The URL can be used to link to this page

Report gooS- scv tfutiL/Rei, RECEIVED SEIZMIC i 17 DEC 2 9 2015 INC. C IVOLTIGARD � N' 1IATERT�.L HA\DLIa-G'F"c`F I\F'-FRINC. UILDINGDIVISIO SPECUL PRODUCTS COMEYORS STORAGE RFCO OTHERSERI'/CES SHELIZnG SPECIALS PRODLC'7S TANK SEPFORTS TALL SUPPORTS SEIECTINE SEISMICANAEY SIS NIFTAL S'HCTTIES MACOINERI HEADER SLEEL DRIVE-IN PERNIK ACOL9SITION NIETALWMI, %TNI RACK BWCG SORT PLATFORM P!SH BACK FGRESS PLANS MO\ABU ('AROL'SELS SHEDS PICK MODLI.ES RIM RACK STATE AITR(1VALS GOND(1IA. VR(- MaZANINIES ROOF VERIPCATION IANIILFVFR PRODUCT TE.MN6 ILCKERN MODULAROFFI('FS FOOTINGS C%TW'A LAS FENCES Licensed in all 5() States x - err SEISMIC ANALYSIS OF STORAGE RACES FOR a MEDLINE 4^� 8005 SW HUNZIKER ROAD � TIGARD.OR 97223 �I Job No. 15-1833 Ni}.y aK 4'x, 1� 'I �M1 v mffe :ffa P�w 1 y � SAL E. FATEEN. P.E. r i° 247 o S :w Y `.w 161 ATLANTIC STREET * POMONA * CA 91768 * TEL: (909)869-0989 FAX: (909)869-0981 MIC SEI\/ PROJECT MEDLINE FOR APEX STORAGE INC. MATERIAL HANDLING ENGINEERING SHEET NO. 2 TEL:(909)869-0989 FAX :(909)869-0981 CALCULATED BY TK 161 ATLANTIC STREET.POMONA.CA 91768 DATE 12/17/2015 TABLE OF CONTENTS TABLE OF CONTENTS & SCOPE 2 PARAMETERS 3 COMPONENTS & SPECIFICATIONS 4 LOADS & DISTRIBUTION i 1 LONGITUDINAL ANALYSIS 12 COLUMN 13 BEAM 14 BEAM TO COLUMN 18 BRACING 19 ANCHOR ANALYSIS 20 - 22 BASIC LOAD COMBINATIONS 23 OVERTURNING 24 BASEPLATE 25 SLAB & SOIL 26 SCOPE: THIS ANALYSIS OF THE STORAGE SYSTEM 1S 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. SEII� ZMIC PROJECT MEDLINE FOR APEX STORAGE INC. MATERIAL HANDLING ENGINEERING SHEET NO. 3 TEL:(909)869-0989 FAX:(909)869-0981 CALCULATED BY TK 161 ATLANTIC STREET.POMONA.CA 91768 DATE 12/17/2015 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. ILI I% d i VVA CONCEPTUAL DRAWINGS � 4 Some components may not be used or may vary. j 2 I 3 TRIBUTARYAREA LEGEND 1. COLUMN 2. BASE PLATE ' 3. ANCHORS 4. BRACING _ 5. BEAM 6.CONNECTOR - - - - - - - - - - ' TRANSVERSE LONGITUDINAL NOTE: ACTUAL CONFIGURATION SHOWN ON COMPONENTS& SPECIFICATIONS SHEET z�SEILS ZM�C " PROJECT MEDLINE FOR APEX STORAGE INC. MATERIAL HANDLING ENGINEERING SHEET NO. 4 TEL:(909)869-0989 FAX:(909)869-0981 CALCULATED BY TK 161 ATLANTIC STREET,POMONA.CA 91768 DATE 12/17/2015 COMPONENTS& SPECIFICATIONS :TYPE A3 ANALYSIS PER SECTION 2209 OF THE 2014 OSSC SITE CLASS=D Beam Elevation 11roductLoad/Lvl Panel Heiehis LEVELS=3 H1=84 in. W3 W1=2500 lbs. Y1 =42 in H2=84 in. W2=2500 lbs. Y2=42 in. PANELS=6 H3=84in. W3=2500 lbs_ Y E3 Y3=60in I ' . H3 Y4=60 in. PRODUCT LOAD/LVL=2500lbs. YS Y5=60in W2 + Y6=60in FRAME HEIGHT=336 in. Y4 HH FRAME DEPTH=42 in. H2 Y3 BEAM LENGTH= 138 in. w i SEISMIC CATEGORY=U Y2 (1:11 = 1.108. Ss=(698) H1 Y1 L COLUMN BEAM @ Level 1 CONNECTOR(a)Level I OI: OK OK 3 X 2 3/4 X 12GA(THA) 4.85 X 2.5 X 16GA(IBX48) Three Pin Connector Steel=55000 psi Steel=55000 psi Stress=62'7, Stress=30%, Max Static Capacity=4374 Ib. Stress=5'0/, COLUMN BACKER BEAM(&.-Level 2+ CONNECTOR(a Level 2+ OK OK OK 3 X 2 3/4 X 12GA/3 X 1 5/8 X 14GA 4 1/2 X 2 5/8 X 16GA (44D) Three Pin Connector (THA/TDC) Backer Up To Level = 1 Max Static Capacity=3857 Ib. Stress=55"G. Stress=Stress=26155. Stress=651% BRACING BASEPLATE OI. OK OK HORIZONTAL DIAGONAL 7 in X 5 in X 0.375 in 1 1/2 X 20 GA(SQ. TUBE) 7/8 X 20 GA(PIPE) Steel=36000 psi MBase=6506 in. Ib. Stress=(M., Stress— I":b Stress=56'56 SLAB& SOIL OK ANCHORS nl. Hilti Kwik Bolt TZ(KB-TZ) ESR-1917 Slab=4"X 3500 psi Pullout Capacity=908 lbs. Shear Capacity =978 lbs. Soil Bearing Pressure= 1000 psf 0.5"X 2.5" Min Embed. Slab Puncture Stress=330/. No. Of Anchors—2 per Base Plate Slab Bending Stress=98%. Anchor Stress=60. z�SE PROSECT MEDLINE FOR APEX STORAGE INC. MATERIAL HANDLING ENGINEERING SHEET NO. 5 