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J e unit appeication Request To receive a permit in order to set up warehouse metal racking with wire decking inside the warehouse area of 16350 SW 72 Ave, Bldg 4, Tigard, OR 97224. The racking meets chapter 23 Fire Code as well as all Seismic regulations. Enclosed are the following items to complete the Rack Storage System Permit without any structural changes: • Completed Application • Location (see exhibit C1, includes square feet area for both office & warehouse) • Warehouse Racking Plan Layout • Warehouse Racking Plan Beam Measurements • Racking Material (as noted in FE Bennett Co Quote that shares all the pieces to be installed as racking) • Seismic Calculations & Rack Design o Design of racks o Seismic calculations (plus engineering design of the rack install (ie cross bracing, lateral calculations and how the racks connect to the floor)) • Floor support o How and what is being used • Sprinkler system • Bldg structure type, Flooring, Commodity on Storage Racks & Fire Code • Copy of sections from existing building permit (as applies to racking /warehouse) City. of Tigard • , ,V-med Plans By ‘1. Date 7 1 . 1 of 3 PT Supply 2/12/2007 6 0 p - 000 a LLL LLL LLL LL LLL LLL LLL LL LLL LLL LLL LL LLL LLL LLL LL LLL LLL LLL LL LLL LLL LLL LL LLL LLL LLL LL LLL LLL LLL LL LLL LLL LLL LLL LLL LL .4e % 14 -0 Ag P A LLL LLL LLL LL % LLL LLL LLL LL / LLL LLL LLL LL LLL LLL LLL LL LLL LLL LLL LL LLL LLL LLL LL LLL LLL LLL LL LLL LLL LLL LL LLL LLL LLL LL / LLL LLL %% / V % / /// / / P OFFICE % pr r FRONT DOCK b or zw7-000,3 Go ca., 10G 1) A tAA , ( 2 CAANCte ays\-1-1. b v ∎- /1 „ 8eso 5,,u • Ode 2,001 OO OG( EE T ■ WEBSITE: www.febennett.com MATERIAL HANDLING SPECIALISTS CCB #68668 Ph: (503) 288 -2321 739 N.E. Broadway - Portland, OR 97232 -1213 Fax: (503) 288 -1708 E -mail: sales @febennett.com Toll Free: (800) 288 -1789 000000..+.+.....•.• ................0 000000000000e000000000000000000 QUOTATION: QUOTE NO.: 117PowTel010907 FROM: Paul Zundel DATE: January 9, 2007 TO: Sam Reid Ph: 901 - 359 -2369 Power & Telephone Supply Fax: 901 - 320 -3089 Sam, We are pleased to quote on the pallet racking you requested for your new facility here in Oregon as follows: 1 Row — 12 Bays each, 16'H x 42 "D x 3 "x3" Column with Seismic Base Plates — 3 levels above floor 108 "L x 3000# Cap beams — wire decking on each level 2 Rows — 22 Bays with 11 Bays each side back to back - 16'H x 42 "D x 3 "x3" Column with Seismic Base Plates — 3 levels above floor 108 "L x 3000# Cap beams — wire decking on each level Components: 61 Teardrop I- Series Upright — 192 "H x 42 "D with 3 "x3" 14 ga Column and Seismic Base Plates 336 Teardrop I- Series Step Beam —108 "L x 3300# Capacity /Pair with 1 5/8" Step Quoting Used beams for this quote (currently available) 24 Teardrop I- Series Row Spacer — 24 "L - Used Your cost F.O.B. Delivered 15,355.00 Estimated freight from factory for above components 336 Wire Decks ( 2 per level / 3 Levels per bay / 56 bays ) 2500# Cap Your cost ........F.O.B. Delivered 5104.00 Installation for above pallet racking and wire decks 3750.00 Note on Installation: Area to be free and clear All materials unloaded and staged at