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HomeMy WebLinkAboutLUA85-055 - Large Format| —~ N SCALE: 1"=40' LOVES T SNGINEERING Seattle, Washington 206-682-1376 cet#s-2 cet 5-3 TYPE T-C ToF = 102.21 FA. ge] 112.2. t FA. EX. CB #2/ : INV. = 98.10 INV. = 104.04 he bck TYE x -C ee 7 ye . ; . = . INV. CW #S>= 111.00 EXISTING 19 ae TOP= 115.0 TFA. INV. ON #'ED = ILO ig EX. C1. #3 UTILITY EASEMENT Ca, x: INV. = (05.30 c6#5-sS oe ot? “a OF = 94. 2 10" TOP = I18.@T FA. INV. = yeas _ INV. = 100.5 Z2S-LE OP FER Ve (YP ~ 6.CT Jo 0 ~ pe, = we & a ie BS GQ se guy ae es . \f* 52 LF bP PERF PVE Pie ee Py _O &! @S= 10.20% ry ais pan = BD CT CA y, e, ee aie « eee se ls \ e “ OLUME ; rts “ TO EX. CB #2 ANID @ t? a. Ne D-8's>-O--0 DiSenAeee. ee Raman \ Ge / 12" CcB#5-! 4 TOP = 96.25 1t FA. INV. = 92.42 fo™ Bs EX. cB #s TOP = 95.95 INV. = FO. Oo LEGEND ce CATCH BASIN ot CURB INLET z EX. EXISTING | rs) 5 INV. INVERT ELEVATION | 7 ce z ek 7) PROPOSED GROUNDWATER INTERCEPTOR. ih va ig at a2: | us ——-I2"60 -— EXISTING s10eM DRAINAGE SYSTEM 7 HOLES * 3 ON 5" I ——G@e os Nea 7 = INTERCEPTOR SWALE aie CENTERS ZO x Z pore EILTEe FABRIC FENCE a cs © ae PERFORATED PIPE ce EE | DETAIL on w - TO EX. CB#IO AND | 65 c£z=_ 7% 2 PETEN TION FOND \o/ nts ZO tr iki \ | Oy ow EX. cB #13 Ss | wF 2.0azZ2 BALLAST TOP = 106.04 ¢ oc = TT < W.4.P.0.T. My. = 102.1 ! — O a STANDARD fe | by 3~~ 3S ee ra ~~ 1889 AE 4G E 2 -\ - EL. CB #! wun zs ban | 3" oo & I. ae ee es © gaia a 2 ae = = 7. > ” | ‘ | Note: 7 gq ¥ INV. = pes of nu 2 Oo The entrance shall be maintained in a oe: 3 | = = ce 3 kad [= condition which will prevent tracking or NOTE: INFOMATION CoM 1 te Q [a - _ ! i /; EXISTING STORM DRAINAGE SYSTEM £19 Lu = flow of mud onto public rights-of- EX. CB ys az y P rights-of-way. CINCLUDING CATCH BASIN NUMBERS) P= S sa O id This may require periodic top dressing WAS TAKEN FEOM THE ROAD AND iM. = a EX. CB #/IG re O o a I’ MIN. with 2-inch stone, as conditions demand, STORM DRAINAGE FLAN AG-BUILT : _ i Os © - and repair and/or cleanout of any FOF ONE VALLEY PLACE, DATED MAECH 31, 1182. te a EX. CB#EIS | o- = < structures used to trap sediment. All wah One is Hy shah ul co materials spilled, dropped, washed or nae AIS pia TOF = N10. 74 E ra} INTERCEPTOR SWALE tracked from vehicles onto roadways or i ' INV. = 979.3 7 To EX. cBHI4 AND 6. into storm drains must be removed ner ee ee = 5 DETAII immediately. im E WW nts TEMPORARY CONSTRUCTION om ENTRANCE DETAIL nts DESIGNED: CMM FILTER FABRIC MATEFIAL 2"K2"x 14 Gm ae STAKED AND ENTRENCHED a 6" NATIVE SOIL OL TOPSOIL Be pye DML Cen PIDIM ce Yel WELDED Wikre FASC gi im | yy iy ee ae WZ a i Bg Us alone SK CHECKED: WSP Or OF EQUAL TAK a BINDING WIRE Yel’ | (ao BO WC iat” Ra ea WIRE RINGS POTION AS REQUIRED Ks RLQUIRED oe TWINE Hole alee Peeve flee a eee ae & a REVISED: (z PER BALE MIN.) Puteedo (il | ty amie Ee NS + H 7 H r ot fF RUNOFE Yiva|l Ly | SEDIMENT LADEN REE DRAINING E i : 3 yi Lal : - RUNOFF | ee ‘3/® n ’ n SLAS UNG | ‘ ea 1 <3] 7 ye F aes OS fd aia ee vy | | AST YUKGLFAVF Le a of ee ee a Z ‘lie Vans 802001.5 N 2" a | CITY OF RENTON. IL . tee HEGEIV ETD ot Pee, per JUL 11 1985 SHEET BUILDING/ZONING DE[iT. Elevation Cross-Section Elevation Cross-section GROUNDWATER ‘XHIBIT NO..