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1.10 Structural design report
) ) Sabrem Towers & Poles Structural Design Report 40' Monopine located at: Cattle Creek, CO Site Number: COU4140 prepared for: BLACK & VEATCH by: Sabre Towers & Poles ™ Proposal Number: 12-0920-JJM June 10, 2011 Monopine Profile. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1 Foundation Design Summary. . . . . . . . . . . . . . . .. . . . . . . . . . . . . . . . . . . . . . . 2 Pole Calculation. . . . . . . . . . . . . . . • . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . C1-C6 Monopole by JJC) Foundation by ~ Approved by ~ ) 38' O ~ ) 27 0 ---", -1------1 ":;; ~ ~ "" ~,. Ii ~~'~" § ei3 jl; ::: ~ i1 G,L. (3) 10' T-Arm 3' Stand-Off (3) 10' T-Arm 3' Stand-Off 5. D 14.00 6"12 ACCESS06Q1 8Il'3OQ' L.l---<:::z;®::b!i][1 10X25 ACCESS 0 90' 28.00· Rnd BASE l. SO~ Thick 10 801ts 1,25 .~ 8.00· 80lt Projection 24.75-80lt Circle , 3s Gusted Wind 0.9 3s Gusted Wind&lce Lood Cose DESCRIPTION 3$ Gusted Wind 2 ~s Gusted Wlfld 0.9 3) 38 Gusted Wind&lce 4 Service Loads . TOP BRANCHES TOP BRANCHES POLYGON 90.0 .90 1.10 ,65 34.7 SO,O 1.20 .25 1.10 1.20 6.7 Dr,p or", DEFL. SIIAY ft de 1.4 2,93 1.4 2.91 .3 .64 .3 .73 1) ANltNNA f EED LINES RUN INSIDE POLE 2) THE MONOPOLE WAS DE~GNED IN ACCORDANCE II1TH ANSI/TIA-222-G, STRUCTURE CLASS II, EXPOSURE CATEGORY C. TOPOGRAPHIC CATEGORY 1. & VEATCH Cattle Creek, CO COU41 40 40.00 MONOPINE Two (2) #4 ties within top 5" of concrete ) Sabrern Towers & Poles No.: 12-0920-JJM Page: 2 Date: 6/10/11 By: ARH Customer: BLACK & VEATCH Site: Cattle Creek. CO COU4140 40' Monopine at 90 mph Wind with no ice and 50 mph Wind with 0.25 in. Ice per ANSI/TIA-222-G-2005. 4'-011 Dia. --------'j-_-_--.,, --v-,-----1 '-----1 I I I I 1------1 I I I I I I L _____ I I. I I I I I 'I -----1I I I I I I I 1------1 I I I I I I L _____ I --v--o---v--v-_ 11'-6" ELEVATION VIEW (9.67 Cu. Yds. each) (1 REQUIRED; NOT TO SCALE) Pier Pad Notes: 1). Concrete shall have a minimum 28-day compressive strength of 4000 PSI, in accordance with AC1318·05 2). Rebar to conform to ASTM specification A615 Grade 60. 3). All rebar to have a minimum of 3" concrete cover. 4). All exposed concrete corners to be chamfered 3/4". 5). The foundation design is based on the geotechnical report by HP Geotech, project no. 110 407A, dated December 16, 2010. 6). See the geotechnical report for compaction requirements, if specified. 