HomeMy WebLinkAbout97 0403y
E3REME1"C I " J PERM I T TER
286 4th Street, Bremerton, WA 98337
Phone: (360) 478-527.5 FAX = (360) 478-5278
BUILDING PERMIT
:lob ACfC.ir � 41 1 �' WHIE� ATCIN WAY
I.,,,oc:at ion 4119 WIfit!;A'T ON WAY ((NS 0)f1: I' ARKI"R I....1.1MBF.19 YAM) )
G)arc:e'1 Non 0224011.-,03 ttt"2004
App l i. cant 4 JM CONSU1....'T i NG GEZ(I(JP 6;:35"1rI!%3 34®
CITY C.F:N'TER BE[ ...l,,EVUF; ``00 1:08"I"H AVF NFL9 Sl1I"1UFBF1I1..E:VI.lE' WA
*0 1 1 ac:tor'A
Subcontr�
2821 NORTHa�UIl) WAY SUITE:' 2BF[III t,.E'VI.IE' WA 98004
MC�I�t I "f C[)M{�ANY
ti30 G S 961,H13,11
I:aer:,c.. E'E7E(�"C A MC)NCaf��tJI..F ANI.) E�tAE):C(T C;ACIINE:."I'
E�ermi
Status
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I set,tiod n
x p i, r try s
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ta7f 17111 997
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x•x•x•�•�t �t •� x x�x••x x•�t.•x•x•x•�€..x..x.x•x•x•x•x •x•x•x�•x•x x••x•x�t••xx••x x.x.,x.x. x• x•x• x•� ��t �t• x• x•xx• x•xx• •x •x•xx•x••x x�•xx• a��ac� �x •x x••x x•xa�x at �x• �•x x x •xx••x x•x••xx••x•x•x
Valuation x E7 rmi't �:'ees� 4:'.i;i„YO 10OUi:i LAUCtOu.lat�ad Fee 761.E3�'
`)0,000:,C)O aE Plan Chews,k I::�ryes° 296.:37 Additional Fees .C7Ca
C1t[bier Fees : 9.50 'Total. 1)ermit Fees: 761 iiK
x x• � �••xx••x •x•x•x>F•x••x•x•x xx••x•� x• x•x•x•x•a� x•x••x •x jai• xx•x••x•x••x x•x at• x •x•xx •x•xx••xx•x••x�x••x�• x�x••x•x••x•xx• x••x x••xx••x�•x•x•x•xx••x�t•a�x•ac•x•x•x••x•x•x• a�•x•x•x••x�•�t ��
This permit shall become null and void if the building ar work authorized by this permit is not commenced within
18(a days from the date of such permit, or if this building or work authorized by such permit is suspended or
abandoned at any time after the work is commenced for a period of 180 days.
NOTICE - It is the responsibility of the permit holder, not the City of Bremerton or Building pfficial to see
to it that required inspections are made. The permit holder must notify the Building Official when ready for
inspections. Failure of the permit holder to notify the Building official of required inspections may result
in the stoppage of the work until such time that the permit holder can substantiate to the building official
that the concealed work meets or exceeds code requirements. Any demolition, testing, or financial burden shall
be borne directly by the permit holder. Failure to substantiate code requirements will indemnify the City
against any and all responsibility or liability connected with the construction.
I hereby certify that I have read and examined this permit and know the same to be true and correct. All
prav'isions of laws and ordinances governing this type of wank will be complied with whether specified herein
or not. The granting of a permit does not presume to give authority to violate or cancel the provisions of
any oY
are or local law regulati g construction or the performance of construction.
Signa�='� Dater?I cerat I am a Zpmtt from the requirements of the state contractor's registration law, under
sectihapter 126, laws of 1967.
signature:--------------•------•------------------------------ Date:
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BFREMERT�.) " PEFRM I T CENTER
286 4th Street, ,Bremerton, NA 98337
Phone: (360) 478—si7s FAQ': (360) 478—I
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APPLICANT: ❑ OWNER ❑ CONTRACTOR ® OTHER J M C o n s u l t i n g G r o u p
(Agent for GTE Wireless)
.SITE ADDRESS: 41 1 9 lJ h e a t o n W a y
OWNER: GTE Wireless
CONTRACTOR Merit Company
CONTRACTOR LICENSE #Merit * * 3 71 N 0
Co N Tzio� ('
CONTACT PERSON: _ J o h n E v a n s
ASSESSORPARCEL#: 022401 -1-033-04
ADDRESS: 2821 Northup Way Ste.200MIN
��39
�D' 3020 •. . •u, .841.
EXPIRATION DATE: 1 1/ 1/ 9 7
CONTACT PHONE# (425) 635-5840 -
l�
❑ SFR ❑DUPLEX ❑ MULTI -FAMILY ❑BUSINESS ❑OTHER
❑ SIGN ❑ DEMO ❑ MOVE BLDG. ❑ MOBILE ❑ GRADING(yda):�:,_-�
BUILD];G DEPARTf�4F�P
❑ NEW ❑ REPAIR ❑ REMODEL ❑ ADDITION OTHER W i r P 1 P c S f n m m i i n 1 c a t 1 o n
Site.
❑ SEWER ❑SEPTIC „� �' (•
INTENDED USE: To provide wireless coveraqe to GTE c stomers in the c'ty of Bremertoi
MIININIII
NATURE OF WORK PROPOSED: To erect a monopole and place a radio cabinet on
sed prooert
e d by R i c_h_a
roes and
Kyle Kincaid.
SQUARE FOOTAGE: Dwelling. 6 0 0 ' Garage: D�j�;
For Department Use Only
Parker Lumber
STATE $4*50
CITY: $5.00
W Bev I IN W91
I hereby certify th the above information u correct to the best of my knowledge.
