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Home My WebLink AboutSTRUCTURAL CALCULATIONS0® o,e Structural Calculations Best Industries, Inc. 7485 Commercial Circle Fort Pierce, FL 34951 Ph: (772) 460-83 10 Fax: (772) 460-8311 Job #: 18-2954 (MSA 418-1510) Date: May 30, 2018 Job Name: Cumberland Farms S/S 1020 Shorewinds Dr. Fort Pierce, FL 34949 Engineer of Record: Mills, Short � Associates 800 Eighth St., Vero Beach, FL 32962 (CA #30698) 4500 PGA Blvd., Suite #301A, Palm Beach Gardens, FL 33418 certificate of Authorization: #30698 Ph: (772) 226-7282, Fax: (772) 492-9345 e-mail: JShort@MillsShoftAssociates.com www.MillsShortAssociates.com RECEIVED JUL 12 2018 ST, Lucie County, Permitting _t A 'h OS8 .'� Index Sheet 1. Cover Sheet/Job Information 2. Wind Load Calculation 3. Design ParametersNalues 4. Decking/Fascia Loads 5. Summary of Calculations Design Parameters Used: Code: 2017 Florida Building Code (6' Edition) Ref.: ASCE 7-10 Risk Cat.: II Wind Speed: 160 MPH (VuLr) 3-Second Gust 124 MPH `. ASD) 3-Second Gust Exposure: C Live Load: 20 PSF Dead Load: 10 PSF GCPi: +/- 0.00 (Open) F 2017 Florida Building Code (6th Edition) r M1 BUILDING INFORMATION Design Wind Speed Nommnl Ultimate Wind Velocity (mph) 160 Nominal Wind Pilotsy(mph) 123.9 Eapomre D Interpol Pressure Open Building Height above ground z)-f) 0.0 Standard Wall Height -(m 14.5 Mean Roof Height (h)-m) 16.3 Hardin, Wldlh (D) 43A II. ing Length in 243 Ronf Slope (r:12) D.0 Roof Ang@(degrees) 0.00 (a) Edge Strip in) 3.0o End Zer a (ft) 6.00 Parapet Along Roof Perimeter It) 3.00 Mills, Short 8 Associates Eight Hundred Eighth Street Px0+e:n:ri312U Vero Beach, Florida 32962 "r,crosiie°°"''`a" ASCE 7-10 Version 7.1 2004 - 2012 Building Permit Edition Wind Load Program JOB INFORMATION Client But Iii I CLmberland Farms SlS Address 1020 Sborewinds on, Fort Pierce, FL 34949 Company Mift, short &Associates Job Number Id- 18-2954(MSA 41&1510) Pre ere, Jason W. Short, P.E. TOPOGRAPHIC FACTOR HIM share Fiat -No hill it n 0.0 Lit, f[ 1 0.0 0.0 rt b.b -- 1 •1 1 0' 0 ----------- w02018 Values of Symbols Building values Symbol Value a 3.0 End Zone 6.0 Kh 1.05 Kz 1.03 qh 34.95 qz 34.43 zg 700.0 a 11.5 V (ultimate) 160.0 V (nominal) 123.9 I 1.0 Roof Angle 0.0 Gcpi 0.00 GCp+ (Wall - Zone 4) 0.83 GCp- (Wall - Zone 4) -0.80 GCp+ (Wall - Zone 5) 0.75 GCp- (Wall - Zone 5) -1.07 Cp (Roofs) -0.9 Reduction Factor 0.9 Exposure D Topographic Factor values Symbol Value Hill Shape Flat - No Hill Kl 0.0 K2 0.0 K3 0.0 Kzt 1.0 µ 0.0 gamma 0.0 H 0.0 Lh 0.0 x 0.0 z 0.0 Topographic Factor Eqn. 6-3 (ASCE 7) Kzt=(1+K1*K2*K3)A2 Note: *The symbols that are not shown are included in the calculations, but due to the fact that they are not the same for each case (for multiple effective wind areas) they are not listed above. Mills,, Short 8 Associates Eight Hundred Eighth Street Vero Beach, Florida 32962 PHONE: 772.226.7282 www.MillsShortAssoclates.com CA #30698 5/30/2018 !!!!!!!!!!!! 'PARAl1FL GCP NORMAL 8 TO ROfE Z TORmGE qACOR eA�R h ., .Ln LIT rz% OIR co SI w.la BUILDING INFORMATION Ultimate Wood Velocity (mph) 160 Nominal Wind Velaity(mph) 123.9 Exposure D Internal Pressu re Opon Building Height above ground (a) -(ft) 0 Standard Wall Height -(R) 143 Building Width (R) 43.9 Building Length(ft) 24.25 Roof Slope (s:12) 0 Roof Angle(degeees) 0.00 (a) Edge Strip (R) 3 End Tone (R) 6 Parapet Along Roof Perimeter(R) 3.00 Xp 9hGCp ;CD PLAN Aat,Roof FLAT ROOF INFORMATION FLAT ROOF PRESSURES NOA INFORMATION ROOFTYPE TONE WIDTH Ut) LENGTH (R) EFFECTIVE WIND AREA (sgft) Nominnl Wind Load Pressures NOA Approval Number Mox Pressure Per NOA Manufaturer Model Number MAXIMUM POSITIVE PRESSURE(pso MAXIMUM NEGATIVE PRESSURE(ps0 Flat I -Flat 3.0 3.0 9 WAS -34.95 -16923 Flat 2-Flat 3.0 3.0 9 10.48 -62.91 -11 916 Flat 2-11a1 3.0 3.0 9 10.48 -62.91 -5,754 Flat 3-Fla[ 3.0 3.0 9 10.48 -62.91 -1,886 Total for Entire Roof 41.94 -223.66 Mills, Short 8 Associates, Eight Hundred Eighth Street PHONE: 772226.7282 www.MIIIsShor Wssodahes.wrn Vero Beach, Florida 32962 cna30698 5/30/2D18 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Project Title: Cumberland Farms Engineer: Jason W. Short, P.E. Project ID: 18-2954 Project Descr. Replacement Canopy Title Block Line 6 Printed: 12 JUL 2018, 11:47AM - - - -- - - File=C:WsersUasonlqOCUME-1iENERCA-11BESTIN-1118-2954.ec6 General Footing i.r r• Uescnpllon : ruuuug tr i1- lyp. ui c Code References_ Calculations per ACI 318-11, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used : ASCE 7-10 General Information � Material Properties Soil Design Values fc : Concrete 28 day strength = 3.0 ksi Allowable Soil Bearing = 2.0 ksf fy : Reber Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec : Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance (for Sliding) = 250.0 pcf Concrete Density = 150.0 pcf Soil/Concrete Friction Coeff. = 0.30 q) Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = 2.0 It Min Steel % Bending Reinf. = Allow press. increase per foot of depth = ksf Min Allow % Temp Reinf. = 0.00180 when footing base is below = it Min. Overturning Safety Factor = 1.0 :1 Min. Sliding Safety Factor = 1.0 :1 Increases based on footing plan dimension Add Fig Wt for