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TYPE 1 • TYPE 2 � °2D 1 Z_ 0000 PERMANENT PLAQUE NOT LESS THAN PERMANENT PLAQUE NOT LESS THAN RECEIVED 1 50 SQ INCHES IN AREA TO BE PLACED 50 SQ INCHES IN AREA TO BE PLACED 7000 S v✓ tRed .ocd IN CONSPICUOUS LOCATI ❑N STATING IN CONSPICUOUS LOCATION STATING IAN 1 3 20I2 50 - 2500# CAPACITY @ 36', 54', 84', 102', 150' 50'BMS - 2500# CAPACITY @ 58', 76', 96', 144' 96'BMS - 2500# CAPACITY @ 96', 126', 150' 96'BMS - 2500# CAPACITY @ 40', 58', 76', 96', 126' CITY OFTIGARD 4'-0' 4'-2' 8'-0' 4'-2' 8'-0' BUILDING DIVISION 11 1 - - - - - - , PROFfj � x‘GINF /Q \ 1 li I I LOAD BEAM LOAD BEAM 1949 0 ® I� LOAD BEAM a 4'--13';--9 0 LOAD BEAM U I U LOAD BEAM I e Fc 3, l' 441. ‘„ 0 z � _ 4' -0� 4 XI J. RI LOAD BEAM 2 -6 0 1' -6' U 0 LOAD BEAM LOAD BEAM L ❑AD BEAM I 1XXP. DATE: 12 /7Ci I CZ 15' -0' LOAD BEAM u \ 11 1' -8' U 07 1 1' -8' Q U U _ CONNECTOR LOAD BEAM LOAD BEAM Li 2' -6• 1'_6' U UI f 1' -6' 1--1 Z LOAD BEAM LOAD BEAM LOAD BEAM (/) f— D 1 �_6• U ©li m 8, -0, f] W I V-6' L1J of L ❑AD BEAM U LOAD BEAM I U BRACE 0 > > 4' -10' \~ 3' -0' \--CONNECTOR 3' -4' / LD UPRIGHT LOAD BEAM ELEVATI ❑N LOAD BEAM ELEVATI ❑N V) Pq U - I- v) tr, v) LLI a_ w as z Z 14 GA THK ' z I 0 AO - l ° H � z U Q� Ul .� N Q 3 , `' -J 1- a {' Q a, LLI ° COLUMN o J if-)`-' U LI tt L_LI z LLI a 3/8'x 5'x 8' C 14 GA THK I I 3/8x 5x 8 BASEPLATE ° ao BASEPLATE 2' OF 1/8' <2) 1/2'0 ANCHORS N W ( lJ �W N Z N (2) 1/2'0 ANCHORS r 1/8 1 -1/2' 6'oc W x Q v) W W F -I CU FILLET WELD 3 , EA END TO COLUM BRAC /, EA SIDE N o x J � > W CL Li LLI o 1/8 V1 -1/2' EA FACE BRACE I 6' FF U w Q ) LJ �, es COLUMN & BASE PL 1/8' F1' 5, 3 25 Q Q w a W w F -q Q , T I 5 CONCRETE SLAB ON GRADE o6 W U co W N A LL z 8 �� U ) —w � Z in COLUMN EASE X— SECTION ra II ( __) O z w .-, N BRACE CONN >,_J a _J V) w l— W O ( CO o O U_<EUl<1 �H r: a 0 U - � 0 o U I�1pgMD_ °a __ 1- 5 /8'Hx 1'W 1 w 0- II J p W Z u. STEP (2) PIN CONN cL " 73 i _ 0 - •D N . , o (2) AISI A502 -2 RIVETS 0 0 CONNECTOR A J W (� g J I LOAD BEAM 7/16'0 4'oc z 0 �� w Q U C - D Q a `� HOOK THRU SLOTS 0 ` (/) II Z Q' g O U x ' S PAN 'D' 'T' 1 -5/8x 3x o o W II 0 w N A= Z W (U o w IN COLUMN O I' a L2. 5 3/16' THK v 0 P H I I F- � o 50' 2.50' 14ga a N I� 2 96' 3.75' 16 a 1/8V VERT & BTM EDGES 0 / D �� w' Li 0 Z I V) W 0 W LOAD BEAM g C ONN ECTOR o o A I 13 ., 0 SAFETY PIN TO RESIST ,� .. .-..N .. .--4 Q N 1 000# UPLIFT LOAD 2 ('') 4 - In CL a`) 6' COLUMN —BEAM CONN U C:\ Users\ BEN \Dropbox\ Public \ACAD \DRAWINGS \R212002.dwg, 1/10/2012 3:21:29 PM , - , -• r N N « I pp • Fr''T W • ff-- -- o I fU . I . BM2 BM1 v -0 - -I TYPE 3 Ti A o • .- BM2 BM1 n 0 - - - 3> w o D bd to to w 3 3 I W 3 W o T D r- D _ BM1 <3 r <r x A TYPE 4 A 73 i -< ,s- o(/) ' • I co 3> W d BM5 I W M w I to Lil l 73 I frl � W cnO r I • 73 it 3 3 3 I • 1 o D 7) W W W I o 7 0 w r rn BM1 • ]). -I - 0 c c c or z o �D 23 T YPE 5 o m o ? BM1 w ty w w w I 3 3 x I 0: -P. ? -Ps 0: BM1 • ' _ ~ TYPE 6 ' I l BM1 f m c c c . v -u v -I —1 —1 N N N w D N N n f rl COLUM iN to tN I I fl° N -,I 3 . Io __ w L —. l I I . _ 3 4, � . 7 .- 7 COLUMN I co w Cn co N Cn I S I 2 I 7C x 7C X O .- �. W . £ CC) N M '. 61 W I Ti COLUMN • a ` t u1- N \ I/ I \I% ry I COLUMN 3 • tV L 3 I zzN N I . I I x �. UI U1 I 2)r") ill 7 - j r I CO -I D f P � � m ' , „ 0 MEI I X X -0d ,- r rq ' NOTES 1.) DESIGNED PER 2009 IBC & ASCE /SEI 7 -05 CHAPTER 15 2.) MATERIAL SPECS: Fy = S5ksi ALL WELDS E70xx ELECTRODES h* 5" CONCRETE SLAB 2500psi 0 - �Jf ALLOW S ❑IL PRESSURE 1500psf pr e 1 3.) SEISMIC Sds =71 %g Sd1 =39 %g Design Cat. 'D" co ° ° 4.) LOAD PER LEVEL: SEE NOTE ABOVE ELEVATI ❑NS ?.: , 0 2 , 5.) ANCHORS TO BE HILTI TZ m y `�� . ° , SPECIAL OF INSPECTION EMBEDMENT IS REQ�d PER ESR #1917 � \ � ' N I NDRLIET 1 -10 -12 for NW ENGINEERING SERVICES PAGE 2 14835 SW 72nd AVE BLDG 6 , TIGARD, DR l t, TYPE 3 TYPE 4 , PERMANENT PLAQUE NOT LESS THAN PERMANENT PLAQUE NOT LESS THAN 50 SQ INCHES IN AREA TO BE PLACED 50 SQ INCHES IN AREA TO BE PLACED IN C❑NSPICU ❑US L❑CATI ❑N STATING IN C❑NSPICU ❑US L❑CATI ❑N STATING • CT , 96'BMS - 1500# CAPACITY @ 40 68', 96 126', 150' 96'BMS - 1500# CAPACITY @ 38', 58', 76 96', 124', 150', 168' `��EO FR % xx G I NF �O 4' -2' 8' -0' 4' -2' 8' -0' 194./ F 9 LOAD BEAM Fc s � 0 U LOAD BEAM 0 U LOAD BEAM U 1'-6' 4:9A%_ J. RIt I 0 EX'P. DATE: 12/ 47 j F- 2'-4' 1- 2� -2• I U LOAD BEAM U I I LOAD BEAM ED U - I m 2' - 6' D 2' -4' O L❑AD BEAM LOAD BEAM tl — a L ❑AD BEAM LOAD BEAM 0 1 �/ I I Q � l'-10' LOAD BEAM 2'-4' LOAD BEAM LOAD BEAM 1 0 0 L ❑AD BEAM 0 W D 1' -6' 1-1 2' -0' 0 U ©L ❑AD BEAM LOAD BEAM D (/) F— LOAD BEAM 2' -4' —� a LOAD BEAM O L ❑AD BEAM LOAD BEAM u 1' -8' U U 4'-2' _ 1.- � C ❑NNECT ❑R = _ = I--i o 3 ,_ 4 . o C ❑NNECT ❑R to 3' -2' Ei. L _ � _ _ �_ 05 _I W CZ Q LOAD BEAM ELEVATI ❑N LOAD BEAM ELEVATI ❑N V) IY w ` l_3 I- v) Lu Q w ak z Z a A o A a H 14 GA THK � Py f U O 1 71 in 1- N Q a +> a m W FL 3 " �� o COLUMN 3 ' o W o W U W -. LLJ 3/8'x 5'x 8' C 1.5 x 1.5 1.5 I -J X 14 GA THK 3/8x 5x 8 BASEPLATE N W <l1 a C W W H ao BASEPLATE n 2' OF 1/8' (2) 1/2'� ANCHORS (2) 1/2'0 ANCHORS FILLET WELD r 1/8 r1 -1/2' 6 W x Q V) V) W cu 3 EA END T❑ COLUMN BRACE /, EA SIDE V) o x J w o, > w I Ce BRACE _ _ FF w w N Q W C 1 /8 1 -1/2' EA FACE ■ 6' ■ 3.25' N __ N J p1 ¢ Z 3 3 COLUMN & BASE PL 1 /8• r1• 5' ¢ A ° m z X I___ 3 ri l N Tr I 5' C ONCRETE SLAB ❑N GRADE df 1 j U M a N Q L_ w 4 COLUMN BASE X- SECTION II z !y z �w� I-� Z , ° D w . J N BRACE CONN >,__I a J N W H W Z o CO z u� I- O d- o Nv I z i ° a T 1- 5 /8'H 1'W ' ► w G- UI J a LL Z u STEP (2) PIN CONN IL N 75 , a - ` - 'D' CONNECTOR ra_ L o <2) AISI A502 -2 RIVETS 0 A W g J 9 LOAD BEAM 7/16'0 4'oc z 0 0 w a U a_ CE D- er (Y) HOOK THRU SLOTS 0 lit II Z Q' a U 0 - 2 75 I SPAN 'D' 'T' 1 -5/8x 3x� o \ IN COLUMN o ' W II W v) A = z W C1 °- 2 50' 2.50' 14 a 3/16' THK c , 0 4 H II U 1 UQU�IL I W g 1/8 V VERT & BTM EDGES 0 a II w ¢ w a z i v) o 0 96' 3.75' 16ga C ONNECTOR 0 Z II A X v, -J Q L7 z LOAD BEAM 0 I w 0 SAFETY PIN TO RESIST ,� /■ P. •--I Q N 1000# UPLIFT LOAD .-i (U C) Ifl CL a`, COLUMN-BEAM CONN U ' ,- TYPE 5 TYPE 6 1 PERMANENT PLAQUE NOT LESS THAN PERMANENT PLAQUE NOT LESS THAN 50 SQ INCHES IN AREA TO BE PLACED 50 SQ INCHES IN AREA TO BE PLACED . IN CONSPICUOUS L ❑CATION STATING IN CONSPICU ❑US LOCATI ❑N STATING 50'BMS - 1500# CAPACITY @ 42', 66', 96' 50'BMS - 600# CAPACITY @ 30 , 60 , 96 , 114 , 132 , 150 , 168 CT . • 96'BMS - 1500# CAPACITY @ 42', 66', 96', 124', 150', 168' 96'BMS - 600# CAPACITY @ 30', 60', 96', 114', 132', 150', 168' S 1��� � PROF FJ� 4' -2' 8' -0' 4' -2' 8' -0' e D y - 1 11949 . / - _ - - / / . LOAD BEAM LOAD BEAM LOAD BEAM / '` O �. U U 1' -6' U Q7 U 1' -6' B P , s, 19$ U 1' -6' LOAD BEAM U U LOAD BEAM LOAD BEAM U �/ J. WC? I 2' -2' '- LOAD BEAM L ❑AD BEAM I EXP. DATE: 12/ � l- 1 0 o LOAD BEAM U UI 0 - 1' -6' "" E2 II U I to LOAD BEAM LOAD BEAM D 2' -4' D U UJ 0 1' -6' U LOAD BEAM LOAD BEAM U I Q LOAD BEAM LOAD BEAM 0 Q 2 ' -6 ' 3' -0' 13 LOAD BEAM LOAD BEAM F U U LOAD BEAM LOAD BEAM U C// 2' -0' LlJ LOAD BEAM LOAD BEAM 1 _ 2' -6' U 1 - �U LOAD BEAM LOAD BEAM I H 1 CONNECTOR i 3'-6' U = 'i I re � - CONNECT ❑R D 2 ' -6' L7 L1-1 1 LOAD BEAM ELEVATI ❑N LOAD BEAM ELEVATION •� (,) Ce w F- VI N W CI_ Li o c z Z ¢ A o A O I---1 - 14 GA THK �� y x U l!1 a Ce Q 0 COLUMN o w L � w U w 1 L1-1 - 3/8'x 5'x 8' C 1.5 x 1.5 1.5 I J ix J ce L o o BASEPLATE 2 1 �F GA T "K n (2 3/8x 1/2 0 ANCHOR AT N Li ( lJ mw W 1---1 N (2) 1/2'0 ANCHORS FILLET WELD r 1/8 r1 -1/2' 6'oc W x Q N IT) w (U N 3' EA END TO COLUMN BRACE /, EA SIDE N o J '-`' 0) > W = I 1/8 BRACE �' - _ FF W w A L,J 3 1 -1/2 EA FACE 6 �' 11. ® 3 . 25• N __ J ¢ � 3 COLUMN & BASE PL 1/8' F1• 5' ¢ X J C ° ON F— 3 V) P I 5' CONCRETE SLAB ON GRADE °6 U Li U CO CD NE) LL o 0 4 3z 3 !yzF_ w� I--I z ry C ❑LUMN BASE X- SECTION II U o 78 w J ) N BRACE CONN . � _I J (A l _ w o L o CO C ON � t in ¢ (� .-- ` Ce z o a) -- 2�� ' ' Q a _ ( 01 N ELIL i(U W Z .1.- ,__, 0 U N > P4M CI_ W a 1- 5 /8'Hx 1'W 4I w I VI J p z ° 0 , STEP (2) PIN CONN I CONNECTOR CL N N I- El 1-1 ci_ L o (2) AISI A502 -2 RIVETS o 0 1=1---1 W (n J L ❑ AD BEAM 7/16 4'oc z o w ¢ (, D ¢ 't , HOOK THRU SLOTS I I g E l I U _§' ' SPAN 'D' 'T' 1 -5/8x 3x o \ 2,75 IN COLUMN doci 8f q I' w II w N A 2 w a 50' 2.50' 14 3/16 THK M; �i F— II (n H ¢ U I LLI 0 96' 3 16ga C ONNECTOR 1/8V VERT & BTM EDGES 0 P 0 i z II Li X Li a z ¢ v1 Z LOAD BEAM o i L 0 SAFETY PIN TO RESIST ,� ...... .--• Q N 1000# UPLIFT LOAD .-4 (U M 4 in w 5' COLUMN -BEAM CONN U I . t , Calculations for : NW ENGINEERING SERVICES TIGARD, OR 01/10/2012 Loading: 2500 # load levels 3 pallet levels @ 96,126,150 Seismic per IBC 2009 100% Utilization Sds = 0.707 Sdl = 0.387 I = 1.00 96 " Load Beams Uprights: 48 " wide C 3.000x 3.000x 0.075 Columns C 1.500x 1.500x 0.075 Braces 5.00x 8.00x 0.375 Base Plates with 2- 0.500in x 3.25in Embed Anchor /Column 3.75x 2.750x 0.060 Load beams w/ 2 -Pin Connector by : Ben Riehl Registered Engineer OR# 11949 GINe (1 .44 40 • °c 11949 OREGON FC, 3 ' V J. ak I EXP. DATE: 12 /ZO /i- Conterminous 48 States 2003 NEHRP Seismic Design Provisions Latitude = 45.4097 Longitude = - 122.7468 Spectral Response Accelerations Ss and S1 Ss and S1 = Mapped Spectral Acceleration Values Site Class B - Fa = 1.0 ,Fv = 1.0 Data are based on a 0.05 deg grid spacing Period Sa (sec) (g) 0.2 0.939 (Ss, Site Class B) 1.0 0.337 (S1, Site Class B) Conterminous 48 States 2003 NEHRP Seismic Design Provisions Latitude = 45.4097 Longitude = - 122.7468 Spectral Response Accelerations SMs and SM1 SMs =Fax Ss and SM1 =FvxS1 Site Class D - Fa = 1.124 ,Fv = 1.726 Period Sa (sec) (g) 0.2 1.056 (SMs, Site Class D) 1.0 0.582 (SM1, Site Class D) IBC 2009 LOADING SEISMIC: Ss= 93.9 % g S1= 33.7 %g Soil Class D Modified Design spectral response parameters Sms= 105.6 % g Sds= 70.4 % g Sm1= 58.2 % g Sd1= 38.8 % g Seismic Use Group 2 Seismic Design Category D or D le = 1 R= 4 R= 6 Cs = 0.1760 W Cs = 0.1173 W - Using Working Stress Design V = Cs*W /1.4 V = 0.1257 W V = 0.0838 W ft Cold Formed Channel Depth 3.000 in Fy = 55 ksi Flange 3.000 in Lip 0.750 in Thickness 0.0750 in COLUMN SECTION R 0.1000 in Blank = 9.96 in wt = 2.5 plf A = 0.747 in2 Ix = 1.191 in4 Sx = 0.794 in3 Rx = 1.263 in Iy = 0.935 in4 Sy = 0.544 in3 Ry = 1.119 in a 2.6500 Web w/t 35.3333 a bar 2.9250 Flg w/t 35.3333 b 2.6500 x bar 1.2423 b bar 2.9250 m 1.6690 c 0.5750 x0 - 2.9114 c bar 0.7125 J 0.0014 u 0.2160 x web 1.2798 gamma 1.0000 x lip 1.7202 R' 0.1375 h/t 38.0000 Section Removing: 0.640 inch slot 0.75 inches each side of center on web 0.375 inch hole 0.87 inches from web in each flange A- = 0.152 in2 A' = 0.595 in2 x bar = 1.478 in I'x = 1.014 in4 S'x= 0.676 in3 R'x= 1.305 in I'y = 0.743 in4 S'y= 0.476 in3 R'y= 1.117 in Cold Formed Channel Depth 1.500 in Fy = 55 ksi Flange 1.500 in Lip 0.000 in Thickness 0.0750 in BRACE SECTION R 0.1000 in Blank = 4.23 in wt = 1.1 plf A = 0.317 in2 Ix = 0.125 in4 Sx = 0.166 in3 Rx = 0.627 in Iy = 0.075 in4 Sy = 0.079 in3 Ry = 0.487 in a 1.1500 Web w/t 15.3333 a bar 1.4250 Flg w/t 17.6667 b 1.3250 x bar 0.5060 b bar 1.4625 m 0.6531 c 0.0000 x0 - 1.1592 c bar 0.0000 J 0.0006 u 0.2160 x web 0.5435 gamma 0.0000 x lip 0.9565 R' 0.1375 h/t 18.0000 ,7 Cold Formed Section HEIGHT OF BEAM 3.750 INCHES MAT'L THICKNESS 0.060 INCHES INSIDE RADIUS 0.100 INCHES LOAD BEAM WIDTH 2.750 INCHES STEEL YIELD 55.0 KSI STEP 1.625 INCHES HIGH 1.000 INCHES WIDE ABOUT THE HORIZONTAL AXIS ABOUT THE VERTIC L Y LY LY2 Ii X LX LONG SIDE 3.4300 1.8750 6.4313 12.0586 3.3628 0.0300 0.1029 TOP 1.4300 3.7200 5.3196 19.7889 0.0000 0.8750 1.2513 STEP SIDE 1.3650 2.9075 3.9687 11.5391 0.2119 1.7200 2.3478 STEP BOTT 0.7400 2.0950 1.5503 3.2479 0.0000 2.2200 1.6428 SHORT SID 1.8050 1.0625 1.9178 2.0377 0.4901 2.7200 4.9096 BOTTOM 2.4300 0.0300 0.0729 0.0022 0.0000 1.3750 3.3413 CORNERS 0.2042 3.6728 0.7500 2.7545 0.0003 0.0772 0.0158 2 0.2042 3.6728 0.7500 2.7545 0.0003 1.6728 0.3416 3 0.2042 2.1422 0.4375 0.9371 0.0003 1.7972 0.3670 4 0.2042 2.0478 0.4182 0.8563 0.0003 2.6728 0.5458 5 0.2042 0.0772 0.0158 0.0012 0.0003 2.6728 0.5458 6 0.2042 0.0772 0.0158 0.0012 0.0003 0.0772 0.0158 TOTALS 12.4252 23.3800 21.6477 55.9793 4.0668 17.9100 15.4273 AREA = 0.746 IN2 CENTER GRAVITY = 1.742 INCHES TO BASE 1.242 INCHES TO LONG SIDE Ix = 1.340 IN4 Iy = 0.792 IN4 Sx = 0.667 IN3 Sy = 0.525 IN3 Rx = 1.341 IN Ry = 1.031 IN BEAM END CONNECTOR COLUMN MATERIAL THICKNESS = 0.075 IN LOAD BEAM DEPTH = 3.75 IN TOP OF BEAM TO TOP OF CONN= 0.000 IN WELD @ BTM OF BEAM = 0.000 IN LOAD = 2500 LBS PER PAIR CONNECTOR VERTICAL LOAD = 625 LBS EACH RIVETS 2 RIVETS @ 4 " oc 0.4375 " DIA A502 -2 1st @ 1 "BELOW TOP OF CONNECTOR AREA = 0.150 IN2 EACH Fv = 22.0 KSI Vcap = 3.307 KIPS EACH RIVET BEARING Fb = 65.0 KSI BRG CAP= 2.133 KIPS EACH RIVET TOTAL RIVET VERTICAL CAPACITY = 4.266 KIPS 15% CONNECTOR 6 " LONG CONNECTOR ANGLE Fy = 50 KSI 1.625 " x 3 " x 0.1875 " THICK S = 0.131 IN3 Mcap = 3.924 K -IN 3.924 K -IN RIVET MOMENT RESULTANT @ 0.9 IN FROM BTM OF CONN M = PL L = 1.35 IN Pmax = Mcap /L = 2.906 KIPS RIVET LOAD DIST MOMENT P1 2.844 4.100 11.659 RIVET OK P2 0.069 0.100 0.007 P3 0.000 0.000 0.000 P4 0.000 0.000 0.000 TOTAL 2.913 11.666 CONNECTOR OK WELDS 0.125 " x 3.750 " FILLET WELD UP OUTSIDE 0.125 " x 2.125 " FILLET WELD UP INSIDE 0.125 " x 1.625 " FILLET WELD UP STEP SIDE 0 " x 1.000 " FILLET WELD STEP BOTTOM 0 " x 2.750 " FILLET WELD ACROSS BOTTOM 0 " x 1.750 " FILLET WELD ACROSS TOP USE EFFECTIVE 0.06 " THICK WELD L = 7.50 IN A = 0.450 IN2 S = 0.281 IN3 Fv = 26.0 KSI Mcap = 7.31 K -IN 7.31 K -IN I In Upright Plane Seismic Load Distribution per 2009 IBC Sds = 0.707 1.00 Allowable Stress Increase I = 1.00 R = 4.0 V = (Sds /R) *I *P1 *.67 Weight 60 # per level frame weight Columns @ 48 " Levels Load WiHi Fi FiHi Column: (inches) ( #) (k -in) ( #) (k -in) C 3.000x 3.000x 0.075 150 2560 384 367 55 126 2560 323 308 39 96 2560 246 235 23 KLx = 96 in 0 0 0 0 0 KLy = 40 in 0 0 0 0 0 A= 0.595 in 0 0 0 0 0 Pcap = 12721 lbs - - - -- - - -- - - - - - -- ---- - - -- - - -- - - -- 7680 952 909 116 Column 49% Stress Max column load = 6263 # Min column load = -230 # Uplift Overturning (. 