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? up2O l 3- 3O i3 7373 SE Milwaukie, OR 97268 a PO Box 68348- Portland, OR 97268 s iILIFT Brian Ferrick, Sales Representative - OF OREGON, INC. Cell: 503-519-3043 FAX: 503-653-2536 City g i of Tigard RECEIVED 13125 SW Hall Blvd DEC 31 2013 Tigard OR 97223 CITY OF tIGARD Dan Nelson BUILDING DIVISION In regards to Stone and Wood Outlet at 6777 SW Bonita Building B suite 120 The racking area of storage is 288 square feet class IV commodity above 12' high and below 20' The racks will have open wire decking. It is one single row of racking so there are no aisles The fire Marshall Ty Darby confirmed a sprinkler system is not required and this would be acceptable being under 500 SQFT This is the same configuration and product as previously approved for the same customer in the same space the difference is the same racks have been moved to a different wall in the same space Thank you Brian Ferrick Cell phone 503-519-3043 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 LOCATI❑N STATING IN CONSPICU❑US LOCATION STATING RECEIVED 2800# CAPACITY @ 48', 68', 88', 128', 168' 2800# CAPACITY @ 20', 42', 60', 88', 122', 162' 3'-0. 8'-0• 8'-0' DEC 31 2013 CK 0 _ _ ® CITY OF TIGARD C BUILDING DIVISION LOAD BEAM Q1 m 7 LOAD BEAM I o I 7 Ce Q LOAD BEAM a 3 4 Sc�� G I N F��/py g / W ID .m LOAD BEAM Dm 1949 .r/ 3'-4' 0 2'-10' O ORE� � ` 16'-0' ID LOAD BEAM LOAD BEAM e C 3� Aceb ai -- ' N �E LOAD BEAM 1 8 2'-4' J. M ID L❑AD BEAM Li LOAD BEAM V-8' m 1,_6• EXP. DATE: 12// j�� I D 0 01 m LOAD BEAM ID 0 BRACE _ �C❑NNECT❑R = 1'-10' LLI l7 L7 4'-0' 1Q LOAD BEAM ® J Q • - a_ a 1'-8' -\-CONNECTOR —_i In UPRIGHT LOAD BEAM ELEVATI❑N LOAD BEAM ELEVATI❑N E w (4- __.1 I- (A vi r=1 P2I a_ w (2„ z Q A ° AC7 Z Z 14 GA THK 9�(` 0 3• 117 U °o d > �' m 3' a COLUMN of J I U J ►� o iN 3/8'x 4'x 7' C 1.5 x 1.5 1.5 (2)81/2'0 ANCHORS ATE N W (11 N �w W olS z o BASEPLATE 2 1 OF GA THK 1-1 1/8 �1-1/2' w X Q Li C (2) 1/2'0 ANCHORS FILLET WELD BRACE EA SIDE N (4 A a 0-CZ Z C 3' EA END TO COLUMN FF w m_ BRACE pit 3,25' 0 -� �, F -1 CD Zes (— 3 1/8 1 1/2' EA FACE ■ 6' I I� Q co CY v) ON I- W LA_ rn 0 1/8' 1 o?f JUNMp I--I rn COLUMN & BASE PL �QV l 6' CONCRETE SLAB ON GRADE 3 Z 3 Z W H J ce COLUMN BASE X-SECTION �� J ° c�i� w Z S' rN BRACE CONN ,,J , J J w 0 0 0 Z owQ � Q CD -- = e r Z 4— `O 0 NU ' w UJN w 0 41 ce La 1-5/8'H x 1' W CONNECTOR WW J 0 �Z-' STEP (3) PIN CONN o �4 N F 3 41_1-- o (3) AISI A502-2 RIVETS z ' A -� W cz J r 1 a L❑AD BEAM 7/16.0 2'oc 3 0 `kli w ¢ U W to 0 Q x 14 GA THICK q) o o �' V) II Z `-' O U o. H❑❑K THRU SL❑TS v 4 1-5/8x 3x� o IN COLUMN 0 w II w A = Z W LLJ o .7 3/16' THK 0 , ~ II (/1 < •-+ Q U '-' d 0 1/8V VERT EDGES 0 o II id W0ZIv) W CONNECTOR 0 SAFETY PIN TO RESIST Z II A I V) J Q N Q LOAD BEAM loon# UPLIFT LOAD _ ,� �. COLUMN-BEAM CONN (\-1 c � ' '' �' V Calculations for : STONE & WOOD OUTLET TIGARD , OR 12/17/2013 Loading: 2800 # load levels 5 pallet levels @ 48 , 68 , 88, 128, 168 Seismic per IBC 2009 100% Utilization Sds = 0 . 