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20140113 Structural Analysis 01082014 � APPROVED By Arthur Hayes at 9:44 am, Jan 10, 2014 FDH Engineering,Inc.,6521 Meridien Drive Raleigh,NC 27616,Ph.919.755.1012 Structural Analysis for SBA Network Services, Inc. 149'Monopole Tower(150'AGL) SBA Site Name:Wilkenson RdlRailway SBA Site ID:WA42065-T-01 T-Mobile Site ID: SE05198D T-Mobile Site Name:Wilkenson RdlRailway FDH Project Number 13THX64400 Anal sis Results Tower Com onents 32.8% Sufficient Foundation 55.3% Sufficient �L�0 N k ��F�VASy�Nc��i Prepared By: p �,� �oy � Reviewed By: � � �.� F�`' ,:u. N s' s°y'v��'�.:�:'' �" � A�, �� 45 21�.� O rUp � E� �t' Luis A Mendoza F�SSIONAL�G` John W. Kelly III, SE Project Engineer I WA SE License No.45021 �I�j B&T Engineering, Inc. (918)587-4630 FDH Engineering, Inc. � 6521 Meridien Drive 1717 S. Boulder Raleigh, NC 27616 � Suite 300 (919)755-1012 Tulsa, OK 74119 info@ftlh-inc.com B+T G{:F' 918-587-4630 January 8, 2014 Prepared pursuant to ANSI/TIA-222-G Structural Standard forAntenna Supporting Structures and Antennas and 20121ntemational Building Code Document No.ENG-RPT-501S Revision Date:06/17/11 Structural Analysis Report SBA Network Services,Inc. SBA Site ID:WA42065-T-01 January 8,2014 TABLE OF CONTENTS EXECUTIVESUMMARY............................................................................................................................................................3 Conclusions............................................................................................................................................................................3 Recommendations.................................................................................................................................................................3 APPURTENANCELISTING.......................................................................................................................................................4 RESULTS...................................................................................................................................................................................5 GENERALCOMMENTS............................................................................................................................................................6 LIMITATIONS.............................................................................................................................................................................6 APPENDIX.................................................................................................................................................................................7 Document No.ENG-RPT-501S Revision Date:06/17/11 2 Structural Analysis Report SBA Network Services,Inc. SBA Site ID:WA42065-T-01 January 8,2014 EXECUTIVE SUMMARY At the request of SBA Network Services, Inc., FDH Engineering, Inc. performed a structural analysis of the monopole located in Yelm, WA to determine whether the tower is structurally adequate to support both the existing and proposed loads pursuant to the Structural Standard for Antenna Supporting Structures and Antennas, ANSI/TIA-222-G and 2012 International Building Code (2012 IBC). Information pertaining to the existing/proposed antenna loading, current tower geometry,geotechnical data,foundation dimensions, and member sizes was obtained from: ❑ Wireless Structures Consulting, PC(Project No.07-0088)original design drawings dated June 30,2008 ❑ Peterson Strehle Martinson, Inc. (Job No. C08067) Communications Monopole Fountlation Structural Drawings &Calculations dated March 27, 2008 ❑ Adapt Engineering, Inc. (Project No. WA07-14680-GEO) Geotechnical Engineering Evaluation - Updated dated July 3,2008 ❑ SBA Network Services, Inc. The ultimate design wind speed per the 2012 IBC is 110 mph without ice and 30 mph with 1/4" radial ice. This is converted into a basic design wind speed per the ANSIlTIA-222-G standard and 2012 IBC Section 1609.3.1 of 85 mph. Ice is considered to increase in thickness with height. Furthermore,this structure was analyzetl as a Class II structure in Exposure Category C, a topographical factor of 1, and Spectral Response Accelerations of Ss= 1.249 and S,=0.497. Conclusions With the existing antl proposed antennas from T-Mobile in place at 147.75 ft, the tower meets the requirements of the ANSI/TIA-222-G standard and 201218C provided the Recommendations listed below are satisfied. Furthermore, provided the foundation was designed and constructed to support the original design reactions (see PSM Job No. C08067), the foundation should have the necessary capacity to support the existing and proposed loading. For a more detailed description of the analysis of the tower, see the Results section of this report. Our structural analysis has been performed assuming all information provided to FDH Engineering, Inc. is accurate (i.e., the steel data, tower layout, existing antenna loading, and proposed antenna loading) and that the tower has been properly erected and maintained per the original design drawings. Recommendations To ensure the requirements of the ANSI/TIA-222-G standard and 2012 IBC are met with the existing and proposed loading in place,we have the following recommendations: 1. The proposed feed lines should be installed inside the pole's shaft. 2. RRU/RRH Stipulation:The proposed equipment may be installed in any arrangement as determined by the client. 3. The existing and proposed TMAs and diplexers should be installed directly behind the existing and proposed panel antennas. _ _�� _ ___.. __ _ _v Document No.ENG-RPT-501S Revision Date:06/17/11 3 - _ Structural Analysis Report SBA Network Services,Inc. SBA Site ID:WA42065-T-01 January 8,2014 APPURTENANCE LISTING The proposed and existing antennas with their corresponding cables/feed lines are shown in Table 1. If the acfual layout determined in the field deviafes from fhe layout, FDH Engineering, Inc. should be contacted to perform a revised analysis. Table 1 -Appurtenance Loading Existing Loading: (3)Andrew TMBXX-6516-R2M 147.75 (3)Andrew ADFDP182-6565B-XDM (10)1-5/8"" T-Mobile 147.75 Low Profile Platform 6 Andrew ETW200VS-12UB TMAs 1.Feed lines installed inside the pole's shaft unless noted othenvise. Proposed Loading: (6)Andrew TMBXX-6516-R2M (2)Nokia FXFB RRUs (12)1-5/8" 147.75 (3)Nokia FRIG RRUs (1)1-1/4" T-Mobile 147.75 Low Profile Platform (6) Andrew ETW200VS-12UB TMAs Hybrid (6)Andrew ECC1920-VPUB Diplexers 2 Ra ca ASU9339TYP01 Junction Boxes � a.__. ..�_Y�._a_____�.��_.