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HomeMy WebLinkAboutStructural CalculationsPSE Consulting Engineers STRUCTURAL ENGINEERING CALCULATIONS PROJECT: 40 x 79.5 x 15 K&W Concrete PROJECT LOCATION: 5451 County Road 154, Glenwood Springs, CO 81601 PROJECT NUMBER: Big Top 226-029 -2_6 DATE: 02/19/2026 BY: Nabil Taha, Ph.D., P. —/1 250-A Main Street E-Mail: i of on structure l .cam Klamath Falls, OR. 97601 Web: www.structurel.com ph. (541) 850-6300 fax (541) 850-6233 r� M a co • CO t��o D. 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(541) 850-6300 Klamath Falls, OR. 97601 Web: www.structurel.com fax (541) 850-6233 ASCE Hazards Report AMERICAN SCUM OF CML ENGINEERS Address: Standard: ASCE/SE17-16 Latitude: 39.469049 5451 County Road 154 Risk Category: II Longitude:-107.26936 Glenwood Springs, Colorado Soil Class: D - Default (see Elevation: 6011.754025574942 ft 81601 Section 11.4.3) (NAVD 88) Wind Results: Wind Speed 105 Vmph 10-year MRI 76 Vmph 25-year MRI 82 Vmph 50-year MRI 87 Vmph 100-year MRI 91 Vmph Data Source: ASCE/SEI 7-16, Fig. 26.5-1 B and Figs. CC.2-1—CC.2-4, and Section 26.5.2 Date Accessed: Tue Dec 16 2025 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- hti s:l ascehazardtool.or ! Page 1 of 4 Tue Dec 16 2025 ASCE AMERICAN SOCIEW OF CML ENGINEERS Seismic Site Soil Class: D - Default (see Section 11.4.3) Results: SS 0.475 SDI : 0.146 S, 0.091 T L 4 Fa 1.42 PGA: 0.314 F, 2.4 PGA M : 0.404 S MS 0.674 F PGA 1.286 SM1 0.219 le 1 SIDS 0.449 C 1.016 S*lsmic Design I,A� jory: Spectrum 06 0-5 04 • s 0.3 �. 02 01 0 0 2 3 Sa(g)vs T(s) 0.45 040 0.35 0.30 025 c 020 0-15 010 005 0 5 0 ' Design Response Spectrum 2 3 4 5 Sa (g) vs T(s) MCER Vertical Response Spectrum Design Vertical Response Spectrum 0.55 040 0.50 035 I ~� 0.45 0.40 030 0.35 s• ` 025 r 0.30 f 025 ■ � 0.20 � 020 ;0 rw. *■rr'~•r+r+rrrrrrrrrtrrrrN■ 0.15 r *+r fl 10 ++r+rrr+rrrr«+rRrN 0-10 •rrrr+*�+ 0.0.5 005 0 0.5 1.0 15 20 0 05 1.0 15 20 Sa (g) vs T(s) Sa (g) vs T(s) Data Accessed: Tue Dec 16 2025 Date Source: USGS Seismic Design Maps based on ASCE/SEI 7-16 and ASCE/SEl 7-16 Table 1.5-2. Additional data for site -specific ground motion procedures in accordance with ASCE/SEI 7-16 Ch. 21 are available from USGS. httosWascehazardtoof.org/ Page 2 of 4 Tue Dec 16 2025 ,SCE Snow Results: Mapped Elevation: Data Source: Date Accessed: Tue Dec 16 2025 In "Case Study" areas, site -specific case studies are required to establish ground snow loads. Extreme local variations in ground snow loads in these areas preclude mapping at this scale. Ground snow load determination for such sites shall be based on an extreme value statistical analysis of data available in the vicinity of the site using a value with a 2 percent annual probability of being exceeded (50-year mean recurrence interval). Statutory requirements of the Authority Having Jurisdiction are not included. Site is outside ASCE/SEI 7-16, Table 7.2-2 boundaries. For ground snow loads in this area, see SEAC Snow Load Committee. (2016). Colorado can create a mismatch between the mapped elevation and the site -specific elevation in topographically complex areas. Engineers should consult the local authority having jurisdiction in locations where the reported `elevation' and `mapped elevation' differ significantly from each other. htl $JJascehazardtool.or 1 Page 3 of 4 Tue Dec 16 2025 ASKE AMERICAN SOCIETY OF CML ENGINEERS The ASCE 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 standard. While ASCE has made every effort to use data obtained from reliable sources or methodologies, ASCE does not make any representations or warranties as to the accuracy, completeness, reliability, currency, or quality of any data provided herein. Any third -party links provided by this Tool should not be construed as an endorsement, affiliation, relationship, or sponsorship of such third -party content by or from ASCE. ASCE does not intend, nor should anyone interpret, the results provided by this Tool to replace the sound judgment of a competent professional, having knowledge and experience in the appropriate field(s) of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the contents of this Tool or the ASCE standard. In using this Tool, you expressly assume all risks associated with your use. Under no circumstances shall ASCE or its officers, directors, employees, members, affiliates, or agents be liable to you or any other person for any direct, indirect, special, incidental, or consequential damages arising from or related to your use of, or reliance on, the Tool or any information obtained therein. To the fullest extent permitted by law, you agree to release and hold harmless ASCE from any and all liability of any nature arising out of or resulting from any use of data provided by the ASCE Hazard Tool. httos:flascahazardtool.orol Page 4 of 4 Tue Dec 16 2025 TABLE R301.2(1) CLIMATIC AND GEOGRAPHIC DESIGN CRITERIA GROUND WIND SEISMIC SUBJECT TO DAMAGE FROM 'WINTER ICE SHIELD UNDER- Firm AIR MEAN FROSTI SNOW SPEEDe DESIGN LINE l DESIGN LAYMENT FLOOD FREEZINGANNUAL LOAD (mph) CATEGORY', WEATHERINGa'QEPTH";TERMITEG DECAYd TEMP` REQUIRED'_ HAZARDS'' INDEX' TEMP'` 50 Ib 90/75 m h C I Severe 1 36" sli ht/mod Slight 1 -2 F Yes Ts/1 0-15-851 2500 1 48 F For SI: 1 pound per square foot = 0.0479 kN/m`, 1 mile per hour = 1,609 km/h. a. Weathering may require a higher strength concrete or grade of masonry than necessary to satisfy the structural requirements of this code. The weathering column shall be filled in with the weathering index (i.e., "negligible." "moderate" or "severe") for concrete as determined from the Weathering Probability Map [Figure R301.2(3)]. The grade of masonry units shall be determined from ASTM C 34, C55, C 62, C 73, C90, C129, C145, C 216 or C 652. b. The frost line depth may require deeper footings than indicated in Figure R403.1(1). The jurisdiction shall fill in the frost line depth column with the minimum depth of footing below finish grade. C. The jurisdiction shall fill in this part ofthe table with "very heavy," "moderate to heavy," "slight to moderate," or "none to slight" in accordance with Figure R301.2(6) depending on whether there has been a history of local damage. d. The jurisdiction shall fill in this part ofthe table with "moderate to severe," "slight to moderate," or "none to slight" in accordance with Figure R301.2(7) depending on whether there has been a history of local damage. e. The jurisdiction shall fill in this part ofthe table with the wind speed from the basic wind speed map [figure R301.2(4)]. Wind exposure category shall be determined on a site -specific basis in accordance with Section R301.2.1.4. f. The outdoor design dry-bulb temperature shall be selected from the columns of 97 '/2-percent values for winter from Appendix D ofthe International Plumbing Code. Deviations from the Appendix D temperatures shall be permitted to reflect local climates or local weather experience as determined by the building official. g. The jurisdiction shall fill in this part ofthe table with the Seismic Design Category determined form Section R301.2.2.1. h. The jurisdiction shall fill in this part ofthe table with (a) the dater of the jurisdiction's entry into the National Flood Insurance Program (date of adoption ofthe first code or ordinance for management of flood hazard areas), (b) the date(s) ofthe currently effective FIRM and FBFM, or other flood hazard map adopted by the community, as may be amended. i. In accordance with Sections R905.2.7.1, R905.4.3, R905.5.3, R905.6.3, R905.7.3 and R905.8.3, for areas where the average daily temperature in January is 25°F (-4°C) or less, or where there has been a history of local damage from the effects of ice damming, the jurisdiction shall fill in this part ofthe table with "YES". Otherwise, the jurisdiction shall fill in this part ofthe table with "NO." j. The jurisdiction shall fill in this part ofthe table with the 100-year return period air freezing index (BF -days) from Figure R403.3(2) or from the 100-year (99%) value on the National Climatic Data Center data table "Air Freezing Index — USA Method (Base 32' Fahrenheit)" at k. The jurisdiction shall fill in this part ofthe table with the mean annual temperature from the National Climatic Data Center data table "Air Freezing Index -USA Method (Base 32' Fahrenheit)" at t■unr n • •_nnaa_ 4'fncl'hfrnL As adapted from the 2003 International Building Code®, page 24 Seismic Forces Ss = 0.475 g Sms = 0.675 g Sds = 0.450 19 tg S1 = 0.091 g Sm1 = 0.218 g Sd1 = 0.146 Site Class ��D Risk Category II R =1 3 j Importance Factor =, T = _ 0.15 seconds Sds Seismic Cat. C Seismic Cat = Sd1 Seismic Cat., C Truss Dimensions Width = 0 ft Fabric DL = Cpsf psf Length = 79.5 ft Truss DL = psf Height = 15 ft Add.DL= Spacing = 9.94 ft Total Weight = 4.73025 kips Cs = 0.149889 Cs min = 0.019785 Cs max = 0.318377 Use Cs =i 0.149889 V = Cs x W = j 0.709012 kips V per truss leg=l 0.019695 1 kips j< reactions due to wind. Wind design MecaWind v2543 Developed by Meca Enterprises Inc., https://www.mecaenterprises.com www.mecaenterprises.com, Copyright © 2026 Calculations Prepared by: Date: Feb 17, 2026 File Location: F:\Engineering Department\2026 Projects\ 226-029 40x79.5x15 K&W Concrete 24BB - Glenwood Springs, CO\2- Design\Meca - K&W Concrete.wnd General: Reference Abbreviations: T: Table, F: Figure, E Wind Load Standard = ASCE 7-16 Exposure Classification = C Structure Type = Building MWFRS Analysis Method = Ch 27 Pt 1 Dynamic Type of Structure = Rigid Simple Diaphragm Building = False Base Elevation Of Structure = 8.5000 ft Topographic Effects = None Override Gust Factor = False Building: Roof = Roof Type = Arched H = Height of the Arch = 5.967 ft EH, = Eave Height = 9.033 ft L = Building Length = 80.0000 ft Aog = Total Opening Area = 0.00 ft, Ri = Reduction Factor = 1.000 HT__ = Override Mean Roof Height = False RA__ = Override Roof Area = False Equation, �_,: Section, T: Paragraph Basic Wind Speed = 105.0 mph Risk Category = II Basis for Wind Pressures = LRFD C&C Analysis Method = None Advanced Options = True Altitude above Sea Level = 0.000 ft MWFRS Pressure Elevations = Mean Ht Override Directionality Factor = False Override Minimum Pressure = False Encl - Enclosure Classification = Partially Enclosed R = Radius of the Arch = 36.500 ft W = Building Width = 40.0000 ft OH = Overhang Configuration = All None Vi = Unpartitioned Internal Volume = 0.000 ft3 z, = Highest Opening Elevation = 0.0000 ft Htm_ = Mean Roof Height = 12.017 ft Aog = Total Opening Area 0.00 ft2 IVi = Unpartitioned Internal Volume a 0.000 ft, Exposure Constants T:26.11-1: a = 3-s Gust -speed exponent = 9.500 a = Reciprocal of a = 0.105 am = Mean hourly Wind -Speed Exponent = 0.154 c = Turbulence Intensity Factor = 0.200 Z9 = Nominal Ht of Boundary Layer = 900.000 ft b = 3 sec gust speed factor = 1.000 bm = Mean hourly Windspeed Exponent = 0.650 e = Integral Length Scale Exponent = 0.2000 Main Wind Force Resisting System (MWFRS) Wind Calculations per Ch 27 Ptl Wind Parallel to Ridge OH (5) Roof LQ (3) ................................ % _ p Roof CH (2) .-. ­4 ---------------- ---------------- Roof WQ (1) OH (4) Wind normal to Ridge h = Mean structure height = 12.017 ft Kh = 2.01• (hgr,d,/Z9)21a K_ = No Topographic Feature = 1.000 Kd = Directionality Factor T:26.6-1 GCp, = ± Internal Press Coef T:26.13-1 = =0.55 LF = STRENGTH Load Factor K, = Ground Elev Factor T.26_9-1 = 1.000 qh =.00256-Kh•K_-Kd•Ke•V2*LF,:26.10-1 = 0.907 A 0.85 R 1.00 r. 21.75 psf q,, = - Internal Press: q, = 21.75 psf q,p = + Internal Press: qn = 21.75 psf A_c = Roof Area = 3,385.91 ft2 MWFRS Wind Loads [Normal to Ridge] h = Mean Roof Height of Building = 12.0166 ft RHc = Ridge Height Of Roof 15.0002 ft B = Building Width Normal To Wind = 80.0000 ft L = Building Width Parallel To Wind 40.0000 ft L/B = Ratio: L/B = 0.500 h/L = Ratio: h/L - 0.300 r = Rise To Span Ratio (RHt-EHt)/W = 0.149 Elev = Is roof Elevated: EH,>0 - True CpWW = Windward Wall Coefficient = 0.800 CpLW = Leeward Wall Coefficient - -0.500 CpsW = Side Wall Coefficient = -0.700 Gust Factor Calculation for Wind: [Normal to Ridge] *Gust Factor Category I Rigid Structures - Simplified Method* G1 = Simplified: For Rigid Structures can use 0.85 - 0.85 *Gust Factor Category II Rigid Structures - Complete Analysis* Zm = Equiv Struc Height: Max(0.6•h, Zm,,,) - 15.000 ft I m = Turbulence Intensity: c• (33/Zm) 1/6E:26.11-1 = 0.228 L m = Turbulence Integral Length Scale: P- (Zm/33)eE:z6,11-9 = 427.057 ft B = Building Width Width Normal to Wind Direction - 80.000 ft Q = [1/ (1+0.63• [ (B+h) /Lzm]o.63) )"'E.26.11-6 - 0.898 G2 = Detailed: 0.925• [ (1+1.7•gq•I�m•Q) / (1+1.7•g •I�m)) E:26.11-6 - 0.871 *Gust Factor Used in Analysis* G = Gust Factor: Min(G1, G2) = 0.850 Wall Wind Pressures [Normal to Ridge] nil -A .,-­4-,1 ,A- . T.-A Fnn*nr IT.F1 of 1 _0 Elev GCpi qi K, K.t q, Windward Leeward Side Total Minimum I Press Press Press Press Pressure* ft psf Rsf psf psf psf psf psf 9.033 +0.55 21.75 0.877 1.000 21.05 2.35 -21.21 -24.91 23.56 16.00 9.033 -0.55 21.75 0.877 1.000 21.05 26.27 2.72 -0.98 23.56 16.00 K� = 2. 01 • (Z'_,d 1Z9) 21,,;",1 -. . K�� = No Topographic Feature GC, = +Internal Coef T.26.13'1 q� =.00256•K�,K�,,Kd•Ke•V2*LFE:26.10-1 q,p = + Internal Press: qn q,,, = - Internal Press: qh Side = q,•G•Cpsw-q,p• (GCp,-) £:27.3-1 Leeward = gn•G•CpL -q,p• (GCp„) E:27,3-1 Windward = q�•G•Cp_-q,p• (GCp„) E:27.3-1 Total = Windward - Leeward +Press = Pressure Acting Toward Surface -Press = Pressure Acting Away from Surface §27.l.3 = MWFRS Min Wall Pressure = 16.00 psf Roof Wind Pressures [Normal to Ridge] ...,_A 1„ric a T.-d Fwctnr (LF1 of 1.0 Component Description Location Start ft End ft A 0 Basis GCpi 1 Cpmi° Cp,,,, Pm psf P- psf Pmi° psf Roof Roof Windward Quarter 1 All All 18.69 N +0.5500 -0.9 -0.9 -28.61 -28.61 8.00 Roof Roof Center Half 2 All All 14.54 N +0.5500 -0.849 -0.849 -27.67 -27.67 8.00 Roof Roof Leeward Quarter 3 All All 31.15 N +0.5500 -0.5 -0.5 -21.21 -21.21 8.00 Roof Roof Windward Quarter 1 All All 18.69 N -0.5500 -0.9 -0.9 -4.68 -4.68 8.00 Roof Roof Center Half 2 All All 14.54 N -0.5500 -0.849 -0.849 -3.74 -3.74 8.00 Roof Roof Leeward Quarter 3 A 11, All 1 31.15 N -0.5500 -0.5 -0.5 2.72 2.72 8.00 Roof Pressures based upon rn n ecl: Component = The building component for pressures Location Reference Graphic in Output for Values Start = Start Dist from Windward Edge End = End Dist from Windward Edge Cpm- = Smallest Coefficient Magnitude Cpm- = Largest Coefficient Magnitude Pm = q,•G•C,_-q,P•GCp,£:27.3-1 P.., = gh•G•C,1a _q,n•GCp,E:27.3-1 GC, = +Internal Coef 1:26.13-1 Basis _ P=Parallel to Ridge: N=Normal to Ridge Pm,,, = Min Press projected on vertical plane §27,15 e = Roof Slope Relative to Wind §27.1.5 = MWFRS Min Wall Pressure = 16.00 psf +Press a Pressure Acting Toward Surface -Press = Pressure Acting Away from Surface • The smaller uplift pressures due to Cpm,,, can become critical when wind is combined with roof live load or snow load; load combinations are given in ASCE 7 MWFRS Wind Loads [Parallel to Ridge] h = Mean Roof Height of Building = 12.0166 ft RHc = Ridge Height Of Roof = 15.0002 ft B = Building Width Normal To Wind = 40.0000 ft L = Building Width Parallel To Wind = 80.0000 ft L/B = Ratio: L/B = 2.000 h/L = Ratio: h/L = 0.150 r = Rise To Span Ratio (RHt-EHt)/W = 0.149 Elev = Is roof Elevated: EH,>0 = True CpWW = Windward Wall Coefficient = 0.800 Cp,,W = Leeward Wall Coefficient = -0.300 CpsW = Side Wall Coefficient = -0.700 Gust Factor Calculation for Wind: [Parallel to Ridge] *Gust Factor Category I Rigid Structures - Simplified Method* G1 = Simplified: For Rigid Structures can use 0.85 *Gust Factor Category II Rigid Structures - Complete Analysis* Zm = Equiv Struc Height: Max(0.6•h, Zm11) Ism = Turbulence Intensity: c• (33/Zm) 1/6E:26.11-1 L:m = Turbulence Integral Length Scale: F • (Zm/33) `e:z6,11-e B = Building Width Width Normal to Wind Direction Q = [1/ (1+0.63• [ (B+h) /Liml 0,63) 10.5E:26.11_6 G2 = Detailed: 0.925• [ (1+1.7•gq•Izm•Q) / (1+1.7•g •Izm) l E:26.11-6 *Gust Factor Used in Analysis* G = Gust Factor: Min(G1, G2) Wall Wind Pressures [Parallel to Ridge] nil ,..4,,.7 T.-A rnntnr fLF) of 1.0 - 0.85 - 15.000 ft = 0.228 - 427.057 ft 40.000 ft 0.926 - 0.886 0.850 Elev ft GCp; q psf K. KYt q. psff rndard ss Leeward Press psf Side Press psf Total Press Psf Minimum Pressure* psf 15.000 +0.55 21.75 0.933 1.000 22.38 3.26 -17.51 -24.91 20.77 16.00 12.017 +0.55 21.75 0.907 1.000 21.75 2.83 -17.51 -24.91 20.34 16.00 9.033 +0.55 21.75 0.877 1.000 21.05 2.35 -17.51 -24.91 19.86 16.00 15.000 -0.55 21.75 0.933 1.000 22.38 27.19 6.42 -0.98 20.77 16.00 12.017 -0.55 21.75 0.907 1.000 21.75 26.76 6.42 -0.98 20.34 16.00 9.033 -0.55 21.75 0.877 1.000 21.05 26.27 6.42 -0.98 19.86 16.00 K� = 2.01 • (z9 Kit - No Topographic Feature GCP1 ade/Z9)2iar.:b 11-1 = +Internal Coef T:26.13-1 q� -.00256•Kr•K_,Kd•Ke•V2*LFE:26.10-1 qiP = + Internal Press: qh q- - - Internal Press: qn Side = gh•G•CPsw-q1P• (GC,.) E:27_3-1 Leeward - gh•G•CpE. q,P• (GC,,.) E:21.3-1 Windward = q�,G•Cpww qiP• (GCp_) E:27.3-1 Total - Windward - Leeward +Press = Pressure Acting Toward Surface -Press = Pressure Acting Away from Surface §27. 1.5 = MWFRS Min Wall Pressure = 16.00 psf Roof Wind Pressures [Parallel to Ridge] Component Description Location Start ft End ft 9 I Basis GC -pi I CPX,. C' .: Pm;" psf P_ psf P ," psf Roof Roof 0 to h 1 0.000 12.017 0.0 P +0.5500 -0.9 -0.18 -28.61 -15.29 8.00 Roof Roof h to 2•h 1 12.017 24.033 0.0 P +0.5500 -0.5 -0.18 -21.21 -15.29 8.00 Roof Roof 2 2•h 1 24.033 80.000 0.0 P +0.5500 -0.3 -0.18 -17.51 -15.29 8.00 Roof Roof 0 to h 1 0.000 12.017 0.0 P -0.5500 -0.9 -0.18 -4.68 8.64 8.00 Rf oo Roof h to 2•h 1 12.017 24.033 0.0 P -0.5500 -0.5 -0.18 2.72 8.64 8.00 Roof Roof ? 2•h 1 24.033 80.000 0.0 P -0.5500 -0.3 -0.18 6.42 8.64 8.00 Roof Pressures based upon rh 27 Pt1: Component = The building component for pressures Location = Reference Graphic in output for Values Start = Start Dist from Windward Edge End = End Dist from Windward Edge cpM = Smallest Coefficient Magnitude CPM_ = Largest Coefficient Magnitude P.- = gh•G•C,,_-g1P•GC E:21, 3-1 P.- = gh•G•GPMax-q_-GCP,E:27,3-1 GC, = +Internal Coef T:26.13-1 Basis = P=Parallel to Ridge: N=Normal to Ridge Pm11 = Min Press projected on vertical plane §27.1.5 6 = Roof Slope Relative to Wind 527,1.5 = MWFRS Min Wall Pressure = 16.00 psf +Press = Pressure Acting Toward Surface -Press = Pressure Acting Away from Surface • The smaller uplift pressures due to CpMin can become critical when wind is combined with roof live load or snow load; load combinations are given in ASCE 7 PSE Consulting Engineers Inc. TRUSS ANALYSIS & DESIGN - MAIN TRUSS: 250-A Main Street E-Mail: info u.structure l .cony ph. (541) 850-6300 Klamath Falls, OR. 97601 Web: www.structurel.com fax (541) 850-6233 Dead oa Tributary Width= 9.94 ft Design Loads Used DL= 1psf x I ft - klf Ground now Load Pg = 501 psf Ct 1.2 Is = Cat. II = 1.00 Terrain Category =C Exposure = Partially Exposed Ce =� ce Ct IS pf = 0.7 x 1 X 1.20 x 1 x 50 psf = 42.0 psf Cs Pf Slope, = 31.37 degrees psi = I 0.701 x 42.01 psf x 9.94 1 ft M 0.293 klf Slopez = 12.74 degrees psi = 1 1.001 x 42.01 psf x 9.941 ft = 0.417 klf Slope3 = 0.00 degrees psi = L 1.00! x 42.01 psf x 9.941ft = 0.417 klf slope" = 12.74 degrees psi = 1.00_ x 42.0 psf x 9.94 ft = 0.417 klf Slopes = 31.37 degrees psi = 0.70[ x 42.0 psf x 9.94 ift = 0.293 klf Wind Loads W L+Z / W L-Z Walls: Windward 2.35 psf x 9.938 ft - 0.023 klf WL+Z Leeward -21.21 psf x 9.938 ft - -0.211 klf Windward 26.27 psf x 9.938 ft = 0.261 Of WL-Z Leeward 2.72 psf x 9.938 ft - 0.027 klf Roof: Windward Quarter -28.61 psf x 9.938 ft = -0.284 klf WL+Z Center Half -27.67 psf x 9.938 ft = -0.275 klf Leeward Quarter -21.21 psf x 9.938 ft = -0.211 klf Windward Quarter -4.68 psf x 9.938 ft = -0.047 klf WL-Z Center Half -3.741 psf x 9.938 ft = -0.037 klf Leeward Quarter 2.721 psf I x 1 9.938 ft = 0.02' i klf DL 691 W L+Z LTORIN Company Big Top Manufacturing 2/19/2026 11P.ISAJob . Designer Dadr Number 2226-029 ian D. Checked By NNEIdETSCHEKCo.'.1PANY Model Name 40x79.5xl5 K&W Concrete ... Node Reactions LC Node Label X k Y k Z k MX k-ft MY k-ft MZ k-ft 1 13 3 0 0.561 0.141 1 0 0 0 2 13 2 0 0.561 -0.141 0 0 0 3 13 Totals: 0 1.122 0 4 13 COG ft: X: 0 Y: 9.977 Z: 18.099 5 14 3 0 7.121 3.201 0 0 0 6 14 2 0 7.121 -3.201 0 0 0 7 14 Totals. 0 14.242 0 8 14 COG ft: X: 0 Y: 13.261 Z. 18.099 9 15 1 3 0 -5.078 -1.015 0 0 0 10 15 2 0 -5.421 1.397 0 0 0 11 15 Totals. 0 -10.499 0.382 12 15 COG ft: X: 0 Y: 12.912 Z 18.993 13r16 3 0 -0.346 -0.54 0 0 0 14 2 0 -0.688 0.914 0 0 0 15Totals: 0 -1.034 0.373 16COG ft : X. 0 Y: 13.689 Z: 27.302 Reactions above are for un-factored basic load cases. RISA-3D Version 23 [ 40x79 5x15 K&W Concrete 24BB --.. 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A NEMETSCHEK COMPANY Model Name 40x79.5xl5 K&W Concrete - Gle... Node Coordinates Label X ft Y Tffl Z Ifti Detach From Diaphragm TF N 1 0 14.901041 18.09009 21 4 0 0 -1.802 3 3 0 0 0 41 N5 0 2.293954 -1.802 51 N6 0 4.321599 -1.802 61 N7 0 4.330303 0 71 N8 0 5.976832 -1.729873 8 N9 0 7.757437 -1.21899 9 N 10 0 7.043222 0.435576 10 N11 0 9.402484 -0.199717 11 N 12 0 10.600979 1.09376 12 N 13 0 9,113897 2.112393 131 N14 0 11.456029 2.641404 141 N 15 0 12.141286 4,195731 15 N16 0 10-475178 4.882458 16 N 17 0 11236577 6.900543 17 N 18 1 0 12.941638 6.317219 18 N 19 0 11.964366 9.311232 19 N20 0 14.128124 10.637551 20 N21 0 12.695906 12.833227 _ 21 N22 0 14.702521 14.302474 _ 22 N23 0 13.053151 16.319165 23 N25 0 2.293954 38.000034 24 N26 0 7.043222 35.762458 25 N27 0 5.976832 37.927907 26 N28 0 14.702521 21.89556 27 N29 0 10.475178 31.315577 28 _ 2 0 0 36.198034 29 N31 0 11.236577 29,297491 30 N32 0 14.128124 25.560483 31 N33 0 11.964366 26.886802 32 N34 0 12.695906 23.364807 33 1 0 0 38.000034 34 N38 0 4.321599 38.000034 35 N39 0 4.330303 36.198034 36 N40 0 7,757437 37.417024 37 N41 0 9.402484 36.397751 38 N42 0 10.600979 35.104274 39 N43 0 9.113897 34.085641 40 N44 0 11.456029 33.55663 41 N45 0 12.141286 32.002303 _ 42 N46 0 12.941638 29.880815 _ 43 N47 0 13.053151 19.878869 441 K _ 0 0 18.099017 45 N48 0 14.455323 12.470012 46 N49 0 14.841781 16.196282 .47 N50 0 14.8417.81 19.992825 _ 48 N51 0 14.455323 23.728022 Node Boundary Conditions Node Label X kAn Y [krinl Z -M Y Rot k-fUrad Z Rot k-ft/radL 5 4 I Pi nntinn I G7ri 1 R9S I Reaction Reaction RISA-31D Version 23 [ 40x79.5x15 K&W Concrete 24BB - Glen... Page 1 Company Big Top Manufacturing 2/19/2026 IIRISA Designer Dadrian D. 2:29:17 PM Jab Number : 226-029 Checked By . ANEMETSCHEK COMPANY Model Name : 40x79.5x15 K&W Concrete - Gle... Hot Rolled Steel Pro ernes C rL.."i (_ U-0 Alit Th- ('noff riag9F-1l r)anciftr WWI Yialri fkcil RH Fu Iksil Rt 1 A992 29000 111541 0.3 0.65 0.49 50 1.1 65 1.1 21 A36 Gr.36 29000 11154 0.3 0.65 0.49 36 1.5 58 1.2 3 A572 Gr.50 29000 11154 0.3 1 0.65 1 0.49 50 1.1 65 1.1 4 A500 Gr.B 29000 11154 0.3 0.65 0.527 46 1.4 58. 