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BLD92-0479 Final Radio Tower - BLD Permit / Conditions - 6/19/1992
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O 7C (A a x to Cn H H H • .O • • 3 a •• V rn s. sg s9 s9 & s rD CD j c j m -• ED cn rn � 3 3 -- z v -' °U Cn H m •U •U 3 0 O - o �a o m © Z m 3> C w •• a a x ;o -{ C7 3> 7� m H z rn ..rn 3> = t j •• m -H t o j rn ` ' Q Q N W X � V J 0 ol f (D W O Q 0 0 Q OD 0 OD CONCRETE MECHANICAL MOBILE HOME Footings-Setback date by Ribbons date `)—)3—U� by Gas Piping date b Foundation Walls date by Set Up date by INSULATION date by BG/SLAB Insulation Floors Final date FRAMING by date by date by Walls FIRE DEPT. date by date by date by PLUMBING OTHER Groundwork Attic date by date by D.W.V. WALLBOARD NAILING date by date by Water Line FINAL INSPECTION date by date �.—U_ by �j e date by BUILDING PERMIT APPLICATION MASON COUNTY DEPARTMENT of GENERAL SERVICES 426 W.CEDAR/P.O. BOX 186 SHELTON,WASHINGTON 98584 427-9670 DATE ISSUED IK C-1 Y f L,i f,- M PERMIT NO.ISSUED,'? A- y A 4 OWNER NAME MAILADDRESS CITY&STATE' ZIP PHONE (Z'04) M) ?s&, -Tim bF-iz Cc, i,,FR#9nkI'n . e�2�� Qk) 943-124 1) DIRECTIONS TO JOB SITE 7 m v So,19 S-t- 1,62r W"r c,--) f4 lu"t'i", t'&0zk+--it +-o 5;t-nPSo-,--) I-?D%A-b(rnAXW5-L-L-44 RL)4hF;fl S IE 3 rn 1 44 PARCEL LEGAL] DESCR SE. e(!4Z NUMBER oc) (:)?-Obo 1 4 -1,W I �m -jk-c 4 uT NAME MAIL ADDRESS CITY&STATE ZIP PHONE LICENSE NO. CONTRACTOR USE OF Si. f�j(p' 1*111,1k)z BUILDING CLASS OF NEW ADDITION ALTERATION REPAIR �MOVE IREMOVE WORK ✓ I I I I DESCRIBE WORK GiA Y I 06D Fz)oT- CommPeCim— F-, M. -RA-p'it->-T6WE#;EL AREA: NUMBER OF: PLEASE INDICATE: NOTICE SEPARATE PERMITS ARE REQUIRED FOR PLUMBING, HEATING, VENTILATING OR AIR RESIDENCE _SqFt STORIES SHORELINE El CONDITIONING. BASEMENT-SqFt BEDROOMS PRIMARY RES.D THIS PERMIT BECOMES NULL AND VOID IF WORK OR CONSTRUCTION AUTHORIZED IS NOT DECKS -SqFt BATHROOMS SEASONAL RES.0 COMMENCED WITHIN 180 DAYS, OR IF CONSTRUCTION 08 WORK IS SUSPENDED OR ABANDONED FOR A PERIOD OF 180 DAYS AT ANY TIME AFTER WORK IS COMMENCED. CARPORT- SqFt FIREPLACE IS CARPORT/GARAGE GARAGE SqFt ATTACHED 0 DETACHED El OWNERS AFFIDAVIT CONTRACTORS AFFIDAVIT I CERTIFY THAT I AM EXEMPT FROM THE REQUIREMENTS OF THE CONTRACTORS I CERTIFY THAT I AM A CURRENTLY REGISTERED CONTRACTOR IN THE STATE OF REGISTRATION LAW RCW 18.27, AND AM AWARE OF THE MASON COUNTY ORDINANCE WASHINGTON AND I AM AWARE OF THE ORDINANCE REQUIREMENTS REGULATING THE REQUIREMENTS FOR WHICH THIS PERMIT IS ISSUED AND THAT ALL WORK DONE WILL BE WORK FOR WHICH THE PERMIT IS ISSUED AND ALL WORK DONE WILL BE IN IN CONFORMANCE THEREWITH. NO CHANGES SHALL BE MADE WITHOUT FIRST CONFORMANCE THEREWITH.NO CHANGES SHALL BE MADE WITHOUT FIRST OBTAINING OBTAINING APPROVAL FROM THE BUILDING DEPARTMENT. APPROVAL FROM THE BUILDING DEPrTMENT. XOWNER DATE X BYW DATE FOR OFFICE USE ONLY DEPARTMENT YJES&APPROVEDNO- YES DEPARTMENT APPROVEDNo BUILDING VALUATION -- HEALTH IUA PUBLIC WORKS FEE PLANNING FIRE MARSHAL BUILDING PERMIT D.O.T. BUILDING q PLAN CHECK SPECIAL CONDITIONS BUILDING GROUP PRE-INSPECTION SHORELINE WOODSTOVE PLUMBING MECHANICAL STATE BUILDING FEE AP�LlrION ACCEPTED By PLANS C ECK BY- AP(R(�ED�FOR ISSUANCE PERMIT VALIDATION TOTAL CAS CK MO �; BUILDING PERMIT PLOT PLAN MASON COUNTY DEPARTMENT of GENERAL SERVICES P.O. Box 186 SHELTON, W SHINGTON 98584 427-9670 DATE ISSUED 4q. f?(V(Y-j .',p 11 kA. } ..r PERMIT NO. OWNER NAME MAIL ADDRESS ! &STATE ZIP PHONE' i. DIRECTIONS TO JOB SITE fin, t, hF,, r, 7 mI' Sn. t Sh WiryA!d IP74W ern HiwA,, 107r > : PARCEL LEGAL NUMBER :z DESCA V1�'` I' ,. �, Indicate below: C(Property lines and dimensions. 0` Easements and roads. O Septic, drainfield and reserve area, or sewer. O Septic tank and drainfield setback distances from foundations O' Location of proposed construction on property. O Building& septic system setback distances from all property lines&. easements. Indicate North O Well and water line. In Circle O Saltwater, fakes, rivers, streams, wetlands, drainage. O Attach copy of septic system"as built" or septic permit approval O Indicate topography profile of property and structure on reverse side. \) C i i/We Cerny that the proposer ; to the dimensions and uses shown above and that J� jlm e without first obtaining approval VW3dSN1 9Nlalina NO' SIGNATURE OF OWNER(S)OR AUTHORIZED REPRESENTATIVE` 00 NOT WPITE BELOW THIS LINE dO00r1�i n TOPOGRAPHY PROFILE OF PROPERTY AND LOCATION OF STRUCTURE 7- dri7 0 V. to r t i S HARBO --�-- +— — r 1 -v< l \� J act t cn Mpk �� m o m W N D m a r� r 0) OD `J 9 I O ! n�►V `�W,V� `js O, N � _ �7 z O .dam m r e .D cv CAI_' m � � LJ..J FTOD nj- ID CD N �cocn^' I � CD �W B T N m ODU) r Nwr,V m �DW mm `g \ lu T 1 � ►1 W.D � 13 `D IM ~ '- a m �i D '• y �. . .�r RECEIVED WHITACRE Irt°r+u iNEERS INC. SPECIFICATIONS FOR 1 each 180 FT by 18 INCH FACE GUYED COMMUNICATIONS TOWER OLYMPIA, WASHINGTON FOR: KGY, INCORPORATED P.O. BOX 1249 OLYMPIA, WA 98507 CONTACT: TOM TROTZER BY: - MAGNUM TOWERS, INC. tP 9370 ELDER CREEK ROAD APF SACRAMENTO, CALIFORNIA 95829 W�30N BUILDING INSPECTOR (916) 381-5053 nT TO APP VAL MTI JOB NO. 1124-92 e�OfES i F. Q v- rNE OAyl1J,'Fy� w1ASyf�'�sC�► w No C 38041cc OF CA m Civiv 468 `�51.SIa�JALE�G 1 GENERAL NOTES 1. Fabrication, erection and materials shall conform with the AISC "Specifications for Structural Steel Buildings, Allowable Stress Design and Plastic Design", June 1, 1989, with Commentary, 9th Edition. 