The URL can be used to link to this page

Home My WebLink AboutREVISIONC�oDjp- - OFFICE USE ONLY: DATEFILED: iN Q:% � REVISION FEE: ) (� - �3 PERMIT # 140 b.rJ-o I I -�. RECEIPT# 141390 PLANNING & DEVELOPMENT SERVICES BUILDING & CODE REGULATION DIVISION 2300 VIRGINIA AVENUE SCANNED FORT PIERCE, FL 34982.5652 BY FILt %oopy (772) 462.1553 St. Lucie County APPLICATION FOR BUILDING PERMIT REVISIONS PROJECT INFORMATION LOCATION/SITE ADDRESS: Cumbcrlancl arms 020 Slnorcwur\8S Dry Q%crc.e E T�L34949 DETAILED DESCRIPTION OF PROJECT REVISIONS: - RevtY iseA 0o'tcr an GI g4rucAural Ccticulr3l�nnS CONTRACTOR INFORMATION: STATE of FL REG./CERT. #: C l> C. 1"LS 7 D F -L ST. LUCIE CO CERT. #: BUSINESS NAME: S e-54 I nA km F r sec ` I n c. QUALIFIERS NAME: Wild ADDRESS: 15 O a r K 1, a n e. CITY: Vo,4 P 1 e.r c e. ,STATE: l- ZIP: 3 H g 45 PHONE (DAYTIME): `7 -7 'L - '-1 (, 0 - $ 3 b FAX: 7 -7 L - y to - <Gs 1 OWNERBUILDER INFORMATION: M\Tmi CITY: STATE: -M A PHONE (DAYTIME: 5 OS - 27 U - 1 ti 3 `7 FAX: _ ARCHITECT/ENGINEER INFORMATION: ZIP: 0l-) NAME: Ry%nrA � 1'1k11s & A SSOC%aACS ADDRESS: '7 00 7- nd P Lacc Su � -�-C. 2Ld z �> CITY: \Gr o STATE: F L ZIP: 37 9 6 O PHONE (DAYTIME): `7 7 - -L L to . —1 Z <b'L FAX: '7 -1 ?. - LA -7 - 113 LA-5 SLCCC: 9123109 Revised 06/30/17 R INE V 10" r-- A r r G' 11 2111 IN , " a rI Structural Calculations 5e PLANS AND ALL PROPOSED WOM ARE ONS 15 1164 00 �10 'REOU RED BY FIELD ECT TO IFSPECTORSiTTHAT S< �'��`e GoUR To COMIPLY WITH ALL APAY BE PLICABL114 E CODES. CODES. Best Industries, Inc. 15860 Westpark Lane Fort Pierce, FL 34949 Ph: (772) 460-83 10 Fax: (772) 460-8311 AUG 2 3 2018 ST. Lucie County, Permitting Job #: 18-2954 (MSA #18-1510) Date: REV. August 21, 2018 Job Name: Cumberland Farms S/S Mills, Short � Associates 700 22°d Place, Suite 2021), Vero Beach, FL 32960 (CA #30698) 100 Federal Hwy, Suite B, Lake Park, FL 33403 Certificate of Authorization: #30698 Ph: (772) 226-7282, Fax: (772) 492-9345 e-mail: JShort@MilisShortAssociates.com 504 S/y �P.••'�1c sE'•.'Qj, = *' No. 018 �'. 08 018 ; �� www.MillsShortAssociates.com Index Sheet 1. Cover Sheet/Job Information 2. Footing Design 3. Base Plate Revision Design Parameters Used: Code: 2017 Florida Building Code (6`h Edition) Ref.: ASCE 7-10 Risk Cat.: II Wind Speed: 160 MPH (VuLT) 3-Second Gust 124 MPH (VASD) 3-Second Gust Exposure: C Live Load: 20 PSF Dead Load: 10 PSF GCPi: +/- 0.00 (Open) gOIA .S/y `�•�� * ' No. 018 o : 08/ 018 tr\ ��0 ', STA OF ((/�� 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 Code References Project Title: Cumberland Farms Engineer: Jason W. Short, P.E. Project ID: 18-2954 Project Descr: Replacement Canopy 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 ly: RebarYield = 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 rp Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = 2.0 ft Min Steel % Bending Reinf. = Allow press. increase per foot of depth = ksf Min Allow %Temp Reinf. = 0.00180 when footing base is below = ft Min. Overturning Safety Factor = 1.0 : 1 Min. Sliding Safety Factor = 1.0 : 1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of depth Use fig wt for stability, moments & shears Yes = when max. length or width is greater than ksf Add Pedestal Wt for Soil Pressure No = ft Use Pedestal wt for stability, mom & shear No Dimensions Width parallel to X-X Axis = 10.0 ft Length parallel to Z-Z Axis = 10.0 ft Footing Thickness = 24.0 in Pedestal dimensions px : parallel to X-X Axis = in pz : parallel to Z-Z Axis in Height - in Reber Centedine 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 18.0 # 5 18.0 _ # 5 Bandwidth Distribution Check (ACI 15.4.4.2) ' 6 Direction Requiring Closer Separation n/a aY # Bars required within zone n/a D # Bars required on each side of zone We Applied Loads __. i D Lr L S W E H P : Column Load = 2.660 5.320-18.240 k OB : Overburden = ksf M-xx = 25.430 M-zz = 45.80 V-x = 1.560 V-z = 2.810 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 Project Title: Cumberland Farms Engineer: Jason W. Short, P.E. Project ID: 18-2954 Project Descr:Replacement Canopy DESIGN SUMMARY • - • • Min. Ratio Item Applied Capacity Governing Load Combination PASS 0,2076 Soil Bearing 0.4152 ksf 2.0 ksf +D+0.750Lr+0.750L+0.450W+H about Z-. PASS 1.336 Overturning -X-X 73.350 k-ft 97.980 k-ft +0.60D+0.60W+0.60H PASS 1.165 