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Specifications
BU P2007-00593 HOME DEPOT 14800 SW SEQUOIA PKWY f PIM AVM III EWE RCHITECTU RA L GROUP INTERNATIONAL October 30, 2007 RE: Reset Procedure Home Depot Store To Whom It May Concern, Thank you and your staff for reviewing the drawings for the limited-area remodel of the Home Depot Store. To support the submitted drawings, we present the Home Depot construction procedure for reset projects to insure a safe shopping and working environment. • All construction work will be scheduled to occur during hours that the store is closed to customers. • The only planned work to occur during the day is merchandising or stocking of product, which will be conducted according to Home Depot's safety standards, and will include the use of banner barricades as necessary to keep customers and other employees away from the area. • In the event that some portion of the construction is unable to be completed during non-business hours, we are attaching a detail which shows the use of a temporary phasing partition to divert customers and employees safely away from the work area. All work will be enclosed utilizing this barrier system and existing aisle ways and a minimum of two means of egress will be maintained from the work area. I trust the above information and corresponding drawings and notations satisfactorily completes the requirements for this project; however if there is any additional information we can provide, please do not hesitate to contact us. I can be reached weekdays, 8-5 EST at 859-261-5400. Respectfully Submitted, AllAmanda J Mu y Architectural Group International Enclosure: Temp. Phase Partition Detail A1.0 ARCHITECTURE PLANNING INTERIORS 15 W SEVENTH STREET. COVINGTON,KENTUCKY 41011 TEL(859)261-5400 FAX(859)261-5530 2'-0" 2'-0" PHASE WORK OSB STAND, 4" 4" 4" l 3/4" 1 3/4" 4" RE:A1.0-02 / / / / II ∎ „ OSES STRIP, \ \ \ partners RE:A1.0-03� .. / _ - \ .9 B C 1/4"DIA.BOLT / - • I/2"RADIUS, `1/2"RADIUS, 909 Lake Carolyn Parkway AND WASHERS �� TYPICAL \ o TYPICAL o Suite 500 (4 TYP.) irvinp,TX 75098 214.965.3400 T 214.3512195 F mowiwdpartrrere.com • Q t e� wdpsrWees.00m • 4'-0"x8'-0"x1/16" _ OSES SHEET Boston I/2"SLOT,,,,‘ y o o Chicago Columbus • Dallas 0 Dsrss a • 0 �• 0 Los Meek* 'N v v — Miami 4'-0"x8'-0"x1/16'% \I/2"SLOT O SHEET \ 0 0 • 9 N = I/4'DIA.HOLT SALES AREA AND WASHERS • \ 08 TYP.)��,..,.-__ 30 \ \ , I \ \ \ I \ A10-01 1SGAE3/4"=1'-0"SOL E ' N A10-02 ELEVATION - STAND SCALE3/4"=I'-0" 4" EIN \ \ 7. REVISIONS o \ ■ 0 ' I/4"DIA.BOLT r. 1/16"0513-------- / (4 TYP.)WASHERS 0 STRIP in\ i e e �� I 1 1 lit [ a H Ce _� 4 i I r. OSB STAND,-----' a 4'-0"x8'-0"x1/I6" RE:AI.O-02 1/4"DIA.- �� \ OSB SHEET OSB STRIP, a HOLE l4 RE:Ate-03 Cl)WTYPJ } PROTOTYPE ♦ 3" 1 I" ASTORE NUMBER lilt a o \ WO PROJECT NUMBER • HDPR10000 ^ Zo 2 ELEVATION 1- STRIPS DETAIL Al ■0 I' A1.0-03 SCALE3/4"=I'-0" A1.0-04 SCALE3"=1'-0" Last Saved DA_ �� 5-011�Prodxiions4�{Ippl�ROI(sFNER/y,t401f54O68-f£Tk514t5619 ue1a1661/73REVd41 1:10 FM RPM A4LV.V1 1111111•11• ARCHITECTURAL GROUP I NTERNATIONAL 15 WEST SEVENTH STREET COVINGTON, KENTUCKY 41011 PH 859.261.5400 FAX 859.261.5530 October 18,2007 RE: Racking Information Home Depot Store To Whom It May Concern: Thank you and your staff for reviewing the drawings for the limited-area remodel of the Home Depot Store. Please find information below regarding the racking installation. Racking identification Tags: The shelving is tagged in the following manner 42x144HD(10)-99(1), 51(1)-New, Reloc, or Ext. These are read as follows: Depth x Height Type (Number of Uprights) — Standard Shelving Lengths in order—Then if New, Relocated or Existing. Any new racking to be provided will match existing in type and installation. NOTE: NOT ALL RACKS UTILIZED IN ALL STORES. REFER TO PLANS FOR RACK ID TAGS UPRIGHT TYPES: COLORS: ti3 u RD �-- REGULAR DUTY 0 ORANGE Fy co N D N=A VY DUTY W WHITE _..---------------- L 11 u_ 14_1 :d) OPTI —L OPTION I G GALVANIZED R-- (V3 OPT? OPTION ?. N GREEN__..... F6 ARU ABUSE RESISTANT Y GREY '!a III ? U O Q © GA/GI ... GALVANIZED INSERTS B BLACK GU 42x1921-0(4)-0/99(3) VF "V" RACK/FAN/LIGHT RACK I.D. TAG Racking Information: The lower portions of posts exposed to damage by forklift trucks or other moving equipment shall have protective devices. Any existing damaged components will be repaired to like new condition or replaced. All rack installations and racks shall be manufactured and installed in conformance with the applicable codes. On 192" uprights the top beam is installed at 144" with a pallet stop beam at the back at 190". On the 144" upright the top beam is installed at 96" with at pallet stop beam at the back at 140". The tallest storage is at 192"or 16'-0". Racking Information Home Depot October 18, 2007 Page 2 Racking Details: The racking is made up of two components that are put together to create varying runs of racking. These two parts are the uprights and beams. The uprights stand vertically with the beams spanning between them.There are several types of uprights including Heavy Duty(HD), Gutless(GU),ARU, and V-Racking (VF). --1----, / i-_ //I: < c:5 __ \ 1 \ \ > In addition to noting the type of upright the identification tag also indicates the depth, height and color. The dimensions (as shown above) measure the total depth 173- and total height and are noted as such. There are different colors of racking that are used in the Home Depot stores which include: orange, white, beige, and garden dizesc.ipatsedent).a ---\- -', almost exclusively in the outside 1 --,,,- The next component of the racking is the beam. When ,H---------- measuring the beam it is necessary only to note the u ----- length, the spanning distance between uprights, not including either upright. The standard lengths are ,-, shown to the left. / U I. 0 " , T U n \ 1 , 11,-- ,'` --1 Racking Information Home Depot October 18, 2007 Page 3 • I trust the above information and corresponding drawing revisions and notations satisfactorily completes the requirements for this project; however if there is any additional information we can provide, please do not hesitate to contact us. Respectfully Submitted, 1 6 . le Amanda J Mu y Architectural Group International • - ‘Irt ANDLER CH, Rev. Date:0/00/07 Scale:NA Date: 2/06/07 12' Home Depot Flooring Desk 1,)tiLL.u4D- 3D Rendering Front DRev.r aw nDrawn By: BKy. Vi 1 '��s ,qtr a ` , rsfd9� 14 dhr' h M^ .. l I,I ! tl✓'9� YI hnl' i 'v y'4*'.1 :{ " 'a hcy"IINT y Ft o u> Y� qI rk w'r 7 r° x " 3�' �� by l � a.,@L 5pn�IP r E w� b aa, � ^ k" �'s ' �'� �k W 9�1 pbPM S ��"'7 Y�'�'Q I ti „ `�'�w � a�FICn^",91 I�IIIl eRe. F�5�1 III{I�� 1�'N M1���i� " y k„W t: p,. t<;�z,�� R M 12” Home De of Floor Desk s�a�e:NA Date: 2/06/07 Drawn By: cJc 3D Rendering Inside Revis�on.fl Rev. Date. 0J00J07 Rev. Drawn y , —, . . . .........—. .....—*. . —, .— HAREMV;illE SCI-Et1LLE ... ,, HYOID,LCOEF,::,,,11A1:71-1 i 1 C1ESCRIPllbli COUNTERTOP----------N ....---- —— 11,1-77:73 I i'1■54 ' _4"1:1.14"...ir.ktUutmr,Arr 4i.rvItirdt!! !!! !!,! ,.., ,sr.c. ! ' [:so,„riososssissiscomEs i TAMid E 1 COUNTERTOP EDGE- .,--, .... -1:"1 El COUNTERTOP EDC-E ,..., : ■ F - i TIAtt E:lit An,'utsits.,yrs I 1 ---N --' ',,,, ./- “,...r •.: .!.rstr ors'er*E LE WI EE C i',i 4 14E^ibri tE4"'EA 011144 1 ,.."' *.,.: ,,, 1:■ ... .,_ .41E4,A4,1 4,1144E 4 1 PE-2 ALL EXPOSED SURFACES. .."''''''''' ,,..c.F-' „, ,,,,--------PL-1 COLIN niRfl‹)I-F ' ... . ;› ., ,,. ' ' .. . MALL&PAPER STORAGE; ......” .„,.- .... FF'' , iFf' I . : ..,. .1,A,E4P4,43T41';1E44400,441.',crew.nr cAtr- .1.,140.4wors:t z,..14,sevi s,,,,:r.14.07..);t:r,;,:.,;(0,:f, : IVIA ' '' 5 ,44.I\Olt tit"4,i 4J..tAtirt ALV7 . 4.1, , ' [;LAST 4(00 eCT 145 KME44448 f$E4EE(4,0 41011E4'VOW E' 100010i,'' .14 ,,,, , — ,1,?Are 4.if..,it,ocaset;,16,Fm.1l1E041,4iE,E410FE TO borets 1: fIN1SH SIlHEDULE , WOO 71 PL1 430 PIONITE itSG214.S, , :....1 .1BANKERSGRE'Y) 1-....., ...4.: TL? MO PIONITE tt 1'V04311-H I ' CASINETS(SEE SHEET 1 SMILLWORM ellEftllY) _ -FRONT VIEW l ALL 0 F....? MI MELAMINE TO MATCH PON I rE 14 P294, P* er Pole Location EXPOSED SURFACES M1 -- 114AROROCK MANX) ...„.., . :1 ' EDGE SANEY l m CHARTER „, 0 ISO @ SERVICE SIDE : f? 4-- ' E ant p ; 1131ACK) SOAL 1,2.,=12: ii? o a-pvc, l . -----. c T.:, r.f3 < 1 470 MATC11 HMICROCKMAPLEI ro ' Elf E5 Li '' 7 -El COUNTERTOP EDGES — 'F,, F•F Si 16 GA.4','DUPONT ALESTA RIDGE SILVER PAINT Flf4ifili PL.1 COUNT fiFilOPS '' ....:11 1 ..-." P L-2 AU.EXPOSED SLI R rAC ES ,F= .,..! .-, , ...." F.VVALL.8 PAPER STORAGEo ..,,,,,...":`,'" `-' .'■',.. ,,,' ,,,,,,,,,,,,,K). ..„„.."' ,,,,' e''' . ., ',...,,,,, ,,'''' „:,..."'''''' FS A1sETAESI„ElE"■r<la s'EXPOSED 'FFF., ..---"" //:"/ EEO c ....,„......-- .„. .....,F '' MI. I F ""/"' = i 43 mi t-2 E2 EDGE— ---"'" 0 ISO @ CLIENT SIDE SCAL 112-:.-F.:17 - . - . - —,--- i r , ... ._... .,. ., • 1:`l'Er'± .- It'''' -'"'.7.--1-rt",-* v I.'. A , __...—_,„,-- ...........____ VI ""- ,„„„„,,,...,m,m."...'-'-'-' ,,,,...--- '„.'•,tit,.,.;.,R , ■; I.:. ..„. : 144 ,., *. Mr. /a ±I "- , . .......—H.: Power Pole Location i ' --. „ 1 AA _..., ,.,,,,,.. i„ ]] ,] N ....,,,,,4-',,,,',0.- ,...., •-..8 rs,tiviii- v41,,vol,.t:',!, I.-0 ...0 -I-,..- 'A E±Ti' ±± „ ± ' : .,„•,,,',2 c,,,-, (:,,oiratA 10,.<0 0,1., Pc+04 ETTA . , ''''• - , :',i '' ,: ,,,,. , ,,. , tii• , a EL C..1 C.1 .,. 41, .111 in tfCTOW,,) ■ a- :.,, .L. 11 -, -4 , a, • r.1,..r „ ' E ' . : 0 : — 1 . „ 2 3 , ! : • ' . , i ,. 1 • i / '-). ,,..,,, :-. :,, . 1 TV, -....____,/ ]-] 4, •- 7...' 1,' A 4 6.4.4- -4 a±:.•' ±.... PLAN VIEW 0,DESIK 0 F±" ± 71' —I I ...........i. , .... --EA•i±hiP,,,,,"-'-:±±±. I"Li c ., ,_!•., • , i , , , .,.. ,,,,,,r,:r, ... ;.i),,-.•;:1-- .„.., E.-,,,.:,,,,i , . —.I , — -- _ 1-,,•: ! ...,..:. T. 1-71,,,f, 1 1 , .: ''''.' l.--'± I,,-.Y."3.+4,' r!. :.v.r. l,,ok ,”. x V!'V L.) (2 0 INSIDE ELEVATION t DESK r. . , „. . _ ........ .., . . . '. ,.. ', At cn, ,.. :. k - _ -7"" 1.-; ; ; rot -1°-3""- 74 2°4' 0.- ' "61 I'm L 1 A a.- 1.11111.1 4-- 1 - . 4 t 1 '41 . , 1 ,,a.. . 1''I. 0 z al „ , ,. /J.__ "—I----OF DRAWERS E3-ALL TOP EDGES ...L.i..L..... 1 4 , - 77" //' -,............_ 1 ''-"-.-7. -..- v-10 va- T II alit . O WIRE CHASE f- n --t TYP DRAWER-102 to11 0-- 1 I CP 41:1 al LI cfj ' r- r 0P) .- -1-r .. H ,- Fnl .....■ 2 ,f, p. 1*-4 1/2"" , I --",---------4,--^--1H/051 MEDI 11.11. A1_4,1:: 1, I Hi'05 1 1H/01 '',1° ..,-.7 I1'.9 1/4:*- 5-11V4V-9-4 , 1 1 5/0"" 2 ^ ' ii-41■' . .. 1 i „ 4.1 1'.0"° 2-5" .1°4 , ----IP- , l'.2"". :146 2-5" - I ilk SECTION THRU DESK @ DRAWER BANK &SECTION THRU DESK p PULL E OUT SHELF r,',J .,i mar SCAL 1"=,12" SCA!, 1"4 12" E.- L,LI --J - C:1 ' - .!:"•E';' -- i;',',1'E:■:i''''''' < : t i 1-,i tri U — -- . . . -roll1/11111111 :: ... Lankford Construction Company - 11111M ...m- GENERAL CONTRACTOR 1455 KARLENS WAY, JOHNSBURG, ILLINOIS 60050 PHONE (847)497-0800- FAX (847)497-3300 Scope of Work Overview: Home Depot #4002 14800 SW Sequoia Parkway Tigard, OR 97223 November 06, 2007 Appliance/Kitchen Displays: 1. Replace old kitchen displays with New Store standard displays 2. Install New Workstation, upgrade data/voice lines 3. Replace old appliance display fixtures with New Store standard fixtures 4. New Signage Plumbing Department: 1. Replace damaged/outdated pallet racking: 2. Install New In Bay Displays: Bath, Mirrors, Water Closets, Faucets, Parts Wall 3. Install Floor Bath displays 4. Install new banners Lighting/Fans 1. Replace Racking to New Store Standards 2. Replace In Bay Displays Tools-Hardware: 1. Remove mouse trap at end of tool area so as to have the open format. 2. Install new pallet racking to match existing pallet racking. Replace: 1. Replace paint desk with New Store standard. , 2. Replace service counter. 3. Replace Pro desk& rear Phone station Fixtures Miscellaneous: 1. Replace damaged upright in Storage Racking 2. Paint Front wall 3. Install new signage-aisle directories Mario Chiarani Project Manager Lankford Construction Company 847-343-8445 cell mchiarani@icco.com November 7, 2007 RE: ADA Compliance Checklist for Home Depot AMR III To Whom It May Concern: Mir• MR As per your request for code/accessibility clarification, we have reviewed the drawings of ARCHITECTURAL the existing store and we have had information provided from a recent store survey. The GROUP drawings that we are submitting depict the current conditions of the restrooms and I NTERNATIONAL departments under consideration for the proposed remodel The proposed modifications will be in compliance with 2007 Oregon Specialty Code, Chapter 11, Section 1113 and ORS 447.241. Existing site elements such as parking and accessible route are existing to remain, are not being modified, and are not included as part of this project. Public Restrooms, drinking fountains, phones, etc. are existing to remain, are not being modified, and are not included as part of this project. Transient lodging, assembly occupancy and details to indicate compliance with specific occupancy requirements are not relevant to this proposed project. All existing egress and accessibility route requirements are either being maintained or are being improved. Building elements related to this are existing to remain, are not being modified, and are not included as part of this project. There is no additional occupancy required as part of the proposed scope of work. Any modifications to the showrooms and racking will not impair accessibility routes to means of egress, public restrooms, telephones or drinking fountains to individuals with disabilities. Accessible parking spaces are existing to remain. If the spaces are not identified with signs and van accessible headings,the Home Depot will provide those and mount as required per applicable codes. Water closets, lavatories, urinals, entrance clearance and a 60" diameter turnaround area are provided as per required guidelines in each of the public toilet rooms. If tactile or Braille identification signs are non existent, The Home Depot will provide those and mount a maximum height of 60"a.f.f.as per criteria. Break rooms and lounge areas are barrier free and exits and entrances into the office and employee areas are accessible. If required and found to be non-compliant during inspections, the furniture in the lounge and training areas will be relocated to meet required accessibility for those in need of special consideration. The entrance/exit at the front of the store is achieved from the parking lot across a level concrete apron and through doors that are operated using automatic sensor devices. It is a policy of The Home Depot to maintain a safe and accessible facility for the customers and employees. If any areas of non compliance are found during an inspection or a review process,they shall be remedied prior to the request for a Certificate of Occupancy. Thank you for your attention to our project and if I can assist with any additional information or coordination, please contact me at(859)261-5400 x 291 between the hours of 8:00-5:00 EST. ARCHITECTURE PLAAWING INTERN:MS Respectfully Submitted, AP 15 W SEVENTH STREET. 94.4 (v COVINGTON,KENTUCKY 41011 TEL(859)261-5400 FAX(859)261-5530 Amanda J ulcahey Architectural Group International Minimum Aisle Spacing General Information Minimum Aisle Spacing Minimum Preferred 95K/102K/115K I 95K/102K/115K ElIAII aisles inside store unless otherwise noted I 81-0" I 0 'Main entry aisle( j.) 1 1V-7"/1-r-1(T Ilz-o" I 12'-0"to 14'-0" El IMain aisle(Checkout cabinet to endcap)(A-2) I 18'-6 I 20'-0" El !Center cross aisle(A-3) I 111-6" I 12'-{r EI 1Back cross aisle(A-3) I 8*-0" I I D21 Lumber Minimum Aisle Spacing Minimum Preferred I 95K/102K/115K If 95K/102K/115K Ei 'Board Run II 91-0" 101-0" El !Dimensional Lumber I I 1T-(r I I El !Fence Panels 1 I 16'-0" I il 1-1 'Sheet Goods(from cantilever base to cantilever base) 11 121-0" I D22 Building Materials Minimum Aisle Spacing Minimum Preferred 95K/102K/115K 95K/102K/115K 0 !Concrete I 9'-0" El 'Fencing I 8'-6"I 81-6"I 9'-6" El 'Insulation I 9'-0" pi 'Roofing I 10'-2"/10'-6"/11'-0" El ISheetrock(D22-1) 1 1V-11"/1V-11"/1V-6" 12'-0" I D23 Flooring Minimum Aisle Spacing Minimum Preferred 95K1 102K/115K II 95K/102K/115K 0 Carpet&Vinyl Machine(Front cutter to Kitchen wall) I 7'-11"/8'-0"1 8'-011 If 8'-0" (D23-1) 0 'Ceiling Tile I I 8'-6"I 8'-6"I 91-0" I I El !Ceramic Tile 1 I 8'-O"/8'-0"I 91-0" II 0 'Ceramic Wall Tile jj 8'-0"/8'-0"19'-0" ii E IWood Floor I I 8'-0- I 1 I D24 Paint Minimum Aisle Spacing Minimum Preferred I 95K/102K/115K I 1 95K/102K/115K El All aisles I I 8*-0" I 1 I Revised: 06/16/04 Page 1 of 3 Minimum Aisle Spacing 1D25 Hardware Minimum Aisle Spacing Minimum Preferred 95K!102K!115K II 95K 1102K/115K 1 Fasteners 1 8'-3"/8•-3"/9'-0" I I 9'-0" Tools I 6'-0"/6'-0"161-8" I I D26 Plumbing Minimum Aisle Spacing Minimum Preferred I 95K 1102K!115K I I 95K!102K!115K El Cantilever(Pipe Run) 11'-0"/1V-9"/11'-1" 11 11'-6" I D27E Electrical Minimum Aisle Spacing Minimum Preferred 951(11021(1115K 95K/102K1115K [flaisies I 8'-0" I I 1D27L Lighting Minimum Aisle Spacing Minimum Preferred 95K/102K/115K II 95K/102K/115K 1 • Commercial and Decor Fluorescent Lighting 8'-0" I I Lighting except Commerical and Decor Fluorescent I 6'-0"/6-011/6'-6" I I 6'-0"/6'-0"17'-0" Lighting EINote:Lighting can have less than 8'aisles(as narrow as 6'-0")provided that wire decking is used on all shelf levels on both sides of the aisle. Note on Plan:"All Wire Decking on All Shelf Levels". D28 Indoor Garden Minimum Aisle Spacing Minimum Preferred 95K/102K 1 115K I 95K/102K1115K All aisles except main aisle leading to Outside Garden 1 I 8'-0" I I • Main aisle leading to Outside Garden(028-1) I 10'-6"/10'-6"/12'-0" I I 12'-0" D280 Outdoor Garden • Minimum Aisle Spacing Minimum Preferred 95K/102K/115K II 95K/102K/115K • Outdoor Racking 17-6" Between plant tables in the shade cloth area T-6" I I 8'-0" D29 Kitchen & Bath Minimum Aisle Spacing Minimum Preferred 95K/102K/115K II 95K/102K/115K Tubs and Showers I 8'-0"/8'-0"/ Revised:06/16/04 Page 2 of 3 Minimum Aisle Spacing D30 Millwork Minimum Aisle Spacing Minimum Preferred 95K/102K I 115K I 95K/102K/115K El Chandler Displays-the two outside aisles(D30-1) I 6'-5" O Paneling I 7-0"/9*-011/10'-01' 11 0 'Unfinished Moulding 1 1 8'-6"I 9.