Soil Pressure Yes Allowable pressure increase per foot of depth Use ftg wt for stability, moments & shears Yes = ksf Add Pedestal Wt for Soil Pressure No when max. length or width is greater than = it Use Pedestal wt for stability, mom & shear No Dimensions Width parallel to X-X Axis = 7.0 ft Length parallel to Z-Z Axis = 9.0 it .Footing Thickness = 48 in I+Pv Pedestal dimensions px : parallel to X-X Axis = in pz : parallel to Z-Z Axis = in Height - in Reber Centerline to Edge of Concrete... at Bottom of footing = 3.0 in Reinforcing _ �] Bars parallel to X-X Axis Number of Bars Reinforcing Bar Size Bars parallel to Z-Z Axis Number of Bars Reinforcing Bar Size = 32 _ # 5 24 _ # 5 Bandwidth Distribution Check (ACI 15.4.4,2) Direction Requiring Closer Separation Ig X-X Axis D # Bars required within zone 87.5 # Bars required on each side of zone 12.5 % Applied Loads _ D Lr L S W E H �P ;Column Load = 2.660 5.320-18.240 k OB:Overburden = ksf M-xx = 25.430 k-ft M-zz = 45.80 k-ft V-x = 1.560 k V-z = 2.810 k Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. General Description: Footing (F1)-Typ. Project Title: Cumberland Farms Engineer: Jason W. Short, P.E. Project ID: 18-2954 Project Descr. Replacement Canopy Printed: 12 JUL 2018. 11:47AM DESIGN SUMMARY I s - . • Min. Ratio Item Applied Capacity Governing Load Combination PASS 0.4454 Soil Bearing 0.8907 ksf 2.0 ksf +D+0.750Lr+0.750L+0.450W+H about Z-. PASS 1.533 Overturning - X-X 71.250 k-ft 109.242 k-ft +0.60D+0.60W+0.60H PASS 1.222 Overturning -Z-Z 69.528 k-ft B4.966 k-ft +0.60D+0.60W+0.60H PASS 9.081 Sliding - X-X 0.9360 k 8.50 k +0.60D+0.60W+0.60H PASS 4.448 Sliding -Z-Z 1.686 k 7.50 k +0.60D+0.60W+0.60H PASS 2.218 Uplift -10.944 k 24.276 k +0.60D+0.60W+0.60H PASS 0.01136 Z Flexure (+X) 2A74 k-ft/ft 217.840 k-ft/ft +0.90D+W+0.90H PASS 0.01911 Z Flexure (-X) 4.162 k-ftlrt 217.840 k-ft/ft +1.20D+0.50L+0.50S+W+1.60H PASS 0.008947 X Flexure (+Z) 1.881 k-ftlft 210.245 k-ft/ft +1.20D+1.60Lr+0.50L+1.60H PASS 0.02411 X Flexure (-Z) 5.068 k-ft/ft 210.245 k-ft/ft +0.90D+W+0.90H PASS n/a 1-way Shear (+X) 0.0 psi 82.158 psi n/a PASS 0.0 1-way Shear (-X) 0.0 psi 0.0 psi n/a PASS 0.003562 1-wayShear(+Z) 0.2927 psi 82.158 psi +1.20D+1.60Lr+0.50W+1.60H PASS 0.009670 1-way Shear (-Z) 0.7945 psi 82.158 psi +1.20D+0.50L+0.50S+W+1.60H PASS n/a 2-way Punching IA90 psi 82.158 psi +0.90D+W+0,90H � Detailed_ Results - - 1 Soil Rotation Axis & Xecc Zecc Actual Soil Bearing Stress @ Location Actual / Allow Load Combination... Gross Allowable (in) Bottom. -Z Top,+Z Left,-X Right,+X Ratio X-X,+D+H 2.0 We 0.0 0.6422 0.6422 n/a n/a 0.321 X-X,+D+L+H 2.0 We 0.0 0.6422 0.6422 nla nla 0.321 X-X, +D+Lr+H 2.0 n/a 0.0 0.7267 0.7267 n/a We 0.363 X-X, +D+S+H 2.0 We 0.0 0.6422 0.6422 n/a n/a 0.321 X-X,+D+0.750Lr+0.750L+H 2.0 We 0.0 0.7056 0.7056 n/a We 0.353 X-X,+D+0.750L+0.750S+H 2.0 We 0.0 0.6422 0.6422 n/a n/a 0.321 X-X,+D+0.60W+H 2.0 We 8.945 0.2380 0.6990 n/a nla 0.350 X-X,+D+0.70E+H 2.0 We 0.0 0.6422 0.6422 n/a n/a 0.321 X-X,+D+0.750Lr+0.750L+0.450W+H 2.0 We 5.464 0.4024 0.7481 nla n/a 0.374 X-X, +D+0.750L+0.750S+0.450W+H 2.0 We 6.140 0.3391 0.6848 n/a n/a 0.342 X-X, +D+0.750L+0.750S+0.5250E+H 2.0 We 0.0 0.6422 0.6422 nla n/a 0.321 X-X,+0.60D+0.60W+0.60H 2.0 We 19.804 0.0 0.4432 n/a n/a 0.222 X-X,+0.60D+0.70E+0.60H 2.0 We 0.0 0.3853 0.3853 n/a n/a 0.193 Z-Z, +D+H 2.0 0.0 n/a n/a n/a 0.6422 0.6422 0.321 Z-Z, +D+L+H 2.0 0.0 n/a n/a n/a 0.6422 0.6422 0.321 Z-Z, +D+Lr+H 2.0 0.0 n/a n/a nla 0.7267 0.7267 0.363 Z-Z, +D+S+H 2.0 0.0 n/a n/a n/a 0.6422 0.6422 0.321 Z-Z, +D+0.750Lr+0.750L+H 2.0 0.0 n/a n/a n/a 0.7056 0.7056 0.353 Z-Z, +D+0.750L+0,750S+H 2.0 0.0 n/a n/a n/a 0.6422 0.6422 0.321 Z-Z. +D+0.60W+H 2.0 12.694 n/a n/a We 0.04794 0.8891 0,445 Z-Z, +D+0.70E+H 2.0 0.0 n/a n/a n/a 0.6422 0.6422 0.321 Z-Z, +D+0.750Lr+0.750L+0.450W+H 2.0 7.754 n/a n/a n/a 0.2598 0.8907 0.445 Z-Z, +D+0.750L+0,750S+0,450W+H 2.0 8.713 n/a n/a n/a 0.1965 0.8274 0.414 Z-Z, +D+0.750L+0.750S+0.5250E+H 2.0 0.0 n/a n/a n/a 0.6422 0.6422 0.321 Z-Z, +0.60D+0.60W+0.60H 2.0 28.104 n/a n/a n/a 0.0 0.8442 OA22 Z-Z, +0.60D+0.70E+0.60H 2.0 0.0 n/a n/a nla 0.3853 0.3853 0.193 Overturning Stab_ il_ity Rotation Axis & ^ Load Combination... Overturning Moment Resisting Moment Stability Ratio Status X-X, +D+H None 0.0 k-ft Infinity OK X-X,+D+L+H None 0.0k-ft Infinity OK 4C-X, +D+Lr+H None 0.0 k-ft Infinity OK X-X, +D+S+H None 0.0 k-ft Infinity OK X-X, +D+0.750Lr+0.750L+H None 0.0 k-ft Infinity OK X-X, +D+0.750L+0.750S+H None 0.0 k-ft Infinity OK X-X, +D+0.60W+H 71.250 k-ft 182.070 k-ft 2.555 OK X-X,+D+0.70E+H None 0.0k-ft Infinity OK X-X, +D+0.750Lr+0.750L+0.450W+H 53.438 k-ft 200.025 k-ft 3.743 OK X-X, +D+0.750L+0,750S+0.450W+H 53.438 k-ft 182.070 k-ft 3.407 OK Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Description: Footing (F1)-Typ. oft Overtuniing Stability Rotation Axis & Project Title: Cumberland Farms Engineer: Jason W. Short, P.E. Project ID: 18-2954 Project Descr: Replacement Canopy Pdnted: 12 JUL 2018, 11:47AM Load Combination... Overturning Moment Resisting Moment Stability Ratio Status X-X, +D+0.750L+0.7505+0.5250E+H None 0.0 k-ft Infinity OK X-X, +0.60D+0.60W+0.60H 71.250 k-ft 109.242 k-ft 1.533 OK X-X,+0.60D+0.70E+0.6OH