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p - CONSULTING P 503.222.4453 F 503.248.9263 E N G I N E E R S E vlmk @vlmk.com 3933 SW Kelly Avenue • Portland • OR • 97239-4393 W www.vlmk.com STRUCTURAL CALCULATIONS for Orchard est. VV' 1931 SUPPLY HARDWARE.- PETERKOR T Interior Signage Support and Fixture & Rack Anchorage 10860 SW Barnes Road Portland, OR 97225 for Orchard Supply Hardware 6450 Via Del Oro San Jose, California 95119 fD PROPe �GINF.ss�l� 1 ( PE y 0 0 EXPIRES:6-30-20I Prepared By: Stephen Stenberg, E.I.T. VLMK Job Number: 20120632 January 30, 2013 I Structural Engineering•Civil Engineering•Industrial Engineering•Planning•Studies/Evaluations•Entitlement VLMl i :ii tiltiii& I_,:::1E, <;i:.. itn 1 � i Structural Calculations DC-1 Orchard Supply Hardware - Interior Signage Support and Fixture & Rack Anchorage Orchard "s'. `��_�': SUPPLY HARDWARE PETERKORT Interior Signage Support and Fixture & Rack Anchorage 10860 SW Barnes Road Portland, OR 97225 VLMK JOB NO. 20120632 STRUCTURAL CALCULATIONS FOR BUILDING PERMIT TABLE OF CONTENTS Design Outline and Criteria DC-1 thru DC-3 Structural Calculations Interior Signage and Decor Support C-1 thru C-7 Cantilever Merchandising Fixtures C-8 thru C-10 Steel Storage Racks C-11 thru C-14 Reference Sheets R-1 thru R-11 ***LIMITATIONS*** VLMK Consulting Engineers was retained in a limited capacity for this project. The design is based upon information provided by the client, who is solely responsible for the accuracy of the information. No responsibility and/or liability is assumed by, nor is any to be assigned to, VLMK Consulting Engineers for items beyond that shown in this Structural Calculation Package. File G.■Ncad2012120120632102 Calculations12 0 1 2 06 32 DC docx Page 1 Printed January 08,2013 Structural Calculations DC-2 Orchard Supply Hardware - Interior Signage Support and Fixture & Rack Anchorage PROJECT DESCRIPTION The Orchard Supply Hardware Peterkort - Interior Signage Support and Fixture & Rack Anchorage project consists of structural engineering services for the support and anchorage of a number of different architectural elements to be installed in an existing Orchard Supply Hardware building located in Portland, OR. Also included are structural calculations verifying the adequacy of the existing structure to accommodate additional loading due to gravitational and seismic forces caused by the installation of the new architectural elements. These elements have been grouped into categories as follows: Interior Signage and Decor: Element Support Branding Beacon Anchored to Existing Slab-on-grade Department Icon Mobile Supported by Existing Roof Framing Exit Wall Frames Supported by Existing Roof Framing Seismic Forces Negligible (see weights below) Light Cloud Fixture Vertically Supported by Retail Fixtures Seismic Forces Supported by Existing Roof Framing Fixtures and Racks: Element Anchorage Cantilever Merchandising Fixtures: Island Type Anchored to Existing Slab-on-grade Wall Type Anchored to Existing Slab-on-grade and Existing CMU Walls and Metal Stud Walls Steel Storage Racks: Masonry Pallet Racks Anchored to Existing Slab-on-grade Concrete Pallet Racks Anchored to Existing Slab-on-grade Trash Can Racks Anchored to Existing Slab-on-grade Stockroom Pallet Racks Anchored to Existing Slab-on-grade The structural calculations contained herein are intended to supplement the following drawing sheets: F1.0 - Notes, Special Inspections and Fixture Plan F2.0 - Interior Signage and Decor Support Details F2.1 - Cantilever Retail Fixture Anchorage Details F2.2 - Steel Storage Rack Anchorage Details DESIGN CRITERIA CODES: 2010 Oregon Structural Specialty Code (Based on the 2009 International Building Code) Seismic design forces for the interior signage and decor elements have been determined using ASCE 7-05 Chapter 13 for Nonstructural Components. Seismic design forces for anchorage of the steel storage racks have been determined using ASCE 7-05 Section 15.5.3. File G.■Acad2012120120632■02 Calculations\20120632 DC docx Page 2 Printed.January 04,2013 Structural Calculations DC-3 Orchard Supply Hardware - Interior Signage Support and Fixture & Rack Anchorage Seismic design forces for anchorage of the cantilever merchandising fixtures have been determined using ASCE 7-05 Chapter 13 for Nonstructural Components. ASCE 7-05 Section 13.1.5, along with the definitions provided in Section 11.2, confirms the applicability of Chapter 13 for determining the seismic design requirements for the cantilever merchandising fixtures. Note that the definition for storage racks given in ASCE 7-05 Section 11.2 specifically excludes cantilever style racks. Therefore, Section 15.5.3 of ASCE 7-05 should not be applied to the cantilever merchandising fixtures. DESIGN LOADS: Live Loads: Roof Live Load 25.0 psf Dead Loads: Existing Roof (Assumed) 12.0 psf Interior Signage and Decor Element Weights: Branding Beacon (see R-1) 194 lbs Department Icon Mobile (see R-2 and R-3) 445 lbs Exist Wall Frames (see R-4) 155 lbs Light Cloud Fixture, including Merchandise (see R-5) 6 psf Cantilever Retail Fixtures Loads: Merchandise (over volume of fixture) 8 pcf Steel Storage Racks Loads: Concrete Storage Racks (each pallet) 4000 lbs Masonry Storage Racks (each pallet) 4000 lbs Trash Storage Racks (each pallet) 2000 lbs Stockroom Storage Racks (each pallet) 2000 lbs Seismic: Location (Lat/Long) (45.51486, -122.78881) Seismic Importance Factor 1.0 Occupancy Category II Mapped Spectral Response Accelerations S5 = 97.8% S1 = 35.2% Site Class D Spectral Response Coefficients Sds = 72.3% Sd1 = 39.8% Seismic Design Category D Coefficients for Nonstructural Component ao Ro Ip Other Rigid Elements, High Deformability 1.0 3.5 1.0 Cantilever Elements Braced Below Center of Mass 2.5 2.5 1.0 Coefficients for Nonbuilding Structures Rn Ip Steel Storage Racks 4.0 1.5 Fle.G.P.cad2012120120632102 Calculationsl20120632 DC doca Page 3 Printed January 04.2013 . . . CONSULTING P 503.222.4453 Job Orchard Sign Support E N G I N E E R S F 503.248.9263 Job No. 20120632 3933 SW Kelly Avenue • Portland • Oregon 97239-4393 E vlmk @vlmk.com Date 01/2013 W www.vlmk.com Sheet No. G-1 Seismic Design Force for Nonstructural Components - Branding Beacon Based on the 2009 International Building Code and ASCE 7-05, Chapter 13 Seismic Design Force Coefficient 0.4a S W FP = (R °Sl-n 1 + 2 h = 0.289 *WI) Sips = 0.723 PIPI I = 1.0 ap = 2.5 (Cant. Elements, Braced Below FP >_ 0.3SDs I PWP = 0.217 *Wp Rp = 2.5 Center of Mass) (z/h) = 0.0 (Supported at Base) F9 = 0.289 *Wp (Ultimate) Seismic Design Forces Component Weight, Wp = . 