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Plans (2) • & 2ovY- -ov • 60 Gdz4,/, kof pf Au, 9 one * nriccys elm SING Dr , r70 vi SION NORTHWEST Washington Square • Main Store Tigard, OR 9300 SW Washington Square Road • Tigard, OR 97223 BID ISSUE May 5, 2008 Book No. 7 STOCK SHELVING SPECIFICATIONS • . Project Coordinator: 1 V 1 S/\ SPACE Store Planning • Architecture PLANNING AND DESIGN CONSUL (.ANTS , NC Construction • Engineering W 6;2 t1OARD S(%.tET- SkAiE 300 c ' ' Inc Y �J I 7 West 7th Street SAN: :RA ?C!SCO CA 94105 Cincinnati, OH 45202 i ib.5410977 1-e•. 6:.55410979 • TICCyS WASHINGTON SQUARE Stock Shelving Book Index NORTHWEST SHEET PAGES DRAWING TITLE GN -1 2 General Notes PG -9 1 Planning Guide PG -11 1 Men's shoe shelf capacities SD -11 1 Stockroom detail SD -14 1 Ladder Hanger Detail S18E 1 Shelving Sections S18G 1 Shelving Sections S24J 2 Shelving Sections • S24L MOD. • 1 Shelving Sections • • • • SPACE Issue Date: 05/05/08 Store Planning • Architecture r �� ac Construction • Engineering m Inc O 7WnM off 4202 INDEX Page 1 of 1 ti. • MACY'S S- SERIES September 15, 2007 STOCK SHELVING GENERAL NOTES 1. The stock room shelving contractor (SSC) is responsible to supply and install the following items: a. All stock room shelving units b. Stairs It handrails to double deck stock rooms c. Decking d. Work desk units (SD -15 for new store construction and SD -6 for remodel projects w/o bullpen in general office complex) e. Wire mesh partitions, lock -up cages and gates f. Grid wall and hanging hardware 2. SSC to• provide•autocad shop drawings for review and approval. Shop drawings to include 1/4" scale plans, large -scale sections and all details. 3. SSC is responsible to make on -site inspections to field verify locations of HVAC ducts, . sprinkler heads and mains, electrical conduit and plumbing lines that may interfere with the stock shelving layout. Electrical /Mechanical obstructions are to be called out on ,the shop drawings. Refer to construction documents for locations of stock rooms and for shelving layouts. 4. A minimum of 1' -6" clearancemust be maintained from the sprinkler.head deflector to the top of all merchandise. Top shelf to be framed for spacing /stability purposes only. The height of shelving units should be maximiied to highest allowable (12' -0" aff • preferred maximum). 5. All access to stock rooms shall be made in accordance with ADAAG and Title 24 (California). Where lock -up cages are regularly accessed by more than one person (common use areas), requires that employees be able to enter and exit every work area requiring a 60" square of clear floor space or a "T" turn clear floor space. • 6. All stock shelving /hanging units to be 48" or 36" wide in order to maximize lengths of • shelving runs. Autocad drawings available upon request by SSC. • • 7. All•dead -ends, non - reachable andfnon- usable' corner.conditions, ends, back'of shelving, units, back up areas_and /or as indicated on the fixture floor plan in the construction documentation (X X X X ).to receive,full height plastic netting by'Internet Inc. - product number DB 1100 Black polypropylene. All backs of shelving units in shoe stock rooms to receive full height plastic netting as well. 8. All lock -up cages indicated on the fixture floor plan as "SD -9" to follow details and specifications for SD -9 as shown in this manual. 