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HomeMy WebLinkAboutPROJECT INFORMATION—] RECEIV-ED Submittal #13 40 14-2.0 13 40 14 - BOLTED STEEL JUL 31 2019 WATER STORAGE TANK Ahrens Companies S7,, LUCIe County, Permitting Project: 18-000037 - MRO Hangar- Treasure Coast Int. Airport 1461 Kinetic Road 3191 Jet Center Terrace Lake Park, Florida 33403 Fort Pierce, Florida 34982 Phone: (561) 863-9004 Fax: (561) 863-9007 Water Tank - Engineering Calculations SPEC SECTION: 13 40 14 - BOLTED STEEL WATER STORAGE SUBMITTAL MANAGER: RYAN CARLSON (AHRENS COMPANIES) TANK STATUS: Open DATE CREATED: 0311312019 ISSUE DATE: 05/02/2019 REVISION: 0 RESPONSIBLE FLORIDA AQUASTORE AND UTILITY RECEIVED FROM: CONTRACTOR: CONSTRUCTION RECEIVED DATE: 11 SUBMIT BY: 05/0912019 FINAL DUE DATE: 05/17/2019 LOCATION: TYPE: Document COST CODE: APPROVERS: RYAN CARLSON (AHRENS COMPANIES), Sue Finney (Avcon Engineers & Planners), Ian Johnson (Avcon Engineers & Planners), Robert Palm (Avcon Engineers & Planners) BALL IN COURT: Sue Finney (Avcon Engineers & Planners), Ian Johnson (Avcon Engineers & Planners), Robert Palm (Avcon Engineers & Planners) DISTRIBUTION: Teresa Gundel (AHRENS COMPANIES) DESCRIPTION: B. Submit design calculations sealed by a professional engineer registered in the\nstate where the tank is located. ATTACHMENTS: 1824817D.odi 219086 Calc Report R0.odf 219086-D-RO odf SUBMITTAL WORKFLOW # NAME SUBER/ APPROVER SENT DATE DUE DATE RETURNED DATE RESPONSE ATTACHMENTS COMMENTS 1 Peter Boccagna Submitter 5/9/2019 5/8/2019 Submitted 2 RYAN CARLSON Approver 518/2019 5113/2019 518/2019 Approved 3 Sue Finney Approver 5/17/2019 Pending 4 Ian Johnson Approver 5/17/2019 Pending 5 Robert Palm Approver 5/1712019 Pending SCNNEO St. LuBy cie county Ahrens Companies Page 1 of 2 Printed On: 05/08/2019 04 :49 PM Submittal #13 40 14-2.0 13 40 14 - BOLTED STEEL WATER STORAGE TANK AHERNS COMPANIES 1461 KINETIC ROAD LAKE PARK, FL 33403 Shop Drawing / Product Date Review REVIED BY RYAN CARLSON DATE 5/8/2019 REVIEWED FOR COMPLIANCE ❑ APPROVED 0 APPROVED AS NOTED REJECTED - Review is for conformance with design concept only and intent and general compliance with contract documents/specifications. Subcontractor shall be responsible for all quantities, dimensions, compliance with documents and related codes, verification of work and trades and fabrication or techniques of construction. SUBMIT SPECIFIED ITEM" REVISE & RESUBMIT REJECTED X NOTECOMMENTS Checking is only for general conformance with the design concept of the project and general compliance with the information given in the contract documents. Any action shown is subject to the requirements of the plans and specifications. Contractor is responsible for dimensions which shall be confirmed and correlated at the job site; fabrication processes and techniques of construction; coordination of his work and that of all other trades and the satisfactory performance of his work. 'Please see comments on the cover page. AVCON, INC. By: R.Palm, P.E. Date: 6/15/19 Orientation of all appurtenances and piping connections shall be established in the field. Piping connections shall comply with all requirements specified in this submittal. All penetrations of the floor slab and/or tank walls shall be sealed so as to be water -tight and leak -proof. Soil beneath the entire tank and foundation shall be inspected and certified by a licensed geotechnical engineer prior to construction of the foundation to verify that the specified criteria of this submittal have been met, as part of the Contractor's Quality Control. Contractor shall comply with all requirements of the Concrete design per this submittal. It is the responsibility of the Contractor to coordinate requirements of this submittal with all other related elements of the COPIES TO Ahrens Companies Page 2 of 2 Printed On: 05/08/2019 04:49 PM CST STORAGE APPROVED By Alexander J. Lara, PE at 3:46 pm, Apr 29, 2019 ISO.0534 345 Harvestore Drive Dekalb, IL 60115-9607 U.S.A. 815-756-1551 Phone, 815-756-7821 fax Project Name: Treasure Coast InVI Airport Project Location: Fort Pierce FL Dealer: Florida Aquastore and Utility Construction, Inc. 4722 NW Boca Raton Blvd.; Suite C-102 Boca Raton, Florida, 33431-6358 SCANNED Phone: (561) 994-2400 Fax: (661) 994.2444 st By Project Number: 1824817 CLOE? Count %' Submittal Release. No.: 1 TecStore Epoxy Bolted Storage Tank 34' diameter (nom.) x 33' high (nom.) Model 3433 Short Starter Foundation Panel Interior coating: Trice, Bond EP (7 mils Average, DFT.) Exterior Primer: Trico Bond EP (3 mils Average, DFT.) Panel Exterior Finish: Performance Urethane (1.5 mils Average, DFT.) Shell Interior Color: Sahara Gold Shell Exterior Color: Standard Tan Roof Exterior Color: WA Date: April 23, 2019 I I EQuote # 1824817 rev. 6 Construction Method: Jack - d 1 I 27 This document consists of— pages. Submitted by: Date: Date: Expires: NDER del4y , 2693 ;0 "s�0 '- STATEo�v4: ice(:` '•.;°CORIDI".•'\_�` YONAL Date: Tank Project Drawing Index Document Number Document Title 1824817-001 Tank Drawing 1824817-010 Tank Calculations & Design Formulas 1824817-011 Tank General Notes 1824817-012 Tank Fastener Schedule 1824817-013 Tank Schematic 1824817-014 Tank Parts List Foundation Project Index Document Number Document Title 1824817-002 Short Starter Foundation Drawing 1824817-003 Anchor Bolt & Leveling Plate Placement 1824817-020 Foundation Calculations 1824817-021 Foundation General Notes 1824817-022 Foundation Materials Schedule 1824817-023 Foundation Parts List 1824817-024 Foundation Fastener Schedule 1824817-025 Manufacturers Warranty CST STORAGE NOTES: 1. THIS DRAWING IS NOT TO SCALE. 2. REFER TO TANK SCHEMATIC DOCUMENT -013 FOR NUMBER OF RINGS IN TANK AND RESPECTIVE SHEET THICKNESSES. 3. THIS TANK IS NOT DESIGNED FOR ANY EXTERNAL HYDROSTATIC LOADING. LADDER KIT SEE TANK SCHEMATIC DOCUMENT -013 FOR LADDER BRACKET LOCATIONS LADDER / PLATFORM KIT SEE TANK SCHEMATIC DOCUMENT -013 FOR LADDER BRACKET LOCATIONS WIND STIFFENERS SEE TANK SCHEMATIC DOCUMENT -013 FOR TYPE AND LOCATION(S) LADDER CAGE LOCK BOTTOM LADDER RUNG TO FLOOR BOTTOM OF SAFETY CAGE TO FLOOR 2184 mm 1829 mm MGM. NOM. GRADE LEVEL 33'- 6 13/16" 10231 mm DESIGN FREEBOARD (FIXED TYPE CONNECTION) SEISMIC SLOSHING WAVE HEIGHT NOM. DIA. ELEVATION DOME ROOF ACCESS DOOR & SHEEF NOMINAL OPENING 24' (610 mm) DIAMETER ( 2 ) REQUIRED 12 in REL DESCRIPTION 305 mm 2600 lb BEL PER MIP 1824817 1179 k9 , 04/26/19 4.2 in 7mm ROOF TOP OF 4'-0 1/8- SHELL SHEET 1222 mm REF. 33'- 0 1/ 8" 10062 mm NOM. (12) PER RING FLOOR LEVEL INTEmOR COATING: MM BOND EP (7 MI9 AVERAGE, DfTJ EXTERIOR WATING: PRIMER TRIW BOND EP (3 mils AVERAGE, DM MAT: PERFORMANCE URETHANE (1.5 mils AVERAGE, DF0 CST STelmrsE fIW$BL�6 60115 CONFIDENTIAL WM pU M nIEPROMEIPI(Y PBOFEM OF rn sow,EFAND suu wor BE .1. NOB RERIO. WIR VRTIE E%PBE4 WR mWN OF WE OOEB N. CaTS10Mf£mRRIGNlOID19 •uerzays REs RV En FILE: 1824817A DRAWN BY CMW DATE 09/26/19 3433 SSWT TREASURE COAST INTL AIRPORT FORT PIERCE, FL Noul 1824817-001 1 DOCUMENT NUMBER: 1824817 TITLE: TANK CALCULATL. REL.: 1 DATE: April 23, 2019 BY: ALI SUMMARY OF TANK DESIGN INPUT DATA STRUCTURE MODEL 3433 FOUNDATION TYPE Short Starter SPECIFIC GRAVITY 1.000 HN PRESSURE RATIO 1.000 FREEBOARD 12.000 in ROOF TYPE CST Covers Aluminum Dome ROOF WEIGHT 2.000 psf SC ROOF HEIGHT 0.000 in DC ROOF PROJ AREA 98.500 sq ft DC ROOF CENTROID 19.500 in TOTAL ROOF HEIGHT 48.100in - ROOF SNOW LOAD 20.000 psf WIND DESIGN LOAD PER FBC / D103 / ASCE 7-10 (23.35 psf)' EXPOSURE DIRECTION ALL EXPOSURE FACTOR C RISK CATEGORY III WIND SPEED 175.000 mph WIND STIFFENER DESIGN PRESSURE 23.35 psf WIND PRESSURE ROOF SINGLE CURVATURE N/A WIND PRESSURE ROOF DOUBLE CURVATURE 23.348 psf SEISMIC DESIGN AWWA D103-09 Ss 0.069 S1 0.029 TL 8.0 SEISMIC IMPORTANCE FACTOR 1.500 SEISMIC DESIGN CATEGORY A SDs 0.073 SDI 0.047 SITE CLASS D - FLAT BOTTOM GROUND SUPPORTED ANCHORED TANK. DESIGN BASE SHEAR V =0.020 W ANALYSIS PROCEDURE AWWA D103-09 ALLOWABLES USED AWWA D103-09/NFPA22 DESIGN METHOD - ALLOWABLE STRESS DESIGN AQUA2VERSION 3.9.0.14 TANK PART LIST REVISION No. N/A FND. PART LIST REVISION No. N/A 304.800 mm 9.764 kg/m2 0.000 mm 9.151 sq m 495.300 mm 1221.740 mm 0.958 kPa 78.750 m/s PAGE: 1 A. i CST SIT01tME 'DOCUMENT NUMBER: 1824817-1,t j TITLE: TANK CALCULATIC REL.: 1 DATE: April 23, 2019 BY: AL1 SUMMARY OF INTERNALLY ASSIGNED PARAMETERS BOLT DIAMETER 0.500 in 12.700 mm HOLE DIAMETER 0.562 in 14.288 mm TOP COURSE EDGE DIST 1.000 in 25.400 mm CONCRETE IN FNDN 0.000 in 0.000 mm DIST T/FTG TO B/FLR 0.000 in 0.000 mm TOTAL FNDN THICKNESS 0.000 in 0.000 mm STEEL FLOOR MATERIAL Not Applicable SHEET DENSITY 590.000 pcf 9451 kg/m3 STEEL ELASTIC MODULUS 30000000 psi 206843 MPa CONCRETE DENSITY 0 pcf 0 kg/m3 NET SHEET WIDTH 105.462 in 2679.000 mm NET STANDARD SHEET HT. 54.990 in 1397.000 mm STARTER PANEL HEIGHT 10.170 in 258.000 mm INVENTORY USED wsblkctt(52111) PAGE: 2 CST 9TeltmE I DOCUMENT NUMBER: 1824817>._ , TITLE: TANK CALCULATI'- PAGE: 3 34 33 AQUASTORE STRUCTURE DESIGN SUMMARY (12 FULL LENGTH SHEETS PER RING/COURSE) COURSE THICKNESS THICKNESS SHEET MATERIAL NUMBER (in) (mm) CODES CODE 1 0.1046 2.657 1201 40 2 0.1046 2.657 1201 40 3 0.1046 2.657 1201 40 4 0.1046 2.657 1201 60 5 0.1345 3.416 1201 60 6 0.1345 3.416 1201 60 7 0.1495 3.797 1201 60 FND 0.1644 4.176 5220 70 WIND STIFF REQUIRED STIFFENER AT BOTTOM OF COURSE 1 STIFFENER AT BOTTOM OF COURSE 2 STIFFENER AT BOTTOM OF COURSE 3 STIFFENER AT BOTTOM OF COURSE 5 STRUCTURE DIAMETER HEIGHT OF STRUCTURE TO EAVE SLOSHING WAVE HEIGHT MINIMUM FREEBOARD VOLUME OF STRUCTURE TO EAVE VOLUME OF CONTENTS VOLUME OF CONTENTS VOLUME OF CONCRETE FND. WEIGHT OF EMPTY CYLINDER ABOVE FLOOR WEIGHT OF ROOF SNOW (LIVE) LOAD WEIGHT OF CONTENTS FOUNDATION WEIGHT TOTAL WEIGHT ON FOOTING WIND SHEAR AT TOP OF FOOTING WIND MOMENT AT TOP OF FOOTING SEISMIC SHEAR AT TOP OF FOOTING SEISMIC MOMENT AT TOP OF FOOTING SEISMIC MOMENT MAT FOUNDATION REQUIRED /ACTUAL SECT MOD =0.682 cu in/1.110 cu in = 0.670 cu in 11.110 cu in = 0.670 cu in / 1.110 cu in = 1.340 cu in / 4.680 cu in = 33.57 ft = 33.01 ft = 0.35 ft = 0.35.ft = 29215 cu ft = 28330 cu ft = 211922 gal =0cuft = 20608 Ito = 1770 lb = 17702 lb = 1767786 lb = 0 Ib = 18078661b = 28171 lb = 506632 ft-lb = 36825 lb = 491371 ft-lb = 670218 ft-lb LIMITING FACTOR(S) [15] [15] [15] [15] DESCRIPTION 3" Web Truss 3" Web Truss 3" Web Truss 5.5 short Web Truss 10232.01 mm 10060.94 mm 107.33 mm 107.33 mm 827 m3 802 m3 802214 L 0 m3 9348 kg 803 kg 8029 kg 801854 kg 0 kg 820034 kg 125311 N 687 kN-m 163804 N 666 kN-m 909 kN-m . CST STC9R"113 _.t ' DOCUMENT NUMBER: 1824817-11, i TITLE: TANK CALCULATIC ; PAGE: 4 HOOP STRESS ANALYSIS —STRESS-(PSI)— Course Depth Press Net Allowable Hole Number N (PSI) Tensile Tensile Bearing 1 3.7 1.6 4167 18092 6470 2 8.2 3.6 9376 18092 14557 3 12.8 5.6 14586 18092 22644 4 17.4 7.5 19795 25000 30731 5 22.0 9.5 19445 25000 30189 6 26.6 11.5 23497 25000 36478 7 31.2 .13.5 24784 25000 38477" FND 32.0 13.9 23150 26667 35941 AXIAL STRESS ANALYSIS —STRESS-(PSI)— Course Axial Allowable Hole Number Compressive Compressive Bearing 1 166 1021 1666 2 185 1021 1855 3 203 1021 2043 4 222 1021 2232 5 192 1306 1924 6 210 1306 2113 . 7 208 1448 2089 FND 193 1588 1935 Allowable Bearing , 54000 54000 54000 81000 81000 81000 81000 94500 Allowable Bearing 54000 54000 54000 81000 81000 81000 81000 94500 Bolt Allowable Shear Shear 1723 29454 3877 29454 6031 29454 8186 29454 10340 29454 12494 -29454 14648 29454 15046 29454 ;Bolt Shear 444 494 544 594 659 724 795 810 Allowable Shear 29454 29454 29454 29454 29454 29454 29454 29454 0 -- CST _ siQen®e DOCUMENT NUMBER: 1824817-,_ TITLE: TANK CALCULATI .._ PAGE: 5 WIND STRESS ANALYSIS —STRESS-(PSI)— ' Course Axial Wind Total Allowable Hole Allowable Bolt Allowable Number Comp Bend Comp Comp Bear Bear Shear Shear 1 32 21 53 1361 631 72000 141 39272 2 51 53 104 1361 1040 72000 277 39272 3 70 99 169 1361 1699 72000 453 39272 4 88 161 250 1361 2506 108000 668 39272 5 88 185 272 .1741 2734 108000 936 39272 6 106 256 362 1741 3635 108000 1245 39272 7 114 304 419 1930 4204 108000 .1600 39272 FND 108 290 398 2117 3993 126000 1672 39272 SEISMIC STRESS ANALYSIS —STRESS-(PSI)— Course Axial Seismic Total Allowable Hole Allowable Bolt Allowable Number Comp Bend Comp Comp Bear Bear Shear Shear 1 32 37 69 1361 690 72000 184 39272 2 51 72 123 1361 1234 72000 329 39272 3 70 122 192 1361 1926 72000 513 39272 4 88 192 281 1361 2821 108000 751 39272 5 88 227 315 1741 3159 108000 1082 39272 6 106 325 431 1741 4331 108000 1483 39272 7 114 405 519 1930 5216 108000 1986 39272 FND 108 389 497 2117 4991 126000 2089 39272 y CST 9TO11AGE DOCUMENT NUMBER: 1824817-1,, TITLE: TANK CALCULATI( SEISMIC STRESS ANALYSIS CONTINUED —STRESS-(PSI)— Course Hydro -Dynamic Total Allowable Number Hoop Hoop Tensile 1 145 4312 24123 2 218 9594 24123 3 303 14888 24123 4 377 20171 33333 5 339 19785 36184 6 352 23849 36184 7 332 25115 36184 FND 304 23465 35556 PAGE: 6 :r .v CST ST©IME DOCUMENT NUMBER: 18248171, _ ^ REL: 1 TITLE: TANK GE6u „IL NOTES PAGE: 1 TANK DESIGN SPECIFICATIONS This tank is designed in accordance with the NFPA 22 and AVWVA Standard D103-09 Specification. See page 1 of Document 1824817-010 for Summary of Tank Design Input Data. COATINGS SPECIFICATIONS Coatings used on components of this tank are in compliance with the appropriate sections of AWVVA Standard D103. STRUCTURE BOLT SPECIFICATIONS Structure bolts are carbon steel, zinc mechanically deposited per the latest revision of ASTM 6695, class 50,type 1;with 1/2"-13 UNC-2A thread, and conform to AVWVA D103-09, Section 4.2.1 and 4.2.2, as noted below. A. 1 inch long and 1-1/4 inch long bolts conform to the mechanical properties of SAEJ429, Grade 5 - equivalent to the mechanical properties of ASTM A325. B. 1-1/2 inch long and longer bolts conform to the mechanical properties of SAEJ429, Grade 8 - equivalent to the mechanical properties of ASTM A490. Unless noted, all tank structure connections are bearing type connections, snug -tight condition, per ANSI/AISC 360-95. Tank manufacturer does not require special inspection per IBC, Section 1704. APPURTENANCE AND PIPING ORIENTATION Orientation of all appurtenances and piping connections shall be established in the field. THROUGH -THE -SHEET PENETRATIONS All openings through the tank side wall greater than 2 inches (51 mm) in diameter shall be reinforced in accordance with AVWVA D103-09, Section 5.10. All openings through sheets having less than 24 inches (610 mm) between horizontal bolt lines, or having less than 24 inches (610 mm) of available sheet space from the floor surface up to the first horizontal bolt line shall not exceed a diameter of 2 inches (51 mm). These openings of 2 inches (51 mm) and less shall be reinforced in accordance with AWVVA D103-09, Section 5.10. LADDER SPECIFICATIONS The ladder system is manufactured in compliance with AVVWA D103-09, and meets OSHA requirements. In addition, the tank ladder side rails are fabricated from 6105-T6 aluminum while the ladder rungs are fabricated from 6105-T6 or 6005-TG aluminum. ATTACHMENTS TO THE TANK SHELL This tank is designed to support all attachments supplied by CST Storage. Unless noted otherwise in this document, the tank is not designed to support any loads from attachments supplied by others. Per AVVWA D103, all attachments made to the tank shall be designed so that no significant load is imparted on the tank wall. Attachments include those for piping, nozzles, mixers, brackets, supports, etc. VENT An adequate pressure/vacuum vent must be provided by the builder in order to prevent tank damage. CST ST011ME DOCUMENT NUMBER: 182481741,,REL: 1 TITLE: TANK FAST, _ `t SCHEDULE PAGE: 1 Structure bolt quantities at (H)orizontal and (V)ertical seams Thru the sheet fasteners' BOLT LENGTHS 1" 1 1/4" 1 1/2" 1 3/4" 2" 21/4" 21/2 26.40 31.75 38.10 44.45 50.80 57.16 63.50 SEAM Wide H 1 0 175 29 144 0 0 0 SEAM.V 1 588 0 0 0 0- 0 0' SEAM Wide H 2 151 113 0 0• 0 0 0 SEAM V 2 612 0 0 0 0 0 0 SEAM Wide H 3 156 108 0 0 0 0 0 SEAM V 3 612 SEAM Wide H 4 154 110 0 0 0 0 0 SEAM V 4 _ 612 0 0 0 0 0 0 SEAM Wide H 5 240 24 0 0 0 0 0 SEAM V 5 612 0 0 0 0 0 0 SEAM Wide -H 6 154 110 0 0 0 0 0 SEAM V 6 612 0 0 0 0 0 0 SEAM Wide H 7 0 264 0 0 0 0 0 SEAM V 7 0 612 0 0 0 0 0 SEAM Fnd. H 8 0 262 2 0 0 0 0 ACCESS DOOR 0 0 0 0 60 0 0 REINF. PLATE 0 0 180 0 0 0 0 Total: 4503 1778 211 144 60 CST STEpR666 1 DOCUMENT NUMBER: 1824817-012 Structure bolt quantities.at (H)orizontal seams REL: 1 r TITLE: TANK FASTENER SCHEDULE PAGE:.2 Truss Fasteners l BOLT LENGTHS: 1 1/4" 31.75 C.S. 2 1/4" 57.17 C.S. 2 1/2" 63.50 C.S. 2 3/4" 69.86 C.S. 3" 76.20 C.S. 3 1/4" 82.55 C.S. 3 1/2" 88.90 C.S. SEAM Wide H 1 0 0 0 0 0 0 0 SEAM Wide H 2 168 0 0 0 0 0 0 SEAM Wide H 3 168 0 0 0 0 0 0 SEAM Wide H 4 168 0 0 0 0 0 -0 SEAM Wide H 5 0 0 0 0 0 0 0 SEAM Wide H 6 0 84 0 0 0 0 0 SEAM Wide H 7 0 0 0 0 0 0 0 SEAM Fnd. H 8 0 0 0 0 0 0 0 Total: 504 84 0 0 0 0 0 �.:... �� CST - STORAGE DOCUMENT NUMBER: 18248174, REL: 1 a Note: All brackets at top of specified ring. Rings are identified from top of tank to foundation Ring # Sheet Bracket Bracket Thick. Type Quantity TITLE: TANK SCHE'• IC Vertical Bolt Line PAGE: 1 Shell Sheet Part No. Use tapered spacer at top horizontal seam RING # : 1 0.1046" (2.7mm) Y-BRKT 5 2V 272428N5000 —( TYPE 3" Web Truss #261847) RING #: 2 0.1046" (2.7mm) U-BRKT 5 2V 272429N5000 —( TYPE 3" Web Truss' #261847) RING #: 3 0.1046" (2.7mm) NONE 0 2V 272429N5000 —( TYPE 3" Web Truss #261847) RING #: 4 0.1046" (2.7mm) U-BRKT 2 2V 272429R5000 RING #: 5 0.1346" (3.4mm) NONE 0 2V 272429R5200 —( TYPE 5.5 short Web Truss #257553) RING #:6 0. 