-0"I 1V-0" I 7-0"I 9'-0"/ 10'-0" D59 Decor Minimum Aisle Spacing Minimum Preferred 95K/102K/115K II 95K/102K/115K O IAII aisles I T-o.I 8'-0"I 8'-0" I 8'-0" D78 Tool Rental Center Minimum Aisle Spacing Minimum Preferred 95K/102K/115K II 95K1102K/115K O All aisles I 5'-6" 6'-0" OPS Front End Minimum Aisle Spacing Minimum Preferred 95K/102K/115K 95K1 102K/115K 0 Checkouts to front wall(OPS-1) 91-6" 1 10'-0" El Single Pro Checkout to front wall(excluding bag T-11" I standXOPS-1) 0 'Between Checkouts(OPS-2) I 71-0" I ElBetween Checkouts when in front of main exit(OPS-2) 1 9'-0" I ElBetween Checkouts and 16'Striped Lumber Exit 6.-o. I (OPS-3) El Between Checkouts and 20'Striped Lumber Exit 4'-0" I I 0 IBtween Self-Checkouts and other Checkouts 6-o. i I EI !Returns Checkout to front wall(OPS-4) 8'-0" 1 El !Between double Returns Checkouts and fence(OPS-4) I 4'-cr I I E] Between double Returns Checkout and Expediter wall 8*-10" I (OPS-4) O !Between double and single Returns Checkouts(OPS-4) 41-7" I El Between Bleachers and Books/Racking 5-9"/6-8"/6'-8" I I 6'-8" I OPS Receiving I Minimum Aisle Spacing Minimum Preferred I 95K/102K/115K I 95K/102K/115K 0 'Aisle to sales floor I I 101-0" I I Revised:06/16/04 Page 3 of 3 1111110■ ARCHITECTURAL GROUP I NTERNATIONAL 15 WEST SEVENTH STREET COVINGTON, KENTUCKY 41011 PH 859.261.5400 FAX 859.261.5530 November 7, 2007 RE: Plan Submittal Requirements Checklist for Home Depot#4002 Tigard, OR To Whom It May Concern: Thank you and your staff for reviewing the drawings for the limited-area remodel of the Home Depot Store. To support the submitted drawings, we present the standard checklist and the following explanation for the indicated non-applicable items. SITE PLAN Since the project scope is comprised of an interior store fixture reset of limited-area, existing site elements such as parking and site utilities are existing to remain, are not being modified, and are not included as part of this project. ENERGY EFFICIENCY FORM The heating and cooling equipment are existing to remain, and there are no ductwork changes being proposed under this project. SPECIFICATION BOOK All specification information has been included on the drawings. FIRE SAFETY PLAN All existing egress and accessibility route requirements are either being maintained or are being improved. Building elements related to this are existing to remain, are not being modified, and are not included as part of this project. There is no additional occupancy required as part of the proposed scope of work. FLOOR PLAN Existing rated and bearing walls are not being modified under this proposed work. There is no special occupancy requirement. FRAMING There are no modifications proposed to existing walls or roof structure. FIRE PROTECTION Any fire walls or penetration thereof, interior finishes, roof covering, fire blocking, fire dampers, fire alarms, FAC 61G system, fire extinguishers, standpipe risers, or smoke control elements are existing to remain with no modifications proposed thereto. The existing in-rack sprinkler layout is existing to remain with no proposed modifications. Any plans and specifications for proposed fire suppression work shall be by a licensed fire suppression installation vendor and are not part of this application. There is no existing or proposed grease hood as part of this project. Plan Submittal Requirements Checklist Home Depot November 7, 2007 Page 2 SCHEDULES/TABLES All doors and windows, and their related connection details, as well as lintels and roof/wall sheathing connections, are existing to remain with no modifications proposed. ACCESSIBILITY CODE Existing site elements such as parking and accessible route are existing to remain, are not being modified, and are not included as part of this project. Public Restrooms, drinking fountains, phones, etc. are existing to remain, are not being modified, and are not included as part of this project. Transient lodging, assembly occupancy and details to indicate compliance with specific occupancy requirements are not relevant to this proposed project. ELECTRICAL Maximum available fault: Existing switchgear is to remain and be reused. AIC rating of gear: Existing to remain. PLUMBING All plumbing items are existing to remain, are not being modified, and are not included as part of this project. MECHANICAL All plumbing items are existing to remain and are not being modified and are not included as part of this project, or no such items are being proposed as part of this project. GAS All gas-related items are existing to remain, are not being modified, and are not included as part of this project. I trust the above information and corresponding drawing revisions and notations satisfactorily completes the requirements for this project; however if there is any additional information we can provide, please do not hesitate to contact us. Respectfully Submitted, () tilea c Amanda J Mulcahey Architectural Group International Home Depot #4002 NSF Racks Location: 14800 SW Sequoia Parkway Tigard, OR Prepared For: Home Depot Orange, CA Prepared By: Peter S. Higgins And Associates Consulting Structural Engineers 30765 Pacific Coast Highway Malibu, CA 90265 (310) 589-1781 Peter S. Higgins, S.E. Job Number 8271 Revision 1: November 8, 2007 General revision for 16' high racks . -p PRUpc This Document and the design it contains is copyright by Peter S.Higgins any Associates. It `w 'Q is provided as an instrument of service,and shall not be reproduced in any ashion without written permission. Notice to Building Departments If this calculation is submitted for building permit approval, it shall • ;; .11 s ,ets if t `Pep 1 1c,�1 calculations as listed in the table of contents on the next page(s), and s• acco, paniei t� I, S : by all drawings listed in Section 1.All documents shall bear appropriate i nd -gnature (/?s 1.103` in ink of a contrasting color with the same Job Number Reference. T ,latio shall be signed across this block. IREPRODUCTIONS OF SIGNED COPIES A' I ALMS PETER S. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: Home Depot#4002 Job No. 8271 November 8, 2007 Sheet ii Table of Contents 1 Reference Data 1 1.1 Scope of Work and Codes 1 1.2 Project History 1 1.3 Drawings 1 1.3.1 By Peter S. Higgins and Associates 1 1.3.2 By Others 1 1.4 Loads 1 1.4.1 Vertical (Dead plus Live) 1 1.4.1.1 Pallet Rack 1 1.4.1.2 Cantilever Rack 2 1.4.2 Impact Loads of Machine Loaded (Pallet/Selective) Racks 2 1.4.2.1 One Pallet Wide 2 1.4.2.2 2 Pallets Wide 2 1.4.2.3 3 Pallets Wide 3 1.4.3 Seismic 3 2 Check Beams 4 2.1 Display Beams 4 2.1.1 Design Forces 4 2.1.2 Beam Properties 4 2,2 Up to 108" Spans, .............................................................. ... . 5'. 2.2.1 1.5 kip Pallets 5 2.2.1.1 Design Forces 5 2.2.1.2 Beam Properties 5 2.2.2 2.5 kip Pallets 5 2.2.2.1 Design Forces 5 2.2.2.2 Beam Properties 5 2.2.3 3.75 kip Pallets 6 2.2.3.1 Design Forces 6 2.2.3.2 Beam Properties 6 2.3 108+ - 127";Spans 6 2.3.1 2.5 kip Pallets 6 2.3.1.1 Design Forces 6 2.3.1.2 Beam Properties 6 2.3.2 3.75 kip Pallets 7 2.3.2.1 Design Forces 7 2.3.2.2 Beam Properties 7 3 Heavy Duty 144" High Pallet Rack 7 3.1 Components and Geometry 7 3.2 Check Posts (Dead plus Live Loads) 8 3.2.1 Load to Post (aa Critical Section) 8 3.2.2 Second Order Effects 8 3.2.3 Post Properties (net section) 9 3.2.4 Post Demand, Capacity and Combined Stress Check 9 3.3 Longitudinal Seismic 9 3.3.1 Base Shear 9 3.3.2 Design Forces 11 3.3.3 Post - Combined Stresses 11 3.3.4 Beam Connections 11 3.3.4.1 Design Forces 11 3.3.4.2 Connection Capacity 12 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: Home Depot#4002 Job No. 8271 November 8, 2007 Sheet iii 3.4 Transverse Seismic 12 3.4.1 Machine Loaded Racks (Limited to 144" tall, min. 36" deep) 12 3.4.1.1 Base Shear 12 3.4.1.2 Design Forces 12 3.4.1.3 Post Capacity 12 3.4.1.4 Stability 12 3.4.1.5 Anchorage 12 3.4.1.6 Brace 13 3.4.1.6.1 Design Force 13 3.4.1.6.2 Brace Capacity 13 3.4.2 Display Racks (Limited to 144" tall, 24" deep) 13 3.4.2.1 Base Shear 13 3.4.2.2 Design Forces 13 3.4.2.3 Post Capacity 13 3.4.2.4 Stability 13 3.4.2.5 Anchorage 14 3.4.2.6 Brace 14 4 Heavy Duty 192" High Pallet Rack 14 4.1 Components and Geometry 14 4.2 Check Posts (Dead plus Live Loads) 14 4.2.1 Load to Post (aa Critical Section) 14 4.2,2 Second Order Effects 15 , 4.2.3 Post Properties (net section) 15 4.2.4 Post Demand, Capacity and Combined Stress Check 16 4.3 Longitudinal Seismic 16 4.3.1 Base Shear 16 4.3.2 Design Forces 18 4.3.3 Post - Combined Stresses 18 4.3.4 Beam Connections 18 4.3.4.1 Design Forces 18 4.3.4.2 Connection Capacity 19 4.4 Transverse Seismic 19 4.4.1 Base Shear 19 4.4.2 Design Forces 19 4.4.3 Post Capacity 19 4.4.4 Stability 19 4.4.5 Anchorage 19 4.4.6 Brace 20 4.4.6.1 Design Force 20 4.4.6.2 Brace Capacity 20 5 144" Display Facade Rack 20 5.1 Components and Geometry 20 5.2 Check Posts (Dead plus Live Loads) 21 5.2.1 Load to Post (@ Critical Section) 21 5.3 Second Order Effects 21 5.4 Post Properties (net section) 22 5.5 Post Demand, Capacity and Combined Stress Check 22 5.6 Longitudinal Seismic 22 5.6.1 Base Shear 22 5.6.2 Design Forces 22 5.6.3 Post - Combined Stresses 23 5.6.4 Beam Connections 23 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: Home Depot#4002 Job No. 8271 November 8, 2007 Sheet iv 5.6.4.1 Design Forces 23 5.6.4.2 Connection Capacity 23 5.7 Transverse Seismic 23 5.7.1 Base Shear 23 5.7.2 Design Forces 23 5.7.3 Stability 24 5.7.4 Anchorage 24 5.7.5 Brace 24 5.7.5.1 Design Force 24 5.7.5.2 Brace Capacity 24 6 "Doubler" (ARU) 144" High Pallet Racks with 7.5 kips per level and 2E/2D Uprights 24 6.1 4 Levels @ 48" 24 6.1.1 Components and Geometry 25 6.1.2 Check Posts (Dead plus Live Loads) 25 6.1.2.1 Load to Post (@ Critical Section) 25 6.1.2.1.1 Below Doubler 25 6.1.2.1.2 Above Doubler 25 6.1.2.2 Second Order Effects 26 6.1.2.3 Post Properties (net section) 26 6.1.2.3.1 Below Doubler 26 6.1.2.3.2 Above Doubler 27 6.1.2.4 Post Demand, Capacity and Combined Stress Check 27 6.1.2.4.1 Below Doubler 27 6.1.2.4.2 Above Doubler 28 6.1.3 Longitudinal Seismic 28 6.1.3.1 Base Shear 28 6.1.3.2 Design Forces 30 6.1.3.2.1 Below Doubler 30 6.1.3.2.1.1 Design Forces 30 6.1.3.2.1.2 Post - Combined Stresses 30 6.1.3.2.2 Above Doubler 30 6.1.3.2.2.1 Design Forces 30 6.1.3.2.2.2 Post - Combined Stresses 30 6.1.3.3 Beam Connections 30 6.1.3.3.1 Design Forces 30 6.1.3.3.2 Connection Capacity 30 6.1.3.4 Base Plate 31 6.1.4 Transverse Seismic 31 6.1.4.1 Base Shear 31 6.1.4.2 Design Forces 32 6.1.4.3 Post Capacity 32 6.1.4.4 Stability 32 6.1.4.5 Anchorage 32 6.1.4.6 Brace 32 6.1.4.6.1 Below Doublers 32 6.1.4.6.1.1 Design Force 32 6.1.4.6.1.2 Brace Capacity 32 6.1.4.6.2 Above Doublers 33 6.1.4.6.2.1 Design Force 33 6.1.4.6.2.2 Brace Capacity 33 6.2 2 or 3 Levels First @ 96" 33 6.2.1 Components and Geometry 33 6.2.2 Check Posts (Dead plus Live Loads) 34 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: Home Depot#4002 Job No. 8271 November 8, 2007 Sheet v 6.2.2.1 Load to Post (@ Critical Section) 34 6.2.2.1.1 Below Doubler 34 6.2.2.1.2 Above Doubler 34 6.2.2.2 Second Order Effects 35 6.2.2.3 Post Properties (net section) 35 6.2.2.3.1 Below Doubler 35 6.2.2.3.2 Above Doubler 36 6.2.2.4 Post Demand, Capacity and Combined Stress Check 36 6.2.2.4.1 Below Doubler 36 6.2.2.4.2 Above Doubler 37 6.2.3 Longitudinal Seismic 37 6.2.3.1 Base Shear 37 6.2.3.2 Design Forces 39 6.2.3.2.1 Below Doubler 39 6.2.3.2.1.1 Design Forces 39 6.2.3.2.1.2 Post - Combined Stresses 39 6.2.3.2.2 Above Doubler 39 6.2.3.2.2.1 Design Forces 39 6.2.3.2.2.2 Post - Combined Stresses 39 6.2.3.3 Beam Connections 39 6.2.3.3.1 Design Forces 39 6.2.3.3.2 Connection Capacity 39 6.2.3.4 Base Plate 40 6.2.4 Transverse Seismic 40 6.2.4.1 Base Shear 40 6.2.4.2 Design Forces 41 6.2.4.3 Post Capacity 41 6.2.4.4 Stability 41 6.2.4.5 Anchorage 41 6.2.4.6 Brace 41 6.2.4.6.1 Below Doublers 41 6.2.4.6.1.1 Design Force 41 6.2.4.6.1.2 Brace Capacity 41 6.2.4.6.2 Above Doublers 42 6.2.4.6.2.1 Design Force 42 6.2.4.6.2.2 Brace Capacity 42 7 Cantilever Rack 42 7.1 Components and Geometry 42 7.2 Check Arms 43 7.3 Check Posts (Dead plus Live Loads) 43 7.3.1 Load to Post 43 7.3.2 Post Capacity 43 7.4 Lateral Design Forces 44 7.4.1 Seismic Base Shear 44 7.4.2 Wind Load 44 7.4.2.1 Transverse 44 7.4.2.2 Longitudinal 44 7.5 Transverse Forces 44 7.5.1 Base Connection 44 7.5.2 Stability 44 7.6 Longitudinal Forces 45 7.6.1 Design Forces 45 7.6.2 Stability 45 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: Home Depot#4002 Job No. 8271 November 8, 2007 Sheet vi 7.6.3 Anchorage 45 7.6.4 Brace 45 7.6.5 Bending @a Base 45 8 Carpet Racks 46 8.1 Components and Geometry 46 8.2 Check Posts (Dead plus Live Loads) 46 8.3 Check Posts (Dead plus Live Loads) 46 8.3.1 Load to Post (@a Critical Section) 46 8.3.2 Second Order Effects 47 8.3.3 Post Properties (net section) 47 8.3.4 Post Demand, Capacity and Combined Stress Check 48 8.4 Longitudinal Seismic 48 8.4.1 Base Shear 48 8.4.2 Design Forces 50 8.4.3 Post - Combined Stresses 50 8.4.4 Beam Connections 50 8.4.4.1 Design Forces 50 8.4.4.2 Connection Capacity 51 8.5 Transverse Seismic 51 8.5.1 Base Shear 51 8.5.2 Design Forces 51 - 8.5.3 Post Capacity ... . ....,. . 51 8.5.4 Stability 51 8.5.5 Anchorage 51 8.5.6 Brace 52 8.5.6.1 Design Force 52 8.5.6.2 Brace Capacity 52 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: Home Depot#4002 Job No. 8271 November 8, 2007 Sheet 1 1 Reference Data 1.1 Scope of Work and Codes This calculation reviews the installation of the storage racks and light clouds for structural ade- quacy. The sealing of drawings is for the structural review of these items only. Other information is not reviewed, nor approved. Not all configurations or types of racks in this review package may be installed in this store. Some of the material is included as a contingency against client revisions, or the need for more extensive repairs than originally expected. IBC, ASCE 7, AISC/ANSI 360, RMI/ANSI MH 16.1, AISI are used for design. 1.2 Project History This is a remodel of an existing store previously reviewed by this office, and installed under per- mit: Original rack installation: October 1993, Job No. 1054 Remodel: February 2003, Job No. 5996 (Tool Rental Center). Remodel: October 2007, Job No. 8271 (this work). Existing material remains qualified by the above reviews and permits. Only new material is reviewed here. New materials are identical in geometry and loads to previously approved racks of the same type. Indeed, they are interchangeable. This is a revision to the calculation issued October 31, 2007, completely superceding that docu- ment. 1.3 Drawings 1.3.1 By Peter S. Higgins and Associates HT-34 (basic racks) NS-4 (Cold formed rack fabrication details) NS-1 (Hot rolled cantilever rack fabrication details) 1.3.2 By Others Not reissued with this revision. Home Depot F-1.0 Date 09-04-07 (Fixture Plan Layout, Etc.) 1.4 Loads 1.4.1 Vertical (Dead plus Live) 1.4.1.1 Pallet Rack Loads per pallet position = 1.5 kips for Regular Duty Pallet Rack = 2.3 kips for Heavy Duty Pallet Rack = 3.8 kips for Extra Heavy Duty Pallet Rack Design beams for 25% impact of a unit (pallet) load 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: Home Depot#4002 Job No. 8271 November 8, 2007 Sheet 2 1.4.1.2 Cantilever Rack Max 2.0 kips per arm = 4.1 kips per side 1.4.2 Impact Loads of Machine Loaded (Pallet/Selective) Racks Conservatively assume beams are simply supported UNO. Note: rack nomenclature is some- what different than standard structural notation. Here L = Load on the beam (usually expressed in terms of a unit or pallet load), W = Width of the bay (or span of beam). 1.4.2.1 One Pallet Wide Impact = 25% of pallet load. Design moment is 1.25 times moment due to the pallet load alone. 1.4.2.2 2 Pallets Wide Take 25% impact of a single pallet as a UDL on t/a of span. There are two beams support- ing each level (one front, one rear). Accordingly, each two pallet wide beam supports one pallet load on the full span, plus 1/8 of a pallet load on half of the span. W /� I F/8 Impoct Load /7//,,,//, Full \/er t cal /L///'',/' Fond Pec coons 19L/32 17L/3/ 19W/40 i Mme, \ Moment. 361147L x = 2560 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: Home Depot#4002 Job No. 8271 November 8, 2007 Sheet 3 1.4.2.3 3 Pallets Wide Take 25% impact of a single pallet as a UDL on 1/3 of span. There are two beams support- ing each level (one front, one rear). Accordingly, each three pallet wide beam supports 1.5 pallets on the full span, plus 1/8 of a pallet load on the interior third of the span. w/3 w/-2 } w/3 yj L/8 /,I Inpact Loo d 'ij'; : F uL Vet-t cu "//%' // Load A Peacflon`= 13L/16 13L/1L /-' 1-tear W/2 �•l /////,/ I 41 147L N1 Moment M max 192 1.4.3 Seismic Store racks are designed to near fault criteria regardless of site zonation. Zone 4 Ss< 1.25, S1< 0.50 IBC 1617.4.1/ASCE 7 9.14 (Ref 9.14-25) V = Cs 1V; C = SDS l IESDSL R/IE R Within the constraints 0.044S psi F S CS— SDI — < SDS (R/IF)T R/IF Yielding: 0.044SDSIEIV5I ' = sD1 Lv' <_ SDS (R/I E)T (R/I E) Given: SDS= (2/3)SMs SD1= (2/3)SMI R = 4.0 SMS= FaSs T = Structure Period (sec) SMI= F,,Si W = Rack+(2/3)Contents per 1622.3.4.2 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: Home Depot#4002 Job No. 8271 November 8, 2007 Sheet 4 For default soils: Fa= 1.1; Ss> 1.25 FV= 1.6; S15 0.50 Here, for IE= 1.5 (essential facility or open to the general public) Results in: 0.200 0.0611v < l' = lv' < 0.344 TV T T may be determined by any rational method. 2 Check Beams 2.1 Display Beams Max 1.2 kips per level (0.6 kips per beam); max span 99". No impact (not machine loaded) 2.1.1 Design Forces �1 < L14,7 s < h/1 8 Smin F ye = 0.19 in3 = 10.4 inch kips 2.1.2 Beam Properties 1,75 PTU-25A t . 