jobsite Forklift to be provided by customer if necessary All permits, calculations, anchor inspections, if necessary, provided by others sa ` O t t ra P -4, m ATP t i L ! "i E z , 4' ' i c,1 r P, rut {t" Ph �J{ P iq t 1 i sl < .x 1 �Ft 1S I a � p r � {s ,1, Sasi C c` "•1 l , ,10 cu i { � t L ,,l {r uiks3r i i r l hx st i{ r. rS e # 7 f ' (4( 14 e 4z t t tc ; t � n aY ESS } Power&FeI �((� ( ' �� d lT la �f il.,�l °�' r+{571��f . , " 1 1 � y M 7 �" � 1j,f �. (! ,�k ,IiE � s s d C� 1 94�1, �I i !t� t �1 }v s i t�� ,ln k l n.wJ.�w ;�, '.�.. { >.w,.:i�+4i,: a'.'r �„Lk = a t? �F'�u�"P., ` t ryi(E''�S. � h ,gimp? tNrrmrT`h �`.vii `m r k raa`.' ' *;?s�!„ 7 �'in!'o . at 'r.s.is � k r.i }, h� . „s A ,. . }f r .,., , t ,; n„ i 91, .F1si ,`, rir.�.s . a i n a7f .7 f , .�1' +� ^F 3 .I,�P'}+rSt�i,C,7� �7r Sptinfitex 5 ptem Type: Wet system, ordinary hazard. Building houses multiple separate tenants including Power & Telephone Supply Company. The section in question is a single story building and is fully sprinklered. 2 of 3 PT Supply 2/12/2007 ��' 1ilpR§s. e r i,r .r rrl f / } 1P rstt i f 6 t - .i1 �� 4 ! l.r 44 ^ uv�1J N t #t n� { ,1YL I u i iv it'r � ,y f 1 r f p s i iy 1 ,11 1 } { 77 1 7 3r i m n s ` 1 1i f L . ! �� i f{ fk�} I t A e f iL,I ( �{ � N t Pi { t ;1 r ti a r y r s2 y � i T' UPPLY , °1 ;I fs i�'► ! � t t x t z � ,t+ � Syr gesil + rte {d . M rL f ° i� tb r _ Y k �f:. *'.';'I�'t.P . : t,Tis`r�ilnt?.kT+i 1 Y,`{' �r -n -: T''i 33u ieding S6cuctwee J cape (inc&uLin wavice iame), & mcing cf. Si Cade o Building Structure Type: Concrete Tilt -Up o Flooring in the building: 6" un- reinforced floor o Warehouse Walls: o North: E -CONC o East: E- PLYWOOD o South: PGWB /E -CONC o West: PGWB /E -PGWB ▪ Notes: PGWB = painted gypsum wallboard ▪ Notes: E = Existing structure o Commodities to be on Racking o Products: Telecommunications (variety) primarily outside plant (ie metal hardware), cable, strand and pedestals ▪ Hazardous materials over 6' will NOT be on racking ry Material will in some instances be High Pile Storage over 12' o Type: Outside plant gear (ie metal hardware), cable, strand & pedestals o Weight: Varies o Size: Varies 3 of 3 PT Supply 2/12/2007 oc.51— 000 r 11 . •* ( ' -" 2c0" 25'-0" 1 2'-� 1 25 i _ . 1 WAREHOUE * ADD LIC-IT FIXTURES * PAINT WALLS AND COLUMNS I , * REPAIR 4LL MAJOR FLOOR CRikCKS - - * CLEAN PiND SEAL FLOOR * PROVIDE RADIANT HEAT AT WWI DESK * TUNE UP; OVERHEAD DOORS I NI * REPAIR WEATHER SEAL AT RE/kR DOOR 1 "11 INSTALL NEW DOCK PLATE TIIIESE DOORS. 7=-1 THE PREMISES 12,000 SF TOTAL 1,377 SF OFFICE POWER & TELEPHONE SUPPLY COMPANY EXHIBIT C4 ts)cakCIA iff,go PARK I 16350 SW 72ND AVE. eCALE lAW .1'. 0" PORTLAND, OR 97224 cf1713:57:clatica. 12/6/06 A PACTRUBT PROPERTY ---• - - e . SEIZMIC MATERIAL HANDLING ENGINEERING FST. 19R5 STORAGE RACKS STEEL SHELVING SEISMIC ANALYSIS ALASKA KENTUCKY NORTH CAROLINA DRIVE —IN RACKS MOVABLE SHELVING STRUCTURAL DESIGN ARIZONA MARYLAND OHIO CANTILEVER RACKS STORAGE RACKS CITY APPROVALS CALIFORNIA MASSACHUSETTS OKLAHOMA MEZZANINES MODULAR OFFICES STATE APPROVALS COLORADO MICHIGAN OREGON CONVEYORS GONDOLAS PRODUCT TESTING CONNECTICUT MINNESOTA PENNSYLVANIA CAROUSELS BOOKSTACKS FIELD INSPECTION FLORIDA MISSOURI TENNESSEE