1345" (3.4mm) U-BRKT 22V 272429R5200 RING #: 7 0.1495' (3.8mm) Y-BRKT 2 2V 272429R6400 FND.: 0.1644" (4.2mm) Y-BRKT 2 2V See fnd. parts list _.� CST Srpwsae DOCUMENT NUMBER: 18248111 ,- REL: 1 TITLE: TANK PAV -._, IST PAGE: 1 Item Quantity Part No. Description ti - 1 1824817-001 TANKASSEMBLY 1 1 1824817-002 FOUNDATION ASSEMBLY 2 504 262415-001 HHCS 1/2 X 1 1/4" SPCL. FNSH. 3 84 262415-002 HHCS 112 X 2114"SPCL. FNSH. 4 5 6 7 8 9 10 11 1 1008177-000 MANWAY PLATFORM ASSEMBLY 12 13 14 15 265777-206 SEALER 98, CARTONS (TAN) 15 16 1 1008082-000 SHORT LADDER SECTION 17 1 1009078-000 STANDARD PLUS LADDER (7-36 RINGS) 18 1 1008436-000 LADDER DOOR ASSEMBLY 19 1 1009392 SOLID RAIL LADDER SAFETY SYSTEM 20 21 2 277650-000 GASKET, 24" 22 4 28727OS5500 REINFORCING PLATE,.2500" 23 24 25 26 27 12 261256-034 STIFFENER ANGLE 28 12 260577-003 SPLICE ANGLE 29 12 084373-000 TAPERED SPACER 30 31 252 261847-000 WEB TRUSS, 3" 32 84 257653-000 WEB TRUSS, 5.51', SHORT 33 34 35 36 37 38 39 40 41 42 43 44 4503 262000-001 STRUCTURE BOLT, 1" 45 1778 262000-002 STRUCTURE BOLT, 1 1/4" 46 211 262000-003 STRUCTURE BOLT, 1 112" 47 144 262000-004 STRUCTURE BOLT, 1 3/4" 48 60 262000-006 STRUCTURE BOLT, 2" 49 50 51 52 53 54 55 672 261974-000 WASHER, SPECIAL 56 7032 252275-000 WASHER, 1/2" 57 6696 262416-001 HEX. NUT, 1/2" HDZ 58 588 263525-001 HEX. NUT, 1/2" MDZ y CST ST0RA6E ' DOCUMENT NUMBER: 1824817-Q Item Quantity 59 7284 60 61 62 63 64 65 '66 3 67 1 68 1 69 1 70 3 71 3 72 1 73 74 9 75 9 76 77 78 79 80 81 2 82 12 83 2 84 85 24 86 12 87 24 88 10 89 90 91 92 93 94 95 96 97 98 . 99 100 101 102 103 104 105 106 107 108 109 110 117 112 113 114 115 116 117 118 REL: 1 Part No. 081816-003 262778-000 257249-000 341SS000L-1824817A 266254-000 262166-000 260581-000 266255-000 1008110-001 1008111-001 287294R64E7 27242ON5000 280516-034 272429N5000 272429R5000 272429R5200 272429R6400 TITLE: TANK PARTT Description PROTECTIVE COVER DANGER DECAL INFORMATION SIGN LIQUID TANK -NAMEPLATE OPERATORS MANUAL IMPORTANT DECAL TANK MOD. WARNING DECAL INSPECTION AND MAINT. REVIEW Y BRACKET ASSY. SET (LONG) U BRACKET ASSY. SET (LONG) PAGE: 2 24" ROUND ACCESS DOOR SHEET SHELL SHEET 0.1046" GRADE 40 24" ACCESS DOOR, NORMAL DUTY, STANDARD (GALV) SHELL SHEET 0.1046" GRADE 40 SHELL SHEET 0.1046" GRADE 60 SHELL SHEET 0.1345" GRADE 60 SHELL SHEET 0.1495" GRADE 60 CST ST01tME NOTES: REL OFSCRImION ti 35'-9" FOUNDATION NOM. OUTSIDE DIA. 1. THIS DRAWING IS NOT TO SCALE. 10897 mm 2. ITEMS INDICATED * TO BE SUPPLIED BY THE a¢ vEa Niv 182g817 D 26/19 TANK MANUFACTURER. SEE *CST STORAGE PARTS SPECIFICATIONS CHART ON THIS DRAWING. 3. SEE DOCUMENT -022 FOR MATERIAL SCHEDULE. �^ 33'-613/16" 10231 mm *FOUNDATION SHEET(12) * SEAL STRIPS GRAY (TOP) BE4TONITE #5 REBAR - (2) RINGS SPLICE: 25" (635 mm) 2 1/ 2" 64 mm 6" 152 mm T_ #4 FLOOR REBAR ON 10" (254 mm) CENTERS SPLICE: 20" (508 mm) * LEVELING PLATE & FOUNDATION BOLTS SEE DRAWING -003. FOR LOCATIONS * FOUNDATION ANGLE 203 mm e 1" (25 mm) CHAMFER OR ROUND WITH EDGING TOOL #7 REBAR - (2) BUNDLED BARS / SPLICE: 64" (1626 mm) #4 FOOTING TIE BARS ,{" (72) TOTAL QUANTITY � IIF 21" #5 CIRCUMFERENTIAL FOOTING REBAR 533 mm (4) RINGS SPLICE: 32'(813mm) SECTION THROUGH FOOTING REBAR SUPPORTS 18" —FLOOR LEVEL GRADE 6" LEVEL 152 mm - 3° (76 mm) CLEAR I 2" (51 mm) TYP. CLEAR - FORMED FOOTING, OTHERWISE 3" (76 mm) TYP. CLEAR CST STORAGE PARTS SPECIFICATIONS REBAR SUPPORTS IN. 112 DIA mm 13 DIA (2) PER SHEET FOUNDATION ANGLES IN. 2 x 2 x 1/4 mm 51 x51 x6 (1) PER SHEET LEVELING PLATES IN. 3/8x3-1/2x 11 mm 10 x 89 x 279 (2) PER SHEET FOUNDATION BOLTS IN. 3/4 DIA. x 18 W mm 19 DIA. x 4571G. CST STORAGE �xua, lwxD�s coos CONFIDENTIAL .D.a7 E¢¢a .P¢aP Dr ms EMDo xm RE umxoaawmixeDvmwwrra F%PRESS WRIilEV m15BI1 Cf lXE mMPgHY. 6T SIpN(£ 0 W NIl1! OE1119 <LLR1O115¢[SFR c`D FILE: 182M17B DRANM BY CxRY DATE O /26/19 34' SHORT STARTER FND TREASURE COAST INT'L AIRPORT FORT PIERCE, FL No�1824817-002-002 FOUNDATION BOLT NOM. BOLT CIRCLE * LEVELING PLATE 51 TOP OF FOOTING * FOUNDATION BOLT 1319 mm INNER CHORD SECTION "A -A" 4" 102 mm ITTES: .. THIS DRAWING IS NOT TO SCALE. '.. ITEMS INDICATED * TO BE SUPPLIED BY THE TANK MANUFACTURER. SEE * CST STORAGE PARTS SPECIFICATIONS CHART ON DRAWING -002. PLACEMENT OF ANCHOR BOLTS TO BE WITHIN 1/2" (13 mm) OF INDICATED CHORD DIMENSIONS. FOOTING FOUNDATION BOLT AND LEVELING PLATE LOCATIONS B DEXRIPTION VT V REL PER 84/28/19M1P 1824BV A CST STORAGE DE lw =wus CONFIDENTIAL TH. DXPWING 6 TxEvewwEruxr warErzxraE ¢r smwr,Eu+Dsuuxoraz USED N00. RF➢0.CW RDWf IIpYr 111E Ea1wE55wxmex mxsEH n 01.0 urv. arsTDlur�mxu,,,roxoxs NL0.10115 RESERVED FILE: 1824817C DRAWN BY CMW DAZE 84/26/19 ANCHOR BOLT & LEVELING PLATE PLACEMENT TREASURE COAST INTL AIRPORT FORT PIERCE, FL NO. 1824817-003 1 TANK FOUNDATION ANALYSIS AND DESIGN -' INPUT ,DATA, DESIGNATION INPUT DATA: Project Name: Project Number: Engineer: Date: Comments: Tank Type: Foundation Type: Roof Type: GENERAL INPUT DATA: Design Code: Content Load Factor: Complementary Standard: Percent of Snow Weight: Percent of Fill Weight: Concrete Cover: Embedded Sheet Thickness: Sheet Embedment Depth: Cost of Concrete: Cost of Reinforcement: Treasure Coast Int'I Airport 1824817 A1L 4/23/2019 Embedded Type SS/MS T&B Bars Discontinuous Self Support ACI 318-14 1.6 NFPA-22 0 % --- % 2.0 IN 0.164 IN. 6.75 IN. 80 $/CY 0.4 $ / LB. CST-TFAD v102 GEOMETRY INPUT DATA: Foundation Diameter, Df: --- FT Slab Outer Diameter, Do: 35.75 FT Tank Diameter, Dt: 33.57 FT Ring Width, Br: 21 IN Slab Thickness, Hs: 6 IN Footing Thickness, Hf: --- IN Ring Height, Hr: 30 IN Haunch Depth,Hh: 12 IN Grade to B/Ftg, Hg: 24 IN MATERIAL PROPERTIES INPUT DATA: EXTERNAL LOADING INPUT DATA: Concrete Unit Weight: 144 PCF Tank Cylinder Weight: 20,608 LB Concrete Compressive Strength: 3500 PSI Roof Weight: 1,770 LB Concrete Poisson's Ratio: 0.15 ' Roof Snow (Live) Load: 17,702 LB Reinforcement Yield Strength: 60 KSI Content Height: 32.01 FT Reinforcement Elastic Modulus: 29000 KSI Wind Shear: 28,171 LB Soil Allowable Pressure: 2500 PSF Wind Moment: 506,632 FT -LB Soil Subgrade Modulus: 69 PCI Soil Active Pressure Coefficient: 0.3 Seismic Shear: 36,925 LB Soil Unit Weight: 100 PCF Seismic Moment: 491,371 FT -LB Sloshing Wave Height: 0.35 FT Content Specific Gravity: 1.00 Floor Weight: --- LB Internal Pressure: 0 IN of Water Internal Vacuum: 0 IN of Water n TANK FOUNDATION ANALYSIS And DESIGN - RESULTS T*i1w,,F_I11rrrJv" Project Name: Treasure Coast Int'I Airport Project Number: 1824817 Engineer: AIL Date: 4/23/2019 SOIL PRESSURE: D + L 2255 PSF < D+L+W: 2258 PSF < D+L+E: 2268 PSF < D - W : 237 PSF. > D+L-E: 1632 PSF > SAFETY FACTOR AGAINST OVERTURNING: D + W : 2.78 > D + L+ E (Phase-[ Method A): 6.47 > D+L+E (PhaseA MethodB): 12.29 > SHEAR IN SLAB AND FOOTING: Shear in Slab: 1479 PLF < Shear in Footing: --- PLF REINFORCEMENT: 2500 3333 3333 0 0 1.5 1 1 01.11..1 CST-TFAD v102 No Uplift No Uplift Slab Middle Reinforcement: 0.24 SQ.IN/FT [#4@10], (IstA=20) Footing Top Reinforcement: Footing Bottom Reinforcement: Ring Top Reinforcement: Ring Bottom Reinforcement: Vertical Reinforcement: Hoop Steel: Curb Steel: Supplemental Tie Bars: SQ.IN/FT SQ.IN/FT 0.40 SQ:IN [2#5], (IstA=25) 0.51 SQ.IN [2#5], (IstA=25) 0.13 SQ.IN/FT [6#4/S], (IstA=20) 0.59 SQ.IN [2#5], (IstA=25) 1.11 SQ.IN [2#7], (IstA=44) 0.00 SQ.IN/FT- 0 Document Number: 1824817-021 Rel.: 1 Title: Foundation General Notes Page 1 Minimum guidelines and specifications are given below. The owner or the owner's designated agent may amend or modify these guidelines and specifications, but in no case shall the requirements be less than those given below. FOUNDATION DESIGN See Tank Foundation Design Input Data Sheet for foundation design data. SITEWORK 1. Clear the site of all vegetation, organic materials, rubbish, debris, and other foreign or objectionable materials above the ground surface. Remove all top soil, stumps, large roots, buried logs, and other objectionable materials below the ground surface. 2. The foundation design contained in this submittal is based on the recommendations in the geotechnical report dated May 8, 2019 by Anderson'Andre Consulting Engineers, Inc., project/report number 18-151. The recommendations contained in that report and all supplemental reports shall be followed. 3. Soil beneath the entire tank and foundation shall be inspected and certified by a licensed geotechnical engineer prior to construction of the foundation to verify that the following criteria have been met. If the soil is not verified, or if the soil does not meet all of these criteria, the foundation design contained in this submittal shall be null and void. a. The soil shall be undisturbed soil or compacted fill. b. The soil shall have a minimum allowablebearing'capacity of 2,5ob psf (119,701 Pa) at depth below grade as noted in the geotechnical report. All soil beneath the entire tank and foundation shall meet or exceed the assumed minimum bearing capacity. c. The soil shall provide uniform support for the entire foundation. d. The soil shall be suitable in all respects to properly support the tank. 4. The soils shall be inspected and certified as suitable immediately prior to placing of concrete. 5. All compacted fill shall be placed as recommended by the geotechnical report. 6. It is acceptable to bank/earth form the sides of footings when and only when all of the following conditions are met: a. Soils suitable to bank forming are present. b. All OSHA and other safety precautions and requirements are met. c. All local and other regulatory and statutoy requirements are met. d. The geotechnical report approves of the method. e. The correct concrete clear cover dimensions are maintained. 7. Orientation of connecting piping shall be established in the field. 8. Place all underground piping then backfill and compact to site specifications. Inlet/outlet piping may penetrate ring walls provided the penetration is circular and limited to the middle two quarters of the wall height. All details of modifications to foundation reinforcement, cushioning needs, thrust blocks, and encasement shall be provided by others. Otherwise, all piping must pass beneath the footing unless the footing/foundation system has been designed and fully detailed by others to accommodate both a pipe passing through it and the proper transfer of tank loads to the supporting soil. Design of piping and/or encasement to resist foundation loads and provide adequate support for the foundations above is the responsibility of others. 9. If conditions exist which require footing and/or floor design details differing from those shown on the drawings herein, such new design and details shall be provided by the owner or the owner's designated agent. CST Storage will not show details on its drawings other than those derived as a result of the design efforts of its own Engineering Department. CST STORAGE DOCUMENT NUMBER: 1824817-01- REL: 1 TITLE: FND. GENEF TOTES PAGE: 2 CONCRETE WORK Concrete work shall conform to the requirements of ACI 301-05, published by the American Concrete Institute, Farmington Hills, Michigan, except as modified by the supplemental requirements noted below. 1. Concrete shall attain an ultimate 28 day compressive strength of 3500 PSI ( 24132 KPa). 2. Reinforcing bars shall conform to ASTM A615, grade 60. Welding of bars is not permitted. Field bending of partially embedded reinforcing bars shall conform to Section 3.3.2.8. 3. Cement shall conform to ASTM C150, Type I or Type II with air entraining admixture per ASTM C260 added at the mixer to achieve 4-6% by volume of entrained air at the point of concrete placement. 4. Maximum aggregate size shall be 1 1/2" (38 mm). Fine and coarse aggregate shall conform to ASTM C33, and the restrictions on reactive materials specified in ASTM C33, paragraphs 7.3 and 11.2, shall apply. 5. Ready mixed concrete shall conform to ASTM C94, Opyon A. The supplier shall be responsible for determining the proportions used in the concrete mix. 6. Earth cuts may be used as formwork for footings only, provided the footing depth does not exceed 48" (1219 mm). 7. Finished surfaces A. Rough form finish is acceptable for vertical surfaces. B. Floated finish is required for the floor surface. S. The following sections of ACI 301-05 do not apply: 6 - Architectural Concrete 7 - Lightweight Concrete 8 - Mass Concrete 9 - Prestressed Concrete 10 - Shrinkage -compensating Concrete CST STORAGE DOCUMENT NUMBER: 1824814/ REL: 1 TITLE: FND. MAT`- . IS SCHEDULE PAGE: 1 These materials are to be furnished by the builder. Quantities are estimated. CONCRETE AND GRAVEL CONCRETE IN FLOOR: - Per 5" depth (127.0mm), 20 cu. yds 15.3 m3 CONCRETE IN FOOTING: - Per 1" depth (25.4 mm) 0.5 cu. yds 0.4 m3 CST Wrote@ DOCUMENT NUMBER: 1824817-0) lI Item Quantity Part No. - 1 1824817-002 1 12 272454S5300 2 12 257573-034 3 12 273882-000 4 12 261067-001 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 REL: 1 TITLE: FND. PARTS Description SS FOUNDATION ASSEMBLY 0.1644" FND. SHT. Gr. 70 FOUNDATION ANGLE SPLICE ANGLE TAPERED SPACER 48 013713-003 FOUNDATION BOLT, 3/4" 96 013542-005 WASHER,STD., 34' 96 013543-006 HEX. NUT, 3/4" 24 257516-000 LEVELING PLATE 24 019030-004 REBAR SUPPORTS, 1/2" 13 252488-000 SEAL STRIP 3 265777-206 SEALER 98, CARTONS (TAN) 7 266030-000 BENTONITE SEAL STRIP 2 253730-002 SEALER PRIMER 132 081816-003 PROTECTIVE COVER 24 017500-086 CAP SCREW 1/2" X 1 3/4" 372 262000-002 STRUCTURE BOLT 1 1/4" 84 262000-003 STRUCTURE BOLT 1 1/2" 528 262416-001 HEX NUT, 1/2"HDZ 552 262275-000 WASHER, 1/2" PAGE: 1 .: s m- CST STORAGE DOCUMENT NUMBER: 18248111- REL: 1 TITLE: FND. FAS", -'R SCHEDULE PAGE:1 BOLT LENGTHS: 1.1 11/4 11/2" 13/4" 2" REBAR 25.40 31.75 38.10 44.45 50.80 SUPPORTS VERTICAL 0 192 0 0 0 24 HORIZONTAL 0 180 84 0 0 r m CST sr®vase Manufacturer's Limited Warranty HYDROTEC' SST STORAGE One -Year Limited Warranty CST Storage warrants that a HydmTecTM brand liquid storage tank will be free from defects in workmanship and materials, under normal and proper use, maintenance and operation, during the period expiring on the earlier of O one year after liquid is first introduced into the tank or n 14 months after shipment from the factory. Limitations and Conditions The CST Storage Limited Warranty is subject ta the following limitations and conditions: a. The CST Storage Limited Warranty shall remain in effect only as long as the tank is used for the storage of me liquid speed in the order. The CST Storage Limited Warranty shall become void and terminate should the tank be used for storage of any other liquid or material unless specified in writing prior to CST Storage's acceptance of the order for the tank b. The CST Storage Limited Warranty does not cover damage caused by shipping, handling or tank erection, or damage caused by operating or maintanance activities. CST Storage makes no warranty about and shall not be responsible for any defects in erection or installation of a tank. a The CST Storage Limited Warranty shall become void and terminate d any alterations are made to the tank without the priorwritten approval of CST Storage. d. The CST Storage Limited Warranty shall become void and terminated the tank is not used, operated and maintained in acrurdance with the requirements stated in the CST Storage Operating Manual(s) supplied with the tank, or if the tank is damaged or subject to any abuse, misuse or vandalism. Limitation of Remedies In the event of any failure of any HydroTec brand liquid storage tank to perform as warranted in the Limited Warranty, the sole and exclusive obligation of CST Storage shall be, at its sole option, either to repair the tank or repair or replace (FOB factory) any pad of the tank which is defective. IN NO EVENT SHALL CST STORAGE BE LIABLE (WHETHER FOR BREACH OF WARRANTY OR CONTRACT, FOR STRICT LIABILITY OR NEGLIGENCE, OR OTHERWISE) FOR ANY SPECIAL, INCIDENTAL, PUNITIVE OR CONSEQUENTIAL DAMAGES, INCLUDING, BUT NOT LIMITED TO, DAMAGES FOR LOSS OF CONTENTS OR LOSS OF PROFITS, OR FOR THE CONDITION OR QUALITY OF LIQUID STORED IN THE TANK OR FOR ANY INABILITY OF OWNER TO PROVIDE PRODUCT OR SERVICE TO ANY CUSTOMER OF OWNER. Any action against CST Storage for breach of warranty or contract; or for strict liability, negligence or otherwise relating to a tank, must be commenced within one year after such cause of action accrues. Any Warranty claim shall be made to CST Storage in writing. Once a claim has been made, CST Storage shall have the right to perform on -site inspections of the tank If CST Storage chooses to do repair work (which, for purposes of this paragraph, shall include repairing or replacing defective parts)�m the tank, CST Storage shall be granted permission to perform such work with its own service personnel or personnel of others, and under nonunion condibons unless CST Storage otherwise agrees. Any repairs made to a tank before CST Storage is notified of a claim shall be at the Owner's expense. Preparation for inspection or repair of a tank (such as removing the contents and obstructive equipment in the tank) shall be the sole responsibility and expense of Owner. Preparation of the tank for use after repair shall be me sole responsibility and expense of the Owner. Disclaimers EXCEPT FOR THE LIMITED WARRANTY SET FORTH ABOVE, THERE ARE NO UNDERSTANDINGS, AGREEMENTS, REPRESENTATIONS OR WARRANTIES, EITHER EXPRESS OR IMPLIED, RESPECTING THE HYDROTEC BRAND LIQUID STORAGE TANK CST STORAGE EXPRESSLY DISCLAIMS THE