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HomeMy WebLinkAboutDrawings1 Fairholm Avenue Peoria, IL 61603 USA Phone 309-566-3000 FAX 309-566-3079 March 29, 2018 Mountain Radio Systems Attn: Mike Kelly 489 '/a 28'Y2 Road Grand Junction, CO. 81501 Reference: Grass Mesa, Garfield County, CO. 145' RT Tower File Number: 224954 Enclosed, please find the following for your use: c Lpic:, Drawing Number Dcscripiion 3 224954-01-D1 Design Drawing Sealed for the State of Colorado 3 224954-01-F1 Foundation 3 B090548R2 Standard Foundation Notes Contact Phone Number: 970 986 0042 Email Also: mike@mmps.net Sincerely, JD Long Mike Hurst crp Products for a Growing World of Technology® 1 Fairholm Avenue Peoria, IL 61603 USA Phone: (309)-566-3000 Fax: (309)-566-3079 DATE: MARCH 29, 2018 PURCHASER: MOUNTAIN RADIO SYSTEMS PROJECT: 145 FT RT SELF SUPPORT TOWER GRASS MESA, COLORADO FILE NUMBER:224954 DRAWINGS: 224954-01-D1, 224954-01-F1, B090548 I CERTIFY THAT THE REFERENCED DRAWINGS WERE PREPARED UNDER MY SUPERVISION IN ACCORDANCE WITH THE DESIGN AND LOADING CRITERIA SPECIFIED BY THE PURCHASER AND THAT I AM A REGISTERED PROFESSIONAL ENGINEER UNDER THE LAWS OF THE STATE OF COLORADO. THE REFERENCED FOUNDATION DESIGN 15 BASED ON PRESUMPTIVE SOIL PARAMETERS. A GEOTECHNICAL SITE INVESTIGATION SHALL BE PERFORMED PRIOR TO INSTALLATION FOR COMPETENT PROFESSIONAL EXAMINATION AND VALIDATION OF THE SUITABILITY OF THE PRESUMPTIVE SOIL PARAMETERS FOR THE SITE. CERTIFIED BY: DATE: 3 2-9 /8 me 411 411 1,01 atiwt . 32775 Products for a Growing World of Technology® NOMINAL TOP SPREAD y 1137 I .af1I CHANGE R1T06 RIT0) 61110 R1T12 60114 RTT18 NOMINAL BASE SPREAD — — ... iow0RaDW/pwwdFa DESIGN WIND LOAD PER ANSI/IA-22220: A5CE 2-16 ULTIMATE WIND SPEED (NO ICE) = 109 MPH STRUCTURE C1AS5 =11 EXPOSURE CATEGORY = C TOPOGRAPHIC CATEGORY = 2 CREST HEIGHT = 050 FT EARTHQUAKE SPECTRAL RESPONSE ACCELERATION: 55 = 0.336; 51 = 0 022 THIS TOWER 15 DESIGNED TO SUPPORT THE FOLLOWING LOADS: ELEVATION (FT) ANTENNA TYPE LINE SIZE (NOM) TOP 1110PMPLAT0 L10I0WIA102 (1)3/9' CONDUIT TOP (9) 1610901446, (3) 010063%25X00 [B FT PANELS], 1 (1) 20 FT WHIP ON (3) LEG.MOUNTED SECTOR FRAMES (12) I-5/0', (3) HYBRID, (1)1/2' 130 (2) 2 FT STANDARD DISHES, LEG -MOUNTED [AZ. 0 & 280 DEG] [6 GHZ] (2)2/8• 130 (1) CL-FMR9 YOGI, EG-MDIINTED (1)1/2' 130 (1) 5IRA FMC -01, EG -MOUNTED [AL 355 DEG] (1) 1/2" 125 (3) 12'010' PANELS & (2) 36"012" PANELS ON (1) LEG MOUNTED SECTOR FRAME /2" (5)1 100 (1) 3 FT STANDARD DISH, LEG -MOUNTED [A2. 280 DEG] [6 G4121 (I) 2/8" IW (3) 12.1112.PANELS, G.MOUNTFDSTORRAIME0� (ILEECC& WHIP ON I (11 lir 90 (1) SIM F910.-01, LEG MOUNTED [AZ. 90 DEG] (1)1/2" BO (1) 3 FT STANDARD DISH, LES -MOUNTED (AZ. 0 0101 [6 51-12] 1[)2/8' 50 (2) 4 ET STANDARD 01511E5, EG -MOUNTED [AL 250 6 90 DEG] [6 GHZ] (2)2)8• 4S (2) 3 FT STANDARD DISHES, LEG -MOUNTED [AL 90 6 220 DEG] [6 GHZ] (2) 7/8' 30 (3) 2 FT STANDARD DISHES, LEG -MOUNTED [AZ. 0, 90, & 270 DEG] [6 GH2) 3 () 2/8' 101( 01ANGE MAXIMUM FACTORED REACTIONS COMPRESSION r. 262.4 KIPS TENSION • 252"9 KIPS TOTAL SHEAR - 56.2 KIPS 0.T.M, • 9,521-2 FT -KIPS 6) ANCHOR BOLTS (IP IOTA) 1 ISE DIA X 21• LONG ASTM ASA W. 105 GENERAL NOTES 1. ROHN PRODUCTS, LLC TOWER DESIGNS CONFORM TO AN9R1A-222G UNLESS OTHERWISE SPECIFIED UNDER TOWER DESIGN LOADING. 2 TILL DESIGN LOADING CRITERIA INDICATED HAS BEEN PROWDED TO ROHN THE DESIGN LOADING CRITERIA HAS BEEN ASSUMED TO BE BASED ON SITE-SPECIFIC DATA IN ACCORDANCE WITH AN51/TIA-2220 AND MUST BE VEAIPUO AY OTC R5 PRIOR TO INSFA11AT601L 3 ANTENNAS AND LINES LISTED INTOHCA 12C0R111 LOADING TABLE ARE PREP48ED BY OTHERS UNLESS OTHERWISE SPEOFTEO 4 STEP BOLTS ARE PROVIDED AS A CLIMBING FAOUTY I'ORTHE INSTALLATION OF THE STRUCTURE, 5 TOWER MEMBER DESIGN 130E5 NOT INCLUDE STRESSES DUE TO ERECTION SINCE ERECTION EQUIPMENT AND CONDITIONS ARE UNKNOWN. DESIGN A55UMES COMPETENT AND QUALIFIED PERSONNEL WILL ERECT THE TOWER. 6 WORK SHALL BE IN ACCORDANCE WITH ANSI/DA-2220, 'STRUCTURAL STANDARDS FOR STEEL ANTENNA TOWERS AND ANTENNA SUPPORTING STRUCTURES". )- THE MINIMUM YIELD STRENGTH OF STRUCTURAL STEEL MEMBERS SHALL BE 50161 8, FIELD CONNECTIONS SHALL BE BOLTED. NO FIELD WELDS SHALL BE ALLOWED. 9 STRUCTURAL BOLTS SHAT CDNEORM TO GRADE 3325 PER AS114 F3125, EXCEPT WHERE NOTED 1D PAL NIRS ME PROVIDED FOR ALL TOWER BOLTS. 11. STRUCTURAL STEEL AND CONNECTION BOLTS SHALL BE HOT -DIPPED GALVANIZED AFTER FABRICATION IN ACCORDANCE WITH AN516A-222.6 12. ALL HIGH STRENGTH BOLTS ARE TO BE TIGHTENED TO A -SNUG TIGHT" CONDITION A5 DEFINED IN THE MSC "SPECIFICATION FOR STRUCTURAL 101NT5 USING HIGH-STRENGTH BOLTS... NO OTHER MINIMUM BOLT TENSION OR TORQUE VALUES ARE REQUIRED, 13. PURCHASER SHALL VERIFY THE INSTALLATION 15 IN CONFORMANCE WITH LOCAL, STATE, MID TTOCRAL REQUIREMENTS FOR OBSTRUCTION MARKING AND LIGHTING. 1A TOLERANCE ON TOWER STEEL HEIGHT 15 EQUAL TO PLUS 14S OR MINUS 1/296 19 DESIGN MAIMS THAT, A5 A MINIMUM, MAINTENANCE AND INSPECTION WILL RE PERFORMED OVER THE LIFE OF THE STRUCTURE IN ACCORDANCE WITH AN51/TIA-222-G 16 DESIGN ASSUMES LEVEL GRADE AT TOWER SITE. 12, DESIGN ASSUMES AL ANTENNAS ARE MOUNTED SYMMETRICALLY TO MINIMIZE TORQUE, IF APPLICABLE. 14 FOR FOUNDATION DETAILS, SEE DRAWING NUMBER 2249540141. THE PURCHASER SHALL VERIFY THAT ACTUAL SITE SOIL PARAMETERS MEET OR EMEED ANSI/TTA-222G PRESUMPTIVE CAV SOIL PARAMETERS 19. TOWER DESIGN INCLUDES AN ADDITIONAL 4095 ANTENNA LOADING AND LINES. SECTION MAIN MEMBER SCHEDULE SECTION RTSONC LEG DIAGONAL NORRO6TALS PIPE 3.5004216 RTT06 PIC 141*006214 LI 3/4a1 3/4.1/8 (3) LI 1/2/I 1/223/I6(I) LI 2/101 3141111(4) u 112611/2.3/16(11 R1T00 ) BE43oaD)13. 