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REVIEWED BLD BLD2020-0988+Structural_Analysis_or_Calculations+9.24.2020_4.49.50_PMBLD2020-0988 Trylon REVIEWED BY CITY OF EDMONDS gsmartlink Mount Analysis Report Trylon Project # 162893 August 26, 2020 RECEIVED Sep 25 2020 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT r=VC Project Information Smartlink LLC Carrier Name AT&T Carrier Site ID WA6272 Carrier Site Name Harrison PACE Number MRWOR046569 PTN Number 3801AOT6JE FA Number 10037166 Site Address 9617 Firdale Avenue, Edmonds, WA 98020 Site Coordinates 47.7782222,-122.3618639 Structure Type Building Structure Height 25.6 ft Mount Type Rooftop Frames Mount Elevation 31.0 ft STRUCTURE RATING = • • ' , Analysis Performed by: Reviewed and Approved by: Jordan Everson, E.I.T. Jinshan Wang, P.E. Jinshan ""ta"yslgned by Jmhan Wang Date: 2020.08.28 Wang 16.58.49-04'00' 7vt >� Q WA � a Aug 28, 20 r P 57966 w� S`r�aNAL ECG Trylon Mount Analysis Report Smantlink LLC 1997 Annapolis Exchange Parkway, Suite 200, Annapolis, MD 21401 Attention: John Evans Analysis Date: August 26, 2020 Subject: Analysis of the Existing Rooftop Frames at 31.0 ft Elevation Dear John Evans, We have been provided with RF information, photos and sketches of the structure for the above referenced sites. AT&T is proposing to change the equipment configuration on the Existing mounting hardware. A revised antenna, coax and miscellaneous equipment schematic have been provided to us. We have been asked to evaluate this information to determine whether the mounting apparatus is adequate to safely support the proposed loading change. RISA 3D (Version 17), a commercially available analysis software package, was used to create a three- dimensional model of the antenna mounting system and calculate member stresses for various loading cases. 1. Source Data Document Type Source Reference Date RFDS AT&T ID: 3583327 August 6, 2020 Mount Mapping Report Mountaineer Site ID: WA6272 October 4, 2017 Construction Mount Analysis Morrison Hershfield Project No: GED- November 19, 2017 404R1 / 7170287 2. Analysis Criteria Adopted Codes Building Code BC Code Standard ASCE 7-16 Basic Design Wind Speed (mph) 98 Basic Design Wind Speed with Ice (mph) 30 Design Ice Thickness in 1 Structure Class II Exposure Category B Topographic Factor, KZt 1.0 Seismic Response Acceleration, SS 1.279 Seismic Response Acceleration, S, 0.448 2 1 P a g e 1825 W. Walnut Hill Lane, Suite 120 Irving, Texas 75038 Trylon 3. Final Loading Configuration 1825 W. Walnut Hill Lane, Suite 120 Irving, Texas 75038 Analysis Date: August 26, 2020 3 1 P a g e Trylon Analysis Date: August 26, 2020 4. Standard Conditions for Providing Structural Consulting Services on Existing Structures 1) Mounting hardware is analyzed to the best of our ability using all information that is provided or can be obtained during fieldwork (if authorized by client). If the existing conditions are not as we have represented in this analysis, we should be contacted to evaluate the significance of the deviation and revise the assessment accordingly. 2) The structural analysis has been performed assuming that hardware is in "like new" condition. No allowance was made for excessive corrosion, damaged or missing structural members, loose bolts, misaligned parts, or any reduction in strength due to the age or fatigue of the product. 3) The structural analysis provided is an assessment of the primary load carrying capacity of the hardware. We provide a limited scope of service. In some cases, we cannot verify the capacity of every weld, plate, connection detail, etc. In some cases, structural fabrication details are unknown at the time of our analysis, and the detailed field measurement of some of the required details may not be possible. In instances where we cannot perform connection capacity calculations, it is assumed that the existing manufactured connections develop the full capacity of the primary members being connected. 