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i/56(1,A6t s= Oo1-2� Parkerl�3 � �,� �� Fire Protection, Inc. OR. CCB No. 124300 WA. CCB No. PARKEFP02 10P June 29, 2015 TO: John Watt 16300 SW 72nd Ave Portland, Oregon 97224 RE: Stout and Kitties Fire Sprinkler System Modifications Rack Storage up to 20' High Class 1 thru 3 nonencapsulated commodity w/8' Aisles SYSTEM DESIGN; Wet System Density: .37 GPM/SqFt Remote Area: 2000 SqFt Sprinkler Coverage: 98.32 SqFt Design Standard: NFPA 13 Hazard: HIGH PILED RACK STORAGE Figure: 162132 (c) Curve: E Demand Requirements: Sprinkler required pressure: 38.99 PSI Required Flow : 818.43 GPM Hose Requirement: 500 GPM Total Flow: 1318.43 GPM Water Flow Test: Static: 103 PSI Residual: 92 PSI Available: P ) 97.74 PSI (: 1318.43 GPM F) 39.80 PSI n 5048.59 GPM Reference, City of Tigard Permit# FPS 2015-00085 Res •tfully � ff i�"J other Parker Parker Fire Protection Inc. Oregon CCB 124300 Metro 5327 30205 S.E. Kelso Rd. Boring, OR 97009 phone: 503.663.6278 fax: 503.663.7297 • pk.fire(a?comeast.net • (1-3)*-D Calculations for : STOUT TANKS & KETTLES PORTLAND, OR 04/22/2015 Loading: 3200 # load levels 2 pallet levels @ 106, 170 Seismic per IBC 2012 1000 Utilization Sds = 0 . 673 Sdl = 0 .413 I = 1. 00 144 " Load Beams Uprights : 44 " 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 4 . 00x 2 . 750x 0 . 075 Load beams w/ 3-Pin Connector by : Ben Riehl Registered Engineer OR# 11949 914 0 Ax> *pt7 ' C,4- /147 Awl- PROf . v- GiNe /0 QC U949 ' ' 0FC, 3, Aq e V�J. a EXP DAT7-4) In Upright Plane Seismic Load Distribution per 2012 IBC Sds = 0.673 1.00 Allowable Stress Increase I = 1.00 R = 4.0 V = (Sds/R) *I*Pl*.67 Weight 60 # per level frame weight Columns @ 44 " Levels Load WiHi Fi FiHi Column: (inches) (#) (k-in) (#) (k-in) C 3.000x 3.000x 0.075 170 3260 554 453 77 106 3260 346 282 30 0 0 0 0 0 KLx = 106 in 0 0 0 0 0 KLy = 43 in 0 0 0 0 0 A = 0.595 in 0 0 0 0 0 Pcap = 11765 lbs 6520 900 735 107 Column 48% Stress Max column load = 5690 # Min column load = -553 # Uplift Overturning ( .6- .11Sds)DL+(0.6- .14Sds) .75PLapp-1.02EL -1634 # MIN (1+0.11Sds)DL+ (1+0.14Sds) .75PL+ .51EL = 3930 # MAX REQUIRED HOLD DOWN = -1634 # Anchors: 1 T = 1634 # 2 0.5 in dia HILTI TZ 3.25 "embedment in 2500 psi concrete Tcap = 2801 # 58% Stressed V = 386 # per leg Vcap = 5103 # = 8% Stressed COMBINED = 66% Stressed OK Braces: Brace height = 43 " Brace width = 44 " Length = 62 " P = 771 # Use : C 1.500x 1.500x 0.075 A = 0.317 in L/r = 126 Pcap = 3015 # 26% 