=z a eae FABRIC FENCE DETAIL STRAW BERM DETAIL INTERCEPTOR TRENC 2/3 0 me ° H DETAIL 2a nts , nt s ('TENANQ 324.9255 - F< nts --O VICINITY MAP | a SW 43rd ST VALLEY GENERAL HOSPITAL C ARR RD ae S aed PROJECT SITE TALBOT RD § 192nd ST Northwest Engineering Company ONE VALLEY PLACE COMPREHENSIVE CARE CORPORATION CHEMICAL DEPENDENCY TREATMENT FACILITY APPLICATION FOR SPECIAL GRADING PERMIT LIST OF DRAWINGS 1/3 GRADING PLAN 2/3 GROUNDWATER INTECEPTOR AND TEMPORARY EROSION/SEDIMENTATION CONTROL PLAN 3/3 NOTES OWNER : RICHARD W. LOMAS , M.D. 17800 TALBOT ROAD SOUTH RENTON _ WASHINGTON 18055 APPLICANT: COMPREHENSIVE CARE CORPORATION C/o HALL TROXELL # ASSOCIATES, INC. IZ5071 BEL-RED ROAD, SUITE 102. BELLEVUE , WASHINGTON 48005 ENGINEER: a NoRTHWEST ENGINEERING COMPANY 2326 SIXTH AVENVE , SUITE 244 SEATTLE WASHINGTON 98/2! CITY OF RENTON REG EIUE JUL 111985 suipinc/zonine bEPT, YUL 11 t99¢ SP-055-85 coo nner See BUILDING? Lae Dig DUILPINGS FET REALM Line (TYP) i PROPEMTT LINE (TYP) | EXISTING 40UTH 459 STREET pe) pra OTD gggpesecce nee . sport COUNT|—| cat | | | rl 2) laced x aT a Jal ¢ Tre & ATE Reaive ae ) f * . a — mo Sree lige Ho ea oe oN sal ee eee See | Pak a eee iy eae i oH WRISIEE = I Ee Sa e oo re | Ue a a3 Oe A Ale FREE = ; “lt 2% Se Se TY | SSSNPONNG- WAASSTEMANN_} [9 Pies 22! teeta, 22' repo : i rea 3 ave Low ge ee a) | | jes Ss a rk NE q | — > — —— NI h : ul ED ‘igiliconnl | : bitaig . i AY 4 ONE. Sayre ee ae Sil Hrs Cony \\ | Sieaae ca sicscare ai CITY OF RENTON CEIWE SITE PLAN + ee {" > 40'-O" gee pecs SE BUILDING/ZONING DEPT. ‘PED FoR NG iT "THE WEISENBACH ARCHITECTS, BS. | SPECIALISTS IN HEALTH CARE 231 Summit Avenue East, Seattle, Washington 98102 (206) 329-0323 ae se ee N goa! oe inc 3 = aa. Tara —= = S — @m & aatt—> ae ad z ee © aa @ = eo, ®@ : 2 a Fon 3 105 es agers, z ; a PON a 33" rm ; * os => res = Oo ae . & WY 00° 53 'Z4"E £15. Bl ae L= 48.66 O : 3 [ae S — “at ‘af ae ie eer X - a i = “L/0G ‘ (25 \ ca in 2 = B8°Z6'ZI" ’ . < ee S Wp GF oe L= 164.44 — : L 077 a 4 © pf \ SN A N 00° 30’ Z8"E 133.00 a of . N® > - =H a. Os ' 124 : PROPOSED ~ FUTURE SSN SS BUILPING Ne 117 7 ip FOUNDATION e oe eo ~ se tN e oe uae : pW NG gh 5 NS Je aN . ihe IIb " ie | ie : a LEGAL DESCRIPTION | a) ar SS z FUTUR . BUILDING LOTS 9, 10,11 AND IZ, PLAT OF ONE VALLEY PLACE, a am AS RECORDED IN VOLUME IZS OF PLATS, PAGE 40, ce POUNCAWION FELORPS OF KING COUNTY, WASHINGTON. 4p 5 ) ! is Y ts) 4 eS) ie BENCHMARK: ZS | ‘5 SN 5 PER CITY OF RENTON ,CHISELED “D)" IN THE “Z N Ky) rs NORTHWEST CoRmeNeERe oF THE LIGHT POLE CONCEETE : 6 He = BASE IN FRONT OF THE GooP NEIGHBOR. BUILDING. S, x ." ; ELEVATION = 10z.2z %, Ry w ‘a g 4 o P <— z 2 al fe) / a. \ 5 Is ea a> £ 2 z SY ~) ed ed So r one ry in 13 = . s+ =f < LEGEND a4 > ; 2! ROCKERY gy » aa --—>—~_- EXISTING CONTOURS z ’ ea jer HZ Ve) — 700 FLOPOSED CONTOURS =I 9 Fa ° CIDD000GDPO PKOPOSED ROCKERY by ‘ F = \ > P e 2 ou ill was x y Of r é 5 6 wal < 17 a Ww = A. mye Be eit >arF © 29 UW <> (e) | A= 46° 34" 0% qw = — , “ Ax 10° OF Be" X< H- 25 >> Ww QO 45 ¥ Ss oh — Q L: 7.30 oo wR2Z j “4 c= ow 154.3, |. INSTALL TESCP FACILITIES a. ee o fa) O) 2. INSTALL GROUNDWATER INTERCEPTOR. = = %. Gave AND stele SITE AND stocerile ON GITE. 9 z : = < 4. PLACE FILL, GRAPE AND COMPACT oO 5. HY pROSEED FER SPECIFICATIONS , SHEET 3/3 EARTHWORK QUANTITIES , Areeoumate. SEE GRADING NOTE , NO. II OTE: GRADING NOTES ARE ON SHEET | : ia DESIGNED: CMM SUEVEY INFORMATION TAKE) FROM PLAT OF SHRINKAGE FACTOR “ DML A ee 2 eae mM WoLuME O%o 10 %o sai ast IFS OF PLATS, PAGE , EECOE DS O ; eING COUNTY | WASHINGTON. CHECKED: WSP STRIPPING 5,400 CU. YD. REVISED: QUAN TIT YT EMBANKMENT | 11,600 CU. YD. 12,BO0O CU.YD. EXCAVATION 2,200 CU.YD. 2,200 CU. YD. JUL 111985 80200 1.5 CITY OF RENTO EG EI Vel} JUL 11 1985 BUILDING/ZONING DEPT. ue —————— NB scace: "=40 AL, E } i 3 | ‘Sl | R — @m & # a =o ceat#s-2 cet 5-3 TYPE IL-C eel | Tor = 102.22 FA. Tore iz.2 FEA. or ate oa @ : , > ID, fs = itt, a? : Ke ee hg Ch *#s5-4 TYPE T.