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PROJECT/JOB NO:2001 DATE: 08/21/01 ITEM NUMBER:Demo US #1 PAGE: 1 API-650 TANK DESIGN INPUT SUMMARY VERSION NUMBER W-1.2.1 ********************************* File Name: DemoUSUnitsNo1 Item No: Demo US #1 Date: 08/21/01 Project: 2001 Engineer: George W Plant: Cynamide City/St: Crawford, Texas Division: Polyurethanes Block No: xxfxx CODE / EDITION: API-650,10TH APPENDICIES USED: Appendix A SHELL DIAMETER: 20.00 ft SHELL HEIGHT: 30.00 ft BOTTOM TYPE: FLAT ROOF TYPE: CONE SUPPORT TYPE: CHAIR NO. COURSES: 4 PRESSURE OPERATING: 1.00 psig 27.69 in OF WATER 16.00 oz/in**2 DESIGN: 1.50 psig 41.54 in OF WATER 24.00 oz/in**2 HYDROSTATIC TEST: 1.88 psig 51.92 in OF WATER 30.00 oz/in**2 TEMPERATURE (deg F) MIN DESIGN: 20. MAX DESIGN: 140. OPERATING: 100. CORROSION ALLOWANCE (in) SHELL: SEE DESIGN BOTTOM: 0.1250 ROOF: 0.1250 ANCHORS: 0.2500 JOINT EFFICIENCY SHELL: 0.85 BOTTOM: 0.85 ROOF: 0.85 USER DEFINED THICKNESS (in) SHELL: SEE DESIGN BOTTOM: 0.0000 ROOF: 0.0000 API MINIMUM THICKNESS (in) SHELL: SEE DESIGN BOTTOM: 0.2500 ROOF: 0.1875 LIQUID HEIGHT: 30.00 ft LIQUID SP GR.: 1.150 INSULATION CLASS: FIBERGLASS LOCATED: SHELL AND ROOF THICKNESS: 1.0000 in DENSITY: 6.0000 lb/ft**3 WIND DESIGN WIND OPTION: ASCE 7-98 BOTTOM ELEV.: 1.00 ft WIND VELOCITY: 120. mph IMP. FACTOR: 1.00 SEISMIC DESIGN SEISMIC OPTION: API-650, APP. E BOTTOM ELEV.: 1.00 ft IMPORTANCE FACTOR: 1.00 SITE/FND.: 1.00 SEISMIC ZONE: 2A
PROJECT/JOB NO:2001 DATE: 08/21/01 ITEM NUMBER:Demo US #1 PAGE: 2 API-650 TANK DESIGN INPUT SUMMARY VERSION NUMBER W-1.2.1 ********************************* MATERIAL SHELL: A-516-70* ROOF: A-516-70* BOTTOM: A-516-70* ANCHOR BOLTS: A-307 NOZZLE NECKS: A-106-B NOZZLE FLANGES: A-105 SUPPORTS: A-516-70* LADDER NUMBER 1 BOTTOM ELEVATION: 1.00 ft TOP ELEVATION: 20.00 ft LADDER WIDTH: 1.50 ft CENTER LINE ANGLE: 0.00 deg WEIGHT/LENGTH: 20. lb/ft LADDER NUMBER 2 BOTTOM ELEVATION: 20.00 ft TOP ELEVATION: 32.00 ft LADDER WIDTH: 1.50 ft CENTER LINE ANGLE: 90.00 deg WEIGHT/LENGTH: 20. lb/ft PLATFORM NUMBER 1 TOP ELEVATION: 20.00 ft PLATFORM WIDTH: 3.00 ft STARTING ANGLE: 0. deg ENDING ANGLE: 180. deg PLATFORM DIRECTION: CON. CLOCKWISE WEIGHT/AREA: 45. lb/ft**2 PLATFORM NUMBER 2 TOP ELEVATION: 32.00 ft PLATFORM WIDTH: 3.50 ft STARTING ANGLE: 90. deg ENDING ANGLE: 270. deg PLATFORM DIRECTION: CON. CLOCKWISE WEIGHT/AREA: 45. lb/ft**2 COMPRESSION RING DIMENSIONS RING TYPE FROM APPENDIX (F) FIGURE F-1 DETAIL. A, ONE ANGLE OUTSIDE RING DIMENSIONS: 2.50 x 2.50 x 0.2500 in
