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Specifications 930 L Jc, �, , S, R PETER S. HIGGINS & ASSOCIATES Consulting Structural Engineers Project: Macy's Job No. 8588 Date: September 16, 2008 Sheet FX #1 -1 of 1 FIELD CHANGE ORDER #1 City: Tigard, OR Permit No.: BUP2008 -00281 Inspector: Not known Date: September 16, 2008 Item I Description and Instructions 1. Field Condition: Units against the wall are anchored only at the top (via a continuous angle screwed to each wall stud, then fastened to the top shelf). There is no other anchorage. Modifications: 1) Delete note 5/MY -1 2) Fasten front posts per detail 6/MX -9. Rear posts need not be anchored. Justification The top fastening is satisfactory (the forces are nominal and distributed to adjacent units as well by the top tie). While, the slotted angle is strong enough to resist the entire OTM of the wall unit, and thereby eliminates the need to anchor the base, it would also exert 5.1/12 = 425 lbs of vertical load on the shelf front corner connection. This connection is refractory to analysis, and I have no testing for it to this high a load. Accordingly, the units still need fastening near the base for shear. This provides it. NO OTHER CHANGES ARE PERMITTED BY THIS ORDER This sheet shall be attached to the building permit drawings Contact the engineer at 310 - 589 -1781 (collect if required) with any questions or requests for clarification. RECEIVED S E P 17 2008 CITY OF TIGARD BUILDING DIVISION ' Mark VanDomelen From: Higginsengineers @cs.com Sent: Tuesday, September 16, 2008 2:48 PM To: Mark VanDomelen Cc: jm @stockroomsolutions.com Subject: Macy's Attachments: FX -1 r00. pdf Mark, The wall units are anchored as follows: 1) A slotted angle is fastened to the wall at 144" above the floor using 1 -1/2" fasteners to each stud along its length. 2) This angle is then screwed to the top shelf near each rear post using a min #6 fastener. This is certainly adequate by inspection. What hasn't happened is a fastening below this level (the normal Target/Macys is in the lower third of the post). While I doubt that its absence would cause much trouble, there should be something down there. I have issued FX -1 to remedy this matter. It is attached, and wet signed copies will be issued today. And hopefully we've finally got it right. Regards, Peter Higgins RECEIVED SEP 17 2008 BUILDING DIVISION 1 1 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 Revision 1 September 11, 2008 Section 1.1: Added revision discussion Section 1.2.1: Drawing revisions Section 5.3: General revision for single and back to back co ditions This Document and the design it contains is copyright by Peter S. Higgins and Associates. It FEE PROfE f � is the written permission f Peter Se Higgins and As octiatesreproduced many fash an w tout � c ' N 15635 � � /0 �' - Notice to Building Departments • ON If this calculation is submitted for building permit approval, it shall contain all she 1. calculations as listed in the table of contents on the next page(s), and shall be accom•; ' d Jc' by all drawings listed in Section 1. All documents shall bear appropriate seals . d sign , es ..o . 17 V a in ink of a contrasting color with the same Job Number Reference. The calcul, tion s 9 be F 4' S \ signed across this block. R S. l \GG� Ex? JUN 3 0 2009 REPRODUCTIONS OF SIGNED COPIES ARE INVA ID O VISION v � 31 1P 2- C t- C.,0 ..�/ C 1 cd rd APPROVE i1 eAi e t -i 7- 08 PETER S. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: Macy's Job No. 8588 September 11, 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 12" Deep (Single) Unit 5 5.3.1.1 Base Shear 5 5.3.1.2 Design Forces 5 5.3.1.3 Stability 5 5.3.1.4 Anchorage 6 5.3.2 Min 24" Deep (Back to Back) Units 6 5.3.2.1 Base Shear 6 5.3.2.2 Design Forces 6 5.3.3 Stability 6 5.3.4 Anchorage 6 6 Dynamic Effect of Building on Upper Level Systems 6 6.1 General Considerations 6 Dynamic Amplification Factor 7 6. Transverse Seismic 7 i ,p Longitudinal Seismic 8 � O • ©gopyright. 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 September 11, 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. This is a revision to the calculation issued August 16, 2008, and supercedes that document. The Higgins Drawings have also been revised to reflect the actual unit height (144" vs. the 84" erro- neously shown on MY -1), and the revised anchorage requirements as agreed with the Building Department. 