2. Structural steel shalt conform with ASTM A36. 3. All steel shall be hot-dip galvanized after fabrication in accordance with ASTM Standard Specification A123. All galvanizing damaged by field welding or other causes shall be touched up with two coats of zinc-rich paint. 4. All structural steel shall be constructed plumb and true to line. Temporary bracing shall be installed and shall be left in place until other means are provided to adequately brace the structure. 5. Standard holes for bolts shall be the same nominal diameter as the bolt plus 1/16 inch unless noted otherwise. 6. Provide adequate hardened washers under nuts so that bolts may be pulled up tight. 7. High strength bolts (HSB) and nuts shall conform with ASTM A325 and shall be furnished and installed complete with hardened washers. 8. High strength bolted connections shall conform to provisions of the "Specifications for Structural Joints Using A325 or A490 Bolts" as approved by the Research Council on Riveted and Bolted Structural Joints of the Engineering Foundation, 1978. The owner's testing laboratory shall certify the adequacy of the high strength bolt installation. 9. It is the responsibility of the erector(s) to comply with the pertinent sections of all OSHA requirements as they apply to this project. The Engineer of Record and the Owner do not accept any responsibility for the erectors' failure to comply with these requirements. 10. It shall be the exclusive responsibility of the erector(s) and the Owner to safeguard all existing structures affected by this construction. 11. Contractors shall verify all dimensions and conditions before proceeding with the work. 12. The Erector(s) shall notify the Fabricator and the Engineer of Record where a conflict occurs on any of the contract drawings or documents. The Erector(s) shall not take delivery of, or erect any portion of, the structure that is in conflict until such conflict is resolved with the affected parties. DESIGN CRITERIA 1. Refer to Section 2311 (a), paragraph 2, of the 1988 Uniform Building Code. Tower masts and their guy wires are subject to vortex shedding and must be designed by the "approved national standard" referred to in that paragraph. Although not stated, it was intended that ASCE 7-88 (formerly ANSI A58.1-1982) "Minimum Design Loads for Buildings and Other Structures" serve as the design code. Load factors and allowable stresses for the tower are based on the American Society of Civil Engineers document ASCE 7-88 and the AISC Specifications, 9th Edition, with a one-third stress increase taken for wind and seismic loads. 2. Tower design forces are based on 80 MPH basic wind speed without icing and 70 MPH basic wind speed concurrent with 1/21, radial icing; exposure type 'C', category 1; I=1.00. The tower is designed to support only the equipment and feeds shown on structural drawing page 1. The addition of equipment which contributes to the dead or wind load on the tower is strictly prohibited without prior written approval for such additions by the Engineer of Record or by a Civil or Structural Engineer licensed to practice in the State of Washington. WELDING REQUIREMENTS 1. Welding shall be done by the electric-arc or electro-flux process in accordance with AWS Standards using only certified welders. All butt welds shall have complete penetration unless noted otherwise on plans. All welds shall be cleaned of slag before galvanizing. 2. All welds shall be full penetration butt welds unless noted otherwise on the plans. 3. All splice welds (to increase member length) shall be full penetration butt welds and shall be ground flush at all exposed surfaces. The soundness of all full penetration butt welds (to increase member length) shall be certified by an independent testing laboratory. 4. Where welding of galvanized members and pipe is required, all galvanizing and scale shall be ground 1/2 inch clear of the weld interface. INSTALLING GUYS AND PLUMBING TOWER 1. Tower guys shall be tensioned accurately to assure the adequate performance of the tower. 2. Plumb the tower in calm weather only (15 MPH winds maximum). Wind loads on the tower and guy wires changes the tension in all guys. 3. The three permanent guys at the lowest guy attachment level should be fastened to the tower first. THEN ALL GUYS AT THIS LEVEL SHALL BE PULLED TO THE ANCHORS SIMULTANEOUSLY. Use proper tensioning equipment. Tension guy wires to the specified pre-tension, plus or minus 5 percent. 4. All permanent guys shall be installed progressively up the tower in similar fashion. ALL guys at a level shall ALWAYS be pulled to the anchors simultaneously to avoid damaging the tower. 5. Plumb of the tower, winds, uneven terrain and temperature are factors which affect guy tensions. If the tower site is level, the weather is calm, and anchor distances and elevations are equal, the tensions in all three guys at a guy level will be equal when the tower is plumb. 