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&QPzO2f<,2/73 ?(Se5 PAULJ. FRD �r�/71 (s, I F & COMPANY O matzo EG ! VED Date: March 18, 2022 APR 2 8 2022 CITY OF TIGARD Paul J. Ford and Company BUILDING DIVISION 250 E. Broad St., Ste 600 Columbus, OH 43215 614-221-6679 Subject: Structural Analysis Report Carrier Designation: Site Number: P008256A Site Name: P029XC053 Crown Castle Designation: BU Number: 879570 Site Name: WASHINGTON SQUARE MALL JDE Job Number: 623161 Work Order Number: 2093356 Order Number: 532628 Rev. 3 Engineering Firm Designation: Paul J. Ford and Company Project Number: 37522-0099.001.7805 Site Data: 9585 SW Washington Sq Rd, TIGARD, Washington County, OR Latitude 45°27'10.69", Longitude-122°46'41.31" 87.5 Foot-Monopole Tower Paul J. Ford and Company 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: LC5: Proposed Equipment Configuration Sufficient Capacity This analysis has been performed in accordance with the 2019 Oregon Structural Specialty Code and the 2018 International Building code based upon an ultimate 3-second gust wind speed of 97 mph. Applicable Standard references and design criteria are listed in Section 2 -Analysis Criteria. Respectfully submitted by:• ,Q 2CG� '�1•L C vLC�2 tRUCTUR,il ��ittp PROp$.`SiP Nathan C. Miller, P.E. •g "IGIN . i0 Project Engineer 4, ' nmiller©pauljford.com 89567PE r P 7 WI y•REGON "I' 1 B.'t 4* KEo0P 03/(5(22 Expires:06730(23 tnxTower Report-version 8.1.1.0 March 18, 2022 87.5 Ft Monopole Tower Structural Analysis CCI BU No 879570 Project Number 37522-0099.001.7805, Order 532628, Revision 3 Page 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 tnxTower Report-version 8.1.1.0 a I March 18, 2022 87.5 Ft Monopole Tower Structural Analysis CCI BU No 879570 Project Number 37522-0099.001.7805, Order 532628, Revision 3 Page 3 1) INTRODUCTION This tower is a 87.5 ft Monopole tower designed by ROHN in July of 2000 and mapped by FDH in December of 2014. The tower has been modified per reinforcement drawings prepared by Paul J. Ford and Company in June of 4 2016. Reinforcement consists of concealment enlargement. The tower has been modified per reinforcement drawings prepared by Paul J. Ford and Company in December of 2017. Reinforcement consists of concealment enlargement. 2)ANALYSIS CRITERIA TIA-222 Revision: TIA-222-H Risk Category: II Wind Speed: 97 mph Exposure Category: C Topographic Factor: 1 Ice Thickness: 1.5 in Wind Speed with Ice: 30 mph Seismic Ss: 0.867 Seismic S1: 0.398 Service Wind Speed: 60 mph Table 1 - Proposed Equipment Configuration Center Number Number Feed Mounting Line of Antenna Antenna Model of Feed Line Level (ft) Elevation Antennas Manufacturer Lines Size (in) I (ft) j 3 j commscope L FFW-656 R3-V1_TMO ' 84.0 84.0 2 commscope HCS 2.0 l - 2 1-1/2 3 nokia AHFIG_TMO 3 nokia AHLOA_T-MOBILE 79.0 I 79.0 3 nokia AEHC I --- 1 — - Table 2-Other Considered Equipment Center Number Number Feed Mounting Line of Antenna Antenna Model of Feed Line Level (ft) Elevation Antennas Manufacturer Lines Size(in) (ft) j 83.3 83.3 1 concealment 8.5' x 78"0 Non-Vented i ___ I Concealment Shroud --1 5.75' x 78"0 Non-Vented __ __ 76.1 76.1 1 concealment Concealment Shroud 3 kathrein 80010966 70.0 68.0 3 nokia AHFIB_CCIV2 2 3/8 3 nokia AHLBA_CCIV2 4 3/4___ 3 raycap DC6-48-60-18-8F $ 17' x 78"0 Non-Vented __ __ 64.8 64.8 1 concealment Concealment Shroud 3 1 alcatel lucent RRH4X25-WCS V� , 60.0 58.0 �_ 4X2 — 12 7/8 3 kathrein 80010966 —T-53.8 53.8 1 concealment 5'x 78"0 Non-Vented — — Concealment Shroud tnxTower Report-version 8.1.1.0 March 18, 2022 87.5 Ft Monopole Tower Structural Analysis CCI BU No 879570 Project Number 37522-0099.001.7805, Order 532628, Revision 3 Page 4 3)ANALYSIS PROCEDURE Table 3 -Documents Provided Document Reference Source 4-GEOTECHNICAL REPORTS 1574694 CCISITES 4-TOWER FOUNDATION DRAWINGS/DESIGN/SPECS 1625445 CCISITES 4-TOWER MANUFACTURER DRAWINGS 1626447 CCISITES 4-TOWER REINFORCEMENT DESIGN/DRAWINGS/DATA -T-- 6386202 CCISITES 4-POST-MODIFICATION INSPECTION 6790819 CCISITES 4-TOWER REINFORCEMENT DESIGN/DRAWINGS/DATA 7268954 CCISITES 4-POST-MODIFICATION INSPECTION 8215030 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. 3.2) Assumptions 1) 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. 3) The structure was modified in conformance with the referenced modification drawings as shown in the referenced post modification inspection. This analysis may be affected if any assumptions are not valid or have been made in error. Paul J. Ford and Company should be notified to determine the effect on the structural integrity of the tower. 4)ANALYSIS RESULTS Table 4-Section Capacity(Summary) Section Elevation(ft) Component Type Size Critical P(K) SF*P allow ° Pass/Fail No. Element (K) Capacity L1 87.5-75 Pole P4.5x0.628 1 5.00 252.66 62.8 Pass L2 75-73.25 Pole P30x0.375 2 5.29 1596.48 2.0 r Pass L3 173.25-51.25 Pole P30x0.375 3 14.84 ' 1596.48 9.7 Pass L4 51.25-40 Pole P30x0.375 4 19.41 1596.48 15.2 Pass L5 40-0 Pole P30x0.375 5 26.29 1596.48 36.4 Pass �._ Summary Pole(L1) 62.8 I Pass Rating= 62.8 Pass tnxTower Report-version 8.1.1.0 T , March 18, 2022 87.5 Ft Monopole Tower Structural Analysis CC!BU No 879570 Project Number 37522-0099.001.7805, Order 532628, Revision 3 Page 5 Table 5 -Tower Component Stresses vs. Capacity 1 Notes Component Elevation (ft) %Capacity Pass/Fail 1 Flange Bolts 75 i 75.5 Pass 1 Flange Plate 75 I 74.6 Pass • 1 Flange Bolts 40 ( 36.7 [ Pass 1 Flange Plate j 40 I 34.2 Pass 1 J Anchor Rods ; 0 I 42.6 Pass 1 Base Plate 0 -- 27.9 Pass r 1 Base Foundation (Structure) 1 0 -- 21.0 Pass 1 Base Foundation (Soil Interaction) I 0 I 20.6 l Pass Structure Rating (max from all components) = 75.5% Notes: • All structural ratings are per TIA-222-H Section 15.5 1) See additional documentation in"Appendix C—Additional Calculations"for calculations supporting the%capacity consumed. 4.1) Recommendations The tower and its foundation have sufficient capacity to carry the proposed load configuration. No modifications are required at this time. tnxTower Report-version 8.1.1.0 March 18, 2022 87.5 Ft Monopole Tower Structural Analysis CCI BU No 879570 Project Number 37522-0099.001.7805, Order 532628, Revision 3 Page 6 APPENDIX A TNXTOWER OUTPUT tnxTower Report-version 8.1.1.0 1 87.5ft t S w o MATERIAL STRENGTH Z N A a r' GRADE Fy_ Fu GRADE Fy Fu a a 't A53-B-35 35 ksi 60 ksi API 5LX52 52 ksi 68 ksi TOWER DESIGN NOTES • 7s.o ft 1, 1. Tower is located in Washington County,Oregon. 2. Tower designed for Exposure C to the TIA-222-H Standard. 0 73.3 ft 3. Tower designed for a 97 mph basic wind in accordance with the TIA-222-H Standard. a 4. Tower is also designed for a 30 mph basic wind with 1.50 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. TIA-222-H Annex S 9. TOWER RATING:62.8% k. r M O M p O .. ftN N a V J } Q 51.3 ft g2 r M to � O N M X 0 40.0 6 ALL REACTIONS o : ARE FACTORED a AXIAL 36 K SHEAR MOMENT 1 K / 1 65 kip-ft TORQUE 0 kip-ft 30 mph WIND-1.5000 in ICE AXIAL 24 K SHEAR MOMENT 4 K / J 261 kip-ft 0.0 ft m REACTIONS-97 mph WIND a 2 O t ,s ft u co 6 - a 3 I F Paul J. Ford and Company '°b 87.5 ft Monopole Washington Square Ma 250 E. Broad St., Ste 600 Project.PJF 37522-00991 BU 879570 Columbus, OH 43215 Che"t,Crown Castle Drawn by.Nathan Miller Appd PJFLogo Phone:614-221-6679 Code TIA-222-H Date:03/18/22 Scale NTS FAX: Path: Dwg No.E-1 lb1A+U8iLliliNiMlFfiiFblMilli4lAPkidlNtMNai«frlNtN#frlH + arsuerlfalrsrrrrseeaeeaurrraneeamraa.maan..nan...s.raver....r..w.a+w....:........... ..... March 18, 2022 87.5 Ft Monopole Tower Structural Analysis CCI BU No 879570 Project Number 37522-0099.001.7805, Order 532628, Revision 3 Page 7 Tower Input Data The tower is a monopole. • This tower is designed using the TIA-222-H standard. The following design criteria apply: 1) Tower is located in Washington County, Oregon. 