HomeMy WebLinkAbout15564 ACAD Files.zip
15564 OPT-3.txt Transmittal Report:
Created by AutoCAD eTransmit Wednesday, September 25, 2019, 9:30 AM.
Drawing Sheet Set:
This is a transmittal based on drawing sheets from the sheet set:
15564 OPT-3.
Subset: OPT-3 As-Built
Sheets:
15564-o1 - C1
15564-ex-conditions - C2
15564-demo - C3
15564-e1 - C4
15564-gm1 - C5
15564-gm-20sc exhibit - C5.1
15564-gm3 - C6
15564-ws1 - C7
15564-r1 - C8
15564-d1-3 - C9
15564-d1-3 - C10
15564-d1-3 - C11
15564-d1-3 - C12
15564-d1-3 - C13
15564-d1-3 - C14
15564-vault - C15
15564-ed1 - C16
15564-d1-3 - C17
15564-Site-Sections - C18
15564-Site-Sections - C19
Files:
Root Drawings: OPTION 3- 2TO1 SLOPE\15564-o1.dwg
OPTION 3- 2TO1 SLOPE\15564-ex-conditions.dwg
OPTION 3- 2TO1 SLOPE\15564-demo.dwg
OPTION 3- 2TO1 SLOPE\15564-e1.dwg
OPTION 3- 2TO1 SLOPE\15564-gm1.dwg
OPTION 3- 2TO1 SLOPE\15564-gm-20sc exhibit.dwg
OPTION 3- 2TO1 SLOPE\15564-gm3.dwg
OPTION 3- 2TO1 SLOPE\15564-ws1.dwg
OPTION 3- 2TO1 SLOPE\15564-r1.dwg
OPTION 3- 2TO1 SLOPE\15564-d1-3.dwg
OPTION 3- 2TO1 SLOPE\15564-vault.dwg
OPTION 3- 2TO1 SLOPE\15564-ed1.dwg
OPTION 3- 2TO1 SLOPE\15564-Site-Sections.dwg
Sheet Set Data File:
15564-opt-3.dst
Sheet Template Files:
Template\acad.dwt
AutoCAD Drawing (External) References:
xref\z15564-b.dwg
stamps\ali.dwg
xref\z15564-s-level1.dwg
xref\z15564-t.dwg
xref\z15564-g-Opt-3.dwg
xref\z15564-p.dwg
xref\z15564-p exhibit.dwg
xref\z15564-s-level2.dwg
xref\z15564-b.dwg
xref\z15564-p-5SC-sections.dwg
TIFF image References:
Ali Sadr\Ali.tif
image\City Amendments to the King County Surface Water Design Manual P1.tif
image\City Amendments to the King County Surface Water Design Manual P2.tif
image\City Amendments to the King County Surface Water Design Manual P3.tif
image\City Amendments to the King County Surface Water Design Manual P4.tif
image\COR 104.4.tif
image\COR 202.00.tif
image\COR 204.50.tif
image\COR 220.00.tif
image\COR 237.30.tif
image\COR 240.10.tif
image\COR 360.2.tif
image\COR BLOCKING.tif
image\COR C AND G REP .tif
image\COR CB IN CURB .tif
image\COR CB MISC .tif
image\COR CB TYPE 1 .tif
image\COR CB TYPE 1P .tif
image\COR CB TYPE 2 .tif
image\COR CURBS .tif
image\COR DDCVA.tif
image\COR DRIVEWAY .tif
image\COR DW NOTES .tif
image\COR FH ASSM.tif
image\COR FH MARKER.tif
image\COR RPBA.tif
image\COR RR XING.tif
image\COR SIDE SWR .tif
image\COR SIDEWALK .tif
image\COR SSCO.tif
image\COR STD PLAN 117.1.tif
image\COR STD PLAN 127.tif
image\COR SWR BEDDING .tif
image\COR SWR NOTES 1.tif
image\COR SWR NOTES 2.tif
image\COR TAP TEE.tif
image\COR VALVE BOX.tif
image\COR WATER NOTES.tif
image\COR WATER NOTES 1.tif
image\COR WATER NOTES 2.tif
image\COR WATER NOTES 3.tif
image\COR WM.tif
image\COR WTR 320.2.tif
image\COR WTR 340.8.tif
details\1.tif
image\GEOTECH 1.tif
image\GEOTECH 2.tif
image\GEOTECH 3.tif
image\MWS-L-8-8-V-UG (2).tif
image\OIL WATER 1.tif
image\OIL WATER 2.tif
details\2.tif
image\WSDOT J20.16-02.tif
image\WSDOT J21.10-04-1.tif
image\WSDOT J21.10-04-2.tif
image\City Amendments to the King County Surface Water Design Manual P5.tif
image\City Amendments to the King County Surface Water Design Manual P6.tif
image\City Amendments to the King County Surface Water Design Manual P7.tif
image\COR CB PROTECTION-1.tif
image\COR CHECK DAM.tif
image\COR SEDIMENT POND.tif
image\COR SEDIMENT POND RISER.tif
image\COR SILT FENCE.tif
image\COR TESC ENTRANCE.tif
JPEG image References:
Textures\Concrete.Cast-In-Place.Exposed Aggregate.Coarse.jpg
Textures\Concrete.Cast-In-Place.Flat.Grey.1.jpg
Textures\Sitework.Planting.Grass.Short.jpg
Textures\Sitework.Planting.Grass.Thick.jpg
Textures\Sitework.Planting.Gravel.Crushed.jpg
Textures\Sitework.Planting.Gravel.Mixed.jpg
Textures\Sitework.Planting.Sand.jpg
Textures\Sitework.Planting.Soil.jpg
AutoCAD Color-dependent Plot Style Table File References:
PlotCfgs\OCE TDS 700.ctb
PlotCfgs\1050-Standard.ctb
AutoCAD Compiled Shape References:
Fonts\tmodelf.shx
AutoCAD Plotter Configuration File References:
PlotCfgs\DWG To PDF.pc3
DWG File References:
z17131-p-204th.dwg
z17131-t.dwg
z17131-p.dwg
z17131-g-costco 10-11-16.dwg
z17131-g-240.dwg
z17236-t1.dwg
z15564-pt.dwg
z15564-g.dwg
PDF Document References:
image\Renton-cb protection1.pdf
image\Renton-cb protection2.pdf
image\renton-check dam.pdf
image\Renton-construction entrance.pdf
image\Renton-sediment pond.pdf
image\Renton-sediment riser.pdf
image\Renton-silt fence.pdf
The following files were excluded from the transmittal:
acad.fmp
Fonts\simplex.shx
Fonts\romans.shx
Fonts\ltypeshp.shx
Fonts\bold.shx
Fonts\SPECIAL.shx
Fonts\shadow.shx
Fonts\txt.shx
Fonts\bce.shx
Fonts\dim.shx
Fonts\AECCLAND.shx
Fonts\OUTLINE.shx
Fonts\calibri.ttf
Fonts\HMF1.SHX
Fonts\italicc.shx
Fonts\l_10646.ttf
Fonts\arial.ttf
Fonts\ROMANT.SHX
Fonts\HELV.SHX
Fonts\romand.shx
Fonts\ARIALN.TTF
Fonts\ARIALNB.TTF
Fonts\simplex_.ttf
Fonts\GARA.TTF
Fonts\symbol.shx
Fonts\helvbold.shx
survey\15564Aerial.dwg
survey\Image182.jpg
survey\Image183.jpg
survey\Image184.jpg
survey\Image185.jpg
xref\z15564-ps-level1.dwg
Fonts\swissl.ttf
Fonts\arialbd.ttf
Fonts\swissb.ttf
The following files could not be located:
tmodelp.(shx,ttf)
amtypeno.(shx,ttf)
Textures\Sitework.Paving & Surfacing.Asphalt.1.jpg
CAD signatures\Ali.tif
xref\rentonsiteplan level2.dwg
velvet-l.(shx,ttf)
PlotCfgs\Oce TDS700 - main CAD.pc3
The following files were not added because one or more files had the same path in the set already:
P:\15000s\15564\engineering\OPTION 3 - 2to1 SLOPE\xref\z15564-b.dwg (and P:\15000s\15564\asbuilt\OPTION 3- 2TO1 SLOPE\xref\z15564-b.dwg written to z15564-b.dwg\xref).
Notes for distribution:
.DWG external reference files:
External reference (xref) paths may be present. Make sure these paths work or that the root drawing is using the correct references.
eTransmit does not include files required by xrefs unless they are also required by the root drawing. In particular, plot style tables and overlay xrefs that are not used by the root
drawing are omitted
Raster image files:
Paths may be present on references to raster images. Make sure these paths work or that the root drawing is using the correct references.
PDF Underlay files:
Paths may be present on references to PDF underlay files. Make sure these paths work or that the root drawing is u sing the correct references.
.SHX fonts:
Please copy these fonts to the AutoCAD Fonts directory and check with the font manufacturer about distribution rights. Fonts supplied with AutoCAD are freely distributable.
.PC3 printer configuration files:
Please copy these files to the AutoCAD Printer Configuration Search Path directory.
.CTB/.STB plot style tables:
Please copy these files to the AutoCAD Plot Style Table Search Path directory.
Material texture files:
Please copy these files to the AutoCAD Texture Maps Search Path directory.
The AutoCAD variable FONTALT was set to:
C:\users\asadr\appdata\roaming\autodesk\autocad 2018\r22.0\enu\support\simplex.shx
Please make sure that the FONTALT variable is set to this file or an equivalent before opening any drawings. All text styles with missing fonts are automatically set to this font.
Data Shortcut Source File
P:\17000s\17131\preliminary\Xref\z17131-p-204th.dwg
Data Shortcut Source File
P:\17000s\17131\preliminary\Xref\z17131-g-240.dwg
P:\17000s\17131\preliminary\Xref\z17131-g-costco 10-11-16.dwg
P:\17000s\17131\preliminary\Xref\z17131-p.dwg
P:\17000s\17131\preliminary\Xref\z17131-t.dwg
Data Shortcut Source File
P:\17000s\17131\preliminary\Xref\z17131-g-costco 10-11-16.dwg
Data Shortcut Source File
P:\17000s\17131\preliminary\Xref\z17131-p.dwg
Data Shortcut Source File
P:\17000s\17131\preliminary\Xref\z17131-g-costco 10-11-16.dwg
Data Shortcut Source File
P:\15000s\15564\engineering\OPTION 3 - 2to1 SLOPE\xref\z15564-g-Opt-3.dwg
P:\15000s\15564\engineering\OPTION 3 - 2to1 SLOPE\xref\z15564-t.dwg
Data Shortcut Source File
P:\17000s\17236\engineering\xref\z17236-t1.dwg
Data Shortcut Source File
P:\15000s\15564\preliminary\xref\z15564-pt.dwg
Data Shortcut Source File
P:\15000s\15564\preliminary\xref\z15564-pt.dwg
Data Shortcut Source File
P:\15000s\15564\preliminary\xref\z15564-pt.dwg
Data Shortcut Source File
P:\15000s\15564\engineering\OPTION 3 - 2to1 SLOPE\xref\z15564-t.dwg
P:\15000s\15564\engineering\xref\z15564-g.dwg
15564-opt-3.dst
z15564-g.dwg
z15564-pt.dwg
z17131-g-240.dwg
z17131-g-costco 10-11-16.dwg
z17131-p-204th.dwg
z17131-p.dwg
z17131-t.dwg
z17236-t1.dwg
Ali Sadr/Ali.tif
details/1.tif
O 0000 o 00 18" Min. 000 00 00 oot) 00 000 o 00 0 0 000 00 00 0 000 0000 O ITI NOTES: 00 0 0 000 Structural Fill Perforated Drain Pipe (Surround In Drain Rock) SCHEMATIC ONLY - NOT TO
SCALE 0000 Free Draining Backfill should consist of soil having less than 5 percent fines. Percent passing #4 should be 25 to 75 percent. Sheet Drain may be feasible in lieu of Free
Draining Backfill, per ESNW recommendations. Drain Pipe should consist of perforated, rigid PVC Pipe surrounded With 1" Drain Rock. LEGEND: Free Draining Structural Backfill 1 inch
Drain Rock Earth Solutions NWLtc •arth Solutions NWLtc Engineering, Construction Monitoring Scieoces RETAINING WALL DRAINAGE DETAIL Marriott Residence Inn Drwn. GLS Checked HTW Renton,
Washington Date 04/07/2015 Proj. No Date April 2016 Plate 3569.01 5
details/2.tif
Slope 2" (Min.) Perforated Rigid Drain Pipe (Surround With 1" Rock) NOTES: DO NOT tie roof downspouts to Footing Drain. Surface Seal to consist of 12' Of less permeable, suitable soil.
Slope away from building LEGEND: Surface Seal; native soil or other low permeability material. 1" Drain Rock SCHEMATIC ONLY - NOT TO SCALE Earth Solutions arth Solutions NWLLC - *hnlql
Engineerin& Construction Monitoring Drwn GLS Checked H TW FOOTING DRAIN DETAIL Marriott Residence Inn Renton, Washington Date04/07/2016 Pro/ No. Date April 2016 Plate 3569.01 6
Fonts/tmodelf.shx
image/City Amendments to the King County Surface Water Design Manual P1.tif
Surface Water Standard Plan Notes and Example of Construction Sequence Surface Water Standard Plan Notes 1. 2. 3. 4. 5. 6. 7. 8. 9. 10. These notes shall ap#ar on projects for the surface
water utility. Before any construction or development activity occurs, a pre-construction meeting must be held between the City of Renton plan review section and the applicant. All
design and construction shall be in accordance with the Renton Municipal Code (RMC), the latest edition of the Standard Specifications for Road, Bridge and Municipal Construction prepared
by WSDOT and the American Public Works Association (APWA), as amended by the City of Renton Public Works Department. It shall be the sole responsibility of the applicant and the professional
civil engineer to correct any error, omission or variation from the above requirements found in this plans. all corrections shall be at no additional cost to the City. Approval of this
road, grading, parking and drainage plan does not constitute an approval of any other construction (e.g. domestic water conveyance, sewer conveyance, gas, electrical. etc.)The surface
water drainage system shall be constructed according to the approved plans, which are on file in with the City. Any deviation from the approved plans will require written approval from
the City of Renton Public Works Department, Surface water Utility Section. A copy of these approved plans must on the job site whenever construction is in progress. Grading activities
(site alteration) are limited to the hours of 7 a.m. to 7 p.m. Monday through Saturday and no work on Sunday is allowed, unless otherwise approved with a written decision by the City
of Renton. It shall be the applicant's/contractor's responsibility to obtain all construction easements necessary before initiating off-site work. Easements require City review and
approval prior to construction. Franchised utilities or other installations that are not shown on these approved plans shall not be constructed unless an approved set of plans that
meet all requirements of Chapter 4 of the Surface Water Design Manual are submitted to the City of Renton. Datum shall be NAVD 88 unless otherwise approved by the City of Renton. Reference
benchmark and elevations are noted on the plans. Any dewatering system necessary for the construction of stormwater facilities must be submitted to the City for review and approval.
Page 1
image/City Amendments to the King County Surface Water Design Manual P2.tif
11. 12. 13. 14. 15. 16. 17. 18. 19. 20. 21. All utility trenches and roadway subgrade shall be backfilled and compacted to 95 percent density, standard proctor. Open cutting of existing
roadways for non-franchised utility or storm drainage work is not allowed unless specifically approved by the City of Renton and noted on these approved plans. Any open cut shall be
restored in accordance with the City of Renton trench restoration standards. All sedimentation/erosion facilities must be in operation prior to clearing and building construction, and
they must be satisfactorily maintained until construction is completed and the potential for on-site erosion has passed. All retention/detention facilities must be installed and in
operation prior to or in conjunction with all construction activity unless otherwise approved by the Public Works Department, Surface Water Utility Section. All pipe and appurtenances
shall be laid on a properly prepared foundation in accordance with the current State of Washington Standard Specification for Road and Bridge Construction. This shall include necessary
leveling of the trench bottom or the top of the foundation material, as well as placement and compaction of required bedding material, to uniform grade so that the entire length of
the pipe will be supported on a uniformly dense, unyielding base. All pipe bedding shall be APWA Class "C", with the exception of PVC pipe. Steel pipe shall be aluminized, or galvanized
with asphalt treatment #1 or better inside and outside. All drainage structures, such as catch basins and manholes shall have solid locking lids. All drainage structures associated
with a permanent retention/detention facility shall have solid locking lids. Building and other structures shall be placed in accordance with Table 4.1 Easement Widths and Building
Setbacks Lines. All catch basin grates shall be depressed 0.10 feet pavement level. All driveway culverts located within City of Renton right-of-way shall be of sufficient length to
provide a minimum 3:1 slope from the edge of the driveway to the bottom of the ditch. Rcxk for erosion protection of roadside ditches, where required, shall be of sound quarry rock
placed to a depth of one (I) foot and must meet the following specifications: 4 - 8 inch rock / 40 - 70% passing; 2 - 4 inch rock / 30 - 40% passing; and less than 2 inch rock / 10
- 20% passing. All building downspouts and footing drains shall be connected to the storm drainage system, unless approved by the City plan reviewer or Surface Water Utility Section.