6. Plumb of the tower shall ALWAYS be checked simultaneously with at least two transits. One transit shall be set up sighting in the direction parallel to one guy and the second transit shall be set up to sight perpendicular to this direction and along a face of the tower. TOWER GUYS AND RIGGING 1. Guy wires shall be Philtystran HPTG non-metallic rope or Extra High Strength (ENS) grade galvanized steel strand manufactured in accordance with ASTM specification A122. Galvanized coatings shall be manufactured in accordance with ASTM designation A475. 2. Minimum ultimate (breaking) strengths shall be as follows: 5/1611 diam Extra High Strength steel strand -- 11,200 lbs. 3. All guy connections and tightening devices shall be galvanized or non-metallic and shall have ultimate strengths nominally equivalent to that of the guy wires, unless otherwise shown on the plans. 4. Guys shall be installed with an initial tension as shown on structural drawing sheet S1. 5. Guy tension shall be checked at least twice annually, preferably following severe wind storms. FOUNDATION CONCRETE AND DESIGN 1. Concrete shall have an ultimate compressive strength of at least 2500 psi at 28 days and shall contain 5.5 sacks of cement per cubic yard, minimum. 2. Reinforcing bars shall conform to ASTM A615 - Grade 40, minimum. Provide 3" minimum clearance at all sides placed against soil except as noted otherwise on plans. 3. Structural footing excavations shall be cleaned of all loose material prior to placing concrete. Foundations shall bear against firm, dry, undisturbed natural ground. 4. Cement shalt conform to ASTM C-150, Type I or II. Natural sand and rock aggregates shall conform to ASTM C-33. 5. Welding of reinforcing steel shalt conform to AWS D12.1 using proper low hydrogen electrodes. Tack welding of or to rebar is strictly prohibited. 6. Reinforcing steel shall be fabricated according to the "Manual of Standard Practice for Reinforced Concrete Construction" of the Concrete Reinforcing Steel Institute, latest edition. 7. Foundation design is based on a basic allowable bearing value of 1500 psf at a depth of 12 inches below natural ground surface or final grade. A one-third increase in bearing value is taken for wind and seismic loads. The basic allowable bearing value is also increased 20 percent for each additional foot of depth below 12 inches. 9. Uplift forces are resisted by the dead weight of the concrete anchors plus the weight of soil within a 30 degree angle from vertical projecting outward from the base of the concrete deadman anchor. Lateral forces on the guy anchors are resisted by an equivalent passive fluid pressure of 150 psf per foot of depth projected on the vertical face of the deadman anchors, increased one-third for wind and seismic loads. Concrete and soil are considered to weigh 150 and 100 pounds per cubic foot, respectively. Job Cam,uY&D FN� Tovqe2 Job No. MAGNUM TOWERS, INC. Client ��G`(' (�•1G, Ol ymP/a r WA (124�Z 9370 Elder Creek Road Sacramento, CA 95829 Designed by DtND Date 51 /9 /92 Page of 916/381-5053 DGGtGr4 SuMtAA2`( cf r<> = ASce "7-68 W INQ� 9�0 MPH basic s�lecc2 Wriioc.� �c/�g I <a ncl +X e,Xis "�C7 MP�I basic w/i�ol s�eec� ExPosu�E : �G7&- tee �ompu far- �la�e cA-rc-cioQY b c r- +{Scat I1 -s.--'-`- ScALA PEZ-45c5U + x i s 9 Gs pt,,A-2E w/ 691 (eon 2 \11-0 +�a�xis � � A `< (e4C� I DA x x Poo C 3 41 u UF S 2 _ T� l2ao see I tyPtccal 2 +or 17117,1 .r- i T o T v L .b JUil I f�o x i�°`o GuYEv FM MAGNUM JO° 'V°• MAGNUM TOWERS, INC. k�Y� yPi I I12A 9370 Elder Creek Road Client INC_ ------ Sacramento, CA 95829 Designed by Cj►^/_t�> Date S/ /9 /` 'Z Page 2- of 916/381-5053 Tye,"Cal /8 �Q X �- -- N d f � I Gj o G ti / e �OC Urs 1-7. 125 nei- 1 N - unio 1 - jrz, -- — +owtr" ie_� Iro Q�pFESS1p� @y,AE DANo C g.I c s e+ r OF CA��F® 'Job { 60 x 15"/,, G(j YED F:fA Towerz Job No. MAGNUM TOWERS, INC. Client kC�Y , I N C. { 24 Z 9370 Elderl,Creek Road _ Sacramento, CA 95829 Designed by Date, / �9/ 'I2 Page 3 of 916/381-5053 'ROfESStog,9 au No C 38041 m �T9r VIV rFi_.CA 0 o ; to i `r I " diam by 12" long shear pin at center 3' clr I " diameter x 12` long shear pin thru 1 /4" x 3 i/4' chamfer at all 13' diameter bearing Plate exposed edges , typical 3 proj, 24' s9gh by 2'6. hgh pedestal *3 ties at 6"oc max Voo N 8 - #6 Vert O 2 11 , M cv 12 v d 4 - #4 x 3'6" long each way at bottom 4' 0" s9uare Concrete: fc - 2500 psi at 28 days , minimum D E T A I L ( N.T.S. 5.5 sucks cement per cubic yard, minumum 3 Rebar: ASTM A615. Grade 40. minimum Job f SO x 18°ILA CIuYG-o FM Job No. MAGNUM TOWERS, INC. Client 1<6y � f N C. ((d MP"` wP' 4 j2t/'q Z 9370 Elder Creek Road Sacramento, CA 95829 Designed by Date 5/ �`�/ �2 Page 4 of 916/381-5053 1/2` Plate anchor head 1 /2" by 12" E&J turnbuckle typicoI 450 */- 20 #4 at 1 2" o c transverse R - 115' 0" maximum / #4 at 6"oc m a x (-- o (�I ` O)by 10'3" I on9 soli d co roultd-XC 6 hot-dip galvanized anchor rod - coat rod with 3 fiber asphalt emulsion from top of concrete to anchor o head v _ d ° O� ° eQ ti r0 �°• �\ L 5x5x5/ 16" 1 parallel to guyline 3'0' wide x24' long perpendicular to guyline-( x 5'0" long ) I /2" xxx f' - 2500 psi at 28 days . minimum 16 5. 