2) Tower base elevation above sea level: 252.76 ft. 3) Basic wind speed of 97 mph. 4) Risk Category II. 5) Exposure Category C. 6) Simplified Topographic Factor Procedure for wind speed-up calculations is used. 7) Topographic Category: 1. 8) Crest Height: 0.00 ft. 9) Nominal ice thickness of 1.5000 in. 10) Ice thickness is considered to increase with height. 11) Ice density of 56 pcf. 12) A wind speed of 30 mph is used in combination with ice. 13) Temperature drop of 50 °F. 14) Deflections calculated using a wind speed of 60 mph. 15) TIA-222-H Annex S. 16) TOWER RATING: 62.8%. 17) A non-linear(P-delta)analysis was used. 18) Pressures are calculated at each section. 19) Stress ratio used in pole design is 1. 20) Tower analysis based on target reliabilities in accordance with Annex S. 21) Load Modification Factors used: Kes(Fw) = 0.95, Kes(ti) = 0.85. 22) Maximum demand-capacity ratio is: 1.05. 23) Local bending stresses due to climbing loads, feed line supports, and appurtenance mounts are not considered. Options Consider Moments-Legs Distribute Leg Loads As Uniform Use ASCE 10 X-Brace Ly Rules Consider Moments-Horizontals Assume Legs Pinned Calculate Redundant Bracing Forces Consider Moments-Diagonals 4 Assume Rigid Index Plate Ignore Redundant Members in FEA Use Moment Magnification Ni Use Clear Spans For Wind Area SR Leg Bolts Resist Compression 4 Use Code Stress Ratios Use Clear Spans For KL/r All Leg Panels Have Same Allowable NI Use Code Safety Factors-Guys Retension Guys To Initial Tension Offset Girt At Foundation Escalate Ice 4 Bypass Mast Stability Checks l Consider Feed Line Torque Always Use Max Kz Ni Use Azimuth Dish Coefficients Include Angle Block Shear Check Use Special Wind Profile N/ Project Wind Area of Appurt. Use TIA-222-H Bracing Resist. Exemption Include Bolts In Member Capacity Autocalc Torque Arm Areas Use TIA-222-H Tension Splice Exemption Leg Bolts Are At Top Of Section Add IBC.6D+W Combination Poles Secondary Horizontal Braces Leg Sort Capacity Reports By Component NI Include Shear-Torsion Interaction Use Diamond Inner Bracing(4 Sided) Triangulate Diamond Inner Bracing Always Use Sub-Critical Flow SR Members Have Cut Ends Treat Feed Line Bundles As Cylinder Use Top Mounted Sockets SR Members Are Concentric Ignore KLlry For 60 Deg.Angle Legs 'I Pole Without Linear Attachments Pole With Shroud Or No Appurtenances Outside and Inside Corner Radii Are Known Pole Section Geometry Section Elevation Section Pole Pole Socket Length ft Length Size Grade ft ft L 1 87.50-75.00 12.50 P4.5x0.628 A53-B-35 (35 ksi) L2 75.00-73.25 1.75 P30x0.375 API 5LX52 4 (52 ksi) tnxTower Report-version 8.1.1.0 March 18, 2022 y 87.5 Ft Monopole Tower Structural Analysis CCI BU No 879570 Project Number 37522-0099.001.7805, Order 532628, Revision 3 Page 8 Section Elevation Section Pole Pole Socket Length ft Length Size Grade ft ft L3 73.25-51.25 22.00 P30x0.375 API 5LX52 - (52 ksi) L4 51.25-40.00 11.25 P30x0.375 API 5LX52 (52 ksi) • L5 40.00-0.00 40.00 P30x0.375 API 5LX52 (52 ksi) Tower Gusset Gusset Gusset GradeAdjust.Factor Adjust. Weight Mult. Double Angle Double Angle Double Angle Elevation Area Thickness A, Factor Stitch Bolt Stitch Bolt Stitch Bolt ft (per face) in Ar Spacing Spacing Spacing ft2 Diagonals Horizontals Redundants in in in L1 87.50- 1 0 1 75.00 L2 75.00- 1 0 1 73.25 L3 73.25- 1 0 1 51.25 L4 51.25- 1 1 1 40.00 L5 40.00-0.00 1 1 1 Feed Line/Linear Appurtenances - Entered As Round Or Flat Description Face Allow Exclude Componen Placement Total Number Clear Width or Perimete Weight or Shield From t ft Number Per Row Spacing Diamete r plf Leg Torque Type in r in Calculation in ... Feed Line/Linear Appurtenances - Entered As Area - Description Face Allow Exclude Componen Placement Total CAAA Weight or Shield From t ft Number ft2ftt plf Leg Torque Type Calculation HCS 2.0 Part 3(1- C No No Inside Pole 84.00-0.00 2 No Ice 0.00 1.71 1/2) 1/2"Ice 0.00 1.71 1"Ice 0.00 1.71 2"Ice 0.00 1.71 ... WR-VG86ST- C No No Inside Pole 70.00-0.00 4 No Ice 0.00 0.58 BRD(3/4) 1/2"Ice 0.00 0.58 1"Ice 0.00 0.58 2"Ice 0.00 0.58 FB-L98-002- C No No Inside Pole 70.00-0.00 1 No Ice 0.00 0.06 XXX(3/8) 1/2"Ice 0.00 0.06 1"Ice 0.00 0.06 2"Ice 0.00 0.06 860 10014(3/8) C No No Inside Pole 70.00-0.00 1 No Ice 0.00 0.00 1/2"Ice 0.00 0.00 1"Ice 0.00 0.00 2"Ice 0.00 0.00 ... LDF5-50A(7/8) C No No Inside Pole 60.00-0.00 12 No Ice 0.00 0.33 1/2"Ice 0.00 0.33 1"Ice 0.00 0.33 2"Ice 0.00 0.33 ... tnxTower Report-version 8.1.1.0 March 18, 2022 87.5 Ft Monopole Tower Structural Analysis CCI BU No 879570 Project Number 37522-0099.001.7805, Order 532628, Revision 3 Page 9 Feed Line/Linear Appurtenances Section Areas Tower Tower Face AR AR CAAA CAAA Weight Sectio Elevation ft2 In Face Out Face K n ft ft2 ft2 ft2 L1 87.50-75.00 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 0.000 0.000 0.03 L2 75.00-73.25 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 0.000 0.000 0.01 L3 73.25-51.25 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 0.000 0.000 0.15 L4 51.25-40.00 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 0.000 0.000 0.11 L5 40.00-0.00 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 0.000 0.000 0.39 Feed Line/Linear Appurtenances Section Areas - With Ice Tower Tower Face Ice AR AR CAAA CAAA Weight Sectio Elevation or Thickness ft2 In Face Out Face K n ft Leg in ft2 ft2 ft2 L1 87.50-75.00 A 1.395 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 0.000 0.000 0.03 L2 75.00-73.25 A 1.382 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 0.000 0.000 0.01 L3 73.25-51.25 A 1.359 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 0.000 0.000 0.15 L4 51.25-40.00 A 1.317 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 0.000 0.000 0.11 L5 40.00-0.00 A 1.217 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 0.000 0.000 0.39 Feed Line Center of Pressure Section Elevation CPx CPz CPx CPz ft in in Ice Ice in in L1 87.50-75.00 0.0000 0.0000 0.0000 0.0000 L2 75.00-73.25 0.0000 0.0000 0.0000 0.0000 L3 73.25-51.25 0.0000 0.0000 0.0000 0.0000 L4 51.25-40.00 0.0000 0.0000 0.0000 0.0000 L5 40.00-0.00 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 Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight or Type Horz Adjustmen ft Front Side K Leg Lateral t ft2 ft2 Vert ° ft ft ft tnxTower Report-version 8.1.1.0 March 18, 2022 87.5 Ft Monopole Tower Structural Analysis CC!BU No 879570 Project Number 37522-0099.001.7805, Order 532628, Revision 3 Page 10 Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight or Type Horz Adjustmen ft Front Side K Leg Lateral t ft2 ft2 Vert ° ft ft ft ... FFW-65B-R3-V1_TMO A From Leg 1.00 0.0000 84.00 No Ice 0.00 0.00 0.10 0.00 1/2" 0.00 0.00 0.19 0.00 Ice 0.00 0.00 0.29 1"Ice 0.00 0.00 0.51 2"Ice FFW-65B-R3-V1_TMO B From Leg 1.00 0.0000 84.00 No Ice 0.00 0.00 0.10 0.00 1/2" 0.00 0.00 0.19 0.00 Ice 0.00 0.00 0.29 1"Ice 0.00 0.00 0.51 2"Ice FFW-65B-R3-V1_TMO C From Leg 1.00 0.0000 84.00 No Ice 0.00 0.00 0.10 0.00 1/2" 0.00 0.00 0.19 0.00 Ice 0.00 0.00 0.29 1"Ice 0.00 0.00 0.51 2"Ice HCS 2.0 A From Leg 1.00 0.0000 84.00 No Ice 0.00 0.00 0.00 0.00 1/2" 0.00 0.00 0.01 0.00 Ice 0.00 0.00 0.02 1"Ice 0.00 0.00 0.05 2"Ice HCS 2.0 B From Leg 1.00 0.0000 84.00 No Ice 0.00 0.00 0.00 0.00 1/2" 0.00 0.00 0.01 0.00 Ice 0.00 0.00 0.02 1"Ice 0.00 0.00 0.05 2"Ice AHFIG_TMO A From Leg 1.00 0.0000 84.00 No Ice 0.00 0.00 0.07 0.00 1/2" 0.00 0.00 0.09 0.00 Ice 0.00 0.00 0.12 - 1"Ice 0.00 0.00 0.18 2"Ice AHFIG_TMO B From Leg 1.00 0.0000 84.00 No Ice 0.00 0.00 0.07 0.00 1/2" 0.00 0.00 0.09 0.00 Ice 0.00 0.00 0.12 1"Ice 0.00 0.00 0.18 2"Ice AHFIG_TMO C From Leg 1.00 0.0000 84.00 No Ice 0.00 0.00 0.07 0.00 1/2" 0.00 0.00 0.09 0.00 Ice 0.00 0.00 0.12 1"Ice 0.00 0.00 0.18 2"Ice AHLOA_T-MOBILE A From Leg 1.00 0.0000 84.00 No Ice 0.00 0.00 0.08 0.00 1/2" 0.00 0.00 0.11 0.00 Ice 0.00 0.00 0.13 1"Ice 0.00 0.00 0.20 2"Ice AHLOA_T-MOBILE B From Leg 1.00 0.0000 84.00 No Ice 0.00 0.00 0.08 0.00 1/2" 0.00 0.00 0.11 0.00 Ice 0.00 0.00 0.13 1"Ice 0.00 0.00 0.20 2"Ice AHLOA_T-MOBILE C From Leg 1.00 0.0000 84.00 No Ice 0.00 0.00 0.08 0.00 1/2" 0.00 0.00 0.11 0.00 Ice 0.00 0.00 0.13 1"Ice 0.00 0.00 0.20 2"Ice AEHC A From Leg 1.00 0.0000 79.00 No Ice 0.00 0.00 0.10 0.00 1/2" 0.00 0.00 0.14 0.00 Ice 0.00 0.00 0.19 1"Ice 0.00 0.00 0.30 2"Ice tnxTower Report-version 8.1.1.0 -if}HlfRfdffftllilitft{Nt#fllfEtfifffNtN awiaafta auaauauerarwuera eearrrrru.rr.