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HomeMy WebLinkAboutSWP272338(1) s�77- l Planning/Building/Public Works Department Transportation Systems Division 235-2621 Fax: 277-4428 Municipal Building 200 Mill Ave. So., Renton,WA 98055 To: DATE: //- Z S JOB No. RE: S l{� We are sending you XAttached ❑ Under separate cover via the following items: ❑ SHOP DRAWINGS ❑ PRINTS ❑ REPRODUCIBLE PLANS ❑ SPECIFICATIONS ❑ ORIGINALS ❑ COPY OF LETTER ❑ COPIES DATE NUMBER DESCRIPTION AND REMARKS ZS 2S Z9! Gf MESSAGE: These are transmitted as checked below: FOR APPROVAL ❑ APPROVED AS SUBMITTED ❑ RESUBMIT COPIES FOR APPROVAL FOR YOUR USE ❑ APPROVED AS NOTED ❑ SUBMIT COPIES FOR DISTRIBUTION ❑ AS REQUESTED ❑ RETURNED FOR CORRECTIONS ❑ RETURN CORRECTED PRINTS ❑ FOR REVIEW AND COMMENT ❑ ❑ PRINTS RETURNED AFTER LOAN TO US Copies to: Signed: Title: IF ENCLOSURES ARE NOT AS NOTED,KINDLY NOTIFY US AT ONCE. 06*O"'��' RENTON PLANNING/BUELDING/PUBLIC WORKS DEPARTMENT TRANSPORTATION SYSTEMS DIVISION 200 Mill Avenue South, 51'Floor, Renton, WA. 98055 DESIGN REVIEW Project: SW 16th St. Stage 1 Oakesdale Ave SW to Raymond Ave SW Review Type: 90% Project Manager: Joe Armstrong _ Phone #: 277-6203 To: Attn: Date: — 7 7 Transportation Design Community Services Transportation Operations Fire Transportation Planning ��� ' ' x Police X Storm Water Utility'` METRO R a. ` h ,� Waste Water Utility r. —., ;, .: :_�_ WNG x Water Utility Puget Power Street Maintenance U.S. West e Utility Maintenance ��p� 6 A �.�N TCI Cable Construction Inspection ; 'j'' t WSDOT Development Planning cO'i '�`et�l gib r�aP PACCAR Plan Review E ng���� Boeing Planning and Technical Services BNRR U.S. Post Office Rainier Disposal Renton School District PLEASE REVIEW AND RETURN THIS FORM WITH YOUR COMMENTS TO THE PROJECT MANAGER BY: 3 — /7— 9 7 (Vote: Full size sets can be made available if needed. Reviewer check appropriate space(s): No comment Reviewed by: See comments below Date Reviewed: See comments attached See comments on Plans Approved by: See comments on Specs Date approved: Comments: R.vi YHMAlfmm./jb 0 Project— 1 {1Lc�r ( Sheet of /400) Job Number n� -!�7 aoLf:: BERGER/ABAM Subject�p_-4- VE a i - � A J ENGINEERS I NC. Date �� w�-I- U c.c,c.l-}� i s �.es;�n¢�. p ems- � Pew�c•.1 K:cic, cou-4tx sw 5 I Z--i n9 ` S z -r-,FO-CO� oU-a-a, -5+CZ .. 1! t 04 -fro S-tCL Z j --oo CL,5 vo - cWo YP 1- STOF'M = 2. � 'to . /3 = 0.G7 in s CoOstl-a-i ne.d- by t�VAA fp� �! Ail r�-ooao+r�ae . 1/7/97 1 page 1 SW 16th St. Water Quality Vault Sizing ------------------------- BASIN SUMMARY BASIN ID: watrqual NAME: water quality basin SBUH METHODOLOGY TOTAL AREA. . . . . . . : 1 .12 Acres BASEFLOWS: 0 . 00 cfs RAINFALL TYPE. . . . : KC24HR PERV IMP PRECIPITATION. . . . : 0.67 inches AREA. . : 0 . 00 Acres 1 .12 Acres TIME INTERVAL. . . . : 10 .00 min CN. . . . : 0 . 00 98 .00 ABSTRACTION COEFF: 0.20 TC. . . . : 0 .00 min 10 .00 min PEAK RATE: 0 .14 cfs VOL: 0.04' Ac-ft TIME: 480 min Foie« Sheet_a /00,01 Job Nu �g mctf BERGER/ABAM Subiect 1J�Z- 1/ IZZH— r'G Designer-.E N G I N E E R S I N C. n�7 Date vie L top S ope, - _ b v (q- c2F-n (w ct�r- o�Aj rn T-e-V"0 U�s rj® IX Iq / tC-+.r_s bu,; ! .on r? f-! WCA io Type. 7, �p �+�-oos-orr�e /000*1 Project_ (.t 1 t�TT) S i . Sheet /�n ofBERGE - Job Number !�'"(� l J z{" ENGINE /ABAM Subject - Vim,,. I- - �,on Designer -C'_r'r E N G I N E E R S I N C. Date 1 - w +h s Go nr�r- -� c-f +-o 0. c- Ro 25h (c i 'j , ,,�,� a' 0. c 2 (i o-6 3 Ala t seo�ao-�aa� by I001--k WOZ4, sp. ,- c -ala I r TU-2- 4-0 off. 2u ' -HL. 'D Z+-�i SOO 'Q (-eia'o) _ o Q��-�) 2 s .© _ r- u ��-� -+lam''✓` -}�� �4 ) rroJ 9iEQ � \ s"� n '�ra"s . W 1 gv) 8392f.99 - jeqwnN qOr p P94S i d /000) Project CS IA J Gr—h- S sheet [�((�� Of Job Number_L'7'7 l O T ENGINEERS S I N C. Subject V� c mil i Designer E N G I N E E R S I N C. Date �7 _ Z/1c. wcd l ccn '-E- be, cre-si;bj {�zr i-z"G S w('rl ct_bo tee, oje_.r—�-l o W �-�--,'o •� o� ! Lf-. C� ' pe-, �-6 j-- I n Le� fo w - \/O-Z J+ fo U-5 C, Er -00r-06r066 SOUTHWEST 16TH STREET OAKESDALE AVENUE SOUTHWEST TO RAYMOND AVENUE SOUTHWEST SPECIAL PROVISIONS 90% SUBMITTAL ADJUSTMENTS The plans call for adjusting the following items to the new grade: • water meters • sanitary sewer manholes • telephone risers • water valves • telephone manholes • irrigation system cleanouts • gate posts and gate These items, as well as any other minor adjustments not noted on the plans, are considered incidental to adjacent items of work. They shall be paid for under the unit contract price for the adjacent items of work. TRENCH BACKFILL AND GRAVEL BORROW Gravel Backfill for Trench and Gravel Borrow shall conform to the requirements of the Standard Specifications for Bank Run Gravel for Trench Backfill and Gravel Borrow, respectively. Excavated subgrade may be reused with the permission of the Engineer as long as it meets the requirements of the Standard Specifications for the item it is replacing. Under no circumstances shall the black material underlying the existing cement concrete pavement be reused. The contractor is directed to the soils memorandum for the project, contained elsewhere in this document, to determine the likelihood of reusing the existing subgrade. Existing cement and asphalt concrete may be crushed and reused with the permission of the Engineer as long as it meets the requirements of the Standard Specifications for the item it is replacing. TRENCH DRAIN A trench drain shall be constructed where noted on the plans and as detailed on the plans. Materials: Cement Concrete shall be Class 4000. Grate and frame shall be as noted on the plans or approved equal. Reinforcement shall be per section 9.07 of the Standard Specifications. Construction Requirements: The 8" storm sewer pipe at the low end shall be cast into the trench drain to ensure there are no gaps for water to seep out. Construction joints are permissible at the joint between the walls and the bottom slab. Measurement and Payment: Trench Drain shall be measured per each. The unit contract price per each for "Trench Drain" shall be full pay for furnishing all labor, materials, tools and equipment to construct the reinforced concrete base, walls, and end of the trench drain and to install the grate and frame. DIVERSION CATCH BASIN TYPE II - 54" The 54" Type II Catch Basin located at station 11+00 is designated as a diversion catch basin. Work for this catch basin shall conform to the Standard Specifications for catch basins and shall also include construction of a cast-in-place wall within the catch basin and installation of a shear gate. Materials: Cement concrete shall conform to Chapter 6 of the Standard Specifications, Class 3000LS. Reinforcing shall conform to section 9.07 of the Standard Specifications. Epoxy Grout shall be Master Builders, Inc. Brutem MP or approved equal. Measurement and Payment: "Diversion Catch Basin Type II - 54"" shall be measured by each. The unit contract price per each shall be full pay for furnishing all labor, material, tools, and equipment for installing the catch basin, building and sealing the interior wall, and installing the shear gate. CONNECTION TO EXISTING MANHOLE Connecting the new 24" storm sewer pipe to the existing manhole at station 9+57 shall be incidental to the installation of the pipe. The cost for the connection shall be incidental to the unit contract price per foot for "Storm Sewer Pipe - 24" Diam.". CONNECTING EXISTING PIPES TO NEW MANHOLE The connection of three existing pipes to the 96" Diam. Manhole at station 21+21 shall be incidental to the installation of the manhole. All costs associated with connecting the pipes, including cutting or extending the pipes, shall be incidental to the unit contract price for"Manhole Type 3 - 96') GATE VALVE The gate valve at the outlet end of the 2" Diam. Galvanized Steel Pipe shall be incidental to the pipe. All costs for installing and testing the valve shall be incidental to the unit contract price per linear foot for"Galvanized Steel Pipe - 2" Diam.". RESTRICTOR ORIFICE The restrictor orifice at the wet vault end of the 8" diam. wet vault discharge pipe shall be incidental to the pipe. All costs to furnish and install the orifice plate shall be incidental to the unit contract price per linear foot for"Storm Sewer Pipe - 8" Diam.". WET VAULT LADDER The ladder(or rungs) for access to the wet vault shall be incidental to the adjacent item of work. If one continuous ladder is used at each access manhole the cost of the entire ladder shall be incidental to the unit contract price per each for"Manhole Type 3 - 48"". If rungs are used, the cost of the rungs shall be incidental to the item they are installed in. The cost of the rungs in the manhole shall be incidental to the unit contract price per each for "Manhole Type 3 - 48"". The cost for the rungs in the wet vault shall be incidental to the lump sum contract price for "Wet Vault". FIRE HYDRANT REMOVAL AND REPLACEMENT Where called for on the plans, the contractor shall remove the existing hydrant and replace it with a new hydrant. All work shall conform to the Standard Specifications and Renton Standard Plan B102. The removed hydrant and related piping and valves shall be delivered to the City of Renton Water Department. Payment: The lump sum contract price for"Fire Hydrant Removal and Replacement" shall be full pay for furnishing all labor, materials, tools and equipment for removing the existing fire hydrant and delivering it to the City and for installing the new hydrant assembly including the connection to the water main with associated valves and piping. CONCRETE REMOVAL All cement and asphalt concrete to be removed shall be sawcut at the limits of removal. Concrete sawcutting, removal and disposal shall be incidental to the excavation it is being removed for. All costs for this work shall be incidental to the unit contract prices per cubic yard for"Roadway Excavation Incl. Haul" and " Structure Excavation Class B incl. Haul.". DRIVEWAYS AND CURB RAMP All extra labor and materials for constructing cement concrete driveway approaches and curb ramp shall be incidental to construction of the sidewalk. All costs for constructing the driveway approaches and curb ramp shall be incidental to the unit contract price per square yard for"Cement Concrete Sidewalk 4 Inches Thick". All extra work for constructing the depressed curbs at the driveways and curb ramp shall be incidental to construction of the curb. All costs for constructing the depressed curbs shall be incidental to the unit contract price per linear foot for"Cement Concrete Barrier Curb and Gutter". EXTRUDED CURB Extruded curb shall be constructed where called for on the plans. Materials: Asphalt Concrete Class B shall be used for asphalt extruded curb and Class 3000 concrete shall be used for cement concrete extruded curb. Construction Requirements: Extruded curbs shall match the section of the extruded curb being tied into. Anchoring of the curb to the pavement shall be per Renton Standard Plan F004. A dummy joint will be installed between new and existing curb for the cement concrete extruded curb. Payment: Construction of all extruded curb shall be incidental to the construction of the asphalt concrete driveways the curbs-sit on. All costs to construct extruded curb shall be incidental to the unit contract price per ton for "Asphalt Concrete Pavement Class B". ILLUMINATION SCOPE OF WORK The work shall consist of the installation of eight luminaires including conduit, conductors,junction boxes and other items as shown in the Plans in accordance with Section 8-20 of the Standard Specifications, the City of Renton Standard Plans, and these Special Provisions. GENERAL ILLUMINATION REQUIREMENTS This work shall include the furnishing of all labor, materials, tools, and equipment necessary to provide the Illumination System complete in every respect. This work includes but is not limited to, the following: 1. Electrical Service as Noted 2. Streetlights and Standards Complete 3. Wiring Including Conduit, Junction, Boxes, etc. 4. Power and Distribution Panels 5. Testing of Entire System The illumination system shall conform to the requirements of Section 8-20.3(13) of the Standard Specifications. Contractor's Responsibilities 1. The Contractor shall submit a request for approval on all materials to be furnished to the City at the earliest possible date. 2. The Contractor shall furnish three copies of the manufactures specification bulletins for street light standards, luminaires, conductors, splice kits, fuse kits, conduits,junction boxes, and cabinets to the City for approval prior to ordering. 3. The Contractor shall notify all utilities regarding their excavation activities within the project limits 48 hours prior to commencing work. 4. The Contractor shall be responsible for any damage to existing utilities and shall notify the affected utility and city immediately upon damage. 5. As-Built drawing will be required on completion of the project. LUMINAIRE FOUNDATIONS AND PADS Luminaire foundations and pads shall be constructed of Class B Concrete. They shall be constructed in conformance with the requirements of Section 8-20.3(4) of the Standard Specification and the Plans. ILLUMINATION CONDUIT Illumination conduit shall be in accordance with the requirement of Section 8-20.3(5) of the Standard Specifications. All conduit trenches shall be straight and as narrow in width as is practical to provide a minimum of pavement disturbance. Trench backfill shall be compacted to 95% of maximum density. LUMINAIRE SPECIFICATIONS This specification covers the requirements for a street lighting luminaire with integral ballast, for use with a horizontal burning High Pressure Sodium lamp. Housing The housing shall be a precision aluminum die-cast. This housing shall enclose the slipfitter, reflector, lamp socket terminal board and ballast components. Provisions shall be made on the top housing to permit leveling of the unit. The housing shall be of adequate size to allow for operation of all of the components within their designed operating temperatures. Housing shall be able to withstand 1000 hour salt spray test, per ASTM 117. The housing shall have an acrylic base electrocoat finish. The color shall be ASA 70 Gray. Slipfitter The slipfitter shall be suitable to accept a 1-1/4" to 2" pipe and shall contain a pipe stop. Clamping and leveling of the luminaire to the mounting pipe shall be accomplished by the tightening of 4 bolts which shall be accessible from within the unit. No re-arrangement of parts or separate parts shall be required when mounting the unit to either a 1- 1/4" or 2" pipe. Lamp Socket The lamp socket shall be a mogul porcelain enclosed. The rating of the socket shall exceed the lamp starting voltage. The screw shell shall contain integral lamp grips and the center contact shall be non-cantilever spring loaded. The socket shall be adjustable to any of two vertical and four horizontal positions. Reflector The reflector shall be of aluminum hydro-form construction finish with the Alglas process. The reflector shall be rigidly mounted within the housing to assure a firm surface for proper sealing when the unit is closed. Gaskets between the reflector and glassware shall be made of Ethylene Propylene Diene Monomer Rubber. The optical assembly shall also contain an activated charcoal filter to be effective both mechanically and chemically in removing airborne particulate and gaseous matter and assure proper breathing of the optical assembly. This filter shall be so located so as not to interfere with the light distribution. Refractor The refractor shall be of borosilicate prismatic glass. Door Glass Holder-Door The door glass holder-door shall be secured and hinged to the upper housing at one end and latched to the upper housing at the opposite end with a spring loaded stainless steel latch piece. The latch shall be of such size as to permit opening by a lineman when working with lineman's gloves when the luminaire is mounted either in it's normal position or upside down. Terminal Board The terminal board shall be molded of Fiberglass Reinforced Polyester-protective barriers between each terminal. The terminal screw shall be of the captive type and each screw shall be equipped with wire grips which will automatically be raised and lowered as the terminal screw is operated. Terminals shall be capable of accepting up to 96 AWG conductors. All components are to be prewired to a single terminal board requiring only customer connections to clearly identified terminals. The terminal board shall be a Dead Back design with no exposed electrical components. Hardware All hardware shall be of non-corrosive or suitably protected metal, plated where necessary to prevent electrolytic action by contact with aluminum. Ballast The ballast shall be of the built-in design mounted within the luminaire in such a manner that it can be easily disconnected by simple disconnecting plugs. The ballast and other auxiliary equipment shall be mounted on a separable die-cast component of the luminaire to facilitate replacement. The high pressure sodium ballast shall be of the magnetic regulator design rated for 240 volts. the ballast core laminations shall be of high quality electrical grade steel welded together to minimize noise and assure trouble free operation over the life of the luminaire. The ballast coils shall be precision wound on formed insulation bobbins and terminals shall be of a push on type connection. Components to provide the high starting voltage required by the high pressure sodium lamp shall be mounted on a plug in assembly for easy servicing. The ballast shall be capable of starting and operating on 250 watt high pressure sodium lamps from a nominal 240 volt 60 Hz power source within the limits specified by the lamp manufacturer. The ballast, including starting aid, must protect itself against normal lamp failure modes. The ballast shall be capable of operation with the lamp in an open or short circuit condition for six months without significant loss of ballast life. The fixture manufacturer shall submit a statement to the effect that the ballast to be furnished is in full compliance with lamp ballast specifications available to the fixture manufacturer from the lamp manufacturer at the time of bidding. Lamp Wattage - For nominal line voltage and nominal lamp voltage, the ballast design center will not vary more than 5% from the rated lamp watts. Regulation - At any lamp voltage, from nominal through life lamps wattage regulation spread at the lamp voltage shall not exceed 18% for +/-10% line voltage variation. The luminaire manufacturer will supply ballast electrical data and lamp operation volt-watt traces for nominal and +/-10% rated line voltage to verify ballast performance and compliance with lamp specification, for the rated life of the lamp. Starting Requirements - The ballast must reliably start and operate the lamp in ambient temperatures down to -40 degrees F for the rated life of the lamp. Ballast primary current during starting just not exceed normal operating current. Lamp Current Crest Factor - The lamp current crest factor shall not exceed 1.7 for +/-10% line voltage variation at any lamp voltage, for nominal through like. Ballast Power Factor - The power factor of the lamp-ballast system shall not drop below 90% for 10% line voltage variations at any lamp voltage, through life. Capacitor Variance - The ballast design shall be such that the normal manufacturing tolerance for capacitors of+6% will not cause more that a +8% variation in regulation through rated lamp life for nominal line voltage. Photoelectric Receptacles Luminaires with photoelectric receptacles shall be in accordance with EEI-NEMA standards and prewired to the terminal board with quick disconnect plugs and shall be a adjustable without tools. TESTING The Contractor shall perform continuity and megger tests of the entire system. Any defects noted shall be corrected before final acceptance. WARRANTY All equipment furnished shall be guaranteed against component failure for a period of one year following acceptance by the City. BILL OF SALE When the lighting system has been completely tested and all deficiencies corrected, a notarized bill of sale shall be provided to the City. The City shall then supply a letter of acceptance for release of bondage on the project. The bill of sale shall include the following: 1. Number of poles 2. Number of luminaires 3. Number of junction boxes 4. Number of contactor cabinets 5. Statement identifying all other necessary appurtenances (wire, conduit, etc.) SEAL WITH AR 4000 AND DRY SAND AFTER PATCHING PATCHED AREA A A 1'-0" pUTS[DE DIA. l•-O•• COVER A.C. CLASS "G" 4" CONCRETE SECTION A-A PLAN REMOVE PAVEMENT AND BASE MATERIALS FOR A DISTANCE WHICH IS EQUAL TO THE DIAMETER OF THE FRAME PLUS TWO FEET. ADJUST CASTING FRAME TO PAVEMENT SURFACE USING TYPICAL UTILITY COVER ADJUSTMENT FOR CONCRETE BLOCKS, PAVEMENT OR OVERLAY REPLACE ALL BUT TOP 2" OF EXCAVATED MATERIAL WITH CLASS 3000 CONCRETE (3/4), FINISH PAVEMENT SURFACE WITH 2" OF A.C, CLASS "G", ti 'j ADOPTED SEE CITY OF RENTON SUPPLEMENTAL SPECIFICATIONS SECTION 7-05.3<I>. � i � CITY OF RENTON } Standard plena �� r 0` 1ST DATE: 12/15/91 DATE I REVISION BY APPR' DWG. NAME: BR36 SP PAGE: B001 NOTES Cast iron bell grate 1 . Area inlets to be constructed from concrete pipe• in accordance with ASTM C 14 unless otherwise shown on the plans or noted in the Standard Specifications. 2. Cutout hole size is equal to outlet pipe outside diameter plus area inlet wall thickness. 3. Connection to outlet pipe to be mortared and made flush with inside of the area inlet wall . 4. The grate shall have slots (holes) that constitute 50% open area for drainage. Inlet bell surface shall be finished to assure non-rocking fit with + — any position. PLAN VIEW -- - -—————————— =— Outlet pipe Inlet --—————————— DIA 0 DIA (D) 8„ 18„ 12„ 24" _ + Concrete Pipe Section ID t TABLE I i• D '• See Table 1 • '• MIN " MIN 4 MIN concrete Class B ARE A INLET ELEVATION VIEW ... ��y o ADOPTED G .t� CITY OF RENTON + • Standard Plans Lst Date 5/7/93 5-7-11 Re-, �o+e, �d resigned. SJD SP PAGE BO 1 I DATE REVISION #' B -20F By �PPR'D NOTES: oa D D Frome and grate 1. Catch Basins t0 be Constructed in accordance with ASTM (See Sfondord Plan 478 (AASHTO M 199) A ASTM C 890, unless otherwise Shpwn o for details) on Plans or noted in the Standard specifications. 2. As an acceptable alternate to rebor, welded wire fabric having a minimum area of 0.12 square inches per foot may be used. Welded wire fabric Shall comply to ASTM 5 S A 497 (AASHTO M 221 ). Wire fabric shall not be placed j0•- in the knockouts. ,La 1 O•- "r 3. The bof'om of the precast base section may be rounded. 5 / 6" Riser Section 4. Precast bases shall be furnished with cutouts or 1 B• " hoop 6 knockouts. Knockouts shall have a wall thickness Of MIN. Knock Outs may be on all 4 sides either round Or D Shope. Pipe to be installed in factory Sapp ed knockouts. Knockout Or cutout hole Site i5 eQUa! t0 O, PipeMouter diameter plus catch basin wolf thickness, 320" 2A 20 5. The 5 / maximum depth from the finished grade to the pipe 12" Riser Section invert is 5 -0". S•- 6. The taper on the sides of the precast base section and 12" riser section shall not exceed I/2"/FT. 2 •3 Bar hoop ' 7. Frome and grate may be installed with flange down or- Cost into riser, IN Zro ?2'• Precast Bose Section Z /�/9 (Measurement at the top) Af/4, of the base 13 Bar each corner CATCH BASIN TYPE I 13 Bar each side i 13 Bar each way ,�y ADOPTED CITY OF RENTON • ♦ Standard Plans I_st Date5/7/93 5 7 93 R•v�s�o notes ono resi gnM. 5JD PE VISION 9) APPN�D u:B -01 SP PAGE B012 DAfE GATE TO BE LOCKED DOWN WITH (2) 5/8" STAINLESS STEEL SOCKET ---------------- HEAD CAP SCREWS, A A C -------�- -----� C PAD 1-1/2"x E 1/6" I ; - THICK (8 REQUIRED) ov fu o I ' :�CD:r 10 B (�' 20" - 1"" -.J I-1/2" ------ A ft--- 1 1" OPENINGI ; O N1-3/4"20" R=2'2" 2' 1-1/4" t-3/4" 24" ' ---------------- GRATE (DUCTILE IRON) -- ---------- ---- 1-3/4" 1-3/4" -{ l-5/8" 2' 5-1/4" 2-0" 24" PAD 1-1/2"x 3/4'x 1/8' FRAME z' 0-1/4" THICK (8 REQUIRED) 2,-2"- GRATE (DUCTILE IRON) NON-LOCKING (OLYMPIC FOUNDRY #SM60 OR EQUAL) 2' 5-1/4' B-B FRAME NORMAL TO BAR 3/4'1� 1/8" NORMAL TO BAR 3/4'� NORMAL TO BAR 1/2'~-� I-1 1-3/4" 8" BAR 1-3/4" NORMAL TO 1/2~��-- 1-3/4" C-C 3/4" 1-5/8" 3/4" C-C r 1-1/4" 1-5/8" 3/4" 2-1/2" 3-1/2" 3/4" 1-5/B" r�! 3 rI-1/4" �3-1/2' 7/8"- 4-1/2" " 1/8' 7/8 A-A A-A CATCH BASIN FRAME AND GRATE DETAILS ALL TYPE 11 CATCH BASINS REGUIRE LOCKING TYPE FRAME & GRATE. 9* em=7�) CITY OF RENTON ADOPTED LOCKING (OLYMPIC FOUNDRY #60 D/T OR EQUAL) � mIllip Standard plane IT 1ST DATE: 12/15/91 v; DATE REVISION BY APPR' DWG. NAME: BR18 SP PAGE: B020 X Q z FRAME & GRATE (SEE NOTES) MODIFIED STEP 00 ADJUSTMENT SECTION TOP SLAB COVER D ° ° 24" 20" STEPS OR LADDER ° 5" MIN. C.B. DIA. VARIES SEE TABLE ° MAX. PIPE SIZE MAY BE LIMITED BY PIPE CONFIGURATION I I I I I I I I 1 I I I I I I I I I I I I 1 I I C.B. DIA. MAX. KNOCKOUT OR CUTOUT HOLE SIZE WALL THICKNESS (MIN.) D 48„ 21" 5" ° o Z 54" 36" 5" N m 60" 42" 6" 72" 48 6" 6" MIN.��e ° D 96 60" 6" 6" MIN. CAST IN PLACE BASE OR PRE-CAST BASE NOTES: 1. FOR CATCH BASIN MATERIAL SPECS. SEE STANDARD SPECIFICATIONS. 2. ALL TYPE II CATCH BASIN EQUIPPED WITH OPEN GRATES SHALL BE LOCKING TYPE. SEE DETAIL 3.6.5. 3. ALL TYPE II CATCH BASIN NOT IN PAVED AREAS SHALL BE EQUIPPED WITH SOLID LOCKING LID AND SHALL NOT FUNCTION AS CATCH BASIN. OLYMPIC FOUNDRY #SM60 SOLID D/T OR EQUAL (SEE DETAIL 3.6.6). CATCH BASIN TYPE II 4. CATCH BASIN SHALL BE SET SO STEPS ARE DIRECTLY UNDER OPENING (STEPS SHALL BE INCLUDED). t ADOPTED CITY OF RENTON Standard plans LST DATE:3/9/95 3 9 95 1 ADDED WALL THICKNESSES TO CHART DCV I AC DWG. NAME: BR-01 SP PAGE:8027 DATE I REVISION BY APPR' NOTES 1. Manholes to be constructed in accordance with AASHTO M-199 (ASTM C 478) unless otherwise shown on Plans or noted in the Standard Specifications. 2. Handholds in adjustment section Shall hove 3" MIN clearance. Steps in manhole Shall hove 6•" MIN clearance. For details showing Grade Ring, Ladder, Steps, Handholds and Top Slabs, see Standard Plan "Miscellaneous Manhole Details."" � ry a? Ring and cover 3. All reinforced cast in place concrete shall be Class 4000. X Adjustment section Non reinforced concrete in channel and shelf shall be } Top slab ( leveling bricks or Class 3000. All precast concrete shall be Class 4000. L n: grade rings optional o �• 4. Precast bases shall be furnished with cutouts or knockouts N �' , 24 •, Handholds with a wall thickness of 2" MIN. MAX x !•. 5. Knockout Or cutout hale size is equal to pipe outer diameter a • 48 54", 72 or 96"" Steps or ladder plus manhole wall thickness. Maximum hole size is 36•" for 48" ' • manhole. 42" for 54" manhole: distance between holes is 8" MIN. Shelf •. a{ Maximum hole size is 60" for 72" manhole, 84" for 96" manhole; Slopes = I/2'•/FT ' ^ ' distance between holes is 12" MIN. 6. All base reinforcing steel shall hove a minimum yield strength Construct channel • of 60.000 and be laced in the up per pper half of the base with and shelf •. 1•• MIN clearance. in field I I I I I I I I I I 1 I I I I I I I I I I I I I Reinforcing steel (for precast base with integral riser) J. _ 0.15 SO IN/FT in each direction for 48" DIA •'" :\. ' . ',. • • • '. . . .• 0.19 SO IN/FT in each direction for 54" DIA Mortar fi I let :.,: • ' • •'. 0.24 SO IN/FT in each direction for 72" DIA • �'• 0.29 SO IN/FT in each direction for 96" DIA 1 �.; �• :�,`' ; Precast base with integral riser 48"• DIA-6" I Gravel Dockfill for a bedding, 54" 0IA-8" �' 6" MIN compacted depth. For 72"" DIA-8" I. I p precast bases only, 96" DIA-12"" For 48"" and 54" DIA — 1'-0" For 72"' and 96"" DIA 2"-0'" -For separate cast in place Only Separate cost in place or separate precast base 0" Ring y MANHOLE - TYPE 3 Reinforcing steel (for separate base only) 0.23 SO IN/FT in each direction for 48"• DIA ii 7 �� 0.19 SO IN/FT in each direction for 54" DIA 4 8 , 54". I Z AND 9 6" 0.35 SO IN/FT in each direction for 72" DIA 0.39 SO IN/FT in each direction for 96T--.�•. '" DIA ADOPTED PRECAST BASE �,Cy o pO.t� CITY OF RENTON JOINT DETAIL ♦ � • Standard Plans ��N���� I.st Date 10/11/93 Revised noses a„a resigned. _ SAD - #:B -23C SP PAGE B028 DATE I REVISION BY APPR'D ADJUSTABLE HOOK NOTES: O FLANGED END SPIGOT END - 1. SHEAR GATE SHALL BE A. SHEAR GATE, CAST IRON BODY AND GATE, OLYMPIC FOUNDRY STANDARD OR EQUAL OR B. SHEAR GATE, ALUMINUM OR CAST IRON, DRAINAGE SPECIALTIES (SAVANNAH,GA.) STANDARD OR EQUAL. 2. GATE SHALL BE 8" DIAM. UNLESS OTHERWISE SPECIFIED. 3 GATE SHALL BE JOINED TO TEE SECTION BY BOLTING (THROUGH FLANGE), FROP-T SHEAR GATE DETAIL WELDING, OR OTHER SECURE MEANS. 4. LIFT ROD: AS SPECIFIED BY MANUFACTURER WITH HANDLE EXTENDING TO ` Y O ADOPTED WITHIN ONE FOOT OF COVER AND ADJUSTABLE HOOK LOCK FASTENED TO CITY OF RENTON • FRAME OR UPPER HANDHOLD. .. Standard plans ��'N f0� IST DATE 4/89 11 D��- REVISION _ BY AFFR' DWG. NAME: BR05 SP PAGE: B033 NOTES I . Proprietary manhole steps and alternate plastic 16 Bars at 7" center, ladders are acceptable, provided that they conform y I� bottom face to Section R. ASTM C 478 (AASHTO M 199) and meet IT with I" MIN cover all WISHA requirements. 