1,3 5 A500 Gr.0 29000 11154 0.3 0.65 0.527 50 1.4 62 1.3 6 A53 Gr.B 29000 11154 0.3 0.65 0.49 35 1.6 60 1.2 71 A1085 29000 11154 0.3 0.65 0.49 50 1.4 65 1.3 8 A913 Gr.65 29000 11154 0.3 0.65 0.49 65 9 A500 RND 29000 11154 0.3 0.65 0.527 55 1.5 60 1.2 101 A500 RECT 29000 11154 0.3 0.65 0.527 50 1.5 55 1.2 Hot Rolled Steel Section Sets Label Shoe Type Design List Material Design Rule Area ins I in° Izz in'4JinIChord 2.375X0.120 Beam HSS Pi a A500 RND T ical 0.85 0.542 0.5422 Z-Bar 1.9X0.09 Beam HSS Pie A500 RND T ical 0.512 0.21 0.21 3 Truss Base 2X3X0.0850 Beam Tube I A500 RECT Typical 0.821 1 0.555 1 1.044 1 1.097 Member Primary Data hl...4 I KI^A- v AI-14- Twno nacinn I ict Maf-rinl ❑P.slan Rule 1 M1 4 N5 K Chord Beam HSS Pie A500 RND Typical 21 M2 N5 N6 K Chord Beam HSS Pie A500 RND Typical 31 M3 N6 N8 K Chord Beam HSS Pie A500 RND Typical 41 M4 N8 N9 K Chord Beam HSS Pie A500 RND Typical 5 M5 N9 N11 K Chord Beam HSS Pie A500 RND TvDical 6 M6 N11 N12 K Chord Beam HSS Pie A500 RND TvDical 71 M7 N12 N14 K Chord Beam HSS Pie A500 RND Typical 81 M8 N14 N15 K Chord Beam HSS Pie A500 RND Typical 91 M9 N15 N18 K Chord Beam HSS Pie A500 RND Typical 101 M10 N18 N20 K Chord Beam HSS Pie A500 RND Typical 11 M11 N20 N48 i K Chord Beam i HSS Pie A500 RND TVDical 121 M12 N22 N49 K Chord Beam HSS Pie A500 RND T ical 131 M13 N1 N23 K Z-Bar Beam HSS Pie A500 RND TVDical 141 M15 N23 N21 K Chord Beam HSS Pie A500 RND Typical 151 M16 N21 N19 K Chord Beam HSS Pie A500 RND Tvpical 16 M17 N19 N17 K Chord Beam HSS Pie A500 RND Typical 17 M18 N17 N16 K Chord Beam HSS Pie A500 RND Typical 18 _ M19 N16 N13 K Chord Beam HSS Pie A500 RND Typical 191 M20 N13 N10 K Chord Beam HSS Pie A500 RND T ical 20 M21 N10 N7 K Chord Beam HSS Pie A500 RND Typical 211 M22 N7 3 K Chord Beam HSS Pie A500 RND Typical 221 M23 3 4 K Truss Base Beam Tube A500 RECT T ical 231 M24 3 1 N5 K Z-Bar Beam HSS Pie A500 RND Typical 241 M25 N5 N7 K Z-Bar Beam HSS Pie A500 RND Typical 25 M26 N7 N6 K Z-Bar Beam HSS Pie _ A500 RND TVIDIcal 26 M27 N7 N8 K Z-Bar Beam HSS Pi e A500 RND Typical 27 M28 N8 N10 K Z-Bar Beam HSS Pie A500 RND TVDical 28 M29 N10 N9 K Z-Bar Beam HSS Pi e A500 RND Typical 29 M30 N10 I N11 K Z-Bar Beam HSS Pie A500 RND Typical 30 M31 N11 N13 K Z-Bar Beam HSS Pie A500 RND T ical 31 M32 N13 N12 K Z-Bar Beam HSS Pie A500 RND TvDical 32 M33 N13 N14 K Z-Bar Beam HSS Pie A500 RND Typical 33 M34 N14 N16 K Z-Bar Beam HSS Pie A500 RND Typical RISA-3D Version 23 [ 40x79.5x15 K&W Concrete 24BB - Glen... Page 2 Company Big Top Manufacturing 2/19/2026 IIRISA Designer Dadrian D. 2:29:17 PM Job Number 226-029 Checked By A NE61ETSCHEKCOMPANY Model Name : 40x79.5xl5 K&W Concrete - Gle... Member Primary Data Continued I ahel I Node J Node K Node Section/Shaoe Tvoe Design List Material Design Rule 34 M35 N16 N15 K Z-Bar Beam HSS Pie A500 RND Typical 35 M36 N16 N18 K Z-Bar Beam HSS Pie A500 RND Typical 36 M37 N18 N17 K Z-Bar Beam HSS Pie A500 RND Typical 371 M38 N18 N19 K Z-Bar Beam HSS Pie A500 RND Typical 381 M39 N19 N20 K Z-Bar Beam HSS Pie A500 RND Typical 39 M40 N20 N21 K Z-Bar Beam HSS Pie A500 RND Typical 40 M41 N21 N22 K Z-Bar Beam HSS Pie A500 RND Typical .41 M42 N22 N23 K Z-Bar Beam HSS Pie A500 RND Typical 42 M43 2 N25 K Z-Bar Beam HSS Pie A500 RND Typical .43 M44 1 N25 K Chord Beam HSS Pie A500 RND Typical 44 M45 N33 N31 K Chord Beam HISS Pie A500 RND Typical .451 M46 N40 N41 K Chord Beam HSS Pie I A500 RND Typical 46 M47 N46 N33 K Z-Bar Beam HSS Pie A500 RND Typical 47 M48 N43 N42 K Z-Bar Beam HSS Pie I A500 RND Typical 48 M49 N41 N42 K Chord Beam HSS Pie A500 RND Typical .49 _ M50 N46 N32 K Chord Beam HSS Pie A500 RND Typical 50 M51 N45 N46 K Chord Beam HSS Pie A500 RND Typical 511 M52 N34 N33 K Chord Beam HSS Pie A500 RND Typical 521 M53 N44 N29 K Z-Bar Beam HSS Pie A500 RND Typical 53 M54 N1 N47 K Z-Bar Beam HSS Pie A500 RND Typical 54 M55 N26 N40 K Z-Bar Beam HSS Pie A500 RND Typical 55 M57 N31 N29 K Chord Beam HSS Pie A500 RND Typical 56 M5$ N29 N46 K Z-Bar Beam HSS Pie A500 RND Typical 57 M59 N32 N34 K Z-Bar Beam HSS Pie A500 RND Typical 58 M60 M29 N43 K Chord Beam HSS Pie A500 RND Typical 59 M61 N26 N41 K Z-Bar Beam HSS Pie A500 RND Typical �60 M62 N29 N45 K Z-Bar Beam HSS Pie A500 RND Typical �61 M63 N39 2 K i Chord Beam HSS Pie A500 RND Typical 162 M64 N28 N50 K Chord Beam HSS Pie A500 RND Typical �63 M65 2 1 K Truss Base Beam Tube A500 RECT Typical �64 M66 N38 N27 K Chord Beam HSS Pie A500 RND Typical 165 M67 N39 N38 K Z-Bar Beam HSS Pie A500 RND Typical 166 M68 N25 N38 K Chord Beam HSS Pie A500 RND Typical 167 M69 N26 N39 K Chord Beam HSS Pie A500 RND Typical 68 M70 N27 N26 K Z-Bar Beam HSS Pie A500 RND Typical 169 M71 N43 N26 K Chord i Beam HSS Pie A500 RND Typical 70 M72 N25 N39 K Z-Bar Beam HSS Pie A500 RND _ Typical '711 M73 N39 N27 K Z-Bar BeamNHSS e I A500 RND Typical 72 M74 N28 N47 K Z-Bar Beame A500 RND Typical 73 M75 N34 N28 K Z-Bar Beame i A500 RND Typical 74 M76 N32 N51 K Chord Beame A500 RND Typical 75 M77 N27 N40 K Chord Beame A500 RND T ical 76 M78 N41 N43 K Z-Bar Beame A500RND T ical 77 M79 N42 N44 K Chord Beame A500 RND T ical 78 M80 N43 N44 K Z-Bar Beame A500 RND T ical 79 M81 N44 N45 K Chord Beame A500 RND Typical 80 M82 N33 N32 K Z-Bar Beam HSS Pie A500 RND Typical 81 M83 N46 N31 K Z-Bar Beam HSS Pie A500 RND Typical 82 M84 N47 N34 K Chord Beam HSS Pie A500 RND Typical 83 M85 N47 N23 K Chord Beam HSS Pie A500 RND Typical 84 M86 N48 N22 K Chord Beam HSS Pie A500 RND Typical 1851 M87 N49 N1 K Chord Beam HSS Pie A500 RND Typical 1861 M88 N50 N1 K Chord Beam HSS Pie A500 RND T ical 1871 M89 N51 N28 K Chord Beam HSS Pie A500 RND Typical RISA-31D Version 23 [ 40x79.5x15 K&W Concrete 24BB - Glen... Page 3 Company Big Top Manufacturing 2/19/2026 IIRISA Designer Dadrian D. 2:29:17 PM Job Number : 226-029 Checked By: H NEMETSCHEK COMPANY Model Name : 40x79.5xl 5 K&W Concrete - Gle Hot Rolled Steel Design Parameters I ahpl ghanp i pnoth fffl I h v-u fftl Lcomo too Iftl Lcomo bot fftl L-Toroue Iftt K v-v K z-z Channel Conn. a fitl Function 1 M1 i Chord 2.294 6.8 6.8 6.8 6.8 0.7 0.7 N/A NIA Lateral 2 M2 Chord 2.028 6.8 6.8 6.8 6.8 0.7 0.7 N/A N/A Lateral 3 M3 Chord 1.657 6.8 6.8 6.8 6.8 0.7 0.7 N/A N/A Lateral 4 M4 Chord 1.852 3.4 3.4 3.4 3.4 0.7 0.7 N/A N/A Lateral 5 M5 Chord 1.935 1 3.4 3.4 3.4 3.4 0.7 0.7 N/A N/A Lateral 6 M6 Chord 1.763 6.6 6.6 6.6 6.6 0.7 0.7 N/A N/A Lateral 7 M7 Chord 1.768 1 6.6 6.6 6.6 6.6 0.7 0.7 N/A N/A Lateral 8 M8 Chord 1.699 6.6 6.6 6.6 6.6 0.7 0.7 N/A N/A Lateral 9 M9 Chord 2.267 6.6 6.6 6.6 6.6 0.7 0.7 N/A N/A Lateral 10 M10 Chord 4.48 5.3 5.3 5.3 5.3 0.7 0.7 N/A N/A Lateral 11 • M11 Chord 1.861 6.5 6.5 6.5 6.5 0.7 0.7 N/A N/A Lateral 12 _ M12 Chord 1.899 6.5 6.5 6.5 6.5 0.7 0.7 N/A N/A Lateral 13 M13 Z-Bar 2.559 Lbvv 0.7 0.7 N/A N/A Lateral 14 M15 Chord 3.504 12.4 12.4 12.4 12.4 0.7 0.7 N/A N/A Lateral 15 M16 Chord 3.597 1 5.3 5.3 5.3 5.3 0.7 0.7 N/A N/A Lateral 16 M17 Chord 2.518 5.3 5.3 5.3 5.3 0.7 0.7 N/A N/A Lateral 17 M18 Chord 2.157 6.6 6.6 6.6 1 6.6 0.7 0.7 N/A N/A Lateral 18 M19 Chord 3.086 6.6 6.6 6.6 6.6 0.7 0.7 N/A N/A Lateral 19 M20 Chord 2.664 3.4 3A 3.4 3.4 0.7 0.7 N/A N/A Lateral 20 M21 Chord 2.748 6.8 6.8 6.8 6.8 0.7 0.7 N/A N/A Lateral 21 M22 Chord 4.33 6.8 6.8 6.8 6.8 0.7 0.7 N/A N/A Lateral 221 M23 Truss Base 1.802 Lbvy 0.7 0.7 N/A N/A Lateral 231 M24 Z-Bar 2.917 Lb 0.7 0.7 N/A N/A Lateral 241 M25 Z-Bar 2,719 Lbyy 0.7 0.7 N/A N/A Lateral 25 M26 Z-Bar 1.802 Lbvy 0.7 0.7 NIA N/A Lateral 26 M27 Z-Bar 2.388 Lbyy 0.7 0.7 N/A N/A Lateral 271 M28 Z-Bar 2.414 Lbvv 0.7 0.7 N/A N/A Lateral 281 M29 Z-Bar 1.802 Lbyy 0.7 0.7 N/A N/A Lateral 29 M30 Z-Bar 2.443 LbYY 0.7 0.7 N/A N/A Lateral 30 M31 Z-Bar 2.33 LbYY 0.7 0.7 N/A N/A Lateral 31 M32 Z-Bar 1.803 Lb 0.7 0.7 N/A N/A Lateral 32 M33 Z-Bar 2.4.01 Lbyy 0.7 0.7 N/A MIA Lateral 331 M34 Z-Bar 2.446 L-bvY 0.7 0.7 N/A N/A Lateral 341 M35 Z-Bar 1.802 LbYY 0.7 0.7 N/A N/A Lateral 35 M36 Z-Bar 2.853 Lbyy 0.7 0.7 N/A N/A Lateral 36 M37 Z-Bar 1.802 Lbyy 0.7 0.7 N/A N/A Lateral 37 M38 Z-Bar 3.149 Lbyv 0.7 0.7 N/A N/A Lateral 38 M39 Z-Bar 2.538 Lbyy 0.7 0.7 N/A N/A Lateral 39 M40 Z-Bar 2.621 Lbyy 0.7 0.7 N/A N/A Lateral 40 M41 Z-Bar 2,487 Lbvv 0.7 0.7 N/A N/A Lateral 41 M42 Z-Bar 2.605 Lbyy 0.7 0.7 N/A N/A Lateral 42 M43 Z-Bar 2.917 Lbyy 0.7 0.7 N/A N/A Lateral 43 M44 Chord 2.294 6.8 6.8 6.8 6.8 0.7 0.7 N/A N/A Lateral 44 M45 Chord 2.518 5.3 5.3 5.3 5.3 0.7 1 0.7 N/A N/A Lateral 45 M46 Chord 1.935 3.4 3.4 3A 3.4 0.7 0.7 N/A N/A Lateral 46 M47 Z-Bar 3.149 Lbyy 4 0.7 0.7 N/A N/A Lateral 47 M48 Z-Bar 1,803 Lb 0.7 0.7 N/A N/A Lateral 48 M49 Chord 1.763 6.6 1 6.6 6.6 6.6 0.7 0.7 N/A N/A Lateral 49 M50 Chord 4.48 5.3 1 5.3 5.3 5.3 0.7 0.7 N/A N/A I Lateral 50 M51 Chord 2.267 6.6 6.6 6.6 6.6 0.7 0.7 N/A N/A Lateral 51 M52 Chord 1 3.597 1 5.3 5.3 5.3 5.3 0.7 0.7 N/A N/A Lateral 52 M53 Z-Bar 2.446 Lbyy 0.7 0.7 N/A N/A Lateral 53 M54 Z-Bar 2.572 Lbyy 0.7 0.7 M/A N/A Lateral 54 M55 Z-Bar 1.802 Lbyy 0.7 0.7 N/A N/A Lateral 55 M57 Chord 2.157 6.6 6.6 1 _ 6.6 6-6_ 0.7 0.7 N/A N/A Lateral RISA-31D Version 23 [ 40x79.5xl5 K&W Concrete 24BB - Glen... Page 4 Company Big Top Manufacturing 2/19/2026 IIRISA Designer Dadrian D. 2:29:17 PM Job Number : 226-029 Checked By ANENIETSCHEKCOMPANY Model Name : 40x79.5xl5 K&W Concrete - Gle... Hot Rolled Steel Desi n Parameters Continued -1-1 o�- I - --&L. r4l i h .... f41 I .. r. i...n rf l I n n L.n+ rf+l I -Tnrn ua fffl K kr..0 K 7a C:hannal Cnnn n M Function 56 M58 Z-Bar 2.853 LbYY 0.7 0.7 N/A N/A I Lateral 571 M59 Z-Bar 2.621 Lbvy 0.7 0.7 N/A N/A I Lateral 581 M60 Chord 3.086 6.6 6.6 6.6 6.6 0.7 0.7 N/A N/A Lateral 59 M61 Z-Bar 2.44.3 Lbyy 0.7 0.7 N/A N/A Lateral 601 M62 Z-Bar 1.802 Lb 0.7 0.7 N/A N/A Lateral 611 M63 Chord 4.33 6.8 6.8 6.8 6.8 0.7 0.7 N/A N/A Lateral 62 M64 Chord 1.908 6.5 6.5 6.5 6.5 0.7 0.7 N/A N/A Lateral 631 M65 Truss Base 1.802 Lbyy 0.7 0.7 N/A N/A Lateral 64 M66 Chord 1.657 6.8 6.8 6.8 6.8 0.7 0.7 N/A N/A Lateral 651 M67 Z-Bar 1.802 Lbvv 0.7 0.7 N/A N/A Lateral 661 M68 Chord 2.028 6.8 6.8 6.8 6.8 0.7 0.7 N/A N/A Lateral 67 M69 Chord 2.748 6.8 I 6.8 6.8 6-8 0.7 0.7 N/A N/A Lateral 681 M70 Z-Bar 2.414 Lb 0.7 0.7 N/A N/A Lateral 691 M71 I Chord 2.664 3.4 3.4 3.4 3.4 0.7 1 0.7 N/A N/A Lateral 701 M72 I Z-Bar 2.719 LbYv 0.7 0.7 N/A N/A Lateral 71 M73 Z-Bar 2.388 Lb 0.7 0.7 N/A N/A Lateral 72 M74 Z-Bar 2.605 1 Lb 0.7 0.7 N/A N/A Lateral '73 M75 Z-Bar 2.487 Lbyy 0.7 0.7 N/A N/A lateral '74 M76 Chord 1.861 6.5 6.5 6.5 6.5 0.7 0.7 N/A NIA Lateral '75 M77 Chord 1.852 3.4 .3A 3.4 3.4 0.7 0.7 N/A NIA Lateral '76 M78 Z-Bar 2.33 0.7 0.7 N/A N/A Lateral 771 M79 Chord 1.768 6.6 __Lbjy 6.6 6.6 6.6 0.7 0.7 N/A N/A Lateral '781 M80 I Z-Bar 2.401 LbYY 0.7 0.7 N/A N/A Lateral '791 M81 I Chord 1.699 6.6 6.6 6.6 6-6 0.7 0.7 N/A N/A Lateral 801 M82 I Z-Bar 2.538 Lbyy 0.7 0.7 N/A N/A Lateral .81 MB3 Z-Bar 1.802 Lbyy 0.7 03 N/A N/A Lateral 82 M84 Chord 3.504 12.4 12.4 12.4 12.4 0.7 0.7 N/A N/A Lateral 83 M85 Chord 3.56 12.4 12.4 12.4 12.4 0.7 0.7 N/A N/A Lateral 84 M86 Chord 1.849 6.5 6.5 6.5 6.5 0.7 0.7 NIA N/A Lateral 85 M87 Chord 1.895 6.5 6.5 6.5 6.5 0.7 0.7 N/A N/A Lateral 86 M88 Chord 1.904 6.5 6.5 6.5 6.5 0.7 0.7 N/A N/A Lateral 871 M89 Chord 1.849 6.5 6.5 6.5 6.5 0.7 0.7 N/A N/A Lateral Design Size and Code Check Parameters _ Label Max Axial/Bending Chk Max Shear Chk Typical 1 1 1 1 _ Member Point Loads No Data to Print... 7771 Member Distributed Loads (BLC 1 : DL n.eu r 1-4: b urui C-4 Ra---;+...4e rL fff fw 4cf 4_ff/frl t+srt I nrofinn lift O/11 Fnri I nrafinn fffi Of.11 1 M66 Y -0.01 -0.01 0 %100 21 M1 Y -0.01 -0.01 0 %100 31 M2 Y -0.01 -0.01 0 %100 4 M3 Y -0.01 -0.01 0 %100 5 M44 Y -0.01 -0.01 0. %100 61 M68 Y -0.01 -0.01 0 %100 71 M5 Y -0.01 -0.01 0 %100 8 M6 Y -0.01 -0.01 0 %100 9 M7 Y -0.01 -0.01 0 %100 10 M46 Y -0.01 -0.01 0 %100 11 M49 Y -0.01 1 -0.01 0 %100 RISA-3D Version 23 [ 40x79.5xl5 K&W Concrete 24BB - Glen... Page 5 Company Big Top Manufacturing 2/19/2026 IIRISA Designer Dadrian D. 2:29:17 PM Job Number . 226-029 Checked By : A NEMETSCHEK COMPANY Model Name : 40x79.5xl5 K&W Concrete - Gle Member Disfributed Loads (BLC 1 : DL Continued n._-.a___:...r., n.fu C i.s L wlwi c: .A RA., n;+,Sao nrl& G I-f 4_01H1 Ctnrt I nratinn rift 0/11 Fnd I nratinn rrft °Gil 12 M79 a Y T 0.01 - - - ----0.01 0 %100 13 M4 Y -0.01 -0.01 0 %100 14 M77 Y -0.01 -0.01 0 %100 15 M8 Y -0.01 -0.01 0 %100 16 M9 Y -0.01 -0.01 0 %100 17 M51 Y -0.01 -0.01 0 %100 18 M81 Y -0.01 -0.01 0 %100 191 M10 Y -0.01 -0.01 0 %100 201 M50 Y -0.01 -0.01 0 %100 211 Mil Y -0.01 -0.01 0 %100 22 M86 Y -0.01 -0.01 0 %100 23 M12 Y -0.01 -0.01 0 %100 :24 M87 Y -0.01 -0.01 0 %100 25 M64 Y -0.01 -0.01 0 %100 261 M88 -0.01 -0.01 0 1.905 27 M76 #yy -0.01 -0.01 0 %100 28 M89 -0.01 -0.01 0 %100 Member Distributed Loads (BLC 2 : SL i_Y& r r._r i. ALI"I C...d RA.....:n.A- rL.94 C t-f 4_f+l#i C+erf I nratinn Siff °/ 11 FnH I nnatinn rift °I i 1 M5 PY -0.293 -0.293 0 %100 2 M6 PY -0.293 -0.293 0 %100 3 M7 PY -0.293 -0.293 0 %100 4 M46 PY -0.293 -0.293 0 %100 5 M49 PY -0.293 -0.293 0 %100 6 M79 PY -0.293 -0.293 0 %100 7 M8 PY -0.293 -0.293 0 %100 81 M9 PY -0.293 -0.293 0 %100 91 M51 PY -0.293 -0.293 0 %100 101 M81 PY -0.293 -0.293 0 %100 ill M10 PY 1 -0.417 -0.417 0 %100 121 M50 PY -0.417 -0.417 0 %100 131 M11 PY -0.417 -0.417 0 %100 14 M86 PY -0.417 _ -0.417 0 %.100 151 M12 PY -0.417 -0.417 0 %100 161 M87 PY -0.417 -0.417 0 %100 17 M64 PY -0.417 -0.417 0 %100 18 M88 PY -0.417 -0.417 0 1.905 _ 19 M76 PY -0.417 -0.417 0 %100 20 M89 PY -0.417 -0.417 0 %100 Member Distributed Loads (BLC 3 : WL+Z n_ru C t_..c 1. LHp1 C-A R A......;P...ln r47# C bcf Ir_AW Ctnrf I nratinn ilk °/ 11 Fnrt I nratinn lift °/.)T 11 M46 ` -0.284 - - - - - -0.284 0 %100 21 M49 -0.284 _ -0.284 0 %100 31 M51 -0.284 -0.284 0 %100 41 M77 y -0.284 -0.284 0 %100 i5l M79 V -0.284 -0.284 _ 0 %100 6 M81 v -0.284 -0.284 0 %100 7 M10 -0.275 -0.275 0 %100 8 M50 v -0.275 -0.275 0 %100 9 M1 -0.211 -0.211 0 %lD0 10 M2 -0.211 -0.211 0 %100 RISA-31D Version 23 [ 40x79.5xl5 K&W Concrete 24BB - Glen... Page 6 Company Big Top Manufacturing 2/19/2026 IIRISA Designer Dadrian D. 2:29:17 PM Job Number 226-029 Checked By A NEMETSCHEK COMPANY Model Name : 40x79.5x15 K&W Concrete - Gle... Member Distributed Loads (BLC 3 : WL+Z Continued 1-1 n:___a:.... oa_.a ea....-3..A- fLKi C Lnf L ft7f4l Cni+ Nae nu,,AJ drift F lief k-ftffft Start I nratinn r(ft °/)1 Fnd I ocatlon r(ft. %)I 11 M3� -0.211 -0.211 0 %100 12 M4 -0.211 -0.211 0 %100 13 M5 Y -0.211 -0.211 0 %100 14 M6 -0.211 -0.211 0 %100 15 M7 Y -0.211 -0.211 _ 0 %100 16 M8 Y -0.211 -0.211 0 %100 17 M9 -0.211 -0.211 0 %100 18 M68 Y 0.023 0.023 0 %100 19 M44 Y 0.023 0.023 0 %100 20 M66 Y -0.284 -0.284 0 %100 21 M11 -0.275 -0.275 0 %100 22 M86 -0.275 -0.275 0 %100 23 M12 -0.275 -0.275 0 %100 24 M87 -0.275 -0.275 0 %100 25 M64 Y -0.275 -0.275 0 %100 .26 M88v -0.275 -0.275 0 1.905 27 M76 -0.275 -0.275 0 %100 1281 M89 _ -0.275 -0.275 0 %100 Member Distributed Loads BLC 4 : WL-ZJ ■1---; A- YU94 C L..f I. f+ff+l C-A Rfi-nif-in WH+ F Iref Ir_ftlftT Ctnrt I nratinn riff °/ 11 Fnd I nration Tfft. °I I 1 M46 v -0.047 - - - - - - -0.047 0 %100 21 M49 Y -0.047 -0.047 0 %100 3 M51 v -0.047 -0.047 0 %100 4 M77 -0.047 -0.047 0 %100 5 M79 -0.047 -0.047 0 %100 6 M81Y -0.047 -0.047 0 %100 71 M10 -0.037 -0.037 0 %100 81 M50 -0.037 -0.037 0 %100 91 M1 0.027 0.027 0 %100 101 M2 v 0.027 0.027 0 %100 111 M3 Y 0.027 0.027 0 %100 121 M4 Y 0.027 1 0.027 0 %100 13J M5 0.027 0.027 0 %100 141 M6 0.027 _ 0.027 0 %100 151 M7 v 0.027 0.027 0 %100 161 M8 0.027 1 0.027 0 %100 17 M9 v 0.027 0.027 0 %100 18 M68 Y 0.261 0.261 0 %100 191 M44 Y 0.261 0.261 0 %100 201 M66 Y -0.047 -0.047 0 %100 211 M11 -0.037 _ -0.037 0 %100 221 M86 -0.037 -0.037 0 %100 231 M12 v -0.037 -0.037 0 %100 24 M87 Y -0.037 -0.037 0 %100 25 M64 Y -0.037 -0.037 0 %100 26 M88 Y -0.037 -0.037 0 1.905 27 M76 v -0.037 -0.037 0 %100 28 M89 I Y -0.037 -0.037 0 %100 RISA-31D Version 23 [ 40x79.5xl5 K&W Concrete 24BB - Glen... Page 7 Company Big Top Manufacturing 2/19/2026 11RISA Designer Dadrian D. 2:29:17 PM Job Number 226-029 Checked By A NEn4ETSCHEK COMPANY Model Name : 40x79.5xl 5 K&W Concrete - Gle . Basic Load Cases BLC Description Category _ Y Gravity Distributed 1 DL DL !� _ 1 _ 28 121 SL SL _ _ - _ 20- III WL+Z WL+Z -- 28 Load Combinations QI r cam..+- RI r` Pn ,+nr RI (: Far+nr RI r. Fartnr RI C Factor BLC Factor 1 IBC 21/ASCE ASD 1 Yes Y DL �1 2 IBC 21/ASCE ASD 2 1IBC' Yes Y DL 1 LL 1 LLS 1 3 21/ASCE ASD 3 b Yes Y DL 1 SL 1 SLN 1 ESEL 4 IBC 21/ASCE ASD 4 b Yes Y DL 1 LL 0.75 ILLS 0.75 0.75 SLN 0.75 5 IBC 21/ASCE ASD 5 a Yes Y DL 1 WL+Z 0.6 6 IBC 21/ASCE ASD 6 a Yes Y I DL 1 WL+Z 0.45 LL 0.75 ILLS 0.75 7 IBC 211ASCE ASD 6 b Yes Y DL 1 WL+Z 0.45 LL 0.75 LLS 0.75 SL 0.75 SLN 0.75 8 IBC 211ASCE ASD 7 Yes Y DL 0.6 WL+Z 0.6 9 IBC 21/ASCE ASD 5 a Yes Y DL 1 WL-Z 0.6 10 IBC 21/ASCE ASD 6 a Yes Y DL 1 WL-Z 0.45 LL 0.75 LLS 0.75 11 IBC 211ASCE ASD 6 b Yes Y DL 1 WL-Z 0.45 LL 0.75 LLS 0.75 SL 0.75 SLN 0-75 12 IBC 21/ASCE ASD 7 Yes Y DL 0.6 WL-Z 0.6 13 DL Y DL 1 14 SL Y SL 1 15 WL+Z Y WL+Z 1 16 W L-Z Y W L-Z 1 Member Section Forces No Data to Print.. - Member Torsion Stresses No Data to Print... Envelope Node Displacements . v r._l i n -7 K..1 I r� V o +,+;^m re-11 I (` V Rn+n+inn rrarll I (. 7 Rntntinn rrnrll I C 1 NI max 0 1 12 10.382 8 10.029 9 1 3.1.38e-5 3 0 12 0 12 21 min 0 1 1 -1.303 3 1 0 1 1 -1.579e-4 8 0 1 0 1 31 4 max 0 1 12 0.133 8 0-021 8 1.084e-3 8 0 12 0 12 4 min 0 1 -0.373 3 -0.134 3 -3.364e-3 3 0 1 0 1 5 3 max 0 12 0.108 8 0.021 8 1.212e-3 8 0 12 0 12 6 min 0 1 -0.307 3 -0.134 3 -3.188e-3 3 0 1 0 1 7 N5 max 0 12 0.133 8 0.057 8 1.224e-3 8 0 12 0 12 8 min 0 1 -0.373 3 -0.243 3 -3.411e-3 3 0 1 0 1 9 N6 max 0 1 12 10.131 8 0.08 8 7-639e-4 8 0 12 0 12 10 min 0 1 .-0.363 3 -0.302 3 -1.477e-3 3 0 1 0 1 11 N7 max 0 12 0.118 8 0.081 8 7.738e-4 8 0 12 0 12 12 min 0 1 -0.339 3 -0.303 3 -1.721 e-3 3 0 1 0 1 13 N8 max 0 12 0.129 8 0.093 8 4.764e-4 8 0 12 0 12 14 min 0 1 -0.354 3 -0.322 3 -5.095e-4 3 0 1 0 1 15 N9 max 0 12 0.124 8 0.098 8 1.182e-3 3 0 12 0 12 16 min 0 1 -0.343 3 .-0.314 3 3.815e-6 8 0 1 0 1 17 N10 max 0 12 0.123 8 1 0.1 1 8 1.093e-3 3 0 12 0 12 18 min 0 1 -0.363 3 1.-U291 8 0 1 0 1 19 N11 max 0 1 12 0.123 8 1 O.0911 8 1 2.805e-3 3 0 12 0 12 RISA-3D Version 23 [ 40x79.5xl5 K&W Concrete 24BB - Glen... Page 8 Company Big Top Manufacturing 2/19/2026 IIRISA Designer : Dadrian D. 2:29:17 PM ' Job Number : 226-029 Checked By ANEMETSCHEKCOMPANY Model Name 40x79.5xl5 K&W Concrete - Gle... Envelope Node Displacements Continued KI-I. 1 nhcl Y rinl i r. Y rinl 1 r 7 rinl LC X Rotation iradl LC Y Rotation fradl LC Z Rotation frad] LC .201 min 0 1 -0.357 3 -0.266 3 -4.561 a-4 8 0 -17 0 1 .21 N12 max 0 12 0.132 8 0.08 8 3.916e-3 3 0 _ 12 0 12 22 min 0 1 -0.403 3 -0.211 3 -8.398e-4 8 0 1 0 1 231 N13 max 0 12 0.14 8 0.094 8 4.021e-3 3 0 12 0 12 241 min 0 1 -0.441 3 -0.276 3 -8.82e-4 8 0 1 0 1 251 N14 max 0 8 0.066 8 5.277e-3 3 0 12 0 12 26 min 0 �L_0.151 1 -0.484 3 -0.154 3 -1.3e-3 8 0 1 0 1 271 N15 max 0 12 0.178 8 0.054 8 5.715e-3 3 0 12 0 12 28 min 0 1 -0.591 3 -0.105 3 -1.453e-3 8 0 1 0 1 29 N16 max 0 12 0.188 8 0.079 8 5.735e-3 3 0 12 0 12 30 min 0 1 -0.631 3 -0.205 3 -1.451 e-3 8 0 1 0 1 311 N 17 max 0 12 10.228 8 0.067 8 6.158e-3 3 0 12 0 12 321 min 0 1 -0.785 3 -0.151 31 -1.627e-3 8 0 1 0 1 33 N18 max 0 12 0218 8 0.038 8 7.678e-3 3 0 12 0 12 34 min 0 1 -0.748 3 -0.042 3 -2.22e-3 8 0 1 0 1 35 N19 max 0 12 0.281 8 0.053 8 6.017e-3 3 0 1 12 0 12 36 min 0 1 -0.974 3 -0.097 3 -1.696e-3 8 0 1 0 1 371 N20 max 0 12 0.306 8 0.042 11 3.147e-3 3 0 12 0 _ 12 381 min 0 1 -1.062 3 0.001 1 -7.323e-4 8 0 1 0 1 391 N21 max 0 12 0.34 8 0.04 8 3.905e-3 3 0 12 0 12 40 min 0 1 -1.18 3 -0.042 3 -1.166e-3 8 0 1 0 1 411 N22 max 0 12 0.357 8 0.043 11 2.955e-3 3 0 12 0 12 42 min 0 1 -1.238 3 0.001 1 -9.183e-4 8 0 1 0 1 43 N23 max 0 12 0.376 8 0.033 8 1.339e-3 3 0 12 0 12 44 min 0 1 -1.292 3 -0.011 3 -5.042e-4 8 0 1 0 1 45 N25 max 0 12 0.13 8 10.243 3 3.411 a-3 3 0 _ 12 0 12 46 min 0 1 -0.373 3 -0.052 8 -6.189e-4 8 0 1 0 1 47 N26 max 0 12 0.135 8 0.329 3 5.267e-4 8 0 12 0 12 481 min 0 1 1 -0.363 3 -0.059 8 -1.093e-3 3 0 1 0 1 491 N27 max 0 12 0.126 8 0.322 3 6.687e-4 11 0 12 0 12 501 min 0 1 -0.354 3 -0.06 8 1.83e-5 1 0 1 0 1 51 N28 max 0 12 0.372 8 0.037 8 6.687e-4 8 0 12 0 12 52 min 0 1 -1.238 3 -0.027 3 -2.984e-3 3 0 1 0 1 53 N29 max 0 12 0.217 8 0205 3 1.608e-3 8 0 12 0 12 54 min 0 1 -0.631 3 -0.019 8 -5.735e-3 3 0 1 0 1 55 2 max 0 12 10,117 .8 0.134 3 3.188e-3 3 0 12 0 12 56 min 0 1 -0.307 3 -0.03 8 -6258e-4 8 0 1 0 1 57 N31 max 0 12 0.258 8 0.151 3 1.642e-3 8 0 12 0 12 581 min 0 1 -0.785 3 -0.004 8 -6.158e-3 3 0 1 0 1 591 N32 max 0 1 12 0.33 8 0.04 8 5.116e-4 8 0 12 0 12 �601 min 1 0 1 1 -1.062 3 -0.025 3 -3.142e-3 3 0 1 0 1 161 N33 max t 0 12 10.309 8 0.0971 3 1.568e-3 8 1 0 12 0 12 162 min 0 1 -0.974 3 0.004 1 -6.018e-3 3 0 1 0 1 63 N34 max 0 12 0.359 8 0.056 11 9.207e-4 8 0 12 0 12 164 min 0 1 -1.18 3 0.002 1 -3.902e-3 3 0 1 0 1 65 1 max 0 12 0.13 8 0.134 3 3.364e-3 3 0 12 0 12 166 min 0 1 -0.373 3 -0.03 8 -7.096e-4 8 0 1 0 1 1671 N38 max 0 12 0.128 8 0.302 3 1.488e-3 11 0 12 0 12 �681 min 0 1 -0.363 3 -0.06 8 2.2e-6 8 0 1 0 1 69 N39 max 0 12 0.127 8 0.303 3 1.72le-3 3 0 12 0 12 70 min 0 1 -0.339 3 -0.06 8 -1.849e-4 8 0 1 0 1 71 N40 max 0 12 0.125 8 0.314 3 5.405e-4 8 0 12 0 12 72 min 0 1 -0.343 3 -0.053 8 -1.182e-3 3 0 1 0 1 73 N41 max 0 12 0.1321 8 10.266 3 9.168e-4 8 0 12 0 12 74 min 0 1 -0.357 3 -0.037 8 F -2.805e-3 3 0 1 0 1 RISA-3D Version 23 [ 40x79.5xl 5 K&W Concrete 24BB - Glen... Page 9 Company Big Top Manufacturing 2/19/2026 Desgner2:29:17 PM IIRISAjob 1Number : 2226-r029 ian D Checked By A NEMETSCHEK COMPANY Model Name : 40x79.5x15 K&W Concrete - Gle... Envelope Node Displacements Continued v r:_i i n v r:..i i r` 7 n-i I r, V D ,+�+i. rrnrli 1 r` V Rnfntinn rrnHl I r` 7 Rntatinn fmdl LC 75 ,v N42 Nv max 0 12 0.148 8 10.211 3 1.222e-3 8 0 2 0 12 76 min 0 1 -0.403 3 -0.019 8 -3.916e-3 3 0 Fil 0 1 77 N43 max 0 12 0.161 8 0.276 3 1.26e-3 8 0 2 0 12 78 min 0 1 -0,441 3 -0.04 8 -4,021e-3 3 0 1 0 1 79 N44 max 0 12 0.173 8 0.154 3 1.568e-3 8 1 0 12 0 12 801 min 0 1 1 -0.484 3 -0.004 8 -5.277e-3 3 1 0 1 0 1 811 N45 max 0 1 12 0.205 8 0.105 3 1.645e-3 8 0 12 0 12 821 min 0 1 -0.591 3 0.005 1 -5.715e-3 3 0 1 0 1 831 N46 max 0 12 0248 8 0.056 11 2.18e-3 8 0 12 0 12 841 min 0 1 -0.748 3 0.002 1 -7.679e-3 3 0 1 0 1 851 N47 max 0 12 0.383 8 0.033 11 1.932e-4 8 0 12 0 12 861 min 0 1 -1.292 3 0.001 1 -1.34e-3 3 0 1 0 1 87 K max 1 0 12 1 0 12 0 12 0 12 0 12 0 12 88 min 0 1 0 1 0 1 1 0 1 0 1 0 1 69 N48 max 0 12 0.336 8 0.0451 11 4.312e-3 3 0 12 0 12 90 min 0 1 -1.163 3 0.001 1 -1.304e-3 8 0 1 0 1 91 N49 max 0 12 0.379 8 0.034 11 1.367e-3 3 0 12 0 12 92 min 0 1 -1.299 3 0.001 1 -5.166e-4 8 0 1 0 1 93 M50 max 0 12 0.386 8 0.033 8 1.933e-4 8 0 12 __0 12 94 min 0 1 -1.3 3 -0.016 3 -1.364e-3 3 0 1 0 1 95 N51 max 0 12 - 0.355 8 0.04 8 1.056e-3 8 0 12 0 12 96 min 0 1 -1.163 3 -0.03 3 -4.307e-3 3 0 1 0 1 Envelope Member Section Forces A,.:_in.l I r ., Qhen.rl.1 I t, , z3, ,rlrl I (` TnrmiarL-_ftl I (. v-v Mnmantfk-ffl I C 7-7 Mnmentrk-ftl LC 1 M1 v v1 v max 10.008 12 0.163 7 0 12 0 12 0 12 0.125 3 2 min -0-12-2 3 -0.022 12 0 1 0 1 0 1 -0.011 12 3 2 max 0.004 12 0.108 7 0 12 0 12 0 12 0.064 3 4 min -0.13 3 -0.012 12 0 1 0 1 0 1 -0.031 8 5 3 max -0.001 12 0,108 3 0 12 0 12 0 12 0.003 11 6 min -0.137 3 -0.033 8 0 1 0 1 0 1 -0.033 5 7 4 max -0.005 12 0.108 3 0 12 0 12 0 12 0.007 8 8 min -0.145 3 -0.106 8 0 1 0 1 0 1 -0.06 3 9 5 max -0.01 12 0,108 3 0 12 0 12 0 12 0.088 8 10 min -0.152 3 -0.178 8 0 1 0 1 0 1 -0.122 3 111 M2 I 1 max 1.848 8 0.141 8 0 12 0 12 0 12 0.076 8 12 min -8.052 3 -0.02 9 0 1 0 1 0 1 -0.083 3 131 1 2 max 1.844 8 0.077 8 0 12 0 12 0 12 0.021 8 141 1 min -8.059 3 -0.012 9 0 1 0 1 0 1 -0.083 3 151 1 3 max 1.84 8 0.012 8 0 12 0 12 0 12 0,006 12 16 min -8.066 3 -0-003 9 0 1 0 1 0 1 -0.083 3 171 1 4 max 1.836 8 0.005 12 0 12 0 12 0 12 0.008 8 18 min -8.072 3 -0.052 5 0 1 0 1 0 1 -0.084 3 19 5 max 1.832 8 . 