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HomeMy WebLinkAboutMount Analysis V1CUEIDR IAy APPROVED DATE 08/02/22 RILE NUMBER: ^-zozaoi i s 1, 2022 Smartlink 1997 Annapolis Exchange Parkway, Suite 200 Annapolis, MD 21401 (888) 828-5465 Subject: Trileaf AT&T Mobility Site Data: To whom it may concern: Mount Structural Analysis Report Job Number: 695119 &TRILEAF environmental architecture engineering Trileaf Architecture & Engineering 1821 Walden Office Square, Suite 510 Schaumburg, IL 60173 (630) 227-0202 Site FA#: 10100288 Site ID#: IDL01114 Site Name: Franklin and Linder Pace No: MRUTH050615, MRUTH050623, MRUTH050628 2600 South Meridian Road, Meridian, ID, Ada County Latitude: 43° 34' 51.79", Longitude: -116' 23' 33.23" 65-Foot-Tall Monopole Tower Per your request, Trileaf has performed a structural analysis to determine the structural integrity of the above mentioned antenna mounts for the addition of wireless telecommunication appurtenances by AT&T Mobility. The analysis has been performed in accordance with the 2018 International Building Code based upon an ultimate 3-second gust wind speed of 102 mph. Exposure Category C with a Topographic Category 1, and Risk Category II were used in this analysis. Upon reviewing the results of this analysis, it is our opinion that the existing antenna mounts and its connections meet the specified TIA code requirements. The existing antenna mounts and its connections are therefore deemed adequate to support the existing and proposed loading as listed in this report. Mount Rating 47.4% Connection Rating 9.7% We at Trileaf appreciate the opportunity of providing our continuing professional services to AT&T Mobility and Smartlink. If you have any questions or need further assistance on this or any other projects, please give us a call. Sincerely, Dmitriy Albul, P.E. Project Engineer of N SF aC �9 WIL911] OF \9P Jv V 04-21-22 E IDI� 11 APPROVED DATE: 08/02/22 FILE NUMBER:^- 022-011e ink -anklin and Linder DUCTION 2.0 ANALYSIS CRITERIA CONTENTS 3.0 PROPOSED AND EXISTING EQUIPMENT 4.0 ANALYSIS PROCEDURE 5.0 ANALYSIS RESULTS 6.0 ASSUMPTIONS AND LIMITATIONS APPENDIX A PHOTOS AND RISA OUTPUT APPENDIX B ADDITIONAL CALCULATIONS c%TRILEAF environmental architecture enoinoulnp ink -anklin and Linder &TRILEAF environmental architecture engineering CA�,E IDIAN-- APPROVED ODUCTION DATE 08/02/22 xisting mount system consists of three (3) Site Pro 1 VFA10-HD sector frames attached to the 65-ft FILE NUMBER: A-2022-019 pole tower. The objective of this report is to assess the existing and proposed installation of antennas 01 RH units by AT&T Mobility on the existing mounts. This report is limited to the analysis of the antenna mount only. 2.0 ANALYSIS CRITERIA Building Code: TIA-222 Revision: Risk Category: Wind Speed: Exposure Category: Topographic Category: Ice Thickness: Wind Speed with Ice: Service Wind Speed: Seismic Loads: 2018 International Building Code TIA-222-H 11 102 mph C 1 0.5 in 40 mph 30 mph Ss = 0.286, S1 = 0.104 3.0 PROPOSED AND EXISISTING EQUIPMENT Table 1 - Proposed Antenna and Cable Information Center Number Number Feed Mounting Line of Antenna Antenna Model of Feed Line Level (ft) Elevation Antennas Manufacturer Lines Size ft i n 6 Kathrein 80010992 3 #6 DC 3 Nokia AEQU C-BAND 3 Nokia AEQK C-BAND 2 #8 DC AirScale RRH 4T4R B5 3 Nokia 160W AHCA 59.0 60.0 1 18 Pair AirScale Dual RRH 4T4R 3 Nokia B12/14 320W AHLBA 7/8„ 3 Nokia AirScale Dual RRH 4T4R 6 Coax B25/66 320W AHFIB 1 Ra cap DC6-48-60-18-8F 1 24 Pair 1 Ra cap DC9-48-60-24-8C-EV C�E IDIAN-- � APPROVED DATE: 08/02/22 FILE NUMBER:^ 021011e E ink -anklin and Linder 2 - Documents Provided &TRILEAF environmental architecture engineering Resource Remarks Proposed Loading Smartlink Scoping Notes, dated March 7, 2022 AT&T Mobility RFDS Version 2.00, dated March 15, 2022 Existing Loads Site Visit Photos, dated January 11, 2022 Construction Drawings by SSOE, dated June 13, 2018 Mount Structural Analysis by SSOE, dated June 1, 2018 Analysis Method RISA-31D (Version 20.0), a commercially available structural analysis software package, was used to create a three-dimensional model of the antenna mounting system and calculate member stresses for various load cases. Selected output from the analysis is included in Appendix A. The mount connections were evaluated by custom developed Excel Tool. Assumptions 1) The antenna mounting system was properly fabricated, installed and maintained in good condition in accordance with its original design and manufacturer's specifications. 2) The configuration of antennas, mounts, and other appurtenances are as specified in Tables 1 and 2 and the referenced drawings. 