194� _y� lbs W Component Height, H = 13.5 ft Component Width, W = 4.5 ft # of Anchor Points = 2 Component Depth, d = 8.5 in FP Seismic Component Design Force, Fp = 56 lbs H Per ASCE 7-05 Vtotai = 56 lbs Section 13.4.2 Vanchor = 28 lbs X 1.3 = 3¢ MOT= 379 ft-lbs Ttotal = 1069 lbs Tanchor = 535 lbs X 1.3 = 522 '' d k USE (2) 3/8" x 2 1/2" MINIMUM EMBED CONCRETE SCREW ANCHOR AT EACH ANCHOR POINT [See following sheets for anchor design] (-2 I■■11`TI www.hlitl.us Profis Anchor 2.3.3 Company: VLMK Engineers Page: 1 Specifier. SMS Project: PETERKORT Address: Sub-Project I Pos.No.: Phone I Fax: 1 Date: 1/4/2013 E-Mail: Specifier's comments:BRANDING BEACON ANCHORAGE 1 Input data Anchor type and diameter: KWIK HUS-EZ(KH-EZ)318(2 112) Effective embedment depth: hr=1.860 in.,h„on,=2.500 in. Material: Carbon Steel Evaluation Service Report:: ESR 3027 Issued I Valid: 6/1/2012 1 12/1/2012 Proof: design method ACI 318/AC193 Stand-off installation: eb=0.000 in.(no stand-off);t=0.250 in. Anchor plate: I.x ly x t=3.000 in.x 5.500 in.x 0.250 in.;(Recommended plate thickness:not calculated) Profile: no profile Base material: cracked concrete,3000,fc'=3000 psi;h=5.000 in. Reinforcement: tension:condition B,shear:condition B;no supplemental splitting reinforcement present edge reinforcement:none or<No.4 bar Seismic loads(cat.C,D,E,or F) yes(D.3.3.5) DUCTILE FAILURE NOT REQUIRED PER 2010 OSSC SECTION 1908.1.9 Geometry[in.]&Loading[Ib,in.lb] (NON-DUCTILE)=1.0 It y. 2 Proof I Utilization (Governing Cases) Design values[lb] Utilization Loading Proof ; Load ; Capacity )jM 1 v(%] Status Tension Concrete Breakout Strength r 695 • 1874 38/- OK Shear Pryout Strength 36 ; 2018 -/2 OK Loading fiv S Utilization(INN I%] Status Combined tension and shear loads 0.371 0.018 _ 5/3 20 OK 3 Warnings • Please consider all details and hints/wamings given in the detailed report! Fastening meets the design criteria! Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor(c)2003-2009 Hilo AG,FL-9494 Schwan Hiltl is a registered Trademark of Hiiti AG.Schwan G -3 www.hlitl.us Profis Anchor 2.3.3 Company: VLMK Engineers Page: 2 Specifier. SMS Project: PETERKORT Address: Sub-Project I Pos. No.: Phone I Fax: I Date: 1/4/2013 E-Mail: 4 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-specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore,you bear the sole responsibility for the absence of errors,the completeness and the relevance of the data to be put in by you.Moreover,you bear sole responsibility for having the results of the calculation checked and cleared by an expert,particularly with regard to compliance with applicable norms and permits,prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors,the correctness and the relevance of the results or suitability for a specific application. • You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular,you must arrange for the regular backup of programs and data and,if applicable,carry out the updates of the Software offered by Hilti on a regular basis.If you do not use the AutoUpdate function of the Software,you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilt)will not be liable for consequences,such as the recovery of lost or damaged data or programs,arising from a culpable breach of duty by you. Input data and results must be checked for agreement with the existing conditions and for plausibility? PROFIS Anchor(c)2003-2009 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hite AG,Schaan • C O N S U L T I N G 503.222.4453 Job Orchard Sign Support E N G I N E E R S 503.248.9263 Job No. 20120632 3933 SW Kelly Avenue • Portland • Oregon 97239-4393 vlmk @vlmk.com Date 01/2013 www.vlmk.com Sheet No. L- Seismic Design Force for Nonstructural Components - Dept. Icon Mobile Based on the 2009 International Building Code and ASCE 7-05, Chapter 13 Seismic Design Force Coefficient 0.4a p z Fp = 1 + 2 = 0.248 *Wp Sns = 0.723 (RI l l I = .a 1.0 ap = "' 1.0 (Rigid Components, High F >_ 0.3S I W R =''- 3.5 Deformability Elements) Fp as p p 0.217 *Wp (z/h) = 1.0 (Roof Supported) Fpy = ±0.2Sps Wp Fp = 0.248 *Wp (Ultimate) Fp„ = 0.145 *Wp (Ultimate) Seismic Design Forces Component Weight = 320 lbs 1 Additional Weight = 125 lbs 7 1 Vertical Support Total Seisimc Weight, Wp = 445 lbs (Hanger) Seismic Component Design Force, Fp = 110 lbs Lateral Support Seismic Component Vertical Force, Fp„ = 64 lbs (t) (Brace) Vertical Support SIGNAGE Pmax= Wp + 0.7*Fp„ = 490 lbs (ASD) # of Hangers = 8 Pmax/ Hanger 61 lbs 186 �' E P9• VERTICAL SUPPORT BY OTHERS IS OK BY INSPECTION Lateral Support # of Braces = 2 each primary direction Fp/ Brace 55 lbs Tbrace= Fp * Sqrt(2) * Sqrt(2) = 110 lbs (braces at 45° from vert and primary horiz dir) USE 1/8" DIAMETER 7x7 AIRCRAFT CABLE, T.110 = 570Ibs 0.7*Fp * Sqrt(2) = 55 lbs (ASD) Vertical uplift force due to brace angle 1/2*[0.6*Wp - 0.7*Fp„) = 111 lbs (ASD) Vertical downward force resisting uplift NO UPLIFT... COMPRESSION STRUTS NOT REQUIRED Seismic Forces at Roof Support of Lateral Brace PVERT = 0.7*Fp = 39 lbs (ASD) . 