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Sanitary Sewer Notes and Specifications
THESE NOTES SHALL APPEAR ON PROJECTS FOR THE WASTEWATER UTILITY.
1. All work and work material shall be in conformance 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. A set of approved plans
shall be kept on site at all times during construction.
2. 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.
3. 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.
4. 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.
5. Contractor is solely responsible for the means, methods and sequences of construction
and for the safety of workers and others on the construction site.
6. It shall be the responsibility of the contractor to obtain street use and any other related
permits prior to any construction.
7. Plans approved by the City of Renton, Public Works Department shall take precedence
over all other plans.
8. A copy of these approved plans must be on the job site whenever construction is in
progress.
9. 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
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
CONSTRUCTION NOTES AND DETAILS
RECORD DRA
PROPERTY LINE
S-0"
o
FUTURE
6" BUILDING SEWER PIPE h
BUILDING SEWER
w
Z �2"x
TEE WITH 6" SIDE OUTLET
4" STUD MARKING POST PAINTED
-' 6"X6' X6" WYE WHITE WITH THE WORD "SEWER" STENCILED
} SURFACE CLEANOUT WITH IN 3" HIGH BLACK LETTERS AND #6 WIRE
� CAST IRON RING & COVER
LOWRAPPED AROUND THE STUD AND
a (EAST JORDAN IRON WORKS
p 2975 OR APPROVED EQUAL, EXTENDED TO THE TOP OF THE STUD.
0-1
SPECIFY "SEWER" ON LID,
6" SIDE SEWER AND BUILDING SEWER
SEE STD, PLAN 403.1 FOR
INSTALLATION)
ACCEPTABLE PROCEDURES FOR SIDE SEWER CONNECTIONS TO MAIN
LINES ARE AS FOLLOWS:
A. VITRIFIED CLAY MAIN - CUT IN A NEW SECTION OF SEWER MAIN WITH
A NEW TEE USING FLEXIBLE COUPLINGS
(FERNCO OR APPROVED EQUAL).
B. CONCRETE MAIN - CUT IN A NEW SECTION OF SEWER MAIN WITH
A NEW TEE USING FLEXIBLE COUPLINGS
(FERNCO OR APPROVED EQUAL).
C. PVC MAIN - CORE -DRILLED WITH A ROMAC SADDLE (OR APPROVED
EQUAL) OR CUT IN A NEW TEE USING RIGID COUPLINGS.
D. DUCTILE IRON MAIN - CORE -DRILLED WITH A ROMAC SADDLE (OR
APPROVED EQUAL)
E. 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. 00•(
1:3:5 MIX
CONCRETE
BLOCKING
M
2 NOR
G� 2% MIN SLOPE
' 6" SIDE OUTLET TEE
SEWER
6" MIN. MAIN
CONCRETE BLOCKING ANGLE
OF TEE AT MAIN OVER 25
ELEVATION
SEWER MAIN
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.
HORIZONTAL
TYPICAL SIDE SEWER ELEVATION
STANDARD SIDE SEWER STD. PLAN - 406.1
* PUBLIC WORKS INSTALLATION
��IvTo� DEPARTMENT (SEWER MAIN TO PROPERTY LINE) JANUARY 2013
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.
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 cf 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 1 H:1V (Horizontal:Vertical)
• Dense to Very Dense Native Soil* 0.511:1V to 0.75H:1V**
* 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 inclinations 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).
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.
AS -BUILT
"CERTIFY THAT THE INFORMATION SHOWN HEREON WHICH WAS
AS -BUILT BY BARGHAUSEN CONSULTING ENGINEERS, AND MAY
INCLUDE LOCATIONS, ELEVATIONS, DEPTHS, PIPE SIZES, AND
AS -BUILT COMMENTS, ACCURATELY REFLECTS EXISTING FIELD
CONDITIONS AS DETERMINED BY ME (ALI SADR) OR UNDER MY
DIRECT SUPERVISION ON THIS DATE: 07-26-2019."
SIGNATURE:
ITE SPECIFIC DATA
PP0,IECT NAME
2335 - 4WIOTT RESIDENCE INN
PRWECT LOCATION
RENTON, WA
STRUCTURE ID
TREATMENT REQUIRED
VOLUME BASED (CF)
2-YEAR DISCHARGE RATE (CFS)
0.091
TRE4TMENT FILL AVAILABLE (FT)
PEAK BYPASS REQUIRED (CFS) - IF APPLICABLE
0-27
PIPE DATA
I E.
