Loading...
Specifications (12) 1;,,-----, _NA tr Q /RECEIVED d , ...... 4 r\ nt/- ,......__:_............_._.............._..........__......----------. AEC.:-j (7 JUL 25 2017 CITY OF TIGARD Burt,DING DIVISION STRUCTURAL CALCULATIONS Propane Storage Tank_Concrete Slab Support State of Oregon Provide analysis and design for the support of the propane tanks containing 500 gallons and 1000 gallons on concrete slabs on grade. Provide anchorage design ------4or - • • seismic analysis SPECIAL INsPECTIoN REQUIRED . . State of Oreoon Structural .. . q '•_ ••- - :;48r:11:7 vA ' - - ••••ri c. Stanek, P.E. crry OF TIGARD L . Concret and Reinforcing Steel REVIEWED FOR CO E COMPLIANCE Its AA, PROt.Installed in Concrete 1,,c?- i, v-f, 0 Special Moment-Resisting Concrete Fram, -* ,ct- . 11*.724‘ a i 44/ 10 Reinforcing Elsel& Prestressing Steel T- I,. s vi. wai t itt 13 CF 0 Structural Welding ens ( (A4--ef) •Fikci---A-Re___ O Iligh-Stranght Coltmg EGON My 1StNKty 13,Se° '''' - L di , , i.-----; i El structural :las,:nry qv s-cp. : 4 :Alkagek. Date: dA (.7 0 Reinforced Gypsem Concrete EXPIRE- 6/30/20 (4 1 El Insulating Corcr:Ae Fill El Spray Applied Fffe-Resistive Materials OFFICE COPY 0 Pigngs,Cril!sd Rare and Caissons July :, 2013 Shotcretn Cl 0 Special Grading,Excavation and Filling Project o: 13-127 O Smoke-Control Systems 0 Other Inspections_______--... ---_----___ JS STRUCTURAL, PLLC Mals NE 113'.Strast,Ste 104 Tammany,WA WW2 a. 360.001.0483 300.1,83. ER Energy a ' Tank Support Structural Slabs @ (N)Tank Supports JS Project No.: 13-127 rf . r_____ __,....... _ ________ _r I 1 ,ppen.-r -...„--...4s) 1 6-,thA.,,,a, LotrWrier13 t It#1)Vr . 5‘,•••Sb sc6 p �,e - NaP tt E I 0 I 1 k X36 trc I 1 iI I 1 I r,• • 64114-0ort G, .o IL, ,; Z ILA- w,4.-( T--(f. $n I I . I I I - O- o ► I 1 JS STRUCTURAL. PLLC fISIS NE 100 Sbw(,Ste fa , Va"coawr,ww std 360.901,4463 0. 360.883,5331 ER Energy Tank Support Structural Slabs @ (N)Tank Supports JS Project No.: 13-127 l tK. Su fp.le 'r,rL 1.-A-mX-5 C041-1tri/1 (NV (12.41'4NR-; A-rrA(.44*-13 Trerna rare- ottmiukiStar4 TAN 1 S'au Aa4(01-j fRo rao > #� 7 t6 Tit- WT'z ?63 S' Tp4J." z% two 0.,4440/4 f ncpA*tf- wrz coot/ /i•M'- 54-44; Q MAO,Si 010 six IC z " sco !p rie+- t1- 14- A� v-tr 6roo 'ft u-4 s' posr,D 014 (ft L L5 sfxrc �-'1 c c.o SR.. -rte Lrk-rte.& c so— t 6 i . l 01z- Trrr t, c.449 e CI) 60c.A-1-terj r4 )'a, 114441G.1 r.L t)T -= i ct b T44tc. - G,4.c4 i-TE st-MS u * e- ac, PL= __„awe 2 3Odl.1 �S 414k cry t:Ti4- Si1-0 I- e TRINITY CONTAINERS, LLC AG DOMESTIC TANKS OVERALL LENGTH UQUID DOMERELEF t3 WITHDRAWAL VALVE 01111111111.1. 