Loading...
1990, 11-02 Permit App: 90005878 Radio TowerS- POKANE COUNTY DEPARTMENT OF BUILDINGS W.13034ROADW• AY AVENUE SPOKANE, WASHINGTON 99260 (509) 46-3675 I certify that I have examined this permit/application, state that the information contained in it and submitted by me or my agent to compile said permit/application is true and correct, and authorize Spokane County to proceed with processing. In addition, I have read and understand the INSPECTION REQUIREMENTS/NOTICE provisions included herein and agree to comply with same. All provisions of laws and ordinances governing this type of work will be complied with whether specified herein or not. I understand that the issuance of this permit/application and any subsequent inspection approvals or Certificates of Occupancy shall not be construed to give authority to violate or cancel the provisions of any state or local law regulating construction, or as a warranty of conformance with the provisions of any state or local laws regulating construction. SIGNATURE OF APPLICATION OWNER OR AGENT DATE -PROJECT NUMBER= 90005878 DATE== 4 4 /02/90 PAGE= 01 APPLICATION ******••*-*:-*****•*********• ***** APPLT(,ATION***•******;K**********************.i{. SITE STREET= 18223 f: 8TH AVE. PARCEL. m== 19551-0634 ADDRESS= GREE.ENACR:EE WA 99016 PERMIT USE= INSTALL. PRIVATE RADIO TOWER PLATO- 000501 PLAT NAME= CORTIN ADD TO GREENACRES BLOCK= 28 LOT= 12 :ZONE= AGRI DISTO•= G AREA= 00000005 E/ A= A WIDTH= DEPTH= F</W== 50 OF F.tl._DGS== i k DWELLINGS= 4 OWNER= BROWN, PATRICK R STREET= POR 400 AVE: ADDRESS= LIBERTY LAKE WA 99019 CONTACT NAME= PATRICK BROWN PHONE NUMBER= 509 921 3743 BUILDING SETBACKS: FRONT= 145 LEFT= 170 RIGHT=- 444 REAR= 517 :•****•*•**•***•***************x•*** REVIEW INFORMATION **** tie•-:*•x-**•*•x•***§t••x**•>k•*•* DEPARTMENT REVIEW COMMENTS .:,OVA LCOMMENTS . ___.___7_ _7-7_9 w.._.84_`.l4.t.A.P'3I?. _ 4 /e -.. PHONE=: 509 921 3713 BUILDING PLAN REVIEW REQUIRED BUILDING SETBACK REVIEW REQUIRED HEAI...THDIET INCREASE IN I...OT COVERAGE PLANNING NG "iITE PLAN REVIEW REQUIRED Gio iii III. t. f F'F::"H:i f- **+(********** '*-x•* ****••*** CONTRACTOR= OWNER PHONE= NEW= X REMODEL= ADDITION= CHANGE OF USE= DWELL UNITS= I OCCI,JP. II)= BLDG HGT= 410 STORIES= BLDG W X D = X SQ I— r= SPRINKLER= N REQ PARKING= OHANDICAP= CRI:TI(::Ai... MAT= N DESCRIPTION GROUP TYPE SQ FT VALUATION 7700__. __ TOWER M-2 VN 1500.00 :I:TEM DESCRIPTION QUANTITY FEE AMOUNT RESIDENTIAL VALUATION Y 35.00 STATE SURCHARGE 'T 4,50 COUNTY SURCHARGE Y 5..60 PERMIT TYPE FEE AMOUNT AMOUNT PAI) AMOUNT OWING BUILDING PERMIT 41.40 .00 45.10 45.10 .00 45.10 PROCESSED BY: JOHN (...ARSON PRINTE:D BY: JOHN (...ARSON ********•******.****•***fi:****x***** THANK YOU ***•**,**•***•3,.***•***********x******* NOTICE It is the responsibility of the permittee, not Spokane County, to see to it that the use described on the front of this permit complies with applicable codes and requirements and that required inspections are requested. Failure to request required inspections and obtain the necessary approvals prior to progressing beyond the point where inspections are required may necessitate removal of certain parts of the construction at the owner's/permittee's expense. At a minimum, the following inspections ARE REQUIRED by County Code: 1 FOOTING — when forms and reinforcement are in place and prior to placement of concrete. NOTE: This inspection includes review of the structure's setbacks from property lines. Minimum setbacks are established by County zoning regulations. Typically, side and rear yard setbacks are measured from property lines, while setbacks for yards abutting streets are measured from the property line or the center line of the roadway right-of-way, whichever provides the greater setback from the center line of the roadway right-of-way. Curb lines and fence lines are not necessarily indicative of property lines. In some residential areas, the County can own as much as 20 feet of right-of-way between your property and the actual improved street/curb. The responsibility to comply with applicable setback provisions lies solely with the permittee — neither Spokane County nor its authorized representatives assume any responsibility for the verification or location of your property lines. Please verify their location prior to locating your structure. Failure to properly locate the structure may require its relocation at the owner's/permittee's expense. 2. FOUNDATION — when forms and reinforcement are in place and prior to placement of concrete. (Blocking for a manufactured home is required to be inspected prior to the installation of skirting.) 3. FRAMING — after all framing, bracing and blocking is in place, and prior to concealing. 4. INSULATION — prior to the installation of drywall. 5. PLUMBING — after rough -in, before covering, and final. 6. MECHANICAL — rough -in of piping, before covering, metal chimneys before concealment, and final. 