An accurately dimensioned, certified as-built drawing of this drainage system will be submitted to the City upon completion. Page 2
image/City Amendments to the King County Surface Water Design Manual P3.tif
22. 23. 24. 25. 26. Drainage outlets (stub-outs) shall be provided for each individual lot, except for those lots approved for infiltration by the City. Stub-outs shall conform to the
following: a. b. c. d. e. f. g. Each outlet shall be suitably located at the lowest elevation on the lot, so as to service all future roof downs'mlts and footing drains, driveways,
yard drains, and any other surface or subsurface drains necessary to render the lots suitable for their intended use. Each outlet shall have free-flowing, positive drainage to an approved
stormwater conveyance system or to an approved outfall location. Outlets on each lot shall be located with a five-foot-high, 2" x 4" stake marked "storm" or "drain". The stub-out shall
extend above surface level, be visible, and be secured to the stake. Pipe material shall conform to underdrain specifications described in Chapter 4 of the Surface Water Design Manual
and, if non-metallic, the pipe shall be placed in a trench with a tracing wire above or other acceptable detection. Private drainage easements are required for drainage systems designed
to convey flows through individual lots. The applicant/contractor is responsible for coordinating the locations of all stub- out conveyance lines with respect to other utilities (e.g.
power, gas, telephone, television). All individual stub-outs shall be privately owned and maintained by the lot home owner. Storm drainage pipe systems shall not penetrate building
foundations, except for sump pump discharge lines used to drain crawl spaces, provided the sump pump system includes backflow prevention or a check valve. All disturbed pervious areas
(compacted, graded, landscaped, etc.) of the development site must demonstrate one of the following: The existing duff layer shall be staged and redistributed to maintain the moisture
capacity of the soil, OR; Amended soil shall be added to maintain the moisture capacity. Proof of liability insurance shall be submitted to the City prior to construction permit issuance.
Issuance of the building or construction permits by the City of Renton does not relieve the owner of the continuing legal obligation and/or liability connected with storm surface water
disposition. Further, the City of Renton does not accept any obligation for the proper functioning and maintenance of the system provided during construction. The Contractor shall be
responsible for providing adequate safeguard, safety devices, protective equipment, flaggers, and any other needed actions to protect the life, health, and safety of the public, and
to protect property in connection with the Page 3
image/City Amendments to the King County Surface Water Design Manual P4.tif
27. performance of work. Any work within the traveled right-of-way that may interrupt normal traffic flow shall require a traffic control plan approve by the Public Works Department,
Transportation Systems Division. All sections of the WSDOT Standard Specifications 1-07-23 Traffic Control shall apply. Project located within the aquifer protection area (APA) shall
comply with Special Requirement #6 of the Surface Water Design Manual and Aquifer Protection Regulations (RMC 4-3-050). Page 4
image/City Amendments to the King County Surface Water Design Manual P5.tif
Erosion Control Notes 1. 2. 3. 4. 5. 6. 7. 8. These notes shall appear for all projects - site improvements, surface water utility, wastewater utility, water utility, and transportation
plans: Before any construction or development activity occurs, a pre-construction meeting must be held with the City of Renton, public works design engineer. The Boundaries of the clearing
limits and areas of vegetation preservation as prescribed on the plan(s) shall be clearly flagged by survey tape or fencing in the field prior to construction in accordance with Appendix
D of the Surface Water Design Manual and observed during construction. During the construction period, no disturbance beyond the clearing limits shall be permitted. The clearing limits
shall be maintained by the applicant/ESC supervisor for the duration of construction. Stabilized construction entrances shall be installed at the beginning of construction and maintained
for the duration of the project. Additional measures, such as constructed wheel wash systems or wash pads, may be required to ensure that all paved areas are kept clean and track out
to road right of way does not occur for the duration of the project. All required sedimentation/erosion control facilities must be constructed and in operation prior to land clearing
and/or construction to prevent transportation of sediment to surface water, drainage systems and adjacent properties. All erosion and sediment facilities shall be maintained in a satisfactory
condition until such time that clearing and/or construction is complete and potential for on-site erosion has passed. The implementation, maintenance, replacement and additions to erosion/sedimentat
ion control systems shall be the responsibility of the permitee. The erosion and sedimentation control systems depicted on this drawing are intended to be minimum requirements to meet
anticipated site conditions. As construction progresses and unexpected or seasonal conditions dictate, the permitee shall anticipate that more erosion and sedimentation control facilities
will be necessary to ensure complete siltation control on the proposed site. During the course of construction, it shall be the obligation and responsibility of the EErmitee to address
any new conditions that may be created by the activities and to provide additional facilities, over and above minimum requirements, as may be needed, to protect adjacent properties
and water quality of the receiving drainage system. Approval of this plan is for erosion/sedimentation control only. It does not constitute an approval of storm drainage design, size
nor location of pipes, restrictors, channels, or retention facilities. Any areas of exposed soils, including roadway embankments, that will not be disturbed for two days during the
wet season (October ISt trough March 30th) or seven days during the dry season (April ISt tough September 30) shall be immediately stabilized with the approved ESC cover methods (e.g.,
seeding, mulching, plastic covering, etc.). Page 5
image/City Amendments to the King County Surface Water Design Manual P6.tif
9. 10. 11. 12. 13. 14. 15. 16. Wet season seasonal erosion and sediment control requirements apply to all construction sites clearing between October 1 and March 30 inclusive, unles
otherwise approved by the City through an adjustment Cover measures will be applied in conformance with Appendix D of the Surface Water Design Manual. Any area needing ESC measures,
not requiring immediate attention, shall be addressed within seven (7) days. The ESC facilities on inactive sites shall be inspected and maintained a minimum of once a month or within
24 hours following a storm event. At no time shall more than one (1) foot of sediment be allowed to accumulate within a catch basin. All catch basins and conveyance lines shall be cleaned
prior to paving. The cleaning operation shall not flush sediment-laden water into the downstream system. During the time of OctotH ISt through March all project distributed soil areas
greater, that are to be left un-worked for more than 12 hours, shall be covered by mulch, sodding or plastic covering. Any permanent retention/detention facility used as a temporary
settling basin shall be with the necessary erosion control measures and shall provide adequate storage capacity. If the permanent facility is to function ultimately as an infiltration
system, the facility must be rough graded so that the bottom and sides are at least three feet above the final grade of the permanent facility. Prior to the of the wet season (Oct.
I), all disturbed areas shall be reviewed to identify which ones can be seeded in preparation for the winter rains. Disturbed areas shall be seeded within one week of the beginning
of the wet season. A sketch map of those areas to be seeded and those areas to remain uncovered shall be submitted to the City of Renton for review. STRUCTURAL NOTES 1. 2. These plans
are approved for standard road and drainage improvements only. Plans for structures such as bridges, vaults, and retaining walls require a separate review and approval by the City prior
to construction. Rockeries are considered to be a method of bank stabilization and erosion control. Rockeries shall not be constructed to serve as retaining walls. All rockeries in
City road right-of-way shall be constructed in accordance with City Standards. Rockeries outside of road right-of-way shall be constructed in accordance with the International Building
Code. Page 6
image/City Amendments to the King County Surface Water Design Manual P7.tif
EROSION AND SEDIMENT CONTROL RECOMMENDED CONSTRUCTION SEQUENCE 1. 2. 3. 4. 5. 6. 7. 8. 9. 10. II. 12. 13. 14. 15. Pre-construction meeting. Post sign with name and phone number of ESC
supervisor (may be consolidated with the required notice of construction sign). Flag or fence clearing limits. Install catch basin protection if required. Grade and install construction
entrance(s). Install perimeter protection (silt fence, brush barrier, etc.). Construct sediment ponds and traps. Grade and stabilize construction roads. Construct surface water controls
(interceptor dikes, slope drains, etc.) simultaneously with clearing and grading for project development. Maintain erosion control measures in accordance with Appendix D of the Surface
Water Design Manual and manufacturer's recommendations. Relocate erosion control measures or install new measures so that as site conditions change the erosion and sediment control
is always in accordance with the City's Erosion and Sediment Control Standards. Cover all areas that will be unworked for more than seven days during the dry season or two days during
the wet season with straw, wood fiber mulch, com'X)st, plastic sheeting or equivalent. Stabilize all areas that reach final grade within seven days. Seed or sod any areas to remain
unworked for more than 30 days. Upon completion of the project, all disturbed areas must be stabilized and BMPs removed if appropriate. Page 7
image/COR 104.4.tif
MIN OF PAVEO ORiVEWAY REOIÅIREO EXPANSION JOINT (SEE STD PLAN 102} RAMP WITH IV i *LOPE (TYPO 3!8N CONTRACTION JOINT (TYPO sto PLAN 102) CONCRETE DRIVEWAY W; BIO ITEM {INC'.WDES SIDEWALK
RAMPS} VARIES {SEE NOTE 7) EXPANSION (TYP.j {SEE STO. PLAN 102) SEE NOTE 5 MiN_ c,EMENT CONCRETE SIDEWALK SEE NOTE CEMENT conc,'RETE CURB a GLITTER (SEE NOTE 3} PLAN VIEW (TYPE 03 SHOWU
& C2 C,MAX SIMII.AR) (SEE NOTE 9) EXPANSION PL-AN SECTION A SHOWN 8 MAX. Nore NOTE SiOkWN,K WIDTH MiN SECTION For NOTES see STD. PLAN 1042 DRIVEWAY REMINE. SLOPE (Sk.OPE.- GHOWN EXAGGERATED!
PUBLIC WORKS DEPARTMENT STD. PLAN - CEMENT CONCRETE DRIVEWAY PPRO ENTRANCE - TYPES CIB, C2B, C3B, and C-MAXB (MTH BUFFER) 104.4 Gregg Public Works Adfninistratov
image/COR 202.00.tif
CLEAN SURFACE AND BOTTOM AREA. PROVIDE UNIFORM CONTACT. - THE SURFACE AREA OF THE BASE SECTION MUST BE GROUTED TO THE BOTTOM AREA OF THE ADJUSTMENT SECTION. NOTES FRAME AND VANED GRATE
SEE NOTE 4 ADJUSTMENT SECTION BASE SECTION 1. 2, 3. 4. 5. 6. 7. 8. THE COVER OR GRATING OF A CATCH BASIN SHALL NOT BE GROUTED TO FINAL GRADE UNTIL THE FINAL ELEVATION OF THE PAVEMENT,
GUTTER, DITCH, OR SIDEWALK IN WHICH IT ts TO BE PLACED HAS BEEN ESTABLISHED* AND UNTIL PERMISSION THEREAFTER IS GIVEN BY TI-IE ENGINEER TO GROUT IN PLACE IN ACCORDANCE WITH APWA STANDARD
SPECIFICATION 7-05.3. SHIMS SHALL NOT BE USED TO SET FRAME TO GRADE. THE USE OF SHIMS IS PROHIBITED. A CONTINUOUS LAYER OF MORTAR SHALL BE PLACED BETWEEN ADJUSTMENT RINGS AND BRICKS
PRIOR TO PLACEMENT. THE USE OF BRiCl<S IS PERMITTED WHERE THE BRICKS ARE STAGGERED TO CREATE A RUNNING BOND OR % BOND. ADJUSTMENT SECTION SHALL BE GROUTED WATERTIGHT TO THE BOTTOM AREA
OF THE ADJUSTMENT SECTION WITH NONSHRINK GROUT GROUTING BETWEEN ADJUSTMENT SECTION SHALL BE WATER TIGHT. GROUT IS TO BE NON-SI-IRINK TYPE GROUT MEETING THE REQUIREMENTS OF ASTM 157
PER APWA STANDARD SPECIFICATION 9-20.3 FOR MAXIMUM PERCENT DRY SHRINKAGE. THE MINIMUM COMPRESSIVE STRENGTH SHALL BE 4.000 PSI AT 7 DAY PER APWA STANDARD SPECIFICATION 9-20.3 PICK 1
LIFTING HOLES ARE TO BE GROUTED WATER TIGHT. PUBLIC WORKS DEPARTMENT STD. PLAN CATCH BASIN INSTALLATION MARCH 202.00 2008
image/COR 204.50.tif
RENTON AHEAD OF THE CURVE O DRAIN PLAN VIEW 112" (13mm) LETTERING BOLTHOLES- 3 PLCS EQUALLY SPACED 120' APART ON 23 1/16" (586mm} DIA B.C (1) 1" (25mm) DIA PICKHOLE 1 1/48 [32mml LETTERING
COVER BOTTOM vlEw (3) BLT SOC. (ALLEN HEAD) 51+11 x 1.5 ss RUBBER WASHER EON BOLTING DETAIL [16mrnl 25" DIA. (635mm] [1 gmm] 8 314" [222mml TYP COVER SECTION VIEW 26 If? DIA [673mrnl
25 1/4" DIA [64 Imm] 1/4" (6mm) DIA NEOPRENE GASKET 23 3/8" DIA CL OPEN [594mml 27 5/16" DIA [694mml 34 •1/8" DIA [867mm] FRAME SECTION VIEW 1" [25mml [64mml [27mml 6" [152mm] NOTES
[6mml [3mml 118" [R3mm] [27mm] GASKET GROOVE DETAIL ALL COVERS SHALL BE LOCKING LID PER EASTJORDAN IRON WORKS INC. No. 3717C1 OR APPROVED EQUAL. PUBLIC WORKS DEPARTMENT STORM ROUND
FRAME AND COVER STD. PLAN - 204.50 MARCH 200B
image/COR 220.00.tif
Ilmlts of plpe compaction 3' max. 0.0. 3' ma z beddng matedal for flexible pipe (see note 6) foundation limits of pipe compacdon gravel backfill for pipe bedding 0.15 0.D. min. 0.65
0.D. min. gravel backfill for —foundations when specified W (see note 4) limit of pipe zone * A = 4" min. 27" I.D. and under 6" mln., over 27" I.D. A. Metal and Concrete Plpe span 3'
max span Q) span max Bedding for Flexible Pipe Flexible Pipe NOTES: 3' max 0.15 rise n-in. lirNts of plpe compaction gravel backfill for pipe beddng B. Pipe - Rigid Pipe NOTES: 0.65
rise rNn. gravel backflll for foundadons when spedfled Arch Installation 1. 2. 3. 4. 5. 6. 1. Pipe compaction Ilmlts shown on thls plan are for plpe construction in an embankment. For
pipe construction in a trench, the horizontal limits of the pipe compaction zone shall be the walls of the trench. 2. All steel and aluminum pipe and plpe-arches shall be installed
in accordance with design A. 3. Concrete pipe with elliptical reinforcement shall be installed in accordance with design A. 4. Concrete pipe, plain or with circular reinforcement, shall
be Installed with design A. 5. O.D. Is equal to the outslde diameter of a plpe or the outside span of pipe-arch. The dimensions shown as O.D. with 3' maximum shall be O.D. until O.D.
equals 3; at which polnt 3' shall be used. 1 for dlameters 12" through 42" and spans through 50". 2'-0" for diameters greater than 42" and spans greater than 50". Provlde unlform support
under barrels. Hand tamp under haunches. Compact bedding material to 95% max. density; directly over plpe, hand tamp only. See "Excavation and Preparation of Trench" in sanitary sewers
section of the standard WSDOT/APWA specifications for trench width "WA and trenching optlons. The pipe zone will be the actual trench width. The minimum concrete width shall be 1 I.D.