6-. 11Sds )DL +(0.6- .14Sds).75PLapp- .51EL= -244 # MIN (1 +0.11Sds)DL+ (1 +0.14Sds).75PL+ .51EL 4423 # MAX REQUIRED HOLD DOWN = -244 # Anchors: 1 T = 244 # 2 0.5 in dia HILTI TZ 3.25 "embedment in 2500 psi concrete Tcap = 2801 # 9% Stressed V = 455 # per leg Vcap = 4858 # = 9% Stressed COMBINED = 4% Stressed OK Braces: Brace height = 40 " Brace width = 48 " Length = 62 " P = 887 # Use : C 1.500x 1.500x 0.075 A = 0.317 in L/r = 128 • Pcap = 2923 # 30% to In Upright Plane Seismic Load Distribution TOP LOAD ONLY per 2009 IBC Sds = 0.707 1.00 Allowable Stress Increase I = 1.00 R = 4.0 V = (Sds /R) *I *P1 Weight 60 # per level frame weight Columns © 48 " Levels Load WiHi Fi FiHi Column: (inches) ( #) (k -in) ( #) (k -in) C 3.000x 3.000x 0.075 150 2560 384 458 69 126 60 8 9 1 96 60 6 7 1 KLx = 96 in O 0 0 0 0 KLy = 40 in O 0 0 0 0 A= 0.595 in O 0 0 0 0 Pcap = 12721 lbs - - -- - - -- - - -- - - -- ---- - - -- - - -- - - -- 2680 397 473 70 Column 22% Stress Max column load = 2807 # Min column load = -260 # Uplift Overturning (. 6-. 11Sds )DL +(0.6- .14Sds).75PLapp- .51EL= -670 # MIN (1 +0.11Sds)DL+ (1 +0.14Sds).75PL+ .51EL = 2814 # MAX REQUIRED HOLD DOWN = -670 # Anchors: 1 T = 670 # 2 0.5 in dia HILTI TZ 3.25 "embedment in 2500 psi concrete Tcap = 2801 # 24% Stressed V = 237 # per leg Vcap = 4858 # = 5% Stressed COMBINED = 10% Stressed OK Braces: Brace height = 40 " Brace width = 48 " Length = 62 " P = 462 # Use : C 1.500x 1.500x 0.075 A = 0.317 in L/r = 128 • Pcap = 2923 # 16% It PAGE 1 MSU STRESS -11 VERSION 9/89 - -- DATE: 01/10/;2 - -- TIME OF DAY: 12:06:05 INPUT DATA LISTING TO FOLLOW: Structure Storage Rack in Load Beam Plane 3 Levels Type Plane Frame Number of Joints 14 Number of Supports 8 Number of Members 15 Number of Loadings 1 Joint Coordinates 1 0.0 96.0 S 3 7 11 14 2 0.0 126.0 S 3 0.0 150.0 S 4 49.5 0.0 S 2 6 10 13 5 49.5 96.0 6 49.5 126.0 7 49.5 150.0 8 148.5 0.0 S 1 5 9 12 9 148.5 96.0 10 148.5 126.0 4 8 11 148.5 150.0 12 198.0 96.0 S 13 198.0 126.0 S 14 198.0 150.0 S Joint Releases 4 Moment Z 8 Moment Z 1 Force X Moment Z 2 Force X Moment Z 3 Force X Moment Z 12 Force X Moment Z 13 Force X Moment Z 14 Force X Moment Z Member Incidences 1 1 5 2 2 6 3 3 7 4 4 5 5 5 6 6 6 7 7 8 9 8 9 10 9 10 11 10 5 9 11 9 12 12 6 10 13 10 13 14 7 11 15 11 14 Member Properties 1 Thru 3 Prismatic Ax 0.746 Ay 0.522 Iz 1.340 1� • PAGE 2 MSU STRESS -11 VERSION 9/89 - -- DATE: 01/10/;2 - -- TIME OF DAY: 12:06:05 4 Thru 9 Prismatic Ax 0.595 Ay 0.298 Iz 1.014 10 Thru 15 Prismatic Ax 0.746 Ay 0.522 Iz 1.340 Constants E 29000. All G 12000. All Tabulate All Loading Dead + Live + Seismic Joint Loads 5 Force Y -1.28 6 Force Y -1.28 7 Force Y -1.28 9 Force Y -1.28 10 Force Y -1.28 11 Force Y -1.28 5 Force X 0.028 6 Force X 0.044 7 Force X 0.052 9 Force X 0.028 10 Force X 0.044 11 Force X 0.052 Solve PROBLEM CORRECTLY SPECIFIED, EXECUTION TO PROCEED Seismic Analysis per 2009 IBC wi di widi2 fi fidi in 2560 1.4850 5645 56 83.2 28 56 2560 1.5408 6078 88 135.6 44 88 2560 1.5545 6186 104 161.7 52 104 O 0.0000 0 0 0.0 0 0 O 0.0000 0 0 0.0 0 0 O 0.0000 0 0 0.0 0 0 7680 17909 248 380.4 247 g = 32.2 ft /sect T = 2.1931 sec I = 1.00 Cs = 0.0294 or 0.1178 Sdl = 0.387 Cs min = 0.070666 or 1.5% R = 6 Cs = 0.0707 V = (Cs *I *.67) *W *.67 V = 0.0473 W *.67 = 247 # 100% �3 PAGE 3 ' MSU STRESS -11 VERSION 9/89 - -- DATE: 01/10/;2 - -- TIME OF DAY: 12:06:05 Structure Storage Rack in Load Beam Plane 3 Levels Loading Dead + Live + Seismic MEMBER FORCES MEMBER JOINT AXIAL FORCE SHEAR FORCE MOMENT 1 1 0.000 -0.102 0.00 1 5 0.000 0.102 -5.07 2 2 0.000 -0.012 0.00 2 6 0.000 0.012 -0.59 3 3 0.000 0.007 0.00 3 7 0.000 -0.007 0.32 4 4 3.786 0.123 0.00 4 5 -3.786 -0.123 11.80 5 5 2.521 0.064 -0.84 5 6 -2.521 -0.064 2.75 6 6 1.262 -0.004 -0.48 6 7 -1.262 0.004 0.39 7 8 3.786 0.125 0.00 7 9 -3.786 -0.125 12.01 8 9 2.521 0.128 0.22 8 10 -2.521 -0.128 3.62 9 10 1.262 0.108 0.63 9 11 -1.262 -0.108 1.95 10 5 -0.031 -0.117 -5.89 10 9 0.031 0 . 117 ' CON/U 11 9 0.000 -0.132 .5 2 11 12 0.000 0.132 0.00 y � G 7 12 6 -0.024 -0.033 -1.68 /'�[ �/ 12 10 0.024 0.033 -1.58 13 10 0.000 -0.054 -2.67 13 13 0.000 0.054 0.00 14 7 0.056 -0.012 -0.71 14 11 -0.056 0.012 -0.46 15 11 0.000 -0.030 -1.49 15 14 0.000 0.030 0.00 APPLIED JOINT LOADS, FREE JOINTS )(4 • PAGE 4 MSU STRESS -11 VERSION 9/89 - -- DATE: 01/10/;2 - -- TIME OF DAY: 12:06:05 JOINT FORCE X FORCE Y MOMENT Z 5 0.028 -1.280 0.00 6 0.044 -1.280 0.00 7 0.052 -1.280 0.00 9 0.028 -1.280 0.00 10 0.044 -1.280 0.00 11 0.052 -1.280 0.00 REACTIONS,APPLIED LOADS SUPPORT JOINTS JOINT FORCE X FORCE Y MOMENT Z 1 0.000 -0.102 0.00 2 0.000 -0.012 0.00 3 0.000 0.007 0.00 4 -0.123 3.786 0.00 8 -0.125 3.786 0.00 12 0.000 0.132 0.00 13 0.000 0.054 0.00 14 0.000 0.030 0.00 FREE JOINT DISPLACEMENTS JOINT X- DISPLACEMENT Y- DISPLACEMENT ROTATION 5 1.4850 - 0.0211 - 0.0026 6 1.5408 - 0.0254 - 0.0008 7 1.5548 - 0.0272 - 0.0004 9 1.4851 - 0.0211 - 0.0024 10 1.5410 - 0.0254 - 0.0006 11 1.5545 - 0.0272 - 0.0001 SUPPORT JOINT DISPLACEMENTS JOINT X- DISPLACEMENT Y- DISPLACEMENT ROTATION 1 1.4850 0.0000 0.0006 2 1.5408 0.0000 - 0.0004 3 1.5548 0.0000 - 0.0006 4 0.0000 0.0000 - 0.0219 8 0.0000 0.0000 - 0.0220 12 1.4851 0.0000 0.0018 13 1.5410 0.0000 0.0011 14 1.5545 0.0000 0.0009 • Beam - Column Check , C 3.000x 3.000x 0.075 Fy = 55 ksi A = 0.595 in2 - Sx = 0.676 in3 Rx = 1.305 in Ry = 1.117 in kx = 1.00 ky = 1.00 Stress Factor 1.000 Point P M Lx Ly Pcap Mcap Ratio 9 3.8 12.0 96.0 40.0 12.72 22.30 84% 10 2.6 3.6 30.0 40.0 16.05 22.30 32% 11 1.3 2.0 24.0 40.0 16.05 22.30 17% 0 0.0 0.0 96.0 40.0 12.72 22.30 0% 0 0.0 0.0 96.0 40.0 12.72 22.30 0% 0 0.0 0.0 96.0 40.0 12.72 22.30 0% Load Beam Check 3.75x 2.750x 0.060 Fy = 55 ksi A = 0.746 in2 E = 29,500 E3 ksi Sx = 0.667 in3 Ix = 1.340 in4 Length = 96 inches Pallet Load 2500 lbs Assume 0.5 pallet load on each beam M = PL /8= 15.00 k -in fb = 22.48 ksi Fb = 33 ksi 68% Mcap = 22.02 k -in 29.36 k -in with 1/3 increase Defl = 0.36 in = L/ 263 w/ 25% added to one pallet load M = .232 PL = 13.92 k -in 63% - II . Base Plate Design Column Load 4.7 kips Allowable Soil 1500 psf basic Assume Footing 21.2 in square on side Soil Pressure 1500 psf Bending: Assume the concrete slab works as a beam that is fixed against rotation at the end of the base plate and is free to deflect at the extreme edge of the assumed footing, but not free to rotate. Mmax = w1 ^ 2/3 Use 5 "square base plate w = 10.4 psi 1 = 5.62 in Load factor = 1.67 M = 183 # -in 5 in thick slab f'c = 2500 psi s = 4.17 in3 fb = 44 psi Fb = 5(phi)(f'c = 163 psi OK !! Shear : Beam fv = 20 psi Fv = 85 psi OK !! Punching fv = 31 psi Fv = 170 psi OK !! Base Plate Bending Use 0.375 " thick 1 = 1.5 in w = 188 psi fb = 9019 psi Fb = 37500 psi OK !! 1-7 Calculations for : NW ENGINEERING SERVICES TIGARD, OR 01/10/2012 Loading: 2500 # load levels 5 pallet levels @ 36,54,84,102,150 Seismic per IBC 2009 100 Utilization Sds = 0.707 Sdl = 0.387 I = 1.00 50 " Load Beams Uprights: 48 " wide C 3.000x 3.000x 0.075 Columns C 1.500x 1.500x 0.075 Braces 5.00x 8.00x 0.375 Base Plates with 2- 0.500in x 3.25in Embed Anchor /Column 2.50x 2.750x 0.075 Load beams w/ 2 -Pin Connector by : Ben Riehl Registered Engineer OR# 11949 • Cold Formed Section HEIGHT OF BEAM 2.500 INCHES MAT'L THICKNESS 0.075 INCHES INSIDE RADIUS 0.100 INCHES LOAD BEAM WIDTH 2.750 INCHES STEEL YIELD 55.0 KSI STEP 0.750 INCHES HIGH 1.000 INCHES WIDE ABOUT THE HORIZONTAL AXIS ABOUT THE VERTIC L Y LY LY2 Ii X LX LONG SIDE 2.1500 1.2500 2.6875 3.3594 0.8282 0.0375 0.0806 TOP 1.4000 2.4625 3.4475 8.4895 0.0000 0.8750 1.2250 STEP SIDE 0.4750 2.0875 0.9916 2.0699 0.0089 1.7125 0.8134 STEP BOTT 0.7250 1.7125 1.2416 2.1262 0.0000 2.2125 1.6041 SHORT SID 1.4000 0.8750 1.2250 1.0719 0.2287 2.7125 3.7975 BOTTOM 2.4000 0.0375 0.0900 0.0034 0.0000 1.3750 3.3000 CORNERS 0.2160 2.4125 0.5211 1.2571 0.0004 0.0875 0.0189 2 0.2160 2.4125 0.5211 1.2571 0.0004 1.6625 0.3591 3 0.2160 1.7625 0.3807 0.6709 0.0004 1.8000 0.3888 4 0.2160 1.6625 0.3591 0.5970 0.0004 2.6625 0.5751 5 0.2160 0.0875 0.0189 0.0017 0.0004 2.6625 0.5751 6 0.2160 0.0875 0.0189 0.0017 0.0004 0.0875 0.0189 TOTALS 9.8459 16.8500 11.5028 20.9056 1.0681 17.8875 12.7564 AREA = 0.738 IN2 CENTER GRAVITY = 1.168 INCHES TO BASE 1.296 INCHES TO LONG SIDE Ix = 0.640 IN4 Iy = 0.758 IN4 Sx = 0.481 IN3 Sy = 0.521 IN3 Rx = 0.931 IN Ry = 1.013 IN 364 BEAM END CONNECTOR COLUMN MATERIAL THICKNESS = 0.075 IN LOAD BEAM DEPTH = 2.5 IN TOP OF BEAM TO TOP OF CONN= 0.000 IN WELD @ BTM OF BEAM = 0.125 IN LOAD = 2500 LBS PER PAIR CONNECTOR VERTICAL LOAD = 625 LBS EACH RIVETS 2 RIVETS @ 4 " oc 0.4375 " DIA A502 -2 1st @ 1 "BELOW TOP OF CONNECTOR AREA = 0.150 IN2 EACH Fir = 22.0 KSI Vcap = 3.307 KIPS EACH RIVET BEARING Fb = 65.0 KSI BRG CAP= 2.133 KIPS EACH RIVET • TOTAL RIVET VERTICAL CAPACITY = 4.266 KIPS 15 9 6 . CONNECTOR 6 " LONG CONNECTOR ANGLE Fy = 50 KSI 1.625 " x 3 " x 0.1875 " THICK S = 0.131 IN3 Mcap = 3.924 K -IN 3.924 K -IN RIVET MOMENT RESULTANT @ 2 IN FROM BTM OF CONN M = PL L = 1.375 IN Pmax = Mcap /L = 2.854 KIPS RIVET LOAD DIST MOMENT P1 2.844 3.000 8.531 RIVET OK P2 0.000 -1.000 0.000 P3 0.000 0.000 0.000 P4 0.000 0.000 0.000 TOTAL 2.844 8.531 CONNECTOR OK WELDS 0.125 " x 2.500 " FILLET WELD UP OUTSIDE 0.125 " x 1.750 " FILLET WELD UP INSIDE 0.125 " x 0.750 " FILLET WELD UP STEP SIDE 0.125 " x 1.000 " FILLET WELD STEP BOTTOM 0.125 " x 2.750 " FILLET WELD ACROSS BOTTOM 0 " x 1.750 " FILLET WELD ACROSS TOP USE EFFECTIVE 0.075 " THICK WELD L = 8.75 IN A = 0.656 IN2 S = 0.292 IN3 Fv = 26.0 KSI Mcap = 7.58 K -IN 7.58 K -IN In Upright Plane • Seismic Load Distribution per 2009 IBC Sds = 0.707 1.00 Allowable Stress Increase I = 1.00 R = 4.0 V = (Sds /R) *I *P1 *.67 Weight 60 # per level frame weight Columns @ 48 " Levels Load WiHi Fi FiHi Column: (inches) ( #) (k -in) ( #) (k -in) C 3.000x 3.000x 0.075 150 2560 384 533 80 102 2560 261 363 37 84 2560 215 299 25 KLx = 36 in 54 2560 138 192 10 KLy = 40 in 36 2560 92 128 5 A = 0.595 in 0 0 0 0 0 Pcap = 16053 lbs - - -- - - -- - - -- - - -- ---- - - -- - - -- - - -- 12800 1091 1515 157 Column 60% Stress Max column load = 9673 # Min column load = 382 # Overturning (. 6-. 11Sds )DL +(0.6- .14Sds).75PLapp- .51EL= -17 # MIN (1 +0.11Sds)DL+ (1 +0.14Sds).75PL+ .51EL = 6982 # MAX REQUIRED HOLD DOWN = -17 # Anchors: 1 T = 17 # 2 0.5 in dia HILTI TZ 3.25 "embedment in 2500 psi concrete Tcap = 2801 # 1% Stressed V = 758 # per leg Vcap = 4858 # = 16% Stressed COMBINED = 5% Stressed OK Braces: Brace height = 40 " Brace width = 48 " Length = 62 " P = 1479 # Use : C 1.500x 1.500x 0.075 A = 0.317 in L/r = 128 Pcap = 2923 # 51% In Upright Plane Seismic Load Distribution TOP LOAD ONLY per 2009 IBC Sds = 0.707 1.00 Allowable Stress Increase I = 1.00 R = 4.0 V = (Sds /R) *I *P1 Weight 60 # per level frame weight Columns @ 48 " Levels Load WiHi Fi FiHi Column: (inches) ( #) (k -in) ( #) (k -in) C 3.000x 3.000x 0.075 150 2560 384 474 71 102 60 6 8 1 84 60 5 6 1 KLx = 36 in 54 60 3 4 0 KLy = 40 in 36 60 2 3 0 A = 0.595 in 0 0 0 0 0 Pcap = 16053 lbs - - -- - - -- - - -- - - -- ---- - - -- - - -- - - -- 2800 401 495 73 Column 18% Stress Max column load = 2915 # Min column load = -254 # Uplift Overturning (. 