None 0.0k-ft Infinity OK Z-Z, +D+H None 0.0 k-ft Infinity OK Z-Z, +D+L+H None 0.0 k-ft Infinity OK Z-Z,+D+Lr+H None 0.0k-ft Infinity OK Z-Z, +D+S+H None 0.0 k-ft Infinity OK Z-Z,+D+0.750Lr+0.750L+H None 0.0k-ft Infinity OK Z-Z, +D+O.750L+O.750S+H None 0.0 k-ft Infinity OK Z-Z, +D+O.60W+H 69.528 k-ft 141.610 k-ft 2.037 OK Z-Z, +D+O.70E+H None 0.0 k-ft Infinity OK Z-Z, +D+0.750Lr+0.750L+0.450W+H 52.146 k-ft 155.575 k-ft 2.983 OK Z-Z, +D+0.750L+0,750S+0.450W+H 52.146 k-ft 141.610 k-ft 2.716 OK Z-Z, +D+0,750L+0,750S+0.525OE+H None 0.0 k-ft Infinity OK Z-Z, +0.60D+O.60W+0.60H 69.528 k-ft 84,966 k-ft 1.222 OK Z-Z,+0.60D+O.70E+o.60H None 0.0k-ft Infinity OK _Sliding Stability I All units k Force Application Axis Load Combination... Sliding Force Resisting Force Stability Ratio Status X-X, +D+H 0.0 k 16.638 k No Sliding OK X-X, +D+L+H 0.0 k 16.638 k No Sliding OK X-X, +D+Lr+H 0.0 k 18.234 k No Sliding OK -X-X, +D+S+H 0.0 k 16.638 k No Sliding OK X-X, +D+0.750Lr+0.750L+H 0.0 k 17.835 k No Sliding OK X-X, +D+0.750L+0.750S+H 0.0 k 16.638 k No Sliding OK .X-X, +D+0.6OW+H 0.9360 k 13.355 k 14.268 OK X-X, +D+0.70E+H 0.0 k 16.638 k No Sliding OK X-X, +D+0.750Lr+0.750L+0.450W+H 0.7020 k 15.373 k 21.898 OK X-X, +D+0.750L+0.7505+0.450W+H 0.7020 k 14.176 k 20.193 OK X-X, +D+0.750L+0.750S+0.5250E+H 0.0 k 16.638 k No Sliding OK X-X, +0.60D+0.60W+0.60H 0.9360 k 8.50 k 9.081 OK X-X, +0.60D+0.70E+0.60H ' 0.0 k 11.783 k No Sliding OK Z-Z, +D+H 0.0 k 15.638 k No Sliding OK Z-Z, +D+L+H 0.0 k 15.638 k No Sliding OK Z-Z, +D+Lr+H 0.0 k 17.234 k No Sliding OK Z-Z, +D+S+H 0.0 k 15.638 k No Sliding OK Z-Z, +D+0.750Lr+O.750L+H 0.0 k 16.835 k No Sliding OK Z-Z, +D+0.750L+0.750S+H 0.0 k 15.638 k No Sliding OK Z-Z, +D+0.750L+0.7508+0.450W+H 1.265 k 13.176 k 10.420 OK Z-Z, +D+0.750L+0.750S+0.5250E+H 0.0 k 15.638 k No Sliding OK Z-Z, +0.60D+0.60W+O.60H 1.686 k 7.50 k 4.448 OK Z-Z, +0.60D+0.70E+0.60H 0.0 k 10.783 k No Sliding OK Z-Z, +D+0.60W+H 1.686 k 12.355 k 7.328 OK Z-Z, +D+O.7OE+H 0.0 k 15.638 k No Sliding OK _ Z-Z, +D+0_.750Lr+0.750L+0.4.5.0_W+H_ 1.265 k 14.373 k 11.366 OK Flexure Axis& Load Combination Mu k-ft Side Tension Surface AsReq'd inA2 Gvrn. As W2 Actual As inA2 Pht•Mn k-ft Status X-X, +1.40D+1.60H 0.5985 +Z Bottom 1.0368 Min Temp % 1.063 210.245 OK X-X, +1.40D+1.60H 0.5985 -Z Bottom 1.0368 Min Temp % 1.063 210.245 OK X-X, +1.20D+0.50Lr+1.60L+1.60H 0.9405 +Z Bottom 1.0368 Min Temp % 1.063 210.245 OK X-X, +1.20D+0.50Lr+1.60L+1.60H 0.9405 -Z Bottom 1.0368 Min Temp % 1.063 210.245 OK X-X, +1.20D+1.60L+0.505+1.60H 0.5130 +Z Bottom 1.0368 Min Temp % 1.063 210.245 OK X'X, +1.20D+1.60L+0.505+1.60H 0.5130 -Z Bottom 1.0368 Min Temp % 1.063 210.245 OK X-X, +1.20D+1.60Lr+0.50L+1.60H 1.881 +Z Bottom 1.0368 Min Temp % 1.063 210.245 OK X-X, +1.20D+1.60Lr+0.50L+1.60H 1.881 -Z Bottom 1.0368 Min Temp % 1.063 210.245 OK X-X, +1.20D+1.60Lr+0.5OW+1.60H 1.725 +Z Bottom 1.0368 Min Temp % 1.063 210.245 OK X-X, +1.20D+1.60Lr+0.5OW+1.60H 0.8942 -Z Top 1.0368 Min Temp % 1.063 210.245 OK X-X, +120D+0.50L+1.605+1.60H 0.5130 +Z Bottom 1.0368 Min Temp % 1.063 210.245 OK X-X, +1.20D+0.50L+1.605+1.60H 0.5130 -Z Bottom 1.0368 Min Temp % 1.063 210.245 OK Title Block Line 1 Project Title: Cumberland Farms You can change this area Engineer: Jason W. Short, P.E. using the "Settings" menu item Project ID: 18-2954 and then using the "Printing & Project Descr: Replacement Canopy Tite Black" selection. Title Block Line 6 Printed: 12 JUL 2018, 11:47AM G'eneral Footing - - - - File =C:IUsems lasonIDOCUME-11ENERCA-10ESTIN-1M-2954.ec8 KW-06010987 Licensee Mills, Short & Associates Description: Footing (F1)-Typ.of2 [ Footing Flexure Flexure Axis &Load Combination Mu Side Tension As Re9 'd Gvrn. As Actual As Phi•Mn Status k-ft Surface W2 in"2 in^2 k-ft X-X, +1.20D+1.60S+0.50W+1.60H 0.3568 +Z Bottom 1.0368 Min Temp % 1.063 210.245 OK X-X, +1.20D+1.60S+0.50W+1.60H 2.262 -Z Top 1.0368 Min Temp % 1.063 210.245 OK X-X, +1.20D+0.50Lr+0.50L+W+1.60H 0.6281 +Z Bottom 1.0368 Min Temp % 1.063 210.245 OK X-X, +1.20D+0.50Lr+0.50L+W+1.60H 4.610 -Z Top 1.0368 Min Temp % 1.063 210.245 OK X-X, +1.20D+0.50L+0.50S+W+1.60H 0.2006 +Z Bottom 1.0368 Min Temp % 1.063 210.245 OK X-X, +1.20D+0.50L+0.50S+W+1.60H 5.037 -Z Top 1.0368 Min Temp % 1.063 210.245 OK X-X, +1.20D+0.50L+0.20S+E+1.60H 0.5130 +Z Bottom 1.0368 Min Temp % 1.063 210.245 OK X-X, +120D+0.50L+0.20S+E+1.60H 0.5130 -Z Bottom 1.0368 Min Temp % 1.063 210.245 OK X-X, +0.90D+W+0,90H 0.1701 +Z Bottom 1.0368 Min Temp % 1.063 210.245 OK X-X, +0.90D+W+0.90H 5.068 -Z Top 1.0368 Min Temp % 1.063 210.245 OK X-X, +0.90D+E+0,90H 0.3848 +Z Bottom 1.0368 Min Temp % 1.063 210.245 OK X-X, +0.90D+E+0.90H 0.3848 -Z Bottom 1.0368 Min Temp % 1.063 210.245 OK Z-Z, +1.40D+1.60H 0.3621 -X Bottom 1.0368 Min Temp % 1.102 217.840 OK Z-Z, +1.40D+1.60H 0.3621 +X Bottom 1.0368 Min Temp % 1.102 217.840 OK Z-Z,+1.20D+0.50Lr+1.60L+1.60H 0.5689 -X Bottom 1.0368 Min Temp % 1.102 217.840 OK Z-Z, +1.20D+0.50Lr+1.60L+1.60H 0.5689 +X Bottom 1.0368 Min Temp % 1.102 217.840 OK Z-Z, +1.20D+1.60L+0.50S+1.60H 0.3103 -X Bottom 1.0368 Min Temp % 1.102 217.840 OK Z-Z, +1.20D+1.60L+0.50S+1.60H 0.3103 +X Bottom 1.0368 Min Temp % 1.102 217.840 OK Z-Z, +120D+1.60Lr+0.50L+1.60H 1.138 -X