+......«:.r....... ... ........... .. _.. March 18, 2022 87.5 Ft Monopole Tower Structural Analysis CCI BU No 879570 Project Number 37522-0099.001.7805, Order 532628, Revision 3 Page 11 mm Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight or Type Horz Adjustmen ft Front Side K Leg Lateral t ft2 ft2 Vert ° ft ft ft AEHC B From Leg 1.00 0.0000 79.00 No Ice 0.00 0.00 0.10 0.00 1/2" 0.00 0.00 0.14 0.00 Ice 0.00 0.00 0.19 1"Ice 0.00 0.00 0.30 2"Ice AEHC C From Leg 1.00 0.0000 79.00 No Ice 0.00 0.00 0.10 0.00 1/2" 0.00 0.00 0.14 0.00 Ice 0.00 0.00 0.19 1"Ice 0.00 0.00 0.30 2"Ice 80010966 A From Leg 1.00 0.0000 70.00 No Ice 0.00 0.00 0.13 0.00 1/2" 0.00 0.00 0.22 -2.00 Ice 0.00 0.00 0.32 1"Ice 0.00 0.00 0.54 2"Ice 80010966 B From Leg 1.00 0.0000 70.00 No Ice 0.00 0.00 0.13 0.00 1/2" 0.00 0.00 0.22 -2.00 Ice 0.00 0.00 0.32 1"Ice 0.00 0.00 0.54 2"Ice 80010966 C From Leg 1.00 0.0000 70.00 No Ice 0.00 0.00 0.13 0.00 1/2" 0.00 0.00 0.22 -2.00 Ice 0.00 0.00 0.32 1"Ice 0.00 0.00 0.54 2"Ice DC6-48-60-18-8F A From Leg 1.00 0.0000 70.00 No Ice 0.00 0.00 0.03 0.00 1/2" 0.00 0.00 0.05 -2.00 Ice 0.00 0.00 0.08 1"Ice 0.00 0.00 0.14 2"Ice DC6-48-60-18-8F B From Leg 1.00 0.0000 70.00 No Ice 0.00 0.00 0.03 0.00 1/2" 0.00 0.00 0.05 -2.00 Ice 0.00 0.00 0.08 1"Ice 0.00 0.00 0.14 2"Ice DC6-48-60-18-BF C From Leg 1.00 0.0000 70.00 No Ice 0.00 0.00 0.03 0.00 1/2" 0.00 0.00 0.05 -2.00 Ice 0.00 0.00 0.08 1"Ice 0.00 0.00 0.14 2"Ice AHLBA_CCIV2 A From Leg 1.00 0.0000 70.00 No Ice 0.00 0.00 0.08 0.00 1/2" 0.00 0.00 0.09 -2.00 Ice 0.00 0.00 0.12 1"Ice 0.00 0.00 0.17 2"Ice AHLBA_CCIV2 B From Leg 1.00 0.0000 70.00 No Ice 0.00 0.00 0.08 0.00 1/2" 0.00 0.00 0.09 -2.00 Ice 0.00 0.00 0.12 1"Ice 0.00 0.00 0.17 2"Ice AHLBA_CCIV2 C From Leg 1.00 0.0000 70.00 No Ice 0.00 0.00 0.08 0.00 1/2" 0.00 0.00 0.09 -2.00 Ice 0.00 0.00 0.12 1"Ice 0.00 0.00 0.17 2"Ice AHFIB_CCIV2 A From Leg 1.00 0.0000 70.00 No Ice 0.00 0.00 0.07 0.00 1/2" 0.00 0.00 0.09 -2.00 Ice 0.00 0.00 0.11 1"Ice 0.00 0.00 0.17 2"Ice AHFIB_CCIV2 B From Leg 1.00 0.0000 70.00 No Ice 0.00 0.00 0.07 0.00 1/2" 0.00 0.00 0.09 -2.00 Ice 0.00 0.00 0.11 1"Ice 0.00 0.00 0.17 tnxTower Report-version 8.1.1.0 March 18, 2022 87.5 Ft Monopole Tower Structural Analysis CCI BU No 879570 Project Number 37522-0099.001.7805, Order 532628, Revision 3 Page 12 Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight or Type Horz Adjustmen ft Front Side K Leg Lateral t ft2 ft2 Vert ft ft ft 2"Ice AHFIB_CCIV2 C From Leg 1.00 0.0000 70.00 No Ice 0.00 0.00 0.07 0.00 1/2" 0.00 0.00 0.09 -2.00 Ice 0.00 0.00 0.11 1"Ice 0.00 0.00 0.17 2"Ice ... 80010966 A From Leg 1.00 0.0000 60.00 No Ice 0.00 0.00 0.13 0.00 1/2" 0.00 0.00 0.22 -2.00 Ice 0.00 0.00 0.32 1"Ice 0.00 0.00 0.54 2"Ice 80010966 8 From Leg 1.00 0.0000 60.00 No Ice 0.00 0.00 0.13 0.00 1/2" 0.00 0.00 0.22 -2.00 Ice 0.00 0.00 0.32 1"Ice 0.00 0.00 0.54 2"Ice 80010966 C From Leg 1.00 0.0000 60.00 No Ice 0.00 0.00 0.13 0.00 1/2" 0.00 0.00 0.22 -2.00 Ice 0.00 0.00 0.32 1"Ice 0.00 0.00 0.54 2"Ice RRH4X25-WCS_V2 A From Leg 1.00 0.0000 60.00 No Ice 0.00 0.00 0.07 0.00 1/2" 0.00 0.00 0.10 -2.00 Ice 0.00 0.00 0.13 1"Ice 0.00 0.00 0.20 2"Ice RRH4X25-WCS_V2 B From Leg 1.00 0.0000 60.00 No Ice 0.00 0.00 0.07 0.00 1/2" 0.00 0.00 0.10 -2.00 Ice 0.00 0.00 0.13 1"Ice 0.00 0.00 0.20 2"Ice RRH4X25-WCS_V2 C From Leg 1.00 0.0000 60.00 No Ice 0.00 0.00 0.07 0.00 1/2" 0.00 0.00 0.10 -2.00 Ice 0.00 0.00 0.13 1"Ice 0.00 0.00 0.20 ' ............................... 2"Ice Canister Load1 C None 0.0000 87.50 No Ice 12.43 12.43 0.17 1/2" 30.78 30.78 0.38 Ice 31.17 31.17 0.58 1"Ice 31.95 31.95 1.00 2"Ice Canister Load2 C None 0.0000 79.00 No Ice 20.84 20.84 2.15 1/2" 51.60 51.60 2.50 Ice 52.25 52.25 2.84 1"Ice 53.56 53.56 3.55 2"Ice Canister Load3 C None 0.0000 73.25 No Ice 33.27 33.27 0.55 1/2" 82.37 82.37 1.10 Ice 83.42 83.42 1.65 1"Ice 85.50 85.50 2.78 2"Ice Canister Load4 C None 0.0000 56.25 No Ice 32.17 32.17 2.31 1/2" 79.66 79.66 2.84 Ice 80.67 80.67 3.37 1"Ice 82.68 82.68 4.46 2"Ice Canister LoadS C None 0.0000 51.25 No Ice 7.31 7.31 1.97 1/2" 18.10 18.10 2.09 Ice 18.33 18.33 2.21 1"Ice 18.79 18.79 2.45 2"Ice tnxTower Report-version 8.1.1.0 uu.ruaisurur:uawaudrtukaeaauruurru.r r urur,aa,e,r.: a.. ..e.,,, a.,,.,»».......»...»».,..».:,.»...»»........................................,..,. ..... .. ........... __.. _ ...._. .. ._ .. _.. March 18, 2022 87.5 Ft Monopole Tower Structural Analysis CC!BU No 879570 Project Number 37522-0099.001.7805, Order 532628, Revision 3 Page 13 Tower Pressures - No Ice GH=1.100 Section z Kz q= AG F AF AR A,., Leg CAAA CAAA Elevation ft psf ft2 a ft2 ft2 ft2 % In Out ft c Face Face e ft2 ft2 L1 87.50- 81.25 1.211 27.47 4.688 A 0.000 0.000 0.000 0.00 0.000 0.000 75.00 B 0.000 0.000 0.00 0.000 0.000 C 0.000 0.000 0.00 0.000 0.000 L2 75.00- 74.13 1.188 26.94 4.375 A 0.000 0.000 0.000 0.00 0.000 0.000 73.25 B 0.000 0.000 0.00 0.000 0.000 C 0.000 0.000 0.00 0.000 0.000 L3 73.25- 62.25 1.145 25.97 55.000 A 0.000 0.000 0.000 0.00 0.000 0.000 51.25 B 0.000 0.000 0.00 0.000 0.000 C 0.000 0.000 0.00 0.000 0.000 L4 51.25- 45.63 1.073 24.33 28.125 A 0.000 28.125 28.125 100.00 0.000 0.000 40.00 B 0.000 28.125 100.00 0.000 0.000 C 0.000 28.125 100.00 0.000 0.000 L5 40.00-0.00 20.72 0.909 20.77 100.00 A 0.000 100.000 100.000 100.00 0.000 0.000 0 B 0.000 100.000 100.00 0.000 0.000 C 0.000 100.000 100.00 0.000 0.000 Tower Pressure - With Ice GH =1.100 Section z Kz qz tz AG F AF AR A,eg Leg CAAA CAAA Elevation ft psf in ft2 a ft2 ft2 ft2 % In Out ft c Face Face e ft2 ft2 L187.50-75.00 81.25 1.211 2.63 1.3952 7.594 A 0.000 0.000 0.000 0.00 0.000 0.000 B 0.000 0.000 0.00 0.000 0.000 C 0.000 0.000 0.00 0.000 0.000 L2 75.00-73.25 74.13 1.188 2.58 1.3825 4.778 A 0.000 0.000 0.000 0.00 0.000 0.000 B 0.000 0.000 0.00 0.000 0.000 C 0.000 0.000 0.00 0.000 0.000 L3 73.25-51.25 62.25 1.145 2.48 1.3585 59.981 A 0.000 0.000 0.000 0.00 0.000 0.000 B 0.000 0.000 0.00 0.000 0.000 C 0.000 0.000 0.00 0.000 0.000 L4 51.25-40.00 45.63 1.073 2.33 1.3170 30.594 A 0.000 30.594 30.594 100.00 0.000 0.000 B 0.000 30.594 100.00 0.000 0.000 C 0.000 30.594 100.00 0.000 0.000 L5 40.00-0.00 20.72 0.909 1.99 1.2170 108.114 A 0.000 108.114 108.114 100.00 0.000 0.000 B 0.000 108.114 100.00 0.000 0.000 i C 0.000 108.114 100.00 0.000 0.000 Tower Pressure - Service GH= 1.100 Section z Kz qz AG F AF AR Ale Leg CAAA CAAA Elevation ft psf ft2 a ft2 ft2 ft2 % In Out ft c Face Face e ft2 ft2 L1 87.50- 81.25 1.211 9.40 4.688 A 0.000 0.000 0.000 0.00 0.000 0.000 75.00 B 0.000 0.000 0.00 0.000 0.000 C 0.000 0.000 0.00 0.000 0.000 L2 75.00- 74.13 1.188 9.22 4.375 A 0.000 0.000 0.000 0.00 0.000 0.000 73.25 B 0.000 0.000 0.00 0.000 0.000 C 0.000 0.000 0.00 0.000 0.000 L3 73.25- 62.25 1.145 8.89 55.000 A 0.000 0.000 0.000 0.00 0.000 0.000 51.25 B 0.000 0.000 0.00 0.000 0.000 C 0.000 0.000 0.00 0.000 0.000 L4 51.25- 45.63 1.073 8.33 28.125 A 0.000 28.125 28.125 100.00 0.000 0.000 40.00 B 0.000 28.125 100.00 0.000 0.000 C 0.000 28.125 100.00 0.000 0.000 tnxTower Report-version 8.1.1.0 March 18, 2022 87.5 Ft Monopole Tower Structural Analysis CCI BU No 879570 Project Number 37522-0099.001,7805, Order 532628, Revision 3 Page 14 Section z Kz q2 AG F AF AR A,eg Leg CAAA CAAA Elevation ft psf ft2 a ft2 ftz ft2 % In Out ft c Face Face e ft2 ft2 • L5 40.00-0.00 20.72 0.909 7.11 100.00 A 0.000 100.000 100.000 100.00 0.000 0.000 0 B 0.000 100.000 100.00 0.000 0.000 C 0.000 100.000 100.00 0.000 0.000 Load Combinations Comb. Description 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 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 de -Service Maximum Member Forces Sectio Elevation Component Condition Gov. Axial Major Axis Minor Axis n ft Type Load K Moment Moment No. Comb. kip-ft kip-ft L1 87.5-75 Pole Max Tension 9 0.00 0.00 0.00 tnxTower Report-version 8.1.1.0 .:1i14tilklidatt4AkIHFFihiatliAida441.4.0140!