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HomeMy WebLinkAboutCALCULATIONS - NewCom Wireless Inc. - Approx 1145 S 2nd E - CUP for new cell towerIndustries, Inc. PURCHASER: NAME OF PROJECT: ROHN FILE NUMBER: ROHN DRAWING NUMBER: World Headquarters 6716 W. Plank Rd. Peoria, IL 61604 USA Ph: 309-697-4400 FAX: 309-697-5612 NEWCOM WIRELESS REXBURG HILL, MADISON COUNTY, ID. 100 FT. MODEL SSV TOWER 44204JA F.T111julmol I CERTIFY THAT THE ATTACHED DRAWING AND CALCULATIONS WERE PREPARED UNDER MY SUPERVISION IN ACCORDANCE WITH THE LOADING CRITERIA SPECIFIED BY THE PURCHASER AND THAT I AM A REGISTERED PROFESSIONAL ENGINEER UNDER THE LAWS OF THE STATE OF IDAHO. CERTIFIED BY: DATE: 'y U' -Foo O, -A', -A-51 .0.9T \Op �Q,c ,'F0 9s WILLIAM SG ( / ( +a\\\§$\§ §§ w 2 7zt <# ` w § ®§§ yagJ9RGw §� ��\!\}\\ / ( @� w § / ( DATE -05/16/00 ROHN SELF-SUPPORTING TOWER ANALYSIS FOR NEWCOM WIRELESS PAGE NO. 1 TIME -13:44:41 Output is NOT to be reproduced without Rohn's written consent.. FILE NO. 44204JA BY: MAK LEVEL- 4R4.3NT_________________________________________________________________________•-______.___________..____ NOTE -TOWER DESIGN, WIND PRESSURES, AND SHAPE FACTORS CONFORM TO STANDARDS SET BY TIA/EIA-222-F-1996. ------- _------- __--- _---- _----- _--- __---- _------- _------- ____-------- __--- _______________________ ______________________• A BRIEF DESCRIPTION OF THE DESIGN REQUIREMENTS FOLLOWS - 1. 100' SSV TOWER DESIGN FOR NEWCOM WIRELESS 2. TOWER SITE: I2evbv r99 ",Lt -L,) 3. DESIGN PER TIA/EIA-222-F 1996 4. 75MPH BASIC WIND SPEED WITH 1/2" RADIAL ICE 5. STEP BOLTS & ROHN LOC 6. This data is located@ 2:\Engr\W\mk\44204JA.ssv INPUT PARAMETERS **************** TOWER HEIGHT = 100.0 FEET/ EXPOSURE = C PROJ. AREA OF LADDER, ROUND = .000 SQ. FT/FT, FACE = S BASE ELEVATION = .0 FEET, IMPORTANCE FACTOR = 1.000 � PROJ. AREA OF LADDER, FLAT = .019 SQ.FT/FT/ FACE = S - WIND VELOCITY = 75.00 MPH RADIAL ICE _ .00 IN.� UNIFORM WEIGHT OF LADDER = .001 KIPS/FL Gh = 1.162 ESCALATED WINDLOADS ARE CALCULATED AT EACH SECTION MID -HEIGHT, WINDLOADS ARE LISTED FROM TOP TO BOTTOM FROM 100.0 FEET TO 80.0 FEET USE .0223 KSF FROM 80.0 FEET TO 60.0 FEET USE .0207 KSF FROM 60.0 FEET TO 40.0 FEET USE .0188 KSF FROM 40.0 FEET TO 20.0 FEET USE .0167 KSF FROM 20.0 FEET TO .0 FEET USE .0167 KSF ANTENNA WIND EFF. ANT. DEAD LOAD PROJ. AREA OF APPURTENANCES DEAD LOAD EFF.PROJ. ASSUMED ELEVATION PRESSURE PROJ.AREA OF ANT. (SO.FT./FT.) OF