7. FINAL — when complete and prior to occupancy and/or use. Please provide 24 hours notice. NOTE: In addition to inspection of the structure, this inspection includes review of site improvements (typically depicted on the approved site plan) required by ordinance oras a condition of approval of this permit. Items such as the installation of fire hydrants, fire department access, on-site drainage ("208 swales"), road improvements, parking, and landscaping are common requirements of a permit/site plan which must be completed prior to final approval of a building or issurance of a Certificate of Occupancy. In addition to the above any plumbing or mechanical systems or materials which would be concealed by framing, drywall, concrete, etc., must be inspected prior to cover. Check with the department for "special inspections" in conjunction with commercial projects. CALL 456-3675 FOR INSPECTIONS. TO INSURE PROMPT SERVICE, PLEASE GIVE 24 HOUR NOTICE. YOUR INSPECTOR IS UNDER CERTAIN CIRCUMSTANCES, PARTS OF YOUR PROJECT MAY REQUIRE INSPECTIONS FROM OTHER AGENCIES: • road cuts for utilities or drives, State or County Engineer's Office 456-3600 • on-site waste disposal system, Environmental Health District 456-6040 • construction in a flood plain, County Engineer's Office 456-3600 • electrical wiring, State Department of Labor and Industries 456-2792 • sewer connection, County or City Utilities Department 456-3604 EXPIRATION Unless otherwise noted, this permit will be considered null and void by limitation of the work authorized by the permit is not commenced or is stopped for a period of 180 days, unless a written request for an extension of the permit is received and approved by the Building Official prior to expiration. At a minimum an inspection should be requested at least once every 180 days to assure the validity of the permit. A permit may be renewed within one year of the date of expiration for one-half the original fee, subject to certain limitations — please call us if you have any questions. MISTAKES? If you think we've made an error in processing this permit or in conducting inspections pertaining to it, or find erroneous information in the permit, please bring it to our attention immediately by filing a written request for correction within 10 working days of discovery. All such requests should be directed to the Department of Buildings at the address found on the face of this permit. 8 7 6 i 5 ♦ 4 i 3 i 2 i 1 i D 231 1 B SE_PAC DRAIN IFIELD TOWER IMF ACT AR .A //o FT ASSUMES 1 HEIGHT AND 40FT AN T ENfJA BOOM A Y 3.3q /Iv -roq - T04 ER f `S& /09 `,06� t' 1 (09' GARDEN HAY STORAGE 6Inn 6*" HOUSE DRIVE WAY A /9PPI-ICA -riot l rbrL /p� gso-r 7Lkvro ?cw ETL. PARS PAT fZlio 13A0 Lo 12 BLoc.K E IQLZ3 84#, ST.: Co(L7A0 AVID 1"POP To G R�nev,/}c2�7W4 Al IlMe .S' PLAIM M6630 S W E NORTH 4 �- s. 9go16 7 6 5 S W E NORTH 3 2 0 A 109 n 1 4 �- 3 2 0 A 109 n 1 s. �. `lpizc) Lir.) ROH N 25G Cotrmcture munications Su »zo3 str y000 5898 ROHN 6718 West Plank Road P.O. Box 2000 Peoria, Minds 61656 USA PH: 309-697-4400 FAX: 309-697-5612 GENERAL USE The 25 G is a general purpose com- munications or heavy duty T.V. tower which will satisfy a wide range of needs. DESIGN The 25G Is built on a 12-1/2" equilateral triangular design with con- tinuous steel "Zig-Zag" cross bracing, entirely electrically welded and fabri- cated In precision equipment. The 8 "Zig-Zag" braces per 10' section mean more than usual strength for a structure of this size. The ROHN 250 is at least 33% stronger and far more durable than similar size and type towers found on the market today. At the same time, the ROHN production system means lower costs...giving you a tower actually cost- ing less than some other towers. CONSTRUCTION The 25G is an extrordinarily rugged structure, with extra heavy-duty 1-1/4" steel tubing side rails, and continuous steel solid rod bracing electrically welded throughout. Superior strength has always been foremost in ROHN towers, acheived by setting high stand- ards for all steel used.These standards are contantly maintained by scientific testing according to accepted laboratory proccedures, resulting in a level of quality which never varies! FINISH Every 250 receives the ROHN Hot Dip Galvanized long life flnish,the most durable and efficient corrosion protec- tion known. The tower sections, as well as all accessories, are completely hot dip galvanized, both inside and out after fabrication to protect all points of con- struction and welding against cor- rosion. The galvanizing also provides an attractive and long lasting finish. SPECIAL FEATURES The 25G is available both In the standard 10' section length and a spe- cial 7' length which Is UPS shippable The 25G uses double bolted Jolnts...proven the best method of join- ing tower sections for sturdiness and dependability. The extra strength