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BLD2022-1067+Structural_Analysis_or_Calculations+8.9.2022_12.16.25_PM+3040396
BLD2022-1067 RECEIVED Date: April 13, 2022 Subject: Structural Analysis Report Carrier Designation: Verizon Wireless Co -Locate Site Number: Site Name: Crown Castle Designation Engineering Firm Designation Site Data: BU Number: Site Name: JDE Job Number: Work Order Number: Order Number: TEP Project Number: 8/9/22 Z CITY OF EDMONDS DEVELOPMENT p\�`\ SERVICES DEPARTMENT Tower Engineering Professionals 326 Tryon Road Raleigh, NC 27603 (919) 661-6351 288879 HICKMAN PARK - Alt 1 826146 N Firdale Villag/Dental 676602 2101569 577984 Rev. 2 75626.684806 10014 238th Street SW, Edmonds, Snohomish County, WA 98020 Latitude 47' 46' 59.25", Longitude -1220 22' 1.14" 75 Foot - Concealment Tower Tower Engineering Professionals is pleased to submit this "Structural Analysis Report" to determine the structural integrity of the above -mentioned tower. The purpose of the analysis is to determine acceptability of the tower stress level. Based on our analysis we have determined the tower stress level for the structure and foundation, under the following load case, to be: LC4.7: Existing/Reserved + Proposed Equipment with Proposed Modifications Sufficient Capacity This analysis utilizes an ultimate 3-second gust wind speed of 98 mph as required by the 2018 Washington State Building Code. Applicable Standard references and design criteria are listed in Section 2 - Analysis Criteria. Structural analysis prepared by: Sarah E. Sarp / RAL Respectfully submitted by: Ronnie E. Glover, P.E., S.E. O x 'G 52921 C_ L ti{A� 04/13/2022 75-ft Concealment Tower Structural Analysis Report TEP Project Number 75626.684806, Order 577984, Revision 2 TABLE OF CONTENTS 1) INTRODUCTION 2) ANALYSIS CRITERIA Table 1 - Proposed Equipment Configuration Table 2 - Other Considered Equipment 3) ANALYSIS PROCEDURE Table 3 - Documents Provided 3.1) Analysis Method 3.2) Assumptions 4) ANALYSIS RESULTS Table 4 - Section Capacity (Summary) Table 5 - Tower Component Stresses vs. Capacity 4.1) Recommendations 5) APPENDIX A tnxTower Output 6) APPENDIX B Base Level Drawing 7) APPENDIX C Additional Calculations {A�,�r�( i 3�y� 2UZ2 9 Co 6-PEERM3 8/9/2k 2 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT tnxTower Report - version 8.1.1.0 75-ft Concealment Tower Structural Analysis Report TEP Project Number 75626.684806, Order 577984, Revision 2 1) INTRODUCTION oA rii 7 3, 2U22 Ccl F- (3 8/9/2k 3 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT This is a 75-ft concealment tower designed by Wireless Structures Consulting, PC and mapped by CMC Communications in November of 2014. The base tower is 35-ft and the concealment spine extends from 35-ft to 75-ft. The tower has been modified per reinforcement drawings prepared by GPD Group in October of 2016, extending the concealment spine from 55-ft to 75-ft. The proposed modifications designed by Tower Engineering Professionals in March of 2022 were considered in this analysis. 2) ANALYSIS CRITERIA TIA-222 Revision: TIA-222-H Risk Category: II Wind Speed: 98 mph Exposure Category: B Topographic Factor: 1.0 Ice Thickness: 1.0 in Wind Speed with Ice: 30 mph Seismic Ss: 1.280 Seismic S1: 0.449 Service Wind Speed: 60 mph Table 1 - Proposed Equipment Configuration Mounting Level (ft) Center Line Elevation (ft) Number of Antennas Antenna Manufacturer Antenna Model Number of Feed Feed Line Lines Size (in) 73.0 3 Ericsson AIR 6449 B77 w/ Mount Pipe 3 F JMA Wireless TBC-67C-A-P-2SF 70.0 70.0 Ericsson F4468 W/KRE 105 281/1 w/ Mount Pipe 6 7/8 F 3 Ericsson RRUS 32 B66 69.0 F 6 1 Ericsson RADIO 2212 B5 3 Ericsson RRUS 32 B2 67.0 F Raycap RCMDC-6627-PF-48 70.0 70.0 1 Generic 60" Dia. x 10' Long Ventilated Concealment Canister �_ F 3 Commscope NNH4-65B-R6 w/ Mount Pipe 62.0 F62.0 58.0 3 3 Andrew JMA Wireless ATSBT-TOP-FM TBC-67C-A-P-2SF 6 3 7/8 1-1/4 57.0 6 Ericsson RADIO 2212 B13 60.0 60.0 1 Generic 60" Dia. x 10' Long Ventilated Concealment Canister FF 50.0 50.0 1 Generic 60" Dia. x 10' Long Ventilated Concealment Canister F - T 40.0 40.0 1 F Generic 60" Dia. x 10' Long Ventilated Concealment Canister F - F tnxTower Report - version 8.1.1.0 75-ft Concealment Tower Structural Analysis Report TEP Project Number 75626.684806, Order 577984, Revision 2 Table 2 - Other Considered Equipment oA rii 7 3, 2U22 CCI �9W 13 8/9/2Z4 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT Center Number Number Feed Mounting Line of Antenna Antenna Model of Feed Line Level (ft) Elevation Manufacturer (ft) Antennas Lines Size (in) 50.1 r-,,„ 0 r,FFVV-65B-R3-V1_TMO 47.0 �3 3 ~" Nokia Nokia Commscope w/ Mount Pipe F AHLOA_T-MOBILE AHFIG_TMO HCS 2.0 12 1 1 78 1-1/2 3) ANALYSIS PROCEDURE Table 3 - Documents Provided Document Reference Source Geotechnical Report Tower Foundation Drawings 3896722 CCISites 3896699 CCISites Tower Manufacturer Drawings 3896710 CCISites Tower Mapping Report Tower Reinforcement Drawings Post -Modification Inspection Tower Reinforcement Drawings 6515864 CCISites 7839945 CCISites 10223301 CCISites 3.1) Analysis Method tnxTower (version 8.1.1.0), a commercially available analysis software package, was used to create a three-dimensional model of the tower and calculate member stresses for various loading cases. Selected output from the analysis is included in Appendix A. When applicable, Crown Castle has calculated and provided the effective area for panel antennas using approved methods following the intent of the TIA-222 Standard. RISA-3D, a commercially available analysis software package, was used to run a modal analysis for the seismic loading on the tower. Selected output from the analysis is included in Appendix C. 3.2) Assumptions 1) The tower and structures were maintained in accordance with the TIA-222 Standard. 2) The configuration of antennas, transmission cables, mounts and other appurtenances are as specified in Tables 1 and 2, and the referenced drawings. This analysis may be affected if any assumptions are not valid or have been made in error. Tower Engineering Professionals should be notified to determine the effect on the structural integrity of the tower. tnxTower Report - version 8.1.1.0 75-ft Concealment Tower Structural Analysis Report TEP Project Number 75626.684806, Order 577984, Revision 2 4) ANALYSIS RESULTS Table 4 - Section Capacity (Summary) oA ril 7 32U22 CCI 9W 13 8/9/22W 5 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT Section Elevation (ft) Component Type Size Critical P (lb) C�Paiio (Ib) % Pass / Fail No. Element Capacity L1 75-55 L2 55-38 Pole P6.6250.864 1-4413.93 1517203.73 36.7 765.9 I Pass Pass Pole P8.625x0.875 I - L3 38 - 35 Pole P8.625x0.875 1 3 -9322.58 704627.67 1 75.0 Pass L4 35 - 0 Pole I P24x0.25 1 4 -13163.00 1613117.02 1 82.1 1 Pass Pole (1-4) I 82.1 I Pass ZATING = 82.1 Pass Table 5 - Tower Component Stresses vs. Capacity — LC4.7 Notes Component Elevation (ft) % Capacity Pass / Fail 1,2 Flange Connection 55.0 30.5 Pass 1,2 Flange Bolts 35.0 61.9 Pass 1,2 Anchor Rods - 83.9 Pass 1,2 Base Plate - 49.7 Pass 1,2 Base Foundation Structural - 21.0 Pass 1,2 Base Foundation Soil Interaction - 92.4 Pass Structure Rating (max from all components) = 92.4% Notes: 1) See additional documentation in "Appendix C - Additional Calculations" for calculations supporting the % capacity listed. 