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Home My WebLink About2870 WHIPTAIL LOOP; 107; CBC2020-0267; PermitBuilding Permit Finaled Commercial Permit Print Date: 03/22/2023 Job Address: 2870 WHIPTAIL LOOP, # 107, CARLSBAD, CA 92010-6710 Permit Type: BLDG-Commercial Work Class: Tenant Improvement Parcel #: Valuation: Occupancy Group: #of Dwelling Units: 2091201000 Track#: $23,077.00 Lot#: Project#: Plan#: Bedrooms: Construction Type: Bathrooms: Orig. Plan Check#: Occupant Load: Plan Check#: Code Edition: Sprinkled: Project Title: Description: B&D NUTRITIONAL INGREDIENTS: HIGH PILE STORAGE RACKS Applicant: RACK SUBMITTAL SERVICES CARRIE SHARIFI 1815 WRIGHT AVE LA VERNE, CA 91750-5817 (626) 384-0481 FEE BUILDING PERMIT FEE ($2000+) BUILDING PLAN CHECK FEE (BLDG) Property Owner: RAF GROUP RACEWAY LLC 1010 S HWY, # 100 ENCINITAS, CA 92024 ELECTRICAL BLDG COMMERCIAL NEW/ADDITION/REMODEL FIRE Plan Review Per Hour -Office Hours MECHANICAL BLDG COMMERCIAL NEW/ADDITION/REMODEL SB1473 GREEN BUILDING STATE STANDARDS FEE STRONG MOTION-COMMERCIAL Total Fees: $902.00 Total Payments To Date: $902.00 Permit No: Status: Applied: Issued: (city of Carlsbad CBC2020-0267 Closed -Expired 07/10/2020 12/22/2020 Finaled Close Out: Final Inspection: INSPECTOR : Balance Due: AMOUNT $1.40 $405.14 $41.00 $408.00 $39.00 $1.00 $6.46 $0.00 Please take NOTICE that approval of your project includes t he "Imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as "fees/exaction." You have 90 days from the date t his permit was issued to protest imposition of these fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition. You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project. NOR DOES IT APPLY to any fees/exactions of which you have previously been given a NOTICE similar to this, or as to which the statute of limitation has previously otherwise expired. Building Division EXPiRED PERMIT PERMIT HAS EXPIHED IN ACCORDANCE WITli C.B.C. SECTION 106.4.4 AS ,V.!ENDED BY CJ,tC.18.04.030 DATE 3ja.3 SIGN.,TURE ew ~J. R · 1635 Faraday Avenue, Carlsbad CA 92008-7314 I 442-339-2719 I 760-602-8560 f I www.carlsbadca.gov Page 1 of 1 C cityof Carlsbad COMMERCIAL BUILDING PERMIT APPLICATION B-2 Plan Chee~~ Est. Value PC Deposit ~ 73 ,o 7 7 - Date 7 10/J.Q Job Address ::lt1a !rhi;f-/2;.;. ltry E~ 107 Suite: /tJ7 APN: _____ _ Tenant Name: ~ f n /{/11/{,funa,,/~,Oytf CT/Project#: _____ Lot#: __ _ Occupancy: Construction Type: Fire Sprinklers:%YES O NO Air Conditioning: 0 YES O NO BRIEF DESCRIPTION OF WORK: -r D Addition/New: ___________ New SF and Use, __________ New SF and Use, _____ Deck SF, Patio Cover SF (not including flatwork) D Tenant Improvement: _____ SF, Existing Use ______ Proposed Use ______ _ _____ SF, Existing Use ______ Proposed Use ______ _ 0 Pool/Spa: _____ SF Additional Gas or Electrical Features? ____________ _ 0 Solar: ___ KW, __ Modules, ___ Mounted, Tilt: QYQN, RMA: Q Y Q N, Panel Upgrade: QY QN 0 Plumbing/Mechanical/Electrical Only: ________________________ _ 0 Other: _________________________________ _ DESIGN(iR FESSIONAL Name: e111&i_64J Jkhjn Addres~ ~~- City: /,,A {AU_, State: @ Zip: 2, 7JP Phone: lil/Jt} J,)!J k -/3SJ .L:-......1:...1.:.u.:;..,,:.:."-L::7'...;J..._ State: qt Phone: ---'-''-'-"-..... J ::::;..:JIR=&_-..:;.0-=--J--~"""3 _______ _ Email: ________________ _ Architect State License: ... '2:'--"v...,;&=--6_r' ______ _ Email:_· __________________ _ State License: C-Jf I? 1 I Bus. License: CoM:COf\\ (Sec. 7031.S Business and Professions Code: Any City or County which requires a permit to construct, alter, improve, demolish or repair any structure, prior to its issuance, also requires the applicant for such permit to file a signed statement that he/she is licensed pursuant to the provisions of the Contractor's License law {Chapter 9, commending with Section 7000 of Division 3 of the Business and Professions Code} or that he/she is exempt therefrom, and the basis for the alleged exemption. Any violation of Section 7031.S by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars {$500)). 1635 Faraday Ave Carlsbad, CA 92008 Ph: 760-602-2719 Fax: 760-602-8558 Email: Building@carlsbadca.gov B-1 Page 1 of 2 Rev. 03/20 ( OPTION A): WORKERS'COMPENSATION DECLARATION: I hearby affirm under penalty of perjury one of the following declarations: 0 I have and will maintain a certificate of consent to self-insure for workers' compensation provided by Section 3700 of the Labor Code, for the performance of the work which this permit Is issued. 