APPUR. AREA*M.A. TORQUE DESCRIPTION OF LOADS (FEET) (K/SQ-FT) (SQ.FT.) (KIPS) (KIPS/FT) (SQ.FT-FT) (FT -K) ROUNDS FACE FLATS FACE (6) RV901700 W/12- MTG FR 100.0/ .0230 63.60 2.17./ 1.008/ 1 .307 1 .010 57.201 1.31 (6) RV901700 W/12' MTG FR 80.0-/ .0216 63.60 / 2.17/ 1.008/ 1 .000 0 .006 .00 .00 (1) 4- HP DISH ---------- 60.0/ .0199 16.30/ .W .167 / 1 .000 0 .001 41.40/ .82 (1) 6- HP & (2) 4' HP DIS 50.0-' .0188 54.90 1.40' .334, 1 .000 0 .001, 85.50, 1.61 (1) 6- HP DISH ---------- 45.0 .0183 36.60' .60/ .000 0 .019 / 1 .001- 116.10, 2.12 (1) 6' HP & (1) 41 HP DIS 40.0 .0177 46.20 1.00/ .000 0 .038/ 1 .001 11.30/ .20 / (2) 61 HP & (1) 4- HP DIS 35.0 .0170 57.70/ 1.60/ .000 0 .058 / 1 .002 -28.60✓ -.49 Wavegvid e LavId(er Arrangement Com}fokS #j ®To to , 2 / DATE -05/16/00 ROHN SELF-SUPPORTING TOWER ANALYSIS FOR NEWCOM WIRELESS PAGE NO. 2 TIME -13:44:41 Output is NOT to be reproduced without Rohn's written consent.- FILE NO. 44204JA BY: MAX LEVEL- 4R4.3NT__________________________________________________________________________________________________________ WINDLOAD ON TOWER SECTIONS AND SUMMARY OF WEIGHTS w+++wxwx++wwwxwx++wwww+xwxw+wwxx+++wwwxxx++wwwwx+ wwwwwww+++ ++wxw++www wwwwx++www www+w+++ww wwwxwww+xw w++++wwxwxww wxw+ww+www wwwxw+x+xw ww+wwwwwx+ *COLUMN 1* *COLUMN 2* *COLUMN 3* *COLUMN 4* *COLUMN 5* * COLUMN 6 * *COLUMN 7* *COLUMN 8* *COLUMN 9* * TOWER * *WIND ON * *WIND ON * * TOTAL * * WEIGHT * *WT. OF EA.* * TOTAL * *WT./SEC.* * ACCUM. * * * * SECTION* *CONCENTR. *WIND FOR* *OF HOWE.* *SECTION W/* * ACCUM- * *OF TOWER* * WEIGHT * *SECTION * * & UNIF.* *EFF.PROJ* *EA. TWR.* *FOR EACH* *ICE/HDWE.-* * ULATED * * STEEL * *OF TOWER* * * * APPURT.* * AREAS * * SECTION* * SECTION* *IF PRESENT* *SEC.WTS.* * ONLY * * STEEL * * NUMBER * * (KIPS) * * (KIPS) * * (KIPS) * * (KIPS) * * (KIPS) * * (KIPS) * * (KIPS) * * (KIPS) * wxwxx+xwww wwxxwwxw++ ww++wwwwwx wxx+wwwwwx wwxwwwwwx+ w+w++wwwwww+ www+wwwwww wwwwxxx+x+ w+xwwwwww+ 6NST *.N 1.336 2.832 4.168 4.56 5.21 5.21 .65 ( .14) .65 6NST *.N 1.495 .324 1.818 .74 1.39 6.59 .65 ( .14) 1.29 7N *.N 1.491 2.521 4.012 3.38 4.18 10.77 .81 ( .26) 2.10 8N **N 1.557 .982 2.539 2.05 3.13 13.91 1.08 ( .38) 3.18 9NH **N 1.684 .000 1.684 .46 1.87 15.78 1.41 ( .57) 4.60 TOTAL INCREASED TOWER WEIGHT, IN ADDITION TO THE STANDARD TOWER SECTIONS = 1.49 KIPS ***** SECTION STATUS INDICATORS ***** FOR EXAMPLE, 6NST *.N INDICATORS ARE: (PERIOD) ---- = MEMBER NOT BEEFED ...HORIZONTAL BRACE INDICATORI * (ASTERISK) -- = MEMBER BEEFED I. DIAGONAL BRACE INDICATOR I (EXCLAMATION) = NO MEMBER LARGE ENOUGH ..... LEG INDICATOR ? (QUESTION) -- = INCORRECT DATA N -- = NOT APPLICABLE DATE -05/16/00 ROHN SELF-SUPPORTING TOWER ANALYSIS FOR NEWCOM WIRELESS PAGE NO. 3 TIME -13:44:41 Output is NOT to be reproduced without Rohn's written consent.