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HomeMy WebLinkAboutB12-0585 Tower&FoundationDesign - 68105B - CROWN CASTLEStructural Design Report 57' Extendible to 67' Monopole Site: Vail Public Works, CO Site Number: 810106 Prepared for: CROWN CASTLE USA INC by: Sabre Towers & Poles TM Job Number: 68105 Revision B October 22, 2012 Monopole Profile……………………………………………………………………………………….1 Foundation Design Summary……………………………………………………………………………………….2 Pole Calculations……………………………………………………………………………………….3-9 Foundation Calculations……………………………………………………………………………………….10-19 Page 1 4'-0" 1). Concrete shall have a minimum 28-day compressive strength of 4000 PSI, in accordance with ACI 318-05. x = 1/4 x cage diameter 7). The foundation is based on the following factored loads: Pier (26) #7 vertical rebar w/#5 ties spaced as shown, then 12" C/C to bottom Moment (kip-ft) = 646.3 Axial (kips) = 9 Shear (kips) = 15.08 6). See the geotechnical report for drilled pier installation requirements, if specified. 2). Rebars 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". Site: Vail Public Works, CO - 1 810106 5). The foundation design is based on the geotechnical report by Terracon project no. 25125082, dated: 9/6/12 Rebar Schedule per Pier Customer: Crown Castle USA, Inc. Date: 10/22/12 No.: 68105 By: REB Revision B 9). Lateral resistance in the upper 5' of the foundation was neglected due to the effects of frost. 8). Lap splices of adjacent circular ties shall be positioned on alternate sides. 2101 Murray St - P.O. Box 658 - Sioux City, IA 51102-0658 - Phone 712.258.6690 - Fax 712.258.8250 Information 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. 57' Extendible to 67' Monopole at Antenna Loading per Page 1 Notes: 90 mph Wind with no ice per ANSI/TIA-222-G. Grade ELEVATION VIEW (17.82 Cu. Yds. each) (1 REQUIRED; NOT TO SCALE) 24 ' - 6 " 3' - 6 " 21 ' - 0 " 5'-0" Dia. Three (3) #5 ties starting 4" below top of concrete, then 2 spaces at 3"6' - 0 " (6 " t i e s p a c i n g ) x TOP VIEW Six (6) #5 bars with standard hooks each end, with 2" top cover Page 2 TOP DIAMETER 24.00 in. [ 24.37 in. Point-Point] BOTTOM DIAMETER 33.58 in. [ 34.09 in. Point-Point] POLE HEIGHT 63.00 ft. 18 SIDED FLAT ORIENTATION BASE HEIGHT 4.00 ft. ABOVE GROUND E-MODULUS 29000 ksi [ 12000 ksi SHEAR MODULUS] ATTACH POINTS: NO. X,ft Qty Description Status 1 56.00 1 User Defined Loading Initial Appurt 2 46.00 1 User Defined Loading Future Appurt 3 