2 I`Ikl� Clearance 2. Manhole step legs sholl be parallel or approximately TYP radial at the option of the manufacturer, eycept that all steps in any manhole shall be similar. xXI� Penetration of outer wall is prohibited. 48• 1L 2 MIN^ 18 Colvanized deformed rebor N r 96 TOP SLAB „ HANDHOLD Ott m 12"' MIN 1L 2 MIN 3,. Bars at 6" centers bottom face m 2 with I" MIN cover u a ~� 3/4.' R Clearance — N MANHOLE ANHOLE STEP DROP RUNG " MANHOLE STEP +7 Galvanized smooth steel x a f 48 1 1 Y4"" Center to center 6� 72" TOP SLAB +8 Galvanized 4 deformed rebor �� F +4 Bars of 6" PREFABRICATED LADDER centers D race MISCELLANEOUS Cleara e with 1 MIN c ' MIN cover 2 � �=�- 2d S-� MANHOLE DETAILS nc TYP 7 I" Clearance-. . —=a 13or ADOPTED �4� ti�Y O —� GRADE RING O� CITY OFRENTON • . Standard Plans ev J•19 4 f7i-Pd not AON P>.— — --- "—� L 4 8u, 54"i AND 60" TOP SLAB ---- ----- ----— - --- ---- �A ,N'��� Lst Date3/18/94 A.irlfr, i;o ,or •inn Aimen".inn end rnafgned. SJD - SP PAGE B034 W v1.ION- — n, srvr'n H:B -24 NOTES 1 . Proprietary catch basin steps are acceptable, provided that they conform to Section R. ASTM C 478 (AASHTO 16 Bars at 7" center; M 199) and meet all WISHA requirements. bottom face with I MIN cover _ 2. Catch basin step legs shall be parallel or�I a� except i mate l y radial at the option of the manufacturer, exccept that all steps in any catch basin shall be Similar. CIeTYPnce I�-I� / \ Penetration of the outer wall is prohibited. XI ► i 3. Slab opening may be 24" x 20" or 24" DIA. y / 4. As on acceptable alternate to rebor, welded wire / fabric having a minimum area of 0.12 inches per MIN / foot may be used. Welded wire fabric shall comply < to ASTM A 497 (AASHTO M 221 ). 96" TOP SLAB TYPICAL ORIENTATION FOR ACCESS AND STEPS •5 Bars at 6" centers bottom face 3" 2 with I"" MIN cover � Clearance YP +`r III I, 12" MIN 4„ R Z 8 Galvanized deformed rebor ^� U - smooth steel MIN 11 Y4" Center to center 72rr TOP SLAB U. 6.. u u \ u u� CATCH BASIN STEP DROP RUNG •8 Galvanized deformed 14 Bars at 6" centers CATCH BASIN STEP rebor bar i� bottom face PREFABRICATED LADDER with I" MIN cover 2 )I CIeTY�nce \/ IS�I� 24" _I5I MISCELLANEOUS I err CATCH BASIN DETAILS I�I", clearance •3 Bar (See Note 4) L20 J I ADOPTED GRADE RING O .t� CITY OP RFNTON 48". 54" AND 60" TOP SLAB ! , � Standard Plans Lst Date 5/7/93 5-7-93 Revised fop slob dl mens Ions and notes, and resloned. SJD �7 DATE REVISION BY B OIL SP PAGE B035 Y APPR O.D. OD Span Span Span 3' max. 3 max. _-Limits of pipe 3' max. 3' max. _--Limits of pipe compaction �compaction 2 I I I I 0.0 o1 p pe L \ a: \ �015 rise min �O.IS 0.0.min e r L imlts o1 Dipa a e. Limits of pipe ° . o r compaction e`er 1 •e o O compaction o r 10 0 ° o + e � Grovel backfill NOTES Grovel bockut for pipe bedding 1. Pips compaction limits shown on this Gravel backfill for V D plan on }a plea horizontconstrucal limits In for pipe bedding foundations when specified an embankment. For pips construction In a Meth, the horlsontol km1U Grovel backfill for of the pips compaction ions shall be the walls of the trench. foundations when specified TYPICAL PIPE-ARCH INSTALLATION 2.All steel and aluminum pipe and pipe-arches shall be Installed In accord- ance with Design A. DESIGN A(For Metal and Concrete Pipe) 3.Concrete pipe with elliptical reinforcement shall be installed In accord- CLEARANCE BETWEEN PIPES once with Design A. MULTIPLE INSTALLATIONS 4.Concrete pipe, plain or with circular reinforcement, shall be installed MIN. DIST. with Design A or a combination of Designs A and C, as determined by PIPE SIZE BETWEEN the Engineer. BARRELS 5,For Design C, It Is essential that the walls for Zone 3 be constructed CIRCULAR PIPE 12"to 24" 12" as near vertical as possible. CONCRETE 8 METAL O.D. O.D. DD. DESIGN A 30 to 96" OIAM+2 6 O.D.Is equal to the outside dbrtwter of a pipe or the outside span 3 Inc.. 3 maz. Limits of pipe (DIAMETER) 102" to 180" 48 of pipe-arch. The dimensions shown as O.D. with 3'and 4'maximum shall be O.D. unfit O.D. equals 3' and 4'at which point 3'and 4'0.11 tomDactlon CIRCULAR PIPE le to 36" 2D be used. CONCRETE ONLY Limits of Oasign o E DESIGN C 42 to 96" 72" s 1'-O" for diameters 12" trough 42"and for spans through 50". r-0" 2 C trench Canstr, 2 d v (DIAMETER) 102" to 180" 72` diameters greater than 42" and for spans greater than 50". PIPE-ARCH 18"to 36 12" METAL ONLY 43"to 142' SPAN T 3 n (SPAN) 14ff to 199" 48" 0 1 O.D.of e I \ + e 015 OD. min. Limits of pips •":.'o s ' LEGEND carpactbn •oar .� ,..� --T PIPE COMPACTION ZONE PIPE COMPACTION DESIGNS Grovel bo I.Bockfill material ploced in Os' loose layers AND BACKFILL and compacted to 95% maximum density. for DIM bedding w•r+rro+n•n ew.e•rr,a n..wee."na. Gravel bockfill for 2.Method B or C compaction. e1•""��•�•a foundations when specified 3.Bard straw or hay with wires or strings cut nievv DESIGN C — — (dry, commercial quality). n ' • (For Concrete Pipe With Circular //rrV.r 1„of iw.e� Reinforcement Only) Y O ADOPTED U CITY OF RENTON • 4 STANDARD PLANS LST DATE:25-Jan-80 SP PAGE: B063 FILTER FABRIC MATERIAL 60' WIDE ROLLS. USE STAPLES OR WIRE RINGS TO ATTATCH FABRIC TO WIRE. 2' BY 2' 14 GA. WIRE FABRIC OR EQUIV. II I Purpose II I To retain sediment from very small disturbed r-o• I I 1 II I areas by construction of a temporary barrier II made from residue materials available from 5-0' 3REWSMamm WM clearing and grubbing the site. — BURY BOTTOM OF FABRIC FF________________________ _--- MATERIAL IN 8' BY 12' TRENCH Conditions Where Practice Applies 2'-6• 11 11 6' MAXI;I Below disturbed areas subject to sheet and rill II 11 erosion, where enough residue material is u u available for construction of such a barrier, Note, does not replace the need for a sediment trap or pond, Design Criteria/Specifications o See Figure 5.4.4G for detail. FILTER FABRIC MATERIAL o Minimum height = 3 feet, 6' maximum height = 5 feet, 2' BY 2' BY 14 GA. WIRE o Minimum width = 5 feet at its base, FABRIC OF EQUIV. maximum width = 15 feet. o A filter fence anchored over the brush berm may be required by 2,_°, BALD to enhance the filtration ability of the barrier. PROVIDE 3/4' - 1.5' s'-c WASHED GRAVEL BACKFILL 12" IN TRENCH AND ON BOTH SIDES OF FILTER FENCE FABRIC ON THE SURFACE, FILTER FABRIC FENCE DETAIL 2' BY 4' WOOD POST ALT, STEEL FENCE POSTS. <�V� — ADOPTED CITY OF RENTON i BRUSH BARRIER � standard plans NO SCALE .r 1ST DATE: 12/15/91 DATE I REVisION I BY APPR. DWG. NAME: BR21 SP PAGE: B066 4' - 6' LOGS ' FLOW Aii ---- ---- i l i I ITi 24' 24' .I J I I I I I I Ol A i i l I I I i Z ROCK CHECK DAM t NO SCALE LOG CHECK DAM NO SCALE - L = THE DISTANCE SUCH THAT POINTS A 6 B 2' 4' ROCK ARE OF EQUAL ELEVATION. FLOW� 2 I 24' A L B 21, 2 2 — 1P �1 ROCK CHECK DAM 1' SUMP NO SCALE SPACING BETWEEN CHECK DAMS CHECK DAMS ♦� 0 ADOPTED CITY OF RENTON ♦ i Standard plans LST DATE: 12/15/51 DATE REViS10N BY APPR' DWG NAME: BR20 SP PAGE: B067 PROTECT INLET5 DURI06 CON5TRUCTIOH. KEEP 5ED1- MENT OUT OF TUE STORM DRAINAGE 5YSTEM. U5E PALF- �- CIRCLE HEUIND CURB IMLET5 DURING STREET CONSTRUCTION. MODIFY PROTECTIDJ AS CON- 5TRUCT10H PROGRESSES. / CIRCULAR 5WAPE 15 NOT E55EN-TIAL- VARY SHAPE TO FrF DRAINAGE AREA l AND TERP-alM. OBSERVE TD C44ECJC TRAP EFFICIENCY AND MODIFY AS NECE55AW TO IM-0,WE eATISFACfORY TRAPPING OF 51DIMENT. CAN DE ADAPTED TO JT4ZI-CU25 INLET. FRAME GRATE MINIMUM DEPT14-I FILTER F�1�RIC MAXIMUM DEPTW-Z' SLOPE W l0'MIMIMUM DIMEN51ON CLEAN OUT NJEIU 5EDIMWr 15 0 5ELOW eRATE. Catch Basin/Inlet Sedimentation Trap-Type C SECTION LEAVE OUT FSL,(zK TEMFnRAR]LY INSERT TILE WITH M; E 5CREEU AND GRAVEL rLTE2... KEEP POOL DEWATERED. eo ADOPTED CITY OF RENTON STANDARD PLANS � LST DATE:1-Nov-85 W (SEE NOTE 41 LIMITS OF PIPE ZONE NOTES, BACKFILL MATERIAL(SEE NOTE 51 � 1. PROVIDE UNIFORM SUPPORT UNDER BARREL. 6" 2. HAND TAMP UNDER HAUNCHES. CONCRETE CLASS C 3. COMPACT BEDDING MATERIAL TO 957 MAX. DENSITY EXCEPT DIRECTLY OVER PIPE. (SEE NOTE S) HAND TAMP ONLY. c FOUNDATION LEVEL �� 4. SEE "EXCAVATION AND PREPARATION OF TRENCH" IN THE SANITARY SEWERS SECTION OF THE STANDARD SPECIFICTATIONS FOR TRENCH WIDTH "W" AND TRENCHING OPTIONS. A THE PIPE ZONE WILL BE THE ACTAUL TRENCH WIDTH, EXCEPT FOR CLASS A BEDDING. THE MINIMUM CONCRETE WIDTH SHALL BE 1-1/2 I.D. + 18". (CLASS A DESIGN) 1 5. TRENCH BACKFILL SHALL CONFORM TO "BACKFILLING SEWER TRENCHES" IN THE SANITARY SEWERS SECTION OF THE STANDARD SPECIFICATIONS, EXCEPT THAT ROCKS OR LUMPS LARGER THAN I" PER FOOT OF PIPE DIAMETER SHALL NOT BE USED IN THE BACKFILL MATERIAL. 6. SEE "BEDDING MATERIAL FOR RIGID PIPE" IN THE AGGREGATES SECTION OF THE W (SEE NOTE 4) LIMITS ❑F PIPE Z❑N E STANDARD SPECIFICATIONS FOR THE MATERIAL SPECIFICATIONS. 7. SEE "BEDDING MATERIAL FOR FLEXIBLE PIPE" IN THE AGGREGATES SECTION OF BACKFILL MATERIAL13 STANDARD SPECIFICATION FOR THE MATERIAL SPECIFICATIONS. (SEE NOTE 5) 6" 8. PIPE MUST BE ANCHORED IN SUCH A MANER AS TO ENSURE FLOW LINE IS MAINTAINED. BEDDING MATERIAL FOR RIGID PIPE C (SEE NOTE 6) FOUNDATION LEVEL BEDDING CLASS DESIGN A DIMENSION CLASS A CLASS B CLASS C CLASS D CLASS F 4" MIN. (CLASS B, C, D, DESIGN) A I/4 I.D. * ■ ZERO ■ BEDDING FOR RIGID PIPE 12" MAX. �W (SEE NOTE 4) LIMITS OF PIPE ZONE B 1/4 O.D. 1/2 O.D. 1/8 O.D. ZERO O.D. C 3/4 O.D. 1/2 O.D. 1/8 O.D. O.D. — I'-D" r A = 4" MIN. 27" I.D. AND UNDER BEDDING MATERIAL 6" MN. OVER 27" I.D. FOR FLEXIBLE PIPE B (SEE NOTE 7) PIPE BEDDING FOR SANITARY SEWERS FOUNDATION LEVEL A ti ADOPTED � CITY OF RENTON Standard(CLASS F DESIGN) • � • ndard plena BEDDING FOR FLEXIBLE PIPE 2-21-91 REVISED NOTES 4, 5, 7, 6 8 K� $ SLSTta DATE: 12/15/91 ADDED NOTE 6. DATE REVISION BY APPR-b DWG. NAME: BW18C SP PAGE: B077 FIRE HYDRANT SHALL BE COREY—TYPE EQUAL TO IOWA F-5110 OR COMPRESSION TYPE SUCH AS CLOW MEDALLION; M k H 929 AND MUELLER SUPER CENTURION 200 WITH 6" MECHANICAL JOINT INLET WITH LUGS. 5-1/4" MAIN VALVE OPENING. TWO 2-1/2" HOSE CONNECTIONS NATIONAL STANDARD THREADS. 4" PUMPER CONNECTION CITY OF SEATTLE THREADS WITH A STORTZ ADAPTOR, 4" SEATTLE THREAD X 5" STORTZ, ATTACHED WITH 1/8' STAINLESS STEEL CABLE. 1-1/4" PENTAGON OPERATING NUT. FIRE HYDRANT TO BE 18' TO 20' PAINTED WITH TWO COATS OF PAINT. PRESERVATIVE OR PAINT No. 43-655 SAFETY YELLOW OR APPROVED EQUAL. 12" BEHIND BACK OF SIDEWALK THAT IS ADJACENT 70 CURB PUMPER CONNECTION TO FACE ROADWAY ASSEMBLY FOR 4-1/2" TRENCH. MAX 4" • FIRE HYDRANT EXTENTION TO BE USED IF REQUIRED. MIN 2"� RAISED PAVEMENT MARKER TYPE 88 AS STIMSONITE TWO—WAY BLUE. t TWO—PIECE CAST IRON VALVE BOX. EQUAL TO OLYMIC FOUNDRY CO. STANDARD 8" TOP SECTION WITH REGULAR CONCRETE BLOCKING BASE SECTION LENGTH TO FIT. CONCRETE BLOCKING CAST IRON TEE. WITH 6" FLANGE SIDE OUTLET. �f1— 6' GATE VALVE(FL X MJ) EQUAL TO MUELLER CO. A-2380-16 12'J 6" DUCTILE IRON PIPE, CLASS 52 CEMENT LINED, LENGTH TO FIT TWO 3/4" 16" x 8" x 4" MININUM STEEL TIE RODS. SEE STD DETAIL FOR TIE RODS. CONCRETE BLOCK 7 CU. FT. MINIMUM WASHED GRAVEL PASSING 1-1/2" AND RETAINED ON 1/4" MESH FOR DRAIN. FIRE HYDRANT ASSEMBLY LEVEL ALL GROUND MIN 3' RADIUS LAG ONE MAN R • �6 ROCK P1 1 --i 6 —T� FIRE HYDRANT ASSEMBLY DETAIL �FILL CUT ADOPTED CrN OF RENTON HYDRANT LOCATION IN CUT OR FILL + + Standard plans 15/18/951 Revised Pumper Port DCV DT N t LST DATE:5/18/95 112/15/91 Corrected text k Changed paint color IRTMI DT DATE I REVISION BY APPR' DWG. NAME: BR24 SP PAGE: B102 h 6 0 I T" 21/2„ +� '- - ' •3 bars !21 l R � Pavement �---g- + IV D 1 A ho I es i/�' T MIN 10" MAX Cement �/_ R concrete 8y" pavement II 1 R i/=" 2" Clearance TYP �•— SINGLE FACED MOUNTABLE : g CEMENT CONCRETE CURB •� ~ Non shrink rout . j N 3tl Sand and cement = grout I"• depth = ;, MOUNTABLE INTEGRAL 16 bars (2) CEMENT CONCRETE CURB I'-2y=" ATTACHMENT DETAIL ,„ 6y„ , PRECAST CEMENT CONCRETE BUMPER CURB r Pavement CY 6 5'/2' 0.05'/ T ' I� l'/: R Cement pa�� �t Top of curb DOUBLE FACED MOUNTABLE at approach CEMENT CONCRETE CURB ^' 2'-t" MOUNTABLE CEMENT CONCRETE I" R Sri �/_" R CURB AND GUTTER INTEGRAL CEMENT CONCRETE BARRIER CURB y='• R _Top of curb in - at approach I" R H R CEMENT CONCRETE y="' 61:" CURBS AND GUTTERS Pavement Top of curb y Y ADOPTED at approach CEMENT CONCRETE BARRIER �ti� �� CITY ofRFNTON CURB AND GUTTER Standard Plans 7-13-92 RwINd Darrlw arb tltW. BN g ��'NTp� Bit 132lcMar 13 1992 CEMENT CONCRETE 2-21-9' °Nitid •'^"'d'd °"" ` r•''or"d KJ I - SP PAGE FOO1 BARRIER CURB DATE REVISION BY APPR'D N:F-OI � R 1 R zo l z Type 1 Type 4a I AsphaI t) See Note 1 — (Cement Concrete) Type , See Note 2 (Cement Concrete) e. e" .. P 1.. 6„ "q 1' R : ��// 9 R R 9 n � 1•• a Type be _ / N ' (Cement Concrete) N „ 1O See Note 2 Type 2 See Note 1— 2' widening (Asphalt) Type 6 (So. contract 4• S. r c 1,-4„ (Cement Concrete) Piano for Type) - 0 Shoulder Pavement W 10' 10" 2y•• , S. 2y1,. 21Vt,. s„ 2112^ 2' rldening t t �' 1O • n Type 1, 2, 1, Ka, S. or So (See Contract �••R 1., R t 1"R t" R Plans for Type) c u S •'MA Shoulder W Typo 3 Pavement (Asphalt) See Note 1 _ Type (Cement Concrete) . 10 NOTES EXTRUDED CURB f 1. See Standard Specifications for optional anchoring methods. 2. Type Ad and Type So curbs do not require steel fle bars or e"•�••e•'•'� adhes lvo for anchoring. cut/,owd faint L cut/sated faint 2-21-g1 Added eemsnf curb and retitled KJ rS ADOPTED •7 Bars _ •7 Boors ear o.n on A odd�l }yoS'11 arcs, Cement Concrete Curb~ labeled e.l.tlno Burp yne revised — G CITY OF RENTON 9-1-90;Inefdlatlon ds ions,and selDriea. KJ A DATE REVISION By A►P' SPACING OF ANCHOR DARS .s STANDARD PLANS —` - LST DATE:7Sep-90 RP V A r:F! VA04 Sign i7-801 TYP — Sidewalk z (See Note 5) s NOTES Romp texturing is to be done with on expanded Precast Cement _ metal grate placed and removed from wet concrete Concrete Bumper IO O~ 10 to leave a diamond pattern as shown. The long Cu Ds r, a 1 o axis of the diamond pattern shall be perpendicular to the curb. Grooves shall be 30' deep and 1/4 " wide. 4 painted 2. Curb romp design A. 0 or C shall be specified in stripes, ripes, the Contract Plans or Special Provisions. See 2'OC — Standard Plan "Cement Concrete Sidewalk" for curb romp designs and cross sections. 3. Curb romps shall be poured as a separate unit from the sidewalk, isolated by expansion joint material on all sides except of end of ramp +• X spaces of t la S �. 8' MIN 8_ . MIN next to the roadway. (cea contract plans) Accessible nccessible first stall 4. Inlets shall be located so that runoff does not Iasi Stall flow past the curb ramp. Accessible parking (see Special Provisions) 5. Mounting height for sign R7-801 shall be 48". CONTINUOUS CURB RAMP 6. Changes in level up to I/4" may be vertical and without edge treatment. Changes in level between 1/4 ' and I/Z" sho I I be beve I ed w i th a s I ape no 5, MAN greater than 1:2. 1 i 3' M1N }/R Expansion joint Flush (not to exceed 1112". see _ , + Nominal dimensions Note 6) (/ CURB RAMP ALTERNATE Expansion joint—� RAMP TEXTURE DETAIL \ Romp texture TYP (see detail & Note 1) 10 12 CURB RAMPS ,� Landing (q' MIN). g� When landing is less sh than 4' provide 12:1 3' M/N side flares or use ADOPTED Curb Romp Alternate. 01Cy O� CITY OF RENTON Flush (not to • , • Standard Plans exceed l/z". see 'Q = Note 6) sed Continuous Curb Romp Detall, N'�'O I.stDate5/7/93 CURB RAMP r'�T�' N Note S. aad ed.REVISION RY APPR'O F -06 SP PAGE F005 SIDEWALK DRIVEWAY OR ALLEY h S EXPANSION JOINTS iyD�S�Qq(q(�gs h/ W SEE NOTE 2 to A M/,y N 10 a 16 MIN'\� u 3/8" EXPANSION iN to�O 30.20• M V 2.5.y JOINTS S0 M4hgx �+ a a� SEE NOTE 2 u Qs SEE NOTE I //j SIDEWALK T 10••J 6" RESIDENTIAL 10" COMMERCIAL OR INDUSTRIAL ALTERNATE I A / CURB AND GUTTER / // ' WHEN THERE IS A PLANTING STRIP ` SHOWN HOWEVER, SEE DETAIL "A�S OTHER CURBS MAY ID EXPANSION JOINT BE USED (SEE SECTION A-A 3/8" EXPANSION STANDARD PLANS) JOINTS SEE NOTE 2 DRIVEWAY OR ALLEY e �S pf SCORE LINE 21y'D0 IR pc"A7,q S 1 0 Aft A J 6„ h/,,, N � Afto Af 3/8" EXPANSION 0 hgkAx. DETAIL A JOINTS SEE NOTE l SEE NOTE 2 S� SIDE\JACK APPROACH WITH MONOLITHIC CURB A SEE NOTE 5 ALTERNATE 2 "`�2.5. 10" 41- WHEN SIDEWALK IS NEXT TO CURB NOTE: I. DUMMY JOINTS SHALL BE PLACED NOT TO EXCEED 15' C/C NOR LESS THAN 10' C/C. THEY SHALL CEMENT CONCRETE DRIVEWAY NOT BE LESS THAN 3/16" IN THICKNESS AND SHALL EXTEND 2-1/4" DEEP, OR ALLEY APPROACH 2. 1/2" THRU JOINTS SHALL BE PLACED AT BACK, SIDES AND FRONT (BEHIND CURB) OF APPROACH, 3. CEMENT CONCRETE SHALL BE CLASS 3000 AIR ENTRAINED 4, ALL JOINTS SHALL BE CLEANED AND EDGED. O� ADOPTED 5. APPROACH SHALL NOT BE POURED INTEGRAL WITH CURB AND GUTTER, BUT MAY BE POURED ! CITY OF RENTON INTEGRAL WITH STANDARD CURB (SEE DETAIL "A"). Standard plans 6. SUBGRADE COMPACTION SHALL BE 95X MODIFIED PROCTOR. �Ai TOE IST DATE 12/15/91 GATE __ REVISION BY APPR' DWC. NAME: FR01 N SP PACE F006 1/2'X4" EXPANSION MATERIAL 1/4"R AT JOINTS P CEM CONC CURB AND CUTTER ;P 1/2"X4" EXPANSION MATERIAL 1/4"R AT JOINTS SCORE LINES TO BE RADIAL TO CURB AND GUTTER W + W 3 GENERAL NOTES 3 - JOINTS: DUMMY JOINTS SHALL BE PLACED NOT TO EXCEED 15' C/C NOR LESS THAN 10' C/C. THEY SHALL 1/2"X4" EXPANSION MATERIAL NOT BE LESS THAN 3/16" IN THICKNESS AND SHALL BE EXTENDED 2" BELOW THE GUTTER LINE. 1/4"R AT JOINTS - - 1/2' THRU JOINTS SHALL BE PLACED AT ALL COLO JOINTS AS DIRECTED BY ENGINEER AND SHALL SCORE LINES EXTEND 1' BELOW CONCRETE. B ----------- B WHERE THE SIDEWALK IS TO BE PLACED AGAINST THE CURB AND GUTTER. THE JOINT SHALL BE A COLD JOINT. ............ 1/2"X 5" EXPANSION MATERIAL SHALL BE PLACED FROM P.C.-S TO P.T.-S AT ALL CURB RETURNS. 1/2"X4' "W-WIDTH OF SIDEWALK EXPANSION MATERIAL SHALL BE PLACED AT EVERY THIRD SIDEWALK PANEL. THE CONCRETE MIX FOR SIDEWALKS SHALL CONFORM TO THE REOUIREMENTS OF CLASS 8 (3/4") WITH AIR ENTRAINMENT. THE CONCRETE SHALL HAVE A BROOM FINISH WITH ALL EDGES HAVING A 21/2' TOOLED FINISH SUBGRADE COMPACTION SHALL BE 90x (MODIFIED PROCTOR) u I E 1/4"/FT. SLOPE 1/4'/FT. SLOPE 1/2"R 1/2"X5" EXPANSION MATERIAL 1/2"R 1/2"R CURB RETURN ONLY PAVEMENT AS PER PLANS 4" 1. PAVEMENT AS PER PLANS 4 PARKWAY STANDARD CEM. CONC STANDARD CEM. CONC. CURB AND CUTTER CURB AND GUTTER SECTION A-A SECTION B-B SEE SHEET 2.5.1 FOR ROADWAY DEVELOPEMENT STANDARDS TYPICAL SIDEWALK DETAIL ♦ ADOPTED CITY OF RENTON ♦ i Standard plans TO� LST DATE: 7/89 1. DATE REVISION BY APPR' DWG. NAME: FR-02 SP PAGE: F007 2' MIN. TO EDGE OF SIGN 'BAND-IT BRACKET' OR APPROVED EQUAL 4"x4" PRESSURE TREATED POST 5/16"x2-1/2" GALVANIZED LAG SCREWS WITH GALVANIZED WASHERS, 3 7' MIN 12 TO BOTTOM TYPICAL OF SIGN OR AS REDUIRED 3' 30" MIN. REPLACE TO MATCH EXISTING ADJACENT MATERIAL COMPACTED SELECT FILL MATERIAL M❑UNTING ON METAL POLE M❑UNTING ON WOOD POST EDGE OF TRAVELED ROADWAY 3 --� 90' 0' 3 SIGN MOUNTING ON SINGLE WOOD OR MENTAL POST FOR REFLECTORIZED SIGNS: 1 p ADOPTED MOUNT FACING 3"OUTWARD IF SIGN IS CITY OF RENTON WITHIN 30 FEET OF ROADWAY +%NvV Standard plans IST DATE: 12/15/91 SIGN FACE ❑RIENTATI❑N DATE I REVISION BY APPR' DWG. NAME: GRO1 SP PAGE: G021 R3-801 7 3 0' i ,I's. 61 I 16 yy 1 i m 9' =1° r� 0 T 4 --J.2 -I 1.2J 0 LY ONLY See appendix for standard arrow details DIMENSIONS(INCHES) LETTER SIZE BORDER MARGIN CORNER AND SERIES WIDTH WIDTH RADIUS AS NOTED Y4 '/z 17/8 COLORS LEGEND -BLACK(NON-REFL.) BACKGROUND -WHITE(REFL.) 6/85 R3-9b C D J CENTER K E K—� F LANEF I G I TD G N B � �15° S Fi ►�R R G ONL F E 1, a �t See appendix for standard arrow details DIMENSIONS(INCHES) SIGN A B C 0 E F C H J K L M N P 0 R S STD.& 24 36 3/8 5/8 2-1/2 3E 1-1/2 16 1-1/2 B-7/16 5.3/4 8 2-1/2 6 2 5.5/16 1-1/2 MIN. SPECIAL 36 48 5/8 7/8 3-1/2 5E 1.1/2 20 2.1/4 14-1/16 9.1/2 12 3 8 3 9.7/8 2 COLORS LEGEND — BLACK(NON-REFL) BACKGROUND—WHITE(REFL) 6/85 R2-1 C D 4 /J i E K K F SPEE LIM I F B i H" i E "Optically space numerals about vertical centerline. DIMENSIONS (INCHES) SIGN A B C D E F G H J K L MIN 18 24 3/8 5/8 3 3E 2 8E 1-1/2 7.3/16 5-1/2 STD 24 30 3/8 5/8 4 4E 2 10E 1.1/2 9-9/16 7-5/16 SPECIAL 36 48 5/8 7/8 6 6E 5 14E 2-1/4 14-3/8 11 SPECIAL 48 60 3/4 1.1/4 8 8E 6 16E 3 19-1/8 14-5/8 COLORS LEGEND —BLACK(NON-REFL) BACKGROUND —WHITE (REFL) 6/85 D11-1 C D E B � H H F D . G D IL A See appendix for symbol design DIMENSIONS(INCHES) SIGN A B C D E F G H J K STD.& MIN. 24 18 1/2 1.1/2 7 3-1/2 3C 5-1/2 9-1/2 1.1/2 SPECIAL 30 24 5/8 1-7/8 8-3/4 4-3/8 4C 6.7/8 12-1/2 1.1/2 COLORS LEGEND — WHITE (REFL) BACKGROUND— GREEN 6/85 CENTER LINES TWO-WAY LEFT TURN LANE • • • • • • • • • •\ • • • • • • _ M • • • . • + • W- T • • 3 4" YELLOW TYPE 'I'' III — 9' 15' _'11I '11I 3'III` /J 30' LINE MARKERS / 4" YELLOW TYPE 'lid' LINE MARKERS (REEL.) J DOUBLE YELLOW CENTER LINE 4" YELLOW TYPE 'lid' 12, LINE MARKERS (REEL.) ` 4" YELLOW TYPE '1' LINE MARKERS 9' 15, 3' • • • • • • • • • • • • • • • ® ♦ • • 4" YELLOW TYPE 'I' LINE MARKERS SINGLE SKIP YELLOW CENTER LINE 4" YELLOW TYPE 'lid' LINE MARKERS (REEL.) NUMBER OF 2-WAY LEFT TURN ARROWS SPEED LIMIT 25 MPH --- 200' O.C. mot wen SPEED LIMIT 30-35 MPH - 250' O.0 SPEED LIMIT 40-45 MPH -- 300' O.C. CHANNELIZATION MARKERS DETAIL `� O ADOPTED "� CITY OF RENTON Standard plane �NITO� 1ST DATE: 8/89 DATE REVISION I BY IAPPR'Dj DWG. NAME: HR-01 SP PAGE: H001 APPROACH LINE 3� _ _ _ _ _ _ ® = Z e � t _ 4" WHITE TYPE '1' za LINE MARKERS 4" WHITE TYPE 'Ile' LINE MARKERS (REFL,) SKIP APPROACH LINE NUMBER AND LOCATIONS OF ARROWS s = _ Of APPROACH LINE LENGTH WJ*1omOR ARROW LOCATIONS 15- 4" WHITE TYPE '1' 20' — 50- ------ 1 ARROW 20' BACK FROM CROSSWALK OR STOP BAR) LINE MARKERS 50' — 125- ------ 2 ARROWS 20' BACK & END OF APPROACH LINE) 125' — 300- ------ 3 ARROWS 20' BACK, MIDWAY & END OF LINE) 4" WHITE TYPE 'Ile' OVER 300- ------ ARROWS AT 100' INTERVALS LINE MARKERS (REFL.) LANE LINE 9' 15 3-� 4" WHITE TYPE 'I' CHANNELIZATION MAKERS DETAIL LINE MARKERS 4" WHITE TYPE 'Ile' ADOPTED LINE MARKERS (REEL.) : �� CITY OF REENTON Standard plena IT LS O$ T DATE 6/89 DATE REVISION I BY APPR' DWG. NAME HR-02 SP PAGE H002 I 5 0' � 50" �l7ET�liL S11EE7 «�W' Two-way Left Turn- Arrows Y ADOPTED U~s G� CITY OF RENTON _ STANDARD PLANS �' p� LST DATE:2-Oct-87 DWG NAME: HR-10 SP PAGE: H006 �� F--4-�� WHITE 12" TO 24" 0' r R=3'-3" 'a5 STOP LINE n = 3" WHITE R 2'- 4., 'Ci WHITE— EDGE OF ROAD LINE TURN MARKINGS 6" TO 8" �5 TRAFFIC FLOW WHITE OR YELLOW - 6" TO 8" ISLAND W/CROSSHATCHING I 9,-0" 15'-0" 9'-0" � 3:5 RATIO 4 4" WHITE LANE LINES 50' I VAR. I 15 I I _ Pavement Ma rking Details t s' 20' 15' —7 RAILROAD CROSSING MARKING o��Y °•� ADOPTED OF RENTON _ STANDARD PLANS LST DATE:1-Aug-90 nW(; NAMR HR-n.q RP PA( P• TT01R CURB LANE LANE LANE CURB '._ .NE !~ CENTER CENTER IN IN LANE LANE --� I I I I I i I 10, i I I I I I I I I �L 24" �_ I 88,.TMP —P ))—STRIPE CONCRETE LANE LANE 8 (TYP.)—STRIPE GUTTER LINE LINE _M2't TIRE TIRE / TIRE � LTRA TIRE TRACKS TRACKS TRACKS Cr ,S * TYPICAL 4 LANE POADWAY CONFIGURATION NOTE: FOR ROADWAYS WITH MORE OR LESS LANES, THE SAME CONRG RATION APPLIES. KEEPING THE THERMCPLASTIC BARS CENTERED ON THE LANE LINES AND IN THE CENTER OF THE TRAVELLED PORTION OF THE LANE TO MINIP,117_E Painted/Thermoplastic Crosswalk TIRE WEAR ON THE THERMOPLASTIC j PAINT. Y ADOPTED U n CITY OF RENTON _ STANDARD PLANS LST DATE:1-Apr-90 DWG NAME: HR-13 SP PAGE: H012 0 0 Cil C7 O ti o Z oo a G. W p z G N � E. w � ca A a 2"N.P.S. O o A O FZ Sized as required M /SLIPFITTER b Q Z s J F < F- o - 2• Q t � 4�Z'o.D. Q 188 WALL BRACKET z 5's" M.ALU ALLOY 6063-T6 ?' \ �jeyl � v \ Jam ¢ A 1�2"BNC LOCKBOLT 1,2" �GR 18-8 S. S. FLUSH JOINT �4�/Z.'0.D. j I TAPERED ALUM. POLE 219 WALL ALLOY 6063-T6 35'0 i ( fff SATIN GROUND FINISH 283' II SHAFT II"T012" BOLT CIRCLE / 4 1/2" OF (4) 1"BNC GALV.STL. l BOLT ABOVE ANCHOR BOLTS WITH FINISHEC GRADE. NUTS AND WASHERS GRADE. 4 CONCRETE 8"OD.+ 151 HANDHOLE PAD 4"z6"OPENING GROUND LUG W/ OVER AND S S. SCREWS 16 BASE FLANGE ALLOY �• ! :1 3b6-T6 WITH BOLT ) COVERS 8 S S.SCREWSI I FUSE KITS QUICK DISCONNECT 10 AMP IN LINE FUSE TO LUMINAIRE KITS - S.E.C. OR EQUAL I TYPICAL DESIGN "B" JUNCTION BOX GROUND LUG 1/4" MINIMUM SPLICE KITS DRAIN HOLE CLEAR EPDXY SPLICE KITS ON ALL THRU WIRE RUNS I 2" MIN. GROUT TOP OF CONCRETE UNDER POLE BASE FOUNDATION TO 4" CONCRETE rBE LEVEL WITH PAD TOP OF SIDEWALK 5" I I OR CURB. 9„ 1111= I I 1� =IIII=1111= -1111 =III -1111 °° o,=III =III =III - ;I I I7I - - 11=IIII=1111 COPPERS °� °1111-1111-IIII=1111 II II GROUND WIRE o �° 1111= II I II II I II GROUND II I I CLAMP I I I I I II II _ 11 4' II II PVC CONDUIT II I II 2-(SIZED AS REQ'D) II II LIGHTING SYSTEM SYSTEM II II TYPICAL LIGHTING UNDERGROUND SYSTEM WIRES TO CONTACTOR L J CONCRETE FOUNDATION a o ADOPTED CITY OF RENTON 5/8°x8' — 3' SO. OR DIA. --►� $ standard plane COPPER-CLAD %:TO LST DATE: 5/91 GROUND ROD DATE I REVISION I BY I APPEW] DWG. NAME: JR-06 SP PAGE: J007 LIGHTING STANDARD & JUNCTION BOX 7' 1 O ---QQOveOoOv O e O v p O 41 D e°d ° v0 �`� o e ° v pv vD o v p i i v v ' p o' 0 4'� DEEP ' O O �� ° a d Q i i p d d v p 0 i p° d D p' Z D 1 O 0 4 vD O p e0 3' I I II OO �K) i i vo O , p d d I l i III v o ODo ° ° Ovp I O O 14-----d p p v p O p STREET LIGHT POLE JUNCTION BOX o °e 0 PLAN VIEW SIDE VIEW INDIVIDUAL JUNCTION BOX DV 0 , O ° p o O v O � D v o p O vD o e e 4 p z D e O i De0 4 J O D NOTE: CLASS 'B' CONCRETE o ° p p e CONCRETE PAD DETAILS TO BE USED IN O CONSTRUCTION OF PAD ADOPTED CITY OF RENTON ♦ a PLAN VIEW standard plans CO LST DATE 5/91 DATE I REVISION I BY IAPPR'D1 DWG. NAME JR-07 SP PAGE: J008 LOAD CENTER CABINET EQUIPMENT z 1. PIN TUMBLER-TYPE STAINLESS STEEL BEST CORE LOCK (OR EQUAL) KEYED FOR TEST SWITCH & CX-1 WITH 2 KEYS c O UTILITY PLUG 2. 12 GAUGE (MIN.) GALVANIZED SHEET STEEL VENT 3. WELDED SEAM CONSTRUCTION 4. DOOR WITH CONCEALED HINGES (LEFT SIDE) 5. INTERIOR - WHITE BAKED-ON ENAMEL STREET LIGHTING 6. EXTERIOR - GRAY-ETCH GALVANIZED SURFACE BEFORE PAINTING -°' CONTACTORS 7. BOTTOM OPEN- 2" MOUNTING FLANGE (TURNED INWARD) ON ALL SIDES i 8. 4-1/2"X16" GALVANIZED ANCHOR BOLTS W/NUTS AND WASHERS 9. 4-1/4" TRIANGULAR SHAPED CORNER LOCK-DOWN PLATES 211 16" �1 MIN. MIN---' FRONT VIEW PLAN VIEW SIDE VIEW CONTACTOR CABINET 4-1/2"X16"GALVANIZED ANCHOR BOLTS G.L. v u n n n _G.L. CONDUIT ENTR, AREA b a v i ii b i G ii ° ° ry b 4 I[, SIZE TO FIT CABINET I IS ZE TO FIT CABINET PLAN VIEW STREET LIGHT CONTACTOR CABINET FRONT VIEW SIDE VIEW AND CABINET FOUNDATION CABINET FOUNDATION rsl�+ ADOPTED CITY OF RENTON f Standard plans ,CO LST DATE: 1 1/89 L DATE i REVISION BY APPR' DWG. NAME: JR-09 SP PAGE:JO10 STREET LIGHTING CONTACTOR CABINET WIRING SCHEMATIC TYPE III SERVICE 120Z240 VOLT B A B 100 A MAIN BREAKER (MIN.) 2 POLE 240 VOLT and m a BRANCH BREAKERS E W 120/240 VOLT z TEST 16 POLE SWITCH A B B A II 6 C o TERMINAL B B I I BLOCK B B a A UTILITY PLUG (GFI) M25— A A A STREET LIGHTING B B B B B CONTACTORS D CIRCUIT WIRES TO LIGHTING RUNS A STREET LIGHTING CONTACTOR PHOTO-CELL TO GROUND MOUNTED ON ROD CABINET SCHEMATIC NEAREST WIRING COLOR CODE LUMINAIRE A. WHITE JACKET (NEUTRAL) B. BLACK JACKET (LINE) ti ADOPTED C. GREEN JACKET (GROUND) CITY OF RENTON D. RED JACKET (LOAD) • E. GREEN OR BARE WIRE (GROUND) • `L • Standard plans �A3 rc0� LST DATE: 5/91 DATE REVISION BY APPR' DWG. NAME: JR-10 SP PACE: 1011 16' MIN. 14" 100 AMP PANEL WTH i BREA BRANCH RS AS REO'D 100 A i LTC. MAIN 3 LTG. i LTG. 14" I i 4 LTG. CFI 2 CON. SIC. i 1 i I NEUTRAL 2" MALE FEMALE BUSHINGS PE CELL ® 0 TERM. STRIP 0 48' 0 TEST Gn SWITCH RECEPT. 4. LIGHTING CONTACTORS AS REO'D SERVICE FEEDERS TYPE III SERVICE CABINET RACEWAY WITH RE F41-COVER ABLE ti ADOPTED CITY OF RENTON 6" Standard plane TYPE III SERVICE CABINET ro LST DATE 5/91 1.DATE I REVISION BY APPR' DWG, NAME: JR-1 1 SP PAGE JO1 2 F CrS (�'a G�Gs.,� ,vY,�E (� ��►S ,��/Sl �9c,P 1 S U- ZS ���a� �'► a�l�h,�1,5 Au 90A sue( Cl-T-L, 6wAll PAV,'tt- 10 OWL "Trr. scoA) `' �rtT V 7 u ' P vw (ON! k , s C)G Gi-5 r /havNr , G�v,rti D.RA CA"tq1a to AS f to,, �'-'c s�, l �r1A go'Low ow (,Vi 1 /I P),) /2 E q Uc-c s 6"-s ftti c v� . ��" wp,W /,,� t-o a,' Fici s L,pro,y,,, i V) I U .. SOUTHWEST 0 16TH Z 0 OAKESDALE AVENUE SOUTHWEST TO RAYM ON D AVENUE SOUTHWEST WQ W (A0 N L �W LJ �- CITY OF U ]C � O REN TON $o PLAN N IN G /BUI LDIN G /PUBLI C WORKS DEPARTMENT � y. oZZ �...W U w d N INDEXy ( IA SHEE DESCRIPTION q CS-! COVER SHEET K� SQ-I LEGEND, GENERAL NOTES, AND SUMMARY OF QUANTITIES �1? r r Z zi� EC-I EROSION CONTROL, STA 9+00 TO STA 13+00 S 2nd ST EC-2 EROSION CONTROL, STA 13+00 TO STA 18+00 S Jrd ST f EC-3 EROSION CONTROL, STA 18+00 TO STA 23+00 9 TS-I TYPICAL ROADWAY SECTIONS 44FFN SUNSE PP-1 PLAN AND PROFILE, STA 9+00 TO STA 13+00 C PP-2 PLAN AND PROFILE, STA 13+00 TO STA 18+00 R E N T O N C PP-3 PLAN AND PROFILE, STA 18+00 TO STA 23+00 A � i i'I�I �qg WV-I WET VAULT DETAILS z o DW-I DRIVEWAY DETAILS a r p DW-2 DRIVEWAY DETAILS '¢ T-I SIGNING, STRIPING, ILLUMINATION, STA 9+00 TO STA 13+00 r. T-2 SIGNING, STRIPING, ILLUMINATION, STA 13+00 TO STA 18+00 T-3 SIGNING, STRIPING, ILLUMINATION, STA I8+00 TO STA 23+00 T T-4 ILLUMINATION DETAILS HCFNTfR Bow PROJECT BEGIN PROJECT (3 m SITE STA 9+50 END PROJECT � N 405 STA 22+00 H O d SWTHCENTER < m :D 00 •. < > 0 1 4 SW I6th ST N w O N J W \cc Z 0, X w Z Q y UJ Q S a, UJ rn 0 z _ r0 0 � " M <� VICINITY MAP W uj L � N , T . S , LEG LEND cl SYMBOL SYMBOL EXISTING PROPOSED DESCRIPTION EXISTING PROPOSED DESCRIPTION SUMMARY OF QUANTITIES ZREBAR W/CAP e. HAND HOLE TOTAL Q N IRON PIPE OR RR SPIKE IRRIGATION CONTROL VALVE ITEM NO. QUANTITY UNITS ITEM DESCRIPTION W HUB W/TACK ^.z POST INDICATOR VALVE I I LS MOBILIZATION p V) PK NAIL SIAMESE CONNECTION 2 I LS TEMPORARY EROSION AND SEDIMENTATION CONTROL MZ W x TACK IN LEAD F.:1 m TRAFFIC CONTROL CABINET 3 1 .2 ACRE CLEARING AND GRUBBING ~O Q MONUMENT -- _ - -- — - - — CONDUIT 4 2450 SY PLANING BITUMINOUS PAVEMENT w Q Z = ♦ BENCH MARK --� LUMINAIRE 5 750 CY ROADWAY EXCAVATION INCL. HAUL (Z BOLLARD ■ TYPE I JUNCTION BOX 6 10000 TON GRAVEL BORROW INCL, HAUL O Q r7 �■• CATCH BASIN/CURB INLET + a TYPE 2 JUNCTION BOX 7 1950 CY STRUCTURE EXCAVATION CLASS B INCL, HAUL L+- --i? STORM SEWER PIPE WIRE NOTE 8 14400 SF SHORING OR EXTRA EXCAVATION CLASS B U4 W O CLEAN OUT 0 ILLUMINATION CONSTRUCTION NOTE g I LS SANITARY SIDE SEWER RELOCATION N POWER VAULT V) 2? STORMPDRAIN MAOST NHOLE {,.