/(k)A0.5] * (w/t) * (fI/E)A0.5 = [1.052/(66.1)AO.5] * 3348 * (49.9/29500)AO.5 = 0.317 < 0.673 be =w= 3.748 in b2= be/2 b I= be(3-Y) = 1.87 in = 0.744 bl +b2= 2,614 in > 1.234 in, Web is fully effective Determine effect of cold working on steel, yJeld point (Fya) Der section A7.2 Fya= C*Fyc + (1-C)*Fy (EQ A7.2-1) Lcorner=Lc= (p/2) * (r + t/2) 0.148 in C= 2*Lc/(Lf+2*Lc) Lflange-top=Lf= 1.498 in = 0,165 in m= 0.192*-(Fu/Fy) - 0.068 (EQ A72-4) = 0.1590 Bc= 3.69*(Fu/Fy) - 0,819*(Fu/Fy)A 2 - 139 = 1.427 since fu/Fv = 1 A8 < 12 and r/t= 1 < 7 OK then Fyc= Bc * Fy/(R/t)AM (EQ A7.2-2) -- 78,485 ksi Thus, Fya-tDp= 5828 ksi (tension stress at top) Fya-bottom= Fya*Ycgf(depth -Yog) = 114.29 ksi (tension stress at bottom) Check allowable tension stress for bottom flange Lfl2nge-bot=Lfb= Lbottom - 2*r*-2*t -- 2.498 in Cbottom=Cb= 2*Lc/(Lfb+2"Lc) = OA06 Fy-bottom=Fyb= Cb*Fyc + (I-Cb)*Fyf = 57.49 ksi Fya= (Fya-top)*(Fyb/Fya-botlom) - 29.62 ksi if F= 0.95 Then F*Mn=F*Fya*Sx=l 21,58in-kj I Emom Eq . B2.1-1 la ,76 'rS in 1.625in 4.000 in 0.063 in Beam= Intlk 40E 4Hx2.75Wx0.063"Thk Ix= 1.634 inA4 Sx= 1 0.767 in A 3 Ycg= 2,640 in t= 0,063 in Bend Radius=r= 0.063 in Fy=Fyv= 55.00ksi Fu=Fuv= 65.00 ksi E= 29500 ksi top flange=b= 1.750 in bottom flange= 2.750 in Web depth=14.000 in A ya ftpth (EQ A71-3) yl= Ycg-t-r= 2,514 in y2= depth-Ycg= 1.360 in y3= y2-t-r= 1.234 in 1111 111�1 1;g;J; 23142 Arroyo Vista Rancho Santa Margarita, CA 92688 Tel: 949,M.88S0 Fax: 949.88&8851 Website: www.storagerackengineeringcom, email: al@storagerackengineering.com By. A.A. Project: SMSINFOCOMM Project #: 25-070&2 BEAM Configuration: TYPE C SELECTIVE RACK RMI Section 5.2, PT 11 Section Beam= lndk 40E 4W2,75WO.063"Thk lx=lb= 1,634 inA4 Sx= 0.767 in,'13 t= 0.063 in E= 29500 ksi Fy =Fyv = 55 ksi F= 300,0 Fu =Fuv = 65 ksi L= 96 in Fya = 58.9 ksi Beam Level= 3 P=ProductLoad= 1,400 lb/pair D=Dead Load= 100 lb/pat 1. Check Bending Stress Allowable Loads Mcenter=F*Mn= W*L*W"Rm/8 W=LRFD Load Factor= 1.2*D + 1.4*P+1.4*(0.125)*P RN12.2, heir 8 FOR DL=2% of P1, W= 1.599 Rm= I - [(2*F*L)/(6*E*lb + 3*F*L)] 1 - (2*300*96 in)/[(6*29500 ksi11,634 inA3)+(3900*96 in)] 0.847 if F= 0.95 Then F*Mn=F*Fya'*Sx= 42.90 in-k Thus, allowable load per beam pair=W= F*Mn*8*-(# of beams)/(L*Rm*W) 42.9 in-k * 8 4'2/(96in * 0.847 * 1.599) 5,280lb/pair allowable load based on bending stress Mend= W*L-*(I-Rm)/8 = (5280 lb/2) 1 96 in 4 (1-0.847)/8 = 4,847 in -lb @ 5280 lb max allowable load = 1,285 in -lb 0 1400 lb imposed product load 2. Check Deflection Stress Allowable Loads Dmax= Dss*Rd Rd= 1 - (4*F-*L)/(5*"F*L + 10 *E*lb) = 1 - (4*300*96 in)/[(5*300*96 in)+(10-*29500 ksi*1,634 W\4)J = 0,816 in if Dmax= L/180 Based on L1160 Deflection Clitelia and Dss= 5*W--'L A3/(384*E*lb) L/180= 5*W*LA3-#Rd/(384-'1E*lb*# of beams) solving for W yields, W= 384*E11*2/(180*51L^2*Rd) 384*1 .634 inA4*2/[180*5*'(96 in)A2*0.816) 5,470lb/pair allowable load based on deflection limits 2J5 in �75 in 1,625in 4.000in 0.063 in 111AII HI it III III HI111AIll �- - I', , f - ------------------- Beam Allowable Deflection= L/180 = 0.533 in Deflection at imposed Load= 0.141 in Thus, based on the least capacity of item 1 and 2 above: Allowableload--'S AbIpal ' r "Imposed Product Load= 1,4t10 lb/pair J, Beam Beam at Level 3 Page 57 of 72 7 23142 Arroyo Vista Rancho Santa Margarita, CA 92688 Tel: 949,888X$50 Fax: 949.8883851 Website: www,storagerackengineering.com, email: al@storagerackengineerin&oom By: A.A. Project: SMS INFOCOMM Project #: 25-0708-2 4 Tab Beam to Column Connection Configuration: TYPE C SELECTIVE RACK Mconn max= (Mseismic + Mencl-tixity)'U. /U�Rho c: 1,675 in -lb Load at level 1 P Connector Type= 4 Tab Tab Length= 0.50 in Fy = 55,000 psi Ashear= 0.5 in * 0.135 in = D.0675 h^2 Pshear= 0.4 FY * Ashear = 0.4 55COO psi * 0 .0675in^ 2 = 1,485 lb tsearing Capacity of I ao 4 3�8" max P P C tcol= 3,070 in Fu = 65,000 psi 3earing Lengt = 0,50DO in omega= 2.22 a = 2,22 :>beanng= alpha * Fu * tab length * tcol/Omega = 2.22 * 65000 psi "r 0.5 in * 0,07 in/2,22 2,275 lb > 1485 lb moment Capacity of Bracket Edge Distance=E= 1,00 in Tab Spacing= 2.0 in mm D1+p2+p3+p4 tcIp= 0,135 in P1 \Icap= Sclip * Fbending C*d= Mcap = 21154 = 11832 in^ 3 O.66 * Fy = 5,650 in -lb clip = �Icap/(-_), 154 d) = 5650.16 in-lb/(2. 