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HomeMy WebLinkAboutDRAWINGS & DESIGNS - 00-00035 - US Cellular - Tower & Building RemodelA cquisitions, Inc. 1535 S. Memorial Dr., Suite 119 Tulsa, Oklahoma 74112 Ph. 918-828-0060 Fax 919-929-0090 November 9, 2Q4(3 Mr. John 1VTiIlar, PE City of Rexburg 12 North Center M-17. Millar: a Enclosed you will fwd two copies of the engm'eeTed tower and foundation, designs for the proposed US Cellular site at 1 1 7 N. 2nd East M' Rexburg. The balance of the information was submitted, along with a check and building perynit application., on October 24, 2000 to Marilyn Hansen., I understand that Marilyn is oirt vacation and I would ask that you would forward this information to the proper person for review. I apolo '* for the delay in sending the information, but our tower manufa 9 91ze cftv-er just co leted the work today. Thank youfar1P your assistance in this matter. If you have any questions or comments, please contact me at your convemence., sin David Mon N Land Acquisitions Inca � IFF y , M OW Y1 b x 4bf b- th- ftrr r i r 'ou F M I mr 130 At OD e-r".#f- n :r- L.We T 0 L WWW fl4v luuol 0 A I I UL, L + te t &-K—"IYJ I 11111111 u C' �"" 06 Way 0.1 E Ni 4MA -ilim 450 A 4 y Or f � md P y Y 0 QUU CDO 4uotf. E lj 10 r 0- UU L - efo - VU w� -4' 0 * � a's d" 0 IP td7�d�7��'-�l:siie�old �� qp* pow "www Q C7 f f %'. Q Y . vrC L-�-uL, '+ I 7 � f r 0 Al CA U- 1. V 4Q - • UN[VERSAL Tilt-BRACKE:T FOR ROUND AEVE1 MULTI $fflEQ POLES a vall"o qlb .1 NCRORECT *job elf f 1%� * 0 EF F T 1p by SPX .�.�e— DAI E 22VECO o U L � i 4 09 Go 0Im x NorlAxi;" —1•ami *j i md-4-4 Q12 min A IIJI i r }t*■ 1�yPIW r -n Irt M g %; x rl 'u m al ts } ico co + 1 i T T +■ lip V. A A Zo y iiii���Aeee■lIFFAAMeeFF rage / 1 4 t -QV) q IN f dL k 4Y 4 Al CA U- 1. V 4Q - • UN[VERSAL Tilt-BRACKE:T FOR ROUND AEVE1 MULTI $fflEQ POLES a vall"o qlb .1 NCRORECT *job elf f 1%� * 0 EF F T 1p by SPX .�.�e— DAI E 22VECO o U L � i 4 09 Go 0Im x NorlAxi;" —1•ami *j i md-4-4 Q12 min A IIJI i r }t*■ 1�yPIW r -n Irt M g %; x rl 'u m al ts } ico co + 1 i T T +■ lip V. A A Zo y iiii���Aeee■lIFFAAMeeFF rage / 1 4 t -QV) r -n Irt M g %; x rl 'u m al ts } ico co + 1 i T T +■ lip V. A A Zo y iiii���Aeee■lIFFAAMeeFF rage / 1 4 t -QV) Out 1 � D * F i-LUI An C d+Um$.P Vt;L_e-0-UQ IU_v Z4A IVI S W, rage 1.1 0 e,Vq-r+ kp-v--t ILL h ,=O. �... ' ' W. - , .. # ..• ter. � ,.� , `. . �; ." IW, i�, `d 1 5 %d vi L. L- L -%-g L,"i d k Ic Ir Pdw llw. 9 t P.1 0 I. g Z IV z m P.1 0 I COVER HRET a PbW I. *Fl* IV I COVER HRET a PbW *-- *Fl* IV 6,& v , I 1,.- ' -7 ' '�J k. -a - L- L- 4- %j L, Iii Y 7 2 4 PROJECT; M LEEDCO "mow 9.%Jca *IT IjU zy s MV-Q1NL=ERS e FOUNDATION DESIGN FCRt 80" HMH MONOPCU DATE LICEN 1p Y CELLULAR .Is NO. 4376 BLfEET MC3_ I OF I C) �j q -w U 01 1 a FOUNDATION' DESIGN FOR 80'H*wpq" Pole Location Cell Site Name.. Call site Number: Valmont Order NO; Design Criteria: 1. Groundfine Reactansse Moment $hear: Vertical: 10.40 We Ancharboltso, # of --- f5 CELam LUlAR Lenge f �H.Circloo. B*sv 1 @OF 'pp AQ " k tempt&U: 4419 4ASIC% 11, And "9 6* ju 0* Wag NY 0.00 i ��i 1 41 AS in ,x SAO 31do Lh GORVSNS a amoo MAL PIER 9.60 In mw�wv ft a'. %alk r � �JI i W '��'%�L.UJ,#*I r I I twEj5DCO tjL-) c-�-j -+u0 ) ENGINEERS 11 � W - . -v 11;q111,1111pliq� PROJECT; FOMOArON DEMN FOR 90* "OH MOtMPOL-9 US CELLthAR MA's FOUi�D�4TiOH �BIC�l4: PA8S#YE P#iE88URE G pci (Ot+roRE PA&MNE RRsLTT,) ALLOWABLE Wk i -;AR I G $OIL UNIT WEIGHT = 110 pd TRY MAT CM[ON WIDTH b 1 1 THICK - 00 ft 011,-. 01 + + 6.75 MIQ"T POLIE MAT =1012 4xF a STEM =5i1A 1 x 75xY 1 1 =I 02024, 14�0.75K 0-i I WlElghT"w... --N (PASSIVEON STEM) RM 4v 245.49 x(101 2) U21F,* �ti 6.75 ft RMlC}YI4'j' r- 140 (F.S v* 14 @.1'C) E=ntdrAy MAX $OIL PRESSURE 3116,86 Pad. ..ft (OMSIDE THS CORE) fnie dw� 3074 r f jfn@4 s b"M allowable BLINE2R .qEMENT hj !N4 MM,pp, EQUIVALENT OF `"E . 4.43 ft 0EADEIGHT FREUUIREBASE w 8022 pof VU L - e - ,J - VU rd9 !If Job NO. 4376 SHEET 110.2 OF SIGNATURE DATE UCENSE ��M1h�F�•*•.w.- -i., ,,,rte. M b OVER` * LENGTH a (8 ., b)f 2 w.- 5.78 ft fma MOMENT IN UNIT IT . d m36 -4S w 11 3I.So fy 6D.0 kd 3.0 ksi I wo, 3516.16 x 5.73 * 2 12 474,75 X 5-78 ^ 3 16 5 X 53,511M 1.4 x, M 4775024 T t Q l i 2 ss we M*, WJS J1 1 W 1 i 310.911 X1 2 209�35 * Owl0.143 y , & -1 1111,11 r - C i .72 0 4?+f.T$ pM = 6.75 ' -4 41 s C Q 4 Qo j EN(;INEERS V %-r L - C, %j - Ll JOB NO. SHEETNOIF PROJECT'. FOUNDATION DESM FOR W HCH MONOPOLE DATIE tt5 Cl�I�.UE.�IR . Anchor Salt: of #18 CkOomod tears.: N, 90 ks! FY. m 75 ksi M I WM 1n41kjpS low Bott foCe T 13 923f4l.49f(8/4) - I B. 0 18 Tali 0t333*F'U*Age(4/3) 177.8 kiPS Ron Length! rC WO pai Fy = 76 ksl 465.44 k > T, OK Ld = U.125'Fyl(fc)°'Q.S = 01 1050 x 760001(354)^ 0_6 Allowable end Stmo$* 0.g 1 4x5 t(7_25x 3. 147 59 x))(413Yi..d 0,214 k$1 fi �ired Belt Lcn i►; 165.44 t(2.z5 x 3.'t4159 x ti.214) +9.5" PROJECTION Relntw"mtrata In Stem; I'C � 3000 psi �y � 60 ks� Mmax Q 3.75 ' Below G. t, 4,00 in'12 m 3023 "'Y. ` 1.3 x mmax 1.3 14995 19404" Use 244* Vert Bars: mu > 1.3 x 19403 . 5 ' in - Use #4 Circular ttos 4D 8" oxi, ' 1 24.119 ut f T � t LICENSE -pp%. T ON A 1 AGr ]BOLT 01RCLE i 'j i a �'d � ; GPOt �i�t a� �� i= 'PF� . GYM f i !mW i +wk-.J� L 4W�, f �- r �++W � � of •+-4 s �a� � � * �ViF + .yr..e �i � rra� . � + � � e� t �r rag.I r L L r lark t � L 4 a 1 • F F } d14 uo �I • r < o F a � r 5 r - �! f � �,-. M �� � �I� � +r+*, w �*+M4 . ,+4ip r #i1� � -,� � �,F . ira' . . • 1 + � s � . �,. - �.W.E � •rfy� f �� ., .�� _ .�yiM f � � -�+-� , IU - e j4lmy I .1 %J . Pl-, 11 L U y . � L I- U t.- #-A n I k-,faue U. do$ Ilewo gko Oromom P+ 4taR Ltr.z m —A 4 -do Ago R wR ' L rt.. &j VW I V I LUIRM 1p v .sir �M i ti— NOV 05& Z)4p Dav 1' d on 11 e N%nopolePerrr�lt D-rawig&Information ns CUSTOMERS US CELLULAR Tower Division SITE_ REXBURG,ID o��\GN co,��,9 T � o CITY: REXBURG,IQ �e9/o - - � - • � JOB No.: 7490 Cq rE� ��G MODEL: MONOPOLE 3515 Dawson Rd. TOWER HT.: 80, Tulsa,, OK 74115 --m- - GOADING: 75 MPH 1/2"' 10E (918) 834-2200 DATE. NOVEMBER 8 2000 q. p. 2 Nov 08 00 OS: 54p OFFICE: (g18) 834--.,2200 34 p En t 03 CD n David Nonselle HEMPTIILI. CORPORATION 3515 DAWSON ROAD TULSA, OK 74115 TOWER WINO LOADING CRITERIA DESIGN WIND VELOCfiY w/ t/Z- RADIAL ICE: WIND z 75 MFH CALCULATED PER EIAtlT)A-222F APPURTENANCE LOADING 1. (1) LOW PREFILE PLATFORM 0 80'. z. (3) sTANaaRO r -MOUNTS 0 s0'. 1 (9) SIX11 PANEL ANTENNAS 0 80'e GC 60•. 4-. (2) STANOARD DISH MOUNTS 0 40 5. (2) 61 01A... PARA150LIC DISHES 0 Xk, (9 78) 836-71 09 BASE REACTIO.NS DESI GN 1+trFIGH T: WND SHEAR; OVERTURNING MOMENT 14.5 KIPS 10.1 KIPS 600.0 FT -KIPS CL CL David Nonselle HEMPTIILI. CORPORATION 3515 DAWSON ROAD TULSA, OK 74115 TOWER WINO LOADING CRITERIA DESIGN WIND VELOCfiY w/ t/Z- RADIAL ICE: WIND z 75 MFH CALCULATED PER EIAtlT)A-222F APPURTENANCE LOADING 1. (1) LOW PREFILE PLATFORM 0 80'. z. (3) sTANaaRO r -MOUNTS 0 s0'. 