Bottom 1.0368 Min Temp % 1.102 217.840 OK Z-Z, +1.20D+1.6OLr+0.50L+1.60H 1.138 +X Bottom 1.0368 Min Temp % 1.102 217.840 OK Z-Z, +1.20D+1.60Lr+0.50W+1.60H 1.194 -X Top 1.0368 Min Temp % 1.102 217.840 OK Z-Z,+1.20D+1.6OLr+0.50W+1.60H 1.697 +X Bottom 1.0368 Min Temp% 1.102 217.840 OK Z-Z, +1.20D+0.50L+1.60S+1.60H 0.3103 -X Bottom 1.0368 Min Temp % 1.102 217.840 OK Z-Z, +1.20D+0.50L+1.60S+1.60H 0.3103 +X Bottom 1.0368 Min Temp % 1.102 217.840 OK Z-Z, +1.20D+1.60S+0.50W+1.60H 2.022 -X Top 1.0368 Min Temp % 1.102 217.840 OK Z-Z, +1.20D+1.60S+0.50W+1.60H 0.8691 +X Bottom 1.0368 Min Temp % 1.102 217.840 OK Z-Z, +1.20D+0.50Lr+0.50L+W+1.60H 3.983 -X Top 1.0368 Min Temp % 1.102 217.840 OK Z-Z, +1.20D+0.50Lr+0.50L+W+1.60H 1.799 +X Bottom 1.0368 Min Temp % 1.102 217.840 OK Z-Z, +1.20D+0.50L+0.509+W+1.60H 4.162 -X Top 1.0368 Min Temp % 1.102 217.840 OK Z-Z, +1.20D+0.50L+0.50S+W+1.60H 1.620 +X Bottom 1.0368 Min Temp % 1.102 217.840 OK Z-Z, +1.20D+0.50L+0.209+E+1.60H 0.3103 -X Bottom 1.0368 Min Temp % 1.102 217.840 OK • Z-Z, +1.20D+0.50L+0.20S+E+1.60H 0.3103 +X Bottom 1.0368 Min Temp % 1.102 217.840 OK Z-Z, +0.90D+W+0.90H 3.308 -X Top 1.0368 Min Temp % 1.102 217.840 OK Z-Z, +0.90D+W+0.90H 2.474 +X Bottom 1.0368 Min Temp % 1.102 217.840 OK Z.Z, +0.90D+E+0.90H 0.2328 -X Bottom 1.0368 Min Temp % 1.102 217.840 OK Z-Z, +0.90D+E+0.90H 0.2328 +X Bottom 1.0368 Min Temp % 1.102 217.840 OK [ One Way Shear Load Combination... Vu @ -X Vu @+X Vu @-Z Vu @+Z Vu:Max Phi Vn Vu 1 Phi'Vn Status +1.40D+1.60H 0.00 psi 0.00 psi 0.08 psi 0.08 psi 0.08 psi 82.16 psi 0.00 0.00 +1.20D+0.5OLr+1.60L+1.60H 0.00 psi 0.00 psi 0.12 psi 0.12 psi 0.12 psi 82.16 psi 0.00 0.00 +120D+1.60L+0.50S+1.60H 0.00 psi 0.00 psi 0.07 psi 0.07 psi 0.07 psi 82.16 psi 0.00 0.00 +1.20D+1.60Lr+0.50L+1.60H 0.00 psi 0.00 psi 0.25 psi 0.25 psi 0.25 psi 82.16 psi 0.00 0.00 +1.20D+1.60Lr+0.50W+1.60H 0.00 psi 0.00 psi 0.18 psi 0.29 psi 0.29 psi 82.16 psi 0.00 0.00 +1.20D+0.50L+1.60S+1.60H 0.00 PSI 0.00 psi 0.07 psi 0.07 psi 0.07 psi 82.16 psi 0.00 0.00 +1.20D+1.60S+0.50W+1.60H 0.00 psi 0.00 psi 0.36 psi 0.11 psi 0.36 psi 82.16 psi 0.00 0.00 +1.20D+0.5OLr+0.50L+W+1.60H 0.00 Psi 0.00 psi 0.74 psi 0.21 psi 0.74 psi 82.16 psi 0.01 0.00 +1.20D+0.50L+0.50S+W+1.60H 0.00 psi 0.00 psi 0.79 psi 0.16 psi 0.79 psi 82.16 psi 0.01 0.00 +1.20D+0.50L+0,20S+E+1.60H 0.00 psi 0.00 psi 0.07 psi 0.07 psi 0.07 psi 82.16 psi 0.00 0.00 +0.90D+W+0,90H 0.00 Psi 0.00 psi 0.72 psi 0.16 psi 0.72 psi 82.16 psi 0.01 0.00 +0.90D+E+0.90H 0.00 psi 0.00 psi 0.05 psi 0.05 psi 0.05 psi 82.16 psi 0.00 0.00 Two-Way'Punching" Shear _ All units k Load Combination... Vu Phi'Vn Vu 1 Phi•Vn Status +1.40D+1.60H 0.36 psi 164.32psi 0.002163 OK +1.20D+0.50Lr+1.60L+1.60H 0.56 psi 164.32osi 0.0034 OK +1.20D+1.60L+0.50S+1.60H 0.30 psi 164.32psi 0.001854 OK +1.20D+1.60Lr+0.50L+1.60H 1.12 psi 164.32psi 0.006799 OK +1.20D+1.60Lr+0.50W+1.60H 0.25 psi 164.32psi 0.001501 OK +1.20D+0.50L+1.60S+1.60H 0.30 psi 164.32osi 0.001854 OK +1.20D+1.60S+0.50W+1.60H 0.57 psi 164.32osi 0.003444 OK +1.20D+0.50Lr+0.50L+W+1.60H 1.18 psi 164.32psi 0.007197 OK Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Description : Project Title: Cumberland Farms Engineer. Jason W. Short, P.E. Project ID: 18-2954 Project Descr. Replacement Canopy Pnnted: 12 JUL 2018. 11:47AM [—Two•Way "Punching" Shear All units k Load Combination... Vu Phi'Vn Vu I Phi•Vn Status +1.20D+0.50L+0.50S+W+1.60H OK OK OK OK 1.44 psi 164.32psi 0.008742 +1.20D+0.50L+0.20S+E+1.60H 0.30 psi 164.32psi 0.001854 +0.90D+W+0.90H 1.49 psi 164.32psi 0.009071 +0.90D+E+0.90H 0.23 psi 164.32psi 0.001391 Mills, Short & Associates 800 8th Street Vero Beach, FL 32962 'C.A. #30698 Columns (CII) - Typ. of 2 Code References _ _ Calculations per AISC 360-10, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used : ASCE 7-10 'General Information Project Title: Cumberland Farms Engineer: Jason W. Short, P.E. Project ID: 18-2954 Project Descr: Replacement Canopy Printed: 30 MAY 2018, 7:37AM Steel Section Name : HSS12x12x112 Overall Column Height 16.3 ft Analysis Method: Allowable Strength Top & Bottom Fixity Top Pinned, Bottom Fixed Steel Stress Grade Brace condition for deflection (buckling) along columns Fy: Steel Yield 36.0 ksi X-X (width) axis: E: Elastic Bending Modulus 29,000.0 ksi Unbraced Length for X-X Axis budding =16.3 It, K=1.0 Y-Y (depth) axis: Unbraced Length for Y-Y Axis budding =16.3 ft, K =1.0 1_ Applled Loads _. _ Service loads entered. Load Factors will be applied for calculations. Column self weight included :1,239.94 Ibs' Dead Load Factor AXIAL LOADS ... Axial Load at 16.30 ft, D = 2.660, LR = 5.320, W =-18.240 k BENDING LOADS ... Moment acting about X-X axis, W = 25.430 k-ft Moment acting about Y-Y axis, W = 45.80 k-ft DESIGN SUMMARY Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = 0.2733 : 1 Maximum Load Reactions.. Load Combination +0.60D+0.60W+0.60H Top along X-X 4.215 k Location of max.above base 16.191 It Bottom along X-X 4.215 k At maximum location values are ... Top along Y-Y 2.340 k Pa: Axial -8.604 k Bottom along Y-Y 2.340 k ' Pn/ Omega: Allowable 410.955 k Ma-x: Applied 15.104 k-ft Maximum Load Deflections... Mn-x / Omega: Allowable 160.958 k-ft Along Y-Y 0.03263 in at 10.940ft