2) Rating per TIA-222-H Section 15.5 4.1) Recommendations 1) The tower and its foundation have sufficient capacity to carry the proposed load configuration. No further modifications are required once the proposed modifications are installed. tnxTower Report - version 8.1.1.0 75-ft Concealment Tower Structural Analysis Report TEP Project Number 75626.684806, Order 577984, Revision APPENDIX A TNXTOWER OUTPUT A r��(( i 3 2UZ2 CoPEER 6 8/9/2k 6 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT tnxTower Report - version 8.1.1.0 W � N N � a M m of N m N O v M a N W p O O N v N o N a O 0 IN M O N N IN n v � a U) C) 2i 75.0 ft 55.0 ft 38.0 ft 35.0 ft 0.0 ft RECEIVED ,'J_114d/_TI&I 1110 4 k' 10 111r CITY OF EDMONDS DEVELOPMENT TOWER DESIGN NOTES ERVICES DEPARTMENT 1. Tower is located in Snohomish County, Washington. 2. Tower designed for Exposure B to the TIA-222-H Standard. 3. Tower designed for a 98 mph basic wind in accordance with the TIA-222-H Standard. 4. Tower is also designed for a 30 mph basic wind with 1.00 in ice. Ice is considered to increase 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. TOWER RATING: 82.1% ALL REACTIONS ARE FACTORED AXIAL 17023 lb SHEAR MOMENT 5831b 295161b-ft 30 nph WIND - 1.0000 in ICE AXIAL 13168lb SHEAR MOMENT 5183lb 2844891b-ft TORQUE 0 lb-ft REACTIONS - 98 nph WIND Tower Engineering Professionals 326 Tryon Rd Raleigh, NC 27603 Engineering Professionals Phone: (919) 661-6351 N Firdale Villag/Dental (BU 82614 ect: TEP No. 75626.684806 't: Crown Castl Draw" by: Sarah E. Sar App'd: e: TIA-222-H Date:04/08/22 scale: t C Dwg No. tnxTower Tower Engineering Job N Firdale Villag/Dental (BU 826146) Page REQEHVI�® Project Date 8/9/22 Professionals TEP No. 75626.684806 '1UMO4108122 3:�DEVELOPMENT 326 Tryon Rd SERVICES DEPARTMENT Client Designed by Raleigh, NC27603 Phone: (919) 661-6351 Crown Castle Sarah E. Sarp FAX: (919) 661-6350 Tower Input Data The tower is a monopole. This tower is designed using the TIA-222-H standard. The following design criteria apply: Tower is located in Snohomish County, Washington. Tower base elevation above sea level: 355.00 ft. Basic wind speed of 98 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 1.0000 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 OF. 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. Tower analysis based on target reliabilities in accordance with Annex S. Load Modification Factors used: Ke,(Fw) = 0.95, Ke,(ti) = 0.85. Maximum demand -capacity ratio is: 1.05. Local bending stresses due to climbing loads, feed line supports, and appurtenance mounts are not considered. Consider Moments - Legs Consider Moments - Horizontals Consider Moments - Diagonals Use Moment Magnification Use Code Stress Ratios Use Code Safety Factors - Guys Escalate Ice Always Use Max Kz Use Special Wind Profile Include Bolts In Member Capacity Leg Bolts Are At Top Of Section Secondary Horizontal Braces Leg Use Diamond Inner Bracing (4 Sided) SR Members Have Cut Ends SR Members Are Concentric Options Distribute Leg Loads As Uniform Assume Legs Pinned Assume Rigid Index Plate Use Clear Spans For Wind Area Use Clear Spans For KL/r Retension Guys To Initial Tension Bypass Mast Stability Checks Use Azimuth Dish Coefficients Project Wind Area of Appurt. Autocalc Torque Arm Areas Add IBC .6D+W Combination Sort Capacity Reports By Component Triangulate Diamond Inner Bracing Treat Feed Line Bundles As Cylinder Ignore KL/ry For 60 Deg. Angle Legs Use ASCE 10 X-Brace Ly Rules Calculate Redundant Bracing Forces Ignore Redundant Members in FEA SR Leg Bolts Resist Compression All Leg Panels Have Same Allowable Offset Girt At Foundation Consider Feed Line Torque Include Angle Block Shear Check Use TIA-222-H Bracing Resist. Exemption Use TIA-222-H Tension Splice Exemption Poles Include Shear -Torsion Interaction Always Use Sub -Critical Flow Use Top Mounted Sockets Pole Without Linear Attachments Pole With Shroud Or No Appurtenances Outside and Inside Corner Radii Are Known tnxTower Tower Engineering Job N Firdale Villag/Dental (BU 826146) Page RE¢EHVI�® Project Date 8/9/22 Professionals TEP No. 75626.684806 '13:W&UMO4108122 DEVELOPMENT 326 Tryon Rd SERVICES DEPARTMENT Client Designed by Raleigh, NC27603 Phone: (919) 661-6351 Crown Castle Sarah E. Sarp FAX.- (919) 661-6350 Pole Section Geometry Pole Pole Socket Length Section Elevation Section Length Size Grade ft ft ft Ll 75.00-55.00 20.00 P6.6250.864 A53-13-35 (35 ksi) L2 55.00-38.00 17.00 P8.6250.875 A53-13-35 (35 ksi) L3 38.00-35.00 3.00 P8.6250.875 A53-13-35 (35 ksi) L4 35.00-0.00 35.00 P240.25 A53-13-35 (35 ksi) Tower Gusset Gusset Gusset Grade Adjust. Factor Adjust. Weight Mult. Double Angle Double Angle Double Angle Elevation Area Thickness Af Factor Stitch Bolt Stitch Bolt Stitch Bolt (per face) Ar Spacing Spacing Spacing Diagonals Horizontals Redundants ft ft, in in in in L 1 75.00-55.00 1 0 1 L2 55.00-38.00 1 0 1 L3 38.00-35.00 1 0 1 L4 35.00-0.00 1 1 1 Feed Line/Linear Appurtenances - Entered As Round Or Flat Description Face Allow Exclude Component Placement Total Number Clear Width or Perimeter Weight or Shield From Type Number Per Row Spacing Diameter Leg Torque ft in in in plf Calculation *** *** *** *** Feed Line/Linear Appurtenances - Entered As Area Description Face Allow Exclude Component Placement Total CAAA Weight or Shield From Type Number Leg Torque ft Aft plf Calculation *** 70 *** AVA5-50( 7/8") B No No Inside Pole 70.00 - 0.00 6 No Ice 0.00 0.30 1/2" Ice 0.00 0.30 1" Ice 0.00 0.30 *** 60 *** HB114-13U6S12-X B No No Inside Pole 60.00 - 0.00 3 No Ice 0.00 1.51 XXF(1-1/4) 1/2" Ice 0.00 1.51 1" Ice 0.00 1.51 AVA5-50( 7/8") B No No Inside Pole 60.00 - 0.00 6 No Ice 0.00 0.30 1/2" Ice 0.00 0.30 1" Ice 0.00 0.30 *** 50 *** LDF5-50A(7/8") C No No Inside Pole 50.00 - 0.00 12 No Ice 0.00 0.33 tnxTower Tower Engineering Job N Firdale Villag/Dental (BU 826146) Page RE(;1dji/1FC) Project Date 819122 Professionals TEP No. 75626.684806 '13:&3�M04L08122 DEVELOPMENT 326 Tryon Rd SERVICES DEPARTMENT Client Designed by Raleigh, NC27603 Phone: (919) 661-6351 Crown Castle Sarah E. Sarp FAX- (919) 661-6350 Description Face Allow Exclude Component Placement Total or Shield From Type Number Leg Torque ft Calculation HCS 2.0 Part C No No Inside Pole 50.00 - 0.00 1 3(1-1/2) CAAA Weight .fft pf 1/2" Ice 0.00 0.33 1" Ice 0.00 0.33 No Ice 0.00 1.71 1/2" Ice 0.00 1.71 1" Ice 0.00 1.71 Feed Line/Linear Appurtenances Section Areas Tower Tower Face AR AF CAAA CAAA Weight Section Elevation In Face OutFace ft ft, ft, ft, ftz lb Ll 75.00-55.00 A 0.000 0.000 0.000 0.000 0.00 B 0.000 0.000 0.000 0.000 58.65 C 0.000 0.000 0.000 0.000 0.00 L2 55.00-38.00 A 0.000 0.000 0.000 0.000 