18". Trench backfill shall conform to "Backfilling Sewer Trenches" in the sanitary sewers section of the WSDOT/APWA standard specifications, except that rocks or lumps larger than 1"
per foot of pipe diameter shall not be used In the backfill material. See "Bedding Material for Flexible Pipe" In aggregates section of the WSDOT/APWA standard speclficatlons for the
material specifications. Backfill material placed in 0.5' loose layers and compacted to 95% maxlmum density. Method B or C compaction (WSDOT/APWA) standard specifications. ) circular
pipe conc., LCPE, CMP (diameter) pipe - arch metal only (span) PIPE COMPACTION DESIGN AND BACKFILL Size 1 2" to 24" 30" to 96" 102' to 180" 1 8" to 36" 43" to 142" 148" to 199" PUBLIC
WORKS DEPARTMENT STD. PLAN - 220.00 MARCH Mln. dist. between barrels 12" diam. 12 48" span 1 3 48" 200B
image/COR 237.30.tif
o LEVEL LINE FRONT SIX EVENLY SPACED HOLES ON 10 3180 BOLT IRCLE FOR BOLTING TO FLANGE CONNECTION. o SIDE o o O HANDLE WITH LOCK PIN. CD ADJUSTABLE LOCK HOOK WITH LOCK SCREW. ROD OR
TUBING, VARIABLE LENGTH. o LIFT HANDLE NOTES: O u: SEE NOTE 5 MAXIMUM OPENING OF GATE LIFT HANDLE SHALL BE ATTACHED PER MANUFACTURERS RECOMMENDATIONS. 1. 2. 3. 4. 5. 6. 7. 8. 9. SHEAR
GATE SHALL BE ALUMINUM ALLOY PER ASTM B-26-ZG-32a OR CAST IRON ASTM A48 CLASS 30B AS REQUIRED. GATE SHALL BE 8 IN. DIAM. UNLESS OTHERWISE SPECIFIED. GATE SHALL BE JOINED TO TEE SECTION
BY BOLTING (THROUGH FLANGE), WELDING, OR OTHER SECURE MEANS. LIFT ROD: AS SPECIFIED BY MFR. WITH HANDLE EXTENDING TO WITHIN ONE FOOT OF COVER AND ADJUSTABLE HOOK LOCK FASTENED TO FRAME
OR UPPER HANDHOLD. GATE SHALL NOT OPEN BEYOND THE CLEAR OPENING BY LIMITED HINGE MOVEMENT, STOP TAB, OR SOME OTHER DEVICE. NEOPRENE RUBBER GASKET REQUIRED BETWEEN RISER MOUNTING FLANGE
AND GATE FLANGE. MATING SURFACES OF LID AND BODY TO BE MACHINED FOR PROPER FIT. FLANGE MOUNTING BOLTS SHALL BE 3/8 IN. DIAM. STAINLESS STEEL. ALTERNATE CLEANOUT/SHEAR GATES TO THE DESIGN
SHOWN ARE ACCEPTABLE, PROVIDED THEY MEET THE MATERIAL SPECIFICATIONS ABOVE AND HAVE A SIX BOLT. 10 3/8 IN. BOLT CIRCLE FOR BOLTING TO THE FLANGE CONNECTION. PUBLIC WORKS DEPARTMENT
STD. PLAN - 237.30 FROP - T - SHEAR GATE DETAIL MARCH 2008
image/COR 240.10.tif
VENTILATION PIPES 12t MIN. AT CORNERS ACCESS COVER OVER INLET COALESCING PLATE PACK 20' MAX (RECOMMENDED) LADDER AND ACCESS INLET (8H MIN.) HIGH FLOW BYPASS SUBMERGED NOTES: FOREBAY
-.1 -1 AFTERBAY ACCESS COVER (OVER OUTLET) LADDER (TYP.) 5' MAX. SHUT OFF VALVE WI RISER & VALVE BOX OUTLET PIPE (8' MIN.) ACCESS DOOR ALLOWING REMOVAL OF PLATE PACK OR PROVIDE FULL
LENGTH REMOVABLE COVERS ACROSS ENTIRE CELL. PLAN VIEW NTS VARIES (CAN BE CONSTRUCTED ON GRADE WITHOUT RISERS) 8" TEE WQ WATER SIRFACE MIN. 6" MIN. 8' MIG. L/3 MIN. , OIL RETAINING BAFFLE
(50% D MIN.) COALESCING PLATE PACK INLET WEIR-SOLIDS RETAINING BAFFLE OR WINDOW WALL (SEE TEXT) GRAVITY DRAIN (1.12 RECOMM.) SECTION VIEW NTS (L/4 RECOMM.) 1. GRAVITY DRAIN SHALL BE
AT LEAST 8 INCH MINIMUM DIAMETER AND SHALL BE CONTROLLED BY A VALVE . USE OF A SHEAR GATE IS ALLOWED ONLY AT THE INLET OF A PIPE LOCATED WITHIN AN APPROVED STRUCTURE. PUBLIC WORKS DEPARTMENT
COALESCING PLATE on- / WATER SEPARATOR STD. PLAN - 240.10 MARCH 2008
image/COR 360.2.tif
HINGED STEEL PLATE COVERS. DIMENSIONS • -2" EQI.JAL TO UTILITY VAULT OR EQUAL TOUCH READ PIT SENSOR MOUNTED ON STEEL PLATE COVER THROUGH 2" DA. DRiCCED HOLE IN COVER. THE BY-PASS AS.SEMBLY
SHALL BE INCLUDED AS PART OF THE DETECTOR DOUBLE CHECK VALVE ASSEMBLY. SENSUS SRII (TR/PL) METER tc'E REGISTER. CITY PRIVATE PIPING TEE (MO x FL) OR 6 n FL. x p. E. PIPE W' T H COLLAR
18' FROM p. b" 6" PRECAST CONCRETE VAULT WITH 3 4" 3-2" 71-2" ONE EACH ADAPTERi FL.x SCREWED SIDE BULL HEAD TEE, FL. PIPE 18" FOR 10" ASSEMBLY 1/2" FOR 8" ASSEMBLY 17 1/2" FOR 6" ASSEMBLY
18 3-0" 2" x MS) MAIN .12" 6" OATE VALVE (FL TO CITY 8" 2' 12" ALL AROUND CONCRETE BLOCKING 6 LONG LONG LONG ALL DETECTOR DOUBLE CHECK VALVE ASSEMBLIES SHALL INCLUDE RESILIENT SEATED
SHUTOFF VALVES AND TEST COCKS. AND APPROVED CROSS-CONNECTION CONTROL ASSEMBLIES PER DEPARTMENT OF HEALTH LATEST APPROVED LIST. DOUBLE CHECK VALVE BEND ASSEMBLY 3 NOTE. INCLUDES TWD
RESILIENT SEATED SHUTOFF VALVES. 10", 8". OR 6" FLANGED COUPLING ADAPTER EQUAL ro ROMAC. 3' LOCATE VAULT IN PLANTING 4" AND LARGER BENDS AND IRON CEMENT LINED. AREA, TEES TOUCH READ
PIT ON STEEL PLATE DRILLED HOLE IN NOT IN PAVING. TO BE CAST 4 "x 2 1/2" FIRE DEPARTMENT DOUBLE CONNECTION FOR STAND PIPE WITH BREAKABLE CAST IRON HOSE CAPS. ONE EACH SIDE EQUAL TO
GRINNEL FIG. 1682 WITH HOSE CAPS FIG. 13-33. 6" SWING TYPE GRAVITY OPERATED CHECK VALVE, FL. EQUAL TO MUELLER CO. A-2600-6 WITH BALL DRIP VALVE AT BOTTOM INSTALL EPOXY NON-SHRINK GROUT
(TYP.) 6" PIPE, FL.x FL. 30" LONC a" ASSEMBLY, 6" SHORT RADIUS 90' BEND FL. 10" ASSEMBLY 90' 8"X6" REDUCING BEND FL. TO BUILDING DEADMAN BLOCK REQUIRED. FL x MJ ADAPTOR to" ASSEMBLY
8" ASSEMBLY TEE, FL. 6" ASSEMBLY 6'x6"x6" TEE. FL. 1 0", 8". OR 6's CATE VALVE, FL.x WITH INDICATOR POST. INDICATOR POST VALVE SAME SIZE AS DOUBLE CHECK VALVE (MUELL.ER CO. OR EOUAL)I
PAINTED RED. 10", 8", OR 6" DUCTILE IRON CLASS 52 NIPPLE PIPE, CEMENT LINED, LENGTH TO FIT. .36" TO 42' 6" x SCREW 2. 4. 5. 6. -18" FOR •1 0" 1/2" FOR 8" 1/2" FOR 6" LID SENSOR MOUNTED
COVER THROUGH 2" DIA. COVER. ASSEMBLY 17 ASSEMBLY -18 ASSEMBLY - TEMPORARY SUPPORT SHALL BE PROVIDED UNDER VALVES AT THE TIME OF INSTALLATION TO CENTER THE PIPE IN VAULT OPENING. AFTER
COMPLETE INSTALLATION REMOVE THE TEMPORARY SUPPORT AND INSTALL ADJUSTABLE PIPE SUPPORT. INSTALL GALVANIZED LADDER FOR ACCESS. AFTER FIELD INSTALLATION, MAIN DDCVA AND BY-PASS DCVA MUST
BE TESTED SATISFACTORILY BY A DEPT. OF HEALTH CERTIFIED BACKFLOW ASSEMBLY TESTER. TEST REPORT TO BE SUBMITTED TO CITY OF RENTON WATER UTILITY ENGINEERING DEPT. PRIOR TO ACTIVATION OF
NEW LINE, INSTALL BRASS h" FLARE TEST COCKS WITH h" FLARE CAPS. 5/8"x3/4" INVENSYS TR-PL METER WITH ICE REGISTER 6" MIN. STORM CATCH DRAIN TO DAYLIGHT OR DRAIN SYSTEM WITH BASIN OR
MANHOLE Ot—6' 2'-11 " END 6" 900 BEND FL. GALVANIZED STEEL LADDER COMPACTED FOUNDATION GRAVEL PUBLIC WORKS DEPARTMENT & 10" DOUBLE DETECTOR CHECK ASSEMBLY WITH STANDPIPE OUTSIDE INSTALLATION
ADJUSTABLE STEEL PIPE SUPPORT, STANCHIONS BOLTED TO FLOOR. VIEW STD. PLAN - 360.2 MARCH 2010
image/COR BLOCKING.tif
11—1/4.0 CAP BEND 22-1/2' TEE BEND 450 BEND goo BEND THRUST BLOCK BEARING AREA IN SQUARE FEET (SEE NOTES) FOR HORIZONTAL AND DOWNWARD VERTICAL BENDS FIRM -SfLT OR SOIL FIRM SILTY SAND
COMPACT SAND COMPACT SAND & GRAVEL FITTING BEND TEE CAP OR PLUG & 22 1/2' BEND TEE CAP OR PLUG & 22 1/2' BEND TEE CAP OR PLUG & 22 1/20 BEND BEND 23.3 16.7 12" 53.0 37.5 16.7 37.5 6.7
15.0 26.5 18.8 8.4 18.8 3.4 7.5 20.0 1.6 3.5 6.3 14.0 BEND 1.0 1.4 2.5 5.6 AREAS CALCULATED ON 300 PS' TEST PRESSURE. 3-0" 4'-O" MIN. COVER FOR WATERMAIN 12" OR GREATER. MIN. COVER
FOR WATERMAN LESS THAN TRENCH MAX. HEIGHT OF THRUST BLOCK (FT) - MIN. HEIGHT OF THRUST BLOCK (FT) 03 NOTES: 0.5 x DEPTH OF 0.0. PIPE + 1.0' THRUST BLOCK BEARING AREA REFERS TO THE FACE
OF BLOCK MEASURED (N SQUARE FEET 2. 3. 5. PUBLIC WORKS DEPARTMENT LOCATION AND S'ZE OF BLOCKING FOR PIPE LARGER THAN 12"D'AMETER AND FOR SOIL TYPES DIFFERENT THAN SHOWN SHALL BE DETERMINED
BY THE ENGINEER. ALL BLOCKING SHALL BE POURED IN PLACE AGA'NST UNDISTURBED NATIVE GROUND. ALL POURED THRUST BLOCKS SHALL BE BACKFILLED AFTER MIN. DAY. PRESSURE TESTING SHALL OCCUR AFTER
CONCRETE HAS REACHED NOMINAL COMPRESSIVE STRENGTH. ALL BLOCKING SHALL BE CONCRETE CL 5 (1-1/2"). BLOCKING AGAINST FITTINGS SHALL BEAR AGAINST THE GREATEST FITTING SURFACE AREA POSSIBLE,
BUT SHALL NOT COVER OR ENCLOSE BELL ENDS, JOINT BOLTS OR GLANDS REASONABLE ACCESS TO BOLTS AND GLANDS SHALL BE PROVIDED. CONCRETE BLOCKING FOR HORIZONTAL AND DOWNWARD VERTICAL BENDS
STD. PLAN - 330.2 MARCH 2010
image/COR C AND G REP .tif
EXISTING ASPHALT p A YEMEN T SAWCUT - (SEE NOTE 2) ART RIAL STREET MINIMUM 7" HMA (or ACP Class B) (SEE NOTE OVER 6" CRUSHED ROCK RESIDEN STREET MINIMUM 4" HMA (or ACP Class B) (SEE
NOTE l), OVER 6" CRUSHED ROCK NOTES: NEW CURB & GUTTER (SEE NOTE 2) MUST MATCH EXISTINC THICKNESS IF GREATER 2. 3 SAWCUT SHALL BE POSITIONED I DAMAGED PAVEMENT O" BEYOND EDGE OF THE
OF THIS DESICN TO DESCRIBE PAVEMENT PLACEMENT AT THE FACE. SEE STANDARD PLAN FOR CEMENT CONCRETE CURBS. CJS STD ppR0 PLAN - PUBLIC WORKS DEPARTMENT CURB AND GUTTER REPLACEMENT DETAIL
103 z ATE
image/COR CB IN CURB .tif
SEE NOTE 2 3/'a*R X 5/8'2D DUMMY VILI.ER ( T '*Q) FACE CURB SEC TION CENTERLINE OF FRWE a M.ATü-4 RON)WAY SLOPE RECEæ pt AN 'Vit:.'VV FRAME AND ONATE - NOT INCLUDED IN CURB AND GUTTER
BID (TEM TOP ROADWAY ADJUSTMENT SECTK)N - NOT INCLUDED IN CURB ANO GUTIER CATCH BASIN - NOT INCU.JDE.D IN CURB MO GUTTER ITEM 1 The intent of this design is to facilitate the removal
of a catch basin with minimal disturbanæ of the (Nrb. The expanslon Jolnts of the adjacent sidewalk shall be adjusted be In llne with these curb expansion Joints. VIEW CEMENT CONCRETE
CURB PUBLIC WORKS INSTALLATION AT DEPAR'1MEtNT CATCH BASINS NOTE 2 CEMENT CONCRETE CURB AND GUTTER m. PUN - 101.1 PRO DATE
image/COR CB MISC .tif
#6 BARS @ 71' SPACING 20" x 24", 24" DIAM., 48" DIAM. OR 54" DIAM. HOLE 12 1/2" MAX 84" or 96" FLAT SLAB TOP #5 BARS @ 6" SPACING 20" x 24", 24" DIAM., 48" DIAM. OR 54" DIAM. HOLE 2"
(TYP, 2 112" MAX 72" FLAT SLAB TOP #4 BARS @ 6" SPACING 20" x 24" OR 24" DIAM. HOLE 2 1/2" MAX. 48", 54", or 60" FLAT SLAB TOP 12" (TYP.) 0) PREFABRICATED LADDER TYPICAL ORIENTATION
FOR ACCESS AND STEPS 24" MIN. 48" MIN. ECCENTRIC CONE SECTION 12" MIN. STEP 0) 6" OR 12" ONE #3 BAR HOOP ONE BAR HOOP FOR 6" TWO #3 BAR HOOPS FOR 12" CIRCULAR ADJUSTMENT SECTION RECTANGULAR
ADJUSTMENT SECTION 1 .O As an acceptable alternative to rebar, wire mesh having a minimum area of 0.12 square inches per foot may be used for adjustment sections. PUBLIC WORKS DEPARTMENT
MISCELLANEOUS DETAILS FOR DRAINAGE STRUCTURES STD. PLAN - 204.60 MARCH 2008
image/COR CB PROTECTION-1.tif
OuWu
image/COR CB TYPE 1 .tif
PIPE ALLOWANCES z FRAME AND VANED GRATE 6" OR 12" ONE #3 BAR HOOP FOR 6" HEIGHT TWO #3 BAR HOOPS FOR 12" HEIGHT RECTANGULAR ADJUSTMENT SECTION NOTES PIPE MATERIAL REINFORCED OR PLAIN
CONCRETE ALL METAL PIPE cpssp •k (STD. SPEC. 9-05.20) SOLID WALL PVC MAXIMUM INSIDE DIAMETER 15" (STD. SPEC. 9-05.12(1)) PROFILE WALL PVC 15" (STD. SPEC. 9-05.12(2)) * CORRUGATED POLYETHYLENE
STORM SEWER PIPE #3 BAR EACH CORNER #3 BAR EACH SIDE #3 BAR EACH WAY PRECAST BASE SECTION #3 BAR EACH CORNER 18" MIN. #3 BAR HOOP SEE NOTE 1 ALTERNATIVE PRECAST BASE SECTION 1. 2. 3.
4. 5. 6. 7. 8. As acceptable alternatives to the rebar shown in the PRECAST BASE SECTION, fibers (placed according to the Standard Specifications), or wire mesh having a minimum area
of 0.12 square inches per foot shall be used with the minimum required rebar shown in the ALTERNATIVE PRECAST BASE SECTION. Wire mesh shall not be placed in the knockouts. The knockout
diameter shall not be greater than 20". Knockouts shall have a wall thickness of 2" minimum to 2.5" maximum. Provide a 1.5' minimum gap between the knockout wall and the outside of
the pipe. After the pipe is installed, fill the gap with joint mortar in accordance with Standard Specification 9-04.3. The maximum depth from the finished grade to the lowest pipe
invert shall be 5'. The frame and grate must be installed with the flange down. The Precast Base Section may have a rounded floor, and the walls may be sloped at a rate of 1:24 or steeper.
