Loading...
Report "aw'x a s-r -Asif OFFICE COPY I(v2ct5 Su.) A RECEIVED (mSEMAAN BUI Dld UaTY OF ENGINEERING SOLUTIONS Structural Analy Prepared fo State of Oregon Structural Specially Code Sprint Sites USA - naqincrete and Reinforcing Steel 1765 Grassland Parkw.y,SGiteo1 installed in Concrete Special M°ment-Resisting Concrete Frame Alpharetta, GA 0� 0 Reinforcing Steal&Prestressing Steel Tendons ATTN: Ms. Debby Ma rF tturai Nrt�frog J High.S zeng$'a Bolting StrucWsonry Structure : 100 ft Self Suppo edT P�77ower a'• er ❑ Reinforced Gyidatira Concrete Site ID : IPO03XC041 ❑ Insulatng Giw crss Fft Proposed Carrier : AT&T Wireless ❑ Spray Ap edF istivsMaterials Site Name : Tigard ❑ Pilings,Driiied Piers and Caissons ❑ Shotcrete Site Location : 16295 SW 85th Av: n Lj Special Grading.Excavation and Riling Tigard, OR © Smoke-Cot^itrui . 'vans 45.4024, -122.7653 0 other tnspsw,tion& County : Washington Date : .luly 20, 2020 �Fp PROpF Max Usage '72% �c9.\ OG 1 niFFR`ss; Result Pass `" 37928PE OREGON Prepared By: �5� '�' r , '2. 5 de' Jung Hyun Hong, E.I.T t p,.l- 01:/tv Structural Engineer EXPIRES: /30/2022 Thomas g wlMm 54yb. 4: f Frgineilng,E,hm:waxe9,888, oaa ,�+1 IKoto4 hMmumSnt m:l ll Taylor a, mar Semaan Engineering Solutions Holdings,LLC-1047 N 205th St-Elkhorn,NE 68022-402-289-1888-402-289-1861 ( SEi'AAAI'I Site ID P003h:C049. ' Juty03 2020 ENGINEERING SOLUTIONS Table of Contents Introduction ----•- - 1 Supporting Documents 1 Analysis 1 Conclusion - 1 Existing and Reserved Equipment .. -- 2 Equipment to be Removed 2 Proposed Equipment - - -. 3 Structure Usages- 4 Foundations------ - 4 Standard Conditions - - - 5 Calculations - - Attached Semaan Engineering Solutions Holdings,LLC-1047 N 205th St-Elkhorn,NE 68022-402-289-1888-402-289-1881 (20' sEmA� Site ID P003XC04:L r® July 20, 2020 ENGINEERING SOLUTIONS Page :L Introduction The purpose of this report is to summarize results of a structural analysis performed on the 100 ft Self Supported Tower to reflect the change in load4ng by AT&T Wireless. Supporting Documents Tower Drawing WTC Drawing#960R668,dated Auguest 15, 1996 Foundation Drawing, WTC Drawing#960R668,dated Auguest 14, 1996 Geotechnical Report Northwest Geotech Project#727.22.1,dated July 10, 1996 Loadings Sprint TLF,dated April 15,2020 Analysis The tower was analyzed using TNX tower analysis software.This program considers an elastic three- dimensional model and second-order effects per ANSI/TIA-222. Basic Wind Speed 97 mph (3-Second Gust)Vult* Basic Wind Speed w,/Ice 30 mph(3-Second Gust)w/1-1/2" radial ice concurrent _ Code ANSI/TIA-222-H/2018 IBC/2019 Oregon Structural Specialty Code Risk Category II _ Exposure Category B Topographic Category 1 Crest Height 0 ft Spectral Response Ss=0.849,S1=0.391 Site Class D-Stiff Soil Ground Elevation 182.12 ft *The basic design wind speed is from Table 1609.3 in 2019 Oregon Structural Specialty Code. Conclusion Based on the analysis results,the structure meets the requirements per the applicable codes listed above.The tower and foundation can support the equipment as described in this report. If you have any questions or require additional information, please contact Semaan Engineering Solutions at 402-289-1888. Semaan Engineering Solutions Holdings,LLC-1047 N 205th St-Eichorn,NE 68022-402-289-1888.402-289-1E61 (2A SEMAAN Site ID P003XC041 40 July 20,2020 ENGINEERING SOLUTIONS Page 2 Existing and Reserved Equipment This loading is included in the analysis. Centerline Elevation (ft) Qty. Antenna Mount Type Coax(in) Carrier Mount Equip. (1)3/8"WR- 98.0 - - - Platform w/Kickers VG86T DC Cingular (1)5/16"Fiber _ _ 3 APXV9EFtR18 -A20 3 APXVSPP18-C'-A20 12 Combiner/Junction Box (3)0.315"ATCB- _ 3 ET-X-WM-18-65-8P BO1-006 AISG 3 Fiber Optic Junction (3)1 1/4"Fiber 82.0 82.0 - 3 F Iter SectorFrame 2 GPS ('") (6)15/8" Sprint 3 Power Junction (2)1/2 _ 9 RET Kit (3) RET _ 3 RRH-C2A 800 MHz RRH (1)W/G Ladder 3 RRH-P4 1900 MHz 3 RRH-V3 2.5 RRH Equipment to be Removed This loading is not included in the analysis. Centerline Elevation (ft) Qty. Antenna Mount Type Coax(in) Carrier Mount Equip. _ 1 P65-17-XLH-RR716 MHz _ 2 AM-X-CD-16-65-00T-_RET_725 MHz _ 3 RRH 2x40W 7L _ 3 RRH B25 RRH 4x30-4R 1900 w/Solar Shield 1 DC6-48-60-18-8F (6)7/8" 98.0 98.0 6 ETB19G8-1i.UB - (12)1 5/8" Cingular _ 6 C572993.08 Stacked 6/6 _ 3 800 10121 3 800 10765 _ 1 DC6-48-60-18-8C-EV 15 860 10025 Semaan Engineering Solutions Holdings,LLC-1047 N 2o5th St-Ekhom,NE 68022-402-289-1888-402-289-1E61 ('9SEMAAN Site ID P003XC041 July 20, 2020 ENGINEERING SOLUTIONS Page.3 Proposed Equipment This loading is included in the analysis. Centerline Elevation (ft) Qty. Antenna Mount Type Coax(in) Carrier Mount Equip. 2 DC9-48-60-24-8C-EV 4 NNHH-65C-R4 3 RRH 4T4R B12/14 320W AHLBA (4)3/8"WR- Existing 98.0 98.0 3 RRH 4T4R B25/66 320W AHFIB V(186T DC Cingular Pl1tform w/Kickers 3 RRH 4T4R 830 100W AHNA (1)5/16"Fiber 3 RRH 4T4R B5 160W AHCA 2 UBTULBULBHH-6517-17-21-21 Install proposed coax anywhere on tower. Semaan Engineering Solutions Holdings,LLC-1047 N 205th St-El shorn,NE 68022-402-289.1888-402-289-1E.61 oksE imAAN Site ID P003XC041 2020 July 20P ENGINEERING SOLUTIONS Page 4 4 Structure Usages Structural Component Controlling Usage Pass/Fail Legs _ 50% — Pass Diagonals 60% _ Pass Horizontals 16% Pass Bolts 46% Pass Foundations Reaction Component Analysis Reactions %of Usage Axial (Kips) 58.4 _ 52% Uplift(Kips) 47.3 72% Shear(Kips) 5.7 N/A The structure base reactions resulting from this analysis were found to be acceptable through analysis based on geotechnical and foundation information,therefore no modification or reinforcement of the foundation will be required. Semaan Engineering Solutions Holdings,LLC-1047 N 205th St-Eichorn,NE 69022-402-289-1889-402-289-1E 61 (1 )SEMAAN ENGINEERING SOLUTIONS Standard Conditions All engineering services are performed on the basis that the information used is current and correct.This information may consist of, but is not necessary limited,to: --Information supplied by the client regarding the structure itself,antenna, mounts and feed line loading on the structure and its components,or other relevant information. --Information from drawings in the possession of Semaan Engineering Solutions,or generated by field inspections or measurements of the structure. It is the responsibility of the client to ensure that the information provided to Semaan Engineering Solutions Holdings and used in the performance of our engineering services is correct and complete. In the absence of information to the contrary,we assume that all structures were constructed in accordance with the drawings and specifications and that their capacity has not significantly changed from the"as new" condition. Unless explicitly agreed by both the client and Semaan Engineering Solutions,all services will be performed in accordance with the current revision of ANSI/TIA-222.The design basic wind speed will be determined based on the minimum basic wind speed as prescribed i n ANSI/TIA-222.Although every effort is taken to ensure that the loading considered is adequate to meet the requirements of all applicable regulatory entities,we can provide no assurance to meet any other local and state codes or requirements. If wind and ice loads or other relevant parameters are to be different from the minmum values recommended by the codes,the client shall specify the exact requirement. All services are performed,results obtained,and recommendations made in accordance with generally accepted engineering principles and practices.Semaan Engineering Solutiors Holdings is not responsible for the conclusions, opinions and recommendations made by others based on the information we supply. Semaan Engineering Solutiors Holdings,LLC-1047 N 205th St-Elkhorn,NE 68022-402-289-1888-402-289-1861 loco ft II '.. DESIGNED APPURTENANCE LOADING TYPE I ELEVATION I TYPE ELEVATION -5/8'ughtnmg Rod 100 'Ratner Junction(Sprint) 82 -- Platform w1OUters(CheWx) 98 Power Junction(Sprint) 82 _...-. ;. a ---(2)UaTULBULBHH-6517.1731.21 98 ------ Fiber Optic Junction(Spirt) 82 --- z' (Cingular) Fiber Optic Junction(Spar t) 82 (2)OC9-48-60-24-8C-EV(Cingular) 98 x x --. Fiber Optic Junction(Spnry 82 -- c a n (2)NNHH-65C-R4(Cingular) 98 OPS(Sprint) 82 X g (2)NNHH-86C.R4(Cmguler) 98 (2 ^� . n RRH 4T4R B25/68320W ARFIB O RET (98 Kit t(Sprint) 82 82 ''.. a a — ,, 85.0 ft (Cinciuler) (3) J ra RRH 4T4R B15866 320W AHFIB 58 (3)RET IOt(Spent) 82 3 ' ,nT r {� (Cingular) (J RET xn(Sprint) 82 p �i y J J I I RRH 4T4R 1325186320WAHFIB 98 Filter(Sprint) 82 . I (Cingular) Fiber(Sprint) 82 Finer(Sprint)dj - RRH 4T4R 830100W AHNA 98 ( pri ) 82 gi (Cngular) (4)Combiner/Junction Soy.(Sprint) 82 RRH 4T4R B30100WAHNA 98 -.(4)CombnerlJuntion Boy(Sprint) 62 75.0 ft (Cingular) m ----- (4)COmbinerlJUn:llOn Boy(Sprint) 82 RRH 4T4R B30 100WAHNA 98 Sector Frame(Sprint) 82 (Cheater) Sector Frame(Sprint) 92 RRH 4T4R B72/14 320W AHLBA 98 Sector Frame (Sprim)-... - az.. RRH 4T4R B12/14 320W AHLBA 98 APXVBERRI B-C-A20(Sprint) 82- (CingWer) APXV8ERR/8L-A20(Sprint) 82 RRH 4T4R B12/14 320W AHLBA 88 APXV9ERR18-C-A20(Spurt) 82 _ (Cingulo) APXVSPP18-C-A20(Sport) 82 -- -, m RRH 4T4R B5180W AHCA Ci P n _ ( n9uler) 98 APXVSPP78-GA20(spirt) 82 - - - p n .^- FI RRH 4T4R B5180WAHCA(Cingulor) 98 APXVSPPIB-C-A20(Swir5) 82 " 5 RRH 4T4R BS leOWAHCA(Cingular) 88 ET-X-WM4885-9P(Spint) 82 -- - a RRH-P41900 MHz(Sprint) 82 ET-X-WM-18-85-SP(Sprint) a2 RRH-V32.5 RRH(Sprint) a2 ET-X-WM-t8-85.1P(Sprint) .82 (Spin) 82 RRH-C2A 800 MHz RRH(Sprint) .82 RRH-V32.5 RRH - - ' RRH-V32.5 RRH(Spill) 82 RRH-C2A 800 MHz RRH(Sprint) 82 PoemJunction(Spint) 82 RRH-C2A 800 MHz RRH(Sprint) 82 RRH-P4 1900 Mph(Spent) 82 vavn� m RRH-P4 1900 MHz(Spun) 82 ---- m' 50.0 ft -. . . MATERIAL STRENGTH 7GRADE I Fy I Fu I GRADE 1 Fy I Fu 'A634135 ..35 kW '.831W TOWER DESIGN NOTES a3 1. Tower is located in Washington County,Oregon. € ' 41. 2. Tower designed for Exposure B to the TIA-222-H Standard. 4 _ 3. Tower designed for a 97 mph basic wind in accordance with the TIIA-222-H Standard. s 4. Tower is also designed for a 30 mph basic wind with 1.25 it ice.Ice is considered to increase 2 j �� in thickness with height. 5. Deflections are based upon a 60 mph wind. 6. Tower Risk Category II. 7. Topographic Category 1 with Crest Height of 0.00 ft 8. Weld together tower sections have flange connections. 9. Connections use galvanize A32i bolts,nuts and locking devices.Installation per z TIA/EIA-222 and AISC Specifications. zs.o n 10. Tower members are"hot dipped'galvanized in accordance with ASTM A123 and ASTM �+ ---- ------ A153 Standards. " n 11. Welds are fabricated with ER-70S-6 electrodes. a o 12. CCISeismic Note:Seismic loads generated by CCISeismic 3.2.3 13. CCISeismic Note:Seismic calculations are in accordance with TIA-222-H p 1." ci 4 a 5 Cl -. . ..1o.o n h .,-.2 O o a me 3 3 r ]:i LL t i! t SEMAANEngineering Solutions'eb P003XC041 Tigard 1047 N 205th St Project REVO7 Elkhorn, NE 68022 cie"to Sprint Sites USA-GA I),trwn b_Jung APeCt SEMAAN Engineering Phone:(402)289-1888 cede: TIA-222-H �Dere'07/20/20 emote' NTS Pell: Oat)Na E-1 FAX 8:1TNX nlaelPoolf9 i loon ft I 1 I MATERIAL STRENGTH GRADE I Fy j Fu I _GRADE r Fy Fu A53-9.35 !35 kw e3 ksi TOWER DESIGN NOTES g ;, 1. Tower is located in Washington County,Oregon. K 2. Tower designed for Exposure B to the TIA-222-H Standard. 3. lower designed for a 97 mph basic wind in accordance with the TIA-222- 1 Standard. Pi J es0 ft 4. Tower is also designed for a 30 mph basic wind with 1.25 in Ice.Ice is considered to increase in thickness with height. ' 5. Deflections are based upon a 80 mph wind. 6. Tower Risk Category II. e _ g 7. topographic Category 1 with Crest Height of 0.00 ft 8. Weld together tower sections have flange connections. 9. Connections use galvanized A325 bolts,nuts and locking devices, Installation per '..J TIAIEIA-222 and AISC Specifications. 0 ft 75. 10. Tower members are"hot di - - pped"galvanized in accordance with ASTM A123 and ASTM A153 Standards. 11. Welds are fabricated with ER-705.6 electrodes. 12. CCISeismic Note:Seismic loads generated by CCISeismic 3.2.3 13. CCISeismic Note:Seismic calculations are in acetyl dance with TIA-222-H 14. TOWER RATING:60.2% EC CO P f 4 s I b 50.0ft ALL REACTIONS ARE FACTORED MAX CORNER REACTIONS AT BASE DON/N: 58 K m Si B SHEAR: 6 K p tl UPLIFT.. -47 K a SHEAR: 5 K AXIAL 19 K SHEAR�l1~ MOMENT £ 3 K I 3 259 kip-ft zs,o n TORQUE 0 kip-ft SEISMIC AXIAL 41K SHEAF, MOMENT d 2 Ki J y 107 kip-ft TORQUE 1 kip-ft 30 mph WIND-1.25 In ICE O AXIAL 1'7 K SHEAR .\ MOMENT 9 K1 -_.! t 583 kip-fi 0.0ft _ , TORQUE 3 kip-ft w REACTIONS-97 mph WIND e c =_ e v ! 4 g @ ° v S g a § n t{ ' sge N 5 a a �°- S m u SE.4fAANEngineering Solutions'°b'P003XC041_TIgard 1047 N 205th St Project.REV07 Elkhorn, NE 88022 C5i'"` Sprint Sites USA-GA 2 DM"by:Jun H Apptl SEMAAN Engineering Phone:(402)289-1888 Code. T1A-22.2-H ill".07/20/20 sr-Ai°' NTS FAX: Petit,e,.rm.,,� ae D*q No.E..1 TIA-222-H -97 mph/30 mph 1.25 in Ice Exposure B Leg Capacity Leg Compression (K) 150 100 50 <.Minimum-0 Maximum-> -50 -100 -150 100.00 100.00 [........ 05.00 85.00 75.00 75.00 E. 0 50.00 50.00 4- CO CD W 25.00 ] 25.00 0.00. 0.00 150 100 50 <_Minimum-0 Maximum-, -50 -100 -150 SEMAANEngineering Solution °b P003XCO41_T7gard 1047 N 205th St Project REVO7 Elkhorn, NE 613022 client. Sprint S tes USA-GA 2 Drawn by Junghl IAPad SEMAAN a.ngineerl,g Phone:(402)289-1888 cod` TIA-222 H Dale:07/20/20 ',,s"k: NTS FAX Path:\wu�$ESS=x vLeeur zcw1AFV07vw4Salgj6E1GiiJ�9 Na.E-•3 TIA-222-H - 97 mph/30 mph 1.25 in Ice Exposure B Maximum Values Vx Vz Mx Mz Global Mast Shear (K) Global Mast Moment(kip-ft) 0 5 10 0 500 1000 100.10 100.00 I 85.03 75.00i - _ 1 , \ 1 )) , ' 0 50.00 50.00 1 "- \1` CO d W 1 1 Il \�\ \\1 11 I 2500 \ 1 25.00 1 \ 1 1 `\ \\ \\ I \\, \\ 0.00 _.. -.... --_ ... \\i 0,00 0 5 10 0 500 1000 SEMAANEn;gineering Solution?b P003XC04i Tigard 1047 N 205th St "°°"REVO7 Elkhorn, NE 68022 a°" Sprint Sites USA-C,A2 ofM1q Jun H APO SEMAAN Engineering Phone:(402)289-1886 'ectleassuraisammagasuffiTL4-222-M ---o"°'07/20I20 °' NTS _--.—_ FAX: Pnh: _-- r 0 ---__ oN9 No.._.. °wm,� E-4 TIA-222-H -Service -60 mph Maximum Values Deflection (in) Tilt(deg) Twist (cleg) 0 0.5 1 1.5 2 0 0.05 0.1 0.16 0 0.05 0.1 100.00 I I I I I I I I 1 ! I I /J I 1 I I I I I I I I I I I 1 I I I I I I 1 I I I I I I t I I / I I I I II I ii 1 t I I I I I I I I I I /I / / I I I 1 I I/ I /I. I I I 55.a0 -.I_ I L _ I.. I.. I._. I._ 1 I :._ I;_._t__ J_ __ I. __i_.