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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 � � � � � - FLORIDA PROJECT DATA DRAWING INDEX DESIGN CODES: A1.0 SHELTER SCHEDULE • 1994 STANDARD BUILDING CODE A2.0 EXTERIOR SHELTER ELEVATIONS • • 1 1994 NFPA 101 LIFE SAFETY CODE 1993 NATIONAL ELECTRICAL CODE A3.0• FOUNDATION PLAN & DETAILS - 1994 STANDARD MECHANICAL CODE 1993 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION A3.1. FOUNDATION NOTES & MISC. INFORMATION - - - . Q DESIGN LOADS: A4.0 FLOOR PANEL & ENO WALL PANEL FLOOR LIVE LOAD (THROUGHOUT) 140 PSF A5.0 SIDE WALL & ROOF PANEL FLOOR DEAD LOAD (THROUGHOUT) 36 PSF ROOF LIVE LOAD 50 PSF A6.0 SHELTER SECTION & DETAILS ROOF DEAD LOAD 47 PSF 0 D WIND LOAD HOIZONTAL 120 PSF A7.0 MISC_ DETAILS CONCRETE EQUPMENT WIND LOAD (UPLIFT) 120 PSF SEISMIC ZONE 4 AB.O MISC. DETAILS _ OCCUPANCY USE GROUP S2 CONSTRUCTION TYPE IV A9.0 INTERIOR FINISHES & MISC. DETAILS MINIMUM SETBACK GREATER THAN 3 FEET TO - - S ESHELTER A COMMON OR ASSUMED A10.0 GENERAL SPECIFICATIONS f • { PROPERTY UNE • E1.0•• ELECTRICAL LAYOUT #1 NOTES: E1.1.. ELECTRICAL LAYOUT #2 • 1_ THE INTENDED OCCUPANCY OF THIS EQUIPMENT CABINET IS FOR E1.2.• ELECTRICAL LAYOUT #3 PREFORMING THE REQUIRED SERVICE/MAINTENANCE OF EQUIPMENT ONLY. E1.3•• ELECTRICAL LAYOUT #4 E2.0•• ELECTRICAL SPECIFICATION • INDICATES THOSE DRAWINGS WHICH CONTAIN WORK TO BE DONE IN THE FIELD •. NOTE ALL ELECTRICAL CONNECTIONS TO SHELTER SHALL BE DONE IN THE FIELD [t RATS CERT.NO.008• _ NUM8ER = R b 8 PHILIP R.WEST V __ - lV DETAILING SYMBOLS LEGEND AGENCY APPROVAL. ENCLOSURE AROUND ITEM REFERENCE r--- These prints comply with the Florida Manu- _ SECTION TO BE DETAILED �1Building factored Act of 1979 Construction II 1 i 1 Codes and adhere to the following criteria: DETAIL --� $1.1 REFERENCE Cont. Type SHEET DIRECTION 1 REFERENCE INDICATOR S1.1r`Occupancy SHEET � I Allowable No. "p . Q. REFERENCE ) of Floors ! \ / = N-.A Re.rs_n Descno,on ®Date As BUILDING AND WALL COLUMN OR PLAN — SECTION INDICATOR DETAIL INDICATOR z o Wind Velocity Fire Rating of UNR—Rohn © ELEVATION ,gg, UNR-ROMN.�a - - _ UNR.Me �u Bigots Res_rvee _ SHEET 1 DESIGNATION Ext. Walls REFERENCE 1 c z STANDARD ROHN CONCRETE EQUIPMENT SHELTERS DIRECTIONFloor load o COVER SHEET DETAIL OF SECTION OF ELEVATION •C 9 97 2 seeb uee:e oerfse:xoee.01 m+:a,:arc girsn are:. REFERENCE {Approval Date _ _ m To .onen INTERIOR ELEVATION !# PITTSBURGH TESTING 0 IM AS NOTED D.nenI, F.cti,ne w,e: - - INDICATOR - - - - -- - - - - - P PI f�SB H lfi►SMG - W D.o.,ny Date ./- 1 DETAIL 't,z cL 7 7 Ste oat $1.1 = U C7 Tn«ee e D: . SCALE: 1/8°�8» 1�—Q� _ N TER 7-7-97 rms a.o. a a the p .y o'UNR Rohe.it ,0 0e - _ _ le Wr aneo oy coq eeermg Dote ,eo•owcee.00000 w,aeS e+conic o. eonnatneot Sot ¢ riot??aowent SHEET REFERENCE • SCALE o d ao'ooen by P. 00 Dote a wmee DETAIL OR SECTION AI TI N z DESIGNATION . z l--.by amen D_:< D._.n, Numoer _ 0000000000 GI one quarter inch = one foot three eighths inch = one foot one half inch = one foot three quarters inch = one foot one and one haLf inch = one foot 0 4 8 0 4 0 4 0 2 0 1 SHELTER SIZE SCHEDULE PART NO. (W) (L) (H) PART NO. (W) (L) (H) PART NO. (W) (L) (H) EXTERIOR EXTERIOR INTERIOR EXTERIOR EXTERIOR INTERIOR EXTERIOR EXTERIOR INTERIOR ESC88 8"-a• 8"-0 8"-0' ESC1Ot0 10'-4- 10'-0' 8'-0` ESC1212 12'-0' 12'-0' 8'-0' ESC810 8'-4' 10'-0' 8'-0' ESC1012 10'-4' 12'-0' 8'-0' ESC1214 12'-0' 14'-0' 8'-0' ESC812 6'-4' 12'-0' 8'-0' ESC107a 10'-4• 14'-0' 8'-0' ESC1216 12'-0' 16'-0` 8'-0' ESC814 8'-4' 14'-0' 8'-0' ESC1O16 10'-4' 16'-0` 8'-0' ESC1218 12'-0' 18'-0' 8'-0' ESC816 8'-4 16'-0' 8'-0' ESC1018 10'-4' 18'-0' 8'-0` ESC1220 12'-0' 20'-0' 8'-0' ESC818 8'-4' 18'-0' 8'-0' ESC1020 10'-4• 20'-0' 8'-0' ESC1222 12'-0' 22'-0' 8'-0' ESC820 8'-4' 20'-0' 8'-0' ESC1022 10'-4' 22'-0' 8'-0' ESC1224 12;0: 24'-0' 8'-0' O F ESC822 8'-4' 22'-0' 8'-0' ESC1024 10'-4' 24'-0' 8'-0' ESC1226 12'-O' 26'-0' 8'-0' r ESCS24 8'-4` 24'-0' 8'-0` ESCt026 10'-4' 26'-0' 8'-0' ESC1228 12'-0' 28'-0' 8'-0` ESC826 8'-4' 26'-O' 8'-0' ESC1O28 1O'-4' 28'-O' 8'-0' ESC1232 12'-0' 32'-0' 8'-0` • D n n �� ESC828 8'-4' 28'-0' B'-0` ESC1030 10'-4' 30'-0' 8'-0. ESC1232 12'-0' 32'-0' 8'-0' ESC830 8'-4' 30'-0' 8'-0' ESC1032 10'-4' 32'-0 8-0 ESC1234 12'-0 34'-0 8'-0' ESC832 8'-4' 32'-0' 8'-0' ESC7034 10'-4' 34'-0' 8'-0' ESC1236 12'-0' 36'-0' 8'-0' ESC834 8'-4' 34'-0' 8'-0' ESC1036 10'-4` 36'-0' 8'-0' ESC12129 12'-0' 12'-0' 9'-0' ESC836 8'-4' 36'-0' 8'-0'- ESC10109 10'-4' 10'-0' 9'-0' ESC12149 12'-0' 14'-0' 9'-0' v r ESC889 8'-4' 8'-0' 9'-0' ESC10129 10'-4' 12'-0' 9'-0' ESC12169 12'-0' 16'-0' 9'-0' ESC8109 8'-4' 10'-0' 9'-0' ESC10149 10'-4' 14'-0' 9'-0` ESC12189 12'-0' 18'-0' 9'-0' ESC8129 8'-4' 12'-0' 9'-0' ESC10169 10'-4' 16'-0' 9'-0' ESC12209 12'-0' 20'-0' 9'-0' ESC8149 8'-4' 14'-0' 9'-0` ESC10189 10'-4' 18'-0' 9'-0' ESC12229 12'-0' 22'-0' 9'-0' ESC8169 8'-4` 16'-0' 9'-0' ESC10209 10'-4' 20'-0' 9'-0' ESC12249 12'-0' 24'-0' 9'-0` AGENCY l pjCQ�F1�. ESC8189 8'-4' 18'-0` 9'-0' ESC10229 10'-4' 22'-0' 9'-0' ESC12269 12'-0' 26'-0` 9'-0' 1 28' 0' 9'-0' ESC8209 8'-4' 20'-0' 9'-D' ESC10249 10'-4' 24'-0` 9'-0' ESC1Z289 2-0' prints comply with the Fiorida Manu- ESC8229 8'-4' 22'-0' 9'-0' ESC10269 10'-4' 26'-0' 9'-0' ESC12309 12'-0' 30'-0' 9'-0' These ed BLl:ding Act of 1979 Construction ESC8249 8'-4` 24'-0' 9'-0' ESC10289 1O'-a' 28'-0' 9'-0' ESC12329 12'-0' 32'-0' 9'-0' Codes and adhere to the following criteria: ESC8269 8'-4' 26'-0' 9'-0' ESC10309 1O'-4' 30'-0' 9'-0' ESC12349 12'-0' 34'-0' 9'-0' ESC8289 8'-4' 28'-0' 9'-0' E5C10329 1O'-4' 32'-0` 9'-0' ESC12369 12'-0' 36'-0' 9'-0' Const. Type I D ESC8309 8'-4' 30'-0` 9'-0' ESC10349 1O'-4' 34'-0' 9'-0' ESC121210 12'-0' 12'-0' 9'-8' nC ESC8329 8'-4' 32'-0' 9'-0' ESC10369 10'-4' 36'-0` 9' Occupancy -0' ESC121410 12'-0' 14'-0' 9'-8' 1 OccuAllowablenc No. ESC8349 8'-4' 34'-0' 9'-0' ESC101010 10'-4' 10'-0' 9'-8' ESC121610 12'-0` 16'-0` 9'-B' ESC8369 8'-4' 36'-0' 9'-0' ESC101210 10'-4' 12'-0' 9'-8' ESC121810 12'-0' 18'-0' 9'-8' of Floors EESC81610 8'-4' 8'-0' 9'-8` ESC101410 10'-4' 14'-0' 9'-8' ESC122010 12'-0' 20'-0' 9`-8' Wind Velocity Sao 0 8'-4' 10'-0- 9'-8' ESC1O1610 1O'-a' 16'-0' 9'-8' ESC122210 12'-0` 22'-0' 9'-8' Fife Rating Of0 S'-4' 12'-0' 9'-8' ESCIO1810 10'-4' 18'—D' 9'-8' ESC122410 12'-0' Iss '-8' EXt. WallsN0 8'-4' 14'-0' 9'-8' ESC102010 10'-4' 20'-0' 9'-8` ESC122610 12'-0' '-8' FIOOf t Gad 0 8'-4' 16'-0' 9'-8' ESC102210 10'-4' 22'-0' 9'-8` ESC122810 12'-0' '-8'0 8'-4' 18'-0' 9'-8' ESC1o2410 10-4 24'-0' 9'-8' ESC123010 12'-0' Approval Data0 8'-4' 20'-0' 9'-8` ESC102610 10'-4' 26'-0' 9'-8' ESC123210 12'-0' '-8' PjT G TERSMC70 8'-4' 22'-0' 9'-8' ESC102810 10'-4' 28-0' 9'-8' ESC123410 12-0' '-8' - 0 B'-4' 24'-0' 9'-8' ESC103010 10'-4' 30'-0' 9'-8' ESC123610 12'-0' '-8' ESC82610 8'-4' 26'-0' 9'-8' ESC103210 10'-4' 32'-0' 9'-8' ESC82810 8'-4' 28'-0' 9'-8' ESC103410 10'-4' 34'-0' 9'-8' REVISE BLDG WIDTHS 9-30-92 SCS ESC83010 8'-4' 30'-0' 9'-8' ESC103610 10'-4' 36'-0' 9'-8' ® REVISE BLDG WIDTHS AND LENGTHS 4-2-92 TER ESC83210 8'-4' 32'-0' 9'-8' c . REVISE TITLE BLOCK 3-20-92 TER ESC83410 8'-4' 34'-O' 9'-8' ® REMOVE TITLE 1-31-92 TER c ESC83610 8'-4' 36'-0' 9'-B' Do;e UNR-Rohn � © AN Rsh es d - D.ciB#of UNR. no.ci - - - ? STANDARD ROHN CONCRETE EQUIPMENT SHELTERS SHELTER SCHEDULE Scot. _ Unless other.�se epecifted.dmens.ons CO given n inches. NONE - - - OoinroN F,ceone _ Droon by _ Octe ( /_ /- zBRW 12-31-91 uc a e: Fn:h begot - _ - - - - Checked by Dcte z TER 12-31-91 7hs dra.mg the property o-•000-Bonn.ft y not to be I 'w Dote reorodcced.copi0>tooted in whale or;n port without ocr bproved by Erssi�neenng - .rten cement. UApproved by Prtcuct;on Dote Pk Numoer Approved By Dote: Dote OrG.mq Npmoer 0000000000 Al.0 one quarter inch = one foot three eighths inch = one foot one half inch = one foot three quarters inch one foot one and one ho.Le inch = one foot 0 4 8 0 4 D A-A 2 A6.0 5 5 A7.0 3 8 A7.0 A2 ------------ ---------------------=11 II SEE SHT. I 11 A5.0 1 L 1 cJ 11 Il e 1 OPTIONAL 4 DOOR OPENING 3 I --!Tr I DOOR A7.0 I I A7.0 t \ ! 