5 socks cement per cubic yard , minimum plate \ Rebar : ASTM A615 - Grade 40. minimum ral�G�/ p ���g1ayNE 0.4 9!�` Q.' GUY ANCHOR DETAIL I No C3s1014' rn N.T.S . civil �- CAot 'Q Job �go� I gC u(�d'A FM Towe_r Job No. MAGNUM TOWERS, INC. Client k(�aY 12q�2 9370 Elder Creek Road Sacramento, CA 95829 Designed by Date �9/q2 page S of 916/381-5053 to ft '22 t�2ux G�4�` an 442 ga -;,r 2-V+ A32S err-eurrd 1� tc► �-'Ic�ngc _ I Q +O wd r l ec3 4 � ��a9e»al brc1CG I � i Z h p� I--i �j hori,2o»�Q� f�r'QcG tb� afESS1; �tAE DR9m) Nj��I`�� 4�. No C 38041 rn jr rn `.1Z f Q 4 �y h c V � `Q � and base pla+e +0 base 61 —N m Ca21�' -�5.C.. or A 419'7 L a4e 4.hwie_e7 -TYPICAL 181%1 X 20-Oi` TAPEAZEC� f5ASE DF--7A( L Job I �x ti�3�l.�. Gz FI%A 1'6w'4cr- Job No. MAGNUM TOWELS, INC. Client �CCa''{ !1Z/�Z 9370 Elder Creek Road Sacramento, CA 95829 Designod by Date d / ' /92 Page Cv of 916/381-5063 WincJ a�� ae,�d ,�,�c/s C e .ASCE '1-�38 (r�or<►'+cr y ,q/JSZ'-�'(�£�.�_� 112 Taw cX 9�1 irid ��ic1i S�� C4 f0,jQ 68?5 � a .4,3� - D. 376 1,��r.� rt G 0 Iz IP ro,Y. k: 44 LA 6G55vlend 41 c.� So li w�Vr%� r ric �1 >: 00 Y. (I-Y 10) x 1.12 x (.¢x /6� � S?7 Of Cv1�C �r.:Ao + /Ca2.l A =G, �X�.L s t M �a. ICY r 4-0 cjo' GulNire W�nad', LL s/]p�� DL ir� l. ic r,1z � CI.z+'Z �'%� I `4-x �'�' }� . 2.t 0"14*�¢.�`5 ,+x t23.S '(�$# F' - •I d'7�}x 1.2 3a x ��� t?7. 52-1�}S z i35- ._...._ ... �- Job 18c�� t����u �d FM Towc�- .lob No. MAGNUM TOWERS, INC. Client {�. Y' 1.t� 9370 Elder Creek Road Sacramento, CA 95829 Designed py Date / 11 /�12 Page *7 of 916/381-5053 .b`rl i'r3cl avt c�; �eat�l L a.�.� 1�i�ajr-wa w► _ I } I I � az W �� 13>�s� _1'% � ��/.�4*u � � to �� c 2G►,�'' '�, ��{� • (5G,5 8 1 I r a 3 q 2- Zo 514/. µ + gw ,. - �'"I � �_y- .,..,. a ►i •.., � � i + �' � I ` � Q a �, '�.0 .. 29�4� ✓ vj �5.D '► 1.5 4 - : 2p1. P45 'lOw 2 p0 c(1 f 1 . + Job l ..'x I 6,. 6uy� FM Towe_.r .yob No. MAGNUM TOWERS, INC. Client, 4/4,Z 9370 Eider Creek Road Sacramento, CA 95829 Designed py C)W Q Date +•.ice / /'i2 Page of 916/381-5053 I 44-�-• r"a' � � 444- 7T r rr /dng x 0 4'W ic+/c 2�7r, C k 64.ram' Ver"7��� Cap 'x 3 'xZ'X tsdg�—(oc# S�+ '�orx 5 X3r+ /l x 5'115 L1 S e r/Once z4 Se' d 4' r c/ b,'`rc�w r0 O.-n / 5y r�c� C.2. r-a/ 4-G•� �,o� Z NO G ^-A-A,K. 4-n!w v%s v e-r -p. a i rt + , t � "J� f a'X {8'16 G-wY&D `1`aw6 MAGNUM TOW EI RS, INC. ' Ciieht <�`� i !�Z 9370 Elder Creek Goad Du�niod by Date 2 / 27 /85 Page 10 of __. . L. 016/381.5053 r Sacramento, CA 95829 d ' 19.5" P1IA--NNELS I � rtn/r= 7.35� F -36 ��I ' y m8c LU 73.5' (n. Ma R Z' WEBS 'I max!L-' 'I S' 2275 "1' 125' mi h d: .3425" SIZE A kL/r allow P TwrShr w' ' t L/ftoftwr 3/$.... 1{0 F21,87 / t77 38 0.85 .196 g5, 4587'k 7 I //8 007 7roA-7Z 4822' 8S52* '.I.0 1 , hit, 3/4 442 �3.q3 7531 /3,44¢ ` 1.5 is y t � o Dfi WE$5 max L=25.2 Miln!d '. A kL/r allow TwrS4 wt fto f!tw" 7 67tGi.23 /t 1.29 5/8 .307 129.o2 -, 1.04 i m. kko 3/4 .442 107.52 5304 6230 1:50it 7/8 .601 9�.1cs 8588* �� 205 LEGS 14 _ �,.o :_;._,. I I LBS SIZE. A kL/r, allow P Leg wt Twr. wt. a ' I: 3/4 .4418 . 104 5509# ; 1.503 ' , 106�_ 7/8 013 : 89' ; 861.1'f 2.04 J2.2 '(max � 54-:51') 7854. , .78;., .. 12 240" 2.67 14.1 ON .994 69' 16 430 .3.38 16.2 ("jt 1.227 . ;, ,63 .. 21,030'� 4.18 18.6x 57 26 300* 5.05 -.1/2' 1.767 . 52 .:32, 110" 6.01 24.1 '(r +.►K ;jNs 31.65') L: I�hcludes <I/2"horiz and ding nd 2 bolt ,xi 5/8"splice FE JOB 160 K ISV�p Guyed 44 Tower JOB NO. /124 -�j2 PAGE PROPERTIES - STEEL GUY WIRE EHS = EXTRA HIGH STRENGTH GRADE E = 14 , 000 ksi fu = 170 ksi B. S. = BRIDGE STRAND GRADE (B. S. 19) - E = 19 , 000 ksi fu = 200 ksi NOMINAL APPROX. WEIGHT ULTIMATE . INITIAL EAI DIAMETER AREA (lb/in) STRENGTH TENSION (kips) . (inches) (sq. in. (lbs) @ 10% Tu 3/16" EHS . 0214 . 0067 3 ,990 400 299. 6 1/ EH 3 101 6 650 7Q0 498. 4 5/16" EHS . 0661 0188 11,200 1200 925. 4 3/ EH5 0802 0228 15 ,400 16 1, 122. 8 7/16" EHS . 1170 . 0333 20,800 2100 1,638. 0 1/2" EHS 1520 . 0431 26 ,700 2700 2 , 128. 0 9/16 EHS . 1970 . 0559 35 , 0.00 3500 2 ,758. 0 5/8" EHS . 2390 . 0678 42 ,400 4300 3 , 346. 0 3/4" EHS . 3390 . 0963 58 , 300 5800 4 , 746. 0 7/8" EHS . 4650 . 1318 79 ,700 8000 6 ,510. 0 1" EHS . 6090 . 1728 104,500 10,500 8 , 526. 0 1-1/8" EHS . 7910 . 2243 130 ,800 13 , 000 11, 074. 0 1-1/4" EHS 9810 . 2781 ' 162 ,200 16 , 000 13 ,734. 0 9/16" B. S. . 1940 . 0550 38 , 000 3800 3 ,686. 0 5/8" B. S. . 2380 0675 48 , 000 4800 4, 522. 0 3/4" B. S. . 3409 0967 68 , 000 6800 6 , 477. 1 7/8 B. S. . 4584 . 1300 92 , 000 9200 8 ,709. 6 1" BvS.. . 6083 . 1725 122 , 000 12 , 000 11,557. 7 1-1/16" B. S. . 6770 . '1975 138 , 000 14 , 000 12 , 863. 0 1-1/8 B. S. . 7910 . 2243 158 ,200 16 , 000 15 , 029. 0 1-1/4'' B. S. . 9380 . 2733 192 , 000 19 , 000 17 , 822. 0 1-3/8" B. S. 1. 1300 . 3308 232 , 000 23 , 000 21, 470. 0 1. 3500 . 3942 276 , 000 27 , 500 25 , 650. 0 1-5/8 B. S. 1, 5900 . 4625 324, 000 32 , 500 30,210. 0 1-3/4 B. S. • 1. 8400 . 5358 376 , 000 37 , 500 34 ,960. 0 1-7/8" B. S. 2. 1100 . 6158 432 , 000 43 , 000 40, 090. 0 ?" B. S. 2. 4000 . 7000 490, 000 49 , 000 45 ,600. 0 2-1/4" B. S. 3. 0400 . 8867 620, 000 62 , 000 57 ,760. 0 2-1/2" B. S. 3. 7500 1. 