TEL:(909)869-0989 FAX :(909)869-0981 CALCULATED BS TK 161 ATLANTIC STREET.POMONA.CA 91768 DATE 12/17/2015 COMPONENTS& SPECIFICATIONS :TYPE TUNNEL(END) ANALYSIS PER SECTION 2209 OF THE 2014 OSSC SITE CLASS=D _ Beam Elevation ProductLoad/Lvl Panel Heights LEVELS=3 HI=168it W3 W1 =2000lbs. Y1=42in. H2=84 in W2=2000 lbs. Y2=42 in. PANELS=6 H3=84 in. W3=0lbs. Y6 Y3=60 in H3 + Y4=60 in PRODUCT LOAD/LVL=Load YS Y5=60in N ariea W2 + Y6=60in FRAME HEIGHT=336 in. Y4 FRAME DEPTH=42 in. L H2 Y3 BEAM LENGTH=180 in. W t SEISMIC CATEGORY=U Y2 (Fa= 1.108. Ss=0.98) H1 Y1 L E COLUMN BEAM @ Level 1 CONNECTOR @ Level I Ok OK OK 3 X 2 3/4 X 12GA(THA) 6 X 2 5/8 X 16GA(60D) Four Pin Connector Steel=55000 psi Steel=55000 psi Stress=341S6 Stress=13" Max Static Capacity=4258 Ib. Stress=41%% COLUMN BACKER BEAM 4i,Level 2+ CONNECTOR(a�Level 2+ (1K Oh (1K 3 X 2 3/4 X 12GA/3 X 1 5/8 X 14GA 6 X 2 5/8 X 16GA(60D) Three Pin Connector (THA/TDC) Backer Up To Level = 1 Max Static Capacity=4258 Ib. Stress=3046 Stress=Stress =51)'56 Stress BRACING BASEPLATE OK OK O1: HORIZONTAL DIAGONAL 8 in X 8 in X 0.375 in 1 1/2 X 20 GA(SQ. TUBE) 7/8 X 20 GA(PIPE) Steel=36000 psi MBase=4126 in. Ib. Stress=5%, Stress= 111'%t Stress=26% SLAB& SOIL ON ANCHORS OF Hilti Kwik Bolt TZ(KB-TZ) ESR-1917 Slab=4"X 3500 psi Pullout Capacity=991 lbs. Shear Capacity= 1067 lbs. Soil Bearing Pressure= 1000 psf 0.5"X 2.5"Min Embed. Slab Puncture Stress= 17% No.Of Anchors=4 per Base Plate Slab Bending Stress=32'7, Anchor Stress=21'X, NOTES: Load shown is the distribute load on end tunnel post. The actual loading is 4000#/level. SELF ZM�C " PROJECT MEDLINE �� FOR APEX STORAGE INC. MATERIAL HANDLING ENGINEERING SHEET NO. 6 TEL:(909)869-0989 FAX :(909)869-0981 CALCULATED BY TK 161 ATLANTIC STREET.POMONA.CA 91768 DATE 12/17/2015 COMPONENTS& SPECIFICATIONS :TYPE B ANALYSIS PER SECTION 2209 OF THE 2014 OSSC SITE CLASS= D Beam Elevation W ProductLoad/Lvl Panel Heiehis LEVELS=- H1=42in. W1=1000lbs_ Y1=42in H2=42in. H7 W'=10001bs- Y2=42in. PANELS=6 H3=42in. + W6 W3=1000lbs. Y6 Y3=60in. H4=42in. H6 W4=1000 Its. + Y4=60 in PRODUCT LOAD/LVL= 1000 11)H5=42 in. W5 W5=1000I s, Y5 Y5=60 in. s46=42in. + W6=10001bs. Y6=60in FRAME HEIGHT=336 in. H7 42m. HS W7=1000lbs. W4 Y4 FRAME DEPTH=42 in. H H4 H -- W3 Y3 BEAM LENGTH= 138 in. H3 W2 SEISMIC CATEGORY=1) H2 Y2 (Fa= 1.108. Ss=0.981 � W1 H1 Y1 'i l L -'j, "I L D —+ COLUMN BEAM (a,Level 1 CONNECTOR @ Level 1 Ok Ok Ok 3 X 2 3/4 X 12GA (THA) 4 1/2 X 2 5/8 X 16GA(44D) Three Pin Connector Steel =55000 psi Steel=55000 psi Stress=31'/ Stress=23'Si, Max Static Capacity=3857 Ib. Stress=2606, COLUMN BACKER BEAM(a) Level 2+ CONNECTOR(& Level 2+ Ok 01, None 4 1/2 X 2 5/8 X 16GA(44D) Three Pin Connector Max Static Capacity=3857 Ib. Stress=3006, Stress= Stress=26"6, BRACING BASE PLATE Ok Ok OK HORIZONTAL DIAGONAL 8 in X 5 in X 0.375 in 1 1/2 X 20 GA(SQ. TUBE) 7/8 X 20 GA (PIPE) Steel=36000 psi MBase=3140 in. Ib. Stress= 10% Stress= 19",6 Stress=51 SLAB& SOIL Ok ANCHORS Ok Hilti Kwik Bolt TZ(KB-TZ) ESR-1917 Slab=4" X 3500 psi Pullout Capacity=991 lbs. Shear Capacity= 1066 lbs. Soil Bearing Pressure= 1000 psf 0.5"X 2.5" Min Embed. Slab Puncture Stress=32"N, No.Of Anchors=2 per Base Plate Slab Bending Stress=98':6 Anchor Stress= 66",ii LSEZM�C ' PROJECT MEDLINE FOR APEX STORAGE INC. MATERIAL HANDLING ENGINEERING SHEET NO. 7 TEL:(909)869-0989 FAX:(909)869-0981 CALCULATED BY TK 161 ATLANTIC STREET.POMONA.CA 91768 DATE 12/17/2015 COMPONENTS& SPECIFICATIONS :TYPE C ANALYSIS PER SECTION 2209 OF THE 2014 OSSC SITE CLASS=D Beam Elevation ProductLoad/Lv1 Panel Heights LEVELS=11 H1=8 in. Wil W1 =5001bs. Y1 =42 in H2=30in. H 1 W10 W2=500lbs. Y2=42in. PANELS=6 H3=30 in H10 W3=500 lbs Y6 Y3=60 in. H4=30in. W9 W4=500 lbs. + Y4=60 in PRODUCT LOAD LVL=5(111 lbs.H6 =30 in. 9 W B W5=500 lbs. yg Y5=60 in H6=30 in. W6=500 lbs. Y6=60 in FRAME HEIGHT 33b in. H7=30 in. B W7 W7=500 lbs. HS=30 in. 7 W6 W8=500 lbs. 