HomeMy WebLinkAboutWTR2702953.40(Y) These record drawings have been prepared based upon information
Ln contained in addenda, change orders, or other available
M construction information, and information provided by the
N Contractor, and by others. HDR has not verified the accuracy or
completeness of the information provided to it and does not
warrant the accuracy or completeness of these record drawings.
' Users of this information shall be solely responsible to verify any
and all information represented herein prior to any such use of
the information.
8
1 W=2953C9
E
3/8" ROUND CAP PLATE
ON POLES
3/8"0 NYLON ROPE WITHIN
NETTING PANELS ALONG
ALL GUY WIRE LOCATIONS
PROTECTIVE NET CEILING, TYP
�— 1/2"0 (7 STRAND) CABLE
STRAND HIGH STRENGTH
GUY WIRE @ HORIZONTAL
WIRE LOCATIONS PER PLAN
1"0 GALV (A325N) ALLTHREAD W/
2" 0 (3/4"0) THIMBLEYE CONNECTION
ONE END W/ NUT & WASHERS EA
END @ TOP CONNECTION
\_ PARKING & DRIVEWAY —\
6
18" O.D. STEEL POLE
PER PLAN & SCHED
TYPICAL
1/4
5
3/4" 0 X 8" W.H.S. ON (4) SIDES
VISQUEEN WRAP POLE
WELDED TO PIPE - TYPICAL
OR APPROVED EQUAL
COLLAR LOCATIONS
® CONIC COLLAR
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I STEEL POLE BUTT
DIAMETER PLUS 6" f
F
3/8" ROUND CAP PLATE -
ON POLES
3/8"0 NYLON ROPE ALONG
ALL GUY WIRE LOCATIONS
PROTECTIVE NET CEILING
1 /2"0 (7 STRAND) CABLE ---/
STRAND HIGH STRENGTH
GUY WIRE @ HORIZONTAL
WIRE LOCATIONS PER PLAN
1 "0 GALV (A325N) ALLTHREAD W/ —
2"0 (3/4"0) THIMBLEYE CONNECTIONS
EA END W/ NUT & WASHERS
TOP CONNECTION
PARKING & DRIVEWAY --/
18" O.D. STEEL POLE
PER PLAN & SCHED
TYPICAL
1/4
3/4"0 X 8" W.H.S. ON (4) SIDES
WELDED TO PIPE - TYPICAL
COLLAR LOCATIONS
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GENERAL NOTE
REINFORCING STEEL
CODE: UNIFORM BUILDING CODE -- 1997 EDITION
ALL CONCRETE REINFORCING STEEL SHALL BE DEFORMED PER ASTM A615, GRADE 60
ALL ASTM's CALLED OUT ARE TO BE THE LATEST EDITION
(fy=60,000 psi) EXCEPT ALL #4 SLAB DOWELS SHALL BE GRADE 40 (fy=40,000
psi). LAP CONTINUOUS REINFORCING BARS 30 BAR DIAMETERS, V-7" MINIMUM
LIVE LOADS
WIND 80 MPH, EXPOSURE "B"
UNLESS NOTED OTHERWISE. CORNER BARS (1'-7" BEND WILL BE PROVIDED FOR ALL
. . . . . . . .
HORIZONTAL REINF. DETAIL STEEL IN ACCORDANCE WITH ACI MANUAL OF STANDARD
- 7/16"0 (7 STRAND) HORIZ
SEISMIC ZONE ... 3
PRACTICE OF DETAILING REINFORCED CONCRETE STRUCTURES". WELDED WIRE FABRIC
STEEL HIGH STRENGTH GUY
(WWF) TO CONFORM WITH ASTM A185. REINFORCING HOOKS TO COMPLY WITH STANDARD
WIRE TOP, CENTER,
FOUNDATION
ACI HOOKS.
& BOTTOM OF POLES
FOUNDATION DESIGN WAS BASED UPON SOILS REPORT NO. 95153 GEOTECH CONSULTANTS, INC.