707 Sdl = 0 . 387 I = 1 . 00 96 " Load Beams Uprights : 36 " wide C 3 . 000x 3 . 000x 0 . 075 Columns C 1 . 500x 1 . 500x 0 . 075 Braces 4 . 00x 7 . 00x 0 . 375 Base Plates with 2- 0 . 500in x 3 . 25in Embed Anchor/Column 4 . 00x 2 . 750x 0 . 075 Load beams w/ 3-Pin Connector by : Ben Riehl Registered Engineer OR# 11949 1194• OR* •M • 3 l9�ry �FN J. R;E �• . !EXP. DATE: 12/ 7Q/Y �6 Conterminous 48 States 2003 NEHRP Seismic Design Provisions Latitude = 45.4156 Longitude = -122.7458 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 0.943 (Ss, Site Class B) 1.0 0.338 (S1, Site Class B) Conterminous 48 States 2003 NEHRP Seismic Design Provisions Latitude = 45.4156 Longitude = -122.7458 Spectral Response Accelerations SMs and SM1 SMs = Fa x Ss and SM1 = Fv x S1 Site Class D - Fa = 1.123 ,Fv = 1.724 Period Sa (sec) (g) 0.2 1.059 (SMs, Site Class D) 1.0 0.582 (SM1, Site Class D) IBC 2009 LOADING SEISMIC: Ss= 94.3 % g S1= 33.8 % g Soil Class D Modified Design spectral response parameters Sms= 105.9 %g Sds= 70.6 % 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 = 0.1765 W Cs = 0.1177 W Using Working Stress Design V = Cs*W/1.4 V= 0.1261 W V= 0.0840 W 5 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 y Cold Formed Section HEIGHT OF BEAM 4 .000 INCHES MAT'L THICKNESS 0.075 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 3.6500 2.0000 7.3000 14 .6000 4 .0523 0.0375 0.1369 TOP 1.4000 3.9625 5.5475 21.9820 0.0000 0.8750 1.2250 STEP SIDE 1.3500 3.1500 4.2525 13.3954 0.2050 1.7125 2.3119 STEP BOTT 0.7250 2.3375 1.6947 3.9613 0.0000 2.2125 1.6041 SHORT SID 2 .0250 1.1875 2 .4047 2.8556 0.6920 2.7125 5.4928 BOTTOM 2.4000 0.0375 0.0900 0.0034 0.0000 1.3750 3 .3000 CORNERS 0.2160 3.9125 0.8450 3 .3063 0.0004 0.0875 0.0189 2 0.2160 3.9125 0.8450 3 .3063 0. 0004 1.6625 0.3591 3 0.2160 2.3875 0.5157 1.2311 0 .0004 1.8000 0.3888 4 0.2160 2.2875 0.4941 1.1302 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 12 .8459 25.3500 24 .0270 65.7748 4 .9516 17.8875 16.0064 AREA = 0.963 IN2 CENTER GRAVITY = 1.870 INCHES TO BASE 1.246 INCHES TO LONG SIDE Ix = 1.934 IN4 Iy = 1.039 IN4 Sx = 0.908 IN3 Sy = 0.691 IN3 Rx = 1.417 IN Ry = 1.039 IN 5 BEAM END CONNECTOR COLUMN MATERIAL THICKNESS = 0 . 