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Home My WebLink AboutRAILROAD CANYON RD 25341 (4)CITY OF ^*Nt*,ti LADE LS I HOIJE DREAM EXTREME,M PERMIT NO: 10- 00001088 BUILDING &SAFETY OF- PERMIT JOB ADDRESS . . . . . : 25341 RAILROAD CANYON RD TENANT NBR, NAME . . . JOE'S HARDWARE DESCRIPTION OF WORK . : MISCELLANIOUS OWNER CONTRACTOR CHMP 1 OWNER 130 South Main Street DATE: 10/19/10 A.P.# . . . . . . 363- 210 -003 5 SQUARE FOOTAGE 0 OCCUPANCY . . . . GARAGE SQ FT 0 CONSTRUCTION . . . FIRE SPRNKLR . VALUATION . . . . 15,000 ZONE . . . . . . R -1 BUILDING PERMIT QTY UNIT CHG ITEM CHARGE BASE FEE 63.00 13.00 X 12.5000 VALUATION 162.50 FEE SUMMARY CHARGES PAID DUE PERMIT FEES BUILDING PERMIT 225.50 00 225.50 OTHER FEES PROF.DEV.FEE 1 TRADE 5.00 00 5.00 PLAN RETENTION FEE 5.20 5.20 00 SEISMIC OTHER 50 50 00 GREEN BUILDING FEE 1 1.00 00 1.00 PLAN CHECK FEES 169.13 169.13 00 TOTAL 406.33 174.83 231.50 SPECIAL NOTES & CONDITIONS Install interior shelving up to 9' high per supplied engineering - RKC City of Lake Elsinore Building Safety Division Post in conspicuous place on the job You must furnish PERMIT NUMBER and the JOB ADDRESS for each respective inspection: Approved plans must be on job at all times: Please read and initial 1. I am Licensed under the provisions of Business and professional Code Section 7000 et seq. and my license is in full force. owner of the property,or my employees w /wages as their sole compensation will do the work and the structure is not intended or offered for sale. 3. I,as owner of the property,am exclusively contracting with licensed contractors to construct the project. 4.1 have a certificate of consent to selfinsme or a certificate of Workers Compensation Insurance J 7 / or a certified copy thereof. knot employ any person in any manner so as to become subject to Workers Compensation Laws in the performance of the work for which this permit is issued. Note: If you should become subject to Workers Compensation after making this certification, you must forthwith comply with such provisions or this permit shall be deemed revoked. Code Approvals Date Inspector ELO1 Temporary Electric Service PLOT Soil Pipe Underground EL02 Electric Conduit Underground BPOI Footings BP02 Steel Reinforcement BP03 lGrout BP04 Slab Grade PLOT Underground Water Pipe SSOI Rough Septic System SWOI On Site Sewer BP05 Floor Joists BP06 Floor Sheathing BP07 lRoafFraming BP08 Roof Sheathing BP09 Shear Wall & Re -Lath PL03 Rough Plumbing EL03 Rough Electric Conduit EL04 Rough Electric Wiring EL05 Rough Electric/ T -Bar ME01 Rough Mechanical ME02 Ducts, ventilating PLO4 Rough Gas Pipe / Test PL02 Roof Drains BPI O Framing & Flashing BP12 insulation BP13 Drywall Nailing BPI 1 Lathing & Siding PL99 Final Plumbing EL99 Final Electrical NM99 Final Mechanical BP99 Final Building I Code Pool & Spa Approvals Date Inspector OTHER DIVISION RELEASES Deputy Inspector Department Approval required prior to the building being released by the CityP001PoolSteelRein. / Forms P001 Pool Plumbing /Pressure Test P003 Pre - Gunite Approval Date Inspector EL06 Rough Pool Electric Planning Sub List Approval I Landscape P004 Pool Fencing / Gates / Alarms Finance P005 Pre - Plaster Approval I fA Engineering P009 Final Pool / Spa I I I CITY OF i/ LAKE LSIrIOI E DREAM EXTREMETM APPLICATION FOR BUILDING PERMIT VALUATION CALCULATIONS 1st FLOOR SF 2nd FLOOR 3rd FLOOR GARAGE STORAGE DECK & BALCONIES SF SF SF SF SF OTHER: SF VALUATION: FEES BUILDING PERMIT PLAN CHECK PLAN REVIEW SEISMIC PLAN RETENTION FIRE SERVICES t So Irtify that I have read this application and state that the above information is correct. I agree to comply with all city and county ordinances and state laws relating to building construction, and hereby authorize representatives of this city to enter upon the above - mentioned property for insp- tion purposes. 