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HomeMy WebLinkAbout20230439 233 Lake Verizon Antenna OklahomaTrack_SApass_20230512 Date: May 12, 2023 Structural Analysis Report Project Information: Carrier: Verizon Wireless Scope of Work: “New Site Build” Site Name: Oklahoma Track Site Address: 233 Lake Avenue, Saratoga Springs, NY, 12866 Site Type: Rooftop Equipment Platform Tectonic Project Number: 11860.097 Tectonic Engineering Consultants, Geologists & Land Surveyors, D.P.C. (Tectonic) is pleased to submit this “Structural Analysis Report” to determine the structural integrity of the above-mentioned equipment site. The purpose of the analysis is to determine the acceptability of the stress level of the proposed equipment platform and supporting structure. Based on our analysis we have determined the stress level to be as follows: Equipment Platform: Sufficient This analysis has been performed in accordance with the IBC 2018 and the 2020 New York State Building Code based upon an ultimate 3-second gust wind of 109 mph as required for use in the ASCE7-16. Exposure Category C with a maximum topographic factor, Kzt, of 1.0 and Risk Category II were used in this analysis. We at Tectonic appreciate the opportunity of providing our continuing professional services to you. If you have any questions or need further assistance on this or any other projects, please give us a call. Structural analysis prepared / reviewed by: Jose Rosales / Robert Keddrell Respectfully submitted by: Tectonic Engineering Consultants, Geologists & Land Surveyors, D.P.C. Edward N. Iamiceli, P.E. Managing Director – Structural Structural Analysis Report May 12, 2023 Project Number: 11860.097 TABLE OF CONTENTS 1) INTRODUCTION/PURPOSE 2) ANALYSIS CRITERIA Table 1 - Proposed Equipment Loading Information 3) ANALYSIS PROCEDURE Table 2 - Documents Provided 3.1) Analysis Method 3.2) Assumptions 4) ANALYSIS RESULTS Table 3 –Stresses/Adequacy 4.1) Results/Conclusions 5) APPENDIX A – All Sectors Software Input Calculations 6) APPENDIX B – All Sectors Wire Frame and Rendered Models 7) APPENDIX C – All Sectors Software Analysis Output 8) APPENDIX D – All Sectors Software Analysis Output 9) APPENDIX E References and Structural Details Structural Analysis Report May 12, 2023 Project Number: 11860.097 1) INTRODUCTION/PURPOSE Analysis of the proposed non penetrating equipment platform and supporting structure due to the loading of the proposed equipment cabinets and related appurtenances on the top of the existing rooftop structure. 2) ANALYSIS CRITERIA ASCE Revision: 7-16 Risk Category: II Wind Speed: 109 mph Exposure Category: C Topographic Factor: 1.0 Ground Snow Load: 50 psf Table 1 - Proposed Equipment Loading Information Mounting Level (ft) Carrier Designation Quantity Manufacturer Equipment Model Proposed Mount Type Note 35 Verizon Wireless 1 - Battery Cabinets 9’-4”x14’-0” Platform 1 2 - Equipment Cabinets 1 - Telco Box 1 - AC Panel 1 Raycap OVP Note: 1) To be mounted on proposed platform. 3) ANALYSIS PROCEDURE Table 2 - Documents Provided Document Prepared By Dated Structural Drawings 260 Structural Engineering 10/06/14 Building Drawings RE4ORM ARCHITECTURE 12/01/14 Field Notes and Photos Tectonic 09/28/21 Lease Exhibit 11/29/22 3.1) Analysis Method A tool internally developed, using Microsoft Excel, was used to calculate win d loading on all appurtenances and mount members. This information was then used in conjunction with another program, RISA-3D, which is a commercially available analysis software package, used to check the supporting building framing and calculate member stresses for various loading cases. The selected output from the analysis is included in Appendix C and D. Structural Analysis Report May 12, 2023 Project Number: 11860.097 3.2) Assumptions 1) The configuration of equipment and other appurtenances are as specified in Table 1. 2) 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. 3) Steel grades have been assumed as follows, unless noted otherwise: Wide Flange ASTM A992 (GR 50) Channel, Solid Round, Angle, Plate ASTM A36 (GR 36) Pipe ASTM A53 (GR 35) HSS Tube ASTM A500 (GR 46) Connection Bolts ASTM A325 This analysis may be affected if any assumptions are not valid or have been made in error. Tectonic should be notified to determine the effect on the structural integrity of the platform. 4) ANALYSIS RESULTS Table 3 - Stresses/Adequacy Notes Component Mounting Level (ft) Maximum % Capacity Pass / Fail 1 Platform 35 32 Pass 2 Supporting Structure 100 Pass Structure Rating (max from all components) = 100% Notes: 1) See additional documentation in Appendices C for analysis output calculations supporting the % capacity utilized. 2) See additional documentation in Appendices D for analysis output calculations supporting the % capacity utilized. 4.1) Results/Conclusions The proposed equipment platform and supporting structure will be adequate to support the proposed installation as detailed in the following report. Contractor shall field verify existing conditions and recommendations as noted on the construction drawings and notify the design engineer of any discrepancies prior to fabrication of steel. Any further changes to the antenna, equipment and/or appurtenance configuration should be reviewed with respect to their effect on structural loads prior to impleme ntation. Structural Analysis Report May 12, 2023 Project Number: 11860.097 APPENDIX A SOFTWARE INPUT CALCULATIONS 1 of 3 JJR Date : 05/12/23 RTK Date : 05/12/23 Analysis of Proposed Equipment Platform 1 - Dead Load 1 Battery Cabinet 32.6 37.8 74.1 3260 3260 lbs Total 3260 lbs Point Load =815 For proposed grating =10 psf 2- Live Load Per ASCE 7-16: Chapter 4 Walkways and Elevated Platforms =60 psf (Table 4.3-1) 3- Snow Load Per ASC 7-16: Chapter 7 Pf = 0.7CeCtIPg Ce =1.0 Table 7.3-1 Pf =42 psf GOVERNS Ct =1.2 Table 7.3-2 But not less than Pf = (I)(20)(Section 7.3.4) I= 1.0 Table 1.5-2 Pf =20 psf Pg =50 psf Point Load =90 4- Wind Load z= 44.2 ft Top of Equipment V= 109 MPH - Risk Category II Exposure: C Section 26.7.3 α= 9.5 Table 26.91 Zg=900 ft Table 26.91 Kz=1.066 Table 29.3-1 Kzt=1.00 Section 26.8.2 Kd=0.90 Table 26.6-1 (Square) Ke=1.00 Section 26.9 (Ke permitted to be 1 for all elevations) qz=29.2 psf ( Section 29.10.2) Building Info B= 165.5 ft (Horizontal dimension of building normal to wind direction) h= 35 ft (Mean roof height) Bh= 5793 ft2 0.1Bh= 579 ft2 Resultant Horizontal Force ANormal=16.78 ft2 ATrans=19.45 ft3 GCr =1.9 Section 29.4.1 (Af < 0.1Bh) F= 55 PSF Normal Wind Load =233 lb/point (4 points) Transverse Wind Load =270 lb/point (4 points) Vertical Uplift Force Ar=8.6 ft2 Normal Uplift Force= 456 lb/point (4 points) Transverse Uplift Force= 613 lb/point (4 points) Per ASCE 7-16 Chapters 1, 26, & 29 Per ASCE 7-16 Section 29.4 Design Wind Loads: Other Structures Checked By Number of units Equipment Model Width (in.) Depth (in.) Height (in.) Weight (lbs) lb/point (4 points) 11860.097 Sheet No. Total Weight lbs/point (4 points) Calculated By Job No. 1 of 3 JJR Date : 05/12/23 IM Date : 05/12/23 Analysis of Proposed Equipment Platform 1 - Dead Load 2 Equipment Cabinet 32.4 44.5 85.2 755 1510 lbs Total 1510 lbs Point Load =189 For proposed grating =10 psf 2- Live Load Per ASCE 7-16: Chapter 4 Walkways and Elevated Platforms =60 psf (Table 4.3-1) 3- Snow Load Per ASC 7-16: Chapter 7 Pf = 0.7CeCtIPg Ce =1.0 Table 7.3-1 Pf =42 psf GOVERNS Ct =1.2 Table 7.3-2 But not less than Pf = (I)(20)(Section 7.3.4) I= 1.0 Table 1.5-2 Pf =20 psf Pg =50 psf Point Load =105 lb/point (4 points) 4- Wind Load z= 45.1 ft Top of Equipment V= 109 MPH - Risk Category II Exposure: C Section 26.7.3 α= 9.5 Table 26.91 Zg=900 ft Table 26.91 Kz=1.071 