Overturning -Z-Z 84.072 k-ft 97.980 k-ft +0.60D+0.60W+0.60H PASS 8.115 Sliding -X-X 0.9360 k 7.596 k +O.60D+0.60W+0.60H PASS 4.505 Sliding -Z-Z 1.686 k 7.596 k +0.60D+0.60W+0.60H PASS 1.791 Uplift -10.944 k 19.596 k +0.60D+0.60W+0.60H PASS 0.03010 Z Flexure (+X) 1.546 k-ft/ft 51.357 k-ftlft +120D+1.60Lr+0.50W+1.60H PASS 0.08190 Z Flexure (-X) 4.206 k-ft/ft 51.357 k-ft/ft +1.20D+0.50L+0.50S+W+1.60H PASS 0.02849 X Flexure (+Z) 1.463 k-ft/ft 51.357 k-ft/ft +1.20D+1.60Lr+0.50L+1.60H PASS 0.06685 X Flexure (-Z) 3.433 k-ft/ft 51.357 k-ft/fl +120D+0.50L+0.50S+W+1.60H PASS 0.01979 1-way Shear (+X) 1.626 psi 82.158 psi +120D+1.60Lr+0.50W+1.60H PASS 0.05472 1-way Shear (-X) 4.496 psi 82A58 psi +120D+0.50L+0.50S+W+1.60H PASS 0.01866 1-way Shear (+Z) 1.533 psi 82.158 psi +1.20D+1.60Lr+0.50L+1.60H PASS 0.04388 1-way Shear (-Z) 3.605 psi 82.158 psi +1.20D+0.50L+0.50S+W+1.60H PASS 0.05258 2-way Punching 8.640 psi 164.317 psi +0.90D+W+0.90H Detailed Results Load Combination... Gross Allowable (in) Bottom, -Z Tap, +Z - Lett, -X Right, +X X-X, +D+H 2.0 n/a 0.0 0.3266 0.3266 n/a n/a X-X, +D+L+H 2.0 n/a 0.0 0.3266 0.3266 n/a n/a X-X, +D+Lr+H 2.0 n/a 0.0 0.3798 0.3798 n/a n/a X-X, +D+S+H 2.0 n/a 0.0 0.3266 0.3266 n/a n/a X-X, +D+0.750Lr+0.750L+H 2.0 n/a 0.0 0,3665 0.3665 n/a n/a X-X,+D+0.750L+0.750S+H 2.0 We 0.0 0.3266 0.3266 n/a n/a X-X, +D+0.60W+H 2.0 We 10.295 0.1065 0.3278 We n/a X-X,+D+0.70E+H 2.0 n/a 0.0 0.3266 0.3266 n/a We X-X,+D+0.750Lr+0.750L+0.450W+H 2.0 n/a 5.895 0.2014 0.3674 n/a n/a X-X,+D+0.750L+0.750S+0.450W+H 2.0 n/a 6.857 0A615 0.3275 n/a We X-X,+D+0,750L+0.750S+0.5250E+H 2.0 n/a 0.0 0.3266 0.3266 We n/a X-X,+0.60D+0.60W+0.60H 2.0 n/a 25.839 0.0 0.2014 We n/a X-X,+0.60D+0.70E+0.60H 2.0 We 0.0 0.1960 0.1960 We n/a Z-Z, +D+H 2.0 0.0 We n/a n/a 0.3266 0.3266 Z-Z, +D+L+H 2.0 0.0 We We n/a 0.3266 0.3266 Z-Z, +D+Lr+H 2.0 0.0 We We n/a 0.3798 0.3798 Z-Z, +D+S+H 2.0 0.0 We We We 0.3266 0.3266 Z-Z, +D+0.750Lr+0.750L+H 2.0 0.0 n/a We We 0.3665 0.3665 Z-Z, +D+0.750L+0.750S+H 2.0 0.0 We We We 0.3266 0.3266 Z-Z, +D+0.60W+H 2.0 16.220 We n/a We 0.04281 0.3915 Z-Z,+D+0.70E+H 2.0 0.0 n/a n/a n1a 0.3266 0.3266 Z-Z,+D+0.750Lr+0.750L+0.450W+H 2.0 9.288 n/a n/a n/a 0A537 0.4152 Z-Z,+D+0.750L+0.750S+0.450W+H 2.0 10.804 n/a n/a n/a 0.1138 0.3753 Z-Z,+D+0.750L+0.750S+0.5250E+H 2.0 0.0 n/a We n/a 0.3266 0.3266 Z-Z, +0.60D+0.60W+O.60H 2.0 40.710 n/a n/a n/a 0.0 0.3551 Z-Z, +0.60D+0.70E+0.60H 2.0 0.0 n/a n/a n/a 0.1960 0.1960 Overturning Stability Rotation Axis & Load Combination... Overturning Moment Resisting Moment Stability Ratio Status X-X+D+H None 0.0k-ft Infinity OK X-X+D+L+H None 0.0k-ft Infinitv OK X-X+D+Lr+H None 0.0k-ft Infinity OK X-X+D+S+H None 0.0k-ft Infinity OK X-X+D+0.750Lr+0.750L+H None 0.0k-ft Infinitv OK X-X,+D+0.750L+0.750S+H None 0.0k-ft Infinity OK X-X, +D+0.60W+H 73.350 k-ft 163.30 k-ft 2.226 OK X-X+D+0.70E+H None 0.0k-ft Infinity OK X-X, +D+0.750Lr+0.750L+0.450W+H 55.013 k-ft 183.250 k-ft 3.331 OK X-X, +D+0.750L+0.750S+0A50W+H 55.013 k-ft 163.30 k-ft 2.968 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 (Fi)-Typ. of Overturning Stability Project Title: Cumberland Farms Engineer: Jason W. Short, P.E. Project ID: 18-2954 Project Descr: Replacement Canopy Rotation Axis & Load Combination... Overturning Moment Resisting Moment Stability Ratio Status X-X,+D+0.750L+0.7505+0.5250E+H None 0.0k-ft Infinity OK X-X, +0.60D+0.60W+0.60H 73.350 k-ft 97.980 k-ft 1.336 OK X-X,+0.60D+0.70E+0.60H None 0.0k-ft Infinity OK Z-Z.+D+H None 0.0k-ft Infinity OK Z-Z.+D+L+H None 0.0k-ft Infinity OK Z-Z, +D+Lr+H None 0.0 k-ft Infinity OK Z-Z.+D+S+H None 0.0k-ft Infinity OK Z-Z, +D+0.750Lr+0.750L+H None 0.0 k-ft Infinity OK Z-Z,+D+0.750L+0.750S+H None 0.0k-ft Infinity OK Z-Z, +D+0.60W+H 84.072 k-ft 163.30 k-ft 1.942 OK Z-Z.