above base for load combination :W Only Ma-y: Applied 27.203 k-ft Mn-y/ Omega: Allowable 160.958 k-ft Along X-X 0.05876in at 10.940ft abovebase for loadcombinatlon:W Only PASS Maximum Shear Stress. Ratio = 0.01982 :1 Load Combination +D+0.60W+H Location of max.above base 0.0 It At maximum location values are ... Va : Applied 2.529 k Vn / Omega : Allowable 127.565 k Load Combination Results -oad Combination Maximum Axial + Bendinc Stress Ratio Status Stress Ratios Location Maximum Shear Ratios Stress Ratio Status Location +D+H 0.009 PASS 0.00 It 0.000 PASS 0.00 +D+L+H 0.009 PASS 0.00 It 0.000 PASS 0.00 +D+Lr+H 0.022 PASS 0.00 It 0.000 PASS 0.00 +D+S+H 0.009 PASS 0.00 It 0.000 PASS 0.00 +D+0.750Lr+0.750L+H 0.019 PASS 0.00 it 0.000 PASS 0.00 +D+0.750L+0.750S+H 0.009 PASS 0.00 ft 0.000 PASS 0.00 +D+0.60W+H 0.271 PASS 16.19 ft 0.020 PASS 0.00 +D+0.70E+H 0.009 PASS 0.00 ft 0.000 PASS 0.00 +D+0.750Lr+0.750L+0.450W+H 0.198 PASS 16.19 ft 0.015 PASS 0.00 +D+0.750L+0.7505+0.450W+H 0.202 PASS 16.19 It 0.015 PASS 0.00 +D+0.750L+0.7505+0.5250E+H 0.009 PASS 0.00 It 0.000 PASS 0.00 +0.60D+0.60W+0.60H 0.273 PASS 16.19 It 0.020 PASS 0.00 +0.60D+0.70E+0.60H 0.006 PASS 0.00 It 0.000 PASS 0.00 Mills, Short 8 Associates 800 8th Street Vero Beach, FL 32962 ' C.A.#30698 Column - Columns (C1) - Typ. of 2 Project Title: Cumberland Farms Engineer: Jason W. Short, P.E. Project ID: 18-2954 Project Descr: Replacement Canopy Printed: 30 MAY 2018, 7:37AM _ Maximum Reactions Note: Only non -zero reactions are listed. Axial Reaction X-X Axis Reaction It Y-Y Axis Reaction Mx -End Moments k-ft My - End Moments Load Combination @ Base @ Base @ Top @ Base @ Top @ Base @ Top @ Base @ Top +D+L+H 3.900 +D+Lr+H 9.220 +D+S+H 3.900 +D+0.750Lr+0.750L+H 7.890 +D+0.750L+0.750S+H 3.900 +D+0.60W+H -7.044 -2.529 -2.529 1.404 -1.404 -7.629 -13.740 +D+0.70E+H 3.900 +D+0.750Lr+0.750L+0.450W+H -0.318 -1.897 -1.897 1.053 -1.053 -5.722 -10.305 +D+0.750L+0.750S+0.450W+H 4.308 -1.897 -1.897 1.053 -1.053 -5.722 -10.305 +D+0.750L+0.7505+0.5250E+H 3.900 +0.60D+0.60W+0.60H -8,604 -2.529 -2.529 1.404 -1.404 -7.629 -13.740 +0.60D+0.70E+0.60H 2.340 D Only 3.900 Lr Only 5.320 L Only S Only W Only -18.240 -4.215 4,215 2.340 -2.340 -12.715 -22.900 E Only H Only Axial Reaction X-X Axis Reaction k Y-Y Axis Reaction Mx - End Moments k-ft My -End Moments Item Extreme Value @ Base @ Base @ Top @ Base @ Top @ Base @ Top @ Base @ Top " Minimum -18.240 4.215 4.215 2.340 -2.340 -12.715 -22.900 Reaction, X-X Axis Base Maximum 3.900 ° Minimum -18.240 -4.215 -4.215 2.340 -2.340 -12.715 -22.900 Reaction, Y-Y Axis Base Maximum -18.240 -4.215 -4.215 2.340 -2.340 -12.715 -22,900 - Minimum 3.900 Reaction, X-X Axis Top Maximum 3.900 ° Minimum -18240 4.215 -4.215 2.340 -2.340 -12.715 -22.900 Reaction, Y-Y Axis Top Maximum 3.900 ° Minimum -18,240 -4.215 -4.215 2.340 -2.340 -12.715 -22,900 Moment, X-X Axis Base Maximum 3.900 ° Minimum -18.240 -12.715 4.215 2.340 -2.340 -12.715 -22.900 Moment, Y-Y Axis Base Maximum 3.900 -12.715 ° Minimum -18.240 4.215 4.215 2.340 -2.340 -12.715 -22.900 Moment, X-X Axis Top Maximum 3.900 ° Minimum 3.900 Moment, Y-Y Axis Top Maximum 3.900 ° Minimum 3.900 Maximum Deflections for Load Combinations ^� Load Combination Max. X-X Deflection Distance Max. Y-Y Deflection Distance +D+L+H 0.0000 in 0.000 ft 0.000 in 0.000 +D+Lr+H 0.0000 in 0.000 ft 0.000 in 0.000 +D+S+H 0.0000 in 0.000 ft 0.000 in 0.000 +D+0.750Lr+0.750L+H 0.0000 in 0.000 ft 0.000 in 0.000 +D+0.750L+0.750S+H 0.0000 in 0.000 ft 0.000 in 0.000 +D+0.60W+H 0.0353 In 10.940 ft 0.020 in 10.940 +D+0.70E+H 0.0000 in 0.000 ft 0.000 in 0.000 4D+0.750Lr+0.750L+0.450W+H 0.0264 in 10.940 ft 0.015 in 10,940 +D+0.750L+0,750S+0.450W+H 0.0264 in 10.940 ft 0.015 in 10,940 +D+0.750L+0.750S+0.5250E+H 0.0000 in 0.000 ft 0.000 in 0.000 •+0.60D+0.60W+0.60H 0.0353 in 10.940 ft 0.020 in 10,940 +0.60D+0.70E+0.60H 0.0000 in 0.000 ft 0.000 in 0.000 D Only 0.0000 in 0.000 ft 0.000 in 0.000 Mills, Short & Associates 800 8th Street Vero Beach, FL 32962 'C.A.#30698 Columns (C1) - Typ, of 2 Project Title: Cumberland Farms Engineer: Jason W. Short, P.E. Project ID: 18-2954 Project Descr:Replacement Canopy Printed: 30 MAY 2018. 7:37AM [Maximum Deflections for Load 'Combinations Load Combination Max. X-X Deflection Distance Max. Y-Y Deflection Distance Lr Only 0.0000 in 0.000 it 0.000 in 0.000 It L Only 0.0000 in 0.000 ft 0.000 in 0.000 It S Only 0.0000 in 0.000 it 0.000 in 0.000 It W Only 0.0588 in 10.940 ft 0.033 in 10.940 it E Only 0.0000 in 0.000 It 0.000 in 0.000 ft H Only 0.0000 in 0.000 ft 0.000 in 0.000 It Steel Section Properties : _ __ HSS12x12x112 Depth = 12.000 in I xx = 457.00 inA4 J = 728.000 inA4 Design Thick = 0.465 in S xx = 76.20 inA3 Width = 12.000 in Rxx = 4.680 in Wall Thick = 0.500 in Zx = 89.600 inA3 Area = 20.900 inA2 Iyy = 457.000 inA4 C = 123.000 inA3 Weight = 76.070 plf syy = 76.200 inA3 Ycg Sketches 0.000 in Y R yy 4.680 in Mills, "Short 8 Associates 800 8th Street Vero Beach, FL 32962 C.A.