-C INV. CW FSD = 111.00 C4 = EXISTING 15' , — TOF = 113.0 £ BA. INV. (NF ED = IN.10 Fi L, 3 EX. or. #3 UTILITY EASEMENT ns ees INV. = 105.30 m TOP = 94.3 % ' . es is | ee ce * 22 INV. = 68.8 = aye / 225-LE 6"D PERF PVE ©@S= 2.64% y ter. = 111.37 0 ; pa, : — - INV. = 114.4 4 T ace . = s \ A 52 LF fo ai ae PVC Ba en a te. { 10" ie | eee sh eh se om [20 LF G"DFERF Ve @ 5= |. 0% 1 at ww mys. le POND & | \ a i: ae A VOLUME _, } ry To ex<. C&® #2 AID oe gs ~~ (0500 FT _ A | DISCHACGH SS iS sige J f | a>, ~ ae - cBa#s-/ a a Bh ot a a TO = 96.2 t F. . J = > TV = 42.46 2 . y, INV, = 4.5 x a 4 x \ - : EX. cB #5 / aac | x TOP = 95.45 AREA “B \ INV. = 90.0 * De ve \ Y) SA re ic Es / } a Sail ot 3 } L . eee] | ee ‘ | SMe > ) a te ae | ) ak \ LEGEND <a x Se | . : AREA “A N “, pets | : \ ce CATCH BASIN %>. : a | q af by \ Cr CURB INLET bs < XN | Baas ne | ‘< | \ I 5 : . | | ° 5 EXISTING Be. £5 TA ant si & : 2 EX. CB£ZZ0A = 2 INV. INVERT ELEVATION Tor 2 (ee-7o ae oe. Ne I> ‘a = INV. = 9B.25 ~~ o-6"$p Roos INV. = 109.5 = o PROPOSED GROUNDWATER INTERCEPTOR : ¥ | : ie 3 a 3 -* L ——-!2"S0 —— EXISTING STORM DRAINAGE SYSTEM 7 Pe fg SF Ex. CB#Z0 | ' by eae ON Be 7 ©O —er oe INTERCEPTOR SWALE yf i TOF = vee ; K “| 120° 7 4 cc 3 . 2 eB 6 ‘ © Oo | pe ae ae Pe, <a ‘ _ PERFORATED PIPE c. & OT osteaw ere eeems ws Se i : (OLUME. DETAIL og TT < \ ; tL _ a. TO EX. CE#IO AND | O & e 2 = | PETENTION FOND l nts aoe Lu | . =? eo Hu = E¥. CB #/3 | >->Ler- «& a TOP = 1/06. O04 = — see Teas et 123 G2e STANDARD =— ech aw rca SPECICATION et EY. 12" StTve 7 | >>u F&F -& 4-03.1C| me = a ae arte Beh EL.CH#1ID ee a ° i O--——— I5"S0 zzZzu Ss wn fs 3' ” re te — a 44 TOP = 109. 35 owao @© oO | 13 ] Note: va INV. = 104.6 “= ~ 2 ° The entrance shall be maintained in a 2MA CEE He Q ag nia condition which will prevent tracking or Ne Tatinle. Set, oe ih EX. cB #19 v4 a = 7 an Lu = ; flow of mud onto public rights-of-way. CINCLUDING CATCH BASIN NUMBEFS ) JOP = 109.5 in Ss < o > Z This may require periodic top dressing WAS TAKEN FEOM THE ROAD AND INV. = 106. = EX. cB #/b ~ oO O° cf oc 1'MIN. with 2-inch stone, as conditions demand, STORM DRAINAGE PLAN ASG- BUILT : J TOP = 109.48 | rs) s 5 mm and repair and/or cleanout of any FOF ONE VALLEY PLACE, DATED MAECH 31, 1982. INV. CW) = 101.3 EX. CB#ELE | iw oc | structures used to trap sediment. All INV. (Ss) = lol. oO TOP = Ilo. 74 | Ea | ; materials spilled, dropped, washed or INV. (4W/)= /01.G INV. = 99.3 7 To EX. cBHIA AND O Oo tracked from vehicles onto roadways or ere e FOND A. INTERCEPTOR SWALE into storm drains must be removed = 5 é DET immediately. “ P= DETAIL Lu ti | nts TEMPORARY CONSTRUCTION | ENTRANCE DETAIL | nts ee ede DESIGNED: CMM | FILTER FABRIC MATEEIAL Z"K2"x 14 GA eee pes ra Zien) we oe BS aii V3 tlie arene | MIRAFL MO, PIDIM o& WELDED WikeE FABRIC oad | Le My) “A ee ee NK CHECKED: WSP | EQUAL STAPLES of OF EQUAL STAKE BALES To MAINTAIN STRAW BALE oe i ae ee COMPACTED SOIL TO ea Pe ee REVISED: | WIRE RINGS POSITION AD REQUIRED AS FEQUIRED. hi i(\\ |) hares. PeEVENT PIPING ee 5 Jee (2 FER BALE MIN.) FILTERED Se ay Lena ome or AN = ae f] Fs . if : RUNOFE Vivi fl | “ee SEDIMENT LAGEN | C FREE DRAINING “Ze ie fee S Alan | a4 aie Ade Pe re = see ee JUL 3 Vv! 8 | ’ | | \ 1) any > 5 - ~ . = ae > ] Lo i = = ies : 1 1 1985 3S jul FLOW \ : mal