of the No. 25G allows it to be self supporting providing a house bracket is used, and under normal conditions the 25G can rise 35 feet above this bracket . Under most guyed conditions the 250 is suitable to heights of 190 feet. Where special conditions or unusual antenna loadings must be met, we suggest you contact the sales department for com- plete information. Assembly bolts and nuts are located within 1 leg of the tower section. Extra heavyduty 1-1/4" steel tubing side rails Double bolted section joints for high strength Electrically welded Section length Is 10' or 7' Copyright 1989, ROHN Form No. 89-1309 40' TONER 50' TOWER 60' TOWER 70• TOWER 80' TOWER 90' TOWER 100' TOWER I OS' 70' 35.4 110' TOWER ®ORI 5-31 J� 3/16" EHS (1004) 111,4.-:' 1 ® OR 6.7 1 1410:30R1 6.3 I€319°R1 6.1 1 CM ORI 5.9 I MOOR ® ® OR 18.6 I ®ORI 5.41 35' T9, 3/16" EHS (400.) 32' 45' 22' GO. 3/16" EHS (400•) lilli 40'8 J. 3/16" EHS (400.) 28'Ai.32'11P • 65� q S, 3/IB" EHS (4004) 56' 7' ri 25 IIi �S, 3/16" EHS 4004) 64' g,ye•. 56' 28' IIi i 3/IB" EHS (400) 72' 95'1 63' 32' 1611111111111111111h.._:•' <J� /16' 9 - P/N 250900100 P/N 250900040 P/N 250900050 P/N 250900060 P/N 250900070 P/N 250900080 P/N 250900090 P/N 250900110 120' TOWER 130• TOWER 140' TOWER 150' TOWER 160' TOWER 170' TOWER 180' TOWER 186 155' 12t' 190' TOWER ® ORI 4.71 N ' 3/16"EHS (4004) 50' 152' ' glEp OR 1 5.2 1 ORI 5.1 I 1 CIED ORI 5.O I t OR 1 5.0 I 1 CEO ORI 4.9 I OR 4.81 I A OR 4.8 I I 115' 86' 3/16^ THS (4004) :11 '1132 125' 93' . I 31 / 3/16" EHS (4004) •96'04 135;1 101 67'(400483•8793 33' I` s. I 3/16" EFTS 2'� 11 P/N 250900140 145' 116.1 •Ik9 I� i •, 3/100EHS (4004) 120 P/N 250900150 155' 124.1 I I- '4".... 3/16^EHS (4004) 128' P/N 250900160 165 138' 110' �� 3/I6"EHS (400.) ` 50• 136' 176 145' IIB' a�� • 3/16"EHS (4004) ` 50' 144' P/N 250900120 P/N 250900130 P/N 250900170 P/N 250900180 P/N 250900190 00 SEE NOTE 6 ROD ANGLE �N DEGREES _ GENERAL NOTES GROUND LINE 1. TOWER DESIGNS ARE IN ACCORDAACE WITH APPROVED NATIONAL STANDARD B. TOWER DESIGNS AND GUY CHORD D 120'0'0^ TYP. ■ -. E' DETAILS SEE DWG. NO. 8820511 SLOP ANSI/ESA-222-0 (ND ICE). LENGTHS SHOWN ARE BASED ON LEVEL GROUND. ADD 6 PERCENT TO CHORD LENGTHS (FOR SAG AND CONNECTIONS) FOR FINAL CUT 2. ==> ALLOWABLE PROJ. AREA (SO. FT.) FOR R01.140 MEMBER ANTENNAS.LENGTHS. ( ) INDICATES INITIAL TENSION FOR GUY WIRES IN POUNDS AT 60 O ALLOWABLE PROJ. AREA (SO. FT.) FOR FLAT MEMBER ANTENNAS. DEGREES FAHRENHEIT. 3. EQUIVALENT FLAT-PLATE ANTENNA AREAS, BASED ON EIA RS-222-C, • . NOTE+ FOR SPACE REOUIREMENTS VERT., SLOPE HOR 9. DO NOT INSTALL OR DISMANTLE TOWERS WITHIN FALLING DISTANCE OF ELEC- MUST NOT EXCEED ThE AREAS SHOWN FOR FLAT MEMBER ANTENNAS. TRICAL AND/OR TELEPHONE LINES. 4. ANTENNAS AND MOUNTS ARE ASSUMED SYMMETRICALLY PLACED AT THE 10. TOWER ERECTION AND DISMANTLING MUST BE BY QUALIFIED AND EXPERIENCED TOWER APEX. PERSON-EL 5. DESIGNS ASSUME ONE 5/9" DIA. LINE ON EACH TOWER FACE. SEE DWG.IMI NO. C640531 TOWER PLAN O TYPICAL ANCHOR ROD SLOPE 11- TEMPORARY STEEL. GUYS, 18 9°N REDUIRED DURING ERECTION OR DISMANTLING, 6. ANCHOR RADIUS I5 FROM TOWER BASE TO INTERSECTION OF ROD WITH MUST BE SUPPLIED AINSTALLED BY 7)5 ERECTOR. N) 12. INSTALL WARNING PLATE (P/N ACMS) INA HIGHLY VISIBLE LOCATION. 7. FOR GUY HARDWARE INSTALLATION DETAILS 55E DWG. A871362. 13. ALL ANTEN M INSTALLATIONS MUST BE GROWLED IN ACCORDANCE WITH LOCAL AND NATIONAL 00055. 14. EXTRA CABLE CLAMPS HAVE BEEN PROVIDED FOR TLRNBLCXLE SAFETY REQUIRE- MENTS. FOR DETAILS SEE DWG. 6690324 TOWER BASE PIER REF. ON3. 0610621 INNER ANCHOR DATA REF- 0150.1 BLOCK-C620643, ROD-C660415 OUTER ANCHOR DATA REF. OWO.r BLOCK-C6206431 R00-C660415 LATEST REVISION. HT. NO. REAC.BLOCK ROD ROD SLOPE REAC. LBS. BLOCK ROD ROD SLOPE REAC. LBS. LBS. NO. NO. ANGLE HOR. VERT. HOR. VERT. NO. NO. ANGLE HOR. VERT. HOR. VERT. 40' CBI 2,050 4A GAR30 47.6 11 12 850 930 ND_♦ 9e.+.°. Oesneran A Dee ♦(+r 50' CBI 2,600 4A GAC303 41.1 12 10.5 1,350 1,180 U N R 60' CBI 2,820 4A GAC303 41.6 12 10.7 1,440 1,280 -Rohn 70' CBI 3,010 4A GAC303 41.3 12 10.5 1,570 1,380 80' CBI 3,770 4A GAC303 39 12 9.7 2,110 1,710 n°• 90' CBI 4,050 aA Gnc303 38.9 12 9.7 2.300 1.860 GUYING DETAILS FOR 40'-190' 250 TOWERS 100' CBI 4,290 4A GAC303 39 12 9.7 2,440 1,970 90 MPH BASIC WIND SPEED (NO ICE) I I O' CBI 4, 560 4A GAC303 39. I 12 9.7 2,580 2,090 00.4 11.0 r"'ee .p«Aed. mmenuvn. ve Shen in e«ne. 120' CBI 5,390 4A GAC305 37.4 12 9.2 3,250 2,490 .111 NONE Dmm+ey pep 04eim44 F«Don. Angp. 130' CBI 5,660 4A GAC305 37.5 12 9.2 3,420 2,620 140' CBI 5.960 4A GAC305 37.4 12 9.2 3,640 2,7E00 Cn«.a°_ ems_ �1 �.p Metrul Finpn ws�gm (50' CBI 6.930 4A OAC3455 36.5 12 9.0 4,270 3.160 oy Enprnaenne� U.W R°• °.a^mp'• MeprOWrly of UNR-Bonn n .s bet to a bop. 0.ac 14.0 In 1,0101e or .n part Minol e00' 160' CBI 7, 1 1 O 4A OAC3455 36.5 12 9.0 4,460 3,310 �'10,00..0.00. TAMAADDrOreO ," f°-)-g l anwn.enr Approved by vrocrion F.p NOmper 170' CBI 9,140 4A 13AC303 38.7 12 9.6 1,240 990 4A GAC3455 41,9 12 10.8 3,770 3,390 pap 180' CBI 9,480 4A GAC303 40.2 12 10.2 1.230 1,040 48 GAC3455 41.9 12 10.8 3.940 3.530 "0°'0i°° by 001., o.. Drawing Numb. 190' CBI 9,870 - 4A GAC303 42.1 12 10.8 _1,250 1,130.. 