__I__.1_ _ 5A0 I I I I I - I I I I I I I I 1 /II I - I I I I I I 1 I I/ I I 1 I I I I I I I I I I J I I 1 I I I I I 75,00 _ _ 1. .1 I I _ 1. I. I I... i- -J__.J__I..__I.._ .'I __ I. _._I_.. .1.. 1..._._5,00 I I I/ I I I I I I I I 1 1 I I I / I I I I I I I I I 1 1 I / - 1 /. I I 1 I 1 1 1 I I I I ! I I I I I I I I I I I I i I I I I 1 I I I li I I I / 1 1 1/ I I� II I I ' I I I I I I I I I /I I I I I I I I I I I� 1 I I I I 1 I I I (J I I I I I I 1 I I I E II /I I I I I I I /1 I ! I II I I 1 1 I I I I I I ; ' 1 I I i GI I I I I Ii I I I I 1 1 1 I 1 1 50.00 I_ I_a_I. ___I. _.1_ I. .. .I...1_1_I __ _I_._ I_ I _.. I _I_.. I—. _ I. _.. -0.00 I I I 1 rI I I I 1 I I I I I I I I rI I i I I I I w 1 1 1 1 I/ I 1 1 I I I I ; I I I I I 1 1 i 4 i 1 1 1 1 1 I I I I I I I I 1 1 1 1 /l 1 1 1 1 1 1 j I I 1 I 1 I I I 1 1 1 I I 1 I I I I ' I 11 I I I I I I I 1 1 1 I I I I / 1 1 1 1 1 1 1 1 I I I I I I I ' l1 , I I I I 1 I 1 1 1 I1 I I I I I I I I I I 1 I 1 I I 1 I 1 1 1 I I I I I I I I I I I I I I 25.00 I I I. I I. I I_ I L '.__ _ L.__I___ __L_. I__.J _1__.5.00 I I 1 1 I 1 1 1 I 1 1 I I I I I I 1 I I I I I I I I I I I I I I I I I 1I I I I I I I I I I I I 1 I I I I I 1/ I 1 1 I 1 I I I I I I I I I I I I//I I I I I 1 I I I I II I I II /I I I I I I I 1 1 I 1 I I I I I I I , I I 1i I II I1 II I 1 I I 1 I 1 I I I I 1 I I 1 I I I I I I I 1 1 I I I I I I I /1 I I I I I I I I I 1 1 1. 1 I 1 I I I 1 I I 1 I I I 1 1 I I I t I I I I I I I I I I I 0.00 1 0 0s 1 1.5 2 0 0.05 0.1 0.16 0 0.06 0.1 SEMAAN Engineering Solution7IA003XC041 Tigard 1047 N 205th St PfOf°"REVOr _ Elkhorn, NE 68022 chw't Sprint Sites USA-GA 2 pia""°Y JungH APO. SEMAAN Engineering Phone (402)289-1888 COtlt. T1A-222-H Oats'07/20/20 8atle' NTS FAX: Path:- n,o.-r.faMIr nomro,+, .wm. 1 ePW,.ro D"'°No.E-5 Feed Line Plan Rom° Flat App In Face App Out Face \MG Ladi " 6tifatyrigdae6f&r (6)1 5/8"Coax( prm�, . • • (3)RET(Sprint); (3)1 1/4"Fiber(Spring," • (3)0.315"ATCB-B01-066 AISG(Sprint), (2)112"Coax(Sprint). \G� t\mac ce \,ex ,<? koc-' oc' SEMAAN Engineering Solution P003XC041 Tigard 1047 N 205th St Pt°'°° REV07 Elkhorn, NE 68022 01enL Sprint Sites USA-GA 2 Dr,"n bY°dun H App'd: SEMAAN Engineeri ng g Phone:(402)289-1888 °ide: TIA-222-H_ _ D°' 07/2D/20 $Cal°' NTS FAX: path: — —kONIZS ody No.E;,7 surtr°°wme1ma°rwe omnrn�crnn wwr Feed Line Distribution Chart 0' • 100' Round Fla: . App In Face App Cul Face Tins Leg Face A Face B Face C 00.ofl t�ao 00.00 98.00 115.00 82,00 82.00 75.00 ' I III g 'i 50.00 g O pp CI fp 1 g to o IL I' s �2 ce Y 0 b 3 tl m d 25 00 ... 28.00 0.00 . III — 0,00 • SEMAAN Engineering Solutions,"b•PO03XC041_Tigard 1047 N 205th St P°'°" � Elkhorn, NE 68022 client Sprint Sites USA_GA 2 D'a w bY:lunpH f AP"a sedAAN Eogmee1 ng Pht�ne:(402)289-1888 cad°' TIA-222-H I/n°`07/20/20 a' ' NTS FAX: Path. Oxq No.E-7 rma.eaFm+rotIr n..arnTIM°.vawttnVwvnm®rovI IWwl.n • tnxTower Job Page P003XC041_Tigard 1 of 38 SEAMAN Engineering Project Date Solutions REVO7 16:26:17 07/20/20 1047 Al 205th St Elkhorn,NE 68022 Client Designed by Phone:(402) Sprint Sites USA- GA 2 JungH Tower Input Data The main tower is a 3x free standing tower with an overall height of 100.00 ft above the ground line. The base of the tower is set at an elevation of 0.00 ft above the ground line. The face width of the tower is 2.40 ft at the top and 12.81 ft at the base. This tower is designed using the TIA-222-H standard. The following design criteria apply: Tower is located in Washington County,Oregon. Tower base elevation above sea level: 182.12 ft. Basic wind speed of 97 mph. Risk Category II. Exposure Category B. Simplified Topographic Factor Procedure for wind speed-up calculations is used. Topographic Category: 1. Crest Height:0.00 ft. Nominal ice thickness of 1.25 in. Ice thickness is considered to increase with height. Ice density of 56 pcf. A wind speed of 30 mph is used in combination with ice. Temperature drop of 50°F. Deflections calculated using a wind speed of 60 mph. Weld together tower sections have flange connections.. Connections use galvanized A325 bolts,nuts and locking devices.Installation per TIA/EIA-222 and AISC Specifications.. Tower members are"hot dipped"galvanized in accordance with ASTM A123 and ASTM A153 Standards.. Welds are fabricated with ER-70S-6 electrodes.. CCISeismic Note: Seismic loads generated by CCISeismic 3.2.3. CC]Seismic Note:Seismic calculations are in accordance with TIA-222-H. A non-linear(P-delta)analysis was used. Pressures are calculated at each section. Stress ratio used in tower member design is 1. Local bending stresses due to climbing loads,feed line supports,and appurtenance mounts are not considered. Options Consider Moments-Legs Distribute Leg Loads As Uniform Use ASCE 10 X-Brace Ly Rules Consider Moments-Horizontals Assume Legs Pinned -4 Calculate Redundant Bracing Forces Consider Moments-Diagonals '/ Assume Rigid Index Plate Ignore Redundant Members in FEA Use Moment Magnification 4 Use Clear Spans For Wind Area 4 SR Leg Bolts Resist Compression / Use Code Stress Ratios .1 Use Clear Spans For KL/r a/ All Leg Panels Have Same Allowable Use Code Safety Factors-Guys Retension Guys To Initial Tension Offset Girt At Foundation Escalate Ice 4 Bypass Mast Stability Checks 'I Consider Feed Line Torque Always Use Max Kz '/ Use Azimuth Dish Coefficients 4 Include Angle Block Shear Check Use Special Wind Profile -/ Project Wind Area of Appurt. Use TIA-222-H Bracing Resist.Exemption Include Bolts In Member Capacity Autocalc Torque Arm Areas Use TIA-222-H Tension Splice Exemption Leg Bolts Are At Top Of Section Add IBC.6D+W Combination Poles Secondary Horizontal Braces Leg Sort Capacity Reports By Component \1 Include Shear-Torsion Interaction Use Diamond Inner Bracing(4 Sided) Triangulate Diamond Inner Bracing Always Use Sub-Critical Flow SR Members Have Cut Ends Treat(Feed Line Bundles As Cylinder Use Top Mounted Sockets SR Members Are Concentric Ignore KL/ry For 60 Deg.Angle Legs Pole Without Linear Attachments tnxTower Job Page P003XC041_Tigard 2 of 38 SEMAAN Engineering Project Date SeAition r REVO7 16:26:17 07/20/20 1047 A'205th St Elkhorn,NE 68022 Client Designed by Phone:(402) Sprint Sites USA-GA 2 JungH Pole With Shroud Or No Appurtenances Outside and Inside Comer Radii Are Known Woe 180 1 4 Leg A Wind 90 —_1, tc\a,e \.,. Leg C , Leg B Face C Wind Normal Triangular To wax Tower Section Geometry Tower Tower Assembly Description Section Number Section Section Elevation Database Width of Length Sections _.--- _fi.. __. .,.__.___.__,__._. n .t T1 100.00-85.00 2.40 I 15.00 T2 85.00-75.00 3.96 1 10.00 T3 75.00-50.00 5.00 1 25.00 T4 50.00-25.00 7.60 1 25.00 T5 25.00-0.00 10.21 1 25.00 Tower Section Geometry (cont'd) Tower Tower Diagonal Bracing Has Has Top Girt Bottom Girt Section Elevation Spacing Type K Brace Horizontals Offset Offset End ft ft Panels in in TI 100.00-15.00 5.00 KBraceLeft No No 0.00 0.00 T2 85.00-75.00 5.00 K Brace Left No Yes 0.00 0.00 T3 75.00-50.00 6.25 K 13race Left No Yes 0.00 0.00 tnxT ow�er� Job Page P003X(3041_Tigard 3 of 38 SEMAAN Engineering Project Date SolutionsREV(l7 16:26:17 07/20/20 1047 N 20Sth St Elkhorn,NE 68022 Client Designed by Phone:(402)289-1888 Sprint Sites USA- GA 2 JungH Tower Tower Diagonal Bracing Has Has lop Girt Bottom Girt Section Elevation Spacing Type K Brace Horizontals Offset Offset End ft ft Panels in in T4 50.00-25.00 6.25 K Erace Left No Yes 0.00 0.00 T5 :25.00-0.00 6.25 K Brace Left No Yes 0.00 0.00 Tower Section Geometry (cont'd) Tower Leg Leg Leg Diagonal Diagonal Diagonal Elevation Type Size Grade Type Size Grade ft Tl 100.00-85.00 Pipe P2.5x.203(H) A53-B-35 Pipe P1.25x.14(H) A53-B-35 (35 ksi) (35 ksi) T2 85.00-75.00 Pipe P2.5x.20.3(H) A53-B-35 Pipe P1.25x.14(H) A53-B-35 (35 ksi) (35 ksi) T3 75.00-50.00 Pipe P3x.3(H) A53-B-35 Pipe PI.5x.145(H) A53-B-35 (35 ksi) (35 ksi) T4 50.00-25.00 Pipe P3.5x.318(H) A53-B-35 Pipe P2x.154(H) A53-B-35 (35 ksi) (35 ksi) T5 25.00-0.00 Pipe P4x.337(H) A53-B-35 Pipe P2x.154(H) A53-B-35 (35 ksi) (35 ksi) Tower Section Geometry (cont'd) Toner Top Girt Top Girt Top Girt Bottom Girt Bottom Girt Bottom Girt Elevation Type Size Grade Type Size Grade ._..f__...., T1 100.00-85.00 Equal Angle Ll1/2x11/2x1/8 A36 Flat Bar A36 (36 ksi) (36 ksi) T2 85.00-75.00 Equal Angle LI I/2x1 1/2x1/8 A36 Flat Bar A36 (36 ksi) (36 ksi) T3 75.00-50.00 Equal Angle L2x2xl/8 A36 Flat Bar A36 (36 ksi) (36 ksi) T4 50.00-25.00 Equal Angle L2 1/2x2 1/2x3/16 A36 Flat Bar A36 (36 ksi) (36 ksi) T5 25.00-0.00 Equal Angle L3 1/2x3 1/2x1/4 A36 Flat Bar A36 (36 ksi (36 ksi) Tower Section Geometry (cont'd)• Tower No. Mid Girt !did Girt Mid Girt Horizontal Horizontal Horizontal Elevation of Type Size Grade Type Size Grade hid fi Girls T2 85.00-75.00 None Flat Bar A36 Equal Angle Ll 1/2x1 1/2x1/8 A36 (36 ksi) (36 ksi) T3 75.00-50.00 None Flat Bar A36 Equal Angle L2x2x1/8 A36 (36 ksi) (36 ksi) T4 50.00-25.00 None Flat Bar A36 Equal Angle L2 1/2x2 1/2x3/16 A36 (36 ksi) (36 ksi) Job Page tnxTower PO03XC-041_Tigard 4 of 38 SEMAAN Engineering Project Date Solutions ftEVO7 16:26:17 J7/21)/20 1047 N 205th St Elkhorn,NE 68022 Client Designed b! Phone:(402)284-1888 Sprint Sites USA- GA 2 g / FAX JungH Tower No. Mid Girt Mid Girt Mid Girt Horizontal Horizontal Horizontal Elevation of Type Size Grade Type Size Grade Mid fi Girls T5 25.00-0.00 None Flat Bar A36 Equal Angle L3 1/2x3 I/2x1/4 A36 (36 ksi) .�._. (36 ksi) Tower Section Geometry (cont'd) _ Tower Gusset Gusset Gusset Grade Adjust.Factor Ae'just. Weight Mull. Double Angle Double Angle Double Angle Elevation Area Thickness AA Foctnr Stitch Bolt Stitch Bolt Stitch Bolt (per face) A, Spacing Spacing Spacing Diagonals Horizontals Redundants .t .111 in rn in in TI 0.00 0.00 A36 1 1 1 36.00 36.00 36.00 100.00-85.00 (36 ksi) T2 85.00-75.00 0.00 0.00 A36 1 I 1 36.00 36.00 36.00 (36 ksi) T3 75.00-50.00 0.00 0.00 A36 I I 1 36.00 36.00 36.00 (36 ksi) T4 50.00-25.00 0.00 0.00 A36 I 1 1 36.00 36.00 36.00 (36 ksi) T525.00-0.00 0.00 0.00 A36 1 1 1 36.00 36.00 36.00 �m (36 ksi) Tower Section Geometry (cont'd) KFactors' -_ Tower Cale Cale Legs X K Single Girls Hortz. Sec. Inner Elevation K K Brace Brace Diags Horiz. Brace Single Solid Diags Diags Angles Rounds X X X X X X X 'R — _Y Y ..._. Y Y Y Y Y _ Tl Yes Yes 1 1 1 1 1 1 1 1 100.00-85.00 1 l 1 1 1 1 1 T2 Yes Yes 1 ] 1 1 1 1 1 1 85.00-75.00 1 1 1 1 1 1 1 T3 Yes Yes 1 1 1 I 1 1 1 1 75.00-50.00 I I I 1 1 1 I T4 Yes Yes 1 I 1 1 I I 1 1 50.00-25.00 I 1 1 1 I 1 1 T5 25.00-0.00 Yes Yes I I I I 1 1 1 1 I 1 I I 1 1 I `Nate:K factors are applied to member segment lengths.K-Graces without inner supporting members will have the K factor to the out-of-plane direction applied to the overall length. Tower Section Geometry (cont'd) • Job Page tnx Tower P003X0041_Tigard 5 01 38 SEMAAN.Engineering Project Date Sohilions REVO7 16:26:17 07/20/20 1047 N 205th St Elkhorn,NE 68022 Client Designed by Phone:(402) Sprint Sites USA- GA 2 JungH .IMM. Tower Leg �. i Diagonal Tap Girt Bottom Girt 1 Mid Girt Long Horizontal Short Horizontal Elevation ft Net Width U Net Width U Net Width U Net U Net U _N_ __ Net U Net L/ Deduct Deduct Deduct Width Width Width Width in in ir, Deduct Deduct Deduct Deduct in in in in Tl 0.00 1 0.00 0.75 0.00 0.75 0.00 0.75 0.00 0.75 C.00 0.75 0.00 0.75 100.00-85.00 T2 85.00-75.0 0.00 1 0.00 0.75 0.00 0.75 0.00 0.75 0.00 0.75 0.00 0.75 0.00 0.75 T3 75.00-50.00i 0.00 1 0.00 0.75 0.00 0.75 0.00 0.75 0.00 0.75 0.00 0.75 0.00 0.75 T4 50.00-25.001 0.00 1 0.00 0.75 0.00 0.75 0.00 0.75 0.00 0 75 C.00 0.75 0.00 0.75 T525.00-0.00 0.00 1 0.00 0.75 0.1:0 0.75 0.00 0.75 0.00 0.75 C.00 0.75 0.00 075 Tower Section Geometry (cont'd) Tower Leg Leg i_. Diagonal Top Girt Bottom Girt Mid Girt Long Horizontal Shari Horizontal Elevation Connection fi Type _ Bolt Size No. Bolt Size ,No. Bolt Size No. Bolt Size No. Bolt Size Na Bolt Size No. Bolt Size No. in in in in in in in TI Flange 0.63 0 0.63 2 0.63 2 0.63 0 0.63 0 0.63 0 0.63 0 100.00-85.00 A325N A325N A325N .4325N A325N A325N A325N T2 85.00-75.00 Flange 0.63 3 0.63 2 0.63 I 0.63 0 0.63 0 0.63 1 0.63 0 A325N A325N A325N A325N A325N A325N A325N T3 75.00-50.00 Flange 0.63 4 0.63 2 0.63 2 0.63 0 0.63 0 0.63 I 0.63 0 A325N A325N A325N .4325N A325N A325N A325N T4 50.00-25.00 Flange 0.63 4 0.63 2 0.63 2 0.63 0 0.63 0 0.63 1 0.63 0 A325N A325N A325N A325N A325N A325N A325N T5 25.00-0.00 Flange 1.00 0 0.63 2 0.63 2 0.63 0 0.63 0 0 63 1 0.63 0 A572-50 A32.5N A325N .4325N A325N A325N A325N Feed LineiLinear�ppurtenances _Entered As Round Or Flat Description Face Allow Exclude Component Placement Face Lateral # # Clear Width or Perimeter Weight or Shield From Type Offset Offset Per Spacing Diameter Leg Torque ft in (Frac FW) Row in in in plf Calculation RET A No No Ar(CaAa) 82.00-0.00 0.00 -0.2 3 3 0.44 0.44 0.080 (Sprint) 5/8"Coax A No No Ar(CaAa) 82.00-0.00 0.00 0 6 6 1.98 1.98 1.040 (Sprint) 1 l/4"Fiber A No No Ar(CaAa) 82.00-0.00 0.00 -0.25 3 3 1.25 1.25 0.950 (Sprint) 0.315" A No No Ar(CaAa) 82.00-0.00 0.00 -0.3 3 3 0.39 0.39 0.060 • ATCB-B01-00 6 AISG (Sprint) 1/2"Coax A No No Ar(CaAa) 82.00-0.00 0.00 -0.35 2 2 0.65 0.65 0.160 (Sprint) 3/8" C No No Ar(CaAa) 98.00-0.00 0.00 -0.2 I 1 0.39 0.38 0.060 WR-VG86T DC (Cingular) 5/16"Fiber C No No Ar(CaAa) 98.00-0.00 0.00 -0.1 1 1 0.39 0.31 0.060 • l' Job Page tnxTowe P003X,C041 Tigard 6 of 38 SEMAAN Engineering Project Date So/utions REVO7 16:26:17 07/20/20 1047 h'205th St Elkhorn,NE 68022 Client Designed by Phone:(402) Sprint Sites USA-GA 2 J un gH Description Face Allow Exclude Component Placement Face Lateral # # Clear Width or Perimeter Weight or Shield From Type Offset Offset Per Spacing Diameter Leg Torque ft in (Frac FW) Row in in in plf Calculation (Cingular) 5/I6"Fiber C No No Ar(CaAa) 98.00-0.00 0.00 -C.05 1 1 0.39 0.31 0.060 (Cingular) 3/8" C No No Ar(CaAa) 98.00-0.00 0.00 -0.15 4 4 0.39 0.38 0.060 WR-VG86T DC (Cingular) Climbing B No No Af(CaAa) [00.00- 0.00 0 1 1 0.25 3.00 7.900 Ladder 0.00 W/G Ladder A No No Af(CaAa) 82.00-0.00 0.00 0 1 1 3.00 3.00 6.000 WIG Ladder C No No Af(CaAa) 98.00-0.00 0.00 0 I 1 3.00 3.00 6.000 Safety Line B No No Ar(CsAa) 100.00- 0.00 0 1 1 0.38 0.38 0.220 3/8 0.00 Feed Line/Linear Appurtenances Section Areas Tower Tower Face As AF CAA CAAA. Weight Section Elevation In Face Out Face .A_ IF IF fF A' K T1 100.00-85.00 A 0.000 0.000 0.000 0.000 0.00 B 0.000 0.000 8.063 0.000 0.12 C 0.000 0.000 9.776 0.000 0.08 T2 85.00-75.00 A 0.000 0.000 17.094 0.000 0.11 B 0.000 0.000 5.375 0.000 0.08 C 0.000 0.000 7.520 0.000 0.06 T3 75.00-50.00 A 0.000 0.000 61.050 0.000 0.40 B 0.000 0.000 13.438 0.000 0.20 C 0.000 0.000 18.800 0.000 0.16 T4 50.00-25.00 A 0.000 0.000 61.050 0.000 0.40 B 0.000 0.000 13.438 0.000 0.20 C 0.000 0.000 18.800 0.000 0.16 T5 25.00-0.00 A 0.000 0.000 61.050 0.000 0.40 B 0.000 0.000 13.438 0.000 0.20 - C 0.000 0.000 18,800 0.000 0.16 Feed Line/Linear Appurtenances Section Areas - With Ice Tower Tower Face Ice AR AF CAAA`....