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Specifications (6)
66(p )--6(4---03 3 G 17U14 IfJ --00)-. 0 12_30 /_U//S , -flyi )( World Headquarters J V J(� vi ! JL SGC / s/ 6718 W Plank Rd. llG'� �� v K� /� Sr-c� Peoria. IL 61604 USA Ph: 309-697-4400 FAX. 309-697-5612 AUG 2 3 2000 Industries,Inc. POP"i '.: PURCHASER: SPRINT PCS TEM NAME OF PROJECT: PO29XC053A/WASHINGTON SQUARE MALL WASHINGTON COUNTY, OREGON 75 FT. STEEL POLE ROHN FILE NUMBER: 44583AE ROHN DRAWING NUMBER: A001464R1 AND A001482R1, 1-3 I CERTIFY THAT THE ATTACHED DRAWING AND CALCULATIONS WERE PREPARED UNDER MY SUPERVISION IN ACCORDANCE WITH THE LOADING CRITERIA SPECIFIED BY THE PURCHASER AND THAT I AM A REGISTERED PROFESSIONAL ENGINEER UNDER THE LAWS OF THE STATE OF OREGON. CERTIFIED BY: L/ - �.... /Teti P`4,-• '44Si 43 , ,-.1 r 15,753 9 DATE: / ,d ,` , ,_L ✓ . •_ _,..... .• oi ' /0 Z l.00" FLANGE PLATE WITH (4) 3/4" DIA. FLANGE BOLTS 12" BC, 10.0" ID DESIGNLOADING 75 FT. DESIGN WIND LOAD PER ANSI/TIA/EIA-222-F-1996, 85 MPH BASIC WIND SPEED, (1/2" RAD. ICE). a o THIS STRUCTURE IS DESIGNED TO SUPPORT THE FOLLOWING LOADS, ELEVATION ANTENNA E.P.A. LINE (FT.) TYPE NO ICE j FNO ICE (NOM) 81.5 30" EMS ACCELLERATOR 25.3 26.3 (12)7/B" (30"X 152") (TOTAL) (TOTAL) SEE STRESS ANALYSIS FOR A COMPLETE LISTING OF ALL LOADS ON STRUCTURE. 35'-0" GENERAL NOTES SECTION 2 1. ROHN COMMUNICATION POLE DESIGNS CONFORM TO ANSI/TIA E.I.A.-222-F UNLESS OTHERWISE SPECIFIED UNDER POLE DESIGN LOADING. 2. THE DESIGN LOADING CRITERIA INDICA TED HAS BEEN PROVIDED TO ROHN. THE DESIGN LOADING CRITERIA HAS BEEN ASSUMED TO BE BASED ON SITE-SPECIFIC DATA IN ACCORDANCE WITH ANSI/TIA/EIA-222-F AND MUST BE VERIFIED BY OTHERS PRIOR TO INSTALLATION. 3. ANTENNAS AND LINES LISTED IN POLE DESIGN LOADING TABLE ARE PROVIDED BY OTHERS UNLESS OTHERWISE SPECIFIED. 4. POLE MEMBER DESIGN DOES NOT INCLUDE STRESSES OLE TO ERECTION SINCE ERECTION EOUIPMENT AND CONDITIONS ARE UNKNOWN. DESIGN ASSUMES COMPETENT AND DUALIFIED PERSONNEL WILL ERECT THE POLE. HAND HOLES (TYP) 5. WORK SHALL BE IN ACCORDANCE WITH ANSI/TIA/E.I.A -222-F. "STRUCTURAL 0/:_ STANDARDS FOR STEEL ANTENNA TOWERS AND ANTENNA SUPPORTING STRUCTURES. 6. THE MINIMUM YIELD STRENGTH OF FLANGE PLATES SHALL BE 36 KSI. 30. 125" X 1.5" FLANGE PLATE WITH 7. FIELD CONNECTIONS SHALL BE BOLTED. NO FIELD WELDS SHALL BE (24) I" DIA. A325 ALLOWED. FLANGE BOLTS B. STRUCTURAL BOLTS SHALL CONFORM TO ASTM A-325, EXCEPT WHERE NOTED. p 35" BC, 23.5" ID SECTION SCHEDULE 9. PAL NUTS SHALL BE PROVIDED FOR ALL BOLTS. 0 0 SIZE 10. ALL HIGH STRENGTH BOLTS ARE TO BE TIGHTENED TO A "SNUGTIGHT" CONDITION AS DEFINED IN THE NOVEMBER 13, 1965, AISC "SPECIFI- SECTIONO.D WALL Fy CATION FOR STRUCTURAL JOINTS USING A325 OR A49O BOLTS". 11. STRUCTURAL STEEL AND CONNECTION BOLTS SHALL BE HOT-DIPPED (IN) (IN) (KSI) GALVANIZED AFTER FABRICATION, IN ACCORDANCE WITH ANSI/TIA/EIA-222-F. 1 30 .3 75 52 12. PURCHASER SHALL VERIFY THE INSTALLATION IS IN CONFORMANCE 2 30 .3 75 52 WITH LOCAL, STATE, AND FEDERAL REQUIREMENTS FOR OBSTRUCTION MARKING AND LIGHTING. 13. TOLERANCE ON POLE STEEL HEIGHT IS EQUAL TO PLUS IX OR MINUS I/2X. 14. DESIGN ASSUMES THAT• AS A MINIMUM, MAINTENANCE ANO INSPECTION WILL BE PERFORMED OVER THE LIFE OF THE STRUCTURE IN ACCORDANCE WITH ANSI/TIN/EIA-222-F. 15. DESIGN ASSUMES LEVEL GRADE AT POLE SITE. MAXIMUM REACTIONS 16. POLE ORIENTATION TD BE DETERMINED BY OTHERS. 17. DESIGN ASSUMES THAT ALL ANTENNA TRANSMISSION LINES ARE ROUTED 0. T.M. = 231.9 FT.-KIPS INTERNALLY. DOWNLOAD = 12.0 KIPS IB. BBD DAAT TOBE BASED ON O SUPPORT THEAREACTIONSCIFIC SOILS REPORT. MUST SHOWN. 40'-0" SHEAR = 4.8 KIPS SECTION / ACCESS PORTS POLE SITE: PO29XC053A / WASHINGTON SQUARE MALL COUNTY: WASHINGTON, OR 41" DIA. X 2" BASE PLATE WITH (14) 1-1/2" DIA. X 74" LONG ANCHOR BOLTS (ASTM A354 GR. BC) 35" BC / I NEW POLE DIAMETER, HEIGHT AND ANTENNA 18/16/WI MSJI/4 I ,4W No.• R.rl.l.n Description •O . •Rev By•Ckd By•Appd By THIS DRAWING IS THE PROPERTY OF ED IT IS NOT R 0 H N G.L. TO SE REPRODUCED.SD, COPIED RR OFTRACED IN IT IS NOR O \� >s%>s% �� \�% �. IN PART WITHOUT OUR WRITTEN CONSENT. 5•.1., ROE By Data 75' STEEL POLE DESIGN ELEVATION VIEW Drawn, WSJ 07,,1,00 FOR Checked, HA 7/12,00 SPRINT PCS i App. Eng.+ TS 7/17/00 ' ENG. FILE, owG. ND.. A 0 0 1 4 6 4 1 Pasant Pilot I 44583AE II SHEET , OF I RE v. FOUNDATION SCHEDULE CIRCULAR TIES VERTICAL BARS "c" TIES "d" TIES SIZE LAP CAGE DIA. SIZE SPACING LAP SIZE SPACING LAP ( l8) #9 N/A 5/ " #5 3" 27" #5 /2" 27" NOTE: SEE POLE ASSEMBLY DRAWING FOR FOUNDATION LAYOUT AND ANCHORAGE EMBEDMENT DRAWING NUMBER. VOLUME OF CONCRETE 11 . 3 CU. YDS. CIRCULAR TIES 6" 3" MAX. / _ _ ♦ i 41---,.GROUND LINE L- — — - 4_ 1111=1111 I- — — H 1111=1111= Q • CAGEI -- + -- �_ _ _ _� V ~Nt !ice I— — — - ! VERTICAL BARS e EQUALLY SPACED A A Et Lu 0 IIb�� m SEC TION A —A ' �'' ° '' NOTE: 1 I I ° ! CAGE D I A . FROM CENTERL INE OF VERTICAL BARS. POLE SITE: P029XCO53A — -1 REACTIONS F — — H DOWNLOAD = /2. 0 KIPS L — — J SHEAR = 4. 8 K IPS O. T.M. = 231 . 9 FT. -KIPS 5• O" DIA. 1 R1 I PIER DIAMETER CHANGED (pQLE Sf•E '& VIse-D) 08-16-00 CMH I M' I (1( No.A Revision Description ADate ARev ByACkd ByAAppd By THIS DRAWING IS THE PROPERTY OF ROHN. I T IS NOT ROHN TO BE REPRODUCED, COPIED OR TRACED IN WHOLE OR IN PART WITHOUT OUR WRITTEN CONSENT. Sca/e: NONE By Date DRILLED PIER FOUNDATION DETAIL Drawn: CMH 07- 14-00 FOR SPRINT PCS Checked: HA 07- 14-00 App. Eng. : XK 07- 14-00 ENG. FILE: DWG. NO. : A001482 1 Parent File: 44583AE SHEET / OF 3 REV. 1 FOUNDATION GENERAL NOTES 1. Foundation design has been developed in accordance with generally accepted professional engineering principles and practices within the limits of the subsurface data provided. Foundation design modifications may be required in the event the following design parameters are not applicable for the subsurface conditions encountered. (1) Depth K Density PHI C E50 (ft) (PCI) (PCF) (DEG) (KSF) 0.0' —2.0' 5.0 80.0 0.0 0.100 0.035 2.0— 15.0' 167.0 125.0 0.0 1.000 0.010 (2) Allowable net end bearing at 15.0 ft=4.00 ksf. 2. Work shall be in accordance with local codes, safety regulations and unless otherwise noted, the latest revision of ACI 318, "Building Code Requirements for Reinforced Concrete". Procedures for the protection of excavations, existing construction and utilities shall be established prior to foundation installation. 