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HomeMy WebLinkAbout0151540-Building (cell tower) � : , CITY OF OSHKOSH No 151540 OS�IKOSH COMMERCIAL BUILDING PERMIT -APPUCATION AND RECORD ON THE WATER Job Address 825 N WASHBURN ST Create Date 08/02/2012 Project Cell Tower __ _ __ Project Number 0 Owner MILLER INVESTMENTS INC Plan Contractor HOGANTECH INC Inspector Nicole Krahn Designer Category 250-Satellite Dish/Antennas Type of Plan 2oning G2 _ Square Footage Major Occ Const Class Fire Protection � Sprinkled 0 Unsprinkled � Sprinkler Design Occupancy Permit Flood Plain Height Permit Park Dedication #Dwelling Units 0 #Structures 0 � Projection Canopies Signs Use/Nature of Work �IComm/Cell Tower• Tower to be constructed per signed and sealed plan received for a 90'monopole and foundation. , HVAC Contractor Plumbing Contractor Electric Contractor Fees: Valuation $150,000.00 Plan Approval $0.00 Permit Fee Paid $538.00 Park Dedication $0.00 Issued By: Date 08/06/2012 Final/O.P. 00/00/0000 � ❑ Permit Voided Parcel Id# 1621010000 ' In the performance of this work I agree to perform all work pursuant to rules governing the described construction. While the City of Oshkosh has no authority to enforce easement restrictions of which it is not a party, if you perform the work described in this permit application within an easement,the City strongly urges the permit applicant to contact the easement holder(s)and to secure any necessary approvals before starting such activity. I have read and understand the afore mentioned information. Signature Date AgenUOwner Address 718 POST RD MADISON WI 53713 - 0000 Telephone Number 608-271-1058 To schedule inspections please call the Inspection Request line at 236-5128 noting the Address, Permit Number,Type of Inspection(i.e. Footing,Service, Final,etc.),Access into Building if Secure(how do we gain entry),your Name and Phone Number. Unless specified otherwise,we will assume the project is ready at the time the request is received. Work may continue if the inspection is not performed within two business days from the time the project is ready. ' � City of Oshkosh P o BoX��30. � Oshkosh,WI 54903 1130 Pho�ae:{924)236-5050 j l�ax:(920)236-5084 Building Permi� Applicatfon �yyyci.oshkosh.svi.us Project Address 325 N. 4Vashburn St. Ahplicant Owner Contractor Tenant Otlaer escribe) Agent Owner/ Narr�e AT&T bVireless Phone 847-?62-2350 Tenant . Address 930 National Pa�•kway,4'h Floor, Schaumburg, IL 60173 EmuIt Coatracto�• Company Name Phone �rs- 7y0-��6 I Contact /"�D ✓��ec, � TG-�- D a Email • L�y} �p � ,.( Y� Address t��� G���tfZ,�' lAr Ar�: K�+P C' /t���,�1 �pn�K�,�1,. 5 I State Credential #'s 11 a�Sgy Dwellie�g ConEractar Qualifier# � D�►elling Contractor t� � Buitding Cantractor itegistration� Acl�itect! Co��any Name Edge Consuiting Phone 6Q8.644.1449 Designer Ca�tact Otto Dingfelder Email Address 624 Water Streei,P►�airie Du Sac,WI 53578 Permit Type Residentiat Single Family Itesidential Duplex Commercial Multifamily Industrial Catagory New Addition Alteration 'ProJeet New cel�totiver and associated equipment including landscapin� Description — Ntechanical Separate permits will be qbtained for the following: ' Permits Etectrical by Same Plumbing by N/A Heating by N/A Value of 3ob $150,000.00 {Vatue for materials&labor is req.to ensure consistency in uccessing permit fces for all applicants.) Payment by: Check # I 3 6U ��538� Cash Pe2•mit Fee Account !ceritfy t{re above irtf'ormaliat ls conrplete arrd accrrrate_ �tt:y deviations,fi�om the above sub�nitisd i�rformatian nfay�eqt�ire add111on�t pernlits to be obtained. I ock�rowledge a►rd ugree to t{:ese terins. Vame:Derek rew te: O12 iignatwe: SabrE Industri�sTM Towers and Poles Structurai Design Report 90' Monopole Site: Washburn Street / Oshkosh, WI Site Number: W16034 Prepared for: EDGE CONSULTING ENGINEERS INC by: Sabre Towers & Poles TM Job Number: 63938 Revision A July 31, 2012 MonopoleProfile.................................................................................. � Foundation Design Summary................................................................. 