3) All member connections are assumed to have been designed to meet or exceed the load carrying capacity of the connected member unless otherwise specified in this report. c E IDIAN> APPROVED DATE: 08/02/22 i IIE HUMBE R' A-2022-01 s0 ink -anklin and Linder 3 — Mount Structure Usaqe ,-',-.TRILEAF Component Type % Capacity Pass/Fail Mount Pie 47.4% Pass Arm Plate 43.2% Pass Frame Rail 29.3% Pass Bracing 28.9% Pass Arm 20.7% Pass Connections 9.7% Pass Stabilizer 5.8% Pass Summary 47.4% Pass Notes: 1) See additional documentation in "Appendix B - Additional Calculations" for calculations supporting the % capacity. Recommendations: The mount system has sufficient capacity to carry the proposed load configuration. No modifications are required at this time. ink -anklin and Linder &TRILEAF environmental arehltecture en0ltleerinp c E IDIAN> APPROVED UMPTIONS AND LIMITATIONS DATE 08/02/22 fIIE NUMBER!^-2022-0111 structural calculations are completed assuming all information provided to Trileaf is accurate and cable to this site. For the purposes of calculations, we assume an overall structure condition of "like new" and all members and connections to be free of corrosion and/or structural defects. Trileaf will accept no liability which may arise due to any existing deficiency in design, material, fabrication, erection, construction, etc. or lack of maintenance. Contractor should inspect the condition of the existing structure, mounts and connections and notify Trileaf for any discrepancies and deficiencies before proceeding with the construction. The analysis results presented in this report are only applicable for the previously mentioned reserved and proposed loading. Any deviation of the reserved or proposed equipment and placement will require Trileaf to generate an additional structural analysis. AF gineenng 1 E IDS IAN,_- APPROVED O DATE8/02/22 hlteoture I 2lin L and Franklin anL DVA ssstts FILE NUMBER:^-2ozz- l Smaai' k ATBT Mobil 2018 Mount Type: Sector Frame Mount Exisfin ? Existing Mount Centerline: 59 Superstructure Height: 65 Structure Type: Tower Eneerin Factors Gh: 1.000 Kn ., 0.850 Ki: 1.133 Kd: 0.950 Kam: 1.000 Ke: 0.909 Ka: 0.900 We Wind 0.950 Keslce 0.850 1 ice: 1.000 q,: 26.04 psf Surface Wind Pressure: 0.00 1 psf Table 1. Eauioment Specifications and Wind Site irdo ahon Exposure Category., C Risk Category. II Ground Elevation 2645.2 it Ultimate Wind Speed: 102 mph Design Wind Speed: 102 m h Ice Thickness: 0.50 in Ice Wind Speed: 40.0 m h Escalated Ice Thickness: 0.45 in Topographic Method, 2 Topographic Category: 1 Run Seismic? Yes Site Soil., D (Default) Short -Period Accel. (Ss): 0.2860 1-Second Accel. (S1): 0.1040 Short -Period Design (SDS): 0.3000 1-Second Design (SDI): 0.1670 Short -Period Coeff. (Fa): 1.5710 1-Second Coeff. (Fv): 2.3910 Cs 0.1500 Cs in 0.0300 Amplification Factor (ap). 1.00 Response Mod. (Re): 2.50 Overstrength (Do): 1.00 Service Wind: 30 1 mph L. (man live load) = 500 Ib Lv (man live load) = 1 250 1 lb Manufacturer Kathrein Model 80010992 Elevation 60 Pipe Label 38, 35, 125, 118, 82, 75 Weight (lb) 133.40 Height (in) 105.20 Width (in) 20 De - ptA 6.9 19.33 8.44 20.24 9.31 26.13 4.02 1 2.26 Nokia AEQU C-BAND 61.5 11, 129. 86 103.60 30 17.7 9.80 4.29 2.5 4.64 2.8 26.27 4.04 2.27 Nokia AEQK C-BAND 58.5 11, 129. 86 103.60 30.00 17.70 9.80 4.29 2.5 4.64 2.8 25.99 4.00 2.25 Nokia AirScale RRH 4T4R B5 160W AHCA 60 38, 125, 82 35.30 13.3 11.6 6.5 1.22 0.71 1.4 0.86 26.13 4.02 2.26 Nokia AirScale Dual RRH 4T4R B12114 320W AHLBA 60 43, 130. 87 101.40 28.7 15.4 9.5 3.6 2.32 3.92 2.6 26.13 4.02 2.26 Nokia AirScale Dual RRH 4T4R B25166 32OW AHFIB 60 43, 130. 87 66.1 22 12.1 5.9 2.16 1.13 2.41 1.34 26.13 4.02 2.26 Raycap DC648-60-18-8F 60 32.8 31.25 11 11 1.21 1.21 1.84 1.84 26.13 4.02 2.26 Ra ca DC9-48-60-24-8C-EV 60 26.2 31.4 10,24 18,28 1.14 1.92 1.8 2.07 26.13 4.02 2.26 (E IDI� I.�1\ — APPROVED DATE: 08/02/22 FKENUABER:^- D -Diie 1. 611 v Envelope On=Solution Trileaf Franklin and Linder SK-1 DVA Apr 19, 2022 695119 Sector Frames Model 695119.r3d 1 E IDIAN — APPROVED DATL 08/02/22 FILE NUMBEk A-=0 119 N121 N110 N104 N192 N1 3 N128 N168 .� N53 N N65 55 79 � N 1 4 N197 N174 * 3 N12 1`170 73 N 135 41 1 1 102 67 N7 �N1 6 19 N1 N60 N12 N1 113 N72 16. 134 105 N19 1 N11 40 N129 N2 198 1 N1 N1 t�l N59 2 12 N169 N N 54 5 N66 3 N175 N181 11 N48 ti N182 N N42 N 186 N16 Envelope Only Solution Trileaf Franklin and Linder Joint Labels SK-2 DVA Apr 19, 2022 695119 695119.r3d lE IDIAN — Section Sets `Frame Rail APPROVED Mount Pipe `Arm aATL 08/02/22 —Bracing 2 Bracing 1 FILENWBFI:A-zoo-0„9 _ Plate 1 _ Plate 2 _ Stabilizer 11 RIGID 0p5 M47 2's M55 0 N 10 T 00 Ms s �.Z� 0) M�3:2 A C7 0 ap M -4 N �s ? C,f O 131 00 Ln 46 5 u' N o 9 M Envelope Only Solution Trileaf Franklin and Linder Member Labels SK-3 DVA Apr 19, 2022 695119 695119.r3d lE IDIAN - Section Sets `Frame Rail APPROVED Mount Pipe `Arm aATL 08i02/22 —Bracing 2 Bracing 1 FILENWBFI:A-zoo-0„9 _ Plate 1 _ Plate 2 _ Stabilizer 11 RIGID o � (V T a Q N o w PIPE <[/ 20a —2.ro I-- 2 p N o �� � v E N O CD-o 3.5 p „CD P1PF Q U' o 2.0 N o� PIP to _2.0 S„ a ar N c c CD v m Ln a o cn N _2.Q PI 3 2.0 OS„ EL X E 3• �rF Envelope Only Solution Trileaf Franklin and Linder Member Shapes SK-4 DVA Apr 19, 2022 695119 695119.r3d lE IDIAN — Section Sets `Frame Rail APPROVED Mount Pipe `Arm aATL 08i02/22 —Bracing 2 Bracing 1 FILENWBFI:A-zoo-0„9 _ Plate 1 _ Plate 2 _ Stabilizer 11 RIGID N 0 d N 126 52 A5 OL? 0 35 4 o1 33 3333 o o s 4.5 33 3 4 < � �. 