AfATFRIAL
DMMFTFR
INLET PIPE I
3I 73
PVC
12'
INLET PIPE 2
OUTLET PIPE
31.23
PVC
12'
PRETREATMENT
810RLTPA 77ON
DISCHARGE
RIM ELEVATION
40.00
40.00
40.OD
SURFACE LOAD
PARKWAY
PARKWAY
PARKWAY
FRAME & COVED
030
2.5X4'
024"
WETLANOMEDIA VOLUME (CY)
4.79
WETLANDMEDIA DELIVERY ,METHOD
PER CONTRACT
aI?MICE SIZE (DIA INCHES)
W
NOTES.-
00U7 PIPE
SEE NOTES
DRAIN DOWN LINE n, crL
1W7 PIPE
SEE NOTES
v.
VERi1G4L
i
UNDERDRAIN
MANIFOLD
UDME-DIA
PATENTED
BED PL q N VIEW PERIMETER
VOID AREA
rn.
z,
INSTALLATION NOTES
I
1.
CONTRACTOR TO PROVIDE ALL IAHOF, EQUIPMENF, MATERIALS AND
INCIDENTALS REQUIRED TO OFFLOAD AND INSTALL THE SYSTEM AND
-
- - - - -
A T
HNGL GL=,34A
APPURTENANCES IN ACCORDANCE WITH THIS DRAWING AND THE
MANUFACTURERS SPECIRICATIONS, UNLESS OTHERWISE STATED IN
MANUFACTURERS CONTRACT
2.
UNIT MUST BE INSTALLED ON LEVEL BASE. MANUFACTURER
RECOMMENDS A MINIMUM 6" LEVEL ROCK BASE UNLESS SPECIFIED BY
IN
THE PROJECT ENGINEER. CONTRACTOR 15 RESPONSIBLE TO VERIFY
- - - - - -
-
f7" PVC
PROJECT ENGINEERS RECOMMENDED BA5E SPECIFICATIONS. 12"
PVC
J.
ALL PIPES MIDST BE FLUSH WITH INSIDE SURFACE OF CONCRETE.
(PIPES CANNOT INTRUDE BEYOND FLUSH). INVERT OF OUTFLOW PIPE
6.
81_0"6.
MUST BE FLUSH WITH DISCHARGE CHAMBER FLOOR. ALL GAPS
9._0"
AROUND PIPES SHALL BE SEALED WATER TIGHT WITH A NON -SHRINK
VIEWVATITI
GROUT PER MANUFACTURERS STANDARD CONNECTION DETAIL AND SHALL
INTERNAL BYPASS Di5CELEII�1QN
:
MEET OR EXCEED REGIONAL PIPE CONNECTION STANDARDS.
4.
CONTRACTOR TO SUPPLY AND INSTALL ALL EXTERNAL CONNECTING
TILE DESIGN AND CAPACITY 4F THE PEAK CONVEYAACE VEWD TO BE REVCMD
PIPES.
AND APPROVED BY THE ENGINEER OF RECORD, Ha(S) Ar P9K flOW SHALL 9E
5.
CONTRACTOR RESPONSIBLE FOR INSTALLATION OF ALL RISERS,
ASSESSED T4 ENSURE NO UPSTREAM FLOOONG. PEAK Ha AND BYPASS
MANHOLES, AND HATCHES CONTRACTOR TO GROUT ALL MANHOLES AND
CAPACITY SHOWN ON DRAWING ARE USED FOR GUIdANCF ONLY
LOW INFLOW PIPE DISCLOSURE:
HATCHES TO MATCH FINISHED SURFACE UNLESS SPECIFIED OTHERWISE.
6.
DRIP OR SPRAY IRRIGATION REQUIRED ON ALL UNITS WITH VEGETATION.
IT 1S RECOMMENDED THAT A SUFFICIENT VARA NON IN REVAAON &9*EEN Th'E
INLET ANO OUTLET BE PId 400 TO ALLOW [DR ACCUMULATION OF SEDIMENT IN
GENERAL
NOTES
THE PRE-WLAIMENr CHAMBER. FAILURE TO 00 54 94Y RESULT IN BLOCKAGE
AT INF40W POINTS AHO"4 MAY CAUSE UPSTREAk FfOLONC.
r.