PUSHBACK RACKS FLOW RACKS SPECIAL FABRICATION GEORGIA MONTANA TEXAS RACKBUILDINGS FOOTINGS PERMITTING SERVICES IDAHO NEBRASKA UTAH ILLINOIS NEVADA VIRGINIA INDIANA NEW JERSEY WASHINGTON KANSAS NEW MEXICO WISCONSIN ���� SEISMIC ANALYSIS �� ' 0° k � + OF STORAGE RACKS � �� +� ���� ��� - 0:011''' FOR 4,.;I i .,, - y � , j �s4 �i7 ", `.r g POWER & TELEPHONE ' e ,r,�� r' SUPPLY , 16350 SW 72ND AVE _; I;M^ TIGARD, OR, 97224 ` ;q11:1 Job No. 07-0181A µ 1 t 7 t : 5 .. i _ i . - YY 4.p: ; ' F Y "" {".{ �. 1 'i�1:{te}�. � t ��b �e4.,a�. {..- _^w^� - '4' ._ _�„ IR ,_.`.� �.EY �'. u {j+� 'ip } "�+ �,�.�f .1 # , Y.. p r - '*. 4 4 t z ; +r m !.t � ;. x:t p k r � t n '. §d = F - `� g �`Us� 7 s" -- �.° rr l x _ — :..! t ,{��. �5h - a P k �ir, - t. \. r . d TS Y j , :-. _'� o 44:41, t . tl „+ : i b a . t e( . ti,, r , K.- 3 ;:y t �' ;:; ,, t .T' :. ". r' 3. , p h.�l , E .:L.. u L ! 9 y Ai r .:. j 5 + � '�:'"h{ "xI �: .1 : 'S # �r s s � #�# ti�' Aar' "' `'lAr, �x` ��. S't�1'. �w� w �7 ��. v` �§: ���ice..::. s++ �': 3tv', r "t..,..r'�� 'f.n'S `' 6. r.. r ....i t,F.tr�..:.17�t.: i a,.. ...� „«« , rt �.,:,,rr..... .+.�.r x+. arr»..,.._... t.�f.- �t+.=,.�rxvG:�,.r.,s.'la>.'v�. >r`.'es. u,.. ... 1x�i APP' e :Y f 4 all ; I N , '; Sk i , C'i • '04: y i§ �� / jL i imi <a t ;ii L-- ,Ifrreii r §. f t` � e' ^ / itrt F ly, - ' 4 Y{ yi 1. 0 i�I-:; i -, :Ilk: / ' i ,}�, %r J , _ '. -0, y`i ' i l.;.l4L . Ts.,. „ ,�� „ � u / I'f ' t � . C w�; 4�r i?fit"''+. Y t . xwt�kfir ° x6 i C n M 1Y� t., =,r ” 0 ;, a'�"t 'L `'1' `� —i wa"k 5. ”' i� R „ x... e (-4 Pao ei tSrii r {r � 3� �;y qq�, � .,. �f .y: 3 z: Ft't``q” .:: ^� i'� OT's / ..i �C3 , N'd , °r City Of Tigae i ,. ?\.i :d Mans B t Date d l B 161 ATLANTIC STREET * POMONA * CA 91768 * TEL: (909) 869 -0989 * FAX: (909) 869 -0981 PZ o ocK' 7 SEIZMIC' PROJECT POWER & TELEPHONE SUPPLY FOR F.E. BENNETT MATERIAL HANDLING ENGINEERING SHEET NO. 2 TEL : (909)869 - 0989 FAX : (909)869 - 0981 CALCULATED BY RF 161 ATLANTIC STREET. POMONA. CA 91768 DATE 2/12/2007 TABLE OF CONTENTS TABLE OF CONTENTS & SCOPE 2 PARAMETERS 3 COMPONENTS & SPECIFICATIONS 4 LOADS & DISTRIBUTION 6 LONGITUDINAL ANALYSIS 7 COLUMN 8 BEAM 9 BEAM TO COLUMN 11 BRACING 12 OVERTURNING 13 BASE PLATE 14 SLAB & SOIL 15 SCOPE: THIS ANALYSIS OF THE STORAGE SYSTEM IS TO DETERMINE ITS COMPLIANCE WITH THE APPROPRIATE BUILDING CODES WITH RESPECT TO STATIC AND SEISMIC FORCES. THE STORAGE RACKS ARE PREFABRICATED AND ARE TO BE FIELD ASSEMBLED ONLY, WITHOUT ANY FIELD WELDING. . oo 2e;U.1 -Oces z SEI PROJECT POWER & TELEPHONE SUPPLY FOR F.E. BENNETT MATERIAL HANDLING ENGINEERING SHEET NO. 3 TEL : (909)869 - 0989 FAX : (909)869 - 0981 CALCULATED BY RF 161 ATLANTIC STREET. POMONA. CA 91768 DATE 2/12/2007 THE STORAGE RACKS CONSIST OF SEVERAL BAYS, INTERCONNECTED IN ONE OR BOTH DIRECTIONS, WITH THE COLUMNS OF THE VERTICAL FRAMES BEING COMMON BETWEEN AND ADJACENT BAYS. THE ANALYSIS WILL FOCUS ON A TRIBUTARY BAY TO BE ANALYSED IN BOTH THE LONGITUDINAL AND TRANSVERSE DIRECTION. STABILITY IN THE LONGITUDINAL DIRECTION IS MAINTAINED BY THE BEAM TO COLUMN MOMENT RESISTING CONNECTIONS, WHILE BRACING ACTS IN THE TRANSVERSE DIRECTION. 0 --- -;I O . ,: i ''' ''') HH...,..,.... "41-11) � I � 6 0 e ■ CONCEPTUAL DRAWING * • . 