PROJECT/JOB NO:2001 DATE: 08/21/01 ITEM NUMBER:Demo US #1 PAGE: 3 API-650 SHELL DESIGN SUMMARY VERSION NUMBER W-1.2.1 **************************** SHELL THICKNESS CALCULATION METHOD API-650 APPENDIX A TANK DIAMETER (D) = 20.00 ft TANK RADIUS (R) = 120.0000 in TOTAL NUMBER OF COURSES 4 BOTTOM COURSE HEIGHT (H1) = 96.0000 in DIAMETER TYPE NOMINAL ROUND OFF DIMENSIONS YES ROUND OFF TO NEAREST 0.1250 in MAX. LIQUID HEIGHT (H) = 360.0000 in LIQUID SPECIFIC GRAVITY (G) = 1.150 TOTAL SHELL WEIGHT (W) = 19122. lb TOTAL SHELL HEIGHT = 360.00 in SHELL JOINT EFFICIENCY (E) 0.85 NOTE - TOP CAN IS COURSE NUMBER ONE, AND BOTTOM CAN IS THE LAST COURSE. COURSE MATERIAL YIELD TENSILE DESIGN HYD. TEST DENSITY NO. STRESS STRESS STRESS STRESS (Sd) (St) (psi) (psi) (psi) (psi) (lb/in**3) ------ ---------------- --------- --------- --------- --------- ---------- 1 A-516-70* 38000. 70000. 25300. 28500. 0.2818 2 A-516-70* 38000. 70000. 25300. 28500. 0.2818 3 A-516-70* 38000. 70000. 25300. 28500. 0.2818 4 A-516-70* 38000. 70000. 25300. 28500. 0.2818 COURSE HEIGHT CORR. MIN. THK. CALC. THK. ACT THK WEIGHT NO. (ft) (in) (in) (in) (in) (lb) ------ --------- ------- --------- ---------- --------- --------- 1 6.00 0.1250 0.1875A 0.1418 0.2500 3824. 2 8.00 0.1250 0.1875A 0.1686 0.2500 5099. 3 8.00 0.1250 0.1875A 0.1954 0.2500 5099. 4 8.00 0.1250 0.1875A 0.2222 0.2500 5099. MINIMUM THICKNESS IS DEFINED AS FOLLOWS: A - API-650 MINIMUM THICKNESS U - USER DEFINED MINIMUM THICKNESS ROUND OFF IS APPLIED TO THE ACTUAL THICKNESS. ** NOTE ** WEIGHTS ABOVE ARE BASED ON THE ACTUAL THICKNESS
PROJECT/JOB NO:2001 DATE: 08/21/01 ITEM NUMBER:Demo US #1 PAGE: 4 API-650 SHELL DESIGN SUMMARY VERSION NUMBER W-1.2.1 **************************** * - NOTES AN API-650 SPECIFIED VALUE THAT HAS BEEN CHANGED.
PROJECT/JOB NO:2001 DATE: 08/21/01 ITEM NUMBER:Demo US #1 PAGE: 5 API-650 SHELL DESIGN CALCULATION VERSION NUMBER W-1.2.1 ******************************** SHELL THICKNESS CALCULATION FOR COURSE NUMBER 4 ------------------------------------------------- THICKNESS CALCULATION PER SECTION A.4.1. (2.6*D)*(HTLIQ - 1)*G BTKDSN = ----------------------- + CA E*21000 (2.6* 20.00)*( 30.00 - 1)* 1.150 BTKDSN = --------------------------------------- + 0.1250 0.85*21000 BTKDSN = 0.2222 in ACTUAL COURSE THICKNESS IS THE LARGER OF THE FOLLOWING: A - USER DEFINED THICKNESS = 0.0000 in B - API MINIMUM THICKNESS = 0.1875 in C - CALCULATED THICKNESS (BTKDSN) = 0.2222 in LARGEST THICKNESS = 0.2222 in ACTUAL THICKNESS HAS BEEN ROUNDED UP TO NEAREST MULTIPLE OF = 0.1250 in ACTUAL THICKNESS (BTKACT) = 0.2500 in SHELL THICKNESS CALCULATION FOR COURSE NUMBER 3 ------------------------------------------------- THICKNESS CALCULATION PER SECTION A.4.1. (2.6*D)*(HTLIQ - 1)*G BTKDSN = ----------------------- + CA E*21000 (2.6* 20.00)*( 22.00 - 1)* 1.150 BTKDSN = --------------------------------------- + 0.1250 0.85*21000 BTKDSN = 0.1954 in