1 LOCATION = II II A7.0 _-_--_--_----_-_--_ -=_ __-�_- II II A-A A7 0 2 I A6.0 - A7.0 e t SIDE VIEW 2 END VIEW 5 TOP VIEW A2 SCALE: N.T_S. A2 SCALE: N.T.S. A2 SCALE: N.T.S. A7.0 5 A6.0 A2 A7.0 r 1rlrlrlrlrlrlr -Ir Ir -Irlr -lr -Ir -1 FOR REINF L_JL_JL_JL_JL_JL_JL_JL_JL_JL_JL_JL_JL_JL_J• - _ L - - I ' I ® OPN'G SEEELEV 1/A6.0- _A7.0 I • l - I 1111111II IIIIIIII 1- _ - - ( - I - - - - - L_JLL_JLJLJL_JL_ LL_ LJLJL_J__�___L __ - _-- a NOTE: e 1 A-A A7 LOCATE STATE DECAL AT• A7.0 A6.0 LOAD DISTRIBUTION PANEL - - 3 SIDE VIEW a END WALL s END WALL A2 SCALE: N.T.S_ A2 SCALE: N.T.S. A2 SCALE: N.T.S. AGENCY :'PPR0VAL These prints comply with the Florida Manu- factured Bul:ding Act of 1979 Construction PLAN NOTES Codes and adhere to the f0110W1ng Criteria: 1. DOOR LOCATION AS INDICATED ON THE DRAWING MAY '�'� VARY UP TO 6'-0'. O• ConSt. Type 2_ DOOR SIZES MAY VARY IN WIDTH UP TO 6'-0' WIDE. o - ® REVISE DOOR LOCATION DESCRIPTION 3-20-92 TER _o Q ADD NOTE #2 1-31-92 TER Occupancy 3. VIEWS SHOWN ARE GENERAL AND MAY NOT "a-® Reasmn Desa.idton ®Dote ®s REFLECT THE ACTUAL SHELTER SIZE, OPENINGS, Allowable No.- AND/OR OPENING LOCATIONS. - z o UNR—Rohn 1 o - _ N R-R o h n - - © 1991 UNR-R0NN.Inc Floors - - - - - -- - - Y - - NI Ri hb Reserved - - f �o_ -e N g of - - - Di-son- U R fnc Wind Velocity _ Ttle Fire Rating of /) • ? STANDARD R0HN CONCRETE EQUIPMENT SHELTERS . p( EXTERIOR SHELTER ELEVATIONS Ext Walls Unless- - _ _ - - N AS _ - TClrpn otnerrise speci'ieC.Cimensionf 05 given in inches- _ ILIOAS NOTED W - - Dedmab Fractions Mgks Floor Load Drcen eY .!- .!- .!- a -� IIIW CD BRW 12-31-91 Ma;ereb rnish wegn; Approval Date z :betted oy Da:e n W TER 12-31-91 Tn 5 ding is the Proavty of UNa Rohn.I.is of to be -3� G/1I TESTING__ _ - _ - - _ Y Aopraved by Engineering _ _ Dote repraduCed,copied c,thaced in ehole ar a par^rithout ow - ,r� V ..itten a 5e t. P 1 PSI ,t,praved by Preauetian Date Fik Nam5eoer ,aproved by Sales Date Droeinq Numoer 0000000000 A2.0 • one quarter inch = one foot three eighths inch = one foot one half inch = one foot three quarters inch = one foot one and one hnlf inch = one foot WaW 0 4 a 0 4 0 4 0 2 0 1 u�_ _. � mss- in�i iu.t iii'"':..I ..ii_ - w I I w r 2 m 3 I m SEE A3.1 FOR ,¢¢ SEE A3.t FOR l A3.1 PLATE INSERT A3.1 t PLATE INSERT 1■ � �, I t inl• j •I _ I _ :_ ' ' w t I .oQ tNa t I j ■ Z ■ ( Z•Y r j oft f I 1 P. z+ i +. V zo AGENCY APPROVAL •r i,v 1 I OX cwi These prints comply with theFlorida Manu- 1 •4 �� factured Building Act of 1979 Construction W o i W o Codes and adhere to the following criteria: SHIM W/NEOPRENE ■ ■ I SHIM W/NEOPRENE ■1 I■ W BEARING PADS TO 1 jw BEARING PADS TO t 3 I Const. Type ATTAIN SAME ELEV. A3.1 ATTAIN SAME ELEV. t A3 1 I WITHIN 1/ifi(t) LOCATE WITHIN '/1s(t) LOCATE t . ® 3'-0' O.C. (MAX ■ ® 3'-0' O.C. (MAX) t I Occupancy Allowable No. I = ( 1 t 31 of Floors • �_ e�O �} Wind Velocity f � - t Fire Rating of 1 _E SEE SEE 'W' a 'W' SEE SEE 'W' ?. Walls oL ABLE 'A' TABLE 'A' i TABLE 'A' TABLE 'A' w NOTE 3 NOTE 3 vi O (TOLERANCE +0'. _1/4)' (TOLERANCE +0'. _1/4) Floor Load Approval hale PERIMETER BEAM SLAB ON GRADE FOUNDATION PLAN j w PSI i Ji..a-�^ iT L'S STING 0 SCALE: 1/4" = 1'-0" SCALE: 1/4" = 1'-0" NOTES: NOTES: 1. PERIMETER BEAM DEPTH SHALL BE BELOW FROST LEVEL t. PROVIDE WASHED GRAVEL DOWN TO FROST LEVEL UNDER (1'-6' MIN. DEPTH BELOW GRADE). SLAB ON GRADE. (MINIMUM OF Be BELOW SLAB.) TOP OF FOUNDATION ELEVATION TOLERANCE 1/4 2. TOP OF FOUNDATION WALL ELEVATION TOLERANCE 1/♦' 2. IN 10'-0' & 1/Z MAX OVERALL IN 10'-0' & /2 MAX OVERALL 3. PROVIDE 12 MIL VAPOR BARRIER WITH TAPED & 6- 3. PROVIDE 12 MIL VAPOR BARRIER WITH TAPED & 6' LAPPED LAPPED JOINTS BETWEEN SUBGRADE & SHELTER JOINTS BETWEEN SUBGRADE & SHELTER SLAB ON GRADE. SLAB ON GRADE. tJ 4. FOUNDATION WIDTH IS AS FOLLOWS: 4. FOUNDATION WIDTH IS AS FOLLOWS: - SHELTER WIDTH FOUNDATION WIDTH SHELTER WIDTH FOUNDATION WIDTH 7'-3' 8'-0' 7'-3' 10'-0' 9'-3' 10'-0' 9'-3' 12'-0' 10'-11' 12'-0' 10-11' FIELD WORKI FIELD WORK IFIELD NOTES TABLE A MAXIMUM FLOOR MINIMUM FOUNDATION WIDTH ® REVISED DIMENSIONS & NOTES 9-23-96 SCS LIVE LOAD 'W. a ® ADD S.O.G. FOUNDATION 12-23-92 TER < 140 PSF 12' REVISED DIMENSIONS 9-30-92 SCS c< 200 PSF 14' is ® ADD TABLE & REVISE NOTES 3-20-92 TER m NOTES: `c REMOVE TABLES & REVISE NOTES 1-31-92 TER 1. FOUNDATION WIDTH IS BASED ON 2500 PSF No.A Revlsim Desorption Ass,,5 0 Ry ALLOWABLE BEARING PRESSURE. w UN —Rohn © 1991 UNR-RORN,bw. - - - - - - - - - ■ - - Al Rigns Reserved - - - - - - - - - - - - - d - - M«isibn of UNR.one - - - - E) Title - - - ? STANDARD ROHN CONCRETE EQUIPMENT SHELTERS FOUNDATION PLAN AND DETAILS - - - - - . - Scale unless otherwise specified.dimensions one¢den m inches. -AS NOTED Toleranoee Froe4ona M-lea "'Z BRW 12-31-91 u e al: Fin,sh Weight zChecked by D e w TER 12-31-9t This drawing is the property of UNR-Rohn.It is not to be LIY Approved Date reproduced.coped we based is thole on in cant withbat ov by Engineering Q written consent. UApproved by production Date rN Number Approved by Saes Date Drawing Number 0000000000 A3.0 one quarter inch = one foot three eighths inch = one foot one half inch = one foot three quarters inch = one foot one and one half inch = one foot 0 4 8 0 4 O 4 O 2 0 1 E °1 i i STEEL REINFORCEMENT FOUNDATION GENERAL NOTES 180' HOOKED BARS 1_Work shall be in accordance with local codes. safety regulations and WALL PANEL BAR RADIUS OF EXTENSION unless otherwise noted, the latest revision of ACI 318. 'Building Code BEND RADIUS Requirements for Reinforced Concrete'. Procedures for the protection FLOOR SLAB t t OF BEND of excavations, existing construction and utilities shall be established 3 1 2 2 prior to foundation installation. NEOPRENE 4 2' 2h2 - BEARING PADS. 5 2½' 21/2W 2. Concrete materials shall conform to the appropriate state requirements II 2-#5 CONT. TOP. 3' ~} �� for exposed structural concrete. 6 3' z N T SLAB 7 3 EXTENSION - Q • t I 1 1 3 2 #5®24 CONT. • - 1 4' 4' 3. Proportions of concrete materials shall be suitable for the installation 1 method utilized and shall result in durable concrete for resistance to No STANDARD 90' HOOK local anticipated aggressive actions. The durability requirements of t NI ACI 318 Chapter 4 shall be satisfied based on the conditions expected RADIUS C 0 P P HOOKminimum, n r h IIminimumcompressive 4 4 T BAR 00 at the site. As oconcrete etc shall develop a u ®2 VERT. VE OF BEND - • strength of 3000 psi in 28 days. 9 _L T/FND #3 6' 1!/2 x STEEL PLATE RADIUS Y3 4. Maximum size of concrete aggregate shall not exceed 1 inch; size suitable- - ! 3/16x9x0'-9' - #4 8' - 2' OF BEND pw for installation method utilized; or one-third clear distance behind or W/(2)l/2's EXP *1 #5 10' 2t/z _� between reinforcing. FONT N BOLTS (31/2 MIN L- ((4E EMBED DEPTH) ® - #6 12' 3' 5. Reinforcement shall be deformed and conform to the requirements of ASTM 8'-0' O.C. (2 EA SIDE A615 grade 60 unless otherwise noted. WIDTH 2-#5 CONT. BTM. & END WALL MIN.). ' ' #7 14' 3/2 PLATE REQ'D 0 - FND. #8 16' 4' 6. Welding is prohibited on reinforcing steel and embedments. SEISMIC ZONES 3 & 4 - OR EFFECTIVE WIND- MINIMUM EMBEDMENT FOR STANDARD 90' HOOK 7. Minimum concrete cover for reinforcement shall be 3 inches unless i SPEEDS (Ve) >90 mph otherwise noted. NOTES: BAR DEPTH MIN 1. BOTTOM OF FOUNDATION MUST BE BELOW FROST DEPTH 8. Concrete cover from top of foundation to ends of vertical reinforcement LINE AND BEAR ON UNDISTURBED SOIL SECTION @ #4 9, shall not exceed 3 inches nor be less than 2 inches. 2. FORM SURFACE EXPOSED TO VIEW ONLY. 2 STEEL PLATE INSERT #6 11' 9. All horizontal bars in walls & beam edges shall be bent at corners in such #6 13' PANEL a way that continuity is provided through the joint. Separate corner FIELD WORK A3.1 SCALE: 1 1 2" = 1'-0" • 7 15' OPENING EDGE bars of the same size and spacing as the horizontal reinforcing may be Q SECTION / # substituted for the bent portion of the continuous bars. SCALE: 3/4" = 1'-0" STANDARD BAR LAP SPLICE 10. Foundation design assumes structural backfill to be eo apppted in 8 inch moximu oximum ry density at optim m moisture FLOOR SLAB - - - - - - CLR — INDICATES AMOUNT -_- content in accordant ��tt� M $$��� Wally, struetu of backfill NEOPRENE STANDARD OF CLEAR COVER must h ve a minim drh tet hi{`Veig of 100 poun s per cubic foot BEARING PADS. LAP SPUC db — INDICATES BAR DIA rrf MlredFjrt d$1IYcn ledgeable 18 11. Foundoti �Ili dio�he pr BAR #3 #4 #5 #6 #7 #8 nn aca d ext enced tdlf}iftlQ EtCde� d► IA71�tlR` a'ctiE shall be x CLRsdb 18 26' 40' 5T 7T 01 tlDwn titerl2' 4{ T/SLAB/� 12. Foundoti r�i9�9 B�s ee �reKf is�p n I'be perf'orme to verify dCLR2db 18' 24' 30' 40' 54' 71' that co truction mateals. installation ads and ossum4d design WCLR• Poromet r ouble based on n ions existin t e site. /#4© STANDARD WIRE LAP SPLICE _ 13. Loose