- FILE NO. 44204JA BY: MAX LEVEL- 4R4.3NT__________________________________________________________________________________________________________ SHEARS, OVERTURNING MOMENTS AND LEG DATA #*#*******w*********#********w********** *COLUMN 10* *COLUMN 11* *COLUMN 12* *COLUMN 13* *COLUMN 14* *COLUMN 15* *COLUMN 16* *COLUMN 17* *COLUMN 18* * TOWER * * DIST- * * APPROX. * * TOTAL * * TOTAL * * MAXIMUM * * MAXIMUM * * MAXIMUM * * TOWER * * * * ANCE * * CENTER- * * ACCUM. * * OVER- * * TENSION * * COMP. * *ALLOWABLE* * LEG * * SECTION * * BELOW * * CENTER * * SHEAR ON* * TURNING * * FOR ONE * * FOR ONE * * LEG * *DIMENSION* * * * TOP * * OF LEGS * * TOWER * * MOMENTS * * LEG * * LEG * *CAPACITY * * * NUMBER * * (FT.) * * (FT.) * * (KIPS) * *(FT -KIPS)* * (KIPS) * * (KIPS) * * (KIPS) * *(INCHES) 6NST *.N 20.0 4.58 4.17 42.58 9.07 12.61[ .221 56.91 PIPE2.5STD 6NST *.N 40.0 4.58 5.99 140.88 33.49 38.07[ .671 56.91 PIPE2.5STD 7N *.N 60.0 6.58 10.00 289.00 47.42 54.91[ .731 74.78 PIPE2.5E.H 8N **N 80.0 8.59 12.54 519.22 65.60 75.34[ .761 98.91 PIPE3.OE.H �S3 9NH **N 100.0 10.65 14.22 786.80 80.63 M-4111 :W 113.57 PIPE3.5E.H ««< NOTE »»> THE ALLOWABLE CAPACITIES ON THIS ANALYSIS INCLUDE A 33.3 PERCENT INCREASE. ««< NOTE »»> E I SHOWS LOAD/CAPACITY RATIO. REACTIONS FOR FOUNDATION DESIGN ###*****w**#+******+*#**www*#** COMPRESSION/LEG 9394 -93# KIPSTENSION/Lj 0.63 KIPS SHEAR/LEGEG 89.48 KIPS ANCHOR BOLTS REQUIRED ) /& �T )) krsO / TOTAL SHEAR 14.22 KIPS OVERTURNING MOMENT 786.80 FT -KIPS DATE -05/16/00 ROHN SELF-SUPPORTING TOWER ANALYSIS FOR NEWCOM WIRELESS PACE NO. 4 TIME -13:44:41 Output is NOT to be reproduced without Rohn -s written consent.- FILE N0. 44204JA BY: MAK LEVEL- 4R4.3NT---------------------------------------------------------------------------------------------------------' BRACING LOADS, SIZES AND BOLTS *COLUMN 19* *COLUMN 20* *COLUMN 21* *COLUMN 22* *COLUMN 23* *COLUMN 24* *COLUMN 25 * *COLUMN 26* *COLUMN 27* * TOWER * * HORIZ. * * HOR1Z. * *REMAINING* *MAX.AXIAL* *AXIAL LD.* *ANGLE/PIPE* * * *NO.& SIZE* * * * COMP. OF* * COMP. * * SHEAR TO* *LOAD FOR * * COLUMN * */SOLID RD.