PROJECT/JOB NO:2001 DATE: 08/21/01 ITEM NUMBER:Demo US #1 PAGE: 6 API-650 SHELL DESIGN CALCULATION VERSION NUMBER W-1.2.1 ******************************** ACTUAL COURSE THICKNESS IS THE LARGER OF THE FOLLOWING: A - USER DEFINED THICKNESS = 0.0000 in B - API MINIMUM THICKNESS = 0.1875 in C - CALCULATED THICKNESS (BTKDSN) = 0.1954 in LARGEST THICKNESS = 0.1954 in ACTUAL THICKNESS HAS BEEN ROUNDED UP TO NEAREST MULTIPLE OF = 0.1250 in ACTUAL THICKNESS (BTKACT) = 0.2500 in SHELL THICKNESS CALCULATION FOR COURSE NUMBER 2 ------------------------------------------------- THICKNESS CALCULATION PER SECTION A.4.1. (2.6*D)*(HTLIQ - 1)*G BTKDSN = ----------------------- + CA E*21000 (2.6* 20.00)*( 14.00 - 1)* 1.150 BTKDSN = --------------------------------------- + 0.1250 0.85*21000 BTKDSN = 0.1686 in ACTUAL COURSE THICKNESS IS THE LARGER OF THE FOLLOWING: A - USER DEFINED THICKNESS = 0.0000 in B - API MINIMUM THICKNESS = 0.1875 in C - CALCULATED THICKNESS (BTKDSN) = 0.1686 in LARGEST THICKNESS = 0.1875 in ACTUAL THICKNESS HAS BEEN ROUNDED UP TO NEAREST MULTIPLE OF = 0.1250 in ACTUAL THICKNESS (BTKACT) = 0.2500 in SHELL THICKNESS CALCULATION FOR COURSE NUMBER 1 -------------------------------------------------
PROJECT/JOB NO:2001 DATE: 08/21/01 ITEM NUMBER:Demo US #1 PAGE: 7 API-650 SHELL DESIGN CALCULATION VERSION NUMBER W-1.2.1 ******************************** THICKNESS CALCULATION PER SECTION A.4.1. (2.6*D)*(HTLIQ - 1)*G BTKDSN = ----------------------- + CA E*21000 (2.6* 20.00)*( 6.00 - 1)* 1.150 BTKDSN = --------------------------------------- + 0.1250 0.85*21000 BTKDSN = 0.1418 in ACTUAL COURSE THICKNESS IS THE LARGER OF THE FOLLOWING: A - USER DEFINED THICKNESS = 0.0000 in B - API MINIMUM THICKNESS = 0.1875 in C - CALCULATED THICKNESS (BTKDSN) = 0.1418 in LARGEST THICKNESS = 0.1875 in ACTUAL THICKNESS HAS BEEN ROUNDED UP TO NEAREST MULTIPLE OF = 0.1250 in ACTUAL THICKNESS (BTKACT) = 0.2500 in
PROJECT/JOB NO:2001 DATE: 08/21/01 ITEM NUMBER:Demo US #1 PAGE: 8 API-650 ROOF DESIGN SUMMARY VERSION NUMBER W-1.2.1 *************************** ROOF THICKNESS CALCULATION METHOD API-650 ROOF TYPE CONE MATERIAL A-516-70* DESIGN STRESS (STR) = 25300. psi HYDRO. TEST STRESS (STRt) = 28500. psi YIELD STRESS = 38000. psi TENSILE STRESS = 70000. psi CORROSION ALLOWANCE (Ca) = 0.1250 in DENSITY (Dn) = 0.2818 lb/in**3 MIN. THICKNESS = 0.1875 in USER DEFINED THICKNESS = 0.0000 in ACTUAL THICKNESS (Tr) = 0.5000 in LIVE LOAD (RFLVLD) = 25. lb/ft**2 DEAD LOAD (RFDELD) = 0. lb/ft**2 ADDITIONAL DEAD LOAD (RFLDLB) = 0. lb CALCULATED THICKNESS = 0.4291 in TOTAL WEIGHT (W) = 6462. lb ROOF SURFACE AREA (Ra) = 45862.91 in**2 ROOF HEIGHT = 20.00 in VOLUME = 175. ft**3 INSULATION WEIGHT = 159. lb RISE = 2.00 in SLOPE (SLOPE) = 9.46 deg SPECIFIED GAS PRESSURE (PGINWT) = 41.54 in of water CALCULATED AREA PER F.4.1 (RNGARA) = 3.29 in**2 TOTAL WIND MOMENT - SEE WIND CALCS (TOTALM) = 203046. ft-lbs ANGLE OF SHELL/ROOF JUNCTION (THETA) = 9.46 degs DIAMETER OF TANK SHELL (SHLDIA) = 20.00 ft ** NOTE ** WEIGHTS ABOVE ARE BASED ON THE ACTUAL THICKNESSES SHOWN. * - NOTES AN API-650 SPECIFIED VALUE THAT HAS BEEN CHANGED.