4B GAC3455 42.0 _ 12 10.8 4,070 3,660 ""' Z /2 •e9 C870488 5" 5 BAYS AT 15 3/4" EACH 1'-4 3/4" 9' - 4 1/2" 25AG3 f 0 1 3" 25AG TS 2.25 O.D. (14 GA.WALL) NOTE SPECIFICATIONS OF TOP SECTIONS ARE THE SAME AS SECTION NO.250 EXCEPT AS NOTED ABOVE. 1'-0 1/2" SEC. » 9 TS 2.00 O.D. (16 GA. WALL) 5 25AG4 ro' - 0" 25AG l 8' 5 1/2 1.-5 //4^ 25AG5 7 BAYS AT /5 3/4 EACH 1 /// SWAGED TS r . 25 0. D. (16 GA. WALL) BAR 5/16 DIA. P/N 25G SECTION J `13/16 TYP. TS 2.75 0.0. (14 GA. WALL) 25AG2 TYPICAL PLAN VIEW (FOR ALL SECTIONS EXCEPT 29,4041 ((sAe GRADE 3 BOLT ASST.'S REWIRED (3 3/15 "DIA. X11113; "Lf& ( BB.TS) R7 REDRAWN AND REVISED SPEC. 02-16-88 GPW 25G TOWER SECTION PROPERTIES I TEM LEGS BRACES SECTION SIZE Fy A 5 L K KL/r C T M W W4 TS 1.25 ODX.065 WALL 50. 0 0.2420 0.0682 0.0426 0.4196 15. 7500 1.0 37.5 8.43 8.28 N/A 0.82 26. 0 BAR 5/16 DIA. 36. 0 0. 0770 0.0030 0.00047 0.0791 19. 7 0. 70 167.6 0.55 N/A N/A 0.261 14.0 N/A N/A 0. 726 2. 15 15.3 4.59 VARIES 1.0 VARIES N/A N/A 6. 72 4. 0 40. 0 NOMENCLATURE A = CROSS SECTIONAL AREA (SQUARE INCHES) C = COMPRESSION CAPACITY WITH 1/3 INCREASE IN ALLOWABLE STRESS (KIPS) I = MOMENT OF INERTIA ABOUT CENTROIDAL AXIS (INCHES••4) Fy = MINIMUM YIELD STRENGTH (KSI) K = EFFECTIVE LENGTH FACTOR (DIMENSIONLESS) L = L48RACED LENGTH (INCHES) M = MOMENT CAPACITY WITH 1/3 INCREASE IN ALLOWABLE STRESS (FT. -KIPS) N/A= NOT APPLICABLE S = ELASTIC SECTION MODULUS (I/ChE5'.3) T = TENSION CAPACITY WITH 1/3 INCREASE IN ALLOWABLE STRESS (KIPS) RADIUS OF GYRATION (INCHES) W = WEIGHT PER FOOT (POUNDS) Wo = WEIGHT PER SECTION (POLNOS) MOTE. CAPACITIES S -W9 ARE BASED ON ANSI/EIA-222-0-191M No ♦ Rama. Deacn0.an ogle ♦o, UNR-Rohn mme 25G SECTION ASSEMBLY $C41e Unleo Calera,. apau Wa liaM,Mna ere Groan .n acnes NONE Tgerances Drawn pry 0a1e Cae.aale FaCtana Angle GPW 02/16/88 2 = 0 Checked by Data h aler.ei LUSXR- 2-01'88 Apoopry Enp.naa+0rTnn ocean wn oppropec0Cn .Rann to z..,,,,,p5-J7-S4 w anp30nsona a In Dart oto *Waal by Pad0Clgn Cela 1,1e 10.00,. rash waappl Approval by Sklar 0.to Onwlnp Owner >-26- BB C630625 R7 ASSEMBLY P/N &429;] BILL or U4IERW_ (256 &JY a34C' ET) J 4464 46. 1 ITE 1 TO ITEM 2 ITEM 3 11171 2 3 3 5 OESCere J 1 841/2 GUT LINK 6 1 414386 1 menu. (3/6' INrnx) 3 1 21015234 16CLr Ass), 12 xJ 3 1 662.W 1 61r &ACRIT J j Xmas 1 We b,ACKET 6 J n000563 1 ear Ass"' 3/8 x l -I on.a wA I 677041. J 0770404 1 M70896 3373927 cnow4 I AS .Y P/N GA4590 BILL D` Af47ERIAL (45G GUY /PACKET) x 2 3 on J Mr.6 3 d3/6 6 106423 3 2/007264 £4X Guy IJM' mswvlM RINOPILL (5/16' THICK( OOLT ASSY S6 x 3-1/4 WY &PACKET K0192 /MER BRACKET age M wA J C770404 5933393 575NM7 6 RIOM%A 6OLT ASP' 3/8 x /-11 ‘7704°4I ASSSIBLY P/N GA 5D BIL LF M4 IENL'L (55"7 GUY BWO(ET) a.16r1 OMT AU I CaCRIPTAIV 1 4 33/0 16ur LRN 2 6 1 1613424 1 RIMR'RL (Me THICK) 3 J 21005461 1 OOLr 435Y 3/4 . 3-12 ITEM 6 1 4 1 3] gesso 1 air bean 1 51 3 1 KCI92 I lee BRACI424 1 6 J 5 1 2100086A firer Assr 3/136 1-I2 I OVnaI I WA I. WA I 6nwa I 500529 I C7sow2 1 5770404 THIMBLE DATA GUY SOCKET PM )44C/MN MINIA.M 77610 91M110.11 G SIF 642550 644530 645560 1 3/SM1 II/4T41+5/I6 1 9/157744 1 vara-snnMn I 9AIent I/ITH-5/I631/ BRACKET OENT TO CLEAR DIAGONAL TOWER BRACE PLAN VIEW MAXIMUM VERTICAL DOWNPULL I.80 KIPS 3.40 KIPS 3.94 KIPS 21019934 MOWN 007294 2flI466 m Des, Ito. Me UNR-Rohn GUY BRACKET ASSEMBLY FOR 25, 45 6 55 TOWERS e WW1 9/23/8 CB707/0 RI D A B PIER PIN BEARING PLATE [- 4yPROJ. -6. NC. 3L4TERAL T/Ed Avz?2t. ONALL .4/ERNS (.SEE T/E-8,9A, DESA/LS) VERT/CAL RE BARS E9UACLY .fPACEO (-SEE C//ART E� NOTE NO. 1 ) FO!/NDAT/ON PAO `-----.5'OR/ZONTAL RE/NFORC/NG STEEL E9C/AL L Y SPRCEO EACH YYAY Pl (SEE C/69/97";c0,2 NOTE ' GY/ESO /ifl.P/.9BlEJ' /N/'Ols'ED /N,PODFANO ozyz-,P /NSTALL - AT/024,1, /TJ,V,91L se- rUSTDh1E.P,r e/N TALLE, . r .eESAONS/B/L/Ty TD , eo 'DE J'l,PL/C74/.Pf9LLr 90E39U.9TE 1.7/ D,- PTS FOR ,o/E,f' ANC//O.P COAYNECT/ONS. /7-4-7;49/44,1-0 eFENECEs.5,9,Py FO.P 7 /E CUSTOME.P OR /NST.9ll E.f' /O SEC . es TYE Se-,Py/CE OF 9 LOCAL ENG/NEE.€ TO Z>E77E.e,4/1/E T//AT /4'7/4/ CO/YJPL/L'S AY/ TA/ LOCAL .6Z//CO/4/6 CODES. GENERAL NOTES •' CB/ THROCB6 FOP REQU/RED MATER/AL SPEC/F/C/T/ON, INSTALLATION NOTES AND 7CLERANCES SEE DRAW/NNU/48EE 884/300 C87THRUCB/3 • 0 • J. C8/9 cc CB /S 1. i/ERT/CAL RE/NFO.eC/4/i; STEEL /Y/AY ALACED <14/771.9N OPl/ONAL STANDARD .4.47 .90°,9END /97 27077041. 2. BE,9.2/4/6 ,0LAT5 ,°.POV/DED ONLY ON TO/Ye-RS /Y/Tf! TAPERED BASE. * 3. HO.Q/Z, 84RS /N C//ART REFER ONLP' TO 7-r/E BAPS /N r,- f771/,VD47-/ON RAO, u 0 LI T/E BAR OETA/LS D ,(=7/E 'P2 f/ODEO NOTE 7-6-76 ,PE-O.PA{VN-SU,DEPSEDES 06/062/' 2-26.15 NO. DESCRIPTION DATE BY REVISIONS ROHMMANUFACTURING DIVIS,YN 01 (I�/;� TITLE CONCRETE BASE SCHEDULE THIS DRAWING I THE PROPERTY OF ROHN. IT IS NOT TO BE REPRODUCED. COPIED. OR TRACED IN WHOLE OR IN PART WITHOUT OUR WRITTEN CONSENT. 