1 In Upright Plane Seismic Load Distribution TOP LOAD ONLY per 2012 IBC Sds = 0.673 1.00 Allowable Stress Increase I = 1.00 R = 4.0 V = (Sds/R) *I*Pl Weight 60 # per level frame weight Columns @ 44 " Levels Load WiHi Fi FiHi Column: (inches) (#) (k-in) (#) (k-in) C 3.000x 3.000x 0.075 170 3260 554 553 94 106 60 6 6 1 0 0 0 0 0 KLx = 106 in O 0 0 0 0 KLy = 43 in O 0 0 0 0 A = 0.595 in O 0 0 0 0 Pcap = 11765 lbs 3320 561 559 95 Column 32% Stress Max column load = 3810 # Min column load = -647 # Uplift Overturning ( .6-.11Sds)DL+(0.6-.14Sds) .75PLapp-1.02EL -1588 # MIN (1+0.11Sds)DL+ (1+0.14Sds) .75PL+ .51EL = 3814 # MAX REQUIRED HOLD DOWN = -1588 # Anchors: 1 T = 1588 # 2 0.5 in dia HILTI TZ 3.25 "embedment in 2500 psi concrete Tcap = 2801 # 57% Stressed V = 279 # per leg Vcap = 5103 # = 5% Stressed COMBINED = 62% Stressed OK Braces: Brace height = 43 " Brace width = 44 " Length = 62 " P = 586 # Use : C 1.500x 1.500x 0.075 A = 0.317 in L/r = 126 Pcap = 3015 # 19% PAGE 1 MSU STRESS-11 VERSION 9/89 --- DATE: 04/22/;5 --- TIME OF DAY: 13:10:42 INPUT DATA LISTING TO FOLLOW: Structure Storage Rack in Load Beam Plane 2 Levels Type Plane Frame Number of Joints 10 Number of Supports 6 Number of Members 10 Number of Loadings 1 Joint Coordinates 1 0.0 106.0 S 2 0.0 170.0 S 2 5 8 10 3 73.5 0.0 S 4 73.5 106.0 5 73.5 170.0 6 220.5 0.0 S 7 220.5 106.0 1 4 7 9 8 220.5 170.0 9 294.0 106.0 S 10 294.0 170.0 S Joint Releases 3 Moment Z 3 6 6 Moment Z 1 Force X Moment Z 2 Force X Moment Z 9 Force X Moment Z 10 Force X Moment Z Member Incidences 1 1 4 2 2 5 3 3 4 4 4 5 5 6 7 6 7 8 7 4 7 8 7 9 9 5 8 10 8 10 Member Properties 1 Thru 2 Prismatic Ax 0.963 Ay 0.674 Iz 1.934 3 Thru 6 Prismatic Ax 0.595 Ay 0.298 Iz 1.014 7 Thru 10 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 4 Force Y -1.63 5 Force Y -1.63 7 Force Y -1.63 8 Force Y -1.63 4 Force X 0.039 PAGE 2 MSU STRESS-11 VERSION 9/89 --- DATE: 04/22/;5 --- TIME OF DAY: 13:10:42 5 Force X 0.061 7 Force X 0.039 8 Force X 0.061 Solve PROBLEM CORRECTLY SPECIFIED, EXECUTION TO PROCEED Seismic Analysis per 2012 IBC wi di widi2 fi fidi # in # 3260 1.6241 8599 78 126.7 39 78 3260 1.7723 10240 122 216.2 61 122 0 0.0000 0 0 0.0 0 0 0 0.0000 0 0 0.0 0 0 0 0.0000 0 0 0.0 0 0 0 0.0000 0 0 0.0 0 0 6520 18839 200 342.9 200 g = 32.2 ft/sec2 T = 2.3692 sec I = 1.00 Cs = 0.0291 or 0.1122 Sdl = 0.413 Cs min = 0.067333 R = 6 Cs = 0.0673 V = (Cs*I*.67)*W*.67 V = 0.0451 W*.67 = 200 # 100A 1 PAGE 3 MSU STRESS-11 VERSION 9/89 --- DATE: 04/22/;5 --- TIME OF DAY: 13:10:42 Structure Storage Rack in Load Beam Plane 2 Levels Loading Dead + Live + Seismic MEMBER FORCES MEMBER JOINT AXIAL FORCE SHEAR FORCE MOMENT 1 1 0.000 -0.074 0.00 1 4 0.000 0.074 -5.41 2 2 0.000 -0.013 0.00 2 5 0.000 0.013 -0.96 3 3 3.248 0.099 0.00 3 4 -3.248 -0.099 10.53 4 4 1.624 0.051 0.78 . 