m terial shall be removed from am of excavation rior to - - concrete QA'6wpan�CyN T/FND /� yf- N -14. Concrete f%Ip�E�`pf'ac@do'in a manner th will prevent segr ation of I I �� concrete ft � Sinfiltration of water oo soil and other c urrences s - - _ 6' MIN which rr decrease the strengthlbe o oundation e e ni� 15. Concrete WindeVVi41yagoinst u . ivy MIMIMUM CONCRETE COVER When fo r s they soved + f T/GRADE 1 s _ _ _ o prior to �iFg"#thUu�Ci1 backfill, CONCRETE EXPOSED TO EARTH OR WEATHER: El( STEEL PLATE 3/t fi x9x0'-9' • • WALL PANELS 3/i 16. Foundotio 7fesignv assumes continuW/(2)1/p0 EXP BOLTS OTHERS 1 2 ploceme without cogstruction joi(31/2' MIN EMBED DEPTH) ® W - 2,_0, _ _ CONCRETE NOT EXPOSED TO EARTH OR WEATHER: FIELD NOT L08Ug8 0 O.C. (2 EA SIDE & END WALL MIN.). PLATE REQ'D ® SEE A3.0 8' WASHED SLABS, LLS & JOISTS 3a'SEISMIC ZONES 3 & 4 OR S�+ GRAVEL BEAMS1• Appi0V2! Date • EFFECTIVE WIND SPEEDS ECTION @ (MIN.) STIRRUPS 1/2 t(Ve) >90 mph 3 STEEL INSERT PLATE FIELDPSIPLTS ti�n,xa �i' G X A3.1 SCALE: 1 1/2" = V-0" FIELD WORK FOUNDATION PLAN SP IFI t- _________________ N ® ADD S.O.G. FOUNDATION DETAIL 12-23-92 TER FOUNDATION' w O1( ® ADD 90' HOOK EMBEDMENT SCHEDULE 4-27-92 TER x w /i (MAX SLOPE) m o ® REMOVE STIRRUPS IN DETAIL 2 & ADD BRG PADS 3-20-92 TER m m REMOVE TABLE & REVISE DTL 2 - 1-31-92 TER - Nc.A Revision Des e lotion A Dote A by tat 1 - - - VI W - - ®2 — _ - 9R FIELD WORK • UNR—Rohn t91 UN-BONN.bra. © ,�,Rshs Re,e�e ELEVATION TOLERANCES AT TOP OF FOUNDATION Dmdion of UNR."`. 3 ® 3 ® Q ® Q O Q z me STANDARD ROHN CONCRETE EQUIPMENT SHELTERS __ ® FND NOTES & MISCELLANEOUS INFORMATION SPECIFIED -------- — _—=-----_-- — = - - - 1 ;ile'os o wse s ut ea.a ens.o s e e es. - _ Sccle tther pe m n re Swv n n in h TOP O — _ — ----------------- co AS NOTED Decimals Fractions w-les FOUNDATION w ROVIDE PADS ® FOLLOWING Dro.n oy Dct Colonels F�nn 1t4: LOCATIONS: III Z BRW 12-31-9; C7 Checked by Dote CROWNSu! TER 123191 This drawing is the property of UNR-Rana.u is not to ee- - - -- -© VALLEYS - Y Approved M Engineering Dote rep eduoed.copied or traced'le wholo or In port without Our - _ .ntten consent. vl w 1 VIEW 2 FIELD WORK CORNERS. _iAd v_d by P d0e.,cn Dote Fe N.m ® EQUALLY SPACE ALL OTHER PAD LOCATIONS FOR FOUNDATIONS PADS (3'-0' MAX SPACING) Appro.ed by Sores Dote Dnw.ng camber 0000000000 A3.1• one quarter inch = one foot three eighths inch = one foot one half inch = one foot three quarters inch = one foot one and one half inch = one foot 0 4 8 0 4 0 4 0 2 0 t I _ � Et ,I 1 IS SHELTER LENGTH MINUS 81 INCHES �[[ EQUAL I SPACE ® 4'-0 O.C. r EQUAL 1'-0' TABLE A' •p 4 CORNER 24' 3' RIB REINFORCEMENT BAR TOP & 24• 1-#7 TOP FLOOR LIVE TOP BOTTOM BTM. LOAD• n 5140 PSF #4 #6 w Iry— i r—n r—r r—r r—1MNF' 6x6 W2.9xW2.9 --- ---- r-r rte- I 5200 PSF #4 #7 II 1I II 11 II II (PROVIDE IN SHEETS) II II II II II II .F ZI 1-1#7 TOP f L_J L_J L_J L_J L_J L_J L_J L_ L_J L_J L_J L_J L_J L L J 9/e & TM. Ir-1r-1r-1r-1r-1r--Ir—1r -Ir--r--r-�r-art , w I! II II II I 3' RIB REINF. ii 11 ii ii I I , II I to a i f II II l ._-'°°"1 SEEIiABLE "A• III II II II It_ II IL °° & TM. z 'n ii II II I 11 1l It II I{ If If II II . Ii 5 L__JL__JL__JL__JL__JL__JL__JL__ __JL-_JL_JL_JL_JL'iJ i 8 33 S1 RUPs'r 1 r 1 r r _1 r 1 r 1 r 1 r 1 r _ r 1 r-, - r 1 r r 93 STIRRUPS 8®3' LEACH END 3• F EACH RIB. FOR FLOOR LIVE 3 , I I t I I I I I ►I I I I I I l 1 I t HR No I t 11 I LOAD > 140 PSF. w ' 9/i 11 I I 1 I 1- 6 TOP & BTM. (TYP) 121 I I TYP IUNO 1 l I f t t {t II - 11 STIRRUPS 2®12' ® II II II 11 11 ! I '' CH END I I - I I !t , - REIN FA -VOLIO td f V AI. IL_JL JL_JL_JL_JL_IL _JL__JL_JL_JL_JL_JL_JL_JI ♦----- ----------- ---------------------------------y - - - - - - - -• PLATE 1 (TYP). These prints comply with the Florida manu— L TOP SEE DTL 1/A8.o factured Building Act of 1979 Construction & TM. Codes and adhere to the folio criteria: FLOOR PANEL PLAN Const. Type SCALE: 3/8" = 1'—O" Occupancy S o Allowable No. of Floors Wind Velocity -- \ Fire Rating of ► Ext. Walls SHELTER WIDTH MINUS 4 INCHES 1'-0' 5 EQUAL SPACES V-0° Floor Load o - Approval Date 1 f 1- 8 G r - -- -- - PSI p 4_P- tG TLSM VT �I PLATE 2 (if:) jjQI LAP LAP SPLICES. SEE A3.1 zl I I SEE DTL 2/A8.0 I . 1 Ja I I N - A REVISED DIMENSIONS 12-23-92 SCS a N 1- 6 ® - 6 to 0 REVISED DIMENSIONS 9-30-92 SCS 4, REVISE END WALL REINFORCEMENT & TABLE A 3-20-92 TER _ - , , m, L1 REMOVE TABLE B & REVISE PLATES 1-31-92 TER L.J - 1 WWF 4x4 — W4xW4 1j/ Reccion Description A Date A by w (PROVIDE IN SHEETS) z i JI - - UN —Rohn - © 1991 UNR-R0HN,IOC. WI t _ - ! - - - - r d M Right.Reserved "'•a Divisip of UNR.ML � cF 1 c. Title •N 1- 6 ( 'I �P STANDARD ROHN CONCRETE EQUIPMENT SHELTERS r—s• 4 EQUAL SPACES I1 —s' FLOOR PANEL PLAN & END WALL PANEL - N Scale _ s Unles ther.dse specified,dimensions ore given in inches. L AS NOTED END WALL PANEL WDecimals F-tick. M3Ie, Drown b III CD BRW 12-31-91 Motes omen weigm SCALE: 3/8" = 1'-0" e� cheaKed by Date - W TER 12-31-91 This draeing is the property of UNR-Rahn.It is not to be Acprsved by Engineenng Dose .mcraduceg.copied Se traced in snob or in port oitheut ov - Qwntten consent. Approved by Production Data r�k Number U - - - - - - - - - - - - _ - Approved by Sales Date Droeing Number 0000000000 A4.0 one quarter inch = one foot three eighths inch = one foot one half inch = one foot three quarters inch = one foot one and one half inch = one foot 0 4 8 0 4 0 4 0 2 0 1 i _a tt, r'• \� 1 ].i L' - - t tF. 1 1-]'' II 'ift'i .. IT-t_'-_ �- .°1 - • .11t ..1.ieE L.Lu�JLaaaY.�ll1..t,.is_ - _ _.l -.� .t >,r• - 23'-91/i - t•-6 EQUAL r (5) SPACES 0 4'-0' O.C. EQUAL t•-6' • ' H K F of r 1 t cwi TYP_ PLATE SEE I (1)#6 W112' HOOK a I 4x4-W4xW4 WWF DETAIL 2/AB.o 1 I BEAC\\ j/ H SI E OF DOOR N o I 1)#6 EA. END REFER TO SIDE VIEW 1/A2.0 FOR I DOOR OPENINGS-. ; c j TYP. LIFTING PLATE SEE DETAIL 4/A8.0 I 1 16' 6'-0' 1'-0' 16' I MIN_ PROVIDE ADDNL. EMBED I I MIN. j MIN. - 1 2-#6 PLATE 0 DR. OPENINGS AGENCY APPROVAL ���________� These prints comply with the Florida Manu- •� ,I 01_.. •�I factured Building Act of 1979 Construction E 1•-04 EQUAL (5) SPACES ® 4'-0' D.C. '� EQUAL It-o� Codes and adhere to the followin criteria: FF T T I Const. Typev f Occupancy SIDE WALL PANEL Allowable No. J of Floors ! SCALE: 3/8" = 1'-0" Wind Velocity _ Fire Rating of Ext. Walls 30.-4.• Floor Load EQUAL 5 SPACES 0 4--0' O.C. EQUAL 1'-8' f 7a f i Approval Czte _-- _ _ _ _ _ __ _ _ _ ------ p-T p7.T.rZ��, '�Ti�.Uri TESTING N I � ---_�___-__ - __ _� _I- �__ -_ -__ _�_--_-�_ - 'f t --- - - - . _ I I I ��I _ tv• II Ip I II II •• IF ----------------- ----------I---------- ' ------------------ ----- I 4 II .I -- 1 p 1, II 4�♦'® NOTE: FOR STANDARD HOOKS AND i 1 H II I 1 N I I II LAP SPLICES. SEE A3.1 1 a II SLOPE /e'/FT SLOPE 1/e%FT { II N J II I I I II �Iy II N ® REVISED DIMENSIONS 12-23-92 TER w I I ty� t^ ® REVISED DIMENSIONS 9-30-92 TER II f t �4®12 P. CONT.. ' w ® REVISED REINFORCING 3-20-92 TER I l t P. 8 REMOVE TABLE A AND B AND REVISE PLATES 1-31-92 TER L II I w J - - - I II 4' WALL _ No.® Revision Descr'otion - ®Date ®6y II p w— I It TYP. PLATE SEE N I J J i UP II 2' O.H. z o ' I - - UNR-Rohn R-R O h n - © 1991 UNR-ROHN. I II I DETAIL A8.0 I 3 (1 3 q c NI Rgn a Reaerne / P6 CONT. III —a Di,nsip of t.'NR.mt N II II 7iUe STANDARD ROHN CONCRETE EQUIPMENT SHELTERS _ SIDE WALL AND ROOF PANEL SPLICE a CAA 5 ie Ta aen o:hc.wise spe<ifie4 mmensons ore given in inches. _- AS NOTED N W O Dec - Frpclons - M-les _nown by Dote z RGF 7-7-97 Uote w weigh: s Finish sh ROOF PANEL III z Checked by Dote ' NW TER- 7-7-97 This d—n is the property UNR-Rohn.It is not to So SCALE: 3/8" = 1'-0 x Approved oy Engmeedng Dote ren nuced.copnw m teopep in shots on w part without ou Fle Number - - - - - V Appreveo by Proouc4an Dots { - Approved Dy Solos Dote Dro.ing Numoer - - 0000000000 A5_0 1 one quarter inch = one foot three eighths inch = one foot one half inch = one foot three quarters inch = -one foot one and one half inch = one foot F SHELTER WIDTH MINUS 4 INCHES Wt I Oi 0, I W 0 I Wl NOTE #1 ® SHELTER WIDTH w a 1i NOTE #4 A7.0 H.P. ® CENTER I ROOF IIII o t ((2) 4 AROUND OPENINGS PLUS MESH / I � -1 o SE A/A4.0 FOR END WALL REINF. 2'-0' 10' I Iv l MIN. NOTE #2 MIN. NOTE #2 1'-0' MIN. TRANS. REINF. BTM. 2' NOTE #1 3®12' O.C. TEMP. BARS SEE END WALL PANEL FOR END WALL REINF. NOTE: W SHELTER WIDTH MINUS 12 INCHES 4 1. MINIMUM REINF LENGTH BEYOND OPENING ' SHALL BE 2'-0' OTHERWISE PROVIDE HOOKED END. o w j 2. TOTAL WIDTH OF OPENINGS SHALL - - BE LESS THAN TWICE THE REMAINING - - - - - - i Li - WALL REINF. CONCRETE WIDTH ACROSS ANY HORIZONTALPLANE. rn li.e. 01+02+03< 2(Wi+W2+W3+W4)S22 - - - -_ ? 