IMPLIED WARRANTIES OF MERCHANTABILITY AND FITNESS FOR A PARTICULAR PURPOSE. The CST Storage Authorized Dealers are independent contractors and are not agents or employees of CST Storage. No statement by any CST Storage Authorized Dealer or any CST Storage employee shall constitute an understanding, agreement, representation or warranty by CST Storage. CST Storage makes no warranty with respect to goods manufactured by others, even if sold by a CST Storage Authorized Dealer. This Limited Warranty and related limitations and disclaimers cannot be modified or amended by a CST Storage Authorized Dealer, and can be modified or amended only by written document signed by an authorized CST Storage employee. HwmTEc ISTHEiRAD0WJk0FCST5T0RAGE O CopmGHf 2012 CSTSmNsGE PRINTED IN U.SA CST It 277997-000 RE 1 ECN 12059 JACK LOAD ANALYSIS MIP NO.: 1824817 Model: 3433 Course Being 08 Jack System Lifted Wind Velocity 1 30 2 30 3 30 4 30 5 30 6 30 06 Jack System Model 18 Jack System Wind Velocity Wind Velocity 30 30 30 30 30 30 30 30 30 30 30 30 The values listed above indicate the maximum wind velocities (MPH) at which the designated structure course may be lifted. CONDITIONS: > Tank is ground supported. > Wind speed is determined at 33 feet above the tank floor. > A jack is positioned at each vertical seam. , Note: This information is proprietary to CST Storage and shall not be used nor reproduced without the express written consent of the Company. All Rights Reserved 2019, CST Storage. CST STORAGE JACK LOAD ANALYSIS MIP NO.: 1824817 Model: 3433 Course Being 08 Jack System 06 Jack System Mode[18 Jack System Lifted Wind Velocity Wind Velocity Wind Velocity 1 30 30 30 2 30 30 30 3 30 30 30 4 30 30 30 5 30 30 30 6 30 30 30 The values listed above indicate the maximum wind velocities (MPH) at which the designated structure course may be lifted. CONDITIONS: > Tank is ground supported. > Wind speed is determined at 33 feet above the tank floor. > A jack is positioned at alternate vertical seams. > A strut is positioned at each vertical seam. Note: This information is proprietary to CST Storage and shall not be used nor reproduced without the express written consent of the Company. All Rights Reserved 2019, CST Storage. CST sr©llltnae CST COVERS Phone:(713)290-9944 Fax:(938)539.5355 498 N Loop 336 E Conroe, Texas i77301 USA STRUCTURAL ANALYSIS AND DESIGN SUMMARY CST COVERS ALUMINUM DOME FOR (1) 34' (33.56') DIAMETER AQUASTORE WATER TANK (MIP #1824817) PORT ST LUCIE, FL (CST COVERS JOB No. 219086), �pP�EF1T P. *.r•�No 67e ENGR: RPL CHCKD: MAA DATE: APRIL 29, 2019 PAGES:1 THROUGH:34 REVISION:0 ■ ;• BY: RPL DATE: 04/29/19 PROJECT: PORT ST LUCIE. FL ISO 9001 Certified <9522> JOB NO.: 219086 NOTATION, f = Maximum member stress. F = Member allowable stress. F-X,F-Y,F-Z = Reaction forces acting in the indicated direction, in the global or local coordinate system. C-s = Roof slope factor. P-s = Sloped roof snow load. P-f = Flat roof snow load.• K-z = Velocity pressure exposure coefficient. Q-z = Velocity pressure. G-h = Gust response factor. Y-BAR = Distance from the bottom flange to the neutral axis Rv = Maximum vertical (downward) reaction at the shoe. Rd = Maximum lateral reaction at the shoe. Rl = Maximum vertical (upward) reaction at the shoe. Sheet No. 2 BY: EPL DATE: 04/29/19 PROJECT: PORT ST LUCIE. FL ISO 9001 Certified <9522> JOB NO.: 219086 ANALYSIS PROCEDURE This structure was analyzed on CST Covers' proprietary dome analysis program using the stiffness method of analysis. The analysis takes into account all the requirements from "Chapter C Design for Stability" from the "Aluminum Design Manual 2010" The dome struts are modeled using three dimensional beam elements which consider torsion, bending about two axes, axial and shear deformation. Panel loads are transformed into triangular beam loads equal to the load times one third the adjacent panel area normal to the load. These beam loads are then transformed into components parallel and perpendicular to the plane of the beam web. Member dead load is applied as a uniform beam load along the length of the member using the strut area times the density of the specified material times a factor which accounts for the batten. Panel dead load is treated as another panel load.. In addition to the beam loads, loads may be applied to the nodes if required. The program will handle multiple load combinations with each combination composed of multiple load types. The maximum member stresses have been calculated from individual member equilibrium equations using the member end forces obtained from the stiffness analysis procedure and the applied beam loads. Each beam is divided into 10-15 increments and forces and corresponding stress are calculated for each increment. Member allowable stresses are also calculated at each increment and compared to the computed stresses. Allowable stresses are computed in accordance with the formulas specified by the "Aluminum Design Manual 2010" (Ninth Edition, January 2010). All the dome frame struts and tension ring are aluminum alloy 6061-T6 or 6005A-T61 unless otherwise noted. Gussets are alloy 6061-T6. All fasteners are either aluminum or stainless steel as specified. Sheet No. 3 BY: RPL DATE: 04/29/19 PROJECT: PORT ST LUCIE FL ISO 9001 Certified <9522> JOB NO.: 219086 Dr = REFERENCE P01NT DIAMETER (DIAMETER AT TENSION RING) H = DOME RISE TENSION RING SHOE HEIGHT Da = ANCHOR BOLT DIAMETER c� �o 0 ob � Gov QS I c� /i 4 SPHERICAL CENTROID OF DOME REF. POINT DIAMETER ANCHOR BOLT DIAMETER DOME RISE SPHERICAL RADIUS CUTOFF ANGLE NUMBER OF DOME SHOES DESIGN LOADS DESIGN CODE DEAD LOAD LIVE LOAD WIND VELOCITY (ULTIMATE) WIND VELOCITY (ASD) 32.69 feet (Dr) 33.94 feet (Da) 3.18 feet (H) 43.63 feet (R) 22.00 degrees (0b) 8 FBC-17, AWWA D103-09 &. ASCE7-10 2.0 PSF 25.0 PSF 175.0 MPH 135.55 MPH In addition to the applied loads listed above, seismic effects have also been considered in the structural analysis. The degree to which seismic effects have an impact upon a structure's design depends most significantly on the structure's density. Due to the low mass to volume, ratio of the aluminum dome, seismic effects do not control the dome design, nor the base shear reactions. Rather, applied wind loading on the large surface area on the dome results in the largest horizontal shear reactions. Therefore, wind load cases are presented in these Design Calculations. Other applied load cases and load combinations have been considered in the design; however, only the controlling load combinations are included in the following Design Calculations. Sheet No. 4 BY: RPL DATE: 04/29/19 PROJECT: PORT ST LUCIE. FL <9522> JOB NO.: 219086 8-4L-097 GEOMETRY X X 13 6 Y ISO 9001 Certified GLOBAL COORDINATE SYSTEM LOCAL COORDINATE SYSTEM E Sheet No. 5 BY: RPL DATE: 04/29/19 PROJECT: PORT ST LUCIE. FL ISO 9001 CertiOed <9522> JOB NO.: 219086 �Y 4.000 0 0.090 0 0 X 0 0 1.000 Y-BAR o l0 4.000 EXTRUSION SECTION.PROPERTIES E-561 DOME STRUT 1-2 PERIMETER DIAGONAL 3-4 1. GEOMETRIC PROPERTIES CROSS SECTIONAL AREA = 2.560 in2 Y-BAR = 3.360 in DEPTH = 6.000 in TOP FLANGE DIMENSIONS = 0.140 x 4.000 in BOT FLANGE DIMENSIONS = 0.140 x 4.000 in 2. ELASTIC PROPERTIES TORSIONAL MOMENT OF INERTIA = 0.794 in4 Y AXIS MOMENT OF INERTIA = 1.850 in4 X AXIS MOMENT OF INERTIA = 15.170 in4 Sheet No. 6 0 BY: RPL DATE: 04/29/19 PROJECT: PORT ST LUCIE. FL ISO 9001 Certified <9522> JOB NO.: 219086 }Y 0 4.000 _ i N Iq :IONIxr91 0 x 0 0 1.000 Y— BAR o 4.000 EXTRUSION SECTION PROPERTIES E-562 : TENSION RING 5 1. GEOMETRIC PROPERTIES CROSS SECTIONAL AREA = 3.090 in2 Y-BAR = 3.280 in DEPTH = 6.000 in TOP FLANGE DIMENSIONS = 0.210 x 4.000 in BOT FLANGE DIMENSIONS = 0.210 x 4.000 in 2. ELASTIC PROPERTIES TORSIONAL MOMENT OF INERTIA = 0.809 in9 Y AXIS MOMENT OF INERTIA = 2.590 in9 X AXIS MOMENT OF INERTIA = 19.440 in9 j n Sheet No. 7 N BY: RPL DATE: 04/29/19 PROJECT: PORT ST LUCIE. FL ISO 9001 Certified <9522> JOB NO.: 219086 #Y 3.375 8E. o X 0 US AC)Y—� 1.500 EXTRUSION SECTION PROPERTIES 2E-595 : SHOE STRUT 6 1. GEOMETRIC PROPERTIES CROSS SECTIONAL AREA = 3.770 in2 Y=BAR = 3.000 in DEPTH = 6.000 in TOP FLANGE DIMENSIONS = 0.280 x 3.380 in BOT FLANGE DIMENSIONS = 0.280 x 3.380 in 2. ELASTIC PROPERTIES TORSIONAL MOMENT OF INERTIA = 0.068 in" .. Y AXIS MOMENT OF INERTIA = 0.720 in" X AXIS MOMENT OF INERTIA = 19.140 in4 0 Sheet No. 8 BY: RPL DATE: 04/29/19 PROJECT: PORT ST LUCIE. FL - ISO 9001 Certified <9522> JOB NO.: 219086 NOMINAL BODY TENSION SHEAR FASTENER TYPE SIZE DIAMETER (kips) (kips) STANDARD 300 series CW stainless steel (100 ksi minimum Flo) 3/8 - 16 0.375 3.31 2.83 BOLTS (Ft = 42.7 ksi) 1/2 - 13 0.50 6.06 5.03 (Fv = 25.6 ksi) 5/8 -11 0.625 9.65 7.85 AND (85 ksi minimum Ftu) 3/4 - 10 0.75 12.12 9.63 (Ft = 36.3 ksi) 7/8-9 0.875 16.77 13.11 NUTS (Fv = 21.8 ksi) 1-8 1.000 22.00 17.12 304 stainless steel 3/8 0.382 3.00 4.00 (C6LB H S-U 12/3LC-F 12) LOCK 316 stainless steel 3/8 0.382 2.10 3.00 (C6LB316-U 12/3LC=F 12) BOLTS 7075-T73 aluminum 3/8 0.382 1.80 2.00 (C6LB-E12/3LC-F12) DRIVE RIVETS Aluminum body - 5056 3/8 0.370 0.60 1.00 SPECIAL Pin - 2117 FASTENER MAGNA-TITE Aluminum body - 5056 3/16 0.199 0.45 0.63 Pin - 2024 DIA x L EMBEDMENT PULL OUT SHEAR 300 series stainless steel 1/4 x 2.25 1.5 0.47 0.47 WEDGE Note: 3/8 x 3.75 3 1.33 0.92 Allowable loads assume no 1/2 x 5.5 4 2.04 1.67 ANCHORS reductions required due to 5/8 x 8.5 6 3.22 2.69 edge distance or anchor 3/4 x 10 8 4.92 3.97 spacing 1 x 12 9 7.55 7.42 NOTES: 1. Shear strengths are based on the threads outside of the shear plane 2. Lockbolt values are based on the manufacturers guaranteed minimum values. 3. Wedge anchors are based on the manufacturers test data for 3000 psi concrete. 4. Safety factors are: = 2.34 for bolt tension = 2.34 for bolt shear = 4.00 for wedge anchor pullout = 4.00 for wedge anchor shear Sheet No. 9 BY: RPL DATE: 04/29/19 PROJECT: PORT ST LUCTE. PL <9522> JOB NO.: 219086 BASIC LOAD CASE NO. 1 DEAD LOAD X Y DIRECTION DIRECTION FRACTION OF GRAVITY (FRAME DEAD LOAD) 0.000 0.000 PANEL DEAD LOAD 0.000 0.000 LIVE LOAD ON FULL DOME PROJECTED AREA 0.000 0.000 LIVE LOAD ON HALF DOME PROJECTED AREA 0.000 0.000 GROUND SNOW LOAD - TOTAL DOME = 0.000 (psf) GROUND SNOW LOAD - DRIFT = 0.000 (psf) WIND LOAD - MAX DYNAMIC PRESSURE = 0.000 (psf) INTERNAL PRESSURE LOAD = 0.000' (psf) TEMPERATURE CHANGE - TOP FLANGE = 0.000 (Deg. F.) TEMPERATURE CHANGE - HIM FLANGE = 0.000 (Deg.. F.) ISO 9001 Certified Z DIRECTION -1.160 (psf) -0.730 (psf) 0.000 (psf) 0.000 (psf) Sheet No. 10 BY: RPL DATE: 04/29/19 PROJECT: PORT ST LUCIE. FL c9522> JOB NO.: 219086 BASIC LOAD CASE NO. 2 DEAD + 25 PSF LIVE PER AWWA D103-09 X Y DIRECTION DIRECTION FRACTION OF GRAVITY (FRAME DEAD LOAD) 0.000 '0.000 PANEL DEAD LOAD 0.000 0.000 LIVE LOAD ON FULLDOMEPROJECTED AREA 0.000 0.000 LIVE LOAD ON HALF DOME PROJECTED AREA 0.000 0.000 GROUND SNOW LOAD - TOTAL DOME = 0.000 (psf) GROUND SNOW LOAD - DRIFT = 0.000 (psf) WIND LOAD - MAX DYNAMIC PRESSURE = 0.000 (psf) INTERNAL PRESSURE LOAD = 0.000 .,(psf) TEMPERATURE CHANGE - TOP FLANGE = 0.000 .(Deg. F.) TEMPERATURE CHANGE - BTM FLANGE = 0.000 (Deg. F.) Sheet No. 11 ISO 9001 Certified Z DIRECTION -1.160 (psf) -0.730 (psf) -25.000 (psf) 0.000 (psf) BY:. RPL DATE: 04/29/19 PROJECT: PORT ST LUCIE. FL <9522> JOB NO.: 219086 BASIC LOAD CASE NO. 3 DEAD + 25 PSF UNBALANCED LIVE PER AWWA D103-09 X Y DIRECTION DIRECTION FRACTION OF GRAVITY (FRAME DEAD LOAD) 0.000 0.000 PANEL DEAD LOAD 0.000 0.000 LIVE LOAD ON FULL DOME PROJECTED AREA 0.000 0.000 LIVE LOAD ON HALF DOME PROJECTED AREA 0.000 0.000 GROUND SNOW LOAD - TOTAL DOME = 0.000 (psf) GROUND SNOW LOAD - DRIFT = 0.000 (psf) WIND LOAD - MAX DYNAMIC PRESSURE = 0.000 (psf) INTERNAL PRESSURE LOAD = 0.000 (psf) TEMPERATURE CHANGE - TOP FLANGE = 0.000 (Deg. F.) TEMPERATURE CHANGE - BTM FLANGE = 0.000 (Deg. F.) ISO 9001 Certified Z DIRECTION -1.160 (psf) -0.730 (psf) -12.500 (psf) -12.500 (psf) Sheet No. 12 BY: RPL DATE: 04/29/19 PROJECT: PORT ST LUCIE. FL <9522> JOB NO.: 219086 BASIC LOAD CASE NO. 4 DEAD + 25.637 PSF WIND PRESSURE PER AWWA D103-09 ISO 9001 Certified X Y Z DIRECTION DIRECTION DIRECTION FRACTION OF GRAVITY (FRAME DEAD LOAD) 0.000 0.000 -1.160 (psf) PANEL DEAD LOAD 0.000 0.000 -0.730 (psf) LIVE LOAD ON FULL DOME PROJECTED AREA 0.000 0.000 0.000 (psf) LIVE LOAD ON HALF DOME PROJECTED AREA 0.000 -25.637 0.000 (psf) GROUND SNOW LOAD - TOTAL DOME = 0.000 (psf) GROUND SNOW LOAD - DRIFT = 0.000 (psf) WIND LOAD - MAX DYNAMIC PRESSURE = 0.000 (psf) INTERNAL PRESSURE LOAD = 0.000 (psf) TEMPERATURE CHANGE - TOP FLANGE = 0.000 (Deg. F.) TEMPERATURE CHANGE - BTM FLANGE = 0.000 (Deg. F.) Sheet No. 13 BY: RPL DATE: 04/29/19 PROJECT: PORT ST LUCIE. FL <9522> JOB NO.: 219086 BASIC LOAD CASE NO. 5 DEAD + 175 MPH ULTIMATE WIND VELOCITY (135.55 MPH ASD) PER ASCE7-10, CASE A ISO 9001 CeRilied X Y Z DIRECTION DIRECTION DIRECTION FRACTION OF GRAVITY (FRAME DEAD LOAD) 0.000 0.000 -1.160 (psf) PANEL DEAD LOAD 0.000 0.000 -0.730 (psf) LIVE LOAD ON FULL DOME PROJECTED AREA 0.000 0.000 0.000 (psf) LIVE LOAD ON HALF DOME PROJECTED AREA 0.000 0.000 0.000 (psf) GROUND SNOW LOAD - TOTAL DOME = 0.000 (psf) GROUND SNOW LOAD - DRIFT = 0.000 (psf) WIND LOAD - MAX DYNAMIC PRESSURE = 39.010 (psf) FROM 270.000 DEGREES INTERNAL PRESSURE LOAD = 0.000 (psf) TEMPERATURE CHANGE - TOP FLANGE = 0.000 (Deg. F.) TEMPERATURE CHANGE - BTM FLANGE = 0.000 (Deg. F.) WIND LOAD FACTORS: (ASCE7-10, CASE A) (INPUT) VELOCITY 135.550 (mph) EXPOSURE CATEGORY C CURB HEIGHT 33.901 (feet) TANK HEIGHT 33.000 (feet) TOPOGRAPHIC FACTOR Kzt 1.000 DIRECTIONALITY FACTOR Kd 0.950 (CALCULATED) , DOME RISE -TO -SPAN RATIO 0.097 APEX ROOF HEIGHT 37.078 (feet) TANK HEIGHT / DIAMETER RATIO 1.010 POWER LAW CONSTANT ALPHA 9.500 GRADIENT HEIGHT Z-g 900.000 (feet) K-z 1.027 Q-z 45.894 (psf) GUST RESPONSE FACTOR G-h 0.850 (Maximum) GUST RESPONSE FACTOR G-h 0.882 (Eq. 26.9-6) TURBULENCE INTENSITY I-z 0.214 (Eq. 26.9-7) BACKGROUND RESPONSE Q 0.916 (Eq. 26.9-8) BUILDING LENGTH B 32.685 (feet) LENGTH SCALE OF TURBULENCE L-z 462.083 (feet) (Eq. INTEGRAL LENGTH SCALE FACTOR 1 500.000 (feet) INTEGRAL LENGTH SCALE POWER EXP.: 1/5..0 EQUIVALENT STRUCTURE HT. Z_bar 22.247 (feet) MINIMUM HEIGHT Z min 15.000 (feet) CONSTANT A (Figure 27.4-2) -1.68314 CONSTANT B (Figure 27.4-2) -0.78314 CONSTANT C (Figure 27.4-2) -0.50000 THETA-25 7.827 Degrees 26.9-9) Sheet No. 14 l BY: RPL DATE: 04/29/19 PROJECT: PORT ST LUCIE. FL <9522> JOB NO.: 219086 BASIC LOAD CASE NO. 6 DEAD + 175 MPH ULTIMATE WIND VELOCITY (135.55 MPH ASD) PER ASCE7-10, CASE B ISO 9001 Certified X Y Z DIRECTION DIRECTION DIRECTION FRACTION OF GRAVITY (FRAME DEAD LOAD) 0.000 0.000 -1.160 (psf) PANEL DEAD LOAD 0.000 0.000 -0.730 (psf) LIVE LOAD ON FULL DOME PROJECTED AREA 0.000 0.000 0.000 (psf) LIVE LOAD ON HALF DOME PROJECTED AREA 0.000 0.000 0.000 (psf) GROUND SNOW LOAD - TOTAL DOME = 0.000 (psf) GROUND SNOW LOAD - DRIFT = 0.000 (psf) WIND LOAD - MAX DYNAMIC PRESSURE = 39.010 (psf) FROM 270.000 DEGREES INTERNAL PRESSURE LOAD' = 0.000 (psf) TEMPERATURE CHANGE - TOP FLANGE = 0.000 (Deg. F.) TEMPERATURE CHANGE - BTM FLANGE = 0.000 (Deg. F.) WIND LOAD FACTORS: (ASCE7-10, (INPUT) VELOCITY EXPOSURE CATEGORY C CURB HEIGHT TANK HEIGHT TOPOGRAPHIC FACTOR Kzt DIRECTIONALITY FACTOR Kd (CALCULATED) DOME RISE -TO -SPAN RATIO APEX ROOF HEIGHT TANK HEIGHT / DIAMETER RATIO POWER LAW CONSTANT ALPHA GRADIENT HEIGHT Z-g K-z Q-z GUST RESPONSE FACTOR G-h GUST RESPONSE FACTOR G-h TURBULENCE INTENSITY I-z BACKGROUND,RESPONSE Q BUILDING LENGTH B LENGTH SCALE OF TURBULENCE L-z INTEGRAL LENGTH SCALE FACTOR 1 INTEGRAL LENGTH SCALE POWER EXP EQUIVALENT STRUCTURE HT. Z_bar MINIMUM HEIGHT Z min CONSTANT A (Figure 27.4-2) CONSTANT B (Figure 27.4-2) CONSTANT C (Figure 27.4-2) THETA-25 CASE B) 135.550 (mph) 33.901 (feet) 33.000 (feet) 1.000 0.950 0.097 37.078 (feet) 1.010 9.500 900.000 (feet) 1.027 45.894 (psf) 0.850 (Maximum) 0.882 (Eq. 26.9-6) 0.214 (Eq. 26.9-7) 0.916 (Eq. 26.9-8) 32.685 (feet) 462.083 (feet) (Eq. . 500.000 (feet) 1/5.0 22.247 (feet) 15.000 (feet) .-1.68314 .-0.78314 .