075 IN • LOAD BEAM DEPTH = 4 IN TOP OF BEAM TO TOP OF CONN= 0.000 IN WELD @ BTM OF BEAM = 0.000 IN LOAD = 2800 LBS PER PAIR CONNECTOR VERTICAL LOAD = 700 LBS EACH RIVETS 3 RIVETS @ 2 " 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 = 6.398 KIPS 11" 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 @ 1.1 IN FROM BTM OF CONN M = PL L = 0.9 IN - Pmax = Mcap/L = 4.360 KIPS RIVET LOAD DIST MOMENT P1 2.844 3.900 11.091 RIVET OK P2 1.385 1.900 2.632 P3 0.000 0.000 0.000 P4 0.000 0.000 0.000 TOTAL 4.229 13.723 CONNECTOR OK WELDS 0.125 " x 4.000 " FILLET WELD UP OUTSIDE 0.125 " x 2.375 " 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 0.075 " THICK WELD L = 8.00 IN A = 0.600 IN2 S = 0.400 IN3 Fv = 26.0 KSI Mcap = 10.40 K-IN 10.40 K-IN It 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 @ 36 " Levels Load WiHi Fi FiHi Column: (inches) (#) (k-in) (#) (k-in) C 3.000x 3 .000x 0.075 168 2860 480 569 96 128 2860 366 433 55 88 2860 252 298 26 KLx = 48 in 68 2860 194 230 16 KLy = 43 in 48 2860 137 162 8 A = 0.595 in 0 0 0 0 0 Pcap = 15892 lbs ---- ---- ---- ---- ---- ---- ---- ---- 14300 1430 1693 201 Column 80% Stress Max column load = 12724 # Min column load = -1491 # Uplift Overturning ( .6- . 11Sds)DL+(0.6-.14Sds) .75PLapp- .51EL= -1002 # MIN (1+0. 11Sds)DL+ (1+0.14Sds) .75PL+ .51EL = 8774 # MAX REQUIRED HOLD DOWN = -1491 # Anchors: 1 T = 1491 # 2 0.5 in dia HILTI TZ 3.25 "embedment in 2500 psi concrete Tcap = 2801 # 53% Stressed V = 846 # per leg Vcap = 4858 # = 17% Stressed COMBINED = 71% Stressed OK Braces: Brace height = 43 " Brace width = 36 " Length = 56 " P = 1978 # Use : C 1.500x 1.500x 0.075 A = 0.317 in L/r = 115 Pcap = 3629 # 54% 7 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 @ 36 " Levels Load WiHi Fi FiHi Column: (inches) (#) (k-in) (#) (k-in) C 3.000x 3.000x 0.075 168 2860 480 526 88 128 60 8 8 1 88 60 5 6 1 KLx = 48 in 68 60 4 4 0 KLy = 43 in 48 60 3 3 0 A = 0.595 in 0 0 0 0 0 Pcap = 15892 lbs 3100 500 548 90 Column 26% Stress Max column load = 4061 # Min column load = -1114 # Uplift Overturning ( .6- .11Sds)DL+(0.6- .14Sds) .75PLapp- .51EL= -1592 # MIN (1+0.11Sds)DL+ (1+0.14Sds) .75PL+ .51EL = 4072 # MAX REQUIRED HOLD DOWN = -1592 # Anchors: 1 T = 1592 # 2 0.5 in dia HILTI TZ 3.25 "embedment in 2500 psi concrete Tcap = 2801 # 57% Stressed V = 274 # per leg Vcap = 4858 # = 6% Stressed COMBINED = 62% Stressed OK Braces: Brace height = 43 " Brace width = 36 " Length = 56 " P = 640 # Use : C 1.500x 1.500x 0.075 A = 0.317 in L/r = 115 Pcap = 3629 # 18% PAGE 1 MSU STRESS-11 VERSION 9/89 --- DATE: 12/17/;3 --- TIME OF DAY: 13:58:41 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 48.0 S 2 0.0 68.0 S 3 0.0 88.0 S S 11 17 22 4 0.0 128.0 S 5 0.0 168.0 S 4 10 16 21 6 49.5 0.0 S 7 49.5 48.0 3 9 15 20 8 49.5 68.0 9 49.5 88.0 2 8 14 19 10 49.5 128.0 11 49.5 168.0 1 7 13 18 12 148.5 0.0 S 6 12 13 148.5 48.0 14 148.5 68.0 15 148.5 88.0 16 148.5 128.0 17 148.5 168.0 18 198.0 48.0 S • 19 198.0 68 .0 S 20 198.0 88.0 S 21 198.0 128.0 S 22 198.0 168.0 