3. OPENINGS MAY BE USED IN SIDE WALLS. 4. FOR 90 HOOK PROVIDE MINIMUM EMBEDMENT DEPTH (SEE A3.1) WHERE MINIMUM EMBEDMENT DEPTH CAN NOT BE MET, USE 180' HOOKED BARS. REINF. LAYOUT @ OPNGS. FLOOR •N M A6.0 SCALE: 3/8" = 1'-0" - NI - - -'.=. •N - _ SHELTER WIDTH MINUS 4 INCHES --- I 1 A7.0 A-A CROSS SECTION c (2) 4 A6.0 SCALE: 1/2" = 1'-0" (2)#4 o - SEE END WALL PANEL APPROVAL NOTE: FOR STANDARD K OPENG. FOR END WALL REINF. AGENCY LAP SPLICES, SEEHOO A3S.1 AND r-to• 1'l0' ;These prints comply with the Florida Manu- MIN. MIN. I factured Building Act of 1979 Construction #6 Codes and adhere to the following Criteria: vi0 REVISED DIMENSIONS 9-30-92 TER - ® REVISED DETAIL 1 FOR HOOKED BAR - 4-27-92 TER REVISED DET. 1 EDGE CLEARANCE & SHELTER HT. 3-20-92 TER Cortst. Type I Vo c 8 REMOVED TABLE AND REVISED WALL REINF. 1-31-92 TER r�. Occupancy W Zo Allowable No. ^.o UNR—Rohn © 1991 UNR-BONN. . u All Rights Reservee of Floors -- a Dsan at UNR.Inc. - Wind Velocity z STANDARD ROHN CONCRETE EQIUPMENT SHELTERS SHELTER SECTION AND DETAILS 1. THE TOTAL WIDTH OF OPENINGS ALONG ANY Fire Rating of o 3: HORIZONTAL PLANE SHALL NOT EXCEED EXt. Walls U 2 Stale Uhiess otne-iss sxc;teO.amensons are 9;ven inches. THE TOTAL NET WIDTH OF CONCRETE. o ¢ AS NOTED tx�mnK incuon: Angles �- 1 2. DOUBLE DOOR CAN BE PUT IN 10'-0' l W D.a.n by Date +/ '+/ 0/- AND 12'-0' WIDE END WALLS ONLY. Floor Load ///� M Z RGF 7-7-97 Mo;enms non Weight ( ) - - - 7 ' "'Z TER h' 97 - 3. DOORS MAY BE USED IN SIDE WALLS. i tN Approval Date w TER 7-7-97 Tns aro ,g is the yoaeny of U000-Bonn.It;s of to be 2 REINF. LAYOUT @ DOORS 811S i.jQ �aara�a ay Eng�eerng Dat. reaaa�aea.coon Vo<ea �ak m. ,at" a T � N lx s+tten Consent P��Pl J A;Prcvea oy Rroauanan Dote A6.0 SCALE: 3/8" = 1'-0" - - - - - - - - - - - - - - - - - - -Z Aparorea by Soles Data Ora.7ng Numae, 0000000000 A6.0 one quarter inch = one foot three eighths inch = one foot one half inch = one foot three quarters inch = one foot one and one half inch = one foot 0 4 8 0 4 0 4 0 2 0 1 1 i- - t- 1� 1 't' l i1't. t...� - t til tI . , - _- �s;ly_ ,__s_-__ice:::Wi- I ,.�- y -e 3/e 3 1t /� 6' PLATE 2 • • 1/z 0xO'-4 STEEL ROD PLATE 3 13 ' 3/' SEE DTL 2/A8.0 e 1/4 51/2 f/i SEE DTL 3/A8.0 PLATE 1 1-#6 CONT WWF PLATE 2 SEE DTL 1/A8.0 1- 6 CONT WWF SEE DTL 2/A8.0 WELDED WIRE II .� .� FABRIC (WWF) NI I \I -�f ca _ - �L •� ca • • • - • • i-e - - - �- Z� -• '� - - y I x-11/2 CLR _ _ „�' '�I _ _ _ - - =-v < i°� 2- 3 CONT �• 3/a" 3 PLATE 2 •_ 3 f` {t SEE DTL 2 A8.0 CHAMFER �//2 0x0'-4 s i i STEEL ROD • _ /200x0'-4 = 1I7 CONT 1-#6 S 3/i • . TEEL ROD 1-#7 CONT 1/2' _ PLATE 2 4' 83• 2- 4' 1/z' SEE DTL 2/A8.0 t/i MAX SECTION @ FLOOR SECTION @ SIDE WALL SECTION AT 1 TO SIDE WALL CONNECTION 2 TO ROOF CONNECTION 3 CORNER CONNECTION _ A7 SCALE: 1 1/2" = 1'-0" A7 SCALE: 1 1/2" = 1<-0" A7 SCALE: 1 1/2" = 1'-0" /s 3 6' < €• / PLATE 3 .• �/z 0xO'-4 STEEL ROD 1 t' 51 2' ¼' SEE DTL 3/A8.0 o PLATE 2 II < PLATE 1 1-#6 WWF h I _ SEE DTL 1/A8.0 SEE DTL 2/A8.0 1 D • I �I N I __�• • O 1-#6 - < _.. io 1-#6 CONT • /8 3 4, 3i 1- - - - • 520x0'-4 - _ - - _ - - �i J 3/a' CHAMFER a TEEL ROD - 1-#7 CONT DOOR 1/2 PLATE 2 4. 6,4. z' _ _ _lf 2/A6.o 5FRAME DETAIL hA7 SCALE: 11/2" = 1 —O" 1/2" = 1 —O.r MAX - _ - - - _ _ - NOTE: FOR STANDARD HOOKS AND LAP SPLICES. SEE A3.1 SECTION @ FLOOR SECTION (2) END WALL - . 4 TO END WALL CONNECTION s TO RO F CONSTIC R©VAL A7 SCALE: 1 1/2" = 1'-0" A7 SCALE: 1 1/ = 1'— These priçjs comply with the Florida Manu- factured Building Act of 1979 Construction I ° ® REVISE REINFORCEMENT ON DTL 1,3,4,5 3-20-92 TER Codes and adhere to the followin criteria: e Q REVISE PLATES. WELDS & DIMENSIONS 1-31-92 TER Const. Type Na. Reastan Desar ation ®Data £ey zo Occupancy UNR—Rohn © gR gnt ese veC� 11 - 0;,iSian of DNR.Inc. Allowable No. Of Floors I rtl< ? STANDARD ROHN CONCRETE EQUIPMENT SHELTERS Wind Velocity I MISCELLANEOUS DETAILS Fire Rating of - _ ¢ scai< T.I.o�atn<rwlee:.,edtKe.a m<ns;ans ar<g�<n m ncnas. n W AS NOTEDExt. Walls a n by in a - ZBRW 12-31-91 Na:en J3 Fm"h Weight ItOU' Cheakeo by _ Date Floor Load --- "'W TER -- - 12-31-91 This ara,hg a the Property of 000-Rana.It is not to be - - Approved by€ngineenng Date reproduced,000.0 ar trace .nol tY in Par,.1thout Approval Date a eansent. T �r�� 7�,{� TESTING t J APprevea by Prod—I., Date CM Numoer _ - - - - - PSI P—. 1S 3UB0GH ll l3 ppProved by Soros Dat< Dra Ong Numper _ - 1 0000000000 A7.D • one quorter inch = one foot three eighths inch = one foot one holf inch = one foot three quarters inch = one foot one and one half inch = one foot • 0 4 8 0 4 0 4 0 2 0 1•li --- — - - �.� =;:t ter_ - - -•t�I— � •. i ' — •k -!-.�1j - 5- '/2'm xo'-z HEADED STUD 5' g• 2'/z' 21/2' Ir LSx11/2x5/16 LLV 6x6 W2.9xW2.9 WWF 6x6 W2.9xW2.9 WWF �I t' 3- 1' 1 1' 3' 1' #4 /20X0-2 `" I 1/2.0x0-2 N� ( f HEADED STUD �� ( I f HEADED STUD o �' 1 I} I�3 I' 1' /16 NI Q 5/16x5x0'-5 ��1e" a 5/isx5xO'-3' 16 LV 1/z'0 x0'-4 HEADED STUD 1' 3 1' 1' 4. 1' 1 PLATE 1 2 PLATE 2 3 PLATE 3 s 3" RIB s 4" RIB A8.0 SCALE: 1 1/2" =1'-0" \.,Aj3,I SCALE: 1 1/2" =1'-0" \A0,1 SCALE: 1 1/2" =1'-0" A8.0 SCALE: 1 1/2" =1'-0" A8.0 SCALE: 1 1/2" =1'-0" 7• 37/8 81 37 e' 11 118. 38 31 118 11/8 38• 31 6 - _ - - - - - - - _ 3/e' 4' 3/e' 5/9 - yt f A8.0 - - 5/e 45 5/a' a 3/t• 5/16 A8.0 - - - - -• • 1-1 0x1'-3 ASTM A572 c 15/B 1-1/ GR. 50 BAR CENTER GR.150 BAR3C ER 72 '/i BETWEEN 11/a a HOLES �I 5/i6 BETWEEN 11/a s HOLES `° • 0 1r! t � �r( t f1 11 I 1` CLEVIS f 1'/i CLEVIS t 21 1i 21/p13/4' 8 1/2 TON 6 1/2 TON 12 TON • 12 TON 4 LIFTING PLATE s LIFTING PLATE s LIFTING PLATE 7 LIFTING PLATE A8.0 SCALE: 1 1/2" =1'-O" A8.0 SCALE: 1 1/2" =1'-O" A8.0 SCALE: 1 1/2" =1'-0" - A8.0 SCALE: 1 1/2" =1'-0" �I NOTE: FOR STANDARD HOOKS AND LAP SPLICES. SEE A3.1 ' 5' AGENCY APPROVAL t' t' '/20x 0'- These prints comply with the Florida Manu-2 FULL PENETRATION HEADED STUD factured Building Act of 1979 Constrcction = WELD £ �k a Codes and adhere to the following criteria: •o- No.A Rev,.Descr,ran ADate Aay I Const. Type z o It t(I/?r FERRULE l - t ) -- yYCLD To e - - - - _ - ^•`0 __ UNR—Rohn - - © AA R hts ResNN.brc. - - F p 15/16 Occupancy a Nl aSh,Rea-Ka . - - - - - I- 5/16x5xO'-5 - - - zyZ Allowable NO. T;ae of Floors z STANDARD ROHN CONCRETE EQUIPMENT SHELTERS MISCELLANEOUS DETAILS Wind Velocity U soak Dnkaa other.;ae sp.6fiea,d;mana;ana are S;,ea ;napes Fire hat ng of ¢ AS NOTED Tderan<ea = 11 Q tL Decmok Froa ono M-lea D le +/- EXt. Walls w Z RGF 7-7-97 uato;ata F;nah 1 PLATE 4 "'z Checked by Data A8.0 SCALE' 1 1/2" =1'—O" - Floor Load N w TER 7-7-97 Tna a.nq rs the property of UNR-Bonn. ¢not to x -�Y� a� Y Aporovm ey Engneermq Date '.;reduced,oop;eo or traces;n.nok o,in Part.;thout ow 1 N Q .,,tten cnsent. Approval Cate 1r� O U Approves aY Proouetgn Dote �k Numbs _ _ pAIT Pli i►7J'.:Y-VGn lE✓--- G - Aoororea by Sales Date Drc.;n9 Number 1 1 Z ODDDDDDODO A8.0 • one quarter inch = one foot three eighths inch = one foot one = one fat three quarters inch = one foot one and one half inch = one foot 2 • 01 " it 1' 1 • — e Page is too large to OCR. i = GENERAL SPECIFICATIONS FOR STANDARD ROHN CONCRETE EQUIPMENT SHELTERS 4.0 Thermo) 6.2 Exterior Walls and Roof 1.0 Scooe 4.1 Insulation Exterior surfaces of walls and roof shall be sealed with two coots of Thoroglaze H Sealer, or The specifications contained herein encompass the labor, Standard wall insulation shall be {/Z celotex thermax acceptable equal in strict conformance with equipment and materials for the fabrication of a and 1 dow styrofoam foam board insulation w/3/4' thick manufacturer's instructions, unless otherwise transportable, bullet resistant, vandal resistant concrete waferboord (or plywood) laminated with white textured noted. equipment shelter_ fiberglass reinforced plastic. The shelter shall withstand 30/06 rifle fire at 15' Standard ceiling insulation shall be 1' dow blue foam 7.0 Door distance per UL752 standards. board insulation, 2x4 wood members, 3 layers of 1' dow styrofoam foam board insulation;%' waferboord, and 7.t Frame The shelter shall be designed for the explicit use of 3/e' vinyl tooted board. housing electronic equipment, fiberoptics equipment. Door frame shall be 18 gouge galvanized steel, measuring devices and other related components, within a primed, pointed, and cost into the wall panel. controlled atmosphere required for the proper operating 5.0 Specifications conditions for the equipment. 