4) We cannot be held responsible for mounting hardware that is installed improperly or hardware that is loose or has a tendency of working loose over the lifetime of the mounting hardware. Our analysis has been performed assuming fully tightened connections, and proper installation and symmetry of the mounting hardware per manufacturer's instructions. 5) The structural analysis has been performed using information currently provided by the client and potentially field verified. We have been provided with a mounting arrangement for all telecommunications equipment, including antennas RRH's, TMA's, RRU's, diplexers, surge protection devices, etc. Our analysis has been based upon a particular mounting arrangement. We are not responsible for deviations in the mounting arrangement that may occur over time. If deviations in equipment type or mounting arrangements are proposed, then we should be contacted to revise the recommendations of this structural report. 6) We cannot be held responsible for temporary and unbalanced loads on mounting hardware. Our analysis is based on a particular mounting arrangement or as -built field condition. We are not responsible for the methods and means of how the mounting arrangement is accomplished by the contractor. These methods and means may include rigging of equipment or hardware to lift and locate, temporary hanging of equipment in locations other than the final arrangement, movement and tie off of tower riggers, personnel, and their equipment, etc. 7) We cannot be held responsible for temporary and unbalanced loads on mounting hardware. Our analysis is based on a particular mounting arrangement or as -built field condition. We are not responsible for the methods and means of how the mounting arrangement is accomplished by the contractor. These methods and means may include rigging of equipment or hardware to lift and locate, temporary hanging of equipment in locations other than the final arrangement, movement and tie off of tower riggers, personnel, and their equipment, etc. 8) Steel grades have been assumed as follows, unless noted otherwise: Assumed Steel Channel, Solid Round, Angle, Plate Grades ASTM A36 GR 36 HSS (Rectangular) ASTM 500 GR B-46 Pie ASTM A53 GR 35 Connection Bolts ASTM A325 U-Bolts, Threaded Rods SAE J429 Gr. 2 4 1 P a g e 1825 W. Walnut Hill Lane, Suite 120 Irving, Texas 75038 Trylon 5. Analysis Results Structure Rating (max from all components) = Analysis Date: August 26, 2020 Notes: 1) See additional documentation in "Appendix A — Additional Calculations" for calculations supporting the % capacity consumed. 6. Conclusions and Recommendations Based on the information provided, our calculations conclude that the Existing AT&T Rooftop Frames installed at 31.0 ft. elevation has sufficient capacity to carry the final loading configuration. 5 1 P a g e 1825 W. Walnut Hill Lane, Suite 120 Irving, Texas 75038 Trylon APPENDIX ADDITIONAL CALCULATIONS 1825 W. Walnut Hill Lane, Suite 120 Irving, Texas 75038 Analysis Date: August 26, 2020 6 1 P a g e Try Ion A sa�sw. wao-wr ii�n lane sui�c.�o a viiiy f%]5078 ASCE ROOFTOP LOAD CALCULATOR 1.0 PROJECT Job Code: 162893 Carrier Site ID: WA6272 Carrier Site Name: Harrison dM11=11111015191M, JL Structure Risk Category: II - Exposure Category: B Site Class: D (Stiff Soil) -- Ground Elevation: 388 ft. Topo Category: 1 • TOPOGRAPHY Topographic Feature: 'mmmmmmm'4 N/A -- Crest Point Elevation: N/A ft. Base Point Elevation: N/A ft. Crest to Mid Height (Lh): N/A ft. Distance from Crest (x): N/A ft. Topographic Factor, Kzt-.l 1.00 -- *Antennas are shielded from wind* CODE STANDARDS Building Code: 2018 IBC ASCE Standard: ASCE 7-16 WIND AND ICE PARAMETERS Design Wind Speed: 98 mph Design Ice Wind Speed: 30 mph Design Ice Thickness (t): 1.00 in. Mount Ice Thickness (td): 0.99 in. Velocity Pressure (qj: 14.57 psf Ice Velocity Pressure (qj):j 1.37 psf FACTORS Velocity Coefficient, KZ: 0.71 -- Directionality Factor, Kd: 0.85 -- G*Cr 1.9 -- Ground Elev. Factor, Ke 0.98605258 -- SEISMIC PARAMETERS Short Period Accel .