6-. 11Sds )DL +(0.6- .14Sds).75PLapp- .51EL= -687 # MIN (1 +0.11Sds)DL+ (1 +0.14Sds).75PL+ .51EL = 2927 # MAX REQUIRED HOLD DOWN = -687 # Anchors: 1 T = 687 # 2 0.5 in dia HILTI TZ 3.25 "embedment in 2500 psi concrete Tcap = 2801 # 25% Stressed V = 247 # per leg Vcap = 4858 # = 5% Stressed COMBINED = 10% Stressed OK Braces: Brace height = 40 " Brace width = 48 " Length = 62 " P = 483 # Use : C 1.500x 1.500x 0.075 A = 0.317 in L/r = 128 Pcap = 2923 # 17% I2 • PAGE 1 MSU STRESS -11 VERSION 9/89 - -- DATE: 01/10/;2 - -- TIME OF DAY: 12:51:09 INPUT DATA LISTING TO FOLLOW: Structure Storage Rack in Load Beam Plane 5 Levels Type Plane Frame Number of Joints 22 Number of Supports 12 Number of Members 25 Number of Loadings 1 Joint Coordinates 1 0.0 36.0 S 5 11 17 22 2 0.0 54.0 S 3 0.0 84.0 S 4 10 16 21 4 0.0 102.0 S 5 0.0 150.0 S 3 9 15 20 6 49.5 0.0 S 7 49.5 36.0 2 8 14 19 8 49.5 54.0 9 49.5 84.0 1 7 13 18 10 49.5 102.0 11 49.5 150.0 6 12 12 148.5 0.0 S 13 148.5 36.0 14 148.5 54.0 15 148.5 84.0 16 148.5 102.0 17 148.5 150.0 18 198.0 36.0 S _ 19 198.0 54.0 S 20 198.0 84.0 S 21 198.0 102.0 S 22 198.0 150.0 S Joint Releases 6 Moment Z 12 Moment Z 1 Force X Moment Z 2 Force X Moment Z 3 Force X Moment Z 4 Force X Moment Z 5 Force X Moment Z 18 Force X Moment Z 19 Force X Moment Z 20 Force X Moment Z 21 Force X Moment Z 22 Force X Moment Z Member Incidences 1 1 7 2 2 8 3 3 9 4 4 10 5 5 11 7 ? PAGE 2 MSU STRESS -11 VERSION 9/89 - -- DATE: 01/10/;2 - -- TIME OF DAY: 12:51:09 6 6 7 7 7 8 8 8 9 9 9 10 10 10 11 11 12 13 12 13 14 13 14 15 14 15 16 15 16 17 16 7 13 17 13 18 18 8 14 19 14 19 20 9 15 21 15 20 22 10 16 23 16 21 24 11 17 25 17 22 Member Properties 1 Thru 5 Prismatic Ax 0.746 Ay 0.522 Iz 1.340 6 Thru 15 Prismatic Ax 0.595 Ay 0.298 Iz 1.014 16 Thru 25 Prismatic Ax 0.746 Ay 0.522 Iz 1.340 Constants E 29000. All G 12000. All Tabulate All Loading Dead + Live + Seismic Joint Loads 7 Force Y -1.28 8 Force Y -1.28 9 Force Y -1.28 10 Force Y -1.28 11 Force Y -1.28 13 Force Y -1.28 14 Force Y -1.28 15 Force Y -1.28 16 Force Y -1.28 17 Force Y -1.28 7 Force X 0.020 8 Force X 0.028 9 Force X 0.043 10 Force X 0.054 11 Force X 0.077 13 Force X 0.020 14 Force X 0.028 15 Force X 0.043 16 Force X 0.054 17 Force X 0.077 Solve PROBLEM CORRECTLY SPECIFIED, EXECUTION TO PROCEED 74 • PAGE 3 MSU STRESS -11 VERSION 9/89 - -- DATE: 01/10/;2 - -- TIME OF DAY: 12:51:09 Structure Storage Rack in Load Beam Plane 5 Levels Loading Dead + Live + Seismic MEMBER FORCES MEMBER JOINT AXIAL FORCE SHEAR FORCE MOMENT 1 1 0.000 -0.077 0.00 1 7 0.000 0.077 -3.82 2 2 0.000 -0.038 0.00 2 8 0.000 0.038 -1.90 3 3 0.000 -0.019 0.00 3 9 0.000 0.019 -0.93 4 4 0.000 -0.009 0.00 4 10 0.000 0.009 -0.46 5 5 0.000 -0.002 0.00 5 ii 0.000 0.002 -0.11 6 6 6.314 0.218 0.00 6 7 -6.314 -0.218 7.87 7 7 5.045 0.164 0.31 7 8 -5.045 -0.164 2.64 8 8 3.780 0.149 1.96 8 9 -3.780 -0.149 2.52 9 9 2.520 0.070 0.39 9 10 -2.520 -0.070 0.88 10 10 1.262 0.052 1.21 10 11 -1.262 -0.052 1.30 11 12 6.314 0.226 0.00 11 13 -6.314 -0.226 8.12 12 13 5.045 0.240 0.99 12 14 -5.045 -0.240 3.34 13 14 3.780 0.199 2.65 13 15 -3.780 -0.199 3.31 14 15 2.520 0.192 1.47 14 16 -2.520 -0.192 1.98 15 16 1.262 0.102 2.19 15 17 -1.262 -0.102 2.69 16 7 -0.035 -0.087 -4.36 16 13 0.035 0.087 -4.28 17 13 0.000 -0.097 - -0140D,C,® //a 17 18 0.000 0.097 1.10 18 8 0.014 -0.053 -2.69 18 14 -0.014 0.053 -2.60 19 14 0.000 -0.068 -3.39 19 19 0.000 0.068 0.00 20 9 -0.036 -0.039 -1.98 20 15 0.036 0.039 -1.86 21 15 0.000 -0.059 -2.92 21 20 0.000 0.059 0.00 7 � PAGE 4 MSU STRESS -11 VERSION 9/89 - -- DATE: 01/10/;2 - -- TIME OF DAY: 12:51:09 22 10 0.036 -0.032 -1.63 22 16 -0.036 0.032 -1.50 23 16 0.000_ -0.054 -2.67 23 21 0.000 0.054 0.00 24 11 0.025 -0.020 -1.19 24 17 -0.025 0.020 -0.80 25 17 0.000 -0.038 -1.89 25 22 0.000 0.038 0.00 APPLIED JOINT LOADS, FREE JOINTS JOINT FORCE X FORCE Y MOMENT Z 7 0.020 -1.280 0.00 8 0.028 -1.280 0.00 9 0.043 -1.280 0.00 10 0.054 -1.280 0.00 11 0.077 -1.280 0.00 13 0.020 -1.280 0.00 14 0.028 -1.280 0.00 15 0.043 -1.280 0.00 16 0.054 -1.280 0.00 17 0.077 -1.280 0.00 REACTIONS,APPLIED LOADS SUPPORT JOINTS JOINT FORCE X FORCE Y MOMENT Z 1 0.000 -0.077 0.00 2 0.000 -0.038 0.00 3 0.000 -0.019 0.00 4 0.000 -0.009 0.00 5 0.000 -0.002 0.00 6 -0.218 6.314 0.00 12 -0.226 6.314 0.00 18 0.000 0.097 0.00 19 0.000 0.068 0.00 20 0.000 0.059 0.00 21 0.000 0.054 0.00 22 0.000 0.038 0:00 FREE JOINT DISPLACEMENTS JOINT X- DISPLACEMENT Y- DISPLACEMENT ROTATION 7 0.1861 - 0.0132 - 0.0019 8 0.2174 - 0.0184 - 0.0012 9 0.2614 - 0.0250 - 0.0009 10 0.2778 - 0.0276 - 0.0008 11 0.3292 - 0.0311 - 0.0007 ' 13 0.1863 - 0.0132 - 0.0018 14 0.2173 - 0.0184 - 0.0011 2O ' PAGE 5 MSU STRESS -11 VERSION 9/89 - -- DATE: 01/10/;2 - -- TIME OF DAY: 12:51:09 15 0.2615 - 0.0250 - 0.0007 16 0.2776 - 0.0276 - 0.0006 17 0.3291 - 0.0311 - 0.0002 SUPPORT JOINT DISPLACEMENTS JOINT X- DISPLACEMENT Y- DISPLACEMENT ROTATION 1 0.1861 0.0000 0.0005 2 0.2174 0.0000 0.0000 3 0.2614 0.0000 - 0.0003 4 0.2778 0.0000 - 0.0005 5 0.3292 0.0000 - 0.0006 6 0.0000 0.0000 - 0.0067 12 0.0000 0.0000 - 0.0068 18 0.1863 0.0000 0.0013 19 0.2173 0.0000 0.0011 20 0.2615 0.0000 0.0011 21 0.2776 0.0000 0.0011 22 0.3291 0.0000 0.0010 . Seismic Analysis per 2009 IBC wi di widi2 fi fidi # in # 2560 0.1861 89 40 7.4 20 40 2560 0.2174 121 56 12.2 28 56 2560 0.2614 175 86 22.5 43 86 2560 0.2778 198 108 30.0 54 108 2560 0.3292 277 154 50.7 77 154 0 0.0000 0 0 0.0 0 0 12800 860 444 122.8 444 g = 32.2 ft /sec2 T = 0.8457 sec I = 1.00 Cs = 0.0762 or 0.1178 Sdl = 0.387 Cs min = 0.070666 or 1.5% R = 6 Cs = 0.0762 V = (Cs *I *.67) *W *.67 V = 0.0511 W *.67 = 444 # 100% 7.7 Beam - Column Check C 3.000x 3.000x 0.075 Fy = 55 ksi A = 0.595 in2 Sx = 0.676 in3 Rx = 1.305 in Ry = 1.117 in kx = 1.00 ky = 1.00 Stress Factor 1.000 Point P M Lx Ly Pcap Mcap Ratio 13 6.4 8.1 36.0 40.0 16.05 22.30 76% 14 5.2 3.3 18.0 40.0 16.05 22.30 47% 15 3.9 3.3 30.0 40.0 16.05 22.30 39°% 16 2.7 2.0 18.0 40.0 16.05 22.30 25% 17 1.4 2.7 48.0 40.0 15.99 22.30 21% 0 0.0 0.0 36.0 40.0 16.05 22.30 0% Load Beam Check 2.50x 2.750x 0.075 Fy = 55 ksi A = 0.738 in2 E = 29,500 E3 ksi Sx = 0.481 in3 Ix = 0.640 in4 Length = 50 inches Pallet Load 2500 lbs Assume 0.5 pallet load on each beam M = PL /8= 7.81 k -in fb = 16.25 ksi Fb = 33 ksi 49% Mcap = 15.86 k -in 21.15 k -in with 1/3 increase Defl = 0.11 in = L/ 464 w/ 25% added to one pallet load M = .232 PL = 7.25 k -in 46% 74 Base Plate Design Column Load 7.3 kips Allowable Soil 1500 psf basic Assume Footing 26.4 in square on side Soil Pressure 1500 psf Bending: Assume the concrete slab works as a beam that is fixed against rotation at the end of the base plate and is free to deflect at the extreme edge of the assumed footing, but not free to rotate. Mmax = wl 2/3 Use 5 "square base plate w = 10.4 psi 1 = 8.20 in Load factor = 1.67 M = 389 # -in 5 in thick slab f'c = 2500 psi s = 4.17 in3 fb = 93 psi Fb = 5(phi)(f'c".5) = 163 psi OK !! Shear : Beam fv = 29 psi Fv = 85 psi OK !! Punching fv = 52 psi Fv = 170 psi OK !! Base Plate Bending Use 0.375 " thick 1 = 1.5 in w = 290 psi fb = 13929 psi Fb = 37500 psi OK !! 21? Calculations for : Ei NW ENGINEERING SERVICES TIGARD, OR 01/10/2012 Loading: 2500 # load levels 5 pallet levels @ 40,58,76,96,126 Seismic per IBC 2009 100% Utilization Sds = 0.707 Sdl = 0.387 I = 1.00 96 " Load Beams Uprights: 48 " wide C 3.000x 3.000x 0.075 Columns C 1.500x 1.500x 0.075 Braces 5.00x 8.00x 0.375 Base Plates with 2- 0.500in x 3.25in Embed Anchor /Column 3.75x 2.750x 0.060 Load beams w/ 2 -Pin Connector by : Ben Riehl Registered Engineer OR# 11949 30. • In Upright Plane Seismic Load Distribution per 2009 IBC Sds = 0.707 1.00 Allowable Stress Increase I = 1.00 R = 4.0 V = (Sds /R) *I *P1 *.67 Weight 60 # per level frame weight Columns Q 48 " Levels Load WiHi Fi FiHi Column: (inches) ( #) (k -in) ( #) (k -in) C 3.000x 3.000x 0.075 126 2560 323 482 61 96 2560 246 367 35 76 2560 195 291 22 KLx = 40 in 58 2560 148 222 13 KLy = 40 in 40 2560 102 153 6 A = 0.595 in 0 0 0 0 0 Pcap = 16053 lbs - - -- - - -- - - -- - - -- ---- - - -- - - -- - - -- 12800 1014 1515 137 Column 58% Stress Max column load = 9256 # Min column load = 799 # . Overturning (. 6-. 11Sds )DL +(0.6- .14Sds).75PLapp- .51EL= 195 # MIN (1 +0.11Sds)DL+ (1 +0.14Sds).75PL+ .51EL = 6770 # MAX REQUIRED HOLD DOWN = 0 # Anchors: 1 T = 0 No uplift anchors req'd 2 0.5 in dia HILTI TZ 3.25 "embedment in 2500 psi concrete Tcap = 2801 # 0% Stressed V = 758 # per leg Vcap = 4858 # = 16% Stressed COMBINED = 5% Stressed OK Braces: Brace height = 40 " Brace width = 48 " Length = 62 " P = 1479 # Use : C 1.500x 1.500x 0.075 A = 0.317 in L/r = 128 Pcap = 2923 # 51% In Upright Plane Seismic Load Distribution TOP LOAD ONLY per 2009 IBC Sds = 0.707 1.00 Allowable Stress Increase I = 1.00 R = 4.0 V = (Sds /R) *I *P1 Weight 60 # per level frame weight Columns @ 48 " Levels Load WiHi Fi FiHi Column: (inches) ( #) (k -in) ( #) (k -in) C 3.000x 3.000x 0.075 126 2560 323 471 59 96 60 6 8 1 76 60 5 7 1 KLx = 40 in 58 60 3 5 0 KLy = 40 in 40 60 2 4 0 A = 0.595 in 0 0 0 0 0 Pcap = 16053 lbs - - -- - - -- - - -- - - -- ---- - - -- - - -- - - -- 2800 339 495 61 Column 17% Stress Max column load = 2673 # Min column load = -11 # Uplift Overturning (. 6-. 11Sds )DL +(0.6- .14Sds).75PLapp- .51EL= -444 # MIN (1 +0.11Sds)DL+ (1 +0.14Sds).75PL+ .51EL = 2684 # MAX REQUIRED HOLD DOWN = -444 # Anchors: 1 T = 444 # 2 0.5 in dia HILTI TZ 3.25 "embedment in 2500 psi concrete Tcap = 2801 # 16% Stressed V = 247 # per leg Vcap = 4858 # = 5% Stressed COMBINED = 5% Stressed OK Braces: Brace height = 40 " Brace width = 48 " Length = 62 " P = 483 # Use : C 1.500x 1.500x 0.075 A = 0.317 in L/r = 128 Pcap = 2923 # 17% 3 119- PAGE 1 MSU STRESS -11 VERSION 9/89 - -- DATE: 01/10/;2 - -- TIME OF DAY: 13:03:18 INPUT DATA LISTING TO FOLLOW: Structure Storage Rack in Load Beam Plane 5 Levels Type Plane Frame Number of Joints 22 Number of Supports 12 Number of Members 25 Number of Loadings 1 Joint Coordinates 1 0.0 40.0 S 4 9 14 18 2 0.0 58.0 S 3 0.0 76.0 S 3 8 13 17 4 0.0 96.0 S 5 0.0 126.0 S 6 49.5 0.0 S 2 7 12 16 7 49.5 40.0 8 49.5 58.0 9 49.5 76.0 1 6 11 15 10 49.5 96.0 11 49.5 126.0 5 10 12 148.5 0.0 S 13 148.5 40.0 14 148.5 58.0 15 148.5 76.0 16 148.5 96.0 17 148.5 126.0 18 198.0 40.0 S 19 198.0 58.0 S 20 198.0 76.0 S 21 198.0 96.0 S 22 198.0 126.0 S Joint Releases 6 Moment Z 12 Moment Z 1 Force X Moment Z 2 Force X Moment Z 3 Force X Moment Z 4 Force X Moment Z 5 Force X Moment Z 18 Force X Moment Z 19 Force X Moment Z 20 Force X Moment Z 21 Force X Moment Z 22 Force X Moment Z Member Incidences 1 1 7 2 2 8 3 3 9 4 4 10 5 5 11 '; PAGE 2 MSU STRESS -11 VERSION 9/89 - -- DATE: 01/10/;2 - -- TIME OF DAY: 13:03:18 6 6 7 7 7 8 8 8 9 9 9 10 10 10 11 11 12 13 12 13 14 13 14 15 14 15 16 15 16 17 16 - 7 13 17 13 18 18 8 14 19 14 19 20 9 15 21 15 20 22 10 16 23 16 21 24 11 17 25 17 22 Member Properties 1 Thru 5 Prismatic Ax 0.746 Ay 0.522 Iz 1.340 6 Thru 15 Prismatic Ax 0.595 Ay 0.298 Iz 1.014 16 Thru 25 Prismatic Ax 0.746 Ay 0.522 Iz 1.340 Constants E 29000. All G 12000. All Tabulate All Loading Dead + Live + Seismic Joint Loads 7 Force Y -1.28 8 Force Y -1.28 9 Force Y -1.28 10 Force Y -1.28 11 Force Y -1.28 13 Force Y -1.28 14 Force Y -1.28 15 Force Y -1.28 16 Force Y -1.28 17 Force Y -1.28 7 Force X 0.021 8 Force X 0.031 9 Force X 0.040 10 Force X 0.050 11 Force X 0.066 13 Force X 0.021 14 Force X 0.031 15 Force X 0.040 16 Force X 0.050 17 Force X 0.066 Solve PROBLEM CORRECTLY SPECIFIED, EXECUTION TO PROCEED PAGE 3 MSU STRESS -11 VERSION 9/89 - -- DATE: 01/10/;2 - -- TIME OF DAY: 13:03:18 Structure Storage Rack in Load Beam Plane 5 Levels Loading Dead + Live + Seismic MEMBER FORCES MEMBER JOINT AXIAL FORCE SHEAR FORCE MOMENT 1 1 0.000 -0.074 0.00 1 7 0.000 0.074 -3.68 2 2 0.000 -0.025 0.00 2 8 0.000 0.025 -1.25 3 3 0.000 -0.009 0.00 3 9 0.000 0.009 -0.44 4 4 0.000 0.000 0.00 4 10 0.000 0.000 0.02 5 5 0.000 0.007 0.00 5 11 0.000 -0.007 0.33 6 6 6.312 0.205 0.00 6 7 -6.312 -0.205 8.19 7 7 5.043 0.145 -0.22 7 8 -5.043 -0.145 2.83 . 8 8 3.779 0.108 0.53 8 9 -3.779 -0.108 1.41 9 9 2.519 0.068 0.48 . 