1 (9) SIX11 PANEL ANTENNAS 0 80'e GC 60•. 4-. (2) STANOARD DISH MOUNTS 0 40 5. (2) 61 01A... PARA150LIC DISHES 0 Xk, (9 78) 836-71 09 BASE REACTIO.NS DESI GN 1+trFIGH T: WND SHEAR; OVERTURNING MOMENT 14.5 KIPS 10.1 KIPS 600.0 FT -KIPS `� b551 FLANGE BOLTS: ASTM A325 ANCHOR 80LT5: (i6) 1.50"0 ASTM A-193-87 O 36310 J 3Y; JMS DATE: I I 08�OC) CLIENT: US CELLULAR PRC)JFCT.80' MONOPOLE TOWER CA LF: N T S DW�.N0.7490-MPC Sl Tt R�XI-D CITC nin . G� __ QN240439 b Nov oe 00 05: 54p J OFFICE: 918-834-2200 David Monselle mum DRILLED PIER FOUNDATIQN-5TRAIgHT OM rT a =1 IT w D [A. ASS Al -87 ANCHOR 20LT 'r LOFT 36 " 1. B.. W1 9 " PROJECTION T � GRADE 4 MK 801 ■ R, TYP. SHAFr DIAMETER Kam _� -W1 . NOTES- I- Tower location and orientation to bo provided by Client_ Tower footprint plan and dimensions to be provided by Hemphill Corporation _ Anchor Its and templates to be provided by Hemphill CoWration. 4_ Design based on soil parameters presented In soil sport written by Redmond & ma y *Geotechnicai Investgahonn. Pt *t No.. 121,209.G dated cWr 20P 2MO, Construction tolerances for foundations and anchors shall be per Hemphill Ding 200439-2 of 2. MATERIAL SPECIFICATIONS CONCRETE,-, ACI A318-95 (Fc=3 kst') REeAR: ASTM A615 GR. 60 TIES; ASTM A615 GR- i60 NUMBER REQUIRED: 1 8Y: JM'�j DATE: 1 1/08/0 JOR 7459 I)WG 7459-1 of 2 REBAR SCrHEDULE " DIA. B.C. Fes; 918-836-71-0 MK 1 - # 5 des 54 " Dia. - 27 'Lap SECTION A -A " LR. TQM R ANCHOR BOLT WYOUT S10NAC F� aQQF G\S Trr?„O MARK DIAMETER LENGTH QUANTITY 501 0.625" 1 16'-5" 34 1 801 1.000" 26'-6" 36 CONCRETE: 1 9.63 &uyd.(net) CLlE[M€T. LAS CELLULAR PROJECT: 80 FONT MONO -POLE: SATE: REXBURG, ID 8551 N O OF �qr QESIl..{i 1 LOADS 4 Vertical Force: 14,1 Kips Horizontal Force: 10.1 Kips Q.T. Moment: E00_0 Ft -Kips Per NemphEi! Corporation Dwg. ?459 -MPC dates 11 /0$ff7o Nov 08 00 05-0 54p navzd Manse 11e HEMPHILL CORPORATION 3515 DAWSON ROAD OFF18I.- 319-91472200 TUL9,A, 6K' 74115 FAX: 918.836.7109 TOWER FOUNDATIONS STANDARD SPECIFICATION 1. Foundafiort de gm etre in accordance with VVI SlructuTW Structural Stands for t J Antenna Tawigrs and Antenna SuppcHng . Work shall cOmPfY with focal codes, safety ru Iatinrd, Requirements for Structural an ratow. Procedures for � o notoil�er `r � the at ��t �tr�� �f 1318 , mBuildin ��� pttieno����� ��� ���i� � til' � g Code established p'or to foundation v ont , f e shall be. 3, Pr000rtions of concrete matorials shall be suitable f0r the Placement method uVized and shall yjield durable concrete. The dLirability, of concrete sha.11 conform to the reqLj'reMA OrTts of A 01318 for the conditions expected at the site. 0nl compressive it ng,th of 3000 Psi Within B days Of Placement. hall del� inimu . Thani Mu m SiZe Of agg re gate s h ail n Ot exceed t h e less o r of 1-1 n ch , o a-th ird the clear dicta n the size suitable for the ac*Mnt Method �i zedr r r� f rm ing, r 5. Reintorcing steel shalfbe deformed, shal) conform to r ASTM Asj k n� hill d� ��i �� otherwise. - haJ] comply with the requirements of t 318. � �'�11 �� r infor mor'tt 6. Reinforcing cages shall be braced toretain ions during handling and cote Placement. Welding on steel e moment i. tri p h bit a r f� t and 7. Thi minimurn concrete cove- for reinforcement shail ' nches unle,9,9 noted otherwise- Approved ian th- Spacers half be attached Int rmi en11 throe hoot tip i les than in within excavations. � � e� �rr� �e��t� �� ���i rai nfor g e to assure cage concen tra ci ty M materials shall be Mmpacted to a minimum Unit weight of 10c pd 8- Backf 9. Fo r e l f- �� � t��ra �h� found�.t �cra t the highest �el design.or the un -it welght umzed for ft tor tl� t r # i i l ation shall for to 1 -inch u awe grade. The tops i leW nth the fi ret ore, t t 10. Fundafan ocnt�[on hit supervised . fl on e nd, to o n t iced b Personnel knowledgeable and on practices.a ftwW �y �` d + 11. For foundation and anchor detail requirements, refer to the towgr manufacturees drawing. tri of loose raterfJr 12- Excavations shall be Cleared o f 1a materials andebris rt. if ail shalt bB . Concrete shall be placed 1n a manner which pracfudes separation of concrete materials. Frew -fall concrete is. permrtted �JJ 1 'may] t hit the sides of the excavation. the +■+ fill ��rte fa i 1 through tefjetri lprohibited formwork, � '��� steel, f� #��, s pumped or tremm�ed. cage bracing or other obstructions. 14. Concrete shall be Placed against undisturbed soil whara ibForms,, when required, shall be remr ri�r t� ���ili 1+nt�ction joints t the base of pedestals for Pad -and -pedestal �I rj� �+y ! � n4 of i4^inchr o o1her c# 1struction FLiInSs ���5.���1rsR�� �s'�F� be �������� �i��� ��j � ���r '�,+ + hall rm itt . �+ pJ itud depth 16. OutsIde the limits of the anchor bolt aa, the top& the tl sly within ft � i. hn.r bolt firms its shallaven ti r to min and shall h� � f�� t finish, a 3/4" ha�t~er,scratchtwMiule founclaxions sna toe finished WAn 17. Driffed piers shall be constructed in a=ordance with ACI 336.3RP �StandaFd SPecificaVorT for the QcnStrucfion of End 18. o n rte �a in theo ntruFDn of or dewa#er. � �� �rE �� Pierr,*. u b ic ark mix and shall f� at �� (loss than �' �� `+��t�r in bottom r� � �� � r F��l�� shall t a slump of '. t -saw per 19. The dischatge for rortrete Placed pLutnped or tmmi 1h rough reugh water shall be maintainedat least f h ��� be rt�,rr�t� play� �rt t��� �� ���i����� till � �fe� ���r�t� �1�� � t�- me shall ��u1aced at slumpof to bi rn'x and shall } Fe r the iesso r o f 25 c ubj c yardso r c ne d�� �` � � � TIS �. � emert, �. m e ni m um +�f � �� �t � � concrete r f i r��S ar1 cast in aomndance rt 1. Tower bases levelad using the double-nui. systemthe i1 be grouted using Master Builders Embw 636 C-srout or T LMHANDk=- ALL TOWSR - COnCrele Dime i ons. ff - depth from Oracle to Bottoms of c . Drilled Pier Out -of -plumb: 5. Placement at Reinforcing Steei,S Per ACI 3ol 26- Pjeon of Emmen 1, 27. r i Embedment 1 TOLERANCES - GUYED TOWERS P-8- Guy Anchor Fted1s: 13% of Tower Heigh� . Anchor Elev. Relative to Tower Vie+ % Of Twat Fief ght i Arichor Rod Alignment Re l ati . Anchor Boitp :t I/1w . Soft tr ie Dia meter 134.. 801t Cfrd8 COerTtation.- 11 /4"35- Maximum Difference inlevLMenSjj3nati ori n Any Two Tower � J Ji J{ { p+.p.