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HomeMy WebLinkAbout16401 LAKESHORE DR_ 02-1330 (4)16401 LAKESHORE DR. 02 -1330 4 OF 6 IL 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 0. 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 0 ENGINEERED 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 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 844H 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 PROPERTIES MEMBER FORCES STRESSES 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 51.99 0.40 23.9 3.96 53.00 20.21 0 2500 13.25 178.41 5.08 0.32 27 ''1 51.99 0.54 19.9 3.68 48.00 21.74 0.2500 15.67 256.59 5.94 0.35 _ j6 51.99 0.C7 16.3 3.33 39.50 24.33 0.2500 18.71 415.43 7.81 0.41 44.24 51.1% C.57 1.0_.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 FOUNDATION DESIGN CALCULATIONS FOR A DRILLED PIER FOUNDATION l EAVORS ORPORATED CUSTOMER: NEXTEL COMMUNICATIONS STRUCTURE: 75' PINE TREE POLE LOCATION: RIVERSIDE COUNTY, CA DESIGN FOUNDATION LOADS ENGINEERED ENDEAVORS/NCORPORfTED 7610JenrherDrive ' Mentor, Ohio 44060 Tek(440)918.1101 • Fax:(440)918.1108 DATE: 09/06/00 JOB No: 7709 SITE NAME: MACHADO /CA -6748 PIER PROPERTIES ANCHOR BOLT CIRCLE 44.0 in ANCHOR BOLT DESCRIPTION: (8) 2 1/4 in BOLTS AT 6 ft 0 in MINIMUM DIAMETER 64.0 in SOIL INFORMATION ACTUAL DIAMETER 66.0 in PIER AREA 3421.2 iM2 MOMENT OF INERTIA 931420.2 in "4 SOIL DESCRIPTION MOMENT SHEAR AXIAL LOAD deyrcu J 4dpr apt avr UNITS in - /bs bs bs 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 ANCHOR BOLT CIRCLE 44.0 in ANCHOR BOLT DESCRIPTION: (8) 2 1/4 in BOLTS AT 6 ft 0 in MINIMUM DIAMETER 64.0 in SOIL INFORMATION ACTUAL DIAMETER 66.0 in PIER AREA 3421.2 iM2 MOMENT OF INERTIA 931420.2 in "4 SOIL DESCRIPTION DEPTH fl DEPTH In KN VALUE iod deyrcu y pcj7pc1 COHESION prAut Em bon SANDY SILT 18.0 216 70 30 115 0.067 SANDY SILT 18.0 26.0 216 312 90 34 25 0.072 GROUNDWATER WAS NOT ENCOUNTERED NORMAL SOIL EMBEDMENT Ln - 22.0 ft ACTUAL EMBEDMENT La = 23.0 R TOTAL LENGTH L - 24.0 ft CONCRETE VOLUME V - 21.1 ydsM CONCRETE REINFORCEMENT BAR SIZE BAR WEIGHT QUANTITY LENGTH WEIGHT VERTICAL BARS N 8 2.670lbs/ft 22 23.5 ft 1380.4lbs HORIZTAL TIES M 5 1.043 Ibs/ft 25 16.92 It 441.1 Ibs TOTAL 1821.5 Ibs 0 Engineered Endeavors Inc. 75' PIKE TREE POLE 7709 PAGE 4 BASE PLATE AT ELEVATION 0.00 FEET TUBE DIAMETER DESIGN MOMENT DESIGN MOMENT IS BOLTS ARE ON THE APPLIED AXIAL FORCE APPLIED SHEAR BOLT DATA 35.75 INCHES 1182.2 KIP FT 0. DEGREES FROM THE WIND DIRECTION KNUCKLES OF THE TUBE 13.2 KIPS 20.13 KIPS BOLT TYPE A615 GR75 BOLTS ARE EVENLY SPACED A871 GR60 PROVIDED THICKNESS DIAMETER 2.250 INCHES EFFECTIVE AREA 3.250 SQ IN TOTAL LENGTH 6.0 FEET End plates are required. INCHES NET WEIGHT MINIMUM EMBEDMENT 8.4 FEET NUMBER OF BOLTS 8 SURFACE AREA 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 3ase 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. PIER STRUCTURAL DESIGN UNFACTORED MOMENT 15650000 in -lbs UNFACTORED SHEAR 124400lbs MAXIMUM BENDING MOMENT 1695.4 ft-kips MAXIMUM SHEAR FORCE 161.7 kips PIER DIAMETER CONCRETE 66 in CONCRETE 3 ksi REINFORCEMENT 780.83 kips 60 ksi REBARS k 8 QUANTITY 22 DESIGN REBARS QUANTITY 12 MINIMUM REINFORCEMENT RATIO: 0.0050 ACTUAL REINFORCEMENT RATIO: 0.0051 CONCRETE COVER in 4 i REBAR LAYOUT RADIUS 65.21 27.8750 in NUMBER ANGLE COORD. EDGE DIST. phi cl di 1 0 27.88 5.13 2 30 24.14 8.86 3 60 13.94 19.06 4 90 0.00 33.00 5 120 13.94 46.94 6 150 24.14 57.14 7 I80 27.88 60.88 8 210 24.14 57.14 9 240 13.94 46.94 10 270 0.00 33.00 11 300 13.94 19.06 12 330 24.14 8.86 LOCATION OF NEUTRAL AXIS c - 11.310 In COMPRESSION ZONE 0.00 a - 9.614 In 86.90 COMPRESSION ZONE NUMBER c FORCE 24.14 174.82 kips 1 0.001640584 65.21 2 0.000649989 23.61 12 0.000649989 23.61 1727.60 DESIGN MOMENT 2052.29 D -kips BAR AREA 0.79 in ^2 BAR AREA 1.45 in ^2 REBAR SPACING 7.96 in HORIZONTAL TIES 25 CONCRETE TENION ZONE 668.40 COMPRESSION a 780.83 kips MAXIMUM MOMENT CAPACITY MOMENT TO TO COMPRESSION 3 REBARS FORCE MOM. ARM MOMENT 0.0058 kips in t -kips 1 65.21 27.88 151.49 2 23.61 24.14 47.49 12 23.61 24.14 47.49 CONCRETE 668.40 26.59 1481.13 1727.60 DESIGN MOMENT 2052.29 D -kips BAR AREA 0.79 in ^2 BAR AREA 1.45 in ^2 REBAR SPACING 7.96 in HORIZONTAL TIES 25 0 TENION ZONE NUMBER a FORCE kips 3 0.0021 86.37 4 0.0058 86.90 5 0.0095 86.90 6 0.0122 86.90 7 0.0131 86.90 8 0.0122 86.90 9 0.0095 86.90 10 0.0058 86.90 11 010021 86.37 TENSION 781.04 kips MOMENT DUE TO TENSION REBARS FORCE MOM. ARM MOMENT kips in fl-kips 3 86.37 13.94 100.32 4 86.90 0.00 0.00 5 86.90 13.94 100.93 6 86.90 24.14 174.82 7 86.90 27.88 201.86 8 86.90 24.14 174.82 9 86.90 13.94 100.93 10 86.90 0.00 0.00 11 86.37 13.94 100.32 552.73 0