Loading...
Plans (83) ms-1-3.o r�1- o o 3 • —RECEIVED is-97y~ S w -76 411 MAR 2 9 2018 i It AR BUILDINGITYDF DIVISION 15974 SW 76th Ave, Tigard Modify LIDA from a rain garden to flow-through planters + soakage trench Flow-through planters meet the LIDA requirement. The soakage trench is the outflow destination from the planters. The geotechnical report shows a soil infiltration rate of 16"/hr, more than adequate to house a soakage trench to dissipate the water from the planters. The soakage trench resides in the same location as the original permitted rain garden, but is underground, while the planters will be along the side yard abutting the foundation (permissible per LIDA guidelines). With this revised layout, I am able to put grass over the buried soakage trench and provide the home a backyard. Combined area of planters is 95 sq ft which is 6% of impervious areas ( roof ) REVISION BICE C°V1 City of Tigard Appreyed Plans Clean Water Services LIDA Sizing Form Project Title: Project Location: 5 -iti- .-0A -7rAV U ' Contact Name/Title/Company: t LIiwe_ - -I Stn. ti Phone/e-mail: -�� d �bS-v( u C✓A� Z STEP 1: Determine Impervious Area Requiring Treatment Total Site Area (acres): Total Existing Impervious Area (sq.ft.): Proposed New Impervious Area (sq.ft.): Impervious Area Requiring Treatment (sq.ft.) (Refer to Design&Construction Standards Chapter 4 for instructions to calculate this area,which will be less than or equal to the new plus existing site impervious area.) STEP 2: Deduct Impervious Area LIDA Credits Porous Pavement (sq. ft.): ou Green Roof (sq. ft.): Other Credits as approved (sq. ft.): Total Credits (sq. ft.): Remaining Impervious area (sq. ft.) (Total from Step 1 —Total Credits): STEP 3: Size LIDA Facilities for Remaining Impervious Area IA: Impervious SF, Sizing LIDA facility size area treated Factor (sq.ft.) (IA x SF) (sq.ft.) Infiltration Planters/Rain 0.06 Garden Flow-through Planter ` c t 0.06 4 LIDA Swale 0.06 Vegetated Filter Strip 0.06 Total Impervious (*Must equal total from Step 2 or additional LIDA C facilities or Water Quality Facilities must be Area treated (sq.ft.) added.) C1eanWateServices Low Impact Development Approaches Handbook 1 Hydro Geo&Environmental,Inc 8525 SW 67th Ave., • Portland,OR 97223 • Phone:503.892.2000 rnv•cn:1144011 • • Hydro Geo & environmental, Inc. July 13, 2017 Project#2388.17 Attn: Diane RE: SUMMARY OF SOIL INFILTRATION TESTING FOR SITE @ 15970 SW 76th AVE.,TIGARD, OREGON In accordance with your authorization Hydro Geo & Environmental, Inc., (HGE) has completed soil infiltration testing at the subject property in the approximate locations indicated on the attached site plan. The purpose of the infiltration testing was to provide field infiltration rates for use in design of a storm water disposal system for the proposed development. The scope of work for this project consisted of excavation of one shallow test pit, and then augering of exploratory borehole from the bottom of the test pit, evaluation of field infiltration rates using standardized methods and equipment, and preparation of this letter report. This letter report has been prepared for exclusive use of the owner and their agents, for specific application to