9. Stock room entrance doors (supplied through the General Contractor) are to have a vision panel. Doors into and within all accessible spaces must comply with ADAAG and provide a 32" minimum clear opening when in the 90 degree position, have operable hardware with a closed fist, require less_ than 5 lbs. Of force to open and have 3 seconds minimum closing speed and 14" high maximum threshold (Y." maximum if beveled 1:2 ). See door schedule in construction documentation for locations, sizes and details. 10. All locks for stock room lock -up cages and work desks (where applicable) are to be 'Best" locks. See specifications for ordering locks. • S- SERIES (STOCK SHELVING) 1 • MACY'S • 5- SERIES September 15 p 15, 2007 STOCK SHELVING GENERAL NOTES 11. Stairs to double deck stock rooms to be supported by deck, not adjacent walls or shelving units. Decking must be stable, firm and slip resistant. Stairs to comply with ADAAG where there is no alternate accessible route. No open risers on stairs. 12. Typical stockroom lighting pattern: (2) 48" fluorescent tubes butted together with 48" spacing centered above the traffic aisle. 13. Stock room system shall have an upright adjustability @ 2" on center vertical spacing • with the exception of women's and men's shoes with an upright adjustability of 1" on center vertical spacing. 14. Stock room finishes: a. Walls - unfinished • b. floors - clear sealed concrete • 15. Provide (1) SD -14 ladder rack per 400 square feet of stock room. Note locations on plan - typically on the ends of stock shelving runs. 16. Stockrooms must all be accessible per all applicable sections of ADAAG and California • Title 24. • S- SERIES (STOCK SHELVING) 2 METHOD AND GUIDELINE FOR CALCULATING SHOE STOCK CAPACITIES • ,4' WIDE & ", 18" • 3' WIDE & 12 ", 18" • OR 24" DEPTH. OR 24" DEPTH • . 10' HIGH PER SHELF PER SECTION PER SHELF PER SECTION SINGLE DECK W/ 7 SHELVES W/ 7 SHELVES WOMEN'S 18 126 12 84 SHOES WOMEN'S 12 84 9 63 • OVERSIZE 15' HIGH PER SHELF PER SECTION PER SHELF PER SECTION DOUBLE DECK W/ 5 SHELVES W/ 5 SHELVES UPPER & 4 UPPER & 4 SHELVES SHELVES LOWER LOWER WOMEN'S 18 90 U .162 12 60 U :108 SHOES 72 L 48L WOMEN'S 12 60 U .108 9 45 U •81 OVERSIZE 48 .L 36 L 4' WIDE & 12 ", 18" 3' WIDE & 12 ", 18" OR 24 "• DEPTH OR 24" DEPTH 10' HIGH PER SHELF PER SECTION PER SHELF PER SECTION SINGLE .DECK W/ 7 SHELVES W/ 7 SHELVES MEN'S 15 105 12 84 SHOES • MEN'S OVERSIZE 12 84 9 63 15' HIGH PER SHELF PER SECTION PER SHELF PER SECTION DOUBLE DECK W/ 5 SHELVES W/ 5 SHELVES UPPER & 4 UPPER & 4 SHELVES SHELVES LOWER LOWER • MEN'S 15 75 U .135 12 60 U =108 SHOES 60 L 48 L MEN'S 12 60 U .108 9 45 U •81 OVERSIZE 48 L 36 L NOTES. THESE NUMBERS ARE BASED ON BOX SIZE WOMEN'S MEN'S SHOES 7 1/2• Wx4 1/4" Hx12"L AVERAGE SHOES 8 1/2" Wx5" Hx12 "L AVERAGE OVERSIZE 10 1/2" Wx4 1/4" Hx16 "L AVERAGE OVERSIZE 11 1/2" Wx5" Hx16 "L AVERAGE SHELF UNIT DEPTH AS FOLLOWS: 12" DEEP FOR SHOES, 18" OR 24" DEEP FOR OVERSIZE SHELVES ARE 1 1/4" METAL REFER TO SD -11 FOR ADDITIONAL INFORMATION. REFER TO PLANNING GUIDE I PG -1.2) FOR CORRECT STOCK SHELVING TYPES AVERAGE PAIR PER SO. FT CALCULATIONS AS FOLLOWS. 