0.00 B 0.000 0.000 0.000 0.000 138.21 C 0.000 0.000 0.000 0.000 68.04 L3 38.00-35.00 A 0.000 0.000 0.000 0.000 0.00 B 0.000 0.000 0.000 0.000 24.39 C 0.000 0.000 0.000 0.000 17.01 L4 35.00-0.00 A 0.000 0.000 0.000 0.000 0.00 B 0.000 0.000 0.000 0.000 284.55 C 0.000 0.000 0.000 0.000 198.45 Feed Line/Linear Appurtenances Section Areas - With Ice Tower Section Tower Elevation ft Face or Leg Ice Thickness in AR ft, AF ft, CAAA In Face ft, CAAA Out Face ft, Weight lb L1 75.00-55.00 A 0.910 0.000 0.000 0.000 0.000 0.00 B 0.000 0.000 0.000 0.000 58.65 C 0.000 0.000 0.000 0.000 0.00 L2 55.00-38.00 A 0.880 0.000 0.000 0.000 0.000 0.00 B 0.000 0.000 0.000 0.000 138.21 C 0.000 0.000 0.000 0.000 68.04 L3 38.00-35.00 A 0.859 0.000 0.000 0.000 0.000 0.00 B 0.000 0.000 0.000 0.000 24.39 C 0.000 0.000 0.000 0.000 17.01 L4 35.00-0.00 A 0.798 0.000 0.000 0.000 0.000 0.00 B 0.000 0.000 0.000 0.000 284.55 C 0.000 0.000 0.000 0.000 198.45 Feed Line Center of Pressure tnxTower Tower Engineering Job N Firdale Villag/Dental (BU 826146) Page RE($EHVI�® Project Date 8/9/22 Professionals TEP No. 75626.684806 '13:W&UMO4108122 DEVELOPMENT 326 Tryon Rd SERVICES DEPARTMENT Client Designed by Raleigh, NC27603 Phone: (919) 661-6351 Crown Castle Sarah E. Sarp FAX.- (919) 661-6350 Section Elevation CPX CPZ CPX CPZ Ice Ice ft in in in in L1 75.00-55.00 0.0000 0.0000 0.0000 0.0000 L2 55.00-38.00 0.0000 0.0000 0.0000 0.0000 L3 38.00-35.00 0.0000 0.0000 0.0000 0.0000 L4 35.00-0.00 0.0000 0.0000 0.0000 0.0000 Note: For pole sections, center of pressure calculations do not consider feed line shielding. Discrete Tower Loads Azimuth Placement Weight Description Face Offset Offsets: CAAA CAAA or Type Horz Adjustment Front Side Leg Lateral Vert ft oft ft, ft, lh ft ft *** 70** AIR 6449 B77 w/ Mount Pipe A From Leg 0.50 0.0000 70.00 No Ice 0.00 0.00 108.46 0.00 1/2" Ice 0.00 0.00 108.46 3.00 1" Ice 0.00 0.00 108.46 AIR 6449 B77 w/ Mount Pipe B From Leg 0.50 0.0000 70.00 No Ice 0.00 0.00 108.46 0.00 1/2" Ice 0.00 0.00 108.46 3.00 1" Ice 0.00 0.00 108.46 AIR 6449 B77 w/ Mount Pipe C From Leg 0.50 0.0000 70.00 No Ice 0.00 0.00 108.46 0.00 1/2" Ice 0.00 0.00 108.46 3.00 1" Ice 0.00 0.00 108.46 4408 W/KRE 105 281/1 w/ A From Leg 0.50 0.0000 70.00 No Ice 0.00 0.00 7.80 Mount Pipe 0.00 1/2" Ice 0.00 0.00 7.80 0.00 1" Ice 0.00 0.00 7.80 4408 W/KRE 105 281/1 w/ B From Leg 0.50 0.0000 70.00 No Ice 0.00 0.00 7.80 Mount Pipe 0.00 1/2" Ice 0.00 0.00 7.80 0.00 1" Ice 0.00 0.00 7.80 4408 W/KRE 105 281/1 w/ C From Leg 0.50 0.0000 70.00 No Ice 0.00 0.00 7.80 Mount Pipe 0.00 1/2" Ice 0.00 0.00 7.80 0.00 1" Ice 0.00 0.00 7.80 (2) RADIO 2212 B5 A From Leg 0.50 0.0000 70.00 No Ice 0.00 0.00 47.40 0.00 1/2" Ice 0.00 0.00 47.40 -1.00 1" Ice 0.00 0.00 47.40 (2) RADIO 2212 B5 B From Leg 0.50 0.0000 70.00 No Ice 0.00 0.00 47.40 0.00 1/2" Ice 0.00 0.00 47.40 -1.00 1" Ice 0.00 0.00 47.40 (2) RADIO 2212 B5 C From Leg 0.50 0.0000 70.00 No Ice 0.00 0.00 47.40 0.00 1/2" Ice 0.00 0.00 47.40 -1.00 1" Ice 0.00 0.00 47.40 RRUS 32 B2 A From Leg 0.50 0.0000 70.00 No Ice 0.00 0.00 52.90 0.00 1/2" Ice 0.00 0.00 52.90 -3.00 1" Ice 0.00 0.00 52.90 RRUS 32 B2 B From Leg 0.50 0.0000 70.00 No Ice 0.00 0.00 52.90 0.00 1/2" Ice 0.00 0.00 52.90 -3.00 1" Ice 0.00 0.00 52.90 RRUS 32 B2 C From Leg 0.50 0.0000 70.00 No Ice 0.00 0.00 52.90 0.00 1/2" Ice 0.00 0.00 52.90 -3.00 1" Ice 0.00 0.00 52.90 RRUS 32 B66 A From Leg 0.50 0.0000 70.00 No Ice 0.00 0.00 53.00 tnxTower Tower Engineering Job N Firdale Villag/Dental (BU 826146) Page RE6EHVI�® Project Date 8/9/22 Professionals TEP No. 75626.684806 '13:W&UMO4108122 DEVELOPMENT 326 Tryon Rd SERVICES DEPARTMENT Client Designed by Raleigh, NC27603 Phone: (919) 661-6351 Crown Castle Sarah E. Sarp FAX.- (919) 661-6350 Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight or Type Horz Adjustment Front Side Leg Lateral Vert ft oft ft, ft, lh ft .ft 0.00 1/2" Ice 0.00 0.00 53.00 0.00 1" Ice 0.00 0.00 53.00 RRUS 32 B66 B From Leg 0.50 0.0000 70.00 No Ice 0.00 0.00 53.00 0.00 1/2" Ice 0.00 0.00 53.00 0.00 1" Ice 0.00 0.00 53.00 RRUS 32 B66 C From Leg 0.50 0.0000 70.00 No Ice 0.00 0.00 53.00 0.00 1/2" Ice 0.00 0.00 53.00 0.00 1" Ice 0.00 0.00 53.00 TBC-67C-A-P-2SF A From Leg 0.50 0.0000 70.00 No Ice 0.00 0.00 11.13 0.00 1/2" Ice 0.00 0.00 11.13 3.00 1" Ice 0.00 0.00 11.13 TBC-67C-A-P-2SF B From Leg 0.50 0.0000 70.00 No Ice 0.00 0.00 11.13 0.00 1/2" Ice 0.00 0.00 11.13 3.00 1" Ice 0.00 0.00 11.13 TBC-67C-A-P-2SF C From Leg 0.50 0.0000 70.00 No Ice 0.00 0.00 11.13 0.00 1/2" Ice 0.00 0.00 11.13 3.00 1" Ice 0.00 0.00 11.13 RCMDC-6627-PF-48 A From Leg 0.50 0.0000 70.00 No Ice 0.00 0.00 32.00 0.00 1/2" Ice 0.00 0.00 32.00 -3.00 1" Ice 0.00 0.00 32.00 RCMDC-6627-PF-48 B From Leg 0.50 0.0000 70.00 No Ice 0.00 0.00 32.00 0.00 1/2" Ice 0.00 0.00 32.00 -3.00 1" Ice 0.00 0.00 32.00 RCMDC-6627-PF-48 C From Leg 0.50 0.0000 70.00 No Ice 0.00 0.00 32.00 0.00 1/2" Ice 0.00 0.00 32.00 -3.00 1" Ice 0.00 0.00 32.00 *** *** 60 *** NNH4-65B-R6 w/ Mount A From Leg 0.50 0.0000 60.00 No Ice 0.00 0.00 113.75 Pipe 0.00 1/2" Ice 0.00 0.00 113.75 2.00 1" Ice 0.00 0.00 113.75 NNH4-65B-R6 w/ Mount B From Leg 0.50 0.0000 60.00 No Ice 0.00 0.00 113.75 Pipe 0.00 1/2" Ice 0.00 0.00 113.75 2.00 1" Ice 0.00 0.00 113.75 NNH4-65B-R6 w/ Mount C From Leg 0.50 0.0000 60.00 No Ice 0.00 0.00 113.75 Pipe 0.00 1/2" Ice 0.00 0.00 113.75 2.00 1" Ice 0.00 0.00 113.75 ATSBT-TOP-FM A From Leg 0.50 0.0000 60.00 No Ice 0.00 0.00 1.80 0.00 1/2" Ice 0.00 0.00 1.80 2.00 1" Ice 0.00 0.00 1.80 ATSBT-TOP-FM B From Leg 0.50 0.0000 60.00 No Ice 0.00 0.00 1.80 0.00 1/2" Ice 0.00 0.00 1.80 2.00 1" Ice 0.00 0.00 1.80 ATSBT-TOP-FM C From Leg 0.50 0.0000 60.00 No Ice 0.00 0.00 1.80 0.00 1/2" Ice 0.00 0.00 1.80 2.00 1" Ice 0.00 0.00 1.80 (2) RADIO 2212 B 13 A From Leg 0.50 0.0000 60.00 No Ice 0.00 0.00 47.40 0.00 1/2" Ice 0.00 0.00 47.40 -3.00 1" Ice 0.00 0.00 47.40 (2) RADIO 2212 B 13 B From Leg 0.50 0.0000 60.00 No Ice 0.00 0.00 47.40 0.00 1/2" Ice 0.00 0.00 47.40 -3.00 1" Ice 0.00 0.00 47.40 (2) RADIO 2212 B 13 C From Leg 0.50 0.0000 60.00 No Ice 0.00 0.00 47.40 0.00 1/2" Ice 0.00 0.00 47.40 -3.00 1" Ice 0.00 0.00 47.40 TBC-67C-A-P-2SF A From Leg 0.50 0.0000 60.00 No Ice 0.00 0.00 11.13 0.00 1/2" Ice 0.00 0.00 11.13 tnxTower Tower Engineering Job N Firdale Villag/Dental (BU 826146) Page RE6EHVI�® Project Date 8/9/22 Professionals TEP No. 75626.684806 '13:W&UMO4108122 DEVELOPMENT 326 Tryon Rd SERVICES DEPARTMENT Client Designed by Raleigh, NC27603 Phone: (919) 661-6351 Crown Castle Sarah E. Sarp FAX.