0.062 in O.K. SX= 0.37 in3 IX= 0.52 in4 -r: 2,75 1,75 II PTU-30A r t = 0.062 in O.K. SX= 0.48 in3 = 0.80 in4 t 2,75 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: Home Depot#4002 Job No. 8271 November 8, 2007 Sheet 5 2.2 Up to 108" Spans 2.2.1 1.5 kip Pallets 2.2.1.1 Design Forces 361141L M < 2560 s min F ya = 32.0 inch kips = 0.58 in3 2.2.1.2 Beam Properties 1.75 PTU-30C t = 0.087 in O.K. Sx= 0.65 413 Ix= 1.08 in4 t L,75 2.2.2 2.5 kip Pallets 2.2.2.1 Design Forces 361147/, M 2560 S min = 38.1 inch kips = 1.05 in3 361 IV L M < s m'n c 2560 F ya = 53.3 inch kips = 0.97 in3 2.2.2.2 Beam Properties 1.75 PTU-50A t = 0.062 in O.K. Sx= 1.08 in3 Ix= 2.83 in4 t 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: Home Depot#4002 Job No. 8271 November 8, 2007 Sheet 6 2.2.3 3.75 kip Pallets 2.2.3.1 Design Forces 361 1i/L IVI A4 < 2560 S min - F ya = 80.0 inch kips = 1.45 in3 2.2.3.2 Beam Properties 1,75 PTU-50D 7, t = 0.097 in O.K. Sx= 1.61 in3 Ix= 4.21 in4 2.75 }I 2.3 108+ - 127" Spans 2.3.1 2.5 kip Pallets 2.3.1.1 Design Forces 361117L M 2560 S min F ya = 62.7 inch kips = 1.14 in3 2.3.1.2 Beam Properties 1,75 PTU-50B t = 0.071 in O.K. Sx= 1.22 in3 Ix= 3.20 in4 t 2,75 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: Home Depot#4002 Job No. 8271 November 8, 2007 Sheet 7 2.3.2 3.75 kip Pallets 2.3.2.1 Design Forces M < 361 IV S min —< X1'1 2560 F ya = 78.4 inch kips = 1.43 in3 2.3.2.2 Beam Properties 1,75 PTU-60C t = 0.087 in O.K. SX= 1.89 in3 Ix= 5.88 in4 L, t 2,75 ,j 3 Heavy Duty 144" High Pallet Rack 3.1 Components and Geometry W Id c H a ly W = 99-127" 11 = 144" a = 6" D = min. 24" b = 42" ly= 42" c = 48" ld= max 54" d = 48" Upright Type Beam Type PTU-3C Per Above 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: Home Depot#4002 Job No. 8271 November 8, 2007 Sheet 8 3.2 Check Posts (Dead plus Live Loads) 3.2.1 Load to Post (0 Critical Section) P (i of levels)(L) 2 = 4.5 kips = 6.3 kips factored 3.2.2 Second Order Effects P A f +heto n P (n) L—] ((ti Total Eto_tic Rigid Cotunn — Column — Bony Ref I en t ion Dc for nc t on Rotation Primary Notional Moment (base fixity assumption verified below) M primary — 1 2 Deflection H3 H2 A= TIP02EIr 2K0 Second Order Notional Moment PA 11P2( H3 112 AZP °= 2 2 \, 12EI, 2K0) Define: MPA r H + 1 s= Mprimary= PH 12EIr 2K0 To acceptable accuracy: = PH + �I aottona(— primary(I 1 1 S t=1 / 2 = / Ktheta comprised of the beam end stiffness in series with the connector stiffness yielding: / 1 / 1 ' K theta + h beam) L roan / With: _ 6EI K beam L bean Kconn from tests or published literature Copyright©by Peter S.Higgins and Associates. Provided as an instrument of service.Copying by written permission only. r PETER S. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: Home Depot#4002 Job No. 8271 November 8, 2007 Sheet 9 3.2.3 Post Properties (net section) 3,00 y PTU-3C t = 0.087 in As= 0.69 in2 Ln t SX= 0.74 in3 (-r, rX= 1.26 in Sy= 0.50 in3 ry= 1.10 in 3.2.4 Post Demand, Capacity and Combined Stress Check Capacity Lx 48 in Ly 42 in SRx 38 SRy 38 Fn 51.3 ksi phiPn 30.1 kips phiMx 38.6 inch kips phiMy 26.1 inch kips Stability Kconn 4000 in-kip/rad Ibeam 1.08 ie4 Lbeam 108 in Kbeam 1740 in-kip/rad Ktheta 1213 in-kip/rad s 0.16 Demand n 0.005 P 6.3 kips H 48 in Mnot 0.9 in-kips Comb Stress 0.23 3.3 Longitudinal Seismic 3.3.1 Base Shear Determine Period - FEMA 460 Appendix A N Ii/'p i 112p i T = 2n i=' I ( kekbe \ ( kbkce 1 + I` g\ c\ke+kbe) b kb+k�e)) For a rack with a constant load per level and spacing between beams: N = number of levels 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: Home Depot#4002 Job No. 8271 November 8, 2007 Sheet 10 WI);= W h = spacing between beams If the height of the pallet is conservatively ignored, then: hp; = ih and recalling that: i2 = 1(N)(N + 1 )(2N + 1 ) i=1 6 Simplifies the basic equation to the following expression: Nh7h2(N(N+1)(2N+1)) T 1 = t 6 , ( kckbe \ 1 kbkce g F y NC\kc+kbe/ Nb\.kb+kce/ Conservatively ignoring the more lightly loaded end uprights, for a long row of rack: c— 2 Nb = 1 k = kb/2 = (i.e. the interior posts dominate the response in a long row) Which allows a further simplification to: _ h/h2N2(N + 1 )(2N + 1 ) — 7 2 n h be r k ce 12gR Nlkc+kbeJ + \kb+kce)/ 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: Home Depot#4002 Job No. 8271 November 8, 2007 Sheet 11 Variable Value Units Description Wpi 3.00 kips Weight per level per bay h 48 in Spacing between levels hpi in Height of level i above floor N 3 number of levels g 386 in/sec-2 acceleration due to gravity Nc 6 number of connections kc 4000 in-k/rad rotational stiffness of connector kbe 1740 in-k/rad rotational stiffness of beam end Nb 1 number of base plates kb 8000 in-k/rad rotational stiffness of base plate kce 3971 in-k/rad rotational stiffness of column E 29000 ksi Youngs modulus lb 1.08 in-4 Moment of intertia of beam Ic 1.10 in-4 Moment of intertia of column Lb 108 in Length of beam(bay width) Yielding T= 1.3 sec Thus: V < 0.10W 3.3.2 Design Forces P <4.5k V <0.46k M <Va/2 = (0.46)(48)/2 + Mnot/1.4 = 11.1 +0.6 = 11.7"k 3.3.3 Post - Combined Stresses P M Pa Ma = 0.46 < 1.00 O.K. 3.3.4 Beam Connections 3.3.4.1 Design Forces Mconn< 11.1"k (notional demands not taken to connectors) 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: Home Depot#4002 Job No. 8271 November 8, 2007 Sheet 12 3.3.4.2 Connection Capacity Standard Connection Connections tested in accordance with ANSI MH 16.1. Ultimate capacity = 27.0 inch kips. L,I `'> OK, = 17.6 inch kips. l O.K. —7/16" cilorn, H . rivet typ 3.4 Transverse Seismic 3.4.1 Machine Loaded Racks (Limited to 144" tall, min. 36" deep) 3.4.1.1 Base Shear Use Code Default Values V = 0.34W = 2.04k 3.4.1.2 Design Forces 0 V h' Peg D V h'= 120 inches '. Peg= 6.8 kips H' Note: Bracing shown is schematic - see this section, sub- section .1 for actual geometry. lik + 7 P EQ 3.4.1.3 Post Capacity P + Peq= 12.3 kips < OP„ OK 3.4.1.4 Stability TBolt= (Peg- PD+L)/2 = 1.2k 3.4.1.5 Anchorage Use min. 1/2" diam. approved anchors. Minimum embedment 3.0" into slab. O.K. Copyright°by Peter S. Higgins and Associates.Provided as an instrument of service. Copying by written permission only. i PETER S. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: Home Depot#4002 Job No. 8271 November 8, 2007 Sheet 13 3.4.1.6 Brace 3.4.1.6.1 Design Force Pbr< 2.9k 3.4.1.6.2 Brace Capacity 1,00 Anet= 0.31 in2 rmin= 0.40 in -4-0,071 — Q = 1.00 L k l Fn (I)Pn (in) T. (ksi) (k) 58 145 11.9 7.00 O.K. 3.4.2 Display Racks (Limited to 144" tall, 24" deep) 3.4.2.1 Base Shear Maximum load per bay = 4.0 kips Use Code Default Values V = 0.34W = 0.91k 3.4.2.2 Design Forces D I;h, Peq D h'= 96 inches "11 A Peg= 3.6 kips h' Note: Bracing shown is schematic - see this section, sub- section .1 for actual geometry. 1 + P EQ 3.4.2.3 Post Capacity P + Peg= 5.6 kips < OP„ OK 3.4.2.4 Stability TBolt= (Peg- PD+L)/2 = 0.8k 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: Home Depot#4002 Job No. 8271 November 8, 2007 Sheet 14 3.4.2.5 Anchorage Use min. 1/2" diam. approved anchors. Minimum embedment 3.0" into slab. O.K. 3.4.2.6 Brace OK per above. 4 Heavy Duty 192" High Pallet Rack 4.1 Components and Geometry w D A Id d F b a ly '!//-A'<%1 r W = 99-127" H = 192" a = 6" D = min. 36" b = 42" ly= 42" c-e = max 48" ld= max 54" Beam Type Upright Type Per Above PTU-3C 4.2 Check Posts (Dead plus Live Loads) 4.2.1 Load to Post (Qa Critical Section) P (# of levels)(f) 2 = 8.3 kips = 12.1 kips factored 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: Home Depot#4002 Job No. 8271 November 8, 2007 Sheet 15 4.2.2 Second Order Effects K F I_ _I theta iIP _ _ + Total Eto stic Rigid Column ColonYin — Body Deflection Deformation Rotation Primary Notional Moment (base fixity assumption verified below) Mprimary= iP2 Deflection H3 H2 12E1, 2'e Second Order Notional Moment PA r�P21 H3 H2 M P-a 2 2 12EI, 2K0 j Define: MPA H 1 1 2 E 1, 2 K, To acceptable accuracy: ( 20 t PH �. l M noirona t= Al primary 1 + LJ s = 1-1 1 + L, s i=1 ) 2 i= 1 Ktheta comprised of the beam end stiffness in series with the connector stiffness yielding: /1 1 1 1 K theta + lh beam) lKconn With: 6EI A.beam L beam Kconn from tests or published literature 4.2.3 Post Properties (net section) 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: Home Depot#4002 Job No. 8271 November 8, 2007 Sheet 16 00 = PTU-3C t = 0.087 in As= 0.69 in2 t S,= 0.74 in3 rX= 1.26 in Sy= 0.50 in3 r = 1.10 in 4.2.4 Post Demand, Capacity and Combined Stress Check Capacity Lx 48 in Ly 42 in SRx 38 SRy 38 Fn 51.3 ksi phiPn 30.1 kips phiMx 38.6 inch kips phiMy 26.1 inch kips Stability Kconn 4000 in-kip/rad - Ibeam 1.08 in"4 Lbeam 108 in Kbeam 1740 in-kip/rad Ktheta 1213 in-kip/rad s 0.31 Demand n 0.005 P 12.1 kips H 48 in Mnot 2.1 in-kips Comb Stress 0.46 4.3 Longitudinal Seismic 4.3.1 Base Shear Determine Period - FEMA 460 Appendix A 2 , = 2n t=1 T 7�T + 7�T g } �v c\�C+�be) lv b�hb+h C.) For a rack with a constant load per level and spacing between beams: N = number of levels Wpi= W h = spacing between beams 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: Home Depot#4002 Job No. 8271 November 8, 2007 Sheet 17 If the height of the pallet is conservatively ignored, then: hpi = ih and recalling that: 2 -1(N)(N + 1 )(2N + 1 ) i=1 6 Simplifies the basic equation to the following expression: Nlvh2(N(N+1)(2N+1)\ T = Ii 6 JI 1 / l kckbe 1 k b k" g N,`kc+kbe J N b kb+kce/ Conservatively ignoring the more lightly loaded end uprights, for a long row of rack: Ne= 2N Nb = 1 k = kb/2 = Ice (i.e. the interior posts dominate the response in a long row) Which allows a further simplification to: _ lVh2N2(N + 1 )(2N + 1 ) T 1 — 2n kbe N. I kCe 11 c + 12gkc N \kc+kbe/ \.kb+kCe)JJ 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: Home Depot#4002 Job No. 8271 November 8, 2007 Sheet 18 Variable Value Units Description Wpi 4.32 kips Weight per level per bay h 48 in Spacing between levels hpi in Height of level i above floor N 4 number of levels g 386 in/sec 2 acceleration due to gravity Nc 8 number of connections kc 4000 in-k/rad rotational stiffness of connector kbe 1740 in-k/rad rotational stiffness of beam end Nb 1 number of base plates kb 8000 in-k/rad rotational stiffness of base plate kce 3971 in-k/rad rotational stiffness of column E 29000 ksi Youngs modulus Ib 1.08 in-4 Moment of intertia of beam Ic 1.10 in 4 Moment of intertia of column Lb 108 in Length of beam(bay width) Yielding T= 2.4 sec Thus: V < 0.055W 4.3.2 Design Forces P < 8.3k V <0.46k M <Va/2 = (0.46)(48)/2 + Mnot/1.4 = 11.1 +0.6 = 11.7"k 4.3.3 Post - Combined Stresses P M P Ma = 0.46 < 1.00O.K. 4.3.4 Beam Connections 4.3.4.1 Design Forces MCOT11< 11.1"k (notional demands not taken to connectors) Copyright©by Peter S. Higgins and Associates.Provided as an instrument of service. Copying by written permission only. + y PETER S. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: Home Depot#4002 Job No. 8271 November 8, 2007 Sheet 19 4.3.4.2 Connection Capacity Standard Connection Connections tested in accordance with ANSI MI-I16.1. , Ultimate capacity = 27.0 inch kips. OM„ = 17.6 inch kips. O.K. —7/16" clIan HS rivet typ 4.4 Transverse Seismic 4.4.1 Base Shear Use Code Default Values V = 0.34W = 3.74k 4.4.2 Design Forces -.� I j h Peq h'= 139 inches Peq= 14.4 kips Note: Bracing shown is schematic - see this section, subsec- tion .1 for actual geometry. + p EQ 4.4.3 Post Capacity P + Peq= 22.7 kips < PPn OK 4.4.4 Stability TBolt= (Peg- PD+L)/2 = 3.2k 4.4.5 Anchorage Use min. 1/2" diam. approved anchors. Minimum embedment 3.0" into slab. O.K. 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: Home Depot#4002 Job No. 8271 November 8, 2007 Sheet 20 4.4.6 Brace 4.4.6.1 Design Force Pbr< 5.5k 4.4.6.2 Brace Capacity 100 Anet= 0.31 in2 rmin= 0.40 in 7-0.071 Q = 1.00 L k l Fn en (in) , (ksi) (k) 58 145 11.9 7.00 O.K. 5 144" Display Facade Rack 5.1 Components and Geometry - - Id b a Iy W = 108" H = 144" a = min 120" D = 18-24" b = max 72" ly= 53" ld_< 50" Beam Type Per Section 2 Upright Type Min PTU-3C Copyright©by Peter S. Higgins and Associates.Provided as an instrument of service. Copying by written permission only. , 4 PETER S. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: Home Depot#4002 Job No. 8271 November 8, 2007 Sheet 21 5.2 Check Posts (Dead plus Live Loads) 5.2.1 Load to Post (0 Critical Section) P<(14 of levels)(L) 2 = 0.8 kips = 1.1 kips factored 5.3 Second Order Effects P theta nP '—rj Total Elost c Rigid Column = Column — Body Deflection Deformation Rotation Primary Notional Moment (base fixity assumption verified below) H M primary — 11P-2 Deflection t H3 H2 " �P\, 12EI,+2K0) Second Order Notional Moment _ PA Ti/32( H3 H2 MP_°T 2 2 12EI, 2K01 Define: MPA / H 1 s= Mprimary \ 12E I 2K0J To acceptable accuracy: ( 20+ \ PH( \ Mnationat= M primary 1 Z si t ) s- 11 \1 + � 2 = 1 Ktheta comprised of the beam end stiffness in series with the connector stiffness yielding: 11 1 1 1 " K theta = + \K beam \ cone With: Kbeam 6EI L beam Kconn from tests or published literature 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: Home Depot#4002 Job No. 8271 November 8, 2007 Sheet 22 5.4 Post Properties (net section) = ors PTU-3C t = 0.087 in As= 0.69 in2 t r SX= 0.74 in3 rx= 1.26 in Sy= 0.50 in3 ry= 1.10 in T 5.5 Post Demand, Capacity and Combined Stress Check Capacity Lx 120 in Ly 42 in SRx 95 SRy 38 Fn 26.9 ksi phiPn 15.8 kips phiMx 38.6 inch kips phiMy 26.1 inch kips Stability Kconn 4000 in-kip/rad Ibeam 1.08 in"4 Lbeam 108 in Kbeam 1740 in-kip/rad Ktheta 1213 in-kip/rad s 0.10 Demand n 0.005 P 1.1 kips H 120 in Mnot 0.4 in-kips Comb Stress 0.08 5.6 Longitudinal Seismic 5.6.1 Base Shear Use code defaults: V < 0.34(0.8)(2/3) = 0.18 kips 5.6.2 Design Forces P <0.8k V <0.18k M <Va/2 = (0.18)(120) = 21.8"k 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: Home Depot#4002 Job No. 8271 November 8, 2007 Sheet 23 5.6.3 Post - Combined Stresses P M Pa Ma = 0.62 < 1.00 O.K. 5.6.4 Beam Connections 5.6.4.1 Design Forces M„.< 21.8(1+0.2)/2 = 12.5"k 5.6.4.2 Connection Capacity Standard Connection 0 Connections tested in accordance with ANSI MH 16.1. Ultimate capacity = 27.0 inch kips. §Mu = 17.6 inch kips. O.K. X7/16" darn, H� rivet typ 5.7 Transverse Seismic 5.7.1 Base Shear Use Code Default Values V = 0.34W = 0.36k 5.7.2 Design Forces ID Peq h'= 120 inches Peq= 2.7 kips = 1.1 kips low seismic h' Note: Bracing shown is schematic - see this section, subsec- tion .1 for actual geometry. ± EQ 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: Home Depot#4002 Job No. 8271 November 8, 2007 Sheet 24 5.7.3 Stability Tbolt = (Peq - PD+L)/2 = 0.9k (= 0.3 kips low seismic) 5.7.4 Anchorage Use min. 1/2" diam. approved anchors. Minimum embedment 3.0" into slab. O.K. 5.7.5 Brace 5.7.5.1 Design Force Pbr< 0.6k 5.7.5.2 Brace Capacity i,o0 A net= 0.31 in2 rmin= 0.40 in —0 0 71 n t u = 1.00 L ii L k1 Fn 4Pn (in) (ksi) (k) 58 145 11.9 7.00 O.K. 6 "Doubler" (ARU) 144" High Pallet Racks with 7.5 kips per level and 2E/2D Uprights 6.1 4 Levels Cad 48" 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: Home Depot#4002 Job No. 8271 November 8, 2007 Sheet 25 6.1.1 Components and Geometry d d Y A A a W = 99" H = 192" a-d = max 48" h = 96" D = min. 36" Beam Types 1y= 42" Per Section 2 id<48" Upright Type PTU-3D/3B 6.1.2 Check Posts (Dead plus Live Loads) 6.1.2.1 Load to Post (0 Critical Section) 6.1.2.1.1 Below Doubler P (# of levels)(L) 2 = 15.0 kips = 21.0 kips factored 6.1.2.1.2 Above Doubler P (# of levels)(L) 2 = 7.5 kips = 10.5 kips factored 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: Home Depot#4002 Job No. 8271 November 8, 2007 Sheet 26 6.1.2.2 Second Order Effects F tV, o` I I nP Toto.l Elastic Rigid Column = Column — Body Deflection Deformation Potation Primary Notional Moment (base fixity assumption verified below) _ H primary 11P 2 Deflection I H3 H2 = 11P + 12E1r 2k) Second Order Notional Moment PA_ T1P2( H3 H2 MP ° 2 2 12E1, 2K0) Define: M P° I H 1 M primary 12E I 2K a To acceptable accuracy: 20 \ pH 20 t l Al notioaat= M primary 1 ± +S1 = ri 1 S i=> 2 ` _> J Ktheta comprised of the beam end stiffness in series with the connector stiffness yielding: _ / 1 1 1 1 \1 ' K theta + beam.f \K corm With: _ 6E1 Ii beam L beam Kconn from tests or published literature 6.1.2.3 Post Properties (net section) 6.1.2.3.1 Below Doubler 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: Home Depot#4002 Job No. 8271 November 8, 2007 Sheet 27 x 3 0J0 PTU-3D/3B , -t? t 1 = 0.097 in t2 = 0.071 in _, - As= 1.21 in2 Sx= 1.35 in3 —t� Sy= 1.38 in3 (min) rx= 1.30 in ry= 1.85 in 6.1.2.3.2 Above Doubler 3,00 3 PTU-3B t = 0.071 in U As= 0.59 in2 t Sx= 0.64 in3 c- r, = 1.26 in -- Sy= 0.37 in3 d r = 1.11 in . ._.- _ T 6.1.2.4 Post Demand, Capacity and Combined Stress Check 6.1.2.4.1 Below Doubler Capacity ' Lx 48 in Ly 42 in SRx 37 SRy 23 Fn 51.7 ksi phiPn 53.1 kips phiMx 70.5 inch kips phiMy 72.0 inch kips Stability Kconn 4000 in-kip/rad Ibeam 3.20 in"4 Lbeam 108 in Kbeam 5156 in-kip/rad Ktheta 2252 in-kip/rad s 0.29 Demand n 0.005 P 21.0 kips H 48 in Mnot 3.6 in-kips Comb Stress 0.45 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: Home Depot#4002 Job No. 8271 November 8, 2007 Sheet 28 6.1.2.4.2 Above Doubler Capacity Lx 48 in Ly 42 in SRx 38 SRy 38 Fn 51.3 ksi phiPn 25.7 kips phiMx 33.4 inch kips phiMy 19.3 inch kips Stability Kconn 4000 in-kip/rad Ibeam 3.20 in"4 Lbeam 108 in Kbeam 5156 in-kip/rad Ktheta 2252 in-kip/rad s 0.19 Demand n 0.005 P 10.5 kips H 48 in Mnot 1.5 in-kips Comb Stress 0.45 6.1.3 Longitudinal Seismic 6.1.3.1 Base Shear Determine Period - FEMA 460 Appendix A N 1 .