2 PoleCalculations.................................................................................. 3-12 Foundation Calculations........................................................................ 13-14 , �'�� '` �o ���� � � 4 � �'�$l4Y�l�j_ ��. ��;����3(/ �( �2 � Designed Appurtenance Loading E�ev Description Tx-Lina 90 L.P.Platform(Monoade Only)-12'w/HanGrail 90 (8?RRHs 90 (9?UC6-48-60.18-AP Raycap&auids (3)DC/Fiber Trunks 9b'-10'x!a' <jp (12)RRU(1.88'x 12'x 10.44')Panel Mtennas � �+i0',1RJ'.300` � 90 (�2)8'x P:3in Panel Mtennas (�g)�5;g^ - :� (18)TMAs - 80 L.P.Platlorm(Monopole Only)-12'w/Handrail � 80 (S?RRHs IY 78'`�o'x'<' 80 (9)DC"u48-60-18-8f Raycap Sauids (3)DC/Fi6er Trunks .� D ft�l e0°,?80°,300' 80 (12)RRU(1.88'x 1.2'c 10.44')Panel Antennas � 80 (12)8'x P x 3in Panel Mtennas (18)1 5!8" � 80 (18)TMA9 70 L.P.Plattomi(Mono�uk Only)-72'wf Handrail � 70 (ti?RRHs - � 70 (9)DC6�&60-1&8P Raycap Squids (3)DC;Fiber Trunks �� sa�-m•.+a• �50•.:.80'.300° 70 (72)RRU(1.88'x 12'x 10.e4')Panel Mtennas - 70 (12)8'z 1'x 3in Panel Mtennas (18) I 5l8' � 70 f�8)TMAs � 80 LP.Platlorm(Monoode Only)•12'w/Handrail . GO (6)RRHs �. � 60 (�J)DG64B-60-10-8F Raycap Squids (31 DGPi6er Trunks � N 58'�io'z 14' 60 (12)RRU(1.88'x 1.2'x 10.44')Panel Mtennas 1� �d0`,'80'30U` 60 (121 A'x P x 3in Panel Mtennas (18)7 5/8' 60 (181 TMAs � . 50 (i)D�sh Mount IMonopole Only)-Pipe Mount(8'40'Dish) � - SO (1)3'Solid Dish w/Radome (1)EW63 Load Case Reactions 0 48"8'x t2' �. u�60' Dascriptlon Axial(kipa) Shear(kips) Moment(fl-kj DeflacHon(k) Sway(deg) . H 3sGustedWind 34.8 ^<9.5 207' 4.4 4.83 � N � o a 9s Gusled Wind 0.9 DeaC 26.1 29.4 2648 4.3 4J5 - 3sGustedWind8lce 40.o dJ 318 OJ 0J2 � Service Loads 28.6 7.3 512 t.+. 7.19 Base Plate Dimensions Shape Width Thicknesa Bolt Circle Bolt Qly Bott Diameter � Square 57.25' 2.25" 47J5' 12 225' Mchor Bolt Dimensions � Length Diameter Hola Diameter Weight Type Finish �� 84" 225" 2.625' 1717 A61S75 Galv-'e' � Notes 1) Antenna Feed Lines Run Inside Pole 2) All dimensions are above ground level,unless otherwise specified. 3) Weights shown are estimates. Final weights may vary. 4) The Monopole was designed for a basic wind speed of 90 mph with 0"of radial ice,and 40 mph with 3/4"of radial ice,in accordance with ANSIlTIA- 222-G2(2009),Structure Class II,Exposure Category C,Topographic Category L 5) Full Height Step Bolts 9'f 10.5 v 25a'�270'.9C' �. 4'�,�1 i1.5'x 25.5'�1 B0•JSO• - G.L. �n c ' E � O `� _ - p � — . ' E v� o E - �n z � F m V� C7 � - Sa6re Communications Corporation �'�'� ""'� 210t Murray Street 63938A . SabrE Industries� P.�.8�.658 Cusomec EDGE CONSULTING ENGINEERS INC Towers and Poles' s�o�x c:ry,in s„oz-ossa Site Name rr«,«:;;iz)zsasseo Washbum Street!Oshkosh,WI WI6034 - ca<��1212598]50 � . , Mi�:n ax��r�e n.,�,,,,:.a�zde o.�,�...i or sar„e amm��Kau�,u coz,«anm,cm v�x Description; g0'MonopOle ' � aa n«im«n ev u,«n co;e cn.s»x,n�,ae�nx.,x,me�K.,n.�.c�nn o.�s«e��n w.inua�as�r,,xv . . . � aoaa w,aisa�-..x v�inan�ne:,��a�...�nn croseni d sao.e c�v�,un�wnms c«:uaw�. Date: 7(31 i2012 By: REB Page 1 1---•""" No.: 63938 Sabr� IndustriEs" Towers and Poles Date: 7/31/12 By: REB Customer: EDGE CONSULTING ENGINEERS INC Site: Washburn Street/Oshkosh WI WI6034 90' Monopole at 90 mph Wind with no ice and 40 mph Wind with 0.75 in. Ice per ANSI/TIA-222-G. Antenna Loading per Page 1 ; 5'-6" � Grade Dia. '� Notes: 1). Concrete shall have a minimum r====� 28-day compressive strength of =���� � � IIIIII= 4000 PSI, in accordance with Two (2)#5 ties i i ACI 318-05 within top 5"of ~----� concrete i i 2). Rebar to conform to ASTM specification � � A615 Grade 60. L-----� I � � � 3). All rebar to have a minimum of 3" � � � � _ i � concrete cover. i ----� i i � 4). All exposed concrete corners to be � � chamfered 3/4". I------� I � i j 5). The foundation design is based on the �------i geotechnical report by Edge project no. � � 6638, dated:4/25/12 o--�--�--v �—�--� �--�--a—� I I � �-----� io i i 6). See the