0 I have and will maintain worker's compensation, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. My workers' compensation insurance carrier and policy number are: Insurance Company Name: ____________________ _ Policy No. ______________ Expiration Date: _________ _ ~rtificate of Exemption: I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to be come ~:ct to the workers' compensation Laws of California. WARNING: Failure to secure workers compensation coverage is unlawful, and shall subject an employer to criminal penalties and civil fines up to $100,000.00, in addition the to the cost of compensation, damages as provided for in Section 3706 of the Labor Code, interest and attorney's fees. ~ itg ( CONTRACTOR SIGNATUR~----<-f--~-c..+----1---'-..__ ______ __,, ¼GENT DATE: (\A ( OPTION B ): OWNER-BUILDER DECLARATION: I hereby affirm that I am exempt from Contractor's License Law for the following reason: 0 I, as owner of the property or my employees with wages as their sole compensation, will do the work and the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractor's license Law does not apply to an owner of property who builds or improves thereon, and who does such work himself or through his own employees, provided that such improvements are not intended or offered for sale. If, however, the building or improvement is sold within one year of completion, the owner-builder will have the burden of proving that he did not build or improve for the purpose of sale). 0 I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractor's license Law does not apply to an owner of property who builds or improves thereon, and contracts for such projects with contractor(s) licensed pursuant to the Contractor's license Law}. 0 I am exempt under Section _______ Business and Professions Code for this reason: 1. I personally plan to provide the major labor and materials for construction of the proposed property improvement. QYES Q NO 2. I (have/ have not) signed an application for a building permit for the proposed work. 3. I have contracted with the following person (firm) to provide the proposed construction (include name address/ phone/ contractors' license number): 4. I plan to provide portions of the work, but I have hired the following person to coordinate, supervise and provide the major work (include name/ address/ phone/ contractors' license number): 5. I will provide some of the work, but I have contracted (hired) the following persons to provide the work indicated {include name/ address/ phone/ type of work): OWNER SIGNATURE: __________________ □ AGENT DATE: _____ _ CONSTRUCTION LENDING AGENCY, IF ANY: I hereby affirm that there is a construction lending agency for the performance of the work this permit is issued (Sec. 3097 (i) Civil Code). Lender's Name: _____________________ Lender's Address: ____________________ _ ONLY COMPLETE THE FOLLOWING SECTION FOR NON-RESIDENTIAL BUILDING PERMITS ONLY: Is the applicant or future building occupant required to submit a business plan, acutely hazardous materials registration form or risk management and prevention program under Sections 25505, 25533 or 25534 of the Presley-Tanner Hazardous Substance Account Act? I Yes/ No Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? Yes / No Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? Yes / No IF ANY OF THE ANSWERS ARE YES, A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED UNLESS THE APPLICANT HAS MET OR IS MEETING THE REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POUUTION CONTROL DISTRICT. APPLICANT CERTIFICATION: I certify that I have read the application and state that the above information is correct and that the information on the plans is accurate. I agree to comply with all City ordinances and State laws relating to building construction. I hereby authorize representative of the City of Carlsbad to enter upon the above mentioned property for inspection purposes. I ALSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES, JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT.OSHA: An OSHA permit is required for excavations over 5'0' deep and demolition or construction of structures over 3 stories in height. EXPIRATION: Every permit issued by the Building Official under the provisions of this Code shall expire by limitation and become null and void if the building or worl< authorized by such permit is not commenced within 360 days date of such permit or if the building worl< authorized by such permit is suspended or abandoned at any time after the work is commenced for a peri B2 13). 