Loading...
HomeMy WebLinkAboutSTRUCTURAL CALCULATIONSEo 6GANNE® BY NN p 91010 �t I_ilriP f;oUnty • St Lune cou w �t Structural Calculations Best Industries Inc. Lam' I" I Y 7485 Commercial Circle Fort Pierce, FL 34951 Ph: (772) 460-83 10 Fax: (772) 460-8311 Job #: 17-2627 (MSA 417-1570) Date: May 1, 2017 Job name: Cumberland Farms — New Canopy 10975 S. Hwy AlA West Palm Beach, FL 33407 Engineer of Record: Mills, Short P, Associates Ns"�///,�-, .`�''S� E siq'05 800 Eighth St., Vero Beach, FL 32962 CA #30698 69018Ph: (772) 226-7282, Fax: (772) 492-9345 217 �STATE e-mail: JShort@MillsShortAssociates.comwww.MillsShortAssociates.com OF VAL Index Sheet 1. Cover Sheet/Job Information 2. Wind Load Calculation 3. Design ParametersNalues 4. Decking/Fascia Loads 5. Foundation Design 6. Column Design 7. Yoke/Header Design 8. Stringer Design 9. Summary of Calculations Design Parameters Used: Code: 2014 Florida Building Code Ref: ASCE 7-10 Risk Cat.: II Wind Speed: 170 MPH (VuLT) 3-Second Gust 132 MPH (VAsD) 3-Second Gust Exposure: D Live Load: 20 PSF Dead Load: 20 PSF GCPi: +/- 0.00 (Open) VV. zj * o. 9018 ' = 051 1/2017 TATE OF i ��•'•. �'i SQi COR10P.•'•G •:":. •GCS, � /111111111� Dnacn ) ❑biv Now Espa,m Ipremal Height SlmJvr Mean R Dumb B.Bm Rear51, Roof An a) Ede, End u, Pat z 0 F O{u Z z Z Z W a O v 2014 Florida Building CDA (5th Edition) BUILDING INFORMATION Mills,d 1'Y Short 8 Associates Eight Hundred Eighth Street PHONE,-2a 7780 Vero Beach. Florida 32952 eio w isvtle1v'OPT ASCE 7-10 Version 7.1 2004-20120 Building Permit Edition g Wind Load Program JOB INFORMATION Speed Nominal Clium CumboWWFmr t-Ncw Cvnvlp as Wind Vdocity (mph) 170 um1Wind Vcbcdy(mpM 131.7 Addmse 10975 S. Hwy AIA. denser Beach, FL 349SI Pressure o en B.I in Cnmpam, mandnemet. ma. hm,e round z)-fl 0.0 Joh Numhcr B1-17-1627(MSA 017-1570) d Wc11Hpi ht-(R) 16.0 Pre my lamn W. Short. P.E. vor He' hl - r0 US Avon, fl 581 TOPOGRAPHIC PAiCTOR Len hit) 48.0 P. C.:121 0.0 IIWSbo c Flat -NV[IN t de reel 0.00 a n a.0 strip r0 4.80 u, fl 0.0 e Hu 9.60 0 0.0 Alva Raarrerimear D 3.00 rd 1 0.0 WIND LOAD DESIGN INFORMATION APPLYING WINO LOAD FOR: ZONE OPENING ELEVATION (ree0 WIDTH read) LENGTH (fact) EFFECTIVE WINO AREA 09fD Nominal Wind Inad P.a ree NOA Approval Number Mar Prtnarc Pcr NDA Manufacturer Motel Number MAMIMUM POSITIVE PRESSURE (run MAXIMUM NEGATIVE PRESSURE(ps0 Flat 1-Flat N/A 3.0 3.0 9 9.9 -33.1 Fla 2-Flat N/A 3.0 3.0 9 9.9 -59.6 Flat 2-Flat N/A 3.0 3.0 9 9.9 -59.6 Flat 3-Flat N/A 3.0 3.0 9 9.9 -59.6 Fascia Sido-t -36"Ili 4 17.5 1.0 3.0 3 29.8 -32.8 Fascia Side-1 -W Fligh 5 17.5 to 3.0 3 29.8 41.7 Faecfa(Sido-2)-36"Hi 4 17.5 LO 3.0 3 29.8 -32.8 Fascia Sido-t -36"Hi 5 17.5 1.0 3.0 3 29.8 5rz 017 Values of Symbols Building Values Symbol Value a 4.8 End Zone 9.6 Kh 1.06 Kz 1.03 qh 39.93 qz 38.87 zg 700.0 a 11.5 V (ultimate) 170.0 V (nominal) 131.7 I 1.0 Roof Angle 0.0 Gcpi 0.00 GCp+ (Wall - Zone 4) 0.79 GCp- (Wall - Zone 4) -0.80 GCp+ (Wall - Zone 5) 0.70 GCp- (Wall - Zone 5) -0.98 Cp (Roofs) -0.9 Reduction Factor 0.9 Exposure D Topographic Factor Values Symbol Value Hill Shape Flat - No Hill K1 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)^2 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 PHONE: 772.226.7282 Vero Beach, Florida 32962 CA#'98hortAssacfates.com CA t1306 98 5/2/2017 BUILDING INFORMATION Uldmah Wind Wloelt, (mph) 170 Nominal Wind Velocity (mph) 131.7 E.Posms D Internal Pressure Open Building Might above ground (z)-(0) 0 Standard Wall Height -(it) 16 Building Wdth (A) 53.2 Building LengM(ft) 48 Roof Slope (z:12) 0 RoofAngle(degr a) 0.00 (a) Edge Strip (f0 4A End Tone(R) 95 Parapet Along Roof Pedmeter(fl) 3.00 WIND qg CCp Cp q hG'Cp ;Cp PLAN FLAT ROOF INFORMATION FLAT ROOF PRESSURES NOA INFORMATION ROOF TYPE ZONE WDTH (fQ LENGTH (f0 EFFELTIVEMND AREA(sgft) Nominnl Wind Load Pmssums NOAApproval Number Mu Pressure Per NOA Mmmfaemrer Model Number MAXIMUM POSITIVE PRESSURE(psl) MAXIMUM NEGATIVE PRESSURE(psO Flat 1-Flat 30 3,0 9 11.98 .39.93 Flat 2-Flat 30 3.0 9 11.98 -71.87 Flat 2-Flat 30 3.0 9 11.98 -71.87 Fiat 3-Flat 30 3.0 9 11.98 -71.97 Totalfor£ntire Roof 47.91 -25554 Mills, Short e, Associates Eight Hundred Eighth Street PHONE: 772.220.7282 NflflsS Vero Beach, Florida 32962 vCA #3AA1*30898horOSsoeIates.wrn 5=017 RNWE!! a fiiffififf e , TOP®GE - h s Ln e ol EL �„ . - Project: F1 Location: Footing (Ft) - Typ. of 4 (*EXISTING*) Footing 12012 International Building Code(2012 NDS)j Fooling Size: 5.0 FT Round Diameter X 54.00 IN Deep Reinforcement: #5 Bars @ 2.91 IN. O.C. ENJ / (17) min. Section Footing Design Adequate page Jason W. Short, P.E. Mills, Short & Associates 800 8th Street a Vero Beach, FL 32962 StruCalc Version 9.0.2.5 5/2/2017 5:33:00 AM FOOTING PROPERTIES LOADING DIAGRAM Allowable Soil Bearing Pressure: Qs = 2000 lost Concrete Compressive Strength: Pc = 3000 psi Reinforcing Steel Yield Strength: Fy = 60000 psi ~tola� Concrete Reinforcement Cover: c= 3 in FOOTING SIZE Diameter. Dia. = 5 ft Effective Depth to Top Layer of Steel d = 50.06 in COLUMN AND BASEPLATE SIZE Column Type: Steel Column Width: m= 10 in Column Depth: n = 10 in Baseplate Width: bsw= 18 in Baseplate Length: bsl = 18 in FOOTING CALCULATIONS U In Bearing Calculations: Ultimate Bearing Pressure: Qu = 1300 psf Effective Allowable Soil Bearing Pressure: Qe = 1325 psf Required Footing Area: Areq = 19.26 sf Area Provided: A= 19.63 at Baseplate Bearing: Bearing Required: Bear= 35728 lb Allowable Bearing: Bear -A= 1074060 lb Beam Shear Calculations (One Way Shear): Beam Shear: Vul = 0 Ito -� Allowable Beam Shear: Vc1 = 218706 lb 3io Punching Shear Calculations (Two Way Shear): 6 n Critical Perimeter: Bo = 0 in Punching Shear: Vu2 = 0 Ib Allowable Punching Shear (ACI 11-35): vc2-a = 0 Ib FOOTING LOADING Allowable Punching Shear (ACI 11-36): vc2-b = 0 Ib Live Load: PL = 12760 lb Allowable Punching Shear (ACI 11-37): vc2-c = 0 lb Dead Load: PD = 12760 lb Controlling Allowable Punching Shear: vc2 = 0 lb Total Load: PT = 25520 lb Bending Calculations: Ultimate Factored Load: Pu = 35728 lb Factored Moment: Mu = 128887 in -lb Weight to resist uplift w/ 1.5 F.S.: U.R. = 8541 Ib LOAD CALCULATOR Nominal Moment Strength: Mn = 13767730 in -lb Reinforcement Calculations: Tributary Width Dead Lod Live Load Concrete Compressive Block DgWL 638 112 a = DL 2.312 s Roof: LL = 20 psf Steel Required Based on Mom"X = 0 ft2 As(1) = DL P•05 g s Second Floor. LL = 0 psf Min. Code Req'd Reinf. Shrink. ffW. (Aq-a.5.4): As(2) = DL 5.17 � s First Floor: LL = 0 psf Selected Reinforcement: Reinforcement Area Provided: As = 5.21 In2 Development Length Calculations: Development Length Required: Lid = 15 In Development Length Supplied: Ld-sup = 16.59 in Note: Plain concrete adequate for bending, therefore adequate development length not required. Mills, Short&Associates ' 800 8lh Street Vero Beach, FL 32962 CA, #30698 Steel Column Description: Column (C1)-Typ. of Code References Calculations per AISC 360-10, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used: ASCE 7-10 d General Information Project Title: Cumberland Farms Engineer: Jason W. Short, P.E., M.ASCE Project ID: 17-2627 Protect Descr. New Canopy Steel Section Name : HSS10x10x114 Overall Column Height 16.80 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 Unbraoed Length for X-X Axis buckling =16.80 ft K=1.0 Y-Y (depth) axis : Unbraced Length for Y-Y Axis buckling =16.80 R K =1.0 rApplied LOads I Service loads entered. Load Factors will be applied for calculations. Column self weight included : 548.18 Ibs ` Dead Load Factor AXIAL LOADS ... Axial Load at 16.80 ft, D=12.760, LR=12.760. W = -24.90 k BENDING LOADS... Moment acting about X-X axis, W = 22.190 k-ft DESIGNSUMMARY_ Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = 0.2621 : 1 Maximum SERVICE Load Reactions.. - Load Combination +0.60D+0.60W+0.60H Top along X-X 0.0 k Location of maxebove base 15.898 ft Bottom along X-X 0.0 k At maximum location values are... Top along Y-Y 1.977 k Pa: Axial -6.955 k Bottom along Y-Y 1.977 k • Pn I Omega: Allowable 168.631 k Ma-x: Applied 12.244 k-ft Maximum SERVICE Load Deflections... Mn-x I Omega: Allowable 50.707 k-ft Along Y-Y 0.09647in at 11.162ft abovebase for load combination : W Only Ma-y: Applied 0.0 k-ft Mn-yl Omega: Allowable 50.707 k-ft Along X-X 0.0 in at O.Oft above base for load combination: PASS Maximum Shear Stress Ratio = 0.02116 :1 Load Combination +D+0.60W+H Location of max.above base 0.0 ft Al maximum location values are... Va:Applied 1.186 k Vn I Omega: Allowable 56.060 k Load Combination Maximum Axial + Bending Stress Ratios Maximum Shear Ratios Load Combination Stress Ratio Status Location Stress Ratio Status Location +D+H 0.079 PASS 0.00 ft 0.000 PASS 0.00 ft +D+L+H 0.079 PASS 0.00 ft 0.000 PASS 0.00 ft +D+Lr+H 0.155 PASS 0.00 ft 0.000 PASS 0.00 ft +D+S+H 0.079 PASS 0.00 ft 0.000 PASS 0.00 ft +040.750Lr+0.750L+H 0.136 PASS 0.00 ft 0.000 PASS 0.00 ft +D+0.750L+0.750S+H 0.079 PASS 0.00 ft 0.000 PASS 0.00 ft +0+0.60W+H 0.246 PASS 15.90 ft 0.021 PASS 0.00 ft +D+0.70E+H 0.079 PASS 0.00 ft 0.000 PASS 0.00 ft +D+0.750Lr+0.750L+0.450W+H 0.216 PASS 15.90 ft 0.016 PASS 0.00 ft +D+0.750L+0.750S+0.450W+H 0.187 PASS 15.90 ft 0.016 PASS 0.00 ft +D+0.750L+0.750S+0.5250E+H 0.079 PASS 0.00 ft 0.000 PASS 0.00 ft +0.60D+0.60W+0.60H 0.262 PASS 15.90 ft 0.021 PASS 0.00 ft +0.60D+0.70E+0.60H 0.047 PASS 0.00 ft 0.000 PASS 0.00 ft Mills, Short &,Associates 800 8th Street Vero Beach, FL 32962 C.A.#30698 Project Title: Cumberland Farms Engineer: Jason W. Short, P.E., M.ASCE Project ID: 17-2627 ProjectDescr: New Canopy Maxim_ 0m Reactions w�_ �� Note: Only non -zero reactions are listed. Axial Reaction X-X Axis Reaction k Y-Y Axis Reaction Mx- End Moments k-ft My- End Moments Load Combination @ Base @ Base @ Top @ Base @ Top @ Base @ Top @ Base @ Tap +D+L+H 13.308 +D+Lr+H 26.068 +D+S+H 13.308 +D+0.7501-r+0.7501-+H 22.878 +D+0.750L+0.750S+H 13.308 +D+0.60W+H -1.632 1.186 -1.186 -6.612 +D+0.70E+1i 13.308 +D+0.750Lr+0.750L+0.450W+H 11.673 0.890 -0.890 4.959 +D+0.750L+0.750S+0.450W+H 2.103 0.890 -0.890 4.959 +D+0.7501-+0.7505+0.5250E+1­1 13.308 +0.60D+0.60W+0.60H -6.955 1.186 -1.186 -6.612 +0.60D+0.70E+0.60H 7.985 D Only 13.308 Lr Only 12.760 L Only S Only W Only -24.900 1.977 -1.977 -11.020 E Only H Only y xtreme Reactions Axial Reaction X-X Axis Reaction k Y-Y Axis Reaction Mx - End Moments k-n My - End Moments Item Extreme Value @ Base @ Base @ Top @ Base @ Top @ Base @ Top @ Base @ Top ° Minimum -24.900 1.977 -1.977 -11.020 Reaction, X-X Axis Maximum 13.308 ' Minimum 13.308 Reaction, Y-Y Axis Maximum -24.900 1.977 -1.977 -11.020 ° Minimum 13.308 Reaction, X-X Axis Maximum 13.308 . ° Minimum 13.308 Reaction; Y-Y Axis Maximum 13.308 ° Minimum 11308 Moment X-X Axis Ba Maximum 13.308 ' Minimum -24.900 -11.020 1.977 -1.977 -11.020 Moment Y-Y Axis Ba Maximum 13.308 ' Minimum 13.308 Moment X-X Axis To Maximum 13.308 ' Minimum 13.308 Moment Y-Y Axis To Maximum 13.308 ' Minimum 13.308 Maximum Deflections for Load Combinations Load Combination Max. X-X Deflection Distance Max. Y-Y Detection Distance +D+H 0.0000 in 0.000 1t 0.000 in 0.000 it +D+L+H 0.0000 in 0.000 it 0.000 in 0.000 it +D+Lr+H 0.0000 in 0.000 1t 0.000 in 0.000 it +D+S+H 0.0000 in 0.000 0 0.000 in 0.000 it +D+0.750Lr+0.750L+H 0.0000 in 0.000 0 0.000 in 0.000 it +D+0.750L+0.750S+H 0.0000 in 0.000 it 0.000 in 0.000 it - +D+0.60W+H 0.0000 in 0.000 It 0.058 in 11.162 1 +D+0.70E+H 0.0000 in 0.000 it 0.000 in 0.000 ff +D+0.750Lr+0.750L+0.450W+H 0.0000 in 0.000 it 0.043 in 11.162 ff +D+0.750L+0.750S+0.450W+H 0.0000 in 0.000 it 0.043 in 11.162 fl +D+0.750L+0.750S+0.5250E+H 0.0000 in 0.000 it 0.000 in 0.000 It +0.60D+0.60W+0.601-1 0.0000 in 0.000 R 0.058 in 11.162 it +0.60D+0.70E+0.60H 0.0000 in 0.000 0 0.000 in 0.000 1t D Only 0.0000 in 0.000 0 0.000 in 0.000 It Mills, Short $ Associates 800 8th Street Vero Beach, FL 32962 C.A.