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HomeMy WebLinkAboutPROJECT INFORMATIONFL0F*1DA,l=-NG1NEER1NG AND DESIGN. INC INC: Liberty Tire Concrete Foundation Design for Two Baghouses by Building 2 Project No: 14-1440 Task 22 0\1ZE ►�11////c Prepared For ':�-�% Liberty Tire Recycling _ No.74461 STATE OF OV_ TIRE R:ECYCG1thG 9675 Range Line Rd Port St. Lucie, Florida 34987 Prepared By SCANNED BY St. Lucie County NOV - 3 2018 - Florida Engineering & Design, Inc. NC 255 County Road 555 South Bartow, FL 33830 www.fedinc.com 0iovemberI FILE+. a Report of Findings and Analysis Sectionl 1. Introduction Project Location 9675 Range Line Rd Port St. Lucie, Florida 34987 This project entails the structural analysis and design of concrete foundation to resist the Dead, Live and Wind loading resulted from the proposed two baghouses (titled CR236-12N, VJOT16X12X12; DWG No. 5-2483C and CR188-12N, VJOT16X12X12) adjacent to building 2. Arrangement of the baghouses is indicated in Figure 1. The analysis and design of the foundation based on the loading of the baghouses and its critical tributary area are summarized in section 2. Figure 1- Two Baghouses Section 2 1- Unfactored Load Determination Input ._ Output Diameter of One Baghouse =' 133. (inch) IT.] (ft) Base Area of One Baghouse 13,885.9 (inch2)96.4 Heigh of One Baghouse 569.25 (inch) 47.4 (ft) Volume of Two Baghouses 12,143,189 (inch3) 7,027 (ft') Content of the Baghouse Tire Fibers i Density of the Content of the Baghouse 52 . { (lb/ft) Total Dead Weight of Two Baghouses 44,542 (lb) Total Live Weight of Two Baghouses 365,420 (lb) Tributary Area (1) 562.7 (ft) d Tributary Area (1) Density of Concrete Density of Steel Rebar 562.7 150 (lb/ft') 490. (lb/ft3) Thickness of the Grout 1.5 (inch) 0.125 !i (ft) Thickness of Concrete Foundation 24 j (inch) l3 2 (ft) Dead Weight of the Grout 40 (lb) Dead Weight of the Concrete - 168,801 (1b) Foundation in Tributary Area (1) Dead Weight of Rebars in the Conc. I 5908 (lb) Found. In Tributary Area (1) , i Dead Weight of the Concrete 168,801 j (]b) Foundation in Tributary Area (1) , . Dead Weight of Rebars in the Conn. 5,908 (lb) Found. In Tributary Area (1) a 2 - Tributary Area Figure 2- Tributary Area (1) 3- Determination of Wind Loading Risk Category of the Structure '' I V� = V a 0.6 (Equation 16-32) where: V;,= nominal design wind speed V;h = strength design wind speeds determined from Fig- ures 1609A. 160M or 1609C. V„ 1, (mile/h) 145 V.,d (mile/h) Figure 3 - Project Site FBC 2017 - Table 1604.5 FBC 2017 - 1609.3.1 FBC 2017 - Figure 1609C Wind Exposure Exposure C Wind Loading on the Baghouse was Determined Based on the Provisions of the Alternate all Heights Method in Section 1609.6. 1609.6.3 Design equations. When using the alternative all -heights method, the MWFRS, and components and clad- ding of every structure shall be designed to resist theeffects of wind pressures on the building envelope in accordance with Equation 16 34. P�=g,K,C.