1635 Faraday Ave Carlsbad, CA 92008 B-1 Ph: 760-602-2719 Fax: 760-602-8558 Page 2 of2 Email: Building@carlsbadca.gov Rev. 03/20 "°CF VFO JUL 1 0 2020 ,\ Structural GLJI Engineering $ Design, Inc 1815 Wright Ave La Verne, Ca. 91750 Tel: 909-596-1351 Fax: 909-596-7186 Project Name : B~D NUTRITIONAL INGRED IENTS Project Number: SED-05282 0 -148 Date : 06/29/20 Street Address: 2870 WHIPT AIL LOOP E SUITE 107 C ity/State : CARLSBAD, CA 92010 Scape of Wark: STORAGE RACK JUN 2 9 2020 >-t: 0 [XPIRA110N OAlE MAR 3 1 2022 S}ructural Engineering & Design Inc. 1815 Wrjght Aye La Verne CA 91750 Tel: 909 596.1351 Fax· 909 596 7186 By: NIHAL Project: B&D NUTRITIONAL INGREDIENTS Project#: 052820-148 TABLE OF CONTENTS Title Page . . . . . . . . . . . . . . . . . . ... . . . . . . ............ ... . . . . . .. . . . . . . . . . . .. . . . . . . . .. . . . . . . . . . . .. . . . . . . . .. . . . .. . . .. . . . .. . . . .. 1 Table of Contents................................................................................................... 2 Design Data and Definition of Components ... .. .. .. ... . .. .. . . .. ... .. . .. ... .. .. .. .. . .. .. .. .. .. .. . . .. . 3 Critical Configuration ............................................................................................. 4 Seismic Loads ..... . ... .. ............ .... .................... ..... ... ..... ........ ........... ......... ......... ... .. . 5 to 6 Column.................................................................................................................. 7 Beam and Connector ..... .... ...... ..................... .......... ......... ...... ............... ... ... .......... 8 to 9 Bracing .................................................................................................................. 10 Anchors................................................................................................................. 11 Base Plate ... .... ..... . .. . . . ......... .......... ............... ...... ... ..... ....... ... .. ....... ......... ............ ... 12 Slab on Grade ..... .... ........ ........ ..... ........ .... ......... .... ......... ...... .. ... .... ... . ........ .... .. ... ... 13 Other Configurations ....... ..... ............ ... .. ........ .... . . ............... ....... .. ... ... . ......... ... ....... 14 TYPE B Page 2 of f.'7 G/2G/2020 Structural Engineering & Design Inc. 1815 Wright Ave La Verne CA 91750 Tel· 909 596 1351 fax· 909 596 7186 By: NIHAL Project: B&D NUTRITIONAL INGREDIENTS Project#: 052820-148 Design Data 1) The analyses herein conforms to the requirements of the: 2018 /BC Section 2209 2019 CBC Section 2209 ANSI MH 16.1-2012 Specifications for the Design of Industrial Steel Storage Racks "2012 RMI Rack Design Manual" ASCE 7-16, section 15.5.3 2) Transverse braced frame steel conforms to ASTM A570, Gr.55, with minimum strength, Fy=55 ksi Longitudinal frame beam and connector steel conforms to ASTM A570, Gr.55, with minimum yield, Fy=55 ksi All other steel conforms to ASTM A36, Gr. 36 with minimum yield, Fy= 36 ksi 3) Anchor bolts shall be provided by installer per ICC reference on plans and calculations herein. 4) All welds shall conform to AWS procedures, utilizing E70xx electrodes or similar. All such welds shall be performed in shop, with no field welding allowed other than those supervised by a licensed deputy inspector. 5) The existing slab on grade is 6" thick with minimum 3000 psi compressive strength. Allowable Soil bearing capacity is 750 psf. The design of the existing slab is by others. 6) Load combinations for rack components correspond to 2012 RMI Section 2.1 for ASD level load criteria Definition of Components Rame Height TYPE B A ,rl Ism t::::[l:::::/== ·===D=t========tl: Beam Length Front View: Oown Aisi! fLOMJt.udinal) Frame O>urm Base Plate and Amchors Page ~ of rt.t ~=~ Sedlon A.: Ooss Aisle { T ransw rse ) Fram!! tbmntal &iKe G/2G/2020 Structural Engineering & Design Inc. 1815 Wright Aye La Verne CA 91750 Tel· 909 596 1351 Fax: 909 596 7186 By: NIHAL Configuration & Summary: TYPE B l1 T 72" + 216" 72" + 72" I Project: B&D NUTRITIONAL INGREDIENTS 216" 24" 4-- Project#: 052820-148 **RACK COLUMN REAC7JONS ASDLOADS AXIAL DL= 113 lb AXIAL LL= 6,390 lb SEISMIC AXIAL Ps=+/-4,742 lb BASE MOMENT= 8,000 in-lb --r--1oa" --,r .