154 w 0,5 in) Thus, P 1 = 1,465 lb = 5,175 lb \Iconn-allow= [P1*16,5"+P1*(4.5'*/6.5")*4.5" +P1"(25"(6,5")15" +P1*(0.5"/65")T5"J = 1485LB*[6.5"+(4.5"/6,5")*4.5"+(?,5"/6,5")*2.5"+(0,5"/6,5")*0,5"] = 15,764 in -lb > Mconn max, OK Stress= U,11 Fy= 55,000 psi ScIp= 0.163 in A3 J= E/2 = 0.50 in _R ALL ci P, 3 f T PU fa PQW86t -M12 23142 Arroyo Vista Rancho Santa Margarita, CA 92688 Tel; 949AB&B850 Fax: 94%888A851 Website:wv,tw.storagerackengineering.com, email: al@storagerackengineering.00m By: A.A. Project: SMSINFOCOMM Project 25-0708-2 Transverse Brace Configuration* TYPE C SELECTIVE RAQ( Section Properties Diagonal Me mber = Mc Ix C456 SgI 1 . 795x 1, 378x 16ga Horizontal Member= McIx C456 Sgl 1,795x1,376x16ga Area= 0,259 in A 2 kea= 0,259 inA2 r min= 0r449 in -4= r min= 0,449 in Fy = 55,000 psi Fy = 55,000 psi K= LO T K= 1,0 Qc = 1,92 1-378m Frame Dimensions BottorTPane I He ight =4-i = 56.0 in Clear Depth=D-B*-'= 36,6 in Frame Depth=D= 421,0 in X Brace= NO Column Width=B= 2,7 in rho= 1.00 Diagonal Member U 0 L oad Case 6 (1 + 0 tal � �5+ 0. 1 4�5ds) T *P * [0, 7'1 he *El< = 1. 0, A SD Method Vtransverse= 73 lb Vb=Vtransv*0.7*rho= 73 lb * 03 * I = 51 lb Ldiag= [(D-B* I)A 2 + (H-6`),�2]AJ/2 62,0 in Pmax= V*(Ldiag/D) 751b axial load on diagonal brace inember Pn= AREA*Fn = 0.259 in A 2 * 15-%6 psi = 3,954 b Fallow= Pn/n = 3954 lb /I .92 = 2,059 lb Pn/Pallow= O04 <= 1,0 OK Horizontal brace Vb=Vtransv*0,7*r,ho= 51 lb (kl/r)= (k * Lhoriz)/r min = (I x 42 in) /0.449 in = 93,5 in Since Fe>Fy/2, Fn=Fy*(I-fy/4fe) = 32,293 psi (kl/r)= (k * Ldiag)/r min = (I x 62 in /0,449 in = 138,1 in Fe=pi'12*E/(k1/r)A') = 15,2166 psi Since Fe<Fyl2, Fn= Fe = 15,266 psi Fe= piA2'E/(ki/r)A 2 = 33,304 psi Pn= AREA*Fn = 0,259in"2432293 psi = 8,364 lb ZMEMA Yb Ldiag H Pmax 3" .3 Typical Panel C4DnfigUracii)tj Bolt Diam Fv= tmin= 0,070 in Fu= 65,000 psi Shear Capacity= Bolt Area * Fv * 2 (DbI Shear) = 3,410 lb earing Capacity= 1.2 " Bearing Area * Fu '1" 2 = 3,511 lb Bolted Brace Stress- 0.02 <= 1.0 OK FY/2 = 27,500 psi Fallow= Pn/Oc = 8364 lb /1,92 = 4,356 lb OTY 07 PrAIHI RL FO" zkc I 'Utz F '1111-11 U MA.tm -v(' WE i"O"T cfl Ciff K-C 11'!`W-� III[ (JO-AVINI 2') 0-11,06-2 r'01 C f"MI Foll I or pi Nk, 23142Arroyo Vista Rancho Santa Margarita, CA 92688 Tel: 949.888,8850 Faxz 949288.8851 Website: wvrw.storagerackengineering.com, email: at@storagerackengineering.com BY: A.A. Project: SMS INFOCOMM Project #1 25-0708-2 Single Row Frame Overturning Configuration: TYPE C SELEC71VE RACK Loads Critical Load case(s) using Working Stress loads to determine overturning and anchor loads: 1) RMI See 2.21, item 7: (0r9-0.12sds)D + (0.9-0—MiScls)"B"Papp - E*rho hID T- M, Vtrans=V=E=Qe= 73 lb Dead Load Per Upright =0 = 300 lb Product Load per Upright=P= 4,200 lb Papp=P*0,67= 2,814 lb VV5tLCI=WSt1=(0,88I'---D + 0.86122*Papp`I)= 2,744 lb Product Load Top Level, Ptop = 1,400 lb DL/Lvl= 100 lb Seismic Ovt based on E, E(HIhi)= 13,211 in -lb height/depth ratio= 4.7 in N IF A J Fully Loaded Rack Load case 1: Movt= 1"(Fi1hi)*E*rho = 13,211 in -lb Sds= 0,0939 (0,9-0,2Sds)= 0.8812 (09-0,2Sds)= 0.8812 B= - --I - - ' rho= 1,0000 Frame Depth =Df = 42.0 in Htor)-Ivl=H= 198,0 in # Levels= 3 I" Anchors/Base= 1 hp= 54.0 in h=H+hp/2= 225.0 in Mst= Wstl * of/2 = 2744 lb * 42 in/2 = 57,624 in -lb VT H h T -Df it Jr 1-*—1 - I SIDE ELEVATION T= (Movt-Mst)/Df = (13211 in -lb - 57624 in-lb)/42 in = -1,057 lb No Uplift Net Seismic Uplift= -1,057 lb 1B) Top Level Loaded Only Load case 1: 0 Vl=Vtcp= Cs * 1p * Ptop >= 350 lb for H/D >6,0 Movt= [Vl*h + V2 * H/21*0,7*rho = 0.0235 * 1400 lb = 5,670 in-b = 331b T= (Movt-Mst)/Df Vleff = 33 lb Critical Level= 3 = (5670 in -lb - 31460 in-lb)/42 in V2=VDL= CS*IP*D