12 1/2921/203116 (3) N/A RTT1O RTT12 RTT14 RD' 113 PIPE 5.56300.258 PIPE 5,56314325 E 1/212 I/2111/16 (3) L3030/16 (2) 6/A N/A P IPE 6.62590.340 131001(4 (2) N/A PIPE 6.6251,0,125 13 1/2x3 I/201/4(3) N/A NOTE: SECTIO NUMBERS ARE FOR REFERENCE ONLY, FORNOMINAL FACE WIDTH DIMENSIONS, REFER TO THE STRESS ANALYSIS. THE NUMBERS SHOWN IN PARENTHESES INDICATE THE NUMBER OF GAYS FROM TOP TO 0*15 4. MOUNTAIN RADIO SYSTEMS DESIGN PROFILE 145 FT RT TOWER GRASS MESA, CO — AS Ian rA 11211031E 11114. �1 . MKr.1•L al NIL 601611: P411w6x AS O(A>gIg10K REY 224954-0 -01 0 FILE IC 224954 EtlikPN ] KSODREN 'moo [aa nP 0 113 PID0My1L6I1011460 Ip1 NEI ED 028 t1 NOTE: SEE DRAWING NO. 6050546 FOR STANDARD FOUNDATION NOTES. 13-0" 16-0" 26 0" /1. CENTROID OF TOWER - ROUND PIER CENTROID CIF MAT 16'0" PLAN VIEW (2) NO. 4 CIRCfHM TIES W/ SEISMIC HOOKSENCLOSR40 VERTICAL OARS WI 24" LAPS•ON 2.5" CENTERS OW) • •1 (12) NO. B VERT, BARS EQUALLY (28) N0. 71-10517. BARS SPACED ON 33" DIA. CIRCULAR EQUALLY SPACED EACH WAY, CAGE W/90. HOOKS AT BOTTOM TOP 8 BOTTOM (112 TOTAL) (TYP) NO. 4 CIRCULAR TIES ENCLOSING VERTICAL BARS WM' APS ON B" CENTERS (TYP) SEE NOTE 622 FACTORED REACTIONS Maximum D.T.M =4,571.17 FT -K Total Tower W1= 30.32 KIPS Total Sheer- 58.74 KIPS Mex. Sheer/Leg= 35.77 KIPS Max. Ten /Leg = 257.52 KIPS Mex. Comp./Leg = 287.42 KIPS ELEVATION VIEW 12 BCR DIA,(MIN) CONCi1ETE.VOLUYUU.Vd.L1 ROUND PIER 5.1 PAD 438 TOTAL 489 HIP NO. 224954 ® PO BOX 9O8 KORA 1616014.9 IOU e0o-737+roro1 nww tin.,.4u MAT WITH RAISED PIERS PRESUMPTIVE CLAY PER ANSVTIA-222-G owe AS J C'''''11/4 L°kM/iota pmt' HIT 0 1471 x(cpea PLUWoe 6500150 Na: 1 509: 22495401 -FI STANDARD FOUNDATION NOTES ANSI/TIA-222-G 1. STANDARD FOUNDATION DEEMS ARE IN ACCORDANCE WITH ANSI/TIA-222G, "STRUCTURAL STANDARDS FOR STEEL ANTENNA TOWERS AND ANTENNA SUPPORTING STRUCTURES', SECTION 9 AND ANNEX F FOR THE FOLLOWING PRESUMPTIVE CLAY SOIL PARAMETERS: (blow.(S)m Iblows/m) C� MU) NIV/m3] (PS) [kPa] UWmate Bearing () P ] Skin EricOan l (P� m f WW1 i SNauow Ends. Fndc. Deep Fnds. B [26] 0 110 [17] 1000 [46] 5000 [249] 9000 [431] 000 150 0.01 (24] (41,000] 2. THE PURCHASER MUST VERIFY THAT ACTUAL SITE SOIL PARAME 505 MEET OR EXE AMSI/TIA-222-G PRESUMPTIVE CLAY SOIL DESIGN PARAMETERS AND THAT THE PENETRATION AND/OR ZONE OF SEASONAL MOISTURE VARIATION AT THE SITE. FOUNDATION DESIGN MODIFICATIONS MAY BE REQUIRED 15111E EVENT PRESUMPTIVE CLAY 5011. PARAPIETT3i5 ARE NOT APPLICABLE FOR THE ACTUAL SUBSURFACE CONDITIONS ENCOUNTERED. 3. A SITE-SPECIFIC INVESTIGATION 15 REQUIRED FOR 0.055 III STRUCTURE5114 ACCORDANCE WITH AN51/TIA-222-G. 4 FOUNDATION DESIGNS ASSUME FIELD DEFECTIONS WILL BE PERFORMED BY THE PIRRC1ASE M REPRESENTATIVE TO VERIFY THAT CONSTRUCTION MATERIALS, INSTALLATION METHODS AND ASSUMED DESIGN PARAMETERS ARE ACCEPTABLE BASED ON THE CONDITIONS EXISTING AT THE SITE. 5 WORK SHALL BE IN ACCORDANCE WITH LOCAL CODES, SAFETY REGULATIONS AFD UNL6S OTHERWI5E NOTED, THE LATEST REVISION OF ACE 31B,'BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE'. PROCEDURE FOR THE PROTECTION OF IXCAVATiONS, EXISTING CONSTRUCTION AND UTILITIES SHALL BE ESTABLISHED PRIOR TO FOUNDATION INSTALLATION. 6. CONCRETE MATERIALS SHALL CONFORM TO THE APPROPRIATE STATE REQUIREMENTS FOR EXPOSED STRUCTURAL CONCRETE 7 PROPORT1ONS OF CONCRETE MATERIALS SHALL BE SUITABLE FOR THE INSTALLATION METHOD UTILIZED AND SHAT RESULT W DURABLE CONCRETE FOR RESISTANCE TD LOCAL ANTICIPATED AGGRESSIVE ACTIONS. THE DURABILITY REQUIREMENT OF AQ 318 01050ER 4 SHALL BE SATISFIED BASED ON THE C:ONDTRONS EXPECTED AT THE SITE AS A MINIMUM, CONCRETE SHALL DEVELOP A MINIMUM COMPRESSIVE STRENGTH OF 4500 PSI (31.0 MPa) DIM DAYS. 8. MAXIMUM 512E OF AGGREGATE SHALL NOT 00330 SIZE SUITABLE FOR INSTALLATION METHOD UTILIZED OR 113 CLEAR DISTANCE BEHIND OR BETWEEN REII4FORCING, NIA#14UL4 SEE MAY BE INCREASED TO 2/3 CLEAR DISTANCE PROVIDED WORKABILITY AND METHODS OF CONSOLIDATION 01101,15 VIBRATING WILL PREVENT HONEYCOMBS OR VOIDS. 9. REINFORCEMENT SHALL BE DEFORPIE7 AND CONFORM TO THE REQUIREMENTS OF ASTM 0615 GRADE 60 UNLESS OTHERWISE NOTED. SPLICES IN REINFORCEMENT SHALL NOT BE 0110550) UNLESS OTHERWISE INDICATED, 10. REINFORCING CAGES SHALL BE BRACED TO•.RETAIN PROPER DIMENSIONS DIEING HAPIDLTNG, THROUGHOUT PLACEMENT OF CONCRETE AND DURING EXTRACTION OF TEMPORARY CASING. 11. WELDING I5 PROHIBITED ON REINFORCING Sma AND EMBEDMENTS. 12. MINIMUM CONCRETE COVER FOR REINFORCEMENT SMALL BE 3 INCHES (76 mm) UNLESS OTHERWISE NOTED. APPROVED SPACERS SHALL BE USED TO INSURE A 31401(76 mm) MINIMUM COVER ON REINFORCEMENT, CONCRETE COVER FROM TOP OF FOUNDATION TO ENDS OF VERTICAL REINFORCEMENT SHALL NOT ETCCEED 3INDNES (76 mm) NOR BE LBS THAN 21NC1ES (51 mm). 13. SPACERS SHALL BE ATTACHED INTERMITTENTLY THROUGHOUT THE ENTIRE LENGTH OF VERTICAL REINFORCING CADS TD INSURE CONCENTRIC PLACEMENT OF CAGES IN EXCAVATIONS. 14. FOUNDATION DEIGlSASSUME STRUCTURAL 09005.1 TO BE COMPACTED IN 91NCH (200 mm) MAXIMUM LAYERS TO 9596 OF MAXIMUM DRY DENSITY AT OPTIMUM MOISTURE CONTENT IN ACCORDANCE WITH ASTM D690, ADDITIONALLY, STRULTI/RAL BACKFILL MUST HAVE A MINIMUM CDMPACTED UNIT WEIGHT OF 100 POUNDS PER CUBIC FOOT (16 IN/m3). 1S. FOUNDATION DESIGNS ASSUME LEVEL GRADE AT THE SITE 16. FOUNDATION INSTALLATION SHALL BE SI/PEWEE BY PERSONNEL 0J10W1EDGEp81.E AMD EXPERIENCED WITH THE PROPOSED FOUNDATION TYPE. CONSTRUCTION SHALL BE 1N ACCORDANCE WITH GENERALLY ACCEPTED INSTALLATION 5040010ES. 17. FOR FOUNDATION AND ANCHOR TOLERANCES SLE DRAWING A810214. 113. LOOSE MATERIAL SHALL BE REMOVED FROM BOTTOM OF EXCAVATION PRIOR TO CONCRETE PLACEMENT. 51005 CIF EXCAVATION SHALL BE ROUGH AND FREE OF LOOSE CUTTINGS. 19. CONCRETE SHALL BE PLACED IN A MANNER THAT WILL PREVENT SEGREGATION OF CONCRETE MATERIALS, INFILTRATION OF WATER OR SOIL AND OTHER OCCURRENCES WHICH MAY DECREASE THE STRENGTH OR DURABILITY OF THE FOUNDATION. 