}-42" ....,.j, ~ 42" + 12" Seismic Criteria Ss=0.923, Fa=l.131 Component Column Column & Backer Beam Beam Connector Brace-Horizontal Brace-Diagonal Base Plate Anchor Slab &Soil Level I Load** 1 2 3 Per Level 4,260 lb 4,260 lb 4,260 lb # Bm Lvls 3 Fy=5S ksi None Fy=55 ksi Fy=5S ksi Fy=5S ksi Fv=5S ksi Fy=36 ksi 2 per Base Beam Spcg 72.0in 72.0 in 72.0in ** Load defined as product weight per pair of beams Notes TYPE B Frame Depth Frame Height # Diagonals Beam Length Frame Type 42 in 216.0 in 5 108 in Description Hannibal IF3013-3x3x13ga P=6503 lb, M=20083 in-lb None None HMH 44160/4.5" Face x 0.057" thk Lu=108 in I Capacity: 5103 lb/pr Lvl 1: 3 pin OK I Mconn=14181 in-lb I Mcap=15230 in-lb Hannibal 1-1/2xl-1/2x16ga Hannibal 1-1/2x1-1/2x16ga 8x5x0.375 I Fixity= 8000 in-lb 0.5'' x 3.25" Embed HIL TI KWIKBOL T TZ ESR 1917 Inspection Reqd (Net Seismic Uplift=2630 lb) 6" thk x 3000 psi slab on grade. 750 psf Soil Bearing Pressure Brace 24.0 in 36.0 in 48.0 in 48.0 in 48.0 in Total: I Story Force I Transv 255 lb 510 lb 765 lb 1,529 lb Story Force Longit. 136 lb 271 lb 4071b 814 lb Column Axial 6,503 lb 4,335 lb 2,168 lb I Column j Conn. Moment Moment 20,083 "# 14,181 "# 12,209 "# 9,716 "# 7,326 "# 5,443 "# STRESS 0.92-0K N/A 0.83-0K 0.93-0K 0.21-0K 0.32-0K 0.94-0K 0.617-0K 0.59-0K Beam Connector 3 pin OK 3 pin OK 3 pin OK Page 4 of f / (;/2(,/2020 Structural Engineering & Design Inc. 1815 Wright Aye La Verne CA 91750 Tel· 909 596 1351 fax· 909.596 7186 By: NIHAL Project: B&D NUTRITIONAL INGREDIENTS Seismic Forces Configuration: TYPE B Lateral analysis Is performed with regard to the requirements of the 2012 RMI ANSI MH 16.1-2012 Sec 2.6 & ASCE 7-16 sec 15.5.3 Transverse (Cross Aisle) Seismic Load V= Cs*Ip*Ws=Cs*Ip*(0.67*P*Prf+D) l vt Csl= Sds/R = 0.1740 Cs2= 0.044*Sds Cs-max* Ip= 0.1740 Vm;n= 0.015 = 0.0306 Cs3= 0.5*51/R = 0.0425 Eff Base Shear=Cs= 0.1740 Ttansvem: Elcvatioo Cs-max= 0.1740 Base Shear Coeff=Cs= 0.1740 Level PRODUCT LOAD P P*0.67*PRFI 1 4,260 lb 2,854 lb 2 4,260 lb 2,854 lb 3 4,260 lb 2,854 lb sum: P=12780 lb 8,563 lb Longitudinal (Downaisle) Seismic Load Ws= (0.67*P4<!'1 * PL)+DL (RMI 2.6.2) = 8,788 lb Vtransv=Vt= 0.174 * (225 lb+ 8562.6 lb) Etransverse= 1,529 lb Limit States Level Transverse seismic shear per upright DL hi wi*hi 75 lb 72 in 210,902 75 lb 144 in 421,805 75 lb 216 in 632,707 225 lb W=8787.6 lb 1,265,414 Project#: 052820-148 Ss= 0.923 51= 0.340 Fa= 1.131 Fv= 1.960 Sds=2/3*Ss*Fa= 0.696 Sd1=2/3*51 *Fv= 0.444 Ca=0.4*2/3*Ss*Fa= 0.2784 (Transverse, Braced Frame Dir.) R= 4.0 Ip= 1.0 PRF1= 1.0 Pallet Height=hp= 48.0 in DL per Beam Lvl= 75 lb Fi Fi* hi+h /2 254.8 lb 24,461·# 509.7 lb 85,630-# 764.5 lb 183,480-# 1,529 lb r=293,s7o Similarly for longitudinal seismic loads, using R=6.0 Ws= (0.67 * PLRF2 * P) + DL PRF2-1.0 f ''"'''I E''''3 ~ 1'''''3 Csl=Sd1/(T*R)= 0.0926 Cs2= 0.0306 Cs3= 0.0283 Cs-max= 0.0926 Level 1 2 3 PRODUC LOAD P 4,260 lb 4,260 lb 4,260 lb = 8,788 lb (Longitudinal, Unbraced Dir.) R= 6.0 Cs=Cs-max*lp= 0.0926 T= 0.80 sec I Vlong= 0.0926 * (225 lb+ 8562.6 lb) I Elongitudlnal= 814 lb UmltStalesLeve/Longff..elsmk:•h .. ,pe,uprlght P*0.67*PRF2 2,854 lb 2,854 lb 2,854 lb DL 75 lb 75 lb 75 lb hi 72 in 144 in 216 in wi*hi 210,902 421,805 632,707 t~~;;1 ~ ~ ,~~~~1 F~~~~~I ~ t~~~~~-1 ,~~~~~4 Fi front Y1c:w 135.7 lb 271.3 lb 407.0 lb sum: =======8=5=6=3=1b=====22=5=1=b ====W===8=7=87==.6===1b===1=2=6=5=4=14=========8=1=4=1b========== TYPE B Page _6 of f ~ G/2G/2020 Structural Engineering & Design Inc. 1815 Wrjght Aye La Verne CA 91750 Tel· 909 5961351 Fax· 909 596 7186 By: NIHAL Project: B&D NUTRITIONAL INGREDIENTS Downaisle Seismic Loads Configuration: TYPE B Determine the story moments by applying portal analysis. The base plate is assumed to provide partial fixity. Seismic Story Forces Vlong= 814 lb Vcol=Vlong/2= 407 lb Fl= 136 lb F2= 271 lb F3= 407 lb Seismic Story Moments ....... 9 I I BEJ:BB:B I ' ~ Conceptual System Mbase-max= 8,000 in-lb Mbase-v= (Vcol*hleff)/2 <=== Default capacity hl-eff= hl -beam clip height/2 = 69in = 14,042 in-lb <=== Moment going to base Mbase-eff= Minimum of Mbase-max and Mbase-v = 8,000 in-lb M 1-1= [Vcol * hl eff]-Mbase-eff = (407 lb * 69 in)-8000 in-lb = 20,083 in-lb M 2-2= [Vcol-(Fl)/2] * h2 = [407 lb -135.7 lb]*72 in/2 = 12,209 in-lb Project#: 052820-148 Typ,c.al Frame made o( two columns ,-✓---, ~ Beam to Column Elevation Mseis= (Mupper+Mlower)/2 Mseis(l-1)= (20083 in-lb+ 12209 in-lb)/2 = 16,146 in-lb Mseis(2-2)= (12209 in-lb+ 7326 in-lb)/2 = 9,768 in-lb rho= 1.0000 LEVEL 1 2 3 Summary of Forces hi Axial Load Column Moment** 72 in 6,503 lb 20,083 in-lb 72in 4,335 lb 12,209 in-lb 72 in 2,168 lb 