11 PER SO FT FOR DOUBLE DECK 6115' -0" HEIGHT 11 PER SO FT FOR SINGLE DECK 12' -0" HEIGHT 9 PER SO FT FOR SINGLE DECK 15 10' -0" HEIGHT 8 PER SO FT FOR SINGLE DECK IB 8' -0" HEIGHT PLANNING GUIDE 9/15/2007 SPACE METHOD AND GUIDELINE FOR Store Planning • Architecture CALCULATING SHOE STOCKROOM Construction • Engineering CAPACITY macys inc 7 West 7th Street Cincinnati, OH 45202 PG -9 • it w Lu w > 3.4" 461/2" 3.4" 3.4" 34 1/2" 3.4" 4' 4' -0" WIDE SECTION 3' -0" WIDE SECTION SHOES NOTE: AVERAGE SHOE BOX SIZE 3/8 " -1' -0" 8 -1/2 "W x 5 "H x 12 "L. • in � J U , N 3.4" 46 1/2" 3.4" 3/ 4" 34 1/2" 3.4" s a 4' -0" WIDE SECTION 3' -0" WIDE SECTION • OVERSIZE NOTE- AVERAGE OVERSIZE BOX SIZE 3/8 " -1' -0" - n- - 1/2 - W x 5 "H x 161L NOTE. CAPACITIES BASED ON SHELVES a 15 MINIMUM CLEAR DIMENSION BETWEEN SHELVES METAL SHELVES ARE 1 1/4" THICK DEPTH OF UNIT CAN BE 12" FOR SHOES AND I8 OR 24" FOR OVERSIZE. SHOE STOCK SHELVING 9/15/2007 * SPACE MEN'S SHOE Store Planning • Architecture SHELF CAPACITIES Construction • Engineering macys Inc 7 West 7* .eet PG -11 Cincinnati, OH 45202 • • • • • . . a !/yR/SS * 4111 eNe • SHELF ISOMETRIC A NO SCALE 20 GAUGE METAL 1 PIECEROLL FORMED CONSTRUCTION W/ TUBULAR FRONT & REAR EDGES, TO INCL. LAPPED AND CORNERS STOCKROOM DETAIL 9/15/2007 SPACE Store Planning • Architecture C ons • mac I n c 7 truction West 7th Street Engineering • Cincinnati, OH 45202 SD -11 NOTE: LOCATE FLAT STEEL HANGER 10 +80 "A.F.F. _ B • t/ g Ries •I INDUSTRIAL GRADE FOR SHELVES 24" & OVER IN DEPTH. SHELF .ISOMETRIC EA) NO SCALE 9" 11/ 4" 2 1/2" J / , METAL SCREW W LOCK NUT • _ y /a aiii. 1/4 "THICK FLAT STEEL HANG BAR • METAL SHELF • VERTICAL UPRIGHT BEYOND SHELF SECTION 3" = 1' -0" • LADDER HANGER DETAIL 9/15/2007 * SPACE Store Planning • Architecture • Construction • Engineering macys inc 7 West 7th Street Cincinnati, OH 45202 SD -14 • • i • WALL OR 18" AISLE I SHELVING UNIT 012' -0" HIGH STOCK / SHELVING UNIT a . 0 z . ,¢ 1I10' -0" HIGH STOCK SHELVING UNIT U • na8 -0" HIGH STOCK SHELVING UNIT • A• ADJUSTABLE SD- SHELF o N r O r - O \ 15" CLEAR TYPICAL • • SHELVING SECTION 1/2"_1' -0" SHELVING SECTIONS 9/15/2007 SPACE Store Planning • Architecture Construction • Engineering • macys Inc V 7 West 7th Street Cincinnati, OH 45202 S18E • • • • WALL OR 18" AISLE SHELVING UNIT 1 1 fa712' -0" HIGH STOCK � SHELVING UNIT 0 z g @ O w Th0' -0" HIGH STOCK v , SHELVING UNIT • • • • • 15 HIGH STOCK _/ 8'-O,' — SHELVING UNIT — A ADJUSTABLE SD.-1 SHELF • 0 N O r 22" CLEAR • TYPICAL • • • • • SHELVING SECTION 1 /2 ° =1 -0' SHELVING SECTIONS 9/15/2007 • SPACE Store Planning • Architecture �y Construction • Engineering �'�(� I I a yS inc 7 West 7th Street Cincinnati, OH 45202 S18G . I . • WALL OR 24" AISLE • SHELVING UNIT an12' -0" HIGH STOCK _ SHELVING UNIT - - - -� 3. - 0" CLEAR \ aR10' 0" HIGH STOCK SHELVING UNIT 1 1 1 • . 1 1 1 158' -0" HIGH STOCK — \ SHELVING fJNIT \ ,I A ADJUSTABLE PROVIDE 8 SD- Sf�ELVES INSTALL 1 V -co I o • PILLOW BIN V • I . UNIT, SEE I PILLOW BIN T SHT 2 OF 2 • 1 P6SITION \ \ CLINE OF 4 , C\ OPPOSITE T-0" SIDE OF SHELVING SHELVING SECTION 1 /2 " =1' -0" • SHELVING SECTIONS 9/15/2007 SPACE PILLOW BIN METAL SHELVING Store Planning • Architecture Construction • Engineering macyS 7 West 7th Street Cincinnati, OH 45202 S24J 1OF2 • . . . . . m .. 1 I • I 1/6'• 1 -.\.' r;C:- ri I ` I � I M I I I I I III � � 11 \ III i I SHELVING UNIT 11 PROFILE SEE i I III I SHEET 1 OF 2 1/4" MASONITE BACK 9 .4 6'0 I II � I SMOOTH SIDE IN I II FO 1 ` F 1/4" MASONITE SIDES • 11 � �, • III ` 1 SMOOTH SIDE IN - --- mill 1 A I T \ / / I 9 \ 1 / �� 11 PILLOW BIN UNIT • 111 1 `D II 1 � I `' PILLOW BIN PLEXI- T I � �/ 11 1 � I SIGN CARD HOLDER. • p' N,1 -1-1-1 l 5 -1/2" x 7" W/ U- . o I I ii \ BEND CLIP -ON BACK. ` 1I III 1/4" MASONITE FRONT I III SMOOTH BOTH SIDES - * Z NOTE: STOCK SHELVING CONTRACTOR 1/4" MASONITE DIVIDERS TO PROPERLY SECURE BIN AS REQUIRED SMOOTH BOTH SIDES PILLOW BIN TO BE BUILT W/ FIN. FIRST GRADE 450 MDF (SMOOTH SURFACE) NOTE POLISH CORNER AND TAPED. NO FINISH REQUIRED. REMOVABLE PILLOW BIN . 