ai ge ; KO "9, ~ nied <i cae : Pei ete cae 5 lio nls Nei bes atlaldpag aoe NRA UVC ; J | = WA CSN phy 1 Livthe \Yy\<Y VV) FILTER. Ss Te 3} 7 ¥ YUNG WS ~ WGA YY, FABRIC ON sh . Pi R io ; 7X Zs ZASISIKKG » La Cd UPHILL SIDE ——— 802001 5 ° ans pe Me Z ZN LZ : ~ : __CITY OF RENTON E STEEL ae ever FILTee, rporic [ae ( [ i V 4' 0.0. &°x 8 Te JUL 11 1985 Elevation Cross-Section Elevation Cross-section GROUNDWATER __ sunoina/zonine 0err. FABRIC FENCE DETAIL . STRAW BERM DETAIL : INTERCEPTOR TRENCH DETAIL nts nts nts GENERAL NOTES STANDARD SPECIFICATIONS - Standard Specifications for this project shall be the latest edition of the "Standard Specifica- tions for Municipal Public Works Construction" as prepared by the Washington State Chapter of the American Public Works Association. CONSTRUCTION - All construction shall conform to the requirements of the Standard Specifications, these plans, Chapter 23 (Renton Mining, Excavation and Grading Ordinance), Title IV (Building Regulations) of Ordinance 1628 known as "Code of General Ordinances of the City of Renton," and requirements of the City of Renton Department of Public Works. Where conflicts occur, the more stringent requirement shall apply. EXISTING UTILITIES - Existing utilities shown on the plans have been plotted from the best available information provided the Engineer by others. Accuracy and completeness are not guaran- teed. It shall be the Contractor's responsibility to locate any existing utilities, which may conflict with the Contractor's operation, whether shown on the plans or not. It shall be the responsibility of the Contractor to avoid damage or disturbance to all existing utilities. The Contractor shall contact allutilities including but not limited to telephone, power, sewer, water, gas and cable T.V. for the purpose of identifying the correct utility locations prior to construction. (Call before you dig - 1-800-562-6478.) INSPECTION - The Contractor shall notify the appropriate agencies and departments for all required inspections prior to placing any utilities into service. Prior to any site work, the Contractor shall contact the field coordinator for plats, utli- ties, and drainage at 235-2631, to arrange for the required inspections. GRADING - All grading shall conform to Sections 12 and 13 of APWA Standard Specifications, the Geotechnical Engineerin Study prepared by Terra Associates, Inc., dated July 9, 1985; for Project No. 191 and these plans. Construction contractor agrees that in accordance with generally accepted construction practices, construction contractor will be required to assume sole and complete responsibility for job site conditions during the course of construction of the project, including safety of all persons and property; that this require- ment shall be made to apply continuously and not be limited to normal working hours, and construction contractor further agrees to defend, indemnify and hold design professional harmless from any and all liability, real or alleged, in connection with the performance of work on this project, excepting liability arising from the sole negligence of design professional. TEMPORARY EROSION/SEDIMENTATION CONTROL 1. mn Natural vegetation shall be maintained for silt control wherever possible. Temporary siltation and detention ponds will be required. Filter fabric fences shall be placed across all drainage swales, and silt-laden stormwater shall be directed to the TE/SC facilities. All temporary siltation and detention ponds shall be