the referenced scope of services, in accordance with generally accepted geotechnical engineering practices. No other warranty, expressed or implied, is made. In the event that changes inusage, his report shall not be consideredimprovements are made the conclusion contained in valid unless the changes are reviewed by HGE in writing. The field work was conducted on July 11, 2017 consisting of excavating of one shallow test pit and conducting the percolation tests at the depth of 4.5 feet. The hand-angered exploratory borehole was advanced then from the bottom of test pit to a depth of 7 feet and was terminated at that depth due to full auger refusal. An engineering associate from HGE coordinated and observed the subsurface conditions and infiltration testing. The site is located at 15970 SW 76`h Ave., at the north corner of intersection with SW Durham Rd., in Tigard, OR (Figure1). The site is fairly level at 147-150 above Mean Sea Level (Beaverton Quad, USGS 7.5 Minute Map) and slopes slightly eastward. The existing 2372 s.f. single residential house was demolished6 lve. onsouth,the north andeastby adjacent prior ss ounded on the west by paved SW residential houses(see Figure 1,Vicinity Map). GEOLOGY & SUBSURFACE CONDITIONS The near-surface geology of the project area consists of Late Pleistocene age (recent to July 13, 2017 Pate 2 approximately 1.5 millivii y4; ugv) ti,. a 01/in which wort (12llneiteA by Nthctrnnhic floods of lie Columbia River. These glacial floods originated in the Missoula valley of Montana, passed through eastern Washington, and followed the Columbia River downstream. When these large floods entered the Portland Basin they flowed up the Willamette River and its tributaries flooding most of the Willamette and Tualatin Valley to approximately elevation 350. These episodes of flooding deposited thick layers of uppp Y Basin. silt, sand and gravel that mantle the Willamette Valley and Portland Based on a review of the Soil Survey of Washington County, the near-surface soils at the site are mapped as Hillsboro Loam, 0 to 3 percent slopes. This well drained soil is on broad valley terraces that formed in mixed silty and loamy, old alluvium on terraces. At the time of our visit we hand dug one test pit to a depths 4.5 feet. Subsurface materials represented in the test pit # 1 consisted of a 1.5- foot surface layer of dark-brown moist organic silt fill with some grass and tree roots. Underlying the fill and organic topsoil, the native soil consists of yellowish-brown, moist stiff, low plasticity sandy silt, underlain at the depth of 4.5 feet by yellowish-brown damp to moist, dense fine-grained silty sand, in turn, underlain at the depth of 7 feet by dark-grey basalt rock fragments. Our test boring was terminated at the depth of 7 feet due to full auger refusal No evidence of perched or static groundwater or seasonal perched subsurface water was encountered in the test pit and exploratory boring. Based on Oregon Water Resources Department data, groundwater in the vicinity was encountered in 196 feet deep water well at the depth of 25 feet below the surface. (See Washington County Water Well Report # 011634 attached). INFILTRATION TESTS- The test was conducted