7.2 General 5.1 Concrete Specifications Door shall vary in width from 3'-0' to 6'-0' wide 2.0 General Concrete compressive strength shall be 4000 psi at by 7'-0' high by 13/4' 18 gouge galvanized steel. 28 days, insulated, primed, pointed brown, and installed 2.1 Shelter Type flush with door check, door stop, Mix design shall be 114-118 lb./cu.ft. structural weatherstripping, mortice lockset, and stainless The shelter shall be precast, preassembled lightweight concrete using expanded shale or steel ball bearing hinges. Bullet resistant door concrete, expanded clay aggregate. Mix shall be homogenous. con be supplied os on option. Seeding of aggregates for exposed aggregate finish Manufacturing of the precast concreter shelters is not allowed. shall occur inside en enclosed plant building in a 8.0 Design Loading controlled environment. 5.2 Materials Specifications Shelter shall be designed for the following looding (assumes 2.2 Shelter Size Manufacturer sholl submit a Quality Control Program worst case building size): for review. The Quality Control supervision shall Width shall be to edge of roof, be independent of manufacturing. 8.1 Floor Width shall be B'-4', 10'-4'. or 12'-0'. Length shall be to outside edge of shelter walls. Cement used in concrete shall be standard Portland Per UBC. BOCA. & SBC Uniform Distributed Lood of Length shall be 8'-0' to 36'-0' in 2'-0' increments, cement conforming to the requirements of the 140 lbs. per sq.ft., or optional os per customer 'Standard Specifications for Portland Cement; ASTM specifications. Higher uniform distibuted load up Heights shall be 8'-0', 9'-0', or 9'-8' minimum Designation C150. to 200 lbs. per sq. ft. is available. from finished floor to finished ceiling. i Concrete o re otes shall conform to one of the 8.2 Roof 2.3 Operating environment 1 AGENCY A PR1UVAL followin specifications: Per UBC. BOLA, & SBC Roof Snow Load Specifications The shelter shell be sealed to resist dust the 'Specifi ations for Concrete Aggregates; ASTM of 50 lbs. per sq.ft. infiltration and be watertight.. These prints comply with U e Iorida Ma ;gn ion: C33. factured Building Act of 197 COnstrugg if ations for Lightweight re ates for 8.3 Wind The optimum operating temperature of the equi 55Aggregates nation C330.to be installed shall be assumed to be 78 deg ass and adhere to the folio In Cfiteri8truct al Concrete,' ASTM Desig Per UBC, BOCA, & SBC EFFECTIVE Wind Speed (25.6 degrees C) unless otherwise specified by he pecifications of 120 MPH. Purchaser. The heating and cooling requiremen sn� Specif ations for structural steel' for a shelter shall be based upon the outside VUnSt. Type ASTM esignotion 036. 8.4 Earthquake ambient temperature and equipment operating I at output specified b the Purchaser. Water hall be free from injurious quantities of Per UBC, BOCA, & SBC Seismic Rating Condition of Zone 4. ',I D P y Occupancy oil, al li, vegetable molter and salt. K O 3.0 Structural Allowable No. p table water shall not be used in mixing concre e. Structural design and manufacturing shall conform tef Floors 9.0 Electrical System requirements of ACI 318-89. Reinfo ement bars shall be deformed steel bars orming to the requirements of the 9.1 Installation and Wiring 3.1 Floor Section Wind Velocity 'Speci(cations for Deformed and Plain Billet-Steel Bars r Concrete Reinforcement,' ASTM - - - - - - - _ Electrical installation and wiring shall conform to _ - i Floor section shall be an 8' waffled structural Fire Rating of Desigi tion• A615. - - - _ - - the requirements of the National Electrical Code precast concrete section. Ribs shall be 2'-0' and shall consist of the following as a minimum: transverse and 4'-0' O.C. longitudinal. All Walls O All we ling and welded studs shall conform to the Surface mounted EMT conduit: grounded duplex surfaces shall be smooth. it ments of the 'structural welding code-steel' outlets one every 4' on 3 walls: fluorescent Floor Load ' ANSI/ WS 01.1 lights two lamp fixtures) with inside switch: 100 The interior surface shall be covered with amp 1220/240 vac main: 20 position breaker box with T/e x12'x12' square vinyl floor covering. f� ding electrodes shall be e70xx. for shielded 12 single pole 20 amp breakers. (note: 230 volt. I Date "Jef metal arc welding (SHAW) use low hydrogen electrodes. 50 cycle with incandescent lights available upon ApprQ•rai v�( 3.2 Roof Section request). yvetue smooth wire fabric shall be steel wire Roof section shall be concrete with T/8 per fi t PSI PIMS UE, g STING fabric conforming to the requirements of the drainage slope. ' Spec actions for Welded Steel Wire Fabric for Concr to Reinforcement; ASTM Designation: A185. Ceiling insulation and finish to be 2x4 construction w/foam board insulation w/% waferboord and %' vinyl Admixtures to be used in the concrete shall be coated board. Plastic joint or corner trim shall subject to prior approval by the quality control be installed at all panel joints- supervisor end shall be shown capable of maintaining essentially the some composition and - - Roof section shall provide a 2' overhang on all - - - performance throughout the work as the product used sides. The roof will be a hip type sloping in 4 in establishing the concrete proportions in the mix w ® REVISE NOTES 9-30-92 SCS directions. It shall be a cap and fit over the design. 0 REVISE NOTES 5-29-92 TER walls leaving no exposed roof to wall joint. P 1 - REVISE NOTES 3 20 92 TER Air-enfrainion admixtures shall conform to d W _ 'Specifications for Air-entraining Admixtures for - : - - 0 - REVISE WALL SECTION 1-31-92 TER I_ 3.3 Wall Sections Concrete,' ASTM Designation: C260. ` Np.® Re)slog Desorioron ®Dace ®Dy Wall section shall be 4' solid concrete with on Water reducing admixtures, retarding admixtures, ibe ti t exterior exposed aggregate finish. accelerating admixtures, water reducing and UNR—R O rl n C 1991 UNR-BONN,bo retarding admixtures, and water reducing and a ar ;,n m unR. na O Pill Rights ry ights Reseer Wall insulation end finish shall be 1/ celotex thermax accelerating admixtures shall conform to and 1' dow styrofoam foam board insulation covered with 'Specifications for Chemical Admixtures for 3/♦' thick waferboord (or plywood) laminated with white Concrete.' ASTM Designation: C494. tj Titie textured fiberglass reinforced plastic. plastic joint - STANDARD R0HN CONCRETE EQUIPMENT SHELTERS or corner trim shall be installed of all panel joints. Z 6.0 Sealing 3 GENERAL SPECIFICATIONS Floor/wall intersection shall be finished with 4' sco1e ,I.,. �h.,w;-opeoir,ed.dimension,ere given m,pones. vinyl baseboard. 6.1 Joints AS NOTED Oecmvls Fr,C4sns M-es The walls sholl overhang the floor a minimum of 7' - All joints shall be sealed with a compressible. - - - W Drown by _ Dote ./ 0/- I - -i- P h•Nc:enGs glob We from the top floor surface. There shall be no resilient sealant. 'Z B RW 12-31-91 exposed wall to floor joint. C7 cneoaed by Doe There shall be no exposed roof to wall or wall to w TER 12-31-91 This dro g iotb.property or UNR-Rohn.It is not to be floor joints. Y Approved by Engineering Dote -inchreproduoed.copied on vooed be hole o m Dort.,Dhout or,' F Qwi;te,tonne J Approved by Product an Dote File Number U - - - - - - Approved by Soles Dote Droving Number 0000000000 Al 0.0 one quarter inch = one foot three eighths inch = one foot one half inch = one foot three quarters inch = one foot one and one half inch = one foot 0 4 8 0 4 0 4 0 2 0 1 L I. G e - { r' r. --r• i i 1 F i I- I• tl. I { I - - - - I _ _ I _ TYPICAL LOAD CENTER SCHEDULE MAIN: 100A VOLTAGE: 120/240V PHASE: 1 WIRE: 3 LOCATION BRKR WIRE N 0 WIRE BRK LOCATION B HVAC UNIT - 5 TON 60 6 1 2 12 20 INTERIOR LIGHTS - - - - - - B ` ` ' 3 -- 4 12 20 - EXTERIOR LIGHT HVAC UNIT - 5 TON 60 #6 5 6 #12 20 RECEPTACLE GROUP #1 F E A C ' ` ' ' ' 7 8 #12 20 RECEPTACLE GROUP #2 SPARE 9 n n 10 12 20 RECEPTACLE GROUP #3 D D AGENCY APPR0vAl. r SPARE - - 11 n n 12 12 20 RECEPTACLE GROUP #4 SPARE 13 -- 14 JJ2 20 RECEPTACLE GROUP #5 'These prints comply with the Florida Manu— RECEPTACLE GROUP #7 20 jlj 15 16 #12 20 RECEPTACLE GROUP #6 n factored Building Act of 1979 Construction 17 18 FLOOR PLAN Codes and adhere to the following criteria: EQUIPMENT LIST Const. Type EM NO. DESCRIPTION ITEM NO. DESCRIPTION Occupancy o LOAD CENTER Q 100A AUTOMATIC TRANSFER SWITCH GENERAC C A B Allowable No. ©f Floors 3/i EMT CONDUIT ® INTERIOR LIGHT SWITCH Wind Velocity 0 © 20A 120V DUPLEX RECEPTACLE HUBELL Q INSULATED STEEL DOOR 8 8 Fire Rating of ® BASEBOARD HEATER © EXHAUST FAN W/ SCREENED HOOD f� C B - A Ext. Walls HVAC UNIT. 5 TON W/ 10kw HEAT 05 © 15kw LPG POWERED GENERATOR GENERAC Floor Load I MOTORIZED INTAKE LOUVER W/ FILTERED HOOD ® THERMOSTAT SEE N TE �prova; Date 1 '7�� O 4'x4'x36' LONG WIRE DUCT SQ.D © GENERATOR EXHAUST THIMBLE /� ON SHEET E2.Qpj PITTSBURGH TESTING REFLECTED ED CLGI PLAN ® ' 40W (2)BULB 48' FLOURESCENT LIGHT UTHONIA ® EXTERIOR LIGHT. 