= 2n r=1 kckbe kbk k b k +k N� N c+k be b ce For a rack with a constant load per level and spacing between beams: N = number of levels Wpi= w h = spacing between beams If the height of the pallet is conservatively ignored, then: hpi = ih and recalling that: N 2 6(N)(N + 1 )(2N + 1 ) 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: Home Depot#4002 Job No. 8271 November 8, 2007 Sheet 29 Simplifies the basic equation to the following expression: NI,/h 2(N(N+1)(2N+1))T 1 — (N 1 kckbQ \ N b kbkce c kc+kbe/ b kb+kc¢ Conservatively ignoring the more lightly loaded end uprights, for a long row of rack: Nc= 2N Nb = 1 k = kb!2 = kc (i.e. the interior posts dominate the response in a long row) Which allows a further simplification to: i.Vh2N2(N + 1 )(2N + 1 ) T1 = zit 12g k (N� kbe kce c\ tkc+kbe) \kb+kce))/ Variable Value Units Description Wpi 7.50 kips Weight per level per bay h 48 in Spacing between levels hpi in Height of level i above floor N 4 number of levels g 386 in/sec-2 acceleration due to gravity Nc 8 number of connections kc 4000 in-k/rad rotational stiffness of connector kbe 5156 in-k/rad rotational stiffness of beam end Nb 1 number of base plates kb 8000 in-k/rad rotational stiffness of base plate kce 7413 in-k/rad rotational stiffness of column E 29000 ksi Youngs modulus Ib 3.20 in'4 Moment of intertia of beam Ic 2.04 in"4 Moment of intertia of column Lb 108 in Length of beam(bay width) Yielding T= 2.3 sec Thus: V < 0.058W 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: Home Depot#4002 Job No. 8271 November 8, 2007 Sheet 30 6.1.3.2 Design Forces 6.1.3.2.1 Below Doubler 6.1.3.2.1.1 Design Forces P < 15.0k V <0.87k M <Va/2 + Mnot/1.4 (0.87)(48)/2 + 3.6/1.4 = 20.8 + 1.5 = 22.3"k 6.1.3.2.1.2 Post - Combined Stresses P M Pa Ma = 0.70 < 1.00 O.K. 6.1.3.2.2 Above Doubler 6.1.3.2.2.1 Design Forces P < 7.5k V <0.43k M <Va/2 + Mnot/1.4 (0.43)(48)/2 + 1.5/1.4 = 10.4 + 1.1 = 11.5"k 6.1.3.2.2.2 Post - Combined Stresses P M 1 a Ma = 0.64 < 1.00 O.K. 6.1.3.3 Beam Connections 6.1.3.3.1 Design Forces Mconn C 22.3(1+0.75)/2 = 19.5"k (column stability moments not taken to connectors) 6.1.3.3.2 Connection Capacity All heavy duty beams are fitted with 4 pin end connectors. 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: Home Depot#4002 Job No. 8271 November 8, 2007 Sheet 31 Heavy Duty Connection U Connections tested in accordance with ANSI MH16.1. cu � Ultimate capacity = 38.0 inch kips. (I)M„ = 24.7 inch kips. NN —7/16 clion O.K. U HS rivet typ 6.1.3.4 Base Plate Double Post Seismic Type 0.85f'c From equilibrium (assuming anchors closest to centerline)b: T P+T nin 5.875-e/2 (8)(e)(0.851—,)= P+ 7 to 1.875 • • El (5.875)(T)+ 3.5-2 (P+ T)= Ms 0,875 Simultaneous solution yields: 0 co e = 1.10 in. T = 0 kips 7,750 —� T = 0 Stable under vertical load alone O.K. Anchors provide added Factor of Safety 6.1.4 Transverse Seismic 6.1.4.1 Base Shear Use Code Default Values V = 0.34W = 6.8k Copyright©by Peter S.Higgins and Associates. Provided as an instrument of service.Copying by written permission only. 4 PETER S. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: Home Depot#4002 Job No. 8271 November 8, 2007 Sheet 32 6.1.4.2 Design Forces 0 Peg D N h'= 160 inches "r I Peg= 25.9 kips h' Note: Bracing shown is schematic - see this section, sub- section .1 for actual geometry. 1 t _ P EQ 6.1.4.3 Post Capacity P + Peg= 40.9 kips < OPn OK 6.1.4.4 Stability TBo!(= (Peg- PD+T,)/2 = 5.5k 6.1.4.5 Anchorage Use min. 1/2" diam. approved anchors. Minimum embedment 3.0" into slab. O.K. 6.1.4.6 Brace 6.1.4.6.1 Below Doublers 6.1.4.6.1.1 Design Force Pbr< 9.1k 6.1.4.6.1.2 Brace Capacity r L. 1 Anet= 0.31 in2 rmin= 0.40 in ° 0,071 Q Q = 1.00 r. L k 1 Fn (I)Pn (in) r (ksi) (k) 50 86 30.9 9.97 O.K. 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: Home Depot#4002 Job No. 8271 November 8, 2007 Sheet 33 6.1.4.6.2 Above Doublers 6.1.4.6.2.1 Design Force Pbr< 4.5k 6.1.4.6.2.2 Brace Capacity f---- --- And= 0.31 in2 rmin= 0.40 in - --_0,071 Q = 1.00 G L k 1 Fn 4 Pn (in) r (ksi) (k) 58 145 11.9 7.00 O.K. 6.2 2 or 3 Levels First 0 96" . . 6.2.1 Components and Geometry W D . -.. . .- A . • /- Id C I b T A a n vzi ii2;,,,% i-, ,/ -; ; '//i/A W = 99" H = 192" a = 96" h = 96" b = 48" D = min. 36" ly= 42" Beam Type ld<48" Per Section 2 Upright Type PTU-3D/3B 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: Home Depot#4002 Job No. 8271 November 8, 2007 Sheet 33 6.1.4.6.2 Above Doublers 6.1.4.6.2.1 Design Force Pbr< 4.5k 6.1.4.6.2.2 Brace Capacity 100 1 Anet= 0.31 in2 rmin= 0.40 in u) -a—0,071 Q = 1.00 0 L k Z Fn 4P n (in) r (ksi) (k) 58 145 11.9 7.00 O.K. 6.2 2 or 3 Levels First c _96" 6.2.1 Components and Geometry W D d C / �t — IR i y b a FAr n W = 99" H = 192" a = 96" h = 96" b = 48" D = min. 36" ly= 42" Beam Type ld<48" Per Section 2 Upright Type PTU-3D/3B 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: Home Depot#4002 Job No. 8271 November 8, 2007 Sheet 35 6.2.2.2 Second Order Effects P AU theta n (±)--0 Total Elastic Rigid Column —_ Column Body Deflection Deformation Rotation Primary Notional Moment (base fixity assumption verified below) M primary= r1 P 2 Deflection H3 H2 >\ 12EIr 2k01 Second Order Notional Moment PO r}P21 H3 H2 \ _ MP b 2 2 12E/,+2K,} Define: MPA / H 1 S Mprtmary= PH� 12EIr 2K0 To acceptable accuracy: ( � ,\ PHA � M nottonat= M primary 1 + + s = �i 1 L t=1 2 i=1 Ktheta comprised of the beam end stiffness in series with the connector stiffness yielding: K 1 + ( 1 )v the = beam conn) With: 6E1 Kr beam L beam Ke- from tests or published literature 6.2.2.3 Post Properties (net section) 6.2.2.3.1 Below Doubler 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: Home Depot#4002 Job No. 8271 November 8, 2007 Sheet 36 3.010 PTU-3D/3B -t2 tl = 0.097 in t2 = 0.071 in As= 1.21 in2 SX= 1.35 in3 -tl Sy= 1.38 in3 (min) rx= 1.30 in ry= 1.85 in 6.2.2.3.2 Above Doubler 3.00 PTU-3B t = 0.071 in As= 0.59 in2 _ t SX= 0.64 in3 rx= b.37 in3 _T ry= 1.11 in 6.2.2.4 Post Demand, Capacity and Combined Stress Check 6.2.2.4.1 Below Doubler Capacity Lx 96 in Ly 42 in SRx 74 SRy 23 Fn 36.5 ksi phiPn 37.6 kips phiMx 70.5 inch kips phiMy 72.0 inch kips Stability Kconn 4000 in-kip/rad Ibeam 3.20 inA4 Lbeam 108 in Kbeam 5156 in-kip/rad Ktheta 2252 in-kip/rad s 0.39 Demand n 0.005 P 11.3 kips H 96 in Mnot 4.4 in-kips Comb Stress 0.36 Copyright©by Peter S. Higgins and Associates.Provided as an instrument of service. Copying by written permission only. r , PETER S. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: Home Depot#4002 Job No. 8271 November 8, 2007 Sheet 37 6.2.2.4.2 Above Doubler Capacity Lx 48 in Ly 42 in SRx 38 SRy 38 Fn 51.3 ksi phiPn 25.7 kips phiMx 33.4 inch kips phiMy 19.3 inch kips Stability Kconn 4000 in-kip/rad Ibeam 3.20 inA4 Lbeam 108 in Kbeam 5156 in-kip/rad Ktheta 2252 in-kip/rad s 0.19 Demand n 0.005 P 10.5 kips H 48 in Mnot 1.5 in-kips Comb Stress 0.45 6.2.3 Longitudinal Seismic 6.2.3.1 Base Shear Determine Period - FEMA 460 Appendix A t"1J pih'pi i=1 T 1 _= 2n / g(N N kckbe / kbkCe 1� c\kc+kbe} b\,kb+kCQ/ For a rack with a constant load per level and spacing between beams: N = number of levels wpi= w h = spacing between beams If the height of the pallet is conservatively ignored, then: hpi = ih and recalling that: , i2 = 1(N)(N + 1 )(2N + 1 ) i=1 6 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: Home Depot#4002 Job No. 8271 November 8, 2007 Sheet 38 Simplifies the basic equation to the following expression: ATT /h2/N(N+1)(2N+1)) ' \ 6 T 1 _ N kckbe N kbkCe V \ \k +kbe b kb+kCe/) Conservatively ignoring the more lightly loaded end uprights, for a long row of rack: Nc= 2N Nb = 1 k = kb/2 = kc (i.e. the interior posts dominate the response in a long row) Which allows a further simplification to: _ Tvh2N2(N + 1 )(2N + 1 ) T 1 1 — 211. , kbe r kce 12gke N + kb+kce)/ 'dai ..a, ,.w„,. ...uM� ♦ an ,. m .. .a ....n-.. _ +s n . i .Cr. _ t e ,.. .. Variable Value Units Description Wpi 5.38 kips Weight per level per bay h 64 in Spacing between levels hpi in Height of level i above floor N 3 number of levels g 386 in/sec'2 acceleration due to gravity Nc 6 number of connections kc 4000 in-k/rad rotational stiffness of connector kbe 5156 in-k/rad rotational stiffness of beam end Nb 1 number of base plates kb 8000 in-k/rad rotational stiffness of base plate kce 5560 in-k/rad rotational stiffness of column E 29000 ksi Youngs modulus Ib 3.20 in''4 Moment of intertia of beam Ic 2.04 in'4 Moment of intertia of column Lb 108 in Length of beam(bay width) Yielding T= 1.8 sec Thus: V < 0.074W 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: Home Depot#4002 Job No. 8271 November 8, 2007 Sheet 39 6.2.3.2 Design Forces 6.2.3.2.1 Below Doubler 6.2.3.2.1.1 Design Forces P < 11.3k V <0.55k M <Va/2 + Mnot/1.4 (0.55)(96)/2 + 3.9/1.4 = 26.6 + 2.8 = 29.4"k 6.2.3.2.1.2 Post - Combined Stresses P M Pa M = 0.72 < 1.00 O.K. 6.2.3.2.2 Above Doubler 6.2.3.2.2.1 Design Forces P < 7.5k V <0.37k M <Va/2 + Mnot/1.4 (0.37)(48)/2 + 1.5/1.4 = 8.9 + 1.1 = 10.5"k 6.2.3.2.2.2 Post - Combined Stresses P M Pa Ma = 0.59 < 1.00 O.K. 6.2.3.3 Beam Connections 6.2.3.3.1 Design Forces Mc nn< 26.6(1+0.33)/2 = 17.7"k (column stability moments not taken to connectors) 6.2.3.3.2 Connection Capacity All heavy duty beams are fitted with 4 pin end connectors. 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: Home Depot#4002 Job No. 8271 November 8, 2007 Sheet 40 Heavy Duty Connection Connections tested in accordance with ANSI MH16.1. Ultimate capacity = 38.0 inch kips. _ ( (Nu = 24.7 inch kips. /DIY' Cori, O.K. U H._ rivet tyF 6.2.3.4 Base Plate F Double Post Seismic Type I I'0,85f From equilibrium (assuming anchors closest to centerline)b: T F+T nit, 5,875-e2 (8)(e)(0.85f'c)= P+ 1 (5.875)(T)+(3.5—2)(P+ T)= Ms 0,875 tuti Simultaneous solution yields: ca e = 0.83 in. T = 0 kips 7.750 T = 0 Stable under vertical load alone O.K. Anchors provide added Factor of Safety 6.2.4 Transverse Seismic 6.2.4.1 Base Shear Use Code Default Values V = 0.34W = 5.1k 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: Home Depot#4002 Job No. 8271 November 8, 2007 Sheet 41 6.2.4.2 Design Forces 0 Peq D V h'= 192 inches "'� Peg= 23.3 kips h' Note: Bracing shown is schematic - see this section, sub- section .1 for actual geometry. 1 t _ P EQ 6.2.4.3 Post Capacity P + Peg= 38.3 kips < OPn OK 6.2.4.4 Stability Trott= (Peq- PIS+L)/2,= 4.3k 6.2.4.5 Anchorage Use min. 1/2" diam. approved anchors. Minimum embedment 3.0" into slab. O.K. 6.2.4.6 Brace 6.2.4.6.1 Below Doublers 6.2.4.6.1.1 Design Force Pbr< 7.6k 6.2.4.6.1.2 Brace Capacity i,00 Anet= 0.31 in2 rmin= 0.40 in -4—0.07 i -- Q = 1.00 L kt Fn 4Pn (in) T (ksi) (k) 50 86 30.9 9.97 O.K. Copyright©by Peter S. Higgins and Associates. Provided as an instrument of service.Copying by written permission only. ( t PETER S. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: Home Depot#4002 Job No. 8271 November 8, 2007 Sheet 42 6.2.4.6.2 Above Doublers 6.2.4.6.2.1 Design Force pbr< 5.0k 6.2.4.6.2.2 Brace Capacity -�� ,C 7-1 i_ rA mninet== 00.341 0 iin n 2 uI Q = 1.00 c; L kl Fn (i)Pn (in) r (ksi) (k) 58 145 11.9 7.00 O.K. 7 Cantilever Rack 7.1 Components and Geometry r____„, 36-- 54 r------ — — — :x: I CU CT T T Y FRONT ELEVATI❑N CIDE SECTION Uprights Horizontal Brace and Base L2x2x3/16 W8x18 (50 ksi) Diagonal Brace L11/2x11/2x1/8 Arms 55x10 Copyright©by Peter S. Higgins and Associates.Provided as an instrument of service.Copying by written permission only. PE'l'ER S. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: Home Depot#4002 Job No. 8271 November 8, 2007 Sheet 43 7.2 Check Arms Max. 2.5 kips per arm M < (1.4)(2.0)(54/2) M = 75.6 inch kips S min F Y = 1.68 in3 S5x10 Ample 7.3 Check Posts (Dead plus Live Loads) 7.3.1 Load to Post One Side Loaded Both Sides Loaded P _< 4.1kips P < 8.2kips = 5.8 kips factored = 11.6 kips factored M = 127 inch kips M = 0 inch kips = 180 inch kips factored 7.3.2 Post Capacity The posts are fixed at the bottom (via the base). Accordingly, Roark, 6th ed. table 34 case 3a will be used for analysis with a factor of safety of 1.92. Second order effects are negligible as shown below. Per Roark: pa' n2EI P° -- 1.92_ K1.92/2 For: This corresponds to: a/1 = 1.00 Fe= 200/5.26 E = 29000 ksi = 38.0 ksi I = 61.9 in4 1 = 192 in Equivalent KL/r = 71 Fcrx = 28.8 ksi K = 0.80 pa' =200k W8x18 L/ry < 60/1.23 = 49 Fcry = 41.9 ksi Combined Stress Pn = 152 kips OK by insp. Mxn = 684 inch kips Myn = 137 inch kips 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: Home Depot#4002 Job No. 8271 November 8, 2007 Sheet 44 7.4 Lateral Design Forces 7.4.1 Seismic Base Shear V < 0.34W = 0.93 kips per side 7.4.2 Wind Load 7.4.2.1 Transverse Projected area < 45 ft2 Q < 1.0 kips Governs 7.4.2.2 Longitudinal Projected area < 160 ft2 Q < 4.0 kips total, < 0.5 kips per frame/brace combination 7.5 Transverse Forces One Side Loaded Both Sides Loaded P < 4.1 kips P < 8.2 kips Q < 1,0 kips Q < 1.0 kips M <(1.0)(125) + 127 M < 125 + 0 252 inch kips = 125 inch kips 4. 1 + 252 _ 0.40 1 .00 8.2 125 + = 0.24 1 .00 152 684 152 684 OK OK 7.5.1 Base Connection Neglect moment resistance of interior bolts (use for shear) 4-3/4" diam. A325 Bolts as 6" 4rn= (2)(29.8) = 59.6k Ma > (6)(59.6) = 358 inch kips per side = 716 inch kips total > 252 OK 7.5.2 Stability Full wind on one Side Loaded Governs By Inspection (there can be no significant wind if the system is unloaded) OTM < 125 inch kips RM < 127 inch kips Net= 0 inch kips Uplift < 0/90= 0 kips 3/4" anchors AMPLE 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: Home Depot#4002 Job No. 8271 November 8, 2007 Sheet 45 7.6 Longitudinal Forces Seismic governs 7.6.1 Design Forces 32 11 86 kips rir 03 I iii v 7.4 F-:,N s t 7.4 kips 7.6.2 Stability Peg-< PD+P - Stable-No Uplift. Anchors provide added Factor of Safety. 7.6.3 Anchorage Use min. 3/4" diam. approved anchors. Minimum embedment 2" into slab. O.K. 7.6.4 Brace Tbr < 3.8k Pbr < 1.9k Braces Ample by Inspection 7.6.5 Bending Cad Base My < (1.86)(48)-(8.2)(2) < (1.2)(48/2) = 73 inch kips 8.2+7.4 73 152 + 137= 0.59« 1.00 OK 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: Home Depot#4002 Job No. 8271 November 8, 2007 Sheet 46 8 Carpet Racks Conservatively ignore the (considerable) strength provided by the rear beams, and assume they are non structural elements. 8.1 Components and Geometry W D d a ly f W = 108" H = 192" a = 192" D = min. 36" ly= 42" Beam Type ld<48" Per Section 2 Upright Type Min PTU-3C 8.2 Check Posts (Dead plus Live Loads) 8.3 Check Posts (Dead plus Live Loads) 8.3.1 Load to Post (0 Critical Section) Conservatively take half the carpet load to the front post. P (# of levels)(L) 2 = 2.0 kips = 2.8 kips factored Copyright©by Peter S. Higgins and Associates. Provided as an instrument of service. Copying by written permission only. i. PETER S. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: Home Depot#4002 Job No. 8271 November 8, 2007 Sheet 47 8.3.2 Second Order Effects P A tneto n Total Elastic Rigid Column — Column — Body Deflection Deformation Rotation Primary Notional Moment (base fixity assumption verified below) M primary= 1]P2 Deflection H3 H2 . A= r1P\ 12I'I�+2 e/� Second Order Notional Moment PA r1P2 ( H3 H2 MP °- 2 2 \ 12EI,+2K8j Define: M P° ( H 1 S— Mprimary= PHL12EIr 2K8 To acceptable accuracy: � �, it PH r 2„,o. 11 M notional= M primary 1 + + � s = r1 1 s 2 \. i=1 1 Ktheta comprised of the beam end stiffness in series with the connector stiffness yielding: t 1 1 \` K theta K beam K coca/J With: 6E.1 K beam L beam Keonn from tests or published literature 8.3.3 Post Properties (net section) 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: Home Depot#4002 Job No. 8271 November 8, 2007 Sheet 48 Diu PTU-3C t = 0.087 in As= 0.69 in2 t r3 SX= 0.74 in3 rx= 1.26 in Sy= 0.50 in3 J r = 1.10 in 8.3.4 Post Demand, Capacity and Combined Stress Check Capacity Lx 192 in Ly 42 in SRx 152 SRy 38 Fn 10.8 ksi phiPn 6.3 kips phiMx 38.6 inch kips phiMy 26.1 inch kips Stability Kconn 4000 in-kipi rail Ibeam 1.08 inA4 Lbeam 108 in Kbeam 1740 in-kip/rad Ktheta 1213 in-kip/rad s 0.49 Demand n 0.005 P 2.8 kips H 192 in Mnot 2.6 in-kips Comb Stress 0.51 8.4 Longitudinal Seismic 8.4.1 Base Shear Determine Period - FEMA 460 Appendix A ltijph2 i=1 = 2n. I ( / kck„ \ kbk„ g\ \kc+kbel Nb\kbi-A„ For a rack with a constant load per level and spacing between beams: N = number of levels wpi= w h = spacing between beams 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: Home Depot#4002 Job No. 8271 November 8, 2007 Sheet 49 If the height of the pallet is conservatively ignored, then: hpi = ih and recalling that: 12 = 1(N)(N + 1 )(2N + 1 ) i=i b Simplifies the basic equation to the following expression: NI/ (h2N(N+1)(2N+1)) 7 _ \` 6 1 1 kckbe 1J / kbkCe y NC c+kbe/ + Nb\kb+kCe)� Conservatively ignoring the more lightly loaded end uprights, for a long row of rack: Nc= 2N Nb = k = kb/2 = kt (i.e. the interior posts dominate the response in a long row) Which allows a further simplification to: Wh2N2(N + 1)(2N + 1 ) T1 � 2� 12 N/ kbe g (kk ) )kce 1 + C\ kc+kbe 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: Home Depot#4002 Job No. 8271 November 8, 2007 Sheet 50 Variable Value Units Description Wpi 4.00 kips Weight per level per bay h 192 in Spacing between levels hpi in Height of level i above floor N 1 number of levels g 386 in/sec-2 acceleration due to gravity Nc 2 number of connections kc 4000 in-k/rad rotational stiffness of connector kbe 1740 in-k/rad rotational stiffness of beam end Nb 1 number of base plates kb 8000 in-k/rad rotational stiffness of base plate kce 993 in-k/rad rotational stiffness of column E 29000 ksi Youngs modulus lb 1.08 in-4 Moment of intertia of beam Ic 1.10 in''4 Moment of intertia of column Lb 108 in Length of beam(bay width) Yielding T= 1.6 sec Thus: V < 0.083W 8.4.2 Design Forces P <2.0k; V <0.11k Va/2 < M <Va-(3.8)P + M„,/1.4 (fixity due to width of base plate) < (0.11)(192) - (3.8)(2.0) + Mnx/1.4 > (0.11)(192)/2 + Mnx/1.4 = 13.7 + 1.9 = 15.5 inch kips 8.4.3 Post - Combined Stresses P Al Pa Ma = 0.74 < 1.00 O.K. 8.4.4 Beam Connections 8.4.4.1 Design Forces Mao,,,,< 13.7/2 = 6.9"k (notional demands not taken to connectors) Copyright c©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: Home Depot#4002 Job No. 8271 November 8, 2007 Sheet 51 8.4.4.2 Connection Capacity Standard Connection Connections tested in accordance with ANSI MH 16.1. Ultimate capacity = 27.0 inch kips. cu §Mu = 17.6 inch kips. O.K. —7/16" charm H rivet typ 8.5 Transverse Seismic 8.5.1 Base Shear Use Code Default Values V = 0.34W = 0.91k 8.5.2 Design Forces D -,--�►- _ V h Peg — V h'= 192 inches Peq= 4.8 kips h' Note: Bracing shown is schematic - see this section, subsec- tion .1 for actual geometry. V + P EQ 8.5.3 Post Capacity P + Peq= 6.8 kips < OPn OK 8.5.4 Stability TBolt= (Peg' PD+L)/2 = 1.4k 8.5.5 Anchorage Use min. 1/2" diam. approved anchors. Minimum embedment 3.0" into slab. O.K. 