9--4, ll2f IU Si atu a of Applicant or Agent Date Agent for [] contractor Vowner Agents Name Agents Address 130 South Main Street APPLICATIONN C) fs APPLICATI R2 VED DATE AP If 3--21D- do3 5TY 8LOUKIPAGE Ev T PAR EL O NAME D // J i -e. r 0 N C O N I hereby affirm that 1 am licensed under provisions of chapter 9 (commencing with section 7000) of division 3 of the business and professions code,and my license is in full force and effect. LICENSE # CITY BUSINESS AND CLASS TAX # T R NAME A C MAILING ADDRESS T CITY STATE /ZIP PHONE R NTRA T OR'S SIGNATURE 6A i A AME LICENSE # MAILING ADDRESS H CITY STATE/ZIP PHONE NEW OCC GRP. / CONST. DIVISION: TYPE: ADDITION ALTERATION NUMBER OF NUMBER OF STORIES: BEDROOMS: OTHER p SINGLE FAMILY APARTMENTS ZONE: 0 CONDOMINIUME HAZARD YES AREA? NOTOWNHOMES COMMERCIAL SPRINKLERS YES REQUIRED? NOINDUSTRIAL REPAIR PROPOSED USE OF BLDG: PRESENT USE OF BLDG: DEMOLISH JOB DESCRIPTION 14J- 57i/41— .STO A e h e I U *f i x -r'tti r-e s, 96 " #10 / Al ' K ce r N S-f, .e F i 1 LA 5. Joe's Hardware Madix Hvpermaxi Gondolas Location: 25341 Rail Road Canyon Road Lake Elsinore, CA SG'uy /} •• a' r L ?. - Prepared For:' r plans have been r:. for , n' s Joe's Hardware cable codr sc Ice. andinc Fallbrook CA - ing , ri.: ebY gram— Prepared By pproval l y 12 -- ncies. Peter S. Higgins And Associates of a p ermit based on Consulting Structural "IEngiif&"nce or gral t nn not b c onstrued 10 30765 Pacific Coast Hf h'W of these PIEu: ypl u ie Malibu, CA USA 19M4 r approve any vl i:cn 310) 589 -17 &1 or ca ne I the Pfc-.u. a 70 V Peter S. Higgins,cS s shall be valid. Job Number 9400 September 28, 2010 This Document and the design it contains is copyright by Peter S. Higgins and A4iates. It is provided as an instrument of service, and shall not be reproduced in any fa n without the written nermission of Peter S. Hi¢oins and Acmciates- n S 2842 °' Notice to Building Departments pJtp 0"1,1Ifthiscalculationissubmittedforbuildingpermitapproval, it shall coma a sh is o calculations as listed in the table of contents on the next page(s), and shall e a m d+ by all drawings listed in Section 1. All documents shall bear appropriate seal an sig res NEI`' in ink of a contrasting color with the same Job Number Reference. The cal la 11 be '4Tc _ _e1P/ CITY OF ^*Nt*,ti LADE LS I HOIJE DREAM EXTREME,M PERMIT NO: 10- 00001088 BUILDING &SAFETY OF- PERMIT JOB ADDRESS . . . . . : 25341 RAILROAD CANYON RD TENANT NBR, NAME . . . JOE'S HARDWARE DESCRIPTION OF WORK . : MISCELLANIOUS OWNER CONTRACTOR CHMP 1 OWNER 130 South Main Street DATE: 10/19/10 A.P.# . . . . . . 363- 210 -003 5 SQUARE FOOTAGE 0 OCCUPANCY . . . . GARAGE SQ FT 0 CONSTRUCTION . . . FIRE SPRNKLR . VALUATION . . . . 15,000 ZONE . . . . . . R -1 BUILDING PERMIT QTY UNIT CHG ITEM CHARGE BASE FEE 63.00 13.00 X 12.5000 VALUATION 162.50 FEE SUMMARY CHARGES PAID DUE PERMIT FEES BUILDING PERMIT 225.50 00 225.50 OTHER FEES PROF.DEV.FEE 1 TRADE 5.00 00 5.00 PLAN RETENTION FEE 5.20 5.20 00 SEISMIC OTHER 50 50 00 GREEN BUILDING FEE 1 1.00 00 1.00 PLAN CHECK FEES 169.13 169.13 00 TOTAL 406.33 174.83 231.50 SPECIAL NOTES & CONDITIONS Install interior shelving up to 9' high per supplied engineering - RKC City of Lake Elsinore Building Safety Division Post in conspicuous place on the job You must furnish PERMIT NUMBER and the JOB ADDRESS for each respective inspection: Approved plans must be on job at all times: Please read and initial 1. I am Licensed under the provisions of Business and professional Code Section 7000 et seq. and my license is in full force. owner of the property,or my employees w /wages as their sole compensation will do the work and the structure is not intended or offered for sale. 3. I,as owner of the property,am exclusively contracting with licensed contractors to construct the project. 