`:,I TELEPHONE VAULT 10 I LS FIRE HYDRANT REMOVAL AND REPLACEMENT II 300 CY GRAVEL BACKFILL FOR PIPE BEDDING ELECTRICAL MANHOLE � ;'j VAULT (TYPE UNKNOWN) 12 1 EACH TRENCH DRAIN CABLE TV MANHOLE ;J: METAL POLE O o "" 13 2 EACH AREA INLET Z L SANITARY SEWER MANHOLE WOOD POLE 14 4 EACH CATCH BASIN TYPE I � � ?: TELEPHONE MANHOLE ¢ :; WOOD POLE W/LUMINAIRE 15 4 EACH CATCH BASIN TYPE 11 - 54" WATER MANHOLE c:-- DOWN GUY La1 16 1 EACH DIVERSION CATCH BASIN TYPE 11 - 54" J MANHOLE (TYPE UNKNOWN) Z YARD LIGHT 17 3 EACH MANHOLE - 48" WATER METER - TRAFFIC SIGNAL LIGHT 18 1 EACH MANHOLE - 54" WATER VALVE ;-Y^; ROCK WALL 19 1 EACH MANHOLE - 96" �� ♦ FIRE HYDRANT 20 1 LS WET VAULT GAS METER ''� TREE, CONIFEROUS r� 21 10 LF GALVANIZED STEEL PIPE - 2" DIAM. li Z GAS VALVE j TREE DECIDUOUS 22 68 LF STORM SEWER PIPE - 8" DIAM. 00 INVERT/CULVERT , 23 144 LF STORM SEWER PIPE - 12" DIAM. Z TELEPHONE RISER t. ,' SHRUB CABLE TV RISER SER 24 1134 LF STORM SEWER PIPE - 24" DIAM. W W �+ U Or --`� - SANITARY SEWER 25 2700 TON GRAVEL BACKFILL FOR TRENCH 26 1800 TON CRUSHED SURFACING TOP COURSE - GAS LINE 27 2110 LF CEMENT CONCRETE BARRIER CURB AND GUTTER - f TELECOMMUNICATIONS BANK 28 700 SY CEMENT CONCRETE SIDEWALK 4 INCHES THICK - l-••- WATER LINE 29 650 TON ASPHALT CONCRETE PAVEMENT CLASS 8 OLYMPIC PIPE LINE 30 1100 TON ASPHALT CONCRETE PAVEMENT CLASS E a3 31 1 LS ILLUMINATION SYSTEM COMPLETE 32 1 LS PAVEMENT MARKINGS GENERAL NOTES: 33 1 LS SIGNING I . FOR CATCH BASINS AND YARD DRAINS, STATION AND OFFSET 34 340 CY TOP SOIL I o REFER TO CENTER POINT OF GRATE. FOR MANHOLES 35 0.8 ACRE SEEDING !� STATION AND OFFSET REFER TO CENTER POINT OF MANHOLE. 36 1 LS WATER 37 1 LS SURVEYING 2. CONTRACTOR SHALL COORDINATE WITH PUGET POWER COMPANY 38 1 LS TRIMMING AND CLEANUP vi 1��� FOR RELOCATING POWER POLES, REMOVING LUMINARIES, AND Z CONNECTING TO POWER VAULT. POLES SHALL BE RELOCATED N PRIOR TO CURB, GUTTER, AND SIDEWALK INSTALLATION. Y N NN y l_JJ O J o v rn L zu M N a S O M Ln 0 N cli w O \CC Z O X w Z Q vi tJJ Q = w W W f- 3 _ O) O 3 M I KI � .t. = w tp p O o Lu Lull C) W O ZQ J O o + z D_ M O L� J OF— OC �0 Z N '' O f� OF— r-t O H W O + N i'.!. •!:i t? ♦:i •yR:+,(i,j I O`;4 o N Q t `,� .-+'; fir!:t,.`.+r• I ;/'«BEtine ,) <♦ n t ' t 1'D. .iRti%GEi T£F' -�• ( N 24 . rt1 10 Iw ..........F • w .tB I. ,. 1.,.. rc}AH f�t11 _ $`o r�•t�i"�c:'F�: W.+,LI. // ( ! 1}� , ��w., J ` // Fl. 24 f rk' :,.8;:........� N Nf•if`< `tb::'4 i.NK FENCE. t t � '/ ..4%' -�i `�' Ai'i' :�`"'.,T�•. ;�` ... t;...1 h.. �Fi s, iti t t♦ Z ,t :. „♦. .. ,... R 't Sf Si; i.. °C}... S AVE •.4. w A. Q t.i.IGt. •.t. >k!;!R r 1 A. +t. 24 Z S:;M>i R'49 ,... i:. Ci` �.`a'!1AE.1 w LIJ u k JJ •'rt r 1 t 1 I J j:<\\`\`` i C Ni. _ SAVE TREE •�LLf ...t. i t : i ; J c F \/ .... ...... ...... ............ ....... ....... ....... .......: ...... n.. any<ti}<i'i7::.'�-J•.�..,... t....... ....... y•y� ..._:::•J�••iF`�;.:..... .. ::v.,1�X•� y• BEGIN PROJECT � �„":"`:::: °��=;y-:,r�;� _:�st�. A LINE STA 9+50 ................................«. s.•—^;%�••............t' i�.. ..,r; 1` y.......... _._.... N �tNi��� \:<tlY. i :J. Tf,.;Y ••......_.......'tY.4.....•t..i..`i F.._"..t..•-•—,}..<...i...M..... 21.'I.Ut .- j -�i yJ i —'~,fi' ,_�•N . . ".. STRE • �.......,,. «« ....... ;. a.............«....... .. ..... ..........-.._. .._._._i ...._............— ...... ......... _ krl .n .... ~ ... . _f_ 1# 2+00 swsTtr:+ ..................iN• .: F77 h .............. ........... ............J ........... .......... ..- .. � ....... .............. _ : r -.. J .............. _..... ..... .. 1 .....7-1-11. ........_............ :}........... ..._.......... , . I................................................................ ----------- ......_-_..:..........w........ ......._ ..ri.. • s .................. .,. :w ::::._..... .......... 4 ;t. . _. ...... ........ . A .... l . . ._......... _Ii___�I ...... ....... ------ ..... ...... ....... ....... ..... ....... ......... .W . .....'i. - ..... .t.._., ... - - Jt'.......... Jtl 1 t�F •'^� :. _.. ��j'r'" ....... ..j . i ---- --- - .... h. J 1 < s'? hEtPt:.. ............. .... i 'w `+ 1` ` MAINTAIN DITCH :'.<ar#:._ /'...:h'�•' THROUGH END OF • l•i.:i:? :..� 'l:.;ag't•t';? PROJECT MAINTAIN DITCH UNTI ® CLEAR AND GRUB SIDEWALK INSTALLATI N o bY0 INSTALL CATCH BASIN SEDIMENT TRAP — TYPE C FILTER FABRIC FENCE PER STD. PLAN 8066 to O PER RENTON STD. PLAN B069 RENTON s V am to 6 rM N _ M I a _ = O M p m :D aO V) O 4! \ z C)z X w < 5 W < = 20 0 20 40 S cn 1"-20' N W 3 scale feet cn N M 3 N � .�. = W 00 W (V PLOTMD: M.Feb 20 1997 2:Ift— RENAME X:\A97041\OWL VC-2.DNV SCALE' 1 1'-20' CITY OF SW 16th STREET C. a�ODTT 2 � RENTON OAKESDALE TO RATMOND =- � P,aa,ea/Ban�,ai„c w..t.a,t. EROSION CONTROL PLAN c. NLLLLIPS rrM ;aanaan E .A&Wstratar EClF- -2 MD. REVISION B' DATE A �-- "i" STA 13+00 TO STA 18+00 BERGER/AB" p E N G I N E E R S I N C. 33301 9TH AVENUE SOUTH as= FEDERAL WAY, WASHINGTON 98003-6395 s� (206)431-2300 FAX:(206)431-2250 M�-1 I �!i ''. �MI�TCH LINE SHEET EC-I STA 13+00 r 1 / I it •`, i 18 I ® I T1�1 f') zm O m co 0 m T, o I � c Sm m Zz 1 mm rnm IC. •i s*` h r. �8• `• ... O— i `✓ c I? . m, OF Z k i ........ i :ti... ._.....__.i i Ij 0 Z iL _._ . i ..• .. i i .. .... _.. i Z�� :. ;vO v O Z x 8: 7C 5 i J N `` � I 1 � ; Y•• c p a C) � : cx; N 0 is $ ( T LINE SHEET EC-3 STA I8+00 u O tQQQ + Z a- C4 0 t:X >- _j < LAJ C CK 0: w 0 z 0 Z0 0 u 0 Z V) LIJ 0 + 00 0 0 cr < LAJ V) INSTALL CATCH BASIN INSTALL CATCH BASIN R A) SEDIMENT TRAP — TYPE C E flf.'.F,; PLAT to SEDIMENT TRAP — TYPE C ON NEW AREA INLET ...... ON NEW AREA INLET PER RENTON STD. PLAN B069 ............ ....... 4f) 20 .......... PER RENTON STD. PLAN B069 cwi, or A. -r wl ....• ........ .....!�........... !P.L4 w ................................... w LA—Z 16 .............. iA 00 (-PASS ................... II'A', 12*LIP t,N� 8.2. 4-4 - — LLJ ................ .................. iz f-� j-p-s-s ... .... ----;V.. ............. DITCH fig .......... ........... lie &A.............. ... .... ...... --- ......... ................. ...... a........... t......... ..... . ............................ ..... ........ 11................... ................................................... ..................................................................................... .. ...................... .................................. 1, 1,'-: ... ....... / N- rr ................ ....................... 2.1 .............................................. ................................................. ..................................................... 19+00 ........... ................................... .... 00 ......................2-Pa....... .......... 22+00 iz"N (M, ............... ............. .................................................... ............................... lu co� ... ....... ............... ................. .......... ...................... Wfil'tF N F ...................... ........... ............. ............ ............... ..... ...... . JEC ........... ......................... ........... .......... ...................... f; .......... ........... ..........�x .................4........... ............. ........................ ......... LINE STA 22+00 ........................... ......................... .................... : .................................... ........... o ............... ............ .............. ..... ....... ..... zz, /,/Z//, r ��� f. 7 ............. 21- L I :r- 1k �MAINTAIN DITCH UNTIL SIDEWALK INSTALLATION Ze, u.1 CLEAR AND GRUB Li r) o 4m Ln K) N (9) c\j 0 D co 0 at to cn uj z z x Lj LLJ > 20 0 20 4C < ti LLJ X 3 scale feet a) c\j CD K) ro WO LJ cj Lu L� SLOPE/CONSTRUCTION NORTH ROADWANEB ROW SOUTH CONSTRUCTION f - EASEMENT 10 RUN ROW EASEMENT 30' 30 1 20' I LEGEND VARIES - 0.0' 0 STA. 10+50 TO OI 0. 17' ASPHALT CONCRETE PAVEMENT CLASS 8 4.5' 0 STA. 11+00 N VARIES VARIES 27.5' 22.5' O2 0.33' ASPHALT CONCRETE PAVEMENT CLASS E Z 26.5' 0 STA. 10+50 TO 21 .5' 0 STA. II+00 SWALE D3 VARIES 0.00' TO 1 . 17' CRUSHED SURFACING TOP � Z V COURSE COMPACTED TO 95% MAXIMUM DRY DENSITY O LJ 9 9 (BEGIN AT EXISTING EXTRUDED CURB AND ASPHALT w N I 2 4 STA 10+25) 4 0.50' CRUSHED SURFACING TOP COURSE COMPACTED w CONCRETE PARKING LOT 0.04' FT 02 Fi 0.02' FT VARIES TO 95X MAXIMUM DRY DENSITY N O 3 —� V� AR�ES I OS PORTLAND CEMENT CONCRETE BARRIER CURB AND I� GUTTER (SEE RENTON STD. PLAN FOOT) 3 O 10 10 O6 0.67' EXISTING PORTLAND CEMENT CONCRETE w ', ^ is PAVEMENT TO BE LEFT IN PLACE. PLANE 0.25' EXISTING ASPHALT CONCRETE PAVEMENT TO EXPOSE Q O U SURFACE OF PORTLAND CEMENT CONCRETE PAVEMENT H 7 8 I N 12 7 8 O7 2.00' GRAVEL BORROW COMPACTED TO 95X MAXIMUM DRY DENSITY —SEE SHEET 7 FOR LIMITS OF WET VAULT REMOVE EXISTING PORTLAND CEMENT CONCRETE OB EXISTING SUBGRADE COMPACTED TO 95% MAXIMUM PAVEMENT WITHIN WET VAULT EXCAVATION LIMITS DRY DENSITY = 1 ROADWAY - "A" LINE STA 10+50 TO STA 1 1 +00 Os 0.25' TOPSOIL WITH HYDROSEEDED GRASS La-Z y' - SCALE: N.T.S. SOUTH 10 GRAVEL BORROW SUBGRADE COMPACTED TO 90% Z (i ROADWAY 6 ROW 30' MAXIMUM DRY DENSITY LaJ "A" LINE RUN U 27.5' VARIES VARIES 5 II 0.33' PORTLAND CEMENT CONCRETE SIDEWALK a ' 19.5' 12 NG DITCH GRAVEL BORROW SUBGRADE COMPACTED TO 95% �1 !� SAWCUT I 2 4 (ENDSEXISTIAT APPROXIMATELY MAXIMUM DRY DENSITY _ 9 3 EXISTING ) 13`a _ EXISTING SUBGRADE COMPACTED TO 9OX MAXIMUM PAVEMENT 0 021 STA 10+25 3 I I Y DRY DENSITY 1 13 n0.` vi '�� 7 I g Ili C DITCH - "A" LINE STA 18+50 TO STA 20+58 A SHOULDER - "A" LINE STA 9+95 TO STA 10+50 - SCALE: N.T.S. - SCALE: N.T.S. 4 N N � ROADWAY d RCM SLOPE/CONSTRUCTION NORTH � SOUTH CONSTRUCTION i EASEMENT ROW `A" LINE ROW EASEMENT h IU i 9 10 I 30' 30' 1 20' I } � VARIES 5' 21 ' 21 ' 6,5' 22.5' o 15' LANE 12' TWO-WAY 15' LANE LQ 9 LEFT TURN LANE II �j rn N 9 EXISTING EXTRUDED p to 5 4 3 I 2 4 5 CURB AND ASPHALT _ Z N SEE ABOVE FOR DITCH 0.02' T SECTION STA 18+50 TO 2' T 0.02' FT 2' T VARIES CONCRETE PARKING LOT — F o rn STA 20+58 I� w> 10 i 10 w Z Q �" _a r . cc < V I I '-0" I I� / 4 APPROX I MATE EXISTING GROUND a Lu 3 . EXISTING GROUND SLOPES AWAY FROM ROADWAY am o STA 11+00 TO STA 17+35 AND SLOPES TOWARD 7 8 7 8 NOTE: CAP OR FILL ALL CULVERTS Z > r ROADWAY STA 17+35 TO STA 21+35 _ O < N IN DITCHES PRIOR TO i CDM 3 K) •+ 3 - STA 11+00 TO STA 13+00 AND BACKFILLING DITCHES < STA 17+35 TO STA 21+35 �� » = 0 O 2 - STA 13+00 TO STA 17+35 � ROADWAY - A LINE STA 11 +00 TO STA 21 +53 J SCALE: N.T.S. o g W lwi N _ I EXCAVATION FOR 24' STORM a N $ NOTE: ENC THREE ABANDONED ER4WILL LIKELY d f LINES <1 STA t4 CA BASI 20' LT BETWEEN STA 17+35 AND STA 18+50�C CONTRACTOR 'TCHNI W/ LOCKING GRATE E It (54' MAY REMOVE THESE LINES AS NECESSARY I RIM - 20.89 STA 17+05. 20' LT Iq j INV. 24"(E do W) - 14.70 CATCH BASIN - TYPE II (54-) aq� INV. 12" (S) - 18.61 W/ LOCKING GRATE _ RIM - 20.52 I FOR DETAILS, SEE RENTON 1� wl STD. PLAN 8027 ) GRADE THIS AREA TO ASSURE 1~ O F- INV 24�E k W = 15.16 UNOBSTRUCTED DRAINAGE INTO p WW O w INV 12"S) - 18.24 vt J ) FOR PL�27E RENTON WOODED AREA FROM SWALE AT t5 TOE OF FILL SLOPE LJ` Q `i tr.:: •sr'i;S:': ADJUST MANHOLE I� NoOL 0 1 // *.\ 36 LF STORM SEWER PIPE, LID TO GRADE ' ADJUST TELEPHONE iw p / 12" DIAM. O 0.5X RISER TO GRADE Z O s c 3 p 1h I \ 1� w — — — — — — — — — — — Y g FILL FI 1,r R T i. 1 LL .,......-..-[ ..a......... .... ..„ .. ..... ... .;..... _.... -. .. .. .. .. ......... ...... �...,\/~ xvx..'>;:w.;;;..�.y. r �....,c./:x'../:.x•.x:..!;•....... i t i. /�.:�l /, y{vtw .. r 1 ..... w A y........... � 14 00 _ - - + SW 16TH SI TREC _ 1s+00 _ _ 1 i - - - - - + - - — F. h; I I ................... 1 A E I?F �S1'I n: .................................. ... _.... ........ y ............ .. .. .. .... .. .. , - ............ ..... ._ ...... ...................... .. ............... »..::.. ................... ' LINE tS .. u. ...�. f ::....... . . .. .... . . . ..... .... ...... .. .... .... .. ...... r W .. ... ..._ ... .... :t:.,.. 1 ....... ..... W <,,.,..:. ... a,.... . .::. wN: _ T ..... ......... S? ..... ...... UOL' ..._.......__.... ..... _...._. ../.. .. ...........! tmA ............, .. ... ..1 .. .. . .............. :::F ... ............. .... ...... 1 .♦ .... �J- .., j _... ? . r tc / 1 .�................ssu,...<..... .......,,. ..... ..... .. 71 STA 14+00, 20' RT 1.... ,r.,l, a / ...c — ..- n� 1 CATCH BASIN - TYPE 1 . ...... :'� ^•:•,.A ,•�Rr. ,.: ADJUST WATER � ! ' • !''• I RIM 20.89 DRIVEWAY, FOR _ VALVE COVER y (RELOCATE POWER POLE 36 LF STORM SEWER f f INV 12" (N) 18.79 e TO GRADE SEE OTTERS) SHEET ? PIPE, 12" DIAM. O 0.5X �•` �'-.,,N FOR DETAILS, SEE RENTON DETAILS SEE STD. PLAN B012 STA 17+05. 20' RT DRIVEWAY, FOR RELOCATE POWER POLE AND CATCH BASIN - TYPE I a RELOCATE POWER POLE AND REMOVE LUMINAIRE (BY OTHERS) RIM = 20.52 DETAILS SEE REMOVE LUMINAIRE (BY OTHERS) SEE NOTE ?, SHEET ? INV 12-(N) - 18.42 zx25' e SEE NOTE ?, SHEET ? FORD AILS, SEE RENTON CONSTRUCTION STD. PLAN 8012 EASEMENT 50.00' VC 50,00' VC 50.00' VC -117 LOW POINT ELEV - 21.31 HIGH POINT ELEV 21.92 LOW POINT ELEV 20.94 LOW POINT STA - 14+00 HIGH POINT STA - 15+45 LOW POINT STA 17+05 PVI STA 14+00 PVI STA 15+50 PVI STA = 17+00 PVI ELEV =C 21.24 PROFILE GRADE PVI ELEV 21.99 PVI ELEV = 20.87 in ^ N n N lei } n .. G t u'-i uE M N N N N N Ln O N $j 24 cv n 24 -O.SOX m +0.50 m O.75X SOX N .lm)JI\, 16 290 LF STORM S R PIPE N= y 301 LF STORM S WER PIP , 24" DAM. 0 0 15X 218 X 1 IL 00 O) 0o a CATCH BASIN - TYPEII (5 ) CATCH BASIN - TYPE II ( 4") F N Z cV 12 w w w O ' 12 x \¢ w Z Q a a � W < CA W W X ; 8 O SAN 1 p� �, _ _ Y • nn �n On �� nO nO� On �0~D �ONI �W�n hN Nn MlN �^ N1N M� po N� N_ N Z W N N N N N N N N N N N N N N N N N N N N N N N N �N N �N N N N N N N N N N N N �N N �N N N N N N Fj N N N W N 0 0 W ti .. 12+80 13+20 13+60 14+00 14+40 14+80 15+20 15+60 16+00 16+40 16+80 17+20 17+60 18+00 ' CATCH BASIN N TYPE II (54") WATERTIGHT CAP I'-0" OR PLATE 3 MANHOLE - TYPE 3 (54") SHEAR GATE ON 8"DIAM. PIPE 4" THICK CAST-IN-PLACE FOR DETAILS, SEE STORM SEWER CONCRETE WALL RENTON STD. PLAN 8033 PIPE, B"DIAM. MANHOLE - TYPE 3 (48") 3"DIAM. ORIFICE W/ SOLID LOCKING LID to FOR DETAILS, SEE RENTON INV = 4. J STD, PLAN B028 O (TYP 3 PLACES ON TOP Q 10 LF STORM SEWER PIPE, 3 W STORM SEWER 8"DIAM. 0 2R OF WET VAULT) STORM SEWER 1 10 LF STORM SEWER 4 PIPE, 24"DIAM. PIPE, 24"DIAM. PIPE, 8"DIAM. 0 2% N o 10 LF GALVANIZED STEEL PIPE PRECAST CONCRETE t J 2" DIAM. 0 OR W/ GATE VALVE STORM SEWER AT MANHOLE END WET VAULT PIPE, 12"DIAM. 3� > enY �---------3TY ----------T-1 ------------ ------------ T-I��----� V = 1 . 63 3 III - I� 1 I I L 1 '-0" I I '-o" I I I q III I I I n i� III I GALVANIZED STEEL LII '-3" ,n iiI II '-9" n i , I I PIPE, 2"DIAI.1. —�- I- ----------- -—- I I I t I II II I I i PRECAST CONCRETE PARTITION I ' I I III III I 8"DIAM. HOLE I . I I 00 r 1 i q i i B 1 DETAIL z I scALE: 1 1 -o WL-----------------------------L1 ------------------------- 11------J a CATCH BASIN WALL, TYP STORM SEWER i' a PIPE 24"DIAM. d3 Ln 23'-0" 23'-6" 5'-6" l_ 52'-0" I 4" THICK CAST- IN-PLACE (� CONCRETE WALL EPDXY GROUT, TYP 1" A PLAN - WET VAULT N " TOP OF WALL W � SCALE: 1/4 = 1'-0' 3" TYP• ELEV - 14.63 °•� GROUT AND CAULK FOR WATERTIGHTNESS FULL PERIMETER 2" TYP APPROXIMATE EXISTING BOTH SIDES Y GROUND AND FUTURE GRADE 2' MIN SPLICE 4-#4 EMBEDDED 3' /4 0 1 '-0" O,C. INTO BOTTOM OF CATCH BASIN T EVJ`-i1J RIM 20.95 RIM 21 .06 RIM = 21 .27 SECTION Emil), — — - — - SCALE: it : 1T_-0r— SEE 11=III= I II=III= — II=III= — o _ y I — I PRECAST CONCRETE I — I Q 1 . STORM SEWER J I -1 �j WET VAULT I NOTES �� I _ I I — 1 PIPE 12"DIAM.-/ I J a M N — — CEILING 1 WET VAULT SHALL BE DESIGNED FOR CE ELEV V H E Z I I I , I — — TOP OF WALL = 15. 13 SOIL LOADS, BUOYANCY LOADS, WATER O 2'-2' HOLE x o r� 1 1 — — ELEV = 14. 13 PRESSURE LOADS, AND TRAFFIC LOADS �- o I I BELOW MANHOLE _ OINV = mO di �0 1 I (TYP 3 PLACES) INV = 11 .63 _ 12.63 CONSISTING OF HS-25 WHEEL LOADS. t!� N tlI .. �FlOOR63LEV 2. CONTRACTOR SHALL SUBMIT SHOP DRAWINGS N O 10. \CC z 0 xI "' I AND CALCULATIONSSTAMPED AND SIGNED BY w z < - i - — II- A STRUCTURAL ENGINEER REGISTERED IN THE > _ w I ,l L L1J< 11=1 t 1= 11=1 11= 11=1 11==1 I Ad W < = STATE OF WASHINGTON FOR ENGINEER'S REVIEW d Ad W T. 3 LADDER OR STAIR PRIOR TO CONSTRUCTION OF WET VAULT. o RUNGS, FOR DETAILS, 8" MIN LAYER 3. CONTRACTOR SHALL BE RESPONSIBLE FOR ALL _ rn SEE RENTON STD, PLAN B034 3 (TYP 3 PLACES) GRAVEL BACKFILL 0 < '4 (TYP AND SUPPORTS DURING HANDLING FOR PIPE BEDDING rMj � AND CONSTRUCTION. cr= Li o o� �\ S E C TI O N 4. CONTRACTOR SHALL CAULK AND GROUT �_ L ALL PANEL AND SLAB JOINTS, INSIDE W v SCALE: 1 4 = 1 -0�— AND OUTSIDE, TO OBTAIN WATERTIGHTNESS. N �'DW-I" LINE 3 10.00' VC STA I+21 .50 ASPHALT 25' , 25 PVI STA - 1+52 BEGIN ASPHALT ELEV = 19.08 CONCRETE PVI DRIVEWAY ASPHALT CONCRETE PARKING LOT 7,5' 7.5' SAWCUT PAVEMENT, TYP PAVEMENT - CLASS 'B" 15' 15' ADJUST GATE '�'— 50'x301, N ° n CURBOS" HIGH POSTS AND GATE _ _ _ SLOPE/CONSTRUCTION + Go w_ CRUSHED SURFACING TO NEW GRADE EASEMENT *:'+i.i-'•:-•i�.s-"+:'c' TOP COURSE COMPACTED w w PROPOSED ';:•;,.>; r.i;.-.;..1,� 'y. TO 95X MAXIMUM DRY DENSITY R.O.W. 'PER PLAT L) 0 z N ASPHALT CONCRETE > > > > ROADWAY r........................ . w w m m w O J N ................... F-m Q — -i..— — — L.--�-n;DR IV EWAY , w w N li F 22 0 a QO .... ...... ..�... ...... ....... ..1�Y'... ...�, ./� .... ....... ....... ....... .. > GRAVEL BORROW to O oq. COMPACTED TO 95X w } ,� ' ...__ '......... .> �0 / MAXIMUM DRY DENS I TY Q ................ .............. .. ................. a 3 W 215. 'CURB TAPER .. 60...nEi�RE sEb r28 -2.5' CURB TAPER 20 N w _ EXISTING SUBGRADE (/1 _ _ —r _: f' _ t� ,2 g0� EX I ST I NG COMPACTED TO 95X 0 O p ................ .................. ------------...._........__------.._..........._.. GROUND MAXI MUM DRY DENSITY A LINE 18 A ASPHALT CONCRETE DRIVEWAY ....... . __ ......... ....� _ �:.,<;::: �. .. .__' � ;...�. STA I+57 END r ASPHALT CONCRETE - ... ....... Nyy _.. DRIVEWAY MATCH EXISTING LI+60 1+40 1+20 I+00 �o "A` LINE STA 12+22.80-- Ct ROADWAY li Z "DW-1" LINE STA I+00.00 00 GRATE (NEENAH R-4990-BX PLAN PROFILE Z OR APPROVED EQUAL) W W 1" 20'-0" N.T.S, 6" 0 HIGH END--\ U� � FRAME W/ ANCHOR DRIVEWAY (DW- 1 ) ELEV = 20. 19 LUGS, TYP SCALE: AS NOTED CLASS 3000 PORTLAND%` r �I € CEMENT CONCRETE N 10.00' VC • /3 BAR THREADED NIGH POINT ELEV = 21 .00 ELEV = 19. 10 0 LOW END �:� '' THROUGH I/2"0 HOLES HIGH POINT STA = 1+24.21 y _ PVI STA 1+26.50 Z r IN ANCHOR LUGS, TYP �',�{�;: '•; '.,•.;'•..;,•.� '•, 'DW-2" LINE t PVI ELEV 21 .07 STA 1+46 SAWCUT PAVEMENT TRENCH DRAIN-FOR 10.00' VC 1 B LOW POINT ELEV = 20. 19 �3, TYP 4"MIN 8` MIN 4'MIN W DETAILS SEE 40'x2O' SLOPE/ 20' 20' - LOW POINT STA = I+45.71 W/ HOOKS BENT °N CONSTRUCTION EASEMENT PVI STA = 1+45 0 0 AROUND /3 BAR EXTRASPHALT 11 .5'111 .5' CURBUDTDPASPHALT PVI ELEV = 20.08 ,0 N rn THROUGH LUGS T T T CONCRETE ASP ALT MATCH ISTING N co a 0 M "�o N o BEGIN ASPHALT A RI WAY BEGI - DRIVEWAY + +N +tV - AREA INLET -N N - - CONCRETE r w w DRIVEWAY f Cw uw U> 0> iuo R.O.W. PER PLAT w> m> ww mm PROPOSED B TRENCH DRAIN SECTION o iri — I HIGH }� w m CURB N $ 22 - SCALE: N.T.S. FfIW11 i I 2p� PROPOSE o z,.5 .:.CURB:...TAPER .. 1`0'..... .......�........... .RJ.,.. . ......2.5' CURB TAPER 20 ROADWAY D j o In O i U rn Xl _ 21+�.-... STA 1+50 3 43' QEPRESSED �^--"'- r7 N 'EURB'I- HTG �- - �` - I- END ASPHALT Z I CONCRETE DRIVEW GROUNDEXISTI 3 = o r7 A 2 LINE A + 6. _ "A" LINE I MATCH EXISTING DW LINE, STA I+OO.00 ............... ::. CO0 •�.0 0) ton.:. .... r .::::::.::::::::::: ..k:-- .. ....."..il ti.... 8 DRIVEWAY NOTES; I (n O rn w O I , FOR CEMENT CONCRETE DRIVEWAY APPROACH DETAILS, _E SEE CC z x �� - RENTON STD PLAN F006. w z_ ¢ .... i y W Q = w I+60 I+40 I+20 I+00 2. ASPHALT CONCRETE DRIVEWAYS HAVE BEEN BUILT AT W x < CL ROADWAY THE SOUTH SIDE DRIVEWAY LOCATIONS (DW-3, DW-4 AND DW-5) I 3 SINCE THE SURVEY FOR THESE PLANS WAS COMPLETED, THE PLAN VIEWS AND PROFILES FOR THESE EXISTING DRIVEWAYS Z >_� PLAN PROFILE REPRESENTS THE SOUTH SIDE DEVELOPMENT DESIGN PLANS. H M 3 ACCURATE IN THESE AREAS. 8 M J M I" = 20'-0* N.T.S. THE CONTRACTOR SHALL CONFIRM CONFORMANCE OF EXISTING cr z w 2 D R I V E WAY D W—2 OF ANY I DII SCREPANC I ESS TO THESE PLANS AND NOTIFY THE ENGINEER 0 O Q m W � - SCALE: AS NOTED a N N N 5.00' VC 3 BVCS: 1+27.50 BVCE: 22.00 EVCS: 1+32,50 EVCE: 22.03 HIGH POINT ELEV - 22. 12 10.00' VC HIGH POINT STA - 1+30 PVI STA = 1+45 PVI STA 1+30 PVI ELEV 21+05 "A" LINE STA 11+66t = 'A' LINE STA IS+IOt = p DW-3 STA 1+00.00 STA 1+27.50 "DW-4 LINE STA 1+00.00 PVI ELEV 22, 2 BEGIN ASPHALT x z s A G N - - _.................... ....................... CEMENT CONCRETE CONCRETE DRIVEWAY :. „j STA I+AS 50 + Q RIVEWAY APPROACH ' �� �� BEGIN ASPHALT - N - a r ....__._..._.....I.i.... 1 .._...;.... H li ?t ........::.......:::::.:.:...R... :...... STA I+30 _. CONCRETE DRIVEWAY D ::.. .. V J _. ......_ 13 W G 0 ..i t. ....... END CON CONCRETE ASPHALT ASPHALT CONCRETE `A' LINE DR NT > > > _ _ _ _ _; C DRIVEWAY CEMENT YONCRE� O - - A APPROACH mm WW v1 f- N0'. I NWSTR I AL C .................. ... _ 1 ................................... 22 _ A 15+00 _ 22 Q I 90' ASPHALT 6bNCRETE +9X - ----- --1_3% t —+ - + 5a'41NDU •RI�ENT -8X 3 ff.P..RO4 cki....... ............ :: _ 90 ..... ...... ..................... . --- - -4X t - PROPOSED IX p W WL.„ _ x I:VEWPa>£.:ii v� _: PROPOSED -- .. ROADWAY +9% _ ROADWAY EXISTING ::::.....`. ..........................:....':...........:.1......... Rr0,W. - ]( 1/f ........,.....^�:.Gii:S:eP&:Fe iiiiiEi'S::iiEiiiieiiic:,::::::::..:r�::•::•:::^:::::•::::3G.:;d!i iFef ::::::::•g• fi:.... ...:...tt:.:....... < ::::::• ._ PLAT T I 0 G Vo:.:Mre...... 2 20 DRIVEWAY 0 .......... b W PER PLAT ASPHALT'.. C Nj...FIONCRL" :: ::w ::.,,: .E-.,.,... qr END CONCRETE E EXTRUDED CURB,TYA ::g; :.:: _.=i : DRIVEWAY r' ::: .. $IT._..CON31141LCT I ON EXTRUDED%CtlRB;-:CYP.:` EXISTING MATCH EXISTING ? .• —i :. •w...�_� :' :: :::::: MATCH EXISTING .... ._ � 20' CONSTRUCTION DRIVEWAY — — — ' EASEMENT SAWCUT PAVEMENT .......__.. -... < .....,� I ASPHALT ASPHALT 1e PARKING LOT �" PARKING LOT 25' 25' O 0 1+00 1+20 1+40 I+60 SAWCUT PAVEMENT Z "= DW-3" LINE 1+00 1+20 1+40 1+60 "DW-4" LINE W ROADWAY ROADWAY tJ ix ■■■ o� d PLAN PROFILE PLAN PROFILE _ SCALE: I '=20' N.T.S. SCALE: 1 '-20' N.T.S. yl d� DRIVEWAY DW-3) DRIVEWAY (DW-4) a - SCALE: AS NOTED - SCALE: AS NOTED °HIGH POINT ELEV - 6.72 HIGH POINT STA - 1+32 PVI STA - 1+30 W i�� PVI ELEV - 6.74 g N "A' LINE STA 17+72t - o > °►� "DW-5" LINE STA 1+00.00 �i h �:Y •'• w x:;xtx:xv.:et ac-,-• .�,x •x x c•cxn:•:r xxF.r;�avac.axx:c:cr STA I t2 7.50 N— — d:::GC11... .. _. ._.. M t� �r. ..�:__ ...-:e BEGIN ASPHALT + + N N N ...... ..............:..."................,.:,,:::.:..::::::::::::::::::: ....... ....-- CONCRETE DRIVEWAY -� STA 1+55 C "A" LINE CEMENT CONCRETE v �iv END ASPHALT >> >> CONCRETE + 1 DRIVEWAY APPRO DRIVEWAY ACH m m w w S )Ix OOx $ xV 1 NDUSTR I AL_.Cr.�.MENT _9U.�................ CONCRETE DRIVEWAY ASPHALT CONCRETE -APPROACH. _ 1 c ..... ..... PROPOSED +9x _.... , I VEW Y x *......... .... .� #...•:^ Y ::::i:.. ::........ k: ROADWAY ................. W __— — t� 20 EXISTING ::.'. DRIVEWAY m S O t7 MY — T- O r I �....._... x p rn ASPHALT 15' 15' �I R.O.W. PER PLAT N N Z0 PARKING LOT v 20' 20' _ Q z 0 x CEMENT CONCRETE � K w z < EXTRUDED CURB, TYP w� SAWCUT PAVEMENT 1+00 1+20 1+40 1+60 W < a: "DW 5" LINE L` MATCH EXISTING 40'x25' ROADWAY uJ M 3 CONSTRUCTION o EASEMENT = - >- rn N M 3 I PLAN PROFILE 9 C7 SCALE: 1 '=20' N.T.S. _ 0 N I"=20 2acale ° 20 feet 5 DRIVEWAY DW-5 Q W L, - SCALE: AS NOTED STA 10+39, 29' LT BEGIN PAINTED EDGE OF ROAD LINE, MATCH EXISTING /1 l0Q TO REMAIN IrTi o N �.•• f t.� 1 1 'i. BUS STOP SIGN STA 11+95, 24.5' RT a < O A.; i t TO REMAIN R3-801(MODIFIED) /'i /`; s L 1� 1 Z } I i is THERMOPLASTIC TURN (w MARKINGS, STA 10+55 ® w O M t{i` i iw st un'i• AND STA 11+00 CENTER r Ln J j \ ': 1 t/ \ f�1: WITHIN LANE J Q1 *` STA 12+18, 6' LT I t ;\ �; i STA 11+00, 21' LT A END PAINTED EDGE ~O N STA 10+34, 9' LT I 1 I ; ; i ! END LANE LINE N (, i r' t .i > I i2 ttt �t �� OF ROAD LINE BEGIN WAY LEFTE t Z O BEGIN APPROACH LINE q j t (�D j AT TURN LANE RELOCATE FROM iISTA 14+22 TO �, 1+00, 5' RT N N + Y / \ i \ •.. R=235'.. L - \\ t ( F I t f: i i i 2�•. • O �( / (D BEGIN PROJECT ........ - ', -.._.... . ZS / ......... ....... — �- A LINE STA 50 _......... -'-- .........._ , z ...........................................- t:...................-...a \ ; .. ........:........ L.#.....: .........................._'--.- T. l. E STA 10+34 9+00 24" THERMOPLASTIC STOP LINE .... t STA 11+00, 6' RT 1 STA 1t.3..... --R�T50 A-UNE C 1. - - 00 $._ .. sY N A 414..................'�iiG_.�.... t.'1�f. ..............._. .fi... It 1 Z .... .... ...... ..... . ..V . . . .. .. . .. ....... �... .. ...._. s �.W cV � � _ ........_ r..' ✓ ,,,, J ...... .-:::_........ _ .... ..t.._.�..-•—.._......._ I 1. i ar.1..... 3 »..N t ; I �` - ..::::..... to ^ ® .;+. s \, // STA 11+00. 21' RT j '.............. ............ o TO REMAIN o� U No a / END PAINTED EDGE I STA 11+30, 6' RT OF ROAD LINE I END DOUBLE YELLOW Z t ® / I CENTER LINE, BEGIN STA 12+20 I e o RELOCATE / STA 10+50. 1 B' RT TWO-WAY LEFT TURN THERMOPLASTIC ;� O TO STA 9+90, 29' RT BEGIN PAINTED EDGE LANE WIDTH VARIES TWO-WAY LEFT �'0 OF ROAD LINE, MATCH T25 STA 11+30 TO STA 12+16 TURN ARROWSo �/� STREET SIGN TO REMAIN�Q1EXISTING R2-11STANDARD RT V/T. zW cREMOVE STA 10+34, 3' RT 35 STA 12+00, 29' RTW ry: a RELOCATE BEGIN DOUBLE RELOCATE BUS STOP R-4flz. REMOVE oo w>'- TO STA 10+15, 29' RT R3-9b STANDARD a iWY YELLOW CENTER LINE SIGN TO STA 11+20, 29' RT N �Z a.3 aN 3 u- q tl I � - UZ UNu W a°m 20 0 20 40 1"=20' scale feet ILLUMINATION NOTES: STRIPING NOTES.• 1) FOR ILLUMINATION DETAILS, SEE SHEET ? 1) IN AREAS OUTSIDE OF NEW PAVEMENT, CONTRACTOR a U Lmn Lon M SHALL COMPLETELY RAISEDMA MG ALL THERMOPLASTIC, SIGNING NOTES: MARKERS, ANDLUEIN AREAS RECEIVING NEW N d z I STRIPING. ANY STRIPING DAMAGED DURING CONSTRUCTION _ x o M 1) FOR NEW SIGN DETAILS, SEE THE WASHINGTON STATE SHALL BE REPLACED IN KIND AT THE CONTRACTOR'S EXPENSE. j Co . DEPARTMENT OF TRANSPORTATION SIGN FABRICATION O Oj c0 MANUAL M55-05 N ( ) 2 FOR DETAILS ON DOUBLE YELLOW CENTER LINE AND TWO-WAY o ) W Y C13ZZ N LEFT TURN LANE SEE RENTON STD. PLANS HO 1 AN 2 w p m 0 D H007. D F z 2 MOUNT SIGNS ON 4x4 WOOD POSTS AND LUMINAIRE � Z x\ w Z Q POLES PER RENTON STANDARD PLAN G021 . 3) FOR DETAILS ON APPROACH LINE AND LANE LINE, SEE RENTON y LLJ < - L` STD. PLANS H002 AND H007. W = Q 3) CONTRACTOR MAY REUSE WOOD POSTS WITH THE Wt- 3 PERMISSION OF THE ENGINEER, 4) FOR DETAILS ON TURN MARKINGS, STOP LINE AND EDGE OF Z } o ROAD LINES, SEE RENTON STD: PLANS H006 AND H008. — O tV 4) SIGNS TO BE REMOVED SHALL BE DELIVERED TO ? M 3 I M _ 6) FOR DETAILS ON THERMOPLASTIC CROSSWALK, C'3 Q SEE RENTON STD PLAN H012. no uJ W = Ln W Li v PLOTTED' Yon Yd 03 1997 9:3&m FY£NAME: X:\A97041\C1NL\T-1.DMG SCALE 1 c too ' �'I• - 20' �' CITY OF SW 16}h STREET RENTON OAKESDALE TO RAYMoND i DAT1M Pleel Ilel IIcWrits t. SIGNING, STRIPING, ILLUMINATION -.T_2 0.r /1� Orpq Ziwn D.E., AAdt,ist rofer NO. REVISION eY DATE APPR -�-- -�—"-• STA 13+00 TO STA 18+00 BERGER/AB" c-cs ENGINEERS I NC. 33301 9TH AVENUE SOUTH ENGINEERS, INC. FEDERAL WAY, WASHINGTON 98003-6395 PACIFIC PARK 2 1412-112th Ave. NE, Suite 102 (206)431-2300 FAX:(206)431-2250 MA1m+t�soe Bellevue, Washington 98004 (206) 455-7622 idA.TCFI LINE SHEET 7—I STA 13+00 is i cn r� !u �' t. I• � L it it J it RET : ,r: .. III•/•.J. I f, ;DomD J . O;D Z��� Dm D y 0 t.+ i€ t' W ' �Ei Cn j f ,•ifit;' �' m m p Lr o sl � W i i f °t A• 1 C ✓1 it : f�4.~`� Y��T'>t• � to 1 I •�` 21 N 1 {I.+ AOm> t I p �D'o+ vim i ij•• ;.` I .ii 71 ::.:. ; :...-;k ..... r "0,_ ` ( ' — t, 1af `: i Eli i .' O rr:i: I i � ' jtt� I}•�n f fi t : L•; _ is :r 0 I i ` Iilt' �+�` ~`Y T LINE SHEET 7-3 STA 18;00 z 0 Qo z + a po z 04 0 ::) Ld 1,-:2 _j>_ Lj< tr (40 z (L 0 RE 311:w i,- REMOVE V) V) + low 00 o rw z ON LUMINAIRE POLE UJI R3_9b STANDARD 0 V) FLIMIT REMOVE !rT STA 21+50, 24.5' LT RELOCATE TO 25 R2-1 STANDARD STA 21+28 35' LT 35 w I 11 1 STA 19+25, 24.5' LT (A w I D11-1 STANDARD RELOCATE BUS z ra-1 STOP SIGN TO STOP 00 STA 20+05. 