�a CAA Weight Section Elevation or Thickness In Face Out Face ft Leg in JP iv (1' K T1 100.00-85.00 A 1.386 0.000 0.000 0.000 0.000 0.00 B 0.000 0.000 16.377 0.000 0.26 C 0.000 0.000 32.458 0.000 0.39 T2 85.00-75.00 A 1.366 0.000 0.000 50.955 0.000 0.61 B 0.000 0.000 10.838 0.000 0.17 C 0.000 0.000 24.740 0.000 0.30 T3 75.00-50.00 A 1.332 0.000 0.000 180.432 0.000 2.12 B 0.000 0.000 26.762 0.000 0.42 C 0.000 0.000 60.899 0.000 0.72 T4 50.00-25.00 A 1.266 0.000 0.000 177.346 0.000 2.04 B 0.000 0.000 26.098 0.000 0.41 C 0.000 0.000 59.007 0.000 0.68 T5 25.00-0.00 A 1.134 0.000 0.000 171.235 0.000 1.87 tnxTow"er Job Page P003XC.041_Tigard 7 of 38 SEMAAN Engineering Project Date Solutions REVO7 16:26:17 07/20/20 1047 A'205th St Elkhorn,NE 68022 Client Designed by Phone:(4I�289-1888 Sprint Sites USA- GA 2F JungH Tower Tower Face Ice AR.. AR CAAA CAAA Weight Section Elevation or Thickness' In Face Out Face _f.------ Leg in ft2 ft? fii .lit K B 0.000 0.000 24.781 0.000 0.37 C 0.000 0.000 55.255 0.000 0.60 -.- Feed Line Center of Pressure Section Elevation Cpt CPT CP, CP:- Ica Ice _1'1 in in ir in T1 100.00-85.00 2.24 1.48 2.84 2.64 T2 85.00-75.00 -3.07 -0.23 -2.50 1.32 T3 75.00-50.00 -5.44 -0.89 -5.13 1.08 T4 50.00-25.00 -6.39 -1.06 -6.36 1.31 T5 25.00-0.00 -6.81 -114 -7.14 1.28 Shielding Factor Ka Tower Feed Line Description I Feed Line Ka K Section Record No. TI Segment Elev. No Ice_ Ice TI 6 3/8"WR-VG86T DC 85.00-98.00 0.6000 0.6000 Tl 7 5/16"Fiber 85.00-98.00 0.6000 0.6000 Tl 8 5/16"Fiber 85.00-98.00 0.6000 0.6000 Tl 9 3/8"WR-VG86T DC 85.00-98.00 0.6000 0.6000 Tl 10 Climbing Ladder 85.00-100.00 0.6000 0.6000 TI 12 W/G Ladder 85.00-98.00 0.6000 0.6000 Tl 13 Safety Line 3/8 85.00.100.00 0.6000 0.6000 T2 1 RET 75.00-82.00 0.6000 0.6000 T2 2 1 5/8"Coax 75.00-82.00 0.6000 0.6000 T2 3 1 1/4"Fiber 75.00-82.00 0.6000 0.6000 T2 4 0.315"ATCB-B01-006 AISG 175.00-82.00 0.6000 0.6000 T2 5 1/2"Coax 75.00-82.00 0.6000 0.6000 T2 6 3/8"WR-VG86T DC 75.00-85.00 0.6000 0.6000 T2 7 5/16"Fiber 75.00-85.00 0.6000 0.6000 T2 8 5/16"Fiber 75.00-85.00 0.6000 0.6000 T2 9 3/8"WR-VGS6T DC 75.00-85.00 0.6000 0.6000 T2 10 Climbing Ladder 75.00-85.00 0.6000 0.6000 T2 II W/G Ladder 75.00-82.00 0.6000 0.6000 T2 12 W/G Ladder 75.00-85.00 0.6000 0.6000 T2 13 Safety Line 3/8' 75.00-85.00 0.6000 0.6000 T3 1 RET 50.00-75.00 0.6000 0.6000 T3 2 1 5/8"Coax 50.00-75.00 0.6C00 0.6000 T3 3 1 1/4"Fiber 50.00-75.00 0.6000 0.6000 T3 4 0.315"ATCB-B01-006 A1SG 50.00-75.00 0.6000 0.6000 T3 5 1/2"Coax 50.00-75.00 0.6000 0.6000 T3 6 3/8"WR-VG86T DC 50.00-75.00 0.6000 0.6000 T3 7 5/16"Fiber 50.00-75.00 0.6000 0.6000 T3 8 5/16"Fiber 50.00-75.00 0.6000 0.6000 T3 9 3/8"WR-VG86T DC 50.00-75.00 0.6000 0.6000 T3 10 Climbing Ladder 50.00-75.00 0.6000 0.6000 T3 11 W/G Ladder 50.00-75.00 0.6000 0.6000 T3 12 W/G Ladder 50.00-75.00 0.6000 0.6000 T3 13 Safety Line 3/8 50.00-75.00 0.6000 0.6000 • tn Job Page xTower P003XC041_Tigard 8 of 38 SEMAANEngineering Project Date Solutions REVO7 16:26:17 D7/20/20 1047 N 205th St Elkhorn,NE 68022 Client Designed by Phone:(4F2)289-1888 Sprint Sites USA-GA 2 JungH Tower Feed Line Description Feed Line K K. Section Record No. Segment Elev. No Ice Ice T4 1 RET 25.00-50.00 0.6000 0.6000 T4 2 1 5/8"Coax 25.00-50.00 0.6000 0.6000 T4 3 1 1/4"Fiber 25.00-50.00 0.6C00 0.6000 T4 4 0.315"ATCB-B01-006 AISG 25.00.50.00 0.6000 0.6000 T4 5 1/2"Coax 25.00-50.00 0.6000 0.6000 T4 6 3/8"WR-VG86T DC 25.00-50.00 0.6000 0.6000 T4 7 5/16"Fiber 25.00-50.00 0.6000 0.6000 T4 8 5/16"Fiber 25.00-50.00 0.6000 0.6000 T4 9 3/8"WR-VG86T DC 25.00-50.00 0.6600 0.6000 T4 10 Climbing Ladder 25.00-50.00 0.6000 0.6000 T4 11 W/G Ladder 25.00-50.00 0.6C00 0.6000 T4 12 W/G Ladder 25.00-50.00 0.6C00 0.6000 T4 13 Safety Line 3/8 25.00-50.00 0.6000 0.6000 T5 1 RET 0.00-25.00 0.6C00 0.6000 T5 2 1 5/8"Coax 0.00-25.00 0.6000 0.6000 T5 3 1 1/4"Fiber 0.00-25.00 0.6000 0.6000 T5 4 0.315"ATC13-B01-006 AISG 0.00-25.00 0.6600 0.6000 T5 5 1/2"Coax 0.00-25.00 0.6600 0.6000 T5 6 3/8"WR-VG86T DC 0.00-25.00 0.6000 0.6000 T5 7 5/16"Fiber 0.00-25.00 0.6000 0.6000 T5 8 5/16"Fiber 0.00-25.00 0.6000 0.6000 T5 9 3/8"WR-VG86T DC 0.00-25.00 0.6000 0.6000 T5 10 Climbing Ladder 0.00-25.00 0.6600 0.6000 T5 11 W/G Ladder 0.00-25.00 0.6000 0.6000 T5 12 W/G Ladder 0.00-25.00 0.6600 0.6000 T5 13 Safet�Line 3/8 0.00-25.00 0.6600 0.6000 User Defined Loads - Seismic - Description Elevation Offset Azimuth E„ E,., E,„ Ei From Angle Centroid ft Jl K K K K _ CCISeismic Tower Section 1 92.50 0.000 0.000 0.05 0.00 0.00 0.13 CCISeismic Tower Section 2 80.00 0.000 0.000 0.04 0.00 0.00 0.08 CCISeismic Tower Section 3 62.50 0.000 0.000 0.15 0.00 0.00 0.26 CCISeismic Tower Section 4 37.50 0.000 0.000 0.22 0.00 0,00 0.23 CCISeismic Tower Section 5 12.50 0.000 0.000 0.32 0.00 0.00 0.11 CCISeismic miscl 5/8"Lightning 100.00 0.000 0.000 0.01 0.00 0.00 0.01 Rod CCISeismic tower mounts Sector 82.00 0.000 0.000 0.07 0.00 0.00 0.15 Frame CCISeismic tower mounts Sector 82.00 0.000 0.000 0.07 0.00 0.00 0.15 Frame • CCISeismic tower mounts Sector 82.00 0.000 0.000 0.07 0.00 0.00 0.15 Frame CCISeismic rfs 82.00 0.000 0.000 0.01 0.00 0.00 0.02 APXV9ERRI8-C-A20 CCISeismic rfs 82.00 0.000 0.000 0.01 0.00 0.00 0.02 APXV9ERRI8-C-A20 CCISeismic rfs 82.00 0.000 0.000 0.01 0.00 0.00 0.02 APXV9ERR18-C-A20 CCISeismic rfs 82.00 0.000 0.000 0.01 0.00 0.00 0.02 APXVSPP I S-C-A20 CCISeismic rfs 82.00 0.000 0.000 0.01 0.00 0.00 0.02 - -- • tnxTower Job Page P003XC041__Tigard 9 of 38 SEMAANEnginiwring Project Date SoGetions REVO7 16:26:17 07/20)20 1047 N 205th St Elkhorn,NE 68022 Client Designed by Phone:(440 1289-1888 Sprint Sites USA- GA 2 9 Jun H Description Elevation Offset Azimuth E, Em. En, En From Angle Centmid ft /i K K K K APXVSPPI8-C-A20 CCISeismic rfs 82.00 0.000 0.000 0.01 0.00 0.00 0.02 APXVSPPI8-C-A20 CCISeismic kmw 82.00 0.000 0.000 0.01 0.00 0.00 0.01 ET-X-WM-18-65-8P CCISeismic kmw 82.00 0.000 0.000 0.01 0.00 0,00 0.01 ET-X-WM-I 8-65-8P CCISeismic kmw 82.00 0.000 0.000 0.01 0.00 0.00 0.01 ET-X-WM-18-65-8P CCISeismic RRH-C2A 800 82.00 0.000 0.000 0.01 0.00 0.00 0.02 MHz RRH CCISeismic RRH-C2A 800 82.00 0.000 0.000 0.01 0.00 0,00 0.02 MHz RRH CCISeismic RRH-C2A 800 82.00 0.000 0.000 0.01 0.00 0.00 0.02 MHz RRH CCISeismic samsung RRH-P4 82.00 0.000 0.000 0.01 0.00 0.00 0.02 1900 MHz CCISeismic samsung RRH-P4 82.00 0.000 0.000 0.01 0.00 0.00 0.02 1900 MHz CCISeismic samsung RRH-P4 82.00 0.000 0.000 0.01 0.00 0.00 0.02 1900 MHz CCISeismic RRH-V3 2.5 RRH 82.00 0.000 0.000 0.01 0.00 0.00 0.02 CCISeismic RRH-V3 2.5 RRH 82.00 0.000 0.000 0.01 0.00 0.00 0.02 CCISeismic RRH-V3 2.5 RRH 82.00 0.000 0.000 0.01 0.00 0.00 0.02 CCISeismic Power Junction 82.00 0.000 0.000 0.00 0.00 0.00 0.00 CCISeismic Powerjunetion 82.00 0.000 0.000 0.00 0.00 0.00 0.00 CCISeismic PowerJunction 82.00 0.000 0.000 0.110 0.00 0.00 0.00 CCISeismic Fiber Optic 82.00 0.000 0.000 0.00 0.00 0.00 0.00 Junction CCISeismic Fiber Optic 82.00 0.000 0.000 0.00 0.00 0.00 0.00 Junction • CCISeismic Fiber Optic 82.00 0.000 0.000 0.00 0.00 0.00 0.00 Junction CCISeismic GPS 82.00 0.000 0.000 0.00 0.00 0.00 0.00 CCISeismic GPS 82.00 0.000 0.000 0.00 0.00 0.00 0.00 CCISeismic(3) RET Kit 82.00 0.000 0.000 0.00 0.00 0.00 0.00 CCISeismic(3) RETKit 82.00 0.000 0.000 0.00 0.00 0.00 0.00 CCISeismic(3) RETKit 82.00 0.000 0.000 0.00 0.00 0.00 0.00 CCISeismic Filter 82.00 0.000 0.000 0.01 0.00 0.00 0.02 CCISeismic Filter 82.00 0.000 0.000 0.01 0.00 0.00 0.02 CCISeismic Filter 82.00 0.000 0.000 0.01 0.00 0.00 0.02 CCISeismic(4) 82.00 0.000 0.000 0.01 0.00 0.00 0.01 Combiner/Junction Box CCISeismic(4) 82.00 0.000 0.000 0.01 0.00 0.00 0.01 Combiner/Junction Box CCISeismic(4) 82.00 0.000 0.000 0.01 0.00 0.00 0.01 Combiner/Junction Box CCISeismic Platform 98.00 0.000 0.000 0.22 0.00 0.00 0.58 w/Kickers CCISeismic(2)cellmax 98.00 0.000 0.000 0.03 0.00 0.00 0.08 UBTUL BUL BHH-6517-17-21-2 1 CCISeismic(2)raycap 98.00 0.000 0.000 0.01 0.00 0.00 0.02 DC9-48-60-24-8C-EV CCISeismic(2)commscopc 98.00 0.000 0.000 0.03 0.00 0.00 0.07 NNHH-65C-R4 CCISeismic(2)commscopc 98.00 0.000 0.000 0.03 0.00 0.00 0.07 NNHH-65C-R4 CCISeismic nokia RRH 4T4R 98.00 0.000 0.000 0.01 0.00 0.00 0.03 B25/66 320W AHFIB Job Page tnxToweP 6 P003XC041_Tigard 10 of 38 SEMAAN Engineering Project Date Solutions REVO7 16:26:17 07/20i20 1047N205thSt Elkhorn,NE 68022 Client Designed by Phone:(02)289-1888 Sprint Sites USA-GA 2 JungH Description Elevation Offset Azimuth E, E, Eh Er, From Angle Centroid • ,/t_ ... .1i ° K K K K CCISeismic nokia RRH 4T4R 98.00 0.000 0.000 0.01 0.00 0.00 0.03 B25/66 320W AHFIB CCISeismic nokia RRH 4T4R 98.00 0.000 0.000 0.01 0.00 0.00 0.03 B25/66 320W AFFIB CCISeismic nokia RRH 4T4R 98.00 0.000 0.000 0.01 0.00 0.00 0.01 B30 1OOW AMNIA CCISeismic nokia RRH 4T4R 98.00 0.000 0.000 0.01 0.00 0.00 0.01 B30 100W AHNA CCISeismic nokia RRH 4T4R 98.00 0.000 0.000 0.01 0.00 0.00 0.01 B30 100W AHNA CCISeismic nokia RRH 4T4R 98.00 0.000 0.000 0.01 0.00 0.00 0.04 B12/14 320W AHLBA CCISeismic nokia RRH 4T4R 98.00 0.000 0.000 0.01 0.00 0.00 0.04 B12/14 320W AHLBA CCISeismic nokia RRH 4T4R 98.00 0.000 0.000 0.01 0.00 0.00 0.04 B12/14 320W AHLBA CCISeismic nokia RRH 4T4R 98.00 0.000 0.000 0.01 0.00 0.00 0.01 135 160W AHCA CCISeismic nokia RRH 4T4R 98.00 0.000 0.000 0.01 0.00 0.00 0.01 B5 160W AHCA CCISeismic nokia RRH 4T4R 98.00 0.000 0.000 0.01 0.00 0.00 0.01 B5 160W AHCA CCISeismic(3) REI'From 0 to 78.50 0.000 0.000 0.00 0.00 0.00 0.00 82(75ft to82ft) CCISeismic(3) RET From 0 to 62.50 0.000 0.000 0.00 0.00 0.00 0.00 82(50ft to75ft) CCISeismic(3) RET From 0 to 37.50 0.000 0.000 0.00 0.00 0.00 0.00 82(25ft to50ft) CCISeismic(3) RET From 0 to 12.50 0.000 0.000 0.00 0.00 0.00 0.00 82(Oft t02511) CCISeismic(6)general cable 1 78.50 0.000 0.000 0.01 0.00 0.00 0.01 5/8"Coax From 0 to 82(7511 to82(1) CCISeismic(6)general cable 1 62.50 0.000 0.000 0.02 0.00 0.00 0.04 5/8"Coax From 0 to 82(50:ft to75ft) CCISeismic(6)general cable I 37.50 0.000 0.000 0.02 0.00 0.00 0.02 5/8"Coax From 0 to 82(25ft to50ft) CCISeismic(6)general cable 1 12.50 0.000 0.000 0.02 0.00 0.00 0.01 5/8"Coax From 0 to 82(Oft to25ft) CCISeismic(3) 1 114"Fiber 78.50 0.000 0.000 0.00 0.00 0.00 0.01 From 0 to 82(75ft to82ft) CCISeismic(3) 1 1/4"Fib r 62.50 0.000 0.000 0.01 0.00 0.00 0.02 From 0 to 82(50ft to75(1) CCISeismic(3) 1 1/4"Fiber 37.50 0.000 0.000 0.01 0.00 0.00 0.01 From 0 to 82(25ft to50ft) CCISeismic(3) 1 1/4"Fiber 12.50 0.000 0.000 0.01 0.00 0.00 0.00 From 0 to 82(Oft to25ft) CCISeismic(3) C.315" 78.50 0.000 0.000 0.00 0.00 0.00 0.00 ATCB-B01-006 AISG From 0 to 82(75ft to82ft) CCISeismic(3) C.315" 62.50 0.000 0.000 0.00 0.00 0.00 0.00 ATCB-B01-006 AISG From 0 to 82(50ft to75ft) CCISeismic(3) C.315" 37.50 0.000 0.000 0.00 0.00 0.00 0.00 ATCB-BOI-006 AISG From 0 to 82(25ft to5Oft) CCISeismic(3) C.315" 12.50 0.000 0.000 0.00 0.00 0.00 0.00 Job Page tnxTower P003XCO41_Tigard 11 of 38 SEMAANEngineering Project Date Solutions R EVO7 16:26:17 07/20/20 1047 N 205th St Elkhorn,NE 68022 Client Designed by Phone:(402)289-1888 Sprint Sites UEA- GA 2 Jun H 9 ___ Description Elevation O(/set Azimuth E,. Ea Ei. E. From Angle Centroid fi ft K K K K ATCB-B01-006 AISG From 0 to 82(0ft to25ft) CCISeismic(2)general cable 78.50 0.000 0.000 0.00 0.00 0.00 0.00 1/2"Coax From 0 to 82(75ft to82ft) CCISeismic(2)general cable 62.50 0.000 0.000 0.00 0.00 0.00 0.00 1/2"Coax From 0 to 82(50ft to75ft) CCISeismic(2)general cable 37.50 0.000 0.000 0.00 0.00 0.00 0.00 1/2"Coax From 0 to 82(25ft to50ft) CCISeismic(2)general cable 12.50 0.000 0.000 0.00 0.00 0.00 0.00 1/2"Coax From 0 to 82(Oft to25ft) CCISeismic 3/8"WR-VG86T 78.50 0.000 0.000 0.00 0.00 0.00 0.00 DC From 0 to 82(751t to821t) CCISeismic 3/8"WR-VGS6T 62.50 0.000 0.000 0.00 0.00 0.00 0.00 DC From 0 to 82(501t to7511) CCISeismic 3/8"WR-VG86T 37.50 0.000 0.000 0.00 0.00 0.00 0.00 DC From 0 to 82(25ft to50ft) CCISeismic 3/8"WR-VG86T 12.50 0.000 0.000 0.00 0.00 0.00 0.00 DC From 0 to 82(Oft to25ft) CCISeismic 5/16"Fiber From 91.50 0.000 0.000 0.00 0.00 0.00 0.00 0 to 98(85ft to98ft) CCISeismic 5/16"Fiber From 80.00 0.000 0.000 0.00 0.00 0.00 0.00 0 to 98(75ft to85ft) CCISeismic 5/16"Fiber From 62.50 0.000 0.000 0.00 0.00 0.00 0.00 0 to 98(50ft to75ft) CCISeismic 5/16"Fiber From 37.50 0.000 0.000 0.00 0.00 0.00 0.00 0 to 98(25ft to5Oft) CCISeismic 5/16"Fiber From 12.50 0.000 0.000 0.00 0.00 0.00 0.00 0 to 98(Oft to25ft) CCISeismic 5/16"Fiber From 91.50 0.000 0.000 0.00 0.00 0.00 0.00 0 to 98(85ft to98ft) CCISeismic 5/16"Fiber From 80.00 0.000 0.000 0.