�___M__,�_ _ Document No.ENG-RPT-501S Revision Date:06117/11 4 _ Structural Analysis Report SBA Network Services,Inc. SBA Site ID:WA42065-T-01 January 8,2014 RESULTS The following yield strength of steel for individual members was used for analysis: Table 2-Material Strength Tower Shaft Sections 65 ksi Base Plate 50 ksi Anchor Bolts 55 ksi Table 3 displays the summary of the ratio (as a percentage)of force in the member to their capacities. Values greater than 100°/a indicate locations where the maximum force in the member exceeds its capacity. Note: Capacities up to 105% are considered acceptable. Table 4 displays the maximum foundation reactions. If the assumptions outlined in this report differ from actual field conditions, FDH Engineering, Inc. should be contacted to perform a revisetl analysis. Furthermore, as no information pertaining to the allowable twist and sway requirements for the existing or proposed appurtenances was provided, deflection and rotation were not taken into consideration when performing this analysis. See the Appendix for detailed modeling information Table 3-Summary of Working Percentage of Structural Components L1 150-97 Pole TP31.81x22.8x0.25 20.5 Pass L2 97-49 Pole TP39.64x30.46x0.3125 28.9 Pass L3 49-1 Pole TP47x38.3212x0.375 32.8 Pass Anchor Bolts 24 2"w/BC=53" 31.4 Pass Base Plate PL 59"f�x 2.50"Thick 19.6 Pass *Seismic shear does not control section capacities. Table 4-Maximum Base Reactions Axial' --- 27 k 42 k Shear' 13 k" 13 k 21 k Moment --- 1,191 k-ft 2,152 k-ft *Per our experience with foundations of similar type,the axial or shear loading should not control the foundation analysis. *`Seismic shear controls the foundation analysis. _. �.�....,_.�n. __,... ._�.�..__.�...�.�..W.,.._�,. _...�., _ .,.. m. Document No.ENG-RPT-501S Revision Date:06/17/11 5 Structural Analysis Report SBA Network Services,Inc. SBA Site ID:WA42065-T-01 January 8,2014 GENERAL COMMENTS This engineering analysis is based upon the theoretical capacity of the structure. It is not a condition assessment of the tower and its foundation. It is the responsibility of SBA Network Services, Inc. to verify that the tower modeled and analyzed is the correct structure (with accurate antenna loading information) motleled. If there are substantial modifications to be made or the assumptions made in this analysis are not accurate, FDH Engineering, Inc. should be notified immediately to perform a revised analysis. LIMITATIONS All opinions and conclusions are considered accurate to a reasonable tlegree of engineering certainty based upon the evidence available at the time of this report.All opinions and conclusions are subject to revision based upon receipt of new or additional/updated information. All services are provided exercising a level of care and diligence equivalent to the standard and care of our profession. No other warranty or guarantee, expressed or implied, is offered. Our services are confidential in nature and we will not release this report to any other party without the clienYs consent. The use of this engineering work is limited to the express purpose for which it was commissioned and it may not be reused, copied, or distributed for any other purpose without the written consent of FDH Engineering, Inc. _�.�. ... ..__ �,�w_, �m_ .. __. .. _._ Document No.ENG-RPT-501S Revision Date:06/17/11 6 Structural Analysis Report SBA Network Services,Inc. SBA Site ID:WA42065-T-01 January 8,2014 APPENDIX _ _ _ _ _ _ _ . _.._ Document No.ENG-RPT-501S Revision Date:06/17111 7 _ '� I DESIGNED APPURTENANCE LOADING TYPE ELEVATION TYPE ELEVATIO Lightning Rod 150 FRIG 147.75 Empty Mount Pipe 147.75 (2)ETW200VS-12UB TMA 147.75 Empty Mount Pipe 147.75 (2)ETW200VS-12UB TMA 147.75 Empty Mount Pipe 147.75 (2)ETN200V&12UB TMA 147.75 (2)TMBXX-6516R2M w/Mount Pipe 14775 (2)ECC1920.VPUB 147J5 (2)TMBXX-6516R2M w/Mount Pipe 147.75 (2)ECC7920.VPUB 147.75 (2)TMBXX-6516R2M w/Mounl Pipe 147.75 (2)ECC7924VPUB 14775 FXFB 147.75 ASU9339TYP01 147.75 0 o FXFB 147.75 ASU9339TYP01 147.75 $ c� � o°o °oro � m FRIG 147.75 Low Profile Plallorm 147.75 � a N FRIG 147.75 u`�i o MATERIAL STRENGTH GRADE Fy Fu GRADE Fy Fu A572-65 65 ksi 80 ksi TOWER DESIGN NOTES 1. Tower is located in Thurston County,Washington. 2. Tower designed for Exposure C to the TIA-222-G Standard. 3. Tower designed for a 85 mph basic wind in accordance with the TIA-222-G Standard. 4. Tower is also designed for a 30 mph basic wind with 0.25 in ice.Ice is considered to s�.on increase in thickness with height. 5. Deflections are based upon a 60 mph wind. 6. Tower Structure Class II. 7. Topographic Category 1 with Crest Height of 0.000 ft 8. TOWER RATING:32.8% OO � N O � � � O O O N N N eD � � M a y� N cn o � ¢ �c o �y n� 48.0 fl ALL REACTIONS � ARE FACTORED AX/AL 0 32 K 0 m '� � �° °o m m o � � � SHEAR MOMENT 2 K 154 kip-ft TORQUE 0 kip-ft 30 mph W/ND-0.2500 in ICE AX/AL 27 K SHE� MOMENT 13 K�_� 1191 kip-R i.on � � �; TORQUE 0 kip-ft � v REACTIONS-85 mph WIND in - o, � o w m � - Y m � J � N � °� E ,'� x � O � °i y m �n � z' � �n � m° c� 3 FDHEngineering,Inc. °b Wilkenson Rd/Railway, WA42065-T-01 � 6521 Meridien Drive PfOJ'`� 13THXB4400 Raleigh, North Carolina C11e�� SBA Network Services,Inc. orawony:LMendoza ^Pi TnwnrAnalvcic Phone:9197551012 �e� TIA-222-G oate:01/08/14 SG tnacTower J�b Page Wilkenson Rd/Railway, WA42065-T-01 1 of 20 FDHEngineering,Inc. Project Date 6511 MeridienDrive 13THXB4400 18:11:27 01/08/14 Raleigh,North Carolina Client Designed by Phone:9197551012 SBA Network Services, Inc. F��v�9�sslo3r LMendoza Tower Input Data There is a pole section. This tower is designed using the TIA-222-G standard. The following design criteria apply: Tower is located in Thurston County,Washington. ASCE 7-10 Wind Data is used(wind speeds converted to nominal values). Basic wind speed of 85 mph. Structure Class II. Exposure Category C. Topographic Category 1. Crest Height 0.000 ft. Nominal ice thickness of 0.2500 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. A non-linear(P-delta)analysis was used. Pressures are calculated at each section. Stress ratio used in pole design is 1. Local bending stresses due to climbing loads,feed line supports,and appurtenance mounts are not considered. O tIO11S Consider Moments-Legs Distribute Leg Loads As Uniform Treat Feedline Bundles As Cylinder Consider Moments-Horizontals Assume Legs Pinned Use ASCE 10 X-Brace Ly Rules Consider Moments-Diagonals � Assume Rigid Index Plate Calculate Redundant Bracing Forces Use Moment Magnification � Use Clear Spans For Wind Area Ignore Redundant Members in FEA � Use Code Stress Ratios Use Clear Spans For KI,/r SR Leg Bolts Resist Compression � Use Code Safety Factors-Guys Retension Guys To Initial Tension All Leg Panels Have Same Allowable Escalate Ice � Bypass Mast Stabiliry Checks Offset Girt At Foundation Always Use Max Kz � Use Azimuth Dish Coefficients � Consider Feedline Tarque Use Special Wind Profile � Project Wind Area of AppuR. Include Angle Block Shear Check Include Bolts In Member Capacity Autocalc Torque Arm Areas Poles Leg Bolts Are At Top Of Section SR Members Have Cut Ends � Include Shear-Torsion Interaction Secondary Horizontal Braces Leg Sort Capacity Reports By Component Always Use Sub-Critical Flow Use Diamond Inner Bracing(4 Sided) Triangulate Diamond Inner Bracing Use Top Mounted Sockets Add IBC.6D+W Combination Use TIA-222-G Tension Splice Capacity Exemption Tapered Pole Section Geomet Section Elevation Section Splice Number Top Bottom �%Wall Bend Pole Grade Length Length of Diameter Diameter Thickness Radius ft ft ft Sides in in in in Ll 150.000-97.000 53.000 4.000 18 22.8000 31.8100 0.2500 1.0000 A572-65 (65 ksi) L2 97.000-48.000 53.000 5.000 18 30.6300 39.6400 03125 1.2500 A572-65 trtxTower J�b Page Wilkenson Rd/Railway, WA42065-T-01 2 of 20 FDHEngineering,Inc. Project Date 6521 MeridienDrive 13THX64400 18:11:27 01/08/14 Raleigh,North Carolina Client Designed by Phone.•9197551012 SBA Network Services, Inc. FAX.