- (919) 661-6350 Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight or Type Horz Adjustment Front Side Leg Lateral Vert ft oft ft, ft, lb ft .ft -2.00 1" Ice 0.00 0.00 11.13 TBC-67C-A-P-2SF B From Leg 0.50 0.0000 60.00 No Ice 0.00 0.00 11.13 0.00 1/2" Ice 0.00 0.00 11.13 -2.00 1" Ice 0.00 0.00 11.13 TBC-67C-A-P-2SF C From Leg 0.50 0.0000 60.00 No Ice 0.00 0.00 11.13 0.00 1/2" Ice 0.00 0.00 11.13 *** -2.00 1" Ice 0.00 0.00 11.13 *** 50 *** FFVV-65B-R3-VI_TMO w/ A From Leg 0.50 0.0000 50.00 No Ice 0.00 0.00 132.20 Mount Pipe 0.00 1/2" Ice 0.00 0.00 132.20 2.00 1" Ice 0.00 0.00 132.20 FFVV-65B-R3-VI_TMO w/ B From Leg 0.50 0.0000 50.00 No Ice 0.00 0.00 132.20 Mount Pipe 0.00 1/2" Ice 0.00 0.00 132.20 2.00 1" Ice 0.00 0.00 132.20 FFVV-65B-R3-VI_TMO w/ C From Leg 0.50 0.0000 50.00 No Ice 0.00 0.00 132.20 Mount Pipe 0.00 1/2" Ice 0.00 0.00 132.20 2.00 1" Ice 0.00 0.00 132.20 AHLOA_T-MOBILE A From Leg 0.50 0.0000 50.00 No Ice 0.00 0.00 80.00 0.00 1/2" Ice 0.00 0.00 80.00 -3.00 1" Ice 0.00 0.00 80.00 AHLOA_T-MOBILE B From Leg 0.50 0.0000 50.00 No Ice 0.00 0.00 80.00 0.00 1/2" Ice 0.00 0.00 80.00 -3.00 1" Ice 0.00 0.00 80.00 AHLOA_T-MOBILE C From Leg 0.50 0.0000 50.00 No Ice 0.00 0.00 80.00 0.00 1/2" Ice 0.00 0.00 80.00 -3.00 1" Ice 0.00 0.00 80.00 AHFIG_TMO A From Leg 0.50 0.0000 50.00 No Ice 0.00 0.00 70.00 0.00 1/2" Ice 0.00 0.00 70.00 -3.00 1" Ice 0.00 0.00 70.00 AHFIG_TMO B From Leg 0.50 0.0000 50.00 No Ice 0.00 0.00 70.00 0.00 1/2" Ice 0.00 0.00 70.00 -3.00 1" Ice 0.00 0.00 70.00 AHFIG_TMO C From Leg 0.50 0.0000 50.00 No Ice 0.00 0.00 70.00 0.00 1/2" Ice 0.00 0.00 70.00 -3.00 1" Ice 0.00 0.00 70.00 HCS 2.0 A From Leg 0.50 0.0000 50.00 No Ice 0.00 0.00 1.37 0.00 1/2" Ice 0.00 0.00 1.37 -3.00 1" Ice 0.00 0.00 1.37 *** *** 60" Dia. x 10' Long C None 0.0000 70.00 Ventilated Concealment Canister 60" Dia. x 10' Long C None 0.0000 60.00 Ventilated Concealment Canister 60" Dia. x 10' Long C None 0.0000 50.00 Ventilated Concealment Canister 60" Dia. x 10' Long C None 0.0000 40.00 Ventilated Concealment Canister *** *** *** *** No Ice 0.00 0.00 0.00 1/2" Ice 0.00 0.00 0.00 1" Ice 0.00 0.00 0.00 No Ice 0.00 0.00 0.00 1/2" Ice 0.00 0.00 0.00 1" Ice 0.00 0.00 0.00 No Ice 0.00 0.00 0.00 1/2" Ice 0.00 0.00 0.00 V Ice 0.00 0.00 0.00 No Ice 0.00 0.00 0.00 1/2" Ice 0.00 0.00 0.00 1" Ice 0.00 0.00 0.00 tnxTower Tower Engineering Job N Firdale Villag/Dental (BU 826146) Page RECEHVI�® Project Date 8/9/22 Professionals TEP No. 75626.684806 '13:W&UMO4108122 DEVELOPMENT 326 Tryon Rd SERVICES DEPARTMENT Client Designed by Raleigh, NC27603 Phone: (919) 661-6351 Crown Castle Sarah E. Sarp FAX.- (919) 661-6350 Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight or Type Horz Adjustment Front Side Leg Lateral Vert ft oft ft, ft, lb ft ft Canister Load C None 0.0000 75.00 No Ice 27.50 27.50 157.08 1/2" Ice 27.96 27.96 341.87 1" Ice 28.42 28.42 526.65 Canister Load2 C None 0.0000 65.00 No Ice 55.00 55.00 765.15 1/2" Ice 55.92 55.92 1134.72 1" Ice 56.83 56.83 1504.30 Canister Load3 C Nonc 0.0000 55.00 No Ice 55.00 55.00 765.15 1/2" Ice 55.92 55.92 1134.72 1" Ice 56.83 56.83 1504.30 Canister Load4 C None 0.0000 45.00 No Ice 55.00 55.00 765.15 1/2" Ice 55.92 55.92 1134.72 1" Ice 56.83 56.83 1504.30 Canister Load5 C None 0.0000 35.00 No Ice 27.50 27.50 403.06 1/2" Ice 27.96 27.96 587.85 1" Ice 28.42 28.42 772.64 Comb. No. 1 Dead Only 2 1.2 Dead+1.0 Wind 0 deg - No Ice 3 0.9 Dead+1.0 Wind 0 deg - No Ice 4 1.2 Dead+1.0 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 9 0.9 Dead+1.0 Wind 90 deg - No Ice 10 1.2 Dead+1.0 Wind 120 deg - No Ice 11 0.9 Dead+1.0 Wind 120 deg - No Ice 12 1.2 Dead+1.0 Wind 150 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+1.0 Wind 180 deg - No Ice 16 1.2 Dead+1.0 Wind 210 deg - No Ice 17 0.9 Dead+1.0 Wind 210 deg - No Ice 18 1.2 Dead+1.0 Wind 240 deg - No Ice 19 0.9 Dead+1.0 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 Load Combinations Description tnxTower Tower Engineering Job N Firdale Villag/Dental (BU 826146) Page REQEHVI�® Project Date 8/9/22 Professionals TEP No. 75626.684806 '13:W&UM04108122 DEVELOPMENT 326 Tryon Rd SERVICES DEPARTMENT Client Designed by Raleigh, NC27603 Phone: (919) 661-6351 Crown Castle Sarah E. Sarp FAX.- (919) 661-6350 Comb. Description No. 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 28 1.2 Dead+1.0 Wind 30 deg+1.0 Ice+1.0 Temp 29 1.2 Dead+1.0 Wind 60 deg+1.0 Ice+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+1.0 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+1.0 Wind 210 deg+1.0 Ice+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+1.0 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+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 Tower Deflections - Service Wind Section Elevation Horz. Gov. Till Twist No. Deflection Load ft in Comb. o° Ll 75 - 55 12.122 39 1.5427 0.0000 L2 55 - 38 6.008 39 1.2422 0.0000 L3 38 - 35 2.428 39 0.6631 0.0000 L4 35 - 0 2.065 39 0.4886 0.0000 Critical Deflections and Radius of Curvature - Service Wind Elevation Appurtenance Gov. Deflection Tilt Twist Radius of Load Curvature ft Comb. in o oft 75.00 Canister Loadl 39 12.122 1.5427 0.0000 9235 70.00 AIR 6449 B77 w/ Mount Pipe 39 10.513 1.4788 0.0000 9235 65.00 Canister Load2 39 8.935 1.4105 0.0000 4617 60.00 NNH4-65B-R6 w/ Mount Pipe 39 7.423 1.3331 0.0000 3078 55.00 Canister Load3 39 6.008 1.2422 0.0000 2281 50.00 FFVV-65B-R3-VI_TMO w/ Mount 39 4.725 1.1306 0.0000 1746 Pipe 45.00 Canister Load4 39 3.614 0.9799 0.0000 1404 40.00 60" Dia. x 10' Long Ventilated 39 2.717 0.7690 0.0000 1227 Concealment Canister 35.00 Canister Load5 39 2.065 0.4886 0.0000 1996 tnxTower Tower Engineering Job N Firdale Villag/Dental (BU 826146) Page REQEHVI�® Project Date 8/9/22 Professionals TEP No. 75626.684806 '13:W&UM04108122 DEVELOPMENT 326 Tryon Rd SERVICES DEPARTMENT Client Designed by Raleigh, NC27603 Phone: (919) 661-6351 Crown Castle Sarah E. Sarp FAX.- (919) 661-6350 Maximum Tower Deflections - Design Wind Section Elevation Horz. Gov. Till Twist No. Deflection Load ft in Comb. ° Ll 75 - 55 36.699 2 4.6798 0.0000 L2 55 - 38 18.169 2 3.7663 0.0000 L3 38 - 35 7.326 2 2.0053 0.0000 L4 35 - 0 6.229 2 1.4755 0.0000 Critical Deflections and Radius of Curvature - Design Wind Elevation Appurtenance Gov. Deflection Tilt Twist Radius of Load Curvature ft Comb. in o oft 75.00 Canister Loadl 2 36.699 4.6798 0.0000 3067 70.00 AIR 6449 B77 w/ Mount Pipe 2 31.820 4.4858 0.0000 3067 65.00 Canister Load2 2 27.039 4.2781 0.0000 1533 60.00 NNH4-65B-R6 w/ Mount Pipe 2 22.456 4.0429 0.0000 1021 55.00 Canister Load3 2 18.169 3.7663 0.0000 756 50.00 FFVV-65B-R3-VI_TMO w/ Mount 2 14.282 3.4263 0.0000 578 Pipe 45.00 Canister Load4 2 10.917 2.9677 0.0000 464 40.00 60" Dia. x 10' Long Ventilated 2 8.202 2.3269 0.0000 405 Concealment Canister 35.00 Canister Load5 2 6.229 1.4755 0.0000 659 Compression Checks Pole Design Data Section Elevation Size L L„ Klfr A P. op Ratio No. P. ft ft ft in2 lb lb op" Ll 75 - 55 (1) P6.625x0.864 20.00 0.00 0.0 15.6373 -4413.93 492575.00 0.009 L2 55 - 38 (2) P8.625x0.875 17.00 0.00 0.0 21.3039 -8972.22 671074.00 0.013 L3 38 - 35 (3) P8.625x0.875 3.00 0.00 0.0 21.3039 -9322.58 671074.00 0.014 L4 35 - 0 (4) P24x0.25 35.00 0.00 0.0 18.6532 -13163.00 583921.00 0.023 Pole Bending Design Data Section Elevation Size Mx �M x Ratio AT, OMY Ratio No. Mx M Y ft lb ft lb ft W"z lb ft lb ft W"v Ll 75 - 55 (1) P6.625x0.864 28546.92 75837.25 0.376 0.00 75837.25 0.000 L2 55 - 38 (2) P8.625x0.875 93946.67 138542.50 0.678 0.00 138542.50 0.000 L3 38 - 35 (3) P8.625x0.875 107129.17 138542.50 0.773 0.00 138542.50 0.000 tnxTower Tower Engineering Job N Firdale Villag/Dental (BU 826146) Page REUI)(Fl0 Project Date 8/9/22 Professionals TEP No. 75626.684806 '13:W&UMO4108122 DEVELOPMENT 326 Tryon Rd SERVICES DEPARTMENT Client Designed by Raleigh, NC27603 Phone: (919) 661-6351 Crown Castle Sarah E. Sarp FAX.