0.013 12 0 1 12 0 12 0 12 0.051 8 20 min -8.079 3 -0.116 5 0 1 0 1 0 1 -0.084 3 21 M3 1 max 1.856 8 0.094 5 0 12 0 12 _ 0 12 0.035 8 22 min -8,144 3 -0.013 12 0 1 0 1 0 1 -0.039 3 23 2 max 1.853 8 0.041 7 0 12 0 12 0 12 0-007 1 8 24 min -8.149 3 -0.006 12 0 1 0 1 0 1 -0.045 3 251 1 3 max 1.85 8 0.015 3 0 12 0 12 0 12 0.003 12 26 min -8.155 3 -0.011 8 0 1 0 1 0 1 -0.051 3 27 4 max 1,846 8 0.017 11 0 12 0 12 0 12 0.016 8 28 min -8.16 3 -0.064 8 0 1 0 1 0 1 -0.057 3 29 5 max 1..843 8 0,022 11 0 12 0 12 0 12 0.054 8 30 min -8.166 3 -0.116 8 0 1 0 1 0 1 -0.063 3 RISA-3D Version 23 [ 40x79.5x15 K&W Concrete 24BB - Glen... Page 10 Company Big Top Manufacturing 2/19/2026 II 2:29:17 PM 1 R15A ob (Number : 2226 r029 D Checked By H NEMETSCHEK COMPANY Model Name 40x79.5xl5 K&W Concrete - Gle . Envelope Member Section Forces Continued K limmhcr Cor AvialrkT I r. v Rhparrkl I C 7 Shearrkl LC Torauefk-fti LC v-v Moment[k-ftl LC z-z Moment[k-ftj LC 31 M4 v V1 r max 1 3.089 8 0.106 8 1 0 0 12 0 12 0 12 0.049 1 8 32 min -11.37 3 -0.02 9 1 1 0 1 0 1 -0.047 3 33 2 max 3.085 8 0.062 7 0 12 0 12 0 12 0.013 8 34 min • 11.37 3 -0.01 12 0 1 0 1 0 1 -0.062 3 35 3 max 3.082 8 0.037 3 0 12 0 12 0 12 0.006 12 36 min • 11.381 3 -0.009 8 0 1 0 1 0 1 1 -0.079 3 37 4 max 3.078 8 0.039 3 0 12 0 12 0 12 0.022 8 38 min • 11.38 3 -0.067 8 0 1 0 1 0 1 -0.097 3 39 5 max 3.075 8 0.04 3 0 12 0 12 0 12 0.067 8 40 min -11.39 3 -0.125 8 0 1 0 1 0 1 -0.115 3 41 1 M5 1 max 3.089 8 0.123 8 0 12 0 12 0 1 12 0.063 8 42 min •-11.43 3 -0.104 3 0 1 0 1 0 1 -0.119 3 431 2 max 3.086 8 0-063 8 0 12 0 12 0 12 0.018 8 441 min -11.501 3 -0.061 3 0 1 0 1 0 1 -0.079 .3 451 3 max 1 3.083 8 0.004 8 1 0 12 0 12 0 12 0.006 12 461 min -11.57 3 -0.019 3. 0 1 0 1 0 1 -0.059 3 471 4 max 3.079 8 0.026 11 0 12 0 12 0 12 0.014 8 481 min -11.63 3 -0.055 8 0 1 0 1 0 1 -0.061 3 491 max 3.076 8 0.067 3 0 12 1 0 12 0 12 0.055 8 501 1 min -11.70 3 -0.114 8 0 1 0 1 0 1 -0.083 3 51 1 M6 1 1 max 2.604 8 0.114 8 0 12 0 12 0 12 0.057 8 521 1 min -8.885 3 -0.154 3 0 1 0 1 0 1 -0.104 3 53 2 max 12.602 .8 0.061 8 0 12 0 12 0 12 0.018 8 54 min -8.953 3 -0.081 3 0 1 0 1 0 1 -0.053 3 551 1 3 max 2.599 8 0.007 8 0 12 0 12 0 12 0.006 12 561 min -9.021 3 -0.007 3 0 1 0 1 0 1 -0.033 3 571 4 max 2.597 8 0.067 3 0 12 0 12 0 12 0.012 8 58 min -9.089 3 -0.046 8 0 1 0 1 0 1 -0-047 3 59 _ 5 max 2.595 8 0.141 3 0 12 0 12 0 12 0.044 8 60 min -9.158 3 -0.099 8 0 1 0 1 0 1 -0.092 3 61 M7 1 max 2-56 8 0.107 8 0 12 0 12 0 12 0.055 8 62 min -9.044 3 -0.224 3 0 1 0 1 0 1 -0.142 3 63 2 max 2.559 8 0.055 8 0 12 0 12 0 12 0.02 8 641 min -9.102 3 -0.12 3 0 1 0 1 0 1 -0.066 3 .651 3 max 2.557 8 0.002 8 0 12 0 12 0 12 0.007 12 66 min -9.159 3 -0.015 0 1 0 1 0 1 -0.036 3 67 4 max 2.555 8 0.089 3 0 12 0 12 0 12 0.018 8 68 min -9.217 3 -0.051 8 0 1 0 1 0 1 -0.053 3 69 5 1 max 2.554 8 0.193 3 0 12 0 12 1 0 12 0.052 8 70 1 1 min -9.275 3 -0-104 8 0 1 0 1 0 1 -0.115 3 71 M8 1 max 0.596 12 0.135 8 0 12 0 12 0 12 0.065 8 72 min -2.179 3 -0.31 3 0 1 0 1 0 1 -0.162 3 73 2 max 0.594 12 0.085 8 0 12 0 12 0 12 0.019 8. 74 min -2.227 3 -0.2 3 0 1 0 1 0 1 -0.053 3 7.5 3 max 0.593 12 0.034 8 0 12 0 12 0 12 0.01 11 76 min -2275 3 -0.091 3 0 1 0 1 0 1 -0.007 8 77 4 max 0.592 12 0.023 11 0 12 0 12 0 12 0.024 3 78 min -2.323 3 -0.017 8 0 1 0 1 0 1 -0.01 8 79 5 max 0.59 12 0.128 3 0 12 0 12 0 12 0.008 8 80 min -2.371 3 -0.068 1 8 0 1 0 1 0 1 -0.01 11 81 M9 1 max 0.589 12 0.089 8 0 12 0 12 0 12 0.028 8 82 min -2.288 3 -0.21 3 0 1 0 1 0 1 -0.083 3 83 2 max 0.587 12 0.021 8 0 1 12 0 12 0 12 0.007 9 84 min -2,34E 3 -0.057 3 0 1 0 1 0 1 -0.007 7 85 3 max 0.586 12 0.095 3 0 12 0 12 12 0-013 9 RISA-3D Version 23 [ 40x79.5xl5 K&W Concrete 24BB - Glen... Page 11 Company Big Top Manufacturing 2/19/2026 IIRISA Designer : Dadrian D. 2:29:17 PM Job Number : 226-029 Checked By A NEMETSCHEKCOKIPANY Model Name : 40x79.5xl5 K&W Concrete -Gle-. Envelope Member Section Forces (Continued) _ KAcmhcr cote Aviatrkl i r` v Shaarrkl i C 7 .^tihasarTkl LC Thmua[k-ftl LC v-v Momentfk-fti LC z-z Moment[k-ftl LC 861 1 min -2.403 3 -0.047 8 0 1 0 1 0 1 1 -0.018 3 87 4 max 0.584 12 0.247 3 0 12 0 12 0 12 0.05 8 88 min -2.46 3 -0.114 8 0 1 0 1 0 1 -0.115 3 891 5 max 0.583 12 0.4 3 0 12 0 12 0 12 0.133 8 90 min -2.518 3 -0.182 8 0 1 0 1 0 1 -0.299 3 91 M10 1 max 6.991 3 0.362 8 0 12 0 12 1 0 12 0.255 8 92 min -2.125 8 -0.925 3 0 1 0 1 0 1 -0.645 3 93 2 max 6.868 3 0,186 8 0 12 0 1 12 0 12 0.14 3 94 min -2.127 8 -0.477 3 0 1 0 1 0 1 -0.052 8 95 3 max 6.745 3 0.009 8 0 12 0 12 0 12. 0.423 3 96 min -2.129 8 -0.028 3 0 1 0 1 0 1 -0.161 8 971 4 max 6.622 3 0.42 3 0 12 0 12 0 12 0.204 3 98 min -2.132 8 -0.167 8 0 1 0 1 0 1 -0.072 8 991 5 max 16.499 3 0,869 3 0 12. 0 12 0 12. 0.214 8 100 min -2.134 8 -0.343 8 0 1 0 1 0 1 -0.518 3 101 M11 1 max 11.528 3 0.24 8 0 12 0 12 0 12 0.159 8 102 min -3.548 8 -0.61 3 0 1 0 1 0 1 -0.381 3 103 2 max 11.494 3 0,167 8 0 12 0 12 0 12 0.065 8 104 min -3.549 8 -0.416 3 0 1 0 1 0 1 -0.143 3 105 3 max 11.459 3 0.093 8 0 12 0 12 0 12 0.006 7 1061 min -3.55 8 -0.221 3 0 1 0 1 0 1 0 1 1071 4 max 11.424 3 0.021 5 0 12 0 12 0 12 0.064 3 108 min -3.55 8 1 -0.027 3 0 1 0 1 0 1 -0.022 8 109 5 max 11.39 3 0.167 3 0 12 0 12 0 12 0.031 3 110 min -3.551 8 -0.053 8 0 1 0 1 0 1 -0.016 5 111 M12 1 max 13.795 3 0.204 8 0 12 0 12 0 12 0.081 5 112 min -4.312 8 -0.545 3 0 1 0 1 0 1 -0.187 3 113 2 max 13.78 3 0.129 8 1 12 0 12 0 12 0.023 3 114 min -4.312 8 1 -0,342 3 0 1 0 1 0 1 .0.002 8 115 3 max 13.765 3 0.055 5 0 12 0 12 0 12 0.137 3 116 min 4.312 8 -0.139 3 0 1 0 1 0 1 -0.042 8 117 4 max 1 13.75 3 0.064 3 0 12 0 12 0 12 0.155 3 118 min -4.312 8 -0.02 8 0 1 0 1 0 1 -0.05 8 119 5 max 13.735 3 0.268 3 0 12 0 12 0 12 0.076 3 120 min -4.313 8 -0.095 8 0 1 0 1 0 1 -0.024 5 121 M13 1 max 0.199 3 0,004 8 0 12 0 12 0 12 0.005 3 12-2 min -0.21 5 -0,011 3 0 1 0 1 0 1 -0.001 9 123 2 max 0.2 3 0.004 8 0 12 0 12 0 12 0.011 3 124 min -0.209 5 -0.01 3 0 1 0 1 0 1 -0.002 8 12-5 3 max 0.201 3 0.005 8 0 12 0 12 0 12 0.018 3 126 min -0.208 5 -0.009 3 0 1 0 1 0 1 -0,004 8 127 4 max .0,202 3 0.005 5 0 12 0 12 0 12 0.023 3 128 min -0.207 5 -0.008 3 0 1 0 1 0 1 -0.007 8 129 5 max 0.203 3 0.006 5 0 12 0 12 0 12 0.028 3 130 min -0.206 5 -0.008 3 0 1 0 1 0 1 -0.011 8 131 M 15 1 max 1.487 8 0.001 3 0 12 0 12 0 12 0.073 3 132 min -9.154 3 -0.007 5 0 1 0 1 0 1 -0.022 8 133 2 1 max 1.487 8 0.004 3 0 12 0 12 0 12 0.07 3 134 min -9.154 3 -0.004 5 0 1 0 1 0 1 -0.018 8 135 3 max 1.487 8 0.007 3 0 12 0 12 0 12 0.065 3 136 min -9.154 3 -0.002 8 0 1 0 1 0 1 -0.016 8 137 4 max 1.487 8 0.01 3 0 12 0 12 0 12 0.058 3 138 min -9.153 3 0 8 0 1 0 1 0 1 -0.015 8 139 5 max 1.487 8 0.012 3 0 12 0 12 0 12 0,049 1 3 1401 min -9.153 3 0.001 8 0 1 0 1 0 1 -0.016 15 RISA-3D Version 23 [ 40x79.5xl5 K&W Concrete 24BB - Glen... Page 12 Company Big Top Manufacturing 2/19/2026 '' ���� Designer Dadrian D. 2:29:17 PM fob Number : 226-029 Checked By ANEMETSCHEKCordPANY Model Name : 40x79.5xl5 K&W Concrete - Gle... _Envelope Member Section Forces (Continued) RAcmhor Ccr axiairkl 1(' u fihaarrkl IC 7 ShearTkt LC Torauerk-ftl LC v-v Moment[k-ftl LC z-z Moment[k-ft] LC 1411 M16v m v1 V ax 0.441 8 -0.001 8 0 12 0 12 0 12 0.044 3 142 min -5.433 3 -0.008 3 0 1 0 1 0 1 -0.012 5 1432 max 0.441 8 0 8 0 12 0 12 0 12 0.05 3 1441 1 min -5.432 3 -0.0.05 3 0 1 0 1 0 1 -0.011 8 145 3 max 0.442 8 0.002 .8 0 12 0 12 0 12 0.053 3 1461 1 min -5.432 3 -0.002 3 0 1 0 1 0 1 -0.012 8 1471 1 4 max 0.442 8 0.005 5 0 12 0 12 0 12 0.054 3 1481 1 min -5.431 3 0.001 3 0 1 0 1 0 1 -0.014 8 149 5 max 0.442 8 1 0.007 5 0 12 0 12 0 12 0.052 3 150 min -5.431 3 0.003 12 0 1 0 1 0 1 -0.019 5 151 M17 1 max 2.234 3 0.065 1 3 0 12 0 12 0 12 0.09 3 1521 min -1.716 8 -0.027 5 0 1 0 1 0 1 -0.03 8 1531 2 max 2.235 3 0.067 3 0 12 0 12 0 12 0.049 3 1541 min -1.715 8 -0.026 8 0 1 0 1 0 1 -0.013 8 1551 1 3 max 2.2351 3 0.069 3 0 12 0 12 0 12 0.006 7 1561 min -1.715 8 -0.025 8 0 1 0 1 0 1 0.001 1 1571 4 max 2.236 3 0.071 3 0 12 0 12 0 12 0.018 8 1581 min -1.715 8 -0.024 8 0 1 0 1 0 1 -0.038 3 1591 5 max 2.236 3 0.073 3 0 12 0 12 0 12 0.033 8 1601 min -1.714 8 -0.023 8 0 1 0 1 0 1 -0.084 3 1611 M18 1 max 2.433 1 3 0.07 3 0 12 0 12 0 12 0.061 3 1621 min -1.777 8 -0.019 8 0 1 0 1 0 1 -0.012 8 1631 1 2 max 2.433 3 0.072 3 0 12 0 12 0 12 0.023 1641 1 min -1.777 8 -0.018 8 0 1 0 1 0 1 -0.002 8 1651 1 3 max 2.434 3 0.073 3 0 12 0 12 0 12 0.007 8 1661 1 min -1.776 8 -0.017 8 0 1 0 1 0 1 -0.017 3 167i 4 max 2.435 3 0.075 3 0 12 0 12 0 12 0.016 8 168 min -1.776 8 -0-016 8 0 1 0 1 0 1 -0.057 3 169 5 max 2.435 3 0.076 1 3 0 12 0 12 0 12 0.025 8 170 min -1.775 8 -0.015 8 0 1 0 1 0 1 -0.097 3 171 M19 1 max 11.099 3 0.056 3 0 12 0 12 0 12 0.042 1 3 172 min -4.207 8 -0.022 5 0 1 0 1 0 1 -0.015 8 173 2 max 11.101 3 0.058 3 0 12 0 12 0 12 0.004 9 174 min -4.206 8 -0.02 8 0 1 0 1 0 1 -0.002 3 175 3 max 11.102 3 0.06 3 0 12 0 12 .0 12 0.017 8 176 min -4.205 8 -0.019 8 1 0 1 0 1 0 1 -0.047 3 177 4 max 111.103 3 0.062 3 0 12 0 12 0 12 0.031 8 178 min -4.205 8 -0.018 8 0 1 0 1 0 1 -0.095 3 179 5 max 111.104 3 0.064 j 3 0 12 0 12 0 12 0.044 8 180 min -4.204 8 -0.016 1 8 0 1 0 1 0 1 -0.143 3 181 M20 1 max 16.791 3 0.039 3 0 121 0 12 0 12 0.019 8 182 min -5.58 8 -0.009 8 0 1 0 1 0 1 -0.039 3 183 2 max 16.7931 3 0.041 3 0 12 0 12 0 12 0.025 8 184 1 min -5.579 8 -0.008 8 0 1 0 1 0 1 -0.066 3 185 3 max 16.794 3 0.042 3 0 12 0 12 0 12 0.03 8 186 min -5.578 8 -0.007 8 0 1 0 1 0 1 -0.093 3 187 4 max 16.7961 3 0.043 3 0 12 0 12 0 12 0.035 8 1881 _ min -5.577 8 -0.007 8 0 1 0 1 0 1 -0.122 3 1891 5 max 16.797 3 0.045 3 0 12 0 12 0 12 0.039 8 190 min -5.576 8 -0.006 8 0 1 0 1 0 1 -0.151 3 191 M21 1 max 16.878 3 0.019 8 0 12 0 12 0 12 0.05 8 192 min 1 -5.094 8 -0.049 3 0 1 0 1 0 1 -0.153 3 193 2 max 16.88 1 3 0.019 8 0 12 0 12 0 12 0.037 .8 194 min -5.093 8 -0.048 3 0 1 0 1 0 1 -0.12 3 11951 3 max 116.8821 3 0.02 8 0 12 0 _ 12 1 0 1 12 0.024 8 RISA-31D Version 23 [ 40x79.5xl5 K&W Concrete 24BB - Glen... Page 13 Company Big Top Manufacturing 2/19/2026 IIRISA' Designer Dadrian D. 2:29:17 PM Job Number : 226-029 Checked By ANEMETSCHEKCOMPANV Model Name 40x79.5xl5 K&W Concrete - Gle... Envelo a Member Section Forces Continued A.,:..M.1 in _ @L,.. -rLl I r` � czke rrfrl I r` Tnrmi=Tk_f41 I r­. v_v RAnmPntrk-fti I C 7a Mnmentfk-fti LC 196,Y[y v min -5.091 8 -0.048 3 0 1 0 1 0 1 -0.087 3 1971 4 max 16.884 3 0.02 8 0 12 0 12 0 12 0.01 8 1981 min -5.09 8 -0.047 3 0 1 0 1 0 1 -0.054 3 1991 max 16.886 3 0.02 8 0 12 0 12 0 12 -0.001 12 200 min -5.089 8 -0.047 3 0 1 0 1 0 1 -0.022 3 201 M22 1 1 max 11.851 3 1 0.009 8 0 12 0 12 0 12 0.028 8 202 min -3.516 8 -0.044 3 0 1 0 1 0 1 -0.125 3 203 2 max 11.854 3 0.009 8 0 12 0 12 0 12 0.018 8 204 min -3.514 8 -0.044 3 0 1 0 1 0 1 -0.077 3 205 3 max 11.858 3 0.009 8 0 12 0 12 0 12 0.009 8 206 min -3.512 8 -0.044 3 0 1 0 1 0 1 -0.03 3 207 4 max 11.861 3 0.009 8 0 12 0 12 0 12 0.018 3 208 min -3.51 8 -0.044 3 0 1 0 1 0 1 -0.003 12 209 5 max 11.864 3 0.009 8 0 12 0 12 0 12 0.066 3 210 min -3.508 8 -0.044 3 0 1 0 1 0 1 -0.01 8 211 M23 1 max 0.022 12 0.011 12 0 12 0 12 0 12 0.013 8 212 min -0.163 7 -0.117 3 0 1 0 1 0 1 -0.091 3 213 2 max 0.022 12 0.011 12 0 12 0 12 0 12 0.012 8 214 min -0.163 7 -0.119 3 0 1 0 1 0 1 -0.038 3 .215 3 max 0.022 12 0.01 12 0 12 0 12 0 12 0.021 7 216 min -0.163 7 -0.12 3 0 1 0 1 0 1 -0.003 9 217 4 max 0-022 12 0.009 12 0 12 0 12 0 12 0.07 3 218 min -0.163 7 -0.121 3 0 1 0 1 0 1 -0.007 12 219 5 max 0.022 1 12 0.008 12 0 12 0 12 0 12 0.125 3 220 min -0.163 7 -0.123 3 0 1 0 1 0 1 -0.011 12 221 M24 1 max 1.01 1 8 0.016 3 0 12 0 12 0 12 0.025 3 2221 min -5.207 3 -0.001 8 0 1 0 1 0 1 -0.002 8 2231 2 max 1.01 8 1 0.015 3 0 12 0 12 0 12 0.013 3 224 min -5.208 3 -0.001 8 0 1 0 1 0 1 -0.002 8 225 3 max 1.009 8 0.015 3 0 12 0 12 0 12 0.002 3 226 min -5.209 3 -0.002 8 0 1 0 1 0 1 -0.001 9 227 4 max 1.009 8 1 0.014 3 0 12 0 12 0 12 0.001 8 228 min -5.21 3 -0.002 8 0 1 0 1 0 1 -0.008 3 229 5 max 1.008 8 0.013 3 0 12 0 12 0 12 0.003 8 230 min -5.211 3 -0.003 5 0 1 0 1 0 1 -0.018 3 2311 M25 1 1 max 15.074 3 0.007 8 0 12 0 12 0 12 0.016 8 2321 1 min -1.432 8 -0.027 3 0 1 0 1 0 1 -0.057 3 233 2 1 max 5.073 3 0.007 8 0 12 0 12 0 12 0.011 8 234 1 min -1.432 8 -0.027 3 0 1 0 1 0 1 -0.038 3 235 3 1 max 5.072 3 0.008 8 0 12 0 12 0 12 0.006 8 236 min -1.433 8 -0.026 3 0 1 0 1 0 1 -0.021 3 37 4 max 5.071 3 0.008 8 0 12 0 12 0 12 0 5 2381 min -1.433 8 -0.025 3 0 1 0 1 0 1 -0.003 3 2391 5 max 5.07 3 0-009 5 0 12 0 12 0 12 0.013 3 2401 min -1.434 8 -0.024 3 0 1 0 1 0 1 -0.005 8 241 M26 1 max 1 0.359 3 0.053 3 0 12 0 12 0 12 0.053 3 2421 min -0.289 8 -0.019 8 0 1 0 1 0 1 -0.017 8 2431 2 max 0.3591 3 0.053 3 0 12 0 12 0 12 0.029 3 2441 min -0289 8 -0.019 8 0 1 0 1 0 1 -0.008 8 245 3 max 0.359 3 0.054 3 0 12 0 12 0 12 0.005 3 246 min -0.289 8 -0.018 8 0 1 0 1 0 1 0 12 247 4 max 0.359 3 0.055 3 0 12 0 12 0 12 0.008 8 248 min -0289 8 -0.018 8 0 1 0 1 0 1 -0.02 3 249 5 max 0.359 3 0.056 3 0 12 0 12 0 12 0.016 8 250 min -0.289 8 -0.017 8 0 1 0 1 0 1 -0.045 3 RISA-3D Version 23 [ 40x79.5xl 5 K&W Concrete 24BB - Glen... Page 14 Company Big Top Manufacturing 2/19/2026 IIRISA Designer Dadrian D. 2:29:17 PM Job dumber : 226-029 Checked By H NEMETSCHEK COMPANY Model Name 40x79.5xl5 K&W Concrete - Gle... Envelope Member Section Forces Continued n AhC.-... A�i�irto 1 (' „ Chr. flrl I (. 7 ghaarfkl I r. Tnrnuefk-ftl LC v-v Momentik-ftl LC z-z Moment[k-ft] LC 2511IVIM27G V1 y 0.583 8 _;_ 0.005 5 0^ 12 0 12 0 12 0.009 8 252 _Max min -1.346 3 -0.016 3 0 1 _0 _ 1 0 1 -0.037 3 253 2 max 10.583 8 0.004 5 0 12 0 12 0 12 0.006 8 254 min -1.347 3 -0.017 3 0 1 0 1 0 1 -0.028 3 255 3 max 0.582 8 0.004 8 0 12 0 12 0 12 0.004 8 256. min -1.347 3 -0.017 3 0 1 0 1 0 1 -0.017 3 257 4 max 0.582 1 8 0.003 1 8 0 12 0 12 0 12 0.002 8 258 min -1.348 3 -0.018 3 0 1 0 1 0 1 -0.007 3 259 5 max 0.581 8 1 0.003 8 0 12 0 12 0 12 0.004 3 260 in -1.349 3 -0.019 3 0 1 0 1 0 1 -0.001 12 261 M28 1ax tm 4.171 3 0.007 3 0 12 0 12 0 12 0.004 8 262 in -1.567 8 -0.003 5 0 1 0 1 0 1 -0.012 3 263 2 max 4.17 3 0.008 3 0 12 0 12 0 12 0.006 8 264 min -1.568 8 -0.002 5 0 1 0 1 0 1 -0.017 3 265 3 max 4.17 3 0.009 3 0 12 0 12 0 12 0.006 8 266 min -1.568 8 -0.001 8 0 1 0 1 0 1 -0.022 3 2671 4 max 4.169 j 3 0.01 3 0 12 0 12 0 12 0.007 8 2681 min -1.5681 8 0 8 0 1 0 1 0 1 -0.028 3 2691 5 max 4.169 3 0.011 3 0 12 0 12 0 12 0.007 8 270 min -1.569 8 0 8 0 1 0 1 0 1 -0.034 3 2711 M29 1 1 max 3.31 3 1 0.007 7 0 12 0 12 0 12 0.006 5 2721 1 min -1.087 8 0.002 1 0 1 0 1 0 1 0.001 1 273 2 max 3.31 3 0.007 7 0 12 0 12 0 12 0.003 5 274 min -1.088 8 0.001 1 0 1 0 1 0 1 0 3 275 3 max 3-31 3 0.006 7 0 12 0 12 0 12 0 8 276 min -1.088 8 0.001 1 0 1 0 1 0 1 -0.002 3 277 4 max 3.309 3 0-005 7 0 12 0 12 0 12 0 2 1 278 min -1.0881 8 0 1 0 1 0 1 0 1 -0.004 7 2791 1 5 max 3.309 3 0.004 7 0 12 0 12 0 12 0 2 280 min -1.088 8 -0.001 1 0 1 0 1 0 1 -0.006 7 2811 M30 I 1 max 4.281 3 0.005 5 0 12 0 12 0 12 0.013 8 282 min -0.988 8 -0.011 3 0 1 0 1 0 1 -0.038 3 283 2 max 4.28 3 0.005 8 0 12 0 12 0 12 0.01 8 284 min -0.989 8 -0.012 3 0 1 0 1 0 1 -0.031 3 285 3 max 4.279 3 0.005 8 0 12 1 0 12 0 12 0.007 8 _ 2861 min -0.99 8 -0.012 3 0 1 0 1 0 1 -0.024 3 287 4 max 4.278 3 0.005 8 0 12 0 12 0 12 0.004 8 288 min -0.99 8 -0.012 3 0 1 0 1 0 1 -0.016 3 289 5 max 4.277 3 0.004 8 0 12 0 12 0 12 0.001 8 _ 2901 min -0.991 8 -0.012 3 0 1 0 1 0 1 -0.009 3 291 M31 1 max -0.062 2 0.025 3 0 12 0 12 0 12 0.013 3 292 min -0.601 7 -0.007 5 0 1 0 1 0 1 -0.001 8 293 2 max -0.062 2 0.026 3 0 12 0 12 0 12 0.003 5 294 min -0.601 7 -0.006 8 0 1 0 1 0 1 -0.002 3 295 3 max -0.062 2 1 0.027 3 0 12 0 12 0 12 0.006 8 296 min -0.601 7 -0.005 8 0 1 0 1 0 1 -0.017 3 .297 4 max -0.062 2 0.028 3 0 12 0 12 0 12 0.009 8 298 1 min -0.601 7 -0.005 8 0 1 0 1 0 1 -0.033 3 299 5 1 max -0.062 2 0.029 3 0 12 0 12 0 12 0.012 8 300 min -0.601 7 -0.004 8 0 1 0 1 0 1 -0.05 3 301 M32 1 max 2.588 3 0.059 3 0 12 0 12 0 12 0.054 3 302 min -0.826 8 -0.013 8 0 1 0 1 0 1 -0.013 8 303 2 max 2.588 3 0.058 3 0 12 0 12 0 12 0.028 3 304 min -0.827 8 -0.013 8 0 1 0 1 1 0 1 -0.007 8 305 3 max 2.587 3 0.058 3 0 12 0 12 1 0 12 0.002 3 RISA-3D Version 23 [ 40x79.5xl5 K&W Concrete 24BB - Glen... Page 15 Company Big Top Manufacturing 2/19/2026 IIRISA Designer Dadrian D. 2:29:17 PM Job Number : 226-029 Checked By: ANEMETSCHEKCOMPANY Model Name : 40x79.5x15 K&W Concrete - Gle Envelope Member Section Forces Continued I ^ . I r+ - CIL-.rIA I h _r...I Ier1. (47 1 (` .r 110^mon4rlr-fn I r.. 7-7 hAnrnlxnifk-Rl i r: 3061 IVIGIIIUGI M�v 1 min -0.827 8 -0.013 8 0 -- 1 _ - - 0 1 0 1 -0.001 5 :307 4 max 2.5861 3 0.057 3 0 12 0 12 0 12 0.005 8 308 min -0.827 8 -0.014 8 0 1 0 1 0 1 -0.024 3 3091 5 max 2.5861 3 0.057 3 0 12 0 12 I 0 12 0.011 8 .3101 min -0.828 8 -0.014 8 0 1 0 1 0 1 -0.05 3 3111 M33 1 max 6.1941 3 0.015 3 0 12 0 12 0 12 0.002 9 312 min -1.795 8 -0.005 8 0 1 0 1 0 1 0 8 313 2 max 6.193 3 0.015 3 0 12 0 12 0 12 0.003 8 314 min -1.796 8 -0.005 8 0 1 0 1 0 1 -0.009 3 315 3 1 max 6.191 3 0.015 3 0 12 0 12 0 12 0.006 8 316 min -1.796 8 -0.005 8 0 1 0 1 0 1 -0.018 3 317 4 max 6.19 1 3 0.015 3 0 12 0 12 0 12 0.009 8 318 min -1.797 8 -0.005 8 0 1 0 1 0 1 -0.027 3 319 5 max 6.189 3 1 0.016 3 0 12 0 12 0 12 0.012 8 3201 min -1-798 8 -0.005 8 0 1 0 1 0 1 -0.036 3 3211 M34 1 max 1.327 8 0.012 3 0 12 0 12 0 12 0.01 3 322 min -4.935 3 -0.004 5 0 1 0 1 0 1 -0.001 5 323 2 max 1.327 8 0.013 3 0 12 0 12 0 12 0.003 3 324 min -4.934 3 -0.003 5 0 1 0 1 0 1 0 1 325 3 max 1.3281 8 0.014 3 0 12 0 12 0 12 0.002 5 326 min -4.934 3 -0.002 8 0 1 0 1 0 1 -0.006 3 3271 1 4 max 1.3281 8 0.015 3 0 12 0 12 0 12 0.003 8 328 min -4.934 3 -0.002 8 0 1 0 1 0 1 -0.015 3 329 5 max 1.328 8 0.016 3 0 12 0 12 0 12 0.004 8 330 min -4.933 3 -0.001 8 0 1 0 1 0 1 -0.025 3 331 M35 1 max 0.47 3 0.086 3 1 0 12 0 12 0 12 0.077 3 332 1 min -0.184 8 -0.022 8 0 1 0 1 0 1 -0.02 8 333 2 max 0.4691 3 0.085 3 0 12 0 12 0 12 0.039 3 334 min -0.184 8 -0.022 8 0 1 0 1 0 1 -0.01 8 335 3 max 0.468 3 0.085 3 0 12 0 12 0 12 0 3 3361 min -0.185 8 -0.022 8 0 1 0 1 0 1 -0.001 9 337 4 max 0.467 3 0.085 3 0 12 0 12 0 12 0.01 8 338 min -0.185 8 -0.022 8 0 1 0 1 0 1 -0.038 3 339 5 1 max 0.4671 3 0.084 3 0 12 0 12 0 12 0.02 _ 8 340 1 min -0.186 8 -0.023 8 0 1 0 1 0 1 -0.076 3 341 M36 1 1 max 6.4021 3 0.041 3 0 12 0 12 0 12 0.037 3 342 min -1.846 8 -0.018 5 0 1 0 1 0 1 -0.015 8 343 2 max 6.401 3 0.042 3 0 12 0 12 0 12 0.008 3 344 min -1.847 8 -0.017 8 0 1 0 1 0 1 -0.003 8 3451 3 max 6.4 3 0.043 3 0 12 0 12 0 12 0.009 8 3461 min -1.847 8 -0.017 8 0 1 0 1 0 1 -0.023 3 3471 348 4 max min 6.399 -1.848 3 8 1 0.043 -0.016 3 8 0 0 12 1 0 0 12 1 0 0 12 1 0.021 -0.054 8 3 349 5 max 6.398 3 0.044 3 0 12 0 12 0 12 0.033 8 350 min -1.849 8 -0.016 8 0 1 0 1 0 1 -0.085 3 351 M37 1 max 0.15 3 0.062 8 0 12 0 12 0 12 0.067 8 352 min -0.117 5 -0.191 1 3 0 1 0 1 P 0 1 -0.201 3 353 2 max 0.151 3 0.062 1 8 0 12 0 12 0 12 0.039 8 3541 min -0.116 5 -0.192 3 0 1 0 1 0 1 -0.115 3 355 3 max 0.152 3 0.062 8 0 12 0 12 0 12 0.011 8 356 min -0.115 5 -0.192 3 0 1 0 1 0 1 -0.029 3 357 4 max 0.152 3 0.061 8 0 12 0 12 0 12 0.058 3 358 min -0.115 5 -0.192 3 0 1 0 1 0 1 -0.017 8 359 5 max 0.153 3 0.061 8 0 12 0 12 0 12 0.145 3 360 min -0.1141 3 0 1 0 1 0 1 -0.044 8 RISA-31D Version 23 [ 40x79.5xl5 K&W Concrete 24BB - Glen. Page 16 Company Big Top Manufacturing 2/19/2026 IIRISA Designer Dadrian D. 2:29:17 PM - Job Number : 226-029 Checked By ANEMETSCHEK COMPANY Model Name 40x79.5xl5 K&W Concrete - Gle... Envelope Member Section Forces Continued Ai n ., oL......Ti.l I r, Ch.-..,rll.7 1 r` T~-k,onr_f11 I r' w-u NAnmanfrk-fn I (' 7-7 Mnmenfrk-ftl LC 361 M38 1 max 111.4881 8 1 0.025 3 0 12 0 12 0 12 0.061 3 362 min -5.581 3 -0.012 5 0 1 0 1 0 1 -0.022 8 363 2 max 1.489 8 0.027 3 0 12 0 12 0 1 12 0.04 3 364 min -5.581 3 -0.011 5 0 1 0 1 0 1 -0.013 .8 366 3 max 1.489 8 0.028 3 0 12 0 12 0 12 0.019 3 3661 min -5.58 3 -0.01 1 8 0 1 0 1 0 1 -0.005 8 3671 4 max 1 1.489 8 0.029 3 0 12 0 1 12 0 12 0.002 5 3681 min -5.58 3 -0.009 8 0 1 0 1 0 1 -0.004 3 369 5 max 1.49 8 0.031 3 0 12 0 12 0 12 0.009 1 8 370 min -5.579 3 -0.008 8 0 1 0 1 0 1 -0.028 3 371 M39 1 max 4.111 3 0.008 8 0 12 0 12 0 12 0.011 3 372 min -1.252 1 8 -0.023 3 0 1 0. 1 0 1 -0.002 8 373 2 max 4.109 3 0.008 8 0 12 0 12 0 12 0.025 3 374 min -1.253 8 -0.022 3 0 1 0 1 0 1 -0.007 8 375 3 max 4.1081 3 0.009 8 0 12 0 12 0 12 0.039 3 376 min -1.253 8 -0.021 1 3 0 1 0 1 0 1 -0.013 8 3771 4 1 max 4.107 3 0.009 5 0 12 0 12 0 12 0.052 3 378 min -1.254 8 -0.021 3 0 1 0 1 0 1 -0.018 8 379 5 max 4.106 3 0.01 5 0 12 0 12 0 12 0.065 3 380 min -1255 8 -0.02 3 0 1 0 1 0 1 -0.024 8 381 M40 1 max 0.795 8 0.01.8 1 8 0 12 0 12 0 12 0.03 8 382 min -3.133 3 -0.049 3 0 1 0 1 0 1 -0.072 3 383 1 2 max 1 0.796 8 0.019 8 0 12 0 12 0 12 0.018 8 384 min -3.133 3 -0.048 3 0 1 0 1 0 1 -0.04 3 3851 max 0.796 8 0.019 8 0 12 0 12 0 12 0.006 5 3861 min -3.132 3 -0.047 3 0 1 0 1 0 1 -0.009 3 3871 4 max 10.796 8 0.02 8 0 12 0 12 0 12 0.021 3 388 min -3.131 1 3 -0.046 3 0 1 0 1 0 1 -0.007 8 389 5 max 0.7971 8 0.02 5 0 12 0 12 0 12 0.051 3 390 min -3.131 3 -0.045 3 0 1 0 1 1 0 1 -0.02 8 3911 M41 1 max 1.98 3 0.025 3 0 12 0 12 0 12 0.046 3 392 min -0.648 8 -0.011 5 0 1 0 1 0 1 -0.016 8 393 2 max 1.9791 3 0.026 3 0 12 0 12 0 12 0.03 3 394 _ min -0.648 8 -0.01 8 0 1 0 1 .0 1 -0.009 8 395 3 max 1.978 3 0.027 3 0 12 0 12 0 12 0.013 3 396 min -0.649 8 -0.01 8 0 1 0 1 0 1 -0.003 8 397 4 max 1.977 3 0.028 3 0 12 0 12 0 12 0.003 5 398 min -0.649 8 -0.009 8 0 1 0 1 0 1 -0.004 3 399 5 max 1.976 3 0.028 3 0 12 0 12 0 12 0.009 8 400 min -0.65 8 -0.009 8 0 1 0 1 0 1 -0.021 3 401 M42 1 max 0.452 8 0 8 0 12 0 12 0 12 0.022 3 402 403 2 min max -1.642 0.452 3 8 -0.002 0.001 1 8 0 0 1 12 0 1 0 1 12 0 0 1 12 -0.004 0.022 5 3 404 min -1.641 3 -0.001 1 0 1 0 1 0 1 -0.004 8 405 3 max 0.452 8 0.002 3 0 12 0 12 0 12 0.021 3 406 min -1.641 3 0 1 0 1 0 1 0 1 -0.005 8 407 408 4 max min 0.453 -1.64 8 3 0.003 0 3 12 0 0 12 1 0 0 12 1 0 0 12 1 0.02 -0.006 3 8 409 5 max 0.453 8 0.004 3 0 12 0 12 0 12 0.018 3 410 min -1.6391 3 0.001 12 0 1 0 1 0 1 -0.008 8 411 M43 1 max 1.128 8 0.016 3 1 0 12 0 12 0 12 0.025 3 412 min -5.207 3 -0.004 8 0 1 0 1 0 1 -0.007 8 413 2 max 1.128 8 0.015 3 0 12 0 12 0 12 0.013 3 414 min -5.208 3 -0.005 8 0 1 0 1 .0 1 -0.004 8 415 3 max 1.127 8 0.015 3 0 12 0 12 0 12 0.002 3 RISA-3D Version 23 [ 40x79.5xl5 K&W Concrete 24BB - Glen... Page 17 Company Big Top Manufacturing 2/19/2026 IIRISA Designer Dadrian D. 2:29:17 PM Job Number 226-029 Checked By ANEMETSCHEK COMPANY Model Name 40x79.5x15 K&W Concrete - Gle. Envelope Member Section Forces Continued Member Sec Axial[kl LC v Shearfkl LC z Shear k LC Tor ue k-ft LC V-y Moment k-ftLC z-z Moment k ft LC .4161 min -5.209 3 1 -0.005 8 0 1 0 1 0 1 -0.001 9 .4171 4 max 1.127 8 0.014 3 0 12 0 12 0 12 0.004 8 418 min -5.21 3 -0.006 8 0 1 0 1 0 1 -0.008 3 419 5 max 1.126 8 0.013 3 0 12 0 12 0 12 0.008 8 .420 min -5.211 3 -0.007 5 0 1 0 1 0 1 -0.018 3 ,421 M44 1 max 0.037 12 0.108 3 A 0 12 0 12 0 12 0.125 3 .42-2 min -0.122 3 -0.177 12 0 1 0 1 0 1 -0.057 12 423 2 max 0.033 12 0,108 3 0 12 0 12 0 12 0.064 3 424 min -0.13 1 3 -0.087 12 0 1 0 1 0 1 -0.011 8 .425 3 max 0.0281 12 0.108 3 0 12 0 12 0 12 0.042 12 426 min -0.137 3 -0.027 8 0 1 0 1 0 1 -0.001 1 427 4 max 0.024 12 0.149 11 0 12 0 12 0 12 0.02 8 428.1 min -0.145 3 -0.019 8 0 1 0 1 0 1 -0.06 3 4291 5 1 max 0.019 12 0.216 11 0 12 0 12 0 12 0.029 8 4301 min -0.152 3 -0.011 8 0 1 0 1 0 1 -0.138 11 431 M45 1 max 2.234 3 0.065 1 3 0 12 0 12 0 12 0.09 3 432 min -0.741 8 -0.024 5 0 1 0 1 0 1 -0.031 8 433 2 max 2.234 3 0.067 3 0 12 0 12 0 12 0.049 3 434 min -0.74 1 8 -0.023 8 0 1 0 1 0 1 -0.016 8 435 3 max 2.2351 3 0.069 3 0 12 0 12 1 0 12 0.006 3 436 min -0.74 8 -0.022 8 0 1 0 1 0 1 -0.002 12 437 4 max 2.236 3 0.071 3 0 12 0 12 0 12 0.011 8 4381 min -0.74 8 -0.021 8 0 1 0 1 0 1 -0.038 3 439 5 max 2.236 3 0.073 3 0 12 0 12 0 12 0,024 8 440 min -0.739 8 -0.019 8 0 1 0 1 0 1 -0.084 3 441 M46 1 max 2,411 8 0.165 8 0 12 0 12 0 12 0.073 8 442 min -11.43 3 -0.104 3 0 1 0 1 0 1 -0.119 3 443 2 max 2.408 8 0.085 8 0 12 .0 12 0 12 0,013 8 444 min -11.501 3 -0.061 3 0 1 0 1 0 1 -0.079 3 445 3 max 2.404 8 0.004 8 0 12 0 12 0 12 -0.003 2 446 min -11.57 3 -0.019 3 0 1 0 1 0 1 -0.059 3 447 4 max 12.401 8 0.024 L 3 0 12 0 12 0 12 0.008 8 448 min -11.63 3 -0.076 8 0 1 0 1 0 1 -0.061 3 449 5 max 12.398 8 0.067 3 0 12 0 12 0 12 0.065 8 450 min -11.70 3 -0.156 8 0 1 0 1 0 1 -0.083 3 451 M47 1 max 1.273 1 8 0.025 3 0 12 0 12 0 12 0.061 3 452 in -5.581 3 -0.011 5 0 1 0 1 0 1 -0.021 8 453 2 max 1.273 8 0.027 3 0 12 0 12 0 12 0.04 3 454 min -5.581 3 -0.01 5 0 1 1 0 1 0 1 -0.013 8 4551 3 max 1.273 8 0.028 3 0 12 0 12 0 12 0.019 3 456 min -5.58 3 -0.009 8 0 1 0 1 0 1 -0.006 8 457 4 max 1274 8 0.029 3 0 12 0 12 0 12 0.001 5 458 min -5.58 3 -0.008 8 0 1 0 1 0 1 -0.004 3 459 5 max 1.274 8 0.031 3 0 12 0 12 0 12 0.006 8 460 min -5.579 3 -0.007 8 0 1 0 1 0 1 -0.028 3 461 M48 1 max 2.588 3 1 0.059 3 0 12 0 12 0 12 0.054 3 462 min -0.664 8 1 -0.016 8 0 1 0 1 0 1 -0.015 8 463 2 max 2.588 3 0.058 3 0 12 0 12 0 12 0.028 3 464 min -0,664 8 -0.016 8 0 1 0 1 0 1 -0.008 8 465 3 max 2.587 3 0.058 3 0 12 0 12 0 12 0.002 3 466 min -0.664 8 -0.016 8 0 1 0 1 0 1 -0.001 5 467 4 max 2.586 3 0.057 3 0 12 0 12 0 _ 12 0.007 8 468 min -D.665 8 -0.017 8 0 1 0 1 0 1 -0.024 3 469 5 max 2.586 3 0.057 3 0 12T 0 12 0 12 0.014 8 470 min -0.665 8 -0.017 8 0 1 0 1 0 1 -0,05 3 RISA-31D Version 23 [ 40x79.5xl5 K&W Concrete 24BB - Glen... Page 18 Company Big Top Manufacturing 2/19/2026 IIRISA Designer Dadrian D. 2:29:17 PM Job Number : 226-029 Checked By ANEMETSCHEKCOMPANY Model Name : 40x79.5xl5 K&W Concrete - Gle... Envelo a Member Section Forces Continued __IA..