* * BRACE * * OF BRACE* * SECTION * * SHEAR IN* * OF LEG * * BE TAKEN* * TOWER * *CAPACITY * *BAR/ BRACE* * CONNECT.* * BOLTS * * * * ONE FACE* * LOAD * *BY BRACES* * BRACING * *OF BRACES* * DIMENSION* * CAPACITY* *REQUIRED * * NUMBER * * (KIPS) * * (KIPS) * * (KIPS) * * (KIPS) * * (KIPS) * * (INCHES) * * (KIPS) * *PER CONN.* **********x +****w*x**# *x*x**+**** *******+**w w*#****x*#* **w*w****** **wxwx****** x*********w w*xwx****x* 3.07 6NST *.N 3.110 .000 3.110 2.073 C zE-1 5.400 L1 -1/2X1/8 <M> 3:63 1.1/2 IN. DIA. • q8 ,3.07 .188 IN. CLIP 6NST *.N 4.529 .000 4.529 3.018 C X33 5.400 LI -1/2X1/8 <M> -3:63- 1-1/2 IN. DIA. •N9 .188 IN. CLIP g•o7 7N *.N 7.730 2.927 4.803 2.735 C --M 3.560 L7 -1/2X1/8 <M> -3.63- 1-1/2 IN. DIA. .188 IN. CLIP 8N **N 9.108 4.029 5.080 2.864 C .871 3.292 Ll -3/4X1/8 <M> 3.63- 1-1/2 IN. DIA. .188 IN. CLIP 9NH **N 10.086 4.923 5.162 2.975 1 .681 4.376 L 2X2X3/16 <M> 5.44 1-1/2 IN. DIA. .188 IN. CLIP ««< NOTE »»> THE ALLOWABLE CAPACITIES ON THIS ANALYSIS INCLUDE A 33.3 PERCENT INCREASE. ««< NOTE »»> I I SHOWS MAX.LOAD/CAPACITY RATIO. IF THE SYMBOL-- (*)--APPEARS AFTER THE BOLT SIZE, IT INDICATES THAT THREADS MUST BE EXCLUDED FROM SHEAR PLANES. IF THE SYMBOL--(H)--APPEARS AFTER THE LOADS ABOVE, IT INDICATES THAT THE LOADS ARE FOR THE MAIN HORIZONTAL. IF THE SYMBOL --*--APPEARS AFTER THE CLIP SIZE, IT INDICATES THAT THE HORIZONTAL BRACE CONTROLLED THE CLIP AND BOLT SIZE. IF THE SYMBOL --(+)--APPEARS AFTER THE DIAGONAL CAPACITY(COL. 24), IT INDICATES THE HORIZONTAL BRACE CAPACITY CONTROLS THE DIAGONAL BRACE CAPACITY. THE LETTER APPEARING BEFORE THE CONNECTION CAPACITY IN COLUMN 26 INDICATES THE CONTROLLING FACTOR. <B> = BRACE BOLT CONTROLS CONNECTION CAPACITY; <C> = BRACE CLIP CONTROLS; <M> = BRACE CONTROLS. DATE -05/16/00 ROHN SELF-SUPPORTING TOWER ANALYSIS FOR NEWCOM WIRELESS PAGE NO. 5 TIME -13:44:41 Output is NOT to be reproduced without Rohn's written consent.- FILE NO. 44204JA BY: MAK LEVEL- 4R4.3NT---------------------------------------------------------------------------------------------------------- +++++++++++ *COLUMN 28* +*++*++++++ * TOWER + + * SECTION + + * NUMBER +++++++++++ 6NST 6NST 7N 8N 9NH TWIST AND DEFLECTION DATA ++++++++++++++++++++*++++ +++++++++++ +++++++++++ +++++++++++ *COLUMN 29* *COLUMN 30* *COLUMN 31* +++++++++++ +++++++++++ +++++++++++ * TWIST * * TOTAL * * DEFLEC- * * FOR EACH* * ACCUM- * *TION FOR * * TOWER * * ULATED * *EA. TOWER* * SECTION * * TWIST * * SECTION * *(DEGREES)* *(DEGREES)* *(DEGREES)* +++*+++++++ +++++++++++ ***++++++++ .039 .229 .047 .063 .190 .203 .078 .126 .174 .035 .048 .143 .013 .013 .124 +++++++++++ *COLUMN 32* +++++++++++ * TOTAL * ACCUM- ULATED * DEFL. *(DEGREES)* +++++++++++ .691 .644 .441 .267 .124 DATE -05/16/00 = 100.0 FEET/ ROHN SELF-SUPPORTING TOWER ANALYSIS FOR NEWCOM WIRELESS PAGE NO. 1 TIME -13:49:28 OF LADDER, ROUND = Output is NOT to be reproduced Without Rohn's Written consent.- FILE NO. 44204JA BY: MAK LEVEL- 4R4.3NT ------------------------------------------------------------ _------- ________________________________ = 1.000 NOTE -TOWER DESIGN, ---------- _------- _---- WIND PRESSURES, AND SHAPE FACTORS CONFORM TO STANDARDS SET BY TIA/EIA-222-F-1996. _---------- _--- _----- _------- _------- ____--------- _--- __________________________________� SQ. FT/FT/ FACE = S ' WIND VELOCITY = 75.00 MPH / A BRIEF DESCRIPTION OF THE DESIGN REQUIREMENTS FOLLOWS - _ .50 IN. UNIFORM 1. 1001 SSV TOWER DESIGN FOR NEWCOM WIRELESS KIPS/FT, DISH 2. TOWER SITE: ReXbury HILL , 3D = 1.162 .0137 3. DESIGN PER TIA/EIA-222-F 1996 HP & (1) 4. 75MPH BASIC WIND SPEED WITH 1/2" RADIAL ICE 40.0 / .0133 5. STEP BOLTS & ROHN LOC HP ------------- -------------------------------------------------------------- 6. This data is Located@ 2:\Engr\W\mk\44204JAI.ss --------- .-._---------------------------------__ 35.0/ INPUT PARAMETERS TOWER HEIGHT = 100.0 FEET/ EXPOSURE = C PROJ. AREA OF LADDER, ROUND = .000 SO.FT/FT, FACE = S BASE ELEVATION = .0 FEET IMPORTANCE FACTOR = 1.000 PROJ. AREA OF LADDER, FLAT = .069 SQ. FT/FT/ FACE = S ' WIND VELOCITY = 75.00 MPH / RADIAL ICE _ .50 IN. UNIFORM WEIGHT OF LADDER = .001 KIPS/FT, DISH ---------- Gh = 1.162 .0137 (1) 6' HP ESCALATED WINDLOADS ARE CALCULATED AT EACH SECTION MID -HEIGHT, WINDLOADS ARE LISTED FROM TOP TO BOTTOM FROM 100.0 FEET TO 80.0 FEET USE .0167 KSF FROM 80.0 FEET TO 60.0 FEET USE .0156 KSF FROM 60.0 FEET TO 40.0 FEET USE .0141 KSF FROM 40.0 FEET TO 20.0 FEET USE .0126 KSF FROM 20.0 FEET TO .0 FEET USE .0126 KSF »»» >>> NOTE : ALL WIND PRESSURES HAVE BEEN REDUCED TO 75% OF ORIGINAL PRESSURES <<< ««« ANTENNA WIND EFF. ANT. DEAD LOAD PROJ. AREA OF APPURTENANCES ELEVATION PRESSURE PROJ.AREA OF ANT. (SO.FT./FT.) (FEET) (K/SQ-FT) (SQ.FT.) (KIPS) DESCRIPTION OF LOADS ROUNDS FACE FLATS FACE (6) RV901700 W/12' MTG FR 100.0 / .0172 83.90/ 3.25/ .252/ 1 1.359' 1 (6) RV901700 W/12' 1.30 MTG FR 80.0/ .0162 (1) 4' HP DISH ---------- 60.0 .0149 (1) 6' HP & (2) 4- HP DIS 50.0 / .0141 (1) 6' HP DISH ---------- 45.0 .0137 (1) 6' HP & (1) 4' HP DIS 40.0 / .0133 (2) 6- HP & (1) 4' HP DIS 35.0/ .0128 83.90 / 3.25 16.30/ .60 54.90/ 2.00 36.60' .80 46.20/ 1.40 57.70/ 2.00 �oeS °.0} .000 0 .000 0 .000 0 .000 0 .000 0 .000 0 1.125/ 1 .188/ 1 .375/ 1 .000 0 .000 0 .000 0 DEAD LOAD EFF.PROJ. ASSUMED OF APPUR. AREA*M.A. TORQUE (KIPS/FT) (SO -FT -FT) (FT -K) .022 75.50 1.30 .015/ .00 .00 .002/ 41.40/' .62 .012' 85.50 1.21 .002' 116.10 / 1.59 .004, 11.30 .15 .005' -28.60/ -.37 DATE-05/16/00 ROHN SELF-SUPPORTING TOWER ANALYSIS FOR NEWCOM WIRELESS PAGE NO. 2 TIME-13:49:28 Output is NOT to be reproduced without Rohn's written consent.- FILE NO. 44204JA BY: MAK LEVEL- 4R4.3NT__________________________________________________________________________________________________________ WINDLOAD ON TOWER SECTIONS AND SUMMARY OF WEIGHTS ******x*+***+**xx+*****x*+*+***xx*+++++*www***+** ++***x++*+ x**+****** +*+*****++ xxxx++**** ****x+x*+* *****x***x** *+*xx*xx+* *+*+***x*x *xx+**x**+ *COLUMN 1* *COLUMN 2* *COLUMN 3* *COLUMN 4* *COLUMN 5* * COLUMN 6 * *COLUMN 7* *COLUMN 8* *COLUMN 9* * TOWER * *WIND ON * *WIND ON * * TOTAL * * WEIGHT * *WT. OF EA.* * TOTAL * *WT./SEC.* * ACCUM. * * * * SECTION* *CONCENTR. *WIND FOR* *OF HDWE.* *SECTION W/* * ACCUM- * *OF TOWER* * WEIGHT * *SECTION * * & UNIF.* *EFF.PROJ* *EA. TWR.* *FOR EACH* *ICE/HDWE.-* * ULATED * * STEEL * *OF TOWER* * * * APPURT.* * AREAS * * SECTION* * SECTION* *IF PRESENT* *SEC.WTS.* * ONLY * * STEEL * * NUMBER * * (KIPS) * * (KIPS) * * (KIPS) * * (KIPS) * * (KIPS) * * (KIPS) * * (KIPS) * * (KIPS) * x+x***xxxx xxx******* *******www +****x*++* x*+****xxx +******x+*** xx***+**** ***x*+*+** *+xxx***++ 6NST-1 *.N 1.363 2.802 4.164 6.96 7.98 7.98 .65 ( .14) .65 6NST-1 *.N 1.618 .243 1.861 1.36 2.38 10.35 .65 ( .14) 1.29 7N-1 *.N 1.627 1.890 3.518 5.13 6.34 16.69 .81 ( .26) 2.10 8N-1 **N 1.631 .736 2.367 3.24 4.76 21.45 1.08 ( .38) 3.18 9NH-1 **N 1.728 .000 1.728 1.26 3.15 24.60 1.41 ( .57) 4.60 TOTAL INCREASED TOWER WEIGHT, IN ADDITION TO THE STANDARD TOWER SECTIONS = 1.49 KIPS ***** SECTION STATUS INDICATORS ***** FOR EXAMPLE, 6NST-1 *.N INDICATORS ARE: (PERIOD) ---- = MEMBER NOT BEEFED "-...HOR120NTAL BRACE INDICATOR * (ASTERISK) -- = MEMBER BEEFED . .DIAGONAL BRACE INDICATOR ! (EXCLAMATION) = NO MEMBER LARGE ENOUGH ..... LEG INDICATOR 7 (QUESTION) -- = INCORRECT DATA N------------- = NOT APPLICABLE DATE -05/16/00 ROHN SELF-SUPPORTING TOWER ANALYSIS FOR NEWCOM WIRELESS PAGE NO. 3 TIME -13:49:28 Output is NOT to be reproduced without Rohn's written consent.