#.1rnikl tAM1J.Nt40.iftaii....4iMA.iitxiux4+++4.Ivxxe.r.a.,a...a...r rzroxrrarxxmwx...+mwxx..:............ .......... .......... ....... .. ....._... ..... - March 18, 2022 87.5 Ft Monopole Tower Structural Analysis CCI BU No 879570 Project Number 37522-0099.001.7805, Order 532628, Revision 3 Page 15 Section Elevation Component Condition Gov. Axial Major Axis Minor Axis n ft Type Load K Moment Moment N Comb. kip ft._.. kip-ft_.._ . --•- Max.Compression 26 -7.89 -0.03 0.02 Max.Mx 8 -4.47 -7.71 0.00 Max.My 2 -4.47 -0.00 7.71 Max.Vy 8 1.09 -4.35 0.00 Max.Vx 2 -1.09 -0.00 4.35 Max.Torque 38 0.00 L2 75-73.25 Pole Max Tension 1 0.00 0.00 0.00 Max.Compression 26 -8.24 -0.03 0.02 Max.Mx 8 -4.73 -9.56 0.00 Max.My 2 -4.73 -0.00 9.56 Max.Vy 8 1.06 -9.56 0.00 Max.Vx 2 -1.06 -0.00 9.56 Max.Torque 38 0.00 L3 73.25- Pole Max Tension 1 0.00 0.00 0.00 51.25 Max.Compression 26 -23.37 -0.03 0.02 Max.Mx 8 -13.27 -59.98 0.00 Max.My 2 -13.27 -0.00 59.98 Max.Vy 8 3.03 -59.98 0.00 Max.Vx 2 -3.03 -0.00 59.98 Max.Torque 38 0.00 L4 51.25-40 Pole Max Tension 1 0.00 0.00 0.00 Max.Compression 26 -28.35 -0.03 0.02 Max.Mx 8 -17.37 -98.48 0.00 Max.My 2 -17.37 -0.00 98.48 Max.Vy 8 3.59 -98.48 0.00 Max.Vx 2 -3.59 -0.00 98.48 Max.Torque 38 0.00 L5 40-0 Pole Max Tension 1 0.00 0.00 0.00 Max.Compression 26 -36.38 -0.03 0.02 Max.Mx 8 -23.57 -261.12 0.00 Max.My 2 -23.57 -0.00 261.11 Max.Vy 8 4.47 -261.12 0.00 Max.Vx 2 -4.47 -0.00 261.11 Max.Torque 38 0.00 Maximum Reactions Location Condition Gov. Vertical Horizontal,X Horizontal,Z Load K K K Comb. Pole Max.Vert 26 36.38 0.00 -0.00 Max.Hz 20 23.57 4.46 0.00 Max.Hi 2 23.57 0.00 4.46 Max.Mx 2 261.11 0.00 4.46 Max.Mz 8 261.12 -4.46 0.00 Max.Torsion 38 0.00 0.55 0.95 Min.Vert 9 17.68 -4.46 -0.00 Min.Hz 8 23.57 -4.46 0.00 Min.Hz 14 23.57 0.00 -4.46 Min.Mx 14 -261.11 0.00 -4.46 Min.M1 20 -261.11 4.46 0.00 Min.Torsion 32 -0.00 -0.55 -0.95 Tower Mast Reaction Summary Load Vertical Shearx Shear= Overturning Overturning Torque Combination K K K Moment,Mx Moment,Mz kip-ft kip-ft _._. kip-ft Dead Only 19.64 0.00 0.00 -0.00 -0.00 0.00 1.2 Dead+1.0 Wind 0 deg- 23.57 -0.00 -4.46 -261.11 -0.00 -0.00 No Ice 0.9 Dead+1.0 Wind 0 deg- 17.68 -0.00 -4.46 -258.86 -0.00 -0.00 No Ice tnxTower Report-version 8.1.1.0 March 18, 2022 87.5 Ft Monopole Tower Structural Analysis CCI BU No 879570 Project Number 37522-0099.001.7805, Order 532628, Revision 3 Page 16 Load Vertical Shearx Shear Overturning Overturning Torque Combination K K K Moment, Mx Moment,Mz kip-ft kip-ft kip-ft 1.2 Dead+1.0 Wind 30 deg 23.57 2.23 -3.86 -226.13 -130.56 -0.00 No Ice 0.9 Dead+1.0 Wind 30 deg- 17.68 2.23 -3.86 -224.18 -129.43 -0.00 No Ice 1.2 Dead+1.0 Wind 60 deg- 23.57 3.86 -2.23 -130.56 -226.13 -0.00 No Ice 0.9 Dead+1.0 Wind 60 deg- 17.68 3.86 -2.23 -129.43 -224.18 -0.00 No Ice 1.2 Dead+1.0 Wind 90 deg- 23.57 4.46 0.00 -0.00 -261.12 0.00 No Ice 0.9 Dead+1.0 Wind 90 deg- 17.68 4.46 0.00 -0.00 -258.86 0.00 No Ice 1.2 Dead+1.0 Wind 120 deg 23.57 3.86 2.23 130.56 -226.13 0.00 -No Ice 0.9 Dead+1.0 Wind 120 deg 17.68 3.86 2.23 129.43 -224.18 0.00 -No Ice 1.2 Dead+1.0 Wind 150 deg 23.57 2.23 3.86 226.13 -130.56 0.00 -No Ice 0.9 Dead+1.0 Wind 150 deg 17.68 2.23 3.86 224.18 -129.43 0.00 -No Ice 1.2 Dead+1.0 Wind 180 deg 23.57 -0.00 4.46 261.11 -0.00 0.00 -No Ice 0.9 Dead+1.0 Wind 180 deg 17.68 -0.00 4.46 258.86 -0.00 0.00 -No Ice 1.2 Dead+1.0 Wind 210 deg 23.57 -2.23 3.86 226.13 130.55 0.00 -No Ice 0.9 Dead+1.0 Wind 210 deg 17.68 -2.23 3.86 224.18 129.43 0.00 -No Ice 1.2 Dead+1.0 Wind 240 deg 23.57 -3.86 2.23 130.56 226.13 -0.00 -No Ice 0.9 Dead+1.0 Wind 240 deg 17.68 -3.86 2.23 129.43 224.18 -0.00 -No Ice 1.2 Dead+1.0 Wind 270 deg 23.57 -4.46 0.00 -0.00 261.11 -0.00 -No Ice 0.9 Dead+1.0 Wind 270 deg 17.68 -4.46 0.00 -0.00 258.86 -0.00 -No Ice 1.2 Dead+1.0 Wind 300 deg 23.57 -3.86 -2.23 -130.56 226.13 -0.00 -No Ice - 0.9 Dead+1.0 Wind 300 deg 17.68 -3.86 -2.23 -129.43 224.18 -0.00 -No Ice 1.2 Dead+1.0 Wind 330 deg 23.57 -2.23 -3.86 -226.13 130.55 -0.00 -No Ice 0.9 Dead+1.0 Wind 330 deg 17.68 -2.23 -3.86 -224.18 129.43 -0.00 -No Ice 1.2 Dead+1.0 Ice+1.0 Temp 36.38 -0.00 0.00 -0.02 -0.03 0.00 1.2 Dead+1.0 Wind 0 36.38 -0.00 -1.09 -65.22 -0.04 -0.00 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 30 36.38 0.55 -0.95 -56.48 -32.64 -0.00 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 60 36.38 0.95 -0.55 -32.62 -56.50 0.00 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 90 36.38 1.09 0.00 -0.02 -65.23 0.00 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 120 36.38 0.95 0.55 32.58 -56.50 0.00 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 150 36.38 0.55 0.95 56.44 -32.64 0.00 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 180 36.38 -0.00 1.09 65.18 -0.04 0.00 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 210 36.38 -0.55 0.95 56.44 32.56 0.00 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 240 36.38 -0.95 0.55 32.58 56.42 0.00 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 270 36.38 -1.09 0.00 -0.02 65.16 -0.00 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 300 36.38 -0.95 -0.55 -32.62 56.42 -0.00 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 330 36.38 -0.55 -0.95 -56.48 32.56 -0.00 deg+1.0 Ice+1.0 Temp tnxTower Report-version 8.1.1.0 r PE4tP{fA1!1WEFA3aEPlIWWff}1WNEtlIFEtWFWlEEWWtFfiAafxWtttWrAWAWFaart»rfae»»a»rasa»xrrrsartarx»a«rrsaaerarvrr. . ..+_....e..+.... March 18, 2022 87.5 Ft Monopole Tower Structural Analysis CC/BU No 879570 Project Number 37522-0099.001.7805, Order 532628, Revision 3 Page 17 Load Vertical Shearx Shears Overturning Overturning Torque Combination K K K Moment,Mx Moment,MZ kip-ft kip-ft kip-ft Dead+Wind 0 deg-Service 19.64 -0.00 -1.53 -88.82 -0.00 -0.00 Dead+Wind 30 deg-Service 19.64 0.76 -1.32 -76.92 -44.41 -0.00 Dead+Wind 60 deg-Service 19.64 1.32 -0.76 -44.41 -76.92 0.00 Dead+Wind 90 deg-Service 19.64 1.53 0.00 -0.00 -88.82 0.00 Dead+Wind 120 deg- 19.64 1.32 0.76 44.41 -76.92 0.00 Service Dead+Wind 150 deg- 19.64 0.76 1.32 76.92 -44.41 0.00 Service Dead+Wind 180 deg- 19.64 -0.00 1.53 88.82 -0.00 0.00 Service Dead+Wind 210 deg- 19.64 -0.76 1.32 76.92 44.41 0.00 Service Dead+Wind 240 deg- 19.64 -1.32 0.76 44.41 76.92 0.00 Service Dead+Wind 270 deg- 19.64 -1.53 0.00 -0.00 88.82 -0.00 Service Dead+Wind 300 deg- 19.64 -1.32 -0.76 -44.41 76.92 -0.00 Service Dead+Wind 330 deg- 19.64 -0.76 -1.32 -76.92 44.41 -0.00 Service Solution Summary Sum of Applied Forces Sum of Reactions Load PX PY PZ PX PY PZ %Error Comb. K K _._. .._._ K K K K 1 0.00 -19.64 0.00 0.00 19.64 0.00 0.000% 2 0.00 -23.57 -4.46 0.00 23.57 4.46 0.002% 3 0.00 -17.68 -4.46 0.00 17.68 4.46 0.006% 4 2.23 -23.57 -3.86 -2.23 23.57 3.86 0.002% 5 2.23 -17.68 -3.86 -2.23 17.68 3.86 0.006% 6 3.86 -23.57 -2.23 -3.86 23.57 2.23 0.002% ' 7 3.86 -17.68 -2.23 -3.86 17.68 2.23 0.006% 8 4.46 -23.57 0.00 -4.46 23.57 0.00 0.002% 9 4.46 -17.68 0.00 -4.46 17.68 -0.00 0.006% 10 3.86 -23.57 2.23 -3.86 23.57 -2.23 0.002% ' 11 3.86 -17.68 2.23 -3.86 17.68 -2.23 0.006% 12 2.23 -23.57 3.86 -2.23 23.57 -3.86 0.002% 13 2.23 -17.68 3.86 -2.23 17.68 -3.86 0.006% 14 0.00 -23.57 4.46 0.00 23.57 -4.46 0.002% 15 0.00 -17.68 4.46 0.00 17.68 -4.46 0.006% 16 -2.23 -23.57 3.86 2.23 23.57 -3.86 0.002% 17 -2.23 -17.68 3.86 2.23 17.68 -3.86 0.006% 18 -3.86 -23.57 2.23 3.86 23.57 -2.23 0.002% 19 -3.86 -17.68 2.23 3.86 17.68 -2.23 0.006% 20 -4.46 -23.57 0.00 4.46 23.57 0.00 0.002% 21 -4.46 -17.68 0.00 4.46 17.68 -0.00 0.006% 0 22 -3.86 -23.57 -2.23 3.86 23.57 2.23 0.002% 23 -3.86 -17.68 -2.23 3.86 17.68 2.23 0.006% 24 -2.23 -23.57 -3.86 2.23 23.57 3.86 0.002% d 25 -2.23 -17.68 -3.86 2.23 17.68 3.86 0.006% 26 0.00 -36.38 0.00 0.00 36.38 -0.00 0.000% 27 0.00 -36.38 -1.09 0.00 36.38 1.09 0.000% 28 0.55 -36.38 -0.95 -0.55 36.38 0.95 0.000% 29 0.95 -36.38 -0.55 -0.95 36.38 0.55 