maintained in a satisfactory condition until such time that clearing and/or construction is completed and the permanent drainage facilities are operational. The siltation systems depicted on TE/SC plan are such as to meet minimum City requirements. As construction progresses and expected seasonal conditions dictate, more siltation control facilities may be required to insure complete siltation control of the proposed project. Therefore during the course of con- struction it shall be the obligation and responsibility of the Contractor to address any new conditions that may be created by his activities and to provide additional facilities over and above minimum requirements as may be needed to protect the waterways and adjacent properties. After construction, temporary siltation control areas shall be returned to original ground conditions. Vegetation shall be established on all disturbed areas or on areas of construction as necessary to minimize erosion. Stockpiles are to be located in safe areas and adequately protec- ted by hydro-seeding with Mix No. 1 and mulching. Areas rough-graded prior to fine grading shall be mulched if the period between gradings exceeds five days. If the period between grading exceeds 21 days, the rough-graded areas shall be hydro- seeded with Mix No. 2. Preparation of Surface: All areas to be seeded shall be culti- vated to the satisfaction of the engineer by discing, raking, harrowing or other acceptable means. peed Mix Fertilizer Mix No. 1 = Temporary Erosion Control 35% Creeping red fescue 320 lbs./acre 1000 lbs./acre 20% Chewing fescue 16-20-20 10% Perennial rye 35% Common rye @ 60 lbs./acre Mix No. 2 - Stabilization of Disturbed Areas 10% kyegrass 300 lbs./acre 1200 lbs./acre 41% Creeping fescue 4° % Birdsfoot trefoil 10-20-20 3% White clover @ 53 lbs./acre 10. 11. GRADING NOTES GENERAL - All work performed under this heading shall be governed by the General Notes, this Specification, the General and Detail Drawings and the Geotechnical Engineering Study prepared for Project No. 191 by Terra Associates, Inc. dated July 9, 1985. SITE PREPARATION - The building and pavement areas shall be stripped and cleared of any old fills, concrete, debris, stockpiled topsoils, and the existing native topsoils to the firm native soils below. Stripped topsoil materials or existing fill soil with excessive amounts of debris materials shall be removed from the site or stockpiled for later use in landscape areas. The exposed subgrade shall then be proofrolled using a fully loaded truck or a smooth wheeled roller. Any loose areas found during the proofrolling process shall be removed and replaced with structural fill or crushed rock to a depth that will provide a stable base beneath the foundation or slab areas. Soils excavated from the proposed building and parking area may be used as fill for the project, upon approval of the geotechnical engineer. GRADING - Cuts and fills shall be feathered to neatly meet existing grades. It shall be the Contractor's responsibility to protect adjacent properties, natural areas and the storm drainage system at all times from damage as a result of this operation. COMPACTION - Fills placed for the parking area shall be compacted to at least 90% of maximum dry density as determined by ASTM Test Designation D-1557. The upper 2 feet below final grade shall be compacted to 95% relative compaction. Large tree stumps removed in the parking lot area may result in localized soft spots. It may be necessary to