•9197551031 LMendoza Section Elevation Section Splice Number Top Bottom Wall Bend Pole Grade Length Length of Diameter Diameter Thickness Radius ft ft ft Sides in in in in (65 ksi) L3 48.000-1.000 52.000 18 38.1650 47.0000 0.3750 1.5000 A572-65 (65 ksi) Tapered Pole Properties �� Section Tip Dia. Area I r C I/C J It/Q w w/t in inz in4 in in in3 in° in2 in Ll 23.1517 17.8934 1149.5398 8.0053 11.5824 99.2488 2300.5922 8.9484 3.5728 14.291 323007 25.0429 31513407 11.2038 16.1595 195A150 6306.8281 12.5238 5.1586 20.634 L2 31.7930 30.0712 3492.0026 10.7627 15.5600 224.4212 6988.6000 15.0384 4.8409 15.491 40.2515 39.0080 7622.2539 13.9613 20.1371 378.5176 15254.5374 19.5077 6.4266 20.565 L3 39.6164 44.9795 8115.3325 13.4155 193878 418.5789 16241.3433 22.4940 6.0570 16152 47.7251 55.4954 15241.6567 16.5519 23.8760 6383673 305033687 27.7530 7.6120 20.299 Tower Gusset Gusset Gusset Grade Adjust.Factor Adjust. Weight Mult. Double Angle Double Angle Elevation Area Thickness Af Factor Stitch Bolt Stitch Bolt (per face) A, Spacing Spacing Diagonals Aorizontals ft ft� in in in Ll 1 1 1 150.000-97.00 0 L2 1 1 1 97.000-48.000 L3 1 1 1 48.000-1.000 Feed Line/Linear Appurtenances - Entered As Round Or Flat Descripfion Sector Component Placement Total Number Start/End Width or Perimeter Weight Type Number Per Row Positton Diameter ft in in klf *a� Safety Line 3/8 C Surface Ar 150.000-11.000 1 1 -0.100 0.3750 0.00 (CaAa) 0.100 *** Feed Line/Linear Appurtenances - Entered As Area �.,.._�._ __..,. _.._�.�.�m�., ��,.�....ry_.. ,,,��;e �_� Description Face Allow Component P/acement Total C,sAA Weight or Shield Type Number Le� fi ft�/ft klf *�* 1-1/4" C No Inside Pole 147.750-1.000 1 No Ice 0.000 0.00 1/2°Ice 0.000 0.00 1-5/8° C No Inside Pole 147.750-1.000 12 No Ice 0.000 0.00 1/2"Ice 0.000 0.00 :�s tnxTower J�b Page Wilkenson Rd/Railway, WA42065-T-01 3 of 20 Project Date FDHEngineering,Inc. 13THXB4400 18:11:27 01/08/14 6521 Meridien Drive Raleigh,North Carolina Client Designed by Phone:9197551012 SBA Network Services, Inc. FAX.•9197551031 LMendoza Feed Line/Linear Appurtenances Section Areas .�_�.�.�. Tower Tower Face AR AF C,sAA CAAA Weight Section Elevation /n Face Out Face jt fi� fr� fr� ft� K Ll 150.000-97.000 A 0.000 0.000 0.000 0.000 0.00 B 0.000 0.000 0.000 0.000 0.00 C 0.000 0.000 1.987 0.000 0.54 L2 97.000-48.000 A 0.000 0.000 0.000 0.000 0.00 B 0.000 0.000 0.000 0.000 0.00 C 0.000 0.000 1.837 0.000 0.53 L3 48.000-1.000 A 0.000 0.000 0.000 0.000 0.00 B 0.000 0.000 0.000 0.000 0.00 C 0.000 0.000 1.388 0.000 0.50 Feed Line/Linear Appurtenances Section Areas - With Ice Tower Tower Face Ice AR AF CAAA CAAA Weight�ID Section Elevation or Thickness In Face Out Face ft Leg in ft� J't� ft� ft� K Ll 150.000-97.000 A 0.570 0.000 � 0.000 mm 0.000 0.000 0.00 B 0.000 0.000 0.000 0.000 0.00 C 0.000 0.000 8.030 0.000 0.58 L2 97.000-48.000 A 0.541 0.000 0.000 0.000 0.000 0.00 B 0.000 0.000 0.000 0.000 0.00 C 0.000 0.000 7.424 0.000 0.56 L3 48.000-I.000 A 0.486 0.000 0.000 0.000 0.000 0.00 B 0.000 0.000 0.000 0.000 0.00 C 0.000 0.000 5388 0.000 0.52 Feed Line Center of Pressure m�,. _..�..,..s_.��. ---._:�. Section Elevation CPx CPZ CPX CPZ lce !ce ft in in in in Ll 150.000-97.000 0.0000 0.0553 0.0000 0.2050 L2 97.000-48.000 0.0000 0.0553 0.0000 0.2090 L3 48.000-1.000 0.0000 0.0428 0.0000 0.1585 Shieldin Factor Ka Tower Feed Line Description Feed Line Ko Ka Sectdon Record No. Segment Elev. No Ice Ice Ll 5 Safety Line 3/8 97.00-150.00 1.0000 1.0000 L2 5 Safety Line 3/8 48.00-97.00 1.0000 1.0000 trrxTower J�b Page Wilkenson Rd/Railway, WA42065-T-01 4 of 20 FDHEngineering,Inc. Project Date 6521 MeridienDrive 13THXB4400 18:11:27 01/08/14 Raleigh,North Carolina Client Designed by Phone. 9197551012 SBA Network Services, Inc. FAX.�9197551031 LM21ldOZa Discrete Tower Loads Description Face Offset Offsets: Azimuth Placement CAAA CaAA Weight or Type Horz Adjustment Front Side Leg Lateral Vert ft ° ft ft� ft� K ft ft **� Lightning Rod A From Leg 0.000 0.0000 150.000 No Ice 0.250 0.250 0.03 0.000 1/2"Ice 0.664 0.664 0.03 2.000 Empty Mount Pipe A From Leg 4.000 0.0000 147.750 No Ice 1.400 1.400 0.03 0.000 1/2"Ice 2.125 2.125 0.04 0.000 Empty Mount Pipe B From Leg 4.000 0.0000 147.750 No Ice 1.400 1.400 0.03 0.000 1/2"Ice 2.125 2.125 0.04 0.000 Empty Mount Pipe C From Leg 4.000 0.0000 147.750 No Ice 1.400 1.400 0.03 0.000 1/2"Ice 2.125 2.125 0.04 0.000 *** (2)TMBXX-6516-R2M A From Leg 4.000 0.0000 147.750 No Ice 7321 5.480 0.06 w/Mount Pipe 0.000 U2"Ice 8.001 6.582 0.12 0.000 (2)TMBXX-6516-R2M B From Leg 4.000 0.0000 147.750 No Ice 7321 5.480 0.06 w/Mount Pipe 0.000 1/2"ke 8.001 6.582 0.12 0.000 (2)TMBXX-6516-R2M C From Leg 4.000 0.0000 147.750 No Ice 7321 5.480 0.06 w/Mount Pipe 0.000 1/2"Ice 8.001 6.582 0.12 0.000 FXFB A From Leg 4.000 0.0000 147.750 No Ice 3.850 1.069 0.06 0.000 1/2"[ce 4.114 1.249 0.08 0.000 FXFB B From Leg 4.000 0.0000 147.750 No Ice 3.850 1.069 0.06 0.000 1/2"Ice 4114 1.249 0.08 0.000 FRIG A From Leg 4.000 0.0000 147.750 No Ice 2.793 1.103 0.06 0.000 1/2"Ice 3.018 1.268 0.07 0.000 FRIG B From Leg 4.000 0.0000 147.750 No Ice 2.793 L103 0.06 0.000 1/2"Ice 3.018 1.268 0.07 0.000 FRIG C From Leg 4.000 0.0000 147.750 No Ice 2.793 1.103 0.06 0.000 1/2"Ice 3.018 I.268 0.07 0.000 (2)ETW200VS-12UB TMA A From Leg 4.000 0.0000 147.750 No Ice 0.000 0.190 0.01 0.000 1/2"Ice 0.000 0.255 0.01 0.000 (2)ETW200VS-12UB TMA B From Leg 4.000 0.0000 147.750 No Ice 0.000 0.190 0.01 0.000 1/2°Ice 0.000 0.255 0.01 0.000 (2)ETW200VS-12UB TMA C From Leg 4.000 0.0000 147.750 No Ice 0.000 0.190 0.01 0.000 1/2"Ice 0.000 0.255 0.01 0.000 (2)ECC1920-VPUB A From Leg 4.000 0.0000 147.750 No Ice 0.000 0.192 OA1 0.000 1/2"Ice 0.000 0.263 0.01 0.000 tnxTower J�b Page Wilkenson Rd/Railway, WA42065-T-01 5 of 20 FDH Engineering,Inc. Project Date 6521 Nteridienz�rive 13THXB4400 18:11:27 01/08/14 Raleigh,North Carolina Client Designed by Phone:9197551012 SBA Network Services, Inc. FAX.•9197551031 LMendoza Description Face Offset Offsets: Azimuth Placement CqAq CAAA Weight or Type Horz Adjustment Front Side Leg Lateral Vert ft ° ft ftZ ftz K f� ft _... , (2)ECC1920-VPUB B From Leg 4.000 0.0000 147.750 No Ice 0.000 0.192 OA1 0.000 1/2"Ice 0.000 0.263 0.01 0.000 (2)ECC1920-VPUB C From Leg 4.000 0.0000 147.750 No Ice 0.000 0.192 0.01 0.000 1/2"Ice 0.000 0.263 0.01 0.000 ASU9339TYP01 B From Leg 4.000 0.0000 147.750 No Ice 3.702 1.140 0.01 0.000 1/2"Ice 3.959 1313 0.03 0.000 ASU9339TYP01 C From Leg 4.000 0.0000 147.750 No Ice 3.702 1.140 0.01 0.000 1/2"Ice 3.959 1313 0.03 0.000 Low Profile Platform A None 0.0000 147.750 No Ice 14.660 14.660 1.25 1/2"Ice 18.870 18.870 1.48 **� Tower Pressures - No Ice Gy=1.100 Section z KZ qZ A� F AF AR A�eg Leg CAAA CAAA Elevation a % In Out c Face Face ft t ksJ' ft� e t� ft� ft� ft� t� L] 122.341 1321 0 122.457 A 0.000 122.457 122.457 100.00 0.000 0.000 150.000-97.00 B 0.000 122.457 100.00 0.000 0.000 0 C 0.000 122.457 100.00 1.987 0.000 L2 71.981 1.181 0 147.091 A 0.000 147.091 147.091 100.00 0.000 0.000 97.000-48.000 B 0.000 147.091 100.00 0.000 0.000 C 0.000 147.091 100.00 1.837 0.000 L3 24.848 0.944 0 171.044 A 0.000 171.044 171.044 100.00 0.000 0.000 48.000-1.000 B 0.000 171.044 ]00.00 0.000 0.000 C 0.000 171.044 100.00 1388 0.000 Tower Pressure - With Ice Gy=1100 Section z K� g� tZ A� F AF AR Areg Leg CqAA CAAA Elevation a % In Out � Face Face t t ks� in Y' e t� t� t� t� t� Ll 122341 1.321 0 0.5700 127.492 A 0.000 127.492 127.492 100.00 0.000 0.000 150.000-97.000 B 0.000 127.492 ]00.00 0.000 0.000 C 0.000 127.492 100.00 8.030 0.000 L2 71.981 1.181 0 0.5406 151.746 A 0.000 151.746 151.746 100.00 0.000 0.000 97.000-48.000 B 0.000 151.746 100.00 0.000 0.000 tnxTower J�b Page Wilkenson Rd/Railway, WA42065-T-01 6 of 20 FDH Engineering,Ine. Project Date 6521 MeridienDrive 13THXB4400 18:11:27 01/08/14 Raleigh,North Carolina Client Designed by phone:9�v�sslo�z SBA Network Services, Inc. LMendoza FAX.