APPLICANT'S SIGNAT U1M DATE: 7 / 8 / 9 7
bpaPP.dnc mi..d 4/23/97
GTE MOBILNET
100' MONOPOLE
STRUCTURE AND FOUNDATION
DESIGN CALCULATIONS
SITE: WAO195/EAST BREMERTON
EEl JOB NO.: 2636
A1T1trN HEAD stEP ear ./
6/YA (ASe3 tr. N � �T
16 CORNER 'TEE' MOUNTS 8@-0' LIGHTNING ROO 17 H5•
tTYPI SEPARATION LOW PROFILE ANTENNA PLATFORM 12 f I /
(TYP. O 3 PLACES) I /
�- �•
13 6'-0' DIRECTIONAL ANTENNA MOUNTS
(TYP. O 12 PLACES)
to
CL 4• x 6 1/2' I.D. HANDHOLE
O CL FLATS 3. 7 k 11
r 1
O
NOTE FOR REWIRED TOLERPNCES AT
SLIP JOINTS ANO READ. JACKING
FORCES SEE 'COMMUNICATIONS
STRUCTURE ASSEMBLY AND ERECTION
PROCEDURES -
1•f (A194-2H) JACKING H.N
MELDED OVfFt 1 3/16'0 HOLES
IN SHAFT O Cl FLATS 3 d: 9
(TYP. O EACH SPLICE)
a sPucE
n�N
E KELLUMS HOOK O
INTERIOR O t FLATS
2, 4, 6, 8, 10 k12
_ 1T1a
PROVISIONS FOR FUTURE
KELLUMS HOOKS O
INTERIOR CL FLATS
2, 4. 61 81 10 8 12
1'f (A194-2H) JACKING H.N.
XFIDED OVER 1 3/16'f HOLES
IN SHAFT O CL FLATS 3 h 9
(TYP. O EACH SPLICE)
2' HORIL SHAFT
ORIENTATION MELD
BEAD O CORNER OF
FIATS A e 12
(T1P. O EACH SPLICE)
14 BUSS BAR
(SEE DETAIL)
I �' W/ CO ERA(TYYP�2 OPENING
A ...
GROUND LUG O
p o CL FLATS 4 8 10
I I (SEE DETAIL) •�
feel POINT o
I
(8) 2 1/400 X 11'-0' LONG
(A615-GR75) ANCHOR BOLTS rJ
W/ (2) HEX NUTS EACH
REF. DWG./ S10001 ERECTION VIEW
(1'-0• PROJECTION)
SCALE NONE g
REF. DWG. USE TOP SETTING TEMPLATE 8-45.00T.5E
STEP BOLT MI USE BOT. SETTING TEMPLATE 8-45.00B.5EfffIe�10
(3/te' PL-A16)
r
0
/� r PL {• x HOLE
1 � •- n Cl (2) 9/16•f HOLES
SAP BOLT DETAIL GROUND�UG DETAILDETAIL
a
13 1/200 OPENING
10 ��
SECTION
m <�
I dY
i0
^ �a
m
N
N`
G
<ev
Tn
l�lE (12) 1'f (A325) HEX BOLTS
REOUIRED FOR PLATFORM
ATTACHMENT
HOLES
'Af2T •f BOLT CIRCLE ry/
NL � }/8'f (A36) HOOK BOLT
KELLUMS HOOK DETAIL
FLATS
3/B'f SQ NUT
2• 2•
HANDHOLE RING
n
n I n 4
` COVER PLe
m 4• x 6• ID I `3/8"0 x 10 LG
HANDHOLE RING G.H.H.C.S e
BEYOND 4
HANDHOLE DETAIL e
13
6'-0• DIRECTIONAL
ANTENNA MOUNT
(TYP. O 12 PLACES)
12
10'-8• LOW PROFILE
ANTENNA PLATFORM
MATERIAL REQ'D. PER ASSEMBLY
GALV. WT. OTY. ITEM MK. N0. DESCRIPTION
— 1 1 — SHAFT ASSY. (TOP SECTION)
r 1 2 — SHAFT ASSY. (MIDDLE SECTION)
s — 1 3 — SHAFT ASSY. (BOTTOM SECTION)
• 18.84 2 3 78834 (3' X 27 3/4• ACCESS PORT COVER PL w/
A { J 8' X 1 2 LG. A307 HEX BOLTS
4 HARDWARE AS FOLLOWS:
4 5 1/2• X 7 1/2% HANDHOLE
1.69 3 A 78835 COVER PLATE
12• HUB —MOUNTED BUSS BAR 15 « 6 B 76336 3/80 X 1" LONG G.H.H.C.S.
PLACES) 2 1/4'f x it'-0' LG (A615-GR75) ANCHOR
162,70 8 5 AB110 BOLTS W 2 HIX NUTS A194-GR2H , EAC
1 08 - 6 51000 f 5/800 X 6 1/2' LG BUTTON HEAD STEP BOI
1 HEX 8 1 SQUARE NUT EACH
PpROVAL b 000
^ 1 0} HOLES
•}• HOLES
20 0Yo
n
v f
NOTE: WATER ORAINA(� MUST BE PROVIDED
UNDERNEATH THE STRUCTURE BASE PLATE
TO ENSURE THAT MOISTURE ODES NOT
COLLECT INSIDE 1HE MONOPOLE
ABLY MARKING PROCEDURE
EACH INDIVIDUAL ASSEMBLY SHALL HAVE A METAL
TAG WELDED TO IT WFHICH WILL BE ENGRAVED WITH
THE ASSEMBLY MARK N0, AS SHOWN IN THE MATERIAL
BLOCK. (MINIMUM OF 5/8• HIGH LETTERS)
16 1 7 STRUCTURE ASSEMBLY AND
CORNER 'TEE• MOUNT ERECTION PROCEDURES
PLACES) 1 8 DBI100 100-0 SAFETY CLIMB KIT
1 A L2010 SAFETY CLIMB HARNESS
115,24 1 9 8-45.00T.5E TOP SETTING TEMPLATE m
115,24 1 10 8-45.00B.5E BOT, SETTING TEMPLATE e
ED
0,40 6 11 GS13220 KELLUMS HOOK ASSY.