0.000% 30 1.09 -36.38 0.00 -1.09 36.38 -0.00 0.000% 31 0.95 -36.38 0.55 -0.95 36.38 -0.55 0.000% 32 0.55 -36.38 0.95 -0.55 36.38 -0.95 0.000% 33 0.00 -36.38 1.09 0.00 36.38 -1.09 0.000% 34 -0.55 -36.38 0.95 0.55 36.38 -0.95 0.000% 35 -0.95 -36.38 0.55 0.95 36.38 -0.55 0.000% 36 -1.09 -36.38 0.00 1.09 36.38 -0.00 0.000% 37 -0.95 -36.38 -0.55 0.95 36.38 0.55 0.000% 38 -0.55 -36.38 -0.95 0.55 36.38 0.95 0.000% 39 0.00 -19.64 -1.53 0.00 19.64 1.53 0.005% 40 0.76 -19.64 -1.32 -0.76 19.64 1.32 0.005% 41 1.32 -19.64 0.76 1.32 19.64 0.76 0.005% tnxTower Report-version 8.1.1.0 March 18, 2022 87.5 Ft Monopole Tower Structural Analysis CCI BU No 879570 Project Number 37522-0099.001.7805, Order 532628, Revision 3 Page 18 Sum of Applied Forces Sum of Reactions ._ Load PX PY PZ PX PY PZ %Error Comb. K K K K K K 42 1.53 -19.64 0.00 -1.53 19.64 -0.00 0.005% 43 1.32 -19.64 0.76 -1.32 19.64 -0.76 0.005% 44 0.76 -19.64 1.32 -0.76 19.64 -1.32 0.005% 45 0.00 -19.64 1.53 0.00 19.64 -1.53 0.005% 46 -0.76 -19.64 1.32 0.76 19.64 -1.32 0.005% 47 -1.32 -19.64 0.76 1.32 19.64 -0.76 0.005% 48 -1.53 -19.64 0.00 1.53 19.64 -0.00 0.005% 49 -1.32 -19.64 -0.76 1.32 19.64 0.76 0.005% 50 -0.76 -19.64 -1.32 0.76 19.64 1.32 0.005% Non-Linear Convergence Results Load Converged? Number Displacement Force Combination of Cycles Tolerance Tolerance 1 Yes 6 �0.00000001 0.00000001 2 Yes 12 0.00000001 0.00003914 3 Yes 11 0.00000001 0.00010077 4 Yes 12 0.00000001 0.00007277 5 Yes 11 0.00000001 0.00013982 6 Yes 12 0.00000001 0.00007277 7 Yes 11 0.00000001 0.00013982 8 Yes 12 0.00000001 0.00003914 9 Yes 11 0.00000001 0.00010078 10 Yes 12 0.00000001 0.00007277 11 Yes 11 0.00000001 0.00013982 12 Yes 12 0.00000001 0.00007277 13 Yes 11 0.00000001 0.00013981 14 Yes 12 0.00000001 0.00003914 15 Yes 11 0.00000001 0.00010077 16 Yes 12 0.00000001 0.00007277 17 Yes 11 0.00000001 0.00013981 18 Yes 12 0.00000001 0.00007276 19 Yes 11 0.00000001 0.00013981 20 Yes 12 0.00000001 0.00003914 21 Yes 11 0.00000001 0.00010077 22 Yes 12 0.00000001 0.00007277 . 23 Yes 11 0.00000001 0.00013981 24 Yes 12 0.00000001 0.00007277 25 Yes 11 0.00000001 0.00013982 26 Yes 6 0.00000001 0.00000001 27 Yes 13 0.00000001 0.00007101 28 Yes 13 0.00000001 0.00007165 29 Yes 13 0.00000001 0.00007168 30 Yes 13 0.00000001 0.00007108 31 Yes 13 0.00000001 0.00007158 32 Yes 13 0.00000001 0.00007148 33 Yes 13 0.00000001 0.00007081 34 Yes 13 0.00000001 0.00007130 35 Yes 13 0.00000001 0.00007127 36 Yes 13 0.00000001 0.00007073 37 Yes 13 0.00000001 0.00007138 38 Yes 13 0.00000001 0.00007148 39 Yes 10 0.00000001 0.00008482 40 Yes 10 0.00000001 0.00007938 41 Yes 10 0.00000001 0.00007938 42 Yes 10 0.00000001 0.00008482 43 Yes 10 0.00000001 0.00007938 44 Yes 10 0.00000001 0.00007937 45 Yes 10 0.00000001 0.00008482 46 Yes 10 0.00000001 0.00007937 47 Yes 10 0.00000001 0.00007937 48 Yes 10 0.00000001 0.00008481 49 Yes 10 0.00000001 0.00007937 50 Yes 10 0.00000001 0.00007938 tnxTower Report-version 8.1.1.0 .fr F 1 March 18, 2022 87.5 Ft Monopole Tower Structural Analysis CCI BU No 879570 Project Number 37522-0099.001.7805, Order 532628, Revision 3 Page 19 Maximum Tower Deflections - Service Wind Section Elevation Horz. Gov. Tilt Twist No. ft Deflection Load ° in Comb. L1 87.5-75 3.390 41 0.4602 0.0000 L2 75-73.25 2.373 41 0.2197 0.0000 L3 73.25-51.25 2.292 41 0.2194 0.0000 L4 51.25-40 1.313 41 0.2011 0.0000 L5 40-0 0.864 41 0.1787 0.0000 Critical Deflections and Radius of Curvature - Service Wind Elevation Appurtenance Gov. Deflection Tilt Twist Radius of ft Load in Curvature Comb. ft..,..__..___ 87.50 Canister Load1 41 3.390 0.4602 0.0000 4022 84.00 FFVV-65B-R3-V1_TMO 41 3.055 0.3659 0.0000 4022 79.00 AEHC 41 2.627 0.2584 0.0000 2381 73.25 Canister Load3 41 2.292 0.2194 0.0000 5196 70.00 80010966 41 2.148 0.2209 0.0000 Inf 60.00 80010966 41 1.699 0.2146 0.0000 126641 56.25 Canister Load4 41 1.532 0.2093 0.0000 64245 51.25 Canister Load5 41 1.313 0.2011 0.0000 34952 Maximum Tower Deflections - Design Wind Section Elevation Holz. Gov. Tilt Twist No. ft Deflection Load ° in Comb. L1 87.5-75 9.974 8 1.3544 0.0000 - L2 75-73.25 6.980 8 0.6466 0.0000 L3 73.25-51.25 6.743 8 0.6454 0.0000 . L4 51.25-40 3.863 8 0.5917 0.0000 L5 40-0 2.540 8 0.5257 0.0000 Critical Deflections and Radius of Curvature - Design Wind Elevation Appurtenance Gov. Deflection Tilt Twist Radius of ft Load in ° Curvature Comb. ft 87.50 Canister Load1 8 9.974 1.3544 0.0000 1366 84.00 FFVV 65B-R3-V1_TMO 8 8.988 1.0767 0.0000 1366 79.00 AEHC 8 8 7.729 0.7605 0.0000 809 73.25 Canister Load3 6.743 0.6454 0.0000 1764 70.00 80010966 8 6.320 0.6500 0.0000 579334 60.00 80010966 8 4.999 0.6314 0.0000 43053 56.25 Canister Load4 8 4.506 0.6158 0.0000 21821 51.25 Canister Load5 8 3.863 0.5917 0.0000 11871 Compression Checks Pole Design Data Section Elevation Size L Lu KUr A Pu (1)Pn Ratio No. ft ft ft in2 K K Pu OP. L1 87.5-75(1) P4.5x0.628 12.50 0.00 0.0 7.6392 -4.47 240.63 0.019 L2 75-73.25(2) P30x0.375 1.75 0.00 0.0 34.901 -4.73 1520.46 0.003 1 L3 73.25-51.25 P30x0.375 22.00 0.00 0.0 34.901 -13.27 1520.46 0.009 tnxTower Report-version 8.1.1.0 March 18, 2022 , 87.5 Ft Monopole Tower Structural Analysis CC/BU No 879570 Project Number 37522-0099.001.7805, Order 532628, Revision 3 Page 20 Section Elevation Size L L„ KUr A P„ *Pn Ratio No. ft ft ft in2 K K P (OP,, + (3) 1 - L4 51.25-40(4) P30x0.375 11.25 0.00 0.0 34.901 -17.37 1520.46 0.011 1 L5 40-0(5) P30x0.375 40.00 0.00 0.0 34.901 -23.57 1520.46 0.015 1 Pole Bending Design Data Section Elevation Size M., epMnx Ratio M„y OMny Ratio No. ft kip-ft kip-ft Mt. kip-ft kip-ft M,,y OM. Aga_ L1 87.5-75(1) P4.5x0.628 7.71 24.93 0.309 0.00 24.93 0.000 L2 75-73.25(2) P30x0.375 9.56 1139.33 0.008 0.00 1139.33 0.000 L3 73.25-51.25 P30x0.375 59.98 1139.33 0.053 0.00 1139.33 0.000 (3) L4 51.25-40(4) P30x0.375 98.48 1139.33 0.086 0.00 1139.33 0.000 L5 40-0(5) P30x0.375 261.12 1139.33 0.229 0.00 1139.33 0.000 Pole Shear Design Data Section Elevation Size Actual OW Ratio Actual OTn Ratio No. ft Vu K Vu Tu kip-ft T„ K OVn kip-ft $Tn L1 87.5-75(1) P4.5x0.628 1.06 72.19 0.015 0.00 24.57 0.000 L2 75-73.25(2) P30x0.375 1.06 490.01 0.002 0.00 1030.85 0.000 L3 73.25-51.25 P30x0.375 3.03 490.01 0.006 0.00 1030.85 0.000 (3) L4 51.25-40(4) P30x0.375 3.59 490.01 0.007 0.00 1030.85 0.000 L5 40-0(5) P30x0.375 4.47 490.01 0.009 0.00 1030.85 0.000 Pole Interaction Design Data Section Elevation Ratio Ratio Ratio Ratio Ratio Comb. Allow. Criteria No. ft Pu Mu„ Muy V Tu Stress Stress OP,, (1)Mnr OMny $Vn 4Tn Ratio Ratio L1 87.5-75(1) 0.019 0.309 0.000 0.015 0.000 0.328 1.050 4.8.2 L2 75-73.25(2) 0.003 0.008 0.000 0.002 0.000 0.012 1.050 4.8.2 L3 73.25-51.25 0.009 0.053 0.000 0.006 0.000 0.061 1.050 4.8.2 (3) L4 51.25-40(4) 0.011 0.086 0.000 0.007 0.000 0.098 1.050 4.8.2 L5 40-0(5) 0.015 0.229 0.000 0.009 0.000 0.245 1.050 4.8.2 Section Capacity Table Section Elevation Component Size Critical P ePeo, % Pass No. ft Type Element K K Capacity Fail L1 87.5-75 Pole P4.5x0.628 1 -4.47 252.66 31.2 Pass L2 75-73.25 Pole P30x0.375 2 -4.73 1596.48 1.1 Pass L3 73.25-51.25 Pole P30x0.375 3 -13.27 1596.48 5.8 Pass L4 51.25-40 Pole P30x0.375 4 -17.37 1596.48 9.3 Pass L5 40-0 Pole P30x0.375 5 -23.57 1596.48 23.3 Pass Summary Pole(L1) 31.2 Pass RATING= 31.2 Pass tnxTower Report-version 8.1.1.0 March 18, 2022 87.5 Ft Monopole Tower Structural Analysis CCI BU No 879570 Project Number 37522-0099.001.7805, Order 532628, Revision 3 Page 21 APPENDIX B BASE LEVEL DRAWING tnxTower Report-version 8.1.1.0 March 18, 2022 87.5 Ft Monopole Tower Structural Analysis CCI 8U No 879570 Project Number 37522-0099.001.7805, Order 532628, Revision 3 Page 22 (PROPOSED EQUIPMENT CONFIGURATION) (2) 1-1/2" TO 84 FT LEVEL •• (OTHER CONSIDERED EQUIPMENT) w (1) 3/8" TO 70 FT LEVEL (4) 3/4" TO 70 FT LEVEL Q3 Q, p2 • •• • (OTHER CONSIDERED EQUIPMENT) ••• (12) 7/8" TO 60 FT LEVEL •• • BUSINESS UNIT:879570 TOWER ID:C_BASELEVEL tnxTower Report-version 8.1.1.0 March 18, 2022 87.5 Ft Monopole Tower Structural