7). The foundation is based on the following factored loads: Moment (kip-It) = 371 Axial (kips) = 8 Shear (kips) = 13.4 Rebar Schedule per Pad and Pier (16) #7 vertical rebar iv/hooks at bottom w/#4 ties, two within top 5" of top of pier then 12" G/G (12) #8 horizontal rebar evenly spaced each way top and bottom (48 Total) 8). This is a design drawing only. Please see final construction drawings for all installation details . . dformation contained herein Is the sole property of Sabre Towers & Poles, constitutes a trade secret as defined by Iowa Code Ch. 550 and shall not be reproduced, copied or used in whole or part for any purpose whatsoever without the prior written consent of Sabre Towers & Poles. 2101 Murray SI • P.O. Box 658 • Sioux Cily, IA 51102-0658· Phone 712.258.6690 -Fax 712.258.8250 SABRE COMMUNICATIONS CORP 2101 Murray Street Sioux City , IA 51101 JOB: 12-0920 BLACK & VEATCH Cattle Creek, CO 10 Jun 11 14:27 Ph 712.258 . 6690 Fx 712 . 258 . 8250 ) TOP DIAMETER BOTTOM DIAMETER 15.00 in. 21.24 in. 39.00 ft. 15.23 in. Point-Point ) 21.57 in. POint-Point) AI?PURTENANCES ATTACH POINTS: POLE HEIGHT BASE HEIGHT E-MODULUS NO. 1 2 3 4 5 X,ft Qty 39 . 00 1 36.00 3 27.00 3 21. 50 1 15.75 1 1.00 ft. 29000 ksi 18 SIDED FLAT ORIENTATION ABOVE GROUND l2000 ksi SHEAR MODULUS) Description User Defined Loading 10' T-Arm 3 ' Stand-Off 10' T-Arm 3' Stand-Off User Defined Loading User Defined Loading Status Future Appurt Initial Appurt Future Appurt Future Appurt Future Appurt Some wind forces may have been derived from full-scale wind tunnel tests . Pole Bottom Thick Connect LAP Taper Length Weight Steel Pole Section ~ft. in. ~ in . in/ft ft. lbs Spec Finish 1 39 . 00 . 18750 C-WELD .160039 . 00 1416 A6557 2-GALVANIZE SECTION PROPERTIES ) X, ft UP, ft 39.00 36.00 31.00 27.00 22.00 21. 50 16.50 15.75 10.75 5.75 .75 .00 .00 3.00 8.00 12.00 17.00 17.50 22.50 23.25 28.25 33 . 25 38.25 39.00 D,in 15 . 00 15 . 48 16 . 28 16 . 92 17.72 17 . 80 18.60 18.72 19.52 20 . 32 21.12 21. 24 Area T, in in2 .1875 .1875 .1875 .1875 .1875 .1875 .1875 .1875 .1875 .1875 .1875 .1875 8.81 9 . 10 9.58 9.96 10 .43 10.48 10.96 11. 03 11. 50 11.98 12.46 12.53 488 538 626 704 810 822 940 958 1086 1226 1380 1402 Ixly in4 244 269 313 352 405 411 470 479 543 613 690 701 SxSy in3 32 . 0 34.2 37.9 41. 0 45.0 45.5 49.8 50.4 54.8 59.4 64.3 65 .0 wit 12.34 12.79 13.55 14.15 14.90 14.98 15.73 15 . 84 16.59 17 . 35 18.10 18.21 80 .0 82.6 86 .8 90 .2 94.5 94 . 9 99.2 99 .8 104.1 108.4 112.6 113.3 65 .00 TOP 65 . 00 65 .00 65.00 65.00 65.00 65.00 65 .00 65 . 00 65.00 65.00 65 . 