3. Concrete materials shall conform to the appropriate state requirements for exposed structural concrete. 4. Proportions of concrete materials shall be suitable for the installation method utilized and shall result in durable concrete for resistance to local anticipated aggressive actions. The durability requirements of ACI 318 Chapter 4 shall be satisfied based on the conditions expected at the site. As a minimum, concrete shall develop a minimum compressive strength of 3000 psi (20.7 MPa) in 28 days. 5. Maximum size of aggregate shall not exceed size suitable for installation method utilized or 1/3 clear distance behind or between reinforcing. Maximum size may be increased to 2/3 clear distance provided workability and methods of consolidation such as vibrating will prevent honeycombs or voids. 6. Reinforcement shall be deformed and conform to the requirements of ASTM A615 grade 60 unless otherwise noted. Splices in reinforcement shall not be allowed unless otherwise indicated. 7. Reinforcing cages shall be braced to retain proper dimensions during handling and throughout placement of concrete. When temporary casing is utilized, bracing shall be adequate to resist forces occurring from flowing concrete during casing extraction. 8. Welding is prohibited on reinforcing steel and embedments. 9. Minimum concrete cover for reinforcement shall be 3 inches (76 mm) unless otherwise noted. Approved spacers shall be used to insure a 3 inch (76 mm)minimum cover on reinforcement. 10. Concrete cover from top of foundation to ends of vertical reinforcement shall not exceed 3 inches (76mm) nor be less than 2 inches (51mm). 11. Spacers shall be attached intermittently throughout the entire length of vertical reinforcing cages to insure concentric placement of cages in excavations. 12. Foundation design has been based on geotechnical report no. OR99-2522, dated 8/11/99 by ADaPT Engineering, Inc. ENG.FILE NO.44583AE DWG.NO.A001482-2 i 'I FOUNDATION GENERAL NOTES 13. Foundation depth indicated is based on the grade line described in the referenced geotechnical report. Foundation modification may be required in the event cut or fill operations have taken place subsequent to the geotechnical investigation. 14. Foundation design assumes level grade at pole site. 15. Foundation design assumes the recommendations in the referenced geotechnical report concerning verification of subsurface conditions are implemented prior to placement of concrete. 16. Foundation installation shall be supervised by personnel knowledgeable and experienced with the proposed foundation type. Construction shall be in accordance with generally accepted installation practices. 17. Foundation design assumes field inspections will be performed to verify that construction materials, installation methods and assumed design parameters are acceptable based on conditions existing at the site. 18. For foundation and anchor tolerances see drawing A810214. 19. Loose material shall be removed from bottom of excavation prior to concrete placement. Sides of excavation shall be rough and free of loose cuttings. 20. Concrete shall be placed in a manner that will prevent segregation of concrete materials, infiltration of water or soil and other occurrences which may decrease the strength or durability of the foundation. 21. Free fall concrete may be used provided fall is vertical down without hitting sides of excavation, formwork, reinforcing bars, form ties, cage bracing or other obstructions. Under no circumstances shall concrete fall through water. 22. Construction joints, if required in piers, must be at least 12 inches (305 mm) below bottom of embedments and must be intentionally roughened to a full amplitude of 1/4 inch (6 mm). Foundation design assumes no other construction joints. 23. Top of foundation outside limits of anchor bolts shall be sloped to drain with a floated finish. Area inside limits of anchor bolts shall be level with a scratched finish. 24. Exposed edges of concrete shall be chamfered 3/4" x 3/4" (19mm x 19mm)minimum. 25. Foundation design assumes casing, if used, will not be left in place. Equipment, procedures and proportions of concrete materials shall insure concrete will not be adversely disturbed upon casing removal. 26. Drilling fluid, if used, shall be fully displaced by concrete and shall not be detrimental to concrete or surrounding soil. Contaminated concrete shall be removed from top of foundation and replaced with fresh concrete. ENG.FILE NO.44583AE DWG.NO.A001482-3 R Page 1 ROHN Industries, Inc. ENGINEERING DEPARTMENT PIPE POLE PROGRAM By MSS CHK Nr' 08-16-2000 08:12:03 448583AE Project: Sprint PCS 75' Internal Flanged Pole at P029XC053A. Washington Square DESIGN CONDITIONS 1. Basic Wind Speed = 85 mph 2. 0.5 inch Radial Ice with 73.695 mph Wind 3. 1/3 Increase in Allowable Stress. 4. ANSI/EIA/TIA-222-F. 1996 5. Gh=1.69. Cf-.59 6. AISC Allowable Stress Analysis BASIC WIND AND SERVICE LOADS CONCENTRATED LOADS Elevation EPA MAPA Weight Description (ft) (sq-ft) (sq-ft-ft) (lbs) 81.3 / 25.300 / 0.000 530. 