36.00 1 User Defined Loading Future Appurt Area Iz IxIy SxSy X,ft UP,ft D,in T,in in2 in4 in4 in3 w/t d/t Fy(ksi) 63.00 .00 24.00 .1875 14.17 2028 1014 83.2 20.81 128.0 65.00 TOP 58.00 5.00 24.75 .1875 14.62 2228 1114 88.7 21.51 132.0 65.00 56.00 7.00 25.05 .1875 14.80 2310 1155 90.8 21.79 133.6 65.00 P01 53.00 10.00 25.50 .1875 15.06 2438 1219 94.2 22.22 136.0 65.00 Flng-B01 53.00 10.00 25.63 .2500 20.13 3274 1637 125.8 16.31 102.5 65.00 Flng-T02 48.00 15.00 26.38 .2500 20.73 3574 1787 133.4 16.84 105.5 65.00 46.00 17.00 26.67 .2500 20.97 3700 1850 136.6 17.05 106.7 65.00 P02 41.00 22.00 27.42 .2500 21.56 4022 2011 144.4 17.58 109.7 65.00 36.00 27.00 28.17 .2500 22.16 4366 2183 152.6 18.11 112.7 65.00 P03 31.00 32.00 28.92 .2500 22.75 4726 2363 160.9 18.64 115.7 65.00 26.00 37.00 29.67 .2500 23.35 5106 2553 169.4 19.17 118.7 65.00 21.00 42.00 30.42 .2500 23.94 5506 2753 178.2 19.70 121.7 65.00 16.00 47.00 31.17 .2500 24.54 5928 2964 187.3 20.22 124.7 65.00 11.00 52.00 31.92 .2500 25.13 6368 3184 196.4 20.75 127.7 65.00 6.00 57.00 32.67 .2500 25.73 6834 3417 206.0 21.28 130.7 65.00 1.00 62.00 33.42 .2500 26.32 7318 3659 215.6 21.81 133.7 65.00 .00 63.00 33.58 .2500 26.44 7418 3709 217.6 21.92 134.3 65.00 BASE SABRE COMMUNICATIONS CORP JOB: 0068105 18-Oct-12 15:28 2101 Murray Street CROWN CASTLE USA INC Ph 712.258.6690 Sioux City, IA 51101 Vail Public Works, CO Fx 712.258.8250 APPURTENANCES Pole Bottom Thick Connect LAP Taper Length Weight Steel Pole Section X,ft. in. Type in. in/ft ft. lbs Spec Finish 1 10.00 .18750 FLANGE-X .1500 10.00 497 A572- 65 Special 2 63.00 .25000 C-WELD .1500 53.00 4199 A572- 65 GALV/PAINT SECTION PROPERTIES Page 3 WIND OLF 1.60 GUSTED WIND (3sec) 90.0 mph 144.8 kph VERTICAL OLF 1.20 EXP-CAT/STRUC_CLASS C-II DESIGN ICE .00 in EXP-POWER COEFF. .2105 GUST FACTOR (Gh) 1.10 REFERENCE HEIGHT 900.0 ft FORCE COEFF (Cf) .65 PRESSURE @ 32.7 ft 34.7 psf 1659.0 Pa IMPORTANCE FAC (I) 1.00 BASE ABOVE Grd 4.0 DIRECTION FAC (Kd) .95 CREST HEIGHT .0 ft TOPOGRAPHIC CAT 1 Center WEIGHT AREA Tx-CABLE FORCES MOM. Line each each WIND Tra-Y Ax-Z Lg-X # Qty Description Elev-Ft Lbs Ft^2 Type Qty #/Ft Psf Kips Kips Ft-K ----- ------------- ------- ---- ---- ---- --- ---- ---- ---- ---- ---- 1 1 User Defined Loading 56.0 630 101.0 39.4 3.98 -.8 -.2 1 56.0 0 .0 7/8" 12 .54 39.4 .00 -.4 2 1 User Defined Loading 46.0 630 101.0 37.9 3.83 -.8 -.2 1 46.0 0 .0 7/8" 12 .54 37.9 .00 -.4 3 1 User Defined Loading 36.0 630 