00 BASE POl P02 P03 P04 P05 Page CI SABRE COMMUNICATIONS CORP 2101 Murray Street Sioux City, IA 51101 CASE -1 : 3s Gusted Wind ) WIND OLF VERTICAL OLF DESIGN ICE GUST FACTOR (Gh) FORCE COEFF (Cf) IMPORTANCE FAC (I) DIRECTION FAC (Kd) TOPOGRAPHIC CAT APPURTENANCES # Qty Description -------------1 1 User Defined Loading 1 TOP BRANCHES 1 TOP BRANCHES 1 BRANCHES (9 ' MAX.) 2 3 10 ' T-Arm 3' Stand-Off 12 4' X 1 ' X 3IN PANEL 3 3 10' T-Arm 3' Stand-Off 12 4 ' X 1 ' X 3IN PANEL 4 1 User Defined LOadin? 1 BRANCHES (9' MAX. 1 BRANCHES 19 ' MAX . ) 1 BRANCHES 9 ' t1AX.) 5 1 User Define ·Loadiny 1 BRANCHES (9' MAX. RESULTS X, ft Kzt 39.00 1.00 36 .00 1.00 31. 00 1. 00 27.00 1.00 22 .00 1. 00 21.S0 1.00 16.S0 1.00 15.75 1.00 10.75 1.00 5.75 1.00 .75 1.00 .00 1. 00 ~IIND psf 23.52 23.14 22.44 21. 82 20.93 20.84 19.76 19.58 19 .16 19.16 19.16 19.16 ICE in .00 . 00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 JOB : 12 0920 10-Jun-ll 14:27 BLACK & VEATCH Ph 712.258.6690 Cattle Creek CO Fx 712.258 . 8250 ANSI-TIA-222-G 1. 60 GUSTED WIND (3sec) 90.0 mph 144.8 kph 1. 20 EXP-CAT/STRUC CLASS C-II .00 in EXP-POWER COEFF. .2105 1.10 REFERENCE HEIGHT 900.0 ft .65 PRESSURE @32.7 ft 34 . 7 psf 1659 .0 Pa 1. 00 BASE ABOVE Grd 1.0 .95 CREST HEIGHT .0 ft 1 Sabre Areas Center WEIGHT AREA Tx-CABLE FORCES MOM. Line each each WIND Tra-Y Ax-Z Lg-X Elev-Ft Lbs FtA2 Type Qty #/Ft Psf Kips Kips Ft-K -------39.0 5 .1 36.2 .00 .0 . 0 41.5 250 25 . 0 None 1 .00 36.6 .92 -. 3 -2.3 36.S 250 25 .0 None 1 .00 35.7 .89 -. 3 31. S 500 SO.O None 1 .00 34.6 1. 73 -.6 36.0 244 46.9 35 . 6 1. 67 -.9 -.4 37.0 28 7/8 rt 12 .54 3S.8 -.7 27.0 244 46.9 33.6 1. 58 -.9 -.4 27 .0 28 7/8" 12 . 54 33.6 -.6 21.5 S .1 32.1 .00 .0 .0 26 . 5 SOO 50.0 None 1 .00 33 . 4 1. 67 -.6 -8.4 21. 5 500 SO.O None 1 .00 32.1 1. 60 -.6 16.5 500 50.0 None 1 .00 30 . 4 1. 52 -.6 · 15.8 5 .1 30 .1 .00 . 0 .0 15.8 150 15.0 None 1 .00 30.1 .45 -. 2 :---FORCES,kips ---:---MOMENTS,ft-kips---: IShearX ShearY AxiaZ I BendX BendY TorqZ I F'y ks, 82 . S5 82.SS 82.SS 82.55 82.55 82.55 82.55 82.55 81. 87 80.98 80.09 79.96 Inter 4.8.2 .0 67 .012 .11S . 200 .316 .332 .507 .531 .689 . 826 . 944 .962 .0 3.60 -1.1 12 . 9 .0 . 0 .0 5.48 -2.7 1.6 . 0 . 0 .0 5.67 -2.9 -26 .1 . 0 .0 .0 7.46 -4.5 -49.1 .0 . 0 .0 7.54 -4.6 -86.4 .0 .0 .0 12 . 49 -6.4 -91.0 .0 .0 . 0 12 . 5.7 -6.6 -153.4 . 0 .0 . 0 13.10 -7 . 0 -162.8 .0 .0 .0 13.22 -7 . 3 -228 .4 .0 . 0 .0 13.33 -7.7 -294.5 .0 . 0 .0 13 . 39 -8 . 0 -361.2 .0 .0 . 0 13.40 -8 . 