#30698 Project Title: Cumberland Farms Engineer: Jason W. Short, P.E., M.ASCE Project ID: 17-2627 ProjectDescr: New Canopy i Maximum Deflections for Ldad Combinations I 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 ft L Only 0.0000 in 0.000 it 0.000 in 0.000 ft S Only 0.0000 in 0.000 it 0.000 in 0.000 it W Only 0.0000 in 0.000 it 0.096 in 11.162 It E Only 0.0000 in 0.000 it 0.000 in 0.000 it H Only 0.0000 in 0.000 it 0.000 in 0.000 it j Steel Section Properties y_ HSS10x10x114 Depth = 10.000 in I = 141.00 iO4 J = 220.000 W4 Design Thick = 0.233 in Sxx = 28.30 in"3 Width = 10.000 in Rxx = 3.970 in Wall Thick = 0.250 in Zx = 32.700 in-3 Area = 8.960 in-2 Iyy = 141.000 in44 C = 44.400 W3 Weight = 32.630 plf Syy = 28.300 in"3 Ryy = 3.970 in Yog = 0.000 in oea M-x Loads o X 10.00in Loads are total entered value. Mews do not reflect absolute Erection. Mills, Short & Associates 806 8th Street Vero Beach, FL 32962 C.A.#30698 Description: Base Plate (BP1)-Typ. Code References Project Title: Cumberland Farms Engineer: Jason W. Short, P.E., M.ASCE Project ID: 17-2627 ProjectDescr: New 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 0 c : ASD Safety Factor. Assumed Bearing Area: Full Bearing Allowable Bearing Fp per J8 Column & Plate Column Properties Steel Section: HSS10x10xll4 Depth loin Area 8.96 inA2 Width 10 in Ixx 141 inA4 Flange Thickness 0.233in lyy 141 inA4 Web Thickness in Plate Dimensions Support Dimensions N : Length 18.0 in Width along ^X" 60.0 in B : Width 18.0 in Length along ^Z' 60.0 in Thickness 1.0 in Column assumed welded to base plate. D: Dead Load...... 12.760k k k-ft L : Live ..... k k k-ft Lr: Roof Live........ 12.750k k k-ft S: Snow ............. k k k-ft W : Wind ............... k 1.590 k 26.70 k-ft E: Earthquake......... k k k-ft H : Lateral Earth ........ k k k-ft ^P'=Gravity load,'+� sign is downward. ^+• Moments create higher soil pressure at+Z edge. 2.50 5.10 ksi +F -+fylx � r 1 Z 4 i. ^+ Shears push plate towards+Z edge. Anchor Bolts i Anchor Bolt or Rod Description 3/4^ A325 HDG (EXIST.) _ Max of Tension or Pullout Capacity........... 92.50 k Shear Capacity ......................................... 77.90 k Edge distance: bolt to plate ................... 2,0 in = Number of Bolts in each Row ................... 2.0 Number of Boll Rom ........................ 1.0 Mills, Short $Associates 800 8th Street Vero Beach, FL 32962 C.A. #30698 Description: Base Plate (BPI) - Typ. of 4 Project Title: Cumberland Farms Engineer: Jason W. Shod, P.E., M.ASCE Project ID: 17-2627 Project Descr. New Canopy Pmdad: 2 MAY 2017. 613AM GOVERNING DESIGN LOAD CASE SUMMARY Mu: Max. Moment ..................... 3.916 k4n Plate Design Summary fb: Mo. Bending Stress ............... 15.664 ksi Design Method Allowable Strength Design Fla: Allowable: 21.557 ksi Governing Load Combination +D40.60W+H Fy I Omega Governing Load Case Type Axial +Moment, U2 < Eccentricity, Tension on Br Bending Stress Ratio 0.727 Design Plate Size 1'-6" x 1'-6" x 1" Bending Stress OK Pa: Axial Load .... 12.760 k fu : Max. Plate Bearing Stress .... 2.040 ksi Me: Moment........ 16.020 k-ft Fp: Allowable: 2.040 ksi min(0.85'7c'sgd(A2/A1), 1.7'Pc)'Omega Bearing Stress Ratio 1.000 Bearing Stress OK Tension in each Bolt ................... 2.602 Allowable Bolt Tension ............... 92.500 Tension Stress Ratio 0,028 Load Comb.: +D+H Axial Load Only, No Moment Loading Bearing Stresses Pa:Axial Load.... 12.760k Fp:Allowable ............................... 2.040 ksi Design Plate Height......... 18.000 in fa: Max. Bearing Pressure 0.039 ksi Design Plate Width......... 18.000 in Stress Ratio ....................... 0.019 Wr9be diGaemGom eaq fparbal baring used. Plate Bending Stresses At: Plate Area......... 324.000 inA2 Mmax=Fu'LA2/2................... 0.356 k-in A2: Suppod Area .................. 3,600.000 inA2 fb: Actual ................................ 1.423 ksi sgd(A2/A1) 2.000 Fb:Allowable .............................. 21.557 ksi Stress Ratio ..................... 0.056 Distance for Moment Calculation . in ° ..................... 4.250 in ° n ...................... 4.250 in X.............................. 0.000 inA2 Lambda ...................... 0.000 n'................................. I...... 0.060 in V Lambda .................................. 0.000 in L = maxim, n, n") ......................... 4.250 in Load Comb.: +D+L+H Axial Load Only, No Moment Loading Bearing Stresses Pa: Axial Load.... 12.760k Fp:Allowable ............................... 2.040 ksi Design Plate Height......... 18.000 in - fa: Max. Bearing Pressure 0.039 ksi Design Plate Width ......... I8.000 in Stress Ratio ....................... 0.019 Will beddd/aart Gan Mdpanialbearing used. Plate Bending Stresses At: Plate Area......... 324.000 inA2 Mmax= Fu• LA212................... 0.356 k-in A2: Support Area .................. 3,600.000 inA2 fb: Actual ................................ 1.423 ksi sgd(A2/A1) 2.000 Fb:Allowable .............................. 21.657 ksi Stress Ratio ..................... 0.066 Distance for Moment Calculation °m"..................... 4.250 in ° n ° ..................... 4.250 in X.............................. 0.000 inA2 Lambda ...................... 0.000 n'.........I.............................. 0.060 in n' • Lambda .................................. 0.000 in L = maxim, n, n") ......................... 4.250 in - Mills, Short & Associates 800 8th Street Vero Beach, FL 32962 C.A.#30698 Description: Base Plate (BPI)-Typ. of4 Project Title: Cumberland Farms Engineer: Jason W. Shod, P.E., M.ASCE Project ID: 17-2627 Project Descr. New Canopy R !at 2MAY MIT MAM Load Comb.: +D+Lr+H Axial Load Only, No Moment Loading Bearing Stresses Pa: Axial Load .... 25.510 k Fp: Allowable ............................... 2.040 ksi Design Plate Height......... 18.000 in fa: Max. Bearing Pressure 0.079 ksi Design Plate Width ......... 18.000 in Stress Ratio ....................... 0.039 wurediaaernwmermyuparnataeadngusea Plate Bending Stresses At: Plate Area......... 324.000 i02 Mmax=Fu'L"2/2................... 0.711 k-in A2: Support Area .................. 3,600.000 in"2 fb: Actual ................................ 2.844 ksi sgrt(A2/A1) 2.000 Fb:Allowable .............................. 21.557 ksi Stress Ratio ..................... 0.132 Distance for Moment Calculation " m'....... I ............. 4.250 in ' n ...................... 4.250 in x.............................. 0.000 i02 Lambda ...................... 0.000 n'........................................ 0,150 in n'* Lambda .................................. 0.000 in L=max(m, n, n")......................... 4.250 in Load Comb.: +D+S+H Axial Load Only, No Moment Loading Pa: Axial Load .... 12.760 k Design Plate Height......... 18.000 in Design Plate Width ......... 18.000 in Will be dBaent6an May1partial beariT zed. At: Plate Area...... ... 324.000 inA2 A2: Support Area .................. 3,600.000 inA2 sgd(A2/A1) 2.000 Distance for Moment Calculation ' m'........ I............ 4.250 in ' n ...................... 4.250 in x.............................. 0.000 in42 Lambda ...................... 0.000 n'............. I.......................... 0.060 in n • Lambda .................................. 0.000 in L=max(m, n, n")......................... 4.250 in Bearing Stresses Fp : Allowable ............................... 2.040 ksi fa: Max. Bearing Pressure 0.039 ksi Stress Ratio ....................... 0.019 Plate Bending Stresses Mmax = Fu' L"2 / 2 ................... 0.356 k-in Ib: Actual ................................ 1.423 ksi Fb : Allowable .............................. 21.557 ksi Stress Ratio ..................... 0.065 +D+0.750Lr+0.750L+H Axial Load Only, No Moment Loading Bearing Stresses Pa: Axial Load .... 22.323 k Fp: Allowable ............................... 2.040 ksi Design Plate Height......... 18.000 in fa: Max. Bearing Pressure 0.069 ksi Design Plate Width ......... 18.000 in Stress Ratio ....................... 0.034 Wig be Offent from enuyapamalbearaV used. Plate Bending Stresses At: Plate Area......... 324.000 inA2 Mmax=Fu'LA2/2................... 0.622 Uri A2: Support Area .................. 3,600.000 i02 fb : Actual ................................ 2.489 ksi sgd(A2/At) 2.000 Fb:Allowable .............................. 21.557 ksi Stress Ratio ..................... 0.115 Distance for Moment Calculation 'm'.......... I.......... 4.250 in 'n'..................... 4.250 in k.............................. 0.000 inA2 Lambda ...................... 0.000 n'........................................ 0.130 in n- Lambda .................................. 0.000 in L = max(m, n, n") ......................... 4.250 in Mills, Short & Associates 800 Bin Street Vero Beach, FL 32962 C.A.#30698 Project Title: Cumberland Farms Engineer: Jason W. Short, P.E., M.ASCE Project ID: 17-2627 Project Descr: New Canopy Load Comb.: +D+O.760L+O.760S+H Axial Load Only, No Moment Loading Bearing Stresses Pa: Axial Load.... 12.760k Fp:Allowable ............................... 2.040 ksi Design Plate Height......... 1&000 in fa: Max. Bearing Pressure 0.039 ksi Design Plate Width ......... 18.000 in Stress Ratio ....................... 0.019 Will be dinerenr born enbyiipardal bearing used. Plate Bending Stresses At: Plate Area......... 324.000 inA2 Mmax= Fu' LA212................... 0,356 k-in A2: Support Area .................. 3,600.000 inA2 fb: Actual ................................ 1.423 ksi sgrt(A2IA1) 2.000 Fb:Allowable .............................. 21.557 ksi Stress Ratio ..................... 0.066 Distance for Moment Calculation "m"....I................ 4.250 in " n...................... 4.250 in x.............................. 0.000 102 Lambda ...................... 0.000 n'........................................ 0.060 in n'* Lambda .................................. 0.000 in L= max(m, n, n") ......................... 