[Kj (Equation 16-34) C�et(h/D=4) 0.73 Kz (Maximum Selected) _ 1.1 Kzt 1 % (psf) for Vast 46.45 % (psf) for V„d 30.25 $,et (psf), for Vmt 37.3 P,t (psf), for V„d ` 24.3 FBC 2017 1609.4.3 FBC 2017 1609.1.1 FBC 2017 1609.6.3 FBC 2017- Table 1609.6.2 2 ASCE 7-16, Table 27.3-1 ASCE 7-16, Table 26.8-2 FBC 2017- Table 1609.6.2(1) 4- Load Combinations A- Load Combinations using Strenght Design or Load and Resistance Factor Design (To evaluate the carrying capacity of concrete foundation) D: Dead Load L: Live Load W: Wind Load B- Load Combinations using Allowable Stress Design (To evaluate the Carrying Capacity of the soil under the Concrete Foundation) 1.413 _ 1.2D+1.6t, 1.2D +0'5W.It '.1:2D + I Wei, 0.91D+ 1 W , D+L D+0.75L D+0.6W, D+0.75L+0.45W„d 0.6D+0:6W,�' 0.6D 5- Evaluation of the Lateral Resistance of the Soil FBC 2017- 1605 FBC 2017- 1605 Coefficient of friction 0.25 FBC 2017- 1806.2 Analysis is based on the Tributary Area (1 or 2) Lateral Capacity Load Combinations Compression Force Lateral Sliding Force below the Concrete Sliding below the Load Combinations Foundation (Kips), Resistance Concrete Sliding Status N (Kips), Foundation µ . N (Kips) D+L 585 146 0- OK D+0.75L 49) 123 0.0 OK D+0.6W„d 219 55', 13.1 OK D+0.75L+0.45 W„d 493 123 9.8 OK 0.6D+0.6W„d _..- IT 33 13.1 OK 0.613 132 33 0:0 OK 6- Evaluation of the Vertical Carrying Capacity of the Soil Allowable Vertical Foundation I 2000 Pressure (psi Moment of Inertia of the Tributary Area (I or 2), (ft") 12,895 Analysis is based on the Tributary Area Stress Distribution P M.Y A+ I Vertical Capacity Load Combinations Moment Maximum below the Compressive Compression Force Concrete Stress below Vertical Load Combinations below the Concrete Compression Foundatio the Concrete Foundation (Kips) Status n Foundation (Kips-ft) I (Kips/ft2) D+L 585„ _ 0 1404` ` OK D+0.75L 493, _ 0 0.88 ._ OK D+0.6Wald 219 , - 356' 0.62 OK D+0.751,+0.45Wa,, 493, 267 1.05 OK 0.6D+0.6W„d 132 356 0.47 OK 0.6D �32 _ �. 0� :0.23 OK 7- Evaluation of the Carrying Capacity of Concrete Against Punching Shear and Moment is based on the Tributary .1. Evaluation of the Concrete Foundation Punching hear Capacity b0 (in), Perimeter around the Base - Distributed in Plate _ 132 2 Layers d (in), Specific Depth of Concrete 21 Foundation _ L (in), Width of Tributary Area 1 199.0 Minimum Temperature Shrinkage Steel As= (in2/ft) 0.52 0.0018bh ACI-318-11 As (in`/ft) 1 1.178 - I I Use #6 @ 9" Top and Bottom ou nst ire (p: Vc = 0.75-4A:.. f,c boll ACI-318 T. Vc (kips), Per Column 526.0 17.2. Evaluation of the Concrete Foundation Moment Capacity (�. MIj = •0.9. AS fy. j.,d ACI-318-11 �. Mn, Allowable flexural Strength of 52.9 Concrete Foundation i -ft/ft) Table 4 - Load Combinations for Concrete Foundation Moment Capacity Critical Punching Force