0 371.2 .0 .0 DISPLACEMENTS~~~~~~~~~~~~~~~~~~~~~~~~~~~~-ELEV X, ft 39.00 I-_---------DEFLECTION feet-------------I-----------ROTATION, degrees-------I X Y Z XY-Result X Y Z XY-Result .00 1 . 39 -.03 1 . 39< 3 . 56%> -2.93 .00 .00 2 . 93 Page C2 SABRE COMMUNICATIONS CORP 2101 Murray Street Sioux City , IA 51101 JOB: 12 0920 BLACK & VEATCH Cattle Creek CO 10 Jun 11 14:27 Ph 712.258 . 6690 Fx 712 . 258 . 8250 ~ASE -2: 3s Gusted Wind 0.9 Dead ANSI-TIA-222-G ) ~IlND OLF VERTICAL OLF DESIGN ICE GUST FACTOR (Gh) FORCE COEFF (Cf) IMPORTANCE FAC (I) DIRECTION FAC (Kd) TOPOGRAPHIC CAT 1. 60 .90 . 00 in 1. 10 .65 1. 00 .95 1 GUSTED WIND (3sec) EXP-CAT/STRUC CLASS EXP-POWER COEFF . REFERENCE HEIGHT PRESSURE @32.7 ft BASE ABOVE Grd CREST HEIGHT 90.0 mph C-II .2105 900 .0 ft 34.7 psf 1.0 .0 ft 144.8 kph 1659.0 Pa APPURTENANCES ---------------------------------------------------------Sabre Areas # Qty Description 1 1 User Defined Loading 1 TOP BRANCHES 1 TOP BRANCHES 1 BRANCHES (9' MAX.) 2 3 10 ' T-Arm 3' Stand-Off 12 4 ' X l' X 3IN PANEL 3 3 10' T-Arm 3 ' Stand-Off 12 4 ' X l' X 3IN PANEL 4 1 User Defined Loading 1 BRANCHES (9 ' MAX.) 1 BRANCHES (9' MAX.) 1 BRANCHES (9' MAX.) 5 1 User Defined Loading 1 BRANCHES (9' MAX.) . ) RESULTS X, ft Kzt 39 . 00 1.00 36.00 1. 00 31. 00 1. 00 27.001.00 22.00 1.00 21. 50 1. 00 1 6 . 50 1.00 15.75 1.00 10. 75 1.00 5.75 1.00 .75 1.00 ICE in .00 .00 Center WEIGHT AREA Tx-CABLE Line each each Elev-Ft Lbs Ft'2 Type Qty 111Ft WIND Psf 39.0 41. 5 36.5 31.5 36.0 37 .0 27 . 0 27 .0 21. 5 26.5 21. 5 16.5 15 . 8 15.8 5 .1 250 25 .0 None 250 25.0 None 500 50 . 0 None 244 46.9 28 7/8" 244 46.9 28 7/8 " 5 .1 500 50.0 None 500 50.0 None 500 50 .0 None 5 .1 150 15.0 None 1 1 1 12 12 1 1 1 1 36.2 .00 36.6 .00 35.7 .00 34.6 35 . 6 .54 35.8 33.6 . 54 33 . 6 32 . 1 .00 33 .4 .00 32.1 .00 30.4 30.1 . 00 30.1 :---fORCES,kips ---:---MOMENTS,ft-kips---: IShearX ShearY AxiaZI BendX BendY TorqZI .0 3.59 -. 8 12 . 9 .0 .0 . 0 5.44 -2.0 1.6 .0 .0 . 0 5 . 63 -2.1 -25.8 .0 .0 .0 7.40 -3.3 -48 . 7 .0 . 0 .0 7.49 -3.4 -85 . 8 .0 .0 . 0 12.42 -4.7 -90.3 .0 .0 .0 12.51 -4.8 -152. 3 .0 .0 .0 13.05 -5.1 -161.8 .0 .0 .0 13.18 -5.4 -227.0 .0 .0 . 0 13.31 -5. 8 -292.9 .0 . 0 . 0 13.38 -6.0 -359. 5 .0 .0 FORCES MOM. Tra-Y Ax-Z Lg-X Kips Kips Ft-K .00 .92 . 89 1. 73 1. 67 1. 58 .00 1. 67 1. 60 1 . 52 . 00 . 45 .0 . 0 -.2 -2 . 3 -. 2 -. 5 -.7 -.4 -.5 -.7 -.4 -. 5 . 0 .0 -. 5 -8.4 -. 5 -. 5 .0 .0 -. 1 WIND psf 23 .52 23.14 22.44 21. 82 20 . 93 20.84 19 . 76 19 . 58 19.16 19.16 19 .16 19.16 . . 00 .00 .00 .00 .00 .00 .00 . 00 .00 .00 .0 13.39 -6.0 369.5 .0 . 