The opening shall be measured at the top of the precast base section. All pickup holes shall be grouted full after the basin has been placed. Alt grade rings and castings shall be set
in mortar in accordance with Standard Specification 9-04.3. PUBLIC WORKS DEPARTMENT CATCH BASIN TYPE 1 STD. PLAN - 200.00 MARCH 2008
image/COR CB TYPE 1P .tif
NOTES z FRAME AND VANED GRATE ONE #3 BAR HOOP FOR 6" HEIGHT Two #3 BAR HOOPS FOR 12" HEIGHT 6" OR 12" RECTANGULAR ADJUSTMENT SECTION 6) 1. 2. 3. 4. 5. 6. 7. 8. #3 BAR EACH CORNER #3
BAR HOOP #3 BAR EACH SIDE #3 BAR EACH WAY As acceptable alternatives to the rebar shown in the PRECAST BASE SECTION, fibers (placed according to the Standard Specifications), or wire
mesh having a minimum area of 0.12 square inches per foot shall be used with the minimum required rebar shown in the ALTERNATIVE PRECAST BASE SECTION. Wire mesh shall not be placed
in the knockouts. The knockout diameter shall not be greater than 18". Knockouts shall have a wall thickness of 2' minimum to 2.5" maximum. Provide a 1.5" minimum gap between the knockout
wall and the outside of the pipe. After the pipe is installed, fill the gap with joint mortar in accordance with Standard Specification 9-04.3. The maximum depth from the finished grade
to the lowest pipe invert shall be 5'. The frame and grate must be installed with the flange down. The Precast Base Section may have a rounded floor, and the walls may be sloped at
a rate of 1:24 or steeper. The opening shall be measured at the top of the precast base section. All pickup holes shall be grouted full after the basin has been placed. All grade rings
and castings shall be set in mortar in accordance with Standard Specification 9-04.3. 6) #3 BAR EACH CORNER PRECAST BASE SECTION 18" MIN. #3 BAR HOOP SEE NOTE 1 ALTERNATIVE PRECAST
BASE SECTION PUBLIC WORKS DEPARTMENT CATCH BASIN TYPE IP (FOR PARKING LOT) STD. PLAN - 200.20 MARCH 2008
image/COR CB TYPE 2 .tif
o z O z z o U- MORTAR FILLET "0' RING 48'. 54', 60", 72", 84' OR STEPS OR LADDER CATCH BASIN FRAME AND VANED GRATE (DETAIL 204.00) HANDHOLD RECTANGULAR ADJUSTMENT SECTION OR CIRCULAR
ADJUSTMENT SECTION GROUT, TYPICAL (SEE NOTE 5) FLAT SLAB TOP MORTAR UP.) REINFORCING STEEL (TYP.) GRAVEL BACKFILL FOR PIPE ZONE BEDDING SEPARATE BASE CAST-IN-PLACE INTEGRAL BASE PRECAST
WITH RISER GRAVEL BACKFILL FOR PIPE ZONE BEDDING o CATCH BASIN DIMENSIONS SEPARATE BASE PRECAST NOTES CATCH WALL BASIN BASE THICKNESS THICKNESS BASE REINFORCING STEEL IN EACH DIRECTION
SEPARATE BASE INTEGRAL BASE DIAMETER 48" 84" 4.5" 5" 8" 6" 8" MAXIMUM KNOCKOUT SIZE 36" 48" 72" DISTANCE BETWEEN KNOCKOUTS 8" 0.23 0.19 0.25 0.35 0.39 0.39 0.15 0.19 0.25 0.24 0.29
0.29 PIPE ALLOWANCES 1. 2. 3. 4. 5. No steps are required when height is 4' or less. The bottom of the precast catch basin may be sloped to facilitate cleaning. The rectangular frame
and grate must be installed with the flange down. The frame may be cast into the adjustment section. Knockouts shall have a wall thickness of 2" minimum to 2.5" maximum. Provide a 1.5"
minimum gap between the knockout wall and the outside of the pipe. After the pipe is installed, fill the gap with joint mortar in accordance with Standard Specification 9-04.3. All
grade rings, risers, and castings shall be set in mortar in accordance with Standard Specification 9-04.3. CATCH PIPE MATERIAL WITH MAXIMUM INSIDE DIAMETER SOLID PROFILE BASIN ALL METAL
CPSSP WALL WALL CONCRETE DIAMETER 72" 84 " 24" 7? O 24" 42" 60K PVC@ PVC 0 27" 36" 36" 36" 36" 42" 48" O Corrugated Pdyethylene Storm Sewer Pipe (Std. @ (Std. spec. g-05.12(1)) @ (Std.
spec. PUBLIC WORKS DEPARTMENT CATCH BASIN TYPE 2 spec. STD. PLAN - 201.00 MARCH 2008
image/COR CHECK DAM.tif
image/COR CURBS .tif
63 VARIES FROM TO O -i 6" 1 FACE OF CURB 1:24 TOP OF ROADWAY CEMENT CONCRETE SIDEWALK RAMP OR LANDING PREMOLDED JOINT FILLER 1:12 CEMENT CONCRETE TRAFFIC CURB AND GUTTER FACE OF ADJACENT
CURB FLUSH WITH GUTTER PAN AT SIDEWALK RAMP ENTRANCE TOP OF ROADWAY DEPRESSED CURB SECTION AT SIDEWALK RAMPS CEMENT CONCRETE PEDESTRIAN CURB AT SIDEWALK RAMPS AND LANDINGS FACE OF ADJACENT
CURB SEE DEPRESSEO CURB DETAIL THIS SHEET 1:24 TOP OF ROADWAY c, DEPRESSED CURB SECTION AT RESIDENTIAL DRIVEWAYS ONLY. FOR COMMERCIAL DRIVEWAYS SEE STD PLAN 104.2 FACE OF CURB 5 FACE
OF ADJACENT CURB GUTTER SURFACE DEPRESSED CURB DETAIL CEMENT CONCRETE TRAFFIC CURB AT RESIDENTIAL OR COMMERCIAL DRIVEWAYS, AND ALLEYS GENERAL NOTES• 2. 3. See standard plans and 101.1
for curb expansioo and contraction joint spacing. Not used. For Depressed Monolithic, Driveway Curb & Gutter Section. see Standard Pian 104.2 STD. PLAN TOP OF ROADWAY 101 PUBLIC WORKS
DEPARTMENT CEMENT CONCRETE CURBS Greg Zimmerman, Public Works Administrator
image/COR DDCVA.tif
C' TY OWNED AND MAINTAINED PRIVATELY OWNED AND MAINFAINED MAXIM IJM PIPE TO DDCVA 4 CONCRETE LENGTH FROM PROPERTY LfNE MUST Nor EXCEED 50 FEET aOLLARD.S 10 BUILDING WALL —Z 5 FT. MAX.
_l z 4 INCH PERIMETERS OF MINIMUM CLEARANCES TO BE PAINTED ON FLOOR IN WHITE ENAMEL PAINT STRIPE, WITH 2 INCH STENCILED BLACK LETTERS TQ SAY: "DO NOT BLOCK ACCESS" z DDCVA MUST BE INSTALLED
IMMEDfATEI_Y AFTER PIPE PENETRATION THROUGH BUILDING FLOOR SLAB. ROOM IN WHICH DDCVA IS LOCATED SHALL: A. HAVE FLOOR DRAEN CONNECTED TO THE SANITARY SEWER SYSTEM. B. HAVE A HEATING
SYSTEM (40' F TEMP.) NO HEAT TAPE C. NOT BE USED FOR STORAGE AROUND THE DDCVA D. HAVE CLEARLY DELINEATED ACCESS WAYS TO DDCVA AND PIVs. A RIGHT-OF-ENTRY AGREEMENT MUST BE GRANTED TO
THE CITY OF RENTON FOR INSPECTION OF THE DDCVA AND METER. SEPARATE FIRE SPRINKLER PLANS INCLUDING IN.STALLATION OF DDCVA MUST BE SUBMITTED TO RENTON FIRE PREVENTION DEPARTMENT FOR REVIEW
AND APPROVAL. 'O 48 o z z 3 O >- z INCH A 1. 2. 3. 4. 5. 6. 7. 8. 9. 10. 11. 12. 13. SEPARATE FIRE SPRINKLER PERMIT IS REQUIRED. MAIN LINE TEE (MJ x FL) WITH CONCRETE BLOCKING (WATER
MAIN LOCATED IN EASEMENT ON PRIVATE PROPERTY SHALL NOT THAN 50 FEET TO BUSLOING) BRANCH VALVE (FL x MJ) VALVE BOX AND COVER CLASS 52 DUCTILE IRON PIPE (4 MINIMUM) ALL PIPE FITTINGS
SHALL BE RESTRAINED WITH SHACKLE RODS AND THRUST BLOCKS PER NFPA AND AWWA STANDARDS. POST-INDiCATOR VALVE (MO) WITH TAMPER SWITCH 2-900 BENDS (FL x. FL) WITH FLANGED DUCTILE IRON PIPE
18" LONG SPOOL (FL x PE) FLANGE COUPLING ADAPTOR BE MORE AND CONCRETE SPOOL i.i.i,' FINISH FLOOR LEVEL APPROVED DDCVA ON MAIN LINE IN HORIZONTAL POSITION ONLY. (PER LATEST DEPT. OF
HEALTH APPROVED LEST OF BACKFLOW PREVENTION DEVICES) BOTTOM OF DDCVA SHALL BE A MINIMUM OF 24 INCH ABOVE FLOOR LEVEL AND NOT HIGHER THAN 3 FEET MAXIMUM. INSTALL 3 CONCRETE PADS OR ADJUSTABLE
PIPE SUPPORT COLUMNS UNDER DDCVA O.S & Y VALVES TO BE RESILIENT SEATED WITH TAMPER SWITCHES. ADD WIRING IN ACCORDANcE WITH L & I METERED 3/4 INCH BY-PASS DCVA BY-PASS METER SHALL BE
A 3/4 INCH "SENSUS-ECR" SR POSITIVE DISPLACEMENT METER EQUIPPED ICE REGISTER WITH A REMOTE READ SENSOR PLATE MOUNTED ON THE OUTSIDE OF THE BUILDING WALL (WALL MOUNT TYPE). SW*NC TYPE
GRAVITY CHECK VALVE. FLANGE WITH BALL DRIP IN VAULT OR OUTSIDE BUILDING 4"x. 4" x 6" BULL, ELBOW, THREADED UL L'STED FIRE DEPT. CONNECTIONI UL LISTED BREAK AWAY CAPS. LOCATE WITHIN
50 FEET MAXIMUM OF A PUBLIC FIRE HYDRANT. AFTER FIELD INSTALLATION, MAIN DDCVA AND BY-PASS DCVA MUST BE TESTED SATISFACTORILY BY A DEPARTMENT OF HEALTH CERTIFIED BACKFLOW ASSEMBLY TESTER.
TEST REPORT MUST BE SUBMITTED TO CITY OF RENTON WATER UTIUTY ENGINEERING DEPARTMENT PRIOR TO ACTIVATION OF NEW LINE. INSTALL BRASS h" FLARE TEST COCKS WITH h" FLARE CAPS. ELEVATION
VIEW OF DDCVA ADJUSTABLE STEEL PIPE SUPPORT, STANCHIONS BOLTED TO FLOOR. PUBLIC WORKS DEPARTMENT & NTO INSIDE BUILDING INSTALL FOR 3" AND LARGER DETECTOR DOUBLE CHECK VALVE ASSEMBLY
STD. PLAN - 360.5 MARCH 2010
image/COR DRIVEWAY .tif
ff MIN. (SEE NOTE 8) 10 LF OF PAVED ORME-WAY REQUIREO 31b • EXPANSION JOIN r gyp ) STD PLAN RAMP Wi'fH SLOPE (TY p CONTRACTION JONT DIFFERENCE IN SLOPE DRIVEWAY W RELATIVE NEOATNE SWPE
SHOWN EXAGGERATED, CONCRETE SIDEWALK E310 ITEM - •:NCE.UDES SIDEWALK RAMPS) VARIES ;SEE nore SEG NOTE 7 PLAN VIEW ( YYPE C3 SHOWN Cl & C2 & SIMILAR} (SEE NOTE 9) VARiES (SEEfrQÖTÉ SEE
NOTE 8) CEMENT CONCRE ry. CURB & GUTTER (SEE NOTE MIN. CEMENT CONCRE S'OEWAtK SECTION MIN EXPANSION JO'NT (SEE ST O. P I-AN '02) ORWEWAY W SIOPE (SLOPE SHOWN EXAGGERATED, DRIVEWAY oÉPRggSEO'
. CURB a CEMENT CONCRETE S'OEWALK . a MAX. SEE NOTE 8 (TYP) stDEWALK WIDTH SEE OETAH. Ou 510 PLAN 2 SECTION 8 CEI.!ENI CONCRETE CURB & GUTTER (SEE NOTE (SEE - AIL STD PLAN 2! 00 o PUBLIC
WORKS DEPARTMENT z. TYPE C2 - ISOMETRIC VIEW For NOTES STD. PLAN 2 SID. PLAN - 104 CEMENT CONCRETE DRIVEWAY ENTRANCE - TYPES Cl, C2, C3, and CAMAX Gregg dirnmerman, Pubhc Works Adrninistt•ator
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CEMENT CONCRETE CURB a GUTTER (SEE NOTE 3) CEMEP{T CONCRETE SIOEWN.K NOTES DEPRESSED MONOLITHIC Cl.RB & GUTTER (SEE THS SHEET) TYPE C2B - ISOMETRIC VIEW (COMMERCtAL, WITH BUFFER) 1.
2, 3, 4. 5, 6. 7. 8, 9. 10. When a driveway width exceeds 15 feet, a full depth expansion joint with 318' Joint filler elong the driveway lane lines (see std, plan 102). Construct expansion
Joints parallel wtth the centerllne ag requlred at 15* maxlmum spadng when driveway widths exceed 30'. See std. plan 102 for sldewa]k details, Cutt and gutter shown, other curb designs
may be See std. plan 101 for curb details, Not used. The engineer will deslgn all driveways to Include elevadons at all points marked with symbol Ail elevations are at the back of curb
top on uphlll side. Not used, For Driveway Widths DRIVEWAY STANDARDS (See NOTE 10). The expansion joints (see std. plan 102) shall be spaced as shown In the correspondlng iwmetrfc vlff,æ.
Stopes shall comply with sections R303.2.1 R303.2,2 or R3032.3 of the Reviged Draft Guidelines for Public Rights-of*Way 23, 2005 (PROWAG). Curb returns for any Type COMM Driveway may
be approved on a basis. STREET STANDARDS = Renton Municipal Code (RMC) Title IV Development Regulations CHAPTER 6 STREET AND UTILITY STANDARDS Section 4-6-060 STREET STANDARDS DRIVEWAY
STANDARDS = Renton Municipal Code (RMC) Title {V Development Regulations CHAPTER 4 CITY-WIDE PROPERTY DEVELOPMENT STANDARDS Section 4-4-080 PARKING, LOADING AND DRIVEWAY REGULATIONS
FACE OF CURB CONTRACTiON PLAN 102 SEE DEPRESSED CURB DETAIL ON THE8 SHEET TOP OF ROADWAY NOTE: DFüVEWAY I-OPGETUDINA EFANSION BE FULL DEPRESSED MONOLITHIC CURB & GUTTER DETAIL FACE
OF ADJACENT CUFO SURFACE DEPRESSED CURB DETAIL AT RESIDENTIAL OR COMBERCIAL DRIVEWAYS, AND ALLEYS Driveway Example: TYPE CIB R*ReeldentlBl, Number cf Lanes i (MAX=4 Lane Comrnercia()
BEBufrr (%nting Strip), Blank=No P WORKS CEMENT CONCRETE DRIVEWAY ENTRANCES - NOTES AND DETAILS sm PLAN - 1042 PROV
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FIRE. HYDRANT SHALL. BE CORF Y- TYPE EQUAL TO IOWA F-5YlO OR COMPRESSION TYPE SUCH AS CLOW MEDALLION; M & H MUELLER SUPER CENTURION 200, AND WATEROUS PACER 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 STORZ ADAPTOR, 4.875" SEATTLE THREAD
X 5" STORZ, ATTACHED WITH 1/8" STAINLESS STEEL CABLE. 1-1/4" PENTACON OPERATING NUT. FIRE HYDRANT TO BE PAINTED WITH Twa COATE OF PAINT. KELLY-MOORE/PRESERVATIVE PAINT No. 5780-563
DTM ACRYLIC GLOSS. SAFETY YELLOW OR APPROVED EQUAL. PUMPER CONNECTION TO FACE ROADWAY OR AS DIRECTED BY RENTON FIRE DEPARTMENT. FIRE HYDRANT EXTENSION TO BE USED IF REQUIRED. 3' 2"
CONCRETE THRUST BLOCK 16" x 8" x 4" MININUM CONCRETE BEARING BLOCK UNDER HYDRANT 1 1 -MIN. 18" TO 20" BEHIND BACK OF CURB OR 12" BEHIND BACK OF SIDEWALK THAT IS ADJACENT TO CURB 4.875"
x 5" STORZ 5'x5'x6" THICK CONCRETE PAD AROUND HYDRANT. FINISH TO MATCH SIDEWALK. EXPANSION JOINT AT BACK OF SIDEWALK CONCRETE SIDEWALK OR PLANTING STRIP 36" MIN COVER TWO-PIECE CAST
IRON VALVE BOX WITH LUG TYPE COVER. EQUAL TO OLYMPIC FOUNDRY CO. STANDARD 8" TOP SECTION WITH REGULAR BASE SECTION LENGTH TO FIT. VALVE NUT EXTENSION AS REQUIRED. - RAISED PAVEMENT
MARKER TYPE e TIMSONITE TWO-WAY BLUE REFLECTIVE CONCRETE BLOCKING 4. LEVEL MIN MAIN LINE TEE. WITH 6" FLANGE SIDE OUTLET. 6" GATE VALVE (FL X MJ) AWWA C-509, RESILIENT SEAT 6" DUCTILE
IRON PIPE, CLASS 52 CEMENT LINED, LENGTH TO FIT 2-3/4" COIR-TEN STEEL TIE RODS. 1/2 YARD OF 1-1/4" WASHED DRAIN ROCK l' ABOVE BOOT FLANGE. PLACE a MIL POLYETHYLENE FILM AROUND TOP AND
SOES DF GRAVEL. FIRE HYDRANT ASSEMBLY ALL GROUND 3' RADIUS 6" CONCRETE PAD LEVEL ALL GROUND MIN 3 RADIUS ONE MAN ROCK 1 6 6" CONCRETE PAD CUT H YD R AN T LOCATION CUT FILL FILL STD.