101.0 36.2 3.66 -.8 -.2 1 36.0 0 .0 7/8" 12 .54 36.2 .00 -.3 WIND ICE :--- FORCES,kips ---:---MOMENTS,ft-kips---: F'y Inter X, ft Kzt psf in |ShearX ShearY AxiaZ| BendX BendY TorqZ| ksi 4.8.2 63.00 1.00 26.22 .00 .0 .00 -.1 .0 .0 .0 76.91 .000 58.00 1.00 25.79 .00 .0 .20 -.4 -.7 .0 .0 76.08 .002 56.00 1.00 25.61 .00 .0 4.48 -1.6 -1.5 .0 .0 75.74 .005 53.00 1.00 25.34 .00 .0 4.56 -1.7 -15.0 .0 .0 75.25 .030 53.00 1.00 25.34 .00 .0 4.71 -1.9 -15.0 .0 .0 82.20 .021 48.00 1.00 24.85 .00 .0 4.91 -2.2 -38.5 .0 .0 81.58 .049 46.00 1.00 24.65 .00 .0 8.97 -3.5 -48.5 .0 .0 81.33 .061 41.00 1.00 24.11 .00 .0 9.25 -4.0 -93.3 .0 .0 80.70 .109 36.00 1.00 23.52 .00 .0 13.21 -5.4 -139.8 .0 .0 80.08 .156 31.00 1.00 22.87 .00 .0 13.49 -5.9 -205.8 .0 .0 79.46 .219 26.00 1.00 22.14 .00 .0 13.76 -6.4 -273.3 .0 .0 78.84 .277 21.00 1.00 21.30 .00 .0 14.04 -6.9 -342.1 .0 .0 78.21 .332 16.00 1.00 20.32 .00 .0 14.32 -7.5 -412.3 .0 .0 77.59 .383 11.00 1.00 19.16 .00 .0 14.60 -8.0 -483.9 .0 .0 76.97 .432 6.00 1.00 19.16 .00 .0 14.88 -8.6 -556.9 .0 .0 76.35 .477 1.00 1.00 19.16 .00 .0 15.05 -9.0 -631.3 .0 .0 75.72 .521 .00 1.00 19.16 .00 .0 15.08 -9.0 646.3 .0 .0 75.60 .529 ELEV |-----------DEFLECTION feet-------------|-----------ROTATION, degrees-------| X, ft X Y Z XY-Result X Y Z XY-Result 63.00 .00 1.16 -.01 1.16< 1.84%> -1.49 .00 .00 1.49 SABRE COMMUNICATIONS CORP JOB: 0068105 18-Oct-12 15:28 2101 Murray Street CROWN CASTLE USA INC Ph 712.258.6690 Sioux City, IA 51101 Vail Public Works, CO Fx 712.258.8250 CASE - 1: 3s Gusted Wind ANSI-TIA-222-G APPURTENANCE LOADS RESULTS DISPLACEMENTS Page 4 WIND OLF 1.60 GUSTED WIND (3sec) 90.0 mph 144.8 kph VERTICAL OLF .90 EXP-CAT/STRUC_CLASS C-II DESIGN ICE .00 in EXP-POWER COEFF. .2105 GUST FACTOR (Gh) 1.10 REFERENCE HEIGHT 900.0 ft FORCE COEFF (Cf) .65 PRESSURE @ 32.7 ft 34.7 psf 1659.0 Pa IMPORTANCE FAC (I) 1.00 BASE ABOVE Grd 4.0 DIRECTION FAC (Kd) .95 CREST HEIGHT .0 ft TOPOGRAPHIC CAT 1 Center WEIGHT AREA Tx-CABLE FORCES MOM. Line each each WIND Tra-Y Ax-Z Lg-X # Qty Description Elev-Ft Lbs Ft^2 Type Qty #/Ft Psf Kips Kips Ft-K ----- ------------- ------- ---- ---- ---- --- ---- ---- ---- ---- ---- 1 1 User Defined Loading 56.0 630 101.0 39.4 3.98 -.6 -.2 1 56.0 0 .0 7/8" 12 .54 39.4 .00 -.3 2 1 User Defined Loading 46.0 630 101.0 37.9 3.83 -.6 -.2 1 46.0 0 .0 7/8" 12 .54 37.9 .00 -.3 3 1 User Defined Loading 36.0 630 101.0 36.2 3.66 -.6 -.2 1 36.0 0 .0 7/8" 12 .54 36.2 .00 -.2 WIND ICE :--- FORCES,kips ---:---MOMENTS,ft-kips---: F'y Inter X, ft Kzt psf in |ShearX ShearY AxiaZ| BendX BendY TorqZ| ksi 4.8.2 63.00 1.00 26.22 .00 .0 .00 -.1 .0 .0 .0 76.91 .000 58.00 1.00 25.79 .00 .0 .19 -.3 -.7 .0 .0 76.08 .002 56.00 1.00 25.61 .00 .0 4.47 -1.2 -1.5 .0 .0 75.74 .004 53.00 1.00 25.34 .00 .0 4.55 -1.2 -14.9 .0 .0 75.25 .029 53.00 1.00 25.34 .00 .0 4.69 -1.4 -15.0 .0 .0 82.20 .020 48.00 1.00 24.85 .00 .0 4.89 -1.6 -38.4 .0 .0 81.58 .048 46.00 1.00 24.65 .00 .0 8.94 -2.6 -48.4 .0 .0 81.33 .060 41.00 1.00 24.11 .00 .0 9.23 -2.9 -93.1 .0 .0 80.70 .108 36.00 1.00 23.52 .00 .0 13.18 -4.0 -139.4 .0 .0 80.08 .155 31.00 1.00 22.87 .00 .0 13.46 -4.4 -205.3 .0 .0 79.46 .217 26.00 1.00 22.14 .00 .0 13.74 -4.7 -272.6 .0 .0 78.84 .275 21.00 1.00 21.30 .00 .0 14.02 -5.2 -341.3 .0 .0 78.21 .330 16.00 1.00 20.32 .00 .0 14.30 -5.6 -411.3 .0 .0 77.59 .381 11.00 1.00 19.16 .00 .0 14.59 -6.0 -482.8 .0 .0 76.97 .430 6.00 1.00 19.16 .00 .0 14.87 -6.5 -555.8 .0 .0 76.35 .475 1.00 1.00 19.16 .00 .0 15.05 -6.8 -630.2 .0 .0 75.72 .519 .00 1.00 19.16 .00 .0 15.08 -6.8 645.3 .0 .0 75.60 .527 ELEV |-----------DEFLECTION feet-------------|-----------ROTATION, degrees-------| X, ft X Y Z XY-Result X Y Z XY-Result 63.00 .00 1.16 -.01 1.16< 1.84%> -1.49 .00 .00 1.49 SABRE COMMUNICATIONS CORP JOB: 0068105 18-Oct-12 15:28 2101 Murray Street CROWN CASTLE USA INC Ph 712.258.6690 Sioux City, IA 51101 Vail Public Works, CO Fx 712.258.8250 CASE - 2: 3s Gusted Wind 0.9 Dead ANSI-TIA-222-G APPURTENANCE LOADS RESULTS DISPLACEMENTS Page 5 WIND OLF 1.00 GUSTED WIND (3sec) 50.0 mph 80.5 kph VERTICAL OLF 1.20 EXP-CAT/STRUC_CLASS C-II DESIGN ICE .00 in EXP-POWER COEFF. .2105 GUST FACTOR (Gh) 1.10 REFERENCE HEIGHT 900.0 ft FORCE COEFF (Cf) .65 PRESSURE @ 32.7 ft 6.7 psf 320.0 Pa IMPORTANCE FAC (I) 1.00 BASE ABOVE Grd 4.0 DIRECTION FAC (Kd) .95 CREST HEIGHT .0 ft TOPOGRAPHIC CAT 1 Center WEIGHT AREA Tx-CABLE FORCES MOM. Line each each WIND Tra-Y Ax-Z Lg-X # Qty Description Elev-Ft Lbs Ft^2 Type Qty #/Ft Psf Kips Kips Ft-K ----- ------------- ------- ---- ---- ---- --- ---- ---- ---- ---- ---- 1 1 User Defined Loading 56.0 630 101.0 7.6 .77 -.8 .0 1 56.0 0 .0 7/8" 12 .54 7.6 .00 -.4 2 1 User Defined Loading 46.0 630 101.0 7.3 .74 -.8 .0 1 46.0 0 .0 7/8" 12 .54 7.3 .00 -.4 3 1 User Defined Loading 36.0 630 101.0 7.0 .71 -.8 .0 1 36.0 0 .0 7/8" 12 .54 7.0 .00 -.3 WIND ICE :--- FORCES,kips ---:---MOMENTS,ft-kips---: F'y Inter X, ft Kzt psf in |ShearX