0 F ' y kS1 82 . 55 82 .55 82.55 82 . 55 82 . 55 82.55 82.55 82.55 81. 87 80 .98 80.09 .00 1. 00 79 . 96 DISPLACEMENTSS~~~~~~~~~~~~~~~~~~~~~~~~~~~~~--Inter 4.8.2 .0 66 . 011 . 113 .197 . 312 . 328 . 501 .526 .682 . 819 . 938 . 955 ELEV X, ft 39.00 I-----------DEFLECTION feet-------------I-----------ROTATION, degrees-------I X Y Z XY -Result X Y Z XY-Result . 00 1.38 -.03 1.38< 3 . 54%> -2.91 . 00 . 00 2 . 91 Page C3 SABRE COMMUNICATIONS CORP JOB: 12-0920 10-Jun-11 14 : 27 2101 Murray Street BLACK & VEATCH Ph 712.258.6690 Sio.ux City. IA 51101 Cattle Creek CO Fx 712.258.8250 r!l.SE -3: 3s Gusted Wind&Ice ANSI-TIA-222-G ) WIND OLF 1. 00 GUSTED WIND (3see) 50.0 mph 80.5 kph VERTICAL OLF 1. 20 EXP-CAT/STRUC CLASS C-II DESIGN ICE .25 in EXP-POWER COEFF. .2105 GUST FACTOR (Gh) 1.10 REFERENCE HEIGHT 900 .0 ft FORCE COEFF (Ct) 1. 20 PRESSURE @32 .7 ft 6 .7 pst 320 . 0 Pa IMPORTANCE FAC (I) 1. 00 BASE ABOVE Grd 1.0 DIRECT ION FAC (Kd) .95 CREST HEIGHT .0 ft TOPOGRAPHIC CAT 1 APPURTENANCES Sabre Areas II Qty Description -------------1 1 User Defined Loading 1 TOP BRANCHES 1 TOP BRANCHES 1 BRANCHES (9 ' MAX.) 2 3 10 ' T-Arm 3' Stand-Off 12 4 ' X l ' X 3IN PANEL 3 3 10' T-Arm 3 ' Stand-Off 12 4 ' X l ' X 3IN PANEL 4 1 User De fined LOadin? 1 BRANCHES ·(9' MAX. 1 BRANCHES (9 ' MAX ' l 1 BRANCHES J9' MAX. 5 1 User Define LOadin? 1 BRANCHES (9 ' MAX. RESULTS X, ft Kzt 39.00 1.00 36.00 1.00 31.00 1.00 27.001.00 22 .001.00 21. 50 1. 00 16 . 50 1.00 15.75 1. 00 10.75 1.00 5 . 75 1.00 . 75 1.00 .00 1.00 IHND psf 8.38 8.24 7.99 7.77 7.45 7.42 7.04 6 . 97 6. 82 6. 82 6. 82 6.82 I CE: in .51 .51 . 50 .49 .48 . 48 . 47 .47 .45 .43 .37 .35 Center WEIGHT AREA Tx-CABLE FORCES Line each each WIND Tra-Y Ax-Z E1ev-Ft Lbs Ft'2 Type Qty #/Ft Pst Kips Kips -------39 .0 5 .1 7.0 . 00 . 0 41.5 250 26 .5 None 1 . 00 7.1 . 19 -. 3 36 . 5 250 26.5 None 1 .00 6.9 .18 -.3 31. 5 500 52 .9 None 1 . 00 6 .7 . 35 -.6 36 .0 269 51. 0 6.9 . 35 -1. 0 37 .0 54 7/8 11 12 .54 6.9 -1.2 27 .0 269 50 .8 6.5 . 33 -1. 0 27.0 54 7/8" 12 .54 6.5 -1.1 21. 5 5 .1 6.2 .00 .0 26.5 500 52.9 None 1 .00 6.5 . 34 -.6 21. 5 500 52.9 None 1 . 00 6.2 . 33 -.6 16.5 500 52.9 None 1 .00 5.9 .31 -.6 15.8 5 .1 5.8 ,00 .0 15 .8 150 16.0 None 1 .00 5 .8 . 09 -.2 :---FORCES,kips ---:---MOMENTS,ft-kiPos---: IShearX Shear¥ AxiaZ I BendX BendY forqZ I F'¥ kSl 82 .55 82 . 55 82.55 82.55 82.55 82 .55 82.55 82 . 55 81. 87 80 . 98 80 .09 79.96 Inter 4.8.2 . 015 . 007 . 029 .050 .076 .081 .118 .124 .158 .188 . 