YANUFACTURER TO PROVIDE ALL MATERIALS ONLES.S OTHERWISE NOTED,
NE PRODL-'T DESCR&IO xar W
PROPRIETARY AND CONFIDENTIAL:
2•
AL.L DIMENSIONS, ELEVATIONS SPECIRCAT7ONS AND CAPACITIES ARE SUBJECTPE TO
sr a+T OR a`
CHANGE. FOR PROJECT SPECIFIC DRAWINGS DETAILING EXACT DIMENSIONS, WEIGHTS
E MO
rca�owavc rS PArExrs,
74A:64 7,47Q362; 7,574,- PA
rTE AFL'+ivdarOl+ ccwrAHrfp w rlas GUFnwnW C rlre sor.[
PROPfkTr of MODULO NETL PS S)VrMS ANr
AND ACCESSORIES PLEASE CONTACT MANUFACTURER,
a.To SEA- NiArm FOREOV
RVW00TCTCh W W OR AS A *a[ H4WT ThE llWREN
PAWRS OR NW PATFM$ P41!)W
PfA11 51" CF 4RLc+r0 *27L4M 5 a'MTX ,5 PfiVH8aW
12 Y4"
14"
%
2»�
1 A" �4rr
1 Y4"
RECESSED
LIFT POCKET
- 11 N.C. SOCKET HD 2" A.C.
SCREW 1 Y4" LONG
(BRONZE OR S.S.)
Y2" x 2" RAISED PADS 77FOAM
6" CONCRETECLASS 3000AND OR
XPANDABLE
WATER TIGHT
PLUG
- Ys"
45• (1/8) BEND
Y" 2"
2"
12 Y4"
II 14rr
CAST IRON RING AND COVER
45• (1/8) BEND
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 V-0" THICK, 2'-0" SQUARE
CONCRETE, CLASS 3000, PAD AROUND THE RING AND COVER.
STD`S Y
* � � PUBLIC WORKS
8 OR 6 INCH CLEAN -OUT PLAN - 403.1
DEPARTMENT FOR SANITARY SEWER MAINS
SEPTEMBER 2011
IN COMPLIANCE WITH CITY OF RENTON STANDARDS
�L1 SApl
�F W A Sy
�0A
24661E.
S��IST��G\���
AL
07/26/2,
RENTON HOTEL PERMIT #U15008433
ENGINEER:
BARGHAUSEN CONSULTING ENGINEERS
18215 72ND AVENUE SOUTH
KENT, WA 98032
(425)251-6222
(425)251-8782 FAX
CONTACT: DAN BALMELLI
1 MFCH `'�` 4dANrfOLE
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1
--- F3
6 ri m n x 6.
94"
RIGHT END VIEW
DISCHARG1%1NOFILTRATIQN
Z YEARS DISCHARGE RATE (CFS) 0.091
OPERATING HEAD (FT) 2.8
PRETREATMENT LOADING RATE (GPV1SF) 0,8
WETLAND MEDIA nLOAADING DATE (CPMISF) 0.5
!YJ `- WS-L -8-8- V i1 L]
M a o UL .4 STORMWA TER B10F1L TRAT101V SYSTEM
�FRANDS
STANDARD DETAIL
{-- W (SEE NOTE 7) LIMITS OF PIPE ZONE
BEDDING MATERIAL FOR
SANITARY SEWER PIPE O.D. OF PIPE
(SEE NOTE 5)
FOUNDATION LEVEL
6"
BEDDING FOR SANITARY SEWER PIPE
NOTES:
1. PROVIDE UNIFORM SUPPORT UNDER BARREL.
2. HAND TAMP UNDER HAUNCHES.
3. COMPACT BEDDING MATERIAL TO 95% MAX. DENSITY EXCEPT DIRECTLY
OVER PIPE. HAND TAMP ONLY.
4. PIPE INSTALLATION SHALL BE PER SECTION 7-08 OF THE
STANDARD SPECIFICATIONS.
5. PIPE ZONE MATERIAL SHALL BE "GRAVEL BACKFILL FOR DRAINS"
AS SPECIFIED IN THE AGGREGATES SECTION OF THE STANDARD
SPECIFICATIONS OR PEA GRAVEL.
6. PIPE MUST BE ANCHORED IN SUCH A MANNER AS TO ENSURE FLOW
LINE IS MAINTAINED.
7. TRENCH WIDTH SHALL BE PER SECTION 2-09.4 OF THE
STANDARD SPECIFICATIONS.
Y STD. PLAN - 405
* _®+ PUBLIC WORKS PIPE BEDDING
DEPARTMENT FOR SANITARY SEWERS
OCTOBER 2012
Vq,HAV�
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`T/HG ENG%0:`
CITY OF RENTON
COMMUNITY AND ECONOMIC DEVELOPMENT
CONSTRUCTION NOTES AND DETAILS
DESIGNED AS
DATE 09/14/2015 FILE NO.
DRAWN M B
CHECKED AS SCALE N/A FIELD BOOK PAGE_
APPROVED C1L 20
DIRECTOR OF PUBLIC WORKS SHEET OF
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