ShearY AxiaZ| BendX BendY TorqZ| ksi 4.8.2 63.00 1.00 5.06 .00 .0 .00 -.1 .0 .0 .0 76.91 .000 58.00 1.00 4.98 .00 .0 .04 -.4 -.1 .0 .0 76.08 .001 56.00 1.00 4.94 .00 .0 .86 -1.7 -.3 .0 .0 75.74 .002 53.00 1.00 4.89 .00 .0 .88 -1.8 -2.9 .0 .0 75.25 .007 53.00 1.00 4.89 .00 .0 .91 -2.0 -2.9 .0 .0 82.20 .005 48.00 1.00 4.79 .00 .0 .94 -2.3 -7.4 .0 .0 81.58 .011 46.00 1.00 4.75 .00 .0 1.73 -3.7 -9.3 .0 .0 81.33 .014 41.00 1.00 4.65 .00 .0 1.78 -4.1 -18.0 .0 .0 80.70 .023 36.00 1.00 4.54 .00 .0 2.55 -5.6 -26.9 .0 .0 80.08 .033 31.00 1.00 4.41 .00 .0 2.60 -6.1 -39.6 .0 .0 79.46 .045 26.00 1.00 4.27 .00 .0 2.65 -6.6 -52.6 .0 .0 78.84 .057 21.00 1.00 4.11 .00 .0 2.71 -7.1 -65.9 .0 .0 78.21 .067 16.00 1.00 3.92 .00 .0 2.76 -7.6 -79.4 .0 .0 77.59 .077 11.00 1.00 3.70 .00 .0 2.81 -8.1 -93.3 .0 .0 76.97 .087 6.00 1.00 3.70 .00 .0 2.87 -8.6 -107.3 .0 .0 76.35 .096 1.00 1.00 3.70 .00 .0 2.90 -8.9 -121.7 .0 .0 75.72 .104 .00 1.00 3.70 .00 .0 2.91 -9.0 124.5 .0 .0 75.60 .106 ELEV |-----------DEFLECTION feet-------------|-----------ROTATION, degrees-------| X, ft X Y Z XY-Result X Y Z XY-Result 63.00 .00 .22 .00 .22< .35%> -.29 .00 .00 .29 SABRE COMMUNICATIONS CORP JOB: 0068105 18-Oct-12 15:28 2101 Murray Street CROWN CASTLE USA INC Ph 712.258.6690 Sioux City, IA 51101 Vail Public Works, CO Fx 712.258.8250 CASE - 3: 3s Gusted Wind&Ice ANSI-TIA-222-G APPURTENANCE LOADS RESULTS DISPLACEMENTS Page 6 WIND OLF 1.00 GUSTED WIND (3sec) 60.0 mph 96.6 kph VERTICAL OLF 1.00 EXP-CAT/STRUC_CLASS C-II DESIGN ICE .00 in EXP-POWER COEFF. .2105 GUST FACTOR (Gh) 1.10 REFERENCE HEIGHT 900.0 ft FORCE COEFF (Cf) .65 PRESSURE @ 32.7 ft 8.6 psf 412.3 Pa IMPORTANCE FAC (I) 1.00 BASE ABOVE Grd 4.0 DIRECTION FAC (Kd) .85 CREST HEIGHT .0 ft TOPOGRAPHIC CAT 1 Center WEIGHT AREA Tx-CABLE FORCES MOM. Line each each WIND Tra-Y Ax-Z Lg-X # Qty Description Elev-Ft Lbs Ft^2 Type Qty #/Ft Psf Kips Kips Ft-K ----- ------------- ------- ---- ---- ---- --- ---- ---- ---- ---- ---- 1 1 User Defined Loading 56.0 630 101.0 9.8 .99 -.6 .0 1 56.0 0 .0 7/8" 12 .54 9.8 .00 -.4 2 1 User Defined Loading 46.0 630 101.0 9.4 .95 -.6 .0 1 46.0 0 .0 7/8" 12 .54 9.4 .00 -.3 3 1 User Defined Loading 36.0 630 101.0 9.0 .91 -.6 .0 1 36.0 0 .0 7/8" 12 .54 9.0 .00 -.2 WIND ICE :--- FORCES,kips ---:---MOMENTS,ft-kips---: F'y Inter X, ft Kzt psf in |ShearX ShearY AxiaZ| BendX BendY TorqZ| ksi 4.8.2 63.00 1.00 6.52 .00 .0 .00 -.1 .0 .0 .0 76.91 .000 58.00 1.00 6.41 .00 .0 .05 -.3 -.2 .0 .0 76.08 .001 56.00 1.00 6.37 .00 .0 1.11 -1.4 -.4 .0 .0 75.74 .002 53.00 1.00 6.30 .00 .0 1.13 -1.5 -3.7 .0 .0 75.25 .008 53.00 1.00 6.30 .00 .0 1.17 -1.7 -3.7 .0 .0 82.20 .006 48.00 1.00 6.18 .00 .0 1.21 -1.9 -9.5 .0 .0 81.58 .013 46.00 1.00 6.13 .00 .0 2.22 -3.1 -12.0 .0 .0 81.33 .016 41.00 1.00 5.99 .00 .0 2.29 -3.4 -23.1 .0 .0 80.70 .029 36.00 1.00 5.85 .00 .0 3.28 -4.7 -34.6 .0 .0 80.08 .041 31.00 1.00 5.68 .00 .0 3.34 -5.1 -51.0 .0 .0 79.46 .056 26.00 1.00 5.50 .00 .0 3.41 -5.5 -67.7 .0 .0 78.84 .071 21.00 1.00 5.29 .00 .0 3.48 -5.9 -84.8 .0 .0 78.21 .085 16.00 1.00 5.05 .00 .0 3.55 -6.3 -102.2 .0 .0 77.59 .097 11.00 1.00 4.76 .00 .0 3.62 -6.7 -119.9 .0 .0 76.97 .110 6.00 1.00 4.76 .00 .0 3.69 -7.2 -138.1 .0 .0 76.35 .121 1.00 1.00 4.76 .00 .0 3.74 -7.4 -156.5 .0 .0 75.72 .132 .00 1.00 4.76 .00 .0 3.74 -7.5 160.3 .0 .0 75.60 .134 ELEV |-----------DEFLECTION feet-------------|-----------ROTATION, degrees-------|MicroW X, ft X Y Z XY-Result X Y Z XY-Result AlloW 63.00 .00 .29 .00 .29< .46%> -.37 .00 .00 .37 SABRE COMMUNICATIONS CORP JOB: 0068105 18-Oct-12 15:28 2101 Murray Street CROWN CASTLE USA INC Ph 712.258.6690 Sioux City, IA 51101 Vail Public Works, CO Fx 712.258.8250 CASE - 4: Service Loads ANSI-TIA-222-G APPURTENANCE LOADS RESULTS DISPLACEMENTS Page 7 Reactions Bolt Threads: Site Data Mu14.9ft-kipsX-Excluded BU#:Axial, Pu:1.2kips Vn=(0.55*Ab*Fu) Site Name:Shear, Vu:4.6kips =0.75, *Vn (kips): App #:Elevation:53 feet38.88 Butt Pole Manufacturer:Other If No stiffeners, Criteria:TIA G <-Only Applcable to Unstiffened Cases Flange Bolt Results Non-Rigid Bolt Tension Capacity, *Tn,B1:54.54kips *Tn Qty:8Adjusted *Tn (due to Vu=Vu/Qty), B:54.53kips Tn[(1-(Vu/Vn)^2]^0.5 Diameter (in.):1 Bolt Fu:120 Max Bolt directly applied Tu:2.99Kips Bolt Material:A325 Bolt Fy:92Min. PL "tc" for B cap. w/o Pry:0.729in N/A:0<-- DisregardMin PL "treq" for actual T w/ Pry:0.126in N/A:0<-- DisregardMin PL "t1" for actual T w/o Pry:0.171in Circle (in.):28.5 T allowable w/o Prying:54.54kips '<0 case Prying Force, q:0.00kips Total Bolt Tension=Tu+q:2.99kips Diam:33inNon-Prying Bolt Stress Ratio, Tu/B:5.5%Pass Thick, t:0.75in Grade (Fy):50ksi Exterior Flange Plate Results Flexural CheckNon-Rigid Strength, Fu:65ksi Compression Side Plate Stress:4.7ksi TIA G Single-Rod B-eff:7.00inAllowable Plate Stress:45.0ksi *Fy Compression Plate Stress Ratio:10.4%Pass Comp. Y.L. Length: No Prying 7.50 Config:0*Tension Side Stress