500 W.QUARTZ O - INDICATES RECEPTACLE GROUPING PLAN NOTES: 1. LOAD CENTER CAN BE MOUNTED ON ANY OF THE FOUR (4) WALLS. 0 2. LOAD CHART CAN BE 100A. 200A. 300A OR 400A SERVICE. DUAL HVAC 3. SEE CHART ON E2.0 FOR NUMBER OF RECEPTACLES AND LIGHTS 5 5 CONTROLLER FOR LENGTH OF SHELTER. 4. INTERIOR LIGHT AND RECEPTACLE LOCATIONS INDICATED ON DRAWINGS o TO EXTERIOR MAY VARY UP TO 2'-0'. ` rLi DISCONNECT S�Q 5. AIR CONDITIONER SIZE MAY VARY DEPENDING UPON `I's _ 2 ® CUSTOMER REQUIREMENTS_ SEE AIR CONDITIONING c ® TOLT VAC LOW CHART ON E2.0 FOR VARIOUS SIZES AND OPERATING N - _� 9) Q 7 3 am CONTROLS DATA ELEVATION A ELEVATION B ELEVATION C ADD TABLE AND PLAN NOTES 3-20-92 TER c REVISE ELEVATIONS & TABLES 1-31-92 TER Na A Rn/.ton Dezcrc°tion - - A Otte A Dy 1 Z o UNR-Rohn 1991 UNR-RONN,Nrc. — . NI Righ:s Rese•veC 2 - 3 �a- D'wizion°f UNR 1ne. 20 02 02 9 Titie z 6 N T R T IPM NT H R STANDARDROHNECOCEEEQU E SELES ® a 5 6 3 LECTRICAL LAYOUT- _ - - - - Stole Unless otnerwse specified.dimensions cre gi—in hChes. i Q Tokmnces AS NOTED Deimpls racbpns A.ges zBRW 12-31-91 Netenc s F nish Weight GROUND TO EARTH PER—" Z COnokUd br Dtte `NEC' CODE TABLE 250-94 w DJG 12-31-91 This Wo.ing is the property or UNR-Rahn tt is not to be ELEVATION F ELEVATION D ELEVATION E V¢ �°°r°°`d by Engmeenng Dot. .�%t,.eed.lntPiC o,vpeed�..h>,e e.a part.i:hool U. UApwoved by Production Date rie Number Approved by Soles - Dot. Dro.ing Number 0000000000 E1.0 one quarter inch = one foot three eighths inch = one foot one half inch = one foot three quarters inch = one foot one and one half inch = one foot 0 4 8 0 4 0 4 0 2 0 1 - ,¢ - --_ •; -i'i r� - r r _i t 1- r .�.. -� :,_ -� i 'i- °'i a .a I -r - .. _ aiarlu L� YL�4i�ai{aL� 1 _ - EQUIPMENT LIST 2 2 ITEM NO QUAN. DESCRIPTION ® ® DUAL HVAC LOAD CENTER TO EXTERIOR CONTROLLER Q 1 (SEE NOTE 1. 2 & SHT E2.0 NOTE Bt) 3 1 DISCONNECT UNIT (SEE E2.0 NOTE A5 & A6) A6) TO HVAC LOW -T VOLTAGE ! 03 - 1 EXTERIOR LIGHT, 50OW QUARTZ OO O3 ® 4 ma CONTROLS o O 1 ® 70' CONDUIT, 3/4` EMT 0 W= 7 O LIGHT, 48'. 2-LAMP INDUSTRIAL o x o n 5 4 FLUORESCENT (SEE NOTE 3 & 4) - - - - _ - © 8 RECEPTACLE. DUPLEX (20A)/J_ - (SEE NOTE 3 & 4) ELEVATION B GROUND TO EARTH PER O 1 DOOR, W/KEYED LOCK SET AND 'NEC' CODE TABLE 250-94 DEAD BOLT KEYED ALIKE SCALE: 1/4" = 1'—O" 1 zo• EXHAUST FAN W/SCREENED HOOD ELEVATION C ELEVATION A SCALE: 1/4" = 1'-0" SCALE: 1/4" = 1'-0" O - INDICATES RECEPTACLE GROUPING PLAN NOTES B 1. LOAD CENTER CAN BE MOUNTED ON ANY OF THE FOUR (4) WALLS. A G TYPICAL LOAD CENTER SCHEDULE 2. LOAD CHART CAN BE 10O, 200A. 300A OR 400A SERVICE. MAIN: 200A VOLTAGE: - 120/240A PHASE: 1 WIRE: 3 3. SEE CHART FOR NUMBER OF RECEPTACLES AND LIGHTS FOR LENGTH OF SHELTER. D LOCATION BRKRWIRE WIRE BRKF LOCATION 4. INTERIOR LIGHT AND RECEPTACLE LOCATIONS INDICATED ON HVAC UNIT - 5 TON 60 6 1 2 jj 20 INTERIOR LIGHTS DRAWINGS MAY VARY UP TO 2'-0'. ` ' ' " ' 3 4 #12 20 EXTERIOR LIGHT 5. AIR CONDITIONER SIZE MAY VARY DEPENDING UPON CUSTOMER REQUIREMENTS. SEE AIR CONDITIONING CHART FOR VARIOUS HVAC UNIT - 5 TON 60 6 5 - - 6 j12 20 RECEPTACLE GROUP #1 SIZES AND OPERATING DATA. ' L. . 7 8 12 20 RECEPTACLE GROUP #2 6. CONDUITS TO BE SIZED FOR WIRES PER NEC. • FLOOR PLAN SPARE 9 10 jj2 20 RECEPTACLE GROUP #3 rn SCALE: 1/4" = 1'-0" - SPARE - - 11 12 jj 20 RECEPTACLE GROUP #4 ACEIC APPROVAL SPARE 13 n 14 j12 20 RECEPTACLE GROUP #5 These prints comply with the Florida Manu— RECEPTACLE GROUP #7 20 12 15 n - n I6 12 20 RECEPTACLE GROUP #6 factured Building Act of 1979 Construction n 1e Codes and adhere to the following criteria: ALTERNATE AIR CONDITIONER SIZES: Const. Type 4 6 HAVC UNIT SIZE RATED LOAD AMPS BREAKER SIZE WIRE SIZE SEER CFM Os © p A/C / HEAT RATING ESP Occupancy 56000 BTU w/lOkw HEAT 34.3A /41.7A 60A 2 POLE #6 THHN 8.90 1900/.25 Allowable No. 46500 BTU w/lOkw HEAT 27.7A / 41.7A 60A 2 POLE #6 THHN 9.40 1770/.30 of Floors I 35400 BTU w/5kwHEAT 24.OA / 20.8A 40A 2 POLE #8 THHN 9.20 1200/.25 Wind velocity 31000 BTU w/5kw HEAT 22.4A / 20.8A 30A 2 POLE #10 THHN 9.10 1000/.20 Fire Rating of 23600 BTU w/4kw HEAT 15.9A /16.7A 30A 2 POLE #10 THHN 9.10 830/.20 EXt. W211 S 18600 BTU w/4kw HEAT 14.OA /16.7A 30A 2 POLE #10 THHN 8.90 675/.20 } _ F - ELEVATION D Floor Load SCALE: 1/4" = 1--0" LIGHT & RECEPTICALE CHART _ SHELTER DUPLEX FLUORSECENT LIGHT - N Approval Date LENGTH RECEPTACLES 2 TUBE TURELONG PSI PIT SBUR.GII 11ESM113 8'-4- 4 2 . =0 ® ADD SHEET E1.1 2-28-92 TER 1► A g - 10'-4 6 2 No. R-i.i.,0...r'oCon Ao.te ®5r _ 12'-4. 8 4 W 2 O 14'-4' 8 4 o UN -Rohn © 1991 UNR-ROHM.Inc. M R;gnts Reserveo 5 ^ awswn of UNR.ML 7 6'-4' 10 4 B A 18._4. 10 6 V r,:k 20-a` 12 6 STANDARD ROHN CONCRETE EQUIPMENT SHELTERS 22-4 12 8 ELECTRICAL LAYOUT #2 5<ei< Un C=ether,;ee sped"ed.<^tensi< or<ywen m mchs.• - - _ --- 24'-4. 14 8 - - - Q - Tolerances AS NOTED oe< <le Fo<Con: en le: 11J Drown by Dote •./- SEE NOTE A.1 26'-4' 14 8 z BRW 12-31-91 Metenolo F;n,ob Weight ON SHEET E2.0 28'-4` 16 10 Z Cnec4ea h Cc:e W DJG 12-31-91 Th:e aro.;n9 o the vroaery of UYR-RPnn.It.;: to to REFLECTED CL G. PLAN 304 16 10 • Y �PP,o.« n non, Dote np.o<.<e<.wP,ey. P«<M.tee< P<:"�ane.1 Qconsm:.- - - - - 32'-4' - - 18 - - 10 - - - U Apor c]by ProlucUsn Dote Fk Numpe,, SCALE: 1/4" = 1'-O" 34'-4' 18 12 ' - APProvr by Seles Dote wo.;ns Nam<er 36-4 20 12 0000000000 E1.1 one quarter inch = one foot three eighths inch = one foot one half inch = one foot three quarters inch = one foot one and one half inch = one foot 0- 4 8 0 4 0 4 0 2 0 1 i4 S. Ir I,: _ `, - - _ ii= 1:• E•E, - ; _ • I.-1. 1 - -I I 1 :--_ - y -- ; - - i iYil.C sa=-a1 J`y S.�ia_ye L .lLii=4 —kii e..i - -z y11 -'5 6LiL J..- :I.i—!.Id i.htals:. Jial a�Y - - 2 EQUIPMENT LIST ITEM NO. QUAN. DESCRIPTION t°I TO EXTERIOR CONTROLLER LOAD CENTER 3 DISCONNECT ( 1 ® (SEE NOTE 1, 2 & SHT E2.0 NOTE Btj TO HVAC LOW 1 HVAC UNIT (SEE E2.0 NOTE A5 & A6) 6' CONTROLS 03 1 EXTERIOR LIGHT. 500W QUARTZ ® �ma U ® 70' CONDUIT. 3/4' EMT LIGHT. 48', 2-LAMP INDUSTRIAL o 4 FLUORESCENT (SEE NOTE 3 & 4) © 4 RECEPTACLE, DUPLEX (20A) (SEE NOTE 3 & 4) 1 DOOR, W/KEYED LOCK SET AND DEAD BOLT KEYED ALIKE ELEVATION B ELEVATION A ELEVATION C ® 1 20• EXHAUST FAN W/SCREENED HOOD SCALE: 1/4" = 1'-O" SCALE: 1/4" = 1'-0" SCALE: 1/4" = 0 - INDICATES RECEPTACLE GROUPING PLAN NOTES: 1. LOAD CENTER CAN BE MOUNTED ON ANY OF THE FOUR (4) TYPICAL LOAD CENTER SCHEDULE WALLS. 2. LOAD CHART CAN BE 100A, 200A. 300A OR 400A SERVICE. B MAIN: 300A VOLTAGE: 120/240A PHASE: 1 WIRE: 3 3. SEE CHART FOR NUMBER OF RECEPTACLES AND LIGHTS FOR LENGTH OF SHELTER. A C LOCATION BRKR WIRE IC 10 WIRE BRKR LOCATION 4. INTERIOR LIGHT AND RECEPTACLE LOCATIONS INDICATED ON HVAC UNIT - 5 TON 60 #6 1 2 #12 20 INTERIOR LIGHTS DRAWINGS MAY VARY UP TO 2'-0'. D " ' ' ' ' 3 ^ 4 12 20 EXTERIOR LIGHT 5. AIR CONDITIONER SIZE MAY VARY DEPENDING UPON CUSTOMER REQUIREMENTS. SEE AIR CONDITIONING CHART FOR VARIOUS SPARE 5 6 j12 20 RECEPTACLE GROUP #1 SIZES AND OPERATING DATA = SPARE - 7 n n 8 jj2 20 RECEPTACLE GROUP #2 6. CONDUITS TO BE SIZED FOR WIRES PER NEC. SPARE 9 -- '' 10 12 20 RECEPTACLE GROUP #3 • FLOOR PLAN SPARE 11 2 12 12 20 RECEPTACLE GROUP #4 AGENCY • SCALE: 1/4" = 1'-O" SPARE 13 n ^ 14 SPARE AGENCY E►PrPial}ti•�, j m SPARE 15 ^ ^ 16 SPARE These prints comply with the Florida Manu— N 6 ,7 is factured Building Act of i979 Construction ALTERNATE AIR CONDITIONER SIZES: Codes and adhere to the following criteria: RATED LOAD AMPS SEER CFM ® Const. Type HVAC UNIT SIZE A/C / HEAT BREAKER SIZE WIRE SIZE RATING O 56000 BTU w/ 10kw HEAT 34.3A / 41.7A 60A 2 POLE #6 THHN 8.90 7900/.25 Occupancy 46500 BTU w/ 10kw HEAT 27.7A / 41.7A 60A 2 POLE #6 THHN - 9.40 1770/.30 Allowable No. 10 35400 BTU w/ 5kw HEAT 24.OA / 20.8A 40A 2 POLE #8 THHN 9.20 1200/.25 of Floors 31000 BTU w/ 5kw HEAT 22.4A / 20.8A 30A 2 POLE #10 THHN 9.10 1000/.20 Wind Velocity _I 23600 BTU w/ 4kw HEAT 15.9A / 16.7A 30A 2 POLE #10 THHN 9.10 830/.20 Fire Rating of GROUND TO EARTH PER 18600 BTU w/ 4kw HEAT 14.OA / 16.7A 30A 2 POLE #10 THHN 8.90 675/.20 Ext. Walls _ 'NEC' CODE TABLE 250-94 LIGHTING & RECEPTACLE CHART ELEVATION D SHELTER DUPLEX FLUORESCENT LIGHT 7 12q- LENGTH RECEPTACLES 2 LAMP 4FT LONG Approval Date SCALE: 1/4" = 1'-0" FIXTURES PSI PITTSBURGH = 8'-4' 4 2 TESTING 10'-4 6 2 `e & ADD SHEET E1.2 2-28-92 TER 12'-4' 8 4 No.