20. THREE FALL CONCRETE MAY BE USED PROVIDED FALL IS VERTICAL DOWN WITHOUT HOTTING SIDS OF EXCAVATION, FORMWORK, REINFORCING HORS, FORM TIB, 0005 BRAONG OR OTHER OBSTRUCTIONS LAMER NO CIRCUMSTANCES SHALL CONCRETE FALL THROUGH WATER 21. CONCRETE SHALL BE PLACE AGAINST UNDISTURBED 501L EXIT FOR PIERS OR RBL AND PAD FOUNDATIONS FORMS FOR MRS SHALL BE REMOVED PRIOR TO PLACING STRUCTURAL BAQOTLL 22 CONSTRUCTION JOINTS, 15 REQUIRED IN P1Bt MUST BE AT LEAST 12 INC1#5 (305 mm) BELOW BOTTOM OF EIB®MBNTS AND MUST BE INTENTIONALLY ROUGHENED TO A FULL AMPLITUDE OF 1/4 INCH (6 mm). FOUNDATION DEIGN ASSUME NO OTHER CONSTRUCTION 101NIS 23. CASING, IF USED, SHALL NOT BE LEFT IN PLACE EQIAPMBff PROCEDURES, AND PROPORTIONS OF CONCRETE MATERIALS SHALL INSURE CONCRETE WILL NOT BE ADVERSELY DISTURBED IRON CASING REMOVAL DRILANG FLUID, IF USED, SHALL BE FULLY DISPLACED BY CONCRETE AND SHALL NOT BE DETRIMENTAL TO CONCRETE OR SURROUNDING SOIL CONTAMINATED CONCRETE SMALL BE REMOVED FROM TOP OF FOUNDATION AND REPLACED WITH FRESH CONCRETE 21. TOP OF FOUNDATION SHALL BE SLOPED TO DRAIN WITH A FLOATED FINISHED. 5PC35ID EDGES OF CONCRETE SHALL BE CHAMFERED 3/4' X 3/4' (19 mm X19 non) F4114IMUM. 25. FOR ANCHOR BLOCK TYPE FOUNDATIONS, FOR GUYED TOWELS, ADDITIONAL CORROSION PROTECTION MAY BE REQUIRED FOR STEN. GUY ANCHORS IN DIRECT CONTACT WITH SOIL DEIGN ASSUME PERIODIC INSPECTIONS WILL BE PERFORMED OVER THE LIFE OF THE STRUCTURE TO DETBRM 145 IF ADDITIONAL ANCHOR CORROSION PROTECTION MEASURE MILST BE IMPLEMENTED BASED ON OBSERVED SITE-SPECIFIC CONDITIONS. Liec1 r 050 Alf, 'q 11®;5499 'EWA 0. 61101-5999 T31 a 101-777WORI M:WA.1•Z c ;. to c.,.a d ru .11.=..74 Ca 0 vx-r m. n, - AIS T1A-222-G STANCARDFOINDATION NOTES FAD )IA IDATE: NDIOOR009 HA sffr r: 1 05 1 vel. YAveri: 001NING IC B090548 go, f,jTowerSoft 11' ENOJNEERINI3 SOFTWARE TSTower v 5.6.0 Tower Analysis Program (c) 1991-2015 TowerSoft www.TSTower.com File: W:\Jobe\2018\224954\224954.out Contract: 224954 Project: 145 FT RT TOWER Date and Time: 3/29/2018 9:55:20 AM DESIGN SPECIFICATK)M Design Standard: ANSIfl1A-222-G-2005 Add.2 Ultimate Design Wind Speed (No Ice) = 104.0 (mph) Nominal Design Wind Speed (No Ice) =80 6 (rnph) Structure Class =It Exposure Category = C Topographic Category = 2 s Sct. Length Top W. f of Width ( (in) in 1 30.00 18197 229.97 2 20.00 156 24 181-97 3 20.00 131.32 156 24 4 20.00 107.32 131.32 5 20 00 82.40 107.32 6 20.00 57.53 32 40 7 15 00 57.53 57 53 MAXIMUM BASE< REACTIONS Download (Kips) Uplift (Kips) Shear (Kips) O.T.M. (Ft -Kips) 287 4 257.5 35.8 4,571.2 Licensed to: ROHN Products LLC Peoria, IL Revision: 0 Site: GRASS MESA- CO Engineer: AS 15.00 20.00 20.00 20.00 20.00 20 00 30.00 I I I - I II I (6) 1-1/2" X 74" ANCHOR BOLTS PER LEG (18 TOTAL) TowerSoft ti EHGIHEERINGSOPTWARE TSTowwr - v 5.6.0 Tower Analysis Program (c) 1997-2015 TowerSoft www,TSTower.com File: W:\Jobs\2018\224954\224954.out Contract: 224954 Project: 145 FT RT TOWER Date and Time: 3/29/2018 9:55:20 AM Section A: PROJECT DATA Project Title: Customer Name: Site: Contract No.: Revision: Engineer: Date: Time: 145 FT RT TOWER MOUNTAIN RADIO SYSTEMS GRASS MESA- CO 224954 0 AS Mar 29 2018 09:51:20 AM Design Standard: ANSI/TIA-222-G-2005 Addendum GENERAL DESIGN CONDITIONS Start wind direction: End wind direction: Increment wind direction: Elevation above ground: Gust Response Factor Gh: Structure class: Exposure category: Topographic category: Height of crest above surrounding terrain: Material Density: Young's Modulus: Poisson Ratio: Weight Multiplier: Minimum Bracing Resistance as per 4.4.1 WIND ONLY CONDITIONS: Ultimate Design Wind Speed (No Ice): Nominal Design Wind Speed (No Ice): Directionality Factor Kd: Importance Factor I: Wind Load Factor: Dead Load Factor: Dead Load Factor for Uplift: WIND ONLY SERVICEABILITY CONDITIONS: Serviceability Wind Speed: Directionality Factor Kd: Importance Factor I: Wind Load Factor: Dead Load Factor: EARTHQUAKE CONDITIONS: Site class definition: Spectral response acceleration Ss: Spectral response acceleration S1: Accelaration-based site coefficient Fa: Velocity -based site coefficient Fv: Design spectral response acceleration Sds: Design spectral response acceleration Sdl: Seismic analysis method: Fundamental frequency of structure fl: Total seismic shear Vs (Kips) Licensed to: ROHN Products LLC Peoria, IL Revision: 0 Site: GRASS MESA- CO Engineer: AS 0.00 (Deg) 330.00 (Deg) 30.00 (Deg) 0.00(ft) 0.85 II C 2 850.00(ft) 490.1(lbs/ft^3) 29000.0(ksi) 0.30 1.25 104.00(mph) 80.56(mph) 0.85 1.00 1.60 1.20 0.90 60.00(mph) 0.85 1.00 1.00 1.00 D 0.336 0.077 1.531 2.900 0.343 0.123 1 2.455 3.06 Analysis performed using: Robot Millenium Finite Element Page A 1 i Analysis Software (by Robobat) Towe rSoft f ENGINEERING SOFTWARE T':Towsr _ v .5.5.0 Tower Analysis Program (c) 1997-2015 TowerSoft www.TSTower.com File: W:\Jobs\2018\224954\224954.out Contract: 224954 Project: 145 FT RT TOWER Date and Time: 3/29/2018 9:55:20 AM Section B: STRUCTURE GEOMETRY TOWER GEOMETRY Cross -Section Height Tot Height 4 of Section Bot Width Top Width (ft) (ft) (in) (in) Triangular 145.00 145,00 7 229.97 57.53 Licensed to: ROHN Products LLC Peoria, IL Revision: 0 Site: GRASS MESA- CO Engineer: AS SECTION GEOMETRY f Sec Sec. Name Elevation Widths Masses Brcg. Bottom Top Bottom Top Legs Brcg. Sec.Brc Int.Brc Sect. Database Clear. # (ft) (ft) (in) (in) (lbs) (lbs) (lbs) (lbs) (lbs) (lbs l (in) 7 RTSO4 130.00 145.00 58 58 427 255 0 0 682 0 0.787 6 RTTO6 110.00 130.00 82 58 570 363 0 0 933 0 0.787 5 RTTO8 90.00 110.00 107 82 810 714 0 0 1524 0 0.787 4 RTT10 70.00 90.00 131 107 1099 826 0 0 1925 0 0.787 3 RTT12 50.00 70.00 156 131 1562 869 0 0 2431 0 0.787 2 RTT14 30.00 50.00 182 156 1714 1270 0 0 2984 0 0.787 1 RTT18 0.00 30.00 230 182 3727 2572 0 0 6300 0 0.787 Total Mass: 9910 6868 0 0 16779 0 PANEL GEOMETRY Sec# Pnl# Type SecBrcg Mid. Horiz