7,326 in-lb Mconn= (Mseismic + Mend-fixity)*0.70*rho Mconn-allow(3 Pin)= 15,230 in-lb Mseismic** 16,146 in-lb 9,768 in-lb 3,663 in-lb **all moments based on limit states level loading TYf'E B Page 6 of f '{ Mend-fixi Mconn** Beam Connector 4,112 in-lb 14,181 in-lb 3 pin OK 4,112 in-lb 9,716 in-lb 3 pin OK 4,112 in-lb 5,443 in-lb 3 pin OK G/2G/2O2O COL Structural Engineering & Design Inc. 1815 Wrjght Aye La Verne CA 91750 Tel: 909.596 1351 Fax· 909 596 7186 By: NIHAL Project: B&D NUTRITIONAL INGREDIENTS Column (Longitudinal Loads} Configuration: TYPE B Section Properties Section: Hannibal IF3013-3x3x13ga Aeff = 0.757 in"2 Ix = 1.320 in"4 Sx = 0.879 in"3 rx = 1.320 in Qf= 1.67 E= 29,500 ksi Loads Considers loads at level 1 Iy = 0.871 in"4 Sy = 0.574 in"3 ry = 1.080 in Fy= 55 ksi Cmx= 0.85 COLUMN DL= 112 lb Critical load cases are: RMI Sec 2.1 Kx = 1.7 Lx = 69.8 in Ky = 1.0 Ly= 24.0 in Cb= 1.0 Project#: 052820-148 r-3.00: in -, I ' y-·-·i-·-·-y 3.000in I0.090in _l X ~0.75in COLUMN PL= 6,390 lb Load case S:: (1 +0.10S*Sds}D + 0.7S*(l.4+0.14Sds)*B*P + 0.7S*(0.7*rho*E)<= 1.0, ASD Method Mcol= 20,083 in-lb axial load coeff: 0.7861486S * P seismic moment coeff: 0.S62S * Meo! 5ds= 0.6959 Load case 6:: (1+0.14*Sds)D + (0.8S+0.14Sds)*B*P + (0.7*rho*E)<= 1.0, ASD Method 1+0.105*5ds= 1.0731 axialloadcoeff: 0.66320 seismicmomentcoeff: 0.7 *Mcol 1.4+0.145ds= 1.4974 By analysis, Load case 6 governs utilizing loads as such 1+0.14Sds= 1.0974 Moment=Mx= 0.7*rho*Mcol 0.85+0.14*5ds= 0.9474 B= 0.7000 rho= 1.0000 Axlal Analysis Axial Load=Pax= 1.097426*112 lb+ 0.947426*0.7*6390 lb = 4,361 lb = 0.7 * 20083 in-lb = 14,058 in-lb Kxlx/rx = 1.7*69.75"/1.3196" = 89.9 Fe= n"2E/(KL/r)max"2 = 36.lksi Pn= Aeff*Fn = 25,759 lb P/Pa= 0.33 > 0.15 Bending Analysis KyLy/ry = 1 *24"/1.08" = 22.2 Fy/2= 27.5 ksi f.!c= 1.92 Check: Pax/Pa + (Cmx*Mx)/(Max*µx) :S 1.0 P/Pao + Mx/Max :S 1.0 Pno= Ae*Fy = 0.757 in"'2 *55000 psi = 41,635 lb Pao= PnoJnc = 416351b/1.92 = 21,685 lb Fe > Fy/2 Fn= Fy(l-Fy/4Fe) = 55 ksi*[l-55 ksi/(4*36.1 ksi)] = 34.0 ksi Pa= Pn/Qc = 25759 lb/1.92 = 13,416 lb Myield=My= 5x*Fy = 0.879 in"3 * 55000 psi = 48,345 in-lb Max= My/f.!f Per= n" 2EI/(KL)max" 2 = 48345 in-lb/1.67 = 28,949 in-lb µx= {l/[1 ·(Qc*P/Pcr)]}"-1 = {l/[1-(1.92*436l lb/27334 lb)]}"-1 = 0.69 Combined Stresses = n" 2*29500 ksi/(l.7*69.75 in)" 2 = 27,334 lb (4361 lb/13416 lb)+ (0.85*14058 in-lb)/(28949 in-lb*0.69) = (4361 lb/21685 lb) + (14058 in-lb/28949 in-lb) = 0.92 0.69 < 1.0, OK < 1.0, OK (EQ C5-1) (EQ C5-2) ** For comparison, total column stress computed for load cases is: 87. 0% loads S143.673657S lb Axial and M= 10S43 in-lb TYFE B Page -:/-of } 1 G/2G/2020 Structural Engineering & Design Inc. 1815 Weight Aye La Verne CA 91750 Jel· 909 596 1351 Fax· 909 596 7186 By: NIHAL Project: B&D NUTRITIONAL INGREDIENTS BEAM Contiguration: TYPE B DET.ERMINE ALLOWABLE MOMENT CAPACITY A) Check compression flange for local buckling (82.1) W= C -2*t -2*r = 1.75 in -2*0.057 in -2*0.057 in = 1.522 in w/t= 26.7 l=lambda= [1.052/(k)"0.5] * (w/t) * (Fy/E)"0.5 = (1.052/(4)"0.5] * 26.7 * (55/29500)"0.5 = 0.606 < 0.673, Flange is fully effective B) check web for local buckling per section b2.3 fl (comp)= Fy*(y3/y2)= 50.90 ksi f2(tension)= Fy*(yl/y2)= 102.67 ksi Y= f2/fl = -2.017 k= 4 + 2*(1-Y)"3 + 2*(1-Y) = 64.96 flat depth=w= yl +y3 Eq. 82.3-5 Eq. 82.3-4 Eq. 82.1-4 Eq. 82.1-1 = 4.272 in w/t= 74.94736842 OK l=lambda= (1.052/(k)"0.5] * (w/t) * (fl/E)"0.5 = [1.052/(64.96)"0.5] * 4.272 * (50.9/29500)"0.5 = 0.406 < 0.673 be=w= 4.272 in bl= be(3-Y) = 0.852 b2= be/2 = 2.14 in bl+b2= 2.992 in > 1.416 in, Web is fully effective Determine effect of cold working on steel yield point {Fya) per section A7.2 Fya= C*Fyc + (1-C)*Fy (EQ A7.2-1) Lcomer=Lc= (p/2) * (r + t/2) 0.134 in Lflange-top=Lf= 1.522 in m= 0.192*(Fu/Fy) -0.068 = 0.1590 C= 2*Lc/(Lf+2*Lc) = 0.150 in (EQ A7.2-4) Be= 3.69*(Fu/Fy) -0.819*(Fu/Fy)"2 -1.79 = 1.427 since fu/Fv= 1.18 < 1.2 and r/t= 1 < 7 OK then Fye= Be * Fy/(R/t)"m (EQ A7.2-2) = 78.485 ksi Thus, Fya-top= 58.52 ksi (tension stress at top) Fya-bottom= Fya*Ycg/(depth -Ycg) = 113.59 ksi (tension stress at bottom) Check allowable tension stress for bottom flange Lflange-bot=Lfb= Lbottom -2*r*-2*t = 2.522 in Cbottom=Cb= 2*Lc/(Lfb+2*Lc) = 0.096 Fy-bottom=Fyb= Cb*Fyc + (1-Cb)*Fyf = 57.26 ksi Fya= (Fya-top)*(Fyb/Fya-bottom) = 29.50 ksi Eq 82.3-2 (EQ A7.2-3) if F= 0.95 Then F*Mn=F*Fya*Sx= I 23.79 in-k Project#: 052820-148 2.75 In r.;51n { T 4.500 in 1.625 in _J_ 1~ 0.057 in Beam= HMH 44160 /4 5" Face x 0 057" thk