0942 752 , 000 75 , 000 71,250.' 0 180 Foot Tall by 18" Face Triangular Guyed Tower - Olympia, NA - MTI #1124-92 Code: ASCE 7-88 (ANSI A58.1-1982), 70 mph basic wind speed, exp. type 'C', category 1; I=1.00 1 2 Client: KGY, INC - Tom Trotzer Date Processed: May 19, 1992 Loading: -Y axis wind load plus dead load, guy wire prestress and icing INPUT: NODES = 11 SUPPORT CONDITION = PINNED NODAL LOADS = 8 MODULUS = 29500000.psi NODAL LOAD INPUT DATA: NODE NO. DIRECTION COORD. NO. LOADING (lbs) 3 Y 14 -268.0 5 Y 26 -387.0 7 Y 38 -527.0 9 Tx 52 10130.0 10 Y 56 -682.0 11 X 61 -100.0 11 Y 62 -577.0 11 Tx 64 5193.0 180 Foot Tail by 18" Face Triangular Guyed Tower - Olympia, WA - MTI #1124-92 Code: ASCE 7-88 (ANSI A58.1-1982), 70 mph basic wind speed, exp. type 'C', category 1; 1=1.00 Client: KGY, INC - Tom Trotzer Date Processed: May 19, 1992 Loading: -Y axis wind load plus dead load, guy wire prestress and icing INPUT:(CONT'D) TOWER SECTION PROPERTY INPUT DATA: NUMBER COMMON = 1 MORE SECTIONS = 1 LENGTH = 270.00 inches MC = 1 sq in sq in lbs/ft lbs/ft lbs/ft inches inches LEG AREA = 1.2270 DIA AREA - .3068 wDL = 29.45 WLy = -20.53 WLz = .00 DD = 18.00 DL = 19.50 NUMBER COMMON = 1 MORE SECTIONS = 1 LENGTH = 270.00 inches MC = 0 NUMBER COMMON = 1 MORE SECTIONS = 1 LENGTH = 270.00 inches MC = 1 sq in sq in lbs/tt lbs/ft lbs/ft inches inches LEG AREA = 1.2270 DIA AREA = .3068 wDL = 29.45 WLy = -25.04 WLz = .00 DD = 18.00 DL = 19.50 NUMBER COMMON - 1 MORE SECTIONS = 1 LENGTH = 270.00 inches MC = 0 NUMBER COMMON = 1 MORE SECTIONS = 1 LENGTH = 270.00 inches ) MC = 1 sq in sq in lbs/ft lbs/ft ibs/ft inches inches LEG AREA = 1.2270 DIA AREA = .3068 wDL = 29.45 WLy = -28.10 WLz = .00 DD = 18.00 DL = 19.50 NUMBER COMMON = 1 MORE SECTIONS = 1 LENGTH = 270.00 inches MC = 0 NUMBER COMMON = 1 MORE SECTIONS = 1 LENGTH = 258.00 inches MC = 1 sq in sq in lbs/ft lbs/ft lbs/ft inches inches LEG AREA = 1.2270 DIA AREA = .3068 wDL = 29.45 WLy = -30.51 WLz = .00 DD = 18.00 DL = 19.50 NUMBER COMMON = 1 MORE SECTIONS = 1 LENGTH = 120.00 inches MC = 1 sq in sq in lbs/ft lbs/ft lbs/ft inches inches LEG AREA = 1.2270 DIA AREA = .3068 wDL = 44.95 WLy = -57.91 WLz = .00 DD = 18.00 DL = 19.50 NUMBER COMMON = 1 MORE SECTIONS = 1 LENGTH = 138.00 inches MC = 1 sq in sq in lbs/ft lbs/ft lbs/ft inches inches LEG AREA = 1.2270 DIA AREA - .3068 wDL = 29.45 WLy = -30.51 WLz = .00 DD = 18.00 DL = 19.50 NUMBER COMMON = 1 MORE SECTIONS = 0 LENGTH = 24.00 inches MC = 0 j i I ill. , 180 Foot Tall by 18" Face Triangular Guyed Tower - Olympia, WA - MTI #1124-92 Code: ASCE 7-88 (ANSI A58.1-1982), 70 mph basic wind speed, exp. type 'C', category 1; I=1.00 Client: KGY, INC - Tan Trotzer Date Processed: May 19, 1992 Loading: -Y axis wind load plus dead load, guy wire prestress and icing INPUT:(CONT'D) GUY DATA: TOTAL NO. OF GUYS = 12 GUYED NODES = 4 NODES X Y z Y1 zl EA EAI WEIGHT PRESTRESS (ft) (ft) (ft) (inches) (inches) (lbs) (Lbs) (lbs/in) (Lbs) 3 1 45.000 -115.000 .000 -10.392 .000 925400. 925400. .0633 1200. 3 1 45.000 57.500 99.593 5.196 9.000 925400. 925400. .0633 1200. 3 1 45.000 57.500 -99.593 5.196 -9.000 925400. 925400. .0633 1200. 5 1 90.000 -115.000 .000 -10.392 .000 925400. 925400. .0633 1200. 5 1 90.000 57.500 99.593 5.196 9.000 925400. 925400. .0633 1200. 5 1 90.000 57.500 -99.593 5.196 -9.000 925400. 925400. .0633 1200. 7 1 135.000 -115.000 .000 -10.392 .000 925400. 925400. .0633 1200. 7 1 135.000 57.500 99.593 5.196 9.000 925400. 925400. .0633 1200. 7 1 135.000 57.500 -99.593 5.196 -9.000 925400. 925400. .0633 1200. 10 1 178.000 -115.000 .000 -10.392 .000 925400. 925400. .0633 1200. 10 1 1178.000 57.500 99.593 5.196 9.000 925400. 925400. .0633 1200. 10 1 178.000 57.500 -99.593 5.196 -9.000 925400. 925400. .0633 1200. 180 Foot Tell by 18" Face Triangular Guyed Tower - Olympia, WA - MTI #1124-92 Code: ASCE 7-88 (ANSI A58.1-1982), 70 mph basic wind speed, exp. type 'C', category 1; I=1.00 Client: KG1!, INC - Tom Trotzer Date Processed: May 19, 1992 Loading: -Y axis wind load plus dead load, guy wire prestress and icing OUTPUT: NODE DISP X DISP Y DISP Z ROTA X ROTA Y ROTA Z (inches) (inches) (inches) (radians) (radians) (radians) 1 .00000 .00000 .00000 .00000 .00000 -.00508 2 -.00001 -1.32173 .00000 .02356 .00000 -.00445 3 -.00001 -2.54393 .00000 .04712 .00000 -.00560 4 -.00002 -4.51440 .00000 .07068 .00000 -.00875 5 -.00002 -7.42249 .00000 .09424 .00000 -.01387 6 -,00002 -12.07528 .00000 .11780 .00000 -.01942 7 -1100003 -17.76113 .00000 .14136 .00000 -.02308 8 -.00003 -24.12233 .00000 .16387 .00000 -.02444 9 -.00003 -26.97657 .00000 .17434 .00000 -.02305 10 -.00003 -30.05161 .00000 .17842 .00000 -.02196 11 -.00003 -30.58340 .00000 .17913 .00000 -.02199 i 180 Foot Tall by 18" Face Triangular Guyed Tower - Olympia, WA - MTI #1124-92 ` Code: ASCE 7-88 (ANSI A58.1-1982), 70 mph basic wind speed, exp. type 'C', category 1; 1=1.00 I Client: KGY, INC . Tom Trotzer Date Processed: May 19, 1992 Loading: -Y axis wind load plus dead toad, guy wire prestress and icing GUY WIRE OUTPUT DATA: GUY NO. DISPLACEMENT CABLE FORCE NEW EA (inches) (lbs) (lbs) 1 2.3902 537. 412668. 2 1.1951 1832. 781456. 3 1.1951 1832. 781457. 4 -5.9341 348. 252256. 