+D+0.70E+H None 0.0k-ft Infinity OK Z-Z, +D+0.750Lr+0.750L+0.450W+H 63.054 k-ft 183.250 k-ft 2.906 OK Z-Z, +D+0.750L+0.7505+0.450W+H 63.054 k-ft 163.30 k-ft 2.590 OK Z-Z,+D+0.750L+0.7505+0.5250E+H None 0.0k-ft Infinity OK Z-Z, +0.60D+0.60W+0.60H 84.072 k-ft 97.980 k-ft 1.165 OK Z-Z,+0.60D+0.70E+0.60H None 0.0k-ft Infinity OK All units k - Sliding Stability Force Application Axis Load Combination... Sliding Force Resisting Force Stability Ratio Status +D+H 0.0 k 14.798 k No Slidinq OK +D+L+H 0.0 k 14.798 k No Slidinq OK +D+Lr+H 0.0 k 16.394 k No Sliding OK +D+S+H 0.0 k 14.798 k No Slidinq OK +D+0.750Lr+0.750L+H 0.0 k 15.995 k No Slidinq OK +D+0.750L+0.750S+H 0.0 k 14.798 k No Slidinq OK +D+0.60W+H 0.9360 k 11.515 k 12.302 OK +D+0.70E+H 0.0 k 14.798 k No Slidinq OK +D+0.750Lr+0.750L+0.450W+H 0.7020 k 13.533 k 19.277 OK +D+0.750L+0.7505+0.450W+H 0.7020 k 12.336 k 17.572 OK +D+0.750L+0.7505+0.5250E+H 0.0 k 14.798 k No Slidinq OK +0.60D+0.60W+0.60H 0.9360 k 7.596 k 8.115 OK +0.60D+0.70E+0.60H 0.0 k 10.879 k No Slidinq OK +D+H 0.0 k 14.798 k No Slidinq OK +D+L+H 0.0 k 14.798 k No Slidinq OK +D+Lr+H 0.0 k 16.394 k No Slidinq OK +D+S+H 0.0 k 14.798 k No Slidinq OK +D+0.750Lr+0.750L+H 0.0 k 15.995 k No Slidinq OK +D+0.750L+0,7506+H 0.0 k 14.798 k No Slidinq OK +D+0.750L+0.7505+0.450W+H 1.265 k 12.336 k 9.755 OK +D+0.750L+0.7505+0.5250E+H 0.0 k 14.798 k No Slidinq OK +0.60D+0.60W+0.60H 1.686 k 7.596 k 4.505 OK +0.60D+0.70E+0.60H 0.0 k 10.879 k No Slidinq OK +D+0.60W+H 1.686 k 11.515 k 6.830 OK +D+0.70E+H 0.0 k 14.798 k No Slidinq OK +D+0.750Lr+0.750L+0.450W+H 1.265 k 13.533 k 10.702 OK Flexure Axis & Load Combination Mu k-ft Side Tension Surface As Req'd inA2 Gvrn. As inA2 Actual As W2 Phi'Mn k-ft Status X-X,+1.40D+1.60H 0.4655 +Z Bottom 0.5184 Min Temp% 0.5580 51.357 OK X-X,+1.40D+1.60H 0.4655 -Z Bottom 0.5184 Min Terno% 0.5580 51.357 OK X-X,+120D+0.50Lr+1.60L+1.60H 0.7315 +Z Bottom 0.5184 Min Temp% 0.5580 51.357 OK X-X,+120D+0.50Lr+1.60L+1.60H 0.7315 -Z Bottom 0.5184 Min Temp% 0.5580 51.357 OK X-X,+120D+1.60L+0.505+1.60H 0.3990 +Z Bottom 0.5184 Min Temp% 0.5580 51.357 OK X-X+1.20D+1.60L+0.505+1.60H 0.3990 -Z Bottom 0.5184 Min Temp% 0.5580 51.357 OK X-X,+1.20D+1.60Lr+0.50L+1.60H 1A63 +Z Bottom 0.5184 Min Temp% 0.5580 51.357 OK X-X, +1.20D+1.60Lr+0.50L+1.60H 1.463 -Z Bottom 0.5184 Min Temp % 0.5580 51.357 OK X-X, +120D+1.60Lr+0.50W+1.60H 1.099 +Z Bottom 0.5184 Min Temp % 0.5580 51.357 OK X-X, +1.20D+1.60Lr+0.50W+1.60H 0.4532 -Z Top 0.5184 Min Temp % 0.5580 51.357 OK X-X, +1.20D+0.50L+1.605+1.60H 0.3990 +Z Bottom, 0.5184 Min Temp % 0.5580 51.357 OK X-X, +120D+O.50L+1.605+1.60H 0.3990 -Z Bottom 0.5184 Min Temp % 0.5580 51.357 OK 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 Fooling:Flexure Mu Side Tension As Req'd Gvrn. As Actual As Phi'Mn Flexure Axis &Load Combination Status k-ft Surface W2 inA2 W2 k-ft X-X, +120D+1.60S+0.50W+1.60H 0.03517 +Z Bottom 0.5184 Min Temp % 0.5580 51.357 OK X-X, +1.20D+1.60S+0.50W+1.60H 1.517 -Z Top 0.5184 Min Temp % 0.5580 51.357 OK X-X, +1.20D+0.50Lr+0.50L+W+1.60H 0.003845 +Z Bottom 0.5184 Min Temp % 0.5580 51.357 OK X-X, +1.20D+0.50Lr+0.50L+W+1.60H 3.101 -Z Top 0.5184 Min Temp % 0.5580 51.357 OK X-X, +1.20D+0.50L+0.50S+W+1.60H 0.3287 +Z Tap 0.5184 Min Temp % 0.5580 51.357 OK X-X, +1.20D+0.50L+0.50S+W+1.60H 3.433 -Z Top 0.5184 Min Temp % 0.5580 51.357 OK X-X, +1.20D+0.50L+0.20S+E+1.60H 0.3990 +Z Bottom 0.5184 Min Temp % 0.5580 51.357 OK X-X, +1.20D+0.50L+0.20S+E+1.60H 0.3990 -Z Bottom 0.5184 Min Temp % 0.5580 51.357 OK X-X, +0.90D+W+0.90H 0.2325 +Z Tap 0.5184 Min Temp % 0.5580 51.357 OK X-X, +0.90D+W+0.90H 3.337 -Z Tap 0.5184 Min Temp % 0.5580 51.357 OK X-X, +0.90D+E+0,90H 0.2993 +Z Bottom 0.5184 Min Temp % 0.5580 51.357 OK X-X, +0.90D+E+0,90H 0.2993 -Z Bottom 0.5184 Min Temp % 0.5580 51.357 OK Z-Z, +1.40D+1.60H 0.4655 -X Bottom 0.5184 Min Temp % 0.5580 51.357 OK Z-Z, +1.40D+1.60H 0.4655 +X Bottom 0.5184 Min Temp % 0.5580 51.357 OK Z-Z,+1.20D+0.50Lr+1.60L+1.60H 0.7315 -X Bottom 0.5184 Min Temp% 0.5580 51.357 OK Z-Z, +1.20D+0.50Lr+1.60L+1.60H 0.7315 +X Bottom 0.5184 Min Temp % 0.5580 51.357 OK Z-Z, +1.20D+1.60L+0.50S+1.60H 0.3990 -X Bottom 0.5184 Min Temp % 0.5580 51.357 OK Z-Z, +1.20D+1.60L+0.50S+1.60H 0.3990 +X Bottom 0.5184 Min Temp % 0.5580 51.357 OK Z-Z, +1.20D+1.60Lr+0.50L+1.60H 1.463 -X Bottom 0.5184 Min Temp % 0.5580 51.357 OK Z-Z, +1.20D+1.60Lr+0.50L+1.60H 1.463 +X Bottom 0.5184 Min Temp % 0.5580 51.357 OK Z-Z, +1.20D+1.60Lr+0.50W+1.60H 0.8999 -X Top 0.5184 Min Temp % 0.5580 51.357 OK Z-Z, +1.20D+1.60Lr+0.50W+1.60H 1.546 +X Bottom 0.5184 Min Temp % 0.5580 51.357 OK Z-Z, +1.20D+0.50L+1.60S+1.60H 0.3990 -X Bottom 0.5184 Min Temp % 0.5580 51.357 OK Z-Z, +1.20D+0.50L+1.60S+1.60H 0.3990 +X Bottom 0:5184 Min Temp % 0.5580 51.357 OK Z-Z, +1.20D+1.60S+0.50W+1.60H 1.964 -X Top 0.5184 Min Temp % 0.5580 51.357 OK Z-Z,+120D+1.60S+0.50W+1.60H 0.4819 +X Bottom 0.5184 Min Temp% 0.5580 51.357 