•9197551031 Section z KZ q� tZ A� F AF AR AieK Leg CAAA C,aAA Elevation a % /n Out c Face Face t t ks in t� e t� t� t� t� t� C 0.000 151.746 100.00 7.424 0.000 L3 48.000-1.000 24.848 0.944 0 0.4860 175.278 A 0.000 175.278 175.278 100.00 0.000 0.000 B 0.000 175.278 100.00 0.000 0.000 C 0.000 175.278 100.00 5388 0.000 Tower Pressure - Service Gy=I.100 Section z KZ gZ A� F AF AR A�eg Leg CAAA CAAA Elevation a % In Out c Face Face t r ks t� e t� t� t� t� t� L1 122341 1321 0 122.457 A 0.000 122.457 122.457 100.00 0.000 0.000 150.000-97.00 B 0.000 122.457 100.00 0.000 0.000 0 C 0.000 122.457 100.00 1.987 0.000 L2 71.981 1.181 0 147.091 A 0.000 147.091 147.091 100.00 0.000 0.000 97.000-48.000 B 0.000 147.091 100.00 0.000 0.000 C 0.000 147.091 100.00 1.837 0.000 L3 24.848 0.944 0 171.044 A 0.000 171.044 171.044 100.00 0.000 0.000 48.000-1.000 B 0.000 171.044 100.00 0.000 0.000 C 0.000 171.044 100.00 1388 0.000 Tower Forces - No Ice - Wind Normal To Face Section Add Self F e CF q� DF DR AF F w Ctrl. Elevation Weight Weight a Face � �r t K K e [� K kl Ll 0.54 3.87 A 1 0.65 0 1 1 122.457 2.04 0.04 C 150.000-97.00 B 1 0.65 1 1 122.457 0 C 1 0.65 1 1 122.457 L2 0.53 6.23 A 1 0.65 0 1 1 147.091 2.18 0.04 C 97.000-48.000 B 1 0.65 1 1 147.091 C 1 0.65 1 1 147.091 L3 0.50 8.89 A 1 0.65 0 1 1 171.044 2.01 0.04 C 48.000-1.000 B 1 0.65 1 1 171.044 C 1 0.65 1 1 171.044 Sum Weight: 1.57 18.99 OTM 45039 6.23 ki -ft Tower Forces - No Ice - 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 t� K kl tnxTower Job Page Wilkenson Rd/Railway,WA42065-T-01 7 of 20 FDH Engineering,Inc. Project Date 65z�Meridien Drive 13THXB4400 18:11:27 01/08/14 Raleigh,North Carolina Client Designed by Phone:91 9 75 51 01 2 SBA Network Services, Inc. FAX.�9197551031 LMendoza Section Add Self F e CF q� DF DR AE F w Ctrl. Elevation Weight Weight a Face c ksf t K K e t� K kl Ll 0.54 3.87 A I 0.65 0 1 1 122.457 2.04 0.04 C 150.000-97.00 B 1 0.65 1 1 122.457 0 C 1 0.65 1 1 122.457 L2 0.53 6.23 A 1 0.65 0 1 1 147.091 2.18 0.04 C 97.000-48.000 B 1 0.65 1 1 147.091 C 1 0.65 1 1 147.091 L3 0.50 8.89 A 1 0.65 0 1 1 171.044 2A1 0.04 C 48.000-1.000 B 1 0.65 1 1 171.044 C 1 0.65 1 1 171.044 Sum Weight: 1.57 18.99 OTM 45039 6.23 ki -ft Tower Forces - No Ice - Wind 90 To Face Section Add Self F e CF g� �F DR AE F w Ctrl. Elevation Weight Weight a Face c ksf ft K K e ft� K klf Ll 0.54 3.87 A 1 0.65 0 1 1 122.457 2.04 0.04 C 150.000-97.00 B 1 0.65 1 1 122.457 0 C 1 0.65 1 1 122.457 L2 0.53 6.23 A 1 0.65 0 1 1 147.091 2.18 0.04 C 97.000-48.000 B 1 0.65 1 1 147.091 C 1 0.65 1 1 147.091 L3 0.50 8.89 A 1 0.65 0 1 1 171.044 2.01 0.04 C 48.000-1.000 B 1 0.65 1 1 171.044 C 1 0.65 1 1 171.044 Sum Weight 1.57 18.99 OTM 45039 6.23 ki -ft Tower Forces - With Ice - Wind Normal To Face Section Add Self F e CF g� DF DR AF F w Ctrl. Elevation Weight Weight a Face c ksf ft K K e ft� K klf Ll 0.58 4.91 A 1 1.2 0 1 1 127.492 0.49 0.01 C 150.000-97.00 B 1 1.2 1 1 127.492 0 C 1 1.2 1 1 127.492 L2 0.56 7.41 A 1 1.2 0 I 1 151.746 0.52 0.01 C 97.000-48.000 B 1 1.2 1 1 151.746 C 1 1.2 1 1 151.746 L3 0.52 10.12 A 1 1.2 0 1 1 175.278 0.47 0.01 C 48.000-1.000 B 1 1.2 1 1 175.278 C 1 1.2 1 I 175.278 Sum Weight: 1.66 22.43 OTM 106.80 1.47 ki -ft tnxTower J°b Pa9e Wilkenson Rd/Railway, WA42065-T-01 8 of 20 FDH Engineering,Inc. Project Date 6511 MeridienDrive 13THX64400 18:11:27 01/08/14 Raleigh,North Carolina Client Designed by Phone:91 9 75 5 1 012 SBA Network Services, Inc. FAX.•9197551031 LM@f1dOZa Tower Forces - With Ice - Wind 60 To Face Section Add Self F e CF q� DF DR AE F w Ctrl. Elevation Weight Weight a Face c ksf t K K e t� K kl Ll 0.58 4.91 A 1 1.2 0 1 1 127.492 0.49 0.01 C 150.000-97.00 B 1 1.2 1 1 127.492 0 C 1 I.2 1 1 127.492 L2 0.56 7.41 A 1 1.2 0 1 1 151.746 0.52 0.01 C 97.000-48.000 B 1 1.2 1 1 151.746 C 1 1.2 1 1 151.746 L3 0.52 10.12 A 1 1.2 0 1 I 175.278 0.47 0.01 C 48.000-1.000 B 1 1.2 1 1 175.278 C 1 1.2 1 1 175.278 Sum Weight: 1.66 22.43 OTM 106.80 1.47 ki -ft Tower Forces - With Ice - 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 tz K klf L1 0.58 4.91 A 1 1.2 0 1 1 127.492 0.49 0.01 C 150.000-97.00 B 1 1.2 1 1 127.492 0 C 1 1.2 1 1 127.492 L2 0.56 7.41 A 1 1.2 0 1 I 151.746 0.52 OA1 C 97.000-48.000 B I 1.2 1 1 151.746 C 1 1.2 1 1 151.746 L3 0.52 10.]2 A 1 1.2 0 1 1 175.278 0.47 0.01 C 48.000-1.000 B 1 l.2 1 1 175.278 C 1 1.2 1 1 175.278 Sum Weight: 1.66 22.43 OTM 106.80 1.47 ki -ft Tower Forces - Service - Wind Normal To Face Section Add Self F e CF q� DF DR AE F w Ctrl. Elevation Weight Weight a Face c ksf 1 K K e ftz K klf Ll 0.54 3.87 A 1 0.65 0 1 1 122.457 0.90 0.02 C 150.000-97.00 B 1 0.65 1 1 122.457 0 C 1 0.65 1 1 122.457 L2 0.53 6.23 A I 0.65 0 1 1 147.091 0.97 0.02 C 97.000-48.000 B 1 0.65 1 1 147.091 C 1 0.65 1 1 147.091 tnxTower J�b Page Wilkenson Rd/Railway, WA42065-T-01 9 of 20 FDH Engineering,Inc. Project Date 6511 MeridienDrive 13THXB4400 18:11:27 01/08/14 Raleigh,North Carolina Client Designed by Phone:91 9 755 1 01 2 SBA Network Services, Inc. FAX.•9197551031 LMendoza Section Add SeIJ' F e CF g� DF DR AE F w Ctrl. Elevation Weight Weight a Face c ksf t K K e t� K kl L3 0.50 8.89 A 1 0.65 0 1 1 171.044 0.89 0.02 C 48.000-1.000 B 1 0.65 1 1 171.044 C 1 0.65 1 1 171.044 Sum Weight: 1.57 18.99 OTM 199.83 2.77 ki -ft Tower Forces - Service - Wind 60 To Face Section Add Self F e CF q� DF DR AE F w Ctrl. Elevation Weight Weight a Face c ksf t K K e t� K kl Ll 0.54 3.87 A 1 0.65 0 1 1 122.457 0.90 0.02 C 150.000-97.00 B 1 0.65 1 1 122.457 0 C 1 0.65 1 1 122.457 L2 0.53 6.23 A 1 0.65 0 I 1 147.091 0.97 0.02 C 97.000-48.000 B 1 0.65 1 1 147.091 C I 0.65 1 1 147.091 L3 0.50 8.89 A 1 0.65 0 1 1 171.044 0.89 0.02 C 48.000-1.000 B 1 0.65 1 1 171.044 C 1 0.65 1 l 171.044 Sum Weight 1.57 18.99 OTM 199.83 2.77 ki -ft Tower Forces - Service - Wind 90 To Face Section Add Self F e CF g� DF DR AE F w Ctrl. Elevation Weight Weight a Face c ksf ft K K e [� K klf Ll 0.54 3.87 A 1 0.65 0 1 1 122.457 0.90 0.02 C 150.000-97.00 B 1 0.65 1 1 122.457 0 C 1 0.65 1 1 122.457 L2 0.53 6.23 A 1 0.65 0 1 1 147.091 0.97 OA2 C 97.000-48.000 B 1 0.65 1 1 147.091 C I 0.65 1 1 147.091 L3 0.50 8.89 A 1 0.65 0 1 1 171.044 0.89 0.02 C 48.000-1.000 B 1 0.65 1 1 171.044 C 1 0.65 1 1 171.044 Sum Weight: 1.57 18.99 OTM 199.83 2.77 ki -ft Discrete Appurtenance Pressures - No Ice c„=1.�00 trr.xTawer J�b Page Wilkenson Rd/Railway,WA42065-T-01 10 of 20 Project Date FDH Engineering,Inc. 6521 MeridienDrive 13THXB4400 18:11:27 01/08/14 Raleigh,North Carolina Client Designed by Phone:9197551012 SBA Network Senrices, Inc. FAX.