(Ss): MW 1.279 g 1 Second Accel (S, ): 0.448 g Short Period Des. (SDS): 0.853 g 1 Second Des. (Spy ): 0.553 g Short Period Coeff. (F.): 1.0 -- 1 Second Coeff. (F ): 1.9 -- Amplification Factor (ap): 1 -- Response Mod. Factor (RP). 2.5 -- Importance Factor (Ip): 1 -- ANTENNAS �� WIND • ICE) WIND (ICE) QTY H/W/D wt. EPA [ft-] wt. EPA [ft2] & Azurniths 3 ACE XXQLH-654L8H6-iVT 72.8/19.7/7.5 60/200/300 90.4 9.96 8.42 5.33 3.79 1.90 150.1 11.26 9.68 6.51 4.93 1.90 3 NOKIA AHLBA 28.7/15.35/9.45 60/200/300 101.4 3.06 2.77 2.18 1.88 1.90 62.3 3.69 3.38 2.75 2.44 1.90 3 NOKIA AHFIB 26.57/12.87/6.5 60/200/300 65.0 2.37 2.08 1.49 1.20 1.90 44.7 2.95 2.63 2.00 1.68 1.90 3 CATEL LUCE RRH4X25-WCS-4R 34.7/13.2/11.3 60/200/300 91.0 3.18 3.07 2.84 2.72 1.90 72.2 3.87 3.75 3.51 3.39 1.90 6 KATHREIN 1 78211288 6.02/6.71/3.17 60/200/300 1 5.1 1 0.28 1 0.24 1 0.17 1 0.13 1 1.90 1 7.5 1 0.48 1 0.43 1 0.34 1 0.29 1 1.90 3 KAELUS I DBC0135F3V92-1 2.56/10.13/10.4 60/200/300 1 45.1 1 0.88 1 0.89 1 0.91 1 0.91 1 1.90 1 28.0 1 1.22 1 1.23 1 1.25 1 1.26 1 1.90 2 X 75 76 52 27 2 51 3 a 5 6 64 Na M2 6 68 48 a M37 1432 8 e�2 2 22 5 M 134, 36 IN 10 N a 23 46 q 14 N_ 5 63 M28 7 �1 67 475 47 4 50 5 21 M M38 35 25$ 9 lt`3 31 7 21 45 N339 3 49 6 1 Trylon Wireframe JE WA6272 Aug 26, 2020 at 11:01 AM 162893 WA6272.r3d Z X U Trylon Render JE WA6272 Aug 26, 2020 at 11:03 AM 162893 WA6272.r3d 2 X 75 76 52 27 2 51 8 0 N a a 5 i7 0 W 6 64 N a a PIPE Wa 72 0 N62 68 48 tV 3 a g 8 1429 0 22 N 5 36 A7pF 10 0 N W O W N 0. a a a 46 a 4 14 0 N a a 6 a 0 5 63 a PIPE 7 7 9 3 67 5 47 74 5 50 0 21 N 35 25 A7, 9 3 31 7 45 39 3 13 49 6 1 Trylon Shape JE WA6272 Aug 26, 2020 at 11:01 AM 162893 WA6272.r3d 2 X 75 76 52 27 2 51 6 0 lV a a 5 0 a 6 N64 ci a PIPE w V62 66 46 p N RIGI3 a 6\GAO 2 0 22 IC Ib 5 36 0 N e N 4c W Nd a a a 46 q 14 c N W a ni a w%-jJ163 a PIPE 7 474 6 7 47 7 5 50 0 21 RI 10 RIGID 35 25 /'//.�G�� 9 ��3 31 7 IGI 45 39 3 13 49 6 1 Trylon Section Sets JE WA6272 Aug 26, 2020 at 11:01 AM 162893 WA6272.r3d 2 X 75 76 52 27 2 51 6 m N m ¢ U� 5 m 0 6 64 C7 Q A53 6 68 48 m 3 � RIGID 148\G\� 2 m 22 5 Ric. 36 m "IM c� 46 4 14 ro m m 5 N63 ¢ q53 B 7 �1 67 47 74 5 50 0 21 RI RIGID 35 25 A G\O 9\G\O 3 Iq 31 7 IGI 45 39 3 13 49 6 1 Trylon Grade JE WA6272 Aug 26, 2020 at 11:02 AM 162893 WA6272.r3d 2 X 75 76 52 27 2 51 6 5 N 6 64 N 30 N 6 2 68 48 N ,5 8.812 3 8 $g5 2 22 8 0 36 "I, 10 v � N 7 VP g 46 q 14 a N < 5 63 30 7 9 67 5 47 74 5 50 21 0 8.812 35 25 3g 9 a81 3 31 7 .37 3 45 39 3 13 49 6 1 Member Length (in) Displayed Trylon Length JE WA6272 Aug 26, 2020 at 11:02 AM 162893 WA6272.r3d 2 X -45.2 -45.21 01.41b -101.41 -45.21 -911 -45.1lb -45.11 9111141b -651b -651 -10.221 1 4 5.1lb 10.221 - Slb -45.21b -45.21 -10 221 4 .21b Loads: BLC 1, Dead Load Trylon WA6272 Dead Load JE Aug 28, 2020 at 1:21 PM 162893 WA6272.r3d 2 X 8.51b -18.SIb -18.SIb -41.51b - 1.51b -37.241b 8.4 Ib -37.241b V-2661b,,-!V -26.61 -4.181b -18.461b-37.241b -4.181b -18. Ib 26.61b 18. b -4.1 b -18.SIb 14, Loads: BLC 23, Hodzontal Seismic Load Z Trylon WA6272 Seismic Z JE Aug 28, 2020 at 1:21 PM 162893 WA6272.r3d Z X 18.516 -18.51b -18.51b -41.51b -41.51b -37.241b -18.461b 1-1 -18.461b 7.241b -41.SIb ,181b-26.61b 8.461b -37.241 -4.1 E lb -18.51b -26.61b -18.51b lo -4. lb -18.51b Loads: BLC 24, Hodzontal Seismic Load X Trylon WA6272 Seismic X JE Aug 28, 2020 at 1:20 PM 162893 WA6272.r3d Cade Check LC 1 ) N' 1.0 0 z x 0 7 .9s0 so-.7s 0.