011.E NO. Re. Re 6EN. NOTes ADDEO 884/300 NOTC. 1- 9.85 RKgr DNI -26-15 014.14WI. "IMF. 0114.1.01.11t •Alt 01V[111 IN ADDED LCEA/ERAL NOPE -469 /;P/•ao ✓//0 7 7-75 R0 ,Pf,YOs'fp 'PNS-712-8f.PO.HC4544'3W AO 7. OEIflE S/2 "'Zed' #v4/: .//7/77 7/29//6 GLS eLti M3-7-75 GCS 3 )s•7S * L 000. NO. C 610621 R6 GAF 000.250 2.72 40104 PRINTED IN U.SA. CONCRETE BASE SCHEDULE CB NO. TOWER BASE REACTION DIMENSIONS BEARING PLATE CONC. (CU. YDS) VERTICAL BARS (NO.4.SIZE) H0R12. BARS (NO.g.SIZE) ABC DE F -7 1 /4000 2=0 2=0 0 4=0 0 0 BP 6 .70 4-N0.6 NONE* 2 22000 2=6 2:6 0 4:0 0 0 BP 6 1.00 4-N0.6 NONE* 3 92000 3=0 3=0 0 4=0 0 O BP 6 /.SO 4-N0.6 NONE* 4 44000 3=6 3=6 0 4=0 0 0 8P6 2.70 4N0.6 4'ONE* 5 58000 2'0 4=0 /=0" 4-0 3=3 /=3 8.06 /22 4-4/0.6 6-N0.4 6 74000 2=0 4=6 /=3" 4=0 3=3 /'3 8P 6 /.42 4-A/0.6 6-N0.5 7 90000 2:0 S=0 /=6 4=6 3=9 /=2 6.0/0 /70 8-N0.6 6-N0.5 8 /09000 2=0 5:6 /=9 4=6 3=9 /=3 8P/0 2.00 8-N0.6 6-4/0.5 9 /30000 2=0 6=0 2=0 4:6 3:6 /=6 BP/0 2.50 8-N0.6 7-N0.5 /0 /50000 2=0 6=6 2=3 4:6 3=6 /=6 8P/0 2.90 8-N0.6 8-NO.S /1 /73000 2=6 7=0 2=3 5:0 3'-9 /=9 BP /5 4.00 8-N0.7 8-4/0.6 /2 /98000 2=6 7=6 2=6 5-0 3=9 /-9 BP /5 450 8-N0.7 8-N0.6 /3 224000 2=6 8-0 2=9 5=0 3=9 /=9 80/5 500 3-4/0.7 9-440.6 /4 2S/000 3=0 8=6 2=9 5-0 3=6 2=0 6,0/5 6.50 /2-N0.7 9-N0.7 /5 279000 3=0 9-0 .310 5-0 31.6 2:0 8 .674/5 720 /2-4/0.7 /0-4/0.7 CB/ THROCB6 FOP REQU/RED MATER/AL SPEC/F/C/T/ON, INSTALLATION NOTES AND 7CLERANCES SEE DRAW/NNU/48EE 884/300 C87THRUCB/3 • 0 • J. C8/9 cc CB /S 1. i/ERT/CAL RE/NFO.eC/4/i; STEEL /Y/AY ALACED <14/771.9N OPl/ONAL STANDARD .4.47 .90°,9END /97 27077041. 2. BE,9.2/4/6 ,0LAT5 ,°.POV/DED ONLY ON TO/Ye-RS /Y/Tf! TAPERED BASE. * 3. HO.Q/Z, 84RS /N C//ART REFER ONLP' TO 7-r/E BAPS /N r,- f771/,VD47-/ON RAO, u 0 LI T/E BAR OETA/LS D ,(=7/E 'P2 f/ODEO NOTE 7-6-76 ,PE-O.PA{VN-SU,DEPSEDES 06/062/' 2-26.15 NO. DESCRIPTION DATE BY REVISIONS ROHMMANUFACTURING DIVIS,YN 01 (I�/;� TITLE CONCRETE BASE SCHEDULE THIS DRAWING I THE PROPERTY OF ROHN. IT IS NOT TO BE REPRODUCED. COPIED. OR TRACED IN WHOLE OR IN PART WITHOUT OUR WRITTEN CONSENT. 011.E NO. Re. Re 6EN. NOTes ADDEO 884/300 NOTC. 1- 9.85 RKgr DNI -26-15 014.14WI. "IMF. 0114.1.01.11t •Alt 01V[111 IN ADDED LCEA/ERAL NOPE -469 /;P/•ao ✓//0 7 7-75 R0 ,Pf,YOs'fp 'PNS-712-8f.PO.HC4544'3W AO 7. OEIflE S/2 "'Zed' #v4/: .//7/77 7/29//6 GLS eLti M3-7-75 GCS 3 )s•7S * L 000. NO. C 610621 R6 GAF 000.250 2.72 40104 PRINTED IN U.SA. AI4Y Be S/HSL E OR ' 00081E ROD DEPEN0/NG ON TYPE USED • . . . .• •• . .. •. v ; . . ., //J•V Wcvvcv/,cv'/AY/AW.AWAvr/As v • 0 6 D .PE/JYFORC//VG Rie/.YFO.PC/NG BARS EXC.,/ lYAY BARS EACH OOW BOTH FACES BOTH FACES • • r 2 L - ANC//OR DETA/Z FO.9 6,4C 30 ANCHOR DETA/L FOR GAC .54 56, 57, E 58 SHOWN ON t/ & NO. C 6604/5 'es NOTE: D//Ere 149,ex9BLES /NYOLYED .44/.eO0F94/C OTiyE.P/,YJIALLAl/ONS. /TJW..9LL.BET6YE C!/JTOME.e3-OA'//1J CONNEC70 9 VJ. // . LERJ` 9Y REJAr7,1 S/B/L/Tl' 1V Pfau/DE j e'clae4'.e Y .9.0401f,9TE ..W...PC.e.S P22e .%' € 1 .,NC.:/O.e ALSO Bewe-ceSJARY ,,,--.0e /we- czArra4e.e.e 0.e /NSTA[LE.e 127 JECU.PE/WE -X.E•e,/CEOF,9LOC.9L DE €4t'NE /i929T //Y.fTALLAT/ON C 41AL/EJ /Y/T//LOCAL dY//LD/N4' co.oES EN/'/NEE•E'TO FOR RFOUIRED MATERIAL SPEC/F/CAT/ONs, /NSTALLATION r -- NOTES AND TOLERANCES 3EE DRAW/N6 NUMBER 884/300. GENEeRz Wores • /. d//N/A1UM - "O/Ad1E7.6' RE/4/FORC/NG BARS /N ALL AA/CA/ORS MAX/MUM S/:4C/NG OF /2- EXCERT NO. /0 BLOCK A7A.1'//4/!/, K//lH i/ .S,° C///G OF 6 .' CONCRETE ANCHOP DATA DE/% D BNO.N ANS O.PD/r�1EBNS/ONS (FT)E/flf(!dV HT TE ES.) 1/.0L/FT * LATERAL , (FT) ROD NO. (01/ YD CAPAC/ r(LB�CAPAC/TI'(LBSJ 3 a /. 5 /. 5 / 3/0 .08 .900 4500 3 4 2 2 / 560 . /5 4.320 2000 3 GAC 30 3 c 2.5 2.5 / 870 .23 48/0 2,500 3d 3 3 / 4260 .33 25.35 3,000 3e 3 4 / 4660 .44 4 020 4 000 4 a .5 3 1.5 1,890 .50 3,490 5,850 GAC 30 4,6 3 4 /.5 2520 .67 4,360 7, 800 4 OR 4c 3 S /.5 4 /50 .84 4 985 9, 750 6.1C 34 Id 3 6 /.5 3,780 /. 00 6,090 /4700 4e 4 6 /.5 5,050 /..33 7,660 /4700 Ca 3 4 1.5 2 520 .67 /0,035 /26'00 6b 3 .5 /.5 4 /50 .84 /4600 /5,750 6 GAC 56 6c .3 6 A5 4780 1.00 /3, /50 /8,900 6d 4 6 /. 5 5,050 /. 33 /5,850 /6;900 8 a 3 5 1.5 4/50 .84 22, /50 24750 84 3 6 /.5 3,780 /.00 21,700 26,/00 8 GAC 57 5c 4 6 /.5 5,050 133 28, 500 26,100 8d 6 6 2.0 /0,500 2.67 33,380 33,600 /Oa 3 6 2.0 5,040 1.33 37, 450 43,200 /04 4 6 2.0 6,720 /78 42,700 43,200 /0 GAC 58 /Oc 4 7 2.0 7, 840 2.07 46,800 S0, 400 /00/ .5 7 2.0 9,800 2.59 52.350 50100 /Oe S 9 2.0 /2600 3.33 6/,700 64800 * /MCL UDES SAFETY FWC'TOR OF 2 * * 4t7R,YAL SO /S .4 CONES/✓E TYPE .OI W/r,v A NOR/ZONT.94 CRPRC/TY OF 400 f0!/NQS .0e2 JQU.RE F0OT PER L MICAL. P00T OF DEPTH. ROCK , .