geotechnical report for �--a---�—=J—�--�_�=�__a_� T compaction requirements, if specified. IE 18'-6" I �+ 7). The foundation is based on the following factored loads: ELEVATION VIEW Moment(kip-ft) =2071 (23.85 Cu. Yds. each) Axial (kips) =34.8 (1 REQUIRED; NOT TO SCALE) Shear(kips) =29.5 Rebar Schedule er Pad and Pier (30)#7 vertical rebar w/hooks at bottom Pier w/#5 ties, two within top 5"of top of pier then 12"C/C Pad �23)#8 horizontal rebar evenly spaced each way top and bottom (92 Total) 8). This is a design drawing only. Please see final construction drawings for all installation details. Information contained herein is the sole property of Sabre Towers& Poles,constitutes a trade secret as defined by lowa 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 St-P.O.Box 658-Sioux City, IA 51 1 02-0658-Phone 712.258.6690-Fax 712.258.8250 Page 2 SABRE •CONIlKUNICATIONS CORP JOB: 00-63938 31-Ju1-12 16 : 03 2'101 Murray Street EDGE CONSULTING ENGINEERS INC Ph 712 . 258 . 6690 Sioux Cit , IA 51101 Washburn Street / Oshkosh, WI Fx 712 . 258 . 8250 TOP DIAMETER 21.75 in. [ 22.09 in. Point-Point] BOTTOM DIAMETER 41 .81 in. [ 42.45 in. Point-Point] POLE HEIGHT 89.00 ft. 18 SIDED FLAT ORIENTATION BASE HEIGHT 1.00 ft. ABOVE GROUND E-MODULUS 29000 ksi [ 12000 ksi SHEAR MODULUS] APPURTENANCES ATTACH POINTS: N0. X, ft Qty Description Status 1 87.00 1 User Defined Loading Future Appurt 2 86.90 1 User Defined Loading Future Appurt 3 79.00 1 User Defined Loading Future Appurt 4 78.90 1 User Defined Loading Future Appurt 5 69.00 1 User Defined Loading Future Appurt 6 68.90 1 User Defined Loading Future Appurt 7 59.00 1 User Defined Loading Future Appurt 8 58.90 1 User Defined Loading Future Appurt 9 49.00 1 Pipe Mount (8' -10' Dishes) 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 X, ft. in. Type in. in/ft ft. lbs Spec Finish 1 40 . 00 . 18750 SLIP-JNT 54 . . 2296 40 . 00 2118 A572-65 GALVANIZE 2 89 . 00 .31250 C-WELD . 2296 53 . 50 6383 A572-65 GALVANIZE SECTION PROPERTIES Area Iz IxIy SxSy X,ft UP,ft D, in T,in inz in4 in4 in3 w/t d/t FY(ksi) 89.00 .00 21.75 .1875 12.83 1508 754 68.3 18.69 116.0 65.00 TOP 87.00 2.00 22.21 .1875 13.11 1606 803 71.2 19.12 118.4 65.00 PO1 86.90 2.10 22.23 .1875 13.12 1610 805 71.3 19.14 118.6 65.00 P02 81.90 7.10 23.38 .1875 13.80 1876 938 79.0 20.22 124.7 65.00 79.00 10.00 24.05 .1875 14.20 2040 1020 83.5 20.85 128.2 65.00 P03 78.90 10.10 24.07 .1875 14.21 2046 1023 83.7 20.87 128.4 65.00 PO4 73.90 15.10 25.22 .1875 14.89 2358 1179 92.1 21.95 134.5 65.00 69.00 20.00 26.34 .1875 15.56 2688 1344 100.5 23.01 140.5 65.00 P05 ' 68.90 20.10 26.36 .1875 15.58 2696 1348 100.7 23.03 140.6 65.00 P06 63.90 25.10 27.51 .1875 16.26 3068 1534 109.8 24.11 146.7 65.00 59.00 30.00 28.64 .1875 16.93 3462 1731 119.1 25.17 152.7 65.00 P07 58.90 30.10 28.66 .1875 16.94 3470 1735 119.2 25.19 152.9 65.00 P08 53.90 35.10 29.81 .1875 17.63 3908 1954 129.1 26.27 159.0 65.00 53.50 35.50 29.90 .1875 17.68 3942 1971 129.8 26.35 159.5 65.00 Slip-BO1 49.00 40.00 30.56 .3125 30.00 6932 3466 223.4 15.48 97.8 65.00 Slip-T0209 44.00 45.00 31.71 .3125 31.14 7752 3876 240.8 16.13 101.5 65.00 39.00 50.00 32.85 .3125 32.28 8634 4317 258.8 16.77 105.1 65.00 34.00 55.00 34.00 .3125 33.41 9578 4789 277.4 17.42 108.8 65.00 29.00 60.00 35.15 .3125 34.55 10592 5296 296.8 18.07 112.5 65.00 24.00 65.00 36.30 .3125 35.69 11674 5837 316.7 18.72 116.2 65.00 19.00 70.00 37.44 .3125 36.83 12828 6414 337.4 19.36 119.8 65.00 14.00 75.00 38.59 .3125 37.97 14054 7027 358.6 20.01 123.5 65.00 9.00 80.00 39.74 .3125 39.11 15356 7678 380.5 20.66 127.2 65.00 4.00 85.00 40.89 .3125 40.24 16738 8369 403.1 21.31 130.8 65.00 .00 89.00 41.81 .3125 41.16 17900 8950 421.7 21.83 133.8 65.00 BASE Page 3 SABRE COMMUNICATIONS CORP JOB: 00-63938 31-Ju1-12 16 : 03 2101 Murray Street EDGE CONSULTING ENGINEERS INC Ph 712 . 258 . 6690 Sioux Cit , IA 51101 Washburn Street / Oshkosh, WI Fx 712 . 258 . 