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 4 PAGE 2 MSU STRESS-11 VERSION 9/89 --- DATE: 12/17/;3 --- TIME OF DAY: 13:58:41 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 0.963 Ay 0.674 Iz 1.934 6 Thru 15 Prismatic Ax 0.595 Ay 0.298 Iz 1.014 16 Thru 25 Prismatic Ax 0.963 Ay 0.674 Iz 1.934 Constants E 29000. All G 12000. All Tabulate All Loading Dead + Live + Seismic Joint Loads 7 Force Y -1.43 8 Force Y -1.43 9 Force Y -1.43 10 Force Y -1.43 11 Force Y -1.43 13 Force Y -1.43 14 Force Y -1.43 15 Force Y -1.43 16 Force Y -1.43 17 Force Y -1.43 7 Force X 0.022 8 Force X 0.032 9 Force X 0.040 10 Force X 0.059 11 Force X 0.078 13 Force X 0.022 14 Force X 0.032 15 Force X 0.040 16 Force X 0.059 17 Force X 0.078 Solve PROBLEM CORRECTLY SPECIFIED, EXECUTION TO PROCEED )d) PAGE 3 MSU STRESS-11 VERSION 9/89 --- DATE: 12/17/;3 --- TIME OF DAY: 13:58:41 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 -0.099 0.00 1 7 0.000 0.099 -4.89 2 2 0.000 -0.023 0.00 2 8 0.000 0.023 -1.13 3 3 0.000 -0.013 0.00 3 9 0.000 0.013 -0.65 4 4 0.000 -0.003 0.00 4 10 0.000 0.003 -0.14 5 5 0.000 0.014 0.00 5 11 0.000 -0.014 0.69 6 6 6.997 0.227 0.00 6 7 -6.997 -0.227 10.90 7 7 5.587 0.143 -0.02 7 8 -5.587 -0.143 2.88 • 8 8 4 .186 0.100 0.93 8 9 -4 .186 -0.100 1.06 9 9 2 .789 0.103 2.04 9 10 -2.789 -0.103 2 .07 10 10 1.398 0.023 0.34 10 11 -1.398 -0.023 0.60 11 12 6.997 0.235 0.00 11 13 -6.997 -0.235 11.28 12 13 5.587 0.275 1.33 12 14 -5.587 -0.275 4.17 13 14 4 .186 0.254 2.35 13 15 -4 .186 -0.254 2.74 14 15 2.789 0.171 3.33 14 16 -2 .789 -0.171 3.51 15 16 1.398 0.133 2.28 15 17 -1.398 -0.133 3.02 16 7 -0.062 -0.119 -5.99 16 13 0 .062 0.119 -5.76 //�� 17 13 0.000 -0.138 -6.85 rn,4k2. C..EJI(010 17 18 0.000 0.138 0. .0 18 8 -0.012 -0.052 -2.69 0160 18 14 0.012 0.052 -2 .48 19 14 0.000 -0.082 -4 .04 19 19 0 .000 0.082 0.00 20 9 0.043 -0.046 -2.45 . 20 15 -0.043 0.046 -2.14 21 15 0.000 -0.079 -3.93 21 20 0.000 0.079 0.00 (( PAGE 4 MSU STRESS-11 VERSION 9/89 --- DATE: 12/17/;3 --- TIME OF DAY: 13:58:41 22 10 -0.020 -0.041 -2.26 22 16 0.020 0.041 -1.84 23 16 0.000 -0.080 -3.96 23 21 0.000 0.080 0.00 24 11 0.055 -0.018 -1.30 24 17 -0.055 0.018 -0.51 25 17 0.000 -0.051 -2.50 25 22 0.000 0.051 0.00 APPLIED JOINT LOADS, FREE JOINTS JOINT FORCE X FORCE Y MOMENT Z 7 0.022 -1.430 0.00 8 0.032 -1.430 0.00 9 0.040 -1.430 0.00 10 0.059 -1.430 0.00 11 0.078 -1.430 0.00 13 0.022 -1.430 0.00 14 0.032 -1.430 0.00 15 0.040 -1.430 0.00 16 0.059 -1.430 0.00 17 0.078 -1.430 0.00 REACTIONS,APPLIED LOADS SUPPORT JOINTS JOINT FORCE X FORCE Y MOMENT Z 1 0.000 -0.099 0.00 2 0.000 -0.023 0.00 3 0.000 -0.013 0.00 4 0.000 -0.003 0.00 5 0.000 0.014 0.00 6 -0.227 6.997 0.00 12 -0.235 6.997 0.00 18 0.000 0.138 0.00 19 0.000 0.082 0.00 20 0.000 0.079 0.00 21 0.000 0.080 0.00 22 