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: Home Depot#4002 Job No. 8271 November 8, 2007 Sheet 52 8.5.6 Brace 8.5.6.1 Design Force Pbr< 1.4k 8.5.6.2 Brace Capacity zi.on .. A net= 0.31in2 rmin= 0.40 in --o.u71 --- -' Q = 1.00 r� c� i L k l Fn (i)1'n (in) r (ksi) (k) 58 145 11.9 7.00 O.K. Copyright©by Peter S.Higgins and Associates. Provided as an instrument of service.Copying by written permission only. , 99" 42-48" 99" 36-48" Max. 108" 36-48" Max. 108" 24-48" H H I— --I I I I— —I I I H H I I I-- --I [ i — T T [i — ; — — A - — - -[ i \ • � 0 al • � C 13:'50 • - o 1 u-.0 il _ Upright Min.2D _ x ♦ Std footplate on: co-d_ `� N Back to Back rows to 144" - - j - L__ - rn ' Seismic footplate on: 'N♦ T" x All single Rows T- I Above 144": x 1--- [ > 00 ♦ Maximum Loads UNO: --I x 4,500 lbs per Level - `� �' ♦ 9,000 lbs per Bay Q 24"deep and>144"high 4,500 lbs per bay rn Zo \ o ♦ - 2 Upright-Min.2E/2D Upright-Min.2E/2D ° a ° Q ° ° a ° v ° Doubler to 96" Doubler to 96" Upright-Min.2D Bottom 3 diagonals Bottom 3 diagonals Maximum Loads: • FRONT SIDE =C1.5x2x13 ga =C1.5x2x13 ga 4,500 lbs per Level UNO Seismic Footplate Seismic Footplate 3,000 lbs on Top Level ; HEAVY DUTY 3 LEVEL 0 Maximum Loads: Maximum Loads: 18,000 lbs per Bay 7,500 lbs per Level 7,500 lbs per Level - 22,500 lbs per Bay 30,000 lbs per Bay 1 C°l -- • ' GENERAL NOTES 7N 7N ° a ° a ° Q. ° a 7N N ° Q V N V a V N V `I. V N 7 ,1 ° N 7N ° a ° a ° a ° FRONT SIDE FRONT SIDE FRONT SIDE 1.This drawing shows typical unit 3 LEVEL 4 "ARU" 4 LEVEL HEAVY DUTY 4 LEVEL (1i 1- Max. 150° 18 24 material and geometry. See Home I Depot fixture plan for location within See Levine Dwg. KD for Details of Display - store. See Higgins Drawings HB-1,2 99" 36-48" Max. 108" 36-48" 48" - - r for details of the rack components. I I .....____--...-1 I ` I I- --I I... _,,,� 32"UNO, 2.BEAMS - - - - - - - -- 4"Millworc (Minimum-heavier may be used)In Display(max. 300 lbs per level)3060 - -- III I Standard(1,500 pounds per pallet) \ \ ------ up to 108"Spans: 3340 -_._ i L I Heavy(2,500 pounds per pallet) I N up to 127"Spans: 5540 ( Doubler(3,750 pounds per pallet) UprigWt818Base: up to 108"Spans:5530, 6030 Arms:S5x10 108+- 127"Spans:6030 Maximum Loads: o 4 Pin conns on all Doubler Rack be. s 2,000 lbs per Arm N ( 4,100 lbs per Side � 3.ARRANGEMENT Carpet Displays _ XT g Displays only Supported on I Not fr tora e Not all configurations may be present x as Brackets Attached Upright Min.g2D in any one store. to Rear Beams y J Maximum Loads: 300 lbs per Level A unit may have any number of beam / Z\J .- __ I I I 600 lbs per Bay levels if the above loads per bay and ZN the maximum spacings shown are not g 2 exceeded. o / o V V , \/ V o V V o / VV VV TQ V V o V. V S V VV ! o V vv Upright Min.2E/2D FRON SIDE FRONT SID 0) Doubler to 96" 6351 C KS DISPLAY FACADE 8 cxu Bottom 3 diagonals Upright-Min.2D : =C 1.5x2x13 ga Seismic Footplate„�PROP/. Seismic Footplate Maximum Loads: SC:\:k C,1 N �/p Issue Date: November 8 2007 Maximum Loads: 1,000 Ibs of carpets `F,Q 'b 7,500 Ibs per Level 3,000 Ibs on Top Level c3 �J �i DATE PETER S. HI e-GINS HOME DEPOT #4002 '. 15,000 lbs per Bay 4,000 lbs per Bay AND ASSOCI■ ES 11-8-07 8271 OREGON STRUCTURAL GINEERS DRAWN 14800 SEQUOIA PKWY o vov vov vov vov vov vov v v „ „ „ , „ „ „ oo oo o o . : PACIFIC COST HIGHWAY Drawing 8 i�' Cg MALIBU, A 90265 CHECKED T I G A R D OR FRONT SIDE FRONT SID E '°i1,�� SFr � t '3105 91781 NS/UNITED FIXTURES RACKS HT-34"ARU�� 2 LEVEL 5 CARPET RACKS 6 ^ DRA ING ANP •r •N ARE COPYRIGHT. COP ING= TE PERMISSION ONLYAPPROVED WET I -•LY ARE VALID FOR TYPICAL CONFIGURATIONS - BUI I 'G PE• IT APPL ATION.DRA 'G BE S NED MUS BE S NED ACR. S THIS : •CK. P. H. wir wir ■ r , 0 2.75" - HI O - - © r---1 gly mow Irl I lopr li I IF__ _I_ —1 L 1 I 13/4 C — i_ I �� �� 12 to 0_ :._.,'?" O 2.75 STIFFENER B - I I u > 4 ARM ' I I h. FABRICATION DETAILS r\ 1 I ' 0 I I Aj,� r Min. 1.5" 2.81" I I I I I I 1 li�i►.�. II II r © © I 1 ..... r,--„---, I I I I L _ _ � • •• A L I \ I ArIlk II , IIA ,_ • • r— _ 1 BASE PLATE A 3 @2" 1 I i //////,Ui/////LU//,��1 Y/O//�'//id'/• //f////////I/if'iD///b ,�Q v 1 J< FABRICATION DETAILS - j� j� END VIEW OF FRONT SIDE I V 9 FRONT 9 9 a - t1 a o BASE CONN ® TYPICAL SIDE GENERAL NOTES © COLUMNS ELEVATIONS - DIMENSIONS AND PROPERTIES SEE INSTALLATION DRAWINGS FOR 1. This drawing shows standard details of the rack SITE SPECIFIC INFORMATION product line only.See engineer approved BASE installation drawings(same Job number)for - components used,special details, arrangement, cc.and site specific information. Non structural elements FABRICATION DETAILS FABRICATION QQETAILS (such as pole sockets and secondary display items) SEE NOTE 6 RE ANCHORAGE SEE NOTE 6 RE At�1CHORAGE have been omitted for clarity. °�. (0 10 N 2. The installation drawings govern over this drawing. T-- Q = ;/./ills 3. MATERIAL Steel-ASTM A36/A992 Yield as noted r N Bolts-ASTM A325(Design Basis=A307) H Type No.of A X b X \ no special inspections required. (in) Braces (in) Welding Electrodes-AWS E70-XX(all welds ` single pass fillet welds designed 96-144 I 1 0o Bolt to `\ 9 at 50%stress levels) • 145-192 IA 1 17,v v v ova -7e7 of •v v vov 9j typ ea end / 4. Concrete Anchors shall be ICBO/ICC approved types.e.g. 193-264 II 2 36-60 / Simpson Strong Tie Titen(ICC#1056)or Strong Bolt(#1771) TYPE IA TYPE IIA ITW Ramset/Red Head(ICBO RR#1372), LDT(#5890) `265-312 IIA 2 48-60 Powers/Rawl Power Bolt(ICBO RR#1532),Wedge Bolt(#5788) Hilti anchors of any kind shall not be used without prior o X ' written permission from the engineer. BRACE GEOMETRY 6 `° Embedment shall be minimum 6X Bolt Diameter. ' Other(non Hilti)similar anchors may be used if ICC Braces in Alternate Bays UNO - approved.The anchor types,sizes,and embedments shown on ` the installation drawing govern over the sizes shown ¢ _ on this drawing. i I , Special inspections are not required unless noted on the Item Description s/�it installation drawings. a) 5. DETAILING UNO: 1 W8x18(Fy=50 ksi) " < X All components symetric about centerlines 2 PL 8.25x5.00 V min. 1 All welds min.3/16 00 All Plates 1/2"thick 3 PL-5"x Trim to Fit A 4 ll holes 13/16" peg 0 9e� men >d� qoo o{ BRACING 4 PL 3x1/4x2-13/16 TYPE I TYPE II FABRICATION DETAILS — 6. ANCHORAGE 5 Min. 1/2"diam. Stud Type Anchor Each upright assemby shall be anchored in at least two BRACING PATTERN locations. Double sided uprights shall be anchored at the 6 PL 7x5 front end of each base(shaded anchor location). Single TAILS 4 AND 6 S4x7.7 or S5x10(Fy=50 ksi) .O PRO, uprights shall be anchored at each end of the base(unshaded £S3�S' Issue Date: October 31, 2007 anchor moved to the location). base anchor near the column may be PL 5"Wide Me DINES (o DATE plate. 9 L1-1/2x1-1/2x3/16 15635 TER S. IGGINS 7.5.07 HOME DEPOT #4002 Job# TRU TURA ENGINEERS 14800 SEQUOIA PKWY 8271 10 L2x2x1/4 DRAWN OREGON 07 IFIC C AST HIGHWAY TIGARD OR Drawing# MA U,CA CHECKED O `r P;7,1ycj\ 3 -1781 MEMBER KEY D NARE COPYRIGHT. NATIONAL STORE FIXTURES NS- 1 WYRMISS LYR APPROVED R GNE. CR•SS S BLOC . P. H. CANTILEVER STANDARD DETAILS c 1 Type W D t As Sx rx ry - - r N 1 1 PTU-1B 3.00 1.63 0.071 0.41 0.34 1.11 0.63 111•1111111M_ 1111.11111 Type A B t Sx Ix / PTU-1C 3.00 1.63 0.089 0.48 0.44 1.11 0.62 I er 0 / / PTB-25A 2.50 2.75 0.062 0.37 0.52 / PTU-1D 3.00 1.63 0.097 0.52 0.47 1.10 0.61 . ,© PTB-25B 2.50 2.75 0.071 0.42 0.59 PTU-2B 3.00 2.25 0.071 0.49 0.49 1.19 0.85 100‘11111111111111111111111111.11 h. PTB-25C 2.50 2.75 0.087 0.50 0.70 1/8 I PTU-2C 3.00 2.25 0.086 0.58 0.58 1.21 0.84 - PTB-25D 2.50 2.75 0.097 0.54 0.76 ----.-----,--0.03" PTU-2D 3.00 2.25 0.097 0.64 0.64 1.20 0.84 1E11 PTB-30A 3.00 2.75 0.062 0.48 0.80 PTU-3B 3.00 3.00 0.071 0.59 0.64 1.26 1.11 PTB-30B 3.00 2.75 0.071 0.55 0.90 Section 3a Connection 3b PTU-3C 3.00 3.00 0.086 0.69 0.74 1.26 1.10 11•111111111111111111.1 PTB-30C 3.00 2.75 0.087 0.65 1.08 - PTU-3D 3.00 3.00 0.097 0.77 0.82 1.25 1.10 111111.0111111111111 A/ PTB-30D 3.00 2.75 0.097 0.71 1.17 r 1 PTU-3E 3.00 3.00 0.144 0.83 0.85 1.24 1.09 A. Type C e PTU-3F 3.00 3.00 0.122 0.95 0.97 1.24 1.09 PTB-35A 3.50 2.75 0.062 0.61 1.16 / PTB-35B 3.50 2.75 0.071 0.69 1.31 Standard 1.50 1.00 C [ Alnk _ PTB-35C 3.50 2.75 0.086 0.82 1.55 BRACE • N ,. Heavy 1.50 1.50 mob PTB-35D 3.50 2.75 0.097 0.90 1.71 DIMENSIONS COLUMNS t.0.071" PTB-40A 4.00 2.75 0.062 0.76 1.61 DIMENSIONS AND PROPERTIES Mir FRONT SIDE PTB-40B 4.00 2.75 0.071 0.85 1.82 NET SECTION-UNITS:INCHES UNO PTB-40C 4.00 2.75 0.083 0.98 2.09 TYPICAL ELEVATIONS PTB-40D 4.00 2.75 0.097 1.12 2.39 -... W ..j SEE INSTALLATION DRAWINGS FOR SITE SPECIFIC INFORMATION PTB-45A 4.50 2.75 0.062 0.91 2.17 _________i Added Typ 1/8• 1/8 V \Welds PTB-45B 4.50 2.75 0.071 1.03 2.45 GENERAL NOTES PTB-45C 4.50 2.75 0.083 1.18 2.82 Min. 1/2"Anchor 1. This drawing shows standard details of the rack product line PTB-45D 4.50 2.75 0.097 1.35 3.23 (2 per post-extra only. See engineer approved installation drawings(same Job holes are spares) number)for components used,special details, arrangement, PTB-50A 5.00 2.75 0.062 1.08 2.83 '''- Nal r and site specific information. PTB-50B 5.00 2.75 0.071 1.22 3.20 ( • IPII t 11111N1I ,'! "( • . . • P 0 • i 2. The installation drawings govern over this drawing. 3. MATERIAL g PTB-50C 5.00 2.75 0.083 1.40 3.68 e co , 1.1 __j © PTB-50D 5.00 2.75 0.097 1.61 4.22 0 Steel-ASTM A1008 Grade 55 UNO • El Welding Electrodes-AWS E70-XX(all welds PTB-55A 5.50 2.75 0.062 1.26 3.60 • • single pass fillet welds designed at 50%stress PTB-55B 5.50 2.75 0.071 1.42 4.08 - levels) PTB-55C 5.50 2.75 0.083 1.64 4.70 RIVET PATTERN 5b [.- 8.00 --I 4. Concrete Anchors shall be ICBO/ICC approved types. e.g. PTB-55D 5.50 2.75 0.097 1.88 5.94 Beam Depth 2.5-3.0 3.5-5.0 5.5-6.0 - HOME DEPOT SPECIAL (t=3/8") Simpson Strong Tie Titen(ICC#1056)or Strong Bolt(#1771) ITW Ramset/Red Head(ICBO RR#1372), LDT(#5890) No. of Rivets 2 3 4 Powers/Rawl Power Bolt(ICBO RR#1532),Wedge Bolt(#5788 PTB-55E 5.50 2.75 0.115 2.18 6.25 Min. 3/8"Anchor Min. 1/2"Anchor (1 per post) (2 per post) Added Hilti anchors of any kind shall not be used without prior PTB-60A 6.00 2.75 0.062 1.45 4.50 1/8• Welds written permission from the engineer. * 1 'c'' PTB-60B 6.00 2.75 0.071 1.64 5.10 I Embedment shall be minimum 6X Bolt Diameter. PTB-60C 6.00 2.75 0.083 1.89 5.88 typ 1/8 Fr peril 0 Other(non Hilti)similar anchors may be used if ICC L PTB-60D 6.00 2.75 0.097 2.17 6.75i AI CD CD id Iligkill approved.The anchor types,sizes, and embedments shown on '- the installation drawing govern over the sizes shown on this drawing. 1.00 , V i) k. 3.25 ,....1 7.00 Special inspections are not required unless noted on the 0 POST \V I LO 0 BEAM 0 STANDARD SEISMIC (t=3/8") installation drawings. T=11 ga . % .\,., BASE PLATES 4 < 0 0 ,to t . cos..°PROS OMMON SIZES ONLY - c.. . ,„, j'/, AILE INSTALLATION DRAWINGS Q ° 4.,5 - cc,,, G,,,,e.6,0 4/.0, FlIR CUSTOM SIZES AND ANCHORAGE Issue Date: October 31, 2007 R'" H 4 .' 15635 ' -r- B la____)r% I s DATE Job# BEAMS RIVET-ty ) 1PY-Tr- - S. HIGGIN HOME DEPOT #4002 7-5-07 8271 DIMENSIONS AND PROPERTIES 3/16"CONNECTO- 0 OREGON D ASSOCIATES PLATE ON BEAM filliill URAL ENGINEERS DRAWN 14800 SEQUOIA PKWY UNITS:INCHES UNO ‘i 01 4rep A 0., ir), CIFIC COAST HIGHWAY Drawing# 19, . \ TIGARD OR LIBU,CA CHECKED I Alik R s. li\G 31 -589-1781 BEAM-COLUMN CONN. ‘11. (CIL G BP'7V?/R'ETSNIN PERM co,;,N _,!,. NATIONAL STORE FIXTURES NS-4 ONLY. APPROVED 7/16"(Nom.)ASTM A502-3 Rivets -4,. UEPC421 IES'9N ATIOEN.VEI1/414ADWFI2 COLD FORMED RACKS , T BE SIGNED ACROSS THIS BLOCK. P. H. vii- w , . Pm , , Ammo Nal ,RCHITECTURAL ROUP NTERNATIONAL 15 WEST SEVENTH STREET COVINGTON, KENTUCKY 41011 PH 859-261-5400 FAX 859-261-5530 Nov SYMBOLS LEGEND OWNER GENERAL PROJECT NOTES PROJECT CONTACTS RECEIVED \ . \ , , 1 5 2007 . DRAWINGS AND SPECIFICATIONS COMPRISE THE CONSTRUCTION STORE ,PLANNING NEW STORE MIERCHANT ITt THE HOME DEPOT BUILDINGDIVISION DETAIL TITLE DRAWING L .NUMBER DOCUMENTS. CONTRACTOR SHALL SE RESPONSIBLE TO THE H E DEPOT rs------ 3800 W CHAPMAN AVE DETAIL TITLE" NOTIFY STORE PLANNING WHEN DISCREPANCIES ARE FOUND IN 2455 PACES FERRY ROAD C-6 D1O-01 SCALE. X�x NE DOCUMENTS. ORANGE, CA 92868 DRAWING SCALE ATLANTA, GA 30339 TEL: 714-940-3500 t---SHEET NUMBER 411111k TEL: 770-384-2490 B. CONTRACTOR SHALL PROVIDE AND MAINTAIN SERVICEABLE r CONTACT: MARK ARPAIA -t�� ® N VEHICULAR ACCESS THROUGHOUT CONSTRI CPTON OF TINS CONTACT: TOMMIE RHOTEN ��. „,Illk SECTION +r 4‘ ) PROJECT. \ ----c,-..----1' t--, 01.0--01 65-Li-9--• , rETETION I D.NUMBER PROGRAM MANAGER VENDOR SERVICES GROUP MANAGER A C. THESE DRAWINGS ARE E3E ING ISSUED FOR INFORMATIONAL N�. . , SECTION THE HOME DEPOT THE HOME DEPOT IS LOCATED PURPOSES ONLY AND ARE NOT FOR DISTRIBUTION OF ANY �, cs'; 4 ; TYPE. THE INFORMATION CONTAINED I- RIN IS PROPRIETARY, 2455 PACES FERRY ROAD B-7 2455 PACES FERRY ROAD B-7 �,��, �\ REVISIONS © PRIVATE AND PROTECTED BY FEDERAL COPYRIGHT LAUDS, ATLANTA, GA 30339 ATLANTA, GA 30339 S AND SHALL NOT 3E FUI3L IS (ED, COPIED OR D ISTRI UTED IN TEL: 770-384-3641 ASINNS AS4IN"ADDENDUM LETTER oR ANY METHOD WITHOUT NE EXPRESS, WRITTEN CONSENT OF THE CONTACT: ALAN MICHAEL The +�E��U CI-�ANCsE BULLETIN NUMBER HOME DEPOT. GROUP INTt tahnde property of Is not to be reproduced or oopled rt vvtale or h part ft ony to be used for the project and s)te spsc i Oaiy iden6Eed hereh and Is not to be used on any other project PURCHASING S It a to s be upon are REVfSEp AREA CLOUDED �?. THIS DESIGN CRITERIA IS PROVIDED FOR BUILDING OFFICIAL PROJECT MANAGER ROLL-OUT stated nb c are vas on original THE HOME DEPOT ony " rem a� c�rrtertsbrts and condnone shown hereon and at REVIEW CONVENIENCE ONLY AND I S NOT INTENDED FOR USE THE HOME DEPOT once r rt to the Architect any en-or,hconsls- ELEVATION 2455 PACES FERRY ROAD D-19 >��omission he�Y BY COMPONENT DESIGNERS OR MANUFACTURERS AS THEIR 3800 W. CHAPMAN AVE, �� SOLE DESIGN CRITERIA UJIT3-TOUT VERIFICATION. EACI-I ATLANTA, GA 30339 Dl.0-01 ELEVATION I.D.NUMBER ORANGE, CA 92868 (revisions: SHEET WHERE DESIGNER AND/OR MANUFACTURER MUST INDEPENDENTLY TEL: 714-940-3500 ext 7712 TEL 770-384-3366 ^ CONFIRM ALL CODE CRITERIA WITH WHICH HIS ELEMENTS OR -__.-/ ELEVATION IS CONTACT': NAOMI BRYANTDEFERREI Mark Date By Descriptor LOCATED COMPONENTS MUST COMPLY, INCLUDING BUT NOT LIMITED TO Sr n 09-11-07 PLLed Ara . LOADING, APPLICATION, FUNCTIONALITY, ETC. PERFORMANCE Fire A ► ,,, ,, Added Notes, CRITERIA PROVIDED ELSEWHERE E Y A SPECIFIC DISCIPLINE ;, ► ,,, ,,, en'Y"OF',�t,�,�4� Mercr,anase c ,Netting&Electric SHOULD BE REGARDED AS THE MINIMUM STANDARDS, AS WELL ` " k � A 4°1 0 AS CODES, LAWS, ORDINANCES AND UNDERWRITER ,Electrical , , ,,,��,,, REQUIREMENTS GOVERNING THEIR PRODUCT AS WELL AS ...�... OWNER INSURER REQUIREMENTS, AS APPLICABLE. NE MOST Other -- - tt t ' ' -CO"'`ter J r STRINGENT OF THESE CRITERIA SHALL GOVERN. �,,,, 't . FOR PERMIT 10/24107 By:E. Do NOT SCALE DRAWINGS. OFFICE COPY CORPORATEOFFICE: 4 VICINITY MAP THE HOME DEPOT U.S.A., INC. A '4 , \,...6 2455 PACES FERRY ROAD, C.19 CODE INFORMATION DRAWING INDEX Twfik A I _Nam._ ■ -fs TLANTA, GEORGIA 30339-4024 APPLICABLE BUILDING CODE DWG. NO. DWG. TITLE REV. DATE PHONE : (770) 433-8211 ■ T-1.o TITLE SHEET - 09-04-07 FAX : (770) 384-2392 BUILDING CODE: 2001 OREGON STRUCTURAL SPECIALTY CODE (2006 l8C) PLUMBING CODE: 2005 OREGON PLUMBING SPECIAL CODE (2003 UF'C) ARCHITECTURAL MECHANICAL CODE: 2001 OREGON MECHANICAL SPECIALTYCODE (2006 IMC) • AB-1.0S-BUILT FIXTURE PLAN - 09-04-07 ELECTRICAL CODE: 2005 OREGON ELECTRICAL SPECIALTY CODE (2005 NEC) SW BONITA RD STORE ADDRESS: FIRE PREVENTION CODE: 200-1 OREGON FIRE CODE • AB-1.1 AS-BUILT NETTING PLAN - 09-04-07 ACCESSIBILITY CODE: 2001 OREGON STRUCTURAL SPECIALTY CODE, CH 11 • AB-1.2 ASIBUILT ELECTRICAL & LIGHTING PLAN - 09-04-07 THE HOME DEPOT U.S.A., INC. ENEGY CODE: 2001 OEGON STUCTUAL SPECIALTY CO , CH 13 E E SUPPLEMENTS: TIGARD MUNICIPAL CODE • F-1.0 FIXTURE PLAN - 09-04-07 ___I u, T z rn 14800 SW SEQUOIA PARKWAY NETTING 5? BUILDING DATA iji Iil�i \ ° �Q TIGARD, OR 97223 • N-1.0 NETTING PLAN - 09-04-07 i lij �' OCCUPANCY: (M) MERCANTILE (NO CHANGE) �i�',i1 rn = PHONE : (503) 639-3500 ��;'�!�" � ELECTRICAL G ,,,,, ;, ��� CONSTRUCTION TYPE: IIE3 (VERIFY) • E-1.0 1N-RACK ELECTRICAL PLAN - 09-04-07 E ' ' J,''''' NORTH SPRINKLERED: YES i;, �;; ,,'I • E-1.1 OVERHEAD LIGHTING PLAN 09-04-07 FIRE SPRINKLER SYSTEM: A SPRINKLER SYSTEM CURRENTLY EXISTS WITHIN SPACE. G.G. SHALL SE RESPONS I SLE FOR ENLARGED DETAILS SUBCONTRACTING DESIGN AND INSTALLATION OF • D-1.0 ENLARGED DETAIL VIEWS - 09-04-07 SPRINKLER MODIFICATIONS 5Y A QUALIFIED FIRE SPRINKLER CONTRACTOR AS NECESSARY TO MEET KITCHEN SHOWROOM DETAILS REQUIREMENTS OF LOCAL GOVERNING AGENCIES. SPRINKLER CONTRACTOR SHALL PREPARE AND • K-1.0 KITCHEN OF THE FUTURE DETAILS - 09-04-07 SUBMIT CERTIFIED SHOP DRAWINGS OF NE MODIFICATIONS AS REQUIRED FOR ALL NECESSARY ELECTRICAL (PREPARED BY KOHRS LONNEMANN HEIL ENGINEERS, PSC) >in APPROVALS PRIOR TO FABRICATION AND INSTALLATION. ALL WORK SHALL BE DONE IN • E1.0 DEMOLITION ELECTRICAL AND LIGHTING PLAN - 09-04-07 < INTERIOR LAYOUT . ACCORDANCE WIN NFPA, STANDARD 101, AND IN • E2.0 POWER AND LIGHTING ELECTRICAL PLAN - 09-04-07 COMPLIANCE WITH ANY OTHER STATE OR LOCAL 111 E4.0 ENLARGED ELECTRICAL PLANS - 09-04-07 0 If CODES HAVING JURISDICTION. • E5.0 ELECTRICAL DETAILS AND SCHEDULES - 09-04-07 CC 0 0 0 0 5 0 0 0 0 0 0 4 0 0 0 0 ,� N ., r �„ . OCCUPANT LOAD: 102,296 SQUARE FEET / 30= 3,410 PERSONS .r r .m�.� r ultltltl f t NOTE: �� �� (iD n CV __Uutuun NEW CANTILEVER FOR 20' �.1.iJl� .�.tiiill� �.' REBAR MAXIMUM TRAVEL DISTANCE FROM AFFECTED AREAS: 200'-0" ,,,�,�„ bob= Ihiss I CLEAN AND PAINT RADIAL. NOTE: am • ARM SAW IMMESH BREAKROOM t_- 20' LUMBER M'�PANEL SAW TO ENDC4P BY NEW CABINET ( kiIL1dIIr' aj ENTRANCE FOR PANEL SAW �, -* w C\III 111111.11.1 0- p.....,,..... ........�... I �dI hl .... C'/-I{Ilil 0 0 cr f �,1_431„,,,, fig, .•,iiIII ,,iutt�_Ii__ Alai a ,j 1!1T -Ir r �. ws ' ❑��- -t t 1 •e IM �� 0 ���1__ , B i. :■■ Iik - - _ _ , , �. � ^ c ..._. .-.__=-_-- _� `..�.t , I _,L. ��K - _ Iii E I '-u ■ 1'I ' ��■■■' L1 ���llMll. ' ��! rrvr-ao j � .ar ...t►,,.. .� �rrwwt- � ■■ y- w� w w w ,w tt>�-) 1 I r.. �■�� FRONT END: Q 0 1E - ■ �� ■ 1.1. nIig ■■ �■ .� i. �I a :.-- � ii`j�■ ■i ■, � ; ■ I' 2112 5 F.; ■ '■ j !F1I1I1111 t© -„�I. Iin ■I ■I; �,, ..-■� GENERAL DESCIPTION FOR ALL DEPATMENTS: FOESK. . 