30" EMS AcCelerator LINEAR LOADS Elevation EPA Weight Description (ft) (sq-ft/ft) (lbs/ft) 75.0 0.000 6.000 (6) 7/8" Lines ICE LOADS CONCENTRATED LOADS Elevation EPA MAPA Weight Description (ft) (sq-ft) (sq-ft-ft) (lbs) 81.3 / 26.300 / 0.000 700. 30" EMS AcCellertor LINEAR LOADS Elevation EPA Weight Description (ft) (sq-ft/ft) (lbs/ft) 75.0 0.000 6.000 (6) 7/8" Lines POLE PROPERTIES Section Maximum Section Top to Length Diameter Thickness Fy Stress Weight Bottom (ft) (in) (in) (ksi) Ratio (lbs) 1 35.000 30.000 0.375 42.0 0.113 i 4406 2 40.000 / 30.000 , 0.375 42.0 0.335 5035 Total Pole Length = 75 ft Total Pole Weight = 9441 lbs POLE REACTIONS Moment = 231.92 ft-k Axial = 12.03 k Shear = 4.76 k Page 2 • ROHN Industries, Inc. ENGINEERING DEPARTMENT PIPE POLE PROGRAM By MSJ CHK 08-16-2000 08:12:03 448583AE Project: Sprint PLS 75' Internal Flanged Pole at P029XC053A, Washington Square Basic Wind Speed Design for 85 mph Joint Elevation Dist From Element Diam Thickness Outside Wind Area Kz Cf Wind No. (ft) Top (ft) Length (in) (in) Diam (sq ft) Pressure (ft) (in) PSF 0 75.000 0.000 0.000 30.000 0.375 30.000 2.431 1.264 0.590 39.5 1 73.056 1.944 1.944 30.000 0.375 30.000 4.861 1.255 0.590 39.2 2 71.111 3.889 1.944 30.000 0.375 30.000 4.861 1.245 0.590 38.9 3 69.167 5.833 1.944 30.000 0.375 30.000 4.861 1.235 0.590 38.6 4 67.222 7.778 1.944 30.000 0.375 30.000 4.861 1.225 0.590 38.3 5 65.278 9.722 1.944 30.000 0.375 30.000 4.861 1.215 0.590 38.0 6 63.333 11.667 1.944 30.000 0.375 30.000 4.861 1.205 0.590 37.7 7 61.389 13.611 1.944 30.000 0.375 30.000 4.861 1.194 0.590 37.3 8 59.444 15.556 1.944 30.000 0.375 30.000 4.861 1.183 0.590 37.0 9 57.500 17.500 1.944 30.000 0.375 30.000 4.861 1.172 0.590 36.6 10 55.556 19.444 1.944 30.000 0.375 30.000 4.861 1.160 0.590 36.3 11 53.611 21.389 1.944 30.000 0.375 30.000 4.861 1.149 0.590 35.9 12 51.667 23.333 1.944 30.000 0.375 30.000 4.861 1.137 0.590 35.5 13 49.722 25.278 1.944 30.000 0.375 30.000 4.861 1.124 0.590 35.1 14 47.778 27.222 1.944 30.000 0.375 30.000 4.861 1.112 0.590 34.7 15 45.833 29.167 1.944 30.000 0.375 30.000 4.861 1.098 0.590 34.3 16 43.889 31.111 1.944 30.000 0.375 30.000 4.861 1.085 0.590 33.9 17 41.944 33.056 1.944 30.000 0.375 30.000 4.861 1.071 0.590 33.5 18 40.000 35.000 1.944 30.000 0.375 30.000 2.431 1.057 0.590 33.0 19 40.000 35.000 0.000 30.000 0.375 30.000 2.500 1.057 0.590 33.0 20 38.000 37.000 2.000 30.000 0.375 30.000 5.000 1.041 0.590 32.5 21 36.000 39.000 2.000 30.000 0.375 30.000 5.000 1.025 0.590 32.0 22 34.000 41.000 2.000 30.000 0.375 30.000 5.000 1.009 0.590 31.5 23 32.000 43.000 2.000 30.000 0.375 30.000 5.000 1.000 0.590 31.3 24 30.000 45.000 2.000 30.000 0.375 30.000 5.000 1.000 0.590 31.3 25 28.000 47.000 2.000 30.000 0.375 30.000 5.000 1.000 0.590 31.3 26 26.000 49.000 2.000 30.000 0.375 30.000 5.000 1.000 0.590 31.3 27 24.000 51.000 2.000 30.000 0.375 30.000 5.000 1.000 0.590 31.3 28 22.000 53.000 2.000 30.000 0.375 30.000 5.000 1.000 0.590 31.3 29 20.000 55.000 2.000 30.000 0.375 30.000 5.000 1.000 0.590 31.3 30 18.000 57.000 2.000 30.000 0.375 30.000 5.000 1.000 0.590 31.3 31 16.000 59.000 2.000 30.000 0.375 30.000 5.000 1.000 0.590 31.3 32 14.000 61.000 2.000 30.000 0.375 30.000 5.000 1.000 0.590 31.3 33 12.000 63.000 2.000 30.000 0.375 30.000 5.000 1.000 0.590 31.3 34 10.000 65.000 2.000 30.000 0.375 30.000 5.000 1.000 0.590 31.3 35 8.000 67.000 2.000 30.000 0.375 30.000 5.000 1.000 0.590 31.3 36 6.000 69.000 2.000 30.000 0.375 30.000 5.000 1.000 0.590 31.3 37 4.000 71.000 2.000 30.000 0.375 30.000 5.000 1.000 0.590 31.3 38 2.000 73.000 2.000 30.000 0.375 30.000 5.000 1.000 0.590 31.3 39 0.000 75.000 2.000 30.000 0.375 30.000 2.500 1.000 0.590 31.3 Page 3 ROHN Industries. Inc. ENGINEERING DEPARTMENT PIPE POLE PROGRAM By MSJ CHK 08-16-2000 08:12:04 448583AE Project: Sprint PCS 75' Internal Flanged Pole at P029XC053A. Washington Square Basic Wind Speed Design for 85 mph Elev X Wind X Loads X Area Ix J D/t Weight Axial (ft) Force on on Element Shear (sq in) (in"4) (in"4) of Load On Element (k) (k) Element Element (k) (k) (k) 75.000 0.057 1.023 1.080 34.90 3829.4 7658.9 80.0 0.122 0.536 73.056 0.113 0.000 1.192 34.90 3829.4 7658.9 80.0 0.245 0.012 71.111 0.112 0.000 1.304 34.90 3829.4 7658.9 80.0 0.245 0.012 69.167 0.111 0.000 1.415 34.90 3829.4 7658.9 80.0 0.245 0.012 67.222 0.110 0.000 1.525 34.90 3829.4 7658.9 80.0 0.245 0.012 65.278 0.109 0.000 1.634 34.90 3829.4 7658.9 80.0 0.245 0.012 63.333 0.108 0.000 1.742 34.90 3829.4 7658.9 80.0 0.245 0.012 61.389 0.107 0.000 1.849 34.90 3829.4 7658.9 80.0 0.245 0.012 59.444 0.106 0.000 1.955 34.90 3829.4 7658.9 80.0 0.245 0.012 57.500 0.105 0.000 2.060 34.90 3829.4 7658.9 80.0 0.245 0.012 55.556 0.104 0.000 2.164 34.90 3829.4 7658.9 80.0 0.245 0.012 53.611 0.103 0.000 2.267 34.90 3829.4 7658.9 80.0 0.245 0.012 51.667 0.102 0.000 2.369 34.90 3829.4 7658.9 80.0 0.245 0.012 49.722 0.101 0.000 2.469 34.90 3829.4 7658.9 80.0 0.245 0.012 47.778 0.100 0.000 2.569 34.90 3829.4 7658.9 80.0 0.245 0.012 45.833 0.098 0.000 2.668 34.90 3829.4 7658.9 80.0 0.245 0.012 43.889 0.097 0.000 2.765 34.90 3829.4 7658.9 80.0 0.245 0.012 41.944 0.096 0.000 2.861 34.90 3829.4 7658.9 80.0 0.245 0.012 40.000 0.047 0.000 2.908 34.90 3829.4 7658.9 80.0 0.122 . 