-.s0 0 y o 08 y� NC a NC �G -all �G 0 0 C 0 yC 0 .08 y� NC N NC �G �G /IC Member Code Checks Displayed Results for LC 1, 1.413 Trylon Code Check JE WA6272 Aug 28, 2020 at 1:20 PM 162893 WA6272.r3d Shear Check LC1) N' 1.0 0 z x 0 7 .9s0 so-.7s 0.-.s0 y 0 03 � y� NC NC �G N �G 0 0 C 0 yC 0 .03 y� NC N NC �G �G /IC Member Shear Checks Displayed Results for LC 1, 1.413 Trylon Shear JE WA6272 Aug 28, 2020 at 1:19 PM 162893 WA6272.r3d IIRISCompany A Designer Job Number IPgryy Model Name (Global) Model Settings Trylon Aug 28, 2020 JE 1:10 PM 162893 Checked By: WA6272 Display Sections for Member Calcs 5 Max Internal Sections for Member Calcs 97 Include Shear Deformation? Yes Increase Nailing Capacity for Wind? Yes Include Warping? Yes Trans Load Btwn Intersecting Wood Wall? Yes Area Load Mesh(in A2 144 Mere Tolerance in .12 P-Delta Analysis Tolerance 0.50% Include P-Delta for Walls? Yes Automatically Iterate Stiffness for Walls? Yes Max Iterations for Wall Stiffness 3 Gravity Acceleration in/sec^2 386.4 Wall Mesh Size in 24 Ei ensolution Convergence Tol. 1.E- 4 Vertical Axis Y Global Member Orientation Plane XZ Static Solver Sparse Accelerated Dynamic Solver Accelerated Solver Hot Rolled Steel Code AISC 15th 360-16 : LRFD Adjust Stiffness? Yes Iterative RISAConnection Code AISC 15th 360-16 : LRFD Cold Formed Steel Code AISI S100-16: LRFD Wood Code AWC NDS-18: ASD Wood Temperature < 10OF Concrete Code ACI 318-14 Masonry Code TMS 402-16: Strength Aluminum Code AA ADM1-15: LRFD - Building Stainless Steel Code AISC 14th 360-10 : ASD Admust Stiffness? Yes Iterative Number of Shear Regions 4 Region Spacing Increment in 4 Biaxial Column Method Exact Integration Parme Beta Factor (PCA) .65 Concrete Stress Block Rectangular Use Cracked Sections? Yes Use Cracked Sections Slab? Yes Bad Framing Warnings? No Unused Force Warnings? Yes Min 1 Bar Diam. Spacing? No Concrete Rebar Set REBAR SET ASTMA615 Min % Steel for Column 1 Max % Steel for Column 8 RISA-31D Version 17.0.4 [CA ... \... \... \... \... \... \... \Engineering\MA 8-19-2020\TNX or RISA\WA6272.r3d] Page 1 IIIRISA . %I PANY Company Trylon Aug 28, 2020 Designer JE 1:10 PM Job Number 162893 Checked By: Model Name WA6272 (Global) Model Settings, Continued Seismic Code ASCE 7-10 Seismic Base Elevation in Not Entered Add Base Weight? Yes Ct X .02 Ct Z .02 T X sec Not Entered T Z sec Not Entered RX 3 RZ 3 Ct Exp. X .75 Ct Exp. Z .75 SD1 1 SDS 1 S1 1 TL sec 5 Risk Cat I or II Drift Cat Other Om Z 1 Om X 1 Cd Z 1 Cd X 1 Rho Z 1 Rho X 1 Hot Rolled Steel Properties I nhcl F rkcil C: rkcil Nil Thcrm //1 nanci4vrk/f4 viclrlrncil Rv Fiirncil Rf 1 A992 29000 11154 .3 .65 .49 50000 1.1 65000 1.1 2 A36 Gr.36 29000 11154 .3 .65 .49 36000 1.5 58000 1.2 3 A572 Gr.50 29000 11154 .3 .65 .49 50000 1.1 65000 1.1 4 A500 Gr.B RND 29000 11154 .3 .65 .527 42000 1.4 58000 1.3 5 A500 Gr.B Rect 29000 11154 .3 .65 .527 46000 1.4 58000 1.3 6 1 A53 Gr.B 29000 11154 1 .3 1 .65 .49 35000 1.6 60000 1 1.2 7 1 A1085 29000 11154 1 .3 1 .65 .49 50000 1.4 65000 1 1.3 Hot Rolled Steel Section Sets Joint Boundary Conditions Inin+ I �hol Y rL/inl v rL/inl 7 rL/inl Y Pm r4_f+/rflril v Rn+ rL_f+/rnrll 7 Pm nr_f+/r9r11 1 N1 Reaction Reaction Reaction Reaction Reaction Reaction 2 N2 3 N3 4 N4 5 N5 6 N6 7 N7 8 N8 9 N9 10 N10 11 N11 12 N12 RISA-3D Version 17.0.4 [CA ... \... \... \... \... \... \... \Engineering\MA 8-19-2020\TNX or RISA\WA6272.r3d] Page 2 IIRISCompany A Designer Job Number IPgryy Model Name Trylon Aug 28, 2020 JE 1:10 PM 162893 Checked By: WA6272 Joint Boundary Conditions (Continued) Inint I ahal X rk/inl Y rk/inl 7 rk/inl X Rnt rk-ff/rarll Y Rnt rk-ft/rarll 7 Rnt rk-ft/mdl 13 N13 14 N14 15 N15 16 N16 17 N17 18 N18 19 N19 20 N20 21 N21 22 N22 23 N23 24 N24 25 N25 26 N26 27 N27 28 N28 29 N29 30 N 30 31 N31 32 N 32 33 N33 34 N 34 35 N35 36 N36 37 N37 38 N38 39 N39 40 N40 41 N41 42 N42 43 N43 44 N44 45 N45 46 N46 47 N47 48 N48 49 N49 50 N 50 51 N51 52 N 52 53 N53 54 N 54 55 N55 56 N56 57 N 57 58 N 58 59 N59 60 N60 61 N61 62 N62 63 N63 64 N64 65 N65 66 N66 67 N67 68 N68 69 N69 RISA-3D Version 17.0.4 [CA ... \...