186 r (spec pg• C-4 See Following Sheet for Verification of Existing Framing (SEe pl. 6-�� V L M K CONSULTING P 503.222.4453 Job Orchard Sign Support E N G I N E E R S F 503.248.9263 Job No. 20120632 3933 SW Kelly Avenue • Portland • Oregon 97239-4393 E vlmk @vlmk.com Date 01/2013 W www.vlmk.com Sheet No. C- Seismic Design Force for Nonstructural Components - Exit Wall Frame Based on the 2009 International Building Code and ASCE 7-05, Chapter 13 Seismic Design Force Coefficient 0.4apS1„ W° F f = R (1 + 2 = 0.248 *Wp Sos = 0.723 ( °/p ) 1 = 1.0 ap = 1.0 (Rigid Components, High F >_ 0.3S 1 W = Rp = 3.5 Deformability Elements) ° "S ° ° 0.217 *Wp (z/h) = 1.0 (Roof Supported) Fpy = ±0.2S a, Wp Fp = 0.248 *Wp (Ultimate) Fp„ = 0.145 *Wp (Ultimate) Seismic Design Forces Component Weight, Wp = 155 lbs Seismic Component Design Force, Fp = 38 lbs Seismic Component Vertical Force, Fp„ = 22 lbs (±) Vertical Support (Hanger) Vertical Support Pmax = Wp + 0.7*Fp„ = 171 lbs (ASD) # of Hangers = 4 SIGNAGE Pmax/ Hanger 43 lbs 181. * (S4 /05 e-G) VERTICAL SUPPORT BY OTHERS IS OK BY INSPECTION CONSULTING P 503.222.4453 Job Orchard Fixtures E N G I N E E R S F 503.248.9263 Job No. 20120632 3933 SW Kelly Avenue Portland . Oregon 97239-4393 E vlmk @vlmk.com y g W www.vlmk.com Date 01/2013 Sheet No. &"1" Seismic Design Force for Nonstructural Components - Light Cloud Fixture Based on the 2009 International Building Code and ASCE 7-05, Chapter 13 Seismic Design Force Coefficient P °S 0.4a S W P FP = I + 2 h = 0.248 *Wp Sos = 0.723 ( I = 1.0 ap = 1.0 (Rigid Components, High FP __ 0.3,51„.IPWp = 0.217 *Wp Rp = 3.5 Deformability Elements) (z/h) = 1.0 (Roof Supported) Fp = 0.248 *Wp (Ultimate) Seismic Design Forces Component Weight = 4284 lbs L (ft) 34 w (psf) 6 Seismic Component Design Force, Fp = 1062 lbs W (ft) 21 Lateral Support # of tension wires = 4 each primary direction Fp / Brace 265 lbs Tbrace= Fp * Sgrt(2) = 375 lbs (braces at 45°) USE 1/8” DIAMETER 7x7 AIRCRAFT CABLE, Tallow = 5701bs Seismic Forces at Roof Support of Lateral Brace P = 0.7*Fp = 186 lbs (ASD) t— ro-rraots of fxjsrsaG Pay F,Qie 47,ac See Following Sheet for Verification of Existing Framing (stir C-> CONSULTING P 503.222.4453 Job Orchard Fixtures E N G I N E E R S f= 503.248.9263 Job No. 20120632 3933 SW Kelly Avenue • Portland • Oregon 97239-4393 E vlmk @vlmk.com Date 01/2013 W www.vlmk.com Sheet No. C-7 Seismic Design Force for Nonstructural Components - Light Cloud (Cont'd) Based on the 2009 International Building Code and ASCE 7-05, Chapter 13 Check Existing Framing Loads CASE 1 Wp�= 12 psf WLL= 25 psf I PVERT Tributary Width = 8 ft PVERT = 186 lbs // Check Existina Framina by Moment Comparison T Span, L = 37.83 ft W W = 19.00 ft Member = 32 LH Joist �� L Case 1: Mexist = 635412 lb-in CASE 2 Mproposed = 656427 lb-in Case 2: PVERT Mexist = 635412 lb-in Mproposed = 656521 lb-in Controls / % Increase 3.3% < 5.0%, therefore OK (per OSSC 3404.3) L Results EXISTING JOIST IS ADEQUATE CONSULTING P 503.222.4453 Job Orchard Fixtures E N G I N E E R S F 503.248.9263 Job No. 20120632 3933 SW Kelly Avenue • Portland • Oregon 97239-4393 E vImk@v1mk.com g W www.vlmk.com Date 01/2013 Sheet No. C-8 Seismic Design Force for Nonstructural Components - Cantilever Fixture Based on the 2009 International Building Code and ASCE 7-05, Chapter 13 Seismic Design Force Coefficient 0.4a S W F� = R °S ''1 + 2 z I = 0.289 *W, Sos = 0.723 C 1p� I = 1.0 JJ a2 = 2.5 (Cantilever Elements, Braced Fp ? 0.3SDS IpWp — 0.217 *Wp Rp = 2.5 Below Center of Mass) (z/h) = 0.0 (Supported at Base) Fp = 0.289 *Wp (Ultimate) Seismic Design Forces Weight of Merchandise (pcf) 8 8 Overall Fixture Height (in) 96 144 Base Deck Width (in) 22 25 .f:71 Anchored Spacing (ft) 8 8 11 1 or 2 Sided Fixture 2 1 Total Weight of Merchandise (Ibs) 1731 1517 Seismic Design Force, Fp (Ibs) 501 439 Base Shear, Vtotal (Ibs) 501 439 Vanchor (Ibs) 250 439 MOT(in-Ibs) 25901 NA MRESIST(in-Ibs) 32450 NA MNET = MOT - 0.9*MRESIST (in-Ibs) -3304 NA Tanchor (Ibs) -88 NA Maximum Design Anchor Forces (per ASCE 7-05 Section 13.4.2) Vanchor (Ibs) 439 X 1.3 = 570 Note: These forces may not occur concurrently T anchor (Ibs) -88 X 1.3 = N/A in which case the anchor design is conservative. USE (2) 3/8" x 2 1/2" MINIMUM EMBED CONCRETE SCREW ANCHOR AT EACH ANCHOR POINT [SEE FOLOWING SHEETS FOR POST-INSTALLED CONCRETE ANCHOR CALCULATIONS] NOTE: There are no base overturning forces at 1 sided fixtrues due to the attachment of the fixture uprites to the existing wall. c-I www.hikl.us Profis Anchor 2.3.3 Company: VLMK Engineers Page: 1 Specifier. SMS Project: PETERKORT Address: Sub-Project I Pos.No.: Phone I Fax: I Date: 1/4/2013 E-Mail: Specifier's comments:CANTILVERED FIXTURE ANCHORAGE 1 Input data Anchor type and diameter KWIK HUS-EZ(KH-EZ)3/8(2 1/2) !"R t.,. OR 1111. Y811111 Effective embedment depth: he=1.860 in.,h„o,x=2.500 in. Material: Carbon Steel Evaluation Service Report:: ESR 3027 Issued I Valid: 6/1/20121 12/1/2012 Proof: design method ACI 318/AC193 Stand-off installation: eb=0.000 in.(no stand-off);t=0.250 in. Anchor plate: Ix x ly x t=2.000 in.x 6.000 in.x 0.250 in.;(Recommended plate thickness:not calculated) Profile: no profile Base material: cracked concrete,3000, =3000 psi;h=5.000 in. Reinforcement: tension:condition B,shear.condition B;no supplemental splitting reinforcement present edge reinforcement:none or<No.4 bar Seismic loads(cat.C,0,E,or F) yes(D.3.3.5) DUCTILE FAILURE NOT REQUIRED PER 2010 OSSC SECTION 1908.1.9 Geometry[in.]&Loading[lb,in.lb] 0(NON-DUCTILE)=1.0 i -- 4 .. 2 Proof I Utilization (Governing Cases) Design values[lb] Utilization Loading Proof Load Capacity f3v[1] Status Tension - a - - -/- • Shear Pryout Strength 570 2129 -/27 OK •.•_•.