{..Irl.7 I h .. 01 --rLA I (` � CFi Hel I i' Tnmkii [le-Rl I r 1e-u Mnmpntrk-ffl I C 7-7 Mnmantfk-ftl LC 471 M49y' v1 v1 max 1.62 21 8 0.157 8 - 0- 12 0 12 0 12 0.068 '8 1 .472 min -8.885 3 -0.154 3 0 1 0 1 0 1 -0.104 I. 3 �8 .473 2 Lmax 1.62 8 0.084 8 0 12 0 12 0 12 0.015 474 min -8.953 3 -0.081 3 0 1 0 1 0 1 -0.053 3 475 3 max 1.618 8 0.011 8 1 0 12 0 12 0 12 -0.001 2 476 min -9.021 3 -0.007 3 0 1 0 1 0 1 -0.033 3 477 4 max 1.615 8 0.067 3 0 12 0 12 0 12 0.005 8 478 min -9.089 3 1 -0.061 8 0 1 0 1 0 1 -0.047 3 479 5 max 1-6131 8 1 0.141 3 0 12 0 12 0 12 0.048 8 480 min -9.158 3 -0.134 8 0 1 0 1 0 1 -0.092 3 481 M50 1 max 6.9911 3 0.363 .8 0 12 0 12 0 12 0.254 8 482 min -2.878 8 -0.925 3 0 1 0 1 0 1 -0.645 3 483 2 max 6.868 3 6.186 8 0 12 0 12 0 12 0.14 3 484 in -2.881 8 -0.477 3 0 1 0 1 0 1 -0.054 8 485 3 max 6.745 3 0.01 8 0 12 0 12 0 12 0.423 3 486 min -2.883 8 -0.029 3 0 1 0 1 0 1 -0.164 8 4871 4 max 6.62-2 3 0.42 3 0 12 0 12 0 1 12 0.204 3 488 min -2.885 8 -0.166 8 0 1 0 1 0 1 -0.077 8 489 5 max 6.499 3 0.868 3 0 12 0 12 0 i 12 0.208 8 •490 min -2.888 8 -0.342 8 0 1 0 1 0 1 -0.517 3 491 M51 1 max -0.087 2 0.138 8 0 12 0 12 0 12 0.037 8 492 min -2.288 3 -0.21 3 0 1 0 1 0 1 -0.083 3 4931 2 max -0.089 2 0.046 1 8 0 12 0 12 0 12 0 2 ,4941 min -2.346 3 -0.057 3 0 1 0 1 0 1 L -0.016 7 .4951 3 max 1 0.092 2 0.095 3 0 12 0 12 0 12 0 2 4961 1 min -2.403 3 -0.047 8 0 1 0 1 0 1 -0.024 7 4971 1 4 max -0.094 2 0.247 3 0 12 0 12 0 12 0.038 1 8 .498 min -2.46 3 -0.139 8 0 1 0 1 0 1 -0.115 .3. 499 5 max -0.097 2 0.4 3 0 12 0 12 0 12 0.144 8 5001 1 min -2.518 3 -0.232 8 0 1 0 1 0 1 -0.299 3 5011 M52 1 max 1.039 8 0 8 0 12 0 12 0 12 0.044 3 502 min -5.433 3 -0.008 3 0 1 0 1 0 1 -0.013 5 503 2 max .1.039 8 0.001 8 0 12 0 12 0 12 0.05 3 504 min -5.432 3 -0.005 3 0 1 0 1 0 1 -0.013 8 505 3 max 1.039 8 0.003 8 0 12 0 12 0 12 0.053 3 5061 min -5.431 3 -0.002 3 0 1 0 1 0 1 -0.015 8 507 4 max 1.04 8 0.006 5 0 12 0 12 0.054 3 508 min -5.431 3 0.001 3 0 #2-0 01 0 1 -0.018 8 509 5 max 1.04 8 0.008 5 0 0 12 0 12 0.052 3 510 min -5.43 3 0.003 3 0 1 0 1 0 1 -0.023 5 511 M53 1 max 1.384 8 0.012 3 0 12 0 12 0 12 0.01 3 512 min -4.935 3 -0.004 5 0 1 0 1 0 1 -0.002 5 513 2 max 1.385 8 1 0.013 3 0 12 0 12 0 12 0.003 3 514 min -4.934 3 -0.002 5 0 1 0 1 0 1 -0.001 12 515 3 1 max 1.385 8 0.014 3 , 0 12 0 12 0 12 0.001 5 516 min -4.934 3 -0.002 8 0 1 0 1 0 1 -0.006 3 517 4 max 1.385 8 0.015 3 0 12 0 12 0 ,_ 12 0.002 8 518 min -4.934 3 -0.001 1 8 0 1 0 1 0 1 -0.015 3 5191 5 max 1.385 8 0.016 3 0 12 0 12 0 12 0.002 8 520 min -4.933 3 0 8 0 1 0 1 0 1 -0.025 3 521 M54 1 max 0.222 11 0.003 8 _ 0 12 0 12 0 12 0.007 3 52-2 min 1 -0.008 1 -0.009 3 0 1 0 1 0 1 -0.001 9 523 2 max 0.223 11 0.003 8 0 12 0 12 0 12 0.013 3 524 min -0.007 1 -0.009 3 0 1 0 1 0 1 -0.002 8 5251 0.004 8 0 12 0 12 0 12 0.018 3 RISA-3D Version 23 [ 40x79.5xl5 K&W Concrete 24BB - Glen... Page 19 Company Big Top Manufacturing 2/19/2026 IIRISA Designer Dadrian D. 2:29:17 PM Job Number : 226-029 Checked By /, NEMETSCHEY, COMPANY Model Name 40x79.5xl5 K&W Concrete - Gle... Envelope Member Section Forces (Continued) Member Sec Axial[kl LC v Shear[kj LC z Shear is LC Tar ue k-ft LC y-v Moment k-ft LC z-z Momentfk-ftl LC 5261 1 min -0.006 1 -0.008 3 1 0 1 0 1 0 1 L -0.004 8 5271 1 4 max 0.225 11 0.005 5 0 12 0 12 0 12 0.023 3 5281 1 min -0.005 1 -0.007 3 0 1 0 1 0 1 -0.007 8 5291 1 5 max 0.2-26 11 U05 5 0 12 0 12 0 12 0.027 3 530 min -0.005 1 -0.006 3 0 1 0 1 0 1 -0.01 8 5311 M55 I 1 max 3.31 3 0.005 3 0 12 0 12 0 12 0.002 3 5321 1 min -0.98 8 -0.003 12 0 1 0 1 0 1 -0.004 12 5331 2 Imax 3.31 3 0.004 3 0 12 0 12 0 12 0 2 5341 1 min -0.98 8 -0.003 12 0 1 0 1 0 1 -0.002 12 535 3 max 3-31 3 0.003 3 0 12 0 12 0 12 0 8 536 min -0.98 8 -0.004 12 0 1 0 1 0 1 -0.002 3 537 4 max 3.309 3 0.002 3 0 12 0 12 0 12 0.001 12 538 min -0.981 8 -0.004 9 0 1 0 1 0 1 -0.003 3 539 5 max 3.309 3 0.001 3 0 12 0 12 0 12 0.004 12 540 min -0.981 8 -0.005 9 0 1 0 1 0 1 -0.004 3 541 M57 1 max 2.433 3 1 0.07 3 0 12 0 12 0 12 0.061 3 542 min -0.796 8 -0.017 8 0 1 0 1 0 1 -0.016 8 5431 2 max 2.433 3 0.072 3 0 12 0 12 0 12 0.023 3 5441 1 min -0.795 8 -0.016 8 0 1 1 0 1 0 1 -0.007 8 5451 1 3 max 2.434 3 0.073 .3 0 12 0 12 0 1 12 0.002 8 5461 1 min -0.795 8 -0.015 8 0 1 0 1 0 1 -0.017 3 5471 1 4 max 2.435 3 0.075 3 0 12 0 12 0 12 0.01 8 5481 1 min -0.794 8 -0.014 8 0 1 0 1 0 1 -0.057 3 5491 5 max 2.435 3 0.076 3 0 12 0 12 0 12 0.017 8 5501 min -0.794 8 -0.014 8 0 1 0 1 0 1 -0.097 3 5511 M58 1 max 6.402 3 0.041 3 0 12 0 12 0 12 0.037 3 5521 min -1.702 8 -0.016 5 0 1 0 1 0 1 -0.016 8 5531 2 max 6.401 3 0.042 3 0 12 0 12 0 12 0.008 3 5541 min -1.703 8 -0.016 8 0 1 0 1 0 1 -0.004 8 :5551 3 max 6.4 3 0.043 3 0 12 0 12 0 12 0.007 8 5561 min -1.703 8 -0.016 8 0 1 0 1 0 1 -0.023 3 5571 4 max 6.399 3 0.043 3 0 12 0 12 0 12 0.018 8 558 min -1.704 8 -0.015 8 0 1 0 1 0 1 -0.054 3 559 5 max 6.398 3 0.044 3 0 12 0 12 0 12 0.029 8 560 min -1.705 8 -0.015 8 1 0 1 0 1 0 1 -0.085 3 561 M59 1 max 0.619 8 1 0.02 8 0 12 0 12 0 12 0.032 8 562 min -1134 3 -0.049 3 0 1 0 1 0 1 -0-072 3 :563 2 max 0.6191 8 0.02 8 0 12 0 12 0 12 0.019 8 564 min -3.134 3 -0.048 3 0 1 0 1 0 1 -0.04 3 565 3 Imax 0.62 8 0.021 8 0 12 0 12 0 12 0.006 5 566 min -3.133 3 -0.047 3 0 1 0 1 0 1 -0.009 3 567 4 max 0.62 8 0.021 8 0 12 0 12 0 12 0.021 3 568 min -3.132 3 -0.046 3 0 1 0 1 0 1 -0.008 8 569 5 max • 0.621 8 0.022 5 0 12 0 12 0 12 0.051 3 570 min -3.132 3 -0.045 3 0 1 0 1 0 1 -0.023 8 571 M60 1 max 11.099 3 0.056 3 0 12 0 12 0 12 0.042 3 572 min -3.149 8 -0.022 5 0 1 0 1 0 1 -0.021 8 573 2 max 11.101 3 0.058 3 0 12 0 12 0 12 0.001 2 574 min -3.149 8 -0.02 8 0 1 0 1 0 1 -0.005 7 575 3 max 11.102 3 0.06 3 0 12 0 12 0 12 0.011 8 576 min -3.148 8 -0.019 8 0 1 0 1 0 1 -0.047 3 577 _ 4 max 11.103 3 0.062 3 0 12 0 12 0 12 0.025 8 578 min -3.147 8 -0.018 8 0 1 .0 1 0 1 -0.095 3 579 5 max 11,104 3 0.064 3 0 12 0 12 0 12 0.038 8 580 min -3.147 8 1 -0.016 8 0 1 0 1 0 1 -0.143 3 RISA-31D Version 23 [ 40x79.5xl5 K&W Concrete 24BB - Glen... Page 20 Company Big Top Manufacturing 2/19/2026 IIRISA Designer Dadrian D. 2:29:17 PM Job Number : 226-029 Checked By ANEMETSCHEKC01APANY Model Name : 40x79.5x15 K&W Concrete - Gle Enveloi2e Member Section Forces Continued :_fTIA i n .. I r- -. cL..... MI I I' T ,-..-P1._fFl 1 r` ­%i Mnmanffir_Ftl I r. 7-7 MnmPnttk_ffl I c: 5811 061 y v1 v1 max 4.281 3 0.003 5 0 12 0 12 0 12 0.009 8 5821 min -1.183 8 -0.011 3 0 1 0 1 0 1 -0.038 3 5831 2 max 4.28 3 0.003 8 0 12 0 12 0 12 0.007 8 5841 min -1.184 8 -0.012 3 0 1 0 1 0 _ 1 -0.031 3 585 3 max 14.279 3 0.003 8 0 12 0 12 0 12 0.005 8 586 min -1.185 8 -0.012 3 0 1 0 1 0 1 -0.024 3 587 4 max 4.278 3 0.003 8 0 12 0 12 0 12 0.004 8 588 1 min -1.185 8 -0.012 3 0 1 0 1 0 1 -0.016 3 589 5 1 max 4.2771 3 0.002 1 8 0 12 0 12 0 12 0.002 8 590 1 min -1.186 8 -0.012 3 0 1 0 1 0 1 -0.009 3 591 M62 1 max 0.47 1 .3 0.086 3 0 12 0 12 0 12 0.077 3 592 min -0215 8 -0.023 8 0 1 0 1 0 1 -0.02 8 593 2 1 max 0.4691 3 0.085 3 .0 12 0 12 0 12 0.039 3 594 min -0.216 8 -0.023 8 0 1 0 1 0 1 -0.01 8 595 3 max 0.468 3 0.085 3 0 12 0 12 0 12 0.001 7 596 min -0216 8 -0.023 8 0 1 0 1 0 1 0 1 597 4 max 0.467 3 0.085 3 0 12 0 12 1 0 12 0.011 8 598 min -0.216 8 -0.023 8 0 1 0 1 0 1 -0.038 3 5991 1 5 max 1 0.467 3 0.084 3 0 12 1 0 12 0 12 0.022 8 6001 1 min -0.217 8 -0.024 8 0 1 0 1 0 1 -0.076 3 6011 M63 J 1 max 11.851 3 0.01 8 0 12 0 12 0 12 0.03 8 16021 1 min -3.841 8 -0.044 3 0 1 0 1 0 1 -0.125 3 6031 1 2 max 11.854 3 0.01 8 0 12 0 12 0 12 0.019 8 6041 1 min -3.839 .8 -0.044 3 0 1 0 1 0 1 -0.077 3 16051 13 max 11.858 3 0.01 8 0 12 0 12 0 12 0.009 8 1606 min -3.836 8 -0.044 3 0 1 0 1 0 1 -0.03 3 6071 1 4 max 11.861 3 0.01 8 0 12 0 12 0 12 0.018 3 �608 min -3.834 8 -0.044 3 0 1 0 1 0 1 -0.003 12 609 5 max 11.864 3 0.01 8 0 12 0 12 0 12 0.066 3 ,610 min -3.832 8 -0.044 1 3 0 1 0 1 0 1 -0.012 8 6111 M64 1 1 max 113.797 3 0.2 1 8 0 12 0 12 0 12 0.074 8 1612 min -4.461 8 -0.552 3 0 1 0 1 0 1 -0.193 3 ,613 2 max 113.782 1 3 1 0.125 8 .0 1 12 0 1 12 0 12 0.022 3 -614 min -4.461 8 -0.348 3 0 1 0 1 0 1 -0.004 8 615 3 max 13.767 3 0.051 5 0 12 0 12 0 12 0.139 13 -6161 min -4.462 8 -0.143 3 0 1 0 1 0 1 -0.046 8 ,6171 1 4 max 13.752 3 0.061 3 0 12 0 12 0 12 0.159 3 ,618 min -4.462 8 -0.025 8 0 1 0 1 0 1 -0.052 8 ,619 5 max 13.737 3 0.265 3 0 12 0 12 0 12 0.081 3 620 min -4.462 8 -0.099 8 0 1 0 1 0 1 -0.023 5 ,621 M65 1 max 0.177 12 0.04 12 0 12 0 12 0 12 0.019 8 622 min -0.109 3 -0.117 3 0 1 0 1 0 1 -0.091 3 623 2 max 0.177 12 0.04 12 0 12 0 12 0 12 0.005 8 624 min -0.109 3 -0.119 3 0 1 0 1 0 1 -0.038 3 6251 1 3 max 0.177 12 0.039 12 0 12 0 1 12 0 12 0.016 1 3 626 min -0.109 3 -0.12 3 0 1 0 1 0 1 -0.023 9 6271 1 4 max 0.177 12 0.038 12 0 12 0 12 0 12 0.07 3 6281 1 min -0.109 3 1 -0.121 3 0 1 0 1 0 1 -0.04 12 -6291 5 1 max 0.177 12 0.037 12 .0 12 0 12 0 12 0.125 3 6301 min -0.109 3 -0.123 3 0 1 0 1 0 1 -0.057 12 631 M66 1 max 1.685 8 0.114 5 0 12 0 12 0 12 0.023 .8 632 min -8.144 3 0.001 1 0 1 0 1 0 1 -0.039 3 633 2 max 1.682 8 0.044 5 0 12 0 12 0 12 -0.002 2 634 min -8.149 3 1 -0.003 t12 0 J 1 0 1 0 1 -0.045 3 635 3 max 1.6791 8 1 0.015 1 3 1 0 12 0 12 1 12 -0.003 2 RISA-31D Version 23 [ 40x79.5xl5 K&W Concrete 24BB - Glen... Page 21 Company Big Top Manufacturing 2/19/2026 IIRISA Designer Dadrian D. 2:29:17 PM Job Number : 226-029 Checked By F NEMETSCHEK COMPANY Model Name : 40x79.5x15 K&W Concrete - Gle... Envelope Member Section Forces Continued M b S Axial k LC Shear k LC z Sheaffkl LC or lue k-ft LC v-v Moment k-ft LC z-z Moment k-ft LC 1636 em er ec min -8.155 3 1 -0.027 8 0 1 0 1 0 1 -0.051 3 637 4 max 1.675 8 0.015 3 0 12 0 12 0 12 0.012 8 1638 min -8.16 3 -0.097 8 0 1 0 1 0 1 -0.057 3 �639 5 max 1.672 8 0.015 3 0 12 0 12 0 12 0.067 8 6401 1 min -8.166 3 -0.168 8 0 1 0 1 0 1 -0.063 3 641 M67 1 max 0.359 3 0.053 3 0 12 0 12 0 12 0.053 3 642 min -0.174 8 -0.006 8 0 1 0 1 0 1 -0.008 8 643 2 max 10.359 3 0.053 3 0 12 0 12 0 12 0.029 3 644 min -0.174 8 -0.005 8 0 1 0 1 0 1 -0.006 8 645 3 max 0.359 3 0.054 3 0 12 0 12 0 12 0.005 3 646 min -0.174 8 -0.005 8 0 1 0 1 0 1 -0.00.3 12 6471 4 max 0.359 3 0.055 3 0 12 0 12 0 12 -0.001 2 648 min -0.174 8 -0.004 8 0 1 0 1 0 1 -0.021 11 649 5 max 0.359 3 0.056 3 0 12 0 12 0 12 0.001 8 650 min 1 -0.174 8 -0.004 8 0 1 0 1 0 1 -0.045 3 651 M68 1 max 1.69 8 0 3 0 12 0 12 0 12 0.021 8 652 min 1-8.052 3 -0.176 9 0 1 0 1 0 1 -0.107 11 653 2 max 1.686 8 0 3 0 12 0 12 0 12 0.027 8 1654 min -8.059 3 -0.096 9 0 1 0 1 0 1 -0.083 3 655 3 max 1.6821 8 0 3 0 12 0 12 0 12 0.037 12 1656 min -8.066 3 -0.017 9 0 1 10 1 0 1 -0.083 3 657 4 1 max 1.6781 8 0.063 12 0 12 .0 12 0 12 0.028 1 8 658 1 min -8.0721 3 0 1 0 1 0 1 0 1 -0.084 1 3 659 5 max 1.674 8 0.142 12 0 12 0 12 0 12 0.023 8 -660 min -8.079 3 0 1 0 1 0 1 0 1 -0.084 3 661 M69 1 max 16.878 3 0.011 8 0 12 1 0 12 0 12 0.039 8 662 min -4.825 8 -0.049 3 0 1 0 1 0 1 -0.153 3 663 2 max 16.88 3 0.012 8 0 12 0 12 0 12 0.031 8 664 min 1 -4.823 1 8 -0.048 3 0 1 0 1 0 1 -0.12 3 665 3 max 16.8821 3 0.012 8 0 12 0 12 0 12 0.023 8 666 min -4.822 8 -0.048 3 0 1 0 1 0 1 -U87 3 667 4 max 16.8841 3 0.012 8 0 J 12 0 12 0 12 0.015 8 6681 min -4.821 8 -0.047 3 0 1 0 1 0 1 -0.054 3 669 5 max 16.886 3 0.012 8 0 12 0 12 0 12 0.009 12 670 min -4.82 8 -0.047 3 0 1 0 1 0 1 -0.022 3 671 M70 1 max 4-171 3 0.007 3 0 12 0 12 0 12 0.003 8 672 min -1.129 8 -0.003 5 0 1 0 1 0 1 -0.012 3 673 2 max 4.17 3 0.008 3 0 12 0 12 0 12 0.005 8 674 min -1.13 8 -0.002 5 0 1 0 1 0 1 -0.017 3 1575 3 max 4.17 3 0.009 3 0 12 0 12 0 12 0.006 8 6761 1 min -1.13 8 -0.002 8 0 1 0 1 0 1 -0.022 3 16771 1 4 max 4.1691 3 0.01 3 0 12 0 12 0 12 0.007 8 6781 1 min -1.13 8 -0.001 8 0 1 0 1 0 1 -0.028 3 16791 1 5 max 4.169 3 0.011 3 0 12 0 12 0 12 0.007 8 1680 min -1.131 8 0 8 0 1 0 1 0 1 1 -0.034 3 16811 M71 1 1 max 16.791 3 0.039. 3 0 12 0 12 0 12 0.009 8 682 min -4.793 8 -0.012 8 0 1 0 1 0 1 -0.039 3 1683 2 max 16.793 3 0.041 3 0 12 0 12 0 12 0.017 8 684 min -4.793 8 -0.011 8 0 1 0 1 0 1 -0.066 3 6851 3 max 16.794 3 0.042 3 0 12 0 12 0 12 0.024 8 686 min -4.792 8 -0.01 8 0 1 0 1 0 1 -0.093 3 �687 4 max 16.796 3 0.043 3 0 12 0-- 12 0 12 0.031 8 �688 min -4.791 8 -0.01 8 0 1 0 1 0 1 -0.122 3 ,689 5 max 16.797 3 0.045 3 0 12 0 12 0 12 0.037 8 ,690 min -4.79 8 -0.009 8 0 1 1 0 1 0 1 -0.151 3 RISA-3D Version 23 [ 40x79.5x15 K&W Concrete 24BB -Glen... Page 22 Company Big Top Manufacturing 2/19/2026 Iner IIRISAJobDesig r Number 2226-029D Checked By: A NEIAETSCHEK COMPANY Model Name 40x79.5xl5 K&W Concrete -Gle... Envelope Member Section Forces Continued Member Sec Axial k LC ShearFkl LC zSheaqkl LC Tor ue'k-ft LC - Moment k-ft LC z-z Moment k-ft LC 691 M_72F 1 max 5.074 3 0.007 8 0 1 12 0 12 0 12 1 0.016 8 6921 1 min -1.059 8 -0.027 3 0 1 0 1 0 1 -0.057 3 6931 1 2 max 5.073 3 0.008 8 0 12 0 12 0 12 0.011 8 6941 1 min -1.059 8 -0.027 3 0 1 0 1 0 1 -0.038 3 +695 3 max 5.072 3 0.008 8 0 12 0 12 0 12 0.006 8 696 min -1.06 8 -0.026 3 0 1 0 1 0 1 -0.021 3 1697 4 max 1 5.071 3 0.009 8 0 12 0 12 0 12 0 2 698 min -1.06 8 -0.025 3 0 1 0 1 0 1 -0.003 3 1699 5 max J 5-07 3 0.01 5 0 12 0 12 0 12 0.013 3 700 min -1.061 8 -0.024 3 0 1 0 1 0 1 -0-006 8 701 M73 1 max 0.153 8 0.005 5 0 12 0 12 0 12 0.009 8 702 min -1.346 3 -0.016 3 0 1 0 1 0 1 -0.037 3 703 2 max 0.153 8 0.004 5 0 12 0 12 0 12 0.006 8 7041 min -1.347 3 -0.017 3 0 1 0 1 0 1 -0.028 3 705 3 max 0.153 8 0.004 8 0 12 0 12 0 12 0.004 8 706 min -1.347 3 -0.017 3 0 1 0 1 0 1 -0.017 3 707 4 1 max 0.152 8 0.003 8 0 12 0 12 0 12 0.002 8 708 min -1.348 3 -0.018 3 0 1 0 1 0 1 -0.007 3 709 5' max 0.1521 8 0.003 8 0 12 0 12 0 12 0-004 3 710 min -1.349 3 -0.019 3 0 1 0 1 0 1 0 12 711 M74 1 max 0.256 8 0.001 3 0 12 0 12 0 12 0.024 3 7121 min -1.641 3 -0.002 1 0 1 0 1 0 1 1 -0.005 5 7131 2 max 0.257 8 0.002 3 0 12 0 12 0 1 12 0.023 3 7141 min -1.64 3 -0.001 1 0 1 0 1 0 1 -0.005 8 715 3 max 0.2571 8 0.003 3 0 12 0 12 0 12 0.022 3 716 min -1.64 1 3 1 0 1 0 1 0 1 0 1 -0.006 8 717 4 max 0.258 8 0.004 3 0 12 0 12 0 12 0.02 3 718 min -1.639 3 0.001 12 0 1 0 1 0 1 -0.007 8 719 5 max 0.258 8 0.005 3 0 12 0 12 0 12 0.017 3 720 min -1.638 3 0.001 12 0 1 1 0 1 0 1 -0.008 8 721 M75 1 max 1.982 3 0.026 3 0 12 0 12 0 12 0.046 3 722 min -0.417 8 -0.011 5 0 1 0 1 0 1 -0.017 8 723 2 max 1-981 1 3 0.027 3 0 12 0 12 0 12 0.03 3 724 _ min -0.418 8 -0.011 8 0 1 0 1 0 1 -0.01 8 725 3 max 1.98 1 3 0.028 3 0 12 0 12 0 12 0.013 3 726 min -0.418 8 -0.01 8 0 1 0 1 0 1 -0.003 8 727 4 max 1.979 3 0.028 3 0 12 0 12 0 12 0.003 5 728 min -0.419 8 -0.01 8 0 1 0 1 0 1 -0.005 3 729 5 max 1.978 3 0.029 3 0 12 0 12 0 12 0.009 8 730 min -0.42 8 -0.01 8 0 1 0 1 0 1 -0.023 3 731 M76 1 max 11.528 3 0.23 8 0 12 0 12 0 12 0.149 8 732 min -3.99 8 -0.609 3 0 1 0 1 0 1 -0.38 3 '733 2 1 max 11.4941 3 0.157 8 0 12 0 12 0 12 0.059 8 '734 min -3.99 8 -0.415 3 0 1 0 1 0 1 -0.142 3 '735 3 max 11.459 3 0.083 8 0 12 0 12 0 12 0.006 3 7361 min -3.991 8 -0.22 3 0 1 0 1 0 1 0 12 '7371 4 max 11.425 3 0-011 5 0 12 0 12 0 12 0.063 3 '738 min -3.992 8 -0.026 3 0 1 0 1 1 0 1 -0.019 8 '739 5 max 11.39 3 0.168 3 0 12 0 12 0 12 0.03 3 740 min -3-992 8 -0.063 8 0 1 0 1 0 1 -0.008 5 741 M77 1 max 2.416 8 0.152 8 0 12 0 12 0 12 0.064 8 742 min -11.37 3 -0.001 1 0 1 0 1 0 1 -0.047 3 '743 2 max 2.413 8 0.081 7 0 12 0 12 0 12 0.012 8 744 min 11.37 3 0 1 0 1 0 1 0 1 -0.062 3 745 3 max 2.409 8 0.037 3 0 12 0 12 0 12 -0.003 2 RISA-31D Version 23 [ 40x79.5xl5 K&W Concrete 24BB - Glen... Page 23 Company Big Top Manufacturing 2/19/2026 IIRISA Designer Dadrian D. 2:29:17 PM Job Number : 226-029 Checked By A NEMETSCHEK COMPAI Model Name : 40x79.5xl5 K&W Concrete - Gle Envelope Member Section Forces Continued Member Sec Axialrkl LC v Shear[kI LC z Shear k LC Tor ue k-ft LC v-v Moment k-ft LC z-z Momen k-ft LC '746 min -11.381 3 -0.004 8 0 1 0 1 0 1 -0.079 3 747 4 max 2.406 8 0.039 3 0 12 0 12 0 12 0.016 8 '748 min -11.38 3 -0.082 8 0 1 0 1 0 1 -0.097 3 '749 5 1 max 2.402 8 0.04 3 0 12 0 12 0 12 0.072 8 '750 min • 11.39 3 -0.16 8 0 1 0 1 0 1 -0.115 3 '751 M78 1 j max 0.193 1 12 1 0.025 3 0 12 0 12 0 12 0.013 3 '752 min -0.599 3 -0.006 15 0 1 0 1 0 1 -0.001 8 '753 2 max 0.1931 12 0.026 3 1 0 12 0 12 0 12 0.002 5 754 min -0.599 3 -0.005 8 0 1 0 1 0 1 -0.002 3 755 1 3 max 0.193 12 0.027 3 0 J 12 0 12 0 12 0.005 8 756 min -0.599 3 -0.005 8 0 1 0 1 0 1 -0.017 3 757 4 1 max 0.194 12 0.028 3 0 12 0 12 0 12 0.008 8 758 min -0.599 3 -0.004 8 0 1 0 1 0 1 -0.033 3 759 5 max 0.194 12 0.029 3 1 0 12 0 12 0 12 0.01 8 7601 min -0.599 3 -0.003 8 0 1 0 1 0 1 -0.05 3 7611 M79 1 max 1.581 8 0.147 8 0 12 0 12 1 0 12 1 0.062 8 7621 min -9.044 3 -0.224 3 0 1 0 1 0 1 1 -0.142 3 763 2 max 1.579 8 0.075 8 0 12 0 12 0 12 0.013 8 764 min -9.102 3 -0,12 3 0 1 0 1 0 1 -0.066 3 765 3 max 1.577 8 0.003 8 0 12 0 12. 0 12 -0.002 2 766 min -9.159 3 -0.015 3 0 1 0 1 0 1 -0.036 3 767 4 max 1.576 8 0.089 3 1 0 12 0 12 0 12 0,011 8 768 min -9.217 3 -0.07 8 0 1 0 1 0 1 -0.053 3 7691 5 1 max 1.574 8 0.193 3 0 12 0 12 0 12 0.057 8 7701 min -9.275 3 -0.142 8 0 1 0 1 0 1 -0-11.5 3 7711 M80 1 max 6.194 3 0-015 3 0 12 0 12 0 12 0 3 772 min -1.832 8 -0.006 8 0 1 0 1 0 1 -0.003 8 773 2 max 6.193 3 0.015 3 0 12 0 12 0 12 0.001 8 774 min -1.833 8 -0.006 8 0 1 0 1 0 1 -0.009 3 775 3 1 max 6.191 3 0.015 3 0 12 0 12 0 12 0,004 8 776 min -1.833 8 -0.006 8 0 1 0 1 0 1 -0.018 3 777 4 max 6,19 3 0.015 3 1 0 12 0 12 0 12 0.008 8 778 min -1.834 8 -0.006 8 0 1 0 1 0 1 -0.027 3 779 5 max 6.189 3 0.016 3 0 12 0 12 0 12 0,012 8 780 min -1,835 8 -0.006 8 0 1 0 1 0 1 -0.036 3 881 M81 1 max -0.081 2 0.171 8 0 12 0 12 0 0.071 8 782 min -2.179 3 -0..31 3 0 1 0 1 0 -0.162 3 783 2 max -0.083 2 0.102 8 0 12 0 12 0 *12 0.013 8 784 min -2,227 3 -0.2 3 0 1 0 1 0 -0.053 3 785 3 max -0,085 2 0.033 8 0 12 0 12 0 0.008 3 786 min -2.275 3 -0.091 3 0 1 0 1 0 -0.016 8 7871 4 1 max -0.088 2 0.018 3 0 12 0 12 0 12 0.024 3 788 min -2.323 3 -0.037 8 0 1 0 1 0 1 -0.015 8 789 5 max -0.09 2 0.128 3 0 12 0 12 1 0 12 0.016 8 790 min -2.371 3 -0.106 8 0 1 0 1 0 1 -0.007 3 791 M82 1 max 4.11 1 3 0.009 8 1 0 12 0 12 0 12 0.011 3 792 min -0.983 8 -0.023 3 0 1 0 1 0 1 -0.002 8 7931 2 max 4.109 3 0.01 8 0 12 0 12 0 12 0.025 3 794 min -0.983 8 -0.02-2 3 0 1 0 1 0 1 -0.008 8 7951 1 3 max 4.108 3 0,01 8 0 12 0 12 0 12 0.039 3 796 min -0.984 8 -0.021 3 0 1 0 1 0 1 -0.014 8 797 4 max 4,107 3 0.011 5 0 12 0 12 0 12 0.052 3 798 min -0.985 8 -0.021 3 0 1 0 1 0 1 -0,02 8 799 5 max 4.106 3 0.011 5 0 12 0 12 0 12 0.065 1 3 800 min -0.985 8 -0.02 3 0 1 1 0 1 0 1 -0.027 8 RISA-31D Version 23 [ 40x79.5x15 K&W Concrete 24BB - Glen... Page 24 Company Big Top Manufacturing 2/19/2026 IIRISA Designer Dadrian D. 2:29:17 PM Job Number : 226-029 Checked By A NEMETSCHEK COMPANY Model Name : 40x79.5xl5 K&W Concrete - Gle... Envelope Member Section Forces (Continued) Member Sec Axial k LC v Shear k LC z Shear[kj LC Tor ue k-ft LC y-y Moment k-ft LC z-z Moment k_{{ LC 801 M83 1 max 0.15 3 0.056 8 0 12 0 12 0 12 0.06 8 802 min -0.053 5 -0.191 3 0 1 0 1 0 1 -0.201 3 803 2 max 0.151 3 0.056 8 Q 12 1 0 12 0 12 0-035 8 804 min -0.052 5 -0.192 3 0 1 0 1 0 1 -0.115 3 805 3 max 0.152 3 0.055 8 0 12 0 12 0 12 0.01 8 806 min -0.051 5 -0.192 3 0 1 0 1 0 1 -0.029 3 807 4 max 0.153 3 0.055 8 0 12 0 12 0 12 0.058 3 80$ min -0.051 5 -0.192 3 0 1 0 1 0 1 -0.015 8 809 5 max 0.153 3 0.055 8 0 12 1 0 12 0 12 0.145 3 810 min -0.05 5 -0.192 3 0 1 0 1 0 1 -0.04 8 811 M84 1 max 1.789 8 0.001 3 0 12 0 12 • 0 12 0.073 3 min -9.156 3 -0.006 5 0 1 0 1 0 1 -0.022 8 2 max 1.789 8 Q.004 3 0 12 0 12 0 12 0.07 3 r82 min -9.156 3 -0.003 5 0 1 0 1 0 1 -0.019 8 3 max 1.79 8 0.007 3 0 12 0 12 0 12 0.065 3 min -9.156 3 -0.001 8 0 1 0 1 0 1 -0.017 8 4 max 1.79 8 0.01 3 0 12 0 12 0 12 0.058 3 8181 min -9.155 3 0.001 8 0 1 0 1 0 1 -0.017 8 819 5 max 1.79 8 0.012 3 0 12. 0 12 0 12 0.049 3 820 min -9.155 3 0.002 8 0 1 0 1 0 1 -0.019 5 821 M85 1 max 1.974 8 -0.004 12 0 12 0 12 0 12 0.063 3 822 min -10.52 3 -0.006 5 0 1 0 1 0 1 -0.02 5 823 2 j max 1.974 8 -0.002 12 1 0 12 0 12 0 12 0.066 3 824 min -10.52 3 -0.003 5 0 1 0 1 0 1 -0.017 8 825 3 max 1.974 8 0 3 0 12 Q 12 0 12 0.067 3 826 min -10.524 3 0 8 0 1 0 1 0 1 -0.016 8 827 4 max 1.974 1 8 0.003 3 0 12 0 12 0 12 0.066 3 828 min -10.5241 3 0.001 8 0 1 0 1 0 1 -0.017 8 829 5 max 1.974 8 0.006 3 0 12 0 12 0 12 0.062 3 830 min 10.524 3 0.003 8 0 1 0 1 0 1 -0.018 5 831 M86 1 max 11.39 3 1 0.101 8 0 12 0 12 0 12 0.031 3 832 min -3.55 8 -0.296 3 0 1 0 1 0 1 -0.016 5 833 2 max 11.364 3 0.028 8 0 12 0 12 0 12 0.123 3 834 min -3.55 8 -0.101 3 0 1 0 1 0 1 -0.044 8 835 3 max 11.337 3 0.095 3 0 12 0 12 0 12 0.124 3 836 _ min -3.551 8 -0.045 5 0 1 0 1 0 1 -0.041 8 837 4 max 11.311 3 0.29 3 0 12 0 12 0 12 .0.035 3 838 min -3.551 8 -0.117 8 0 1 0 1 0 1 -0.003 8 839 5 max 11.285 3 0.485 3 0 12 0 12 _ 0 12 0.068 5 840 min -3.552 8 -0-19 8 0 1 0 1 0 1 -0.144 3 841 M87 1 max 13.736 3 0.092 8 0 12 0 12 0 12 0.076 3 842 min -4.313 8 -0.256 3 0 1 0 1 0 1 -0.024 5 843 2 max 13.73 3 0.018 8 0 12 0 12 0 12 0.149 3 844 min -4.313 8 -0.053 3 0 1 0 1 0 1 -0.049 8 845 3 max 13.724 3 0-151 3 0 12 0 12 0 12 0.126 3 846 min -4.313. 