- FILE NO. 44204JA BY: MAX LEVEL- 4R4.3NT ---------------------------------------------------------------------------------------------------------- SHEARS, OVERTURNING MOMENTS AND LEG DATA *COLUMN 10* *COLUMN 11* *COLUMN 12* *COLUMN 13* *COLUMN 14* *COLUMN 15* *COLUMN 16* *COLUMN 17* *COLUMN 18* * TOWER * * DIST- * * APPROX. * * TOTAL * * TOTAL * * MAXIMUM * * MAXIMUM * * MAXIMUM * * TOWER * * * * ANCE * * CENTER- * * ACCUM. * * OVER- * * TENSION * * COMP. * *ALLOWABLE* * LEG * * SECTION * * BELOW * * CENTER * * SHEAR ON* * TURNING * * FOR ONE * * FOR ONE * * LEG * *DIMENSION* * * * TOP * * OF LEGS * * TOWER * * MOMENTS * * LEG * * LEG * *CAPACITY * * * NUMBER * * (FT.) * * (FT.) * * (KIPS) * *(FT -KIPS)* * (KIPS) * * (KIPS) * * (KIPS) * *(INCHES) 6NST-1 *.N 20.0 4.58 4.16 42.53 8.21 13.68[ .241 56.91 PIPE2.5STD 6NST-1 *.N 40.0 4.58 6.03 142.00 32.74 40.05[ .703 56.91 PIPE2.5STD 7N-1 *.N 60.0 6.58 9.54 288.78 45.82 57.66[ .772 74.78 PIPE2.5E.H 8N-1 **N 80.0 8.59 11.91 506.99 62.11 77.54[ .781 98.91 PIPE3.OE.H 9NH-1 **N 100.0 10.65 13.64 762.47 75.99 93.94( .831 113.57 PIPE3.5E.H ««< NOTE »»> THE ALLOWABLE CAPACITIES ON THIS ANALYSIS INCLUDE A 33.3 PERCENT INCREASE. « << NOTE »»> [ I SHOWS LOAD/CAPACITY RATIO. REACTIONS FOR FOUNDATION DESIGN COMPRESSION/LEG 93.94 KIPS TENSION/LEG 75.99 KIPS �I ^ SHEAR/LEG 9.09 KIPS ANCHOR BOLTS REQUIRED TOTAL SHEAR 13.64 KIPS OVERTURNING MOMENT 762.47 FT -KIPS DATE -05/16/00 ROHN SELF-SUPPORTING TOWER ANALYSIS FOR NEWCOM WIRELESS PAGE NO. 4 TIME -13:49:28 Output is NOT to be reproduced without Rohn -s written consent.- FILE NO. 44204JA BY: MAX LEVEL- 4R4.3NT ---------------------------------------------------------------------------------------------------------- BRACING LOADS, SIZES AND BOLTS *+**kk*kkk* +**w**++*k* *****w*wk** ***k****++* **********k ****++k*+*k +********kk* ********k** *k*+******k *COLUMN 19* *COLUMN 20* *COLUMN 21* *COLUMN 22* *COLUMN 23* *COLUMN 24* *COLUMN 25 * *COLUMN 26* *COLUMN 27* *+*k**wkkkk +++k*****k* +**+**kk*k* **kk*ww***+ *++*kkk**** *kk****w*** **k****++**k ***k**+**k+ *k*****k*** * TOWER * * HORIZ. * * HORIZ. * *REMAINING* *MAX.AXIAL* *AXIAL LD.* *ANGLE/PIPE* * * *NO.& SIZE* * * * COMP. OF* * COMP. * * SHEAR TO* *LOAD FOR * * COLUMN * */SOLID RD.