24.5 LT e....... ....... ................... ........... ................... .......... V .......... ........ LAJ — — — — — — __%_ — — ___c 'j:��; . ....... E:L:- - N ............ nor FIL ............. A.:............... .................. .. ......... ..... ............. ....... .... ....... t .. ...... ................................... -------------- ................. ................ ...................... ......................... ....................... ............... r. lr................................................................................. .................. .............. . ............................... ... . ........................... ...................... ...... ...... . .......................... 6 0 ............ .................... ...................................... 19+00 204-00 22:� 21+ / ::. �� .................................. 10 _71 C, .... ....... .................... .............. I 'A' L)NE,, (j) END PROJECT ............ ................... ........... - ----- ............. ...............11 0.................... .......... .............. ........................ X?............. .4........... ......... ........................ C-6 - -------0............ - ...... ............... ..........................4 ...................*............... ................... W LINE STA 22+00 . . ................... .................................. ...................... Lj C ............ ...............4 Z 0 ............ .................................. .......... ......................................... ....... ... ...... ...... ....... ....... .... .. .... .............. ....... ........ ....... . .... ....... ......................... ............. . ....... tff .......... . ............. .4f,.... ....... .... 04 o.s ........... > .......... ....... - .............. Z.- ............... .... .... ............. ..... ........ .. .......... .. ................ ........... .c ............... ......................I - ­ ...... ...................... ....... .......... .1. . .......... ........................ ................. ............. ................... .... ............. ............... .......... **....... .................. ........... z <.c ..::. -.. .......... ................. ................. ........................................................ ... ......................................... .............. ............... .............. .... ....... . ..... ........... .... .................. F STA 21+25 TO STA 21+80 u I 25' RT TO 35' RT z < A STA 20+80 uj (I m THERMOPLASTIC I ; i THERMOPLASTIC CROSSWALK TWO-WAY LEFT TURN ARROWS STA 18+65 THERMOPLASTIC RELOCATE BUS STOP it TWO-WAY LEFT SIGN TO STA 20+80, 29' RT N: TURN ARROWS f N­RELOCATE STREET SIGN tii STA 21+00, 6' LT AND 6' RT I k �!�t j TO STA 21+20, 40' RT 4,LAOV 0_ _O END TWO-WAY LEFT TURN LANE 0 p 2l) R 2c :) 0 oo a) Lo V) 0 U3 Lu 20 0 20 40 0 1'=20' posQ F- i3c z 0 X" scale feet uj Z < UJI > L < T_ V) 6; UJ 0) 0 - 0 00 uj LL L v I LUMINAIRE SCHEDULE LUMINAIRE STATION OFFSET DIST-TYPE-WATT CIRCUIT POLE ARM REMARKS NO. NO. HEIGHT LENGTH a 1 11+65 23.5' LT. M-C-III 250W LTG1 35' 8.5' WITH PHOTO-CELL w N o p J Z Q 2 13+00 23.5' LT. M-C-III 250W LTG1 35' 8.5' O W< a 3 14+40 23.5' LT. M-C-III 25OW LTG1 35' 8.5' O Z 5 O 4 15+80 23.5' LT. M-C-III 250W LTG 35' 8.L 5 17+20 23.5' LT. M-C-III 250W LTG1 35' 8.5' ({ ^� Q I I 31�n Z 6 18+60 23.5' LT. M-C-III 250W LTG1 35' 8.5 II lol II o � 7 19+90 23.5' LT. M-C-III 250W LTG1 35' 8.5' J_ _ CJ 8 21+00 23.5' LT. M-C-III 250W LTG1 35' 8.5' ►� SIDE VIEW ILLUMINATION CONSTRUCTION NOTES BACK OF CURB 00 O1 CONSTRUCT FOUNDATION AND INSTALL LUMINAIRE AND TYPE 1 JUNCTION BOX PER CITY OF RENTON STANDARD PLANS J004 AND J007, Z I AND DETAILS SHOWN ON THIS SHEET. 7'-0" H W WW N O INSTALL APPROPRIATE JUNCTION BOX PER DETAIL ON THIS SHEET. -C ------------- -- r` O3 CONSTRUCT FOUNDATION AND INSTALL TYPE III SERVICE CABINET AT STATION 11+OB, 30' RT. TO BACK OF FOUNDATION, PER CITY OF —_-�------'� _ — I _--'--_—� ice'--- = N RENTON STANDARD PLANS J010, J011 AND J012. SEE BREAKER SCHEDULE ON THIS SHEET. t 4 INSTALL CONDUIT AND CONDUCTORS PER WIRE NOTE FROM SERVICE INTO POWER VAULT. COORDINATE WITH PUGET POWER FOR j%' , `\� r • I I I •. ELECTRICAL HOOK-UP AT POWER VAULT. V o cw Z t l r, w j ► O 3 WIRE NOTES BREAKER SCHEDULE " N N� 11 w BREAKER TIN CONTACTOR `\ v °o ► o' Z P RUN Q CONDUIT CONDUCTORS NO. (AMPS) (AMPS) REMARKS �\ / . q a / i 0 W Y<e 1 1 1/2" 2-�8, 1- B GROUND MAIN 100 \����— / P. 1� 0 Z a$3 2 1 1/2" 2-#8 LTG1 20 20 N -- STREET LIGHT POLE JUNCTION BOX U� u 3 1 1/2" 2—/8, 3—#12 LTG2 20 20 FUTURE Z UN O a±m 2" SCH 80 2-#8, 3-#12 SIGNAL 40 FUTURE u W PLAN SEW 4 YY 2" SCH 80 SPARE LIGHTING STANDARD & JUNCTION BOX 5 � 2" SPARE W o 6 2" 3-#4 V r ALL CONDUIT SHALL BE PVC SCHEDULE 40 UNLESS 3 U rn u07 OTHERWISE NOTED. ° a M N z <D N c a _ x O M 0 0 cc V In o � NwON ° r. • .p \ W Z Q N W Q x LL w x a O Ac PUN VIEW MW = o o INDIVIDUAL JUNCTION BOX r A006� BERG ERIABAM ENGINEERS I N C. PLANNING 33301 Ninth Avenue South A A A ENGINEERING Federal Way. WA 98003-6395 BERGERIAB/`1/Y, ENVIRONMENTAL 206/431.2300 • FAX 2061431.2250 E N G I N E E R S I N C. PROGRAM MANAGEMENT MEETING NOTES SOUTHWEST 16TH STREET J AN 2 i97 CITY OF RENTON Date: 20 January 1997 Engineering Dept° Subject: Progress Meeting No. 3 From: Chris Walcott To: Joe Armstrong Attendees: Joe Armstrong, City of Renton Dave Christensen, City of Renton Bryson Huie, City of Renton Mark Wetherbee, City of Renton Lin Wilson, City of Renton Scott Woodbury, City of Renton Chris Walcott, BERGER/ABAM DRAINAGE REVIEW(See attached) For page 1, paragraph 3, Scott agreed the 100-degree angle was acceptable and he was going to see if the latest King County Surface Water Manual(KCSWM)had revised the elevation of the wet vault inlet invert. For page 2, paragraphs 2 through 5, Ron Straka will decide whether the requested analyses are required for this project. If they are required, he will decide if the City of Renton will do them or if BERGER/ABAM will do them. If BERGER/ABAM is requested to do them, a supplemental agreement will be prepared with a scope and budget to be negotiated for the additional out-of-scope drainage analyses. For page 3, paragraph 1, Scott agreed the map type and scale were acceptable. BERGER/ABAM will better mark the drainage basins and critical flow points on the maps. For paragraph 2, Scott agreed the hydrology method used by BERGER/ABAM is acceptable. For paragraph number three, BERGER/ABAM will change the description for the wooded area to an area sloping toward the ditch along Interstate 405 over which storm drainage flows and is at least partially infiltrated. WATER LINE INTERFERENCE The potential interference between the proposed storm drain and the water main under Oakesdale Avenue SW was discussed. It was decided the City of Renton will pothole the location of the potential interference. If there is a conflict,the City's Water Utility would be brought in to design a water main bypass of the proposed storm drain. Attached to these notes is a plan view of the intersection of the water main and the storm drain. The exact location of the crossing is MEETING NOTES 20 January 1997 Page 2 dimensioned from three nearby fined objects. The invert for the proposed storm drain at the point of intersection is 11.53 feet. There is also a likely conflict between the proposed storm drain and The Austin Company's water service line. BERGER/ABAM will find out the size and material of the existing water line and will note it on the plans. The plans will note the likely conflict and require the contractor to reroute the water line over or under the proposed storm drain. There is a definite conflict between the Southwest 16th(SW 16th)Tech Center sanitary sewer lateral and the proposed storm drain. The plans will note the conflict and require the contractor to lower the north end of the lateral and modify the inside drop in the manhole. The new storm drain laterals will have a cover of 1 to 1-1/2 feet to have adequate clearance over the water, gas, and telecommunications lines. There are no other known utility conflicts. SOUTH SIDE DEVELOPMENT BERGER/ABAM stressed again the importance of constructing the entire project at the same time. If the SW 16th Tech Center developer were to construct the south side improvements before the rest of the project, storm water would flood the roadway. Mark said he would let Neil Watts know of this. BIKE LANES Several bike lane options were discussed. It was agreed the traffic lanes would not be narrowed in order to have striped 5-foot bike lanes. Joe is going to determine if striped bike lanes are required. If they are, substandard 4-foot bike lanes will be studied before widening the roadway section to 44 feet to accommodate 5-foot bike lanes. Regarding other traffic items, the posted speed limit will be 35 mph. The left turn pocket at the east end will be eliminated in favor of continuing the two-way left turn lane to the intersection with Raymond. The dashed striping for the right-turn only at the west end will be eliminated. Bike route signs will be installed regardless of the decision on bike-lane width and striping. CLEARING TREES BERGER/ABAM informed the City that the plans will call for clearing all trees within the 10-foot easement in the wooded area north of the roadway. Some trees, shrubs, and signs will also be affected on the property north of the roadway at the west end of the project. The costs to modify the sign and/or relandscape this area may be included in the easement negotiation with the property owner. MEETING NOTES 20 January 1997 Page 3 SANITARY SEWER Design of the sanitary sewer repair is at about 50 percent. The intended repairs will include reconstruction of the first 400 feet from Raymond to the west and slipforming of the remainder to the west. Because this is one of the first items to be constructed, the bidding and construction schedule are controlled by the completion of this design work. BERGER/ABAM will prepare the schedules with this in mind. NEXT MEETING The next progress meeting will take place in the fifth-floor conference room on Monday, 17 February 1997 at 10 a.m. The next submittal will be the 90 percent design on 10 February 1997. CCW:dw 22 January 1997 Attachments cc: Ron Straka, City of Renton Gary Phillips, BERGER/ABAM -CApR1E.R � SS I��I•�t RIM�� �. _ _ �.. 20.65 (' 1 NEIjGE OF t ;rf u / TRAFFIC 4-' Di A. ELECT.......MANIJOLF t ASFIHAI,,.T _? �� j/VA!.1LTS l ' ABOVE GRADE ie. i f ii f . ............. 381 16' FILL- CONIC S '�, I'••i RIM --- 21 10 2? w� w �. 151 CONC S = 12 0" 10 00 `� r S II - 1.1_ fQ0 •. ` 24 CC)NC. 1# 11 .49 v .~ _... •--•�`�< ivy!�. �-Y.......Y. ._w...- _�. f ._ _._�. _.............._.V...~.............................. ...... .... w... _.. .. _ 20 ..,.....,,,_.......... ._. ._m. _. .::,r i M -.."......._......."......,...-...: ✓I .� .-..,-...... .......,.v...., 21..".ram , It idu L*-C 24 '96 14:59 CITY OF RENTON PLANNINGBUILDING/PUBLIC WORKS MEMORANDUM DATE: December 24, 1996 TO: Joe Armstrong FROM: Ron Straka _ J STAFF CONTACT: Scott Woodbury �-77 _ 5 47 SUBJECT: SW 16th Street Drainage Report Review The following are the Surface Water Utility review comments to the above-referenced report. Most of the comments are general in nature to confirm mAjor assumptions and the storm system design concept. Detailed review of the report will be done by Plan Review staff concurrent with review of the project construction plans. Wetvault Analysis/Design More detail is needed on the design of the diversion to the wetvault. How the water quality storm The, a�P� ���-�� � s c� r-� t�J ���� cz.n�, (one third the 2-year storm precipitation)will be diverted into the wetvault and what happens during G p r storms greater than the water quality storm needs to be defined. It may be beneficial if the consultant t I bQ_ Pa--T"i- ol�F fie- 1)4% v did a brief survey of other cities where these systems are being used. The design plans and calculations from these existing facilities can be used as a guide for the design of the wetvault for this project. The change in the direction of flow from the main line into the water quality vault should not be� `j-r�� � ,� Q�° i S (1 e.Ge-55 cu-- d, ce- to .} )P greater than 90 degrees. The inlet pipe to the vault should also not be a siphon arrangement(below �---� l e_o�'1e c-. cx q t s z� a� 46 w��' Ja_UA - alid i�-s I,0 C"'4` o n the level of the top of the dead storage), as it requires an unnecessarily deep sump at the diversion / structure. tta c�le cox- �k s�-;,�`1 eti� , i -�,.; s - e- we,+ v0_.r,_1-#- 1*e)t L ' 50 ►'�'"5 GQ.rt_'2G'�"..f7 C}. �4P�5�r`�� The diversion structure should be designed to minimize the increase in head required to pass design rYla. e�.- Z}-s 21e,i�+ , ,� � G S GJ�'1 5���'flows above the water quality event. This avoids surcharging the water quality facility at high flow conditions and surcharging of the upstream conveyance system. Maybe a concrete baffle wall/weir could be used inside the diversion structure to allow the outlet pipe to be lowered as far asc�► R t downstream grades will allow so that high flows can pass across the weir with little increase in depth C,Qo Ej G rl -r 'r C( upstream. The volume of the vault should be computed using the King County HYD program. The method used in the report to compute the volume is overly conservative, potentially by as much as 50% greater than the volume computed using King County's HYD program. An orifice restrictor will probably be required on the inlet to the water quality vault to control floL60 w into the vault. �'► ► cam- r�. .. r.` .�+ DEC 24 '96 13:45 206 277 4428 PAGE.002 cw c i ..co rctty ut r t t<r u+J. 531 P03 DEC 24 '96 15:00 Joe Armstrong SW 16th Street Drainage Report Review Page 2 The consultant should attempt to achieve a vault design that may be precast and this should be 1 10 confirmed in the report. Otherwise the road may have to be closed for an extended time while a cast- in-place vault is constructed. Also,a cast-in-place vault probably adds significantly to the cost. The �' b e' 1 E, 41 e-, n e'.i 5 ' consultant's work should be to identify a vault that not only meets the water quality requirements but can be constructed and is cost effective. Conveyance System Sizing Analysis A backwater analysis is needed to confirm the sizing of the drainage system. The analysis for the 25-year event should use a water elevation in Springbrook Creek of 11.58 feet NAVD88. The y analysis for the 100-year event should use a water surface elevation of 12.58 and 16.58 feet 1 n j h� v� t } R , ,on J y� . �x � S�' � Gc�nG�., +" ony Y .� �5 h�ct NAVD88. The 12.58 foot elevation reflects the 100-year water surface elevation in Springbrook cis o5s 0ic-, -0 s+; I I c. - h 1 Creek assuming pumping at the downstream Black River Pump'Station is unrestricted. The 16.58 a7� Y �lo� causes the pumping station to restrict its iZ ��on� . e c1�— �5 Qr-� } a ,,t ;r,r,M?u .,� to S-}_ ; (► } 3 -F '5 foot elevation reflects a severe Green River flood that . 0a pumping rates in accordance with the Green River Interlocal Agreement. Both of these tailwater l k1u 0l llJ; Par' 5 Q i" 7 4 f)c- - , conditions should be evaluated in determining the appropriate pipe sizing. The pipes must be sized - such that the hydraulic grade line is at least 0.5-foot below the top of the storm system structures for �}l J t?tt , `a � r:k } c' r �)I C the 25-year event. The structures may be overtopped during the 100-year event, but the hydraulic warms �' u ' r'�'-€ I h� (� (� 5 Le. 5 Cow grade line is to not exceed the crown elevation of the road. Also,possible overflow routes should be }h e, s�. r Fej Z ensure reviewed to ensure that impacts from potential overflows are minimal. �o�G OF 4. rtCT 5 ryr)<;J y Of particular concern is the magnitude of the head loss at the wetvau)t diversion structure and how v lei. `� eG +`I" f t, >; ;+ Spy this might affect the upstream wafer surface profile. �'lr�oc�. ,,., 100 Except for the west 2/3 of the area west of Raymond, -�-� Ym d, the conveyance design should include off site '� � was � areas on the north side of SW 16th Street as if the were develothe y pod. The lawn area referred to in east 113 of the portion west of Raymond may be converted into a parking lot at some future time and drain to the SW 16th Street system. Similarly, the areas east of Raymond may also be converted and c�bo�t o0� are large y ignored. Gou �. b e� ��v�l of' ., a.��_ cl�rzr► ceQ 8 enough in area that the should not be i ored, to +{rP. S s��� __l ' The consultant needs to have accurate data on existing storm drainage features so that the hydraulic , r .._ C� �^ w tL analysis results are also accurate. Assuming a datum conversion as was done on the 5th page of rl�� is ? P C .t)C! r+�. F;� .i=r �? >�;, E ,r_ it l °. �{'. :.<• �.- a:.,` -N Appendix A is not acceptable. Accurate elevations should be obtained from field surveys. t lt Elevations from as-built should also be confirmed in the field if the data is to be used to determine fie' �' t�tZ G� 1.. G=,�}t.4 i ;,,t , { [�, -- L_t.. ...rt. + critical pipe grades. rt � t Z G_5 09&t cry sc_o�� sup-ve.l .Detention wvr+ With the assistance of the U.S.D.A.Natural Resources Conservation Service, the Springbrook Creek channel has been widened from SW 16th Street to the Black River Pump Station. The proposed project will directly discharge into the widened channel and have a negligible effect on water elevations in the creek. Therefore, the proposed storm drain system may discharge to the creek without providing peak rate runoff control. However, since the project is proposing direct discharge, Special Requirement #5 of the King County Surface Water Design Manual has to be satisfied (wetpond/wetvault water quality treatment). Please have your consultant replace the last paragraph of the off-site analysis with the above sentences. Other Figures should be provided showing the drainage subbasins and soils in accordance with page 2.3.1- 2 of the KCSWDM. I don't understand why it is stated they are not applicable (see Section H on page 5 of the report). A drainage subbasin figure is provided on the first page of appendix A, (,cam �` ��� �� e,, DEC 24 '96 13 : 45 206 277 4428 PAGE.003 Joe Armstrong SW 16th Street Drainage Report Review Page 3 although the subbasins designations are not used in the hydrology calculations of appendix B. The figure in appendix A is also unclear with regard to the extent of the subbasin area for area D. Also, (,�� c�-S f��t�, �"1 S }— GAG ,F— -}-� i �1�o r�fY1 C�"",e�(1 tL� c��j ��, O_s�.s the figure should be to scale. A USGS map,aerial photo, or other topographic map should be used aGLf1� 5,ram, t�,t t r"2r c_. Gx;- S ca-� c� e u_z-c�. —e . c� +-� (? _CkW ct.y s c,�r-,/eX the base for the figure. C1 Y~ 31 r"��--{�s w e. u s e.•c�. . ►h�. �;� �--� a�-er � � ��.- -#-� � �a w Gz.., �c,� c-1•.� cQ�--�-Q I Using a baseflow value in the hydrology calculations of appendix B is unconventional. The time of 0-5 F.5 1 lc . (�1� -} ! j cam') #- , , ,C ,' , , Q 0 concentration, area, and CN values should be determined at each point of interest and design flows computed with no baseflow added. I h:,5 1 5 5t xAd ar--d1_ :r--e,,c.'{ -*c.e- 'Fo r-- u S O Y)ck we, -Y-c 0- 4-- , How does the consultant know that runoff into the densely wooded area on the north side of SW 16th Street between Oakesdale and Raymond Avenue infiltrates into the ground? A 1980 Corps of no Q_V, de_oc_P - o-7 Engineers topography map shows the area slopes to the I-405 south roadside ditch. There are --1 probably localized depressions in the wooded area, but I'm not sure all flow into the area infiltrates. J 11 This should be confirmed. If in fact most of the flow in the ditch on the north side of the existing �._ road flows into the wooded area between Oakesdale and Raymond, then the new storm system will FV 0 ` v intercept this flow so that it no longer drains into the wooded area. The wooded area is noted as a wetland on the City of Renton's wetlands inventory. Diverting flow from the wetland may be viewed as an impact which you should be prepared to address in the project's environmental review process. It may be more cost effective to provide detention and no water quality treatment for the project water quality treatment is not required unless using direct discharge because new im envious areas �-y ' i. ;�', x ?- � q h' eq g g P �` f7 1 (1 f7✓l t .a Ce tM will not be subject to vehicular use). This should be confirmed. L(,C In the last sentence of the 2nd paragraph of Section V of the report,the 18-inch pipe should be noted as smooth wall pipe. It will not necessarily be concrete. ► ���f?. I j �?� King County DDES will not be the reviewing agency as noted in Section VIII of the report. Shoreline permits are reviewed by the Washington State Department of Ecology. b� A summary sheet of existing and developed conditions flows at all points of interest should be included in the report. The points of interest should be clearly shown in the figures.] I you have any questions regarding these review comments, please contact me at 277-5548, or Scott -' Woodbury at 277-5547. H:DOCS:96-892:SS W:RJS.ps 1 � i a L N � Q Q o O w 0 J � 2 a w ~ SW GBH ST GRAp`! WA`l o � � r S� 405 L V) W j SW 16TH ST Q Q Q A PROJECT o w o SITE o w J c� L - r Begin Project '� End Project V) Sta 10+50 �FF�- Sta 21+50 y SW 19TH ST 7 Southwest 16th Street Oaksdale Avenue Southwest Figure HERGB?1AHAM to Raymond Avenue Southwest `■rr' Site Location Map 2 ;AN 22 ' 97 8 : 50 FR BERGER ABAM ENGINEERS 06 431 2250 TO 2774420 P . 01102 BERGERIAB" E N a I N E. E R 6 1 N C. Facsimile Cover Sheet Fax ID Number 97 Z/ S 73 e Name Lin Wilson Name Chris Waltot Firm _ City of Renton Firm BERGEWABAM EtTnears= Address A:tress � 33301 Ninth Avenue South -- Federal Way,WA 98003 Fax Number 277-4428 Fax Number 20&431-2250 � ----- ix Telephone 2W431-2300 -- -- 206/4312358(dtrect) Total Number of Pages Transmitted (including Cover Sheet) 2 Date Transmitted V22/9 7 _-_ _. _ ime Transmitted Transmitted by SERGERJABAM Job Number A97041 Follow lip by US NUil_ 2-) /mod- t/vw �^��1� i•� r a`�'� L �,� Z `''"C. l _ . 210M BERGERIARAM Erw- wemti Irr_33MI N-th rtmnue Sau•F A WHY,WA 980034W Phom 2W43 f-X"-i-ax AGa43 i 2aiJ IAN ?? ' 97 A : 91 FR AFRGFR ARAM FN6INFFRF PF, 4;11 ??50 TO ?7744?8 P . 02/02 � M SEAGERIABAIA ENGINEERS INC PLANNING Ftasf N i a t R Avenue S JIIS HERGER AR" ENGINEERING feearAi why srtA 4to0Y-636S ENYiRONYEN7AL 2061431-2300-FAX 2661431-2250 E N G + N E E A S i N C. ♦A4GRAM MANAGEMENT 21 January 1997 Un Wilson, PE planning/Building/Public Works City of Renton Municipal Building 200 Mill Avenue South Renton,WA 98055 Subject: Southwest 16th Street,Changes in Scope of Work Dear Lin: Per conversations with Joe Armstrong on the morning of 21 January 1997, we have become aware of several likely changes to the scope of work for this project, The changes concern drainage analysis and design and roadway width- Per the direction of Scott Woodburf, the drainage analysis to be amended to inelude future development of off-site areas north of Southwest; 16th Street_ The areas to be added are from the Austin Company's west Izvpexry lzne ea,t to Und Avenue Southwest for 150 feet north from thl e edge of pavement. This area is approximately five acres. The runoff from the approrimatety three acres of roadway already uses 75 percent of the 24-inch diameter pipe's capacity for the 25-year conveyance design storm. Cursory analysis of the system indicates that the pipe will reach capacity if only 20 percent of the five acres is impervious without detention. We are quite confident that a detailed analysis will show that a greater than 24-inch diameter pipe is required from about Raymond Avenue Southwest to the existing 24-inch diameter outfall in the bridge abutment. We believe the�'c3ired effort to do the detailed aralyss about d not prod until the City decides whether they are willing or unwilling to use a larger pipe- If the decision is that 24 inch is the limit, then we feel no further analysis should be done and the design completed to date is still valid. If the decision is that a larger pipe will be used if the new analysis shows it to be required,then BERGER/ABAM Engineers Inc. would propose a contract amendment.. The amendment would be to perform the additional conveyance and backwater analyses and to redesign the system for the larger pipe. Widening the roadway this late in the project r;<7ray also require a contract amendment. Most of the drawings and design work depend, to some degree, on the roadway section being set. It is crucial to set the roadway width as soon as possible in order to keep on schedule and within budget_ We have serious concerns whether we can meet the projcx-.t schedule we are currently working under- A 90 per,;ent submittal is due on 10 February,and we are leery of expending too much budget until these issues are resolved, for fear of paving to redesign various elements- please let us know as soon as possible baw you would llkc- to proceed on these issues. I can be reached at 206/431-2295 to discuts this at any time. Sincerely, }' Cary L. Phillips,PE Project Manager GLP.ge cc: Joe Armstrong,City of Rentriii *: TOTAL PAGE . 002 ** City of Renton SW 16th St. Progress Meeting No. 3 20 January 1997 Agenda Discussion Topics A. Drainage Review B. Water Line Interference C. South Side Development D. Bike Lanes E. Clearing Trees CITY OF REN'TON PLANNING/BUILDING/PUBLIC WORKS MEMORANDUM DATE: December 24, 1996 TO: Joe Armstrong FROM: Ron Straka STAFF CONTACT: Scott Woodbury Z-77 _ 5 47 SUB.IWT: SW 16th Street Drainage Report Review The following are the Surface Water Utility review comments to the above-referenced report. Most of the comments are general in nature to confirm major assumptions and the storm system design concept. Detailed review of the report will be done by Plan Review staff concurrent with review of the project construction plans. Wetvault Analysis/Design More detail is needed on the design of the diversion to the wetvault. How the water quality storm (one third the 2-year storm precipitation)will be diverted into the wetvault and what happens during -The- �''� � S � G 0 r'l�:l f�� C ,1 CL storms greater than the water quality storm needs to be defined. It may be beneficial if the consultant W I be- pci i- o� did a brief survey of other cities where these systems are being used. The design plans and calculations from these existing facilities can be used as a guide for the design of the wetvault for this project. The change in the direction of flow from the main line into the water quality vault should not be -T'r�� �n !�, �� Q Q° r n e-c-C 55 a...r y to greater than 90 degrees. The inlet pipe to the vault should also not be a siphon arrangement(below the level of the top of the dead storage), as it requires an unnecessarily deep sump at the diversion / structure. -ae-;5o .�. The diversion structure should be designed to minimize the increase in head required to pass design r��f{-ems- . Zt-s - e-,j } flows above the water quality event. This avoids surcharging the water quality facility at high flow conditions and surcharging of the upstream conveyance system. Maybe a concrete baffle wall/weir could be used inside the diversion structure to allow the outlet pipe to be lowered as far as _� G`�N' �1�'��' �"d��` =(X c� bc� _. i,) _� downstream grades will allow so that high flows can pass across the weir with little increase in depth cz") E j C VI C G�... .� << upstream. The volume of the vault should be computed using the King County HYD program. The method used in the report to compute the volume is overly conservative, potentially by as much as 50% 0Gl, greater than the volume computed using King County's HYD program. An orifice restrictor will probably be required on the inlet to the water quality vault to control flow into the vault. I eJ low DEC 24 '96 13:45 206 277 4428 PAGE.002 Joe Armstrong SW 16th Street Drainage Report Review Page 2 The consultant should attempt to achieve a vault design that may be precast and this should be confirmed in the report. Otherwise the road may have to be closed for an extended time while a cast- in-place vault is constructed. Also,a cast-in-place vault probably adds significantly to the cost. The I'`je-' be, e.v e, 4,)a tAj 5 consultant's work should be to identify a vault that not only meets the water quality requirements, but can be constructed and is cost effective. Conveyance System Sizing Analysis A backwater analysis is needed to confirm the sizing of the drainage system. The analysis for the 1... 25-year event should use a water elevation in Springbrook Creek of 11.58 feet NAVD88. The `�"r e- �V--©�JOse- �ra � : e- .sys' 'e0r) � h . clhl�l GonS`ir-r�,+�cc� by analysis for the 100.year event should use a water surface elevation of 12.58 and 16.58 feet �x S"�- nr.