11 ri, -. VI. -- _ II X II 0 II / \ I' II I I Z u 1 I - OUTSIDE \ I DIAMETER 1 ' I W> II I 0 fl 1 1 II \ / II \II \ / LEG WIDTH General Specifications Conforms to the last edition and addenda of the ASME code / \ for Pressure Vessels,Section VIII,Division 1.Complies with NFPA 58. �,,5-- J NOTICE f' LP GPs ` ' FILLER Rated at 250 psig from-20°F.to 125°F.AI tanks may be I O VALVE evacuated to a fif(14.7 psi)vadum. Vessel Finish:Coated with TGIC powder. , 0 / G x \ [ } _NAME Liquid withdrawal opening located under the dome on the PLATE 120wg vessels ONLY. VE - ABOVEGROUND VESSEL DIMENSIONAL INFORMATION AI vessels dimensions are approximee WATER OUTSIDE HEAD OVERALL OVERALL LEG LEG WEIGHT QUANTITY IN CAPACITY DIAMETER _ TYPE LENGTH HEIGHT WIDTH SPACING _(APPROX.) FULL LOAD 120 wg. 24' EDS 5-513/16' 2-81/4' 10 1/8' 3'-0' 2501ls. 96 454.2 L 605.6 mm 1671.6 mm _ 819.2 mm 257.2 mm 914.4 mm 113.4 kg. l250wg. 31.5" Hemi T-2 1/2" 3'-3 3/4" 12 3/4" 3'-6' 480 IA. 63 946.3 L 800.1 mm 2197.1 mm 1009.7 mm 323.9 mm 1066.8 inn 217.7 kg. 320 wg. 31.5" Hemi 8'-11 314' 3'-3 3/4' 12 3/4' 4'-0 1/4' 600 lbs. 45 12112 L 800.1 mm : 2736.9 mm 1009.7 mm nig mm 1225.6 mm 2722 kg. 500 wg. 37.42' Hemi 9'-10' 3'-9 11/16' 15" 5'-0' 910 lbs. 30 1892.5 L 950.5 mm 29972 mm 1160.5'nwn 381.0 mm 1524.0 mm 4122 kg 1000 wg. 40.96" Hemi 15-10 13/16' 4'-1 3/8' 16 1/4' 9'-0' 1750 lbs. 15 3785.0 L , 1040.4 mm 4846.6 mm 1254.1 mm , 412.8 mm _ 27432 mm 793.8 kg 1465 wg. 46.77' Elk 17'-6 7/8' 4'- 4 3/4' 21" 10'- 0' 2820 lbs. 12 5545.01 1188 min 5356.2 mm 1339.9 mm , 533,4 mm 3048 inn _ 1279.1 kg 2000 wg. 46.77' Bhp 23'-9' 4'- 7" 21' 20' - 0' 3510 bs. 8 . 7570.01 1188 mm 7239 mm 1709.7 mm 533.4 mm 6096 mm 1592.1 kg _ 1 'ORM PLUG NOT AVAILABLE Mir WI 25.2011 • I Rev. 580002 1 General Footing Analysis 8 Design Pa9e 1 i - Description Tank 1 support 1/4 LGenerai Information Code Ref ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 k Movable Sol Beating' 1,500.0 psi Demons,,, Short Tenn Increase ic Zone 1.330 Width along X X Axis 3.000 ft Seism3 ic Applied Loads Length along Y-Y Abs 3.000 It BiaxiLive&Slant Team Combined Footing Thickness 4.00 in PcpsCol Dun.Along X-X Axis 3.00 in Fy 80,000.0 psi Base Pedestal Height Col Dim.Along Axis 3.00 in 0.000 in Concrete Weight 150.00 pd Overburden Weight 0.00 psf �eei% 0.0014 Rebar Center To Edge Distance 2.00 in Loads -- Applied Vertical Load.- Dead oadDead Load 1.518 k Live Load ...ecc along X-X Axis 0.000 in Short Term Load k ecc along Y-Y Axis 0.000 in Creates Rotation about Y-Y Axis Creates Rotation,about X-X Axis Applied moments... (pressures(0 left& Dad Load k-ft (Ptd top 8 ) Live Load k-ft k-ft k-ft Shod Tenn k-ft k-ft Creates Rotation about Y-Y Axle Creates Rota4 m about X X Axis Applied LShs�ars.•• (preeenses left&right) (pressures top&bot) Dead k k Live Load k k Start Tenn k k Summary I Footing Design OK 3.00ft x 3.00ft Footing, 4.0in Thick,w/Column Support 3.00 x 3.00in x 0.Oin high 3.00ft x 3.008 Footing, 4.0in Thick,wl Column Suppor Mk DL+LL+ST >' Max Soil Pressure 218.7 21&7 psi Max Mu 0.223 k-ft per ft Mowabte 1,500.0 1,995.0 psi Regrtired Steel Area 0.086 in2 per ft "X Ecc,of Resultant 0.000 in 0.000 in 'Y'Ecc.of Resultant 0.000 in 0.000 in Shear Messes.... Yu Vn*Phi Stabilty Ratio No Ovetbaning 1-Way 