1/2 " =1' -0' PILLOW BIN - ISOMETRIC VIEW 9/15/2007 SPACE 3' 9 "a W x 2' 9" D S tore Planning • Architecture . , Inc Construction • Engineering macy i c 7 West 7th Street S24J Cincinnati, OH 45202 2 O 2 • . I WALL OR 24" 42' WIDE AISLE I SHELVING UNIT i i 12' - C" HIGH STOCK SHELYING UNIT • • I 010'4' HIGH STOCK ,f SHELYING UNIT - � 108' -0t HIGH STOCK. SHELYING UNIT • -- I ADJUSTAB Z6- K IN SHELVES • t I O • • O I T I O , O I • L� I • r I - SHELVING SECTION * SHELF 5?AC-It4 1 M1JW DPRATIDl • p a o SHELVING SECTIONS 9/15/2007 STORE PLANNING • ARCHITECTURE CONSTRUCTION • ENGINEERING ❑ ❑ ❑ C01COCIATI CfinCE UIW YOAX OFFICE SA2I FAN:CISCO SFTCE F WE31 SEYEIIIX SSAEEI 15I m51 STPEEI 60 OFAPRELL STREET S24L FICOOIATE COI 1670E SLEW TOq( 11Y 10001 CAII F11 6 CO. CA 01 10E 0 D FAX 617.617•1770 FAX 117-1111.237/ 117-1111.237/ FAT T 111 U•961.i1 FE . • • 4 I 3 I 2 I - REV. DESCRIPTION DATE 100. 00 REDRAWN IN SW'S, ADD DIM FOR NOM WIDTH AND HAT 4/16/2008 - LENGTH IN NEW CHART D ∎ 1:7— !D 5.250 © p O • EQUAL — USE CENTER HAT FOR ND 12 ri 1 ISOMETRIC VIEW • I C I C EQUAL N D DIM C # OF HATS IMIN 12 12.000 1 . 15 15.000 2 18 18.000 2 - 24 24.000 3 _ DIM B IMAX 30 30.000 4 HAT LENGTH 5.250 I. _Il NW DIM A DIM B B l' ... 22.875 22.500 • DIM A 30 28.875 28.500 B BOTTOM VIEW pp 36 34.875 34.500 42 40.875 40.500 48 46.875 46.500 [n. DIM C 49 47.875 47.500 i srr ® O O ©74 6551 - 998 - (NW)(ND) ITEM DRAWING NO. DESCRIPTION QTY SIDE VIEW 1 1053 -509 SLDS / SHELF SKIN 1 A 2 1053 -508 SLDS / BRACKET 2 A MATERIAL' 3 180009312 SUS /HAT CHANNEL 1 O TOLERANCES UNLESS SPECIFIED DESIGNER' CHANGE* pia Q �� XX = z 060 .XXX = •.030 KLINER 500000004745 XXXX= _.015 DRAWN BY. DESC SLDS / SHELF LIGHT DUTY WELDMENT . DRAWING IS EXCLUSIVE PROPERTY OF MADIX INC ANGULAR = 1 KLINER PO BOX 177 GOODWATER. AL 35072 256 - 839-6354 DATE DWG NO (� • REV. PO BOX 729 60 PROSPECT ST RELL BROOKFIELD, MA 01535 508. 867.8933 20080416 - 6551 -998 00 SHEET 1 OF 1 4 I 3 I 2 I 1 I; p - _= - GENERAL NOTES i • 1. This drawing shows typical unit material and geometry of the gondola shelving only ® G 2 0 I See Macy's Sheet 2-1D fixture plan for location within store. See Higgins Drawing ��j�� 00 8 � . MX -9 for details of the gondola and shelving components 36-48" 12- 2'*G/1N •/O --7— Post F .-I L. 2 ALLOWABLE LOADS T � 0 ��4 � i O Light Duty Shelving ''//'.% ®N Maximum 100 lbs per level Se Tapping Maximum 600 lbs per bay Screw 3 The shelving locations shown are schematic A unit may have any number of arms or shelves in any position on the uprights if the above load limits and beam spacings are / / m not exceeded 4. The material shown is the minimum size where a choice of components is available. 