-0.50000 7.827 Degrees Sheet No. 15 26.9-9) BY: RPL DATE: 04/29/19 PROJECT: PORT ST LUCTE. FL ISO 9001 Certified <9522> JOB NO.: 219086 REACTION SUMMARY LOAD CASE NO. 1 DEAD LOAD Maximum Local Reactions: F-X F-Y F-Z M-X M-Y M-Z DIRECTION NODE# (kips) (kips) (kips) (in -kips) (in -kips) (in -kips) Upward 3 0.000 0.000 0.000* 0.000 0.000 0.000 Downward 21 0.000 0.000 0.227* 0.000 0.000 0.000 Tangential 9 0.000 0.000* 0.227 0.000 0.000 0.000 Radial 18 0.000* 0.000 0.219 0.000 0.000 0.000 MX 13 0.000 0.000 0.227 0.000* 0.000 0.000 MY 18 0.000 0.000 0.219 0.000 0.000* 0.000 MZ 9 0.000 0.000 0.227 0.000 0.000 0.000* Note: * indicates maximum value. TOTAL MODEL REACTIONS: GLOBAL-X GLOBAL-Y GLOBAL-Z (kips) (kips) (kips) 0.00 0.00 1.78 Sheet No. 16 BY: RPL DATE: 04/29/19 PROJECT: PORT ST LUCIE, FL ISO 9001 Certified <9522> JOB NO.: 219086 REACTION SUMMARY LOAD CASE NO. 2 DEAD + 25 PSF LIVE PER AWWA D103-09 Maximum Local Reactions: F-X F-Y F-Z M-X M-Y M-Z DIRECTION NODE# (kips) (kips) (kips) (in -kips) (in -kips) (in -kips) Upward 3 0.000 0.000 0.000* 0.000 0.000 0.000 Downward 21 0.000 0.000 2.604* 0.000 0.000 0.000 Tangential 9 0.000 -0.001* 2.604 0.000 0.000 0.000 Radial 18 0.000* -0.001 2.563 0.000 0.000 0.000 MX 13 0.000 0.001 2.604 0.000* 0.000 0.000 MY 18 0.000 -0.001 2.563 0.000 0.000* 0.000 MZ 9 0.000 -0.001 2.604 0:000 0.000 0.000* Note: * indicates maximum value. TOTAL MODEL REACTIONS: GLOBAL-X GLOBAL-Y GLOBAL-Z (kips) (kips) (kips) 0.00 0.00 20.67 Sheet No. 17 BY: RPL DATE: 04/29/19 PROJECT: PORT ST LUCIE. FL ISO 9001 Certified <9522> JOB NO.: 219086 REACTION SUb2dARY LOAD CASE NO. 3 DEAD + 25 PSF UNBALANCED LIVE PER AWWA D103-09 Maximum Local Reactions: F-X F-Y F-Z M-X M-Y M-Z DIRECTION NODE# (kips) (kips) (kips) (in -kips) (in -kips) (in -kips) Upward 1 0.000 0.000' 0.000* 0.000 0.000 0.000 Downward 21 0.000 0.000 2.404* 0.000 0.000 0.000 Tangential 13 0.000 -0.038* 2.009 -0.003 0.000 0.000 Radial 21 0.000* 0.000 2.404 0.000 0.000 0.000 MX 13 0.000 -0.038 2.009 -0.003* 0.000 0.000 MY 21 0.000 0.000 2.404 0.000 0.000* 0.000 MZ 13 0.000 -0.038 2.009 -0.003 0.000 0.000* Note: * indicates maximum value. TOTAL MODEL REACTIONS: GLOBAL-X GLOBAL-Y GLOBAL-Z (kips) (kips) (kips) [SX111�6XIj 7411 Sheet No. 18 r BY: RPL DATE: 04/29/19 PROJECT: PORT ST LUCIE. FL ISO 9001 Certified <9522> JOB NO.: 219086 REACTION SUMMARY LOAD CASE NO. 4 DEAD + 25.637 PSF WIND PRESSURE PER AWWA D103-09 Maximum Local Reactions: F-X F-Y F-Z M-X M-Y M-Z DIRECTION NODE# (kips) (kips) (kips) (in -kips) (in -kips) (in -kips) Upward 19 0.000 0.000 0.000* 0.000 0.000 0.000 Downward 1 0.000 0.000 0.282* 0.000 0.000 0.000 Tangential 13 0.000 -0.379* 0.205 0.007 0.000 0.000 Radial 1 0.000* 0.000 0.282 0.000 0.000 0.000 MX 13 0.000 -0.379 0.205 0.007* 0.000 10.000 MY 21 0.000 0.000 0.224 0.000 0.000* 0.000 MZ 13 0.000 -0.379 0.205 0.007 0.000 0.000* Note: * indicates maximum value. TOTAL MODEL REACTIONS: GLOBAL-X GLOBAL-Y GLOBAL-Z (kips) (kilos) (kips) 0.00 1.50 1.79 Sheet No. 19 BY: RPL DATE: 04/29/19 PROJECT: PORT ST LUCTE, FL ISO 9001 Certified <9522> JOB NO.: 219086 REACTION SOMMARY LOAD CASE NO. 5 DEAD + 175 MPH ULTIMATE WIND VELOCITY (135.55 MPH ASD) PER ASCE7-10, CASE A Maximum Local Reactions: F-X . F-Y F-Z M-X M-Y M-Z DIRECTION NODE# (kips) (kips) (kips) (in -kips) (in -kips) (in -kips) Upward 1 0.000 0.000 -4.697* 0.000 0.000 0.000 Downward 1 0.000 0.000 0.000* 0.000 0.000 0.000 Tangential 13 0.000 -0.674* -3.270 0.004 0.000 0.000 Radial 1 0.000* 0.000 -4.697 0.000 0.000 0.000 MX 19 0.000 -0.297 -2.391 0.005* 0.000 0.000 MY 1 0.000 0.000 -4.697 0.000 0.000* 0.000 MZ 13 0.000 -0.674 -3.270 0.004 0.000 0.000* Note: * indicates maximum value'. TOTAL MODEL REACTIONS: GLOBAL-X GLOBAL-Y GLOBAL-Z (kips) (kips) (kips) 0.00 2.26 �26.85 i Sheet No. 20 BY: RPL DATE: 04/29/19 PROJECT: PORT ST LUCIE. FL ISO 9001 Certified <9522> JOB NO.: 219086 REACTION SUMMARY LOAD CASE NO. 6 DEAD + 175 MPH ULTIMATE WIND VELOCITY (135.55 MPH ASD) PER ASCE7-10, CASE B Maximum Local Reactions: F-X F-Y F-Z M-X M-Y M-Z DIRECTION NODE# (kips) (kips) (kips) (in -kips) (in -kips) (in -kips) Upward 1 0.000 0.000 -5.037* 0.000 0.000 0.000 Downward 1 0.000 0.000 0.000* 0.000 0.000 0.000 Tangential 13 0.000 -0.798* -3.537 0.004 0.000 0.000 Radial 1 0.000* 0.000 -5.037 0.000 0.000 0.000 MX 19 0.000 -0.336 -2.462 0.006* 0.000 0.000 MY 1 0.000 0.000 -5.037 0.000 0.000* 0.000 MZ 13 0.000 -0.798 -3.537 0.004 0.000 0.000* Note: * indicates maximum value. TOTAL MODEL REACTIONS: GLOBAL-X GLOBAL-Y GLOBAL-Z (kips) (kips) (kips) 0.00 2.59 -28.74 Sheet No. 21 BY: RPL DATE: 04/29/19 PROJECT: PORT sT LUCIE. FL ISO 9001 Certified <9522> JOB NO.: 219086 STRESS SUMMARY LOAD CASE 1: DEAD LOAD REQUIRED FORCEI -0.23 0.39 0.00 0.02 0.010 ALLOWABLE STRENGTHI 40.98 80.96 543.53 13.75 ` ALLOWABLE STRESSI 16.01 17.91 '25.97 12.73 REQUIRED/ALLOWABLEI 0.01 0.00 0.00 0.00 E-561 2-2 I REQUIRED FORCEI -0.33 0.65 0.09 -0.03 0.017 ALLOWABLE STRENGTHI 36.50 80.96 543.53 13.75 ALLOWABLE STRESSI 14.26 17.91 25.97 12.73 REQUIRED/ALLOWABLEI 0.01 0.01 0.00 0.00 E-561 3-3 1 REQUIRED FORCEI -0.51 -1.94 0.00 0.00 0.030 ALLOWABLE STRENGTHI 36.28 88.0.9 543.53 13.75 ALLOWABLE STRESSI 14.17 19.49 25.97 12.73 REQUIRED/ALLOWABLEI 0.01 0.02 0.00 0.00 E-561 4-4 1 REQUIRED FORCEI -0.28 1.12 0.27 -0.05 0.023 ALLOWABLE STRENGTHI 31.66 80.96 543.53 13.75 ALLOWABLE STRESSI 12.37 17.91 25.97 12.73 REQUIRED/ALLOWABLEI 0.01 0.02 0.00 0.00 E-562 5-5 1 REQUIRED FORCEI 0.64 -1.25 -0.67 0.00 0.022 ALLOWABLE STRENGTHI 65.55 115.60 587.23 13.75 ALLOWABLE STRESS[ 21.21 19.49 27.58 12.73 REQUIRED/ALLOWABLE) 0.01 0.01 0.00 0.00 Sheet No. 22 BY: RPL DATE: 04/29/19 PROJECT: PORT ST LUCIE. FL <9522> JOB NO.: 219086 STRESS SUMMARY LOAD CASE 2: DEAD + 25 PSF LIVE PER AWWA D103-09 ISO 9001 Certified I CONTROLLING MEMBER STRESSES (kips) AND FORCES (in -kips) I I I I I BENDING I I COMBINEDI I EXTRUSION[ STRUTS[ AXIAL I MAJOR MINER I SHEAR I RATIO I E-561 1-1 1 REQUIRED FORCE[ -2.76 ALLOWABLE STRENGTHI 40.98 ALLOWABLE STRESSI 16.01 REQUIRED/ALLOWABLE[ 0.07 E-561 2-2 1 REQUIRED FORCEI -4.62 ALLOWABLE STRENGTHI 36.50 ALLOWABLE STRESS[ 14.26 REQUIRED/ALLOWABLE[ 0.13 E-561 3-3 1 REQUIRED FORCEI -6.90 ALLOWABLE STRENGTHI 36.28 ALLOWABLE STRESSI 14.17 REQUIRED/ALLOWABLE[ 0.19 E-561 4-4 1 REQUIRED FORCEI -3.71 ALLOWABLE STRENGTH] 31.66 ALLOWABLE STRESSI 12.37 REQUIRED/ALLOWABLE[ 0.12 E-562 5-5 1 REQUIRED FORCEI 8.64 ALLOWABLE STRENGTHI 65.55 ALLOWABLE STRESSI 21.21 REQUIRED/ALLOWABLE[ 0.13 6.25 0.00 -0.21 0.144 80.96 543.53 13.75 17.91 25.97 12.73 0.08 0.00 0.02 10.26 1.46 -0.35 0.256 80.96 543.53 13.75 17.91 25.97 12.73 0.13 0.00 0.03 -26.91 -0.01 -0.05 0.411 88.09 543.53 13.75 19.49 25.97 12.73 0.31 0.00 0.06 16.76 4.44 -0.70 0.332 80.96 543.53 13.75 17.91 25.97• 12.73 0.25 0.01 0.05 -14.37 -7.86 -0.02 0.269 115.60 587.23 13.75 19.49 27.58 12.73 0.12 0.01 0.01 Sheet No. 23 BY: RPL DATE: 04/29/19 PROJECT: PORT ST LUCIE, FL ISO 9001 Certiried <9522> JOB NO.: 219086 STRESS SUMMARY LOAD CASE 3: DEAD + 25 PSF UNBALANCED LIVE PER AWWA D103'-09 ST--I COMBINEDI RATIO I REQUIRED FORCEI -2.15 5.05 -0.16 0.19 0.115 ALLOWABLE STRENGTHI 40.98 80.96 543.53 13.75 ALLOWABLE STRESSI 16.01 17.91 25.97 12.73 REQUIRED/ALLOWABLEI 0.05 0.06 0.00 0.01 E-561 2-2 1 REQUIRED FORCEI -5.14 9.24 1.78 0.35 0.258 ALLOWABLE STRENGTHI 36.50 80.96 543.53 13.75 ALLOWABLE STRESSI 14.26 17.91 25.97 12.73 REQUIRED/ALLOWABLEI 0.14 0.11 0.00 0.03 E-561 3-3 1 REQUIRED FORCEI' -5.82 „-25.62 0.05 -0.04 0.373 ALLOWABLE STRENGTHI 36.28 88.09 543.53 13.75 ALLOWABLE STRESSI 14.17 19.49 25.97 12.73 REQUIRED/ALLOWABLEI 0.16 0.29 0.00 0.05 E-561 4-4 1 REQUIRED FORCEI -4.38 15.00 -4.68 -0.60 0.332 ALLOWABLE STRENGTHI 31.66 80.96 543.53 13.75 ALLOWABLE STRESSI 12.37 17.91 25.97 12.73 REQUIRED/ALLOWABLEI 0.14 0.26 0.01 0.05 E-562 5-5 I REQUIRED FORCEI 7.27 -14.14 -7.72 -0.02 0.246 ALLOWABLE STRENGTHI 65.55 115.60 587.23 '13.75 ALLOWABLE STRESSI 21.21 19.49 27.58 12.73 REQUIRED/ALLOWABLEI 0.11 0.12 0.01 0.01 Sheet No. 24 BY: RPL DATE: 04/29/19 PROJECT: PORT 8T LUCIE: FL ISO 9001 Certlffed <9522> JOB NO.: 219086 STRESS SUMMARY LOAD CASE 4: DEAD + 25.637 PSF WIND PRESSURE PER AWWA D103-09 REQUIRED FORCEI -0.21 0.63 -0.03 0.02 0.013 ALLOWABLE STRENGTHI 40.98 80.96 543.53 13.75 ALLOWABLE STRESSI 16.01 17.91 25.97 12.73 REQUIRED/ALLOWABLE[ 0.01 0.01 0.00 0.00 E-561 2-2 I REQUIRED FORCE[ -0.58 1.40 0.15 0.03 0.033 ALLOWABLE STRENGTHI 36.50 80.96 543.53 13.75 ALLOWABLE STRESSI 14.26 17.91 25.97 12.73 REQUIRED/ALLOWABLE[ 0.02 0.02 0.00 0.00 E-561 3-3 1 REQUIRED FORCEI -0.61 -2.21 -0.51 0.00 0.036 ALLOWABLE STRENGTHI 36.28 88.09 543.53 13.75 ALLOWABLE STRESSI 14.17 19.49 25.97 12.73 REQUIRED/ALLOWABLE[ 0.02 0.03 0.00 0.00 E-561 4-4 1 REQUIRED FORCEI -0.42 1.46 0.42 -0.05 0.032 ALLOWABLE STRENGTHI 31.66 80.96 543.53 13.75 ALLOWABLE STRESSI 12.37 17.91 25.97 12.73 REQUIRED/ALLOWABLE[ 0.01 0.03 0.00 0.01 E-562 5-5 1 REQUIRED FORCEI 0.93 -1.44 -1.00 0.00 0.028 ALLOWABLE STRENGTHI 65.55 115.60 587.23 13.75 ALLOWABLE STRESSI 21.21 19.49 27.58 12.73 REQUIRED/ALLOWABLE] 0.01 0.02 0.00 0.00 Sheet No. 25 BY: RPL DATE: 04/29/19 PROJECT: PORT ST LUCIE, 'FL <9522> JOB NO.: 219086 STRESS SUMMARY LOAD CASE 5: DEAD + 175 MPH ULTIMATE WIND VELOCITY (135.55 MPH ASD) PER ASCE7-10, CASE A E-561 1-1 1 REQUIRED FORCEI 3.46 -8.90 1.30 -0.30 ALLOWABLE STRENGTHI 54.30 88.09 543.53 13.75 ALLOWABLE STRESSI 21.21 19.49 25.97 ,12.73 REQUIRED/ALLOWABLE[ 0.06 0.10 0.00 -0.02 E-561 2-2 1 REQUIRED FORCEI 10.63 -16.32 -1,.60 0.72 ALLOWABLE STRENGTHI 54.30 88.09 543.53 13.75 ALLOWABLE STRESSI 21.21 19.49 25.97 12.73 REQUIRED/ALLOWABLE[ 0.20 0.21 '0.01 0.05 E-561 3-3 1 REQUIRED FORCEI 9.54 46.56 0.51 0.11 ALLOWABLE STRENGTHI 54.30 80.96 543.53 13.75 ALLOWABLE STRESSI 21.21 17.91 25.97 12.73 REQUIRED/ALLOWABLE[ 0.18 0.58 0.01 0.10 E-561 4-4 1 REQUIRED FORCEI 5.20 45.21 -2.64 0.06 ALLOWABLE STRENGTHI 54.30 80.96 543.53 13.75 ALLOWABLE STRESSI 21.21 17.91 25.97 12.73 REQUIRED/ALLOWABLE[ 0.10 0.56 0.02 0.10 E-562 5-5 1 REQUIRED FORCEI -11.05 33.94 14.15 -0.08 ALLOWABLE STRENGTHI 39.40 124.77 587.23 13.75 ALLOWABLE STRESSI 12.75 21.03 27.58 12.73 REQUIRED/ALLOWABLE[ 0.29 0.27 0.02 0.05 ISO 9001 Certified i �I COMBINEDI RATIO I 0.167 0.384 0.593 0.558 0.576 Sheet No. 26 l � BY: RPL DATE: 04/29/19 PROJECT: PORT ST LUCIE. FL ISO 9001 Certified <9522> JOB NO.: 219086 STRESS SUMMARY LOAD CASE 6: DEAD + 175 MPH ULTIMATE WIND VELOCITY (135.55 MPH ASD) PER ASCE7-10, CASE B REQUIRED FORCEI 3.65 -9.94 -1.32 -0.34 0.182 ALLOWABLE STRENGTHI 54.30 88.09 543.53 13.75 ALLOWABLE STRESSI 21.21 19.49 25.97 12.73 REQUIRED/ALLOWABLE[ 0.07 .0.11 0.00 0.02 E-561 2-2 1 REQUIRED FORCEI 11.77 -18.34 -1.83 0.80 0.428 ALLOWABLE STRENGTHI 54.30 88.09 543.53 13.75 ALLOWABLE STRESSI 21.21 19.49 25.97 12.73 REQUIRED/ALLOWABLE[ 0.22 0.22 0.01 0.06 E-561 3-3 I REQUIRED FORCEI 10.26 51.19 0.37 0.13 0.647 ALLOWABLE STRENGTHI 54.30 80.96 543.53 13.75 ALLOWABLE STRESSI 21.21 17.91 25.97 12.73 REQUIRED/ALLOWABLE[ 0.19 0.63 0.01 0.11 E-561 4-4 [ REQUIRED FORCEI 5.57 48.48 -2.83 0.06 0.599 ALLOWABLE STRENGTHI 31.66 80.96 543.53 13.75 ALLOWABLE STRESSI 12.37 17.91 25.97 .12.73 REQUIRED/ALLOWABLE[ 0.00 0.60 0.02 0.11 E-562 5-5 1 REQUIRED FORCEI -11.84 36.23 15.45 -0.10 0.617 ALLOWABLE STRENGTHI 39.40 124.77 587.23 13.75 ALLOWABLE STRESSI 12.75 21.03 27.58 12.73 REQUIRED/ALLOWABLE[ 0.31 0.29 0.03 0.06 Sheet No. 27 BY: RPL DATE: 04/29/19 PROJECT: PORT ST LUCIE. FL <9522> JOB NO: 219086 CONSOLIDATED STRESS SUMMARY 5-001 1-1 I REQUIRED FORCE[ 3.65 -9.94 -1.32 -0.34 0.182 ALLOWABLE STRENGTH[ 54.30 88.09 543.53 13.75 ALLOWABLE STRESS[ 21.21 19.49 25.97 12.73 REQUIRED/ALLOWABLE[ 0.07 0.11 0.00 0.02 E-561 2-2 I REQUIRED FORCE[ 11.77 -18.34 -1.83 0.80 0.428 ALLOWABLE STRENGTHI 54.30 88.09 543.53 13.75 ALLOWABLE STRESSI 21.21 19.49 25.97 12.73 REQUIRED/ALLOWABLE[ 0.22 0.22 0.01 0.06 E-561 3-3 1 REQUIRED FORCE[ 10.26 51.19 0.37 0.13 0.647 ALLOWABLE STRENGTHI 54.30 80.96 543.53 13.75 ALLOWABLE STRESSI 21.21 17.91 25.97 12.73 REQUIRED/ALLOWABLE[ 0.19 0.63 0.01 0.11 E-561 4-4 1 REQUIRED FORCE[ 5.57 48.48 -2.83 0.06 0.599 ALLOWABLE STRENGTHI 31.66 80.96 543.53 13.75 ALLOWABLE STRESSI 12..37 17.91 25.97 12.73 REQUIRED/ALLOWABLE[ 0.00 0.60 0.02 0.11 E-562 5-5 I REQUIRED FORCEI -11.84 36.23 15.45 -0.10 0.617 ALLOWABLE STRENGTHI 39.40 124.77 587.23 13.75 ALLOWABLE STRESSI 12.75 21.03 27.58 '12.73 REQUIRED/ALLOWABLE[ 0.31 0.29 0.03 0.06 ISO 9001 Certified I Sheet No. 28 BY: RPL DATE: 04/29/19 PROJECT: PORT ST LUCIE. FL ISO 9001 Certified <9522> JOB NO.: 219086 CONNECTION FORCE SUMMARY LOAD CASE NO. 1 DEAD LOAD E-561 1-1 AXIAL FORCE -0.23 -0.23 END MOMENT 0.38 0.39 CONN FORCE -0.06 -0.17 E-561 2-2 I AXIAL FORCE -0.33 -0.33 I END MOMENT 0.65 0.65 I CONN FORCE -0.08 -0.25 E-561 3-3 I I AXIAL FORCE -0.51 -0.50 -0.51 I END MOMENT -1.84 0.37 -1.84 I CONN FORCE -0.59 -0.28 0.08 E-561 4-4 I I AXIAL FORCE -0.28 -0.26 -0.26 -0.28 I END MOMENT -1.11 1.12 1.12 -1.11 CONN FORCE -0.34 0.04 -0.30 0.06 E-562 5-5 I AXIAL FORCE 0.64 0.64 END MOMENT -0.11 -0.15 1 CONN FORCE 0.33 0.32 Sheet No. 29 BY: RPL DATE: 04/29/19 PROJECT: PORT ST LUCTE. FL <9522> JOB NO.: 219086 CONNECTION FORCE SUMMARY LOAD CASE NO. 2 DEAD + 25 PSF LIVE PER AWWA D103-09 ISO 9001 CerOf%ed E-561 1-1 AXIAL FORCE -2.76 -2.72 END MOMENT 5.73 6.25 CONN FORCE -0.59 -2.24 E-561 2-2 I AXIAL FORCE -4.62 -4.62 END MOMENT 10.26 10.26 CONN FORCE -0.87 -3.74 E-561 3-3 I AXIAL FORCE -6.90 -6.64 -6.90 END MOMENT -18.65 5.93 -18.65 CONN FORCE -6.97 -3.91 0.07 E-561 4-4 AXIAL FORCE -3.71 -3.51 -3.51 -3.71 END MOMENT -11.03 16.76 16.76 -11.03 CONN FORCE -3.91 0.83 -4.34 0.20 E-562 5-5 I AXIAL FORCE 8.64 8.64 END MOMENT -6.09 -6.50 1 CONN FORCE 3.70 5.00 Sheet No. 30 ' BY: RPL DATE: 04/29/19 PROJECT: PORT ST LUCiE. FL <9522> JOB NO.: 219086 CONNECTION FORCE SUMMARY LOAD CASE NO. 3 DEAD + 25 PSF UNBALANCED LIVE PER AWWA. D103-09 ISO 9001 Certiried E-561 1-1 I AXIAL FORCE -2.13 -2.15 I END MOMENT 3.56 5.05 I CONN FORCE -0.60 -1.79 E-561 2-2 I I AXIAL FORCE -5.14 -1.89 -5.14 I END MOMENT 9.24 6.34 9.24 I CONN FORCE -1.33 0.00 -3.80 E-561 3-3 I I AXIAL FORCE -5.82 -5.56 -5.82 I END MOMENT -17.29 5.25 -17.29 CONN FORCE -6.14 -3.32 0.32 E-561 4-4 I AXIAL FORCE -4.38 -1.17 -4.20 -1.31 END MOMENT -6.73 10.47 15.00 -10.52 CONN FORCE -3.57 1.09 -4.35 1.18 E-562 5-5 I AXIAL FORCE 7.22 7.27 END MOMENT -5.19 -5.75 CONN FORCE I 3.08 4.26 Sheet No. 31 BY: RPL DATE: 04/29/19 PROJECT: PORT ST LOUP, FL <9522> JOB NO.: 219086 CONNECTION FORCE SUMMARY LOAD CASE NO. 4 DEAD + 25.637 PSF WIND PRESSURE PER AWWA D103-09 ISO 9001 Certified E-561 1-1 AXIAL FORCE -0.23 -0.21 END MOMENT 0.46 0.63 CONN FORCE -0.05 -0.20 E-561 2-2 I I AXIAL FORCE -0.58 -0.14 -0.58 I END MOMENT 0.61 0.68 1.40 I CONN FORCE -0.22 0.04 -0.49 E-561 3-3 I I AXIAL FORCE -0.61 -0.60 -0.34 I END MOMENT -2.16 0.40 -1.48 I CONN FORCE' -0.70 -0.33 0.10 E-561 4-4 I I AXIAL FORCE -0.39 -0.02 -0.41 -0.03 I END MOMENT -1.44 1.20 1.59 -1.17 I CONN FORCE -0.46 0.19 -0.45 0.18 E-562 5-5 I I AXIAL FORCE 0.93 0.93 I END MOMENT -0.02 -0.63 I CONN FORCE I 0.50 0.53 Sheet No. 32 BY: RPL DATE: 04/29/19 PROJECT: PORT ST LUCIE. FL <9522> JOB NO.: 219086 CONNECTION FORCE SUMMARY LOAD CASE NO. 5 DEAD + 175 MPH ULTIMATE WIND VELOCITY (135.55 MPH ASD) PER ASCE7-10, CASE A E-561 1-1 AXIAL FORCE 3.45 END MOMENT -5.66 1 CONN FORCE 0.99 E-561 2-2 1 1 AXIAL FORCE 1.50 10.63 1 END MOMENT -9.85 -16.32 1 CONN FORCE -0.80 3.23 E-561 3-3 I I AXIAL FORCE 9.54 1 END MOMENT 36.31 1 CONN FORCE 11.38 E-561 4-4 1 AXIAL FORCE 0.29 8.73 END MOMENT -16.14 14.31 1 CONN FORCE -2.53 7.27 E-562 5-5 1 1 AXIAL FORCE -11.39 1 END MOMENT -0.07 I CONN FORCE -6.23 ISO 9001 Certified 3.46 -8.90 3.01 10.63 -16.32 7.40 9.54 9.56 36.31 -9.06 -1.85 5.72 0.27 8.75 16.80 -26.50 -2.68 8.27 -11.05 1.30 -5.23 Sheet No. 33 t BY: RPL DATE: 04/29/19 PROJECT: PORT ST LUCIE, FL <9522> JOB NO.: 219086 CONNECTION FORCE SUMMARY LOAD CASE NO. 6 DEAD + 175 MPH ULTIMATE WIND VELOCITY (135.55 MPH ASD) PER ASCE7-10, CASE B E-561 1-1 I AXIAL FORCE 3.64 I END MOMENT -5.82 I CONN FORCE 1.06 E-561 2-2 I I AXIAL FORCE 1.17 11.77 I END MOMENT -10.10 -18.34 CONN FORCE -1.03 3.53 E-561 3-3 I I AXIAL FORCE 10.26 1 END MOMENT 40.18 1 CONN FORCE 12.44 E-561 4-4 I 1 AXIAL FORCE -0.09 9.69 1 END MOMENT -16.67 15.66 1 CONN FORCE -2.83 8.03 E-562 5-5 1 1 AXIAL FORCE -12.21 1 END MOMENT -0.79 I CONN FORCE -6.80 0 ISO 9001 CertiRed 3.65 -9.94 3.27 11.77 -18.34 8.24 10.26 10.29 40.18 -10.09 -2.17 6.22 -0.11 9.71 18.70 -29.00 -3.17 9.11 -11.84 1.58 -5.64 Sheet No. 34 'ER BY TANK MFO) 50. ACCESS MICH am D-105) Y \ FSC-17, PER ASCE7-10 « AWWA D103-0) UVE LOAD: 26 PSF WIND SPEED (aLTMA 20' Cm-N ww VWD SPEED(ASD): i7 MPH PLAN V/ INSECT SCREEN (YIP 010248M (SEE DWO D-106) . A;kMIK 4'-0 TW P OF DOME F— W:\Projects\2019\219086 Port St. Lucie FL\02 Approval\219086D101.dwg, 04/29/19 1:50:39 PM, rlupo TYPICAL DOME STRUTS " NOTES 1. ALL MATERIAL.. MEPT AS OTHERWISE NOTED 6 MILL FINISH ALUMINUM AS FOLLOWS: STRUTS 6061-T6 OR B005A-T61 GUSSETS AND PLATES 6D61-T6 PANELS. HASHINGR' GUSSET COVERS - 3003-1-116 DATIE115 6063-T6, 6061-T6 OR 6009A-T61 2. MATERIAL SIZE: BRUT AS NOTED TIPICAL TDP GUSSET_ _ 5/16' It 14' DI. TYPICAL BOTTOM GUSSET 5/15' x 14' MA. 510E TOP GUSSET 5/16' x 14' DM SHOE BOTTOM C155Ef - 5/1 S' x 14' DIA PANEL AND FLASHING - 0.05' THICK 3. FASrEHERS: LOCKBOLTS - ALUMINUM (7075-T73) OR S.S. (3DD SONS) AS NOTED. (A. LDCKBOLTS CLEAR ANODIZED 204) LOCKBOLT COUARS - ALUMINUM (6061 HEAT TREATED) BATTEN SCREWS - /14 OIA S.S. (300 SERIES) 4 SEALANT PEOORA SIllCONE SEAANT MEETING FEDERAL SPEC TF-S-001543A AND TT-S-0023OC. 5. ALL DIMENSIONS SHOWN ARE NOMINAL AND IN INCHES, UNLESS NOTED OTHERWISE Nam J I Q Q F No 67870 U44 9d S/NZ9�/9 TATE OF W:\Projects\2019\219086 Port St. Lucie FL\02 Approval\219086D102.dwg, 04/29/19 1:51:11 PM, rlupo i I 2E-59_ 4 SHOE E%TRUSION 7 DOME SECTOR PLAN N.T.S. STRUT LOONBOLT COUNT NO. ITYPE TOP I 80TTOY 1 E-561 - 4 u1 4& 2 E-561 ♦ IJ. 6 N. E-561 4 4 E-561 1 a 6 E-582 4 SS 4 SS55 4 P Shoe I ?F-595 1 4 56 1 4 SS 04 N N .auk a � w RME N J Y 4 � ��I�III T P./////�i o06. aT �`�,,e•O��GENSF * No 677'870��•/' * gy o �1� r�iof a #�`' //1EE11/\ w o p o o.� W:\Projects\2019\219086 Port St. Lucie FL\02 Approvol\219086D103.dwg, 04/29/19 1:51:39 PM, rlupo 2E-595 BOLTED SHOE W/ E-561 PERIMETER DIAGONAL STRUT 3/6• CIA. Ss LOCKe0LT5 WITH 3/8• DIA A.. LOCKBI (RASE M TO CHANNEL Wen) 1/11' THICK TEFTON PAD STRUT FIANCE TD GUSSET EACH END, o 0 BONDED TO SS. SHIM (SEE D-103 FOR Ott & EACH a HOLE PATTERN E-562 TENSION RING STRUTWITH 3/6- CIA. S.S. LOCKBOLTS, 6d N Ss SUP SHEET, I STRUT FFI GE TO GUSSET EACH END. - p_ (SEE D-103 FOR arc & LOCATION) O O —4� p 1/2-0 Em BOLT n ILg 3 o 0 O o 6• 1/2• CM.S.S. BOAT (HOLES ON DRILLED I I S.S. SUP LL O ITY rSHEU SEV I ION 2E-595 SHOE BOLTED TO TEE 4 rc EKIRUSKN BASE (BASE SUDES TO w r ff NIiM ACCOMMODATE THERMAL EXPANSION). 