OK Z-Z,+1.20D+0.50Lr+0.50L+W+1.60H 3.947 -X Top 0.5184 Min Temp% 0.5580 51.357 OK Z-Z,+1.20D+0.50Lr+0.50L+W+1.60H 0.9446 +X Bottom 0.5184 Min Temp% 0.5580 51.357 OK Z-Z, +1.20D+0.50L+0.50S+W+1.60H 4.206 -X Top 0.5184 Min Temp % 0.5580 51.357 OK Z-Z, +1.20D+0.50L+0.508+W+1.60H 0.6854 +X Bottom 0.5184 Min Temp % 0.5580 51.357 OK Z-Z, +1.20D+0.50L+0.20S+E+1.60H 0.3990 -X Bottom 0.5184 Min Temp % 0.5580 51.357 OK Z-Z,+1.20D+0.50L+0.20S+E+1.60H 0.3990 +X Bottom 0.5184 Min Temp% 0.5580 51.357 OK Z-Z, +0.90D+W+0,90H 3.375 -X Top 0.5184 Min Temp % 0.5580 51.357 OK Z-Z, +0.90D+W+0,90H 1.514 +X Bottom 0.5184 Min Temp % 0.5580 51.357 OK Z-Z,+0.90D+E+0.90H 0.2993 -X Bottom 0.5184 Min Temp% 0.5580 51.357 OK Z-Z,+0.90D+E+0.90H 02993 +X Bottom 0.5184 Min Temp% 0.5580 51.357 OK ,One Way Shear Load Combination... Vu@-X Vu@+X Vu@-Z Vu@+Z Vu:Max PhiVn , VuIPhi'Vn Status +1.40D+1.60H 0.49 psi 0.49 psi 0.49 psi 0.49 psi 0.49 psi 82.16 psi 0.01 0.00 +1.20D+0.50Lr+1.60L+1.60H 0.77 psi 0.77 psi 0.77 psi 0.77 psi 0.77 psi 82.16 psi 0.01 0.00 +120D+1.60L+0.50S+1.60H 0.42 psi 0.42 psi 0.42 psi 0.42 psi 0.42 psi 82.16 psi 0.01 0.00 +1.20D+1.60Lr+0.50L+1.60H 1.53 psi 1.53 psi 1.53 psi 1.53 psi 1.53 psi 82.16 psi 0.02 0.00 +1.20D+1.60Lr+0.50W+1.60H 0.95 psi 1.63 psi 0.48 psi 1.16 psi 1.63 psi 82.16 psi 0.02 0.00 +1.20D+0.50L+1.60S+1.60H 0.42 psi 0.42 psi 0.42 psi 0.42 psi 0.42 psi 82.16 psi 0.01 0.00 +120D+1.60S+0.50W+1.60H 2.06 psi 0.51 psi 1.59 psi 0.04 psi 2.06 psi 82.16 psi 0.03 0.00 +1.20D+0.50Lr+0.50L+W+1.60H 4.19 psi 1.00 psi 3.26 psi 0.01 psi 4.19 psi 82.16 psi 0.05 0.00 +1.20D+0.50L+0.50S+W+1.60H 4.50 psi 0.73 psi 3.61 psi 0.34 psi 4.50 psi 82.16 psi 0.05 0.00 +1.20D+0.50L+0.20S+E+1.60H 0.42 psi 0.42 psi 0.42 psi 0.42 psi 0.42 psi 82.16 psi 0.01 0.00 +0.90D+W+0.90H 3.54 psi 0.89 psi 3.54 psi 0.23 psi 3.54 psi 82A6 psi 0.04 0.00 +0.90D+E+0.90H 0.31 psi 0.31 psi 0.31 psi 0.31 psi 0.31 psi 82.16 psi 0.00 0.00 Two -Way' Punching" Shear All units k Load Combination... Vu Phi'Vn VuIPhi'Vn Status +1.40D+1.60H 2.04 psi 164.32psi 0.01243 OK +120D+0.50Lr+1.60L+1.60H 3.21 psi 164.32psi 0.01954 OK +1.20D+1.60L+0.50S+1.60H 1.75 psi 164.32psi 0.01066 OK +120D+1.60Lr+0.50L+1.60H 6.42 psi 164.32osi 0.03907 OK +1.20D+1.60Lr+0.50W+1.60H 1.42 psi 164.32osi 0.008626 OK +1.20D+0.50L+1.60S+1.60H 1.75 psi 164.32osi 0.01066 OK +1.20D+1.60S+0.50W+1.60H 3.25 psi 164.32psi 0.01979 OK +1.20D+0.50Lr+0.50L+W+1.60H 6.80 psi 164.32ps! 0.04135 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 (F7)-Typ. of Project Title: Cumberland Farms Engineer: Jason W. Short, P.E. Project ID: 18-2954 Project Descr: Replacement Canopy Two-Way."Punching ShearAll units k Load Combination... Vu Phi'Vn Vu 1 Phi"Vn Status +1.20D+0.50L+0.505+W+1.60H 8.25 psi 164.32psi 0.05023 OK +1.20D+0.50L+0.205+E+1.60H 1.75 psi 164.32psi 0.01066 OK +0.90D+W+0.90H 8.64 psi 164.32osi 0.05258 OK +0,90D+E+0.90H 1.31 psi 164.32psi 0.007992 OK Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing 8 Title Block" selection. Description: Base Plate (BP1)-Typ. oft Project Title: Cumberland Farms Engineer: Jason W. Short, P.E. Project ID: 18-2954 Project Descr:Replacement Canopy Code References 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 8 Plate Column Properties Steel Section: HSS12xl2xl/2 Depth 12 in Area 20.9 102 Width 12 in Ixx 457 inA4 Flange Thickness 0.465 in lyy 457 inA4 Web Thickness 0 in Plate Dimensions Support Dimensions N : Length 20.0 in Width along X' 99.0 in B : Width 20.0 in Length along "Z' 99.0 in Thickness 1.0 in Column assumed welded to base plate. F. ,.-..it- D : Dead Load ....... 2.660 k L: Live....... k LT: Roof Live ......... 5.320 k S: Snow ................ k W: Wind ................ k E: Earthquake .............. k H : Lateral Earth ......... k " P "= GraNty load, •+" sign is downward 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. Printed: 21 AUG 2018, 1:31 PM 2.50 5.10 ksi Anchor Bolts i Anchor Bolt or Rod Description 11/4"A325 Max of Tension or Pullout Capacity........... 10.20 k Shear Capacity ......................................... 77.0 k Edge distance: bolt to plate ................... 1.250 in + Number of Bolts in each Row ................... 3.0 Number of Bolt Rows ........................ 