1 III Larger /heavier components may be substituted. i 2 5 This • a • 'lies only to material regulated by building co. - • � N ��: % :;i Brace Or to the top loaded level) e- alter • • ' • or approval. However, Back Panel / \ in the interests of operatio - . = - , anc • • • - - • • - 1 ents should not be enforced on these unit . - (T) 1° ° BACK TO BACK CONN. - - '� I Lig Duty Shelving Only - l eXj1-\c(I') Self Tapping Screw must penetrate / / / / / / /// 1 both posts and brace /panel I q , q - q q c, q I FRONT SIDE LIGHT DUTY SHELVING • TYPICAL ELEVATIONS - -NI, SEE INSTALLATION DRAWINGS FOR I LOCATION IN STORE 1 O 15635 7l Issue Date Augus!!!6, 2008 l 'E R S. GGINS DATE Job # OREGON I AND ASS' IATES 8 1 08 MACY'S ;4:. sFpl � 159� , STR C '• •� ENGINEERS DRAIN" 9300 WASHINGTON SQ RD 8588 �S / 307 PA• Fl •OAST HIGHWAY A9 Drawing # F RS N1G� I l •LI: C0 • CHECKED PORTLAND OR N 3 0 2009 3 •9 81 MADIX STORE FIXTURES MY -1 D IMN• A ', D' SI • ARE COPYR 3HT J PYIN• B T. PERMISSION ONLY PROVED T SI a .. • • 1' ONLY ARE VALID FOR MUST .: SIG' • ACROSS ON THIS BLOCK / P. H. GONDOLAS AND SHELVING V v 1 ._ GENERAL NOTES _ 0 1 This drawing shows standard details of the shelving ( product line only. See engineer approved - - - - _ - 0 . INEll % % j i i installation drawings (same Job number) for v • ^ components used, special details, arrangement, and site s information. _ — — _ Q � _ s °ELIERI 2 The installation drawings govern over this drawing. — — — — 0.75 I 1 50 „ o 3 MATERIAL End Con �I ' I —\ Steel - ASTM A1008 Grade 40 UNO (Bent Tab Engages — ages � Bolts and Screws - Min ASTM A307 Post Slot) n • Concrete Anchors shall be ICC approved types. e.g. r I I —I / , _ 1� Simpson Strong Tie Then *(ICC #1056) or Strong Bolt ( #1771) I I I I Type t As Sx rx Sy ry ITW Ramset Red Head *(ICC #1372), LDT *( #5890), Tru Bolt ( #2427) .L I 1_1. \ , Hilti Kwik Bolt TZ (ICC #1917) SHELF CONN I I Minimum 0.059 014 0.033 0.031 0.036 0 53�/�%�%i Embedment shall be minimum 6X Bolt Diameter. 16 ga UNO — • = Legacy anchor approved for use in "uncracked" / • • concrete only These may be continue to be used / if agreeable to the local building authority Otherwise only anchors approved for use in "cracked" concrete 1 COLUMNS / may be used. 0 Other similar anchors may be used if ICC approved. DIMENSIONS AND PROPERTIES CD The anchor types, sizes, and embedments shown on NET SECTION - UNITS: INCHES UNO 0 // / the installation drawing govern over the sizes shown I ' • , o ' • , • , ' , • , • , • • , o , , j on this drawing. • FRONT SIDE Special inspections are not required unless noted on the ED PRO installation drawings, or required by the local jurisdiction. S EER f£ . Contractors shall obtain information re local inspection �\ ( GlN / p requirements prior to anchor installation c am, 15635 4,1) � 9 l TYPICAL ELEVATIONS - • 4. Back to Back units may be anchored using the pattern I SEE INSTALLATION DRAWINGS FOR • shown in Detail 6 if both conditions below are satisfied SITE SPECIFIC INFORMATION 1) there is a shelf within 4 inches of the floor slab OREG • i 2) the rear posts are screwed together. otherwise, all posts shall be anchored. `�P ,o 1 ,1 % ((s it lF F . 5 Unless noted otherwise on the installation drawings, the R S. N IG 0 ', . allowable soil bearing value is 1.0 KSF. JUN 3 0 2009 • ` r 2.25" "-I r7, T � j Botto 4° I ntem Spreader 1 5 above end of uright / rior @ max 24" C -C in between Top - Rush with top of Upright jj N I! 3N t7" STS 1 * k 5/8" PI ood with 4 'T' N ails I I 1 1 E . x I POST A • '+= GE 4 POST SPREADER l u u u U * U1 X // DIMENSIONS CONNECTION AND PROPERTIES / 16 : - bent plate I n n n I I n n n l 2 / ji ., 1/4" • •sion anchor v I I — j _ or = • " sh• pin to slab Issue Date: August i6, 2008 D u uuuu� ' ' TER HIG (D INS DATE Job # • 3/4'k16 ga brace with Min 24 ga