9 h€fm21" 3/9• DLA S.S. LOCKBOLTS, ME TEE 10 CHANNEL WFIs AND SHOE FIANCE TO GUSSET. (SEE D-103 TOR OTY & 6 9/16• ¢ G9g�o0 LOCATION) III gg VC§£ B i'8 33560' TANK NON. I.D. I ANGLE�y �E HIM (BY TANK 4FC) Fri Y����6 Q �os�a"spa TENSION RING BASHING gGMENfm 33.9J5' ANCHOR BOLT CIA. STRUT E-562 IN CHORDS & SPLICED Y AT SHOE SUPPORTS 1 Z SECTION N.TS. 1U Z w " tD P. (2) FLASHING SUPPORT PLATES E N S'•., O G� Cy L` ,� V F .,. I� 46 Q 5 O STACKED AT FlASKNG MIDPOINT O 6%BJD U' U p (1 PER FLASHING) FLASHING OVERHUNG D01ENSgNs LASED * iN * z ON NOMINAL TANK DIAMETER WRH NO K — J AWYINUM VARIANCE ACTUAL MAX & YN To VARY * Z * N O COUNTER FLASHING _ I _ 6 5/18 _ RASED ON ACTUAL VJ:I( DWFMlDFS. -p yF•/,y q�(� N M r ; I FLASHING CLEARANCE Is FORCES .AT cunt. �i�.(An'. •c� O 10 P,r����� Fzw- o o 6 5/16• AT SNOE & MIDPOINT. I' LIVE LOAD V (� 2.6 KIPS /I`, •• �••.......... .. 2 1/4- AT QUARTER POINTS JI1IL 3/B' DIA Ss BOLT //SS I�1 � BY ERE HOLES FILl)D DROVED WND DRAG D ( ISO HIPS= O.B KIPS ////I/AI\„16 O N HE O RADIAL MOTION —E . 03 KIPS •� N m 00 .0) S ON (NOIC ALL LOADS INCLUDE N.LS, 10 DONE DEAD A1DGLIT) a m04 W:\Projects\2019\219086 Port St. Lucie FL\02 Approval\219086DIO4.dwg, 04/29/19 1:52:09 PM, rlupo N. ANGLE BRACKETS ATTACH TO TANK LADDER (HARDWARE BY OTHERS) --'S' HODK INTO EYE STRAP WHEN OPEN S O N.T.S.bI (WITH HATCH OPEN) CLEAR MATCH OPENINGS 1' L so. BRACE (1/4• HaARD K 47 AINL MTE TOF F), -4-2't CLEARANCE OVERLAPPED SECTION WELL SHOE TO ALLOW THERMIC MOVEMENT Le. BUT WLL BE MORE RIDGID THAN ALA CHAIN CONNECTION. TNIB ENO ATTACHES SECTION TO HANDRAIL ON DOME. N.T.S. NET' 9UOWG ATTAC AT TOP AND MIDDLE NALS :E V HOOK TAB PLATE N HATCH CLOSED I1NG TENSION ONG ATREN SE N xrs bl ALUWNOM PIPE HANDRAIL ON ONE 90C OF NON -SUP �-R WALKWAY TO DOME APEX CH COVER �IbYYER OPEN 7 E'-1 s/1/0 MON S N.T.S. Ntly rg LOCKABLE INSP BRACE CURB FmALE z co '`� PTLATE T04E80AIAM� �OERT'P �(j���p a J i %N qzz x` r E N SF• ;O �oi� ri Q o L.i p ALUMINUM PIPE GUMDRNL • "'"'j"' 6 -J �Ln HINGE DLE 7 FT SECTION ON EACH SIDE * 2 -111- $ O OF HATCH AREA.. :'G: / /Ti9II9 %�� N N n�o 1 a= o a ATCH FR4ME AND COVER ARE ALL ALUMINUM CONSTRUCTION p . Cl HATCH PL/1N FLASHING NOT TO BE STEPPED ON �! m Nx.s W:\Projects\2019\219086 Port St. Lucie FL\02 Approval\219086D105.dwq, 04/29/19 1:52:40 PM, rlupo 35 1/2' O.Oer ALUM SHROUD — ALUM. INSECT SCREEN ATIACHED TA uu4. BIRD SCREEN 0A64' M. CURB❑ / �/ ❑ ❑ ❑��\\ , ALUM. PULL RIVET { � \ El El D F A UM, CURB n DOME PANEL .� 20 1/4' ` ❑ ❑ ❑ ❑ / %% .. .... 29 3/4' PLY CONRNUOIIS BEAD OF BIRDSCREEN (NFPA) 7O BE ALUM. ANGLE 3/8'. ALUM. LOCKWLTS SEICONE SEALANT ELO ItbTALLEO BY ERS BETWEEN CURB & PANEL ES OF WMERR CMUN)R AL I DEVELOPED PRESSURE WD I OBPD I ABPD .10PD 1 .15(O .2DPD 25PD .JOPD RF1., PFAFOR4INCE WACRIES (OlQ 12M 1572 1615 2029 2486 2870 J2D9 3515 J7R7 INTAKE PERFORMANCE CAPACIRES (CM) 1096 13Q 1550 17M 2123 2452 2741 3002 32" 7MROAT AREA - 2.25 S0. FT. EYEBOLT FOR DOME ACCESS YNNTENPNCE MY BY DUAUFIED PERSONNEL EYEBOLT RATED FOR OSHA FALL PROTECTION - MUST BE RISPOGFED OR REPLACED AHER rALL OR OTHER SHOCK LOMIRNQ REMOVE ANY TEMPORARY SAFM UNE DQEDViELY AFRER USE. � ZYZ F COVER ,`,�QO� R E N y �/p Ii �� °d ¢,.��'•. Lai No 67870 STATE OF ,O�Cc .� O R 10 P\ a son. a- W:\Projects\2019\219086 Port St. Lucie FL\02 Approval\2190860106.dwg, 04/29/19 1:53:09 PM, rlupo APPROVED By Alexander J. Lara, PE at 3:46 pm, Apr 29, 2019 CST *w STORAGE ISO.0534 345 Harvestore'prive =RECEIVEDDekalb, IL 60115-9607 U.S.A.' 815-756-1551Phone,815-756-7821FaxProject Name: Treasure Coast Int'1 Project Location: Fort Pierce FL . Dealer: Florida Aquastore and Utility Construction, Inc. 4722 NW Boca Raton Blvd.; Suite C-102 Boca Raton, Florida, 33431-6358 Phone: (661)994-2400,Fax:(561) 994-2444 Project Number: 1824817 Submittal Release. No:: tl TecStore Epoxy:Bolted Storage Tank 34' diameter (nom.) x 33' high (nom.) Model 3433 Short Starter Foundation Panel interior coating: Trico Bond EP (7 mils: Average, DFT.) Exterior Primer: Trico Bond EP (3 miis Average, DFT.) Panel Exterior Finish: Performance Urethane .(1.5 mils Average, DFT.) Shell Interior Color: Sahara Gold :Shell Exterior Color: Standard Tan Roof Exterior Color: NIA Date: April23, 2019 � I EDuote#1824,817rev. 6 'REVIEWE D FOR Construction Method: JackC+ODE COMPLIANCE STe LUCIE COUNTY B®C 7 o This document consists of_ pages. Submitted by: Date: Date: Expires: \�tt111 IIII//// DIE-. �.If....EN Q STATE O,�CC/� FILE COPY /;oNALt,,.. Date: Tank Project Drawing Index Document Number Document Title 1824817-001 Tank Drawing 1824817-010 Tank Calculations & Design Formulas 1824817-011 Tank General Notes 1824817-012 Tank Fastener Schedule 1824817-013 Tank Schematic 1824817-014 Tank Parts List Foundation Project Index Document Number Document Title 1824817-002 Short Starter Foundation Drawing 1824817-003 Anchor Bolt & Leveling Plate Placement 1824817-020 Foundation Calculations 1824817-021 Foundation General Notes 1824817-022 Foundation Materials Schedule 1824817-023 Foundation Parts List 1824817-024 Foundation Fastener Schedule 1824817-026 Manufacturers Warranty CST STORAGE F NOTES: 1. THIS DRAWING IS NOT TO SCALE. 2. REFER TO TANK SCHEMATIC DOCUMENT -013 FOR NUMBER OF RINGS IN TANK AND RESPECTIVE SHEET THICKNESSES. 3. THIS TANK IS NOT DESIGNED FOR ANY EXTERNAL HYDROSTATIC LOADING. LADDER KIT SEE TANK SCHEMATIC DOCUMENT -013 FOR LADDER BRACKET LADDER/PLATFORM K SEE TANK SCHEMATIC -013 FOR LADDER BRAC'. LOCATIONS WIND STIFFENERS SEE TANK SCHEMATI -013 FOR TYPE AND I DOT RUN( BOTTOM OF SAFETY CAGE TO FLOOR TANK DESIGN FREEBOARD MAX. ROOF LOAD PER ATTACHMENT POINT SEISMIC SLOSHING WAVE HEIGHT CST COVERS ALUMINUM DOME ROOF 12 in REL DESCRIPTION 305 mm 260016 REL PER MIP IR4817 1179 k9 1 04R6119 4.2 in - aaxao NOM. DIA. LOCATIONS 10231 mm TOP OF ROOF T TOP OF 4'- 0 1/ 8 SHELL SHEET 1222 mm ,OCUMENT SET REF. =DOCUMENT OCAT10N(S) 33'- 0 1/ LADDER CAGE LOCK 10062 NOM. mi 'OM LADDER SHELL SHEET TO FLOOR (12) PER RING 7-2" 6_0„ 2184 mm 1829 mm NOM. FLOOR LEVEL GRADE LEVEL J ELEVATION ACCESS DOOR & SHEET NOMINAL OPENING 24" (630 mm) DIAMETER ( 2) REQUIRED INTFJUOR COATING: MOD BOND EP Q m8 AVEPAGE, DFN EXTERIOR COATING: PIUMER MW BOND (3 m8 AVERAGE, DFT) COAT: PEPFORMANCE UR 8" CST STORAGE oceve, uuxo¢ wxxs CONFIDENTIAL T16 UMD SIOMLE DP9WLNOT BEi9ltt OF YSEU M0.PEWLON'F➢ WfINW w W as wprmry caRswr aF,xEMnpaNr. arsowu,Emmw�xremxs eu uCans aamv,n FILE: 1824817A DRAWN BY OM DATE M126119 3433 SSWT TREASURE COAST INT'L AIRPORT FORT PIERCE, FL DRWG NO. 1824817-001 Y DOCUMENT NUMBER: 1824817-010 TITLE: TANK CALCULATIONS REL.: 1 DATE: April 23, 2019 BY: AL1 SUMMARY OF TANK DESIGN INPUT DATA STRUCTURE MODEL 3433 FOUNDATION TYPE Short Starter SPECIFIC GRAVITY 1.000 HN PRESSURE RATIO 1.000 FREEBOARD 12.000 in ROOF TYPE CST Covers Aluminum Dome ROOF WEIGHT 2.000 psf SC ROOF HEIGHT 0.000 in DC ROOF PROJ AREA 98.500 sq ft DC ROOF CENTROID 19.500 in TOTAL ROOF HEIGHT 48.100 in ROOF SNOW LOAD, 20.000 psi WIND DESIGN LOAD PER FBC /D103 /ASCE 7-10 (23.35 psf)" EXPOSURE DIRECTION ALL EXPOSUREFACTOR C ,RISK CATEGORY III WIND SPEED 175.000 mph WIND STIFFENER DESIGN PRESSURE 23.35 psf WIND PRESSURE ROOF SINGLE CURVATURE N/A . WIND PRESSURE ROOF DOUBLE CURVATURE 23.348 psf SEISMIC DESIGN AWWA D103-09 Ss 0.069 S1 0.029 TL 8.0 SEISMIC IMPORTANCE FACTOR 1.500 SEISMIC DESIGN CATEGORY A SDs 0.073 SD1 0.047 SITE CLASS D FLAT BOTTOM GROUND SUPPORTED ANCHORED TANK. DESIGN BASE SHEAR V =0.020 W ANALYSIS PROCEDURE AWWA D103-09 ALLOWABLES USED AWWA D103-09/NFPA22 DESIGN METHOD ALLOWABLE STRESS DESIGN AQUA2 VERSION 3.9.0.14 TANK PART LIST REVISION No. N/A FND. PART LIST REVISION No. N/A 304.800 mm 9.764 kg/m2 0.000 mm 9.151 sq m 495.300 mm 1221.740 mm 0.958 kPa 78.750 m/s PAGE: 1 f CST STORAGE DOCUMENT NUMBER: 1824817.010. TITLE: TANK CALCULATIONS REL.: 1 DATE: April 23, 2019 BY: ALI SUMMARY OF INTERNALLY ASSIGNED PARAMETERS BOLT DIAMETER 0.500 in HOLE DIAMETER 0.562 in TOP COURSE EDGE DIST 1.000 in CONCRETE IN FNDN 0.000 in DIST T/FTG TO B/FLR 0.000 in TOTAL FNDN THICKNESS 0.000 in STEEL FLOOR MATERIAL Not Applicable SHEET DENSITY 590.000 pcf STEEL ELASTIC MODULUS 30000000 psi CONCRETE DENSITY 0 pcf . NET SHEET WIDTH 105.462 in NET STANDARD SHEET HT. 54.990 in STARTER PANEL HEIGHT 10.170 in INVENTORY USED wsblkctt(52111) 12.700 mm 14.288 mm 25.400 mm 0.000 mm 0.000 mm 0.006 mm 9451 kg/m3 206843 MPa 0 kg/m3 2679.000 mm 1397.000 mm 258.000 mm PAGE: 2 -- CST 5ir0111A4e DOCUMENT NUMBER: 1824817-010 TITLE: TANK CALCULATIONS PAGE: 3 34 33 AQUASTORE STRUCTURE DESIGN SUMMARY (12 FULL LENGTH SHEETS PER.RING/COURSE) COURSE THICKNESS THICKNESS SHEET MATERIAL LIMITING NUMBER (in) (mm) CODES CODE FACTOR(S) 1 0.1046 2.657 1201 40 2 0.1046 2.657 1201 40 3 0.1046 2.657 1201 40 4 0.1046 2.657 1201 60 [15] 5 0.1345 3.416 1201 60 [151 6 0.1345 3.416 1201 60 7 0.1495 3.797 1201 60 [15] - FND 0.1644 4.176 5220 70 [15] WIND STIFF REQUIRED REQUIRED /ACTUAL SECT MOD DESCRIPTION STIFFENER AT BOTTOM OF COURSE 1 = 0.682 cu in / 1.110 cu in 3" Web Truss STIFFENER AT BOTTOM, OF COURSE 2 = 0.670 cu in / 1.110 cu in 3" Web Truss STIFFENER AT BOTTOM OF COURSE = 0.670 cu in / 1.110 cu in 3" Web Truss STIFFENER AT BOTTOM OF COURSE 5 = 1.340 cu in / 4.680 cu in 5.5 short Web Truss STRUCTURE DIAMETER = 33.57 ft 10232.01 mm HEIGHT OF STRUCTURE TO EAVE = 33.01 ft 10060.94 mm SLOSHING WAVE HEIGHT = 0.35 ft 107.33 mm MINIMUM FREEBOARD = 0.35 ft 107.33 mm VOLUME OF STRUCTURE TO EAVE = 29215 cu ft 827 m3 VOLUME OF CONTENTS = 28330 cu ft 802 m3 VOLUME OF CONTENTS = 211922 gal 802214 L VOLUME OF CONCRETE FND. = 0 cu ft 0 m3 WEIGHT OF EMPTY CYLINDER ABOVE = 20608 lb 9348 kg FLOOR WEIGHT OF ROOF = 1770 lb 803 kg SNOW (LIVE) LOAD = 17702 lb 8029 kg WEIGHT OF CONTENTS = 1767786 lb 801854 kg FOUNDATION WEIGHT = 0lb 0 kg, TOTAL WEIGHT ON FOOTING = 1807866 lb 820034 kg WIND SHEAR AT TOP OF FOOTING =28171 lb _ 125311 N WIND MOMENT AT TOP OF FOOTING = 506632 ft-lb 687 kN-m SEISMIC SHEAR AT TOP OF FOOTING = 36825 lb 163804 N SEISMIC MOMENT AT TOP OF = 491371 ft-lb 666 kN-m FOOTING SEISMIC MOMENT MAT FOUNDATION = 670218 ft-lb 909 kN-m " W _.� CST STORAGE DOCUMENT NUMBER: 1824817-010. TITLE: TANK CALCULATIONS PAGE:4 HOOP STRESS ANALYSIS -STRESS-(PSI)— Course Depth Press Net Allowable Hole Number (ft) (PSI) Tensile Tensile Bearing 1 3.7 1.6 4167 18092 6470 2 8.2 3.6 9376 18092 14557 3 12.8 5.6 14586 18092 22644 4 17.4 7.6 19795 25000 30731 5 22.0 9.5 19445 25000 30189 6 26.6 11.5 23497 25000 36478 7 31.2 13.5 24784- . 25000 38477 FND 32.0 13.9 23150. 26667 35941 AXIAL STRESS ANALYSIS —STRESS-(PSI)-- Course Axial Allowable Hole Number Compressive Compressive Bearing 1 166 1021 1666 2 185 1021 1855 3 203 1021 2043 4 222 1021 2232 5 192 1306 1924 6 210 1306 2113 7 208 1448 2089 FND 193 1588 1935 Allowable Bolt Allowable Bearing Shear Shear 54000 1723 29454 54000 3877 29454 64000: 6031 29454 81000 8186 29454 81000 10340 29454 81000 12494 29454 81000 14648 29454 94500 15046 29454 Allowable Bolt Allowable Bearing Shear Shear 54000 444 29454 54000 494 29454 54000 544 29454 81000 594 29454 81000 659. 29454- 81000 724 29454 81000 795 29454 94500 810 29454 4_ CST STORAGE DOCUMENT NUMBER: 1824817.010 WIND STRESS ANALYSIS Course Axial Wind Number Comp Bend 1 32 21 2 51 53 3 70 99 4 88 161 5 88 185 6 106 256 7 114 304 FND 168 290 SEISMIC STRESS ANALYSIS Course Axial Seismic Number Comp Bend 1 32 37 2 51 72 3 70 122 4 88 192 5 88 227 6 106 325 7 114 405 FND 108 389 TITLE: TANK CALCULATIONS —STRESS-(PSI)— Total Allowable Hole Allowable Comp Comp Bear Bear 53 1361 531 72000 104 1361 1040 72000 169 1361 1699 72000 250 1361 2506 108000 272 1741 2734 108000 362 1741 3635 108000 419 1930 4204 108000 398 2117 3993 126000 -STRESS-(PSI)— Total Allowable Comp Comp 69 1361 123 1361 192 1361 281 1361 315 1741 431 1741 519 1930 497 2117 PAGE: 5 Bolt Allowable Shear Shear 141 39272 277 39272 453 39272 668 39272 936 39272 1245 39272 1600 39272 1672 39272 Hole Allowable Bolt Allowable Bear Bear 'Shear Shear 690 72000 184 39272 1234 72000 329 39272 1926 72000 513 39272 2821 108000 751 39272 3159 108000 1082 39272 4331 108000 1483 39272 5216 108000 1986 39272 4991 126000 2089 39272 CST STORAGE DOCUMENT NUMBER: 1824817-010 TITLE: TANK CALCULATIONS PAGE: 6 SEISMIC STRESS ANALYSIS CONTINUED --STRESS-(PSI)— Course Hydro -Dynamic Total Allowable Number Hoop Hoop Tensile 1 145 4312 24123 2 218 9594 24123 3 303 14888 24123 4 377 20171 33333 5 339 19785 36184 6 352 23849 36184 7 332 25115 36184 FND 304 23455 35556 C5 ST0111"IE DOCUMENT NUMBER: 1824817-011 REL: 1 TITLE: TANK GENERAL NOTES PAGE: 1 TANK DESIGN SPECIFICATIONS This tank is designed in accordance with the NFPA 22 and AW WA Standard D103-09 Specification. See page 1 of Document 1824817-010 for Summary of Tank Design Input Data. COATINGS SPECIFICATIONS Coatings used on components of this tank are in compliance with the appropriate sections of AW WA Standard D103. STRUCTURE BOLT SPECIFICATIONS Structure bolts are carbon steel, zinc mechanically deposited per the latest revision of ASTM B695, class 50,type 1;with 1/2"-13 UNC-2A thread, and conform to AWVJA D103-09, Section 4.2.1 and 4.2.2, as noted below. A. 1 inch long and 1-1/4 inch long bolts conform to the mechanical properties of SAEJ429, Grade 5 - equivalent to the :mechanical .properties ofASTM A325. B. 1-1/2..inch long and longer bolts conform to the mechanical properties of SAEJ429, Grade 8 -equivalent.tothe mechanical properties ofASTM A490. Unless noted, all tank structure connections are bearing type connections, snug -tight condition, per ANSI/AISC 360-05. Tank manufacturer does not require special inspection per IBC, Section 1704. APPURTENANCE AND PIPING ORIENTATION Orientation of all appurtenances and piping connections shall be established in the field. THROUGH -THE -SHEET PENETRATIONS All openings through the tank side wall greater than 2 inches (51 mm) in diameter shall be reinforced in accordance with AWWA D103-09, Section 5.10. All openings through sheets having less than24 inches (610 mm) between horizontal bolt lines, or having less than 24 inches. (610 mm). of available sheet space from the Floor surface up to the first horizontal bolt line shall not exceed a diameter of 2 inches (51 mm). . These openings of 2 inches (51 mm) and less shall be reinforced in accordance with AW WA D103-09, Section 5.10. LADDER SPECIFICATIONS The ladder system is manufactured in compliance with AWWA D103-09, and meets OSHA requirements. In addition, the tank ladder side rails are fabricated from 6105-T6 aluminum while the ladder rungs are fabricated from 6105-T6 or 6005-T6 aluminum. ATTACHMENTS TO THE TANK SHELL This tank is designed to support all attachments supplied by CST Storage. Unless noted otherwise in this document, the tank. is not designed to support any loads from attachments supplied by others. Per AVVWA D1.03, all attachments made to the tank shall be designed so that no significant load is imparted on the tank wall. Attachments include those for piping, nozzles, mixers, brackets, supports, etc. VENT An adequate pressure/vacuum vent must be provided by the builder in order to prevent lank damage. _ _ CST _. _. _ =a M STall"E DOCUMENT NUMBER: 1824817-012 REL: 1 TITLE: TANK FASTENER SCHEDULE PAGE: 1 Structure bolt quantities at (H)orizontal and (V)ertical seams Thru the sheet fasteners " BOLT LENGTHS: V 25.40 11/4" 31.75 11/2" 38.10 1 3/4" 44.45 2" 50.80 21/4" 57.15 '21/2" 63.50 SEAM Wide H 1 0 175 29 144 0 0 0 SEAM V 1 588 0 0 0 0 0 0 SEAM Wide H 2 151 113 0 0 0 0 0 SEAM V 2 612 0 0 0 0 0 0. SEAM Wide H 3 156 108 0 0 0 0 0 SEAM V 3 612 0 0 0 0 0 0 SEAM Wide H 4 154 110 0 0 0 0 0 SEAM V 4 612 0 0 0 0 0 0 SEAM Wide H 5 240 24 0 0 0 0 0 SEAM V 5 612 0 0 0 0 0 0 SEAM Wide H 6 154 110 D 0 0 0 "0 SEAM V 6 612 0 0 0 0 0 0 SEAM Wide H.7 0 264 0 0 0. 0 0 SEAM V 7 0. 612 0 0. 0 0 0 SEAM Fnd. H 8 0 262 2 0 0 0 0 ACCESS DOOR 0 0 0 0" 60 0 0 REINF. PLATE 0 0 180 0 0 0 0 Total: 4503 1778 211 144 60 0 0 �...; CST Sr®IIV"E DOCUMENT NUMBER: 1824817-012 REL: 1 TITLE: TANK FASTENER SCHEDULE PAGE:.2 Structure bolt quantities at (H)orizontal seams ., - - Truss Fasteners -BOLT LENGTHS: 1 114" 31.75 C.S. 2 1/4" 57.17 C.S. 2 1/2" 63.50 C.S. 2 3/4" 69.85 C:S. 3" 76.20 C.S. 3 1/4" 82.55 C.S. 3 1/2" 88.90 . C.S. SEAM Wide H 1 0 - 0 00 0 0 0 SEAM Wide H 2 168 0 0 -.0 0 0 0 SEAM Wide H 3 168 0 0 0 0 0 0 SEAM Wide H 4 168 0 0 0 0 0 0 SEAM WideH 5 0 - _0 0 0 0 0 0 SEAM Wide H 6 0 84 0 0 0 0 0 SEAM Wide H 7 0 0 0 0 0 0 0 SEAM Fnd. H8 0 0 0 0 0 0 0 Total: - - - --- 504- 84 ---0 0 0 - 0 - 0 CST STORAGE DOCUMENT NUMBER: 1824817-013 REL: 1 Note: All brackets at top of specified ring. Rings are identified from top of tank to foundation Sheet Bracket Bracket Ring #. Thick. Type Quantit! Use tapered spacer at top horizontal seam RING # : 1 0.1046" (2.7mm) Y-BRKT 5 —( TYPE 3" Web Truss #261847) RING#:2 0.1046" (2.7mm) U-BRKT 5 —( TYPE 3" Web Truss #261847) RING #: 3 0.1046" (2.7mm) NONE 0 —( TYPE 3" Web Truss #261847) RING # : 4 0.1046" (2.7mm) U-BRKT 2 RING # : 5 0.1345" (3.4mm) 'NONE 0 —( TYPE 5.5 short Web Truss #257553) RING # : 6 0.1345" (3.4mm) U-BRKT 2 RING # : 7 0.1495" (3.8mm) Y-BRKT 2 FND.: 0.1644" (4.2mm) Y-BRKT 2 TITLE: TANK SCHEMATIC PAGE: 1 Vertical Bolt Line Shell Sheet Part No. 2V 272428N5000 2V 272429N5000 2V 272429N5000 2V 272429R5000 2V 272429R5200 2V 272429R5200 2V 272429RB400 2V See fnd. parts list - CST ST©EI"E? DOCUMENT NUMBER: 1824817-014 Item Quantity - � 1 1 1 2 504 3 84 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 51 52 53 54 55 56 57 58 REL: 1 TITLE: TANK PARTS LIST PAGE: 1 Part No. Description 1824817-001 TANKASSEMBLY 1824817-002 .FOUNDATION ASSEMBLY 262415-001 HHCS 1/2 X 1 1/4" SPCL FINISH. 262415-002 HHCS 112 X 21/4" SPCL FLASH. 