687 5F.■1l 1 II ■I o , i G�!■ ■ ■ �a©� � � u III l i EMOLITION SHALL OCCUR FOR ANY EXISTING RACKING THAT I5 NECESAY TO CEATE OFFICE PACKAGE: XX,XXX SF.i , ■11 ■ ; - � �■ II1 11 � ��a��o. .�.■�., �, �. � III ll, , ___ ♦� �� ■ �� ■� ROOM FOR ANY NEW OR RELOCATED RACKING TO SE INSTALLED AS SPECIFIED IN THE RECEIVINEPATMENT 4. XX,XXX S . • ' ■I ■■ I : ■1 ■I 1■ o �°°/+.Op ._ a 1' „i CONSTRUCTION DOCUMENTS. THIS INCLUDES, SUT 15 NOT LIMITED TO UPRIGHTS BEAMS LUMBER-DEPARTMENT 21: xx,xxx � .� ■ � � � I�IaoWoLa .,r. \ , E -' Il �� ,, / t■ ■ � ; 11 4° ��••� IF I ' STICKERS AND WI DECKING. TH GC IS RESPONSIBLE FOR STORING AND RELOCATING - T 2: 1 51 S.F.■� ■I 11 E© nanp00 ,�. IL - oo ;I= I ; ro* -- �,E�-.7:E= � RE E BUILDING 1°'►,4TERIALS DEPARTMEN 2 ,0 t''1:r ■I 1 ' 1MIL {o 010000 _ ' ao Ao 12a _t I, ; A CKIN COMPONENTS TO U5 C SHA MO ,4NY CKING TO - : 10 41 S F. 0 0 • ,,, ' ■ . c■ � Ia■:EI;� 111 1!1 © �., oo I so it ■I it ;111111111-1111-iii- `iui Ili■1__I- EC■Irl�■■EE i I , , ALL RACKING BE RE ED C LL RE REMOVE RACKING BE FLOORING, BLINDS, 4 WALLPAPER DEPARTMENTS 23 5g 11101 1 ■ -- , o ,, ,„,,,;;,, -`" �© _I �;1 't.' . -�' � ,,_' REPLACED WITH NEW OR RELOCATED RACKING AS SPECIFIED ON CONSTRUCTION PAINT 4 DECO- ATM NT 24: 880 SF.� 1:1 , ` '• � �!I ■i� 0 �n cy�nna�,J d4 'p4' � �� '(_}' �� - �� j � j� �' ■t+ EP! ■ '''♦ `: ' s :.:: :::.� OCUMENTS. IF RACK 15 TO BE RELOCATE , CxC TO REFER TO CONSTRUCTION DOCUMENTS HARDWARE-DEPARTMENT 2 : 5,64-1 SF.°E)12000 111 11 nn000ra ■ NOTE: H�ARETOHj" LEa$ i ' ■ __:■ ; II III II �i. t ., , II it II I 1 . FOR NEW LOCATION. ANY RACKING CHANES ARE DESIGNATED AS EXISTING, RELOCATED PLUMING, KITCHEN BATH- EPATMENTS 26 2 : 14,484 5 . PER P fl ■ ■ I Ili Oi9��DOi i■M ■ , : .- � 11 ,© �oa0000 4� ;� r!€r Ir; ill 11,1,9=1111 1011111 OR NEW" ON PLANS. ALL OVERHEAD NETTING IS TO BE REMOVED PRIOR TO RESET AND L CTRICA IGHTING- ARTMENT 2-1: 5,-159 S.F. 1. N ■ �.1 . . -,.�.1� . - �� I III 1'1 �1 L L DEP ' F 15-17 S.F. ■.■ . 1 ..t '::„_. ....1E �ol�ooa. jt,_.,. i !► _. , ,N . ■ N I ■I, ■� RELOCATED AS SPECIFIED. NE ELECTRICAL CONTRACTOR IS RESPONSIBLE OR SEASONAL 4 NURSERY' (INDOOR)-DEPARTMENT 28: CO 0 . IIII.,,■ . . _ _ a fo7 Col '17 - IIIIs's^• ■ • I� :... - - ou'1nono �It. • LI_■a U. ::iii .■ °■ �t UI NOTE: ■ • ....... ... rte_ r.'-'' ..... ® = r 1..1 vgg r•= , I I i ■ ■ ALL NE RACKS AN RACK-MOUNTED PHONES PRIOR TO - - 1,599 SF. PAINT LUMBER ,t. � w� ,_�..IP1ri�- .L•,,._ , I�.- ,,,�,,,�,� DISCONNECTING LL POWER TO E R 5 D RAC U EDP E PR R SEASONAL NURSERY (OUTDOORS DEPARTMENT 28. CANOPY _�_c-' MIrIMrArlw, '! - ■■ mi ■■ ■ DEMOLITION. ALL IN-RACK LIGHTING AND ELECTRIC ARE TO SE RELOCATED AS SPECIFIED MILLWORK-DEPARTMENT 30: 3,445 S.F. �� FRONT EXTERIOR �y �- (ti - wALLSANDCOLUMNS �� -I t.,R•tt. -MI ice.I MI NM t-),� . ��- �.'=�'•'-4 + • AND VEIFIED FOR FIXTURE T1�PE. EXISTING OVHEAD LITING SHALL REMAIN UNLESS TOOL REN1,4� CENTE - EPATMENT �18: xXXX S . . 7 R ■IA !I� 11 li 11 II E1 ;1 11 III II 1I! II XI II _-- - ... OTHERWISE NOTED ON PLANS. ALL REMOVED T8 BALLASTED FIXTURES AE TO BE STORED TOTAL AR A AFFECTED: 48,32 AFFECTED AREA S.F. y � NOTE:11 II I II 111 II 11 ''I1 ■■ I�I I I II 11 II l I■ II ■�I I i l ' E ■ �a,�E °, AND RELOCATED INTO THE NEW RESET. ALL H.I. . FIXTURES AE TO BE REAJUSTED ANE 1 I l i r 11 1 1I7. - I .r i r r _.� i --i u - I _■'-Q ANDCOLUMNS SHALL BE RELOCATED AND CENTEED ABOVE NEW AISLE LOCATION, AS SPECIFIED ON THE TOTAL BUILING AREA: 102,296 TOTAL S.F. „_ i ,i i� 1l 11 1 1■ i I �- i i i i i 1 i; ■I ICI-I n l ■1 ■1.._ ,lr � ■ �, r i CONSTRUCTION DOCUMENTS. ELECTICAL CONTACTOR SHALL DISCONNECT AN I 1 �, 11 11 II Irl 1I II; 1�1 11 11 11 11 � I1 �■ 1 - I■ 3� _ 1� I j II RECONNECT TO EXISTING CIRCUITS. NO AITIONAL CIRCUITS OR PANELS WILL SE I1 1I II 11 , I:1 ■t II 1.1 11 11 II ■111� I,1 11■ ■, 1 .. REQUIED. �� � , � , I II f NOTE;II II II II . II ■.I i i ■I 11 11 ■1 ■ ■I I■ Ill - ■1 I,�■ : ■ > 1'■ HIE REELS 1 ■ �� i I � � ill 1 1 TO BE ,u sl I,1. 1!1 II II ;11 I I ■I 11 11 ■1 ■ 1�i III 1■ ■�€1 . ; 1■ , [ ■ LTEDP GENERAL DESCRIPTION FOR SHOWROOMS: O -- 1 ;■ i II PMR THE DEMOLITION OF ALL EXISTING RACKS DIVIDING WALLS FIXTURES, AND DESKS THAT ARE W l I I I III II II . lil -- II CIE I III 11 11 ■1 ■1 1`! 11 F1F'11' I I■ !. WALLS, ! ; , INDICATED BY THE AFFECTED AREA LINES ON THE PROPOSED FIXTURE PLAN TO PROVIDE 111 ■ Iii ii lil 11 liii 111 :I iii II 11 I iii liii I Ijii 111 _ _L _ _ .: 1 i ' � j ■ SPACE FOR NE NEW INSTALLATIONS. GC TO INSTALL NEW WALLS, PROTOTYPE FIXTURES, RACKING LEGEND .. 1i1 �1 it 11I 11 11 , 11 ■ :I I i ■. .. ■'■ II 1.1 II 1 . ■� I j is j, ,'�` '�' .. ■ AND SERVICE DESKS AS SPECIFIED ON NE PROPOSED FIXTURE PLAN. �a _ III ■ Ii ii ii II IIIIl �■ I ■1] , l I 1 1 i■ id I'I ��■ . ■�I 1 ■ = 1■ ■ r_. 1!1 �' I L.1 I ■ �� ii1 1> ■ 1 ■ , _ - 1I I I FIRE PROTECTION SYSTEM NO NOT ALL RACKS UTILIZED IN ALL STORES. REFER TO PLANS FOR RACK ID TAGS I. 1 N 0 1 1 .� h II #I1 _��I_ 1, � ��►`I l. .. _ !-#. _ _ ■=� E `■ ■ _ :.� .,,�,.: ., �.. .. ;`, ��M; UPRIGHT TYPES: COLORS:-Lid �, - ,� ■: 1 ���. ° ,, EI- :, ,, �,�� �uv� I� ,. II I •E ■ . NE PROPOSED SCOPE OF WORK DOES NOT REQUIRE ANY MODIFICATIONS TO NE EXISTING WM �Mllr is - r :w _ °- w FIRE PROTECTION SYSTEM INCLUDING TH S IN SYSTEM. j ii V RD n u REGULAR DUTY 0 ORANGE ■ BT r ; I ■ RE PR E E NE SPRINKLER E U }- /�� i I r-. . � ,. -=-- -*f -- I I 0' I HIS ,. ,i HEAVY DUTY W WHITE I ltlll�)J r,r ■!;'■-. -1�_. -�'. -t,�.i� I �••r•� 1 iasi� � S _ SPECIAL fNSPEGTIONS � tl- t, r--=-, 1 ! of To ■�ia■EE f..3 E 3 E cr a I - g E, ;1®, nt3l;r.,1.tt1�3 li 1 � - u_ cl7 OPT 1 o 0 o OPTION 1 G GAL VAN I ZE D MB ©� i; ,.`__� ,, ,1 ,, rr ,, . 1 ■[ t.I t, ,,,t-� -■ ■■i■ i I . 1 ilif,._, _ CzENERAL CONTRACTOR SHALL COORDINATE SPECIAL INSPECTIONS AS REQUIRED FOR THE Cj - C �- 1 � a u tY OPT2 0 . . OPTION 2 E BE IE Irwrl � ! `r_-�T-� �� It :r. J � 1■ I I� � � 1 () ( i..- V Z � - - - � ..-.. ._.....h __UI: I 1,■ sM _ _ _ BOLTING OF RACKING OVER S -0 HIGH PER 2006 INTERNATIONAL BUILDING CODE. ,= z I� .1 -4 I ----- o _ - TOP-100 „ LI_ �, _ I; i , I �,�-, �� _ ���E■■■��� -__ r,. �+ u>< ,O ARU - ABUSE RESISTANT -___ _ ,t. T. . '� .� , I I GAfGI GALVANIZED INSERTS 2007 THD s LUMBER t n:-- - i1 I. HAZARDOUS MATERIALS t ' l _�_____. . . • . t,1-4.1Welii r' NE EXISTING LOCATIONS OF HAZARDOUS MATERIALS ARE NOT MODIFIED UNDER NE _ , i I I I GU -- - GUTLESS_ _ _TV_ _� EXISTING LAYOUT . , PROPOSED SCOPE OF WORK. NE IN-RACK SPRINKLERS ARE NOT REQUIRED TO BE 42x19 ' 4 (4)-O/99(3) VF "V" RACK/FAN/LIGHT i ROLLOUT I NOTE: NOTE: NOTE: MODIFIED. 1.0. TAG -- - --- 1 8 PAINT FRONT INTERIOR DO NOT REPLACE INSTALL WALL UNDER ORANGE PHONE SALES AREA NEW SLIDER STRIPE AND COLUMNS REFRESH ONLY i- -- - Title TITLE , / t SHEET n n INTERIOR LAYOUT Date : 09-04-07 heat Drawn By: OAF SCALE: NOT TO SCALE AGI •T-1.0 Survey By I ■ 5-4' X 12' HIGH WALL .. r{ i t' • / ♦ / p.T, II teal"( .RCHITECTURAL 11: -.r. ELECTRICAL NOTES N T E R N AT I O N A L .�. .o. B1 Bi Fk i A4 L2 A. PROVIDE WHITE 3" PVC DROP FOR 15 WEST SEVENTH STREET POWER POLE. VERIFY LOCATION WITH COVINGTON, KENTUCKY 41011 1 B1 ' ' ..:r. C MILLWORK SUPPLIER. PH 859-261-5400 FAX 859-261-5530 KEYED NOTES _ 4 0 E<1 PRO J-S< S S C-A • ELECTRICAL CONTRACTOR TO PROVIDE A SINGLE-GANG JUNCTION ( W BOX AT 48" A.F.F. FOR THE VIDEO COAX OUTLET. STUB-UP 3/4" ® Call CONDUIT TO THE ROOF STRUCTURE. M • PROVIDE TAHE COAX CABLE AS INDICATED ON THE VIDEO SYSTEM E•I\G ITEM PRO SIGNAGE SCHEMATIC ON DETAIL M AS U R E R THE ELECTRICAL CONTRACTOR SHALL 1)\ (/(( /1 1 1 L..-::„.,, tfl )/ \\ �G PROVIDE THE DUPLEX RECEPTACLES f� ( � FILES FILES � 48x1 AT 48" A.F.F. ADJACENT TO THE III USI VIDEO COAX OUTLET\��� � t I 1 \ ��i �4 36x1 COORDINATE THE INSTALLATION OF \ ��i i LLE ��—./ - - _ ( I ALL THE ELECTRICAL WORK IN THE I 1 42 x 19 2 D(1)-0/5' PRO DESK AREA WITH THE MILLWORK ti L1- I - CONTRACTOR. ALL THE DEVICES N U i-i- �WCC 42x192 SHALL BE SURFACE MOUNTED IN \>' L9 s, ° I- L2 PRO CON r THE LOCATIONS COORDINATED WITH \� r ' THE HOME DEPOT PROJECT •� Will ` MANAGER. THE DEVICES SHOWN G� z -,--,"°- ( ARE FOR THE QUANTITIES AND THE z '. �� o (( II ICGH (I} a ELECTRICAL CONNECTIONS ONLY. t 2 I _ ■ ELECTRICAL LEGEND ''',..> Q �..c----,I I ® ELECTRICAL JUNCTION BOX v'cP `'1 ELECTRICAL LEGEND ( II :;. QUAD RECEPTACLE /' I . C • QUAD RECEPTACLE PHONE/ DATA FRONT END REGISTERS SEASONAL & NURSERY OUTDOOR REGISTERS `b PHONE DATA PRCJDESK ® POWER POLE D1. O—01 SCALEI 3/16" SCALE; 3/16" = 1'-0" 0 POWER POLE 3/16" - DUPLEX OUTLET DiO—'03 SCALE: 3/16 = l/-0" DEDICATED DUPLEX This cfrawr>g is the property of ARCHITECTURAL GROUP INT°L and is not to be reproduced or copied h whole or In part It Is only to be used for the project and site specificaly identified herein —1 ',4 and is not to be used on any other project O"'a m it is to be retuned upon request Cr) Scales as stated hereon are valid on the original O 00 I I I `�' ` Cknensions and condtions shown hereon and at drawing only Contractor shall carefully review all once report to the Arcl iteot any erne,hconsls- —_J _J _.___1 c tanoy or omission he may dscover. I < < I < < O --11": �.co i �� 0 I O Revisions: C,----) it'I I t I (j Q Mark Date By Descriptor —� - w U U c� U j m f, Q III z -- I ca� • I I L—J • I n :;:= AUTO TINTER /,k N __ _ �, ... - - I I S� G�\=RAE NOTE ° -� PAS DS�C _ c,-.) ,.,....... cf, A I 1 � . �7 H- �� CL) � 1<>-N N_ L LU . . FOR PERMIT 10/24/07 C\ C D ELECTRICAL NOTES (3 U I E O Q l I (.n m C A. ELECTRICAL CONTRACTOR TO ROUTE 111e�t o at. i , •0■, v „I � If (�l f`�'� Cr) cn cn Cl) (ID Cn XG RELOC IN WIRE CHASE AT BOTTOM ��� �'� d"- OF MILLWORK. ALL CONNECTIONS I ( I I I( I �---r- SHALL BE ACCESSIBLE. N N im{ - B. DO NOT MOUNT ELECTRICAL DEVICES U � b. ._.1 + Iff,r- ,, =n dc ON AUTOTINITERS. (� � w--1- db 1)10.11-4.2)0i,J — ,. 0 U •• •►� C. PROVIDE 3" PVC DROP FOR THE ELECTRICAL NOTES N{ 2 NI 1 UNIT 5 ��' POWER POLE WITH: (1) 1" CONDUIT A. ELECTRICAL CONTRACTOR TO • FOR PANEL "LP", (1) 4" CONDUIT I 1 MOSAIC N DISCONNECT AND RECONNECT TO 2)-0/51(1)-\EW LID CLOSERS- 42x144- FOR THE "152" CIRCUITS, & (1) }�" \ A CONDUIT FOR THE DATA. �`� GLASS L% CIRCUITS ORCPANELS WILL �►� \ I < REWIRED. k. "1 "�` `� / ��/ ''/ B. PROVIDE GRAY 3" PVC DROP AT ELECTRICAL LEGEND B `� 1`�\�� � QUAD RECEPTACLE \ / CONDUIT POWER POLE WITH (1) 3/4" WrY WOOD ( \ ` � / CONDUIT FOR POWER CIRCUITS AND \ J% ''= (1) 3/4 CONDUIT FOR THE DATA. e> PHONE/ DATA �f 0 POWER POLE ELECTRICAL LEGEND DUPLEX OUTLET QUAD RECEPTACLE PAINT DESK-ELECTRIC -0 1.O•'-O (Q RELOG PHONE/ DATA SCALE: 3/16" - 1 FIRE EXTINGUISHERS MILLENNIUM DESK 1 f-0 fr ---------- ® VERSA COMBO TEMP/ HUMIDITY SENSOR D1.O-05 SCALE: 3/16" = 1/-0" O POWER POLE n r1 n T I m n �i v I III __L_ 0 Cll • _ _ N . - H n I� ._...■_ < I = 0 Appliance Appliar ri II d--I x I Appliance Appliar ..= _. Parts Part. �'- 4M . th Parts Part. � ) �" T ' '+ �� 1-1/2"CONDUIT FOR I I - 0 E I 42x144-D(9)-1199(8)-NEW -� ' POWER(DROP m ' l FR©MTRUSS) 42x144-J(9)-E/99(8)-\=W 0 4--. 1 cn 0 cn 4S _� ,r____ c: \ I 1 �I G3.5 115 APPLIAI\C- S-OWROOV G3.5 115 tiPPLIA\CE S-OWROOM �� D1 8, , ELECTRICAL NOTES .1 Q( R E FR I G R A TO R S �� LD14 6 = ,_ RFRIGERATORS � A. ELECTRICAL CONTRACTOR TO mat.' 4 •\, ; ks��� DISCONNECT AND RECONNECT TO (� 0 37 36 35 34 33 32 � ) EXISTING CIRCUITS NO ADDITIONAL C-� I O O tilt 36 �1 4 33 32 CIRCUITS OR PANELS WILL BE REQUIRED. Cn I `1., �� Ln , I= MI i� , E MI ' B. PROVIDE GRAY 3" PVC DROP AT I 26 27 28 29 30 31 i 45 wi lip....mo 'r r um THE POWER POLE WITH 1 3 4" C I CW6 28 W9 30 31 CONDUIT FOR POWER CIRCUITS AND (1) 3j4" CONDUIT FOR THE DATA. � L' * I •REFRIGERATORS ■ Co _' '• >11- ELECTRICAL LEGEND I POLE DROP WITH:(1)1"CONDUIT O PROVIDE 3"GRAY PV Pk i R I G-R A TO R S I FOR'1.,D1"POWER CIRCUITS. .,. ;;; QUAD RECEPTACLE (I)-0 I _ 111111'M-10 1 .O—O . MILLWORK DESK PHONE] DATA o ....I • RANG=S/OTR • -� �• _ RA\GS/OTR • SCALE 3/16„ = 1'-0" O POWER POLE I ,,nI U, _21 20 19 I 1 C...1 I 00 cn r 20 19 00 _ Cr C� O 4S �1 _� • REAR SPINE(SPTR) C./� —�- c •_ CV ° 16 15 14 13 I is1-21 :;.�Ij < C- iso I DEDICATED a ,Imp 16 _21 5 14 13 < csJ I • - CIRCUIT(IYP.) 4 'RANGS/OTR 4, 4S ■—.GARS \ C-ENICAES I i • PvC OW RP LE 1`►( Q DRGP WITH:(1)3/4"CONDUIT FOR h\ / • �_0 i "IS1"POWER CIRCUITS AND(1)3/4" �~ ��` ►.�.) R A\G E S 0 TR 0 4M CONDUIT FOR THE DATA. �' I 1 • I D1.10 RA\G=S/O TR • I BEVERAGE I C� 0 I 1 ^ I- 8 9 10 11 N ! Cr ° I E 9 10 11 0 D ç 0 CE CARTS 1 _Q - • v) 0 I n- c� 5 cn- +-��I — © 1. 4 3 2 l c 4 3 2 ■.SP-CIAL S�RVIC-S SSC-A 4 GALV. �`e I Q I =# W L]FOR VOLUME A B C � ,� �—► �(�I � � RA\GES OTR ,, • FENCE , , — C� _ 1-0 I . RANGES/OTR CD jr I I T _I UJI II I w I 'I114 4M c�CID 0 ( 1 2 3 4 5 6 7 8 _4 d- 'hI L o Cr _ ! ` __ •I QBS/D S.H A ._ ■,.....:. ,. 4S 1 2 4 5 6 7 8 0 0 cf) FILES TEES FILES FILES —+ 0 �,��.ERS Filliiim Film 0 I I 1 f'-------f i I----. I i I--------i 1 1- --1 0 I 0 i ,I D1-12 ... -+- 5 4 3 2 1 Cl) CD • CO 4 EXT: _— E -_ v ♦ R_TUR�S AR_A �_ I 6 7 8 ( 9 10 II ' II ,° I i c 6 7 8 9 1 L CO CH A U\ < ._ !I '• 0 I • lit I 41 COOKTOPS DIS-WAS-ERS '' FEN C= ELECTRICAL NOTES -•I I 16 15 14 13 12 11 10 9 1 COOK O /IS-WAS ERA. PROVIDE WHITE 3" PVC DROP FOR I i rcI POWER POLE. VERIFY LOCATION WITH I 16 5 1 12 11 10-.= MILLWORK SUPPLIER. ■ IP 10 A.F.F. �I LAUNDRY U\ITS _c III co ilk .• =L C T. P\ BB ELECTRICAL LEGEND �m "' I • L A,U R Y UNITS JOKS B S • 0 Lc-) 36 37 38 39 40 I ,m 0 ELECTRICAL JUNCTION BOX (,_— .... I`r� (-NJ I is, LS-� "i + QUAD RECEPTACLE =0 ( _ V) I 3 4O b PHONE/ DATA LI_ CD Q I 'cf- 00 �' D112 LD1-26 ` D7-26-4—, 0 POWER POLE I 33 32 31 30 29 R ' +` r 31 30 29 ONO DUPLEX OUTLET • as 2 C ,,,,,,, SERVICE DESK L II I LAU\DRY U\ITS • T . SCALE 3/16" = L'-O" & DEDICATED DUPLEX , RRYY OITS CD COMPUTER +, RI N POLE DRO UT r-vC PO S ' POLE DROP WITH:(1)3/4" I CONDUIT FOR POWER CIRCUITS. -+--' 4M T 0i LiJNDRY U\ITS 0 �_ I • I„�CDi �, LAUNDRY U\ITS W C Er---:I ° 22 3 24 25 26 •', _.'iiipm, ""'� • ? L'- I a: ' °(1di'� 24 4 Eihe " ELECTRICAL NOTES I O C I Q) _ _ N ------I ■� ° 21 0 19 18 17 0 , MID1-14 LD1-28 4.-- priltailva LDS C A SUPPLIED WITHLTIH DISSPLAY STRIP C� C C Q Cam) I Q7 DEDICATED GATED 120 i' 1 ” 1 C J 1 7 FIXTURE AND INSTALLED BY THE W C LAUNDRY JNITS ' 1 - +48" A.F.F.,CONTRACTOR. MOUNT AT �J O7 r CIRCUIT(TYP.) • • \` - (NI I +48" A.F.F., TYPICAL. i Vl� E ,V O R 6 ,m I i ' i, 4S PRO "� Y VC P \ LE DROP B. LIGHT FIXTURE AND ACCESSORIES SUPPUED BY THE ZI'T''' 7---- - = \ (- Ili _ v I ( '-`' + 'm (1)3/4"CONDUIT ,(1)3 4 CONDUIITRFOR"LLD1"POWER GONTRATOR AND INSTAP ED BY URE TOP-100 Li �\ _ O 11 s �y E� I LA J N D R Y J\ITS LIGHTING NOTES = I `�` CIRCUIT AND(1)3/4"CONDUIT FOR THE DATA. LIGHTS GRICN ACC°ORDAN°CE WITH"DISPLAY � • \ DIAGRAM FURNISHED WITH LIGHT �� i �� _..�.. • (1 _AU CRY\ (� i( d- jI( 1 1 LIGHT FIXTURE AND ACCESSORIES = ,� \ITS PACKAGE. a o 7 E H v [III 1 co I!� (� �),' II; / d- a' O� 10 12 13 14 SUPPLIED BY DISPLAY FIXTURE d I ' 11 - �- ELECTRICAL LE E ��,� i (� �� �� ��� �-- CONTRACTOR AND INSTALLED BY 4M 1 0 12 13 1 LEGEND ELECTRICAL CONTRACTOR. MOUNT RO L Lt)U T • I LIGHTS IN ACCORDANCE WITH DISPLAY -�' _4:111 + I —fig" N Q ELECTRICAL JUNCTION BOX I ■ III 00 N DIAGRAM FURNSHED WITH LIGHT CO L01-28 I� IN 0 vA TI o I 7 4 3 PACKAGE. II LD1-28 ir CLD�1 28 c„ QUAD RECEPTACLE True ENLARGED • • 7 6 5 4 3 �' PHONE/ DATA IN \OVATIO\ 0 POWER POLE DETAIL BAT- TOWER LAJ\DRY UNITS LIGHTING LEGEND BAT- TOWER �• LAJ\DRY Jl\ITS DUPLEX LE OUTLET VIEWS FLUORESCENT FIXT - 2' PROVIDE 3" PVC POWER POLE DROP WITH: PLUGMOLD - 6' heat 4 iN nn APPLIANCE DISPLAY LIGHTING 1 FLUORESCENT FIXT - 4' /1,3/d"f:nNnt UT FfR Pf1WFR(.IP(l IITC Date : og-04-07 ® FLUORESCENT FIXT - 2' 1 OIL 1 'f EIV 1 AL �.f+El`V 1 EI"'� DESK APPLkiN r+r- n w 'i 114#tt w 11 W I1 . '-.-- ;, oy. CAP n J n n 1 � VC u�I�PL A T ry YY Cr�i ® FLUORESCENT FiXT - 4' 1 1 I c'r`AI r-. '- /1 r " 1 / nr� '■� SCALEI 3/16 = 1 -0 y " .,... r rr Sur B AGI fin c�rAi r-, -� �1r'' � n � y >,8,,t* 6°.:}(1-8.01106 J." -r*: s......, ,_..., ,.._..., PIM THIS DETAIL IS UNDER A SEPARATE CONTRACT 0 it * AND IS FOR PERMIT INFORMATION PURPOSES )01111111 ll ONLY. THIS SHALL INCLUDE, BUT NOT LIMITED TO 8'-1" 6'-5" 5'-4" ALL PREFABRICATED WALL PANELS, CABINETS, / ././ , COUNTERTOPS, FLOOR CONNECTIONS, ETC. _ rAIAHSil‘ ri----..., \-- r___ Nomorms• -RCHITECTURAL 9 I. I-- TOWER 9 \ 1 \ 9 1 ---:--., ___.--- iii___----- ----_____ ___.-- r, sst © 1 _1.. L, ■ vl, r • / • 4 ? ii C. ROUP ,-- i_5,/,7_5,, /z) 0. L T . r.,-, . It. GENERAL NOTES NTERNATIONAL 4111 15 p --E in 1 0.1 I 5.-10 , 6-4' 6'-4` 15 WEST SEVENTH STREET C .. / A. THIS KITCHEN SHOWROOM IS A MOVABLE COVINGTON, KENTUCKY 41011 -4- FOUR-WAY UPPER STEEL -I -I < 81-3" MODULAR WALL ASSEMBLY TO BE SUPPLIED PH859-261-5400 FAX859-261-5530 LVASHER I C I b \ r / / r I PIN INSERT - - .0 \ /L-- - - AND INSTALLED BY THE FIXTURE CONTRACTOR. in !DRYER C _ - 11 Oe'. - 1--- .411*... THE GENERAL CONTRACTOR SHALL COORDINATE r. ___ _ 1 E ___■/, ______, 4 e. 3 C-- -.1,.. 1,„ - K1.0-06 @ WITH THE FIXTURE INSTALLER ON ALL SETUP - .; REQUIREMENTS. 4) ■ , -0- g § !"i r 1 F I 41, # 1010° 411 CROWN MOLDING WITH I a- .7 et „ , , , , _ , _ ., , , 75" 4'-0" 8'-3" / _ I.P7 I 1...\711111■ CI ' ' • -La . o 1 FACTORY INSTALLED '' -.. 0 ND Wg.0/1■. B. ALL WALLS ARE TO BE BUILT EXACTLY AS WIRE CHASE SHOWN ON THIS CONSTRUCTION PLAN. NO WALL CABINETS 0 I L ___ .9 I I F- cn C tsl- I o I 6 dt 41:. 4 FACTORY INSTALLED , 1 A IP 11111116 I I WASHEti to CHANGES ARE TO BE MADE WITHOUT CONSENT * WALL CABINETS MI I 241 441 • ! FROM THE HOME DEPOT. _ I t.,- ..... \ 4'-9" Co ---..., "Ili DRYER gi 0 _ _J L_ C. A CLEAR CHANNEL OF COMMUNICATION MUST ;_.S,-- - - --i il I____ _ _ 1 IN 1 g ,. i.„ j :.-,' / 4, 1 1 §,. , , _____Li- E____ _ 1,,, .. I EXIST BETWEEN THE HOME DEPOT (HOME OFFICE 0 e 30--1 L . ..1_,Iiw,3 - c 0 ._• ,,,, -.- l• ir") . . •-1 . .____---- t. , 0 • • __ . . di) . ] - --., --...ss -..., -...„, -,.., 4,eee ,-.,,,, ■ -''''> III .41116 1 In - - - - 1 4,-0. 1116 :: ..q .. - 0 _., AND STORE PERSONNEL), GENERAL CONTRACTOR, FIXTURE INSTALLER, AND DISPLAY MANUFACTURER 4 9 I -...., ..., I E AS WELL AS WITH ALL RELATED TRADES AND sj .. 17\-- WOODMARK- III ° I I.‹ 8 0 ,.,. SUBCONTRACTORS. ELLING CENTE0 :-,1.