8 -0.057 5 0 1 0 1 0 1 -0.04 8 847 4 max 13.717 3 0.355 3 0 12 0 12 0 12 0.014 7 848 min -4.313 8 -0.131 8 0 1 0 1 0 1 -0.001 12 849 5 1 max 13.711 3 0.558 1 3 0 12 0 12 0 12 0.084 8 850 min -4.313 8 -0.205 8 0 1 0 1 0 1 - .21 3 851 M88 1 max 13.738 3 0.093 8 0 12 0 12 0 12 0.081 3 852 min -4.462 8 -0.255 3 0 1 0 1 0 1 -0.023 5 853 2 max 13.732 3 0.019 8 0 12 0 12 0 12 Q.154 3 854 min -4.462 8 -0.05 3 0 1 0 1 0 1 -0.049 8- _E55j 3 max 113.726 3 0.154 3 0 12 0 12 0 12 0.129 3 RISA-31D Version 23 [ 40x79.5x15 K&W Concrete 24BB - Glen... Page 25 Company Big Top Manufacturing 2/19/2026 11P,1SA Designer Dadrian D. 2:29:17 PM Jab Number 226-029 Checked By A NEMETSCHEK COMPANY Model Name 40x79.5xl5 K&W Concrete - Gle... Envelope Member Section Forces (Continuedl _in i i n . i t, , ci-,ri l I r^ -r-r4_++1 1 r a-v KAnmcntik-fFl I r.. 7-7 Mnmantfk-M I C 856 min -4.462 8 1 -0.057 1 5 0 11 0 1 0 1 -0.04 .8 857 4 1 max 13.719 3 0.359 1 3 0 12 0 12 0 12 0.015 7 858 Tmin -4.463 8 -0.131 8 0 1 0 1 0 1 0 12 859 5 max 13.713 3 0.563 3 0 12 0 12 0 12 0.085 8 860 1 min -4.463 8 -0-206 8 0 1 0 1 0 1 -0.213 3 861 M89 1 max 11.39 3 .0.109 8 0 12 0 12 0 12 0.03 3 862 min -3.991 8 -0.295 3 0 1 0 1 0 1 -0.008 5 '8631 1 2 max 11-364 3 1 0.037 8 0 12 0 12 0 12 0.12-2 3 8641 1 min -3.991 8 -0.1 3 0 1 0 1 0 1 -0,041 8 ,8651 1 3 max 11.337 3 0.095 3 0 12 0 12 0 _ 12 0.123 3 866 min -3.992 8 -0.037 5 0 1 0 1 0 1 -0.041 8 867 1 4 max 11.311 3 0.291 3 0 12 0 12 . 0 12 0.033 3 868 min -3.992 8 -0.109 8 0 1 0 1 0 1 -0.007 8 869 5 max 11.285 3 0.486 3 0 12 0 12J 0 12 0.06 5 870 min -3.993 8 -0.181 8 0 1 0 1 0 1 -0.146 3 Envelope Maximum Member Section Forces .. .__-_1..... _ _rm -- n`----i __rnt.- ....rall All nnTf+li r'%- hAnmontfie-011 nrrfrli rya Unm4wntfk-ft11 ncfffll n 1 M1 - na 0.008 �V0 1v 0.163 v0 7 0 .2941 0 2941 0 2.294'1 0.125 0 3 2 min -0.152' .294 3 -0,178 .2.294 8 0 0 1 0 0 1 0 0 1 -0.122 2.2943 3 M2 1.848 0 8 0.141 0 8 0 :2.02812 0 2.0281 0 2.02812i 0.076 0 18 4 min -8.079;2.028 3 -0.116 2.0285 0 0 1 0 0 1 0 0 1 -0.084 2.02B 3 5 M3 a 1.856 08 0.094 0 5 0 1.6571 0 '1.6571 0 1.657'1 0.054 11.657 8 6 min -8.1661,657 3 -0,116 11.65718 0 0 1 0 0 11 0 0 111_ -0.063 1.657 3 7 M4 a 3.089 0 81 0.106 0 18 0 1.852.1 0 -1.85212 0 1.85212 0.067 1.85281 8 mink 1.39 1.852 3 -0.125 1.852 8 0 0 1 _ 0 0 1 0 Q 11 -0.115 1.8523 9 M5 max 3.089 0 8 0.123 0 8 0 1.93512 0 1.93512 0 1.935,1 0.063 0 8 10 min -11.70 1.935 3 -0.114 1..935 8 0 0 1 0 0 1 0 0 1 -0.119 0 3 11 M6 a 2.604 0 8 0.141 1.763 3 0 1.7631 0 1.763,1 0 1.763 0.057 0 8 12 min -9.1581.763 3 -0.154 0 3 0 0 1 0 0 1 0 0 1 -0.104 0 3 13 M7 a 2.56 0 8 0.193 1.768 3 0 1.7681 0 1.7681 0 1.7681 0.055 0 8 14 min -9.2751.768 3 -0.224 0 3 0 0 1 0 0 1 0 0 1 -0.142 0 3 151 M8 ax 0.596 0 1 0.135 0 8 0 1.69912 0 1.699-11 0 1,69914 0.065 0 8 161 Imin -2.371 1.699 3 -0.31 0 3 0 0 1 0 0 11 0 0 1 -0.162 0 3 171 M9 ax 0.589 0 12 0.4 :2.267 31 0 2.2671 0 2.2671 0 .2.2671 0.133 12.267 8 181 Imin -2.518 2.267 3 -0.21 0 31 0 0 11 0 0 11 0 0 1 -0.299 2.267 3 19 M10 Max 6,991 0 3 0.869 4-48 31 0 4.48 1 0 4.48 '1 0 4.48 12 0.424 23333 20 min -2.134 4.4818 -0-925 0 31 0 0 11 0 0 1 0 0 1 -0.645 3 21 Mll maxll.52 0 3 0.24 0 81 0 1.8611 0 1.86112 0 1.86112 0.159 0 8 22 min -3.551 1.861 8 -0.61 0 3 0 0 1 0 0 1 0 0 1 -0.381 0 3 23 M12 a 13.795 0 131 0.268 1.8993 0 1.8991 0 1.899,12 0 1.8991 0.16 1.26631 24 min -4.31131.899181 -0.545 0 3 0 0 1 0 0 1 0 0 1 -0.187 0 3 25 M13 a 0.203 '313 2.559131 0.006 :2.559 5 0 2.5591 0 .2.5591 0 :2.5591 • 0.028 2.55931 26T min -0.21 0 151 -0.011 0 13 0 0 1 0 0 1 0 0 1 -0.011 2.559 8 27 M15 rnax 1.487 3.504 8 0.012 3.5043 0 3.5041 _ 0 3.5041 0 3.5041 0.073 0 3 2$ min -9.154 0 3 -0.007 0 5 0 0 1 0 0 1 0 0 1 -0.022 0 8 29 M16 ax 0.442 3,597 8 0.007 3.597 51 0 1.15974 0 3.5971Z 0 3.5971 0.054 2,511 3 30 min -5.433 0 13 -0.008 0 31 0 0 1 0 0 11 0 0 1 -0.019 3.597 5 31 M17 max 2,236:2.518 3 0.073 2.51881 0 _:2.51812 0 2.5181 0 2.5181Z 0.09 0 3 32 min -1.716 0 181 -0.027 0 5 0 0 1 0 0 11 0 0 1 -0.084 2.5183 33 M18 max 2.435 2.157.31 0,076 2.157 31 0 2.1571 0 :2.15714 0 2.157,12 0.061 0 3 34 min -1.777 0 8 -0.019 0 8 0 0 11 0 0 11 0 0 1 -0.097 2.157 3 35 36 M19 ma min 11.10 -4.207 3.086 0 3 $ 0.064 -0.022 3,0863 0 5 0 0 3.086 0 TZ Ill 0 0 :3.0861 0 A A- 0 3.08612 0.044 3-086 8 RlSA-3D Company Big Top Manufacturing 2/19/2026 11RISAJobDesigner r Number ; 2226-029D Checked By ANEMETSCHEKCOMPANY Model Name : 40x79.5x15 K&W Concrete - Gle... Envelope Maximum Member Section Forces (Continued) Member Axieff k Loc[f1jLCy Shea k Loc ftLCz Shear[k]Loc ft LCTor ue k-ft Loc ft LC - Moment k-ft Loc ft LCz-z Moment K-tt LOCItij Lc 38 min -5.58 0 8 -0.009 0 8 0 O 1 0 0 1 0 0 1 -0.151 2.fiS4 3 39 M21 16.8862.748 3 0.02 2.748 8 0 2.7481 0 2.748.1 Q 2.748.1 0.05 0 8 40 min -5.094 0 8 -0.049 0 3 0 0 1 0 0 1 0 0 1 -0.153 0 3 41 M22 a 11.86 4.33 3 0.009 4.33 8 0 4.33 1 0 4.33 1 0 4.33 1 0.066 4.33 3 42 min -3.516 0 8 -0.044 0 3 0 0 1 0 0 1 0 0 1 -0.125 0 3 43 M23 a 0.022 1.8021 0.011 0 1 0 1.8021 0 1.8021 0 1.8021 0.125 -1.802 3 44 min -0.163 0 7 -0.123 1.802 3 0 0 1 0 0 1 0 0 1 -0.091 0 3 45 M24 a 1.01 0 i 8 0.016 0 3 0 2.917'1 0 :2.9171 0 2.917'1 0.025 0 3 46 min -5.2112.917 3 -0.003 2.917 5 0 0 1 0 0 1 0 0 1 -0.018 :2.917 3 47 M25 a 5.074 0 3 0.009 ' .71951 0 :2.719'1 0 2.719 0 2.7191 0.016 0 8 48 min -1.434 2.719 8 -0.027 0 3 0 0 1 0 0 1 0 0 1 -0.057 0 3 49 M26 a 0.359 1.802 3 0.056 1.80231 0 1.8021 0 1.802'1 0 1.802'1 0.053 0 3 50 min -0.289 0 8 -0.019 0 8 0 0 1 0 0 1 0 0 1 -0.045 1.802 3 51 M27 ma 0.583 0 8 0.005 0 5 0 2.3881 0 .3881 0 2.3881 0.009 0 8 52 min -1.3492.388 3 -0.019 2.38831 0 0 1 0 0 1 0 0 1 -0.037 0 3 53 M28 a 4.171 0 3 0-011 2.41431 0 2.4141 0 '2.414-1 0 2-414'1 0.007 .2888 54 min -1.569 2.414 8 -0.003 0 5 0 0 1 0 0 1 0 0 1 -0.034 2.414 3 55 M29 n 3.31 0 3 0.007 0 7 0 1.8021 0 1.8021 0 1.8021 0.006 0 5 561 Imin -1.088 1.8028 -0.001 1.8021 0 0 1 0 0 1 0 0 1 -0.006 1.802 7 57 M30 a 4.281 0 3 0.005. 0 5 0 .4431 0 2.4431 0 2.44312 0.013 . 0 8 581 Imin -0.991 Z44318 -0.012 12.4433 0 0 1 0 0 11 0 0 1 -0.038 0 3 591 M31 max -0.062 2.33 2 0.029 2.33 3 0 2.33 .1 0 2.33 11 0 2.33 .12 0.013 0 3 60 min -0.601 0 7 -0.007 0 5 0 0 1 0 0 11 0 0 1 -0.05 2.33 3 61 M32 a 2.588 0 3 0.059 0 3 0 1.8031119 0 1.8031 0 1.80311Z 0.054 0 3 62 imin -0.8281.803 8 -0.014 1.803 81 0 0 11 0 0 11 0 0 Ill -0.05 1.803 3 63 M33 maxi 6.194 0 31 0.016 2.401 31 0 2.401-1 0 2.401121 0 Z401111 0.012 2.4018 64 ;min-1.7982.4018 -0.005 0 8 0 0 11, 0 0 1 0 0 Ill -0.036 2.4013 65 M34 max 1.328 2.446 8 0.016 2.446 3 0 2.44611 T 0 2.446 0 2.446.1 0.01 0 3 661 min -4.935 0 3 -0.004 0 5 0 0 1 0 0 1 0 0 1 -0.025 2.4463 671 M35 max 0.47 0 3 0.086 0 3 0 1.802,12 0 1.8021 0 1.8021 0.077 0 3 68 min -0.1861.802 8 -0.023 1.80218 0 0 1 0 0 1 0 0 1 -0.076 1.8023 691 M36 Imax 6.402 0 13 0-044 :2.853 3 0 2.85312 0 :2.85311 0 2.8531 0.037 0 13, 70 min -1.8492,853 8 -0.018 0 51 0 0 1 0 0 11 0 0 1 -0.085 '2,853 3 71 M37 max 0.153 1,802131 0.062 0 8 1. 0 -1.802 .1 0 1.80210 0 11.80212 0.145 1.80231 72 min -0.117 0 151 -0.192 1.802 31 0 0 1 0 0 1 0 0 1 -0.201 0 3 73 M38 a 1.49 3.149 8 0.031 3.149 3 0 :3.1491 0 3.149'1 0.061 0 3 74 min -5.581 0 3 -0.012 0 5 0 N3.1491210 0 1 0 0 1 0 0 1 -0.028 3.1493 75 M39 a 4.111 0 3 0.01 538 5 0 2.538'1 0 538'1 0 Z5381 0.065 2.5383 76 min -1.255 2.538 8 -0.023 0 3 0 0 1 0 Q 1 0 0 1 -0.024 2.5388 77 M40 a 0.797 2.621 8 0.02 2.621151 0 ' .6211 0 :2.6211 0 :2.621 1 0.051 .621 3 78 min -3.133 0 3 -0.049 0 3 0 0 1 0 0 1 0 0 1 -0.072 0 3 79 M41 a 1.98 0 3 0.028 2.487 3 0 :2.4871 0 .4871 0 ' .4 771 0.046 0 3 80 min -0.65 :2.487 8 -0.011 0 5 0 0 1 0 0 1 0 0 1 -0.021 2.487 3 81 M42 max 0.453 2.605 8 0.004 2.605 3 0 2.6051 0 '2.6051 0 2.605-1 0.022 0.1363. 82AM43ax -1.642 0 3 -0.002 0 1 0 0 1 0 0 1 0 0 1 -0.008 2.60581 83 1.128 0 8 0.016 0 3 0 :2.9171 0 2.9171 0 2.9171 0.025 0 384 -5.211:2.917 3 -0.007 2,91751 0 0 11 0 0 1 0 0 1 -0.018 Z.917 3 85 M44 Max 0.037 0 1. 0216 2,294111 0 2941 0 2.2941 0 229412 0.125 0 3 86 min -0.1522.294 3 -0.177 0 1 0 0 1 0 0 1 0 0 1 -0.138 2.29411 87 M45 a 2.236 2.518 31 0.073 _518 3 0 :2.5181 2.5181 0 2.51812 0.09 0 3 881 min .-0.741 0 8 -0.024 0 l5i 0 0 11 0 0 1 0 0 1 -0.084 5183 89 M46 max 2.411 08 0.165 0 181 0 1.93510 0 1.9351 0 11.935111A 0.073 90 min -l1.70 1.935 3 -0.156 1.935: 0 0 1 0 0 1 0 E0 0 1 -Q-119 A49 91 M47 a 1.274 3.149 8 0.031 3.149 3 0 3.149'1 0 3.1491 3.149 0.061 92 min -5.581 0 3 -0.011 0 5 0 0 1 0 0 1 0 0 1 -0.028 RISA-3D Version 23 [ 40x79.5xl5 K&W Concrete 24BB - Glen... Page 27 Company Big Top Manufacturing 2/19/2026 11RISA Designer Dadrian D. 2:29:17 PM Job Number : 226-029 Checked By: A NEMETSCHEK COMPANY Model Name : 40x79.5xl 5 K&W Concrete - Gle... Envelope Maximum Member Section Forces Continued MamhPr Axial1k1Locfft11 ry Shearfk1L0Cfft1LCz Shea r1k1LoCfftlLCTorauefk-ftlLocfftlLCV-V Momentfk-ft1Ldc[ft1LCz-z Moment[k-ft]Loo[ft]Lc 931 M48 na 2.588 0 3 0.059 1 0 3 0 1 .80312 0 11.803.12 0 1.80312 0.054 0 3 941 imin -0.665 1.803 8 -0.017 1.8038 0 0 1 0 0 Ill 0 0 1 -0.05 1.803 3 951 M49 'naxj 1.622 0 8 0.157 0 8 0 1.76312 0 1.7631 0 1.763,12 0.068 0 Is 961 min -9.158 1.763 3 -0.154 0 3 0 0 1 0 0 1 0 0 1 -0.104 0 13 97 M50 na 6.991 0 3 0.868 4.48 3 0 4.48 12 0 4.48 11 0 4.48 12 0.424 2.33313 981 min -2.888 4.48 8 -0.925 0 3 1 0 0 1 0 0 1 0 0 111 -0.645 0 3 99 M51 'nay -0.087 0 2 0.4 2.26731 0 2.2671 0 2.267121 0 2.2671 0.144 2.2678, 100 min -2.518' .267 3 -0.232 2.26781 0 0 1 0 0 11 0 0 1 -0.299 2.2673 101 M52 naN 1.04 3.597 8 0.008 3,59751 0 .3.59712 0 3.597121 0 3.597l 21 0.054 2.5113 102 Imin -5.433 0 3 -0.008 0 31 0 0 1 0. 0 11 0 0 1 -0.023 3.597 5 103 M53 irnay 1.385 2.446 8 0.016 2.4463 0 2.44612 0 2.4461 0 2.44612 0.01 0 3 104 imin -4.935 0 13, -0.004 0 5 0 0 11 0 0 1 0 0 1 -0.025 2.4463 105 M54 rnay 0.226 2.572111 0.005 2.5725 0 :2.57212 0 2.5721 0 .2.572,12 0.027 1572 3 106 min -0.008 0 1 -0.009 0 3 0 0 1 0 0 1 0 0 1 -0.01 2.5728 107 M55 may 3.31 0 3 0.005 0 3 0 1.8021 0 1.8021 0 1.8021 • 0.004 1.802,1 1081 min -0.981 1.802 8 -0.005 11.802 91 0 0 1 0 0 1 0 0 1 -0.004 1.8023 1091 M57 --nay 2.435 2.157 3: 0.076 2.15731 0 :2.15712 0 2.15712 0 2.157-11 0.061 0 3 1101 Imin -0.796 0 8 -0.017 0 8 0 0 1 0 0 11 0 0 1 -0.097 157 3 111 M58 na 6.402 0 3 0.044 .853 3 0 .8531 0 2.8531 0 2.8531 0.037 0 3 112 min -1.705 2.853 8 -0.016 0 5 0 0 1 0 0 11 0 0 1 -0.085 :2.853 3 113 M59 'nay 0.621 2.62118 0.022 2.621 5 0 .2.62114 0 2,621 1Z 0 2.621-11 0.051 2.6213 114 min -3.134 0 13 -0.049 0 3 0 0 1 0 0 11 0 0 1 -0.072 0 3 115 M60 -nax1l1.10 3.086 3 0.064 3.086.3. .0 IM12 0 3.0861 0 3.08611 0.042 0 13l 116 min -3.149 0 8 -0.022 0 51 0 0 1 0 0 11 0 0 1 -0.143 3.08631 1171 M61 'naX 4.281 0 3 0.003 0 51 0 .2.4431 0 12.443112 0 2.4431 0.009 0 8 1181 min -1.186 2.443 8 -0.012 2.44 3 0 0 1 0 0 1 0 0 1 -0.038 0 3 119 M62 'naA 0.47 0 3 0.086 0 3 0 1.8021 0 1.802,1 0 '1.8021 0.077 0 3 120 min -0.2171.802 8 -0.024 1.8028 0 0 1 0 0 1 0 0 1 -0.076 1.8023 121 M63 ma 11.86 4.33 3 0.01 4.33.8 0 4.33 l 0 4.33 12 0 4.33 '1 0.066 4.33 3 122 min]-3.841 0 8 -0.044 0 3 0 0 1 0 0 1 0 0 1 -0.125 0 3 123 M64 Ttax113,797 0 3 0.265 1.90813. 0 1.9081 0 1.9081 0 '11-90811121 0.163 1.292 124 min -4.4621.908 8 -0.552 0 3 0 0 1 0 0 1 0 0 1 -0.193 0 125 M65 ma 0.177 1.8021 0.04 0 1 0 1.802 0 1.802 0 1.802'1 0.125 1.8023 126 min -0.109 0 3 -0.123 1.802 3 0 0 1 0 0 1 0 0 1 -0.091 0 127 M66 ma 1.685 0 8 0.114 0 5 0 1.6571 0 1.657 -1 0 1.65712 0.067 -1.657 128 min -8.1661.657 3 -0.168 1,65781 0 0 1 0 0 1 0 0 1 -0.063 1.657131 129 M67 ma 0.359 1.802 3 0.056 1.802 31 0 11.80211A 0 1.8021 0 1.8021 0.053 0 3 1301 min -0.174 0 8 -0.006 0 81 0 0 1 0 0 11 0 0 1 -0.045 1.802 3 1311 M68 -naN 1.69 0 8 0.142 2.02812 0 2.02812 0 '2.028 0 2.02812 0.038 1.1191 132 min -8.0792.028 3 -0.176 0 9 0 0 1 0 0 1 0 0 11 -0.107 0 11 133 M69 'nay 16.886' .748 3 0.012 2,7488 0 .2.74812 0 2.7489 0 :2.7481-12 0.039 0 8 134 min -4.825 0 8 -0.049 0 3 0 0 1 0 0 1 0 0 11 -0.153 0 3 135 M70 na 4.171 0 3 0.011 2.414 3 0 2.4141 0 2.4141 0 2.4149 0.007 2.414 8 136 min -1.1312.414 8 -0.003 0 15 0 0 1 0 0 1 0 0 1 -0.034 2.4143 137 M71 ma 16.7972.664 3 0.045 2.664 3 0 .2.66412 0 r2.6641 Z .0 2.66412 0.037 2.664 8 138 min -4.793 0 8 -0.012 0 81 0 0 1 0 0 1 0 0 1 -0.151 2.6643 139 M72 'nax 5.074 0 3 0.01 2.71951 0 2.71912 0 :2.719,12 0 2.7191 0.016 0 8 140 min -1.061 2.719 8 -0.027 0 3 0 0 1 0 0 1 0 0 1 -0.057 0 3 141 M73 nay0.15314"7v-11- 005. 0 5 0 2.388'1 0 .3881 0 2.3881 0.009 0 $ 142 min -1.349 .019 2.388 3 0 0 1 0 0 1 0 0 1 -0.037 0 3 143 M74 ma 0.258 005 2.6053 0 2.6051 0 2.605,1 0 2.6051 0.024 0 3 144 min -1.641.002 0 1 0 0 1 0 0 1 0 0 1 -0.008 2.6058 145 M75 ma 1.982029 2.48713. 0 2.487-1 0 2.4871 0 2.4871 0.046 0 3 146 min -0.42 0 5 0 0 1 0 0 1 0 0 1 -0.023 2.4873 147 M76 ma 11.52.23 1 0 181 0 1.8611121 0 1.861 0 1.861112 0.149 0 8 RISA-3D Version 23 [ 40x79.5xl5 K&W Concrete 24BB - Glen... Page 28 Company Big Top Manufacturing 2/19/2026 r '' RISA Job Number 2226-029 D. Checked By . A NEMETSCHEK COMPANY Model Name 40x79.5xl5 K&W Concrete - Gle... Envelope Maximum Member Section Forces (Continued) Ummh- Avi=lllrll nMffll r.v .^thwarlkll nr--rfm r-7 RhAarrkll oditll r.T❑r❑rueik-ft1Loctft1LCv-v Momentlk-ft1Loc1ft1LCz-z Momentjk-ftjLocjft]LC 148 min -3.9921.861 8 0.609 0 31 0 0 11 0 0 Il 0 1 0 1 -0.38 0 3 1491 M77 knax 2.416 0 18 0.152 0 81 0 1.852-12 0 1.8521 0 1.8521 0.072 1.8528 1501 min -11.39 1.852 3 -0.16 1.852 81 0 0 1 0 0 1 0 0 1 -0.115 1.8523 151 M78 rnax 0.194 2.33 12 0.029 2.33 31 0 2.33 12 0 2.33 1 0 2.33 '12 0.013 0 3 152 min -0.599 0 3 -0.006 0 51 0 0 1 0 0 1 0 0 1 -0.05 2.33 3 153 M79 ma).rna)q 1.581 0 8 0.193 .1.76831 0 1.76812 0 1.7681 0 1.76812 0.062 0 8 154 min -9.2751.768 3 -0.224 0 3 0 0 1 0 0 1 0 0 1 -0-142 0 3 155 M80 na 6.194 0 l3i 0.016 2.401 3 0 2.4011 0 .40114 0 2.401.10 0.012 2.401 8 156 min -1.835Z401 8 -0.006 0 18 0 0 1 0 0 11 0 0 Ill -0.036 2.401 3 1571 M81 ma -0-081 0 2 0.171 0 18 0 1,69912 0 1.6991 0 1.6991 0.071 0 8 1581 min -2.371 1.699 3 -0.31 0 13 0 0 1 0 0 11 0 0 1 -0.162 0 3 1591 M82 na 4.11 0 3 ' 0.0.11 2.53815. 0 2.5381 0 2.538.1 0 2.5381 0-065 2.538 3 1601 min -0.985 2.538 8 -0.023 0 31 0 0 11 0 0 11 0 0 1 -0.027 2.538 8 161 M83 0.153 '].8021 1.8021 0 11,80212 0.145 1.802.3 162 min -0.053 0 5 -0.192 1.802 3 0 0 1 0 0 1 0 0 1 -0.201 0 3 163 M84 1.79 3.50 8 0.012 3.50431 0 3.504-1 0 3.5041 0 3.5041 0.073 0 3 164 Imin -9.156 0 3 -0.006 0 5 0 0 1 0 0 1 0 0 1 -0.022 0 8 165 M85 ma 1.974 3.56 8 0.006 3.56 3 0 3.56 1 0 3.56 1 0 .3.56 1 0.067 1.74313 166 umin -10.52 0 3 -0.006 0 5 0 0 1 0 01 0 0 1 -0.02 0 5 167 M86 a 11.39 0 3 0.485 1.84931 0 1.8491 0 '1.8491 0 1.8491 0.135 0.693 3 1681 min -3.552 1.84918 -0.296 0 31 0 0 1 0 0 I'll 0 0 1 -0-144 1.8493 1691 M87 na 13-73 0 3 0.558 .1.895 3 0 -1-M95 12 0 1.8951 0 1.8951A 0.152 0.5923 170 min -4.313 1.89518 -0.256 0 3 0 0 1 0 0 11 0 0 1 -0.21 1-895 3 171 M88 max 13.738 0 3 0.563 11.904 3 0 11.9041 0 1.904 0 1.9041 0.157 0.595 3 172 min -4.463 1.904 8 -0.255 0 3 0 0 11 0 0 1 0 0 1 -0.213 1.90431 173 M89 max 11.39 0 3 0.486 1.8493 I 0 -1.84914 1 0 11.84912 0 11.8491A 0.133 0.6934 174 min -3.993 1.84918 -0.295 0 3 0 0 11 1 0 1 -0.146 1.849 3 Envelope Member End Reactions AAcmh=AAamhor Fnri Avlalrkl I r' v ..Rhaarrkl l C 7 Shearrkl LC Torouelk-ftl LC v-v Momentrk-ftl LC z-z Moment[k-ftj LC 1 .. .. M1 ....... _.._ I max .-..-.._ 0.008 -- 12 - -- 0.163 -- 7 - - -. 0 12 0 12 0 12 0.125 3 2 min -0.122 3 -0.022 12 0 1 0 1 0 1 -0.011 12 3 J max -0.01 12 0.108 3 0 12 0 12 0 12 0.088 8 4 min -0.152 3 -0.178 8 0 1 0 1 -0.122 3 5 M2 I max 1.848 8 0.141 8 0 i 12 0 12 0.076 8 6 min -8.052 3 -0.02 9 0 1 0 1 -0.083 3 7 J max 1-832 8 0.013 12 0 V0000 12 0 12 0.051 8 8 min -8.079 3 -0.116 5 0 1 0 1 -0.084 3 9 M3 I max 1.856 8 0.094 5 0 12 0 12 0.035 8 10 min -8.144 3 -0.013 12 0 1 0 1 -0.039 3 111 1J max- 1.843 8 1 0.022 11 0 12 0 12 0 12 0.054 8 121 1 min -8.166 3 -0.116 8 0 1 0 1 0 1 -0.063 3 13 M4 I max 3.089 8 0.106 8 0 12 0 12 0 12 0.049 8 14 min -11.37 3 -0.02 9 0 1 0 1 0 1 -0.047 3 15 J max 3.075 8 0.04 3 0 12 0 12 0 12 0.067 8 16 min -11.39 3 -0.125 8 0 1 0 1 0 1 -0.115 3 17 M5 I max 3.089 8 0.123 8 0 12 0 12 0 12 0.063 8 18 min -11.43 3 -0.104 3 0 1 0 1 0 1 -0.119 3 19 J max 3.076 8 0.067 3 0 12 0 12 0 12 0.055 8 20 min -11.70 3 -0.114 8 0 1 0 1 0 1 -0.083 3 21 M6 I max 2.604 8 0.114 8 0 12 0 12 0 12 0.057 8 2-2 min -8.885 3 -0.154 3 0 1 0 1 0 1 -0.104 3 23 J max 2.595 8 0.141 3 0 12 0 12 0 12 0.044 8 24 min -9.158 3 -0.099 8 0 1 0 1 0 1 -0.092 3 25 M7 I max 2.56 8 0.107 8 0 12 0 12 0 12 0.055 8 RISA-3D Version 23 [ 40x79.5xl5 K&W Concrete 24BB - Glen... Page 29 Company Big Top Manufacturing 2/19/2026 IIRISA Designer Dadrian D. 2:29:17 PM Job Number : 226-029 Checked By: A NENIETSCHEK COMPANY Model Name : 40x79.5xl5 K&W Concrete - Gle... Envelope Member End Reactions Continued _ - e..:..inn i r, .. L, ._A.ILT I !'` (:!6 a rbl 1 (` %,-u hmmontrk-fii I (: 7_7 Mnmiantik-ftl LC 26 min 9-044 3 0.224 3 0 1 0 1 0 1 -0.142 3 27 J max 2.554 8 0.193 3 0 12 0 12 0 12 0.052 8 28 min -9.275 3 -0.1.04 8 0 1 0 1 0 1 -0.115 3 I max 0.596 12 0.135 8 0 12 0 12 0 12 0.065 8 LM8 min -2.179 3 -0.31 3 0 1 0 1 0 1 -0.162 3 31 J max 0.59 12 0.128 3 0 12 0 12 0 1 12 0.008 8 321 min -2.371 3 -0.068 8 0 1 0 1 0 1 -0.01 11 33 1 M9 I max 0.589 12 0.089 8 0 12 0 12 0 12 0.028 8 34 min -2.288 3 -0.21 3 0 1 0 1 0 1 -0.083 3 35 J max 0.583 12 0.4 3 0 12 0 12 0 12 0.133 8 361 _L 1 min -2.518 3 -0.182 8 0 1 0 1 0 1 -0.299 3 37 M10 1 max 6.991 3 0.362 8 0 12 0 12 0 12 0.255 8 3g min -2.125 8 -0.925 3 0 1 0 1 0 1 -0.645 3 39 J max 6.499 3 0.869 3 0 12 0 12 0 12 0.214 8 40 min -2.134 8 -0.343 8 0 1 0 1 0 1 -0.518 3 41 M11 I max 11.528 3 0.24 8 0 12 0 12 0 12 0.159 8 42 min -3.548 8 -0.61 3 0 1 0 1 0 1 -0.381 3 431 J max 11.391 3 0.167 3 0 12 0 12 0 12 0.031 3 44 min -3.551 8 -0.053 8 0 1 0 1 0 1 -0.016 5 451 M12 1 max 13.795 3 0.204 8 0 12 0 12 0 12 0.081 5 46 min -4.312 8 -0.545 3 0 1 0 1 0 1 -0.187 3 471 J max 13.7351 3 1 0.268 3 1 0 12 0 12 0 12 0.076 3 481 1 min -4.313 8 -0.095 8 0 1 0 1 0 1 -0.024 5 491 M13 I I max 0.199 3 0.004 8 0 12 0 12 0 12 0.005 3 501 1 min -0.21 5 -0.011 3 0 1 0 1 0 1 -0.001 9 51 1 1 J max 0.203 3 0.006 5 0 12 0 12 0 12 0.028 3 521 1 min -0.206 5 -0.008 3 0 1 0 1 0 1 -0.011 8 53 M15 I max 1.487 8 0.001 3 0 12 0 12 0 12 0.073 3 54 min -9.154 3 -0.007 1 5 0 1 0 1 0 1 -0.022 8 55 J max 1.487 8 0.012 1 3 0 12 0 12 0 12 0.049 3 56 min -9.153 3 0.001 8 0 1 0 1 0 1 -0.016 5 57 M16 I max 0.441 8 -0.001 8 0 12 0 12T 0 12 0.044 3 58 min -5.433 3 -0.008 3 0 1 0 1 0 1 -0.012 5 59 J max 0.442 8 0.007 5 0 12 0 12 0 12 0.052 3 60 min -5.431 3 0.003 12 0 1 0 1 0 1 -0.019 5 61 M17 I max 2.234 3 0.065 3 0 12 0 12 0 12 0.09 3 62 min -1.716 8 -0.027 5 0 1 0 1 0 1 -0.03 8 63 J max 2.236 3 0.073 3 0 12 0 12 0 12 0.033 8 64 min -1.714 8 -0.023 8 0 1 0 1 0 1 -0.084 3 65 M18 I max 2.433 3 0.07 3 0 12 0 12 0 12 0:061 3 66 min -1.777 8 -0.019 8 0 1 0 1 0 1 -0.012 8 67 J max 2.435 3 0.076 3 0 12 0 12 0 12 0.025 8 681 min -1.775 8 -0.015 8 0 1 0 1 0 1 -0.097 3 69 M19 I max 11.099 3 0.056 3 0 12 0 12 0 12 0.042 3 70 min -4.207 8 -0.022 5 0 1 0 1 0 1 -0.015 8 71 J max 11.104 3 0.064 3 0 12 0 12 0 12 0.044 8 72 min -4.204 8 -0.016 8 0 1 0 1 0 1 -0.143 3 73 M20 I max 16.791 3 0.039 3 0 12 0 12 0 12 0.019 _ 8 74 min -5.58 8 -0.009 8 0 1 0 1 0 1 -0.039 3 75 J max 16.797 3 0.045 3 0 12 0 12 0 12 0.039 8 76 min -5.576 8 -0.006 8 0 1 0 1 0 1 -0.151 3 77 M21 I max 16.878 3 0.019 8 0 12 0 12 0 12 0.05 8 78 min -5.094 8 -0.049 3 0 1 0 1 0 1 -0.153 3 79 J max 16.886 3 0.02 8 0 12 0 12 0 12 -0.001 12 80 min -5.089 8 -0.047 3 0 1 0 1 0 1 -0.022 3 RISA-3D Version 23 [ 40x79.5xl5 K&W Concrete 24BB -Glen... Page 30 Company Big Top Manufacturing 2/19/2026 IIRISA Designer Dadrian D. 2:29:17 PM Job Number : 226-029 Checked By ANEMETSCNEKCOMPANY Model Name 40x79.5xl5 K&W Concrete - Gle... Envelope Member End Reactions (Continued) R•_.YL_-A A..... L... C...J A-i-IrO I r .. Ck-4Ll 1 (` , Q6nrrlfl I i' Tmmi,arL fn I (' w-V MnmPntrk-ft1 I C' 7-7 Mnment1k-ft1 LC 81 M22 1 max 11.851 3 0.009 8 0 12 0 12 _ 0 12 0.028 8 82 min -3.516 8 -0.044 3 0 1 0 1 0 1 -0.125 3 831 1 J max 11.864 3 0.009 8 0 12 0 12 1 0 12 0.066 3 841 1 min -3.508 8 -0.044 3 0 1 0 1 0 1 -0.01 8 85 1 max 0.022 12 0.011 12 0 12 0 12 0 12 0.013 8 86 #3j min -0.163 7 -0-117 3 0 1 0 1 0 1 -0.091 3 87J max 0.022. 12 0.008 12 0 12 0 12 0 12 0.125 3 881 1 min -0.163 7 -0.123 3 0 1 0 1 0 1 -0.011 12 891 M24 1 max 1.01 8 0.016 3 .0 12 0 12 0 12 0.025 3 901 1 min -5.207 3 -0.001 8 0 1 0 1 0 1 -0.002 8 911 1 J max 1.008 8 1 0.013 3 0 12 0 12 0 12 0.003 8 921 1 min -5.211 3 -0.003 5 0_ 1 0 1 0 1 -0.018 3 931 M25 I I max 5.074 3 0.007 8 0 12 0 12 0 12 0.016 8 min -1.432 8 -0.027 3 0 1 0 1 0 1 -0.057 3 J max 5.07 3 0.009 5 0 12 0 12 0 12 0.013 3 PI min -1.434 8 -0.024 3 0 1 0 1 0 1 -0.005 8 I max 0.359 3 0.053 3 0 12 0 12 0 12 0.053 3 min -0.289 8 -0.019 8 0 1 0 1 0 1 -0.017 8 99 J max 0.359 3 0.056 3 0 12 0 12 0 12 0.016 8 10p_+_ min -0.289 8 -0.017 8 0 1 0 1 0 1 -0.045 3 1011 M27 I max 0.583 8 0.005 5 _ 0 12 0 1 12 0 12 0.009 8 1021 min -1.346 3 -0.016 3 0 1 0 1 0 1 -0.037 3 103 J max 0.581 8 0.003 8 0 12 0 12 0 12 0.004 3 104 min -1.349 3 -0.019 3 0 1 0 1 0 1 -0.001 12 105 M2$ I max 4.171 3 0.007 3 0 12 0 12 0 12 0.004 8 106 min -1.567 8 -0.003 5 0 1 0 1 0 1 -0.012 3 107 J max 4.169 3 0-011 3 0 12 0 12 0 12 0.007 8 108 min -1.569 8 0 8 0 1 0 1 0 1 -0.034 3 109 M29 I max 3.31 3 1 0.007 7 0 12 0 12 0 12 0.006 5 110 min -1.087 8 0.002 1 0 1 0 1 0 1 0.001 1 1111 max 3.309 3 0.004 7 0 12 0 12 0 12 0 2 1121 min 1-1 -088 8 -0.001 1 0 1 0 1 0 1 -0.006 7 1131 M30 I max 4.281 3 0.005 5 0 12 0 12 0 12 0.013 8 1141 min -0.988 8 1 -0.011 3 0 1 0 1 0 1 -0.038 3 1151 1 J max 4.277 • 3 1 0.004 8 0 12 0 12 0 12 0.001 8 1161 1 min -0.991 8 -0.012 3 0 1 0 1 0 1 -0.009 3 117 M31 I max -0.062 2 0.025 3 0 12 0 12 0 12 0.013 3 118 min -0.601 7 -0.007 5 0 1 0 1 0 1 -0.001 8 119 J max -0.062 2 0.029 3 0 12 0 12 0 12 0.012 8 120 min 1 -0.601 7 -0.004 8 0 1 0 1 0 1 -0.05 3 121 M32 I max 12.588 3 0.059 3 0 12 0 12 0 12 0.054 3 1221 min -0.826 8 -0.013 8 0 1 0 1 0 1 -0.013 8 123 J max 2.586 3 0.057 3 1 0 12 0 12 0 12 0.011 8 124 min -0.828 8 -0.014 8 0 1 0 1 0 1 -0.05 3 125 M33 I max 6.194 3 0.015 3 0 12 0 12 0 12 0.002 9 126 min -1.795 8 -0.005 8 0 1 0 1 0 1 0 8 127 J max 6.189 3 0.016 3 0 12 0 12 0 12 0.012 8 128 min -1.798 8 -0.005 8 0 1 0 1 0 1 -0.036 3 129 M34 I max 1.327 8 0.012 3 0 1 12 0 12 0 12 0.01 3 130 min -4.935 3 -0.004 5 0 1 0 1 0 1 -0.001 5 131 J max 1.328 8 0.016 3 0 12 0 12 0 12 0.004 8 132 min 14,9331 3 -0.001 8 0 1 0 1 0 1 -0.025 3 133 M35 I max 0.47 1 3 0.086 3 0 12 1 0 12 0 12 0.077 3 134 min -0.184 8 -0.022 8 0 1 0 1 0 1 -0.02 8 135 J max 0.467 3 0.084 3 0 12 0 12 0 12 0.02 8 RISA-3D Version 23 [ 40x79.5xl5 K&W Concrete 24BB -Glen... Page 31 Big Top Manufacturing 2/19/2026 IIICompany PM RISADesgner2:29:17 JobiNumber : 2226-r029D Checked By A NEMETSCHEK COMPANY Model Name : 40x79.5xl5 K&W Concrete - Gle . Envelope Member End Reactions (Continued) MemberMember End Axial k LC Shear[kl LC zShearfkl LC Tor ue k-ft LC - Moment k-ft LC z-zMoment[k-ttl LC 1361 1 min -0.186 8 -0.023 8 0 1 0 1 0 1 -0.076 3 1371 M36 I I max 6.402 3 0.041 3 0 12 0 12 0 12 0.037 3 1381 1 min -1.846 8 -0.018 5 0 1 0 1 0 1 -0.015 8 139 J max 6.398 3 0.044 3 0 12 0 12 0 12 0.033 8 140 min -1.849 8 -0.016 8 0 1 0 1 0 1 -0.085 3 1411 M37 I I max 0.15 3 0.062 8 0 12 0 12 0 12 0.067 8 1421 1 min -0.117 5 -0.191 3 0 1 0 1 0 1 -0.201 3 1431 J max 0.153 3 0.061 8 0 12 0 _ 12 0 12 0.145 3 1441 1 min -0.114 5 -0.192 3 0 1 0 1 0 1 -0.044 8 145 M38 I max 11.4881 8 0.025 3 0 12 0 12 0 12 0.061 3 146 min -5.581 3 -0.012 5 0 1 0 1 0 1 -0.022 8 147 J maxI 1.49 1 8 0.031 3 0 1 12 0 12 0 12 0.009 1 8 148 min -5.579 3 -0.008 8 0 1 0 1 0 1 -0.028 3 149 M39 I max 4.111 3 0.008 8 0 12 0 12 0 12 0.011 3 11501 min -1.252 8 -0.023 3 0 1 0 1 0 1 -0.002 8 1511 1 J max 4.1061 3 0.01 5 0 12 0 12 0 12 0.065 3 1521 1 min -1.255 8 -0.02 3 0 1 0 1 0 1 -0.024 8 1531 M40 I I max 0.7951 8 0.018 8 0 12 0 12 0 12 0.03 8 1541 1 min -3.133 3 1 -0.049 3 0 1 0 1 0 1 -0.072 3 1551 1 J max 0.7971 8 1 0.02 5 0 12 0 12 0 12 0.051 3 1561 1 min -3.131 3 1 -0.045 3 1 0 1 0 1 0 1 -0.02 8 1571 M41 I I max 1.98 3 0.025 3 0 12 0 12 0 12 1 0-046 3 158 min -0.648 8 -0.011 5 0 1 0 1 0 1 -0.016 8 159 J max 1.976 3 0.028 3 0 12 0 12 0 12 0.009 8 160 min -0.65 8 -0.009 8 0 1 0 1 0 1 -0.021 3 161 M42 I max 0.452 8 0 8 0 12 0 12 0 12 0.022 3 162 min -1.642 3 -0.002 1 0 1 0 1 0 1 -0.004 5 163 J max 0.453 8 0.004 3 0 12 0 12 0 12 0.018 1 3 1.641 min -1.639 3 0.001 12 0 1 0 1 0 1 -0.008 8 165 M43 I i max 1.128 8 0.016 3 0 12 0 12 0 12 0.025 3 166 min -5.207 3 -0.004 8 0 1 0 1 0 1 -0.007 8 167 J max 1.126 8 0.013 3 0 12 0 12 0 12 0.008 8 168 min -5.211 3 -0.007 5 0 1 0 1 0 1 -0.018 3 169 M44 I max 0.037 12 0.108 3 0 12 0 12 0 12 0.125 3 1701 min -0.122 3 -0.177 12 0 1 0 1 0 1 -0.057 12 171 J max 0.019 12 0216 i 11 0 12 0 12 0 12 0.029 8 172 min -0.152 3 -0.011 8 0 1 0 1 0 1 -0.138 11 173 M45 I max 2.234 3 0.065 3 0 12 0 12 0 12 0.09 3 174 min -0.741 8 -0.024 5 0 1 0 1 0 1 -0.031 8 175 J max 2.236 3 0.073 3 0 12 0 12 0 12 0.024 8 1761 min -0.739 8 -0.019 8 0 1 0 1 0 1 -0.084 3 177 M46 I max 2.411 8 0.165 8 0 12 0 12 0 12 0.073 8 178 min -11.43 3 -0.104 3 0 1 0 1 0 1 -0.119 3 179 J max 2.398 8 0.067 3 0 12 0 12 0 12 i 0.065 8 180 min -11.70 3 -0.156 8 0 1 0 1 0 1 -0.083 3 181 M47 I max 1273 8 0.025 3 0 12 0 12 0 12 0.061 3 182 min -5.581 3 -0.011 5 0 1 0 1 0 1 -0.021 8 183 J max 11.274 8 0.031 3 0 12 1 0 12 0 12 0.006 8 184 min -5-579 3 -0.007 8 0 1 0 1 0 1 -0.028 3 185 M48 I max 2.588 3 0.059 3 0 12 0 12 0 12 0.054 3 186 min -0.664 8 -0.016 8 0 1 0 1 0 1 -0.015 8 187 J max 2.586 3 0.057 3 0 12 0 12 0 12 0.014 8 188 min -0-665 8 -0.017 8 0 1 0 1 0 1 -0.05 3 189 M49 1 max 1.622 8 0.157 8 0 12 0 12 0 12 0.068 8 E3 190 min -8.885 3 -0.154 3 0 1 0 1 0 1 -0.104 RISA-3D Version 23 [ 40x79.5xl5 K&W Concrete 24BB - Glen... Page 32 Company Big Top Manufacturing 2/19/2026 IIRISA Designer Dadrian D. 2:29:17 PM Job Number 226-029 Checked By A NEMETSCHEKCUAPANY Model Name : 40x79.5xl5 K&W Concrete - Gle .. Envelope Member End Reactions(Con tin yedf MemberMember End Axial[k] LC y Shear[k] LC z Shea k LC Tar ue k-ft LC y-y Moment k-f LC�z-z Moment k-ftLC RISA-3D Version 23 [ 40x79.5xl5 K&W Concrete 24BB - Glen... Page 33 Company Big Top Manufacturing 2/19/2026 IIRISA Designer Dadrian D. 2:29:17 PM - Job Number : 226-029 Checked By ANEMETSCHEK COMPANY Model Name : 40x79.5xl5 K&W Concrete - Gle... Envelope Member End Reactions (Continued) __.. _.vLn..:-i ri-i i r - cs...... m I r - Cheer.