• Loading )IN PV Utilization PN,v[%] Status Combined tension and shear loads - - - - 3 Warnings • Please consider all details and hints/wamings given in the detailed report( Fastening meets the design criteria! Input data and results must be checked for agreement with the existing conditions and for plauslbllltyl PROFIS Anchor(c)2003-2009 HiS AG,FL-9494 Schaan Hull is a registered Trademark of HIS AG,Schoen / 11.1111=1,..11 11.1111=1,..11 Gs www.hiftl.us Profis Anchor 2.3.3 Company: VLMK Engineers Page: 2 Specifier. SMS Project: PETERKORT Address: Sub-Project I Pos.No.: Phone I Fax: Date: 1/4/2013 E-Mail: 4 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-specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore,you bear the sole responsibility for the absence of errors,the completeness and the relevance of the data to be put in by you.Moreover,you bear sole responsibility for having the results of the calculation checked and cleared by an expert,particularly with regard to compliance with applicable norms and permits,prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors,the correctness and the relevance of the results or suitability for a specific application. • You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular,you must arrange for the regular backup of programs and data and,if applicable,carry out the updates of the Software offered by Hilti on a regular basis.If you do not use the AutoUpdate function of the Software,you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences,such as the recovery of lost or damaged data or programs,arising from a culpable breach of duty by you. Input data and results must be checked for agreement with the existing conditions and for plausibdttyr PROFIS Anchor(c)2003-2009 HIM AG,FL-9494 Schaan HMI is a registered Trademark of HIM AG,Schwan . CONSULTING P 503.222.4453 Job OSH Storage Racks E N G I N E E R S F 503.248.9263 Job No. 20120632 3933 SW Kelly Avenue • Portland • Oregon 97239-4314 E vlmk @vlmk.com Date 01/2013 W www.vlmk.com v1.01-Software Copyright 2009 VLMK Consulting Engineers. AD Rights Reserved. Sheet No. 6-I% Seismic Design Force for Steel Storage Racks - Masonry & Conc. Storage Based on the 2009 International Building Code and ASCE 7-05, Sections 15.5.3 and 12.8.3 Seismic Design Force Coefficient V = CSW = R°j W = 0.271 *Wp SOS = 0.723.': .. I = 1.5 V >_ 0.03W R = 4.0 Vertical Distribution of Seismic Loads CASE A = Each level loaded to 67% Seismic Design Forces Shelf Height Weight Wx * Hx Ratio Fx MBASE,x Level Hx (in) Wx (kip) (kip-in) C,,,, (kip) (kip-in) Top 140;. 2.67, 374 0.465 1.01 141 3rd 101, : 2.67 270 0.336 0.73 74 2nd w.,-M 60--- ---2.67 — 160 0.199 0.43 26 SUM = 8.01 804 1.000 2.17 241 VBASE = C5 * Z Wx = 2.17 (kip) CASE B = Too level only loaded to 100% Seismic Design Forces Shelf Height Weight Wx * Hx Ratio Fx MBASE,x Level Hx (in) Wx (kip) (kip-in) Cu,, (kip) (kip-in) Top 140 4.00- "' 560 1.000 1.08 152 3rd 101 0.00x'' 0 0.000 0.00 0 2nd 60 0.00 , 0 0.000 0.00 0 SUM = 4.00 560 1.000 1.08 152 VBASE = Cs * E Wx = 1.08 (kip) Seismic Design Forces Rack Depth = 48 Base Shear, Vtotal (kip) 2.17 Vanchor (kip) 1.09 X 1.3 = 1.41, MoT(in-kip) 241 MRESIST(in-kip) 192 SEE C-12 FOR MNET= MOT - 0.9*MREStsT (in-kip) 68 CONTROLLING LOADS Tanchor (kip) 1.42 X 1.3 = 1.84 USE (2) 1/2" x 3" MIN. EMBED CONCRETE SCREW ANCHOR AT EACH ANCHOR POINT [SEE FOLLOWING SHEETS FOR POST-INSTALLED CONCRETE ANCHOR CALCULATIONS] 1 . - V L M K CONSULTING P 503.222.4453 Job OSH Storage Racks E N G I N E E R S F 503.248.9263 Job No. 20120632 E vlmk @vlmk.com 3933 SW Kelly Avenue • Portland • Oregon 97239-4314 W www.vlmk.com Date 01/2013 v1 ft .01 - Software Copyright 2009 VLMK Consulting Engineers. All Rights Reserved. Sheet NO. G'11' Seismic Design Force for Steel Storage Racks - Stockroom Storage Based on the 2009 International Building Code and ASCE 7-05, Sections 15.5.3 and 12.8.3 Seismic Design Force Coefficient V = CSW = R°I W= 0.271 *Wp SOS = 0.723 I = 1.5 V >_ 0.03W R = 4.0 Vertical Distribution of Seismic Loads CASE A = Each level loaded to 67% Seismic Design Forces Shelf Height Weight W. * H. Ratio Fx MBASE,x Level Hx (in) W. (kip) (kip-in) C„x (kip) (kip-in) Top 140 2.67 374 0.639 1.39 194 2nd 70 2.67 187 0.320 0.69 49 1st 9 2.67 24 0.041 0.09 1 SUM = 8.01 585 1.000 2.17 244 VBASE = C5 * E W. = 2.17 (kip) CASE B = Top level only loaded to 100% Seismic Design Forces Shelf Height Weight W. * H. Ratio Fx MBASE,x Level Hx (in) W. (kip) (kip-in) Cy. (kip) (kip-in) Top 140 4.00 560 1.000 1.08 152 2nd 70 0 0 0.0 0 0 1st 9 0 0 0.0 0 0 SUM = 4.00 560 1.000 1.08 152 VBASE = Cs * E W5 = 1.08 (kip) Seismic Design Forces Rack Depth = 48 Base Shear, Vtotal (kip) 2.17 Vanchor (kip) 1.09 X 1.3 = 1.41 MOT(in-kip) 244 MRESIST(in-kip) 192 CONTROLS ANCHOR CALC. MNET = MOT - 0.9*MRESIST (in-kip) 71 Tanchor (kip) 1.47 X 1.3 = 1.9Z USE (2) 1/2" x 3" MIN. EMBED CONCRETE SCREW ANCHOR AT EACH ANCHOR POINT [SEE FOLLOWING SHEETS FOR POST-INSTALLED CONCRETE ANCHOR CALCULATIONS] • C-t3 1■■111aTI www.hiltl.us Profis Anchor 2.3.3 Company: VLMK Engineers Page: 1 Specifier SMS Project: PETERKORT Address: Sub-Project I Pos.No.: Phone I Fax: I Date: 1/8/2013 E-Mail: Specifier's comments:STORAGE RACKS ANCHORAGE(CONTROLLING CONDITION) 1 Input data Anchor type and diameter: KWIK HUS-EZ(KH-EZ)1/2(3) Effective embedment depth: hw=2.160 in.,h, =3.000 in. Material: Carbon Steel Evaluation Service Report:: ESR 3027 Issued I Valid: 6/1/2012 I 12/1/2012 Proof: design method ACI 318/AC193 Stand-off installation: et,=0.000 in.(no stand-off);t=0.250 in. Anchor plate: Ix x lY x t=4.500 in.x 7.500 in.x 0.250 in.;(Recommended plate thickness:not calculated) Profile: no profile Base material: cracked concrete,3000,fc'=3000 psi;h=6.000 in. Reinforcement: tension:condition B,shear:condition B;no supplemental splitting reinforcement present edge reinforcement:none or<No.4 bar Seismic loads(cat.C,0,E,or F) yes(D.3.3.5) Geometry[in.]&Loading[lb,in.lb] it 4�a •s-_.