11.965 93.113 psi X-X Ma. f.500:1 2-Way 52.226 188.226 psi Y-Y Min.Stability Ratio No Footing Design Shear Fomis 62.0. ACt C-2 ACI C-3 Vn`Phi Two-Way Shear 46.77 psi 52.23 psi 33.57 psi 18623 psi One-Way Shears... Vu$Left 11.96 psi 11.96 psi 7.69 psi 93.11 psi Vu 0( ht 11.98 psi 11.96 psi 7.69 psi 93.11 psi Vu$Top 11.96 psi 11.96 psi 7.89 psi 93.11 psi Vu Bottom 11.96 psi 11.98 psi • 7.69 psi 93.11 psi Mom.nte ACt C-1 ACt C- ACt C-3 ge•(i As Redd Mu!Left 0.22k-ft 022k-ft 0.14 k-ft 62.0 psi 0.09 in2 per ft Mu 10.Right 0.22k-ft 0.22k-ft 0.14 k-ft 62.0 psi 0.09 in2 per ft Mu♦il Top 022k-ft 022 k-ft 0.14 k-ft 62.0 psi 0.09 in2 per ft Mu 0 Bottom 022 k-ft 022 k-ft 0.14 k-ft 62.0 psi 0.09 int per ft I Re` 581"2 General Footing Analysis & Design Page 2 1 Description Tank 1 support 1:k"" Soil Pressure Summary Service Load Sal Pressures Bottom- Top-Rig Bottom- Top-Lef DL+LL 218.67 218.67 218.67 218.67 psf DL+LL+ST 218.67 218.67 218.87 218.67 pet Factored Load Soil Pressures ACI Eq.C-1 306.13 306.13 306.13 308.13 psf ACI Eq.C-2 306.13 306.13 306.13 306.13 psf ACI Eq.C3 196.80 196.80 196.80 198.80 psf [ACI Factors (per ACI 318-02,applied intemady to entered loads) ACI C-1&C-2 DL 1.400 ACI C-2 Group Factor 0.750 Addl 1.4"Factor 1.400 ACI C-1&C-2 LL 1.700 ACI C-3 Dead Load Factor 0.900 Add"!"0.9"Factor for Seismic 0.900 ACI C-1&C-2 ST 1.700 ACI C-3 Shod Term Factor 1.300 ....seismic=ST*: 1.100 Used in ACI C-2&C-3 i Rev. 580002 L General Footing Analysis & Design Page 1 i • Description Tank 2 support [General information - - Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000-, Allowable Soil Bearing 1,500.0 psi Dom„_ Shod Term Increase 1.330 Width along X-X Axis 3.000 ft Seismic Zone 3 Length along Y-Y Axis 3.000 ft Li ShortermT Corned iaxial Applied Loads Footing Thickness 4.00 in Col Dim.Along X-X Axle 3.00 in fc 3,000.0 psi Co!Dim.Along Y-Y Axis 3.00 in FY 60,000.0 psi Base Pedestal Height 0.000 in Concrete Weight 150.00 pcf Ilan Steel 96 0.0014 Overburden Weight 0.00 psf Rebar Center To Edge Distance 2.00 it f--- [Loads Applied Vertical Load... Dead Load 3.000 k ...ecc along X X Axis 0.000 in Live Load k ...ecc along Y-Y Axis 0.000 in Short Term Load k Creates Rotation about Y-Y Axis Creates Rotation about X-X Axis Applied Moments... (Pressures 6 left 3 right) (pressures®top 3 bot) Dead load k-ft k-0 Live Load k-ft k-ft Short Term k-ft k-ft Creates Rotation about Y-Y Axis Creates Rotation about X-X Ms Appiled- Dead Load •_ (pressures f2 left t&right) (pressures Q top&bot) k Live Load k k Short Term k k • r Summary a Footing Design OK 3.00ft x 3.008 Footing, 4.0in Thick,w/Column Support 3.00 x 3.00in x 0.0in high 3.00ft x 3.00ft Footing, 4.0in Thick,w/Column Suppor DL+LL DL+LL+ST 64iig -&06.101 Max Sod Pressure 383.3 383.3 pat Max Mu 0.441 k-ft per ft Allowable 1,500.0 1,995.0 pet Required Steel Area 0.086 int per ft '7C Ecc,of Resultant 0.000 in 0.000 in 'Y'Eoc,of Resultant 0.000 in 0.000 