Analysis CCI BU No 879570 Project Number 37522-0099.001.7805, Order 532628, Revision 3 Page 23 APPENDIX C ADDITIONAL CALCULATIONS tnxTower Report-version 8.1.1.0 CCI Flagpole Tool r' CROWN Site Data CASTLE BU#: 879570 Site Name: Washington Square Mall ' Order#: 532628 Rev 3 Code Code: TIA-222-H Ice Thickness: 1.5 in SPINE Windspeed(V): 97 mph Ice Wind Speed(V): 30 mph I o STIFFENER (TYP) Exposure Category: C / FLANGE BOLT HOLES �j::,�- (TYP) Topographic Feature: N/A — 4 Risk Category: II , IN\y/III � I D/ FLANGE PLATE Tower Information Total Tower Height: 87.5 ft Base Tower Height: 51.25 ft FLANGE PLATE Total Canister Length: 36.25 ft (TYPE 4:SOLIDITY RATIO 0.55) Number of Canister Assembly Sections: 4 Mating Mating Canister Canister Flange Flange Plate Canister Canister Section Number of Sides Plate Solidity Vent Assembly Assembly Plate Plate Weight Weight Number*: Canister Section Type: Ratio Length(ft): Length(ft): Diameter(in): Thickness Diameter (Kip): (Kip) fin)**: (in): 1 8.5 78 Round 4 1.25 78 0.55 1.863 0.347 0-0 2 5.75 78 Round 1 2.00 15 0.45 0.090 0.235 0-0 3 17 78 Round 4 1.25 78 0.55 1.863 0.694 0-0 4 5 78 Round 4 1.25 78 0.55 1.863 0.204 0-0 *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: No Geometry:Base Tower +Spine 37522-0099.eri (last saved 03/18 8:31 am) Top Bottom Wall Pole Height Above Section Lap Splice Diameter Diameter Thickness Bend Pole Base(ft) Length(ft) Length(ft) Number of Sides (in) (in) (in) Radius(in) Material Delete 87.5 12.5 0 4.5 4.5 0.628 n/a A53-B-35 [x] 75 1.75 0 30 30 0.375 n/a API 5LX52 [x] 73.25 22 0 30 30 0.375 n/a API 5LX52 [x] 51.25 11.25 0 30 30 0.375 n/a API 5LX52 [x] 40 40 0 30 30 0.375 n/a API 5LX52 [x] Discrete Loads:CFAF for Canister Assembly Page 1 of 2 CCIFlagpole Tool(2.2.0) Canister Apply CFAF at Canister Assembly CFAF CFAF CFAF CFAF CFAF Assembly Weight Canister Loading Elevation(z) z z z z z g (ft) No Ice(ft ) 1/2"Ice(ft) 1"Ice(ft) 2"Ice(ft) 4"Ice(ft ) Weight No 1/2"Ice Ice(Kip) (Kip) Canister Load 1 87.5 12.431 30.777 31.167 31.946 33.504 0.174 0.377 • Canister Load 2 79 20.841 51.597 52.250 53.556 56.169 2.154 2.496 Canister Load 3 73.25 33.272 82.374 83.417 85.502 89.673 0.555 1.100 Canister Load 4 56.25 32.175 79.658 80.667 82.683 86.717 2.312 2.840 Canister Load S 51.25 7.313 18.104 18.333 18.792 19.708 1.965 2.085 Deflection Check Required: Yes Import Deflection Results 3%Spine Deflection Check Allowable(3%)Horizontal Spine Actual Sufficient/Insufficient Deflection(inches) Deflection ***(inches) 4.500 1.017 Sufficient "Relative deflection under service level wind speed ir Page 2 of 2 CCIFlagpole Tool(2.2.0) PiF PA U L J. FORD Job Number:37522-0099.001.7805 Engineer: NCM & COMPANY Date:3/182022 250 E Broad St,Ste 600• Columbus,OH 43215 Site Name:WASHINGTON SQUARE MALL Phone 614.221.6679 www.pauljford.com Site Number:879570 WO Number: 2093356 0 Copyright 2022 by Paw J.Ford a Compery,a3 rights reserved. Order Number: 532628 Rev 3 EEI FLANGE CONCEALMENT CALCULATIONS ( 75'El.) (Version v2.6-Effective Date 04/2/2020) , General El Apply Capcity Normalization Per Section 15.5 Layout Flange Elevation: 75.00 ft Code Revision: T1A-222-H Threads Excluded From Shear Plane. No .;p Y Consider Seismic Loads: Yes 00 k Flange Connection Reactions 7 4,0 d 15.68 `Allk � Moment.® 15.68 kip-ft „"i al�, Shear 2.50 kip Axial: 5.00 kip . ' , 0. Member Componet Definitions IIW Spine Information 0 Use Design Thickness Angle Adjusts t*I ccw .il Type. Pipe Bolt 0.00 Specification: 4 XXS Overrides itr Stiffener. 45.00 Grade(Fr)- 35 ksi Ultimate Strength(F,J: 60 Cs Outside Diameter 4.500 In Click To Updote Thickness: 0.628 in Ring Plate Information Flange Connection Capacity Results 75.5% Pass Thickness 2.00 in Inside Diameter 10.00 in Spine Wall Tearout/Punching Shear Check 7.5%Pass Outside Diameter 15.00 in Applied Load:17.14 kip Grade(F1): 36 ksi Capacity:217.83 ide Stiffener Information Stiffeners Bending-Shear Check 33.6%Pass Layout Radially Symmetric Bending: Apt Load:Ism kpsn Quantity: 4 Capacity.101.25 lupin Width: 4.50 in Applied Load:17.14 kip Height: 9.00 in Shear Capacity 413.80 kip Thickness: 0.50 in Upper Toe Height 1.00 in Ring Plate Combined Bending-Shear Check 46.7%Pass Lower Tow Height: 1.00 in Appied Load.37.43 kip-in F� 36 ksi Weld Lengths Bending: Grade( ). Capacity.81.00 kip-in Horizontal Fillet Weld Size: 1/4 in (Max:4.50"I Applied Load 15.69 kip Vertical Fillet Weld Size: 1/4 in a.:9.9.00./ Shear: (M Capacity:97.20 kip is Electrode: E70 .If elm blank.ma,used Bolt Combined Tension-Shear Check 75.5%Pass Bolt Information Applied Load.2383 kip Tension: Capacty 30.06 lop Bolt Specification. A2/5 Quantity: 4 Appfed Load'.0.94 kip Diameter 3/4 in Shear: Capacity.19.89 lop i Bolt Circle: 12.000 in Welds Check e0.4%Pass Stress Stiffener To Ring Plate: '19.98 km Capacity:31.50 lip Died Stiffener To Spine: Applied -17.14 kip Capacity 71.55 kip Bolt Combined Tension-Shear Check Controls Notes:t.Results have been normalized by dividing by 1.05 max capacty is 100%. 2.The spine design wall thickness has been used for calculation. 3.Seismic Loading Controls. 4 Seismic Loading wl 1.5x Oyer strength Factor Applied Controls Bak Capacity. lnXSeer4LedG:\TOWERt375 Crown Casae1Z022137522-009957e57aWASHNGTGN SPARE MN.L\37522-0093A01.71105 SA_209335813T522-0099Gmcaanad.MMPAUXDATAa1u I 37522-0099_EEI Flange Analysis v2.6-3/182022 Monopole Flange Plate Connection-Seismic Elevation=75 ft. CR W E ..r BU# 879570 Applied Loads Site Name Alashinton Square Mal Moment(kip-ft) 15.68 Order# 532628 Rev.3 Axial Force(kips) 5.00 Shear Force(kips) 2.50 TIA-222 Revision H *TIA-222-H Section 15.5 Applied *1.5 Overstrength Factor Applied Bottom Plate-Internal • Connection Properties Bolt Data (4)3/4"0 bolts(A325 N;Fy=92 ksi,Fu=120 ksi)on 12"BC Bottom Plate Data 10"ID x 1"Plate(A36;Fy=36 ksi,Fu=58 ksi) Bottom Stiffener Data N/A Bottom Pole Data 30"x 0.375"round pole(API 5LX52;Fy=52 ksi,Fu=68 ksi) Analysis Results Bolt Capacity Max Load(kips) 22.24 Allowable(kips) 30.03 Stress Rating: 70.5% Bottom Plate Capacity Max Stress(ksi): 25.39 (Flexural) Allowable Stress(ksi): 32.40 Stress Rating: 74.6% Tension Side Stress Rating: N/A CClplate-Version 4.1.2 Analysis Date:3/18/2022 Monopole Flange Plate Connection -Seismic Elevation=40 ft. CROWN CC„.CASTLE BU# 879570 Applied.L4d61S Site Name Vashinton Square Mal Moment(kip-ft) 167.26 Order# 532628 Rev.3 Axial Force(kips) 19.41 Shear Force(kips) 6.02 TIA-222 Revision H "TIA-222-H Section 15.5Applied *1.5 Overstrength Factor Applied Top Plate-Internal Bottom Plate-Internal o ° ° O -' °O ° ° o 0 0 eCi 0 0 0 0 0 0 0 0 0 (C: 0 0 0 0 ,0 0 0 NC) 0 Connection Properties Bolt Data (23)1"0 bolts(A325 N;Fy=92 ksi,Fu=120 ksi)on 26"BC pos.(deg): 0,15,30,45,60,75,90,105,120,135,150,165,180,195,210,225,240,255,270,285,300,315,330 Top Plate Data Bottom Plate Data 22"ID x 1.5"Plate(A36;Fy=36 ksi,Fu=58 ksi) 22"ID x 1.5"Plate(A36;Fy=36 ksi,Fu=58 ksi) Top Stiffener Data Bottom Stiffener Data N/A N/A Top Pole Data Bottom Pole Data 30"x 0.375"round pole(API 5LX52;Fy=52 ksi,Fu=68 ksi) 30"x 0.375"round pole(API 5LX52;Fy=52 ksi,Fu=68 ksi) Analysis Results Bolt Capacity Max Load(kips) 21.04 Allowable(kips) 54.54 Stress Rating: 36.7% Top Plate Capacity Bottom Plate Capacity Max Stress(ksi): 11.65 (Flexural) Max Stress(ksi): 11.65 (Flexural) Allowable Stress(ksi): 32.40 Allowable Stress(ksi): 32.40 Stress Rating: 34.2% Pass Stress Rating: 34.2% Tension Side Stress Rating: 7.6% Pass Tension Side Stress Rating: 7.6% CClplate-Version 4.1.2 Analysis Date:3/18/2022 .. �, • Monopole Base Plate Connection -Seismic Cr'am,,,CASTLE Site Info BU 8 879570 Site Name ashinton Square Mal Order It 532628 Rev.3 0 0 Analysis Considerations TIA-222 Revision H O/� Grout Considered: Na I.,(in) 0.76 Applied toads Moment(kip-ft) Axial Force(kips) 26.29 0 \ Shear Force(kips) 6.56 *TIA-222-H Section 15.5 Applied *LS Overstrength Factor Applied O o � Connection Properties Analysis Results Anchor Rod Data