� cror�c�, +',o n S . ^I h� �-�- NAVD88. The 12.58 foot elevation reflects the 100-year water surface elevation in Springbrook ct s oss Gle `to s+ I c.- o t,.5 e- r , ; Creek assuming pumping at the downstream Black River Pump'Station is unrestricted. The 16.58 ,�v�'j 4-y flow foot elevation reflects a severe Green River flood that causes the pumping station to restrict its �a �` ' 1 he- pumping rases in accordance with the Green River Interlocal r��P�r ". �` iic , .i ;PQ, . (,,�] , �-} conditions should be evaluated in determining the a Agreement. Both of these tailwater i S .,,�,• g appropriate pipe sizing. The pipes must be sized such that the hydraulic grade line is at least 0.5-foot below the top of the storm system structures for the 25-year event:. The structures may be overtopped during the 100-year event, but the hydraulic sl'�l lower ���'� t�E=rbG` " r��='�- I h� P' Pe, by grade line is to not exceed the crown elevation of the road. Also,possible overflow routes should be }�i ,S`F n ?.`f''t e. be,n -{ -� �� reviewed to ensure that impacts from potential overflows are minimal. P P 9 �' r' O ' �� rt s } e P"r f©,5 C_,Of particular concern is the magnitude of the head loss at the wetvault diversion structure and how f. G U cc ( <v �"�`1- 14 a U z .t 1 + Sa y5 } 5�/S�e,�t ��d t_ r.,o GL this might affect the upstream water surface profile. r W o u..l cQ l ovrt. a'► c t l+� 7 rf -et,_ J� tr-- Except for the west 2/3 of the area west of Raymond,the conveyance design should include off-site areas on the north side of SW 16th Street as if the were developed. �. w�5 000}ac " �� 14may haves n y pee. The lawn area referred to in the east 1/3 of the portion west of Raymond may be converted into a parking lot at some future time and drain to the SW 16th Street system. Similarly, the areas east of Raymond may also be converted and (�L Goan are large enough in area that they should not be ignored. �t or✓t u r�a`�r c Z 000 V-1 ` GouI c->4Z Lip The consultant needs to have accurate data on existing storm drainage features so that the hydraulic hCi,r gyp,, 'f��' . v� 500 ' analysis results are also accurate. Assuming a datum conversion as was done on the 5th page of Ct.r2t � ` r_Lk tit ' `a �,. t `<, r t Appendix A is not acceptable. Accurate elevations should be obtained from field surveys. Elevations from as-built should also be confirmed in the field if the data is to be used to determine �� CC tk W h tom.' tr,U e, c o u i d, ("1 ; {4; 1- critical pipe grades. Detention ScO�� -s c.I-,m Y With the assistance of the U.S.D.A.Natural Resources Conservation Service, the Springbrook Creek channel has been widened from SW 16th Street to the Black River Pump Station. The proposed project will directly discharge into the widened channel and have a negligible effect on water elevations in the creek. Therefore, the proposed storm drain system may discharge to the creek without providing peak rate runoff control. However, since the project is proposing direct discharge, Special Requirement #5 of the King County Surface Water Design Manual has to be satisfied (wetpond/wetvault water quality treatment). Please have your consultant replace the last paragraph of the off--site analysis with the above sentences. Other Figures should be provided showing the drainage subbasins and soils in accordance with page 2.3.1- 2 of the KCSWDM. I don't understand why it is stated they are not applicable (see Section II on _ 5 of the Pr page page report). A drainage subbasi�n figure is provided on the first a e of A DEC 24 '96 13 : 45 206 277 4428 PAGE.003 - SW 16th Street Drainage Report Review Page 3 although the subbasins designations are not used in the hydrology calculations of appendix B. The figure in appendix A Is also unclear with regard to the extent of the subbasin area for area D. Also, Oe, u-6&& )o S,+ 4 Gam,o e- i i)i--o r cn Q, I the figure should be to scale. A USGS map,aerial photo, or other topographic map should be used a the brio for the figure. � �"�- G3cz.;Jt•-ua G..� a GU;.,f��tif Q-X—C.,5 Q-V-e-- e, S VI C W Gt. 3 rry�L� G �i U'�;�"Q • i Using a baseflow value in the hydrology calculations of appendix B is unconventional. The time of �5 F%Us 5 , 1 !�. (�t } ! �_ t�j 5' {t ; r i i .+ ,� y concentration, area, and CN values should be determined at each point of interest and design flows s = 1 G J - computed with no baseflow added. I i5 16 5t,,Adoc-r--J1- V v r- u 5 cf�oE How does the consultant know that runoff'into the densely wooded area on the north side of SW l 6th Street between Oakesdale and Raymond Avenue infiltrates into the ground? A 1980 Corps off�� S n 0 �`�' at P itce o ��r I� Ow +�} -o,,��Y� .;�,:_ a ;-` cL Engineers topography map shows the area slopes to the 1-405 south roadside ditch. There are probably localized depressions in the wooded area, but I'm not sure all flow into the area infiltrates. This should be confirmed. If in fact most of the flow in the ditch on the north side of the existing road flows into the wooded area between Oakesdale and Raymond, then the new storm system will SF-O 0 e I � � � c-pd<GG�:�'�? `�p �e- ��t"�Sp�z�. b 4 p intercept this flow so that it no longer drains into the wooded area. The wooded area is noted as a wetland on the City of Renton's wetlands inventory. Diverting flow from the wetland may be viewed as an impact which you should be prepared to address in the project's environmental review process. It may be more cost effective to provide detention and no water quality treatment for the project , (water quality treatment is not required unless using direct discharge because new impervious areas i r1 will not be subject to vehicular use). This should be confirmed. ( In the last sentence of the 2nd paragraph of Section V of the report,the 18-inch pipe should be noted ii T as smooth wall pipe. It will not necessarily be concrete. ► �1 �J�?- +fie?, King County DDES will not be the reviewing agency as noted in Section VIII of the report. ' t Shoreline permits are reviewed by the Washington State Department of Ecology. A summary sheet of existing and developed conditions flows at all points of interest should be _ . included in the report. The points of interest should be clearly shown in the figures.] tO�I . If you have any questions regarding these review comments, please contact me at 277-5548, or Scott Woodbury at 277-5547. H:DOCS:96-892:SS W:RJS:ps i ` a crl Y . o SOUTHWEST 16TH STREET Z 0 W� w OAKESDALE AVENUE SOUTHWEST TO RAYM ON D AVENUE SOUTHWEST �a w N p LO 2~ Ld �� C � TY OF cn w U Ow e Y - Q Mqv= REN TON O oa PLANNING / BUILDING / PUBLIC WORKS DEPARTMENT 4-Z Y^ 00 >"Z 70 % SUBMITTAL a� a� a 1NDEX SHEET DESCRIPTION I COVER SHEET 2 SUMMARY OF OUANT I TIES ;egg 3 TYPICAL ROADWAY SECTIONS 4 PLAN AND PROFILE 5 PLAN AND PROFILE 6 PLAN AND PROFILE 7 STRUCTURE NOTES AND DRAINAGE DETAILS 8 WET VAULT DETAILS 9 WET VAULT DETAILS i 10 DRIVEWAY DETAILS 3 II SIGNING, STRIPING, AND ILLUMINATION 4, 12 SIGNING, STRIPING, AND ILLUMINATION °a 3 ILLUMINATION DETAILS 14 TRAFFIC CONTROL 5 TRAFFIC CONTROL 0 16 EROSION AND SEDIMENTATION CONTROL 0 17 EROSION AND SEDIMENTATION CONTROL � r s m U P O a Q 4i 2 W Z E � w � N Y' G O u Z v 6 V Lo ROADWAY & ROW CONSTRUCTION NORTH "A" LINE SOUTH CONSTRUCTION EASEMENT ROW ROW EASEMENT I p 1 30' 30' 20' 1 N Z O VARIES 5 21 ' 21 ' 6.5' 22.5' ' O W 15' LANE 12' TWO-WAY 15' LANE w (n LEFT TURN LANE 11 9 w} 9 . �� } EXISTING EXTRUDED CURB AND 5 4 3 ! I 2 4 5 0.02' FT ASPHALT CONCRETE PARKING LOT N O 0.02' FT VARIES r p 0.02' FT 0.02' FT —;,i' fD J Q xx ^a >, f/1 wc, 10 Y J « 10 4 12 Q Q sd ref 6 II "-0"t 0 > „ F— SEE BELOW FOR DITCH II '- "t SECTION STA 18+50 TO 7 8 7 8 STA 20+58 i LEGEND 6� L`Z « EXISTING GROUND SLOPES AWAY FROM ROADWAY ROADWAY - " A" LINE STA 1 1 +0 0 TO STA 2 1 +5 3 O 0. 17' ASPHALT CONCRETE PAVEMENT CLASS B O O SCALE: N.T.S. F_ „€ STA II+00 TO STA 17+35 AND SLOPES TOWARD >-Z o . ROADWAY STA 17+35 TO STA 21+35 2 0.33' ASPHALT CONCRETE PAVEMENT CLASS E U w O3 VARIES 0.00' TO 1 . 17' CRUSHED SURFACING TOP Ix s« 3 - STA 11+00 TO STA 13+00 AND COURSE COMPACTED TO 95% MAXIMUM DRY DENSITY STA 17+35 TO STA 21+35 2 - STA 13+00 TO STA 17+35 O4 0.50' CRUSHED SURFACING TOP COURSE COMPACTED TO 95% MAXIMUM DRY DENSITY as OS PORTLAND CEMENT CONCRETE BARRIER CURB AND GUTTER (SEE RENTON STD. PLAN FOOT) O6 0.67' EXISTING PORTLAND CEMENT CONCRETE c PAVEMENT TO BE LEFT IN PLACE. PLANE 0.25' Q EXISTING ASPHALT CONCRETE PAVEMENT TO EXPOSE SURFACE OF PORTLAND CEMENT CONCRETE PAVEMENT f1 2.00' GRAVEL BORROW COMPACTED TO 95% MAXIMUM g�g DRY DENSITY VARIES , VARIES 5' O EXISTING SUBGRADE COMPACTED TO 95% MAXIMUM DRY DENSITY 9 3 ,ni n O 0.25' TOPSOIL WITH HYDROSEEDED GRASS 1 F 10 GRAVEL BORROW SUBGRADE COMPACTED TO 90% 3 \ MAX I MUM DRY DENS 1 TY n a it 0.33' PORTLAND CEMENT CONCRETE SIDEWALK a U U < 13 12 GRAVEL BORROW SUBGRADE COMPACTED TO 95% w o MAXIMUM DRY DENSITY m 13 EXISTING SUBGRADE COMPACTED TO 90% MAXIMUM DRY DENSITY DITCH - " A" LINE STA 18+50 TO STA 20+58 Q SCALE: N.T.S. x W w E y h � N O A h C O {C O 0 O Z 4 g \ 'a a r S IM s 25' DRIVEWAY (^ ............CD IN O i N in LLJ " I a Z i #: i 10' CONSTRUCTION IZ Li O Q # i L'i< Cr ` i \ / EASEMENT N C- Cn Z "Yc O — r HOLE ..... _.. ......CATCH BASIN .............. ........ �—w a_Q -;:: FILL54 ...... FILL— i ,....., :. , .H 3 cn a. ` _ z a.. .. _ N w Z r..... _. ..... ..... ..... ...... ..` .# R... -<.. y Ltx11N`AIRE (TYP QY . ................ ;:... ..�... .- ....., . ........... ....... - ....... .. .... --... .- ;' O CL \ rm ' 48..ACCESS C1I MANHOLE (TYP)' .. 9+DO .• `' :,, ; ... ..1.. 10 00 11 1_t. 0 12+00 13 _ �-- 2. :.i........ ...............L. ------......... . . -- .. .._.. .. _ l- �T; �- , i �► a *'r► mor a •- WET VAULT , ..,�....i.�_—.—_:.,..,w:i=i:+cmatR�^^+.waM+.•nYe4:H"`. .:T '4................ :: :yl...._.._..:::.•:'::::::"''%:'°::•.':i� :�• ':::y,;:.:.. a ......................................................................... 1 ... .... ,.... ..... , o . ..._.;t..................._.....�.......................... ........................... _.... .............__....k - ... .. ....... ...... ..... c 4E , •- 12" PI E`P O ... ..... _. a ---.._......................_.................... ,..may i O -......... .._.. , r _ _._..__..... ......................... i u ,...- ....... -........ < \ i c.. ............_. __...._ ............. .... ........... ......................... V' CONSTRUCTION y,--: '• TYPE 1 CATCH BASIN `. , 20' 0 b EASEMENT R UCTION o „•, < .::;r . ... 50' DRIVEWAY . ,........................ .............. �Y Q 50.00, VC Y� HIGH POINT ELEV = 21.93 HIGH POINT STA = 12+50 MATCH EXISTING GRADE PM STA = 12+50 STA 10+50.99 PROFILE GRADE PVI ELEV 21.99to ELEV ' ^ 24 24 + N N �N d b 4 22 > > 22 +0.50% W 1cl E (STING GROUND s a 20 20 < 0 0 + m m S 18 18 o N m I FL 16 w A r L -- 14 o > o cr I I �, I I L) a I 12 _ 12 01 o N O OI N N •t' d' V V pN O coaD O M �� N� N� Mn N� Nc� Nc� N 1cq t` _: N� N� N'- y' N N N N N N NI N NN NN NN N N N N N N N N NN NN 10 10 o z 9+20 Li 10+00 10+40 11+20 11+60 12+00 12+40 12+80 13+2C 9+60 10+80 C'4 1 IL 0 + + 1 0 C)l 00 IN 0 On o W 0 7 10' CONSTRUCTION 1 (L EASEMENT z -j + al 0 CO pv:.. tz I t5 uji cr Of 0 .........." .......... uj C .......... LUMINAIRE (TYP)c ..........GA176� BASIN .......... Z 0 .......... ........ FILL .... ....... ...... ... FILL ....... 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E ,..:::.::_.:..,::,:,•::.,Y.,,•,s.,,v,..,,w:....,,...tri.............>ri.�ynr..,,t...,::eyte..r„w,:...r,,:,:......,,,:.......,...«:...M.,,.,a.,,s .........,....�..v,v<,,..,,,..,,. ,.,,.. _. .'' r"v .......'.:r•••5 � TYPE 1 CATCH BASIN � .. .; ..<_. a i i`-.>'/ , '.'� `»'•: t •3:?,'� �' ........, .,..._._.....,.�..�).; .. �1 20' CONSTRUCTION ,'•y I 1 ..5: _.. := f 0 1 , :. —1 - " EASEMENT tl 50.00' VC 50.00' VC 1 HIGH POINT ELEV = 21.56 LOW POINT ELEV = 20.93 HIGH POINT STA = 18+50 LOW POINT STA = 19+99 M PM STA — 18+50 PVI STA = 20+00 STnAC TING GRADE 21+53 PVI ELEV 21.62 PROFILE GRADE PVI ELEV = 20.87 ELEV 21.72 24 24 i a �a m N n o N Co"i 01 N 1%f lal F S 22 Q� > > w 22 W c 52, m m 0.507 m W +0.56% < W 20 < 20 T o EXISTING ROUND m P e N I LI x 16 a 16 w I W = N N w 12 14 14 = i i ' F- 12 NO c C14 � a � O N N� Ni N N N NO � O OO Iq t C ONOlO NN N N NN N N N N N^ NN NN N NN N N� N� NNNN 10N O(V 10 lz6 18+00 18+40 18+80 19+20 19+60 20+00 20+40 20+80 21+20 21+60 22+00 22+40 22+80 71 a CITY OF RENTON PLANNINGBUILDING/PUBLIC WORKS MEMORANDUM DATE: December 29, 1997 TO: Dick Warren FROM: Scott Woodbury5w SUBJECT: SW 16th Street Wetvault Design Attached are the design calculations for the SW 16th Street wetvault that was recently installed. Unfortunately, the technical information report has not been finalized and so has some errors that I think would potentially confuse WDOE. The following paragraph briefly explains the rationale behind the wetvault's sizing if WDOE wants to know more information. The wetvault was only sized for the section of SW 16th Street from Oakesdale Avenue to Raymond Avenue (1.12 acres). This is the section of road that was widened by the SW 16th Street project, but is only a portion of the approximately 6.2 acre tributary area. The widening only added bike lanes and sidewalk. Thus the impervious area subject to vehicle use did not change and water quality treatment would not have been required for the SW 16th Street widening project. However, since direct discharge into the previously widened Springbrook Creek was proposed (in lieu of providing detention), the project was required to provide water quality treatment in compliance with Special Requirement #5 of the KSCWDM. It was decided that a wetvault would be used and sized for the impervious area within the limits of the SW 16th Street widening project, not for the entire tributary area. The important point is that some water quality treatment is being provide for the SW 16th Street system even though the project could have just installed a detention system to satisfy the City's requirements. However, WDOE may view the wetvault as mitigation for the SW 16th Street project and not allow the City to apply the water quality benefits to the Oakesdale project. I hope this helps. If you have any questions or need more information, please contact me at 425- 277-5547. U:1997:97-040:SW attachments(6 pages) cc: Lin Wilson Joe Armstrong Ron Straka 5 . Project z5iA { t -�: Sheet n of /001) Job Number q a0q BERGER/ABAM Subject�p;}- V f.,1� �� n Desk ENGINEERS I NC. pw ( � Date Thy cLAd- K:in CoU-4ty 5 Z--i 11,19 5 U-r7-cL-GEC Ocr-G- — Q-Z Z-1 S+ca_. 11 -t- 00 `fro 5-f-a. Z I +0 0 as +he-, S�'i o �'� ` i3O�r-v;a t,�s ,,�,►'ot-f-h for— � �per•-„ ,6� �-� _ �9� o©o �-. �- � '�0 v f wo YP7- STprM = 2. if1 . run o_ Se.e 17 L-Z s ConStr-a nedr by ro., n"M looc� P� s to pis so� v - f 1/7/97 1 page 1 SW 16th St. Water Quality vault Sizing ------------- BASIN SUMMARY BASIN ID: watrqual NAME: water quality basin SBUH METHODOLOGY TOTAL AREA. . . . . . . : 1 .12 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : KC24HR PERV IMP PRECIPITATION. . . . : 0.67 inches AREA. . : 0 . 00 Acres 1 .12 Acres TIME INTERVAL. . . . : 10.00 min CN. . . . : 0 . 00 98 .00 TC. . . . : 0 . 00 min 10 .00 min ABSTRACTION COEFF: 0.20 PEAK RATE: 0 . 14 cfs VOL: 0.04' Ac-ft TIME: 480 min PO;e t sL,� I��f h 5�--. Sheet of /009 Job Number & 2 n—ct"t BERGER/ABAM Submit �,-f- 1/--1 1 4- L���`G/� Designer_�. E N G I N E E R S I N C. �7 Date br- �.Y� n L�q) + 1 , C"o3 I slope, NH C-�:—n (Wa�y— 0 e.Aj rn 1 e--) �e.a.k cva`1-ter I�ve� �n 50 'x ►�f ' rI H -f 1 c t -63 ' �-Qp s s ho uO +o Ty p e. E�+v-oos-ori� Project S l,J 1�-�-h S-�: Sheet of /000) Job Number_L "( 1 Q�J- BERGER/ABAM subject1�J(2� V��,. I-�- �;on oeskjner C_rl<< E N G I N E E R Dam 1 - 1 44--a r,� ► �--h -�-� � s Go n�r- ��-f-� o n c�I �low s � C�l� Flo W c� r- a.r1 0 . let cv tu�- �--hbl P Pe_ co nsJ.2r- Q = Cat Ro 2gh (CIIIJ ; Gd - 0. C0 2 (Ti ,6Io 3 _ ©\ s ot-- z- h +3 A CA F2�—T (0-C?I) �.�40. - 0, 4 � 0> .71,Zo-. Ins h to -L6~+ - .off' .__o�--� �,'� Z= zt. 5 '� ev-00"117ae Project Z_(A !<G+r ) s+' Sheet nn of Job Number BERGER/ABAM Subject Yc., E Des;C4n �r / E N G I N E E R S I N C. l Date VQ " P d o � L+ L-t, Itoo secs ��50)(IL�) -700 !�+- -z- h, = 14t. l 3 C-j = 0 �*v-b e-) ° (0.82)e(It L�0 0 �rez- o n off- -Fop o'�ir 5�harc�e,�- Proms C� 1 l� S`� Street m (� of l Job Nuber�"I O T BERGER/ABAM subject_G� -- 1/� , �l�— Designer E N G I N E E R S I N C. Date f"o- oc-ssur-e, Z/l c - wc---H Gc� �-�- be- ct-�ste� - 61oge , Z % t-o va,,,-fi Erg-001-061096 <54 r ,� f _�.. .� I Y. 1 .� . � 1 � 1 i ,.,�/ 4 1 1 i',1 1 � ; ; ,, :. � �"" � i` �Z '4 l :i-,,...i .- ii.�..: :4.,: .�7. .r _ _r f 'Q s t 1` � 1 i _ :r .��.:: �. r ' r, I e . 1� •ice �\ - A: :�.Y :l t •t.. ...� N MANHOLE - TYPE 3 (54") 4" THICK CAST-IN-PLACE CONCRETE WALL MANHOLE - TYPE--(+-) W/ SOLID LOCKING LID FOR DETAILS, SEE RENTON STD. PLAN B028 10 LF STORM SEWER PIPE, (TYP 3 PLACES ON TOP STORM SEWER 8"DIAM. a 2% OF WET VAULT) STORM SEWER ` PIPE, 24•DIAM. jv PIPE, 24"DIAM. 1' DI GALVANIZED STEEL PIPE J 2" DIAM. O pX W/ GATE'VALVE PRECAST CONCRETE AT MANHOLE END WET VAULT STORM SEWER Q PIPE, 12"DIAM. 7 L ——————— ----- W —————— — ------------ III I I ^ I q ili q I i--—-—-—-—-— —-— 1 iii PRECAST CONCRETE PARTITION • 1 r,IJQ�> d / 8"DIAM. HOLE i7 ,I Q - L----- A ------------------------- :E � Lo I < /1 :a �+ 23'-0" z3'-s- 52 -0 'pal) oJ A PLAN — WET VAULT ��r1Lr,,,pf-c j l SCALE: 1/4• = 1 0• C APPROXIMATE EXISTING GROUND AND FUTURE GRADE �v� g RIM 20.95 RIM 21.06 SE I II—III= — —_ _ � E � — I I—III I I—I 1I- I I PRECAST CONCRETE 1 _ I I 1 U m h I _ I WET VAULT I — 1 STORM SEWER = M N i ,. _ I = I PIPE 12•DIAMi - X 01 I •.' .. TOP OF WALL I. .. _ 2'-0•DIAM. HOLE — ELEV a 14. 13 ao _ BELOW MANHOLE COD N °' N I I (TYP 3 PLACES) INV = 11.63 _ W IIII 3 ~zsc � wzQ _ LA w < _ _ N W � 3 LADDER OR STAIR °f O RUNGS, FOR DETAILS, _ r SEE RENTON STD. PLAN 8034 G" MIN LAYER �1 (TYP 3 PLACES) GRAVEL BACKFILL C7 to -J^ FOR PIPE REDOING = o o W SECTION I Q W t� - SCALE: 1 4 = 1r-0- CITY OF RENTON PLANNINGBUILDING/PUBLIC WORKS MEMORANDUM DATE: March 17, 1997 TO: Joe Armstrong FROM: Scott Woodbury!�vJ SUBJECT: SW 16th Street, Stage 1 Project Following are my comments on the 90% review set for the above-referenced project. Abdoul Gafour will be providing Water Utility comments separately. Mike Benoit is also coordinating with you directly because of Wastewater's plans to replace a portion of their sewer line along SW 16th Street. 1. I talked to John Thompson regarding elimination of the gravity drain for the wetvault. He does want the ability to gravity drain the vault. 2. On drawing TS-1, note 6, 1 am not sure why you would need to plane the existing asphalt in areas where the depth of crushed surfacing is greater than what would be removed by planing. It seems that maybe we only need to plane near the sags of the new roadway and simply place the crushed surfacing on the existing road surface in other areas. An alternative to planing at the sags would be to jackhammer or use the bucket of a hoe to remove the existing asphalt. 3. Relocating the power lines along the south side of the road may be a wasted effort if they are ultimately abandoned as is being considered by the Oakesdale Extension project. I would make sure that the individual you are coordinating with at Puget Power is aware of this possibility, as different Puget staff may be participating in the discussions with the City on the Oakesdale Extension. 4. 1 suggest eliminating the diversion weir at the control structure for the wetvault. Berger/Abam's previous plan showed the 24" downstream pipe out of the diversion structure being higher than the 24" inlet and so I commented it would be better to use a diversion weir and lower the 24" downstream invert below the upstream 24" invert so as to minimize headloss across the structure. Therefore,Berger/Abam included a diversion weir in the 90%plans. However,I now believe that the diversion can be accomplished without a weir and with the 24" inlet and outlet pipes being set at the same grade as now shown on the 90% plans. This will ensure efficient hydraulic performance at the control structure during high flows. What needs to done on the design is to lower the vault 14.63-14.25 = 0.38'. The normal outlet from the wetvault would also have to be lowered by the same distance. The gravity drain would have to remain as is, increasing the depth of the wetvault storage volume below the drain invert by 0.38'. I believe this is an acceptable increase. This eliminates the headloss that would be created by the weir at the diversion structure and reduces the costly cast-in-place wall. SW 16th Street, Stage 1 Project 90%Design Review Page 2 5. Do you know for sure if the vault does not need to be pile supported? If it must be pile supported, I think the costs would be higher than the $40,000 shown in the 90% estimate of probably cost. 6. I request a minor design change as shown the attached marked up copy of drawing PP-3. It is very important to know what the depth of the oil and water pipelines are in the Raymond intersection to ensure there is no conflict with the proposed storm main. This design change allows elimination of the costly 96" manhole and keeps the 24" storm drain the same distance from the curb and the existing sanitary sewer main. It also allows the ditch at the northeast corner of the Raymond intersection to be picked up by the new system, rather than continuing to rely on the existing,undersized 12"that currently collects water from the ditch. 7. See also my comment on the attached drawing PP-1. 8. The type of storm drainage pipe material proposed on this project cannot be determined from the information provided. I believe you are planning to use CPEP for the 24" main line. However, all pipes with less than 2' of cover are to be ductile iron or concrete pipe. Other alternatives pipe materials may be considered, provided they are determined to be suitable for such shallow installations. 9. See also my comments on the attached cost estimate. As far the storm drainage items are concerned,I think the pipe costs are low. Thank you for the opportunity to comment. If you have any questions,please contact me at X-5547. cc: Ron Straka SOUTHWEST 16TH STREET OAKESDALE AVENUE SOUTHWEST TO RAYMOND AVENUE SOUTHWEST 90% SUBMITTAL ESTIMATE OF PROBABLE COSTS SW 16TH ®� 1e.d f .mO'n�rST /* /x'-So TECH �� W p, UNIT CITY CENTER ITEM �� � gh Lbt OW UNIT COST TOTAL SHARE SHARE 1 MOBILIZATION W140, 1 LS 7% $37,700 $28,000 $9,700 2 TEMPORARY EROSION AND SEDIMENTATION CONTROL 1 LS $5,000.00 $5,000 $3,000 $2,000 3 CLEARING AND GRUBBING 1.2 ACRE $5,000.00 $6,000 $4,500 $1,500 4 PLANING BITUMINOUS PAVEMENT 2450 SY $6.00 $14,700 $14,700 $0 5 ROADWAY EXCAVATION INCL.HAUL 750 CY $12.00 $9,000 $6,750 $2,250 6 GRAVEL BORROW INCL.HAUL 10000 TON $13.00 $130,000 $50,700 $79,300 7 STRUCTURE EXCAVATION CLASS B INCL. HAUL 1950 CY $12.00 $23,400 $22,230 $1,170 8 SHORING OR EXTRA EXCAVATION CLASS B 14400 SF $0.50 $7,200 $7,200 $0 9 SANITARY SIDE SEWER RELOCATION 1 LS $2,000.00 $2,000 $2,000 $0 10 FIRE HYDRANT REMOVAL AND REPLACEMENT 1 LS $3,000.00 $3,000 $3,000 $0 11 GRAVEL BACKFILL FOR PIPE BEDDING 300 CY $20.00 $6,000 $5,700 $300 12 TRENCH DRAIN 1 EACH $1,000.00 $1,000 $1,000 $0 13 AREA INLET 2 EACH $500.00 $1,000 $1,000 $0 14 CATCH BASIN TYPE I 4 EACH $1,000.00 $4,000 $0 $4,000 15 CATCH BASIN TYPE II-54" 5 EACH $2,500.00 $10,000 $10,000 $0 16 DIVERSION CATCH BASIN TYPE II-54" 1 EACH $3,500.00 $3,500 $3,500 $0 17 MANHOLE-48" 3 EACH $1,500.00 $4,500 $4,500 $0 18 MANHOLE-54" 1 EACH $2,500.00 $2,500 $2,500 $0 1 EACH $7,000.00 $7,000 $7,000 $0 20 WET VAULT 1 IS $40,000.00 $40,000 $40,000 $0 21 GALVANIZED STEEL PIPE-2"DIAM. 10 LF $20.00 $200 $200 $0 22 STORM SEWER PIPE-8"DIAM. � CIgLyo 74, St 68 LF f 26 $680 $680 $0 23 STORM SEWER PIPE-12"DIAM. p°Q � �N"' � � 144 LF T j k2 W $1,728 $518 $1,210 24 STORM SEWER PIPE-24"DIAM. 1134 LFif 30 $SA40 $22,680 $22,680 $0 25 GRAVEL BACKFILL FOR TRENCH 2700 TON $13.00 $35,100 $33,345 $1,755 26 CRUSHED SURFACING TOP COURSE 1800 TON $15.00 $27,000 $20,250 $69750 27 CEMENT CONCRETE BARRIER CURB AND GUTTER 2110 LF $10.00 $21,100 $10,550 $10,550 28 CEMENT CONCRETE SIDEWALK 4 INCHES THICK 700 SY $17.00 $11,900 $0 $11,900 29 ASPHALT CONCRETE PAVEMENT CLASS B 650 TON $45.00 $29,250 $26,325 $2,925 30 ASPHALT CONCRETE PAVEMENT CLASS E 1100 TON $35.00 $38,500 $34,650 $3,850 31 ILLUMINATION SYSTEM COMPLETE 1 LS $45,000.00 $45,000 $45,000 $0 32 PAVEMENT MARKINGS 1 LS $3,000.00 $3,000 $3,000 $0 33 SIGNING 1 LS $2,000.00 $2,000 $1,000 $1,000 34 TOP SOIL 340 CY $15.00 $5,100 $1,700 $3,400 35 SEEDING 0.8 ACRE $1,500.00 $1,200 $400 $800 36 WATER 1 LS $2,000.00 $2,000 $1,500 $500 37 SURVEYING 1 LS $10,000.00 $10,000 $7,500 $2,500 38 TRIMMING AND CLEANUP 1 IS $2,000.00 $2,000 $1,500 $500 CONTINGENCY 5% $28,797 $21,404 $7,393 TOTAL CONSTRUCTION COST $604,735 $449,482 $155,253 PRECONSTRUCTION ENGINEERING/ADMINISTRATION $75,000 $55,745 $19,255 CONSTRUCTION ENGINEERING/ADA UNISTRATION $35,000 $26,015 $8,985 TOTAL PROJECT COST $714,735 $531,242 $183,493 M N 12 LF STORM SEWER STA 19+99, 34' LT GRADE THIS AREA TO CHANNEL I it wti Y1: W ' STA 21+21. 22.5' LT e-Arw 4A Ar ADJUST IRRIGATION SYSTEM PIPE, 8" DWI. 0 20% DIRT SHOULDER DRAINAGE ,�,, CLEANOUT TO GRADE (TYP STA 19+99. 20' LT RIM =I(18.50 TO STREET CATCH BASIN ,41 WLOCKING�U 7 df R` S Y 8 PLACES O 31' LT BETWEEN CATCH BASIN - TYPE II 54 INV 8'S) - 15.84 I Q RIM 1 27 c STA 17+63 AND STA 21+23) ( FOR DETAILS, SEE ADJUST TELEPHONE C WV 24"(YID - 15.78 W/ LOCKING GRATE RISER TO GRADE T%;:I CF it !� �; n MAI) $I RIM - 20.51 RENTON STD. PLAN B011 :• •• •••• Q .' ;( .'/ INV 8"( 16.54 "EX_ INV 24"(E & W 15.60 ) 17.2t STA 21+07. 34' LT ( ,1},r �;,. , _ <I ADJUST MANHOLE INV 8"N))= 15SO TRENCH DRAIN, FOR i -i : ;t:t' Ot' ' , INV 10"EX E) 17.6t INV 12 S 18.23 DETAILS SEE AREA INLET ; �q` t i: :f?"•-.� INV 12"EX S - 17.2t O yl LID TO GRADE FORD AILS SEE - RIM = 19.60 r,., ! ,..I......is FOR DETAILS. SEE RENTON STD. PLAN 8028 O INV 8" (NW do SE) - 16.80 �.� fl,�"- �•,"} NRENTON STD. PLAN 8027 FOR DETAILS SEE ,_......___. d •`. ~`:> 1-i al ell, :. i "" ( n t t o W M a _ s " "+ ".r: RENTON STD. PLAN BOl 1 :. :f f"T1T2;'.:, t �3 f`.<,r.j ZO J N �1 ASSURE MINIMUM -0.5X GRADE r. t! ! • pr!A ,rr,3e } Li Q WI AT TOE OF FILL SLOPE FROM ADJUST WATER .r rid >! :-.......•- U' / '^! i t !'. 1t' 9 W O STA 18+50 TO 17+35 METER TO GRADE `_' i ' t'' �'✓' r ti r.. ;7 ?ii d'A( fA `57 : f ,,. x....,., ... \ I x' , a,\IJti iA.1 - `' 0. N W) DRIVEWAY ,FO ................... H p z REMOVE WOOD EDGING O - :> DETALS SEE s £ �- p STA 17+35 TO - ' _: :.' .r� Z 1 STA 21435._31 {T... _ �� lac.:;:; itkL: o 1,+v.:. c O t:...t ,... : ".." y i ADJUST S oce" T 3 0 z -FIL FI FIL "R NW :.::......:.......„ a . -. . .... . Y g ,_. --__.................. r........ .,« h • -:. „ .............................. . V, Y�� 1 t y -+ r, ,'!A; 00 _.. �_ - - +O(S_..��Tr r ry �' 34 E tr!M- - - - C I I 22 -,y , -� �W 1S�f _._, SAWCUT.PA NT _..._..__. ,. ........... A A.A`11:.: ..... "A LINE c -' t END PROJECT ...._..._ - - '::l..... A UNE STA 22+00 _ li ....: ..:... .... .....r .... ... _...... r r� >1 ....... Z ,. _ :. . _.. O �; '.. ' _.._....._ 0 _.. f; . .. ..... i.. _..._ r z. 1..: .. 1 s -LLj .�....... ... ...... ff., �, .f U 9 [; t 1 UR8 RETURN e .r ti .Y V. I RELOCATE POWER POLE `��/ j 1 A i I s AND REMOVE LUMINAIRE TA +00, 20' :' T� O BEGIN 44 PT //2 PT 3/4 PT END 71 � (BY OTHERS) CATCH IN - E II(54") MATCH EXI LNG (' ( A N 21+ 1.03 1 4.71 1+26.31 1+ 06 21 -36. 8 �^ I 21.00 LT 23. LT 1.04 LT 42.52 LT 58.00 LT .41 SEE NOTE ?, SHEET ? R M LOC i G TE J k ! 36 LF STORM SEWER INV 24"E = 15.75 ` 'j 'r ' L 1.01 21.1 21.31 .68 •• ( : ,.. PIPE, 12" DIAM. O 0.5X FOR DETAI SE NTON X•• ;fi: REMOVE FIRE HYDRANTS AND BOLLARDS STD. P t3027f4, e` i O BEGIN 1/4 PT 1/2 PT 3/4 PT END INSTALL NEW FIRE HYDRANTS ADJUST VALVE STA 19+99, 20' RT A INE 21+00.40 21+1 .54 21+24.84 1+ 2.03 21+34.83 AT BACK OF SIDEWALK PER CATCH BASIN - TYPE I COVERS TO GRADE 1 w ( - I 21.00 RT 23. RT 31.52 RT 42.76 RT 56.00' RT RENTON STD. PLAN B 102 RIM = 20.51 ` ' {^J = I; !` I !i ? CURB RAMP W/12:1 SIDE 'I r f> I :y�( ;!-;;; L 2 .01 21.16 21.31 0.6 •• INV 12-(N) = 18.41 FLARES AT MIDPOINT OF "' c?( t ix '` CURB RETURN = FOR DETAILS, SEE j ( !'t ; i .i >J RADIUS 3S AT FACE OF CURB CURB RETURN. FOR DETAI Sr,: <:;; • GUTTER ELEV AT FACE OF CURB RENTON STD. PLAN 8012 '! ;. • 1 SEE RENTON ST. PLAN F00 + s; i / I j ! •• MATCH EXISTING 50.00, VC t✓or►0►i'Iclr� of Cy1 50T EL VC LOW POINT ELEV - 20.93 (,p C4 '101 ��,�n HIGH POINT ELEV = 21.56 LOW POINT STA - 19+99 AREA DRAIN �'��r � � H f���� P� � ''�`SIf � �, HIGH POINT STA - 18+50 PM STA = 2- 19 RiflAc! L � PV1 STA - 18+50 PROFILE GRADE CATCH BASIN MATCH EXISTING GRADE !G PV1 ELEV - 21.62 PV1 ELEV = 20.87 ( ) �(_y� ELEV 21 .72 TYPE II 54" S STA 21+53 a ++ + r, tch o N o TYPE b f ao 24 a+ N N TRENCH DRAIN r� 24 } W W ZZZ 0.50X 0°m -0.50 m �' 6X tj • 20 1.1 LFT 20 t _ i! V rn 7 LF S S PIPE, O y N N 18 to24 16 a 23 L STORM EWER 5?:ii l? t{v! I: lit'CH in 5 - ►_- 0 a PIPE, 8" DI . 0 10%D OD �;; .