�-�y r`. ■R� 36Center-to-Ceriter D1 of Thor Soft Circies - +1 /1 E'" per 20 - of Baser 7.Distance i~ Center of Foundation to �rter of alt tl � � � �� �p ead �r���� id�� tC1,3 Mwamum of Prr BY: JMS DATE: SCAL_F- ALTS DWG. -NOM 11108/00 7490-2 of 2 CLIENT-- US CELLULAR PROJECT: 80 FOOT MONOPOLE - 1 T: REXBURG 3 ID SITE NO: G�,�pNAL F, p'rev J r of: �ec idl It NOV 08 D❑ 05: 55p 5�� �9 K cl .47 David Monse 1 1e TULSA 35.15 Dawson Road Tulsa, OK 74115 PhOne: (918) 834-2ZU0 Fax: {9]8) Q36-7209 918-828-0080 GAD;ESVmLE 173 0 S'W 112 Street Gainesville, FL 32607 Phone,,, (352) 331-0333 Fax: (352) 331-0906 GEOTECHNICAL SUMMARY REPORT SITE LOCATION: REXBURG, ID HEMPHILL PROJECT NOe 7490 TOWERXTTYPE :xfokOPOLE TOWER HEIGHT ABOVE GROUND LEVEL ; 801UND MAXIMUM BASE SPREAD (CENTER TO CEN TER) : �j—A SOIL DESCRIPTION: REFER TD BORING LOGS SURFACE WATER :NONE OBSERVED DEPTH TO GROUND WATER : 14' RECOMMENDED TYPE OF FOUNDATION : DRIL,LED PIER MINIMUM F01JNDATION BEARING DEPTH: 2b'-0" BEIIMIIIIII`I��1111W GROUND LEVEL ESTIMATED DESIGN PARAMETERS (MEAN)0,o 1• UNIT WEIGHT (MOIST) ' m : 125 pcf 1--- A&A CrLL' cP; 38� 3. COHESION, c : 01,01 k f 144, NET ALLOWABLE BEARING PRESSURE: 7.Q kicif 'I I; Ir m --?T-% II I 0 MflNOPOLES a UENOWAWIL • STRUCTURAL STEEL �5\ONAL E TF,�,�OG'2� €s�51 oyr jT OF \oP� CONSTRUcTTON mq* Nov 08 00 05: SSp David Mone lle m.. a rl TIT:. rl p.7 41A I "&A 4ft cm 0 uA 0 W. r. cc to < z c; cl ct C; cc Z2, 'St E=Q %mm 0 to m C:p 0 MIN F- cm ip, w V a V;g -ell rmM6n 40 C:p c2l C4 42 0 C3 cb 0 CIO C:N .01 t a C; q 0 V C2 c3k Cj 46 0 0 41 46 C; C; C; C=S; 10; IL cnl C� CP -OMP =. t n 0 ME do. cl a.' f__ 3: NEW-7 qu L OF a 0 a C2 db CDP 00 %Eed Tor LUUJ C; c 0 '" IL1440% Sm C* 40 p.. cp In C:j al LU CID �j UJ 0 (.) CL Z Q6 Vr;p O.J. IC2� C� p lb $19 8 'm 0 W C3� a 0 0 0 0 IP 0 ;�p 42F 0; C; c;Lcs ci Q .j 0 Ck 0 0 do C low Eb IP 6. MOO= cl _4' Ci 6 & ID Ll 0 J2 c -Mobs :3 Iwo dh. 40 L6 twor 46RO 42 c Lt J = At a spow 2 4Z a uw , U. Z! 83 0 :9 JE VEL 15 E ow 1 2 a I 6m 20 r: z qd- r4 0 " X CoJCL C2 5 C3 C3 0 x x x x x x Qp a < 0 u x x q 0 .j 0 aLO x 0 IV ao 49 CL C) 11 Cp R: E C2 C2 0 0 J.J Ul X 0 W, LU CL 0 .6 d 2 Lu > LD uj 4C3 tL LL 'I to Nov 0 00 05: 55P .favid Mcne11 Vrsn . -FH15000tWQ2 ForPagelS Cellul Lt' o: M0020 uj Monopole(circular)1 Engr ! JMS circular Monopole Communications Tower Desi gn -TI [ -222-F 1996 antenna Supporting Structure- Wind irection X Wind Criteria. jNI.-F 1996 DMI 810 P811 Aux Piping 7 Mpp FICOD(F )vC�lc [El Pole steal � A572-50 Press (Alt T) - for Iter Joint (Tension.)= n Corgi cessio � _ p � �I err D. Wind/1ASD Factor 1,3:3 Pole Hey in Heigh I WII Area inertia Sem I---- f� F b Profile - Dra Areas 99 18-00 .375 20.75 807rC) I X-rup '- 1 98 18-00 0,37520.75 807 89.6 29000 '�7ay 0.00 0.0()0 C).c) 97 18.00 r . {y+� 00 iDF ().C)00 32.43 0 0.00 -- 39.90 32-33 0 0-00 0-00 0,000 0,000 96 18-00 0.375 0.76 807 89-6 29000 50.00 39.90 32.2 95 18-00 0.375 20.76 807 89.6 29000 So.00 39.90 32.14 0 0,00 O-Cio 0_000 0.00() 94 18.00 0.375 2036 807 89.6 29000 -0 39,90 32-040-00 0.00 9 3 18-00 0.375 2076 807 92 i�SL } � . 29000 0- 39,.90 Y 0. ,E0 20.76 0 89.6 . 1. 0- 91 18-00 0.375 2'0.76 807 . 29000 50.00 i 31.75 00 0-00 0.00o ao0o 90 18-00 0.375 20.76 807 89.6 29000 50-00 3990 31.6 E>- 0 0.00 0.00 0.000 0-000 89 18.00 0.3,475 20-76 807 89.6 0 5().O4o � � .! 0 0.tit A.! �P 00 000 t �. jYd�+r 88 18-00 0.375 20.76 807 89-6 �.y 86 18-00 0.375 20.76 807 89.6 29000 50-00 39-90 31.24 0 0-00 0.00 0.000 O.C)OO 85 16-00 0.375 20.7b 6U7 69-5 29000 50., 00 39..0 1.1 0-00 0,00 0.000 11000 84 18-00 0.375 20.76 807 89.6 29000 50,00 39.90 31,03.00 0. 83 18,00 0.375 20.76 BW 20,76 q °� .2900050-00.�30-920.00 82 18.00 0.375 807 89-6 29000 50-00 T 0.00 .{ 0. 00 L fo 81 18-00 0.375 20.76 807 89.6 29000 50-00 39-90 30,71 0 0.00 0-00 O.o0o O-C)OO 80 18,100 0.375 20.76 807 89,6 29000 50-00 79 18.00 0-.375 20.76 807 39-90 30.60 o.. 8 0.09 0.97 0-0.3() 0i 0+.�F 1� 'te�'aa`` �-.L! fir. 9000 78 18.00 0375 5 20.76 807 89.6 29000 50.00 i�i�i�jj,, ID-029 ,.�Y� yy,+�y�a� 7 18.00 s 375 20.76 807 . 290 �� �� �}yiYJl' X9.90 30.27 0.885 0.09 Vi 7 .a `C) 76 18.00 0. 807 8 � 50- 75 18.00��+Lr .375 20.76 807 89.6ry1, i r.� -019 : .029 0-000 74 18.00 0.375 20.76 BG7 89.6 29000 50,100 39-90 29.93 0.885 0.09 0.97 0,029 0.000 73 18,00 0.375 i-76 7 r 29000 . 0 39-90 �y�..�y]. 1 0.885 0 9 0.97 0-029 0,000 72 18-00 0.375 20.76 807 89.6 29000 50.,00. 3MO 29.69 0.885 O09 0.97 0.029 0.000 71 18.00 G.275 20-76 807 89.6 0 29.57 0,.885 0.09 OT97 0. 70 18-00 0,375 20,76 807 89.6 69 18-00 0-375 a� 2'900 50.00 39.90 29.45 0.885 r09� 0-76 SOT 69.5 29000 50.00 3!9.99 29.33 0.885 0-0 0 00 68 18.00 0.375 20.76 807 89-6 29000 50.00 39.90 29-21 67 18.00 0--375 20.76 807 89.6 29000 60-00 39:.90 29.0.9 o.ss5 0.09 0.97 04028 0.000 65 18-00 0.375 20.76 807 89-6 29000 50-00 39,90 28.84 0-885 O -D9 0,197 0.028 O.000 64 18-00 0.375 20.76 807 89-6 2900-0 50.()o 39.90 28,71 0.885 Ro 0.97 0.028 . r000 63 18-00 0,375 2-0-76 807 89.6 29000 od 39-90 .58 a8 r09 i 0a0 t 28 62 18.00 0,375 20.7 U a ,F d00 39.90 2Y ! 45 0.885 09 O97 0.02,8 0.000 1 1 0.375 7 89.6 29000 50-00 .`T��}L,yy,�� may, ani" Y � 32 �.7C 85 4 09 �. 0,027 '�+ . 00 58 18-00 0-376 20.76 807 89-S 29000 50-00 39-90 27.91 0.885 0.09 0-97 0.027 57 18.00 0-Pim Y ]�.F 000 50,00 39;1!0 27.78 _ Oh .'J+,+.�,' 55 �y 807 89.6 29000 , 18..00 0.375 20,76 R . 0 0.375 20.76 807 89.6 291DOO 50.()o0.885 0-09 0.97 0.027 0.0-00 -39,90 54 27.,49 0.885 -01 0.97 0-027 . () 18-00 0.375 20.76 807 89.6 290000. -97 ^ ads 53 18.()O 0.375 20.76 807 . 29000 50.00 ��l+j� 52 18.00 0.375 20.75 807 89.6 29000 0 27-20 0.885 o.og 0.97 j 26 0.00o 51 18.00 0.375 20.76 50-00 39 90 27.06 0.8 85O_Og 0.97 0.026 0.000 50 _j'a 8-1 011,375 �yf.'J,� 50.0o 39-90 i 91 0.885 . ' _ 0.026 ���'LJJ ry.,qifs ,may+ yY :39-90, �F7.F -76 l.P 'Y aa0 0M . 0.000 49 erT�. W Nov 05 ; 56P David Nonse1e .0 .HI50cv1.wa2 us cellular n : Rexburg, JID t Manopoie (Circular) 80,ft Tall ---'Circular Monopole COmmunications Tower Desl' -TI ] _ ,22 FF 11996 Ante i �r 9119- Moture. irection Oeg ole - glial (Tension)= ASD Factor x A572-50 W rn: f��a� Aux Piping Compression 1.33 Pole Hej ht TIAIEf.�111-f 19 95 U Bot Page Prj No: Date Engr Keys: mph Press (F9) - Ca1C fi1St Press Alt "!') -for Iter in + 30 n OD I- Section Properties ,I -Maten'al Properties - Heigh I OD Wall Area Ines � in L ire t I , in inA - A fife Drag Areas ftA 2.1 48 16.00 0,375 20.76 j ksi psf I pole Aux Wind Forces 807 89.6 2900885 p kip 47 18.00 0,375 0. 807 -44 i 0.97 0. 026 0.000 46 18-00 0.375 0.90 0.885 097 1 026 Ij�oyjF 45 18. DO 3990 26.13 0.8,85 0.09 0.97 0-37,5 20-76 807 89.6 2900C) 50.00 0.025 0.000 44 18.00 -375 20.76 807 89.6 29000 So 39.90, 25.96 0.885 0.09 Q. 0.025 0.000 43 18.00 . 375 20.76 807 89,6 29000 yfi�} 0.885 10 _ G 42 8.00 0.375 20.7 0rf�f 50-00 39.90 25}63 O' 85 0.09 �, G-O.C25 OO 1 i . 0 0.375 20..E j��''''}} 39-90 25.45 0,885 j�r##rqq�, 40 18.00 0:375 39-90 25-28 0,885 0.09 _ I0 39 18, 0, 375 0..6 29000 00 :3,9.90 2T 0_8850.09 0.9 .024 0,000 38 18-00 .375 j}�{ ,,ai.1 0,885 1 37 18.00000 0 39.90 24,74 0.80,5 0.0 ya� 807 89.6 2900 � 0--97 0.024 .()C) 36 375 807 89.6 009.90 24-55 885 0.0 0.024 0,000 35 18.00 77,..!!l F 20.76 .0 891 290 24.36 09 T .024 . O 34 18.000.375 33 30.00 0,375 34.90 6.885 0.Oq ami 9000 0+0 - 23.96 ''��'■■■■ff����i� y■� 32 30.00 0.375 34-90 3829 255-3 290001,56 0.037 O.oOO 1 29000 501 0 39.923 97 o 1 30-00 0.375 34-90 3829 255-3 29000 50-00 9.90 23.76 1.475 0.09 1.56 30 30,00 0.375 34,90 3829 29 30.00 829 2,95.3 00.00 39-90 23.75 1.475 0. 28 30iiDo 29000 50-00 39.