0.006 40.000 0.049 0.000 2.957 34.90 3829.4 7658.9 80.0 0.126 0.006 38.000 0.096 0.000 3.053 34.90 3829.4 7658.9 80.0 0.252 0.012 36.000 0.095 0.000 3.147 34.90 3829.4 7658.9 80.0 0.252 0.012 34.000 0.093 0.000 3.240 34.90 3829.4 7658.9 80.0 0.252 0.012 32.000 0.092 0.000 3.333 34.90 3829.4 7658.9 B0.0 0.252 0.012 30.000 0.092 0.000 3.425 34.90 3829.4 7658.9 80.0 0.252 0.012 28.000 0.092 0.000 3.517 34.90 3829.4 7658.9 80.0 0.252 0.012 26.000 0.092 0.000 3.609 34.90 3829.4 7658.9 80.0 0.252 0.012 24.000 0.092 0.000 3.702 34.90 3829.4 7658.9 80.0 0.252 0.012 22.000 0.092 0.000 3.794 34.90 3829.4 7658.9 80.0 0.252 0.012 20.000 0.092 0.000 3.886 34.90 3829.4 7658.9 80.0 0.252 0.012 18.000 0.092 0.000 3.978 34.90 3829.4 7658.9 80.0 0.252 0.012 16.000 0.092 0.000 4.070 34.90 3829.4 7658.9 80.0 0.252 0.012 14.000 0.092 0.000 4.163 34.90 3829.4 7658.9 80.0 0.252 0.012 12.000 0.092 0.000 4.255 34.90 3829.4 7658.9 80.0 0.252 0.012 10.000 0.092 0.000 4.347 34.90 3829.4 7658.9 80.0 0.252 0.012 8.000 0.092 0.000 4.439 34.90 3829.4 7658.9 80.0 0.252 0.012 6.000 0.092 0.000 4.531 34.90 3829.4 7658.9 80.0 0.252 0.012 4.000 0.092 0.000 4.624 34.90 3829.4 7658.9 80.0 0.252 0.012 2.000 0.092 0.000 4.716 34.90 3829.4 7658.9 80.0 0.252 0.012 0.000 0.046 0.000 4.762 34.90 3829.4 7658.9 80.0 0.126 0.006 Page 4 • • ROHN Industries. Inc. ENGINEERING DEPARTMENT PIPE POLE PROGRAM By MSJ CHK 08-16-2000 08:12:04 448583AE Project: Sprint PCS 75' Internal Flanged Pole at P029XC053A. Washington Square Basic Wind Speed Design for 85 mph Elev Axial Mx Wind Mx Loads Mx Mx Torsion Torsion Rotation Deflection Twist (ft) Load on pole (ft-k) P-Delta Total Loads Moment (rad) (in) (rad) (k) (ft-k) (ft-k) (ft-k) (ft-k) (ft-k) 75.000 0.658 0.0 6.4 0.0 6.4 0.000 0.000 0.00934 5.860 0.00000 73.056 0.915 2.1 0.0 0.0 8.6 0.000 0.000 0.00932 5.642 0.00000 71.111 1.171 4.4 0.0 0.0 10.9 0.000 0.000 0.00930 5.425 0.00000 69.167 1.428 7.0 0.0 0.0 13.4 0.000 0.000 0.00927 5.209 0.00000 67.222 1.684 9.7 0.0 0.1 16.2 0.000 0.000 0.00923 4.993 0.00000 65.278 1.940 12.7 0.0 0.1 19.2 0.000 0.000 0.00918 4.778 0.00000 63.333 2.197 15.8 0.0 0.1 22.4 0.000 0.000 0.00913 4.564 0.00000 61.389 2.453 19.2 0.0 0.2 25.9 0.000 0.000 0.00907 4.352 0.00000 59.444 2.710 22.8 0.0 0.2 29.5 0.000 0.000 0.00900 4.141 0.00000 57.500 2.966 26.6 0.0 0.3 33.3 0.000 0.000 0.00892 3.932 0.00000 55.556 3.223 30.6 0.0 0.3 37.4 0.000 0.000 0.00883 3.725 0.00000 53.611 3.479 34.8 0.0 0.4 41.7 0.000 0.000 0.00873 3.520 0.00000 51.667 3.736 39.2 0.0 0.4 46.1 0.000 0.000 0.00862 3.317 0.00000 49.722 3.992 43.9 0.0 0.5 50.8 0.000 0.000 0.00850 3.118 0.00000 47.778 4.248 48.7 0.0 0.6 55.7 0.000 0.000 0.00837 2.921 0.00000 45.833 4.505 53.7 0.0 0.6 60.7 0.000 0.000 0.00822 2.727 0.00000 43.889 4.761 58.8 0.0 0.7 66.0 0.000 0.000 0.00806 2.537 0.00000 41.944 5.018 64.2 0.0 0.8 71.4 0.000 0.000 0.00789 2.351 0.00000 40.000 5.146 69.8 0.0 0.9 77.1 0.000 0.000 0.00770 2.169 0.00000 40.000 5.278 69.8 0.0 0.9 77.1 0.000 0.000 0.00770 2.169 0.00000 38.000 5.542 75.7 0.0 0.9 83.1 0.000 0.000 0.00749 1.987 0.00000 36.000 5.805 81.8 0.0 1.0 89.3 0.000 0.000 0.00727 1.810 0.00000 34.000 6.069 88.1 0.0 1.1 95.6 0.000 0.000 0.00703 1.638 0.00000 32.000 6.333 94.6 0.0 1.2 102.2 0.000 0.000 0.00677 1.473 0.00000 30.000 6.597 101.2 0.0 1.3 108.9 0.000 0.000 0.00650 1.313 0.00000 28.000 6.861 108.1 0.0 1.3 115.9 0.000 0.000 0.00621 1.161 0.00000 26.000 7.124 115.1 0.0 1.4 123.0 0.000 0.000 0.00590 1.016 0.00000 24.000 7.388 122.3 0.0 1.5 130.3 0.000 0.000 0.00557 0.878 0.00000 22.000 7.652 129.7 0.0 1.6 137.8 0.000 0.000 0.00522 0.748 0.00000 20.000 7.916 137.3 0.0 1.7 145.4 0.000 0.000 0.00485 0.627 0.00000 18.000 8.179 145.1 0.0 1.7 153.3 0.000 0.000 0.00447 0.516 0.00000 16.000 8.443 153.1 0.0 1.8 161.3 0.000 0.000 0.00406 0.413 0.00000 14.000 8.707 161.2 0.0 1.9 169.5 0.000 0.000 0.00363 0.321 0.00000 12.000 8.971 169.5 0.0 1.9 177.9 0.000 0.000 0.00318 0.239 0.00000 10.000 9.235 178.0 0.0 2.0 186.5 0.000 0.000 0.00271 0.168 0.00000 8.000 9.498 186.7 0.0 2.0 195.2 0.000 0.000 0.00221 0.109 0.00000 6.000 9.762 195.6 0.0 2.1 204.1 0.000 0.000 0.00170 0.062 0.00000 4.000 10.026 204.7 0.0 2.1 213.2 0.000 0.000 0.00115 0.028 0.00000 2.000 10.290 213.9 0.0 2.1 222.5 0.000 0.000 0.00059 0.007 0.00000 0.000 10.421 223.3 0.0 2.1 231.9 0.000 0.000 0.00000 0.000 0.00000 ROHN Industries. Inc. Page 5 ENGINEERING DEPARTMENT PIPE POLE PROGRAM By MSJ CHK 08-16-2000 08:12:04 448583AE Project: Sprint PCS 75' Internal Flanged Pole at PO29XC053A, Washington Square Basic Wind Speed Design for 85 mph Elev Bending Axial Total Allow Torsion Allow Combined (ft) Fy Stress Stress Comp. Fb Stress Ft Stress (ksi) (ksi) (ksi) (ksi) (ksi) (ksi) (ksi) Ratio 75.000 42.000 0.303 0.019 0.322 33.433 0.000 22.400 0.010 73.056 42.000 0.402 0.026 0.428 33.433 0.000 22.400 0.013 71.111 42.000 0.512 0.034 0.546 33.433 0.000 22.400 0.016 69.167 42.000 0.632 0.041 0.673 33.433 0.000 22.400 0.020 67.222 '42.000 0.763 0.048 0.811 33.433 0.000 22.400 0.024 65.278 42.000 0.903 0.056 0.959 33.433 0.000 22.400 0.029 63.333 42.000 1.054 0.063 1.117 33.433 0.000 22.400 0.033 61.389 42.000 1.215 0.070 1.286 33.433 0.000 22.400 0.038 59.444 42.000 1.386 0.078 1.464 33.433 0.000 22.400 0.044 57.500 42.000 1.567 0.085 1.652 33.433 0.000 22.400 0.049 55.556 42.000 1.758 0.092 1.850 33.433 0.000 22.400 0.055 53.611 42.000 1.958 0.100 2.058 33.433 0.000 22.400 0.062 51.667 42.000 2.168 0.107 2.275 33.433 0.000 22.400 0.068 49.722 42.000 2.388 0.114 2.502 33.433 0.000 22.400 0.075 47.778 42.000 2.616 0.122 2.738 33.433 0.000 22.400 0.082 45.833 42.000 2.854 0.129 2.984 33.433 0.000 22.400 0.089 43.889 42.000 3.102 0.136 3.238 33.433 0.000 22.400 0.097 41.944 42.000 3.358 0.144 3.502 33.433 0.000 22.400 0.105 40.000 42.000 3.623 0.147 3.770 33.433 0.000 22.400 0.113 40.000 42.000 3.623 0.151 3.774 33.433 0.000 22.400 0.113 38.000 42.000 3.905 0.159 4.063 33.433 0.000 22.400 0.122 36.000 42.000 4.195 0.166 4.362 33.433 0.000 22.400 0.130 34.000 42.000 4.495 0.174 4.669 33.433 0.000 22.400 0.140 32.000 42.000 4.804 0.181 4.985 33.433 0.000 22.400 0.149 30.000 42.000 5.121 0.189 5.310 33.433 0.000 22.400 