stabilize such locations with crushed rock or Similar materials. Structural fill for backfill or slab areas shall be compacted to at least 95% relative compaction as determined by ASTM Test Designation D-1557. It should be noted that the site soils are primarily fine grained silts and will be difficult to compact when wet or during periods of precipitation. IMPORTED FILL - Import soils to be utilized as structural fill shall be predominantly granular and shall be first evaluated for use by the soils engineer prior to bringing them onsite. Import fills shall contain no more than 2% "fines" passing the #200 sieve on the portion passing the 3/4" screen. STRUCTURAL FILL - Structural fill shall be placed in horizontal lifts not exceeding eight inches in uncompacted thickness. The fills shall be placed under the observation and testing of qualified geotechnical personnel to verify that adequate compaction is being attained. All cut slopes and fill slopes shall be structurally stable at all times. Every effort shall be taken to preclude any silts, sediments, or other deleterious materials from entering the City's storm drainage system as a result of this project. Standard erosion control methods such as filter fabric, silt fences, hay bales, temporary berms, settling ponds, etc., will be required. Size categories shall include: Two-man rocks (300 to 600 pounds), 13" in least dimension; and Three-man rocks (800 to 1200 pounds), 16" in least dimension; Three-man rocks shall be used for bottom course rock in all rock retaining walls. The rock material shall be as nearly rectangular as possible. No stone shall be used which does not extend through the wall. The rock material shall be hard, sound, durable and free from weathered portions, seams, cracks and other defects. The rock density shall be a minimum of 160 pounds per cubic foot. Rock selection and placement shall be such that there will be minimum voids and, in the exposed face of the wall, no open voids over six (6) inches across in any direction. The final course shall have a continuous appearance and be placed to minimize erosion of the backfill material. The larger rocks shall be placed at the base of the rockery so that the wall will be stable and have a stable appearance. The rocks shall be placed ina manner such that the longitudinal axis of the rock shall be at right angles or perpendicular to the rockery face. The rocks shall have all inclining faces sloping to the bed of the rockery. Each course of rocks shall be seated as tightly and evenly as possible on the course beneath. After setting each course of rock, all voids between the rocks shall be chinked on the back with quarry rock to eliminate any void sufficient to pass a 2- inch square probe. The contractor is cautioned to verify all quantities prior to the preparation of his bid and/or the commencement of grading. Earthwork quantities have been estimated by the engineer as a basis for the grading plan application only. Stripping quantities have been developed using an average depth over the site of 9" except in the area of the proposed future building foundation where 24" was used. DRAINAGE NOTES GENERAL - All work performed under this heading shall be governed by the General Notes, this Specification, General and Detail Drawings, and the Geotechnical Engineering Study prepared for Project No.191 by Terra Associates, Inc., dated July 9, 1985. PIPE - Interceptor pipe shall be Schedule 80 polyvinyl chloride (PVC) solvent weld pipe