1 1008177-000 MANWAY PLATFORM ASSEMBLY 15 265777-206 SEALER 98, CARTONS (TAN) 1 1008082-000 SHORT LADDER SECTION 1 1009078-000 STANDARD PLUS LADDER (7-36 RINGS) 1 1008436-000 LADDER DOOR ASSEMBLY 1 1009392 SOLID RAIL LADDER SAFETY SYSTEM 2 277650-000 GASKET,24" 4 28727OS5500 REINFORCING PLATE,.,2500" 12 261256-034 STIFFENER ANGLE 12 260577.003 SPLICEANGLE 12 084373-000 TAPERED SPACER 252 261847-000 WEB TRUSS, 3" 84 257553-000 WEB TRUSS, 5.5% SHORT 4503 262000-001 'STRUCTURE BOLT, 1" 1778 262000-002 ,STRUCTURE. BOLT, 1 1/4" 211 262000-003 STRUCTURE BOLT, 1 1/T' 144 262000-004 STRUCTURE BOLT, 1 3/4" 60 262000-006 STRUCTURE BOLT, 2" 672 261974-000 WASHER, SPECIAL 7032 252275-000 WASHER, 1/2" 6696 262416-001 HEX. NUT, 1/2" HDZ 588 263525-001 HEX. NUT, 1/2" MDZ CST STOEIME DOCUMENT NUMBER: 1824817-014 Item Quantity 59 7284 60 61 62 63 64 65 66 3 67 1 68 1 69 1 70 3 71 3. 72 1 73 74 9 75 9 76 77 78 79 80 81 2 82 12 83 2 84 85 24 86 12 87 24 88 10 89 90 91 92 93 94 95 96 97 98 99 100 101 102 103 104 105 106 107 108 109 110 111 112 113 114 115 116 117 118 REL: 1 Part No. 081816-003 262778-000 257249-000 341SS000L-1824817A 266254-000 262166-000 260581-000 266255-000 1008110-001 1oa8111-o01 287294R64E7 272428N5000 280516-034 272429N5000 272429R5000 272429R5200 272429R6400 TITLE: TANK PARTS LIST Description PROTECTIVE COVER DANGER DECAL INFORMATION SIGN LIQUID TANK - NAMEPLATE OPERATORS MANUAL IMPORTANT DECAL TANK MOD. WARNING DECAL INSPECTION AND MAINT. REVIEW Y BRACKET ASSY..SET (LONG) U BRACKET ABBY..SET (LONG) PAGE: 2 24" ROUND ACCESS DOOR SHEET SHELL SHEET 0.1046" GRADE 40 24" ACCESS DOOR, NORMAL DUTY, STANDARD (GALV) SHELL SHEET 0.1046" GRADE 40 SHELL SHEET 0.1046" GRADE 60 SHELL SHEET 0.1345' GRADE 60 SHELL SHEET 0.1495" GRADE 60 CST ST01MGE 35' 9" 10897 mm 33'-613/16" 10231 mm OF SHEET *FOUNDATION SHEET(12) * SEAL STRIPS GRAY(TOP) BENTONTTE� #5 REBAR - (2) RINGS SPLICE: 25" (635 mm)� 2 I/ 2" 64 mm 6" 152 mm 1 2 #4 FLOOR REBAR ON 10" (254 mm) CENTERS SPLICE: 20" (508 mm) * LEVELING PLATE & FOUNDATION BOLTS SEE DRAWING -003 FOR LOCATIONS * FOUNDATION ANGLE 8" — 203 mm NOTES: 1. THIS DRAWING IS NOT TO SCALE. 2. ITEMS INDICATED * TO BE SUPPLIED BY THE TANK MANUFACTURER. SEE * CST STORAGE PARTS SPECIFICATIONS CHART ON THIS DRAWING. 3. SEE DOCUMENT -022 FOR MATERIAL SCHEDULE. - 1" (25 mm) CHAMFER OR ROUND WITH EDGING TOOL #7 REBAR - (2) BUNDLED BARS SPLICE: 64"(1626 mm) * REBAR SUPPORTS 10" 305 mm — 3" (76 mm) CLEAR 18" 7mm —FLOOR LEVEL GRADE 6" LEVEL 152 mm #4 FOOTING TIE BARS 2" (51 TYP. CLEAR - FORMED FOOTING, (72) TOTAL QUANTITY OTHERWISE 3" (76 mm) NP. CLEAR 21" ----- t #5 CIRCUMFERENTIAL FOOTING REBAR - 533 mm (4) RINGS SPLICE: 32" (813 mm) SECTION THROUGH FOOTING REA. DESCRIPTION REL PER MIP 1824817 04/26/19 RERAR SUPPORTS FOUNDATION I IN.1 2x2x1/4 ANGLES mm 1 51x51x6 (1) PER SHEEP LEVELING IN. 3/8 x 3-1/2 x 11 PLATES mm 10x 89 x279 (2) 'PER. FOUNDATION IN. 314 DIA. x 18 L.G. BOLTS mm 19 DIA. x 457 LG. (4 PER SHEET CST SIVRAGE osxae, wrvms sous CONFIDENTIAL nus owvnxo a ms mOvusTnar exaremr ov aTsmxncsumsauxm oe usedrvaaxewooivn OF7 Z T1E suo..= wRmw mxsTxr os TrvE wmeum: m novncf mmuasr ozozs RLLNGHR PESEAVF➢ FILE: 1824817E DRAWN BY CMW DATE 04/26/19 34' SHORT STARTER FND. TREASURE COAST INT'L AIRPORT FORT PIERCE, FL DNO. I 1824817-002 FOUNDATION BOLT NOM. BOLT CIRCLE • LEVELING PLATE 51 TOP OF FOOTING * FOUNDATION BOLT 1319 mm INNER CHORD SECTION "A -All 4" 102 mm 40TES: .. THIS DRAWING IS NOT TO SCALE. !. ITEMS INDICATED x TO BE SUPPLIED BY THE TANK MANUFACTURER. SEE' CST STORAGE PARTS SPECIFICATIONS CHART ON DRAWING -002. 1. PLACEMENT OF ANCHOR BOLTS TO BE WITHIN 1/2" (13 mm) OF INDICATED CHORD DIMENSIONS. FOOTING FOUNDATION BOLT AND LEVELING PLATE LOCATIONS REL I DESCRIFRDN VFv ML FBI MIP 182481) M126/1 CST SIVRAGE n3woss wus CONFIDENTIAL mM PMWMG LS MC MMETARY PFOR WOF CSTSNIUGEM SW1HOTBE Eva�ss wwNOarrerv°�44mrusF�i3r or`�X°ixE�mr�+rur.. CSf STOPAGE OJPVNGIR03019 iu w<ms wseAVEo FRLE: 1824817C DRAWN BY Q DATE 04/26/19 ANCHOR BOLT & LEVELING PLATE PLACEMENT TREASURE COAST INT'L AIRPORT FORT PIERCE, FL No"1 1824817-003 TANK FOUNDATION ANALYSIS AND DESIGN —INPUT DATA DESIGNATION INPUT DATA: Project Name: Project Number: Engineer: Date: Comments: Tank Type: Foundation Type: Roof Type: GENERAL INPUT DATA: Treasure Coast Int'I Airport 1824817 AJL 4/23/2019 Embedded Type SS/MS T&B Bars Discontinuous Self Support Design Code: ACI 318-14 Content Load Factor: 1.6 Complementary Standard: NFPA-22 Percent of Snow Weight: 0 Percent of Fill Weight: --- CST-TFAD'v102 GEOMETRY INPUT DATA: Foundation Diameter, Df: --- FT Slab Outer Diameter, Do: 35.75 FT Tank Diameter, Dt: 33.57 FT Ring Width, Br: 21 IN Slab Thickness, Hs: 6 IN Concrete Cover: 2.0 IN'. Footing Thickness, Hf: --- IN Ring Height, Hr: 30 IN Embedded Sheet Thickness: 0.164 IN. Haunch Depth, Hh: 12 IN Sheet Embedment Depth: 6.75 IN. Grade to B/Ftg, Hg: 24 IN Cost of Concrete: 80 $ / CY Cost of Reinforcement: 0.4 $ / LB. MATERIAL PROPERTIES INPUT DATA: EXTERNAL LOADING INPUT DATA: Concrete Unit Weight: 144 PCF Tank Cylinder Weight: 20,608 LB Concrete Compressive Strength: 3500 PSI Roof Weight: 1,770 LB Concrete Poisson's Ratio: 0.15 Roof Snow (Live) Load: 17,702 LB Reinforcement Yield Strength: 60 KSI Content Height: 32.01 FT Reinforcement Elastic Modulus: 29000 KSI Wind Shear: 28,171 LB Soil Allowable Pressure: 2500 PSF Wind Moment: 506,632 FT -LB Soil Subgrade Modulus: 69 PCI Soil Active Pressure Coefficient: 0.3 Seismic Shear: 36,925 LB Soil Unit Weight: 100 PCF Seismic Moment: 491,371 FT -LB Sloshing Wave Height: 0.35 FT Content Specific Gravity: 1.00 Floor Weight: --- LB Internal Pressure: 0 IN of Water Internal Vacuum: 0 IN of Water TANK FOUNDATION ANALYSIS And DESIGN -RESULTS CST-TFAD v102 DESIGNATION DATA: Project Name: Treasure Coast Int'I Airport Project Number: 1824817 Engineer: AIL Date: 4/23/2019 SOIL PRESSURE: D + L : 2255 PSF < 2500 D + L + W : 2258 PSF < 3333 D + L + E : 2268 PSF < 3333 D - W : 237 PSF > 0 No Uplift D+L-E: 1632 PSF > 0 No Uplift SAFETY FACTOR AGAINST OVERTURNING: D + W : 2.78 > 1.5 D + L+ E (Phase -I Method A): 6.47 > 1 D + L+ E (Phase -I Method B): 12.29 > 1 SHEAR IN SLAB AND FOOTING: Shear in Slab: 1479 PLF < 3195 Shear in Footing: --- PLF REINFORCEMENT: Slab Middle Reinforcement: Footing Top Reinforcement: Footing Bottom Reinforcement Ring Top Reinforcement: Ring Bottom Reinforcement: Vertical Reinforcement: 0.24 SQ.IN/FT[#4@10], (IstA=20) --- SQ.IN/FT --- SQ.IN/FT 0.40 SQ.IN 0.51 SQ.IN 0.13 SQ.IN/FT [2#5], (IstA=25) [2#5], (IstA=25) [6#4/S], (IstA=20) Hoop Steel: 0.59 SQ.IN [2#5],(IstA=25) Curb Steel: 1.11 SQ.IN [2#7], (IstA=44) Supplemental Tie Bars: 0:00 SQ.IN/FT Document Number: 1824817-021 Rel.: 1 Title: Foundation General Notes Page 1 Minimum guidelines.and specifications are given below. The owner or the owner's designated agent may amend or modify these guidelines and specifications, but in no case shall the requirements be less than those given below. FOUNDATION DESIGN See Tank Foundation Design Input Data Sheet for foundation design -data. SITEWORK 1. Clear the site of all vegetation, organic materials, rubbish, debris, and other foreign or objectionable materials above the ground surface. Remove all top soil, stumps, large roots, buried logs, and other objectionable materials below the ground surface. 2.The foundation design contained in this submittal is based on the recommendations in the geotechnical report dated May 8, 2019 by Anderson Andre Consulting Engineers, Inc., project/report number 18-151. The recommendations contained in that report and all supplemental reports shall be followed. 3. Soil beneath the entire tank and foundation shall be inspected and certified by a licensed geotechnical engineer prior to construction of the foundation to verify that the following criteria have been met. If the soil is not verified, or if the soil does not meet all of these criteria, the foundation design contained in this submittal shall be null and void. a. The soil shall be undisturbed soil or compacted fill. b. The soil shall have a minimum allowable bearing capacity of 2,500 psf 1(119,701 Pa) at depth below grade as noted in the geotechnical report. All soil beneath the entire tank and foundation shall meet or exceed the assumed minimum bearing capacity. c. The soil shall provide uniform support for the entire foundation. d. The, soil shall be suitable in all respects to properly support the tank. 4. The soils shall be inspected and certified as suitable immediately prior to placing of concrete. 5. All compacted fill shall be placed as recommended by the geotechnical report. 6. It is acceptable to banklearth form the sides of footings when and only when all of the following conditions are met: a. Soils suitable to bank forming are present. b. All OSHA and other safety precautions and requirements are met. c. All local and other regulatory and statutory requirements are met. d. The geotechnical report approves of the method. e. The correct concrete clear cover dimensions are maintained. 7. Orientation of connecting piping shall be established in the field. 8. Place all underground piping then backfill and compact to site specifications. Inlettoutlet piping may penetrate ring walls provided the penetration is circular and limited to the middle two quarters of the wall height. All details of modifications to foundation reinforcement, cushioning needs, thrust blocks, and encasement shall be provided by others. Otherwise, all piping must pass beneath the footing unless the footing/foundation system has been designed and fully detailed by others to accommodate both a pipe passing through it and the proper transfer of tank loads to the supporting soil. Design of piping and/or encasement to resist foundation loads and provide adequate support for the foundations above is the responsibility of others. 9. If conditions exist which require footing and/or floor design details differing from those shown on the drawings herein, such new design and details shall be provided by the owner or the owner's designated agent. CST Storage will not show details on its drawings other than those derived as a result of the design efforts of its own Engineering Department. CST STORAGE DOCUMENT NUMBER: 1824817-021 REL: 1 TITLE: FND. GENERAL NOTES PAGE: 2 CONCRETE WORK Concrete work shall conform to the requirements of ACI 301-05, published by the American Concrete Institute, Farmington Hills, Michigan, except as modified by the supplemental requirements noted below. 1. Concrete shall attain an ultimate 28 day compressive strength of3500 PSI)( 24132 KPa). 2. Reinforcing bars shall conform to ASTM A615, grade 60. Welding of bars is not permitted. Field bending of partially embedded reinforcing bars shall conform to. Section 3.3.2.8. 3. Cement shall conform to ASTM C150, Type I or Type II with air entraining admixture per ASTM C260 added at the mixer to achieve 4-6% by volume of entrained air at the point of concrete placement. 4. Maximum aggregate size shall be 1 1/2" (38 mm). Fine and coarse aggregate shall conform to ASTM C33, and the restrictions on reactive materials specified in ASTM C33, paragraphs7.3 and 11.2, shall apply. 5. Ready mixed concrete shall conform to ASTM C94, Option A. The supplier shall be responsible for determining the proportions used in the concrete mix. 6. Earth cuts may be used as formwork for footings only, provided the footing depth does not exceed 48" (1 21 9 mm). 7. Finished surfaces A. Rough form finish is acceptable for vertical surfaces. B. Floated finish is required for the floor surface. 8. The following sections of ACI 301-05 do not apply: 6 -Architectural Concrete 7 - Lightweight Concrete 8 - Mass Concrete 9 - Prestressed Concrete 10 - Shrinkage -compensating Concrete ..._. CST ST©FI"E DOCUMENT NUMBER: 1824817-022 REL: 1 TITLE: FND. MATERIALS SCHEDULE PAGE: 1 These materials are to be furnished by the builder. Quantities are estimated. CONCRETE AND GRAVEL REQUIREMENTS: CONCRETE IN FLOOR: - Per 5" depth (127.0 mm) 20 cu. yds 15.3 m3 CONCRETE IN FOOTING:- Per.1"depth (25.4 mm) 0.5 cu..yds. 0.4 m3 CST STORAGE DOCUMENT NUMBER: 1824817-023 Item Quantity Part No. - 1 1824817-002 1 12. 272454S5300 2 12 257573-034 3 12 273882-000 4 12 261067-001 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 REL: 1 TITLE: FIND. PARTS LIST I Description SS FOUNDATION ASSEMBLY 0.1644" FND. SHT. Gr. 70 FOUNDATION ANGLE SPLICE ANGLE TAPERED SPACER 48 013713-003 FOUNDATION BOLT, 3/4" 96 013542-005 WASHER,STD., 3/4" 96 013543-006 HEX. NUT, 3/4" 24 257516-000 LEVELING PLATE 24 019030-004 REBAR SUPPORTS, 112" 13 252488-000 SEAL STRIP 3 265777-206. SEALER 98, CARTONS (TAN) 7 266030-000 BENTONITE SEAL STRIP 2 25373NO02 SEALER PRIMER 132 081816-003 PROTECTIVE COVER 24 0175OD-086 CAP SCREW 1/2" X 1 3/4" 372 262000-002 STRUCTURE BOLT 1 1/4" 84 262000-003 STRUCTURE BOLT 1 1/2" 528 262416-001 HEX NUT, 1/2" HDZ 552 252275-000 WASHER, 1/2" PAGE: 1 CST STORAGE DOCUMENT NUMBER: 1824817-024 REL: 1 TITLE: FND. FASTENER SCHEDULE PAGE: 1 BOLT LENGTHS: 1" 1 1/4" 1 112" 1 3/4" 2" REBAR 25.40 31.75 38.10 44.45 50.80 SUPPORTS VERTICAL 0 192 0 .0 0 24 HORIZONTAL 0 180 84 0 0 CST 9T®HAM Manufacturer's Limited Warranty HYDROTEC- W CST STORAGE One -Year Limited Warranty CST Storage warrants that a HydmTecTM brand liquid storage tank will be free from defects:ln workmanship and materials, under normal and proper:use„maintenance and operation, during the period expiring on the earlier of (i) oneyear after liquid is first introduced into the tank or (u) td months after shipment from the factory. Limitations and Conditions The CST Storage Limited Warranty is subject to the following Iimiaticnsand mnditicns: a. The CST Storage Limited Warranty shall remain in effect only as long asthe 'tank is used for the storage of the liquid specified in the order.. The CST Storage Limited Warranty shall become void and terminate should the tank be used for storage of any other liquid or material unless speed in writing prior to CST Storage's acceptance of the order for the tank b. The CST Storage Limited Warranty does- not cover damage caused by shipping, .handling or rank erection, er damage caused by operating or maintenance aefiAUes. CST Storage makes no warrantyabout and shall net be responsible for any defects in erection erinstallation of a tank a The .CST.Smmge Limited Warranty shall become wild and terminate if any alterations are made to the tank without the prior written appreval of CST Storage. d. The CST Storage United Warranty shall become void and terminate if the tank is not used, operated and maintained in accordance with the requirements stated in the CST Storage Operating Maridal(s). supplied with the tank,. oc if the tank is damaged or subject to any abuse, misuse crvanda0sm._ Limitation of Remedies In the event of any failure of any HydmTec brand liquid storage tank to perform as warranted in the United Warranty, the sole and exclusive obligation of CST Storage shall be, at its sale option; either to repair the tank or repair or replace (FOB factory) any part of.the tank which is defective. IN NO EVENT SHALL CST STORAGE BE LIABLE (WHETHER ;FOR BREACH OF —WARRANTY OR CONTRACT; ,FOR STRICT LIABILITY` OR .NEGLIGENCE, OR OTHERWISE) FOR ANY SPECIAL," INCIDENTAL, PUNITIVE OR CONSEQUENTIAL DAMAGES. INCLUDING. BUT NOT LIMITED TO; DAMAGES FOR LOSS OF CONTENTS OR LOSS . OF;PROFITS, OR FOR THE CONDITION OR QUALITY OF LIQUID STORED IN THE TANK OR FOR ANY INABILITY OF OWNER:TO PROVIDE PRODUCT OR SERVICE TO ANY CUSTOMER OF OWNER. Anyactionagainst. CST Storage for breach of warranty or contract, or for strict liability, negligence or otherwise relating to a tank, must be commenced within one year after such cause of action acdues. Any Warranty claim shall be made to CST Storage in writing. Once a claim has been made, CST Storage shall have the right to perform on -site inspections of the tank If CST Storage chooses to do repair work (which, for purposes of this paragraph. shall include repairing or replacing. defective parts) on the tank, CST Storage shall be granted permission. to perform such work with its own service personnel or personnel of others, and under nonunion conditions unless CST Storage otherwise agrees. Airy repairs made to a tank before CST Storage is notified of a claim shall be afthe Owners expense. Preparation for inspection or repair of a tank (such as removing' the contents and obstructive equipmentin the tank) shall 6e the sole responsibility and e,pen;e of Owner. Preparation b(the tank for use after repair shall be the sole responsibility and expense of the Owner. Disclaimers EXCEPT FOR THE LIMITED WARRANTY SET FORTH 'ABOVE,.. THERE ARE NO UNDERSTANDINGS, AGREEMENTS, REPRESENTATIONS OR WARRANTIES, EITHER EXPRESS OR IMPLIED, RESPECTING THE HYCROTEC .:BRAND LIQUID STORAGE - TANK CST STORAGE EXPRESSLY DISCLAIMS THE IMPLIED WARRANTIESOF MERCHANTABILITY ANC FITNESS FOR A PARTICULAR PURPOSE - The CST Storage Authorized. Dealers are independent contractors and are not agents or employees of CST Storage. No statement by any CST Storage Authorized Dealer or any CST Storage employee shall constitute an. understanding, agreement,represemation orwarranty by CST Storage. CST Storage makes no warranty .with respect to goods Manufactured by others, even li sold by a CST Storage Authorized Dealer. . This Limited Warranty and related limitations and disclaimers cannot be modified or amended by a 'CST,' Storage Authorized Dealer, and can be modified or amended only by written document signed by'an authorized CST Storage; employee. WOMTEC 5 WE TRApEMARx OF CST STORAGE © DOPyaus"2022 CSTSmmGr PwMEO IN U.SA CST#277997-000 RM 1 EON 12039 JACK LOAD ANALYSIS MIP NO.: 1824817 Model: 3433 Course Being 08 Jack System. Lifted Wind Velocity 1 30 2 30 3 30 4 30 6 30 6 30 06 Jack System Model 18 Jack System Wind Velocity Wind Velocity 30 30 30 30 30 30 30 30 30 30 30 30 The values listed above indicate the maximum wind velocities (MPH) at which the designated structure course may be lifted. CONDITIONS: > Tank is ground. supported. > Wind speed is determined at 33 feet above the tank floor. > A jack is positioned at each vertical seam. Note: This information is proprietary to CSTStorage and shall not be used nor reproduced without the express written consentof the Company. All Rights Reserved 2019, CST Storage. CST ST1011"E JACK LOAD ANALYSIS MIP NO.: 1824817 Model: 3433 Course Being 08 Jack System Lifted Wind Velocity 1 30 2 30 3 30 4 30 6 30 6 30 O6 Jack System Model 18 Jack System Wind Velocity Wind Velocity 30 30 30 30 30 30 30 30 30 30 30 30 The values listed above indicate the maximum wind velocities (MPH) atwhich the designated structure course may be lifted. CONDITIONS: > Tank is ground supported. > Wind speed is determined at 33 feet above the tank floor. > A jack is positioned at alternate vertical seams. > A strut is positioned at each vertical seam. Note: This information is proprietary to CST Storage and shall not be used nor reproduced without the express written consent of the Company. All Rights Reserved 2019, CST Storage. CST STORAGE • APPROVED By Alexander J.'Lara, PE at 3:46 pm, Apr 29, 2019 lams CST E. HEMSE111E0 STORAGE 345;Harvestore Drive Dekalb, IL 60115-9607 U.S.A. 815-756-1551 Phone, 815-756-7821 Fax -Project f l me: Treasure -Coast lnt'I S E P 17'1119 Lucie County, Permitting Project Location: 'Fort Pierce FL Dealer: Florida Aquastore and Utility Construction, Inc. 4722 NW Baca Raton Blvd.; Suite G102 Boca Raton, Florida, 33431.6358 Phone: (561) 994-2400,Fax: (561) 994-2444 -Project Number:_ 1824.817• Submittal Release. TecStore Epoxy Bolted Storage Tank' 34' diameter (nom.) x 33' high (nom.) Model 3433 Short Starter Foundation Panel interior coating:. Trico Bond EP (7 mils. Average, DFT.) . Exterior Primer: Trico Bond EP (3 mils Average, DFT.) Panel Exterior Finish: . Performance Urethane.