by driving a six-inch diameter infiltrometer stand pipe into the soil at the above pointed interval. The infiltration test was conducted as Encased Falling Head tests based on methodology of Portland Stormwater Management Manual—January 2014. We have embedded a solid 6-inch diameter casing into the native medium-grained sand soil at the elevation of 4.5 feet below the surface. That embedment has provided a good seal around the pipe casing so that percolation was limited to the 6-inch plug of the material within the casing. The pipe with clean water approximately of 12 inches above the soil was maintained at this depth for at least 4 hours to presoak the native fine-grained sand soil. Total of three trials of infiltration test were conducted during our study. After each trial,the water level was readjusted to the 12 inch level. The water level was measured to the nearest 0.01 foot ('/x inch) at 10-minute intervals for a total period of 2 hours. Successive trials were run until the percent change in measured infiltration rate between two successive trials is minimal. All test results are summarized in the data table. The infiltration rate noted below is a last of three observations of actual infiltration rate measured in the field in undisturbed medium-grained sand soil and do not include a factor of safety. Location Soil Test depth Field infiltration rate TP-1 sand 4.5 feet 16 inches/hour Jury 13,2017 Page 3 After infiltration testing, test pit was further augured to verify soil conditions beneath the test location. The soils observed below the test depth appeared consistent with sandy soil above and across the site. In accordance with AASHTO classification,tested soils refer to A-2 and A-3 groups of this classification. In accordance with Unified Soil Classification System, tested soil refer to SM class group symbol (well-graded fine-grained sand). CONCLUSIONS- Based on the results of the infiltration test, observation of subsurface 11A conditions, and our office review, the native site soils appear to have moderate permeability at the depth of sandy soils encountered and are suitable for subsurface discharge of storm water. We believe that the onsite infiltration capability has not been compromised by the past construction use on the site and is suitable for subgrade of pervious pavement. Field infiltration rates recorded during this study generally correspond to the range of permeability values reported in the Soil Survey of Washington County, Oregon. Differences in infiltration test results noted above may be due to slight areal and depth variations in soil gradation,density,and in-situ moisture content. In addition, it has been observed that the permeability of undisturbed native soils such as those found on this site can be substantially different than soils that have been disturbed by construction activities. It is recommended that HGE be contacted to observe subsurface conditions at the time of construction to correlate actual soil conditions with those observed during this study. It is also advisable to test the infiltration system to confirm adequate capacity. We appreciate the opportunity to assist you on this project. If you have any questions or would like additional information please feel free to contact the undersigned at(503) 892-2000. Truly yours, Hydro Geo& Environmental,Inc. firesTiF14. (.0 6 7573 UMW 8E17• ."I M1.