(10 0.00 0.00 0.00 0 to 98(75ft to85ft) CCISeismic 5/16"Fiber From 62.50 0.000 0.000 0.00 0.00 0.00 0.00 0 to 98(50ft to75ft) CCISeismic 5/16"Fiber Fmm 37.50 0.000 0.000 0.00 0.00 0.00 0.00 0 to 98(25ft to50ft) CCISeismic 5/16"Fiber From 12.50 O.00C. 0.000 0.00 0.00 0.00 0.00 0 to 98(0ft to25ft) CCISeismic(4) 3/8" 91.50 0.000 0.000 0.00 0.00 0.00 0.00 WR-VG86T DC From 0 to 98 (85ft to98ft) CCISeismic(4) 3/8" 80.00 0.000 0.000 0.00 0.00 0.00 0.00 WR-VG86T DC From 0 to 98 (75ft to851I) CCISeismic(4) 3/8" 62.50 0.006 0.000 0.00 0.00 0.00 0.00 WR-VG86T DC From 0 to 98 (50ft to75ft) CCISeismic(4) 3/8" 37.50 0.000 0.000 0.00 0.00 0.00 0.00 WR-VG86T DC From 0 to 98 (25ft to50ft) CCISeismic(4) 3/8" 12.50 0.000 0.000 0.00 0.00 0.00 0.00 WR-VG86T DC From 0 to 98 (Oft to25ft) CCISeismic Climbing Ladder 91.50 0.000 0.000 0.00 0.00 0.00 0.00 From 0 to 98(85ft to98ft) CCISeismic Climbing Ladder 80.00 0.000 0.000 0.00 0.00 0.00 0.00 Job Page tnxTower P003XG041_Tigard 12 of 38 SEMAANEngineering Project Date Solutions REV07 16:26:17 07/20/20 1047 N 205th St Elkhorn,NE 68022 Client Designed by Phone:(402)289-1888 Sprint Sites USA-GA 2 AX j ung F-I - Description Elevation Offset Azimuth E, E Eh En From Angle Central ff ftK K K K From 0 to 98(75ft:to85ft) CCISeismic Climbing Ladder 62.50 0.000 0.000 0,00 0.00 0.00 0.00 From 0 to 98(50ft to75(t) CCISeismic Climbing Ladder 37.50 0.000 0.000 0.00 0.00 0.00 0.00 From 0 to 98(25f1.to50ft) CCISeismic Climbing Ladder 12.50 0.000 0.000 0.00 0.00 0.00 0.00 From 0 to 98(Oft to25ft I CCISeismic miscl W/G Ladder 92.50 0.000 0.000 0.02 0.00 0.00 0-04 From 0 to 100(85ft tolOC2t) CCISeismic mist]WIG Ladder 80.00 0.000 0.000 0.01 0.00 0.00 0.02 From 0 to 100(7511 to85t3) CCISeismic mist]WIG Ladder 62.50 0.000 0.000 0.03 0.00 0.00 0.05 From 0 to 100(5011 to75(1) CCISeismic miscl W/G Ladder 37.50 0.000 0.000 0.03 0.00 0.00 0.03 From 0 to 100(2511 tc50ft) CCISeismic mist]W/G Ladder 12.50 0.000 0.000 0.03 0.00 0.00 0.01 From 0 to 100(0fi:to25ft) CCISeismic mist]W/G Ladder 78.50 0.000 0.000 0.01 0.00 0.00 0.01 From 0 to 82(75f1:to82ft) CCISeismic miscl WIG Ladder 62.50 0.000 0.000 0.02 0.00 0.00 0.03 From 0 to 82(50ft to75ft) CCISeismic mist]WIG Ladder 37.50 0.000 0.000 0.02 0.00 0.00 0.02 From 0 to 82(25ft to50ft) CCISeismic mist]W/G Ladder 12.50 0.000 0.000 0.02 0.00 0.00 0.01 From 0 to 82(Oft to25ft) CCISeismic miscl Safety Line 91.50 0.000 0.000 0.01 0.00 0.00 0.03 3/8 From 0 to 98(85ft to98ft) CCISeismic mist!Safety Line 80.00 0.000 0.000 0.01 0.00 0.00 0.02 3/8 From 0 to 98(75ft to85ft) CCISeismic miscl Safety Line 62.50 0.000 0.000 0.02 0.00 0.00 0.03 3/8 From 0 to 98(50ft to75ft) CCISeismic mist]Safety Line 37.50 0.000 0.000 0.02 0.00 0.00 0.02 3/8 From 0 to 98(2511 to50ft) CCISeismic miscl Safety Line 12.50 0.000 0.000 0.02 0.00 0.00 0.01 3/8 From 0to 98(Oft to25ft) Discrete Tower Loads Description Face Offset Offsets.' Azimuth Placement CAA CAAA Weight or Type Horz Adjustment Front Side Leg Lateral Vert fl ft it' ft2 K ft fl 5/8"Lightning Rod C From Leg 0.00 0.000 100.00 No Ice 0.25 0.25 0.04 0.000 1/2"Ice 0.66 0.66 0.04 2.000 I"Ice 0.97 0.97 0.04 2"Ice 1.49 1.49 0.06 Sector Frame C From Leg 1.50 0.000 82.00 No Ice 15.00 10.00 0.50 (Sprint) 0.000 1/2"Ice 20.60 15.00 0.65 0.000 1"Ice 26.20 20.00 0.80 2"Ice 37.40 30.00 1.10 Sector Frame B From Leg 1.50 0.000 82.00 No Ice 15.00 10.00 0.50 (Sprint) 0.000 1/2"Ice 20.60 15.00 0.65 - -- • tazTower Job Page PO03XC:041_Tigard 13 of 38 SEMAANEngineering Project Date SolutionsREVO7 16:26:17 07/20/20 1047 N 205th St Elkhorn,NE 68022 Client Designed by Phone:(402)289-1888 Sprint Sites USA-GA 2 PAX: JungH Description Face Offset Offsets: Azimuth Placement C.4.1,4 CAA; Weight or Type Horz Adjustment Front Side Leg Lateral Vert ft ft ft2 ft' K ft ft 0.000 1"Ice 26.20 20.00 0.80 2"Ice 37.40 30.00 1.10 Sector Frame A From Leg 1.50 0.000 82.00 No Ice 15.00 10.00 0.50 (Sprint) 0.000 1/2"Ice 20.60 15.00 0.65 0.000 I"Ice 26.20 20.00 0.80 2"Ice 37.40 30.00 1.10 APXV9ERR18-C-A20 C From Leg 3.00 0.000 82.00 No Ice 8.02 5.81 0.07 (Sprint) 0.000 1/2"Ice 8.48 6.27 0.12 0.000 1"Ice 8.94 6.73 0.18 2"Ice 9.89 7.68 0.32 APXV9ERR18-C-A20 B From Leg 3.00 0.000 82.00 No Ice 8.02 5.81 0.07 (Sprint) 0.000 1/2"Ice 8.48 6.27 0.12 0.000 1"Ice 8.94 6.73 0.18 2"Ice 9.89 7.68 0.32 APXV9ERR18-C-A20 A From Leg 3.00 0.000 82.00 No Ice 8.02 5.81 0.07 (Sprint) 0.000 12"Ice 8.48 6.27 0.12 0.000 1"Ice 8.94 6.73 0.18 2"Ice 9.89 7.68 0.32 APXV SPP I S-C-A20 C From Leg 3.00 0.000 82.00 No Ice 8.02 5.81 0.06 (Sprint) 0.000 12"Ice 8.48 6.27 0.11 0.000 1"Ice 8.94 6.73 0.17 2"Ice 9.89 7.68 0.31 APXVSPPIS-C-A20 B From Leg 3.00 0.000 82.00 No Ice 8.02 5.81 0.06 (Sprint) 0.000 1/2"Ice 8.48 6.27 0.11 0.000 1"Ice 8.94 6.73 0.17 2"Ice 9.89 7.68 0.31 APXVSPPIS-C-A20 A From Leg 3.00 0.000 82.00 No Ice 8.02 5.81 0.06 (Sprint) 0.000 12"Ice 8.48 6.27 0.11 0.000 I"Ice 8.94 6.73 0.17 2"Ice 9.89 7.68 0.31 ET-X-WM-18-65-8P C From Leg 3.00 0.000 82.00 No Ice 6.68 2.98 0.04 (Sprint) 0.000 1/2"Ice 7.07 3.36 0.07 0.000 1"Ice 7.48 3.74 0.11 2"Ice 8.31 4.53 0.21 ET-X-WM-18-65-8P B From Leg 3.00 0.000 82.00 No Ice 6.68 2.98 0.04 (Sprint) 0.000 1/2"Ice 7.07 3.36 0.07 0.000 1"Ice 7.48 3.74 0.11 2"Ice 8.31 4.53 0.21 ET-X-WM-18-65-8P A From Leg 3.00 0.000 82.00 No Ice 6.68 2.98 0.04 (Sprint) 0.000 1/2"Ice 7.07 3.36 0.07 0.000 1"Ice 7.48 3.74 0.11 2"Ice 8.31 4.53 0.21 RRH-C2A 800 MHz RRH C From Leg 3.00 0.000 82.00 No Ice 2.97 1.67 0.07 (Sprint) 0.000 1/2"Ice 3.18 1.84 0.09 0.000 1"Ice 3.41 2.02 0.12 2"Ice 3.87 2.39 0.19 RRH-C2A 800 MHz RRH B From Leg 3.00 0.000 82.00 No Ice 2.97 1.67 0.07 (Sprint) 0.000 1/2"Ice 3.18 1.84 0.09 0.000 1"Ice 3.41 2.02 0.12 2"Ice 3.87 2.39 0.19 RRH-C2A 800 MHz RRH A From Leg 3.00 0.000 82.00 No Ice 2.97 1.67 0.07 (Sprint) 0.000 12"Ice 3.18 1.84 0.09 0.000 1"Ice 3.41 2.02 0.12 2"Ice 3.87 2.39 0.19 RRH-P4 1900 MHz C From Leg 3.00 0.000 82.00 No Ice 2.73 1.78 0.06 (Sprint) 0.000 12"Ice 2.94 1.96 0.09 0.000 1"Ice 3.16 2.15 0.11 tnxTower Job Page -� P003XC:041_Tigard 14 of 38 SEMAAN Engineering Project Date Solutions REV07 16:26:17 07/20/20 1047 N 205th St Elkhorn,NE 68022 Client Designed by Phone: (402) 289-1888 Sprint Sites USA-GA 2 JungH Description Face Offset Offsets: Azimuth Placement CAA,, CAAA Weight or Type Hon Adjustment Front Side Leg Lateral Vert ft fi .11= K ft ft 2"Ice 3.63 2.56 0.17 RRH-P4 1900 MHz B From Leg 3.00 0.000 82.00 No Ice 2.73 1.78 0.06 (Sprint) 0.000 1/2"Ice 2.94 1.96 0.09 0.000 1"Ice 3.16 2.15 0.11 2"Ice 3.63 2.56 0.17 RRH-P4 1900 MHz A From Leg 3.00 0.000 82.00 No Ice 2.73 1.78 0.06 (Sprint) 0.000 1/2"Ice 2.94 1.96 0.09 0.000 1"Ice 3.16 2.15 0.11 2"Ice 3.63 2.56 0.17 RRH-V3 2.5 RR13 C From Leg 3.00 0.000 B2.00 No Ice 2.40 1.47 0.06 (Sprint) 0.000 1/2"Ice 2.69 1.71 0.08 0.000 1"Ice 2.99 1.95 0.10 2"Ice 3.57 2.43 0.14 RRH-V3 2.5 RRH B From Leg 3.00 0.000 82.00 No Ice 2.40 1.47 0.06 (Sprint) 0.000 1/2"Ice 2.69 1.71 0.08 0.000 1"Ice 2.99 1.95 0.10 2"Ice 3.57 2.43 0.14 RRH-V3 2.5 RRH A From Leg 3.00 0.000 82.00 No Ice 2.40 1.47 0.06 (Sprint) 0.000 1/2"Ice 2.69 1.71 0.08 0.000 I"Ice 2.99 1.95 0.10 2"Ice 3.57 2.43 0.14 Power Junction C From Leg 3.00 0.000 82.00 No Ice 0.47 0.47 0.00 (Sprint) 0.000 1/2"Ice 0.75 0.75 0.02 0.000 I"Ice 1.03 1.03 0.04 2"Ice 1.59 1.59 0.08 Power Junction B From Leg 3.00 0.000 82.00 No Ice 0.47 0.47 0.00 (Sprint) 0.000 1/2"Ice 0.75 0.75 0.02 0.000 1"Ice 1.03 1.03 0.04 2"Ice 1.59 1.59 0.08 Power Junction A From Leg 3.00 0.000 82.00 No Ice 0.47 0.47 0.00 (Sprint) 0.000 1/2"Ice 0.75 0.75 0.02 0.000 1"Ice 1.03 1.03 0.04 2"Ice 1.59 1.59 0.08 Fiber Optic Junction C From Leg 3.00 0.000 82.00 No Ice 0.34 0.34 0.00 (Sprint) 0.000 1/2"Ice 0.55 0.55 0.02 0.000 I"Ice 0.76 0.76 0.04 2"Ice 1..18 1.18 0.07 Fiber Optic Junction B From Leg 3.00 0.000 82.00 No Ice 0.34 0.34 0.00 (Sprint) 0.000 1/2"Ice 0.55 0.55 0.02 0.000 1"Ice 0.76 0.76 0.04 2"Ice 1.18 1.18 0.07 Fiber Optic Junction A From Leg 3.00 0.000 82.00 No Ice 0.34 0.34 0.00 (Sprint) 0.000 1/2"Ice 0.55 0.55 0.02 0.000 1"Ice 0.76 0.76 0.04 2"Ice 1.18 1.18 0.07 GPS C From Leg 3.00 0.000 82.00 No Ice 0.50 0.50 0.01 (Sprint) 0.000 1/2"Ice 0.80 0.80 0.04 0.000 1"Ice 1.10 1.10 0.06 2"Ice 1.70 1.70 0.10 GPS B From Leg 3.00 0.000 82.00 No Ice 0.50 0.50 0.01 (Sprint) 0.000 1/2"Ice 0.80 0.80 0.04 0.000 1"Ice 1.10 1.10 0.06 2"Ice 1.70 1.70 0.10 (3)RET Kit C From Leg 3.00 0.000 82.00 No Ice 0.14 0.14 0.00 (Sprint) 0.000 l/2"Ice 0.30 0.30 0.00 0.000 1"Ice 0.46 0.46 0.00 2"Ice 0.78 0.78 0.00 - - --- tnxTower Soh Page P003XC.041_Tigard 15 of 38 SEMAANEngineering Project Date Solutions REV07 16:26:17 07/20/20 1047 N 205th St Elkhorn,NE 68022 Client Designed by Phone:(402) Sprint Sites USA- GA 2 j Junc H Description Face Offset Offsets: Azimuth Placenrew C.A.4 C•,A,r Weight or Type Horz Adjustment Front Side Leg Lateral Vert II ft .JP ./Y K ft .n (3)RET Kit B From Leg 3.00 0.000 82.00 No Ice 0.14 0.14 0.00 (Sprint) 0.000 1/2"Ice 0.30 0.30 0.00 0.000 1"Ice 0.46 0.46 0.00 2"Ice 0.78 0.78 0.00 (3)RET Kit A From Leg 3.00 0.000 82.00 No Ice 0.14 0.14 0.00 (Sprint) 0.000 1/2"Ice 0.30 0.30 0.00 0.000 1"Ice 0.46 0.46 0.00 2"Ice 0.78 0.78 0.00 Filter C From Leg 3.00 0.000 82.00 No Ice 2.80 1.45 0.06 (Sprint) 0.000 1/2"Ice 3.13 1.71 0.08 0.000 1"Ice 3.45 1.96 0.10 2"Ice 4.10 2.48 0.14 Filter B From Leg 3.00 0.000 82.00 No Ice 2.80 1.45 0.06 (Sprint) 0.000 1/2"Ice 3.13 1.71 0.08 0.000 1"Ice 3.45 1.96 0.10 2"Ice 4.10 2.48 0.14 Filter A From Leg 3.00 0.000 82.00 No Ice 2.80 1.45 0.06 (Sprint) 0.000 1/2"Ice 3.13 1.71 0.08 0.000 I"Ice 3.45 1.96 0.10 2"Ice 4.10 2.48 0.14 (4)Combiner/Jmiction Box C From Leg 3.00 0.000 82.00 No Ice 1.20 1.20 0.01 (Sprint) 0.000 1/2"Ice 1.42 1.42 0.02 0.000 1"Ice 1.63 1.63 0.03 2"Ice 2.07 2.07 0.05 (4)Combiner/Junction Box B From Leg 3.00 0.000 82.00 No Ice 1.20 1.20 0.01 (Sprint) 0.000 1/2"Ice 1.42 1.42 0.02 0.000 1"Ice 1.63 1.63 0.03 2"Ice 2.07 2.07 0.05 (4)Combiner/Junction Box A From Leg 3.00 0.000 82.00 No Ice 1.20 1.20 0.01 (Sprint) 0.000 1/2"Ice 1.42 1.42 0.02 0.000 1"Ice 1.63 1.63 0.03 2"Ice 2.07 2.07 0.05 wsr Platform w/Kickers C None 0.000 98.00 No Ice 25.55 25.55 1.60 (Cingular) 1/2"Ice 27.32 27.32 2.10 1"Ice 29.09 :29.09 2.60 2"Ice 32.63 32.63 3.60 (2) C From Leg 3.00 0.000 98.00 No Ice 22.72 8.18 0.11 UBTULBULBHH-6517-17-2 0.0(0 1/2"Ice 23.39 8.77 0.23 1-21 0.000 1"Ice 24.06 9.38 0.36 (Cingular) 2"Ice 25.43 10.61 0.65 (2)DC9-48-60-24.8C-EV C From Leg 3.00 0.000 98.00 No Ice 4.79 2.74 0.03 (Cingular) 0.000 1/2"Ice 5.07 2.97 0.06 0.000 I"Ice 5.36 3.20 0.10 2"Ice 5.95 3.69 0.20 (2)NNHH-65C-R4 B From Leg 3.00 0.000 98.00 No Ice 17.07 8.20 0.10 (Cingular) 0.000 1/2"Ice 17.70 8.79 0.19 0.000 1"Ice 18.33 9.40 0.30 2"Ice 19.62 10.62 0.53 (2)NNHH-65C-R4 A From Leg 3.00 0.000 98.00 No Ice 17.07 8.20 0.10 (Cingular) 0.000 1/2"Ice 17.70 8.79 0.19 0.000 1"Ice 18.33 9.40 0.30 2"Ice 19.62 10.62 0.53 RRH 4T4R B25/66 320W C From Leg 3.00 0.000 98.00 No Ice 2.86 1.53 0.07 AHFIB 0.000 1/2"Ice 3.08 1.71 0.09 (Cingular) 0.000 l"Ice 3.31 1.90 0.11 2"Ice 3.80 2.29 0.17 . a Job Page tnxTowep P003XC,T41_Tigard 16 of 38 SEMAAN Engineering Project Date Solutions REVO7 16:26:17 37/20/20 1047 N 205th St Elkhorn,NE 68022 Client Designed by Phone:(402)289-1888 Sprint Sites USA- GA 2 JungH Description- Face Offset Offsets: Azimuth Placement C{,4,a C.;4, Weight or Type Horz Adjustment Front Side Leg Lateral Vert ft ° ft ff' i K ft ft RRH 4T4R B25/66 320W B From Leg 3.00 0.000 98.0C No Ice 2 86 1.53 0.07 AHFIB 0.000 1/2"Ice 3.08 1,71 0.09 (Cingular) 0.000 1"Ice 3.31 1.90 0.11 2"Ice 3.80 2.29 0.17 RRH 4T4R B25/66 320W A From Leg 3.00 0.000 98.06 No Ice 2.86 1.53 0.07 AHFIB 0.000 1/2"Ice 3.08 1.71 0.09 (Cingular) 0.000 1"Ice 3.31 1.90 0.11 2"Ice 3.80 2.29 0.17 RRH 4T4R B30 100W C From Leg 3.00 0.000 98.00 No Ice 1.79 1.01 0.04 AHNA 0.000 1/2"Ice 1.95 1.15 0.05 (Cingular) 0.000 1"Ice 2.13 1.29 0.07 2"Ice 2.50 1.60 0.12 RRH 4T4R B30 100W B From Leg 3.00 0.000 98.00 No Ice 1.79 1.01 0.04 AHNA 0.000 1/2"Ice 1.95 1.15 0.05 (Cingular) 0.000 1"Ice 2.13 1.29 0.07 2"Ice 2.50 1.60 0.12 RRH 4T4R B30 1 D0W A From Leg 3.00 0.000 98.00 No Ice 1.79 1.01 0.04 AHNA 0.000 1/2"Ice 1.95 1.15 0.05 (Cingular) 0.000 1"lee 2.13 1.29 0.07 2"Ice 2.50 1.60 0.12 RRH 4T4R B12/14 320W C From Leg 3.00 0.000 98.00 No Ice 3.68 2.31 0.10 AHLBA 0.000 1/2"Ice 3.93 2.52 0.13 (Cingular) 0.000 1"Ice 4.19 2.74 0.16 2"Ice 4.72 3.19 0.24 RRH 4T4R BI2/14 320W B From Leg 3.00 0.000 98.00 No Ice 3.68 2.31 0.10 AHLBA 0.000 1/2"lce 3.93 2.52 0.13 (Cingular) 0.000 1"Ice 4.19 2.74 0.16 2"Ice 4.72 3.19 0.24 RRH 4T4R B12/14 320W A From Leg 3.00 0.000 98.00 No Ice 3.68 2.31 0.10 AHLBA 0.000 1/2"Ice 3.93 2.52 0.13 (Cingular) 0.900 1"Ice 4.19 2.74 0.16 2"Ice 4.72 3.19 0.24 RRH 4T4R B5 160W AHCA C From Leg 3.00 0.000 98.00 No Ice 1.29 0.72 0.04 (Cingular) 0.000 1/2"Ice 1.43 0.83 0.05 0.000 1"Ice 1.58 0.96 0.06 2"Ice 1.90 1.22 0.10 RRH 4T4R B5 160W AHCA B From Leg 3.00 0.000 98.00 No Ice 1.29 0.72 0.04 (Cingular) 0.000 1/2"Ice 1.43 0.83 0.05 0A00 1"Ice 1.58 0.96 0.06 2"ice 1.90 1.22 0.10 RRH 4T4R B5 160W AHCA A From Leg 3.00 0.000 98.00 No Ice 1.29 0.72 0.04 (Cingular) 0.000 12"Ice 1.43 0.83 0.05 0.000 1"Ice 1.58 0.96 0.06 2"Ice 1.90 1.22 0.10 Tower Pressures - No Ice GH=o.trsa Job ob Page PO03XC041_Tigard 17 of 38 SEMAAN Engineering Project Date Solutions ftEVO7 16:26:17 07/20/20 1047 N 205th St Elkhorn,NE 68022 Client Designed by Phone:(4F22))289-1888 Sprint Sites USA- GA 2 e JungH Section z Kz q, A F At AR A,g Leg CA4A CAAA Elevation a % In Out e Face Face J ksf ft2 e f f' f= - t' .02 T1 92.50 0.966 0.020 51.254 A 0.270 9.476 7.200 73.88 3.000 0.000 100.00-85.00 B 0.270 9.476 73.88 8.063 0.000 C 0.270 9.476 73.88 9.776 0.000 T2 85.00-75.00 80.00 0.927 0.019 47.191 A 0.995 6.559 4.800 63.55 17.094 0.000 B 0.995 6.559 63.55 5.375 0.000 C 0.995 6.559 63.55 7.520 0.000 T3 75.00-50.00 62.50 0.864 0.018 164.854 A 3.790 19.979 14.610 61.46 61.050 0.000 B 3.790 19.979 61.46 13.438 0.000 C 3.790 19.979 61.46 18.800 0.000 T4 50.00.25.00 37.50 0.747 0.015 231.001 A 6.873 24.995 16.697 52.39 61.050 0.000 B 6.873 24.995 52.39 13.438 0.000 C 6.873 24.995 52.39 18.800 0.000 T5 25.00-0.00 12.50 0.7 0.014 297.148 A 12.612 28.819 18.784 45.34 61.050 0.000 B 12.612 28.819 45.34 13.438 0.000 C 12.612 28.819 45.34 18.800 0.000 Tower Pressure - With Ice GH=0.850 Section z K,. q4 tZ AG F A; AR A, Leg CAAA CAAA Elevation a % In Out c Face Face t J_ ksf in i !tt e f' .t' A' A' f T1 100.00-85.00 92..50 0.966 0.002 1.391 54.723 A 0.270 20.715 14.142 67.39 0.000 0.000 B 0.270 20.715 67.39 16.377 0.000 C 0.270 20.715 67.39 32.458 0.000 T2 85.00-75.00 80.00 0.927 0.002 1.37 49.470 A 0.995 15.826 9.361 55.65 50.955 0.000 B 0.995 15.826 55.65 10.838 0.000 C 0.995 15.826 55.65 24.740 0.000 T3 75.00-50.00 62..50 0.864 0.002 1.33! 170.413 A 3.790 43.684 25.733 54.21 180.432 0.000 B 3.790 43.684 54.21 26.762 0.000 C 3.790 43.684 54.21 60.899 0.000 T4 50.00-25.00 37.50 0.747 0.001 1.27 236.283 A 6.873 51.373 27.267 46.81 177.346 0.0001 B 6.873 51.373 46.81 26.098 0.000 C 6.873 51.373 46.81 59.007 0.000 T5 25.00-0.00 12.50 0.7 0.001 1.13! 