-rw I (` TAMnaflr-ffl I C v-ke Mnmcnfrk-fFl I (. 7_7 Mnmantrk-fil I C 246 min -4.461 8 1 -0.552 3 0 1 0 1 0 1 -0.193 3 247 J max 113.737 3 .0.265 3 0 12 0 12 0 12 0.081 3 248 min -4.462 8 -0.099 8 0 1 0 1 0 1 -0.023 5 2491 M65 I max 0.177 12 0.04 12 0 12 0 12 0 12 0.019 8 250 min -0.109 3 -0.117 3 0 1 0 1 0 1 -0.091 3 251 J max 0.177 12 0.037 12 0 12 0 12 0 12 0.125 3 252 min -0.109 3 1 -0.123 3 0 1 0 1 0 1 -0.057 12 253 M66 I maxI 1.685 8 1 0.114 5 0 12 0 12 0 12 0.023 8 254 min -8.144 3. 0.001 1 0 1 0 1 0 1 -0.039 3 255 J max 1.672 8 0.015 3 0 12 0 12 0 12 0.067 a 256 min -8.166 3 -0.168 8 0 1 0 1 0 1 -0.063 3 2-571 M67 I I max 0.359 3 0.053 3 0 12 0 12 0 12 0.053 3 2581 1 min -0.174 8 -0.006 8 0 1 0 1 0 1 -0.008 8 2591 1 J max 0.359 3 0.056 3 0 12 0 12 0 12 0.001 8 260 min -0.174 8 -0.004 8 0 1 0 1 0 1 -0.045 3 261 M68 I max 1.69 8 0 1 3 0 12 0 12 0 12 0.021 8 262 min -8.052 3 -0.176 9 0 1 0 1 0 1 -0.107 11 263 J max 1.674 8 0.142 12 0 12 0 12 0 12 0.023 8 264 min -8.079 3 0 1 0 1 0 1 0 1 -0.084 3 265 M69 I max 16.878 3 0.011 8 0 12 0 12 0 12 0.039 8 266 min -4.825 8 -0.049 3 0 1 0 1 0 1 -0.153 3 267 J max 16.886 3 0.012 8 0 12 0 12 0 12 0.009 12 26$ min -4.82 8 -0.047 3 0 1 0 1 0 1 -0.022 3 269 M70 i max 4.171 3 0.007 3 0 12 0 12 0 12 0.003 8 270 min -1.129 8 -0.003 5 1 0 1 1 0 1 0 1 -0.012 3 271 J max 4.169 3 0.011 3 0 12 0 12 0 12 0.007 8 .272 min -1.131 8 0 8 0 1 0 1 0 1 -0.034 3 273 M71 1 max 16.791 3 0.039 3 0 12 0 12 0 12 0.009 8 274 min -4.793 8 -0-012 8 0 1 0 1 0 1 -0.039 3 275 J max 16.797 3 0.045 3 0 12 0 12 0 12 0.037 8 .276 min -4.79 8 -0.009 8 0 1 0 1 0 1 -0.151 3 277 M72 I max 5.074 3 0.007 8 0 12 0 12 0 12 0.016 8 278 min -1.059 8 -0.027 3 0 1 0 1 0 1 -0.057 3 279 J max 5.07 3 0.01 5 0 12 0 12 0 12 0.013 3 280 min -1.061 8 -0.024 3 0 1 0 1 0 1 -0.006 8 281, M73 I max 0.153 8 0.005 5 0 12 0 12 0 12 0.009 8 282 min -1.346 3 -0.016 3 0 1 0 1 0 1 -0.037 3 283 J max 0.152 8 0.003 8 0 12 0 12 0 12 0.004 3 284 min -1.349 3 -0.019 3 0 1 0 1 .0 1 0 12 285 M74 I max 0.256 8 0.001 3 0 12 0 12 0 12 0.024 3 286 min -1.641 3 -0.002 1 0 1 0 1 0 1 -0.005 5 2871 J max 0.258 8 0.005 3 0 12 i 0 12 0 12 0.017 3 2881 1 min -1.638 3 0.001 12 0 1 1 0 1 0 1 -0.008 8 2891 M75 I I max 1.982 3 0.026 3 0 12 0 12 0 12 0.046 3 2901 1 min -0.417 8 -0.011 5 0 1 0 1 0 1 -0.017 8 291 J max 1.9781 3 0.029 3 0 12 0 12 0 12 0.009 8 292 min -0.42 8 -0.01 8 0 1 0 1 0 1 -0.023 3 293 M76 I max 11.52 3 023 8 0 12 0 12 0 12 0.149 8 294 min -3.99 8 -0.609 3 0 1 0 1 0 1 -0.38 3 295 J max 11.39 3 0.168 3 0 12 0 12 0 12 0.03 3 296 min -3.992 8 -0.063 8 0 1 0 1 0 1 -0.008 5 297 M77 I max 2.416 8 0.152 8 0 12 0 12 ' 0 1 12 0.064 8 298 min -11.37 3 -0.001 1 0 1 0 1 0 1 -0.047 3 299 1 J max 2.402 8 0.04 3 1 0 12 0 12 0 12 0.072 8 300 min 11.39 3 -0.16 8 0 1 0 1 0 1 -0.115 3 RISA-31D Version 23 [ 40x79.5x15 K&W Concrete 24BB - Glen... Page 34 Company Big Top Manufacturing 2/19/2026 ' IRIb� Job(gner Number 2226 rian 029 D. Checked By A NEMETSCHEK COMPANY Model Name . 40x79.5x15 K&W Concrete - Gle _Envelope Member End Reactions lContinued) R A..... L.... RA..... kr.r Ana A, ;,imrl i r �, che�rncr i r 7 chonrrri i r. Tnrno iark_ftl I r v_v Mnmpntrk-ftl I C z-z Momentfk-ftl LC 3011 MF78'1 I max 0.193 ' 12 0.025 3 0 12 0 12 0 12 0.013 3 302 min -0.599 3 -0.006 5 0 1 0 1 0 1 -0.001 8 3031 1 J max 0.194 12 0.029 3 0 12 0 12 0 12 0.01 8 3041 1 min -0.599 3 -0,003 8 0 1 0 1 0 1 -0.05 3 305 M79 I max 1.581 8 0,147 8 0 12 1 0 12 0 12 0.062 8 306 1 min -9.044 3 1 -0.224 3 0 1 0 1 0 1 -0.142 3 307 J max 1.574 8 0.193 3 0 12 0 12 0 12 0.057 8 308 min -9.275 3 -0.142 8 0 1 0 1 0 1 -0.115 3 3091 M80 I I max 6.194 3 0.015 3 1 0 12 0 12 0 12 _ 0 3 :3101 1 min -1.832 8 -0.006 8 0_1 1 0 1 0 1 -0,003 8 3111 1 J max 6.189 3 0.016 3 0 12 0 12 0 12 _ 0.012 8 .3121 1 min -1.835 8 -0.006 8 0 1 0 1 0 1 -0.036 3 313 M81 I max -0.0811 2 1 0.171 8 1 0 12 0 12 0 12 0.071 8 :314 min -2.179 3 1 -0.31 3 0 1 0 1 0 1 -0,162 3 315 J max -0.09 2 0.128 3 0 12 0 12 0 12 0.016 8 316 min -2.371 3 -0.106 8 0 1 0 1 0 1 -0.007 3 317 M82 I max 4.11 3 U09 8 0 12 0 12 0 12 0.011 3 3181 min -0.983 8 -0.023 3 0 1 0 1 0 1 -0.002 8 319 J max 4-106 3 0.011 5 0 12 0 12 0 12 0.065 3 320 min -0.985 8 -0.02 3 0 1 0 1 0 1 -0.027 8 321 M83 I maxi 0.15 3 0-056 8 0 12 0 12 0 12 0.06 8 322 min -0.053 5 -0-191 3 0 1 0 1 0 1 -0.201 3 323 J max 0.153 3 0.055 8 0 12 0 12 0 12 0.145 3 324 min 1 -0.05 5 -0.192 3 0 1 0 1 0 1 -0.04 8 325 M84 I max 1.789 8 1 0.001 3 0 12 0 12 0 12 0-073 3 326 i min -9.156 3 -0.006 5 0 1 0 1 0 1 -0,022 8 327 1J max 1.79 8 0.012 3 0 12 0 12 0 12 0.049 3 328 min -9.155 3 0.002 8 0 1 0 1 0 1 -0.019 5 329 M85 I max 1.974 8 -0.004 1 12 0 12 0 12 0 12 0.063 3 3301 min -10.524 3 -0.006 5 0 1 0 1 0 1 -0.02 5 331 J max 1.974 8 0.006 3 0 12 0 12 0 12 0.062 3 332 min -10.524 3 0.003 8 0 1 0 1 0 1 -0.018 5 333 M86 I max 11.39 3 0.101 8 0 12 _ 0 12 0 12 0.031 3 334 min -3.55 8 -0.296 3 0 1 0 1 0 1 -0.016 5 335 J max 11.285 3 0.485 3 0 12 0 12 0 12 0.068 5 3361 min -3.552 8 -0.19 8 0 1 0 1 0 1 -0.144 3 3371 M87 I max 13,736 3 0.092 8 0 12 1 0 12 0 12 0.076 3 3381 min -4.313 8 -0.256 3 0 1 0 1 0 1 -0,024 5 339. J max 113.711 3 0.558 3 0 12 0 12 _ 0 12 0.084 8 340 min -4.313 8 -0.205 8 0 1 0 1 0 1 -0.21 3 341 M88 I max 13.738 3 1 0.093 8 0 12 0 12 0 12 0.081 3 342 min -4.462 8 -0.255 3 0 1 0 1 0 1 -0,023 5 343 J max 13,713 3 0.563 3 0 12 0 12 0 12 0.085 8 344 min -4.463 8 -0.206 8 0 1 0 1 0 1 -0.213 3 345 M89 I max 11.39 3 0.109 8 0 12 _ 0 12 0 12 0.03 3 346 min -3.991 8 -0.295 3 0 1 0 1 0 1 -0.008 5 347 J max 11.285 3 0.486 3 0 12 0 12 0 12 0.06 5 348 min -3.993 8 -0.181 8 0 1 0 1 0 1 -0.146 3 Envelope Member 2ndlIst Moment Ratios n A.. w. L.RAn n+ rL- ')mill at R9tln 7-7 Mnmant rk-*l 7nr311 st Ratin Loc fftl LC 1 M1 max NC NC 0.125 1.013 0 3 2 min NC NC 0.088 0.999 2.294 8 3 M2 max NC NC -0.084 1.023 2.028 3 4 min NC NC I 0.076 0.999 0 8 RISA-31D Version 23 [ 40x79.5xl5 K&W Concrete 24BB - Glen_ Page 35 Company Big Top Manufacturing 2/19/2026 IIRISA Designer Dadrian D. 2:29:17 PM Job Number : 226-029 Checked By ANEMETSCHEK COMPANY Model Name : 40x79.5x15 K&W Concrete - Gle... Envelope Member 2nd/1st Moment Ratios Continued en ,... ,.,4 rL, Lei 'fin 1/9 c+ P�+in 7-7 Unman+ ik_ffl 9nri/l st Ratin I nc rftl LC 5 M3 v max NC NC -0.063 NC 0.054 1.004 1.657 3 6 min NC 0.999 1.657 8 7 M4 max NC NC 1 -0.115 1.014 1.852 3 8 min NC NC 0.067 0.996 1.852 8 9 M5 max NC NC -0.119 1.013 0 3 10 min NC NC 0.063 0.997 0 8 11 M6 max NC NC -0.104 1.005 0 3 12 min NC NC 0.057 0.999 0 8 13 M7 max NC INC -0.142 1.009 0 3 141 min NC NC 0.055 0.996 0 8 151 M8 max NC NC -0.162 1.004 0 3 161 min NC NC 0.065 0.998 0 8 17 M9 max NC NC 0.133 1.001 2.267 8 181 min NC NC -0.299 0.997 2.267 3 191 M10 max NC NC 0.009 1 4.48 10 20 min NC NC -0.288 0.999 0 7 211 M11 max NC NC -0.381 1.009 0 3 221 min NC NC 0.159 0.998 0 8 23 M12 max NC NC -0.187 1.106 0 3 24 min NC NC _ 0.081 0.98 0 8 25 M13 max NC NC _ -0.001 1 0 10 26 min NC NC 0.013 0.993 2.559 7 27 M15 max NC NC 0.073 1.02 0 3 28 min NC NC -0.02-2 0.991 0 8 291 M16 max NC NC 0.054 1.008 2.511 3 301 min NC NC -0.003 1 0 12 31 M17 max NC NC 0.09 1.01 0 3 32 min NC NC _._ 0.033 0.994 2.518 8 33 M18 max NC NC -0.097 1.01 2.157 3 34 min NC NC 0.025 0.993 2.157 8 35 M19 max NC NC -0.143 1.01 3.086 3 36 min NC NC 0.044 0.994 3.086 8 37 M20 max NC NC -0.151 1.013 2.664 3 381 min NC NC 0.039 0.994 2.664 8 39 M21 max NC NC -0.153 _ 1.014 0 3 401 min NC NC 0.05 0.994 0 8 411 M22 max NC NC -0.125 1.014 0 i 3 421 min NC NC 0.028 0.992 0 8 431 M23 max NC NC 0.015 1.015 1.802 5 441 min NC NC 0.013 0.983 0 8 45 M24 max NC NC 0.025 1.006 0 3 46 min NC NC -0.001 1 0.82 12 47 M25 max NC NC -0.057 1.008 0 3 48 min NC NC 0.016 0.995 0 8 49 M26 max NC NC 0.053 1.016 0 3 50 min NC NC -0.017 0.992 0 8 51 M27 max NC NC -0.037 1.021 0 3 521 min NC NC 0.009 0.989 0 8 Q M28 max NC NC -0.034 1.022 2.414 3 54 min NC NC 0.007 0.988 2.288 8 55 M29 max NC NC -0.006 1.005 1.802 7 56 _ min NC NC -0.004 0.987 1.802 3 57 M30 max NC NC -0.038 1.021 0 1.3 58 min NC NC 0.013 0.99 0 8 59 931 max NC NC -0.05 1.016 2.33 3 RISA-3D Version 23 [ 40x79.5x15 K&W Concrete 24BB - Glen... Page 36 Company Big Top Manufacturing 2/19/2026 11RISA Designer Dadrian D. 2:29:17 PM Job Number 226-029 Checked By _ A NEMETSCHEKCOMPANY Model Name . 40x79.5xl5 K&W Concrete - Gle--- Enveloj2e Member 2nd/1st Moment Ratios Continued Mamber v-v Mnmant Ik-ffl 2nd/1st Ratio z-z Moment fk-ftT 2nd/1st Ratio Loc Iftl LC 60 min NC NC 0.011 0.99 2.33 5 61 1 M32 max NC NC 0.054 1.01 _ 0 3 621 min NC NC -0.013 0.997 0 8 631 M33 max NC NC -0.036 1.004 2.401 3 64 min NC NC 0.012 0.998 2.401 8 65 M34 max NC NC -0.025 1.019 2.446 3 66 min NC NC 0.004 0.983 2.344 5 67 M35 max NC NC 0.077 1.012 0 3 68 min NC NC 0.02 0.994 1.802 8 69 M36 max NC NC 0.002 1 2.645 10 70 min NC NC -0.038 0.999 2.853 7 71 M37 max NC NC -0.201 1.004 0 3 72 min NC NC 0.067 0.998 0 8 73 M38 max NC NC -0.022 1.002 0 8 74 min NC NC 0.061 0.998 0 3 75 M39 max NC NC -0.024 1.007 2.538 8 76 min NC NC 0.065 0.98 2-538 3 771 M40 max NC NC 0.03 1.004 0 8 781 min NC NC -0.072 0.981 0 3 791 M41 max NC NC 0.046 1.024 0 3 80 min NC NC -0.016 0.992 0 8 81 M42 max NC NC 0.022 1.131 0.136 3 82 min NC NC -0.001 0.997 0 12 83 M43 max NC NC 1 0.014 1.007 0 11 84 min NC NC 0.004 1 2.917 10 85 M44 max NC NC 0.125 1.0.13 0 3 86 min NC NC -0.034 0.995 0 8 871 M45 max NC NC 0.09 1.01 0 3 as min NC NC -0.031 0.995 0 8 89 M46 max NC NC -0.119 1.013 0 3 90 min NC NC 0.073 0.998 0 8 91 M47 max NC NC -0.021 1 0 8 92 min NC NC 0.061 0.998 0 3 93 M48 max NC NC 0.054 1.01 0 3 94 min NC NC -0.015 0.996 0 8 95 M49 max NC NC -0.032 1.005 1.763 7 96 min NC NC 0.068 0.999 0 8 97 M50 max NC NC -0.006 1 2.24 10 98 min NC NC -0.645 1 0 3 99 M51 max i NC NC 0.144 1.001 2.267 8 1001 min NC NC -0.299 0.997 2.267 3 1011 M52 max NC NC 0.054 1.009 2.511 3 1021 min NC NC -0.023 0.997 3.597 8 1031 M53 max NC NC -0.025 1.019 2.446 3 1041 min NC NC 0.002 0.98 2.446 8 105 M54 max NC NC -0.001 1.002 2.572 12 106 min NC NC 0.027 0.987 2.572 3 107 M55 max NC NC -0.002 1.018 0.394 11 108 min NC NC -0.004 0.987 1.802 3 109 M57 max NC NC -0.097 1.01 2.157 3 110 min NC NC 0.017 0.994 2.157 8 111 M58 max NC NC -0.002 1 0 10 112 min NC NC _ -0.085 0.999 2.853 3 113 M59 max NC NC 0.032 1.003 0 8 114 min NC _ NC -0.072 0.982 0 3 RISA-3D Version 23 [ 40x79.5xl5 K&W Concrete 24BB - Glen... Page 37 Company Big Top Manufacturing 2/19/2026 IIRISA Designer Dadrian D. 2:29:17 PM Job Number : 226-029 Checked By F NEMETSCHEK COMPAN) Model Name . 40x79.5xl 5 K&W Concrete - Gle... Envelo a Member 2nd/1st Moment Ratios Continued hAoml c v_w Mnmant f k-M 9nri/1st Ratio z-z Moment rk-ftl 2nd/1 st Ratio Loc [ftl LC 1151 M60 max NC NC -0.143 1.01 3.086 3 1161 min NC NC 0.038 0.996 3.086 8 1171 M61 max NC NC -0.038 1.021 0 3 1181 min NC NC 0,009 0.992 0 8 _ 1191 M62 max NC NC 0.077 1.012 0 3 1201 min NC NC 0.022 0,995 1.802 8 1211 M63 max NC NC -0.125 1,014 0 3 1221 min NC NC 0.03 0.994 0 8 1231 M64 max NC NC -0.193 1.108 0 3 1241 min NC NC 0.074 0-978 0 8 1251 M65 max NC NC -0.057 1.015 0 11 1261 min NC NC -0.034 0.995 1.8D2 8 127 M66 max NC NC -0.046 1.009 0.828 11 128 min NC NC 0.067 1 1.657 8 max NC NC 0.053 1.016 0 3 4M67 min NC NC -0.008 0.99 0 8 131 M68 max NC NC -0.084 1.023 2.028 3 132 min NC NC 0,029 0.996 1,119 8 133 M69 max NC NC -0.153 1.014 0 3 134 min NC NC 0.039 0.995 0 8 135 M70 max NC NC -0.034 1.022 2.414 3 136 min NC NC 0.007 0.991 2.414 8 137 M71 max NC NC -0.151 1.013 2.664 3 138 min NC NC 0.037 0.995 2.664 8 139 M72 max NC NC -0-0.57 1.008 0 3 140 min NC NC 0.016 0.997 0 8 141 M73 max NC NC -0.037 1.021 0 3 142 min NC NC 0.009 0.992 0 8 143 M74 max NC NC U24 1.148 0 3 144 min NC NC -0.002 0.997 0 12 145 M75 max NC NC 0.046 1.027 1 0 3 146 min NC NC -0.017 0.99 0 8 147 M76 max NC NC -0.38 1.009 0 3 148 min NC NC 0.002 0-998 0 10 149 M77 max NC NC -0.115 1.014 1.852 3 1501 min NC NC 0.072 0.998 1.852 8 1511 M78 max I NC NC -0.05 1.016 2.33 3 1521 min I NC NC 0.009 0.992 2.33 5 1531 M79 max NC NC -0.142 1.009 0. 3 1541 min NC NC 0.062 0.998 0 8 155 M80 max NC NC -0.036 1.004 2.401 3 156 min NC NC 0.012 0,998 2.401 $ 157 M81 max NC NC -0.162 1,004 0 3 158 min NC NC 0.071 0.999 0 8 159 M82 max NC NC _ -0.027 1.003 2.538 8 160 min NC NC 0.065 0.981 2.538 3 1611 M83 max NC NC -0.201 1.004 0 3 162 min NC NC 0.06 0.998 0 8 163 M84 max NC _ _ NC 0.073 1.019 0 3 164 min _ NC NC -0.022 0.991 0 8 165 M85 max NC NC 0.067 1.008 1.743 3 166 min NC NC -0.02 0.995 0 8 167 M86 I max NC NC -0.144 1.099 1,849 3 168 1 min NC NC 0.068 0.983 1.849 8 169 M87 I max NC NC -0.21 1.134 1.895 3 RISA-3D Version 23 [ 40x79.5xl5 K&W Concrete 24BB - Glen... Page 38 Company Big Top Manufacturing 2/19/2026 . ', RISA Designer Dadrian D. 2:29:17 PM Job Number . 226-029 Checked By ANEMETSCHEKCOMPANY Model Name 40x79.5xl5 K&W Concrete - Gle. Envelope Member 2nd/1st Moment Ratios (Continued) Member v-V MnmPnt fk-ftl 2nd/1 st Ratio z-z Moment [k-ftl 2nd/1 st Ratio Loc [ft) LC 170 min NC NC 0.084 0.974 1.895 8 171 M88 max NC NC -0.213 1.135 1.904 3 172 min NC NC 0,085 0.973 1.904 8 173 M89 max NC NC -0.146 1,1 1.849 3 174 min NC NC 0.06 0.983 1.849 8 Node Reacfions No Data to Print... _Envelope AISC 15TH 360-161: ASD Member Steel Code Checks ftAamhcr Chnna (:nrla r.hpr,ki nr-Itit i r Shaar f .hanki nrfffl Dir LC Pnc/om fklPnt/om iklMnvv/om [k-ftlMnzz/om [k-fti Cb Eqn 11 M 9 .375X0.120 0.077 0 17-1 3 0.02-1 2.294 8 1 18.55 27.998 1.676 1.676 1 H 1-1 b 21 M2 2-375X0.120 0.333 2.028 3 0-017 0 8 18.55 27.998 1.676 1.676 1 H 1-1 a 3 M3 375X0-12 0.325 1.657 3 0.014 1.657 8 18.55 27.998 1.676 1.676 1 H1-1a 4 M4 2.375X0.12 0,468 1-852 3 0.015 1.852 8 25.26 27.998 1.676 1.676 1 H 1-1 a 5 M5 .375X0.12 0,471 0 3 0.015 0 8 25.26 27.998 1.676 1.676 1 H 1-1 a 6 M6 .37.5X0.12 0.376 1.763 3 0.018 0 3 18.998 27.998 1.676 1.676 1 H 1-1 a 7 M7 .375X0.12 0.398 0 3 0.027 0 3 18.998 27.998 1.676 1.67.6 1 H1-1a 8 M8 .375X0.12 0,135 0 3 0.037 0 3 18.998 27.998 1,676 1.676 1 H 1-1 b 9 M9 2.375X0.12 0.223 2.267 3 0.048 2.267 3 18.998 27.998 1,676 1.676 1 H 1-1 b 101 M 10 -375X0.120 0.663 0 3 0.11 0 3 21.803 27.998 1.676 1.676 1 H 1-1 a 11 M 11 .375X0.120 0.802 0 3 0.073 0 3 19.2-2 27.998 1.676 1.676 1 H 1-1 a 12 M12 2.375XO. 120 0.817 0 3 0.065 0 3 19.22 27.998 1.676 1.676 1 H1-1a 13 M 13 1.9X0.09 0.042 2.559 3 0.002 0 3 15.401 16.862 0.81 0.81 1 H 1-1 b 14 M15 2.375XO.120 0.366 0 3 0-001 3.504 3 7.507 27.998 1.676 1.676 1 HI-1a 15 M 16 2.375XO.120 0.194 0 3 0.001 0 31 21.803 27.998 1.676 1.676 1 IH 1-1 b 16 M 17 2.375X0.120 0.105 0 3 0.009 2-518 31 21.803 27.998 1.676 1.676 1 H 1-1 b 1 2,375XOA20 0.128 :2.157 3 0.009 2.157 31 18.998 27.998 1.676 1.676 1 H 1-1 b 181 M 19 2.375XO.120 0.661 :3.086 3 0.008 3.086 3 18.998 27.998 1.676 1.676 1 H 1-1 a 191 M20 2.37SX0,12 0.745 2.664 3 0.005 2.664 3 25.26 27.998 1.676 1.676 1 H 1-1 a 201 M21 2.375XO.120 0.991 0 3 0.006 0 3 18.55 27.998 1.676 _ 1.676 1 HI-1a 211 M22 t2.375XO.120 0.705 0 3 0.005 4.33 3 18.55 27.998 1.676 1.676 1 H 1-1 a 221 M23 12X3XO.0850 0.062 1.802 3 0.015 1.802 3 23.982 24-584 1.424 2.086 ,23 H1-1b 23 M24 1.9X0.09 0.336 0 3 0.003 0 _ 3 14.989 16.862 0.81 0.81 1 H 1-1 a 24 M25 1.9X0.09 0.396 0 3 0.005 0 3 15.222 16.862 0.81 0.81 1 H1-1a 25 M26 1.9X0.09 0.077 0 3 0.011 1,802 3 16.121 16.862 0.81 0.81 1 H 1-1 b 26 M27 1.9X0.09 0.086 0 3 0.004 2.388 3 15.583 16,862 0.81 0-81 1 H 1-1 b 27 M28 1,9XQ.09 0.305 2.414 3 0.002 2.414 3 15.556 16.862 0.81 i 0.81 1 H 1-1 a 28 M29 1.9X0.09 0.21 1.802 3 0.001 0 7 16.121 16.862 _ 0.81 0.81 0.81 1 H 1-1 a 29 M30 1.9X0.09 0.317 0 3 0.002 2,443 3 15.525 16.862 0.81 1 H1-1a 30 M31 1.9X0.09 0.079 2.33 3 0.006 2.33 3 15.642 16-862 0.81 0.81 1 H1-1b 31 M32 1.9X0.09 0.161 0 3 0.012 0 3 16,121 16.862 0.81 0,81 1 IH1-1b 32 M33 1.9X0.09 0.437 2,401 3 0.003 2-401 3 15.569 16.862 0.81 0.81 1 H1-1a 33 M34 1.9X0.09nU530 3 0.003 2.446 3 15.522 16.862 0.81 0.81 1 H 1-1 a 34 M35 1.9X0.093 0.017 0 3 16.121 16.862 0.81 0.81 1 H1-1b 35 M36 1.9X0.09 3 0.009 2.853 3 15.066 16.862 0.81 0.81 1 H 1-1 a 36 M37 1.9X0.093 0.038 1-802 3 16.121 16.862 0.81 0.81 1 H1-1b37 M38 1.9X0-093 0.006 3.149 3 14.7 16.862 0.81 0.81 1 H1-1a 38 M39 1.9X0.09 3 0.004 0 3 15.425 16.862 0.81 0.81 1 H 1-1 a 39 M40 1.9X0.09 0.186 0 3 0.01 0 3 15.333 16.862 0.81 0.81 1 H 1-1 b 40 M41 1.9X0.09 0.128 0 3 0.006 2.487 3 15.479 16.862 0.81 0.81 1 1-1b 41 M42 1.9X0.09 i 0.097 0 3 0.001 2.605 3 15.351 16-862 0.81 0.81 1 -11-1 b 42 M43 1.9X0.09 0.336 0 3 0.003 0 3 14-989 16.862 0.81 0.81 1 H1-1a 43 M44 2.375X0.12 0.084 2.29411 0.026 2.294 11 18.55 27.998 1 1.676 1.676 1 H1-1b. RISA-3D Version 23 [ 40x79.5x15 K&W Concrete 24BB - Glen... Page 39 Company Big Top Manufacturing 2/19/2026 IIRISA Designer Dadrian D. 2:29:17 PM Job Number 226-029 Checked By ANEMETSCHEK COMPANY Model Name 40x79.5xl5 K&W Concrete - Gle... Envelope RISC 15TH (360-16): ASD Member Steel Code Checks (Continued) Member Shape Code CheckLoc[ftl LC Shear CheckLoc ft Dir LC Pnc/om k Pntlom k Mn /om k-ft Mnzz/om k-ft Cb E n 441 M45 V375X0.120 0.105 0 13 0.009 .2.518 31 21.803 27.998 1,676 1.676 1 H 1-1 b 45 M46 2,375XO.120 0.471 0 •3 0.02 0 8 25.26 27.998 1,676 1.676 1 H 1-1 a 46 M47 1.9X0.09 0.397 0 1 3 0.006 3.149 3 14.7 16.862 0.81 0.81 1 H 1-1 a 47 M48 1.9X0.09 0.161 0 3 0.012 0 1 3 16.121 16.862 0.81 0.81 1 H 1-1 b 48 M49 2.375XO.120 0.376 1.763 3 0,019 0 8 18.998 27.998 1.676 1.676 1 H 1-1 a 49 M50 2.375XO.12 0.663 0 3 1 0.11 0 3 21.803 27,998 1.676 1.676 1 H1-1a 501 M51 12.375X0-1201 0.223 2,267 3 0.048 2.267 3 18.998. 27.998 1.676 1.676 1 H1-1b 511 M52 12.375XO.12 0.194 0 3 0.001. 3.597 5 1 21.803 27.998 1.676 1.676 1 H 1-1 b 52 M53 I 1.9X0.09 0.32 2.446 3 0.003 2,446 3 15.522 16.862 0.81 0,81 1 H1-1a 53 M54 1.9X0.09 0.04 2,572 3 0.002 0 3 15.388 16.862 0.81 0.81 1 H1-lb 54 M55 1.9X0X9 021 1.802 3 0.001 1.802 9 16.121 16.862 0.81 0.81 1 HI-1a 55 M57 2,375XO.120 0.128 2.157 3 0.009 2.157 3 18,998 27.998 1,676 1.676 1 HI-1b 56 M58 1.9X0.09 0.518 12.853 3 0.009 2.853 3 15.066 16.862 0.81 0.81 1 HI-1a 57 M59 1.9X0.09 0.186 0 3 0.01 0 3 15.333 16.862 0.81 0,81 1 H1-1b 581 M60 R.375X0.120 0.661 3.086 3 0.008 3.086 3 18.998 27.998 1.676 1.676 1 H 1-1 a 59 M61 1.9X0.09 0.317 0 3 0.002 2.443 3 15.525 16.862 0.81 0.81 1 H1-1a 60 M62 1.9X0.09 0.11 0 3 0.017 0 3 16.121 16.862 0.81 0.81 1 HI-1b 61 M63 2.375X0.120 0.705 0 3 0,005 j 4.33 3 18.55 27.998 1.676 1.676 1 H1-1a 62 M64 2.375X0.120 0.82 0 3 0.066 0 3 19.22 27.998 1.676 1.676 1 H1-1a 63 M65 2X3X0.0850 0.062 1.802 3 0.015 11.802 v 3 23.982 24.584 1,424 2.086 2.233 H1-1b 64 M66 2.375X0.120 0.325 1.657 3 0.02 1.657 8 18,55 27.998 1.676 1.676 1 H1-1a 65 M67 1.9X0.09 0.077 0 3 0.011 1.802 1 3 16.121 16.862 0.81 0,81 1 H1-1b 66 M68 2.375X0.120 0,333 2.028 3 0,021 0 9 18.55 27.998 1.676 1.676 1 H1-1a 67 M69 2.375XO.12a 0.991 0 3 0.006 0 3 18.55 27.998 1.676 1.676 1 H1-1a 68 M70 1.9X0.09 0.305 .2.414 3 0.002 2.414 3 15.556 16.862 0.81 0.81 1 H1-1a 69 M71 2.375XO. 120 0.745 2.664 3 0.005 2.664 3 25.26 27.998 1.676 1.676 1 H1-1a 70 M72 I.9X0.09 0,396 0 3 0.005 0 3 15.222 16,862 0.81 0.81 1 H1-1a 71 M73 1.9X0.09 0.086 0 3 0.004 2.388 3 15.583 16.862 0,81 0.81 1 H1-1b 72 M74 1.9X0.09 0.097 0 3 0-001 2.605 3 15.351 16.862 0.81 0.81 1 H1-1b 73 M75 1.9X0.09 0.128 0 3 0.006 2.487 3 15.479 16.862 0.81 0,81 1 1-11-1b 74 M76 2.375XO.12 0.801 0 3 0.072 0 3 19.22 27.998 1.676 1,676 1 H1-1 a 75 M77 2.375XO.12C 0.468 1.852 3 0.019 1.852 8 2526 27.998 1.676 1.676 1 H1-1a 76 M78 1.9X0.09 0.079 2.33 3 0.006 2,33 3 15.642 16.862 0.81 0,81 1 H1-1b 77 M79 2.375X0.12Q 0.398 0 3 0.027 0 3 18.998 27.998 1.676 1.676 1 H1-1a 78 M80 1.9X0.09 0.437 2,401 3 0.003 2.401 3 15.569 16.862 0.81 0.81 1 H1-1a 79 M81 2,375XO, 120 0.135 0 3 0.037 0 3 18.998 27.998 1.676 1.676 1 H1-1b 80 M82 1.9X0.09 0.338 2.538 3 0.004 0 3 15.425 16.862 0.81 0.81 1 H 1-1 a 81 M83 1.9X0.09 0,253 0 3 0.038 1.802 3 16.121 16.862 0.81 0.81 1 H1-1b 82 M84 -375XD-120 0.366 0 3 0.001 3.504 3 7.507 27.998 1.676 1.676 1 H1-1a .83 M85 2.375X0.120 0.412 1.743 3 0.001 0 5 7.507 27,998 1.676 1.676 1. HI-1a ,84 M86 2.375X0.120 0.663 1,849 3 0.058 1.849 3 19,22 27.998 1.676 1.676 1 H1-1a 85 M87 2.375X0.120 0.825 1.895 3 0.066 1.895 3 19.22 27.998 1.676. 