Panel with AND • SSOCIAT 8 - 16 - 08 MACY'S 8588 (Anchor Perimeter Posts) #14 SM Screws @each end #6 STS @ max. 24" to posts STRUC - 11 i •AL E INEERS DRAWN 9300 WASHINGTON SQ RD *max 6" •' =max 12" 30765 • ' CO ••. IGHWAY Drawing # • CA CHECKED PORTLAND OR � r ":9-1781 BASE ANCHORAGE 6 BACK BRACING DRAWIN• • I SIGN ARE CO•YRIGHT MADIX STORE FIXTURES MX-9 Back to Back Units ONLY - Brace Alternate Bays UNO COPY! r' TTEN PERMISSI•NONLY AP•:OVED WET NED C•PIES ONLY ARE V • ID FOR See Note 4 MUST BE SIGNED SS O THIS : ! ^NG • • . H. LIGHT DUTY SHELVING REC i VE® A UG 2 0 2008 6 � ITY O TIGAR I LDING D IVISION Macy's Madix Light Duty Shelving Location: • 9300 SW Washington Square Road Portland, OR Prepared For: Mobile Media Pine Bush, NY Prepared By: Peter S. Higgins And Associates Consulting Structural Engineers 30765 Pacific Coast Highway Malibu, CA 90265 Peter S. Higgins, S.E. Job Number 8588 August 16, 2008 This Document and the design it contains is copyright by Peter S. Higgm• and Associates. It is provided as an instrument of service, and shall not be reproduced in y fashion without Ep PROF the written permission of Peter S. Higgins and Associates. A I S \ f t , R f f , ■-� / V NGIN f e, Notice to Building Departmen 15635 If this calculation is submitted for building permit approval, it •1 al co , . all • eets o i calculations as listed in the table of contents on the next page(s), .n• sha . ac , mpanied by all drawings listed in Section I. All documents shall bear approp is e .: an. signatures OREGON in ink of a contrasting color with the same Job Number Reference. e c. cula on shall be signed across this block. � `�c�'p17,1*, REPRODUCTIONS OF SIGNED COPIES AR A I ,JUN 3 0 2009 .1) ■ PETER S. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: Macy's Job No. 8588 August 16, 2008 Sheet ii Table of Contents 1 Reference Data 1 1.1 Scope of Work and Codes 1 1.2 Drawings 1 1.2.1 By Peter S. Higgins and Associates 1 1.2.2 By Others 1 1.3 Loads 1 1.3.1 Vertical (Dead plus Live) 1 1.3.2 Seismic 1 2 Components and Geometry 2 3 Check Shelf Beams 2 4 Check Posts (Dead plus Live Loads) 3 4.1 Load to Post (@ critical section) 3 4.2 Post Properties and Capacities (net section) 3 5 Seismic 3 5.1 Transverse 3 5.1.1 Base Shear 3 5.1.2 Design Forces 4 5.1.3 Post - Combined Stresses 4 5.1.4 Spreader Connections 4 5.1.4.1 Design Forces 4 5.1.4.2 Connection Capacity 4 5.2 Longitudinal 5 5.2.1 Base Shear 5 5.2.2 Check Braces 5 5.2.3 Check Shear Panels 5 5.3 Stability 5 5.3.1 Base Shear • 5 5.3.2 Design Forces 5 5.4 Stability 5 5.5 Anchorage 6 6 Dynamic Effect of Building on Upper Level Systems 6 6.1 General Considerations 6 6.2 Dynamic Amplification Factor 6 6.3 Transverse Seismic 7 6.4 Longitudinal Seismic 7 cCopyright 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: Macy's Job No. 8588 August 16, 2008 Sheet 1 1 Reference Data 1.1 Scope of Work and Codes This calculation reviews the installation of storage racks and gondola shelving for structural ade- quacy. The sealing of drawings is for the structural review of the these items only. Other informa- • tion is not reviewed, nor approved. IBC, ASCE 7, AISI, ANSI MH16.1, FEMA 460 are used for design. 1.2 Drawings 1.2.1 By Peter S. Higgins and Associates MY -1, MX -9 1.2.2 By Others Macy's Drawing 2 -1D, dated 01/15/08. 