Table 29.3-1 Kzt=1.00 Section 26.8.2 Kd=0.90 Table 26.6-1 (Square) Ke=1.00 Section 26.9 (Ke permitted to be 1 for all elevations) qz=29.3 psf ( Section 29.10.2) Building Info B= 165.5 ft (Horizontal dimension of building normal to wind direction) h= 35 ft (Mean roof height) Bh= 5793 ft2 0.1Bh= 579 ft2 Resultant Horizontal Force ANormal=19.17 ft2 ATrans=26.33 ft3 GCr =1.9 Section 29.4.1 (Af < 0.1Bh) F= 56 PSF Normal Wind Load =267 lb/point (4 points) Transverse Wind Load =367 lb/point (4 points) Vertical Uplift Force Ar=10.0 ft2 Normal Uplift Force= 511 lb/point (4 points) Transverse Uplift Force= 964 lb/point (4 points) Sheet No. Calculated By Checked By 11860.097 Per ASCE 7-16 Section 29.4 Design Wind Loads: Other Structures Per ASCE 7-16 Chapters 1, 26, & 29 Number of units Equipment Model Width (in.) Depth (in.) Height (in.) Weight (lbs) lbs/point (4 points) Total Weight Job No. 3 of 3 JJR Date : 05/12/23 IM Date : 05/12/23 Analysis of Proposed Equipment Platform 1 - Dead Load 1 Telco Box 24.0 10.0 24.0 80 80.0 lbs 1 AC Panel 14.5 6.0 44.0 50 50.0 lbs 3 OVP 16.5 12.6 29.5 32 96.0 lbs Total 226.0 lbs 2- Wind Load z= 45.1 ft Top of Equipment V= 109 MPH - Risk Category II Exposure: C Section 26.7.3 α= 9.5 Table 26.91 Zg=900 ft Table 26.91 Kz= 1.071 Table 29.3-1 Kzt= 1.00 Section 26.8.2 [IBC] Kd= 0.90 Table 26.6-1 (C&C) Ke= 1.00 Section 26.9 (Ke permitted to be 1 for all elevations) qz= 29.3 psf ( Section 29.10.2) Building Info B= 165.5 ft (horizontal dimension of building) h= 35 ft (Roof Height) 0.1Bh= 579.3 Resultant Horizontal Force GCr = 1.9 Section 29.4.1 F= 56 PSF Telco Box 4.0 1.7 AC Panel 4.4 1.8 OVP 3.4 2.6 Wind Load on Steel Members Member W8x10 37.1 lbs/ft W12x30 55.7 lbs/ft Railing 8.8 lbs/ft HSS3x3x1/4"13.9 lbs/ft L4x4x3/8"18.6 lbs/ft 3 Projected width (in.)Wind Load 8 12 1.9 223 93 247 102 188 144 Weight (lbs) Total Weight Per ASCE 7-16 Chapters 1, 26, & 29 Per ASCE 7-16 Section 29.4 Design Wind Loads: Rooftop Structures Cabinet Type Normal Area ft^2 Transverse Area ft^2 Normal Wind Force (lbs) Transverse Wind Force (lbs) 11860.097 4 Job No. Sheet No. Calculated By Checked By Number of Units Equipment Width (in.) Depth (in.) Height (in.) Rooftop Mount Analysis Report May 12, 2023 Project Number: 11860.097 APPENDIX B WIRE FRAME AND RENDERED MODELS Tectonic Engineering JJR 11860.97 Equipment Platform May 03, 2023 11860.097- Equipment Platform - R… Tectonic Engineering JJR 11860.97 Equipment Platform May 03, 2023 11860.097- Equipment Platform - R… Tectonic Engineering JJR 11860.97 Equipment Platform May 03, 2023 11860.097- Equipment Platform - R… Tectonic Engineering JJR 11860.97 Equipment Platform May 03, 2023 11860.097- Equipment Platform - R… Tectonic Engineering JJR 11860.97 Equipment Platform May 03, 2023 11860.097- Equipment Platform - R… Tectonic Engineering JJR 11860.97 Equipment Platform May 03, 2023 11860.097- Equipment Platform - R… Tectonic Engineering JJR 11860.97 Equipment Platform May 03, 2023 11860.097- Equipment Platform - R… Tectonic Engineering JJR 11860.97 Equipment Platform May 03, 2023 11860.097- Equipment Platform - R… Tectonic Engineering JJR 11860.97 Equipment Platform May 03, 2023 11860.097- Equipment Platform - R… Tectonic Engineering JJR 11860.97 Equipment Platform May 03, 2023 11860.097- Equipment Platform - R… Tectonic Engineering JJR 11860.97 Equipment Platform May 03, 2023 11860.097- Equipment Platform - R… Tectonic Engineering JJR 11860.97 Equipment Platform May 03, 2023 11860.097- Equipment Platform - R… Rooftop Mount Analysis Report May 3, 2023 Project Number: 11860.097 APPENDIX C SOFTWARE ANALYSIS OUTPUT Tectonic Engineering JJR 11860.97 Equipment Platform May 12, 2023 11860.097- Equipment Platform.r3d Tectonic Engineering JJR 11860.97 Equipment Platform May 03, 2023 11860.097- Equipment Platform - R… Company Designer Job Number Model Name : : : : Tectonic Engineering JJR 11860.97 Equipment Platform Checked By : RTK RISA-3D Version 20 [ 11860.097- Equipment Platform.r3d ]Page 1 Hot Rolled Steel Properties Label E [ksi] G [ksi] Nu Therm. Coeff. [1e⁵°F⁻¹] Density [k/ft³] Yield [ksi] Ry Fu [ksi] Rt 1 A36 Gr.36 29000 11154 0.3 0.65 0.49 36 1.5 58 1.2 2 A572 Gr.50 29000 11154 0.3 0.65 0.49 50 1.1 65 1.1 3 A992 29000 11154 0.3 0.65 0.49 50 1.1 65 1.1 4 A500 Gr. 46 29000 11154 0.3 0.65 0.49 46 1.4 62 1.3 5 A500 Gr.50 29000 11154 0.3 0.65 0.49 50 1.4 62 1.3 6 A53 Gr.B 29000 11154 0.3 0.65 0.49 35 1.6 60 1.2 Hot Rolled Steel Section Sets Label Shape Type Design List Material Design Rule Area [in²] Iyy [in⁴] Izz [in⁴] J [in⁴] 1 W8x10 W8X10 Beam Wide Flange A992 Typical 2.96 2.09 30.8 0.043 2 HSS3x3x1/4"HSS3X3X4 Column Tube A500 Gr. 46 Typical 2.44 3.02 3.02 5.08 3 L4x4x3/8"L4X4X6 Beam Single Angle A36 Gr.36 Typical 2.86 4.32 4.32 0.141 4 Railing PIPE_1.5 Beam HSS Pipe A53 Gr.B Typical 0.749 0.293 0.293 0.586 5 W12x30 W12X30 Beam Wide Flange A992 Typical 8.79 20.3 238 0.457 Basic Load Cases BLC Description Category Y Gravity Nodal Distributed Area(Member) 1 DL DL -1.05 17 1 2 WLX WLX 29 46 3 WLZ WLZ 29 51 4 LL LL 4 5 SL SL 12 4 6 WL-X WL-X 29 46 7 WL-Z WL-Z 29 51 8 BLC 1 Transient Area Loads None 31 9 BLC 4 Transient Area Loads None 16 10 BLC 5 Transient Area Loads None 77 Load Combinations Description Solve P-DeltaBLCFactorBLCFactorBLCFactorBLCFactorBLCFactor BLC Factor BLC Factor 1 ASD 2 DL Yes Y 1 1 3 DL+LL Yes Y 1 1 LL 1 4 DL+SL Yes Y 1 1 LL SL 1 5 DL+0.75(LL+SL)Yes Y 1 1 LL 0.75 SL 0.75 6 DL+0.6WLX Yes Y 1 1 LL WLX 0.6 7 DL+0.6WLZ Yes Y 1 1 LL WLX WLZ 0.6 8 DL+0.424(WLX+WLZ)Yes Y 1 1 LL WLX 0.424 WLZ 0.424 9 DL+0.6WL-X Yes Y 1 1 LL WLX WLZ WL-X 0.6 10 DL+0.6WL-Z Yes Y 1 1 LL WLX WLZ WL-X WL-Z 0.6 11 DL+0.424(WL-X+WL-Z)Yes Y 1 1 LL WLX WLZ WL-X 0.424 WL-Z 0.424 12 DL+0.424(WL-X+WLZ)Yes Y 1 1 LL WLX WLZ 0.424 WL-X 0.424 WL-Z 13 DL+0.424(WLX+WL-Z)Yes Y 1 1 LL WLX 0.424 WLZ WL-X WL-Z 0.424 14 DL+0.75(LL+SL+0.6WLX)Yes Y 1 1 LL 0.75 WLX 0.45 WLZ SL 0.75 WL-X WL-Z 15 DL+0.75(LL+SL+0.6WLZ)Yes Y 1 1 LL 0.75 WLX WLZ 0.45 SL 0.75 WL-X WL-Z 16 DL+0.75(LL+SL+(0.424(WLX+WLZ)))Yes Y 1 1 LL 0.75 WLX 0.318 WLZ 0.318 SL 0.75 WL-X WL-Z 17 DL+0.75(LL+SL+0.6WL-X)Yes Y 1 1 LL 0.75 WLX WLZ SL 0.75 WL-X 0.45 WL-Z 18 DL+0.75(LL+SL+0.6WL-Z)Yes Y 1 1 LL 0.75 WLX WLZ SL 0.75 WL-X WL-Z 0.45 19 DL+0.75(LL+SL+(0.424(WLX+WL-Z)))Yes Y 1 1 LL 0.75 WLX 0.318 WLZ SL 0.75 WL-X WL-Z 0.318 20 DL+0.75(LL+SL+(0.424(WL-X+WL-Z)))Yes Y 1 1 LL 0.75 WLX WLZ SL 0.75 WL-X 0.318 WL-Z 0.318 21 DL+0.75(LL+SL+(0.424(WL-X+WLZ)))Yes Y 1 1 LL 0.75 WLX WLZ 0.318 SL 0.75 WL-X 0.318 WL-Z Company Designer Job Number Model Name : : : : Tectonic Engineering JJR 11860.97 Equipment Platform Checked By : RTK RISA-3D Version 20 [ 11860.097- Equipment Platform.r3d ]Page 2 Load Combinations (Continued) Description Solve P-DeltaBLCFactorBLCFactorBLCFactorBLCFactorBLCFactor BLC Factor BLC Factor 22 Structure Check Loads 23 DL Y 1 1 24 LL Y LL 1 25 SL Y SL 1 26 WL Y WLZ 1 Envelope AISC 15TH (360-16): ASD Member Steel Code Checks Member Shape Code CheckLoc[in] LC Shear CheckLoc[in] Dir LC Pnc/om [lb]Pnt/om [lb]Mnyy/om [lb-ft]Mnzz/om [lb-ft] Cb Eqn 1 21 W8X10 0.318 98 10 0.053 98 y 19 25043.274 88622.754 4071.489 16095.304 1.359H1-1b 2 17 W8X10 0.314 98 10 0.053 98 z 7 25043.274 88622.754 4071.489 21870.083 2.287H1-1b 3 7 HSS3X3X4 0.287 12 10 0.086 0 y 10 66685.635 67209.581 5692.615 5692.615 1.665H1-1b 4 8 HSS3X3X4 0.281 12 7 0.087 0 y 7 66685.635 67209.581 5692.615 5692.615 1.665H1-1b 5 3 HSS3X3X4 0.268 12 8 0.069 0 y 7 66685.635 67209.581 5692.615 5692.615 1.665H1-1b 6 4 HSS3X3X4 0.262 12 13 0.072 0 y 10 66685.635 67209.581 5692.615 5692.615 1.665H1-1b 7 13 W8X10 0.257 98 12 0.15 56 z 9 25043.274 88622.754 4071.489 21870.083 1.915H1-1b 8 95 L4X4X6 0.25 10.792 13 0.043 0 z 13 57598.912 61652.695 2926.466 