0 TRIBUTARY AREA LEGEND i i j [ ......::.:. >:.:' :.:.:.:........ 1. COLUMN ......::.:.:.:I:.:.:.:.:...... 2. BEAM 1 3. BEAM TO COLUMN 1 il 4. BASE PLATE ........... 5. HORIZONTAL BRACING 1 6. DIAGONAL BRACING TRANSVERSE 7. BACK TO BACK CONNECTOR in.-- LONGITUDINAL *ACTUAL CONFIGURATION SHOWN ON COMPONENTS & SPECIFICATIONS SHEET . �p �-° � SEIZ PROJECT POWER & TELEPHONE SUPPLY FOR F.E. BENNETT MATERIAL HANDLING ENGINEERING SHEET NO. 4 TEL : (909)869 - 0989 FAX : (909)869 - 0981 CALCULATED BY RF . , 161 ATLANTIC STREET. POMONA. CA 91768 DATE 2 /12/2007 COMPONENTS & SPECIFICATIONS : TYPE A ANALYSIS PER SECTION 2208 OF THE 2003 IBC SITE CLASS = D W3 W 25001bs. - - Y1 =42 in HI =58 in. LEVELS = 3 1, • H2 =32 in. r W2 =2500 lbs. Y2 = 42 in H3 =>9 in. I W3 =2500 lbs. Y5 Y3 = 42 in PANELS = 5 H3 . Y4 = 42 in ' t Y5 =I2in LIVE LOAD = 2500 lbs. W 2 Y4 �, .\ FRAME HEIGHT = 192 in. ,J H H2 H Y3 FRAME DEPTH = 42 in. t ' BEAM LENGTH= 108 in. W 1 N. ,, Y2 \ � 1 -- ` SEISMIC CATEGORY = E: (Fa = 1.08. Ss 1.05) H1 Y1 TYPE = SINGLE ROW \ `, COLUMN BEAM @ Level 1 CONNECTOR @ Level 1 OK OK OK IC3014 (3 X 3 X 14GA) LBF356 / 3 1/2 X2 3/4 X I6GA THREE PIN CONNECTOR Steel = 55000 psi Steel = 55000 psi Stress = 86% Stress =76% Max Static Capacity = 2930 Ib. Stress = 85% COLUMN BACKER BEAM @ Level 2+ CONNECTOR @ Level 2+ OK OK LBF356 / 3 1/2 X 2 3/4 X 16GA THREE PIN CONNECTOR None Max Static Capacity = 2930 Ib. Stress = 33% Stress = Stress = 85% BRACING SLAB & SOIL HORIZONTAL OK DIAGONAL OK Slab = 6" X 2500 psi OK Soil Bearing Pressure = 1000 psf 1 -1/2 X 1 -1/2 X 16ga 1 -1/2 X 1 -1/2 X 16ga Slab Puncture Stress = 33% Stress = 9% Stress = 17% Slab Bending Stress = 31 % BASE PLATE ANCHORS OK Powers Wedge (ICC# ESR -1678) 0.5 Dia. X 3.5 Min. Embd.OK 8 in X 5 in X 0.375 in Pullout Capacity = 1113 lbs. Steel = 36000 psi Shear Capacity = 2192 lbs. MBase = 0 in. Ib. No. Of Anchors = 2 per Base Plate Stress = 36% (or approved equal) Anchor Stress = 12%, NOTES: DESIGNED PER THE 2003 IBC WITH OREGON AMENDMENTS. • . it i;;;% 0 0 264)1 - COO 7 r - q S EIZIUIIC PROJECT POWER & TELEPHONE SUPPLY FOR F.E. BENNETT MATERIAL HANDLING ENGINEERING SHEET NO. 5 TEL : (909)869 - 0989 FAX : (909)869 - 0981 CALCULATED BY RF 161 ATLANTIC STREET. POMONA. CA 91768 DATE 2/12/2007 COMPONENTS & SPECIFICATIONS : TYPE B ANALYSIS PER SECTION 2208 OF THE 2003 IBC SITE CLASS = D - W2 �, - - Y1 =42 in LEVELS = 2 H I = 134 i1 \ WI =1500 lbs. 12 = 42 in H2 =44 in. W2 =1500 lbs. Y5 Y3 = 42 in PANELS = Y4 =42in N Y5 = 12 in LIVE LOAD = [ 500 lbs. H2 \\ Y4 FRAME HEIGHT = 192 in. - H .` W 1 H Y3 FRAME DEPTH = 42 in. BEAM LENGTH= 108 in. Y2 N H1 \ SEISMIC CATEGORY = E { . (Fa -- 1.08, Ss = 1.05) Y1 / TYPE = SINGLE ROW `I COLUMN BEAM @ Level 1 CONNECTOR @ Level 1 OK OK OK IC3014 (3 X 3 X 14GA) LBF356 / 3 1/2 X 2 3/4 X 16GA THREE PIN CONNECTOR Steel = 55000 psi Steel = 55000 psi Stress = 70% Stress =82% Max Static Capacity = 2930 Ib. Stress = 51(l4 COLUMN BACKER BEAM @ Level 2+ CONNECTOR @ Level 2+ OK OK LBF356 / 3 1/2 X 2 3/4 X 16GA THREE PIN CONNECTOR None Max Static Capacity = 2930 Ib. Stress = 14% Stress = Stress = 51% BRACING SLAB & SOIL HORIZONTAL OK DIAGONAL OK Slab = 6" X 2500 psi OK Soil Bearing Pressure = 1000 psf 1 -1/2 