0.159 28.000 42.000 5.447 0.197 5.644 33.433 0.000 22.400 0.169 26.000 42.000 5.781 0.204 5.986 33.433 0.000 22.400 0.179 24.000 42.000 6.125 0.212 6.336 33.433 0.000 22.400 0.189 22.000 42.000 6.476 0.219 6.696 33.433 0.000 22.400 0.200 20.000 42.000 6.837 0.227 7.063 33.433 0.000 22.400 0.211 18.000 42.000 7.205 0.234 7.440 33.433 0.000 22.400 0.222 16.000 42.000 7.583 0.242 7.825 33.433 0.000 22.400 0.234 14.000 42.000 7.968 0.249 8.218 33.433 0.000 22.400 0.246 12.000 42.000 8.362 0.257 8.620 33.433 0.000 22.400 0.258 10.000 42.000 8.765 0.265 9.030 33.433 0.000 22.400 0.270 8.000 42.000 9.176 0.272 9.448 33.433 0.000 22.400 0.283 6.000 42.000 9.595 0.280 9.875 33.433 0.000 22.400 0.295 4.000 42.000 10.022 0.287 10.309 33.433 0.000 22.400 0.308 2.000 42.000 10.458 0.295 10.752 33.433 0.000 22.400 0.322 0.000 42.000 10.901 0.299 11.200 33.433 0.000 22.400 0.335 Page 6 • ROHN Industries. Inc. ENGINEERING DEPARTMENT PIPE POLE PROGRAM By MSJ CHK 08-16-2000 08:12:04 448583AE Project: Sprint PCS 75' Internal Flanged Pole at P029XC053A. Washington Square 0.5" Ice with 73.695 mph Wind Joint Elevation Dist From Element Diam Thickness Outside Wind Area Kz Cf Wind No. (ft) Top (ft) Length (in) (in) Diam (sq ft) Pressure (ft) (in) PSF 0 75.000 0.000 0.000 30.000 0.375 31.000 2.512 1.264 0.590 29.7 1 73.056 1.944 1.944 30.000 0.375 31.000 5.023 1.255 0.590 29.5 2 71.111 3.889 1.944 30.000 0.375 31.000 5.023 1.245 0.590 29.3 3 69.167 5.833 1.944 30.000 0.375 31.000 5.023 1.235 0.590 29.0 4 67.222 7.778 1.944 30.000 0.375 31.000 5.023 1.225 0.590 28.8 5 65.278 9.722 1.944 30.000 0.375 31.000 5.023 1.215 0.590 28.6 6 63.333 11.667 1.944 30.000 0.375 31.000 5.023 1.205 0.590 28.3 7 61.389 13.611 1.944 30.000 0.375 31.000 5.023 1.194 0.590 28.1 8 59.444 15.556 1.944 30.000 0.375 31.000 5.023 1.183 0.590 27.8 9 57.500 17.500 1.944 30.000 0.375 31.000 5.023 1.172 0.590 27.5 10 55.556 19.444 1.944 30.000 0.375 31.000 5.023 1.160 0.590 27.3 11 53.611 21.389 1.944 30.000 0.375 31.000 5.023 1.149 0.590 27.0 12 51.667 23.333 1.944 30.000 0.375 31.000 5.023 1.137 0.590 26.7 13 49.722 25.278 1.944 30.000 0.375 31.000 5.023 1.124 0.590 26.4 14 47.778 27.222 1.944 30.000 0.375 31.000 5.023 1.112 0.590 26.1 15 45.833 29.167 1.944 30.000 0.375 31.000 5.023 1.098 0.590 25.8 16 43.889 31.111 1.944 30.000 0.375 31.000 5.023 1.085 0.590 25.5 17 41.944 33.056 1.944 30.000 0.375 31.000 5.023 1.071 0.590 25.2 18 40.000 35.000 1.944 30.000 0.375 31.000 2.512 1.057 0.590 24.8 19 40.000 35.000 0.000 30.000 0.375 31.000 2.583 1.057 0.590 24.8 20 38.000 37.000 2.000 30.000 0.375 31.000 5.167 1.041 0.590 24.5 21 36.000 39.000 2.000 30.000 0.375 31.000 5.167 1.025 0.590 24.1 22 34.000 41.000 2.000 30.000 0.375 31.000 5.167 1.009 0.590 23.7 23 32.000 43.000 2.000 30.000 0.375 31.000 5.167 1.000 0.590 23.5 24 30.000 45.000 2.000 30.000 0.375 31.000 5.167 1.000 0.590 23.5 25 28.000 47.000 2.000 30.000 0.375 31.000 5.167 1.000 0.590 23.5 26 26.000 49.000 2.000 30.000 0.375 31.000 5.167 1.000 0.590 23.5 27 24.000 51.000 2.000 30.000 0.375 31.000 5.167 1.000 0.590 23.5 28 22.000 53.000 2.000 30.000 0.375 31.000 5.167 1.000 0.590 23.5 29 20.000 55.000 2.000 30.000 0.375 31.000 5.167 1.000 0.590 23.5 30 18.000 57.000 2.000 30.000 0.375 31.000 5.167 1.000 0.590 23.5 31 16.000 59.000 2.000 30.000 0.375 31.000 5.167 1.000 0.590 23.5 32 14.000 61.000 2.000 30.000 0.375 31.000 5.167 1.000 0.590 23.5 33 12.000 63.000 2.000 30.000 0.375 31.000 5.167 1.000 0.590 23.5 34 10.000 65.000 2.000 30.000 0.375 31.000 5.167 1.000 0.590 23.5 35 8.000 67.000 2.000 30.000 0.375 31.000 5.167 1.000 0.590 23.5 36 6.000 69.000 2.000 30.000 0.375 31.000 5.167 1.000 0.590 23.5 37 4.000 71.000 2.000 30.000 0.375 31.000 5.167 1.000 0.590 23.5 38 2.000 73.000 2.000 30.000 0.375 31.000 5.167 1.000 0.590 23.5 39 0.000 75.000 2.000 30.000 0.375 31.000 2.583 1.000 0.590 23.5 Page 7 ROHN Industries. Inc. ENGINEERING DEPARTMENT PIPE POLE PROGRAM By MSJ CHK 08-16-2000 08:12:04 448583AE Project: Sprint PCS 75' Internal Flanged Pole at P029XC053A. Washington Square 0.5" Ice with 73.695 mph Wind Elev X Wind X Loads X Area Ix J D/t Weight Axial (ft) Force on on Element Shear (sq in) (in"4) (in"4) of Load On Element (k) (k) Element Element (k) (k) (k) 75.000 0.044 0.800 0.844 34.90 3829.4 7658.9 80.0 0.141 0.706 73.056 0.087 0.000 0.931 34.90 3829.4 7658.9 80.0 0.282 0.012 71.111 0.087 0.000 1.018 34.90 3829.4 7658.9 80.0 0.282 0.012 69.167 0.086 0.000 1.104 34.90 3829.4 7658.9 80.0 0.282 0.012 67.222 0.085 0.000 1.189 34.90 3829.4 7658.9 80.0 0.282 0.012 65.278 0.085 0.000 1.274 34.90 3829.4 7658.9 80.0 0.282 0.012 63.333 0.084 0.000 1.358 34.90 3829.4 7658.9 80.0 0.282 0.012 61.389 0.083 0.000 1.441 34.90 3829.4 7658.9 80.0 0.282 0.012 59.444 0.082 0.000 1.523 34.90 3829.4 7658.9 80.0 0.282 0.012 57.500 0.082 0.000 1.605 34.90 3829.4 7658.9 80.0 0.282 0.012 55.556 0.081 0.000 1.685 34.90 3829.4 7658.9 80.0 0.282 0.012 53.611 0.080 0.000 1.765 34.90 3829.4 7658.9 80.0 0.282 0.012 51.667 0.079 0.000 1.845 34.90 3829.4 7658.9 80.0 0.282 0.012 49.722 0.078 0.000 1.923 34.90 3829.4 7658.9 80.0 0.282 0.012 47.778 0.077 0.000 2.000 34.90 3829.4 7658.9 80.0 0.282 0.012 45.833 0.076 0.000 2.077 34.90 3829.4 7658.9 80.0 0.282 0.012 43.889 0.076 0.000 2.152 34.90 3829.4 7658.9 80.0 0.282 0.012 41.944 0.075 0.000 2.227 34.90 3829.4 7658.9 80.0 0.282 0.012 40.000 0.037 0.000 2.264 34.90 3829.4 7658.9 80.0 0.141 0.006 40.000 0.038 0.000 2.302 34.90 3829.4 7658.9 80.0 0.145 0.006 38.000 0.075 0.000 2.376 34.90 3829.4 7658.9 80.0 0.290 0.012 36.000 0.073 0.000 2.450 34.90 3829.4 7658.9 80.0 0.290 0.012 34.000 0.072 0.000 2.522 34.90 3829.4 7658.9 80.0 0.290 0.012 32.000 0.072 0.000 2.593 34.90 3829.4 7658.9 