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HomeMy WebLinkAbout6217 8TH ST I ��qn I I I an` �_ � ' ll '-� ' STATE OF FLORIDA ' , ,�, �:DEPARTMENT OF COMMUNtTY AFFAIRS �� ���� � ; � „ ; � wl ONCHILES '� "Helping Floridians create safe, vibrant,�sustainable communities" �� ' Covemor JAMFS F.MURLEY '�` . I �`� ,� ..-.�� Secretary , .,.-� R Cry l�'.,' �� •.,. `,� .�, D �`s �~ i;j ' I ' 1�97 {�1,� I JUN 2 5 � � June 17, 1997 _ _ �ill �' � e RMINGHAM Mr. Chad Pearson i �� � UNR-Rohn I�, I P O Box 1470 �i ii � Bessemer AL 35021 � � , , �� ' RE: 1996-97 Annual Renewal Based on the 1994-SBC's I i �� Manufacturer's I.D.Number: UNR-138 � ' , i � This Approval Expires June 30, 1998 � � � ; � Dear Mr. Pearson: ` I ; , I, i, i It is rxiy pleasure to inform you that the Department of Community Affairs has '' 'renewed IJNR-Rohn approval to manufacture ielecommunication buildings for instal(ation � ' �in Florida. These buildings must meet the windspeed of the geographic area the�y are ', linstalled. This renewal is granted pursuant to inspection of your submitted plans which were ', �found by this .,.,partment and your inspection/plan"s review agency to oe in compliance with Ii he applicable codes. I � On site instal(ation requirements are specifically and entirely reserved to local � � government. These requirements must be reasonab(e and uniformly applied the same as for i i conventional construction. � ! '� • i , i � I! ' A state certified building must bear�a Department of Community Affairs insignia of '�approval. The insignia is evidence to local government that the building is constructed to �; � � - Imeet miniiY�us saieiy standar�s and is s�ie, sanitary ar�u�cr�ciurdi'sy suurid. II �� • II I , A copy of this letter must be attached to the approved plans when making` application for local buildina permits. � , ., ISincer�;y, � ' FLO IDA KEYS � ' A�e�o(Gi6dSty��Canam I ' F'tld OfGce ' � � 119b O�+rrsns K�w�y,�Siefe 212 ' '� ' I , i'�Y�+-/ Muuhm,Floiid�31�J50-2227 ,� �' . � ����� � Lawrencz H. Jordan, 13uilding Official i ,,,�,�U��,��„�,,, ', '', Cudes and Standards Office ; i v�da o�« ; � i tss E�c wj��� �' e�,F�;a>»e�o�c+t IJHJ:sc � sourH IORIOA cc,:�PTL/PSI ' tfCOYERY�OFFIC� 255I5, SHUMARD OAK BOULEVARD • TALLAHASSEE, FLORIDA 32399-2100 P.O.e�Z�o21 phone: 904.488.8466/Suncom 278.8466 FAX: 904.921.0781/Suncom 291.0781 e600 N.w.�6�n saKc I Mimi,Fbrid�llla9-IOit Inter�net address: http://www.state.fl.us/comaff/dca.html � I, ' � �� , � �I i i i I � I �li �i i, i , I ! , � � , , J , , . � � � Be1lSouth � �� �� � Mobility � Detailed Structural Study 1, , ; and Finite Element Analysis of the �� � � , Zephyrhills-APT 190 Ft. Self Supporting Tower � Zephyrhills,Florida 440.106.4 � ' I i , , ,' i � • i � I � , ', Pre� ared for: P . � Be1lSouth Mobility ' ! 11;0�0 Peachtree St. NE ; At�lanta, GA 30309-4599 � ' _ . C � � � � � � � , . � , May 13, 1998 Project 1690472.12 � � � URS Greiner Telecommunications,Inc. 2020 K Street,N.W., Suite 310 � ' Washington, D.C. 20006 (800) 883-4391 � •- I � � � � � � I� I , i ', ' • � 4 , � � � I I � 1 _ I� � � , TABLE OF CONTENTS i 1 I , , �, � ' ' � 1. EXECUTIVE SUMMARY i � ' 2. INTRODUCTION I ,' ' i � 3. ANALYSIS METHODOLOGY AND LOADING CONDITIONS 1 ; 4. FINDINGS AND EVALUATION � � ii ' S. CONCLUSIONS AND RECOMMENDATIONS �� � 1 il � � 6. COMPUTER ANALYSIS (INPUT/OUTPUT) ` i 1 j , 7. TOWER DRAWINGS � i � 1 I � , ji ' � � � i ; ' � I . , � , , , I � I � ' I i � � ; � �' , � 1 ' � I i I II ' . I' . I � 1 I I 1 I � � I ; � ' I i i � � - ; ; I ._ � � ; ; � , � -� _ , � ; : �t; '�` l,EXECUTIVE SUMMARY � a � � � ' �� I � � This repart summarizes the analysis ofthe subject struciure. The analysis was canducted in � accordance�ith the T`.IA/EIA-222-F Standard for 1 QS mph design wind load. The antenna loading considered in the analysis consists af all e�cisting antennas and the additional laads : � 'i.mposed by�the proposed Bell South Mobility antennas. 'The specific antenna loading is ' outlined m tlie Analysis Methodolagy and Loading Conditions sectian af this repart. �: � �, � The results; pf the structural analysis indicate that the tower meets the TIACEIA-222-F � �tandard design wind load classification of 105 mph with the e�sting antennas and proposed � �� �ellSouth IViobility antennas. �Note: The new transmission lines far the proposed BellSouth ' Mobility antennas have been assumed to be installed with a new waveguide ladder mounted � i !� 1 ;on southeast tower face.) I� � i , p � � � � � i � � � � ; , � S i a � � ' i � ' �j j i j { �� � � � k � � � , �� . , � { ; � � � i � �; � � � � �. � � � � � � , � � �� � ; � � � � � � � , � � � I � � i � I i � � � _1_ i ' �'� F ; , � � � Zephyrhills-APT � f i 190 Ft. Self Supporting Tower � i I� ; ; Zephyrhills,Flarida � r � � ; I 1 ' � � ; �, � � � � , { ' � � ; � � ! , � � � ; J � ' i ! 1 , i ! � I � � ' � ! I � � 3,�. ANALYSIS METHODOLOGY AND LO.ADING Ct�NDITIONS ' ' ; i . ; ,� � ' "�he subject s�ucture is analyzed as a three dimensional space truss by use of the Weisman ; ; Cansultants fmite element structural analysxs computer program. In th�s analys3s the exact � , structure geometry is input t�the computer prograrn in three dimensional space. Structural � 3 connection�paints, or node points, are connected to each other b y structural eiements ar � �na t hema tiaa l mo de ls o f t he ac t ua l tow er s t r u c t u r a l c o m p a n e n t s. I n t h i s m a n n e r a n e x a c t ; , , t;hree dimensianal fuu�e element mathematical model of the structure is prepared. Only the � _ ��rimary stnictural components are included in the mathematical model. Ancillary,secondary , � and redundant members, if present, are added to the structure as ancillary weight and wind ; � � 3 loading. , E � � ; ; � , The structwral model input data consists af averall tower geometry; structural member sizes ' and propert.ies; structural member load carrying capacities; and specific loading cases. : ' j; � : ' The computer output consists of reactians at the tower anchorage paints , structural member � � loads,taw�r deflection and a comparisan check of the structural member loads to the AISC � ;(Ameriean��Institute of Steei Construc�ian} allowable loads for each structural member. , ( �� i ; � �Loading of the structure is achieved by distributing the eomputed dead weight and wind ; � � ;loads to the�structural model at the appropriate node points. � � � � ; , � � !The tawer is analyzed with the wind blowing from three directions;Zero Degree Wind(wind ' , j in�o a tawer;apex}, 90 Degree Wind(wind parallel to a face)and 60 Degree Wind�wind intc� ' � j a tawer face}. Wind load on the structure as weli as the antennas, co�lines and all ancillary , ' i items are computed in accordance with the TIAIEIA-222-F Standard (March 1996}. ; , 4 � l � , �� � � � � � � �� ` � , � ; � a � ; � � � ` ' j � ; � � � ! . � ' �i � , ' � ' � 1 I � { � �� : � � �, � � o , � � , � �' � -3- ; , , � j ' , Zephyrhitis-APT • ' " � � 190 Ft. Self Supporting Tower i , I � P I; � Zephyrhills,Florida � t ! � � { ; , � � ' d i I I � � � � � � i L I � I ' I � 1 I i ' ; , The specific antenna loading configuration utilized in this analysis is as follows. ' � i � Load Antennas Description Elev. Coax Lines '� Type ' I � � Existing Comsat PCSA060-19 190 ft (6) 1 5/8" ' i Antennas �i Proposed pCS19HA-11015-2DG � Bell South �6� 175 ft (6) 1 5/8" , � Antennas � � 1 ; I'or the purpose of this report the existing and new coax lines have been assumed to be ' inounted on the face of the tower. Figure 1 shows the assumed transmission lines i�nstallation configuration. � ' � • , t i � i ' '� ' �' ' i i ' � i ' , � �. ' i � � ' • -4- i � Zephyrhills-APT , � 190 Ft. Self Supporting Tower ' ' i Zephyrhills,Florida � I 1 ' � i � i �� I i i , ` , � I � I I' I � 'ZEPHYRHILLS APTS. 190 FT. S.S. TOWER, ZEPHYRHI��S, F� � � COAX