4.250 in _ Load Comb.: +D+O.6OW+H Axial Load + Moment Ecc. > U2 Loading Calculate plate moment from bolt tension ... Pa: Axial Load.... 12.760k Tension per Bolt .......................... 2.602k Me: Moment........ 16.020 k-ft Tension: Allowable .................... 92.500k Eccentricity ........................ 15.066 in Stress Ratio.................... 0.028 Al : Plate Area ......... 324.000 i02 A2: Support Area ..................... 3,600.000 inA2 Dist. from Bolt to Col. Edge............. 2.250 in Effective Bolt Width for Bending ..... 9.000 in sgd(A2/A1) 2.000 Plate Moment from Bolt Tension....... 1.301 k-in Calculate olate moment from bearing ... "m"..................... 4,250 in Bearing Stresses "A": Beadng Length 0.978 in Fp: Allowable ............................... 2.040 ksi Mpl : Plate Moment 0.326 k-in fa: Max. Bearing Pressure (set equal to Fp) Stress Ratio .................... 1.000 Plate Bending Stresses Mmax.......................................... 3.916 k-in to: Actual ................................ 15.664 ksi Fb : Allowable ................................ 21.557 ksi Stress Ratio .................... 0.727 Load Comb.: +D+O.7OE+H Axial Load Only, No Moment Loading Bearing Stresses Pa : Axial Load .... 12.760 k Fp : Allowable ............................... 2.040 ksi Design Plate Height......... 18.000 in fa: Max. Bearing Pressure 0.039 ksi Design Plate Width ......... 18.000 in Stress Ratio ....................... 0.019 Wifnremiaerentfom enaylfpardalbeanngused. Plate Bending Stresses At: Plate Area......... 324.000 inA2 Mmax= Fu' 0212................... 0.356 kan A2: Support Area .................. 3,600.000 inA2 to : Actual ................................ 1.423 ksi sgrt(A2rA1) 2.000 Fb:Allowable .............................. 21.557 ksi Stress Ratio ..................... 0.066 Distance for Moment Calculation "m"..................... 4.250 in " n...................... 4.250 in x.............................. 0.000 i02 Lambda ...................... 0.000 n'.......... I ... .- ....................... 0.060 in n' • Lambda .................................. 0.000 in L = max(m, n, n") ......................... 4.250 in Mills, -Short & Associates 800 8th Street Vero Beach, FL 32962 C.A.930698 Project Title: Cumberland Farms Engineer: Jason W. Short, P.E., M.ASCE Project ID: 17-2627 Project Descr: New Canopy Load Comb.: +D+O.75OLr+O.750L+0.450W+H Axial Load +Moment, Ecc.> U6 and Ecc. <U2 Loading Bearing Stresses Pa: Axial Load .... 22.323 k Fp : Allowable ............................... Ma: Moment........ 12.015 k-ft fa : Max. Bearing Pressure Eccentricity ........................ 6.459 in Stress Ratio .................... Al : Plate Area......... 324.000 inA2 Plate Bendina Stresses A2: Support Area ..................... 3,600.000 inA2 Mmaxl=Fu`mA2/ 2 ................. sgrt(A2/A7) 2.000 Mmax2 = Fu `nA2/2 .................. Mm a x.......................................... Distance for Moment Calculation fb: Actual ................................ "m°..................... 4.250 in Fb: Allowable ................................ "n"..................... 5.000 in Stress Ratio .................... Load Comb.: +D+O.750L+O.75OS+O.450W+H 2.040 ksi 0.138 ksi 0.068 1.147 k4n 0.526 k4n 1.147 k-in 4.586 ksi 21.557 ksi 0.213 Axial Load + Moment, Ecc. > U2 Loading Calculate plate moment from bolt tension ... Pa: Axial Load .... 12.760 k Tension per Bolt .......................... 1.042 k Me: Moment........ 12.015 k-ft Tension :Allowable .................... 92.500k Eccentricity ........................ 11.299 in Stress Ratio .................... 0.011 Al : Plate Area......... 324.000 inA2 _ A2: Support Area ..................... 3,600,000 W2 Dist. from Bolt to Col. Edge............. 2.250 in sgrt(A2/A1) 2,000 Effective Bolt Width for Bending..... 9.000 in Plate Moment from Bolt Tension ....... 0.521 k-in Calculate plate moment from bearing .. . - . m...................... 4.250 in Bearing Stresses "A": Bearing Length 0.808 in Fp: Allowable ............................... 2.040 ksi Mpl: Plate Moment 0.274 k-in fa: Max. Bearing Pressure (set equal to Fp) Stress Ratio .................... 1.000 Plate Bending Stresses Mmax.......................................... 3.283 k-in fb: Actual ................................ 13.130 ksi Fb : Allowable ................................ 21.567 ksi Stress Ratio .................... 0.609 Load Comb.: +D+O.750L+0.760S+0.5250E+H Axial Load Only, Loading Bearing Stresses Pa: Axial Load.... 12.760k Fp:Allowable ............................... 2.040 ksi Design Plate Height......... 18.000 in fa : Max. Bearing Pressure 0.039 ksi Design Plate Width ......... 18.000 in Stress Ratio ....................... 0.019 Winbe dOrermtfrom enaylrpardalbeartrg used. Plate Bending Stresses At: Plate Area......... 324.000 inA2 Mmax=Fu`LA2/2................... 0.356 k4n A2: Support Area .................. 3,600.000 inA2 1b : Actual ................................ 1.423 ksi sgrt(A2/A1) 2.000 Fb:Allowable .............................. 21,557 ksi Stress Ratio ..................... 0,066 Distance for Moment Calculation 'm"..................... 4.250 in . n ........... I.......... 4.250 in X.............................. 0.000 inA2 Lambda ...................... 0.000 n'........................................ 0.060 in n' `Lambda .................................. 0.000 in L = max(m, n, n") ......................... 4.250 in No Moment Mills, Short & Associates 800 8th Street Vero Beach, FL 32962 C.A. #30698 Project Title: Cumberland Farms Engineer: Jason W. Short, P.E., M.ASCE Project ID: 17-2627 Protect Descr: New Canopy Load Comb.: +0.60D+0"60W+0.60H Axial Load + Moment, Ecc. > L12 Loadina Pa: Axial Load .... Me: Moment........ Eccentricity.... Al : Plate Area ......... A2: Support Area.... sgd(A2/A1 ) Calculate plate moment from bearing ... " m " ..................... "A": Deming Length Mpl : Plate Moment Load Comb.: +0.60D+0.70E+0.60H Loading Pa : Axial Load .... Design Plate Height......... Design Plate Width ......... Will be different Ban awydpamalbeadngused. At : Plate Area......... A2: Support Area .................. sgrt(A2IA1 ) Distance for Moment Calculation "m ..................... " n "..................... x.............................. Lambda ...................... n'........................................ n" Lambda .................................. L= max(m, n, n") ......................... Calculate plate moment from bolt tension 7.656k Tension per Bolt .......................... 3.993k 16.020 k-ft Tension: Allowable .................... 92.500k 25.110 in Stress Ratio .................... 0.043 324.000 i02 3,600.000 in"2 Dist. from Bolt to Col. Edge ............. 2.250 in 2.000 Effective Bolt Width for Bending ..... 9.000 in Plate Moment from Bolt Tension ....... 1.997 k4n 4.250 in Bearing Stresses 0.852 in Fit: Allowable ............................... 2.040 ksi 0.287 k-in fa: Max. Bearing Pressure (set equalm Fp) Stress Ratio .................... 1.000 Plate Bending Stresses Mmax.......................................... 3.446 k-in Po: Actual ................................ 13.786 ksi Fb : Allowable ................................ 21,557 ksi Stress Ratio ..................... 0.640 Axial Load Only, No Moment Bearing Stresses 7.656 k Fp : Allowable ............................... 2.040 ksi 18.000 in fa: Max. Bearing Pressure 0.024 ksi 18.000 in Stress Ratio ....................... 0.012 Plate Bending Stresses 324.000 in"2 Mmax= Fu' 0212................... 0.213 k4n 3,600.000 102 to: Actual ................................ 0.854 ksi 2.000 Fb:Allowable .............................. 21.557 ksi Stress Ratio ..................... 0.040 4.250 in 4.250 in 0.000 102 0.000 0.030 in 0.000 in 4.250 in Mills, Short & Associates 800 Bth Street Vero Beach, FL 32962 C.A. #30698 Description: Yoke/Header (Y1)-Typ. oft Project Title: Cumberland Farms Engineer: Jason W. Shod, P.E., M.ASCE Project ID: 17-2627 Project Descr. New Canopy Printed: 2 MY M17. HOW C- CODE REFERENCES I Calculations per AISC 360-10, IBC 2012, ASCE 7-10 Load Combination Set: ASCE 7-10 t Material'Properties 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 # 2, Defined Brace Locations, First Brace at ft, Second Brace at 9.90 ft, Third Brace at 18.250 ft # 3, Defined Brace Locations, First Brace at ft, Second Brace at ft, Third Brace at ft D05320 L,0.53200)Wn-0250 wy- w y� v:.GY ed&Itrr r9i:4.•n*i'�"Pgt^n ��eA"e�e^RY- iNslYl: �. �. M'W..i�tfis'kt�'N i•.. ^u,.. TOatl'n Span=ZW R Span=4 W1448 W WoO8 Span14 . a W14X10 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 = 0.020, Lr = 0.020, W = -0.0470 ksf, Tributary Width = 26.60 ft Section used for this span Me: Applied Mn 7 Omega : All Load Combination Location of maximum on span Span #where maximum occurs Maximum Deflection W14x38 91.965 k-ft owable 140.357 k-ft +D+Lr+H, LL Comb Run (`L') 14.O0 ft Span # 2 Max Downward Transient Deflection 0.680 in Ratio = Max Upward Transient Deflection -0.565 in Ratio = Max Downward Total Deflection 1.133 In Ratio = Max Upward Total Deflection -0.875 in Ratio = Section used for this span Va : Applied VNOmega : Allowable Load Combination Location of maximum on. span Span #where maximum occurs 264 >=240. 318 >=240. 297 >=180 206 >=180 W14x38 15.962 k 87.420 k +D+Lr+H, LL Comb Run (1U) 28.00 ft Span # 2 Load Combination Max stress Rados summary of Moment values summary or bnear vames Segment Length Span# M V Mmax+ Mmax- Me Max Mnx MnxlOmega Cb Rm Va Max Vnx VnxlOmega +D+H Dsgn. L = 7.50 ft 1 0.112 0.091 -16.03 16.03 238.03 142.54 1.00 7.98 131.13 87.42 Dsgn. L = 9.89 ft 2 0.228 0.091 35.02 -16.03 35.02 256.25 153.44 1.85 1.00 7.98 131.13 87.42 Dsgn. L = 8.21 ft 2 0.283 0.027 39.83 35.02 39.83 235.09 140.77 1.02 1.00 2.34 131.13 87.42 Dsgn. L = 9.89 ft 2 0.228 0.091 35.02 -16.03 35.02 256.25 153.44 1.83 1.00 7.98 131.13 87.42 Dsgn. L= 7.50 ft 3 0.112 0.049 -16.03 16.03 238.03 142.54 1.00 4.28 131.13 87.42 +D+L+H, LL Comb Run(" L) Dsgn. L = 7.50 ft 1 0.112 0.091 -16,03 16.03 238.03 142.54 1.00 7.98 131.13 87.42 Dsgn. L = 9.89 ft 2 0.228 0.091 35.02 -16.03 35.02 256.25 153.44 1.85 1.00 7.98 131.13 87.42 Dsgn. L= 8.21 ft 2 0.283 0.027 39.83 35.02 39.83 235.09 140.77 1.02 1.00 2.34 131.13 87.42 Dsgn. L = 9.89 ft 2 0.228 0.091 35.02 -16.03 35.02 256.25 153.44 1.83 1.00 7.98 131.13 87.42 Dsgn. L= 7.50 ft 3 0.112 0.049 -16,03 16.03 238.03 142.54 1.00 4.28 131.13 87.42 +D+L+H, LL Comb Run ('L') Dsgn. L = 7.50 ft 1 0.112 0.091 -16.03 16.03 238.03 142.54 1.00 7.98 131.13 87.42 Dsgn. L= 9.89 ft 2 0.228 0.091 35.02 -16.03 35.02 256.25 153.44 1.85 1.00 7.98 131.13 87.42 Dsgn. L= 8.21 ft 2 0.283 0.027 39.83 35.02 39.83 235.09 140.77 1.02 1.00 2.34 131.13 87.42 Dsgn. L = 9.89 ft 2 0.228 0.091 35.02 -16.03 35.02 256.25 153.44 1.83 1.00 7.98 131.13 87.42 Dsgn. L= 7.50 ft 3 0.112 0.049 -16.03 16.03 238.03 142.54 1.00 4.28 131.13 87.42 +D+L+H, LL Comb Run (*-L) Dsgn. L= 7.50 ft 1 0.112 0.091 -16.03 16.03 238.03 142.54 1.00 7.98 131.13 87.42 ovoo 00000 00000 00000+��0000rt00000 00000w > 000v•0000l+vvvvvJ�a"ai v000 > 2 � "ago go > 2 02019 W % A r rrr�rrrrr�rrrrr'rrrrr� rrrr�rrrrr�rrrrrr.r rrrrrrrrrrrrrrrrrrrrrrrrrrr33 n n ll n r n n u n urn u It n u u n It u u r u ll n n u r u n n n n r n n n u n r it it it u u r u u it u urn is is n n r it it n n urn u n n g A �mo mN��eJUO o3V �OI�tm-+ m[O �O V JO m�O +mmf0 JO OC JO m10 m+ �fe0 JO oQ �OI�(O W+ St0o �OIoO' �I �tc0 W� �Wc FOlo0. �I�0 W� mt0 JO oO" �Immm�lOJ. m m VO V m m m V OQJo3.33 0 kJ&I UOmTmbm)Nm��m�tOJNA3Q JNm�mit�Or I- K O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O V V V N A+ W V V NUN V N A O N V V A N N tO U tWO N V N O A N N W W m N N m W W N N m W W N N m W m N N � A O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O < Q O ..... ..... O.O �� O�O O f VV (AO VOUWm NtO NiDN >mWmap aDmUVV ��UJV >mN[p [00 At0 �i b [AO ym UI 4 A NO NN CNN JmV W�Om NWN UWU UtW04Wi WtWOW 3 VVAO U WADI N+N OWN �VOV V m0 �m0 VUW 00]W Wm0) mJ O �O N�O O �O 6m0 6m0 K W W & & ii � WO N[JW +N 411J &fG. iiW�i —� �W�� �W-� �W.