9 10 -2.519 -0.068 0.88 10 10 1.261 0.021 0.23 10 11 -1.261 -0.021 0.41 11 12 6.312 0.211 0.00 11 13 -6.312 -0.211 8.45 12 13 5.043 0.229 0.55 12 14 -5.043 -0.229 3.57 13 14 3.779 0.204 1.35 13 15 -3.779 -0.204 2.32 14 15 2.519 0.164 1.42 14 16 -2.519 -0.164 1.86 15 16 1.261 0.111 1.34 15 17 -1.261 -0.111 1.97 16 7 -0.039 -0.086 -4.29 16 13 0.039 0.086 -4.20 17 13 0.000 -0.097 -4.80 17 18 0.000 0.097 0.00 18 8 -0.006 -0.042 -2.11 18 14 0.006 0.042 -2.03 19 14 0.000 -0.058 -2.89 19 19 0.000 0.058 0.00 20 9 0.000 -0.028 -1.46 20 15 0.000 0.028 -1.36 21 15 0.000 -0.048 -2.38 21 20 0.000 0.048 0.00 3 . PAGE 4 MSU STRESS -11 VERSION 9/89 - -- DATE: 01/10/;2 - -- TIME OF DAY: 13:03:18 22 10 0.003 -0.022 -1.13 22 16 -0.003 0.022 -1.02 23 16 0.000 -0.044 -2.18 23 21 0.000 0.044 0.00 24 11 0.045 -0.012 -0.74 24 17 -0.045 0.012 -0.45 25 17 0.000 -0.031 -1.53 25 22 0.000 0.031 0.00 APPLIED JOINT LOADS, FREE JOINTS JOINT FORCE X FORCE Y MOMENT Z 7 0.021 -1.280 0.00 8 0.031 -1.280 0.00 9 0.040 -1.280 0.00 10 0.050 -1.280 0.00 11 0.066 -1.280 0.00 13 0.021 -1.280 0.00 14 0.031 -1.280 0.00 15 0.040 -1.280 0.00 16 0.050 -1.280 0.00 17 0.066 -1.280 0.00 REACTIONS,APPLIED LOADS SUPPORT JOINTS JOINT FORCE X FORCE Y MOMENT Z 1 0.000 -0.074 0.00 2 0.000 -0.025 0.00 3 0.000 -0.009 0.00 4 0.000 0.000 0.00 5 0.000 0.007 0.00 6 -0.205 6.312 0.00 12 -0.211 6.312 0.00 18 0.000 0.097 0.00 19 0.000 0.058 0.00 20 0.000 0.048 0.00 21 0.000 0.044 0.00 22 0.000 0.031 0.00 FREE JOINT DISPLACEMENTS JOINT X- DISPLACEMENT Y- DISPLACEMENT ROTATION 7 0.2257 - 0.0146 - 0.0019 8 0.2542 - 0.0199 - 0.0009 9 0.2709 - 0.0238 - 0.0007 10 0.2849 - 0.0268 - 0.0005 11 0.3013 - 0.0289 - 0.0004 ' 13 0.2259 - 0.0146 - 0.0018 14 0.2542 - 0.0199 - 0.0008 . PAGE 5 MSU STRESS -11 VERSION 9/89 - -- DATE: 01/10/;2 - -- TIME OF DAY: 13:03:18 15 0.2709 - 0.0238 - 0.0005 16 0.2848 - 0.0268 - 0.0004 17 0.3011 - 0.0289 - 0.0001 SUPPORT JOINT DISPLACEMENTS JOINT X- DISPLACEMENT Y- DISPLACEMENT ROTATION 1 0.2257 0.0000 0.0005 2 0.2542 0.0000 - 0.0001 3 0.2709 0.0000 - 0.0004 4 0.2849 0.0000 - 0.0005 5 0.3013 0.0000 - 0.0007 6 0.0000 0.0000 - 0.0074 12 0.0000 0.0000 - 0.0075 18 0.2259 0.0000 0.0013 19 0.2542 0.0000 0.0010 20 0.2709 0.0000 0.0010 21 0.2848 0.0000 0.0010 22 0.3011 0.0000 0.0009 Seismic Analysis per 2009 IBC wi di widi2 fi fidi # in ## 2560 0.2257 130 42 9.5 21 42 2560 0.2542 165 62 15.8 31 62 2560 0.2709 188 80 21.7 40 80 2560 0.2849 208 100 28.5 50 100 2560 0.3013 232 132 39.8 66 132 0 0.0000 0 0 0.0 0 0 12800 924 416 115.2 415 g = 32.2 ft /sec2 T = 0.9053 sec I = 1.00 Cs = 0.0712 or 0.1178 Sdl = 0.387 Cs min = 0.070666 or 1.5% R = 6 Cs = 0.0712 • V = (Cs *I *.67) *W *.67 V = 0.0477 W *.67 = 415 # 100% Beam - Column Check , C 3.000x 3.000x 0.075 Fy = 55 ksi • A = 0.595 in2 Sx = 0.676 in3 Rx = 1.305 in Ry = 1.117 in kx = 1.00 ky = 1.00 Stress Factor 1.000 Point P M Lx Ly Pcap Mcap Ratio 13 6.4 8.5 40.0 40.0 16.05 22.30 78% 14 5.2 3.6 18.0 40.0 16.05 22.30 48% 15 3.9 2.3 18.0 40.0 16.05 22.30 35% 16 2.7 1.9 20.0 40.0 16.05 22.30 25% 17 1.4 2.0 30.0 40.0 16.05 22.30 18% 0 0.0 0.0 40.0 40.0 16.05 22.30 0% Load Beam Check 3.75x 2.750x 0.060 Fy = 55 ksi A = 0.746 in2 E = 29,500 E3 ksi Sx = 0.667 in3 Ix = 1.340 in4 Length = 96 inches Pallet Load 2500 lbs Assume 0.5 pallet load on each beam M = PL /8= 15.00 k -in fb = 22.48 ksi Fb = 33 ksi 68% Mcap = 22.02 k -in 29.36 k -in with 1/3 increase Defl = 0.36 in = L/ 263 w/ 25% added to one pallet load _ M = .232 PL = 13.92 k -in 63% t Base Plate Design Column Load 6.9 kips Allowable Soil 1500 psf basic Assume Footing 25.8 in square on side Soil Pressure 1500 psf Bending: Assume the concrete slab works as a beam that is fixed against rotation at the end of the base plate and is free to deflect at the extreme edge of the assumed footing, but not free to rotate. Mmax = w1"2/3 Use 5 "square base plate w = 10.4 psi 1 = 7.91 in Load factor = 1.67 M = 363 # -in 5 in thick slab f'c = 2500 psi s = 4.17 in3 fb = 87 psi Fb = 5(phi)(f'c ".5) = 163 psi OK !! . Shear : Beam fv = 28 psi Fv = 85 psi OK !! Punching fv = 49 psi Fv = 170 psi OK !! Base Plate Bending Use 0.375 " thick 1 = 1.5 in w = 278 psi fb = 13329 psi Fb = 37500 psi OK !! i. (7-2) . Calculations for : NW ENGINEERING SERVICES TIGARD, OR 01/10/2012 Loading: 2500 # load levels 4 pallet levels @ 58,76,96,144 Seismic per IBC 2009 100% Utilization Sds = 0.707 Sdl = 0.387 I = 1.00 50 " Load Beams Uprights: 48 " wide C 3.000x 3.000x 0.075 Columns C 1.500x 1.500x 0.075 Braces 5.00x 8.00x 0.375 Base Plates with 2- 0.500in x 3.25in Embed Anchor /Column 2.50x 2.750x 0.075 Load beams w/ 2 -Pin Connector by : Ben Riehl _ Registered Engineer OR# 11949 „C' • In Upright Plane Seismic Load Distribution per 2009 IBC Sds = 0.707 1.00 Allowable Stress Increase I = 1.00 R = 4.0 V = (Sds /R) *I *P1 *.67 Weight 60 # per level frame weight Columns Q 48 " Levels Load WiHi Fi FiHi Column: (inches) ( #) (k -in) ( #) (k -in) C 3.000x 3.000x 0.075 144 2560 369 467 67 96 2560 246 311 30 76 2560 195 246 19 KLx = 58 in 58 2560 148 188 11 KLy = 40 in 0 0 0 0 0 A= 0.595 in 0 0 0 0 0 Pcap = 15491 lbs - - -- - - -- - - -- - - -- ---- - - -- - - -- - - -- 10240 957 1212 127 Column 50% Stress Max column load = 7759 # Min column load = 284 # Overturning (. 6-. 11Sds )DL +(0.6- .14Sds).75PLapp- .51EL= -24 # MIN (1 +0.11Sds)DL+ (1 +0.14Sds).75PL+ .51EL = 5596 # MAX REQUIRED HOLD DOWN = -24 # Anchors: 1 T = 24 # 2 0.5 in dia HILTI TZ 3.25 "embedment in 2500 psi concrete Tcap = 2801 # 1% Stressed V = 606 # per leg Vcap = 4858 # = 12% Stressed COMBINED = 3% Stressed OK Braces: Brace height = 40 " Brace width = 48 " Length = 62 " P = 1183 # Use : C 1.500x 1.500x 0.075 A = 0.317 in L/r = 128 Pcap = 2923 # 40% If In Upright Plane Seismic Load Distribution TOP LOAD ONLY per 2009 IBC Sds = 0.707 1.00 Allowable Stress Increase I = 1.00 R = 4.0 V = (Sds /R) *I *P1 Weight 60 # per level frame weight Columns @ 48 " Levels Load WiHi Fi FiHi Column: (inches) ( #) (k -in) ( #) (k -in) C 3.000x 3.000x 0.075 144 2560 369 467 67 96 60 6 7 1 76 60 5 6 0 KLx = 58 in 58 60 3 4 0 KLy = 40 in 0 0 0 0 0 A= 0.595 in 0 0 0 0 0 Pcap = 15491 lbs - - -- - - -- - - -- - - -- ---- - - -- - - -- - - -- 2740 382 484 69 Column 22% Stress Max column load = 2799 # Min column load = -194 # Uplift Overturning (. 6-. llSds )DL +(0.6- .14Sds).75PLapp- .51EL= -616 # MIN (1 +0.11Sds)DL+ (1 +0.14Sds).75PL+ .51EL = 2808 # MAX REQUIRED HOLD DOWN = -616 # Anchors: 1 T = 616 # 2 0.5 in dia HILTI TZ 3.25 "embedment in 2500 psi concrete Tcap = 2801 # 22% Stressed V = 242 # per leg Vcap = 4858 # = 5% Stressed COMBINED = 9% Stressed OK Braces: Brace height = 40 " Brace width = 48 " Length = 62 " P = 473 # Use : C 1.500x 1.500x 0.075 A = 0.317 in L/r = 128 Pcap = 2923 # 16% Ltb PAGE 1 MSU STRESS -11 VERSION 9/89 - -- DATE: 01/10/;2 - -- TIME OF DAY: 14:03:27 INPUT DATA LISTING TO FOLLOW: Structure Storage Rack in Load Beam Plane 4 Levels Type Plane Frame Number of Joints 18 Number of Supports 10 Number of Members 20 Number of Loadings 1 Joint Coordinates 1 0.0 58.0 S 4 9 14 18 2 0.0 76.0 S 3 0.0 96.0 S 13 17 4 0.0 144.0 S 3 8 5 26.5 0.0 S 6 26.5 58.0 2 7 12 16 7 26.5 76.0 8 26.5 96.0 9 26.5 144.0 1 6 11 15 10 79.5 0.0 S 11 79.5 58.0 5 10 12 79.5 76.0 13 79.5 96.0 14 79.5 144.0 15 106.0 58.0 S 16 106.0 76.0 S 17 106.0 96.0 S 18 106.0 144.0 S Joint Releases 5 Moment Z 10 Moment Z 1 Force X Moment Z 2 Force X Moment Z 3 Force X Moment Z 4 Force X Moment Z 15 Force X Moment Z 16 Force X Moment Z 17 Force X Moment Z 18 Force X Moment Z Member Incidences 1 1 6 2 2 7 3 3 8 4 4 9 5 5 6 6 6 7 7 7 8 8 8 9 9 10 11 10 11 12 11 12 13 • jP; PAGE 2 MSU STRESS -11 VERSION 9/89 - -- DATE: 01/10/;2 - -- TIME OF DAY: 14:03:27 12 13 14 13 6 11 14 11 15 15 7 12 16 12 16 17 8 13 18 13 17 19 9 14 20 14 18 Member Properties 1 Thru 4 Prismatic Ax 0.738 Ay 0.517 Iz 0.640 5 Thru 12 Prismatic Ax 0.595 Ay 0.298 Iz 1.014 13 Thru 20 Prismatic Ax 0.738 Ay 0.517 Iz 0.640 Constants E 29000. All G 12000. All Tabulate All Loading Dead + Live + Seismic Joint Loads 6 Force Y -1.280 7 Force Y -1.280 8 Force Y -1.280 9 Force Y -1.280 11 Force Y -1.280 12 Force Y -1.280 13 Force Y -1.280 14 Force Y -1.280 6 Force X 0.026 7 Force X 0.033 8 Force X 0.043 9 Force X 0.063 11 Force X 0.026 12 Force X 0.033 13 Force X 0.043 14 Force X 0.063 Solve PROBLEM CORRECTLY SPECIFIED, EXECUTION TO PROCEED Seismic Analysis per 2009 IBC wi di widi2 fi fidi in 2560 0.4914 618 52 25.6 26 52 2560 0.5221 698 66 34.5 33 66 2560 0.5413 750 86 46.6 43 86 2560 0.5877 884 126 74.1 63 126 0 0.0000 0 0 0.0 0 0 0 0.0000 0 0 0.0 0 0 10240 2950 330 180.6 330 g = 32.2 ft /sec2 T = 1.2919 sec I = 1.00 Cs = 0.0499 or 0.1178 Shc = 0.387 Cs min = 0.070666 or 1.5 °s R = 6 Cs = 0.0707 - V = (Cs *I *.67) *W *.67 V = 0.0473 W *.67 330 # 100 °s PAGE 3 MSU STRESS -11 VERSION 9/89 - -- DATE: 01/10/;2 - -- TIME OF DAY: 14:03:27 Structure Storage Rack in Load Beam Plane 4 Levels Loading Dead + Live + Seismic MEMBER FORCES MEMBER JOINT AXIAL FORCE SHEAR FORCE MOMENT 1 1 0.000 -0.128 0.00 1 6 0.000 0.128 -3.38 2 2 0.000 -0.020 0.00 2 7 0.000 0.020 -0.53 3 3 0.000 0.007 0.00 3 8 0.000 -0.007 0.17 4 4 0.000 0.017 0.00 4 9 0.000 -0.017 0.46 5 5 4.919 0.162 0.00 5 6 -4.919 -0.162 9.39 6 6 3.678 0.058 -1.49 6 7 -3.678 -0.058 2.53 7 7 2.452 0.034 0.00 7 8 -2.452 -0.034 0.68 • 8 8 1.231 0.026 0.63 8 9 -1.231 -0.026 0.64 9 10 4.919 0.168 0.00 9 11 -4.919 -0.168 9.75 10 11 3.678 0.220 0.07 10 12 -3.678 -0.220 3.89 11 12 2.452 0.178 1.35 11 13 -2.452 -0.178 2.21 12 13 1.231 0.100 2.07 12 14 -1.231 -0.100 2.71 13 6 -0.078 -0.167 -4.51 13 11 0.078 0.167 -4.35 14 11 0.000 -0.207 (5.48) )410.C/vc 14 15 0.000 0.207 0.00 /11 �.. 15 7 0.009 -0.073 -2.00 �� 15 12 -0.009 0.073 -1.88 16 12 0.000 -0.127 -3.36 16 16 0.000 0.127 0.00 17 8 0.035 -0.053 -1.48 17 13 -0.035 0.053 -1.31 18 13 0.000 -0.112 -2.97 18 17 0.000 0.112 0.00 19 9 0.037 -0.032 -1.10 19 14 -0.037 0.032 -0.57 20 14 0.000 -0.081 -2.14 20 18 0.000 0.081 0.00 L6 PAGE 4 MSU STRESS -11 VERSION 9/89 - -- DATE: 01/10/;2 - -- TIME OF DAY: 14:03:27 APPLIED JOINT LOADS, FREE JOINTS JOINT FORCE X FORCE Y MOMENT Z 6 0.026 -1.280 0.00 7 0.033 -1.280 0.00 8 0.043 -1.280 0.00 9 0.063 -1.280 0.00 11 0.026 -1.280 0.00 12 0.033 -1.280 0.00 13 0.043 -1.280 0.00 14 0.063 -1.280 0.00 REACTIONS,APPLIED LOADS SUPPORT JOINTS JOINT FORCE X FORCE Y MOMENT Z 1 0.000 -0.128 0.00 2 0.000 -0.020 0.00 3 0.000 0.007 0.00 4 0.000 0.017 0.00 5 -0.162 4.919 0.00 10 -0.168 4.919 0.00 15 0.000 0.207 0.00 16 0.000 0.127 0.00 17 0.000 0.112 0.00 _ 18 0.000 0.081 0.00 FREE JOINT DISPLACEMENTS JOINT X- DISPLACEMENT Y- DISPLACEMENT ROTATION 6 0.4914 - 0.0165 - 0.0023 7 0.5221 - 0.0204 - 0.0010 8 0.5413 - 0.0232 - 0.0008 9 0.5877 - 0.0266 - 0.0008 11 0.4916 - 0.0165 - 0.0020 12 0.5221 - 0.0204 - 0.0008 13 0.5412 - 0.0232 - 0.0006 14 0.5876 - 0.0266 0.0000 SUPPORT JOINT DISPLACEMENTS tiC7 � T PAGE 5 MSU STRESS -11 VERSION 9/89 - -- DATE: 01/10/;2 - -- TIME OF DAY: 14:03:27 JOINT X- DISPLACEMENT Y- DISPLACEMENT ROTATION 1 0.4914 0.0000 0.0002 2 0.5221 0.0000 - 0.0006 3 0.5413 0.0000 - 0.0009 4 0.5877 0.0000 - 0.0011 5 0.0000 0.0000 - 0.0115 10 0.0000 0.0000 - 0.0116 15 0.4916 0.0000 0.0019 16 0.5221 0.0000 0.0015 17 0.5412 0.0000 0.0016 18 0.5876 0.0000 0.0015 �P1 Beam - Column Check C 3.000x 3.000x 0.075 Fy = 55 ksi A = 0.595 in2 Sx = 0.676 in3 Rx = 1.305 in Ry = 1.117 in kx = 1.00 ky = 1.00 Stress Factor 1.000 Point P M Lx Ly Pcap Mcap Ratio 11 5.1 9.8 58.0 40.0 15.49 22.30 77% 12 3.9 3.9 18.0 40.0 16.05 22.30 42% 13 2.6 2.2 20.0 40.0 16.05 22.30 26% 14 1.4 2.7 48.0 40.0 15.99 22.30 21% 0 0.0 0.0 6.0 40.0 16.05 22.30 0% 0 0.0 0.0 58.0 40.0 15.49 22.30 0% Load Beam Check 2.50x 2.750x 0.075 Fy = 55 ksi A = 0.738 in2 E = 29,500 E3 ksi Sx = 0.481 in3 Ix = 0.640 in4 Length = 50 inches Pallet Load 2500 lbs Assume 0.5 pallet load on each beam M = PL /8= 7.81 k -in fb = 16.25 ksi Fb = 33 ksi 49% Mcap = 15.86 k -in 21.15 k -in with 1/3 increase Defl = 0.11 in = L/ 464 w/ 25% added to one pallet load _ M = .232 PL = 7.25 k -in 46% Lit Base Plate Design Column Load 5.8 kips Allowable Soil 1500 psf basic Assume Footing 23.6 in square on side Soil Pressure 1500 psf Bending: Assume the concrete slab works as a beam that is fixed against rotation at the end of the base plate and is free to deflect at the extreme edge of the assumed footing, but not free to rotate. Mmax = w1 ^ 2/3 Use 5 "square base plate w = 10.4 psi 1 = 6.82 in Load factor = 1.67 M = 270 # -in 5 in thick slab f'c = 2500 psi s = 4.17 in3 fb = 65 psi Fb = 5(phi)(f'c ".5) = 163 psi OK !! Shear : Beam fv = 24 psi Fv = 85 psi OK !! Punching fv = 40 psi Fv = 170 psi OK !! Base Plate Bending Use 0.375 " thick 1 = 1.5 in w = 233 psi fb = 11174 psi Fb = 37500 psi OK !! D . I i _. Co z 2 .4 Ai ,02o 10 4 r ,o3z12 , e. g �. / 4C*,'4") 19 r..,-/.4./ 4 `'`'" ) 'ice 2.)c 4)r o• . -c.P . v d • i3i (4. z)- /f /& 6,11 74 Afs , (04*, 7 ) 4 d.Z1 ZirSr_ AB - /1/- IP; /(SYs)o ?.