#30698 Description: References Project Title: Cumberland Fanns Engineer: Jason W. Short, P.E. Project ID: 18-2954 Project Descr: Replacement Canopy Calculations per AISC Design Guide # 1, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-10 General Information Material Properties AISC Design Method Allowable Strength Design Steel Plate Fy = 36.0 ksi Concrete Support fc = 3.0 ksi d2 c : ASD Safety Factor. Assumed Bearing Area :Full Bearing Allowable Bearing Fp per J8 Column & Plate Column Properties Steel Section: HSS12xl2xl/2 Depth 12 in Area 20.9 inA2 Width 12 in Ixx 457 inA4 Flange Thickness 0.465 in lyy 457 inA4 Web Thickness in Plate Dimensions Support Dimensions N : Length 20.0 in Width along "X" 60.0 in B : Width 20.0 in Length along 7 60.0 in Thickness 1.0 in Column assumed welded to base plate. Applied Loads D : Dead Load ....... 2.660 k L: Live....... k Lr : Roof Live .......... 5.320 k S: Snow ................ k W:Wind................ k E: Earthquake .............. k H : Lateral Earth ......... k " P ° = Gravity load, "+" sign is downward I Anchor Bolts M-X k k-ft k k-ft k k-ft k k-ft k k-ft 2.810 k 45.80 k-ft k k-ft "+• Moments create higher soil pressure at+Z edge. Shears push plate towards+Z edge. Anchor Bolt or Rod Description 11/4"A325 Max of Tension or Pullout Capacity........... Shear. Capacity ......................................... Edge distance: bolt to plate ................... Number of Bolts In each Raw ................... Number of Bolt Rows ........................ 10.20 k 77.0 k 1.250 in 2.0 1.0 Printed: 30 MAY 2018, 7:37AM 2.50 0.0 ksi amp • Mills,'Short & Associates 800 8th Street Vero Beach, FL 32962 ` C.A. #30698 Description : Base Plate (BPI)-Typ. of 2 Project Title: Cumberland Farms Engineer: Jason W. Short, P.E. Project ID: 18-2954 Project Descr: Replacement Canopy Printed: 30 MAY 2018, 7:37AM GOVERNING DESIGN LOAD CASE SUMMARY Mu: Max. Moment ..................... 0.000 k-in Plate Design Summary fb: Max. Bending Stress ............... 0.000 ksi Design Method Allowable Strength Design Fb : Allowable: 0.000 ksi Governing Load Combination Overall Results Fy / Omega Governing Load Case Type Design Plate Size Pa : Axial Load .... Me: Moment........ V-8" X V-8" x 1" 0.000 k 0.000 k-ft Bending Stress Ratio fu: Max. Plate Bearing Stress.... Fp : Allowable 0.0 Bearing Stress Ratio 0.000 Bending Stress OK 0.000 ksi 0.000 ksi 0.000 Bearing Stress OK Mills, Short & Associates 800 8th Street Vero Beach, FL 32962 C.A.#30698 Calculations per AISC 360-10, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: j Material Properties Project Title: Cumberland Farms Engineer: Jason W. Short, P.E. Project ID: 18-2954 Project Descr: Replacement Canopy Pdnted:30 MAY 2018, 7:37AM Analysis Method: Allowable Strength Design Fy : Steel Yield: 50.0 ksi Beam Bracing: Beam bracing is defined Beam -by -Beam E: Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending 14 iraced Lengths Span # 1, Defined Brace Locations, First Brace at 0.50 ft, Second Brace at 6.60 ft, Third Brace at It Span # 2, Fully Braced Span # 3, Defined Brace Locations, First Brace at 2.20 it, Second Brace at 8.250 ft, Third Brace at ft D(02185) Lr(0.4370) W(-0.7626) s s a a a W14x30 W74x30 W14x30 Span = 8.750 ft S n = 1.66011.ft Span = 8.750 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Loads on all spans... ' Uniform Load on ALL spans: D = 0.010, Lr = 0.020, W = -0.03490 ksf, Tributary Width = 21.850 It DESIGN SUMMARY orin =10 • Maximum Bending Stress Ratio = 0.000: 1 Maximum Shear Stress Ratio = 0.000 :1 Section used for this span W14x30 Section used for this span W14x30 Me: Applied 0.000 k-ft Va : Applied 0.0 k Mn / Omega: Allowable 0.000 k-ft Vn/Omega : Allowable 0.0 k Load Combination Load Combination Location of maximum on span 0.000ft Location of maximum on span 0.000 ft Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection -0.158 in Ratio = 1,328>=240. Max Upward Transient Deflection -0.158 in Ratio = 1,328 >=240. Max Downward Total Deflection 0.142 in Ratio = 1476 >=180 Max Upward Total Deflection -0.064 in Ratio = 3285 >=180 Maximum Forces & Stresses for Load. Combinations - Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax+ Mmax- Me Max Mnx MnxlOmega Cb Rm Va Max Vnx Vnx/Omega Overall MaximumDeflections Load Combination_ Span Max. =° Deti Location in Span Load Combination Max. Y' Dell Location in Span 1 0.0000 0.000 W Only -0.1581 0.000 W Only 2 0.0021 0.830 0.0000 0.000 3 0.0000 0.830 W Only -0,1571 8.750 • Vertical. Reactions 7-7 Support notation : Far left is #1 Values in KIPS Overall MAXimum 16.645 16.645 Averall MINimum 0.363 0.363 +D+H 2.381 2.381 +D+L+H, LL Comb Run ("L) 2.381 2.381 +D+L+H, LL Comb Run ('L') 2.381 2.381 +D+L+H, LL Comb Run ('LL) 2.381 2.381 +D+L+H, LL Comb Run (L") 2.381 2.381 +D+L+H, LL Comb Run (L'L) 2.381 2.381 Mills, Short & Associates 800 8th Street Vero Beach, FL 32962 C.A.