-1111v4i �1�Z Mike Go .erg, ; .G Principal Engineers g Geologist -144 '2-0 /P/307 Jule 13, 01 Page 4 TPCT AIT I nG Hydro Geo&Environmental, Inc Project# 2388.17 8525 SW 67th Ave., Portland,OR 97223 Site Address: 15970 SW 76th Ave.,Tigard, OR Test Pit/borehole# 1 Depth, 7 feet. 6/08/17 Depth (ft) Soil Description: 0.0-1.5 Top soil-organic silt fill with tree roots and wood debris 1.5-4.5' Native yellowish-brown,damp to moist low plasticity stiff sandy silt 4.5-7.0' Yellowish-brown damp to moist, dense, well-graded, fine-grained silty sand 7.0- Dark-grey weathered basalt rock fragments No seepage Test pit was terminated at the depth of 4.5 feet and then hand-augered test boring was advanced to a depth of 7 feet.Test boring was terminated at the depth of 7 feet due to full auger refusal Test pit backfilled upon infiltration test completion. Completed by(name and title) ;` \ M.Golberg,Engineering Geologist r — • 2S 1 12CD 2S 1 1200 • 3oe 9i " , ++° a e se sr R „sm s D 4 /� q a 6a p„ m,1u 4 •1 10 19 7 N rtc4 9 n w' ? ro•a4 3 ,v4 mar ° CO mn ° .,aRf'9.c ., a �, 647131214e °i 1 'R oe a ^ rm—a R.0 n TRACT•o• m xw .w ..an _ A,9 3 ,ax ,„�,°,, 5 4,e, a 604 3 r e2 6 14040 J.74'. 'pial 554°66 4''187/ HOSO 'frr 30x4 Y. i �'1er,su _ nw3 mo.... mew wsn m' sw3w row e 2 °n 3� n 1 9a 4c mem+ 1 X +`' 1 m. mrp• 61 9 2 r .411140 7 r# v^1,l•1e.,r, pets=4 ?, 69 14440 sew ORfl'eW4Y • ,let 9 U) a 44Ac 69 ; 86 �,.w. ry4c,4.. I.WOW r,• . ..4 694.4 1 a _. °" rww r,. rinw w7ry 60 1451 moo 331 R 04ar 5 16µ°0W° le000,eloo • L 3 � 4•v NOW ,Nov .43% aN 10500 n a L 19600 4. ,. 'm 5 15600 /n 3: te:0de3`oa . 1 ? 3 ,SOW ,sen vu $�14a� 1371 9 'moo 9°� 9 ]900 9100 820041 r,. /MY raaw rases y7 A:3 8 z $ 2 7.0610° r)3 .0 016 C�•� V4 , ar b tem .;' W' 304.4 ' 7800 0000 0 a*vr 1 41 zmw r. aa_ 61 Z s 2001 $'s4 91 too 3 r:w b 4 16 ffi w --`5"--- _ Na 1500 SW KELSO LT 31 a 61, 1111 RR t1 ,.se es. W '4-990(1°•° R a s00 S fi '9100 ``7 r. .,44w X- C 2 , 1• go zo,p°. ."r, k3,11.:' -•••• 88900 0 C., TRACT•C• 1�` 4 02 .ZJ 96 9 15600 a'3 - nm r. .. 8 w4 1 11 - °., .0 S;a R E i NAC () C� cern a, „K.1^. n ppm„ R R eea .3030. -'.,ti 4 4r@ f� W.: 9700 88400 '8 't1 t 1., .Z ,, 16400 ,6600 u.1 l R L413 s _p leen .�ie�°o�t6�o8 01 ,. I. .° 1801o, 0$ \) S Qa 8ew ',8 ar `5 Z� ~ OUNTYOREGON ,p�nc t .....:I • % eco• ,8100 IIB a 0 3 $ •c• n 9 ae6o R O ,e, SE1t4SW1 SOC•ON 2T2 R1WW.M. g "' lnar 9300 „• •� rr,- ,�+ 6.g !4 1 S e4 3 3490 .31,33303 •..a 30.00 0 .. • .•540„1.;14.4. VW,. .. 4• v Sr 04 Z3.2 04 6CA11^ 100' ac; m r... $ eee CI . 1 w 1 0.4 a e. 1 as 8 E 36 31 '2 34 35 $6 31 IC s J1 ,'sae ns a se 67008 00005 65008 04005 53005. 9 71. $ ....... ZZI 030.4 ..,m °f i 3 1 7 6 47 K 4e 40A a$ 43- Er 1 6 :)34.1130V ell „, • y J N D m +l ps: en n. 4a•3>m •30 C•3• s. 33. , CC X.M1/w a 400 ... r.,-„ n. 12 7 1 10 1 '• (, $ 7000 8. 110 ” ] 12 7 -4"';. a 2 $S.v CHURCHILL 4 WAY 4 3 2 2. 1.94 AL 2.,:A° 10# — 8 .,i1o1 0' 1,8 eeoo ,, 6 •, CC 13 18 '7 15 14 13 18 530,,x..S:� 4J°.x 9',wn• v»' 004 ,1•.,031 I •+ nn Yea a, > i2 Qp 4p •m •a.. 3030 0 0 1 •3 { . ,. 