5 2.9670 2609. 831140. 6 2.9670 2609. 831141. 7 11.7001 262. 170245. 8 5.8500 3569. 861753. 9 5.8500 3569. 861753. 10 -16.4997 238. 147675. 11 8.2498 4023. 870486. 12 8.2498 4023. 870486. 180 Foot Tell by 18" Face Triangular Guyed Tower - Olympia, NA - MTI #1124-92 I Code: ASCE, 7-88 (ANSI A58.1-1982), 70 mph basic wind speed, exp. type 'C', category 1; I=1.00 Client: KGY, INC - Tom Trotzer Date Processed: May 19, 1992 Loading: -Y axis wind load plus dead load, guy wire prestress and icing OUTPUT:(CONTOD) BEAM FORCES: BM AXIAL SHEAR Y SHEAR Z TORSION MOMENT Y MOMENT Z LEG 1 LEG 2 LEG 3 NO. (Lbs) (lbs) (Lbs) (lb-in) (Lb-in) (lb-in) (Lbs) (Lbs) (Lbs) 1 23108. 217. 0. -15323. 0. 0. 7703. 7703. 7703. 1 r22445. 245. 0. 15323. 0. 26414. -5787. -8329. -8329. 2 22445. -245. 0. -15323. 0. -26414. 5787. 8329. 8329. 2 -21783. 706. 0. 15323. 0. -74994. -12072. -4855. -4855. 3 20252. 232. 0. -15323. 0. 79898. 11876. 4188. 4188. 3 719590. 332. 0. 15323. 0. -54283. -10012. -4789. -4789. 4 19590. -332. 0. -15323. 0. 54283. 10012. 4789. 4789. 4 -18927. 0. 15323. 0. -164086. -16835. -1046. -1046.ED 5 15497. 498. 0. -15323. 0. 178567. 16621. -562. -562. 5 714834. 134. 0. 15323. 0. -59012. -8731. -3052. -3052.. 6 14834. -134. 0. -15323. 0. 59013. 8731. 3052. 3052. 6 14172. 766. 0. 15323. 0. -98265. -11028. -1572. -1572. 7 8539. 851. 0. -15323. 0. 124424. 10828. -1145. -1145. 7 -7906. -195. 0. 15323. 0. 62698. 1387. -4646. -4646. 8 7906. 195. 0. -15323. 0. -62697. -1387. 4646. 4646. 8 -7456. 384. 0. 15323. 0. 73243. 2213. -4835. -4835. 9 7456. -384. 0. -5193. 0. -73242. -2213. 4835. 4835. 9 -7118. 735. 0. 5193. 0. 18392. -1193. -2963. -2963. 10 159. 638. 0. -5193. 0. 14645. 992. -417. -417. 10 -100. -577. 0. 5193. 0. -2. -33. -33. -33. I 180 Foot Tall by 1811 Face Triangular Guyed Tower - Olympia, WA - MTI #1124-92 Code: ASCE 7-88 (ANSI A58.1-1982), 70 mph basic wind speed, exp. type 'C', category 1; I=1.00 Client: KGY, INC - Tom Trotzer Date Processed: May 19, 1992 Loading: +Y axis wind toad plus dead toad, guy wire prestress and icing INPUT: NODES = 11 SUPPORT CONDITION = PINNED NODAL LOADS = 8 MODULUS = 29500000.psi NODAL LOAD INPUT DATA: NODE NO. DIRECTION COORD. NO. LOADING O bs) 3 Y 14 268.0 5 Y 26 387.0 7 Y 38 527.0 9 Tx 52 10130.0 10 Y 56 682.0 11 X 61 -100.0 11 Y 62 5 77.0 11 Tx 64 5193.0 �I 180 Foot Tall by 18" Face Triangular Guyed Tower - Olympia, WA - MTI #1124-92 Code: ASCE 7-88 (ANSI A58.1-1982), 70 mph basic wind speed, exp. type 'C', category 1; I=1.00 I� Client: KGY, INC - Tom Trotzer Date Processed: May 19, 1992 Loading: +Y axis wind load plus dead load, guy wire prestress and icing INPUT:(CONT'D) TOWER SECTION PROPERTY INPUT DATA: NUMBER COMMON = 1 MORE SECTIONS = 1 LENGTH = 270.00 inches MC = 1 sq in sq in lbs/ft lbs/ft lbs/ft inches inches LEG AREA = 1.2270 DIA AREA = .3068 wDL = 29.45 WLy = 20.53 WLz = .00 DD = 18.00 DL = 19.50 NUMBER COMMON = 1 MORE SECTIONS = 1 LENGTH = 270.00 inches MC = 0 NUMBER COMMON = 1 MORE SECTIONS = 1 LENGTH = 270.00 inches MC = 1 sq in sq in lbs/ft lbs/ft lbs/ft inches inches LEG AREA = 1.2270 DIA AREA = .3068 wDL = 29.45 WLy = 25.04 WLz = 00 DD = 18.00 DL = 19.50 NUMBER COMMON = 1 MORE SECTIONS = 1 LENGTH = 270.00 inches MC = 0 NUMBER COMMON = 1 MORE SECTIONS = 1 LENGTH = 270.00 inches MC = 1 sq in sq in lbs/ft lbs/ft lbs/ft inches inches LEG AREA = 1.2270 DIA AREA = .3068 wDL = 29.45 WLy = 28.10 WLz = .00 DD = 18.00 DL = 19.50 NUMBER COMMON = 1 MORE SECTIONS = 1 LENGTH = 270.00 inches MC = 0 NUMBER COMMON = 1 MORE SECTIONS = 1 LENGTH = 258.00 inches MC = 1 sq in sq in lbs/ft lbs/ft lbs/ft inches inches LEG AREA = 1.2270 DIA AREA a .3068 wDL ■ 29.45 WLy = 30.51 WLz = .00 DD = 18.00 DL = 19.50 NUMBER COMMON = 1 MORE SECTIONS = 1 LENGTH = 120.00 inches MC = 1 sq in sq in lbs/ft lbs/ft lbs/ft inches inches LEG AREA = 1.2270 DIA AREA = .3068 wDL = 44.95 WLy = 57.91 WLz = .00 DD = 18.00 DL = 19.50 NUMBER COMMON = 1 MORE SECTIONS = 1 LENGTH = 138.00 inches MC = 1 sq in sq in lbs/ft lbs/ft lbs/ft inches inches LEG AREA 1.2270 DIA AREA = .3068 wDL = 29.45 WLy = 30.51 WLz = .00 DD = 18.00 DL = 19.50 NUMBER COMMON = 1 MORE SECTIONS = 0 LENGTH = 24.00 inches MC = 0 180 Foot Tall by 18" Face Triangular Guyed Tower - Olympia, WA - MTI #1124-92 Code: ASCE 7-88 (ANSI A58.1-1982), 70 mph basic wind speed, exp. type 'C', category 1; 1=1.00 20 Client: KGY, INC - Tom Trotzer Date Processed: May 19, 1992 Loading: +Y axis wind load plus dead load, guy wire prestress and icing INPUT:(CONT'D) GUY DATA: TOTAL NO. OF GUYS = 12 GUYED NODES = 4 NODES X Y z Y1 21 EA EAI WEIGHT PRESTRESS (ft) (ft) (ft) (inches) (inches) (lbs) (Lbs) (lbs/in) (lbs) 3 1 45.000 -115.000 .000 -10.392 .000 925400. 925400. .0633 1200. 3 1 45.000 57.500 99.593 5.196 9.000 925400. 925400. .0633 1200. 3 1 45.000 57.500 -99.593 5.196 -9.000 925400. 925400. .0633 1200. 5 1 90.000 -115.000 .000 -10.392 .000 925400. 925400. .0633 1200. 5 1 90.000 57.500 99.593 5.196 9.000 925400. 925400. .0633 1200. 5 1 90.000 57.500 -99.593 5.196 -9.000 925400. 925400. .0633 1200. 7 1 135.000 -115.000 .000 -10.392 .000 925400. 925400. .0633 1200. 7 1 135.000 57.500 99.593 5.196 9.000 925400. 925400. .0633 1200. 