Ratio, (treq/t)^2:2.8%Pass Weld Type:Fillet Groove Depth:0.25<-- Disregard n/a Groove Angle:45<-- Disregard Stiffener Results Fillet H. Weld:0.3125inHorizontal Weld :n/a Fillet V. Weld:0.3125inVertical Weld:n/a Width:3in Plate Flex+Shear, fb/Fb+(fv/Fv)^2:n/a Height:18in Plate Tension+Shear, ft/Ft+(fv/Fv)^2:n/a Thick:0.75inPlate Comp. (AISC Bracket):n/a Notch:0.5in Pole Results Grade:36ksi Pole Punching Shear Check:n/a Weld str.:70ksi Diam:25.5in Thick:0.1875in Grade:65ksi # of Sides:0 "0" IF Round Fu60ksi Reinf. Fillet Weld 0"0" if None * 0 = none, 1 = every bolt, 2 = every 2 bolts, 3 = 2 per bolt ** Note: for complete joint penetration groove welds the groove depth must be exactly 1/2 the stiffener thickness for calculation purposes Stiffened or Unstiffened, Exterior Flange Plate - Any Bolt Material TIA Rev G Pole Data Bolt Data Plate Data Stiffener Data (Welding at Both Sides) Connection Type: CCIplate 1.2 - Ext Flange G 1.2, Effective October 26, 2009 Analysis Date: 10/18/2012 Page 8 Assumptions: Rod groups at corners. Total # rods divisible by 4. Maximum total # of rods = 48. Rod Spacing = Straight Center-to-Center distance between any (2) adjacent rods (same corner) BU#:Mu:646.3ft-kips Site Name:Axial, Pu:9kips App #: Shear, Vu:15.08kips Butt Anchor Rod Results Qty:4Max Rod (Cu+ Vu/):207.4Kips Diam:2.25inAllowable Axial, *Fu*Anet:260.0Kips Rod Material:A615-JAnchor Rod Stress Ratio:79.8%Pass Strength, Fu:100ksi Yield, Fy:75ksi Bolt Circle:39.25in PL Ref. Data Anchor Spacing:6in Base Plate Results Yield Line (in): Base Plate Stress:38.7ksi19.10 Allowable Plate Stress:45.0 ksi Max PL Length: W=Side:37.25inBase Plate Stress Ratio:86.1%Pass 19.10 Thick:1.75in Grade:50ksi B effective19.10in Diam:33.58in Thick:0.25in Grade:65ksi Connection Type: Pole Data Plate Data Square, Unstiffened Base Plate, Any Rod Material - Rev. G Site Data Reactions Anchor Rod Data CCIplate 1.2 - Square Base G 1.0, Effective October 26, 2009 Analysis date: 10/18/2012 Page 9 Page 10 Page 11 Page 12 Page 13 Page 14 Page 15 Page 16 Page 17 Page 18 UBC 1806.8.2.1 & IBC 1805.7.2.1 d = A/2*(1+(1+(4.36*h/A))^0.5) Monopole Moment (ft-k)646.3 Shear (k)15.1 Caisson Diameter, b (ft)5 Caisson Height Above Ground (ft)3.5 Caisson Height Below Ground (ft)20 Lateral soil pressure per foot (lb/ft3)200 Applied lateral force, P (lbs)15080 Dist. from ground to application of P, h (ft)46.36 A = 2.34*P/(S1*b)5.29 Min. Depth of Embedment Required, d (ft)19.21 Page 19