on the Moment Load Combinations Concrete Foundation, Applied on Design Status Per Column (Kips) the Concrete Foundation (Kips ft/ft) 1.413 15.6 2.7 OK 1.2D+1.6L 79.8 7.6 OK 1.2D+0.5W„i, 20.1 16.0 OK 1.2D + 1 W, 26.8 29.8 OK 0.9D+1W�, 23.4 29.2 OK 8- Evaluation of the Baseplate Anchor Bolts strength for Rigid Connections under Wind Loading Maximum Moment due to Wind Loadingon the Concrete Foundation, 355.6 Mu (kip-ft), From Part 6 Total Number of Anchor Bolts, for one q base plates Distance between center of Bolts along 9 the Applied Moment (ft) Diamter of the bolts (in) 0.875 Yielding strength of the bolts (ksi) 36 Ultimate Strength of the Bolts (ksi) 58 075. Allocvabletensylastreiigth=F,Ab-=O.3'75F„Ag. 2 00 " Allowable Tensile Strength of the Bolts 13.1 (Kips) Maximum Applied Force on a Single Bolt due to the Moment Resulted from q,9 13.1 (kips)> The Design is the Wind Loading (kips) 4.9(kips) Adequate SCANNED BY St. Lucie County C) DO boo 0) PO �l xL.. rYiY{'E YY��% ftY Jd*4, yy t W ➢ 5 i M1 ! 4 1 ) Yx ,4 �,gy )"Y!{I'" � +' � Y {'9 ���Yt.�� tlt� y'ie^,- dMNC�"ib) ^XY .i^1 Fd . 1ri,�y,,�L Y� L IlY} )fti{.. "' 4( .1.IA�r wyy). }+�'$ + >Z ,�5� � �kYVWn, } � i%��}4i Yy �(U "i .F3 4 fi {t '� Jn�,vn,�yl� 1 �� { V�Ip '✓e +�� +n'Y1kVT R4 'k�Y 3j��+i}i ��ql;3 ` i. 1i'+i°SAilt� + Yt{v ��*,/� �. �4) ^t' MM i�#" E�5"5 k�}i SP13$"�k �p 2 E->�w � '' 7a�.+y �'�..���F`{'' �i'�,. `Y�ytN�^ ,S/'�.t''P '� ¢'�.+ h"�'i.1S yr� bi '.J�,a Pik�N`,JL� x ��'� •'y'7n "�'�} c �i i'+� . S�giA �5" �CYa 5;a Vi'�' YSQHij � �!(.V �'G�I1 `{SM�". '.: � `nfl'c� r7Ly. 1§� 24�'N u�! `/'f�kkj if `�ly�'�+'H Jv `i �4, }�. 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J4�..ir ,•M�4, Exhibit A Legal Description Project Name: Liberty Tire Recycling Parcel l.D.# 4201-113-0001-010-6 and 4201-113-0001-020-9 RECEIVED AUG 16 2018 ST. Lucie County, Permitting Parcel ID: 4201-113-0001-010-6 Legal Description 0137 38 THAT PART OF SEC LYG SELY OF AND CONTIG TO FEC RR MPDAF: BEG NE CDR SEC, TH S 00 DEG00 MIN 54 SEC W ALG E SEC LI 1907.98 FT TO POB, TH CONT S 00 DEG 00 MIN 54 SEC W 300 FT, TH N 89 DEG 59 MIN 06 SEC W 1170 FT, TH N 00 DEG 00 MIN 54 SEC E 96.33 FT, TH N 44 DEG 46 MIN 00 SEC E 671.87 FT, TH S 00 DEG 00 MIN 54 SEC W 273.47 FT, TH S 89 DEG 59 MIN 06 SEC E 696.98 FT TOPOB (8.43 AC) (OR 3161-797) Parcel ID: 4201-113-0001-020-9 Legal Description 0137 38 THAT PART OF SEC LYG SELY OF AND CONTIG TO FEC RR MPDAF: BEG NE COR SEC, TH S 00 DEG00 MIN 54 SEC W ALG E LI SEC 2207.98 FT TO POB, TH CONT S 00 DEG 00 MIN 54 SEC W 360 FT, TH N 89 DEG 56 MIN 06 SEC W 1320 FT, TH N 00 DEG 00 MIN 54 SEC E 1242.49 FT TO SLY R/W LI FEC, TH ALG FEC R/W N 44 DEG 46 MIN 00 SEC E 884.93 FT, TH S 00 DEG 00 MIN 54 SEC W 937.45 FT, TH S 44 DEG 46 MIN 00 SEC W 671.87 FT, THS 00 DEG 00 MIN 54 SEC W 96.33 FT, TH S 89 DEG 59 MIN 06 SEC E 1170 FT TO POB (24.38 AC) (OR 3161-797) SCANNED BY St. Lucie County