PROJECT/JOB NO:2001 DATE: 08/21/01 ITEM NUMBER:Demo US #1 PAGE: 9 API-650 ROOF CALCULATION VERSION NUMBER W-1.2.1 ************************ CALCULATION OF ROOF THICKNESS IS AS FOLLOWS: D 20.00 THK = -------------- = ------------------ 400*SIN(SLOPE) 400 * SIN( 9.46) THK = 0.3041 + 0.1250 = 0.4291 in ACTUAL ROOF THICKNESS IS THE LARGER OF (A,B,C) BUT NOT EXCEEDING D A - USER DEFINED THICKNESS = 0.0000 in B - API MINIMUM THICKNESS = 0.1875 in C - CALCULATED THICKNESS = 0.4291 in D - ROOF MAXIMUM THICKNESS = 0.6250 in ROUND OFF THE THICKNESS TO NEAREST MULTIPLE OF = 0.1250 in ACTUAL ROOF THICKNESS = 0.5000 in
PROJECT/JOB NO:2001 DATE: 08/21/01 ITEM NUMBER:Demo US #1 PAGE: 10 API-650 COMPRESSION RING DESIGN SUMMARY VERSION NUMBER W-1.2.1 *************************************** SHELL RADIUS (Rc) = 120.0000 in SHELL DIAMETER (SHLD) = 20.00 ft GAS PRESSURE (PGINWT) = 41.5385 in of H20 SHELL THICKNESS (corr) (Tc) = 0.1250 in ROOF THICKNESS (corr) (Th) = 0.3750 in SHELL WEIGHT (W) = 19122. lb MAX. WIDTH OF PARTICIPATING ROOF (Wh) = 4.9634 in MAX. WIDTH OF PARTICIPATING SHELL (Wc) = 3.2863 in CROSS SECTIONAL AREA OF ROOF AND SHELL (ARACAL) = 2.6829 in**2 RING CROSS SECTIONAL AREA (RNGARA) = 0.6094 in**2 TOTAL CROSS SECTIONAL AREA AVAILABLE (TARCAL) = 3.2922 in**2 REQUIRED COMPRESSION AREA AT THE ROOF-TO-SHELL JUNCTION (ARAREQ) = 3.0030 in**2 USER'S DIMENSIONS OF COMPRESSION RING RING TYPE FROM APPENDIX (F) FIGURE F-1 DETAIL. A, ONE ANGLE OUTSIDE RING VERTICAL LENGTH (Rl) = 2.5000 in RING HORIZONTAL LENGTH (Rw) = 2.5000 in RING THICKNESS (Rth) = 0.2500 in RING CORROSION ALLOWANCE (Rca) = 0.1250 in RING THICKNESS LESS CORROSION (Rt) = 0.1250 in RING CROSS-SECTIONAL AREA (RNGARA) = 0.6094 in**2 CALCULATED DIMENSIONS OF COMPRESSION RING RING TYPE FROM APPENDIX (F) FIGURE F-1 DETAIL. A, ONE ANGLE OUTSIDE RING VERTICAL LENGTH (Rl) = 2.5000 in RING HORIZONTAL LENGTH (Rw) = 2.5000 in RING THICKNESS (Rth) = 0.2500 in RING CORROSION ALLOWANCE (Rca) = 0.1250 in RING THICKNESS LESS CORROSION ALLOWANCE(Rt) = 0.1250 in RING CROSS-SECTIONAL AREA (RNGARA) = 0.6094 in**2
PROJECT/JOB NO:2001 DATE: 08/21/01 ITEM NUMBER:Demo US #1 PAGE: 11 API-650 COMPRESSION RING DESIGN CALCULATION VERSION NUMBER W-1.2.1 ******************************************* LENGTH OF THE NORMAL TO THE ROOF, MEASURED FROM THE VERTICAL CENTER LINE OF THE TANK. PER FIGURE F-1. R2 = Rc/SIN(THETA) = 120.00/SIN( 9.46) = 729.9315 in REQUIRED COMPRESSION AREA AT THE ROOF-TO-SHELL JUNCTION IS THE LARGER OF THE FOLLOWING: REQUIRED COMPRESSION AREA AT THE ROOF-TO-SHELL JUNCTION PER SECTION F.5.1. (D**2)*(PGINWT - (8*Th)) ARARQ1 = --------------------------- 30800. * TAN(THETA) ( 20.00**2)*( 41.54 - (8 * 0.3750)) = -------------------------------------- 30800. * TAN( 9.46) ARARQ1 = 3.0030 in**2 MINIMUM REQUIRED AREA AT THE ROOF TO SHELL JUNCTION PER 3.10.5.2. SHLD**2 20.00**2 ARAM = ----------------- = ----------------------- 3000.*SIN(THETA) 3000.*SIN( 9.46) ARAM = 0.8110 in**2 REQUIRED AREA: 3.0030 in**2 WIDTH OF COMPRESSION REGION IN THE HEAD Wh = .3*SQRT(R2*Th) Wh = .3 * SQRT( 729.9315 * 0.3750) Wh = 4.9634 in Wh = MIN( Wh, 12.000) = MIN( 4.9634, 12.000) = 4.963 in WIDTH OF COMPRESSION REGION IN SHELL (CYL. SIDEWALL) Wc = .6*SQRT(Rc*Tc) = .6 * SQRT( 120.00 * 0.1250) = 3.2863 in