+� -iW-- �WiK 00 O V O O W P W O O O 0 0 0 W W U 0 0 O O W m U U W N m W 4 m m W W fT W W W W U W W W W U W W W W U W N IWO Imo IWO W W ... ..... .. (WT f0 m l0 ..... OJ ..... OJW0i ..... WWW ..... WNWW ..... WNWW ..... WNWW ..... WNWW ... [OJ K � U � 3 J �I �10 WJAWO OOA00 WfNON00 O(VJAVW W NW O OON[NO..... WW O..... '.N(WOW(WOU d 3 V OO �m OWWOfO OBI DI tO tO •(OOOQ�O O Of fOUO V. 0. �.0 OOWO p�� W �O + O •O �O (O V (O (O W A O f0 t0 W W V W V W t0 (O O A W W NWN W W N 4i N W W N W N W W N W W N W N y O P�I O N m N N N NNN N N NNN N N N m N N N N N N N NNN N N NNN N N N m N N N NNN N N NNN N N N N N A T m W UW U W W U W U W W W W W U W U W W T N m WW WW OUIW U W W U W U W U U W (NJ m OWi p F. W W U W m W m U V P. � V m m W A W ,W ,W O] V W P. W W U W W W W U W MU.. ,W m N �mO WNONO ON+NO ON�NO LOi VNibm(Oi� mNANO ON+NO W W O�.IJO �N�IVO Wm�NO ONONO WNON j� G U W U [O U W W U W U W W W U W W U O U W U W W W U W N i H U A U A > W A U A A U A U A A U A W A A U A U A N8� A U A A U A U A A U A U A A U A U A N 8 AO 8� A A W A U A A U A U W O W N N fJ O W N N W N Wp N N W N W N N y W O [J N O W N N WNW N N. Wp O.fpJ N N W O W N N N W O W N N W O W O b WNU WNW N NN[O W WNU WNU NU 4WiNU O O O O O ..... O O O O ..... O O O O O O ... O O ..... ..... ..... ... ..... ..... ..... ..... .... 3 (n A fT fh A A U fly U W W N Z W LUiWW mmmmOWl V Vil Amdm m(ATm61 L,, r,,Z. WTb.m(O mWWWW V�mVAi (AT mmAmm OmWAmd Od mmAmm 3 w uie in C.+ zi Z� G�.W.zi .4.Z3 zz Z� Z� Z� Z�WZ�W Go, x N 'w 'w ww WWc-lio Z3w'w i.�'w 'w w'w 'w 'w W W WuZ� v'w 'w 'w 'w 'w 'w 'w 'w W Wo+u i.+ 'w 'w 'w ni.. 'w 'w 'w 'w 'w 'w 'u �'.i �'.im W W W f < d 0� m m m m W W W W W W m m m m m m m m m W W W W W m W m m m m m m m W W W W W W m m m m m m m m W W W W W W W W W W. 3 V V V v J r V V. V V V V V V V V V V V V V V V V V V V V V v J V V v V V V V d N N N N N NNN N N N NNN N N NNN N N NNN N N NNN N N NNN N N NNN N N NNN N N NNN N N NNN N N N N N d S S S S S S S S S S S o�00000�00000�00000�00000�00000�00000�00000�00000�00000�00000�00000 V O U U tj U O U U O N 7 7 O .. . N� O�J 09 OJ 1± rr+ i i 11 11 rr 11 11 1. It 11 11 y i i r+ i i y i i i 1 It i i rrr+ r+ 11 It r± 1111 11 it it V CN V 10 m m V CU V m m t0 V 0o V. W. V ON V f0 m m V OV V W W 10 V OV V (O W W N OV N p W (O V �1 V p W p V CV V f0 W 10 V v V t0 W (O V CV N O W [O V . ..... O..... E. �W NWUOU�Nwf)S�fT W NmUU[TC•Nm[T Ofn �W NC•IT �II��mNmN�NaN.............. ...ON.oONO...0 O(AOm+bO(AOW+t00(AOm+t00(AOtO+a00rOO+OOrOm+[OOrO[p +�OOr00+tOO r.0 t0 �00 r O .T � .T .T .9 .T .T }� .T .T .-Y .9 .-Y }� .T .T .T .9 .-Y }� .-D .-D .Y .-D .-Y } .-Y .9 .-D .-2 .-Y } .-D .'Y .-Y .'Y .-Y { .-Y .Y .'9 .'Y .'Y � .-Y .'Y .Y .Y .-Y } .-Y .9 .T .-II .T } :Y :Y .T .T •T 4 .T .T 3 S .T F F F F F F F F F F F 3 3 3 3 O O O O O O O +pWNNN+�WNNN+�wNNN+�WNNN+�WNNN+�IWNNN+•TIWNNN+•ZIWNNN+�IWNNN+.OWNNN+.TIWNNN+ O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O ..... ..... Wt0 + OJNVO +OAW[O m�0+ +NW NNW+ O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O . ....0 0 0 0 0+ o>; O. o o O o 0 SO .. NiO. .. N.. .UTU(Ul, [AO u.Hmo ...0 0 0 Aw.w O00i urnp Up ii �NOdi N tUJ, O m �IOOV mtO � lc+J J wW oo w J tOJ W wrn+vJ w w w w w w w w w W rn U PW WJ W i W N W p F. o m o r w w w w W (O W W SO W U fO W (O V SO A V A+ tl� SO W UV (V000 m m WTV OAJ mt0 Om0 NWN NWN NWN A+A O+O O(O Wm VOWS OS NWN - 11+ W+ + W+ + W+ N NUN N OS N N N NNN N + N N N N N W N N N+ + W+ OSW (n OS Os Os rn (n OS Os Osrn (T OS OS JJ(OVV POSwJV VJwVV rnJJV VVwOf 01 Of'OSogOs VVVrnm 'mrn [T OS Oa O COOC �O�O� ACC �OONCO�O I4.AWI4I4 CCUIJI4 NI4WI4N �O�OV I4I4-JIJW�O�O G�CVOC IJ fJ 'JCC OC OOO W W W N W W W W N W W W W N W W U U A U U W W O D U U W O D U w W V U U U U O W W W W pa W W U U V W W W W N W W +[W)SmUT m<Wi. m [WIS 'W Of (Wl�tW0 fWl1m VmJmJ Osm WWI VJmVV '+aVV VWpp'm omo'm VVa+Of Of (WI�m VWi Orn O OOWOO OOWOO OOm00 NUVUN OVAUN mNNOO fJVN Wa�1.0 O�1 (0 �10 NVWOO OOm 00 W W N W N W W N W N W W NWN W W A+ A W Wf0 O O W W W+ W W W m W V W W O O (O w W W W m W W V m W W W N W N W N N N N W (Nl� W N W W [T W N W W (Nl� W 4Ni W W N W N W W N W N W W U tNJ VNi J N NNN W W U (NJ N W W U tN•f VNi W W [Nj� W (Nl� W � mOSUmm mUmm mmAWm mmOSWm WrnrnOsm �TAO]W mOSAOsm mrnrnrnW mrnWrnm W W VNi t0 VNi W W UNi [00 ONi [OJ (OJ (NT 100 N [O•S [Ois ONi t00 ONi [OSS lOis U m N W O N F U W W U (NT iNT W f0•a (NT rn VNi W W [Nl� W N W W U VNi U W W VNi � (NJI W U G N KI 3 N A d U d U d N UAW A A W A W A A UAW A A U A U A N;3 i J N d U A W d A U d U d N U A U A A U d U A N (UJ O a N N N N WOW N La O W N N W O W N N WOW N N W O W N N W +(J N N WOW N W O W N N W+ W N O 4S [)S .P �1 .PW U.pVAU AVA[>t AVAN Am dfN a0!?(!t fT L. A.PU <T laWAW USA U.PW WAAd[SS UA�IAW f)S 3 A A A V A A A A V A A A A V A A A A V A A A A W A A A A+ A A A A V A A A A W A A d d O A A A A V d A A d V d A A N d f S O W W OW S O W rn 0� O O O O J JAW W N(ml� WNW WNW NU mN(O UNW N+N N+W WNV WNW 0 000f J'o0'J ccccc occoc oo o.00.....o A 0 0 0 0 0 0 0 0 0 0 ..... ..... 0 ..... ..... ..... 0 3 V A V N V V A V N V V A V N V V V W W W W A W A W W V V N V V A V N m W V W A W W A W W W W V W N V V A V N V V N (O fJ tO IO N�fJ tOb (O fJ tO� VWiOWW m+W(D (O N[O W[O f0 NUVWW N IO W.+� NU[p UfN NWVU[T N[O W(O (O W W W A W W W W A W m W m A m m V m V J V m V V V W A m W W W A W W V W V J W V W V V V W A W W W W A W W Wiii�2 iiwii �W�� WWWWW wwwWQ' iii.W.i iwwwi i222!.W.i ii.W. .W.i 'w'w'w 'w'w'w'w'w 'w'w'w'w'w ww 'W 88 Z; Es Zn 8Z; ww ww ww w ww W WW.WW WWWWW ,WWWW. .W.W. WWW.� �m�WW �JOWWWW .WWWW W.WW. WmWmW WWWWW N N NNN N N NNN N N NNN N N NNN N N N.N N N N NNN N N NNN N N NNN N N NNN N N NNN N N NNN N V. o, m O V N m V ZV'L9 El1£l 6Z'S 001 DI 44'ESL SZ'99Z CZ'ZE lZ'o- £ZZE 190'0 OLZ'0 z U69'6 =1'u6sp ZV'L9 El'1£L L07 001 Z0'1 SO'1V1 99'92 2W V6'9Z 1z'4E VZO'O UZ'0 Z ULZ'8 =I ON] ZV'L8 EL'l£l 60'9 001 Z8'l OVS91 9Z'95Z WE MW WE OLO'0 68L'0 Z 1169'6 =l'u6sp ZV'L9 Ul" 60'9 001 4S'Z4l EO'BEZ EV1l EV'1P ONO 080'0 L UOS'L =l'u6sp BOO 11 'H+M09V'0+109L'OA109L'0+0+ Z079 CVU 90,E 001 V97Vl EO'BEZ Etll E6'LL- SEO'O 090'0 E U09Y =1'u6sp ZV'L8 EVM 90,E 001 EO'L OWED 9L'ZZZ EV'Ll CM- 00'0- SEO'O 9900 z U69'6 =l'u6Sp Z4'L9 "'In so 001 001 9Z'68l VB'ZEZ LL'01 LL'OV 00'0- 0000 LLO'O z 4In =l'u6sa zVL9 EL'M 01'0 001 to 00TU BL'ZZZ EV'11 CM- 00'0- too'0 980'0 Z 468'6 =1'USCI zVL8 EL'lEl 90,E 00'l V97K £o'9£z E4'LL £VIV No 0900 1 UoS'L =1'u6sp BOO 11 'H+M09V'0+109L'0+J109L'0+& ZV'L8 EVM 900 00'l V9'Z4l EO'8EZ lzo 20- Woo Wo'0 E UO9'L =l'u6sp zV'L8 £l1El LE'0 00'l 991 VV'E91 9z'99Z M lS'E- 00'0- VOO'0 U0'0 z 468'6 =l'u6sp zV'L9 EVM EVO oo'l SZ'! VV'E91 9z'99Z 099 08'9- 00'0- 9000 VV0'0 z 4In =l'u6sp ZV'L8 £L'M 09'0 00'l OZ1 VVM 9Z'99Z E4'LL EV'll- 00'0- 9000 VLO'0 Z U68'6 =l'u6sp ZVYB EL1El SO's 001 097Vl so sez EV'Ll EV'll- 9E0'0 090'0 l UOS'L =I Aso BOO 11 'H+MO5V 0+109L'0+I0SL'VG+ ZV'L9 eVIU SO's 00'L VS'ZK Metz EVU EV4- 9E0'0 090'0 E 809'L =l'u6sp ZV'19 £1'Lel 60'9 00'L l91 bVM SZ'99Z V6'8Z EVIV V6'9Z OLO'0 69L'0 Z 468'6 =l'u6sp ZVY9 EL'LEL L07 Oo'L z01 90161 99'92 lZ'VE V6'8Z 0VE VZO'0 EVZ'0 Z U1Z'8 =I ASO ZV'L8 Ula 6Z'9 00'1 VV'1 WCSL SZ'93Z £ZZE Lzo- ENE 00'0 %Z'0 Z U68'6 =l'u6sp ZV'L9 EL1El 09 00'1 V9'ZVl EO'8EZ 2,0 lz'o- l90'0 NOT l 409'L =l'u6sp BOO ll'H+MOSV'O+IOSL'O-JI09L'" ZVY9 U'M 90'0 003 KzK EO'8EZ 2'0 1Z 0- Woo l0o'0 E U09'L =l'u6sa ZV19 EL'LEL 69'9 00'L 9V1 "T9 SZ'99Z 61,9E 2'0- 61,9E 990'0 9EZ'O Z U68'6 =l'u6sp ZV19 El'lEl L9'1 001 01 Koh E6'EEZ DU 6l'9E ME 6L0'0 E9Z'0 Z U In =1'u6sp ZVY9 £1'LEL 69'9 001 9V1 VV'E% SZ'9Sz 61,9E lZ'0- 6V9e 990'0 92'0 Z U626 =I ASO ZV'L9 El1EL 69'9 003 V9'zn Weez lZ'0 LZ'o- 990'O 100'0 L U0S'L =1 ASO BOO 11 'H+M02V'0+109L'0+JI09L'O+p+ ZV'L9 E11EL SO'E 001 VSZVL colez £V'll EV'l L- 9E0'O 090'0 E 1409'L =l AS(] ZV'L9 cllU 90'E 001 Oz'l 4VM SZ'99Z eV1l et' 1l- 00'0- 9E0'O VL0'0 Z U69'6 =1'u6sp ZV'L9 EL'1EL EV'0 003 9z'l VVe9l SZ'99Z 09'9 09'9- 00'0- 900'0 VV0'0 Z UlZ'8 =I AS(] ZV'L9 E11EL L£'0 001 L91 4VM 9z'99Z 19,E ITT- 00'0- VOO'0 EZ0'0 Z 11696 =1'u6sp ZV'L8 e[1EL OE'0 003 VS'ZVl Mote LZ'O 1Z'o- Woo LOO'0 L UOSY =1 ASO BOO 11 'H+MOSV'0-109L'O+JIOSL'O+p+ ZVL9 eVIEL 9Z'V 001 KM so E0'91 EO'9l- 6V0'0 ZL Vo E U09'L =1'u6sp ZV'L9 EL1EL 961 001 e8'l 00'M 9Z'99Z ZO'9E EO'9L- UK 160'0 OUT Z U69'6 =1'u6Sp ZV'L9 Ulu VEZ 001 ZO'l LEM 60'S£Z E8'6E ZO'SE E8'6E LZO'0 e8Z'O Z U lz'9 =l'u6sp ZV'L9 £L1£l 96'L 00'l 98'! 