conforming to ASTM 1785. Fittings shall be socket type Schedule 80 PVC solvent weld pressure rated fittings or Schedule 40 PVC solvent weld drainage fittings as manufactured by GPK Products Inc. of Fargo, North Dakota. All joints shall be solvent welded. PIPE BEDDING - Pipe shall be placed on a minimum of 3 inches of free draining material. Mirafi 500 X filter fabric or approved equivalent shall be placed on the entire bottom and uphill sides of the trench. The trench shall be backfilled to within six inches of the top with free draining material. The filter fabric shall be lapped over the top of the free draining material. The top six inches of the trench shall be backfilled with native soils or topsoil. Free draining material shall consist of clean crushed rock and sand with a maximum size of one inch, having no more than two percent fines passing the U.S. No. 200 Standard Sieve. CATCH BASIN - Type I-C catch basin shall be precast as detailed in Standard Plan No. 52 APWA. Type I-C catch basin shall be equipped with a cast iron inlet frame and grate as detailed in Standard Plan No. 49 APWA except as otherwise specified on the plans. Type II-C catch basin shall be precast as detailed in Standard Plan No. 55 APWA. Type II-C catch basin shall be equipped with Unit "R" top slab. Catch basin shall have 24" diameter solid locking lid, marked "DRAIN". Frame and cover shall be as detailed in Standard Plan No. 42 APWA. Prior to any site work pertaining to drainage, the Contractor shall contact the field coordinator for plats, utilities, and drainage at (206) 235-2631 to set up scheduling. Trenching slopes shall be no steeper than 1:1 (horizontal:vertical) per the geotechnical engineer. Shoring, where required, shall be developed in conjunction with the geotechnical engineer and shall conform to State of Washington standards and any other local or Federal standards. All pipe shall be placed on stable earth, or if in the opinion of the City Engineer the existing foundation is unsatisfactory, then it shall be excavated below grade and backfilled to grade with sand-gravel, crushed stone or other suitable material. Pipe apes} not be installed on sod, frozen earth or large boulders or rock. The backfill shall be placed equally on both sides of the pipe or in layers with a loose average depth of 6", max. depth 8", thoroughly tamping each layer in accordance with the compaction requirements in the grading notes. These compacted layers must extend for one diameter on each side of the pipe or to the side of the trench. Materials to complete the fill over pipe shall be the same as described. All disturbed slopes shall be seeded and mulched as described in TEMPORARY EROSION/SEDIMENTATION CONTROL. AS-BUILTS - The contractor shall maintain at the job site one full size set of these drawings and any supplemental drawings in reproducible form for recording as-built conditions. All changes made during the course of construction including inverts, depths and location of all utilities encountered shall be neatly marked on the reproducibles. The marked up reproducibles shall be delivered to the engineer upon completion of the work. Approved for Construction Date NEERING VIEAN' AL OVE | é Seattle, Washington 206-682-1376 4 a wv a a nm WASHINGTON ONE VALLEY PLACE COMPRENSIVE CARE CORPORATION CHEMICAL DEPENDENCY TREATMENT FACILITY RENTON DESIGNED: CMM DRAWN: DML CHECKED: WSP REVISED: JUL 11 1985 - 802001.5 CITY OF RENTON SH EET GENE Ri ce Nv elD 3/3 BUILDING/ZONING DEPT. SA.065-85