\... \...\...\... \...\Engineering\MA 8-19-2020\TNX or RISA\WA6272.r3d] Page 3 111RISA . %I PAHY Company Trylon Aug 28, 2020 Designer JE 1:10 PM Job Number 162893 Checked By: Model Name WA6272 Joint Boundary Conditions (Continued) Inin4 1 ohol X rlr/inl V nelinl 7 r4/inl X Rn4 rlr_f4/ror11 V Rn4 rlr_f4/rorll 7 Rn4 rlr_f4/rof11 70 N70 71 N71 72 N72 73 N73 74 N74 75 N75 76 N 76 Member Primary Data I ok.1 I Inin4 I Inin4 r( Inin4 Rn4o4c/rlcn\ Ccr•#inn/Chonc T—. rlccinn 1 ic# Hmf.rimi n—inn R�Joc 1 M1 N2 N1 Center Beam Pie A500 Gr.B.. Typical 2 M2 N3 N5 RIGID None None RIGID Typical 3 M3 N4 N6 RIGID None None RIGID Typical 4 M4 N8 N7 PIPE 2.0" Beam Pie A53 Gr.B Typical 5 M5 N16 N14 PIPE 2.0" Beam Pie A53 Gr.B Tvoical 6 M6 N15 N13 PIPE 2.0" Beam Pie A53 Gr.B Typical 7 M7 N10 N12 RIGID None None RIGID Typical 8 M8 N9 N11 RIGID None None RIGID Typical 9 M9 N19 N23 RIGID None None RIGID Typical 10 M10 N17 N21 RIGID None None RIGID Typical 11 M11 N20 N24 RIGID None None RIGID Typical 12 M12 N18 N22 RIGID None None RIGID Typical 13 MP1 N28 N26 PIPE 2.0" Beam Pie A53 Gr.B Typical 14 MP2 N27 N25 PIPE 2.0" Beam Pie A53 Gr.B Typical 15 M15 N32 N31 PIPE 2.0" Beam Pie A53 Gr.B Typical 16 M16 N40 N38 PIPE 2.0" Beam Pie A53 Gr.B Typical 17 M17 N39 N37 PIPE 2.0" Beam Pie A53 Gr.B T ical 18 M18 N34 N36 RIGID None I None RIGID Typical 19 M19 N33 N35 RIGID None None RIGID Typical 20 M20 N43 N47 RIGID None None RIGID Typical 21 M21 N41 N45 RIGID None None RIGID Tvipical 22 M22 N44 N48 RIGID None None RIGID Typical 23 M23 N42 N46 RIGID None None RIGID Typical 24 MP5 N52 N50 PIPE 2.0" Beam I Pie A53 Gr.B Typical 25 MP6 N51 N49 PIPE 2.0" Beam I Pie A53 Gr.B Typical 26 M26 N56 N55 PIPE 2.0" Beam Pie A53 Gr.B Typical 27 M27 N64 N62 PIPE 2.0" Beam Pie A53 Gr.B Tvoical 28 M28 N63 N61 PIPE 2.0" Beam Pie A53 Gr.B Typical 29 M29 N58 N60 RIGID None None RIGID Typical 30 M30 N57 N59 RIGID None None RIGID Typical 31 M31 N67 N71 RIGID None None RIGID Typical 32 M32 N65 N69 RIGID None None I RIGID Typical 33 M33 N68 N72 RIGID None None RIGID Typical 34 M34 N66 N70 RIGID None None RIGID Typical 35 MP3 N76 N74 PIPE 2.0" Beam Pie A53 Gr.B Typical 36 MP4 N75 N73 PIPE 2.0" Beam Pie A53 Gr.B Typical 37 M37 N3 N29 RIGID None None RIGID Typical 38 M38 N4 I N30 I I I RIGID I None I None I RIGID T ical 39 M39 N3 I N53 I RIGID I None I None I RIGID Typical 40 M40 N4 I N54 I RIGID I None I None I RIGID T ical RISA-3D Version 17.0.4 [CA ... \... \... \... \... \... \... \Engineering\MA 8-19-2020\TNX or RISA\WA6272.r3d] Page 4 IIIRISA . %I PANY Company Trylon Aug 28, 2020 Designer JE 1:10 PM Job Number 162893 Checked By: Model Name WA6272 Member Advanced Data I ohcl I D-Im— I Dolma— I rlff-trial I (lff—+rinl T/(` nl k, Dk—i—I r)cfl Do+ A —I... is 1—+ivc Qoi—ir 1 M1 Yes Default None 2 M2 Yes ** NA ** None 3 M3 Yes ** NA ** None 4 M4 Yes None 5 M5 Yes None 6 M6 Yes None 7 M7 Yes ** NA ** None 8 M8 Yes ** NA ** None 9 M9 Yes ** NA ** None 10 M10 Yes ** NA ** None 11 M11 Yes ** NA ** None 12 M12 Yes ** NA ** None 13 MP1 Yes None 14 MP2 Yes None 15 M15 Yes None 16 M16 Yes None 17 M17 Yes None 18 M18 Yes ** NA ** None 19 M19 Yes ** NA ** None 20 M20 Yes ** NA ** None 21 M21 Yes ** NA ** None 22 M22 I Yes ** NA **I None 23 M23 Yes ** NA ** None 24 MP5 Yes None 25 MP6 Yes None 26 M26 Yes None 27 M27 Yes None 28 M28 I Yes None 29 M29 Yes ** NA ** None 30 M30 Yes ** NA ** None 31 M31 Yes ** NA ** None 32 M32 Yes ** NA ** None 33 M33 Yes ** NA ** None 34 M34 Yes ** NA **I None 35 MP3 Yes None 36 MP4 Yes None 37 M37 Yes ** NA ** None 38 M38 Yes ** NA ** None 39 M39 Yes ** NA ** None 40 M40 Yes ** NA ** None Hot Rolled Steel Design Parameters I nhal Ghana I annfhrinl I hvvrinl I h77rinl I rmmn fnnrinl 1 rmmn hn+rinl I -+nrm i [Cuv Ih7 