1.2 Drawings 1.2.1 By Peter S. Higgins and Associates MY -1, MX -9 (Both Revised September 11, 2008) 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 S < 1.50, S < 0.80 V =C W; C = SDS = V— IESDS S s — R /IE R Within the constraints 0.044, DsIE < _ C = SDI 5. 135 (R /IE)T R/IE Yielding: 0.044S _V = R/I E ) T < R/I E) 14/ ® 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 September 11, 2008 Sheet 2 Given: SDS = ( / SDI= (2 /3)SMI R = 6 Moment Frame Frame S = F R = 4 Braced Frame S = F T = Structure Period (sec) W = Rack +(2 /3)Contents per 1622.3.4.2 For default soils: F 1.1; Ss < 1.10 F = 1.7; S l < 0.65 Here, for I 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 W D . ► �► 1 h b WWI d = n t C _ m £" a 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) °Copyright by Peter S. Higgins and Associates. Provided as an instrument of service. Copying by written permission only. • 1 f • PETER S. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: Macy's Job No. 8588 September 11, 2008 Sheet 3 Al < shelf ( = 0.50 inch kips Smin < 0.016 in 1.25" t = 16ga / / 0 75" / S 0.048 in O.K. / 4M 1.73 in kips t = 13 ga J S 0.022 in O.K. 0,56. 0M 0.79 in kips 4 Check Posts (Dead plus Live Loads) 4.1 Load to Post (0 critical section) Shelving yW DHlr,o P shelf — 2 = 0.29 kips per post = 0.41 kips factored 4.2 Post Properties and Capacities (net section) t = 16 ga Axial Capacity 1.50" A 0.14in S = 0.033 in 1 ( 1 -x 4P„ r 0.31 in (in) (kips) S = 0.036 in 48 3.9 0 7 r= 0.53 in 1.19 ;k KL P r 1= 1.301 (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 September 11, 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 M 4P a (i) = 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" N a i l Plywood Spreader Allowable Shear on "T" nail = 0.098 kips / (Double Shear) 2" typ M (1.33)(0.098)(2 +4) = 0.78ink O.K. #1 1 2 S M Screw Metal Spreader Allowable Shear on Screw =0.21 kips / (SDI value) 4" / M (0.21)(4) = 0.84ink 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 September 11, 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 4V= 0.28 kips /ft Single Shear; 0.56 kips /ft Double Shear (limited by screws) OK 5.3 Stability 5.3.1 12" Deep (Single) Unit 5.3.1.1 Base Shear V = 0.134W = 0.054k 5.3.1.2 Design Forces D For a rigid body H Vh' V Peq 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 4 1 ± EQ 5.3.1.3 Stability Anchored at top to wall TB o l t = Net OTM /H = 0.01 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 September 11, 2008 Sheet 6 5.3.1.4 Anchorage Nominal anchorage to studs Ample 12y Inspection 5.3.2 Min 24" Deep (Back to Back) Units 5.3.2.1 Base Shear V = 0.134W = 0.108k 5.3.2.2 Design Forces For a rigid body Vh' V Pe _ D • h' < 96 inches OTM < Vh' = 10.2 inch kips h' RM > WD /2 = 14.4 inch kips Net OTM < 1.5 inch kips P = 0.43 kips 1 + P EQ 5.3.3 Stability Tuolt= Net OTM /D = 0 kips 5.3.4 Anchorage Shear Only FS > 2.0 on rated values (loads already factored by 1.4, and 1.33 increase allowed for ASD) O.K. Use shot pins per MX -9 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). ©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 September 11, 2008 Sheet 7 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 ,= / z z 1 — To lt ; d ( +I 2 DZTOUlldl2 l ` T ele J \\ Tete JJ Where: Teie = fundamental period of the element Tbuild = fundamental period of the building D = Damping coefficient (fraction of critical) For this application: Tbuild < 0.5 sec (per building structural engineer) D > 0.08 combined for storage units and building (as suggested by Blume Report) Thus: a P _ V(1 (008)2 - o2slz a / + l T tc T J ele 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. 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 VIV1 T _ 3.52 Ely Here: W = 0.6 kips L = 144 inches E = 29,000 ksi I l = (2)(0.3)(A _ (2)(0.2)(0.14)(18 = 18 inches g = 386 in/sec Substitution yields T = 0.2 sec, which is well below the fundamental of the building. °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 September 11, 2008 Sheet 8 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. °Copyright by Peter S. Higgins and Associates. Provided as an instrument of service. Copying by written permission only. GENERAL NOTES . . . 