00'£91 9Z'99Z ZO'9E EO'9L- Zo'SE M'0 BZZ'0 Z U 69 6 =l'u6sp ZV19 UlU 96"L 00'l VB'ZVL so NZ EO'9l E0'91- l60'0 ZU'0 L U09'L =l'u6sp H+30j+0 - ZV'L8 E11EL SE1 00'L 4S'ZVl Metz L0'9 to SLO'0 9E0'0 E UOS'L =1'u6sp ZV19 MU ZS'Z 00'L tel VVM 9Z'99Z Loll LOLL- to 6Z0'0 ZLO'0 Z U69'6 =1'u6Sp ZVY9 U M 4L'0 001 Z01 LEE 60'9EZ 69U 69'ZV 000- 900'0 680'0 Z U lz'8 =I vosp ZV'L9 CVu Z97 00'l 991 VV'e91 9Z'99Z LOlI L01V to 6Zo'0 ZLO'0 Z 0696 =l'u65p - Z4'L9 UM ZSZ 001 097VL COTE to to 6Zo'o 9f0'0 l UOS'L =l'u6Sp H+MO9'" ZV'L9 MM 9Z"V 00'l V9'ZVl Metz so 9l E091- 600'0 ZLCo E U09'L =l'u6sp ZV'L9 el1El 96'L 001 E8'l 6VM Sz'99Z Zo Se 60'9V ZO'96 160'0 OUT Z U69'6 =1'u6Sp ZV'L9 UlU VE'Z 00'L ZO'l LL'OK 60'9EZ £8'6C ZO'SE £8'6E LZO'O CRT Z u lZ'8 =l'u6sp ZV'L9 El'M 861 00'L 993 6VM SZ'99Z Zo'Se EO'9V ZO'9E 160'0 BZZ'0 Z U69'6 =1'u6sp ZV'L8 EL1£l 86'L 003 ORK e0'8EZ EO'9l MR- 160'0 Zl Vo L u0S'L =l'u6S0 11) uny gwop 11'H+S09L'0+109L'O+p+ ZV'L8 E11E1 9Z'V 001 4S'ZVl £0'8EZ so E0'9V ROT ZLVo E 11 on =1'u6sp ZV'LQ E11EL 86Y 003 Eel 4VM 9Z'99Z ZO'Se C0'9V ZO'Se 160'0 9ZZ'0 Z U68'6 =I Asp Z019 £l1El VCZ 001 Z01 LL'OVL 60'9EZ E8'6E ZO'9E E8'6E LZO'0 EBZ'0 Z U1Z'8 =1'u6sp Z019 EL'L£l 86'L 001 991 VV'E9L SZ'99Z Zo'SE C0'9V ZO'Se 160'0 9ZZ'O Z 1469'6 =I Vs(l ZVYB U'M 86'L 00'l 097VL Wets EO'9l E0'91- 160'0 Zll'O L U0S'L =l'u5so 11) una gwoo 11'H+SM 0+109L*" ZVY9 UU1 96'V 00'L 097VL EO'8EZ E091 E09L- 6V0'O ZWO E U04'L =I TOM ZVYB El1El 96'L 00'1 E91 VV'ESL Sz'99Z ZO SE eO'9V zo'Se 160'0 8ZZ'0 z 468'6 =l'u6sp ZV'L8 el lsl We 003 ZO'l LEE 60RZ Me z0'S£ £9'66 LZ0'0 e9Z'0 Z U LZ'9 =l'ufisp ZVYB £l'L£1 961 001 591 VVM Sz'99Z Zo Se so 91- Zo'96 160'0 8ZZ'o z U69'6 =I Tfls(l ZVYB el Kt 96'L 001 VSZVL EO'8Ez E091 so 9V l60'0 NVo L 409'L =l'ufisu ,l) uny gwop 11'f{+SOSL'Q+109L'0+p+ ZV'L8 WlU BZ'V 003 VSZVL EO'8EZ E091 609V 6V0'0 Wo E UoS'L =l'u6sp ZVYB El1El 96Y 003 Eel VV'691 SZ'99Z ZO Se e0'9V Zo'9e l60'0 8zz'0 Z U69'6 =l'u6sp ZVYB U'M V£"z 001 zol LL'OVL 60'9EZ ME ZO'S£ E8'6E LZO'0 E8Z'O Z ULZ'9 =l'u6sa ZVYB U'M RU 003 991 VV'E91 SZ'99Z ZO'9E e0"9V Zo'9e l60'0 9ZZ'O z 1169'6 =l'u6sp e6awp/xuq xuA xeyy eA wd qO e6aw0/xuW xuW xeyy eW -xewyl +xewyy A Vq puedS t46ual 1uaw6as %nIOA BINS 10/Jewwng senleA luawoyy to kewwnS sogea ssa-0S MV4 uogeulgwo0 Pao] 969OU V'0 6doue0 m9N u0sap 1081md Z96Z£ -H VEag maq LZ9Z-LL :(111001md 30SV'W'3d'U0gS'Muosep :19awBu3 laailsLog 009 suued puepagwn0 :911!110e1ad sale!00ssV 8 uOW SIVY1 e o�00000�0000go�00000�00000�00000�00000�00000�aoaoo�00000�00000�a0000� 1.. �f0 t0 fa fa fO_. fO_fO_fO f. r�rrrrr�rrrrr�rrrrr�rrrrr�rrrrr�rrrrr�rrrrr�rrrrr�rrrrr-rrrrrrrrrrp V o V f0 W t0 V J V t0 W t0 J V V t0 W �O V N V f0 W 10 V V V W W tD V J V f0 W f0 J �1 (D t0 V V V t0 W f0 V J V W W p V V V t0 W p J V W N. N. N. N W LN w IS N..W. W N.. M.. T ISON.NWNONNNWNONmNm(I�ONWIJWUO NSW IJ �W fTO NSW IJ �W (NONWNCO (np o Nob�mo V1 O�0+mo'q)oao�mo(q oao-+ap O(Aom+moyoaO..W.. w O.+lOO(q oao +ac o(q oao +ao o(p o�0 +aoor N N N NO N N N O O m m m m x x x x 0 0 0 0 0 0 0 0 0 0 O o 0 0 0 0 0 0 0 0 0 0 0 0 o O O O o o O O o 0 0 0 0 0 0 0 0 0 0 0 0 O O N N N o + N N N + + N N IJ 00 C O O O O O O O O O OHO O O GOO O ..... O O O O O O W O W O N W N+ + N NW + + NW w O O O O O 0 0 0 0 O O O O O O O S O O O W+ A W O W N W O O O O O O O O .... O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O OO O OOGO BOG O00�OO � ...BOO ..... Op OOOO .00iO0Oi 0Oi 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 00 0 0 0 0 00 0 0 O + (O+V tG+V 1D+J + O+ O++ �WW WWW (WT (WON NN �O V� U[ON 000 000 000 000 000 000 000 :1, TWA GWO O OWO ?NA afnA ANA AU,A �N.G AUA A(T .P (O A[O N W N N W N N W N T N W W N W W N rn W N W N W W N W W N rn J O J rn U'Wrn +W 'W IWnrn'W 66.66 66.66 66.66 66.66 66066 66066 66.66 »� W -- i i m i- N N m N- -- A NIV -- W N W W W W W W N W ++ rn Nrn++ W++ ++m- m Orn ,VWi [WO ,[Wnrn 8 UfW.8 w[Wnm<Ws. 01 .... 00... 0000. ..... ..... 00P0p 00000 �>m o.+ O ..... .'O W'O0 OOWOO NmUAN N>fTAN �>fT A1J �ANAN NmfU .�N N�NAN NAVE>IV Aa0 A�0A W N W N W N W N W W N W N W N. W N W+ N. + W N. + N W+ N rn W N W W J O J W 4Ni fT W W U W U LNi fN�a (NT W N [NJ N N� N N (V N � N.� W fNT W (NT W W N W (NT W N N� N N N N W U (N�f N N W N W fJ N W N W W Ol N rn W � rn (T W� W W N W W W W [T rn� W Of V1 �� 0� (T rn� � Of N W ao W W V• W W O O NCO NCO OIJONO ONONO ONONO NCO NCO O NONO ONONO ONONO ONONO ONONO ONONO a N N8� A N r A W A U A A N A N A A U A N A A N A N A A N A U A A U A N A A U A N A A U A N A A U A N A N ZA A� A A O W N N W O W N N W O W N N W O W N N W O W N N WOW N N W O W N N W N N O W WOW N N W O W N O N N fly NOVAN UAJAU AVa(O .G �1>N VNL J.PN NAVAU AV A[T AVAN AVAfT dVAfn Nd�1 d [n 3 N W G W . OW W O N W O W ' N W' p W N U W N W N U W N N N N N N W N W N N N N W Vi O ..... ..... ..... ..... O O O O ... ..... ..... ... ..... ..... ..... ..... ..... O 3 J AVNV�1 a�N�1v AKIN �1r 00000 00000 pp0pp 00000 00000 OoOOo OOOOo W(n +tn to m mmAmm NW mdm� Nd�A WW WW WOWOO rnOWOO WOWOO WO(OJOO WO4OiOO mO(Oi�OO WO(Oi�OO N[WO J[WO [WO iiw!2!:! [J[JWWW W!�!�� .2E2E22Wi iiiiiww�w ww wwwww W W W W W W W W W W W W W W W W W W W W W W W W W W W N W W m W W W W V V �l V V V V V V V V v N J .1 V r V V V V V N V V V V V v V v v J V V V V r V V V J J J v J N V v V r V V N N NNN N N NNN N N NNN N N NNN N N NNN N N NNN N N NNN N N NNN N N NNN N N NNN N N NNN N li o_ `m O V T V Mills, Short & Associates 800 8th Street Vero Beach, FL 32962 C.A.#30698 Project Title: Cumberland Farms Engineer: Jason W. Short, P.E., M.ASCE Project ID: 17-2627 Project Descc New Canopy Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax+ Mmax- Me Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega Dsgn. L = 9.8911 2 0.228 0.091 35.02 -16.03 35.02 256.25 153.44 1.85 1.00 7.98 131.13 87.42 Dsgn. L = 8.21 It 2 0.283 0.027 39.83 35.02 39.83 235.09 140.77 1.02 1.00 2.34 131.13 87.42 Dsgn. L = 9.89 ft 2 0.228 0.091 35.02 -16.03 35.02 256.25 153.44 1.83 1.00 7.98 131.13 87.42 Dsgn. L = 7.5011 3 0.112 0.049 -16.03 16.03 238.03 142.54 1.00 4.28 131.13 87.42 +D+0.750L+0.750S+0.5250E+H, LL Con Dsgn. L = 7.50 It 1 0.112 0.091 -16.03 16.03 238.03 142.54 1.00 7.98 131.13 87.42 Dsgn. L = 9.89 ft 2 0.228 0.091 35.02 -16.03 35.02 256.25 153.44 1.85 1.00 7.98 131.13 87.42 Dsgn. L = 8.21 It 2 0.283 0.027 39.83 35.02 39.83 235.09 140.77 1.02 1.00 2.34 131.13 87.42 Dsgn. L = 9.89 It 2 0.228 0.091 35.02 -16.03 35.02 256.25 153.44 1.83 1.00 7.98 131.13 87.42 Dsgn. L = 7.50 ft 3 0.112 0.049 -16.03 16.03 238.03 142.54 1.00 4.28 131.13 87.42 +D+0.7501-+0.750S+0.5250E+H, LL Con Dsgn. L = 7.50 It 1 0.112 0.091 -16.03 16.03 238.03 142.54 1.00 7.98 131.13 87.42 Dsgn. L = 9.89 It 2 0.228 0.091 35.02 -16.03 35.02 256.25 153.44 1.85 1.00 7.98 131.13 87.42 Dsgn. L = 8.21 It 2 0.283 0.027 39.83 35.02 39.83 235.09 140.77 1.02 1.00 2.34 131.13 87.42 Dsgn. L = 9.89 it 2 0.228 0.091 35.02 -16.03 35.02 256.25 153.44 1.83 1.00 7.98 131.13 87.42 Dsgn. L= 7.50 It 3 0.112 0.049 -16.03 16.03 238.03 142.54 1.00 4.28 131A3 87.42 +D+0.750L+0.750S+0.5250E+H, LL Con Dsgn. L = 7.50 It 1 0.112 0.091 -16.03 16.03 238.03 142.54 1.00 7.98 131.13 87.42 Dsgn. L = 9.89 ft 2 0.228 0.091 35.02 -16.03 35.02 256.25 153.44 1.85 1.00 7.98 131.13 87.42 Dsgn. L= 8.21 0 2 0.283 0.027 39.83 35.02 39.83 235.09 140.77 1.02 1.00 2.34 131.13 87.42 Dsgn. L= 9.890 2 0.228 0.091 35.02 -16.03 35.02 256.25 153.44 1.83 1.00 7.98 131.13 87.42 Dsgn. L = 7.50 It 3 0.112 0.049 -16.03 16.03 238.03 142.54 1.00 4.28 131.13 87.42 +0.60D+0.60W+0.601-1 Dsgn. L = 7.50 It 1 0.081 0.065 11.48 11.48 238.03 142.54 1.00 5.71 131.13 87.42 - Dsgn. L = 9.89 It 2 0.163 0.065 11.48 -25.08 25.08 256.25 153.44 1.85 1.00 5.71 131.13 87.42 Dsgn. L = 8.21 ft 2 0.203 0.019 -0.00 -28.52 28.52 235.09 140.77 1.02 1.00 1.68 131.13 87.42 Dsgn. L = 9.89 It 2 0.163 0.065 11.48 -25.08 25.08 256.25 153.44 1.83 1.00 5.71 131.13 87.42 Dsgn. L = 7.50 It 3 0.081 0,035 14.48 11.48 238.03 142.54 1.00 3.06 131.13 87.42 - +0.60D-0.70E460H Dsgn. L = 7.50 It 1 0.067 0.055 -9.62 9.62 238.03 142.54 1.00 4.79 131.13 87.42 Dsgn. L = 9.89 ft 2 0.137 0.055 21.01 -9.62 21.01 256.25 153.44 1.85 1.00 4.79 131.13 87.42 Dsgn. L = 8.21 It 2 0.170 0,016 23.90 21.01 23.90 235.09 140.77 1.02 1.00 1.40 131.13 87.42 Dsgn. L = 9.89 ft 2 0.137 0.055 21.01 -9.62 21.01 266.25 153.44 1.83 1.00 4.79 131.13 87.42 Dsgn. L = 7.50 ft 3 0.067 0,029 -9.62 9.62 238.03 142.54 1.00 2.57 131.13 87.42 t OverallMaximu_mD_eflections -I Load Combination Span Max. "= De8 Location in Span Load Combinaton Max. "+• Dell Location in Span +D+Lr+H 2 1.1332 14.187 0.0000 0.000 3 0.0000 14.187 +D+Lr+H-0.8748 7.500 FVerticafFteuctions --- Support notation: Far left is#1 Values in KIPS Load Combination Support Suppor12 Support Support Overall MlNimum 0.159 0.159 +D+H 12.255 12.255 +D+L+H, LL Comb Run (••L) 12,255 12.255 +D+L+H, LL Comb Run (•L7 12.255 12.255 +D+L+H, LL Comb Run (LL) 12.256 12.255 +D+L+H, LL Comb Run (L•7 12.255 12.255 +D+L+H, LL Comb Run (L•L) 12.255 12.255 +D+L+H, LL Comb Run (1-1-7 12.256 12.255 +D+L+H, LL Comb Run (LLL) 12.255 12.255 +D+Lr+H, LL Comb Run (••L) 11.721 16.779 +D+Lr+H, LL Comb Run (•L•) 19.703 19.703 +D+Lr+H, LL Comb Run ILL) 19.169 24.227 +D+Lr+H, LL Comb Run (L••) 16.779 11.721 +D+Lr+H, LL Comb Run (L•L) 16.245 16.245 +D+Lr+H, LL Comb Run (LL•) 24.227 19.169 +D+Lr+H, LL Comb Run (LLL) 23.693 23.693 +DS+H 12.255 12.255 +D+0.750Lr+0.750L+H, LL Comb Run r 11.854 15.648 +D+0.750Lr+0.750L+H, LL Comb Run (• 17.841 17.841 +D+0.750Lr+0.750L+H, LL Comb Run (" 17.440 21.234 +D+0.750Lr+0.750L+H, LL Comb Run (L 15.648 11.854 +D+0.750Lr+0.750L+H, LL Comb Run (L 15.248 15.248 +D+0.750Lr+0.750L+H, LL Comb Run (L 21.234 17.440 Mills, Short & Associates 800 81h Street Vero Beach, FL 32962 C.A.#30698 Project Title: Cumberland Farms Engineer: Jason W. Short, P.E., M.ASCE Project ID: 17-2627 Project Descr. New Canopy 1VerticalReaFC ons`-- i� �� Support notation: Far left is#1 Values in KIPS Load Combination SupportI Support2 Support3 Support4 +D+0.750Lr+0.750L+H, LL Comb Run (L 20.834 20.834 +D+0.750L+0.750S+H, LL Comb Run (" 12.255 12.255 +D+0.750L+0.750S+Fi, LL Comb Run ('L 12.255 12.255 +D+0.750L+0.750S+H, LL Comb Run ('L 12.255 12.255 +D+0.750L+0.750S+H, LL Comb Run (C 12.255 12.255 +D+0.750L+0.750S+H, I.I. Comb Run (12 12.255 12.255 +D+0.750L+0.750S+H, LL Comb Run (LI 12.255 12.255 +0+0.750L+0.750S+H, LL Comb Run (LI 12.255 12.265 +D+0.60W+H -3,873 -3,873 +D+0.70E+H 12.255 12.255 +D+0.750Lr+0.750L+0.450W+H, LL Con -0.241 &553 +D+0.750Lr+0.750L+0.450W+H, LL Con 5.745 5.745 +[)+0.750Lr+0.750L+0.450W+H, LL Con 5.345 9.139 +D+0.750Lr+0.750L+0.450W+H, LL Con 3.553 -0.241 +DA.750Lr+0.750L+0.450W+H, LL Con 3.152 3.152 +D+0.750Lr+0.750L+0.450W+H, LL Con 9.139 5.345 +D+0.750Lr+0.75OL-,0.450W+H, LL Con 8.738 8.738 +D+0.750L+0.750S+0.450W+H, LL Com 0.159 0.159 +D+0.750L+0.750S+0.450W+H, LL Com 0.159 0.169 +D+0.750L+0.750S+0.450W+H, LL Com 0.159 0.159 +D+0.750L+0.750S+0.450W+H, LL Com 0.159 0.159 +D+0.750L+0.750S+0.450W+H, LL Com 0.159 0.159 - +D+0.750L+0.750S+0.450W+H, LL Com 0.159 0.159 +D+0.750L+0.750S+0.450W+H, LL Com 0.159 0.159 +D+0.750L+0.750S+0.5250E+H, LL Can 12.256 12.255 +D+0.750L+0.750S+0.5250E+H, LL Can 12.255 12.265 +D+0.750L+0.750S+0.5250E+H, LL Can 12.255 12.255 +D+0.750L+0.750S+0.5250E+H, LL Can 12.255 12.255 +D+0.750L+0.750S+0.5250E+H, LL Con 12.255 12.255 +D+0.750L+0.750S+0.5250E+H, LL Can 12.255 12.265 +D+0.750L+0.750S+0.5250E+H, LL Con 12.255 12.255 +0.60D+0.60W+0.60H -8.775 -8375 +0.60D+0.70E+0,60H 7.353 7.353 D Only 12.255 12.255 Lr Only, LL Comb Run ("L) -0,534 4.524 Lr Only, LL Comb Run ('L') 7.448 7.448 Lr Only, LL Comb Run ('LL) 6.914 11.972 Lr Only, LL Comb Run (L") 4.524 -0.534 Lr Only, LL Comb Run (L'L) 3.990 3.990 Lr Only, LL Comb Run (1-1-7 11.972 6.914 Lr Only, LL Comb Run (LLL) 11.438 11.438 L Only, LL Comb Run ("L) L Only, LL Comb Run (11 L Only, LL Comb Run ('LL) L Only, LL Comb Run (L'7 L Only, LL Comb Run (L'L) L Only, LL Comb Run (LL') L Only, LL Comb Run (LLL) S Only W Only -26.879 -26.879 E Only H Only Mills,Short & Associates 800 8lh Street Vero Beach, FL 32962 C.A.430698 5tee1 Beam . Description: Stringer (Sl)-Typ. of F CODEREFERENCES - - --1 Project Title: Cumberland Farms Engineer: Jason W. Short, P.E., M.ASCE Project ID: 17-2627 Protect Descr: New Canopy Calculations per AISC 360-10, IBC 2012, ASCE 7-10 Load Combination Set: ASCE 7-10 ��Material Properties-_ _�_� j 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 Span # 1, Defined Brace Locations, First Brace at 3.250 ft, Second Brace at ft, Third Brace at In Span # 2, Defined Brace Locations, First Brace at 10.0 ft, Second Brace at 20.0 ft, Third Brace at ft Span # 3, Defined Brace Locations, First Brace at 8.50 ft, Second Brace at ft, Third Brace at ft 0 0140 Lr O 01 W -0.5033 - �' .. "k uu A.o" e s ^4 A ^'V$<.'