Anchor Rod Summary (units of kips,kip-in) (14)1-1/2"0 bolts(A193 Gr.B7 N;Fy=105 ksi,Fu=125 ksi)on 35"BC Pu_t=59.17 4Pn_t=132.19 Stress Rating Vu=0.7 4,Vn=82.83 42.6% Base Plate Data Mu=n/a (1)Mn=n/a 41"OD x 2"Plate(A36;Fy=36 ksi,Fu=58 ksi) Base Plate Summary Stiffener Data Max Stress(ksi): 9.5 (Flexural) N/A Allowable Stress(ksi): 32.4 Stress Rating: 27.9% s, Pole Data 30"x 0.375"round pole(API 50(52;Fy=52 ksi,Fu=68 ksi) ( CClplate-Version 4.1.2 Analysis Date:3/18/2022 QCJpla'R© i Elevation MI 40 (Flange) Bolt Group Resist Axial Resist Shear Induce Plate Bending 1 Yes Yes Yes Custom Bolt Connection Bolt Group Location Area Override, Bolt ID ( i Diameter(in) Material Bolt Circle(in) Et Factor,a, I„(ing Thread Type in^2 Tension Only 1 1 0 1 A325 26 0.5 0 N-Included No 2 1 15 1 A325 26 0.5 0 N-Included No 3 1 30 1 A325 26 0.5 0 N-Included No 4 1 45 1 A325 26 0.5 0 N-Included No 5 1 60 1 A325 26 0.5 0 N-Included No 6 1 75 1 A325 26 0.5 0 N-Included No 7 1 90 1 A325 26 0.5 0 N-Included No 8 1 105 1 A325 26 0.5 0 N-Included No 9 1 120 1 A325 26 0.5 0 N-Included No 10 1 135 1 A325 26 0.5 0 N-Included No 11 1 150 1 A325 26 0.5 0 N-Included No 12 1 165 1 A325 26 0.5 0 N-Included No 13 1 180 1 A325 26 0.5 0 N-Included No 14 1 195 1 A325 26 0.5 0 N-Included No 15 1 210 1 A325 26 0.5 0 N-Included No 16 1 225 1 A325 26 0.5 0 N-Included No 17 1 240 1 A325 26 0.5 0 N-Included No 18 1 255 1 A325 26 0.5 0 N-Included No 19 1 270 1 A325 26 0.5 0 N-Included No 20 1 285 1 A325 26 0.5 0 N-Included No 21 1 300 1 A325 26 0.5 0 N-Included No 22 1 315 1 A325 26 0.5 0 N-Included No 23 1 330 1 A325 26 0.5 0 N-Included No 0.5 0 No Plot Graphic ® e,\ ® ,1 /0 ®� 0 70 0 0 p 0 V 7 i) CP Analysis Date:3/18/2022 CCl plate-Version 4.1.2 a • , } t a a Drilled Pier Foundation 3 CROWN • BU#: 879570 CASTLE Site Name: Washinton Square Mall Order Number: 532628 Rev.3 TIA-222 Revisor): H Check Limitation Tower Type Monopole Apply TIA-222-H Section 15.5:EMI N/A V Analysis Results Additional Longitudinal Rebar Applied Loads Soil Lateral Check Compression Uplift In•ut Effective Deaths else Actual):L� Comp. Uplift 0„,(ft from TOC) 3.77 - Shear Design Options Moment(kip-ft) 415.777 Soil Safety Factor 6.16 - Check Shear alone Death of Pier:WWI Axial Force(kips) 26.293 Max Moment(kip-ft) 438.39 - Utilize Shear-Friction Methodolo• :IIIM Shear Force(kips) 6.557 Rating* 20.6% - Override Critical Death:. Soil Vertical Check Compression Uplift Go to Soil Calculations Material Psopeft4As '. r, Skin Friction(kips) 161.99O - Concrete Strength,fc: 3 ksi lksia End Bearing(kips) 294.52 - Rebar Strength,Fy: 60 ksi Weight of Concrete(kips) 54.78 - Tie Yield Strength.Fyt: 40 ksi Total Capacity(kips) 456.51 - Axial(kips) 81.07 - PierDesignijata Kellar&Pier Option 4 Rating* 16.9% - De•th 15 ft Reinforced Concrete Flexure Compression Uplift Ext.Above Grade 0.5 ft Embedded Pole Inputq Critical Depth(ft from TOC) 3.77 - Pier Section 1 Belled Pior Input, Critical Moment(kip-ft) 438.39 - From 0.5'above grade to 15'below grade Critical Moment Capacity 2004.41 - Pier Diameter 5 ft Rating* 20.8% - Rebar Quanti 18- Reinforced Concrete Shear Compression Uplift Rebar Size 9- Critical Depth(ft from TOC) 10.52 - Clear Cover to Ties 3 in Critical Shear(kip) 75.84 - Tie Size 5- Critical Shear Capacity 343.54 - ._ . 12 in Rating* 21 0% - Structural foundation Rating* 21.0% Soil interaction Rating* 20.6% *Rating per TIA-222-H Section 15.5 Soil Profile Groundwater Depth N/A #of Layers 3 Calculated Calculated Ultimate Skin Ult.Gross Angle of Ultimate Skin Top Thickness y,,,i yaroMr•t. 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) (ksf) (ksf) (ksf) Override(ksf) (ksf) 1 0 0.3 0.3 0 150 0 0 0.000 0.000 0.00 0.00 Cohesionless 2 0.3 2.5 2.2 125 150 0 0 0.000 0.000 0.00 0.00 Cohesionless 3 2.5 15 12.5 125 150 1 25 1.005 1.005 1.10 1.10 20 Silty Version 5.0.3 Y Z X 0 Paul J. Ford and Company SK- 1 Nathan Miller 87.5 ft Monopole I Washington Square Mall Mar 18, 2022 at 9:45 AM PJF 37522-00991 BU 879... 37522-0099_Concealment.rt3 Company : Paul J.Ford and Company Mar 18,2022 I/IR Designer Nathan Miller 3:21 PM SA Job Number PJF 37522-0099I BU 879570 Checked By: ,,IN,,,,,;., Model Name : 87.5 ft Monopole I Washington Square Mall (Global) Model Settings Display Sections for Member Calcs 2 Max Internal Sections for Member Calcs 100 Include Shear Deformation? Yes Increase Nailing Capacity for Wind? Yes Include Warping? Yes Trans Load Btwn Intersecting Wood Wall? Yes Area Load Mesh (in^2) 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 (fUsec^2) 32.2 Wall Mesh Size (in) 12 Eigensolution 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 Adjust Stiffness? Yes(Iterative) RISAConnection Code None Cold Formed Steel Code None Wood Code None Wood Temperature < 100F _ Concrete Code None Masonry Code None ' Aluminum Code None- Building Stainless Steel Code None 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? No Use Cracked Sections Slab? No Bad Framing Warnings? No Unused Force Warnings? No Min 1 Bar Diam. Spacing? No Concrete Rebar Set REBAR SET ASTMA615 Min % Steel for Column 1 Max% Steel for Column 0 RISA-3D Version 17.0.3 [G:\...\...\...\...\...\37522-0099_Concealment.rt3] Page 1 : Paul J.Ford and Company Mar 18,2022 I ICompany IRISA Designer : Nathan Miller 3:21 PM Job Number PJF 37522-0099 BU 879570 Checked By: ,EMETst:-,- ,okw<.=. Model Name : 87.5 ft Monopole I Washington Square Mall (Global) Model Settings, Continued - Seismic Code ASCE 7-16 - Seismic Base Elevation (ft) Not Entered Add Base Weight? No Ct X .03 Ct Z .03 T X (sec) 1.511 T Z (sec) 1.511 R X 1.5 R Z 1.5 Ct Exp. X .9 Ct Exp. Z .9 SD1 .505 SDS .694 S1 .398 TL (sec) 16 Risk Cat I or II Drift Cat Other •m Z 1 Om X 1 dZ 4 dX 4 Rho Z Rho X 1 Hot Rolled Steel Properties Label E[ksil G Lksi] Nu Therm(/1 E.,Aensity[k/ft... Yield[ksii Ry Fu[ksi] Rt 1 A53-B-35 29000 11200 .295 .65 .49 35 i.5 58 1.2 2 API 5LX52 29000 11200 .295 .65 49 52 1..1 58 1.2 Member Primary Data Label I Joint J Joint K Joint Rotate(d... Section/Shape Type Design List Material Design Rul... 1 M1 N1 N13 ANT LEG L1 Column Pipe A53-B-35 Typical 2 M2 N14 N1 ANT LEG L2 Column Pipe API 5LX52 Typical 3 M3 N15 N14 ANT LEG L3 Column P1pe API 5LX52 Typical , 4 M4 N35 N15 ANT LEG L4 Column Pipe API5LX52 Typical 5 M5 N46 N35 ANT_LEG_L5 Column Pipe API 5LX52 Typical Load Combinations Description Solve P... S.,. BLC Factor BLC Fac..... .........BLC Fac...BLC Fac...BLC Fac...BLC Fac...BLC Fac...BLC Fac... 1 Dead Only Y 1 1 . 2 (1.2+0.2 SDs)D.. Yes Y 1 1.339 SX*SF 1 . 3 (1.2+0.2 SDs)D.. Yes Y 1 1.339 SZ*SF 1 Dynamics Input Number of Modes 20 Load Combination Number 1 - Dead Only Acceleration of Gravity 32.2 (ft/sec^2) Convergence Tolerance 0.0001 RISA-3D Version 17.0.3 [G:\...\...\...\...1...\37522-0099_Concealment.rt3] Page 2 : Paul J.Ford and Company Mar 18,2022 I ICompany 'R'S' Designer : Nathan Miller 3:21 PM Job Number PJF 37522-0099 I BU 879570 Checked By: NEMETSCHEK COMPANY Model Name : 87.5 ft Monopole I Washington Square Mall Response Spectra Data X Direction Spectra ASCE 2016, Parametric Design Spectra Modes Used All 20 modes Mode No. for Signs Modal Combination Method CQC Damping Ratio 5 Percent Z Direction Spectra ASCE 2016, Parametric Design Spectra Modes Used All 20 modes Mode No. for Signs Modal Combination Method CQC Damping Ratio 5 Percent Frequencies/Participation Mode Number Frequency Period Percent Modal Participation (Hz) (Sec) X Spectra Y Spectra Z Spectra 1 .662 1.511 36.358 37.337 2 .662 1.511 37.337 36.358 3 2.747 .364 3.448 2.599 4 2.747 .364 2.599 3.448 5 6.021 .166 7.692 .07 6 6.021 .166 .07 7.692 7 13.425 .074 2.89 8 13.425 .074 2.89 9 19.963 .05 2.5 10 19.963 .05 2.5 11 29.978 .033 .183 12 29.978 .033 .183 13 30.285 .033 86.984 14 40.065 .025 1.849 15 40.065 .025 1.849 16 62.674 .016 .969 17 62.674 .016 .969 18 90.391 .011 .751 19 90.391 .011 .751 20 92.034 .011 3.541 Totals : 96.644 90.526 96.644 Spectra Scaling Factor [Scaling Factor Z: 1.3 Scaling Factor X: 1.3 • Envelope Member Section Forces Member Sec Axial[k] LC y Shear[k] LC z Shear[... LC Torque[... LC y-y Moment[k-ftl LC z-z Moment... LC 1 M 1 1 max 4.999 2 2.503 2 2.503 3 0 3 15.678 3 15.681 2 2 min 4.999 3 0 3 0 2 0 2 -.001 2 .002 3 3 2 max .232 2 .303 2 .303 3 0 3 0 3 0 3 4 min .232 3 0 3 0 2 0 2 0 2 0 2 5 M2 1 max 5.285 2 2.559 2 2.559 3 0 3 19.973 3 19.976 2 6 min 5.285 3 0 3 0 2 0 2 -.001 2 .002 3 7 2 max 4.999 2 2.559 2 2.559 3 0 3 15.678 3 15.681 2 8 min 4.999 3 0 3 0 2 0 2 -.001 2 .002 3 9 M3 1 max 14.842 2 5.085 2 5.085 3 0 3 104.619 3 104.622 2 10 min 14.842 3 0 3 0 2 0 2 -.001 2 .002 3 11 2 max 6.028 2 2.894 2 2.894 3 0 3 19.973 3 19.976 2 RISA-3D Version 17.0.3 [G:\...