#30698 Yoke (Yt)-Typ. oft Project Title: Cumberland Farms Engineer: Jason W. Short, P.E. Project ID: 18-2954 Project Descr:Replacement Canopy Printed: 30 MAY 2018, 7:37AM Vertical Reactions Support notation: Far left is#1 Values in KIPS Load Combination Support Support Support Support4 +D+L+H, LL Comb Run (LLJ 2.381 2.381 +D+L+H, LL Comb Run (LLL) 2.381 2.381 +D+Lr+H, LL Comb Run ("L) -7.697 16.282 +D+Lr+H, LL Comb Run ('L') 2.743 2.743 +D+LnH, LL Comb Run ('LL) -7.334 16.645 +D+Lr+H, LL Comb Run (L") 16.282 -7.697 +D+LnH, LL Comb Run (L'L) 6.204 6.204 +D+Lr+H, LL Comb Run (LL') 16.645 -7.334 +D+Lr+H, LL Comb Run (LLL) 6.567 6.567 +D+S+H 2.381 2.381 +D+0.750Lr+0.750L+H, LL Comb Run (' -5.178 12.807 +D+0.750Lr+0.750L+H, LL Comb Run (' 2.653 2.653 +D+0.750Lr+0.750L+H, LL Comb Run (' -4.806 13.079 +D+0.750Lr+0.750L+H, LL Comb Run (L 12.807 -5.178 +D+0.750Lr+0.750L+H, LL Comb Run (L 5.248 5.248 +D+0.750Lr+0.750L+H, LL Comb Run (L 13.079 -4.906 - +D+0.750Lr+0.750L+H, LL Comb Run (L 5.520 5.520 +D+0.750L+0.750S+H, LL Comb Run (" 2.381 2.381 +D+0.750L+0.750S+H, LL Comb Run ('L 2.381 2.381 +D+0.750L+0.750S+H, LL Comb Run ('L 2.381 2.381 - +D+0.750L+0.750S+H, LL Comb Run (L' 2.381 2.381 .+D+0.750L+0.750S+H, LL Comb Run (L' 2.381 2.381 +D+0.750L+0.750S+H, LL Comb Run (LI 2.381 2.381 +D+0.750L+0.750S+H, LL Comb Run (LI 2.381 2.381 +D+0.60W+H -2.003 -2.003 +D+0.70E+H 2.381 2.381 +D+0.750Ln0.750L+0.450W+H, LL Con -8.465 9.519 • +D+0.750Lr+0.750L+0A50W+H, LL Con -0.635 -0.635 +D+0.750Lr+0.750L+0A50W+H, LL Con -8.193 9.791 +D+0.750Lr+0.750L+0A50W+H, LL Con 9.519 -8.465 . +D+0.750Lr+0.750L+0A50W+H, LL Con 1.961 1.961 +D+0.750Lr+0.750L+0.450W+H, LL Con 9.791 -8.193 +D+0.750Lr+0.750L+0A50W+H, LL Con 2.233 2.233 +D+0.750L+0.750S+0.450W+H, LL Corn -0.907 -0.907 +D+0.750L+0.750S+0.450W+H, LL Corn -0.907 -0.907 +D+0.750L+0.7505+0.450W+H, LL Corn -0.907 -0.907 +D+0.750L+0.7505+0.450W+H, LL Corn -0.907 -0.907 +D+0.750L+0.7505+0.450W+H, LL Corn -0.907 -0.907 +D+0.750L+0.7505+0.450W+H, LL Corn -0.907 -0.907 +D+0.750L+0.750S+0.450W+H, LL Corn -0.907 -0.907 +D+0.750L+0.7505+0.5250E+H, LL Con 2.381 2.381 +D+0.750L+0.7505+0.5250E+H, LL Con 2.381 2.381 +D+0.750L+0.7505+0.5250E+H, LL Con 2.381 2.381 +D+0.750L+0.7505+0.5250E+H, LL Con 2.381 2.381 +D+0.750L+0.7505+0.5250E+H, LL Con 2.381 2.381 +D+0.750L+0.7505+0.5250E+H, LL Con 2.381 2.381 +D+0.750L+0.7505+0.5250E+H, LL Con 2.381 2.381 +0.60D+0.60W+0.60H -2.955 -2.955 +0.60D+0.70E+0.60H 1.428 1.428 D Only 2.381 2.381 ' Lr Only, LL Comb Run ("L) -10.078 13.901 Lr Only, LL Comb Run ('L') 0.363 0.363 Lr Only, LL Comb Run ('LL) -9.715 14.264 - . Lr Only, LL Comb Run (L") 13.901 -10.078 Lr Only, LL Comb Run (L'L) 3.824 3.824 Lr Only, LL Comb Run (LL') 14.264 -9.715 Lr Only, LL Comb Run (LLL) 4A86 4.186 L Only, LL Comb Run ("L) L Only, LL Comb Run ('L') L Only, LL Comb Run ('LL) L Only, LL Comb Run (L") L Only, LL Comb Run (L'L) L Only, LL Comb Run (LL') L Only, LL Comb Run (LLL) Mills, Short & Associates 800 8th Street Vero Beach, FL 32962 C.A.#30698 Description: Yoke (Yi)-Typ. of Project Title: Cumberland Farms Engineer: Jason W. Short, P.E. Project ID: 18-2954 Project Descr: Replacement Canopy Printed: 30 MAY 2018, 7:37AM 4 Ventical RBactlonS_ �^�� Support notation: Far left is#1 Values in KIPS Load Combination Support1 Support2 Support3 Support4 W Only -7.305 -7.305 E Only H Only Mills,'Short & Associates 800 8th Street Vero Beach, FL 32962 C.A. #30698 Project Title: Cumberland Farms Engineer: Jason W. Short, P.E. Project ID: 18-2954 Project Descr:Replacement Canopy CODE REFERENCES Calculations per AISC 360-10, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-10 Material:propplies Analysis Method: Allowable Strength Design Fy : Steel Yield : 50.0 ksi Beam Bracing: Beam bracing is defined Beam -by -Beam E: Modulus: 29,000.0 ksi Bendina Axis: Maior Axis Bendina Span # 1, Defined Brace Locations, First Brace at 0.60 ft, Second Brace at 3.250 ft, Third Brace at ft Span # 2, Braced @ Mid Span Span # 3, Defined Brace Locations, First Brace at 8.50 ft, Second Brace at 11.20 ft, Third Brace at ft D(0.0610) Lr(0.1220) W(-0.3837) s a a s a W12x22 Span = 11.750 ft W12x22 W'12i22 Span = 19.50 ft Span = 11.750'ft I Applied -Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Loads on all spans... Uniform Load on ALL spans: D = 0.010, Lr = 0.020, W = -0.06290 ksf, Tributary Width = 6.10 It Section used forthis span W12x22 Ma: Applied 14.151 k-ft Mn / Omega: Allowable 47.277 k-ft Load Combination +D+Lr+H, LL Comb Run (L`L) Location of maximum on span 11.750ft Span # where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection Load Combination Segment Length Dsgn. L = 0.55 ft Dsgn. L= 2.66ft Dsgn. L= 8.54ft Dsgn. L = 9.75 ft Dsgn. L = 9.75 ft Dsgn. L = 8.46 it .•Dsgn. L= 2.66it Dsgn. L = 0.63 it +D+L+H, LL Comb Run (-L) Dsgn. L= 0.55ft Dsgn. L = 2.66 ft Dsgn. L = 8.54 ft Dsgn. L = 9.75 ft Dsgn. L = 9.75 ft Dsgn. L = 8.46 ft Dsgn. L= 2.66ft Dsgn. L= 0.63ft Section used for this span Va : Applied Vn/Omega : Allowable Load Combination Location of maximum on span Span # where maximum occurs -0.978 in Ratio= 288>=240. -0.978 in Ratio = 288 >=240. 0.692 In Ratio = 408 >=180 -0.460 in Ratio = 613 >=180 W12x22 1431 k 63.960 k +D+Lr+H, LL Comb Run ('LL) 19.500 it Span # 2 Span # Max Stress Rabos M V Mmax+ Mmax- Summary of Moment Values Ma Max Mnx Mnx/Omega Cb Rm Summary of Shear Values Va Max Vnx Vnx/Omega 1 0.000 0.001 -0.01 0.01 122.08 73.10 1.00 0.05 95.94 63.96 1 0.006 0.004 -0.00 -0.43 0.43 122.08 73.10 1.00 0.27 95.94. 