4.1 have a certificate of consent to selfinsme or a certificate of Workers Compensation Insurance J 7 / or a certified copy thereof. knot employ any person in any manner so as to become subject to Workers Compensation Laws in the performance of the work for which this permit is issued. Note: If you should become subject to Workers Compensation after making this certification, you must forthwith comply with such provisions or this permit shall be deemed revoked. Code Approvals Date Inspector ELO1 Temporary Electric Service PLOT Soil Pipe Underground EL02 Electric Conduit Underground BPOI Footings BP02 Steel Reinforcement BP03 lGrout BP04 Slab Grade PLOT Underground Water Pipe SSOI Rough Septic System SWOI On Site Sewer BP05 Floor Joists BP06 Floor Sheathing BP07 lRoafFraming BP08 Roof Sheathing BP09 Shear Wall & Re -Lath PL03 Rough Plumbing EL03 Rough Electric Conduit EL04 Rough Electric Wiring EL05 Rough Electric/ T -Bar ME01 Rough Mechanical ME02 Ducts, ventilating PLO4 Rough Gas Pipe / Test PL02 Roof Drains BPI O Framing & Flashing BP12 insulation BP13 Drywall Nailing BPI 1 Lathing & Siding PL99 Final Plumbing EL99 Final Electrical NM99 Final Mechanical BP99 Final Building I Code Pool & Spa Approvals Date Inspector OTHER DIVISION RELEASES Deputy Inspector Department Approval required prior to the building being released by the CityP001PoolSteelRein. / Forms P001 Pool Plumbing /Pressure Test P003 Pre - Gunite Approval Date Inspector EL06 Rough Pool Electric Planning Sub List Approval I Landscape P004 Pool Fencing / Gates / Alarms Finance P005 Pre - Plaster Approval I fA Engineering P009 Final Pool / Spa I I I PETER S. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: Joe's Hardware September 28, 2010 Table of Contents Job No. 9400 Sheet ii ReferenceData ............................................................... ............................... 1.1 Scope of Work and Codes .......................................... ............................... 1.2 Drawings ............................................................... ............................... 1.2.1 By Peter S. Higgins and Associates ....................... ............................... 1.2.2 By Others ....................................................... ............................... 1.3 Loads ................................................................... ............................... 1.3.1 Vertical (Dead plus Live) ................................... ............................... 1.3.1.1 Arms ..................................................... ............................... 1.3.1.2 Hyper Maxi Shelves .................................. ............................... 1.3.2 Seismic .......................................................... ............................... 2 Components and Geometry ................................................ ............................... 2 3 Check Arms ................................................................... ............................... 2 4 Check Hyper Maxi Beams ................................................. ............................... 2 4.1 Design Forces ......................................................... ............................... 3 4.2 Beam Properties ...................................................... ............................... 3 5 Check Posts (Dead plus Live Loads) .................................... ............................... 3 5.1 Gondola Upright ..................................................... ............................... 3 5.1.1 Demands ........................................................ ............................... 3 5.1.2 Capacities ....................................................... ............................... 3 5.1.2.1 Gondola Post ........................................... ............................... 4 5.1.2.1.1 Basic Section, Moment Capacity ............ ............................... 4 5.1.2.1.2 Axial Capacities ................................ ............................... 4 5.1.2.1.2.1 Minor Axis ............................... ............................... 4 5.1.2.1.2.2 Major Axis ............................... ............................... 4I? +' .2.1.3 Combined Stress Check ....................... ............................... 4 Base...................................................... ............................... 5 St•i669Per Malec Post ..................................................... ............................... 5 a5.2.1 j'ands ........................................................ ............................... 5 Properties and Capacities ............................. ............................... 5 31 siiilc :: >.. ..................................................................... ............................... 5 BaseShear ............................................................. ............................... 5 6.1.1 Compute Period ............................................... ............................... 5 6.1.2 One Side Loaded .............................................. ............................... 6 6.1.3 Both Sides Loaded ............................................ ............................... 6 6.2 Transverse Seismic .................................................. ............................... 6 6.2.1 Demands ........................................................ ............................... 6 6.2.2 Capacity Checks .............................................. ............................... 6 6.3 Stability ............ ............................. ..................................................... 7 6.4 Longitudinal Seisnuc ................................................ ............................... 7 Copyright 0 by Peter S. Higgins and Associates. Provided as an instrument of service. Copying by written permission only. PETER S. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: Joe's Hardware September 28, 2010 Table of Contents Job No. 9400 Sheet ii ReferenceData ............................................................... ............................... 1.1 Scope of Work and Codes .......................................... ............................... 1.2 Drawings ............................................................... ............................... 1.2.1 By Peter S. Higgins and Associates ....................... ............................... 1.2.2 By Others ....................................................... ............................... 1.3 Loads ................................................................... ............................... 1.3.1 Vertical (Dead plus Live) ................................... ............................... 1.3.1.1 Arms ..................................................... ............................... 1.3.1.2 Hyper Maxi Shelves .................................. ............................... 1.3.2 Seismic .......................................................... ............................... 2 Components and Geometry ................................................ ............................... 2 3 Check Arms ................................................................... ............................... 2 4 Check Hyper Maxi Beams ................................................. ............................... 2 4.1 Design Forces ......................................................... ............................... 3 4.2 Beam Properties ...................................................... ............................... 3 5 Check Posts (Dead plus Live Loads) .................................... ............................... 3 5.1 Gondola Upright ..................................................... ............................... 3 5.1.1 Demands ........................................................ ............................... 3 5.1.2 Capacities ....................................................... ............................... 3 5.1.2.1 Gondola Post ........................................... ............................... 4 5.1.2.1.1 Basic Section, Moment Capacity ............ ............................... 4 5.1.2.1.2 Axial Capacities ................................ ............................... 4 5.1.2.1.2.1 Minor Axis ............................... ............................... 4 5.1.2.1.2.2 Major Axis ............................... ............................... 4I? +' .2.1.3 Combined Stress Check ....................... ............................... 4 Base...................................................... ............................... 5 St•i669Per Malec Post ..................................................... ............................... 5 a5.2.1 j'ands ........................................................ ............................... 5 Properties and Capacities ............................. ............................... 5 31 siiilc :: >.. ..................................................................... ............................... 5 BaseShear ............................................................. ............................... 5 6.1.1 Compute Period ............................................... ............................... 5 6.1.2 One Side Loaded .............................................. ............................... 6 6.1.3 Both Sides Loaded ............................................ ............................... 6 6.2 Transverse Seismic .................................................. ............................... 6 6.2.1 Demands ........................................................ ............................... 6 6.2.2 Capacity Checks .............................................. ............................... 6 6.3 Stability ............ ............................. ..................................................... 7 6.4 Longitudinal Seisnuc ................................................ ............................... 7 Copyright 0 by Peter S. Higgins and Associates. Provided as an instrument of service. Copying by written permission only. PETER S. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: Joe's Hardware Job No. 9400 September 28, 2010 Sheet 1 1 Reference Data 1.1 Scone of Work and Codes This calculation reviews the installation of storage racks and displays for structural adequacy. The sealing of drawings is for the structural review of these items only. Other information is not reviewed, nor approved. CBC, ASCE /ANSI 7, RMI /ANSI MH16.1, AISI/ANSI 5100, and FEMA 460 are used for design. 1.2 Drawings 1.2.1 By Peter S. Higgins and Associates SK -1; MX -1, 2 1.2.2 By Others Source unknown Fixture Floor Plan Drawing (as received electronically 09 -13 -10 1.3 Loads 1.3.1 Vertical (Dead plus Livel Design Gondolas for 25 % vertical load reserves (impact or temporary unbalanced condition) 1.3.1.1 Arms Hand Stack Material Density = 8 pcf Design arms for 200 lbs 1.3.1.2 Hyper Maxi Shelves Loads per level = 0.3 kips 1.3.2 Seismic IBC 1617.4. VASCE 7 9.14 (Ref 9.14 -25) V =CSW; CS R D V = IERoSW E Within the constraints 0.044SDSIf S Cs= SDI < SDS R/IF)T 7/1, Yielding: 0.044SoS1EId <_V =( RSDI W: ( S W Copyright 0 by Peter S. Higgins and Associates. Provided as an instrument of service. Copying by written permission only. Project: Joe's Hardware September 28, 2010 Given: SDS= (2 /3)SMS SDI= (2 /3)Sm. SMs= FaSs Smi= FvSt For default soils: Fa= 1.0; Ss< 2.00 Fv= 1.5; St < 0.60 Results in: PETER S. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS R = 6 (Moment Frame) R = 4 (Braced Frame) T = Structure Period (sec) W = Rack +(2 /3)Contents per 1622.3.4.2 IE= 1.5 0.075W < Vmom= 0.150W /T < 0.283W 0.075W < Vbrc= 0.225W /T < 0.425W T may be determined by any rational method. 