-r. zke-bti -b ta6.1(W -4: 4 i2-1 4 - /A1 Z 9a 117 4 - _ 1= 3116 CENTERTOE IVTER O F ING BA " • 1 3/1e'' CE (i OF B1=ARING BAR 1 _ __ _ : . , .- - 19. ' � . . - ----"F'''''',"="' KW -. ' - • T K PL 19 -7` . j KP� .L Y CROSS BARS 4" C/C CROSS BARS 2" C/C CROSS BARS 4" C/C CROSS BARS 2" C/C R i � �V _ J , ` " ?app ' 1 ' - STATIC LOAD TABLE - Loads & deflections are theoretical, based on a maximum allowable fiber stress of 18,000 PSI, E = 30,000,000 PSI. ' Bar - . Approx. i Sec. Mo NOTE When grating with serrated beanng bars is specified, Symb01 Weight" Per R. '' PAN ( LGT P • OF BRG.. BAR - the depth of grating required for a specified load should be Size •' Lbs. /Sq. Ft. Of Width 2'-0" 2 -6 3'-0" 3' -6" ; 4' -0" 4' -6" 1/4" greater than that shown in the load table. NOTE Spans and loads to the right of the heavy line exceed 19-4-32 '4.0 U 366 234 163 120 92 72 a deflection of 1/4" for uniform loads of 100 # /sq. ft. which 3/4" x 1 /8" "4.3 .122 D .096 .150 216 .295 .386 .484 provide safe pedestrian comfort, but can be exceeded for '4.6 C 366 293 244 209 183 163 other types of loads at the discretion of the engineer. .19_2_32 ••4.9 D .077 .120 .173 .235 .307 .389 Material: ASTM A -569 standard; ASTM A -570 available on '5.6 U 549 351 244 179 137 108 specification. 19 -4 -33 "'6.4 D .096 .150 .216 .294 383 .482 / U -Safe Uniform Load in lbs. 3/4" X 3/16" '6.3 183 C 549 .439 366 314 275 244 / 5' -0" 5' -6 ". 6'- Gr'•.` per sq ft. 19 -2-33 ••7 1 • D .077 .120 .173 .236 .308. .389 _I C - Safe Concentrated Load 19 4 -42 '5.1 U 648 415 288 212 162 128 104 86 72 in lbs. per foot of Grating 1" x 1/8" "5A 216 "'6.0 D .072 .112 .162 .221 288 .364 .451 .546 .647 Width. 19 -2 -42 •5.7 C 648 518 432 370 324 288 259 236 216 D - Deflection in inches. D .057 .090 .129 .176 .230 .291 - .359 .435 .517 19-4-43 .:87:0 3 U 975 624 433 318 244 193 156 129 108 1"x 3/16" 325 D .072 .113 .162 .221 .289 .366 .451 546 .648 19-2-43 '8.0 C 975 780 650 557 488 435 390 355 325 6' -6" 7' -0" . "8.7 D .058 .090 .130 .177 .231 :292 .361 .437 .520 19 4 -52 '6 1 U 1017 651 452 332 254 201 163 134 113 96 83 "6.5 D .058 .090 .130 .177 .231 293 .362 .435 .520 .609 .708 1- 1/4 "x1 /8" '6.8 339 C 1017 814 678 581 509 452 407 370 339 313 291 19 -2 -52 ,..7.2 D .046 .072 .104 .142 .185 .234 .289. 350 .416. ..488 .560 19 4 -53 '8.9 U 1521 973 676 497 380 300 243 169 144 124 • "'9.7 D .058 .090 .130 177 .230 .291 .359 .435 .518 .608 .705 1-1/4" x 3/16" .507 19-2-33 '9.6 .468 435 8' -0 "; 9' -0;'- C 1521 1217 1014 869 761 676 608 553 507 - "10.4 D .046 .072 .104 141 .184 .233 .288 .348 .415 :487 .565 V • • 19-4-62 '7.3 U 1464 937 651 478 366 289 234 194 163 139 120 92 72 - "7.9 D .048 .075 .108 .147 .192 .233 .299 .363 .433 .508 .590 .772 .967 1 -1/2 x 1/8' ' 7.9 488 C 1464 1171 976 837 732 651 586 532 488.. 450 418 366 325 19-2-62 "8.5 D .038 .060 .086 .118 .153 .194 .240 .290 .345 • .405 • .470 .614 - .770 • 19 4 -63 '10.6 U 2190 1402 973 715 548 433 350 290 243 207 179 137 108 "11.8 D .048 .075 108 .147 .192 .243 .300 .364 .431 .506 .589 .769 .971 1-1/2" x 3/16" ' '11.2 730 C 2190 1752 1460 1251 1095 973 876 796 730 674 626 .548 487 19 -2 -63 x'12.4 D :038 .060 .086 .118 .154 .196 .240 .290 .346 .406 .471 .615 V .778. 4 19 -4 -73 • '12.2 U 2982 1908 1325 974 746 589 477 394 331 282 243 186 147 1 -3/4" X 3/16" "13.5 994 D 041 .064 .093 .126 .165 .208 .257 .311 .370 .434 .503 .657 .832 19 2.73 '12.9 C 2982 2386 1988 1704 1491 1325 1193 1084 994 918 852 746 • 663 1 "14.2 D .033 .051 .074 .101 .132' .167 .206 .249 .296 :348 .403 .527 .667 19 4 -83 '13.9 U 3897 2494 1732 1272 974 770 624 515 433 369 318 244 192 "15.1 D .036 .056 .081 .110 .144 .182 .225 .272 .324 .380 .441 .577 .728 2 "x 3 / 16 " '14 5 1 299 C 3897 3118 2598 2227 1949 1732 1559 1417 1299 1199 1113 974 .866 19 -2 -83 "15.7 D .029 .045 .065 .088 .115 :146 - .180 .218 .259 .304 .353 .461 '.583 19 4 -93 '15.4 U 4932 3156 2192 1610 1233 974 789 652 548 467 403 308 244 2-1/4" x 3/16" •'16'7 1.644 D .032 .050 .072 .098 .128 .162 .200 .242 .288 .338 .392 .512 .649 19-2-93 •'17.4 C 4932 3946 3288 2818 2466 2192 1973 1793 1644 1518 1409 1233 1096' D .026 .040. .058 .078 .102 ..130 .160 .194 ..230 .271 .314 .410 .518 ' 19 4 -103 '17.1 U 6087 3896 2705 1988 1522 1202 974 805 676 570 497 380 301 •' 18.3 D .029 .045 .065 .088 .115 .146 .180 218 .259 .304 .353 .460 .584 2-1/2" x 3/16" ' 17.7 2.029 C 6087 4870 4058 3478 3044 2705 2435 2213 2029 .1873 1739 1522 1353 19 -2 -103 "18.9 D . .023: .036 .052 .071 .092 .117 .144 .174 .207 .243 .282 .369 .467 "'Weight depends on panel width, cross bar selection, mill tolerance and manufacturing tolerance. PANEL WIDTH CHART IN INCHES DIMENSIONS SHOWN ARE OUT TO OUT OF BEARING BARS No- of Bars 2 - : 3 .. 4 5 . 6 .. `-7 8 - 9 10 11, - 12: 13 • • .,14`. • 15 1 6 Kw /KVI I9 -'l '/6 Bar 1 /,s 2 '/2 3 4 6' /,s 71/4 8 /i6 9% 10 12 13 14% 15 163/4 17 /16 KW /KI I 19 - : Bar 1% 2 3 4 6 7 81/2 9 10% 12 13 14 15% 16' 18 No. of Bars 17 18 . 19 ' 20 21 22 23 '24 ' 25 26 27 28: ' .......29 30 : 3 1 KW /KI'I 1'1.1 1 /, Bar _ 19 20 /16 21 22 23'/8 25 26 27 28% 29 31 , 32 33 34 35 Kw/m1 1'1 :' VII. Bar 19 20% 21 22 23 25% 26 27 28' 29 31 32 33 34 35 ' 'KW "KPL il 8 3 Calculations for : NW ENGINEERING SERVICES TIGARD, OR 01/10/2012 Loading: 1500 # load levels 5 pallet levels @ 40,68,96,126,154 Seismic per IBC 2009 100% Utilization Sds = 0.707 Sdl = 0.387 I = 1.00 96 " Load Beams Uprights: 48 " wide C 3.000x 3.000x 0.075 Columns C 1.500x 1.500x 0.075 Braces 5.00x 8.00x 0.375 Base Plates with 2- 0.500in x 3.25in Embed Anchor /Column 3.75x 2.750x 0.060 Load beams w/ 2 -Pin Connector by : Ben Riehl Registered Engineer OR# 11949 171 In Upright Plane Seismic Load Distribution per 2009 IBC Sds = 0.707 1.00 Allowable Stress Increase I = 1.00 R = 4.0 V = (Sds /R) *I *P1 *.67 Weight 60 # per level frame weight Columns @ 48 " Levels Load WiHi Fi FiHi Column: (inches) ( #) (k -in) ( #) (k -in) C 3.000x 3.000x 0.075 154 1560 240 294 45 126 1560 197 240 30 96 1860 179 218 21 KLx = 40 in 68 1560 106 130 9 KLy = 40 in 40 1560 62 76 3 A = 0.595 in 0 0 0 0 0 Pcap = 16053 lbs 8100 784 959 108 Column 39% Stress Max column load = 6308 # Min column load = 55 # Overturning (. 6 11Sds )DL +(0.6- .14Sds).75PLapp- .51EL= -91 # MIN (1 +0.11Sds)DL+ (1 +0.14Sds).75PL+ .51EL = 4528 # MAX REQUIRED HOLD DOWN = -91 # Anchors: 1 T = 91 # 2 0.5 in dia HILTI TZ 3.25 "embedment in 2500 psi concrete Tcap = 2801 # 3% Stressed V = 479 # per leg Vcap = 4858 # = 10% Stressed COMBINED = 2% Stressed OK Braces: Brace height = 40 " Brace width = 48 " Length = 62 " P = 936 # Use : C 1.500x 1.500x 0.075 A = 0.317 in L/r = 128 Pcap = 2923 # 32% In Upright Plane Seismic Load Distribution TOP LOAD ONLY per 2009 IBC Sds = 0.707 1.00 Allowable Stress Increase I = 1.00 R = 4.0 V = (Sds /R) *I *P1 Weight 60 # per level frame weight Columns @ 48 " Levels Load WiHi Fi FiHi Column: (inches) ( #) (k -in) ( #) (k -in) C 3.000x 3.000x 0.075 154 1560 240 294 45 126 60 8 9 1 96 60 6 7 1 KLx = 40 in 68 60 4 5 0 KLy = 40 in 40 60 2 3 0 A = 0.595 in 0 0 0 0 0 Pcap = 16053 lbs 1800 260 318 48 Column 12% Stress Max column load = 1890 # Min column load = -179 # Uplift Overturning (. 6 11Sds )DL +(0.6- .14Sds).75PLapp- .51EL= -462 # MIN (1 +0.11Sds)DL+ (1 +0.14Sds).75PL+ .51EL = 1902 # MAX REQUIRED HOLD DOWN = -462 # Anchors: 1 T = 462 # 2 0.5 in dia HILTI TZ 3.25 "embedment in 2500 psi concrete Tcap = 2801 # 16% Stressed V = 159 # per leg Vcap = 4858 # = 3% Stressed COMBINED = 5% Stressed OK Braces: Brace height = 40 " Brace width = 48 " Length = 62 " P = 310 # Use : C 1.500x 1.500x 0.075 A = 0.317 in L/r = 128 Pcap = 2923 # 11% 4t4 • PAGE 1 MSU STRESS -11 VERSION 9/89 - -- DATE: 01/10/;2 - -- TIME OF DAY: 14:34:14 INPUT DATA LISTING TO FOLLOW: Structure Storage Rack in Load Beam Plane 5 Levels Type Plane Frame Number of Joints 22 Number of Supports 12 Number of Members 25 Number of Loadings 1 Joint Coordinates 1 0.0 40.0 S 5 11 17 22 2 0.0 68.0 S 3 0.0 96.0 S 4 10 16 21 4 0.0 126.0 S 5 0.0 154.0 S 3 9 15 20 6 49.5 0.0 S 7 49.5 40.0 2 8 14 19 8 49.5 68.0 9 49.5 96.0 1 7 13 18 10 49.5 126.0 11 49.5 154.0 6 12 12 148.5 0.0 S 13 148.5 40.0 14 148.5 68.0 15 148.5 96.0 16 148.5 126.0 17 148.5 154.0 18 198.0 40.0 S 19 198.0 68.0 S 20 198.0 96.0 S 21 198.0 126.0 S 22 198.0 154.0 S Joint Releases 6 Moment Z 12 Moment Z 1 Force X Moment Z 2 Force X Moment Z 3 Force X Moment Z 4 Force X Moment Z 5 Force X Moment Z 18 Force X Moment Z 19 Force X Moment Z 20 Force X Moment Z 21 Force X Moment Z 22 Force X Moment Z Member Incidences 1 1 7 2 2 8 3 3 9 4 4 10 5 5 11 PAGE 2 MSU STRESS -11 VERSION 9/89 - -- DATE: 01/10/;2 - -- TIME OF DAY: 14:34:14 6 6 7 7 7 8 8 8 9 9 9 10 10 10 11 11 12 13 12 13 14 13 14 15 14 15 16 15 16 17 16 7 13 17 13 18 18 8 14 19 14 19 20 9 15 21 15 20 22 10 16 23 16 21 24 11 17 25 17 22 Member Properties 1 Thru 5 Prismatic Ax 0.746 Ay 0.522 Iz 1.340 6 Thru 15 Prismatic Ax 0.595 Ay 0.298 Iz 1.014 16 Thru 25 Prismatic Ax 0.746 Ay 0.522 Iz 1.340 Constants E 29000. All G 12000. All Tabulate All Loading Dead + Live + Seismic Joint Loads 7 Force Y -0.78 8 Force Y -0.78 9 Force Y -0.93 10 Force Y -0.78 11 Force Y -0.78 13 Force Y -0.78 14 Force Y -0.78 15 Force Y -0.93 16 Force Y -0.78 17 Force Y -0.78 7 Force X 0.013 8 Force X 0.022 9 Force X 0.030 10 Force X 0.039 11 Force X 0.047 13 Force X 0.013 14 Force X 0.022 15 Force X 0.030 16 Force X 0.039 17 Force X 0.047 Solve PROBLEM CORRECTLY SPECIFIED, EXECUTION TO PROCEED );(9 Y PAGE 3 MSU STRESS -11 VERSION 9/89 - -- DATE: 01/10/;2 - -- TIME OF DAY: 14:34:14 Structure Storage Rack in Load Beam Plane 5 Levels Loading Dead + Live + Seismic MEMBER FORCES MEMBER JOINT AXIAL FORCE SHEAR FORCE MOMENT 1 1 0.000 -0.066 0.00 1 7 0.000 0.066 -3.28 2 2 0.000 -0.029 0.00 2 8 0.000 0.029 -1.44 3 3 0.000 -0.015 0.00 3 9 0.000 0.015 -0.75 4 4 0.000 -0.002 0.00 4 10 0.000 0.002 -0.12 5 5 0.000 0.006 0.00 5 11 0.000 -0.006 0.28 6 6 3.985 0.149 0.00 6 7 -3.985 -0.149 5.95 7 7 3.212 0.121 0.98 7 8 -3.212 -0.121 2.41 8 8 2.444 0.094 1.09 8 9 -2.444 -0.094 1.54 9 9 1.528 0.063 0.73 9 10 -1.528 -0.063 1.16 10 10 0.765 0.008 -0.03 10 11 -0.765 -0.008 0.27 11 12 3.985 0.153 0.00 11 13 -3.985 -0.153 6.13 12 13 3.212 0.155 1.44 12 14 -3.212 -0.155 2.90 13 14 2.444 0.138 1.67 13 15 -2.444 -0.138 2.20 14 15 1.528 0.109 1.42 14 16 -1.528 -0.109 1.84 15 16 0.765 0.086 0.88 15 17 -0.765 -0.086 1.51 16 7 -0.015 -0.073 -3.66 16 13 0.015 0.073 -3.59 n �+� 17 13 0.000 -0.080 -3 /r`i'i <•F/X 17 18 0.000 0.080 0.00 1 ,4 / 4 69 /1T 18 8 -0.005 -0.041 -2.05 18 14 0.005 0.041 -1.98 19 14 0.000 -0.052 -2.59 19 19 0.000 0.052 0.00 ' 20 9 -0.001 -0.030 -1.52 20 15 0.001 0.030 -1.42 21 15 0.000 -0.044 -2.19 21 20 0.000 0.044 0.00 9 PAGE 4 " MSU STRESS -11 VERSION 9/89 - -- DATE: 01/10/;2 - -- TIME OF DAY: 14:34:14 22 10 -0.016 -0.019 -1.01 22 16 0.016 0.019 -0.91 23 16 0.000 -0.037 -1.81 23 21 0.000 0.037 0.00 24 11 0.039 -0.009 -0.55 24 17 -0.039 0.009 -0.34 25 17 0.000 -0.024 -1.17 25 22 0.000 0.024 0.00 APPLIED JOINT LOADS, FREE JOINTS JOINT FORCE X FORCE Y MOMENT Z 7 0.013 -0.780 0.00 8 0.022 -0.780 0.00 9 0.030 -0.930 0.00 10 0.039 -0.780 0.00 11 0.047 -0.780 0.00 13 0.013 -0.780 0.00 14 0.022 -0.780 0.00 15 0.030 -0.930 0.00 16 0.039 -0.780 0.00 17 0.047 -0.780 0.00 REACTIONS,APPLIED LOADS SUPPORT JOINTS JOINT FORCE X FORCE Y MOMENT Z 1 0.000 -0.066 0.00 2 0.000 -0.029 0.00 3 0.000 -0.015 0.00 4 0.000 -0.002 0.00 5 0.000 0.006 0.00 6 -0.149 3.985 0.00 12 -0.153 3.985 0.00 18 0.000 0.080 0.00 19 0.000 0.052 0.00 20 0.000 0.044 0.00 21 0.000 0.037 0.00 22 0.000 0.024 0.00 FREE JOINT DISPLACEMENTS JOINT X- DISPLACEMENT Y- DISPLACEMENT ROTATION 7 0.1732 - 0.0092 - 0.0016 8 0.2167 - 0.0145 - 0.0009 9 0.2457 - 0.0184 - 0.0007 10 0.2687 - 0.0211 - 0.0005 11 0.2805 - 0.0223 - 0.0003 13 0.1733 - 0.0092 - 0.0015 14 0.2167 - 0.0145 - 0.0008 PAGE 5 MSU STRESS -11 VERSION 9/89 - -- DATE: 01/10/;2 - -- TIME OF DAY: 14:34:14 15 0.2458 - 0.0184 - 0.0006 16 0.2687 - 0.0211 - 0.0003 17 0.2803 - 0.0223 - 0.0001 SUPPORT JOINT DISPLACEMENTS JOINT