in Shear Stresses.... Mt Vn'Phi 1-Way 23.628 93.113 psi X-X Mkt.Stability Ratio No Overturning 1.500:1 2-Way 103.214 186.226 psi Y-Y Mtn.Stability Ratio No Overturning Footing Design Shear Forces ACI C-1 AC1 C-2 ACI C-3 VII•Phi Two-Way Shear 92.44 psi 103.21 psi 66.35 psi 186.23 psi One-Way Shears... Vu Et Left 23.63 psi 23.63 psi 15.19 psi 93.11 psi Vu©Right 23.63 psi 23.83 psi 15.19 psi 93.11 psi Vu Q Top 23.83 psi 23.68 psi 15.19 psi 93.11 psi 1 Vu 6 Bottom 23.63 psi 23.83 psi - 15.19 psi 93.11 psi Moments ACI C-1 ACI C-2 ACI C-3 &ALEN Phi As( 'd Mu Q Left 0.44 k-ft 0.44 k$ 0.28 k-ft 122.5 psi 0.09 int per ft Mu©Right 0.44 k-ft 0.44 k-ft 0.28 k-ft 1225 psi 0.09 int per ft Mu gi Top 0.44 k-ft 0.44 k-ft 0.28 k-ft 122.5 psi 0.09 it2 per ft Mu 6 Bottom 0.44 k-ft 0.44 k-ft 0.28 k-ft 122.5 psi 0.0911'2 per ft f General Footing Analysis& Design Page 2 1 Description Tank 2 support ii— Soil Pressure Summary Service Load Sod Pressures Bottom- Top-Rig Blom- Top- Lef DL+LL 383.33 383.33 383.33 383.33 psf DL+LL+ST 383.33 383.33 383.33 383.33 psf Factored Load Soil Presswes ACt Eq.C-1 536.67 536.67 536.67 536.67 psf ACt Eq.C-2 536.67 536.67 536.67 536.67 psf ACI Eq.C-3 345.00 345.00 345.00 345.00 peg LACI Factors (Per ACI 318-02,applied internally to entered loads) --- ACt C-13 C-2 DL 1.400 ACt C-2 Group Factor 0.750 Add"!"1.4" actor for rc 1.400 ACt C-1&C-2 U. 1.700 ACt C-3 Dead Load Factor 0.900 Add","0.9"Factor for Seismic 0.900 ACt C-1&C-2 ST 1.700 ACI C-3 Short Term Factor 1.300 ....seismic=ST': 1.100 Used in ACI C-2 3 C-3 • JS STRUCTURAL, PLLC Mil NE 11 Sento4 No 104 Nagy WA c. 3804110144.3 a 30611883.5331 ER Energy Tank Support Structural Slabs © (N)Tank Supports • JS Project No.: 13-127 144k- c f 'r TS ftewirlal \inS, w-ts C� '4 / orasi Cz Cr) c L 0.1-1,--7-- (2_•z .- z(2-= Z. 1c cke Ca•4zz) � 0:16c) (�) -2. 04C9 Tt(- c \(r5 o tq.(1•o3r) •• ri 3 CIX.f c6 CA-tc,oLii/4-mats...) 1LN 2', Com) Z tot.* c u^,4,r' ) 1- & _ i z (3‘833` rs)z g3 _ [S.A. z . :-.1S61.5** CI _ al's.-• 2415 it 7 o1mA ,r•W e 61A-tin ; ElLoC..4.5hvC 2- OT , (L( ' #440 O - - �; -z1 ) amC4.u-. 3( .,`') a 6= G t on" usGs Design Maps Summary Report User-Specified Input Report Title Tank Anchorage • Tue July 16,2013 22:40:43 UTC Building Code Reference Document 2012 International Building Code (which utilizes USGS hazard data available in 2008) Site Coordinates 45.52004°N, 122.67436°W Site Soil Classification Site Class D-"Stiff Soil" Risk Category I/II/III I o'st----II-- -__ -A- crov?„______-_ -. - Firms, 6 < OKing Rockereek a • argav ?=---.1 i - ------------s' .---- f 30 oCedar Mill = 0 Cedar Hiti , ' ORTLAND 0 i NORTH ,... Aloha _ -.:,„1"-:::::,:,,, - N a t3- 'Beaverton AMERICA 0 s= • P4uest -,.; ®2013 :_v o Naplieest USGS-Provided Output Ss = 0.983g Sns= 1.088g SDs= 0.726g Ss = 0.422 g Sou = 0.666 g SDI = 0.444 g For information on how the SS and S1 values above have been calculated from probabilistic(risk-targeted)and deterministic ground motions in the direction of maximum horizontal response,please return to the application and select the"2009 NEHRP'building code reference document. MCER Response Spectrum Design Response Spectrum 0.55 1.10 0.50 0.59 0.72 0.99 0.64 0.77 0.56 "e 0.66 Si 0.45 iA 0.55 H 0. 