X 1 -1/2 X 16ga 1 -1/2 X 1 -1/2 X 16ga Slab Puncture Stress = 15% Stress = 4% Stress = 7% Slab Bending Stress = 6% BASE PLATE ANCHORS OK Powers Wedge (ICC# ESR -1678) 0.5 Dia. X 3.5 Min. Embd.OK 8 in X 5 in X 0.375 in Pullout Capacity = 1 113 Ibs. Steel = 36000 psi Shear Capacity = 2192 lbs. MBase = 0 in. Ib. No. Of Anchors = 2 per Base Plate Stress = 15% (or approved equal) Anchor Stress = 5 % NOTES: DESIGNED PER THE 2003 IBC WITH OREGON AMENDMENTS. O � SEIZMIC `> � INC. PROJECT POWER & TELEPHONE SUPPLY FOR F.E. BENNETT MATERIAL HANDLING ENGINEERING SHEET NO. 6 TEL: (909) 869 -0989 • FAX: (909) 869 -0981 CALCULATED BY RF 161 ATLANTIC AVENUE • POMONA, CA 91768 DATE 2/12/2007 LOADS & DISTRIBUTION: LIVE LOAD PER SHELF (BASED ON CLIENT SUPPLIED DATA) = wLL DEAD LOAD PER SHELF = wDL SEISMIC BASE SHEAR DETERMINED IN ACCORDANCE WITH SECTION 2208 OF THE 2003 IBC/ 2002 RMI /ASCE 7 - 02 . WHERE: V= (2.5xCa) /RxlpxWtotal Wtotal = (0.67 *wLL /1 + wDL) Fa = 1.08 Ss= 1.05 _ Ca = 0.302 < S per section 9.14.6.3.1 ASCE 7 - 02 Ip = 1.00 < In area of nopublic access SOILTYPE. = D R (LONGITUDINAL) = 4 R (TRANSVERSE) = 4 wDL = 70 LB n= 1 DEPTH= 42 in LONGITUDINAL DIRECTION: Vlong = [2.5 *0.302 *(0.67 * 7500/1 +210)14]* 1/1.4 = 702 Ib Fi = V Whi /ZWh TRANSVERSE DIRECTION: Vtrans = [2.5 *0.302 *(0.67* 7500/1 +210)/4] * 1/1.4 = 702 Ib Fi = V Whi /EWh SEISMIC DISTRIBUTION: 1 _ LEVEL h WEIGHT HEIGHT W X H Fi (long) Fi (trans) Mot IN LB IN LB -IN LB LB IN -LB 1 58.0 2,500 58.0 145,000 137.2 137.2 7,956.0 2 32.0 2,500 90.0 225,000 212.9 212.9 19,156.9 3 59.0 2,500 149.0 372,500 352.4 352.4 52,506.5 4 - - - - - 1 149 IN 1 = 742,500 702 LB _ 702 LB 79,619 IN -LB TOTAL FRAME LOAD = 7710 LB . , c, I C Z(.-0 1 f;INA PROJECT POWER & TELEPHONE SUPPLY FOR F.E. BENNETT MATERIAL HANDLING ENGINEERING SHEET NO. 7 TEL : (909)869 - 0989 FAX : (909)869 - 0981 CALCULATED BY RF 161 ATLANTIC STREET. POMONA. CA 91768 DATE 2/12/2007 LONGITUDINAL ANALYSIS: TYPE A THE ANALYSIS IS BASED ON THE PORTAL METHOD. WITH THE POINT OF CONTRA FLEXURE OF THE COLUMNS ASSUMED AT MID - HEIGHT BETWEEN BEAMS, EXCEPT FOR THE LOWEST PORTION, WHERE THE BASE PLATE PROVIDES ONLY PARTIAL FIXITY. THE CONTRA FLEXURE IS ASSUMED TO OCCUR CLOSER TO THE BASE. (OR AT THE BASE FOR PINNED CONDITION, WHERE THE BASE PLATE CANNOT CARRY MOMENT). Mn -n Fn M + M 1.mier = M(bnn'R' + M(''null Mc = Mc M5-5 s ' nnn'R' unn'!' M • = Mppe + M4-4 PAW Gunn Upper Lrnrer a or p4 l M( / / , ,. + M M3 -3 • M( — ,� + M Liki, F3 \ i M2 2 r h3 2 V = 1 // " " " ' ` = 352 Ibs MI-1 _ n_ G / = 2 h M base 1 _, M H; ,, e = 0 in/lb *Jo, = 2315 in/lb FRONT ELEVATION LEVELS h, f AXIAL LOAD MOMENT Mconn 1 56 68 3,855 19,712 14,443 2 32 106 2,570 4.544 7,212 3 59 176 1,285 5,251 4,940 SAMPLE CALC. MI -1 = ( „/ • h1) — MBace = (352 Ibs X 56 in) - 0 in/lb = 19,712 in /lb 0 2av F PROJECT POWER & TELEPHONE SUPPLY FOR F.E. BENNETT MATERIAL HANDLING ENGINEERING SHEET NO. 8 TEL : (909)869 - 0989 FAX : (909)869 - 0981 CALCULATED BY RF 161 ATLANTIC STREET. POMONA. CA 91768 DATE 2/12/2007 COLUMN ANALYSIS : TYPE A ANALYZED PER AISI AND THE 2003 IBC. SECTION PROPERTIES BASED ON THE EFFECTIVE SECTION. P = 3855 Ibs M = 19712 in /Ib K,.