1.0 v� Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Tite Block Line 6 (BPI)-Typ. of 2 Project Title: Cumberland Farms Engineer: Jason W. Short, P.E. Project ID: 18-2954 Project Descr:Replacement Canopy Printed: 21 AUG 2018, 1:31 PM GOVERNING DESIGN LOAD CASE SUMMARY Mu : Max. Moment ..................... 4.368 k-ft Plate Design Summary Po: Max. Bending Stress ............... 17.473 ksi Design Method Allowable Strength Design Flo: Allowable: 21.557 ksi Governing Load Combination +D+0.70E+H Fyl Omega Governing Load Case Type Axial+ Moment, LI2 < Eccentricity, Tension or Bending Stress Ratio 0.811 Governing STRESS RATIO 1.0 Bending Stress OK Design Plate Size V-8" x V-8" x 1" fu : Max. Plate Bearing Stress .... 2.040 ksi Pa : Axial Load .... 1.596 k Ma: Moment........ 32.060 k-ft Fp : Allowable : min( 0.85'fc'sgrt(A21A1), 1.7' fc)10mega Bearing Stress Ratio Tension in each Bolt ................... Allowable Bolt Tension ............... Tension Stress Ratio 2.040 ksi 1.000 Bearing Stress OK 6.692 10.200 0.656 Tension Stress OK Load Comb.: +D+H Axial Load Only, No Moment Loading Bearing Stresses Pa : Axial Load .... 2,660 k Fp :Allowable ............................... 2.040 ksi Design Plate Height......... 20.000 in fa : Max. Bearing Pressure 0.007 ksi Design Plate WAth ......... 20.000 in Stress Ratio ....................... 0.003 Mill be dBemntfmm enhyifparaal bearing used. Plate Bending Stresses Al : Plate Area ......... 400.000 inA2 Mmax = Fu' LA2 / 2 ................... 0.061 k-ft A2: Support Area .................. 9,801.000 inA2 fb:Actual..... ........................... 0.246 ksi sqrt( A2/A1) 2.000 Flo: Allowable .............................. 21.557 ksi Stress Ratio ..................... 0.071 Distance for Moment Calculation "m"..................... 4.300 in " n...................... 4.300 in X.............................. 0.000 inA2 Lambda ...................... 0.000 n'........................................ 0.010 in n" Lambda .................................. 0.000 in L = maxim, n, n") ......................... 4.300 in Load Comb.: +D+L+H Axial Load Only, No Moment Loading Bearing Stresses Pa : Axial Load .... 2.660 k Fp : Allowable ............................... 2.040 ksi Design Plate Height......... 20.000 in fa: Max. Bearing Pressure 0.007 ksi Design Plate Width ......... 20,000 in Stress Ratio ....................... 0.003 wnbeNNemm6omen*yilpadfalbeadngwed. Plate Bending Stresses Al : Plate Area ......... 400.000 inA2 Mmax = Fu' LA2/2 ................... 0.061 k-ft A2: Support Area .................. 9,801.000 inA2 fb:Actual................................ 0,246 ksi sgn(A21A1) 2.000 Fb : Allowable .............................. 21.557 ksi Stress Ratio ..................... 0.011 Distance for Moment Calculation " m "...................... 4.300 in " n...................... 4.300 in X.............................. 0.000 inA2 Lambda ...................... 0.000 n'........................................ 0.010 in n" Lambda .................................. 0.000 in L = max(m, n, n") ......................... 4.300 in 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 Load Comb.: +D+Lr+H Axial Load Only, No Moment Loading Pa : Axial Load .... 7.980 k Design Plate Height ......... 20.000 in Design Plate Width ......... 20.000 in Will be d1hemN from entryffparGal beadng used. Al : Plate Area ......... 400.000 102 A2: Support Area .................. 9,801.000 inA2 sgrt(A21A1 ) 2.000 Distance for Moment Calculation "m"..................... 4.300 in " n...................... 4.300 in X.............................. 0.000 inA2 Lambda ...................... 0.000 n................................. ........ 0.010 in W Lambda .................................. 0.000 in L = max(m, n, n") ......................... 4.300 in Load Comb.: +D+S+H Loading Pa :Axial Load .... 2.660 k Design Plate Height......... 20.000 in Design Plate Width ......... 20.000 in Will be diffemni from eraryifpar6al bearingused. Al : Plate Area ......... 400.000 inA2 A2: Support Area .................. 9,801.000 i02 sgrt(A21A1) 2.000 Distance for Moment Calculation "m"..................... 4.300 in "n"..................... 4.300 in X.............................. 0.000 inA2 Lambda ...................... 0.000 n..............................I.......... 0.010 in n" Lambda .................................. 0.000 in L=.max(m. n. n"1......................... 