- (919) 661-6350 Section Elevation Size M z OM.- Ratio M Y W Y Ratio No. M x M Y ft lb ft lb ft 0,A4.. lb ft lb ft 0M v L4 35 - 0 (4) P24x0.25 284489.17 339137.50 0.839 0.00 339137.50 0.000 Pole Shear Design Data Section Elevation Size Actual �V„ Ratio Actual OT Ratio No. V. V. T. T. ft lb lb 0V lb ft lb ft OL Ll 75 - 55 (1) P6.625x0.864 2153.33 147772.00 0.015 0.00 74846.42 0.000 L2 55 - 38 (2) P8.625x0.875 4443.11 201322.00 0.022 0.04 137174.17 0.000 L3 38 - 35 (3) P8.625x0.875 4370.26 201322.00 0.022 0.04 137174.17 0.000 L4 35 - 0 (4) P24x0.25 5195.68 176273.00 0.029 0.04 339748.33 0.000 Pole Interaction Design Data Section Elevation Ratio Ratio Ratio Ratio Ratio Comb. Allow. Criteria No. P. M x M Y V. T. Stress Stress ft �P� �V �L Ratio Ratio Ll 75 - 55 (1) 0.009 0.376 0.000 0.015 0.000 0.386 1.050 4.8.2 L2 55 - 38 (2) 0.013 0.678 0.000 0.022 0.000 0.692 1.050 4.8.2 L3 38 - 35 (3) 0.014 0.773 0.000 0.022 0.000 0.788 1.050 4.8.2 L4 35 - 0 (4) 0.023 0.839 0.000 0.029 0.000 0.862 1.050 4.8.2 Section Capacity Table Section No Elevation ft Component Type Size Critical Element P lb op.11- lb % Capacity Pass Fail Ll 75 - 55 Pole P6.625x0.864 1 -4413.93 517203.73 36.7 Pass L2 55 - 38 Pole P8.625x0.875 2 -8972.22 704627.67 65.9 Pass L3 38 - 35 Pole P8.625x0.875 3 -9322.58 704627.67 75.0 Pass L4 35 - 0 Pole P24x0.25 4 -13163.00 613117.02 82.1 Pass Summary Pole (L4) 82.1 Pass RATING = 82.1 Pass Program Version 8.1.1.0 - 6/3/2021 File:G:/Shared drives/75265 - 75650/75626/P-327085_L-684806_826146 N Firdale VillagDental_Structural Analysis/tnxTower/826146_2074752_LC4.7.eri 75-ft Concealment Tower Structural Analysis Report TEP Project Number 75626.684806, Order 577984, Revision APPENDIX B BASE LEVEL DRAWING {A�,�r�( i 3�y� 2UZ2 9 Co 6-PEEtf' M3 8/9/2k 1 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT tnxTower Report - version 8.1.1.0 RECEIVED 8/9/22 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT (OTHER CONSIDERED EQUIPME (12) 7/8" TO 50 FT LEVEL (1) 1-1 /2" TO 50 FT LEVEL PROPOSED EQUIPMENT CONFIGURATION) 6) 7/8" TO 60 FT LEVEL 3) 1 -1/4" TO 60 FT LEVEL 6) 7/8" TO 70 FT LEVEL 75-ft Concealment Tower Structural Analysis Report TEP Project Number 75626.684806, Order 577984, Revision APPENDIX C ADDITIONAL CALCULATIONS {A�,�r�( i 3�y� 2UZ2 9 Co 6-PEEtf' M3 8/9/2k 8 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT tnxTower Report - version 8.1.1.0 SCE AMERICAN SOCIETY OF CIVIL ENGINEERS Address: No Address at This Location S 373 Y _ Noulx7 ham Ra F,hl errc Rood Rn klick—n Park 23ern sl sr; RECEIVED ASCE 7 Hazards Report 8/9/22 p QCITY OF EDMONDS rVELOlMrNT Standard: ASCE/SEI 7-16 Elevation: 354.9 ft (NAVD C9ERICES DEPARTMENT Risk Category: II Latitude: 47.783125 Soil Class: D - Stiff Soil Longitude:-122.366983 dmonda•'N iy' S 'd SI SW _ J _ ¢ a Fb skla � Ma-6.1 rs I Pik L o e Z40th Pr 5'N $ a s 241 st PI SWEl — S L n rn 2 � 116 93rd PI S'.ti' S NDI lO MI Sk1 - K N L a Nr�cbdrq Z N'.V 2il:7 rd ti' 3oranc Oanbn d 4 Wind Results: Wind Speed 98 Vmph 10-year MRI 67 Vmph 25-year MRI 74 Vmph 50-year MRI 78 Vmph 100-year MRI 83 Vmph r.l ..ill � rorl S Pon G-1,6 I.LII Crrek Lynnr, otl Edm OndS L } l�i�ic A1c unIA ko rn r gof J. cmn Sh reline -- •,-r lrood� I rdgroh 'L.t YA Fol�.l S14u�m 5h - Kiiusy�lc w»n nio n 4 j111j h' Kirkland LilEn and _ y� FSk' 1 I,,Inr rMo! x I&ILId Data Source: ASCE/SEI 7-16, Fig. 26.5-113 and Figs. CC.2-1—CC.2-4, and Section 26.5.2 Date Accessed: Mon Dec 13 2021 Value provided is 3-second gust wind speeds at 33 ft above ground for Exposure C Category, based on linear interpolation between contours. Wind speeds are interpolated in accordance with the 7-16 Standard. Wind speeds correspond to approximately a 7% probability of exceedance in 50 years (annual exceedance probability = 0.00143, MRI = 700 years). Site is not in a hurricane -prone region as defined in ASCE/SEI 7-16 Section 26.2. https://asce7hazardtool.online/ Page 1 of 3 Mon Dec 13 2021 -ASCE® AMERICAN SOCIETY OF CIVIL ENGINEERS Seismic Site Soil Class: D - Stiff Soil Results: Ss : 1.28 So, : N/A S, 0.449 TL 6 Fa 1 PGA: 0.543 FV N/A PGA M : 0.597 SMs : 1.28 FPGA 1.1 SM, N/A le 1 SDs 0.853 CV 1.356 Ground motion hazard analysis may be required. See ASCE/SEI 7-16 Section 11.4.8. Data Accessed: Mon Dec 13 2021 Date Source: USGS Seismic Design Maps RECEIVED 8/9/22 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT https://asce7hazardtool.online/ Page 2 of 3 Mon Dec 13 2021 -ASCE® AMERICAN SOCIUY OF CIVIL ENGINEERS Ice Results: Ice Thickness: Concurrent Temperature Gust Speed Data Source: Date Accessed: 1.00 in. 25 F 30 mph Standard ASCE/SEI 7-16, Figs. 10-2 through 10-8 Mon Dec 13 2021 RECEIVED 8/9/22 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT 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 developed, 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. 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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 Mon Dec 13 2021 CCI Flagpole Tool Site Data BU#: 1826146 Site Name: I N Firdale Villag/Dental Order #: 1577984 Rev. 2 Code Code: TIA-222-H Ice Thickness: 1 in Windspeed (V): 98 mph Ice Wind Speed (V): 30 mph Exposure Category: B Topographic Feature: N/A Risk Category: II Tower Information Total Tower Height: 75 ft Base Tower Height: 35 ft Total Canister Length: 40 ft Number of Canister Assembly Sections: 4 FLANGE PLATE (TYPE 3: SOLIDITY RATIO 0.5) RECEIVED 8/9/22 .0CR11MANS E CASV_ NT BOLT HOLES HER E PLATE Mating Mating Canister Section Canister Canister Number of Sides Plate Flange Flange Solidity Plate Canister Vent Assembly Assembly Plate Plate Weight Weight Number *: Canister Section Type: Ratio Length (ft): Length (ft): Diameter (in): Thickness Diameter (Kip): (Kip) (in)**: (in): 1 10 60 Round 2 0.38 60 0.75 0.451 1 0.314 0-10 2 10 60 Round 2 0.38 60 0.75 0.451 0.314 0-10 3 10 60 Round 2 0.38 60 0.75 0.451 0.314 0-10 4 10 60 Round 3 2.00 23.5 0.5 0.246 0.314 0-10 * Sections are numbered from the top of the tower down ** Mating Flange Plate Thickness at the bottom of canister section Flag on Tower: No Truck Ball on Tower: 1 No Geometry: Base Tower + Spine 826146_2074752_LC4.7.eri (lost saved 041081:15 pm) Pole Height Above Base (ft) Section Length (ft) Lap Splice Length (ft) Number of Sides Top Diameter (in) Bottom Diameter (in) Wall Thickness (in) Bend Radius (in) Pole Material 75 20 0 6.625 6.625 0.864 n/a A53-13-35 55 17 0 8.625 8.625 0.875 n/a A53-13-35 38 3 0 8.625 8.625 0.875 n/a A53-13-35 35 35 0 24 24 0.25 n/a A53-13-35 Discrete Loads : CFAF for Canister Assembly Page 1 of 2 CCIFlagpole Tool (2.2.2) RECEIVED Caniste tf Apply CFAF at Canister Assembly, CFAF CFAF CFAF CFAF CFAF Assembly k Canister Loading Elevation(z) Z No Ice (ft) z 