^+. .• USµS� '�}' �. .-v v i Sa RZY4 PN�"r:Yny� Span 14160ft Spa 300fl W1dxT6 1M1114x26 Span=11.600 W14x 6 Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Loads on all spans... Unifond Load on ALL spans : D = 0.020, Lr = 0.020, W = -0.07190 ksf, Tributary Width = 7.0 ft Maximum Bending Stress Ratio = 0.333 t 1 Maximum Shear Stress Ratio = 0.059 : 1 Section used for this span W14x26 Section used for this span W14x26 Me: Applied 23.257 k-ft Va : Applied 4.904 k Mn / Omega: Allowable 68.743 k-ft Vn/Omega : Allowable 70.890 k Load Combination +D+Lr+H, LL Comb Run ('L') Load Combination +D+Lr+H, LL Comb Run (LL7 Location of maximum on span 15.000ft Location of maximum on span 11.600 ft Span #where maximum occurs Span # 2 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection 0.476 in Ratio = 584>=240. Max Upward Transient Deflection -0.444 in Ratio = 626 >=240. Max Downward Total Deflection 0.514 in Ratio = 542 >=180 Max Upward Total Deflection -0.408 in Ratio = 683 >=180 Load Combination Dsgn. L = 3.25 It Dsgn. L= 8.35it Dsgn. L= 10.00 ft Dsgn. L= 10.00 It Dsgn. L= 10.00 ft Dsgn. L= 8.43it Dsgn. L= 3.17It +D+L+H, LL Comb Run (" L) Dsgn. L= 3.25it Dsgn. L= 8.35it Dsgn. L= 10.00 It Dsgn. L= 10.00 ft Dsgn. L= 10.00 it Dsgn. L= 8.43ft Dsgn. L= 3.17It +D+L+H, LL Comb Run ('L') Dsgn.L= 3.25ft Dsgn.L= 8.3511 Dsgn. L= 10.00 it Span# M V Mmax+ Mmax- Me Max Mnx MnxlOmega Cb Rm Va Max Vnx 1 0.009 0.008 -0.88 0.88 167.50 100.30 1.00 0.54 106.34 70.89 1 0.147 0.035 -0.00 -11.17 11.17 127.19 76.16 1.00 2.49 106.34 70.89 2 0.111 0,035 5.43 -11.17 11.17 167.50 100.30 2.48 1.00 2.49 106.34 70.89 2 0.108 0,012 7.51 5.43 7.51 116.38 69.69 1.03 1.00 0.83 106.34 70.89 2 0.111 0.035 5.43 -11.17 11.17 167.50 100.30 2.45 1.00 2.49 106.34 70.89 3 0.147 0.027 -0.00 -11.17 11.17 126.50 75.75 1.00 1.93 106.34 70.89 3 0.008 0.007 -0.83 0.83 167.50 100.30 1.00 0.53 106.34 70.89 1 0.009 0.008 -0.88 0.88 167.50 100.30 1.00 0.54 106.34 70.89 1 0.147 0.035 -0.00 -11.17 11.17 127.19 76.16 1.00 2.49 106.34 70.89 2 0.111 0.035 5.43 -11.17 11.17 167.50 100.30 2.48 1.00 2.49 106.34 70.89 2 0.108 0.012 7.51 5.43 7.51 116.38 69.69 1,03 1.00 0.83 106.34 70.89 2 0.111 0.035 5.43 -11.17 11.17 167.50 100.30 2.45 1.00 2.49 106.34 70.89 3 0.147 0.027 -0.00 -11.17 11.17 126.50 75.75 1.00 1.93 106.34 70.89 3 0.008 0.007 -0.83 0.83 167.50 100.30 1.00 0.53 106.34 70.89 1 0.009 0.008 -0.88 0.88 167.50 100.30 1.00 0.54 106.34 70.89 1 0,147 0.035 -0.00 -11.17 11.17 127.19 76.16 1.00 2.49 106.34 70.89 2 0.111 0.035 5.43 -11.17 11.17 167.50 100,30 2.48 1.00 2.49 106.34 70.89 �oov0000�0000000�0000000i0000000rt000000 o�i.0 vvvvv Ortvvvovoo�vvvvvvv�vavv o, r u It u u u n urn u n u It n n r n u n n n u urn It n it it n it r it it it it it it n r n n n it it n n r is is n It It u n u n n it it n urn it it it 0 � d o S"m000mu�wmoo'O muo wmoo'o mwo wmo o,'o mw3 wmo'o 'o �w3 wm000mw3 �amoo'o fn f�'3 �"m'o 'o 'o mw3 wmoo r � 14 3 iacoc�^'^'� i'a000 9 Aoo 3 UUcip000 Ncv�000��c-`>oco�'^'m�p000'�'^'cipo � r O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O K 0+�100. O.AO OA[OW[OAO ��IOW�AO OA�O�AO OA�O�AO OA�O�AO OAo0O00 O'��f Jf � U U NU[ON JaO mJAmAJm UNU.O+V.O mJ+m+J[O UJ+m+JLLI �J-�m+J[O mV�m+vt00 mV+m+v[O �V+Om � A d O O O O O O O P.-Pp.. O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O < O ... ... ... .. . 0 0 0 0 0 0 0 0... ... a omrnoom ....... �mN.mi.mm aoom��m��.wi.ii.wi, uw.m J...y�N.wi.iiN�m �JmNmmm JJm K bw'ma'.b b.'o 86 0W6 ,n . 66 6,6 6<,ti b 6,,,,.6 6�.V w N ANA 00No Od cl O OwNwo O4U 6 6 NA0 A(TA OW Ll X moo,.'.. -'.b 6'. .:.'0;�6 �oob��b b��o.��6 b��y.��6 b��u��6 6-- b b-'.�m��6 b��5n 3 A [O t0 U J V m W V V (AJ V J W A (O (O U V V m .11.11. .11.11. b. L, d d UUVNim miANAim UUUOiiW �iiUiim �ii�i l'm �ViUiim iiUiim �i i(..i i'Os ii (WJ J V+ x O Uall V UONU mNUTNm mU�mNm mm�m _ T 'Nm+mNU mNU+NV mV _ V v V v V pVV V V VPVMV V VmVVV V m V m V V v mJ -0U UUU UUU.UiUUUWU-U 0+ wUm G O....0 OOOOONO 000+000 OOOmO0. OOOWO00 OOOWO0. 000000 OOOmODO .00.3d N Oo V O m O V O O V O 0. O V O 00 V O V O V O O V O W O V O Oo V O m O V O 0 V 0 0 0 V J O J V O V O m O V 0 O V O m N UOIOOmO OUOmOmO UO(OOmO OUOa0000 UOa00m0 UO[000)O OfTO�OmO OU O(OOmO OUO[O O W �l [JUfJ ifJ W�l L.VWiy W�IW UWiW WVWO.W+W WVWO.WiW . WV.WVWOai. O UOUOmO OUOAOmO OUOWOmO OUO(OOmO OUO.00mO OU(O.mO oUo.0. 00 oU 0(OOmO OUO(O N dGm JO tD p LOd aOd aOA �401m AOA AG p U W a0 O N N N W N U W W U W W U W W U W m U W o m m o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 o o c o c o c c c .... O A ....... OOOo00. OOo ... O.000Oo ....... ....... ....... ....... ... 3 d J NOdP�d 4Ui 40i tUO (UJ tUD (mOd JNNAwmd W(OJ�WtAO�d W40i tA0 (mom. [AO [AOA WWtO W[O (AOa [UJ [OJ IAO (mJ �(AOA WW[AO W(AObA WW�W % 3 3 m mmmo.mrn wmmmmmo. mmo.m mo.m o.m mo.m o. o. o. o. o.mmmm o. o. o.mmmm mrnrn o. o. m mmmm w wwfJwww wwwwww W(JwWWW ww41ww4. 4Iw 4f 4f (J Lf (J fJ fJ Gu fJKy 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 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 A A A A < O 7 � V V V V V J V V V V V V V V V V V V V V V V V J V V J J V V V V V V V V V V V V V J V V V V V V V V V V V V O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O N ....... ....... ....... ....... ....... ....... ..... W W m m m W ... .... l0 ....... ....... ....... ....... ....... ....... ....... a0 O ..... ..... ti N a R O m ll. o, `m O V rn V r O Ti 0 11 rn rn rn rn ... ....... m m rn rn m rn rn m rn rn rn o rn o rn rn m m m m rn m rn rn rn rn m m m l ... M rn rn rn m �mm m m m mm wmmmmmm mmmmm-- aq-mmmmm ... cq Rmm m mmm m.m m m mm mm m m mm mmmmm m GGG.GGG GGGGGG GGGGGGG GGGGGG G GGGGGGG GGGG'GGGGGG. GGGGG oEr M1rnn nnnnrrr rrrrrM1 nnnnnnn ^000��n nrrnnM1r ���rnnn nnnnrM1r M1M1nnn > 0R d � m mmmmm m e e e e e e e e e e e e e e m m m m e e v e e e e e e e m m m e e e e e e e e e e e m m e v e e e e e e e e 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 M M M M M M M M M M m.d.d.d.d. .6.d 6.d...c `c.c .d .o.d.d.o.d .c.d..d.d 0 ....... ......� o .... � ... 0 0 ..... ..... ....0 0 0 ..... m E E cNIg19 m cN mNNn em.nM ww wmmNn urn c)w m mNNneem er rmmmm mmmrnoem emM1N W N e m N N O. Of N P m N OI N rn N N N N N rn N C C m d' rn N N N O m N O O m O rn N (A � OO fh fV JfVJOO OOm N co CJm OO Oee�e�0 OOVaJd'm0 ONNOtVJOO OO .V .V Jc7m OO Oe'V JVJOO OO .h .h r'V'm0 0.7 .V JfV N E ....... ... o 0 000 0 0 o..... 0 0 0 0 .. 0 0 ... 0....... O o 0 0 ... ..... o 0000 oCR a. 000^oo00 "00000 00qq qq C` 0 o'000 00000 `oooo m U Nm Omr mN mcR or mNrn f!N Nom voe eo v, vim ^om mo< fv E O m 0 0 0 N O Q�E mOo.nOmOoeOmOon nGro.Gn O1Oo^fM1DOo0y .O0ohMO0oNNM1mOOOO oOonO �(nO OoNmmmGoNhnOOo OOomrOoOm. OoNM1Oo %onOoOmOoOrOo O mnOonm'Oomn.O0o. OO mtG OO mOON.N0O .nO m-.O�memOGnN.nmOC O m.GOOM1 m 16Oi6G6 COOWONO o.... OO onomoro o�omOno Orono x m rn o o w o m m m o m rn N m O o o O rn O m O m m O rn o m 0 0 0 O rn o o. 0 0 0 o rn m o m m o m o e 0 0 0 N N N N N r N m N 1 � 1 1- I N I N m N m h N N � � N O N N N N � N m N �,nrr<nR nr T r T.dr rnr.d I.6I I rR—n.6r .c n.dn r2 r2 n.2 .Z2 u2 n2d2 nr T.d T VT � mNm mNmmmrm mN����m `^.m-..--`r w.o m^m��V.m- .m-Nmr.oNe .`o �`^�.m-.N-.m- `oNmmrm 2�2mNm E o mnrm wwmvrni vim rnrn�-mnm vwmc w���rrm M1rarmm mnmNmnm nmmmmm mmmer mhh NN mNNnN�m mmNmNNN N.r'm mq Nm m.-rnmOa r'm m�NmNNM N NNm�-�O 'NNmNN�- �NNm(OJO �NN�NN�- 00��1`"O O JO�m��- OO��m��0 ;..v m�:: �::m `;... c'c'e � NmM1M � gm we m�nmr mm mmNmmm m��mnnM mnryNNm mmmNr m N m. N N N m N N . m m N N O N N e m m m N N m O. ^^ m m m e N N n E N4��4 766m �q �GGGG q� �q q��Gmm q�Jvi��q o �ro.a� mmG� m ` N N M N N f • N N �- N N .V N^ •• i + O O O O O O �^ m O O � e'er O O m � m 0 O e N O O M N M O O N O N V m O O O N O n N O O O m O O O< N O O O O r 0 O rn M rn O O N m N O O M1 O E 99-" 9 ggqqq gvv'dd Rot - R 9.,r q 90 .q q�r'�q gC2�.rq qG<m E e a0 7 OOmM O RN M N N NQ O OOOO OOO ON ON ONN Oi0 ON R m N N Nf NOW N N N<e e ^N 'O<O OO . OOOOO....000 0000000 OOOOOOOO000000 OOO GOOOOO. 0OOOOOO..... m n O m aT O�- `L O N N o 0 O N N O N N O O N N N O O N N N Cl! O O O O N N O O N O 66.. O OO OO OO OO OO OO GOO..... ....... OOOOOO. .=66666 6666666 OO OO OOG OO OO OO OOGGO0. OOOOOO. J U U U U jJa7 m'0000�Ot7 m'0000170f70000O co C•i O 16 m000mm Oj m'OOO m' ly r 16.6 .6.e1.li .6 Oj r.700O',2 mnj r.,i co U U U n u n u n u n J ii n u u u n n J ii u u u u u n� n n n n n n u u u n u n n n w rno.�o�wrn rnrno. o. o.rnrn rnrnrnrnrnrnrn mrnrnrnrnrn rn"NT{ wrnrnrnrnrnrn� rnrnrnrnrnrn`vin rnEEEmmrn�..v.rnn... 9 0000000g0000000�0000000g00000"00000000004�0000000g00000004�000a000000000 rn rn rn rn a rn rn m rn m rn rn rn rn rn rn o rn rn rn rn rn m m rn rn m m rn rn rn m o. rn rn rn rn rn rn m m m mm mmmmmmm mmmm ...mmmm mmmmmmm mmmmmmm io ....... ....... ....... o d o 0 0 ....... ....... ....... ...... 0 0 0 .n "I'll, nnnnrrn "I'll,n�rnnrr nnnnnnn nrnrrnr rnnnrrr nrrrrrr nn -Q QQQQQQQ eQQQQQQ QQQeeeQ eQQeQeQ QQQQQQQ eQQe<QQ QQQeQQQ QQQeeQQ QQ N N N th th th m th nth n N m m m m m m m to th lh th lh N fA M c� to tom .. .. m..mre tc to .o ��m to .o etc mto .o .o mtommm . 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 itn cq cq m mto to vvi m4` mm o o tmho•e-m veivvmvm v`hi lfgi q mIn ue -Rm zt -i veiv vmv w L9 vei«mcmv`hi vei< 'OO OO (7 tV OO f7 l70 OVV�t7�0 Oe'Q�J VtnO ONNON�O OO [V fV OO fV�OO OO C1 fV OO fV •-0O OO fV fV OO fV •-'OO OO fV fV OO tV�O OfV o m o 0 0 0 0 0 o 0 00 0 0 0 0 0 0 0 0 00 0 0 0 0 0 0....... ....... o 0 0 0 00 0 0 0 f f f f`^ " f ` o^ o 0 0 0 0 g q q0 ^ 0 0 f! f f' o' O o 0 0' O" O 0 0 0 o 0 q m roI cRcO mOmN m-T Rmc7 c7N �nqm QQ Qe eo QOQ QOQ QOQ •-.m •� Nam•- NON NON NON N•-N NON fV �tV Im mmmmmmo mmmmomo mmornomo morn omo �n7 10 C)r'mmm l�o'mmo Ommmmmnmll�o om�ohmrn ohrmtoh mommoOmrn�oOmrmnOno N OOOO m. O.. O. O.O O.O b.O SO r O.OtiO nm� O� o rn o o o �N omomoorn Om000 o m o oo mMo NmhO w.m Ooo m'momo mmmmmm u ummW . .hmm mm N AmN v lh vvmfn ItR �RN t2 tR tR N fR �2 t2 2� 2l2 a2 N t2 2� 2�2 I2 R �R t2 TV a2 mN1n0 InON���NtrO nNb�bN[np bN(rO �trDNN [rON .[h mlh lhmmlhm In ch .n fnm rin ll:CNCNmtnlnm m'nN"fn cq mrn.-nnn mnn•-n .cq mrn�nnm mf 'm QNNmNNt7 QNNmm�m QNNNNN— m m��m m•-mzzm m•-"V)•-"m m. m= m �aJ •=m'm'•-m'm�•- •-m�m�NM�O •--VVNVm�•- OO7 7r:: ::::0 O��n^;:O O;:: ;::rzz ;0 ^^n;= ; �;=r•r-^O O•r- .m mlhmmmlhm ehMmNrrlh rlh lhm m��lhnnm m�rmrrm mn�mnrm mnnmrro� rrlo Q rNo r NNmNNl7 QNNN��m QNNmNNa7 Qr•�m �-'Q •-. em er'•-'m e��m ��m m� . m. m. . �4 7mmmm 4�zmz 4 4==m==4 4Z: 4 4Z= Z= Z=4 44 4� QOO C f-q q Onq r4 R-It 00 (h�th0 00 O O Q O O O N m N O O m N m O O Q m Q O O e m V O O Q m Q O O Q m Q O Q m Q O 44044 4; ��4 4m�mq gmnmq gtnnmq gmrmq gmnmq 9mrm4 4 N Q m N Q Q N N N Q N V m N E N O E N O N N m N n m m m N m N O O m i0 O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O i0O ....... OO O'000'OOC OO OO OO OO O'0'0' O'0'0'0'0'0'0' 00000.. 