� 2 Proof I Utilization (Governing Cases) Design values[lb] Utilization Loading Proof Load ; Capacity Pm/Pv[9L] Status Tension Concrete Breakout Strength '1920 • 2664 73/- OK Shear Pryout Strength • 1410 ; 2869 -/50 OK Loading jtN f3v Utilization pN v[`A.] Status Combined tension and shear loads 0.721 0.491 5/3 89 OK 3 Warnings • Please consider all details and hints/wamings given in the detailed report! Fastening meets the design criteria! Input data and results must be chedced for agreement with the existing catdltions and for plausibility! PROFIS Anchor(c)2003-2009 Hitt AG,FL-9494 Schaan Hilt is a registered Trademark of HIS AG,Schoen • C -I'1 1■■11`TI www.hilti.us Profis Anchor 2.3.3 Company: VLMK Engineers Page: 2 Specifier. SMS Project: PETERKORT Address: Sub-Project I Pos.No.: Phone I Fax: I Date: 1/8/2013 E-Mail: 4 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-specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore,you bear the sole responsibility for the absence of errors,the completeness and the relevance of the data to be put in by you.Moreover,you bear sole responsibility for having the results of the calculation checked and cleared by an expert,particularly with regard to compliance with applicable norms and permits,prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors,the correctness and the relevance of the results or suitability for a specific application. • You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular,you must arrange for the regular backup of programs and data and,if applicable,carry out the updates of the Software offered by Hilti on a regular basis.If you do not use the AutoUpdate function of the Software,you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences,such as the recovery of lost or damaged data or programs,arising from a culpable breach of duty by you. Input data and results must be checked for agreemenl with the existing conditions and for plausibility! PROFIS Anchor(c)2003-2009 Hilt AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan .. 1 FOR REFERENCE ONLY • , Into nal Metal I r-ar-: 0 5ec 1'. e..2 of 3.. 1 . -... Metal Moor Anchor soth ;L•Itark,0.. i Ala Sec PaoLe 2 t.3. * '1 • City:(1) i i ,„ t • I . s. -- ..... . -., . ' . ,.-.. _..... L... .. . C?'"IY 1111.111111111111 ... • . i''`i, .• . .'",-.....,.., Dulty Posted Grarlsc On Wractovehrg 5. W. rage 3 of 3. C C Top View . I ' '!,, ' 1 ",-. .... "•••-•, •••,.' "•••• Mote Attachment to Item'TS 13,41*2 50e.1 In CityLQ_ , ::, ,t;5/6' , •.,:i• ,,,_ ,,,, ''...,, Metal Endrjr t.-.;;‘7.5ee,far;3 of.3 , 50'Viewat•le .• ! . T Graphic Area -,,,,••-. • . . • •.. -413e4At-..azhed:encicaTcr.5!t4:1?r tinaleidv•rr."1..1.5ee"— F56.f...ec"41'../,-:•:•'0, f I I . .. ' 1 ,, ,,..4-,,, .. 0. Jour*Lone Lei orrnern.z, a. Ls • --,, , • • i ..L.1/4,, k•'....- • :(4) • ' • . . • , i . 11 meta._ .. .. , - ,MIL-5ee—facy____3C7.2rof 3 t 1 1 ' I1 . ' ' .._.. IMF Ot 11 f: ) i 'N. I 'Z5.-Z.....„ . 1 MCI.SI Kadf Mate.5eepage.3 011 3. I . to Iten1W11/441.08 r 1121.Pan • ‘.... ' I , 1 \'''''''',....---,,N.-..,....,•, /lead. .. 56/Taming Scre.s ; II I at y:12_,SLck Mates. 16 Screw.; , . 1 r •••1/4, 30-16 x 21..Zinc flared Dent 14%,/e tre Ekit ' - • ' 1. 1 I ' With- 54-Washer and ric•Thri , \ . ............._...........,,, _. 0 Vendor Equal To hichlasto•Can-P94391715 i r 4..rig[ye Bolts a Nuts.A Vintte:t-1 n.. , , ■ I • . f,,, 1 1 ••i i , ... .... _ . I/4-20•3441..fall,threaded..flea 11,-14 Car -;... LE • 6 9 1 I . '` •• ••.,. ...... 1 fit-- 1.4 MO:5AC tria5he,.Iffl..:rioted PM*. , . 1 I . -E 'k'''' ''''': .. 1 CI 0 i Li_ , ' ,. N, w, vetior,[gataio McMaster Cr*, Of: 1 \!i t.D ,' "enr F91309..540.091090.4105 . - P II f - .......... . LI). .1 i Il) I • ' .... ,•. i I ' C*.y:(24 each) 30716.n I 1121.I'Illy Tilt eakied.lit:'lead q 01. ',4•1 — .I /I\ 5 Z i E4! r'efVeYi5t11 5V War,l,e,.teazle 5,Z,. • Platedisrtsh.G;tailtekidAkqe:,,-..tr• t ••■•=,4k.:,. •••'... illi° i 5 . . . • N.N...s., ■ .92/36541%628.19546241031,0101244031. ' • \ '....- ........... .. . i i in _ . . .. ,. 441:J.V.. t• f 1 • . •••:. I .-• "`■ . • . • 30-16,Si_Rect head Coo7crete Anclecr. • S. / r , .... ..„, • Vendor:Tastenal.Inlbc4t 52056 I ' 0 fn-asi;30-4-ta.LieL1/41 Steel -1/4 . 1 \ '-..,..,, 1 '''''' . . i . / v s., •• 3nrn Wife 5Lntra 5.•, . • ., , '1/4-a ' 1 / ' ',..„. .1.,,,., .,..... .1 TiPteL-Attach to Eadt 50,.:ol Fral,C,Lch14-03 E 1 , \ ,,-. '''"=•. V' . 101 Tape./cant lone to fall on Cente1/4*.e or rh-ov. f .'t.;41 ....• frame'A 2'See Pale 2 of 3 i I / '. ''''"* f9''''- Qty.04) - _._ - - . 1,3 I . -•••,... \ ,., • I...wee,ww. am..w• uli / ',... ... • •-. t Orchard 5upply lag I 1 .%''..s' ‹. -, ., -, elardware 0121 dilab ,... . .., a - '110 'ss„■, 7.- , ..: . • '' Mill talinalins -• ---•-- rip I 1 oir Braodava/ 01.07.PO 9 1.440.75.1.42.0.4 . Oept.Beacon t•UC ....0••••,........•e:•-. .........,,,,..•1•■•■••.^.-• (c..‘,.--0 1 . PL,IM 4.1.411.4 rfae, '',.!..At n,ornr•f•MILtat ' - ...014.LIIP.OS"NM , - Calculated As5ernbly M-00 1 , nm..."•■•L...,,,...rt MC'' `;••4•cir:Vcw 5,-.:44..s.,1/2 = I'-CY FrOrt Viow 11. 2„ ..tly Webtiht: 194 lbs customer Luanne 1 of mox....-",....c-e v.. ce.........,,-....-. FR REFERENCE n Vip v u:. II,LI 1 14 l/2 , 1 Dept,5nin Name '.;et.Fan.r 2 of 2 1 5 1/4 '-2 118" ____________ -• I 5 1/4 84P 11 5 1/,1" . Dept.5,q,emakeyoond.5ett?ay 2::1 2. A' 0 :_f_.....7_, _._7_D, F rtori —A • -.. . — ul _ ri Dept.1.D.Lettere.5ec 14--•_97:-2 C71;.--- - - :r• s-rt ._./. – —--1> f 4.– — ,71, ---I----. ErT,.. .•>-‘iii,,•>, .;t.--rrf",,'"7""7..111 1 –I F .,,'—‘,. –i ,1_-___)/ 1 (b) 594n 5upport Prstre.See rage 2 el Z. 1 .,....I , 0,. 0 - ...= 4. , --\?_11___ y:. a iii Calculated Assembly —. , ,•, KG .,/,:d " Weight: 320Lbs. Frame Corner Attachment .5ce Fax 2 v.'2 7. h "1 _ (8)hangpoints at _ 40LI:rs. each. A i •, A • . t• Iri• , ... . . cv . , 514r riarie Attachmme.5ee Far 2 t.4 2. GO .),...../ . A • T •VeltriTKIWAT--T r'g isd . . (E? __-.I .__..- . • Sign Batisirounet.See Pa.ae 2 of 2.___ : ■ XI ..._ . 'It I \ - , 1 <--,, 1 ' e______ I)-- V - I \-- I/2.D..%5/6'W. eracket Attachment_5ec.pn.-2-,1 2 Perimeter Do Section A-A Tap View lrip 5c.ale:1 1/2"= I'-0" Scale:I/2'= l'-Cr 118 1/2' Swan Frame 50•VC115.31.See l'a 2 of 2 • -r • • raw Come,-Brackett,.Svc fa±is 2 a!2. 93"Panel Length 92 .____. N 2 " 2q, ___ . _ .. ._. ..._._____ __.. . Otirdiarei 5upply MJC d la 1 i , ,, 0..03.03 111111_ ■.-.:.,.,, 11S1111 MIIILIIIIIIS Enlarged b Shadow Dept.Leer, -2. 1 2 ,::_-._7'.=• I‘i MI I eh I . . . . . . __ , '.-T .1 ,. __.3_ INITIALS DAIE REVISION JA F 05.07.10 Deleted pin mount for letters 4*^ Front View C 7-E-I\ 0\ ..j. ri) .__ ______ N-CUE147!.4Or cow d 5141,4, -...0 ! ___ • FR REFERENCE ULu .