1/2" Ice (ft) Z 1" Ice (ft) Z 2" Ice (ft) Z 4" Ice (ft) We1f RD (ft) Weight No 1/ei Ice Ice (Kip) Ki Canister Load 1 75 27.500 27.958 28.417 29.333 31.167 0.157 0.342 Canister Load 2 65 55.000 55.917 56.833 58.667 62.333 0.765 1.135 Canister Load 3 55 55.000 55.917 56.833 58.667 62.333 0.765 1.135 Canister Load 4 45 55.000 55.917 56.833 58.667 62.333 0.765 1.135 Canister Load 5 35 27.500 27.958 28.417 29.333 31.167 0.403 0.588 Deflection Check Required: Yes Import Deflection Results 3% Spine Deflection Check Allowable (3%) Horizontal Spine Deflection (inches) Actual Deflection ***(inches) Sufficient/ Insufficient 14.400 10.058 Sufficient *** Relative deflection under service level wind speed 9/22 )FEDMONDS -LOPMENT S DEPARTMENT Page 2 of 2 CCIFlagpole Tool (2.2.2) RECEIVED Monopole Flange Plate Connection BU # 1 826146 Site Name IN Firdale Villag/Dents Order # 1 577984 Rev. 2 TIA-222 Revision I H Top Plate - External Top Plate Data 16" OD x 1.625" Plate (A572-50; Fy=50 ksi, Fu=65 ksi) Top Stiffener Data N/A Elevation = 55 ft. CITY OF EDMONDS DEVELOPMENT Applied Loads SERVICES DEPARTMENT Moment (kip-ft) 28.55 Axial Force (kips) 4.41 Shear Force (kips) 2.15 *TIA-222-H Section 15.5 Applied Bottom Plate - External Bolt Data (6) 1" p bolts (A325 N; Fy=92 ksi, Fu=120 ksi) on 12.5" BC Top Pole Data 6.625" x 0.864" round pole (A53-B-35; Fy=35 ksi, Fu=60 ksi) Bolt Capacity Max Load (kips) 17.49 Allowable (kips) 54.54 Stress Rating: 30.5% Top Plate Capacity Max Stress (ksi): 9.92 (Flexural) Allowable Stress (ksi): 45.00 Stress Rating: 21.0% Pass Tension Side Stress Rating: 17.9% Pass Bottom Plate Data 16" OD x 1.625" Plate (A572-50; Fy=50 ksi, Fu=65 ksi) Bottom Stiffener Data N/A Bottom Pole Data 8.625" x 0.875" round pole (A53-B-35; Fy=35 ksi, Fu=60 ksi) Bottom Plate Capacity Max Stress (ksi): 6.15 (Flexural) Allowable Stress (ksi): 45.00 Stress Rating: 13.0% Pass Tension Side Stress Rating: 7.8% Pass CClplate - Version 4.1.2 Analysis Date: 4/8/2022 Monopole Flange Plate Connection BU # 826146 Site Name Firdale Villag/Dents Order # 577984 Rev. 2 TIA-222 Revision L H Top Plate - External 0 Elevation = 35 ft. Moment (kip-ft) 107.13 Axial Force (kips) 9.32 7 Shear Force (kips) 4.37 *TIA-222-H Section 15.5 Applied Bolt Data RECEIVED �^W_/WU �I rf E�MO N DEVELOPMENT SERVICES DEPARTMENT Bottom Plate - External E (6) 7/8" 0 bolts (A325 N; Fy=92 ksi, Fu=120 ksi) on 30.5" BC Top Plate Data Bottom Plate Data 33.5" OD x 2.5" Plate (A572-50; Fy=50 ksi, Fu=65 ksi) 33.5" OD x 1" Plate (A572-50; Fy=50 ksi, Fu=65 ksi) Top Stiffener Data Bottom Stiffener Data (6) 9"H x 9"W x 0.75"T, Notch: 1" plate: Fy= 50 ksi ; weld: Fy= 70 ksi horiz. weld: 0.3125" fillet vert. weld: 0.3125" fillet Top Pole Data 8.625" x 0.875" round pole (A53-13-35; Fy=35 ksi, Fu=60 ksi) N/A Bottom Pole Data 24" x 0.25" round pole (A53-B-35; Fy=35 ksi, Fu=60 ksi) Bolt Capacity Max Load (kips) 26.54 Allowable (kips) 41.56 Stress Rating: 60.8% Pass Top Plate Capacity Bottom Plate Capacity Max Stress (ksi): Max Stress (ksi): Allowable Stress (ksi): Allowable Stress (ksi): Stress Rating: N/A Stress Rating: N/A Tension Side Stress Rating: N/A Tension Side Stress Rating: N/A Top Stiffener Capacity Bottom Stiffener Capacity Horizontal Weld: N/A Horizontal Weld: N/A Vertical Weld: N/A Vertical Weld: N/A Plate Flexure+Shear: N/A Plate Flexure+Shear: N/A Plate Tension+Shear: N/A Plate Tension+Shear: N/A Plate Compression: N/A Plate Compression: N/A Top Pole Capacity Bottom Pole Capacity Punching Shear: N/A Punching Shear: N/A CClplate - Version 4.1.2 Analysis Date: 4/13/2022 RECEIVED 8/9/22 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT Elevation R 35 (Flange) BdtGrouP A>vaf Reslat Shear I Handp� 1 Yes Yes Yes Custom Bolt Connection Custom Stiffener Connection - Top Plate 000aa�oom� ��m ©omaa�oom� ��m oo�aa�oom� ��m ao�aa�oom� ��m Plot Graphic 00plate - Version 4.1.2 Analysis Date: 4/13/2022 Monopole Base Plate Connection BU # 826146 Site Name N Firdale Villag/Dental Order # 577984 Rev. 2 Analysis Considerations TIA-222 Revision H Grout Considered: See Custom Sheet lar(in)l See Custom Sheet �Applied Loads Moment (kip-ft) 284.49 Axial Force (kips) 13.16 Shear Force (kips) 5.20 *TIA-222-H Section 15.5 Applied Adjusted Pole Reactions Moment (kip-ft) 180.23 Axial Force (kips) 13.16 Shear Force (kips) 5.20 *Reactions to enter in CClpole, BARB CL = Oft RECEIVED C p8/ OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT Anchor Rod Data Anchor Rod Summary (units of kips, kip -in) GROUP 1: (4) 1-1/2" 4 bolts (F1554-55 N; Fy=55 ksi, Fu=75 ksi) on 28" BC GROUP 1: GROUP 2: (3) 1-3/4" 0 bolts (A193 Gr. B7 N; Fy=105 ksi, Fu=125 ksi) on 40" BC Pu_c = 71.64 (�Pn_c = 87.47 Stress Rating Vu = 1.3 (�Vn = 39.36 83.9% Base Plate Data Mu = 1.69 (�Mn = 27.84 Pass 28" W x 1.5" Plate (A36; Fy=36 ksi, Fu=58 ksi); Clip: 4 in GROUP 2: (BARB) Stiffener Data Pu—t = 81.75 (�Pn_t = 178.13 Stress Rating N/A Vu = 0 (�Vn = 112.75 43.7% Mu=O (�Mn=84.41 Pole Data 24" x 0.25" round pole (A53-B-35; Fy=35 ksi, Fu=60 ksi) Base Plate Summary Max Stress (ksi): 16.92 (Flexural) Allowable Stress (ksi): 32.4 Stress Rating: 49.7% CClplate - Version 4.1.2 Analysis Date: 4/8/2022 (CUPIDU Elevation ft 0 1 (Base) Bolt Resist Induce Plate Grout Apply at BARB Grou Axial Resist Shear Bendin Considered Elevation 1 Yes Yes Yes No No 2 No I No No No Yes RECEIVED 8/9/22 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT note: Bending interaction not considered when Grout Considered = "Yes" BARB CL Elevation (ft) 0 0 Include Pole Reactions in Report CustomBolt 1 1 Bolt Bolt Group ID Location (deg.) Diameter (in) Material Bolt Circle (in) Eta Factor. D: la, (in): Thread Type Area Override, W2 Tension Only 1 1 45 1.5 F1554-55 28 ?�' 0.5 2 N-Included No 2 1 135 1.5 F1554-55 28 0.5I 2 N-Included No 3 1 225 1.5 F1554-55 28 __.0.5:.. 2 N-Included No 4 1 315 1.5 F1554-55 28 0.5 2 N-Included No 5 2 0 1.75 A193 Gr. B7 40 0.5 S 8.31 N-Included No 6 2 135 1.75 A193 Gr. B7 40 0.5 8.31 N-Included No 7 1 2 1 225 1 1.75 1 A193 Gr. B7 1 40 0 5 : 8.31 1 N-Included No Plot Graphic CClplate - Version 4.1.2 Analysis Date: 4/13/2022 Drilled Pier Foundation BU # : 826146 Site Name: N Firdale Villag/Dental Order Number: 577984 Rev. 2 TIA-222 Revison: H Tower Type: Monopole Applied Loads Comp. Uplift Moment (kip-ft)l 284 Axial Force (kipS)j 12 Shear Force (kips)l 5 Material Concrete Strength, Pc: Properties 4 ksi Rebar Strength, Fy: 60 ksi Tie Yield Strength, Fyt: 60 ksi Pier Design Data Depth 10 ft Ext. Above Gradel 0.5 ft Pier Section 1 From 0.5' above grade to 10' below grade Pier Diameter 5 ft Rebar Quantity 24 Rebar Size 7 Clear Cover to Ties 3 in Tie Size 3 Tie Spacing 6 in RECEIVED 8/9/22 CITY OF EDMONDS DEVELOPMENT Report File: - - Rebar & Pier Options Embedded Pole Inputs Belled Pier Inputs Soil Lateral Check Compression Onliff Dv=, (ft from TOC) 3.18 Soil Safety Factor 1.37 Max Moment (kip-ft) 305.41 Rating* 92.4% Nou vercicai LnecK L,pmpress1pn upnu Skin Friction (kips) 40.64 End Bearing (kips) 220.89 Weight of Concrete (kips) 