2 Components and Geometry D-hh D w D =27in Dh = 24 in W = max 48 in H = max 108 in 3 Check Arms Design Forces M:5 ZD Front yper Maxi st Omitted or Clarity S M min F,e 0.07 in3 2.2 inch kips Min. 2" x 11 ga arm (S = 0.16 iw) Ample 4 Check Hyper Maxi Beams Minimum standard beams fitted Job No. 9400 Sheet 2 Copyright ® by Peter S. Higgins and Associates. Provided as an instrument of service. Copying by written permission only. PETER S. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: Joe's Hardware September 28, 2010 4.1 Design Forces M< L,W S !S M 2)(8) min Fye 6.7 inch kips = 0.15 in3 4.2 Beam Properties 1" 0.75" Standard i 0.69" D = 3.56 in O.K. 1$, 0.50" 0 S,t= 0.34 in3 t =16 go I,t= 0.66 in4 0.50" Job No. 9400 Sheet 3 5 Check Posts (Dead plus Live Loads) While the drawings show only single sided units, double face units are also reviewed as a future con- tingency. 5.1 Gondola Upright 5.1.1 Demands One Side Loaded Both Sides Loaded P <_yWHD P <_2yHWD 0.6 kips 1.1 kips 0.8 kips factored 1.6 kips factored M< PD M= 0 inch kips 2 Mtot < 9.6 in kips 13.4 in kips factored Load from Hyper Maxi Load from Hyper Maxi 0.3 kips 0.6 kips 0.4 kips factored 0.84 kips factored Ptot< 0.9 kips Pwt< 1.7 kips 1.2 kips factored 2.4 kips factored 5.1.2 Capacities Second order effects negligible by inspection. Copyright 0 by Peter S. Higgins and Associates. Provided as an instrument of service. Copying by written permission only. J PETER S. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project. Joe's Hardware Job No. 9400' September 28, 2010 1 1 Sheet 4 5.1.2.1 Gondola Post 5.1.2.1.1 Basic Section, Moment Ca achy 1.35" As= 0.69 in2 Sx= 0.67 in3 rx= 1.11 in Mxn= 24.1 inch kips Sy= 0.32 in3 Myn= 11.5 inch kips b ry= 0.56 in LON n. 0.16° 5.1.2.1.2 Axial Capacities 5.1.2.1.2.1 Minor Axis I /ry= 0 (shear panel) n= 40 ksi Pny= 27.6 kips (does not govern - see below) 5.1.2.1.2.2 Major Axis Use Roark, 7th edition, table 15.1, case 3a. rt2El Substitution yields: pa)' =K tz pa' = 18.7 kips For: This is the Euler load (or Pe). P /pa = 0 a/1 < 1.0 Fe= 18.7/0.69 = 27.1 ksi E = 29000 ksi F /Fe = 1.48 k=, I > 0.85 in4 (core section) 18.3 ksi 1 = 102 in (above base shoe) Pn= 12.6 kips K = 0.795 5.1.2.1.3 Combined Stress Check P M Po Ma 0.63 < 1.00 O.K. Copyright 0 by Peter S. Higgins and Associates. Provided as an instrument of service. Copying by written permission only.. Project: Joe's Hardware September 28, 2010 5.1.2.2 Base N PETER S. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL; ENGINEERS 5.2 Hyper Maxi Post 5.2.1 Demands Base Shoe t = 14ga Sx= 0.68 in3 p<( tt of levels)(L) 2 0.3 kips 0.4 kips factored W,. = 24.5 2 5.2.2 Post Properties and Capacities Derives lateral stability from gondola. Second order effects negligible. 1.70" R/ry= 150 A5= 0.30 in2 1 0.50" Sx= 0.19 in3 Fn= 9.48 ksi rx= 0.71 in Sy= 0.15 in3 Pa = 2.8k ry= 0.68 in Ma= 7.2 "k ksLMya= 5.8 6 Seismic 6.1 Base Shear Job No. 9400 Sheet 5 6.1.1 Compute Period Compute period. Conservatively use only gondola loads and ignore rotational degrees of free- dom. Ref. Roark 7th ed, Table 16.7, cases 3a, 3b. 2n WL3 T' °P 1 .73 ELg 2n WL3 T ° °nd > 3.52 ELg The periods are "uncoupled ", accordingly the Rayleigh method yields: z Tstr°aJ TfoP Tz9ond Copyright ® by Peter S. Higgins and Associates. Provided as an instrument of service. Copying by written permission only. PETER S. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS - Project: Joe's Hardware Job No. 9400 September 28, 2010, Sheet 6 6.1.2 One Side Loaded 21t WL3 T 21t (0.3)(102)3 > 0.67 sec7' f., 1.73 T1 1.73 (29000)(0.85)(386) 27t WL3 2n (0.8)(102)' Tyond >3.52 ELg =T 3.52 (29000)(0.85)(386) > 0.54 Sec T,,,.,f> 0.542 +0.682 =0.86 sec V < 0.18W 6.1.3 Both Sides Loaded Masses doubled, material the same, period is 21/2 the single sided loads, or 1.2 sec V < 0.13W 6.2 Transverse Seismic 6.2.1 Demands Gondola With Hyper Maxi One Side Loaded Both Sides Loaded P < 0.6 kips P < 1.2 Idps V gond< 0.11 kips V gond< 0.19 kips 0.06 kipsVtop < 0.04 kips V top < Vmt< 0.15 kips Vtot< 0.25 kips M < Md +l M < V oadH /2 dV H/2 mpH Hto 11.0 +7.4 9.6+5.57i.7 M < 18.4 inch kips M < 18.8 inch kips 6.2.2 Capacity Checks One Side Loaded Both Sides Loaded P M P M op, omn o1'n omn 0.83 < 1.00 O.K. . 