1 pb, �s8 N o � 54 4 N 1, 3333 310 4.5 `�" 4.5 o `" w 3 S4 c�'> o w A s d^. 10 459 4 0. 3 54 4 o N 0 4.5 0 e, .P A Member Length (in) Displayed Envelope Only Solution Trileaf Franklin and Linder Member Lengths SK-5 DVA Apr 19, 2022 695119 695119.r3d 1 E IDIAN - APPROVED DATL 08/02/22 FILE NUMBEk A-=0 119 124.71lb-80.04lb 124.71 lb -80 04 lb 5.88 lb/ft 5.88lb/ft -21.18 5.93lb JS B8lb/ft lb 5.88 lb/ft 1 5lb 54.72 lb 88 ft -21.18 lb 5.93 lb 5.88 Ib/ft -62. lb -1 5 lb -62.16 lb 32 77 1b 54.7 JJb 4. /ft 80.041b 100.5 lb 1 Ib/ft 8 Ib/ft -21 18 lb 100.5 lb -62.1 8 Ib/ft J1 r i Ib 1 M Ib 8 Ib/ft 1.7� Ib/ft 1N. lb -80. lb 3 b -100 -62.16 1 -21.18 lb 33.12 lb 3 lb/ 33 61 100.914. 80 4 1b 8 Ib/ft 7 Ib/ft 33.12lb 5 / / 33.12lb 1 .78 Ib/ft 3 lb 1 3 lb 8 I 215.9 lb Ib/ft -62.16 I 6 -80.04 lb �qtlb/t lb 124.7 -80. 1 1 8 3 47.77 /ft 4FF 8 Ib/ft -62.16 1 Ib/ft 48.21 lb 124.7 811 -80 8 Ib/ft 8 Ib/ft 48.21 jb /ft 48 Ib/ft Loads: LC 8, 1.2DL + 1 W L AZI 180 Envelope Only Solution Trileaf Franklin and Linder Controlling Load Case SK-6 DVA Apr 19, 2022 695119 695119.r3d lE IDIAN - Code Check (Env) No Calc APPROVED > 1.0 aATL 08/02/22 .90-1_0 = .75-.90 FILE NtUBEILA-=0 119 50-.75 1-0-50 LO 0 pp2 0 0.29 0 . m9'V-0216 0 0 0 0 or, o Z o O 1.�0 0, o cfl Ln 0 o �Q 0 ogalEg .11 0 0 0 0 C) rn b 0 rn 000 A 00 0.02 U 0. p, --.100 6 p. A O 0 Member Code Checks Displayed (Enveloped) Envelope Only Solution Trileaf Franklin and Linder Member Bending Check SK-7 DVA Apr 19, 2022 695119 695119.r3d lE IDIAN - Shear Check (Env) No Calc APPROVED > 1.0 1.90-1.0 aATL 08/02/22 .75-.90 FILE NUMBEt A-=0 119 50-.75 = 0.-.50 rn 0 LO 0 0.10 � 0�6 � rn o p0 o O 0 0 00 7 ^ 0 0 0 0 o O o rn 0 0 7 7 LO 0 0 0 4 o 0 0 0 0 0 •oo 0.06 o U p. o 0 0 rn o p6 0 4 Member Shear Checks Displayed (Enveloped) Envelope Only Solution Trileaf Franklin and Linder Member Shear Check SK-8 DVA Apr 19, 2022 695119 695119.r3d CUEIDR IAy APPROVED DATE 08/02/22 RILE NUMBER: —22-1s Members Company : Trileaf Designer DVA AJob Number : 695119 Model Name : Franklin and Linder 4/19/2022 1:29:57 PM Checked By: Number of Reported Sections 5 Number of Internal Sections 100 Member Area Load Mesh Size inZ 144 Consider Shear Deformation Yes Consider Torsional Warping Yes Wall Panels Approximate Mesh Size in 24 Transfer Forces Between Intersecting Wood Walls Yes Increase Wood Wall Nailing Capacity for Wind Loads Yes Include P-Delta for Walls Yes Optimize Masonry and Wood Walls Yes Maximum Number of Iterations 3 Processor Core Utilization Sin le No Multiple (Optimum) Yes I Maximum No Axis I Global Axis corresoondina to vertical direction I Y I Default Member Orientation Default Global Plane for z-axis Xz Plate Axis Plate Local Axis Orientation Nodal Codes Hot Rolled Steel AISC 15th 360-16 : LRFD Stiffness Ad'ustment Yes Iterative Notional Annex None Connections AISC 15th 360-16 : LRFD Cold Formed Steel AISI S100-16: LRFD Stiffness Admustment Yes Iterative Wood AWC NDS-18: LRFD Temperature < 10OF Concrete AC 1318-19 Masonry TMS 402-16: Strength Aluminum AAADM1-15: LRFD Structure TVpe Building Stiffness Ad'ustment Yes Iterative Stainless AISC 14th 360-10 : LRFD Stiffness Ad'ustment Yes Iterative Concrete Compression Stress Block Rectangular Stress Block Analyze using Cracked Sections Yes Leave room for horizontal rebar splices 2*d bars acin No List forces which were ignored for design in the Detail Report Yes RISA-31D Version 20 [ 695119.r3d ] Page 1 CUEIDR IAN,-- �� APPROVED DATE 08/02/22 RILE NUMBER: A-zozaon s Company Designer Job Number Model Name : Trileaf : DVA : 695119 : Franklin and Linder 4/19/2022 1:29:57 PM Checked By: Continued Column Min Steel 1 Column Max Steel 8 Rebar Material Spec ASTM A615 Warn if beam -column framing arrangement is not understood No Seismic RISA-31D Seismic Load Options Code ASCE 7-16 Risk Category I or II Drift Cat Other Base Elevation ft Include the weight of the structure in base shear calcs Yes Site Parameters S, 1 S D, 1 SDS 1 TL sec 5 Structure Characteristics T Z sec T X sec C,X 0.02 C,EX . Z 0.75 C,EX . X 0.75 RZ 3 RX 3 f)1Z 1 noX 1 CdZ 4 CX 4 Z 1 X 1 RISA-31D Version 20 [ 695119.r3d ] Page 2 1 E IDS IAN;•- APPROVED LLATF: 08/02/22 FILE NUMBER: ^ zozz o„9 Company : Trileaf Designer DVA Job Number : 695119 Model Name : Franklin and Linder 4/19/2022 1:29:57 PM Checked By I Node J Node Rotate(deq) Section/Shape Type Design List Material Design Rule 1 M1 N1 N2 Frame Rail Beam Pie A53 Gr.B Typical 2 M2 N11 N3 90 Plate 1 Beam BAR A36 Gr.36 Typical 3 M3 N12 N5 90 Plate 2 Beam BAR A36 Gr.36 Typical 4 M4 N19 N3 Arm Beam Pie A53 Gr.B TVpical 5 M5 N17 N5 Arm Beam Pie A53 Gr.B Typical 6 M6 N6 N7 Frame Rail Beam Pie A53 Gr.B TVpical 7 M7 N14 N8 90 Plate 2 Beam BAR A36 Gr.36 Typical 8 M8 N13 N10 90 Plate 2 Beam BAR A36 Gr.36 Typical 9 M9 N20 N8 Arm Beam Pie A53 Gr.B Typical 10 M10 N18 N10 Arm Beam Pie A53 Gr.6 Typical 11 M11 N15 N16 Mount Pie Column Pie A53 Gr.B Typical 12 M12 N20 N35 90 Plate 1 Beam BAR A36 Gr.36 Typical 13 M13 N19 N38 90 Plate 1 Beam BAR A36 Gr.36 Typical 14 M14 N9 N36 90 Plate 1 Beam BAR A36 Gr.36 TVpical 15 M15 N4 N37 90 Plate 1 Beam BAR A36 Gr.36 Typical 16 