•90 2176 1.475 30-0o34-90 3829 255.3 29WO 50,00 319.90 23-76k 1-56 0.037 0.000 0.35 34. 3829 255■ rrl!..+��+J��. 11475 0.09 1.56 0.037 0.000 26 30.00 0.37:5 34-90 3829 255* 29000475 _0 25 0. 0.375 x, 90 y}��y0 � 1.475 ■ 1. 0-037 24 30.00' 0.37:5 34. ' 382 TT 1.475 0-0 1.56 0.03723 . 3Q.00 10-375 -90 3829 255.,3 29000 5o 39-90 23-76 1.475 (yo 1.56 0.037 22 30.00 ! ■ 1.475 0.09 x, 90 3829 255.3 29000 50.0 i ra�� 21 30.00 0.375 34. 829 255.3 _475 A 0. C)-C)OO 30-00 .375 3: 3829 255, {jj'.��'. �y.y[ 39-90 23.76 1,475 . 1.. 0.037 F 1 30.00 0.375 34. 38299-90 76 1 #475 O.c)9 1.56 ! 18 30-00 �r --'D 23.76 1,475 x.09 1 . 17 Fi�'� _ 3829 255,3 29000 50.00 •. } 0-375 34.igo 3829 255.3 29000 C)_ 0,037 . 16 0 0.375 34!90 3829 255.3 290003.76 475 1- 0.037 0.000 15 30-00 0-375 34.90 3829 25.x.3 2900 23-76 475 1.56 0.037 .() 1 30.00 0.37 OJ0 39.90 23.76 1.47 _ 2553 29000 50-.00 39.90 23-76 11.475 0 .00 13 30.0c 7 34.90 3829 0a �'y�■iy �y � � � .56 i 037 0.00 1 30.00 0.375 "34■ 475 jD 1 # 11 r 00 _:375 34-90 31329 255. 00 ■r#=■ 39.90 23.76 1.475 . 09 1.56 0-037 0.000 1 G 30.00 0.375 2'0000 39-90 23.76 1.475 f,475 O.og 9 30-00 0,375 !3829 . 9000 r a 0.0-37 WCjo 9 0 3,829 2551 /0.00a y -037 0.000 { 30-00 0.375 90 3829 255.3 290 - { TF 56 0.0-370,000 7 30.00 0.375 34.90 3829 9000 0-037 0_000 6 30-()C) 0-3-75 34-190 X829 255}76 475 0.091 : 0.0370.000 5 0. 0.375 �a 0 1,475 0.09 1 �4��[ 00 .0 0.375 �ri.�f7 �R 23,76 1.475 0.09 1. 3 30.00 0,375 34,90 3829 255., r 'T 0.037 .000 2 30.00 0.375 �. 9 3529 F 29000475 09 1.0.037 1 30.00 0.x75 34.90 � , 0 23.76 1.475�� '� . 820 255.3 29000 50.00 39.9 0.037 0.000 30.00 .376 L�i •o 3,829 ,ma�-yy .. � i �r 1-56 ,ri . 23, 6 1.475 0.,09 1,516 'py.�7J 1 'r t' Jon 252 o.00 4 Nov VrSn For Locat 5ubje Wind Drag Pole .point wndtl Heigh ft 150 449 148 14.7 146 145 144 143 142 141 140 't39 138 937 13s 135 134 133 132 73'f 130 129 128 127 126 125 124 't23 122 't21 120 119 1t$ 117 116 915 114 113 112 III 110 109 108 10 1 C6 105 'F 04 103 102 101 100 tion next c;ycje o cycle i Cycle 2 Cycle 3 Cycle 4 Cycle 5 Cycle fi Cycle 7 Cycle 8 cycle 9 cycle 10 69. 109 if]Ch 71.442 inch 71.519 inch 71.5Z2 inch 71.522 inch 71.522 inch 71.522 inch 71.522 inch 71-522 inch 71.522 inch 71.522 IiICh David N o n c a n TOP D X -Dir EFLEC7"[ON SUMMARY - -�. V i - I---- Delta .. I 2.333 inch 0-000 'nch Nlta 0.000 inch 0.000 indi 0.077 inch 0.000 ink 10-000 inch 0..003 inch 0. 000 inch 0.000 inch 0.000 inch 0#000 fnch 0.000 I' nch 0,000 inch 0.000 ink 0.000 inch 0.000 Ind0. 000 inch f 0.000 inch O000 inch 0.000 inch 0.000 i nch 0,000 inch 0.000 inchi 0.000 inch 0.000 ink 0 inc 2.009 incJj O.00D -inch 0000 inch 0.000 inch Founclatim Reactions: mp . ic)n: 14.51 kips Shear. Or04 kips Moment OTM.- 600.2 ft -kip Applied Loads Moments .1 lAuxiliary M lb Pole Total -kid' _ i-ift Sum aterat LoadDiagram nil 1b Axial .Wi M reg . p inlipj x.00 .00.0 -0 0.00 .0 - ill, .0 . _ .o. 0.00 0 . 0. 0 0-0 a00 0,000 0.000 0,00 0 010 G.00 x.000 0,000 0.00 0.00 0.0 0.0 0.000 0.00o , 0.000 O.o .00.0 . 0.001) 0.000 o aw 0.0. 0 0.00 0.000 O,Oo 0.00 0.00 0.0 0.0 0_00 0.00- 0' 000 0.00 0,000 0. - .0 0.00 0.000 0. 0 0.()0 (),C)O 0.0 y . 0 • 0.00 a 0.0 i 0,0 0.000 o.00 .00 0.0 . *00 � N 0.000 0.00 Eft' y�. . d• Fy�y �€ �00 00 .1 +0 ■00 0.000 ~ i 0.000 0-00 0,000... _ 0 0.0 0.00 0.000 d r.` i#�,��ry . . .0 0.00 0r00 0.0 r 0.0 0.0 0.000 r�O1e0 . _ . - 0 0.0 0.00 i.o 0.0 0.0 0-0 0.00 R OWrFy�]� /� ��� 'Y Y � �k A.F i .f r .00 ,.�.�L. �.l i ���.yJy��7J 'may+ . � r 0 0.000 0,()0 . a _ ,�y�r 0+ 0-0o 0.000 �. 0.0. 0! 0.00 ,0 G,00 0.000 ,DD ().00 ) _ 0.0 . .00 0.00 O -OU 0. 0 00 0 0.0 0.00 0.000 .00c) 0.00 0.00 0.000 0.000 0.00_ 0.0, 0.000 0,C)OO 0.00 0, O 0.00 00 0.0 0.000 0.000 0_00 0. 0 0.0000.000 C).00 0.00 . 0.0 r O + ''.r.r 4� .�'� r.rr o a F � a '�+yj _ 0.00 O.o 0,000 0. . u. 0-0 .0 a 0.000 _ 0. 0 0.0 0-00 0.001D ().000 0.0-C) 0.00 0.0 0.0 0.0 0 10.0 0.00 0.000 y000 0.00 0.0 0.0 0.0 0.00i .0 . 0.000 0.100 0.00 0.0 s�a�Fl, . O 0.00 -C 0, a . Nov QO 05: 57p David 1 n ill Vrsn I - 0 ForDEFLECTIONSUmMARY--_........... Locati Cycle 0 69.inch -Dir i Delta 0.00 Vr 1cow %01 Inck 2.333 inch D@111 A9 CycJe 2 71.519 nch 000 0.000 inch Cycle 3 711.52 inch 000 inch tin F CYCfe 4 71,522 ' 000 inch'~ inch � 7� inch nchh0.000 inc1 14.51 i VVInd Cycle 5 71.522 inch O 000 inch 0.00 i Shear. 1 r kips Cycle 71.522 inch 0. Moment TM- rag fion nextCycle}�.000 inch 600.21 ft -kip ch 000 0.000 inch D. 000 1 rich poi a cycle1. in , 000 Pinch Jo Cycle 1.522 i 0-000 inch .000 inch Winl Cycle 1.522 inch 000 inch 0.000 inch 2.009 inch *000 inch 0.000 i. nch Applied Loads Heigh Forre Moments Primary A ft X -kip X.in...kj 9Lateral Load hey # lM ��k resAxiip kip -kip in -kip i- -kip 98 0 -0 0MC00 1100 97 0 . u. 0.000 0.000 0.0 - 96 0 0.0 0.00 0.000 .0 0,0 95 0 . .tel -0 �Y'r 7� . ()Q . 0.0 94 0 0.0 0_00 0, 000 0-000 o.0o 0.0' r 0.0 0.0 93 0.0 0...0() 0.0()0 0.000 O. -of) 0.00.0 i}�7 92 0, 0.0 0.00 0.000 o-000 + 91 0 0..0 0.00 0.000 0.000 0,0 0.0 0.00 0,0 �0 .0 O. .000 i 89 0 0.0 0.00 0.0GO 0.000 0.'.00 0.00 00 0.0 0.0 0.0 10.00 0.oGQ 0.00o O.C)o 0.()o 0'a 0.0 .000 0"0()C) 0.00 0 86 0 .0-000'.00()j .0 . 0 84 .0 0.0 0-00 0.000 0 0.00 0.00 arc 0.0 0-0 r 0 83 0 0-0 .0.000.0 0.0 0.0 0.00 '. 000 r 00 + 8 yDw 0100 0. .000 0.000 . 80 . 0.000 0-00() 0.000.00 0,0 } 79 2397 10 70.8 2.48 3.360 0.000 3.36 0,00 0.0 .0 0..0 78 10 70,8 ().0,9 t "moo 3.39 0.00 40.3 0.0 0-0 '77 10 70.8 0.08 0-029 0.000 3.42 0.,00 0..0 40.3 76 10 70.8- C). 029 0.000 _ 75 10 ,a. 0-na 0.029 G.000 48 122.0 0.0 122.0 74 1 70.8 163* 0.0 163.4 10 70,8 O-C)OO 3.51 0.00 205.1 0.0 205.1 72 70-8 0-08 0,029 0.000 3.56 0. 71 10 70-8 0.08 0.029 O.oco 3.59 0_0D 332A 8 0 10 70.8 0.08 0.029 0.0-00 3.62 o.00 375.5 332.4 69 10 70.8 0_o8 0.029 0-000 3.6.5 0.00 419-0, 0.0 .375.5 68 10 70-15 0.015 0,028 0.000 3.68 0.00 462,.B 0_0 419.0 67 10 70.8 0.o8 -028 !.W 3.71 66 10 70,B 0.013 0,028 .000 3.74 4 0.0 50TO 65 0 0. 0.028 ()-00() 596.3 551.4 64 10 70-8 o,oa 0.028 0.000 596. 63 10 + 0.08 0,0215 .4 _ 00 3.82 0.0ri'+�7 79 641A +Y+ 0.0 64 1 62 10 70.s o.oa 0.0 687.0 10 .G. 0028 0.000 3.88 0.()o 779.0 0-0 77,9io } o8 0-028 0.000 3.85 0,00 . moi'. 0 732.8 0 2.941582 108 0.027 1 59 1 1.66 2,967%Lof _ . 8 2 + 58 10 70.8 _ 002 8721 _ 872. 0 7 # +0 0,027 � 1154.7 0 954,x` ` r .00 U. ()0 1 56 10 70.8 0.08 0.027 0.000 6.95 0.() 037.5 0.0 1037.5 55 10 70.8 ci.08 0-027 0.000 6.98 11,20-6 0-0 1120.6 53 0-00 JJJ 0 70.8 0,oB 0.027 7-06 0-00 12157. 52 10 . 0.08 0,026 Rry��i �y 0.0 71.8 1 1 r 70.8 08 '0_ i 1456¢2 L 0 1 70.8 0+1)6 01.026 0-0 1540+ 49 10 70,8 - -026 0.000 ID-0 1625.9 10 70.8 0.o8 0.02 jD n 0.0 1711.2 0 Ncv- 08 00 Wind Dag Pole Joint Wind/1 Heigh ft 8 47 46 45 44 43 42 1 40 39 8 7 36 35 3 33 32 1 3029 28 27 26 25 24 23 22 1 20 1 1 1 1 1 1 1 7 6 5 4 3 2 t+on nem 05: 57p cycie 0 Cycle 1 Cyde 2 Ocie 3 CYC,19 4 cycle 5 Gycie 6 Cycle 8 Cycle 9 Cycle 10 David Monselle "-----TOP DEFLECTION SUMMARY P, X -Dir AQ ono Y -Dir L i inch 1.442 inch 7x.519 inch 71-522 inch 7119� cR 1.522 in rCh 71.522 inch 1.522 inch 71,522 'In 1.522 inch 71-522 Inch I--- Uelta -... 