�9197551031 LMendoza Description Aiming Weight Offsetx Offset� z K� q� CAA� C�A� Azimuth Front Side ° K fi ft t ksf t� ft� Lightning Rod 0.0000 0.03 0.000 -0.950 152.000 1.382 0 0.250 0.250 Empty Mount Pipe 0.0000 0.03 0.000 -4.966 147.750 1374 0 1.400 1.400 Empty Mount Pipe 120.0000 0.03 4301 2.483 147.750 1374 0 1.400 1.400 Empty Mount Pipe 240.0000 0.03 -4301 2.483 147.750 1374 0 1.400 1.400 TMBXX-6516-R2M 0.0000 0.12 0.000 -4.966 147.750 1374 0 14.642 10.959 w/Mount Pipe TMBXX-6516-R2M 120.0000 0.12 4301 2.483 147.750 1374 0 14.642 10.959 w/Mount Pipe TMBXX-6516-R2M 240.0000 012 -4301 2.483 147.750 1374 0 14.642 10.959 w/Mount Pipe FXFB 0.0000 0.06 0.000 -4.966 147.750 1374 0 3.850 1.069 FXFB 120.0000 0.06 4.301 2.483 147.750 1374 0 3.850 1.069 FRIG 0.0000 0.06 0.000 -4.966 147.750 1374 0 2.793 1.103 FRIG 120.0000 0.06 4301 2.483 147.750 1374 0 2.793 1.103 FRIG 240.0000 0.06 -4301 2.483 147.750 1374 0 2.793 1.103 ETW200VS-12UB TMA 0.0000 0.02 0.000 -4.966 147.750 1374 0 0.000 0380 ETW200VS-12UB TMA 120.0000 0.02 4301 2.483 147.750 1374 0 0.000 0380 ETW200VS-12UB TMA 240.0000 0.02 -4.301 2.483 147.750 1.374 0 0.000 0380 ECC1920-VPUB 0.0000 0.02 0.000 -4.966 147.750 1374 0 0.000 0384 ECC1920-VPUB 120.0000 0.02 4301 2.483 147.750 1.374 0 0.000 0384 ECC1920-VPUB 240.0000 0.02 -4.301 2.483 147.750 1374 0 0.000 0384 ASU9339TYP01 120.0000 OA1 4.301 2.483 147.750 1374 0 3.702 1.140 ASU9339TYP01 240.0000 0.01 -4301 2.483 147.750 1374 0 3.702 1.140 Low Profile Platform 0.0000 1.25 0.000 0.000 147.750 1374 0 14.660 14.660 Sum 2.16 Weight: Discrete A purtenance Pressures - With Ice Gy=1.100 Description Aimittg Wedght Offsetz Offset� z K gz CAA� CqA� t Azimuth Front Side ° K ft ft 't ksf ft� ft� in Lightning Rod 0.0000 0.03 0.000 -0.950 152.000 1382 0 0.714 0.714 0.5817 Empty Mount Pipe 0.0000 0.04 0.000 -4.966 147.750 1374 0 2.215 2.215 0.5809 Empty Mount Pipe 120.0000 0.04 4301 2.483 147.750 1374 0 2.215 2.215 0.5809 Empty Mount Pipe 240.0000 0.04 -4301 2.483 147.750 1374 0 2.215 2.215 0.5809 TMBXX-6516-R2M 0.0000 0.26 0.000 -4.966 147.750 1374 0 16.197 13.429 0.5809 w/Mount Pipe TMBXX-6516-R2M 120.0000 0.26 4301 2.483 147.750 1374 0 16.197 13.429 0.5809 w/Mount Pipe TMBXX-6516-R2M 240.0000 0.26 -4301 2.483 147.750 1.374 0 16.197 13.429 0.5809 w/Mount Pipe FXFB 0.0000 0.08 0.000 -4.966 147.750 1374 0 4.158 1.279 0.5809 FXFB 120.0000 0.08 4301 2.483 147.750 1374 0 4.158 1.279 0.5809 FRIG 0.0000 0.08 0.000 -4.966 147.750 1.374 0 3.056 1.296 0.5809 FRIG 120.0000 0.08 4301 2.483 147.750 1374 0 3.056 L296 0.5809 FRIG 240.0000 0.08 -4301 2.483 147.750 1.374 0 3.056 1.296 0.5809 ETW200VS-12UB TMA 0.0000 0.03 0.000 -4.966 147.750 1374 0 0.000 0.534 0.5809 ETW200VS-12UB TMA 120.0000 0.03 4301 2.483 147.750 1374 0 0.000 0.534 0.5809 ETW200VS-12UB TMA 240.0000 0.03 -4.301 2.483 147.750 1374 0 0.000 0.534 0.5809 ECC1920-VPUB 0.0000 0.02 0.000 -4.966 147.750 1374 0 0.000 0.551 0.5809 ECC1920-VPUB 120.0000 OA2 4301 2.483 147.750 1374 0 0.000 0.551 0.5809 ECC1920-VPUB 240.0000 0.02 -4.301 2.483 147.750 1374 0 0.000 0.551 0.5809 ASU9339TYP01 120.0000 0.04 4301 2.483 147.750 1374 0 4.003 1343 0.5809 ASU9339TYP01 240.0000 0.04 -4.301 2.483 147.750 1374 0 4.003 1.343 0.5809 Low Profile Platform 0.0000 1.52 0.000 0.000 147.750 1374 0 19.551 19.551 0.5809 Sum 3.09 Weight Pa e tnxTower Job Wilkenson Rd/Railway, WA42065-T-01 9 11 of 20 FDHEngineering,Inc. Project Date 6521 MeridienDrive 13THX64400 18:11:27 01/08/14 Raleigh,North Carolina Client Designed by Phone:9197551012 SBA Network Services, Inc. FAX.•9197551031 LMendoza Discrete Appurtenance Pressures - Service c„=1.roo Description Aiming Weight Offsetx Offsef� z K� q� C,aA� C,aA� Azimuth Front Side ° K t ft r ksf ft� ft� Lightning Rod 0.0000 0.03 0.000 -0.950 152.000 1382 0 0.250 0.250 Empty Mount Pipe 0.0000 0.03 0.000 -4.966 147.750 1374 0 1.400 1.400 Empty Mount Pipe 120.0000 0.03 4301 2.483 147.750 1374 0 1.400 1.400 Empty Mount Pipe 240.0000 0.03 -4.301 2.483 147.750 1.374 0 1.400 1.400 TMBXX-6516-R2M 0.0000 0.12 0.000 -4.966 147.750 1374 0 14.642 10.959 w/Mount Pipe TMBXX-6516-R2M 120.0000 0.12 4301 2.483 147.750 1374 0 14.642 10.959 w/Mount Pipe TMBXX-6516-R2M 240.0000 0.12 -4301 2.483 147.750 1374 0 14.642 10.959 w/Mount Pipe FXFB 0.0000 0.06 0.000 -4.966 147.750 1374 0 3.850 1.069 FXFB 120.0000 0.06 4301 2.483 147.750 1.374 0 3.850 1.069 FRIG 0.0000 0.06 0.000 -4.966 147.750 1374 0 2.793 1.103 FRIG 120.0000 0.06 4301 2.483 147.750 1.374 0 2.793 1.103 FRIG 240.0000 0.06 -4301 2.483 147.750 1.374 0 2.793 1.103 ETW200VS-12UB TMA 0.0000 0.02 0.000 -4.966 147.750 1374 0 0.000 0380 ETW200VS-12UB TMA 120.0000 0.02 4301 2.483 147.750 1374 0 0.000 0380 ETW200VS-12UB TMA 240.0000 0.02 -4301 2.483 147.750 1374 0 0.000 0.380 ECC1920-VPUB 0.0000 0.02 0.000 -4.966 147.750 1.374 0 0.000 0.384 ECC1920-VPUB 120.0000 0.02 4301 2.483 147.750 1374 0 0.000 0384 ECC1920-VPUB 240.0000 0.02 -4301 2.483 147.750 1374 0 0.000 0384 ASU9339TYP01 120.0000 0.01 4301 2.483 147.750 1374 0 3.702 1.140 ASU9339TYP01 240.0000 0.01 -4301 2.483 147.750 1374 0 3.702 1.140 Low Profile Platform 0.0000 1.25 0.000 0.000 14�.750 1374 0 14.660 14.660 Sum 2.16 Weight: Force Totals Load Vertical Sum of Sum of Sum of Sum of Sum of Torques Case Forces Forces Forces Overturning Overturning X 'L Moment.s, M� Moments,M K K K kip,t kip ft kip-ft Leg Weight 18.99 Bracing Weight 0.00 Total Member Self-Weight 18.99 -0.08 -0.26 Total Weight 22.72 -0.08 -0.26 Wind 0 deg-No Ice -0.03 -8.04 -716.03 3.99 0.I I Wind 30 deg-No[ce 4.01 -6.95 -617.99 -356.62 0.13 Wind 60 deg-No Ice 6.98 -4.00 -35438 -621.74 0.11 Wind 90 deg-No Icc 8.07 0.03 4.16 -72033 0.07 Wind 120 deg-No[ce 7.01 4.05 361.57 -625.98 0.00 Wind 150 deg-No Ice 4.06 6.98 622.07 -363.97 -0.06 Wind 180 deg-No Ice 0.03 8.04 715.86 -4.50 -0.11 Wind 210 deg-No Ice -4.01 6.95 617.82 356.10 -0.13 Wind 240 deg-No Ice -6.98 4.00 354.21 621.22 -0.11 Wind 270 deg-No Ice -8.07 -0.03 -433 719.82 -0.07 Wind 300 deg-No Ice -7.01 -4.05 -361.73 625.47 -0.00 Wind 330 deg-No Ice -4.06 -6.98 -622.23 363.46 0.06 Member Ice 3.44 Total Weight Ice 27.19 0.12 -0.34 Wind 0 deg-Ice -0.00 -1.75 -146.85 0.20 0.02 Pa e tnxTower Job Wilkenson Rd/Railway, WA42065-T-01 9 12 of 20 FDH Engineering,Inc. Project Date 6521 MeridienDrive 13THX64400 18:11:27 01/08/14 Raleigh,North Carolina Client Designed by Phone:9197551012 SBA Network Services, Inc. FAX.