%UN - caves/ye SO/LS , ROH Ne MANUFACTURING °'•' OR S.TUA✓9TED OR SUBMERGED .A7/LS ARE NOT 729 8E t,ns CO#C.PETE A#h'O.es Ci7NS/DE-RED PS NOR/VAG . ,P,/ ,PEY/SEO i9NCNOR OETA/G Ono. No. A-112-77 .CLI/ STANDA/9..0 -4,-,z.,- FP0/1 Cm/,ezvI,f/O, 4,/1/77 C9I8 .1/CJ�id Rs? .PfyOlvfO .9DDED wore- 7-4-7‘0,/L "• `"`"":.7 is 1Mt 3.rw • e'.7.0"""%,"1.7.:4 . a►RODVCID, CO►Im. p• iMCle MMp.I n g MD. Re . V/SE ASS/6N .NATE /. /./4-7f 4t&.0 vmmour Dui `"a"^o' a°"sawr. '2b ,0 ,eev-je G7ES/GN.4t'7 /. � r,r ra.COcX //•2/-2 2.4xe • NONE • �•~�� I- "w" """"• -- """m" - 26. GAG -25 WAS GA -25 12.7-79 JER 6LS t'/e*/7.i • = '• /AwrAO. • 45 RJ .VPZ.. ' foe e/.4 A'S -2..'-B P/4/7•d GLS -4-73,.••••••••• -•' �'•A,? �7 '90 QAC30 ,GAL•.eS 6301SY, ff/ D.vc1I.1•Dr. DATE s. ^_7y�w 4-4_73 .• �..r- C6206:1.3 L 6206:.✓ ,e Rig eE' i, '4o7r (ACGEO MA9/T00•NOTE1 I- .85J - REVISIONS 1Z 1-6-%3 sEEtiOTE TXA' 690:2.5-3 6,4C-2.5 -5 &4C 303 9 GAC305 [54,, r -)II S¢ y 7/PE GAAP -25 L $ GAR3C L FD r ii TYPES- GAC- 34,.56 d 57 r� r L r. A— C TYPES - GAC- 58ISO ANCHOR ROD DE TA/LS ANCHOR ROD DATA PART NUMBER EQUALIZER PLATE TYPE DIMENSIONS /N /NCHES A 8 C D T WEIGHT - LBS. ALLCWAELE LCI LBS. •.4k GAR 25 EYE 64 38 8 7.330 GAC 25 3 EE 64 GAC 25 5 EE 64 4t 416. 315 /2 /3 7.330 7. Z'C GAR 30 EYE 84 5/3 7 GAC 303 EE 84 GAC 305 EE 84 316 346 13 14 7.: 7.330 GAC 34 55 GAC 56 55 EJ 84 2 /2 2 3/4 3/6 E✓ /20 GAC 57 55 E✓ /68 21/2 3 11 /2 /1/4 ./N %2 3/4 GAC 58 55 GAC 59 55 E✓ /92 E✓ 240 4 /2 6 /8 �z /746 25 17 c7C 65 49.060 , /25 64.F00 220 9A.100 3/0 129.700 4) TYPE -Ed £QUAL /ZER PLATES ARE USED WITH EYE 8 JAW TURNBUCKLES 31 TYPE -EE EQUALIZER PLATES ARE SUPPLIED /N PA/RS FOR EYE 8 EYE TURNBUCKLES 21 PART NO. SUFFIXES- 1, 3, 5 855 DENOTES -1,30R5 HOLES /N PLATES 11TYPE GAC 25 RODS ARE SUPPLIED WITH TYPE 2534 -EE EQUAL/ZER PLATESIAS IS TYPE G/1030 PUQ) INCLUDES 33 1/3% INC REAS£ ?N AL(AWA&LE S-TESSES. R6 CEL. A -PODS fr l V. CA• ACITIFS ?= AGC P,:, GAR 3;, Gar i- &A.C305 7.23,- 2 --' .94 I.LLaw*d<E ,OCC.. wcS COAL CAPACITY-. ..J.7, !' '.1+ A:1 /'E/ GA/e.ZS 6,4c .8.-:- <'f/i. ARI,. ;I' tr7/AfE,YS/OA/ GY,OS /7".!'(S 9 /S/i: R/ REY/SEO'057R000 D/M. E C.<-a"4C/T% taw -77 0 DELETE''6,,e49,REY/JE CAR B5 R00 /S -z ,p,oe`. ..0 0<.ER1ri3Oa o+,E I x, Rlv,s1o..e ROHiv. MANUFACTURING Ll ANCHOR ROD SCHEDUL E .415 DRww1NG i,PROPS/11vPRORCi, O C i5 1.01 10 St R00.:Co COril o OW TRACE° 11. w..OLE On o< •Ri wIT SCOUT 01, v4/11111.1. COSISLe, ...'.NONE '' ,... -, I.OM •"3.22.73 ,,..1, ..1,».,1,.,,.,.,R R,...,.R,,..«,_ v,,.�- we ..o PREFORMED BIG GRIP COPtIoNAL MMFTHoo OF ATTACHMENT) d/Coleo PENO JLEEYF .e&37 ONALL E.6 6R/Rf 9//6/4 $ENS //I HS RENS WARNS S ENS S CARL E CL RMPS REQ a PER TURNBACK //B HS4E//S 7//6N3 WAS EMS WAS } ICABLECL=AMPS REQ'0. PER TURNBACK 9//6 EHS .5/8 ENS SCAB= CLAAPASREQD. PERTURNBACW f4 EN VE FREE cEOO END of CoU UUY AT SACK CO NECTIOM. SAFETY W\0.E E43 TvRISICKLE CABLE CLAMPS-WACE CABLE CLAMPSCo TIMES CABLE DIA. ONpzTCrr((PDV-BOLIT SHALL BEAR 1/4 ENS WIt% JP To IUTPRHOuaLLCS 'SAC ENS LURE 1-114' TPRNBuckLES Anti LARGER -SAFETY WIRE. LIE TLRIBRCKLE E TURNnuocLE. SINGLE EQUAL\tER It /VOTE.'SEEOWO NO. C 61/ 2//R3 FOR C96le TENrf/ON/NG 4 TORNBUCK/P M9/NTEN9NCEOETF/lp. s-ors3,4069 USE OYERBRE - �\ /-SINGLE ANCHca Fat USMBLE. WHEN ANA PR6FoR V.S R3 CABLE CLAMPS NOTE.' OUT TO YAR/9BLES /AWE PLCO /N.POOF 9N0 OTHER /NSTFL L9T/ONS, /7 oY000L so- Tote CE/JTOMERS OR /A/STRZLFR S RES-PONS/R/E/TY TO PRO✓/OE SZeaCJU.eALLY Roo -pane SUPPORTS' FOR P/ER 1 ANCHOR roNNECT/ONS. /T MAY ALSO Sc' NECESS.9.ey AOR THE CUSTOMER OR /NSTAGLEA' TO SEC&RE THE SE.PY/CEOFALOCwL ENG/NEER TO 4ETE4749/Har T{/AT/NJTALLAT/ON WASPZ/ES /Y/T.S' 4OCf9G B///GO/NG COOEJ7 ES hwP O VI5L E U Te f RE T Rio 4A_ f� At. AaD.`f0-•44-"E/FJ. G&Y!✓/.PE Rg ROOEO NOTE 9i-'5'N.P.// 7-6=76 ems Ro ,40D60 NOTE ' 7e973- 0/41 R/ DEO OBLELY,MPSREQO FERCUYS/ZE N/8 --7f 24' DESCRIPTION OATE BY UNR-Rohn Penes of Ilta uc. TITLE TURNBUCKLE SAFETY METHo05 THIS DRAWLNG IS THE PROPERT OF ROHN. IT FS NOT TO SE REPRODUCED. C PLED. OR TRAC D IN WHOLE OR IN PART WITHOUT OUR WRITTEN CONSENT. NONE K.3DNNEON S 680324 de3 WIRE SIZE ANCHOR ROD TURNBUCKLE THIMBLE 3/ l 6 EHS GAR30 5/8TBE8J 5/ 16THH GAC303, 305 3/8TBE8E 5/ 16THH GAC3455 I /2TBE8 J 5/I6THH GAC5655 5/8TBE&J 5/ 16THH /4 EHS GAR3O 5/8TBE8J 3/8THH GAC303, 305 / /2TBE8E 3/8THH GAC3455 I/2TBE8J 3/8THH GAC5655 5/8TBE8J 3/8THH GAR3O 5/8TBE8J 7/I6THH 5/ 16 EHS GAC3455 5/8TBE8J 7/I6THH GAC5655 5/8TBE8J 7/I6THH GAR3O 5/8TBE8J I /2THH 3/8 EHS GAC3455 5/8TBE8J 1 /2THH GAC5655 5/8TBE8J I /2THH NOTE i THIS CHART APPLICABLE FOR E. I. A. REV. D GUY CHARTS ONLY THIS DRAWING IS THE PROPERTY OF UNR-ROHN. IT IS NOT TO BE REPRODUCED, COPIED OR TRACED IN WHOLE OR IN PART WI THOUT OUR WR I T TEN CONSENT. WDU DATE: 9/30/87 CHECKED BY: 'JLm- DATE: IO - APPROVED BY: EC DATE: lo - 1- 87 DRAWN BY : FILE NUMBER: DRAWING NUMBER: A6713&2 ROHN TITLE: GUY WIRE HARDWARE CHART x12 Ertl TURNBUCKLE MUST J BE USED FOR ANCHORS WITHOUT EOUALIZER PLATES 6 HAVING ONLY ONE GUY — GAR30 ONE WIRE ATTACHMENT (NO EOUALIZER PLATE REO'D) EP25343 GAC303 GAR30..