- .'c' R _____ - - _I oil .., 'TYP •-, ,--, L, •-..., FIELD INSTALLED .NN. ''''-\s4olloo. ,), I K1.0-06 D. ALL WALL FRAMING MEMBERS TO HAVE WELDED EV-1" 5'-4" "--.: '''''' COUNTERTOPS AND Q.9 I - In- 81-0" 41-2" , -...., to CONNECTIONS. WHEN WELDING PARALLEL < BACK SPLASH \, ,N 11111k UPPER STEEL PIN _ I ,..,.., OD - E -a) '."--...,,,,,... INSERT TYPICAL AT EACH I I I r - - •.. R MEMBERS TOGETHER, USE 2" LONG WELDS AT g i, 4,-2. A& 0 t:7 C 4'-1" 8'-O" 4'-1" 5'-3" 5'-3" ..--- -....... .. - PANEL CONNECTION - - ---j- la,,-(1 1 c 1 . _____.„ 18" O.C. BOTH SIDES OF TUBE. 1. PREMIER 27X60 -C. , !I 7- _.„..---40 -AMERICAN- -/N 1.,7,R A °. \ D FACTORY INSTALLED ....... -.,..., ..--- a.I o o• 1 2 7 E. ALL WALL PANEL SHEATHING SHALL BE e SEWNG CENTER c ' -....., ,..., ...-"" r-Th WOODMARK F orn- ENGINEERED FIBERBOARD OR FIRE RETARDANT BASE CABINETS < 1 • N (. - 1-----441Hfl -..... ,..-, EWNG CEN : MEDIUM DENSITY FIBERBOARD AS REQUIRED BY L\ -,, I 4411 I li___ -t - 5-- _,___. . - C ____i____.,,_ • i C Ect 1 . . ...., „ .., „ ......., ..., , V-4' 4.-2' / 8'-O' 1....1-\/ ;* T.,- -- . CODE. '''',. \ -7 III 0 111I 0 IIIII I 5?._ . I- ir) _ 2cD / ,•.,,,2%, _ \ ENDCAP TYPICAL 7 -. v-3• 0 5.-3' 4!-4, 3.-0` ? S-0' .. 4'-4," F. ALL DIMENSIONS ARE TO BE TO FINISHED FACE OF PANEL U.N.Q. .... ... .--- ,---...,,,,,.,,-----;_ ) Y 4:4 <r5 1E1111 1 1111E1 I (I) ',1- 1 1 -CO .=-1 et : RETRACTABLE CASTER ENDCAP TYPICAL AT ALL ENDS FACTORY INSTALLED BASE ''''''''''' ....,,,,,, ,,,......„,„ :N 0 ...,., AT ALL ENDS PREMIER 27X60 • a .. lk 4' HG.. ALL WALLS TO TMOUSBTEB8E,_T6R,U,EH,IGSHQU(ATORETOANPDOPFLUMB. -,c , \ z m - EL._ I , 0 " >'L REFER TO MANUFACTURER'S INSTALLATION c=:) f' / INSTRUCTIONS. 11/11: e lib 1111111 I 0,4 b .,:i. ...„.....„.::„..,,,,.........., 1., L SELLING CENTER j ASSEMBLY Il 1---- K1.05-Lo3: I k'z'akttiN, 41%14.110. '.....' I ---Ae7. .---- 1 '',.\(. Vti-, .1 0 hi■ 0 la /4 L II , 1 1 CD L.L._ C.) - b- I _ -I AIR STEEL FRAMING) UNLESS NOTED OTHERWISE. • aill <.2,1 CABINETS \, I. FIELD INSTALL 4" CROWN MOLDING AFTER WALL 6/ • I 13 op I / "cli 1- in 1 H A * TS 1x2x11 GA. / 41tAN C' 5-. 0 *-. 111 71 '' 4 BASE FRAMING ,...... III PANEL INSTALLATION. cp 1111 a. i ,E'2* 1 5' CN ,,____ - / .1 b 1.11 III illilli . J. FIELD INSTALL 4" BASE AFTER WALL PANEL NV 4.?? vik i 1 ' P. 0 ,..., Li.... _-. I , / .., INSTALLATION. . t;if liti ,., CD 2 -co * / ...., ,....,, . 0 ® " \ L .. G. I b. 1 8'-7" 5C-5" / /V------ - ---- --- , N ,/ \ 000000000 WALL PANEL '. El , Elio • K. ALL CABINETS MUST BE PROPERLY AND PROFESSIONALLY INSTALLED AS PER THE DIRECTIONS SUPPLIED BY THE DISPLAY This drawhg is the property of ARCHITECTURAL GROUP INTL and is not to be reproduced or -.A \ I I E rKRAFTSMAID THOIASVIL . \ ..J.I 1 \ J \ / ... WOOD BASE .-- 1 MANUFACTURER. (ALL UNSATISFACTORY WORK copied In whole or In part. It Is only to be used WILL BE RECTIFIED AT THE INSTALLERS EXPENSE). for the protect and site specifically dermed hen* c:r..A (6 MI TAENMUSF A and Is not to be used on any other project L. ALL CABINETS MUCT BE RECEIVED COMPLETE V SEWNG(BITER SELLING CENTER 7 \-1- r SE tc ztit / \ ' . E 1 AMTISSTHINEG It Is to be returned upon request I g WO( \ • E \ ID 1.11.1=1.11.11....11.1141.1.1.1..11111 111111 \ TS 1x2x11 GA. FRAMING \ '7 - T 0 1 1.... 0 § SoaIss as stated hereon are veld on the originai WITHIN I NFREE OF i iDRASWOGFE.R RECEIPT PUNSATISFACTORY TAND BERECT I FOI ERD tamyoncedrawirvrepo::;Tission,tocontratheh,:rottectctIshadiscovergacarny efuerror:y,re,,,Aewhoonsisail I 41110 / / I TS 2x2x11 GA. BASE 7..--- ..--- ------- ----. '.... /// \ .. to\ -I I -V THOMASVILLE KRAFC)TSMAID NV Sau raENIEB V V saatuBEER V 11-! AFTER THIS PERIOD SHALL BE RECTIFIED AT THE INSTALLER'S EXPENSE. MUST BROUGHT i cimenslons and ooncttions shown hereon and at al 0 THOMASVILLE DIEN 11 Alr4 I (12 0 ID I io I Cl 6 0 0 1 g ...._, 7,, a) ____ 0 _____ 40 I ._. . . .._____.____..._ \ R 1/7-____ ATTENTION OF THE DISPLAY MANUFACTURER _ _ L • Llirmir I ' 1/1111111MI • • • 111111111111111111 --- - E.1 i-- - - INNOVATION EC 95x64 RF el .1 SE I. . • _ • , 7557; . t _.___s___„.. • • I • o •L 31t, J • \ \ s. . -_'Nil ........ - -- '// / I // 11 „..._ \ 1 . 7 0 ...1 1 1 (17 .:c 1 ''-9* 4' 4---441ELr- _ __I OVEN 'THOMASVILLE 0-1 7 (1) TO°WmALLvILPLAENEOVERHEAD I KEYED NOTES Revisions: 41 51-3" WALL INSTALLATION FINISH INSTALLATION 7. . I I I / I g ' '01 Albs \IR H%A DB SIGN CE ABOVE.STRUCTURE LOWER STEEL ANGLE AND \ I I 0 K1.0-06 SIM I I g ° Date By Descriptio, PIN WITH ANCHOR ,,,,,, "1 .-.c. r ___.1 -5..... . I ABOVE WITH CABLE. REFER TO DETAIL K1.0-07. A'Aa6 .3, ■ Illi,_Itil, DISPLAY BY FIXTURE CONTRACTOR \ ‘ ,) / KNOW I 1 I I 2) \ / 25x64 0 1111111101111111 ELECTRICAL NOTES ELECTRICAL LEGEND ■ SEISMIC z TYP • 0 FBIYELDDIsIpNLASTyALMLEADN, ANUFCAOCRTIURERCOUNTERTOP PROVIDED ',.. .7 5.-3. 4-9' 0 13*-11" tr 2'-4°i RECEPTACLES AND DATA FOUND ---- _ -- AT DESK ARE TO BE MOUNTED 0- QUAD RECEPTACLE (4)FIELD INSTALLED.INSTALLED TO THE BOTTOM. PROVIDE I> PHONE/ DATA 27'-e / N LED A RIGID CONDUIT TO THE WALL. 0 POWER POLE & DUPLEX OUTLET LEGEM El RELOC JUNCTION BOX 0 VENDOR'S KITCHEN DISPLAY IDENTIACATION TAG \ FOR PERMIT 10/24/07 Ki.0.01 KITCHEN FIXTURE PLAN K1.0-02 K1.0-0 ALE KITCHEN DIMENSIONED PLAN cvER PLAN K1.0.04 KITCHEN SHOWROOM INSTALLATION ISOMETRICS K10.05 KITCHEN SHOWROOM MODULAR WALL PLAN 3 SCI : 1/8" 1:-.) 1/- 0, 4,illho tilh KITCHEN DISPLAY NOTES 1C1111) ...b, A. RECEPTACLES AND RELOC WIRING SUPPLIED AND INSTALLED BY DISPLAY MANUFACTURER. bk. 41114 B. LIGHTING SUPPLIED AND INSTALLED BY DISPLAY -18 a -1-- c-__ MANUFACTURER. n I 161.1, I 1 0 2I C. ELECTRICAL CONTRACTOR TO SUPPLY AND BP lei B A 6 - I I -•, - INSTALL PHONE AND DATA CONDUIT AND -1 cc - It:- JUNCTION BOXES WITH PULL STRINGS. I I :i , B I l3 0 0 .., .I I ,t_.. 0 ' L.,1 ...._ ELECTRICAL CONTRACTOR NOTES „1 , -1 07_ ., +52/ I rAli I A. ELECTRICAL CONTRACTOR IS RESPONSIBLE FOR IL41 I B -1 r- -4.1"-- -q.-T - - ----s,I.L--1 1- .:40 ;) --. LOCATING MANUFACTURER SUPPLIED STARTER • • __., 0 BOX INSIDE UPPER CROWN MOULDING. I I 0A -11 I I I I I I 111/ __I r_ _ - ,..,_ _ 4: IN- ' B. ELECTRICAL CONTRACTOR IS TO MAKE FINAL I I B I I 1 A B A 108'-6"dik I I '11-!?F r,I I CONNECTION TO DISPLAY AS REPRESENTED IN 1 o 1 I[7w 1 B I L --C1.--C1-- 1 I TOP OF STEEL1V 1*)*- 0 .-0. THIS DOCUMENT. I I . I I rh-4 - 3.-0' ::: I 3-2" Ira, _. r 1 _±5 41)Est_ . C. ELECTRICAL CONTRACTOR TO SUPPLY AND I I B I ...■ INSTALL PHONE AND DATA RECEPTACLES AND _ _ _li ,-,7 ottet-cf.h.-1 I B r:7iF3, L-0 1-4---__ S-6* 0 , _J / WIRING INCLUDING ALL NECESSARY PULL -- . FACTORY INSTALLED PUCK LIGHT. .4- _1 -4- 1 I I r - ::,.--, 1 STRINGS. L 1 E93/51--- -_...i I -3-0' -El D. ELECTRICAL CONTRACTOR TO LABEL CIRCUITS mm0== 1 'r J 0 ON J-BOXES IN KITCHEN DISPLAYS. _________ --471.. __ 1 . ,a_-6.7.4"11"47\1 1 °F.`" WALL CABINETS PRE-MOUNTED KEYED NOTES ,------ ---- u0===m TO WALL PANEL IN FACTORY KITCHEN DISPLAY NOTES . 0 ,DNIVSITDAELDLEDPOWBYER 0LEE.Pc (1)PR30749EDCOBNYDUOITWNFEOR [R 0 r A. RECEPTACLES AND RELOC WIRING SUPPLIED ' AND INSTALLED BY DISPLAY MANUFACTURER. 0 4)( CONDITIONED CIRCUITS AND (1) 3/4" CONDUIT FOR THE DATA. A II C ] Alt 0 .4 c 0 QUAD RECEPTACLE BOX FACTORY INSTALLED ON AP II i B.tviLAIGNHUTFIANCGTUSRUEPRP.LIED AND INSTALLED BY DISPLAY - . • r.. II TOP OF KITCHEN CABINET. ClI ..... , , -, .... . " 1/2 BOLT W/ OVERSIZED 5,,' o e 1 III C. ELECTRICAL CONTRACTOR TO SUPPLY AND EXISTING JOIST . _ _77 .\\_ FLAT WASHER AND 0 B I STANDARD CHANNEL NUT -i,. 11 1 El 0 II ° ............ 10P1 .11111 111E11 JUNCTION INSTALL NP PHONE SA NWDITHDATFAULCONDUIT L STRI NG SAN 0 FACTORY INSTALLED UNDER // \\ 44- II all II 111E11 COUNTER LIGHT. / // (SECURE CABLE BELOW WASHER TO PREVENT SLIP) 0 I 1E1111 II 9111111 ELECTRICAL SYMBOL LEGEND Al] I -1 IIII ELECTRICAL CONTRATOR NOTES i (2) PREFABRICATED WALL 0 \\ //. \\ odm,_::: Iwo II itall 0 L ., \ 111 ° A. ELECTRICAL CONTRACTOR IS RESPONSIBLE FOR "0 O'" I PANELS EACH TO BE 1x2 STEEL -i- 0 V I SYMBOL DESCRIPTION(UNLESS NOTE OTHERWISE) NOTES \ I , -11- -T. ---„,,d 1 \ 1E41 0 ilii B I Gil LOCATING MANUFACTURER SUPPLIED STARTER FRAMING AT 18" D.C. WITH 1/2" r 4, QUAD RECEPTACLE WITH (1) 15' QUICK FLEX CABLE BOX INSIDE UPPER CROWN MOULDING. -__1. . ' ' SHEATHING ONE SIDE 1 z 4.1 1 5/8"x14 GA. 3/4" CONDUIT TO UNCOATED CABLE 'IA -71 ATTACHED AND MOUNTED ON TOP OF UPPER CABINET. of I ll El B. ELECTRICAL CONTRACTOR IS TO MAKE FINAL ; -, o F B-LINE STRUT OR JUNCTION BOX; TO TYP. 4 PLACES. I /-4 0 •Noi. 0 „, (f. DUPLEX RECEPTACLE WITH (2) 9' QUICK FLEX CABLE. 2 •0 1 CONNECTION TO DISPLAY AS REPRESENTED IN BASE CABINETS PRE-MOUNTED w EQUAL (JOIST SPACING PROVIDE POWER 7-)'+' 1116- 1 4) Ill en RETRACTABLE llhh4 ' SEE DETAIL K1.0-14. / THIS DOCUMENT. CASTER ASSEMBLY I% 111 TO WALL PANEL IN FACTORY PLUS r-0") TO LIGHT FIXTURE --. : 1 I IC) 14)if 0 13 I. , ' ,IC QUAD RECEPTACLE WITH (2) 9' QUICK FLEX CABLES. a / C. ELECTRICAL CONTRACTOR TO SUPPLY AND INSTALL PHONE AND DATA RECEPTACLES AND FIELD INSTALLED • • _. ....-- 0 I I I SEE DETAIL K1.0-13. UNCOATED CABLE / WIRING INCLUDING ALL NECESSARY PULL WOOD BASE LOCATION OF BLOCKING AT BASE l Mikaiiims, ____ I / -,,-i ALIGNED WITH ANCHOR LOCATIONS TYP. 4 PLACES. 6'-2' 2" x 4" HOLE CUT IN WALL BOARD BY MODULE SUPPLIER. STRINGS. millIIII (WHERE REQUIRED BY CODE) - ..4.Ell.....--.... 3/8" EYE BOLT 4 3.-6' / VI .1.-/ V V V V '4 COMBINATION TELEPHONE/DATA OUTLET BOX #1900. B I f >111 . -.01•11111111111.111111"111.111"1"11"mm."1•1111111111011111111r D. ELECTRICAL CONTRACTOR TO LABEL CIRCUITS CONCRETE SLAB Mill ----__ ____________ PLACES. I /. _, ELECTRICAL CONTRACTOR TO INSTALL SINGLE GANG JUNCTION _co .- THOMASVILLE -I 0 BOX AND ABOVE TO BOTTOM OF ‘10IST. TELECOMMUNICATIONS 1111:4=IrearlIkri=1122=M11%. - 108'-6"A OVERHEAD SIGN I k V 164 V V Aus4 V AllIFIANI * 1: ON J-BOXES IN KITCHEN DISPLAYS. TOP OF STEEL II" III - CONTRACTOR RESPONSIBLE FOR CONNECTORS AND -., I III . FACEPLATE. (TYPICAL) B Ci I 98" A.F.F. TYPICAL OF I I 1 AlEir; , *-'•'1:? 1,.. ANCHOR LOCATIONS ' L-........._ ___I NOTES: ' LIGHT FIXTURE SCHEDULE ALL QUAD BOXES - (WHERE REQUIRED BY I I 1'-4' 74 -GI .L. I CI 1.EB2 QUAD BOXES ARE MOUNTED ON TOP OF UPPER CABINETS AND CODE) ESTIMATED WEIGHT: 130# MOUNTED IN WALLS UNLESS OTHERWISE i I ...-r 0 A----, I-,:: POWER UNDERCOUNTER LIGHTING AND PUCK LIGHTING. mr -- -- 11/1111111P1111111111 li 1 SYMBOL DESCRIPTION(UNLESS NOTE OTHERWISE) CC A A A 110,-(rd, NOTE: STRUTS, CABLES, AND THEIR ATTACHED COMPONENTS BY I NOTED .71 .L. , 1 11110.11111111 I I I I 0 EACH QUAD POWERS ANY COMBINATION OF FOUR UNDERCOUNTER OR PUCK LIGHTS. QUAD BOX QUANTITIES VARY DEPENDING THE NUMBER OF INSTALLED LIGHTS. • • • 11111101111111111 -- 1-1 • = A 13 GE #16688-F8 15 BULB, LIGHT SOURCE TO BE DIRECTED AT WALL. CC CO DISPLAY CONTRACTOR ii'M < c\I , , B 24" GE #16033-F8 T5 BULB, LIGHT SOURCE TO BE DIRECTED AT WALL. BOTTOM OF SIGNNV < 111.11111111111111111 • 2.EB3 DUPLEX RECEPTACLES ARE MOUNTED HORIZONTALLY ON WALLS a CI 20W HALOGEN NICKEL PUCK LIGHT. LIGHTING USA #33000 G-8 BULB NOTE: 3 INCHES BELOW CABINETS WHERE UNDERCOUNTER LIGHT CORDS a CV FRONT ELEVATION DO NOT ATTACH CABLING TO SECTION r-10' CANNOT BE ROUTED THROUGH OPEN CHASES TO THE QUAD BOXES 0.... STRUCTURAL JOIST BRIDGING ON TOP OF UPPER CABINETS. Plial" __. Film. 0) K1.0.06 TYPICAL WALL SECTION K1.0.07 THOMASVILLE a OVERHEAD SIGN DETAIL K1.0.08 KITCHEN DISPLAY AREA ELECTRICAL PLACEMENT K1.0.09 _KITCHEN DISPLAY AREA _UP 111114G___PLAN C\I < CD Q Cr . . . 5 5 55 . 5 . it KITCHEN DISPLAY NOTES 0 IIP• , A. RECEPTACLES AND RELOC WIRING SUPPLIED AND INSTALLED BY DISPLAY MANUFACTURER. 1:: Ill B. LIGHTING SUPPLIED AND INSTALLED BY DISPLAY MANUFACTURER. FASTEN STEEL SUPPORT CO CIC C. ELECTRICAL CONTRACTOR TO SUPPLY AND INSTALL PHONE AND CHANNEL TO TOP FLANGE OF BOTTOM CHORD OF U DATA CONDUIT AND JUNCTION BOXES WITH PULL STRINGS. ..I JOIST, SEE DETAIL PHONE CABLE AND DATA K1.0-12 EXISTING ELECTRICAL CONTRACTOR NOTES DROPS DOWN IN DIVIDED Cr CD PANEL EXISTING POWER POLE. PROVIDE - PANEL A. ELECTRICAL CONTRACTOR IS RESPONSIBLE FOR LOCATING 10' MIN SERVICE LOOP i MANUFACTURER SUPPLIED STARTER BOX INSIDE UPPER CROWN - .-1 r (TYPICAL) 1r 0 CO 11-12 essi A r- ' ,,,,, _ __ _ - Ir_T_ ___ __ ___ MOULDING. ........ - -.: I. .:.EY-1 B. ELECTRICAL CONTRACTOR IS TO MAKE FINAL CONNECTION TO -r- STRUCTURAL : - RELOC BOX LOCATED IN F- 4,..ii DISPLAY AS REPRESENTED IN THIS DOCUMENT. "Z"-- STEEL RELOC ::. CROWN MOLDING. POWER 0 of) I II2 EB2 I 1 00 SEE DETAIL K1.0-11 CABLE . 1 I .. C. ELECTRICAL CONTRACTOR TO SUPPLY AND INSTALL PHONE AND 03111111111 . co 0332 DATA RECEPTACLES AND WIRING INCLUDING ALL NECESSARY 1000 00000000000000 . 5:1100000 0 r- . I 1112 - 1 _1 Rio PULL STRINGS. 11.® i _L D. ELECTRICAL CONTRACTOR TO LABEL CIRCUITS ON J-BOXES IN I/ ......... I PROVIDE UNISTRUT SPANNING 00 r. .. r ,:ii,ii I KITCHEN DISPLAYS. TYPICAL STARTER BOX DETAIL JOISTS OVER EACH POWER POLE I-- -- -- - - - ELECTRICAL CONTRACTOR TO INSTALL LOCATION FOR VERTICAL DROP OF "It •-t- ..., OWNER PROVIDED RELOC. UTILIZE POWER POLE CONTAINING POWER 1111■ Irma I I Bo KEYED NOTES ' ELECTRICAL CONTRACTOR TO . OWNER PROVIDED E.C. INSTALLED K1.0--12 SCALE: ND SCALE CABLE, PHONE, AND DATA CABLES. ( ,, 1 AZT an 1 Da ..• 0 POWER POLE PROVIDED BY OWNER AND INSTALLED BY E.C. TO INSTALL OWNER PROVIDED CONDUIT FOR ROUTING OF RELOC TO POWER POLE DROP TO RECEPTACLES AND PUCK LIGHTS (DROP FROM TRUSS). DISPLAY. ONLY EXTENDER CABLES TO D I' L 1--64312--ra Eh)I SEE DETAIL K1.0-11. --------- BE ROUTED THRU CONDUIT. COIL PROVIDE 3-1/2" PVC SLEEVE EXCESS CABLE UP IN JOIST SPACE. FOR A HORIZONTALLY STABLE, I I I r - -----iimeg-- 1 I ()DIVIDED POWER POLE PROVIDED BY OWNER INSTALLED BY E.G.: ----- VERTICAL SLIP JOINT. FACTORY INSTALLED RELOC STARTER (1) 3/4" CONDUIT FOR CONDITIONED CIRCUITS AND (1) 3/4" , _1 I_ _MEG D...... ___ _J I --, ' LT* CONDUIT FOR THE DATA. BOX INSIDE CROWN MOLDING. SEE L EB4 DETAIL K1.0-12 RELOC I 2-1/4" SQUARE DIVIDED ----L:7Tn 0 FACTORY INSTALLED RELOC BOX IN WALL CROWN ASSEMBLY AND QUAD RECEPTACLE INSTALLED BY 1 POWER POLE FOR POWER CONNECTED TO SPINE POWER TRACK (REAR) BY ELECTRICAL ligpfr OTHERS. SEE DETAIL K1.0-13 - :..- \-._ -. (MC) CABLE, PHONE AND ALL STARTER J-BOXES ARE DUPLEX LOCATED IN BASE IS EXISTING PANEL CONTRACTOR. SEE DETAIL K1.0-12. IP - : DATA CABLE DROPS POSITIONED WITHIN THE OF POWER POLE (A)QUAD RECEPTACLE BOX FACTORY INSTALLED ON TOP OF KITCHEN Slum111 QUAD MOUNTED : - - _ CROWN MOULDING (TYPICAL) 0 4, 1-(AATA47 - 4 CABINET. PUCK LIGHTS CENTERED WITHIN CABINET SPACE. INSTALLED BY , _,,,......t..-Im .,- UMW' RECESSED IN WALL AND - HORIZONTALLY AND TOP OTHERS. DIVIDED POWER POLE CONNECTION OF CABINETS, SEE EXISTING FEMALE CONNECTOR PRE-ATTACHED TO QUAD RECEPTACLE BOX. 1 EQ EQ 1 EQ EQ i DETAIL K1.0-11 : I■ PANEL IL\__, A I RELOC i 15 SCALE: NO SCALE 00 N2f- Imo 0 ®MALE CONNECTOR PRE-ATTACHED TO QUAD RECEPTACLE BOX. , 0 milu,...,...........,,,,.. --. -7- ...,.„,,,..* K1.0 , , 0 XLISTIN 4 IS EXISTING PANEL , 1 I : , 6 CO lid- I lialirain‘'eDATA III ° IIII TO DATA I ; -II• 1-.t■mg --------- 11111 ELECTRICAL SYMBOL LEGEND , , FASTEN STEEL SUPPORT 1111E11 0 , TYPICAL QUAD RECEPTACLE CHANNEL TO TOP FLANGE OF -ril min Z1 III : BOTTOM CHORD OF JOIST -0. '"'--- SYMBOL DESCRIPTION(UNLESS NOTE OTHERWISE) NOTES 1 ,• 17----4■1 \ ill a 0) IIII tif QUAD RECEPTACLE WITH (1) 15 QUICK FLEX CABLE 1 STRIP LIGHTS INSTALLED f3Y OTHERS. I , il K11.0-13 SCALE: NO SCALE POWER CABLE DOWN THRU ),L."%eas it \ I ATTACHED AND MOUNTED ON TOP OF UPPER CABINET. ------------AL \ POWER POLE (TYPICAL) SEE DETAIL K1.0-12 ---- - ----- --- -,... 0-1 €3= DUPLEX RECEPTACLE WITH (2) 9' QUICK FLEX CABLE. 2 i -1 "4*-----\_____h .41 r„..„..! EBB 7 N. ,-- 1 111 SEE DETAIL E5.2-07 STRIP LIGHTS INSTALLED BY OTHERS ..---- /1 0 0\\,,,, 'S , 1 DE i I 'I 4:7 IC:3)k .1111.111.1111 - En! I I *am QUAD RECEPTACLE WITH (2) 9' QUICK FLEX CABLES. 1 , SEE DETAIL E5.2-06 ___, 00° • \ I I DUPLEX RECEPTACLE c 10 0 0 0 0 0 0 0 00 0 0 0 0 0 0 0 0. .100 0 0 0 1 2" x 4" HOLE CUT IN WALL BOARD BY MODULE SUPPLIER. INSTALLED BY OTHERS. 1 JUL JUL ow(1:9. :9. FLEW 09.1m .41611W 41 COMBINATION TELEPHONE/DATA OUTLET BOX #1900. SEE DETAIL K1 0-14 TOP-100 . . _-- _ , E 1 / -1 ELECTRICAL CONTRACTOR TO INSTALL SINGLE GANG JUNCTION RELOC \ ' / 1 fj V -.._ V V C... ,. , BOX AND ABOVE TO BOTTOM OF JOIST. TELECOMMUNICATIONS CONTRACTOR RESPONSIBLE FOR CONNECTORS AND .• II, PROVIDE UNISTRUT SPANNING 0 / *Niom•mmmr----------------- Irma EXISTING - POLE OVER EACH F O R POWER C A L \ / i FACEPLATE. (TYPICAL) 007 THD , II . 74; ..:rt ,,.... PANE 1,411A111111 - • jir PANEL DROP OF POWER POLE ■ N , I I I a NOTES: DUPLEX MOUNTED CONTAINING POWER PPOVWCERPIPCEABFLOER, A '''- ---- _ ---- ' 1.E82 QUAD BOXES ARE MOUNTED ON TOP OF UPPER CABINETS AND RECESSED.IN WALL AND PHONE, AND DATA CABLES. ROLLOUT II i....I :,.. POWER UNDERCOUNTER LIGHTING AND PUCK LIGHTING. 1 HORIZONTALLY, SEE DETAIL K1.0-11 I HORIZONTALLY STABLE, Title F.,_ EACH QUAD POWERS ANY COMBINATION OF FOUR UNDERCOUNTER OR -1 _..,,.. I,. 11111111111 III PUCK LIGHTS. QUAD BOX QUANTITIES VARY DEPENDING THE NUMBER OF INSTALLED LIGHTS. .. RELOC VERTICAL SLIP JOINT. KITCHEN OF ._....,, • 2.EB3 DUPLEX RECEPTACLES ARE MOUNTED HORIZONTALLY ON WALLS _Gd ?.311111.“114.1611$1-s...gliDtM.,...Ut.: 2-1/2"X1-1/2" THE FUTURE 3 INCHES BELOW CABINETS WHERE UNDERCOUNTER LIGHT CORDS POWER POLE FOR EXISTING CONDUIT 3/4" CANNOT BE ROUTED THROUGH OPEN CHASES TO THE QUAD BOXES RELOC CABLE DROPS DETAILS . PANEL HARDPIPE ON TOP OF UPPER CABINETS. _ 'Sheet Kai 0-10 KITCHEN DISPLAY AREA RELOC POWER PLAN TYPICAL VIGNETTE SECTION TYPICAL DUPLEX RECEPTACLE SINGLE POWER POLE CONNECTION sDpuarartIvne y: BB0:9-04-C-0A7F ..... K-1.0 IL LE: 1/8" = 1/-0" K1.0 11 SCALE: 1/2" = 1/-0" K110-114 SCALE; ND SCALE K1.0-116 SCALE: ND SCALE AGI II II I I a IN. III MODULAR POWER CABLE 'T 0 BE CONDUIT IS FOR THE SUPPORT OF ROOFING 10'-o" LENOTH OF 3./4" EMT ROOF RUN DOWN MOUNTING THE LIGHT FIXTURE ,A,ND SHALL )kiNgill II (TYPICAL) CABLE/CL'AIN. NOT RE USED A----.; A Vv1REW,A1 FOR ROOF DET:.T,K, WIRE Mall PAR JOIST, ,.. . . _ .. .. _ . ..1 r_ .. i ARCHITECTURAL 7NROT lEi .17,1..:),;,;,?'[..' LI_IENGTH OF -----.\ JOIST (TYPICAL); ......... .... .... ... ,,,,, ... .... 4.. .... ..... .... ...„. ..... ... .... ... .. ..... A. ..... ..... A IL ... 4.. ........ ... ,,,,, ... ,... .... 