�9197551031 LMendoza Load Vertical Sum of Sum of Sum of Sum of Sum of Torques Case Forces Forces Forces Overturning Overturning X Z Moments,M Moments,M K K K ki -t ki -t ki -t Wind 30 deg-Ice 0.87 -1.51 -126.89 -73.63 0.02 Wind 60 deg-Ice I.51 -0.87 -72.89 -127.82 0.02 Wind 90 deg-Ice I.75 0.00 0.67 -147.86 0.01 Wind 120 deg-Ice 1.52 0.88 74.09 -12836 -0.00 Wind 150 deg-Ice 0.88 1.51 127.68 -74.57 -0.01 Wind 180 deg-Ice 0.00 1.75 147.10 -0.89 -0.02 Wind 210 deg-Ice -0.87 1.51 127.14 72.94 -0.02 Wind 240 deg-Ice -1 S l 0.87 73.14 127.13 -0.02 Wind 270 deg-Ice -1.75 -0.00 -0.42 147.17 -0.01 Wind 300 deg-Ice -1.52 -0.88 -73.84 127.68 0.00 Wind 330 deg-Ice -0.88 -1.51 -127.44 73.89 0.01 Total Weight 22.72 -0.08 -0.26 Wind 0 deg-Service -0.01 -3.57 -317.77 1.62 0.05 Wind 30 deg-Service 1.78 -3.08 -274.28 -158.37 0.06 Wind 60 deg-Service 3.10 -1.77 -15732 -275.99 0.05 Wind 90 deg-Service 3.58 0.01 1.75 -319.74 0.03 Wind 120 deg-Service 3.1 I 1.80 16033 -277.87 0.00 Wind 150 deg-Service 1.80 3.10 275.90 -161.63 -0.03 Wind 180 deg-Service 0.01 3.57 317.52 -2.14 -0.05 Wind 210 deg-Service -1.78 3.08 274.02 157.85 -0.06 Wind 240 deg-Service -3.10 1.77 157.06 275.48 -0.05 Wind 270 deg-Service -3.58 -0.01 -2.01 319.22 -0.03 Wind 300 deg-Service -3.11 -1.80 -160.58 27736 -0.00 Wind 330 de -Service -].80 -3.10 -276.16 161.11 0.03 Load Combinations Comb. Description No. 1 Dead Only ��T 2 1.2 Dead+l.b Wind 0 deg-No Ice 3 0.9 Dead+1.6 Wind 0 deg-No Ice 4 1.2 Dead+1.6 Wind 30 deg-No Ice 5 0.9 Dead+l.b Wind 30 deg-No Ice 6 1.2 Dead+1.6 Wind 60 deg-No Ice 7 0.9 Dead+1.6 Wind 60 deg-No Ice 8 1.2 Dead+1.6 Wind 90 deg-No Ice 9 0.9 Dead+1.6 Wind 90 deg-No Ice 10 1.2 Dead+1.6 Wind 120 deg-No Ice ll 0.9 Dead+l.6 Wind 120 deg-No Ice 12 1.2 Dead+1.6 Wind 150 deg-No Ice 13 0.9 Dead+].6 Wind 150 deg-No Ice 14 1.2 Dead+l.b Wind 180 deg-No Ice 15 0.9 Dead+1.6 Wind 180 deg-No Ice 16 1.2 Dead+1.6 Wind 210 deg-No Ice 17 0.9 Dead+l.b Wind 210 deg-No Ice 18 1.2 Dead+1.6 Wind 240 deg-No Ice 19 0.9 Dead+1.6 Wind 240 deg-No Ice 20 1.2 Dead+1.6 Wind 270 deg-No Ice 21 0.9 Dead+l.6 Wind 270 deg-No Ice 22 1.2 Dead+l.6 Wind 300 deg-No Ice 23 0.9 Dead+1.6 Wind 300 deg-No Ice 24 1.2 Dead+l.6 Wind 330 deg-No Ice 25 0.9 Dead+1.6 Wind 330 deg-No Ice 26 1.2 Dead+1.0 Ice+1.0 Temp 27 1.2 Dead+1.0 Wind 0 deg+1.0 Ice+1.0 Temp Pa e tnxTower Job Wilkenson Rd/Railway, WA42065-T-01 9 13 of 20 FDH Engineering,Inc. Project Date 6521 MeridienDrive 13THXB4400 18:11:27 01/08/14 Raleigh,North Carolina Client Designed by Phane:9�v�ss�orz SBA Network Services, Inc. FAx.�vt9�ss�o3� LMendoza Comb. Descrip[ion No. 28 1.2 Dead+1.0 Wind 30 deg+l A Ice+1.0 Temp 29 1.2 Dead+1.0 Wind 60 deg+l.0 Ice+l A Temp 30 1.2 Dead+1.0 Wind 90 deg+1.0 Ice+l A Temp 31 1.2 Dead+l.0 Wind 120 deg+1.0 Ice+1.0 Temp 32 1.2 Dead+1.0 Wind 150 deg+1.0 Ice+l A Temp 33 1.2 Dead+l.0 Wind 180 deg+1.0 Ice+1.0 Temp 34 1.2 Dead+1.0 Wind 210 deg+1.0 Ice+l.0 Temp 35 1.2 Dead+1.0 Wind 240 deg+l A Ice+l A 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+l A Ice+l A Temp 38 1.2 Dead+1.0 Wind 330 deg+l.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+Wind 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 Maximum Member Forces Section Elevation Component Condition ryX� Gov. Axial MajorAxis MinorAxis No. ft Type Load Moment Moment Comb. K kip ft ki�ft Ll 150-97 Pole Max Tension 20 0.00 -0.00 0.00 Max.Compression 26 -936 -039 0.02 Max.Mx 8 -7.21 -217.54 -2.10 Max.My 2 -7.22 1.93 215.19 Max.Vy 8 6.19 -217.54 -2.10 Max.Vx 2 -6.15 1.93 215.19 Max.Torque 16 0.21 L2 97-48 Pole Max Tension I 0.00 0.00 0.00 Max.Compression 26 -1833 -039 -0.04 Max.Mx 8 -14.96 -596.58 -4.44 Max.My 2 -14.96 4.24 591.94 Max.Vy 8 9.61 -596.58 -4.44 Max.Vx 2 -9.56 4.24 591.94 Max.Torque 16 0.21 L3 48-1 Pole Max Tension 1 0.00 0.00 0.00 Max.Compression 26 -31.96 -0.39 -0.11 Max.Mx 8 -27.26 -1186.59 -6.93 Max.My 2 -27.26 6.71 1179.53 Max.Vy 8 12.93 -ll86.59 -6.93 Max.Vx 2 -12.88 6.71 1179.53 Max.Torque 16 0.21 Maximum Reactions _ Pa e tnxTawer Job Wilkenson Rd/Railway, WA42065-T-01 9 14 of 20 FDH Engineering,Inc. Project Date 6511 MeridienDrive 13THXB4400 18:11:27 01/08/14 Raleigh,North Carolina Client Designed by Phone:9197551012 SBA Network Services, �f1C. FAX.�9197551031 LMendoza Location Condition Gov. Vertical Horizontal,X Horizontal,Z Load K K K Comb. _� Pole Max.Vert 26 31.96 -0.00 -0.00 Max.Hx 21 20.45 12.91 0.05 Max.H� 3 20.45 0.05 12.87 Max.Mx 2 1179.53 0.05 12.87 Max.M� 8 1186.59 -12.91 -0.05 Max.Torsion 16 0.21 6.42 -11.12 Min.Vert 9 20.45 -12.91 -0.05 Min.Hx 9 20.45 -12.91 -0.05 Min.H, 15 20.45 -0.05 -12.87 Min.Mx 14 -1179.31 -0.05 -12.87 Min.M� 20 -1185.93 12.91 0.05 Min.Torsion 4 -0.21 -6.42 11.12 Tower Mast Reaction Summa Load Vertical Shea x Shear� Overturning Overturning Torque Combination Moment,M Moment,M K K K kip ft kip Jt kip ft Dead Only 22.72 0.00 � 0.00 �-0.08 � -0.26 0.00 1.2 Dead+1.6 Wind 0 deg-No 27.26 -0.05 -12.87 -1179.53 6.71 0.18 Ice 0.9 Dead+l.6 Wind 0 deg-No 20.45 -0.05 -12.87 -1170.70 6.73 0.18 Ice 1.2 Dead+].6 Wind 30 deg-No 27.26 6.42 -11.12 -1018.09 -587.42 0.21 Ice 0.9 Dead+1.6 Wind 30 deg-No 20.45 6.42 -11.12 -1010.45 -582.95 0.21 Ice 1.2 Dead+�.6 Wind 60 deg-No 27.26 11.16 -6.39 -583.78 -1024.24 018 Ice 0.9 Dead+l.b Wind 60 deg-No 20.45 11.16 -6.40 -579.39 -1016.49 0.18 Ice 1.2 Dead+l.b Wind 90 deg-No 27.26 12.91 0.05 6.93 -ll 86.59 0.10 Ice 0.9 Dead+1.6 Wind 90 deg-No 20.45 12.91 0.05 6.89 -1177.64 0.10 Ice 1.2 Dead+1.6 Wind 120 deg- 27.26 11.21 6.48 595.75 -1031.27 -0.00 No Ice 0.9 Dead+1.6 Wind 120 deg- 20.45 11.21 6.48 59130 -1023.45 -0.00 No Ice L2 Dead+1.6 Wind l50 deg- 27.26 6.50 11.17 1024.91 -599.61 -0.11 No Ice 0.9 Dead+l.6 Wind 150 deg- 20.45 6.50 11.17 1017.26 -595.02 -0.10 No Ice 1.2 Dead+1.6 Wind 180 deg- 27.26 0.05 12.87 117931 -736 -0.18 No Ice 0.9 Dead+1.6 Wind 180 deg- 20.45 0.05 12.87 I 170.54 -7.21 -0.18 No Ice 1.2 Dead+l.6 Wind 210 deg- 27.26 -6.42 11.12 1017.88 586.77 -0.21 No Ice 0.9 Dead+1.6 Wind 210 deg- 20.45 -6.42 11.12 1010.29 582.46 -0.21 No Ice 1.2 Dead+1.6 Wind 240 deg- 27.26 -11.16 639 583.56 1023.58 -0.18 No Ice 0.9 Dead+1.6 Wind 240 deg- 20.45 -11.16 6.40 579.23 1016.00 -0.18 No Ice I.2 Dead+1.6 Wind 270 deg- 27.26 -12.91 -0.05 -7.14 1185.93 -0.10 No Ice . _ __ tnxTower Job Pa9e Wilkenson Rd/Railway, WA42065-T-01 15 of 20 FDH Engineering,Inc. Project Date 6521 MeridienDrive 13THXB4400 18:11:27 01/08/14 Raleigh,North Carolina Client Designed by Phone:9197551012 SBA Network Services, Inc. FAX.�9197551031 LMendoza Load Yertical Shea x Shear� Overturning Overturning Torque Combination Moment,M Moment,M K K K kip ft kip ft kip ft 0.9 Dead+l.b Wind 270 deg- 20.45 -12.91 -0.05 -7.05 I 177.16 -0.10 No Ice 1.2 Dead+1.6 Wind 300 deg- 27.26 -11.21 -6.48 -595.96 1030.61 0.00 No Ice 0.9 Dead+l.6 Wind 300 deg- 20.45 -11.21 -6.48 -591.46 1022.97 0.00 No Ice 1.2 Dead+1.6 Wind 330 deg- 27.26 -6.50 -I 1.17 -1025.12 598.95 0.1 I No Ice 0.9 Dead+l.6 Wind 330 deg- 20.45 -6.50 -11.17 -1017.42 594.54 0.10 No Ice 1.2 Dead+l A Ice+l A Temp 31.96 0.00 0.00 0.11 -039 0.00 1.2 Dead+l.0 Wind 0 deg+1.0 31.96 -0.00 -1.75 -152.12 0.15 OA2 Ice+l A Temp 1.2 Dead+l.0 Wind 30 deg+1.0 31.96 0.87 -1.51 -131.44 -7633 OA2 Ice+l A Temp L2 Dead+1.0 Wind 60 deg+1.0 31.96 1.51 -0.87 -75.51 -132.46 0.02 Ice+1.0 Temp 1.2 Dead+1.0 Wind 90 deg+1.0 31.96 1.75 0.00 0.68 -153.21 0.01 Ice+lA Temp 1.2 Dead+l.0 Wind 120 31.96 1.52 0.88 76.72 -133.03 -0.00 deg+l A Ice+l A Temp 1.2 Dead+1.0 Wind 150 31.96 0.88 1.51 132.23 -7731 -0.01 deg+l A Ice+l A Temp 1.2 Dead+1.0 Wind 180 31.96 0.00 1.75 15234 -0.99 -0.02 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 210 31.96 -0.87 1.51 131.66 75.48 -0.02 deg+1.0 Ice+1.0 Temp 1.2 Dead+l.0 Wind 240 31.96 -1.51 0.87 75.73 131.61 -0.02 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 270 31.96 -1.75 -0.00 -0.46 15237 -0.01 deg+l.0 Ice+l.0 Temp 1.2 Dead+1.0 Wind 300 31.96 -1.52 -0.88 -76.50 132.18 0.00 deg+l.OIce+IA Temp 1.2 Dead+1.0 Wind 330 31.96 -0.88 -1.51 -132.01 76.46 0.01 deg+l A Ice+l A Temp Dead+Wind 0 deg-Service 22.72 -0.01 -3.57 -325.54 1.67 0.05 Dead+Wind 30 deg-Service 22.72 1.78 -3.08 -280.97 -162.26 0.06 Dead+Wind 60 deg-Service 22.