7 1 135.000 57.500 -99.593 5.196 -9.000 925400. 925400. .0633 1200. 10 1 178.000 -115.000 .000 -10.392 .000 925400. 925400. .0633 1200. 10 1 178.000 57.500 99.593 5.196 9.000 925400. 925400. .0633 1200. 10 1 178.000 57.500 -99.593 5.196 -9.000 925400. 925400. .0633 1200. 180 Foot Tall by 181' Face Triangular Guyed Tower - Olympia, WA - MTI #1124-92 Code: ASCE 7-88 (ANSI A58.1-1982), 70 mph basic wind speed, exp. type 'C', category 1; I=1.00 1 Client: KGY, INC - Tom Trotzer Date Processed: May 19, 1992 Loading: +Y axis wind load plus dead load, guy wire prestress and icing OUTPUT: NODE DISP X DISP Y DISP Z ROTA X ROTA Y ROTA Z (inches) (inches) (inches) (radians) (radians) (radians) 1 .00000 .00000 .00000 .00000 .00000 .00451 2 -.00000 1.13381 .00000 .02356 .00000 .00345 3 -.00001 1.93548 .00000 .04712 .00000 .00333 4 -.00001 3.04096 .00000 .07068 .00000 .00441 5 -.00002 4.42405 .00000 .09424 .00000 .00685 6 -.00002 6.82419 .00000 .11780 .00000 .00988 7 -.00002 9.67662 .00000 .14136 .00000 .01185 8 -.00002 13.01658 .00000 .16387 .00000 .01240 9 -.00002 14.41294 .00000 .17434 .00000 .01084 10 -.00002 15.79766 .00000 .17842 .00000 .00972 11 -.00002 16.03553 .00000 .17913 .00000 .00975 V 180 Foot Tall by 1811 Face Triangular Guyed Tower - Olympia, WA - MTI #1124-92 Code: ASCE 7-88 (ANSI A58.1-1982), 70 mph basic wind speed, exp. type 'C', category 1; I=1.00 Client: KGY, INC - Tom Trotzer Date Processed: May 19, 1992 Loading: +Y axis wind load plus dead load, guy wire prestress and icing GUY WIRE OUTPUT DATA: GUY NO. DISPLACEMENT CABLE FORCE NEW EA (inches) (lbs) (Lbs) 1 1.8150 2191. 809300. 2 -.9075 843. 583143. 3 -.9075 843. 583143. 4 3.5278 2897. 842975. 5 -1.7639 687. 509031. 6 -1.7639 687. 509031. 7 6.3687 3793. 866378. 8 -3.1844 558. 429366. 9 -3.1844 558. 429366. 10 8.6576 4173. 873092. 11 -4.3288 518. 400422. 12 -4.3288 518. 400422. a 180 Foot Tall by 1811 Face Triangular Guyed Tower - Olympia, WA - MTI #1124-92 Code: ASCE 7-88 (ANSI A58.1-1982), 70 mph basic wind speed, exp. type 'C', category 1; I=1.00 2 Client: KGY, INC - Tom Trotzer Date Processed: May 19, 1992 Loading: +Y axis wind load plus dead load, guy wire prestress and icing OUTPUT:(CONTID) BEAM FORCES: BM AXIAL SHEAR Y SHEAR Z TORSION MOMENT Y MOMENT Z LEG 1 LEG 2 LEG 3 NO. (lbs) (lbs) (lbs) (lb-in) (Lb-in) (lb-in) (lbs) (lbs) (lbs) 1 17713. -326. 0. -15323. 0. 0. 5904. 5904. 5904. 1 -17050. -136. 0. 15323. 0. -45260. -8587. -4232. -4232. 2 17050. 136. 0. -15323. 0. 45260. 8587. 4232. 4232. 2 -16387. -598. 0. 15323. 0. 40519. -2863. -6762. -6762. 3 14975. -389. 0. -15323. 0. -45625. 2065. 6455. 6455 3 -14312. -174. 0. 15323. 0. 422. -4744. -4784. -4784 4 14312. 174. 0. -15323. 0. -423. 4744. 4784. 4784 4 -13650. -738. 0. 15323. 0. 104210. 2135. -7893. -7893 5 11018. -616. 0. -15323. 0. -118365. -3921. 7469. 7469 5 -10355. -16. 0. 15323. 0. 11817. -2694. -3831. -3831. 6 10355. 16. 0. -15323. 0. -11817. 2694. 3831. 3831. 6 -9692. -649. 0. 15323. 0. 73019. 1453. -5573. -5573. 7 5956. -923. 0. -15323. 0. -98619. -4341. 5149. 5149. 7 -5323. 267. 0. 15323. 0. -73671. -6500. 589. 589. 8 5323. -267. 0. -15323. 0. 73669. 6500. -589. -589. 8 -4873. -312. 0. 15323. 0. -78072. -6633. 880. 880. 9 4873. 312. 0. -5193. 0. 78071. 6633. -880. -880. 9 -4535. -663. 0. 5193. 0. -17288. -2621. -957. -957. 10 159. -638. 0. -5193. 0. -14610. -884. 522. 522. 10 -100. 577. 0. 5193. 0. 0. -33. -33. -33. 180 Foot Tall by 1811 Face Triangular Guyed Tower - Olympia, WA - MTI #1124-92 Code: ASCE 7-88 (ANSI A58.1-1982), 70 mph basic wind speed, exp. type 'C', category 1; 1=1.00 Client: KGY, INC - Tom Trotzer Date Processed: May 19, 1992 24 Loading: +Z axis wind toad plus dead load, guy wire prestress and icing INPUT: NODES = 11 SUPPORT CONDITION = PINNED NODAL LOADS = 8 MODULUS = 29500000.psi NODAL LOAD INPUT DATA: NODE NO. DIRECTION COORD. NO. LOADING (lbs) 3 Z 15 268.0 5 Z 27 387.0 7 Z 39 527.0 9 Tx 52 10130.0 10 Z 57 682.0 11 X 61 -100.0 11 Z 63 577.0 11 Tx 64 5193.0 180 Foot Tall by 18" Face Triangular Guyed Tower - Olympia, WA - MTI #1124-92 Code: ASCE 7-88 (ANSI A58.1-1982), 70 mph basic wind speed, exp. type 'C', category 1; I=1.00 Client: KGY, INC - Tom Trotzer Date Processed: May 19, 1992 Loading: +Z axis wind load plus dead load, guy wire prestress and icing 1NPUT:(CONT'D) TOWER SECTION PROPERTY INPUT DATA: NUMBER COMMON = 1 MORE SECTIONS = 1 LENGTH = 270.00 inches MC = 1 sq in sq in lbs/ft lbs/ft lbs/ft inches inches LEG AREA = 1.2270 DIA AREA = .3068 wDL = 29.45 WLy = .00 WLz = 20.53 DD = 18.00 DL = 19.50 NUMBER COMMON = 1 MORE SECTIONS = 1 LENGTH = 270.00 inches MC = 0 NUMBER COMMON = 1 MORE SECTIONS = 1 LENGTH = 270.00 inches MC = 1 sq in sq in lbs/ft lbs/ft lbs/ft inches inches LEG AREA = 1.2270 DIA AREA = .3068 wDL = 29.45 WLy = .00 WLz = 25.04 DD = 18.00 DL = 19.50 NUMBER COMMON = 1 MORE SECTIONS = 1 LENGTH = 270.00 inches MC = 0 NUMBER COMMON = 1 MORE SECTIONS = 1 LENGTH = 270.00 inches MC = 1 sq in sq in lbs/ft lbs/ft lbs/ft inches inches LEG AREA = 1.2270 DIA AREA = .3068 wDL = 29.45 WLy = .00 WLz = 28.10 DD = 18.00 DL = 19.50 NUMBER COMMON = 1 MORE SECTIONS = 1 LENGTH = 270.00 inches MC = 0 NUMBER COMMON = 1 MORE SECTIONS = 1 LENGTH = 