• = 1.2 X 56in / 1.32028in KL Max = 50.9 R, = 50.9 K, • L, = 1 X 42in / 1.0775in R . = 39 Axial II2E F ` = 112.4 KSI A (k.0 ' %rMax F B = 28 KSI 2 Since : F > F,, /2 I 1 " = 55 KSI X [1 - 55 KSI / (4 X 1 12.3866KSI)] F„= F, 1- 4•F,� = 48.3KSI Pn = Aeff • F„ = 0.6382 in ^2 X 48.3 KS1 = 30807 Ibs SECTION PROPERTIES P, = = 30807 Ibs / 1.92 = 16045 Ibs mac' A : 3 i B : 3 in = 0.24 C P, t : 0.0747 in Flexure Aeff: 0.6382 in Ix : 1.11246 in^ Since : > 0.1 Check : P + M ' - < 1.33 Sx : 0.74164 in P P, Max Rx : 1.32028 i Myield = M . = S, • F, = 0.74164 In ^3 X 55000 PSI= 40790 in /Ib ly : 0.7409 in^ Sy : 0.4884 in^ M Ry : 1.0775 in Max = = 40790 / 1.67 = 24425 in /Ib Kx : 1.2 S2f Lx : 56 in Ky :1 = (3.14159) ^2 X 29500 KSI X 1.11246 / (67. = 71724 Ibs Ly : 42 in Fy : 55 KSI E : 29500 KSI 1 = \ _ (1 1 (1 - (1.92 X 3855 lb / 71724 lb))) ^ -1 = 0.9 Pc : 1.92 1- Qc• p S2f: 1.67 Per 2 Cmx : 0.85 Cb : 1 (3855 Ib / 16045 Ib) + (0.85 X 19712 in /lb / 24425 in/Ib X 0.9) = 1.01 < 1.33 (76 %) S EIZMIC PROJECT POWER & TELEPHONE SUPPLY FOR F.E. BENNETT MATERIAL HANDLING ENGINEERING SHEET NO. 9 TEL : (909)869 - 0989 FAX : (909)869 - 0981 CALCULATED BY RF 161 ATLANTIC STREET. POMONA. CA 91768 DATE 2/12/2007 BEAM ANALYSIS : TYPE A BEAM TO COLUMN CONNECTIONS PROVIDE ADEQUATE MOMENT CAPACITY TO STABLIZE THE SYSTEM, ALTHOUGH IT DOES NOT PROVIDE FULL FIXITY. THUS, THE BEAMS WILL BE ANALYSED ASSUMING PARTIAL END FIXITY. FOR THE COMPUTATION OF BEAM TO COLUMN MOMENT CAPACITY, THE PARTIAL END FIXITY MOMENT OF THE BEAM WILL BE ADDED TO THE LONGITUDINAL FRAME MOMENT FOR THE ANALYSIS OF THE CONNECTION. EFFECTIVE MOMENT FOR PARTIALLY FIXED BEAM For a simply supported beam, the max moment at the center is given by Wt = /8 . An assumption of partial fixity will decrease this maximum moment by the following method. Percentage of End Fixity = 20% 0 = 0.2 Mcenter(simple) MCenter = MCenter(Simple ends) - 0 *MCenter(Fixed ends) Mends Mcenter (fixed) [ (fixed) Fig 2 /8— • /12 0. 108•Wl' Reduction Coefficient (3 = 0.108/0.125 = 0.867 = 13•Wl =0.867 • w1 2 /8 :max M /Jo, = O • MAta,., (FixedEnds) = W1 0.2 H = 0.0167 • W1 TYPICAL BEAM FRONT VIEW EFFECTIVE DEFLECTION FOR PARTIALLY FIXED BEAM For a simply supported beam, the max deflection at the center is given by5ivl' /384 El . An assumption of partial fixity will decrease this maximum deflection by the following method. 5W1 4m fm- ~ fl 384.E. L, LiveLoad /lvl = 2500 lbs DeadLoad / l vl =41b/ft X 2 X (108/12 = 72 Ibs M . = 0.108* wl- =15046 in/lb M,„,, = 0.0167* W1 = 2315 in/lb F,, = 0.6 • F,. = 33000 PSI FB,,,, = 33000 PSI SEIZ vo Zovi -coo &I PROJECT POWER & TELEPHONE SUPPLY FOR F.E. BENNETT MATERIAL HANDLING ENGINEERING SHEET NO. 10 TEL : (909)869 - 0989 FAX : (909)869 - 0981 CALCULATED BY RF 161 ATLANTIC STREET, POMONA, CA 91768 DATE 2/12/2007 BEAM ANALYSIS : TYPE A B MAXIMUM STATIC LOAD PER LEVEL DEPENDS ON: ' C -4 1. MAXIMUM MOMENT CAPACITY t r - -- 1 1' F,, =M/S,. i N #' (Wi - / 8 ) A 1 F BElf = S,. FB •16•S Max.Weight /lid = a , ,_ ,J p• = ((33000 X 16 X 0.683) / (0.867 X 108)) X 0.875 = 3357 Ibs /lvl 1 j = 1.16 in "4 S — 0.683 in ^3 x 2. MAXIMUM ALLOWABLE DEFLECTION F =55000 PSI a(impactCoefficient) = 0.875 ca,„. 