't'4 H9=30 in. H W9=500 lbs. Fi FRAME DEPTH=42 in. H 10�0 in. 5 W 5 W 10 500 lbs. HI 1 =30 in. 5 W4 W I 1 5001bs. Y3 BEAM LENGTH=138 in. 4 W3 SEISMIC CATEGORY=1) W2 Y2 3 (Fit= 1.1118. Ss=0.98) 2 w1 Y1 1 L D COLUMN BEAM(a)Level 1 CONNECTOR @ Level 1 OK OK OK 3 X 2 3/4 X 12GA(THA) 2 3/4 X 2 5/8 X 16GA(26D) Three Pin Connector Steel -55000 psi Steel=55000 psi Stress= 19% Stress=17;L Max Static Capacity= 1750 Ib. Stress=29'56 COLUMN BACKER BEAM(a-)Level 2+ CONNECTOR na Level 2+ OI: OK None 2 3/4 X 2 5/8 X 16GA(26D) Three Pin Connector Max Static Capacity= 1750 Ib. Stress=24%, Stress= Stress-29 BRACING BASE PLATE OK OK OK HORIZONTAL DIAGONAL 8 in X 5 in X 0.375 in 1 1/2 X 20 GA(SQ.TUBE) 7/8 X 20 GA(PIPE) Steel-36000 psi MBase=405 in. Ib. Stress—9°%, Stress= 16%L, Stress=31'%, LAB& SOIL OK ANCHORS Ok Hilti Kwik Bolt TZ(KB-TZ) ESR-1917 Slab=4" X 3500 psi Pullout Capacity=991 lbs. Shear Capacity = 1066 lbs. Soil Bearing Pressure- 1000 psf 0.5" X 2.5" Min Embed. Slab Puncture Stress-28% No.Of Anchors=2 per Base Plate Slab Bending Stress=799& Anchor Stress=58%, SGI� PROJECT MEDLINE �� FOR APEX STORAGE INC. MATERIAL HANDLING ENGINEERING SHEET NO. 8 TEL:(909)869-0989 FAX:(909)869-0981 CALCULATED BY TK 161 ATLANTIC STREET.POMONA.CA 91768 DATE 12/17/2015 COMPONENTS& SPECIFICATIONS :TYPE F ANALYSIS PER SECTION 2209 OF THE 2014 OSSC SITE CLASS=D Beam Elevation ProductLoad/Lvl Panel Heiehis LEVELS=4 H1 =84 in. W4 W1 =1800 lbs. Y1=42 in H2=60in W2=1800lbs. YO Y2=42in PANELS=6 H3-60in H4 W3=1800lbs. Y3=60in 1-14=60 in. W4=1800 lbs. + Y4=60 in PRODUCT LOAD/LVL= I NOO tbs. W3 YS Y5=60in Y6=60in FRAME HEIGHT=33o in. H3 Y4 Fi FRAME DEPTH=42 in. W2 Y3 BEAM LENGTH=138 in. H2 SEISMICIC CATEGORY=U W 1 Y2 (Fa= 1.108. Ss=1.98) + + H1 Y1 L COLUMN BEAM*, Level 1 CONNECTOR Level 1 OK OK OK 3 X 2 3/4 X 12GA (THA) 4 1/2 X 2 5/8 X 16GA(44D) Three Pin Connector Steel=55000 psi Steel=55000 psi Stress=52%, Stress=40':6 Max Static Capacity=3857 Ib. Stress=4 COLUMN BACKER BEAM(a) Level 2+ CONNECTOR(& Level 2+ Ok OL. None 4 1/2 X 2 5/8 X 16GA(44D) Three Pin Connector Max Static Capacity =3857 Ib. Stress=43% Stress= Stress=4'% BRACING BASEPLATE OK OK Ok HORIZONTAL DIAGONAL 7 in X 5 in X 0.375 in 1 1/2 X 20 GA (SQ. TUBE) 7/8 X 20 GA (PIPE) Steel —36000 psi MBase—6493 in. Ib. Stress= 10%, Stress= 19'5. Stress=5611— SLAB& SOIL OK ANCHORS 01s Hilti Kwik Bolt TZ(KB-TZ) ESR-1917 Slab=4"X 3500 psi Pullout Capacity=908 lbs. Shear Capacity=978 lbs. Soil Bearing Pressure= 1000 psf 0.5"X 2.5" Min Embed. Slab Puncture Stress=33"rb No.Of Anchors=2 per Base Plate Slab Bendine Stress=99% Anchor Stress=68%, SE�ZMIC PROJECT MEDLINE :� FOR APEX STORAGE INC. MATERIAL HANDLING ENGINEERING SHEET NO. 9 TEL:(909)869-0989 FAX:(909)869-0981 CALCULATED B] TK 161 ATLANTIC STREET,POMONA.CA 91768 DATE 12/17/2015 COMPONENTS& SPECIFICATIONS :TYPE G ANALYSIS PER SECTION 2209 OF THE 2014 OSSC SITE CLASS=D _ Beam Elevation ProductLoad/Lvl Panel Heights LEVELS=4 H1 =84 in. W4 W1 =18001bs. 1— Y1=42 in H2=48 in. W2=1800lbs_ Y2=42 in PANELS=6 H3=60 in. H4 W3=1800 lbs. Y6 Y3=60 in H4=72in. W4=1800Itis. + Y4=60 in PRODUCT LOAD/LVL= 1800 lbs. W3 YS Y5=60in Y6=60 in FRAME HEIGHT=336 in. H3 Y4 FRAME DEPTH=42 in. H W 2 H Y3 BEAM LENGTH= 138 in. H2 t✓'/1 Y2 SEISMIC CATEGORY=U (Fa - 1.108. Ss=0.98) + + H1 Y1 L - D -4 COLUMN BEAM @ Level I CONNECTOR 6_4) Level 1 Ok OK OK 3 X 2 3/4 X 12GA(THA) 4 1/2 X 2 5/8 X 16GA(44D) Three Pin Connector Steel =55000 psi Steel=55000 psi Stress=50'% Stress=40':6 Max Static Capacity=3857 Ib. Stress—47% COLUMN BACKER BEAM a Level 2+ CONNECTOR(0.Level 2+ OK OK None 4 1/2 X 2 5/8 X 16GA(44D) Three Pin