Horiz Height Bottom Top Plan Hip Gusset Gusset Continuous Width Width Bracing Bracing Plate Plate Area Weight (ft) (in) (in) (ft"2) (lbs) 7 3 X (None) Yes 5.0 57,5 57.5 (None) (None) 0.300 0.00 7 2 X (None) None 5.0 57.5 57.5 (None) (None) 0.300 0.00 7 1 X (None) None 5.0 57.5 57.5 (None) (None) 0.300 0.00 6 4 X (None) Yes 5.0 63.7 57.5 (None) (None) 0.260 0.00 6 3 X (None) None 5.0 70.0 63.7 (Nome) (None) 0.260 0.00 6 2 X (None) None 5.0 76.2 70.0 (None) (None) 0.260 0.00 6 l X (None) None 5.0 82.4 76.2 (None) (None) 0.260 0.00 5 3 X (None) None 6.7 90.7 82.4 (None) (None) 0.300 0.00 5 2 X (None) None 6.7 99.0 90.7 (None) (None) 0.300 0.00 5 1 X (None) None 6.7 107.3 99.0 (None) (None) 0.300 0.00 4 3 X (None) None 6.7 115.3 107.3 (None) (None) 0.260 0.00 4 2 X (None) None 6.7 123.3 115.3 (None) (None) 0.260 0.00 4 1 X (None) Nonc 6.7 131.3 123.3 (None) (None) 0.260 0.00 3 2 X (None) None 10,0 143.8 131.3 (None) (None) 0.300 0.00 1 X (None) None 10,0 156.2 143.8 (None) (None) 0.300 0.00 2 2 X (None) None 10.0 169.1 156.2 (None) (None) 0.260 0.00 2 1 X (None) None 10.0 182.0 169.1 (None) (None) 0.260 0.00 1 3 X (None) None 10,0 198.0 182.0 (None) (None) 0.300 0.00 1 2 X (None) None 10.0 214.0 198,0 (None) (None) 0.300 0.00 1 1 X (None) None 10.0 230.0 214.0 (None) (None) 0,300 0.00 MEMBER PROPERTIES Sec/ Type Description Steel Conn- Bolt Dolt End Edge Gusset Gusset Bolt Dble Member Pnl Grade Type Il --Sire Grade Dist... Dist. Thick. Grade Space Spacing Mem Stitch Bolt (ft) 7/3 Leg 7/3 Diag 7/3 Horiz 7/2 Leg 7/2 Diag (in) (in) (in) (in)(in) (in) PIPE 3.500x0.216 A500 gr.CST'ension 4-0.750 A325X L1 3/4x1 3/4x1/8 A529 gr.50Bolted 1-0.500 A325X 1.250 0.870 0.250 A572 gr.50 2.000 L1 1/2x1 1/2x3/16 A529 gr.50Bolted 1-0.500 0325X 1.250 0.690 0.250 A572. gr.50 2.000 PIPE 3.500x0.216 A500 gr.CSTension 4-0.7.50 A325X L] 3/4x1 3/4x1/8 A529 gr.50Bolted 1 0.500 A325X 1.250 0.870 0.250 A572 gr.50 2.000 Page B 1 TowerSoft ENGINEERING SOFTWARE TEITower - v 5.6.0 Tower Analysis Program (c) 1997-2015 Towergoft www.TSTower.com File: W:\Jobe\2018\224954\224954.out Contract: 224954 Project: 145 FT RT TOWER Date and Time: 3/29/2018 9:55:20 AM 7/1 Leg PIPE 3.500x0.216 7/1 Diag L1 3/4x1 3/9x1/8 6/4 Leq PIPE 3.500x0,216 6/4 Diaq L1 3/4x1 3/9x1/8 6/4 Horiz L1 1/2x1 1/2x3/16 6/3 Leg PIPE 3.500x0.216 6/3 Diag L1 3/4x1 3/9x1/8 6/2 Leg PIPE 3.500x0.216 6/2 Diag L1 3/4x1 3/9x1/8 6/1 Leg PIPE 3.500x0.216 6/1 Diag L1 3/4x1 3/9x1/8 5/3 Leg PIPE 4.500x0.237 5/3 Diag L2 1/2x2 1/2x3/16 5/2 Leg PIPE 4.500x0.237 5/2 Diag L2 1/2x2 1/2x3/16 5/1 Leg PIPE 4.500x0.237 5/1 Diag L2 1/2x2. 1/2x3/16 4/3 Leg PIPE 5.563x0.258 4/3 Diag L2 1/2x2 1/2x3/16 1/2 Leg PIPE 5.563x0.258 4/2 Diag L2 1/2x2 1/2x3/16 411 Leg PIPE 5.563x0.258 4/1 Diag L2 1/2x2 1/2x3/16 3/2 Leg PIPE 5.563x0.375 3/2 Diag L3x3x3/16 3/1 Leg PIPE 5.563x0.375 3/1 Diag L3x3x3/16 2/2 Leg PIPE 6.625x0.340 2/2 Diag L3x3x1/4 2/1. Leg PIPE 6.625x0.340 2/1 Diag L3x3x1/4 1/3 Leg PIPE 8.625x0.375 1/3 Diag L3 1/2x3 1/2x1/4 1/2 Leg PIPE 8.625x0.375 1/2 Diag L3 1/2x3 1/2x1/4 1/1 Leg PIPE 8.625x0.375 1/:1 Diag L3 1/2x3 1/2x1/4 9.nd.,wlw Licensed tn; ROHN Products LLC Peoria, IL Revision: 0 Site: GRASS MESA- CO Engineer: AS A500 gr.CSTension 4-0.750 A325X A529 gr.50Bolted 1-0.500 A325X 1,250 0.870 0.250 A572 gr.50 2.000 A500 A529 gr:50Bolted A529 gr.50Bolted gr.CSTension A500 gr.CSTension A529 gr.50Bolted A500 gr.CSTension A529 gr.50Bolted A500 gr.CSTension A529 gr.50Bolted 5-0.875 A325X 1-0.500 A325X 1.250 0.870 0.250 A572 gr.50 2.000 1-0.500 A325X 1.250 0.690 0.250 A572 gr.50 2.000 5-0.875 A325X 1-0.500 A325X 1.250 0.870 0.250 A572 gr.50 2.000 5-0.875 A325X 1-0.500 A325X 1.250 0.870 0.250 A572 gr.50 2.000 5-0.875 A325X 1-0.500 A325X 1.250 0.870 0.250 A572 gr.50 2.000 A500 gr.CSTension 5-1.000 A325X A529 gr.50Bolted 1-0.500 A325X 1.250 1.250 0.250 A572 gr.50 2.000 A500 gr,CSTcnsion 5-1.000 A325X A529 gr.50Bolted 1-0.500 A325X 1.250 1.250 0.250 A572. gr.50 2.000 A500 gr.CSTension 5-1.000 A325X A529 gr.500oSted 1-0.500 A325X 1.250 1.250 0.250 A572 gr.50 2.000 A500 gr.CSTension 5 1.000 A325X A529 gr.50Bolted 1-0.500 A325X 1.250 1.250 0.250 A572 gr.50 2.000 A500 gr.CSTension 5-1.000 A325X A529 gr.50Bolted 1-0.500 A325X 1.250 1.250 0.250 A572 gr.50 2.000 A500 gr.CSTension 5-1.000 A325X A529 gr.50Bolted 1-0.500 A325X 1.250 1.250 0,250 A572 gr.50 2.000 A500 gr.CSTension 6-1.000 A325X A529 gr.50Bolted 1-0.625 A325X 1.500 1.620 0.250 A572 gr.50 2.000 A500 gr.CSTension 6-1.000 A325X A529 gr.50Bo]ted 1-0.625 A325X 1.500 1.620 0.250 A572 gr.50 2.000 A500 gr.CSTension 6--1.500 A325X A529 gr.50Bolted 1-0.625 A325X 1.500 1.620 0.250 A572 gr.50 2.000 A500 gr.CSTension 6-1.500 A325X A529 gr.50Bolted 1-0.625 A325X 1.500 1.620 0.250 A572 gr.50 2.000 A500 gr.CSTension 6-1.500 A325X A529 gr.50Bolted 1-0.625 A325X 1.500 2.000 0.250 A572 gr.50 2.000 A500 gr.CSTension 6-1.500 A325X A529 gr.50Bolted 1-0,625 A325X 1.500 2.000 0.250 A572 gr.50 2.000 A500 gr.CSTension 6-1.500 A325X A529 gr.50Bolted 1-0.625 A325X 1.500 2.000 0.250 A572 gr.50 2.000 Page B 2 TowerSoft 111 ENGINEERING SOFTWARE TSTower - v 5.6.0 Tower Analysis Program (c) 1997-2015 TowerSoft www.TSTower.com File: W:\Jobs\2018\224954\224954.out Contract: 224954 Project: 145 FT RT TOWER Date and Time: 3/29/2018 9:55:20 AM Section C: ANTENNA DATA Structure Azimuth from North: 0 ANTENNAS B.w A.. new Licensed to: ROHN Products LLC Peoria, IL Revision: 0 Site: GRASS MESA- CO Engineer: AS Ant Elev. Antenna Ant. Mount. Mount Type Mount Tx Line Mounting Pipe Ka No. (#) Type Azim. Radius Azim. (#/Type Size Length (ft) (ft) (ft) (in) Full Shielded 1 130.00 (1) SD2ft TIA w/o radome 0 3.00 0 1.00 Vert. Offset 0.00 (ft) 2 130.00 (1) SD2ft TIA w/o radome 280 3.00 240 1.00 Vert. Offset 0.00 (ft) 3 100.00 (1) SD3ft TIP, w/o radome 280 4.75 240 1.00 