8250 CASE - 1 : 3s Gusted Wind ANSI-TIA-222-G 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 1.0 DIRECTION FAC (Kd) .95 CREST HEIGHT .0 ft TOPOGRAPHIC CAT 1 APPURTENANCES Sabre Areas 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 87.0 1491 77.8 42.7 3.32 -1.8 -.2 12 8' X 1' X 3IN PANEL 89.0 80 .0 1 5/8" 21 1.04 42.9 .00 -3.4 18 TMA 89.0 8 .4 None 1 .00 42.9 .31 -.2 -.6 12 RRU (1.88' X 1.2' X 10.4 89.0 25 3.2 None 1 .00 42.9 1.63 -.4 -3.3 2 1 User Defined Loading 86.9 0 .0 42.7 .00 .0 .0 6 RRH 89.0 44 1.3 None 1 .00 42.9 .34 -.3 -.7 9 DC6-48-60-18-8F 89.0 20 1.3 None 1 .00 42.9 .49 -.2 -1.0 3 1 User Defined Loading 79.0 1491 77.8 41.9 3.26 -1.8 -.2 12 8' X 1' X 3IN PANEL 79.0 80 .0 1 5/8" 21 1.04 41.9 .00 -3.2 18 TMA 79.0 8 .4 None 1 .00 41.9 .30 -.2 12 RRU (1.88' X 1.2' X 10.4 79.0 25 3.2 None 1 .00 41.9 1.59 -.4 4 1 User Defined Loading 78.9 0 .0 41.9 .00 .0 .0 6 RRH 79.0 44 1.3 None 1 .00 41.9 .33 -.3 .0 9 DC6-48-60-18-8F 79.0 20 1.3 None 1 .00 41.9 .48 -.2 .0 5 1 User Defined Loading 69.0 1491 77.8 40.7 3.17 -1.8 -.2 12 8' X 1' X 3IN PANEL 69.0 80 .0 1 5/8" 21 1.04 40.7 .00 -3.0 18 TMA 69.0 8 .4 None 1 .00 40.7 .29 -.2 12 RRU (1.88' X 1.2' X 10.4 69.0 25 3.2 None 1 .00 40.7 1.54 -.4 6 1 User Defined Loading 68.9 0 .0 40.7 .00 .0 .0 6 RRH 69.0 44 1.3 None 1 .00 40.7 .32 -.3 .0 9 DC6-48-60-18-8F 69.0 20 1.3 None 1 .00 40.7 .46 -.2 .0 7 1 User Defined Loading 59.0 1491 77.8 39.4 3.07 -1.8 -.2 12 8' X 1' X 3IN PANEL 59.0 80 .0 1 5/8" 21 1.04 39.4 .00 -2.7 18 TMA 59.0 8 .4 None 1 .00 39.4 .28 -.2 12 RRU (1.88' X 1.2' X 10.4 59.0 25 3.2 None 1 .00 39.4 1.49 -.4 8 1 User Defined Loadinq 58.9 0 .0 39.4 .00 .0 .0 6 RRH 59.0 44 1 .3 None 1 .00 39.4 .31 -.3 .0 9 DC6-48-60-18-8F 59.0 20 1.3 None 1 .00 39.4 .45 -.2 .0 9 1 Pipe Mount (8' -10' Dishes) 49.0 79 .1 37.9 .00 -.1 .0 1 3' SOLID DISH W/ RADOME 49.0 165 6.1 EW63 1 .51 37.9 .23 -.2 RESULTS 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 89.00 1.00 27.90 .00 .0 .00 -.1 .0 .0 .0 79.40 .000 87.00 1.00 27.76 .00 .0 5.79 -5.4 -4.1 .0 .0 78.89 .016 86.90 1.00 27.76 .00 .0 6.85 -6.0 -6.5 .0 .0 78.86 .022 81.90 1.00 27.42 .00 .0 7.08 -6.2 -40.7 .0 .0 77.59 .095 79.00 1.00 27.21 .00 .0 12.75 -11.4 -61.4 .0 .0 76.86 .140 78.90 1.00 27.21 .00 .0 13.74 -12.0 -62.8 .0 .0 76.83 .143 73.90 1.00 26.84 .00 .0 14.01 -12.4 -131.4 .0 .0 75.56 .265 69.00 1.00 26.46 .00 .0 19.54 -17.4 -200.3 .0 .0 74.31 .376 68.90 1.00 26.45 .00 .0 20.49 -18.1 -202.3 .0 .0 74.29 .379 63.90 1.00 26.04 .00 .0 20.72 -18.5 -304.8 .0 .0 73.02 .526 59.00 1.00 25.61 .00 .0 26.01 -23.5 -406 .4 .0 .0 71.77 .658 58.90 1.00 25.60 .00 .0 26.89 -24.2 -409.1 .0 .0 71.75 .662 53.90 1.00 25.14 .00 .0 26.99 -24.5 -543.6 .0 .0 70.48 .821 53.50 1.00 25.10 .00 .0 27.10 -25.0 -554.3 .0 .0 70.37 .834 49.00 1.00 24.65 .00 .0 27.58 -26.4 -676.3 .0 .0 82.55 .501 44.00 1.00 24.11 .00 .0 27.80 -27.3 -814.2 .0 .0 82.42 .559 39.00 1.00 23.52 .00 .0 28.00 -28.1 -953.3 .0 .0 81.65 .614 34.00 1 .00 22.87 .00 .0 28.20 -29.0 -1093.3 .0 .0 80.89 .662 29.00 1.00 22.14 .00 .0 28.39 -29.8 -1234.2 .0 .0 80.13 .705 24.00 1.00 21.30 .00 .0 28.58 -30.7 -1375.8 .0 .0 79.37 .742 19.00 1.00 20.32 .00 .0 28.77 -31.6 -1519.2 .0 .0 78.60 .776 14.00 1.00 19.16 .00 .0 28.96 -32.6 -1662.5 .0 .0 77.84 .807 9.00 1.00 19.16 .00 .0 29.15 -33.6 -1807.5 .0 .0 77.08 .834 4.00 1 .00 19.16 .00 .0 29.33 -34.5 -1953.3 .0 .0 76.32 .859 .00 1.00 19.16 .00 .0 29.46 -34.8 2070.8 .0 .0 75.71 .878 Page 4 SABRE COMMUNICATIONS CORP JOB: 00-63938 31-Ju1-12 16 : 03 2101 Murray Street EDGE CONSULTING ENGINEERS INC Ph 712 . 258 . 6690 Sioux Cit , IA 51101 Washburn Street / Oshkosh, WI Fx 712 . 258 . 8250 D I SPLACEMENTS -- ELEV �----------DEFLECTION feet-------------�----------ROTATION, degrees------� X, ft X Y Z XY-Result X Y Z XY-Result 89.00 .00 4.39 -.14 4.39< 4.930> -4.83 .00 .00 4.83 Page 5 S�BRE COMMUNICATIONS CORP JOB: 00-63938 31-Ju1-12 16 : 03 2101 Murray Street EDGE CONSULTING ENGINEERS INC Ph 712 . 258 . 6690 Sioux City, IA 51101 Washburn Street / Oshkosh, WI Fx 712 . 258 . 8250 CASE - 2 : 3s Gusted Wind 0. 