\...\...\...\...\37522-0099_Concealment.rt3] Page 3 .:. . . ..... .� ..: . . _ . . .. . .. . .n. .. : Paul J.Ford and Company Mar 18,2022 ICompanyIRIS Designer : Nathan Miller 3:21 PM Job Number PJF 37522-0099 BU 879570 Checked By: ANEMETSCHEK Cr,' .,: Model Name : 87.5 ft Monopole I Washington Square Mall Envelope Member Section Forces (Continued) Member Sec Axial[kl LC v Shearfkl LC z Shearf... LC Torauef... LC y-v Momentfk-ftl LC z-z Moment... LC 12 min 6.028 3 0 3 0 2 0 2 -.001 2 .002 3 . 13 M4 1 max 19.409 2 6.017 2 6.017 3 0 3 167.256 3 167.259 2 14 min 19.409 3 0 3 0 2 0 2 -.001 2 .002 3 15 2 max 17.473 2 5.677 2 5.677 3 0 3 104.619 3 104.622 2 16 min 17.473 3 0 3 0 2 0 2 -.001 2 .002 3 17 M5 1 max 26.293 2 6.557 2 6.557 3 0 3 415.774 3 415.777 2 18 min 26.293 3 0 3 0 2 0 2 -.001 2 .002 3 19 2 max 19.409 2 6.061 2 6.061 3 0 3 167.256 3 167.259 2 20 min 19.409 3 0 3 0 2 0 2 -.001 2 .002 3 Envelope Joint Reactions Joint X[k] LC Y[kL LC Z[k] LC MX[k-ft] LC MY[k-ft] LC MZ[k-ft] LC 1 N46 max 0 3 26.293 3 0 2 .001 2 0 3 .002 3 2 min -6.557 2 26.293 2 -6.557 3 -415.774 3 0 2 -415.773 2 3 Totals: max 0 3 26.293 3 0 2 4 min -6.557 2 26.293 2 -6.557 3 Envelope AISC 15th(360-16): LRFD Steel Code Checks Member Shape Code..Loc[ft_ LC Shear..Loc[ft Dir LC phi*Pnc[k] phi*Pnt[k] phi*Mn y-y[k-ft]phi*Mn ..Cb Ean 1 M1 P4.5x0.628 .639 0 2 .035 0 2 240.633 240.633 24.932 24.932 1 H1-lb 2 M2 P30x0.375 .019 0 2 .005 0 3 1521.602 1633.373 1141.414 1141.4141 H1-lb 3 M3 P30x0.375 .097 0 2 .010 0 3 1521.602 1633.373 1141.414 1141.4141 H1-lb 4 M4 P30x0.375 .153 0 2 .012 0 3 1521.602 1633.373 1141.414 1141.4141 H1-lb 5 M5 P30x0.375 .373 0 2 .013 0 3 1521.602 1633.373 1141.414 1141.4141 H1-lb I I I RISA-3D Version 17.0.3 [G:\...\...\...\...\...\37522-0099_Concealment.rt3] Page 4 a i PJF Project: 37522-0099.001.7805 PA U L J. F O R D Engineer: NCM RIF & COMPANY Date: 3/18/2022 250 E Broad St, Ste 600 • Columbus, OH 43215 Site Number: 879570 Phone 614.221.6679 www.pauljford.com Site Name: WASHINGTON SQUARE MALL WO No.: 2093356 (c)Copyright 2022 by Paul J.Ford and Company,all rights reserved. Order No.: 532628 Rev 3 RISA-3D SEISMIC FACTORS(Version v2.0-Effective Date 08/23(2021) Degrees Minutes Seconds Latitude: 45 27 10.69 = 45.4530 degrees Longitude: -122 r, 41.31 = -122.7781 degrees Seismic Design Data Seismic Importance Factor 1.00 Ss 0.867 (from ASCE 7 Hazard Tool) S, 0.398 (from ASCE 7 Hazard Tool) Site Class: D(Default) (from geo or assume D) SD5 0.694 S0, 0.505 Seismic Design Category D (ASCE 7-16 Section 11.6-1) Base Seismic Force Resisting System Cantilever Monopole Design Base Shear(kips) 5.044 (RISA-3D Unscaled Shear) Cs 0.334 (Cs=V/W) R 1.60 (ASCE 7-16 Table 15.4-2) Seismic Analysis Procedure Modal Analysis Methodology= LRFD ASCE 7- 16 TL= 16 sec(from ASCE 7 Hazard Tool) Ts= 0.728 Risk Category= II W= 19.640 k(Total Seismic Weight from RISA-3D) Tactual= 1.511 sec(Mode 1 Period from RISA-3D) Cs= 0.3340 (ASCE 7-16 Section 11.4.8) Cs use= 0.3340 Base Shear Multiplier= 1.00 Static Shear= 6.5596 k Scaling Factor= 1.300 V= 6.557 k(base shear from RISA-3D results) 37522-0099_RISA-3D Seismic Factors v2.0 Printed: 3/18/2022 Date: 3/18/2022 PAU L J. F O R D Job Number: 37522-0099.001.7805 P..JF & C O M P A N Y Site Number: 879570 Site Name: WASHINGTON SQUARE MALL 250 E Broad St, Ste 600 • Columbus, OH 43215 WONo.: 2093356 Phone 614.221.6679 www.pauljford.com Order No.: 532628 Rev 3 Engineer: NCM C Seismic Combined Forces Check (Version v1.5-Effective Date01/28/2020) Notes Code: TIA-222-H ❑✓ Apply Capacity Normalization Per Section 15.5 1.Reaction forces/moments have been calculated in Risa3D Allowable Capacity: 100% 2.Section capacities have been calculated in tnxTower Number of Sections: 5 3.Torsional effects are negligible and have been ignored 4.Combined Interaction per TIA-222-H Section 4.8.2 5.Capacities have been normalized per TIA-222-H Section 15.5 Reaction Forces(kip,kip-ft) Section Capacities(kip, kip-ft) Consumed Capacities Section Number Elevation Moment Shear Moment Axial Shear Result (Ma) Axial (P„) (v„) (4'M°) (4Pn) min) Moment Axial Shear Combined 1 75.00 15.68 5.00 2.50 24.93 240.63 24.57 59.9% 2.0% 9.7% 62.8% Sufficient 2 73.25 19.98 5.29 2.56 1139.33 1520.46 1030.85 1.7% 0.3% 0.2% 2.0% Sufficient 3 51.25 104.62 14.84 5.09 1139.33 1520.46 1030.85 8.7% 0.9% 0.5% 9.7% Sufficient 4 40.00 167.26 19.41 6.02 1139.33 1520.46 1030.85 14.0% 1.2% 0.6% 15.2% Sufficient 5 0.00 415.78 26.29 6.56 1139.33 1520.46 1030.85 34.8% 1.6% 0.6% 36.4% Sufficient 37522-0099_Seismic Combined Forces Check_v1.5-3/18/2022 - ...-.-..,.. ..-....«,....•...•..,•„......+.+.++....�..w...,......•re.rrrrawsusaur ar.rw..e. x .: w efpHrcWHbvLirdfnrua♦rr.un xaauAxHsssra k rxaaxsstuwisultwidiNH1A rr+i.uaA e,..,..,,. A t t Asa. ASCE 7 Hazards Report AMERI AN SOCIETY OF CIVIL ENGINEERS Address: Standard: ASCE/SEI 7-16 Elevation: 252.76 ft(NAVD 88) No Address at This Risk Category: II Latitude: 45.452969 Location Soil Class: D-Stiff Soil Longitude: -122.778142 t. f' fi Proge a.inu or no Portland • H L clo gip � &luuw.b1ai Robinson ntrz S,'` a aotro aamA.rr x rivl:i i,..c. _ / , r Wind Results: Wind Speed 96 Vmph 10-year MRI 66 Vmph 25-year MRI 73 Vmph 50-year MRI 77 Vmph 100-year MRI 82 Vmph Data Source: ASCE/SEI 7-16, Fig. 26.5-1 B and Figs. CC.2-1—CC.2-4, and Section 26.5.2 Date Accessed: Fri Mar 18 2022 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. htti s://asce7hazardtool.online/ Page 1 of 3 Fri Mar 18 2022 AscE AMERICAN SOCIETY OF CM ENGINEERS Seismic Site Soil Class: D -Stiff Soil Results: Ss : 0.867 Sol : N/A Si : 0.398 TL : 16 Fa : 1.153 PGA: 0.395 F, : N/A PGA M : 0.476 SMs : 1 FPGA : 1.205 SM1 : N/A le : 1 Sos : 0.667 C, : 1.234 Ground motion hazard analysis may be required. See ASCE/SEI 7-16 Section 11.4.8. Data Accessed: Fri Mar 18 2022 Date Source: USGS Seismic Design Maps https://asce7hazardtool.online/ Page 2 of 3 Fri Mar 18 2022 I I ASC E. AMERICAN SOCIETY OF CML ENGINEERS f , Ice t Results: Ice Thickness: 1.50 in. Concurrent Temperature: 25 F Gust Speed 30 mph Data Source: Standard ASCE/SEI 7-16, Figs. 10-2 through 10-8 Date Accessed: Fri Mar 18 2022 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. 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ASCE does not intend,nor should anyone interpret,the results provided by this Tool to replace the sound judgment of a competent professional,having knowledge and experience in the appropriate field(s)of practice,nor to substitute for the standard of care required of such professionals in interpreting and applying the contents of this Tool or the ASCE 7 standard. In using this Tool,you expressly assume all risks associated with your use.Under no circumstances shall ASCE or its officers,directors, employees,members,affiliates,or agents be liable to you or any other person for any direct,indirect,special,incidental,or consequential damages arising from or related to your use of,or reliance on,the Tool or any information obtained therein.To the fullest extent permitted by law,you agree to release and hold harmless ASCE from any and all liability of any nature arising out of or resulting from any use of data provided by the ASCE 7 Hazard Tool. https://asce7hazardtool.online/ Page 3 of 3 Fri Mar 18 2022