0.000 0.051 0.00 FREE JOINT DISPLACEMENTS JOINT X-DISPLACEMENT Y-DISPLACEMENT ROTATION 7 0.3762 -0.0195 -0.0018 8 0.4073 -0.0259 -0.0009 9 0.4268 -0 .0308 -0.0008 10 0.4789 -0.0373 -0.0008 11 0.5116 -0.0405 -0.0006 13 0.3764 -0.0195 -0.0016 14 0 .4073 -0.0259 -0 .0007 ti- PAGE 5 MSU STRESS-11 VERSION 9/89 --- DATE: 12/17/;3 --- TIME OF DAY: 13:58:41 15 0.4267 -0.0308 -0.0005 16 0.4790 -0.0373 -0.0004 17 0.5114 -0.0405 0.0001 SUPPORT JOINT DISPLACEMENTS JOINT X-DISPLACEMENT Y-DISPLACEMENT ROTATION 1 0.3762 0.0000 0.0003 2 0.4073 0.0000 -0.0004 3 0.4268 0.0000 -0.0005 4 0.4789 0.0000 -0.0007 5 0.5116 0.0000 -0.0009 6 0.0000 0.0000 -0.0107 12 0.0000 0.0000 -0.0108 18 0.3764 0.0000 0.0014 19 0.4073 0.0000 0.0011 20 0.4267 0.0000 0.0012 21 0.4790 0.0000 0.0013 22 0.5114 0.0000 0.0012 Seismic Analysis per 2009 IBC wi di widi2 fi fidi # in # 2860 0.3762 405 44 16.6 22 44 2860 0.4073 474 64 26.1 32 64 2860 0.4268 521 80 34.1 40 80 2860 0.4789 656 118 56.5 59 118 2860 0.5116 749 156 79.8 78 155 0 0.0000 0 0 0.0 0 0 14300 2805 462 213.1 460 g = 32.2 ft/sec2 T = 1.1597 sec I = 1.00 Cs = 0.0556 or 0.1178 Sdl = 0.387 Cs min = 0.070666 R = 6 Cs = 0.0707 V = (CS*I*.67) *W* .67 V = 0.0473 W*.67 = 460 # 100% f3 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 7.2 11.3 48.0 43 .0 15.89 22.30 96% 14 5.8 4 .2 20.0 43 .0 15.89 22.30 55% 15 4 .4 2 .7 20.0 43 .0 15.89 22.30 39% 16 2. 9 3.5 40.0 43 .0 15.89 22.30 34% 17 1.5 3 .0 40.0 43 .0 15.89 22.30 23% 0 0.0 0. 0 48.0 43 .0 15.89 22.30 0W Load Beam Check 4 .00x 2 .750x 0.075 Fy = 55 ksi A = 0.963 in2 E = 29, 500 E3 ksi Sx = 0.908 in3 Ix = 1.934 in4 Length = 96 inches Pallet Load 2800 lbs • Assume 0.5 pallet load on each beam M = PL/8= 16.80 k-in fb = 18.50 ksi Fb = 33 ksi 56% • Mcap = 29.97 k-in 39.96 k-in with 1/3 increase Defl = 0.28 in = L/ 340 w/ 25% added to one pallet load M = .232 PL = 15.59 k-in 52% fri Base Plate Design Column Load 9.5 kips Allowable Soil 1500 psf basic Assume Footing 30.3 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 = wl 2/3 Use 4 "square base plate w = 10.4 psi 1 = 10.63 in Load factor = 1.67 M = 656 #-in 5 in thick slab f'c = 2500 psi s = 4. 17 in3 fb = 157 psi Fb = 5 (phi) (f'c".5) = 163 psi OK ! ! Shear : Beam fv = 37 psi Fv = 85 psi OK ! ! Punching fv = 81 psi Fv = 170 psi OK ! ! Base Plate Bending Use 0.375 " thick 1 = 1.5 in w = 596 psi fb = 28630 psi Fb = 37500 psi OK ! ! �5 . . Calculations for : STONE & WOOD OUTLET TIGARD , OR 12/17/2013 Loading: 2800 # load levels 6 pallet levels @ 20, 42, 60, 88 , 122, 162 Seismic per IBC 2009 100% Utilization Sds = 0 . 707 Sdl = 0 . 387 I = 1 . 00 96 " Load Beams Uprights : 36 " wide C 3 . 000x 3 . 000x 0 . 075 Columns C 1 . 500x 1 . 500x 0 . 075 Braces 4 . 00x 7 . 00x 0 . 375 Base Plates with 2- 0 . 