PLAN - 310.1 PUBLIC WORKS DEPARTMENT FIRE HYDRANT ASSEMBLY MARCH 2010
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MARKER TWO LANE ROAD OFFSET MARKER TO INDICATE WHICH SIDE OF STREET HYDRANT IS ON (4" FROM DOTS OR PAINTED LINE) MARKER -MARKER FOUR LANE ROAD OFFSET MARKER TO INDICATE WHICH SIDE OF
STREET HYDRANT IS ON (4" FROM DOTS OR PAIN TED LANE DIVIDER) HYDRANT MARKERS RAISED PAVMENT MARKER TYPE 88 AB STIMSONITE TWO-WAY (BLUE) ' ARKER ON SIDE STREETS WHERE THE HYDRANT IS
WITHIN 20' OF A MAIN TRAVELED STREET, THE MARKER IS TO BE INSTALLED ON THAT MAIN STREET MARKER FIVE LANE ROAD OFFSET MARKER TO INDICATE WHICH SIDE OF STREET HYDRANT ON (4" FROM DOTS
OR p AINTED LANE DIVIDER) STD. PLAN - 310.3 O PUBLIC WORKS DEPARTMENT HYDRANT MARKER LAYOUT MARCH 2010
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120 VOLT ELECTRICAL OUTLET FOR HEAT TAPE. INSTALL HEAT TAPE FOR FREEZE PROTECTION REDUCED PRESSURE BACKFLOW ASSEMBLh CENTER BACKFLOW PREVENTER IN ENCLOSURE 3/8" X 4" ANCHOR BOLTS PER
MANUFACTURER CONCRETE SLAB FINISHED GRADE 6" MINIMUM FREE DRAINtNG GRAVEL CONNECT TO WATER METER IMMEDIATELY ADJACENT TO R PBA o z (RPBA) z SLEEVE INSULATED ENCLOSURE "HOT BOX" OR EQUAL
UNION 2" DRAIN SEE NOTE 4 (-0 z FINISHED GRADE INSTALLED W/ APP'D. MATERIAL PER UPC (SIZE AS REQ.) NOTES: TO OWNERS ELECTRICAL PANEL DIRECT BURIAL OR IN RIGID CONDUIT PER ELECTRICAL
PERMIT REQUIREMENTS. SIDE VIEW FRO NJ T VI EW METER SIDE I 2. 3. 4. 5. ALL REDUCED PRESSURE BACKFLOW ASSEMBLIES (RPBA's) MUST BE LISTED ON LATEST LIST OF "BACKFLOW PREVENTION ASSEMBLIES
APPROVED FOR INSTALLATION IN WASHINGTON STATE", PUBLISHED BY STATE OF WASHINGTON DEPARTMENT OF HEALTH. THE OWNER/APPLICANT MUST OBTAIN A SEPARATE CITY OF RENTON PLUMBING PERMIT FOR
THE INSPECTION OF THE INSTALLATION OF THE RPBA AND PIPING. THE OWNER SHALL FURNISH, INSTALL AND MAINTAIN THE RPBA AND ALL PIPING AND APPURTENANCES SHOWN ON THIS PLAN. THE RPBA MUST
BE TESTED BY A STATE CERTIFIED BACKFLOW ASSEMBLY TESTER AFTER ITS INITIAL INSTALLATION, AFTER REPAIRS AND ANNUALLY THEREAFTER AT OWNER'S EXPENSE. A COPY OF THE TEST REPORT SHALL BE
SENT OR FAXED TO CITY OF RENTON WATER UTILITY ENGINEERING DEPT., ATTN: WATER UTILITY CROSS-CONNECTION CONTROL SPECIALSIT, FAX NO. 425-430-7241. DRAIN SHALL BE SIZED IN ACCORDANCE WITH
AWWA CROSS CONNECTION CONTROL MANUAL STANDARDS 3' DRAIN FOR l" OR SMALLER RPBA's, 4" DRAIN FOR 1.5" TO 2" RPBA's, 6" FOR 3" RPBA's. RPBA AND ENCLOSURE SHALL BE LOCATED ON PRIVATE PROPERTY
AND AS NEAR AS POSSIBLE TO THE WATER METER. PUBLIC WORKS DEPARTMENT REDUCED PRESSURE BACKFLOW ASSEMBLY IN HOT BOX STD. PLAN - 350.2 MARCH 2010
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image/COR SEDIMENT POND RISER.tif
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IIEI 8 03 fi=lll 1 111
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PROPERTY LINE 6" BUILDING SEWER PIPE FUTURE BUILDING SEWER TEE WITH 6" SIDE OUTLET UILDING S WER WYE SURFACE CLEANOUT WITH CAST IRON RING & COVER (EAST JORDAN IRON WORKS 2975 OR APPROVED
EQUAL, SPECIFY "SEWER" ON LID, SEE STD. PLAN 403.1 FOR INSTALLATION) 4" STUD MARKING POST PAINTED WHITE WITH THE WORD "SEWER" STENCILED IN 3" HIGH BLACK LETTERS AND WIRE WRAPPED AROUND
THE STUD AND EXTENDED TO THE TOP OF THE STUD. ACCEPTABLE PROCEDURES FOR SIDE SEWER CONNECTIONS TO MAIN LINES ARE AS FOLLOWS: A. B. c. D. E. VITRIFIED CLAY MAIN - CUT IN A NEW SECTION
OF SEWER MAN WITH A NEW TEE USING FLEXIBLE COUPLINGS (FERNCO OR APPROVED EQUAL). CONCRETE MAIN - CUT IN A NEW SECTION OF SEWER MAIN WITH A NEW TEE USING FLEXIBLE COUPLINGS (FERNCO OR
APPROVED EQUAL). PVC MAIN - CORE-DRILLED WITH A ROMAC SADDLE (OR APPROVED EQUAL) OR CUT IN A NEW TEE USING RIGID COUPLINGS. CONCRETE BLOCKING 06 CORE-DRILLED WITH A ROMAC SADDLE (OR
DUCTILE IRON MAIN APPROVED EQUAL) MANHOLE CONNECTION - ALL CONNECTIONS TO MANHOLES SHALL BE AT MANUFACTURED KNOCK-OUTS OR THE STRUCTURE SHALL BE CORE-DRILLED. 60" ALLOWABLE MAX. FOR
CAST IRON PIPE OR DUCTILE IRON PIPE. MIN SLOPE HORIZONTAL 6" SIDE OUTLET TEE SEWER MAIN SEWER MAIN CONCRETE BLOCKING ANGLE TYPICAL SIDE SEWER ELEVATION OF TEE AT MAIN OVER 25 ELEVATION
NOTE: UNLESS OTHERWISE SHOWN ON PLAN, SIDE SEWER SHALL HAVE A MINIMUM 2.5' COVER AT PROPERTY LINE OR 3-5' LOWER THAN THE LOWEST HOUSE ELEVATION, WHICHEVER IS LOWER. PUBLIC WORKS DEPARTMENT
STANDARD SIDE SEWER INSTALLATION (SEWER MAIN TO PROPERTY LINE) STD. PLAN - 406.1 JANUARY 2013
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ALL CUT BRIDGE. OR PEOESTRIAN RAILING BARRIER - SEE CONTRACT PLANS VERTICAL WALL SEE DETAiL EiOZ,WAi.K (SEE 1/2' ON) R. (TYP.) PREMOLDEO JOINT FILLER ADJACENT TO CURB SIDEWALK <SEE CONTRACTi
(IN? R (TYP., {IN) PREMOLDED FILLER (TYP.i 1-0 ROI# OING SEE RAISEO EDGE DE T AIL URB NOT !NCLUüEO IN - ROU OING iSEE CONTRAC PRE,MOLOEO WITH RAISED EDGE SIDEWALK (SEE CONTRACT) (iN)
R. (TYPO 3/8 (IN) PREMOLDED JOINT FILLER ADJACENT TO CURB (STEEp FI„L SLOPES) CURB NOT INCLUDED IN 810 ITEM FINISHED GRADE BELOW TOP OF CONCRETE suRFACE CURB NOT iNCLUOED IN ITEM -
WALL OR BARRIER WALL. OR BARRIER CURB NOT iNCE,UOED IN ITEM - 3 ADJACENT TO CURB AND RAILING OR WALL S!DEWALK PREMOLDEO JOINT FILLER SIDEWALK (SEE CONTRACT) BUFFER STRiP \SEE NOTE 10)
SIDEWALK ADJACENT TO WALL DETAIL FINISHED GRADE l" BELOW TOP OF CONCRETE SURFACE FOR PLANTING - FL.USH 'F PAVED ADJACENT TO BUFFER STRIP A' URB NOT INCLUDED IN ITEM CONTRACTION JOINT
IN SIDEWALK ONLY EXPANSION JOINT IN BOTH CURB AND SIDEWALK ( SEE sto PLAN BROOMED FINi±H 4 • WIDE SMOOTH TROWELED PERtMETER CEMENT CONCRETE CURB (CURB AND GUTTER SHOWN) NOT INCLUDED
IN BID ITEM 6 RAISED EDGE DETAIL EXTEND SIDEWALK TRANSVERSE *OINTS TO INCLUDE RASE•O EOGF„ For NOTES see STD PLAN 104.2. Paved surfaces must comply with STD PLAN 102.1 as applicable
JOINT AND FINISH DETAIL p REMOLDED JOINT Fit-LER E 318 EXPANSION JOINT c CONTRACTION JOINT o PUBLIC WORKS DEPARTMENT CEMENT CONCRETE SIDEWALK STD. PLAN - 102 PPRO Gregg Zirnmerman,
Public Work* Administrator
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DRAWN BY: MARK Q gmÖ8-< 00 > n o m m mm c:h'öz immo > > cnzm X -4mo m m o O O Z mm -o o zoo o 12" MIN. 2 MIN.
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RECESSED LIFT POCKET %" - 11 N.C. SOCKET HD SCREW 1 h" LONG (BRONZE OR S.S.) 2'-o" 14" 2". 4 h" COVER x 2" RAISED PADS 2" 2" 11" CAST IRON RINC AND 6" CONCRETE CLASS 3000 45' (1/8) BEND
8" 45' (1/8) BEND SAND OR EXPANDABLE FOAM WATER TIGHT PLUG PIPE MATERIAL AS SPECIFIED BY THE ENGINEER NOTES: 1. 8" AND 6" CLEANOUTS ON SEWER MAINS SHALL BE EAST JORDAN IRON WORKS. INC.
No. 3698 OR EQUAL. CLEAN OUT SHALL BE A WATER TIGHT ASSEMBLY. 2. IN UNIMPROVED AREAS, POUR A l'-o" THICK, 2'-O" SQUARE CONCRETE, CLASS 3000, PAD AROUND THE RING AND COVER. PUBLIC WORKS
DEPARTMENT 8 OR 6 INCH CLEAN-OUT FOR SANITARY SEWER MAINS SID. PLAN - 403.1 SEPTEMBER 2011
image/COR STD PLAN 117.1.tif
ALL A1 AND PARTS SHALL BF_ FAQ. PRWE(_) ANC' (WATTAGE PER / NC.) TAPER: T APE REO hlEiGFlF 8 ANNER PER APPR$.)V€O POLE ELEVATION IRE R; pt.'R l)Ni'ÆRSAl. wtTH VER PL ATE FOUNDATION DETAILS
PUBLIIC WORKS DEPARTMENT STD PLAN ROVE & NTO ARTERIAL STREET DECORATIVE ROADWAY LUMINAIRE POLE DETAILS 61141S
image/COR STD PLAN 127.tif
* TYPICAL 4-LANE ROADWAY CONFIGURATION * NOTE: FOR ROADWAYS WITH MORE OR LESS LANES, THE SAME CONFIGURATION APPLIES. KEEPINC THE THERMOPLASTIC FAINTED BARS CENTERED ON THE LANE LINES
AND IN THE CENTER OF TRAVELLED PORTION OF THE LANE TO MINIMIZE THE WEAR ON THE THERMOPLASTIC/PAINT. CURB LANE "MIN . ) CONCRETE CUTTER TIRE TRACKS PLAN - 27 CENTER LANE TIRE T RACKS
LANE CENTER LANE (TY p.) TIRE TRACKS CURB LANE I 8 "(TYP. ) _ STRIPE - 8 "(TYP. ) —OPEN TRACKS PUBLIC WORKS DEPARTMENT THERMOPLASTIC/PAINTED CROSSWALK ROVE
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W (SEE NOTE 7) LIMITS PIPE 6" PIPE PIPE ZONE BEDDING MATERIAL FOR SANITARY SEWER PIPE (SEE NOTE 5) FOUNDATION LEVEL BEDDING NOTES: FOR SANITARY SEWER l. 2. 3. 4. 5. 6. 7. PUBLIC WORKS
DEPARTMENT PROVIDE UNIFORM SUPPORT UNDER BARREL. HAND TAMP UNDER HAUNCHES. COMPACT BEDDING MATERIAL TO MAX. DENSITY EXCEPT DIRECTLY OVER PIPE. HAND TAMP ONLY. PIPE INSTALLATION SHALL
BE PER SECTION 7-08 OF THE STANDARD SPECIFICATIONS. PIPE ZONE MATERIAL SHALL BE "GRAVEL BACKFILL FOR DRAINS" AS SPECIFIED IN THE AGGREGATES SECTION OF THE STANDARD SPECIFICATIONS OR
PEA GRAVEL. PIPE MUST BE ANCHORED IN SUCH A MANNER AS To ENSURE FLOW LINE IS MAINTAINED. TRENCH WIDTH SHALL BE PER SECTION 2-09.4 OF THE STANDARD SPECIFICATIONS. PIPE BEDDING FOR SANITARY
SEWERS SID. PLAN - 405 OCTOBER 2012
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Utility Specifications Sanitary Sewer Notes and Specifications THESE NOTES SHALL APPEAR ON PROJECTS FOR THE WASTEWATER UTILITY. 1. 2. 3. 4. 5. 6. 7. 8. 9. All work and work material
shall be in conformance with the standards and specifications of the City of Renton Planning/BuiIding/Public Works Department and the latest edition of the WSDOT/APWA Standards and
Specifications, as approved and modified by the City of Renton in the Renton Standard Plans & Specifications. A set of approved plans shall be kept on site at all times during construction.