Connector Max Static Capacity=3857 Ib. Stress=400/b Stress= Stress=4'96 BRACING BASE PLATE OK OK Ok HORIZONTAL DIAGONAL 7 in X 5 in X 0.375 in 1 1/2 X 20 GA(SQ.TUBE) 7/8 X 20 GA(PIPE) Steel=36000 psi MBase=6493 in. Ib. Stress— 10%. Stress= 19% Stress=56'90 SLAB&SOIL Ok ANCHORS (11: Hilti Kwik Bolt TZ(KB-TZ) ESR-1917 Slab=4"X 3500 psi Pullout Capacity=908 lbs. Shear Capacity—978 lbs. Soil Bearing Pressure— 1000 psf 0.5" X 2.5" Min Embed. Slab Puncture Stress—33016 No.Of Anchors=2 per Base Plate Slab Bending Stress=97%, Anchor Stress=65;%, C SEIL� ZMIC " PROJECT MEDLINE ZFOR APEX STORAGE INC. MATERIAL HANDLING ENGINEERING SHEET NO. 10 TEL:(909)869-0989 FAX :(909)869-0981 CALCULATED BY TK 161 ATLANTIC STREET.POMONA.CA 91768 DATE 12/17/2015 COMPONENTS& SPECIFICATIONS :TYPE H ANALYSIS PER SECTION 2209 OF THE 2014 OSSC SITE CLASS=D Beam Elevation ProductLoad/Lvl Panel HeighLc LEVELS=8 HI sin W6 WI=50016,. Y1 =4'_in H2=26in. HB W2=50016,- Y2=42 in. H3=26in. W7 W3=5001bs Y6 PANELS=G + Y3=60 in H4=26in. H7 W4=50016,_ Y4=60 in PRODUCT LOAD LVL 415=26in. W6 W5=5001bs- YS Y5=60in / H6=26in. W6=500lbs. Y6=60 in \ arks H6 FRAME HEIGHT=33bin. F17=26in. -4— WS W7=200016,. H8=84 in. HS W8=2000 lbs. Y4 FRAME DEPTH=42 in. H - - W 4 H H4 Y3 BEAM LENGTH= 138 in. W3 71 X H3 SEISMIC CATEGORY=U W2 Y2 (Fa= 1.108. Ss=0.98) H2 W1 Y1 H1 L D COLUMN BEAM(a) Level 1 CONNECTOR a_Level 1 OK OK OK 3 X 2 3/4 X 12GA(THA) 2 3/4 X 2 5/8 X 16GA(26D) Three Pin Connector Steel=55000 psi Steel=55000 psi Stress=20 Stress=19".. Max Static Capacity= 1750 Ib. Stress=29"i., COLUMN BACKER BEAM r& Level 2+ CONNECTOR r Level 2+ O K 01, None 4 1/2 X 2 5/8 X 16GA(44D) Three Pin Connector Max Static Capacity=3857 Ib. Stress=3701.. Stress= Stress= BRACING BASE PLATE OK OK OK HORIZONTAL DIAGONAL 8 in X 5 in X 0.375 in 1 1/2 X 20 GA(SQ.TUBE) 7/8 X 20 GA(PIPE) Steel=36000 psi MBase=477 in. Ib. Stress= 10 Stress= 10 Stress=3^' SLAB& SOIL OK ANCHORS Hilti Kwik Bolt TZ(KB-TZ) ESR-1917 Slab=4" X 3500 psi Pullout Capacity=991 lbs. Shear Capacity= 1066 lbs. Soil Bearing Pressure= 1000 psf 0.5"X 2.5"Min Embed. Slab Puncture Stress=31"S. No. Of Anchors=2 per Base Plate Slab Bendine Stress=91':6 Anchor Stress=561,16 SEIL� ZMIC�Y . PR03ECT MEDLINE FOR APEX STORAGE INC. MATERIAL HANDLING ENGINEERING SHEET NO. 11 TEL:(909)869-0989 FAX:(909)869-0981 CALCULATED BY TK 161 ATLANTIC STREET.POMONA.CA 91768 DATE 12/17/2015 LOADS AND DISTRIBUTION: TYPE B Determines Seismic Base Shear per Section 1613.1,Chap 2209,of the 2014 OSSC. F5 v EL 4Fa Seismic Category: D F 1.11 Number Of Levels: 7 S, 0.98 r F2 WIT(Sum of product loads) : 7000 Ibs I r 1.00 E, F, Wol, (Sum of dead loads): 490lbs R,(Longitudinal): 6.00 TOTAL FRAME LOAD: 7490 Ibs R�(Transverse): 4.00 LONGITUDINAL DIRECTION TRANSVERSE DIRECTION V — 2/3•Fo 'S, 'II, '(((0.67)'War.)+W11c).0.75.0.67 Vro — 2/3-Fo 'S, .Ir '(((0.67)-ff11J+Wtx).0.75.0.67 R, ., — R [(2/3)X 1.108 X 0.98 X 1 X(((0.67)7000)+490)/61 X 0.75 X 0.67 (2/3)X 1.108 X 0.98 X I X(((0.67)7000)+490)/41 X 0.75 X 0.67 V/,,„8 ' 3141bs V/.a�, ' 471 lbs WH r, Z R',H, Levels h, LONGITUDINAL TRANSVERSE 1 42 1,070 44,940 11 1,070 44,940 17 2 84 1,070 89.880 22 1,070 89,880 34 3 126 1.070 134.820 34 1.070 134.820 50 4 168 1,070 179,760 45 1,070 179.760 67 5 210 1,070 224,700 56 1,070 224,700 84 6 252 1,070 269,640 67 1,070 269,640 101 7 294 1,070 314,580 1 79 1,070 1 314.580 118 1258.320 314 lbs 1,2587320 47116, SEIL� ZM�C PROJECT MEDLINE FOR APEX STORAGE INC. MATERIAL HANDLING ENGINEERING SHEET NO. 19 TEL :(909)869-0989 FAX:(909)869-0981 CALCULATED BlTK 161 ATLANTIC STREET.POMONA.CA 91768 DATE 12/17/2015 LONGITUDINAL ANALYSIS: TYPE B 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 MrunnR —Mclnnv —M(nnr, Vh W-5 5 \ M4 4 r M[;pie. +Mrnxe. I /II+Mr c, 2 M3-3__z M2.2 vod 157 lbs Mao,, = 3140 in-lb M ba e FRONT ELEVATION LEVELS h, .