Cs*lp= 0,0235 = -614 lb No Uplift = 7 lb Mst= (036121*1D + 0,88122*Ptopl) *42 in/2 = 31,460 in -lb Anchor f4e,41 Hi x;&- *�a A'ldta. Special inspection is notrequired per ESR 4266 Net Seismic Uplift= -614 lb "'i" affx J1--L r �V 1"4�p 101C 94-1 11 U E f L 1111 `,M'-, INIOCC)Mlvi 2i (Y;0.5 ? I -TV[ (, 11,01 toll I c'rrll I,,1I,v 1'Y6W8!d b"2 tAIST . ... ..... ---- - RWT- MO Company� Address: Phone I Fax: Design� im-a"blvilb" A=MUTAIPA MM7#= Anchortype and diameter: Item number Specification text: Page: Specifier E-Mail: z5;09A4 69 BP TYPE C WTH 1 ANCHORS 0,5in DIA Date; Effective embedment depth: Material: Evaluation Service Report: Issued I Valid: Proof: Shear edge breakout verification: Stand-off installation: Anchor plateR i Profile, Base material Installation: Reinforoement I 7;9112025 KwIk Bolt TZ2 - CS 112 (2 112) hnom3 F 2210254 KB-TZ2 11W 3,4 HAI �, 1/2 in Kwik Bolt TZ2 - CS with 3 in nominal embedment depth per ICC-ES ESR-4266 , Hammer drill bit installation per MPI1' ri,fxt " 2 500 in., h,,,, = 3.G00 in. Carton Steel ESR-4266 10d12024 112/1/2025 Design Method ACI 318-191 Mech Row closest to edge (Case 3 only from AC1318-19 Fig, R,171,7,2 It)) eb = 0.000 in. ;no stand-off), t = 0,120 in, It lvxt = 5.090 in Y4.690 in,x 0,120 In,; (Recommended plate thickness: not calculated Rectangular plates and bars(AISC), 1 1;4 - 5/8, (L xWYT) = 1.250 in,x 0.625 in, cracked concrete, 4000, f,= 4,000 psi; ri = 6,000 in Hammer drilled hole, Installation condition: Dry tension: not present, shear: not present, no supplemental splitting reinforcement present edge reinforcement none or < No, 4 bar R - The anchor calculation is based on a rigid anchor plate assumption, Geometry [in.] & Loading [1b, In.111a] 4 C pr F, K KM T4.1- 1- 7 .1 Input data and results must be check ad for conformity with the existing conditions and for plausibility, PROFISEngineoring (c ) M3-2025 HMAG, FL-9494 Schaan HIM is aregistered Trademark of Hit iAG, Schaan I ��Mlvjv' Company: Page: Address: Spedfler Phone I Fax: E-Mail: Design'. 5.t19X .S9 BP TYPE C WTH 1 ANCHORS 0.5in DIA Date, Fastening point: 1,1 Design results Case Description Forces [ib3 r' Neloments [in,bj Load case: Design loads N = 01 V:= 0, V, = - 73, Mn = 0M, = 0: M: = O; Anchor reactions [lb] Tension force: (+Tension, -Compression) Anchor Tension force Shear force Shear force x Shear force 7 Max, concrete compressive strain, - [%ol Max, concrete compressive stress: - [psi] Resulting tension force in 0 [1b) Resulting compression force in Wy 0 [lb] Anchor forces are calculated based on the assumption of a rigid anchor plate Steel Strength' N/A Pullout Strength' NrtA Concrete Breakout Failure— N/A a highest loaded anchor `*anchor group flanchors intension) 2 A 719i2O25 Seismic Max. Util Anchor n o LZ Capacity 0 N,, [IN Utilization 0, = N.10 N. Status NIA N,,A NIA WA N/A N/A N/A N/A N.A input data and results must be cheCked for Mrourrity with the existing conditions and for plausibilityl PROFIS Engineering ( c) 2003-2025 Hit! AG, FL-9494 Schaan Hilti is a registered Trademark of Hiki AG, Schaan K �- � b C:ZS:W1 Hilti PROFIS Engineering 3.1.17 www.hilti.com Company: Page: Address: Specifier Phone I Fax: E-Mail: Design: 5.09X4.69 BP TYPE C WITH 1 ANCHORS 0.5in DIA Date: Fastening point: HPIrm =#7 lin Load V,,,, fib] Capacity 0 V., fib] Utilization Rv = V,,,110 V, Steel Strength' "3 4,471 2 Steel failure (with lever arm)' N/A NiA NA Pryout Strength" %3 67131 2 Concrete edge failure in direction y- 73 1,485 5 * highest loaded anchor "anchor group (relevant anchors) \Nhen the input edge distance is set to "infinity", edge breakout verification is not performed in that direction 4,1 Steel Strength Vsa =ESR value referto ICC-ES ESR-4266 + V Qei VU2 ACI 318-19 Table 17.52 Variables A.,, [in.-] f,,,, [psi] 0,10 114,004 Calculations Va,r [lb] 6,878 Results Vs, [lb] + steel voo [lb] Vuo [lb] 6,878 0.650 4,471 "3 Input data and results must be checked for conformity with the existing conditions and for plausibility, PROFIS Engineering (c l 2003-2025 Hilo AG, FL-9494 Schaan Hill is a registered Trademark of HMAG, Schaoin Status OK N;A OK OK .