1.3 Loads 1.3.1 Vertical (Dead plus Live) Light Duty Shelving Loads per level = 0.12 kips per bay = 0.60 kips Design beams for 0% impact (hand loaded) 1.3.2 Seismic All stores are designed to the following site factors, regardless of location. Zone 5 Ss < 1 . 5 0 , S < 0.80 I/ = C IV C — Sns =l /= lEsns s s — R /I R Within the constraints 0.044Sos /E < Cs= Sor Sos (R /10T R/lE Yielding: 0.044S DS E l, /<Ii = R SI 7 It /< (R/ W E� ' / E) Given: SpS= (2 /3)SMs 5D1 = (2 /3)S R = 6 Moment Frame Frame SMS= F R = 4 Braced Frame S = F T = Structure Period (sec) 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: Macy's Job No. 8588 August 16, 2008 Sheet 2 • For default soils: F 1.1; Ss< 1.10 F 1.7; S < 0.65 Here, for IE= 1.0 (stockrooms are not open to the public) - Results in: 0.035W < Vmom= 0.123W /T < 0.134W 0.035W < Vbrc= 0.184W /T < 0.202W T may be determined by any rational method. 2 Components and Geometry mom W D � K Ih ;' � 1 b d II n H � 6Tri c • m IPA 111 b I a .�.1,,, � , / / W = 36, 48" H = max 144" a = 6" D = 12 -24" h 48" j = 12" k = 36" 1 = 36" Note: The X bracing shown is schematic. See drawings for actual number and arrangement of braces used. The dimensions shown are for the critical sections only. 3 Check Shelf Beams Design shelves for 120 lbs (very conservative) A4 < P ertell II • ( = 0.50 inch kips S 0.016 in oCopyright 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: Macy's Job No. 8588 August 16, 2008 Sheet 3 25 t = 16ga 0.75" I— S 0.048 in O.K. 4M„= 1.73 in kips t= 13 ga . J II S 0.022 in O.K. t o 56• 4M11= 0.79 in kips 4 Check Posts (Dead plus Live Loads) 4.1 Load to Post ((a critical section) Shelving y 1/ D H ,,., P snelf — 2 = 0.29 kips per post = 0.41 kips factored 4.2 Post Properties and Capacities (net section) t = 16 ga Axial Capacity .50 A 0.14 in2 S 0.033 in KL 4 P ' r = 0.31 in (in) (kips) S = 0.036 in 48 3.9 0.75" r = 0.53 in �1VI„ 1.19�k KL P M 1.30 k (in) (kips) 36 4.1 Second order effects not significant at these axial ratios 5 Seismic 5.1 Transverse 5.1.1 Base Shear Use Code Default Values V = 0.14W = 0.04k ©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: Macy's Job No. 8588 August 16, 2008 Sheet 4 5.1.2 Design Forces P<0.29k V <0.04k M < Vk /2 = (0.04)(36)/2 = 0.73 "k 5.1.3 Post - Combined Stresses P A4 Y I , R (OM v = 0.64 < 1.00 O.K. 5.1.4 Spreader Connections 5.1.4.1 Design Forces Mconn < 0.73(1 +0.5)/2 = 0.55"k 5.1.4.2 Connection Capacity Conservatively use ASD "T" Nail Plywood Spreader Allowable Shear on "T" nail = 0.098 kips (Double Shear) 7 „ typ M (1.33)(0.098)(2 +4) = 0.78ink O.K. #12 SM Screw Metal Spreader Allowable Shear on Screw =0.21 kips / (SDI value) • Ma= (0.21)(4) = 0.84tnk 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: Macy's Job No. 8588 August 16, 2008 Sheet 5 5.2 Longitudinal 5.2.1 Base Shear Use Code Default Values V = 0.20W =0.18k 5.2.2 Check Braces Number of units tributary to brace < 4 V < 0.7 kips T 1.0 kips 0.75 "x0.06" Brace O 1.6 kips OK 5.2.3 Check Shear Panels Number of units tributary to panel = 4 V < 0.019 kips /ft 24 ga shear panel O 0.28 kips /ft Single Shear; 0.56 kips /ft Double Shear (limited by screws) OK 5.3 Stability Worst case is single 12" deep unit. 5.3.1 Base Shear V = 0.134W = 0.054k 5.3.2 Design Forces ID For a rigid body Vh V P eg = D h' < 96 inches OTM < Vh' = 5.1 inch kips h' RM > WD /2 = 3.6 inch kips Net OTM < 1.5 inch kips P 0.43 kips P EQ 5.4 Stability TB o l t = Net OTM /D = 0.1 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: Macy's Job