•; txy tp/ 0 12 W 13LFSORMSE R 12 N W v N CATCH BAST TYPE (54") PIPE, 8 DIAM. 2X \z5c CC i 0 x z TI6 L STORM EWER a > Z PIPE 24" DI 0 0. 15X LJJ < 8 O � Wrn30 U _„ _.. / e 3 = M ;M 4 4 S fh - 'N V N N V O ^ '- � OM NN Na N N p O O O O O O O O O O N N NN N N C14 NN N N N N N N N N 00 Q m W � 18+00 18+40 18+80 19+20 19+60 20+DO 20+40 20+80 21+20 21+60 22+00 22+40 22+80 T STA 10+55, 19' LT STA 1 1+00, 20' LT r MANHOLE TYPE 3 54' N E:. ,T"N.CAL. CAF.tif 7 ( ) CATCH BASIN TYPE It (54`) o r....... -........ t Q• E4!G( Ciavr'F;r..,t:. l �� _i fvt.. F+A W/ SOLID LOCKING LID W/ LOCKING GRATE RIM - 20.62 `} --•3" G'"•?iS .•BE"AN Si•t•. ::URS/Ctr'iT R (NV 24" (E&W) = 11.83 INV 24?(E&W) 14.25 50'x30' SLOPE/ <I< C0NCR I•L ''" 'B 4 NV B" 13 93 CONSTRUCTION `` t .. i 1• "1 I (S) _ INV 12" (S) - 18.54 EASEMENT V)V) J ..... % 'i rl� n j INV 2` S) 11.63 INV 8` (SE) 12.8.3 N O y ': / t ; - ,; FOR DETAILS, SEE RENTON FOR DETAILS, SEE RENTO a. a O i j 11 I�i1 tt , STDZ PLAN 8028 STD. PLAN 8027 AND _ W M .�tY!, Z.i t .'li .'� jf •f• Sir._- `:E.;:'!::? _ F' 1— _- 1 Z J i• .:;5'r'IIAwTi lti i C.} ,� .Aiifl.. .4 1• Aa ;i• ,t'ii W12 �:.............:1'.... ..i �.... '' •1:.�%h °:�Jt} N(n ,9 •!yy,, ;, -ice '• L, iF 7 .................... w e : ' ,:. .ir, w O Q .,,.,• ,. ., ,-:.`", {iiiA y' i Y i t < i SSt�^ R i,., ::: ;'0, A:+. I:r:. .„ ...a' H cu.>r; :.r t`,1: h> T„Gf { 1y .r �._.. -.� PA Ks: ; p}c1;r, T Z zOC ` " DRIVEWAY, FORt 1 , DETAILS SEEO s/� i ,, { l j t i i. .l� ` r ' ({i,ruit. OF A.SPHkL C' aS;s:4 R!AO O % i l.�< �I i i..i4"::ow \ ADJUST SIGN :,'iZ .o . i 1 ..... 'ADJUST WATERSTO GRADEv1 O '' '' \ ' 1 ` '� / r ..._........._...;' ...... i�....METER TO.GRATE r ii ;4 Z u _ aN wR{v=ii C;F ?:Af tu;llsl N sylr � f '.. 4 a' � / .. (� �. \ ILL .......... , ..... J ff h,•L>t� STEEPEN GRADE OF O O_ ....... ...... ....... ...... ....... ..... _._. ^ _.. ,.. :a-'�.... . .,� ;1,,.. ....... ...... ...... .. ,...... __. ...... ..�.. ... . �,... �.. Q BEGIN PROJECT : ' :::� •••:' ; :1 10 SANITARY SIDE ....... ..... . :... :.a _ .... :.... ..;. v~) A LINE STA 9+50 )— •'; ! _... __.._.. y.y .:.:. . -- =1rz:— S .. ....... :. S. _R. Fctltai !aft+ Ps, r:•.,t. j......... ...................... :'.::....._. _-......_................................i................ TTOM OF ,...-._................ ...IS..,�...�� ER PIP ;•,,, : ..WET VAULL...fQR..... ...._. .. DETAILS EE SHEET t.. t......_ :;;L .. ` PIPE :HRAji Cr<s. ....... I Ji...ASPHAt.'STOER SEWER *...... ... ..... �; PAYE f _- :...........::...::::..._..._...;..__....__............................ .......... ;..}'E:: ::.„. ...............--•:-.._......__......:,::::.� __..._BY 8` (OUT TO i 9+00 - - - - - ..... - =. 1 1 ►-- — — — — — — — - �"��+ S1N....16TH 1 ,TRE1.. 7 f3 OQ `CUT NEW HOLE IN r: .........: .. ....«.....t.....:....................... •v, - . l .... .......................... ..... _..., ,. .. A....,.INE..1. =' itii'. L•i';: t'C. (K• ": :: »i} s''" ..........if„ 36 LF STORMS PIPE. ADJUST MANHOLE HOLE AND REB r, i EXISTING INSIDE Z s; -. _._.... - .. _... ...._........1..........,........._.................... ._..IJD_.TII... (...._..__... --_ _.,.....INV. 24 ... .._� 1`1.4Q'.._ .> _ 1.��...p _..O..t1:5 Al]E............... .... . .............. O ! V! µ. A..t x....- ..��... A.. .......... a..,....M u l --t w . »:w,uarlu u:.....__._.. wcw-.."+"�-0ROP AS NECESSARY I- ........................................................� :._.T... .: - _--- 1................... i _. ......r. .,.. .. .... .... l .,,. -.y ....f1...":.. '!.. ..... .... e 7. ..._.............. x _ ..... .j,... ...... .._!. ....... ....... ..... ........_........_.........._ ........ ..,.e:� .....__... •..... d- .. .._.....-._ _ ....... �.......... 4............. ...-.G : .. . "� .... ........... ................. .. ........_..... ...—...-.... - _c.. .::>> .... „........._, i ............ ....... ...t... ... ....... �..� ^R !.'v r.i � ..f OO ;r ETE iV.i1 t. �. 8 .... ........ ... 1 'i �, � •• ,� ..........-_. ....... .a is l>v',G i.I:Z1 A3 ;�j( >L , { .. f.. . .:.,:•.:-:. :13 Nt:' J ~ ..... .............` T MANHOLE ...«.0 y ♦ i tai!,.! ::: i'�.ii:: .� ..`.�..._,......>w ............ US ..,!�... •ar, ADJUST Uo TO LID To GRADE I SET CENTERLINE ROADWAY (A" LINE) �. i �• 3 73 SIDEWALK GRADE DRIVEWAY, FOR (BY OTHERS SEE DETAILS SEE VRELOCATE 70 CENTERLINE RIGHT-OF-WAY. SET A" LINE ---- ) POWER POLE AND ,:....�;......._ i••rt NOTE ?. SHEET ? _ STA 10+00 AT INTERSECTION OF CENTERLINE ��` REMOVE LUMINAIRE RADE WITH SWALE STA 11+00, 20' RT RIGHT-OF-WAY OF SOUTHWEST 16TH STREET CATCH BASIN - TYPE 1 (BY OTHERS) SEE NOTE ?, SHEET ? AND OAKESDALE AVENUE SOUTHWEST TO DRAIN TO DITCH SLOPE ASPHALT RIM - 20.82 CONCRETE PAVEMENT INV. 12"(N) - 18.72 AT 1:12 TO MATCH FOR DETAILS, SEE RENTON RELOCATE POWER POLE f END OF SIDEWALK STD. PLAN 8012 (BY OTHERS) SEE NOTE ?, SHEET ? N } MANHOLE - TYPE 3 (54`) N4,iV i D T11 �. �� � . � I' 50.00' VC MANHOLE - TYPE 3 (48')� HIGH POINT ELEV - 21.93 Y TCH EXISTING GRADE HIGH POINT STA - 12+50 STA 10+50 PM STA 12+50 ELEV - 20.99 CATCH BASIN - TYPE II (54') PM ELEV - 2199n C _ u s 5.;:f:Eai U iQiy:ii..t:..... PROFILE GRADE G. 24 N N N 24 ? , +0.50% la W -0.50X Q20 �.} ST:!':li :.X� -T 311 'li.,.: X f ....KIG ct, :),. :.,.,, .t 20 Rauh CA T i{}ha Ni, ..... c:Y s:i T i N> U rn voi ~'' i7N ---------- — — Z 16 - d '� I ': I T SEWER IPE, 24 DIAM. 0.15X III vi 18 ^ = o n - F o -t I x m o rn ip [ 9{ F TORN1 $E R'PIPE ��� :YiaT{Nt> .. i„ ..tNi:` �... 'vi 11P41, 10 a- v1 0 12 ..`. + I �� I tii}'i E(I i'I I n;3 i'! }` ; r.;4 u i ti!:> VC SAN 1 'rF:•TY N w O 40 LF STOR SEWER12 ` x A IIII: Scat Rui \cc z z x 4 AM. a% 1, a Y w z_ a ST.:'1L OUTf'Af.s..- PI E, 2 I 0 .551i f:k1:il iN: `Ari!i in N ui WET VAULT b W 3 C.<i'�'€'; C ;;A''- 11 ^ rn o 0A,�1tj...TY;.1r 1': (3:1";..../ _ _ _ } h - 0fl) 3 C 4 ({ki 'TSNG (4 �ANfTA', / ii({!d{is . M J< ^ Ol a0 tp d p O O r.� ON 0 N� Nf ,.,fin N� N 4 = W (� CD C4 N N N N N N N N N N N N� N� NN NN N NN NN Nr NFI 0 0 D D Q 11J LL, 9+20 9+60 10+00 10+40 10+80 11+20 11+60 12+00 12+40 . 12+80 13+20 11/22/96 16:57 $1 206 383 4923 GEOENGINEERS INC ABAII Z 001/006 November 22, 1996 Berger/ABAM Engineers, Inc. 33301 Ninth Avenue South Federal Way, Washington 98003-6395 DRAFT Attention: Mr. Chris Walcott Report Geotechnical Engineering Services Southwest 16th Street Improvements Renton, Washington File No. 0693-046-T03 INTRODUCTION AND SCOPE This report presents the results of our geotechnical engineering services for the proposed street widening and improvements to Southwest 16th Street in Renton, Washington. The proposed project will widen and reconstruct 1150 lineal feet of roadway from Oakesdale Avenue SW to Raymond Avenue SW. The purpose of our services is to review the results of previous geotechnical studies in the area of the proposed road alignment as a basis for developing geotechnical design recommendations. Our specific scope of services includes: 1. Review subsurface information and design recommendations for the existing roadway and projects in the site vicinity, as available. 2. Provide specific recommendations for further geotechnical exploration or study if needed. 3. Provide geotechnical design recommendations for support of the road improvements, as appropriate. 4. Develop pavement recommendations in accordance with the WSDOT Design Manual using traffic information provided by you, or review existing or planned pavement sections for the expected use. 5. Prepare a written summary of our conclusions and recommendations, along with supporting data. NOV 22 '96 15 :54 1 206 383 4923 PAGE . 001 11/22/96 16:57 '&1 206 383 4923 GEOENGINEERS INC ---► ABA1t Z 002/009 Berger/ABAM Fngmeeta, Inc. November 22, 1996 Page 2 ®RAFT GEOLOGY AND SOIL CONDITIONS PREVIOUS STUDIES We reviewed the following studies to evaluate subsurface conditions along the proposed road alignment: • GeoEngineers geotechnical reports and boring logs for two adjacent sites located just south of Southwest 16th Street, dated 12/17/90 and 4/23/96. • Geologic map of the Renton Quadrangle published by the U.S. Geological Survey, 1965. • Soil Survey of the King County Area, Washington published by the U. S. Department of Agriculture, Soil Conservation, Service. GEOLOGIC AND SUBSURFACE CONDITIONS Based on our review, we conclude that the surface deposits within the vicinity of the site consist of postglacial alluvial deposits from the White and Green Rivers. These deposits typically consist of fine sands and silts, but may locally contain coarse gravel and cobbles. Due to the occasional shifting of depositional channels, individual beds of uniform grain-size are not laterally continuous over large areas, and interfingering of differing strata is common. Subsurface conditions in the vicinity of the site generally consist of interbedded very soft to soft and very loose to loose silts and silty fine sands, with occasional peat lenses and varying amounts of gravel. This upper zone of material ranges from thicknesses of 10 to 25 feet. Underlying the upper soft/Ioose material are medium dense to very dense sands and gravels with varying amounts of silt and occasional silt lenses. In addition to the alluvial deposits in the site vicinity, geologic maps indicate that portions of the current alignment of Southwest 16th Street have been filled, most likely to raise site grades for the existing road. Ground water levels in the site vicinity ranged from about 5.5 to 10 feet below the existing ground surface. These ground water levels were recorded during the months of December and March, generally considered rainy parts of the year. Ground water levels are expected to vary seasonally. Photographs of a utility cut made across the existing road during November, 1996 indicate that the existing pavement consists of 3 inches asphalt over 8 inches of Portland Cement concrete. We understand that the concrete pavement underlies the entire alignment. A 2 to 3 foot layer of black material supports the concrete. In our opinion, it is possible that the black material consists consists of smelter slag. CONCLUSIONS AND RECOMMENDATIONS GENERAL Based on our site reconnaissance and explorations, it is our opinion that the site is suitable for the proposed road widening and improvements. The site soils are susceptible to disturbance when wet. To reduce grading and construction costs, we recommend that the earthwork phase G e o E n r i n e e r s He No.0693-04&T03 NCU 22 ' 96 15 : 54 1 206 383 4923 PAGE . 002 11/22/96 16:58 01 206 383 4923 GEOENGINEERS INC +-*+ ABAN 11003/006 Berger/ARAM Engineers, Inc. November 22, 1996 DRAFT Page 3 of construction be performed during dry weather. Pertinent conclusions and recommendations regarding design and construction are presented below. SITE PREPARATION AND EARTHWORK Site Preparation We understand that the existing concrete pavement will be left in place over the entire alignment. We recommend that existing asphalt pavement and subbase be stripped as needed to achieve the design subgrade elevation. All debris, vegetation,and topsoil should also be removed and wasted from the roadway alignment areas. The stripped asphalt should be exported from the site or may be crushed for reuse. The stripped subbase soils should be stockpiled and/or evaluated for reuse as structural fill during dry weather. The subbase soils should only be reused during dry weather provided that the required compaction can be achieved. We recommend that at least the upper two feet of the remaining subbase soils be compacted to 95 percent of the maximum dry density(per ASTM D-1537) and sloped to promote drainage out of the roadway area without ponding. Compaction of the subbase soils should be performed during dry weather. Depending on the elevation of finished grades, it may be necessary to overexcavate 2 feet below the finished subgrade elevation and to replace the material with structural fill. Where new fill underlying pavement raises the ground surface more than 2 feet the fill should be allowed to settle for a minimum of 2 weeks prior to placing asphalt or concrete pavement. Any structural fill required in the pavement areas should be placed and compacted as described below. It may be desirable to use a geotextile to separate the new structural fill from the soft subgrade soils. We recommend that a gootextile reinforcement fabric such as Mirafi 50OX or an equivalent fabric approved by the engineer be used for this purpose. We recommend that a representative from our firm be present during stripping and compaction of the subbase along the roadway alignment and placement of base course. Our representative will evaluate the adequacy of the subgrade soils and identify any areas needing further work, perform in-place moisture-density tests to determine if the work is being done in compliance with the compaction specifications and the intent of our recommendations, and advise on any modifications to procedure which might be appropriate for the prevailing conditions. Structural Fill All fill under pavement areas should be placed as compacted structural fill after the exposed soils have been prepared as described above. All structural fill material should be free of debris, organic contaminants and rock fragments larger than 6 inches. The suitability of material for use as structural fill will depend on the gradation and moisture content of the soil. As the amount of fines (material passing No. 200 sieve) increases, soil becomes increasingly more sensitive to G e o E n & i a e e r s Fik No.0693-04&TO3 NOU 22 '96 15 : 55 1 206 383 4923 PAGE . 003 11/22/96 16:58 $1 206 383 4923 GEOENGINEERS INC +++ ABA11 40004/006 Berger/ABAM Engineers, Inc. November M, 1996 DRAFT Page 4 small changes in moisture content and adequate compaction becomes more difficult to achieve. We recommend that structural fill contain no more than about 5 percent fines for placement in wet weather. The percent fines can be higher for placement in dry weather, providing that the fill material is amisture-conditioned as necessary for proper compaction. Structural fill should be placed in lifts determined in the field by a representative from GeoEngineers at the time of fill placement. Lift thickness is dependent upon the type of compaction equipment used and the gradation of soil being used as fill. In pavement areas within 2 feet of the finished subgrade surface, fill should be compacted to at least 95 percent of the maximum dry density(MAD) determined in accordance with ASTM D-1557. Below a depth of 2 feet in pavement areas, fill should be compacted to at least 90 percent of the MDD. Structural fill placed as described above should provide a uniform, firm and unyielding surface. Drainage The high fines content of the existing subgrade soils increases their susceptibility to frost. During periods of wet weather, ground water levels may be close to the surface in areas of topographic lows. Drainage of the base course,subbase and subgrade is a significant factor in the performance of the pavement. Saturated material has a much lower strength and can fail prematurely when subjected to loads. Potholes and alligator cracking are often the result of saturation. Because of the impermeable nature of the subgrade soils, it may be difficult to maintain a drained condition during extended periods of heavy rain. To extend the design life of the paved areas, we recommend that the support soils be drained as quickly as possible. The best option to limit the length of time that the subgrade remains saturated is to place 2 feet of free-draining granular soil containing less than 5 percent fines to form the pavement subgrade. PAVEMENT We have reviewed the pavement sections as shown on Sheet A8 of 8 of the Street and Storm Drainage details December 2, 1987. As shown on the plans, the pavement section range from 4 to 6 inches Class B asphaltic concrete, 4 and 8 inches of compacted base coarse, and 9 to 15 inches of compacted granular subbase. Based on our review, it is our opinion that the pavement sections shown are adequate for both light vehicle and truck or bus traffic. The crushed base course should comply with Washington Department of Transportation Standard Specifications for Road, Bridge and Municipal Construction, 1984, Section 9-03.9(3) "Base Course.' The asphalt concrete materials and procedures should comply with specifications in that document for Class B Asphaltic Concrete Pavement. The subbase and base coarse should be compacted to ar least 95 percent of the MDD. G e o E n j i o e e r s Fik No.0693.046-703 NOV 22 ' 96 15 : 56 1 206 383 4923 PAGE . 004 11/22/96 16:39 '01 206 383 4923 GEOENGINEERS INC -+4-o ABAK BOOS/006 Berger/ABAM Engineers, Inc. November=, 1"6 page s DRAFT LIMITATIONS We have prepared this report for use by Berger/ABAM Engineers Inc. and their agents for use in design of a portion of this project. The report should be provided to prospective contractors for their bidding or estimating purposes, but our report, conclusions and interpreta- tions should not be construed as a warranty of the subsurface conditions. If there are any changes in the loads, grades, locations, configurations or types of facilities to be constructed for the proposed additions, the conclusions and recommendations presented in this report might not be fully applicable. If such changes are made, we should be given the opportunity to review our conclusions and recommendations and to provide written modification or verification of these recommendations. When the design is finalized, we recommend that we be given the opportunity to review those portions of the specifications and drawings which relate to gcotechnical considerations to see that our recommendations have been interpreted and implemented as intended. There are possible variations in subsurface conditions. Some contingency for unanticipated conditions should be included in the project budget and schedule. We recommend that sufficient monitoring, testing and consultation be provided by our firm during construction to confirm that the conditions encountered are consistent with those indicated by the explorations, to provide recommendations for design changes should the conditions revealed during the work differ from those anticipated, and to evaluate whether or not earthwork and foundation installation activities comply with the contract plans and specifications. Within the limitations of scope, schedule and budget, our services have been executed in accordance with generally accepted practices in this area at the time the report was prepared. No other conditions, express or implied, should be understood. � O ► C e o E n s i n e e r it File No.0693-046-T03 NOU 22 ' 96 15 : 56 1 206 383 4923 PAGE . 005 11/22/96 16:59 121 206 383 4923 GEOENGINEERS INC ABAM Q 006/006 Berger/ABAM Engineers, I=- November =I 19% Page 6 DRAFT The conclusions and recommendations in this report should be applied in their entirety. We are available to review the final design and specifications to see that our recommendations are properly interpreted. If there are any questions concerning this report or if we can provide additional services, please call. Yours very truly, Geofingineers, Inc. Jim Lee Staff Geotechnical Engineer James Brigham Senior Engineer n.M:vc Document M: 0693046R.R Three copies submitted G e o E n j i n e e r s Fula No.0693-046-T03 NOV 22 '96 15 : 56 1 206 383 4923 PAGc . 006 EXISTING GROUND — SLOPES AWAY FROM ROADWAY STA. 10+75 TO STA. 17+35 SLOPES TOWARD ROADWAY STA 17+35 R W TO STA, 21+35 ROADWAY & ROW cn I DITCH STA 17+35 TO STA 20+50 � O ' 30' 30' 20' P* owVARIES 21 — --2IT.-_-- 6 . 5' O 15' 12 15 ' N � LANE I 0 O TWO WAY LEFT LANE * 2 0% TURN LANE 2 . 0% 2.0% VARIES to __.... _._.._ __ O 0 (D `< m O O 3 CD o- 0 O 0 cD II 'f II 't CEMENT CONCRETE BARRIER 0 ( cfl CURB AND GUTTER (TYP) D EGEND CCD O 0 . 67' ASPHALT CONCRETE PAVEMENT CLASS B * = 3 — STA 10+75 TO STA 13+00 NCDO O VARIES 0. 00' TO 1 . 00' CRUSHED SURFACING TOP COURSE & STA 17+35 TO STA 21+35 2 — STA 13+00 TO STA 17+35 I O 0 . 67' EXISTING CONCRETE PAVEMENT O0. 50' CRUSHED SURFACING TOP COURSE O2 . 00' GRAVEL BORROW O0 . 33 ' CEMENT CONCRETE SIDEWALK O0 . 50' CRUSHED SURFACING TOP COURSE OGRASS ON 0 . 25 ' TOP SOIL A is .�^ • BERGER/ABAM ENGINEERS INC. A A PLANNING Federal BERGERIAB"Ninth Avenue South ENGINEERING F Federal Way. WA 98003.6395 ENVIRONMENTAL 206/431.2300 • FAX 206/431.2250 E N G I N E E R S I N C. PROGRAM MANAGEMENT MEETING NOTES SOUTHWEST 16TH STREET Date: 12 November 1996 Subject: Progress Meeting No. 1 From: Gary Phillips, BERGER/ABAM/,P To: Joe Armstrong, City of Renton l:� Attendees: Lin Wilson City of Renton Joe Armstrong City of Renton Mark Wetherbee City of Renton Ron Straka City of Renton Dave Christensen City of Renton Gary Phillips BERGER/ABAM Chris Walcott BERGER/ABAM BASE MAPS Gary explained that there is only limited information on the buried telephone conduit(known as the"FAA Line")because the locating service wouldn't locate it for security reasons. Sidewalk will be installed from Oakesdale to Raymond on the south side of the road. On the north side, the City will see if there are restrictive covenants requiring property owners to participate in the construction of sidewalks. Until BERGER/ABAM hears otherwise from the City, only curb and gutter will be designed for the north side. The power lines on the south side interfere with the possible installation of luminaires on the south side. BERGER/ABAM will contact Puget Power to see what might be done about relocating the poles or burying the lines. It was also suggested to use alternate side lighting with the south side lighting mounted on the power poles. The City will provide BERGER/ABAM with illumination as-builts for Southwest 16th Street west of Oakesdale and an example of an Illumination Design Report. The City expects BERGER/ABAM's analysis to recommend the preferred lighting design. The City approved BERGER/ABAM's proposal for the 3-by 7-foot luminaire foundation pad to notch into the sidewalk 6 inches. BERGER/ABAM will ask CTS to look into the proper names for the two street rights-of-way shown on the base maps on the north side between Oakesdale and Raymond. CTS will also be asked to add to the base map the sanitary sewer manhole about 400 feet west of Raymond. r MEETING NOTES 12 November 1996 Page 2 GEOTECHNICAL BERGER/ABAM will have GeoEngineers submit their soils memorandum based on leaving the existing concrete pavement in place. The City will research any information it may have as to the condition of the existing concrete pavement. If possible a"coal"sample will be taken when GeoEngineers is contracted to perform borings for the sewer reconstruction project. SEWER RECONSTRUCTION The City will do the sewer design work in house. Their plans will be included as stand-alone plans with BERGER/ABAM's roadway plans. They will also provide specifications for inclusion in the project specifications. BERGER/ABAM will provide the City with computer files of the survey and existing cross sections at 25 feet. DRAINAGE ANALYSIS BERGER/ABAM will design a system with water quality instead of detention in accordance with King County's Special Requirement No. 5. A wet vault will be designed to handle the fully developed flow from Oakesdale to Lind. The City will determine if they still own the Thomas Avenue right-of-way. OPEN DISCUSSION The City provided BERGER/ABAM with a plan of the proposed extension of Oakesdale to the south of Southwest 16th Street The Technical Information Report for the drainage analysis/design is due in approximately two weeks. The Design Report is scheduled for submittal to the City in approximately three weeks. NEXT MEETING The next meeting will take place in the fifth floor conference room on Tuesday, 10 December 1996 at 10 a.m. GLP:nm 13 November 1996 City of Renton SW 16th St. Preliminary Design Meeting 12 November 1996 Agenda 1. Base Maps A. Limits of Existing Telephone Conduit B. Limits of Proposed Sidewalks C. Location of Street Lighting(Relocation of Power Lines) 2. Geotechnical A. Test Pit for"Coal" Sample B. Existing Concrete Pavement (Remove or Leave As Is) 3. Sewer Reconstruction 4. Drainage Analysis A. Existing Drainage Patterns B. Future Development (Raymond to Lind) C. BERGER/ABAM Preliminary Analysis i. Existing Water Quality vs. Proposed Water Quality ii. Existing Flows vs. Proposed Flows D. 29 December 1994 Memo from Ron Straka i. Water Quality Requirements ii. Detention Requirements iii. King County SWM Manual vs. "City Code" 5. Open Discussion 6. Next Meeting City of Renton SW 16th St. Preliminary Design Meeting 12 November 1996 Agenda 1. Base Maps A. Limits of Existing Telephone Conduit B. Limits of Proposed Sidewalks C. Location of Street Lighting(Relocation of Power Lines) -�kJL "� U",ko. 2. Geotechnical A. Test Pit for"Coal' Sample B. Existing Concrete Pavement (Remove or Leave As Is) 3. Sewer Reconstruction 4. Drainage Analysis A. Existing Drainage Patterns B. Future Development (Raymond to Lind) C. BERGER/ABAM Preliminary Analysis i. Existing Water Quality vs. Proposed Water Quality ii. Existing Flows vs. Proposed Flows D. 29 December 1994 Memo from Ron Straka i. Water Quality Requirements ii. Detention Requirements Cp,- '�- iii. King County SWM Manual vs. "City Code' 5. Open Discussion 6. Next Meeting Y �� PLAi'ONG/BUILDING/PUBLIC WORKS DOARTNIENT TRANSPORTATION SYSTEMS DIVISION 4995 op To: Date: IIe{�a eat./Division: Project Proposal For: S ST OA kCS D 4(-0 -ro /ZA Y/kA At Q MANAGEMENT ACCEPTANCE AND COMMITMENT We concur with the project scope and schedule as outlined in the attached project proposal. ❑ We are assigning as our representative on the design team. We concur with the project scope and schedule as outlined in the attached project proposal. We will not be assigning a representative to participate on the design team but reserve our right to participate in the standard review processes. We have the following item(s) of concern or interest in relationship to this project and would like to bring them to your attention: fl /�.Z.IiR/bE .,Z�,1b,z.T' /s �2�o��•^c� ,Z'o�2 Th c ,,r�.