80.0 0.290 0.012 30.000 0.072 0.000 2.665 34.90 3829.4 7658.9 80.0 0.290 0.012 28.000 0.072 0.000 2.737 34.90 3829.4 7658.9 80.0 0.290 0.012 26.000 0.072 0.000 2.808 34.90 3829.4 7658.9 80.0 0.290 0.012 24.000 0.072 0.000 2.880 34.90 3829.4 7658.9 80.0 0.290 0.012 22.000 0.072 0.000 2.952 34.90 3829.4 7658.9 80.0 0.290 0.012 20.000 0.072 0.000 3.023 34.90 3829.4 7658.9 80.0 0.290 0.012 18.000 0.072 0.000 3.095 34.90 3829.4 7658.9 80.0 0.290 0.012 16.000 0.072 0.000 3.166 34.90 3829.4 7658.9 80.0 0.290 0.012 14.000 0.072 0.000 3.238 34.90 3829.4 7658.9 80.0 0.290 0.012 12.000 0.072 0.000 3.310 34.90 3829.4 7658.9 80.0 0.290 0.012 10.000 0.072 0.000 3.381 34.90 3829.4 7658.9 80.0 0.290 0.012 8.000 0.072 0.000 3.453 34.90 3829.4 7658.9 80.0 0.290 0.012 6.000 0.072 0.000 3.525 34.90 3829.4 7658.9 80.0 0.290 0.012 4.000 0.072 0.000 3.596 34.90 3829.4 7658.9 80.0 0.290 0.012 2.000 0.072 0.000 3.668 34.90 3829.4 7658.9 80.0 0.290 0.012 0.000 0.036 0.000 3.704 34.90 3829.4 7658.9 80.0 0.145 0.006 Page 8 - ROHN Industries. Inc. ENGINEERING DEPARTMENT PIPE POLE PROGRAM By MSJ CHK 08-16-2000 08:12:05 448583AE Project: Sprint PCS 75' Internal Flanged Pole at P029XC053A. Washington Square 0.5" Ice with 73.695 mph Wind Elev Axial Mx Wind Mx Loads Mx Mx Torsion Torsion Rotation Deflection Twist (ft) Load on pole (ft-k) P-Delta Total Loads Moment (rad) (in) (rad) (k) (ft-k) (ft-k) (ft-k) (ft-k) (ft-k) 75.000 0.847 0.0 5.0 0.0 5.0 0.000 0.000 0.00729 4.572 0.00000 73.056 1.141 1.6 0.0 0.0 6.7 0.000 0.000 0.00727 4.402 0.00000 71.111 1.435 3.5 0.0 0.0 8.5 0.000 0.000 0.00725 4.233 0.00000 69.167 1.728 5.4 0.0 0.0 10.5 0.000 0.000 0.00723 4.064 0.00000 67.222 2.022 7.6 0.0 0.1 12.7 0.000 0.000 0.00720 3.895 0.00000 65.278 2.316 9.9 0.0 0.1 15.0 0.000 0.000 0.00717 3.728 0.00000 63.333 2.610 12.4 0.0 0.1 17,5 0.000 0.000 0.00713 3.561 0.00000 61.389 2.904 15.0 0.0 0.2 20.2 0.000 0.000 0.00708 3.395 0.00000 59.444 3.198 17.8 0.0 0.2 23.1 0.000 0.000 0.00702 3.231 0.00000 57.500 3.492 20.8 0.0 0.3 26.1 0.000 0.000 0.00696 3.067 0.00000 55.556 3.785 23.9 0.0 0.3 29.2 0.000 0.000 0.00689 2.906 0.00000 53.611 4.079 27.2 0.0 0.3 32.6 0.000 0.000 0.00681 2.746 0.00000 51.667 4.373 30.6 0.0 0.4 36.0 0.000 0.000 0.00673 2.588 0.00000 49.722 4.667 34.2 0.0 0.5 39.7 0.000 0.000 0.00663 2.432 0.00000 47.778 4.961 37.9 0.0 0.5 43.5 0.000 0.000 0.00653 2.278 0.00000 45.833 5.255 41.8 0.0 0.6 47.4 0.000 0.000 0.00641 2.127 0.00000 43.889 5.549 45.9 0.0 0.6 51.5 0.000 0.000 0.00629 1.979 0.00000 41.944 5.842 50.0 0.0 0.7 55.8 0.000 0.000 0.00615 1.834 0.00000 40.000 5.989 54.4 0.0 0.8 60.2 0.000 0.000 0.00601 1.692 0.00000 40.000 6.140 54.4 0.0 0.8 60.2 0.000 0.000 0.00601 1.692 0.00000 38,000 6.443 59.0 0.0 0.9 64.9 0.000 0.000 0.00584 1.550 0.00000 36.000 6.745 63.7 0.0 0.9 69.7 0.000 0.000 0.00567 1.412 0.00000 34.000 7.047 68.6 0.0 1.0 74.7 0.000 0.000 0.00548 1.278 0.00000 32.000 7.349 73.7 0.0 1.1 79.8 0.000 0.000 0.00528 1.149 0.00000 30.000 7.652 78.9 0.0 1.2 85.0 0.000 0.000 0.00507 1.024 0.00000 28.000 7.954 84.2 0.0 1.2 90.5 0.000 0.000 0.00484 0.905 0.00000 26.000 8.256 89.7 0.0 1.3 96.0 0.000 0.000 0.00460 0.792 0.00000 24.000 8.558 95.3 0.0 1.4 101.7 0.000 0.000 0.00434 0.685 0.00000 22.000 8.861 101.0 0.0 1.5 107.5 0.000 0.000 0.00407 0.584 0.00000 20.000 9.163 106.9 0.0 1.5 113.5 0.000 0.000 0.00379 0.489 0.00000 18.000 9.465 113.0 0.0 1.6 119.6 0.000 0.000 0.00348 0.402 0.00000 16.000 9.767 119.2 0.0 1.7 125.9 0.000 0.000 0.00317 0.322 0.00000 14.000 10.070 125.5 0.0 1.7 132.3 0.000 0.000 0.00283 0.250 0.00000 12.000 10.372 132.0 0.0 1.8 138.8 0.000 0.000 0.00248 0.186 0.00000 10.000 10.674 138.6 0.0 1.8 145.4 0.000 0.000 0.00211 0.131 0.00000 8.000 10.976 145.4 0.0 1.9 152.3 0.000 0.000 0.00173 0.085 0.00000 6.000 11.279 152.3 0.0 1.9 159.2 0.000 0.000 0.00132 0.049 0.00000 4.000 11.581 159.3 0.0 1.9 166.3 0.000 0.000 0.00090 0.022 0.00000 2.000 11.883 166.5 0.0 1.9 173.5 0.000 0.000 0.00046 0.006 0.00000 0.000 12.034 173.8 0.0 1.9 180.8 0.000 0.000 0.00000 0.000 0.00000 Page 9 ROHN Industries. Inc. ENGINEERING DEPARTMENT PIPE POLE PROGRAM By MSJ CHK 08-16-2000 08:12:05 448583AE Project: Sprint PCS 75' Internal Flanged Pole at P029XC053A, Washington Square 0.5" Ice with 73.695 mph Wind Elev Bending Axial Total Allow Torsion Allow Combined (ft) Fy Stress Stress Comp. Fb Stress Ft Stress (ksi) (ksi) (ksi) (ksi) (ksi) (ksi) (ksi) Ratio 75.000 42.000 0.237 0.024 0.261 33.433 0.000 22.400 0.008 73.056 42.000 0.314 0.033 0.347 33.433 0.000 22.400 0.010 71.111 42.000 0.400 0.041 0.441 33.433 0.000 22.400 0.013 69.167 42.000 0.494 0.050 0.544 33.433 0.000 22.400 0.016 67.222 42.000 0.596 0.058 0.654 33.433 0.000 22.400 0.020 65.278 42.000 0.706 0.066 0.773 33.433 0.000 22.400 0.023 63.333 42.000 0.824 0.075 0.899 33.433 0.000 22.400 0.027 61.389 42.000 0.950 0.083 1.033 33.433 0.000 22.400 0.031 59.444 42.000 1.083 0.092 1.175 33.433 0.000 22.400 0.035 57.500 42.000 1.225 0.100 1.325 33.433 0.000 22.400 0.040 55.556 42.000 1.374 0.108 1.482 33.433 0.000 22.400 0.044 53.611 42.000 1.530 0.117 1.647 33.433 0.000 22.400 0.049 51.667 42.000 1.694 0.125 1.819 33.433 0.000 22.400 0.054 49.722 42.000 1.865 0.134 1.999 33.433 0.000 22.400 0.060 47.778 42.000 2.044 0.142 2.186 33.433 0.000 22.400 0.065 45.833 42.000 2.229 0.151 2.380 33.433 0.000 22.400 0.071 43.889 42.000 2.422 0.159 2.581 33.433 0.000 22.400 0.077 41.944 42.000 2.622 0.167 2.790 33.433 0.000 22.400 0.083 40.000 42.000 2.829 0.172 3.001 33.433 0.000 22.400 0.090 40.000 42.000 2.829 0.176 3.005 33.433 0.000 22.400 0.090 38.000 42.000 3.049 0.165 3.233 33.433 0.000 22.400 0.097 36.000 42.000 3.276 0.193 3.469 33.433 0.000 22.400 0.104 34.000 42.000 3.509 0.202 3.711 33.433 