— FOUR WIRE ATTACHMENT NOTE: STAKE ALL NUTS AFTER ASSEM©LY TWO WIRE ATTACHMENT GAC305 THREE WIRE ATTACHMENT x4 BOLT ASSY (TYP) EP25345 -- GAR30 • 3 2s BOLT ASSY (TYP) FIVE WIRE ATTACHMENT GAC305 GAC303 INCREASED R00 LENGTHS; P/N GAC30 WAS GAC25 R3 d P/N GAR30 WAS GAP25 +o.• ,'evrsron Uescrrp!,on THIS DRAWING IS THE PROPERTY OF ROHN. IT IS NOT TO HE REPROOUCEO, COPIED OR TRACED IN WHOLE OR IN PART WITHOUT OUR WRITTEN CONSENT. 6/17/S8 WRF ✓HD K 4 n., ♦ Vote ♦ Nev by ♦ C'kd byrsApro ROHN Seale: NONE Hy Date Drawn: OH 6/6/64 Checked: RAK 6/6/64 CK 6/6/64 Tiff.: ANCHOR ATTACHMENT DETAIL FOR GAR30, GAC303 d GAC305 _ENG. FILO: f Aw1N6 No.: 5640525A R3 ANCHOR BOLT MUST DE STAKED IF PAL NUT OMITTED IL GROUND LUG (IF PROVIDED) GROUND WIRE ATTACHMENT LUG COPPER WIRE (NO.4 MAX.) 1—c MIN. GROUND ROD CLAMP GROUND ROD APPLICATION SELF-SUPPORTING TOWERS 6 GUYED TOWERS WITH ANCHOR BOLTS. ATTACH TO LEG IF CLAMP PROVIDED T ATTACH TO JOINT BOLT IF GROUND WIRE ATTACHMENT LUG PROVIDED ROUND ROO CLAMP GROUND Roo APPLICATION N0. 25, 45, P 55 TOWERS WITH FLAT BASE, GROUND WIRE ATTACHMENT LUG COPPER WIRE ��� COPPER WIRE (NO. 4 MAX.) (N0. 4 MAX.) 6" MIN. ' % ' TG -MIN. GROUND ROD CLAMP GROUND ROD APPLICATION NO. 25, 45, 55, 36, 48, 80,90, CC S DD TOWERS WITH TAPERED BASE. BASE GROUNDING KITS (BGK OR BGKE ATTACH TO LEG IF CLAMP PROVIDED; ATTACH TO BRACE BOLT IF GROUND WIRE ATTACHMENT LUG PROVIDED COPPER WIRE U. 4 MAK) GROUND ROO CLAMP GROUND R.00 APPLICATION NO, 65 f JJ. TOWERS WITH TAPERED BASE, T CLAMP Na 1 GUY WIRE SIZE 3POO28 I X16 THRU z' 340029 h6' THRU EA" 9842L ! W AND /' (3£E INSTALLATION DETAIL 880/36)) COPPER WIRE GROUND ROD CLAMP GROUND ROD GUY WIRE GROUNDING (AGK cR AGKE ) GROUND WIRE ATTACHMENT LUG COPPER WI (NO. 4 MAX.) 6"MIN. NOTE REMOVE ALL SHARP BENDS FROM COPPER WIRE ANCHOR GROUNDING KITS GROUND ROD CLAMP GROUND ROD ANCHOR ROD GROUNDING ( RGK DR RGKE ) 1R2 ADDED GPJ(/ND CLAW PT AO 9842L R, ICHG'0. CLIME NO. ON ASK(AARE DETAIL 6.9.77 MDI Br PI CV 1.1eNa ROHN. EUlemnminxs mo' TOWED GROUNDING METHODS NONE n;JA/x.4 C 731105 AMERICAN NATIONAL STANDARD A58.1-1982 c m 0 CD m --o a d O C ;iI N a3 "V 13c "6 O.m 0 O.0 0 7 w p1;a c > as m D._r Ts O O 0, C C O. o' •-E E E o c O 0 c 0•- ri h j — 0 7 m OC wv ° c m 3 mmc0. m•- U 0..0 m m m •- — m 7<:-°. „m co a y o o m u, m v v�- 0 O m> m00C13 TC N �- N p ` C 0 m0)W 3 D1 m m j N 0 CO > o D U Q NM ill m Z 0 0s CO o �., igt• vo., 11T% 0 } } } s FOUNDATION ANO ANCHOR TOLERANCES ALL TOWERS 1. CONCRETE DIMENSIONS - PLUS OR MINUS 1" (25 mm). 2. DEPTH OF FOUNDATION - PLUS 3" (76 mm) OR MINUS 0". 3. DRILLED FOUNDATIONS OUT OF PLUMB - 1.0 DEGREE. 4. REINFORCING STEEL PLACEMENT - PER A.C.I. 301. 5. PROJECTION OF EMBEDMENTS - PLUS OR MINUS 1/6" (3 mm). 6. VERTICAL EMBEDMENTS OUT OF PLUMB - 1/2 DEGREE. SELF-SUPPORTING TONERS 7. FACE SPREAD DIMENSION CENTER TO CENTER OF ANCHOR BOLT CIRCLES - PLUS OR MINUS 1/16" (2 mm) OR I/16" (2 mm) PER 20 FT (6 m) OF FACE SPREAD. 9. MAXIMUM DISTANCE FROM CENTERLINE OF ANCHOR BOLTS TO CENTERLINE OF FOUNDATION - .1/24 OF PIER DIAMETER UP TO A MAXIMUM OF 2" (51 mm). 9. MAXIMUM DIFFERENCE BETWEEN ANY TWO FOUNDATION ELEVATIONS - 1/2" (13 mm). 10. ANCHOR BOLT SPACING - PLUS OR MINUS 1/16." (2 mm). 11. ANCHOR BOLT CIRCLE ORIENTATION - PLUS OR MINUS 1/4 DEGREE. 12. ANCHOR BOLT CIRCLE DIAMETER - PLUS OR MINUS 1/16" (2 mm). GUYED 7NERS 13. GUY RADIUS - PLUS OR MINUS 3 PERCENT'OF TOWER HEIGHT. 14. ANCHOR ELEVATION - 3 PERCENT OF TOWER HEIGHT ABOVE OR BELOW TOWER BASE. 15. ANCHOR ALIGNMENT (PERPENDICULAR TO GUY RADIUS) - PLUS OR MINUS 0.1 DEGREES 16. ANCHOR ROD SLOPE - PLUS OR MINUS 1.0 DEGREE. 17. GUY INITIAL TENSION - PLUS OR MINUS 10 PERCENT OF VALUE SPECIFIED ON TOWER ASSEMBLY DRAWING. WARNING Ili AFTER ANCHOR BOLTS ARE INSTALLED AND CONCRETE HAS TAKEN ITS INITIAL SET, ANCHOR BOLTS MUST NOT BE MOVED, BENT OR REALIGNED IN ANY MANNER. A NUT LOCKING DEVICE MUST BE INSTALLED ON ALL ANCHOR BOLTS. R3 REDRAWN & REVISED CSR1 9/24/97 THIS DRAWING IS THE PROPERTY OF UNR-ROHN. IT IS NOT TO BE REPRODUCED, COPIED OR TRACED IN WHOLE OR IN PART WITHOUT OUR WRITTEN CONSENT. DRAWN BY: CSR DATE: 6/19/87 UNR-ROHN CHECKED BY: ,ala DATE: 9-25-87 • APP'D. ENG: XK DATE: 9- 25-187 APP'D. SALES: 4 DATE: 2-/2-3B DRAWING NUMBER: A910214R3 TITLE: FOUNDATION AND ANCHOR .TOLERANCES STANDARD FOUNDATION NOTES 1. FOUNDATION DESIGNS ARE IN ACCORDANCE WITH ANSI/EIA-222-0,"STRUCTURAL STANDARDS FOR STEEL ANTENNA TOWERS AND ANTENNA SUPPORTING STRUCTURES", SECTION 7, FOR "NORMAL" SOIL CONDITIONS. "NORMAL" SOIL IS DEFINED AS DRY, COHESIVE SOIL WITH AN ALLOWABLE NET VERTICAL BEARING CAPACITY OF 4000 PSF (192 kPa) AND AN ALLOWABLE NET HORIZONTAL PRESSURE OF 400 PSF PER LINEAL FOOT OF DEPTH (62.8 kPa PER LINEAL METER OF DEPTH) TO A MAXIMUM OF 4000 PSF (192 kPa). 