TRANSMISSION LINES MOUNTING CONFIGURATION � ; � i � ; i � � ; � � NE LEG 1 i i ' �, , � � , (6) NEW 1 5/8"� COAX • ' � I ' � ' I , i , �'I I , NW i LEG S LEG , � ; (6) EXIST 1 5/8"� COAX , � ' i I i � � I i � ; FIGURE 1 � � ,� � � � � 1 ' ` � , ' 4. FINDINGS AND EVALUATION � � ' The follow�ing is a summary of the findings of this analysis under a design �vind loadina of 10� mph without ice. � I , � I ' 1. Tihe tower legs, diagonals bracing and horizontal bracing members are adequatel�� ' sized for the strength requirement under the applied load. � i 2. The maximum tower base foundation reactions per leg are as follo��rs: 1 � I Original ' ; Calculated � Values Design Values �, ' i Shear 41.39 K 47.52 K � � i Uplift 365.11 K 471.18 K � � Compression 416.39 K 510.54 K ' ; • ' ' 3. The maximum displacement at the top of the tower is 1.30 ft. I � ' � i ' I , I� • � i 1 � ' j I 1 , I ' , i ; -s- • , Zephyrhills-APT 190 Ft. Self Supporting Tower ' I Zephyrhills,Florida ' � � i � � ' I I � � i i � �� � , � � � ' i � � � �. CONCLUSIONS AND RECOMMENDATIONS ' I The structure meets the 105 mph design wind load classification in accordance with the � ' TIA/EIA-222-F Standard, under the proposed antennas loading condition. I ; (Note: The new transmission lines for the proposed Be1lSouth Mobility antennas have ' been assumed to be installed with a new waveguide ladder mounted on the southeast _ � tower face). i � � ' The findings and conclusions expressed are based upon the structural member sizes, overall tower geometry, connections designs and steel material yield strength as represented in the original drawings utilized in the preparation of this report. Structural member sizes, tower ' geometry, connection designs or steel material yield strengths, contrary to those assumed for the purpose of preparing this report could alter the findings and conclusions as stated. Furthermor�e, no conclusions, express or implied, shall represent that URS Greiner has made ' any physical ulspection of the structure. The conclusions conta.ined in this report assume that • the structure has been properly fabricated, erected and maintained. It is also assumed that ' �all bolts ar i properly installed and that no structural member capacities have been diminished �due to damage or corrosion. � , ' I Released 6 : . `� ' I Y � 1 ; Date: � ! � 1 �� i , � i -6- Zephyrhills-APT , 190 Ft. Self Supporting Tower , Zephyrhills,Florida i ' ' i , . I � � ' � � � ; � � ' ; ' I � � � i � �� � ' i i � � � � � ;. i � � ; ; � � 6. COMPUTER ANALYSIS (INPUT/OUTPUT) • � I , I I � � , ! I i ' I � I � i ' I i � � 1 � i , 1 I � � � , , ' ! : I 1 � � ( � ' � '� �, I I ' � i � � � i 1 `. ' ' i9o.o� E ' w H 185.�0' ' � j MATERIAL LIST � - � 180.i0' NO TYPE � _ 1�5 Q� A 12 3 4"xl 2" PIPE • o B 8 5/8"x5/16" PIPE ' Q x � � N � C 5 9/16"xl/4" PIPE � � D 4"xl/4" PIPE z E 2 7/8"x3/16" PIPE I F L 4"x4"x3/8" 160.0' G L 2 1/2"x2 1/2"x3/16" ' ''� � � H L 2"x2"x3/16" � 153.3' Z L 1 3/4"xl 3/4"x3/16" U � � J L 5"x5"x5/16" z 146.7' K L 4"x4"x3/6" a L L 3 1/2"x3 1/2"x3/8" ' `� � , M L 3 1/2"x3 1/2"xl/4" � 140.0 w � � i � � � � � � � z ' r � � � 1O � 126.7' � � � � � � `t' K 120.0' ' v � I � � � I a a z I w ' 'il , � H - � 100.0' a, a ; � - x _ � W � � � � % 90.0! ' H x = � '� N N � � 7r � i' r� � 8 0 0, ri ' I 1 o k � I � N I C � 70.0' 0 U �� �; 1 . - z � `� 60.0' E m o � m h � °� a � � 3 H � 0 50.0' a , U _ N � o I m � z '� I � 4o.ot � x � x ri � N �] � o r�1 � 3�.�j 1 -rl i y N � � i � � � I z ' > a zo.oi � h ' I � i � ,� w io.a� 1 Q � I z ; � � cHi) aj aj ' � 21.3' TOTAL FOUNDATION LOADS INDIVIDUAL FOOTING LOADS ' � � � H=71.96k H=41.39k io �o o � � V=43.43k V=416.39k d' � � v M=7424.24k-ft U=-365.11k � ELEVATION T=-31.23k-ft ro a '; ' �' � � ;� � � URS Telecommunications , Inc . � � +� -� Washington, DC � ,� o � a� ro q m -� x o N a� � ,� I, Phone: (202) 785-3173 Fax: (202) 785-3171 ' •rl U N N I a� � o � N m ' � Client: ZEPHYRHILLS APT, 440.106.4 Job No: 160472.12 Date: 13 may 1998 aqx ,wwa i Location: ZEPHYRHILLS, FL Tower Height: 190.00' , I Standard: TIA/EIA 222-F Design Wind & Ice: 105 MPH, W/O ICE Project: h:\stru\lc�c;\72-12\7212.1od Sheet 1 of 1 I � I I � t �I � __ - -�-_ , I � �i V��I"�/l»/"' , � Job, I . 1690472.12 Project no. LCG-440.106.4 Sheet. af. � TOWER�ANALYSIS Computed By. Date. �Y 4, 1998 Description. { WIND PRESSURE VtIITHd11T ICE Checked By. Date. ' � i � � WIN[�PRESSURE�95 FT SELF SUPPt3RT1NG TOWPR,ZEPHYRHIl.LS APT.ZEPHYRNEL�.S�FLA. l �� � BASf�C WIND SPEED, V= 105 MPH *WITHOUT ICE , ' I VELOCITY PRESSURE, qz= 0.00256(K2)(V"2) � � � WHERE FJCPOSURE COEF., KZ={Z133}^{2/7) ' j KZ MIN. - 1; KZ MAX=2.58 GUST RESPONSE FACTOR, GH = 0.65+0.6/[(h/33)"(1/7)] • � ' j ( SlNCE h 190 FT GH = 1.117 I �I , � �� I ', WIND PRESSURE I � ' j ELEV. KZ qZ (qZ)(GH) I 195 1.66 46.89 52.38 • � ' i 190 1.65 46.54 52.Q0 �, 180 1.62 45.83 5'i.2d � 170 1.60 45.Q8 50.37 1 j 160 1.57 44.31 49.51 150 1.54 43.50 4$.60 , 140 1.51 42,65 47,65 � 130 1.48 41.76 46.65 � j 't 20 'C.45 40.81 �5.60 I 110 1.41 39.81 44.48 , � 't 00 1.37 38.74 43.28 . ; 90 1.33 37.59 42.00 ; 80 1.29 36.35 40.61 j � 70 1.24 34.99 39.09 , � � 60 1.19 33.48 37.41 i � 50 1.13 31.78 35,51 , i 40 1.06 29.82 33.39 1 � 30 1.00 28.22 31.53 ! � 20 1.Q� 28.22 31.53 � � 10 1.00 28.22 31.53 ' � Q 1.Q0 28.22 31.53 s � ' • I i ' { I II ' 1 I � i � '� I I � ' ' � I , i � U�tS Grreiner ' � Job. ' 1690472.12 Project no. LCC-440.106.4 Sheet. of Description. TOWER�ANAYLSIS Computed By Date. MAY 4, 1998 EXISl;ING PLATFORM ANTENNA WIND LOAD Checked By. Date. ' I EXIS3TING WIND LOAD 8�WT. DUE TO PLATFORM: ' I , APPLICABLE EQUATIONS: , SOLIDITY RATIO,e=(AF+AR)/AG , I � STRUCTURE FORCE COEF.,CF: � CF=3.4(e)^2-4.7(e)+3.4 FOR TRIANGULAR CROSS SECTIONS ; � ' � , REDUCTION FACTOR FOR ROUND STRUCTURAL COMPONENTS: ! RR=0.51(e)^2+0.57 I ' RR MAX.=1.0 � i � EFFECTIVE PROJECTED AREA,AE: I , ' i ; AE_(DF)(AF)+(DR)(AR)(RR) ', ! DF=1.0 FOR NORMAL WIND AGAINST SQUARE 8�TRIANGULAR TOWERS ' ; DR=1.0 FOR NORMAL WIND AGAINST SQUARE TOWERS AND ALL WIND i AGAINST TRIANGULAR TOWERS ' I i ; HORIZONTAL WIND FORCE, F=(qz)(GH)(CF)(AE) • ; � F MAX= (2)(qz)(GH)(AG) ' I EXISTING WIND!LOAD 8 WT. DUE TO ANTENNA PLATFORM (105 MPH WIND�: i 1 ; i PLATFORM AT EL 195' � FACE DIMENSION 5' H x 15'W � LEG MEMBERS (5"W5x16+5"CHANNEL)x 15' , � ' HORIZONTAL MEMBERS L2x2x1/4 x 15' (TYP OF 2) I � DIAGONAL MEMBERS 2.375"O.D PIPE x 8.5' (TYP OF 4) ' HORIZONTAL WIND FORCE,F=(qz)(GH)(CF)(AE) i � AF [(5"+5")/12](15')+(2/12)(15')(2)= 17.50 SF I ' AR= (2.375/12)(8.5')(4) 6.73 SF , i AG= (5')(15')= 75.00 SF e- 0.32 � DF- j ; 1.00 ' j , �R- 1.00 �' � RR- 0.62 <OR=1.0 � I ; CF- 2.24 ', , ' AE= 21.69 SF i QZ- 46.89 GH= 1.116 , • F MAX= 7849.39 i F- 2538.90 LBS <F MAX,OK ' � ' WEIGHT ASSUME= 2926.00 LBS I il � I � � , I � I i � � i , i � � i ; , . �- � L/L�S Gil�e/Ifel' Job. 1690472.12 Project no. LCC-440.106.3 Sheet. of. ' � Description. TOWER ANALYSIS Computed By Date. MAY 4,1998 — ANTENNA LOADS Checked By Date. ' ' , I , I ; i � , WIM1JD LOAD ON ANTENNAS 8�ANTENNA WEIGHT(105 MPH WIND W/O ICE� , � ; , ' FOR LINEAR ANTENNAS, F=(qz)(GH)(CA)(AA) ANTENNA ELEV. qz(GH) CA AA F VYT COAX DESCRIPTION (F� (SF) (LBS) (LBS) ' � Proposed BeIlSouth(6) ��5 50.71 1.4 19.43 1379 60 (6)1 5/8" PCSI9HA-11015-2DG ' NewlFeed Lines(6) ��5 50.71 1.2 1.00 61 - (6)1/2" (O.D.'=0.5"L=4') New support arms ��5 50.71 1.2 2.63 160 68 - (O.D.3.5" x 3') ' ExisUng Comast(6) �95 52.30 1 4 31.59 2313 160 (6)1 5/8" P,CSA060-19 New�Feed Lines(6) 195 52.30 1.2 1.00 63 (6)1/2" � (O.D.