DATED APRIL 24, 1995. THE FOLLOWING VALUES WERE USED:
UNLESS NOTED OTHERWISE, COVER TO MAIN REINFORCEMENT TO BE:
LATERAL EARTH PRESSURE:. . . . 50 PCF EQUILVALENT FLUID PRESSURE (ACTIVE -UNRESTRAINED)
BOTTOM OF FOOTINGS . . . . . . . . . . . . . . . . . . . . . . 3 INCHES
58 PCF EQUIVALENT FLUID PRESSURE (ACTIVE - RESTRAINED)
FORMED SURFACES . . . WEATHER & EARTH FACE . . . 1 1/2 INCHES
200 PCF EQUIVALENT FLUID PRESSURE (PASSIVE)
. . INTERIOR FACE . . . . . . . . . 3/4 INCHES
. . . EARTH FACE . . . . . . . . . . 1 1/2 INCHES (#5 BARS @ SMALLER)
COEFFICIENT OF FRICTION:.... 0.42
ANCHORS AND POLE BOLT HARDWARE
ALL BOTTOM OF EXTERIOR COLLAR PADS SHALL BE A MINIMUM OF 1'-6" BELOW FINISH GRADE.
ALL STEEL ANCHORS PER CHANCE OR APPROVED EQUAL. ALL TIMBER POLE STEEL BOLT
PADS SHALL BEAR ON UNDISTURBED SOIL OR STRUCTURAL FILL COMPACTED TO 95%
HARDWARE PER THE CHANCE COMPANY OR APPROVED EQUAL.
AINLESS
MAXIMUM DRY DENSITY PER ASTM D-1557 AS RECOMMENDED IN SOILS REPORT. ALL SITE
RABINERS
PREPARATION AND GRADING SHALL BE DONE IN ACCORDANCE WITH SOILS REPORT.
NETTING CABLE
BETWEEN
7GUY
ALL CABLE PER CALSTRAND OR APPROVED EQUAL.
ERIMETER
STEEL NETTING POLES
CABLE GRADE: COMMON, SLEMENS-MARTIN, HIGH STRENGTH, EXTRA HIGH STRENGTH
ROPE &
NETTING SHALL BE SUPPORTED BY A36 STEEL POLES HAVING A MINIMUM 18" OUTSIDE DIAMETER
AND UTILITY GRADE - CLASS A, B, OR C. ASTM SPECIFICAIONS A-475 AND A-363.
S, TYP
PER SCHEDULE. SETTING CRITERIA SHALL BE AS SPECIFIED BY THE DETAILS.
POLES SHALL MEET THE QUALITY REQUIREMENTS OF ASTM A501 AND SHALL BE TAR TREATED
GOLF NETTING
8"
IN ACCORDANCE WITH THE REQUIREMENT STANDARDS OF THE INDUSTRY.
NETTING SHALL HAVE A MESH DIAMETER WIDTH OF 1 5/8" AND SHALL BE UV RESISTANT.
OF ALL PIECES SHALL BE SEWN TO A 3/8"� NYLON BORDER ROPE. NETTING MATERIAL
DIAMOND
SUBGRADE PREPARATION, DRAINAGE PROVISIONS, AND OTHER RELEVANT SOIL CONSIDERATIONSEDGES
SHALL BE A #18 TWINE, 175 LBS OF BREAK STRENGTH, TYPE 66 NYLON YARN, KNOTTED, DYED
SHALL BE IN ACCORDANCE WITH SAID SOILS REPORT.
FENCING TH
BLACK, PRE-SHRUNK AND BONDED WITH TAR COATING. ELONGATION OF BREAK POINT TO BE
TWINE NETTING
CONCRETE
17% TO 21% EDGES OF ALL PIECES SHALL BE CLIPPED TO A 3/8"0 PERIMETER NYLON ROPE.
(TYPICAL)
f'c=2500 PSI (INSPECTED) FOR ALL PAD COLLARS (5 1/2 SACK MIX)
(TYPICAL ALL FOUR SIDES OF EACH NET PANEL) THE ERECTED NETTING IS TO BE CUSTOM
FIT TO EACH POLE HEIGHT AND POLE SPACING WIDTH MODULES SO THE NETTING IS TAUT
> 9
DETAIL h
MIXING AND PLACING OF ALL CONCRETE AND SELECTION OF MATERIALS SHALL BE IN
AFTER ERECTION.
ACCORDANCE WITH THE UBC AND ACI CODE 318. PROPORTIONS OF AGGREGATE TO CEMENT
SHALL BE SUCH AS TO PRODUCE A DENSE WORKABLE MIX WITH 4 1/2" MAXIMUM SLUMP WHICH
INSPECTIONS
CAN BE PLACED WITHOUT SEGREGATION OR EXCESS FREE SURFACE WATER.