4 5 -1.624 -0.051 2.49 5 6 3.248 0.101 0.00 5 7 -3.248 -0.101 10.67 6 7 1.624 0.071 1.35 6 8 -1.624 -0.071 3.19 7 4 -0.009 -0.079 -5.90 7 7 0.009 0.079 7 8 7 0.000 -0.085 /4• C'010 8 9 0.000 0.085 I .00 fripyv[, r 9 5 0.010 -0.019 -1.54 9 8 -0.010 0.019 -1.31 10 8 0.000 -0.026 -1.88 10 10 0.000 0.026 0.00 APPLIED JOINT LOADS, FREE JOINTS JOINT FORCE X FORCE Y MOMENT Z 4 0.039 -1.630 0.00 5 0.061 -1.630 0.00 7 0.039 -1.630 0.00 8 0.061 -1.630 0.00 REACTIONS,APPLIED LOADS SUPPORT JOINTS 1 PAGE 4 MSU STRESS-11 VERSION 9/89 --- DATE: 04/22/;5 --- TIME OF DAY: 13:10:42 JOINT FORCE X FORCE Y MOMENT Z 1 0.000 -0.074 0.00 2 0.000 -0.013 0.00 3 -0.099 3.248 0.00 6 -0.101 3.248 0.00 9 0.000 0.085 0.00 10 0.000 0.026 0.00 FREE JOINT DISPLACEMENTS JOINT X-DISPLACEMENT Y-DISPLACEMENT ROTATION 4 1.6241 -0.0200 -0.0026 5 1.7723 -0.0260 -0.0008 7 1.6241 -0.0200 -0.0025 8 1.7723 -0.0260 -0.0005 SUPPORT JOINT DISPLACEMENTS JOINT X-DISPLACEMENT Y-DISPLACEMENT ROTATION 1 1.6241 0.0000 0.0009 . 2 1.7723 0.0000 -0.0001 3 0.0000 0.0000 -0.0216 6 0.0000 0.0000 -0.0217 9 1.6241 0.0000 0.0016 10 1.7723 0.0000 0.0008 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 7 3.3 10.7 106.0 43.0 11.76 22.30 76% 8 1.7 3.2 64.0 43.0 15.14 22.30 25% 0 0.0 0.0 106.0 43.0 11.76 22.30 0% 0 0.0 0.0 106.0 43.0 11.76 22.30 0% 0 0.0 0.0 106.0 43.0 11.76 22.30 0% 0 0.0 0.0 106.0 43.0 11.76 22.30 0% 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 = 144 inches Pallet Load 3200 lbs Assume 0.5 pallet load on each beam M= PL/10= 23.04 k-in fb = 25.37 ksi Fb = 33 ksi 77% Mcap = 29.97 k-in 39.96 k-in with 1/3 increase Defl = 0.87 in = L/ 165 w/ 25% added to one pallet load M = .19 PL = 21.89 k-in 73% g Base Plate Design Column Load 4.3 kips Allowable Soil 1500 psf basic Assume Footing 20.2 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 = w1A2/3 Use 5 "square base plate w = 10.4 psi 1 = 5.12 in Load factor = 1.67 M = 152 #-in 5 in thick slab f'c = 2500 psi s = 4.17 in3 fb = 36 psi Fb = 5 (phi) (f'c".5) = 163 psi OK ! ! Shear : Beam fv = 18 psi Fv = 85 psi OK ! ! Punching fv = 27 psi Fv = 170 psi OK ! ! Base Plate Bending Use 0.375 " thick 1 = 1.5 in w = 171 psi fb = 8194 psi Fb = 37500 psi OK ! ! la