2. THE PURCHASER MUST VERIFY THAT ACTUAL SITE SOIL PARAMETERS MEET OR EXCEED E.I.A. "NORMAL" SOIL PARAMETERS AND THAT THE DEPTH OF STANDARD FOUNDATIONS ARE ADEQUATE BASED ON THE FROST PENETRATION AND/OR ZONE OF SEASONAL MOISTURE VARIATION AT THE SITE. FOUNDATION DESIGN MODIFI- CATIONS MAY BE REQUIRED IN THE EVENT "NORMAL" SOIL PARAMETERS ARE NOT APPLICABLE FOR THE ACTUAL SUBSURFACE CONDITIONS ENCOUNTERED. 3. FOUNDATION DESIGNS ASSUME FIELD INSPECTIONS WILL 8E PERFORMED BY THE PURCHASER'S REPRESENTATIVE TO VERIFY THAT CONSTRUCTION MATERIALS, INSTALLATION METHODS AND ASSUMED DESIGN PARAMETERS ARE ACCEPTABLE BASED ON THE CONDITIONS EXISTING AT THE SITE. 4. WORK SHALL BE IN ACCORDANCE WITH LOCAL CODES, SAFETY REGULATIONS AND UNLESS OTHERWISE NOTED, THE LATEST REVISION OF ACI 3/8, "BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE". PROCEDURES FOR THE PROTECTION OF EXCAVATIONS, EXISTING CONSTRUCTION AND UTILITIES SHALL BE ESTABLISHED PRIOR TO FOUNDATION INSTALLATION. 5. ANCHOR BOLTS SHALL MEET OR EXCEED THE REQUIREMENTS OF ASTM A/93 GR B7 AND A320 GR L7 AND SHALL 8E TIGHTENED TO A SNUG TIGHT CONDITION (FULL EFFORT OF A MAN USING AN ORDINARY SPUD WRENCH). 6. PAL NUTS OR ANCO NUTS SHALL BE INSTALLED ON ALL ANCHOR BOLTS. 7. CONCRETE MATERIALS SHALL CONFORM TO THE APPROPRIATE STATE REQUIREMENTS FOR EXPOSED STRUCTURAL CONCRETE AND SHALL DEVELOP A MINIMUM COMPRESSIVE STRENGTH OF 3000 PSI (20.7 MPa) IN 28 DAYS. 8. PROPORTIONS OF CONCRETE MATERIALS SHALL BE SUITABLE FOR THE INSTALLATION METHOD UTILIZED AND SHALL RESULT IN DURABLE CONCRETE FOR RESISTANCE TO LOCAL ANTICIPATED AGGRESSIVE ACTIONS INCLUDING FREEZING AND THAWING. 9. MAXIMUM SIZE OF AGGREGATE SHALL NOT EXCEED SIZE SUITABLE FOR INSTALLATION METHOD UTILIZED OR ONE-THIRD CLEAR DISTANCE BEHIND OR BETWEEN REINFORCING. 10. REINFORCEMENT SHALL BE DEFORMED AND CONFORM TO THE REQUIREMENTS OF ASTM A6/5 GRADE 60 INCLUDING SUPPLEMENTARY REQUIREMENTS Sl. 11. REINFORCING CAGES SHALL BE BRACED TO RETAIN PROPER DIMENSIONS DURING HANDLING AND THROUGHOUT PLACEMENT OF CONCRETE. 12. WELDING IS PROHIBITED ON REINFORCING STEEL AND EMBEDMENTS. 13. MINIMUM CONCRETE COVER FOR REINFORCEMENT SHALL BE 3 INCHES (76 mm) UNLESS OTHERWISE NOTED. APPROVED SPACERS SHALL BE USED TO INSURE A 3 INCH (76 mm) MINIMUM COVER ON REINFORCEMENT. 14. CONCRETE COVER FROM TOP OF FOUNDATION TO ENDS OF VERTICAL REINFORCEMENT SHALL NOT EXCEED 3 INCHES (76 mm) NOR BE LESS THAN 2 INCHES (51 mm). 15. SPACERS SHALL BE ATTACHED INTERMITTENTLY THROUGHOUT THE ENTIRE LENGTH OF VERTICAL REINFORCING CAGES TO INSURE CONCENTRIC PLACEMENT OF CAGES IN EXCAVATIONS. 16. FOUNDATION DESIGNS ASSUME STRUCTURAL BACKFILL TO BE COMPACTED IN 8 INCH (200 mm) MAXIMUM LAYERS TO 95% OF MAXIMUM DRY DENSITY AT OPTIMUM MOISTURE CONTENT IN ACCORDANCE WITH ASTM D698. ADDITIONALLY STRUCTURAL BACKFILL MUST HAVE A MINIMUM COMPACTED UNIT WEIGHT OF 100 POUNDS PER CUBIC FOOT (16 kN/m3). 17. FOUNDATION DESIGNS ASSUME LEVEL GRADE AT TOWER SITE. 18. FOUNDATION INSTALLATION SHALL BE SUPERVISED BY PERSONNEL KNOWLEDGEABLE AND EXPERIENCED WITH THE PROPOSED FOUNDATION TYPE. CONSTRUCTION SHALL BE IN ACCORDANCE WITH GENERALLY ACCEPTED INSTALLATION PRACTICES. 19. FOR FOUNDATION AND ANCHOR TOLERANCES SEE DRAWING A8/02/4. 20. LOOSE MATERIAL SHALL BE REMOVED FROM BOTTOM OF EXCAVATION PRIOR TO CONCRETE PLACEMENT. SIDES OF EXCAVATION SHALL BE ROUGH AND FREE OF LOOSE CUTTINGS. 21. CONCRETE SHALL BE PLACED IN A MANNER THAT WILL PREVENT SEGREGATION OF CONCRETE MATERIALS AND OTHER OCCURRENCES WHICH MAY DECREASE THE STRENGTH OR DURABILITY OF THE FOUNDATION. 22. FREE FALL CONCRETE MAY BE USED PROVIDED FALL IS VERTICAL DOWN WITHOUT HITTING SIDES OF EXCAVATION, FORMWORK, REINFORCING BARS, FORM TIES, CAGE BRACING OR OTHER OBSTRUCTIONS. UNDER NO CIRCUMSTANCES SHALL CONCRETE FALL THROUGH WATER. 23. CONCRETE SHALL BE PLACED AGAINST UNDISTURBED SOIL EXCEPT FOR PIERS OF PIER AND PAD FOUNDATIONS. FORMS FOR PIERS SHALL BE REMOVED PRIOR TO PLACING STRUCTURAL BACKFILL. 24. CONSTRUCTION JOINTS AT BASES OF PIERS FOR PIER AND PAD FOUNDATIONS SHALL BE INTENTIONALLY ROUGHENED TO A FULL AMPLITUDE OF 1/4 INCH (6 mm). FOUNDATION DESIGNS ASSUME NO OTHER CONSTRUCTION JOINTS. 25. TOP OF FOUNDATION OUTSIDE LIMITS OF ANCHOR BOLTS SHALL BE SLOPED TO DRAIN WITH A FLOATED FINISH. AREA INSIDE LIMITS OF ANCHOR BOLTS SHALL BE LEVEL WITH A SCRATCHED FINISH. 26. EXPOSED EDGES OF CONCRETE SHALL BE CHAMFERED 3/4" X 3/4" (19 mm X 19 mm) MINIMUM. R51 REVISED 11/19/87 CSR No.A Revision Description A Date A8y UNR-Rohn Tide FOUNDATION MATERIAL SPECIFICATIONS, INSTALLATION NOTES AND TOLERANCES Scale NONE Drawn by CSR 6/17/87 Unless otherwise specified. dimensions are given in inches. Tolerances Date Decimals Fractions Angles Checked yi/� by • 1/6/88 Approved by Engineering Xk l/6/B8' Oat! Material Finish Weight Date This drawing is the property of UNR•Robn. It is not to be reproduced. copied or traced in whole or in part without our written consent. Approved by Production Date File Number Approved by Sales Date Drawing Number 1-2-88 8841300R5