Rh Pi inr+inn 1 M1 Center 96 45.25 45.25 45.25 45.25 45.25 Lateral 2 M4 PIPE 2.0" 42 Lbyy Lateral 3 M5 PIPE 2.0" 30 Lbvv Lateral 4 M6 PIPE 2.0" 30 Lbyy Lateral 5 MP1 PIPE 2.0" 72 Lbvv Lateral 6 MP2 PIPE 2.0" 72 Lbyy Lateral 7 M15 PIPE 2.0" 42 Lbvv I Lateral 8 M16 PIPE 2.0" 30 Lbyy Lateral 9 M17 PIPE 2.0" 30 Lbvv Lateral 10 MP5 PIPE 2.0" 72 Lbyy Lateral 11 MP6 PIPE 2.0" 72 Lbvv Lateral RISA-31D Version 17.0.4 [CA ... \... \... \... \... \... \... \Engineering\MA 8-19-2020\TNX or RISA\WA6272.r3d] Page 5 IIIRISA Company Trylon Aug 28, 2020 Designer JE 1:10 PM Job Number 162893 Checked By: Model Name WA6272 Hot Rolled Steel Design Parameters (Continued) I h.1 zh- I c-thrinl I hvvrinl I I-rinl I n n fnnrinl I r n hnfrinl I _f-, rl,ni lh7 rh PI1-finn Joint Loads and Enforced Displacements Joint Label L D M Direction Ma nitude Ib Ib-ft in rad Ib`s^2... No Data to Print ... Member Point Loads (BLC 1 ; Dead Load) RA.mh- I h.1 nir-finn hAnnnit-In lh Ih_ffl I nrnfinnrin om 1 MP1 Y -45.2 3 2 MP1 Y -45.2 69 3 MP1 Y -101.4 %33 4 MP1 Y -65 %66 5 MP2 Y -91 %50 6 MP2 Y -5.11 %75 7 MP1 Y -45.1 %50 8 MP2 Y -5.11 %75 9 MP3 Y -45.2 3 10 MP3 Y -45.2 69 11 MP3 Y -101.4 %33 12 MP3 Y -65 %66 13 M P4 Y -91 %50 14 M P4 Y -5.11 %75 15 MP3 Y -45.1 %50 16 M P4 Y -5.11 %75 17 MP5 Y -45.2 3 18 MP5 Y -45.2 69 19 MP5 Y -101.4 %33 20 MP5 Y -65 %66 21 MP6 Y -91 %50 22 MP6 Y -5.11 %75 23 MP5 Y -45.1 %50 24 MP6 Y -5.11 %75 Member Point Loads (BLC 23 : Horizontal Seismic Load Z) RAcmhcr I h.1 ni-finn RAnnnifivfcrlh Ih_ffl I nrnfinnrin o/1 1 MP1 Z -18.5 3 2 MP1 Z -18.5 69 3 MP1 Z -41.5 %33 4 MP1 Z -26.6 %66 5 MP2 Z -37.24 %50 6 MP2 Z -2.09 %75 7 MP1 Z -18.46 %50 8 MP2 Z -2.09 %75 9 MP3 Z -18.5 3 10 MP3 Z -18.5 69 11 MP3 Z -41.5 %33 12 MP3 Z -26.6 %66 13 M P4 Z -37.24 %50 14 MP4 Z -2.09 %75 RISA-3D Version 17.0.4 [CA ... \... \... \... \... \... \... \Engineering\MA 8-19-2020\TNX or RISA\WA6272.r3d] Page 6 IIIRISA Company Trylon Aug 28, 2020 Designer JE 1:10 PM Job Number 162893 Checked By: Model Name WA6272 Member Point Loads (BLC 23 : Horizontal Seismic Load Z) (Continued) �Aamhar I ohal nirarfinn RA-ifi irlarlh Ih-ffl I nratinnrin om 15 MP3 Z -18.46 %50 16 MP4 z -2.09 %75 17 MP5 Z -18.5 3 18 MP5 Z -18.5 69 19 MP5 Z -41.5 %33 20 MP5 z -26.6 %66 21 MP6 Z -37.24 %50 22 MP6 Z -2.09 %75 23 MP5 Z -18.46 %50 24 MP6 z -2.09 %75 Member Point Loads (BLC 24: Horizontal Seismic Load X) hAamhar I nhal nirartinn RAannifiviarlh Ih-ftl 1 nrnfinnrin OM 1 MP1 X -18.5 3 2 MP1 X -18.5 69 3 MP1 X -41.5 %33 4 MP1 X -26.6 %66 5 MP2 X -37.24 %50 6 MP2 X -2.09 %75 7 MP1 X -18.46 %50 8 MP2 X -2.09 %75 9 MP3 X -18.5 3 10 MP3 X -18.5 69 11 MP3 X -41.5 %33 12 MP3 X -26.6 %66 13 MP4 X -37.24 %50 14 MP4 X -2.09 %75 15 MP3 X -18.46 %50 16 MP4 X -2.09 %75 17 MP5 X -18.5 3 18 MP5 X -18.5 69 19 MP5 X -41.5 %33 20 MP5 X -26.6 %66 21 MP6 X -37.24 %50 22 MP6 X -2.09 %75 23 MP5 X -18.46 %50 24 MP6 X -2.09 %75 Member Distributed Loads Member Label Direction Start Ma nitude Ib/ft F s End Ma nitude Ib/f... Start Location in % End Location in No Data to Print ... Member Area Loads Joint A Joint B Joint C Joint D Direction Distribution Magnitude[s No Data to Print ... Basic Load Cases RI (t nacrrintinn r.nfannnr X V rravifv 7 rravifv _Inint Pnint nictrihiitari Araa(RAa Ciirfnra(PI RISA-3D Version 17.0.4 [CA ... \... \... \... \... \... \... \Engineering\MA 8-19-2020\TNX or RISA\WA6272.r3d] Page 7 111RISA . %IPARY Company Trylon Aug 28, 2020 Designer JE 1:10 PM Job Number 162893 Checked By: Model Name WA6272 Basic Load Cases (Continued) RI f` r)-rinfinn fl.fcnnn, Y (Z-Afv V 1:--Afv 7 f;rn%Afv inin+ Dninf r)icfri1-fcr1 A-IRAc Ci-F-ID1 5 Ice Dead Load None 6 Structure Wind Z-Dire.. WLZ 7 Structure Wind X-Dir... WLX 8 Structure Wind Y-Dir... WLY 9 Structure Ice Wind Z-... WL 10 Structure Ice Wind X-.. WL 11 Wind 0° WL 12 Wind 30° WL 13 Wind 60° WL 14 Wind 90° WL 15 Wind 