1222,76 1 12 K10300 10'-8• LOW PROFILE e
ANTENNA MOUNTING PLATFORM
55,07 12 13 K10366 3'0 x 6'-D• LG. a
DIRECTIONAL ANTENNA MOUNT
7.50 1 14 K10062 20" BUSS BAR
suss BUR 6,10 3 15 K10251 12" BUSS BAR G
INSULATOR CORNER •TEE• MOUNT
81,46 3 16 K10121 12'-0' SEPARATION N
37.00 1 17 K10167 8'-0" LIGHTNING ROD
elleelle
1 18 STRUCTURE IDENTIFICATION TAG
FLAT 11 INSIDE OF
SHAFT
BUSS BAR DETAIL 14
TOTAL ANCHOR BOLT &TEMPLATE OUT._—=�__
GENERAL NOTES E
I) ALL MELDS SHALL BE IN ACCORDANCE WITH AWLS D.1.1,
2) LONGITUDINAL SEAL WELDS IN FEMALE SECTION OF THE SLIP JOINT
SHALL BE FULL PENETRATION WFIDS,
1 1/Y (2) 9/te'A 3) FOR PROPER SHAFT ALIGNMENT, A 2• HORIZONTAL WELD BEAD AND A
O MARK NUMBER ARE POSITIONED ON EACH SHAFT AT EACH SPLICE, THE 2'
13' HaES HORIZONTAL WF1D BEADS ARE ON MATCHING CORNERS THE MARK NUMBER
6 1/2'6 1/2 fee LS-261 TOP IS ON AN ADJACENT FLAT, THE HORIZONTAL WELD BEAD CORNERS SHALL
0 0L , ASSY. BE ALIGNED TOP TO BOTTOM OF TPE POLE MATCH NUMBERS SHALL BE I .
T4&)3/8'0
• RAD, O I MATCHED FOR EACH SIDE
4) FIELD ASSEMBLY NUTS (1' DIA) ARE LOCATED ON OPPOSING SECTION
m x 1/2'FIATS ABOVE AND BELOW SPLICES FOR JACKING SNN'1S TOGETHER,
n7) HEX BOLT UPPER MTM 96(T. 5) 1HE BOTTOM OF THE UPPER SECTION SHALL BE TELESCOPED IN THE FIELD
(F.US_Y xA/)0 TO WITHIN 190 OF THE WFA ORIENTATION MARK ON THE LOY" SECTION.26) A SLOT 1 1/2' x 4' IS REOUIRED AT THE TOP OF THE BOTTOI
I x 3/16• LS-3n CAM SECTION AND AT THE BOTTOM OF THE TOP SECTION FOR HANDLING-} 3/4• 1' t 1 e• GUI ANY•WRING CAIVANIIINC.
m6) COVER PL w1NTm,1mTm
7) POLES SHALL T HOT DIP GALVANIZED BOTTOM
FABRICATION.
• 2 1�II /1� JJ�-- (A572-GR.65) } T/ta"A HOLES
REINFORCING RING A 6) �mBE WITMR 7D�OFSFRONTNNGGRW BOTTOM BASE PLATE SHALL BE !
_ BRIT.
REIN. RING DETAIL ® 9" x 24" ACCESS PORT 2s %"I,K TER
2X' . 3 -ASa) • 9) THEORETICAL POLE TAPER 0.2296 IN./FT, I
26' VENT. INTERVALS
SECTION "C—C" 9" x 24" ACCESS OPENING COVER PL DETAIL "/'-� (2HOLES DESIGN NOTES !
A,fIl3/6•A SAFETY DESIGN IN ACCORDANCE WITH ETA 222 E6E
6O1TOM 4M LIRKT. O I CABLE 90 MPH BASIC WIND SPEED
a-0•�A�/ 1/2• RADIAL ICE -
O
v2 BOTTOM CASE I - 90 MPH BASIC WIND SPEED
ow6ASSEMBLY WITH 1/2• RADIAL ICE
feel (1ll �11 3 4' �pa�46��89��DBy��B SAfETYCLIMB (oaTm ATTACHMENT DETAILS
7 'f40
Le
°
ON
3• RAO. (TYP.)
TA HOLES, DRILLED h
TAPPED FOR 3/8•f
BOLT (1/2' DEEP)
elle
z GR6,, OogopgOo Oc �® ,
HCUES ON AN ° V like
EV ACED
CIRCLE
7iCED
45 f BOLT CIRCLE - `` er
O ,nn
Cq�,.SG yC1a 00`0pL�L
`, j 6 AIL• ' "T`�`pJ� O 1
`I��BUlg�;7C'a`Vq� 91
IB71
fee
0O
le
SIT
E: WA0195/EAST BREMERTON
IXI
THIS DRAWING IS CONFIDENTIAL AND MAY NOT BE
REPROCED, COPIED EITHER WHOLLY OR IN PART, OR
MADE PUBLIC IN ANY MANNER WITHOUT THE WRITTEN
CONSENT OF ENGINEERED ENDEAVORS INC.-ALL RIGHTS OF
DESIGN OR INVENTION ARE RESERVED.