4. ASIEVAIAL AI. II. 411, Al. It. AllOth. AI. 41h. 41, Ai■ A. Al. A. AL A. A. All■ A. ■Il 4/41L A A A. A. A. A. .A. A. A. A A. A. A. A. ■ A. A. AI. AL Ail. A. A. A. A. A. All. A. 411. Ah. r ic._.0" LENGTI---I OF 3/4" EMT TO 1_______ I _ , 4 i -4i UP-Bliii 11011111 i■mY EMT TO BE ',STRUCTURALLY __ • lip V V' V' V" V" lir lir ler V" . MN A ......______ ..., sTREETRPN AT I 0 NAL COVINGTON, KENTUCKY 41011 %===== SPAN JOISTS. ATTACH PER DETAIL if,' i% '1111111■• 4 AL ..,■, .4■1111■.... A& .■ 4S,,t■A . .. .. A,,. ,. ..... PH859-261-5400 FAX 859-261-5530 P wrailawAsmirAiliotar imirAll,wriLliorew A ND E5 0-03 E5.0-04 CAPABLE (20,000 PS: MIN TO NEXT / -TO NEXT , i .■ Y!FLD STRENCTH) FIXTURE, Fil>(.1-NPE... =III/ 1111111111111111111111111111111111111111111111111111111111■ i'r sr rz. r .___ ) NI .„41111111"1 NNW r ... -I C7 6 0 TO kiL'X-1 FIX'FURL. I! r 11111111"Fr ,________ 2 Lii`-'1"--&- ..v) 0-31 , ii ,., , 4111#°ss (TABLE EXTENDER (CF.) CA.BLE. , , e , N EW MODULAR WIRIING [IF' VbiR,A,P P OWE .1 ar It I =111111„ ir 1111 ---.T.-..--- CC z a . a --1 w Li... = DJ w . --_-. 1...." 2 0 z x w < a Lai - CONNECT CHAINIBETOTTA_CIM I TA(R-.)FLITALEIr.1)0H,A„,112.1TII-1c.,„,I,ANCE. rCoARBLsEup(pDOCRTA,.IN :al II MI 11117 -........q 0 iill 111 co ifc OF Vt-ZZAI:,;:;\11- DECK. --ir--- LXISTINIG WIREWA,Y z E-±1 E, TIE WRAP PO'NL1, ' Or A, 41.4 Ad ATT,AKITH DAT TC,) 0 CABILE TO CHA,IN Ili i 10Ioo.., 1111 STRUCTURAL MEMBER .11 0 d:c = *' NEW MODUL,AR WRING . FOR SUPPORT, '11' BOTTOM OF FIXTURE ,.-1:-. \ k_ z c., PER DE I AIL I In 1,,,J TO FrIr-{-1 APPLIANCE 0 0 AT 10'-0" ,A,,,F,F, - ; ... (TYPitAL) E5.0-03 m .-ii.) AREA LIGHTING \ , , BOTTOM OE FII2,1.TURE Ilk Wig , .. , Li / AT 8'-6" A.F.F. LL .1.1 I V1.•c2N. -- :--, le 1 ir ...----- _ ....x 10'-x3/4" EMT SUPPORTED1E.A1 3/4" CONDUIT HANGER ATTACH EMT TO STRUCTURAL MEMBER PER 1,... MOUNT FIXTURE BY CONNEC-IING 1n3/4" EMT SUPPORTED AT ...'..t2E-TC-(';)CINI) ERI)ITEIII(72N L., in Nie rr)c:s co HANGING CHAIN PROVIDED WITH co Lc)In END (8' SPADING) CLAMPED TO TOP CHORD OF EACH END (SPAN 2 JOISTS) DETAIL E5.0-03 (TYPICAL) FIXTURE TO 3/4" EMT WITH ERICO -.Ir v)o)co cO ID CADDY CONDUIT CLAMP MODEL JOIST. ERICO #RA0075HD x 4c 1 i t La m _, -et csi t■I 4,:c 0 if)".d•'et 3 f- ( ONDUIT HANGER HOOK FOR SECURE APPLICATION. CLAMPED TO TOP CHORD OF . JOIST. ERICO #PAR0075HD l'in'r9.-ta-1-1-7 006:71 :IC711 001114:731 NOTE: CONTRACTOR SHALL VERIFY WITH AUTHORITY HA`v1ING JURISDICTION THAT EMT (NOT FOR, ,U,SE_ AS A I NOTE: CONTRACTOR SHALL VERIFY WITI-I AUTHORITY HAVING JURISDICTION' TH,AT EMT (N9T FOR USE AS ' A WIREWAY) IS ACCEPTABLE FOR SUPPORT oF UCHJING FIXTURES. IF NOT, CO.INTR, (.,.',TOR, SHIA,,,LL,,T ,,, NOTE: CONTRACTOR SHALI VERIFY WITH AUTHORITY HAVING jURISDATTION THAT EMT (NOT FOR USE AS A WIRFWAY) IS ACCEPTABLE FOR SUPPORT OF LIGHTING FIXTURES, IF NOT \\IIREWAY) IS ACCFPTPLE FOR SUPPORT OF LIGHTING F-IxTuR.Es, _IF...NOT, CONTRACTOR SHALL PROVIDE tst$. . , PROVIDE AI TFRNATE, ACCEPTABLE MEANS OF SUSPENDING THE.. FIXTURES ,AT NO AuDiTIONAL ...C.,...), Tu - ,--,10t1F-R CONTRACTOR SHALL PROVIDE ALTERNATE, ACCEPTABLE MEANS OF SUSPENDING THE FIXTURES AT NO ADDITIONAL COST TO TI--IE OWNER. MEZZANINE LIGHTING ALTERNATE, ACCEPTABLE MEANS OF SUSPENDING THE FIXTURES AT NO ADDITIONAL COST TO THE 11,INER, THE OWNER, ,c,„$.'rc,,TOPRO/Cetfo c...•-;:4C-\ CIIN . E5 0-01 MEZZANINE L LIGHTING INSTALLATION (UPPER LEVEL) INSTALLATION (LOWER LEVEL) . SCALE': NO -SC'ALE - - ' CONDUIT INSTALLATION E5.0-03 SCALE: NO SCALE , , , FIXTURE SUPPORT CHANNEL .................................„...........„..........„... ......................„.......................... 1E5 0.1.10 4. SCALE: ND SCALE • ... „. ..... . ... „.................................„....„..„................................ 1/4 <,62779PE'$) Ct./ < re , T . , $ .161.1,: IRATIoN ORE:0:4:1,1, , ' 2009 `',/iv 2,,.pv 4)0.7 . 11, . L DB ELECTRICAL PANEL SCHEDULE LOAD SUMMARY 1 EXISTING UNDERGROUND PRIMARY FEEDERS ' e 4' *#' )4,141' 1 * / , , , SOURCE DP-3 VOLTAGE 208 PHASE 3 WIRE 4 ,1407•TEV-Sf/ADING:M7RESENTSIEXISTINGLIRCUOMilliiiiigil!,H:M::::!::N.::::::!.:11:ii::::.::::'-ligggl,Figig ,,,,,„:„.,„,,,,„__,-,„.„,,,,,.„-.,-,•:••,,,,,,:::::_„„,..,:.:„.„:„:„.,...:...„,,s,:„.„:„.,„:„.„:„:„.:,..:,,.:,„..„.„,:„,„,.,....„.„.,... _ ........„.„..„,..,,,,........„.......„ ... ... . DESCRIPTION CONNECTED (KVA) DEMAND (KVA) , E ' 'DATE , , ,. - . . . , LOCATION SERVICE AREA MAINS 250A MLO 200CB IN DP-3 BOLD REPRESENTS NEW CIRCUITS COMMENTS LOCK OUT BREAKER=(-) / EXISTING TO REMAIN-(EX) EXISTING DEMAND 563.000 703150 EXISTING PEAK DEMAND FROM UTILITY COMPANY 2006 @ 125% k..,1-1‘,...W EXISTING PAD MOUNTED , A.I.C.RATING EXISTING 125%OF THE EXISTING LOAD ON THE PANEL ARE SHOWN IN CKT 1,3,5 LIGHTING 0.000 0.000 LIGHTING LOAD @ 1250/0 I ryTyrt TRANSFORMER , ! , RECEPTACLE 21.610 15.805 1ST 10KVA @ 100% REMAINING @ 50% , troopied1HilaRCIP:Mrghpro jeottill-whoielliandteandoraternPerlYlnia parnelmcw:It be:CHITECTIJRALonlyrePtiduwdkientiodto beherehusedor end Is not to be used an any other project BREAKER KVA/PHASE BREAKER , ---- --- ---- - -, # L RMHC AMP POLE DESCRIPTION A B C DESCRIPTION AMP POLE LRMHC # COOLING N/A N/A INCLUDES 125% LARGEST MOTOR(15HP) . ',....,,,.,- , 11 ,11,, f, rot,44.,,Frli:10, p,.5„:,,lit,.. "Ii,,,,44,-K 11,,p,„11,,,,I 10,,,401"Niv..:1:14.N Fkil„1,91:11::.1.. . Iteto be retsned upon request Boise as stated hereon are%aid on the orIctel 1 . --, --•• i clawing orly. Ocutraobor shad asnatay whew al 1'51:-E-='''''“i'6°:*rile:715 MinElini:.=imle MIN=t2g:AIRIMAIROVO8iNE/014,00.5Ingilkommayea 9.1 -.-:::::: : IN RACK RECEPT +PLUGSTRIP APP. 20 1 1.6 2 HEAT N/A N/A (UNIT AND RADIANT HEATERS) .,., , , 1600A MAIN BOLTED PRESSURE SWITCH., 480Y/277V, 'IY-77 ' 1600A MAIN BOLTED PRESSURE SWITCH., 480Y/4 IV, , . drosnelone and conditions shown hereon and at 3 ii'il'4,-,;i:-i,i',••iiiii::::':,14.-47-4:=ERAPPR:Ki=1R:iii5-41519a IIMIIIMIUtioiXIICCOWALEIIIII:-4;4-5,moREFRRAIAa.:i:i:io.7..7..:a.z.x.: 8.2= IN RACK RECEPT 20 1 0.7 4 MOTOR N/A N/A INCLUDES 125% LARGEST MOTOR(15HP), EXCLUDING FIRE PUMP 1 1 1600/3 , i 3 PHASE, 4 WIRE 3 PHASE, 4 WIRE .„, .,. , 00 I I 1 farcyroe reporor atriesicnto thehrhiteotmay dicoverany homes- . ' ' f"''-..--17--'"'•'..-'"'-'".-"------''.---------------------"---::----------,"."----",,,,,"---i-"-",..:-.,:,"]::4"":,:--:,-,:-,;,;,,!,i,i8Hi":".',i-,i,j, i;',.:Ainiii,:ni,i,,,gk,i1E'zi::-'521'oii ea::::::::-: :::::::::::::::::::: 1 o.• . a. it a „ _t_______1,_ 4.--- .„,, :,:: , , f d 5 10141-51,F,',:I1,,',:;g1,311511:til 2'4:!:',,:lf.,':Ettglit 111P.1.31111t libtf31",,Mttl,..,„,.:....:17"°_______.„„:,...,:,..,,..1101,Tfill U.::::::::K::::::::11.:!......t. ..i.: 17410:17,„..L.L.L.LHAPri :,'1.:1111111.1111::l:::;11.:22-11:1.,:i'li-,1-.;:::ti:i.:1 i.-,I.:'j:ti'-;.;:ji,-!::Ti-P:).......-,I,i-illtl:4:t :;, :::-t::a'gX,.--,..11. : 86 MISC N/A N/A MISCELLANEOUS LOAD @ 100% • 1600A 1 ::, 1 f& 1 6 „ ,t) . . , i 7:11iF:=8.:iii k:::::::1$:ililIFOE:ra IiIIIIMIACIREMMAit2Okiliggaljti*STINGIMIBUITIE -iiitalta 0.0 ::::::::::2::::::::f2 -1_914: fjfitIb-,.. ;f ,,,!:,!!!!!,E:ig„.:!::„!!!:::!:?!,'i-,-!:,!:::1,::::!:g:t:-!:.!:,:il: . . o * I 6 6 I \200/3 \200/3 200/3 '-- 200/3 T400/3 200/3 TOTAL: 584.610 719.555 COOLING AND HEATING COINCIDENTAL . „„ ,, Revisions: ''' '' ' :--------------'---;-k-----''''-''.'L----'-'''''-''-:-'----------''-'-'-.--'1:',----,2,----:--:,,,-::,"".:":-",#vissisa ...... ..../..:.:.7:-..:.::.:.:.:...4,, ,*.,,*0.4,,... i.,,,,,11;....,.,......,,,,-,:i.,,,i,„„,,,N,„,,,,„,„„,,,,„„:„:„,,„:,,_„4„,„.„„:„„,,,,,,,...„,„„,„,,,„1„,,,,i,„r„,,,,,,,„:„_„:„.„, ,,„,,,„:,„,„„„0:„....,„.„„,,,,,,..,„„,„„,,,„„,,,,„,,,,,,,,,,,,,,„, . SCL , , 1\9,60/3 \ 200/3 \GO/3 \;100/3 \100/3 \100/3 i 1' ' 9''''''''''''''''''''.'''''''''.41:EK"::-11's:R.t:ra=44.I'I4II:III.44. IiI0IIRIECEXIMINGORM.,CUPPREMAINIIIIMIliga Eiggla (.1-u ii7::::::::::.,::,:gP.,;,..90P.,40..: :EVI.MRM.MMU,Y:: ,,..,,,,... 4Y,,:.---,t,-....:1-- ,II......,,,,............:WL.:„......,..._._... ................ 10 I 734336 ::: ,„ imp ri=i r''''.1 I r- - - -I 2a ----'4'BATITFAN3/4.9-----' -'''''''''':'""'"'-':':'""''''":':'':':'"'":"":""'::'""':::::::::::::, 0.5 IN RACK J-BOX 11 ;:-.;......,,::......,,,,,-..,E)C4:.,,,,,,,,,,r.",gfo:-.,,,,,,,_..A Tk-:=1:::.,5::::::::.1..,,:.:.::,,:_...,.,-..-,z...,.._.:,,,,.;.._;....As.!..,-..]:,..:,::::-:::,..-,..:A.---miti_zumiimm:Lojam-iiNiz-zi x.:::::::::::,E.x.y. 20 1 0.5 12 11.: .°1!". . F2••rin. mini,I. 1 / tfik„,„A yl,,,,-.,,,-.1 i 1 13:904:11M::::',1A--M-45:tikg:'%4KRP:::::igNin-%il!gtII:IIIIIIIIIIIIIIIIV1EXiSirgitqQfigfrIAM*Rftipr-IF:,-.::,,:ymi 0.5 ."'"'"" IN RACK J-BOX 20 1 j 0.5 14 TOTAL CONNECTED AMPS. 704 UTILITY 1,,,_:200A I i200A 200A . 200A IITTI30PA 150A LT-1'-- Ali 40A „y150A "I I60A, III T , , , , 1 mark Data By Desorption ‘i 1 i i / 1 ® A , 0 0 :::::::::::::::::::7:'-',EXISTI/VOCIRUITToREMAIN::::i::::::::i:::::I:NIN::::i;g:'::;.1;.::::::::*:Ili':ii4 fl,::t;;:::::;;;i;i:;:1;;;:li!li::1;i:i;:::'.!.::i;-1:::igx,:::11,,.::::::,.,_,,,:,:,:,,,,,i.:::::::,:i.::,,,.::.::,, 16 15 isiiilligilvci.ii ig-,::;.:.-,:i:•:::,:i:;:-,.,: i4,:!;i i,:: i„:::::gR.'.....•;1::!;;:!:::A:-:ail.,:.1-.1410,1ff:WqRsigroggIAPW:-,:;:::::!:::::]?::•1:::::i:::::::::.::',!:.:::::.1-::5-:::::-= • ....-747:::::- - :!..!:::::::;:,,,,::: , .!:.1:::-.:,,..:1;:•:::::;!i:::::,',:::::::::::::i:-.:ii;Z::E:::E::=::::',:: ::::::=E:::::;:::::,::::;,:::•1::::,-,: --,•::::4:;::::.. •-:•,...4:ii::,.1.1''i']:']':',•''zubi:5;i'',::: TOTAL DEMAND AMPS. 866 METER 1 , , i 1 II i I V 60 KW ; , 17 giete:•:70:',011EXI-x,::•!i.:91,:tii,:,-: •!,II:11:-IIIIIIIIIIIRNIAT 111:-.11['-!:;:!ii-,:li-:::071417.--- :--- Mr-- --1:-M-4707. .- 419,44:-. -"'..'.'fillga:.,'.:1!::';'..i.1.,'!!:::!-'-..1.-:.'s.2:2:::::::::::§::::::: .... 0 0 PrISTWOPiRtiirrOREMOUNg..,::.,....,:::::.::::i.,.:Dy,.20.,,,,,,,,,,A:,:.;::::::-:::::t!:::::,:,,,,„.::,„„„:,.,,,g)(„,,,,,:„.:,:„,,,,,,..:,,, „ . TOTAL SERVICE SIZE 1600 AMPS . , 1 I i ,1 I GENERATOR 1 - ,,,,,,-,....,,,,,....,,...,....-•,........-...„........„...................„........._ ....... ..... 19 Pii3:::1::::Seiiat::;;EXT.:::::::::!::::i::0:::il!:::1;iii::::ti.::::::;'-ic:-A:10:::::::-,2agikig.t.zturitm,4„;.,,,::::::::::,:m::::::::::mag.]:48,,,,,,,,,,,,,,,,,,,,,,,,,i,,,,,,,,h.,.,„,.„.,,„,„:::‘,, . ----- IN-RACK RECEPT 20 1 0.7' 20 4..,.----- • 1,1' INTsi -...-......„,-.......-...-...„....„...„_.......,....„,....„...,,.............„_„..„...„...„.......:,„ .. .„.. . .......„„,.,..,.,.,..._._.,„„„..„,. . - "TFLC'I 'TA' I g TC" I 1 'TB' . 21 OA 20 1 IN RACK RECEPT = 0.4= SPARE 20 1 22 . ..„...._._, LU-LI• .1„.;IMI.Ii II 1 i, J1 1-4- 1 : _______ =1 fEriI;,:::IIIII4I ; , I:E1•::::,041:If ' IIIE..II,II:Iiik-I,- ,0 ' A 23 0.5 20 1 IN-RACK RECEPT 0.5 SPARE 20 1 24 '' ' 3-' 'rrrnE I Al ............... I PII''I,I'IIIIIIiIL. ' ..P,IIIIIIIIIIIII-III-I P,IIII,TIIII*'-; i PIIIII.I.I! T.]. I in, „.,,i SPARE cIPARF ,, ,11 ,„- i 1 I -----i ' I 1 I 25 0.7 20 1 IN-RACK RECEPT 0.7 SPARE 20 1 i 26 1 We i . liT : i le Iii I, 1 , f A , i 27 0.4 20 1 IN RACK RECEPT APPLIANCE AREA y:::yffff*:::: 0.4 ::!!!!.:: SPARE 20 1 28 I 250A I 250A : 1,250A 1 250A 1 I I Er4.,6T I r- fr t 0.5' 20 1 IN RACK RECEPT APPUANCE AREA :::::::::::::2:::::::::::::::::::::::E.R.:.§: 0.5 SPARE . 20,_ ,..,_ 1, _ ,.. ..,,.... _.__. , 30 I mu) I mLo 1 i MLO • Lly.12.j Ellirr '1;1'1--SI I 22 35 II hjuA17.1' n''''' 29 : . ......• ,.... ..... .:::..„„.. ,...„..„.„,„...:,.•.:...,,..,,,,.....,...,..,":::•:••.:•:-_,,,,-",":."-,•_::::-:. ..,,,-- ---,-- :•::--•,--,•-•-;:-•---,-,-....--,-- ..::,•,::::-:•:„..;,:.••.:-.•,_-.?:--, •,...F. :.:::::::;:::::::::::::::::::::;::::-,-i-,i;: 444-4;•,i,4:4:04,;:.,--::;,i;:-::].:-.:-:::i-,..i.::.::::,::,:!•:,,,:::::;•,;;.•1:,r.-',.,,:,:„:E.:-:„,:: -.14::: ::„.,::::::::.,.,,,:,:,i::20,::,,!.--,:.]:isiti::i:jzia i.:„iz..:,..-.,::i'li-lc:::!:i:,::::::-,:::::::-: il,:::0::: :i.r. 32 31 '::';i1:1,;:'': :',11:::1:-'-:1;-.-•':::1:i::•::-E1r.::•:::•':::-.:::--:-'],::]:,:-'-:,;:---::•::1•'::::•!-::',::ii:20-:::,-,-,•:,::::::::::::'::::::-f:1E,XISTING:rotatliT:TefiebtoWt.:::ki;i:::::,::,:_:-:.:;,'..::...:.: 0.0 :::::::-.................,...........,,,:r ...mr ,..:,:• ,,„„ ,,: •:,- , . : .,: : , ,,.....„._.......„.....„,... 'ILI' I , ' I ,- ,,,, - , ,-..-,:::::::_::::::-:::,,--,:---: -.-:-----:-:-:-:: .T.:......:::.- ..,-.,..,--- . „.. ... „ .................................,..........,..... ......-. - ' A 33 1.8 20 1 IN RACK RECEPT +PLUGSTRIP APP. = 1.8 gg::::::::K::: SPARE 20 1 34 LLUJ ;:;:-.44'..,...!'-;::::.:::: .,I 1 1 ,, ,ti,- 8'.0'.:: i''',.:41TP1,2kg,-47, 1 11- :.,,,,,1 4.1 j_0/j 24``:,:)1 FC3),lk„);12A01 r:::,: ...1 1 -W-'5:-j i Li-ftL_T-r-, 1 800A MAIN, I 35 0.5 20 1 IN RACK RECEPT APPLIANCE AREA Kg:;K:K:K:Kfg;::::: . 0.5 SPARE 20 1 36 I 208Y/120V, ,,, , ,,d„. ti , . . i , y 37 1.1 20 1 IN RACK RECEPT +PLUGSTRIP APP. :4:::;;;-:-:::::;::;:i:::- SPARE .: : : :: :::: 20 1 38 1 It 30 4 WIRE - 39 1.6 20 1 IN RACK RECEPT +PLUGSTRIP APP. 1.6 :::::::::::::: ::'S PARE 20 1 40 I 'i,' ';'' 1 -----r-i : 1 9300A 41 --- ". - -'---- EX''':'-:•:-:-I::•••••--:::----, •:--,------TI-T,I=T•20-.---.---:-----:'I .RACKLIGHTS-.--I-.--,- --,-.--:•.-:-:::::I:•II:1:::-.:.::::,.,-,:- -,.::.,:::::.:-- -. :::::=.7...........,......, 0.0 I SPARE I 20 11 i 42 I PA.S4L.I IT/ --F--- , , 1 tr i ,,,,,kofT41.-ir,,A CONNECTED LOAD PER PHASE 12.2 12.4 9.7 I 1 1 '‘, 200A \,200A \:.200A i2OOA : 1 Y. 1........_....................................„............„.3.....°......."......4:.......„..i: ,.,,,,,,,i,:,. ,,,,L,,,,,ri::::'7.,,,IT:::.1:,,,;',..', ,, . , , ,4, A Q ,.................._a__,v- " ■ . I 150A I i . f2:I,., ,,„, F„ n„_ 12--II,,,,,int, 1 ‘1_,,,,DiuA ..,20.„ , 4- -° 'i '1----°' -- ci 1 TOTAL DEMAND PER NEC TOTAL CONNECTED LOAD= 34.2 KVA 1 MCB I i 1 ,200A LieG,H4 L.42.0A g ji,..., , „ 7 , i 1 i L=LITE DEMAND 100% 0.0 KVA TOTAL PANEL DEMAND= 33.4 KVA i ,1 R=RCPT FIRST 10KVA AT 100%AND REMAINING AT 50% 10.9 KVA 92.7 AMPS 1 .._±..._ , ,......j.......,,i i ; i ------, ,--------, - - -, 1,,,,,,_ 7 i , M=MISC DEMAND 100% 22.5 KVA I i ii.,:;„,:::141:::' " 1 ii::::•,,:14:.:1- 1 11! :411it-ii. 1 :::::147 •-r"--777 'EI,;''III''' 5 .1 i--,)i*,. - - - -- , ., r- .....1 I. A H=HEAT DEMAND 100%IF H>C,0%IF H<C 0.0 KVA 112il0.',11::-J„.' 'ii,k;E',111:::::1:,,..1 10,11'1••-iNiiir.-:1 1 p:MII:::..„1 • - 1- • •••••,.:i 1 11- -- , I.OWL 1 10:'il'•21'::11:1:2„, ,P,ArieLl ).. ) C=COOL DEMAND 100%IF C>H,0%IF C<H 0.0 KVA 1 nal i :::1; i 1'kW i RSV 1 I Lk I I to i 1.w 1 i Is 1 tnee i i tcer 1 i IX I I I ,,, I II „,,, I i ,g,r„6 b& 1 250A I 250A 1 I 250A i - 250A I [ 2501A I 1,250,A:,,mi 1 224A i I 2,7},Li ,, 1 250A I I 290A I I 250A. I I MLO I MLO I I MIO i i MI 0 I L.ML,0 I LMLOigiiri ML:.,0 1 ,1 .kiLfi : i MILO I I Is.,,,ILO I i MLO I 1.... ...t . _ i.............z.........j '...._.....:_.....J- I arB i 100A ___,...................„_._.....,.....„....„.......„.,.....,_ L C.. 1 ELECTRICAL PANEL SCHEDCJLE i, ,,, i cam' 145,,.C• IRCIOA BU5„ SOURCE DP-3 VOLTAGE 208 PHASE 3 WIRE 4 NOiiittlAb411'.14;:ii,i,g'-ol‘.;)-ii..•.-i,x-iii-)jsio.:.:TORiv"-,9A.:::i,.•...-:..T:,i:-:,::: :::i:-iii!,,!::::ii.,:-,;:-:::::Etii-i::_:,:::,,:,.,i;::,:ii:,:ili,::,Eliii,::ii:::,:,:::,:f: 4,,,,!,",-,,/,7"-.1\., , -1,,,,a A *0 p,r LOCATION SERVICE AREA MAINS 225A MLO FROM 100A CB IN LC ;BOLD REPRESENTS NEW CIRCUITS il „:,,,o, -t- ,,,:f,, COMMENTS LOCK OUT BREAKER=(*) / EXISTING TO REMAIN-(EX) . .i . 7,......y ,..,- 6.4 ,6 4 ' 4 r- 4 --r---r- t, 1 „a -6,,, ..,, A.I.C.RATING EXISTING 1125%OF THE EXISTING LOAD ON THE PANEL ARE SHOWN IN CKT 1,3,5 \i 5A ,,,.,JP+, 1_,F 5A -,1 5A %II 5A .,1 5A \,,„1 5A is40 A "$...;41.0 A \,t,40A \t,4,0A \I 4,0 A 1,,::',u,,,,,, I 1-- - -1-, I - , :1::., I [, J BREAKER KVA/PHASE 1 BREAKER I I 1 # L. R M H1C 1 I L 1 R M H C # , .-1, 11 all , L_.r----, , . F-1-1""-ll 1: AMP .POLE DESCRIPTION A B C DESCRIPTION _ AMP POLE _ 1 1 1,.. imi---„H I, 7 k •., . i t- , i I 1 ''''',2:'::t".7...:7::....'-:"7:41i:::7;;;;:7;;;;;;----1'7,,-.E,-;,----":-:.20.'-'.-:::_::_--1-1-'::(34P4ENREWSITgROWIRTS.::;:::::gli'-":: ::4',::::i 5.5 ::::::::::::::::::::::::::::::::::::::::IIIIM'I.:::::,.,:.:::::-:::,-::,:,::,,,:,-:-::::..-::: -.-::::.:::::,-,:::::::::::::::::::-:::::!: :-.-!,::::,,:!: -:-:::::-.i-i,T :.:-:..-,:..„r.., -i].:-„:--pi,.:1-, - - .--:.:,..„. -„ .-:.:..„ .:..:.„.--- 1 Ma 1 i I 934 1 0 1 000'.:.''-:* 0 1 MALM . 1 ': ,•,, 4 I 1 , ,-''. • 1 i ! --- '-' : , III•IIIII-,,,;.,III,I:-J I„ ::II,s. -I,.:.,,, „,-,-.:,-_:, ! i 3 ::,i•::,:':'::::::::::::::::::::::::::=.::::::::::::::::::::::::-A-5:i:;: :::::],-,]::,:::.',::::..,,:;:-::„-..,:,.:-::q-:::20..._i__.::::_i::_i-t::Goviost-REGisregoartxmpi!.!::_j,_jaiiiQi .= 5.5 .::::...:.-.:::::.:.-.:.-.:::::.:.-.1.:::.::0.:,..b....11-::::,-1,:,:;,:i:I.:-,,:-..:,::i:',;:;1::::;1,1,:.,:::.=:g.::i:::,:.11:,:::,;::::.:.::].1::::::,:,.:.:1:,.ti,E,:i.,:bi.:.:..-.:--,,,:_::.:,:::::.:,:::i:::...::,:.::::..i i..::!:,..:::_:.::,:::::::::::::::::.::::::]"::;:t„11,1,:iii.:!,:,E::::::::,::,1::.:.,:::;",,.:-;.,,,:::,:-.,;":it.-J,i:lii.,!.i::i,;;:,;i11.,!:;,;:iE,:!i.ii;i,i.,::,,,,::::,,,i.-1,-,E,i,:.:.,•Ex..:„.::.!,:,,,,',......:,,:::,.,,:,.!mi,.:.,:„':,:..,.::....,- 4 1 J., .,,,,_...j 1 L...._j _ L„„,... 1. Lei L., , ,,,,,,,, 4111111'.:........':..:'":'' .1.' . :::'' ':''1':..'''''''''.....4.'....'........4.1.F.:. 5 5 -:- '-::174-11--',E: 1--'''''.11:t1•1::-::.''' 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'.--'"- ' ---'' ''::::::'''''''''''.= /5 :§::::::::::::::::§1* STARLINE BUSWAY - -::.-.....,:::::: 60 3 22 23 II 1.5 60 3 CELING BUSWAY --"--- 3.0 STARLINE BUSWAY -- --1111 III 24 CNI 25 1.51 - -- CELING BUSWAY .-....-:::::,-......-... 3.0 ------ STARLINE BUSWAY 26 CD -- -- .. 27 III 1.5 1 I -- -- CELING BUSWAY MI 2.9 M IN RACK PLUGSTRIP 20 1 al MI 28 C) , Z 29 20 1 SPARE Ziiiit.::::"."4:F•":1:iiiii.7114: /.1 IN-RACK PLUGSTRIP ::::::::::::::-:::::::-:4:::::::-. 20 1 1.1 30 ' , CONNECTED LOAD PER PHASE 8.5 9.9 9.6 gilt C21 TOTAL DEMAND PER NEC TOTAL CONNECTED LOAD= 28.0 KVA L=LITE DEMAND 100% 0.0 KVA TOTAL PANEL DEMAND= 27.3 KVA 1: CC 0 R=RCPT FIRST 10KVA AT 100%AND REMAINING AT 50% 10.8 KVA 75.8 AMPS < (109 M=MISC DEMAND 100% 16.5 KVA 11.1 (..1 LLI H=HEAT DEMAND 100%IF H>C,0%IF H<C 0.0 KVA Cr C=COOL DEMAND 100%IF C>H,0%IF C<H 0.0 KVA CC Film 0 0 IIIIIIIIIIIIIIII Cl) TOP-100 2007 THD ROLLOUT " ELECTRICAL DETAILS AND SCHEDULES . , Date . -1 1-022007 • w• B • E5.0