�2 3.09 -1.77 -161.13 -282.78 0.05 Dead+Wind 90 deg-Service 22.72 3.58 0.01 1.85 -32'7.61 0.03 Dead+Wind 120 deg-Service 22.72 311 1.80 16432 -284.72 -0.00 Dead+Wind 150 deg-Service 22.72 1.80 3.10 282.73 -165.62 -0.03 Dead+Wind 180 deg-Service 22.72 0.01 3.57 325.36 -2.21 -0.05 Dead+Wind 210 deg-Service 22.72 -1.78 3.08 280.79 161.72 -0.06 Dead+Wind 240 deg-Service 22.72 -3.09 1.77 160.96 282.24 -0.05 Dead+Wind 270 deg-Service 22.72 -3.58 -0.01 -2.03 327.07 -0.03 Dead+Wind 300 deg-Service 22.72 -3.11 -1.80 -164.49 284.18 0.00 Dead+Wind 330 deg-Service 22.72 -1.80 -3.10 -282.91 165.08 0.03 Solution Summa � __,.�� ..�....�._�x.�r � �.. ,�,�.� 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 -22.72 0.00 � -0.00 M� 22.72 0.00 0.000% 2 -0.05 -27.26 -12.87 0.05 27.26 12.87 0.005% 3 -0.05 -20.45 -12.87 0.05 20.45 12.87 0.004% 4 6.42 -27.26 -11.12 -6.42 27.26 11.12 0.002% 5 6.42 -20.45 -11.12 -6.42 20.45 11.12 0.002% tnzTower J�b Page Wilkenson Rd/Railway, WA42065-T-01 16 of 20 FDH Engineering,Inc. Project Date 6521 MeridienDrive 13THXB4400 18:11:27 01/08/14 Raleigh,North Carolina Client Designed by Phone:9197551012 SBA Network Services, Inc. FAX.�9197551031 LMendoza Sum ofApplied Forces Sum ofReactions Load PX PY PZ PX PY PZ %Error Comb. K K K K K K 6 11.16 -27.26 -6.40 -11.16 27.26 639 � 0.002% 7 11.16 -20.45 -6.40 -11.16 20.45 6.40 0.002% 8 12.92 -27.26 0.05 -12.91 27.26 -0.05 0.005% 9 12.92 -20.45 0.05 -12.91 20.45 -0.05 0.004% 10 11.21 -27.26 6.48 -11.21 27.26 -6.48 0.002% 11 11.21 -20.45 6.48 -]1.21 20.45 -6.48 0.002% 12 6.50 -27.26 11.17 -6.50 27.26 -11.17 0.002% 13 6.50 -20.45 11.17 -6.50 20.45 -11.17 0.002°/a 14 0.05 -27.26 12.87 -0.05 27.26 -12.87 0.005% 15 0.05 -20.45 12.87 -0.05 20.45 -12.87 0.004% 16 -6.42 -27.26 11.12 6.42 27.26 -11.12 0.002% 17 -6.42 -20.45 11.12 6.42 20.45 -11.12 0.002% 18 -1116 -27.26 6.40 11.16 27.26 -639 0.002% 19 -1116 -20.45 6.40 11.16 20.45 -6.40 0.002% 20 -1292 -27.26 -0.05 1291 27.26 0.05 0.005% 21 -]2.92 -20.45 -0.05 12.91 20.45 0.05 0.004% 22 -11.21 -27.26 -6.48 11.21 27.26 6.48 0.002°/a 23 -11.21 -20.45 -6.48 11.21 20.45 6.48 0.002% 24 -6.50 -27.26 -11.17 6.50 27.26 11.17 0.002% 25 -6.50 -20.45 -11.17 6.50 20.45 11.17 0.002% 26 0.00 -31.96 0.00 -0.00 31.96 -0.00 0.000% 27 -0.00 -31.96 -1.75 0.00 31.96 1.75 0.002% 28 0.87 -31.96 -1.51 -0.87 31.96 1.51 0.002% 29 1.51 -31.96 -0.87 -1.51 31.96 0.87 0.002% 30 1.75 -31.96 0.00 -1.75 31.96 -0.00 0.002% 31 1.52 -31.96 0.88 -1.52 31.96 -0.88 0.002% 32 0.88 -31.96 1.51 -0.88 31.96 -1.51 0.002% 33 0.00 -31.96 1.75 -0.00 31.96 -1.75 0.002% 34 -0.87 -31.96 1.51 0.87 31.96 -1.51 0.002% 35 -1.51 -31.96 0.87 1.51 31.96 -0.87 0.002% 36 -1.75 -31.96 -0.00 1.75 31.96 0.00 0.002% 37 -1.52 -31.96 -0.88 1.52 31.96 0.88 0.002% 38 -0.88 -31.96 -1.51 0.88 31.96 1.51 0.002% 39 -0.01 -22.72 -3.57 0.01 22.72 3.57 0.004% 40 1.78 -22.72 -3.08 -1.78 22.72 3.08 0.004% 41 3.10 -22.72 -1.77 -3.09 22.72 1.77 0.004% 42 3.58 -22.72 0.01 -3.58 22.72 -0.01 0.004% 43 3.11 -22.72 1.80 -3.11 22.72 -1.80 0.004% 44 1.80 -22.72 3.10 -1.80 22.72 -3.10 0.004% 45 0.01 -22.72 3.57 -0.01 22.72 -3.57 0.004% 46 -1.78 -22.72 3.08 1.78 22.72 -3.08 0.004% 47 -3.10 -22.72 1.7� 3.09 22.72 -1.77 0.004% 48 -3.58 -22.72 -0.01 3.58 22.72 0.01 0.004% 49 -3.11 -22.72 -1.80 3.11 22.72 1.80 0.004% 50 -1.80 -22.72 -3.10 1.80 22.72 3.10 0.004% Non-Linear Conver ence Results Load Converged? Number Displacement Force Combination ofCycles Tolerance Tolerance 1 Yes 6 0.00000001 0.00000001 2 Yes 13 0.00009830 0.00010075 3 Yes 13 0.00006877 0.00008891 4 Yes 14 0.00000001 0.00011952 5 Yes 14 0.00000001 0.00010146 6 Yes 14 0.00000001 0.00011455 Pa e tnxTower Job Wilkenson Rd/Railway, WA42065-T-01 9 17 of 20 FDH Engineering,Inc. Project Date 65z1 NleridienDrive 13THX64400 18:11:27 01/08/14 Raleigh,North Carolina Client Designed by Phone:9197551012 SBA Network Services, �f1C. FAX:9197551031 LMendoza 7 Yes 14 0.00000001 0.00009710 8 Yes 13 0.00009830 0.00010178 9 Yes 13 0.00006876 0.00008975 10 Yes 14 0.00000001 0.00012265 11 Yes 14 0.00000001 0.00010394 12 Yes 14 0.00000001 0.00012346 13 Yes 14 0.00000001 0.00010466 14 Yes 13 0.00009830 0.00010167 15 Yes 13 0.00006877 0.00008970 16 Yes 14 0.00000001 0.00011301 17 Yes 14 0.00000001 0.00009592 18 Yes 14 0.00000001 0.00011929 19 Yes 14 0.00000001 0.00010136 20 Yes 13 0.00009829 0.00010112 21 Yes 13 0.00006876 0.00008920 22 Yes 14 0.00000001 0.00012244 23 Yes 14 0.00000001 0.00010378 24 Yes 14 0.00000001 0.00012028 25 Yes 14 0.00000001 0.00010197 26 Yes 6 0.00000001 0.00000001 27 Yes 12 0.00000001 0.00004436 28 Yes 12 0.00000001 0.00004542 29 Yes 12 0.00000001 0.00004562 30 Yes 12 0.00000001 0.00004488 31 Yes 12 0.00000001 0.00004606 32 Yes 12 0.00000001 0.00004587 33 Yes 12 0.00000001 0.00004439 34 Yes 12 0.00000001 0.00004510 35 Yes 12 0.00000001 0.00004511 36 Yes 12 0.00000001 0.00004429 37 Yes 12 0.00000001 0.00004550 38 Yes 12 0.00000001 0.00004548 39 Yes 12 0.00000001 0.00007121 40 Yes 12 0.00000001 0.00006410 41 Yes 12 0.00000001 0.00006405 42 Yes 12 0.00000001 0.00007180 43 Yes 12 0.00000001 0.00006473 44 Yes 12 0.00000001 0.00006443 45 Yes 12 0.00000001 0.00007111 46 Yes 12 0.00000001 0.00006355 47 Yes 12 0.00000001 0.00006419 48 Yes 12 0.00000001 0.00007152 49 Yes 12 0.00000001 0.00006454 50 Yes 12 0.00000001 0.00006425 Maximum Tower Deflections - Service Wind ��:.�G�� a�� ,F.,x.. .�.�..s� .�_.. ��...e ,.�, Section Elevation Horz. Gov Tilt Twist No. DeJlection Load ft in Comb. ° ° L1 150-97 13.192 43 0.7357 0.0008 L2 10] -48 6.219 43 0.5741 0.0003 L3 53-1 1.717 43 03000 0.0001 Critical Deflections and Radius of Curvature - Service Wind tnxTower Job Page Wilkenson Rd/Railway,WA42065-T-01 18 of 20 Project Date FDHEngineering,Inc. 13THXB4400 18:11:27 01/08/14 6521 Meridien Drive Raleigh,North Carolina Client Designed by Phone:9197551012 SBA Network Services, Inc. FAX:9197551031 LMendoza Elevation Appurtenance Gov. DeJlection Tilt Twist Radius of Load Curvature ft Comb. in ° ° ft 150.000 Lightning Rod 43 13.192 0.7357 0.0008 105405 147.750 Empty Mount Pipe 43 12.852 0.7297 0.0008 105405 Maximum Tower Deflections - Desi n Wind Section Elevation Horz. Gov. Till �*�� Twist � No. DeJlection Load ft in Comb. ° ° L1 150-97 47.814 10 2.6660 0.0029 L2 101 -48 22.545 ]0 2.0820 0.0010 L3 53-1 6.223 10 L0876 0.0003 Critical Deflections and Radius of Curvature - Desi n Wind Elevation Appurtenance n� Gov. DeJlection Tilt Twist Radius of Load Curvature � �1 �___. .__ Comb. in ° ° ft 150.000 Lightning Rod 10 47.814 2.6660 0.0029 29224 147.750 Empty Mount Pipe 10 46.580 2.6444 0.0028 29224 Compression Checks Pole Desi n Data Section Elevation Size L L„ KI/r A P„ �P„ Ratio No. Pu ft ft ft in� K K �pn LI 150-97(1) TP31.81�2.8x0.25 53.000 0.000 0.0 24.5033� -7.21 171339 0.004 L2 97-48(2) TP39.64x30.63x03125 53.000 0.000 0.0 38.1649 -14.96 2671.46 0.006 L3 48-1(3) TP47x38.165x0375 52.000 0.000 0.0 55.4954 -27.26 3872.09 0.007 Pole Bendin Desi n Data Section Elevation Size � M� �M Ratio M,� ��y y Ratio No. M M y ft kip ft kip ft �M kip ft kip ft �M y L1 150-97(1) TP31.81x22.8x0.25 218.84 1087.73 0.201 0.00 1087.73 0.000 L2 97-48(2) TP39.64x30.63x0.3125 59937 2113.17 0.284 0.00 2113.17 0.000 L3 48-1(3) TP47x38.165x0375 1190.97 3711.74 0321 0.00 3'711.74 0.000 tnxTower J°b Pa9e Wilkenson Rd/Railway,WA42065-T-01 19 of 20 FDH Engineering,Inc. Project Date 6521 MeridienDrive 13THXB4400 18:11:27 01/08/14 Raleigh,North Carolina Client Designed by Phone:9197551012 SBA Network Services, Inc. LMendoza FAX.�9197551031 Pole Shear Desi n Data �.n._.