PROJECT/JOB NO:2001 DATE: 08/21/01 ITEM NUMBER:Demo US #1 PAGE: 12 API-650 COMPRESSION RING DESIGN CALCULATION VERSION NUMBER W-1.2.1 ******************************************* CROSS SECTIONAL AREA OF ROOF AND SHELL ARACAL = Wh*Th + Wc*TC = 4.9634 * 0.3750 + 3.2863 * 0.1250 = 2.6829 in**2 CROSS SECTIONAL AREA OF THE CALCULATED RING RNGARA = Rl*Rt+(Rw-Rt)*Rt = 2.5000 * 0.1250+ ( 2.5000- 0.1250)* 0.1250 RNGARA = 0.6094 in**2 TOTAL CROSS SECTIONAL AREA AVAILABLE TARCAL = ARACAL + RNGARA = 2.6829+ 0.6094 TARCAL = 3.2922 in**2 CALCULATED RING DIMENSIONS 2.50 x 2.50 x 0.2500 in USER RING SIZE IS SUFFICIENT. CALCULATED DIMENSIONS OF COMPRESSION RING RING TYPE FROM APPENDIX (F) FIGURE F-1 DETAIL. A, ONE ANGLE OUTSIDE RING VERTICAL LENGTH (Rl) = 2.5000 in RING HORIZONTAL LENGTH (Rw) = 2.5000 in RING THICKNESS (Rth) = 0.2500 in RING CORROSION ALLOWANCE (Rca) = 0.1250 in RING THICKNESS LESS CORROSION ALLOWANCE(Rt) = 0.1250 in RING CROSS-SECTIONAL AREA (RNGARA) = 0.6094 in**2
PROJECT/JOB NO:2001 DATE: 08/21/01 ITEM NUMBER:Demo US #1 PAGE: 13 API-650 BOTTOM DESIGN VERSION NUMBER W-1.2.1 ********************* BOTTOM TYPE FLAT MATERIAL A-516-70* DESIGN STRESS = 25300. psi HYDRO. TEST STRESS = 28500. psi YIELD STRESS = 38000. psi TENSILE STRESS = 70000. psi DENSITY = 0.2818 lb/in**3 USER DEFINED THICKNESS = 0.0000 in CORROSION ALLOWANCE (Ca) = 0.1250 in ACTUAL THICKNESS (THK) = 0.3750 in MINIMUM THICKNESS = 0.3750 in WEIGHT (W) = 4781. lb SURFACE AREA = 45239. in**2 BOTTOM THICKNESS IS THE GREATER OF THE FOLLOWING: MINIMUM THICKNESS = 0.3750 in USER DEFINED THICKNESS = 0.0000 in API-650 MINIMUM THICKNESS = 0.2500 in ***** NOTE ***** IT IS ASSUMED THAT THE TANK BOTTOM IS FULLY SUPPORTED BY A FOUNDATION. * - NOTES AN API-650 SPECIFIED VALUE THAT HAS BEEN CHANGED. ANNULAR BOTTOM PLATE IS NOT SUITABLE DUE TO POSITIVE UPLIFT FORCE ACTING ON TANK OR TO USER SPECIFYING A BASE RING/CHAIR DESIGN. API MINIMUM THICKNESS OR USER'S DEFINED THICKNESS, WHICHEVER IS LARGER, IS USED AS THE THICKNESS OF THE BOTTOM PLATE. CALCULATIONS ARE SHOWN IN BASE RING/CHAIR OUTPUT REPORT.
PROJECT/JOB NO:2001 DATE: 08/21/01 ITEM NUMBER:Demo US #1 PAGE: 14 API-650 NOZZLE(S) SUMMARY VERSION NUMBER W-1.2.1 ************************* NOZ. SERVICE MARK NOM. DIA. ACT. DIA. SCHEDULE ACT. THK. CORR. PER NO. (in) (in) (in) (in) CODE --- ------------ -------- --------- --------- -------- --------- ------ ---- 1 Inlet N1 12.0 12.7500 STD WT 0.3750 0.1250 650 2 Shell Manway M1 24.0 24.0000 STD WT 0.5000 0.1250 650 3 Outlet N3 8.0 8.6250 STD WT 0.3220 0.1250 650 4 Roof Manway M2 20.0 20.0000 STD WT 0.5000 0.1250 650 NOZ. RATING FACE TYPE FLANGE CONNECTION LOC- ELEVATION WEIGHT NO. TYPE TYPE ATION (ft) (lb) ---- ------ --------- ---------- ---------- ----- ------------ ------ 1 150# RF WN NOZZLE SHELL 5.00 126. 2 150# RF WN MANHOLE SHELL 2.50 432. 3 150# RF WN NOZZLE ROOF 4.00 111. 4 150# RF WN MANHOLE ROOF 5.00 589. NOZ. ORIENTATION INSIDE PROJECTION RADIAL LOC. BLD FLG CENTER PROJ. NO. DEGREES (in) (ft) (in) ---- ----------- ----------------- ----------- ------- ------------ 1 180. 0.0000 0.00 NO 9.0000 2 90. 0.0000 0.00 YES 9.0000 3 0. 0.0000 0.00 NO 0.0000 4 120. 0.0000 0.00 YES 0.0000 NOZ. MATERIAL YLD STRESS ALL. STRESS DENSITY NO. (psi) (psi) (lb/in**3) ---- ---------------- ---------- ----------- ---------- 1 A-516-70* 38000. 70000. 0.2818 2 A-516-70* 38000. 70000. 0.2818 3 A-516-70* 38000. 70000. 0.2818 4 A-516-70* 38000. 70000. 0.2818 NOZ. PAD PAD PAD REMARKS NO. REQ'D THICK. O.D. (in) (in) ---- -------- -------- -------- -------------------- 1 N 0.0000 0.00 NOZZLE NUMBER 1 DOES NOT REQUIRE A PAD PER USERS REQUEST. 2 N 0.0000 0.00 NOZZLE NUMBER 2 DOES NOT REQUIRE A PAD PER USERS REQUEST. 3 N 0.0000 0.00 NOZZLE NUMBER 3 DOES NOT REQUIRE A PAD PER USERS REQUEST. 4 N 0.0000 0.00 NOZZLE NUMBER 4 DOES NOT REQUIRE A PAD PER USERS REQUEST.