9 Dead ANSI-TIA-222-G 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 1.0 DIRECTION FAC (Kd) .95 CREST HEIGHT .0 ft TOPOGRAPHIC CAT 1 APPURTENANCES Sabre Areas 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 87.0 1491 77.8 42.7 3.32 -1.3 -.2 12 8' X 1' X 3IN PANEL 89.0 80 .0 1 5/8" 21 1.04 42.9 .00 -2.6 18 TMA 89.0 8 .4 None 1 .00 42.9 .31 -. 1 -.6 12 RRU (1.88' X 1.2' X 10.4 89.0 25 3.2 None 1 .00 42.9 1.63 -.3 -3.3 2 1 User Defined Loading 86.9 0 .0 42.7 .00 .0 .0 6 RRH 89.0 44 1.3 None 1 .00 42.9 .34 -.2 -.7 9 DC6-48-60-18-8F 89.0 20 1.3 None 1 .00 42.9 .49 -.2 -1.0 3 1 User Defined Loading 79.0 1491 77.8 41.9 3.26 -1.3 -.2 12 8' X 1' X 31N PANEL 79.0 80 .0 1 5/8" 21 1.04 41.9 .00 -2.4 18 TMA 79.0 8 .4 None 1 .00 41.9 .30 -.1 12 RRU (1.88' X 1.2' X 10.4 79.0 25 3.2 None 1 .00 41.9 1.59 -.3 4 1 User Defined Loading 78.9 0 .0 41.9 .00 .0 .0 6 RRH 79.0 44 1.3 None 1 .00 41.9 .33 -.2 .0 9 DC6-48-60-18-8F 79.0 20 1.3 None 1 .00 41.9 .48 -.2 .0 5 1 User Defined Loading 69.0 1491 77.8 40.7 3.17 -1.3 -.2 12 8' X 1' X 31N PANEL 69.0 80 .0 1 5/8" 21 1.04 40.7 .00 -2.2 18 TMA 69.0 8 .4 None 1 .00 40.7 .29 -:1 12 RRU (1.88' X 1.2' X 10.4 69.0 25 3.2 None 1 .00 40.7 1.54 -.3 6 1 User Defined Loading 68.9 0 .0 40.7 .00 .0 .0 6 RRH 69.0 44 1.3 None 1 .00 40.7 .32 -.2 .0 9 DC6-48-60-18-8F 69.0 20 1.3 None 1 .00 40.7 .46 -.2 .0 7 1 User Defined Loading 59.0 1491 77.8 39.4 3.07 -1.3 -.2 12 8' X 1' X 3IN PANEL 59.0 80 .0 1 5/8" 21 1.04 39.4 .00 -2.0 18 TMA 59.0 8 .4 None 1 .00 39.4 .28 -.1 12 RRU (1.88' X 1.2' X 10.4 59.0 25 3.2 None 1 .00 39.4 1.49 -.3 8 1 User Defined Loading 58.9 0 .0 39.4 .00 .0 .0 6 RRH 59.0 44 1.3 None 1 .00 39.4 .31 -.2 .0 9 DC6-48-60-18-8F 59.0 20 1.3 None 1 .00 39.4 .45 -.2 .0 9 1 Pipe Mount (8' -10' Dishes) 49.0 79 .1 37.9 .00 -.1 .0 1 3' SOLID DISH W/ RADOME 49.0 165 6.1 EW63 1 .51 37.9 .23 -.2 RESULTS WIND ICE :--- FORCES,kips ---:--MOMENTS,ft-kips--: F'� Inter X, ft Kzt psf in �ShearX ShearY AxiaZ � BendX BendY TorqZ� ksi 4.8.2 89.00 1.00 27.90 .00 .0 .00 .0 .0 .0 .0 79.40 .000 87.00 1.00 27.76 .00 .0 5.66 -3.9 -4.1 .0 .0 78.89 .014 86.90 1.00 27.76 .00 .0 6.71 -4.4 -6.5 .0 .0 78.86 .020 81.90 1.00 27.42 .00 .0 6.93 -4.6 -40.0 .0 .0 77.59 .092 79.00 1.00 27.21 .00 .0 12.48 -8.3 -60.2 .0 .0 76.86 .134 78.90 1.00 27.21 .00 .0 13.46 -8.8 -61.6 .0 .0 76.83 .137 73.90 1.00 26.84 .00 .0 13. 73 -9. 1 -128.8 .0 .0 75.56 .257 69.00 1.00 26.46 .00 .0 19.16 -12.8 -196.3 .0 .0 74.31 .364 68.90 1.00 26.45 .00 .0 20.11 -13.3 -198.3 .0 .0 74.29 .368 63.90 1.00 26.04 .00 .0 20.36 -13.6 -298.8 .0 .0 73.02 .511 59.00 1.00 25.61 .00 .0 25.57 -17.2 -398.8 .0 .0 71.77 .640 58.90 1.00 25.60 .00 .0 26.46 -17.8 -401 .4 .0 .0 71.75 .644 53.90 1.00 25.14 .00 .0 26.58 -18.0 -533.7 .0 .0 70.48 .800 53.50 1.00 25.10 .00 .0 26.70 -18.5 -544.3 .0 .0 70.37 .813 49.00 1.00 24.65 .00 .0 27.20 -19.5 -664.5 .0 .0 82.55 .490 44.00 1.00 24.11 .00 .0 27.45 -20.2 -800.5 .0 .0 82.42 .547 39.00 1.00 23.52 .00 .0 27.68 -20.9 -937.5 .0 .0 81.65 .601 34.00 1.00 22.87 .00 .0 27.91 -21.5 -1075.8 .0 .0 80.89 .649 29.00 1.00 22.14 .00 .0 28.14 -22.2 -1215.8 .0 .0 80.13 .691 24.00 1.00 21.30 .00 .0 28.37 -22.9 -1356.7 .0 .0 79.37 .729 19.00 1.00 20.32 .00 .0 28.61 -23.7 -1498.3 .0 .0 78.60 .763 14.00 1.00 19.16 .00 .0 28.85 -24.4 -1641.7 .0 .0 77.84 .794 9.00 1.00 19.16 .00 .0 29.09 -25.2 -1785.8 .0 .0 77.08 .822 4.00 1.00 19.16 .00 .0 29.31 -25.9 -1930.8 .0 .0 76.32 .847 .00 1.00 19.16 .00 .0 29.44 -26.1 2048.3 .0 .0 75.71 .865 Page 6 SABRE COMMUNICATIONS CORP JOB: 00-63938 31-Ju1-12 16 : 03 2101 Murray Street EDGE CONSULTING ENGINEERS INC Ph 712 . 258 . 6690 Sioux Cit , IA 51101 Washburn Street / Oshkosh, WI Fx 712 . 258 . 8250 D I SP LACEMENTS ELEV �-----------DEFLECTION feet- -------�-----—---ROTATION, degrees——--� X, ft X Y Z XY-Result X Y Z XY-Result 89.00 .00 4.32 -.14 4.32< 4.860> -4.75 .00 .00 4.75 Page 7 SABRE CO1�Il+4iJNICATIONS CORP JOB: 00-63938 31-Ju1-12 16 : 03 2101 Murray Street EDGE CONSULTING ENGINEERS INC Ph 712 . 258 . 6690 Sioux City, IA 51101 Washburn Street / Oshkosh, WI Fx 712 . 258 . 