Vert. Offset 0.00 (ft) 4 80.00 (1) SD3ft TIA w/o radome 90 6.00 120 1.00 Vert. Offset 0.00 (ft) 5 50,00 (1) SD4ft TIA w/o radome 250 7.50 240 1.00 Vert. Offset 0.00 (ft) 6 50.00 (1) SD4ft TIA w/o radome 90 7.50 12.0 1.00 Vert, Offset 0.00 (ft) 7 45.00 (1) SD3ft TIA w/o radome 90 8.00 120 1.00 Vert. Offset 0.00 (ft) 8 45.00 (1) SD3ft TIA w/o radome 270 8.00 240 1.00 Vert. Offset 0.00 (ft) 9 30.00 (1) SD2ft TIA w/o radome 0 9.00 0 1.00 Vert, Offset 0.00 (ft) 10 30.00 (1) SD2ft TIA w/o radome 90 9.00 120 1.00 Vert. Offset 0.00 (ft) 11 30.00 (1) SD2ft TIA w/o radome 270 9.00 290 1.00 Vert. Offset 0.00 (ft) ANTENNA AND MOUNT WIND AREAS AND WEIGHTS Ant Antenna/Mount. Frontal Lateral Frontal Lateral Weight Weight Frequency Allowable Gh Mount No. Bare Area Bare Area Iced Area Iced Area Bare Iced Signal Ka (ft)^2 (ft)^2(ft)^2 (ft)^2 (lbs) (lbs) GHz Loss dB 1 SD2ft TIA w/o radomo 4.87 0.13 4.87 0.13 16.00 16.00 6.00 10 0.85 2 SD2ft TIA w/o radome 4.87 0,13 4.87 0.13 16.00 16.00 6.00 10 0.85 3 SD3ft TIA w/o radome 10.96 0.30 10.96 0.30 55.00 55.00 6.00 10 0.85 4 SD3ft TIA w/o radome 10.96 0.30 10.96 0.30 55.00 55.00 6.00 10 0.85 5 SD4ft TIA w/o radome 19.49 0.53 19.49 0.53 L10.00 110.00 6.00 10 0.85 6 SD4ft TIA w/o radome 19.49 0.53 19.49 0.53 110.00 110.00 6.00 10 0.85 7 SD3ft TTA w/o radome 10.96 0.30 10.96 0.30 55.00 55.00 6.00 10 0.85 8 SD3ft TIA w/o radome 10.96 0.30 10.96 0.30 55.00 55.00 6.00 10 0.85 9 SD2ft TIA w/o radome 4.87 0.13 4.87 0.13 16.00 16.00 6.00 10 0.85 10 SD2ft TIA w/o radome 4.87 0.13 4.87 0.13 16.00 16.00 6.00 10 0.85 11 SD2ft TIA w/o radome 4.87 0.13 4.87 0.1316.00 16.00 6.00 10 0.85 Page C 1 InTowerSoft ENGINEERING SOFTWARE TSTowar - v 5.6.0 Tower Analysis Program (c) 1997-2015 TowerSoft www.TSTower.com File: W:\Jobs\2018\224954\224954.out Contract: 224954 Project: 145 FT RT TOWER Date and Time: 3/29/2018 9:55:20 AM Licensed to: ROHN Products LLC Peoria, IL Revision: 0 Site: GRASS MESA- CO Engineer: AS Section D: TRANSMISSION LINE DATA Transmission Lines Position No. Bot El Top El Dose. Radius Az. Orient. No. No. of Vert. Antenna User Ka (ft) (ft) (ft) Rows 1 0.00 145.00 3/8 CABLE 2.00 0.00 0.00 1 1 Yes 2 0.00 145.00 Std Ladder 2.00 0.00 0.00 1 1 Yes 3 0.00 145.00 RC0.75-•End 9.64 60.00 5.00 1 1 No 4 0.00 145.00 TX Ladder 6.39 60.00 30.00 1 1 No 5 0.00 145.00 LDF7P-50A 6.39 60.00 30.00 17 2 No 6 0.00 145.00 LDF2-50 7.22 60.00 20.00 4 1 No 7 125,00 145.00 T.DF4P-50A 1.33 300.00 270.00 2 1 No 8 0.00 140.00 TX Ladder 6.39 300.00 270.00 1 1 No 9 0.00 130.00 TX Ladder 6.39 180.00 150.00 1 1 No 10 110.00 125.00 LDF4P-50A 2.29 300.00 270.00 12 2 No 11 100.00 129.00 LDF5P-50A 2.1,3 180.00 150.00 3 1 No 12 100.00 110.00 LDF4P-50A 2.63 300.00 270.00 13 2 No 13 80.00 100.00 LDF5P-50A 3.31 180.00 150.00 5 1 No 14 90.00 100.00 LDF4P-50A 2.90 300.00 270.00 21 2 No 15 0.00 90.00 LDF4P-50A 6.39 300.00 270.00 23 2 No 16 50.00 80.00 LDF5P-50A 4.34 180.00 150.00 6 2 No 17 45.00 50.00 LDFSP 50A 4.52 180.00 150.00 9 2 No 18 30.00 45.00 LDF5P-507 5.05 180.00 150.00 12 2 No 19 0.00 30.00 LDFSP-50A 6.39 180.00 150.00 16 2 No Transmission Lines Details No. Desc., Width Depth Unit Mass Line Spacing Row Spacing (in) (in) (1b/ft) (in) (in) 1 3/8 CABLE 0.38 0.38 1.00 2.750 2.750 2 Std Ladder / 2.98 1.25 3.75 2.750 2,750 3 RC0.75-end 1.05 1.05 1.09 2.750 2.750 4 TX Ladder. / 4.70 1.50 9.00 2.750 2.750 5 LDF7P-50A 2.01 2.01 0.92 2.250 2.750 6 LDF2-50 0.93 0.43 0.082.750 2.750 7 LDF4P-50A 0.63 0.63 0.15 2,250 2.750 8 TX Ladder 1 9.70 1.50 9.00 2.750 2.750 9 TX Ladder / 4.70 1.50 4.00 2.750 2.750 10 LDF1P-50A 0.63 0.63 0.152.250 2,750 11 LDF5P-501 1.10 1.10 0.33 2.250 2.750 12 LDF4P-50A 0.63 0.63 0.15 2.250 2,750 13 LDF5P-50A 1.10 1.10 0.33 2.250 2.750 14 LDFSP--50A 0.63 0.63 0.15 2.250 2.750 15 LDF4P-50A 0.63 0.63 0.15 2.250 2.750 16 LDF5P-50A 1.10 1.10 0.33 2.250 2.750 17 LDF5P-50A / 1.10 1.10 0.33 2.250 2,750 18 LDF5P-50A 1.10 1.10 0..33 2.250 2.750 19 LDF5P-50A 1.10 1.10 0.33 2.250 2.750 Page D 1 lTowerSoft ENGINEERING SOFTWARE TSTower - v 5.6.0 Tower Analysis Program (c) 1997-2015 TowerSoft www.TSTower.com File: W:\Jobs\2018\224954\224954.out Contract: 224954 Project: 145 FT RT TOWER Date and Time: 3/29/2018 9:55:20 AM Section F: POINT LOAD DATA Structure Azimuth from North:0.00 POINT LOADS Licensed to: ROHN Products LLC Peoria, IL Reviaion: 0 Site: GRASS MESA- CO Engineer: AS No. Description Elev. Radius Azim. Orient, Vertical Tx Line Comments Offset (ft) (ft) (Deg) (Deg) (ft) 1 BEACON AND LR 145.00 0.00 0.0 0.0 0.00 2 CARRIER 145.00 1.00 0.0 0.0 0.00 3 40% 145.00 1.00 0.0 0.0 0.00 4 40% DISH 130.00 3.00 0.0 0.0 0..00 5 40% DISH 130.00 3.00 280.0 210.0 0.00 6 (1) CL-FMRX YAGI, LEG-MOUNT125.00ED3.00 0.0 0.0 0.00 7 400 125.00 3.00 0.0 0.0 0,00 8 (1) SIRA FMC -01, LEG-MOUNTE130.00D 3.00 355.0 0.0 0.00 9 40% 130.00 3.00 355.0 0.0 0.00 10 (5) PANELS, (1) SECTOR FRAM125.00E 6,40 / 120,0 120.0 0.00 11 10% 125.00 6.40 120.0 120.0 0.00 12 (1) SIRA FMC -01, LEG-MOUNTE110.0OD 4.00 90.0 120.0 0.00 13 40% 110.00 4.00 90.0 120.0 0.00 14 40% DISH 100.00 4.75 280.0 240.0 0.00 15 (5) PANELS, (1) SECTOR FRAM100.00E 8.20 120.0 120.0 0.00 16 401 100.00 8.20 120.0 120.0 0-00 17 (1) SIRA FMC -01, LEG-MOUNTE90.00D 5.00 355.0 0.0 0.00 18 40% 90.00 5.00 355.0 0.0 0.00 19 40% DISH 80.00 6.00 / 90.0 120.0 0.00 20 40% DISH 50.00 7.50 90,0 120.0 0.00 21 40% DISH 50.00 7.50 250,0 240.0 0,00 22 40% DISH 40.00 8.00 90.0 120.0 0.00 23 401 DISH 40.00 8.00 270.0 240.0 0.00 24 40% DISH 30.00 9.00 0.0 0.0 0,00 25 401 DISH 30.00 9.00 / 90.0 120,0 0.00 26 40% DISH 30.00 9.00 270.0 240.0 0.00 POINT LOADS WIND AREAS AND WEIGHTS No, Description Frontal Lateral Frontal Lateral Weight Weight Gh Bare Area Bare Area Iced Area Iced Area Bare Iced (f,t^2) (ft^2) (ft^2) (ft"2) (Kips) (Kips) 1 DEACON AND LR 5.00 5.00 10.00 