PROJECT/JOB NO:2001 DATE: 08/21/01 ITEM NUMBER:Demo US #1 PAGE: 15 API-650 NOZZLE DESIGN VERSION NUMBER W-1.2.1 ********************* DETAILS AND DIMENSIONS OF SHELL NOZZLES FROM API-650 TABLE 3-8 THROUGH 3-10. ---------------------------------------------------------------------------- NOZ. NOZZ. NOZZ. WALL DIA. REINF. REINF. THK. DIA. SIZE NO. ACT. NOM. THK. HOLE PLATE PLATE REINF. HOLE FIL. SIZE SIZE NOM. REINF. DIA. WID. PLATE SHELL WLD B (in) (in) (in) (in) (in) (in) (in) (in) (in) --- ------- ------- ----- ------- ------- ------- ------- ------- ----- 1 12.75 12.00 0.38 12.88 0.00 0.00 0.00 12.62 0.25 DETAILS AND DIMENSIONS OF SHELL NOZZLES, TABLE 2 ------------------------------------------------ NOZ. NOZZLE MIN. FLANGE DIA. OF DIA. OF NO.OF DIA.OF DIA. SIZE NO. ACTUAL THICK. O.D. RAISED BOLT BOLT OF OF FIL. SIZE FLANGE FACE CIRC. HOLES HOLE BOLT WLD A (in) (in) (in) (in) (in) (in) (in) (in) --- ------- ------ ------- ------- ------- ----- ------- ------ ----- 1 12.75 1.25 19.00 15.00 17.00 12 1.00 0.88 0.25 DETAILS AND DIMENSIONS OF ROOF NOZZLES -------------------------------------- NOZZLE NOMINAL OUTSIDE DIAMETER OUTSIDE NUMBER SIZE DIAMETER OF HOLE DIAMETER PIPE NECK ROOF OR REINFORCE. REINFORC. PLATE (in) (in) (mm) (mm) ------ --------- ----------- ----------- ---------- 3 8.0000 8.6250 16.8750 18.0000 DETAILS AND DIMENSIONS FOR SHELL MANHOLE ---------------------------------------- NOZ. NOZZ. NOZZ. THK. THK. THK. RADIUS REINF. REINF. ID NO. SIZE NOM. COVER BOLT REINF. OF PLATE PLATE USING SIZE PLATE FLANGE PLATE CORNER DIAMETER WIDTH RING DIE (in) (in) (in) (in) (in) (in) (in) (in) (in) --- ------- ------- ------- ------ ------ ------ -------- -------- -------- 2 24.00 24.00 0.44 0.3 0.25 0.250 0.00 0.00 26.250
PROJECT/JOB NO:2001 DATE: 08/21/01 ITEM NUMBER:Demo US #1 PAGE: 16 API-650 NOZZLE DESIGN VERSION NUMBER W-1.2.1 ********************* NOZ. ID NECK NO. USING THK. PLUG+DIE (in) (in) --- -------- ------- 2 24.000 0.250 DETAILS AND DIMENSIONS FOR ROOF MANHOLE --------------------------------------- NOZ. SIZE DIA. DIA. DIA. NUMBER DIA. DIA. NO. OF OF COVER BOLT OF GASKET GASKET MANHOLE NECK PLATE CIRC. BOLTS INSIDE OUTSIDE (in) (in) (in) (in) (in) (in) ---- ------- ------- ------- ------- ------- ------- ------- 4 20.00 20.00 26.0000 23.5000 16 20.0000 26.0000 NOZ. GASKET DIA. OF O.D. OF NO. THICK. CUT IN REINF. ROOF PLATE (in) (in) (in) ---- -------- ------- ------- 4 0.0625 20.6250 42.0000
PROJECT/JOB NO:2001 DATE: 08/21/01 ITEM NUMBER:Demo US #1 PAGE: 17 API-650 TOTAL WEIGHTS AT ELEVATION VERSION NUMBER W-1.2.1 ********************************** ELEM. ELEMENT ELEMENT TOTAL WEIGHTS AT ELEVATION NO TYPE ELEV. ERECTED HYDROTEST OPERATING (ft) (lb) (lb) (lb) ----- ---------- ---------- ----------- ----------- ----------- 1 ROOF 31.7 7361. 7201. 15323. 2 SHELL - 1 30.0 11494. 128767. 154720. 3 SHELL - 2 24.0 21882. 295732. 345461. 4 SHELL - 3 16.0 27392. 457820. 531324. 5 SHELL - 4 8.0 33441. 620445. 717725. 6 BOTTOM 0.0 38221. 625226. 722506. NOTE: ERECTED WEIGHTS DO NOT INCLUDE ROOF LOADS OR TANK'S CONTENTS. HYDROTEST WEIGHTS DO NOT INCLUDE THE WEIGHT OF INSULATION AND EXTERNAL LOADS SUCH AS LADDERS AND PLATFORMS. OPERATING WEIGHTS INCLUDE LOADS, SUCH AS ROOF LOADS, INSULATION WEIGHT, EXT LOADS AND TANK'S CONTENTS ELEMENTAL WEIGHTS AT ELEVATIONS ******************************* ELEM ELEMENT ROOF NOZZLES LADDERS INSUL- AUX. STIFF. NO ELEV. SHELL PLATFORMS ATION LOADS RINGS/ BOTTOM STAIRWAY COMP. (ft) (lb) (lb) (lb) (lb) (lb) (lb) ---- ------- ----------- -------- ---------- ------ -------- ------- 1 31.67 6462. 699. 40. 159. 0. 0. 2 30.00 3824. 0. 120. 188. 0. 0. 3 24.00 5099. 0. 5037. 251. 0. 0. 4 16.00 5099. 0. 160. 251. 0. 0. 5 8.00 5099. 558. 140. 251. 0. 0. 6 0.00 4781. 0. 0. 0. 0. 0.