6577.772 1.39 H2-1 9 105 L4X4X6 0.242 10.792 8 0.042 0 y 8 57598.912 61652.695 2926.466 6577.772 1.39 H2-1 10 20 W8X10 0.224 98 11 0.055 98 y 17 25043.274 88622.754 4071.489 14949.155 1.262H1-1b 11 106 L4X4X6 0.181 13.417 11 0.037 0 z 19 57598.912 61652.695 2926.466 6577.772 1.32 H2-1 12 94 L4X4X6 0.174 6.125 11 0.054 0 z 11 57598.912 61652.695 2926.466 6577.772 1.396 H2-1 13 18 W8X10 0.172 98 12 0.028 98 y 18 25043.274 88622.754 4071.489 19741.024 1.667H1-1b 14 104 L4X4X6 0.171 6.125 12 0.052 0 y 12 57598.912 61652.695 2926.466 6577.772 1.396 H2-1 15 107 L4X4X6 0.168 17.792 13 0.027 28 z 13 57598.912 61652.695 2926.466 6577.772 1.401 H2-1 16 14 W8X10 0.167 98 11 0.076 82.833 y 11 25043.274 88622.754 4071.489 21870.083 2.259H1-1b 17 108 L4X4X6 0.159 13.417 12 0.037 0 y 16 57598.912 61652.695 2926.466 6577.772 1.32 H2-1 18 111 L4X4X6 0.152 17.792 8 0.027 28 y 8 57598.912 61652.695 2926.466 6577.772 1.401 H2-1 19 15 W8X10 0.132 140 7 0.077 10.5 z 10 37020.639 88622.754 4071.489 12232.305 1.895H1-1b 20 26 HSS3X3X4 0.127 12 9 0.034 0 z 9 66685.635 67209.581 5692.615 5692.615 1.667H1-1b 21 22 HSS3X3X4 0.124 12 6 0.036 0 z 9 66685.635 67209.581 5692.615 5692.615 1.667H1-1b 22 16 W8X10 0.123 140 10 0.193 0 z 7 37020.639 88622.754 4071.489 14268.87 2.211H1-1b 23 25 HSS3X3X4 0.118 12 9 0.034 0 z 9 66685.635 67209.581 5692.615 5692.615 1.667H1-1b 24 23 HSS3X3X4 0.112 12 9 0.035 0 z 9 66685.635 67209.581 5692.615 5692.615 1.667H1-1b 25 36 HSS3X3X4 0.112 12 9 0.03 0 z 9 66685.635 67209.581 5692.615 5692.615 1.667H1-1b 26 19 W8X10 0.11 43.167 16 0.037 98 y 19 25043.274 88622.754 4071.489 17788.952 1.502H1-1b 27 24 HSS3X3X4 0.109 12 6 0.034 0 z 9 66685.635 67209.581 5692.615 5692.615 1.667H1-1b 28 32 HSS3X3X4 0.108 12 6 0.032 0 z 9 66685.635 67209.581 5692.615 5692.615 1.667H1-1b 29 35 HSS3X3X4 0.102 12 9 0.03 0 z 9 66685.635 67209.581 5692.615 5692.615 1.667H1-1b 30 33 HSS3X3X4 0.098 12 9 0.031 0 z 9 66685.635 67209.581 5692.615 5692.615 1.667H1-1b 31 34 HSS3X3X4 0.095 12 9 0.03 0 z 9 66685.635 67209.581 5692.615 5692.615 1.667H1-1b 32 6 W12X30 0.093 28 7 0.044 140 z 10 107688.021 263173.653 23852.295 107534.93 2.309H1-1b 33 5 W12X30 0.088 140 10 0.043 168 z 7 107688.021 263173.653 23852.295 107534.93 3 H1-1b 34 109 L4X4X6 0.041 14 10 0.004 28 z 17 57598.912 61652.695 2926.466 6577.772 1.136 H2-1 35 110 L4X4X6 0.012 14 15 0.003 28 y 17 57598.912 61652.695 2926.466 6577.772 1.136 H2-1 Detail Report:20 Unity Check:0.218 (LC 11)Load Combination:Envelope y z y z x Input Data: Shape: Member Type: Length (in): Material Type: Design Rule: Number of Internal Sections: W8X10 Beam 112 Hot Rolled Steel Typical 97 I Node: J Node: I Release: J Release: I Offset (in): J Offset (in): 29 34 BenPIN BenPIN N/A N/A Material Properties: Material:A992 Therm. Coeff.(1e⁵°F⁻¹):0.65 Ry :1.1 E(ksi):29000 Density(k/ft³):0.49 F u (ksi):65 G(ksi):11154 F y (ksi):50 Rt :1.1 Nu:0.3 Shape Properties: d(in):7.89 Area(in²):2.96 S w (in⁴):1.53 b f (in):3.94 Z yy (in³):1.66 rT (in):1 t f (in):0.205 Z zz (in³):8.87 J(in⁴):0.043 t w (in):0.17 Cw (in⁶):30.9 kdet (in):0.688 I yy (in⁴):2.09 W no (in²):7.57 kdes (in):0.505 I zz (in⁴):30.8 Design Properties: L b y-y (in):N/A L b z-z (in):N/A L comp top (in):Lbyy L comp bot (in):N/A L torque (in):N/A Ky-y:1 Kz-z:1 y sway:No z sway:No Function:Lateral Seismic DR:None Max Defl Ratio:L/3398 Max Defl Location:52.5 Span:1 29 34 20 Diagrams:0.01 at 0 in -0.023 at 53.667 in y Deflection ( )in 0.022 at 54.833 in -0.022 at 54.833 in z Deflection ( )in 294.22 at 88.667 in -171.751 at 88.667 in Axial Force ( )lbs 1156.435 at 14 in -1482.699 at 98 in y Shear Force ( )lbs 1353.416 at 88.667 in -1347.932 at 88.667 in z Shear Force ( )lbs RISA-3D Version 20 [ 11860.097- Equipment Platform - R2.r3d ]Page 1 Company Designer Job Number Model Name : : : : Tectonic Engineering JJR 11860.97 Equipment Platform Checked By : IM 0.031 at 0 in -0.035 at 0 in Torsion ( )lb-ft 450.42 at 98 in -2021.883 at 44.333 in z-z Moment ( )lb-ft 802.56 at 98 in -797.937 at 98 in y-y Moment ( )lb-ft 0.099 at 88.667 in -0.058 at 88.667 in Axial Stress ( )ksi 3.108 at 44.333 in -3.108 at 44.333 in Bending Strong Stress ( )ksi 9.078 at 98 in -9.078 at 98 in Bending Weak Stress ( )ksi AISC 15th (360-16): ASD Code Check Limit State Gov. LC Required Available Unity Check Result Applied Loading - Bending/Axial 11 - - -- Applied Loading - Shear + Torsion 17 - - -- Axial Tension Analysis 11 0.000 lb 88622.758 lb -- Axial Compression Analysis 11 211.372 lb 25043.273 lb -- Flexural Analysis (Strong Axis)11 267.568 lb-ft 14928.698 lb-ft -- Flexural Analysis (Weak Axis)11 796.88 lb-ft 4071.489 lb-ft -- Shear Analysis (Major Axis y)17 1482.926 lb 26826 lb 0.055 Pass Shear Analysis (Minor Axis z)17 221.597 lb 29019.162 lb 0.008 Pass Bending & Axial Interaction Check (UC Bending Max)11 - - 0.218 Pass RISA-3D Version 20 [ 11860.097- Equipment Platform - R2.r3d ]Page 2 Company Designer Job Number Model Name : : : : Tectonic Engineering JJR 11860.97 Equipment Platform Checked By : IM Rooftop Mount Analysis Report May 3, 2023 Project Number: 11860.097 APPENDIX D ADDITIONAL CALCULATIONS Company Designer Job Number Model Name : : : : Tectonic Engineering JJR 11860.97 Equipment Platform Checked By : IM RISA-3D Version 20 [ 11860.097- Equipment Platform - R2.r3d ]Page 1 Node Reactions LC Node Label X [lb] Y [lb] Z [lb] MX [lb-ft] MY [lb-ft] MZ [lb-ft]LC Node Label X [lb] Y [lb] Z [lb] MX [lb-ft] MY [lb-ft] MZ [lb-ft] 1 23 25 -2.072 839.915 367.315 0 0 0 2 23 24 -1.952 620.643 -367.131 0 0 0 3 23 65 2.339 1041.282 -25.091 0 0 0 4 23 47 -2.18 937.963 -9.108 0 0 0 5 23 62 -2.04 733.995 9.194 0 0 0 6 23 56 1.383 426.384 0.802 0 0 0 7 23 59 -0.34 438.959 1.223 0 0 0 8 23 38 1.079 483.345 3.086 0 0 0 9 23 54 0.783 403.009 -2.86 0 0 0 10 23 50 2.83 1282.109 25.311 0 0 0 11 23 44 -0.463 573.679 -1.175 0 0 0 12 23 41 1.597 532.551 -1.063 0 0 0 13 23 23 0.006 328.141 46.969 0 0 0 14 23 22 -0.973 263.83 -47.472 0 0 0 15 23 Totals:-0.003 8905.804 0 16 23 COG (in):X: 20.53 Y: 24.662 Z: 85.05 17 24 25 0.104 192.389 24.565 0 0 0 18 24 24 -0.583 228.662 -24.73 0 0 0 19 24 65 1.266 469.77 -1.611 0 0 0 20 24 47 -0.95 368.727 -0.55 0 0 0 21 24 62 -0.548 464.271 0.56 0 0 0 22 24 56 0.52 449.816 2.232 0 0 0 23 24 59 -0.485 436.665 0.326 0 0 0 24 24 38 -0.758 533.895 6.395 0 0 0 25 24 54 -1.509 593.514 -6.234 0 0 0 26 24 50 0.721 396.397 1.575 0 0 0 27 24 44 -0.688 316.627 -0.338 0 0 0 28 24 41 0.91 329.266 -2.186 0 0 0 29 24 23 0.354 301.821 91.787 0 0 0 30 24 22 1.644 302.346 -91.79 0 0 0 31 24 Totals:0 5384.167 0 32 24 COG (in):X: 45.294 Y: 24.25 Z: 93.947 33 25 25 0.66 217.051 33.154 0 0 0 34 25 24 -0.306 202.292 -33.139 0 0 0 35 25 65 0.278 232.145 -2.277 0 0 0 36 25 47 0.647 383.953 -0.794 0 0 0 37 25 62 0.269 292.343 0.859 0 0 0 38 25 56 -0.371 260.509 0.56 0 0 0 39 25 59 -0.367 296.719 0.158 0 0 0 40 25 38 -0.796 299.686 1.731 0 0 0 41 25 54 -0.728 271.977 -1.475 0 0 0 42 25 50 0.991 280.503 2.234 0 0 0 43 25 44 -0.339 373.129 -0.179 0 0 0 44 25 41 -0.441 321.403 -0.548 0 0 0 45 25 23 -0.607 173.879 23.403 0 0 0 46 25 22 1.109 162.431 -23.686 0 0 0 47 25 Totals:0 3768.02 0 48 25 COG (in):X: 38.325 Y: 26.671 Z: 86.308 49 26 25 -233.951 -796.572 -1869.866 0 0 0 50 26 24 143.769 667.191 -1887.491 0 0 0 51 26 65 -50.757 657.884 24.566 0 0 0 52 26 47 51.705 -376.449 307.102 0 0 0 53 26 62 -48.684 521.136 334.912 0 0 0 54 26 56 -36.504 392.971 265.587 0 0 0 Company Designer Job Number Model Name : : : : Tectonic Engineering JJR 11860.97 Equipment Platform Checked By : IM RISA-3D Version 20 [ 11860.097- Equipment Platform - R2.r3d ]Page 2 Node Reactions (Continued) LC Node Label X [lb] Y [lb] Z [lb] MX [lb-ft] MY [lb-ft] MZ [lb-ft]LC Node Label X [lb] Y [lb] Z [lb] MX [lb-ft] MY [lb-ft] MZ [lb-ft] 55 26 59 -44.122 414.767 228.889 0 0 0 56 26 38 -2.31 -938.099 -108.258 0 0 0 57 26 54 -36.707 752.2 22.846 0 0 0 58 26 50 4.04 -1052.462 -129.475 0 0 0 59 26 44 18.241 150.344 294.169 0 0 0 60 26 41 3.785 -62.814 299.062 0 0 0 61 26 23 172.164 -974.858 -2019.287 0 0 0 62 26 22 59.346 644.762 -1852.16 0 0 0 63 26 Totals:0.015 0 -6089.402 64 26 COG (in):NC NC NC Job No. Sheet No. 1 of 2 Calculated By JJR Date : 05/12/23 Checked By RTK Date : 05/12/23 1 - Dead Load Roof Membrane= 0.7 psf 3/4" Gypcrete= 7.2 psf Metal Deck= 1.9 psf 1" Fibrous Insulation=1.1 psf Sound Matt=1.0 psf Concrete Slab=29.8 psf 3/4" Roof Sheathing= 2.4 psf 3/4" Plywood subfloor= 2.4 psf Total Dead Load = 32 psf 2x8s 16" O.C= 6.0 psf 2x8s 16" O.C= 6.0 psf 5/8" Gypsum Board= 2.8 psf Insulation= 1.1 psf Total Dead Load = 13 psf 5/8" Gypsum Board= 2.8 psf Total Dead Load =20 psf Platform Dead Load = 8906 lbs (From Risa Results) Wall Height= 11.0 ft 2x6's 16" O.C= 5.0 psf # of legs= 14 (2) 5/8" Gypsum Board=5.5 psf Total Dead Load = 11 psf Platform Dead Load = 636 lbs/leg *Dead Loads per Architectural Drawings by Re4orm Architecture 2 - Snow Load Per ASCE 7-16 Chapter 7 Pf=0.7CeCtIPg Ce =1.0 [Table 7-2] Pf=35 psf GOVERNS Ct =1.0 [Table 7-3] But not less than (I)(20)I = 1.0 [Table 7-4] (Risk Category II) Pf=20 psf Pg =50 psf (per Construction Drawings) 3 - Live Load Stud Wall Loading Roof LL = 35 psf (per building drawings) Floor1-3 Corridor LL= 100 psf (per building drawings) Platform Live Load =5384 lbs (From Risa Results) Platform Live Load = 385 lbs/leg 4 - Wind Load Stud Wall Loading WL = 16 psf (Section 27.1.5) Platform Wind Load =4201 lbs (From Risa Results) Platform Wind Load =600 lbs/leg 4 - Girder Loading Floor Length (ft)Trib. Width (ft)Dead Load (lb/ft) Live Load (lb/ft) Roof Live Load (lb/ft) Snow Load (lb/ft) Wind Load (lb/ft) 1 10.83 6 306 600.00 0.0 0 0 2 10.83 3.3 183 328.13 0.0 0 0 3 10.83 3.3 183 328.13 0.0 0 0 Roof 10.83 3.3 42 0 115 115 52.5 Total= 713 1256 115 115 52.5 W14x22 AT=172 ft^2 KLL= 2 lb/ft (Interior Beams) KLL*AT=343 <400 Platform Width=14 ft LL= - lb/ft Dead Load= 318 lb/ft Live Load @ Platform = 192 lb/ft Wind Load= 150 lb/ft Floor Length (ft)Trib. Width (ft)Dead Load (lb/ft) Live Load (lb/ft) Roof Live Load (lb/ft) Snow Load (lb/ft) Wind Load (lb/ft) 1 24.17 6 306 600.00 0 0 0 2 24.17 3.3 183 328.13 0 0 0 3 24.17 3.3 183 328.13 0 0 0 Roof 24.17 3.3 42 0.00 115 115 52.5 Total= 713 1256 115 115 52.5 W14x22 AT=383 ft^2 *See LL Reduction KLL= 2 lb/ft (Interior Beams) KLL*AT=766 >400 Use LL Reduction Platform Width=14 ft LL= 995 lb/ft Dead Load= 318 lb/ft Live Load @ Platform = 192 lb/ft Wind Load= 150 lb/ft W14x22 Steel Beam Loads Floor 1 Loading Wall Loading Platform Loads Loading on Existing Roof Floor 2&3 LoadingRoof Loading W8x10 9725.22 G:\Newburgh\Projects\11860.081\11860.097 - Oklahoma Track\Structural\Platform\11860.097-Structure Loading.xls Tectonic Engineering JJR 11860.097 Structure Check May 03, 2023 11860.097 - Structure Check.r3d Tectonic Engineering JJR 11860.097 Structure Check May 03, 2023 11860.097 - Structure Check.r3d Tectonic Engineering JJR 11860.097 Structure Check May 03, 2023 11860.097 - Structure Check.r3d Tectonic Engineering JJR 11860.097 Structure Check May 03, 2023 11860.097 - Structure Check.r3d Tectonic Engineering JJR 11860.097 Structure Check May 03, 2023 11860.097 - Structure Check.r3d Tectonic Engineering JJR 11860.097 Structure Check May 03, 2023 11860.097 - Structure Check.r3d Tectonic Engineering JJR 11860.097 Structure Check May 03, 2023 11860.097 - Structure Check.r3d Tectonic Engineering JJR 11860.097 Structure Check May 03, 2023 11860.097 - Structure Check.r3d Company Designer Job Number Model Name : : : : Tectonic Engineering JJR 11860.097 Structure Check Checked By : IM RISA-3D Version 20 [ 11860.097 - Structure Check.r3d ]Page 1 Wood Properties Label Type Database Species Grade Cm Ci Emod Nu Therm. Coeff. [1e⁵°F⁻¹]Density [k/ft³] 1 DF Solid Sawn Visually Graded Douglas Fir-Larch No.1 1 0.3 0.3 0.035 2 SP Solid Sawn Visually Graded Southern Pine No.1 1 0.3 0.3 0.035 3 HF Solid Sawn Visually Graded Hem-Fir No.1 1 0.3 0.3 0.035 4 SPF Solid Sawn Visually Graded Spruce-Pine-fir No.2 1 0.3 0.3 0.035 5 24F-1.8E DF Balanced Glulam NDS Table 5A 24F-1.8E_DF_BAL na 1 0.3 0.3 0.035 6 24F-1.8E DF Unbalanced Glulam NDS Table 5A 24F-1.8E_DF_UNBAL na 1 0.3 0.3 0.035 7 24F-1.8E SP Balanced Glulam NDS Table 5A 24F-1.8E_SP_BAL na 1 0.3 0.3 0.035 8 24F-1.8E SP Unbalanced Glulam NDS Table 5A 24F-1.8E_SP_UNBAL na 1 0.3 0.3 0.035 9 1.3E-1600F_VERSALAM SCL Boise Cascade 1.3E-1600F_VERSALAM na 1 0.3 0.3 0.035 10 1.35E LSL_SolidStart SCL Louisiana Pacific 1.35E LSL_SolidStart na 1 0.3 0.3 0.035 11 1.3E_RIGIDLAM LVL SCL Roseburg Forest Products 1.3E_RIGIDLAM LVL na 1 0.3 0.3 0.035 12 2.0E_DF Parallam PSL SCL TrusJoist 2.0E_DF Parallam PSL na 1 0.3 0.3 0.035 13 LVL_PRL_1.5E_2250F Custom N/A LVL_PRL_1.5E_2250F na 1 0.3 0.3 0.035 14 LVL_Microlam_1.9E_2600F Custom N/A LVL_Microllam_1.9E_2600F na 1 0.3 0.3 0.035 15 PSL_Parallam_2.0E_2900F Custom N/A PSL_Parallam_2.0E_2900F na 1 0.3 0.3 0.035 16 LSL_TimberStrand_1.55E_2325F Custom N/A LSL_TimberStrand_1.55E_2325F na 1 0.3 0.3 0.035 Wood Section Sets Label Shape Type Design List Material Design Rule Area [in²] Iyy [in⁴] Izz [in⁴] J [in⁴] 1 Top Chord 2X4 Beam Rectangular SPF Typical 5.25 0.984 5.359 2.877 2 Bottom Chord 2X4 Beam Rectangular SPF Typical 5.25 0.984 5.359 2.877 3 Web 2X4 VBrace Rectangular SPF Typical 5.25 0.984 5.359 2.877 4 Studs 2X6 Column Rectangular SPF Typical 8.25 1.547 20.797 5.125 5 Double Studs 2-2X6 Column Rectangular SPF Typical 16.5 12.375 41.594 32.615 6 Top Plates 3-2X6 Column Rectangular SPF Typical 24.75 41.766 62.391 84.165 7 Bracing 2X6 Column Rectangular SPF Typical 8.25 1.547 20.797 5.125 Basic Load Cases BLC Description Category Y Gravity Nodal Distributed Area(Member) 1 DL DL -1.05 14 5 2 LL LL 14 2 3 SL SL 1 4 WLZ WLZ 7 1 5 RLL RLL 2 6 WL-Z WL-Z 7 1 7 BLC 1 Transient Area Loads None 606 8 BLC 2 Transient Area Loads None 4 9 BLC 3 Transient Area Loads None 2 10 BLC 4 Transient Area Loads None 2 11 BLC 5 Transient Area Loads None 4 12 BLC 6 Transient Area Loads None 2 Load Combinations Description Solve P-Delta BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC 1 DL Yes Y DL 1 RLL SL LL OL1 2 DL + LL Yes Y DL 1 RLL SL LL 1 OL1 3 DL + RLL Yes Y DL 1 RLL 1 SL LL OL1 4 DL + SL Yes Y DL 1 RLL SL 1 LL OL1 5 DL + 0.75LL + 0.75RLL Yes Y DL 1 RLL 0.75 SL LL 0.75 OL1 6 DL + 0.75LL + 0.75SL Yes Y DL 1 RLL SL 0.75 LL 0.75 OL1 7 DL + 0.6WLZ Yes Y DL 1 RLL SL WLZ 0.6 LL OL1 Company Designer Job Number Model Name : : : : Tectonic Engineering JJR 11860.097 Structure Check Checked By : IM RISA-3D Version 20 [ 11860.097 - Structure Check.r3d ]Page 2 Load Combinations (Continued) Description Solve P-Delta BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC 8 DL + 0.6WL-Z Yes Y DL 1 RLL SL WL-Z 0.6 LL OL1 9 DL + 0.75LL + 0.75(0.6WLZ) + 0.75RLL Yes Y DL 1 RLL 0.75 SL WLZ 0.45 LL 0.75 OL1 10 DL + 0.75LL + 0.75(0.6WL-Z) + 0.75 RLL Yes Y DL 1 RLL 0.75 SL WL-Z 0.45 LL 0.75 OL1 11 DL + 0.75LL + 0.75(0.6WLZ) + 0.75SL Yes Y DL 1 RLL SL 0.75 WLZ 0.45 LL 0.75 OL1 12 DL + 0.75LL + 0.75(0.6WL-Z) + 0.75SL Yes Y DL 1 RLL SL 0.75 WL-Z 0.45 LL 0.75 OL1 Envelope AWC NDS-18: ASD Member Wood Code Checks MemberShapeCode Check Loc[in] LC Shear Check Loc[in] Dir LC Fc' [ksi]Ft' [ksi]Fb1' [ksi]Fb2' [ksi]Fv' [ksi] RB CL CP Eqn 1 193 2X6 0.768 85.146 2 0 134 z 2 0.351 0.585 1.121 1.138 0.135 11.0550.9860.2783.6.3 2 214 2X6 0.768 85.146 2 0 83.75 z 2 0.351 0.585 1.121 1.138 0.135 11.0550.9860.2783.6.3 3 229 2X6 0.633 0 2 0 134 z 2 0.203 0.585 1.114 1.138 0.135 12.7980.979 0.16 3.6.3 