0.88 < 1.00 O.K. Copyright 0 by Peter S. Higgins and Associates. Provided as an instrument of service. Copying by written permission only. PETER S. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: Joe's Hardware Job No. 9400 September 28, 2010 Sheet 7 6.3 Stabil ity One Side Loaded Governs By Inspection OTM < (VH /2) = 15.1 inch kips (from above) RM > (PD /2) = (1.0)(12) = 12.0 inch kips Net OTM < 3.1 inch kips Uplift < 3.1/11 = 0.3 kips Use min. 1/4" diam. approved anchors. Minimum embedment 1.5" into slab. O.K. 6.4 Longitudinal Seismic Forces resisted by shear panels Design Forces V < 0.43W = 0.34 kips per side Shear per foot of panel < V /2W = 0.04 kips per foot 1/4" Fiberboard Tested per ASTM E72 to 0.2 klf OK Copyright 0 by Peter S. Higgins and Associates. Provided as an instrument of service. Copying by written permission only. - I L ORIE OVERHANG OVERHANG OVERHANG SAGGED GOODS SAGGED GOODS 3 OF CP y '--, %? -V%mv r,'; NED 4, SCC170.41 - 4iHtgg HVAC 101111; PRICTUM EINIFF Af I ROVED PLUMBING FITTINGS PLUMBING ih BREAKROOM pr="Rbom SEP 2(&5*om 9 100 DATE JOB UMBER r ec-h 0 ris S 8 e-c-- '6 .vs" LAWN& GARD"--;,,-- LVVA ELECTRICAL I Y—^ nave been - ------- ll Aicablo "ed for theibAWN- hy "Co- 0. a unicling 0, 3'4" 6- m V-T ELECTRICAL I Y—^ nave been - ------- ll Aicablo "ed for theibAWN- hy "Co- 0. a unicling 0, 3'4" t)rovajl of-Th.M of a 1permit kp_Arf j FASTENERS & LIGHTING rffljl or app not ba C'Onstrued to cu, 01 HOU" PkT c n "A . N"', Eipplicabla aL;:i"odty to vic:,: r C, ; --, , " ' o 0 r 6 th, ml crrip.q i I V, t. I IN N I Q v kt-t- BL I I I I I I I c. EvsAc-v- FeDm at'L326talk LOAALU ulwmAc f? I HARDWARE 5* c>r— NT ACCS I CLEANINGuawut0Pee. Q I I I I I i Al I I I I TOOLS & HARDWARE 3=9" 9-7 ml LZ TOOLS PAINT 6- m V-T GENERALNOTES 1. This drawing shows typical unit material and geometry. See Joe's Hardware fixture plan for location within store. See Higgins Drawings MX -1, 2 for details of the components. All drawings shall bear appropriate seals and have the same Job Number. 2. DIMENSIONS AND MATERIAL Dimensions are maxima. Units may be smaller. Units are <96" high, and usually are exempt from permit. Material is minimum size. Heavier components may be substituted. 3.ARRANGEMENT A unit may have any number of beam /shelf levels if the above loads per bay and the maximum spacings shown are not exceeded. 4. ATTACHMENT TO ADJACENT STRUCTURE Units are designed as free standing. Attachment to existing buildings or adjacent walls is not necessary unless specifically shown on the installation drawings. Maximum Loads: Hand stack storage 200 Ibs per Shelf 600lbs per side Hyper -Maxi Extensions 300 Ibs per shelf Max. 96" Max. 54" M' FRONT SIDE MADIX GONDOLAS - Ref. MX -1, MX -2 SHOWN WITH OPTIONAL HYPER -MAXI EXTENSIONS r• q ° -- a CEO, 1 L- caATct;; i, ; r.<c plans have been rs -d for ;. the Aicable coder anc .ance . is eby 9MY)(b:O 1 building pe;'i_rz, pending ov- al by all app-:.,,_.:... issuance or gra: r- provai of these pla permit or approve an; aaii:ority to vio -io or c codes shall be valid.. f a permit based on I not be r anstrued to Aicn o; 2ti applicable emit pra•aurr;;; ; Su i is ei the provisiuiis of auoh Issue Date: GENERALNOTES 1. This drawing shows standard details of the gondola product line only. Main structural elements only are shown. Numerous secondary and non structural components are omitted for clarity. See engineer approved installation drawings (same Job Number) for components used, special details, arrangement, dimensions, and site specific information. 