-W T", A PFIRC, MD P AN-'� i 0 f`T FI N It VA1 0 J Ar- 3 A 719i2O25 3 www.hilti.com Cornpany: Page: Address: Specifier Phone I Fax: E-Mail: Design: 5;09M.69 BP TYPE C WITH 1 ANCHORS 0.5in DIA Date: Fastening point: 4.2 Pryout Strength VCP _ Km Y edJ'I Aids i 'I'QH 't CP'N N I� ACI 318-19 Eq � (1 7 I a) vCP 2 vwl ACI 318-19 Table 1752 At, see ACI 318-19, Section 17.6 2 1 Fig. R 17.6.2 1(b) No, = 9 he2f ACI 318-19 Eq, (17.6,2.1.4) 61' ed,N = 0 -, + U 1.5h,f) s 1.0 ACI 318-19 Eq . (1 7 6.24 1 b) 5h,,) 110 1,N = MAX < 1 0 ACI 318 -19 Eq. (17.6.2.6.1b1 coc C�c Nb = kd X h.5 ACI 318-19 Eq. (I 7.6.2 21) Variables h,,f [in.] [inj Y cjq 2 2,500 3,500 1.000 ca. [inj fc [psi] 6750 21 1.000 4,000 Calculations At, [in, A,,,, [in - 2 No [lb] 2.56 52.56 5625 0980 1,000 5,250 Results V, [lb] concrete V, [1b] Vuo [lb) 9,615 0 700 6"1731 73 U Input data and results must be checked for oonformity with the existing conditions and for plausibility, PROAS Engineering (c) 2003-2025 HMAG, F1-9494 Schaan Hittl is aregistered Trademark of HER{ AG, Schaan 4 A 719i2O25 2 cawEnill, Hilti PROMS Engineering 3.1.17 www.hilti.com Company: Page: Address: Specifier 5 Phone I Fax: j A E-Mail: Design: 5.09x4 69 BP TYPE C WITH 1 ANCHORS 0.5in DIA Date: Fastening point: 7/9f2025 4.3 Concrete edge failure In direction y. � 4,dy 'Ycy 'I'n,v '10 Av,0 PaNlit,11Y Vb ACI 318-19 Ed, i 17 71 1a) V,:b > V. ACI 318-19 Table 1752 Av, see AC 1318-19, Section 17 7 1, Fig, R 17.7 2r lib)* Avco = 4,5 cos' ACI 318-19Eq jj7.7.2,1.3) klj eat .v = 07 + 0.3( C-2 1 -5c1.0 , AC 1318-19 Eq I T T2A 1 b) L = ha > 1,0 ACI 318-19 Ed, (177.2.6 1) Vb = (7 (Le )a a cl�, ACI 318-19 Ed (17 7. 2,2, 1 a) Variables co, [in ca, [in.] h, [in,] 1, [in,] 1.500 3,500 1.00fl 6,000 2.500 do [in,] [psi] k1l paralrel,V 1.000 0.500 4,000 1,000 Calculations A,, [in.2] A, 'a Ye d,V h,V V, [lb] 45.94 55,12 0.900 1,000 2,828 Results V�b [lb]�`unaeeV, [ib] VL. [1b] 2,121 0700 1,485 73 *Anchor row defined by Anchor I, Case 3 controls When the input edge distance is set to "infinity", edge breakout verification is not performed in that direction Input data and results must be checked for conformity with the existing conditions and for plausibilPyl PROFISEngineering (c ) 2003-2025 HMAG, FL-9494 Schaan Hilt{ is a registered Trademark of HMAG, Schaan Page 65 of 72 cawEnill, Hilti PROMS Engineering 3.1.17 www.hilti.com Company: Page: Address: Specifier Phone I Fax: A j E-Mail: Design: 5.09x4 69 BP TYPE C VVITH 1 ANCHORS 0.5in DIA Date: Fastening point: 7/9f2025 ax=# • The anchor design methods in PROPIS Engineenng require rgid anchor Plates per current regulations (AS 5216:2021, ETAG 001.,,Annex C, EOTATRO29 etc.). This means load re -distribution on the anchors due to elastic deformations of the anchor plate are not considered - the anchor plate is assumed to be sufficiently stiff, in order not to be deformed when subjected to the design loading PROFIS Engineering calculates the minimum required anchor plate thicknesswith CBFEM to limit the stress of the anchor plate based on the assumptions explained above. The proof if the rigid anchor plate assumption is valid is not carried out by PROF IS Engineering, Input data and results must be checked for agreement with the existing conditions and for plausibility! • The equations presented in this report are based on imperial units Men inputs are displayed in metric units, the user should be aware that the equations remain in their impenal format, • Condition A applies where the potential concrete failure surfaces are crossed by supplementary reinforcement proportioned to tie the potential concrete failure prism into the structural member Condition B applies where such supplementary reinforcement is not provided, or where pullout or pryout strength governs. Refer to the manufacturers product literature for