215 .219 .0 .74 -1.3 2.6 .0 .0 .0 1.16 -3.6 .3.0 .0 .0 1.23 -3.8 -5.6 .0 .0 .0 1.64 -6 .2 -10 . 6 .0 .0 .0 1.67 -6.3 -18 . 8 .0 .0 .0 2 . 69 -8. 3 -19.8 .0 .0 .0 2.73 -8.4 -33.2 .0 .0 .0 2.85 -8 .8 -35.3 .0 .0 .0 2.90 -9.1 -49.5 .0 . 0 .0 2.95 -9.4 -64.0 .0 .0 .0 2.98 -9.6 -78.8 .0 .0 .0 2.98 -9.6 81.0 .0 .0 MOM . LrX F -K .0 -.5 -.1 -.1 .0 -1. 7 .0 DISPLACEMENTS~~~~~~~~~~~~~~~~~~~~~----~--~~~~~ ELEV I-----------DEFLECTION feet-------------I-----------ROTATION, degrees-------I X, ft X Y Z XV-Result )( Y Z XV-Result 39.00 . 00 .30 . 00 .30< .7 7%> -. 64 .00 . 00 .64 PageC4 SABRE COMMUNICATI ONS CORP 2101 Murray Street Sioux Citv, IA 51101 r.ASE -4 : Ser vice Loads ) WIND OLF VERTICAL OLF DESIGN ICE GUST FACTOR (Gh) FORCE COEFF (Cf) IMPORTANCE FAC (I) DIRECTION FAC (Kd) TOPOGRAPHIC CAT 1. 00 1. 00 . 00 in 1. 10 . 65 1. 00 . 85 1 JOB: 12 0920 BLACK & VEATCH Cattl e Creek CO GUSTED WIND (3sec) EXP-CAT/STRUC CLASS EXP-POWER COEFF. REFERENCE HEIGHT PRESSURE @32.7 ft BASE ABOVE Grd CREST HEIGHT 10-Jun 11 14 : 27 Ph 712 . 258 . 6690 Fx 712.258 . 8250 ANSI-TIA-222-G 60 . 0 mph 96 .6 kph C-II .2105 900.0 ft 8 . 6 psf 412.3 Pa 1.0 .0 ft APPURTENANCES -----------------------------------------------------Sabre Areas # Qty Description 1 1 User Defined Loading 1 TOP BRANCHES 1 TOP BRANCHES 1 BRANCHES (9 ' MAX . ) 2 3 10' T-Arm 3' Stand-Off 12 4' X l ' X 3IN PANEL 3 3 10' 'r -Arm 3 ' Stand-Off 12 4' X l ' X 3IN PANEL 4 1 User Defined Loadinr 1 BRANCHES (9' MAX. 1 . BRANCHES (9' MAX. 1 BRANCHES (9' MAX.) 5 1. UsetDefined Loading 1 BRANCHES (9' MAX.) RESULTS lUND X, ft Kzt ~sf 39.00 1. 00 .85 36.00 1. 00 5.75 31. 00 1. 00 5.58 27.00 1. 00 5.42 22.00 1. 00 5 . 20 ) 21. 50 1. 00 5 . 18 16.50 1.00 4.91 15.75 1. 00 4.87 10.75 1. 00 4.76 5 .75 1. 00 4.76 .75 1. 00 4.76 .00 1. 00 4.76 DISPLACEMENTS ICE in .00 .00 .00 . 00 . 00 .00 .00 .00 .00 .00 .00 . 00 Center WEIGHT AREA Line each each Elev-Ft Lbs FtA2 Tx-CABLE Type Qty #1Ft FORCES WIND Tra-¥ Ax-Z Psf Kips Kips MOM. Lg-X Ft-K 39.0 5 41.5 250 36.5 250 31. 5 500 36 .0 244 37 .0 28 27 .0 244 27 .0 28 21. 5 5 26.5 500 21.5 500 16.5 500 15.8 5 15.8 150 .1 25.0 None 25.0 None 50.0 None 46.9 46.9 .1 7/8 11 7/8" 50.0 None 50.0 None 50 . 0 None .1 15.0 None 1 1 1 12 12 1 1 1 1 9 . 0 .00 9 . 1 .00 8.9 .00 8.6 8.9 .54 8.9 8.4 .54 8 .3 8.0 .00 8.3 .00 8.0 .00 7.6 7 . 5 .00 7 . 5 . 00 . 23 .22 .4 3 .42 .39 .00 .42 .. 40 .38 .00 .11 .0 .0 -.3 -.6 -.3 -.5 -.7 -.1 -. 6 -.7 -.1 -.5 .0 .0 -.5 -2.1 -.5 -.5 .0 . 0 -.2 ;---FORCES,kips ---;---MOMENTS,ft-ki~s---: F ' r Inter IShearX Shear¥ AxiaZ I BendX BendY . orqZI ks 4.8 . 