M16 N24 N9 RIGID None None RIGID Ty ical 17 M17 N4 N23 RIGID None None RIGID Typical 18 M18 N29 N28 Bracing 2 VBrace BAR A36 Gr.36 Typical 19 M19 N25 N32 Bracing 2 VBrace BAR A36 Gr.36 Typical 20 M20 N29 N32 Bracing 1 Column BAR A36 Gr.36 TVpical 21 M21 N25 N28 Bracing 1 Column BAR A36 Gr.36 Typical 22 M22 N26 N27 Bracing 1 Column BAR A36 Gr.36 Typical 23 M23 N30 N31 Bracing 1 Column BAR A36 Gr.36 Typical 24 M24 N27 N30 Bracing 2 VBrace BAR A36 Gr.36 Typical 25 M25 N26 N31 Bracing 2 VBrace BAR A36 Gr.36 Typical 26 M26 N21 N33 RIGID None None RIGID Typical 27 M27 N22 N34 RIGID None None RIGID Typical 28 M28 N35 N9 90 Plate 1 Beam BAR A36 Gr.36 TVpical 29 M29 N36 N18 90 Plate 1 Beam BAR A36 Gr.36 Typical 30 M30 N37 N17 90 Plate 1 Beam BAR A36 Gr.36 Typical 31 M31 N38 N4 90 Plate 1 Beam BAR A36 Gr.36 Typical 32 M32 N41 N42 Mount Pie Column Pie A53 Gr.B Typical 33 M33 N43 N45 RIGID None None RIGID Typical 34 M34 N44 N46 RIGID None None RIGID Typical 35 M35 N48 N47 Mount Pie Column Pie A53 Gr.B Typical 36 M36 N49 N51 RIGID None None RIGID Typical 37 M37 N50 N52 RIGID None None RIGID Typical 38 M38 N54 N53 Mount Pie Column Pie A53 Gr.B TVpical 39 M39 N55 N57 RIGID None None RIGID Typical 40 M40 N56 N58 RIGID None None RIGID Typical 41 M41 N61 N63 RIGID None None RIGID Typical 42 M42 N62 N64 RIGID None None RIGID Typical 43 M43 N66 N65 Mount Pie Column Pie A53 Gr.B Typical 44 M44 N60 N68 Stabilizer HBrace Pie A53 Gr.B Typical 45 M45 N70 N69 Stabilizer HBrace Pie A53 Gr.B Typical 46 M46 N71 N59 Stabilizer HBrace Pie A53 Gr.B Typical 47 M47 N120 N119 Frame Rail Beam Pie A53 Gr.B Typical 48 M48 N99 N84 90 Plate 1 Beam BAR A36 Gr.36 Typical 49 M49 N93 N81 Arm Beam Pie A53 Gr.B Typical 50 M50 N86 N81 90 Plate 1 Beam BAR A36 Gr.36 Typical 51 M51 N82 N101 90 Plate 1 Beam BAR A36 Gr.36 Typical 52 M52 N80 N82 90 Plate 1 Beam BAR A36 Gr.36 TVpical 53 M53 N87 N75 90 Plate 2 Beam BAR A36 Gr.36 Typical 54 M54 N91 N75 Arm Beam Pie A53 Gr.B Typical 55 M55 N94 N83 Arm Beam Pie A53 Gr.B Typical 56 M56 N89 N83 90 Plate 2 Beam BAR A36 Gr.36 Typical RISA-3D Version 20 [ 695119.r3d ] Page 3 1 E IDS IAN;•- APPROVED LLATF: 08/02/22 FILE NUMBER: ^ zozz o„9 Company : Trileaf Designer DVA Job Number : 695119 Model Name : Franklin and Linder 4/19/2022 1:29:57 PM Checked By I Node J Node Rotate(deq) Section/Shape Type Design List Material Design Rule 57 M57 N84 N100 90 Plate 1 Beam BAR A36 Gr.36 Typical 58 M58 N92 N85 Arm Beam Pie A53 Gr.B Typical 59 M59 N88 N85 90 Plate 2 Beam BAR A36 Gr.36 Typical 60 M60 N101 N91 90 Plate 1 Beam BAR A36 Gr.36 TVpical 61 M61 N100 N92 90 Plate 1 Beam BAR A36 Gr.36 Typical 62 M62 N93 N80 90 Plate 1 Beam BAR A36 Gr.36 TVpical 63 M63 N94 N99 90 Plate 1 Beam BAR A36 Gr.36 Typical 64 M64 N73 N74 Bracing 1 Column BAR A36 Gr.36 Typical 65 M65 N73 N98 Bracing 2 VBrace BAR A36 Gr.36 Typical 66 M66 N78 N95 Bracing 1 Column BAR A36 Gr.36 Typical 67 M67 N78 N97 Bracing 2 VBrace BAR A36 Gr.36 Typical 68 M68 N95 N79 Bracing 2 VBrace BAR A36 Gr.36 Typical 69 M69 N96 N74 Bracing 2 VBrace BAR A36 Gr.36 Typical 70 M70 N96 N98 Bracing 1 Column BAR A36 Gr.36 TVpical 71 M71 N79 N97 Bracing 1 Column BAR A36 Gr.36 Typical 72 M72 N104 N105 Mount Pie Column Pie A53 Gr.B Typical 73 M73 N106 N108 RIGID None None RIGID Typical 74 M74 N107 N109 RIGID None None RIGID Typical 75 M75 N111 N110 Mount Pie Column Pie A53 Gr.B Typical 76 M76 N76 N90 RIGID None None RIGID TVpical 77 M77 N112 N113 RIGID None None RIGID Typical 78 M78 N77 N115 RIGID None None RIGID Typical 79 M79 N114 N116 RIGID None None RIGID Typical 80 M80 N72 N118 Frame Rail Beam Pie A53 Gr.B Typical 81 M81 N124 N126 RIGID None None RIGID Typical 82 M82 N122 N121 Mount Pie Column Pie A53 Gr.B Typical 83 M83 N123 N125 RIGID None None RIGID Typical 84 M84 N130 N127 RIGID None None RIGID TVpical 85 M85 N131 N132 RIGID None None RIGID Typical 86 M86 N128 N129 Mount Pie Column Pie A53 Gr.B Typical 87 M87 N117 N133 Mount Pie Column Pie A53 Gr.B Typical 88 M88 N82 N134 RIGID None None RIGID Typical 89 M89 N135 N84 RIGID None None RIGID Typical 90 M90 N184 N183 Frame Rail Beam Pie A53 Gr.6 Typical 91 M91 N163 N148 90 Plate 1 Beam BAR A36 Gr.36 Typical 92 M92 N157 N145 Arm Beam Pie A53 Gr.B Typical 93 M93 N150 N145 90 Plate 1 Beam BAR A36 Gr.36 Typical 94 M94 N146 N165 90 Plate 1 Beam BAR A36 Gr.36 TVpical 95 M95 N144 N146 90 Plate 1 Beam BAR A36 Gr.36 Typical 96 M96 N151 N139 90 Plate 2 Beam BAR A36 Gr.36 Typical 97 M97 N155 N139 Arm Beam Pie A53 Gr.B Typical 98 M98 N158 N147 Arm Beam Pie A53 Gr.6 Typical 99 M99 N153 N147 90 Plate 2 Beam BAR A36 Gr.36 Typical 100 M100 N148 N164 90 Plate 1 Beam BAR A36 Gr.36 Typical 101 M101 N156 N149 Arm Beam Pie A53 Gr.B Typical 102 M102 N152 N149 90 Plate 2 Beam BAR A36 Gr.36 Typical 103 M103 N165 N155 90 Plate 1 Beam BAR A36 Gr.36 Typical 104 M104 N164 N156 90 Plate 1 Beam BAR A36 Gr.36 Typical 105 M105 N157 N144 90 Plate 1 Beam BAR A36 Gr.36 Typical 106 M106 N158 N163 90 Plate 1 Beam BAR A36 Gr.36 Typical 107 M107 N137 N138 Bracing 1 Column BAR A36 Gr.36 Typical 108 M108 N137 N162 Bracing 2 VBrace BAR A36 Gr.36 TVpical 109 M109 N142 N159 