2/ 1 W Q r'•' 8.4]0% 01010 0000;69004 96000 57002 7100 5 23-74 9 22 23 24 /8 14 pO 5 8 73 8, • n 8 10 P 9$ 7 $ 7�. n•„ 11 a,... 1 s 25 30 19 1 27 26 26 30 69 9 = >,•,as4,�m a°e. . •o° 11 8 5 �. • 10aR 1 ~O 4 44,0 5. a., a .0!941,..0 te4 m m_ 03. .e u w i'pp a awl,. i ^'.3 3 L) 36 31 12 34 30 38 31 31404 CO neje 2400.2500.2000^2700 2000 2900 3000 7100: 9:37.e, (— 3 1 6 5 3 2 1 6 Hoc. 21003 2200 23009 9 R 7 0 8 10 30.30 t1 (p - M°0 ,- 9 :kg., Y. r 53018 5300 64005 55009 6600$ $1 t S 3 $ 4 6 "i ,3 R,2 70 =. 9 72 33 74 f 35'� Se r1 $ s.` &4 04,2 •w 1 71 ro-p(n 01.1. r $ .J J m u - 4 FOR A00 WEBSITE AT 03 „ 1WWeosh nor ' 4 9 ADDITIONAL 58'6 Vls1T OUR WEB D STRfpT3 m.:3.� 3.4 .,43 4...4 .'1'..,..... „„ BOND STREET , 7�66� 70663 h' y9�q� eros .�oTO. .0. SWS 2 3 r4 um 300,1 ,.m •• ' i J:,, 2 !`, 5.34 AC BB EC AB AA rs 79 1 e�8 o 77 },. 6 w �� ti 4300 1300 4100 6000 1900 3000 3700 3600 3000 3400 33005 7yp0 $ . E A 1 -'0004 N608.46008 47008 46008 4500, 1100 33 2 2t%4'2`,"'s 20 ij 0 1a C 17 16 8 10 14_ 17 8 2 01'.q E ''30$ 29$ 26$ 27 8 20$ 25$ 24 4 0 f 9 S Y s BC B, 8 Tee J\J J )4.400°1t P '� r 1 n ' AC AD 5 P,1m'Zia t t6 ♦ M 300 .._3a , t ° °•''p ,''w M4 1.. °. $ .,,Nm µ H R ,3 m •. • „mw SEC—JON 12 ic. x 691104'a 9400 0e00 8 1300 8 IMO 50 1000° ,000.1 .woo 11.00 nano 11000 n ;' N r, e 0 C 'b 4µa 110300 10500 10700 10800 $1/760 11100 1113 811700 5 - 8 CB C) OB (1A • } 7,,,,r' 1 1 $10{..19!2/0ft pp9216 22 R.e .P At. 8 °a 1 g 1 5J ,• At4� 6 6� 7 59 9 10y 11 12� 13 tI$ 16 5 t6 Qj "O40 700 1 c� 8 :74 sir O00" 5y 17 0 w i'" '4..'4440 •005,: ay",n;.A r1 _Ji, .,J..i' r;, 'A ,•„04 �B Y .o.00 1 9 S .e34c J y 0 g,,,.o°5ws, SSW ALDER STREETS or 3 ., •p ,� CC C DC no 'CAROL ANN COURT x S. 9 3 4330, 4 ,1 11.5 3m w 194,°4,4i. ,I�i�� asllzco 4 Y rakl ° ---- u e 3 lotod ewe 5 gm u700,8 °54°60 �m J 1 *1.C••' 14100 5 U 6 • . Cancelled T9xbte k i 198 289 278 26 351 248 23 R 10290--34•1 144 •38013t1001370U13000TMLT A ^Q ,3600 '- e50.1400.,9WA1(0.110 1 318 70E 9 TR C" 0 711 73 ,13800 37 13500 13700 P° O 5 1O° � 00. 90°.5W.1500A800. y 8 168 ... 31 ..�, °°.1300.,Op0,lla).,10 -A� 'GMJO�L 7�A,t 1<„$,b ruaoo 6 . '� $ $ � 131e al ✓�S ¢ A 9 ll 1 t- 0 a 1� °6 17 711227." °i32oo.4.1" ;'4 yawlo°4 w 1.2 12180 8 ��17 u4, mum ..1. 5 ,,,3•+1 +34 Gt 30 p 13100 j �4ryE 14200 13100 8 .e,mwn SW^3 „• F 29 f 13000 .4 sm (CR 2$ 'ICR 23)� '3e u9oo 8 .4 ) ) • '°171/13 ,` 14300 R a' 6 1r $ °+i.M°j..,00 a 204 710 h4 143.3„3 • a.yep.' 1x3,1.0, • 16'••5 ..�4 ',1700 3 r'_ 1.160 x '1- ,,4 26, e_er. 2 A n„pa •••146 n,u, 4 �.• 12600 Yp p NO 9 350 �' '+' 9.119.1 g °•4 3044 aBOOO e4:Ac C� • M °” w ?m. 12500 'y, 24 II `m r i? C\J?TOGRAPHY „0,11 ISMS 70 �,a • 171 Ac (0879T /^ �^ on'aod`0 FN7°1,x•9.9 T�Ot PLOT DA? July 28,2016 „3030 %' 3� • «,4a Q` FOR ASSES.rEJVTPURPOSES �i /. 'o. �G ONLY-DIVOT RELY ON 8 1.0040 2 e 4•?` FORT-NER USE Lo • - 01- ,N,a•areas.9Yw.ro057a-way a.1ao.Nfm 0 ca<of4a4Ya,t 5 t Dann,ire 6I brenOV and a3 74tO* 0 t 77043 I V rMY♦A .— '<' -,ont amosnye.00abrwyp.,se consul44 esprogr5 nap ' .0.131133 1, NI 311 33 S V C2 / TIGARD 55°" 2S 1 12CD V 2S 1 12CD > t"- ' A w1 """".."""7"72'S 7-+r- A- + ® r ® n .fie+ m d ®.mail w A . it emompr�� �ww. w R. �F woof M.N. C. ' s' FILLER CA 16'C 7^518'CFI '70" R!H 149.2 0 �2"SPRUCE `..1 1.E. 145. 2 S`� COL LRbV SHED ..