120° WL 16 Wind 150° WL 17 Wind 0° with ice WL 18 Wind 30° with ice WL 19 Wind 60° with ice WL 20 Wind 90° with ice WL 21 Wind 120° with ice WL 22 Wind 150° with ice WL 23 Horizontal Seismic Lo.. ELZ -.409 24 24 Horizontal Seismic Lo.. ELX -.409 1 24 Load Combinations r%-'in+inn Cn D C RI r'C- RI r'C- RI f`C- RI f`C- RI f Can RI r'C- RI f'C- RI f'C- RI f` - RI 1 1.4D Yes Y DL 1.4 2 1.21) + 1.61- + 0.5 Lr Yes Y DL 1.2 LL 1.6 RILL .5 3 1.2D + 1.6L + 0.5S Yes Y DL 1.2 LL 1.6 SL .5 4 1.2D+1.61-+0.2Di+..Yes Y DL 1.2 LL 1.6 5 .2 SL .5 5 1.2D + 1.6Lr + L Yes Y DL 1.2 LL LL 1 6 1.2D +1.6S + L Yes Y DL 1.2 SL 1.6 1 LLI 1 7 1.2D + 1.61-r + 0.5W_ . Yes Y DL 1.2 RILL 1.6 W.- .5 W... W... .5 11 .5 8 1.2D + 1.61-r + 0.5W_ . Yes Y DL 1.2 RILL 1.6 W....433 W....25 W.•• .5 12 .5 9 1.2D + 1.61-r + 0.5W_ . Yes Y DL 1.2 RILL 1.6 W....25 W....433 W... .5 13 .5 10 1.2D + 1.61-r + 0.5W_ . Yes Y DL 1.2 RILL 1.6 w... W... .5 W.•• .5 14 .5 11 1.2D + 1.61-r + 0.5W_ . Yes Y DL 1.2 RILL 1.6 W...-.25 W....433 W... .5 15 .5 12 1.2D + 1.61-r + 0.5W_ . Yes Y DL 1.2 RILL 1.6 1W....433 W....25 W... .5 16 .5 13 1.2D + 1.61-r + 0.5W_ . Yes Y DL 1.2 RILL 1.6 W... -.5 W... W... .5 11 -.5 14 1.2D + 1.61-r + 0.5W_ . Yes Y DL 1.2 RILL 1.6 W....433 W...-.25 W.•• .5 12 -.5 15 1.2D + 1.61-r + 0.5W_ . Yes Y DL 1.2 RILL 1.6 W...-25 W....433 W... .5 13 -.5 16 1.2D + 1.61-r + 0.5W_ . Yes Y DL 1.2 RILL 1.6 W... W... -.5 W... .5 14 -.5 17 1.2D + 1.61-r + 0.5W_ . Yes Y DL 1.2 RILL 1.6 W....25 W....433 W... .5 115 -.5 18 1.2D + 1.61-r + 0.5W_ . Yesl Y DL 1.2 RILL, 1.6 IW....433 W... -.25 W... .5 16 -.5 19 1.2D + 1.6S + 0.5W_0° Yes Y DL 1.2 SL 1.6 W... .5 W... W... .5 11 .5 20 1.2D + 1.6S + 0.5W_ .. Yes Y DL 1.2 SL 1.6 W....433 W....25 W.•• .5 12 .5 21 1.2D + 1.6S + 0.5W_ .. Yes Y DL 1.2 SL 1.6 W....25 W....433 W... .5 13 .5 22 1.2D + 1.6S + 0.5W_ .. Yes Y DL 1.2 SL 1.6 w... W... .5 W... .5 14 .5 23 1.2D + 1.6S + 0.5W_ .. Yes Y DL 1.2 iSL 1.6 W...-.25 W....433 W... 1 .5 15 .5 24 1.2D + 1.6S + 0.5W_ .. Yes Y DL 1.2 SL 1.6 1W....433 W....25 W... .5 16 .5 25 1.2D + 1.6S + 0.5W_ .. Yes Y DL 1.2 SL 1.6 W... -.5 W... W... .5 11 -.5 26 1.2D + 1.6S + 0.5W_ .. Yes Y DL 1.2 SL 1.6 W....433 W...-.25 W... .5 12 -.5 27 1.2D + 1.6S + 0.5W_ .. Yes Y DL 1.2 SL 1.6 W...-.25 W....433 W... .5 13 -.5 28 1.2D + 1.6S + 0.5W_ .. Yes Y DL 1.2 SL 1.6 W... w... 1 -.5 w... .5 14 -.5 29 1.2D + 1.6S + 0.5W_ .. Yes Y DL 1.2 SL 1.6 W....25 W....433 W... .5 115 -.5 30 1.2D + 1.6S + 0.5W_ .. Yesl Y DO 1.2 SLI 1.6 IW....433 W...-.25 w... .5 16 i -.5 31 1.2D + L + 0.51-r + W... Yesl Y DL 1.2 ILL 1 1 RLL .5 W... 1 W... %Af 1 11 1 32 1.2D + L + 0.51-r + W... Yesl YI ini 1.2 11 L1 1 1RLL1 5 1....866 RISA-3D Version 17.0.4 [CA ... \... \... \... \... \... \... \Engineering\MA 8-19-2020\TNX or RISA\WA6272.r3d] Page 8 6 abed [PCJ'ZLZ9` AA\VSW ao XNl\OZOZ-6l-8 VN\6uuaau!6u3\"'\"'\"'\"'\"'\"'\ ... 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Z' 6 14 A saA + 1 + Q(spSZ'O + Z' 0 EU 998 )13 9' Z13 Z' 1S 4 11 ...Z' 6 14 A sa k + 1 + Q(sPSZ'O + Z' 0 ZO t- I- X13 Z13 Z 1S 4 11 "'Z' 6 14 A saA"'+ 1 + a(spSZ'O + Z' 0 I U 998' X13 9 - Z13 Z 1S 11 "'Z' 6 14 A saA"'+ 1 + Q(spSZ'O + Z' 6) OO t- 9 - X13 998 Z13 Z' 1S 11 "'Z' 6 14 A sE)A-,+ l + Q(spSZ'0 + Z' 0 66 X13 [- Z13 Z' 1S l 11 "'Z' 614 A sa,k"'+ 1 + Q(spsZ'0 + Z' 0 86 9 )13 998 Z13 Z' ISI III ...Z' 6 14 A saA---+ 1 + Q(spSZ-0 + Z' 0 L6 998' )13 9'- Z13 Z' 1S 11 "'Z' 6 14 A sa,k ••'+ 1 + Q(spSZ'0 + Z' 0 96 1 X13 Z13 Z, 1S 11 "'Z' 6 14 A saA—+ 1 + Q(spSZ'0 + Z' 0 96 998' )13 9' Z13 Z' IS 11 ...Z' 6 14 A sa k e,+ 1 + Q(spSZ,O + Z, 0 V6 9' )13 998' Z13 Z' 1S 11 "'Z' 6 14 A sa,k—+ 1 + Q(spSZ'0 + Z' 0 E6 V3 l Z13 Z, 1S 11 ...Z, 6 14 I A sake,+ 1 + Q(spSZ,O + Z, 0 Z6 I- ZZ I 9'- 101 998' 6 1 1 9 6' 14 A sakk o0 !M + !4 + 46'0 66 6- t z 998' 0 9' 1 6 1 1 9 6' 14 A saki o0 !M + !4 + 46'0 06 ,v-IJ Iti �--IJ Ia lu-1J Iti lu-1J Iti �--IJ Itl lu-1J Itl lo-1J It1 lo-1J It1 lo-1i Iti lu-1i Iti a llz� —!