X- DISPLACEMENT Y- DISPLACEMENT ROTATION 1 0.1732 0.0000 0.0005 2 0.2167 0.0000 0.0000 3 0.2457 0.0000 - 0.0002 4 0.2687 0.0000 - 0.0004 5 0.2805 0.0000 - 0.0005 6 0.0000 0.0000 - 0.0056 12 0.0000 0.0000 - 0.0057 18 0.1733 0.0000 0.0010 19 0.2167 0.0000 0.0008 20 0.2458 0.0000 0.0008 21 0.2687 0.0000 0.0008 22 0.2803 0.0000 0.0007 Seismic Analysis per 2009 IBC wi di widi2 fi fidi # in # 1560 0.1732 47 26 4.5 13 26 1560 0.2167 73 44 9.5 22 44 1860 0.2457 112 60 14.7 30 60 1560 0.2687 113 78 21.0 39 78 1560 0.2805 123 94 26.4 47 93 0 0.0000 0 0 0.0 0 0 8100 468 302 76.1 300 g = 32.2 ft /sec2 T = 0.7924 sec I = 1.00 Cs = 0.0813 or 0.1178 Sdl = 0.387 Cs min = 0.070666 or 1.5% R = 6 Cs = 0.0813 V = (Cs *I *.67) *W *.67 V = 0.0545 W *.67 = 300 # 99' 91 Beam - Column Check C 3.000x 3.000x 0.075 Fy = 55 ksi A = 0.595 in2 • Sx = 0.676 in3 Rx = 1.305 in Ry = 1.117 in kx = 1.00 ky = 1.00 Stress Factor 1.000 Point P M . Lx Ly Pcap Mcap Ratio 13 4.1 6.1 40.0 40.0 16.05 22.30 53% 14 3.3 2.9 28.0 40.0 16.05 22.30 34% 15 2.6 2.2 28.0 40.0 16.05 22.30 26% 16 1.8 1.8 30.0 40.0 16.05 22.30 19% 17 1.0 1.5 28.0 40.0 16.05 22.30 13% 0 0.0 0.0 40.0 40.0 16.05 22.30 0% Load Beam Check 3.75x 2.750x 0.060 Fy = 55 ksi A = 0.746 in2 E = 29,500 E3 ksi Sx = 0.667 in3 Ix = 1.340 in4 Length = 96 inches Pallet Load 1500 lbs Assume 0.5 pallet load on each beam M = PL /8= 9.00 k -in fb = 13.49 ksi Fb = 33 ksi 41% Mcap = 22.02 k -in 29.36 k -in with 1/3 increase _ Defl = 0.22 in = L/ 439 w/ 25% added to one pallet load M = .232 PL = 8.35 k -in 38% ‘4 Base Plate Design Column Load 4.7 kips Allowable Soil 1500 psf basic Assume Footing 21.3 in square on side Soil Pressure 1500 psf Bending: Assume the concrete slab works as a beam that is fixed against rotation at the end of the base plate and is free to deflect at the extreme edge of the assumed footing, but not free to rotate. Mmax = w1 /3 Use 5 "square base plate w = 10.4 psi 1 = 5.66 in Load factor = 1.67 M = 185 # -in 5 in thick slab f'c = 2500 psi s = 4.17 in3 fb = 45 psi Fb = 5(phi)(f'c = 163 psi OK !! Shear : Beam fv = 20 psi Fv = 85 psi OK !! Punching fv = 31 psi Fv = 170 psi OK !! Base Plate Bending Use 0.375 " thick 1 = 1.5 in w = 189 psi fb = 9084 psi Fb = 37500 psi OK !! T I Calculations for : NW ENGINEERING SERVICES TIGARD, OR 01/10/2012 Loading: 1500 # load levels 7 pallet levels @ 38,58,76,96,124,150,168 Seismic per IBC 2009 100% Utilization Sds = 0.707 Sdl = 0.387 I = 1.00 96 " Load Beams Uprights: 48 " wide C 3.000x 3.000x 0.075 Columns C 1.500x 1.500x 0.075 Braces 5.00x 8.00x 0.375 Base Plates with 2- 0.500in x 3.25in Embed Anchor /Column 3.75x 2.750x 0.060 Load beams w/ 2 -Pin Connector by : Ben Riehl Registered Engineer OR# 11949 CP7/ Cold Formed Channel Depth 3.000 in Fy = 55 ksi Flange 3.000 in Lip 0.750 in Thickness 0.0750 in COLUMN SECTION R 0.1000 in Blank = 9.96 in wt = 2.5 plf A = 0.747 in2 Ix = 1.191 in4 Sx = 0.794 in3 Rx = 1.263 in Iy = 0.935 in4 Sy = 0.544 in3 Ry = 1.119 in a 2.6500 Web w/t 35.3333 a bar 2.9250 Flg w/t 35.3333 b 2.6500 x bar 1.2423 b bar 2.9250 m 1.6690 c 0.5750 x0 - 2.9114 c bar 0.7125 J 0.0014 u 0.2160 x web 1.2798 gamma 1.0000 x lip 1.7202 R' 0.1375 h/t 38.0000 Section Removing: 0.640 inch slot 0.75 inches each side of center on web 0.375 inch hole 0.87 inches from web in each flange A- = 0.152 in2 A' = 0.595 in2 x bar = 1.478 in I'x = 1.014 in4 S'x= 0.676 in3 R'x= 1.305 in I'y = 0.743 in4 S'y= 0.476 in3 R'y= 1.117 in Cold Formed Channel Depth 1.500 in Fy = 55 ksi Flange 1.500 in Lip 0.000 in Thickness 0.0750 in BRACE SECTION R 0.1000 in Blank = 4.23 in wt = 1.1 plf A = 0.317 in2 Ix = 0.125 in4 Sx = 0.166 in3 Rx = 0.627 in Iy = 0.075 in4 Sy = 0.079 in3 Ry = 0.487 in a 1.1500 Web w/t 15.3333 a bar 1.4250 Flg w/t 17.6667 b 1.3250 x bar 0.5060 b bar 1.4625 m 0.6531 c 0.0000 x0 - 1.1592 c bar 0.0000 J 0.0006 u 0.2160 x web 0.5435 gamma 0.0000 x lip 0.9565 R' 0.1375 h/t 18.0000 c;-3 Cold Formed Section HEIGHT OF BEAM 3.750 INCHES MAT'L THICKNESS 0.060 INCHES INSIDE RADIUS 0.100 INCHES LOAD BEAM WIDTH 2.750 INCHES STEEL YIELD 55.0 KSI STEP 1.625 INCHES HIGH 1.000 INCHES WIDE ABOUT THE HORIZONTAL AXIS ABOUT THE VERTIC L Y LY LY2 Ii X LX LONG SIDE 3.4300 1.8750 6.4313 12.0586 3.3628 0.0300 0.1029 TOP 1.4300 3.7200 5.3196 19.7889 0.0000 0.8750 1.2513 STEP SIDE 1.3650 2.9075 3.9687 11.5391 0.2119 1.7200 2.3478 STEP BOTT 0.7400 2.0950 1.5503 3.2479 0.0000 2.2200 1.6428 SHORT SID 1.8050 1.0625 1.9178 2.0377 0.4901 2.7200 4.9096 BOTTOM 2.4300 0.0300 0.0729 0.0022 0.0000 1.3750 3.3413 CORNERS 0.2042 3.6728 0.7500 2.7545 0.0003 0.0772 0.0158 2 0.2042 3.6728 0.7500 2.7545 0.0003 1.6728 0.3416 3 0.2042 2.1422 0.4375 0.9371 0.0003 1.7972 0.3670 4 0.2042 2.0478 0.4182 0.8563 0.0003 2.6728 0.5458 5 0.2042 0.0772 0.0158 0.0012 0.0003 2.6728 0.5458 6 0.2042 0.0772 0.0158 0.0012 0.0003 0.0772 0.0158 TOTALS 12.4252 23.3800 21.6477 55.9793 4.0668 17.9100 15.4273 AREA = 0.746 IN2 CENTER GRAVITY = 1.742 INCHES TO BASE 1.242 INCHES TO LONG SIDE Ix = 1.340 IN4 Iy = 0.792 IN4 Sx = 0.667 IN3 Sy = 0.525 IN3 Rx = 1.341 IN Ry = 1.031 IN BEAM END CONNECTOR COLUMN MATERIAL THICKNESS = 0.075 IN LOAD BEAM DEPTH = 3.75 IN TOP OF BEAM TO TOP OF CONN= 0.000 IN WELD @ BTM OF BEAM = 0.000 IN LOAD = 1500 LBS PER PAIR CONNECTOR VERTICAL LOAD = 375 LBS EACH RIVETS 2 RIVETS @ 4 " oc 0.4375 " DIA A502 -2 1st @ 1 "BELOW TOP OF CONNECTOR AREA = 0.150 IN2 EACH Flt = 22.0 KSI Vcap = 3.307 KIPS EACH RIVET BEARING Fb = 65.0 KSI BRG CAP= 2.133 KIPS EACH RIVET TOTAL RIVET VERTICAL CAPACITY = 4.266 KIPS 9� CONNECTOR 6 " LONG CONNECTOR ANGLE Fy = 50 KSI 1.625 " x 3 " x 0.1875 " THICK S = 0.131 IN3 Mcap = 3.924 K -IN 3.924 K -IN RIVET MOMENT RESULTANT @ 0.9 IN FROM BTM OF CONN M = PL L = 1.35 IN Pmax = Mcap /L = 2.906 KIPS RIVET LOAD DIST MOMENT P1 2.844 4.100 11.659 RIVET OK P2 0.069 0.100 0.007 P3 0.000 0.000 0.000 P4 0.000 0.000 0.000 TOTAL 2.913 11.666 CONNECTOR OK WELDS 0.125 " x 3.750 " FILLET WELD UP OUTSIDE 0.125 " x 2.125 " FILLET WELD UP INSIDE 0.125 " x 1.625 " FILLET WELD UP STEP SIDE O " x 1.000 " FILLET WELD STEP BOTTOM O " x 2.750 " FILLET WELD ACROSS BOTTOM O " x 1.750 " FILLET WELD ACROSS TOP USE EFFECTIVE 0.06 " THICK WELD L = 7.50 IN A = 0.450 IN2 S = 0.281 IN3 Fv = 26.0 KSI Mcap = 7.31 K -IN 7.31 K -IN 42 In Upright Plane Seismic Load Distribution per 2009 IBC Sds = 0.707 1.00 Allowable Stress Increase I = 1.00 R = 4.0 V = (Sds /R) *I *Pl *.67 Weight 60 # per level frame weight Columns @ 48 " Levels Load WiHi Fi FiHi Column: (inches) ( #) (k -in) ( #) (k -in) C 3.000x 3.000x 0.075 168 1560 262 306 51 150 1560 234 273 41 124 1560 193 226 28 96 1860 179 209 20 KLx = 38 in 76 1560 119 139 11 KLy = 40 in 58 1560 90 106 6 A = 0.595 in 38 1560 59 69 3 Pcap = 16053 lbs - - -- - - -- - - -- - - -- ---- - - -- - - -- - - -- 11220 1136 1328 160 Column 56% Stress Max column load = 8940 # Min column load = -126 # Uplift Overturning (. 6-. 11Sds )DL +(0.6- .14Sds).75PLapp- .51EL= -237 # MIN (1 +0.11Sds)DL+ (1 +0.14Sds).75PL+ .51EL = 6368 # MAX REQUIRED HOLD DOWN = -237 # Anchors: 1 T = 237 # 2 0.5 in dia HILTI TZ 3.25 "embedment in 2500 psi concrete Tcap = 2801 # 8% Stressed V = 664 # per leg Vcap = 4858 # = 14% Stressed COMBINED = 5% Stressed OK Braces: Brace height = 40 " Brace width = 48 " Length = 62 " P = 1297 # Use : C 1.500x 1.500x 0.075 A = 0.317 in L/r = 128 Pcap = 2923 # 44% e In Upright Plane Seismic Load Distribution TOP LOAD ONLY per 2009 IBC Sds = 0.707 1.00 Allowable Stress Increase I = 1.00 R = 4.0 V = (Sds /R) *I *P1 Weight 60 # per level frame weight Columns @ 48 " Levels Load WiHi Fi FiHi Column: (inches) ( #) (k -in) ( #) (k -in) C 3.000x 3.000x 0.075 168 1560 262 302 51 124 60 7 9 1 96 60 6 7 1 KLx = 38 in 76 60 5 5 0 KLy = 40 in 58 60 3 4 0 A = 0.595 in 38 60 2 3 0 Pcap = 16053 lbs 1860 286 329 53 Column 13% Stress Max column load = 2036 # Min column load = -268 # Uplift Overturning (. 6-. 11Sds )DL +(0.6- .14Sds).75PLapp- .51EL= -562 # MIN (1 +0.11Sds)DL+ (1 +0.14Sds).75PL+ .51EL = 2050 # MAX REQUIRED HOLD DOWN = -562 # Anchors: 1 T = 562 # 2 0.5 in dia HILTI TZ 3.25 "embedment in 2500 psi concrete Tcap = 2801 # 20% Stressed V = 164 # per leg Vcap = 4858 # = 3% Stressed COMBINED = 7% Stressed OK Braces: Brace height = 40 " Brace width = 48 " Length = 62 " P = 321 # Use : C 1.500x 1.500x 0.075 A = 0.317 in L/r = 128 Pcap = 2923 # 11% (�1 PAGE 1 MSU STRESS -11 VERSION 9/89 - -- DATE: 01/10/;2 - -- TIME OF DAY: 14:44:30 INPUT DATA LISTING TO FOLLOW: Structure Storage Rack in Load Beam Plane 7 Levels Type Plane Frame Number of Joints 30 Number of Supports 16 Number of Members 35 Number of Loadings 1 Joint Coordinates 1 0.0 38.0 S 7 15 23 30 2 0.0 58.0 S 3 0.0 76.0 S 6 14 22 29 4 0.0 96.0 S 5 13 21 28 5 0.0 124.0 S 6 0.0 150.0 S 4 12 20 27 7 0.0 168.0 S 8 49.5 0.0 S 3 11 19 26 9 49.5 38.0 2 10 18 25 10 49.5 58.0 11 49.5 76.0 1 9 17 24 12 49.5 96.0 13 49.5 124.0 8 16 14 49.5 150.0 15 49.5 168.0 16 148.5 0.0 S 17 148.5 38.0 18 148.5 58.0 19 148.5 76.0 20 148.5 96.0 21 148.5 124.0 22 148.5 150.0 23 148.5 168.0 24 198.0 38.0 S 25 198.0 58.0 S 26 198.0 76.0 S 27 198.0 96.0 S 28 198.0 124.0 S 29 198.0 150.0 S 30 198.0 168.0 S Joint Releases 8 Moment Z 16 Moment Z 1 Force X 2 Force X 3 Force X 4 Force X 5 Force X 6 Force X 7 Force X 24 Force X W g • PAGE 2 MSU STRESS -11 VERSION 9/89 - -- DATE: 01/10/;2 - -- TIME OF DAY: 14:44:30 25 Force X 26 Force X 27 Force X 28 Force X 29 Force X 30 Force X 1 Moment Z 2 Moment Z 3 Moment Z 4 Moment Z 5 Moment Z 6 Moment Z 7 Moment Z 24 Moment Z 25 Moment Z 26 Moment Z 27 Moment Z 28 Moment Z 29 Moment Z 30 Moment Z Member Incidences 1 1 9 2 2 10 3 3 11 4 4 12 5 5 13 6 6 14 7 7 15 8 8 9 9 9 10 10 10 11 11 11 12 12 12 13 13 13 14 14 14 15 15 16 17 16 17 18 17 18 19 18 19 20 19 20 21 20 21 22 21 22 23 22 9 17 23 10 18 24 11 19 25 12 20 26 13 21 27 14 22 28 15 23 29 17 24 30 18 25 0`T PAGE 3 ' MSU STRESS -11 VERSION 9/89 - -- DATE: 01/10/;2 - -- TIME OF DAY: 14:44:30 31 19 26 32 20 27 33 21 28 34 22 29 35 23 30 Member Properties 1 Thru 7 Prismatic Ax 0.926 Ay 0.648 Iz 1.647 8 Thru 21 Prismatic Ax 0.595 Ay 0.298 Iz 1.014 22 Thru 35 Prismatic Ax 0.926 Ay 0.648 Iz 1.647 Constants E 29000. All G 12000. All Tabulate All Loading Dead + Live + Seismic Joint Loads 9 Force Y -0.78 10 Force Y -0.78 11 Force Y -0.78 12 Force Y -0.78 13 Force Y -0.78 14 Force Y -0.78 15 Force Y -0.78 17 Force Y -0.78 18 Force Y -0.78 19 Force Y -0.78 20 Force Y -0.78 21 Force Y -0.78 22 Force Y -0.78 23 Force Y -0.78 9 Force X 0.011 10 Force X 0.017 11 Force X 0.021 12 Force X 0.028 13 Force X 0.035 _ 14 Force X 0.042 15 Force X 0.048 17 Force X 0.011 18 Force X 0.017 19 Force X 0.021 20 Force X 0.028 21 Force X 0.035 22 Force X 0.042 23 Force X 0.048 Solve PROBLEM CORRECTLY SPECIFIED, EXECUTION TO PROCEED 1() . PAGE 4 MSU STRESS -11 VERSION 9/89 - -- DATE: 01/10/;2 - -- TIME OF DAY: 14:44:30 Structure Storage Rack in Load Beam Plane 7 Levels Loading Dead + Live + Seismic MEMBER FORCES MEMBER JOINT AXIAL FORCE SHEAR FORCE MOMENT 1 1 0.000 -0.075 0.00 1 9 0.000 0.075 -3.72 2 2 0.000 -0.027 0.00 2 10 0.000 0.027 -1.31 3 3 0.000 -0.013 0.00 3 11 0.000 0.013 -0.65 4 4 0.000 -0.009 0.00 4 12 0.000 0.009 -0.45 5 5 0.000 -0.001 0.00 5 13 0.000 0.001 -0.07 6 6 0.000 0.014 0.00 6 14 0.000 -0.014 0.69 7 7 0.000 0.019 0.00 7 15 0.000 -0.019 0.92 8 8 5.306 0.199 0.00 8 9 -5.306 -0.199 7.55 9 9 4.537 0.155 0.47 _ 9 10 -4.537 -0.155 2.63 10 10 3.774 0.125 0.88 10 11 -3.774 -0.125 1.37 11 11 3.014 0.100 1.00 11 12 -3.014 -0.100 1.00 12 12 2.258 0.086 1.14 12 13 -2.258 -0.086 1.26 13 13 1.504 0.042 0.30 13 14 -1.504 -0.042 0.80 14 14 0.754 -0.056 -0.61 14 15 -0.754 0.056 -0.40 15 16 5.306 0.205 0.00 15 17 -5.306 -0.205 7.80 16 17 4.537 0.227 1.19 16 18 -4.537 -0.227 3.35 17 18 3.774 0.223 1.72 17 19 -3.774 -0.223 2.30 18 19 3.014 0.206 2.00 18 20 -3.014 -0.206 2.11 19 20 2.258 0.164 2.20 19 21 -2.258 -0.164 2.41 • 20 21 1.504 0.138 1.57 20 22 -1.504 -0.138 2.01 21 22 0.754 0.152 0.96 ' 21 23 -0.754 -0.152 1.77 '71 PAGE 5 MSU STRESS -11 VERSION 9/89 - -- DATE: 01/10/;2 - -- TIME OF DAY: 14:44:30 22 9 -0.033 -0.086 -4.30 22 17 0.033 0.086 -4.20 23 10 -0.013 -0.043 -2.19 23 18 0.013 0.043 -2.09 24 11 -0.004 -0.034 -1.73 24 19 0.004 0.034 -1.60 25 12 0.013 -0.033 -1.70 25 20 -0.013 0.033 -1.53 26 13 -0.008 -0.028 -1.49 26 21 0.008 0.028 -1.28 27 14 -0.056 -0.016 -0.88 27 22 0.056 0.016 -0.70 28 15 0.104 -0.007 -0.52 28 23 -0.104 0.007 -0.16 '/ 29 17 0.000 -0.097 - • .78 _ At I Co NN' 29 24 0.000 0.097 0.00 f>14 