0. OOG OO 0000000 0000000 0000000 0'0' e rn N mR •-ZQ QO]Nmmrm QrnNmN�e rnr�m•-rm rnr.-m•-rm rnn--m �-nm O n•-'m•-nm rn17.;:Im .4 `N�ONO N�O ^N��fQVO O�•-O�fO •-O �"at0 O'•- •-QO OQ�O_�_QOO' i0O OOO'OOO'... O'OOfJOO..6 .6 O'OO... 6O OO... OO COOC OO OO OO OO OOC O'OO O'OOC OO O'OO OO OO O'OO OOO O'OO OO OO OO [JOO C �M�•��NNNmm���NNNl7[7���NNNf7f7���NNNt7 th���NN Nf+I(+l���NNNth ('7���NNNth th���NNNI+J (+1��•� E E E E E E E E E U U U U JU U U U U j opr�tmN•j.Nth GNQ +i 6pmNhl7o OO000OOle6 Cn�jipCNjmOOOOOemN. EOp^lNI.6 OOOOGOmmQ 1N7tm00000 Q6 (Ni .6 Co mQ i ^Op �irymfujOooOo.Q6f ij Op^AfNmhRml7jCoOoCo QCl76 Cn�i ONNCh) pAC•j Cj 11 ` 11 II II II II 11 11 ` 11 11 11 11 II .I II ` II II II II 11 11 11 { 11 11 11 11 11 11 11 { 11 11 11 11 II 11 11 i 11 11 II 11 II II 11 ♦ II 11 11 11 11 11 II } 11 11 II II II II II f� II II IJ J J J J J J J J J J J J J J J J J J J J J J J J J J J J J p J J J J J J J O J J J J J J J O J J J J J J J O J J J J J J J J J J m C C C C C Cm C C C C C C C C C C C m C C C C C G C m C C nrnr rnrnwaafn rn.� rnarnwwrnmn of vl olrnrnrnrnn rnalrnrnrnrnrnr� rnrnrnrnrnrnrn� fnrnrnrnrnvl rnl� rnrnfnrnrnrnor rnrnrnrnfnrn or rn �oY0000000Y0000000Y0000000Y0000000Y0000000Y0000000Y0000000Y0000000Yoo Mills;Short &Associates Project Title: Cumberland Farms + 800 8lh Street Engineer: Jason W. Short, P.E., M.ASCE Project ID: 17-2627 Vero Beach, FL 32962 Project Descr: New Canopy - C.A.#30698 I ' Printed: 2MAY2017, 0U6W ' $teed BBHRI "�-- "- - - - Filec\UsersllASON-P➢OCUME-1\ENERCA-4BES71N-i\172627:ec6 ENERCALC,INd.19832017,Build.6.17329,.Ver6.17.3.29_. • r.r r•.. Licensee Mills, Short Description: Stinger (S1)-Typ. of Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax+ Mmax- Me Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega Dsgn. L = 10.00 ft 2 0.111 0.035 5.43 -11.17 11.17 167.50 100.30 2.48 1.00 2.49 106.34 70.89 Dsgn. L = 10.00 ft 2 0.108 0.012 7.51 5.43 7.51 116.38 69.69 1.03 1.00 0.83 106.34 70.89 Dsgn. L = 10.00 it 2 0.111 0.035 5.43 -11.17 11.17 167.50 100.30 2.46 1.00 2.49 106.34 70.89 Dsgn.L= 8.43 it 3 0.147 0.027 -0.00 -11.17 11.17 126.50 75.75 1.00 1.93 106.34 70.89 Dsgn. L= 3.17 it 3 0.008 0.007 -0.83 0.83 167.50 100.30 1.00 0.53 106.34 70.89 +D+0.750L+0.75OS+H, LL Comb Run (LI Dsgn. L= 3.25 it 1 0.009 0.008 -0.88 0.88 167.50 100.30 1.00 0.54 10&34 70.89 Dsgn. L= 8.35 it 1 0.147 0.035 -0.00 -11.17 11.17 127.19 76.16 1.00 2.49 106.34 70.89 Dsgn. L= 10.00 it 2 0.111 0,035 5.43 -11.17 11.17 167.50 100.30 2.48 1.00 2.49 106.34 70.89 Dsgn. L= 10.00 ft 2 0.108 0.012 7.51 5.43 7.51 116.38 69.69 1.03 1.00 0.83 106.34 70.89 Dsgn. L= 10.00 ft 2 0.111 0.035 5.43 -11.17 11.17 167.50 100.30 2.45 1.00 2.49 106.34 70.89 Dsgn. L= 8.43 ft 3 0.147 0.027 -0.00 -11.17 11.17 126.50 75.75 1.00 1.93 106.34 70.89 Dsgn. L = 3.17 ft 3 0.008 0.007 -0.83 0.83 167.50 100.30 1.00 0.53 106.34 70.89 +D.0.60WaH Dsgn. L = 3.25 It 1 0.007 0.006 0.72 0.72 167.50 100.30 1.00 0.44 106.34 70.89 Dsgn. L = 8.35 ft 1 0.120 0.029 9.15 0.72 9.15 127.19 76.16 1.00 2.04 106.34 70.89 Dsgn. L= 10.00 fit 2 0.091 0.029 9.15 -4.45 9.15 167.50 100.30 2.48 1.00 2.04 106.34 70.89 Osgn. L= 10.00 ft 2 0.088 0.010 -0.00 -6.15 6.15 116.38 69.69 1.03 1.00 0.68 106.34 70.89 Dsgn. L = 10.00 ft 2 0.091 0.029 9.15 -4.45 9.15 167.50 100.30 2.45 1.00 2.04 106.34 70.89 Dsgn. L= 8.43 ft 3 0.121 0.022 9.15 0.68 9.15 126.50 75.75 1.00 1.58 106.34 70.89 Dsgn. L = 3.17 ft 3 0.007 0.006 0.68 0.68 167.50 100.30 1.00 0.43 106.34 70.89 +D+0.70E+H Dsgn. L= 3.25 ft 1 0.009 0.008 -0.88 0.88 167.50 100.30 1.00 0.54 106.34 70.89 ' Dsgn. L = 8.35 ft 1 0.147 0.035 -0.00 -11.17 11.17 127.19 76.16 1.00 2.49 106.34 70.89 - Dsgn. L= 10.00 ft 2 0.111 0.035 5.43 -11.17 11,17 167.50 100.30 2.48 1.00 2.49 106.34 70.89 Dsgn. L = 10.00 ft 2 0.108 0.012 7.51 5.43 7.51 116.38 69.69 1.03 1.00 0.83 106.34 70.89 Dsgn. L = 10.00 ft 2 0.111 0.035 5.43 -11.17 11.17 167.50 100.30 2.45 1.00 2.49 106.34 70.89 Dsgn. L= 8.43 ft 3 0.147 0.027 -0.00 -11.17 11.17 126,50 75.75 1.00 1.93 106.34 70.89 • Dsgn. L = 3.17 ft 3 0.008 0.007 -0.83 0.83 167.50 100.30 1.00 0.53 106.34 70.89 +D+0.750Lr+0.750L+0.450W+H, LL Corr Dsgn. L = 3.25 ft 1 0.003 0.003 0.32 0.32 167.50 100.30 1.00 0.20 106.34 70.89 Dsgn. L= 8.35 ft 1 0.053 0.016 4.07 0.32 4.07 127A9 76.16 1.00 1.14 106.34 70.89 Dsgn. L = 10.00 ft 2 0.043 0.016 4.07 -4.33 4.33 167.50 100.30 2.00 1.00 1.14 106.34 70.89 Dsgn. L = 10.00 ft 2 0.093 0.008 -0.00 -6.73 6.73 120.99 72.45 1.08 1.00 0.54 106.34 70.89 Dsgn. L = 10.00 ft 2 0.085 0.009 -0.00 -6.69 6.69 131.68 78.85 1.17 1.00 0.67 106.34 70.89 Dsgn. L= 8.43 ft 3 0.040 0.007 -0.00 -2.99 2.99 126.50 75.75 1,00 0.52 106.34 70.89 Dsgn. L = 3.17 ft 3 0.002 0.002 -0.22 0.22 167.50 100.30 1.00 0.14 106.34 70.89 -D-0.750Lr,0.750L,0.45OW-H, LL Con Dsgn. L= 3.25 ft 1 0.003 0.003 0.32 0.32 167.50 100.30 1.00 0.20 106.34 70.89 Dsgn. L= 8.35 ft 1 0.053 0.010 4.07 0.32 4.07 127A9 76.16 1.00 0.70 106.34 70.89 Dsgn. L= 10.00 It 2 0.105 0.009 8.52 4.07 8.52 135A7 80.94 1.20 1.00 0.67 106.34 70.89 Dsgn. L= 10.00 ft 2 0.134 0.003 9.08 8.52 9.08 11&34 67.87 1.01 1.00 0.22 106.34 70.89 Dsgn. L= 10.00 ft 2 0.106 0.010 8.52 4.07 8.52 134.84 80.74 1.20 1.00 0.70 106.34 70.89 Dsgn. L= 8.43 ft 3 0.054 0.010 4.07 0.30 4.07 126.50 75.75 1.00 0.70 106.34 70.89 Dsgn. L= 3.17 ft 3 0.003 0.003 0.30 0.30 167.50 100.30 1.00 0.19 106.34 70.89 .D ,0.750Lr+0.750L+0.45OW+H, LL Con Dsgn. L = 3.25 it 1 0.003 0.003 0.32 0.32 167.50 100.30 1.00 0.20 106.34 70.89 Dsgn. L = 8.35 it 1 0.053 0.010 4.07 0.32 4.07 127.19 76.16 1.00 0.70 106.34 70.89 Dsgn. L= 10.00 It 2 0.085 0.006 6A7 4.07 6.17 12l.89 72.99 1.08 1.00 0.43 106.34 70.89 Dsgn. L= 10.00 ft 2 0.083 0.006 6A7 3.81 6.17 123.58 74.00 1.10 1.00 0.46 106.34 70.89 Dsgn. L= 10.00 ft 2 0.038 0.013 3.81 -2.99 3.81 167.50 100.30 1.99 1.00 0.90 10&34 70.89 Dsgn. L= 8.43 ft 3 0.040 0.007 -0.00 -2.99 2.99 126.50 75.75 1.00 0.52 10&34 70.89 Dsgn. L = 3.17 ft 3 0.002 0.002 -0.22 0.22 167.50 100.30 1.00 0.14 106.34 70.89 +D+0.750Lr+0.750L+0.450W+H, LL Con Dsgn. L = 3.25 it 1 0.002 0.002 -0.23 0.23 167.50 100.30 1.00 0.14 106.34 70.89 Dsgn. L = 8.35 it 1 0.039 0.009 -0.00 -2.99 2.99 127.19 76.16 1.00 0.67 106.34 70.89 Dsgn. L = 10.00 ft 2 0.085 0.009 -0.00 -6.69 6.69 131.91 78.99 1.17 1.00 0.67 106.34 70.89 • Dsgn. L= 10.00 It 2 0.093 0.008 -0.00 -6.73 6.73 120.54 72.18 1.07 1.00 0.54 106.34 70.89 Dsgn. L = 10.00 ft 2 0.043 0.016 4.07 4.33 4.33 167.50 100.30 1.97 1.00 1.14 106.34 70.89 w Dsgn. L = 8.43 ft 3 0.054 0.010 4.07 0.30 4.07 126.50 75.75 1.00 0.70 106.34 70.89 Dsgn. L = 3.17 ft 3 0.003 0.003 0.30 0.30 167.50 100.30 1.00 0.19 106.34 70.89 +D+0.75OLr+0.750L+0.450W+H, LL Coar Dsgn. L= 3.25 It 1 0.002 0.002 -0.23 0.23 167.50 100.30 1.00 0.14 106.34 70.89 Dsgn. L= 8.35 ft 1 0.039 0.013 -0.00 -2.99 2.99 127.19 76.16 1.00 0.91 106.34 70.89 Dsgn. L= 10.00 It 2 0.105 0.013 -0.00 -9.04 9.04 143.16 85.73 1.27 1.00 0.91 106.34 70.89 Dsgn. L= 10.00 ft 2 0.144 0.004 -0.00 -9.80 9.80 113.56 68.00 1.01 1.00 0.30 106.34 70.89 Dsgn. L= 10.90ft 2 0.106 0.013 -0.00 -9.04 9.04 142.71 85.46 1.27 1.00 0.91 106.34 70.89 Dsgn. L = 8.43 ft 3 0.040 0.007 -0.00 -2.99 2.99 126.50 75.75 1.00 0.52 106.34 70.89 Dsgn. L= 3.17 ft 3 0.002 0.002 -0.22 0.22 167.50 100.30 1.00 0.14 106.34 70.89 Mills; Short & Associates 800 8th Street Vero Beach, FL 32962 C.A. #30698 Project Title: Cumberland Farms Engineer: Jason W. Short, P.E., M.ASCE Project ID: 17-2627 Project Descr: New Canopy Load Combination Segment Length Span # Max Stress Ratios M V Mmax+ Mmax- Summary of Moment Values Ma Max Mnx Mnx/Omega Cb Rm Summary of Shear Values Va Max Vnx Vnx/Omega +0+0.7501-r�0.750L+0.450W+H, LL Con _ Dsgn. L = 3.25 ft 1 0.002 0.002 -0.23 0.23 167.50 100.30 1.00 0.14 106.34 70.89 Dsgn. L = 8.35 It 1 0.039 0.013 -0.00 -2.99 2.99 127.19 76.16 1.00 0.90 106.34 70.89 Dsgn. L= 10.00 It 2 0.038 0.013 3.81 -2.99 3.81 167.50 100.30 2.01 1.00 0.90 106.34 70.89 Dsgn. L= 10.00 It 2 0,083 0.006 6.17 3.81 6.17 124.14 74.34 1.10 1.00 0.46 106.34 70.89 Dsgn. L= 10.00 R 2 0.085 0.010 6.17 4.07 6.17 121.78 72.92 1.08 1.00 0.70 106.34 70.89 Dsgn. L= 8.43 It 3 0,054 0.010 4.07 0.30 4.07 126.50 75.75 1.00 0.70 106.34 70.89 Dsgn. L= 3.17 It 3 0.003 0.003 0.30 0.30 167.50 100.30 1.00 0.19 106.34 70.89 +D+0.750Lr+0.750L+0.450W+H, LL Con Dsgn. L= 3.25 ft 1 0.002 0.002 -0.23 0.23 167.50 100.30 1.00 0.14 106.34 70.89 Dsgn. L= 8.35 ft 1 0.039 0.009 -0.00 -2.99 2.99 127.19 76.16 1.00 0.67 106.34 70.89 Dsgn. L = 10.00 ft 2 0.030 0.009 1.46 -2.99 2.99 167.50 100.30 2.48 1.00 0.67 106.34 70.89 Dsgn. L = 10.00 ft 2 0.029 0.003 2.01 1.46 2.01 116.38 69.69 1.03 1.00 0.22 106.34 70.89 Dsgn. L= 10.00 ft 2 0.030 0.009 1.46 -2.99 2.99 167.50 100.30 2.45 1.00 0.67 106.34 70.89 Dsgn. L = 8.43 ft 3 0.040 0.007 400 -2.99 2.99 126.50 75.75 1.00 0.52 106.34 70.89 Dsgn. L = 3.17 It 3 0.002 0.002 -0.22 0.22 167.50 100.30 1.00 0.14 106.34 70.89 +D+0.750L+0.750S+0.450W+H, LL Com Dsgn. L = 3.25 R 1 0.003 0.003 0.32 0.32 167.50 100.30 1.00 0.20 106.34 70.89 Dsgn. L= 8.35 R 1 0.053 0.013 4.07 0.32 4.07 127.19 76.16 1.00 0.91 106.34 70.89 Dsgn. L= 10.00 R 2 0.041 0.013 4.07 -1.98 4.07 167.50 100.30 2.48 1.00 0.91 106.34 70.89 Dsgn. L = 10.00 R 2 0.039 0.004 -0.00 -2.74 2.74 116.38 69.69 1.03 1.00 0.30 106.34 70.89 Dsgn. L= 10.00 It 2 0.041 0.013 4.07 -1.98 4.07 167.50 100.30 2.45 1.00 0.91 106.34 70.89 Dsgn. L= 8.43 It 3 0,054 0.010 4.07 0.30 4.07 126.50 75.75 1.00 0.70 106.34 70.89 Dsgn. L = 3.17 ft 3 0.003 0.003 0.30 0.30 167.50 100.30 1.00 0.19 106.34 70.89 ,D+0.750L+0.750S+0.450W+H, LL Com Dsgn. L = 3.25 ft 1 0.003 0.003 0.32 0.32 167.50 100.30 1.00 0.20 106.34 70.89 Dsgn. L = 8.35 ft 1 0.053 0.013 4.07 0.32 4.07 127.19 76.16 1.00 0.91 106.34 70.89 Dsgn. L = 10.00 ft 2 0.041 0.013 4.07 -1.98 4.07 167.50 100.30 2.48 1.00 0.91 106.34 70.89 + Dsgn. L= 10.00 It 2 0.039 0.004 -0.00 -2.74 2.74 116.38 69.69 1.03 1.00 0.30 106.34 70.89 Dsgn. L = 10.00 R 2 0.041 0.013 4.07 -1.98 4.07 167.50 100.30 2.45 1.00 0.91 106.34 70.89 Dsgn. L= 8.43 R 3 0.054 0.010 4.07 0.30 4.07 126.50 75.75 1.00 0.70 106.34 70.89 Dsgn. L = 3.17 R 3 0.003 0.003 0.30 0.30 167.50 100.30 1.00 0.19 106.34 70.89 +D+0.750L+0.750S+0.450W+H, LL Com Dsgn. L = 3.25 It 1 0.003 0.003 0.32 0.32 167.50 100.30 1.00 0.20 106.34 70.89 Dsgn. L= 8.35 It 1 0.053 0.013 4.07 0.32 4.07 127.19 76.16 1.00 0.91 106.34 70.89 Dsgn. L= 10.00 R 2 0.041 0.013 4.07 -1.98 4.07 167.50 100.30 2.48 1.00 0.91 106.34 70.89 Dsgn. L = 10.00 ft 2 0.039 0.004 -0.00 -2.74 2.74 116.38 69.69 1.03 1.00 0.30 106.34 70.89 Dsgn. L = 10.00 R 2 0.041 0.013 4.07 -1.98 4.07 167.50 100.30 2.45 1.00 0.91 106.34 70.89 Dsgn. L = 8.43 ft 3 0.054 0.010 4.07 0.30 4.07 126.50 75.75 1.00 