4 = L/1 80 0.6 In = 0.2 a L(Length) = 108 n L„ = 108 in 5Wl 0 = Step = 1.5 in BeamThickness = 0.0598 i 384 • E • I, BeamDepth = 3.5 in Max.Weight 11171 = 384 • 1,. • 0A ° ° ". L' TopWidth = 1 875 in BottomWidth = 2.75 in 5-40 = ((384 X 29000000 X 1.16 X 0.6) / (5 - (4 X 0.2))) X 108 ^3 = 2930 Ibs /M MAXIMUM ALLOWABLE LIVE LOAD PER LEVEL = 2930Ibs /M BeamStress = 85% ALLOWABLE AND ACTUAL BENDING MOMENT AT EACH LEVEL � / MA(Iow,e,.sm,c = S, * Fh *1 .33 M.vr,,;c. = W12/8 8 M Al(ow,Sicn c = S x * Fh M I,,,rr,o = M s,ur;r *1 . M e i s„,,c = M Co»„ Level M Static M lmpac, M Anow,Static M Seismic MAUow,Seismic Result 1 15046 16927 22539 14443 30052 GOOD 2 15046 16927 22539 7212 30052 GOOD 3 15046 16927 22539 4940 30052 GOOD /L)y, 7ac27rbo Z PROJECT POWER & TELEPHONE SUPPLY FOR F.E. BENNETT MATERIAL HANDLING ENGINEERING SHEET NO. 11 TEL : (909)869 - 0989 FAX : (909)869 - 0981 CALCULATED BY RF 161 ATLANTIC STREET. POMONA. CA 91768 DATE 2/12/2007 BEAM TO COLUMN ANALYSIS : TYPE A CONNECT ION CAPACITY DEPENDS ON THE FOLLOWING PARAMETERS: : AT LEVEL 1 1. SHEAR CAPACITY OF PIN PinDiameter = 0.4381n. F,. = 55000 PSI piing A hew = Diameter 4 = 0.1507 in ^2 = 0.4 • F. 1 • A ti�lCGl' = 0.4 X 55000 X 0.1507 in^ = 3315 Ibs 111 2. BEARING CAPACITY OF PIN 2 ColumnThickness = 0.0747 r s' 12" F„ = 65000PS1 0 =2.22 a = 2.22 P,� L = a • F„ Dia. • Col.Thickness /Q = 2.22 X 65000 X 0.438 X 0.0747 / 2.22 = 2127 Ibs 3. MOMENT CAPACITY OF BRACKET EdgeDist . = 1.OIn. PinSpacing = 2 In F, = 55000 Psi C= P , +P +P = P +1 (2.5/4.5) +i (.5/4.5) = PI X 1.667 = 0.179 — S = 0.127 M Cnpacirr = S (1,1 , . P. /lending = 0.127 InA3 X .66 X Fy = 4610 in-lb C • d = M (upucih . = 1.667 p • d 3 " d = EdgeDist /2 = 0.5 t=7 g P = M O/pc/cat /( 1.667 • d) = 4610 / (1.667 X 0.5) = 5531 Ibs U MINIMUM VALUE OF P1 GOVERNS 1 -5B" = 2127 Ibs _ [P, *4.51 +[P, *(2.5/4.5 *2.5] +[P, *(.5/4.5 *.5] *1.33 = 16816in-lb > 144431n -Ib OK SEIZ MIC PROJECT POWER & TELEPHONE SUPPLY FOR F.E. BENNETT MATERIAL HANDLING ENGINEERING SHEET NO. 12 TEL : (909)869 - 0989 FAX : (909)869 - 0981 CALCULATED BY RF 161 ATLANTIC STREET. POMONA. CA 91768 DATE 2/12/2007 TRANSVERSE ANALYSIS: BRACING: TYPE A IT IS ASSUMED THAT THE LOWER PANEL RESISTS THE FRAME SHEAR IN TENSION AND COMPRESSION. IF HORIZONTAL AND DIAGONAL MEMBERS ARE THE SAME, ANALYSIS WILL BE DONE ON THE DIAGONAL MEMBER AS IT WILL GOVERN. DIAGONAL BRACING : COMPRESSION MEMBER Ldiag= Aj(L- 6)2 +(D— (2•BCo1))2 = 50.9" Imo � D _ , Vtrans • LDiag Vdiag = D = 995 lbs Finax i z k • 1 (1 X 50.91 17) / (0.527) = 96.6 In rMin F = / 1-I'e = 30667.8 PSI Ik ]/ SIDE ELEVATION � rMin F, = 27500 7 Panel Height (L) = 42 In F Panel Depth (D) = 42 In F, > — 2 Column Depth (B) = 3 In r F \ Clear Depth (D - 2 *B) = 36 F, = F, 1— = 55000 X (1 - (55000 / (4 X 30667.84) 4• F, j = 30.3 KSI P„ = Area • F„ = 8374 Ibs Dc = 1.92 P =c =4361 lbs VDiag Brace Stress = • = 0.23 < 1.33 (17 %) P „ 0vr 9 - a ? S PROJECT POWER & TELEPHONE SUPPLY FOR F.E. BENNETT MATERIAL HANDLING ENGINEERING SHEET NO. 13 TEL : (909)869 - 0989 FAX : (909)869 - 0981 CALCULATED BY RF 161 ATLANTIC STREET. POMONA. CA 91768 DATE 2/12/2007 OVERTURNING ANALYSIS : TYPE A ANALYSIS OF OVERTURNING WILL BE BASED ON SECTION 2208 & 1617.5.1 OF THE 2003 IBC. FULLY LOADED Total Shear = 703 Ibs yAt M„,, =V, „, • Ht•1.15 11! Fr M = 703 X 113 X 1.15 = 91355 in /lb R I A F 6 M, = 1(i4r, + .85WDL)•d /2 Niel . 