1.676 1 H1-la 86 M88 2.375X0.120 0.826 1.9041 0.067 1.904 3 19.22 27.998 1.676 1.676 1 H 1-1 a ,87 M89 2.375XO.12a 0.665 1.8491 3 0.058 1.849 3 19.22 1 27.998 1.676 1.676 1 HI-1a Envelope AISI S100-20:.ASD Member Cold Formed Steel Code Checks No Data to Print --- Envelope AWC NDS-18ISDPWS-21 ASD Member Wood Cade Checks No Data to Print... RISA-3D Version 23 [ 40x79.5xl5 K&W Concrete 24BB - Glen.. Page 40 Company Big Top Manufacturing 2/19/2026 IRISADesigner Dadrian D. 2:29:17 PM Job Number : 226-029 Checked By ANEMETSCHEK COMPANY Model Name : 40x79.5x15 K&W Concrete - Gle... Envelope Concrete Beam Desi n Results No data to Print... Envelope Concrete Column Desi n Results No Data to Print... Envelope AA ADM1-20• ASD - BUILDING Member Aluminum Code Checks No Data to Print... Envelope A/SC 14TH f360-101: ASD Member Stainless Steel Code Checks No Data to Print... Envelope Node Reactions ni ,4= i 0s%M! x rki I r Y rkl I C 7 rki LC MX ik-ftl LC MY [k ftl LC MZ [k-ft] LC 1 3 uMy max 0 12 7.682 3 3.344 3 0 12 0 1 12 0 12 21 1 min 0 1 -2.711 8 -0.527 8 0 1 0 1 0 1 3 2 max 0 12 7.682 3 0.756 8 0 12 0 12 0 12 4 min 0 1 -2.916 8 -3.344 3 0 1 0 1 0 1 5 Totals: max 0 12 15.364 3 0.229 8 6 min 0 1 -5.626 1 8 0 3 Reactions above are for ASD load combinations. RISA-3D Version 23 [ 40x79.5x15 K&W Concrete 24BB - Glen... Page 41 PRYING ACTION ANALYSIS For Structural Steel Connections Per AISC 13th Edition Manual (ASD) - Pages 9-10 to 9-13 Input Data: Anchor Angle Angles per truss base= 4 Total Tension Load, Tt = 2.916 kips Total Shear Load, Vt = 3.344 kips Tensile Strength, Fu = 58 ksi Bolt Diameter, db = in. ASTM Bolt Desig. _ A325 Bolt Type (N, X, or SC) _.' N Faying Surface Class N.A. Bolt Hole Type = Oversized Tributary Length/Bolt, p = 4 lin. Total No. of Bolts, Nb 4 bolts Width, bf=_ 6 -'in- Thickness, t = _ 0.25 in. Thickness, tw = 0.25 in. Bolt Gage, g = � 3 in. No. of Loading Cycles =1 20000 Bolt Tension and Shear: I bf/2=3 g/2=1.5 �I I db=0.625 I I Q=0 i I I I tw=0.25 FU=1.0625 it:= T+Q=0.73 a'=1.8125 f I ' I b=1.375 a=1.5 M2 I I I I T_ M 1 2*T=1.46 Ab = 0.307 in.12 Ab = 7u*dbA2/4 vb = 0.836 kips/bolt vb = Vt/Nb fv = 2.725 ksi fv = vb/Ab T = 0.729 kips/bolt T = Tt/Nb ft = 2.376 ksi ft = T/Ab Tb = N.A. kips Tb = not applicable for N or X bolts Fnv = 48.000 ksi Fnv = Nominal shear stress for A325-N from AISC Table J3.2, page 16.1-104 Fnv' = 48.000 ksi Fnv' = Fnv (no reduction needed for comb. effects) Fv = 24.000 ksi Fv = Fnv' / 2 ks = N.A. ks = not applicable for N or X bolts Vb = 7.363 kips/bolt Vb = Ab*Fv Vb >= vb, O.K. SR = 0.11 At = 0.226 in.12 At = 7c/4*(db - 0.9743/n)^2 Fnt = 90.000 ksi Fnt = Nominal tensile stress for A325 bolts from AISC Table J3.2, page 16 1-104 Fnt' = 90.000 _ ksi Fnt' = Fnt (no reduction needed for comb. effects Ft = 45.000 ksi Ft = Fnt' / 2, fatigue is not considered) B = 13.806 kips/bolt B = Ft*Ab B >= T, O.K. SR = 0.05 ulate Required Thickness: b = 1.375 in b = (g-tw)/2 b' _' 1.063 in b' = b-db/2 a = 1.500 in a = minimum of: (bf-g)/2 or 1.25*b a' = 1.813 in a' = a+db/2 p = 0.586 p = b'/a' d' = 0.813 in. d' = Nominal hole dimensions from Table J3.3 S = 0.797 S = 1-d'/p R = 30.600 R = (1/p)*(B/T-1) a' = 1.000 If p >= 1: a' = 1, If R < 1: a' = lesser of 1 or (1/5)*(D/(1-R)) t(req'd) = 0.111 ;n t(req'd) = SQRT(6.66*T*b'/(p*Fu*(1+5*a'))) t >= t(req'd), O.K. SR = 0.44 tc= 0.649 in. tc = SQRT(6.66*B*b'/(p*Fu)) (to develop'B' in bolts/no prying) a = 0.000 a = 1 /S*((T/B)/(t/tc)^2-1) (Note: 0 <= a <= 1.0) Q= 0.000 kips Q = B*6*a*p*(t/tc)^2 (prying force per bolt at design load) Ilowable Bolt Tension with Pndg_q Action: a' = 4.539 a' = 1/(8*(1+p))*((tc/t)^2-1) Ta = 3.682 kips If a' >1: Ta = B*(t/tc)^2*(1+S) , If a' < 0: Ta = B If 0 <= a' <= 1: Ta = B*(t/tc)"2*(1+S*a') Ta >= T, 0. K. SR = 0.20 t(req'd) = 0.149 in. t(req'd) = SQRT(6.66*T*b'/(p*Fu)) SUMMARY OF CHECKS: Row No.: Results: Stress Ratio: Check Bolt Tension and Shear: 37 Vb >= vb, O.K. 11% 42 B >= T, O.K. 5% Calculate Required Thickness: 62 t >= t(req'd), O.K. 44% Check Allowable Bolt Tension with Prying Action: 75 Ta >= T, O.K. 20% C9 m m v N N N Q U O Lo C O ao U O �: is 06 CO Y o� ` ch N X CD O cn Y a�i o rn (n U v cti rn c a U O O 3 c N U N N U C O U 06 Y LJO O X O O s+ v � C 'O � 7 Q D U IB w C C Q ~ C (0 � O C v rn M iO � _ U °° U-_ aT C / A Q N r o C w(D � PRYING ACTION ANALYSIS For Structural Steel Connections Per AISC 13th Edition Manual (ASD) - Pages 9-10 to 9-13 Top Connection � 4' x4" 0/8" e Conn. Tabs Total Tension Load, Tt = 2.89 kips bf/2=3 Total Shear Load, Vt = 0.93 kips g/2=1 I Tensile Strength, Fu = 58 ksi I db=0.5 I Q=0 Bolt Diameter, db = 1/2 in. I I ASTM Bolt Desig. = A325 j 1:t=0.3 Bolt Type (N, X, or SC) = N I Faying Surface Class = N.A, ! T+Q=1.45 Bolt Hole Type =. Oversized tw=0.375 !F1=0.5625 a'=1.26562 Tributary Length/Bolt, p = 2 in. j Total No. of Bolts, Nb = 2 bolts I b=0.8125 a=1.015 25 Width, bf = 6 in. j M2 Thickness, t = 0.375 in. j Thickness, tw = 0.375 in. Bolt Gage, g = 2 in.No. rim of Loading Cycles = 20000 1 Ab = 0.196 in.12 vb = 0.465 kips/bolt fv = 2.368 ksi T = 1.445 kips/bolt ft = 7.359 ksi Tb = N.A. kips Fnv = 48.000 ksi Fnv' = 48.000 ksi Fv = 24.000 ksi ks = N.A. I Vb = 4.712 kips/bolt At Fnt Fnt' Ft B 0.142 90.000 90.000 45.000 8.836 in.^2 ksi ksi ksi kips/bolt 2*T=2.89 Ab = 7r*db"2/4 vb = Vt/Nb fv = vb/Ab T = Tt/Nb ft = T/Ab Tb = not applicable for N or X bolts Fnv = Nominal shear stress for A325-N from AISC Table J3 2, page 16 1-104 Fnv' = Fnv (no reduction needed for comb. effects) Fv=Fnv'/2 ks = not applicable for N or X bolts Vb = Ab*Fv Vb >= vb, (7X SR = 0.10 At = Tu/4*(db - 0.9743/n)"2 Fnt = Nominal tensile stress for A325 bolts from AISC Table J3 2, page 16 1-104 Fnt' = Fnt (no reduction needed for comb. effects Ft = Fnt' / 2, fatigue is not considered) B = Ft*Ab B = T, O.K. 5R = 0.16 ulate Required Thickness: In. b = (g-tw)/2 In. b' = b-db/2 in. a = minimum of: (bf-g)/2 or 1.25*b in. a' = a+db/2 p = b7a' in. d' = Nominal hole dimensions from Table J3.3 S = 1-d'/p R = (1 /p)*(B/T-1) If R >= 1: a' = 1, If R < 1: a' = lesser of 1 or (1/S)*(R/(1-R)) in. t(req'd) = SQRT(6.66*T*b'/(p*Fu*(1+S*a'))) t >= t(req'd), O.K. SR = 0.44 b = b' = a = at = p = d' = S = (3 = a' = t(req'd) = 0.813 0.563 1.016 1.266 0.444 0.625 0.688 11.508 1.000 0.166 tc = 0.534 In. tc = SQRT(6.66*B*b'/(p*Fu)) (to develop'B' in bolts/no prying) a = 0.000 a = 1 /6*((T/B)/(t/tc)"2-1) (Note: 0 <= a <= 1.0) Q = 0.000 kips Q = B*8*a*p*(t/tc)^2 (prying force per bolt at design load) Ilowable Bolt Tension with Pntjn Action: a =1 1.036 a' = 1/(5*(1+p))*((tc/t)^2-1) Ta = 7.348 kips If a' >1: Ta = B*(t/tc)"2*(1+S) , If a' < 0: Ta = B If 0 <= a' <= 1: Ta = B*(t/tc)^2*(1+S*a') Action: t(req'd) = 0.216 in t(req'd) = SQRT(6.66*T*b'/(p*Fu)) SUMMARY OF CHECKS: Row No.: Results: Stress Ratio: Check Bolt Tension and Shear: 37 Vb >= vb, O.K. 10% 42 B >= T, O.K. 16% Calculate Required Thickness: 62 t >= t(req'd), O.K. 44% Check Allowable Bolt Tension with Prying Action: 75 Ta >= T, O.K. 20% Connection Bolt / Weld Max Tension at Bolts = kips Bolted Connection: Material: A325 2 1/2 inch 45 ksi (# Bolts) (dia.) (Fnt/n, AISC Table 7-2) Number of bolts * Steel Strength * d A 2 * pi/4= kips Capacity = 0.9* 17.7 kips = > 2.89 kips USE (2) 1 0.5" DIAM. BOLTS IN THE TOP AND BOTTOM CHORDS Welded Connection: Max. Weld size allowed per AISC 360-10 (15th Edition), section J2.2b (a): 3/25 inch Max Tension = 2.89 kips — 1.6 Inch Weld Length 1.78 kips/in USE 2" MIN. LENGTH E70 WELD 0.12" Wind Pressures Ultimate Wind Pressure = 28.61 ps Tallest Height = 15 ft Medium Height = 11.95 ft Lowest Height =' 8.9 ft Cable Bracing Shelter Dimensions Width: 40 ft f Length: 79.5 ft Height: 15 ft End Panels= Yes Yes/No Wind Force = 13676 Ibs Total Cable Force= 3419 Ibs Roof Cable Diameter= 1/4 in Total Roof Cable Force= 1745Roof Ibs Walls Wall Cable Diameter= 1/4 in Total Wall Cable Force= 2146 Ibs Roof Cables Wall Cables # of Cables Along one Side 4 # of Cables Along one Wall Roof Cable Length = 23.8 ft Wall Cable Length =� 13.6 ft Bay Spacing = 19.9 ft Bay Spacing = 9.91ft Cable Angle =j 33.3 degrees I Cable Angle = degrees Roof Cable Tension = 1 261 Capacity of Single Cable = 7000 Ibs Capacity of All Roof Cables = 28000 Ibs SAFE Wall Cable Tension = Capacity of Single Cable =7 70uk. Ibs Capacity of Cables in Wall = 1 56000 Ibs SAFE X-Reaction= 0.27 kips Y-Reaction= 0.25 kips PSE Consulting Engineers Inc. TRUSS ANALYSIS & DESIGN - END PANEL TRUSS: 250-A Main Street E-Mail: infgCWstructure I .cflm ph. (541) 850-6300 Klamath Falls, OR. 97601 Web: www.structurel.com fax (541) 850-6233 End Panel 1: Triburay width(ft)= r 9.00 WL+Z 1 -24.911 psf x 1 9.00 ft 1=1 -0.2241 klf WL-Z 1 2 7.191 psf I x 1 9.001 ft 1-1 0.2451 klf End Panel 2: Triburay width(ft)= F 0_ _00 WL+Z 1 -24.911 psf x I 0.00 ft 1- 0.000 1 kif WL-Z I 27.19 psf I x I 0.00 ft I-1 0.000 1 klf 7� W L+Z LnI WA Company Big Top Manufacturing 2/19/2026 IIRISA Designer Dadrian D. 8:51:54 AM Jab Number : 226-029 Checked By ANEMETSCHEK COMPANY Model Name : 40x79.5x15 K&W Concrete ... Node Reactions LC Node Label X k Y k Z k MX [k-ftl MY k-ft MZ k ft 1 9 23 0 0 0 0 0 0 2 9 5 0 0.112 0 0 0 0 3 9 6 0 0.109 0 0 0 0 4 9 Totals: 0 0.221 0 5 9 COG ft. X: 0 Y: 12 Z: 1 6 10 23 0 0 2.611 0 0 0 71 10 5 0 0.924 1.413 0 0 0 81 10 6 0 -0.924 1.352 0 0 0 9 10 Totals: 0 0 5.376 10 10 COG ft : NC NC NC 11 11 23 0 0 -2.856 0 0 0 12 11 5 0 -1.011 -1.545 0 0 0 13 11 6 0 1.011 -1.478 0 0 0 14 11 Totals: 0 0 -5.88 15 11 COG ft : NC NC NIC Reactions above are for un-factored basic load cases. RISA-31D Version 23 [ End Panel Truss - 40x79.5x15 K&... Page 1 M34 W N 2 N N LO 2 1�1RISA Big Top Manufacturing 40x79.5x15 K&W Concrete 24BB - Glenwood ... SK-1 Dadrian D. prings, CO Feb 19, 2026 at 08:52 AM 226-029 End Panel Truss - 40x79.5x1... Member Material Sets t A500 RECT Envelope Only Sotution IIIRISA Big Top Manufacturing 40x79.5x15 K&W Concrete 24BB - Glenwood . SK-2 Dadrian D. prings, CO Feb 19, 2026 at 08:52 AM 226-029 End Panel Truss - 40x79.5x1... Y Section Sets Chords Diagonals Horizontals Envelope Only Solution II[RISA Big Top Manufacturing 40x79.5x15 K&W Concrete 24BB - Glenwood ... SK-3 Dadrian D. prings, CO Feb 19, 2026 at 08:52 AM 226-029 End Panel Truss - 40x79.5x1... Y z _dx Loads: BLC 2, WL+Z Envelope Only Solution I11R1�A Big Top Manufacturing 40x79.5x15 K&W Concrete 24BB - Glenwood.. SK-4 J Dadrian D. prings, CO Feb 19, 2026 at 08:52 AM 226-029 End Panel Truss - 40x79.5x1... Y Z-�d .245 k/ft .245 k/ft .245 k/ft .245 k/ft .245 k/ft .245 k/ft .245 k/ft .245 k/ft Loads: BLC 3, W L-Z Envelope Only Solution IIIRISA Big Top Manufacturing 40x79.5x15 K&W Concrete 24BB - Glenwood SK-5 Dadrian D. prings, CO Feb 19, 2026 at 08:52 AM 226-029 End Panel Truss - 40x79.5x1... Y Code Check (Env) No Calc Z > 1.0 .90-1.0 1.75-.90 0.09 .50-.75 O o 0.-.50 CD \0.ON O 0.04 co 0 In N o �a o 0.01 N 0 fM O '00 O 0.02 In N 0 N 07 O '0� o 0.04 �N Q O j0 C 0.07 rn OD rn O '�j O 0.10 v Oo O •�� o 0.05 Member Code Checks Displayed (Enveloped) Envelope Only Solution III Big Top Manufacturing 40x79.5x15 K&W Concrete 24BB -Glenwood ... SK-6 Dadrian D. Feb 19, 2026 at 08:53 AM RISA prings, CO 226-029 End Panel Truss - 40x79.5x1... Company Big Top Manufacturing 2/19/2026 IIRISA Designer Dadrian D. 8:53:13 AM Job Number : 226-029 Checked By A NEMETSCHEK COMPANY Model Name 40x79.5x15 K&W Concrete 24BB .. Node Coordinates v rsa� v rw 7 rr4i flat=rh Frnm ninnhmnm 1 1 5 0 0 0 21 6 0 0 2 3 9 0 3 0 _- 4 10 0 3 2 _ 5 1 11 0 6 0 _ 6 12 0 6 2 7 13 0 9 0 8 14 0 9 _ 2 9 15 0 12 0 10 16 0 12 2 111 17 0 15 0 —, 12 18 0 15 2 131 19 0 18 0 141 20 0 18 2 15 21 0 21 0 16 22 0 21 2 17 23 0 24 0 18 24 0 24 2 Node Boundary Conditions Node Label X IkCn] Y [klin] Z Wirill Y Rot-ft/rad Z Rot k-ftlrad 121 5 Reaction I S25 I S25 I Reaction I rteacuon Ini c Dean+i— I QI)A I R9-r, 1 RPartinn I Reaction I Hot Rolled Steel Properties a n.w71 n rL,-;l KI, Thor— rnefr rigs°p i noncav rkiflal Yialri fkcil Rv Fu fksil 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 1 65 1.1 4 A500 RECT 29000 11154 I 0.3 I 0.65 0.527 50 1.5 1 55 1.2 Hot Rolled Steel Section Sets Label _ Shape Type Desi n List Material Design Rule Area DO Iyy [in"I Izz[in] J 1 Chords :T - 2"X3"X0.085" I Beam I Tube I A500 RECT Typical 1 0.821 1 0.555 1 1.044 1 1.097 r,o----- I 1 -1 Avi wn nay I Rcnm I Ti iho I AFM RFC'T I Tvniral 1 0-373 1 0.128 1 0.128 1 0.192 1.75"X1.75"X0.085 I Beam] Tube I A500 RECT I Typical 1 0.566 1 0.262 Member Primary Data 11An#ariml r)acinn RuIP 1 M1 6 10 90 Chords Beam Tube A500 RECT Typical 21 M2 10 12 90 Chords Beam Tube A500 RECT Typical 3 M3 12 14 90 Chords Beam Tube A500 RECT Typical 4 M4 14 16 90 Chords Beam Tube A500 RECT Typical 5 M5 16 18 90 Chords Beam Tube A500 RECT Typical 6 M6 5 9 90 Chords Beam Tube A500 RECT T ical 7 M7 9 11 90 Chords Beam Tube A500 RECT T ical 8 M8 11 13 90 Chords Beam Tube A500 RECT T ical 9 M9 13 15 90 Chords Beam Tube A500 RECT T ical RISA-3D Version 23 [ End Panel Truss - 40x79.5x15 K&W Con... Page 1 Company Big Top Manufacturing 2/19/2026 11RISA Designer Dadrian D. 8:53:13 AM Job Number : 226-029 Checked By A NEMETSCHEK COMPANY Model Name 40x79.5xl5 K&W Concrete 24BB... Member Primary Data Continued 1 .,L...i 1 A1..A 1 KI-4- Tuna npA.irrn I ict Material Desion Rule 10 M10 15 17 90 Chords Beam Tube A500 RECT TVDical 11 M22 18 20 90 Chords Beam Tube A500 RECT Typical 12 M23 17 19 90 Chords Beam Tube A500 RECT __jjpjcaI 13 M11 5 10 Diagonals Beam Tube A500 RECT Typical 14 M12 9 12 Dia onals Beam Tube A500 RECT __Typical 15 M13 11 14 Dia onals Beam I Tube A500 RECT Typical 16 M14 13 16 Diagonals Beam Tube A500 RECT Typical 17 M15 15 18 Diagonals Beam Tube A500 RECT Typical 1 B M24 17 20 Diagonals Beam Tube A500 RECT Typical 19 M16 6 5 Horizontals Beam Tube A500 RECT Typical 20 M17 1 10 9 Horizontals Beam Tube A500 RECT Typical .21 M18 12 11 Horizontals Beam Tube A500 RECT T ical 22 M19 14 13 Horizontals Beam Tube A500 RECT Typical 23 �- M20 16 15 Horizontals Beam Tube A500 RECT Typical 24 M21 18 17 Horizontals Beam Tube A500 RECT Typical 251 M29 20 19 Horizontals Beam Tube A500 RECT TvDical 26 M26 20 22 90 Chords Beam Tube A500 RECT Typical 27 M27 19 21 90 Chords Beam Tube A500 RECT Typical 281 _ M28 19 22 Dia onals Beam Tube A500 RECT Typical 29 M30 22 21 Horizontals Beam Tube A500 RECT TvDical 30 M31 22 24 90 Chords Beam Tube A500 RECT Typical 31 M32 21 23 90 Chords Beam Tube A500 RECT Typical 32 M33 21 24 Diagonals Beam Tube A500 RECT Typical 33 M34 24 23 Horizontals Beam Tube A500 RECT Typical Hot Rolled Steel Design Parameters . L-1 ch ,.. 1 ..,,..o% rpl 1 h -- W I .., - +nn H41 1 rmmn hnt W1 I-Tnrrn,a W1 K v-xf K 7-7 Cfiannel Conn_ a W1 Function 1 M1 Chords 3 6 6 6 6 0.7 0.7 N/A N/A Lateral 21 M2 Chords 1 3 6 6 6 6 0.7 0.7 N/A N/A Lateral 3 M3 Chords 3 6 6 6 6 0.7 - 0.7 N/A _ N/A Lateral 4 M4 Chords 3 6 6 6 6 0.7 0.7 N/A N/A Lateral 5 M5 Chords 3 6 6 6 6 0.7 0.7 N/A N/A Lateral 6 M6 Chords 3 1 6 6 6 6 0.7 0.7 N/A N/A Lateral 7 M7 Chords 3 1 6 6 _- 6 6 0.7 0.7 N/A N/A Lateral 8 M8 Chords 3 6 6 6 6 0.7 0.7 N/A N/A Lateral 9 M9 Chords 3 6 6 6 6 0.7 0.7 N/A N/A Lateral 10 M10 Chords 3 6 6 6 6 0.7 0.7 N/A N/A Lateral 11 M22 Chords 3 6 6 6 6 0.7 0.7 N/A N/A Lateral 12 M23 Chords 3 6 6 6 6 0.7 0.7 N/A N/A Lateral 13 M11 Dia onals 3.606 0.7 0.7 N/A N/A Lateral 141 M12 Dia onals 3.606 0.7 0.7 N/A N/A Lateral 15 M13 Diagonals 3.606 0.7 0.7 N/A N/A Lateral 16 M14 Diagonals 3.606 0.7 0.7 N/A N/A Lateral 17 M15 Dia onaIs 3.606 0.7 0.7 N/A L N/A Lateral 18 M24 Dia onals 3.606 0.7 0.7 N/A N/A Lateral 19 M16 Horizontals 2 0.7 0.7 N/A N/A Lateral 20 M17 Horizontals 2 0.7 0.7 N/A N/A Lateral 21 M18 Horizontals 2 0.7 0.7 N/A N/A Lateral 22 M19 Horizontals 2 0.7 0.7 N/A N/A Lateral 23 M20 Horizontals 2 0.7 0.7 N/A _ N/A Lateral 24 M21 Horizontals 2 0.7 0.7 N/A N/A Lateral 25 M29 Horizontals 2 0.7 0.7 N/A N/A Lateral 26 M26 Chords 3 6 6 6 6 0.7 1 0.7 N/A N/A Lateral 27 M27 Chords 3 6 6 1 6 6 0.7 0.7 N/A N/A Lateral 28 M28 Dia onals 3.606 0.7 1 0.7 N/A N/A Lateral RISA-3D Version 23 [ End Panel Truss - 40x79.5x15 K&W Con... Page 2 Company Big Top Manufacturing 2/19/2026 IIRISA Designer Dadrian D. 8:53:13AM Job Number : 226-029 Checked By A NEMETSCHEK COMPANY Model Name : 40x79.5xl5 K&W Concrete 24BB-.- Hot Rolled Steel Design Parameters Continued 1 hc1 Charm I annth Ifti I h v-v Iftl I rmmn tnn W1 I romn hnt W1 L-Toraue fftl K v-v K z-z Channel Conn. a [ftl Function 291 M30 Horizontals 2 0.7 1 0.7 N/A N/A Lateral 30 M31 Chords 3 6 6 6 6 0.7 0.7 N/A NIA Lateral 311 M32 Chords 3 6 6 6 6 0.7 0.7 N/A N/A Lateral -321 M33 Diagonals 3.606 0.7 0.7 N/A N/A Lateral .331 M34 Horizontals 2 0.7 0.7 N/A N/A Lateral Desi n Size and Code Check Parameters Label Max Axial/Bending Chk Max Shear Chk 1 T ical 1 1 Member Point Loads No Data to Print... Member Distributed Loads BLC 2: WL+Z Member LabelDirectionStart Magnitude k/ft, F, ksf, k-fVftl End Magnitude [kfft, F ksf, k4ttftj Start Location ft %End Location [(ft, 1 M6 v -0.224 -0.224 0 %100 2 M32 9EE _ -0.224 -0.224 0 %100 3 M27 v -0.224 -0.224 0 %100 4 M23 -0.224 -0.224 0 %100 5 M 10 y -0.224 -0.224 0 %100 .6 M9 y -0.224 -0.224 0 %100 7 M8 _ -0.224 _ y -0.224 -0.224 0 %100 8j M7 -0.224 0 %I QO Member Distributed Loads (BLC 3: WL-Z) - KA=mhar 1 mh=inir,-rtlnnCtnrt Mannitiirlw Fk/ft F ksf k-ftlft1Fnd Maonitude fk/ft- F. ksf. k-ft/ftlStart Location [(ft. %11End Location Rft, %)1 1 M32 v W 0.245 0.245 _ 0 %100 21 M23 y 0.245 0.245 0 %100 3 M9 y 0.245 0.245 0 %100 4 M7 V 0.245 0.245 0 %100 5 M10 0.245 0.245 0 %100 6 M27 0.245 0.245 0 %100 7 M6 y 0.245 0.245 0 %100 _ 81 M8 v 0.245 0.245 0 %100 Basic Load Cases BLC Descri tion Cateoory Y Gravitv Distributed 1 DL DL -1 2 WL+Z WL+Z 8 3 WL-Z _ WL-Z 8 Load Combinations nocr•rintinn Snlva P_r}w#a RI r Factor BLC Factor BLC Factor BLC Factor 1 IBC 21/ASCE ASD 1 Yes Y DL 1 2 IBC 211ASCE ASD 2 Yes Y DL 1 LL 1 ILLS 1 3 IBC 21/ASCE ASD 5 a Yes Y DL 1 WL+Z 0.6 4 IBC 21/ASCE ASD 6 (aJ Yes Y DL 1 WL+Z 0.45 LL 0.75 ILLS 0.75 5 IBC 21/ASCE ASD 7 Yes Y DL 0.6 WL+Z 0.6 RISA-3D Version 23 [ End Panel Truss - 40x79.5x15 K&W Con... Page 3 Company ; Big Top Manufacturing 2/19/2026 IIRISA Designer Dadrian D. 8:53:13 AM Job Number : 226-029 Checked By A NEIM14ETSCHEK COMPANY Model Name 40x79.5x15 K&W Concrete 24BB... Load Combinations Continued n=ce rinfinn \nIX/P P-npitn RI C Factor BLC Factor BLC Factor BLC Factor 6 IBC 21/ASCE ASD 5 a Yes Y DL 1 WL-Z 0.6 71 IBC 21/ASCE ASD 6 a Yes Y DL 1 WL-Z 0.45 LL 0.75 LLS 0.75 81 IBC 21/ASCE ASD 7 Yes Y DL 0.6 WL-Z 0.6 91 DL Y DL 1 10 WL+Z Y WL+Z 1 _ 11 WL-Z Y WL-Z 1 121 IBC 21/ASCE Strength 1 Y DL 1.4 1316C 21/ASCE Stren th 2 a Y DL 1.2 LL 1.6 LLS 1.6 14 IBC 21/ASCE Strength 3 b Y DL 1.2 WL+Z 1 0.5 15 IBC 21/ASCE Strength 4 a Y DL 1.2 WL+Z 1 LL 0.5 LLS 1 16 IBC 21/ASCE Stren th 5 Y DL 0.9 WL+Z 1 17 IBC 211ASCE Strength 3 b Y DL 1.2 WL-Z 0.5 18 IBC 211ASCE Strength 4 a Y DL 1.2 WL-Z 1 LL 0.5 LLS 1 19 IBC 21/ASCE Stren th 5 Y DL T 0.9 WL-Z 1 Member Section Forces No Data to Print... Member Torsion Stresses No Data to Print... Envelope Node Displacements klnrlo I ohoi x rent I r. Y ring I C 7 ring LC X Rotation rradl LC Y Rotation fradl LC Z Rotation [radl LC 1_ .5 max 0 1 8 10.022 8 10.037 8 3.567e-3 6 0 8 0 1 8 21 min 0 1 1 -0.027 3 -0.034 5 -3.254e-3 5 0 1 0 1 1- 31 6 max 1 0 1 8 0.02 5 0.035 8 2.933e-3 6 0 8 0 1 8 4 min 0 1 -0.029 6 -0.032 5 -2.675e-3 5 0 1 0 1 5 9 max 0 8 0.018 8 0.141 6 2.534e-3 6 0 8 0 8 6 min 1 0 1 -0.024 3 -0.129 5 -2.311e-3 5 1 0 1 0 1 71 10 max 1 0 1 8 0.0211 5 0.138 6 2.68e-3 6 0 8 0 8 81 min 1 0 1 1 -0.03 6 -0.126 5 -2.444e-3 5 0 1 0 1 9 11 max 0 8 0.0111 8 0.226 6 2.039e-3 6 0 8 0 8 10 min 0 1 -0.018 3 -0.206 5 -1.86e-3 5 0 1 0 1 11 12 max 0 8 0.017 5 D.224 6 2.031 a-3 6 0 8 0 8 12 min 0 1 -0.027 6 -0204 5 -1.853e-3 5 0 1 0 1 13 13 max 0 8 0.003 8 0.283 6 1.125e-3 6 1 0 8 0 8 14 min 0 1 -0.01 3 -0.258 5 -1.027e-3 5 0 1 0 1 15 14 max 0 8 0.011 5 0.282 6 1.154e-3 6 0 8 0 8 16 min 0 1 -0.02 6 -0257 5 -1.054e-3 5 0 1 0 1 17 15 max 0 8 0.001 5 0.306 6 1.402e-4 8 0 8 P 0 8 18 min 0 1 -0.009 6 -0.279 5 -1.285e-4 5 0 1 0 1 19 16 max 0 8 0.003 5 0.305 6 1.63e-4 8 0 8 0 8 20 min 0 1 -0.012 6 -0.279 5 -1.494e-4 5 0 1 0 1 211 17 max 0 8 0.009 5 0.293 6 7.808e-4 5 0 8 0 8 221 min 0 1 -0.018 6 -0.267 5 -8.564e-4 6 0 1 0 1 23 18 max 0 8 0 8 0.293 6 7.69e-4 5 0 8 0 8 24 min 0 1 -0.008 3 -0.268 5 -8.432e-4 6 0 1 0 1 25 19 max 0 8 0.015 5 0.245 6 1.646e-3 5 0 8 0 8 26 min 0 1 -0.025 6 -0.224 5 L -1.804e-3 6 0 1 0 1 27 20 max 1 0 8 0.009 8 0.246 6 1.591 a-3 5 0. 8 0 8 28 min 0 1 -0.016 3 -0.2-25 5 -1.744e-3 6 0 1 0 1 29 21 max 0 8 0.019 5 0.168 6 2.158e-3 5 0 8 0 8 30 min 0 1 -0.03 6 -0.153 5 -2.365e-3 6 0 1 0 1 31 22 max 0 8 0.016 8 0.169 6 2274e-3 5 0 8 0 8 RISA-31D Version 23 [ End Panel Truss - 40x79.5xl5 K&W Con... Page 4 Company Big Top Manufacturing 2/19/2026 IIRISA Designer Dadrian D. 8:53:13AM Job Number 226-029 Checked By ANEMETSCHEKCOMPANY Model Name : 40x79.5xl5 K&W Concrete 24BB... Envelope Node Displacements (Continued) Iv r:_1 I n V r..l I r 7 rinl 1 (' Y PMn+inn rrs,r4T 1 r.. Y Rntatinn rrnril I C 7 Rotation fradl LC 32 ,V y min 0 1 -0.023 3 -0.155 5 -2.492e-3 6 0 1 0 1 33 23 max 0 8 0.019 5 0.069 6 3.142e-3 5 0 834 min 0 1 -0.03 6 -0.063 3 -3.442e-3 6 0135 N840 24 max 0 8 0.02 8 0.071 6 2.588e-3 5 836 min 0 1 -0.026 3 -0.065 3 -2.835e-3 6 0 1 Envelope Member Section Forces .A__.�— L'-- A-;-irLi i r, .. ck—ril 1 rr , chnorrltl I (. TnM. FIRM-01 I C v.0 MnrrlRntik-ftl LC z-z Momentfk-ftl LC ono ao � o �, o ©�©m � , • o � � � • � o�� - • • © � „• Davao � o mmom l; • © ©©. ooao � o 000�■o■ o FROMM © oo■�© '� ®ISM©CMFM© o mIMMI®MMo �, Davao o im10Mii®moo t:� a�■� o - mMEocm�© ©ooao o o mTi■©Cmml© mMMW 000 0 l er— ®mo�m�© m m■aoMM o o ©ao� o � o mom■©�r� , � � m��®poi a�oao of m��®moo oaoao o ooIM M m��i®moo©aoaa■�■ m�■�i��moo �oao � o RISA-3D Version 23 [ End Panel Truss - 40x79.5xl5 K&W Con... Page 5 Company Big Top Manufacturing 2/19/2026 IIRISA Designer Dadrian D. 8:53:13AM Job Number 226-029 Checked By ANEMETSCHEK COMPANY Model Name 40x79.5x15 K&W Concrete 24BB.. _Envelope Member Section Forces (Continued) A.A-tn.l I f, - cL....,.rLl I r , ck--erl.l 1 r` Tr— iRe-ffi 1 r v-u Mnmmnfrk_ffl I C 7-7 Mnmentrk-Rl LC ___ - yyliZiaYrr. r airr..riIN : ___ ERE ®mo��o�© o■o 0 ONE EGE 1 mNEESSEE® .1. mINEEN©Emmmo 1 ■�o�oa�o mINNEENEE® .1 © 11 ©ooa o �• ®�om�oEM!N" �o m��® ©�©aoao 0 m�©���■�oaoa 1 1 1 EME .1 o o o � � �• r EMEERN ■0©WE � WEoao 1 m�N■■�® . • ©moo MENEo m��®gym©�000a■o � 0 11: � ESE . mom®o®000ao .1• 1 1• 1 1 W 1 1 mME®®©®®©aoa 1MMIEWWEE o MEENEEPECM EGE WE 1 1 m��■®�©moo ao � 0 11. o ®-©EM�� 0 1SON 1 1 m-EMMm • • 1 1 •0� � '1';: m�■�■®mom©�©ooa■o o mINEEM©EM 0 11ERE ONE WE Mm0C WE 1 m��®ems©�oaoa�o � m■ 11: o M—��� M—©M W 1 WE 1 m—_® © 1 11 0�00� ; 0 1 1EPE m�INEEM ©o� �o o ' ' o m��®ems 1 1•• 1 1 1 11.•000 m-©Im OWES"I0 1 o 1 1 m-_® WINE wo0000 m-©m W 1 ©0WEEMBE110EDE 1 1 1 m-©EmWE ENE MAE m o��r•�� ooao 1 0 1. m�©c��o�ooE�• o0 1 11 ©NNISE! 1 0 1 1 1 Q "NERSE!" I 1 1 1 RISA-31D Version 23 [ End Panel Truss - 40x79.5x15 K&W Con... Page 6 Company Big Top Manufacturing 2/19/2026 IIRISA Designer Dadrian D. 8:53:13 AM Job Number : 226-029 Checked By ANEMETSCHEK COMPANY Model Name : 40x79.5xl5 K&W Concrete 24BB... Envelope Member Section Forces (Continued) MamhPr SPr. Axiairkl LC v Shearrkl LC z Shearrkl LC Torauerk-ftl LC v-v Moment[k-ftl LC z-z Moment[k-ftl LC 1 0 1 1 ���®�©a�oo�a■ao � 0 11. ®■■�©��oo■r�oo�■�0 1 � 11: ���■®�©a�©0000 � � 1 ®�om�o�o��oai ���®�o�■■oa000 � 0 111 ® • • • ©0� 1 0� 1 111 111 ®�o��©a© � o�■■o � 0 111 -©m�•• © 1 11 © 1 - 0� 1 ���®�000aoao � 0 111 ® om�©a© 1 o■■n�o 0 111 ���® 1- • �■ 1 11 ea o -©� •• © 1 1 1 � 1 a1 � 1 0 111 1 11 _® mm0 1 0 1 0 1 0 1 11 Q is= RISA-3D Version 23 [ End Panel Truss - 40x79.5xl5 K&W Con., Page 7 Company Big Top Manufacturing 2/19/2026 IIRISA Designer Dadrian D. 8:53:13AM Job Number : 226-029 Checked By A NENIETSCHEKCOMPANY Model Name : 40x79.5xl5 K&W Concrete 24BB... _Envelope Member Section Forces (Continued) •._—�_- Cl— A,.;-iri,, i t, - i r drew- I rr 7nrmioiV-f}7 I (` v-v Mr%monifk-ff➢ I (: 7-7 Mnmantk_ffI I C [M ©Cm Sao o ���®� • ©� IM10=�Cm _�®�© ®� m � • : o .., ©00000 �■�©m � • - o � „ ■�ao�oo o � o ��om�o®00000 �m®omr�o � 000a o � o oil � o � � � o �■�� �©a000a�o - ��o�rl�o ��©��oo�oo■oa■o oao o RISA-3D Version 23 [ End Panel Truss - 40x79.5xl5 K&W Con... Page 8 Company : Big Top Manufacturing 2/19/2026 IIRISAJob DesignerNumber: 2226 Dadrian 029 D. Checked By: A NEMETSCHEK COMPANY Model Name : 40x79.5xl5 K&W Concrete 24BB... _Envelope Member Section Forces (Continued) .