• 7810 Jenther Drive
ENGINEERED Mentor, OISIo 44080
ENDEAVORS (218) 918-1101
INCORPORATED
100' MONOPOLE
GTE MOBILNET / WA
nn-7-7
Customer G.T.E. MOBILNET PY JAY PARR
ENDEAVORS
RPORATED Structure 100' MONOPOLE Checked
INCO
SITE NAME — WA0195/EAST BREMERTON
f '�I
ANTENNA LOADING:
4/16 97
Date
2636
Job/Quote No.
{6) AP199014 DIRECT. ANTENNAS
{6) AP199014 DIRECT. ANTENNAS (FUTURE)
LOW PROFILE PLATFORM W/T—MOUNTS
{12) PCSA090-19 DIRECT. ANTENNAS
d 87' (FUTURE)
LOW PROFILE PLATFORM W/T—MOUNTS
C� 877 (FUTURE)
DESIGN NOTES:
DESIGNED IN ACCORDANCE WITH EIA 222 E&F
90 MPH BASIC WIND SPEED
1/2 if RADIAL ICE
CASE
1
/2
"
NOTE.' IT IS THE RESPONSIBILITY
OF THE PURCHASER TO VERIFY
THAT THE WIND LOADS AND DESIGN
WIT SPECIFIED MEET THE REQUIREMENTS
OF ALL LOCAL BUILDING CODES
CR
ENGINEERED ENDEAVORS, INC.
90 MPH BASIC WIND SPEED WITH
7610 Jenther Drive Mentor," Oh i�o 44060
Telephone: (216) 918-1101 • Telefax "(216) 918-1108
Engineered Endeavors Inc.
7610 Jenther Drive
Mentor, Ohio 44060
TeI (216) 918-1101 Fax (216) 918-1108
Communications Structure Nonlinear Analysis and Design Program
09:46:40
Revision 1
Engineer:
Customer G.T.E. MOBILNET
Job Name 2636
Structure 100' MONOPOLE
Location
Site WA0195/EAST BREMERTON
04-16-1997
1 - 3/24/97
PARR
OD OD NUM. THICK TAPER LENGTH JOINT JOINT YIELD WEIGHT JOINT
BOT TOP SIDES INCH IN/FT FT INCH TYPE KSI LBS HEIGHT
23.20 14.50 12 0.2500 0.244 35.71 41.00 SLIP 65.0 1813. 64.00
30.48 21.74 12 0.3125 0.244 35.88 52.00 SLIP 65.0 3158. 32.00
37.00 28.68 12 0.3125 0.244 34.17 0.00 BASEPL 65.0 3792. -0.00
TOTAL TUBE WEIGHT 8763. POUNDS
POLE SHAFT LENGTH 98.00 FEET
E = 29600.0 KSI
UNIT WGT = 0.283 LBS/CU IN
AISC constants are used for stress reductions.
Internal bend radius = 3 X T
Tube diameters are measured flat to flat.
Stresses are calculated across points.
Tube diameters are increased by 1.040 for wind across points.
Drag coefficients are increase by 1.300 for steps on the pole.
AISC Tube Shape Coefficient of 1.000 is applied.
REVISED DATA FILE NAME H:\JOBS\2636-100
APPURTENANCES
DESCRIPTION NUM.
ELEV.
Kz
AREA
WGT
Ca
<
WITHOUT
ICE
>
AP199014
12
98.
1.365
2.80
10.
2.0000
LOW PROFILE PLATFORM
1
98.
1.365
11.25
1500.
2.0000
PCSA090-19
12
87.
1.319
4.75
25.
2.0000
LOW PROFILE PLATFORM
1
87.
1.319
11.25
1500.
2.0000
AREA WGT
<
WITH
ICE
>
3.25
20.
2.0000
0.75
14.10
2250.
2.0000
1.00
5.25
50.
2.0000
0.75
14.10
2250.
2.0000
1.00
Engineered Endeavors Inc. 100 MONOPOLE ZbJb PAGE 2
LOAD CASE
BASIC LOADING
1
DEAD LOAD FACTOR 1.00 WIND PSF REDUCTION 1.00 RADIAL ICE 0.50 IN.
WIND VELOCITY 90 BOTTOM 37.43 PSF TOP 50.25 PSF
MAX BASE ROTATION 0.00 DEG
APPLIED
APPURTENANCE FORCES
ELEVATION
WEIGHT
WIND
FT
KIPS
KIPS
AP199014
LOW
PCSA090-19
LOW
PROFILE
PROFILE
PLATFORM
PLATFORM
98.00
98.00
87.00
87.00
0.240
2.250
0.600
2.250
2.798
1.349
4.368
1.304
TUBE
PROPERTIES
I
MEMBER
FORCES
I
STRESSES
STRESS
TOTAL
ELEV
FT
DIAM
IN
WALL
IN
SHEAR BENDING
K K-FT
AXIAL
K
AXIAL
KSI
BEND.