4.300 in Load Comb.: +D+0.750Lr+0.750L+H Loading Pa : Axial Load .... 6.650 k Design Plate Height......... 20.000 in Design Plate Width ......... 20.000 in Wrllbediffemntfmmenoyifpartlalbeanngused. At : Plate Area......... 400.000 inA2 A2: Support Area .................. 9,801.000 i02 sgn(A21A1 ) 2.000 Distance for Moment Calculation " m,,.......... I.......... 4.300 in .n" ..................... 4.300 in X.............................. 0.000 i02 Lambda ...................... 0.000 n, ........................................ 0.010 in V Lambda .................................. 0.000 in L = max(m. n, n") ......................... 4.300 in Bearing Stresses Fp : Allowable ............................... fa: Max. Bearing Pressure StressRatio ....................... Plate Bending Stresses Mmax = Fu' V212 ................... fb : Actual ................................ Fib : Allowable .............................. Stress Ratio ..................... Bearing Stresses Fp : Allowable ............................ fa: Max. Bearing Pressure Stress Ratio .............. Plate Bending Stresses Mmax = Fu' LA2 12 ................... fb : Actual ................................ Fib: Allowable ............................. Stress Ratio .............. Bearing Stresses Fp : Allowable ............................... fa: Max. Bearing Pressure StressRatio ....................... Plate Bending Stresses Mmax = Fu' LA2 12 ................... fb : Actual ................................ Fb : Allowable .............................. Stress Ratio ..................... 2.040 ksi 0.020 ksi 0.010 0,184 k-ft 0.738 ksi 21.557 ksi 0.034 Axial Load Only, No Moment 2.040 ksi 0.007 ksi 0.003 0.061 k-ft 0.246 ksi 21.557 ksi 0.011 Axial Load Only, No Moment 2.040 ksi 0.017 ksi 0.008 0.154 k-ft 0.615 ksi 21.557 ksi 0.029 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Steel Base Description: Base Plate (BPI)-Typ. of Project Title: Cumberland Farms Engineer: Jason W. Short, P.E. Project ID: 18-2954 Project Descr:Replacement Canopy Printed: 21 AUG 2018. 1:31 PM Load Comb.: +D+0.750L+0.750S+H Axial Load Only, No Moment Loading Bearing Stresses Pa : Axial Load .... 2.660 k Fp : Allowable ............................... 2.040 ksi Design Plate Height......... 20.000 in is : Max. Bearing Pressure 0.007 ksi Design Plate Width ......... 20.000 in Stress Ratio ....................... 0.003 Wdl be different from envyitpaNal bearing used. Plate Bending Stresses Al : Plate Area ......... 400.000 in"2 Mmax = Fu' L"2 / 2 ................... 0.061 k-ft A2: Support Area .................. 9,801.000 in"2 fib :Actual ................................ 0.246 ksi sgd(A21A1) 2.000 Fb :Allowable .............................. 21.557 ksi Stress Ratio ..................... 0.011 Distance for Moment Calculation " m...................... 4.300 in "n...................... 4.300 in X.............................. 0.000 in^2 Lambda ...................... 0.000 n'........................................ 0.010 in n' • Lambda .................................. 0.000 in L = maxim, n, n") ......................... 4.300 in Load Comb.: +D+0.60W+H Axial Load Only, No Moment Loading Bearing Stresses Pa : Anal Load .... 2.660 k Fp : Allowable ............................... 2.040 ksi Design Plate Height......... 20.000 in is : Max. Bearing Pressure 0.007 ksi Design Plate Width ......... 20.000 in Stress Ratio ....................... 0.003 Wdlbe different lmm emryifpa&albee"used. Plate Bending Stresses At : Plate Area ......... 400.000 i02 Mmax = Fu' L"212 ................... 0.061 k-ft A2: Support Area .................. 9-801.000 in"2 to : Actual ................................ 0.246 ksi sgrt(A21A1) 2.000 Fb : Allowable .............................. 21.557 ksi Stress Ratio ..................... 0.011 Distance for Moment Calculation " m...................... 4.300 in " n...................... 4.300 in X.............................. 0.000 in^2 Lambda ...................... 0.000 n'........................................ 0.010 in n" Lambda .................................. 0.000 in L = maxim, n, n") ......................... 4.300 in Load Comb.: +D+0.70E+H Loading Pa : Anal Load .... Me: Moment........ Eccentricity..... Al : Plate Area ......... A2: Support Area ..... sgrt(A21A1) Calculate plate moment from bearing " m " ..................... "A": Bearing Length Mpl : Plate Moment Axial Load+ Moment, Ecc. > U2 Calculate plate moment from bolt tension ... 