�r»c�f— .93 9A><-� oG T�fE e. / Z / r /nJ 7J 1JAIr /./"V p 'Gmkwr �s s�-SSPP / /tt 4 ee o?4 St LtJ t Grh �'✓G 46 � 6114J Qom"f 75/ (If you need more comment space please use other site) hP�,�lie en� (Date) Please review attached "Project Proposal" and return this sheet to: SQe- L, -a— 2-�7 - (- 21 By: ( z - - (Project Manager) (Phone) jb H:\TRANS\FORMS\Proj_P—dw PROJECT PROPOSAL REVIEW FORM SOUTHWEST 16h STREET OAKESDALE AVENUE S.W. TO R,mmOND AVENUE S.W. PROJECT PROPOSAL DRAFT DEPARTiNMvT OF PLANNING/ BUILDING/ PUBLIC WORKS Gregg Zimmerman, P.E., Administrator Prepared By: TRANSPORTATION SYSTEMS DIVISION Mel Wilson, P.E., Director Harold Adams, Design Supervisor Jae Lee, Project Manager November 1995 SOUTHWEST 1011 STREET Table of Contents PROJECT INTRODUCTION .............................................................................I A. Objective........................................................................................1 B. Justification.....................................................................................1 C. Location.........................................................................................1 D. Existing Conditions...........................................................................I PROJECT SCOPE OF WORK............................................................................I A. Description.....................................................................................I B. Drainage Needs................................................................................I C. Right-of-Way Needs..........................................................................2 D. Environmental Document Needs...........................................................2 E. Permit Needs...................................................................................2 F. Value Engineering Needs....................................................................2 G. Funding Needs.................................................................................2 H. Funding Sources...............................................................................2 I. Schedule ........................................................................................2 PARTICIPATION / INVOLVEMENT..................................................................3 A. Project Manager...............................................................................3 B. Design Responsibility ........................................................................3 C. Design Reviews ...............................................................................3 D. Community Involvement.....................................................................3 E. Design Team...................................................................................3 F. Management Acceptance and Commitment ..............................................3 APPENDIX ...................................................................................................4 ii r SOUTHWEST 1011 STREET PROJECT INTRODUCTION A. OIIJFCTIVF, The project objective is to reconstruct S.W. 16h Street between Oakesdale Avenue Southwest and Raymond Avenue S.W. B. JUSTIFICATION Southwest 161—h Street from Oakesdale Avenue Southwest to Lind Avenue Southwest was paved in 1988 for detour use during the construction of the Lind Avenue Southwest project. Since then the Southwest 16—th Street roadways on both sides of this project have been reconstructed by developers to permanent roadway standard with curbs, gutters, sidewalks, street lighting and formal drainage. This project section still has the original detour paving, which is now in very poor condition. C. LOCATION This project is located in the southwest portion of the City of Renton and serves as a main east-west arterial connection between Oakesdale Avenue Southwest and Lind Avenue Southwest, which are both major north-south arterials. See the Vicinity Map in the Appendix. D. EKISTING CONDITIONS Southwest 16th Street is a minor arterial and has a 3-lane 33-foot wide asphalt roadway within a 60- foot right-of-way. The project section has no shoulders, curbs, gutters, sidewalks or street lighting. Drainage is handled by ditches. The 1994 average daily traffic (ADT) was 6,900. See the Existing Typical Sections for S.W. 1� Street in the Appendix. PROJECT SCOPE OF WORK A. DESCRIPTION This project will reconstruct 1,150-lineal feet of 42-foot wide roadway with curb and gutter on both sides and a sidewalk on the south side. The roadway will provide 3 traffic lanes, a 12-foot center turn lane and two 15-foot wide curb lanes to accommodate a Class III Bike Route. The proposed roadway structure will match that to the east, which is: 6-inches of asphalt concrete pavement over 4-inches of crushed surface top course over variable depth of roadway borrow sub base. The roadway drainage will be formally collected by catch basins and piping. New street lighting will be added. See the Proposed Typical Section in the Appendix. B. DRAINAGE NEEDS A project drainage report will be prepared during design to determine the drainage needs. See the S.W. 16'h Street TIP Storm Drainage Requirements memo in the Appendix. t 1 C. RiGiiT-OF-WAY NF.F,DS No additional right-of-way will be needed, however, there will be it need for slope and construction easements. D. ENVIRONMENTAL DOCUMENT NEEDS This is a reconstruction project and therefore will not have any negative impacts to mitigate. An abbreviated Environmental Checklist will be prepared by the City Project Manager. E. PERMIT NEEDS This project is within 200-feet of the P-1 Channel and therefore will require a Shoreline Permit. F. VALUE ENGINEERING NEEDS This project is less than $1 million and therefore Value Engineering is not proposed. G. FUNDING NEEDS The following is a breakdown of the estimated funding needs: Preconstruction Engineering/Administration = $ 75,000 Contract Fee Estimate = $440,000 Construction Engineering/Administration = 35,000 Total Estimated Cost = $550,000 H. FUNDING SOURCES The project funding will come from the following sources: Business License Fee = $ 74,250 ISTEA - STP Funds = $475,750 1. SCHEDULE At this time the project schedule is: Project Initiation Fourth Quarter 1995 through First Quarter 1996 Project Design Second Quarter 1996 through First Quarter 1997 Project Construction Second Quarter 1997 through Fourth Quarter 1997 2 PARTICIPATION / INVOLVEMENT A. PROJECT MANAGER The City of Renton Project Manager will be Jae Lee from the Transportation Systems Division of the Planning / Building / Public Works Department. B. DESIGN RESPONSIBILITY A consulting engineering firm will be selected, from the City's Annual List, to prepare base maps, contract plans, specifications, engineer's estimate and assist during construction. C. DESIGN REVIEWS There will be the normal in-house, outside agency and outside utility company reviews at the 30% layout stage and the 95% contract plan stage. D. COMMUNITY INVOLVEMENT The community involvement will be informal and involve only the abutting property owners. E. DESIGN TEAM The Design Team will not formally meet but will be involved during the 30% and 95% design reviews. The following members have been assigned: (Note: names will be added after Project Proposal review.) F. MANAGEMENT ACCEPTANCE AND COMMITMENT See the Project Proposal Review forms in the Appendix. 3 APPENDIX / / / 41 rr s i CA s //jam Y t—Jt_It_JL_/ ` � / q / / 1 � IW1!Y S � 1➢F Ay 'n q 71A 11S D I(S7 Yu llY rjQ'I .} Z --__-------- °1 � �\1 TAdAr N Otiygrl s "r �wr manl � • AKY9?I 5n t '" y �iT �CE) � AY r� / oo�oH##umHm z� 5 ❑OCO A,AY o� � ➢OAS AV S➢ �uO.Lf S. � ym r AV ��' �u ;Y a r� . 4 r naa�aao�000000a o 0 aR n , l� AV f �� SMo `< V S➢KMYAV.➢ Q� �➢Yrrlf Ar %��aa a�� D/ x 4 AVNIN➢r °a Y p wur O m ArrrAs a ��d Qt U� un Arn pa AV l 'md ��®O❑(lgq oa� D w,a sI s $1,� ��'� s Av snr l l l —{ SI4IRAY AY l 94IRC➢ , p Ay p 1tt 1 1 1 � m ➢was Awl ■n- r➢M Av f a N p�OtN 1 1 1 a 'z—t cn 0 ��(/�`��Jry �o� a� � wRuy r �O�® ors �•� � 3�— gp l 1 l \/ 3 E f�+ _ m �p Tn Sras a�yr[P ® Q0�40 -- \\\ F.V (( � AV �Q®®POIr ➢r rM I \ O IroF AV it x s � � (MAX AV� ®n A�1 r [� ri+x Ar�\.\` c� w Zoe Wiz- R.r4t-�� -o� -wA`f VATa. vim. i I VA,-. 7 ' s` ► t , 'L ► r, h - WES i K s►. rarz 4 ta a 3 'c (oo' r=?C• 2,r 4 s�-T-o._- w 1'.`f 13.S` 3 3' tZoAAw,4y r � r i 6 f4 t-� i o (Pf;Y M o ti►D r I ��-S i D F t2z�'f Yv�orb T N S - Ex. �� ) 6T. = swr- _-��,�5 soak w►4.�, -_��� moo` L'X. �2.tc.►+-i- o r-w�aY Q/ 5 C NNW Ix s si PROPOSED TfP(CAL SECT101\,1 SOUTHWEST OAV_ Sf)ALF l j���fWlontD CITY OF RENTON MEMORANDUM DATE: December 29, 1994 TO: Lee Haro FROM: Ron StrakaX SUBJECT: SW 16TH SKEET TIP STORM DRAINAGE REQUIREMENTS I have reviewed the preliminary conceptual plan for improving SW 16th Street between Oakesdale and Raymond Avenue. Based upon the information provided in your memo, the project proposes to remove existing pavement (3-11 foot lanes) and regrade and repave a new street with three 1 1-foot lanes, provide 5-foot bike paths on each side of the street, and 6-foot sidewalks on each side of the street. The following are the surface water drainage standards that apply to the project based upon our current City code. • Water Quality Requirements: Not Required Based upon the information provided, the project is not increasing impervious surface subject to vehicular use above the existing street, therefore biofiitration and other water quality requirements do not apply. The project is only adding bike paths and sidewalks, which are not subject to motor vehicular use. However, in the future, if the Transportation Division decides to use the bike lanes for motor vehicular use (eliminate bike paths and add a lane of traffic), the bike lanes will not be viewed as existing impervious surface subject to vehicular use and water quality requirements will apply. The addition of new impervious surface subject to vehicular use should be verified as part of the project design in the project drainage report. If 5,000 square feet or more of new impervious surface (above existing), subject to vehicular use is added, then biofiltration is required. • Detention Requirements: Not Required Based upon the limited information and a preliminary hydrologic analysis of the project site, the project is exempt from having to provide detention due to a negligible increase in the peak rate of runoff. The post-developed (with project) 100-yr, 24-hour runoff from the project site does not exceed the existing site conditions 100-yr, 24-hour runoff by 0.5 cfs (cubic feet per second). Therefore, detention is not required. The detention requirement determination should be made based upon final engineering plans that show to scale the extent of the proposed improvements as part of the project drainage report. lee Haro SW 16th Street TIP Storm D age Requirements Page 2 6 • Conveyance System: Required The street improvements will eliminate existing ditches and drainage courses, which will require the installation of a storm system that serves the tributary area that currently discharges to Springbrook Creek via the SW 16th Street system. The Surface Water Utility's primary concern is that the storm system is accurately sized and constructed to ensure that upstream flooding does not occur. A 24-inch storm pipe was constructed as part of the SW 16th Street Bridge on the east side of the bridge at a slope of 0.44% for the purpose of connecting a future SW 1 6th Street storm system to it. Based upon a preliminary hydrologic analysis of the SW 16th Street drainage basin, the following is a description of a drainage system that should be installed with the SW 16th Street improvements. However, a more detailed engineering analysis should be performed as part of the project design. As you requested, the information is provided as you requested for cost estimating purposes as needed for the project grant application. • Existing 24-inch (Oakesdale) storm system to Pacific Avenue SW: Install approximately 350 I.f. of 24-inch storm pipe at an approximate slope of 0.35%; • Pacific Avenue to Thomas Avenue SW: Install approximately 450 I.f. of 24-inch storm pipe at an approximate slope of 0.25% • Thomas Avenue SW to Raymond Avenue SW: Install approximately 450 I.f. of 18-inch storm pipe at an approximate slope of 0.55%. • Storm system laterals will be needed to drain the south side of the street. It is estimated the approximately 400 I.f. of 12-inch storm pipe laterals will be required with approximately 10 Type 1 catch basins and 7 Type 2 catch basins. These quantities could be refined as part of the project design, but for cost estimating purposes, they should be adequate. These review comments pertain only to the stormwater design requirements associated with the project. Other City requirements that may also apply to the project include shoreline regulations and wetland management ordinance. The Transportation Division should determine which City, State and Federal regulations apply to the project as part of the project design and environmental review process (SEPA). As a final observation, this project gives the appearance of splitting a larger project in half in order to avoid having to mitigate for impacts associated with the complete project. This approach would result in accumulative impacts that are unmitigated. The 1995-2000 Transportation Improvement Program shows SW 16th Street being improved from Oakesdale to Lind Avenue. If the stormwater requirements for the complete project (Oakesdale to Lind) were reviewed, the project might not be exempt. However, by splitting the project in half (Oakesdale to Raymond and Raymond to Lind), the Transportation Division may be avoiding the stormwater requirements of having to Lee Haro -SW 16th Street TIP Storr rainage Requirements Page 3 provide detention and possibly water quality controls. I understand that the extent of improvements is dependent upon funding; however, this does not eliminate the SEPA requirements of mitigating complete project impacts. Please note that State agencies (Fish & Wildlife and Ecology), Federal Agencies (Army Corps of Engineers) and/or special interest groups (Muckleshoot Tribe, private citizen) may have permit authority or the ability to place more stringent conditions on the project as part of the environmental review process. If you have any questions regarding these review comments, please contact me at X-5548. 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MN Jill! ti►x E I .I 1 x i i X - I o 1 � r, x it a, i E Ql { II x Qk l �I I F'� ZI.B5-4 nn .:. ..:. -3 5-7 2LB5-1 21,85-2 LLL - LLD` ............... = r 2LD' = a Z5 cu C : '. --------- L 5_ J 2 C B6;--6 ' -6 2LB6-7 21,C5-IS LC5-17 -----•- -- 52LB6 2LC5-19 21,C5-14 1,B6-9 ---------------- p=21-DS - i = CIO 2LC6-3: 2LD6- �21.B6-4 -------------------- 2LC6 / 200 ¢ O I teU ' ,BeC ` - .■ Sc A RA ROAD Tu I ��' off° e� '"oF � � ■ Ur Wo AkF Wo "•�' Ur til• Y •� InC py Ngl BeC GO urse Wo ';q Ur I F� F, -BM ° I I - W, . 30 �61 Sew ge ORTNE a tM$ Disp sal w W �7��.' lam" ', _o__,_ _ - • Substa a 2 I Ng Ur Ur •' no 'AgC r I :� '1 ,�.' '•„ .� "� AgD 20 'F :Longacreq i IL Pu •••i• \ Pu •■ 'i Rye€ Py I i• ;BeC 405, ►• Ur. Ur BeD •l O �• o i AgD Track �'� I Ur •�.J�• •.ii � I --- a 1 ii•' 29 " �� 210 —�-- ----- .i 2.1'30" Ur 'ti r i Ur Ng I ❑ Rpy i A€ J •I (? J C2 • D y ,• • I {Y W � I Pu Wo ( Em u 29 C7 16, 203 AgC I! Ur Py o n Sk wo U, = ■i i I • r -MC I ur Tu 1 4 i \ 1 InC AgB \� So AgZD M Am8 �— — -- — ----- ---•- MI 17i-T -- +—� I py Pu - u •i%y• Wo Wo M 194! i� •' I illi � •' UrNk I ice• y c ? ::: 0. :N PY I 1 vt •• •Am8 Ij Ur Ng v B I _ - -__- ° 32 3 M 35 Wo 1 BM " II. a I '�C. 1 ' � :�ii. M. 1.. Ag•••• ILA • •,r•• Nk I � I � I � � ..•5• O I Ur Ng I •Br Re •�`!\ Wafer. ..• PY Wo C �' Tank. AgC I Ur Os I u I o So So I ••`u 1,: AgC I •n am doom A— f _[ t g 4 •• U • 1•.. t i U 1 •O � ,P I • PpQ - fu i Pu aO I AmC .i t No Pk Ur r F AgC Agt3 Drive 8 {! ter .Jf f .j Ng Pc � ' •��ts LN L,._.0 Wo e CAr sir AREA WEIGHTED RUNOFF COEFFICIENT SW 16th Street-Oakesdale Avenue to Lind Avenue TOTAL BASINS A TO G .............. .... ......Siiil.. ..... . ....... ...: .:.:.:.:.:.:.:.:.:%......: "' ' '* ... ......... ... ..... ... ...... ....... ................. ......... ...... ............. ....................... ............ ........ .................................:......I.................. ............................ .................... X. * - ' ::.:.:........ X.X.X.X. ... ...... UP XXX X .. . ...... ..... ........................... .. .. ........ Ur D 98 Pavements,Roofs 5.33 86% 83.8 Ur D 90 Landscape,Grass 0.90 14% 13.0 .................. ................ ........ .......................... BASIN A ................. ............4.. .... ....... ........................!w.... ............I ......... ...................... .................... ..... ............................................................................ ................ .... ..................-................. .................... Ira: bO.P.:-- . ... .............. ..... ................. ........ Ur D 98 Pavements,Roofs 0.34 88% 86.2 Ur D 90 Landscape,Grass 0.05 12% 10.8 ......... . .. . , ! :X.:.x.:.:.x.x:q ......................... : . .�i i i i:��!. .17,X.---. .............X.I'm: 7,W.TYX 1,31.: %--------.-.-.---------------------.---.--------- ...... q. ...... ................. ............................. ....... . ........... . ..................I.............. Assumes 88%average imperviousness. BASIN B X. .......... ..... ......................... .. ...... . . .... .. ...... ....... ..... Wei x ": hX . .... ................................... ....... ....%...... - .:...... : ....................Mr ..Alt ..................... p..... W. . ...... ........................ Ur D 98 IPavements,Roofs 0.35 88% 1 86.2 Ur D 90 Landscape,Grass 0.05 12% 10.8 X.............. 'I �I .. .......... .. .......... .... ......................... Assumes 88% ............ average imperviousness. BASIN C .... . .. . . ............ ............. ........................ ................. ........................................................... ................................................ . . ton:.......... ... ........... .......... jo: ........ w1mbow Ur D 98 Pavements,Roofs 0.33 1 88% 1 86.2 Ur D 90 Landscape,Grass 1 0.04 12% 10.8 ;ws .......... ....................... ...... ........ ........ ........................... Assumes 88%average imperviousness. BASIN D ... ........ .. .MiO.k.c ............ ................... ...................................-1....................... .AM ............... .... ... ............ ....... .....Ur D 98 Pavements,Roofs 1.17 85% 83.3 Ur D 90 Landscape,Grass 0.21 15% 13.5 ....................................... .......................................... .......... .............. ............ ................ .......... ............................. Assumes 85%average imperviousness. BASIN E ................. X w .. ......... ...................... ..................................... ............... ........... .. . .. . ...... .................. ....... ctuveUr D 98 jPavements,Roofs 0.87 85% 83.3 Ur D 90 Landscape,Grass 0.15 15% 13.5 ............................. .... .... Assumes 85%average imperviousness. BASIN F .... . . ...Atbtghti6. ....... ..ydmoift�� ......... .. . ...... .......wiv. .......... Ur D 98 IPavements,Roofs 1.20 85% 83.3 Ur D 90 Landscape,Grass 021 15% 13.5 ....................... ................................. 0%.::;; SIM............ .0.-A ..... ............ ............ ...... ......................................... ............ Assumes 85%average imperviousness. BASIN G %X:A *W... .......... . ..................................... :::�:::: X. X .... .......... Wet . . .. . ................................ ............ .........................-...... .... .....w ..........................% .* W D&CA.pp.... ... .... cal:': ftmh Ur D 98 Pavements,Roofs 1.07 85% 83.3 Ur D 90 Landscape,Grass 0.19 15% 13.5 ................... ................. .... X. . ................................................................ .......................... ................. ... .................................................. ................. ...... ...... .. ........... .................9 ............ ...... ............... Assumes 85%average imperviousness. Notes: 1. Soil groups determined from USDA SCS Soil Survey,King County Area,Washington, 1973. 2. Hydrologic groups determined from KCSWDIVI Figure 3.5.2.A. 3. Curve numbers determined from KCSWDIVI Table 3.5.213. U:1997:97-009:SW 1/31/97 Spoil /cam Yo IRAG AAe,. aVTfuntr. Uitled) � �i1 2 `1- /_ Z-1 /, L S�oM�. Z_ O Q EA(ACRES) PERVIOUS IMPERVIOUS TC (MINUTES) A CN A CN 6 . 2 . 9 90 . 0 5 . 3 98 . 0 24 . 9 AK-Q (CFS) T-PEAK (HRS) VOL (CU-FT) 2 . 11 7 . 83 37710 S . TYPE-lA RAINFALL DISTRIBUTION R: FREQ (YEAR) , DURATION (HOUR) , PRECIP (INCHES) 4 , 2 . 9 -------------------------- ---------------------------------------- **************** S . C. S . TYPE-lA DISTRIBUTION ******************** ***** 10-YEAR 24-HOUR STORM **** 2 . 90" TOTAL PRECIP. ********* ------------------------------ ------- ----------------------------- R: A(PERV) , CN (PERV) , A(IMPERV) , CN (IMPERV) , TC FOR BASIN NO. 1 90, 5 . 33 , 98, 24 . 9 PRINT-OUT: EA(ACRES) PERVIOUS IMPERVIOUS TC (MINUTES) A CN A CN 6 . 2 . 9 90 . 0 5 . 3 98 . 0 24 . 9 AK-Q (CFS) T-PEAK (HRS) VOL (CU-FT) 3 . 20 7 . 83 57531 S . TYPE-lA RAINFALL DISTRIBUTION R: FREQ (YEAR) , DURATION(HOUR) , PRECIP (INCHES) 4 , 3 . 4 ------------------------------------------ ------------------------ **************** S . C. S . TYPE-lA DISTRIBUTION ******************** ***** 25-YEAR 24-HOUR STORM **** 3 .40" TOTAL PRECIP . ********* ------------------------------------- -------- --------------------- R: A(PERV) , CN (PERV) , A(IMPERV) , CN (IMPERV) , TC FOR BASIN NO. 1 , 90, 5 . 33 , 98 , 24 . 9 PRINT-OUT: Page 1 (Untitled) C-o�'Ti,✓v✓� EA (ACRES) PERVIOUS IMPERVIOUS TC (MINUTES) A CN A CN 6 . 2 . 9 90 . 0 5 . 3 98 . 0 24 . 9 AK-Q (CFS) T-PEAK (HRS) VOL (CU-FT) 3 . 81 7 . 83 68628 S . TYPE-lA RAINFALL DISTRIBUTION R: FREQ (YEAR) , DURATION (HOUR) , PRECIP (INCHES) 24 , 3 . 9 ------ - - ---- - -------------- ---------- - ------- - - - - - -- - - --------- -- - **************** S . C. S . TYPE-lA DISTRIBUTION ******************** ***** 100-YEAR 24-HOUR STORM **** 3 . 90" TOTAL PRECIP. ********* ------ - - ----- - ------ ------- - - - --- ---- - ---------- - - - - - - ------ - - - --- R: A(PERV) , CN (PERV) , A(IMPERV) , CN (IMPERV) , TC FOR BASIN NO . 1 0 , 5 . 33 , 98 , 24 . 9 PRINT-OUT : EA(ACRES) PERVIOUS IMPERVIOUS TC (MINUTES) A CN A CN 6 . 2 . 9 90 . 0 5 . 3 98 . 0 24 . 9 AK-Q (CFS) T-PEAK (HRS) VOL (CU-FT) 4 . 42 7 . 83 79759 Page 2 0*1,0"f backwater ���� A SFu� %4,c,tAr Ar*Ae LJ1S WEie co,-c at xwt W�ur(/�« .PMPWAOAOa.AeeAA. AQPA&AW-jVAWft Pipe Barrel Pipe Barrel "R" Fric- Fric- Enter Depth I Enter Enter Exit Outlt Inlet jAppr I Bend Bend JuMW Segment Pipe Barrel Barrel Vel. Grit TW Pari- Full tion tion EGL EGL to ILoss Head Head Contr Contr Vel Loss Head "Q3" Loss Head I Elev Elev. Grate Q Q Length Pipe "n" DS US Slope Area Vel. Head depth EI v meter Flow Loss Loss Elev crown "Ke" Loss Loss Elev Elev Head "Kb" Loss "Kj" Loss to WS From To ratio (cfs) (If) Size Elev. Elev. N(sf) (fps) (ft) (4) ( xl) (ft) (ft) (ftift) (ft) (ft) 00 (ft) (ft) (ftx2) (ft) (ft) (cfs) (ft) (ft) (ft) (ft) Exoutfall 1 4.42 35 24 0.013 11.45 11.50 0.14% 3.1 1.4 0.0112.6 6.28 0.5 0.0 0.000 12.6 -0.9 0.5 0.0 0.0 12.6 0.0 0 0.00 0 0.00 0.00 12.6 21.1 8.5 1 2 4.42 l00 24 0.013 11.50 11.65 0.15% 3.1 1.4 0.0 6.28 0.5 0.04 0.000 12.6 -0.9 0.5 0.02 0.0 12.7 0.0 0 0.0 0 0.00 0.00 12.7 21 8.3 2 3 0.066781 4.42 45 24 0.013 11.65 14.20 5.67% 3.1 1.4 0.0 6.28 0.5 0.0 0.000 12.7 0.9 0.5 0.0 0.0 12.8 0.1 0 0.0 0 0.00 0.00 12.7 21.1 8.4 3 4 0.073529 4.14 300 IS 0.013 14.20 14.65 0.15% 1.8 2.3 0.10375 0.5 0.002 16.7 1.0 0.5 0.0 0.1 16.8 0.1 0 0.0 0 0.00 0.00 16.7 21.3 4.6 4 5 0.072978 3.86 300 I8 0.013 14.65 15. 00 0.15% 1.8 2.2 0.14.71 0.375 0.4 0.001 17.1 1.0 0.5 0.0 0.1 17.2 0.1 0 0.0 0 0.00 0.00 17.2 20.91 3.7 5 6 0.373984 3.60 300 18 0.013 I5.10 15.55 0.15% 1.8 2.0 0.1 17.2 4.71 0.375 0.3 0.001 17.5 0.9 0.5 0.0 0.1 17.6 0.0 OL 0.0 0 0.00 0.00 17.6 20.9 3.3 6 7 0.382022 2.62 120 18 0.013 15.55 15.73 0.15% 1.8 1.5 1 0.0 17.6 4.71 0.375 0.1 0.001 17.7 0.6 0.5 0.0 0.0 17.7 0.0 0 0.0 0 0.00 0.00 17.7 21.5 3.8 7 8 1.89 130 18 0.013 15.73 16.06 0.25% 1.8 1.1 0.0 17.7 4.71 0.375 0.0 0.000 17.7 0.5 0.5 0.0 0.0 17.8 0.0 0 0.0 0 0.00 0.00 17.7 20.6 2.9 8 9 1.119048 1.89 300 18 0.013 16.06 17.11 0.35% 1.8 1.1 0.0 17.7 4.71 0.375 0.1 0.000 17.8 0.3 0.5 0.0 0.0 17.9 0.0 0 0.0 0 0.00 0.00 17.8 20.2 2.4 9 10 0.89 400 12 0.013 17.60 18.60 0.25% 0.8 1.1 0.0 17.8 3.14 0.25 0.2 0.001 18.1 , -0.5 0.5 0.0 0.0 18.1 0.0 0 0.0 0 0.00 0.00 18.1 24 5.9 ,An+A,c.tiSiJ/ /q lg�' PI/E Gvut �' 4G VSE� /w gfF�o aF t4 ZcI /anwA/((1 vSe �f IN C.4Sa- g �,�..� �,� �� " n/vo C- At- LA) 1#01 . 04a , ej C4 SG4 0 L)(--0 2 GNU f NA 2/3 3. 33 L 1 U:1996:97-009.XLS Page 1 w CITY OF RENTON MEMORANDUM DATE: December 29, 1994 TO: Lee Haro FROM: Ron Straka�"1 SUBJECT: SW 16TH SREET TIP STORM DRAINAGE REQUIREMENTS have reviewed the preliminary conceptual plan for improving SW 16th Street between Oakesdale and Raymond Avenue. Based upon the information provided in your memo, the project proposes to remove existing pavement (3-11 foot lanes) and regrade and repave a new street with three 1 1-foot lanes, provide 5-foot bike paths on each side of the street, and 6-foot sidewalks on each side of the street. The following are the surface water drainage standards that apply to the project based upon our current City code. • Water Quality Requirements: Not Required Based upon the information provided, the project is not increasing impervious surface subject to vehicular use above the existing street, therefore biofiltration and other water quality requirements do not apply. The project is only adding bike paths and sidewalks, which are not subject to motor vehicular use, However, in the future, if the Transportation Division decides to use the bike lanes for motor vehicular use (eliminate bike paths and add a lane of traffic), the bike lanes will not be viewed as existing impervious surface subject to vehicular use and water quality requirements will apply. The addition of new impervious surface subject to vehicular use should be verified as part of the project design in the project drainage report. If 5,000 square feet or more of new impervious surface (above existing), subject to vehicular use is added, then biofiltration is required. • Detention Requirements: Not Required Based upon the limited information and a preliminary hydrologic analysis of the project site, the project is exempt from having to provide detention due to a negligible increase in the peak rate of runoff. The post-developed (with project) 100-yr, 24-hour runoff from the project site does not exceed the existing site conditions 100-yr, 24-hour runoff by 0.5 cfs (cubic feet per second). Therefore, detention is not required. The detention requirement determination should be made based upon final engineering plans that show to scale the extent of the proposed improvements as part of the project drainage report. Lee Haro SW 16th Street TIP Storm Drainage Requirements Page 2 • Conveyance System: Required The street improvements will eliminate existing ditches and drainage courses, which will require the installation of a storm system that serves the tributary area that currently discharges to Springbrook Creek via the SW 16th Street system. The Surface Water Utility's primary concern is that the storm system is accurately sized and constructed to ensure that upstream flooding does not occur. A 24-inch storm pipe was constructed as part of the SW 16th Street Bridge on the east side of the bridge at a slope of 0.44% for the purpose of connecting a future SW 16th Street storm system to it. Based upon a preliminary hydrologic analysis of the SW 16th Street drainage basin, the following is a description of a drainage system that should be installed with the SW 16th Street improvements. However, a more detailed engineering analysis should be performed as part of the project design. As you requested, the information is provided as you requested for cost estimating purposes as needed for the project grant application. • Existing 24-inch (Oakesdale) storm system to Pacific Avenue SW: Install approximately 350 I.f. of 24-inch storm pipe at an approximate slope of 0.35%; • Pacific Avenue to Thomas Avenue SW: Install approximately 450 I.f. of 24-inch storm pipe at an approximate slope of 0.25% • Thomas Avenue SW to Raymond Avenue SW: Install approximately 450 I.f. of 18-inch storm pipe at an approximate slope of 0.55%. • Storm system laterals will be needed to drain the south side of the street. It is estimated the approximately 400 I.f. of 12-inch storm pipe laterals will be required with approximately 10 Type 1 catch basins and 7 Type 2 catch basins. These quantities could be refined as part of the project design, but for cost estimating purposes, they should be adequate. These review comments pertain only to the stormwater design requirements associated with the project. Other City requirements that may also apply to the project include shoreline regulations and wetland management ordinance. The Transportation Division should determine which City, State and Federal regulations apply to the project as part of the project design and environmental review process (SEPA). As a final observation, this project gives the appearance of splitting a larger project in half in order to avoid having to mitigate for impacts associated with the complete project. This approach would result in accumulative impacts that are unmitigated. The 1995-2000 Transportation Improvement Program shows SW 16th Street being improved from Oakesdale to Lind Avenue. If the stormwater requirements for the complete project (Oakesdale to Lind) were reviewed, the project might not be exempt. However, by splitting the project in half (Oakesdale to Raymond and Raymond to Lind), the Transportation Division may be avoiding the stormwater requirements of having to Lee Haro SW 16th Street TIP Storm Drainage Requirements Page 3 provide detention and possibly water quality controls. I understand that the extent of improvements is dependent upon funding; however, this does not eliminate the SEPA requirements of mitigating complete project impacts. Please note that State agencies (Fish & Wildlife and Ecology), Federal Agencies (Army Corps of Engineers) and/or special interest groups (Muckleshoot Tribe, private citizen) may have permit authority or the ability to place more stringent conditions on the project as part of the environmental review process. If you have any questions regarding these review comments, please contact me at X-5548. H:DO CS:94-1 173:RJS:ps CC: Ron Olsen Neil Watts er L C O •`(`X�� X� o i �� or ACl'e W W W XXT #A 1A HI �So14 �-N aaa� D CL-Q C4 C4 N N N G X P.7D S/ m•T� "e o ,fib T� C, qn V o ,6z — o .dL LIP T_z <Al)0.,r(���Ik 2•0� r ��yoe��'� 6` 297 x a.�ol y • V x •N c ' - /� (Lv T?^ Tk- ! Z- 2-ti o r /o o + 6 0 oo /2 a.21p �l j e•.. r7 x N N '�.� j � ?'O coo �cvv 6oXz 7•.r aaa L r r r T-¢ Q =2.0 � �r h =e.oho S . f'3a .o ot t-,S" :fVrou.fYiauS • m,d� o.�q to..r, 4 0 .�6 24e X A-e p S-9 4 or /qcr 9 /1. 74 /41-A-6L 0.6,2 267 z.o�to .s� — z.6 14" 14cr 7- (? 