8250 CASE - 3: 3s Gusted Wind&Ice ANSI-TIA-222-G WIND OLF 1.00 GUSTED WIND (3sec) 40.0 mph 64.4 kph VERTICAL OLF 1.20 EXP-CAT/STRUC CLASS C-II DESIGN ICE .75 in EXP-POWER COEFF. .2105 GUST FACTOR (Gh) 1 .10 REFERENCE HEIGHT 900.0 ft FORCE COEFF (Cf) 1 .20 PRESSURE @ 32.7 ft 4.3 psf 204.8 Pa IMPORTANCE FAC (I) 1.00 BASE ABOVE Grd 1.0 DIRECTION FAC (Kd) .95 CREST HEIGHT .0 ft TOPOGRAPHIC CAT 1 APPURTENANCES Sabre Areas 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 87.0 1640 85.5 5.3 .45 -2.0 .0 12 8' X 1' X 3IN PANEL 89.0 131 .0 1 5/8" 21 1.04 5.3 .00 -3.4 18 TMA 89.0 11 .5 None 1 .00 5.3 .05 -.2 -.l 12 RRU (1.88' X 1.2' X 10.4 89.0 49 3.5 None 1 .00 5.3 .22 -.4 -.4 2 1 User Defined Loading 86.9 0 .0 5.3 .00 .0 .0 6 RRH 89.0 62 1.6 None 1 .00 5.3 .05 -.3 -.1 9 DC6-48-60-18-8F 89.0 39 1.5 None 1 .00 5.3 .07 -.2 -.1 3 1 User Defined Loading 79.0 1640 85.5 5.2 .44 -2.0 .0 12 8' X 1' X 31N PANEL 79.0 131 .0 1 5/8" 21 1.04 5.2 .00 -3.2 18 TMA 79.0 11 .5 None 1 .00 5.2 .05 -.2 12 RRU (1.88' X 1.2' X 10.4 79.0 49 3.5 None 1 .00 5.2 .22 -.4 4 1 User Defined Loading 78.9 0 .0 5.2 .00 .0 .0 6 RRH 79.0 62 1.6 None 1 .00 5.2 .05 -.3 9 DC6-48-60-18-8F 79.0 39 1.5 None 1 .00 5.2 .07 -.2 5 1 User Defined Loading 69.0 1640 85.5 5.0 .43 -2.0 .0 12 8' X 1' X 3IN PANEL 69.0 131 .0 1 5/8" 21 1.04 5.0 .00 -3.0 18 TMA 69.0 11 .5 None 1 .00 5.0 .OS -.2 12 RRU (1.88' X 1.2' X 10.4 69.0 49 3.5 None 1 .00 5.0 .21 -.4 6 1 User Defined Loading 68.9 0 .0 5.0 .00 .0 .0 6 RRH 69.0 62 1.6 None 1 .00 5.0 .05 -.3 9 DC6-48-60-18-8F 69.0 39 1.5 None 1 .00 5.0 .07 -.2 7 1 User Defined Loading 59.0 1640 85.5 4.9 .42 -2.0 .0 12 8' X 1' X 31N PANEL 59.0 131 .0 1 5/8" 21 1.04 4.9 .00 -2.7 18 TMA 59.0 11 .5 None 1 .00 4.9 .05 -.2 12 RRU (1.88' X 1.2' X 10.4 59.0 49 3.5 None 1 .00 4.9 .21 -.4 8 1 User Defined Loading 58.9 0 .0 4.9 .00 .0 .0 6 RRH 59.0 62 1.6 None 1 .00 4.9 .05 -.3 9 DC6-48-60-18-8F 59.0 39 1.5 None 1 .00 4.9 .06 -.2 9 1 Pipe Mount (8' -10' Dishes) 49.0 86 .1 4.7 .00 -.1 .0 1 3' SOLID DISH W/ RADOME 49.0 294 6.4 EW63 1 .51 4.7 .03 -.2 RESULTS 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 89.00 1.00 6.36 1.66 .0 .00 -.1 .0 .0 .0 79.40 .000 87.00 1.00 6.33 1.65 .0 .82 -6.1 -.6 .0 .0 78.89 .008 86.90 1.00 6.33 1.65 .0 .99 -6.9 -.9 .0 .0 78.86 .010 81.90 1.00 6.25 1.64 .0 1.05 -7.3 -5.9 .0 .0 77.59 .020 79.00 1.00 6.20 1.64 .0 1.86 -13.2 -9.0 .0 .0 76.86 .032 78.90 1.00 6.20 1.64 .0 2.02 -14.0 -9.2 .0 .0 76.83 .033 73.90 1.00 6.12 1.63 .0 2.09 -14.6 -19.3 .0 .0 75.56 .051 69.00 1.00 6.03 1.62 .0 2.88 -20.4 -29.6 .0 .0 74.31 .072 : 68.90 1.00 6.03 1.62 .0 3.04 -21.2 -29.9 .0 .0 74.29 .074 63.90 1.00 5.94 1.60 .0 3.11 -21.8 -45.0 .0 .0 73.02 .095 59.00 1.00 5.84 1.59 .0 3.86 -27.3 -60.3 .0 .0 71.77 .119 ' 58.90 1.00 5.84 1 .59 .0 4.01 -28.2 -60.7 .0 .0 71.75 .120 53.90 1.00 5.73 1.58 .0 4.04 -28.5 -80.7 .0 .0 70.48 .144 53.50 1.00 5.72 1.58 .0 4.07 -29.2 -82.3 .0 .0 70.37 .146 49.00 1.00 5.62 1.56 .0 4.17 -30.7 -100.7 .0 .0 82.55 .087 44.00 1.00 5.49 1.55 .0 4.23 -31.8 -121.5 .0 .0 82.42 .095 39.00 1.00 5.36 1.53 .0 4.29 -32.8 -142.6 .0 .0 81.65 .104 34.00 1.00 5.21 1 .51 .0 4.35 -33.8 -164.1 .0 .0 80.89 .111 29.00 1.00 5.05 1.49 .0 4.41 -34.8 -185.8 .0 .0 80.13 .118 24.00 1.00 4.86 1.46 .0 4.47 -35.9 -207.9 .0 .0 79.37 .124 19.00 1 .00 4.63 1.43 .0 4.53 -37.0 -230.3 .0 .0 78.60 .130 14.00 1.00 4.37 1.39 .0 4.59 -38.1 -252.8 .0 .0 77.84 .135 9.00 1.00 4.37 1 .33 .0 4.65 -39.3 -275.8 .0 .0 77.08 .140 4.00 1.00 4.37 1 .24 .0 4.70 -40.3 -299.0 .0 .0 76.32 .144 .00 1.00 4.37 1.06 .0 4.73 -40.7 317.8 .0 .0 75.71 .147 Page 8 �ABRE COMMUNICATIONS CORP JOB: 00-63938 31-Ju1-12 16 : 03 2101 Murray Street EDGE CONSULTING ENGINEERS INC Ph 712 . 258 . 6690 Sioux Cit , IA 51101 Washburn Street / Oshkosh, WI Fx 712 . 258 . 8250 DISPLACEMENTS ELEV I-----------DEFLECTION feet------- -�-- ---ROTATION, degrees-------� X, ft X Y Z XY-Result X Y Z XY-Result 89.00 .00 .66 -.O1 .66< .74%> -.72 .00 .00 .72 Page 9 SABRE COMMUNICATIONS CORP JOB: 00-63938 31-Ju1-12 16 : 03 2101 Murray Street EDGE CONSULTING ENGINEERS INC Ph 712 . 258 . 6690 Sioux Cit , IA 51101 Washburn Street / Oshkosh, WI Fx 712 . 258 . 