No. 8588 August 16, 2008 Sheet 6 5.5 Anchorage Use min. 1/4" diam. approved anchors. or 9/32" shot pins Minimum embedment 1.5" into slab (for expansion anchors) O.K. 6 Dynamic Effect of Building on Upper Level Systems 6.1 General Considerations The above calculations assume direct excitation by the earthquake motions similar to that which would be found on a slab on grade installation. The filtering effect of the building must be consid- ered on the response of the storage elements. Per ASCE 7 -05 13.1.5, storage racks must be designed per section 15, with an a 1.0 -2.5, and R per ANSI MH16.1. The a derivation is essentially the dynamic amplification factor associated with potential resonance. Section 15.1.3, allows the use of seismic response history procedures. This analysis conservatively uses the ASCE 7 spectrum as the time history, and performs a modal interaction computation to determine the amplification factor a directly. Per Section 13.1.5 this value cannot be taken to be less than 1.0, regardless of its actual value (which is often far less than 1.0 for systems with substantially differing fundamental periods). 6.2 Dynamic Amplification Factor For systems with the response predominantly in their fundamental mode, the amplification between the building and the element can be found to acceptable accuracy via the folowing formula: a n — 7 z Z T 1, _ Cu: :a1 +I1 / .\/ l T eta J z 7 7 Where: Tele = fundamental period of the element Tbuila = fundamental period of the building D = Damping coefficient (fraction of critical) For this application: Tbu,ld < 0.5 sec (per building structural engineer) D 0.08 combined for storage units and building (as suggested by Blume Report) Thus: U n ( ) zs, rooel \ l 7 r ) l T ) TL. e�• The dynamic interaction of the building and element shall be considered, and the resulting force cannot be less than that for the element driven directly by the earthquake nor more than twice that of their force as an element. Essentially, a need not be less than 1.0 nor more than 2.5. Solving for a < 1 yields a range of Tele within which dynamic amplification need not be considered: The roots of the equation for a 1.0 lie in the range of 0.35 to 0.7 seconds. Thus, if the storage systems have a fundamental period outside this range, they may be designed as if excited directly by the earthquake. ©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: Macy's Job No. 8588 August 16, 2008 Sheet 7 • 6.3 Transverse Seismic The uprights are a rigid frame, but quite slender. They can be modeled as a cantilever with an effective moment of inertia based on the column areas. • Per Roark (6th ed), the fundamental period of the a cantilever is given by the expression: 2n I ✓1 T - 3.52 E1g Here: W = 0.6 kips L = 144 inches E = 29,000 ksi / / (2)(0.3)(A 2)(0.14)(18 18 tttches g = 386 in /sect Substitution yields T = 0.2 sec, which is well below the fundamental of the building. 6.4 Longitudinal Seismic The units have a similar longitudinal and transverse period. The longitudinal direction is braced and probably has a shorter period than the longitudinal direction. In any event the braces have large reserves. 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: Macy's Job No. 8588 August 16, 2008 Sheet 8 THIS PAGE INTENTIONALLY LEFT BLANK Copyright by Peter S. Higgins and Associates. Provided as an instrument of service. Copying by written permission only.