INSPECTIONS ARE TO BE PER UBC SECTIONS 108 AND 1701 AND ARE TO BE BY AN INDEPENDENT
10
I
VERTICAL NETTING LINE BETWEEN TESTING LAB APPROVED PRIOR TO STARTING CONSTRUCTION BY THE ARCHITECT.
POLES #10 THRU #19 ONLY STRUCTURAL STEEL FOUNDATION: INSPECT FOOTINGS AND EXCAVATIONS JUST PRIOR TO CONCRETE PLACEMENT
ALL WORK IN ACCORDANCE WITH "AISC SPECIFICATION FOR THE DESIGN, FABRICATION AND TO INSURE MATERIAL IS DRY AND DENSE.
ERECTION OF STRUCTURAL STEEL FOR BUILDINGS", AND THE "CODE OF STANDARD PRACTICE". CONCRETE: TAKE CONCRETE CYLINDERS PER UBC SECTION 1701. VERIFY SLUMP.
MISCELLANEOUS STEEL CONFORMS WITH . .. ASTM A-36 (Fy=36,000 PSI)
MAPLEWOOD GOLF BOLTS (WOOD TO STEEL) CONFORM WITH ... ASTM A-307 SPECIAL CONDITIONS
COURSE HOLE #18 PROVIDE MINIMUM EMBEDMENT FOR ANCHOR BOLTS PER UBC TABLE 21-E FOR MASONRY AND UBC CONTRACTOR SHALL VERIFY ALL DIMENSIONS IN FIELD AND SHALL PROVIDE ADEQUATE
TABLE 19-D FOR CONCRETE. ENGINEER APPROVED EXPANSION ANCHORS MAY BE USED INSTEAD OF SHORING AND BRACING OF ALL STRUCTURAL MEMBERS DURING CONSTRUCTION. CONTRACTOR
ANCHOR BOLTS IN CONCRETE. CONFORM WITH ICBO APPROVAL FOR EXPANSION ANCHORS USED. SHALL NOTIFY ENGINEER OF ALL FIELD CHANGES PRIOR TO INSTALLATION. %
ALL WELDING TO CONFORM WITH AWS D1.1 "CODE FOR WELDING IN BUILDING CONSTRUCTION".
WELDS NOT SPECIFIED SHALL BE 1/4" CONTINUOUS FILLET MINIMUM. ALL WELDS BY WABO
3/16—<TYP CERTIFIED WELDERS. USE FRESH 70XX ELECTRODES.
7/16"0 (7 STRAND) HORIZ
HIGH STRENGTH GUY WIRE M GENURIAL NOTES
TOP, CENTER, &
BOTTOM OF POLES
1/2" STAINLESS STEEL CARABINERS
® 6"o.c. BETWEEN HORIZONTAL
PERIMETER NETTING ROPE & 3/8"0
HORIZONTAL GUY WIRE, TYP
3/8"0 (7 STRAND)
HIGH STRENGTH
GUY WIRE VERTICALS
EACH POLE
7/16"0 (7 STRAND) HORIZ
HIGH STRENGTH GUY WIRE
TOP, CENTER, &
BOTTOM OF POLES
- 30 MIL POLYETHYLENE WRAP
AROUND POLE OR APPROVED
EQUAL ® CONIC COLLAR
SLOPE 1"
- D
D
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CONIC COLLAR
4 5 TOP
EA) AY
�— (6) #5 BOTT
J c
a
000- PER PLAN & o0°a
�00 SCHEDULE Co0O
(6) #5 BOTT
EA WAY
EA AY
V-6" THICK CONCRETE
o z
COLLAR PER PLAN, TYP
0— J
oa
EXTERIOR COATED STEEL POLES
,;
EXTERIOR COATED STEEL POLES
u
5/8" MINUS COMPACTED
°
5/8" MINUS COMPACTED
CRUSHED ROCK (TYP) OR
°0 0
CRUSHED ROCK (TYP) OR
LEAN MIX CONCRETE
BOTTOM OF POLE
Do, �°
LEAN MIX CONCRETE
00 00 00000000o00
Z
.00°00°00°0000°00°
o 00 0 00 0 0� o 00 000 00
STEEL POLE BUTT
DIAMETER PLUS 6" f
SURVEYED:
DESIGNED: JT
DRAWN: NH
CHECKED: JT
APPROVED: JT
8/25/03
TB
BY
DATE
APPR
C D
STEEL POLE SCHEDULE
POLE NO.
POLE SIZE
HT ABOVE
ADJACENT
DEPTH OF
APPROX.