301.881 A 12.612 56.051 28.254 41.15 171.235 0.000 B 12.612 56.051 41.15 24.781 0.000f - C 12.612 56.051 41.15 55.255 0.000 Tower Pressure - Service GH=0.850 Section z KZ q: AG F AR AR Ai., Leg CAAA CAAA Elevation a % In Out ' c Face Face fi ksf le e fi2 f' le ___A' fe Tl 92.50 0.966 0.008 51.254 A 0.270 9.476 7.200 73.88 ).000 0.000 100.00-85.00 B 0.270 9.476 73.88 8.063 0.000 C 0.270 9.476 73.88 9.776 0.000 T2 85.00-75.00 80.00 0.927 0.007 47.191 A 0.995 6.559 4.800 63.55 17.094 0.000 Job Page tnxTower PO03X3041_Tigard 18 of 38 SEMAAN Engineering Project Date Solution!, REVO7 16:26:17 D7/20/20 1047 N 205th St Elkhorn,NE 68022 Client Designed by Phone:(402)289-1888 Sprint Sites USA-GA 2 F4X' JungH Section z K2 qz AG F A; As A„g Leg CA.1.1 CgAq Elevation a % In Out c Face Face .R ksf Jr e jF' f.2 ftt f 2 fe B 0.995 6.559 63.55 5.375 0.000 C 0.995 6.559 63.55 7.520 0.000 T3 75.00-50.00 62.50 0.864 0.007 164..854 A 3.790 19.979 14.610 61.46 61.050 0.000 B 3.790 19.979 61.46 13.438 0.000 C 3.790 19.979 61.46 13.800 0.000 T4 50.00-25.00 37.50 0.747 0.006 231.001 A 6.873 24.995 16.697 52.39 61.050 0.000 B 6.873 24.995 52.39 13.438 0.000 C 6.873 24.995 52.39 18.800 0.000 T5 25.00-0.00 12.50 0.7 0.005 297,148 A 12.612 28.819 ' 18.784 45.34 61.050 0.000 B 12.612 28.819 45.34 13.438 0.000 C 12.612 28.819 , 45,34 18.800 0.000 Tower Forces - No Ice - Wind Normal To Face Section Add Self F e Ce g, DE D.? AE F w Oil Elevation Weight Weight a Face c ksf ft K K e ftz K Plf T1 0.21 0.37 A 0.19 2.629 0.020 1 I 5.698 0.43 28.610 C 100.00-85.00 B 0.19 2.629 1 I 5.698 C 0.19 2.629 1 I 5.698 T2 026 0.28 A 0.16 2.735 0.019 1 1 4.725 0.49 49.244 A 85.00-75.00 B 0.16 2.735 1 t 4.725 C 0,16 2.735 1 1 4.725 T3 0.76 1.11 A 0.144 2.793 0.018 1 1 15.118 1.46 58.385 A 75.00-50.00 B 0.144 2.793 1 1 15.118 C 0144 2.793 1 l 15.118 T4 0.76 1.64 A 0.138 2.816 0.015 1 1 21,030 1.48 59.237 A 50.00-25.00 B 0.138 2.816 I I 21.030 C 0.138 2.816 1 1 21.030 T5 25.00-0.00 0.76 2.36 A 0.139 2.811 0.014 1 1 28.939 1.66 66.236 A B 0.139 2.811 I 1 28.939 C 0.139 2.811 I 1 28.939 Sum Weight: 2.74 5.76 OTM 246.55 5.52 - - kip-ft Tower Forces - No Ice - Wind 60 To Face Section Add Self F e CE q: De D,r AE 17 w Ctrl. Elevation Weight Weight a Face c ksf ft K K e ftt K ply' ' T1 0.21 0.37 A 0.19 2.629 0.020 0.8 1 5.644 0.43 28.452 A 100.00-85.00 B 0,19 2.629 0.8 1 5.644 C 0.19 2.629 0.8 1 5.644 T2 0.26 0.28 A 0.16 2.735 0.019 0.8 1 4.526 0,48 48.372 B 85.00-75.00 B 0.16 2.735 0.8 1 4.526 C 0.16 2.735 0.8 1 4.526 T3 0.76 1.11 A 0.144 2.793 0.018 0.8 1 14.360 1.43 57.120 B 75.00-50.00 B (1.144 2.793 0.8 I 14.360 C 0.144 2.793 0.8 1 14.360 - -� tnxTow9er Job Page PO03XC041_Tigard 19 of 38 SEMAAN.Engiineering Project Date Solutions REVO7 16:26:17 07/20/2D 1047 A'205th St Elkhorn,NE 68022 Client Designed by Phone:(402) Sprint Sites USA-GA 2 JungH Section Add Self F e Ct q: DI, D,e AE F w Ctrl. Elevation Weight Weight a Face c ksf ff K K e fit K pf T4 0.76 1.64 A 0.138 2.816 0.015 0.8 1 19.656 1.43 57.238 B 50.00-25.00 B 0.138 2.816 0,8 t 19.656 C 0.138 2.816 0.8 1 19.656 T5 25.00-0.00 0.76 2.36 A 0.139 2.811 0.014 0.8 1 26.417 1.57 62.804 B B 0.139 2.811 0.8 1 26.417 C 0.139 2.811 0.8 I 26.417 Sum Weight: 2.74 5.76 O7M 240.71 5.34 kip-ft Tower Forces - No Ice -Wind 90 To Face Section Add Self 1' e CF q, DF D,? Ae I IF Ctrl. Elevation Weight Weight a Face c ksf n K K e fl' K Pit' TI 0.21 0.37 A 0.19 2.629 0.020 0.85 1 5.657 043 28.491 II 100.00-85.00 B 0.19 2.629 0.85 1 5.657 C 0.19 2.629 0.85 1 5.657 T2 0.26 0.28 A 0.16 2.735 0.019 0.85 I 4.575 0.49 48.901 B 85.00-75.00 B 0.16 2.735 0.85 1 4.575 C 0.16 2.735 0.85 1 4.575 T3 0.76 1.11 A 0.144 2.793 0.018 0.85 1 14.549 1.44 57.726 B 75.00-50.00 B 0.144 2.793 0.85 I 14.549 C 0.144 2.793 0.85 1 14.549 T4 0.76 1.64 A 0.138 2.816 0.015 0.85 I 20.000 1.45 57.989 B 50.00-25.00 B 0.138 2.816 0.85 I 20.000 C 0.138 2.816 0.85 I 20.000 T5 25.00-0.00 0.76 2.36 A (1.139 2.811 0.014 0.85 1 27.047 1.60 63.897 B B 0.139 2.811 0.85 1 27.047 C (1.139 2.811 0.85 1 27.047 Sum Weight: 2.74 5.76 OTM 243.18 5.41 �- kip-ft Tower Forces - With Ice - Wind Normal To Face Section Add Self F e CE q, DE D,z AE F w Ctrl. Elevation Weight Weight a Face c ksf fi K K e $2 K Of T1 0.65 1.01 A 0.383 2.098 0.002 1 I 13.304 0.09 6.008 C 100.00-85.00 B 0.383 2.098 1 I 13.304 C 0.383 2.098 1 I 13.304 T2 1.08 0.84 A 0.34 2.195 0.002 I 1 10.686 0.11 10.920 A 85.00-75.00 B 0.34 2.195 1 1 10.686 C 0.34 2.195 1 1 10.686 T3 3.26 2.75 A (1.279 2.355 0.002 1 1 29.675 0.31 12.470 A 75.00-50.00 B (1.279 2.355 1 1 29.675 C 0.279 2.355 1 1 29.675 T4 3.12 3.76 A 0.247 2.448 0.001 1 1 36.882 0.29 11.643 A . Job Page tnxTower P003XC041_Tigard 20 of 38 SEMAAN Engineering Project Date Solutions REVO7 16:26:17 37/20/20 1047 N 205th Si Elkhorn,NE 68022 Client Designed by Phone:(402)289-1888 Sprint Sites USA-GA 2 JungH Section Add Self F e CB q, DF Da A& F w Ctrl. Elevation Weight Weight a Face c krf ft K K e fie K PIT 50.00-25.00 B 0.247 2.448 1 1 36.882 C 0.247 2.448 1 I 36.882 T5 25.00-0.00 2.84 4.85 A 0.227 2.507 0.001 I 1 45.111 0.29 11.705 A B 0.227 2.507 1 1 45.111 C 0.227 2.507 1 1 45.111 Sum Weight: 10.95 13.20 OTM 51.13 1.09 kip-ft Tower Forces - With Ice - Wind 60 To Face Section Add - Self F e CB qr DF D,z AB F w Ctrl. Elevation Weight Weight a Face c krf 1i K K e fi2 K plf Tl 0.65 1.01 A (1.383 2.098 0.002 0.8 1 13.250 0.09 5.996 A 100.00-85.00 B (1.383 2.098 0.8 I 13.250 C 0.383 2.098 0.8 1 13.250 T2 1.08 0.84 A 0.34 2.195 0.002 0.8 I 10.487 0.11 10.853 B 85.00-75.00 B 0.34 2.195 0.8 1 10.487 C 0.34 2.195 0.8 1 10.487 T3 3.26 2.75 A 0.279 2.355 0.002 0.8 I 28.917 0.31 12.368 B 75.00-50.00 B 0.279 2.355 0.8 I 28.917 C 0.279 2.355 0.8 1 28.917 T4 3.12 3.76 A 0.247 2.448 0.001 0.8 1 35.508 0.29 11.477 B 50.00-25.00 B 0.247 2.448 0.8 1 35.508 C 0.247 2.448 0.8 1 35.508 T5 25.00-0.00 2.84 4.85 A 0.227 2.507 0.001 0.8 1 42.589 0.29 11.412 B B 0.227 2.507 0.8 1 42.589 C 0.227 2.507 0.8 1 42.589 Sum Weight: 10.95 13.20 OTM 50.65 1.08 kip-ft Tower Forces - With Ice - Wind 90 To Face Section Add Self F e CF q, DF DR AF F w Ctrl. Elevation Weight Weight a Face c kti Jt K K e .112 K oil T1 0.65 1.01 A 0.383 2.098 0.002 0.85 I 13.264 0.09 5.939 B 100.00-85.00 B 0.383 2.098 0.85 1 13.264 C 0.383 2.098 0.85 1 13.264 T2 1.08 0.84 A 0.34 2.195 0.002 0.85 I 10.537 0.10 10.410 B 85.00-75.00 B 0.34 2.195 0.85 1 10.537 C 0.34 2.195 0.85 1 10.537 T3 3.26 2.75 A 0.279 2.355 0.002 0.85 1 29.107 0.29 11.729 B 75.00-50.00 B 0.279 2.355 0.85 I 29.107 C 0.279 2.355 0.85 1 29.107 T4 3.12 3.76 A 0.247 2.448 0.001 0.85 1 35.852 0.27 10.944 B 50.00-25.00 B 0.247 2.448 0.85 1 35.852 Job• Page tnxTower P003XC041_Tigard 21 of 38 SEMAANEngineering Project Date Solutions REVO7 16:26:17 07/20/20 1047N205thSt Elkhorn,NE 68022 Client Designed by Phone:(402) Sprint Sites USA-GA 2 JungH Section Add Self F e CF q, DF D¢ AE F w Ctrl. Elevation Weight Weight a Face c ksf ft K K e f? K Pf C 0.247 2.448 0.85 1 35.852 T5 25.00-0.00 2.84 4.85 A 0.227 2.507 0.001 0.85 1 43.219 0.27 10.947 B B 0.227 2.507 0.85 1 43.219 C 0.227 2.507 0.85 I 43.219 Sum Weight: 10.95 13.20 OTM 48.58 1.03 - kip-ft Tower Forces - Service - Wind Normal To Face Section Add Self F e Cu q, DF DR AE F w Ctrl. Elevation Weight Weight a Face c ksf ft K K e ft' K A f T1 0.21 0.37 A 0.19 2.629 0.008 1 I 5.698 0.16 10.946 C 100.00-85.00 B 0.19 2.629 1 I 5.698 C 0.19 2.629 1 1 5.698 T2 0.26 0.28 A 0.16 2.735 0.007 1 I 4.725 0.19 18.841 A 85.00-75.00 B 0.16 2.735 1 1 4.725 C 0.16 2.735 1 1 4.725 T3 0.76 1.11 A 0.144 2.793 0.007 1 1 15.118 0.56 22.339 A 75.00-50.00 B 0.144 2.793 1 1 15.118 C 0.144 2.793 1 1 15.118 T4 0.76 1.64 A 0.138 2.816 0.006 1 1 21.030 0.57 22.665 A 50.00-25.00 B 0.138 2.816 I I 21.030 C 0.138 2.816 1 1 21.030 T5 25.00-0.00 0.76 2.36 A 0.139 2.811 0.005 1 1 28.939 0 63 25.343 A B 0.139 2.811 1 1 28.939 C 0.139 2.811 I 1 28.939 Sum Weight: 2.74 5.76 O'M 94.33 2.11 kip-ft Tower Forces - Service - Wind 60 To Face Section Add Self F e CF q: DF DR AF F w Ctrl. Elevation Weight Weight a Face c ksf ft K K e ft' K plf Tl 0.21 0.37 A 0.19 2.629 0.008 0.8 1 5.644 0.16 10.886 A 100.00-85.00 B 0.19 2.629 0,8 1 5.644 C 0.19 2.629 0.8 1 5.644 T2 0.26 0.28 A 0.16 2.735 0.007 0.8 1 4.526 0.19 18.508 B 85.00-75.00 B 0.16 2.735 0.8 1 4.526 C 0.16 2.735 0.8 I 4.526 T3 0.76 1.11 A 0.144 2.793 0.007 0.8 1 14.360 0.55 21.855 B 75.00-50.00 B 0.144 2.793 0.8 1 14.360 C 0.144 2.793 0.8 1 14.360 T4 0.76 1.64 A 0.138 2.816 0.006 0.8 1 19.656 0.55 21.900 B 50.00-25.00 B 0.138 2.816 0.8 1 19.656 C 0.138 2.816 0.8 1 19.656 Jab Page tnxTower P003XC041_Tigard 22 of 38 SEMAANEngineering Project Date SolutionsREVO7 16:26:17 07/20/20 1047 A.205th Si Elkhorn,NE 68022 Client Designed by Phone:(4�289-1888 Sprint Sites USA-GA 2F. JungFi Section Add Self F e CF q= OF D,1 AE F w Ctrl. Elevation Weight Weight a Face c ksf ft K K e fit K p f T5 25.00-0.00 0.76 2.36 A 0.139 2.811 0,005 0.8 1 26.417 0.60 24.030 B B 0.139 2.811 0.8 1 26.417 C 0.139 2.811 0.8 1 26.417 Sum Weight: 2.74 5.76 - OTM 92.10 2.04 I kip-ft Tower Forces - Service - Wind 90 To Face Section Add Self F e CF q, DF DR AE F w Ctrl. Elevation Weight Weight a Face c ksf ft K K e ill K Pf Tl 0.21 0.37 A 0.19 2.629 0.008 0.85 1 5.657 0.16 10.901 B 100.00.85.00 B 0.19 2.629 0.85 1 5.657 C 0.19 2.629 0.85 1 5.657 T2 0.26 0.28 A 0.16 2.735 0.007 0.85 I 4.575 0.19 18.710 B 85.00-75.00 B 0.16 2.735 0.85 I 4.575 C 0.16 2.735 0.85 I 4.575 T3 0.76 1.11 A 0.144 2.793 0.007 0.85 1 14.549 0.55 22.087 B 75.00-50.00 B 0.144 2.793 0.85 I 14.549 C 0.144 2.793 0.85 I 14.549 T4 0.76 1.64 A 0.138 2.816 0.006 0.85 1 20.000 0.55 22.187 13 50.00-25.00 B 0.138 2.816 0.85 1 20.000 C 0.138 2.816 0.85 1 20.000 T5 25.00-0.00 0.76 2.36 A 0.139 2.811 0.005 0.85 1 27.047 0.61 24.448 B B 0.139 2.811 0.85 1 27.047 C (1.139 2.811 0.85 I 27.047 Sum Weight, 2.74 5.76 OTM 93.04 2.07 ,-- kip-ft Force Totals Load Vertical Sum of Sum of Sum of Sum of Sum of Torques Case Forces Forces Forces Overturning Overturning Jr Z Moments M Moments, M K 1' K kip-ft kip fl kip-ft - Leg Weight 3.06 Bracing Weight 2 70 Total Member Self-Weight 5.76 -0.23 1 96 Total Weight 14.51 -0.23 Wind 0 deg-No Ice 0.10 -8.83 -563.90 -7.35 -2.60 Wind 30 deg-No Ice 4.21 -7.09 -466.22 -277.84 -0.60 Wind 60 deg-No Ice 7.66 -4.42 -286.52 -493.90 -1.13 Wind 90 deg-No Ice 9.06 -0.10 -9.55 -576.11 -0.14 Wind 120 deg-No Ice 7.97 4.49 279.11 -500.51 1.66 Wind 150 deg-No Ice 4.49 7.78 490.34 -281.27 2.88 Wind 180 deg-No Ice -0.10 8.71 557.61 11.28 2.60 Wind 210 deg-No Ice -4.21 7.09 465.77 281.76 0.60 Wind 240 deg-No Ice -7.81 4.51 288.98 502.88 1.13 - - tnxTower Job Page PO03XC:3041_Tigard 23 of 38 SEMAAN Engineering Project Date Solutions REVO7 16:26:17 D7/20/20 1047 N 205th St Elkhorn,NE68022 Client Designed b', Phone:(��289-1888 Sprint Sites USA-GA 2 Jun H 9 Load Vertical Sum of Sum of Sum of Sum of Sum of Torques Case Forces Forces Forces Overturning Overturning X Z Moments,Al Moments,A K K K kip-Jt kip-Jt klP-l1 Wind 270 deg-No Ice -9.06 0.10 9.09 580.04 0.14 Wind 300 deg-No Ice -7.81 -4.40 -276.65 499.38 -1.66 Wind 330 deg-No Ice -4.49 7 78 -490 80 285.20 -2.88 Member Ice 7.44 b .`s ...^.-. . ,- - ;s o Total Weight Ice 38.52 „, k ;�u 1 , , , A 1.64 1437' 1 Wind 0 deg-Ice 0.01 -1.41 -84.70 13.45 -0.42 Wind 30 deg-Ice 0.68 -1.16 -70.82 -28.53 -0.10 Wind 60 deg-Ice 1.20 -0.69 -41.64 -60.59 -0.02 Wind 90 deg-Ice 1.50 -0.01 0.72 -76.57 0.14 Wind 120 deg-Ice 1.36 0.77 47.38 -66.69 0.54 Wind 150 deg-Ice 0.75 1.30 79.79 -30.75 0.71 Wind 180 deg-Ice -0.01 1.39 87.51 15.29 0.42 Wind 210 deg-Ice -0.68 1.16 74.11 57.27 0.10 Wind 240 deg-Ice -1.22 0.70 45.16 89.75 0.02 Wind 270 deg-Ice -1.50 0.01 2.56 105.31 -0.14 Wind 300 deg-Ice -1.35 -0.7'7 -43.86 95.03 -0.54 Wind 330 deg-Ice -0 75 -1.30 -76.51 59.49 -0.71 Total Weight 14 S I -0.23 1.96 Wind 0 deg-Service 0.04 -3.40 -215.38 -3.20 -0.99 Wind 30 deg-Service 1.61 -2.71 -178.01 -106.70 -0.23 Wind 60 deg-Service 2.93 -1.69 -109.25 -189.36 -0.43 Wind 90 deg-Service 3.47 -0.04 -3.28 -220.82 -0.05 Wind 120 deg-Service 3.05 1.72 107.17 -191.89 0.63 Wind 150 deg-Service 1.72 2.98 187.99 -108.01 1.10 Wind 180 deg-Service -0.04 3.33 213.72 3.92 0.99 Wind 210 deg-Service -1.61 2.71 178.59 107.42 0.23 Wind 240 deg-Service -2.99 1.73 110.94 192.02 0.43 Wind 270 deg-Service -3.47 0.04 3.85 221.54 0.05 Wind 300 deg-Service -2.99 -1.68 -105.47 190.68 -0.63 Wind 330 deg-Service -1.72 -2.98 -187.41 108.73 -1.10 Seismic Vertical I 97 IL Seismic Horizontal 0 deg 0.00 -3 28 -255.23 0.00 0.00 Seismic Horizontal 30 deg 1.64 -2.84 -221.03 -127.61 0.00 Seismic Horizontal 60 deg 2.84 -1.64 -127.61 -221.03 0.00 Seismic Horizontal 90 deg 3.28 0.00 0.00 -255.23 0.00 Seismic Horizontal 120 deg 2.84 1.64 127.61 -221.03 0.00 Seismic Horizontal 150 deg 1.64 2.84 221.03 -127.61 0.00 Seismic Horizontal 180 deg 0.00 3.28 255.23 0.00 0.00 Seismic Horizontal 210 deg -1.64 2.84 221.03 127.61 0.00 Seismic Horizontal 2a0 deg -2.84 1.64 127.61 221.03 0.00 Seismic Horizontal 210 deg -3.28 0.0) 0.00 255.23 0.00 Seismic Horizontal 3(10 deg -2.84 -1.64 -127.61 221.03 0.00 Seismic Horizontal 330 deg -1.64 -2.84 -221.03 127.61 0.00 Load Combinations Comb. w.��... - Description No. 1 Dead Only 2 1.2 Dead+l.0 Wind 0 deg-No Ice 3 0.9 Dead+l.0 Wind 0 deg-No Ice 4 1.2 Dead+l.0 Wind 30 deg-No Ice 5 0.9 Dead+1.0 Wind 30 deg-No Ice 6 1.2 Dead+1.0 Wind 60 deg-No Ice 7 0.9 Dead+1.0 Wind 60 deg-No Ice 8 1.2 Dead+1.0 Wind 90 deg-No Ice tnxTower Job Page PO03XC041_Tigard 24 of 38 SEMAAN Engineering Project Date Solutions REM16:26:17 07/20/20 1047 N 205th St Elkhorn,NE 68022 Client Designed by Phone:(44'2 9 289-1888 Sprint Sites USA- GA 2 Jun H - - Comb. Description ___ -..._W.._...- e......