Bracing 1 Column BAR A36 Gr.36 Typical 110 M110 N142 N161 Bracing 2 VBrace BAR A36 Gr.36 Typical 111 M111 N159 N143 Bracing 2 VBrace BAR A36 Gr.36 Typical 112 M112 N160 N138 Bracing 2 VBrace BAR A36 Gr.36 Typical RISA-3D Version 20 [ 695119.r3d ] Page 4 1 E IDS IAN;•- APPROVED DATE: 08/02/22 FILE NUMBER: n-zozz-0119 Company Designer Job Number Model Name Trileaf DVA 695119 Franklin and Linder 4/19/2022 1:29:57 PM Checked By I Nnde J Nnde Rotate(dea) Sectinn/Shane Tvne De. -inn List Material De. -inn Rule 113 M113 N160 N162 Bracing 1 Column BAR A36 Gr.36 Typical 114 M114 N143 N161 Bracing 1 Column BAR A36 Gr.36 Typical 115 M115 N168 N169 Mount Pie Column Pie A53 Gr.B Typical 116 M116 N170 N172 RIGID None None RIGID Typical 117 M117 N171 N173 RIGID None None RIGID Typical 118 M118 N175 N174 Mount Pie Column Pie A53 Gr.B Typical 119 M119 N140 N154 RIGID None None RIGID Typical 120 M120 N176 N177 RIGID None None RIGID Typical 121 M121 N141 N179 RIGID None None RIGID Typical 122 M122 N178 N180 RIGID None None RIGID Typical 123 M123 N136 N182 Frame Rail Beam Pie A53 Gr.B Typical 124 M124 N188 N190 RIGID None None RIGID Typical 125 M125 N186 N185 Mount Pie Column Pie A53 Gr.B Typical 126 M126 N187 N189 RIGID None None RIGID Typical 127 M127 N194 N191 RIGID None None RIGID Typical 128 M128 N195 N196 RIGID None None RIGID Typical 129 M129 N192 N193 Mount Pie Column Pie A53 Gr.B Typical 130 M130 N181 N197 Mount Pie Column Pie A53 Gr.B Typical 131 M131 N146 N198 RIGID None None RIGID Typical 132 M132 N199 N148 RIGID None None RIGID Typical Material Take -Off Material Si7P Pieces I ennthfinl WeinhtrKl 1 General Members 2 RIGID 36 150 0 3 Total General 36 150 0 4 5 Hot Rolled Steel 6 A36 Gr.36 0.625" SR 12 480 0.042 7 A36 Gr.36 0.75" SR 12 568.3 0.071 8 A36 Gr.36 3.5"X0.5" PLATE 36 126 0.063 9 A53 Gr.B PIPE 2.0 30 2357.6 0.682 10 A53 Gr.B PIPE 2.5 6 756 0.345 11 Total HR Steel 96 4287.9 1.203 Hot Rolled Steel Section Sets I ahel Shane Tvne De. -,inn 1 ist Material De -inn Ride Area fin21 Ivv rin41 177 final .l final 1 F Frame Rail PIPE 2.5 Beam Pie A53 Gr.B Typical 1.61 1.45 1.45 2.89 2 Mount Pie PIPE 2.0 Column Pie A53 Gr.B Typical 1.02 0.627 0.627 1.25 3 Arm PIPE 2.0 Beam Pie A53 Gr.B Typical 1.02 0.627 0.627 1.25 4 Bracing 2 0.75" SR VBrace BAR A36 Gr.36 Typical 0.442 0.016 0.016 0.031 5 Bracing 1 0.625" SR Column BAR A36 Gr.36 Typical 0.307 0.007 0.007 0.015 6 Plate 1 3.5"X0.5" PLATE Beam BAR A36 Gr.36 Typical 1.75 0.036 1.786 0.133 7 Plate 2 3.5"X0.5" PLATE Beam BAR A36 Gr.36 Typical 1.75 0.036 1.786 0.133 8 Stabilizer PIPE 2.0 HBrace Pie A53 Gr.B Typical 1.02 1 0.627 1 0.627 1.25 Basic Load Cases BLC Descrintinn Catennry X Gravity Y Gravity Z Gravity Pnint Distrihuted 1 Self Weight DL -1 42 2 Wind Load AZI 0 WLX 84 288 3 Wind Load AZI 30 None 84 288 4 Wind Load AZI 60 None 84 288 5 Wind Load AZI 90 WLZ 84 288 RISA-3D Version 20 [ 695119.r3d ] Page 5 1 E IDS IAN;•- APPROVED DATE: 08/02/22 FILE NUMBER:A-zoz 119 Company Designer Job Number Model Name Trileaf DVA 695119 Franklin and Linder 4/19/2022 1:29:57 PM Checked By .esrrintion Catennry X Gravity Y Gravity Z Gravity Point Distrihuted 6 Wind Load AZI 120 None 84 288 7 Wind Load AZI 150 None 84 288 8 Wind Load AZI 180 None 84 288 9 Wind Load AZI 210 None 84 288 10 Wind Load AZI 240 None 84 288 ill Wind Load AZI 270 None 84 288 12 Wind Load AZI 300 None 84 288 13 Wind Load AZI 330 None 84 288 14 Ice Weight 01-1 42 132 15 Ice Wind Load AZI 0 01-2 84 288 16 Ice Wind Load AZI 30 None 84 288 17 Ice Wind Load AZI 60 None 84 288 18 Ice Wind Load AZI 90 01-3 84 288 19 Ice Wind Load AZI 120 None 84 288 20 Ice Wind Load AZI 150 None 84 288 21 Ice Wind Load AZI 180 None 84 288 22 Ice Wind Load AZI 210 None 84 288 23 Ice Wind Load AZI 240 None 84 288 24 Ice Wind Load AZI 270 None 84 288 25 Ice Wind Load AZI 300 None 84 288 26 Ice Wind Load AZI 330 None 84 288 27 Seismic Load X ELX -0.15 42 28 Seismic Load Z ELZ -0.15 42 29 Service Live Loads LL 30 Maintenance Load 1 LL 1 31 Maintenance Load 2 LL 1 32 Maintenance Load 3 LL 1 33 Maintenance Load 4 LL 1 34 Maintenance Load 5 LL 1 35 Maintenance Load 6 LL 1 36 Maintenance Load 7 LL 1 37 Maintenance Load 8 LL 1 38 Maintenance Load 9 LL 1 39 Maintenance Load 10 LL 1 40 Maintenance Load 11 LL 1 41 Maintenance Load 12 LL 1 42 Maintenance Load 13 LL 1 43 Maintenance Load 14 LL 1 44 Maintenance Load 15 LL 1 45 Maintenance Load 16 LL 1 46 Maintenance Load 17 LL 1 47 Maintenance Load 18 LL 1 48 Maintenance Load 19 LL 1 49 Maintenance Load 20 LL 1 50 Maintenance Load 21 LL 1 51 Maintenance Load 22 LL 1 52 Maintenance Load 23 LL 1 53 Maintenance Load 24 LL 1 Load Combinations Desrrintion Solve P-Delta BLC Factor BLC Fartor BLC Factor 1 1.4DL Yes Y 1 1.4 2 1.2DL + 1 WL AZI 0 Yes Y 1 1.2 2 1 3 1.2DL + 1 WL AZI 30 Yes Y 1 1.2 3 1 4 1.2DL + 1 WL AZI 60 Yes Y 1 1.2 4 1 5 1.2DL + 1 WL AZI 90 Yes Y 1 1.2 5 1 RISA-3D Version 20 [ 695119.r3d ] Page 6 1 E IDS IAN;•- APPROVED DATE: 08/02/22 FILE NUMBER:n-zoz 119 Company : Trileaf Designer DVA Job Number : 695119 Model Name : Franklin and Linder Description 4/19/2022 1:29:57 PM Checked By Solve