4 194 2X6 0.633 0 2 0 134 z 2 0.203 0.585 1.114 1.138 0.135 12.7980.979 0.16 3.6.3 5 129 2X6 0.496 85.146 12 0 83.75 z 2 0.363 0.936 1.772 1.82 0.135 11.0550.9730.1793.6.3 6 231 2X6 0.496 85.146 11 0 83.75 z 2 0.363 0.936 1.772 2.093 0.135 11.0550.9730.1793.6.3 7 152 2X6 0.473 0 2 0 134 z 2 0.203 0.585 1.114 1.138 0.135 12.7980.979 0.16 3.6.3 8 190 2X6 0.464 0 2 0 134 z 2 0.203 0.585 1.114 1.138 0.135 12.7980.979 0.16 3.6.3 9 145 2X6 0.424 0 2 0 134 z 2 0.6 0.585 1.067 1.138 0.135 18.0980.9380.4743.6.3 10 180 2X6 0.424 0 2 0 134 z 2 0.6 0.585 1.067 1.138 0.135 18.0980.9380.4743.6.3 11 144 2X6 0.421 0 2 0 134 z 2 0.6 0.585 1.067 1.138 0.135 18.0980.9380.4743.6.3 12 184 2X6 0.421 0 2 0 134 z 2 0.6 0.585 1.067 1.138 0.135 18.0980.9380.4743.6.3 13 146 2X6 0.42 0 2 0 134 z 2 0.6 0.585 1.067 1.138 0.135 18.0980.9380.4743.6.3 14 63 2X6 0.42 85.146 12 0 83.75 z 2 0.206 0.936 1.744 1.82 0.135 12.7980.9580.1023.6.3 15 224 2X6 0.42 85.146 11 0 83.75 z 2 0.206 0.936 1.744 1.82 0.135 12.7980.9580.1023.6.3 16 179 2X6 0.419 0 2 0 134 z 2 0.6 0.585 1.067 1.138 0.135 18.0980.9380.4743.6.3 17 217 2X6 0.407 0 11 0 134 z 2 0.206 0.936 1.744 1.82 0.135 12.7980.9580.1023.6.3 18 208 2X6 0.407 0 12 0 134 z 2 0.206 0.936 1.744 1.82 0.135 12.7980.9580.1023.6.3 19 187 2X6 0.407 0 2 0 134 z 2 0.6 0.585 1.067 1.138 0.135 18.0980.9380.4743.6.3 20 138 2X6 0.404 0 2 0 134 z 2 0.6 0.585 1.067 1.138 0.135 18.0980.9380.4743.6.3 21 147 2X6 0.392 0 2 0 134 z 2 0.6 0.585 1.067 1.138 0.135 18.0980.9380.4743.6.3 22 181 2X6 0.392 0 2 0 134 z 2 0.6 0.585 1.067 1.138 0.135 18.0980.9380.4743.6.3 23 183 2X6 0.356 0 2 0 134 z 2 0.6 0.585 1.067 1.138 0.135 18.0980.9380.4743.6.3 24 143 2X6 0.332 0 2 0 134 z 2 0.6 0.585 1.067 1.138 0.135 18.0980.9380.4743.6.3 25 149 2X6 0.325 0 2 0 134 z 2 0.203 0.585 1.114 1.138 0.135 12.7980.979 0.16 3.6.3 26 171 2X6 0.325 0 2 0 134 z 2 0.203 0.585 1.114 1.138 0.135 12.7980.979 0.16 3.6.3 27 177 2X6 0.309 0 2 0 134 z 2 0.6 0.585 1.067 1.138 0.135 18.0980.9380.4743.6.3 28 148 2X6 0.309 0 2 0 134 z 2 0.6 0.585 1.067 1.138 0.135 18.0980.9380.4743.6.3 29 87 2X6 0.299 0 9 0 134 z 2 0.206 0.936 1.744 1.82 0.135 12.7980.9580.1023.6.3 30 80 2X6 0.298 0 12 0 134 z 2 0.647 0.936 1.508 1.82 0.135 18.0980.829 0.32 3.6.3 31 116 2X6 0.297 0 11 0 134 z 12 0.647 0.936 1.508 1.82 0.216 18.0980.829 0.32 3.6.3 32 79 2X6 0.294 0 12 0 134 z 2 0.647 0.936 1.508 1.82 0.135 18.0980.829 0.32 3.6.3 33 120 2X6 0.294 0 11 0 134 z 12 0.647 0.936 1.508 1.82 0.216 18.0980.829 0.32 3.6.3 34 81 2X6 0.293 0 12 0 134 z 2 0.647 0.936 1.508 1.82 0.135 18.0980.829 0.32 3.6.3 35 170 2X6 0.293 0 2 0 134 z 2 0.6 0.585 1.067 1.138 0.135 18.0980.9380.4743.6.3 36 115 2X6 0.293 0 11 0 134 z 12 0.647 0.936 1.508 1.82 0.216 18.0980.829 0.32 3.6.3 37 126 2X6 0.292 0 10 0 134 z 12 0.206 0.936 1.744 1.82 0.216 12.7980.9580.1023.6.3 38 191 2X6 0.289 85.146 2 0.001 83.75 z 2 0.6 0.585 1.067 1.138 0.135 18.0980.9380.4743.6.3 39 223 2X6 0.288 85.146 2 0.001 83.75 z 2 0.6 0.585 1.067 1.138 0.135 18.0980.9380.4743.6.3 40 123 2X6 0.281 0 11 0 134 z 12 0.647 0.936 1.508 1.82 0.216 18.0980.829 0.32 3.6.3 41 140 2X6 0.276 0 2 0 134 z 2 0.6 0.585 1.067 1.138 0.135 18.0980.9380.4743.6.3 42 73 2X6 0.276 0 12 0 134 z 2 0.647 0.936 1.508 1.82 0.135 18.0980.829 0.32 3.6.3 43 165 2-2X6 0.275 0 2 0 134 z 2 0.6 0.585 1.128 1.138 0.135 9.049 0.9910.4743.6.3 44 151 2X6 0.274 0 2 0 134 z 2 0.6 0.585 1.067 1.138 0.135 18.0980.9380.4743.6.3 45 150 2X6 0.268 0 2 0 134 z 2 0.6 0.585 1.067 1.138 0.135 18.0980.9380.4743.6.3 46 82 2X6 0.262 0 12 0 134 z 2 0.647 0.936 1.508 1.82 0.135 18.0980.829 0.32 3.6.3 47 117 2X6 0.262 0 11 0 134 z 12 0.647 0.936 1.508 1.82 0.216 18.0980.829 0.32 3.6.3 Company Designer Job Number Model Name : : : : Tectonic Engineering JJR 11860.097 Structure Check Checked By : IM RISA-3D Version 20 [ 11860.097 - Structure Check.r3d ]Page 3 Envelope AWC NDS-18: ASD Member Wood Code Checks (Continued) MemberShapeCode Check Loc[in] LC Shear Check Loc[in] Dir LC Fc' [ksi]Ft' [ksi]Fb1' [ksi]Fb2' [ksi]Fv' [ksi] RB CL CP Eqn 48 197 2X6 0.259 50 2 0.001 50 z 4 0.351 0.585 1.121 1.138 0.155 11.0550.9860.2783.6.3 49 228 2X6 0.259 50 2 0.001 50 z 4 0.351 0.585 1.121 1.138 0.155 11.0550.9860.2783.6.3 50 119 2X6 0.243 0 11 0 134 z 12 0.647 0.936 1.508 1.82 0.216 18.0980.829 0.32 3.6.3 51 78 2X6 0.235 0 12 0 134 z 2 0.647 0.936 1.508 1.82 0.135 18.0980.829 0.32 3.6.3 52 84 2X6 0.234 0 10 0 134 z 2 0.206 0.936 1.744 1.82 0.135 12.7980.9580.1023.6.3 53 107 2X6 0.234 0 9 0 134 z 2 0.206 0.936 1.744 1.82 0.135 12.7980.9580.1023.6.3 54 36 3-2X6 0.232 174.635 2 0.391 182.12 z 2 0.756 0.585 1.137 1.308 0.135 1.805 1 0.5973.9-3 55 16 3-2X6 0.232 174.635 2 0.391 182.12 z 2 0.756 0.585 1.137 1.308 0.135 1.805 1 0.5973.9-3 56 127 2X6 0.222 85.146 12 0 83.75 z 2 0.647 0.936 1.508 1.82 0.135 18.0980.829 0.32 3.6.3 57 218 2X6 0.222 85.146 11 0 134 z 2 0.647 0.936 1.508 1.82 0.135 18.0980.829 0.32 3.6.3 58 113 2X6 0.22 0 11 0 134 z 12 0.647 0.936 1.508 1.82 0.216 18.0980.829 0.32 3.6.3 59 83 2X6 0.219 0 12 0 134 z 2 0.647 0.936 1.508 1.82 0.135 18.0980.829 0.32 3.6.3 60 133 2X6 0.217 50 2 0 50 z 12 0.351 0.585 1.121 1.138 0.216 11.0550.9860.2783.6.3 61 227 2X6 0.217 50 2 0 50 z 12 0.351 0.585 1.121 1.138 0.216 11.0550.9860.2783.6.3 62 76 2-2X6 0.21 0 12 0 134 z 2 0.647 0.936 1.792 1.82 0.135 9.049 0.985 0.32 3.6.3 63 225 2X6 0.202 50 11 0 50 z 12 0.363 0.936 1.772 1.82 0.216 11.0550.9730.1793.6.3 64 67 2X6 0.202 50 12 0 50 z 12 0.363 0.936 1.772 1.82 0.216 11.0550.9730.1793.6.3 65 141 3-2X6 0.201 0 2 0 134 z 2 0.6 0.585 1.133 1.138 0.135 6.033 0.9960.4743.6.3 66 101 2-2X6 0.199 0 11 0 134 z 12 0.647 0.936 1.792 1.82 0.216 9.049 0.985 0.32 3.6.3 67 203 2-2X6 0.197 174.635 2 0.62 217.047 z 2 0.751 0.585 1.137 1.308 0.135 2.708 0.9990.5943.9-3 68 204 2-2X6 0.197 64.865 2 0.62 22.453 z 2 0.751 0.585 1.137 1.308 0.135 2.708 0.9990.5943.9-3 69 196 2X6 0.197 50 2 0.001 50 z 2 0.351 0.585 1.121 1.138 0.135 11.0550.9860.2783.6.3 70 207 2X6 0.197 50 2 0.001 50 z 2 0.351 0.585 1.121 1.138 0.135 11.0550.9860.2783.6.3 71 7 2X6 0.195 0 12 0 134 z 2 0.647 0.936 1.508 1.82 0.135 18.0980.829 0.32 3.6.3 72 6 2X6 0.195 0 12 0 134 z 2 0.647 0.936 1.508 1.82 0.135 18.0980.829 0.32 3.6.3 73 48 2X6 0.194 0 11 0 134 z 12 0.647 0.936 1.508 1.82 0.216 18.0980.829 0.32 3.6.3 74 49 2X6 0.194 0 11 0 134 z 12 0.647 0.936 1.508 1.82 0.216 18.0980.829 0.32 3.6.3 75 195 3-2X6 0.193 25.875 2 0.355 34.5 y 2 0.726 0.585 1.136 1.138 0.135 3.127 0.9990.5743.9-3 76 212 3-2X6 0.193 25.875 2 0.355 34.5 y 2 0.726 0.585 1.136 1.138 0.135 3.127 0.9990.5743.9-3 77 142 3-2X6 0.193 0 2 0 134 z 2 0.6 0.585 1.133 1.138 0.135 6.033 0.9960.4743.6.3 78 164 3-2X6 0.192 0 2 0 134 z 2 0.6 0.585 1.133 1.138 0.135 6.033 0.9960.4743.6.3 79 54 2X6 0.192 0 11 0 134 z 12 0.647 0.936 1.508 1.82 0.216 18.0980.829 0.32 3.6.3 80 5 2X6 0.192 0 12 0 134 z 2 0.647 0.936 1.508 1.82 0.135 18.0980.829 0.32 3.6.3 81 77 2-2X6 0.191 0 12 0 134 z 2 0.647 0.936 1.792 1.82 0.135 9.049 0.985 0.32 3.6.3 82 100 2-2X6 0.191 0 11 0 134 z 12 0.647 0.936 1.792 1.82 0.216 9.049 0.985 0.32 3.6.3 83 200 2X6 0.191 0 2 0 84 z 12 1.009 0.585 1.105 1.138 0.216 14.3290.9720.7973.6.3 84 211 2X6 0.191 0 2 0 84 z 12 1.009 0.585 1.105 1.138 0.216 14.3290.9720.7973.6.3 85 239 2-2X6 0.19 174.635 2 0.44 182.12 z 2 0.751 0.585 1.137 1.308 0.135 2.708 0.9990.5943.9-3 86 201 2-2X6 0.19 174.635 2 0.44 182.12 z 2 0.751 0.585 1.137 1.308 0.135 2.708 0.9990.5943.9-3 87 57 2X6 0.185 0 11 0 134 z 12 0.647 0.936 1.508 1.82 0.216 18.0980.829 0.32 3.6.3 88 230 2X6 0.185 0 11 0 134 z 2 0.206 0.936 1.744 1.82 0.135 12.7980.9580.1023.6.3 89 206 2X6 0.185 0 12 0 134 z 2 0.206 0.936 1.744 1.82 0.135 12.7980.9580.1023.6.3 90 4 2X6 0.18 0 12 0 134 z 2 0.647 0.936 1.508 1.82 0.135 18.0980.829 