_.. .,. No. 9 0.9 Dead+I.0 Wind 90 deg-No Ice 10 1.2 Dead+1.0 Wind l20 deg-No Ice 11 0.9 Dead+1.0 Wind l20 deg-No Ice 12 1.2 Dead+1.0 Wind I50 deg-No Ice 13 0.9 Dead+1.0 Wind 150 deg-No Ice 14 1.2 Dead+1.0 Wind 180 deg-No Ice 15 0.9 Dead+l_0 Wind 180 deg-No Ice 1.6 1.2Dead+1.0 Wind 210 deg-NoIce 17 0.9 Dead+I.O Wind 210 deg-Nolte 18 1.2 Dead+1.0 Wind 240 deg-No Ice 19 0.9Dead+I.0 Wind 240 deg-No Ice 20 1.2 Dead+1.0 Wind 270 deg-No Ice 21 0.9 Dead+1.0 Wind 270 deg-No Ice 22 1.2 Dead+1.0 Wind 300 deg-No Ice 23 0.9 Dead+1.0 Wind 300 deg-No Ice 24 1.2 Dead+1.0 Wind 330 deg-No Ice 25 0.9 Dead+1.0 Wind 330 deg-No Ice 26 1.2 Dead+I.0 Ice+1.0 Temp 27 1.2 Dead+LO Wind 0 deg+1.0 Ice+1.0 Temp 28 1.2 Dead+1.0 Wind 30 deg+1.0 Ice+1.0 Temp 29 1.2 Dead+1.0 Wind 60 deg+l.0lce+1.0 Temp 30 1.2 Dead+1.0 Wind 90 deg+1.0 Ice+1.0 Temp 31 1.2 Dead+1.0 Wind 120 deg+1.O Ice+1.0 Temp 32 1.2 Dead+1.0 Wind 150 deg+1.0 Ice+1.0 Temp 33 1.2 Dead+1.0 Wind 180 deg+1.0 Ice+1.0 Temp 34 1.2 Dead+LO Wind 210 deg+l.0Ice+1.0 Temp 35 1.2 Dead+1.0 Wind 240 deg+1.0 Ice+1.0 Temp 36 1.2 Dead+1.0 Wind 270 deg+1.0 Ice+1.0 Temp 37 1.2 Dead+1.0 Wind 300 deg+1.0 Ice+1.0 Temp 38 1.2 Dead+l.0 Wind 330 deg+1.0 Ice+1.0 Temp 39 Dead+Wind 0 deg-Service 40 Dead+Wind 30 deg-Service 41 Dead+Wind 60 deg-Service 42 Dead+Wind 90 deg-Service 43 Dead+Win.d 120 deg-Service 44 Dead+Wind 150 deg-Service 45 Dead+Wind 180 deg-Service 46 Dead+Wind 210 deg-Service 47 Dead+Wind 240 deg-Service 48 Dead+Wind 270 deg-Service 49 Dead+Wind 300 deg-Service 50 Dead+Wind 330 deg-Service 51 1.2 Dead+1.0 Ev+I.O Eh 0 deg 52 0.9 Dead-1.0 Ev+1.0 Eh 0 deg 53 1.2 Dead+1.0 Ev+l.0 Eh 30 deg 54 0.9 Dead-1.0 Ev+1.0 Eh 30 deg 55 1.2 Dead+1.0 Ev+l.0 Eh 60 deg 56 0.9 Dead-1.0 Ev+1.0 Eh 60 deg 57 1.2 Dead+1.0 Ev+1.0 Eh 90 deg 58 0.9 Dead-1.0 Evil.0 Eh 90 deg 59 1.2 Dead+1.0 Evil.0 Eh 120 deg 60 0.9 Dead-1.0 Evil.0 Eh 120 deg • • 61 1.2 Dead+1.0 Ev+1.0 Eh 150 deg 62 0.9 Dead-1.0 Ev+1.0 Eh 150 deg 63 1.2 Dead+1.0 Ev 1.O Eh 180 deg 64 0.9 Dead-1.0 Ev+1.0 Eh 180 deg 65 1.2 Dead+1.0 Ev+1.0 Eh 210 deg 66 0.9 Dead-1.0 Ev+1.0 Eh 210 deg 67 1.2 Dead+1.0 Ev+1.O Eh 240 deg 68 0.9 Dead-1.0 Ev+1.0 Eh 240 deg 69 1.2 Dead+I.0 Ev+1.0 Eh 270 deg 70 0.9 Dead-1.0 Ev+1.0 Eh 270 deg 1 • tnx7iowe� Job Page P003X0041_Tigard 25 of 38 SEMAAN Engineering Project Date Solutions REVO7 16:26:17 07/20/20 1047 N 205th St Elkhorn,NE 68022 Client Designed by Phone:(4�289-1888 Sprint Sites USA- GA 2F. JungH Comb. Description No. 71 1.2 Dead+1.0 Ev+l.0 Eh 300 deg 72 0.9 Dead-1.0 Ev--1.0 Eh 300 deg 73 1.2 Dead+I.0 Ev1-1.0 Eh 330 deg 74 0.9 Dead-1_0 Ev--1.0 Eh 330 deg r_ Maximum Member Forces Section Elevation Component Condition Gov. Axial Major Axis Minor Axis No. ii Type Load Moment Moment �_. Comb K kip-ji ktp-1 TI 100-83 Leg Max Tension 7 6.07 -0.24 0.09 Max.Compression 18 -8.84 0.08 -0.11 Max.Mx 6 -0.05 0.96 -0.36 Max.My 24 -0.51 0.50 -0.99 Max.Vy 6 -0,48 0.00 0.00 Max.Vx 24 0.50 0.00 0.00 Diagonal Max Tension 8 2.20 0.00 0.00 Max.Compression 8 -2.19 0.00 0.00 Max.Mx 34 0.19 0.02 0.00 Max.My 2 0.18 0.00 0.00 Max.Vy 34 -0.01 0.00 0.00 Max Vx 2 -0.00 0.00 0.00 Top Girt Max Tension 23 0.47 0.00 0.00 Max.Compression 10 -0.51 0.00 0.00 Max.Mx 29 -0.08 -0.01 0.00 Max.My 38 -0.08 0.00 0.00 Max.Vy 29 -0.01 0.00 0.00 Max.Vx 38 -0.00 0.00 0.00 T2 85-75 Leg Max Tension 7 11.92 -0.33 -0.03 Max.Compression 18 -17.03 -0.02 -0.10 Max.Mx 22 6.93 0.55 -0.01 Max.My 12 -1.87 0.05 0.49 Max.Vy 22 0.45 -0.34 -0.01 Max.Vx 24 -0.38 -0.13 0.30 Diagonal Max Tension 8 3.46 0.00 0.00 Max,Compression 20 -3.53 0.00 0.00 Max.Mx 34 0.37 0.03 0.00 Max.My 14 -0.19 0.00 -0.00 Max.Vy 34 -0.02 0.00 0.00 Max.Vx 14 0.00 0.00 0.00 Horizontal Max Tension 23 0.56 0.00 0.00 Max.Compression 10 -0.60 0.00 0.00 Max.Mx 29 0.12 -0.02 0.00 Max.My 38 0.13 0.00 0.00 Max.Vy 29 0.02 0.00 0.00 Max.Vx 38 -0.00 0.00 0.00 Top Girt Max Tension 23 0.23 0.00 0.00 Max.Compression 12 -0.25 0.00 0.00 Max.Mx 35 0.01 -0.01 0.00 Max.My 38 0.03 0.00 0.00 Max.Vy 35 0.01 0.00 0.00 Max.Vx 38 -0.00 0.00 0.00 T3 75-SC Leg Max Tension 7 26.80 -0.07 -0.05 Max.Compression 18 -33.30 0.10 -0.16 Max.Mx 18 10.50 -0.16 -0.09 Max.My 14 -19.34 -0.05 -0.20 Max.Vy 55 -0.15 -0.02 -0.01 Max.Vx 61 -0.16 -0.05 -0.07 Diagonal Max Tension 21 3.30 0.00 0.00 o • T�we� Job ^ Page t PO03XC041_Tigard 26 of 38 SEMAANEngineering Project Date Solutions REV07 16:26:17 07/20/20 1047 N 205th St Elkhorn,NE 68022 Client Designed by Phone:(4402289-1888 Sprint Sites USA- GA 2 JungH Section Elevation Component Condition Gov. Axial Major Axis Minor Axis No. ft Type Load Moment Moment Comb. K kip-ft kip-fi Max.Compression 8 -3.39 0.00 0.00 Max.Mx 34 0.32 0.07 0.00 Max.My 14 -0.19 0.00 -0.00 Max.Vy 34 -0.03 0.00 0.00 Max.Vx 14 0.00 0.00 0.00 Horizontal Max Tension 18 0.58 0.00 0.00 Max.Compression 18 -0.58 0.00 0 00 Max.Mx 29 0.17 -0.05 0.00 Max.My 38 0.20 0.00 0.00 Max.Vy 29 -0.03 0.00 0.00 Max.Vx 38 0.00 0.00 0.00 Top Girt Max Tension 65 0.09 0.00 0.00 Max.Compression 70 -0.04 0.00 0.00 Max.Mx 35 0.06 -0.03 0.00 Max.My 38 0.07 0.00 0.00 Max.Vy 35 0.02 0.00 0.00 Max.Vx 38 0.00 0.00 0.00 T4 50-25 Leg Max Tension 7 37.46 -0.10 -0.08 Max.Compression 18 -45.82 0.10 -0.20 Max.Mx 18 15.40 -0.20 -0.09 Max.My 8 -39.80 0.01 -0.23 Max.Vy 63 -0.12 -0.04 -0.00 Max.Vx 61 -0.13 -0.07 -0.09 Diagonal Max Tension 9 2.86 0.00 0.00 Max.Compression S -2.92 0.00 0.00 Max.Mx 34 0.33 0.14 0.00 Max.My 14 -0.30 0.00 -0.00 Max.Vy 34 -0.05 0.00 0.00 Max.Vx 14 0.00 0.00 0.00 Horizontal Max Tension 18 0.79 0.00 0.00 Max.Compression 18 -0.79 0.00 0.00 Max.Mx 29 0.23 -0.13 0.00 Max.My 38 0.28 0.00 0.00 Max.Vy 29 0.05 0.00 0.00 Max.Vx 38 -0.00 0.00 0.00 Top Girt Max Tension 8 0.16 0.00 0.00 Max.Compression 21 -0.15 0.00 0.00 Max.Mx 35 0.06 -0.08 0.00 Max.My 38 0.08 0.00 0.00 Max.Vy 35 0.04 0.00 0.00 Max.Vx 38 0.00 0.00 0.00 T5 25-0 Leg Max Tension 7 46.38 -0.15 -0.07 Max.Compression 18 -57.21 -0.00 0.00 Max.Mx 18 18.88 -0.22 0.10 Max.My 20 -43.45 0.02 0.25 Max.Vy 65 -0.06 -0.08 -0.03 Max.Vx 2 0.07 0.12 0.21 Diagonal Max Tension 9 3.23 0.00 0.00 Max.Compression 20 -3.23 0.00 0.00 Max.Mx 35 0.46 0.20 0.00 Max.My 37 -0.18 0.00 0.00 Max.Vy 35 -0.06 0.00 0.00 Max.Vx 38 -0.00 0.00 0.00 Horizontal Max Tension 18 0.99 0.00 0.00 Max.Compression 18 -0.99 0.00 0.00 !Max.Mx 29 0.30 -0.28 0.00 Max.My 38 0.35 0.00 0.01 Max.Vy 29 0.09 0.00 0.00 Max.Vx 38 0.00 0.00 0.00 Top Girt Max Tension 8 0.17 0.00 0.00 Max.Compression 21 -0.16 0.00 0.00 • J°b Page tnxTower P003X0041_Tigard 27 of 38 SEMAAN Engineering Project Date Soiueionr REVO7 16:26:17 07/20/20 1047 A'205th St Elkhorn,NE 68022 Client Designed by Phone:(402)289-1888 Sprint Sites USA-GA 2FAX JungH Section Elevation Component Condition Gov. Axial Major Axis Minor Axis No. ft Type Load Moment Moment Comb K ktp-fi kip-f Max.Mx 35 0.06 -0.20 0.00 Max.My 38 0.08 0.00 0.01 Max.Vy 35 0.08 0.00 0.00 Max.Vx 38 -0.00 0.00 0.00 Maximum Reactions Location Condition Gov. Vertical Horizontal,X Horizontal, Load K K K Comb. Leg C Max.Vert 18 58.37 5.37 -1.78 Max.H, 20 51.75 5.51 -1.57 Max.H, 7 -47.32 -4.78 1.47 Min.Vert 7 -47.32 -4.78 1.47 :Min.H, 9 -41.23 -5.02 1.26 Min.H, 18 58,37 5.37 -1.78 Leg Max.Vert 10 57.67 -4.22 -3.79 Max.H, 23 -47.27 3.67 3.41 Max.H. 25 -40.17 3.43 3.47 Min.Vert 23 -47.27 3.67 3.41 Min.H, 10 57.67 -4.22 -3.79 Min.H, 10 57.67 -4.22 -3.79 Leg A Max.Vert 2 56.89 -1.32 5.74 Max.H„ 19 -21.79 1.29 -3.51 Max.H, 2 56.89 -1.32 5.74 Min.Vert 15 -46.10 1.28 -5.06 Min,H„ 2 56.89 -I 32 5.74 Min.H. 15 -46.10 1.28 -5.06 Tower Mast Reaction Summary _ Load .....Vertical _.. Shear,,.. .„.._. t :. Shear, Overturning Overturning Torque Combination Moment,M, Aloment.M, K K K kip-JI kip ft kip-f Dead Only 14.51 0.00 0.00 -0.23 1.97 -0.00 1.2 Dead+1.0 Wind 0 deg-No 17.41 0.10 -8.88 -566.82 -7.00 -2.61 Ice 0.9 Dead+1.0 Wind 0 deg-No 13.06 0.10 -8.88 -566.03 -7.58 -2.60 Ice 1.2 Dead+1.0 Wind 30 deg-No 17.41 4.21 -7.09 -468.69 -278.90 -0.61 Ice 0.9 Dead+1.0 Wind 30 deg No 13.06 4.21 -7.09 -468.01 -279.12 -0 61 Ice 1.2 Dead+1.0 Wind 60 deg-No 17.41 7.66 -4.4.2 -288.04 -496.05 -1.13 Ice • 0.9 Dead+l.0 Wind 60 deg-No 13.06 7.66 -4.42 -287.60 -496,00 -1.13 Ice 1.2 Dead+1.0 Wind 90 deg-No 17.41 9.06 -0.13 -9.65 -578.67 -0.14 Ice 0.9 Dead+1.0 Wind 90 deg-No 13.06 9.06 -0.10 -9.57 -578.52 -0.14 Ice 1.2 Dead+1.0 Wind 120 deg- 17.41 7.97 4.49 280.48 -502.66 1.66 No Ice • Job Page tuxToweY l P003XC:041 Tigard 28 of 38 SEMAANEngineering Project Date Solutions REVO7 16:26:17 07/20120 1047 N 205th St Elkhorn,NE68022 Client Designed by Phone:(402)289-1888 Sprint Sites USA- GA 2 JungH �M•i••••• IMIONOMM Load Vertical Shear, Shear, Overturning Overturning Torque Combination Moment,M Moment,M K K K kip-Jt kik/._._._ kip-ft 0.9 Dead+1.0 Wind 120 deg- 13.06 7.97 4.49 280.19 -502.61 1.66 No Ice 1.2 Dead+1.0 Wind 150 deg- 17.41 4.49 7.78 492.79 -282.30 2.88 No Ice 0.9 Dead+1.0 Wind 150 deg- 13.06 4.49 7.78 492.23 -282.53 2.88 No Ice 1.2 Dead+l.0 Wind 180 deg- 17.41 -0.10 8.71 560.42 11.75 2.60 No Ice 0.9 Dead+1.0 Wind 180 deg- 13.06 -0.10 8.71 559.77 11.14 2.60 No Ice 1.2 Dead+1.0 Wind 210 deg- 17.41 -4.21 7.09 468.15 283.63 0.61 No Ice 0.9 Dead+l.0 Wind 210 deg- 13.06 -4.21 7.09 467.61 282.67 0.61 No Ice 1.2 Dead+l.0 Wind 240 deg- 17.41 -7.81 4.51 290.42 505.86 1.13 No Ice 0.9 Dead+1.0 Wind 240 deg- 13.06 -7.81 4.51 290.12 504.62 1.13 No Ice 1.2 Dead+1.0 Wind 270 deg- 17.41 -9.06 0.10 9.11 583.40 0.13 No Ice 0.9 Dead+1.0 Wind 270 deg- 13.06 -9.06 0.10 9.16 582.06 0.13 No Ice 1.2 Dead+1.0 Wind 300 deg• 17.41 -7.81 -4.40 -278.09 502.32 -1.66 No Ice 0.9 Dead+1.0 Wind 300 deg- 13.06 -7.81 -4.40 -277.67 501.09 -1.66 No Ice 1.2 Dead+1.0 Wind 330 deg- 17.41 -4.49 -7.78 -493.33 287.04 -2.89 No Ice 0.9 Dead+1.0 Wind 330 deg- 13.06 -4.49 -7.78 -492.64 286.08 -2.88 No Ice 1.2 Dead+1.0 lce+1.0 Temp 41.43 0.00 0.00 1.62 14.93 -0.00 1.2 Dead+1.0 Wind 0 cleg+I.0 41.43 0.01 -1.41 -85.68 14.00 -0.43 Ice+1.0 Temp 1.2 Dead+1.0 Wind 30 deg+1.0 41.43 0.68 -1,16 -71.66 -28.46 -0.10 Ice+1.0 Temp 1.2 Dead+1.0 Wind 60 deg+1.0 41.43 1.20 -0.69 -42.14 -60.88 -0.02 Ice+1.0 Temp 1.2 Dead+1.0 Wind 90 deg+1.0 41.43 1.50 -0.01 0.70 -77.02 0.15 Ice+1.0 Temp 1.2 Dead+1.0 Wind 120 41.43 1.36 0.77 47.87 -67.03 0.55 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 150 41.43 0.75 1.30 80.65 -30.69 0.72 deg+1.0 Ice+1.0 Temp 1.2 Dead+I.0 Wind 180 41.43 -0.01 1.39 88.46 15.86 0.43 deg+1.0 Ice+1.0 Temp 1.2 Dead+l.0 Wind 210 41.43 -0.68 1.16 74.92 58,32 0.10 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 240 41.43 -1.22 0.70 45.65 91.17 0.02 deg+1.0 Ice+1.0 Temp 1,2 Dead+1.0 Wind 270 41.43 -1.50 0.01 2.57 106.89 -0.15 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 300 41.43 -1.35 -0.77 -44.37 96.48 -0.55 deg+1.0lce+l.0 Temp 1.2 Dead+1.0 Wind 330 41.43 -0.75 -1.30 -77.39 60.55 -0.72 deg+1.0 Ice+1.0 Temp Dead+Wind 0 deg-Service 14.51 0.04 -3.40 -216.81 -1.61 -1.00 Dead+Wind 30 deg-Service 14.51 1.61 -2.71 -179.30 -105.55 -0.23 Dead+Wind 60 deg-Service 14.51 2.93 -1.69 -110.24 -188.57 -0.43 Dead+Wind 90 deg-Service 14.51 3.47 -0.04 -3.81 -220.15 -0.05 Dead+Wind 120 deg-Service 14.51 3.05 1.72 107.10 -191.09 0.64 Dead+Wind 150deg-Service 14.51 1.72 2.98 188.26 -106.85 1.10 Job Page tnxTower -� P003k2,041_Tigard 29 of 38 SEMAAN Engineering Project Date SolutionsREVO7 16:26:17 D7/20/20 1047 A•205th St Elkhorn,NE 68022 Client Designed by Phone:(402)289-1888 Sprint Sites USA- GA 2 Jun H F.4X. 9 Load Vertical Shear, Shear, Jverlurning Overiurnow Torque Combination Moment,M Moment,M K K K kipfl kip-fl kiP.R Dead+Wind 180 deg-Service 14.51 -0.04 3.33 214.12 5.56 1.00 Dead+Wind 210 deg-Service 14.51 -1.61 2.71 178.84 109.49 0.23 Dead+Wind 240 deg-Service 14.51 -2.99 1.73 110.90 194.45 0.43 Dead+Wind 270 deg-Service 14.51 -3.47 0.04 3.36 224.09 0.05 Dead+Wind 300 deg-Service 14.51 -2.99 -1.68 -106.44 193.10 -0.63 Dead+Wind 330 deg-Service 14.51 -1.72 -2.98 -188-72 110.80 -1.10 1.2 Dead+1.0 Ev+1.0 Eh 0 deg 19.38 0.00 -3.28 -257.06 2.37 -0.00 0.9 Dead-1.0 Ev+I.0 Eh 0 deg 11.09 0.00 -3.28 -256.32 1.77 -0.00 1.2 Dead+1.0 Ev+1.0 Eh 30 deg 19.38 1.64 -2.84 -222.66 -126.02 -0.00 0.9 Dead-1.0 Ev+1.0 Eh 30 deg 11.09 1.64 -2.84 -222.01 -126.29 -0.00 1.2 Dead+1.0 Ev+1.0 Eh 60 deg 19.38 2.84 -1.64 -128.67 -220.01 -0.00 0.9 Dead-1.0 Ev+1.0 Eh 60 deg 11.09 2.84 -1.64 -128.27 -220.03 -0.00 1.2 Dead+1.0 Ev+1.0 Eh 90 deg 19.38 3.28 0.00 -0.27 -254.42 0.00 0.9 Dead-1.0 Ev+l.0 Eh 90 deg 11.09 3.28 0.0D -0.21 -254.35 0.00 1.2 Dead+1.0 Ev+1.0 Eh 120 19.38 2.84 1.64 128.12 -220.02 0.00 deg 0.9 Dead-1.0 Ev+1.0 Eh 12(1 11.09 2.84 1.64 127.85 -220.03 0.00 deg 1.2 Dead+1.0 Ev+1.0 Eh 150 19.38 1.64 2.84 222.11 -126.03 0.00 deg 0.9 1)ead-1.0 Ev+1.0 Eh 150 11.09 1.64 2.84 221.60 -126.29 0.00 deg 1.2 Dead+1.0 Ev+1.0 Eh 180 19.38 0.00 3.28 256.51 2.37 0.00 deg 0.9 Dead-1.0 Ev+1.0 Eh 18(1 11.09 0.00 3.23 255.91 1.77 0.00 deg 1.2 1)ead+1.0 Ev+1.0 Eh 210 19.38 -1.64 2.84 222.11 130.76 0.00 deg 0.9 Dead-1.0 Ev+1.0 Eh 210 11.09 -1.64 2.84 221.60 129.83 0.00 deg 1.2 Dead+1.0 Ev+1.0 Eh 240 19.38 -2.84 1.64 128.12 224.75 0.00 deg 0.9 Dead-1.0 Ev+1.0 Eh 240 11.09 -2.84 1.64 127.86 223.58 0.00 deg 1.2 Dead+1.0 Ev+1.0 Eh 270 19.38 -3.28 0.00 -0.27 259.16 -0.00 deg 0.9 Dead-1.0 Ev+1.0 Eh 270 11.09 -3.28 0.0D -0.20 257.89 -0.00 deg 1.2 Dead+1.0 Ev+1.0 Eh 300 19.38 -2.84 -1.64 -128.66 224.75 -0.00 deg 0.9 Dead-1.0 Ev+1.0 Eh 300 11.09 -2.84 -1.64 -128.26 223.58 -0.00 deg 1.2 Dead+1.0 Ev+1.0 Eh 330 19.38 -1.64 -2.84 -222.66 130.76 -0.00 deg 0.9 Dead-1.0 Ev+1.0 Eh 330 11.09 -1.64 -2.84 -222.01 129.83 -0.00 deg Solution Summary Sum of Applied Forces Sum of Reactions Load PX PY PZ PX PY PZ %Error Comb. K K K K K K 1 0.00 -14.51 0.00 0.00 14.51 0.00 0.000% 2 0.10 -17.41 -8.88 -0.10 17.41 8.88 0.000% 3 0.10 -13.06 -8.88 -0.10 13.06 8.88 0.000% 4 4.21 -17.41 -7.09 -4.21 17.41 7.09 0.000% 5 4.21 -13.06 -7.09 -4.21 13.06 7.09 0.000% 6 7.66 -17.41 -4.42 -7.66 17.41 4.42 0.000% IIIMIli Job Page tnxTower PO03XC041_Tigard 30 of 38 SEMAAN.Engineering Project Date Solutions FtEVO7 16:26:17 137/20/20 1047 N 205th St Elkhorn,NE 65022 Client Designed by Phone:(402)289-1888 Sprint Sites USA- GA 2 H Jun FAX g _ Sum of Applied Forces Sum of Reactions Load PX PY PZ PX PY PZ %Error Comb. K K K K K K 7 7.66 -13.06 -4.42 -7.66 13.06 4.42 0.000% 8 9.06 -17.41 -0.10 -9.06 17.41 0.10 0.000% 9 9.06 -13.06 -0.10 -9.06 13.06 0.10 0.000% IO 7.97 -17.41 4.49 -7.97 17.41 -4,49 0.000% 11 7.97 -13.06 4.49 -7.97 13.06 -4.49 0.000% 12 4.49 -17.41 7.78 -4.49 17.41 -7.'78 0.000% 13 449 -13.06 7.78 -4.49 13.06 -7.'78 0.000% 14 -0.10 -17.41 8.71 0.10 17.41 -8.71 0.000% 15 -0.10 -13.06 8.71 0.10 13.06 -8.71 0.000% 16 -4.21 -17.41 7.09 4.21 17.41 -7.09 0.000% 17 -4.21 -13.06 7.09 4.21 13.06 -7.09 0.000% 18 -7.81 -17.41 4.51 7.81 17.41 -4.51 0.000% 19 -7.81 -13.06 4.51 7.81 13.06 -4.51 0.000% 20 -9.06 -17.41 0.10 9.06 17.41 -0.10 0.000% 21 -9.06 -13.06 0.10 9.06 13,06 -0.10 0.000% 22 -7.81 -17.41 -440 7.81 17.41 4.40 0.000% 23 -7.81 -13.06 -4.40 7.81 13.06 4.40 0.000% 24 -4.49 -17.41 -7.78 4.49 17.41 7.78 0.000% 25 -4.49 -13.06 -778 4.49 13.06 7.78 0.000% 26 0 00 -41.43 0.00 0.00 41.43 0.00 0.000% 27 0.01 -41.43 -1.41 -0.01 41.43 1.41 0.000% 28 0.68 -41.43 -1.16 -0.68 41.43 1.16 0.000% 29 1.20 -41.43 -0.69 -1.20 41.43 0.69 0.000% 30 150 -41.43 -0.01 -1.50 41.43 0.01 0.000% 31 1.36 -41.43 0.77 -1.36 41.43 -0.77 0.000% 32 0.75 -41.43 1.30 -0.75 41.43 -1.30 0.000% 33 -0.01 -41.43 1.39 0.01 41.43 -1.39 0.000% 34 -0.68 -41.43 1.16 0.68 41.43 -1.16 0.000% 35 -1.22 -41.43 0.70 1.22 41.43 -0.70 0.000% 36 -1.50 -41.43 0.01 1.50 41.43 -0.01 0.000% 37 -1.35 -41.43 -0.77 1.35 41.43 0.77 0.000% 38 -0.75 -41.43 -1.30 0.75 41.43 1.30 0.000% 39 0 04 -14.51 -3.40 -0.04 14.51 3.40 0.000% 40 1.61 -14.51 -2.71 -1.61 14.51 2.71 0.000% 41 2 93 -14.51 -1.69 -2.93 14.51 1.69 0.000% 42 3.47 -14.51 -0.04 -3.47 14.51 0.C4 0.000% 43 3.05 -14.51 1.72 -3.05 14.51 -1.72 0.000% 44 1.72 -14.51 2.98 -1.72 14.51 -2.98 0.000% 45 -0.04 -14.51 3.33 0.04 14.51 -3.33 0.000% 46 -1.61 -14.51 2.71 1.61 14.51 -2.71 0.000% 47 -2.99 -14.51 1.73 2.99 14.51 -1.73 0.000% 48 -3.47 -14.51 0.04 3.47 14.51 -0.04 0.000% 49 -2.99 -14.51 -1.68 2.99 14.51 1.68 0.000% 50 -1.72 -14.51 -2.98 1.72 14.51 2.98 0.000% 51 0.00 -19.38 -3.28 0.00 19.38 3.2.8 0.000% 52 0.00 -11.09 -3.28 0.00 11.09 3.2.8 0.000% 53 1.64 -19.38 -2.84 -1.64 19.38 2.84 0.000% 54 1.64 -11.09 -2.84 -1.64 11.09 2.8.4 0.000% 55 2.84 -19.38 -1.64 -2.84 19.38 1.64 0.000% 56 2.84 -11.09 -1.64 -2.84 11.09 1.64 0.000% 57 3 28 -19.38 0.00 -3.28 19.38 0.00 0.000% 58 3 28 -1.1.09 0.00 -3.28 11.09 0.00 0.000% 59 2.84 -19.38 1.64 -2.84 19.38 -1.64 0.000% 60 2,84 -11.09 1.64 -2.84 11.09 -1.64 0.000% 61 164 -19.38 2.84 -1.64 19.38 -2.84 0.000% 62 1.64 -11.09 2.84 -1.64 11.09 -2.134 0.000% 1 63 0.00 -19.38 3.28 0.00 19.38 -3.28 0.000% 64 0 00 -11.09 3.28 0.00 11.09 -3.28 0.000% 65 -1.64 -19.38 2.84 1.64 19.38 -2.84 0.000% 0 66 -1.64 -11.09 2.84 1.64 11.09 -2.!