2 .0 . 89 -1.0 3 . 2 .0 .0 82.55 .018 .0 1. 36 -2.5 .4 .0 .0 82.55 .006 . 0 1. 40 -2.6 -6 . 4 .0 . 0 82 . 55 .031 .0 1. 84 -4.0 -12.1 .0 . 0 82.55 . 053 .0 1. 87 -4.1 -21.4 .0 . 0 82.55 .082 . 0 3.09 -5.7 -22 . 5 .0 . 0 82.55 . 087 .0 3.11 -5.8 -38 . 0 .0 .0 82.55 .130 .0 3 . 25 -6.1 -40.3 .0 .0 82.55 .137 .0 3 . 28 -6. 3 -56.5 .0 .0 81. 87 .175 .0 3 . 31 -6.5 -72.9 .0 .0 80.98 .210 . 0 3 . 33 -6.6 -89.4 .0 .0 80 .09 .239 .0 3 . 33 -6.6 91. 9 .0 .0 79 . 96 .243 ELEV I-----------DEFLECTION feet-------------I-----------ROTATION , ·degrees-------1MicroW X, ft X Y Z X¥-Result X ¥ Z XY-Result AlloW 39.00 .00 .34 .00 . 34< .88 %> -. 73 .00 .00 .73 Page C5 SABRE COMMUNICATIONS CORP 2101 Murray Street Sioux City IA 51101 JOB : 12 -0920 BLACK & VEATCH Ca t t le Creek. CO 10-Jun-ll 14: 27 Ph 712.258.6690 Fx 712 . 258.8250 ) SHAPE: 18 SIDED POLYGON with FLAT-FLAT ORIENTATION BOLTS: EVENLY SPACED BOLTS 7 . 65 in. ON CENTER LOCATE: POLE DATA DIAMETER 21.24 in. BASE AXIAL FORCE~ -8.0 kips Vert PLATE .1875 in. ACTIONS SHEAR X 13.4 kips Long TAPER . 1600 in/ft SHEAR Y .0 kips Tran POLE Fy 65 . 00 ksi X-AXIS MOM 262.4 ft-kips Tran Y-Axis MOM 262.4 ft-kips Z-Axis MOM . 0 ft-kips VLoenr~ DESIGN CASE = 1 3s Gusted Wind Design: ANY Orientation Reactions at 45 . 00 deg to X-AXIS BOLT LOADS AXIAL -COMPRESSION 72.78 kips AXIAL -TENSION 71. 19 kips SHEAR 1. 34 kips AXIAL STRESS 75.11 ks> SHEAR STRESS 1. 48 ksi YIELD STRENGTH Fy 81. 00 ksi ULT . STRENGTH Fu 105.00 ksi Interaction ALLOW STRESS Fa f .80 x 1. OO l 84.00 ksi SHEAR Fv . 80 x . 40 33.60 ksi TENSION AREA REQUIRED .87 in"2 TENSION AREA FURNISHED .97 io"2 ROOT AREA FURNISHED .91 io"2 A449 ::: ANCHOR BOLT DESIGN USED 10 Bolts on a 24.750 in. Bolt Circle 1. 250 in . Diameter 52 . 00 in . Embedded 8 . 00 i n . Exoosed 63.00 in. Total Lenath CONCRETE -Fc-4000 psi ) ANCHOR BOLTS are STRAIGHT w\ UPLIFT NUT BASE PLATE . 929 SHIP (lbs) 296 TIA-G (Bend Model : 1/4 Circ J BASE PLATE USED YIELD STRENGTH 50.0 ksi BEN D LI NE WIDTH 13 . 5 in. _________I ~""""'""1'<_'.'_'5~0:<__.:i;"n-'-'.-_.T;;_H;"'I~C:;.K;::__----:S:~;H'i'Ic:P:" ----'-----PLATE-MOMEN'l''---~----'--,33h4-in -k-28.00 (lbs) THICKNESS REQD 1. 478 in . in. ROUND BENDING STRESS 43.7 ksi 9.25 in. CENTER HOLE 221 ALLOWABLE STRESS 45 .0 ksi (Fy x .90 x 1. 00 J LOAD CASE SUMMARY ABolt-Str Pl ate-Str _ FORCES-(kips)_ _MOMENTS-(ft-k ) Allow Ac tual Allow _Design Le Axi a l ShearX ShearY X-axi s Y-axis TorQ CSR ks i ks i ksi Code 1 8.0 13.4 .0 371 0 0 . 