40 i 0.44 0.32 0.33 0.24 0.22 0.16 0.11 0.09 0.00 0.00 0.00 0.20 0.40 0.0 0.90 1.00 1.20 1.40 1.0 1.90 2.00 0.00 0.20 0.40 0.0 0.90 1.00 1.20 1.40 1.0 1.90 2.00 Period.T(sec) Period.T(sec) Although this information is a product of the U.S.Geological Survey,we provide no warranty,expressed or implied,as to the accuracy of the data contained therein.This tool is not a substitute for technical subject-matter knowledge. 07/16/2013 Jason E.Stanek,P.E. 11815 NE 113th Street.Ste 104 JS STRUCTURAL, • Vancouver,WA 98662 P 360.901.6463 PLLC 0 360.883.5331 Field Memo Report To: Mr. Pat Wilson (ER Energy, Vancouver, WA) From: Jason E. Stanek, PE CC: Date: January 15, 2016 Re: 13-127 Trinity 500 gallon and 1000 gallon Horizontal Tank Anchorage This field memorandum is regarding a question that has come up for the proposed installation of the tanks noted herein. This memo is intended to be in response to this question. Question: Per our discussion and the information I sent to you, we will begin installing the tanks noted above this week and need approval on the type of anchors that we are intending to use. We would like to install the anchorages for the tanks using Power-Stud+ SDI, by Powers Fasteners. Are these types of anchors acceptable? Answer: Yes. We have reviewed the documents you sent to us and the ICC-ES ESR- 2818 document for the anchors and verified that they are acceptable for installation in cracked and uncracked concrete as is required by code. Please use %" diameter (minimum) by 2-3/4"embedment(minimum) to anchor the tanks to the concrete pads. Install the anchors per the manufacturer's specifications. We trust this information is satisfactory to answer your questions. However, if you should require further clarification, or information, please feel free to contact us. Structural, PLLC 4 � Fin . Stanek, PE 1. 'it h� \ yj* %1-.:, #*moi s. .' ' ..6 v+ Y (/ 1 e , TRINITY CONTAINERS, LLC AG DOMESTIC TANKS OVERALL LENGTH LIQUID DOME RELIEF WITHDRAWAL VALVE OP% 0-1,11\ .... 'IMO:. _ 4)11 fl S fl 0 if / 1 OUTSIDE ti DIAMETER i i r 0 I ,I f II 1011 I l• h� J - Ui / WIDTH General Specifications - - Conforms to the last edition and addenda of the ASME code / \ for Pressure Vessels,Section VIII,Division 1.Complies with ,Ril ., NFPA 58. p /- l LP NOTICE \ FILLER Rated at 250 psig from-20°F.to 125°F.All tanks may be I V 0VALVE evacuated to a full(14.7 psi)vacuum. kr % Vessel Finish:Coated with TGIC powder. FLOAT `�' GAUGE / NAME Liquid withdrawal opening located under the dome on the / 'E 120wg vessels ONLY. MULRTIVVAALEVE ABOVEGROUND VESSEL DIMENSIONAL INFORMATION M vessels dimensions are approximate WATER