�=0.5"L=4') - 1 i • I ' II I ' il � I � I I ' ' ii � I : ' � I � , li , I � I ' ' I � � � ' I i ' � � ' li ' � � i i � I � �• � � r � � � � � � � ■� � � � � � � � � � Round Member Allowable Legs Compression Capacities Elevation(ft) Member Description Area � k Length kl/r Fy(ksi) Cc Fa(ksi) Factor Pa(kips) Ta(kips) (sq.in.) (in.) LEG 0.00 10 00 12 in.dia.extra strong pipe(EH) 14.572 4.377 1.00 120.00 27.41 46.0 111.50 25.39 1.33, 492.05 534.89 LEG 10.00 20 00 12 in.dia.extra strong pipe(EH) 14.572 4.377 1 00 120.00 27 41 46.0 111.50 25.39 1 33 492.05 534.89 LEG 20 00 30 00 12 in.dia.std.pipe 14.572 4.377 1.00 120.00 27.41 46.0 111.50 25.39 1.33 492.05 534.89 LEG 30.00 40 00 12 in.dia.std.pipe 14.572 4.377 1.00 120.00 27.41 46.0 111.50 25.39 1.33, 492.05 534.89 LEG 40.00 50.00 12 in.dia.std.pipe 14.572 4.377 1.00 120.00 27.41 46.0 111.50 25.39 1.33 i 492.05 534.89 LEG 50.00 60 00 12 in.dia.std. pipe 14.572 4.377 1.00 120.00 27.41 46.0 111.50 25.39 1.33 492.05 534.89 LEG 60 00 70 00 10 in.dia.std.pipe 11.902 3.674 1.00 120.00 32.66 46.0 111.50 24.83 1.33 393.00 436.91 LEG 70 00 80.00 10 in.dia.std.pipe 11.902 3.674 1.00 120.00 32.66 46.0 111.50 24.83 1.33 393.00 436.91 LEG 80.00 90.00 10 in.dia.std.pipe 11.902 3.674 1 00 120.00 32.66 46.0 111.50 24.83 1.33 393.00 436.91 LEG 90.00 100.00 10 in.dia.std.pipe 11.902 3.674 1.00 120.00 32.66 46.0 111.50 24.83 1.33. 393.00 436.91 LEG 100.00 106.67 10 in.dia.std.pipe 11.902 3.674 1.00 80.00 21.78 46.0 111.50 25.95 1.33; 410.76 436.91 LEG 106.67 113.33 10 in.dia.std.pipe 11.902 3.674 1.00 80.00 21.78 46.0 111.50 25.95 1.33: 410.76 436 91 LEG 113.33 120.00 10 in.dia.std.pipe 11.902 3.674 1.00 80.00 21.78 46.0 111.50 25.95 1.33, 410.76 436.91 LEG 120.00 126.67 8 in.dia.std.pipe 8.395 2.938 1.00 80.00 27.23 46.0 111.50 25.41 1.33 283.69 308.16 LEG 126.67 133.33 S in.dia.std.pipe 8.395 2.938 1.00 80.00 27.23 46.0 111.50 25.41 1.33 283.69 308.16 LEG 133.33 140.00 8 in.dia.std.pipe 8.395 2.938 1.00 80.00 27.23 46.0 111.50 25 41 1.33 283.69 308.16 LEG 140.00 146.67 5 in.dia.std.pipe 4.298 1.878 1.00 80.00 42.60 46.0 111.50 23.65 1.33 135.19 157.76 LEG 146.67 153.33 5 in.dia.std.pipe 4.298 1.878 1.00 80.00 42.60 46.0 111.50 23.65 1 33 135.19 157.76 LEG 153.33 160.00 5 in.dia.std.pipe 4.298 1.878 1.00 80.00 42.60 46.0 111.50 23.65 1.33 135.19 157 76 LEG 160.00 165.00 3 1/2 in.dia.std.pipe 2.678 1.337 1.00 60 00 44.89 46.0 111.50 23 36 1.33 83.21 98.31 LEG 165.00 170 00 3 1/2 in.dia.std.pipe 2.678 1.337 1.00 60.00 44.89 46.0 111.50 23.36 1.33 83.21 98.31 LEG 170.00 175.00 3 1/2 in.dia.std.pipe 2.678 1.337 1.00 60.00 44.89 46.0 111.50 23.36 1.33 83.21 98.31 LEG 175.00 180 00 3 1/2 in.dia.std.pipe 2.678 1.337 1.00 60.00 44.89 46.0 111.50 23.36 1.33 83.21 98.31 LEG 180.00 185.00 2 1/2 in.dia.std.pipe 1.703 0.947 1.00 60.00 63.33 46.0 111.50 20 78 1.33 47.07 62.52 LEG 185.00 190 00 2 1/2 in.dia.std.pipe 1.703 0.947 1.00 60.00 63.33 46.0 111.50 20 78 1.33 47.07 62.52 � �' � � � � � � � � � � � � � � � � � Y � � � Single Angle Member Allowable Diagonal Compression Capacities ELEVATION(FT) Member Description �ea R ry � ky Length k��� FY Cc Fa Factor Pa (kips) Ta (kips) (sq.in.) (in.) (ksi (ksi DIAG 0.00 10.00 L4x4x3/8 2.860 0.788 1.230 0.50 0.75 278.21 176.53 36.0 126.04 4.79 1.33 18.21 82.16 DIAG 10.00 20.00 L4x4x3/8 2.860 0.788 1.230 0.50 0.75 269.22 170.83 36.0 126.04 5.11_ 1.33 19.45 82.16 DIAG 20.00 30.00 L3.5x3.5x3/8 2.480 0.687 1.070 0.50 0.75 260.31 189.45 36.0 126.04 4.16 1.33 13.71 71•25 DIAG 30.00 40.00 L3.5x3.5x3/8 2.480 0.687 1.070 0.50 0.75 25148 183.03 36.0 126.04 4.45 1.33 14.69 71.25 DIAG 40.00 50.00 L3.5x3.5x3/8 2.480 0.687 1.070 0.50 0.75 242.74 176.66 36.0 126.04 4.78 1.33 15.77 71•25 DIAG 50.00 60.00 L3.5x3.5x3/8 - 2.480 0.687 1.070 0.50 0.75 234.10 170.38 36.0 126.04 5.14 1.33 16.95 71.25 DIAG 60.00 70.00 L3.5x3.5x1/4 1.690 0.694 1.091 0.50 0.75 225.57 162.51 36.0 126.04 5.65 1.33 12.70 48.55 DIAG 70.00 80.00 � L3.5x3.5x1/4 1.690 0.694 1.091 0.50 0.75 21717 156.46 36.0 126.04 6.09 1.33 13.70 48.55 DIAG 80.00 90.00 L3.5x3.5x1/4 1.690 0.694 1091 0.50 0.75 208.90 150.51 36.0 126.04 6.59 1.33 14.80 48.55 DIAG 90.00 100.00 L3.5x3.5x1/4 1.690 0.694 1091 0.50 0.75 200.80 144.67 36.0 126.04 713 1.33 16.02 48.55 DIAG 100.00 106.67 L3x3x5/16 1780 0.589 0.922 0.50 0.75 172.36 146.31 36.0 126.04 6.97 1.33 16.50 5114 DIAG 106.67 113.33 L3x3x5/16 1 780 0.589 0.922 0.50 0.75 166.48 141.33 36.0 126.04 7 47 1.33 17 68 51 14 DIAG 113.33 120.00 L3x3x5/16 1780 0.589 0.922 0.50 0.75 160.67 136.39 36.0 126.04 8.02 1.33 18.99 5114 DIAG 120.00 126.67 L3x3x5/16 1780 0.589 0.922 0.50 0.75 154.92 131.51 36.0 126.04 8.63 1.33 20.42 5114 DIAG 126.67 133.33 L3x3x5/16 1.780 0.589 0.922 0.50 0.75 149.25 126.70 36.0 126.04 9.29 1.33 22.00 5114 DIAG 133.33 140.00 L3x3x5/16 1780 0.589 0.922 0.50 0.75 143.67 121.96 36.0 126.04 9.99 1.33 23.65 51.14 DIAG 140.00 146.67 L2.5x2.5x3/16 0.902 0.495 0.788 0.50 0.75 138.18 139.58 36.0 126.04 7.66 1.33 9.19 25•91 DIAG 146.67 153.33 L2.Sx2.5x3/16 0.902 0.495 0.788 0.50 0.75 132.80 134.14 36.0 126.04 8.29 1.33 9.95 25.91 DIAG 153.33 160.00 L2.5x2.5x3/16 0.902 0.495 0.788 0.50 0.75 127.54 128.83 36.0 126.04 8.99 1.33 10.78 25.91 DIAG 160.00 165.00 L2x2x3/16 0.715 0.394 0.617 0.50 0.75 113.21 143.66 36.0 126.04 7.23 1.33 6.87 20.54 DIAG 165.00 170.00 L2x2x3/16 0.715 0.394 0.617 0.50 0.75 113.21 143.66 36.0 126.04 7.23 1.33 6.87 20.54 DIAG 170.00 175.00 L2x2x3116 0.715 0.394 0.617 0.50 O.Z5 113.21 143.66 36.0 126.04 7.23 1.33 6.87 20.54 DIAG 175.00 180.00 L2x2x3/16 0.715 0.394 0.617 0.50 0.75 113.21 143.66 36.0 126.04 7.23 1.33 6.87 20.54 DIAG 180.00 185.00 L175x175x3/16 0.621 0.343 0.537 0.50 0.75 113.21 165.03 36.0 126.04 5.48 1.33 4.52 17.84 DIAG 1 B5.00 190.00 L1.75x1 75x3/16 0.621 0.343 0.537 0.50 0.75 113.21 165.03 36.0 126.04 5.48 1.33 4 52 17 84 ■r � � � � � � � � � � � � � . � � � � r � � � Singie Angle Mer,�ber AHowable Horizontal Compression Capacities Area Length Fy Fa ELEVATION(FT) Member Description �s .in.) 2 ry � kY ��� kttr (ksi} �O tksi� �actor Pa (kips} Ta {kipsj HORIZ 10.00 20.00 L5x5x5/16 3.030 p.994 1.565 1.00 1.00 236.0 237.42 50.0 106.94 2.65 1.33 10.66 120.90 HORI2 30.00 40.d0 C5x5x5Ji6 3A30 Q.994 1.565 100 1.00 21fiA 217.30 50.0 106.94 3.16 1.33 12.73 120.80 HORIZ 50.00 60.00 L5x5x5/16 3.030 0.994 1.565 1.00 1.00 196.00 19718 50.0 106.94 3.84 1.33 16.46 120.90 HORlZ 70.00 80.00 LSx5x5/16 3.030 Q.994 1.565 1.00 1.00 176.00 177 06 SO.p 106.94 4.76 1.33 1,9 18 120.90 HORiZ 90A0 100.00 14x4x3t8 2.860 0.788 1.230 1.40 1.00 156.Q0 197.9T 50.0 106.84 3.81 1.33 14 48 114 11 HORIZ 113.33 120.00 L4x4x3/S 2,860 0.788 1.230 1.OQ 1.00 136.00 172.59 5Q.0 106.94 5.01 1.33 19A5 114.11 HORIZ 133.33 140.OQ L3.5x3.5x3l8 2.480 a.sa7 1.070 1.00 1.Q0 116.00 168.85 SO.p 1q6.94 5.23 1.33 17.26 98.95 HdR(Z 153.33 160.00 L3.5x3.5x318 2.480 0.687 i.070 1.04 t.d0 98.00 139.74 50.0 106.94 7.fiQ 1.33 26.20 98:95 HORIZ 175.00 180.00 L3.5x3.5x1/4 1.690 0.694 1.091 1.00 1.00 96.00 138.33 50.0 106.94 7.80 1.33 17 52 67 43 HORIZ 185.44 19Q.04 l3.Sx3.5x114 1 694 0.694 1 491 1.00 1.OQ 96.00 138.33 50.0 106.94 7.80 1.33 17.52 67 43 � � 1 , i I � [1690472.12] 190 FT SS TOWER - ZEPHYRHILLS. FL MAST GEOMETRY I ' • X 3� 0 0 100 21i33 13.00 10.00 X 3� 0 100 160 13i00 8.00 6.67 X 3 0 160 190 8.00 8.00 5.00 ' pAb1EL PROPERTIES� � ' � SEC 1 0 10 10 20 0 0 0 0 0 / 10�20 10 20 30 0 �0 0 0 /SEC 1 20�30 11 21 0 0 4� 0 0 /SEC 2 ' ' 301 40 11 21 30 0 �0 0 0 /SEC 2 4Q; 50 11 21 0 0 0 0 0 /SEC 3 SOI60 11 21 30 Oi0 0 0 /SEC 3 ' 6CI 70 12 22 0 OIO 0 0 /SEC 4 7G 80 12 22 30 0;0 0 0 /SEC 9 Bd 90 12 22 0 0 0 0 0 /SEC 5 ' 9a 100 12 22 31 0 0 0 0 /SEC 5 100 120.00 12 2i10 0 0 0 0 /SEC 6 120.00 126.67 13i23 31 0 0 0 0 /SEC 7 j li ' 126.67 140 13 23i0 0 0 0 0 /SEC 7 140 146.67 14 2�4I 32 0 0 0 0 /SEC 8 1�6.67 153.33 114� 24 0 0 0 0 0 /SEC 8 153.33 160 14 2I4I 32 0 0 0 0 /SEC 8 ' 160 175 15 25 OIO 0 0 0 /SEC 9 � 1i75 180 15 25 33 0 0 0 0 /SEC 9 180 185 16 26 OIO 0 0 0 /SEC 10 ' 1I85 190 16 26 33 0 0 0 0 /SEC 10 NfATERIAL TYPES � RIFiS 10 1 0 12.75 0 0.500 490 /LEG- 12" X-STR PIPE • RFIS 11 1 0 12.75 0 0.375 490 /LEG- 12" STD PIPE , I R1FIS 12 1 0 10.75 0 0.365 490 /LEG- 10" STD PIPE RHS 13 1 0 8.625 0 0.322 