0.32 3.6.3 91 131 3-2X6 0.176 25.875 2 0.269 34.5 y 2 0.726 0.585 1.136 1.138 0.135 3.127 0.9990.5743.9-3 92 219 3-2X6 0.176 25.875 2 0.269 34.5 y 2 0.726 0.585 1.136 1.138 0.135 3.127 0.9990.5743.9-3 93 106 2X6 0.172 0 2 0 134 z 12 0.6 0.585 1.067 1.138 0.216 18.0980.9380.4743.6.3 94 85 2X6 0.163 0 2 0 134 z 2 0.6 0.585 1.067 1.138 0.135 18.0980.9380.4743.6.3 95 8 2X6 0.161 0 12 0 134 z 2 0.647 0.936 1.508 1.82 0.135 18.0980.829 0.32 3.6.3 96 50 2X6 0.161 0 11 0 134 z 12 0.647 0.936 1.508 1.82 0.216 18.0980.829 0.32 3.6.3 97 226 2X6 0.16 50 2 0 50 z 12 0.351 0.585 1.121 1.138 0.216 11.0550.9860.2783.6.3 98 132 2X6 0.16 50 2 0 50 z 12 0.351 0.585 1.121 1.138 0.216 11.0550.9860.2783.6.3 99 53 2X6 0.151 0 11 0 134 z 12 0.647 0.936 1.508 1.82 0.216 18.0980.829 0.32 3.6.3 100 3 2X6 0.148 0 12 0 134 z 2 0.647 0.936 1.508 1.82 0.135 18.0980.829 0.32 3.6.3 101 46 2X6 0.147 0 11 0 134 z 12 0.647 0.936 1.508 1.82 0.216 18.0980.829 0.32 3.6.3 102 9 2X6 0.147 0 12 0 134 z 2 0.647 0.936 1.508 1.82 0.135 18.0980.829 0.32 3.6.3 Company Designer Job Number Model Name : : : : Tectonic Engineering JJR 11860.097 Structure Check Checked By : IM RISA-3D Version 20 [ 11860.097 - Structure Check.r3d ]Page 4 Envelope AWC NDS-18: ASD Member Wood Code Checks (Continued) MemberShapeCode Check Loc[in] LC Shear Check Loc[in] Dir LC Fc' [ksi]Ft' [ksi]Fb1' [ksi]Fb2' [ksi]Fv' [ksi] RB CL CP Eqn 103 66 2X6 0.146 50 12 0 50 z 12 0.363 0.936 1.772 1.82 0.216 11.0550.9730.1793.6.3 104 202 2X6 0.146 50 11 0 50 z 12 0.363 0.936 1.772 1.82 0.216 11.0550.9730.1793.6.3 105 90 2-2X6 0.144 0 12 0 134 z 2 0.647 0.936 1.792 1.82 0.135 9.049 0.985 0.32 3.6.3 106 75 2X6 0.142 0 2 0 134 z 12 0.6 0.585 1.067 1.138 0.216 18.0980.9380.4743.6.3 107 215 3-2X6 0.14 25.875 2 0.191 34.5 y 2 0.726 0.585 1.136 1.138 0.135 3.127 0.9990.5743.9-3 108 65 3-2X6 0.14 25.875 2 0.191 34.5 y 2 0.726 0.585 1.136 1.138 0.135 3.127 0.9990.5743.9-3 109 15 2X6 0.138 0 9 0 134 z 2 0.206 0.936 1.744 1.82 0.135 12.7980.9580.1023.6.3 110 139 2X6 0.138 0 2 0 84 z 12 1.009 0.585 1.105 1.138 0.216 14.3290.9720.7973.6.3 111 221 2X6 0.138 0 2 0 84 z 12 1.009 0.585 1.105 1.138 0.216 14.3290.9720.7973.6.3 112 32 2-2X6 0.138 0 11 0 134 z 12 0.647 0.936 1.792 1.82 0.216 9.049 0.985 0.32 3.6.3 113 12 2X6 0.137 0 10 0 134 z 2 0.206 0.936 1.744 1.82 0.135 12.7980.9580.1023.6.3 114 40 2X6 0.137 0 9 0 134 z 2 0.206 0.936 1.744 1.82 0.135 12.7980.9580.1023.6.3 115 86 2X6 0.137 0 2 0 134 z 2 0.6 0.585 1.067 1.138 0.135 18.0980.9380.4743.6.3 116 60 2X6 0.134 0 10 0 134 z 12 0.206 0.936 1.744 1.82 0.216 12.7980.9580.1023.6.3 117 209 2X6 0.13 85.146 11 0 134 z 2 0.647 0.936 1.508 1.82 0.135 18.0980.829 0.32 3.6.3 118 61 2X6 0.13 85.146 12 0 83.75 z 2 0.647 0.936 1.508 1.82 0.135 18.0980.829 0.32 3.6.3 119 136 2X6 0.122 0 2 0 84 z 2 1.009 0.585 1.105 1.138 0.135 14.3290.9720.7973.6.3 120 220 2X6 0.122 0 2 0 84 z 2 1.009 0.585 1.105 1.138 0.135 14.3290.9720.7973.6.3 121 2 2-2X6 0.118 0 12 0 134 z 2 0.647 0.936 1.792 1.82 0.135 9.049 0.985 0.32 3.6.3 122 31 2-2X6 0.118 0 11 0 134 z 12 0.647 0.936 1.792 1.82 0.216 9.049 0.985 0.32 3.6.3 123 74 2X6 0.101 0 2 0.001 84 z 2 1.009 0.585 1.105 1.308 0.135 14.3290.9720.7973.6.3 124 192 2X6 0.101 0 2 0.001 84 z 2 1.009 0.585 1.105 1.308 0.135 14.3290.9720.7973.6.3 125 39 2X6 0.077 0 11 0 134 z 12 0.647 0.936 1.508 1.82 0.216 18.0980.829 0.32 3.6.3 126 13 2X6 0.074 0 12 0 134 z 2 0.647 0.936 1.508 1.82 0.135 18.0980.829 0.32 3.6.3 127 71 2X6 0.065 0 12 0 84 z 2 1.315 0.936 1.706 2.093 0.135 14.3290.938 0.65 3.6.3 128 216 2X6 0.065 0 11 0 84 z 2 1.315 0.936 1.706 2.093 0.135 14.3290.938 0.65 3.6.3 129 70 2X6 0.063 0 12 0.001 84 z 2 1.315 0.936 1.706 2.093 0.135 14.3290.938 0.65 3.6.3 130 205 2X6 0.063 0 11 0.001 84 z 2 1.315 0.936 1.706 2.093 0.135 14.3290.938 0.65 3.6.3 131 37 2X6 0.054 0 3 0 134 z 12 0.617 0.673 1.201 1.308 0.216 18.0980.9180.4243.6.3 132 14 2X6 0.052 0 3 0 134 z 2 0.617 0.673 1.201 1.308 0.135 18.0980.9180.4243.6.3 133 98 2X6 0.003 8 1 0.002 16 z 1 1.054 0.527 1.02 1.024 0.122 6.254 0.9970.9263.9-1 134 97 2X6 0.003 8 1 0.002 16 z 1 1.054 0.527 1.02 1.024 0.122 6.254 0.9970.9263.9-1 135 96 2X6 0.003 8 1 0.002 16 z 1 1.054 0.527 1.02 1.024 0.122 6.254 0.9970.9263.9-1 136 95 2X6 0.003 8 1 0.002 16 z 1 1.054 0.527 1.02 1.024 0.122 6.254 0.9970.9263.9-1 137 94 2X6 0.003 8 1 0.002 16 z 1 1.054 0.527 1.02 1.024 0.122 6.254 0.9970.9263.9-1 138 93 2X6 0.003 8 1 0.002 16 z 1 1.054 0.527 1.02 1.024 0.122 6.254 0.9970.9263.9-1 139 92 2X6 0.003 8 1 0.002 16 z 1 1.054 0.527 1.02 1.024 0.122 6.254 0.9970.9263.9-1 140 26 2X6 0.003 8 1 0.002 16 z 1 1.054 0.527 1.02 1.024 0.122 6.254 0.9970.9263.9-1 141 25 2X6 0.003 8 1 0.002 16 z 1 1.054 0.527 1.02 1.024 0.122 6.254 0.9970.9263.9-1 142 24 2X6 0.003 8 1 0.002 16 z 1 1.054 0.527 1.02 1.024 0.122 6.254 0.9970.9263.9-1 143 23 2X6 0.003 8 1 0.002 16 z 1 1.054 0.527 1.02 1.024 0.122 6.254 0.9970.9263.9-1 144 22 2X6 0.003 8 1 0.002 16 z 1 1.054 0.527 1.02 1.024 0.122 6.254 0.9970.9263.9-1 145 235 2X6 0.003 8 1 0.002 16 z 1 1.054 0.527 1.02 1.024 0.122 6.254 0.9970.9263.9-1 146 21 2X6 0.003 8 1 0.002 16 z 1 1.054 0.527 1.02 1.024 0.122 6.254 0.9970.9263.9-1 147 199 2X6 0.003 8 1 0.002 16 z 1 1.054 0.527 1.02 1.024 0.122 6.254 0.9970.9263.9-1 148 20 2X6 0.003 8 1 0.002 16 z 1 1.054 0.527 1.02 1.024 0.122 6.254 0.9970.9263.9-1 149 91 2X6 0.003 8 1 0.002 16 z 1 1.054 0.527 1.02 1.024 0.122 6.254 0.9970.9263.9-1 150 19 2X6 0.003 8 1 0.002 16 z 1 1.054 0.527 1.02 1.024 0.122 6.254 0.9970.9263.9-1 151 89 2X6 0.003 8 1 0.002 16 z 1 1.054 0.527 1.02 1.024 0.122 6.254 0.9970.9263.9-1 152 18 2X6 0.003 8 1 0.002 16 z 1 1.054 0.527 1.02 1.024 0.122 6.254 0.9970.9263.9-1 153 88 2X6 0.003 8 1 0.002 16 z 1 1.054 0.527 1.02 1.024 0.122 6.254 0.9970.9263.9-1 154 17 2X6 0.003 8 1 0.002 16 z 1 1.054 0.527 1.02 1.024 0.122 6.254 0.9970.9263.9-1 155 162 2X6 0.003 8 1 0.002 16 z 1 1.054 0.527 1.02 1.024 0.122 6.254 0.9970.9263.9-3 156 161 2X6 0.003 8 1 0.002 16 z 1 1.054 0.527 1.02 1.024 0.122 6.254 0.9970.9263.9-3 157 160 2X6 0.003 8 1 0.002 16 z 1 1.054 0.527 1.02 1.024 0.122 6.254 0.9970.9263.9-3 Company Designer Job Number Model Name : : : : Tectonic Engineering JJR 11860.097 Structure Check Checked By : IM RISA-3D Version 20 [ 11860.097 - Structure Check.r3d ]Page 5 Envelope AWC NDS-18: ASD Member Wood Code Checks (Continued) MemberShapeCode Check Loc[in] LC Shear Check Loc[in] Dir LC Fc' [ksi]Ft' [ksi]Fb1' [ksi]Fb2' [ksi]Fv' [ksi] RB CL CP Eqn 158 159 2X6 0.003 8 1 0.002 16 z 1 1.054 0.527 1.02 1.024 0.122 6.254 0.9970.9263.9-3 159 158 2X6 0.003 8 1 0.002 16 z 1 1.054 0.527 1.02 1.024 0.122 6.254 0.9970.9263.9-3 160 157 2X6 0.003 8 1 0.002 16 z 1 1.054 0.527 1.02 1.024 0.122 6.254 0.9970.9263.9-3 161 156 2X6 0.003 8 1 0.002 16 z 1 1.054 0.527 1.02 1.024 0.122 6.254 0.9970.9263.9-3 162 169 2X6 0.003 8 1 0.002 16 z 1 1.054 0.527 1.02 1.024 0.122 6.254 0.9970.9263.9-3 163 173 2X6 0.003 8 1 0.002 16 z 1 1.054 0.527 1.02 1.024 0.122 6.254 0.9970.9263.9-3 164 178 2X6 0.003 8 1 0.002 16 z 1 1.054 0.527 1.02 1.024 0.122 6.254 0.9970.9263.9-3 165 188 2X6 0.003 8 1 0.002 16 z 1 1.054 0.527 1.02 1.024 0.122 6.254 0.9970.9263.9-3 166 137 2X6 0.003 8 1 0.002 16 z 1 1.054 0.527 1.02 1.024 0.122 6.254 0.9970.9263.9-3 167 186 2X6 0.003 8 1 0.002 16 z 1 1.054 0.527 1.02 1.024 0.122 6.254 0.9970.9263.9-3 168 189 2X6 0.003 8 1 0.002 16 z 1 1.054 0.527 1.02 1.024 0.122 6.254 0.9970.9263.9-3 169 210 2X6 0.003 8 1 0.002 16 z 1 1.054 0.527 1.02 1.024 0.122 6.254 0.9970.9263.9-3 170 237 2X6 0.003 8 1 0.002 16 z 1 1.054 0.527 1.02 1.024 0.122 6.254 0.9970.9263.9-3 171 182 2X6 0.003 8 1 0.002 16 z 1 1.054 0.527 1.02 1.024 0.122 6.254 0.9970.9263.9-3 172 135 2X6 0.003 8 1 0.002 16 z 1 1.054 0.527 1.02 1.024 0.122 6.254 