HomeMy WebLinkAbout16401 LAKESHORE DR_ 00-880 THRU 898 (2)16401 LAKESHORE 00 -880 thru 898 2 OF 4
t
EERED
ENDEAVORS
INCORPORATED
DESIG N
DRILLED
7610 Jenther Drive
Mentor, Ohio 44060
Phone: (440)918 -1101
Fax: (440)918 -1108
CALCULATIONS
FOR A
PIER FOUNDATION
Nextel Communications
75 ft Pine Tree Pole
Machado /CA -6748 Site
Riverside County, California
EEI Project Number 7709
September 6, 2000
Engineered Endeavors Inc. 75' PINE TREE POLE 7709 PAGE 2
APPURTENANCES
DESCRIPTION NUM. ELEV. Kz AREA WGT Ca AREA WGT Ca FACTOR
WITHOUT ICE > WITH ICE >
DB 844H 12 73. 1.255 2.85 10. 2.0000 3.25 20. 2.0000 0.75
10' UNIVERSAL T -ARM 1 73. 1.255 19.00 550. 1.0000 24.00 710. 1.0000 1.00
DB 844H 12 63. 1.203 2.85 10. 2.0000 3.25 20. 2.0000 0.75
10' UNIVERSAL T -ARM 1 63. 1.203 19.00 550. 1.0000 24.00 710. 1.0000 1.00
DB 844H 12 53. 1.145 2.85 10. 2.0000 3.25 20. 2.0000 0.75
10' UNIVERSAL T -ARM 1 53. 1.145 19.00 550. 1.0000 24.00 710. 1.0000 1.00
PINE BRANCHES 1 75. 1.264 45.00 750. 1.0000 60.00 950. 1.0000 1.00
PINE BRANCHES 1 68. 1.229 90.00 1500. 1.0000120.00 1900. 1.0000 1.00
PINE BRANCHES 1 58. 1.175 90.00 1500. 1.0000120.00 1900. 1.0000 1.00
PINE BRANCHES 1 48. 1.113 90.00 1500. 1.0000120.00 1900. 1.0000 1.00
A
SAINpYSILT
POFESSIO
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o q2
m 609 2 m
or
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Q`
Q
fie,
23.0
i
2 1/4"0 x 6' -0"
ANCHOR BOLT
ORIENTATION
REQUIRED
A
ANCHOR BOLT
SETTING TEMPLATES
I
PROJEOCTIONLT
II N
I I
I I
N -
III -11 El
ILI
ii =1 I_Il l I I1 =11
I III
ATTACH EACH ANCHOR BOLT
TO THE SETTING TEMPLATE WITH
THE HEX NUTS PROVIDED
n o
I Iv
N N N
44.0 "0 BOLT CIRCLE
VIEW A —A
TEMPLATE NOT SHOWN)
B
N
2
22 8 L= 23' -6"
EQUALLY SPACED
Aaa
I
A
66 "0 PIER -
e
SECTION B -B
55 "0 REBAR CAGE
4" MIN.
24" MIN—
FOUNDATION LOADING
MOMENT, (t —kips 1182.2
SHEAR, kips 20.1
AXIAL, kips 13.2
MATERIAL LIST
ITEM QTY. LENGTH DESCRIPTION I
O1 8 6' -0°
2 1/4 "0 ANC. BOLTS
A615 —GR.75
U2 22 23' -6' a8 (ASTM A615— GR.60)
O25 16' -11" q5 (ASTM A615— GR.60)
CONCRETE (cub. yd.) 23.0 4000 psi
STEEL (Ibs.) 1820.0 ASTM A615 —GR.60
GENERAL NOTES
1. THIS FOUNDATION DESIGN IS BASED ON THE GEOTECHNICAL REPORT
PROVIDED BY ROBERT YOUNG AND ASSOCIATES ON MAY 24, 2000.
2. THE SOIL REPORT SHOULD BE CONSULTED PRIOR TO CONSTRUCTION.
GEOTECHNICAL AND CONSTRUCTION INSPECTION IS REQUIRED.
3. STEEL CASING MAY BE REQUIRED TO PREVENT SOIL CAVING OR
SLOUGHING DURING CONSTRUCTION.
4. PIER EMBEDMENT IS SHOWN FROM THE GROUND ELEVATION AT THE
TIME OF THE SOIL INVESTIGATION (REi ER TO SOIL REPORT.)
SHOULD THE ACTUAL SOIL CONDITIONS DIFFER FROM THOSE SHOWN IN
THE SOIL REPORT, THE FOUNDATION DESIGNER SHALL BE NOTIFIED
TO EVALUATE THESE CHANGES.