__, (A.) /H) - 2 5<1.Poplar Wood Fri,,,MO.Fj...1.4..; Noy 0 To Accept tern V 4"Li' Overall Ninth ranted OP*54er /Eis; -10tyi(4 Framt L ' seighiiiik• ''— 7/1 6/'Tilt.058 G _ -411 Cheratl Fresh:Flatural rmen oth Clear Us,' \—, '...tl■ kill\I il Ire Thk.Dick Cattalo's+,It,,.eel,3mIn tVrste 31*. (D) 1/Z s 1/2'Lenves Fmht D•or 51taoo-i Ty .a..thenret MFG Estra 8cacl NTS ! e Letter Face•Edge r,..-51, Pamted;tat E,ac / l, Drop Shadow Face 4 Eacte.Fissahi le Match / 1•145 0187C / ' ‘ +:..k. 1 112•Sct.a 1/5"'Wail Ahrh•rvin Frame. •e 0 Note:All FrarmitilvieVti-e/-i-WitilieL/7.)ri. Ilt' 41 overall Fro&h:Fatted dltab Siker it a b. t . OtV1(4 Frarnet) !,.. N • k, . I ift= I V2.5 10'11.10,unrn Arple ..,-^ Ovente nn,, ilt h,Note: _ Am*Attached te ltsm 1LT wth!/•--20 ..-- • 1 - *. - Rretract e Machee 5crevn. i-•-• , . ihi Lt ,i,.... - . • Oty;(4) 11 f IR'it I I ft x UV A,lunteuri_Art! . 1 , . . .. .., , .,..",• (5veli P 1.5t7.7Fit;t-e.c.itirti,Stver . CIO Note:Arqlc Attatctrat to(tee.,'A'e Tr..e_i, UtY:0) $ .. Seim Wit=5vera gat GAO,:9t: i • _... ..=0" .. Oves-all Frieh:Fed OW G■aph-c.___. la) Motu,G.1441.c Art anti Lattot rmv-.1-7.1 E. ':' Graphcs Dept. Qty,(4) '''...:.--`..A.774.- ee■•, ,i, • ^-" et_;,4.1":"t±..t(Iiit:. '.... •`-' - °WTI*.x 3V.Mara Wood Blockrn1 1111t, • .--- D. . 400.• ,,,....,,,,,,,,,,,,_.-- , • la Overall Flash:ranted To Match klav Fs:.40 Cam'ot Item S'- :rItlk.'"'... ' ';,, .-t-■ .% *- -a' r . Frame Stepravvvi Ty v (45(Lo,a tio 4 •.."il.: . Ar4h: . 3/0-1G v 2 I/21-_w__,Sk4441_5&•.?"•t.;..t•"•.--- • i ,`'''... , - .""t.,., 100 Nut at Top an..4 tip,Nut/ ,%.t We,be.ot Bottom. ger(7 t 7)GalsoPsed Wra Rff E.71.411 Double Ferrule Craved Ovinectios . - . Fate 50"Comer 5trapie with rte. J ... nexii:elit7.70t Ku.,4SIT's Whms::.-r-tra if) Note:Attach To frame web A.,..a,,,.. A.• .. , Bi i.." m.,...,-....... 00..4.•-•.,. -iy MJC •—• hat dware 01 D9C9,_ dila 1 , I. „ 4 41 ft..1 ,4 ,:s0,VI I AAAAAAAA 111.5 . . 4/5 Tool Das JAF . „. Dept.Icon 05.07.10 . •'•, '- - ; I . — - • -• - -- - - 5cale:3/4` = r_(F. ,..,.V.R.......4. N1UtNif...0.0v,I N.ppI.limm4rammi.Met...r Pms-V1,...4•P`t!'•!om.:•.fr'i 7 ) ■ ■ • FOR REFERENCE ONLY _ 17,0 1). ,D.t 3/4'Romp 5awa Co.iar Flame It'iain=00,1) __ r,f4=41:(3)Cott,- D.3 ','A%., ihimAL5 DATt Revi51.014. In.2715r.Dirave,ieciic:.c.4,2,,tCca:vy:0,....a,,-,-,,. i4icrit:c.4 _ , e, ., ..... , , : ,__, .-- , ...•• • • .- ---..: . ---'-' .' 1 i '''''' .....0 liAJC 04.I 7.I I Changed die location of the'earn,50 that a person isn't cut.This changed the size of Clew Cast, Qty: KB') 89 114"W ii 83 I/411 [3ma,B azk Smt.a 5,=. ,, —2 Of I*two frames. Fro*Face,DP5G4-aphk...cr waCovenng 7," 'I, ,\ -'-'''1 ',,, • -0 Rea-Face a Edlel•Roe.liiiti,,,,iied i / Hotel 5intio 5kin Attatted to Fiare a`VIi8 , I .."%•1 . -... Tape are Fop Rtvet5.Watico...«.1%3 At...3,-Iva to ...- „- . ... . 5rtra Sloe ai Freerneure Adhea‘e ran O'e?'"f \ ,• . . A) ''''. <5°)."7-'''''' '....e. 'I -Oa:toots ave in , ,''. . • ,. . ' ''•" .. . Nod Artwo4.rrovred Ey 0,51.1 Citr(3) ..1 --, , ,, ',C „ . . A . • I , ,1 c, , .,•:, ' 59 iprW.,i 83 l/4-h.4 i.-,Mack 5.1..17.1 5k,, ..... _. Overall Faith.P.a.,Ualrohe.4 . ,..r •1 111 ..... . .• 1'$:c.v.GIG MAW Rand tisk,fta Rand ,,''' Attachment ! 1 ......" ' it13711,f:t CY1C1,:aUl f,I,e.r,:,;; „._,..., us seusuu,in.••Ip Oty-2 59 1/4 1- %V.x e3 I/411 Frame 11SMCSie, - . .' ."*"....1 V, V• !ie.Wail Welded Mi.....d.tote LoAsscffiblv Additional art reference for Pnriceton. ....-... (512yry 0 Noce,Fruvuulc19)WI 6"CAs.Ttui•11•2Itt 3!Jusrn• Use final art files. - Linea of fraa Per rale Attachnert. I I 20' 4W.t 2-11*-*late Gatorfoarn Itkv Hot=Kara Attached to Sven 5km 4 WM ixt, Bo Assembled Waght: both 50.=:, Olv:6 64 I/2- 55 I/2" 155 On. ____ I/4-20 Bre Wre Eyebolt 2,,G,F"etnut (Ay:(6 Each . ) 3•-i I • ---7,,,.., 4211 .1 7 48'cc 1 36"cc 1 i0 Mitered-..„, 314.. 1 I 3/4' Ili i I , Corners -, ta , . 1 i I n') ' :/4-20 n 31..liex Head'',-..g.Sue*, ‘`,.... — ' and rie,Nut. . . ..._ - . . . . _ CD 1111 TAY,(.3 5crew5 t tie,Nat‘.6 Wrhe-t■ _ _,„._. g A ---- 0.1 U—, •k III 611)(77I Gahrallaed Steel Vile RDee....; Dula.=fernact. t._.t..1 ■ fa. 43, Note:Pumnilet1.m.ci retailed_By ket.Shatscm . IO e ;1- 1 ,4- b Cs.1 (..5 Contract°. Oty i i..)-i A? .1:i ii... 0-, • cr) u yo > 0 75° CU (11 VOrC„:dre5 pft• i NIT • U-A r-- 7ir \ 1.-.ii.,,,e4. .ri: ,' • .-- U , 1 a ;0"28.1:e 11 1(all 1 --- ----....,,..„... Exit Wall I MX SSSSS.IIINICIIIIIIIIIS Ban-woud Frame 0E.,7. I 08'Viewable Graphic Area 1 SEAM LOCATION 18 ciide View 5cale: 3/0"= i'-Cr front View INTENTIONAL 50 THAT Instaged 8041k M-044.eb 1 - i,....:.. IA I A PERSON ISN'T CUT. ews,....m.1..40 ! I 't7;::I,: •..:'•-.r:•.::■• 1 1--. . — - • —— —.---------- . FOR REFERENCE ONLY . , . . ___ _________, . ITEM NO. PART NUMBER DESCRIPTION 1 405-4422-009 LOVER GONDOLA UPRIGHT INSERT 2 405-4436-004 96"LONG DOWN AISLE TRACK SUPPORT STRUT ` 3 405-4400.009 114'LONG DOWN AISLE TRACK SUPPORT STRUT { 3 1 C O 139-1/T 5 405-4536-009 S LONG COUNTER AISLE SUPPORT STRUT I , 6 405-4537-009 14T LONG COUNTER AISLE SUPPORT STRUT \ ' © 2 7 602-9301 UNISTRUT U SHAPED FRTING xI,' -.- �--, 8 602-2007 3/8'UNISTRUT SPRING NUT E - \ 9 602 1007 3/8"-I6 X 1 HXHU BOLT ` �•� 10 602-50-104 3/8 ROUND FLAT WASHER 524 { 2 I r l �' -' I,. - 11 602-1008 3/8.16x2.75,HexHd.BdI 92 (- — 12 602-20-103 NUT.3/8-16.HE NYLOC 92 r 13 602-9205 1/4°-20 X 4 LONG HX HD BOLT F /I I .. 14 602-50-400 1!4 ROUND FLAT WASHER 3 `. 15 60220 102 _ 1/d'•20 ELASTIC STOP NUT ► I!. �� �4 I► `4I j�• , .......N ji , .---' -.-.' 'OP- --■ 1 - ' . 44 - 0 , A r ' � �� .- i' i' NOTE: \ I� / �1 ACTUAL CONFIGURATION '� I/ ,,, I �.4 ,,,_ MAY VARY 0,_ „,:, f - i r ....-- , -------,: — �� I►mil� ,. , _IL // 6 r ' / egsEO,..4.0„, .„.„,...... .,„, "-., .....9,- AO tell', . ■:- ,, f:ss .th. • �r 0 c \Fee\eO --t/s, PO Sc,,,,,, r O,pr RF CT o etc' /o M r QO . T - . n • ; , FOR REFERENCE ONLY Uprites ►s; Uprites 1 Uprite: • Use for Wall& Island Sections II. t • Steel welded construction • 3/16"thick face channel EXAMPLE PART NO. STANDARD FINISH: • 1"slotted on center for maximum flexibility U 36 P LT • Includes side flanges to retain back material fil • Includes leveling leg for uneven floors U = Uprite 84",90",96 Optional Tier I&II colors Includes top caps on Uprites 36"-66"H •! la = Height: 36 For pricing see section 100, pg 67 54",60",66","4,72 2",4788"'', 108", 120" i C. Extension Uprite V M li " Extension Uprite: • Factory installed connector to fit Lozier Uprites N See below for Extension Uprite End Trim Ir • For pricing see section 100, pg 67 ' r ; r r WARNING:Unbalanced load capacity of the Extension Uprite ,., is 2.500 In.