0.9970.9263.9-3 173 185 2X6 0.003 8 1 0.002 16 z 1 1.054 0.527 1.02 1.024 0.122 6.254 0.9970.9263.9-3 174 155 2X6 0.003 8 1 0.002 16 z 1 1.054 0.527 1.02 1.024 0.122 6.254 0.9970.9263.9-3 175 232 2X6 0.003 8 1 0.002 16 z 1 1.054 0.527 1.02 1.024 0.122 6.254 0.9970.9263.9-3 176 154 2X6 0.003 8 1 0.002 16 z 1 1.054 0.527 1.02 1.024 0.122 6.254 0.9970.9263.9-3 177 172 2X6 0.003 8 1 0.002 16 z 1 1.054 0.527 1.02 1.024 0.122 6.254 0.9970.9263.9-3 178 153 2X6 0.003 8 1 0.002 16 z 1 1.054 0.527 1.02 1.024 0.122 6.254 0.9970.9263.9-3 179 38 2X6 0.003 8 1 0.002 16 z 1 1.054 0.527 1.02 1.024 0.122 6.254 0.9970.9263.9-3 180 105 2X6 0.003 8 1 0.002 16 z 1 1.054 0.527 1.02 1.024 0.122 6.254 0.9970.9263.9-3 181 42 2X6 0.003 8 1 0.002 16 z 1 1.054 0.527 1.02 1.024 0.122 6.254 0.9970.9263.9-3 182 109 2X6 0.003 8 1 0.002 16 z 1 1.054 0.527 1.02 1.024 0.122 6.254 0.9970.9263.9-3 183 47 2X6 0.003 8 1 0.002 16 z 1 1.054 0.527 1.02 1.024 0.122 6.254 0.9970.9263.9-3 184 114 2X6 0.003 8 1 0.002 16 z 1 1.054 0.527 1.02 1.024 0.122 6.254 0.9970.9263.9-3 185 58 2X6 0.003 8 1 0.002 16 z 1 1.054 0.527 1.02 1.024 0.122 6.254 0.9970.9263.9-3 186 124 2X6 0.003 8 1 0.002 16 z 1 1.054 0.527 1.02 1.024 0.122 6.254 0.9970.9263.9-3 187 72 2X6 0.003 8 1 0.002 16 z 1 1.054 0.527 1.02 1.024 0.122 6.254 0.9970.9263.9-3 188 51 2X6 0.003 8 1 0.002 16 z 1 1.054 0.527 1.02 1.024 0.122 6.254 0.9970.9263.9-3 189 118 2X6 0.003 8 1 0.002 16 z 1 1.054 0.527 1.02 1.024 0.122 6.254 0.9970.9263.9-3 190 121 2X6 0.003 8 1 0.002 16 z 1 1.054 0.527 1.02 1.024 0.122 6.254 0.9970.9263.9-3 191 122 2X6 0.003 8 1 0.002 16 z 1 1.054 0.527 1.02 1.024 0.122 6.254 0.9970.9263.9-3 192 52 2X6 0.003 8 1 0.002 16 z 1 1.054 0.527 1.02 1.024 0.122 6.254 0.9970.9263.9-3 193 55 2X6 0.003 8 1 0.002 16 z 1 1.054 0.527 1.02 1.024 0.122 6.254 0.9970.9263.9-3 194 125 2X6 0.003 8 1 0.002 16 z 1 1.054 0.527 1.02 1.024 0.122 6.254 0.9970.9263.9-3 195 56 2X6 0.003 8 1 0.002 16 z 1 1.054 0.527 1.02 1.024 0.122 6.254 0.9970.9263.9-3 196 108 2X6 0.003 8 1 0.002 16 z 1 1.054 0.527 1.02 1.024 0.122 6.254 0.9970.9263.9-3 197 59 2X6 0.003 8 1 0.002 16 z 1 1.054 0.527 1.02 1.024 0.122 6.254 0.9970.9263.9-3 198 41 2X6 0.003 8 1 0.002 16 z 1 1.054 0.527 1.02 1.024 0.122 6.254 0.9970.9263.9-3 199 99 2X6 0.003 7.75 1 0.002 15.5 z 1 1.06 0.527 1.02 1.024 0.122 6.155 0.9970.9313.9-1 200 27 2X6 0.003 7.75 1 0.002 15.5 z 1 1.06 0.527 1.02 1.024 0.122 6.155 0.9970.9313.9-1 201 163 2X6 0.002 7.75 1 0.002 15.5 z 1 1.06 0.527 1.02 1.024 0.122 6.155 0.9970.9313.9-3 202 175 2X6 0.002 7.75 1 0.002 15.5 z 1 1.06 0.527 1.02 1.024 0.122 6.155 0.9970.9313.9-3 203 44 2X6 0.002 7.75 1 0.002 15.5 z 1 1.06 0.527 1.02 1.024 0.122 6.155 0.9970.9313.9-3 204 111 2X6 0.002 7.75 1 0.002 15.5 z 1 1.06 0.527 1.02 1.024 0.122 6.155 0.9970.9313.9-3 205 134 2X6 0 3 2 0.001 6 z 1 1.252 0.585 1.136 1.138 0.122 3.83 0.999 0.99 3.9-1 206 68 2X6 0 3 1 0.001 6 z 1 1.128 0.527 1.022 1.024 0.122 3.83 0.9990.9913.9-1 207 213 2X6 0 3 1 0.001 6 z 1 1.128 0.527 1.022 1.024 0.122 3.83 0.9990.9913.9-1 208 234 2X6 0 3 1 0.001 6 z 1 1.128 0.527 1.022 1.024 0.122 3.83 0.9990.9913.9-1 209 198 2X6 0 3 1 0.001 6 z 1 1.128 0.527 1.022 1.024 0.122 3.83 0.9990.9913.9-3 210 222 2X6 0 3 1 0.001 6 z 1 1.128 0.527 1.022 1.024 0.122 3.83 0.9990.9913.9-3 211 236 2X6 0 3 1 0.001 6 z 1 1.128 0.527 1.022 1.024 0.122 3.83 0.9990.9913.9-3 212 233 2X6 0 3 1 0.001 6 z 1 1.128 0.527 1.022 1.024 0.122 3.83 0.9990.9913.9-3 Company Designer Job Number Model Name : : : : Tectonic Engineering JJR 11860.097 Structure Check Checked By : IM RISA-3D Version 20 [ 11860.097 - Structure Check.r3d ]Page 6 Envelope AWC NDS-18: ASD Member Wood Code Checks (Continued) MemberShapeCode Check Loc[in] LC Shear Check Loc[in] Dir LC Fc' [ksi]Ft' [ksi]Fb1' [ksi]Fb2' [ksi]Fv' [ksi] RB CL CP Eqn 213 69 2X6 0 3 1 0.001 6 z 1 1.128 0.527 1.022 1.024 0.122 3.83 0.9990.9913.9-3 214 238 2X6 0 3 1 0.001 6 y 1 1.128 0.527 1.022 1.024 0.122 3.83 0.9990.9913.9-3 Composite Steel Beam TECTONIC ENGINEERING & SURVEYING CONSULTING PCLic. # : KW-06008561 DESCRIPTION:W8x10 Corridor Supporting Girder Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: BeamCheck.ec6 CODE REFERENCES Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Analysis Method : ksi Load Combination :ASCE 7-16 Beam is Fully Braced against lateral-torsional buckling by attached slab Allowable Stress Design Fy : Steel Yield :50.0 ksi Beam Bracing : E: Modulus :29,000.0 Composite Beam Section Data 5.250 2.710 Beam is UNSHORED for Concrete Placement 3/4" 17.240 4.0 110.0ftEffective Width Total Slab Thickness in Stud Diameter in Qn : Stud Capacity kConcrete Density pcf Concrete f'c ksi 2.0 12.0 7.0 5.0Perpendicular in in Rib Height inVulcraft, 2 VLIMetal Deck . . .Top Width inRib Spacing Btm WidthRibs : .Service loads entered. Load Factors will be applied for calculations.Applied Loads Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load : D = 0.7120, L = 1.256, S = 0.1150 k/ft, Tributary Width = 1.0 ft, Post Composite Only Uniform Load : D = 0.3180, L = 0.1920, W = 0.150 k/ft, Tributary Width = 1.0 ft, Post Composite Only .Design OKDESIGN SUMMARY MAX Bending Ratio =0.994 : 1 Load Combination +D+L Location of maximum 5.417 ft 13.476 k 26 Mn / Omega : Allow k-ft36.702 Vn/Omega : Allow W8x10 %% Composite Action Steel section Location of maximum Load Combination +D+L 26.826 kComposite Pre-Composite Mu : Applied MAX Shear Ratio =0.502 : 1 10.833 ft 22.131 k-ft 0.1467 36.497 Vu : Applied Defl Ratio 669 Defl Ratio 386 37076 DEFLECTIONS Max Downward 0.194 in Max Upward 0.000 in Max Downward 0.336 in Max Upward 0.000 in NonComposite FINAL Composite Transient Composite Defl Ratio Max Downward Max Upward in in 0.000 0.004 PreCompDL+PreCompLL L Only +D+L k-ft k-ftMn * Phi : Allowable Mu : Applied .Shear Stud Requirements From Support 0 to 5.42 ft use 3 studs. From 5.42 ft to Support 1 use 3 studs. .Steel Section Properties :W8x10 Composite Steel Beam TECTONIC ENGINEERING & SURVEYING CONSULTING PCLic. # : KW-06008561 DESCRIPTION:W8x10 Corridor Supporting Girder Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: BeamCheck.ec6 Steel Section Properties :W8x10 R xx =0.841in Depth =7.890 in R yy =3.220 in Zy =1.660 in^3 J =0.043 in^4 Flange Width =3.940 in Flange Thick = 0.205 in Zx =8.870 in^3 Area = 2.960 in^2 Weight =10.000 plf = I xx =30.80 in^4 S xx =7.81 in^3Web Thick =0.170 in I yy =2.090 in^4 S yy 1.060 in^3 Span Number Analysis % Shear Plastic N.A.Sum Qn # Studs per Mn - Capacity Moment of Inertia I-SteelConnection I-Trans1/2 Spanfrom Bottom I-Lwr BoundPlastic N. A. Location Type k-ftShear (k) Composite Section Properties PNA in Slab 30.897.890 138.4100.0 148.000 165.4105.15 PNA in Flange 30.897.871 136.495.0 140.600 165.4108.85 PNA in Flange 30.887.852 134.390.0 133.200 165.4105.70 PNA in Flange 30.887.834 132.085.0 125.800 165.4102.54 PNA in Flange 30.877.815 129.580.0 118.400 165.499.37 PNA in Flange 30.877.796 126.775.0 111.000 165.496.19 PNA in Flange 30.877.777 123.670.0 103.600 165.493.00 PNA in Flange 30.867.759 120.365.0 96.200 165.489.80 PNA in Flange 30.867.740 116.660.0 88.800 165.486.59 PNA in Flange 30.857.721 112.655.0 81.400 165.483.37 PNA in Flange 30.857.702 108.350.0 74.000 165.480.15 PNA in Flange 30.847.683 103.545.0 66.600 165.476.91 PNA in Web 30.847.213 98.240.0 59.200 165.472.01 PNA in Web 30.846.777 92.435.0 51.800 165.468.42 PNA in Web 30.836.342 86.130.0 44.400 165.464.57 PNA in Web 30.835.907 79.025.0 37.000 165.460.45 Span 1 Composite Steel Beam TECTONIC ENGINEERING & SURVEYING CONSULTING PCLic. # : KW-06008561 DESCRIPTION:W14x22 Corridor Supporting Girder Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: BeamCheck.ec6 CODE REFERENCES Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Analysis