0.70 106.34 70.89 Dsgn. L= 3.17 R 3 0.003 0.003 0.30 0.30 167.50 100.30 1.00 0.19 106.34 70.89 +D+0.7501-4750S+0.450W+H, LL Com Dsgn. L = 3.25 R 1 0.003 0.003 0.32 0.32 167.50 100.30 1.00 0.20 106.34 70.89 Dsgn. L = 8.35 It 1 0.053 0.013 4.07 0.32 4.07 127.19 76.16 1.00 0.91 106.34 70.89 Dsgn. L= 10.00 ft 2 0.041 0.013 4.07 -1.98 4.07 167.50 100.30 2.48 1.00 0.91 106.34 70.89 Dsgn. L = 10.00 ft 2 0.039 0.004 -0.00 -2.74 2.74 116.38 69.69 1.03 1.00 0.30 106.34 70.89 Dsgn. L = 10.00 ft 2 0.041 0.013 4.07 -1.98 4.07 167.50 100.30 2.45 1.00 0.91 106.34 70.89 Dsgn. L = 8.43 ft 3 0.054 0.010 4.07 0.30 4.07 126.50 75.75 1.00 0.70 106.34 70.89 Dsgn. L = 3.17 ft 3 0.003 0.003 0.30 0.30 167.50 100.30 1.00 0.19 106.34 70.89 +D+0.750L+0.750S+0.450W+H, LL Com Dsgn. L = 3.25 R 1 0.003 0.003 0.32 0.32 167.50 100.30 1.00 0.20 106.34 70.8E Dsgn. L= 8.35 It 1 0.053 0,013 4.07 0.32 4.07 127.19 76.16 1.00 0.91 106.34 70.8E Dsgn. L= 10.00 R 2 0.041 0.013 4.07 -1.98 4.07 167.50 100.30 2.48 1.00 0.91 106.34 70.8E Dsgn. L= 10.00 It 2 0.039 0.004 -0.00 -2.74 2.74 116.38 69.69 1.03 1.00 0.30 106.34 70.8E Dsgn. L= 10.00 It 2 0.041 0.013 4.07 -1.98 4.07 167.50 100.30 2.45 1.00 0.91 106.34 70.8E Dsgn. L = 8.43 It 3 0.054 0.010 4.07 0.30 4.07 126.50 75.75 1.00 0.70 106.34 70.8E Dsgn. L = 3.17 ft 3 0.003 0.003 0.30 0.30 167.50 100.30 1.00 0.19 106.34 70.8E +D+0.750L+0.750S+0.450W+H, LL Com • Dsgn. L = 3.25 ft 1 0.003 0.003 0.32 0.32 167.50 100.30 1.00 0.20 106.34 70.8E Dsgn. L= 8.35 fit 1 0.053 0.013 4.07 0.32 4.07 127.19 76A6 1.00 0.91 106.34 70.8E Dsgn. L = 10.00 ft 2 0.041 0.013 4.07 -1.98 4.07 167.50 100.30 2.48 1.00 0.91 106.34 70.8E Dsgn. L= 10.00ft 2 0.039 0.004 -0.00 -2.74 2.74 116.38 69.69 1.03 1.00 0.30 106.34 - 70.8E Dsgn. L= 10.00 R 2 0.041 0.013 4.07 -1.98 4.07 167.50 100.30 2.45 1.00 0.91 106.34 70.8E j Dsgn. L= 8.43 R 3 0,054 0.010 4.07 0.30 4.07 126.50 75.75 1.00 0.70 106.34 70.8E _ Dsgn. L = 3.17 It 3 0.003 0.003 0.30 0.30 167.50 100.30 1.00 0.19 106.34 70.8E +D+0.7501-4750S+0.450W+H, LL Com Dsgn. L = 3.25 ft 1 0.003 0.003 0.32 0.32 167.50 100.30 1.00 0.20 106,34 70.8E Dsgn. L= 8.35 It 1 0.053 0.013 4.07 0.32 4.07 127.19 76.16 1.00 0.91 106.34 70.8E Dsgn. L= 10.00 ft 2 0.041 0.013 4.07 -1.98 4.07 167.50 100.30 2.48 1.00 0.91 106.34 70.8E Dsgn. L= 10.00 ft 2 0.039 0.004 -0.00 -2.74 2.74 116.38 69.69 1.03 1.00 0.30 106.34 70.8E 4 y Y a a S S b b S S s 00000000000000000�0000000�0000000a00000.. 00000.. o o o o o oo�0000000 �4 (ate foO.to ??.I.. O�ela �O fOOfO J....... V.. . .. N...Ufa 74JiO>>>>7=N>>Ip.. >>V. rrrrrrrr�rrrrrrr`-rrrrrrr`-rrrrrrr�rrrrrrr�rrrrrr rf=rrrrrrr�rrrrrrr�rrr3Q u o u n It Itn u u oC u n n n u u u a n u n n n u u u u n n It Itn u u n u n u u u u n n n n n itn u u n u u u u u n n n n it it it m- m V d .4lSwWOO O.W S^t W.W OOO.W .4)o S^1WOO O.W ��iW000.W['J N. OOO.W WN. OOO.W .4IUWW000.w .<^)N _W w000WtJNwwO r? Aoo �+AooO A000 A '�OOOWNO icy O A'p oO WIJOiA' fTO �IWOOON(NI�TVW OtTU(A �Iw(l�[NI�NJw000N(I�NJW.p 000[wl�[NI�VIJw000UN(/1 J[JOOONN4J �IWOOODU(nVW0�0 �x�o�0000=xooz��o�s�xsoo��xxxxxxx��sxxxx��x��xx�o��xxxx��j��a,>�o�����sS U N U N U N N N N N N N N N N N U O m m imi ama m +m+ m 2 2 2 2 2 2 S y + W W N N N++ W W N N N++ r W w N N N++ r W w N N N++ r W W N N N++ r W W N N N++ r W W N N N++ r W W N N N++ VIM W N j 0 (l se a a O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O K U OOOWI�OWl tJO� W��W�VtoO WV+W�Vt00 �J�W�v[00 WJ+W�Jt00 WJ�W+�f00 WV+W+V(00 Wv+O�VaOp WAA � m O O O O O O O O O O O O O O O O O O O O .. ....... ..... O O pp .... O PO O O O O O O O O O O O O O O O G o o ....... ... NW ... WO ... NW ... WO O N W2 ... WO O N Wa ... WO O .. w,+w b,+w,+w 65 ,5 b be ,J 6 6 b 65 ,, b 65 ,, 6 6< ,, 6 6U,U6 oAA d OW O O[AJ U(AJO O(AJU LAiO 04Ai�(AJO OAU4Ai0 04Ai U (Ai O O UFO PUAO 4sC O X N N N O N N V + + W+ + O W+ O W+ W O O V V } b 66 bb b66 b��N»o W N N N N V W V V (Aid V V W W V V W V V W W V V W V V W tW�f V V W V V W W V V W V V W W V V W V V W W V V W V V W O 8 WNW+TNT WNU+WNT WNall +TNW Za N 8:t8 NT TNall + all Nall 8Nall tall NW UN OI+UNW WNW+WNW V J W V T J� V V W v W V V V J W v T v V V v OlJ W r V V T V V V m V T J V N r W J W v V V V W J W V V V N ONi V O V O W O V O W 8 V O V V O V V V O O V O J O + V O T O V O O V O W O J O O V O O OU0100W0 ONO�OOWO ON OtOOWO ONO(OOWO ONO tOOWO ONO(OOWO OUO(OOWO OUO�OOWO OUO O W �IW Oa IJiw 4f �1 [J O�w w�l (J Oa (J i(y w�l [J p�(yi�y w�l (J Oa fJ i(y W�1 (Jrn� W�1 [J WTI 4)WWi{J WV4a3 O OUOa00W0 OUO[OOTO OU O�OOTO ONO[OOTO ONO�OOTO OUO�OOWO ONOtWOOWO OUO(�OWO OUO m N +N N+N N+N N+N + N+N N O NwW NwW NwW Www Nww NwW w 0 ..00000 000.000 00000.. 0000.00 ..00000 .00...o ..00000 ...... o� . ....... .00000. ....... ....... ....... ....... ..00000 ....... ... G N N GNd�.G>T WW�WtAO [AOA WWaAO WfAObA WW[AOW b[ADA WW[AO WeAD [ApA WW�W�bA WW�WtAO [AOA (NJ 401b [WJ IAO IAOA tO00 �C x 3 m rnmmm mrn 0000mmo 0 000o ... mmwwrnww ornoo... ....... <m W ii inu io i.�i.�i.�ii io ko wiiwwwww wwwwwww wwwwwww wwin Wia is ii <W.+w i.+2W.+i.+i..+w wia wia w'w in www v� 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 A A A A A A A Sa A A A Aa A A A A A A A A A A A A A A A A A A A A X < N V V V V V V V V V V J V V V V V V V V V V V V V J V V V V V J V V V V V V V V V V V V V V V V J V J V V J J J J J V J V O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O o O O O O A R ... w.Da....N ....... .... o m�mme�oe moemmee ommmemm wmwmmwm mmmmmmm mwwwome �ommmemo mmmm�c moo �o �o �o m i•. 0 O V T V Mills., Short & Associates 800 8th Street Vero Beach, FL32962 C.A.#30698 Steel Beam - Project Title: Cumberland Farms Engineer: Jason W. Short, P.E., M.ASCE Project ID: 17-2627 ProjectDescr: New Canopy Rmt d: 2 MAY 2017. 6MAM Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Leng0h Span# M V Mmax+ Mmax- Me Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega Dsgn. L = 8.35 It 1 0.088 0.021 -0.00 -6.70 6.70 127.19 76.16 1.00 1.49 106.34 70.89 Dsgn. L = 10.00 It 2 0.067 0.021 3.26 -6.70 6.70 167.50 100.30 2.48 1.00 1.49 106.34 70.89 Dsgn. L= 10.00 It 2 0.065 0.007 4.50 3.26 4.50 116.38 69.69 1.03 1.00 0.50 106.34 70.89 Dsgn. L= 10.00 It 2 0.067 0.021 3.26 -6.70 6.70 167.50 100.30 2.45 1.00 1.49 106,34 70.89 Dsgn. L= 8.43 It 3 0.088 0.016 -0.00 -6.70 6.70 126,50 75.75 1.00 1.16 106,34 70.89 Dsgn. L = 3.17 It 3 0.005 0.004 -0.50 0.50 167.50 100.30 1.00 0.32 106.34 70.89 Overall Maximum Deflections ----J---j Load Combination Span Max." Daft Location in Span Load Combination Max.'* Dail Location in Span +D+Lr+H 1 0.5136 0.000 +D+Lr+H -0.1661 7.269 +D+Lr+H 2 OA836 15.200 0.0000 7.269 +D+Lr+H 3 0.5121 11.600 +D-Lr+H -0.1748 4.563 f Vertical Reactions y Support notation: Far left is#1 Values in KIPS Load Combination Support Support2 Support Support Overall MlNimum -0.034 -0.034 +D+H 4.416 4.416 +D+L+H, LL Comb Run ("L) 4.416 4.416 +D+L+H, LL Comb Run ('L`) 4.416 4.416 +D+L+H, LL Comb Run ('LL) 4.416 4,416 +D+L+H, LL Comb Run (L'7 4.416 4.416 +D+L+H, LL Comb Run (L'L) 4.416 4.416 _ +D+L+H, LL Comb Run (1-1-7 4.416 4.416 +D+L+H, LL Comb Run (LLL) 4.416 4.416 +D+Lr+H, LL Comb Run ("L) 4.102 6,354 +D+Lr+H, LL Comb Run ('L`) 6.516 6.516 - +D+Lr+H, LL Comb Run (`LL) 6.202 8.454 +D+Lr+H, LL Comb Run (L") 6.354 4.102 +D+Lr+H, LL Comb Run (L'L) 6.040 6.040 +D+Lr+H, LL Comb Run (1-1-7 8.454 6,202 +D+Lr+H, LL Comb Run (LLL) 8.140 8.140 +D+S+H 4.416 4.416 +D+0.750Lr+0.750L+H, LL Comb Run V 4.180 5.869 +D+0.750Lr+0.750L+H, LL Comb Run (` 5.991 5.991 +D+0.750Lr+0.750L+H, LL Comb Run (' 5.755 7.444 +D+0.750Lr+0.750L+H, LL Comb Run (L 5.869 4.180 +0+0.750Lr+0.750L+H, LL Comb Run (L 5.634 5.634 +D+0.750Lr+0.750L+H, LL Comb Run (L 7.444 6.755 +D+0.750Lr+0.750L+H, LL Comb Run (L 7.209 7.209 +D+0.750L+0.750S+H, LL Comb Run(" 4.416 4.416 +D+0.750L+0.750S+H, LL Comb Run ('L 4.416 4.416 +D+0.750L+0.750S+H, LL Comb Run (n 4.416 4.416 +D+0.750L+0.750S+H, LL Comb Run (L 4.416 4.416 +D+0.750L+0.750S+H, LL Comb Run (L 4.416 4.416 +D+0.750L+0.750S+H, LL Comb Run (LI 4.416 4.416 +D+0.750L+0.750S+H, LL Comb Run (LI 4.416 4.416 +D+0.60W+H -3.617 -3,617 +D+0.70E+H 4.416 4.416 +D+0.750Lr+0.750L+0.450W+H, LL Corr -1.844 -0.155 +D+0.750Lr+0.750L+0A50W+H, LL Con -0.034 -0.034 +D+0.750Lr+0.750L+0.450W+H, LL Con -0.269 1.420 +D+0.750Lr+0.750L+0.450W+H, LL Cart -0.155 -1.844 +D+0.750Lr+0.750L+0.450W+H, LL Con -0.391 -0,391 • +D+0.750Lr+0.750L+0.450W+H, LL Con 1.420 -0.269 +D+0.750Lr+0.7501-+0.450W+H, LL Con 1.184 1.184 o +D+0.750L+0.750S+0.450W+H, LL Com -1.609 -1.609 +D+0.750L+0.7505+0.450W+H, LL Com -1.609 -1.609 y +D+0.750L+0.7505+0.450W+H, LL Com -1.609 -1.609 +D+0.750L+0.750S+0.450W+H, LL Com -1.609 -1.609 +D+0.750L+0.7505+0.450W+H, LL Com -1.609 -1.609 +D+0.750L+0.7505+0.450W+H, LL Com -1.609 -1.609 +D+0.750L+0.750S+0.450W+H, LL Com -1.609 -1.609 +D+0.750L+0.7505+0.5250E+H, LL Con 4.416 4.416 +D+0.750L+0.7505+0.5250E+H, LL Con 4.416 4,416 Mills, Short & Associates Project Title: Cumberland Farms •, 800 8th Street Engineer: Jason W. Short, P.E., M.ASCE Project ID: 17-2627 _ Vero Beach, FL 32962 Project Descr. New Canopy C.A.#30698 Description: Stringer (S1)-Typ. of —.---___._Fo.-,___.,__.e.__ Vertical Reactions I Support notation: Far left is#1 Values in KIPS Load Combination Support Support Support Support +D+0.750L+0.750S+0.5250E+H, LL Con 4.416 4.416 +D+0.750L+0.750S+0.5250E+H, LL Con 4.416 4A16 +D+0.750L+0.7505+0.5250E+H, LL Con 4.416 4.416 +D+0.750L+0.750S+0.5250E+H, LL Con 4.416 4.416 +D+0.750L+0.7505+0.5250E+H, LL Con 4.416 4.416 +0.60D+0.60W+0.60H -5.383 -5.383 +0.60D+0.70E+0.60H 2.649 2.649 D Only 4.416 4.416 Lr Only, LL Comb Run (-L) -0.314 1.938 Lr Only, LL Comb Run ('L') 2.100 2.100 Lr Only, LL Comb Run ('LL) 1.786 4.038 Lr Only, LL Comb Run (L") 1.938 -0.314 Lr Only, LL Comb Run (L'L) 1.624 1.624 Lr Only, LL Comb Run (LL7 4.038 1.786 Lr Only, LL Comb Run (LLL) 3.724 3.724 L Only, LL Comb Run (-L) L Only, LL Comb Run (17 L Only, LL Comb Run ('LL) L Only, LL Comb Run (L'ry L Only, LL Comb Run (L'L) L Only, LL Comb Run (LLJ L Only, LL Comb Run (LLL) S Only W Only -13.388 -13.388 E Only H Only C ti Summary of Analysis: ' . Structure was designed as an open structure with a roof. Decking Design Loads: Deck Pans (Zone 3): +12.0/-71.9 PSF Fascia Design Loads: Wind Pressure: 39.93 PSF / Component & Cladding Pressure: 86.2 PSF F = 1 ft spacing x 3.0 ft/2 x 86.2 PSF (W.C.) =129.3 Ibs/fastener < 430 lbs per fastener in 16 GA material Attached with 412 Hex Tek per plans & specifications Framing Components: Columns: HSS 10" x 10" x'/d' wall thickness Framing: W14 x 38 (Yoke/Headers)(Yl) / W14 x 26 (Stringer)(S1) Footing Size: Exist. 5' DIA x 4'-6" D Footing with 45 rebar @ 12" O.C. E/W top and bottom (Typ.) (See Page C-04) Anchor Bolts: 1 ''/4" DIA. X 34" long bolts with 5" square x 1/4" thick plate bolted and cast onto the end Base Plate Component (See Calculation Sheet): 18" x 18" x 1" Steel with support gussets (see plans) IIIJIII Q,:: •mac No. B 051 2017 Li 7E of =tLl ///II!III%'