258.00 inches MC = 1 sq in sq in lbs/ft lbs/ft lbs/ft inches inches LEG AREA = 1.2270 DIA AREA = .3068 wDL = 29.45 WLy = .00 WLz = 30.51 DD = 18.00 DL = 19.50 NUMBER COMMON = 1 MORE SECTIONS = 1 LENGTH = 120.00 inches MC = 1 sq in sq in lbs/ft lbs/ft lbs/ft inches inches LEG AREA = 1.2270 DIA AREA = .3068 wDL = 44.95 WLy = .00 WLz = 57.91 DD = 18.00 DL = 19.50 NUMBER COMMON = 1 MORE SECTIONS = 1 LENGTH = 138.00 inches MC = 1 sq in sq in lbs/ft lbs/ft lbs/ft inches inches LEG AREA = 1.2270 DIA AREA = .3068 wDL = 29.45 WLy = .00 WLz = 30.51 DD = 18.00 DL = 19.50 NUMBER COMMON = 1 MORE SECTIONS = 0 LENGTH = 24.00 inches MC = 0 180 Foot Tall by 181' Face Triangular Guyed Tower - Olympia, WA - MTI #1124-92 Code: ASCE 7-88 (ANSI A58.1-1982), 70 mph basic wind speed, exp. type 'C', category 1; I=1.00 �^ Client: KGY, INC - Tom Trotzer Date Processed: May 19, 1992 �Q Loading: +Z axis wind load plus dead load, guy wire prestress and icing INPUT:(CONT'D) GUY DATA: TOTAL NO. OF GUYS = 12 GUYED NODES = 4 NODES X Y Z Y1 Z1 EA EAI WEIGHT PRESTRESS (ft) (ft) (ft) (inches) (inches) (lbs) (lbs) (lbs/in) (lbs) 3 1 45.000 -115.000 .000 -10.392 .000 925400. 925400. .0633 1200. 3 1 45.000 57.500 99.593 5.196 9.000 925400. 925400. .0633 1200. 3 1 45.000 57.500 -99.593 5.196 -9.000 925400. 925400. .0633 1200. 5 1 90.000 -115.000 .000 -10.392 .000 925400. 925400. .0633 1200. 5 1 90.000 57.500 99.593 5.196 9.000 925400. 925400. .0633 1200. 5 1 90.000 57.500 -99.593 5.196 -9.000 925400. 925400. .0633 1200. 7 1 135.000 -115.000 .000 -10.392 .000 925400. 925400. .0633 1200. 7 1 135.000 57.500 99.593 5.196 9.000 925400. 925400. .0633 1200. 7 1 135.000 57.500 -99.593 5.196 -9.000 925400. 925400. .0633 1200. 10 1 178.000 -115.000 .000 -10.392 .000 925400. 925400. .0633 1200. 10 1 178.000 57.506 99.593 5.196 9.000 925400. 925400. .0633 1200. 10 1 178.000 57.500 -99.593 5.196 -9.000 925400. 925400. .0633 1200. 180 Foot Tall by 18" Face Triangular Guyed Tower - Olympia, WA - MTI #1124-92 Code: ASCE 7-88 (ANSI A58.1-1982), 70 mph basic wind speed, exp. type 'C', category 1; I=1.00 Client: KGY, INC - Tom Trotzer Date Processed: May 19, 1992 Loading: +Z axis wind load plus dead load, guy wire prestress and icing OUTPUT: NODE DISP X DISP Y DISP z ROTA X ROTA Y ROTA Z (inches) (inches) (inches) (radians) (radians) (radians) 1 .00000 .00000 .00000 .00000 -.00515 .00030 2 -.00001 .09817 1.27405 .02356 -.00401 .00053 3 -.00001 .31784 2.30795 .04712 -.00466 .00117 4 -.00001 .75978 3.93504 .07068 -.00708 .00218 5 -.00002 1.51814 6.26731 .09424 -.01126 .00346 6 -.00002 2.62300 10.07658 .11780 -.01579 .00464 7 -.00003 3.99082 14.65625 .14136 -.01857 .00539 8 -.00003 5.43236 19.76332 .16387 -.01925 .00573 9 -.00003 6.12592 21.98683 .17434 -.01773 .00581 10 -.00003 6.93038 24.32280 .17842 -.01657 .00583 11 -.00003 7.07032 24.72510 .17913 -.01660 .00583 180 Foot Tall by 18" Face Triangular Guyed Tower - Olympia, WA - MTI #1124-92 Code: ASCE 7-88 (ANSI A58.1-1982), 70 mph basic wind speed, exp. type 'C', category 1; I=1.00 Client: KGY, INC - Tom Trotzer Date Processed: May 19, 1992 Loading: +Z axis wind load plus dead load, guy wire prestress and icing GUY WIRE OUTPUT DATA: GUY NO. DISPLACEMENT CABLE FORCE NEW EA (inches) (lbs) (lbs) 1 .3004 1345. 716013. 2 -2.0268 586. 448918. 3 1.7264 2139. 806251. 4 1.2177 1736. 771633. 5 -4.9457 385. 288944. 6 3.7279 3001. 846686. 7 2.6305 2202. 809893. 8 -9.6733 293. 199651. 9 7.0427 4084. 871527. 10 3.8117 2434. 823375. 11 -13.4619 270. 175673. 12 9.6501 ���45+34.. 878439. r f 180 Foot Tall by 18" Face Triangular Guyed Tower - Olympia, WA - MTI #1124-92 Code: ASCE 7-88 (ANSI A58.1-1982), 70 mph basic wind speed, exp. type 'C', category 1; 1=1.00 Client: KGY, INC - Tom Trotzer Date Processed: May 19, 1992 Loading: +Z axis wind load plus dead load, guy wire prestress and icing OUTPUT:(CONT'D) BEAM FORCES: BM AXIAL SHEAR Y SHEAR Z TORSION MOMENT Y MOMENT Z LEG 1 LEG 2 LEG 3 NO. (lbs) (lbs) (lbs) (lb-in) (Lb-in) (lb-in) (lbs) (lbs) (lbs) 1 21283. 44. -234. -15323. 0. 0. 7094. 7094. 7094. 1 -20620. -44. -228. 15323. 27435. 9923. -6237. -5668. -8716. 2 20620. 44. 228. -15323. -27435. -9923. 6237. 5668. 8716 2 -19958. -44. -690. 15323. -75590. 17454. -5533. -11412. -3013 3 18475. 61. -294. -15323. 80680. -17387. 5043. 11198. 2234 3 -17812. -61. -270. 15323. -47991. 25777. -4284. -9430. -4098. 4 17812. 61. 270. -15323. 47990. -25777. 4284. 9430. 4098 4 -17149. -61. -833. 15323. -156209. 28937. -3860. -15323. 2034. 5 13993. 26. -564. -15323. 170719. -29215. 2790. 15086. -3883_ 5 -13330. -26. -68. 15323. -51915. 21316. -3076. -8011. -2243. 6 13330. 26. 68. -15323. 51915. -21316. 3076. 8011. 2243. 6 -12668. -26. -701. 15323. -96320. 10731. -3534. -9918. 784. 7 7660. 18. -902. -15323. 122295. -10834. 1858. 9695. -3893. 7 -7026. -18. 246. 15323. 63094. 4928. -2026. 1005. -6005. 8 7026. 18. -246. -15323. -63095. -4929. 2026. -1005. 6006. 8 -6577. -18. -334. 15323. 72909. 2386. -2039. 1782. -6319. 9 6577. 18. 334. -5193. -72910. -2386. 2039. -1782. 6319. 9 -6238. -18. -684. 5193. 17607. -267. -2097. -1093. -3049. 10 159. 0. -638. -5193. 14635. -19. 52. 867. -759. 10 -100. 0. 577. 5193. 2. 0. -33. -33. -33.