490 /LEG- 8" STD PIPE RHS 14 1 0 5.563 0 0.258 490 /LEG- 5" STD PIPE ' RHS 15 1 0 4.000 0 0.226 490 /LEG- 3 1/2" STD PIPE RFIS 16 1 0 2.875 0 0.203 490 /LEG- 2 1/2" STD PIPE li 20 1 0 4.OI`4.00 0.375 490 /DIAGONAL- L4x4x3/8 li 21 1 0 3.SOI3.50 0.375 490 /DIAGONAL- L3.Sx3.5x3/8 ' i 22 1 0 3.SIOI3.50 0.250 490 /DIAGONAL- L3.Sx3.5x1/4 L 23 1 0 3.OI0� 3.00 0.1875 490 /DIAGONAL- L3x3x3/16 i 29 1 0 2.Si0I2.50 0.1875 490 /DZAGONAL- L2.Sx2.5x3/16 ' I , ?, 25 1 0 2.Oii2.00 0.1875 490 /DIAGONAL- L2x2x3/16 i L 26 1 0 1.7ISi1.75 0.1875 490 /DIAGONAL- L1.75x1.75x3/16 L 30 1 0 5.00 5.00 0.3125 490 /HORIZONTAL- LSx5x5/16 , L 31 1 0 4.00� 4.00 0.375 490 /HORIZONTAL- L4x4x3/8 � L 32 1 0 3.i0i 3.50 0.375 490 /HORIZONTAL- L3.5x3.5x3/8 L 33 1 0 3.SOI 3.50 0.2500 490 /HORIZONTAL- L3.Sx3.5x1/4 , � � L 70 1 0 1.500 1.500 0.125 490 / LADDER RAIL I SR 71 1 0 0.750 0.750 0.000 490 /LADDER RUNG � ( PL 72 1 0 2.000 0.250 0.250 490 /WAVEGUIDE RUNG ' LADDER GEOMETRY IO 190 16 12 -011 240 150 70 71 0 /CLIMBING LADDER 0 190 33.5 48 I0.1 180 90 70 72 0 /EXISTING WAVEGUIDE LADDER ' • BARE - 105 MPH WIND AT AZ 0 WIND LOADING � IO 105 '0 0 56 1 1 1 1 1 1 �;EXTRP, LOADINGI I ' iC 175.00 �0 0 0 1.380 0.060 0 0 IC 175.00 0 0 0 0.061 0.000 0 0 �C 175.00 0 0 0 0.160• 0.068 0 0 1 � �C 195.00 0 0 0 2.314 O.1b5 0 0 I I � , � . ' � 195.00 0 j 0 0 0.063 0.000 0 0 � �195.00 0 I 0 0 2.539 2.926 0 0 ' � �,Z01,5.7,180,0,0.756,0.1104,0,0 �,40�,5.22,180,O,OI799,0.1104,0,0 �,6Qi,4.74,180,0,O1.897,0.1104,0,0 �,Si,4.25,180,0,0i974,0.1104,0,0 ' C,100,3.75,160,O,I1i.038,0.1104,0,0 C,1i0,3.29,180,0,I1�.093,0.1104,0,0 C,140,2.81,180,O,1i.142,0.1104,0,0 ' C,160,3.46,180,O,I1.187,0.1104,0,0 C,180,3.46,180,0;1.227,0.1104,0,0 C,1I90,3.46,180,Oi0.623,0.0552,0,0 ' C,2I0,5.7,60,0,0.378,0.1104,0,0 C,6�0,5.22,60,O,OI399,0.1104,0,0 C,�0,4.74,60,O,OI.448,0.1104,0,0 , C,6�0,4.25,60,:O,OI.487,0.1104,0,0 C,I00,3.75,60,O,i'.519,0.1104,0,0 C,1I20,3.29,60,O,ii.547,0.1104,0,0 C,140,2.81,60,O,ii571,0.1109,0,0 ' C,160,3.46,60,0„Oi.593,0.1104,0,0 SU2PRESS PRINTINGi 0,1,0,0,0,0,O,OI1 ' BARE - 105 MPH WIND AT AZ 90 WIND LOADING � 90i 105 0 0 56 1 1 1 1 1 1 ' EXTRA LOADING C i 175.00 0 0 90 1.380 0.060 0 0 • CII 175.00 0 0 90 0.061 0.000 0 D C 'i 175.00 0 0 90 0.160 0.068 0 0 ' C �', 195.00 0� 0 90 2.314 0.165 0 0 C � 195.00 il 0 90 0.063 0.000 0 0 CI 195.00 0; 0 90 2.539 2.926 0 0 ' � I C;20,5.7,180,90�,0.210,0.1104,0,0 I � CII40,5.22,180,90,0.222,0.1104,0,0 CI60,4.74,180,90�,0.249,0.1104,0,0 C�80,4.25,180,9I�,0.270,0.1104,0,0 ' I C�100,3.75,180,90,0.288,0.1104,0,0 i C;120,3.29,180,90,0.304,0.1104,0,0 C;140,2.81,180,I9�0,0.317,0.1104,0,0 ' CI160,3.46,180,I9I0,0.330,0.1104,0,0 C;180,3.46,180,9I0,0.341,0.1104,0,0 � C�190,3.46,180,90,0.173,0.0552,0,0 ' C�,20,5.7,60,90,0.655,0.1104,0,0 CI,40,5.22,60,90,�0.692,0.1104,0,0 I I � C�,60,4.74,60,9I,f0.77�,0.1104,0,0 ' C�,80,4.25,60,9I,�O.B44,0.1104,0,0 i C�,100,3.75,60,I0,0.900,0.1104,0,0 C�,120,3.29,60,90,0.948,0.1104,0,0 CI,140,2.81,60,90,0.990,0.1104,0,0 ' �� � � CI,160,3.46,60,QI,1.029,0.1104,0,0 SUPPRESS PRINTING 0,1,0,0,0,0,0,�'0 , • BP,RE - 105 MPH IND AT AZ 150 WZND LOADING i�50 105 0 0 56 1 1 1 1 1 1 ' EXTRA LOADING � i ¢ 175.00 i 0 150 1.380 0.060 0 0 C175.00 0 0 150 0.061 0.000 0 0 i G 175.00 � 0 0 150 0.160 0.068 0 0 1 I � 195.00 0 0 150 2.314 0.165 0 0 I , 1 , . ! � � � I 195.00 0 i 0 150 0.063 0.000 0 0 � I 195.00 01 0 150 2.539 2.926 0 0 , � C,20,5.7,180,150,10.655,0.1104,0,0 C,40,5.22,180,1i0,0.692,0.1109,0,0 C,�60,4.74,180,150,0.777,0.1104,0,0 ' C,I80,4.25,180,150,0.844,0.1104,0,0 C,100,3.75,180,150,0.900,0.1104,0,0 C,I120,3.29,180,150,0.948,0.1104,0,0 C,�140,2.81,180,150,0.990,0.1104,0,0 � ' C,I160,3.46,180,I150,1.029,0.1104,0,0 C;180,3.46,180,�150,1.064,0.1104,0,0 CI;190,3.46,180,j150,0.540,0.0552,0,0 � ' CI20,5.7,60,150,i0.210,0.1104,0,0 C�40,5.22,60,150,0.222,0.1104,0,0 I ' C�60,4.74,60,150I,�0.249,0.1104,0,0 ' , Ci80,4.25,60,1i0,.0.270,0.1104,0,0 C1,100,3.75,60,150,0.288,0.1104,0,0 I C,120,3.29,60,150,0.304,0.1104,0,0 � ' C,140,2.81,60,i50,0.317,0.1104,0,0 C,160,3.46,60,150,0.330,0.1104,0,0 SUPPRESS PRINTiNG 0,1,0,0,0,0,O,Oi ' . gp,RE — 105 MPHI WZND AT AZ 180 I � i h1ZND LOADING ' ; � � 180 105 0 � 56 1 1 1 1 1 1 � ' EXTRA LOADING � , i I C 175.00 �0 0 180 1.380 0.060 0 0 i , • C 175.00 i0 0 180 0.061 0.000 0 0 , C 175.00 �0 0 180 0.160 0.068 0 0 C 195.00 IIO 0 180 2.314 0.165 0 0 I I � C 195.00 �0 0 180 0.063 0.000 0 0 C 195.00 0 0 180 2.539 2.926 0 0 ', ' C,20,5.7,180,180,0.'756,0.1104,0,0 �C,40,5.22,180I180,0.799,0.1104,0,0 �C,60,4.74,180I180,0.897,0.1104,0,0 • ' �C,80,4.25,180{180,0.974,0.1104,0,0 I �C,100,3.75,180I180,1.038,0.1104,0,0 iC,120,3.29,18iI180,1.093,0.1104,0,0 ' �C,140,2.81,180I,180,1.142,0.1104,0,0 , � ' I ' . �C,160,3.46,180�,180,1.187,0.1104,0,0 �C,180,3.46,18IOI,180,1.227,0•1104,0,0 C,190,3.46,18I0�,180,0.623,0.0552,0,0 � I I�C,20,5.7,60,1I80,0.378,0.1104,0,0 jC,40,5.22,60;180,0.399,0.1104,0,0 IC,60,4.74,60�;1I80,0.448,0.1104,0,0 � �C,80,4.25,60;1I80,0.487,0.1104,0,0 iC,100,3.75,60I,I180,0.519,0.1104,0,0 1C,120,3.29,40I,�180,0.547,0.1104,0,0 IC,140,2 81,6i,180,0.571,0.1104,0,0 ' dC,160,3.46,6I,180,0.593,0.1104,0,0 ISUPPRESS PRINTING I0,1,0,0,0,0,0,0 � ' • I I I I � � I � ' I I , i ' I , �i I � I ! : f i i � ` ; � � � MASTPLOT Ver 1.0 � (c) Guymast Inc. 1997 Phone: (416) 736-7453 13 may 1996 Licensed to: URS TELECOMMUNICATIONS, INC. - Washington, DC 9:19:25 ' • [1690472.12] 190; FT SS TOWER - ZEPHYRHILLS, FL I , � Maximum iompression in Legs (kip) Tension in Legs (kip) ' � 500 i ;400 300 200 100 0 100 200 300 400 Elev(ft) I ' 190;0 I 190.0 � II I h I � N 18� � � _ � � — '° 180 ' M I I I 170 m � � I � M 170 '� M I I rn ' 160 � I 1 ! ,— -� � - — i6o M I I ' 150 ' � � r�i I I I � 15 0 vi ' ' ' i ' 140 M I — - — - —I I- — - — - — 140 I � � � I � 130 M � ' ' N ' , � I I � 130 ri � � � iao °° _ _ _ J • ' o I ; I I— - - - ; 1z o t 1110 ^ I � , � O , � I I 110 � i � � ' 1�0 0 '- ; � ' O i I 100 I ri � , � 90 M � I IG� ' o ! m 90 i M i , I� rn ; B� M i O � ! ' SO ' ; ri � I � i 70 � j I � o � I 70 M i i t � I ' 60 � I I I o r i � 60 N � � I�s o � ' � p I � 50 N , i 0� 40 � I I , ; Q 40 I N , I � 30 � � O �f 3 0 � i M ' � h • ?O � I � z� � N � � ' 10 `t O ' 10 i rn 0 � � i � 0 500 � 400 300 200 100 0 100 200 300 400 I � Project: h:\stru\ilcc\72-12\7212.mst i Page 1 1 i � i . , � . I , MASTPLOT Ver 1.0, (c) Guymast Inc. 1997 Phone: (416) 736-7453 13 may 1998 Licensed to: URS�TELECONID7UNICATIONS, INC_ - Washington, DC 9:19:25 ' i � [1690472.12] 190 FT SS TOWER - ZEPHYRHILLS, FL I i Maximum Compression in Diagonals (kip) Tension in Diagonals (kip) , 15 10 5 0 5 10 15 Elev(ft) I � 190.0 � 190.0 ' � � � � � � 180 '� i _ _ � � " ' � i 180 � � � o� 170 � � I � o� I p 170 ' � I — - I N 0� ' 160 � _ _I ao , 16 0 O � ' 15 0 0? i '� ' � o� i � � 15 0 N N ' 140 � I � - - �'�- - - - -I 140 , o I 130 N ' ' N II 130 , � � L20 o I • r; 12 0 � � � , 110 � � � ' .- I_ 110 � � � , 100 � � � 100 � � I � 90 � � I ' , op � 90 � I � 80 � '� � � � � eo ' M � � 7� ~ I I n � 70 N ' , 60 � _I_ p � i 60 n ' 50 � I � op � 50 � ' 40 � � i N � � 40 ' � i � 30 I � 30 I � 1 � 20 - - - h 20 � ; 10 � I I N � ; � 10 0 � II ' 0 15 10 5 0 5 10 15 Project: h:\stru\lcc\72-12\7212.mst II Pag.e 2 i � � , MASTPLOT Ver 1.0� (c) Guymast Inc. 1997 Phone: (416) 736-7453 13 may 1998 Licensed to: URS�,TELECOMMUNICATIONS, INC. - Washington, DC 9:19:25 ' � [1690472.12] 190 FT SS TOWER - ZEPHYRHILLS, FL Maximum Compression in Aorizontals (kip) Tension in Horizontals (kip) ' 3 � 2 1 0 1 2 3 Elev(ft) � 190.0 190.0 ' �— - — - — - — - — - — - — - — - - — - — - — - — - — - — - — - —� 180 \ — I - - - - - - - - - - - - - - - - - - - - - - - - - - - \ 180 �— - � - — - — - — - — - — - — - - — - — - — - — - — - — - — - —� i � Q ��o ��o a I � � z ; z ' 160 - - I - - - - - - - - - - - - - - - - - - - - - - - - 0 160 N � � � N— - - — - — - — - — - — - — - - — - — - — - — - — - — - — - —� ' 150 ¢ 150 z ' � 'z � 140 ' - — - — - — - — - — - — - - — - — - — - — - — - — - — - — - 14 0 ' �— — — - — - — - — - — - — - - — - — - — - — - — - — - — - —o � � � � 130 a � Q 130 ' z I — - — - — - — - — - — - — - — - — - — - — - — - — - — - — - z 120 _ 120 o - � • �— - I - — - — - — - — - — - — - - — - — - — - — - — - — - — - —� I ' � 110 110 z � z � ioo � - - i- - - - - - - - - - - - - - - - - - - - - - - - - - - - ioo , � � i � '.. I , � 90 — - ! - — - — - — - — - — - — - - — - — - — - — - — - — - — - — 90 � ' Q a ao z - - - - - - - - - - - - - z ao — ,= — — - — - — - — - — - — - — - N � � , �— - r - — - — - — - — - — - — - - — - — - — - — - — - — - — - —O N 70 70 i Q .. 