2.660k Tension per Bolt .......................... 32.060 k-ft Tension: Allowable .................... 144.632 in Stress Ratio .................... 400.000 in"2 9,801.000 in"2 Dist. from Bolt to Col. Edge ............. Effective Bolt Width for Bending..... 2.000 Plate Moment from Bolt Tension ....... 4.300 in Bearing Stresses 1.088 in Fp: Allowable ............................... 0.364 k-In fa : Max. Bearing Pressure Stress Ratio .................... Plate Bending Stresses Mmax.......................................... fb : Actual ................................ Fb : Allowable ................................ Stress Ratio .................... 6.510 k 10.200 k 0.638 3.050 in 18.300 In 3.255 k4n 2.040 ksi (set equal to Fp) 1.000 4.368 k-ft 17,473 ksi 21.557 ksi 0.811 Title Block Line 1 You can change this area using the "Settings' menu item and then using the "Printing 8 Title Block" selection. Steel Base Plate Description: Base Plate (BPi)-Typ. oft Project Title: CumbedandFarms Engineer: Jason W. Short, P.E. Project ID: 18-2954 Project Descr: Replacement Canopy software Load Comb.: +D+0.750Lr+0.750L+0.450W+H Axial Load Only, No Moment Loading Bearing Stresses Pa: Axial Load.... 6.650k Fp:Allowable ............................... 2.040 ksi Design Plate Height......... 20.000 in fa : Max. Bearing Pressure 0.017 ksi Design Plate Width......... 20.000 in Stress Ratio ....................... 0.008 WAIbe OerenrfromentryHparValbeanngused. Plate Bending Stresses At : Plate Area ......... 400.000 inA2 Mmax = Fu' LA212 ................... 0.154 k-ft A2: Support Area .................. 9,801.000inA2 fb: Actual ................... ............. 0.615 ksi sgrt(A21A1) 2.000 Fb : Allowable .............................. 21.557 ksi Stress Ratio ..................... 0.029 Distance for Moment Calculation " m ...................... 4.300 in "n...................... 4.300 in X.............................. 0.000 inA2 Lambda ...................... 0.000 n'........................................ 0.010in n' Lambda .................................. 0.000 in L = maxim, n, n") ......................... 4.300 in Load Comb.: +D+0.750L+0.750S+0.450W+H Axial Load Only, No Moment Loading Pa: Axial Load .... 2.660 k Design Plate Height......... 20.000 in Design Plate Width ......... 20.000 in Wdl be dlfemnt fmm enhyifpadlal bearing used. Al :Plate Area ......... 400.000 inA2 A2: Support Area .................. 9,801.000 inA2 sgrt(A21Al) 2.000 Distance for Moment Calculation "m"..................... 4.300 in " n...................... 4.300 in X.............................. 0.000 inA2 Lambda ...................... 0.000 n'........................................ 0.010 in n" Lambda .................................. 0.000 in L = maxim, n, n") ......................... 4.300 in Load Comb.: +D+0.750L+0.750S+0.5250E+H Bearing Stresses Fp : Allowable ............................. fa : Max. Bearing Pressure Stress Ratio ............... Plate Bending Stresses Mmax = Fu' LA212 ................... fb : Actual ................................ Fib : Allowable .............................. Stress Ratio ............... 2.040 ksi 0.007 ksi 0.003 0.061 k-ft 0.246 ksi 21.557 ksi 0.011 Axial Load + Moment, Ecc. > U2 Loadinci Calculate Plate moment from bolt tension ... Pa : Axial Load .... 2.660 k Tension per Bolt .......................... 4.739 k Me: Moment........ 24.045 k-ft Tension: Allowable .................... 10.200k Eccentricity ........................ 108.474 in Stress Ratio .................... 0.465 Al : Plate Area ......... 400.000 inA2 A2 : Support Area ..................... 9,801.000 inA2 Dist from Bolt to Col. Edge ............. 3.050 in Effective Bolt Width for Bending ..... 18.300 in sgrt(A21A1) 2.000 Plate Moment from Bolt Tension ....... 2.370 k-in Calculate Plate moment from bearing ... "m"..................... 4.300 in Bearing Stresses "A": Bearing Length 0.827 in Fp: Allowable ............................... 2.040 ksi Mpl : Plate Moment 0.283 k-in fa: Max. Bearing Pressure (set equal to Fp ) Stress Ratio .................... 1.000 Plate Bending Stresses Mmax.......................................... 3.396 k-ft fb: Actual ................................ 