OUTSIDE HEAD OVERALL OVERALL LEG LEG WEIGHT QUANTITY IN CAPACITY DIAMETER TYPE LENGTH HEIGHT WIDTH SPACING (APPROX.) FULL LOAD *120 wg. 24" Ellip 5'-5 13/16" 2'-8 1/4" 10 1/8' 3'-0' 250 lbs. 96 454.2 L 609.6 mm 1671.6 mm 819.2 mm 257.2 mm 914.4 mm 113.4 kg. *250 wg. 31.5" Hemi 7'-2 1/2" 3'-3 3/4" 12 3/4" 3'-6" 480 lbs. 63 946.3 L 800.1 mm 2197.1 mm 1009.7 mm 323.9 mm 1066.8 mm 217.7 kg. *320 wg_ 31.5" Hemi 8'-11 3/4" 3'-3 3/4" 12 3/4" 4'-0 1/4" 600 lbs. 45 121121 800.1 mm 2736.9 mm 1009.7 mm 323.9 mm 1225.6 mm 272.2 kg. 500 wg. 37.42" Hemi 9'-10" 3'-9 11/16" 15" 5'-0" 910 lbs. 30 1892.5 L 950.5 mm 2997.2 mm 1160.5 mm 381.0 mm 1524.0 mm 412.2 kg 1000 wg. 40.96" Hemi 15'-10 13/16" 4'-1 3/8" 16 1/4" 9'-0" 1750 lbs. 15 3785.0 L 1040.4 mm 4846.6 mm 1254.1 mm 412.8 mm 2743.2 mm 793.8 kg 1465 wg. 46.77" Ellip 17'-6 7/8" 4'- 4 3/4" 21" 10'- 0' 2820 lbs. 12 5545.0 L 1188 mm 5356.2 mm 1339.9 mm 533.4 mm 3048 mm 1279.1 kg 2000 wg. 46.77" Ellip 23'-9" 4'- 7' 21' 20' - 0" 3510 lbs. 8 7570.0 L 1188 mm 7239 mm 1709.7 mm 533.4 mm 6096 mm 1592.1 kg •DRAIN PLUG NOT AVAILABLE Data:March 25,2011 y 04 , 214 : 40 ft.- s. Power-Stud+ SD 1 -� _ . .. it 4;;N, ANSI Min. w ...g PART NO. — oras s►pedfied . '7 .4 QtY. 50 Pa:ented Pa: ►ts Pend ng WT 11 .4 SEISMIC ANCHORS c YL ij S 1 /2 t, ,,,,,,, 4 * t i,:„ . . .sr ....-„ o..�..t LISTED ” PIPE (D) I 3 3/4 --.i HANGER3441 Category 1 Cracked Concrete � F SCC-ES ESR-2818 / LARR-257871 FBC QC by CEL (M639) L...s..1E- S 4,1 APPROVE t Made in China ...?owers FASTENERS 2 Powers Lane — Brewster, New York www.powers.com 0 75352 77607 CATCH • • BASIN • • • . . A = 6I°26'35" R = 447.46' B.P. SIGN RECEIVED - / JUL 2 5 2017 L = 11.27' 9". 6"a POST CH = N 52°12100" E P� I'�Yf�FT;iGA Ic.z7 - `G� EwP� a - �BUII,DIl�+1GnIsIG�' LIGHT POLE �G \ 00\4 '-\14 PGF .`\ ' • • 5.5' CONCRETE � P r •''� - • ISLANDS `� \. CATCH BASIN S , t` ' / 5`• _ f•iRE / �- 16- = 00°51'00" • HYDRANT OVERHQ�IG R 1597.02' SA i \ L = 23.69' • .00 �? . . 6� CH = N 79°47145" E . N . ' \. 0 23.69' CATCH < .• •. BASIN • / • \ p - 0 `N P4.-( ,. CN O ' 4:. . \ / Sp\R • .'4' • : • 4 B.P. GAS GU RDRAIL •,• • STATION - 1 F.F. EL. = 1154' , 4.,, ` i' Ln .o {- ,a 1 .•• " I.P. 0.3' BURIED - ro �'C.,• N • CITY OF TIGARD 0- a "!5 • oq roved b Pia Hing `,\ it 4 4 . .,•+ ' " ' • :•�!! • i •. . \ . \4 V': .+, \,..,,,,ii . Date: H5 JUNCTION SIGN • • :. ."L 0 J '�fJ i .i/ice\�� •• � •• :. : ,.;•!: •� il - �\� ;•��. i -="`_ • UTILITY POLE \ O / O •llp __��� / OA O�"• 109 `� --1/ - !`f_ ,„---_.--------7-:7\ CATCH \ l07 �`� _________,--;.-7—•-"--------..i..--------___________---/08 102 BASIN . \NN\, .,,\ 7-\ /06 ---------___ --------___ _---- r_._____------T-------- . _ • WAYSIDE INN \/04 �~-�•-. ��. - /-- A = 06°I1•2I" - SIGN \ ° !0 103 �_��!' R = 1496.71• tt , ._� 2 �'�' -- L = 161.8 9 r ` ./ � (P/e. , ,, , bl _ - CH = N .76°26'50" E a ° 161.81' \ /00 ,00, = 00°37'22" Ao��� � \�` R = 373.49' 5L = 4.06' CH = N 47°20'40" E 4.06'