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NOTES;
•
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
reCp11 mendations-
•
Drain Pipe should consist of perforated,
rigid PUG Pipe surrounded with 1"
Drain Rock.
LEGEND:
�D a
0 °0.0
0
Free Draining Structural Backfill
1.1•ti•ti
?lr5r
1 inch Drain Rock
.r.r.r.r•
(RECOMMENDED)
LADDER
AND
ACCESS
INLET I
PIPE
(T MIN.)
HIGH FLOW BYPASS
Perforated Drain Pipe
(Surround In Drain Rock)
SCHEMATIC ONLY - NOT TO SCALE
r •'i I I
RETAINING WALL DRAINAGE DETAIL
Marriott Residence Inn
Renton, Washington
Drwn_ GLS
Date 04107/2015
Proj. No. 3569.01
Checked HTW
Date ApH12016
Plate 5
VENTILATION PIPES 12" MIN.
ATCORNERS
- ACCESS COVER
OVER INLET i
COALESCING PLATE PACK
ACCESS COVER
(OVER OUTLET)
r 1
L Ji
I I
r -I
F- -1
L J
I I
FOREBAY
LADDER(TYR)
5' MAX.
Z_ SHUT OFF VALVE W/
I- -� AFTERBAY RISER & VALVE BOX
L - - i 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)
WQ WATER SIRFACE MI . �r;min.
z I L] ID
MIN. 1'MIN.
1_/3 MMIN.
(L/2 RECOMM.) L (L/4 RECOMI
SECTION VIEW
NTS
NOTES:
1. GRAVITY DRAIN SHALL BEAT LEAST 81NCH 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.
8" TEE
OIL RETAINING
BAFFLE
i�
(50%D MIN.)
.�-
COALESCING PLATE PACK
E
C�
INLET WEIR -SOLIDS
RETAINING BAFFLE OR
WINDOW WALL (SEE TEXT)
'�- GRAVITY DRAIN
�ZY o STD. PLAN - 240.10
PUBLIC WORKS COALESCING PLATE OIL / WATER
DEPARTMENT SEPARATOR
MARCH 2O08
CONSTRUCTION NOTES AND DETAILS
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; dative sail or
other law permeability material.
.r•r•r.r
J•AM.l•d
ti-ti•ti-ti•
r•s•r•r•
ti�ti.ti�-.•
1" Drain Rock
Foundations
RECORD DRA WING
SCHEMATIC ONLY - NOT TO SCALE
FOOTING DRAIN DETAIL
Marriott Residence Inn
Renton, Washington
Drwn. GLS
Date0410712016
Proj, No. 3569.01
Checked HTVV
Date April 2016
Plate 6
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-1 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.
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 5,000 psf
• Friction 0.40
• Passive Resistance 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.
O.D. limits of pipe
O.D. compaction
3' max. 3' ma
i
r-- 0.150. D. min.
limits of pipe
compacton Q 0.65 D.D. min.
gravel bacilli gravel backfill for
for pipe bedding III foundations when specified
A. Metal and Concrete Pipe
T max
�OA5rise min.
limits of pipe _� ✓
compaction / 5 rise non.
gravel backfill 9mveI backfill for
for pipe bedding 111 foundations when specified
B. Pipe - Arch Installation
Rigid Pipe NOTES:
1. Pipe compaction limits shown on this plan are for pipe
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 outside diameter of a pipe 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 point 3' shall be used.
* V-0" for diameters 12" through 42" and spans through
50". 2'-0" for diameters greater than 42" and spans
greater than 50".
W (see note 4)
limit of pipe zone
f
material
for eA /
b
for dexlble
pipe (see
m O.D.
foundation
level
* A- 4" min. 27" I.D. and under
6" min., over 27" I.D.
Bedding for Flexible Pipe
Flexible Pipe NOTES:
1. Provide uniform support under barrels.
2. Hand tamp under haunches.
3. Compact bedding material to 95% max. density; directly
over pipe, hand tamp only.
4. See "Excavation and Preparation of Trench" insanitary
sewers section of the standard WSDOTIAPWA
specifications for trench width "W" and trenching
options. The pipe zone will be the actual trench width.
The minimum concrete width shall be 1 z I.D. = 18".
5. Trench backfill shall conform to "Backfilling Sewer
Trenches" in the sanitary sewers section of the
WSDOTIAPWA standard specifications, except that
rocks or lumps larger than 1" per foot of pipe diameter
shall not be used In the backfill material.
6. See "Bedding Material for Flexible Pipe" In aggregates
section of the WSDOT/APWA standard specifications
for the material specifications.
®Backfill material placed in 0.5' loose layers and
compacted to 95% maximum density.
Method B or C compaction (WSDOT/APWA)
standard specifications.)