•_.Y�_- o_•.. A..:.Jri l I r .. Che.,.rLl I (` Qh-flol I (' 'rn rnki rlr_fo I r %t.%, mnmanff k_ftl I C 7-7 MnmPnt[k-ftl LC 1 0�■ � ® om�o � „ oa�o■■�o o maw©��o . � , 000■a�o � o o �ioo ®�� � • o � , � o � o o off ®�©mn®©o■00000 ; o off sea ���®� • o � „ Davao � o o MI mom oo sm ©"Cm :, . o , �gym® Ra omrm M�©Cffl�© ��■�®moo , , ©ova ma®om�o©oo�ao ■�© ���® , . © � , • . Davao 0 RISA-31D Version 23 [ End Panel Truss - 40x79.5x15 K&W Con... Page 9 Company Big Top Manufacturing 2/19/2026 IIRISA Designer Dadrian D. 8:53:13 AM Job Number : 226-029 Checked By ANEIh1ETSCHEKCoId PANY Model Name 40x79.5xl5 K&W Concrete 24BB... Envelope Member Section Forces Continued RAomk— ¢oP ❑viaSrk7 I (. v ghaarrkl I C 7 ShParrkl LC Torouetk-ftl LC v-v Momentfk-ft1 LC z-z Momentfk-fti LC mom o EM ��• ■��®moo , � � Davao � o �, o • � ��®moo � , � Davao � �■ � E®ocm ©tom© o00 o Qn�©ems , • ©�©�soa��■ o o Q o ■i�imc �©_ o o ffl" . ■�so ®�m®mm© Davao o o ® ©vffl�o R m® ©a Rm ©irm oa ®�IMICM © oao o of Rm M®M ®o 0 ®gym®®o Davao o RISA-31D Version 23 [ End Panel Truss - 40x79.5xl5 K&W Con... Page 10 Company Big Top Manufacturing 2/19/2026 IIRISA Designer Dadrian D. 8:53:13 AM Job Number : 226-029 Checked By A NEMETSCHEK COMPANY Model Name : 40x79.5xl5 K&W Concrete 24BB--- Envelo a Member Section Forces Continued RAamhar Sar. Axinlrkl I C v ShParrkl LC z Shearlkl LC Toraue[k-ftl LC v-v Moment[k-ftl LC z-z Moment[k-ft] LC IR MIEM I a Rm� ®®o , „ o o ■� o , „ Fffl�Hmwn Envelope Maximum Member Section Forces k-ft LocLocft JUCz-z Mornent[k-ft]Loc[ft]LC 0�� 1 � III • ©©�©� � ©� � ©0 1 1 ©0 ©moo© III ©©a©oa©o BOOM, rm -A1y®�®©0 III �I �■ 1�■�1 Qa�='Q0a�0 I � � ©© o�®� © I I, 00000a�noa�oo � I - • ©© mm�� I I ©oo©no©oa©o�®o m�®� ©�©©�■■r��ooMnoaoo I � ®© ®mom .. I . �■�©o©oar©o��©o I I • • ram© m�1®�®©©�■�0000ar�oaoo I ' ®o m�®�©©e�00000a©©aoo mm�oo •ova©oa ©o��� m�®�©©I • 00000aoo��oo I I ®© m®��t�© III ova©vas©oNaa�©o , I . � a© m®�� � ■ova©oar©Dom©o , , : ®© m�®���00000�00000 II.. oaoo I • . m_®s • 1 . 0 III ���0�'� FII.i.l.%0000a , I ®®■.r, ��© III �DO . I . �al . I . �al . I .�Iffi I� E m-® 1 • . . 1 . III . 1 . Q�QQa�Da�O'1Q:1!11� �. �. m® ��© III "M 1 .1.13 .1. 0 ®I -®f . 1 . 0 III �. I .^�© I ME ME I M0 III ® , mELAnMI Q.Imo. ®-®� Ibl��]� m-® 1® •1.© III PI. 1 I 1 MIME III m�,��©o III 000©oa©vas©o � ©o m®��©. III ■r�oo©oa©vas©oa�oo ��. •��©0 III Q1 DO RISA-3D Version 23 [ End Panel Truss - 40x79.5x15 K&W Con..- Page 11 Company Big Top Manufacturing 2/19/2026 '' ��� Designer Dadrian D. 8:53:13 AM Job Number : 226-029 Checked By h NENIETSCHEK COMPANY Model Name 40x79.5xl5 K&W Concrete 24BB... Envelope Maximum Member Section Forces (Continued) - i#[ I QC Moment k-ft Loc ft LCz-z Moment k-ft]Loc[ft]LC ©o , m ®m�©©�©©000000�soo 00 ,,, ono .,.o .,:oa■ .,.o .,.o m�®moo , „ 0000a■ooaoo , „ o© ® M© 100©El ©B0©0 ®© m ®M ,.© , „ .,.ENM oMm nov�o , „ DOE ��© , „ ©0©�30©��®�MKNMMO Mu- 1111 MR Envelope Member End Reactions Unmk=Ahomiiar Fnrl Avialrkl I C V Shaarikl I C 7 Shearrkl LC Torauerk-fitl LC v-v Moment[k-ftl LC z-z Momentfk-ft] LC ©��®� " • ©, „• ear � ©yam . � o , „• © o o o , , : o g m��®rw�o , „ oaoaao o � � " • m■� ®moo , „ 0000 � o , , . . IRS „ ©��® ., ©, :. ems■ m�■�®�©�©0000. o ®ma��o�® ' goo o � � �• o RISA-31D Version 23 [ End Panel Truss - 40x79.5x15 K&W Can... Page 12 Company Big Top Manufacturing 2/19/2026 8:53:13 AM IRISAJob Des(gner Number : 2226-r029 ian D. Checked By. A NEMETSCHEKCOMPANY Model Name : 40x79.5xl5 K&W Concrete 24BB... Envelope Member End Reactions (Continued) .—�_-ne......i,— E.-4 n.,;..171.1 I r` - C6--TLI I r' , Cfi—TO I r Tnrm.orlr-fll I r %f-v AAnmonfnc-ffl I C 7a Mnma_nffk-ffl I C m��m 1• 1 1 ©� I � I � 1 1. iG m��®�©�oao��o 1 0 11: �■ m�a��o��oao ao � o � �• m�amotx�©a o �5 8 m ��®©1 •Davao o Fa MOM" M. �aoa�r� 1 0 11 0 m— m��®moo 111 ©aaoo�■ 1 0 mmam�o 1 1 ©ooa�o 1 0 m®a��© 111 o■ao�o 1 m��®�mo 111 oa000 ®■- ��© 1 11 ��■"�Wm 1 vm®�r�®© 1 11 Qal QaQ 1 - 1 � o m� mom© 111 oa�000 m—�m 1®' © 1 11 " m��®moo 111 ©a uz®�m ���—�� ® 1 •© 1 11 ©a0�0 1 0 1 0 1 0 1 0 -�mmmm 1 11 M0�!�M 100 1 1 • Om�l� 111 ■�O�a� 1 1 m--® 1 :1 © 1 11 ©a0a0 1 0 1 0 M— mum Im = 1 :1 © m�om®o 111 og■■o■a ®EM© 1 11 � o � m� moo 111 000a�o o m■� ®�© 111 ©a �©_ � o � o �m�■m®mo 111 oao � M_—o®Sm© 1 11 ©a000 1 RISA-3D Version 23 [ End Panel Truss - 40x79.5x15 K&W Con... Page 13 Company Big Top Manufacturing 2/19/2026 IIRISA Designer Dadrian D. 8:53:13 AM I.Job Number : 226-029 Checked By A NEMETSCHEKCOMPANV Model Name : 40x79.5xl5 K&W Concrete 24BB.-- Envelo a Member End Reactions Continued FLA,...,.L—ftAC-A n.,i.,irLl i r, ., chmarrbl I r` � Chnnrflrl 1 r- Tnmeiark_Rl I (` %e-v AAnmanf[k-ftl I C 7-7 MnmPntfk•ftl LC o � m�o��■■u■ , „ 000a■o � o m��®moo , „ ©o■o � o , , . ®F=o10 I "=" =CMHMU��" MEM �SioCMEM-I"�oM " �H I o lm ® • • ©EEMM ®�ocmmmoIM W� ■�M�mCMEMM ot�000 ■� ®mmo , „ 000a�■ ®® MOMMEr, , . ooao o ®®a®®© ooa■� o' m�■■N�®, „ ono oa■o o sow. , 10 ��®®r•� , „:�ooao o o ® ® �■�®®o , „ oo■o�o � o � o Envelope Member 2r:d/7st Moment Ratios nA,.....�.,.�11 1. AA,.—,r rL, f+i 0-4/1.+ P�+in AAmmnnt ik-fil 7nrillct Patin I nc rffl I C 1 M1 max NC NC 0-028 1.002 3 6 2 min NC NC -0.026 0.999 3 5 3 M2 max NC NC _.� 0.044 1.001 3 6 4 min NC NC -0.04 1 3 5 5 M3 max NC NC 0.054 1.001 3 6 RISA-31D Version 23 [ End Panel Truss - 40x79.5xl5 K&W Con... Page 14 Company Big Top Manufacturing 2/19/2026 IIRISA Designer Dadrian D. 8:53:13 AM Job Number : 226-029 Checked BY: A NEMETSCHEK COMPANY Model Name : 40x79.5xl 5 K&W Concrete 24BB... Envelope Member 2nd/1st Moment Ratios (Continued) hAcmhcr v-v Mnmant fk-fll 9nd/1st Ratio z-z Moment fk-ftl 2nd/1 st Ratio Loc W LC 6 min NC NC -0.049 1 3 5 7 M4 max NC NC 0 1 0 1 2 8 min NC NC -0.052 1 3 5 9 M5 max NC NC 0 1 0 2 10 min NC NC -0.052 1 0 5 11 M6 max NC _ NC 0 1 3 2 12 min NC NC -0.107 1 1.25 5 131 M7 max I NC NC 0 1 0 2 14 min NC NC -0.105 1 0 6 15 M8 max NC NC 1 0 1 3 2 16 min NC NC -0.097 1 1.5 5 17 M9 max INC NC 0 1 0 2 18 min _ NC _- NC -0.101 1 1.5 5 19 M10 max NC NC 0 1 0 2 20 min I NC NC -0.101 1 1.5 5 21 M22 max NC _ NC -0.051 1 1 0 3 22 min NC NC 0.056 1 0 8 23 M23 max NC NC 0 1 0 2 24 min NC NC 0.108 1 1.5 8 25 VIIII max NC NC -0.001 1 1.803 5 26 min NC NC -0.001 1 1.803 8 27 M12 max NC NC -0.001 1 1.803. 2 28 min NC NC -0.001 1 1.803 8 29 M13 max NC NC -0.001 1 1.803 6 30 min NC NC -0.001 1 1.803 5 31 M14 max NC NC -0.001 1 1.803 5 32 min NC NC -0.001 1 1.803 3 33 M15 max NC NC -0.001 1 1.803 8 34 min NC NC -0.001 1 1.803 4 35 M24 max NC NC -0.001 1 1.803 8 36 min NC NC -0.001 1 1.803 4 37 M16 max NC NC -0.001 1 1 3 38 min NC NC -0.001 1 1 8 391 M17 max NC NC -0.001 1 1 5 40 min NC NC _ -0.001 1 1 6 41 M18 max NC NC -0.001 1 1 4 42 min NC NC -0.001 1 1 6 43 M19 max NC NC -0.001 1 1 2 44 min NC NC -0.001 1 1 5 45 M20 max NC NC -0.001 1 1 5 46 min NC NC -0.001 1 1 6 .47 M21 max NC NC -0.001 1 1 7 48 min NC NC -0.001 1 1 8 .49 M29 max NC NC -0.001 1 1 ' 6 50 min NC NC -0.001 1 1 5 51 M26 max NC NC -0.041 1 0 3 52 min NC NC 0.045 1 0 8 53 M27 max NC _ NC -0.1 1 3 8 54 min NC NC 0.091 1 3 3 55 M28 max NC NC -0.001 1 1.803 5 56 min NC NC -0.001 1 1.803 8 57 M30 max NC NC -0.001 1 1.._ 2 58 min NC NC -0.001 1 1 3 59 M31 max NC IN -0.035 1.001 0 3 160 min NC I NC 0.038 0.999 0 8 RISA-31D Version 23 [ End Panel Truss - 40x79.5xl5 K&W Con... Page 15 Company . Big Top Manufacturing 2/19/2026 IIRISA Designer Dadrian D. 8:53:13AM Job Number : 226-029 Checked By A NEMETSCHEK COMPANY Model Name : 40x79.5xl5 K&W Concrete 24BB.,. Envelope Member 2nd/1st Moment Ratios (Continued) RAcmh ar kf-V MnmPnt rk-ffl 9nri/1 st Ratio z-z Moment rk-ftl 2nd/1st Ratio Loc if#1 LC 61 M32 max IN NC -0.109 1 1.719 3 62 min NC NC 0.119 1 1.719 8 163 M33 max NC NC -0.001 1 1.803 5 NC NC -0.001 1 1.803 4 1min M34 max NC NC -0.001 1 1 6 min _ NC NC -0.001 1 1 8 Node Reactions No Data to Print.,. Envelope A/SC 15TH 360-16 : ASD Member Steel Code Checks RA -1- chmno (nrio rhpt-.ki nnrffri rShear ('hPckl ncfRli)irl CPnc/om rklPnt/om fkiMnvv/om fk-ftlMnzz/om fk ftl Cb Eqn 1 I M1 2"X3"X0.085" 0.038 0 61 0.001 3 1061 18.676 24.581 11 1.425 2.085 1 HI-1b 2 M2 2"X3"X0.085" 0.094 0 31 0-001 3 Iv 81 18.676 24.581 1.425 2.085 1 111-1b 3 M3 2"X3"X0.085" 0.177 0 31 0 3 Iv 61 18.676 24.581 1.425 2.085 1 IH1-lb" 4 M4 2"X3"X0.085" 0.25 3 3 0 3 v 81 18.676 24.581 1.425 2.085 1 H 1-1 a 5 M5 2"X3"X0.085" 0.269 0 3 0 3 v 61 18.676 24.581 1.425 2.085 1 H1-1a 6 M6 2"X3"X0.085" 0.108 1.25 6 0.03 3 v 81 18.676 24.581 1.425 2.085 1 H1-lb 7 M7 2"X3"X0.085" 0.194 0 6 0.028 1 0 v 81 18.676 24.581 1.425 2.085 1 IH1-1b 8 M8 2"X3"X0.085" 0.295 1.5 6 0.026 0 6 18.676 24.581 1.425 2.085 1 H1-1a 91 M9 2"X3"X0.085" 0.317 1.5 6 0.027 0 v 81 18.676 24.581 1.425 2.085 1 H1-1a 10 M 10 2"X3"X0.085" 0.303 1.5 61 0-026 3 v 61 18.676 24.581 1.425 2.085 1 H 1-1 a 11 M22 2"X3"X0.085" 0.256 0 31 0 3 v 61 18.676 24.581 1.425 2.085 1 H 1-1 a 12 M23 2"X3"X0.085" 0.253 1.5 6 0.026 3 v,61 18.676 24.581 1.425 2.085 1 H 1-1 a 13 M11 1.5X1.5X0.065 0.293 1.728 3 0 13.606 vJ71 9.191 11.171 0.501 0.501 1.13 H1-1a 14 M12 1-5X1.5X0.065 0.205 1.728 3 0 3.606 v 1719.191 11.171 0.501 0.501 1.13 H1-1a 1151 M13 1.5X1.5X0.065 0.127 0 3 0 3.606 v 1319.1.91 11.171 0.501 0.501 1.13 IH1-1b' 16 M 14 1.5X1.5X0.065 0.048 0 3 0 3.606 v 3 9.191 11.171 0.501 0.501 1.13 IH 1-1 b' 17 M15 1.5X1.5X0.065 0.033 0 6 0 3.606 3 9.191 11.171 0-501 0.501 1.13 IH1-1b' 18 M24 1.5X1.5X0.065 0.119 0 6 0 3.606 4 9.191 11.171 0.501 0.501 1.13 IH1-lb' 19 M 16 '1.75"X1.75"X0.085 0.054 2 6 0 2 03 16.211 16.949 0.883 0.883 1.13 IH 1-1 b' 20 M17 1.75"X1.75"X0.085 0.1 2 6 0 2 V13 16.211 16.949 0.883 0.883 1.13 IH1-1b' 211 M 18 1.75"X1.75"X0.085 0.07 2 6 0 2 v 13,16.211 16.949 0.883 0.883 1.13 H 1-1 b' 22 M19 1.75"X1.75"X0.085 0.044 2 8 0 2 v 13116.211 16.949 0.883 0.883 1.1361H1-lb' 23 M20 1.75"X1.75"X0.085 0.017 2 8 0 2 . v 131 16.211 16.949 0.883 0.883 1.1361H1-1b' 24 M21 1.75"X1.75"X0.085 0.01 2 3 0 2 061 16.211 16.949 0.883 0.883 1.136H1-lb' 25 M29 1.75"X1.75"X0.085 0.036 2 16 0 2 y 16116.211 16.949 0.883 0.883 1.1361Hl-lb 26 M26 2"X3"X0.085" 0.189 0 3 0 3 v 18118.676 24.581 1.425 2.085 1 HI-1b 27 M27 2"X3"X0.085" 0.123 0 6 0.028 3 vJ81 18.676 24.581 1.425 2.085 1 H1-1b 281 M28 1.5X1.5X0.065 0.205 1.728 6 0 3-606 vJ31 9.191 11.171 0.501 0.501 1.136H1-1a 29 M30 1.75"X1.75"X0.085 0.06 2 6j 0 2 !Y161 16.211 16.949 0.883 0.883 1.136111-lb' 30 M31 2"X3"X0.085" 0.112 0 3 0.002 3 v 6 18.676 24.581 1.425 2.085 1 H1-1b Ti- M32 2"X3"X0.085" 0.057 1.719 6 0.03 0 v 8 18.676 24.581 1.425 2.085 1 H 1-1 b 32 M33 1.5X1.5X0.065 1 0.299 1.728 6 0 3.606 4 9.191 11.171 0.501 0.501 1.136 H 1-1 a 33 M34 1.75"X1.75"X0.085 0.09 1 2 6 0 2 6 16.211 16.949 0.883 0.883 1.13 H1-lb' Envelope AISI S100-10: ASD Member Cold Formed Steel Code Checks No Data to Print... RISA-31D Version 23 [ End Panel Truss - 40x79.5x15 K&W Con--. Page 16 Company Big Top Manufacturing 2/19/2026 11RISA Designer Dadrian D. 8:53:13AM Job Number : 226-029 Checked By A NEMETSCHEKCOMPANY Model Name : 40x79.5xl5 K&W Concrete 24BB... Envelope AWC NDS-12: ASD Member Wood Code Checks No Data to Print... Envelope Concrete Beam Desi n Results No Data to Print... Envelope Concrete Column Desi n Results No Data to Print... Envelope AA ADM1-10: ASD - BUILDING Member Aluminum Code Checks No Data to Print - Envelope A/SC 14TN 360-10 : ASD Member Stainless Steel Code Checks No Data to Print... Envelope Node Reactions Nnrie I ahPl X rki LC Y rkl LC Z [kl LC MX [k-ftl LC MY [k-ftl LC MZ [k-f ] LC o�oaaoo■��o 0000 ©�®o � o�®oo�o , • o�aioo�■n■o �o �o�©■000■oo Reactions above are for ASD load combinations. RISA-3D Version 23 [ End Panel Truss - 40x79.5xl5 K&W Con.. Page 17 PRYING ACTION ANALYSIS For Structural Steel Connections Per AISC 13th Edition Manual (ASD) - Pages 9-10 to 9-13 : Anchor Angle Total Tension Load, Tt = lops bf/2=3 Total Shear Load, Vt = kips i , 2=1.5 �I Tensile Strength, Fu = 58 ksi I db=0.625 I Q=0 Bolt Diameter, db = 5/8 in- I I ASTM Bolt Desig. = A325 I=0.25 Bolt Type (N, X, or SC) = N i 1 Faying Surface Class = N.A. ! T+Q=0.26 Bolt Hole Type = Oversized tw=0.25 I b'=1.0625 a'=1.8125 Tributary Length/Bolt, p = 4 in. j Total No. of Bolts, Nb = 4 bolts I b=1.375 a=1.5 Width, bf in- I M2 Thickness, t = 0.25 in. Thickness, tw = 0.25 in. I Bolt Gage, g = 3 in No. of Loading Cycles = 20000 ; M1 2*T=0.51 Results: Check Bolt Tension and Shear: Ab = 0.307 in.A2 Ab = Tc*db^2/4 vb = _ 0.454 kips/bolt vb = Vt/Nb fv = 1.478 ksi fv = vb/Ab T = 0.257 kips/bolt T = Tt/Nb ft = 0.839 ksi ft = T/Ab Tb = N.A. kips Tb = not applicable for N or X bolts Fnv = 48.00Ci ksi Fnv = Nominal shear stress for A325-N from AISC Table J3.2, page 16.1-104 Fnv' = 48.000 ksi Fnv' = Fnv (no reduction needed for comb. effects) Fv = 24.000 ksi Fv = Fnv' / 2 ks = N.A. ks = not applicable for N or X bolts Vb = 7.363 kips/bolt Vb = Ab*Fv Vb >= vb, D.K. SR = 0.06 At = 0.226 in.A2 At = 7r/4*(db - 0.9743/n)12 Fnt = 90.000 ksi Fnt = Nominal tensile stress for A325 bolts from AISC Table J3.2, page 16.1-104 Fnt' = 90.000 ksi Fnt' = Fnt (no reduction needed for comb. effects Ft = 45.000 ksi Ft = Fnt' / 2, fatigue is not considered) B = 13.806 kips/bolt B = Ft*Ab 8 >= T, 0. K. SR = 0.02 culate Required Thickness: 1.375 in. b = (g-tw)/2 b =; b' = 1.063 in b' = b-db/2 a = 1.50r, in. a = minimum of: (bf-g)/2 or 1.25*b a' = L& _ in. a' = a+db/2 p = 0.586 p = b7a' d' = 0.813 in d' = Nominal hole dimensions from Table J3.3 S = 0.797 S = 1-d'/p R = 89.844 R = (1/p)*(B/T-1) a' = 1.000 If R >= 1: a' = 1, If R < 1: a' = lesser of 1 or (1/5)*(R/(1-R)) t(req'd) = 0. 666 in t(req'd) = SQRT(6.66*T*b'/(p*Fu*(1+g*a'))) t >= t(req'd), O.K. SR = 0.26 tc= 0.649 in tc = SQRT(6.66*B*b'/(p*Fu)) (to develop'B' in bolts/no prying) a = 0.000 a = 1 /8*((T/B)/(t/tc)^2-1) (Note: 0 <= a <= 1.0) Q = 0.000 kips Q = B*8*a*p*(t/tc)^2 (prying force per bolt at design load) (Check Allowable Bolt Tension with Prvina Action: a' = 4.539 a' = 1/(5*(1+p))*((tc/t)^2-1) Ta = 3.682 (kips If a' >1: Ta = B*(t/tc)"2*(1+S) , If a' < 0: Ta = B If 0 <= a' <= 1: Ta = B*(t/tc)^2*(1+6*a') Calculate Reouired t(req'd) =1 0.089 hn. t(req'd) = SQRT(6.66*T*b'/(p*Fu)) SUMMARY OF CHECKS: Row No.: Results: Stress Ratio: Check Bolt Tension and Shear: 37 Vb >= vb, O.K. 6% 42 B >= T, O.K. 2% Calculate Re uired Thickness: 62 t >= t(req'd), O.K. 26% Check Allowable Bolt Tension with Prying Action: 75 Ta >= T, O.K. 7% 0 o Q) N M U � � N � � L cv eo U CD m m v N N N L) U 0) C C O U (6 � Y C LO m Q C NLO CU m � N � � N N E m E f6 [i5 C O Z O. mZ N py L O C)a�2 z a 0 o w w • ' Anchor Designer TM Software Version 3.1.2303.1 1.Project information Customer company: Customer contact name: Customer e-mail: Comment: 2. input Data & Anchor Parameters General Design method:ACI 318-14 Units: Imperial units Anchor Information: Anchor type: Torque controlled expansion anchor Material: Carbon Steel Diameter (inch): 0.625 Nominal Embedment depth (inch): 5.125 Effective Embedment depth, her (inch): 4.500 Code report: ICC-ES ESR-3037 Anchor category: 1 Anchor ductility: Yes hmm (Inch): 7.88 cagy (Inch): 9.00 Cmm (Inch): 7.00 Smin (Inch): 4.25 Company: Big Top Manufacturing Date: 2/19/2026 Engineer: Dadrian D. Page: 1/6 Project: 226-029 40x79.5xl5 K&W Concrete 24BB - Glenwood S Address: 3255 US Hwy. 19 N., Perry, FL 32347 Phone: 850-584-7786 E-mail: Project description: Location: Fastening description Base Material Concrete: Normal -weight Concrete thickness, h (inch): 8.00 State: Cracked Compressive strength, f� (psi): 3000 4jo,v: 1.0 Reinforcement condition: B tension, B shear Supplemental edge reinforcement: Not applicable Reinforcement provided at corners: No Ignore concrete breakout in tension: No Ignore concrete breakout in shear: No Ignore 6do requirement: Not applicable Build-up grout pad: No Base Plate Length x Width x Thickness (inch): 8.00 x 27.00 x 0.25 Recommended Anchor Anchor Name: Strong -Bolt@ 2 - 5/8"0 CS Strong -Bolt 2, hnom:5.125' (130mm) Code Report: ICC-ES ESR-3037 i1filIts'' z'�r'' r,l.:.Y Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong -Tie Company Inc. 5956 W Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com E-7�►���:�.Y•�►■ Anchor DesignerT"' Software Version 3.1.2303.1 r Load and Geometry Load factor source: ACI 318 Section 5.3 Load combination: not set Seismic design: No Anchors subjected to sustained tension: Not applicable Apply entire shear load at front row: No Anchors only resisting wind and/or seismic loads: No Strength level loads: Nua [lb]: 1737 Wax [lb]: 0 Vuay [lb]: -3023 Mux [ft-lb]: 0 Muy [ft-lb]: 0 Muz [ft-lb]: 0 <Figure 1> 0 ft-lb Z Company: Big Top Manufacturing Date: 2/19/2026 Engineer: Dadrian D. Page: 2/6 Project: 226-029 40x79.5xl5 K&W Concrete 24BB - Glenwood S Address: 3255 US Hwy. 19 N., Perry, FL 32347 Phone: 850-584-7786 E-mail. 1737 lb 0 ft-lb �Y 3023 lb Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com F-7�►����•'i•�►■ Anchor Designer TM i Software Version 3.1.2303.1 <Figure 2> Company: Big Top Manufacturing Date: 2/19/2026 Engineer: Dadrian D. Page: 3/6 Project: 226-029 40x79.5xl5 K&W Concrete 24BB - Glenwood S Address: 3255 US Hwy. 19 N., Perry, FL 32347 Phone: 850-584-7786 E-mail: Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility - Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com E.7i►�ii1-�•�►■ Anchor DesignerT"' Software Version 3.1.2303.1 3. Resultinq Anchor F-rCBS Company: Big Top Manufacturing Date: 2/19/2026 Engineer: Dadrian D. Page: 4/6 Project: 226-029 40x79.5x15 K&W Concrete 24BB - Glenwood S Address: 3255 US Hwy. 19 N., Perry, FL 32347 Phone: 850-584-7786 E-mail: Anchor Tension load, Shear load x, Shear load y, Shear load combined, Nue (lb) Vuax (Ib) Vuay (lb) 4(Vuax)2+(Vuay)2 (lb) 1 711.9 28.4 -1021.5 1021.8 2 191.7 28.4 -1000.8 1001.2 3 860.4 -56.8 -1000.8 1002.4 Sum 1764.1 0.0 Maximum concrete compression strain (%o): 0.01 Maximum concrete compression stress (psi): 60 Resultant tension force (lb): 1764 Resultant compression force (lb): 27 Eccentricity of resultant tension forces in x-axis, e'NX (inch): 3.26 Eccentricity of resultant tension forces in y-axis, e'Ny (inch): 0.36 Eccentricity of resultant shear forces in x-axis, e'vx (inch): 0.00 Eccentricity of resultant shear forces in y-axis, e'vy (inch): 0.00 4. Steel Strength of Anchor in Tension (Sec.17A.1 Nsa (Ib) 0 ^. (lb) 19070 0.75 14303 5. Concrete BreOQut Strength of Anchor_►n Tension (So C.17.4-2)-2) Nb = kcA.4Fchar''S (Eq. 17.4.2.2a) kc Aa fc (psi) her (In) Nb (lb) 17.0 1.00 3000 4.500 8888 O&bg =0 (ANc7AN-)Yec,NVed,NTY,NYcp,NNb (Sec. 17.3.1 & Eq. 17.4.2.1b) Aft (in') AN- (in2) ca,.m (in) V/aC,N Sad,N T.,N 433.76 182.25 7.00 0.640 1.000 1.00 6. Puflaut Strength of Anchor in Tension Sec. 17.4.3 ONp = OVfY,PA.aNp(fc/2,500)" (Sec. 17.3.1, Eq. 17.4.3.1 & Code Report) WC,P A a Np (Ib) fc (psi) n -3023.0 3025.4 <Figure 3> o3 02 Y 01 Tcp,N Nb (lb) 0 ONcbg (Ib) 1.000 8888 0.65 8801 0 ONpn (Ib) 1.0 1.00 6895 3000 0.50 0.65 4910 Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com Anchor DesignerT"^ Software Version 3.1.2303.1 Company: Big Top Manufacturing Date: 2/19/2026 Engineer: Dadrian D. Page: 5/6 Project: 226-029 40x79.5xl5 K&W Concrete 24BB - Glenwood S Address: 3255 US Hwy. 19 N., Perry, FL 32347 Phone: 850-584-7786 E-mail: 8. Steel Strength of Anchor in Shear (Sec. 17.5.1 Vsa (lb) Ogrout 0 OgroutoVsa (lb) 11035 1.0 0.65 7173 9. Concrete Breakout 5tren gth of Anchor in Shear Sec. 17.5.2 Shear perpendicular to edge in x-direction: Vbx = minl7(le/da)1.24daA,a4fcCa11_1; 9A.a4fx.i`l (Eq. 17.5.2.2a & Eq. 17.5.2.2b) k (In) da (In) A,a fc (psi) Cal (In) Vbx (Ib) 4.50 0.625 1.00 3000 7.00 8331 oVcbx =0 (Avc/Avco) v'ed,VY'C,V v'h,vVbx (Sec. 17.3.1 & Eq. 17.5.2.1a) A (in2) Avco (in2) v'ed,V v'c,V v'h,V Vbz (Ib) 0 OVcbx (lb) 168.00 220.50 1.000 1.000 1.146 8331 0.70 5091 Shear perpendicular to edge in y-direction: Vby = minj7(/e/da) °'24&Aa4fcCe11.5; 9A.a4fXa11'SI (Eq. 17.5.2.2a & Eq. 17.5.2.2b) k (in) da (in) A,a fc (psi) Cal (in) Vby (Ib) 4.50 0.625 1.00 3000 7.00 8331 OVcby =0 (Avc/Avco) v'ed,vTc,vv'h,vVby (Sec. 17.3.1 & Eq. 17.5.2.1a) Avc (in2) Av. (in2) Wed,y vo,Vy'h,V Vby (lb) 0 OVcby (lb) 168.00 220.50 1.000 1.000 1.146 8331 0.70 5091 Shear parallel to edge in x-direction: Vby = minJ7(le/da)1.21IdaA.4fcCa11.5; 9A, 4fxall•5I (Eq. 17.5.2.2a & Eq. 17.5.2.2b) k (In) da (In) Aa fc (psi) cal (In) Vby (Ib) 4.50 0.625 1.00 3000 12.13 19004 oVcbx =0 (2)(Avc/Avco) %d,vv'c,vv'h,vVby (Sec. 17.3.1, 17.5.2.1(c) & Eq. 17.5.2.1a) AVc (in2) Av. (in2) v'ed,V v'c,V v'h,V Vby (lb) 0 OVcbx (Ib) 370.52 662.12 1.000 1.000 1.508 19004 0.70 22454 Shear parallel to edge in y-direction: Vbx = minl7(/e/da)0.24daL4fcCall"; 9Aa4fccal1•5I (Eq. 17.5.2.2a & Eq. 17.5.2.2b) k (in) da (in) A,a fc (psi) Cal (in) Vbx (Ib) 4.50 0.625 1.00 3000 7.00 8331 oVcbgy = 0 (2)(Avc/Avco)V'ec,vv'ed,vV'c,vWh,vVbx (Sec. 17.3.1, 17.5.2.1(e) & Eq. 17.5.2.1b) AVc (InZ) Avco (m2) V.,V v'ed,V v'c,V v'h,V Vbz (lb) 0 OVcbgy (lb) 168.00 220.50 1.000 1.000 1.000 1.146 8331 0.70 10181 10. Concrete iPryout Strength of Anchpr in Shear (Sec. 17.5.3) OVcp = okcpNcb = Okcp(ANc/ANco) v'ed,N v'c,N v'cp,NNb (Sec. 17.3.1 & Eq. 17.5.3.1 a) kcp AN. (in2) AN- (in2) v'ed,N v'c,N v'cp,N Nb (lb) 0 OVcp (Ib) 2.0 125.75 182.25 1.000 1.000 1.000 8888 0.70 8586 11. Results Interaction Qf Tensile and Shear Farces fSec.1 .6 Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com Tension Anchor Designer TM Software Version 3.1.2303.1 Company: Big Top Manufacturing Date: 2/19/2026 Engineer: Dadrian D. Page: 6/6 Project: 226-029 40x79.5xl5 K&W Concrete 24BB - Glenwood S Address: 3255 US Hwy. 19 N.. Perry, FL 32347 Phone: 850-584-7786 E-mail: Factored Load, Nua (lb) Design Strength, M (lb) Ratio Status Steel 860 14303 0.06 Pass Concrete breakout 1764 8801 0.20 Pass (Governs) Pullout 860 4910 0.18 Pass Shear Factored Load, Vaa (lb) Design Strength, o (lb) Ratio Status Steel 1022 7173 0.14 Pass T Concrete breakout x+ 57 5091 0.01 Pass T Concrete breakout y- 3023 5091 0.59 Pass Concrete breakoutx+ 3023 22454 0.13 Pass Concrete breakout y- 57 10181 0.01 Pass Concrete breakout, - - 0.59 Pass (Governs) combined Pryout 1022 8586 0.12 Pass Interaction check &.10 n V./Ovn Combined Ratio Permissible Status Sec.17.6.2 0.00 0.59 59.4% 1.0 Pass 5/8" P1 CS Strong -Bolt 2, hnom:5.125" (130mm) meets the selected design criteria. 12. Warnings - For irregular anchor patterns, the designer must consider sizing of base plate holes to ensure shear loads are distributed to anchors as designed. Designer must exercise own judgement to determine if this design is suitable. - Refer to manufacturer's product literature for hole cleaning and installation instructions. Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com