# 0.000% 67 -2.84 -19.38 1.64 2.84 19.38 -1.64 0.000% Job Page tnxTower PO03XC041_Tigard 31 of 38 SEMAAN Engineering Project Date SoGationt REVO7 16:26:17 07/20/20 1047 N 205th St Elkhorn,NE 68022 Client Designed by Phone:(402)289-1888 Sprint Sites USA- GA 2 FA Jun H X. g Sum of Applied Forces Son of Reactions Load PX PY PZ PX PY P2 %Error Comb. K K K K K K 68 -2.84 -11.09 1.64 2.84 11.09 -1.64 0.000% 69 -3.28 -19.38 0.00 3.28 19.38 0.00 0.000% 70 -3.28 -11.09 0.00 3.28 11.09 0.00 0.000% 71 -2.84 -19.38 -1.64 2.84 19.38 1.64 0.000% 72 -2.84 -11.09 -1.64 2.84 11.09 1.64 0.000% 73 -1.64 -19.38 -2.84 1.64 19.38 2.84 0.000% 74 -1.64 -11.09 -2.84 1.64 11.09 2.84 0.000% Non-Linear Convergence Results Load Converged,' Number Displacement Force Combination of Cycles Tolerance Tolerance 1 Yes 4 0.00000001 (1.00000001 2 Yes 4 0.00000001 0.00000001 3 Yes 4 0.00000001 0.00000001 4 Yes 4 0.00000001 0.00000001 5 Yes 4 0.00000001 (1.00000001 6 Yes 4 0.00000001 0.00000001 7 Yes 4 0.00000001 0.00000001 • 8 Yes 4 0.00000001 (1.00000001 9 Yes 4 0.00000001 0.00000001 10 Yes 4 0.00000001 (1.00000001 11 Yes 4 0.00000001 (1.00000001 12 Yes 4 0.00000001 ((.00000001 13 Yes 4 0.00000001 (1.00000001 14 Yes 4 0.00000001 0.00000001 15 Yes 4 0.00000001 (1.00000001 16 Yes 4 0.00000001 (1.00000001 17 Yes 4 0.00000001 (1.00000001 18 Yes 4 0.00000001 0.00000001 19 Yes 4 0.00000001 (1.00000001 20 Yes 4 0.00000001 (1.00000001 21 Yes 4 0.00000001 0.00000001 22 Yes 4 0.00000001 0.00000001 23 Yes 4 0.00000001 (1.00000001 24 Yes 4 0.00000001 0.00060001 25 Yes 4 0.00000001 0.00000001 26 Yes 4 0.00000001 0.00000001 27 Yes 4 0.000001101 0.00000001 28 Yes 4 0.00000001 0.00000001 29 Yes 4 0.00000001 0.00000001 30 Yes 4 0.00000001 (1.00000001 31 Yes 4 0.00000001 (1.00000001 32 Yes 4 0.00000001 (1.00000001 33 Yes 4 0.00000001 (1.00000001 34 Yes 4 0.00000001 0.00000001 35 Yes 4 0.00000001 0.00000001 36 Yes 4 0.00000001 0.00000001 37 Yes 4 0.00000001 0.00000001 38 Yes 4 0.00000001 0.00000001 39 Yes 4 0.00000001 0.00000001 40 Yes 4 0.00000001 (1.00000001 41 Yes 4 0.00000001 0.00000001 42 Yes 4 0.00000001 0.00000001 43 Yes 4 0.00000001 0.00000001 44 Yes 4 0.00000001 0.00000001 tnxTower Job Page I P003XC041_Tigard 32 of 38 SEMAAN.Engineering Project Date SolutionsREVO7 16:26:17 07/20/20 1047 N 205th St Elkhorn,NE 68022 Client Designed by Phone:(402)289-1888 Sprint Sites USA-GA 2FAX JungH 45 Yes 4 0.00000001 0.00000001 46 Yes 4 0.00000001 0.00000001 47 Yes 4 0.00000001 0.00000001 48 Yes 4 0.00000001 (1.00000001 49 Yes 4 0.00000001 0.00000001 50 Yes 4 0.00000001 0.00000001 51 Yes 4 0.00000001 0.00000001 52 Yes 4 0.00000001 (1.00000001 53 Yes 4 0.00000001 0.00000001 54 Yes 4 0.00000001 0.00000001 55 Yes 4 0.00000001 0.00000001 56 Yes 4 0.00000001 (1.00000001 57 Yes 4 0.00000001 (1.00000001 58 Yes 4 0.00000001 (1.00000001 59 Yes 4 0.00000001 (1.00000001 60 Yes 4 0.00000001 0.00000001 61 Yes 4 0.00000001 (1.00000001 62 Yes 4 0.00000001 (1.00000001 63 Yes 4 0.00000001 0.00000001 64 Yes 4 0.00000001 0.00000001 65 Yes 4 0.00000001 0.00000001 66 Yes 4 0.00000001 (1.00000001 67 Yes 4 0.00000001 0.00000001 68 Yes 4 0.00000001 0.00000001 69 Yes 4 0.00000001 0.00000001 70 Yes 4 0.00000001 0.00000001 71 Yes 4 0.00000001 0.00000001 72 Yes 4 0.00000001 0.00000001 73 Yes 4 0.00000001 0.00000001 74 Yes 4 0.00000001 0.00000001 Maximum Tower Deflections - Service Wind Section Elevation Hors. Gov. Till Twist No. Deflection Load fl in Comb. ° T1 100-85 1.661 47 0.148 0.034 T2 85-75 1.193 47 0.134 0.019 T3 75-50 0.918 47 0.113 0.016 T4 50-25 0.403 47 0.071 0.008 T5 25-0 0.112 48 0.032 0.004 Critical Deflections and Radius of Curvature - Service Wind Elevation .Appurtenance Gar. Deflection Tilt Twist Radius of Load Curvdiure .t Comb. in ° t 100.00 5t8"Lightning Rod 47 1.661 0.148 0.034 98626 98.00 Platform w/Kickers 47 1.596 0.147 0.031 98626 92.50 CCISe:ismic Tower Section 1 47 1.422 0.143 0.023 65751 91.50 CCISeismic 5/16"Fiber From 0 to 47 1.390 0.143 0.022 58016 98(85ft to98ft) 82.00 Sector Frame 47 1.107 0.128 0.018 31874 80.00 CCISeismic Tower Section 2 47 1.051 0.124 0.017 31094 78.50 CCISeismic(3) RET From 0 to 82 47 1.010 0.121 0.017 30608 (75ftto82ft) tnxlower P003X� Page 04""_Tigard 33 of 38 SEMAAN Engineering Project Date SolutionsREVO7 16:26:17 07/20/20 1047 A'205th St Elkhorn,NE 68022 Client Designed by Phone:(402)289-1888 Sprint Sites USA-GA 2 FAX. JungH Elevation Appurtenance Gov. Deflection Tilt Twist Radius of Load Curvature ft Comb. in 0 ft 62.50 CCISeismic Tower Section 3 47 0.631 0.090 0.012 31658 37.50 CCISeismic Tower Section 4 48 0.230 0.051 0.00E 34501 12.50 CCISeismic Tower Section 5 48 0.042 0.015 0.002 69695 Maximum Tower Deflections - Design Wind Section Elevation Hor. Gov, Till__n.,... Twist No. Deflection load ___ji_ in Comb. 0 0 Ti 1.00-85 4.323 18 0.384 0.081 T2 85-75 3.109 18 0.349 0.046 T3 75.50 2.394 18 0.294 0.047 T4 50-25 1.050 18 0.184 0.039 T5 25-0 0.291 20 0.083 0.035 Critical Deflections and Radius of Curvature - Design Wind Elevation Appurtenance Gov. Deflection Tilt Twist Radius of Load Curvature ft Comb. in ° ft 100.00 5.t8"Lightning Rod 18 4.323 0.384 0.081 38788 98.00 Platform w/Kickers 18 4.157 0.381 0.075 38788 92.50 CCISeismic Tower Section 1 18 3.703 0.372 0.059 25858 91.50 CC1Seismic 5/16"Fiber From 0 to 18 3.621 0.370 0.056 22816 98(85ft to98ft) 82.00 Sector Frame 18 2.884 0.334 0.047 12442 80.00 CCISeismic Tower Section 2 18 2.739 0.323 0.047 12084 78.50 CCISeismic(3) RET From 0 to 82 18 2.633 0.314 0.047 11856 (75ft to82ft) 62.50 CC1Seismic Tower Section 3 18 1.645 0.234 0.043 12163 37.50 CC1Sessmic Tower Section 4 20 0.600 0.133 0.039 13245 12.50 CCISeismic Tower Section 5 10 0.111 0.040 0.021 26758 Bolt Design Data Section Elevation Component Bolt Bolt Size Number Maximum Allowable Ratio Allowable Criteria No. Type Grade Of Load Load Load Ratio ft in Bolts per Belt per Bolt Allowable K K TI 100 Diagonal A325N 0.63 2 1.:10 13.81 0.080 Vf 1 Holt Shear Top Girt A325N 0.63 2 0.23 3.43 0.068 1 Member Block Shear T2 85 Leg A325N 0.63 3 3.97 20.34 0.195 � 1 Bolt Tension Diagonal A325N 0.63 2 1.76 13.81 0.128 -Y 1 Bolt Shear Horizontal A325N 0.63 1 0.56 3.19 0.176 r 1 Member Block Shear - - tnxTower Job Page P003XC041_Tigard 34 of 38 SEMAAN Engineering Project Date So/idiomREVO7 16:26:17 07/20/20 I047N 205th St Elkhorn,NE68022 Client Designed by Phone:(402)289-1888 Sprint Sites USA-GA 2 FAX. JungH Section Elevation Component Bolt Bolt Size Number Maximum Allowable Ratio Allowable Criteria No. Type Grade Of Load Load Load Ratio ft in Bolts per Bolt per Bolt Allowable K K Top Girt A325N 0.63 1 0.23 3.19 V1 Member Block 0.073 Shear T3 75 Leg A325N 0.63 4 6.70 20.34 0.329 V 1 Bolt Tension Diagonal A325N 0.63 2 1.69 13.81 0123 M/ 1 Bolt Shear Horizontal A325N 0.63 1 0.58 4.55 1 Member Block 0.127 Shear Top Girt A325N 0.63 2 0,04 4.11 0.011 V 1 Member Block Shear T4 50 Leg A325N 0.63 4 9.36 20.34 0.460 y 1 Bolt Tension Diagonal A325N 0.63 2 1.46 13.81 0.106 V 1 Bolt Shear Horizontal A325N 0.63 1 0.79 7.83 0.101 V/ 1 Member Bearing Top Girt A325N 0.63 2 0.08 7.19 0.011 V 1 Member Block Shear T5 25 Diagonal A325N 0.63 2 1.62 13.81 0.117 V 1 Bolt Shear Horizontal A325N (1.63 1 0.99 10.44 0.095 V/ 1 Member Bearing Top Girt A325N (1.63 2 0.09 11.62 0.007 V I Member Block Shear Compression Checks Leg Design Data (Compression) Section Elevation Size L L„ Kl/r A P„ QP„ Ratio No. P. ft a ft in' K K gyp„ T1 100-85 P2.5x.203(H) 15.03 5.01 1.26.3 1.59 -8.84 22.19 0.398' K=2.00 V T2 85-75 P2.5x.203(H) 10.02 5.01 63.1 1.59 -17.03 40.92 0.416' K=1.00 V T3 75-50 P3x.3(H) 25.05 6.26 65.7 2.82 -33.30 71.29 0.467' K=1.00 I/ T4 50-25 P3.5x.318(H) 25.05 6.26 57.2 3.44 -45.82 91.70 0.500' K=1.00 I/ T5 25-0 P4x.337(H) 25.05 6.26 50.6 4.12 -57.21 113.89 0.502' K=1.00 V 'P„ /bP„controls Diagonal Design Data (Compression) _ Job Page tnxTower PO03XC041_Tigard 35 of 38 SEMAANEngineering Project Date Solutions REVO7 16:26:17 07/20/20 1047N205thSt Elkhorn,NE 68022 Client Designed by Phone:(402)289-1888 Sprint Sites USA-GA 2 g t FAX: JungH Section Elevation Size L L„ Kl/r A P. No. ¢P .,..� Ratio P. ft ft it ... ire K K +p, T1 100-85 P1.25x.14(H) 6.22 5.82 128.6 0.63 -2.16 8.45 0.255' K=1.00 T2 85-75 P1.25x.14(H) 6.89 6.54 144.6 0.63 -3.53 6.76 0.522' K=1.00 VI T3 75-50 P1.5x.145(H) 9.60 9.21 176.6 0.75 -2.94 5.42 0.542' K=1.00 T4 50-25 P2x.154(H) 11.69 11.30 171,5 1.00 -2.91 7.71 0.378 1 K=1.00 V. T5 25-0 P2x.154(H) 13.97 13.55 205.6 1.00 -3.23 5.37 0.602' K=1.00 110/ KL/R>200(C)-91 'P„ /4P„controls Horizontal Design Data (Compression) Section Elevation Size L L„ Klir A P„ OP, Ratio No. P„ ft ft )? in' K K 4)p, T2 85-75 LI 1/2x11/2x1/8 4.48 4.00 162.1 0.36 -0.60 3.92 0.152' K=1.00 T3 75-50 L2x2x1/8 6.95 6.42 193.8 0.48 -0.58 3.69 0.15/7' K=1.00 V T4 50-25 L21/2x21/21(3/16 9.56 8.98 217,8 0.90 -0.79 5.44 0.146' K=1.00 KL/R>200(C)-67 T5 25-0 L3 1/2x3 I/2x1/4 12.16 11.55 1.99.7 1.69 -0.99 12.13 0.082' K=1.00 1/ 1 P„ 1}P„controls Top Girt Design Data (Compression) Section Elevation Size L L„ Kir A P. VP, Ratio No. P. ,R ,ft f i ill: K _... K SP, TI 100-85 LI12x11/2x1/8 2.40 1.76 95.7 0.36 -0.51 9.21 0.0561 K=1.34 T2 85-75 LI12x11/2x1/8 3.96 3.48 1.41.0 0.36 -0.25 5.18 0.-04`9' K=1.00 Y T3 75-50 L2x2x1/8 5.00 4.31 126.3 0.48 -0.04 8.69 0.004" K 0.97 T4 50-25 L2I/2x212x3/16 7.60 6.88 148.7 0.90 -0.15 11.68 0.013' K=0.89 I✓ T5 25-0 L3 1/2x3 I/2x1/4 10.21 9.44 146.6 1.69 -0.16 22.52 0.007' • K=0.90 ir/ MIMIIIMMIMIMMIIMIllr • Job Page tnxTower P003XC041_Tigard 36 of 38 SEMAAN Engineering Project Date SolutionsREV07 16:26:17 07/20/20 1047 N 20Sth St Elkhorn,NE 68022 Client Designed by Phone:(402)289-1888 Sprint Sites USA-GA 2 JungH „DL controls 'P„ 1$P,controls Tension Checks Leg Design Data (Tension) Section Elevation Size t. L. Kl/r A P„ $P, Ratio No. P ft ft fi in' K K $Pm Tl 100-85 P2.5x.203(H) 15.03 5.01 63.1 1.59 6.07 50.19 0.121 ' VI T2 85-75 P2.5x.203(H) 10.02 5.01 63.1 1.59 11.92 50.19 0.238' T3 75-50 P3x.3(H) 25.05 6.26 65.7 2.82 26.80 88.93 0.301' VI T4 50-25 P3.5x.3I8(H) 25.05 6.26 57.2 3.44 37.46 108.41 0.346' T5 25-0 P4x.337(H) 25.05 6.26 50.6 4.12 46.38 129.85 0.357' ' P„ 1$P,controls Diagonal Design Data (Tension) Section Elevation Size L L„ KUr A P, $P, Ratio No. P„ ft ft ft lie K K $P„ TI 100-85 P1.25x.14(H) 6.22 5.82 128.6 0.63 2.20 19.71 0.111 ' T2 85-75 P1.25x.14(H) 6.89 6.54 144.6 0.63 3.46 19.71 0.176' T3 75-50 PI.5x.I45(H) 8.21 7.83 150.1 0.75 3.30 23.56 0.140' T4 50-25 P2x.I54(H) 11.69 11.30 171.5 1.00 2.86 31.63 0.091 ' I/ T5 25-0 P2x.154(H) 13.97 13.55 205.6 1.00 3.23 31.63 0.102' r 'P„ /$P,controls Horizontal Design Data (Tension) • • Job Page tnxTower P003X0041_Tigard 37 of 38 SEMAAN Engineering Project Date SolutionsREV(17 16:26:17 07/20/20 1047 N 205th St Elkhorn,NE 68022 Client Designed by Phone:(402) Sprint Sites USA-GA 2 JungH Section Elevation Size L L. Kl/r A P. ems.. 4P Ratio No. P. ft jt ./i in' K K $P T2 85-75 LI 1/2x1 I/2x1/8 4.48 4.00 1.09.4 0.20 0.56 8.67 0.065' V T3 75-50 L2x2xl/8 6.95 6.42 127.6 0.29 0.58 12.74 0.045' v' T4 50-25 L2 1/2x2 1/2x3/16 9.56 8.98 1.42.3 0.57 0.79 24.84 0.032' V T5 25-0 L3I2x31/2x1/4 12,16 11.55 129.8 1.13 0.99 49.02 0.020' 'P. /OP,controls Top Girt Design Data (Tension) Section Elevation Size L L„ Kiir A P„ ¢P. Ratio No. P. ft ,t ft inr K K 4Pn Tl 100-85 Li 1/2x1 12x1/8 2.40 1.76 55.6 0.20 0.47 8.67 0.054' T2 85-75 LI12x112x1/8 3.96 3.48 95.9 0.20 0.23 8.67 0.027' T3 75-50 L2x2x1/8 5.00 4.31 90.2 0.29 0.09 12.74 0.007" 4 T4 50-25 L212x2I/2x3/16 7.60 6.88 1.12.1 0.57 0.16 24.84 0.006' T5 25-0 L3I2x312x1/4 10.21 9.44 108.3 1.13 0.17 49.02 0.004' V' DL controls 'P. /4P„controls Section Capacity Table Section Elevation Component Size Critical P eP„iw,,. % Pass No. li 15'Pe Element K K Capacity Fail Tl 100-85 Leg P2.5x.203(H) I -8.84 22.19 39.8 Pass Diagonal P125x.14(H) 7 -2.16 8.45 25.5 Pass Top Girt Ll 12x1 12x1/8 4 -0.51 9.21 5.6 Pass T2 85-75 Leg P2.5x.203(H) 16 -17.03 40.92 41.6 Pass Diagonal PI25x.14(H) 22. -3.53 6.'76 52.2 Pass Horizontal Ll1/2x112x1/8 25 -0.60 3.92 15.2 Pass Top Girt L1 I/2x1 12x1/8 20 -0.25 5.18 4.9 Pass T3 75-50 Leg P3x.3(H) 31 -33.30 71.29 46.7 Pass Diagonal P1.5x.145(H) 37 -2.94 5.42 54.2 Pass Horizontal L2x2x1/8 40 -0.58 3.69 15.7 Pass Top Girt L2x2xl/8 34 0.09 12.74 0.7 Pass T4 50-25 Leg P3.5x.318(H) 5E: -45.82 91.70 50.0 Pass Diagonal P2x.154(H) 64 -2.91 7.71 37.8 Pass Horizontal L212x212x3/16 67 -0.79 5.44 14.6 Pass tnxTower Job Page _� P0O3XG041_Tigard 38 of 38 SEMAAEngineering Project Date N Solutions REVO7 16:26:17 07/20'20 1047 N 205th St Elkhorn,NE 68022 Client Designed by Phone:(402)289-1888 Sprint Sites USA- GA 2 FAX JungH Section Elevation - Component Size Critical P eP,4,,, % Pass No. ft Type Element K K Capacity Fail Top Girt 12.1/2x2 I/2x3/16 61 -0.15 11.68 1.3 Pass T5 25-0 Leg P4x.337(H) 85 -57.21 113.89 50.2 Pass Diagonal P2x.154(H) 91 -3.23 5.37 60.2 Pass Horizontal L3 I/2x3 1/2x1/4 94 -0.99 12.13 8.2 Pass Top Girt L31/2x31/2x1/4 88 -0.16 22.52 0.7 Pass Summary Leg(T5) 50.2 Pass Diagonal 60.2 Pass (TS) Horizontal 15.7 Pass (T3) Top Ciitt 5.6 Pass (T1) Bolt Checks 46.0 Pass RATING= 60.2 Pass Program Version 8.0.'7.4-5i 112020 File:UDMZSESSERVEROI/Common/1 NX files/PO03XC041/REV07/PO03XC041 11 EV07.eri I . Site Name: Tigard OR Program Last 8/3/2011 Site Number: POC3XC041 American Tower Corporation Engineer: JHH Engineering Number: REVO7 I Date: 07/20/20 1h1W j I � }Design Base Loads(Factored)-Analysis per TIA-222-H Standards 11Analyze or Design a Foundation? Analyze Foundation Mapped: Y -, -- d l Moment(M): k-ft V Shear/Leg(V): 5.7 k Compression/Leg(P): 53.4 k Uplift/Leg(U): 47.3 k - Tower Type(GT/SST/MP): SST Diameter of Caisson(d): 2.5 ft Caisson Embedment(L-h): 18.5 ft Caisson Height Above Ground(h): 1.5 ft Depth Below Ground Surface to Water Table(w): 8.0 ft Unit Weight of Concrete: 130.0 pcf Unit Weight of Water: 62.4 pcf Tension Skin Friction/Compression Skin Friction: 0.66 Pullout Angle: 30.0 degrees Soil Mechanical Properties Depth(ft) Ysoii Cohesion 4) Ultimate Skin Ultimate Bearing Top Bottom (pcf) (psf) (degree) Friction (psf) Pressure(psf) 0.0 2.0 100 0 0 0 0 2.0 8 0 120 0 32 160 0 8.0 11.0 130 0 32 290 0 11.0 13.0 130 0 35 430 0 13.0 15.5 130 0 33 430 24000 Required Embedment: #N/A #N/A Volume of Concrete: 98.2 ft3 = 3.6 yd3 Weight of Concrete(Buoyancy Effect Considered): 11.5 k Average Soil Unit Weight: 88.1 pcf Skin Friction Resistance: 39.7 k Compressive Bearing Resistance: 7117.8 k Pullout Weight(Minus Concrete Weight): 263.1 k Nominal Uplift Capacity per Leg(O,T,): 28.3 k Nominal Compressive Capacity per Leg($,P„): 1118.1 k P,,: 61.2 k TIC T,,: See Attached PICP,,: 0.52 Result: OK Total Lateral Resistance: 375.1 k Inflection Point(Below Ground Surface): 12.8 ft Design Overturning Moment At Inflection Point(MD): 80.8 k-ft Nominal Moment Capacity(4,M„): 988.5 k-ft Mo/4 M„: 0.08 Result: OK Os: 0.75 Design Factored Shear/Depth Design Factored Moment/Depth 0 5 10 -2 0 2 4 6 8 0 —7— I �—i 0 1 I r -2 7 1 1 -2 i i ___ -4 -6 E 8 ¢' r 8 I- 40 J 0 _12 ------- - ---- -14 r--Ill ; -14 1 r- r 1 -16 1- - -16 r `-r--------------__'_-. ... .. -18 ' • -18 -20 -20 Shear(k) Moment(k-ft) Nominal and Factored Moment Capacity and Factored Design Loads o 2(10 400 600 800 1000 3500 • • 3000 ft ...