2.333 inch 0.077 inch 0.003 inch 0.000 inch 0,000 inch 0.0D0 inch 0.000 inch 0.000 inch G..000 inch 2.0�9 inch I Applied loads f 0.0X inch 0!000 Inch 0- 000 inch . ofirl yy "I Ing) -.000 inch 0.000 J'1 0,000 inch T 000 inch 0, DOO inch 0.000 inch 0.000 inch r--- rvivments -! jAuxifiary Volt Ib Pole � Tv�aC � [ X -kip � Y -kid I j ,�-in-f�f Y -ire -lc � J Point t Uni � �blft� aYin: f 10 70.8 ao 10 M8r 10 70.8 0,, oz 1 10 70.8. 1 � . 10 70.8 0.o8 1.25 10 70.8 1,,,llg 10 7r (-() 10 70.8 0.0 10 x0-8 o.oa 10 70.8 0.08 10 70.8 0.08 10 70!8 0.08 Soo 10 118.9 0.63 10 118-9 0.13 10 118.9 F . .1# 10 118.9 013 10 118!9 0.13 10 118.9 0.13 10 118-9 0.13 10 118.9 0.13 10 118.9 0.13 10 118.9 1 - 0.13 10 118.9 0.13 10 118,.9 0.13 10 118;9 0.13 10 118.9 0.13 10 1 1B.9 0.13 10 118.9 -W1 10 118.9 0.13 10 118.9 0.13 1 '118.9 0.13 10 118,9 0.13 10 118,9 0.13 10 118.9 0.13 10 118.9 0.13 10 118.9 0.1 10 118-9 0.13 10 118.9 0.13 10 118.9 013 10 118+9 0.13 10 118,E 0.13 10 118.9 0.13 10 118.9 0.13 10 118.9 0.13 0.00 0.0010 118.9 0.aB ®0 6.333 0.81 D 7.370 14,513 I--- ueita _. 0.000 inch 0.000 inch G. 000 in 0.000 inch 0! 00.0 inch 0.000 inch inch 0.000 inch .000 inch 0.000 inch Sum Late X -kip 0.026 0.026 10.025 0.025 }025 0.025 0.025 0.025 1.274 Q.,024 0.024 0.024 0-024 +023 0.023 0.037 0.037 0.037 0.037 0.037 0, 0.037 0'037 0.037 0-037 0-037 0.037 . 037 0.037 0-037 0.037 r 037 0.037 0-037 0,037 C 0-037 0-037 0 , 037 0 0-037 0. 0.037 0-037 0.037 0 (3.037 . 0.037■ 0. .. 037 . 0.037 c[r 0.0370- 0,037 . 0, 03 7 0. 10.04 n Foundation Reactions; &mpressibn_4 Sa�� 110.04 ! ps n 600.21 p.o 12 gal La Shear Diagram ! _ MIs]` - res in -kip in -kip in-kipl 0.000 .1 .0 1882.8 0.000 7.21 1 _ 0.000 2055.6 # .x'".24 r ! ... .000 - 0.U0 42. 0.0 2142-5 0.000 . s00 2229.7 00 2229.7 0-000 7.31 i o o 0.0 _dam*� 0a. it +yam' 31 . 1 0'000 7.36 204,9 . 0 2493.0. 0-000 8-64 . 2581.3 ! 2581.3 �''�y 0-000 . 0.00 2685.02685.0 rfy, 0 0.000 8.69 0.00 T 9 U.0 2788-9 0.000 8.71 0.00 r0 �yy[ 93.1 s .7 . 0.000 . 0 3102.4 0,0 3102.4 O -C,1 . 0- 3207 il�y�F .0 3207.5 00 8.82 0.00 124 a�i2�}j'�1�y, CALF �+ r �tP+.f 8.85 0,00 3418,7 qA P#� 0.000 8,89 0.00 . 0. ITP3524.9 0 8493 3631.6 0.0 3631-6 0.000 8.97 0.00 3738.8 0.0 3738.8 0.000 9.00 CSR 0 T 0.000 .00 3954; . 9.08 0.00 `_ 9.11 0.00 4171.8 0,0 4171.8 0 b � 4281.2 0,000 .1 0.00 4391.o _000 r - 4501-2 0!000 9.26 0.00 . 1 1 . . . 0.00 4723.1 ('may] 4723,1 O .34 0.00 34. )+000 9. 3.7 0400 4946,7 0.0 4946,7 1017a 9,41 0.00 5059.2 0.0 5059.2 . 9.45 w 0-0 5172-1 .• C 9,48 0.00 5285.E 0.0 5285,5 C 9.56 0,,OD 000 :60 si �e{J r 628.3 0. 5513.5 .000 9.63Ff,jj 0.0 562 , 3 0.0 5743.4 0.0 5743.4 .000 9.67 13,oc 5859.0 0.0 5859-0 .000 - 1 . 5975.0 0 .0 5975.0 .0100 9.74 OXIO 60GI.5 .0 6091 �y�k! 0.00 6208.5 0. 620& :0' 6325.8 r �[�.�a.�]y 325.8 ODD 9,86 i-0 X3,70-0 6443.7 000 9-89 0.00 6,561.9 000 9.93 0.00 6680,6 0.0 66806 DOO 9.970.00 6799.8 0-0 6799'8 )100 10,00 0.00 6919!4 0.0 )00 10-04 O�00 7039A 0.0 7039.4 imlw:7 Vrsn For Locati Sud Wind Drag Pole Joint Windy Heigh ft 150 149 148 147 146 145 144 143 142 141 140 139 138 137 136 135 134 133 132 131 130 129 128 72? 726 125 124 123 122 121 120 119 lie 1.17 116 '(15 114 113 112 101 T D 00 05: 58P Da,vld Monselle 918-828-OCeo tions No P -Delta Effects j.,(ksi) Sum V J- Oeflactions - ws pjA I lfb+fal Sectio -In `En 0.00 69.11 0.00 0.000. s }y 68.51 0_00 0.00 • 00 2■F r 0 f 0.00 () .00 0.00 67,30 -00 0.00 0.0 0.00 66.70 0.00 0.13 0 a OD 0.00 65.50 0.00 0.00 0 0.00 64.89 O.O.00 0.00 64,29 0.00 0.0 0.00 0.190 .00 t 0rU0 a.00 0.00 - . 0.00 63.09 {)-00 0.00 0.00 62.48 0.00 o.00 0.00 61.88 0-00 0.00 0.00 0.00 0.00 60.68 ID -00 o.00 0.00 0100 fes■08 ■ . -0. 0 .4 0.00 0.001)* f 00 58!87 0.000-IDO 0.00 rt GG 0.00 58.27 0.0-0 0.006 .-Oo 0.00 57.67 0.00 0.00 0100 57.06 0.00 l i d.€ 0.0o [).00 0-00 56.46 0.00 0T fl`r 0-00 e. 0.00 . 0 0.00 55,26 0.00 0.00 0.00 0.00 54.05 0.00 0.00 0_00 0.00 0.00 53.45 CI - 00 0.00 52.85 0.00 _0 0.00 0.00 O. 0.00 51.64 0-00 uO 0 51.04 0.00 0.00 () � +jam}' ■y _0() ■ 0-00 49.154 0.0.0 0-00 4923 0.00 O.()U 0.(JO O.GD a,()() ()- ! 48-.63 � �� 0.00 0.00 48,03 0� 0-100 0 0.00 47.43 r te€ 0. 0,00 46.82 WOO G.C)G 0.00Ceryl 0.00 0, () 0.00 ().00 C 0.00 45.02 0-00 0.00 0.00 0-00 C 0.00 44,42 0.00 0.00 x$00 .o 0.00 0 0!00 43-21 . 0-00 42.61 0.00 O.jOO t).00 C).00 0.00 4201 0.00 0.00 0. OC) ().0() 0 0,00 41.40 a . 0.00 4{ 0.00 0. 0.00 40IZU 0.00 0.00 0-0o ino 0.00 39-60 0.00 0.00 0-00 9.00 0,00 0.00 . **UC** f�.b 1, COMP G.00 0.00 0.00 .c oo00 a F D 0.00 i 00 0.00 000 ■• 0.00 :0 . 00 0.00 ! 0000 . 00 . 0.00 OF00 ■ U rlT 0.00 o 0!00 - 00 0.00 0.00 (s . 00 0.00 0.00 0.00 0.00 0.00 A�ef ■ 00 100 . 00 a0 .00 .00 C) .00 .0 V r00 00 00 00 Go 0 Secondary Actions W DefiecWn (I..I) - Pelta -M Delta- _i i M. .ire in in -kip 0 j res 71-52 0.00 inakip I in -kip in -kip in-kipj 70-27 0.00 0.0 0.0 0.0 0-0 0.0 0...00 0.0 '0-() 0,0 0.0 0.0 tea! T 0,00 0. FF■■��....+'' i- 68.40 7F 1 0/ems �e� O r 67.78 .0.0 i 0/ ■0 0.0 0.0 - 65.28 0.00 0.0 0.0 . 64-66 0.00 .0 0.0 64.04 7aF . C o i . iR . a! . .0 0.0 0.0 0.0 62.79 Uroo G.0 0.0 62.16 a . 61.54 0..00 4 0.0 0.0 0.0 59.67 0.00 0.0 59.04 0..00 ■ 58-42 0,00 56.55 0.00 0-0 0.0 0.0 0.0 0-0 55-92 . 00 0-0 v 55.0-000.0.0 i7.t i . 0.0 5405 0.00 0.0 r 0. 0+t deer _0 52.50 0.00 ��reeyy, 52.1 *0 0-0 , 0.0 .5 0.00a ray, . 50-93 0* 0Y ■ 49.69 0.00 0.0 0.0 U 0.0 49-06 0.0 . . J ,,�+�7 0.0 .r. 1� �7� a laF r� .' yam, ' � � �! 46, 0.00 0_ i 4 . ! ■ . ■ 0-00 0.0 44.69 0..00 G4 ■0 44-07 0.00 0.0 OX 0.0 0.0 0.0 r450.O 0.0 t Tim 42.52 0.00 . �y�7 r .0 0. 0 42.20 i 0.. a . * � ,r�a�` ! 'gar 0. #i' x F- 0.0 0.0 . Vrsn For Lucati Subje nav id MiOnselI tions No P.-DeltaElle -Streas* *UC**[ Heigh SuM V I. Deflections WS P/A f fb+fal fctFb ft Sectio X -in _, 99 0.00 38,3 P 98 0,00 37.79 kyr �Y uV 97 0.00 .1 ,ate�rj . 00 96 0-00 36.5g -OC) 0.()0 0.00 QJQQ 95 0.00 35.98 011111.00 0-01) 0.00 jo.00 0.00 93 0,00 34-78 0.00 ,00 0.()o 0.00 92 0.00 34,18 0 0.00 moo 89 0.00 32.37C.00 88 yj3*OO 1 0.000_00 0.00 0.00 31, 1 0.00 0.00 0.00 C1.00 0.00 0-00 rF .. '�fi 86 +�'��j'�' .0 a 0.00 e 30.56 ru 0.00 83 29-36 0.00 0.00 . 0,00 . 82 0.00 28.76 0,00 0.00 _ 0.00 28.15 . 0.00 .00 0.00 wir 80 2.48 26.95 0_00 0.00 10.12 0-12. 00 79 2.56 26-35 0 0.47 0.12 0,59 77 2.72 25.14 0-01D 1.41 OA3 1.55 0 ,04 76 2.80 24.54 -0 1.9U 0.13203 0.05 75 2.88 23.94 0.00 2.3B 0.14. 74 2.915 23-35 .O 2.87 0-14 73 104 22.75 0.00 3.36 _1 3,51 0.09 72 3.12 22.15 _ 0.00 3.86 0.15 70 3.29 D. x.00 4.87 0. 16 69 3.37 .. 5-313 ()-16 5,.54 0-00 5.90 0.17 6.06 0.15 67 3.53 19-21 0.00 6.42 0,17. 66 3-61 18.63 0.00 6.94 0- 17 7.11 65 3.69 18.o6 0,00. 7.47 0.15 64 3-77 7_49 0.00 8.00 0.18 63 3.85 . ,4 0 .19 8.72 0.22 62 3.93 16-36 -00 9-08 0.1 0.00 9.62 0.19 !9.sl 0.25 158 5484 14.16 SFr 12.09 56 6.00 1.10-00 14-02 14-30 0,36 55 6.08 12.58 54 6.16 12.06 �i�, 00 14.99 # 15.28 0,3853 0.24 .. ra y .00 .196 . 