5. REINFORCING STEEL SHALL CONFORM TO ASTM A615 -87 WITH A
M!NIMUM YIELD STRESS OF 60 ksi. VERTICAL BAR SPLICES SHALL
BE IN ACCORDANCE WITH ACI 318 -95 CHAPTER 12. WELDING OF
CROSSING BARS OR SPLICES IS NOT PERMITTED. REBARS SHALL BE
ASSEMBLED USING STEEL WIRE.
6. CONCRETE MIX QUALITY AND CONSTRUCTION PROCEDURES SHALL BE
IN COMPLIANCE WITH ACI 318 -95.
7. CONCRETE SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH OF
4000 psi AT 28 DAYS.
8. ANCHOR BOLT ORIENTATION IS REQUIRED PRIOR TO CONCRETE PLACEMENT.
9. REFER TO EEI DRAWING NUMBER GS52632 FOR ANCHOR BOLT, TEMPLATE,
AND BASE PLATE DETAILS AND REQUIREMENTS. FOUNDATION INSTALLER
MUST VERIFY ANCHOR BOLT LENGTH, QUANTITY, AND PATTERN PRIOR TO
CONCRETE PLACEMENT.
10. THIS FOUNDATION IS DESIGNED IN ACCORDANCE WITH ACI 318 -98.
AND ANSI TIA /EIA 222 —F.
11. GROUNDING BY OTHERS.
ENC[NEERED 7610 Jenther Drive
Mentor, Ohio 44060
ENDEAVORS
Tel: (440)918 -1101
INCORPORATED Fax: (440)918 -1108
NEXTEL COMMUNICATIONS
75-0" PINE TREE POLE
MACHADO /CA -6748 SITE
RIVERSIDE COUNTY, CA
DESCRIPTION DRANK BY CNECNED BY DATE PROJECT NUMBER
JAYPARR , 19. 09/C6/00 7109
D7709 -75.0
Engineered Endeavors Inc. 75' PINE TREE POLE 7709 PAGE 3
LOAD CASE 1
BASIC LOADING
DEAD LOAD FACTOR 1.00 WIND PSF REDUCTION 1.00 RADIAL ICE 0.00 IN.
WIND VELOCITY 80 BOTTOM 16.52 PSF TOP 20.81 PSF
MAX BASE ROTATION 0.00 DEG
DB 84411
10' UNIVERSAL "T- ARMS"
DB 844H
10' UNIVERSAL "T- ARMS"
DB 844H
10' UNIVERSAL "T- ARMS"
PINE BRANCHES
PINE BRANCHES
PINE BRANCHES
PINE BRANCHES
APPLIED APPURTENANCE FORCES
ELEVATION WEIGHT WIND
FT KIPS KIPS
73.00 0.120 1.782
73.00 0.550 0.660
63.00 0.120 1.709
63.00 0.550 0.633
53.00 0.120 1.626
53.00 0.550 0.602
75.00 0.750 1.575
68.00 1.500 3.064
58.00 1.500 2.928
48.00 1.500 2.774
TUBE PROPERT'ES MEMBER FORCES STRESSES I STRESS I TOTAL
ELEV DIAM WALL SHEAR BENDING AXIAL AXIAL BEND. ALLOW RATIOS DEFL TILT
FT IN IN K K -FT K KSI KSI KSI IN DEG
75.00 13.50 0.2500 1.68 0.02 0.66 0.06 0.01 51.99 0.00 39.0 4.39
73.00 14.11 0.2500 4.24 3.29 1.27 0.12 1.07 51.99 0.02 37.2 4.39
68.00 15.64 0.2500 4.24 24.41 1.27 0.11 6.40 51.99 0.12 32.6 4.33
63.00 17.16 0.2500 7.55 62.04 2.75 0.21 13.45 51.99 0.26 28.2 4.18
58.00 18.68 0.2500 10.08 112.30 3.49 0.24 20.47 53.99 0.40 23.9 3.96
53.00 20.21 0.2500 13.25 178.41 5.08 0.32 27.71 51.99 0.54 19.9 3.68
48.00 2'_. "?< 0.2500 15.67 256.59 5.94 0.35 - .36 5 2.99 0.67 16.3 3.33
39.30 24.33 0.2500 18.71 415.43 7.81 0.4" 1.24 51.19 0.87 10.9 2.66
TYPE OF JOINT: SLIP JOINT
39.50 23.70 0.3125 19.03 415.43 9.18 0.40 37.62 51.99 0.73 10.9 2.66
26.00 27.82 0.3125 19.03 672.13 9.18 0.34 43.92 51.99 0.85 4.6 1.70
13.00 31.78 0.3125 19.41 924.44 11.14 0.36 46.08 50.54 0.92 1.1 0.81
0.00 35.75 0.3125 20.13 1182.18 13.25 0.38 46.43 48.98 0.95 0.0 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 13.248 - 20.129 1182.182 0.000 0.000
Engineered Endeavors Inc. 75' PINE TREE POLE 7709 PAGE 4
BASE PLATE AT ELEVATION 0.00 FEET
TUBE DIAMETER 35.75 INCHES
DESIGN MOMENT 1182.2 KIP FT
DESIGN MOMENT IS 0. DEGREES FROM THE WIND DIRECTION
BOLTS ARE ON THE KNUCKLES OF THE TUBE
APPLIED AXIAI, FORCE 13.2 KIPS
APPLIED SHEAR 20.13 KIPS
BOLT DATA
BOLT TYPE A615 GR75
BOLTS ARE EVENLY SPACED
DIAMETER 2.250 INCHES
EFFECTIVE AREA 3.250 SQ IN
TOTAL LENGTH 6.0 FEET
End plates are required.