® Revi,isn Description ®Dote ®BY A B 14'-4' 8 4 16'-4' 10 4 D UNR-Rohn © 7991 UNR-ROHN.I— - m - NI Righ;s Reserved - - ^a DIvlslpn ef UNR.Inc. - 18._4. 10 6 20'-4' 12 6 V Title B A ? STANDARD ROHN CONCRETE EQUIPMENT SHELTERS 22'-4' 12 8 24'-4 14 8 ELECTRICAL LAYOUT #3 - - _ '- - - _ stele Unless omer.Ise specified,dih,... hs arc qi.-n Inches_ - j 26'-4' 14 8 w AS NOTED Dedmeb Frocsons An-les • 28'-4' 16 10 W Drown by 0ct.9 Motenas vnlsh We ht SEE NOTE Al BRW 12-31-91 9 ON SHEET E2.0 30'-4' 16 10 z checked by Dete yt DJG 12-31 drawing- drawing91 Tns drawing is the property of U Ra n It not b NR- is to e REFLECTED CLG.G. PLAN 32'-4' 18 10 Y Approved by Ens ring Dote reprod.eed.doaed er treeed a ondre a.M oort tftut p. 34'-4- 18 12 Q t-aeon eenseht. _ _ J Aporo_d by Prcc.c.ion Date File N.— SCALE: 1/4" = 1'-0" 36.-4. 20 12 Approved by Soles Dote Droring Number 0000000000 E1.2 one quarter inch = one foot three eighths inch = one foot one half inch = one foot three quarters inch = one foot one and one half inch = one foot 0 4 8 0 4 0 4 0 2 0 1 _ �: p 5 - _ :a�S.�.l:• �_= ' ' —- , �,� - s e• tl aLa:3L b.l'iitYll� lt1J± , t Lbdl k tl y- , - 1t - L�J-�..'alD - z _ EQUIPMENT LIST ITEM NO. QUAN. DESCRIPTION TO EXERIOR ® CONTROLLER 1 LSEE NOTE ER 2 & SHT E2.0 NOE B7) 3 DISCONNECT 6 4 SEE NOTE 5)TON W/10 kw HEAT 2 2 ® TO HVAC LOW VOLTAGE 30 - I EXTERIOR LIGHT. 50OW QUARTZ CONTROLS O 70' CONDUIT. 3/4' EMT ma U z� 4 FLUORESCENT_(SEE NOTE LAMP INDUSTRIAL3& 4) w o x RECEPTACLE, DUPLEX (20A) j w w © 5 (SEE NOTE 3 & 4) ELEVATION B © 1 DOOR. W/KEYED LOCK SET AND DEAD BOLT KEYED ALIKE SCALE: 1/4" =t'-o" ELEVATION A ELEVATION C ® 1 20• EXHAUST FAN W/SCREENED HOOD SCALE: 1/4" =1'-0" SCALE: 1/4" =1'-O" 0 - INDICATES RECEPTACLE GROUPING TYPICAL LOAD CENTER SCHEDULE PLAN NOTES: B 1. LOAD CENTER CAN BE MOUNTED ON ANY OF THE FOUR (4) MAIN: 400A VOLTAGE: 120/240A PHASE: 1 WIRE: 3 WALLS. AO C 2. LOAD CHART CAN BE 1000. 200A. 300A OR 400A SERVICE. LOCATION BRKR WIRE NO NO WIRE BRKR LOCATION 3. SEE CHART FOR NUMBER OF RECEPTACLES AND LIGHTS FOR D HVAC UNIT - 5 TON 60 j6 1 � 2 1 LENGTH OF SHELTER. 2 20 INTERIOR LIGHTS ' ' 3 4 12 20 EXTERIOR LIGHT 4. INTERIOR LIGHT AND RECEPTACLE LOCATIONS INDICATED ON DRAWINGS MAY VARY UP TO 2'-0. SPARE 5 -- 6 j12 20 RECEPTACLE GROUP #1 / 5. AIR CONDITIONER SIZE MAY VARY DEPENDING UPON CUSTOMER SPARE 7 8 jj 20 RECEPTACLE GROUP #2 REQUIREMENTS. SEE AIR CONDITIONING CHART FOR VARIOUS FLOOR PLAN SPARE 9 - 10 jj2 20 RECEPTACLE GROUP #3 SIZES AND OPERATING DATA. SCALE: 1/4" =1'-O" SPARE 11 n n 12 j12 20 RECEPTACLE GROUP #4 PER NEC. SPARE 13 -- -- 14 j12 20 RECEPTACLE GROUP #5 AGENCY APPROVAL n Y1 SPARE These prints comply with the Florida Manu— factured Building Act of 1979 Construction ' J I Codes and adhere to the following11crit eria: ALTERNATE AIR CONDITIONER SIZES: HVAC UNITS SIZE RATED LOAD AMPS BREAKER SIZE WIRE SIZE SEER CFM ® Const. Type tp A/C / HEAT RATING ESP - 0 Q 56000 BTU w/ 10kw HEAT 34.3A / 41.7A 60A 2 POLE #6 THHN 8.90 1900/.25 - Occupancy _ N 46500 BTU w/ 1okw HEAT 27.7A / 41.7A 60A 2 POLE #6 THHN 9.40 1770/.30 Allowable No.[j 35400 BTU w/ 5kw HEAT 24.OA / 20.8A 40A 2 POLE #8 THHN 9.20 1200/.25 Of Floors _I 31000 BTU w/ 5kw HEAT 22.4A /.20.BA 30A 2 POLE #10 THHN 9.10 1000/.20 Wind Velocity 23600 BTU w/ 4kw HEAT 15.9A / 16.7A 30A 2 POLE #10 THHN 9.10 830/.20 F1f6 Rating of It GROUND TO EARTH PER TABLE 18600 BTU w/ 4kw HEAT - 14.OA / 16.7A 30A 2 POLE #10 THHN 8.90 675/.20 Walls 'NEC' CODE 250-94 ELEVATION C LIGHTING & RECEPTACLE CHART Flour Ludd �TiESMG SCALE: 1/4" =1'-O" SHELTER DUPLEX FLUORESCENT LIGHT Approval DateLENGTH RECEPTACLES 2LAFIXTUESLONG y PSI PITTS B1 C_ 8-a• 4 2 oto ® AD 2-28-92 TER • B 10'-4' 6 2 —o A No. Reviscn Desc.otan - -- ®Date ®BY 12_4• $ 4 w_ UNR-Rohn © 1991 UNR-BONN . ,h . v - - All Rights Reserved B A 18,_4. 10 6 V it'. 20'-4 12 6 ? STANDARD ROHN CONCRETE EQUIPMENT SHELTERS 22'-4° 12 8 ELECTRICAL LAYOUT #4 1_ _ - - _ _ _ - Seale Unless othereise ape Pied,dimensions ue given m manes. e 24'-4' 14 8 ¢ AS NOTED Toleanaes F - -- 0e<imeb Fraet ens Mgles SEE NOTE A T 26'_4• 14 8 BRW 12-31-91 9 1" uatenals Fish wei ht ON SHEET E2.0 28'-4' 16 10 C7 cheakee by Data • 30'—a' 16 10 W DJG 12-31-91 Tn s arcing is the property of UNR-Roan.It a not to De REFLECTED CLG.G. PLANY ADpravea by Eng noenng Dote rep otluced.cop ed W Vaced+ Ngle pat"ithput ou 32'—a' 18 10 ¢ .tten aansent SCALE: 1/4" =1'-0" 34'-4' 18 12 V Appra.ea by Pradoaan Dote File Nomee - - - - - - - - - 36'-4' - - 20 - - _ 12 - _ _ - Approved ay Sales - Date Droving Namber 0000000000 E1.3 one quarter inch = one foot three eighths inch = one foot one half inch >z one foot three quarters inch = one foot one and one half inch one foot 0 4 8 0 4 0 4 0 2 0 1 _I J_ —1 �'��`It—+ ' t — iii i.4.Aj �-IL A. SPECIFIC ELECTRICAL ITEMS 1. LIGHT WATTAGE FOR GENERAL LIGHTING WILL 3. THE MAIN BREAKER ON THE LOAD CENTER WILL BE PERMANENTLY MARKED AS A 2. SHELTERS USING 200A MINIMUM LOAD CENTER NOT EXCEED 2 WATTS PER SQUARE FOOT. SERVICE DISCONNECT. CUSTOMER MAY OR MAY NOT USE AS A SERVICE A 200A 1 PHASE 120/240V 3 WIRE LOAD CENTER MAY BE USED. DISCONNECT. CUSTOMER MAY HAVE A PROPERLY SIZED FUSED DISCONNECT SMALLER HVAC UNITS AND LESS RECEPTACLES CAN BE USED. A. GENERAL LIGHTING OUTSIDE THE SHELTER. LOAD CALCULATIONS: B. TASK LIGHTING 4. A MAIN BREAKER OR CUSTOMER SUPPLIED FUSED DISCONNECT WILL - THERE ARE (3) DUPLEX RECEPTACLE PER RECEPTACLE GROUP 2. ELECTRICAL INSTALLATION SHALL BE DONE - - - - PROVIDE OVERCURRENT PROTECTION FOR MAIN SERVICE DISCONNECT AND - NUMBER ON THE ATTACHED LOAD CENTER SCHEDULE. PER THE REQUIREMENTS OF THE NATIONAL BE SIZED ACCORDINGLY FOR SERVICE SIZE. - USE 180W LOAD PER EACH DUPLEX RECEPTACLE. ELECTRICAL CODE. 5. UNR-ROHN IS UNABLE TO SUPPLY BRANCH CIRCUIT AND LOAD CALCULATIONS BECAUSE - USE 95W LOAD PER EACH 48 INCH TWO 40W LAMP FLOURESCENT LIGHT. OF CUSTOMER SUPPLIED AND INSTALLED COMMUNICATIONS EQUIPMENT THAT GOES - USE WORST CASE LOAD REQUIREMENTS FOR HVAC UNIT. HEAT MODE IS A. WIRE SIZES PER TABLE 310-16 AND ALL IN THE SHELTER. WORST CASE LOAD REQUIREMENTS. APPLICABLE NOTES TO THE TABLE TOTAL WATTS AVAILABLE: 200A X 240V = 48000W WITH A MINIMUM WIRE SIZE OF #12 6. THE GROUND CONDUCTOR FOR THE SERVICE SHOULD BE A MINIMUM AS CALLED FOR IN NOTE 1a AND lb ABOVE AND ATTACHED TO CUSTOMER SUPPLIED GROUND TOTAL WATTS REQUIRED PER LOAD SCHEDULE: B. NUMBER OF CONDUCTORS ALLOWED IN ROD OR EXTERIOR GROUND FIELD. THE GROUND CONDUCTOR SIZE WILL BE HVAC UNIT : 41.7A X 240V - 10008 X 2 UNITS - 20016W CONDUIT PER CHAPTER 9. PER NEC TABLE 250-94. INTERIOR LIGHTS 16 LIGHTS X 95W = 1520W 3. ALL RECEPTACLES WILL HAVE A #12 GREEN 7. ALL LOAD CENTERS WILL BE MARKED WITH AMP RATINGS. VOLTAGE, CURRENT 20A DUPLEX RECEPTACLES: 21 RECEPT. X 180W = 3780W GROUND CONDUCTOR. RATING AND NUMBER OF PHASES FOR WHICH THEY ARE DESIGNED. TOTAL WATTS REQUIRED = 25316 L TOTAL WATTS LEFT FOR CUSTOMER USE = 22684W 4. STANDARD ELECTRICAL EQUIPMENT AND LAYOUT D. LOAD CENTER NOTES: FOR OPTIONAL STANDARD ELECTRICAL PACKAGES 1. SHELTERS USING 100A LOAD CENTER TOTAL AMPERES REQUIRED PER LOAD SCHEDULE: CUSTOMER MAY SPECIFY DIFFERENT LAYOUT. A 100A t PHASE 120/240V 3 WIRE LOAD CENTER MAY BE USED. TOTAL WATTS REQUIRED = 25868 X 1.25 = 31645W SMALLER HVAC UNITS AND LESS RECEPTACLES CAN BE USED. _ 5. EXACT SIZE SHALL BE DETERMINED AS PER LOAD CALCULATIONS: TOTAL AMPERES REQUIRED = 32335 / 240 131.8A BUILDING REQUIREMENTS. - THERE ARE (3) DUPLEX RECEPTACLE PER RECEPTACLE GROUP NUMBER ON THE ATTACHED LOAD CENTER SCHEDULE. 6. IF BUILDING REQUIREMENTS INCLUDE A HIGH - USE 180W LOAD PER EACH DUPLEX RECEPTACLE. E_ AIC RATING: F VOLUME TYPE A/C UNIT. AN EXTERIOR DISCONNECT USE 95W LOAD PER EACH 48 INCH TWO 40W LAMP FLOURESCENT LIGHT. 1. MAIN BREAKERS RATED ® 22,000 AIC SWITCH SHALL BE PROVIDED TO MATCH - USE WORST CASE LOAD REQUIREMENTS FOR HVAC UNIT. HEAT MODE IS 2. BRANCH BREAKERS RATED ® 10.000 AIC MANUFACTURERS RECOMMENDATIONS. WORST CASE LOAD REQUIREMENTS. 