y1 Ix= 2.009 in"4 5x= 0.849 in"3 Ycg= 2.970 in t= 0.057 in Bend Radius=r= 0.057 in Fy=Fyv= 55.00 ksi Fu=Fuv= 65.00 ksi E= 29500 ksi top flange=b= 1.750 in bottom flange= 2.750 in Web depth= 4 cnn i .... .......:.: Fy - yl= Ycg+r= 2.856 in y2= depth-Veg= 1.530 in y3= y2-t-r= 1.416 in ·Structural Engineering & Design Inc. 1815 Weight Ave La Verne CA 91750 Tel· 909 596 1351 fax· 909 596 7186 By: NIHAL Project: B&D NUTRITIONAL INGREDIENTS BEAM Contiguration: TYPE B RMI Section 5.2, PT II Section Beam= HMH 44160/4.5" Face x 0.057" thk Ix=Ib= 2.009 in"4 Sx= 0.849 in"3 t= 0.057 in Fy=Fyv= 55 ksi Fu=Fuv= 65 ksi Fya= 58.5 ksi E= 29500 ksi F= 300.0 L= 108 in Beam Level= 1 P=Product Load= 4,260 lb/pair D=Dead Load= 75 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 FOR DL=20/o of PL, W= 1.599 Rm= 1 -[(2*F*L)/(6*E*Ib + 3*F*L)] RMI 2.2, item 8 1 -(2*300*108 in)/[(6*29500 ksi*2.009 in"3)+(3*300*108 in)] = 0.857 if F= 0.95 Then F*Mn=F*Fya*Sx= 47.20 in-k Thus, allowable load per beam pair=W= F*Mn*8*(# of beams)/(L *Rm*W) = 47.2 in-k * 8 * 2/(108in * 0.857 * 1.599) = 5,103 lb/pair allowable load based on bending stress Mend= W*L *(1-Rm)/8 = (5103 lb/2) * 108 in* (1-0.857)/8 = 4,926 in-lb @ 5103 lb max allowable load = 4,112 in-lb @ 4260 lb imposed product load 2. Check Deflection Stress Allowable Loads Dmax= Dss*Rd Rd= 1 -(4*F*L)/(5*F*L + l0*E*Ib) = 1 -(4*300*108 in)/[(5*300*108 in)+(10*29500 ksi*2.009 in"4)] = 0.828 in if Dmax= L/180 Based on L/180 Deflection Criteria and Dss= S*W*L "3/(384*E*Ib) L/180= S*W*L "3*Rd/(384*E*Ib*# of beams) solving for W yields, W= 384*E*I*2/(180*5*L" 2*Rd) = 384*2.009 in"4*2/[180*5*(108 in)" 2*0.828) = 5,237 lb/pair allowable load based on deflection limits Project #: 052820-148 2.75 In t,sln { T 1.625 in 4.500 in 0.057 In 111111111111111111111111 I II I IIIIIIIII I Ill Ill II ~=~--==~~~~ ~~-;~-;---~-~---~~ " .. ..... . . . . . >Beam Length Allowable Deflection= L/180 = 0.600 in Deflection at imposed Load= 0.501 in .. " Thus, based on the least capacity of item 1 and 2 above: Allowable load= 5,103 lb/pair Imposed Product Load= 4,260 lb/pair Beam Stress= 0.83 Beam at level 1 ---------- Structural Engineering & Design Inc. 1815 Weight Ave I a Verne GA 91750 Jel· 909 596 1351 Fax· 909 596 7186 By: NIHAL Project: B&D NUTRITIONAL INGREDIENTS Project#: 052820-148 3 Pin Beam to Column Connection TYPE B I he beam end moments shown herein show the result of the maximum induced fixed end monenfs form se,sm,c + static loads and the code mandated minimum value ot 1.5%(DL+PL) Mconn max= (Mselsmic + Mend-fixlty)"'0.70""Rho = 14,181 in-lb Load at level 1 Connector Type= 3 Pin Shear Capacity of Pin Pin Diam= 0.44 in Fy= 55,000 psi Ashear= (0.438 in)" 2 * Pi/4 = 0.1507 in"2 Pshear= 0.4 * Fy * Ashear = 0.4 * 55000 psi* 0.1507in"2 = 3,315 lb Bearing Capacity of Pin tcol= 0.090 in Omega= 2.22 Fu= 65,000 psi a= 2.22 Pbearing= alpha "' Fu "' diam "' tcol/Omega = 2.22 "' 65000 psi "' 0.438 in "' 0.09 in/2.22 = 2,562 lb < 3315 lb Moment Capacity of Bracket Edge Distance=E= 1.00 in Pin Spacing= 2.0 in C= Pl+P2+P3 tclip= 0.18 in = Pl +Pl *(2.5"/4.5")+Pl *(0.5"/4.5") = 1.667 * Pl Mcap= Sclip * Fbending = 0.127 in"3 * 0.66 * Fy = 4,610 in-lb Pclip= Mcap/(1.667 * d) C*d= Mcap = 1.667 = 4610.1 in-lb/(1.667 * 0.5 in) = 5,531 lb Thus, Pl= 2,562 lb Mconn-allow= [Pl *4.5"+Pl *(2.5"/4.5")*2.5"+Pl *(0.5"/4.5")*0.5"] = 2562 LB*[ 4.5"+(2.5"/4.5")*2.5"+ (0.5"/4.5")*0.5") = 15,230 in-lb > Mconn max, OK TYPE B Page j of V~ ----r 1· I 2" Fy= 55,000 psi Sclip= 0.127 in"3 d= E/2 = 0.50 in rho= 1.0000 G/2G/2020 Structural Engineering & Design Inc. 1815 Wright Aye La Verne. CA 91750 Tel: 909 596 1351 Fax· 909.596.7186 By: NIHAL Project: B&D NUTRITIONAL INGREDIENTS Project #: 052820-148 Transverse Brace Configuration: TYPE B Section Properties Diagonal Member= Hannibal 1-1/2xl -1/2x16ga Area= 0.273 in"2 r min= 0.496 in Fy= 55,000 psi K= 1.0 Qc= 1.92 Frame Dimensions Diagonal Member Bottom Panel Height=H= 48.0 in Frame Depth=D= 42.0 in Column Width=B= 3.0 in Horizontal Member= Hannibal 1-1/2xl-1/2x16ga Area= 0.273 in"2 r min= 0.496 in Fy= 55,000 psi K= 1.0 Clear Depth=D-8*2= 36.0 in X Brace= NO rho= 1.00 ♦O !Load Case 6:: (L±.±.llO.J.l00.41,J-t!'.SS.tJ!'d.,rj,)f)t'n+C--:lr?