-lbs.,this Is considerably less than the capacity STANDARD FINISH: of a standard Uprite. Do not exceed this unbalanced load. EXAMPLE PART NO. Overloading could cause the Uprtte to tip over or collapse I 1 U 3 6 E .P LT resulting In personal Injury or property damage. i I - U = Uprite • Optional Tier I&II colors = Height:6", 12", 18',24',30", r: 36",42",48" E = Extension J. !; Uprite & Extension Uprite End Trim • Uprite&Extension Uprite End Trim: • One-piece trim (Two-piece if 108"& 120") snaps onto first&last Uprite or Extension Uprite 1 • Can be used on both sides of Extension Uprites where Extension Backs are not used '` • For pricing see section 100, pg 68 1'' STANDARD FINISH: !� EXAMPLE PART NO. 1 I UET 36 PLT K. 1 UET = Uprite End Trim • Optional Tier I&II colors r, = Height:6", 12", 18",24", � 30",36",42',48",54", I i 60",66",72",78",84", 90",96", 108", 120" 1:,() 12/8/08 ALI M,_,E Wt. P.O. BOX 3448• OMAHA, NEBRASKA 68103-0448 •(800) 228-9882 This is a copyrighted work of Lozier Corporation. Any unauthorized reproduction, ©2005 Lozier®Corporation distribution or use is expressly prohibited. • FOR REFERENCE ONLY - Assemblies & Components Uprite Assemblies: Uprite Assemblies Includes: Multi-Function Uprite (regular or reinforced) Uprite Brace Uprite/Deck Connector(MF1151) Optional • If ordering Doorkits: r1 ,; — Bolt Allow 6"for Top Beam & Uprite Brace clearance Delete MF1151 from the Uprite Assembly add MF4291 Uprite Brace • For pricing see section 600, pg 1-2 EXAMPLE PART NO. STANDARD FINISH: MFUA 84 22 PLT PLT q MFUA= Multl-Function Uprite Assembly al • Uprite&Brace color M = Uprite height:72",78',B4",90',96" • Optional Tier I&II colors = Steel Base Deck Depth: 13', 16",19', ?LT • Deck Connector color 22",25",28',31" (to match Steel Deck) $E = Add"RE"If Reinforced Uprite required • Optional Tier I&II colors (84",90",&96'only) Uprite Uprite Uprite: • Post face slotted, allows shelf adjustment 2"on center • Top Caps included on each Uprite • Top Beam can be Installed flush with top of Uprite • Uprite Capacities: Regular MF Uprite: 4,000 lb. (84", 90", 96") 5,000 lb. (72"&78") Deck Reinforced MF Uprite: 5,000 lb. (84", 90", 96") Connector ----- • Capacities based on use with Lozier Display Uprite • Extra Top Caps can be ordered (pg 705) • For pricing see section 600, pg 3 EXAMPLE PART NO. STANDARD FINISH: MFU 72 PLT Uprite to Deck Connector MFU = Multi-Function Uprite • Optional Tier I&II colors 72 = Height:72',78',84',90",96" Uprite to Deck Connector: BE = Add"RE"if Reinforced Uprites desired • Rotates into back of post& bolts to display Deck (Ba",so &ss'only) • Hardware included • Two styles available • 2 positions for clearance when using M35 Uprite Braces or M55 Aluminum Deck molding Uprite Brace: • For pricing see section 600, pg 3 • Attaches to post in field w/out tools or hardware • Optional bolt included w/each brace • For pricing see section 600, pg 3 (4.PART NO STANDARD FINISH: EXAMPLE PART NO. Standard Finish: Used w/out Doorkits MF1151 PLT M F U B 1 6 PLT Used with Doorkits MF4291 • Optional Tier I&II colors MFUS = Multi-Function Uprite Brace • Optional Tier I&It colors = Base Deck Depth: 604 13",16", 19",22',25',28'.31" 6/1/05 ZELM Et Er P0. BOX 3448 • OMAHA, NEBRASKA 68103-0448 •(800) 228-9882 This is a copyrighted work of Lozier Corporation. Any unauthorized reproduction, ©2005 Lazier®Corporation distribution or use is expressly prohibited. • run MtrtlitNl►t UNLI 11Z -b Base Components Base Brackets: Spring Locking Base Brackets • 2"conduit hole for greater electrical access • Include Leveling Legs for uneven flooring • Install straight in using integral spring latch • For pricing see section 100, pg 68 -� EXAMPLE PART NO. STANDARD FINISH: BBI13 06 S PTD Ea = Base Bracket • Optional CHR NOTE: = Base Deck Depth: Actual Bracket length is 3" less than nominal Deck 13", 16", 19",22", depth. When using Open Base Fronts,order CHR Base 25",28",31" Brackets. (When complete Section/End part numbers 0� = Base height: are ordered with OBF's this is done automatically,) "O6"or'LB"Low Base $ = Spring Locking Base End Trim: Base End Trim • Attaches to the first&last Base Bracket • One pair Is required to finish a Wall run • Two pair are required to finish an Island run • Specify 06 Base or Low Base • For pricing see section 100, pg 69 EXAMPLE PART NO. STANDARD FINISH: BET 13 06 CHR BET= Base End Trim = Base Deck Depth:13", 16", 19',22",25",28',31" Q5 = Base Height: "06"or"LB"Low Base Extended Base End Trim Extended Base End Trim: iµB 8E i °i L y z - • Required with M55 molding 1 q iVi10 • One pair required to t'ER..° finish Wall run 13" DC2971 DC2981 • Two pair required to 16" DC2972 DC2982 finish Island run • Delete standard BET from order 19" DC2973 DC2983 & add extended version 22" DC2974 DC2984 • Order for either 06 or Low Base 25" DC2975 DC2985 STANDARD FINISH: • For pricing see section 100, pg 69 28" DC2976 DC2986 31" DC2977 DC2987 CHR 121 P.O. BOX 3448 • OMAHA, NEBRASKA 68103-0448 •(800) 228-9882 Ars:. �r4 6/1/05 This is a copyrighted work of Lozier Corporation. Any unauthorized reproduction, Corporation ®2005 Lozier distribution or use is expressly prohibited. CA FOR REFERENCE ONLY 1 rt - c\ Uprite Accessories Anchor Plates Uprite/Base Bracket • Anchor Plates used when Shelving Unit Anchor 1" Plates • exceeds height to depth ratio limits • Required for Shelving over 5'H in certain seismic zones - 7/16" (Contact local building officials for fastener requirements) Y ; I • Accepts 1/4"or 3/8"dia. anchor bolts • Secures Leveling Leg to floor using anchor bolts (not included) 7/16" • Multi-Purpose Anchor for end of run, Wall End Display or limited access applications `� �.