�; AXIAL LOAD MOMENT MEnds Mconn 1 40 6 3,745 3,140 2,166 5322 2 42 11 3,210 3,171 2,166 5,222 3 42 17 2,675 2,940 2,166 4,928 4 42 22 2,140 2,583 2,166 4,518 5 42 28 1,605 2,121 2,166 3,993 6 42 34 1.070 1.533 2,166 3,342 7 42 40 535 819 2,166 2.576 SAMPLE CALC. Ml-I =(V(,„, -h,)—Maa.,, —(157 lbs X 40 in)- 3140 in-Ib=3,140 in-Ib ,, SEIL,,� ZMIC r� PROJECT MEDLIAPEXS E FOR APEX STORAGE INC. MATERIAL HANDLING ENGINEERING SHEET NO. 13 TEL:(909)869-0989 FAX :(909)869-0981 CALCULATED BY TK 161 ATLANTIC STREET.POMONA.CA 91768 DATE 12/17/2015 COLUMN ANALYSIS : TYPE B ANALYZED PER AISI AND THE 2014 OSSC. SECTION PROPERTIES BASED ON THE EFFECTIVE SECTION. - P= 3745 Ibs M= 3140 in-Ib K, -L� R = 1.2 X 40in/ 1.2in – ICL 41.3 Max – 41.3 R R – ] X 42in/ l.lin A = 39 Axial n2E F = 170.3 KSI (k rMax F 28 KSI Since:F > F�/2 F' - 55 KSI X [I - 55 KSI/(4 X 170.3346KSI)] Fn =Fy 1— 4.F: ) = 50.6 KSI Pn=Aeff•F = 0.9641 in^2 X 50.6 KSI = 487451bs =P = 48745 lbs/ 1.8 = 27081 Ibs SECTION PROPERTIES S2c P A 3 in = 0.14 B 2.75 in P t 0.103 in Flexure Aeff: 0.9641 in^2 p P M Ix 1.48 in^4 Since:—<0.15 Check :—+—<I Sx : 0.986 in^3 P P Max Rx 1.161 in Myield =M = S, F = 0.986 W3 X 55000 PSI = 54230 in-Ib Iy 1.015 in^4 Sy : 0.661 in^3 m Ry : 1.078 in Max= = 54230/ 1.67 = 32473 in-Ib Kx : 1.2 Qf Lx : 40 in FI2 EIKy : I Per = = (3.14159)^2 X 29500 KSI X 1.48/(48in.)^2 = 187025 Ibs Ly :42 in (K -L,)' Fy : 55 KSI E 29500 KSI 1 N. = � P = (1 /(1 -(1.8 X 3745Ib/ 187025 Ib)))^-I = 0.96 S2c: 1.80 1 �S2c Pcr CS2f: 1.67 mx : 0.85 Cb : 1 (3745 Ib/27081 Ib)+(3140 in-Ib/32473 in-Ib) = 0.23 < 1 (23%) INE SEIL� ZMIC r PROJECT NIEDFOR APEX STOP-AGE STORAGE INC. MATERIAL HANDLING ENGINEERING SHEET NO. 14 TEL:(909)869-0989 FAX :(909)869-0981 CALCULATED BY TK 161 ATLANTIC STREET.POMONA,CA 91768 DATE 12/17/2015 DETERMIINE ALLOWABLE MOMENT CAPACITY Determine allowable en ing moment per AISI Check Compression Flange for Local Buckling (B2.1) w=c-2-1-2-r= 1.625 -(2 * 0.061)-(2 * 0.15 = 1.2 in. WIt = 1.2/0.061 = 19.67 A =(L052/,fk)+v/t) F,IE _ (1.052/(4)^0.5) * 19.67 * (55/29000)^0.5 = 0.45 <=0.673 Flange is fully effective : Check Web for Local Buckling per Section (B2.3) y, 1.92 I/�� Y2 : 2.37 f(ComP)=F,. 'V's/Y2)= 55 * (2.16/2.37) = 50.13KSI Y3 : 2.16 y, : 2.129 f,(tension)=F, -(ylly2)=55 * (1.92/2.37) = 44.56KS1 1., 2.167 S, : 0.887 yi =f2 If = 2.16/ 1.92 = -0.889 t : 0.061 r : 0.15 k=4+2-(1-Vf)' +2z(I-W)= F,. : 55 4+(2 * (1 +-0.889)^3)+2 * (1 +-0.889) = 21.26 f 65 E: 29000 FlatDepth=w=yj +3 = 1.92-2.16 = 4.08 in. TopFlange: 1.625 141t = 4.08/0.061 = 66.89 <200 OK BottomFlange: 2,625 A =(1.052 (wlt) WebDepth: 4.5 FE _ (1.05 /(21.20^0.5)* 66.89 * (50.13/29000)^0.5 = 0.63 b =N,= 4.08 b, =b,(3-y )= 4.08 * (3 --0.889) = 15.87 b, = 4.08/2 = 2.04 b, +b, = 15.87+2.04 = 17.91 Web is fully effective CSEIZMIC= PROJECT MEDLINE \Y/ FOR APEX STORAGE INC. MATERIAL HANDLING ENGINEERING SHEET NO. 15 TEL:(909)869-0989 FAX:(909)869-0981 CALCULATED BS TK 161 ATLANTIC STREET.POMONA.CA 91768 DATE 12/17/2015 DETERMINE ALLOWABLE MOMENT CAPACITY(cont..) Determine allowable bending moment per AISI Determine Effect of Cold Working on Steel Yield Point(Fya) per Section A7.2 F,o =c-F, +(1-c)-F. L, =(n/2)-(r+t12)= 3.14159 * (2 * 0.15 +0.061)/4 = 0.28 C =2•L,,/L/ +2-L, = 2 * 0.28/(1:2+2 * 0.28) = 0.32 Lfi-g-mp =Ll = = 1.2 in. m=0.192-(F/Fj-0.068= 0.192 * (65/55)-0.068 = 0.16 b, =3.69 (Q f,)-0.819-(Q f,Y -1.79= 1', 1.92 * -2- _ yz : 2.37 3.69 (65/55)-0.819 (65/55) _ 1.79 - 1.43 y; : 2.16 (65/55) = 1.181 < 1.2 J'og 2.129 r1t = (0.15/0.061 = 2.459 <7 OK 1, : 2.167 S, : 0.887 F, =b, •F��r�t�m = 1.43 * 55/(0.15/0.061)^0.16 = 68.1 t : 0.061 r : 0.15 032 * 68.1 +(1 -032) * 55 = 59.19 F 55 � 65 f,,a -y,g1(depth-yj- f