Pipe
Size
Min. dist.
between
barrels
circular pipe
cone., LCPE, CMP
(diameter)
12" to 24"
12"
30" to 96"
diam. / 2
102" to 180"
48"
pipe - arch
metal only
(span)
18" to 36"
12"
43" to 142"
span / 3
148"to 199"
48"
�Y { PUBLIC WORKS PIPE COMPACTION STD. PLAN - 220.00
Q DEPARTMENT DESIGN AND BACKFILL
MARCH 2O08
NDS 1210 12"x12" GRATE, GREY
NDS 1210S 12"x12" GRATE, SAND
NDS 1211 12"x12" GRATE, BLACK
NDS 1212 12"x12" GRATE, GREEN
12%12" GRATE FITS ALL CATCH BASINS, EXTENSIONS & ADAPTERS
PROVIDE:
#NDS 1216 6" EXTENSION
#NDS 1218 12" EXTENSION
AS REQUIRED.
NDS 1213 12"x12" CATCHBASIN, SINGLE OUTLET
NDS 1214 12%12" CATCH BASIN, DOUBLE OUTLET
6" SD COUPLING SIZE, SINGLE OUTLET ACCOMODATES NDS 1212,
1211 OR 1210.
12%12" GRATE AREA - 14" WITH 11" SQUARE BOTTOM.
121/4" SQUARE BOTTOM WITH 3" AREA BELOW OUTLET ALLOWS 363 CUBIC INCHES=0.21 OF
OF SUMP AREA. ADAPTABLE UP TO 8" PIPE OR DOWN TO 3" OR
4" PIPE.
6" SD COUPLING SIZE, DOUBLE OUTLET ACCOMODATES NDS 1212,
1211 OR 1210.
12%12" GRATE AREA - 14" HIGH WITH 11" SQUARE BOTTOM.
121/4" SQUARE TOP WITH 3" AREA BELOW OUTLET ALLOWS 363 CUBIC INCHES OF
SUMP AREA. ADAPTABLE UP TO 8" PIPE OR DOWN TO 3" TO 4"
PIPE USING
ADAPTER #643.
AREA DRAIN DETAIL
NOT TO SCALE
IN COMPLIANCE WITH CITY OF RENTON STANDARDS
�L' SAp
`-�F W A Sys
�cA
C1
24661
S�1STE,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
CLASS "B" CEMENT
CONCRETE CLASS "B" CEMENT
CONCRETE
<
F
< �O'
L
L
\\ 4
t
L /14
12" DIA
FIBRE JOINT PACKING
SUBGRADE
CLEANOUT
CLEANOUT BLOCKING DETAIL
NOT TO SCALE
ASPHALT OR CONCRETE PAVIN('
SEE GRADING PLAN
THREADED CLEAN OUT PLUG,
3" BELOW PAVING
LONG SWEEP WYE
NOTES
MANHOLE, FOR TRAFFIC
7-1/2-
A. CLEAN OUT LOCATIONS INDICATED ON GRADING & UTILITY PLANS AS "CO"
B. PROVIDE CLEANOUTS AS SPECIFIED BELOW:
-ZURN Z-1400 CLEAN OUTS IN NON -TRAFFIC AREAS & SIDEWALKS
-ZURN Z-1449 CLEAN OUTS IN LANDSCAPED AREAS
-ZURN Z-1400 HD CLEAN OUTS IN TRAFFIC AREAS WITH A "SERVICE
STATION" TYPE MANHOLE, OPW #104 Al2 - DOVER CORP./OPW DIV.
CLEANOUT DETAIL
NOT TO SCALE
FRAME AND COVER
SEE DETAIL LEFT. LETTERS
ON COVER TO READ "DRAIN"
6" ADS LENGTH AS REQUIRED
STANDARD 6" 45* BEND
OR 6" WYE
FINISHED GRADE
TO BE LAID ON
UNDISTURBED EARTH OR
COMPACTED SELET MATERIAL
C
I\�X\\\1�1 FLOW \\ LINE
SHOWN ON
PLANS TO THIS POINT
STATION AND LENGTH
SHOWN ON PLANS TO THIS POINT
STORM SEWER CLEANOUT DETAIL
NOT TO SCALE
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."
l
SIGNATURE: I a G
CITY OF RENTON
COMMUNITY AND ECONOMIC DEVELOPMENT
m 2 CONSTRUCTION NOTES AND DETAILS
MARRIOTT RESIDENCE INN
O / = DESIGNED AS
-A 'a DATE 09/14/2015 FILE NO.
�Co DRAWN M B
G�/HG E N G %NO CHECKED AS SCALE N/A FIELD BOOK PAGE_
APPROVED C17 20
DIRECTOR of PUBLIC WORKS SHEET OF
I
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