63.96 1 0.121 0.015 -0.00 -5.73 5.73 78.95 47.28 1.00 0.98 95.94 63.96 2 0.087 0.013 -0.00 -5.73 5.73 110.06 65.90 1.64 1.00 0.81 95.94 63.96 2 0.087 0.015 -0.00 -5.73 5.73 110.06 65.90 1.64 1.00 0.98 95.94 63.96 3 0.120 0.015 -0.00 -5.73 5.73 79.56 47.64 1.00 0.98 95.94 63.96 3 0.006 0.004 -0.00 -0.45 0.45 122.08 73.10 1.00 0.27 95.94 63.96 3 0.000 0.001 -0.02 0.02 122.08 73.10 1.00 0.05 95.94 63.96 1 0.000 0.001 -0.01 0.01 122.08 73.10 1.00 0.05 95.94 63.96 1 0.006 0.004 -0.00 -0.43 0.43 122.08 73.10 1.00 0.27 95.94 63.96 1 0.121 0.015 -0.00 -5.73 5.73 78.95 47.28 1.00 0.98 95.94 63.96 2 0.087 0.013 -0.00 -5.73 5.73 110.06 65.90 1.64 1.00 0.81 95.94 63.96 2 0.087 0.015 -0.00 -5.73 5.73 110.06 65.90 1.64 1.00 0.98 95.94 63.96 3 0.120 0.015 -0.00 -5.73 5.73 79.56 47.64 1.00 0.98 95.94 63.96 3 0.006 0.004 -0.00 -0.45 0.45 122.08 73.10 1.00 0.27 95.94 63.96 3 0.000 0.001 -0.02 0.02 122.08 73.10 1.00 0.05 95.94 63.96 o •' o 0 0 o' o' o c v ovvv*vtivvvvov�vvvvvvvv*vvvvvvvv+vvovovov+vvvovovo+vvvvvvov+vvovvvvv r N N N r N y r r N N N N N r N J J>> J Z O J J J =ppP.ppP. p J p P? 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N .....m ....m... i0 i0 i0 i0 i0 10 iD tD (O fD (O (D tD iD i0 t0 i0 i0 iG iD i� f0 (O (� (O ED (O iD i0 t0 i0 i0. iD i0 [O iD iD (D tD fD (D (D (O (O (O [D i0 t0 (O tD tD iD t0 ip i0 i0 A A Aa A A A A A A A A A A A A A A A A A A A A A A A AA A A .A A A A A A A A A A A A A A A A A A A A A A A A A A x O' � m m m m m m m m m m m m m m m m m m m m m m m m m m rn m rn m m m m m m m m m m m m m m m m m m m m m m m m m m m .m �...� W ww w w w ww wwwwwwww ww w w w WWW WWwwwwww wwwwWWWW www w w w ww ww WWWWWW mmmmmmmm mmmmmmmm mmmmmmmm mmmmmmmm mmmmmmmm mmmmmmmm mmmmmmmm my Mills, Short & Associates 800 8th Street Vero Beach, FL 32962 CA. #30698 Project Title: Cumberland Farms Engineer: Jason W. Short, P.E. Project ID: 18-2954 Project Descr:Replacement Canopy Printed: 30 MAY 2018. 7:37AM St@e1 Beam •. File=C1 N_ UsemUASO-IMOCUME-11ENERCA-1IBESTIN-1118-2954:ec6 Stinger (St) -Typ. of 4 �Vel't11C81ReaCtI0O5 Support notation: Far left is#1 Values in KIPS Load Combination Supports Support2 Support3 Support4 Overall MINimum 0.040 0.040 +D+H 1.785 1.785 +D+L+H, LL Comb Run ("L) 1.785 1.785 +D+L+H, LL Comb Run ('L') 1.785 1.785 +D+L+H, LL Comb Run ('LL) 1.785 1.785 +D+L+H, LL Comb Run (L") 1.785 1.785 +D+L+H, LL Comb Run (L'L) 1.785 1.785 +D+L+H, LL Comb Run (LL') 1.785 1.785 +D+L+H, LL Comb Run (LLL) 1.785 1.785 +D+Lr+H, LL Comb Run ("L) 1.353 3.650 +D+Lr+H, I.I. Comb Run ('L') 2.974 2.974 +D+Lr+H, LL Comb Run ('LL) 2.542 4.839 +D+Lr+H, LL Comb Run (L") 3.650 1.353 +D+LnH, LL Comb Run (L'L) 3.218 3.218 +D+LnH, LL Comb Run (W) 4.839 2.542 ' +D+LnH, LL Comb Run (I-LI-) 4.408 4.408 +D+S+H 1.785 1.785 +D+0.750Ln0.750L+H, LL Comb Run (' 1.461 3.184 . +D+0.750Ln0.750L+H, LL Comb Run (' 2.677 2.677 +D+0.750Lr+0.750L+H, LL Comb Run (' 2.353 4.076 • +D+0.750Lr+0.750L+H, LL Comb Run (L 3.184 1.461 +D+0.750Lr+0.750L+H, LL Comb Run (L 2.860 2.860 +D+0.750Lr+0.750L+H, LL Comb Run (L 4.076 2.353 • +D+0,750Lr+0.750L+H, LL Comb Run (L 3.752 3.752 +D+0.750L+0.7508+H, LL Comb Run (" 1.785 1.785 +D+0.750L+0.7508+H, LL Comb Run (1 1.785 1.785 +D+0.750L+0.7508+H, LL Comb Run ('l. 1.785 1.785 +D+0.750L+0.7508+H, LL Comb Run (L' 1.785 1.785 +D+0.750L+0.750S+H, LL Comb Run (L' 1.785 1.785 ' +D+0.750L+0.7508+H, LL Comb Run (LI 1.785 1.785 +D+0.750L+0.750S+H, LL Comb Run (LI 1.785 1.785 +D+0.60W+H -3.165 -3.165 +D+0.70E+H 1.785 1.785 +D+0.750Lr+0.750L+0.450W+H, LL Con -2.252 -0.529 +D+0.750Lr+0.750L+0.450W+H, LL Con -1.036 -1.036 +D+0.750Lr+0.750L+0.450W+H, LL Con -1.359 0.363 +D+0.750Ln0.750L+0.450W+H, LL Con -0.529 -2.252 +D+0.750Lr+0.750L+OA50W+H, LL Con -0.853 -0.853 +D+0.750Lr+0.750L+OA50W+H, LL Con 0.363 -1.359 +D+0.750Ln0.750L+0.450W+H, LL Con 0.040 0.040 +D+0.750L+0.750S+0.450W+H, LL Com -1.928 -1.928 +D+0.750L+0.750S+0.450W+H, LL Com -1.928 -1.928 +D+0.750L+0.750S+0.450W+H, LL Com -1.928 -1.928 +D+0.750L+0.7505+0.450W+H, LL Com -1.928 -1.928 +D+0.750L+0.750S+0.450W+H, LL Com -1.928 -1.928 +D+0.750L+0.750S+0.450W+H, LL Com -1.928 -1.928 +D+0.750L+0.750S+0.450W+H, LL Com -1.928 -1.928 +D+0,750L+0.750S+0.5250E+H, LL Con 1.785 1.785 +D+0.750L+0,750S+0.5250E+H, LL Con 1.785 1.785 +D+0.750L+0.750S+0.5250E+H, LL Con 1.785 1.786 +D+0.750L+0,750S+0.5250E+H, LL Con 1.785 1.785 +D+0.750L+0.750S+0.5250E+H, LL Con 1.785 1.785 • • +D+0.750L+0.750S+0.5250E+H, LL Con 1.785 1.785 +D+0.750L+0.7505+0.5250E+H, LL Con 1.785 1.785 +0.60D+0.60W+0.60H -3.879 -3.879 . +0.60D+0.70E+0.60H 1.071 1.071 D Only 1.785 1.785 Lr Only, LL Comb Run ("L) -0.432 1.865 Lr Only, LL Comb Run ('L') 1.190 1.190 Lr Only, LL Comb Run ('LL) 0.758 3.055 Lr Only, LL Comb Run (L") 1.865 -0.432 Lr Only, LL Comb Run (L'L) 1.434 1.434 Summary of Analysis: Structure was designed as an open structure with a roof. Decking Design Loads: Deck Pans (Zone 3): +10.5/-62.9 PSF Fascia Design Loads: Wind Pressure: 35.0 PSF / Component & Cladding Pressure: 75.5 PSF F = 1 ft spacing x 3.67 ft/2 x 75.5 PSF (W.C.) =138.5 lbs/fastener < 4301bs per fastener in 16 GA mat. Attached with #12 Hex Tek per plans & specifications Framing Components: Columns: HSS 12" x 12" x 1/2" wall thickness Framing: W 14 x 30 (Yoke/Headers)(Yl) / W 14 x 22 (Stringer)(S1) . Footing Size: Exist. (VIF.) Anchor Bolts: Exist. (V.I.F.) Base Plate Component (See Calculation Sheet 20" x 20" x 1" Steel with support gussets (see plans)