+u!--u penWjuoo suo►;eu►gwoo peon ZLZ9VAA GweN PpoW fvd" :/(8Paa £68Z96 Jaquaf Wd0V6�go©���1'I b 3f aaubu6isaa o OZOZ `8Z 6ny uojl11 Auedwoo Existing Lag Bolt Connections Check (N1 from LC101) Reactions Tension Force (Z) 1925 Shear Force (X) 641 Shear Force (Y) 0 Torsional Moment (about z-z) 0 Bending Moment (about x-x) 0 Bending Moment (about y-y) 3137 Bolt Properties # of Bolts Distance between bolts, x-x Distance between bolts, y-y Bolt Diameter Lag Screw Length p, Strength Penetration Thickness of base plate Bolt Embedment Wood Properties and Factors Wood Species G, Specific Gravity W, Withdraw Design Value CM - Wet Service Factor Ct - Temperature Factor Ceg - End Grain Factor X W', Adjusted Withdraw Value W'p, Adjusted Withdraw Value Z, Lateral Design Values Cd - Penetration Factor Co - Geometry Factor Z', Adjusted Lateral Value Alpha, rad Alpha, degree Check withdraw: Required withdraw: Design capacity: Check lateral: Required lateral: Design capacity: Check combined: Required combined: Design combined, Z'a: 4 6 6 0.5 4 2.188 0.25 3.438 Douglas Fir Larch 0.46 334 1.00 1.00 0.75 1.00 540 1182 510 0.86 1.00 709 1.358 77.8 62.8 743 1182 22.6% 160 709 66.2% 760 1148 lb lb lb lb -in lb -in lb -in Ibs/in Ibs/in lb lb lb Sufficient lb lb Sufficient lb lb Sufficient lb lb AMEMAN SOCIETY OF CML ENGINEERS Address: No Address at This Location ASCE 7 Hazards Report Standard: ASCE/SEI 7-16 Elevation: 388.43 ft (NAVD 88) Risk Category: II Latitude: 47.778222 Soil Class: D - Default (see Longitude:-122.361864 Section 11.4.3) •. ■ ■ Q }43 _ L- VA s .{{:fit r', en lIlk ■ 1 t _ • � t . ••=1'ti ■ � �qp.. ■ j 1 ■ 41 Wind EJI I::li.;a clan 'Sh-rellnr I r��.I.I .ry�15 Anil — ' :Srnii HI rk l.�nq_ K w - em. n. #mb 8�i�iL�fYJJr � ti Results: Wind Speed: 98 Vmph 10-year MRI 67 Vmph 25-year MRI 74 Vmph 50-year MRI 78 Vmph 100-year MRI 83 Vmph Data Source: ASCE/SEI 7-16, Fig. 26.5-1B and Figs. CC.2-1—CC.2-4 Date Accessed: Wed Aug 26 2020 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. Mountainous terrain, gorges, ocean promontories, and special wind regions should be examined for unusual wind conditions. https://asce7hazardtoo1.onIine/ Page 1 of 3 Wed Aug 26 2020 -ASCE' ZEM AN SOCIETY OF CML ENGINEERS Seismic Site Soil Class: D - Default (see Section 11.4.3) Results: Ss 1.279 Sol : N/A S, 0.448 TL 6 Fa 1.2 PGA: 0.542 F� N/A PGA M : 0.65 SMs 1.535 FPGA 1.2 SM, N/A le 1 Sos 1.023 C 1.356 Ground motion hazard analysis may be required. See ASCE/SEI 7-16 Section 11.4.8. Data Accessed: Wed Aug 26 2020 Date Source: USGS Seismic Design Maps https://asce7hazardtool.onIine/ Page 2 of 3 Wed Aug 26 2020 -ASCE ZEMAN SOCIETY OF CML ENGINEERS Ice Results: Ice Thickness: Concurrent Temperature Gust Speed: Data Source: Date Accessed: 1.00 in. 25 F 30 mph Standard ASCE/SEI 7-16, Figs. 10-2 through 10-8 Wed Aug 26 2020 Ice thicknesses on structures in exposed locations at elevations higher than the surrounding terrain and in valleys and gorges may exceed the mapped values. Values provided are equivalent radial ice thicknesses due to freezing rain with concurrent 3-second gust speeds, for a 500-year mean recurrence interval, and temperatures concurrent with ice thicknesses due to freezing rain. Thicknesses for ice accretions caused by other sources shall be obtained from local meteorological studies. Ice thicknesses in exposed locations at elevations higher than the surrounding terrain and in valleys and gorges may exceed the mapped values. 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To the fullest extent permitted by law, you agree to release and hold harmless ASCE from any and all liability of any nature arising out of or resulting from any use of data provided by the ASCE 7 Hazard Tool. https://asce7hazardtool.online/ Page 3 of 3 Wed Aug 26 2020