37.11 Total Capacity (kips) 261.54 Axial (kips) 49.11 Rating* 17.9% Remtorced Concrete Flexure GOrnoresslon UD111t Critical Depth (ft from TOC) 3.09 Critical Moment (kip-ft) 305.38 Critical Moment Capacity 1680.60 Rating* 17.3% Remtorced Concrete shear GOrrloreSSion Unurt Critical Depth (ft from TOC) 7.75 Critical Shear (kip) 88.73 Critical Shear Capacity 403.11 Rating* 21.0% Structural Foundation Rating* 1 21.0% Soil Interaction Rating* 92.4% *Rating per TIA-222-H Section 15.5 Soil Profile Groundwater Depth N/A # of Layers 3 CCCROWN CASTLE Check Limitation Apply TIA-222-H Section 15.5: 0 N/A ❑ Additional Longitudinal Rebar Input Effective Depths (else Actual): Shear Design Options ❑ Check Shear along Depth of Pier: I 0 Utilize Shear-FrictionMethodoloigy:1 I Override Critical Depth: I ❑ I;o to Son t;aicuiations Calculated Calculated Ultimate Skin Ult. Gross Angle of Ultimate Skin Top Thickness Y-il yconcrete Cohesion Ultimate Skin Ultimate Skin Friction Comp Bearing SPT Blow Layer Bottom (ft) Friction Friction Uplift Soil Type (ft) (ft) (pcf) (pcf) (ksf) Friction Comp Friction Uplift Override Capacity Count (degrees) Override (ksf) (ksf) (ksf) (ksf) (ksf) 1 0 2 2 100 150 0 0.000 0.000 0.00 0.00 Cohesionless 2 2 5 3 100 150 29.15 0.000 0.000 0.15 0.15 Cohesionless 31 51 101 51 1001 1501 36.87 0.0001 0.0001 0.601 0.601 151 Cohesionless Version 5.0.3 RECEIVED CROWN BU: 826146 WO: 9 Order: 7798CASTLE 577984 8/9/22 Structure: Al OF EDMOND SERVICES DEPARTMENT Rev: F-- 2 , • Decimal Degrees Deg Min Sec Lat: 47.783125 47 46 59.25 Long:-122.366983 122 22 1.14 Code and Site Parameters Seismic Design Code: TIA-222-H-1 Site Soil: D (Determined) Stiff Soil Risk Category: II USGS Seismic Reference SS: 1.2800 g SI: 0.4490 g TL: 6 s CategorySeismic Design Importance Factor, le: 1 Acceleration -based site coefficient, Fa: 1.0000 Velocity -based site coefficient, F,: 1.8510 Design spectral response acceleration short period, SDS: 0.8533 g Design spectral response acceleration 1 s period, SDI: 0.5541 g T5: 0.6493 Seismic Design Category Based on SDs: D Seismic Design Category Based on SDI: D Seismic Design Category Based on SI: N/A Controlling Seismic Design Category: D CCISeismic 3.3.9 Page 1 Analysis Date: 4/8/2022 RECEIVED 8/9/22 CITY OF EDMONDS R�/DEVELOPMENT CROWN BU: 826146 (ICESDEPARTMENSLructure: A WO: 210IS69 CASTLE Order: 577984 Rev: 2 Tower Type: Height, h: Effective Seismic Weight, W: Amplification Factor, As: Stepped Monopole 75 10.97 1.0 Response Modification Factor, R: 1.5 ft kips Fundamental Period, T: 1 1.9630 s Seismic Response Coefficient, C, Seismic Response Coefficient Max 1, Csmax Seismic Response Coefficient Max 2, Csmax Seismic Response Coefficient Min 1, C,miD Seismic Response Coefficient Min 2, Csmin Controlling Seismic Response Coefficient, C, Seismic Base Shear, V 0.2823 N/A N/A 0.0375 N/A 0.2823 Period Related Exponent, k: 1.732 Sum of w;h;k 9341.16 kips 2.7.8.1 Table 2-12 Note 3 2.7.7.1.1 2.7.7.1.1 2.7.7.1.1 CCISeismic 3.3.9 Page 2 Analysis Date: 4/8/2022 Tower Engineering Profess.. Sarah E. Sarp N Firdale Villag/Dental (BU 826146) RECEIVED 8/9/22 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT SK - 1 Apr 8, 2022 at 1:59 PM TEP No. 75626.684806 826146_2074752_LC4.7.rt3 Company Tower Engineering Professionals Apr RECEIVED 111RI �� Designer Sarah E. 756 C: e Job Number TEP No. 75626.684806 hiec 92 A NEMETSCHEK COMPANY Model Name N Firdale Villag/Dental (BU 826146) CITY OF EDMONDS (Global) Model Settings Display Sections for Member Calcs 5 Max Internal Sections for Member Calcs 97 Include Shear Deformation? Yes Increase Nailing Capacity for Wind? Yes Include Warping? Yes Trans Load Btwn Intersecting Wood Wall? Yes Area Load Mesh inA2 144 Merge Tolerance in .12 P-Delta Analysis Tolerance 0.50% Include P-Delta for Walls? Yes Automatically Iterate Stiffness for Walls? No Max Iterations for Wall Stiffness 3 Gravity Acceleration ft/secA2 32.2 Wall Mesh Size in 24 Ei ensolution Convergence Tol. 1.E- 4 Vertical Axis Y Global Member Orientation Plane XZ Static Solver Sparse Accelerated Dynamic Solver Standard Solver Hot Rolled Steel Code AISC 15th 360-16 : LRFD AdmustStiffness? Yes Iterative RISAConnection Code AISC 14th 360-10 : ASD Cold Formed Steel Code None Wood Code None Wood Temperature < 10OF Concrete Code None Masonry Code TMS 402-16: ASD Aluminum Code AA ADM 1-15: ASD - Building Stainless Steel Code AISC 14th 360-10 : ASD Adjust Stiffness? Yes Iterative Number of Shear Regions 4 Region Spacing Increment in 4 Biaxial Column Method Exact Integration Parme Beta Factor (PCA) .65 Concrete Stress Block Rectangular Use Cracked Sections? Yes Use Cracked Sections Slab? No Bad Framing Warnings? No Unused Force Warnings? Yes Min 1 Bar Diam. Spacing? No Concrete Rebar Set REBAR SET ASTMA615 Min % Steel for Column 1 Max % Steel for Column 8 RISA-3D Version 17.0.4[GA ... \... \... \... \tnxTower\826146 2074752 LC4.7.rt3] Page 1 Company Tower Engineering Professionals Apr RI&EzIVED 11RISA 756 Designer Sarah E. Che -- Job Number TEP No. 75626.684806 hic Model Name N Firdale Villag/Dental (BU 826146) CITY OF EDMONDS (Global) Model Settings, Continued Seismic Code ASCE 7-16 Seismic Base Elevation ft 0 Add Base Weight? Yes Ct X 1 Ct Z 1 T X sec 1.963 T Z sec 1.963 R X 1.5 R Z 1.5 Ct Exp. X .75 Ct Exp. Z .75 S D 1 .554 SIDS .853 S 1 .449 TL sec 6 Risk Cat I or II Drift Cat Other Om Z 1 Om X 1 Cd Z 4 Cd X 4 Rho Z 1 Rho X 1 Hot Rolled Steel Properties Label E rksil G rksil Nu Therm /1E... Densit k/ft... Yieldrksil Ry Fu ksi Rt 1 A53-B-35 29000 11200 .295 .65 .49 35 1.5 58 1.2 Hot Rolled Steel Section Sets Label Shape TVDe Desian List Material Desian Rules A rin2l Ivv rin4l Izz rin4l J rin4l 1 NT LEG L1 P6.625x0.864 Column Pie A53-B-35 Typical 15.637 66.333 66.333 132.665 2 ANT LEG 1-2 P8.625x0.875 Column Pie A53-B-35 Typical 21.304 161.985 161.985 323.969 3 NT LEG L3P8.625x0.875 Column Pie A53-B-35 Typical 21.304 161.985 161.985 323.969 4 NT LEG L4 P24x0.25 Column Pie A53-B-35 T ical 18.653 1315.343 1315.343 2630.685 Joint Boundary Conditions Joint Label X k/in Y k/in Z [k/inl X Rot. k-ft/rad Y Rot. k-fUrad Z Rot. k-fUrad 1 N42 Reaction Reaction Reaction Reaction Reaction Reaction Member Primary Data Label I Joint J Joint K Joint Rotate(deq) Section/Shape Type Desiqn List Material Desiqn Rules 1 M1 N1 N21 ANT LEG L1 Column Pie A53-B-35 TVpical 2 M2 N22 N1 ANT LEG L2 Column Pie A53-B-35 Typical 3 M3 N39 N22 ANT LEG L3 Column Pie A53-B-35 Typical 4 M4 N42 N39 ANT LEG L4 Column Pie A53-B-35 T ical Basic Load Cases BLC Description Category X Gravity Y Gravity Z Gravity Joint Point Distributed Area Me... Surface P... 1 Dead None -1 119 4 Load Combinations RISA-3D Version 17.0.4[GA ... \... \... \... \tnxTower\826146 2074752 LC4.7.rt3] Page 2 Company Tower Engineering Professionals Apr RIC[zIVED 111RI �� Designer Sarah E. 756 C: e Job Number TEP No. 75626.684806 hiec 92 A NEMETSCHEK COMPANY Model Name N Firdale Villag/Dental (BU 826146) CITY OF EDMONDS Member Section Forces LC Member Label Sec Axialrkl v Shearrkl z