1. This drawing shows typical unit material and geometry of the gondola shelving only See Macy's Sheet 2 -1 D fixture plan for location within store. See Higgins Drawing ! 36-48" 12-24" MX -9 for details of the gondola and shelving components , Post -a .� 2. ALLOWABLE LOADS _ Light Duty Shelving ff `*' Maximum 100 lbs per level Self 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 I 'i \ / not exceeded. y 4 The material shown is the minimum size where a choice of components is available. 3 x —....—.—... Larger /heavier components may be substituted. 0 g 5 Anchorage shall be per Detail 6 /MX -9 except as follows Brace or / O �� Units against wall need not be floor anchored (already wall anchored) Back Panel cn BACK TO BACK CONN. - Light Duty Shelving Only - Self Tapping Screw must penetrate G � both posts and brace /panel I a , a , a v a v a a v a I t FRONT SIDE LIGHT DUTY SHELVING i TYPICAL ELEVATIONS - SEE INSTALLATION DRAWINGS FOR LOCATION IN STORE , j g-- - 6,261 G.., \cc 30 PROFE V \ N G I N fF p, O, Rev 1 September 11, 2008. Height was 84 ", Replaced note 5 with anchorage specs k, F 'Q 9 1 563 5 l Issue Date August 16, 2008 ( • DATE Job # e P ER S. IGGINS 8-16-08 MACY'S 8588 OREGON AND ASS( CIATES %.....re-4, .TRUCTURA ENGINEERS DRAWN 9300 WASHINGTON SQ RD l t ,1z \ S 0 -5 P I • I HWAY Drawing # S. 110* 31 BU,CA 01 H C HECKED PORTLAND OR �.■-, J !J G i N4 BY SIONONL MADIX STORE FIXTURES MY -1 N 3 0 ?009 :UILDI E , • OPI APPLICAT ON VALID FO • APPROVED GONDOLAS AND SHELVING BUST B IGNED ACROSS THIS BLOCK H P 4 1 GENERAL NOTES 1 This drawing shows standard details of the shelving product line only See engineer approved to �' v =OM 0 installation drawings (same Job number) for E IIII 1 ) �) o v - - - components used, special details, arrangement, a � and site specific information 2. The installation drawings govern over this drawing 0.75" 1 50" :H i. 3. MATERIAL End Connection Steel - ASTM A1008 Grade 40 UNO (Bent Tab Engages �� � 'I� Bolts and Screws - Min. ASTM A307 Post Slot) A/ il Concrete Anchors shall be ICC approved low velocity types. e g 71 I e 1 — - Simpson Strong Tie (ICC #2138) 1 I 1 Type t As Sx rx Sy Ty ITW Ramset (ICC #1995) L I I / F Hilti (ICC #2219) SHELF CONN 1 1 ` Minimum 0059 014 0.033 0.031 0036 0.53 \ z, Special inspections are not required unless noted on the 16 ga UNO installation drawings, or required by the local jurisdiction Contractors shall obtain information re local inspection requirements prior to anchor installation / 4 Back to Back units may be anchored using the pattern COLUMNS - shown in Detail 6 if both conditions below are satisfied: All 1) there is a shelf within 4 inches of the floor slab DIMENSIONS AND PROPERTIES v r � 2) the rear posts are screwed together. NET SECTION - UNITS INCHES UNO otherwise, all posts shall be anchored. 1 , , , , , o , o , , • , o , = I 5. Unless noted otherwise on the installation drawings, the S ���ED P R kir, FRONT SIDE allowable soil bearing value is 1.0 KSF. , L NG I Ne e 15635 'Y 9� TYPICAL ELEVATIONS - OREGON SEE INSTALLATION DRAWINGS FOR f� SITE SPECIFIC INFORMATION ,° ! <9? R S. 10 * GA' JUN 3 0 2009 I 2.25" I- y T j j • c n Plywood Spreader Locations i ,� Bottom - 1 5" above end of upright b Interior @max 24" C-C in between 'E !r < Top - Flush with top of Upright ill /— I � 77 1 3/16" STS I in. n n *i n * n * al 5/8" Plywood I I 4 , with 4 Nails POST SPREADER U. U u U U .�u X POST ANCHORAGE CD 1 n n n n n n m )/ DIMENSIONS AND PROPERTIE 2 1 6 ga bent • CONNECTION DETAILS shot • o slab Revision 1 September 11, 2008: Revised Details 4, 6, Note 4 I * * Issue Date Au ust 16, 2008 • 1 I v v v v v v v v v v v v 1 g �u U u J u u u� P ER S. HIcGINS DATE MACY'S Job# Anchor End and Alternate Perimeter Posts 3/4 "x16 ga brace with Min 24 ga Panel with AND ASSOCI . ES 8 - 8588 Stagger Anchors on Front Posts #14 SM Screws @each end #6 STS @ max. 24" to posts :TRUCTURAL GINEERS DRAWN 9300 WASHINGTON SQ RD Min 3 Anchors in Each Line ' =max 6" " =max 12" 30765 •ACIFIC Cs 'ST HIGHWAY PORTLAND OR Drawing # �, CHECKED BASE ANCHORAGE 6 BACK BRACING D 31MAL5 >IB • -1781 CA MADIX STORE FIXTURES MX -9 D' • NG AND DE N ARE COPYRIGHT Cat ING :Y WRI N PERMISSION ONLY B�ILDIN Back to Back Units ONLY - Brace Alternate Bays UNO SIG . 7SONLYARE LIDFOR APPROVED LIGHT DUTY SHELVING IIN See Note 4 PPLICA D' 1MNG ■ UST B: ACR•. THIS BL•CK P H lassammemmi