cleaning and installation instructions. • For additional information about ACI 318 strength design Provisions, please go to httPs://viewerJoomag,com,pro Rs-design-guide-us-en-summer-2021,10841849001625154758?short&/ Hilt post -installed anchors shelf be installed in accordance with the Hilti Manufacturers Printed installation instructions iMPII) ReferenceACI 318-19, Section 26.7. Aq P E' 0 Z4 Input data and results must be checked for conformity with the existing conditions and for plausibilkyl PROFIS Engineering( c t 2003-2025 HINAG. FL-9494 Schrian Hiki is a registered Trademark of HMAG. Schoen Page: Company� Specifier AI Address: E-Mail: Phone I Fax: Design'. BP TYPE C WTH 1 ANCHORS 0.5in DIA Date, A�M Anchortype and diameter Kwik Bolt TZ2 - CS 1/2 (2 1/2) hnom3 Profile- Rectangular plates and bars (AISCI, 1 1 14 - 5/8; (L x Wx T i = 1.250 in. item number: 2210254 KB-TZ2 1,`2x3 314 x 0 625 in. Hole diameter in the fixture: of = 0.562 in. Maximum installation torque. 602 m1b Plate thickness (input!: 0.120 in. Hole diameter in the base material: 0,500 in, Recommended plate thickness: not calculated Hole depth in the base material: 3 250 in Drilling method: Hammer drilled minimum thickness of the base mateha( 5,000 in, C!eaning, Manual cleaning of the drilled hole according to instructions for use is required, Hilti (,) 112 in Kwjk Bolt TZ2 - CS wrth',' in nominal embedment depth per [CC -ES ESR-4266 , Hammer drill bit installation per MPII 6.1 Recommended accessories Drilling • Suitable Rotary Hammer • Properly sized drill bit Coordinates Anchor [in.] Cleaning - Manual blow-out Pump y 2.545 2.545 41 Setting • Torque controlled cordless impact tool • Torque wrench • Hammer i 01 ■ Ln Ln ,It 'IT Cn 01 CN C14 2,545 2545 _-Ilir Anchor x y C, c'v 1 0,000 0,000 3.500 3.500 - IwA data and results must be checked for conformity'ilith the existing conditions and far plausibil4l PROFIS Engineering (c) 2003-2025 HIU AG, FL-9494 Schaan HiRi is a registered Trademark of HIRE AG, Schaan �Ta��M WW702RMqJ TM" M C=MM Hilti PROFIS Engineering 3.1.17 www.hiltl.com Company: ------ --------------------------- Address: Page: Phone ( Fax: Specifier Design: E-Mail: Al Fastening point, D;09X4 69 BP TYPE C WTH I ANCHORS 0.5in DIA Date� 7,19i2025 t Remarks; Your Cooperation Duties Any and all information and data contained in the Software concern solely the use of Hilit 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-spedfic 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 youMoreover, 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 speafic 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 sped fic 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. nz-r:�'�-;E-r) Kl' Z errs. Inputdata and results must be decked for Conforrnity with the existing cowlitions and for plaus[bilityi PROFIS Engineering i C) 2003-2025 Hill! AG, FL-9494 Schaan 1-114i is a registered Trademark of Hilt AG, Schaan ME\2 23142 Arroyo Vista Rancho Santa Margarita, CA 92688 Tel: 949,888.8850 Fax: 949,888.8851 Wobsite:vjvm,storagerackengineerin&com, email: aiiiiiirstoragerackengineering.corn BY: A,A. Project: SMSINFOCOMM Project M 25-0708-2 Base Plate Configuration: TYPE C SELECTIVE RACK Section Baseplate = 5 .0'9"x4.E8"xO, 197" U3P FOOTPLATE Eff Width =W = 4,00 in a = JrOO in Mb Eff Depth =:) = 4.00 in Anchor c.c.= 2 *•3=d = 22,00 in Column Width=b = 3,00 in N=# Anchor/Base = I ts 14-- L Column Depth=dc = 2.69 in Fy = 36,C(_)0 psi W -------- L Plate Thickness =t = 0.197 in Wisinaisle Elevation Down Aisle Loads Load Case 5., (1+0 105'Sds)D * 0,75 (1.4 0,145ds)'B*P+0.75*[0.7*llioE]<=i,a D mevi y AS od COLLMN DL = 1 5O lb Axial —=P= 1.0098595 * 150 lb + 0.75 * (1,413146 * 03 * 2100 lb) COLLMN PL = 2,100 lb = 1,709 lb Base Moment= 0 in -lb Mb= Base Moment*0.75*0,7*rho 1+0105*Scls= I.0099 = 0 in -lb * 0,75*0.7*rho 1A+0A4Sds= 1.4131 = 0 in -lb B= - 7- -C -lb Axial Load P = 1,709 lb Mbase=Mb = 0 in Axial stress=fa = P/A = P/(D*W) = 107 psi Moment Stress=fb = M/S = 6Mb/[(D*B^2] = 0,0 psi Moment Stress=fbl = fb-fb'- = 0.0 psi M3 = (1/2)efb_*L*(2/3)*L = (1/3)*fb2*L-2 = 0 in -lb S-plate = (1)(tA2)/6 O = .006 in A 3/in fb/Fb = Mtotal/[(S-plate)(Fb)] 0.52 OK Tanchor = (Mb-(PLapp*0,75"0.46)(a))/[(d)'N/2] = -1,744 lb No Tension M1= WL A 2/2= fa*L A 2/2 = 92 in -lb Morrient Stress=fb2 = 2 * fb * LJW = &0 psi M2= fbIa"L A-')/2 = 0 in -lb Mtotal = Ml+M2+M3 = 92 in-lb/in Fb = 015*FY = 17,000 psi F'p= 0.7"F'c = 2,800 psi OK Tallow= 600 lb OK Cross Aisle Loads 1� �111 1?1 1*' " f—. -,azz_s_O` - '_�.'z" !:& ': '5 - _ 2 4:"') M'e� Check uplift load on Baser Pstatic= 1,709 lb Movt*0.75*10,7*rho= 6,936 in -lb Frame Depth= 42,0 in P=Pstatic+Pseismic= 1,875 lb b =Column Depth= 2.69 in L tease Plate Depth -Col Depth= 1.31 in fa = P/A = P/(D*W) = 117 psi Sbase/in = (1)(tA2)/6 = 0.006 in A 3/in fb/Fb = M/[(S-plate)(Fb)] 0,58 OK ieck uplift forces on baseplate with 2 or more anchors per RMI 7_22. ten the bxe plate configur lion consists of two aricho bolts located ori other side f the 0)[Unin and a net upift force exists, the minimum War pate thickness Pse ism ic = Movt/Frame Depth hill be determined based on a design berding nionient in the Plate rigual = 165 lb to the uplift force on one anchor unnes 1/2 the distance from the centerline of the anchor to tr-e nearesteclT of the rack CdUrnn" M= WLA2/2= fa*L A-) / 'I = 101 in-lb/in Fbase = 035*Fy = 27,000 psi T Ta Mu Ta plb ffiaton Uplift per Column= 0 lb Qty Anchor per BP= I Net Tension per anchor =Ta = 0 lb c = 0.66 in Mu =Moment on Baseplate due to up[ ift = Ta 'Ic/2 = n-lb Splate= 0.02% in A3 [fb/Fbl'0.75= 0 OK `:5W:� 1W 0( OMM 2 f _YH_ (" 1' MI F -oll t onn Foci, Mo'-' 23142 Arroyo Vista Rancho Santa Margarita, CA 92688 Tel; 949,888.8850 Fax; 949,888,8851 Website:www.storagerackengineering.com,emailc al@storagerackengineering.COm sy: AA. Project: SMS INFOCOMM Project#: 25-0708-2 mr-T-9. W ". Configuration: TYPE C SELEC7IVE RACK a slab t t rTUTTIT17TITUTTM11111 11A In IM1111 I H 111111ill 11 x -11" 1— Y C � L SLAB ELEVATION Base Plate Effet. Baseoate width-13- 4,00 in width=a= 3.00 in Effec, BzoeLlate Depth=D= 4.00 in depth=b= 2,69 in Column Loads DEAD LOAD=D= 150 b per column unfactoredA50 load PRODUCT LOAD zP= 2,100 lb per column unfacWed ASO load Papp= 1,407 lb per column P-se ism ic =E = (Movt/Frame depth) = 314 lb per column unf3ctored [snit State load B= -- 7-- 1- rho= . -Y";- Sds= 0.0939 1,2 + 0,2*Scls= 1,2188 0, 9 - 0.21�ds= 0,8812 Puncture Apunct= [(c+t)+(e+t)]*2*t = 2 26,14 inA 2 Fpunctl= [(4/3 + *(F'c,'0.5) = 252.8 psi Fpunct'= 2,66 * ). * (F ICAO .5) = 168,1 psi Fpunct eff= 168.1 psi Slab Bending Pse =DL+PL +E = 3,120 lb Asoil= (Pse*144)1(fsoil) = 449 inA2 X= (L-y)/'- = 2.9 in Fb= 5*(phi)*(f'c)A0,5 = 189 . 74 psi ----------- Concrete f1c .4,OGO psi :3 e tslab=t= 6.0 in Cross teff6,0 in C ,Aisle, .......... Soil fsoll = 1,000 psf Down Aisle Movt= 13,211 in -lb Frame depth= 410 in Baseplate Ran Viei,,t Sds= 0,094 0.2*Sds= 0"019 ?,= 1,000 �=B/D= 1,000 mdway disc face of column to edge of plate=c= 3.50in F 'CA O.5= 63.20 psi mdway dirt face of column to edge of plate=e= 3,35 in Load Case 1) (1,2+0.2Sds)D + (1,2+0,2Sds)1S31P+ rho*E RMI SEC 2,2 EQTN 5 = 1,21878 * 150 lb + 1,21878 * 0,7 * 2100 lb + I * 314 lb = 2,288 lb Load Case 2) (0.9-0,2Sds)D + (0,9-0,2Sds)4B*`Papp + rho*E RN1ISEC 2,2EQTN7 = 0.88122 * 150lb + 0,86122 * 03 * 1407 lb + I " 314 b = 1,314 lb Load Case 3) 1 .'*D + 1,4*P RMT SEC 2 2 EQTN 1,2 = 1, 2* 150 lb + 1,4*2100 lb = 3,120 1b Load Case 4) 1,2*D + 1,0*-P + 1,CE = 2,594 lb Effective Column Load=Pu= 3,120 lb per column L (Asoi J)AO.5 21,19 in M= w*xn2/2 = (fSoil*XAI)/( 144*2) = 28.9 in -lb fv/F v Pu/(Apunc t*Fpunc t) OM2 < 10K y = (C*e)AO,S + 2*t = 154 in S-slab= I*teffA2/6 = 6.0 in, 3 fb/Fb= MAS-slab*Fb) 0.025 < 1, OK `1N1 ", I N [ 0( (W [A 2"'-0 O�5 '? f'TIT (: f'r,41 FC111 t 01111 F—Ac 1, [V4-cFftWYd--'6PY2 T8125. 