('lJ.0.885f++iO?..J.14~:si~'d;'S)~*B*P + [0.7*rho*E]<= 1.0, ASD Method Vtransverse= 1,529 lb Vb=Vtransv*0.7*rho= 1529 lb * 0.7 * 1 = 1,070 lb Ldiag= [(D-8*2)"2 + (H-6")"2]"1/2 = 55.3 in Pmax= V*(Ldiag/D) * 0.75 = 1,057 lb Vb (kl/r)= (k * Ldiag)/r min = (1 x 55.3 in /0.496 in ) = 111.5 in Fe= pi"2*E/(kl/r)"2 = 23,419 psi axial load on diagonal brace member Since Fe<Fy/2, Fn= Fe T 1====11 Pn= AREA*Fn = 0.273 in"2 * 23419 psi = 6,393 lb Pallow= Pn/Q = 6393 lb /1.92 = 3,330 lb Pn/Pallow= Horizontal brace 0.32 Vb=Vtransv*0.7*rho= 1,070 lb (kl/r)= (k * Lhoriz)/r min = (1 x 42 in) /0.496 in = 84.7 in Since Fe>Fy/2, Fn=Fy*(l-fy/4fe) = 36,366 psi Pn/Pallow= 0.21 TYPE B <= 1.0 OK <= 1.0 OK Fe= pi" 2*E/(kl/r)" 2 = 40,584 psi Pn= AREA*Fn = 0.273in" 2*36366 psi = 9,928 lb Page {O of /~ = 23,419 psi B +t Check End Weld Lweld= 3.0 in Fu= 65 ksi tmin= 0.060 in Jxpjc;al f'aoel C.o.ofklllratiQJJ Weld capacity= 0.75 * tmin * L * Fu/2.5 = 3,510 lb OK Fy/2= 27,500 psi Pallow= Pn/Qc = 9928 lb /1.92 = 5,171 lb (;/2(;/2020 Structural Engineering & Design Inc. 1815 Wright Aye La Verne CA 91750 Tel· 909 596 1351 Fax· 909 596.7186 By: NIHAL Project: B&D NUTRITIONAL INGREDIENTS Single Row Frame Overturning Configuration: lYPE B Loads Critical Load case( s): 1) RMI Sec 2.2, item 7: (0.9-0.2Sds)D + (0.9-0.20Sds)*B*Papp -E*rho Vtrans=V=E=Qe= 1,529 lb DEAD LOAD PER UPRIGHT=D= 225 lb PRODUCT LOAD PER UPRIGHT=P= 12,780 lb Papp=P*0.67= 8,562 lb Wst. LCl=Wst.1=(0. 76082*D + 0.76082*Papp*l)= 6,685 lb Product Load Top Level, ptop= 4,260 lb DL/Lvl= 75 lb Seismic Ovt based on E, E(Fi*hi)= 199,181 in-lb heiaht/deoth ratio= 5.1 in A) Fullv Loaded Rack Load case 1: Movt= E(Fi*hi)*E*rho = 199,181 in-lb Sds= 0.6959 (0.9-0.2Sds)= 0.7608 (0.9-0.2Sds)= 0.7608 B= rho= 1.0000 Frame Depth=Df= 42.0 in Htop-lvl=H= 216.0 in # Levels= 3 # Anchors/Base= 2 hp= 48.0 in h=H+hp/2= 240.0 in Mst= Wstl * Df/2 = 6685 lb * 42 in/2 = 140,385 in-lb Project#: 052820-148 SIDE ELEVATION T= (Movt-Mst)/Df = (199181 in-lb -140385 in-lb)/42 in = 1,400 lb Net Uplift per Column I Net Seismic Uplift= 1 400 lb Bl Toe Level Loaded Onlv Load case 1: 0 Vl=Vtop= Cs* Ip * ptop >= 350 lb for H/D >6.0 Movt= (Vl *h + V2 * H/2]*rho = 0.174 * 4260 lb = 182,126 in-lb = 741 lb T= (Movt-Mst)/Df Vleff= 741 lb Critical Level= 3 = (182126 in-lb -71658 in-lb)/42 in V2=VDL = Cs*Ip*D Cs*I p= 0.1740 = 2,630 lb Net Uplift per Column = 39 lb Mst= (0.76082*0 + 0.76082*ptop*l) * 42 in/2 = 71,658 in-lb I Net Seismic Uplift= 2,630 lb Anchor Check (2) 0.5'' x 3.25" Embed HILTI KWIKBOLT TZ anchor(s) per base plate. Special inspection is required per ESR 1917. Fully Loaded: Top Level Loaded: TYPE B Pullout capacity=Tcap= 1,961 lb L.A. City Jurisdiction? NO Shear capacity=Vcap= 2,517 lb Phi= 1 (700 lb/1961 lb)"l + (382 lb/2517 lb)"l = (1315 lb/1961 lb)"l + (185 lb/2517 lb)"l = Page " of ! '1 0.51 0.74 Tcap*Phi= 1,961 lb Vcap*Phi= 2,517 lb <= 1.2 OK <= 1.2 OK G/2(,/2020 Structural Engineering & Design Inc. 1815 Wright Ave La Verne CA 91750 Tei· 909 596.1351 fax: 909.596 7186 By: NIHAL Project: B&D NUTRITIONAL INGREDIENTS Project#: 052820-148 Base Plate Configuration: TYPE B Section Baseplate= 8x5x0.375 Eff Width=W = 8.00 in Eff Depth=D = 5.00 in Column Width=b = 3.00 in Column Depth=dc = 3.00 in a= 3.00 in Anchor c.c. =2*a=d = 6.00 in N=# Anchor/Base= 2 Fy = 36,000 psi p L = 2.50 in Plate Toickness=t = 0.375 in Downalsle Elevation Down Aisle Loads Load Case 5:: (1+0.J0S*Sds}D + 0.75*[(1.4+0.14Sds}*B*P + 0.75*[0.7*rho*El<= 1.0, ASD Method COLUMN DL= 113 lb Axial=P= 1.0730695 * 112.5 lb+ 0.75 * (1.497426 * 0.7 * 6390 lb) COLUMN PL= 6,390 lb = 5,144 lb Base Moment= 8,000 in-lb Mb= Base Moment*0.75*0,7*rho 1+0.105*Sds= 1.0731 = 8000 in-lb* 0.75*0.7*rho = 4,200 in-lb 1.4+0.14Sds= 1.4974 B= 0.7000 · Axial Load P = 5,144 lb Mbase=Mb = 4,200 in-lb Axial stress=fa = P/A = P/(D*W) = 129 psi Moment Stress=fb = M/5 = 6*Mb/[(D*BA2) = 78.8 psi Moment Stress=fbl = fb-fb2 = 29.5 psi M3 = (1/2)*fb2*L *(2/3)*L = (1/3)*fb2*L A 2 = 103 in-lb 5-plate = (l)(tA2)/6 = 0.023 in"3/in fb/Fb = Mtotal/[(5-plate)(Fb)] 0.94 OK Tanchor = (Mb-(PLapp*0.75*0.46)(a))/[(d)*N/2] = -2,643 lb No Tension Ml= wLA2/2= fa*L"2/2 = 402 in-lb Moment Stress=tb2 = 2 * fb * L/W = 49.2 psi M2= fbl *L" 2)/2 = 92 in-lb Mtotal = Ml +M2+M3 = 597 in-lb/in Fb = 0.75*Fy = 27,000 psi F"p= 0.7*F"c = 2,100 psi Tallow= 1,961 lb OK OK Cross Aisle Loads crltbt/o.Jd=Rm s.c 1.1 • ..,,, •: r1+0.11Sds)OI. + o+o.Hsos;PL •o.?S+Et •01s <• 1.0, ASDH.,thod Check uplift load on Baseplate EffE Effe Pstatlc= 5,144 lb Movt*0.75*0.7*rho= 104,570 in-lb Frame Depth= 42.0 in P=Pstatic+Pseismic= 7,634 lb Pseismic= Movt/Frame Depth = 2,490 lb Check uplift forces on baseplate with 2 or more anchors per RMI 7.2.2. When the base plate connouratlon consists of two anchor bolts located on either side f the column and