__.....1. . -- lla•••-•ftr= 2500+� - ---... �4.16` = Tu&Mu I I- 4- ��}_ 2000 MY MINI, OM GM IN= — V a T- - -----r - -I-- -V 1500 I ` -. - -Fa fond Envelope <— r r V r i i 1000 if a •40 .00 r le- os.r ,.. 500 40,jr - .......Nominal Envelope woo.sell as* IP ■ 0 _I I ; -1000 Moment(k-ft) Additional Top Mat Uplift/Leg(U): 47.3 k Nominal Uplift Capacity per Leg(OsTn): 28.3 k Equivalent Moment Resist From Mat: (O=0.9)(124k)(3.701= 412.9 k-ft Total Moment Resist: 412.9+Nominal Uplift Capacity per leg x 11.09'= 726.6 k-ft Equivalent Shaft Uplift Capacity: Total Moment Resist/11.09'= 65.5 k T„/4 T,,: 0.72 Result: OK J ~ CROWN BU: P003XC041 Structure.L. CASTLE WO: RE'J0l Order: TREV07 Revr if H Location Decimal Degrees Deg Min_ Sec Lat: 45.402400 + 45 ,t 24 8.64 Long: -122.765300 - 122 45 '' 55.08 Code and Site Parameters Seismic Design Code: TIA-22'iIH Site Soil: D(Defa 'It) Default Risk Category: II USGS Seismic Reference Ss: 0.8490I g Si: 0.3910 g IL: 16 y s Seismic Design Category Determination Importance Factor,le: 1 Acceleration-based site coefficient,Fe: 1.2000 Velocity-based site coefficient,F,,: 1.9090 Design spectral response acceleration short period,5cs: 0.6792 g Design spectral response acceleration 1 s period,SDI: 0.4976 g Seismic Design Category Based on Scs: 0 Seismic Design Category Based on S01: D Seismic Design Category Based on Si: N/A Controlling Seismic Design Category: ^x CClSeismic 3.2.3 Page 1 Analysis Date: 7/20/2020 lower Section load; Section Length Top Height Mid Height,h, Section w h x. C,. F,, FXV Number Weight,W. 1 15.00 140.00 92.50 0.3670 33.94 00385 0.1262 0.0498 2 10 00 85 00 80.00 0 7797 2238 0.0254 0.0832 00380 3 25.00 7',00 62.50 1.1116 69.47 0.0787 0.2583 0.1510 25.00 51100 37.50 1.E475 6159 00698 0.2290 0.2231 5 25.00 26.00 12.50 2.3631 29.54 00335 0.1098 0.3210 Surn', '5.763$ fittOp CCISeismic 3.2.3 Page 3 Analysis Date: 7/20/2020 CI5Cre[(.Leeds Name h. . w, w,h," C,,, F,r, f„ miscl 5/8"Lightning Rod 100.00 0.0400 4,00 0.0045 0.0149 L.0054 tower mounts Sect,'Frame F2.00 0.5000 41.00 0.0465 0-1626 C.0679 tower mounts Sector Frame 82.00 0.5000 41,00 0.0465 0..1525 0.0679 tower mounts Sector Frame F2.00 05000 41.00 00465 0.1525 0.0679 rfs APXV9ERR18-1-A20 82.00 0.0700 5.74 0.0065 0.0213 0.0095 Ms APX1/91RR18-C-A20 82.0(1 0.0700 5.74 0.0065 0.0213 0.0095 rfs APXV9ERR18-.0 420 82.00 0.0700 5.74 0.0065 0.0213 1.0095 rfs APXVSPPI8-C-A20 8200 0n600 4 92 0.0056 0.0183 C.0082 rfs AP637528P18-0-420 82.00 0.0600 4.92 0.0056 00183 0.0082 Ms APXV5P618-C-A20 _ 8200 071100 4.92 0.0056 0.0133 10082 kmw FT-X-WM 18 65-813 82.00 0.0400 3.28 0.0037 0.0122 6 0054 0mwET-0'WM-18-65-88 82330 0.0400 328 00037 0.0122 C.0054 410w ET-0-WM-18-65-88 82.00 0,04U0 3.28 0.0037 00122 C.0054 RRH•C2A 800 MHz 6601 8200 0 0683 5.60 00064 0,0208 C.0093 9961-6271.800 MHz RRH 82.00 0.0683 5.60 0.01164 0.0208 C.0093 RRH-C2A 800 MHz RAH �- 82 00 0.0683 5.60 0.0064 0.0208 C.0093 Samsung RRH-P41900 MHz _ 82.00 0.0600 4.92 0.0056 0.0183 C.0082 sa ersung 6861-941900 MHz 8200 00600 4.92 0.0055 0.0181 .00082 Samsung RR11-P41900 MHz 82.00 0.0600 4.92 0,0056 0.0183 C.0032 RRH V32.5 RRH 82-00 0.0595 4.88 0.0055 0.0181 1-0001 8961-032.5 RRH 82.00 0.0595 4.88 0.0055 0.0181 C.0081 RRH-03 2.5 RRH 82.00 0.0595 4.88 0.0055 00181 1.0081 Power Junction 82.00 0.0042 034 0.0004 0.0013 C.0006 Power Junction B2.00 0.0042 0.34 0.0004 00013 10006 Power Junction 82.00 00042 0.34 0.0004 0.0013 6.0006 Fiber Optic Junction 82.00 0.0037 0.30 00003 00011 C.0005 Fiber Optic Junction 8200 00037 0.30 0,0003 0.0011 C.0005 Fiber Optic Junction 32.00 0.0037 0.30 0000i 00011 C 0005 GPS 82 00 0.0150 1.23 0.0014 0.0046 C.0020 605 _ 32.00 0.0150 1-29 03014 0.0046 1-0020 (3)RET Kit 32.00 0.0031 0.26 0.0003 0.0010 C.0004 (3) RFT Kit 82.00 0.0031. 0-26 0.0003 0.0010 C-0004 (3)RET KIt 82.00 0.0031 0.26 0,0003 0.0010 6.0004 filter 82.00 0.0600 4.92 0 0056 0 0183 C.0082 - Eller 82.00 0.0600 4.92 0.0055 00183 0M82 Eger K2 DO 0.0600 492 0.0056 0,0183 C.0082 (4) Combiner/Junction Box 32.00 0.0400 3.28 0.0037 0.0122 C.0054 (4) Combiner/lunctioe Box 82 D0 0.0400 3.28 0.0037 0.0122 0.0054 14)Combiner/lunction Box 32.00 0.0400 3.28 0.0037 0.0122 C0054 Platform w/Kickers 98:00 1.6000 196-80 0 1.777 05830 6.2173 (2)cellmax UBTUIBULBHH-6517-17-21-21 98.00 0.2200 21.56 0.0244 00802 10299 (2)rayap 009-48-60-24-80-E3/ 98 00 0.0609 5.88 0.0037 0 0219 (.0082 (2)commscope NNHH-65C-R4 98.00 0.2003 19.60 0.0222 00729 CO272 (2)commscope NNHH-650-R4u` 9800 02900 19.60 0.0222 0.0729 C.0272 nokia RRH 4T4R 1325/663209(411198 98.00 0.0700 6.86 0.0078 0.0255 C.0095 nokia RRH 41 411 625/66 3 20W AHF113 98.00 0.0700 6.86 0.0078 0 D255 C0095 nokia RRH 4T4R 325/66320W 4111318 -^ 98.00 0.0/00 6.86 0.0078 0.0255 C.0095 nokia RRH 4146 830 100W OF NA 98.00 00400 3.92 0.0044 03146 (-0054 nokia RRH 4T4R 830 100W AI NA 98.00 0.0400 3.92 00044 0.0146 00054 nokia RRH 4f4R 83010CW Al-NA 98.00 0.C400 3.92 0.0044 0.0146 C0054 nokia RRH 474R B12/14 3201h AHLBA 98.00 0.1000 9.80 0.0111 00364 C.0136 nokia RRH 474P,B12/14120V,AHLBA _ 98.00 0.1000 9.80 0.0111 0.0304 C0136 nokia RRH 4T4R B12/1432035'AHLBA 98.00 0100.0 9.80 0.0111 0.0364 C-0136 nokia RRH 4T4R 85 160W 6H(0 98-00 0.0400 3.32 0.0044 0.0146 6.0054 nokia RRH 4T4R B5 160W AH(A 98.00 00400 3 92 0.0044 0.0146 C.0054 nokia RRH 4T4R 8516018/AMC A _ 98.00 0,0400 392 0.0044 0.0146 C.0054 Sum ) =.',c i ,,5447 11 CCISeismic 3.2.3 Page 4 Analysis Date: 7/20/2020 1 l Linear loads Name Start Height End Height h, w, w,h,` C., F,r, F„ (3)REF From Oto 82 _ 75.00 82.02 78.5(1 0.0017 0.13 C.0001 0.0005 0.0002 13) PET From 0to 82 SO CO 75-00 62-50 00060 038 0.0004 0.0014 0.0008 (3)RET From 0 to 82 -i- 25.00 50.00 37-50 0 0060 0.23 C.0003 0.0008 0.0008 _ (3) RET from 01062 0.00 25.03 1250 0.0060 0.08 0.0001 00003 00008 (6)general cable 15/8"Coax From 0 to 82 _...._ 75.00 8200 78.50 00437 3.43 C.0039 0.0127 0.0059 (6)general cable 1 5/8'Coax Prom 0 to 82 50.00 75.03 5250 0 1560 9.75 C-0110 0-0363 0.0212 _ (6)general cable 1 5/8"Coax From 0 to 82 2500 SO 00 37.50 0.1560 5.85 (.0086 0.0218 0.0212 (6)Kemal cable 15/8"Coax from 0 to 82 0.00 25.00 12,50 0.1560 1.95 1-0022 0-0073 0 0212 (3) 11/4"Fiber From 0 to 82 7500 8200 78.50 00200 1.57 C.0018 0.0058 0,0027 (3) 1 1/4"Fiber From 0 to 82 50.00 75.00 62.50 0.0713 445 C 0050 00166 0.0097 _ (3)1 1/4'Fiber From 0 to 82 25.00 50.00 37,50 0.0713 2.67 C.0030 0.0099 0 0097 _ (3) 1 1/4"Fiber From 0 to 82 0.00 25.00 1250 0.0,13 089 C 0010 00033 0.0097 (3) 0.315"ATC8-801-006 AISG From 0 to 82 75 00 82.00 78.50 0.0013 0.10 0.0001 0.0009 0.0002 (3) 0 315"A708-801-006 A'10 From 0 to 82 5000 75.00 52.53 0-0045 028 0-0003 0 0010 0.0006 (3)0.315"ATCB5BO1-006 AIS(i From 0 to 82 25.00 50.00 37.50 0.0045 0.17 C.0002 0.0006 0.0006 (3) 0315"ATC6-901-006 A6G From 0 to 82 0.00 25.00 12 50 0 0(145 0-06 0.0001 0-0302 0.0006 (2)general cable 1/2'''Coax From 0 to 32 75.00 82.00 78.50 0.0022 0.18 C.0002 0.0007 0.0003 (2)general cable 1/2'Coax From 0 to 32 50.00 75.00 6250 0-0080 0S0 C.0005 0.0019 00011 _ (2)general cable 1/2'Coax Dorn 0 to 82 25 00 50.00 37.50 0.0080 0.30 C.0003 0.0011 0-0011 _ (2)general cable 1/2"Coax From 0 to 82 0.00 2500 1250 0 0080 0.10 C0001 0.0004 00.9011 _ 3/8"WA-VG86T DC Front 0 to 82 75.00 82.00 78.50 0.0004 0.03 C.0000 (1.000" 00001 _ 3/8"559-V3861.DC From 0 tc 82 _ 50.00 75.00 52.50 0.0015 0.09 6.0001 0.0003 00002 3/8"W R-VG86T DC From 010 82 25.00 50,00 37.50 0.0015 0.06 0-0001 0 0002 0.0002 3/8"WR-VG86T DC From 0 tC 82 000 25 D0 1250 00015 0.02 C.0000 (1.0001 0.0002 5/16"Fiber From OM 98 85.00 98.00 91.50 0.0008 0-07 00001 0.0003 0.0001 5/16"Fiber From 0 to 98 75.00 85 00 80.00 0.0006 0.05 0-0001 0.0002 0.0001 5/16"Fiber From 0 to 98. 50.00 75.00 62.50 0 0015 0.09 (,.0001 0.0003 0.0002 5/16"Fiber From 000 98 25.00 50 00 3750 00015 0.06 G.0000 0,0002 0.0002 5/16"Fiber From 0 to 98 0.00 25.00 12.50 0.0015 0.02 C 0000 0.0001 00002 _ 5/16"Fiber From()0e 98 8500 98.00 91.50 0.0308 0.07 C.0001 0,0003 0.0001 5/16"Fiber From 010 98 _ 75.00 ' 85.00 80.00 0.0006 0.05 C.9001 0.0002 0.0001 _ 5/16"Fiber From U to 98 5000 75.00 52.50 0-031.5 009 C.0001 0.0003 00002 5/16"Fiber From O to 98 25.00 50.00 37.50 0.0015 0.06 C 0001 0.0002 0.0002 5/16"Fiber From()to 98 000 25-00 12.50 0.0015 002 C.0000 0.0001 00)02 14) 3/8"WR-VG86T GC From 0 to 98 85.00 98.00 91.50 00031 0-29 7.0003 00011 0.0004 (41 3/8"WR-VG864 DC From 0 to 98 75.00 85.00 8030 0.0024 0.19 C.0002 0 0007 (1 0003 __„)_-(4)3/8"WR-VG867 DC From 0 to 98 5000 75.00 62-50 0.0060 0.38 C.0004 0-0014 0.0008 (4)3/8"WR-VG861 DC From 0 to 98 25.00 50,00 37-50 0.0060 0 23 2.0003 0 3008 (1.0008 (4)3/8"WR.VG86T DC From 0 to 98 0.00 25.00 12.50 0.0060 0.08 f.0001 0.0003 0.0008 Climbing adder From 0 to 98 85-00 98.0C 91.50 0.0008 0.07 C.0001 0.0003 00001. Climbing Ladder From 0 to 98 75.00 85.00 8000 0.0006 0.05 C.0001 0.0002 0.0001 _ Climbing nrdder From 0 to 98 50.00 75.0C 62.50 0,0015 009 1.0001 0.0003 0.0002 Climbing Ladder From 0 to 98 25 00 50.00 37,50 0.0015 0.06 ' 0.0001 0.0002 0.0002 Climbing Udder From 0 to 98 000 25.00 12.50 0.0015 0.02 c0000 0.0001 0.0002 _____ misd WIG Ladder Rom 0 to 100 8500 100 00 9250 0.1185 10.96 C.0124 0.0408 0,0161 m'iscl W/G Ladder From 0 to 100 75.00 8500 80.00 0.0790 6.32 C 0072 0.0235 0.01(17 mist).W/G Ladder From 0 to 100 50.00 75.00 52.50 0.1.975 12.34 C.0140 0.0459 0.0268 mud W/G ladder From 0 to 100 25.00 50.00 37 50 0.1975 7.41 C.0084 00275 0.0268 mad W/G Ladder From 0 to 100 0.00 25 00 12.50 0.1975 2.47 C.0028 0.0092 0.0268 misd W/G Ladder From 0 to 82 75.00 82.00 78.50 C-0420 3.30 C o037 0-0123 0.0057 mite/W/G Ladder From 0 to 82 50.00 75 00 62.50 01500 9.38 C.0106 0.0349 0.0204 misd W/G Ladder From 0 to 82 25.00 50,00 37.50 0.1500 5 63 5 0064 (10209 0.0204 miscl W/G Ladder From 0 to 82 0.00 25.00 12.50 0.1500 1.88 C.0021 0.0070 0.0204 misd Safety Lane 3/8 From 0 to 98 85.00 98 00 91.50 00780 7 14 C-0081 0-0255 0.0106 misd Safety(toe 3/13 From 0 to 98 75.011 85.00 80.00 0.0600 480 C.0054 0.0178 0.0082 misd Safety L-ne 3/8 From 0 to 98 50.00 75 00 b2.50 0 1500 9-38 1 0106 00349 0.0204 misd Safety Line 3/8 From 0 to 98 25.00 5000 37 50 0.1500 5.63 C.0064 0.0209 0.0204 miss Safety Li ne'3/8 From 0 to 98 0.00 25.00 12.50 0 1500 `-R8 C 0321. 0.0070 00204 x 9 9 2,7221 123.75 s", CCISeismic 3.2.3 Page 5 Analysis Date: 7/20/2020 SCE AM` 1t iLA`AI ENGINII41 Seismic Site Soil Class: D- Default(see Section 11.4.3) Results: Ss : 0.849 Sol : N/A Si : 0.391 TL : 16 Fa : 1.2 PGA : 0.387 F„ : N/A PGA : 0.469 SMs : 1.019 FPGA : 1.213 SM1 : N/A le : 1 Sos : 0.679 C. : 1.225 Ground motion hazard analysis may be required. See ASCE/SEI 7-'16 Section 11.4.8. Data Accessed: Sat Jul 18 2020 Date Source: USGS Seismic Design Maus https://asce7hazardtool.online/ Page 2 of 3 Sat Jul 18 2020 ASCE. PMi+!GAN SOCIEtY 0r MI ENGINEERS Ice Results: Ice Thickness: 1.50 in. Concurrent Temperature: 25 F Gust Speed: 30 mph Data Source: Standard ASCE/SEI 7-16, Figs. 10-2 through 10-8 Date Accessed: Sat Jul 18 2020 Ice thicknesses on structures in exposed locations at elevations higher than the surrounding terrain and in valleys and gorges may exceed the mapped values. Values provided are equivalent radial ice thicknesses due to freezing rain with concurrent 3-second gust speeds, for a 500-year mean recurrence interval, and temperatures concurrent with ice thicknesses due to freezing rain. Thicknesses for ice accretions caused by other sources shall be obtained from local meteorological studies. Ice thicknesses in exposed locations at elevations higher than the surrounding terrain and in valleys and gorges may exceed the mapped values. The ASCE 7 Hazard Tool is provided for your convenience,for informational purposes only,and is provided"as is"and without warranties of any kind.The location data included herein has been obtained from information deve'aped,produced,and maintained by third party providers; or has been extrapolated from maps incorporated in the ASCE 7 standard.While ASCE has made every effort to use data obtained from reliable sources or methodologies,ASCE does not make any representations or warranties as to the accuracy,completeness,reliability, currency,or quality of any data provided herein.Any third-party links provided by this Tool should not be construed as an endorsement, affiliation, relationship,or sponsorship of such third-party content by or from ASCE. ASCE does not intend,nor should anyone interpret,the results provided by this Tool to replace the sound judgment of a competent professional,having knowledge and experience in the appropriate field(s)of practice,nor to substitute for the standard of care required of such professionals in interpreting and applying the contents of this Tool or the ASCE 7 standard. In using this Tool,you expressly assume all risks associated with your use.Under no circumstances shall ASCE or its officers,directors, employees,members,affiliates,or agents be liable to you or any other person for any direct,indirect,special,incidental,or consequential damages arising from or related to your use of,or reliance on,the Tool or any information obtained therein.To the fullest extent permitted by law,you agree to release and hold harmless ASCE from any and all liability of any nature arising out of or resulting from any use of data provided by the ASCE 7 Hazard Tool. https://asce7hazardtool.online/ Page 3 of 3 Sat Jul 18 2020