0.000 22.400 0.111 32.000 42.000 3.750 0.211 3.961 33.433 0.000 22.400 0.118 30.000 42.000 3.997 0.219 4.217 33.433 0.000 22.400 0.126 28.000 42.000 4.252 0.228 4.479 33.433 0.000 22.400 0.134 26.000 42.000 4.512 0.237 4.749 33.433 0.000 22.400 0.142 24.000 42.000 4.780 0.245 5.025 33.433 0.000 22.400 0.150 22.000 42.000 5.054 0.254 5.308 33.433 0.000 22.400 0.159 20.000 42.000 5.335 0.263 5.597 33.433 0.000 22.400 0.167 18.000 42.000 5.622 0.271 5.893 33.433 0.000 22.400 0.176 16.000 42.000 5.916 0.280 6.196 33.433 0.000 22.400 0.185 14.000 42.000 6.216 0.289 6.505 33.433 0.000 22.400 0.195 12.000 42.000 6.523 0.297 6.820 33.433 0.000 22.400 0.204 10.000 42.000 6.837 0.306 7.143 33.433 0.000 22.400 0.214 8.000 42.000 7.156 0.315 7.471 33.433 0.000 22.400 0.223 6.000 42.000 7.483 0.323 7.806 33.433 0.000 22.400 0.233 4.000 42.000 7.815 0.332 8.147 33.433 0.000 22.400 0.244 2.000 42.000 8.154 0.340 8.494 33.433 0.000 22.400 0.254 0.000 42.000 8.499 0.345 8.844 33.433 0.000 22.400 0.264 FOUNDATION SCHEDULE CIRCULAR TIES VERTICAL BARS "c" TIES "d" TIES SIZE LAP CAGE DIA. SIZE SPACING LAP SIZE SPACING LAP • ( l8) #9 N/A 51 " #5 3" 27" #5 /2" 27" NOTE: SEE POLE ASSEMBLY DRAWING FOR FOUNDATION LAYOUT AND ANCHORAGE EMBEDMENT DRAWING NUMBER. VOLUME OF CONCRETE 11. 3 CU. YDS. CIRCULAR TIES 6" 3" MAX. GROUND LINE r — — 2 / I =1111=1111 f- — — H1111-121111_ CAGE _ _ DIA. •I — — - . VERTICAL BARS — — A EQUALLY SPACED A cc ILI I = = I . ti = �w m 0 A—A SEC TION��~ NOTE: V I I CAGE DIA. FROM VERT ICALNBARS. POLE SITE: P029XC053A — RE C TIONS — DOWNLOAD = 12. 0 KIPS L — — J SHEAR = 4. 8 K IPS O. T.M. = 231 . 9 FT. -KIPS 5'-0" DIA. R/ I PI ER DIAMETER CHANGED (pc)LE 512-E gE-1,/541"D) 08-16-00 CMH 14I XX No.A Revision Description ADate ARev ByACkd ByAAppd By THIS DRAWING IS THE PROPERTY OF ROHN. IT IS NOT ROHN TO BE REPRODUCED, COPIED OR TRACED IN WHOLE OR IN PART WITHOUT OUR WRITTEN CONSENT. Scale: NONE By Date DRILLED PIER FOUNDATION DETAIL Drawn: CMH 07- 14-00 FOR SPRINT PCS Checked: HA 07- 14-00 App. Eng. : XK 07- 14-00 ENG. FILE: DWG. NO. : A001482 1 Parent File: 44583AE SHEET I OF 3 REV. , FOUNDATION GENERAL NOTES 1. Foundation design has been developed in accordance with generally accepted professional engineering principles and practices within the limits of the subsurface data provided. Foundation design modifications may be required in the event the following design parameters are not applicable for the subsurface conditions encountered. (1) Depth K Density PHI C E50 (ft) (PCI) (PCF) (DEG) (KSF) 0.0' —2.0' 5.0 80.0 0.0 0.100 0.035 2.0— 15.0' 167.0 125.0 0.0 1.000 0.010 (2) Allowable net end bearing at 15.0 ft=4.00 ksf. 2. Work shall be in accordance with local codes, safety regulations and unless otherwise noted, the latest revision of ACI 318, "Building Code Requirements for Reinforced Concrete". Procedures for the protection of excavations, existing construction and utilities shall be established prior to foundation installation. • 3. Concrete materials shall conform to the appropriate state requirements for exposed structural concrete. 4. Proportions of concrete materials shall be suitable for the installation method utilized and shall result in durable concrete for resistance to local anticipated aggressive actions. The durability requirements of ACI 318 Chapter 4 shall be satisfied based on the conditions expected at the site. As a minimum, concrete shall develop a minimum compressive strength of 3000 psi (20.7 MPa) in 28 days. 5. Maximum size of aggregate shall not exceed size suitable for installation method utilized or 1/3 clear distance behind or between reinforcing. Maximum size may be increased to 2/3 clear distance provided workability and methods of consolidation such as vibrating will prevent honeycombs or voids. 6. Reinforcement shall be deformed and conform to the requirements of ASTM A615 grade 60 unless otherwise noted. Splices in reinforcement shall not be allowed unless otherwise indicated. 7. Reinforcing cages shall be braced to retain proper dimensions during handling and throughout placement of concrete. When temporary casing is utilized, bracing shall be adequate to resist forces occurring from flowing concrete during casing extraction. 8. Welding is prohibited on reinforcing steel and embedments. 9. Minimum concrete cover for reinforcement shall be 3 inches (76 mm) unless otherwise noted. Approved spacers shall be used to insure a 3 inch(76 mm)minimum cover on reinforcement. 10. Concrete cover from top of foundation to ends of vertical reinforcement shall not exceed 3 inches (76mm) nor be less than 2 inches(51mm). 11. Spacers shall be attached intermittently throughout the entire length of vertical reinforcing cages to insure concentric placement of cages in excavations. 12. Foundation design has been based on geotechnical report no. OR99-2522, dated 8/11/99 by ADaPT Engineering, Inc. ENG.FILE NO.44583AE DWG.NO.A001482-2 RI FOUNDATION GENERAL NOTES 13. Foundation depth indicated is based on the grade line described in the referenced geotechnical report. Foundation modification may be required in the event cut or fill operations have taken place subsequent to the geotechnical investigation. 14. Foundation design assumes level grade at pole site. 15. Foundation design assumes the recommendations in the referenced geotechnical report concerning verification of subsurface conditions are implemented prior to placement of concrete. 16. Foundation installation shall be supervised by personnel knowledgeable and experienced with the proposed foundation type. Construction shall be in accordance with generally accepted installation practices. 