(1:5 mils Average, DFT.), Shell Interior Colon; Sahara Gold Shell Exterior Colon. Standard Tan Roof Exterior Color: NIA Date: April 23, 2019 EQuote #1824817 rev. 6 Construction. Method:. Jack This document consists of .. 2� pages. :.ISO.0534 M FILE-Copy Submitted by: Date: Date: Expires:'" pER' ✓ �. .. `.� �� e.....EN.. .•� Pv. F. ,.,.q _ `(Jy01 2693 �Q '• STATE OF � C(�� .•'� ' ��''SS�ONALI�?�`• Date: Tank Project Drawing Index Document Number Document Title 1824817-001 Tank Drawing 1824817-010 Tank Calculations & Design Formulas 1824817-011 Tank General Notes 1824817-012 Tank Fastener Schedule 1824817-013 Tank Schematic 1824817-014 Tank Parts List Foundation Project Index Document Number Document Title 1824817-002 Short Starter Foundation Drawing 1824817-003 Anchor Bolt & Leveling Plate Placement 1824817-020 Foundation Calculations 1824817-021 Foundation General Notes 1824817-022 Foundation Materials Schedule 1824817-023 Foundation Parts List 1824817-024 Foundation Fastener Schedule 1824817-025 Manufacturers Warranty --,, CST STORAGE NOTES: 1. THIS DRAWING IS NOT TO SCALE. 2. REFER TO TANK SCHEMATIC DOCUMENT -013 FOR NUMBER OF RINGS IN TANK AND RESPECTIVE SHEET THICKNESSES. 3. THIS TANK IS NOT DESIGNED FOR ANY EXTERNAL HYDROSTATIC LOADING. LADDER KIT SEE TANK SCHEMATIC DOCUMENT -013 FOR LADDER BRACKET LADDER / PLATFORM KI SEE TANK SCHEMATIC C -013 FOR LADDER BRACI LOCATIONS WIND STIFFENERS SEE TANK SCHEMATIC -013 FOR TYPE AND I Bon RUNC BOTTOM OF SAFETY CAGE TO FLOOR TANK DESIGN FREEBOARD SLOSHING WAVE HEIGHT CST COVERS ALUMINUM DOMEROOF 12 in aL 305 mm 2600 16 1179 k 1 4.2 in LOCATIONS 10231 mm TOP OF ROOF T TOP OF 4'- 0 1/ 8 SHELL SHEET 1222 mm OCUMENT REF. .D.ETOCUMENT OCATION(S) 33'- 0 1/ LADDER CAGE LOCK 10062 mi NOM. 'OM LADDER SHE SHEET TO FLOOR (12) PER RING 7'-2" 6-0" 2184 mm 1829 mm NOM. NOM. ^ FLOOR LEVEL GRADE LEVEL J ACCESS DOOR & SHEET NOMINAL OPENING 24" (610 mm) DIAMETER ( 2 ) REQUIRED ELEVATION DESCRIPRON REL PER HIP 1824817 04/16/19 INTERIOR COATING: MW BOND FINISH COAT: PERFORMANCE URETHANE (1.5 mils AVERAOE, DFT) SHELL EXTERIOR COLOR STANDARD TAN 6" CST STORAGE ovwe, wrvors wus CONFIDENTIAL T115 ppq\ W1G IS mE P0.OPXIETMY GPOPERIY OF ..gRREmO0.CD Wf1 .THE esRsss mxsunor * mmGun. aT A.U-q COWN6HTazozs LL RILNIS 0.ESFAYFD FILE: 1824817A DRAWN BY CMW DATE 04/26/19 3433 SSV T TREASURE COAST INT'L AIRPORT FORT PIERCE, FL No 1 1824817-001 DOCUMENT NUMBER: 1824817-u'iv' TITLE: TANK CALCULATIONS PAGE: 1 REL.: 1 DATE: April 23, 2019 BY: AL1 SUMMARY OF TANK DESIGN INPUT DATA STRUCTURE MODEL FOUNDATION TYPE SPECIFIC GRAVITY H/V PRESSURE RATIO FREEBOARD ROOF TYPE ROOF WEIGHT SC ROOF HEIGHT DC ROOF PROJ AREA DC ROOF CENTROID TOTAL ROOF HEIGHT ROOF SNOW LOAD WIND DESIGN LOAD PER EXPOSURE DIRECTION EXPOSURE FACTOR RISK CATEGORY WIND SPEED WIND STIFFENER DESIGN PRESSURE WIND PRESSURE ROOF SINGLE CURVATURE WIND PRESSURE ROOF DOUBLE CURVATURE SEISMIC DESIGN Ss S1 TL SEISMIC IMPORTANCE FACTOR SEISMIC DESIGN CATEGORY SDs SD1 SITE CLASS FLAT BOTTOM GROUND SUPPORTED ANCHORED TANK. DESIGN BASE SHEAR ANALYSIS PROCEDURE ALLOWABLES USED DESIGN METHOD AQUA2 VERSION TANK PART LIST REVISION No. FND. PART LIST REVISION No. 3433 Short Starter 1.000 1.000 12.000 in CST Covers Aluminum Dome 2.000 psf 0.000 in 98.500 sq it 19.500 in 48.100 in 20.000 psi FBC / D103 / ASCE 7-10 (23.35 psI)' ALL C III 175.000 mph 23.35 psf N/A 23.348 psf AW WA D103-09 0.069 0.029 8.0 1.500 A 0.073 0.047 V =0.020 W AW WA D 103-09 AW WA D 103-09/NFPA22 ALLOWABLE STRESS DESIGN, 3.9.0.14 N/A N/A 304.800 mm 9.764. kg/m2 0.000 mm 9.151 sq m 495.300 mm 1221.740 mm 0.958 kPa 78.750 m/s , CST ST&1R"E DOCUMENT NUMBER: 1824817-..w TITLE: TANK CALCULATIONS REL.: 1 DATE: April 23, 2019 BY: AL1 SUMMARY OF INTERNALLY ASSIGNED PARAMETERS BOLT DIAMETER 0.500 in HOLE DIAMETER 0.562 in TOP COURSE EDGE DIST 1.000 in CONCRETE IN FNDN 0.000 in DIST T/FTG TO B/FLR 0.000 in TOTAL FNDN THICKNESS 0.000 in STEEL FLOOR MATERIAL Not Applicable SHEET DENSITY 590.000 pcf STEEL ELASTIC MODULUS 30000000 psi CONCRETE, DENSITY 0 pcf NET SHEET WIDTH 105.462 in NET STANDARD SHEET HT. 54.990 in STARTER PANEL HEIGHT 10.170 in INVENTORY USED - wsblkctt(52111) 12.700 mm 14.288 mm 25.400 mm 0.000 mm 0.000 mm 6.000 mm 9451 kg/m3 206843 MPa 0 kg/m3 2679.000 mm 1397.000 mm 258.000 mm PAGE: 2 CST STOR E DOCUMENT NUMBER: 1824817-v'fu TITLE: TANK CALCULATIONS PAGE: 3 34 33.AQUASTORE STRUCTURE DESIGN SUMMARY (12 FULL LENGTH SHEETS PER RING/COURSE) COURSE THICKNESS THICKNESS SHEET MATERIAL LIMITING NUMBER (in) (mm) CODES CODE FACTOR(S) 1 0.1046 2.657 1201 40 2 0.1046 2.657 1201 40 3 0.1046 2.657 1201 40 4 0.1046 2.657 1201 60. [15) 5 0.1345 3.416 1201 60 [15) 6 0.1345 3.416 1201. 60 7 0.1495 3.797 1201 60 [15) FND 0.1644 4.176 5220 70 [15) WIND STIFF REQUIRED REQUIRED / ACTUAL SECT MOD DESCRIPTION STIFFENER AT BOTTOM OF COURSE 1 = 0.682 cu in / 1.110 cu in 3" Web Truss STIFFENER AT BOTTOM OF COURSE 2 = 0.670 cu in 11.110 cu in 3" Web Truss STIFFENER AT BOTTOM OF COURSE 3_ 0.670 cu in / 1.110 cu in 3" Web Truss STIFFENER AT BOTTOM OF COURSE 5 = 1.340 cu in / 4.680 cu in 5.5 short Web Truss STRUCTURE DIAMETER =33-.57 ft 10232.01 mm HEIGHT OF STRUCTURE TO EAVE = 33.01 ft 10060.94 mm SLOSHING WAVE HEIGHT = 0.35 ft 107.33 mm MINIMUM FREEBOARD = 0.35 ft 107.33 mm VOLUME OF STRUCTURE TO EAVE = 29215 cu ft 827 m3 VOLUME OF CONTENTS = 28330 cu ft 802 m3 VOLUME OF CONTENTS =211922 gal 802214 L VOLUME OF CONCRETE FND. = 0 cu ft 0 m3 WEIGHT OF EMPTY CYLINDER ABOVE = 20608 Ib 9348 kg FLOOR WEIGHT OF ROOF = 1770 lb 803 kg SNOW (LIVE) LOAD = 177021b. 8029 kg WEIGHT OF CONTENTS = 1767786 1b 801854 kg FOUNDATION WEIGHT = 0 lb 0 kg TOTAL WEIGHT ON FOOTING = 1807866 lb 820034 kg WIND SHEAR AT TOP OF FOOTING = 28171 lb 125311 N WIND MOMENT AT TOP OF FOOTING = 506632 ft-lb 687 kN-m SEISMIC SHEAR AT TOP OF FOOTING = 36825 lb 163804 N SEISMIC MOMENTAT TOP OF = 491371 ft-lb 666 kN-m FOOTING SEISMIC MOMENT MAT FOUNDATION = 670218 ft-lb 909 kN-m CST STOEMGEE DOCUMENT NUMBER: 1824817.... TITLE: TANK CALCULATIONS PAGE: 4 HOOP STRESS ANALYSIS -STRESS-(PSI)— Course Depth Press Net Allowable Hole Allowable Bolt Allowable Number (ft) (PSI) Tensile Tensile Bearing Bearing Shear Shear 1 3.7 1.6 4167 18092 6470 54000 1723 29454 2 8.2 3.6 9376 18092 14557 54000. 3877 29454 3 12.8 5.6 14586 18092 22644 54000: 6031 29454 4 17.4 7.5 19795 26000 30731 81000 8186 29454 5 22.0 9.5 19445 25000 30189 81000 10340 29454' 6 26.6 11.5 23497 25000 36478 81000 12494 29454 7 31.2 13.5 24784 25000 38477 81000 14648 29454 FND 32.0 13.9 23150 26667 35941 94500 15046 29454 AXIAL STRESS ANALYSIS —STRESS-(PSI)— Course Axial Allowable Hole Allowable Bolt Allowable Number Compressive Compressive Bearing Bearing Shear Shear 1 166 1021 1666 54000 444 29454 2 185 1021 1855 54000 494 29454 3 203 1021 2043 54000 544 29454 4 222 1021 2232 81000 594 29454 5 192 1306 1924 81000 659 29454 6 210 1306 2113 81000 724 29454 7 208 1448 2089 81000 795 29454 FND 193 1588 1935 94600 810 29454 h �Kk CST STOFMG6 DOCUMENT NUMBER: 1824817-vrb' TITLE: TANK CALCULATIONS WIND STRESS ANALYSIS —STRESS-(PSI)— Course Axial Wind Total Allowable Hole Allowable Number Comp Bend Comp Comp Bear Bear 1 32 21 53 1361 531 72000 2 51 53 104 1361 1040 72000 3 70 99 169 1361 1699 72000 4 88 161 250 1361 2506 108000 5 88 185 272 1741 2734. 108000 6 .106 256 362 1741 3635 108000 7 114 304 419 1930 .4204 108000 FND 108 290 398 2117 3993 126000 SEISMIC STRESS ANALYSIS —STRESS-(PSI)-- Course Axial Seismic Total Allowable Number Comp Bend Comp Comp 1 32 37 69 1361 2 51 72 123 1361 3 70 122 192 1361 4 88 192 281 1361 5 88 227 315 1741. 6 106 325 431 1741 7 114 405 519 1930 FND 108 389 497 2117 PAGE: 5 Bolt Allowable Shear Shear 141 39272 277 39272 453 39272 668 39272 936 39272 1245 39272 1600. 39272 1672 39272 Hole Allowable Bolt Allowable Bear Bear Shear Shear 690 72000 184 39272 1234 72000 329 39272 1926 72000 513 39272 2821 108000 751 39272 3159 108000 1082 39272 4331 108000 1483 39272 5216 108000 1986 39272 4991 126000 2089 39272 ..r CST ST011"E DOCUMENT NUMBER: 1824817-v i6 TITLE: TANK CALCULATIONS PAGE: 6 SEISMIC STRESS ANALYSIS CONTINUED —STRESS-(PSI)— Course :Hydro -Dynamic Total Allowable Number Hoop Hoop Tensile 1 145 4312 24123 2 218 9594 24123 3 303 14888 24123 4 377 20171 33333 5 339 19785 36184 6 352 23849 36184 7 332 25115 36184 FND 304 23455 35556 CST STOFI"6 DOCUMENT NUMBER: 1824817-� rf REL: 1 TITLE: TANK GENERAL NOTES PAGE: 1 TANK. DESIGN SPECIFICATIONS This tank is designed in accordance with the NFPA 22 and AVWVA Standard D103-09 Specification. See page 1 of Document 1824817-010 for Summary of Tank Design Input Data.. COATINGS SPECIFICATIONS Coatings used on components of this tank are in compliance with the appropriate sections of AVWVA Standard D103. STRUCTURE BOLT SPECIFICATIONS Structure bolts are carbon steel, zinc mechanically deposited per the latest revision of ASTM 8695, class 50,type 1;with 1/2"-13 UNC-2A thread, and conform to AVUWA D103-09, Section 4.2.1 and 4.2.2, as noted below. A. 1 inch long and 1-1/4 inch long bolls conform to the mechanical properties of SAEJ429, Grade 5 - equivalent to the mechanical properties of ASTM A325. B. 1-1/2 inch: long and longer bolts conform to the mechanical properties of SAEJ429, Grade 8 - equivalent to the mechanical properties of ASTM A490. Unless noted, all tank structure connections are bearing type connections, snug -tight condition, per ANSI/AISC 360-05. Tank manufacturer does not require special inspection per IBC, Section 1704. APPURTENANCE AND PIPING ORIENTATION Orientation of all appurtenances and piping connections shall be established in the field. THROUGH -THE -SHEET PENETRATIONS All openingsthrough the tank side wall greater than 2 inches (51 mm) in diameter shall be reinforced in accordance with AW WA D103-09, Section 5.10. All openings through sheets having less.than 24 inches (610 mm) between horizontal bolt lines, or having less than 24 inches (610 mm) of available sheet space from the floor surface up to the first horizontal bolt line shall not exceed a diameter of 2 inches (51 mm).. Theseopenings of 2 inches (51 mm) and less shall be reinforced in accordance with AWWA D103-09, Section.5.10. LADDER SPECIFICATIONS The ladder system is manufactured in compliance with AWWA D103-09, and meets OSHA requirements. In addition, the tank ladder side rails are fabricated from 6105-T6 aluminum while the ladder rungs are fabricated from 6105-T6 or 6005-T6 aluminum. ATTACHMENTS TO THE TANK SHELL This tank is designed to support all attachments supplied by CST Storage. Unless noted otherwise in this document, the tank is not designed to support any loads from attachments supplied by others. Per AW WA D103, all attachments made to the tank shall be designed so that no significant load is imparted on the tank wall. Attachments include those for piping, nozzles, mixers, brackets, supports; etc. VENT An adequate pressure/vacuum vent must be provided by the builder in order to prevent tank damage. -- ---, CST STORAGE DOCUMENT NUMBER: 1824817 REL: 1 Structure bolt quantities at (H)orizontal and (V)ertical seams TITLE: TANK FASTENER SCHEDULE PAGE: 1 Thru the sheet fasteners BOLT LENGTHS: 1" 25.40 11/4" 31.75 11/2" 38.10 13/4" 44.45 2" 50.80 21/4" 57.15 21/2" 63.50 SEAM Wide H 1 0 175 29 144 0 0 0 SEAM V 1 588 0 0 0 0 0 0 SEAM VVide H 2 151 113 0 0 -- 0 0 0 SEAM V 2 612 0 0 0 0 0 0 SEAM VVide H 3 156 108 0 0 0 0 0 SEAM V3 612 0 0 0 0 0 0 SEAM Wide H 4 154 110 0 0 0 0 0 SEAM V 4 612 0 0 0 0 0 0 SEAM Wide H 5 240 24 0 0 0 0 0 SEAM V 5 612 0 0 0 0 0 0 SEAM Wide H 6 154 110 0 0 0 0 0 SEAM V 6 612 0 0 0 0 0 0 SEAM VVide H 7 0 264 0 0 0 0 0 SEAM V 7 0 612 0 0 0 0 0 SEAM Fnd. H 8 0 262 2 0 0 0 0 ACCESS DOOR 0 0 0 0 60 0 0 REINF. PLATE 0 0 180 0 0 0 0 Total: 4503 1778 211 144 60 0 0 - CST ST011"E DOCUMENT NUMBER: 1824817-012 REL: 1 TITLE: TANK FASTENER SCHEDULE PAGE: 2 Structure bolt quantities at (H)orizontal seams Truss Fasteners 1 114" 2 1/4" 2 1/2" 2 3/4" 3" 3 1/4" 3 1/2" BOLT LENGTHS: 31.75 57.17 63.50 69.85 76.20 82.55 88.90 C.S. C.S. - C.S. C.S. C.S. C.S. C.S. BEAM Wide H 1 0 0 0 0 0 0 0 SEAM Wide H2 168 0 0 0 0 0 0 SEAM Wide H 3 168 0 0 0 0 0 0 SEAM Wide H 4 168 0 0 0 0 0 0 SEAM Wide H 5 0 0 0 0. 0 0 0 SEAM Wide H 6 0 84 0 0 0 0 0 SEAM Wide H 7 0 0 0 0 0 0 0 SEAM Fnd.. H 8 0 0 0 0 0 0 0 Total: 504 84 0 0 0 0 0 r Lr:r K� P CST STORME DOCUMENT NUMBER: 1824817=,,v REL: 1 TITLE: TANK SCHEMATIC PAGE: 1 Note: All brackets at top of specified ring. Rings are identified from top of tank to foundation Sheet Bracket Bracket Vertical Shell Sheet Ring # Thick. Type Quantity Bolt Line Part No. Use tapered spacer at tap horizontal seam RING # : 1 0.1046" (2.7mm) Y-BRKT 5 2V 272428N5000 —( TYPE 3" Web Truss #261847) RING # : 2 0.1046" (2.7mm) U-BRKT 5 2V 272429N5000 —(TYPE 3" Web Truss #261847) RING # : 3 0.1046" (2.7mm) NONE 0 2V 272429N5000 —( TYPE 3" Web Truss #261847) RING # : 4 0.1046" (2.7mm) U-BRKT 2 2V 272429R5000 RING # : 5 0.1345" (3.4mm) ;NONE 0 2V 272429R5200 —( TYPE 5.5 short Web Truss #257553) RING # : 6 0.1345" (3.4mm) U-BRKT 2 2V 272429R5200 RING # : 7 0.1495" (3.8mm) Y-BRKT 2 2V 272429R6400 FND.: 0:1644" (4.2mm) Y-BRKT 2 2V See Ind. parts list CST S7®IIiAG6 DOCUMENT NUMBER: 1824817-L r-. REL: 1 TITLE: TANK PARTS LIST PAGE: 1 Item Quantity Part No. Description _ 1 1824817-001 TANKASSEMBLY 1 1 1824817-002 FOUNDATION ASSEMBLY 2 504 262415-001 HHCS 1/2 X 1 1/4" SPCL. FNSH. 3 84 262415-002 HHCS 1/2 X 21/4" SPCL. FINISH. 4 5 6 7 8 9 10 11 1 1008177-000 MANWAY PLATFORM ASSEMBLY 12 13 14 15 265777-206 SEALER 98, CARTONS (TAN) 15 16 1 1008082-000 SHORT LADDER SECTION 17 1 1009078-000 STANDARD PLUS LADDER (7-36RINGS) 16 1 10OB436-000 LADDER DOOR ASSEMBLY 19 1 1009392 SOLID RAIL LADDER SAFETY SYSTEM 20 21 2 277650-000 GASKET, 24" 22 4 28727OS5500 REINFORCING PLATE..2500" 23 24 25 26 27 12 201256.034 STIFFENER ANGLE 28 12 260577-003 SPLICEANGLE 29 12 084373-000 TAPERED SPACER 30 31 252 261847-000 WEB TRUSS, 3" 32 84 257553.000 WEB TRUSS, 5.5", SHORT 33 34 35 36 37 38 39 40 41 42 43 44 4503 262000-001 STRUCTURE BOLT, 1" 45 1778 262000-002 STRUCTURE BOLT, 1 1/4" 46 211 262000-003 STRUCTURE BOLT, 1 1/2" 47 144 262000-004 STRUCTURE BOLT, 1 314" 48 60 262000-006 STRUCTURE BOLT, 2" 49 50 51 52 53 54 55 672 261974-000 WASHER, SPECIAL 56 7032 252275-000 WASHER, 1/2" 57 6696 262416-001 HEX. NUT, 1/2" HDZ 58 588 263525-001 HEX. NUT, 1/2" MDZ CST STORAGE DOCUMENT NUMBER: 18248174r. Item Quantity 59 7284 60 81 62 63 64 65 66 3 67 1 68 1 69 1 70 3 71 3 72 1 73 74 9 75 9 76 77 78 79 80 81 2 82 12 83 2 84 85 24 86 12 87 24 88 10 89 90 91 92 93 94 95 96 97 98 99 100 101 102 103 104 105 106 107 108 109 110 111 112 113 114 115 116 117 118 REL: 1 TITLE: TANK PARTS LIST Part No. Description 081816-003 PROTECTIVE COVER 262778-000 DANGER DECAL 257249-000 INFORMATION SIGN 341SS000L-1824817A LIQUID TANK -NAMEPLATE 266264-000 OPERATORS MANUAL 262166-000 IMPORTANT DECAL 260581.000 TANK MOD. WARNING DECAL 266255-000 INSPECTION AND MAINT. REVIEW 1008110-001 Y BRACKET ASSY. SET (LONG) 1008111-001 U BRACKET ASSY. SET (LONG) PAGE: 2 287294R64E7 24" ROUND ACCESS DOOR SHEET 27242BN5000 SHELL SHEET 0.1046" GRADE 40 280516-034 24" ACCESS DOOR, NORMAL DUTY,. STANDARD (GALV) 27242BN5000 SHELL SHEET 0.1046" GRADE 40 27242OR5000 SHELL SHEET 0.1046" GRADE 60 272429R5200 SHELL SHEET 0.1345" GRADE 60 272429R6400 SHELL SHEET 0.1495" GRADE 60 CST STQIiAGB _AV 35'-9" 10897 mm 33-613/16" 10231 mm 2 1/ 2" 64 mm 6" 152 mm #4 FLOOR REBAR ON 10" (254 mm) CENTERS SPLICE: 20" (508 mm) FOUNDATION NOM. OUTSIDE DIA. * FOUNDATION SHEET (12 ) * SEAL STRIPS GRAY (TOP) BENTONITEi #5 REBAR -(2)RINGS SPLICE: 25" (635 mm) * LEVELING PLATE & FOUNDATION BOLTS SEE DRAWING -003 FOR LOCATIONS 'FOUNDATION ANGLE — 8" — 203 mm e NOTES: 1. THIS DRAWING IS NOT TO SCALE. 