TOTAL HT
COLLAR
VERTICAL
STL PILE
EXIST DOWN
[WALL THICKNESS]
FIN GRADE
EMBEDMENT
OF POLE
SIZE
NETTING
CASING
GUY CONN
#1
18"0 (SCHED 40)
[.562 WALL]
30'
1 y
I 49'
7'-0" X 7'-0"
X 1 6 DEEP
NO
YES
NO
#2
18"0 (SCHED 40)
[.562" WALL]
30'
19,
49'
7'-0" X 7'-03'
X 1'-6" DEEP
NO
YES
NO
#3
18"0 (SCHED 40)
[.562" WALL]
30'
19 '
49'
7'-0" X 7'-0"
X 1'-6" DEEP
NO
NO
NO
#A
18" 0 (SCHED 40)
[.562" WALL]
38,
26'
64'
5'-0" X 9'-0"
X 1'-6" DEEP
NO
YES
NO
#5
18"0 (SCHED 40)
[.562" WALL]
35'
22'
57'
5'-0" X 9'-0"
X 1'-6" DEEP
NO
YES
NO
#6
18"0 (SCHED 40)
[.562" WALL]
30
19
49,
5'-0" X 9'-0"
X V-6" DEEP
NO
YES
NO
#7
18"0 (SCHED 40)
[.562" WALL]
30'
19,
49'
5'-0" X 9'-0"
X 1'-6" DEEP
NO
NO
NO
#8
18"0 (SCHED 40)
[.562 WALL]
30'
19,
49'
5'-0>, X 9'-01$
X 1'-6" DEEP
NO
NO
NO
#9
18"0 (SCHED 40)
[.562" WALL]
30'
19,
49'
5'-0" X 9'-0"
X V-6" DEEP
NO
NO
NO
#10
18"0 (SCHED 40)
[.562" WALL]
25'
15'
40'
6'-0 X 6)-O)t
X V-6" DEEP
YES
NO
NO
#11
18"0 (SCHED 80)
[.937" WALL]
25'
15'
40'
8 -0" X 8 -0
X V-6" DEEP
YES
NO
YES
#12
18"0 (SCHED 80)
[.937 WALL]
25'
15'
40'
8'-0" X
6DEEP
YES
NO
YES
#13
18"0 (SCHED 80)
[.937 WALL]
25'
15'
40'
8'-0" X 8'-0"
X 1 6 DEEP
YES
YES
YES
#14
18"0 (SCHED 80)
[.937" WALL]
25'
15'
40'
8'-0„ X 8'-0"
X 1'-6" DEEP
YES
NO
YES
#15
18"0 (SCHED 40)
[.562" WALL]
25'
15'
40'
7'-0" X 7'-0"
X 1'-6" DEEP
YES
YES
NO
#16
18"0 (SCHED 40)
[.562" WALL]
25,
15,
40,
6'-0" X 6'-0"
X 1'-6" DEEP
YES
YES
NO
#17
18"0 (SCHED 40)
[.562 WALL]
25'
15'
40'
X-a ' 6" DE OP
YES
YES
NO
#18
18"0 (SCHED 40)
[.562" WALL]
25'
15'
40'
6 -0 ' X 6 -0 '
X 1'-6" DEEP
YES
NO
NO
#19
18"0 (SCHED 40)
[.562" WALL]
25'
15'
40'
6'-0" X 6'-0"
X 1 6 DEEP
YES
YES
NO
B
3/4' = 1'-0" N3 3/4" = 1'-0"
SCALE: AS SHOWN
VERTICAL: NAVD 1988 ECONOMIC AND ENGINEERING
ONE INCH HORIZONTAL: NAD 1983/1991 & SERVICES, INC.
AT FULL SCALE N 4TH STREET SUITE 1110
B & T DESIGN- & ENGINEERING, INC. 10900 E ,
175 1st PLACE N.W. SUITE 8 BELLEVUE, WASHINGTON 98004
IF NOT ONE INCH DATUM ISSAQUAH, WA. 98027
SCALE ACCORDINGLY (425)) 557-0765 (FAX) PORTLAND, OR / BELLEVUE, WA / KENNEWICK, WA / OLYMPIA, WA
E E ( G H I J K
CITY OF RENTON
Planning/Building/Public Works Dept.
MAPLEWOOD
WATER TREATMENT AND GOLF COURSE IMPROVEMENTS
DETAILS & NOTES
L M N
DATE:
PROJECT NO.
REVISION NO.
SHT NO.
DWG NO.
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JULY 2003 1
02109
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