The hours of work in the street right of way shall be per City specifications on weekdays unless otherwise approved in writing by the Planning/Building/Public Works Department. An approved
traffic control plan must be obtained prior to beginning any work within public right of way. All locations of existing utilities shown are approximate and it shall be the contractor's
responsibility to verify the true and correct location so as to avoid damage or disturbance. A pre-construction conference and a 24 hour notice shall be required prior to starting new
construction. It shall be the contractor's responsibility to secure all necessary permits prior to starting construction. (Inspection will be accomplished by a representative of the
City of Renton.) It shall be the contractor's responsibility to notify the Public Works inspector 24 hours in advance of backfilling all construction. Contractor is solely responsible
for the means, methods and sequences of construction and for the safety of workers and others on the construction site. It shall be the responsibility of the contractor to obtain street
use and any other related permits prior to any construction. Plans approved by the City of Renton, Public Works Department shall take precedence over all other plans. A copy of these
approved plans must be on the job site whenever construction is in progress. The contractor shall provide the City of Renton with an as-built drawing of the sanitary sewer system, which
has been stamped and signed by a licensed professional engineer or licensed professional surveyor. 10. Backfill shall be placed equally on both sides of the pipe in layers with a loose
average depth of 6 inches, maximum depth of 8 inches, thoroughly tamping each layer to 95 percent of maximum density. These compacted layers must extend for one pipe diameter on each
side of the pipe or to the side of the trench. Materials to complete the fill over pipe shall be the same as described. 11. Open cut road crossings for utility trenches on existing
traveled roadway shall be backfilled with crushed rock and mechanically compacted unless otherwise approved by
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Utility Specifications 12. Datum for Vertical Control shall be North American Vertical Datum 1988 Meters, and for Horizontal Control shall be North American Datum 1983/1991 Meters unless
otherwise approved by the City of Renton Public Works Department. Reference benchmark and elevations are noted on the plans. 13. All disturbed areas shall be seeded and mulched or otherwise
stabilized to the satisfaction of the Department for the prevention of on-site erosion after the completion of construction. 14. All pipe and appurtenances shall be laid on a properly
prepared foundation in accordance with the standards and specifications of the City of Renton Planning/Building/Public Works Department and the latest edition of the WSDOT/APWA Standards
and Specifications, as approved and modified by the City of Renton in the Renton Standard Plans & Specifications. This shall include necessary leveling of the trench bottom or the top
of the foundation material, as well as placement and compaction of required bedding material, to uniform grade so that the entire length of the pipe will be supported on a uniformly
dense, unyielding base. Pipe bedding shall be pea gravel 6 inches above and below the pipe. 15. Sanitary sewer pipe shall be polyvinyl chloride (PVC) rubber gasketed ASTM D 3034, SDR
35, or ductile iron class 50, unless otherwise approved by the Wastewater Utility. 16. In unimproved areas, manhole to extend minimum 6 inches and maximum 12 inches above finished grade
or must have minimum 2' diameter concrete ring poured at grade. In paved area, cover must slope in all directions to match paving.
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TESTING DETAIL (.30 TAPPiNG TEE (MJxFL) TAPPING GATE VALVE (FL XMJ) TEMPORARY PLUG (Md) WITH 2-INCH TAP AND 2-1NCH BLOW-OFF ASSEMBLY CONCRETE BLOCKINC NEW o WATER UNE VERTICAL CROSS(MJxFL)
FOR POLYPIGCINC I-BLIND FLANGE ON TOP WITH 2" TAP AND 2" I-BLIND FLANGE ON BOTTOM I-PLUG(MJ) WITH 2"TAP & 2" BLOW-OFF TEMPORARY BLOCK PLUG z z NOTES: FINAL CONNECTION DETAIL NEW o WATER
LINE AFTER ALL CLEANNG BY POLYPIG, PRESSURE TESTING AND DISINFECTION, REMOVE TEMPORAY BLOCK & BLOW-OFF AND CONNECT TO VALVE WITH D.l. SLEEVE (MO) & 0.1. SPOOLS FINAL CONNECTION BY CITY
FORCES 2. 3. 4. 5. 6. TAPPING TEES SHALL BE MADE OF CAST IRON, DUCTILE IRON OR EPOXY-COATED STEEL. BOLTS AND NUTS SHAL BE COR-TEN. ALL TEES AND VALVES SHALL BE WATER TESTED BEFORE TAP
NO SIZE ON SIZE TAPS ON CAST-RON WATER LINES. TAP SHALL BE AT LEAST 2" SMALLER DIAMETER THAN THE EXISTING MAIN. NO WET TAP ON ASBESTOS CEMENT LINE OR STEEL LINE WET-TAPPING OF EXISTING
CITY OF RENTON WATER MAINS WILL BE DONE BY SPEER TAP OR SUPERIOR TAPPING INC. CONTRACTOR SHALL POTHOLE AND VERIFY THE HORIZONTAL AND VERTICAL ALIGNMENT OF EXISTING LINE OR STUB AND
SHALL START LAYING THE NEW LINE AT SAME HORIZONTAL AND VERTICAL ALIGNMENT OF THE EXIST'NG STUB. CITY FORCES WILL PERFORM THE FINAL CONNECTION FROM THE WATER LINE TO THE TAPPING VALVE
WITH D.t. SLEEVE AND D.l. SPOOL. o PUBLIC WORKS DEPARTMENT CONNECTION TO WATER MAIN WITH TAPPING TEE & VALVE srD. PLAN - 300.1 MARCH 2010
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tool
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SEE DETAIL PLAN VIEW WATER SECTION A VALVE BOX LID WITH EARS IN DIRECTION OF WATER. MAIN AND WORD «tWATER" CAST INTO IT 4" CONCRETE COLLAR FOR VALVES IN PAVED AREAS 2 PIECE CAST IRON
VALVE BOX, RICH-SEATTLE TYPE OR OLYMPIC FOUNDRY VALVE OPERATING NUT EXTENSION 2" SQUARE OPERA TINC NUT / 4" DIA. 1/8" MIN. THICKNESS l" STEEL LENGTH AS REQUIRED 1/8" MIN. THICKNESS
2-1/4" INSIDE MEASUREMENT 2-1/4" DEPTH VALVE OPERATION NUT EXTENSION NOTE: EXTENSIONS ARE REQUIRED WHEN VALVE NUT IS MORE THAN THREE (3) FEET BELOW FINISHED GRADE, EXTENSIONS ARE TO
BE A MINIMUM OF ONE (l) FOOT LONG. ONLY ONE EXTENSION TO BE USED PER VALVE. NOTE: ALL EXTENSIONS ARE TO BE MADE OF STEEL, SIZED AS NOTED, AND PAINTED WITH TWO COATS OF METAL PAINT.
VALVE MARKER NOTES: VALVE MARKERS SHALI- BE EQUAL TO CARSONITE UTILITY MARKER VALVE MARKER POST TO BE USED FOR ALL MAIN LINE VALVES OUTSIDE PAVED AREAS 38" 3" MIN. WIDTH WHITE POST
VALVE MARKER POST PUBLIC WORKS DEPARTMENT VALVE BOX, MARKER & OPERATING NUT EXTENSION sm. PLAN - 330.1 MARCH 2010
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Utility Specifications Water Utility Notes and Specifications THESE NOTES SHALL APPEAR ON PROJECTS FOR THE WATER UTILITY. 1. 2. 3. 4. 5. 6. 7. 8. All work material shall be in conformance
with the standards and specifications of the City of Renton Planning/BuiIding/Public Works Department and the latest edition of the WSDOT/APWA Standards and Specifications, as approved
and modified by the City of Renton in the Renton Standard Plans & Specifications. A set of approved plans shall be kept on site at all times during construction. The hours of work in
the street right of way shall be limited to 8:30 AM to 3:30 PM on weekdays unless otherwise approved in writing by the Public Works Department at (425) 430-7301. The Police Department,
Fire Department, and 911 shall be notified 24 hours in advance of any work in the right of way. All locations of existing utilities shown are approximate and it shall be the contractor's
responsibility to verify the true and correct location so as to avoid damage or disturbance. For utility locates call 48-hour locators 800-424-5555. An approved Traffic Control Plan
is required to be submitted at the Pre-Construction meeting. Datum for Vertical Control shall be North American Vertical Datum 1988 Meters, and for Horizontal Control shall be North
American Datum 1983/1991 Meters unless otherwise approved by the City of Renton Public Works Department. Reference benchmark and elevations are noted on the plans. All watermain pipe
is to be cement lined ductile iron pipe conforming to AWWA CIIO and Clll or latest revision, thickness Class 52. Cement mortar lining and seal coating shall conform to AWWA C104 or
latest revision. Pipe joints to be push-on or mechanical joint. Bedding to be Class C. All ductile iron pipe and fittings shall be polyethylene wrapped per ANSI/AWWA C105/A21.5-93 Standards.
Cast iron and ductile iron fittings shall be cement lined, pressure rated as noted on plans, and in accordance with ANSI/AWWA C110/A21.10-87. Cement lining shall be in accordance with
ANSI/AWWA C104/421/4-90. If fittings are 3 to 12 inches in diameter and have mechanical joints, the fittings shall in accordance with either ANSI/AWWA CllO-A21.10-87 or ANSI/AWWA C153/A21.53-94.
Three (3) inch to 12 inch diameter fittings, which have mechanical joints and/or flanged joints, shall be in accordance with ANSI/AWWA C110/A21.10.87 or a combination of ANSI/AWWA CllO/A21.10.87
and ANSI/AWWA C153/A21.53-94 such that the portion of the fitting with a mechanical joint(s) may be with ANSI/AWWA C153/A21.53-94 and that portion of the fitting with flanged joint(s)
shall be in accordance with AWWA CllO/A21.10-87. Acceptance testing in accordance with section 53.53 of ANSI/AWWA section 10-4.3 of ANSI/AWWA CllO/A21.10-87 shall be obtained by the
contractor and transmitted to the owner. Gate valves shall be iron body, bronzed-mounted, double disc with bronze wedging device and O-ring stuffing box (AWWA C500) or of resilient
seated type (AWWA C509).
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Utility Specifications Valves shall be designed for a minimum water operating pressure of 200 psi. Gate valves shall be Clow List 14, Mueller Company NO. A2380 or M & H. 9. Fire hydrants
shall be Corey type (opening with the pressure) or compression type (opening against pressure) conforming to AWWA C-502-85 with a 6 inch mechanical joint inlet and a main valve opening
(M.V.O.) of 5-1/4 inch, two 2-1/2 inch hose nozzles with National Standard Threads 7-1/2 threads per inch and one 4 inch pumper nozzle with the new Seattle Pattern 6 threads per inch,
60 degrees V. Threads: outside diameter of male thread 4.875 and root diameter 4.6263. Hydrants shall have a 1-1/4 inch pentagon operating nut opened by turning counter clockwise (left).
10. The two 2-1/2 inch hose nozzles shall be fitted with cast iron threaded caps with operating nut of the same design and proportions as the hydrant stem nut. Caps shall be fitted
with suitable neoprene gaskets for positive water tightness under test pressures. 11. The 4 inch pumper nozzle shall be fitted with a Storz adapter, 4 inch Seattle Thread x 5 inch Storz.
Storz adapter shall be forged and/or extruded 6061-T6 aluminum alloy, hardcoat anodized. Threaded end portion shall have no lugs and two set screws 180 degrees apart. Storz face to
be metal, no gasket to weather. Storz cap to have synthetic molded rubber gasket, and shall be attached to hydrant adapter with 1/8 inch, coated, stainless steel, aircraft cable. 12.
Fire hydrants shall be painted with two coats of paint. Preservative paint number 43- 655 safety yellow or approved equal. 13. Pumper connection to face roadway assembly. 14. Fire hydrants
shall be installed per City of Renton Standard Detail for fire hydrants, latest revision. 15. All watermains 10 inches and smaller to maintain a minimum cover of 36 inches below finish
grade. All watermain 12 inches and larger shall be at a minimum of 48 inches below finish grade. Where utility conflicts occur, watermains are to be lowered to dear. 16. All watermains
6 inches and larger in diameter shall be cleaned with pipe cleaning "PIGS" prior to disinfection. The "Poly pigs" shall be Girard Industries Aqua Swab-AS or approved equal, 2 lb/cu.
ft. density foam with 90A durometer urethane rubber coating on the rear of "PIG" only. 17. "PIGS" shall be cylinder shaped with bullet nose or square end. The contractor will perform
the cleaning operation. 18. All watermains and services shall be pressure tested to a minimum of 200 psi or 150 psi over operating pressure, in accordance with the specifications of
the City of Renton and the Washington State Health Department. All pressure testing shall be done in the presence of a representative of the City of Renton. The quantity of water lost
from the main shall not exceed the number of gallons per hour as listed in City of Renton
image/COR WATER NOTES 3.tif
Utility Specifications Standard Plans & Specifications 7-11.3(11). The loss in pressure shall not exceed 5 psi during the 2 hour test period. 19. All watermains and services shall be
disinfected by the injection of a 50 ppm (minimum concentration) chlorine/water solution. Dry Calcium Hypochlorite shall NOT be placed in the pipe as laid. Chlorine shall be metered/injected
in accordance with Section 7- 11.3(12)E or 7-11.3(12)F of the Standard Specifications referenced above. 20. A pre-construction conference is required prior to any construction. A minimum
of five (5) working days notice is required for scheduling. 21. Twenty-four (24) hours notice will be required prior to starting new construction. 22. It shall be the contractor's responsibility
to secure all necessary permits prior to starting construction. 23. Installation of corporate stops, water services, lines and meters shall not be done until all service agreements,
meter applications, construction permits, and payment of fees have been made to the City of Renton. 24. All connection to existing mains is to be accomplished by the City of Renton,
except wet taps, which may be made by approved wet tap contractors with prior approval from the Public Works Department. All necessary excavation and materials are to be supplied by
the contractor and be on-site prior to City notifications. 25. Inspection will be accomplished by a representative of the City of Renton. It shall be the contractor's responsibility
to notify Development Services twenty four (24) hours in advance of backfilling all construction. The contractor, as well as the engineers, shall keep as-built drawings. 26. Contractor
to provide plugs and temporary blow-off assemblies for testing and purity acceptance prior to final tie-in. 27. All joint restraint systems (shackle rods, nuts, bolts, etc.) shall be
as manufactured by the Star Manufacturing Company of Columbus Ohio, or equal, approved in writing by the Public Works Department. 28. Asphalt and concrete street paving shall be sawcut
to a minimum depth of two (2) inches. Oil mat streets may be spade cut. All surface concrete, pavement, sidewalks, curb, gutters, and driveway approaches shall be sawcut to a minimum
depth of two (2) inches or removed to an existing expansion joint. 29. A temporary cold mix asphalt patch shall be placed on the day of initial excavation with a permanent, sealed patch
to be placed, to City of Renton policy, within 10 days. Call for subgrade inspection prior to placement of final patch. * 30. For City projects such as telemetry conduit, the PVC pipe
used shall be All chemical process lines shall be schedule 80 PVC pipe. Schedule 40 in unimproved areas and schedule 80 PVC pipe under improved areas.