4:24 PM U.S, Seismic Design Maps 1,051 State Hwy 121 #100, Grapevine, TX 76051, USA Latitude, Longitude: 32M001241,-97.024124 Date Design Code Reference Document Risk Category Site Class Type Value Description SS 0.105 IvICER ground motion, (for 0.2 second period) $4 0,055 MCER ground motion {for 1 Os period} SMS, 0168 Site -modified spectral acceleration value SrAl 0131 Site -modified spectral acceleration value So-- 0.112 Numeric seismic design value at 0.2 second SA Spl 0.088 Numeric seismic design value at 1.0 second SA Type SDC F� F, PGA FPCA PGA,,j TL SsRT SsUH SsD S1RT S1UH SlD PGAd B Seismic design category 1.6 Site ampOfication factor at 0.2 second 2A Site amplification factor at 1,0 second 0051 NICE(-, peak ground acceleration 16 0,082 12 0105 0114 1,5 O.055 0.061 0,6 0.5 Site amplification factor at PGA Site modified peak ground acceleration Long -period transition period in seconds Probabilistic risk -targeted ground motion, (0,2 second) Factored uniform -hazard (2% probability of exceedance in 50 years) spectral acceleration Factored deterministic acceleration Value, (0.2 second) Probabilistic risk -targeted ground motion. (1.0 second) Factored unre(m-hazard (21� probability of eAceeclance in 50 years) spectral acceleration. Factored deterministic acceleration value. (1.0 second) Factored deterministic acceleration value, (Peak Ground Acceleration) 7!8,`2025. 4 24:47 PNI ASCE7-16 11 D - Default (See Section 11.4.3) f3 N T E - E F I ME f q- fy Li f "X V; T 'u, r Z-V Wpr' K-1-PI iyic :in?�Y! �OvFC' fAD-ai i ALL IWV� htrps:,,'Iwww.seisrmcmaps,org Page 71 of 72 V3 718,25. 4:24 PM US, Seismic Design Maps Type Value Description PGAklH 0051 Uniform -hazard (2% probability of exceedance in 50 years) Peak Ground Acceleration CRy 0.924 Mapped value of the 6sk coefficient at st)ort periods C R 0�5 Mapped value of the uSk coefficient at a period of I S 0.7 vertical cciefficient A B F L .,ET https>www seiSmicmaPs.Org Page 72 of 72 w 1 rr"BUT , 0 0 11 r T14 t:.. ..,:v pill:.,.. 1, �f ➢ nIr^„t= md,n �d„ r"in rd pzr ,pit hr:f •: n,.l U,, i i r,.::d,�i�rl�n��. r cT� I."R, N DTI 'R7 TI,In u CC7,'T91iIZT. WS Infoc'mm Lu! a'i iu\ 4055 Corporare Drive Grapevine, Tx 76051 lil�c'RI P'i lug Faliet Rack na�xN r'r JE S,'nlr NTS I'vice JE n,l'n ,rl June 7.5 - -,IIT I' II I I-� I - 0 0 _, CD .. �I -_ Jam- EalL J I l l }}II I III4055 i' T� nL ;PAS IntoComm Corporate Drivemr Fi--ttI Graoeve. TX 76051 L' [ I - � F h Pallet Rack S a I yFFR s.F ' r R- FF JE _ [' STF - - - - i11,1 HJ _1,01 s _ YL) 1 L� L - t: �"I �;I< lE :wu� 30 June)_5 -;l n. L0454 1 KI-FR.2.314 (14GA) - 22'x 42" - Part #: T0209456 - 21,832 lb Capacity @ 48" Beam Spacing BEAM IK40E 174M - 144" - Part #: U0200369 - 2,650 lb Capacity per it KI-FR.2.314 (14GA) - 22'x 42" - Part #: T0209456 - 21,832 lb Capacity @ 48" Beam Spacing BEAM IK40E 174M - 144" - Part #: U0200369 - 2,650 lb Capacity per it BEAM 144" x 3.5" (Existing material) - 2,010 lb Capacity per pair KI-FR.2.314 (14GA) - 20- x 42"T0209446 - 20,867 lb Capacity @ 48" Beam Spacing In BEAM IK40E 174M - 96"Part #: U0200366 - 5,370 lb Capacity per pal L MECALUX 314COLUMN -- ' IN —Ti-T _. _- 1 3/4" 1 1" DESCRIPTION —SCSI MDsx4MA DESCRIPTION COLUMN MECALUX314 DESCRIPTION 36E BEAM _ - - NOTES _MATERIAL 0197'THICK PLATE MATERIAL 14 GA MATERIAL 16 GAGE STEELYIELD ASTM A36 Fy=36.00E PSI STEELYIELD ASTM A5]O, Fy-55,00E PSI STEEL VIEID ASTM A5T0, Fy=55,00E PSI L 1 5/8" L 13/4-1 1" , 1 5/8" 3 21/32" -- -- 4" 1 3� TYP 0, 1 3/16" 43/8" �l. 2 -�- 2 L ` 10 TYR DESCRIPTION 3 TAB BEAM CONNECTOR NOTES DESCRIPTION 4TABBEAMCONNECTOR NOTEB MATERIAL 16GAGE PROVIDE 3 TAB CONNECTOR FOR WE BEAMS MATERIAL 16 GAGE PROVIBEx IN CONNECTOR FOR 40E BEAMS STEELYIELD ASTM WED. Fy=55,00E PSI ILYE STEELYIELD ASTMA570, Fy=55,000 PSI TOP 8 1 tr$ r _ DESCRIPTION _HILTIKWIK BOLT T2 NOTES SIZE 112"0 x 25 MIN EMBED BE NOTE#4 ABOVE FOR ANCHOR EBB# 4266 SPECS AND ALTERNATIVE ANCHORS 6 I j A �•� s �_ 13 _g, SIDE VIEW FRONT VIEW TYPE A & B TYPE A DESCRIPTION ARE BEAM NOES MATERIAL 16GAGE STEEL YIELD ASTM BEES, Fy=55 ANN PSI CV DESCRIPTION BRACING