-...---.--------"\ 1 (TYPICAL) (REMOVE r jill16"CH SAN. H.H. / - °44'F C78 1 ` RIM )49.731ilk 32'F L/ pfM + I E. 143.3E1 T. �j t - - __ J 10"d7'REO ,�'�, 2 r 1 µfl I17 ; 0 2. . I :-.6 al W 4W c r 1 ,z. - J v 26'F 1 `W i G1`'I 1 (V) L _ _ 1 1 k 22'F + ,F - - n (OW 11 I,* . S. Q 0' M aci 7a11161/4-14 ti !47 e L 7 : � ' r W CD L In In L.14E1 OS El..148 ,��� EL,147 ,•y .1 .�� . . ems. . . e • m m No on e�� r �m•la N EL.148 ',S 89"41'40' w 214.09' (M) 214.06' SN(1) FO. 5/B' 1.R., Cr EXPO ED \ ui ui LEANIAL EAST, POSSIBLYTSTLQ 0 , S 89°41'40' w 311.44' (14) 311.40' SPX it 78°46'I2E 0.35' 1 (BASIS OF BEARINGS) FD. 5/8' I.R., NO CAPS , P r R SET ON SN(!), (HELD) LL,u.,, 11, a k Te- -7 P ;:: 27.001 20.002 . P 1:1t, R Q_ 2. i LEGEND: S.W.BOND ST. • DENOTES MONUMENTS FOUND AS NOTED 7, EXISTING CONCRETE SIDEWALK 91 DENOTES SURVEY NUMBER,WASHINGTON COUNTY SURVEY RECORDS I.R. DENOTES IRON ROD -"-ou1--- EXISTING CONTOUR SN(1) SN 21521 I.P. DENOTES IRON PIPE -__ __ PROPOSED CONTOUR SITE FD. DENOTES FOUND 0 ERSING STORM MANHOLE SN(2) SN 26483 (M) DENOTES MEASURED ® EASING SANITARY MANHIXE 0 COSTING TREE -SA- EXISTING SEWER 0 EXISTING LIGHT POLE CB 0 EXISTING CATCH BASIN S.W.ALDER ST. -ST- EXISTING STORM 174 EXISTING WATER VALVE mq -W- EXISTING WATER WM❑ EXISTING WATER METER SW Z, -G- EXISTING GAS -P STING POWER A� EXIs2,y t A I -x- EXISTING FENCE € -W- PROPOSED WATER N a I I -TA PROPOSED SEVIER 63-4, DOSING STREET LIGHT4 f/3----# PROPOSED STREET UDHT 27 25• I �@ "Al YI 9 9 ` . VICINITY MAP xx B;.PV'C a v-w--x. xx , 29.0' _ _-____S.___ALDER_�T al___ •-.-0.5' is " ^ -------- "a Lcv I\ O 20' 20.0' 5.0'-_ CB I z I� \I 3 149.5 15940 EW.78TH AVE 0 10 W.O.SWALE 0 15970 W.76TH AVE. TYP ® a.a. N I '8�� ,t, + N 89'42'36"E 277.28'(0) 277.29'SN(2) 277.30'SN(1 EASEMENT -- 0 oJ ..W,A Z--- _r -_.._ - F 1.5% 'STORM -.-- RIM 149.27 \ ©I �,, �0 - 1X1 •16"OU vie H - _ s Lr I.E. I 145.22 • ` ', of �. :--- TRACT W (PRIVATE ROAD) II ` -�`"_ -f- T 2X • `"'� .-' o AREA= 1B'dA"C d w �y 9 ®� _ .� W �-(4)W 5.681 S0.i a (w'Mf L (2)M y►i., 16'CH -W---` .. _.. .. .y 15977 S.W.77TH TERRACE I - y l,��■ i + N 89'4736'E l96. ."_ ( I,aY 3 i j 3"A.C. SAN.M.H. / I ■�I• ,V "`���!ll��� I / r-3/4"-0 CR.ROCK RM 149.73-' ; ■ - - I 1■ a O �'r. __2 ----149 XQffiI"- abb0'', ip '40.00' iP r-r-o CR.ROCK LE 143.38 0 'V - I _?, g ►'A 8"&7PEAR �° N �-16.0 ( I 0 TYPICAL PRIVATE STREET SECTION _ II ;,, ]0 D' PRIVATE S I x ,'' i°E a I a .y SEEER LOT Z _ +.�5b" I h NOTE NO ON-STREET PARKING SCALE 1.=5 "' n5. I + EASEMENT •_ S.0 - ,-_ ,� 1 AREA= 15984 S.W.77TH TERRACE •'r' 148__ S0'r 1© 12"AP �v�. N "' "� I s •R.O.W.DEDICATION 3.993 50.FT., s.t'r 0 3 PROPERTY OYWER/DEVELOPLR:CHING TN HSU ,R, S X9.0 SOFT. b • 3 TENHOUSE PROPERTY LLC. '` m X15 1p LOT 3 LOT 4- 024sF LOT 5 LOT 6 ; A PHONE 971-563-5210 i • " i b ti; `a A' 5978 N.W.SCHEEL TERRACE 16',,� . '- 1 i_.. . . ____. _V.- _....... .". AREA= AREA= AREA 3 AREA= �h 25113AB PORTLAND,OR 97229 7.17,,.7,1 T 3' 3,977 S0.FT. 3 3,977 S0.FT 3,977 SO FT TL800 1 � 3 �`, �S 894140"W�76.01' OU5,481$0 FT/ y 15996 S.W.77TH 1EARACE i� I = '" ..,LOT ,x m 12 - --G r. ENGINEER/SURVEYOR:ZTEC ENGINEERS -.16.8-,- , 8 PHONE 503-235-8795 W •■ $ 8 t6'.-. ... - _.... 3880 S.E.8TH AVE SUITE 280 .. PORTLAND,CR.97202 ,,C4 O I .