image/COR WATER NOTES.tif
WATER PLAN GENERAL NOTES Standard Plan No. 3m 1. ALL WORK AND MATERIALS SHALL BE IN ACCORDANCE WITH THE LATEST EDmON OF THE CITY OF RENTON PUBLIC WORKS STANDARD SPECIFICATIONS AND SPECIAL
PROVISIONS AND WSDOT / APWA STANDARD SPECIFICATIONS, LATST EDITION AS AMENDED BY THE CITY OF RENTON. A SET OF CITY APPROVED PLANS SHALL BE KEPT AT THE JOB SITE WHENEVER CONSTRUCTION
IS IN PROGRESS. A PRE-CONSTRUCT/ON CONFERENCE SHALL BE HELD PRIOR TO THE START OF CONSTRUCTION. THE CONTRACTOR AND OR DEVELOPER SHALL BE RESPONSIBLE FOR SECURING ALL NECESSARY PERMITS
PRIOR TO CONSTRUCTION. 2. ALL EXISTING UTILITIES SHALL REMAIN IN SERVICE DURING CONSTRUCTION UNLESS OTHERWISE NOTED. THE CONTRACTOR SHALL CALL 1-800-424-5555 TO VERIFY UTILITY LOCATIONS
BEFORE BEGINNING EXCAVATION. 3. ALL MATERIALS USED FOR THE CONSTRUCTION OF WATER SYSTEM IMPROVEMENTS SHALL BE NEW AND UNDAMAGED. AND "CATALOG CUTS" FOR ALL MATERIALS SHALL BE APPROVED
IN WRITING BY THE CITY OF RENTON PRIOR TO BRINGING ANY MATERIALS ON-SITE. 4. ALL WATER MAIN PIPE MATERIALS SHALL BE CEMENT LINED DUCTILE IRON PIPE, THICKNESS CLASS 52 PER AWWA C 151
AND C 104. PIPE JOINTS SHALL BE PUSH-ON OR MECHANICAL JOINT. CAST IRON OR DUCTILE IRON PIPE FITTINGS SHALL BE CLASS 250 AS PER ANSI/AWWA CllO/A21.10-82. ALL DUCTILE IRON PIPE AND FITTINGS
SHALL BE WRAPPED WITH 8-MIL BLACK, TUBE-TYPE* POLYETHYLENE PLASTIC PER AWWA C105 STANDARDS. 5. MINIMUM COVER FROM TOP OF WATER MAINS TO FINISHED GRADE SHALL BE 36 INCHES FOR PIPE DIAMETER
OF OR LESS AND 48 INCHES FOR PIPE DIAMETER OF 12-INCH AND LARGER. MAXIMUM COVER FOR ALL WATER MAINS SHALL BE 60 INCHES. ANY DEVIATIONS MUST BE APPROVED BY THE CITY OF RENTON PRIOR TO
CONSTRUCTION. WHERE CONFLICTS OCCUR, THE PROFILE OF THE WATER MAIN SHALL BE ADJUSTED AS NECESSARY TO CLEAR CONFLICTS AND TO PROVIDE MINIMUM COVER. PIPE DEFLECTION SHALL NOT EXCEED ONE-HALF
OF PIPE MANUFACTURER'S SPECIFICATION FOR SIZE OF PIPE USED. ALL TRENCH BACKFILL SHALL BE COMPACTED TO 95 PERCENT MAXIMUM DRY DENSITY AS DETERMINED BY THE MODIFIED PROCTOR TEST METHOD
(MDD) IN ROADWAYS, ROADWAY SHOULDERS. ROADWAY PRISM AND DRIVEWAYS, AND 85 PERCENT MDD IN UNPAVED AREAS. ALL PIPE ZONE COMPACTION SHALL BE 95 MDD. 6. CONCRETE BLOCKING FOR WATER MAINS
SHALL BE DESIGNED, INSTALLED AND POURED IN PLACE IN ACCORDANCE WITH CITY OF RENTON STANDARD DETAILS AND SPECIFICATIONS AND SHALL BE INSTALLED AT ALL VERTICAL AND HORIZONTAL BENDS, FITTINGS
AND BASE OF HYDRANTS. MEGA-LUGS (OR SIMILAR PRODUCT) MAY BE REQUIRED ON ALL MECHANICAL JOINTS IN ADDITION TO CONCRETE BLOCKING. 7. ALL NEW WATER MAIN PIPES AND FITTINGS SHALL HAVE A
FOAM PIPE PIG RUN THROUGH THEM PRIOR TO BEING FLUSHED, DISINFECTED, AND TESTED. CLEANING, PRESSURE AND PURITY TESTING SHALL BE DONE IN THE PRESENCE OF AND UNDER THE SUPERVISION OF A
CITY OF RENTON UTILITY INSPECTOR. THE CONTRACTOR SHALL SUPPLY, INSTALL AND REMOVE PLUGS, CORPORATION STOPS, BLOW-OFF ASSEMBLIES, AND THRUST RESTRAINT / BLOCKING FOR TESTING AND PURITY
ACCEPTANCE. NO CONNECTION SHALL BE MADE BETWEEN THE NEW MAIN OR BETWEEN THE NEW WET-TAP VALVE TO AN EXISTING MAIN UNTIL THE NEW PIPING HAS BEEN FOAM-PIGGED, DISINFECTED, FLUSHED, AND
PASSED BOTH PRESSURE AND PURITY TESTING. 8. NEW WATER MAINS INCLUDING SERVICE LATERALS SHALL BE TESTED AT A STATIC PRESSURE OF 150 ABOVE WORKING PRESSURE WITH A MINIMUM OF 225 PSI TEST
PRESSURE FOR 120 MINUTES WITH A MAXIMUM OF 5 PSI PRESSURE DROP DURING THE ENTIRE TEST PERIOD. UPON SATISFACTORY COMPLETION OF THE PRESSURE TEST, THE LINE SHALL BE DISINFECTED, FLUSHED,
AND THEN WATER SAMPLES SHALL BE TAKEN FOR PURITY TESTING BY THE PUBLIC WORKS INSPECTOR. 9. THE CONTRACTOR SHALL NOTIFY THE CITY OF RENTON WATER UTILITY AND MAINTENANCE DEPARTMENTS AT
LEAST 10 WORKING DAYS PRIOR TO MAKING CONNECTIONS TO THE EXISTING WATER SYSTEM. THE CONTRACTOR SHALL EXPOSE THE EXISTING WATER MAIN AND FITTINGS AT THE CONNECTION POINT BEFORE ORDERING
THE NECESSARY ADAPTORS AND FITTINGS REQUIRED FOR THE FINAL CONNECTION. THE CONTRACTOR SHALL EXCAVATE, REMOVE ALL SURFACE MATERIALS, AND PROVIDE SHORING AND ALL MATERIALS REQUIRED FOR
THE CITY OF RENTON TO PERFORM THE CONNECTION TO THE EXISTING WATER SYSTEM. CONTRACTOR SHALL PROVIDE AND INSTALL BACKFILL, CONCRETE BLOCKING, AND COMPLETE SURFACE RESTORATION. PUBLIC
WORKS DEPARTMENT WATER m..AN æNERAL NOTES STD. PIAN - 300.0 MARCH THE 2010
image/COR WM.tif
REGISTER SHALL BE TOUCH READ PIT LID OR-PL) AND BE INTELLIGENT COMMUNICATION ENCODER TYPE (ICE). METER MUST READ 4" goa BEND (MO) — TEE (MJxFL) GATE VALVE (FCxMJ) A TOR VAL VE (MJxMJ)
PAINTED BLUE 2-3/4" SHACKLE RODS PER OF RENTON SPECIFICATIONS LADDER WITH .2 FLxMJ ADAPTOR 4" TEE (MJxFL) WELDED STEEL COLLAR TOUCH READ PIT UD SENSOR MOUNTED ON STEEL PLATE COVER THROUGH
2" DIA. DRILLED HOLE IN COVER. LOCATE HOLE 21/2" FROM EDGE OF PiT LID AND RIBS SUPPORT BARS PER OSHA EPOXY NON-SHRINK GROUT 4" TEE 4" BEND (MO) INSTALL TEST BRASS NIPPLE WITH A 2" RESILIENT
SEATED BRASS GATE VALVE AND 2" PLUG. 4" ADAPTOR TO BUILDING pRtVATE PIPING PIPING DEADMAN BLOCK REQUiRED WITH SHACKLING TO TEE PRECAST CONCRETE VAULT WITH 2 3"x3' HINGED PLATE COVER.
OUTSIDE DIMENSIONS 4'-8"x7'-0". (EQUAL TO PIPE INC., OR UTILITY VAULT WITH 57-7L-B, 2 DIAMOND PLATE DOORS) 6".4" OR 3" GATE VALVE (FLxFL) NON-RlSiNG STEM WITH HAND WHEEL EQUAL TO MUELLER
CO.A-2380-6. STEEL SENSUS MODEL 520R RADIO READ PIT SET SENSOR MOUNTED ON STEEL PLATE COVER THROUGH 2" DIA. DRILLED HOLE IN COVER 6" OR AV' (FLxPE) CEMENT LINED DUCTILE IRON PIPE CLASS
52 3-6" LONG WITH COLLAR 20" FROM P.E. EQUAL TO THOSE SUPPLIED BY PACIFIC WATER WORKS CO. INC. FLOW 3" 4" TWO PIECE CAST IRON VALVE BOX, EOUAL TO OLYMPIC FOUNDRY CO. STANDARD B" TOP
SECTION, REGULAR BASE SECTION LENGTH TO FM VALVE NUT EXTENSION IF REQUiRED (Dwc BR46/PAGE 8090) 6", 4" OR 3' GATE VALVE (FLxMJ) EQUAL TO MUELLER CO. A-2380-20. TO BUILDtNG AROUND 12"
OR 3" COMPOUND WATER METER (FL) EQUAL TO SENSU.S SRII COMPOUND METER WITH TOUCHREAD PITUD I.C.E. REGISTER & SENSOR WITH 4 WHEEL HIGH RESOLUTION (100 CUBIC FEET) REGISTER. FOR 3" METER.
REDUCE AT METER WITH 4"X3' FLxFL CONCENTRIC REDUCER. GENERAL NOTES: ADJUSTABLE STEEL PIPE SUPPORT STANCHION BOLTED TO FLOOR PRIVATE PIPING 6" OR 4" PExPE CEMENT LINED DUCTILE IRON PIPE
CLASS 52, LENGTH TO FIT. 6" OR 4" FLEXIBLE FLANGED COUPLING ADAPTOR, ROMAC OR APPROVED EQUAL. ALL METERS AND BACKFLOW PREVENTION DEVICE COMBINATIONS ARE NOT SHOWN OR INCLUDED IN THE
STANDARD DETAIL DRAWINGS. IF YOUR PARTICULAR COMBINATION IS NOT SHOWN, AN APPROVED DRAWING WILL BE REQUIRED BY THE UTILITY ENGINEERING DEPT. FOR ITS INSTALLATION. THE PRINCIPAL REQUIREMENTS
REGARDING VAULT SIZING ARE THE LENGTH OF FITTINGS OR THEIR CLEARANCE FROM THE VAULT WALLS, (WHICH CLEARANCE ShlALL BE A MINIMUM OF 12" FROM THE ENDS AND THE SIDE CLEARANCE SHOULD BE
AS TYPICALLY SHOWN ON THE VARIOUS STANDARD DETAILS). NOTE: DEADMAN BLOCK SHALL BE DESIGNED AND INSTALLED SO IT BEARS AGAINST SUFFICIENT UNDISTURBED EARTH SO AS -ro SUPPORT THE DESIGNED
THRUST. PUBLIC WORKS DEPARTMENT 3", 4" & 6" COMPOUND DOMESTIC WATER METER ASSEMBLY STD. PLAN - 320.4 MARCH 2010
image/COR WTR 320.2.tif
F)RtVATE I - Lu'2" CAUTION: VALVE BOX SHOULD NOT REST ON PIPE. LATER COMPACTION IN AREA OF VALVE BOX COULD CAUSE THE BREAKAGE OF THE SERVICE. 3 AND 2" SERVICE o 7 STRIP DETAIL 8 QUICK-JOINT
COUPLING x MIPT NOTE: 9 LEAVE o 4 5) 6 IN UNIMPROVED RIGHT-OF-WAY INSTALL METER BOX AT PROPERTY LINE WITH LONG COPPER TAILPIECE MAX. EXPOSED ay PASS NOT ALLOWED FOR IRRIGATION METERS
7 plf31NG O 13 DRILL 2" DIA. HOLE FOR TOUCHREAO DEVICE 2-1/2" MIN. FROM NEAREST AND FRONT EDGE OF PIT LID CRUSHED ROCK BASE TQ SUPPORT VAULT. CAST IRON OR DUCTLE IRON WATERMAIN TYPICAL
RIB MATERIAL LIST FOR 2" SERVICE: METER LOCATED IN BETWEEN CURB & SIDEWALK 2" tapped tee, on new wa ter main. PLANTING THE CENTER OF THE HOLE MUST BE AT LEAST l" FROM UNDERNEATH RIBS
UNLESS THE RfB SPACING ALLOWS THE NUT TO TIGHTEN AGAINST THE OPEN SIDE OF MORE THAN ONE RIB. MATERIAL LIST FOR I-I /2" SERVICE: METER LOCATED IN PLANTING STRIP BETWEEN CURB & SIDEWALK
2. 3. 4. 6. 7. 8. 9. 10. II. 12. 13. or 4" long X 2" brass nipple with threaded ends (MIPT). 2" resilient seat gate valve with threaded ends, square operating nut, and valve nut extension
if required (see standard detail 330.1). Two piece cast iron valve box. Standard 8" top section with regular "lug" type cover. 2" brass bushing (MIPT base section, length to fit. 2
euch 2" brass or bronze nipples 6" length, threaded ends. 2 each 2 "—90 • brass or bronze elbows (F IPT x FfPT). 2" (MIPT) x compression fitting, Ford C84w66 or equal. 2" soft copper
tubing type K or bross nipples (MIPT x MIPT), length to 2" threaded bross ell. 2" Customsetter with by-pass Ford: VBH 86-128-11-77 (x 17-3/16" 30B7i5WDFF775 or Mueller B-1427-2", with
flanged McDonald Brass: angle bail valve anci padlock wings on inlet. and angle check valve outlet, boll valve on bypass with padlock wings. Customsetter shall hove vertical inlet and
outlet. Rigid meter spreader to he supplied and installed in rneter setter by controctor. Water meter shall be supplied and installed by City of Renton upon payment of related water
meter fee and satisfactory pressure and purity tests. 1 7"x30" Plastic meter box equal to Mid—States Plastics, Inc. BCF Series MSBCF 1730—18 with 2" thick Duc tife iron diamond plate
cover 18"x31 equal to Mid—StQtes Plastics, Inc. with 2" drilled hole for touchreod pit lid, and meter read lid. 2" coupling (compression x FIPT) with 2" plug (MP T), Ford equal. The
property owner is responsible for any necessary adaptation or 2. 3. 4. 5. 6. 7. 8. 10. 12. 13. 2" tapped tee on new water main. 4" long X 2" brass nipple with threaded ends (MIPT).
2" resilient seat gate valve with threaded ends, square operating nut, and valve nut extension if required (see standard detail 330.1). Two piece cast iron valve box. Standard 8" top
section with regular base "lug" type cover. section, length to fit. 2" X 1—1/2 hex brass bushing (MIPT F*PT). 2 each 1-1/2" brass or bronze nipples 6" length, threadecl ends. 2 eoch
brass or bronze elbows (FPT x FIPT). I—I / 2" (MIPT) x compression fitting, Ford C84—66 or equal. 1—1 / 2" soft copper tubing type or brass nipples (MIPT x MIPT), length 1—1/2" threaded
brass go • ell, far Ford L44-77 or equal. 1 —1/2" Customsetter with by—pass Ford: VBH 86—123— 11 —66 (x 13-3/16"), McDonald Brass: 30B612WDFF665 or Mueller B-1427-1 1/2", with flanged
angle balt valve and padlock wings on inlet, and angle check valve outlet. bolt va}ve on bypass with padlock wings, Customsetter shall have vertical inlet and outlet. Rigid nneter spreader
to be supplied ond installed in meter setter by contractor. Water meter sholl be supplied and installed by City of Renton upon payment of au related water meter fee and satisfactory
pressure and purity tests. 1 7"x30" Plastic rneter box equal to Mid—States Plostics, Inc. BCF Series MSBCF 1730--18 with 2" thick Ductile iron diamond plate cover 18" x 31' equal to
Mid—StQtes Plastics, Inc. MSCBC—1730—R with 2" drilled hole for touchread pit lid. 1—1/2" coupling (compression x FIPT) with 1—1/2" plug (MIPT), Ford extension of water service. NOTE:
ALL METER BOXES 'NSTALLED IN CONCRETE OR PAVED DRIVEWAYS SHALL BE CAST-RON EQUAL TO OLYMPIC C—14—66 or equal. The property owner is responsible for any necessary adaptation or extension
of water service. FOUNDARY. EXPANSION JOINTS MUST BE INSTALLED 12" SIDES OF METER BOX. PUBLIC WORKS DEPARTMENT MINIMUM ON 80TH 1 12" AND 2" WATER SERVICE LOCATED IN PLANTING STRIP STD.
PLAN - 320.2 MARCH 2010
image/COR WTR 340.8.tif
I-LJ 010 z DIRECTION O OF FLOW UNION 3"MAX o ( TYP. ) z o TO CITY o o o METER STACKED BOXES SECTION 6" MIN. FREE DRAINING CRAVEL NOTES: 2. 3. 4. ALL DOUBLE CHECK VALVE ASSEMBLIES (DCVA's)
MUST BE LISTED ON LATEST LIST OF "BACI<FLOW PREVENTION ASSEMBLIES APPROVED FOR INSTALLATION 'N WASHINGTON STATE", PUBI_ISHED BY STATE OF WASHINGTON DEPARTMENT OF HEALTH. THE OWNER APPLICANT
MUST OBTAIN A SEPARATE CITY OF RENTON PLUMBING PERMIT FOR THE INSPECTION OF THE INSTALLATION OF THE DCVA AND PIPING. THE OWNER SHALL FURNISH, INSTALL AND MAINTAIN THE DCVA AND ALL PIPING
AND APPURTENANCES SHOWN ON THIS PLAN. THE DCVA MUST BE TESTED BY A STATE CERTIFIED BACKFLOW ASSEMBLY TESTER AFTER ITS INITIAL INSTALLATION, AFTER REPAIRS AND ANNUALLY THEREAFTER AT
OWNER'S EXPENSE. A COPY OF THE TEST REPORT SHALL BE SENT OR FAXED TO CITY OF RENTON WATER UTILITY ENGINEERING DEPT., ATTN: WATER UTILITY CROSS-CONNECTION CONTROL SPECIALIST, FAX NO.
425-430-7241. DCVA AND METER BOX SHALL BE LOCATED ON PRIVATE PROPERTY AND AS NEAR AS POSSIBLE TO THE WATER METER PUBLIC WORKS DEPARTMENT 4) '4" TO 2" DOUBLE CHECK VALVE ASSEMBLY FOR
IRRIGATION OR RESIDENTIAL FIRE SPRINKLER STD. PLAN - 840.8 MARCH 2010
image/GEOTECH 1.tif
W.l. Realty Acquisition Corp. November 20, 2013 Updated April 21, 2015 ES-3569.01 Page 10 This study has been prepared for the exclusive use of W.l. Realty Acquisition Corp. and their
representatives. No warranty, expressed or implied, is made. This study has been prepared in a manner consistent with the level of care and skill ordinarily exercised by other members
of the profession currently practicing under similar conditions in this area. Site Preparation and Earthwork The primary geotechnical considerations with respect to earthwork are related
to the outdoor parking lot structure excavation, temporary slope construction, and foundation subgrade preparation for the main building structure. The soils encountered in the building
excavations should largely consist of loose silt and sand deposits throughout the western portions of the proposed structure which transitions to medium dense to dense native deposits
throughout the eastern portions of the proposed structure. The native silt deposits can be characterized as having a generally moderate to high sensitivity to moisture. Excavations
As excavation of the outdoor parking lot structure progresses, the soil relative density should generally increase and is expected to exhibit good stability in open cut excavations.