13.584 ksi Fb : Allowable ................................ 21.557 ksi Stress Ratio .................... 0.630 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Steel Project Title: CumbedandFarms Engineer: Jason W. Short, P.E. Project ID: 18-2954 Project Descr: Replacement Canopy Description: Base Plate (BP1) -Typ. oft Load Comb.: +0.60D+0.60W+0.60H Loading Bearing Stresses Pa: Axial Load .... 1.596 k Fp : Allowable ............................... Design Plate Height......... 20.000 in fa: Max. Bearing Pressure Design Plate Width ......... 20.000 in Stress Ratio ....................... Wince arlenentl1w ewyftpad'el bearing used. Plate Bending Stresses Al : Plate Area ......... 400.000 inA2 Mmax = Fu' LA2/2 ................... A2: Support Area .................. 9.801.000 inA2 to : Actual ................................ sgrt(A2W 2.000 Fb:Allowable .............................. Stress Ratio ..................... Distance for Moment Calculation "m"..................... 4.300 in " n...................... 4.300 in X.............................. 0.000 inA2 Lambda ...................... 0.000 n'........................................ 0.010 in n" Lambda .................................. 0.000 in L = maxim, n, n") ......................... 4.300 in Load Comb.: +0.60D+0.70E+0.60H Loading Pa : Axial Load .... Ma: Moment ........ Eccenldcity..... Al :Plate Area ......... A2 : Support Area ..... sgrt(A21A1 ) Calculate plate moment from bearing.. . " m " ..................... "A" : Beading Length Mpl: Plate Moment Printed: 21 AUG 2018, 1:31 PM 11ENERCA-II3ESTIN-1118-2954ao6 U.C, INC 1983418, Buld 10.18.7.31 Axial Load Only, No Moment 2.040 ksi 0.O04 ksi 0.002 0.037 k-ft 0.148 ksi 21.557 ksi 0.007 Axial Load + Moment, Ecc. > U2 Calculate Plate moment from bolt tension ... 1.596k Tensmnperldolt .......................... 32.060 k-ft Tension : Allowable .................... 241.053 in Stress Ratio .................... 400.000 inA2 9,801.000 in42 Dist from Bolt to Col. Edge ............. Effective Bolt Width for Bending..... 2000 Plate Moment from Bolt Tension ....... 4.300 in Bearing Stresses 1.062 in Fp: Allowable ............................... 0.356 k-in fa : Max. Bearing Pressure Stress Ratio .................... Plate Bending Stresses Mm a x.......................................... fib: Actual ................................ Fb : Allowable ................................ Stress Ratio .................... 6.692 k 10.200 k 0.656 3.050 in 18.300 in 3.346 k-in 2.040 ksi ( set equal to Fp) 1.000 4.276 k-ft 17.103 ksi 21.557 ksi 0.793 �IIIIIIIR _ outSUECT - -•eau pp C AEpUIREt�gyFjoANYCOR{�ECTT s RECEIVED iPJA"E NECFELD IPdStl RS THAT cpP,tPLyt"lITHa.� SA�riHo `'"To AUG 23 ��SB APPLICASLE CODES. ST. Lucie County, Permitting 1/2" X 4" X 6" GUSSETS (TYP. 6 PLACES)(AS SHOWN) i12 X 12 COLUMN (6) 1 1/2"0 HOLES FOR 1 114"0 ANCHOR BOLTS -PL1" X 20" X 20" BASE PLATE DETAIL SCALE: 1" = 1'-0" 12•X1Y 2• HIGH STRENGTH GROUT (4,000 PS MIN.) THICKENED SLAB TO TOP OF FOOTER .O d a e .) d a a - .d. d e #5 REBARS 0 11• ' O.C. E1W b .e• e a , A- d a . a .e A. de o TOP & BOTTOM 1 Y• 0 ANCHOR BOLT 1 -11• LONG e a ..e. < '^ iv a. WTH 5• SQUARE X 1/4• THICK ' e d° . n'a' a:. . a < PLATE TIED TO BOTTOM STEELS ,' . .a a ..d 4 .. Q a. a e' a 4 in ee a a d NEW COLUMN FOOTER SCALE 1" = l'-0• —?X/ ST. LUCIE REVIEWED REVIEWED NOI ` .; RL R ,r yO ca 3 2.� z os. �, dam'• ... MADE IY 0 Q 114" TYP. O O O 112" X 4" X 6" GUSSETS (TYP. 6 PLACES)(AS SHOWN) m q TS12 X 12 COLUMN O O (6)1 100 HOLES FOR 1 114"0 ANCHOR BOLTS .�-a° P-0• a•-} PL1"X 20" X 20" BASE PLATE DETAIL SCALE: 1" = 1'-0" 127 X 12• COLUMN i TOP OF DRIVE i TOP OF ANCHOR BOLT TO BE D• ABOVE FOUNDATION 0 2• HIGH STRENGTH GROUT (4.000 PS MIN.) I I � TOP OF ALL FOOTING EIF/Al10NS MUST BE EQUAL THICKENED SLAB N i TO TOP OF FOOTER e' .a ce d •'a < .e. d d J5 KEBABS ®11•:Q a O.C. E/1Y b •. ea, d.. d a. a .d de o TOP h BOTTOM 1 y' 0 ANCHOR BOLT 1' 11• LONG a s ..e . • a ^ 'a VATH 5• SQUARE X 1/4• THICK PLATE TIED TO BOTTOM STEEL' .< a .4. d.a a a. e A 3" I 10'-0"SQUARE._ - --_ _- NEW COLUMN FOOTER SCALE 1• = 1'—O• w LL N Yp RECEIVED U 9 mE V) g a AUG 2 3 202 N� m ST. Lucie County, Permitting < H W $a O ey C io s� C N� till XX j O 5 Z 0. o / i \ N O hm O LLLL"3 y $ w O Ea M� LL LL a -0o y Oo m L d d o � EH Rom' �r '0 IN C a3 ,axssa N I13%B SxF£TxO. SUP-1 1OF1