PROJECT/JOB NO:2001 DATE: 08/21/01 ITEM NUMBER:Demo US #1 PAGE: 18 API-650 WEIGHT REPORT VERSION NUMBER W-1.2.1 ********************* ELEMENT DESCRIPTION WEIGHT (lb) ------------------- --------------- ROOF 6462. SHELL 19122. BOTTOM 4781. NOZZLE(S) 1257. PLATFORM(S) 10691. LADDER(S) 620. INSULATION 1102. -------------------------------------------------------------------------- TANK WEIGHT - ERECTED 38221. lb LOAD(S) ON THE ROOF 7962. lb TOTAL TANK VOLUME 71808. gal TOTAL TANK VOLUME IN BARRELS 1710. bbl HYDROTEST CONDITION: WATER HEIGHT 30. ft WEIGHT OF WATER 588106. lb TANK WEIGHT - HYDROTEST 625226. lb OPERATING CONDITION: SP. GRAVITY OF LIQUID 1.150 LIQUID HEIGHT 30.00 ft WEIGHT OF LIQUID CONTENTS 676322. lb TANK WEIGHT - OPERATING 722506. lb
PROJECT/JOB NO:2001 DATE: 08/21/01 ITEM NUMBER:Demo US #1 PAGE: 19 API-650 WIND LOAD SUMMARY VERSION NUMBER W-1.2.1 ************************* WIND OPTION ASCE 7-98 WIND VELOCITY (V) = 120. mph IMPORTANCE FACTOR (I) = 1.00 ELEVATION ABOVE GRADE (Gl) = 1.00 ft ROOF TYPE (D)OME,(C)ONE,(U)MBRELLA OR (N)ONE C SHELL TOTAL HEIGHT = 30.00 ft ROOF TOTAL HEIGHT = 1.67 ft FORCE COEFFICIENT - BODY (Cf) = 0.69 FORCE COEFFICIENT - EXTERNAL (Cx) = 1.38 (From Table 6-10, Pg 65, ASCE 7-98) TOPOGRAPHIC FACTOR (Kzt) = 1.00 (From Sec 6.5.7.2, Pg 29, ASCE 7-98 PERIOD OF VIBRATION (T) = 0.0013 sec GUST FACTOR (G) = 0.85 (h/D < 4 and T < 1) EXPOSURE FACTOR C SUMMARY OF PRESSURE CALCULATIONS WIND ZONE VELOCITY VELOCITY DESIGN ZONE ELEV. PRESSURE PRESSURE PRESSURE INDEX FACTOR AT HEIGHT (Kz) (Qz) (P) (ft) (psf) (psf) ---- ----------------- -------- ---------- ---------- 1 0.0 - 15.0 0.85 31.33 18.42 2 15.0 - 20.0 0.90 33.18 19.51 3 20.0 - 25.0 0.94 34.65 20.37 4 25.0 - 30.0 0.98 36.13 21.24 5 30.0 - 40.0 1.04 38.34 22.54 SUMMARY OF SHELL MOMENT CALCULATIONS WIND HEIGHT AREA FORCE MOMENT MOMENTS SHEAR ZONE OF ZONE ARM (10**3) FORCE INDEX (Hz) (Az) (F) (L) (M) (F) (ft) (ft**2) (lbs) (ft) (ft-lbs) (lbs) ----- -------- ----------- ---------- ---------- ---------- ---------- 1 14.00 282.92 5212. 7.000 36.48 5212. 2 5.00 101.04 1971. 16.500 32.52 1971. 3 5.00 101.04 2058. 21.500 44.26 2058. 4 5.00 101.04 2146. 26.500 56.87 2146. 5 1.00 20.21 455. 29.500 13.44 455. ---------- ---------- ---------- TOTAL - SHELL 11843. 183.57 11843.