KSI
ALLOW
KSI
RATIOS
DEFL
IN
TILT
DEG
98.00
87.00
75.00
64.00
64.00
52.00
42.00
32.00
32.00
20.00
10.00
0.00
14.50.0.2500
17.18
20.10
22.78
22.16
25.08
27.52
29.95
29.20
32.13
34.56
37.00
0.2500
0.2500
0.2500
0.3125
0.3125
0.3125
0.3125
0.3125
0.3125
0.3125
0.3125
4.79
11.61
12.55
12.55
TYPE
13.57
14.54
15.43
15.43
TYPE
16.44
17.43
18.39
18.97
OF
OF
52.41
191.09
328.71
JOINT:
328.71
491.17
636.35
790.52
JOINT:
790.52
987.66
1161.90
1345.82
0.00
SLIP
SLIP
2.31
5.23
6.07
6.07
7.49
8.71
9.95
9.95
12.49
13.90
15.29
16.01
JOINT
JOINT
0.20
0.38
0.38
0.33
0.34
0.35
0.36
0.33
0.43
0.43
0.44
0.43
0.00
11.20
29.63
39.51
33.74
39.15
42.00
43.91
46.23
47.59
48.27
48.70
51.99
51.99
51.99
51.99
51.99
51.99
51.99
51.99
51.99
51.99
51.99
51.99
0.00
0.22
0.58
0.77
0.66
0.76
0.81
0.85
0.90
0.92
0.94
0.95
64.9
51.8
38.5
27.8
27.8
18.2
11.8
6.8
6.8
2.6
0.6
0.0
5.81
5.61
5.01
4.22
4.22
3.40
2.72
2.06
2.06
1.24
0.60
0.00
REACTION COMPONENTS (KIPS AND FT -KIPS)
TRANSVERSE VERTICAL WIND MOMENT ABOUT MOMENT ABOUT MOMENT ABOUT
SHEAR FORCE SHEAR TRANSVERSE VERTICAL WIND AXIS
0.000 16.009-18.966 13459822 0.000 0.000
Engineered Endeavors Inc. 100 MONOPOLE 2636
BASE PLATE AT ELEVATION
TUBE DIAMETER
DESIGN MOMENT
DESIGN MOMENT IS
BOLTS ARE ON THE
APPLIED AXIAL FORCE
APPLIED SHEAR
PAGE 3
0.00 FEET
37.00 INCHES
1345.8 KIP FT
0. DEGREES FROM THE
KNUCKLES OF THE TUBE
16.0 KIPS
18.97 KIPS
BOLT TYPE A615 GR75
BOLTS ARE EVENLY SPACED
DIAMETER 2.250 INCHES
EFFECTIVE AREA 3.250 SQ IN
TOTAL LENGTH 11.0 FEET
MINIMUM EMBEDMENT 9.4 ,FEET
NUMBER OF BOLTS 8
BOLT CIRCLE DIAMETER 45.00 INCHES
ALLOWABLE STRESS 60.0 KSI
APPLIED AXIAL STRESS 55.8 KSI
MAX BOLT FORCE 181.4 KIPS
BOLT BENDING STRESS 3.4 KSI
COMBINED BOLT STRESS 59.3 KSI
CLEARANCE UNDER PLATE 3.25 INCHES
BOLT WEIGHT 971.3 POUNDS
PLATE DATA
DIAMETER OF PLATE 51.00 INCHES
MATERIAL A871 GR60
PROVIDED THICKNESS 1.750 INCHES
REQUIRED THICKNESS 1.438 INCHES
BOLT HOLE DIAMETER 2.625 INCHES
CENTER HOLE SIZE 32.00 INCHES
NET WEIGHT p507.4 POUNDS
RAW STOCK WEIGHT 1104.1 POUNDS
SURFACE AREA 16.60 SQ FT
ALLOWABLE STRESS 60.00 KSI
MAX APPLIED STRESS 55.14 KSI
WIND
DIRECTION
Base Plate - use 51.00 inch ROUND x 1.750 inch A871 GR60
with ( 8) 2.250 diameter x 11.00 foot caged A615 GR75 bolts
on a 45.00 inch bolt circle
PLATE DATA
DIAMETER OF PLATE 51.00 INCHES
MATERIAL A871 GR60
PROVIDED THICKNESS 1.750 INCHES
REQUIRED THICKNESS 1.438 INCHES
BOLT HOLE DIAMETER 2.625 INCHES
CENTER HOLE SIZE 32.00 INCHES
NET WEIGHT p507.4 POUNDS
RAW STOCK WEIGHT 1104.1 POUNDS
SURFACE AREA 16.60 SQ FT
ALLOWABLE STRESS 60.00 KSI
MAX APPLIED STRESS 55.14 KSI
WIND
DIRECTION
Base Plate - use 51.00 inch ROUND x 1.750 inch A871 GR60
with ( 8) 2.250 diameter x 11.00 foot caged A615 GR75 bolts
on a 45.00 inch bolt circle
ENGINEERED
ENDEAVORS
LMMMM` INCORPORATED
?610 Jenther Drive
Mentor, OH 44060
Tel.(216)918-1101
Pax(216)918-1108
DESIGN CALCULATION
FOR
)RIL,L,ED PIER FOUNDATION
ii ft • • �• -
E. Bremerton (��VA0195) Cell�.lar Site
Bremerton, WA
EEI Project No. ��3�
April 17, 1997
SILTl
LO
—7.0
__C�
—24.0
__���
DENSE S�
W/ SIL
A � Tr\�f11 AT�A
(8) 2 1/4"tax 11'-0"
ANCHOR BOLT
ORIENTATION
REQUIRED
45.00"� BOLT CIRCLE
PIER 72"�
BOLT PROJECTION
61"0 REBAR CAGE
4" MIN
FOUNDATION LOADING
MOMENT, kip—ft
1345.8
SHEAR, kips
17.8
AXIAL, kips
16.0
63"�
MATERIAL LIST
ITEM
QTY.
LENGTH
DESCRIPTION
O1
8
11'-0"
2 1/4"0 ANC. BOLTS
A615—GR.75
(�
16
28'-6"
#11 (ASTM A615—GR.60
(�
30
17'-6"
#5 (ASTM A615—GR.60)
CONCRETE (cub.yd.)
33.0
4000 psi
STEEL (Ibs)
3100.0
ASTM A615—GR.60
GENERAL NOTES:
1. FOUNDATION DESIGN ►S BASED ON THE SOIL REPORT PROVIDED BY
EARTH CONSULTANTS, INC. ON MARCH 20, 1997. (PROJECT N0. E-7147-160).