Shearrkl Torquerk-ftl v-v Moment[k-ft] z-z Moment[k-ftl 1 2 M 1 1 5.195 1.721 0 0 0 23.53 2 2 4.81 1.696 0 0 0 15.434 3 3 3.514 1.545 0 0 0 7.748 4 4 2.081 1.178 0 0 0 1.616 5 5 .215 .216 0 0 0 0 6 2 M2 1 10.426 2.507 0 0 -.002 52.91 7 2 9.933 2.404 0 0 -.002 44.736 8 3 8.391 2.095 0 0 -.002 37.352 9 4 6.736 1.861 0 0 0 30.4 10 5 6.243 1.813 0 0 0 23.53 11 2 M3 1 10.781 2.582 0 0 -.002 59.154 12 2 10.692 2.582 0 0 -.002 57.563 13 3 10.604 2.557 0 0 -.002 55.992 14 4 10.515 2.532 0 0 -.002 54.441 15 5 10.426 2.532 0 0 -.002 52.91 16 2 M4 1 15.04 3.097 0 0 -.002 152.739 17 2 14.114 3.09 0 0 -.002 127.214 18 3 13.187 3.039 0 0 -.002 102.594 19 4 12.26 2.921 0 0 -.002 79.599 20 5 11.333 2.737 0 0 -.002 59.154 Joint Deflections LC Joint Label X rinl Y Fin'! Z Fin'! X Rotation [radl Y Rotation [radl Z Rotation [radl 1 2 N1 9.619 -.017 0 -1.368e-6 0 3.639e-2 2 2 N2 10.052 -.017 0 -1.376e-6 0 3.781e-2 3 2 N3 10.499 -.017 0 -1.382e-6 0 3.914e-2 4 2 N4 10.96 -.018 0 -1.388e-6 0 4.037e-2 5 2 N5 11.434 -.018 0 -1.393e-6 0 4.148e-2 6 2 N6 11.919 -.018 0 -1.397e-6 0 4.249e-2 7 2 N7 12.415 -.018 0 -1.401e-6 0 4.34e-2 8 2 N8 12.921 -.018 0 -1.404e-6 0 4.421 e-2 9 2 N9 13.435 -.018 0 -1.407e-6 0 4.492e-2 10 2 N10 13.958 -.018 0 -1.409e-6 0 4.553e-2 11 2 N 11 14.487 -.019 0 -1.411 a-6 0 4.604e-2 12 2 N12 15.021 -.019 0 -1.412e-6 0 4.646e-2 13 2 N13 15.561 -.019 0 -1.413e-6 0 4.68e-2 14 2 N14 16.105 -.019 0 -1.414e-6 0 4.707e-2 15 2 N15 16.653 -.019 0 -1.415e-6 0 4.726e-2 16 2 N16 17.203 -.019 0 -1.415e-6 0 4.738e-2 17 2 N 17 17.755 -.019 0 -1.415e-6 0 4.745e-2 18 2 N 18 18.309 -.019 0 -1.415e-6 0 4.751 e-2 19 2 N19 18.864 -.019 0 -1.415e-6 0 4.754e-2 20 2 N20 19.42 -.019 0 -1.415e-6 0 4.756e-2 21 2 N21 19.977 -.019 0 -1.415e-6 0 4.756e-2 22 2 N22 3.888 -.014 0 -5.253e-7 0 1.847e-2 23 2 N23 4.116 -.014 0 -5.956e-7 0 1.998e-2 24 2 N24 4.361 -.014 0 -6.657e-7 0 2.143e-2 25 2 N25 4.623 -.014 0 -7.355e-7 0 2.283e-2 26 2 N26 4.9 -.015 0 -8.05e-7 0 2.416e-2 27 2 N27 5.191 -.015 0 -8.743e-7 0 2.543e-2 28 2 N28 5.497 -.015 0 -9.432e-7 0 2.664e-2 29 2 N29 5.817 -.015 0 -1.012e-6 0 2.78e-2 30 2 N30 6.149 -.015 0 -1.08e-6 0 2.889e-2 31 2 N31 6.494 -.016 0 -1.148e-6 0 2.994e-2 32 2 N32 6.85 -.016 0 -1.215e-6 0 3.093e-2 33 2 N33 7.217 -.016 0 -1.282e-6 0 3.186e-2 34 2 N34 7.595 -.016 0 -1.349e-6 0 3.274e-2 35 2 N35 7.982 -.016 0 -1.354e-6 0 3.357e-2 36 2 N36 8.379 -.017 0 -1.358e-6 0 3.435e-2 37 2 N37 8.784 -.017 0 -1.362e-6 0 3.508e-2 RISA-3D Version 17.0.4[GA ... \... \... \... \tnxTower\826146 2074752 LC4.7.rt3] Page 3 Company Tower Engineering Professionals Apr RECEIVED 111RI �� Designer Sarah E. 756 C: e Job Number TEP No. 75626.684806 hiec 92 A NEMETSCHEK COMPANY Model Name N Firdale Villag/Dental (BU 826146) CITY OF EDMONDS Joint Deflections (Continued) I r Anint I ahal X rinl Y rinl 7 rinl X Rntatinn rrarll Y Rntatinn rrarll 7 Rntatinn rrarll 38 2 N38 9.198 -.017 0 -1.365e-6 0 3.576e-2 39 2 N39 3.312 -.013 0 -3.132e-7 0 1.359e-2 40 2 N40 3.485 -.013 0 -3.84e-7 0 1.527e-2 41 2 N41 3.677 -.013 0 -4.547e-7 0 1.69e-2 42 2 N42 0 0 0 0 0 0 43 2 N43 .011 0 0 -1.585e-8 0 9.92e-4 44 2 N44 .043 -.001 0 -3.171 a-8 0 1.95e-3 45 2 N45 .094 -.002 0 -4.756e-8 0 2.874e-3 46 2 N46 .164 -.003 0 -6.34e-8 0 3.764e-3 47 2 N47 .253 -.004 0 -7.922e-8 0 4.621 e-3 48 2 N48 .359 -.004 0 -9.503e-8 0 5.444e-3 49 2 N49 .482 -.005 0 -1.108e-7 0 6.234e-3 50 2 N50 .622 -.006 0 -1.266e-7 0 6.991 a-3 51 2 N51 .777 -.006 0 -1.423e-7 0 7.715e-3 52 2 N52 .947 -.007 0 -1.581 a-7 0 8.406e-3 53 2 N53 1.13 -.007 0 -1.737e-7 0 9.064e-3 54 2 N54 1.328 -.008 0 -1.894e-7 0 9.691 a-3 55 2 N55 1.538 -.009 0 -2.05e-7 0 1.029e-2 56 2 N56 1.761 -.009 0 -2.206e-7 0 1.085e-2 57 2 N57 1.994 -.01 0 -2.361 a-7 0 1.138e-2 58 2 N58 2.239 -.011 0 -2.516e-7 0 1.188e-2 59 2 N59 2.494 -.011 0 -2.671 e-7 0 1.235e-2 60 2 N60 2.758 -.012 0 -2.825e-7 0 1.279e-2 61 2 N61 3.031 -.012 0 -2.978e-7 0 1.321e-2 Joint Reactions (By Combination) I r Ininf I nhal X rlrl Y rkl 7 rkl KAX rk-ftl KAY rk-ftl KA7 rk-ftl 1 2 N42 -3.097 15.04 0 .002 0 -152.739 2 2 Totals: -3.097 15.04 0 3 2 COG (ft): X: 0 Y: 46.175 Z: 0 Member RISC 15th(360-16): LRFD Steel Code Checks I r Mamhar Rhnna I Ir RAav I ncrftl Rhaar I Ir 1 nrrftl nirnhi*Pnrr nhi*Pntrkl nhi*kAnu nhi*KAn7 Rh Fnn 1 2 M 1 P6.6254.8.. .316 0 .012 0 492.575 492.575 75.837 75.837 1 H 1-1 b 2 2 M2 P8.6254.8.. .390 0 .012 0 671.074 671.074 138.542 138.542 1 H1-1b 3 2 M3 P8.6254.8.. .435 0 .013 0 671.074 671.074 138.542 138.542 1 H1-1b 4 2 M4 P24x0.25 .462 0 .018 0 584.428 587.576 339.882 339.882 1 HI-1b Response Spectra Data X Direction Spectra ASCE 2016, Parametric Design Spectra Modes Used All 8 modes Mode No. for Signs Modal Combination Method CQC Damping Ratio 5 Percent Y Direction Spectra ASCE 2016, Parametric Design Spectra Modes Used All 8 modes Mode No. for Signs Modal Combination Method CQC Damping Ratio 5 Percent Z Direction S ectra ASCE 2016, Parametric Design Spectra Modes Used All 8 modes Mode No. for Signs Modal Combination Method CQC Damping Ratio 5 Percent RISA-3D Version 17.0.4[GA ... \... \... \... \tnxTower\826146 2074752 LC4.7.rt3] Page 4 Company Tower Engineering Professionals Apr RI&EzIVED 11RISA 756 Designer Sarah E. Che -- Job Number TEP No. 75626.684806 hic Model Name N Firdale Villag/Dental (BU 826146) CITY OF EDMONDS Freauencies / Participation Mode Number Frequency Period Percent Modal Participation (Hz) (Sec) X Spectra Y Spectra Z Spectra 1 .509 1.963 .149 65.936 2 .509 1.963 65.936 .149 3 2.111 .474 8.657 9.053 4 2.111 .474 9.053 8.657 5 5.854 .171 .053 4.155 6 5.854 .171 4.155 .053 7 12.236 .082 .266 1.981 8 1 12.236 1 .082 1.981 .266 Totals : 90.25 90.25 RISA-3D Version 17.0.4[GA ... \... \... \... \tnxTower\826146 2074752 LC4.7.rt3] Page 5 Monopole Base Plate Connection - Seismic BU # 826146 Site Name N Firdale Villag/Dental Order # 577984 Rev. 2 Analysis Considerations TIA-222 Revision H Grout Considered: See Custom Sheet lar(in)l See Custom Sheet jApplied Loads Moment (kip-ft) 152.70 Axial Force (kips) 15.04 Shear Force (kips) 3.10 *TIA-222-H Section 15.5 Applied *1.5 Overstrength Factor Applied Adjusted Pole Reactions Moment (kip-ft) 119.78 Axial Force (kips) 13.16 Shear Force (kips) 5.20 *Reactions to enter in CClpole, BARB CL = Oft RECEIVED C p8/ OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT Anchor Rod Data Anchor Rod Summary (units of kips, kip -in) GROUP 1: (4) 1-1/2" 4 bolts (F1554-55 N; Fy=55 ksi, Fu=75 ksi) on 28" BC GROUP 1: GROUP 2: (3) 1-3/4" 0 bolts (A193 Gr. B7 N; Fy=105 ksi, Fu=125 ksi) on 40" BC Pu_c = 58.79 (�Pn_c = 87.47 Stress Rating Vu = 1.16 (�Vn = 39.36 69.3% Base Plate Data Mu = 1.51 (�Mn = 27.84 Pass 28" W x 1.5" Plate (A36; Fy=36 ksi, Fu=58 ksi); Clip: 4 in GROUP 2: (BARB) Stiffener Data Pu—t = 65.82 (�Pn_t = 178.13 Stress Rating N/A Vu = 0 (�Vn = 112.75 35.2% Mu=O (�Mn=84.41 Pole Data 24" x 0.25" round pole (A53-B-35; Fy=35 ksi, Fu=60 ksi) Base Plate Summary Max Stress (ksi): 9.57 (Flexural) Allowable Stress (ksi): 32.4 Stress Rating: 28.1% CClplate - Version 4.1.2 Analysis Date: 4/8/2022