60 z � z ' - — �- — - — - — - — - — - — - - — - — - — - — - — - — - — - 60 v? i ' rn �n I ' o 50 � � ' — - - — - — - — - — - — - — - - — - — - — - — - — - — - — - —~ 50 Q j ! Q z ' 'z 4 0 - — — - — - — - — - — - - — - — - — - — - — - — - — - 40 � � o� , N— - I - — - — - — - — - — - — - - — - — - — - — O 30 I � — - — - — - — - — 3 0 z z ' • 2° - — - — - — - — - — - — - - — - — - — - — - — - — - 2� � i � 0 0 10 l ; N ' — - — - — - — - — - — - — - — - - — - — - — - — - — - — - — - —~ 10 � 0 z z � 0 , 3 j 2 1 0 1 2 3 Project: h:\stru\lcc\72-12\7212.mst Page 3 � I � . � . ; � ' MASTPI;OT Ver 2.04 {c} Guymast Inc. 1997 Phone: (416} 736-7453 13 may 1948 Licensed to: URS �TELECOMMUNTCATIONS, INC. - Washington, DC 9-1g.z5 i ' • [1690472.1.2) 190.FT SS TQWER - ZEPHYRIiILL5, FL I , Maximum Compression in Internal Braces (kipl Tension in Internal Braces {kip) � , Elev(ft) I i 194.0 i 290.4 i ; ��� ; ��� ! � I � ��o ��a . � 1 � � 160 160 i � 1�5Q x�� 140 140 i �30 � 134 � I2Q I ; 124 i � iso 4 p i ; �+ �, 11 a � N � N � 100 i ' y � I � � 100 i m N � d} �90 � ' I � � 90 � � ? � i '8p ¢ � Q 80 � '70 � ' �a I '. � I�� I 60 � 50 ` � � I Ii 5Q �40 � � 40 ! '3 0 I � 30 � � izo � • �: 20 i � io ia 0 � � � � Project: h:\stru\lcc`72-12\7212.mst Pa�e 4 i � 1 ` � � ' MASTPLOT Ver 1.0 (c) Guymast Inc. 1997 Phone: (416) 736-7453 13 may 1998 I i ; Licensed to: URS TELECOMMUNICATIONS, INC. - Washington, DC 9:19:25 ' [1690472.12] 190 �FT SS TOWER - ZEPFIYRHILLS, FL • � I � � � � Twist (de E-W Maximum � Deflect. (ft) Tilt (deg) J� ' I � i pi.5 1 0 0.25 0.5 0 0.05 0.1 Elev(ft) � � 190.0 � 190.0 � ' ' � 18�0 180 , I' � - 170 170 I ' 160 � 160 i j � � 150 ; 150 i � � � 140 ' 140 ' I � 130 � 130 � � ' 120 I 120 • 110 I 1 110 � � ; ioo � ioo ' ' � 90 i 90 ' ; I 80 I i � 80 i ' i �� � 70 I � I i � I� ' 60 i 60 50 � 50 ' , I 40 � 40 ' 30 � � 30 i 20 I ' • I 20 I � ; �10 10 � � 0 ' 0.5 1 0 0.25 0.5 0 0.05 0.1 ' Pro'elct: h:\stru�\lcc\72-12\7212.mst Pa e 5 JI � g i i ! i � � � � MASTPLOT Ver 1.0 � '(c) Guymast Inc. 1997 Phone: (416) 736-7453 13 may 1998 � Licensled to: URS TELECOMMUNICATIONS, INC. - Washington, DC 9:19:25 ' I1690;472.12] 190I ;FT SS TOWER - ZEPHYRHILLS, FL � � Maximum � Deflect. (ft) Tilt (deg) Twist (deg) N-S ' I � � 0.5 1 0 0.25 0.5 0.75 0 0.05 0.1 Elev(ft) � 190.�0 ; I ' I 190.0 � I � 180 180 ' f 170 li 170 i j ' 160 � 160 i 150 I 1 � I 150 140 � ' � 140 � I 130 �� i 130 , ' I i 120 � • 120 110 ' ' ! � 110 i 100 I ' � � 100 ' II I �9 0 ' I 90 80 ; , BO � ;7 0 I � , ! 70 I � 160 60 �50 ' j 50 �4 0 i 40 ' �3 0 � 30 ' • I20 � 20 I � i10 I , i 10 i � 0 ' 0 ii5 1 0 0.25 0.5 0.75 0 0.05 0.1 Project: h:\stru\lcc\72-12\7212.mst I Page 6 � i . I � ' ! MASTPLOT Ver 1.0 !(c) Guymast Inc. 1997 Phone: (416) 736-7453 13 may 1998 � 9:19:25 Licensed to: URS TELECOMMUNICATIONS, INC. - Washington, DC ' � [1690472.12] 190 'FT SS TOWER - ZEPHYRHILLS, FL i Maximum Deflect. (ft) Tilt (deg) Twist (deg) Resultant ' I i ' 0.5 1 0 0.25 0.5 0.75 0 0.05 0.1 Elev(ft) I ' 190.�0 190.0 � I 180 180 i ' I 170 170 � 160 160 ' 150 % 150 i I I 140 I 140 ' ! I 130 130 , I ' 120 j 120 � I i II ' 110 � 110 i i � 100 ' 100 � � , � �90 I 90 1 � 180 I 80 I i ' I � ��� i 70 � I ' ;60 ; 60 I 150 50 II 1 ' �40 i 40 � ' I i30 30 ' � 20 20 I ; �10 10 0 � �I 1 i '0.5 1 0 0.25 0.5 0.75 0 0.05 0.1 , Project: h:\strl\lcc\72-12\7212.mst Page 7 , II i � ' MASTPLOT Ver 1.0 I (c) Guymast Inc. 1997 Phone: (416) 736-7453 13 may 1998 Licensed to: URS TELECOMMUNICATIONS, INC. - Washington, DC 9:19:25 ' • [1690472.12] 1901FT SS TOWER - ZEPHYRHILLS, FL , I � MAXIMUM FOR ALL LOAD CASES ' I i � � i ; I ' I ' TOTAL FOUNDATION LOADS (kip, ft-kip) i � I i 1 I� I , i ' I � -31.23 ' 7424.24 I � I ' i 43.43 � � 71.96 1 � . I � ' � INDIVIDUAL FOOTING LOADS (kip) � 1 i I ' � 41.39 i 28.53 I ' � � I � , ; 365.11� I416.39 � � i _ , i � 41.39 ' ' i� I � i 1 � , • I f � I ' ' Project: h:\stru�\Ilcc\72-12\7212.mst Page 8 i i ' , _ ' ====s�=�mn � �o»»a�_s_s»v_=_�v_=°a_a»>=_»_o===_s»_a=�==ae=�_aa�_»_�� MAST - LatticedlTower Analysis (Unguyed) (c) 1997 Guymast Inc. , • i Phone: (416) 736-7453 Processed under'ilicense at: Fax : (416) 736-4372 I I ' I • � ' URS'TELECOFII�IUNICATZONS==INC.=3=W's�hingtona=DC�--==on==l3=may=1998==at=='9'19'25 I �I��� I [1690472.12] 19I0 FT SS TOWER - ZEPHYRHILLS, FL ' � I1 1 =�_�_��_�=�'��I===== MAST GEOMETRY ( ft ) � , ' PANEL NO.OF � ELEV.AT ELEV.AT F.W..AT F.W..AT TYPIcnr• TYPE LEGS � BOTTOM TOP BOTTOM TOP PANEL HEIGHT ' X 3 I � 160.00 190.00 8.00 8.00 5.00 X 3 I 100.00 160.00 13.00 8_00 6.67 X 3 .00 100.00 21.33 13.00 10.00 ' D�NIDER PROPERTSES � � ' MENIDER SOTTOM TOP X-SEC1N RADIUS ELASTIC Tf�RMAL • TYPE IELEV ELEV AREA OF GYRAT MODULUS EXPANSN ft ft in.sq in ksi /deg ' I LE 80.00 190.00 1.704 .000 29000. .0000000 LE I1I60.00 180.00 2.680 .000 29000. .0000000 ' f LE i1I40.00 160.00 4.300 .000 29000. .0000000 LE �120.00 140.00 8.399 .000 29000. .0000000 LE � 60.00 120.00 11.908 .000 29000. .0000000 ' f LE 20.00 60.00 14.579 .000 29000. .0000000 LE .00 20.00 19.242 .000 29000. .0000000 DI I1,80.00 190.00 .621 .000 29000. .0000000 i DI I160.00 180.00 .715 .000 29000. .0000000 , DI 140.00 160.00 .902 .000 29000. .0000000 DI �100.00 140.00 1.090 .000 29000. .0000000 DI j60.00 100.00 1.687 .000 29000. .0000000 � DZ �20.00 60.00 2.484 .000 29000. .0000000 DZ .00 20.00 2.859 .000 29000. .0000000 HO 185.00 190.00 1.687 .000 29000. .0000000 ' HO 175.00 180.00 1.687 .000 29000. .0000000 HO 153.33 160.00 2.484 .000 29000. .0000000 HO 140.00 146.67 2.484 .000 29000. .0000000 i ' HO 120.00 126.67 2.859 .000 29000. .0000000 HO 90.00 100.00 2.859 .000 29000. .0000000 � HO �70.00 80.00 3.027 .000 29000. .0000000 HO �50.00 60.00 3.027 .000 29000. .0000000 ' • HO i30.00 40.00 3.027 .000 29000. .0000000 HO '10.00 20.00 3.027 .000 29000. .0000000 i ' ��=»a��so�a� oe�a»��000==�==»»=e��o»on�=�==�a�e�»��a��=��s�'�===��no�a= �LOADING CONDITION A ====e=_�=�»e»ae�vee�»__»n�9ase�»a�_��m�ae___��ae..am , i � � i � ' ' ; BARE - 105 MPH WIND AT AZ 0 ' � I MAST IAADING , �.�s���_aa�= i LLyOAD ELEV APIPILY..LOAD..AT LOAD ......FORCES...... ......MOMENTS...... ' RADIUS AZI AZI HORIZ DOWN VERTICAL TORSNAL I ; � ft ii ft kip , kip ft-kip ft-kip � C 195.0 i .00 .0 .0 .06 .00 .00 .00 ' C 195.0 .00 .0 .0 2.31 .17 .00 .00 C 195.0 .00 .0 .0 2.54 2.93 .00 _00 C 190.0 � 3.46 180.0 .0 .62 .06 .00 .00 ' C 180.0 I ' 3.46 180.0 .0 1.23 .11 .00 .00 C 175.0 .00 .0 .0 .16 .07 .00 .00 C 175.0 � .00 .0 .0 1.38 .06 .00 .00 ' C 175.0 i � .00 .0 .0 .06 .00 .00 .00 C 160.0 I 3.46 180.0 .0 1.19 .il .00 .00 C 160.0 I 3.46 60.0 .0 .59 .11 .00 .00 C 140.0 2.81 180.0 .0 1.14 .11 .00 .00 ' C 140.0 i 2.81 60.0 .0 .57 .11 .00 .00 C 120.0 ' 3.29 180.0 .0 1.09 .11 .00 .00 C 120.0 ' 3.29 60.0 .0 .55 .11 .00 .00 ' C 100.0 j 3.75 180.0 .0 1.04 .11 .00 .00 C 100.0 ' 3.75 60.0 .0 .52 .11 .00 .00 • C 80.0 4.25 180.0 .0 .97 .11 .00 .00 C 80.0 li 4.25 60.0 .0 .49 .11 .00 .00 ' C 60.0 � 4.74 180.0 .0 .90 .11 .00 .00 C 60.0 4.74 60.0 .0 .45 .11 .00 .00 C 40.0 i 5.22 180.0 .0 .BO .11 .00 .00 ' C 40.0 5.22 60.0 .0 .40 .il .00' .00 C 20.0 5.70 180.0 .0 .76 .11 .00 .00 C 20.0 i 5.70 60.0 .0 .38 .11 .00 .00 ' D 190.0 I .00 223.0 .0 .21 .OB .04 -.20 D 185.0 � .00 223.0 .0 .21 .08 .04 -.20 D 185.0 � � .00 223.0 .0 .17 .OS .04 -.20 , D 180.0 I .00 223.0 .0 .17 .OS .04 -.20 D 180.0 j .00 223.0 .0 .23 .09 .04 -.19 D 175.0 i .00 223.0 .0 .23 .09 .04 -.19 � D 175.0 .00 223.0 .0 .19 .06 ,pq _,1g D 160.0 � .00 223.0 .0 .18 .06 .04 -.19 D 160.0 I ' .00 223.0 .0 .23 .11 .04 -.18 i ' D 153.3 � .00 223.0 .0 .23 .11 ,04 -.18 D 153.3 .00 223.0 .0 .20 .08 .04 -.17 D 146.7 .00 223.0 .0 .20 .OB .04 -.17 I ' D 146.7 ,00 223.0 .0 .24 .12 .04 -.16 D 140.0 .00 223.0 .0 .24 .12 .04 -.16 D 140.0 I .00 223.0 .0 .24 .13 .03 -.15 D 133.3 .00 223.0 .0 .24 .