P-Delta BLC Factor BLC Factor BLC Factor 6 1.2DL + 1 WL AZI 120 Yes Y 1 1.2 6 1 7 1.2DL + 1 WL AZI 150 Yes EM Y 1 1.2 7 1 8 1.2DL + 1 WL AZI 180 Yes Y 1 1.2 8 1 9 1.2DL + 1 WL AZI 210 Yes Y 1 1.2 9 1 10 1.2DL + 1 WL AZI 240 Yes Y 1 1.2 10 1 ill 1.2DL + 1 WL AZI 270 Yes Y 1 1.2 11 1 12 1.2DL + 1 WL AZI 300 Yes Y 1 1.2 12 1 13 1.2DL + 1 WL AZI 330 Yes Y 1 1.2 13 1 14 0.9DL + 1 WL AZI 0 Yes Y 1 0.9 2 1 15 0ADL + 1 WL AZI 30 Yes Y 1 0.9 3 1 16 0ADL + 1 WL AZI 60 Yes Y 1 0.9 4 1 17 0ADL + 1 WL AZI 90 Yes Y 1 0.9 5 1 18 0.9DL + 1 WL AZI 120 Yes Y 1 0.9 6 1 19 0ADL + 1 WL AZI 150 Yes Y 1 0.9 7 1 20 0ADL + 1 WL AZI 180 Yes Y 1 0.9 8 1 21 0ADL + 1 WL AZI 210 Yes Y 1 0.9 9 1 22 0ADL + 1 WL AZI 240 Yes Y 1 0.9 10 1 23 0ADL + 1 WL AZI 270 Yes Y 1 0.9 11 1 24 OADL + 1 WL AZI 300 Yes Y 1 0.9 12 1 25 0ADL + 1 WL AZI 330 Yes Y 1 0.9 13 1 26 1.2D + 1.0Di Yes Y 1 1.2 14 1 27 1.2D + 1.0Di +1.0Wi AZI 0 Yes Y 1 1.2 14 1 15 1 28 1.2D + 1.0Di +1.OWi AZI 30 Yes Y 1 1.2 14 1 16 1 29 1.21D + 1.0Di +1.OWi AZI 60 Yes Y 1 1.2 14 1 17 1 30 1.2D + 1.0Di +1.OWi AZI 90 Yes Y 1 1.2 14 1 18 1 31 1.2D + 1.ODi +1.OWi AZI 120 Yes Y 1 1.2 14 1 19 1 32 1.2D + 1.0Di +1.0Wi AZI 150 Yes Y 1 1.2 14 1 20 1 33 1.2D + 1.0Di +1.0Wi AZI 180 Yes Y 1 1.2 14 1 21 1 34 1.2D + 1.ODi +1.OWi AZI 210 Yes Y 1 1.2 14 1 22 1 35 1.2D + 1.0Di +1.0Wi AZI 240 Yes Y 1 1.2 14 1 23 1 36 1.2D + 1.ODi +1.OWi AZI 270 Yes Y 1 1.2 14 1 24 1 37 1.2D + 1.0Di +1.0Wi AZI 300 Yes Y 1 1.2 14 1 25 1 38 1.2D + 1.0Di +1.OWi AZI 330 Yes Y 1 1.2 14 1 26 1 39 1.2 + 0.2Sds DL + 1.0E AZI 0 Yes Y 1 1.26 27 1 28 40 1.2 + 0.2Sds DL + 1.0E AZI 30 Yes Y 1 1.26 27 0.866 28 0.5 41 1.2 + 0.2Sds DL + 1.0E AZI 60 Yes Y 1 1.26 27 0.5 28 0.866 42 1.2 + 0.2Sds DL + 1.0E AZI 90 Yes Y 1 1.26 27 28 1 43 1.2 + 0.2Sds DL + 1.0E AZI 120 Yes Y 1 1.26 27 -0.5 28 0.866 44 1.2 + 0.2Sds DL + 1.0E AZI 150 Yes Y 1 1.26 27 -0.866 28 0.5 45 1.2 + 0.2Sds DL + 1.0E AZI 180 Yes Y 1 1.26 27 -1 28 46 1.2 + 0.2Sds DL + 1.0E AZI 210 Yes Y 1 1.26 27 -0.866 28 -0.5 47 1.2 + 0.2Sds DL + 1.0E AZI 240 Yes Y 1 1.26 27 -0.5 28 -0.866 48 1.2 + 0.2Sds DL + 1.0E AZI 270 Yes Y 1 1.26 27 28 -1 49 1.2 + 0.2Sds DL + 1.0E AZI 300 Yes Y 1 1.26 27 0.5 28 -0.866 50 1.2 + 0.2Sds DL + 1.0E AZI 330 Yes Y 1 1.26 27 0.866 28 -0.5 51 0.9 - 0.2Sds DL + 1.0E AZI 0 Yes Y 1 0.84 27 1 28 52 0.9 - 0.2Sds DL + 1.0E AZI 30 Yes Y 1 0.84 27 0.866 28 0.5 53 0.9 - 0.2Sds DL + 1.0E AZI 60 Yes Y 1 0.84 27 0.5 28 0.866 54 0.9 - 0.2Sds DL + 1.0E AZI 90 Yes Y 1 0.84 27 28 1 55 0.9 - 0.2Sds DL + 1.0E AZI 120 Yes Y 1 0.84 27 -0.5 28 0.866 56 0.9 - 0.2Sds DL + 1.0E AZI 150 Yes Y 1 0.84 27 -0.866 28 0.5 57 0.9 - 0.2Sds DL + 1.0E AZI 180 Yes Y 1 0.84 27 -1 28 58 0.9 - 0.2Sds DL + 1.0E AZI 210 Yes Y 1 0.84 27 -0.866 28 -0.5 59 0.9 - 0.2Sds DL + 1.0E AZI 240 Yes Y 1 0.84 27 -0.5 28 -0.866 60 0.9 - 0.2Sds DL + 1.0E AZI 270 Yes Y 1 0.84 27 28 -1 61 0.9 - 0.2Sds DL + 1.0E AZI 300 Yes Y 1 0.84 27 0.5 28 -0.866 RISA-3D Version 20 [ 695119.r3d ] Page 7 1 E IDS IAN;•- APPROVED DATE: 08/02/22 FILE NtUBEt A-=0 119 Company : Trileaf Designer DVA Job Number : 695119 Model Name : Franklin and Linder 4/19/2022 1:29:57 PM Checked By Desrrintion Solve P-Delta 6LC Fartnr 6LC Fartnr BLC Factor 62 0.9 - 0.2Sds DL + 1.0E AZI 330 Yes Y 1 0.84 27 0.866 28 -0.5 63 1.ODL + 1.5LL + 1.OSWL 30 mph) AZI 0 Yes Y 1 1 2 0.087 29 1.5 64 1.ODL + 1.5LL + 1.OSWL 30 mph) AZI 30 Yes Y 1 1 3 0.087 29 1.5 65 1.ODL + 1.5LL + 1.OSWL 30 mph) AZI 60 Yes Y 1 1 4 0.087 29 1.5 66 1.ODL + 1.51-1- + 1.OSWL 30 mph) AZI 90 Yes Y 1 1 5 0.087 29 1.5 67 1.ODL + 1.5LL + 1.OSWL 30 mph) AZI 120 Yes Y 1 1 6 0.087 29 1.5 68 1.ODL + 1.51-1- + 1.OSWL 30 mph) AZI 150 Yes Y 1 1 7 0.087 29 1.5 69 1.ODL + 1.51LL + 1.OSWL 30 mph) AZI 180 Yes Y 1 1 8 0.087 29 1.5 70 1.ODL + 1.51LL + 1.OSWL 30 mph) AZI 210 Yes Y 1 1 9 0.087 29 1.5 71 1.01DL + 1.5LL + 1.OSWL 30 mph) AZI 240 Yes Y 1 1 10 0.087 29 1.5 72 1.ODL + 1.5LL + 1.OSWL 30 mph) AZI 270 Yes Y 1 1 11 0.087 29 1.5 73 1.ODL + 1.5LL + 1.OSWL 30 mph) AZI 300 Yes Y 1 1 12 0.087 29 1.5 741 1.01DL + 1.5LL + 1.OSWL 30 mph) AZI 330 Yes Y 1 1 13 0.087 29 1.5 Envelope Node Reactions Node Label X rlbl LC Y rlbl LC Z rlbl LC MX rib-inl LC MY rib -in] LC MZ [lb-inl LC 1 N23 max 1166.417 27 850.715 33 -36.839 62 1011.98 28 2965.881 13 8713.471 33 2 min 491.31 20 452.022 55 -212.872 31 51.994 21 -2809.776 15 4618.06 55 3 N24 max 1139.585 14 852.539 27 910.591 6 1010.591 29 2989.608 21 8757.403 35 4 min -2614.11 8 451.733 61 -730.054 24 58.244 22 -2881.184 3 4564.396 16 5 N 134 max -277.506 16 850.716 29 -412.851 16 7084.989 29 2977.911 9 -2580.841 18 6 min -765.536 35 452.25 59 -907.235 34 3755.39 22 -2801.546 15 -5210.321 37 7 N 135 max 1923.386 3 852.54 35 2145.7 4 7142.38 31 2961.844 21 -2625.839 56 8 min -1005.478 21 451.959 53 -922.882 22 3573.142 24 -2827.936 3 -5194.94 36 9 N 198 max -204.191 23 850.704 37 1114.452 31 -4192.836 61 2955.726 13 -1740.442 19 10 min -422.929 5 452.097 51 450.828 24 -8021.213 34 -2820.319 19 -3571.918 38 11 N 199 max 1437.233 13 852.528 31 1145.296 17 -4180.789 58 2980.968 25 -1627.854 20 12 min -760.111 19 451.807 57 -2514.566 11 -8026.583 27 -2890.851 7 -3612.792 27 13 Totals: max 4080.023 2 5098.713 34 4027.546 17 14 min -4080.03 20 2715.683 54 -4027.461 23 Envelope A/SC 15TH (360-16): LRFD Member Steel Code Checks MamhPr Shane (:nrla Charkl nrrinli rRhaar (:hPrk I or linl niri rnhi*Pnr. rlhlnhi*Pnt rlhl nhi*Mn v-v rlh-inl nhi*Mn 7-7 rlh-inl Ch Fnn 1 M35 PIPE 2.0 0.474 65 8 0.047 63.75 8 9836.597 32130 22459.5 22459.5 1 H1-1b 2 M75 PIPE 2.0 0.474 65 4 0.047 63.75 4 9836.597 32130 22459.5 22459.5 1 H1-1b 3 M118 PIPE 2.0 0.474 65 12 0.047 63.75 129836.597 32130 22459.5 22459.5 1 H1-1b 4 M38 PIPE 2.0 0.449 65 8 0.091 63.75 8 9836.597 32130 22459.5 22459.5 1 H1-1b 5 M82 PIPE 2.0 0.449 65 4 0.091 63.75 4 9836.597 32130 22459.5 22459.5 1 H1-1b 6 M 125 PIPE 2.0 0.449 65 12 0.091 63.75 12 9836.597 32130 22459.5 22459.5 1 H 1-1 b 7 M100 3.5X0.5" PLATE 0.432 0 11 0.113 0 y 1255425.047 56700 7087.5 49612.5 1.241 H1-1 b 8 M57 3.51X0.5" PLATE 0.431 0 3 0.113 0 y 455425.047 56700 7087.5 49612.5 1.242H1-lb 9 M14 3.5"X0.51 PLATE 0.431 0 7 0.113 0 y 855425.047 56700 7087.5 49612.5 1.24 H1-lb 10 M15 3.5"X0.5" PLATE 0.381 0 28 0.054 3 y 3055425.047 56700 7087.5 49612.5 1.236H1-lb 11 M94 3.5XO.5 PLATE 0.381 0 32 0.054 3 9 55425.047 56700 7087.5 49612.5 1.237H1-lb 12 M51 3.5X0.5"PLATE 0.381 0 36 0.054 0 3855425.047 56700 7087.5 49612.5 1.237H1-lb 13 M59 3.5XO.5" PLATE 0.331 4.5 10 0.111 0 6 53871.595 56700 7087.5 49612.5 1.668H1-lb 14 M8 3.5"X0.5"PLATE 0.33 4.5 2 0.111 0 1053871.595 56700 7087.5 49612.5 1.667H1-lb 15 M 102 3.5X0.5" PLATE 0.33 4.5 6 0.111 0 2 53871.595 56700 7087.5 49612.5 1.666 H 1-1 b 16 M91 3.51X0.51 PLATE 0.321 3 2 0.064 3 2 55425.047 56700 7087.5 49612.5 1.177H1-lb 17 M48 3.5"X0.5" PLATE 0.321 3 6 0.064 3 6 55425.047 56700 7087.5 49612.5 1.176H1-lb 18 M28 3.5"X0.5"PLATE 0.32 3 10 0.064 3 Y1055425.047 56700 7087.5 49612.5 1.178H1-lb 19 M47 PIPE 2.5 0.293 90.5639 0.103 111.56 420573.263 50715 43155 43155 1 H1-1 b 20 M6 PIPE 2.5 0.292 90.56313 0.103 111.56 820573.263 50715 43155 43155 1 H1-1b 21 M90 PIPE 2.5 0.292 90.5635 0.102 111.56 1220573.263 50715 43155 43155 1 H1-1b RISA-3D Version 20 [ 695119.r3d ] Page 8 1 E IDS IAN;•- APPROVED DATE: 08/02/22 FILE NtW1L ^-20uf 19 Company : Trileaf Designer DVA Job Number : 695119 Model Name : Franklin and Linder 4/19/2022 1:29:57 PM Checked By pe Code Check Loc[in] LC Shear Check Loc[in] DirLCphi*Pnc [Ib]phi*Pnt [Ib]phi*Mn y-y [lb-in]phi*Mn z-z [lb -in] Cb Eqn 22 M68 0.75" SR 0.289 0 36 0.022 23.679 12 3289.034 14320.8 2211.84 2211.84 1 H1-1a 23 M24 0.75" SR 0.289 0 28 0.021 23.679 4 3289.034 14320.8 2211.84 2211.84 1 H1-1a 24 M111 0.75" SR 0.289 0 32 0.022 23.679 8 3289.034 14320.8 2211.84 2211.84 1 H1-1a 25 M96 3.5"X0.5" PLATE 0.256 4.5 12 0.088 4.5 8 53871.595 56700 7087.5 49612.5 1.654 H 1-1 b 26 M3 3.5"X0.5" PLATE 0.256 4.5 8 0.088 4.5 4 53871.595 56700 7087.5 49612.5 1.667H1-1b 27 M53 3.5'X0.5" PLATE 0.256 4.5 4 0.088 4.5 V 1253871.595 56700 7087.5 49612.5 1.679H1-1b 28 M99 3.5X0.5" PLATE 0.224 4.5 6 0.07 4.5 v 7 53871.595 56700 7087.5 49612.5 1.66 H1-1b 29 M7 3.5"X0.5" PLATE 0.224 4.5 2 0.07 4.5 3 53871.595 56700 7087.5 49612.5 1.66 H1-1b 30 M56 3.5X0.5" PLATE 0.223 4.5 10 0.07 4.5 1153871.595 56700 7087.5 49612.5 1.665H1-1b 31 M31 3.5"X0.5" PLATE 0.211 3 13 0.043 0 8 55425.047 56700 7087.5 49612.5 1.182 H 1-1 b 32 M52 3.5X0.5" PLATE 0.21 3 9 0.043 0 4 55425.047 56700 7087.5 49612.5 1.182H1-1b 33 M95 3.5'X0.5" PLATE 0.209 3 5 0.043 0 1255425.047 56700 7087.5 49612.5 1.185H1-1b 34 M43 PIPE 2.0 0.207 65 5 0.022 63.75 5 9836.597 32130 22459.5 22459.5 1 H1-1b 35 M87 PIPE 2.0 0.207 65 13 0.022 63.75 1 9836.597 32130 22459.5 22459.5 1 H1-1b 36 M130 PIPE 2.0 0.207 65 9 0.022 63.75 9 9836.597 32130 22459.5 22459.5 1 H1-1b 37 M2 3.5"X0.5" PLATE 0.198 4.5 9 0.043 4.5 1 53871.595 56700 7087.5 49612.5 1.68 H1-1b 38 M50 3.5X0.5" PLATE 0.198 4.5 5 0.043 4.5 1 53871.595 56700 7087.5 49612.5 1.667H1-1b 39 M93 3.5"X0.5" PLATE 0.198 4.5 13 0.043 4.5 1 53871.595 56700 7087.5 49612.5 1.687 H 1-1 b 40 M58 PIPE 2.0 0.195 29.53210 0.109 0 3130704.265 32130 22459.5 22459.5 1 H1-1b 41 M 10 PIPE 2.0 0.195 29.532 12, 0.109 0 35 30704.265 32130 22459.5 22459.5 1 H 1-1 b 42 M32 PIPE 2.0 0.195 56.258 0.043 56.25 9 9836.597 32130 22459.5 22459.5 1 H1-1b 43 M115 PIPE 2.0 0.195 56.2512 0.043 56.25 13 9836.597 32130 22459.5 22459.5 1 H1-1b 44 M72 PIPE 2.0 0.195 56.254 0.043 56.25 5 9836.597 32130 22459.5 22459.5 1 H1-1b 45 M101 PIPE 2.0 0.194 29.5326 0.109 0 2730704.265 32130 22459.5 22459.5 1 H1-1b 46 M 104 3.5X0.5" PLATE 0.19 3 37 0.112 0 V 12 55425.047 56700 7087.5 49612.5 1.568 H 1-1 b 47 M29 3.5'X0.5" PLATE 0.19 3 133, 0.113 0 8 55425.047 56700 7087.5 49612.5 1.57 H1-1b 48 M61 3.5X0.5" PLATE 0.19 3 29 0.113 0 y 4 55425.047 56700 7087.5 49612.5 1.571 H1-1b 49 M30 3.5'X0.5" PLATE 0.188 3 28 0.054 3 y 3055425.047 56700 7087.5 49612.5 1.578H1-1b 50 M 103 3.5"X0.5" PLATE 0.188 3 32 0.054 9 55425.047 56700 7087.5 49612.5 1.579 H 1-1 b 51 M60 3.5'X0.5" PLATE 0.188 3 36 0.054 313855425.047 56700 7087.5 49612.5 1.582 H 1-1 b 52 M112 0.75" SR 0.162 47.35830 0.009 13 3289.034 14320.8 2211.84 2211.84 1 H1-1b* 53 M18 0.75" SR 0.162 47.3583 0.01 