2. The installafion drawings govern over this drawing. LINO, this drawing applies solely to fixtures regulated by Building Code (normally >96" to the top loaded level). 3. MATERIAL Steel - ASTM A1008 Class HSLA Grade 50 LINO Bases and arms Class CS Grade 40 Welding Electrodes - AWS E70 -XX (all welds single pass fillet welds designed at 50% stress levels) 4. Concrete Anchors shall be ICC approved types. e.g. Simpson Strong Tie Strong Bolt ( #1771), Titan ( #2713) ITW Ramset/Red Head ( #2427) Powers /Rawl Power Bolt ( #2502), Wedge Bolt ( #2526) Power Stud ( #2818) HIM Kwik Bolt TZ ( #1917) Embedment shall be minimum 6X Bolt Diameter. Special inspections are not required unless demanded by the building authority. Contractor shall determine any inspection requirements prior to anchor installation. 5. Bases shall be anchored in the manner shown in detail 4. i) Shoe Type: Replace leveling screw with assembly shown. Fasten to slab using one of the anchor types of note 4. Single sided units shall have an anchor at the base front and post Double sided units shall have an anchor at the end of each base. ii) Slip On Type: Slide plate over leveling screw and anchor using one 318" diam. expansion anchor per note 4. Single sided units shall have an anchor at the base front and post. Double sided units shall have an anchor at the end of each base. IQ 5Q 6.5 "x0.5 "x12 ga (0.105 ") Bar 7/16" Diam. Hales AAA TYPE 4.00" Column Face Stock 0.38" N 1.82" 0.63" 12 ga (0.105 ") Bar 7/16" Diam. Holes typ SLIP ON TYPE 118 LevelingScrew 1L1' — ELEVATION 0 , • SINGLE SIDED PLAN VIEW DOUBLE SIDED BASE SHOE TYPE BASE ANCHORAGE 4 See Note 4. Anchor diameter shall be 1/16" less than minimum hole dimension. 1 18 ga N Min. 0.16" POST 1 Fy= 50ksi) O N ARM 2 t= 0.121 ") ANCHORAGE PATTERN Anchors may be on either side of unit. Alternate direction of AAA type from unit to unit 0 TYPICAL ELEVATIONS %1 IJ 101 Ice cYrlr .nr — 114 ". SPot 14 4.22" oI 1.72" _ _ 1 "_ _ V 1/4" BOLTS of o 11 U 0 1.25" i,o C of-- o ii to to BASE SHELF POST BASE PL & CONN. 3 12 ga. - GENERALNOTES 1. This drawing shows standard details of the Hyper Maxi" shelving components only. These components attach to Madix Gondolas as shown. See Higgins DrawinSeegMx -1fordetailsofthegondolas. Engineer approved installation drawings (same Job No) for components used, special details, dimensions general arrangement and other site specific 2. The installation drawings govern over this drawing. UNO, this drawing applies solely to fixtures regulated by Building Code (normally 96" to the top loaded level). 3. MATERIALSteel - ASTM A570, Gr. 50 Bolts and Hardware - ASTM A307 (Grade 2) Welding Electrodes - AWS E70-XX (all welds single pass fillets designed at 50% of allowable stress levels) 4. Unless noted otherwise on the installation drawings, the allowable soil bearing value is 1.0 ksf 1.00" Upper BEAMS G16ga 1 in 0 i..\ SIDE FRONT TYPICAL ELEVATIONS SEEINSTALLATION DRAWINGS FOR LOCATION IN STORE r Tack Weld Upright Face T , hCE , - 7 — , - Upright Face_,, 0.09 @ Notches 0.121" PL SGU i I D 0.09 - — D, , — Iiasa plans have been n. -: r, s6 for ,,.r:.; j:) the Iicable codF,s e i :.r.;utce. r, l =t. ,n isIF -reby grain,..: a br.iiding r!, ei id ing proval by ail epj.,.: -. ; ergr cies. Load Arm Similar to 2 /MX -1 1.63x12 ga Bent PL Notched to Clear Arm STRUT TO UPRIGHT CONN. 6 S2642 SM °331-12 09 V - 1 ' issuance or gra: ': fa per it sei on pproval of these piz: 'I not b c ns ru d to o.e mit or approve any c i u :r, plilaole 0.09V, V o. r :.;ice h, t r at ulty 'io VI(i f or t :,icol the pru"islo I' of su"'i' ccdas shall be valid Min. 0.50" net throat per hook Hooks at 1.25" C -C REAR BEAM CONN. 3 Hook shown for clarity 5 2 hook connector on Standard Beam 0.121" PL - FRONT BEAM CONN. 4 12 ga. PUNCHED AND BENT TO ENGAGE HOLES IN COLUMN Issue Date: September 26, 2010