2. GEOTECHNICAL AND CONSTRUCTION INSrECTION IS REQUIRED.
SOIL REPORT SITYALL BE ISSUED PRIOR TO CONSTRUCTION.
STEEL CASING MAY BE REQUIRED TO PREVENT SOIL CAVING INTO THE EXCAVATION
3. PIER EMBEDMENT IS SHOWN FROM THE GROUND ELEVATION AT THE TIME
OF SOIL INVESTIGATION.
SHOULD THE ACTUAL SOIL CONDITIONS DIFFER THAN THOSE SHOWN IN THE SOIL
REPORT, THE FOUNDATION DESIGNER SHALL BE NOTIFIED TO RE—EVALUATE
THE FOUNDATION DESIGN..
4. REINFORCING STEEL SHALL CONFORM TO ASTM A615-87
WITH A MINIMUM YIELD STRESS OF 60' KSI.
REBAR CAGE SHALL BE ASSEMBLED USING STEEL WIRE. -
WELDING OF VERTICAL AND CROSSING BARS IS NOT PERMITTED.
SPLICES SHALL BE MADE IN ACCORDANCE WITH ACI 318-95 Ch. 12.
MINIMUM SPLICE LENGTH-6 ft.
5. CONCRETE MIX DESIGN AND CONSTRUCTION PROCEDURE SHALL BE
IN COMPLIANCE WITH ACI 318-95.
6. CONCRETE SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH OF
4000 PSI AT 28 DAYS.
7. ANCHOR BOLT ORIENTATION REQUIRED PRIOR TO CONCRETE PLACEMENT.
8. REFER TO EEI DWG. GS50277 FOR ANCHOR BOLTS, TEMPLATES, BASE PLATE
DETAILS AND REQUIREMENTS.
FOUNDATION INSTALLER MUST VERIFY ANCHOR BOLT LENGTH, QUANTITY
AND PATTERN PRIOR TO CONCRETE PLACEMENT.
9. GROUNDING BY OTHERS.
10. FOUNDATION IS DESIGNED IN ACCORDANCE WITH ACI 318-95 AND EIA/TIA-222F.
,��
.,
� �� .'. - ENGINEERED 7610 Jenther
c
ENDEAwRs Mentor, Ohio 4�
_� INcoRaoRn�o <216)918-1101
GTE MOBILNET
�` 100 ft MONOPOLE
I� ��� �� � E. BREMERTON (#WA0195) CELLULAR
BREMERTON, WA
L
A — A
(TEMPLATE NOT SHOWN)
it
FOUNDATION DESIGN CALCULATIONS
FOR
DRILLED PIER FOUNDATION
ENGINEERED ENDEAVORS INC. DATE 17-Apr-97
7610 Jenther Drive * Mentor, Ohio 44060 03:46 PM
Tel:(216)91&1101 * Faz:(216)918-1108
CUSTOMER GTE MOBILNET
STRUCTURE 100' MONOPOLE
LOCATION BREMERTON, WA
DESIGN FOUNDATION LOADS
2636
SITE EAST BREMERTON
#WA0195
MOMENT
SHEAR
AXIAL LOAD
ft-k
kip
kip
in-lbs
Ibs
lbs
UBC:1.3sQ(ft-k)
UBC:1.3sg1M)
UBC:0.9sMbs)
0.0
0.0
0.0
OPERATIONAL
0.0
0.0
0.0
0.0
0.0
0.0
1345.8
17.8
16.0
SURVIVAL
16149600.0
17800.0
16000.0
1749.5
23.1
14A
FOUNDATION PROPERTIES
MIN.DIAM.,i
PIER DIAM,in
AREA,in^2
MOM. OF IN.,in^4
ANCH. BOL
A.B. CIR. DIAM.,in
65.001
72.01
4072.01
. 1318498.E
(8)41.0
1 45.00
LAYER NO.
TOP/BOT OF LAYER
(ft)
TOP/BO'I' OF LAYER
(in)
k VALUE
(pa)
Phi
(deg.)
GAMMA
pcOpoi
c VALUE
psflpsi
E50
(in/in)
LOOSESAND
0
7.0
0
84
40
30
120
0.069
SILT
TO
23.0
84
276
200
30
120
0.069
700.00
4.86
0.0200
DENSE SAND
SILT
24.0
1 31.0
288
372
150
36
1
120
0.069
NORM, SOIL PER EIA-222F,ft L=
ACTUAL EMBEDM, LENGTH,ft La=
TOTAL LENGTH,ft La=
21.34
28.00
29.00 348.00
CONCRETE, cub.yd 30.37
STEEL, tbs 2994.7
REINFORCEMENT
UNFACTORED MOMENT, in-Ibs 17670000
UNFACTORED SHEAR, lbs 116000
MAX. (FACTOR) BEND. MOMENT IN PILE,in-Ibs 22971000
MAX. (FACTOR) SHEAR FORCE IN PILE,Ibs 150800
CONCRETE,psi 4000
STEEL, grade 60
REINFORCEMENT
#
I DIA in
I Ain^2
WGHT.lb/ft
LONG. REINF.