3 r JCI-5 �e , 14 c�,�ynai� , v"y�✓)' To'f to VI fA F F H W W W W W W u!0 vl /�eGJ�Ci Q ��5 �- /�M� /�I� O� Cl- y 4 Wl!!0 �" if 11, 17 /-2412o M-0 aaa nrr 7 ,v�/ 7���P 6 .o p .3 cS,S^ = 26. -ts Vraf1J C/tl./Se/v,aus _ u / Id el e CIA T -Z 2 /L• 79 Q8 2c-•7 • r` lc Q C f S � a k �/�1 V, CAS ¢ fd ,< (9 O x 3.0/1 - 7 Bet S CW/7 er V S A v,o/�n/tie'otr: 7- 90 Vo G-7 -)-06 2S'Gu c�' L 2.a� s :+ 7c — ?2. �P f 2re� • /-�-� �— � /� i te.0 S � r�-e/•V r �� S,• � unJJ P/V ��u f l=/J u+�fir m c tS Tt 90 Vs • �3 u i/, 67 2�'�z�U xxx W W W M0 VI coo oo N N a avv N N N N tVN �a .F t • • 2.9 5.3c, C-F5 0� W Scte.. F�•M� �+s. +fir Al �.ti•� VVA )Z,ZSx�S Q��� z v4• C- F PEAK-Q(CFS) T-PEAK(HRS) VOL(CU-FT) G��J t� S�►�^3 b�o,�� 1.63 7.67 22456 Qrsu ENTER [d:] [path]filename[ .ext] FOR STORAGE OF COMPUTED HYDROGRAPH: d:\rstraka\junk FILE ALREADY EXIST; OVERWRITE (Y or N) ? Y SPECIFY: C - CONTINUE, N - NEWSTORM, P - PRINT, S - STOP c ------------------------------------------------------------ ENTER: A(PERV) , CN(PERV) , A(IMPERV) , CN(IMPERV) , TC FOR BASIN NO. 4 3.1,90,18.5,98,25 DATA PRINT-OUT: AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES) A CN A CN 21 .6 3.1 90.0 18.5 98.0 25.0 PEAK-Q(CFS) T-PEAK(HRS) VOL(CU-FT) 15.30 7.83 276584 ENTER [d:] [path]filename[.ext] FOR STORAGE OF COMPUTED HYDROGRAPH: �w 1�.+ I` \► . FILE ALREADY EXIST; OVERWRITE (Y or N) ? ^d r° Sf`�S �.reak Y SPECIFY: C - CONTINUE, N - NEWSTORM, P - PRINT, S - STOP �Z S n l-8 STORM OPTIONS: 1 - S.C.S. TYPE-lA 2 - 7-DAY DESIGN STORM 3 - STORM DATA FILE SPECIFY STORM OPTION: 1 S.C.S. TYPE-lA RAINFALL DISTRIBUTION ENTER: FREQ(YEAR) , DURATION(HOUR) , PRECIP(INCHES) 25,24,3.4 ---------------------------------------------------------------------- ******************** S.C.S. TYPE-lA DISTRIBUTION ******************** ********* 25-YEAR 24-HOUR STORM **** 3.40" TOTAL PRECIP. ********* ---------------------------------------------------------------------- ENTER: A(PERV) , CN(PERV) , A(IMPERV) , CN(IMPERV) , TC FOR BASIN NO. 1 3.1,90,18.5,98,25 SPECIFY STORM OPTION: 1 S.C.S. TYPE-IA RAINFALL DISTRIBUTION ENTER: FREQ(YEAR) , DURATION(HOUR) , PRECIP(INCHES) 25,24,3.4 ---------------------------------------------------------------------- ******************** S.C.S. TYPE-lA DISTRIBUTION ******************** ********* 25-YEAR 24-HOUR STORM **** 3.40" TOTAL PRECIP. ********* ---------------------------------------------------------------------- ENTER: A(PERV) , CN(PERV) , A(IMPERV) , CN(IMPERV) , TC FOR BASIN NO. 1 3.1,90,18.5,98,25 DATA PRINT-OUT: AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES) A CN A CN 21.6 3. 1 90.0 18.5 98.0 25.0 PEAK-Q(CFS) T-PEAK(HRS) VOL(CU-FT) 13.20 7.83 237991 ENTER [d:] [path]filename[.ext] FOR STORAGE OF COMPUTED HYDROGRAPH: C..�r-> A FILE ALREADY EXIST; OVERWRITE (Y or N) ? Y SPECIFY: C - CONTINUE, N - NEWSTORM, P - PRINT, S - STOP n STORM OPTIONS: 1 - S.C.S. TYPE-IA 2 - 7-DAY DESIGN STORM 3 - STORM DATA FILE SPECIFY STORM OPTION: 1 S.C.S. TYPE-lA RAINFALL DISTRIBUTION ENTER: FREQ(YEAR) , DURATION(HOUR) , PRECIP(INCHES) 100,24,3.9 ---------------------------------------------------------------------- ******************** S.C.S. TYPE-lA DISTRIBUTION ******************** ********* 100-YEAR 24-HOUR STORM **** 3.90" TOTAL PRECIP. ********* ---------------------------------------------------------------------- ENTER: A(PERV) , CN(PERV) , A(IMPERV) , CN(IMPERV) , TC FOR BASIN NO. 1 2.64,90,16.04,98,22.88 SPECIFY STORM OPTION: 1 S.C.S. TYPE-IA RAINFALL DISTRIBUTION ENTER: FREQ(YEAR) , DURATION(HOUR) , PRECIP(INCHES) 100,24,3.9 ---------------------------------------------------------------------- ******************** S.C.S. TYPE-IA DISTRIBUTION ******************** ********* 100-YEAR 24-HOUR STORM **** 3.90" TOTAL PRECIP. ********* ---------------------------------------------------------------------- ENTER: A(PERV) , CN(PERV) , A(IMPERV) , CN(IMPERV) , TC FOR BASIN NO. 1 2.64,90,16.04,98,22.88 DATA PRINT-OUT: AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES) A CN A CN 18.7 2.6 90.0 16.0 98.0 22.9 PEAK-Q(CFS) T-PEAK(HRS) VOL(CU-FT) 13.64 7.83 239497 ENTER [d:] [path]filename[.ext] FOR STORAGE OF COMPUTED HYDROGRAPH: c lvo {-� L FILE ALREADY EXIST; OVERWRITE (Y or N) ? Y n SPECIFY: C - CONTINUE, N - NEWSTORM, P - PRINT, S - STOP f — n STORM OPTIONS: 1 - S.C.S. TYPE-IA 2 - 7-DAY DESIGN STORM 3 - STORM DATA FILE SPECIFY STORM OPTION: 1 S.C.S. TYPE-lA RAINFALL DISTRIBUTION ENTER: FREQ(YEAR) , DURATION(HOUR) , PRECIP(INCHES) 25,24,3.4 ---------------------------------------------------------------------- ******************** S.C.S. TYPE-lA DISTRIBUTION ******************** ********* 25-YEAR 24-HOUR STORM **** 3.40" TOTAL PRECIP. ********* ---------------------------------------------------------------------- ENTER: A(PERV) , CN(PERV) , A(IMPERV) , CN(IMPERV) , TC FOR BASIN NO. 1 2.6,90,16,98,22.9 SPECIFY STORM OPTION: 1 S.C.S. TYPE-lA RAINFALL DISTRIBUTION ENTER: FREQ(YEAR) , DURATION(HOUR) , PRECIP(INCHES) 25,24,3.4 ---------------------------------------------------------------------- ******************** S.C.S. TYPE-lA DISTRIBUTION ******************** ********* 25-YEAR 24-HOUR STORM **** 3.40" TOTAL PRECIP. ********* ---------------------------------------------------------------------- ENTER: A(PERV) , CN(PERV) , A(IMPERV) , CN(IMPERV) , TC FOR BASIN NO. 1 2.6,90,16,98,22.9 DATA PRINT-OUT: AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES) A CN A CN 18.6 2.6 90.0 16.0 98.0 22.9 PEAK-Q(CFS) T-PEAK(HRS) VOL(CU-FT) 11 .72 7.83 205294 ENTER [d: ] [path]filename[ .ext] FOR STORAGE OF COMPUTED HYDROGRAPH: S4- L - 3 FILE ALREADY EXIST; OVERWRITE (Y or N) ? y SPECIFY: C - CONTINUE N - NEWSTORM P - PRINT S - STOP ►— n STORM OPTIONS: 1 - S.C.S. TYPE-IA 2 - 7-DAY DESIGN STORM 3 - STORM DATA FILE SPECIFY STORM OPTION: 1 S.C.S. TYPE-lA RAINFALL DISTRIBUTION ENTER: FREQ(YEAR) , DURATION(HOUR) , PRECIP(INCHES) 100,24,3.9 ---------------------------------------------------------------------- ******************** S.C.S. TYPE-lA DISTRIBUTION ******************** ********* 100-YEAR 24-HOUR STORM **** 3.90" TOTAL PRECIP. ********* ---------------------------------------------------------------------- ENTER: A(PERV) , CN(PERV) , A(IMPERV) , CN(IMPERV) , TC FOR BASIN NO. 1 2.08,90,12.79,98,20.78 SPECIFY STORM OPTION: 1 S.C.S. TYPE-lA RAINFALL DISTRIBUTION ENTER: FREQ(YEAR) , DURATION(HOUR) , PRECIP(INCHES) 100,24,3.9 ---------------------------------------------------------------------- ******************** S.C.S. TYPE-IA DISTRIBUTION ******************** ********* 100-YEAR 24-HOUR STORM **** 3.90" TOTAL PRECIP. ********* ---------------------------------------------------------------------- ENTER: A(PERV) , CN(PERV) , A(IMPERV) , CN(IMPERV) , TC FOR BASIN NO. 1 2.08,90, 12.79,98,20.78 DATA PRINT-OUT: AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES) A CN A CN 14.9 2. 1 90.0 12.8 98.0 20.8 PEAK-Q(CFS) T-PEAK(HRS) VOL(CU-FT) 11.20 7.83 190850 ENTER [d:] [path]filename[ .ext] FOR STORAGE OF COMPUTED HYDROGRAPH: FILE ALREADY EXIST; OVERWRITE (Y or N) ? 77,fz 4 Y SPECIFY: C - CONTINUE, N - NEWSTORM, P - PRINT, S - STOP ��� n STORM OPTIONS: 1 - S.C.S. TYPE-IA 2 - 7-DAY DESIGN STORM 3 - STORM DATA FILE SPECIFY STORM OPTION: 1 S.C.S. TYPE-lA RAINFALL DISTRIBUTION ENTER: FREQ(YEAR) , DURATION(HOUR) , PRECIP(INCHES) 25,24,3.4 ---------------------------------------------------------------------- ******************** S.C.S. TYPE-IA DISTRIBUTION ******************** ********* 25-YEAR 24-HOUR STORM **** 3.40" TOTAL PRECIP. ********* ---------------------------------------------------------------------- ENTER: A(PERV) , CN(PERV) , A(IMPERV) , CN(IMPERV) , TC FOR BASIN NO. 1 2.1,90,12.8,98,20.8 SPECIFY STORM OPTION: 1 S.C.S. TYPE-IA RAINFALL DISTRIBUTION ENTER: FREQ(YEAR) , DURATION(HOUR) , PRECIP(INCHES) 25,24,3.4 ---------------------------------------------------------------------- ******************** S.C.S. TYPE-IA DISTRIBUTION ******************** ********* 25-YEAR 24-HOUR STORM **** 3.40" TOTAL PRECIP. ********* ---------------------------------------------------------------------- ENTER: A(PERV) , CN(PERV) , A(IMPERV) , CN(IMPERV) , TC FOR BASIN NO. 1 2.1,90,12.8,98,20.8 DATA PRINT-OUT: AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES) A CN A CN 14.9 2. 1 90.0 12.8 98.0 20.8 PEAK-Q(CFS) T-PEAK(HRS) VOL(CU-FT) 9.68 7.83 164523 ENTER [d:] [path]filename[.ext] FOR STORAGE OF COMPUTED HYDROGRAPH: ENTER OPTION: tl 2 SBUH/SCS METHOD FOR COMPUTING RUNOFF HYDROGRAPH STORM OPTIONS: 1 - S.C.S. TYPE-IA 2 - 7-DAY DESIGN STORM 3 - STORM DATA FILE SPECIFY STORM OPTION: 1 S.C.S. TYPE-IA RAINFALL DISTRIBUTION ENTER: FREQ(YEAR) , DURATION(HOUR) , PRECIP(INCHES) 100,24,3.9 ---------------------------------------------------------------------- ******************** S.C.S. TYPE-lA DISTRIBUTION ******************** ********* 100-YEAR 24-HOUR STORM **** 3.90" TOTAL PRECIP. ********* ---------------------------------------------------------------------- ENTER: A(PERV) , CN(PERV) , A(IMPERV) , CN(IMPERV) , TC FOR BASIN NO. 1 1.49,90,9.36,98, 18.78 SPECIFY STORM OPTION: 1 S.C.S. TYPE-lA RAINFALL DISTRIBUTION ENTER: FREQ(YEAR) , DURATION(HOUR) , PRECIP(INCHES) 100,24,3.9 ---------------------------------------------------------------------- ******************** S.C.S. TYPE-lA DISTRIBUTION ******************** ********* 100-YEAR 24-HOUR STORM **** 3.90" TOTAL PRECIP. ********* ---------------------------------------------------------------------- ENTER: A(PERV) , CN(PERV) , A(IMPERV) , CN(IMPERV) , TC FOR BASIN NO. 1 1.49,90,9.36,98, 18.78 DATA PRINT-OUT: AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES) A CN A CN 10.8 1 .5 90.0 9.4 98.0 18.8 PEAK-Q(CFS) T-PEAK(HRS) VOL(CU-FT) 8.43 7.83 139429 ENTER [d:] [path]filename[ .ext] FOR STORAGE OF COMPUTED HYDROGRAPH: SPECIFY STORM OPTION: 1 S.C.S. TYPE-IA RAINFALL DISTRIBUTION ENTER: FREQ(YEAR) , DURATION(HOUR) , PRECIP(INCHES) 25,24,3.4 ---------------------------------------------------------------------- ******************** S.C.S. TYPE-IA DISTRIBUTION ******************** ********* 25-YEAR 24-HOUR STORM **** 3.40" TOTAL PRECIP. ********* ---------------------------------------------------------------------- ENTER: A(PERV) , CN(PERV) , A(IMPERV) , CN(IMPERV) , TC FOR BASIN NO. 1 1.5,90,9.4,98, 18,8 DATA PRINT-OUT: AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES) A CN A CN 10.9 1 .5 90.0 9.4 98.0 18.0 PEAK-Q(CFS) T-PEAK(HRS) VOL(CU-FT) 7.40 7.83 120571 ENTER [d:] [path]filename[ .ext] FOR STORAGE OF COMPUTED HYDROGRAPH: 0 ********* 100-YEAR 24-HOUR STORM **** 3.90" TOTAL PRECIP. ********* ---------------------------------------------------------------------- r cj Nit) V�J� ENTER: A(PERV) , CN(PERV) , A(IMPERV) , CN(IMPERV) , TC FOR BASIN NO. 1 1.6,89, 1 .84,98,25 DATA PRINT-OUT: AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES) A CN A CN 3.4 1.6 89.0 1.8 98.0 -25.0 PEAK-Q(CFS) T-PEAK(HRS) VOL(CU-FT) 2.22 7.83 40123 ENTER [d:] [path]filename[ .ext] FOR STORAGE OF COMPUTED HYDROGRAPH: d:\rstraka\junk FILE ALREADY EXIST; OVERWRITE (Y or N) ? y SPECIFY: C - CONTINUE, N - NEWSTORM, P - PRINT, S - STOP c ----------------------------------------------- ------------------- ENTER: A(PERV) , CN(PERV) , A(IMPERV) , CN(IMPER TC FOR BASIN NO. 2 .2,90,3.24,98,20 PAK-Q(CFS) T-PEAK(HRS) VOL(CU-FT) 2.22 7.83 40123 ENTER [d:] [path] ilename[ .ext] FOR STDfAGE OF COMPUTED HYDROGRAPH: d:\rstraka\junk ff FILE ALREADY EXI T; OVERWRITE/(Yor ? y SPECIFY: C - CONTINUE, N - NE - PRINT, S - STOP c ENTER: A(PERV) , CN(PERV) , A(IMPERV) , CN(IMPERV) , TC FOR BASIN NO. 2 .2,90,3.24,98,20 DATA PRINT-OUT: AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES) A CN A CN 3.4 .2 90.0 3.2 98.0 20.0 PEAK-Q(CFS) T-PEAK(HRS) VOL(CU-FT) 2.67 7.83 45020 ENTER [d:] [path]filename[.ext] FOR STORAGE OF COMPUTED HYDROGRAPH: 10AU •j � RO ' 3 Z9 3 1 �. �` � I n2324 �, � 2:�,rEA 13f17.�:i Y I TED �r��ii ~ACCESS LA�66 OBE cn o r� • Q I L/M/ / P 13 II 10 9 8 1;-i' S I j114 IS 16 Il ER CROSS/Nr T 6 /. uj 1 Il 16 IS I2 53 - 23 ZI 20 19 _ ` — DER CROSS/NG. Q zi - v rY577 4 -, T r,405S ou Y o ; $ 0 3 y`I N T'E.R S TA r 730Not"Es v° �—- -— 20 3 ACCESS �CQQr I `' — -- � _ ? I' 21 1413 1 o r 5 17 I ,MirE 8 6D ''I � S^ 31r� 7 I�- � 36_. Ian • _ -rT; o R p� 13 12 II to ,° R 34 16 36 O 34,6s v T.c.4 i�. C z°° N Al �D i 3i •s E o J JF \ 4 - E W 6 5 3 o as $ y ,� ' 2 I1�. -- ` •,'ss �" E 15 34 RE9 I Tc 48c '\\ J Ip 4 8�T 3 0 /9s �, - —t s Q "0 ESE` 32 C) I W - r. '"c w 31 15� Ac oN Q 12 II 2 15 I I' Q E �12 ° PA ItI i� ~��. `, /e�ez �`st s y 16 30� Q 7 9"° _3 �7' � • 3p �s o _ � � � 2� 3?�' � }. I 1 i � sow i I I ¢29, �' Y T ry _ ---- I i I L u ti4 LS 16 17 18 19 20 21 22 13 24 S� 05 ; 11 18 19 22 23 ?4 1S 26 27 28 291 � 0 2! n 23 24 25, 8 29 30 31 - �- 31 n,0o 3c3. - TH S. _ _ _ I I I I• I . 1 • I I i I 1Y I ' 1'-1'I 'I ll I 1 e43P4 1315» 549.33 �A4 i2 ^ I` I ~� t•i� 14Lij � �fJ'7i° I I I-rlr ~� L J ,1„1' L A S L i--L �1- I -L__t �-.1_J� -I- L h �y I(I) 10 I I / ,_ I I ,� Y L• _ �( I - Q - I 43 ! �+ P° P /S47 / ^7 �� -r-- I C-X,s�- � I 1 . (3) m (2) K_C Y�-CAL�J 13 I t O / L I I CID 32 v ----_ r- ————— -- - -- --- - - - - = 45084-- -==- - - --- ---50206 -- - - ----- I �Azo_ 4—�T-- -- 1 60 � I ILr--�I I � I 1 � I I \ � ..'• �1--=•------ O ---- - I- :� 1^ZP__� �• � r (4) •� l i I j I I l i l . � � _�� -.�_ �c2�__I I I P� I , a I I I 1 01` I I II C=::j I i I I CHPIS PALZER D/qA ZS c3sc__ r i 60 I I �, ---�\ ��--- �� I I I I I � a I• cs I� I I I � I � i I .J 1 '- _1st__I,—•.I —=c��—� ` I 94Ac s1 4�- �"r _�a1�_ I I S.P431- 79 1 6 S.P022-85 L } �1—L — — T.L.22 in �M 1 to I 2 I I ----- --__ --,A :C / 1 10-Acre _-_-- - S.�19TH _STr� �, - -- ------- ----- ----Fa _ S. w. 1*70-9 5, Govt Lot 13 I ys 31 I s $ 27.36 Acres � o �� 31 2 — I - - - -- 11 a q30 3 nn[rr,o INOUSTRIAI UIST INC. \ `• I I 28 5 � 2LD7-3 21.U-S 3 2LD 4 I 2LB4-7 21.B1-6 2484-5 21.104-1�) LD9-5 26B.-2 ' $W 2L '- ' ¢ LJ ¢ c W Z > J i > O 21,D b' -21,95-5 L95-4 \ 2LB5-3 21,C5-7 T-A O� ■■■777 O 2.94-1 1 21,85-2 Y N LLL -- 2L05-5 - I 21. 205-2 l WU - -2LD5 W ---- /' 2L[5-5 Z --"_J 2LC5-6 2L05-7� W .- __. d Z 2 86 2I,C5-15 6TH 26[5 24D5-� 21,D6-13 IS'j' 2LB6-7 21.C5- ca 2LB6-5 •-19 21,C3-11 21,E5-1 W2LB6-921,C5-16 21,C5-16 206-II 21,06-12 24DS-IS W 10 2LC6-6 2LB6- [`I,C6 •'I.it,. 21,D6-6 I 2 2 E6-8 2LB6-� < 2LD6-2 r �g4Q ` 21.C6-e 2LD6-S i z4D6-1 Q,7 4+u, 21,E6-3 21,H6-2 V' �' 21, -4 2LE6-9 �+ 7 !u,- 21,D6-e 2LD6-3 2LC6-10 3 z1,E6-+ 21,E6-5 N LJ zLB6-3 ILE7-1 A O21,C7-1 J ¢ 2487-3 2LD7-2 SW 1 JTH 2LD7-2 I 21,D7-1 ST 2687 .- 21,C7-�� �-1� 2LE7-J 2LC7-2 21LE7-a 21,C7F21,C7-16 2LC7- 2LCB-22 � � 2LC7-13 2LC7-12 2LC71121,C7-102LCB-21 2LCB-20 21,E8-3-- 2LCB'19 .�\ 2LCB-IB 2LCB-16 21,LB-11 21,EB-2 2LCB-17 21,CE8-IS SW ClJ 1 ST 21.C8-9 2LCB_I 2LCB-3 21,C8-6 2LC8-I 2LCB-2 I I 24C8-12 21,CB-7 - 21,CB-4 (-::IQ Z Lj I J • 2LCB-e 2LCB SW 23RD ST 2LG9-3 21,L9-1 0. 21,C9-22LC9-5 1 �SfP>v f >/ SEE SI° � o� ib� d� , � K. DISCLAIMER S S INVENTORY INFORMATION FOR THE STORM DRAINAGE SYSTEM IS SCHEMATIC ONLY. IT WAS COMPILED FROM NUMEROUS SOURCES, 1T IS THE BEST INFORMATION AVAILABLE AT THIS TIME, AND SHOULD BE USED FOR GENERAL GUIDANCE ONLY. THE CITY OF RENTON IS NOT RESPONSIBLE FOR ERRORS OR OMISSIONS. WHEN THIS INFORMATION IS USED FOR ENGINEERING PURPOSES, DESIGNERS ARE TO FIELD VERIFY THIS INFORMATION. 20,G2-6- 24G2-1 I 2ox2-2 zoy�2-1 I 20.G2-5 SW r32-+ 20,G2-3 7TH M(le-It I ST CW 1 I 2042 2 H 7TH I ST I ' 2442-10 �I ; w f3 20,G2-9 > i I q 21.c2-1 -- _------ egH3-1 ----. -- W-+ ¢ 20,G2-e _ �-.1 2LC3-6 - W 2LC3- ti 2aGZ-7 20,63-3 >w -Q 20,H3-+ 2LC3-3 w d ¢ > 2LC3-2 2LC3-7 > 2LE3- r 24H3-2 ¢ ¢ Ole 2LC3-I t 2043-7 20,G3-2 21,C3-9 2LC3-10 2LC3-9 ----- 71F3-t0 ' a.2gG3 i0�-9OaW-8 .1 2443- -...._._-_-_ 2),E3-1 LIM is -. I 2LE3-2 \- 24G4-1 J J 7 9 I J r 2QN3-5 ......--_... 2LE3-3 1 2aG4- w y� 2aW� 24W-14 2aG4- 3 2LC4-9 �2LC3-t ....--.-"� G4-1 0 2LC4-10 2L83-t Q = 2LC4-11 --�_-. 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A 21,D6-10 1,96-2 -_--_- 21E6-3 2LC6-4 2L -4 `1.D6- 2LD6-9 2LE6-9 1 21.E 6-IO 2LE6-4 Q 21,E6-3"- Z 2LB6-3 � C7 f 2LE7-1 2LC7-1 r 21,87-3 L'i W I > J ¢ J Q 21,87-2 SW 19TH 21,D7-2 21,D7-1 2LC7-> 97-1 ST 21,E 7-2 21d7_3 I2LE7-. 2LC7-3 I � I 21ZO-3 2LC8-11 SW 1ST 2LE8-2 ` 2LC9-9 2LC8-10 ST 2LC8-3 2LC8-6 � I 21,C8-I 2LC8-2 I 1 2LC8-7 21,C9-t2 2LC8-4 A c") I Z - 2LC8-8 J ¢ 2LC8-5 W 2LC9 3 21,C9-1 SW 21,C9-2 2LC9-4 23RD ST LC9-5 SEE SHEE -t 1 v�^ ro tt wu 1 - FILE ALREADY EXIST; OVERWRITE (Y or N) ? SPECIFY: C - CONTINUE, N - NEWSTORM, P - PRINT, S - STOP n STORM OPTIONS: 1 - S.C.S. TYPE-lA 2 - 7-DAY DESIGN STORM 3 - STORM DATA FILE SPECIFY STORM OPTION: 1 S.C.S. TYPE-IA RAINFALL DISTRIBUTION ENTER: FREQ(YEAR) , DURATION(HOUR) , PRECIP(INCHES) 100,24,3.9 ---------------------------------------------------------------------- ******************** S.C.S. TYPE-lA DISTRIBUTION ******************** ********* 100-YEAR 24-HOUR STORM **** 3.90" TOTAL PRECIP. ********* ---------------------------------------------------------------------- ENTER: A(PERV) , CN(PERV) , A(IMPERV) , CN(IMPERV) , TC FOR BASIN NO. 1 .77,89, .95,98,10.5 SPECIFY STORM OPTION: 1 S.C.S. TYPE-IA RAINFALL DISTRIBUTION ENTER: FREQ(YEAR) , DURATION(HOUR) , PRECIP(INCHES) 100,24,3.9 ---------------------------------------------------------------------- ******************** S.C.S. TYPE-lA DISTRIBUTION ******************** ********* 100-YEAR 24-HOUR STORM **** 3.90" TOTAL PRECIP. ********* ---------------------------------------------------------------------- ENTER: A(PERV) , CN(PERV) , A(IMPERV) , CN(IMPERV) , TC FOR BASIN NO. 1 .77,89, .95,98, 10.5 DATA PRINT-OUT: AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES) A CN A CN 1 .7 .8 89.0 .9 98.0 10.5 PEAK-Q(CFS) T-PEAK(HRS) VOL(CU-FT) 1 .40 7.83 20256 ENTER [d:] [path]filename[ .ext] FOR STORAGE OF COMPUTED HYDROGRAPH: ' S�r�bwo� � �►�a.d PEAK-Q(CFS) T-PEAK(HRS) VOL(CU-FT) 1.40 7.83 20256 ENTER [d:] [path]filename[ .ext] FOR STORAGE OF COMPUTED HYDROGRAPH: d:\rstraka\junk FILE ALREADY EXIST; OVERWRITE (Y or N) ? Y SPECIFY: C - CONTINUE, N - NEWSTORM, P - PRINT, S - STOP c ---------------------------------------------------------------------- ENTER: A(PERV) , CN(PERV) , A(IMPERV) , CN(IMPERV) , TC FOR BASIN NO. 2 .14,90, 1 .58,98,10.5 DATA PRINT-OUT: AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES) A CN A CN 1 .7 .1 90.0 1.6 98.0 10.5 PEAK-Q(CFS) T-PEAK(HRS) VOL(CU-FT) 1 .54 7.83 22444 ENTER [d:] [path]filename[ .ext] FOR STORAGE OF COMPUTED HYDROGRAPH: 5-4 c F s - i '�o Cis Z 0. 14 Z- Dp 5 cFs PEAK-Q(CFS) T-PEAK(HRS) VOL(CU-FT) 1.54 7.83 22444 ENTER [d:] [path]filename[ .ext] FOR STORAGE OF COMPUTED HYDROGRAPH: d:\rstraka\junk FILE ALREADY EXIST; OVERWRITE (Y or N) ? Y SPECIFY: C - CONTINUE, N - NEWSTORM, P - PRINT, S - STOP c ---------------------------------------------------------------------- ENTER: A(PERV) , CN(PERV) , A(IMPERV) , CN(IMPERV) , TC FOR BASIN NO. 3 . 14,90,1.58,98,6.5 DATA PRINT-OUT: AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES) A CN A CN 1 .7 . 1 90.0 1 .6 98.0 6.5 PEAK-Q(CFS) T-PEAK(HRS) VOL(CU-FT) 1.63 7.67 22456 ENTER [d:] [path]filename[.ext] FOR STORAGE OF COMPUTED HYDROGRAPH: 1 `�v✓ �G,f G, v�d'•rx�- //1lQ,tO vh.aro�.� �✓o�=Ge'�=--`S��i ns�,� to �.�.'.�e'r�� 7 Z AWL . --AT — — Te, stTv v� �In �j�+�wl � C if5SUI-c 5 �+�w��� �a��• rr�»5 c3jt- i��fl .4,-V 6 ' -S%�4-,k plc F�+,,rt iyt9[ -• _ �Zs-o x53 �ZSc x C �IXZ� -- Z G1 1 Z Ste, 7 GN 4-c CA/ Z 9v ?'--vWUs AYA-y t U+-r 1"J-'k+�I�.t__- 6( .__ IS ct4^.-'�_ •C.,.. vl/7S GI-Vt ery MEMO TO: Ron Straka FROM: Lee Haro SUBJECT: Drainage requirements for potential SW 16th Street project In investigating John Stein's request for reconstruction of the failing roadway of SW 16th Street from Raymond Ave to Oakesdale Ave,we have found that, indeed,the roadway is at failure condition and that the area lacks sidewalks or even shoulders for pedestrians from the office complexes to reach transit routes, or anywhere else. The Transportation Division has no City funds available to fix this situation, but the project might just qualify for a grant if the required cost/benefit ratios can be met. Although this is an extremely dangerous area for pedestrians, the lack of actual;accidents and the relatively low traffic volumes will make this project ineligible for funding unless the total project costs are low. Therefore, I need some idea of what the drainage requirements would be for this project. There will be no widening or additional impervious surface constructed for vehicular flow. The project will add widening for a bike lane on two sides of the road and a sidewalk on either one or both sides of the road that will total over 5,000 square feet of net new impervious surface. The drainage appears to currently all be in ditches and driveway culverts on both sides of the street. What are the options? • Since there is under 5,000 R of additional pavement subject to vehicular flow is there no water quality requirement? If there is a requirement what's best,and what's the ball park cost? • Will additional retainage be required?If sidewalk is put on only the south side and the ditch remains on the north side of the street, could this serve as retainage/detainage? Could the ditch be inexpensively rebuilt to provide retainage/detainage and water quality? We do not have the time or the money to hire a consultant to do this kind of preliminary ballpark analysis, so we would appreciate any input you can provide so that we can decide whether we can move forward with this grant request or whether we should shift our effort to another project. s/p G✓¢(-�G oN TH S/ALA Fail Si,(tZ � S(O `O XI-rli DE/ �r ,s `�S,o�,.uk 3�►l�� �......__.. xis vFz .��.� �— Dirt PAW 0104,- �� 7 7-1 11'Z ��u � i I ' N F !p q ROADWAY d ROW SOUTH CONSTRUCTION I' CONSTRUCTION NORTH "A" LINE ROW EASEMENT EASEMENT Rom' I Z� 1 � 10' i 30' I 30' N 1 1 21 ' 6.5' 22.5' Z VARIES 5' 21 ' O Z U 15' LANE 12' TWO-WAY IS' LANE O W LEFT TURN LANE II 9 EXISTING EXTRUDED CURB AND w M to 9 I W Q ASPHALT CONCRETE PARKING LOT r 5 4 1 2 4 5 3 vi O Q 0.02'/FT I 0.02'/FT 0.02 FT VARIES V)W . \ 10 r.. _ 4 APPROXIMATE EXISTING GROUND >- SEE BELOW FOR DITCH ~ SECTION STA 18+50 TO 7 8 7 8 STA 20+58 LEGEND A DWAY - "A" LINE STA 1 1 +00 TO STA 21 +53 Oi 0. 17' ASPHALT CONCRETE PAVEMENT CLASS e L`Z "= • EXISTING GROUND SLOPES AWAY FROM ROADWAY R OA O� '�� STA 11+00 TO STA 17+35 AND SLOPES TOWARD SCALE: N.T.S. O 0.33' ASPHALT CONCRETE PAVEMENT CLASS E >-Z - ROADWAY STA 17+35 TO STA 21+35 O VARIES 0.00' TO 1 . 17' CRUSHED SURFACING TOP TY I--W 'W U� � 3 - STA II+00 TO STA 13+00 AND COURSE COMPACTED TO 95S MAXIMUM DRY OENSI _E STA 17+35 TO STA 21+35 2 - STA 13+00 TO STA 17+35 4 0.50' CRUSHED SURFACING TOP COURSE COMPACTED TO 95% MAXIMUM DRY DENSITY �I O PORTLAND CEMENT CONCRETE BARRIER CURB AND >� GUTTER (SEE RENTON STD. PLAN FO01) ! O 0.67' EXISTING PORTLAND CEMENT CONCRETE PAVEMENT TO BE EXISTING 0.25 E PLACE.FT IN PLANE ASPHALTCONCRETEPAVEMENTTO EXPOSE SURFACE OF PORTLAND CEMENT CONCRETE PAVEMENT 1 2.000' GRAVEL BORROW COMPACTED TO 95% MAXIMUM DRY DENS I TY 1�y =.� VARIES VARIES 5' 8 EXISTING SUBGRADE COMPACTED TO 95% MAXIMUM DRY DENSITY O9 0.25' TOPSOIL WITH HYDROSEEDED GRASS 9 3 10 GRAVEL BORROW SUBGRADE COMPACTED TO 90% t I MAXIMUM DRY DENSITY i i 3 it 0.33' PORTLAND CEMENT CONCRETE SIDEWALK IL 12 GRAVEL BORRON SUBGRADE COMPACTED TO 95% MAXIMUM DRY DENSITY 13 EXISTING SUBGRADE COMPACTED TO 90% MAXIMUM m DRY DENSITY DITCH - " A" LINE STA 18+50 TO STA 20+58 SCALE: N.T.S. W g FIGURE 3 EDGE OF CONCRETE uN SAD ONC. G S BEGIN STD. CURB/GUTTER I I!a_ CCORNR CRETE 18 I' BA I o 0 / SSMH RIM = 20. 5 + n 1 FL 24"GONG. = 5.30 1� 25' DRIVEWAY � f� 4'-EDGEOF 1'DIA. ELECT MANHOLES Irn TRAFFIC ABOVE GRADE SSMH RIM = 20.63 ASPHALT v1 * w 0 VAULTS FL 24"CONC. - 5.80 I O O ' INV. 10"PVC (S) 9 = 14.44 CONCRETE WALL r 1 a a W M W/6' CHAIN LINK FENCE GRAS Y SSMH RIM = 20.52 ASPHALT AREA I t Z J EDGE OF WATER 0 TOE 3 �L fl 24 CONC. = 5.50 I I �-O �+- 1 SSMH RIM - 20.54 10' CONSTRUCTION < a EASEMENT I '' w Q ti FL 24"GONG. 5.53 EDGE OF A HALT GATE Z m N o 11 Ln 1 20 HOLE 5 CATCH BASIN POSTS Y i v 1/ 0 0 0 BENCH MARK H BRASS DISK .° v Q 4 rrn)m, phn 1~ FILL J RIGHT OF WAY RENTON #1881 do FILL Q _ Q O PER PLAT ELEV - 24.16' 1P IGN O — — — CONC. — — — — — s '- ✓ I. 5 v3i W Q + - — — — — — — — CUR O CL ' 1 Q FOUND MON. IN CASE o c p I q ~ BRASS DISK W �r V) SDMH RIM. = 21.10 10 002, _ 4 1 CONC S) = 12.0 -- - INV. 4 CONC. W) = 11. 9 IL o r—G CTS 6 � c c w w ,.,., L�Z �= 5 -sT- 0 C) — — — — — — — — — — — — pP -�-�—' �---- ,- 20 _ < ' RIGHT OF WAY �9 `P p - 3 Zz V PER PLAT EDGE OF P p p '21 WATER - =_ ELECTRICAL CAINET 1 ' - CB RIM - 17.63 TYPE 1 CATCH IN--I 2D' CONSTRUCTION 1 �w CONCRETE WALL INV. = 13.73 50' DRIVEWAY ASSUMED LOCATION I 71 e: EASEMENT W 6' CHAIN LINK FENCE RIGHT OF WAY d� LEGFN DEED K.C. 8911030 9 OF SW 16TH TECH i SHOULDER CENTER CURB CEMENT CONCRETE SIDEWALK OR DRIVEWAY ® ASPHALT CONCRETE PAVEMENT c © GRASS I �1 1 Y� 50.00, VC .L� � HIGH POINT ELEV = 21.93 a MATCH EXISTING GRADE HIGH POINT STA - 12+50 PM STA = 12+50 STA 10+50 ELEV - 20.99 PROFILE GRADE PM ELEV 21.99,0 + N- N N - N 24 of $ 24 m Q +0.50% a EXISTIN r GtS NE 20 20 BANK o c + } 16 16 N I �� L L 1 1 1 I I EXISTING 1 WATER LIE a a 12 I I I I I I LOCALLI) r 12 INSTALLATION OF SANITA LATERAI W C NECTION. DEPTHS N E APPR XIMATE. _ W J 8 to 8 = > �I II ~ Do G 24' SO NIRARY S 4 4 + + N� Na �+ Np N� Of �� �< �to O V �Y ON On �p _to n _m _ _ _ N^ rn m tC a N _ �_ O _ _ N N N N N N N N N N NIN NN NN NN NN NN NN NN NN NN NN N^ N 0 9+20 9+60 10+00 10+40 10+80 11+20 11+60 12+00 12+40 12+80 13+20 0 FIGURE 4 ES 16TH STREET CITY OF OAKESDALE TO RAYMOND •� RENTON M ( DA1UN ►Ienele I1e1. .ell/IIorY.a►I. PLAN AND PROFILE PP-2 N0. REVISION BY DATE APPR • r.w ,,,,,,, _,,.,._, Cr•9y .�.r�.. .c., Atrn1nI11r.I.r STA 13+00 TO 18+00 O ♦ co N p O i� 21.1 1M 21.84 - , 1 N 1. MA7 H L qE SHEET PP-1 SU 13+00 ' T H U Fl, SHEET PP-1 STA 13+00 o , i + 21.1 m \ f \0 21.64 � / � 4 , • / 1 1 ;g m 21A 1) ' L Z 21.54 �ilj 4 m �£11 n , m ' 20.8 ' I pi 21.4 C • r , SVCS 13+75 , V' r^ 20.7 RVr.F 21.37 1.35 S S g g r y1 zl y 0 20.6thg 1• i g 1.31 20.6 21.35 14+25 $ u -+ • I i EVCE 21.37 � � 0 1 • x 20.8 • 6 21.44 � ° • � • Vl I Z C ,D �1 • • „' 1 llIAA�A / 6 1 t f 20.7 21.54 n / • • , • \ + 1 Q o 20.7 • 1 I , 21.64 n • 1 N j r C 20.6 10 U ~ zz 21.74 R m =1. tA 20.5 No 21.84 : 15+25 BV : 21.07 1 c� 20.5 vv A Z• , , \ O 21.92 = ^ iii o K• 1 1 T�Z c F<n � ; (� g �• AI iy. rF 205 n� A c<i • Z• • .'� p OI 21. 9 u =•1• .•'� EVC : 15+75 � N • • • • v v 2 4 : 21.81 • / • m��' 1.77 �. m + 20.3 /;• 21.82 c< v my C , n• , �I� I �S 20.2 s 1 21.47 o p E; I `� rr V m • m N r tA ?! $C • O A x 0.3 z f n c21.32 • • j n n A / T 1 f O rn in 7 20.3 • + Z V 1.17 BVCS: 16+75 � P, c� � • �'� � e + 20.3 _ • 21.06 0 0 IE$ 21.02 F� � Z4 $ ;+ 20 95 A g S 4 EVA S AVE (PLAT) P + A A u PO LL AV . _ (VA TED) v 20.3 prop N 20.97 . 7+25 EVCE: 20.99 ' 20.2 21.07 • o n qu O O+ 20.2 21.17 JE 20.2 1 •� 21.27 ++ r' m 0.2 + 21.37 MAI CH L NE SHEI T PP-3 TA 18+00 1 i T H LINE SHEET PP-3 STA 18+00 1 • .D 210� ' • 1 � 'tl , In (n 0 ♦ ao nl al o + \ I I CONC. CURB I � O_ RIGHT OF WAY W PER PUT \ I RETAINING WALL ++I 40'x20' CONSTRUCTION DIRT 1 RIGHT OF WAY LA M) EASEMENT GRASS I rbt� br ASPHALT gI I 23' DRIVEWAY O 40 20 ER P IRREGULAR ED c to o 0 O n CONIC. PUNTER WALL EDGE OF 0 LAJ O I 10' CONSTRUCTION t 0. ' HIGH LAWN I I CB RIM = 20.38 z J + a EASEMENT INV 1 MP = 18.28 O M YARD DRAIN EXTRUDED C RIM = 20.03 �� SSMH RIM = 20.46 ~> N W I CURI 12"MP - 18.16 Y D DRAT \ I INV. 12"MP N - 8.28 LLJW r O WI CONCRETE SIGN x y GRASS GRASS TRENCH Q INV. 12"MP S 8.35 4' HIGH a: O WI LUMINAIRE (TYP) DRAIN �\ FL 24"WW1 = 686— 2I N ~ J INV. 12' C E DED GRASS FIELDin 20 ~W Z O xl ; 20 54" CATCH 3ASiN M M = 17.2 CU 19 RIGHT OF WAY to O Gui _ _ o INV. 12" ONC. DITCH PER PLAT CB RIM = 20.57 3 tail Q + —FILL. PER PLAT - F1LL LC — — 1 .34 = I — —4 — — — — — — — _ QQZ �_ _ WfA L INV. 12'MP 17,82 N LJ p Q HOLE \ 19 MON IN CAS C FOUND �PK NAIL - INT. SW 16TH (/1 luINT. OF 16TH do RAY ND A & LIND AVE. SW2+4c6TH STREET S89' 4.12"w Jul 22+ tENTON 11985 0 10 9.801M 2` BAST BLE YELLOW RAISE PAVEMENT MARKERS c�c c c— FOG UNE - SOUD WHfTE w 0 RIM : B C 20.47 LI.,Z - � _ :.'- '' Pry. :;YF'._-:7-``i-l>-•._: Pam- — —p_ --p— �. —P— -4 --P—•, _ b_ �`_�.' EDCE of 21 INV. 12"MP 17.92 OO RIGHT OF WAY WRlI 920i3— _ -_ - - -,• '20 32' ,�� I® ❑❑ O W 24 DIRT PER PLAT - � - —� 8.2 NV l+RFA _ 12 1 d.3 D o c I I P PLA7 20' CONSTRLICTiON TYPE 1 CATCH BASIN GIN ,Lr i CTRI IN MOUNTABLE 't a ON CONC. PAD CONC. CURB -a I EASEMENT ASSUMED LOCATION O N OF SW 16TH TECH DIRT GRAVEL Y w L j 6' CHAIN LINK FENCE LFGEN CENTER CURB ^ h 3 5 Q < O H CONTAINER 0 CEMENT CONCRETE SIDEWALK OR DRIVEWAY J W (. CD 3 POWER ASPHALT < ® ASPHALT CONCRETE PAVEMENT t Ir I ►a ra VAULT PARKING L) O ® Li6' CHAIN LINK FENCE GAS F j1 tiJ ¢ SUN H U U } Z ty I 0 50.00, VC r 50•00 VC LOW POINT ELEV - 20.93 HIGH POINT ELEV - 21.56 LOW POINT STA 19+99 HIGH POINT STA - 18+50 PW STA - 20+00 MATCH EXISTING GRADE PVI STA - 18+50 PROFILE GRADE PVI ELEV - 20.87 STA 21+53 PM ELEV - 21.62 ,, ELEV 21.72 C4 ,� ^ In + "+ + d C4 24 24 N I:i In W - w U U Vl U —o.Snz 20 20 c m EXISTING GROUND O 1 16 6 CIA I IL 1 12 2 W x en Z W O O Z 8 y B J > x W Q DOST]NG 24' SANITARY 4 4 nfV" lV n n O n n co 0� "�^ O"r AO nY If! O O etY " 0 eev 0 O O � O � "� "C " " " eV" CI "N fIN" "" "" " " " "" + " ' 0 . FTTT 1A0 18+00 18+40 18+80 19+20 19+60 20+00 20+40 20+80 21+20 21+60 22+00 22+40 22+80 FIGURE 8 OWL X C:- CJD too Vk �. cv \ rJcil_ Luy►.. r CTO 1 1 �, 92-3 e Y -o x � $y� '!'ram x � `_• y OV Oc • 'I l _X '� �,s:;; ..-,_/�_ � ,. ;�• � - T � �' 1, `�T 2 �� -. 1 S SN 7 , 4 T? TZO Avg x s _ Ob Na C=l ............... its Xa � , J