Localized perched zones of groundwater seepage should be expected in the outdoor parking lot structure excavations. Overall stability of the excavation is anticipated to be good, provided
appropriate means for sloping or shoring the excavation are utilized. Based on the soil conditions observed at the test sites, the following allowable temporary slope inclinations can
be used: Loose to Medium Dense Native Soil • Dense to Very Dense Native Soil* 1 H: IV (Horizontal:Vertical) O.5H:1V to * Based on data obtained during the subsurface exploration, the
native silt soils should become dense to very dense at a depth of approximately five feet below existing grades. ** Steeper temporary slope incfinations of 0.25H:1V may be feasible
based on actual conditions encountered, and based on observation and approval by the geotechnical engineer. The geotechnical engineer should observe the excavations and assess the allowable
temporary slope inclination based on the soil and groundwater conditions exposed in the excavations. Supplement recommendations for sloping the excavations may be made by the geotechnical
engineer based on conditions observed. Structural Fill We anticipate structural fill placement will generally be required behind foundation walls and within utility trench excavations,
Structural fill may also be necessary in slab-on-grade areas, Due to the building load and bearing capacity requirements, the building foundations should be founded directly on competent
native soils, or two-inch crushed rock immediately underlain by competent native soils (where overexcavation in lieu of aggregate piers is utilized). Earth Solutions NW, LLC
image/GEOTECH 2.tif
W.l. Realty Acquisition Corp. November 20, 2013 Updated April 21, 2015 ES-3569.01 Page 11 Where structural fill is utilized outside foundation areas, a suitable granular soil with a
moisture content that is at or near the optimum level should be used. The native soils can be considered for use as structural fill provided the soil is at or near the optimum level
at the time of placement. The native soils have a moderate to high sensitivity to moisture, and will become unstable if exposed to excessive moisture. If the native soils cannot be
successfully compacted, the use of an imported soil may be necessary. Imported soil intended for use as structural fill should consist of a well graded granular soil with a moisture
content that is at or near the optimum level. During wet weather conditions, imported soil intended for use as structural fill should consist of a well graded granular soil with a fines
content of five percent or less defined as the percent passing the #200 sieve, based on the minus three-quarter inch fraction. Structural fill is defined as compacted soil placed as
wall backfill and in slab-on-grade, utility trench, and roadway areas. Soils placed in structural areas should be compacted to a relative compaction of 90 percent, based on the maximum
dry density as determined by the Modified Proctor Method (ASTM D-1557-02) and placed in maximum 12 inch lifts. In pavement areas, the upper 12 inches of the structural fill should be
compacted to a relative compaction of at least 95 percent. As indicated above, structural fill placed below foundation elements should consist of two-inch crushed rock immediately underlain
by competent native soils. Erosion Control In general, control of off-site erosion for this project will likely be limited to construction entrances. Silt fencing should be installed
as appropriate, and as needed along the site perimeter. Construction entrances should consist of quarry spalls underlain by a non-woven filter fabric. Quarry spall thickness will depend
on subgrade stability at the entrance, but should typically be at least six inches. Foundations Based on the results of our study, the proposed hotel facility building can be supported
on conventional spread and continuous footings bearing on competent undisturbed dense to very dense native soil or aggregate piers. Where the upper loose soil deposits are relatively
shallow (less than five feet), overexcavation of the loose soils and replacement with two inch crushed rock can be considered. Where areas of the existing loose deposits extend more
than approximately five feet below the proposed foundation subgrade elevation, the use of aggregate piers in lieu of overexcavation and replacement may be more practical. Preliminary
guidelines for aggregate piers are discussed in greater detail later in this section of the report. The extent of the deeper loose soil deposits should be further explored at the time
of the building excavations, Based on the data collected at the boring locations, we anticipate a depth of approximately 20 feet to competent native soil within the vicinity of boring
location B-l which we anticipate to transition to near-surface competent soils at boring locations B-2 and B-5. The Boring and Test Pit Location Plan (Plate 2) illustrates an approximate
area where we anticipate aggregate pier ground improvement will be necessary. Earth Solutions NW. LLC
image/GEOTECH 3.tif
W.l. Realty Acquisition Corp. November 20, 2013 Updated April 21, 2015 ES-3569.01 Page 12 Assuming the foundations are supported on competent native soils, suitable crushed rock material,
or aggregate piers the following parameters should be used for foundation design: Allowable Soil Bearing Capacity , Friction Passive Resistance 5,000 psf 0.40 350 pcf (equivalent fluid)
For short term wind and seismic loading, a one-third increase in the allowable soil bearing capacity can be assumed. A factor-of-safety of one and one half has been applied to the friction
and passive resistance values. With structural loading as expected, and assuming foundations are supported on competent native soils, crushed rock structural fill, or aggregate piers
as described above, total settlement in the range of one inch is anticipated, with differential settlement of about one-half inch or less over the span of a typical column spacing.
The majority of the settlements should occur during construction, as dead loads are applied. Aggregate Piers In our opinion, where the upper loose soil deposits are encountered to depths
of greater than approximately five feet at the foundation subgrade elevation, the use of aggregate piers can be considered for support of the foundations, in lieu of overexcavation
and replacement. Aggregate piers would replace the existing loose soils with a series of crushed rock columns. The building foundations would derive support along the crushed rock columns,
mitigating the potential for excessive foundation settlements. A formal design for aggregate piers should be developed during the design phase of the project when the foundation plan
and loading has been determined, In general, aggregate piers are constructed as follows: Pier Diameter Pier Depth Installation Method Aggregate Material Pier Spacing Cost 24 to 30 inches
(typical) Varies. Extend to five feet into competent soils. Augered Holes. Casing should be anticipated. Typically one to one and one-half inch crushed rock. Varies. Depends on soil
conditions and foundation loads. Varies, but is typically less than piling (estimated $850/pier) Based on the subsurface conditions encountered at the boring and test pit locations,
the western portions of the proposed building location generally were found to possess existing loose soil deposits to depths of approximately 20 feet or greater. Therefore, for preliminary
design purposes, it should be expected that these areas would require the use of aggregate piers. Earth Solutions NW, LLC
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PROJECT NAME PROJECT LOCATION STRUCTURE 'D SITE SPECIFIC DATA 12" PW WCH 2335 - MAR/OTT RESIDENCE INN RENTON, WA PREATUENT REQUIRED VOLUME BASED (CF) TREATMENT HGL AVAILABLE (FT) PEAK
BYPASS REQUIRED (CFS) 2-YEAR DISCHARGE RATE (CFS) 0.091 OUTLET PIPE SEE NOTES DRAIN DOWN LINE BED PLAN VIEW 8'-0" ELEVA TION WEW INLET PIPE SEE NOTES PRE-FILTER CARTRI%E UNDERDRAIN
PATENTED PERIMETER VOID AREA -54.31 12" PVC ROCK UVER TO PREVENT PIPE APE 1 INLET APE 2 OWLET PIPE RIM ELEVATION SURFACE LOAD FRAME & COVER 31.73 31.23 PRETREATMENT 40.00 PARKWAY ø30"
- APPLICABLE MATERIAL B/OF/URAF/ON 40.00 PARKWAY 2.5'X4' 0.27 DUTTER DISCHARGE 40.00 PARKWAY ø24 " 4.79 PER CONTRACT TBD WETLANDMEDU VOLUME (CY) WETUNDUED/A DELIVERY METHOD ORIFICE
SIZE (DA WCHES) NOTES: INSTALLATION NOTES 2 3. 4. 5. 6. CONTRACTOR ro PROVIDE ALL LABOR, EQUIPMENT, MATERIALS AND /NC/DENTÅLS REQUIRED ro OFFLOAD AND INSTALL THE SYSTEM AND APPURTENANCES
W ACCORDANCE WITH THIS DRAWING AND THE MANUFACTURERS SPECIFICATIONS, UNLESS OTHERWISE STATED W MANUFACTURERS CONTRACT. UNIT uusr BE INSTALLED ON LEVEL BASE. MANUFACTURER RECOMMENDS
M/,V/UUU 6" LEVEL ROCK BASE UNLESS SPECIFIED BY THE PROJECT ENGINEER. CONTRACTOR IS RESPONSIBLE TO VERIFY PROJECT ENGINEERS RECOMMENDED BASE SPECIFICATIONS. ALL APES MUST BE FLUSH WITH
//VS/DE SURFACE OF CONCRETE. (PPES CANNOT INTRUDE BEYOND FLUSH) INVERT OF OUTFLOW PIPE uusr BE FLUSH DISCHARGE CHAMBER FLOOR. ALL GAPS AROUND PIPES SHALL BE SEALED WATER FIGHT w,'FH
A NON-SHR/NK GROUT PER MANUFACTURERS STANDARD CONNECTION DETAIL AND SHALL MEET OR EXCEED REGIONAL APE CONNECTION STANDARDS. CONTRACTOR ro SUPPLY AND INSTALL ALL EXTERNAL CONNECTING
CONTRACTOR RESPONSIBLE FOR //VSTALUF/ON OF ALL RISERS, MANHOLES, AND HATCHES. CONTRACTOR ro GROUT ALL MANHOLES AND HATCHES ro FINISHED SURFACE UNLESS SPECIFIED OTHERWISE. DRIP OR SPRAY
IRRIGATION REQUIRED ON ALL UNITS VEGETATION. INTERNAL BYPASS DISCLOSURE: THE DESIGN AND CAPACITY OF THE PEAK CONVEYANCE METHOD BE REVIEWED AND APPROVED RECORD HGL(S) PEAK now SHALL
BE ASSESSED TO ENSURE W UPSTREAM FLOODING. PEAK HGL AND CAPAC,'" SHOWN 0M DRÅWWG ARE USED FOR GUIDANCE our. LOW INFLOW PIPE DISCLOSURE: m RECOMMENDED A SUFFICIENT VARIATION IN ELEVATION
BETWEEN THE INLET AND OUTLET BE PROVIDED ro ALLOW FOR ACCUMULATION OF SEDWENT IN THE PRE-TREATMENT CHAMBER. FAILURE ro DO SO RESULT IN BLOCKAGE HATCH o M TLANDS LEFT END VIEW BIOFU
TRA TION/PRETREATMENT 9'-0" RIGHT END VIEW DISCHARG€/BIOHL 2 YEARS DISCHARGE RATE (CFS) OPERATING HEAD (FT) PRETREATMENT LOADING RAFE (GPU/SF) WETLAND MEDU LOADING RAFE (GPM/SF) MWS-L-8-8-V-UG
0.097 2.8 0.8 0.5 GENERAL NOTES 1. MANUFACTURER ro PROVIDE ALL WTERULS UNLESS OTHERWISE NOTED. 2. ALL DIMENSIONS, ELEVATIONS, SPECIFICATIONS AND cmcm€s ARE SUBJECT ro CHANGE. FOR PROJECT
SPECIFIC DRAWINGS DETAILING EXACT DIMENSIONS, WEIGHTS AND ACCESSORIES PLEASE CONTACT WNUFACWR€R. PROObCT DESCR,'9E0 u4r PROFECVED BY OR uORE OF FOLLOWWG PATENTS: 7,470362, RELATED FOREGu
OR UPSTREAM PROPRIETARr AND CONFIDENTIAL: co,WAWED W ts PROPERTY OF UODULAR WETLANDS 5sTEus_ ANY REPRODUCTION ,W PART OR AS WRNTE,V PERMSSO',' OF UODULAR "ETLANDS srsrEus 6 PROHYB'ED
STORMWA TER BIOFIL TRA TION SYSTEM STANDARD DETAIL
image/OIL WATER 1.tif
Oldcastle Precast R Cover With Adjustable Frame No. 38/25-TA 220 lbs. Suitable For H—20 Wheel Load In Off—Street I Locations Where Not Subjected To High—Density Traffic. Inlet Pipe I
Outlet Pipe With Sampling Tee By Others Facet@ Coalescing Pack Vault No. 25-CPS 1,880 lbs. FOR DETAILS, SEE REVERSE >> Items Shown Are Subject To Change Without Notice Issue Date: August
2012 Mailing Address PO Box 588 Auburn, WA 98071 Phone: 800892-1538 Fax: 253-735-4201 Email: opauburn@oldcastle.com Delivering Reliability 25-CPS OIL WATER SEPARATOR Projected Plate
Area = 64 Sq/ft Maximum Process Flow = 60 GPM Full 180' open Recessed Lift Handle Outlet Pipe With Sampling Tee 2' —7 By Others 02006-2012 Oldcastle Precast, Inc. opauburn.com
image/OIL WATER 2.tif
Projected Plate Area = Oldcastle Precast@ 1' 64 sq/ft 5' 2 Delivering Reliability 25-CPS Maximum Process Flow = 60 GPM 2— 5/8" Dia. Hex Bolts PLAN VIEW Plated INLET PIPE With Sampling
Tee By Others Hole 2 Insert, Each Galvanized Diamond Plate Covers w/ Bolt—Down Locking OUTLET PIPE With Sampling Tee By Others Ac•-q w/ Hex Bolt Side, 2 Sides o 2 7" -o Dia. Hole 2'
2 SECTION AA STRUCTURAL NOTES: 1. Concrete: 28 Day Compressive Strength f'c= 7000 psi 2. Rebar: ASTM A-615 Grade 60 3. Mesh: ASTM A-185 Grade 65 4. Design: ACI—318—05 Building Code
ASTM C—890 "Minimum Structural Design Loading For Underground Precast Concrete Water and Wastewater Structures' 5. Loads: HS-20 Truck Wheel w/ Impact Per AASHTO INFORMATION NEEDED:
Top Of Separator Elevation: Inlet Pipe Size: Inlet Pipe Elevation: Outlet Pipe Size: Outlet Pipe Elevation: BASIC DESIGN INFORMATION: INFLUENT CHARACTERISTICS: Oil Specific Gravity:
0.88 Operatina Temperature: 50' Influent Oil Concentration: 100 ppm Mean Oil Droplet Size: 130 Microns 0.033 ft/min Oil Rise Rate Designed Per Washington State Department Of Ecology
GENERAL NOTES: 1. All Baffles and Weirs To Be 3/16" Steel 2. Static Water Depth 3. Contractor to: Supply and Install All Piping & Sampling Grout In All Pipes Fill With Clean Water Prior
To "Stort—Up" Verify All Blockout Sizes and Locations opauburn.com Tees Of System SCALE. • 3/4" — FLOW RATE 20 GPM EFFLUENT QUALITY 10 ppm 100% COLLECTED SIZE 60 Micron 02006-2012 Oldcastle
Precast, Inc.
image/Renton-cb protection1.pdf
image/Renton-cb protection2.pdf
image/renton-check dam.pdf
image/Renton-construction entrance.pdf
image/Renton-sediment pond.pdf
image/Renton-sediment riser.pdf
image/Renton-silt fence.pdf
image/WSDOT J20.16-02.tif
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OPTION 3- 2TO1 SLOPE/15564-d1-3.dwg
OPTION 3- 2TO1 SLOPE/15564-demo.dwg
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OPTION 3- 2TO1 SLOPE/15564-ed1.dwg
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OPTION 3- 2TO1 SLOPE/15564-gm-20sc exhibit.dwg
OPTION 3- 2TO1 SLOPE/15564-gm1.dwg
OPTION 3- 2TO1 SLOPE/15564-gm3.dwg
OPTION 3- 2TO1 SLOPE/15564-o1.dwg
OPTION 3- 2TO1 SLOPE/15564-r1.dwg
OPTION 3- 2TO1 SLOPE/15564-Site-Sections.dwg
OPTION 3- 2TO1 SLOPE/15564-vault.dwg
OPTION 3- 2TO1 SLOPE/15564-ws1.dwg
PlotCfgs/1050-Standard.ctb
PlotCfgs/DWG To PDF.pc3
PlotCfgs/OCE TDS 700.ctb
stamps/ali.dwg
Template/acad.dwt
Textures/Concrete.Cast-In-Place.Exposed Aggregate.Coarse.jpg
Textures/Concrete.Cast-In-Place.Flat.Grey.1.jpg
Textures/Sitework.Planting.Grass.Short.jpg
Textures/Sitework.Planting.Grass.Thick.jpg
Textures/Sitework.Planting.Gravel.Crushed.jpg
Textures/Sitework.Planting.Gravel.Mixed.jpg
Textures/Sitework.Planting.Sand.jpg
Textures/Sitework.Planting.Soil.jpg
xref/z15564-b.dwg
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xref/z15564-p.dwg
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xref/z15564-s-level2.dwg
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