500in x 3 . 25in Embed Anchor/Column 4 . 00x 2 . 750x 0 . 075 Load beams w/ 3-Pin Connector by : Ben Riehl Registered Engineer OR# 11949 /6 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 @ 36 " Levels Load WiHi Fi FiHi Column: (inches) (#) (k-in) (#) (k-in) C 3.000x 3.000x 0.075 162 2860 463 666 108 122 2860 349 502 61 88 2860 252 362 32 KLx = 20 in 60 2860 172 247 15 KLy = 43 in 42 2860 120 173 7 A = 0.595 in 20 2860 57 82 2 Pcap = 15892 lbs ---- ---- ---- ==== 17160 ---- ---- ---- 17160 1413 2031 225 Column 93% Stress Max column load = 14820 # Min column load = -1340 # Uplift Overturning ( .6-.11Sds)DL+(0.6-.14Sds) .75PLapp- .51EL= -973 # MIN (1+0.11Sds)DL+ (1+0.14Sds) .75PL+ .51EL = 10300 # MAX REQUIRED HOLD DOWN = -1340 # Anchors: 1 T = 1340 # 2 0.5 in dia HILTI TZ 3.25 "embedment in 2500 psi concrete Tcap = 2801 # 48% Stressed V = 1016 # per leg Vcap = 4858 # = 21% Stressed COMBINED = 69% Stressed OK Braces: Brace height = 43 " Brace width = 36 " Length = 56 " P = 2373 # Use : C 1.500x 1.500x 0.075 A = 0.317 in L/r = 115 Pcap = 3629 # 65% 17 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 @ 36 " Levels Load WiHi Fi FiHi Column: (inches) (#) (k-in) (#) (k-in) C 3 .000x 3.000x 0.075 162 2860 463 535 87 122 60 7 8 1 88 60 5 6 1 KLx = 20 in 60 60 4 4 0 KLy = 43 in 42 60 3 3 0 A = 0.595 in 20 60 1 1 0 Pcap = 15892 lbs 3160 483 558 89 Column 26% Stress • Max column load = 4043 # Min column load = -1040 # Uplift Overturning ( .6- .11Sds)DL+(0.6- .14Sds) .75PLapp- .51EL= -1529 # MIN (1+0.11Sds)DL+ (1+0.14Sds) .75PL+ .51EL = 4057 # MAX REQUIRED HOLD DOWN = -1529 # Anchors: 1 T = 1529 # 2 0 .5 in dia HILTI TZ 3 .25 "embedment in 2500 psi concrete Tcap = 2801 # 55% Stressed V = 279 # per leg Vcap = 4858 # = 6% Stressed COMBINED = 60% Stressed OK Braces: Brace height = 43 " Brace width = 36 " Length = 56 " P = 652 # Use : C 1.500x 1.500x 0. 075 A = 0.317 in L/r = 115 Pcap = 3629 # 18% 6 PAGE 1 MSU STRESS-11 VERSION 9/89 --- DATE: 12/17/;3 --- TIME OF DAY: 14:16:54 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 20 . 0 S 2 0.0 42 . 0 S 6 13 20 26 3 0.0 60. 0 S 5 12 19 25 4 0.0 88. 0 S 5 0.0 122.0 S 4 11 18 24 6 0.0 162 .0 S 7 49.5 0.0 S 3 10 17 23 8 49.5 20.0 2 9 16 22 9 49.5 42.0 10 49.5 60.0 1 8 15 21 11 49.5 88.0 12 49.5 122 .0 7 14 13 49.5 162. 0 14 148.5 0.0 S 15 148.5 20.0 16 148.5 42.0 17 148.5 60.0 • 18 148.5 88.0 19 148.5 122.0 20 148.5 162 .0 21 198.0 20 . 0 S 22 198 .0 42 .0 S 23 198 .0 60. 0 S 24 198.0 88.0 S 25 198.0 122 .0 S 26 198.0 162.0 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 /1 PAGE 2 MSU STRESS-11 VERSION 9/89 --- DATE: 12/17/;3 --- TIME OF DAY: 14 :16:54 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 0.963 Ay 0.674 Iz 1.934 7 Thru 18 Prismatic Ax 0.595 Ay 0.298 Iz 1.014 19 Thru 30 Prismatic Ax 0. 