Method : ksi Load Combination :ASCE 7-16 Beam is Fully Braced against lateral-torsional buckling by attached slab Allowable Stress Design Fy : Steel Yield :50.0 ksi Beam Bracing : E: Modulus :29,000.0 Composite Beam Section Data 5.250 6.040 Beam is UNSHORED for Concrete Placement 3/4" 17.240 4.0 110.0ftEffective Width Total Slab Thickness in Stud Diameter in Qn : Stud Capacity kConcrete Density pcf Concrete f'c ksi 2.0 12.0 7.0 5.0Perpendicular in in Rib Height inVulcraft, 2 VLIMetal Deck . . .Top Width inRib Spacing Btm WidthRibs : .Service loads entered. Load Factors will be applied for calculations.Applied Loads Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load : D = 0.7120, L = 0.9950, S = 0.1150 k/ft, Tributary Width = 1.0 ft, Post Composite Only Uniform Load : D = 0.3180, L = 0.1920, W = 0.150 k/ft, Extent = 0.0 -->> 3.170 ft, Tributary Width = 1.0 ft, Post Composite Only Uniform Load : Lr = 0.1150, W = 0.05250 k/ft, Extent = 3.170 -->> 24.170 ft, Tributary Width = 1.0 ft, Post Composite Only .Design OKDESIGN SUMMARY MAX Bending Ratio =0.995 : 1 Load Combination +D+L Location of maximum 12.085 ft 22.406 k 30 Mn / Omega : Allow k-ft128.209 Vn/Omega : Allow W14x22 %% Composite Action Steel section Location of maximum Load Combination +D+L 63.020 kComposite Pre-Composite Mu : Applied MAX Shear Ratio =0.356 : 1 0.0 ft 82.834 k-ft 1.607 127.539 Vu : Applied Defl Ratio 444 Defl Ratio 251 9803 DEFLECTIONS Max Downward 0.653 in Max Upward 0.000 in Max Downward 1.154 in Max Upward 0.000 in NonComposite FINAL Composite Transient Composite Defl Ratio Max Downward Max Upward in in 0.000 0.030 PreCompDL+PreCompLL L Only +D+L k-ft k-ftMn * Phi : Allowable Mu : Applied .Shear Stud Requirements From Support 0 to 12.09 ft use 6 studs. From 12.09 ft to Support 1 use 6 studs. .Steel Section Properties :W14x22 Composite Steel Beam TECTONIC ENGINEERING & SURVEYING CONSULTING PCLic. # : KW-06008561 DESCRIPTION:W14x22 Corridor Supporting Girder Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: BeamCheck.ec6 Steel Section Properties :W14x22 R xx =1.040in Depth =13.700 in R yy =5.540 in Zy =4.390 in^3 J =0.208 in^4 Flange Width =5.000 in Flange Thick = 0.335 in Zx =33.200 in^3 Area = 6.490 in^2 Weight =22.000 plf = I xx =199.00 in^4 S xx =29.00 in^3Web Thick =0.230 in I yy =7.000 in^4 S yy 2.800 in^3 Span Number Analysis % Shear Plastic N.A.Sum Qn # Studs per Mn - Capacity Moment of Inertia I-SteelConnection I-Trans1/2 Spanfrom Bottom I-Lwr BoundPlastic N. A. Location Type k-ftShear (k) Composite Section Properties PNA in Slab 199.01913.700 623.8100.0 324.500 750.9309.40 PNA in Flange 199.01813.668 615.395.0 308.275 750.9317.24 PNA in Flange 199.01713.635 606.190.0 292.050 750.9310.35 PNA in Flange 199.01613.603 596.185.0 275.825 750.9303.41 PNA in Flange 199.01613.570 585.380.0 259.600 750.9296.44 PNA in Flange 199.01513.538 573.775.0 243.375 750.9289.43 PNA in Flange 199.01413.505 561.070.0 227.150 750.9282.38 PNA in Flange 199.01313.473 547.365.0 210.925 750.9275.30 PNA in Flange 199.01213.440 532.460.0 194.700 750.9268.18 PNA in Flange 199.01113.408 516.355.0 178.475 750.9261.03 PNA in Flange 199.01013.376 498.750.0 162.250 750.9253.84 PNA in Web 199.0912.888 479.645.0 146.025 750.9241.26 PNA in Web 199.0812.182 458.840.0 129.800 750.9233.17 PNA in Web 199.0711.477 436.135.0 113.575 750.9224.11 PNA in Web 199.0610.772 411.230.0 97.350 750.9214.11 PNA in Web 199.0510.066 383.925.0 81.125 750.9203.15 Span 1 Rooftop Mount Analysis Report May 3, 2023 Project Number: 11860.097 APPENDIX E REFERENCES AND STRUCTURAL DETAILS 165'-6"74'-0"24'-1"512"512"24'-1"512"512"25'-0"24'-0"25'-0"23'-0"28'-0"23'-0"B A 1 2 3 4 5 6 7 8 20'-21 4"5'-6" 25'-81 4"10'-71 2"24'-41 2"10'-71 2"24'-41 2"10'-71 2"24'-41 2"10'-71 2"24'-21 4" 51 2"25'-0"51 2"51 2"23'-11"51 2"51 2"23'-11"51 2"51 2"23'-11"51 2"51 2" 25'-11" 23'-6"51 2" 10'-2"10'-2"24'-10"24'-10"10'-2"24'-10"10'-2"24'-5" 165'-6" 11'-0" Scale: 1/8" = 1'-0" Roof Framing Plan - West Lintel "C" Lintel "C" Lintel "C"Lintel "C" Lintel "C"Lintel "C"Lintel "C"Lintel "C"Lintel "C" Lintel "D" Lintel "D" Lintel "C" Lintel "C"Lintel "C"Lintel "B"Lintel "C" Lintel "C" Lintel "C" Lintel "C"Lintel "C"Lintel "C" Lintel "C" Lintel "C"Lintel "C"Lintel "C"Lintel "C"Lintel "C"Lintel "C"Lintel "C" Lintel "C" Lintel "C" Lintel "C" Lintel "D" Lintel "D"Lintel "C" Lintel "C" Lintel "C" Lintel "C" Lintel "C"Lintel "C"Lintel "C"Lintel "C"Floor truss type "2b" Floor truss type "2b" Floor truss type "5a"Floor truss type "5b"Floor truss type "5b" Floor truss type "5b"Floor truss type "5b"Floor truss type "2c"Floor truss type "3b" Floor truss type "3b"Floor truss type "2c"Floor truss type "2b" Floor truss type "2b" Floor truss type "1b" Floor truss type "4b" Floor truss type "1b"2x8's @16"o.c.Lintel "C"Lintel "C" Lintel "C" Lintel "C" Lintel "C" Lintel "C" Lintel "C" Lintel "C" Lintel "C" Lintel "C"Lintel "C"Lintel "C"Lintel "C"Lintel "C"Lintel "C"Lintel "C"Lintel "C"Lintel "C"5 5 6 6 7 7 Lintel "A" Lintel "A"Shear wall Shear wallShear wallShear wallFloor truss type "5a"Floor truss type "5a" Floor truss type "5a" Shear wall Shear wall Shear wall Shear wall Floor truss type "2a"Floor truss type "2a"Floor truss type "2a"Floor truss type "3a"Floor truss type "1a" Floor truss type "4a" Floor truss type "4a" Floor truss type "2a"Floor truss type "2a"Floor truss type "2a"Floor truss type "3a"Floor truss type "1a" 4 4 Sim.Sim.Lintel "D" Lintel "D"Lintel "C"1212 13 Sim.Sim.Sim.19 Sim.Drawing No.SealDesignedDrawnTPZPJBDJM_DateChecked100% CompleteStatusConstruction_RevisionsDESCRIPTION DATENO1 11-17-14Revised openingsDrawing TitleProject No. Print DateCONTRACTOR SHALL VERIFY ALL DIMENSIONS AT SITE, UNAUTHORIZED ALTERATIONS ORADDITIONS TO THIS DOCUMENT IS A VIOLATION OF THE NEW YORK STATE EDUCATION LAW.260-1412 -Roof Framing PlanProject NameREUSE231 LAKE AVENUE SARATOGA SPRINGS, NYOF S-10ConsultantRESIDENCE ADAPTIVEST. JOHN NEUMANN10/06/2014 ASCE 7 Hazards Report Address: 233 Lake Ave Saratoga Springs, New York 12866 Standard:ASCE/SEI 7-16 Risk Category:II Soil Class:D - Default (see Section 11.4.3) Elevation:312.97 ft (NAVD 88) Latitude: Longitude: 43.085313 -73.764859 Wind Results: Wind Speed 109 Vmph 10-year MRI 75 Vmph 25-year MRI 81 Vmph 50-year MRI 87 Vmph 100-year MRI 93 Vmph Data Source: ASCE/SEI 7-16, Fig. 26.5-1B and Figs. CC.2-1–CC.2-4, and Section 26.5.2 Date Accessed: Thu Aug 11 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. Page 1 of 4https://asce7hazardtool.online/Thu Aug 11 2022 Ice Results: Data Source: Date Accessed: Ice Thickness: 1.00 in. Concurrent Temperature: 5 F Gust Speed 40 mph Standard ASCE/SEI 7-16, Figs. 10-2 through 10-8 Thu Aug 11 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. Snow Results: Ground Snow Load, p : 50 lb/ftg 2 Elevation: 313.0 ft Data Source: ASCE/SEI 7-16, Table 7.2-8 Date Accessed: Thu Aug 11 2022 Values provided are ground snow loads. In areas designated "case study required," extreme local variations in ground snow loads preclude mapping at this scale. Site-specific case studies are required to establish ground snow loads at elevations not covered. Page 3 of 4https://asce7hazardtool.online/Thu Aug 11 2022 The ASCE 7 Hazard Tool is provided for your convenience, for informational purposes only, and is provided “as is” and without warranties of any kind. The location data included herein has been obtained from information developed, produced, and maintained by third party providers; or has been extrapolated from maps incorporated in the ASCE 7 standard. 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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. Page 4 of 4https://asce7hazardtool.online/Thu Aug 11 2022