HORS &DIAG MATERIAL 18 GAGE STEELYIELD ASTM BYTE, FV-55NNV PSI FRONT VIEW TYPE B zo f SIDE VIEW TYPE C I I NOTES MECALUX 314 COLUMN BRACING TYP FRONT VIEW TYPE C L L GENERAL PROJECT NOTES SEISMIC CRITERIA BEH= oMANUAL 1.M5AA = of 55, F. = 1 s0 Fv M Coo IpGN1 0 ENO LEVELS NO LOAD ON TOP LEVEL TYPE B 21MDLBS MA%LOAD PEP BEAM LEVEL TYP TlI RE TOGE RITE WEDSUCH—INSTALLED PEP EAR PA. NEMBECM NT TYPICAL PERIOUIC ANCHOR SPECIAL INSPECTION DUR NG o I AINCHORCPERRUIP BASE PLATE15 A a 46M" vM 19i'1 AL-ERRNATIL EE NCHORS AN ANOCHOR PER PUBLIC ACCESS., Stls = IS NOT REQUIRED BASE PLAH ttP o G CONCRETE THICKNESS n COMPRESSIVE STRENGTH NGINSTALLED 5 A=BLE SOIL BEING PRESSURE IS I WD WE N]ANDE OR BETTER " LEGIBLEALLBQLTSGR PRINT INSTATTO SNUG TIGHT FIT wH ALL BUYS IN 8 ALL AELN- PERFORMED IN THE SHIP IF AN APPROVED FABRICATOR 61 HEY TER N CIA L IONIC. THE CLEAR SPAOCE BELOW SPRNKDE4 SHALL BECAMN OF15 BETWEENTOPOFHESTORAGE ' D CONDTiON HE PRODUCT MUST BE PEE OF ANY DAMAGE AND/OR FABRCAT IDER / DEBIT THEINC IN wRIHIS OF AN, 11 ITIS COMPONENTS TO NoiIF/ARE RT HE RESPONSIBILITY OF HE OWNER AND— USER OF HE COMPONENTS MACHINERY RWITACT FROM DROPPED LOIS ON THE SYSTEM DAMAGE TO HEI'My 11111N III AFFECTED AREA ANCREPLACE OR'EPAAiR ANY DAMAGED COLUMNSEB.ME REALALL=TZE MAINTAINED IN GOOD SAFE OPERATN6 HATPALLETS RE PROPERLYPLACED ONO PALLET LOAD SITIO 3 oPPLTHAT ALAAND SSTOED ONECH PALLET TO BE PROPERLY STABLE 131 PROHIBIT DOUBLE STACKING OF ANY PALLET POSITION INCLUDING FDORKLAGE IETo HE TORAGMACHINERYAPE NUSECT PROTECTIVE DEVIfES AEE EuSIGN B FLAT CONTACT AINS GEATURD DAMAGED ONN DEFICIENCIES DAMAGEOEFIOENCIES SHOWN HEREIN TO SYSTEMS 81 WIROPP LIALTHE OR OTHER COMILON SUPPORT MEMBERS IN STACKED AND HE TOP MOST POSTION IN RER WHERE -, i T F - 30' sq Mrc, zzw Fs ptEOF i{ P. } A 5 F June 31). 210-15 SIVIS InfoComm Corporation 4051 N, I I ighway 121, Suits 101) Girapevine. TX 76051 Attn: Bill Wilbur Subjc& 4055 Corporate Dr. Grapevine, TX "76051 IvIn Wilbur. IRE Z POWER SYSTEMS, INC. 1171 RUGGLES STREET GRAND PRAIRIE, TEXAS 75050 Ph (972) 647-8172 - Fax (972) 641-5480 It is my understanding that you will be installing single -row and double -row open frame racks to store cartoned unexpanded plastics (computer parts). The building top of steel is 31 %10" above finished floor. The building is equipped with wet pipe FSFR systems utilizing K 14-1 pendent sprinklers designed for 12 sprinklers at 75-psi. The sprinkler systems are served from an existins, 1.500-gpni electric motor driven lire pump. In accordance with NFFIA 13 (2022 Edition) Table 233, 1, the existing sprinkler design can protect Class I through IV and cartoned nonexpandcd plastics stored solid pile, palletized and single -row, double -row and multiple row racks. Solid shelving and open top containers are notponnittod. No storage is allowed within 36-inches of the sprinkler deflectors. You need to maintain nominal 6" transverse fine spaces between loads and it rack uprights at the single -row and double -row racks. You need to maintain nominal 6" longitudinal flue spaces at the double -row rack,,. Random variations in the width of the flue spaces or in their vertical alignment arc permitted. Sincerely, Scott S.urford scoMsanfordia, ems,c om RME 0854-G L i h,— Storage Rack Tel: 949.888.8850 Fax: 949.888.8851 Ali Abolhassani, P.E. President & Engineer of Recor email: mail@storagerackengineering.com www.storagerackengineering.com Sr-13 INFOGOr'lr-1 Signed 122 Z6 Expires 600-26 -Ikt„�/ONWL:rr PR0,1EC T & SCOPE OF WORK SMS INFOCOMM 4,D5 t N HIGHWAY 121 STE tOO GRAPEVINF. TX 7450,11 SELEC TWE RACK PROVIDED 19Y PRECiSiON WAREHOUSE DESfG?V SRE PPOJEC 1- #25 0708-21 btg,veef z;�! Record Storage Pack Engineeriog Inc Date 01/10/20 At, Abo, ir!mssaoi, RE 23 N2 A,n,y,; Osta Pj,Th,, 5"wom Marywirr CA 92646 Street Address 4-051 N HIGHWAY 121 SUITE #100 r�; City/Stote: GRAPEVINF-,'7X7(3051 F--,9000RP # 4 C32095M !O? con, Scope of Work: SFELECTIVIE- RACK PER PRF-0310N WAREHOUSE DESIGN Page 1 of 72