* * BRACE * * OF BRACE* * SECTION * * SHEAR IN* * OF LEG * * BE TAKEN* * TOWER * *CAPACITY * *BAR/ BRACE* * CONNECT.* * BOLTS * * * * ONE FACE* * LOAD * *BY BRACES* * BRACING * *OF BRACES* * DIMENSION* * CAPACITY* *REQUIRED * * NUMBER * * (KIPS) * * (KIPS) * * (KIPS) * * (KIPS) * * (KIPS) * * (INCHES) * * (KIPS) * *PER CONN.* sg 6NST-1 *.N 3.104 .000 3.104 2.069 1v`d1 5.400 L1 -1/2X1/8 <M> 7-1/2 IN. DIA. .188 IN. CLIP 98 3,ory 6NS7-1 *.N 4.500 .000 4.500 2.999 C �W 5.400 L1 -1/2X1/8 <M> 3-a,3- 1-1/2 IN. DIA. .188 IN. CLIP .RD g ,a7 7N-1 *.N 7.216 2.925 4.291 2.443 C .691 3.560 L1 -1/2X1/8 <M> 3-63 1-1/2 IN. DIA. gs' p,o; .188 IN. CLIP 811-1 **N 8.545 3.934 4.611 2.600 [ -viM 3.292 L1-3/4%1/8 <M> -3-63- 1-1/2 IN. DIA. .188 IN. CLIP 9NH-1 **N 9.580 4.771 4.809 2.771 C .631 4.376 L 2X2X3/16 <M> 5.44 1-1/2 IN. DIA. .188 IN. CLIP ««< NOTE »»> THE ALLOWABLE CAPACITIES ON THIS ANALYSIS INCLUDE A 33.3 PERCENT INCREASE. ««< NOTE »»> C ) SHOWS MAX.LOAD/CAPACITY RATIO. IF THE SYMBOL- -(*)--APPEARS AFTER THE BOLT SIZE, IT INDICATES THAT THREADS MUST BE EXCLUDED FROM SHEAR PLANES. IF THE SYMBOL--(H)--APPEARS AFTER THE LOADS ABOVE, 1T INDICATES THAT THE LOADS ARE FOR THE MAIN HORIZONTAL. IF THE SYMBOL- -*--APPEARS AFTER THE CLIP SIZE, IT INDICATES THAT THE HORIZONTAL BRACE CONTROLLED THE CLIP AND BOLT SIZE. IF THE SYMBOL- - (+) --APPEARS AFTER THE DIAGONAL CAPACITY(COL. 24), IT INDICATES THE HORIZONTAL BRACE CAPACITY CONTROLS THE DIAGONAL BRACE CAPACITY. THE LETTER APPEARING BEFORE THE CONNECTION CAPACITY IN COLUMN 26 INDICATES THE CONTROLLING FACTOR. <B> = BRACE BOLT CONTROLS CONNECTION CAPACITY; <C> = BRACE CLIP CONTROLS; <M> = BRACE CONTROLS. DATE -05/16/00 ROHN SELF-SUPPORTING TOWER ANALYSIS FOR NEWCOM WIRELESS PAGE NO. 5 TIME -13:49:28 Output is NOT to be reproduced without Rohn -s written consent.- FILE NO. 44204JA BY: MAK LEVEL- 4R4.3NT --------------------------------------------------------------'---"---.'---------'--------'---'-------- TWIST AND DEFLECTION DATA *COLUMN 28* *COLUMN 29* *COLUMN 30* *COLUMN 31* *COLUMN 32* * TOWER * * TWIST * * TOTAL * * DEFLEC- * * TOTAL * * * * FOR EACH* * ACCUM- * *TION FOR * * ACCUM- * * SECTION * * TOWER * * ULATED * *EA. TOWER* * ULATED * * * * SECTION * * TWIST * * SECTION * * DEFL. * * NUMBER * *(DEGREES)* *(DEGREES)* *(DEGREES)* *(DEGREES)* 6NST-1 *.N .039 .197 .047 .687 6NST-1 *.N .057 .159 .204 .640 7N-1 *.N .063 .102 .174 .436 8N-1 **N .028 .039 .141 .261 9NH-1 **N .011 .011 .120 .120