�,.,�_ Section Elevation Size Actual �V„ Ratio Actual �T Ratio No. V Y T T ft K K �V kip ft kip ft �T Ll 150-97(1) TP31.81ac22.8x0.25 6.23 856.69 0.007 0.00 2178.13 0.000 L2 97-48(2) TP39.64x30.63x03125 9.64 1335.73 0.007 0.00 4231.51 0.000 L3 48-1(3) TP47x38.165x0.375 12.96 1936.05 0.007 0.00 7432.57 0.000 Pole Interaction Desi n Data Section Elevation Ratio Ratio Ratio Ratio Ratio Comb. Allow. Criteria No. P„ M M y. V T Stress Stress rt �P„ �M �M„ �V �T„ Ratio Ratio Ll l50-97(1) 0.004 0.201 0.000 0.007 0.000 0.205 1.000 4 8 Z �I � +' L2 97-48(2) 0.006 0.284 0.000 0.007 0.000 0.289 1.000 4 g 2 y Y L3 48-1(3) 0.007 0321 0.000 0.007 0.000 0328 1.000 4 g 2 � Y Section Capacit Table Section Edevation Component Size � � Critical P ePa�row % Pass No. /�t Type Element K K Capacity Fail Ll I50-97 Pole TP31.81�c22.8x0.25 1 -7.21 171339 20.5 Pass L2 97-48 Pole TP39.64x30.63x0.3125 2 -14.96 2671.46 28.9 Pass L3 48-1 Pole TP47x38.165x0375 3 -27.26 3872.09 32.8 Pass Summary Pole(L3) 32.8 Pass RATING= 32.8 Pass Element Map Section Section Component Element List No. Elevation Type f� LI 150.000-97.000 Pole 1 L2 97.000-48.000 Pole 2 L3 48.000-1.000 Pole 3 Total number of elements:3 tnxTower J�b Page Wilkenson Rd/Railway, WA42065-T-01 20 of 20 FDHEngineering,Inc. Project Date 6521 MeridienDrive 13THXB4400 18:11:27 01/08/14 Raleigh,North Carolina Client Designed by Phone:9197551012 SBA Network Services, Inc. FAX.9197551031 LMendoza Program Version 6.13.1 -7/25/2013 File://fdh-irvine/FDH-Irvine/Projects/2013 Effective-Client Jobs/SBANET SBA Network Services, Inc/WA/WA42065-T_Wilkenson Rd-WA/13THXB4400/Analysis/Wind/Wilkenson Rd_Railway,WA42065-T-0l.eri Stiffened or Unstiffened, Ungrouted, Circular Base Plate - Any Rod Material TIA Rev G Assumption: Clear space between bottom of leveling nut and top of concrete not exceeding (1) (Rod Diameter) Site Data Reactions BU#: Mu: 1191 ft-ki s Site Name: Axial, Pu: 27 ki s A #: Shear,Vu: 13 ki s Pole Manufacturer: Other Eta Factor, 0.5 TIA G Fi .4-4 Anchor Rod Data If No stiffeners,Criteria: AISC LRFD <-Only Applcable to Unstiffened Cases Qty: 24 Diam: 2 in Rod Material: Other Anchor Rod Results Ri id Strength (Fu): 75 ksi Max Rod (Cu+Vu/rj): 47.2 Kips AISC LRFD Yield (Fy): 55 ksi Allowable Axial, �'Fu"Anet: 150.0 Kips c��Tn Bolt Circle: 53 in Anchor Rod Stress Ratio: 31.4% Pass Plate Data Diam: 59 in Base Plate Results Flexural Check Ri id Thick: 2.5 in Base Plate Stress: 8.8 ksi AISC LRFD Grade: 50 ksi Allowable Plate Stress: 45.0 ksi �•Fy Single-Rod B-eff: 6.22 in Base Plate Stress Ratio: 19.6% Pass Y.L.Length: 24.49 Stiffener Data (Weldin at both sides) n/a Config: 0 * Stiffener Results Weld Type: Both Horizontal Weld : n/a Groove Depth: 0.3125 in "" Vertical Weld: n/a Groove Angle: 45 degrees Plate FIex+Shear,fb/Fb+(�/Fv)^2: n/a Fillet H. Weld: 0.3125 in Plate Tension+Shear,ft/Ft+(fv/Fv)^2: n/a Fillet V. Weld: 0.3125 in Plate Comp. (AISC Bracket): n/a Width: 10 in Height: 12 in Pole Results Thick: 1 in Pole Punching Shear Check: n/a Notch: 0.5 in Grade: 50 ksi Weld str.: 70 ksi Pole Data Diam: 47 in � Thick: 0.375 in `� � � ��`� Grade: 65 ksi �- p #of Sides: 18 "o"iF Round , � Fu 80 ksi ' � E a: '"" Reinf.Fillet Weld 0 °0°if None ` � � D A '� � � M � .b � � � __. � ,��, �'��'°.� ' --_._ ° *0=none, 1 =every bolt,2=every 2 bolts,3=2 per bolt **Note:for complete joint penetration groove welds the groove depth must be exactly 1/2 the stiffener thickness for calculation purposes Cf`Ir�lalo 1 5_f`ireular Raca[: 1 3 Fffar+iva Mareh 1Q 9A19 e.,��.,�� n�+o• �ini�n�n Seismic Shear TIA Standard:ANSI/TIA-222-G-2&ASCE Standard:ASCE 7-10 Seismic Shear calculations are from ANSI-222-G. Calculations are done under Method 2(Equivalent Modal Analysis)per Section 2.7.8. . Site DaW Site ID#: WA42065-T-01 Site Name: Wilkenson Rd/Rallwa Pro'ect#: Input=Blue Tower Pro rties and Tabulated values needed for Seismic Shear Units Structure Type Monopole Structure Height,H� 150 ft Strudure Total Weight,W� 22.72 Kips Total Weight(Force Totals in TNX Output) Site Latitude,LAT 46.9463 Site Longitude,LONG -122.5972 TIA Strudure Class II Site Class D See ANSI-TIA-222-G Table 2-ll(Default=Class D,Stiff Soil) SDC: D Seismic Desiqn Cateqorv,based on ASCE 7 Section 11.6 Max.considered earthquake spedralresponse acceleration at 1.249 short periods,5, http://geohazards.usgs.gov/designmaps/us/application.php Max.considered earthquake (Design Code=2010 ASCE 7) spectral response acceleration at 0.497 1 sec.,Sl Final Cs: 0.555 Maximum of Calculated Cs and Minimum Cs(Minimum Cs Dependent on Sl value). Base Seismic Shear,Vs: 12.62 Kips Wind Shear Analysis from Risa 13 Ki s For TIA Rev F,enter(1.35)*(Wind Base Shear Reaction).For TIA Rev G,Vw is already Tower,VW p factored. Gov rn n se s ear s reater o n or �sm s Governing Shear: Base Seismic Shear Seismic Analysis: Seismic Calculations Needed � r = M !� � � N � ..�. �"� A ^ � � N r N 2 IIE II 3 � o Y = � Y L m � � � I� W�� o � . � W IIE~ 7 ;Y� h 7 V � y � « .i � 41 ° 7� N � V = Y o T� A ~ {� � � � � ^ � ry � �n �n N N ^ ` � o C C C iL Y Y S v oi � S ° a� 3 C � 3 � M � F � � �� C U `1 p � ry�j iV M M O � W O J � j jC v�i � � � N M N t�0 ./1 � � C �' � � M in W > N> R N �� ? � o � Q Ot w �f � t � � 2 C � ai � C1 Y m II = w � v � � u u n u n u n u C N �� t a o � nv � o � Y33 = 333 �`., � ^ w 3 � � L Yn '� 3 ... � x �� '� a � r ° 3 " �m'Et p n; N o �w v i � `«4 �j # a ~ 3 �am �' � nj ii n ii Y� u n u �' 33x33 = W v � � 0 a Q � o � � � _ � Y Y Y�G�� _ _ _ y S � � c � _ _ � 1� vl M � M b M 01 � ^\ � � n u� rv v� � P o � � r�n W V J C � 10 tV I� vt Oi � � O O � _ � N -+ V N � � m N O p � N — C � .v � N � 1O — dJ c ,~y d p> M m = ' ? y � n a � p " � ° a� C � � � � + � o �y � c II II II II II II II II II 11 0 8 - C M � g � v� 2� 333., � Ax w" m d p '� = o o +� m Y � c ra C �.. 2i �+ OC � S 2' `o m �y�`� �+ �i o � c� 2 F p, J � '�' c•� "= o° M � _ � w � " +o � v rn o '�N'ne Yn o � �� o � �-I K "_, '" � f�� 3 �, v ; : � � ��j[ N �$ II f �� r3 3 'a °; � � Q Q C YI II W f W �o �� 9E II 11 II = Q � S II y4 S n �� II QJ � � � N M� 3 W �6 �i a 3 3 Y 3 � OI n c � rn 9 � � E ~ n ,Lq N C LL � N r - :� � N� � � iti � }}} V .5 � � � .�.� � � $ $ � p _ �$ � s1 u Y I � � ��ia�ayna��vpo�y o a - o m y O � �� C v �7 ri � 9 p C L N � O) > C �_ � p O�� - � � f N � � � II LL O N y v U C a V� � � C T d C�� LL 2 N �� o � � D a °f � E � E a o o a ° � 8 LL" c m � m � � LL � N ° y °i u �i °'o �¢� Q �n L o > a � mat o w o L o � l0 � a° v�i � m V a � � � <� ..� n y� � Y � = Y O �1 � _ � y� r: c � ,� ni o � �? � � • M � � n�O V�1 N M.-^i ^ � y N � � N O� N O O O�M� N � �� o Nj CO N >� � o0 0.. �� II fiy N f N II II II II II II II II 11 II II �� co 3 �„�� oa ��N � .� � � �i Y� N `� � N � �/ � �j LL O W LL �a N LLy� �� '� i c °�� N � LL� � � A w L N .� E N � A _ _ _ � � N OMD t0 N O O LL Y LL � 1� N n � �p � Vf Q O O O LL Z' LL M ^ � N N � X � b � C � � � � 3 tO � �+ N H !S �M Y) � FOUNDATION REACTION COMPARISON REACTIONS PER DESIGN CURRENT ANCHOR REACTIONS REACTION % CAPACITY AXIAL(kips) 42.0 27.0 64.3% SHEAR(kips) 21.0 13.0 61.9% MOMENT(kip-ft) 2152.0 1191.0 55.3% Design loads from: PSM Job No. C08067 Although the shear capacity is at 61.9%, the moment reaction is the governing criteria for a monopole drilled shaft foundation. Therefore, the overall capacity for this foundation is 55.3%.