a net uplift force exists, the minimum base plate thlekness hall be determined based on a design bending moment in the plate equal o the uplift force on one anchor times 1/2 the distance from he centerline of the anchor to the nearest edge of the rack column" TYPE B b =Column Depth= 3.00 in L =Base Plate Depth-Col Depth= 2.50 In fa = P/A = P/(D*W) = 191 psi Sbase/ln = (l)(tA 2)/6 = 0.023 inA3/in fb/Fb = M/[(S-plate)(Fb)] = 0.94 OK M= wl "2/2= fa*L "2/2 = 596 in-lb/in Fbase = 0.75*Fy = 27,000 psi Page )2_ of l ~ ~ Uplift per Column= 2,630 lb Qty Anchor per BP= 2 Net Tension per anchor=Ta= 1,315 lb c= 2.50 in Mu=Moment on Baseplate due to uplift= Ta*c/2 fb Fb *0.75= 0.39 = 1,644 in-lb Splate= 0.117 inA3 OK G/2G/2020 S{ructural Engineering & Design Inc. 1815 Wright Ave La Verne CA 91750 Tel· 909.5961351 Fax· 909 596 7186 By: NIHAL Project: B&D NUTRITIONAL INGREDIENTS Project#: 052820-148 Slab on Grade Configuration: TYPE B a .------ [J e ----' .. ' ..... : Cross : Aisle Concrete t x -.,1_!-yc-~~-j -- fc= 3,000 psi tslab=t= 6.0 in teff= 6.0 in phl=0= 0.6 Soil fsoil= 750 psf Movt= 199,181 in-lb Frame depth= 42.0 in SLAB ELEVATION Baseplate Plan View Sds= 0.696 0.2*Sds= 0.139 Base Plate Effec. Baseplate wldth=Bs 8.00 in Effec. Baseplate Depth=D= 5.00 in width=a= 3.00 in depth=b= 3.00 in "" )..= 0.600 P=B/D= 1.600 F'c"0.5= 54.80 psi Column Loads DEAD LOAD=D= 113 lb per column unfactored ASD load PRODUCT LOAD=P= 6,390 lb per column unfactored ASD load Papp= 4,281 lb per column P-seismic=E= (Movt/Frame depth) = 4,742 lb per column unfactored Limit State load B= 0.7000 rho= 1.0000 Sds= 0.6959 1.2 + 0.2*Sds= 1.3392 0. 9 -0.20Sds= 0.7608 Puncture Apunct= [(c+t)+(e+t)]*2*t , = 258.0 in"2 Fpunctl= ((4/3 + 8/(3*p)] * 11. *(Pc"0.5) = 98.6 psi Fpunct2= 2.66 * ,., * (F'c"0.5) = 87.5 psi Fpunct eff= 87.5 psi Slab Bending Pse=DL+PL+E= 11,268 lb TYFE B Asoil= (Pse*144)/(fsoil) = 2,163 in"2 X= (L-y)/2 = 14.9 in Fb= 5*(phi)*(fc)"0.5 = 164.32 psi midway dist face of column to edge of plate=c= 5.50 in midway dist face of column to edge of plate=e= 4.00 in Load Case 1) (1.2+0.2Sds)D + (1.2+0.25ds)*B*P+ rho*E RMI SEC 2.2 EQTN s = 1.33918 * 113 lb + 1.33918 * 0.7 * 6390 lb + 1 * 4742 lb = 10,883 lb Load Case 2) (0.9-0.2Sds)D + (0.9-0.2Sds)*B*Papp + rho*E RMI SEC 2.2 EQTN 7 = 0.76082 * 113 lb+ 0.76082 * 0.7 * 4281.3 lb+ 1 * 4742 lb = 7,108 lb Load Case 3) 1.2*D + 1.4*P RMI SEC 2.2 EQlN 1,2 = 1.2*113 lb+ 1.4*6390 lb = 9,081 lb Load Case 4) 1.2*0 + 1.0*P + LOE = 11,268 lb AC ll&,11 Ste 9.2.1, Eqttl i-S Effective Column Load=Pu= 11,268 lb per column L= (Asoil)"0.5 = 46.51 in M= w*x"2/2 = (fsoil*x"2)/(144*2) = S78.8 in-lb fv/Fv= Pu/(Apunct*Fpunct) 0.499 < 1 OK y= (c*e)"0.5 + 2*t = 16.7 in s-slab= 1 *teff" 2/6 = 6.0 in"3 fb/Fb= M/(S-slab*Fb) 0.587 < 1, OK G/2G/2020 Structural Engineering & Design Inc. 1815 Wrjqht Aye La Verne CA 91750 Tel: 909 596 1351 Fax· 909 596 7186 By: NIHAL Configuration & Summary: TYPE A T 60" 144" + 48" t 12" I -- Project: B&D NUTRITIONAL INGREDIENTS TT 144" ± + 1-------->l 52" ~ Project #: 052820-148 **RACK COLUMN REACTIONS ASDLOADS AXIAL DL= 113 lb AXIAL LL= 6,150 lb SEISMIC AXIAL Ps=+/-2,820 lb BASE MOMENT= 8,000 in-lb ,A'r'----108" ---,..1,r ,f-42" + Seismic Criteria Ss=0.923, Fa=l.131 Component Column Column & Backer Beam Beam Connector Brace-Horizontal Brace-Diagonal Base Plate Anchor Slab & Soil Level I Load** 1 2 3 Per Level 4,100 lb 4,100 lb 4,100 lb # Bm Lvls 3 Fy=55 ksi None Fy=55 ksi Fy=55 ksi Fy=55 ksi Fy=55 ksi Fy=36 ksi 2 per Base Beam Spcg 12.0 in 48.0 in 60.0 in ** Load defined as product weight per pair of beams Notes TYPE A Frame Depth Frame Height # Diagonals Beam Length Frame Type 42 in 144.0 in 3 108in Single Row Description INTLK LU70/3x3x14ga P=4175 lb, M=8820 in-lb None None Intlk 692/6.54"deepx2.75"x0.084" Lu=l08 in I capacity: 11986 lb/pr Lvl 2: 4 pin OK I Mconn=6124 in-lb I Mcap=22664 In-lb Intlk 1-1/2xl-1/2xl 4ga Intlk 1-1/2xl-1/2xl 4ga 7x5x0.375 I Fixity= 1568 in-lb 0.5'' x 3.25" Embed HILTI KWIKBOLTTZ ESR 1917 Inspection Reqd (Net Seismic Uplift=856 lb) 6" thk x 3000 psi slab on grade. 750 psf Soil Bearing Pressure Brace 52.0 in 52.0 in 26.0 in Total: I Story Force I Story Force Transv Long it. 92 lb 4601b 921 lb 1,473 lb 49 lb 245 lb 490 lb 784 lb Column Axial 6,263 lb 4,175 lb 2,088 lb I Column I Conn. Moment Moment 1,568 "# 4,101 "# 8,820 "# 6,124 "# 7,350 "# 3,037 "# STRESS 0.41-0K N/A 0.34-0K 0.27-0K 0.18-0K 0.32-0K 0.71-0K 0.242-0K 0.42-0K Beam Connector 4 pin OK 4 pin OK 4 pin OK Page /y of ) '-1 Gl2G!2020