963 Ay 0.674 Iz 1.934 Constants E 29000. All G 12000. All Tabulate All Loading Dead + Live + Seismic Joint Loads 8 Force Y -1.43 9 Force Y -1.43 10 Force Y -1.43 11 Force Y -1.43 12 Force Y -1.43 13 Force Y -1.43 15 Force Y -1.43 16 Force Y -1.43 17 Force Y -1.43 18 Force Y -1.43 19 Force Y -1.43 20 Force Y -1.43 Zer PAGE 3 MSU STRESS-11 VERSION 9/89 --- DATE: 12/17/;3 --- TIME OF DAY: 14:16:54 8 Force X 0.016 9 Force X 0.035 10 Force X 0.049 11 Force X 0.071 12 Force X 0.100 13 Force X 0.133 15 Force X 0.016 16 Force X 0.035 17 Force X 0.049 18 Force X 0.071 19 Force X 0.100 20 Force X 0.133 Solve PROBLEM CORRECTLY SPECIFIED, EXECUTION TO PROCEED Seismic Analysis per 2009 IBC wi di widi2 fi fidi in 2860 0.0734 15 32 2.3 16 32 2860 0.1196 41 70 8.4 35 70 • 2860 0.1482 63 98 14.5 49 98 2860 0.2018 116 142 28.7 71 142 2860 0.2662 203 200 53.2 100 200 2860 0.3201 293 266 85.1 133 266 17160 731 808 192.3 808 g = 32.2 ft/sect T = 0.6234 sec I = 1.00 Cs = 0.1034 or 0.1178 Sdl = 0.387 Cs min = 0.070666 R = 6 Cs = 0.1034 V = (Cs*I*.67) *W* .67 V = 0.0693 W*.67 808 # 100% V / PAGE 4 MSU STRESS-11 VERSION 9/89 --- DATE: 12/17/;3 --- TIME OF DAY: 14 :16:54 ' 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 -0.107 0.00 1 8 0.000 0.107 -5.28 2 2 0.000 -0.060 0.00 2 9 0.000 0.060 -2.99 3 3 0.000 -0.049 0.00 3 10 0.000 0.049 -2.45 4 4 0.000 -0.047 0.00 4 11 0.000 0.047 -2.34 5 5 0.000 -0.026 0.00 5 12 0.000 0.026 -1.30 • 6 6 0.000 0.001 0.00 ▪ 6 13 0.000 -0.001 0.06 7 7 8.417 0.396 0.00 • 7 8 -8.417 -0.396 7.91 8 8 6.998 0.355 3.23 8 9 -6.998 -0.355 4.57 9 9 5.589 0.288 2.52 9 10 -5.589 -0.288 2.66 10 10 4.186 0.256 3.69 10 11 -4.186 -0.256 3.47 11 11 2.789 0.188 3.02 11 12 -2.789 -0.188 3.37 12 12 1.398 0 .080 1.35 12 13 -1.398 -0.080 1.85 13 14 8.417 0.412 0.00 13 15 -8.417 -0.412 8.25 14 15 6.998 0.421 3.88 14 16 -6.998 -0.421 5.39 15 16 5.589 0 .418 3.61 15 17 -5.589 -0.418 3.91 16 17 4.186 0.352 4.94 16 18 -4.186 -0.352 4.93 17 18 2.789 0.278 4.51 17 19 -2.789 -0.278 4.95 18 19 1.398 0.186 3.22 18 20 -1.398 -0.186 4.22 19 8 -0. 025 -0 .118 -5.86 19 15 0.025 0.118 -5.77 • 20 9 -0.032 -0.081 -4.10 20 16 0.032 0.081 -3.94 21 10 0.016 -0.077 -3.91 • 21 17 -0.016 0 .077 -3.69 z PAGE 5 MSU STRESS-11 VERSION 9/89 --- DATE: 12/17/;3 --- TIME OF DAY: 14 :16:54 22 11 0.003 -0.080 -4 .15 22 18 -0.003 0.080 -3.82 23 12 -0.008 -0.065 -3.42 23 19 0.008 0. 065 -3.03 24 13 0.053 -0.031 -1.90 24 20 -0.053 0.031 -1.13 25 15 0.000 -0.128 -6735 Ar/ ;�'�" ,610,4b 25 21 0.000 0.128 0.00 !rr 26 16 0.000 -0. 102 -5.06 ` " ' 26 22 0.000 0.102 0.00 27 17 0. 000 -0.104 -5.15 27 23 0.000 0.104 0.00 28 18 0.000 -0.114 -5.62 28 24 0.000 0.114 0.00 29 19 0.000 -0.104 -5.14 29 25 0.000 0.104 0.00 30 20 0.000 -0.062 -3.09 30 26 0.000 0.062 0.00 APPLIED JOINT LOADS, FREE JOINTS JOINT FORCE X FORCE Y MOMENT Z 8 0.016 -1.430 0.00 . 