2. ITEMS INDICATED * TO BE SUPPLIED BY THE TANK MANUFACTURER. SEE * CST STORAGE PARTS SPECIFICATIONS CHART ON THIS DRAWING. 3. SEE DOCUMENT-022 FOR MATERIAL SCHEDULE. 1" (25 mm) CHAMFER OR ROUND WITH EDGING TOOL #7 REBAR - (2) BUNDLED BARS SPLICE: 64" (1626 mm) #4 FOOTING TIE BARS —� (72) TOTAL QUANTITY 21. #5 CIRCUMFERENTIAL FOOTING REBAR 533 mm (4) RINGS SPLICE: 32" (813 mm) SECTION THROUGH FOOTING REBAR SUPPORTS FLOOR LEVEL GRADE Iz" 6" LEVEL 152 mm \ i 305 mm 18"- 3" (76 mm) CLEAR 1 2" (51 mm) TYP. CLEAR - FORMED FOOTING, OTHERWISE 3" (76 mm) TYP. CLEAR REL DEECRIMON REL PER MIP 1824817 1 04/26/19 REBAR SUPPORTS I&I 1/2 DIA mm 13 DN (2)PER SHEET FOUNDATION ANGLES IN. 2 x 2 x 114 mm 51 x51 x6 (1) PER SHEET LEVELING PLATES IN. 3/8x3-1/2x 11 mm 10 x 89 x 279 (2) PER SHEEN FOUNDATION BOLTS IN. 3/4 DIA. x 18 LG. mm 19 DI x 457 LC. CST SIVRAGE DExPI '.W..s OO's CONFIDENTIAL m¢ Pw.mrae e; mE HwvuErnar FaGPEan or arsmawEArvD 9uuxm eE usm rvoa vEmwSo mlxart Ersvas caxswr OF 1xe wMPnavn. aTsroan¢mmuvrt oaols Ill NGHR aESEAVE➢ FILE: 1824817B DRAWN BY Q4W DATE 04/26/19 34' SHORT STARTER FND. TREASURE COAST INT'L AIRPORT FORT PIERCE, FL 1RWG NO. 1824817-002 — 8" 203 mm 34-- 5 3/ 4" 10509 mm FOUNDATION BOLT NOM. BOLT CIRCLE "All 54" 1372 mm OUTER CHORD FOUNDATION BOLT AND LEVELING PLATE ASSY. 99 A9, 15 Deg. 0 Min. ANGLE 51 15/16" 1319 mm INNER CHORD * LEVELING PLATE 4„ 2„N — F102 mm 51 mm. TOP OF FOOTING * FOUNDATION BOLTS SECTION "A -Alf IOTES: . THIS DRAWING IS NOT TO SCALE. ITEMS INDICATED * TO BE SUPPLIED BY THE TANK MANUFACTURER. SEE * CST STORAGE PARTS SPECIFICATIONS CHART ON DRAWING -002. PLACEMENT OF ANCHOR BOLTS TO BE WITHIN 1/2" (13 mm) OF INDICATED CHORD DIMENSIONS. FOOTING FOUNDATION BOLT AND LEVELING PLATE LOCATIONS DE FUMON 8EL PER W IU4817 M126/19 CST STORAGE oowe, looms eels CONFIDENTIAL ixs aalnNc e:,xE vaovwEr�nr vnaFFxn or arsrocuEeruo sou NOT eE USED NOR PFP`2p DWIII ME dGI1E59 WA1iTi OOtII OF 1NE COMPµY. CSf SR1RiGEO]XNGM03019 PUR1pI5 PBFAVED FILE: 1624817C DRAWNB C DATE 84/26/19 ANCHOR BOLT & LEVELING PLATE PLACEMENT TREASURE COAST INTL AIRPORT FORT PIERCE, FL No�1824817-003-003 I • 0 TANK FOUNDATION ANALYSIS AND DESIGN -INPUT DATA DESIGNATION INPUT DATA: Project Name: Project Number: Engineer: Date: Comments: Tank Type: Foundation Type: Roof Type: GENERAL INPUT DATA: Design Code: Content Load Factor: Complementary Standard: Percent of Snow Weight: Percent of Fill Weight: Concrete Cover: Embedded Sheet Thickness: Sheet Embedment Depth: Cost of Concrete: Cost of Reinforcement: Treasure.Coast Int'I Airport 1824817 AIL 4/23/2019 Embedded Type SS/MS T&B Bars Discontinuous Self Support ACI 318-14 1.6 NFPA-22 0 --- 2.0 IN. 0.164 IN. 6.75 IN. 80 $ / CY 0.4 $ / LB. MATERIAL PROPERTIES INPUT DATA: Concrete Unit Weight: 144 PCF Concrete Compressive Strength: 3500 PSI Concrete Poisson's Ratio: 0.15 Reinforcement Yield Strength: 60 KSI Reinforcement Elastic Modulus: 29000 KSI Soil Allowable Pressure: 2500 PSF Soil Subgrade Modulus: 69 PCI Soil Active Pressure Coefficient: 0.3 Soil Unit Weight: 100 PCF Content Specific Gravity: 1.00 CST-TFAD v102 GEOMETRY INPUT DATA: Foundation Diameter, Df: --- FT Slab Outer Diameter, Do: 35.75 FT Tank Diameter, Dt: 33.57 FT Ring Width, Br: 21 IN Slab Thickness, Hs: 6 IN Footing Thickness,Hf: --- IN Ring Height, Hr. 30 IN Haunch Depth, Hh: 12 IN Grade to B/Ftg, Hg: 24 IN EXTERNAL LOADING INPUT DATA: Tank Cylinder Weight: 20,608 LB. Roof Weight: 1,770 LB Roof Snow (Live) Load: 17,702 LB Content Height: 32.01 FT Wind Shear: Wind Moment: Seismic Shear: Seismic Moment: Sloshing Wave Height: Floor Weight: Internal Pressure: Internal Vacuum: 28,171 LB 506,632 FT -LB 36,925 LB 491,371 FT -LB 0.35 FT --- LB 0 IN of Water 0 IN of Water E e TANK FOUNDATION ANALYSIS And DESIGN - RESULTS DESIGNATION DATA: Project Name: Treasure Coast Int'I Airport Project Number: 1824817 Engineer: A1L Date: 4/23/2019 SOIL PRESSURE: D + L : 2255 PSF < D+L+W: 2258 PSF < D+L+E: 2268 PSF < D - W : 237 PSF > D+L-E: 1632 PSF > SAFETY FACTOR AGAINST OVERTURNING: D + W 2.78 > D + L+ E (Phase -I Method A): 6.47 > D + L+ E (Phased Method B): 12.29 > SHEAR IN SLAB AND FOOTING: Shear in Slab: 1479 PLF < Shear in Footing: --- PLF REINFORCEMENT: 2500 3333 3333 0 0 1.5 1 1 3195 CST-TFAD v102 No Uplift No Uplift Slab Middle Reinforcement: 0.24 SQ.IN/FT [#4@10], (IstA=20) Footing Top Reinforcement: Footing Bottom Reinforcement Ring Top Reinforcement: Ring Bottom Reinforcement: Vertical Reinforcement: Hoop Steel: Curb Steel: Supplemental Tie Bars: --- SQ.IN/FT --- SQ.IN/FT 0.40 SQ.IN [2#5], (IstA=25) 0.51 SQ.IN [2#5], (IstA=25) 0.13 SQ.IN/FT [6#4/S], (IstA=20) 0.59 SQ.IN [2#5], (IstA=25) 1.11 SQ.IN [2#7], (IstA=44) 0.00 SQ.IN/FT • Document Number: 4824817-021 Rel.: 1 Title: Foundation General Notes Page 1 Minimum guidelines and specifications are given below. The owner or the owner's designated agent may amend'or modify these guidelines and specifications, but in no case shall the requirements be less than those given below. FOUNDATION DESIGN See Tank Foundation Design Input Data Sheet for foundation, design data. SITEWORK 1. Clear the site of all vegetation, organic materials, rubbish, debris, and other foreign or objectionable materials above the ground surface. Remove all top soil, stumps, large roots, buried logs, and other objectionable materials below the ground surface. 2. The foundation design contained in this submittal is based on the recommendations in the geotechnicalreport dated May 8, 2019 by Anderson Andre Consulting Engineers, Inc., project/report number 18-151. The recommendations contained in that report and all supplemental reports shall be followed. 3. Soil beneath the entire tank and foundation shall be inspected and certified by a licensed geotechnical engineer prior to construction of the foundation to verify that the following criteria have been met. If the soil is not verified, or if the soil does not meet all of these criteria, the foundation design contained in this submittal shall be null and void. a. The soil shall be undisturbed soil or compacted fill. b. The soil shall have a minimum allowable bearing capacity of 2,500 gsf (119,701 Pa) at depth below grade as noted in the geotechnical report. All soil beneath the entire tank and foundation shall meet or exceed the assumed minimum bearing capacity. c. The soil shall provide uniform support for the entire foundation. d. The soil shall be suitable in all respects to properly support the tank. 4. The soils shall be inspected and certified as suitable immediately prior to placing of concrete. 5. All compacted fill shall be placed as recommended by the geotechnical report. 6. It is acceptable to bank/earth form the sides of footings when and only when all of the following conditions are met: a. Soils suitable to bank forming are present. b. All OSHA and other safety precautions and requirements are met. c. All local and other regulatory and statutory requirements are met. d. The geotechnical report approves of the method. e. The correct concrete clear cover, dimensions are maintained. 7. Orientation of connecting piping shall be established in the field. 8. Place all underground piping then backfill and compact to site specifications. Inlet/outlet piping may penetrate ring walls provided the penetration is circular and limited to the middle two quarters of the wall height. All details of modifications to foundation reinforcement, cushioning needs, thrust blocks, and encasement shall be provided by others. Otherwise, all piping must pass.beneath the footing unless the footing/foundation system has been designed and fully detailed by others to accommodate both a pipe passing through it and the proper transfer of tank loads to the supporting soil. Design of piping and/or encasement to resist foundation loads and provide adequate support for the foundations above is the responsibility of others. 9. If conditions exist which require footing and/or floor design details differing from those shown on the drawings herein, such new design and details shall be provided by the owner or the owner's designated agent. CST Storage will, not show details on its drawings other than those derived as a result of the design efforts of its own Engineering Department. CST STORAGE DOCUMENT NUMBER: 1824817-'= REL: 1 TITLE: FND. GENERAL NOTES PAGE: 2 CONCRETE WORK Concrete work shall conform. to the requirements of ACI 301-05, published by the American Concrete Institute, Farmington Hills, Michigan, except as modified by the supplemental requirements noted below. 1. Concrete shall attain an ultimate 28 day compressive strength of '3500 PSI ( 24132 KPa). 2. Reinforcing barsshall conform to ASTM A615, grade 60. Welding of bars is not permitted. Field bending of partially embedded reinforcing bars shall conform to. Section 3.3.2.8. 3. Cement shall conform to ASTM C150, Type I or Type II with air entraining admixture per ASTM C260 added at the mixer to achieve 4;6% by volume of entrained air at the point of concrete placement. 4. Maximum aggregate size shall be 1 1/2" (38 mm). Fine and coarse aggregate shall conform to ASTM C33, and the restrictions on reactive materials specified in ASTM C33, paragraphs 7.3 and 11.2, shall apply. 5. Ready mixed concrete shall conform to ASTM C94, Option A. The supplier shall be responsible for determining.the proportions used in the concrete mix. 6. Earth cuts may be used as formwork for footings only, provided the footing depth does not exceed 48" (1219 mm). 7. Finished surfaces A. Rough form finish is acceptable for vertical surfaces. B. Floated finish is required for the floor surface. 8. The following sections of ACI 301-05 do not apply: 6 - Architectural Concrete 7 - Lightweight Concrete 8 - Mass Concrete 9 -,Prestressed Concrete 10 - Shrinkagercompensating Concrete . CST 3T©IHAFiE DOCUMENT NUMBER: 1824017�_ A REL: 1 TITLE: FND. MATERIALS SCHEDULE PAGE: 1, These materials are to be furnished by the builder. Quantities are estimated. CONCRETE AND GRAVEL REQUIREMENTS: CONCRETE IN FLOOR: - Per 5" depth (127.0 mm) 20 cu. yds 7 15.3 m3 CONCRETE IN FOOTING:- ' Per 1" depth (25.4 mm) 0.5 cu. yds - 0.4 m3 CST srORACIE DOCUMENT NUMBER: 1824817 Item Quantity Part No. - 1 1824817-002 1 12 272454S5300 2 12 257573-034 3 12 273882.000 4 12 261067-001 5 6 7 B 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 REL: 1 TITLE: FND. PARTS LIST Description SS FOUNDATION ASSEMBLY 0.1644" FND. SHT. Gr. 70 FOUNDATION ANGLE SPLICE ANGLE TAPERED SPACER 48 013713-003 FOUNDATION BOLT, 3/4" 96 013542-005 WASHER,STD.,3/4" 98 013543-006 HEX. NUT, 3/4" 24 257516-000 LEVELING PLATE 24 019030-004 REBAR SUPPORTS, 1/2" 13 252488-006 SEAL STRIP 3 265777-206 SEALER 98, CARTONS (TAN) 7 266030-000 BENTONITE SEAL STRIP 2 253730-002 SEALER PRIMER 132 081816-003 PROTECTIVE COVER 24 017500-086 CAP SCREW 1/2" X 1 3/4" 372 262000-002 STRUCTURE BOLT 1 114" 84 262000-003 STRUCTURE BOLT I I/2" 528 262416-001 HEX NUT, 1/2" HDZ 552 252275-000 WASHER, 1/2" PAGE: 1 �__t CST 9 .STORAGE Y DOCUMENT NUMBER: 18248171Ja-J REL: 1 TITLE: FND. FASTENER SCHEDULE PAGE: 1 BOLT LENGTHS: 1 1 1/4" 1 112" 1 3/4" 2" REBAR 25.40 31.75 38.10 44.45 50.80 SUPPORTS 192 HORIZONTAL 0 180 84 0 0 CST STOPAGE. Manufacturer's Limited Warranty HYDROTEC- -w- CST STWO RAGE One -Year Limited Warranty CST Storage warrants that a HydroTmo bran liquid storage tank will be free from defects In workmanship and materiels, under normal and proper use, maintenance and operation, during the period expiring on the eadier of (i) one year after liquid is first introduced into the tank or n 14 months after shipment from the factory. " Limitations and Conditions The CST Storage Limited Warranty is subject to the following limitations and conditions: a. The CST Storage Limited Warranty shall remain in effect only as long as the tank is used for the storage of the liquid specified in the artier. The CST Storage Limited Warranty shag become void and terminate should the tank be used for storage of any other liquid or material unless specified in wrifing prior to CST'Slomge's acceptance of the orderfor the tank b. The CST Storage Limited Warranty, does not cover damage mused by shipping;.handling or tank erection, or damage mused by operating or maintenance activities. CST Storage makes no Warranty about and shall Oct be responsible foram/ defects in erection erinstallation of a tank c The CST Storage Limited Warranty shag become void and terminate it any alterations are made to the tank without the priorwritten approval of CST Storage. it. The CST Storage Limited Warranty shag become void and terminate if the tank is not used, operated and maintained in accordance with the requirements stated in the CST Storage Operating Manual(s) supplied with the tanK or if 6e tank is damaged or subject to any abuse, misuse or vandalism. Limitation of Remedies In the event of any failure of any Hydni brand liquid storage tank to perform as warranted in the Limited Warranty, the sole and exclusive obligation of CST Storage shall be, at its sole option, either to repair the tank or repair or replace (FOB factory) any part of the tank which is defective. IN NO EVENT SHALL CST STORAGE BE LIABLE (WHETHER FOR BREACH OF .WARRANTY OR CONTRACT, FOR STRICT LIABILITY OR NEGLIGENCE, OR OTHERWISE) FOR ANY SPECIAL, INCIDENTAL, PUNITIVE OR CONSEQUENTIAL DAMAGES, INCLUDING, BUT NOT LIMITED TO, DAMAGES FOR LOSS OF CONTENTS OR LOSS OF PROFITS, OR FOR THE'. CONDITION OR QUALITY OF LIQUID STORED IN THE TANK OR FOR ANY INABILITY OF OWNER TO PROVIDE PRODUCT OR SERVICE TO ANY CUSTOMER OF OWNER. Any action against CST Storage for breach of warranty or contract, or for strict liability, negligence or otherwise relating to a tank, must be commenced within one year after such muse of action acmes. Any Warranty claim shall be made to CST Storage in writing. Once a claim has been made, CST Stamgeshall have the right to perform on -she inspections of the tank IfCST Storage chooses to do repair work (which, for purposes of this paragraph, shall include repairing or replacing defective parts) on the tank, CST Storage shall be granted permission to perform such work with its own service personnel or personnel of others, and under nonunion conditions unless CST Storage otherwise agrees. Any repairs made to a tank before CST Storage is notified of a claim shag be at the Ownees expense. Preparation for inspection or repair of a tank (such as removing the contents and obstructive equipment in the tank) shallbe the sole responsibility and expense of Owner. Preparation of the tank for use after repair shall he the sole responsibility and expense of the Owner. Disclaimers EXCEPT FOR THE LIMITED WARRANTY SET FORTH ABOVE. THERE ARE NO UNDERSTANDINGS, AGREEMENTS, REPRESENTATIONS OR WARRANTIES, EITHER EXPRESS OR IMPLIED, RESPECTING THE IIYDROTEC BRAND LIQUID STORAGE TANK CST STORAGE EXPRESSLY DISCLAIMS THE IMPLIED WARRANTIES OF MERCHANTABILITY AND FITNESS FOR A PARTICULAR PURPOSE. The CST Storage Authorized Dealers are independent contractors and are not agents or employees of CST Storage. No statement by any CST Storage Authorized Deafer cr any CST Storage employee shag constitute anunderstanding, agreement representation or warranty by CST Storage. CST Storage makes no warranty with respect to goods manufactured by others, even if sold by a CST Storage Authorized Dealer. This Limited Warranty and related limitations and disclaimers cannot be modified or amended by a CST Storage Authorized Dealer, and can be modified or amended only by written document signed by an authorized CST Storage employee. HYaROTECLSTtI1t A EMIRsoFCsrsTORw3 © CGFYRIGRr2012 CSTSTOMGE PRINTEa IN U.SA CST# 277997-000 Rd 1 ECN 12059 JACK LOAD ANALYSIS MIP NO.: 1824817 Model: 3433 Course Being 08'Jack System Lifted Wind Velocity 1 30 2 30 3 30 4 30 6 30 6 30 06 Jack System Model 18 Jack System Wind Velocity Wind Velocity 30 30 30 30 30 30 30 30 30 30 30 30 The values, listed aboveindicate themaximum wind velocities (MPH) at which the designated structure course may be lifted. CONDITIONS: > Tank is ground: supported. > Wind speed is determined at 33 feet above the tank floor. > A jack is positioned at each vertical seam. Note: This information is proprietary to CST Storage and shall not be used nor reproduced without the express written consent of the Company. All Rights Reserved 2019, CST Storage. CST STORAGE JACK LOAD ANALYSIS v MIP NO.: 1824817 Model: 3433 Course Being 08 Jack System Lifted Wind Velocity 1 30 2 30 3 30 4 30 5 30 6 30 06.Jack System Model 18 Jack System Wind Velocity Wind Velocity 30 30 30 30 30 30 30 30 30 30 30 30 The values listed above indicate the maximum wind velocities (MPH) at which the designated structure course may be lifted. CONDITIONS: > Tank is ground supported. > VVind speed is determined at 33 feet above the tank floor. > A jack is positioned at alternate vertical seams. > A strut is positioned at each vertical seam. Note: This information is proprietary to CST Storage and shall not be used nor reproduced without the express written consent of the Company. All Rights Reserved 2019, CST Storage. 4 CST STO R"E_