11
1.410
1 1.560
5.313
LATERAL TIES
51
0.625 1
0.310
1
1.043
MIN, REQ'D STEEL,in^2
20.36
LONG. REINF, NO, OF BARS REQ'D
13
NO.OF BARS ACTUAL
16
AS,in^2
24.96
ACT, STEEL RATIO
0.0061
STEEL CAGE DIAM,in
61.00
SPACING, in
11.98
LATERAL TIES NO.OF TIES
30
MAX. ALLOW, SPAC.,in
22.56
VERTIC, SPACING,in
12.00
STRESS IN REBARS,psi 1
0.00
13
-531.37
2
203.35
14
490a93
3
375.74
15
-375.74
4
490.93
16
-203.35
5
531.37
17
0.00
6
490.93
18
0.00
7
375.74
19
0.00
8
203.35
20
0.00
9
0.00
21
0.00
10
-203.35
22
11
-375.74
23
12
490,93
24
RESISTANCE TO SHEAR IN CONCRETE
MAX. ALLOW. SHEAR, kips 619.30
MAX. SHEAR FORCE IN PILE,kips 150.80
WEIGHT OF STEEL,Ibs #11
2422.73
#5
571.94
TOTAL STEEL,Ibs
2994,67
STEEL,Ibs/ft
103.26
CONCRETE,yd^3
30.37
CONCRETE,yd^3/ft
1.05
2636
*******************************************************
* PROGRAM LPILE Plus for Windows
* (C) COPYRIGHT ENSOFT, INC., 1995
* ALL RIGHTS RESERVED
* Licensed to:
* *
* Engineering Endeavors, Inc.
* 7830 Division Drive
* Mentor, OH 44060
* License No. 449-092496
* *
* Program to be used only by Licensee
* at the above address
*******************************************************
PROGRAM LPILE plus Version 2.0
(C) COPYRIGHT 1995 ENSOFT, INC.
ALL RIGHTS RESERVED
EAST BREMERTON (#WA0195)
UNITS--ENGLISH UNITS
I N P U T I N F O R M A T I O N
*********************************
THE LOADING IS STATIC
--------------------------
PILE GEOMETRY AND PROPERTIES
----------------------------
PILE LENGTH = 348.00 IN
2 POINTS
X
DIAMETER
MOMENT OF
AREA
INERTIA
IN
IN
IN**4
IN**2
.00
348.00
72.000
72.000
.132E+07 .342E+04
.132E+07 .342E+04
Page 1
MODULUS OF
ELASTICITY
LBS/IN**2
.300E+07
.300E+07
2636
SOILS INFORMATION
-----------------
X AT THE GROUND SURFACE
SLOPE ANGLE AT THE GROUND SURFACE
3 LAYER(S) OF SOIL
LAYER 1
THE SOIL
X AT THE
X AT THE
MODULUS
IS A SAND
TOP OF THE
BOTTOM OF
OF SUBGRADE
- P-Y CRITERIA
LAYER =
THE LAYER =
REACTION =
BY REESE ET
36.00
96.00
.400E+02
AL, 1974
IN
IN
LBS/IN**3
LAYER 2
THE LAYER IS A SILT (WITH COHESION AND FRICTION)
X AT THE TOP OF THE LAYER = 96.00 IN
X AT THE BOTTOM OF THE LAYER = 288.00 IN
MODULUS OF SUBGRADE REACTION = .200E+03 LBS/IN**3
LAYER 3
THE SOIL
X AT THE
X AT THE
MODULUS
IS A SAND - P-Y CRITERIA BY
TOP OF THE LAYER =
BOTTOM OF THE LAYER =
OF SUBGRADE REACTION =
REESE
288.00
500.00
.150E+03
ET
AL, 1974
IN
IN
LBS/IN**3
DISTRIBUTION OF EFFECTIVE UNIT WEIGHT WITH DEPTH
2 POINTS
X,IN WEIGHT,LBS/IN**3
36.00 .69E-01
500.00 .69E-01
DISTRIBUTION OF STRENGTH PARAMETERS WITH DEPTH
6 POINTS
X,IN C,LBS/IN**2 PHI,DEGREES E50
36.00 .000E+00 .300E+02 -----
96.00 .000E+00 .300E+02 -----
96.00 .486E+01 25.000 .200E-01
288.00 .486E+01 25.000 .200E-01
288.00 .000E+00 .360E+02 -----
500.00 .000E+00 .360E+02 -----
BOUNDARY AND LOADING CONDITIONS
------------------------------
Page 2
LOADING NUMBER 1
BOUNDARY -CONDITION CODE = 1
LATERAL LOAD AT THE PILE HEAD = .178E+05 LBS
MOMENT AT THE PILE HEAD = .161E+08 IN-LBS
AXIAL LOAD AT THE PILE HEAD = .160E+05 LBS
- FINITE -DIFFERENCE PARAMETERS
NUMBER OF PILE INCREMENTS =
DEFLECTION TOLERANCE ON DETERMINATION OF CLOSURE _
MAXIMUM NUMBER OF ITERATIONS ALLOWED FOR PILE ANALYSIS =
MAXIMUM ALLOWABLE DEFLECTION =
OUTPUT CODES
KOUTPT = 1
KPYOP = 0
INC = 5
O
U
T
P
U
T
I
N
F
O
R
M
A
T
I
O
N
*********************************
*************************************************
* COMPUTE LOAD -DISTRIBUTION AND LOAD -DEFLECTION
* CURVES FOR LATERAL LOADING
*************************************************
LOADING NUMBER 1
BOUNDARY CONDITION CODE = 1
LATERAL LOAD AT THE PILE HEAD = .178E+05 LBS
MOMENT AT THE PILE HEAD = .161E+08 IN-LBS
AXIAL LOAD AT THE PILE HEAD = .160E+05 LBS
100
.100E-03 IN
100
.10E+03 IN
X
DEFLECTION
MOMENT
SHEAR
SLOPE
TOTAL
FLEXURAL
SOIL
STRESS
RIGIDITY
REACTION
IN
IN
LBS-IN
LBS
RAD.