1 � M„ = (7500 +(.85 X 210)) X 42/2 = 161249 in/lb piIl= F S 1(M,,, — M = (91355 - 161249) / 42 P q,i.�Ii = d = -1664 Ibs. Puplift <= 0 No Up Lift n F4 TOP SHELF LOADED 111 F3 Shear = 253 Ibs I-1/ !N,,,,, - V,,,,, . Ht • 1.15 i F2 M, = 253 X 149 X 1.15 = 43412 in/lb � F 1 �r M„ = 1(W,, + wDL)•d /2 )' :• :• •:•• • • •:•: = (2500 + (.85 X 210)) X 42 /2 = 56248.5 in/lb } M ” P up lift 1(M,,,., — M „ ) _ (43412 56249) / 42 CROSS AISLE ELEVATION P . pi.,// — d = -306 Ibs. Puplift<=0 No up Lift ANCHORS No. of Anchors : 2 Pull Out Capacity : 1 113 Lbs. Shear Capacity : 2192 Lbs. COMBINED STRESS Fully Loaded = (0 / 1 1 13 X 2))+ ((703 /2)/(2192 X 2)) = 0.08 To Shelf Loaded = (0 I (11 13 X 2))+ ((253 /2)/(2192 X 2)) = 0.03 USE 2 Powers Wedge (ICC# ESR -1678) 0.5 Dia. X 3.5 Min. Embd. Anchors per porsapproved equal) SEIZMIC` PROJECT POWER & TELEPHONE SUPPLY FOR F.E. BENNETT MATERIAL HANDLING ENGINEERING SHEET NO. 14 TEL : (909)869 - 0989 FAX : (909)869 - 0981 CALCULATED BY RF 161 ATLANTIC STREET. POMONA. CA 91768 DATE 2 /12/2007 BASE PLATE ANALYSIS : TYPE A THE BASE PLATE WILL BE ANALYZED WITH THE RECTANGULAR STRESS RESULTING FROM THE VERTICAL LOAD P, COMBINED WITH THE TRIANGULAR STRESSES RESULTING FROM THE MOMENT Mb (IF ANY). THERE ARE 3 CRITERIA IN DETERMINING Mb. THEY ARE 1. MOMENT CAPACITY OF THE BASE PLATE, 2. MOMENT CAPACITY OF THE ANCHOR BOLTS. AND 3. Vcol *h /2 (FULL FIXITY). Mb IS THAT SMALLEST VALUE OBTAINED FROM THE 3 CRITERIA ABOVE. Pr „ / = 3855 Ibs Base Plate Width (B) = 8 in b = 3 in M = 0 in/lb Base Plate Depth (D) = 5 in bl = 2.5 in Base Plate Thickness (t) = 0.375 in Fv (base) = 36000 PSI P _ P or = 96.4 PSI A D•B M 'f = D • B2/6 = 0 PSI 2• b, ,11,2 = B • f, = 0 PSI 7 b1 z1/ b .' b1 7' f,i = .f — 1/ 2 = 0 PSI . B ` i 1 M ,, _ 2 = b • f u + f I + . 67 . f n 2 I M = 301.17 in/lb S H , = 6 = 0.02 in /cb - ib2 FHc,c. = .75F .1 3 6000 PSI 3 = - fb i .th = MI, = 0.36 <= 1 OK lb Fir F. S Hace ' F l3a. , c- ANCHOR TENSION Pco Dp-r No. of Anchors Resistinz Tension (n) = 1 M / Mo X o T• d, =M Base — (P. • (b / 2)) ,1 .01. T = M Hu , e _ P a, ' b = 0 T Danchor4 d, n - d, NEGATIVE. THEREFORE NO TENSION SEIZNiIC PROJECT POWER R. TELEPHONE SUPPLY FOR F.E. BENNETT MATERIAL HANDLING ENGINEERING SHEET NO. 15 TEL : (909)869 - 0989 FAX : (909)869 - 0981 CALCULATED BY RF 161 ATLANTIC STREET. POMONA. CA 91768 DATE 2/12/2007 SLAB AND SOIL : TYPE A THE SLAB WILL BE CHECKED FOR PUNCTURE STRESS. IF NO PUNCTURE OCCURS, IT WILL BE ASSUMED TO DISTRIBUTE THE LOAD OVER A LARGER AREA OF SOIL AND WILL ACT AS A FOOTING. PUNCTURE * (EQ 16 -19) SEC. 1605.4 P,a, = 3855 Ibs M a, = 91354.85 in-lb p P „a, = (1.2 • P,ra,, +1.0 • (M / d)) * = 7481 Ibs F„„,(, = 2'./fc = 100 PSI i \ / t \ A = B + — + W + — • 2 • t = 228 sq. in. r � x” ■, 2 J 2 / t f _ P = 0.33 b B L SLAB TENSION A / = P .144 = 810 sq. in. FOOTING 1.33. f„,1 / B = 8in L _ A = 28.46 in / W = 5 in B= VB•W +t = 12.32 in Frame Depth d = 42 in b = L 2 B = 8.07 in CONCRETE f c = 2500 PSI M _ 1,' _ 1.33 • f,„,, • b = 301 in-lb " 144.2 t = 6 in 1 t' S .„„ = 6 = 6 cb. in. 0 = 0.65 SOIL = 162.5 PSI f, M / . ,,, 7C /sod 1000 PSF = 0.31 F, Sc 'Fc OK [Page Too Large for OCR Processing]