9 0 .035 -1.430 0.00 10 0 .049 -1.430 0.00 • 11 0.071 -1.430 0.00 12 0.100 -1.430 0.00 13 0.133 -1.430 0.00 15 0 .016 -1.430 0.00 16 0.035 -1.430 0.00 17 0.049 -1.430 0.00 18 0.071 -1.430 0.00 19 0.100 -1.430 0.00 20 0.133 -1.430 0.00 REACTIONS,APPLIED LOADS SUPPORT JOINTS JOINT FORCE X FORCE Y MOMENT Z 1 0.000 -0 .107 0.00 2 0.000 -0.060 0.00 3 0 .000 -0.049 0.00 4 0 .000 -0.047 0.00 5 0.000 -0.026 0.00 6 0 .000 0.001 0.00 7 -0.396 8 .417 0.00 14 -0.412 8 .417 0.00 21 0.000 0 .128 0.00 22 0 .000 0.102 0.00 23 0 .000 0.104 0.00 24 0.000 0.114 0.00 25 0.000 0 .104 0.00 73 PAGE 6 MSU STRESS-11 VERSION 9/89 --- DATE: 12/17/;3 --- TIME OF DAY: 14:16:54 26 0.000 0. 062 0.00 FREE JOINT DISPLACEMENTS JOINT X-DISPLACEMENT Y-DISPLACEMENT ROTATION 8 0.0734 -0.0098 -0.0018 9 0.1196 -0.0187 -0.0013 10 0.1482 -0.0245 -0.0012 11 0.2018 -0.0313 -0.0013 12 0.2662 -0.0368 -0.0011 13 0.3201 -0.0400 -0. 0008 15 0.0735 -0.0098 -0.0017 16 0. 1197 -0.0187 -0.0011 17 0.1481 -0.0245 -0.0010 18 0.2017 -0.0313 -0.0010 19 0.2663 -0.0368 -0.0008 20 0.3199 -0.0400 -0.0001 SUPPORT JOINT DISPLACEMENTS JOINT X-DISPLACEMENT Y-DISPLACEMENT ROTATION • 1 0.0734 0.0000 0.0006 2 0.1196 0.0000 0.0001 3 0.1482 0.0000 -0.0001 4 0.2018 0.0000 -0.0003 5 0.2662 0.0000 -0.0006 6 0.3201 0.0000 -0.0008 7 0.0000 0.0000 -0.0045 14 0.0000 0.0000 -0.0045 21 0. 0735 0.0000 0.0011 22 0.1197 0.0000 0.0011 23 0.1481 0.0000 0.0012 24 0.2017 0.0000 0.0014 25 0.2663 0.0000 0.0015 26 0.3199 0.0000 0.0013 Z7' 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 8.6 8.3 20.0 43.0 15.89 22.30 91% 16 7.2 5.4 22.0 43.0 15.89 22 .30 69% 17 5.8 3.9 18.0 43.0 15.89 22.30 54% 18 4 .4 4 .9 28.0 43.0 15.89 22.30 50% 19 3.0 5.0 34 .0 43.0 15.89 22.30 41% 20 1.6 4 .2 40.0 43.0 15.89 22.30 29% Load Beam Check 4.00x 2.750x 0.075 Fy = 55 ksi A = 0.963 in2 E = 29,500 E3 ksi Sx = 0.908 in3 Ix = 1.934 in4 Length = 96 inches Pallet Load 2800 lbs Assume 0.5 pallet load on each beam M = PL/8= 16.80 k-in fb = 18.50 ksi Fb = 33 ksi 56% Mcap = 29.97 k-in - 39.96 k-in with 1/3 increase Defl = 0.28 in = L/ 340 w/ 25% added to one pallet load M = .232 PL = 15.59 k-in 52% ZS Base Plate Design Column Load 11.1 kips Allowable Soil 1500 psf basic Assume Footing 32 .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 = wl 2/3 Use 4 "square base plate w = 10.4 psi 1 = 11.33 in Load factor = 1.67 M = 745 #-in • 6 in thick slab f'c = 2500 psi s = 6.00 in3 fb = 124 psi Fb = 5(phi) (f'c' .5) = 163 psi OK ! ! • Shear : Beam fv = 33 psi Fv = 85 psi OK ! ! Punching fv = 70 psi Fv = 170 psi OK ! ! Base Plate Bending Use 0.375 " thick 1 = 1.5 in w = 695 psi fb = 33345 psi Fb = 37500 psi OK ! ! 2k