L00/IN**2
LBS-IN**2
LBS/IN
*****
*********
*********
*********
*********
*********
********* *********
.0
.248E+00
.161E+08
.178E+05
-.154E-02
.446E+03
.396E+13
.000E+00
Page 3
2636
17.4
34.8
52.2
69.6
87.0
104.4
121.8
139.2
156.6
174.0
191.4
208.8
226.2
243.E
261.0
278.4
295.8
313.2
330.6
348.0
221E+00
.197E+00
.173E+00
.150E+00
.129E+00
.110E+00
.913E-01
.743E-01
.586E-01
.441E-01
.307E-01
.184E-01
.690E-02
-.383E-02
-.140E-01
-.237E-01
-.331E-01
-.423E-01
-.515E-01
-.606E-01
.165E+08
.168E+08
.171E+08
.173E+08
.176E+08
.177E+08
.175E+08
.170E+08
.161E+08
.149E+08
.133E+08
.116E+08
.961E+07
.759E+07
.562E+07
.383E+07
.232E+07
.112E+07
.303E+06
.000E+00
OUTPUT VERIFICATION
.178E+05
.178E+05
.168E+05
.141E+05
.998E+04
-.699E+03
-.197E+05
-.403E+05
-.609E+05
-.798E+05
-.959E+05
-.108E+06
-.115E+06
-.116E+06
-.110E+06
-.956E+05
-.782E+05
-.592E+05
-.334E+05
.000E+00
-.147E-02
-.140E-02
-.132E-02
-.125E-02
-.117E-02
-.109E-02
-.102E-02
-.941E-03
-.868E-03
-.800E-03
-.737E-03
-.683E-03
-.636E-03
-.598E-03
-.569E-03
-.549E-03
-.535E-03
-.528E-03
-.525E-03
-.524E-03
.454E+03
.463E+03
.471E+03
.478E+03
.484E+03
.487E+03
.482E+03
.468E+03
.444E+03
.411E+03
.369E+03
.320E+03
.267E+03
.212E+03
.158E+03
.109E+03
.681E+02
.352E+02
.129E+02
.468E+01
.396E+13
396E+13
.396E+13
.396E+13
.396E+13
396E+13
.396E+13
.396E+13
.396E+13
.396E+13
.396E+13
396E+13
.396E+13
.396E+13
396E+13
.396E+13
.396E+13
396E+13
.396E+13
.396E+13
.000E+00
.000E+00
-.112E+03
-.202E+03
-.264E+03
-.101E+04
-.116E+04
-.120E+04
-.115E+04
-.102E+04
-.816E+03
-.552E+03
-.231E+03
.142E+03
.566E+03
.104E+04
.915E+03
.128E+04
.169E+04
.215E+04
THE MAXIMUM MOMENT IMBALANCE FOR ANY ELEMENT = -.507E-04 IN-LBS
THE MAX. LATERAL FORCE IMBALANCE FOR ANY ELEMENT = .745E-05 LBS
OUTPUT SUMMARY
PILE -HEAD DEFLECTION = .248E+00 IN
COMPUTED SLOPE AT PILE HEAD = -.154E-02
MAXIMUM BENDING MOMENT = .177E+08 LBS-IN
MAXIMUM SHEAR FORCE _ -.116E+06 LBS
NO. OF ITERATIONS = 5
NO. OF ZERO DEFLECTION POINTS = 1
BOUNDARY
CONDITION
BC1
.1780E+05
S U M M A R Y T A B L E
BOUNDARY
CONDITION
BC2
.1615E+08
AXIAL PILE HEAD
LOAD DEFLECTION
LBS IN
.1600E+05 .2477E+00
MAX.
MOMENT
IN-LBS
.1767E+08
MAX.
SHEAR
LBS
-.1160E+06
Deflection, in
0.00
10.00
15.00
20.00
25.00
30.00
[cZ.�iZ�l
0.00 0.10 0.20 0.30 0.40
1 1
I I
I 1
I 1
I 1
I
I
I I
I I
I I
I I
I I
1 I
I
/I I
{/ I I
1
1 I
1 1
1 1
1 I
1 I
I I
1
I I
I I
I I
I I
I I
1 I I I
I 1 I 1
I I I I
I 1 I 1
I 1 I 1
I 1 I I
I 1 I 1
I 1 1 I
I I 1
1 I I I
I I I I
1 I I I
I I I I
s
C.
d
0.00
10.00
15.00
20.00
25.00
30.00
35.00
Bending Moment, in -kip (10000's)
0.00 0.50 1.00 1.50 2.00
I
I
-----+-------
1
1
I
I
I--------1---
i
I
1
I
I
I
I
I
----+-------
1
i
1
i
I
I
I
1
I
I
I
1
i
1
I
1
I
i
1
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I
1
1
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1
1
1
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I
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1
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1
I
I
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1
1
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1
I
I
I
I
I
I
I
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I
I
I
I
I
I
I
I
I
I
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I
I
I
I
I
I
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I
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1
1
I
I
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1
1
i
1
I
I
1
I
I
I
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i
1
i
I
2.50
Shear, kip (100's)
10.00
15.00
20.00
25.00
30.00
35.00
-1.50 -1.00 -0.50 0.00 0.50 1.00
I
1
-----I-------
1
I
I
I
i--------1--
I
1
I
I
----�-------
i
1
I
I
I
I
1
I
I
I
I
I
I
1
I
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1
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1
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1
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1
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I
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i
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1
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1
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1
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i
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1
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1
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---- I
I
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1
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I
I ---------------------
I
1
I
I
I
1
1
1
I
I
I
1
i
I
I
I
1
Soil Resistance, Win (1000's)
0.00
10.00
15.00
20.00
25.00
30.00
35.00
-2.00 -1.00 0.00 1.00 2.00 3.00
I
I
1
I
I
1
I
I
I
1
1
I
I
I
I
1
I
I
I
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I
I
I
I
I
1
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I
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1
1
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1
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1
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1
1
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1
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1
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1
1
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1
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1
1
1
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1
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t
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