17. Foundation design assumes field inspections will be performed to verify that construction materials, installation methods and assumed design parameters are acceptable based on conditions existing at the site. 18. For foundation and anchor tolerances see drawing A810214. 19. Loose material shall be removed from bottom of excavation prior to concrete placement. Sides of excavation shall be rough and free of loose cuttings. 20. Concrete shall be placed in a manner that will prevent segregation of concrete materials, infiltration of water or soil and other occurrences which may decrease the strength or durability of the foundation. 21. Free fall concrete may be used provided fall is vertical down without hitting sides of excavation, formwork, reinforcing bars, form ties, cage bracing or other obstructions. Under no circumstances shall concrete fall through water. 22. Construction joints, if required in piers, must be at least 12 inches (305 mm) below bottom of embedments and must be intentionally roughened to a full amplitude of 1/4 inch (6 mm). Foundation design assumes no other construction joints. 23. Top of foundation outside limits of anchor bolts shall be sloped to drain with a floated finish. Area inside limits of anchor bolts shall be level with a scratched finish. 24. Exposed edges of concrete shall be chamfered 3/4" x 3/4" (19mm x 19mm) minimum. 25. Foundation design assumes casing, if used, will not be left in place. Equipment, procedures and proportions of concrete materials shall insure concrete will not be adversely disturbed upon casing removal. 26. Drilling fluid, if used, shall be fully displaced by concrete and shall not be detrimental to concrete or surrounding soil. Contaminated concrete shall be removed from top of foundation and replaced with fresh concrete. ENG.FILE NO.44583AE DWG.NO.A001482-3 RI File no : 44583AE Customer: Sprint PCS Date 08/16/00 By: MSJ Description: 75' Internal Flanged Steel Pole Page 1 Chk: /fes 8//1/0 v at P029XC053A Ver. 9/17/99 REACTIONS MOMENT = 231.90 ft-k , ( 14 ) - 1.500 " dia A.B. SHEAR = 4.80 k f'c= 3,000 psi COMPRESSION = 12.00 k fy= 60,000 psi SOIL PARAMETERS 1) Depth K Density PHI C Eso (ft) (PCI) (PCF) (DEG) (KSF) (2-N/r.0 0.0' - 2.0' 5.0 80.0 0.0 0.100 0.035 2.0' - 15.0' 167.0 125.0 0.0 1.000 0.010 2) Allowable net end bearing at 15.0 ft = 4.00 ksf. USE 5'- 0" DIAMETER AND 15'- 0" DEEP DRILLED PIER WITH 0'- 6" CAP 2 Perimeter = 15.71 ft Area = 19.63 ft Total Download = 12.00 + 19.63 x [0.5 x 0.15 + 0.030 x 15] = 22.3 k Comp. Capacity = 19.63 x 4.00 = 78.5 k 78.5 > = 22.3 OK LATERAL - SEE ATTACHED CALCULATIONS USING LPILE Max M = 246.70 ft-k Max V = 38.10 k REINFORCEMENT - SEE ATTACHED SHAFT PROGRAM USE 18 - # 9 BARS VERTICAL WITH * # 5 TIES AT 3" IN TOP 4.0 FT AND AT 12 " IN REST OF PIER (51.0 in Cage Diameter} (Spacing = 8.90 in} CONCRETE VOLUME = 19.63 x 15.5 / 27 = 11.3 cu yds INPUT FOR LPILE PROGRAM *********************** DESIGN BY /`15J DATE 9//g/pc) CHECK BY DATE p/76/0/J FILE NAME:44583 (08/16/00 09:18:47 CDT) TITLE:Sprint PCS 77' Internal Flanged Steel Pole at P029XCC053A Washington Square SHAFT (O.D) = 5.00 FT. SHAFT (I.D) = 0.00 IN. LENGTH = 15.00 FT. , GROUND SLOPE = 0.00 DEGREES DOWNLOAD = 12.00 KIPS „ SHEAR AT GRADE= 4.80 KIPS OTM AT GRADE = 234.30 FT-KIPS LOAD FACTOR = 2.00 / SOIL PROPERTIES *************** L TOP BOT SOIL K GAMA PHI C E50 N DEPTH DEPTH TYPE (PCI) (PCF) (DEG) (KSF) (IN/IN) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 1 0.00 2.00 SOFT CLAY 5.0 80.0 0.0 0.100 0.035 1 2 2.00 25.00 CLAY 167.0 125.0 0.0 1.000 0.010 8 / SUMMARY OF LPILE PROGRAM RESULTS ******************************** SLOPE DEFELCTION MAX. MAX. MAX. LATERAL AT TOP AT TOP MOMENT SHEAR SOIL PRESSURE (DEG) (INCHES) (FT-KIPS) (KIPS) (KSF) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 0.24 0.47 246.7 38.1 1.894 / / / FILE NAME: 44583 (08/16/00 09:18:47 CDT) Sprint PCS 77' Internal Flanged Steel Pole at P029XCC053A Washington Square 2 2 0— r 1 r r r r i r — 0 -2 L- - 1 i �''r _ `l m W A - -8 J J L __-L__J_-___-- .L__1__J__ -__L__1--. .__-L -8 1 _ -10 -r--r--' -- -r r -1 2-__.-- -- --- ----,----r--------r---• ---r- ;- ,---r--r--,-- 1---r--r--• ----r---r-- ------ -- ------------- r----r----r----r- --r--- —-1 2 -14 -16IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII IIIIIIIIIIIIIIIIIIII111IIIIIIIIIIIIIIIIIIIIIIIIIIIIIII 1111I1111IIIIIIMI IIIIIIIIIIIIIIIIIIIIIII IIIIIIIIIIIIIIIIII IIIIIIIIIIIIIIII -16 -6 -2 2 6 -50 50 150 250 350 450-80 -60 -40 -20 0 -3 -2 -1 0 1 2 3 Deflection Moment Shear Soil Pressure (IN) (FT-KIPS) (KIPS) (KSF) &18DNAME: MSJ FILE NO. 44583AE PAGE NO. 1 SHAFT REINFORCING PROGRAM VER. 91.4 ============= a DESIGNED BY: MSJ ENG. FILE NO.: 44583AE DATE: 08/16/00 CUSTOMER: Sprint PCS DESCRIPTION: 75' Internal Flanged Steel Pole at P029XC053A INPUT DATA C = 12.00 Kips Vc = 38.10 Kips Mc = 246.70 Ft-K T = .00 Kips Vt = 38.10 Kips Mt = 246.70 Ft-K Fy = 60.00 Ksi Fyt = 60.00 Ksi L.F. 1.30 H = 60.00 In. Ds = 51.00 In. F'c = 3.00 Ksi U = 1.00 Irs = 1 *** SHAFT CROSS SECTION IS ROUND *** SUMMARY OF ANALYSIS Minimum area of steel req'd. = 14.14 sq.in. (Rhomin = .0050) Maximum steel area limit = 226.20 sq.in. (Rhomax = .0800) CIRCULAR TIE DATA Vu <.85*Vc/2, shear reinforcement is not required. Use maximum tie spacing specified in A.C.I. 318-83, Section 7.10.5 for compression reinforcement. DEVELOPMENT LENGTH MODIFIERS FOR TENSION AND COMPRESSION BAR DEVELOPMENT DLMT = MODIFIER FOR TENSION DEVELOPMENT = .667 DLMC = MODIFIER FOR COMPRESSION DEVELOPMENT = .050 REQUIRED Ld = MODIFIER * BASIC Ld * ACI 318 MODIFIERS (12 in. min.) DLMT = MODIFIER FOR TENSION DEVELOPMENT = 1.000 DLMC = MODIFIER FOR COMPRESSION DEVELOPMENT = .007 REQUIRED Ld = MODIFIER * BASIC Ld * ACI 318 MODIFIERS (12 in. min.)