-13 .03 -.15 ' • I D 133.3 .00 223.0 .0 .25 .14 .03 -.14 D 126.7 .00 223.0 .0 .25 .14 .03 -.14 D 126.7 � .00 223.0 .0 .28 .19 .03 -.13 ' D 120.0 i .00 223.0 .0 .28 .19 .03 -.13 D 120.0 .00 223.0 .0 .27 .1B .03 -.12 D 113.3 _00 223.0 .0 .27 .18 .03 -.12 ' D 113.3 .00 223.0 ..0 .27 .1B .03 -.12 D 106.6 .00 223.0 .0 .27 .18 .03 -.12 i i ' � � ' � I li � , , � � 1 � � 1 ' � , � 1 � 1 � i � , , , � � 1 � � � I � 7. TOWER DRAWINGS � � ' ' , � � ' i � ' �I � ' i ' , , ' ' i ' ; i ' I 1 � � � � ' ' ' � . I i . , D 106.6 � .00 223.0 .0 .27 .18 .03 -.11 D 100.0 I , .00 223.0 .0 .27 .18 .03 -.11 ' � D 100.0 � .00 223.0 .0 .28 .23 .02 -.09 D 90.0 I � .00 223.0 .0 .28 .23 .02 -.09 i ' D 90.0 ,. � .00 223.0 .0 .25 .19 .02 -.OB ' D 80.0 I .00 223.0 .0 .25 .19 .02 -.08 D 80.0 .00 223.0 .0 .29 .24 .02 -.07 D 70.0 .00 223.0 .0 .29 .24 .02 -.07 ' Di 70.0 .00 223.0 .0 .24 .20 .02 -.06 D � 60.0 I .00 223.0 .0 .24 .20 .02 -.06 D 60.0 .00 223.0 .0 .29 .31 .O1 -.OS I � D' S0.0 I � .00 223.0 .0 .29 .31 .O1 -.OS , D, 50.0 .00 223.0 .0 .24 .26 .Ol -.04 D 40.0 .00 223.0 .0 .24 .26 .O1 -.04 D 40.0 i .00 224.0 .0 .27 .32 .O1 -.03 ' D 30.0 ; .00 224.0 .0 .27 .32 .O1 -.03 D 30.0 il .00 224.0 .0 .23 .27 .O1 -.02 II D' 20.0 I .00 224.0 .0 .23 .27 .Ol -.02 ' D 20.0 I .00 225.0 .0 .29 .40 .00 -.O1 D 10.0 ! .00 225.0 .0 .29 .40 .00 -.O1 D 10.0 .00 234.0 .0 .25 .34 .00 .00 D .0 .00 234.0 .0 .25 .34 .00 .00 � SUPPRESS PRINTING � �.�_»>e�e��e��i�_ ' ...FOR THIS LOADING.. .........MAXIhIOMS.......... • IAADS DISPL MENIDER FOUNDN ALL DISPL MEb�ER FOUNDN INPUT I , FORCES LOADS FORCES LOADS ' i no yesi yes yes no no no no , _�_=====m'��'==I�I==�=�=e="'�'�=�=»a��"'�"'�="�'saa����sva�v�se»>oa�'='="� ' LOADING CONDIT�ION B ==e���=n�==������s���n»�e�s�me��ee�a��sov��esmve�o�av»= I , 9ARE - 105 MPH WIND AT AZ 90 I ' MAST=IAADING � � � ' LOAD ELEV APPLY..LOAD..AT LOAD ......FORCES...... ......MOMENTS...... TYPE RADIUS AZI AZI HORZZ DOWN VERTICAL TORSNAL ft ft kip kip ft-kip ft-kip ' C 195.0 .00 .0 90.0 .06 .00 .00 .00 C 195.0 .00 .0 90.0 2.31 .17 .00 .00 C 195.0 .00 .0 90.0 2.59 2.93 .00 .00 ' � C 190.0 3.46 180.0 90.0 .17 .06 .00 .00 C 180.0 3.46 190.0 90.0 .34 .11 .00 .00 C 175.0 .00 .0 90.0 .16 .0') .00 .00 , C 175.0 I .00 .0 90.0 1.38 .06 .00 .00 C 175.0 .00 .0 90.0 .06 .00 .00 .00 C 160.0 3.46 180.0 90.0 .33 .11 .00 .00 , C 160.0 3.46 60.0 90.0 1.03 .11 .00 .00 C 140.0 li 2.81 180.0 90.0 .32 .il .00 .00 � ' � � i � � � C i 140.0 i2.81 60.0 90.0 .99 .11 .00 .00 C � 120.0 3.29 180.0 90.0 .30 .11 .00 .00 1 � I C � 120.0 I3.29 60.0 90.0 .95 .11 .00 .00 C � 100.0 '3.75 180.0 90.0 .29 .11 .00 .00 C � 100.0 I3.75 60.0 90.0 .90 .11 .00 .00 ' C � 80.0 �4.25 180.0 90.0 .27 .11 .00 .00 C � 80.0 �4.25 60.0 90.0 .84 .11 .00 .00 C I 60.0 I4.74 180.0 90.0 .25 .11 .00 .00 ' C ' 60.0 i4.74 60.0 90.0 .78 .11 .00 .00 C 40.0 � 5.22 180.0 90.0 .22 .11 .00 .00 C 40.0 i 5.22 60.0 90.0 .69 .11 .00 .00 , C 20.0 � 5.70 180.0 90.0 .21 .11 .00 .00 C 20.0 i 5.70 60.0 90.0 .65 .11 .00 .00 I D 190.0 I .00 223.0 90.0 .21 .08 .04 .22 ' D 185.0 I .00 223.0 90.0 .21 .OB .04 .22 D' 185.0 i ; .00 223.0 90.0 .17 .OS .04 .22 D 180.0 I ; .00 223.0 90.0 .17 .OS .04 .22 ' D 180.0 .00 223.0 90.0 .23 _09 .04 .21 D 175.0 I .00 223.0 90.0 .23 .09 _04 .21 D 175.0 .00 223.0 90.0 .18 .06 .04 .21 I 1 D 160.0 .00 223.0 90.0 .18 .06 ,04 .21 D 160.0 .00 223.0 90.0 .23 .11 .04 .20 D' 153.3 � .00 223.0 90.0 .23 .11 .04 .20 D 153.3 I .00 223.0 90.0 .20 .OB .04 .19 ' D 146.7 .00 223.0 90.0 .20 .OB .04 .19 D 146.7 i .00 223.0 90.0 .23 .12 .04 .18 � D 140.0 � .00 223.0 90.0 .23 .12 .04 .18 D 140.0 I � .00 223.0 90.0 .24 .13 .03 .17 ' D 133.3 ; .00 223.0 90.0 .24 .13 .03 .17 D 133.3 �� ,00 223.0 90.0 .24 .14 .03 .16 D 126.7 I .00 223.0 90.0 .24 .14 .03 .16 ' D 126.7 I ;' .00 223.0 90.0 .28 .19 .03 .15 D 120.0 .00 223.0 90.0 ,28 .19 .03 .15 D 120.0 .00 223.0 90.0 .26 .18 .03 .14 ' D 113.3 .00 223.0 90.0 .26 .18 .03 .14 D 113.3 I .00 223.0 90.0 .26 .18 .03 .13 D 106.6 I .00 223.0 90.0 .26 .18 _03 .13 D 106.6 � ' .00 223.0 90.0 .26 .18 .03 .12 � D 100.0 .00 223.0 90.0 .26 .18 .03 .12 D 100.0 .00 223.0 90.0 .28 .23 .02 .11 TJ 90.0 .00 223.0 90.0 .28 .23 .02 .11 ' D 90.0 I .00 223.0 90.0 .25 .19 .02 .09 D 80.0 I .00 223.0 90.0 .25 .19 .02 .09 D 80.0 I � .00 223.0 90.0 .29 .24 .02 .OB , D 70.0 I .00 223.0 90.0 .29 .24 .02 .08 D 70.0 .00 223.0 90.0 .24 .20 .02 .06 D 60.0 i .00 223.0 90.0 .24 .20 .02 .06 ' D 60.0 .00 223.0 90.0 .29 .31 .O1 .OS D 50.0 .00 223.0 90.0 .29 .31 .O1 .OS D 50.0 .00 223.0 90.0 .24 .26 .O1 .04 D 40.0 i .00 223.0 90.0 .24 .26 .O1 .04 ' � D 40.0 .00 224.0 90.0 .27 .32 .O1 .03 D 30.0 � .00 224.0 90.0 .27 .32 .O1 .03 D 30.0 I ' .00 224.0 90.0 .23 .27 .O1 .02 ' �D 20.0 I � .00 224.0 90.0 .23 .27 .O1 .02 D 20.0 .00 225.0 90.0 .29 .40 .00 .O1 D 10.0 � .00 225.0 90.0 .29 .40 .00 .O1 i , D 10.0 i .00 234.0 90.0 .25 .34 .00 .00 D .0 ' .00 234.0 90.0 .25 .34 .00 .00 I i � , � i j . � SUPPRESS PRINTZNG, , � s�����oe�m»>="I � I ••.FOR TFiIS LOADING.. .........MAXIMUMS.......... !IAADS DZSPL ,MEMBER FOUNDN ALL DISPL MEhIDER FOUNDN ' 'INPOT � ,FORCES LOADS FORCES IAADS � I , � no yes j ' yes yes no no no no I I � ' ==�i-'o���==_'_"I='�'a=�'�a'�=�=��'�__��="==�a==�'='_'�__"_'_____�_"_='=='oo= - i LOADING CONDITION C �=aa==��=___�'�__���__�_____'�_____�___�_����_�_�»==��a= ' BARE - 105 MPH WIND AT AZ 150 II , I MAST LOADING I aa=�_» o» I ' LO li AD ELEV APILY..LOAD..AT IAAD ......FORCES...... ......MOMENTS..•••- � TYPE RADIUS AZI AZI FiORIZ DOWN VERTICAL TORSNAL ' ft I ft kip kip ft-kip ft-kip 'I • C 195.0 i .00 .0 150.0 .06 .00 .00 .00 ' C, 195.0 .00 .0 150.0 2.31 .17 .00 .00 C 195.0 I , .00 .0 150.0 2.54 2.93 .00 .00 C' 190.0 3.46 180.0 150.0 .54 .06 .00 .00 C 180.0 3.46 180.0 150.0 1.06 .11 .00 .00 � I� � C 175.0 .00 .0 150.0 .16 .07 .00 .00 C, 175.0 .00 .0 150.0 1.38 .06 .00 .00 C� 175.0 I , .00 .0 150.0 .06 .00 .00 .00 ' C 160.0 I 3.46 180.0 150.0 1.03 .11 .00 .00 C 160.0 ' 3.46 60.0 150.0 .33 .11 .00 .00 C 140.0 I ! 2.81 180.0 150.0 .99 .11 .00 .00 � C 140.0 j ' 2.81 60.0 150.0 .32 .11 .00 .00 , C 120.0 I ', 3.29 180.0 150.0 .95 .11 .00 .00 C 120.0 3.29 60.0 150.0 .30 .11 .00 .00 C 100.0 � 3.75 180.0 150.0 .90 .11 .00 .00 ' C 100.0 I 3.75 60.0 150.0 .29 .11 .00 .00 C 80.0 i 4.25 180.0 150.0 .84 .11 .00 .00 C 80.0 ' 4.25 60.0 150.0 .27 .11 .00 .00 ' C 60.0 4.74 180.0 150.0 .78 .11 .00 .00 C 60.0 I 4.74 60.0 150.0 .25 .11 .00 .00 C 40.0 � 5.22 180.0 150.0 .69 .11 .00 .00 ' C 40.0 5.22 60.0 150.0 .22 .il .00 .00 C 20.0 5.70 180.0 150.0 .65 .11 .00 .00 C 20.0 5.70 60.0 150.0 .21 .11 .00 .00 ' • D 190.0 .00 223.0 150.0 .22 .08 .04 .26 D 185.0 .00 223.0 150.0 .22 .OB .04 .26 D 185.0 .00 223.0 150.0 .17 .O5 .04 .26 , D 180.0 .00 223.0 150.0 .17 .OS .04 .26 D 180.0 .00 223.0 150.0 .23 .09 .04 .26 D 175.0 � .00 223.0 150.0 .23 .09 .04 .26 D 175.0 I .00 223.0 150.0 .19 .06 .04 .26 1 D 160.0 ' .00 223.0 150.0 .18 .06 .04 .25 � i , � � ; D � 160.0 � I .00 223.0 150.0 .23 .11 .04 .25 D , 153.3 i .00 223.0 150.0 .23 .11 .04 .25 � � D 153.3 i .00 223.0 150.0 .20 .08 .04 .23 D 146.7 00 223.0 150.0 .20 .OB .04 .23 � � , D 146.7 � .00 223.0 150.0 .24 .12 .04 .22 ' D 140.0 i ,.00 223.0 150.0 .24 .12 .04 .22 D 140.0 i .00 223.0 150.0 .25 .13 .03 .21 f D � 133.3 � � .00 223.0 150.0 .25 .13 .03 .21 D 133.3 � .00 223.0 150.0 .25 .14 .03 .19 ' ' D � 126.7 I .00 223.0 150.0 .25 .14 .03 .19 D 126.7 � .00 223.0 150.0 .29 .19 .03 .18 D 120.0 I .00 223.0 150.0 .29 .19 .03 .18 � D 120.0 I .00 223.0 150.0 .27 .18 .03 .17 I D 113.3 I .00 223.0 150.0 .27 .18 .03 .17 D 113.3 .00 223.0 150.0 .27 .18 .03 .16 I D 106.6 .00 223.0 150.0 .27 .18 .03 .16 D 106.6 ! .00 223.0 150.0 .27 .18 _03 .14 D 100.0 .00 223.0 150.0 .27 .18 .03 .14 ' D 100.0 I .00 223.0 150.0 .29 .23 .02 .13 D 90.0 I � .00 223.0 150.0 .29 .23 .02 .13 D 90.0 � .00 223.0 150.0 .25 .19 .02 .11 ' D 80.0 .00 223.0 150.0 .25 .19 .02 .11 li ' D � 80.0 ' .00 223.0 150.0 .29 .24 .02 .09 D 70.0 .00 223.0 150.0 .29 .24 .02 .09 D ' 70.0 I ' .00 223.0 150.0 .25 .20 .02 .08 D 60.0 i .00 223.0 150.0 .25 .20 .02 .OB I ' D ' 60.0 � .00 223.0 150.0 .30 .31 .O1 .06 � D 50.0 ; .00 223.0 150.0 .30 .31 .O1 .06 D 50.0 I ' .00 223_0 150.0 .24 .26 .O1 .OS I , D 40.0 � .00 223.0 150.0 .24 .26 .O1 .OS D 40.0 .00 224.0 150.0 .27 .32 .O1 .03 � D 30.0 , .00 224.0 150.0 .27 .32 .O1 .03 il ' I D 30.0 .00 224.0 150.0 .23 .27 .O1 .02 D 20.0 � .00 224.0 150.0 .23 .27 .O1 .02 D 20.0 .00 225.0 150.0 .29 .40 .00 .Ol ' D 10.0 � .00 225.0 150.0 .29 .40 .00 .O1 D 10.0 .00 234.0 150.0 .25 .34 .00 .00 D .0 i .00 234.0 150.0 .25 .34 .00 .00 i ' I SUPPRESS-PRINTING I ' � ' ...iOR THIS LOADING•• •........MAXIMOMS.......... LOADS DISPI; MENIDER FOUNDN ALL DISPL MEhIDER FOUNDN INPUT � FORCES LOADS FORCES LOADS , no yes yes yes no no no no � I ' � LOADING CONDZTION D '�a"�"'���'==a='='=='as==�='__��===='n�a�e'»»e���=»� BARE - 105 MPH WIND AT AZ 180 ' , MAST LOADING i , � � � ! � � � � IAAD ELEV APPLY..LOAD..AT IAAD ......FORCES...... ......MOMENTS...... � • TYPE RADIUS AZI AZZ HORIZ DOWN VERTICAL TORSNAL ft � � ft kip kip ft-kip ft-kip � C ' 195.0 ' .00 .0 180.0 .06 .00 .00 .00 C ' 195.0 � .00 .0 180.0 2.31 .17 .00 .00 C I 195.0 I .00 .0 180.0 2.54 2.93 .00 .00 ' C ' 190.0 3.46 180.0 180.0 .62 .06 .00 .00 C � 180.0 3.46 180.0 180.0 1.23 .11 _00 .00 C i 175.0 ; .00 .0 180.0 .16 .07 .00 .00 C , 175.0 00 .0 180.0 1.38 .06 .00 .00 C � 175.0 00 .0 180.0 .06 .00 .00 .00 � C 160.0 i 3.46 180.0 180.0 1.19 .11 .00 .00 C � 160.0 � '3.46 60.0 180.0 .59 .11 .00 .00 � C 140.0 I �2.81 180.0 180.0 1.14 .11 .00 .00 C ' 140.0 I '2.81 60.0 180.0 .57 .11 .00 .00 C , 120.0 I ;3.29 180.0 180.0 1.09 .11 .00 .00 , C � 120.0 Ij3.29 60.0 180.0 .55 .11 .00 .00 C 100.0 i ,3.75 180.0 180.0 1.04 .11 .00 .00 C 100.0 ,3.75 60.0 180.0 .52 .11 .00 .00 C 80.0 4.25 180.0 180.0 .97 .11 .00 .00 ' C � 80.0 4.25 60.0 180.0 .49 .11 .00 .00 C 60_0 �4.74 180.0 180.0 .90 .11 .00 .00 C 60.0 '4.74 60.0 180.0 .45 .11 .00 .00 ' C 40.0 � ,5.22 180.0 180.0 .BO .11 .00 .00 C 40.0 j 5.22 60.0 180.0 .40 .11 .00 .00 • C 20.0 � 5.70 180.0 180.0 .76 .11 .00 .00 ' C 20.0 5.70 60.0 180.0 .38 .11 .00 .00 D 190.0 I .00 223.0 180.0 .24 .08 .04 .20 D 185.0 � .00 223.0 180.0 .24 ,OB .04 .20 ' D� 185.0 � .00 223.0 180.0 .19 .OS .04 .20 D 180.0 I .00 223.0 180.0 .19 .OS .04 .20 D 180.0 I .00 223.0 180.0 .26 .09 .04 .19 � D 175.0 .00 223.0 180.0 .26 .09 .04 .19 D 175.0 .00 223.0 180.0 .20 .06 .04 .19 D 160.0 .00 223.0 180.0 .20 .06 .04 .19 � D 160.0 � .00 223.0 180.0 .25 .11 .04 .18 D' 153.3 � .00 223.0 180.0 .25 .11 .04 .18 D' 153.3 � .00 223.0 180.0 .22 .08 .04 .17 D 146.7 j .00 223.0 180.0 .22 .08 .04 .17 ' D 146.7 I .00 223.0 180.0 .26 .12 .04 .16 D 140.0 i .00 223.0 180.0 .26 .12 .04 .16 D 140.0 i _00 223.0 180.0 .26 .13 .03 .15 ' D 133.3 , .00 223.0 180.0 .26 .13 .03 .15 D 133.3 I .00 223.0 180.0 .27 .14 .03 .14 I D 126.7 � .00 223.0 180.0 .27 .14 .03 .14 D 126.7 I .00 223.0 180.0 .32 .19 .03 .13 1 D 120.0 � .00 223.0 180.0 .32 .19 .03 .13 D, 120.0 i .00 223.0 180.0 .29 .18 .03 .12 D 113.3 j .00 223.0 180.0 .29 .18 .03 .12 ' • D 113.3 � , .00 223.0 180.0 .29 .18 .03 .12 D 106.6 I ' .00 223.0 180.0 .29 .18 .03 .12 D 106.6 I .00 223.0 180.0 .29 .18 .03 .11 ' D 100.0 .00 223.0 180.0 .29 .18 .03 .11 D 100.0 .00 223.0 180.0 .31 .23 .02 .09 D 90.0 .00 223.0 180.0 .31 .23 .02 .09 ' D 90.0 .00 223.0 180.0 .27 .19 .02 .08 D 80.0 .00 223.0 180.0 .27 .19 .02 .08 I i ! � � 1 � I D 80.0 i .00 223.0 180.0 .32 .24 .02 .07 D 70.0 � .00 223.0 180.0 .32 .24 .02 .07 � • D 70.0 ; .00 223.0 180.0 .27 .20 .02 .06 D 60.0 , .00 223.0 180.0 .27 .20 .02 .06 D 60.0 i ', .00 223.0 180.0 .32 .31 .O1 .OS ' D 50.0 ; .00 223.0 180.0 .32 .31 .O1 .OS D 50.0 .00 223.0 180.0 .26 .26 .O1 .04 D 40.0 � � .00 223.0 180.0 .26 .26 .O1 .04 D � 40.0 I � .00 224.0 180.0 .30 .32 .O1 .03 i ' D 30.0 I .00 224.0 180.0 .30 .32 .O1 .03 D ; 30.0 I .00 224.0 180.0 .25 .27 _O1 .02 D 20.0 I .00 224.0 180.0 .25 .27 .O1 •02 I ' D 20.0 i .00 225.0 180.0 .32 .40 .00 .O1 ' D 10.0 i .00 225.0 180.0 .32 .40 .00 .O1 D 10.0 i ' .00 234.0 180.0 .27 .34 .00 .00 D .0 i .00 234.0 180.0 .27 .34 .00 .00 � I SUPPRESS PRINTZNG __=�=»"na'i= I � i ...FOR THIS LOADZNG.. .........MAXIMOMS.......... LOADS DISPL; I�TIBER FOUNDN ALL DISPL MEh�ER FOUNDN INPUT � FORCES LOADS FORCES IAADS I � I i . ' I no yes' yes yes no no no no i I • I ; , =n��a��==���� i�»�ea��==�an�a��sma�a����v..vvo�a..o.o.�oo�e���»�oaea»v�v�ne� MAST - Latticed Tower Analysis (Unguyed) (c) 1997 GuymasG Inc. Phone: (416) 736-7453 i , P=ocessed under�license at: Fax : (416) 736-4372 I � � II ' S TELECONA1�JNICATIONS, INC. - Washington, DC on: 13 may 1998 at: 9:19:25 ���o=��»ve��i� =saaa»��o��a�»���v�o.ae���avsamnvevo�ae»a�=�=����8»�v»��� � [1690472.12] 190 FT SS TOWER - ZEPHYRHILLS, FL � I I �' , LOADING CONDITION A ====o�aa��o��»veana�a»���o�oan�»��a�=�����_3==��»o»= i i BARE - 105 MPH WIND AT AZ 0 r : : I . ' LOADING CONDITION B =_'__�»�'�'�an=»o��'�'="maa'�����_��_��__'__���'�'�ea= � , I I BARE - 105 MPH WZND AT AZ 90 ' • � G LOADING CONDITSON C =_=====a��s�nsva�e���a��o��a�a�vo�nemaa»»v��==��»�a�o� ' i ' HARE - 105 MPH WIND AT AZ 150 , i � ; � � ; � � LOADING CONDITION; D ao��aa=»»>=a�v���=s�=a»�»���n»a�saam�.�v»a�n���»>_ % ' BARE - 105 MPH WIND AT AZ 180 � I , I � � I , I i �=I =______�_�_ _����___�__==»=»a�»�e�==��»_�__�_�___�����_______»�___��_ ' MAST - Latticed ITower Analysis (Unguyed) (c) 1997 Guymast Inc. i , Phone: (416) 736-7453 � I Processed under license at: Fax : (416) 736-4372 I � URS TELECOP4`tONZCATIONS, INC. - Washington, DC on: 13 may 1998 at: 9:19:25 ==a===�=�_="�-�I ==a=����_�����_�=»>=aa���==��_____'__�_�'�_""_�=�=��n�e�e= ' - =I= I ' __ �en»a..�� �»aaa» MAXZMUM MAST DISPLACEMENTS: I �I� _ �_ ' � ELEV � �---DEFLECTIONS (ft)----- --TZLTS (DEG)--- TWIST ft NORTH EAST DOWN NORTH EAST DEG • 190.0 1�305 D -1:131 B .009 D .753 D -.655 B -.134 A ' I' ' 185.0 1:236 D -1.071 B .008 D .747 D -.650 B -.133 A ; 180.0 1I170 D -1.013 B .007 D .734 D -.637 B -.131 A 175.0 1I104 D -.956 B .007 D .721 D -.625 B -.129 A ' 170.0 1I041 D -.901 B .009 D .701 D -.608 B -.125 A 165.0 I977 D -.846 B .006 D .674 D -.584 B -.120 A 160.0 I917 D -.794 B .006 D .639 D -.553 B -.114 A I, � ' 153.3 I842 D -.729 B .005 D .605 D -.524 B -.106 A � 146.7 III71 D -.668 B .005 D .566 D -.490 B -.098 A 140.0 1i05 D -.610 B .004 D .523 D -.452 B -.090 A 133.3 I643 D -.557 B .004 D .499 D -.432 B -.083 A , I 126.7 I582 D -.505 B .004 D .473 D -.409 B -.075 A j 120.0 I527 D -.456 B .003 D .446 D -.386 S -.068 A II 113.3 .471 D -.409 B .003 D .425 D -.368 B -.061 A � � 106.6 I419 D -.363 B .003 D .404 D -.349 B -.053 A i I 100.0 f369 D -.320 B .003 D .381 D -.330 B -.046 A 90.0 I301 D -.261 B .002 D .344 D -.298 B -.039 A �I ' i 80.0 I240 D -.209 B .002 D .305 D -.264 B -.033 A � 70.0 I184 D -.160 B .002, D .263 D -.228 B -.026 A � 60.0 'I138 D -.120 B .001 D .220 D -.190 H -.021 A � I � 50.0 I098 D -.085 B .001 D .182 D -.158 B -.017 A ' I I � � 40.0 066 D -.058 B .001 D .144 D -.125 B -.013 A i 30.0 I039 D -.034 B .001 A .104 D -.090 B -.009 A i 20.0 I021 D -.018 B .000 B .064 D -.055 H -.006 A ' � 10.0 I007 D -.006 B .000 A .032 D -.028 B -.003 A .0 I.000 A .000 A .000 A .000 A .000 A .000 A ' MAXIMUM TENSION iN MAST MENIDERS (kip) a��=�aea��e��nai� �a»>�a�a�="�'_�_� , ELEV LEGS DIAG HORIZ BRACE � , i f ' ' i ' I ft i ' � �190.0 -----li-------------- 2.59 D .00 A • 3i13 A 4.35 C 185.0 -----I`-------------- .O1 A .00 A 9I53 A______-2.89 C � I180.0 -----I;--- .39 D .00 A �i 14�77 A 3.74 C �175.0 -----I'-------------- .O1 A .00 A ' � -----I-7 A-------4.97 C � � I 22.5 � 170.0 I '--- .00 D .00 A 31I32 A 5.35 C i165.0 -----I�-------------- .O1 A .00 A ' 40i94 A 5.92 C � 160.0 -----�--------------- .49 D .00 A i II ' S1.19 A____-_-5.90 C � 153.3 -----I�--- .00 A .00 A 63I.73 A 6.23 C 146.7 -----�i-------------- .Ol A .00 A ' 74I46 A 6.32 C ' 140.0 -----�i-------------- .O1 A .00 A 86I55 A--_-_-_6.88 C , i 133.3 -----�i--- .00 D .00 A � 99I.24 A 7.57 C 126.7 -----I�-------------- .O1 A .00 A I llll.32 A 7.43 C ' j 120.0 -----I �--------------- .00 D .00 A 123�89 A 8.30 C • � 113 3 -----I-=-------------- 00 A 00 A ' 137I.64 A 8.70 C . � 106 6 -----�-;-------------- .00 A 00 A j 150j.29 A 8.80 C i 100.0 167.