8250 CASE - 4 : Service Loads ANSI-TIA-222-G 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 1.0 DIRECTION FAC (Kd) .85 CREST HEIGHT .0 ft TOPOGRAPHIC CAT 1 APPURTENANCES Sabre Areas 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 87.0 1491 77.8 10.6 .83 -1.5 .0 12 8' X 1' X 3IN PANEL 89.0 80 .0 1 5/8" 21 1 .04 10.7 .00 -2.9 18 TMA 89.0 8 .4 None 1 .00 10.7 .08 -.1 -.2 12 RRU (1.88' X 1.2' X 10.4 89.0 25 3.2 None 1 .00 10.7 .40 -.3 -.8 2 1 User Defined Loading 86.9 0 .0 10.6 .00 .0 .0 6 RRH 89.0 44 1.3 None 1 .00 10.7 .08 -.3 -.2 9 DC6-48-60-18-8F 89.0 20 1.3 None 1 .00 10.7 .12 -.2 -.3 3 1 User Defined Loading 79.0 1491 77.8 10.4 .81 -1.5 .0 12 8' X 1 ' X 31N PANEL 79.0 80 .0 1 5/8" 21 1.04 10.4 .00 -2.7 18 TMA 79.0 8 .4 None 1 .00 10.4 .07 -.1 12 RRU (1.88 ' X 1.2' X 10.4 79.0 25 3.2 None 1 .00 10.4 .39 -.3 4 1 User Defined Loading 78.9 0 .0 10.4 .00 .0 .0 6 RRH 79.0 44 1.3 None 1 .00 10.4 .08 -.3 9 DC6-48-60-18-8F 79.0 20 1.3 None 1 .00 10.4 .12 -.2 .0 5 1 User Defined Loading 69.0 1491 77.8 10.1 .79 -1.5 .0 12 8' X 1 ' X 31N PANEL 69.0 80 .0 1 5/8" 21 1.04 10.1 .00 -2.5 18 TMA 69.0 8 .4 None 1 .00 10.1 .07 -.1 12 RRU (1.88' X 1.2' X 10.4 69.0 25 3.2 None 1 .00 10.1 .38 -.3 6 1 User Defined Loading 68.9 0 .0 10.1 .00 .0 .0 6 RRH 69.0 44 1.3 None 1 .00 10.1 .08 -.3 9 DC6-48-60-18-8F 69.0 20 1.3 None 1 .00 10.1 .12 -.2 .0 7 1 User Defined Loading 59.0 1491 77.8 9.8 .76 -1.5 .0 12 8' X 1' X 3IN PANEL 59.0 80 .0 1 5/8" 21 1.04 9.8 .00 -2.2 18 TMA 59.0 8 .4 None 1 .00 9.8 .07 -.1 12 RRU (1.88' X 1.2' X 10.4 59.0 25 3.2 None 1 .00 9.8 .37 -.3 8 1 User Defined Loading 58.9 0 .0 9.8 .00 .0 .0 6 RRH 59.0 44 1.3 None 1 .00 9.8 .08 -.3 9 DC6-48-60-18-SF 59.0 20 1.3 None 1 .00 9.8 .11 -.2 .0 9 1 Pipe Mount (8' -10' Dishes) 49.0 79 .1 9.4 .00 -.1 .0 1 3' SOLID DISH W/ RADOME 49.0 165 6.1 EW63 1 .51 9.4 .06 -.2 RESULTS WIND ICE :--- FORCES,kips ---:---MOMENTS, ft-kips---: F'� Inter X, ft Kzt psf in �ShearX ShearY AxiaZ � BendX BendY TorqZ � ksi 4.8.2 89.00 1.00 6.93 .00 .0 .00 .0 .0 .0 .0 79.40 .000 87.00 1.00 6.90 .00 .0 1.42 -4.9 -1.0 .0 .0 78.89 .008 86.90 1.00 6.90 .00 .0 1.68 -5.4 -1.6 .0 .0 78.86 .010 81.90 1.00 6.81 .00 .0 1.74 -5.6 -10.0 .0 .0 77.59 .028 79.00 1.00 6.76 .00 .0 3.13 -10.3 -15.1 .0 .0 76.86 .042 78.90 1.00 6.76 .00 .0 3.38 -10.8 -15.4 .0 .0 76.83 .043 73.90 1.00 6.67 .00 .0 3.45 -11.1 -32.3 .0 .0 75.56 .073 69.00 1.00 6.58 .00 .0 4.81 -15.6 -49.3 .0 .0 74.31 .103 68.90 1.00 6.57 .00 .0 5.04 -16.2 -49.8 .0 .0 74.29 .104 63.90 1.00 6.47 .00 .0 5.10 -16.5 -75.0 .0 .0 73.02 .140 59.00 1.00 6.37 .00 .0 6.41 -20.8 -100.0 .0 .0 71.77 .175 58.90 1.00 6.36 .00 .0 6.63 -21.4 -100.7 .0 .0 71.75 .177 53.90 1.00 6.25 .00 .0 6.65 -21.5 -133.8 .0 .0 70.48 .216 53.50 1.00 6.24 .00 .0 6.68 -21.9 -136.5 .0 .0 70.37 .219 49.00 1.00 6.13 .00 .0 6.80 -22.9 -166.5 .0 .0 82.55 .131 44.00 1 .00 5.99 .00 .0 6.86 -23.6 -200.5 .0 .0 82.42 .145 39.00 1.00 5.85 .00 .0 6.92 -24.2 -234.8 .0 .0 81.65 .158 34.00 1.00 5.68 .00 .0 6.97 -24.8 -269.4 .0 .0 80.89 .170 29.00 1.00 5.50 .00 .0 7.02 -25.3 -304.3 .0 .0 80.13 .181 24.00 1.00 5.29 .00 .0 7.07 -26.0 -339.3 .0 .0 79.37 .190 19.00 1.00 5.05 .00 .0 7.13 -26.6 -374.8 .0 .0 78.60 .199 14.00 1.00 4.76 .00 .0 7.18 -27.3 -410.3 .0 .0 77.84 .206 9.00 1.00 4.76 .00 .0 7.24 -27.9 -446.3 .0 .0 77.08 .213 4.00 1.00 4.76 .00 .0 7.29 -28.6 -482.5 .0 .0 76.32 .219 .00 1.00 4.76 .00 .0 7.32 -28.8 511.7 .0 .0 75.71 .224 Page 10 SABRE COMMiJNICATIONS CORP JOB: 00-63938 31-Ju1-12 16 : 03 2101 Murray Street EDGE CONSULTING ENGINEERS INC Ph 712 . 258 . 6690 Sioux Cit , IA 51101 Washburn Street / Oshkosh, WI Fx 712 . 258 . 8250 DISPLACEMENTS - ELEV �-----------DEFLECTION feet------------j---------ROTATION, degrees----—�MicroW X, ft X Y Z XY-Result X Y Z XY-Result AlloW 89.00 .00 1.08 -.O1 1.08< 1.220> -1.19 .00 .00 1.19 Page 11 SABRE COMMUNICATIONS CORP JOB: 00-63938 31-Ju1-12 16 : 03 2101 Murray Street EDGE CONSULTING ENGINEERS INC Ph 712 . 258 . 6690 : Sioux City, IA 51101 Washburn Street / Oshkosh, WI Fx 712 . 258 . 