10.00 0.20 0.40 0.85 2 CARRIER 98.00 ' 98.00 " 0.00 0.00 3.12 r 0.00 0.85 3 40% 39.20 , 39.20r 0.00 0.00 1.25 0.00 0.85 4 40% DISH 1.95 0.06 0.00 0.00 0.01 0.00 0.85 5 40% DISH 1.95 0.06 0.00 0.00 0.01 0.00 0.85 6 (1) CL-FMRX YAGI, LEG-M0UNT4.02ED 4.02 ( 0.00 0.00 0.02 0.00 0.85 7 901 1.61 1.61 0.00 0.00 0.01 ' 0.00 0.85 8 (1) SIRA FMC -01, LEG-MOUNTE3.64D 3.61 0.00 0.00 0.03 0.00 0.85 9 10% 1.46 1.46 0,00 0.00 0.02 0.00 0.85 10 (5) PANELS, (1) SECTOR FRAM22,00E 22.00 0.00 0.00 0.59 ( 0.00 0.85 11 40% 8.80 8.80 0.00 0.00 0.24 0.00 0.85 12 (1) SIRA FMC 01, LEG-MOUNTE3.64D 3.61 i 0.00 0.00 0.03 0.00 0.85 13 10% 1.46 1.96 0.00 0.00 0.02 / 0.00 0.85 14 40% DISH 4.39 0.12 0.00 0.00 0.22 0.00 0.85 15 (5) PANELS, (1) SECTOR FRAM28.00E 28.00 ' 0.00 0.00 0.60 / 0.00 0.85 16 40% 11.20 11.20 + 0.00 0.00 0.24 0.00 0.85 1/ (1) SIRA FMC -01, LEG-MOUNTE3,64D 3.64 0.00 0.00 0.03 0.00 0.85 18 900 1.46 ( 1.46 0.00 0,00 0.02 0.00 0.85 19 40% DISH 4.39 0.12 / 0.00 0.00 0.22 ! 0.00 0.85 20 40% DISH 1.80 0.22 0.400 0.00 0.05 0.00 0,85 21 40% DISH 7.80/ 0.22 0.00 0.00 0.05 0.00 0,85 22 40% DISH 4.39 0.12 0;00 0.00 0.22 0.00 0.85 23 401 DISI 4.39 0.12 1 0.00 0.00 0.22 0.00 0.85 24 40% DISH 1.95 0.06 0.00 0.00 0.01 I 0.00 0.85 25 10% DISH 1.95 1 0.06 0.00 0.00 0.01 0.00 0.85 2.6 40% DISH 1.95 0.06 I 0.00 0.00 0,01 0.00 0.85 Page F 1 Towe rSof NO1NEI RING SOFTWARE TSTower - v 5,6.0 Tower Analysis Program (c) 1997-2015 TowerSoft www.TSTower.com File: W:\Jobs\2018\224954\224954.ovt Contract: 224954 Project: 145 FT RT TOWER Date and Time: 3/29/2018 9:55:20 AM Licensed to: ROHN Products LLC Peoria, IL Revision: 0 Site: GRASS MESA- CO Engineer: AS Section H: STRUCTURE DISPLACEMENT DATA Load Combination Wind Only - Serviceability Wind Direction Maximum displacements Node Elev. N -S Disp W -E Disp Vcrt.Disp N -S Rot W --E Rot Twist (ft) (in) (in) (in) (Deg) (Deg) (Deg) 63 195.0 5.6 6.0 -0.1 0.41 0.93 -0.10 60 140.0 5.2 5.6 -0.1 0.41 0.42 0.09 57 135.0 9.8 5.1 -0.1 0.39 0.41 -0.08 54 130.0 4.4 4.7 --0.1 0.38 0.40 -0.08 51 125.0 4.0 4.3 -0.1 0.36 0.38 0.08 48 120.0 3.6 3.9 0.0 0.34 0.36 -0.07 45 115.0 3.3 3.5 0.0 0.31 0.33 -0.06 42 110.0 2.9 3.1 0.0 0.28 0.30 -0.06 39 103.3 2.5 2.7 0.0 0.26 0.27 -0.05 36 96.7 2.2 2.3 0.0 0.23 0.25 -0.05 33 90.0 1.9 2.0 0.0 0.21 0.22 -0.04 30 83.3 1.6 1.7 0.0 0.19 0.21 -0.04 27 76.7 1.3 1.4 0.0 0.16 0.17 -0.03 24 70.0 1.1 1.1 0.0 0.15 0.16 -0.02 21 60.0 0.8 0.8 0.0 0.11 0.12 -0.02 18 50.0 0.5 0.6 0.0 0.09 0.10 -0.01 15 90.0 0.3 0.4 0.0 0.07 0.07 0.01 12 30.0 0.2 0.2 0.0 0.05 0.05 -0.01 9 20.0 0.1 0.1 0.0 0,03 0.03 0,00 6 10.0 0.0 0.0 0.0 0.01 -0.01 0.00 3 0.0 0.0 0.0 0.0 0.00 0.00 0.00 Page H 1 1111 EN 1INEERING SOFTWARE TSTower - v 5.6.0 Tower Analysis Program (c) 1997-2015 TowerSoft www.TSTower.com TowerSoft File: W:\Jobs\2018\224954\224954.out Contract: 224954 Project: 145 FT RT TOWER Date and Time: 3/29/2018 9:55:20 AM e..,.I....de Licensed to: ROHN Products LLC Peoria, IL Section J: ANTENNA DISPLACEMENT DATA Load Combination Wind Only - Serviceability Wind Direction Maximum displacements Revision: 0 Site: GRASS MESA- CO Engineer: AS Ant. Elev: N -S Disp W -E Disp Vert.Disp N -S Rot W -E Rot Twist Tot Allow. (ft) (in) (in) (in) (Deg) (Deg) (Deg) (Deg) 1 130.00 4.4 4.7 -0,1 0.38 0.40 -0.08 4.43 2 130.00 4.4 4.7 -0.1 0.38 0.40 -0.08 1.13 3 100.00 2.4 2.5 0.0 0,24 0.26 -0,05 2.95 4 80.00 1.4 1.5 0.0 0.18 0.19 -0.03 2.95 5 50.00 0.5 0.6 0.0 0.09 0.10 -0.01 2.21 6 50.00 0.5 0.6 0.0 0.09 0.10 -0,01 2.2.1 7 45.00 0.4 0.5 0.0 0.08 0.09 -0.01 2.95 8 45.00 0.4 0.5 0,0 0.08 0.09 -0.01 2.95 9 30.00 0.2 0.2 0.0 0.05 0.05 -0.01 1.43 10 30.00 0.2 0.2 0.0 0.05 0.05 -0.01 4.43 11 30.00 0.2 0.2 0.0 0.05 0.05 -0.01 4.43 Page J 1 "r' Towe rSoftROM" r,4 ENGINEERING SOFTWARE ' DSA /IYAlA TSTower - v 5.6.0 Tower Analysis Program Licensed to: ROHN Products LLC (c) 1997-2015 TowerSoft www.TSTower.com Peoria, IL File: W:\Jobs\2018\224954\224954.out Contract: 224954 Project: 145 FT RT TOWER Date and Time: 3/29/2018 9:55:20 AM Section L: STRENGTH ASSESSMENT SORTED DATA Load Combination Max Envelope Wind Direction Maximum Revision: 0 Site: GRASS MESA- CO Engineer: AS Sec Pnl Elev. Miype Desc. Len kl/r Gov. Gov. Max Max Asses._, comp. tens. Compr. Tens. Ratio cap, cap. (ft) (ft) (Kips) (Kips) (Kips) (Kips) 7 3 140.00 Leg PIPE 3.500x0.216 5.00 51.7 82.5 100.4 7.1 3.2 0,09 7 2 135.00 Leg PIPE 3.500x0.216 5.00 51.7 82.5 100.4 17.1 12.0 0.21 7 1 130.00 Leg PIPE 3.500x0.216 5.00 51.7 82.5 100.4 26.9 23.0 0.33 6 4 125.00 Leg PIPE 3.500x0.216 5.01 51.8 82.5 100.4 36.7 32.9 0.44 6 3 120.00 Leg PIPE 3.500x0.216 5.01 51.8 82.5 100.4 16.S 43.0 0.56 6 2 115.00 Leg PIPE 3.500x0.216 5.01 51.8 82.5 100.4 57.] 52.9 0.69 6 1 110.00 Leg PIPE 3.500x0.216 5.01 51.8 82.5 100.4 67.1 62.2 0.81 5 3 103.33 Leq PIPE 4.500x0.237 6.68 53.1 116.1 142.6 78.4 72.7 0.68 5 2 96.67 I,eg PIPE 4..500x0.237 6.68 53.1 116.1 142.6 91.6 84.7 0.79 5 l 90.00 Leg PIPE 4.500x0.237 6.68 53.1 116.1 142.6 105.6 97.7 0.91 4 3 83.33 Leg PIPE 5.563x0,258 6,68 42.6 169.4 193.5 119.8 110.9 0.71 4 2 76.67 Leg PIPE 5,563x0,258 6.68 42.6 169.4 193.5 139.1 123.9 0.79 4 1 70.00 Leg PIPE 5.563x0.258 6.68 42.6 169.4 193.5 198.4 137.0 0.88 3 2 60.00 Leg PIPE 5.563x0.375 10.02 65.3 201.2 275.0 165.4 152.4 0.82 3 1 50.00 Leg PIPE 5.563x0.375 10.02 65.3 201.2 275.0 185.9 170.6 0.92 2 2 40.00 Leg PIPE 6.625x0.340 10.02 54,0 244.0 302.1 205.9 188.2 0.84 2 1 30.00 Leg PIPE 6.625x0.340 10.02 54.0 244.0 302.1 227.9207.2 0.93 1 3 20.00 Leg PIPE 8.625x0.375 10.03 41.2 386.3 437.4 245.7 222.7 0,64 1 2 10.00 Leg PIPE 8.625x0.375 10.03 41.2 386.3 437,4 264.4 238.4 0.68 1. 1 0.00 Log PIPE 8.625x0.375 10.03 41.2 366.3 437.4 279.2 250.8 0.72 7 3 140.01] Diag L1 3/4x1 3/4x1/8 6.93 106.6 8.2 6.8 4.3 4.2 0.62 7 2 135.00 Diag L1 3/4x1 3/4x1/8 6.93 106.6 8.2 6.8 4.5 4.7 0.69 7 1 130.00 Diag Ll 3/4x1 3/9x1/8 6.93 106.6 8.2 6.8 5.