E: 29000 59.19* 2.129/(4.5 -2.129) = 53.15 TopFlange : 1.625 BottomFlange : 2.625 Check Allowable Tension Stress for Bottom Flange WebDepth: 4.5 Lpmege-bot -LJb - Lbnunm -2'r-2't= 2.625-(2 *0.15)-(2 * 0.06 1) = 2.2 Ch =Cb =2.Q(Lm +2-Lj- 2 * 0.28/(2.2+2 * 0.28) = 0.2 F-bounm =F..b Cb •F +(1-Cb)-F,, = 0.2 * 68.1 +(I -0.2) * 55 = 57.62 F = F,, on = 59.19 - 59.19 - SEIL� ZMIC PROJECT MEDLINE \\w// FOR APEX STORAGE INC. MATERIAL HANDLING ENGINEERING SHEET NO. 16 TEL:(909)869-0989 FAX:(909)869-0981 CALCULATED BY TK 161 ATLANTIC STREET.POMONA.CA 91768 DATE 12/17/2015 DETERMINE ALLOWABLE CAPACITY FOR BEAM PAIR PER SECTION 5.2 OF THE RMI.PT 11 Check Bending Capacity Mren,er =0'M„ =W'L-Q'Rm 18 0= LRFDLoadFactor =1.2•DL+1.4 PL+1.4.0.125-PL forDL =2%ofPL Q= 1.2 * 0.02+ 1.471.4 * 0.125 = 1.599 Rm =1—[(2-F-L)/(6-E-Ib+3-F-L)] _ I -((2 *475 * 138)/((6 * 29000 *2.167)+(3 *475 * 138))) = 0.77 Ifo= 0.95 Yi : 1.92 0-M, =0•Fya•S, = 0.95 * 59.19* 0.887 = 49.88 in Y2 • 237 Y3 : 2.16 M"d — =W-L•(1—RJ18= y,, : 2.129 4697 * 0.5 * 138 * (1 -0.77)/8 = 9318 in- Lr ' 2.167 Sr : 0.887 W =0-M„ .8 (#ofBeams)I(L•k •S2)= t: 0.061 49.88 * 8 * 2/(138 * 0.77 * 1.599)* 1000 = 4697 Ib/pair r : 0.15 F, : 55 Check Deflection Capacity , ' 65 E: 29000 Am. =4 .R TopFlange: 1.625 BottomFlange: 1.625 R =1—(4FL)1(SFL+lOEIe)= WebDepth: 4.5 1 -(4 * 475 * 138)/((5 * 475 * 138)+(10 *29000 * 2.167)) = 0.73 Oma =L/180 A,. =(5'W'L')1(384.E.I,) L1180=(5-W-L3 -R,,)/(384-E-I,-#ofBeams) ((5 * 4697/2000 * 138^3)/(384 * 29000 * 2.167))* 0.73 = 0.93 W=(384-E-I-2)/(180.5•L2 •Rd)= 384 * 29000 * 2.167 * 2/(180 * 5 * (138^2)* 0.73)* 1000 = 3857 Ib/pair Allowable Load=3857 Ib/pair SEIL� ZM�C q�J �� /' PROJECT MEDLINE �'�•/� FOR APEX STORAGE INC. MATERIAL HANDLING ENGINEERING SHEET NO. 17 TEL:(909)869-0989 FAX:(909)869-0981 CALCULATED BT TK 161 ATLANTIC STREET.POMONA.CA 91768 DATE 12/17/2015 ALLOWABLE AND ACTUAL BENDING MOMENT AT EACH LEVEL M = * = = Msa,;� =W1"�8 au��sam, Wl Au„� 1/8 M s�„m�� M co.,,, M rr<,�se,.,m,� S x *F a Level Msum MAu.sSia� Msvim MAll.,sesm Result 1 18837 66533 5322 29271 GOOD 2 18837 66533 5222 29271 GOOD 3 18837 66533 4928 29271 GOOD 4 18837 66533 4518 29271 GOOD 5 18837 66533 3993 29271 GOOD 6 18837 66533 3342 29271 GOOD 7 1 18837 66533 2576 29271 GOOD SEIL� ZMIC v PROJECT MEDLINE FOR APEX STORAGE INC. MATERIAL HANDLING ENGINEERING SHEET NO. 18 TEL:(909)869-0989 FAX :(909)869-0981 CALCULATED BY TK 161 ATLANTIC STREET.POMONA.CA 91768 DATE 12/17/2015 BEAM TO COLUMN ANALYSIS : TYPE B CONNECTION CAPACI I Y DEPr75777TR=LOWING PARAMETERS: AT LEVEL I 1. SHEAR CAPACITY OF PIN PinDiameter =0.4381n. F, = 55000 PSI AS.heQf I7=Diameter' 4 = 0.1507 in-2 Psh,.r =0.4•F�, •A,.h,.r = 0.4 X 55000 X 0.1507 inA2 = 3315 lbs - L4 2.BEARING CAPACITY OF PIN Es Column Thickness= 0.103 F� =65000PSI 52=2.22 a= 2.22 PB.,,,,, =a•F„ •Dia.•Col.ThicknessI Q - 2.22 X 65000 X 0.438 X 0.103/2.22 = 2932 lbs 3. MOMENT CAPACITY OF BRACKET EdgeDist . = LOIn. PinSpacing = 21n F,, = 55000 PSI C = P, +P, +P, = P +P(2.514.5)+P(514.5) - PIX1.667 Tcrr = 0.1791n. SChp =0.1271n' M(oro,,,, =S,1,r 'F = 0.127 In^3 X .66 X F), = 4610 in-Ib C•d =M,op„,,, = 1.667 P d d= EdgeDist/2 = 0.5 =,a P(.hr =M(,r ,,'n/( 1.667 -d) = 4610/(1.667 X 0.5)= 5531 Ibs II MINIMUM VALUE OF PI GOVERNS P, = 2932 Ibs Mc� ,�-au�,� = [P, *4.5]+[P, *(0.5/4.5)*0.5] 17429in-Ib > 5322in-Ib OK SE� PROJECT MEDLINE FOR APEX STORAGE INC. MATERIAL HANDLING ENGINEERING SHEET NO. 19 TEL:(909)869-0989 FAX:(909)869-0981 CALCULATED BS TK 161 ATLANTIC STREET.POMONA.CA 91768 DATE 12/17/2015 TRANSVERSE ANALYSIS: BRACING: TYPE B 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 1T WILL GOVERN. DIAGONAL BRACING :COMPRESSION MEMBER Ldiag = (L-6)' +(D—(2-BCo1))' = 51.6" D P v_ Vdia Vtrans -LDiag g = d =5791bs Pmam k•1 (1 X 51.6188)/(0.2972) = 01n L rMin F — We = 0 PSI (k � rMin F SIDE ELEVATION = 0 Panel Height(L)= 42 In FQ < 2 F, Panel Depth (D)= 42 In Column Depth(B)= 2.75 In F„ —F = 0 PSI Clear Depth(d)_(D-2*13)= 0 P„ =Area•F, = 0 lbs S2c=1.92 P = f2c = 0lbs VDiag Brace Stress = P = 0.19 < 1 (19%) _ SEIL� ZMIC PROJECT MEDLINE \\w// FOR APEX STORAGE INC. MATERIAL HANDLING ENGINEERING SHEET NO. 20 TEL:(909)869-0989 FAX :(909)869-0981 CALCULATED BY TK 161 ATLANTIC STREET.POMONA.CA 91768 DATE 12/17/2015 POST-INSTALLED ANCHOR ANALYSIS PER ACI 318-11 APPENDIX D Assumed cracked concrete application Anchor Tvpe = Hilti Kwik Bolt TZ(KB-TZ) 1/2"dia.2" hef,4"min slab ICC Report Number = ESR-1917 1.5-h,1 = 3 in. Slab Thickness (k) = 4 in. Coy = 12 useC ,ad, = 3 in. Min. Slab Thickness(h ) = 4 in. Co,= 12 useC,,o% = 3 in. Concrete StrenL+th Cf = 3500 in. Diameter (d") = 0.5 3-hey = 6 in. Nominal Embedment �h "m� _ 2.5 in. SI =6 in. uses,a, = 6 in. Effective Embedment (h,r) = 2 in. S, =0 in. useS, = 0 in. Number of Anchors �n� = 2 I e'N = 6 in. j Cat Sl 1.5hef e V = 0 in. I ANc 1.5haf From ICC ESR Report A.. = 0.101 insq. Sy � O f,,," – 106000 psi Ca2L 2.75 in. min = 2.75 in. A VC Cor = 5.5 in. I Nr = N/A ha I�—►I•--►fes--► 1.5cal sl 1.5ca1 ASD Value 0,...."... Adl. Strength Conversion Factor 1.4 Tension Capacity 1849 lbs 0.75 1387 lbs 991 lbs Shear Cavacity 19911bs 0.75 1493 lbs 1066 lbs SEIL� ZMIC PROJECT MEDLINE \v% FOR APEX STORAGE INC. MATERIAL HANDLING ENGINEERING SHEET NO. 21 TEL:(909)869-0989 FAX:(909)869-0981 CALCULATED BS TK 161 ATLANTIC STREET.POMONA.CA 91768 DATE 12/17/2015 ANCHOR ANALYSIS TENSION STRENGTH Steel Strength D.5.1 = 0.75 D.4.3. a)i) ON.« _OnA eff,a (0.75 * 21 * 0.101 * 106000) = 16059 lbs D-2 Concrete Breakout Strength ON,hg D.5.2 0 = 0.65 D.4.3 c) ii)Condition B CateQory I A = (C +S +1.5h, �•(C +S .5h )= 72in.sa. AN, aLod� 1 adj f oz.adj ? +1 .adl eJ 2 AN,,, =9he/ = 36 in.sa. Check if ANC <_ nA„,„ ANCIAxc„ = 2 D.5.2.4 1/Ved.A' = 1 D.5.2.5 W..m = 1 D.5.2.6 k< = 17 D.5.2.2 Nh = k,,�a(fh,/ ` = 2845 lbs D-6 Yl,P,A = 1 D.5.2.7 / �/ y y y y D.5:2.1 ONch, = O(AA,�AA,,�XV/, AXq/'d.n'1liV�-nXV/,.A XNh� (0.65 * (72/36)* I * 1 * I * I * 2845) 3698 lbs Pullout Stength ONp, D.5.3 0 = 0.65 D.4.4 c) ii)Condition BCateaory 1 Y/"P = 1D.5.3.6 ONP� =O1Vc.PNP c.(f',,/2500f5 N/A = N/A D.5.3.1 Steel Strength (01v") 16059 lbs Embedment Strength - Concrete breakout strength (ON,j 3698 Ibs Embedment Strength - Pullout strength (ONP„) N/A eSEIL� ZMIC PROJECT MEDLINE FOR APEX STORAGE INC. MATERIAL HANDLING ENGINEERING SHEET NO. 22 TEL:(909)869-0989 FAX :(909)869-0981 CALCULATED BY TK 161 ATLANTIC STREET.POMONA.CA 91768 DATE 12/17/2015 ANCHOR ANALYSIS SHEAR STRENGTH Steel Strength OV,,, D.6.1 D.4.3 a)ii) 0 = 0.65 D-28 OV,o =On•O.6A,.,,r,,,, (0.65 * 2 * 0.6 * 0.101 * 10 = 8351 Ibs Concrete Breakout Strength OVcbg D.6.2 D.4.3 c)it condition B 0 = 0.7 A, _(1.5cal +SI.,,d, +1.5c„l�o = 168 in.sa. A.t( = 3c.,h. = 144 in.sa. Check if Ac nA,„ Av',1A1,„ = 1.17 V,3 = 1 D.62.5 Wear = 0.9 D.6.2.6 1 D.6.2.7 WhX = 2.12 D.6.2.8 do = 0.5 in. / 1 in. D.6.22 r = D.3.6 Vh = the smaller �Vo(f I,1 d a ozdaos 1j=1//.f )05C,11 ' s C,1a and Sao(.f,�os cm is = 13983 lbs D-33, D-34 011n, _O(A,1A�n,I1Wr,-,rXWeej xv,i XVh.rX"'h) D.6.2.1 (0.7 * 1.17 * 1 * 0.9* I * 2.13 * 13983) * 1 = 21851 lbs Concrete Pryout Stength OVr, D.6.3 0 = 0.7 D.4.3 c)i)Condition B Kir = I D.6.3.1 A�hx= 5689 lbs of"M =OKrnN,n} (0.7 * I * 5689) = 3982 Ibs D.6.3.1 Steel Strength (or..) 8351 lbs Embedment Strength - Concrete breakout strength (OVhX) 21851 Ibs Embedment Strength - Pryout strength 3982 Ibs mr SEIL� ZMIC " PROJECT MEDLINE FOR APEX STORAGE INC. MATERIAL HANDLING ENGINEERING SHEET NO. 23 TEL:(909)869-0989 FAX :(909)869-0981 CALCULATED Bl TIL 161 ATLANTIC