30 18 0.000 -0.060 -2.97 30 25 0.000 0.060 0.00 31 19 0.000 -0.054 -2.69 31 26 0.000 0.054 0.00 32 20 0.000 -0.056 -2.78 32 27 0.000 0.056 0.00 33 21 0.000 -0.055 -2.70 33 28 0.000 0.055 0.00 34 22 0.000 -0.046 -2.28 34 29 0.000 0.046 0.00 35 23 0.000 -0.033 -1.61 35 30 0.000 0.033 0.00 APPLIED JOINT LOADS, FREE JOINTS JOINT FORCE X FORCE Y MOMENT Z 9 0.011 -0.780 0.00 10 0.017 -0.780 0.00 11 0.021 -0.780 0.00 12 0.028 -0.780 0.00 13 0.035 -0.780 0.00 14 0.042 -0.780 0.00 15 0.048 -0.780 0.00 17 0.011 -0.780 0.00 18 0.017 =0.780 0.00 19 0.021 -0.780 0.00 20 0.028 -0.780 0.00 21 0.035 -0.780 0.00 22 0.042 -0.780 0.00 23 0.048 -0.780 0.00 77/ . . PAGE 6 MSU STRESS -11 VERSION 9/89 - -- DATE: 01/10/;2 - -- TIME OF DAY: 14:44:30 REACTIONS,APPLIED LOADS SUPPORT JOINTS JOINT FORCE X FORCE Y MOMENT Z 1 0.000 -0.075 0.00 2 0.000 -0.027 0.00 3 0.000 -0.013 0.00 4 0.000 -0.009 0.00 5 0.000 -0.001 0.00 6 0.000 0.014 0.00 7 0.000 0.019 0.00 8 -0.199 5.306 0.00 16 -0.205 5.306 0.00 24 0.000 0.097 0.00 25 0.000 0.060 0.00 26 0.000 0.054 0.00 27 0.000 0.056 0.00 28 0.000 0.055 0.00 29 0.000 0.046 0.00 30 0.000 0.033 0.00 FREE JOINT DISPLACEMENTS JOINT X- DISPLACEMENT Y- DISPLACEMENT ROTATION 9 0.1840 - 0.0117 - 0.0015 10 0.2117 - 0.0169 - 0.0008 11 0.2274 - 0.0209 - 0.0006 _ 12 0.2432 - 0.0244 - 0.0006 13 0.2665 - 0.0280 - 0.0006 14 0.2814 - 0.0303 - 0.0004 15 0.2863 - 0.0311 - 0.0003 17 0.1841 - 0.0117 - 0.0014 18 0.2117 - 0.0169 - 0.0007 19 0.2274 - 0.0209 - 0.0005 20 0.2431 - 0.0244 - 0.0005 21 0.2665 - 0.0280 - 0.0004 22 0.2816 - 0.0303 - 0.0002 23 0.2859 - 0.0311 0.0001 SUPPORT JOINT DISPLACEMENTS JOINT X- DISPLACEMENT Y- DISPLACEMENT ROTATION 1 0.1840 0.0000 0.0004 2 0.2117 0.0000 - 0.0001 3 0.2274 0.0000 - 0.0003 _ 4 0.2432 0.0000 - 0.0004 5 0.2665 0.0000 - 0.0006 6 0.2814 0.0000 - 0.0007 7 0.2863 0.0000 - 0.0008 .73p7 PAGE 7 MSU STRESS -11 VERSION 9/89 - -- DATE: 01/10/;2 - -- TIME OF DAY: 14:44:30 8 0.0000 0.0000 - 0.0064 16 0.0000 0.0000 - 0.0065 24 0.1841 0.0000 0.0010 25 0.2117 0.0000 0.0008 26 0.2274 0.0000 0.0009 27 0.2431 0.0000 0.0010 28 0.2665 0.0000 0.0010 29 0.2816 0.0000 0.0010 30 0.2859 0.0000 0.0009 Seismic Analysis per 2009 IBC wi di widi2 fi fidi # in # 1560 0.1841 53 22 4.1 11 22 1560 0.2117 70 34 7.2 17 34 1560 0.2274 81 42 9.6 21 42 1560 0.2431 92 56 13.6 28 56 1860 0.2665 132 70 18.7 35 70 1560 0.2816 124 84 23.7 42 84 1560 0.2859 128 96 27.4 48 96 11220 679 404 104.2 404 g = 32.2 ft /sect T = 0.8161 sec I = 1.00 Cs = 0.0790 or 0.1178 Shc = 0.387 Cs min = 0.070666 or 1.5% - R = 6 Cs = 0.0790 V = (Cs *I *.67) *W *.67 V = 0.0529 W *.67 - = 404 # 100% 79 • Beam - Column Check C 3.000x 3.000x 0.075 Fy = 55 ksi - A = 0.595 in2 Sx = 0.676 in3 Rx = 1.305 in Ry = 1.117 in kx = 1.00 ky = 1.00 Stress Factor 1.000 Point P M Lx Ly Pcap Mcap Ratio 15 5.6 7.8 38.0 40.0 16.05 22.30 70% 16 4.9 3.4 20.0 40.0 16.05 22.30 46% 17 4.1 2.3 18.0 40.0 16.05 22.30 36% 18 3.4 2.1 20.0 40.0 16.05 22.30 30% 19 2.6 2.4 28.0 40.0 16.05 ,22.30 27% 20 1.9 2.0 44.0 40.0 16.05 22.30 21% Load Beam Check 3.75x 2.750x 0.060 Fy = 55 ksi A = 0.746 in2 E = 29,500 E3 ksi Sx = 0.667 in3 Ix = 1.340 in4 Length = 96 inches Pallet Load 1500 lbs Assume 0.5 pallet load on each beam M = PL /8= 9.00 k -in fb = 13.49 ksi Fb = 33 ksi 41% Mcap = 22.02 k -in 29.36 k -in with 1/3 increase Defl = 0.22 in = L/ 439 w/ 25% added to one pallet load M = .232 PL = 8.35 k -in 38% . 14);e Base Plate Design Column Load 6.7 kips Allowable Soil 1500 psf basic Assume Footing 25.4 in square on side Soil Pressure 1500 psf Bending: Assume the concrete slab works as a beam that is fixed against rotation at the end of the base plate and is free to deflect at the extreme edge of the assumed footing, but not free to rotate. Mmax = wl'2/3 Use 5 "square base plate w = 10.4 psi 1 = 7.69 in Load factor = 1.67 M = 342 # -in 5 in thick slab f'c = 2500 psi s = 4.17 in3 fb = 82 psi Fb = 5(phi)(f'c = 163 psi OK !! Shear : Beam fir = 27 psi Fv = 85 psi OK !! Punching fv = 47 psi Fv = 170 psi OK !! Base Plate Bending Use 0.375 " thick 1 = 1.5 in w = 268 psi fb = 12874 psi Fb = 37500 psi OK !! Calculations for : NW ENGINEERING SERVICES TIGARD, OR 01/10/2012 Loading: 1500 # load levels 6 pallet levels @ 42,66,96,124,150,168 Seismic per IBC 2009 100% Utilization Sds = 0.707 Sdl = 0.387 I = 1.00 96 " Load Beams Uprights: 48 " wide C 3.000x.3.000x 0.075 Columns C 1.500x 1.500x 0.075 Braces 5.00x 8.00x 0.375 Base Plates with 2- 0.500in x 3.25in Embed Anchor /Column 3.75x 2.750x 0.060 Load beams w/ 2 -Pin Connector by : Ben Riehl Registered Engineer OR# 11949 7 q In Upright Plane Seismic Load Distribution • per 2009 IBC Sds = 0.707 1.00 Allowable Stress Increase I = 1.00 R = 4.0 V = (Sds /R) *I *P1 *.67 Weight 60 # per level frame weight Columns @ 48 " Levels Load WiHi Fi FiHi Column: (inches) ( #) (k -in) ( #) (k -in) C 3.000x 3.000x 0.075 168 1560 262 289 49 150 1560 234 258 39 124 1560 193 213 26 KLx = 42 in 96 1860 179 197 19 KLy = 40 in 66 1560 103 114 7 A = 0.595 in 42 1560 66 72 3 Pcap = 16053 lbs - - -- - - -- - - -- - - -- ---- - - -- - - -- - - -- 9660 1037 1143 143 Column 49% Stress Max column load = 7813 # Min column load = -225 # Uplift Overturning (. 6-. 11Sds )DL +(0.6- .14Sds).75PLapp- .51EL= -257 # MIN (1 +0.11Sds)DL+ (1 +0.14Sds).75PL+ .51EL = 5548 # MAX REQUIRED HOLD DOWN = -257 # Anchors: 1 T = 257 # 2 0.5 in dia HILTI TZ 3.25 "embedment in 2500 psi concrete Tcap = 2801 # 9% Stressed V = 572 # per leg Vcap = 4858 # = 12% Stressed COMBINED = 5% Stressed OK Braces: Brace height = 40 " Brace width = 48 " Length = 62 " P = 1116 # Use : C 1.500x 1.500x 0.075 A = 0.317 in L/r = 128 Pcap = 2923 # 38% T • In Upright Plane Seismic Load Distribution TOP LOAD ONLY per 2009 IBC Sds = 0.707 1.00 Allowable Stress Increase I = 1.00 R = 4.0 V = (Sds /R) *I *P1 Weight 60 # per level frame weight Columns @ 48 " Levels Load WiHi Fi FiHi Column: (inches) ( #) (k -in) ( #) (k -in) C 3.000x 3.000x 0.075 168 1560 262 296 50 150 60 9 10 2 124 60 7 8 1 KLx = 42 in 96 60 6 7 1 KLy = 40 in 66 60 4 4 0 A = 0.595 in 42 60 3 3 0 Pcap = 16053 lbs - - -- - - -- - - -- - - -- ---- - - -- - - -- - - -- 1860 291 329 53 Column 13% Stress Max column load = 2042 # Min column load = -274 # Uplift Overturning (. 6-. 11Sds )DL +(0.6- .14Sds).75PLapp- .51EL= -568 # MIN (1 +0.11Sds)DL+ (1 +0.14Sds).75PL+ .51EL = 2056 # MAX REQUIRED HOLD DOWN = -568 # Anchors: 1 T = 568 # 2 0.5 in dia HILTI TZ 3.25 "embedment in 2500 psi concrete Tcap = 2801 # 20% Stressed V = 164 # per leg Vcap = 4858 # = 3% Stressed COMBINED = 7% Stressed OK Braces: Brace height = 40 " Brace width = 48 " Length = 62 " P = 321 # • Use : C 1.500x 1.500x 0.075 A = 0.317 in L/r = 128 Pcap = 2923 # 11% V O PAGE 1 MSU STRESS -11 VERSION 9/89 - -- DATE: 01/10/;2 - -- TIME OF DAY: 14:52:12 INPUT DATA LISTING TO FOLLOW: Structure Storage Rack in Load Beam Plane 6 Levels Type Plane Frame Number of Joints 26 Number of Supports 14 Number of Members 30 Number of Loadings 1 Joint Coordinates 1 0.0 42.0 S 6 13 20 26 2 0.0 66.0 S 3 0.0 96.0 S 5 12 19 25 4 0.0 124.0 S 4 11 18 24 5 0.0 150.0 S 6 0.0 168.0 S 3 10 17 23 7 49.5 0.0 S 8 49.5 42.0 2 9 16 22 9 49.5 66.0 1 8 15 21 10 49.5 96.0 11 49.5 124.0 7 14 12 49.5 150.0 13 49.5 168.0 14 148.5 0.0 S 15 148.5 42.0 16 148.5 66.0 17 148.5 96.0 18 148.5 124.0 19 148.5 150.0 20 148.5 168.0 21 198.0 42.0 S 22 198.0 66.0 S 23 198.0 96.0 S 24 198.0 124.0 S 25 198.0 150.0 S 26 198.0 168.0 S Joint Releases 7 Moment Z 14 Moment Z 1 Force X Moment Z 2 Force X Moment Z 3 Force X Moment Z 4 Force X Moment Z 5 Force X Moment Z 6 Force X Moment Z 21 Force X Moment Z 22 Force X Moment Z 23 Force X Moment Z 24 Force X Moment Z 25 Force X Moment Z 26 Force X Moment Z PAGE 2 MSU STRESS -11 VERSION 9/89 - -- DATE: 01/10/;2 - -- TIME OF DAY: 14:52:12 Member Incidences 1 1 8 2 2 9 3 3 10 4 4 11 5 5 12 6 6 13 7 7 8 8 8 9 9 9 10 10 10 11 11 11 12 12 12 13 13 14 15 14 15 16 15 16 17 16 17 18 17 18 19 18 19 20 19 8 15 20 9 16 21 10 17 22 11 18 23 12 19 24 13 20 25 15 21 26 16 22 27 17 23 28 18 24 29 19 25 30 20 26 Member Properties 1 Thru 6 Prismatic Ax 0.746 Ay 0.522 Iz 1.340 7 Thru 18 Prismatic Ax 0.595 Ay 0.298 Iz 1.014 19 Thru 30 Prismatic Ax 0.746 Ay 0.522 Iz 1.340 Constants E 29000. All G 12000. All Tabulate All Loading Dead + Live + Seismic Joint Loads 8 Force Y -0.78 9 Force Y -0.78 10 Force Y -0.93 11 Force Y -0.78 12 Force Y -0.78 13 Force Y -0.78 15 Force Y -0.78 16 Force Y -0.78 17 Force Y -0.93 18 Force Y -0.78 19 Force Y -0.78 20 Force Y -0.78 t • PAGE 3 MSU STRESS -11 VERSION 9/89 - -- DATE: 01/10/;2 - -- TIME OF DAY: 14:52:12 8 Force X 0.010 9 Force X 0.016 10 Force X 0.023 11 Force X 0.030 12 Force X 0.036 13 Force X 0.041 15 Force X 0.010 16 Force X 0.016 17 Force X 0.023 18 Force X 0.030 19 Force X 0.036 20 Force X 0.041 Solve PROBLEM CORRECTLY SPECIFIED, EXECUTION TO PROCEED Seismic Analysis per 2009 IBC wi di widi2 fi fidi in # 1560 0.2000 62 20 4.0 10 20 1560 0.2371 88 32 7.6 16 32 1860 0.2730 139 46 12.6 23 46 1560 0.2981 139 60 17.9 30 60 1560 0.3130 153 72 22.5 36 72 1560 0.3181 158 82 26.1 41 82 9660 738 312 90.7 311 g = 32.2 ft /sec2 T = 0.9120 sec I = 1.00 Cs = 0.0707 or 0.1178 Sdl = 0.387 Cs min = 0.070666 or 1.5% R = 6 Cs = 0.0707 V = (Cs *I *.67) *W *.67 V = 0.0473 W *.67 311 # 100% • ` PAGE 4 MSU STRESS -11 VERSION 9/89 - -- DATE: 01/10/;2 - -- TIME OF DAY: 14:52:12 Structure Storage Rack in Load Beam Plane 6 Levels Loading Dead + Live + Seismic MEMBER FORCES MEMBER JOINT AXIAL FORCE SHEAR FORCE MOMENT 1 1 0.000 -0.067 0.00 1 8 0.000 0.067 -3.31 2 2 0.000 -0.030 0.00 2 9 0.000 0.030 -1.49 3 3 0.000 -0.017 0.00 3 10 0.000 0.017 -0.83 4 4 0.000 -0.004 0.00 4 11 0.000 0.004 -0.19 5 5 0.000 0.010 0.00 5 12 0.000 -0.010 0.48 6 6 0.000 0.014 0.00 6 13 0.000 -0.014 0.70 7 7 4.725 0.154 0.00 7 8 -4.725 -0.154 6.45 8 8 3.953 0.121 0.63 8 9 -3.953 -0.121 2.27 9 9 3.187 0.107 1.43 9 10 -3.187 -0.107 1.77 10 10 2.275 0.075 0.83 10 11 -2.275 -0.075 1.25 11 11 1.516 0.039 0.23 11 12 -1.516 -0.039 0.78 12 12 0.760 -0.043 -0.51 12 13 -0.760 0.043 -0.26 13 14 4.725 0.158 0.00 13 15 -4.725 -0.158 6.65 14 15 3.953 0.171 1.22 14 16 -3.953 -0.171 2.88 15 16 3.187 0.153 2.09 15 17 -3.187 -0.153 2.52 16 17 2.275 0.139 1.73 16 18 -2.275 -0.139 2.18 17 18 1.516 0.115 1.25 17 19 -1.516 -0.115 1.75 18 19 0.760 0.125 0.73 18 20 -0.760 -0.125 1.52 19 8 -0.023 -0.076 -3.78 19 15 0.023 0.076 -3.70 20 9 0.002 -0.044 -2.21 20 16 -0.002 0.044 -2.13 21 10 -0.009 -0.035 -1.77 21 17 0.009 0.035 -1.65 g111 PAGE 5 MSU STRESS -11 VERSION 9/89 - -- DATE: 01/10/;2 - -- TIME OF DAY: 14:52:12 22 11 -0.006 -0.025 -1.29 22 18 0.006 0.025 -1.16 23 12 -0.046 -0.014 -0.75 23 19 0.046 0.014 -0.63 24 13 0.084 -0.006 -0.44 24 20 -0.084 0.006 -0.19 wt�,.,, ,,�p �� 25 15 0.000 -0.084 25 21 0.000 0.084 C O. 00 I �� /�l'CW I+�:�Y 26 16 0.000 -0.057 -2.85 26 22 0.000 0.057 0.00 27 17 0.000 -0.052 -2.59 27 23 0.000 0.052 0.00 28 18 0.000 -0.046 -2.27 28 24 0.000 0.046 0.00 29 19 0.000 -0.037 -1.86 29 25 0.000 0.037 0.00 30 20 0.000 -0.027 -1.33 30 26 0.000 0.027 0.00 APPLIED JOINT LOADS, FREE JOINTS JOINT FORCE X FORCE Y MOMENT Z 8 0.010 -0.780 0.00 9 0.016 -0.780 0.00 10 0.023 -0.930 0.00 11 0.030 -0.780 0.00 12 0.036 -0.780 0.00 . 13 0.041 -0.780 0.00 15 0.010 -0.780 0.00 16 0.016 -0.780 0.00 . 