�. • For pricing see section 100, pg 88 Uprite ```� Base Bracket Anchor Plate Anchor Plate –> 7/16" 1i sli;<<;, STANDARD FINISH: ), h',: , • Uprite Anchor Plate DC1241 G LV Base Bracket Anchor Plate DC1242 Galvanized• is�" Multi-Purpose Anchor Plate DC1248 ,'"+w4.44 Multi-purpose i - Anchor Plate _y Wall-Mount Uprite Wall-Mount U rite: • Slotted 1"on center EXAMPLE PART NO. STANDARD FINISH: • Attaching hardware not included W M U 4 8 P LT • WMU actual size is 1"shorter . than nominal size WMU= Wall Mounted Uprite • Optional Tier I&II colors - • For pricing see section 100, pg 88 - Height:48°,so`,72`,aa-,so• Wall-Mount Bracket Wall-Mount Bracket: I • Connect standard Uprites to building walls • Two Brackets are required for Uprites to 96"H fit ' Three Brackets for one piece Uprites over 96"H • Extension Uprites require one Bracket for �' . Uprites to 36"H; two for Extensions over 36" i p � I • • Fasteners not included (� I Ij i ' • For pricing see section 100, pg 88 L,{ Iif !- A I VII r�,. .�.,. STANDARD FINISH: G LV ; 9 ''' DC2191 a, 136 • Galvanized I AI n 6/1/10 .fra��,Lw, ' P.O. BOX 3448 • OMAHA, NEBRASKA 68103-0448 •(800) 228-9882 This is a copyrighted work of Lozier Corporation, Any unauthorized reproduction, ID 2005 Lozier®Corporation distribution or use is expressly prohibited. • FOR REFERENCE ONLY . mad 13c."pallet rack 9:. AsorA■le►ri r Pallet Rack Frames" PR2(TYPE)F(ND)(NH) •Frames feature welded footplates PR2....Pallet Rack 2'(51 mm)OC •2"(51 mm)OC beam adjustment TYPE....HD=Heavy-Duty,RD=Regular Duty •Size availability to 48"(1219192 mm) F....Frame wide and 192"(4878 mm)high ND....Nominal Frame Depth 24"to 48"in 6'increments f610 mm to 1219 mm in 152 mm Increments! •Allow minimum pallet overhang of 2" (51 mm)front and 2"(51 mm)rear when NH....Nominal Frame Height 72",84",96",108",120',132",144",168",192" (1829 mm,2134 mm,2438 mm,2743 mm,3048 mm,3353 mm,3658 mm,4267 mm,4878 mm) selecting frame size •Standard finishes:Sahara or Blue Gray ,,,-(9 , _ z Upright{onstfurlion Il i 1 1 Regular Duty ` i17,030Ib load capacity perframe 'ro ,- '9 .; Al i 3 ,'/ i ;N dat tf1 , i/ y. _ r Heavy-Duty,�j 1' 26,000 Ib load capacity per frame 1 '` it t4-• a i■ \• ` x 8, 168'=14' \, 192"=16' i se. , -- 120..10' 132'=11' 144'=12' .. . _ _ 84"=7' . :i1.1..:.96°=8'108°=9' IV IV 7"• I NN '''.'....S.,,s...%,%.. e i i. Heavy-Duty Pallet Rack Frame I �� W To preclude overturning,the frame depth x 6 cannot exceed the 3 ° O height of the topmost loaded beam pair,unless all the frames are (' ,. z property anrhored or braced externally. S Texas:800.776.2349 fax.972-565.0792 Alabama.800.633.6782 hx:266-8395608 M 0 2010 Madlx,Inc All Rights Reserved.prices and specifications subject to change without notice. Massaclsuse its:888.452-3101 Far 508-867.0263 Mexico:001-800-010-0699 www.madixinc.com ,,.l2'tL3. Not responsible for errors or omissions In printing. 4 r- ' •' FOR REFERENCE ONLY L fl iX"!.I+.. ' pallet rack .: di 0>0a . 1 Pallet Rack Beams" PR2B(NH)(NL)-STEP ' •Available in three heights for differing PR2....Pallet Rack 2'(51 mm)OC �" —le- tee load capacities B....Beams •Choice of step depths to accommodate NH....Nominal Beam Height either 5/e"(16 mm)particle board decks, 35=3Y1'(89 mm) 2"(51 mm)dimensional lumber decking, 50=5"(127 mm) STEP STEP or wire decking 60=6"(152 mm) NL....Nominal Beam Length(See Chart) -1 -2 •Beams are slotted in step to accept deck supports under decking STEP....-1=94'(19 mm) -2=1W(41 mm) •Standard finishes:Sahara or Blue Gray - rr� Beam Length Maximum I Beam Length Maximum • x Capacity x Capacity I"r' Beam Height perPalr Beam Height per Pair - '.�- 36'x 31h" 4,950 lbs 72'x 6" 10,000 Ihs 36'x5" 7,600 lbs 84"x 315" 4,950 Ibs 36'x 6' 10,000 lbs 84'x 5' 7,600 lbs ,I 48'x 31" 4,950 lbs 84'a 6' 10,000 lbs !f 48'x S' 7,600 lbs 96'x 315" 4,950 Ibs II • 48'a 6" 10,000 lbs 96'x 5" 7,600 lbs 60'x314' 4,950 lbs 96"x 6" 10,000 lbs I, 60'a 5' 7,600 lbs 108"a 6' 9,11D lbs ; W Use-1 or-2 code at the end of part 60'x 6" 10,000 lbs 120'x 6' 8,000 lbs O number to determine step size to • S 72"x315' 4,950 lbs 132"x 6" 7,270 lbs ' Z (lcrckingmaterial. CI 72"x S" 7,600 lbs 144'x 6" 6,660 lbs 2) 3 LA PC a Deck Supports° MPRDS-(ND) CD C') •Formed heavy gauge steel with tabs fit into MPRDS....Deck Support beam slots,providing support for regular ND.._Nominal Depth 24"to 48"in 6'Increments duty decking or to tie beams together to (610 mm to 1219 mm In 152 mm Increments) N prevent rotation of beams where heavy-duty C .decking is used Deck Supports per Beam Length 13 •Order by frame depth,in quantities shown in Beam length -1 Step -2step 2• + -0 table on right 36`to 72" 2 1 —}- d •Standard finishes:Sahara or Blue Gray 84"to 108' 4 1 I N r. 1W 120" 4 2 132"to 144' 5 2 —r Pallet Rack MPRDSF(ND)-(STEP) Flush Deck Support° MPRDSF...Pallet Rack Flush Deck Support 4 •Load bearing pallet support ND....Nominal Frame Depth 24"to 48"In 6'Increments (610 mm to 1219 mm in 152 mm increments) •Use 1 pair per pallet STEP....-1=44"(19 mm) •Fits flush with top of beam -2=15/e"(41 mm) •Load capacity 5,000 lbs/pair •Standard finishes:Sahara or Blue Gray , , : •I' flf Texas:800.776.2349 Fax:972-563-0792 Alabama:800.633.6282 fax:256.839.5600 Ii) O I010 Media,Inc AU Rights Reserved.Prices and spe ifiation%subject to(flange without Wit'. x Massachusetts' Fax:508.867-0263 Mexico:001-800-010.0699 www.medlelnc.rom "-e z Not responsible for errors or omissions In printing. 5 vogr r,. Title Page DEFFERED SUBMITTAL - Plan Check #BUP2012-00150 Scope of work: Seismic Anchoring of Store Fixtures Orchard Supply Hardware City:Tigard Date: 2/6/2013 Plan Checker: Dan Nelson Item # Details A0.1 Title Sheet— FOR REFERENCE ONLY A1.1 Site Plan - FOR REFERENCE ONLY A2.0 Fixture Plan - FOR REFERENCE ONLY F1.0 Struc Notes, Special Inspection and Fixture Plan F2.0 Interior Signage & Decor Support Details F2.1 Cantilever Retail Fixture Anchorage Details F2.2 Steel Storage Rack Anchorage Details This project does not contain any High Pile Storage. No merchandise will exceed 12' or 144".