1 ' 0.41 52 6.32 11-06 -00 16-94 0.30 17-24 d 51 6.40 jot58 0.00 17-92 0.30 18..22 L.4 0.00 18-90 0-31 19.21 0.1 _6 9.64 49 - 0.31 20.20 0.51 OLO 20.88 . 21.19 a wM 1 po 14 Secondary Action JDelta-M Delta- Neer- r res p ire kip. In -kip 0,0 0110 0.0 0.0 10.0 0.0 QxO 0.0 38-46 0.()o ().0 0-0 0,0 0.0 37.83 .0 d 37-21 0.00 0.0 . _ 00 0.0 0.0 35.96 0.00 0.00 . _ 0d0111.0 0.0 0.0 34.71 0.0 y LF P 7..�' d 7.� 0.00 0.0 0.0 00 34.09 0.0 0.0 . 0.0 0.0 0.0 2. 0.00 0'.0 0.0 0.0 0.0 00 32-22 jjif�f �j . ■ 0. 30.97 � 0 0.0 i �. 0.00 29-72 . 0 0. , 0.00 0.0 0.ar k 0 . 0.00 0. . y - 0.00 . 0. #[ x.60 0.00 25.98 0.00 4.8 0.0 _ 0.0 84.1 .0 1 6g.9 0.0 169. :0Thy0I . O 213.3 rte! +� r��F] FFF 0 . 257.2 U 7 22.88 0.00 iii 0.0 301.5 0.0 301.... ,. 21.04 0.00 19.6 20.44 0.001 _ j/�� 0.0 482A _ irk r Ate" ,�.. r 1984 r . . 0 575.2 '18.64 0,00 28.0 0_0 66 622-1 66 IS -06 a 0 i 17.46 0.00 30.2 0.0 7171 U 717-1 0.0 813.60-0 813,6 16.30 0.00 36.9J� . 862_ 0.0 . 15.16 0.0110 39.2 0.0 gi 1.5 1 1 . 14.05 0.00 45.6 0.0 1083.1 0.0 1 OB3. 1 12.43 0-00 58.50.4 0.0 1343b I 11.91 0.00 611.81430.4 11.40 k 0 65.E II.1518.0 10.90 0.00 68,1 0.0. 10.41 0.00 71.3 0.0 9.92 0.00 74.43 0.0 1-182-5 0-0 1871. Nov Vrsn For Locatl Subje Wind Drag Pole Joint Windfi Heigh ft Mi 43 42 1 40 39 38 8.56 37 :64 36 8.72 35 8.80 34 8.88 33 .1 32 9,64 31 9.77 30 9.89 29 10-02 28 10,1 27 1 26 10-41 25 10,54 1+7 0.80 10,9,3 11,,00 1.1 11,31 CIO 05: SOP David Mone l 1 p tion, o -Deft Effects Stress (ksj Sum V I- Deflections ` A&S PIA Ift"fal SectoIX-in Y -in fb I flu I 6.64 rfo9.18 0.00 21117 0,32 22.19� 6.72 8.74 0-0022-87 0.32 23-19 6.89 TB9 0.00 24.87 0.33 25,20 . 0-M 25.87 .7.05 7.1020.88. 0.34 2712 7.13 7.21 + 3948 . 24 23 22 21 20 19 18 1 1 1 1 3 2 0 11-83 11,96 12.09 12.22 12.34 12-47 12.60 12-73 12.86 12.99 13.12 13.25 13.38 13.51 13.63 14.51 6.72 6.36 6.01 e 6837 t 5.07 k - 53 29 - 4.06 3.85 . 63 3.42 122 3.02 2-83 . 00 0.00 0.00 0.00 0.00 . 00 0.00 0.00 . 00 -OU 0.00 . 00 0-0018,18 0.00 18-62 1. 0-00 19,50 0-00 19-95 0,00 - ,0 20.40. 0.00 20,85 0.00 21,30 0.00, 1 ,75 - -0 0.0022-65 23.11 .7 24,02 24448 . 95 -1 25.87 26,34 27.89 28.90 0 29-92 31-11 32.30 k 49 34ti68 35.88 1514 15.57 16.0 6.43 15-87 1`_30 17,74 0.00 0.00 0 0-00 -CSO +0.00 x+.00 G-00 0.00 0.00 0 0.00 . 8027 - 27.74 -1 28-23 29-25 30.32 1.1 32-71 3:3.90 .1 36.30 37.50 13.71 1-1 h 0.29 0.29 F 2930 i 30 . Y 1 1 -1 0,32 . 32 0.32 0.33 0,33 0.34 0-34 -34 0-35 0.35 0.35 0.36 . 36 0.36 0.37 0.37 0.38 0.38 0.38 0.3,�J, 0.39 0.42 - 25 X6.72 7.19 7-66 - 13 s i WFb COMP 0,56 o.58 O_E31 0,63 . 66 0.68 0,11 - 73 0- r 79 012-1 04 - 88 + G.91 0.94 0.34 T 3537 . 0.38 c),39 0.40 0.41 . 42 0+43 0.44 0.45 0.4 0�47 0.49 10-50 . 52 0.54 k. 57 , 0.58 U..!59 0.6o 0. j 0_62 0.63 - 0.66 0.67 . 0.69 0,71 C1.72 1 Deflection secondary io W P,E)l Delta�My Near- iin�l �� res I in -kip kip - ' pI 9.45 77.E 0. 1�0.a .� to . 0.00 80.5 .�.y` 8.55 0.00 83.E . -. 1 .10.0 2139,1 7.70 0.00 89.3 0 0.0 2228-9 7.30 0.00 2319,0 ,jam + r .0 259.5 -18 019'UUrlj��a 0 26i5 . 1 _ . 2661 r 00 103.0 0.0 2787.9 5.52 0.00 1055.21 .7 . ■ 2894 i 0.0 28K6 0-00 108.3 . 3001 .5 r 3001-5 . .00 11 .3108-5 ■� 0.0 4.65 } 0 113108.5 4.41 0.00 3215+ 4-17 0,0 3322.9 0.0 3322.9 0.00 17.4 0.0 3430.3 0-0 3430.3 9.5 0.03538.20.0 0.00 121.6 3538.2 3.52 . 0.0 0-0 3646.6 - 0-00125.8 �y 0.0 3755. .3. 10 0. -++FF �� 127.9 0.0 f 64.6 . Y 3864-6 0 3974.2 0-10 3974.2 rye, -00 -..r! 1 ` 0.0 4084.3 bra i Qat 2.52 2-34 .1 1.99 'x.82 166 0,96 . 8473 . 0.63 53 . 44 . 0.36 { 29 0.22 0.1 0.00 l OD 0400 t 0.00 0.00 0.00 0,00 0-00 0-00 0,, 00 .0 0.00 0.00 0 0.00 0.013 M - 0.00 - rLn 00 1 00 . 0.00 1 0.00 1 0.00 1 0.001 X31.9 33. 135.8 137- 139.5 141,3 143,1 144* 146,5 148.1 149.6 151.1 152.5 153'a 155.1 156} 1. 158- 169.3 160,2 0.9 1 r X62.1 62.5 62.8 .0 4194.7 4305.6 . 4528-6 64. , 866. 4979.5 5093.1 5207-2 5321.7 5436.5 5551. 5667-4 5783? 5899_ 6016.4 6133A 6250.9 6368.6 6486. 6605, 6724- +1 X962.6 062.4 02- 0-0 i 4104.7 0.0 4305. 0.0 4416. 0-0 4528.6 0.0 4640,7 0. 4753, 0.0 4866: . , 0-0 5093.1 .0 5207.2 0.0 5321.7 0.0 54 . i 5551.8 070 5667. 0-) 5783-3 0.0 5899.7 0-0 6010.4 0-0 6133.4 0.0 6250. 0.0 6368.15 0.0 6486.7 0.0 660Z-5,2 . 6724. + 6843.1 0. 05216 0.0 7082.4 VrSn For Locati Subje Win d Drag Pole Joint Windil Heigh ft 150 449 148 147 146 145 144 143 142 141 140 139 138 937 136 135 134 133 132 131 130 929 128 127 126 725 124 123 122 121 120 119 118 117 116 115 114 113 112 �1 1 108 107 106 105 104 103 1 U 101 100 05: 59p David fects 1.43214 [- Deflections 1.4286 X -in I i7 T 71,52 0.00 70.90 0.00 70.27 000 69:65 0.00 69.03 . 1..1 68,40 0.00 15 0.00 67,15 0,00 66-53 0.00 65-91 0.00 65.28 1100 64.166 0.00 64.04 0.00 63,41 0.00 62.79 0.00 62,16 0.00 61.54 U-00 60.92 0.00 60-29 . 00 59.67 0,00, 59.04 .0" 58.42 0,00 . ". 00 57.17 0.00 56.55O -GO 55-92 . 0 55-30 G. -C 54.68 0.00 :54.05 0.09 53,43 0.00 52.80 0.00 52.18 1 .55 . 93 50.31 49-69 49.06 48.44 47.81 47.19 46.57 45..9 . 3244-69 07 . 4345 42,82 42-20 41.5` 40,95 40.33 0.00 0-00 0-00 LI -00 0.00 0.00 0, OiO 0.00 0.00 0,00 0,00 0-00 000 . 0000 . 0.00 0.00 . 00 0.00 0.90 Monse 1 1 e Wind Load Pole drag Coefficient OD inch irl 1 1 1 1 1 1 Kz 1.54127 139.666 1.53833 139.533 1a 57 139,399 I .5324 139:264 1.52942 13n 1-7A 1.526 1.52 1.520 1.51 1.514 1.511 1.50 1.5041 h 1.498 1.495 1.4923 1.48 1.4859 1--4827 1.4795 1,4762 1.4729 1.4696 1.466 1.463 1.4596 1;4563 1-452 1.44951 1.44607 1.44262 1.4391 1 1.43214 18 1.4286 18 1.42504 1 1,42145 18 1.41785 13 1.41422 IS 1-41057 18 1,40689 18 1 AC 19 15 1.39947 18 t39572 18 1.39194 16 1.3881 18 1.38432 18 1.38046 18 1.37658 18 1_7 t 37 1,38-71ra 32 13,577 135,437 ■ 38.297 1 138,155 138-013 6. 137.869 137.725 137.58 1 137-28 137-139 136,99 136-84 136-689, 136.538 136.385 136.231 136,,076 135,.92 135.763 . 04 135`445 1 35.,E 84 135.123 134.96 134.796 134-631 134-464 134.297 134. 128 133.958 133.786 133,613 133,439 133.263 133.086 132-908 132-728 132.547 13-2-364 132.18 131--994 D inside DIE 17-25 . 54 Die 17.25 . 54 D, 17.25 3.54 Die 17.25 3.34 j 17.25 3,54 Di 17-25 . 54 Die .r Die 17.25 3.54 Lie 17-25 3.54 Die 17-25 3,54 Die 17.25 3.54 Die 17-25 3.54 Die 17.25 3.54 Die 17.25 T 54 Die 17-25 , 54 Die 17.25 3-54 Die 17-25 3'54 Die 17-25 3.54 Die 17-25 154 Die 17.25 3.54 Die 17.25 3.54 Die 17-25 154 Die 17.25 3.54 Die 17.25 3.54 Die 1-5 3.54 ja 17.25 3.54 C + 17.25 3.54 Lie 17.25 3.54 Die 1.25 3.54 Me 17-25 -54 Die 17.25 3.54 Die 17.25 3.54 Die 17,25 3.54 Die 17-25 3.54 DN 17-25 3.54 Die 17.25 3.54 Die 17.25 x.54 Ne 17,25 3:554 Die 17.25 ..4 Die 17.25 3.54 Die 17.25 3.54 Die 17.25 3.54 Die 17.25 3.54 Die 17-25 . 54 Die 17.25 3.54 Die 17.25 3.54 Die 17-25 3.54 Die 17-25 3.54 Die 17-25 . Die 0.59 1.5 0.17391 11 17.25 3.54 Die oil � �,*W � Comer r f 1. _1 1 1.5 0.17391 0..59 1.5 0.17391 0.59 1.5 0.17391 0.59 1.5 0-17391 0.59 1.5 .1 7391 0.59 1-.5 0.17391 0.59 1.5 0.17391 0.59 1. -.17391 0.59 1.5 0.17391 0.59 1-5 G.17391 0.59 1.5 0.17391 0..59 1.5 0.17391 0.59 1.5 0.173-91 0.59 1.5 0.17391 0.59 1-6 0.17391 0.59 1. 