17 0.023 -0.930 0.00 18 0.030 -0.780 0.00 19 0.036 -0.780 0.00 20 0.041 -0.780 0.00 REACTIONS,APPLIED LOADS SUPPORT JOINTS JOINT FORCE X FORCE Y MOMENT Z 1 0.000 -0.067 0.00 2 0.000 -0.030 0.00 3 0.000 -0.017 0.00 4 0.000 -0.004 0.00 5 0.000 0.010 0.00 6 0.000 0.014 0.00 7 -0.154 4.725 0.00 14 -0.158 4.725 0.00 21 0.000 0.084 0.00 22 0.000 0.057 0.00 23 0.000 0.052 0.00 24 0.000 0.046 0.00 25 0.000 0.037 0.00 0 I ' • PAGE 6 MSU STRESS -11 VERSION 9/89 - -- DATE: 01/10/;2 - -- TIME OF DAY: 14:52:12 • 26 0.000 0.027 0.00 FREE JOINT DISPLACEMENTS JOINT X- DISPLACEMENT Y- DISPLACEMENT ROTATION 8 0.2000 - 0.0115 - 0.0016 9 0.2371 - 0.0170 - 0.0010 10 0.2730 - 0.0225 - 0.0008 11 0.2981 - 0.0262 - 0.0006 12 0.3130 - 0.0285 - 0.0004 13 0.3181 - 0.0293 - 0.0003 15 0.2001 - 0.0115 - 0.0016 16 0.2371 - 0.0170 - 0.0009 17 0.2730 - 0.0225 - 0.0007 18 0.2981 - 0.0262 - 0.0004 19 0.3132 - 0.0285 - 0.0002 20 0.3177 - 0.0293 0.0000 SUPPORT JOINT DISPLACEMENTS JOINT X- DISPLACEMENT Y- DISPLACEMENT ROTATION 1 0.2000 0.0000 0.0005 2 0.2371 0.0000 0.0000 3 0.2730 0.0000 - 0.0003 • 4 0.2981 0.0000 - 0.0005 5 0.3130 0.0000 - 0.0007 6 0.3181 0.0000 - 0.0007 • 7 0.0000 0.0000 - 0.0063 14 0.0000 0.0000 - 0.0063 21 0.2001 0.0000 0.0011 22 0.2371 0.0000 0.0009 23 0.2730 0.0000 0.0010 24 0.2981 0.0000 0.0010 25 0.3132 0.0000 0.0010 26 0.3177 0.0000 0.0009 . . Beam - Column Check C 3.000x 3.000x 0.075 Fy = 55 ksi A = 0.595 in2 Sx = 0.676 in3 Rx = 1.305 in Ry = 1.117 in kx = 1.00 ky = 1.00 Stress Factor 1.000 Point P M Lx Ly Pcap Mcap Ratio 15 4.8 6.7 42.0 40.0 16.05 22.30 60% 16 4.1 2.9 24.0 40.0 16.05 22.30 38% 17 3.3 2.5 30.0 40.0 16.05 22.30 32% 18 2.6 2.2 28.0 40.0 16.05 22.30 26% 19 1.8 1.8 26.0 40.0 16.05 22.30 19% 20 1.1 1.5 18.0 40.0 16.05 22.30 13% Load Beam Check 3.75x 2.750x 0.060 Fy = 55 ksi A = 0.746 in2 E = 29,500 E3 ksi Sx = 0.667 in3 Ix = 1.340 in4 Length = 96 inches Pallet Load 1500 lbs Assume 0.5 pallet load on each beam M = PL /8= 9.00 k -in fb = 13.49 ksi Fb = 33 ksi 41% Mcap = 22.02 k -in 29.36 k -in with 1/3 increase Defl = 0.22 in = L/ 439 w/ 25% added to one pallet load M = .232 PL = 8.35 k -in 38% 9.', • t . • Base Plate Design Column Load 5.9 kips Allowable Soil 1500 psf basic Assume Footing 23.7 in square on side Soil Pressure 1500 psf Bending: Assume the concrete slab works as a beam that is fixed against rotation at the end of the base plate and is free to deflect at the extreme edge of the assumed footing, but not free to rotate. Mmax = w1 /3 Use 5 "square base plate w = 10.4 psi 1 = 6.86 in Load factor = 1.67 M = 273 # -in 5 in thick slab f'c = 2500 psi s = 4.17 in3 fb = 65 psi Fb = 5(phi)(f'c = 163 psi OK !! Shear : Beam fv = 24 psi Fv = 85 psi OK !! Punching fv = 40 psi Fv = 170 psi OK !! Base Plate Bending Use 0.375 " thick 1 = 1.5 in w = 234 psi fb = 11251 psi Fb = 37500 psi OK !! Calculations for : NW ENGINEERING SERVICES TIGARD OR 01/10/2012 Loading: 600 # load levels 7 pallet levels @ 30,60,96,114,132,150,168 Seismic per IBC 2009 100% Utilization Sds = 0.707 Sdl = 0.387 I = 1.00 96 " Load Beams Uprights: 18 " wide C 3.000x 3.000x 0.075 Columns C 1.500x 1.500x 0.075 Braces 5.00x 8.00x 0.375 Base Plates with 2- 0.500in x 3.25in Embed Anchor /Column 3.75x 2.750x 0.060 Load beams w/ 2 -Pin Connector by : Ben Riehl Registered Engineer OR# 11949 9o, • ' . In Upright Plane Seismic Load Distribution per 2009 IBC Sds = 0.707 1.00 Allowable Stress Increase I = 1.00 R = 4.0 V = (Sds /R) *I *P1 *.67 Weight 60 # per level frame weight Columns @ 18 " Levels Load WiHi Fi FiHi Column: (inches) ( #) (k -in) ( #) (k -in) C 3.000x 3.000x 0.075 168 660 111 123 21 150 660 99 110 17 132 660 87 97 13 114 660 75 84 10 KLx = 30 in 96 960 92 102 10 KLy = 40 in 60 660 40 44 3 A = 0.595 in 30 660 20 22 1 Pcap = 16053 lbs - - -- - - -- - - -- - - -- ---- - - -- - - -- - - -- 4920 524 582 73 Column 40% Stress Max column load = 6498 # Min column load = -2633 # Uplift Overturning (. 6-. 11Sds )DL +(0.6- .14Sds).75PLapp- .51EL= -1391 # MIN . (1 +0.11Sds)DL+ (1 +0.14Sds).75PL+ .51EL = 4132 # MAX REQUIRED HOLD DOWN = -2633 # Anchors: 1 T = 2633 # 2 0.5 in dia HILTI TZ 3.25 "embedment in 2500 psi concrete Tcap = 2801 # 94% Stressed V = 291 # per leg Vcap = 4858 # = 6% Stressed COMBINED = 91% Stressed OK Braces: Brace height = 40 " Brace width = 18 " Length = 44 " P = 1064 # Use : C 1.500x 1.500x 0.075 A = 0.317 in L/r = 90 Pcap = 5616 # 19% /o • I, • • In Upright Plane Seismic Load Distribution TOP LOAD ONLY per 2009 IBC Sds = 0.707 1.00 Allowable Stress Increase I = 1.00 R = 4.0 V = (Sds /R) *I *Pl Weight 60 # per level frame weight Columns @ 18 " Levels Load WiHi Fi FiHi Column: (inches) ( #) (k -in) ( #) (k -in) C 3.000x 3.000x 0.075 168 660 111 137 23 132 60 8 10 1 114 60 7 8 1 KLx = 30 in 96 60 6 7 1 KLy = 40 in 60 60 4 4 0 A = 0.595 in 30 60 2 2 0 Pcap = 16053 lbs - - -- - - -- - - -- - - -- ---- - - -- - - -- - - -- 960 137 170 26 Column 12% Stress Max column load = 1945 # Min column load = -1033 # Uplift Overturning (. 6-. 11Sds )DL +(0.6- .14Sds).75PLapp- .51EL= -1191 # MIN (1 +0.11Sds)DL+ (1 +0.14Sds).75PL+ .51EL = 1959 # MAX REQUIRED HOLD DOWN = -1191 # Anchors: 1 T = 1191 # 2 0.5 in dia HILTI TZ 3.25 "embedment in 2500 psi concrete Tcap = 2801 # 43% Stressed V = 85 # per leg Vcap = 4858 # = 2% Stressed COMBINED = 24% Stressed OK Braces: Brace height = 40 " Brace width = 18 " Length = 44 " P = 310 # Use : C 1.500x 1.500x 0.075 A = 0.317 in L/r = 90 Pcap = 5616 # 6% � V 4 • PAGE 1 • MSU STRESS -11 VERSION 9/89 - -- DATE: 01/10/;2 - -- TIME OF DAY: 15:11:57 INPUT DATA LISTING TO FOLLOW: Structure Storage Rack in Load Beam Plane 7 Levels Type Plane Frame Number of Joints 30 Number of Supports 16 Number of Members 35 Number of Loadings 1 Joint Coordinates 1 0.0 30.0 S 7 15 23 30 2 0.0 60.0 S 6 14 22 29 3 0.0 96.0 S 4 0.0 114.0 S 5 13 21 28 5 0.0 132.0 S 6 0.0 150.0 S 4 12 20 27 7 0.0 168.0 S 3 11 19 26 8 49.5 0.0 S 9 49.5 30.0 2 10 18 25 10 49.5 60.0 11 49.5 96.0 1 9 17 24 12 49.5 114.0 8 16 13 49.5 132.0 14 49.5 150.0 15 49.5 168.0 16 148.5 0.0 S 17 148.5 30.0 18 148.5 60.0 19 148.5 96.0 20 148.5 114.0 21 148.5 132.0 22 148.5 150.0 23 148.5 168.0 24 198.0 30.0 S 25 198.0 60.0 S 26 198.0 96.0 S 27 198.0 114.0 S 28 198.0 132.0 S 29 198.0 150.0 S 30 198.0 168.0 S Joint Releases 8 Moment Z 16 Moment Z 1 Force X 2 Force X 3 Force X 4 Force X 5 Force X 6 Force X 7 Force X 24 Force X 10, PAGE 2 MSU STRESS -11 VERSION 9/89 - -- DATE: 01/10/;2 - -- TIME OF DAY: 15:11:57 25 Force X • 26 Force X 27 Force X 28 Force X 29 Force X 30 Force X 1 Moment Z 2 Moment Z 3 Moment Z 4 Moment Z 5 Moment Z 6 Moment Z 7 Moment Z 24 Moment Z 25 Moment Z 26 Moment Z 27 Moment Z 28 Moment Z 29 Moment Z 30 Moment Z Member Incidences 1 1 9 2 2 10 3 3 11 4 4 12 5 5 13 6 6 14 7 7 15 8 8 9 9 9 10 10 10 11 11 11 12 12 12 13 13 13 14 14 14 15 15 16 17 16 17 18 17 18 19 18 19 20 19 20 21 20 21 22 21 22 23 22 9 17 23 10 18 24 11 19 25 12 20 26 13 21 27 14 22 28 15 23 29 17 24 30 18 25 Y 4 e PAGE 3 MSU STRESS -11 VERSION 9/89 - -- DATE: 01/10/;2 - -- TIME OF DAY: 15:11:57 31 19 26 32 20 27 33 21 28 34 22 29 35 23 30 Member Properties 1 Thru 7 Prismatic Ax 0.926 Ay 0.648 Iz 1.647 8 Thru 21 Prismatic Ax 0.595 Ay 0.298 Iz 1.014 22 Thru 35 Prismatic Ax 0.926 Ay 0.648 Iz 1.647 Constants E 29000. All G 12000. All Tabulate All Loading Dead + Live + Seismic Joint Loads 9 Force Y -0.63 10 Force Y -0.63 11 Force Y -0.63 12 Force Y -0.63 13 Force Y -0.63 14 Force Y -0.63 15 Force Y -0.63 17 Force Y -0.63 18 Force Y -0.63 19 Force Y -0.63 20 Force Y -0.63 21 Force Y -0.63 22 Force Y -0.63 23 Force Y -0.63 9 Force X 0.007 10 Force X 0.011 11 Force X 0.014 12 Force X 0.018 13 Force X 0.023 14 Force X 0.028 15 Force X 0.031 17 Force X 0.007 18 Force X 0.011 19 Force X 0.014 20 Force X 0.018 21 Force X 0.023 22 Force X 0.028 23 Force X 0.031 Solve PROBLEM CORRECTLY SPECIFIED, EXECUTION TO PROCEED • p r PAGE 4 MSU STRESS -11 VERSION 9/89 - -- DATE: 01/10/;2 - -- TIME OF DAY: 15:11:57 Structure Storage Rack in Load Beam Plane 7 Levels Loading Dead + Live + Seismic MEMBER FORCES MEMBER JOINT AXIAL FORCE SHEAR FORCE MOMENT 1 1 0.000 -0.049 0.00 1 9 0.000 0.049 -2.45 2 2 0.000 -0.028 0.00 2 10 0.000 0.028 -1.38 3 3 0.000 -0.009 0.00 3 11 0.000 0.009 -0.47 4 4 0.000 0.004 0.00 4 12 0.000 -0.004 0.22 5 5 0.000 0.011 0.00 5 13 0.000 -0.011 0.57 6 6 0.000 0.018 0.00 6 14 0.000 -0.018 0.88 7 7 0.000 0.018 0.00 7 15 0.000 -0.018 0.88 8 8 4.277 0.129 0.00 ■ 8 9 -4.277 -0.129 3.87 9 9 3.653 0.109 1.40 9 10 -3.653 -0.109 1.87 10 10 3.036 0.096 1.58 10 11 -3.036 -0.096 1.89 11 11 2.425 0.042 0.07 11 12 -2.425 -0.042 0.68 12 12 1.818 0.021 0.06 12 13 -1.818 -0.021 0.33 13 13 1.212 -0.005 -0.18 13 14 -1.212 0.005 0.09 14 14 0.608 -0.056 -0.49 14 15 -0.608 0.056 -0.53 15 16 4.277 0.135 0.00 15 17 -4.277 -0.135 4.05 16 17 3.653 0.141 1.82 16 18 -3.653 -0.141 2.41 17 18 3.036 0.132 2.19 17 19 -3.036 -0.132 2.56 18 19 2.425 0.158 1.14 18 20 -2.425 -0.158 1.71 19 20 1.818 0.143 1.13 19 21 -1.818 -0.143 1.44 _ 20 21 1.212 0.123 0.98 20 22 -1.212 -0.123 1.23 21 22 0.608 0.118 0.81 21 23 -0.608 -0.118 1.32 gC • , U PAGE 5 MSU STRESS -11 VERSION 9/89 - -- DATE: 01/10/;2 - -- TIME OF DAY: 15:11:57 22 9 -0.013 -0.056 -2.82 22 17 0.013 0.056 -2.75 23 10 -0.002 -0.041 -2.07 23 18 0.002 0.041 -1.95 24 11 -0.040 -0.029 -1.49 24 19 0.040 0.029 -1.34 25 12 -0.003 -0.018 -0.96 25 20 0.003 0.018 -0.83 26 13 -0.003 -0.013 -0.71 26 21 0.003 0.013 -0.57 27 14 -0.023 -0.008 -0.48 27 22 0.023 0.008 -0.34 28 15 0.087 -0.004 -0.35 28 23 -0.087 0.004 -0.05 29 17 0.000 -0.063 -3.12 29 24 0.000 0.063 0.00 30 18 0.000 -0.053 -2.64 30 25 0.000 0.053 0.00 31 19 0.000 -0.048 -2.36 31 26 0.000 0.048 0.00 32 20 0.000 -0.041 -2.01 32 27 0.000 0.041 0.00 33 21 0.000 -0.037 -1.85 33 28 0.000 0.037 0.00 34 22 0.000 -0.034 -1.70 34 29 0.000 0.034 0.00 35 23 0.000 -0.026 -1.28 35 30 0.000 0.026 0.00 APPLIED JOINT LOADS, FREE JOINTS • JOINT FORCE X FORCE Y MOMENT Z 9 0.007 -0.630 0.00 10 0.011 -0.630 0.00 11 0.014 -0.630 0.00 12 0.018 -0.630 0.00 13 0.023 -0.630 0.00 14 0.028 -0.630 0.00 15 0.031 -0.630 0.00 17 0.007 -0.630 0.00 18 0.011 -0.630 0.00 19 0.014 -0.630 0.00 20 0.018 -0.630 0.00 21 0.023 -0.630 0.00 22 0.028 -0.630 0.00 23 0.031 -0.630 0.00 a 61(11 l . r r PAGE 6 MSU STRESS -11 VERSION 9/89 - -- DATE: 01/10/;2 - -- TIME OF DAY: 15:11:57 REACTIONS,APPLIED LOADS SUPPORT JOINTS JOINT FORCE X FORCE Y MOMENT Z 1 0.000 -0.049 0.00 2 0.000 -0.028 0.00 3 0.000 -0.009 0.00 4 0.000 0.004 0.00 5 0.000 0.011 0.00 6 0.000 0.018 0.00 7 0.000 0.018 0.00 8 -0.129 4.277 0.00 16 -0.135 4.277 0.00 24 0.000 0.063 0.00 25 0.000 0.053 0.00 26 0.000 0.048 0.00 27 0.000 0.041 0.00 28 0.000 0.037 0.00 29 0.000 0.034 0.00 30 0.000 0.026 0.00 FREE JOINT DISPLACEMENTS JOINT X- DISPLACEMENT Y- DISPLACEMENT ROTATION 9 0.0706 - 0.0074 - 0.0010 , 10 0.1062 - 0.0138 - 0.0008 11 0.1438 - 0.0201 - 0.0006 12 0.1533 - 0.0227 - 0.0004 4 13 0.1599 - 0.0245 - 0.0003 14 0.1644 - 0.0258 - 0.0002 15 0.1672 - 0.0264 - 0.0002 17 0.0706 - 0.0074 - 0.0009 18 0.1062 - 0.0138 - 0.0006 19 0.1440 - 0.0201 - 0.0004 20 0.1533 - 0.0227 - 0.0002 21 0.1599 - 0.0245 - 0.0001 22 0.1645 - 0.0258 - 0.0001 23 0.1669 - 0.0264 0.0001 SUPPORT JOINT DISPLACEMENTS JOINT X- DISPLACEMENT Y- DISPLACEMENT ROTATION 1 0.0706 0.0000 0.0003 2 0.1062 0.0000 0.0000 3 0.1438 0.0000 - 0.0003 4 0.1533 0.0000 - 0.0005 _ 5 0.1599 0.0000 - 0.0006 6 0.1644 0.0000 - 0.0007 7 0.1672 0.0000 - 0.0007 if E PAGE 7 MSU STRESS -11 VERSION 9/89 - -- DATE: 01/10/;2 - -- TIME OF DAY: 15:11:57 I, 8 0.0000 0.0000 - 0.0030 16 0.0000 0.0000 - 0.0030 24 0.0706 0.0000 0.0007 25 0.1062 0.0000 0.0007 26 0.1440 0.0000 0.0008 27 0.1533 0.0000 0.0008 28 0.1599 0.0000 0.0008 29 0.1645 0.0000 0.0008 30 0.1669 0.0000 0.0008 Seismic Analysis per 2009 IBC wi di widi2 fi fidi # in # 660 0.0706 3 14 1.0 7 14 660 0.1062 7 22 2.3 11 22 960 0.1440 20 28 4.0 14 28 660 0.1533 16 36 5.5 18 36 660 0.1599 17 46 7.4 23 46 660 0.1645 18 56 9.2 28 56 660 0.1669 18 62 10.3 31 62 4920 99 264 39.8 264 g = 32.2 ft /sec2 T = 0.5049 sec I = 1.00 Cs = 0.1276 or 0.1178 Sdl = 0.387 Cs min = 0.070666 or 1.5% R = 6 Cs = 0.1178 V = (Cs *I *.67) *W *.67 w V = 0.0789 W *.67 = 264 # 100% 4 w q I Beam - Column Check C 3.000x 3.000x 0.075 Fy = 55 ksi • A = 0.595 in2 Sx = 0.676 in3 Rx = 1.305 in Ry = 1.117 in kx = 1.00 ky = 1.00 Stress Factor 1.000 Point P M Lx Ly Pcap Mcap Ratio 17 4.3 4.1 30.0 40.0 16.05 22.30 45% 18 3.7 2.4 30.0 40.0 16.05 22.30 34% 19 3.0 2.6 36.0 40.0 16.05 22.30 30% 20 2.4 1.7 18.0 40.0 16.05 22.30 23% 21 1.8 1.4 18.0 40.0 16.05 22.30 17% 22 1.2 1.2 36.0 40.0 16.05 22.30 13% Load Beam Check 3.75x 2.750x 0.060 Fy = 55 ksi A = 0.746 in2 E = 29,500 E3 ksi Sx = 0.667 in3 Ix = 1.340 in4 Length = 96 inches Pallet Load 600 lbs Assume 0.5 pallet load on each beam M = PL /8= 3.60 k -in fb = 5.39 ksi Fb = 33 ksi 16% Mcap = 22.02 k -in , 29.36 k -in with 1/3 increase Defl = 0.09 in = L/ 1098 V w/ 25% added to one pallet load M = .232 PL = 3.34 k -in 15% i 41 • Base Plate Design Column Load 4.9 kips Allowable Soil 1500 psf basic Assume Footing 21.6 in square on side Soil Pressure 1500 psf Bending: Assume the concrete slab works as a beam that is fixed against rotation at the end of the base plate and is free to deflect at the extreme edge of the assumed footing, but not free to rotate. Mmax = w1 Use 5 "square base plate w = 10.4 psi 1 = 5.81 in Load factor = 1.67 M = 196 #-in 5 in thick slab f'c = 2500 psi s = 4.17 in3 fb = 47 psi Fb = 5(phi)(f'c = 163 psi OK !! Shear : Beam fv = 20 psi Fv = 85 psi OK !! Punching fir = 32 psi Fv = 170 psi OK !! Base Plate Bending Use 0.375 " thick 1 = 1.5 in w = 195 psi fb = 9357 psi Fb = 37500 psi OK !! 1 (do