- 5.1 0.75 6 4 125.00 piaci L1 3/4x1 3/4x1/8 7.11 113.3 7.4 6.8 4.!'• 4.5 0.67 6 3 120.00 Diag L1 3/4x1 3/4x1/8 7.49 118.5 6.0 6.8 5.2 5.3 0.78 6 2 115.00 Diag L1 3/4x1 3/4x1/8 7.88 125.2 6.1 6.8 5.1) 5.0 0.83 6 1 110.00 Diag L1 3/4x1 3/4x1/8 8.29 132.5 5.4 6.8 4.9 4.9 0.90 d 5 3 103.33 Diag L2 1/2x2 1/2x3/16 9.82 114.0 9.7 9.7 5.13 5.5 0.57 5 2 96.67 Diag L2 1/2x2 1/2x3/16 10.34 119.1 9.7 9.7 6.r. 6.2 0.65 5 1 90.00 Diag L2 1/2x2 1/2x3/16 10,88 125.7 9.7 9.7 7.11 6.9 0.72 4 3 83.33 Diag L2 1/2x2 1/2x3/16 11.43 131.0 9.7 9.7 7.1 7.1 0.73 4 2 76.67 Diag L2 1/2x2 1/2x3/16 11.97 138.0 9.7 9.7 7.. 7.2 0.75 4 1 70.00 Diag L2 1/2x2 1/2x3/16 12.53 145.0 9.7 9.7 7.5 7.4 0.78 3 2 60.00 Diag L3x3x3/16 15.21 148,3 11.2 14.7 8.18 8.5 0.79 3 1 50.00 Diag L3x3x3/16 16.01 156.7 10.0 14.7 8.t. 8.6 0.86 2 2 40.00 Diag L3x3x1/4 16.85 164.5 12.0 15.2 10.1 9.9 0.84 2 1 30.00 Diag L3x3x1/4 17.72 173.6 10.8 15.2 10.1 10.5 0.97 1 3 20.00 Diag L3 1/2x3 1/2x1/4 18.73 156.5 15.2 15.2 9.%• 9.1 0.63 1 2 10.00 Diag L3 1/2x3 1/2x1/4 19.87 166.7 13.7 15.2 9.0 9.3 0.65 1 1 0,00 Diag L3 1/2x3 1/2x1/4 21,03 177.0 12.2 15.2 9.0 9.2 0.80 7 3 140.00 Horiz L1 1/2x1 1/2x3/16 4.74 172.3 9.0 8.5 l,1 1.2 0.27 6 4 12.5.00 lloriz Ll 1/2x1 1/2x3/16 4,74 172.3 4.0 8..5 1'1.7 0.1 0.03 r Page L 1 TowerSoft ROM ENGINEERING SOFTWARE TSTower - v 5.6.0 Tower Analysis Program Licensed to: ROHN Products LLC (c) 1997-2015 TowerSoft www.TSTower.com Peoria, IL File: W:\Jobs\2018\224954\224954.out Contract: 224954 Project: 145 FT RT TOWER Date and Time: 3/29/2018 9:55:20 AM Section M: SECTION PROPERTIES DATA Revision: 0 Site: GRASS MESA- CO Engineer: AS Sec Pan Memb. Steel Conn. Bolts Bolt Bolt lInd Gusset kl/r Comp Tens Bolt Bear. Block Type Grade Type Bolts Size Grade Dist. Thick. Cap. Cap. Cap. Cap. Shear (in) (in) (in) (Kips) (Kips) (Kips) (Kips) (Kips) 7 3 Leg A500 gr.CS Tension 4 0.750 A325X 1,125 N/A 51.7 82.5 100.4 121.7T N/A N/A 7 3 Diag 8529 gr.50 Bolted 1 0.500 8325X 1.250 0.250 106.6 6.2 12.4 9.7S 7.8 6.8 7 3 Horiz 8529 gr.50 Bolted 1 0.500 A325X 1.250 0.250 172.3 4.0 15.0 9.78 11.1 8.5 7 2 Leg 8500 gr.CS Tension 4 0.750 A325X 1,125 N/A 51.7 82.5 100.4 121.7T N/A N/A 7 2 Diag A529 gr.50 Bolted 1 0.500 A325X 1.250 0.250 106.6 8.2 12.4 9.7S 7.8 6.8 7 1 Leg A500 gr,CS Tension 4 0.750 8325X 1.125 N/A 51,7 82.5 100.4 121.7T N/A N/A 7 1 Diag 8529 gr.50 Bolted 1 0.500 A325X 1.250 0.250 106.6 8.2 12.4 9.7S 7.8 6.8 6 4 Leg 8500 gr.CS Tension 5 0.875 A325X 1.094 N/A 51.8 82.5 100.4 209.9T N/A N/A 6 4 Diag A529 gr.50 Bolted 1 0.500 A325X 1.250 0.250 113.3 7.4 12.4 9.7S 7.8 6.8 6 4 Horiz A529 gr.50 Bolted 1 0.500 A325X 1.250 0.250 172.3 4.0 15.0 9.75 11.7 8.5 6 3 Leg A500 gr.CS Tension 5 0.875 A325X 1.094 N/A 51.8 82.5 100.4 209.9T N/A N/A 6 3 Diag 8529 gr.50 Bolted 1 0.500 A325X 1,250 0.250 118.5 6.8 12.4 9.78 7.8 6.8 6 2 Leg 8500 gr.CS Tension 5 0.875 A325X 1,094 N/A 51.8 82,5 100.4 209.91 N/A N/A 6 2 Diag 8529 gr.50 Bolted 1 0.500 A325X 1,250 0.250 125,2 6.1 12.4 9.75 7.8 6.8 6 1 Leg 8500 gr.CS Tension 5 0.875 8325X 1.094 N/A 51.8 82.5 100.4 209.91 N/A N/A 6 1 Diag 8529 gr.50 Bolted 1 0,500 A325X 1.250 0.250 132.5 5.4 12.4 9.75 7.8 6.8 5 3 Leg 8500 gr,CS Tension 5 1.000 8325X 1.250 N/A 53.1 1l6.1 142.6 275.3T N/A N/A 5 3 Diag 8529 gr.50 Bolted 1 0.500 8325X 1.250 0.250 111.0 15.7 28.5 9.73 11.7 13.6 5 2 Leg 8500 gr,CS Tension 5 1.000 A325X 1.250 N/A 53.1 116.1 142.6 275.31 N/A N/A 5 2 Diag 8.529 gr.50 Bolted 1 0.500 8325X 1.250 0.250 119.1 14.3 28.5 9.7S 11.7 13.6 5 1 Leg A500 gr,CS Tension 5 1.000 8325X 1.250 N/A 5.3.1 116.1 142.6 275.3T N/A N/A 5 1 Diag 8529 gr.50 Bolted 1 0,500 A325X 1.250 0.250 125.7 12.9 28.5 9.7S 11.7 13.6 4 3 Leg A500 gr.CS Tension 5 1.000 A325X 1.250 N/A 42.6 169.1 193.5 275.3T N/A N/A 4 3 Diag 8529 gr.50 Bolted 1 0.500 A325X 1.250 0.250 131.0 11.8 28.5 9.75 11.7 13.6 1 2 Leg A500 gr.CS Tension 5 1.000 A325X 1.250 N/A 42.6 169.1 193.5 275.31 N/A N/A 1 2 Diag 8529 gr.50 Bolted 1 0.500 A325X 1,.250 0.250 138.0 10,7 28.5 9.78 11.7 13.6 4 1 Leg A500 gr.CS Tension 5 1.000 8325X 1.250 N/A 42.6 169.1 193.5 275.31 N/A N/A +1 1 Diag A529 gr.50 Bolted 1 0.500 A325X 1_250 0.250 145.0 9.7 28.5 9.7S 11.7 13.6 3 2 Leg 8500 gr.CS Tension 6 1.000 A325X 1.250 N/A 65.3 201.2 275.0 330.3T N/A N/A 3 2 Diag 8529 gr.50 Bolted 1 0.625 A325X 1.500 0.250 148.3 11.2 34.6 15.2S 14.7 17.5 3 1 Leg 8500 gr,CS Tension 6 1.000 A325X 1.250 N/A 65.3 201.2 275.0 330.31 N/A N/A 3 1 Diag 8529 gr.50 Bolted 1 0.625 A325X 1.500 0.250 156.7 10.0 34.6 15.25 14.7 17.5 2 2 Leg 8500 gr.CS Tension 6 1.500 A325X 1.875 N/A 54.0 244.0 302.1 765.3T N/A N/A 2 2 Diag 8529 gr.50 Bolted 1 0.625 A325X 1,500 0.250 164.5 12.0 45.6 15.2S 19.5 23.2 2 1 Leg 8500 gr.CS Tension 6 1.500 8325X 1.875 N/A 54,0 244.0 302.1 765.3T N/A N/A 2 1 Diag A529 gr,50 Bolted 1 0.625 A325X 1.500 0.250 173.6 10.8 45.6 15.2S 19.5 23.2 1 3 Leg 8500 gr.CS Tension 6 1.500 A325X 1.675 N/A 41.2 386.3 437.4 765.3T N/A N/A 1 3 Diag A529 gr,50 Bolted 1 0.625 A325X 1.500 0.250 156.5 15.6 54.8 15.25 19.5 27.9 1 2 Leg A500 gr.CS Tension 6 1.500 8325X 1.875 N/A 41.2 386.3 437.4 765.3T N/A N/A 1 2 Diag 8529 gr.50 Bolted 1 0.625 A325X 1.500 0.250 166.7 13.7 54.8 15.25 19.5 27.9 1 1 Leg A500 gr,CS Tension 6 1.500 8325X 1.875 N/A 41.2 386.3 437.4 765.31 N/A N/A 1 1 Diag A529 gr.50 Bolted 1 0.625 8325X 1.500 0.250 177.0 12.2 54.8 15.28 19.5 27.9 Page M 1 P.. ENGINEERING SOFTWARE TSTower - v 5.6.0 Tower Analysis Program (c) 1997-2015 Tower8oft www.TSTower.com TowerSoft File: W:\Jobe\2018\224954\224954.out Contract: 224954 Project: 145 FT RT TOWER Date and Time: 3/29/2018 9:55:20 AM Section N: LEG REACTION DATA Load Combination Max Envelope Wind Direction Maximum Force -Y Force -Y Download Uplift (Kips) (Kips) 287.42 257.52 Shear -X (Kips) Shear -Z Max Shear (Kips) (Kips) 35.77 Page N 1 ROHM Licensed to: ROHN Products LLC Peoria, IL Revision: 0 Site: GRASS MESA- CO Engineer: AS ToAlt% ENGIN�weft rSo OFTWARE TSTower - v 5.6.0 Tower Analysis Program (c) 1997-2015 TowerSoft www.TSTower.eom File: W:\Jobe\2018\224954\224954.out Contract: 224954 Project: 145 FT RT TOWER Date and Time: 3/29/2018 9:55:20 AM a.nA.. of w Licensed to: ROHN Products LLC Peoria, IL Revision: 0 Site: GRASS MESA- CO Engineer: AS Section 0: TOWER FOUNDATION DATA Load Combination Max Envelope Wind Direction Maximum Axial Shear Shear Total Moment -X Moment -Y Moment -2 Total Moment Load Load -X Load -2. Shear (Kips) (Kips) (Kips) (Kips) (Kipsft) (Kipsft) (Kipsft) (Kipsft) 27.29 27,77 49.48 56.74 3967.73 20.17 --2269.96 4571.17 27.29 27.77 49.48 56.74 3967.73 20.17 -2269.96 4571.17 Page 0 1 Customer: MOUNTAIN RADIO SYSTEMS Project: 145 FT RT TOWER Site: GRASS MESA- CO Engr. File: 224954 Build Code: ANSI/TIA-222-G-2005 Mat Foundation Desi# n Parameters Products vcr.2.2.9 Foundation Load Case Description 1 2• 3 4 5 _ Service Total Moment, ft -kips 4,568.94 4,571.17 Face Width, ft 466.28 462.55 1,608.36 Total Shear, kips 56.74 56.74 88.00 4.36 4.36 20.07 Total Tower Wt, kips 36.39 27.29 110.00 36.39 27.29 30.32 Max. t!plifl. kips 254.62 257.52 Cohesion, ksf 15.60 18.51) 84.36 Shear, kips 32.18 32.45 1.75 2,01 10.88 Max Download, kips 287.42 284.52 11122 36.97 107.02 Shear 35.77 35,50 3,89 - 3.61 13.15 Soil L.F. 1.20 0.90 1.20 0.90 1.00 Concrete L.F. 1.20 0.90 1.20 .= 0.90 / 1.00 Foundation Thickness, ft Ht. AGL, ft Width, ft 0.50 Depth, ft. 13.00 6.00 Tower Projection, in 6.00 Face Width, ft ' 19.16 Offset, in Dry Unit Wt, pcf 36.00 Soil 88.00 N/A Blow Count N/A lnplace Unit Wt, pcf 110.00 Submerged Unit Wt, pcf 60.00 Friction Angle, ft, deg. 30.00 N/A Cohesion, ksf Uplift Angle, deg. 30.00 Water Depth, ft None Ult Bearing Capacity, ksf a 5.00 Results MN - Parallel Axis 1) MN- Diagonal Axis Moment - interaction Ratio VN- Lateral Load Lateral Load - Interaction Ratio Mat Thickness, ft 1.75 Width, ft 26.00 EA, in 13.00 Batter, in/ft 0.00 Anchor Bolts Diameter, in 1.5000 No. 6 Length, in 74.00 Bolt Circle, in 20.00 Projection, in 6.00 Concrete 28 Day Strength, ksi ' 4.50 Dry Unit Wt, pcf 150.00 Wet Unit Wt, pcf 88.00 Pier Height, ft 4.75 Diameter, ft 3.50 No. Piers 3 Shape Round Pocket Diameter, in Thickness, ft N/A N/A Rebar Fy Vertical, ksi 60.00 Circular, ksi 60.00 Horizontal, ksi 60.00 ' /J C fC. LA fid' r 5,329.54 ft -kips 5,456.28 ft -kips 0.946 �- 125.42 kips 0.452 Final Mat Dimension : 26.00 x 26.00 x 1.75 ft. thick w/ (3) 3.50 ft. Dia. Piers Final Pocket Dimension : Pockets not required Total Volume of Concrete : 48.9 yd3 Designed By: AS Date: 29 Mar, 18 © 10:04 AM Checked By: Date: -7- Page i Customer: Project: Site: Engr File: Build Coc1c: MOUNTAIN RADIO SYSTEMS 145 FT RT TOWER GRASS MESA- CO 224954 ANS1/T1A-222-G-2005 Mat Foundation OTM Capacity Controlling Load Case: 2 [Wind w/Min. Dead Load] Foundation Width = 26,00 ft Mu = 5,043.1 ft -kips CMN, ft kips x, ft N DiakonalParallel 5,329.5 I 5.115 0.197 5,456.3 11.532 0.314 OMN= 5,329.54 ft -kips OVN = 125.42 kips Mat Design y,= 121.67 pcf Exterior Slab x, ft Parallel Diaygnn a] 6.174 12.707 Interior Slab IRatio = 0.946 IRatio = 0.452 5.00 5.00 Products ver.2.2,9 Moment, ft-kips/ft N 6a, ksf P P s su kip kips 0.237 3.10 20.95 0.00 0.346 3.08 20.95 0.00 DownLoad Uplift Side Side 12.42 6.72 56.15 25.36 Shear. k ps/ft Download Uplift Side Side 7,79 15.41 3.51 6.93 Moment, ft-kips/ft DownLoad Uplift Side Side Download Side 14.59 46.86 3.64 Shear, kippslfl. Uplift Side 6.43 Soil Pressure Termination 4.59 Punching Shear b0, ft Download Interior Edge Corner Uplift Interior Corner Description 17.74 15.71 12.32 15.08 14.38 11.66 Vsu, psi 100.00 120.53 163.36 103.23 114.39 151.48 0Vc, psi 1R 228.08 228.08 228.08 228.08 228.08 228.08 0.44 0.53 0.72 0.45 0.50 0.66 2 -Way Shear M„,, ft -kips Br, ft M,,, ft-kips/ft 101.9 92,5 7.8 7.4 13.1 12.5 Moment transfer to slab Edge Distances: a = 4.94 ft. b = 3.42 ft. c = 4.47 ft. Summary Slab Moment, ft-kips/ft Slab Shear, ki i sift Punching Shear, psi Soil Bearing Required. Gua, ksf Max. Value 56.15 15.41 Utilization 0.998 0,704 0.716 0,827 Mat Reinforcement Min. Steel Area (Siren th) .647 inz/ft. Min. Steel Area (Tem + alure) .227 in /ft. Steel Strain Actual 0.020 Minimum Steel Strain R uired 0.005 28 - #7 Horizontal bars equally spaced @11.33 in., each way, top and bottom, total of 112, A, = 0.648 in!/ft Designed By: AS Date: 29 Mar,l8 @ 10:04 AM Checked By: Date. r'a --f . 73. . Page ii Customer: Project: Site: Engr. File: Build Code: MOUNTAIN RADIO SYSTEMS 145 FT RT TOWER GRASS MESA- CO 224954 ANSI/TIA-222-G-2005 Pier Design Controlling Load Case: 2 C = 284.52 kips T = 257,52 kips Fy = 60.00 ksi H = 42.00 in. U = 1.00 *** Mat Foundation [Wind w/Min. Dead Load] Vc = 35.50 kips Vt = 32.45 kips Fyt = 60.00 ksi Ds =33.00 in. lrs = Round NOTE: Pier cross section is Round *** Mc = 168.63 ft -kips Mt = 154.14 ft -kips L.F. = 1.00 F'c = 4.50 ksi SUMMARY OF ANALYSIS Minimum area of steel required = 9.170 in2 Area of steel provided. = 9.425 in2 " Maximum steel area limit = 110.836 in2 (Rhomin = 0.0066) (Rhoactual = 0.0068) (Rhomax = 0.0800) (12) #8 Vertical Bars equally spaced w/ #4 Circular Ties @ 6" on center. CIRCULAR TIE DATA Vu < 0.85*Vc/2, shear reinforcement is not required Use maximum tie spacing specified in ACI 318, Section 7.10.5 for compression reinforcement. Products DEVELOPMENT LENGTH MODIFIERS FOR BAR DEVELOPMENT Modifier for tension development = 1.000 Modifier for compression development = 0.143 REQUIRED Ld = MODIFIER * BASIC Ld * ACI 318 MODIFIERS, (12 in. min.) Designed By: AS Checked By: Date: 29 Mai. l8 tirl I0:111 AM Date: ver.2.2.9 Page fit