MINIMUM EMBEDMENT 8.4 FEET
NUMBER OF BOLTS 8
BOLT CIRCLE DIAMETER 44.00 INCHES
ALLOWABLE STRESS 60.0 KSI
APPLIED AXIAL STRESS 50.1 KSI
MAX BOLT FORCE 162.9 KIPS
BOLT BENDING STRESS 3.7 KSI
COMBINED BOLT STRESS 53.8 KSI
CLEARANCE UNDER PLATE 3.25 INCHES
BOLT WEIGHT 676.8 POUNDS
PLATE DATA
DIAMETER OF PLATE 50.00 INCHES
MATERIAL A871 GR60
PROVIDED THICKNESS 1.500 INCHES
REQUIRED THICKNESS 1.386 INCHES
BOLT HOLE DIAMETER 2.625 INCHES
CENTER HOLE SIZE 25.75 INCHES
NET WEIGHT 594.1 POUNDS
RAW STOCK WEIGHT 1061.3 POUNDS
SURFACE AREA 19.44 SQ FT
ALLOWABLE STRESS 60.00 KSI
MAX APPLIED STRESS 51.25 KSI
CONCRETE STRENGTH 3000. PSI
Base Plate - use 50.00 inch ROUND x 1.500 inch A871 GR60
with ( 8) 2.250 diameter x 6.00 foot caged A615 GR75 bolts
on a 44.00 inch bolt circle. End plates are required.
FOUNDATION DESIGN CALCULATIONS FOR A
DRILLED PIER FOUNDATION
ENGINEERED
LwENDEAVOR9
INOOnPORATED
CUSTOMER: NEXTEL COMMUNICATIONS
STRUCTURE: 75'PINE TREE POLE
LOCATION: RIVERSIDE COLfN "I Y. CA
DESIGN FOUNDATION LOADS
ENGINEERED ENDEAVORS INCORPORATED
7610 Jenther Drive • Mentor. Ohio 44060
7'e1.:(440)918 -1101 • Fns:(440)918 -1108
DATE: 09/06/00
JOB No: 7709
SITE NAME: MACHADO /CA -6748
PIER PROPERTIES
MOMENT SHEAR AXIAL LOAD
ANCHOR BOLT DESCRIPTION:
ft -kip, kip. kips
UNITS in - /bs lb, Ibs
30
UBC: 1.3 Safety Factor UBC: 1.3 Safety Factor UBC: 0.9 Safety Factor
SANDY SILT
1182.2 20.1 13.2
DESIGN LOADING 14186400.0 20100.0 13200.0
1536.9 26.1 11.9
PIER PROPERTIES
DEPTH
ft
ANCHOR BOLT CIRCLE 44.0 iI.
ANCHOR BOLT DESCRIPTION: 8) 2 114 in BOLTS AT 6 ft 0 in
MINIMUM DIAMETER 64.0 in
SOIL INFORMATION
ACTUAL DIAMETER 66 0 in
PIER AREA 3421.2 in ^2
MOMENT OF INERTIA 931420.2 in ^4
SOIL DESCRIPTION DEPTH
ft
DEPTH
in
KN VALUE
Pei
0
degrees
y
Pcf7pci
COHESION
PsApsi
Eb
in/in
SANDY SILT
18.0 216
70 30 115
0.067
SANDY SILT 18.0
26.0
216
312
90 34 125
0.072
GROUNDWATER WAS NOT ENCOUNTERED
NORMAL SOIL EMBEDMENT In= 22.0 ft
ACTUAL EMBEDMENT La= 23.0 ft
TOTAL LENGTH L = 24.0 It
CONCRETE VOLUME V - 21.1 yds ^3
CONCRETE REINFORCEMENT
BAR SIZE BAR WEIGHT QUANTITY LENGTH WEIGHT
VERTICAL BARS # 8 2,670 lbs/ft 22 23.5 R 1380.4 lbs
HORIZTAL TIES # 5 1.043 Ibs/ft 25 16.92 ft 441.1 Ibs
TOTAL 1821.5 Ibs