3. THE SERVICE ENTRANCE WILL BE SIZED IN e_ ACCORDANCE WITH POWER COMPANY AND LOCAL 7. ELECTRICAL SERVICE REQUIREMENTS TO BUILDING TOTAL WATTS AVAILABLE: 100A X 240V be 24000W BUILDING CODE REQUIREMENTS INCLUDING WILL BE PROVIDED BY OTHERS. TOTAL WATTS REQUIRED PER LOAD SCHEDULE: AMPACITIES AND AIC RATINGS. HVAC UNIT : 41.7A X 240V = 10008W INTERIOR LIGHTS : 4 LIGHTS X 95W 380W B. ADDITIONAL ELECTRICAL REQUIREMENTS 20A DUPLEX RECEPTACLES: 12 RECEPT. X 180W = 2160W 1. PROPER WORKING CLEARANCE MUST BE PROVIDED AND MAINTAINED ABOUT ALL TOTAL WATTS REQUIRED = 12548W ELECTRICAL EQUIPMENT ESPECIALLY MAIN SERVICE EQUIPMENT. ALL PANELS, TOTAL WATTS LEFT FOR CUSTOMER USE = 11452W DISCONNECTS. TRANSFORMERS, ETC. THEY SHALL BE LOCATED IN DEDICATED SPACES,NO FOREIGN PIPES. DUCTS OR EQUIPMENT PERMITTED IN THESE TOTAL AMPERES REQUIRED PER LOAD SCHEDULE: DEDICATED SPACES. NEC 110-16. TABLE 110-16(o) AND 384-4 rn 2. PANEL SCHEDULES AND/OR CIRCUITING ON FLOOR PLAN REQUIRED. REFER TO TOTAL WATTS REQUIRED = 13100 X 1.25 = 15685W ! N NEC 210-1. 220-4(d) AND ALL PERTINANT SECTIONS. TOTAL AMPERES REQUIRED 16375 / 240 _ 65.35A 3. PROPER OVERCURRENT PROTECTION REQUIRED FOR BRANCH CIRCUITS. NEC 210-20. 240-3 AND TABLE 310-16. 4. FIXTURES IN WET, DAMP, CORROSIVE LOCATIONS, IN DUCTS, OR HOODS SHALL BE SUITABLE FOR SUCH LOCATIONS AND SO MARKED. NEC 410-4(a), b AND Cc). 5. ALL FLUORESCENT FIXTURES INSTALLED INDOORS SHALL HAVE THERMAL PROTECTION INTEGRAL WITHIN THE BALLAST. NEC 410-73(e). P 6. THE AMPACITY OF THE BRANCH-CIRCUIT CONDUCTORS SUPPLYING FIXED ELECTRIC SPACE HEATING EQUIPMENT SHALL NOT BE LESS THAN 1259. OF THE TOTAL LOAD. NEC 424-3(b). 7. PROPER THERMAL OVERLOAD PROTECTION SHALL BE REQUIRED FOR ALL AGENCY APPROVAL _ MOTORS. NEC 430-31. I - 8. MOTORS SHALL HAVE PROPER SHORT CIRCUIT AND GROUND FAULT (OVERCURRENT) PROTECTION USING 250% RULE MAXIMUM FOR BREAKERS AND These prints comply with the Florida AP,aRU 175% RULE MAXIMUM FOR FUSES. THEREFORE, ALL MOTORS 6 FULL LOAD AMPS OR LESS ON BREAKER CIRCUITS OR 8.5 FULL LOAD AMPS OR LESS ON factured Building Act of 1979 Construction FUSED CIRCUITS SHALL REQUIRE 15 AMP MAXIMUM OVERCURRENT PROTECTION. NEC 430-52 EX. 1, 240-6 AND TABLES 430-148, 430-150 AND 430-152. Codes and adhere to the following criteria: 9. METHOD OF MOUNTING FIXTURES: RECEPTACLES, LIGHTS, AND CONDUIT ® REVISE NOTES 1-7-97 TER CLAMPS SHALL BE SCREWED TO THE WALLS AND CEILING_ Const. Type n o REVISE NOTES 5-29-92 TER - E Occupancy a CO REVISE NOTES 3-20-92 TER `t C. SERVICE RISER NOTES r, a REVISE NOTES - 1-31-92 TERCS Allowable No. s lo. A 100 AMP, 120/24OV, 1 PHASE, 3-WIRE WITH GROUND LOAD CENTER WITH 100 of Floors zo Na.® Reris'cn Detonation ADote Aby AMP MAIN BREAKER IS SUPPLIED WITH THE SHELTER. CUSTOMER WILL PROVIDE UTILITY FEED CONDUCTORS. MINIMUM SIZE WILL BE (3) #2 AND (1) #8 1 UNR—R O h fl C 1992 UNR-BONN, nG GROUND. WIRE SHALL HAVE 75'C TEMPERATURE RATING. Wind Velocity + ^to O Cr Rights Reserved Dinew.a.or UNR.Co. 1b. A 200 AMP, 120/240V, 1 PHASE. 3—WIRE WITH GROUND LOAD CENTER WITH 200 Fire Rating of AMP MAIN BREAKER IS SUPPLIED WITH THE SHELTER. CUSTOMER WILL PROVIDE [J Title UTILITY FEED CONDUCTORS, MINIMUM SIZE WILL BE (3) #3/0 AND (1) #4 GROUND. Ext. Walls ? STANDARD ROHN CONCRETE EQUIPMENT SHELTERS Floor Load 3 ELECTRICAL SPECIFATIONS 2. A 2' SERVICE ENTRY ELBOW IS FURNISHED FOR CUSTOMER SUPPLIED UTILITY 'tYv N soot. U==..nonce spec.Cd.cte,.h.i..s are gi•en in;robe. FEED CONDUCTORS. dC o W I dC W AS nNOTED by D to :'i i i- D. _ Frpchons - Merles f Approval Date Z BRW 12-31-91 U.terot. Finish Weight C p �T yV1VG� �:+CJR LY i ►TT G ,! Z Check.d by Dote - - tiT W DJG 12-31-91 Th s drowmg is the property of UNR-Rohn.It s not to be U Y Approved by Engineering Dot. reproduced.copied or traced be.horn or be port.ithout our =_ a - .r�:ten consent N J Approved by Production Dote F'k Number L) m Approcec by Soles Cot. Drawing Number N 0000000000 E2.0 one quarter inch = one foot three eighths inch = one foot one half inch = one foot three quarters inch = one foot one and .one half inch = one foot 0 4 8 0 4 0 4 0 2 0 1 k F i { f.•Iv . ! - I. -F - i t i. - - L 2t - ' , t:-•1 t I_ - L—r'.lis1JiLitt Is • iir '� — —_ - — Page is too large to OCR. Page is too large to OCR. Page is too large to OCR. Page is too large to OCR. Page is too large to OCR. Page is too large to OCR. NOTE: ORIENTATE ANCHOR BOLTS AS SHOWN. NOTES: _ CENTER POINT OF u ` CIRCLE ANCHOR i DESIGN REACTIONB BOLT YJ0040Z CONCRETE SEAR 47.52 K/LEG PURPLE PIER. VERTICAL UPWARD 471.18 K/LEG 5.00 FT r-----�-15.00 FT VERTICAL DOWNWARD - 510.54 K/LEG L19D.00 FT. BUSS BAR KIT 190.00 FT ELEV. 2. TOWER DESIGN CRITERIA: EIA/TIA - 222E ELEV. CC50 1 TOWER( INCENTER 4-t- WORKG POINT) 3. THIS STRUCTURE HAS BEEN DESIGNED FOR THE FOLLOWING LOADING: 12'-3 13/16• A. CASE I WIND -105 ICE - 0.00 180.00 FT ELEV. 60.00• CASE 2 WIND - 50 ICE - 0.00 - B. ANTENNA LOADING IS PER THE ANTENNA MOUNTING 30.00 TABLE SHOWN BELOW. YI00522 LADDER NG 4. FINISH: GALVANIZED PER ASTM A-123 PINK • 5. A325 HARDWARE PER ASTM A325-91C. EXCLUDE SECTIONS 6..3 AND 9.2. HARDWARE GALVANIZED PER ASTM A153 160.00 FT ELEV. 21'-4• •6. COLOR CODE IDENTIFICATION: A. TOWER STEEL IS BUNDLED BY SECTION & IDENTIFIED BY COLOR OF PAINT PLACED ON BAND (CRIMP AREA). 6'-1 7/8' SEE SCHEMATIC AT LEFT TO DETERMINE COLOR OF SECTION YH0078Z TOWER PLAN VIEW AT BASE PLAN VIEW AT TOP S. HARDWARE KITS FOR EACH TOWER SECTION ARE PLACED OMI TAN IN BUCKETS OFSBUCKETNTISEED BY SCHEMATIC AT LEFTTTO AC51447 DETERMINE COLOR OF SECTION. 140.00 FT ELEV. TEMPLATE 7. ALL ASTM A325 BOLTS ARE TO BE TIGHTENED TO A SNUG BASE PLATE DOUBLE NUT YICHT CONDITION. 'A SNUG TIGHT CONDITION IS lcf.w. DEFINED AS THE TIGHTNESS THAT EXISTS WHEN ALL PLIES IN A JOINT ARE IN CONTACT. THIS MAY BE ATTAINED BY ANCHOR BOLT I A FEW IMPACTS OF AN IMPACT WRENCH OR THE FULL YGOD882 EFFORT OF A MAN USING AN ORDINARY SPUD WRENCH.- - WHITE - - - REf: 'SPECIFICATIONS FOR ASTM A325 CR A490 BOLTS.• - - AFT PACK 12.00 IN. - AC50899 - MANIAC Or STEEL CONSTRUCTION. ALLOMAME STRESS - - - - - - - - - y - -- AFTER TOWER PROD. - - - - - - -DESIGN. RISC, 9TH EDITION. 1989. PAGE 5-273. u - - - 120.00 FT ELEV. 3_ -IS ERECTED - _ - 6.' SITE NAME - ZEPHYR HILLS 4.00 IN. 1 un YF0091Z ORANGE 100.00 FT ELEV. BC50260 - DRAIN PLATE LEVELING NUT 195.00 FT BASEPLATE k ANCHOR BOLT DATA: c 1.75' THK X 24.875.0.0. (50 KSI) (6) 2.25• DIA. X 60.00 LG AN INSPECT ALL LEVELING NUTS TO ASSURE ' CHOR BOLTS YE0099Z THEY ARE LEVEL WITH RESPECT TO EACH ON A 19.250' DIA BOLT CIRCLE. WITH A BLACK OTHER PRIOR TO TOWER ERECTION. 12.00' PROJECTION ABOVE CONCRETE. • DRAIN PLATE INSTALLATION ANCHOR BOLT CAGE DETAIL 80.00 FT ELEV. YD0101Z ANTENNA MOUNTING TABLE PROJECT DRAWING INDEX • 60.00 FT ELEV. DRAWING UNIT OTY r, ANTENNA TYPE SIZE •MOUNTING WT PER FREQUENCY QTY. HEIGHT MOUNTING NUMBER DESCRIPTION LBS STR & MODEL NO. (DECIMAL (�ci AZIMUTH A 129Z SECTION-A 0'- 20' - RED 7588 t rttt) rtET) B 114Z SECTION-B 20'- 40' - BLUE 5944 1 YCO108Z PCS A 060-19 6.87 N/A 12 190.00 FT N/A - GREEN Rotatable Platform 13 N/A 1 190.00 FT N/A C 2 SECTION-C 40- 60' - GREEN 5740 1 PCS A 060-19 6.87 N/A 12 175.00 FT N/A D 1 101011 SECTION-D 60'- 80' - YELLOW 4555 1 E 0992 SECTION-E 80-100' — BLACK 4278 1 • - Antenna Mount N/A N/A 3 175.00 FT N/A 40.00 FT ELEV. F 0912 SECTION—F 100'-120' — ORANGE 3420 1 PCS A 060-19 6.87 N/A 12 155.00 FT N/A C 0881 Antenna Mount N/A N/A 3 155.00 FT N/A SECTION-C 120'-140' - WHITE 3051 1 H 0782 SECTION-H 140'-160• - TAN 1881 1 I 0522 SECTION-I 160'-180' - PINK 1374 1 7801141 J 0402 SECTION-J 180'-190' - PURPLE 699 1 BLUE 20.00 FT ELEV. - CENTERLINE OF ANTENNA • N/A - �(OT AVAILABLE- C 8792 WAVEGUIDE / COAX SUPPORT STRUCTURE 1949 1 C 0551 10' X 24' WAVECUIDE ICE BRIDGE KIT 352 1 chi. EIA GROUNDING KIT 36 1 13.00 FT. USS AR KIT C 0512 COPPER GROUND BUSS BAR KIT 18 2 C 0822 ANTI-FREEFALL KIT 85 1 L- ElEv. CC5ti51 YAO129Z C5]0368 15 FT. ROTATABLE PLATFORM DRAWING INDEX 2926 t RED C 89OZ CLIMBING LADDER 1268 1 0.00 FT ELEV. DUPLICATE DRAWING DISTRIBUTION I TC PROJECT DRA1V NGINDEX 1A(337-01 21.33 FT - / I /1/ VALIAONT ENERGY STEEL. 1ULSA. OK. DWG SIZE Q CLASS CODE (1) 4 CLASS NO. (3) 999 ELEVATION VIEW ^R�.A. 12T/97 NONE OD 1 NOTE: All ANTENNA TYPES AND MOUNTING ELEVATIONS ARE �LL PER TABLE SHOW►1 AT RIGHT. ;195 u GS"ELr--S'U—Pj56MNC e y ion DATE LVLVISIONDESGRIPTION 45182 tM 3 —ot AERIAL COI$I. FT. STRUCTUR D39