__ _ - _AREA < t ENGINEER JOHN SMDDLETON PE 3,572 SO FT 1 • PLS ' d © 14...... 03611 0 F L_ { - ._10.... 16002 S.W.77TH TERRACE I / 76.00 __ - - _.__ .J 40.00' 40.00' _ 40.00' 11.09' 97.35'(M) 97.34'SN(T) 12 t S 89'41.40;11-11-21^4.09' 6'51 (M) 214.0 (1) ,' Ii to 15974 SW.76TH AVE. -'--'` - - 3 EA F711 , ---- S S 89'41'40"W 311.44'(M) 311.40'56(1) , -2.1't' PAPE (BASIS OF BEARINGS) O7 EXISTING TREE TO B REMOVED ® FOR STERN RUNOFF DISPOSALSOAKAGE TRENCH FOR LOT 1 CLEAR OF FOUNDATION w o JR° �' 01 PASSENGER VEHICLE TVRNAROUND EASEMENT. O NSTALL WATER SERVICE SEE LOT 1 DEVELOPMENT FOR DETAILS. GRAPHIC SCALE ( FRONTAGE IMPROVEMENT CURB&A.C.PAVING, ® 5X61'UDA SWALE ZONE=R-12 0 10 20 40 5 PLANTER&5'SIDEWALK OSI NSTALL 4 WATER SERVICES NETSAREA==80XAREA= 1,550GROSS AREA=25,240 50.FT. 27' 20' ® PROPOSED CATCH BASIN MAX.NO.LOTS= 25240 � `�' Q INSTALL 18'RESIDENTIAL DRIVEWAY ® BUILDING FOOTPRINT(UNDER CONSTRUCTION) RIM 147.53 =8.28(8) ( W E720 8'IE OUT 146.5 ,050 1 INCH r. 20 FEET ® EXISTING 8"PVC PUBLIC SEWER 1 t FLOW TOHROUGH W RIM,PLANTER 2.5x2(74.5 DEPTH TO © FLOW THROUGH PLANTER 2.51,1870.5'DEPTH TO OVERFLOW RM, MIN.NO.LOTS=.8 x 8.28=6.62(6) OVEROS REMOVE EXISTING SAN.C.O. TOP OF WALL 2 ABOVE OVERFLOW RN. TOP OF WALL r ABOVE OVERFLOW RN. NOTE: EXTEND 8"PUBLIC SEWER EAST SEE LOT t DEVELOPMENT FOR DETAILS. LOT 1 DEVELOPMENT FOR DETAILS. ELEVATIONS BASED ON 011 OF TIGARD BN 173,BRASS DISC IN CURB AT SW.CORNER © INSTALL 4"PVC SEWER SERVICE TO LOT 1 © FUTURE ON-SITE UOA FACIUTY FOR EACH LOT OF S.W.76TH AVE.&S.W.BOND ST. STORM WATER MANAGEMENT _. ELEV.=148.39 © NSTALL 20'DRIVEWAY SYR REVISION BY APPROVED DATE P DRAWN BY DATE SUBTITLE JOB N0. ESL 3-2-18 16-4208-1 `� 69]f�°� CHECKED Z T e c ENGINEERS INC. PRELIMINARY SUBDIVISION PLAN �.PO, 16-4208-7P51_ ORecENCR.av K CJM 3880 S.E. 8TH AVE., SUITE 280, PORTLAND, OR. 97202 TIME PROPERTY SUBDIVISION MOLT 1'-20' - �.,.,;'° . PHONE: (503) 235-8795 15970 S.W. 76TH AVE. 1 O� 2 FAX: (503) 233-7889 TIGARD. OREGON. 97223 tFs 12131/7018 EMAIL: ztecOztecengineers.com g. i 'AMM ADE Ar x7r I 0.0 MO _— -es u'• �- mu— lar ie SR IAD n. '-Sr_' I mom I me 0.3 Sr I Sr — -• u' Imo-118— S0 104110. snow 4 [r:d1 srt II-- — • WCSr 4091 Sr. ___ OMB CIIITS PER STD DWG PA SAC TAG MC P0.120I St 1 I Y-fe a xOCx 7,2,0M.WOE I I I CAL PRIVATE STREET SECTION TYPICAL SW 76TH AVE,1/2 SECTION 16:11th., 4I ". i0 1I >EMMATESD1/1111SGLL f-5' r'5I A T 111 __'per ___......._ ;/51.__...i...,;__. f bY. i LEGEND: i, --- Dona mom meta �+ • macs 141xUR aw AS On --yip[IRM CMOIR _�`�`-��'B Y yy py__ 1 IA 91911 1w 110 .1 - ---• RG 3 • o IP. 91913 ML PR -�O MO WOW � I I IL 14270 YIOm 12 IL MA A OARS MIRO A EOMAMrIAT x11041£ - IAA Sr MM Mt 1OAA SR AM AYE .q 1 011 21 10.2.40.11 M OARS MEOW P x9111 URr Pati � �� XSSAYAI'[ mlr p) mfr 111(1) m3Y 11(1. 5A--_. ARIA YSR D4 DIM MIA V41 IS 1 i i�/111 • I Fj ®.,. —.�O 1`Li ..„. . •, M rE'N - _ _ . rr�.3. —n— COWL STOW ro AMC rRx IEm " 1 TN BY Ei ._ r - 1 1100ddSr// —t— ARMOR X §§ y 1 WISE AIX t8xfe¢ p TXT" SII;, , • , tee- LY -' M V' —0— E15ea MS —•— RSM FENCE 1 ■'��'�P— � -- .: • ' ( �+ - --•— Aaosm on (T-+5 e1sM slap 001r 9N KA I )E a.1� ' ii ■ !; VA= tr' —SA.— PAVED SEVEN -• PROMO MEV LOT 1�1,wa • !�-SS OAA __"_--_ O I Loo I-°Ar AME= .... 