8250 ' SHAPE: 18 SIDED POLYGON with FLAT-FLAT ORIENTATION BOLTS: QUADRANT SPACED BOLTS 6.00 in. ON CENTER LOCATE: POLE DATA DIAMETER = 41.81 in. BASE AXIAL FORCE= -34.8 kips Vert PLATE _ .3125 in. ACTIONS SHEAR X = 20.8 kips Long TAPER = 2296 in/ft SHEAR Y = 20.8 kips Tran POLE Fy = 65.00 ksi X-AXIS MOM = 1464.1 ft-kips Tran Y-Axis MOM = 1464.1 ft-kips Long Z-Axis MOM = .0 ft-kips Vert DESIGN CASE = 1 3s Gusted Wind Design: ANY Orientation Reactions at 45.00 deg to X-AXIS BOLT LOADS AXIAL - COMPRESSION = 176.37 kips AXIAL - TENSION = 170.57 kips SHEAR = 3.47 kips AXIAL STRESS = 54.27 ksi SHEAR STRESS = 1.13 ksi YIELD STRENGTH Fy = 75.00 ksi ULT. STRENGTH Fu = 100.00 ksi Interaction ALLOW STRESS Fa [ .80 x 1.00] = 80.00 ksi .707 TIA-G SHEAR Fv [ .80 x .40] = 32.00 ksi TENSION AREA REQUIRED = 2.20 in^2 TENSION AREA FURNISHED = 3.25 in^2 ROOT AREA FURNISHED = 3.07 in^2 A615 : . : ANCHOR BOLT DESIGN USED 12 Bolts on a 47 . 750 in. Bolt Circle SHIP 2 .250 in. Diameter 67 . 13 in. Embedded (lbs) 12 . 00 in. Ex osed 84 . 00 in. Total Len th 1641 CONCRETE - Fc= 4000 psi ANCHOR BOLTS are STRAIGHT w\ UPLIFT NUT BASE PLATE . [Bend Model: Flat- 17] gA$E PLATE USED YIELD STRENGTH = 50.0 ksi BEND LINE WIDTH = 25.1 in. 2 . 25 in. THICK SHIP PLATE MOMENT = 1236.0 in-k 47 . 25 in. SQUARE THICKNESS REQD = 2.090 in. (1bS) aENDING s'rREss = 38.8 ksi 29 . 75 in. CENTER HOLE 851 ALLOWABLE STRESS = 45.0 ksi [Fy x .90 x 1.00� 8 . 00 in. CORNER CLIP _ _ __ _ __ LOAD CASE STJNIlKARY _ __ _ _ . _ ABolt-Str Plate-Str _FORCES-(kips)_ _MOMENTS-(ft-k)_ Allow _Actual Allow_Design LC Axial ShearX ShearY X-axis Y-axis TorQ CSR ksi ksi ksi Code 1 34.8 20.8 20.8 1464 1464 0 .707 75.00 38.84 45.00 TIA-G 2 26.1 20.8 20.8 1448 1448 0 .697 75.00 38.27 45.00 TIA-G 3 40.7 3.3 3.3 224 224 0 .120 75.00 6.62 45.00 TIA-G 4 28.8 5.2 5.2 361 361 0 .181 75.00 9.98 45.00 TIA-G Page 12 MAT FOUNDATION DESIGN BY SABRE TOWERS& POLES 90' Monopole EDGE CONSULTING ENGINEERS INC Washburn Street!Oshkosh, WI (63938) 7-31-12 REI Overall Loads: Factored Moment (ft-kips) 2071 Factored Axial (kips) 34.8 Factored Shear(kips) 29.5 Bearing Design Strength (ksf) 6 Max. Net Bearing Press. (ksf) 4.97 Water Table Below Grade (ft) 999 Width of Mat (ft) 18.5 Ultimate Bearing Pressure (ksf) 8.00 Thickness of Mat (ft) 1.5 Bearing �s 0.75 Depth to Bottom of Slab (ft) 6 Quantity of Bolts in Bolt Circle 12 Bolt Circle Diameter(in) 47.75 Top of Concrete to Top of Bottom Threads (in) 60 Diameter of Pier(ft) 5.5 Minimum Pier Diameter(ft) 5.48 Ht. of Pier Above Ground (ft) 1 Equivalent Square b(ft) 4.87 Ht. of Pier Below Ground (ft) 4.5 Quantity of Bars in Mat 23 Bar Diameter in Mat (in) 1 Area of Bars in Mat (in2) 18.06 Spacing of Bars in Mat (in) 9.77 Recommended Spacing (in) 6 to 12 Quantity of Bars Pier 30 Bar Diameter in Pier(in) 0.875 Tie Bar Diameter in Pier (in) 0.625 Spacing of Ties (in) 12 Area of Bars in Pier(in2) 18.04 Minimum Pier AS (in2) 17.11 Spacing of Bars in Pier(in) 6.06 Recommended Spacing (in) 6 to 12 f'c (ksi) 4 fy(ksi) 60 ' Unit Wt. of Soil (kcf) 0.11 Unit Wt. of Concrete (kcf) 0.15 Volume of Concrete (yd3) 23.85 Two-Way Shear Action: Average d (in) 14 �V�(kips) 667.6 V„ (kips) 58.3 $V�_$(2+4/(3�)f�'�2bod 1001.4 $V�=$(acsd/bo+2)f�'�2bod 705.7 �V�_�4f'�'�2bod 667.6 Shear perimeter, bo(in) 251.33 R� 1 One-Way Shear: �V� (kips) 334.2 V„ (kips) 226.4 Stability: Overturning Design Strength (ft-k) 2358.1 Total Applied M (ft-k) 2277.5 Page 13 Pier Design: �V„ (klpS) 376.6 V„(klpS) 29.5 �V�=p2(1+N„/(2000A9))f'�'�Zbwd 376.6 VS (kips) 0.0 '�'VS max =4 f'�'�2bWd (kips) 881.6 Maximum Spacing (in) 11.16 (Only if Shear Ties are Required) Actual Hook Development (in) 13.00 Req'd Hook Development Idh (in) 11.62 "' Ref. To Spacing Requirements ACI 11.5.4.3 Flexure in Slab: �M� (ft-kipS) 1079.7 M„ (ft-kipS) 1079.3 a (in) 1.44 Steel Ratio 0.00581 R, o.s5 Maximum Steel Ratio (.75pb) 0.0214 Minimum Steel Ratio 0.0018 Rebar Development in Pad (in) 108.00 Required Development in Pad (in) 47.42 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 Ratio 1 Length of Development in Pad 1 Hook Develo ment 1 Page 14