9 3289.034 14320.8 2211.84 2211.84 1 H1-1b* 54 M69 0.75" SR 0.162 47.35834 0.009 5 3289.034 14320.8 2211.84 2211.84 1 H1-1b* 55 M 12 3.5'X0.5" PLATE 0.158 0 13 0.064 10 55425.047 56700 7087.5 49612.5 1.011 H 1-1 b 56 M63 3.5'X0.5" PLATE 0.157 0 9 0.064 0 6 55425.047 56700 7087.5 49612.5 1.012H1-1b 57 M 106 3.5X0.5" PLATE 0.156 0 5 0.064 3 2 55425.047 56700 7087.5 49612.5 1.011 H 1-1 b 58 M5 PIPE 2.0 0.141 3.82228 0.109 0 2930704.265 32130 22459.5 22459.5 1 H1-1b 59 M54 PIPE 2.0 0.141 3.82236 0.109 0 3730704.265, 32130 22459.5 22459.5 1 H1-1b 60 M97 PIPE 2.0 0.141 3.82232 0.109 0 3330704.265 32130 22459.5 22459.5 1 H1-1b 61 M98 PIPE 2.0 0.14 29.18513 0.069 0 530704.265 32130 22459.5 22459.5 1 H1-1b 62 M9 PIPE 2.0 0.14 29.1859 0.069 0 1330704.265 32130 22459.5 22459.5 1 H1-1b 63 M 129 PIPE 2.0 0.139 56.253 0.061 95 7 9836.597 32130 22459.5 22459.5 1 H 1-1 b 64 M86 PIPE 2.0 0.139 56.257 0.061 95 11 9836.597 32130 22459.5 22459.5 1 H1-1b 65 M 11 PIPE 2.0 0.139 56.2511 0.061 95 3 9836.597 32130 22459.5 22459.5 1 H 1-1 b 66 M55 PIPE 2.0 0.139 29.1855 0.069 0 930704.265 32130 22459.5 22459.5 1 H1-1b 67 M 13 3.5X0.5" PLATE 0.136 0 9 0.043 0 v 855425.047 56700 7087.5 49612.5 1.29 H 1-1 b 68 M105 3.5X0.5" PLATE 0.135 0 13 0.043 0 1255425.047 56700 7087.5 49612.5 1.301 H1-1 b 69 M62 3.5"X0.5" PLATE 0.134 0 5 0.043 0 v 455425.047 56700 7087.5 49612.5 1.316 H 1-1 b 70 M123 PIPE 2.5 0.124 35.4386 0.058 35.438 1320573.263 50715 43155 43155 1 H1-1b 71 M1 PIPE 2.5 0.124 35.438 12, 0.058 35.438 9 20573.263 50715 43155 43155 1 H1-1b 72 M80 PIPE 2.5 0.124 35.43810 0.058 35.438 520573.263 50715 43155 43155 1 H1-1b 73 M4 PIPE 2.0 0.108 29.1859 0.068 29.532 930704.265 32130 22459.5 22459.5 1 H 1-1 b 74 M49 PIPE 2.0 0.108 29.1855 0.069 29.532 530704.265 32130 22459.5 22459.5 1 H1-1 b 75 M92 PIPE 2.0 0.108 29.18513 0.068 29.532 1330704.265 32130 22459.5 22459.5 1 H1-1b 76 M25 0.75" SR 0.07 0 3 0.023 0 4 3289.034 14320.8 2211.84 2211.84 1 H1-1b 77 M 110 0.75" SR 0.07 0 17, 0.024 0 81 3289.034 14320.8 2211.84 2211.84 RISA-3D Version 20 [ 695119.r3d ] Page 9 f E IDS IAN;•- APPROVED DATE: 08/02/22 FILE NUMBEt A-2022-0119 Company : Trileaf Designer DVA Job Number : 695119 Model Name : Franklin and Linder 4/19/2022 1:29:57 PM Checked By pe Code Check Loc[in] LC Shear Check Loc[in] DirLCphi*Pnc [Ib]phi*Pnt [lb]phi*Mn y-y [lb-in]phi*Mn z-z [lb -in] Cb Eqn 78 M67 0.75" SR 0.07 0 11 0.024 0 12 3289.034 14320.8 2211.84 2211.84 1 H1-1b 79 M114 0.625" SR 0.065 40 6 0.01 8 2158.269 9940.19 1242.501 1242.501 1 H1-1b* 80 M23 0.625" SR 0.065 40 2 0.01 0 4 2158.269 9940.19 1242.501 1242.501 1 H1-1b* 81 M71 0.625" SR 0.065 40 10 0.01 0 12 2158.269 9940.19 1242.501 1242.501 1 H1-1b* 82 M22 0.625" SR 0.062 0 4 0.006 0 3 2158.269 9940.19 1242.501 1242.501 1 H1-1b 83 M 109 0.625" SR 0.062 0 8 0.006 0 7 2158.269 9940.19 1242.501 1242.501 1 H 1-1 b 84 M66 0.625" SR 0.062 0 12 0.006 0 11 2158.269 9940.19 1242.501 1242.501 1 H1-1b 85 M 19 0.75" SR 0.047 47.35812 0.007 23.679 3 3289.034 14320.8 2211.84 2211.84 1 H 1-1 b 86 M108 0.75" SR 0.047 47.3584 0.007 23.679 7 3289.034 14320.8 2211.84 2211.84 1 H1-1 b 87 M65 0.75" SR 0.046 47.3588 0.007 0 7 3289.034 14320.8 2211.84 2211.84 1 H1-1b 88 M107 0.625" SR 0.04 0 13 0.004 40 11 2158.269 9940.19 1242.501 1242.501 1 H1-1b 89 M64 0.625" SR 0.04 0 5 0.004 40 3 2158.269 9940.19 1242.501 1242.501 1 H1-1b 90 M21 0.625" SR 0.04 0 9 0.004 40 7 2158.269 9940.19 1242.501 1242.501 1 H1-1b 91 M 113 0.625" SR 0.04 40 5 0.007 40 9 2158.269 9940.19 1242.501 1242.501 1 H 1-1 b 92 M20 0.625" SR 0.04 40 13 0.007 40 5 2158.269 9940.19 1242.501 1242.501 1 H1-1b 93 M70 0.625" SR 0.04 40 9 0.007 40 132158.269 9940.19 1242.501 1242.501 1 H1-1b 94 M45 PIPE 2.0 0.018 52.45914 0.058 52.459 1025550.479 32130 22459.5 22459.5 1 H1-1b* 95 M46 PIPE 2.0 0.018 52.45922 0.058 52.459 625550.479 32130 22459.5 22459.5 1 �Hl-1b*96 M44 PIPE 2.0 0.018 2.73218 0.058 52.459 225550.479 32130 22459.5 22459.5 1 1-1b* RISA-3D Version 20 [ 695119.r3d ] Page 10 L�(E IDI� N- APPROVED DAT 08/02/22 C; %Uld B;R' A-2G22-0l is ink -anklin and Linder APPENDIX B: ADDITIONAL CALCULATIONS &TRILEAF `(E IDI� IA\ ,� APPROVED DATL 08/02/22 entaI architecture engineering B "°'�g`gA2022019 ION CALCULATION BOLT PROPERTIES Date: 4/19/2022 Site: Franklin and Linder Engineer: DVA Project No: 695119 Description: Connection to Monopole Bolt Capacity Equation Connection Type Bolt Size, d Threads per Inch, n Steel Grade Bolt Ultimate Tensile Stress, F„ Threads Exclusion Shear Plane TIA-222-H Steel 5/8 11 A325 120 N 1 in ksi Net Bolt Cross -Sectional Area, An 0.226 in Gross Bolt Cross -Sectional Area, Ag 0.307 in Tensile Steel Strength (per bolt), (PRnt 20340 Ibs Shear Steel Strength (per bolt), (pR„„ 13806 Ibs ANCHOR BOLT CONNECTION CALCULATOR REV. 6.0.6 10.0 9.0 8.0 7.0 6.0 5.0 4.0 3.0 2.0 1.0 0.0 0.0 `( E IDIt, IAN,A- APPROVED DATE: 08/02/22 FILE NUMBER: A zwz-oi 11 2.0 4.0 6.0 8.0 10.0 TRILEAF environmental architecture engineering 0 1 —Horizontal Shear Pull -Out —Vertical Shear —Bolts —Load Point Total Capacity, of Bolt Group: — ANCHOR BOLT CONNECTION CALCULATOR REV. 6.0.6