'r „' `-1..5: t1" r.' - e'tMM N CONT 51.410.RECORDS 9.410 OVER MSMpI I I o• 4, '^SRI J� ' I - p � I� ^'k ; a , LOT2 •_•� 948 maw IMM Sr.))M MACE " I-I M S! MLI= ---• k ;, O 6 O • �, \=011.41111'"?.„5-----14 t r -rte O 0 'TM I ®0 mMc ATM 94-91 `� I I •E' — a1n$44 y' LOT 3 i LOT 4 1A,, LOT 5 LOT 6 0 ._._ I .7....1- ". 1' MFA= w[l• = SEG• s MSA= i>p MCCAW ONR r 1 'r"I e• 4-• I.1 S 0.480'I 1 m'ig°04 AM A rr . 341191 n. ffi x91 so, ,..1.9,..”,r. .e m n,: ., /D1t3IIrE R'Mmr4 lel PPM,LLL ROE 911-13-510 501 RA 5001.maw @500 S•11111918[ .1 J .�� 1MXMI0,Ot nm ICLOT T O' ,N..4, ' ® -1 ® © cw LM•4m PIAL TRC DOORS nam O -?' .A,�• !: u 7011 Aa"mat 541 1 H 1 A�1111/1'an 1n0'mtla rt isw -.-. - 1ARTM.04113043011 u 1 I I I, .L ® S _ fbOpA SR 9170 WOO Sm.------ttt--��� ArIT JJJ �"' w.tl Aar 'M. n.M' - na M n.x sx(g _ _12 A.,l I ss4'tl it MAW(V) 8xxrWO : Ate/AD asi A.53.3 Aii.02,0 SO n. I 9X + w R01140*/In) Q ORM tm1As -'33 x11 NO ten. a7R.nA to VI 15514 Sr AM AC ,MAe • ^^-----•-•._ CS lA'AgI 311.44'(V) 11.tl 9e(9 _... ------ f Vg 5,c O �,� ® eXrws n 91st.s,os,10 Tow PURER ® maw,tsar StSR 111.O.LOIS..X.eA•AO 01) MA='10•Rs MMM0Y5 4AY10R. °nH' 0 rn•La sex[nM mono*cow.ID - I ° Q DOW 1m0e841r WNW A.C.PMMS, ° 015744 MIM O. SAW SEER 0 r moo seat A sax/cum GRAPHIC SCALE •ZI A' s'n.wM•s'9sw4 (6) MIA 05410 snxaS ® Glp 114, 0 TO J m .O I Q AMA A 8119011 mow r1L Alilas 0 �4 MVO t-SO Pl61C 4'•41 RI0190X �-- L_,'. - 0 6U0r100RMr"'ansMaxM) ...SEM DD A"Kixm)) © 150100 V PR PIeC 4149 0 04 MILY•MOV p[AnOr 1•I.001 To X14 0 s,Acs 1 0 Moe,1•101PIAA•AISAA ORM marmot um IMA Q IMAM 11511:SM CO �• 4[IDI t nSEwolr rat 01rA4s RNA r Pwuc 41X9 use r 0 r AMR sox 4n LAaw PM(DOC. NOTE: TO 011-91113A101110191.011 EWA,.0MSD M c'Y 1110 1C Ax © NSIwOa PM;4A14.P1R amr1 KA OSIKS ® NNRM9R IVH 031111 iM Da LOT NA114 MC 11 M9 AT SW 111.1 SIOI4 x119 SMAVTnn 111 mit. 1Se nM AVE.a Se MO S. 0 OSS.=1491 1111x1.n MEW Id'e11311 M AMA 0116T5•1R eon .., r s-: • Z T e c ENGINEERS INC, 9111111 PRELIMINARY SUBDIVISION PLAN wen �M. -.7001-1 �. 'M TM 11374.2011-'271-P5'111374.2011-'271-P5'1 3880 S.E.8TH 4Y .. w,.,=. AVE.SUITE 280,PORTLAND,OR.97202 HSU SUBDIVISION 1'-2O' PHONE(503)235-8795 FAX:(503)233-7889 I5970 S.W. 7677'( AVE. .AMID 1011100710 EMAIL.0t•001ecanginean.cant TIGARD. OREGON. 97223 1 OF 2 LIDA Planter Box Preliminary Plan 15974 SW 76th Ave, Tigard, OR 97224 39 ft NOT TO SCALE 38 ft 3.5 ft • '�' ,. k,.., ,.ra ', �„ • . '® `®' , ®,•.f ® I. 3 ftt'. y I., t Ia n .. s "` d`\°4`..,-,,,,,, ,-h-,-, , +k. r ""` WIMP® A. ® • e®"., ® ® rpt ' ro,w, s^p ,a � *rt a -.. >q.. : . 0 ._x. t;_ ,4 ► .fir: •- �� .+® ® ® ®'� . t " N•"~`+4. d4"!'" ', ,x '; ,=-'�''°aa'�".+€... 7t,'''#,.,0x.r e ' 'r �>` �^g; Foundation wall -N COMBINED LIDA AREA = 158 sq ft North side planter box South side planter box 37 x 3 plants = 111 total 17 x 3 plants = 51 total Plantings will be selected from among: • 1' plant spacing • 1' plant spacing • Soft rush • 0-2" planting depth • 0-2" planting depth • Dense sedge • Slough sedge • Foundation wall Sawbeak sedge • Inflated sedge 2.5 ft � �., k " • Fox sedge " ' '. — A,,,,.....,,,,- ,-,-- r - , „ - `�'` `` }�1 Final plant count may reduce by a few to accommodate downspout outflow riprap 18 ft erosion control. 19 ft f