--------------- .31 C .00 A ' 06 A 10.73 C � 90.0 ------�--------------- .O1 A 00 A I 80 0 187.i5 A_-____11-05 C 28 A 00 A ' i • ------i--- . . 70,p Z08.30 A--_-_-11.73 C Ol A 00 A I 229.I68 A 12.06 C , I 60.0 ------I-------------- 22 A 00 A I250.24 A 12.65 C ' S0.0 ------I--------------- .O1 A .00 A I j 271.80 A 13.01 C � 40 0 ------'--------------- .27 A .00 A � � 292.34 A 13.50 C � 1 I 30.0 ----I-i-------------- O1 A 00 A 20.p 313.I79 A__----13.81 C 55 D 00 A - � ----�-I--- . . ' 10,p 334.�28 A--___-14-30 C 00 A 00 A 355.�16 A 14.67 C ' • � .0 --------------------- 00 A 00 A i ' � ' MAXIMUM COMPRESSION IN MAST MEI�ERS (kip) ii � ,I i _ � i � � , I . � ; ' e�e��n,�e�ne�vm-! ��s�v��s»>v»=�v��»» _I s i I ' � ' ELEV LEGS DIAG HORIZ HRACE ft � � I ' I I ' 190.0 --------------------- -2.57 A .00 A Si.95 D -4.33 C I I 185.0 _12.I -------------- .00 D .00 A I �06 D -2.90 C ' 180.0 -----I=--------------- -.32 D .00 A ; , -17 I65 D -3.BS D ' 175.0 ----�-'--------------- -.O1 D .00 A ' -26.21 D -4.87 C 170.0 ----;=--------------- .00 A .00 A -35:32 D -5.44 C � i , ' 165.0 -----=--------------- -.O1 D .00 A i -45.68 D -5.82 C 160.0 ----I�--------------- -.55 A .00 A � � ' ----- 65 D -6.22 D -56. 153.3 I---------------- .00 D .00 A -70.48 D -6.11 C 146.7 i'--------------- -.O1 D .00 A ' ---81.99 D-------6�48 D 140.0 I ----- -.O1 D .00 A � -95.65 D -7.36 C I ; , ' 133.3 ----i---------------- .00 A .00 A -109�.43 D__---_=7.14 C • 126.7 ----I-;---- -.O1 D .00 A ' --123.13 D --_-7.85 C 120.0 I-�-------- .00 A .00 A -137.24 D -8.66 D 113.3 ----�----------------- .00 D .00 A II - �2.73 D -8.57 C I' � 106.6 ----I----------------- .00 D .00 A 15 I ; � - I ,.87 D--_---=9.01 D 100.0 ---I-,'----- -.24 C .00 A ' -185.98 D -10.90 D 90.0 ---I�---------------- - O1 D 00 A I � . . -209.57 D -11.05 C ' 80.0 ---li---------------- -.26 D .00 A - -232.86 D -12.03 D 70.0 ---II---------------- - O1 D 00 A I .24 D -12.04 C . . ' i 60.0 __257---------------- --19 D .00 A � ' -280.93 D -13.12 D I ' � 50.0 - i=---------------- -.Ol D .00 A 306.06 D -12.97 C ; 40.0 ---li---------------- - 27 D 00 A ' -330.05 D --__=13.95 D 30.0 - ii------ -.O1 D .00 A -355.17 D -13.76 C � 20.0 ---II---------------- - 59 A 00 A � I ' � -3I 9.50 D -14.57 D i � 10.0 ----�---------------- 00 D 00 A -404.49 D -14.65 C . i � .0 ---I-�---------------- 00 A 00 A � . . , � I � 1 i y I I ' li I ' � MAXZMUM INDIVIDUAL FOUNDATION IAADS: (kip) ' • » -��..�a""' ���'�s»�s»>nass�vaa�a i_ �i s -------------iLOAD---COMPONENTS------------- TOTAL 1 NORTH iEAST DOWN UPLIFT SHEF�R i , ' 41.39 D -28.53 B 416.39 D -365.11 A 41.39 D I ' � MAXIMUM TOTAL LOADS ON FOUNDATZON : (kip fi kip-ft) 1 =__'___�'_'_='===I=='==__'_'_'����:�_'_��_����'��_� � I ------HORIZONTAL----- DOWN ---------OVERTURNING--------- TORSZON ' NORTH EAST I ,TOTAL NORTH EAST TOTAL � i '� .0 O .0 72.0 -62.9 Ii 72.0 43.4 7424.2 -6450.3 7424.2 -31.2 ' � D B I I D H D H D A � i ' �������=��a�e»�i_� »��.�m�oe�v�v���:���s�e�aasevano�av�vo���v»�o»Q���.aanv�a I ' ORIGINAL DATA FILE : H:\STRU\LCC\72-12\7212.USM i • _ �====�o��a_�o �I�»�a�an»o9aa�vs��em»�v�=o».��e_�vsv��.���������se»>e�s�a ' I , [1690472.12] 190'FT SS TOWER - ZEPHYRHILLS, FL MAST GEOMETRY I ' X 3 160.0 190.OI8.0 8.0 5.0 X 3 100.0 160.0� 13.0 8.0 6.67 � , X 3 .0 100.0 21!.33 13.0 10.0 1 li MEhIDER PROPERTIES LE 180.0 190.0 �11.704 .0 29000. .0 I ; LE 160.0 180.0 2�.68 .0 29000. .0 LE 140.0 160.0 I4;.30 .0 29000. .0 _ ' Ln 120.0 140.0 8�.399 .0 29000. .0 LE 60.0 120.0 L1�.908 .0 29000. .0 LE 20.0 60.0 14I.579 .0 29000. .0 ,' LE .0 20.0 19.2I42 .0 29000. .0 DI 180.0 190.0 .�621 .0 29000. .0 DI 160.0 180.0 .;715 .0 29000. .0 ' DI 140.0 160.0 .�902 .0 29000. .0 DI 100 0 140.0 1'I.09 .0 29000. .0 DI 60 0 100.0 1.687 .0 29000. .0 ' DI 20.0 60.0 2ii84 .0 29000. .0 DI .0 20.0 2.859 .0 29000. .0 AO 185.0 190.0 I.687 .0 29000. .0 HO 175.0 180.0 I.687 .0 29000. .0 ' � HO 153.33 160.0 2.484 .0 29000. .0 HO 140.0 146.6i 2.484 .0 29000. .0 HO 120.0 126.6i 2.859 .0 29000. .0 ' HO 90.0 100.0 2I,859 .0 29000. .0 HO 70.0 80.0 3J027 .0 29000. .0 � HO 50.0 60.0 3I027 .0 29000. .0 ' HO 30.0 40.0 3I027 .0 29000. .0 HO 10.0 20.0 3I027 .0 29000. .0 � � , ; H I - 105 MPH WIND AT AZ 0 � I � MAST IAADING i I I D I90. 0 223. 0 .2149 .0781 .0408 -.1958 L, �; D 7,I85. 0 223. 0 .2149 .0781 .0408 -.1958 D I85. 0 223. 0 .1706 .0495 .0408 -.1952 � D 180. 0 223. 0 .1706 .0495 .0408 -.1952 LD 1+80. 0 223. 0 .I2278 .0918 .0408 -.1926 II D 1I75. 0 223. 0 .�2278 .0918 .0408 -.1926 I � D 175. 0 223. 0 .1871 .0632 .0408 -.192 I � � D 160. 0 223. 0 .1839 .0632 .0408 -.1887 i � D 160. 0 223. 0 .I22B2 .1133 .0399 -.1821 D 153.33 0 223. 0 .2282 .1133 .0399 -.1821 � D 153.33 0 223. 0 .2028 .083 .0382 -.1727 � � D 146.66 0 223. 0 .2028 .OB3 .0382 -.1727 ' I D 146.66 0 223. 0 .2355 .12 .0365 -.1622 � I D 139.99 0 223. 0 .2355 .12 .0365 -.1622 � I L D �139.99 0 223. 0 .2447 .1345 .0347 -.1529 D �133.32 0 223. 0 .2447 .1345 .0347 -.1529 ' D i133.32 0 223. 0 .2462 .1361 .033 -.1432 % i D i126.65 0 223. 0 .2462 .1361 .033 -.1432 � " D I126.65 0 223_ 0 .2843 .1863 .0313 -.1332 D I119.98 0 223. 0 .2843 .1863 .0313 -.1332 D I119.98 0 223. i .2659 .1751 .0295 -.1244 _ D I113.31 0 223. i .2659 .1751 .0295 -.1244 D ,113.31 0 223. i .2663 .1768 .0278 -.1152 D �106.64 0 223. i .2663 .1768 .0278 -.1152 D I106.64 0 223. 0 .2665 .1786 .0261 -.1062 � D I100. 0 223. 0 .2665 .1786 .0261 -.1062 � D i100. 0 223. 0 .2843 .2272 .0239 -.095 D 90. 0 223. 0 .I2B43 .2272 .0239 -.095 - D 90. 0 223. 0 .I2528 .1906 .0213 -.0824 D �80. 0 223. 0 .2528 .1906 .0213 -.0824 D I80. 0 223. 0 .�288 .2396 .0188 -.0696 ,_, D �70. 0 223. 0 .288 .2396 .0188 -.0696 D I70. 0 223. 0 .2438 .1954 .0162 -.0579 D I60. 0 223. 0 .2438 .1954 .0162 -.0579 D 60. 0 223. 0 .2909 .3091 .0136 -.0463 ` D 50. 0 223. 0 .2909 .3091 .0136 -.0463 D 50. 0 223. 0 .242 .261 .011 -.0356 D 40. 0 223. 0 I242 .261 .011 -.0356 �- D 40. 0 224. 0 I2685 .3216 .0084 -.0253 D I30. 0 224. 0 �2685 .3216 .0064 -.0253 D 30. 0 224. 0 I2295 .2684 .0058 -.0174 � D I20. 0 224. 0 I2295 .2684 .0058 -.0174 D 20. 0 225. 0 .I2858 .3996 .0032 -.0098 D 10. 0 225. 0 I2858 .3996 .0032 -.0098 i D 10. 0 234. 0 .I2481 .3419 .0006 -.0022 D 0 0 234 0 .2I481 .3419 .0006 -.0022 C 195. 0 0 0 2JI539 2.926 0 0 C ! 195. 0 0 0 .063 0 0 0 -- C 195. 0 0 0 2I314 .165 0 0 C 190. 3.46 180I 0 .623 .0552 0 0 C 180. 3.46 18i1 0 1.227 .1104 0 0 � � C 175. 0 0 0 .061 0 0 0 C 175. 0 0 0 .16 .068 0 0 1 C 175. 0 0 0 1138 .06 0 0 J C 160. 3.46 60i 0 .593 .1104 0 0 C 160. 3.46 180. 0 1_187 .1104 0 0 i C 140. 2.81 60I 0 .571 .1104 0 0 � C 140. 2.81 180. 0 1.142 .1104 0 0 � D 10. 0 234.Ij90. .2489 .3419 .00Ob .0017 II � ID 0 0 234. 90. .2489 .3419 .0006 .0017 �� � I I I ' - - � I /� iL _ ___- _ -_ __- - _- _ __ ___ _-_ _ -_ - --__- ____ "-_ - e -- - - ----- -- -- -------- • • • I � �- � � � � � -��' 0 Ci 0 � � O � � � � � -