0-17391 0.59 1.5 0.17391 0,59 1.5 0.17391 0.59 1.5 0.173910-59 1--5 0.17391 0.59 1.5 0.17391 0.59 1.5 0.17391 0.59 1 ■5 0-17391 0.59 1.5 0.17391 0.59 1.5 0.17391 0.59 1-5 0,17391 0,59 1.5 • 1 7391 0159 1.5 0.17391 0.59 1.5 0,17391 0.59 1.5 0.17391 0.59 1. 0.17391 0.69 1-5 . -017391 0.59 1,'} 0,17391 0.5.E 1.5 0.173910..59 1-5 .0-17391 0.59 1-5 0,17391 0,59 1.5 0.17391 0.59 1.5 0.17391 0.59 1-5 0-17391 0.59 1.6 0.17391 0.59 1 F 0,17391 0.59 1-5 0,173,91U.'59 1.5 0,17391 0.59 1, 0.17391 0.59 1-5 0.17391 0.59 1.5 0.17391 0.59 1.5 0. 1 -73g 1 0.59 1.5 0.17391 0.59 L6 0.17391 0.59 1.5 ,1 7391 0.59 h 1 Nov 08 cc 05!59p David Mo'nselle sie-azs -ooao Vf5fi For Locat' Subje Wind Drag PO1 joint Win dl fects Heigh ]- Deflections (I)- f I X -j n Y -in V* R 4L $4 83 82 81 8o 79 78 77 76 75 74 73 72 1 69 68 67 66 65 64 63 62 1 60 59 58 57 55 55 54 5352 1 Rl 36.58 35,96 35.34 34.71 34.09 33.46 . 8422 y 31.59 30,97 30.34 29-72 29.10 28.47 27,85 27-22 26,60 25.98 25,36 24.73 24.11 23.50 . 88 22.27 21.65 21.04 20.44 19-84 19.24 18-64 18-D5 17, - 1r 16.88 16.30 15-73 15.16 14.60 14.05 13.50 12.96 12-43 1.1 11.40 10-90 . 92 .0 r 00 0.-0 0,00 0.00 0.00 0.00 0.00 000 . 0000 . 0.00 0.00 0.00 0.00 0.00 0,00 0.00 0.00 0-00 . 00 0.0 . 00 0.00 O-Oo 0.00 0.00 . 00 0.00 0'.00 0.00 .. 00 Wind Load Pole Drag Coefficient KZ C 1. 36874 131 6 17 1.36477 131_426 1,36078 131.234 a 18 1.31478 128}997 1 1.31039 128.781 1 1.30597 1 r WA 1 1-30151 128-344 1 A.22 1.29701 128 18 129247 1. 1 1.28789 127.671 1 1.28327 127,442 1 1-27861 127-21 1 1.2739 126.976 1 126915 126,7319 18 1*26436 126.499 18 1.25952 1215.257 1 1.2546 3 126.012 1 1.249 125;764 18 1.24471 125. 11. 3968 125.259 1 1.259 125,001 18 1*22946 124#1 i 1 1.22426 124.477 . 1.21x1_ 11.21 1 123.939 I 1-20834 1 . 1 1.202 123-387 1 1.19743 123-14 1 1.19188 122-82 1 1 , 1 8627 . 1 . 1 1-18058 122.236 11.1 7483 121,938 1 1.16901 1 1.16311 121.329 1 1.15714 121,017 18 1.15109 1 . 1 1.14496 120.376 1 1.1 120.051 1 1.13244 119.718 11.1 260,5 119,38 1 1-11957 119-036 Inside 131.04 1.3527 130,U4 +- - 1 ►344 1 130.447 1.34036 130.246 *33618 130.042 1-33197 129.8.7 1.32772-2 03 1.32344 129.421 1-aI 1 1 a 18 1.31478 128}997 1 1.31039 128.781 1 1.30597 1 r WA 1 1-30151 128-344 1 A.22 1.29701 128 18 129247 1. 1 1.28789 127.671 1 1.28327 127,442 1 1-27861 127-21 1 1.2739 126.976 1 126915 126,7319 18 1*26436 126.499 18 1.25952 1215.257 1 1.2546 3 126.012 1 1.249 125;764 18 1.24471 125. 11. 3968 125.259 1 1.259 125,001 18 1*22946 124#1 i 1 1.22426 124.477 . 1.21x1_ 11.21 1 123.939 I 1-20834 1 . 1 1.202 123-387 1 1.19743 123-14 1 1.19188 122-82 1 1 , 1 8627 . 1 . 1 1-18058 122.236 11.1 7483 121,938 1 1.16901 1 1.16311 121.329 1 1.15714 121,017 18 1.15109 1 . 1 1.14496 120.376 1 1.1 120.051 1 1.13244 119.718 11.1 260,5 119,38 1 1-11957 119-036 Inside DIE 1.5 0.17391 17-25 3.54 Die 1x.,253.94 1. 0.17391 Me 17425 3.54 Die 17.25 3.54 Die 17.25 3.54 Die 17.2s t 54 Die 17,25- 0.59 rrFF T 17;25 3.54 Die 17.25 3.54 Die 17.25 3.54 Die 17.25 3.54 Die 17-2S . 64 Die 17,25.3.54 Die 17.25 3,54 L)i 17.25 3.54 Ute 17.25 3,54 Die 17.25 3.64 Die 17`25 3.54 :die 17.25 3.54 Die 17.25 3.54 Die 17-25 3.54 Die 17-25 3.54 Die 17.25 . 54 Die 17.25 .54 Die 1x,25 .54 Die 17.25 3,54 Die 17.25 3.54 '1 17.25 3,54 Die 17.25 3..54 Die 17 3.54 Die 17-25 3.54 Di 17.25 3.54 Die 17-25 3.54 Die .25 3.54 Die 1T25 3 � ;nj 17.25 3.54 Die 17.25 3.54 Die 17-25 3.54 Die 17-25 3.54 Die 17,25 *5. Die 17-25 . 54 Die 17.25 3.54 Die 7,25 3.54 Die 17--25 3.54 Die 17.25 3.54 Die 17-25 3.54 Diia 7.25 . Die 17-25 i 17.25 3.54 Die ' . 3.54 Die X7.25 3.54 Die CO 1.5 0.17391 1.5 0,17301 _ 1. 0.17391 0.59 1.5 0.17391 U-59 1 * 0.17391 .59 1. ;17391 0.59 i 17 3PP Olm -1if I . 1. 0.17391 t 1. U.1 1 G-59 1.6 0.59 1.5 0.17391 0.59 1.5 0.59 1. .17391 . . 0,17391 0.59 1- 0.17391 0.59 . 0.17391 1.5 0.17391 0.59 1.5 0.17391 0.59 1- -1739 1 0.59 1. 0.173-91 0.59 1.5,17391 0.59 1. ;173 0.59 1. 0-17391 0.59 1. .17390.59 1-5 0-17391 . 1. 0.17391 0.59 1--5 .17391 0,-5 1, 0,17391 0.59 1-.5 U-17391 0.59 1- . 17391 1. .17391 0.59 1.5 0.17391 0,59 1. 0,.17391 0.59 1.5 . 17391 . 1. 0.17391 0,59 1.5 * rIr + 0173911. 0.59 0.17391 0.59 1.0.17391 0,59 1. 0.17391 0.59 1.5 0.17391 0.59 1. 0.17391 0.59 1. 0.17391 0.59 1 . , 0.17391 0.59 1. 0.17391 0.59 1.5 0.17391 0.59 1. 0.1 739 1 0.59 1. _ . 1 * .17391 0.59 1. 0.17391 019 1. 0.17391 0.59 p. 17 Nov 08 OO vrsn For Locati Subje Wind 06: 00p Dav-I'd Monselle fects Her - DeflectionsWind Load Pole Drag Coefficient ci ft X -in YWI. in inch Kz 48 -9.45 0.00inside DIE Comer r 47 9,00 0.0016 1113 b 3.54 Die 1.5 46 8.55 0.00 18 1.10632 118-33 17-25 3.54 Of 0-17391 0.59 45 8.1 0 18 09954 117.96-7 17.25 3.54 Dim 1.5 0.17391 0.59 44 7-70 0.00 IS 1.09266 117.597 17.25 3.54 Dig 1.5 0.17391 G-59 43 7.30 0-010 18 1.08,567 117.22 17.25 3.54 Dig IS 1.07855 116-835 17,25 3.54 D- 1.5 0.17391 a -0H 1 6.54 0.00 116-443 17.25 3.54Die 1-5 0.17391 0.59 40 6.18 10.00 18 1 - 06398 11&043 17.25 3.�A Die 1.5 0.17391 39 5.84 0.00 18 1.0565115-635 1 7.25 3.54 Dire 38 5.52 0.0018 115-217 I+253IT25 3.54 Dig 1.5 0417391 0.59 37 5.21 0. 18 114.79 17.25 3.54 Die 36 4,92 .0-00 18 03323 114.3.54 17-25 , ,54[)fe 1.5 0-17391 0.59 35 .65 0.00 18 1.02,517113.907 1 7.25 3.54 Die 1.5 G 17391 0-.59 34 4.41. 0.00 18 1.01695 113,45 17.25 3.54 I i i 33 4.17 0.00 18 1.00857 112.981 17-25 3.54 Die, 1.5 0.17391 0-59 O -DO 30 1 187,5 29.25 3.54 Die 1. 6 0-.10256 0.59 1 3.7330 3.54 Die 1.5 0.10256 Mn 0 1 10' uzp - 1 .00 - 3,54 Die 1_ 28 3.10 . 0 7. 29.25 154 Die 1 .5 0,10256 0.59 27 2.90 0.00 30 187.5 29.25 3.54 Dig 1.5 0.10256 0.59 26 2.71 -0-00 30 1 15T5 154 Die 1.5 0,10256 0.59 25 2.52 0.00 �r.y' .5 29.25 3.54 Die 1.5 0.10256 �b�y` 4 2.34 0.00 30 FFF 18T5 29.25 3+54 Dig 115 01-10256 0-59 23 s 16 0-M 30 1 187.529-25 3.54 Dig 1.5 0.10256 0.59 22 1.-99 0.00 In 1 187.5 2R25 3.54 Dig 1.5 0.10,256 1 1.82 0.00- - f 54 Dim 20 1.66 1 187.5. 19 1.51 0.00 30 1 187-5 0.10256 .. 16 1.09 0.00 3D 1 187-5 29-25 :3-54 E)ia 1.5 0. 10256 0-59 15 0-96 1 1 30 14 11.5 .1 0256 0.59 0.84 0.00 187.5 29.25 3.54 Die , is 0.73 0.00 30 1 187.5 29-25 3.54 Die 10256 0-59 12 0.63 0.00 30 1 187.5 29.25 3.54 Die .1-5 0. 10256 0.59 11 30 1 `lL.y�, 1.5 . 1 0256 0.59 9 0,44 0.00 30 1 29.25 3.0 Die IZ 0.10256 0.59 0.29 30 1 18T5 29.25 -54 Dig _.1 ! x_22 0-30 1 29.25 b Die 1.5 0.10256 59 5 io, I 1 0.00 so 1 1 BrT 5 29-25 ;3.fA- IDie 1.5 0.10256 0.59 .0 0.00 310 1 187.5 2 3-54 Die 1.5 0.10256 0-59 2 0.02 0 30 1 187.5 29.25 . ,540.59, 1 a 7.529425 -54 Dig 1.5 0.10256 0.59 1 1-5 0.10256 - 0.00 0.00 } _ . D i e 1.5 0.10256 p.18 Nov 08 00 OG: 00p FILENAME; Foy: nx-ra n"A REXBURG ID 80' MONOPOL, ABBPaXLS Da-Vid Monse 1 1 e LOCATION SUBJECT: APPLI.ED LOADING P.