STREET.POMONA.CA 91768 DATE 12/17/2015 BASIC LOAD COMBINATIONS 2014 OSSC SECTION 2209 RMI/ANSI MH 16.1 vIrani = 471 Ib pl<rng = 3141b Sds = 0.724 Product Load/2(PL) = 3500 Ib Dead Load/2(DL) = 2451b Seismic Load(EL) = 46871b BASIC LOAD COMBINATION I: DL 1.0 * 245 =245 Ib 2: DL+PL+LL+(Lr or SL or RL) 245 +3500+0+0= 3745 lb 3:(0.6* DL)+(0.75 *0.6 * PLapp)-(0.75 * WL) (0.6 * 245)+(0.75 * 0.6 * 2345)+(0.75 * 0)= 1202 Ib 3: ((0.6-(0.11 * Sds)) * DL)+(0.75 * (0.6-(0.14 * Sds))* PLapp)-(0.75 * 0.67 * EL) (0.6-(0.11 * 0.724)) * 245 +(0.75 * (0.6-(0.14 * 0.724))) * 2345-(0.75 *0.67 * 4687)_ -1350 lb 4: DL+(0.75 * PL)+LL+(Lr or SL or RL)+(0.75 * WL) 245 +(0.75 * 3500)+0+0+(0.75 * 0)= 3745 Ib 4: (1 +(0.11 * Sds)) *DL+(0.75 * (1 +(0.14 * Sds)* PLapp)+(0.75 * 0.67 * EL) (1 +(0.11 * 0.724))* 245 +(0.75 * (1 +(0.14 * 0.724))) * 2345 +(0.75 * 0.67*4687)= 4556 Ib 5: DL+LL+(0.5 * (SL or RL))+(0.88 * PL)+IL 245+0+(0.5 * 0)+(0.88* 3500)+875= 4200 Ib Z�SEIt� ZMIC PROJECT MEDLINE FOR APEX STORAGE INC. MATERIAL HANDLING ENGINEERING SHEET NO. 24 TEL:(909)869-0989 FAX :(909)869-0981 CALCULATED BY TK 161 ATLANTIC STREET.POMONA.CA 91768 DATE 12/17/2015 OVERTURNING ANALYSIS : TYPE B ANALYSIS OF OVERTURNING WILL BE BASED ON SECTION 2209 & 1613.1 OF THE 2014 OSSC FULLY LOADED Total Shear = 4711bs W r Fr M = 471 X 210 = 98910 in-lb F6 M, (WI, +Wni.)'d12 V M = (7000+490)X 42/2 = 157290 in-Ib F 5 1(A4", —M") _ (98910- 157290)/42 P,pWr = _d -1390 lbs. Puplift<=0 No Up Lift VF I(M +M„� _ (98910, 157290)/42 PMaT��411n — d = 61001bs. TOP SHELF LOADED Shear = 1351bs M = V,p -HI Mo,,, = 135 X(294 +((42- 10)/2)) = 42005 in-Ib M„ =I(Wri +Yi„, )'d12 D Puplift M', _(1000+490)X 42/2 = 31290 in-Ib CROSS AISLE ELEVATION 1(M,,,,, —M,., (42005 -31290)/42 P pLf, = d = 255 lbs. ANCHORS No. ofAnchors : 2 Pull Out Capaciq, : 991 Lbs. Shear Capacity . 1066 Lbs. COMBINED STRESS Fullv Loaded = (0/991 X 2))+((471 /2)/(1066 X 2))= 0.1 1 Ton Shelf Loaded = (255/(991 X 2))+((135/2)/(1066 X 2))= 0.16 _ Seismic UPLif? Critical (LC#3) = ((1350/991 X 2p+((471 /2)/(1066 X 2)))/ 1.2= 0.66 Sec 432 ESR-1917 USE 2 Hilti Kwik Bolt TZ(KB-TZ) 1/2”dia,2”hef,4"min slab Anchors per BasePlate. SElS ZM�C PROJECT MEDLINE Y 3 FOR APEX STORAGE INC. MATERIAL HANDLING ENGINEERING SHEET NO. 25 TEL:(909)869-0989 FAX:(909)869-0981 CALCULATED BY TK 161 ATLANTIC STREET.POMONA.CA 91768 DATE 12/17/2015 BASE PLATE ANALYSIS : TYPE B 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. P,.,1 = 3745 lbs Base Plate Width (B) = 8 in b = 3 in MBa e = 3140 in-Ib Base Plate Depth (D) = 5 in bl = 2.5 in Base Plate Thickness (t) = 0.375 in Fy (base) = 36000 PSI P — P , = 93.6 PSI A D-B M .fb = DB2/6 = 58.9 P51 2•b, fb2 =B' fb = 36.8 PSI .fbl =.fb —.fb2 = 22.08 PSI g 9 Mb = NB= b2'[f. +.fbi +.67fb2l gj = 438.23 in-Ib b 2 SBa„ _ )t = 0.02 in/cb 6 - R2 36000 PSI fbi fb = Mn = 0.51 <= I OK fb Fb Sari, 'FBa,, SEIL� ZMIC PROJECT MEDLINE FOR APEX STORAGE INC. MATERIAL HANDLING ENGINEERING SHEET NO. 26 TEL:(909)869-0989 FAX:(909)869-0981 CALCULATED BY TK 161 ATLANTIC STREET. POMONA.CA 91768 DATE 12/17/2015 SLAB AND SOIL : TYPE B 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 SOI.AND WILL ACT AS A FOOTING. PUNCTURE 3745 lbs 2355 lbs Mn, = 98910 in-Ib P. =(1.2+0.2Sds)-DL+(0.85+0.2Sds)-PL+I.OEL = 8498lbs (Gray. - seis. critical) F-pnn, _ (3 + 3�� fe = 157.37 PSI P 4 8 l 2.66-A - fc <_ Apu„, = [(B+t)+(W +t)]•2•t = 168sq.in. f _ P. t 0.32 `lpunar '�unn B SLAB TENSION L Pma, •144 = 920 sq.in. 1.33-f... BASEPLATE L =_� B — 8i w = 30.33 in W = 5 in B = B•W +t = 10.32 in Frame Depth d = 42 in b = L—B 2 = 10 in CONCRETE M _ wb2 — 1.33.f;, b' re = 3500 PSI "'°` 2 144-2 = 462 in-Ib t = 4 in S = 1 r = 2.67 cb.in. 0 = 0.6 „nr 6 F`�"° =50 V. `' = 177.48 PSI 0.6 0.98 SOIL Fn Sc�.,��'Frn„� OK fsoi/ = 1000 PSF