92978.75 43.70 45.00 TIA-G 2 6.0 13.4 .0 369 0 0 . 92378 . 75 43.37 45 . 00 TIA-G 3 9.6 3.0 .0 81 0 0 .21378 . 75 10.08 45.00 TIA-G 4 6.6 3.3 .0 91 0 0 .23678 . 75 11.14 45.00 TIA-G Page C6 ) ) MAT FOUNDATION DESIGN BY SABRE TOWERS & POLES 40' Monopine BLACK & VEATCH Cattle Creek, CO (12-0920-JJM) 6-10-11 ARH Overall Loads: Factored Moment (It-kips) Factored Axial (kips) Factored Shear (kips) Bearing Design Strength (ksf) Water Table Below Grade (It) Width of Mat (It) Thickness of Mat (It) Depth to Bottom of Slab (It) Quantity of Bolts in Bolt Circle Bolt Circle Diameter (in) Top of Concrete to Top of Bottom Threads (in) Diameter of Pier (tt) HI. of Pier Above Ground (tt) Ht."of Pier Below.Ground (It) . . Quantity" of Bars in Mat Bar Diameter in Mat (in) Area of Bars in Mat (in') Spacing of Bars in Mat (in) Quantity of Bars Pier Bar Diameter in Pier (in) Tie Bar Diameter in Pier (in) Spacing of Ties (In) Area of Bars in Pier (in') Spacing of Bars in Pier (in) fc (ksi) i Unit WI. of Concrete (kcf) Volume of Concrete (yd') Two-Way Shear Action: Average d (in) $Vc(klps) $Vc= $(2 + 4/~c)fc"'bod $V c =$(a.d/b, +2)f c 1i'bod $Vc = $4f c "'bod Shear perimeter, bo (in) Pc One-Way Shear: $Vc (kips) Stabitity: Overturning Design Strength (It-k) 9.67 776.1 630.6 517.4 194.78 1 Max. Net Bearing Press. (ksf) Ultimate Bearing Pressure (ksf) Bearing <t>s Minimum Pier Diameter (It) Equivalent Square b (It) Recommended Spacing (in) Minimum Pier As (in') Recommended Spacing (in) Vu (kips) Vu (kips) Total Applied M (tt-k) Page A j ) ) · , MAT FOUNDATION DESIGN BY SABRE TOWERS & POLES (CONTINUED) 40' Monopine BLACK & VEATCH Cattle Creek, CO (12-0920-JJM) 6-10-11 ARH Pier De$lgn: $Vn (kips) $V c=$2( 1 + N,J(2000Ag»f c 1I2bwd V, (kips) Maximum Spacing (In) Actual Hook Development (in) Flexure In Slab: $Mn (It-kips) a (in) Steel Ratio ~, Maximum Steel Ratio (.75Pb) Minimum Steel Ratio 13.00 1.21 0.00488 0.85 0.0214 0.0018 -Rebar Development I'n Pad (I·n). . ·""Y';','Y6-6,n"""),\",'.\l ft};;' '(:J. ~' . . ,. :M.I.!t~~."'II):~ , Condition 1 is OK, 0 Fails Maximum Soil Bearing Pressure 1 Pier Area of Steel 1 Pier Shear 1 Interaction Diagram Visual Check 1 Two-Way Shear Action 1 One-Way Shear Action 1 Overturning 1 Flexure 1 Steel R'ltio 1 Length of Develo~ment in Pad 1 Hook Development 1 Vu(kips) ... V, max = 4 f c 1I2bwd (kips) (Only if Shear Ties are Required) Req'd Hook Development Idh (in) 11.62 ... Ref. To Spacing Requirements ACI 11 .5.4.3 Mu (ft-kips) Required Development in Pad (in) 1 '#;f'6~m}Mjj~1 Page ,42-...