- Dead Load (kips) V.w Wind Shear (kips) ML; QT Moment (ft -k) Baseplate A.S. Factor: Anchor Solt AS ff Fd: ",ikU941:i R BOLT AND BASEPLATE DESIGN MONOPOLE TOWERS mmwwmft� ANCHOR BOLT PROPERTIES material'Grade: ASTM A193 -B7 Anchor Bolt Fy iksillk Anchor Bolt Fu(ks 125.0': Anchor Boit Ft (ksQ21 47.25 Anchor Bolt Fv (ksij,, 27V50 N: Number of bolts; d: Bolt Diameter (in.) 4;5Q KCHOR BOL CALAIS Ft = 0.33*Fu bl� Fv = 0.22"Fu T a =Applied Bolt Tension = 4' Tv =Applied Bolt Shear = V/N iAb min. _ (Ta/Ft)`2+(Tv/FV)A 2 Ab act. = nominal bolt area MIN/D+Plry TOWER BASE INFORMATION D: Base Diameter din.): BC: Solt Circle Diameter (In.): OD: Outside Diameter (in.): ID: Inside Diameter (in.). 8asaplato Material (rade: ASTM Baseplate Fy (ksi)o CALqUL ....ATION SUMMARY Applied Bolt To nsion (kips), Applied Bolt Shear {kips): Min. 1301t Area (in .A2): Actual Bolt Area 2); Min& Baseplate Thickness Onj: Actuaf gaseplate Thickness (Injo Weight of Basepia#e �kips); BASEPLATE CALCLLATfONS � t =Minimum Baseplate Thickness � t (6*Ta*(8CMD)/2JbJ( ir76*Fy*ASF)) b =Effective Len ,qth (Lesser of bl or b2) bi = D*PI/N � b2-= (SC-D)*tan 60 Baseplate Weight (OD424DA 2)*PI14*t*W PI = 3.141592 VU = 490/1728 (pct) i i PAOr.: PROJs NO: DATE: ENGINEER: OK ^ 2.27 2.50 OK 0.61 1 M0020ED 1.1-108100 JMS %&d1.4 -VAb" 06: 01P !FILENAME: FOR: LOCATION: SUBJECT: David L•— Monse i le MONOFLG,XLS US CELLULAR. REXBURG, !Q 80`MONOPOCE SECTION # P: Dead Load (kips) Vm- Shear Load (kips) M: OT Moment (karin) D: Top Pipe Dia. (in.) B.- Boftm Pipe Dia. (Ina) N. Number of A325 Bolts BC -OP Bolt Circle (in.) OD: Fig. Outside Dia. (in.) 1D: Fig.. inside Dia. (in.) T: Bolt Tension (kips) Min. Boit Diameter (in.) B.P. Effective Width (in.) Min,. Baseplate Thk. (ins.) C -Por Effective Width (in.) Min. Cap Plate Thk. (in.) Assembly Weight (kips) $UMMAlRY secdon # Bolt Diameter (im) Number of Bolts !Baseplate Thickness (in.) Cap Plate Thickness (in.) CALC L' TION SUMMARY F FLANGE.CON'NECTION DESIGN MONOPOLE TOWERS 111111111111111 PAGE,a° 5 : •n . 1 e i e a PROJP.#do fWO020ED Rs as a e. ° r - • L a _ a - * ..{ _ - - ��• ' ,a4 °,' iii- F-, DATED4 1 i i7 " ENGR: _S• r t 41 MID= Mumma] BE= OEM Jill 1 =I OEM t MEMO rp ILI - 41 IL 41 No= # ILL * C17 ' i IP I EC= + i i *MIA]= Wr i t i jL ff.� N - z= q i 'PA i #N/A is • ! F *"�4sc� $ 1�'F �'y ' 6«e' `:� _, - • t• +ee. s� r_ -fh?. n..,. '� .�• ' {'x {4•_�{, -,,yam 1•r15i�i'L - c ,�...i4 - '�'�t FG'.; 11Le� ` {: "5 Y'��s ; �•Y +L� i N f r ''.'.iL'� �F - } - F mil Via` y� �Yw- ',+ �R+ r,•:''h `. +�1� ,,r.. a- P . y� a fs. ... ' . : .� � � i a Ir•,i {' - Ate. °'i, �y 1����,,J� ` �`Fr Tf ��jj� � ■}• _ �f;`'�,'6 �_�'- �a� •t-`• .t ry�� F ���L y� n�•� 3:A�e � 9i° �S�LiM� � • ^F1.'� 'arYC��� +t4tlq�N�R' .`�Cf�,� !,4° ,� � { y,'�� � �� .16 .: � � 4 , , �,�+;� 1+■I�r...: rte, , `� ■ : � ��'"t * 4"r a.r if r,n!ljj Y t {f �+ AFI•' . !°' ■ ', �1Yr'��F'F-. •r•�r -.r W� .T � •- r � •� - .. �.ti,.•r ,r•, r � � ,,.•'��C- t .�� s.. ! � -`�.'�� �y� .av- �� _, ., +F•-sr-�...1 �r�o,a���� 3F-:Y�`'Iik-r»c-i'���+ �;. e_ +.�. �- �..-,�.,i;i '�`p.. _ }t.. J7� iYm ! .R,F� — :. • + ! y_ Yi til ti°� 9qr iu '„'' *�n��' f -Rami.,_ L` .rte#.,} +�yy�,P�'�FP.+�y ray,•_ �q Qi } � `-i' t, 7 "rti •r�C 'i1F3',�' °� �^' �s�s��— . -- .'w. . ''�' °�' -' +s•�"!'•'Tti-?'�i.i igYi''w �Sd it ..._�r.l�t TJ 7� L ■ 7 _'Lr Y+1,` ' .�.. _. _ii .Y •� ° �e 2. - P•`TY �r!C78a # . - ,x+++R Ji,- mitis #51F—l�� Top Pipe Diameter. Defauft use multiples of G from 12 to •48. Bw N, SC, 4D and ID ars standard values teased on the Top Pipe Dia meter. If a different value Is used for Q, the other values must Iia irr..L6_.� —_`4__ -tea. uls wpunea ma��aii]�. T = 4#MlN,�BC-PIS# Min. Boli Diameter _ ['I`1( ksi)*4/pqA.5 (For different bait material, replace�4 wii#h the avp« Baseplate tnective Width (8w) Cap Plate Effective Width (Cw) = D*FUN B*PIVN mm, esasepiate thickness = [6'T*((BC-D)/2)1Bw/(50 kSj*)jAv6 Min. Cap Plate Thickness = 16%wl'*(,(B.BC)12)icwifi;nifitil]A s (Assumes 50 ksi tnater a! with a 1f3 increase. priate Ft value for the material.) I Norn ral Vajue is J.SFyj 28 06:O1p David Monselle REINFORCED CONCRETE DRILLED PIER Design/Analysis Dates clientUS CELLULAR, Project 8 0 FOOT MONOPOLE 2 Location REXBTJRG 1 Job Now 4 200439 F t ED �.�.� ��_ _ SOILS DATA -loft- ' Unit Wt 0 Soil 12 0. 0 Lat. Res. -Init.. Lat. Res.-Inc/ft -Inc/ft (ksf) 0.30 All ow. mu:LM1ir 1.00 SERVICE LOADS Dead Load (kips) 14,5 Live Load (ki ps) 0.0 Wind (kips) 0 Applied Mom. (ft-kips)6co.o Applied Shear 10.1 -�� CONCRETE.EG;r Method . 1 Imate Strength Loading: Operating WLind Concrete f1c (ksi) 3.00 Rebar i 160-00 Tie Bar - fy (ksi) 60400 Max side cover (in 4.00 Top Cover 3.00 ERMCE 1 318 ACI 336*3R PIER CHARACTERISTICS 6 Conf 4 1 igurat-lon. atance Bearing Resistance Deed wt. ` End Bearing -'� *. _iom���,..'�PIER ANALYSIS SOIL App]Lied Max Lateral 1#0 64 r 867 Max Lateral ft. 2 A 9 r -k 'i n End 13earing Skin Fr. (Down). Skin Fr. (Up) Hydrostatic Uplift V 4.788 7-.000 0*000 1.400 0.000 1.400 0.74-9 i � 0. FACTORED DESIGN FORCES FOR S19A , (kips) . Max MOMent (ft -----kips) Shear /Com 0.00 . Ten. i ps) 5. 4 ft' Moment -kips) Shear /Ten . (kips) n/a 090 n/a 0.0 -OW -ftib � � � � J., ,* '... — . .0. . QUANTITIES concrete o fume Rebar Rebar A=c a Req Rebar Area Pr I 'die Ears Tie Spacing I � a- � i (cru.'. (isq.* (sqo 3.n 28 . 62 # 8 *E 28.27 28-44 DATA. 1#5' Sift Diameter . 17 Bell Diameter (ft..) Y n\a Top of Pier re Grade 1.00 Penetration d 00 Depth' Inactive Soil, 1.600 Depth Water Table n/a �.�.� ��_ _ SOILS DATA -loft- ' Unit Wt 0 Soil 12 0. 0 Lat. Res. -Init.. Lat. Res.-Inc/ft -Inc/ft (ksf) 0.30 All ow. mu:LM1ir 1.00 SERVICE LOADS Dead Load (kips) 14,5 Live Load (ki ps) 0.0 Wind (kips) 0 Applied Mom. (ft-kips)6co.o Applied Shear 10.1 -�� CONCRETE.EG;r Method . 1 Imate Strength Loading: Operating WLind Concrete f1c (ksi) 3.00 Rebar i 160-00 Tie Bar - fy (ksi) 60400 Max side cover (in 4.00 Top Cover 3.00 ERMCE 1 318 ACI 336*3R PIER CHARACTERISTICS 6 Conf 4 1 igurat-lon. atance Bearing Resistance Deed wt. ` End Bearing -'� *. _iom���,..'�PIER ANALYSIS SOIL App]Lied Max Lateral 1#0 64 r 867 Max Lateral ft. 2 A 9 r -k 'i n End 13earing Skin Fr. (Down). Skin Fr. (Up) Hydrostatic Uplift V 4.788 7-.000 0*000 1.400 0.000 1.400 0.74-9 i � 0. FACTORED DESIGN FORCES FOR S19A , (kips) . Max MOMent (ft -----kips) Shear /Com 0.00 . Ten. i ps) 5. 4 ft' Moment -kips) Shear /Ten . (kips) n/a 090 n/a 0.0 -OW -ftib � � � � J., ,* '... — . .0. . QUANTITIES concrete o fume Rebar Rebar A=c a Req Rebar Area Pr I 'die Ears Tie Spacing I � a- � i (cru.'. (isq.* (sqo 3.n 28 . 62 # 8 *E 28.27 28-44 Building Code Requirements for Reinforced Concrete Sug . Design and Corps t . Procedures for Pier f I I I I I I I If I I I I I 1 E I i I p - 21 1#5' 17 J9_fP Building Code Requirements for Reinforced Concrete Sug . Design and Corps t . Procedures for Pier f I I I I I I I If I I I I I 1 E I i I p - 21