PROJECT/JOB NO:2001 DATE: 08/21/01 ITEM NUMBER:Demo US #1 PAGE: 20 API-650 WIND LOAD SUMMARY VERSION NUMBER W-1.2.1 ************************* SUMMARY OF MOMENT CALCULATIONS FOR ROOF WIND HEIGHT AREA FORCE MOMENT MOMENTS SHEAR ZONE OF ZONE ARM (10**3) FORCE INDEX (Hz) (Az) (F) (L) (M) (F) (ft) (ft**2) (lbs) (ft) (ft-lbs) (lbs) ----- -------- ----------- ---------- ---------- ---------- ---------- 5 1.66 16.67 376. 31.566 11.86 376. ---------- ---------- ---------- TOTAL - ROOF 376. 11.86 376. SUMMARY OF MOMENT CALCULATIONS FOR PLATFORM(S) PLAT- WIND HEIGHT AREA FORCE MOMENT MOMENTS SHEAR FORM ZONE AT ZONE ARM NUM INDEX (Hz) (Az) (F) (L) (M) (F) (ft ) (ft**2 ) (lbs) (ft ) (ft-lbs) (lbs) ---- ------ ---------- -------- ---------- ---------- ---------- -------- 1 3 20.0 1.5 61.1 18.8 1145.96 61.1 2 5 32.0 1.8 78.9 30.8 2425.85 78.9 ---------- ------------------ TOTAL - PLATFORM(S) 140.01 3571.8 140.0 SUMMARY OF MOMENT CALCULATIONS FOR LADDER # 1 WIND HEIGHT AREA FORCE MOMENT MOMENTS SHEAR ZONE OF ZONE ARM FORCE INDEX (Hz) (Az) (F) (L) (M) (F) (ft) (ft**2) (lbs) (ft) (ft-lbs) (lbs) ----- -------- ----------- ---------- ---------- ---------- ---------- 1 13.00 2.438 89.81 8.500 763.362 89.8 2 5.00 0.938 36.57 16.500 603.456 36.6 3 1.00 0.188 7.64 19.500 148.975 7.6
PROJECT/JOB NO:2001 DATE: 08/21/01 ITEM NUMBER:Demo US #1 PAGE: 21 API-650 WIND LOAD SUMMARY VERSION NUMBER W-1.2.1 ************************* SUMMARY OF MOMENT CALCULATIONS FOR LADDER # 2 WIND HEIGHT AREA FORCE MOMENT MOMENTS SHEAR ZONE OF ZONE ARM FORCE INDEX (Hz) (Az) (F) (L) (M) (F) (ft) (ft**2) (lbs) (ft) (ft-lbs) (lbs) ----- -------- ----------- ---------- ---------- ---------- ---------- 3 4.00 0.750 30.56 23.000 702.854 30.6 4 5.00 0.938 39.82 26.500 1055.338 39.8 5 3.00 0.562 25.36 30.500 773.400 25.4 ---------- ---------- --------- TOTAL - LADDERS(S) 229.76 4047.39 229.76 THE TOTAL MOMENT IS THE SUM OF ALL THE MOMENTS: TOTAL MOMENTS = 203046. ft-lbs TOTAL MOMENTS = 2436546. in-lbs THE TOTAL SHEAR FORCE AT THE BASE OF THE TANK: TOTAL SHEAR = 12588. lbs CALCULATED TOTAL MOMENT IS LESS THAN MOMENT PER ASCE 7-98 SEC. 6.1.2. TANK IS STABLE.
PROJECT/JOB NO:2001 DATE: 08/21/01 ITEM NUMBER:Demo US #1 PAGE: 22 API-650 WIND LOAD CALCULATION VERSION NUMBER W-1.2.1 ***************************** PERIOD OF VIBRATION ------------------- T = 0.00000765[(H/D)**2] * SQRT[w*D/t] = 0.00000765[( 31.67/ 20.00)**2]*SQRT[ 637.417* 20.00/0.020833] = 0.0013 sec FOLLOWING IS THE CALCULATION FOR TANK SHELL MOMENT -------------------------------------------------- A TERM USED IN FORMULA FOR VELOCITY PRESSURE CONST = 0.000256(I)[V]**2 = 0.000256(1.000)[ 120.00]**2 = 36.864 CALCULATION OF MOMENT ON SHELL AT ZONE 1 VELOCITY PRESSURE IS CALCULATED AS FOLLOWS: Qz( 1) = CONST*KZ( 1)(Kzt) = ( 36.864)*( 0.850)( 1.00) = 31.33 psf PRESSURE THAT VARIES WITH HEIGHT IN ACCORDANCE WITH VELOCITY PRESSURE Qz. P( 1) = Cf*Qz*G = .69*( 31.334)*( 0.85) = 18.42 psf FORCE IS CALCULATED AS FOLLOWS: F( 1) = P( 1)*Az( 1) = ( 18.42)*( 282.92) = 5212. lbs MOMENT DUE TO WIND ON TANK WALL M( 1) = F( 1)*L( 1) = 5212.*( 7.00) = 36483. ft-lbs CALCULATION OF MOMENT ON SHELL AT ZONE 2 VELOCITY PRESSURE IS CALCULATED AS FOLLOWS: Qz( 2) = CONST*KZ( 2)(Kzt) = ( 36.864)*( 0.900)( 1.00) = 33.18 psf PRESSURE THAT VARIES WITH HEIGHT IN ACCORDANCE WITH VELOCITY PRESSURE Qz. P( 2) = Cf*Qz*G = .69*( 33.178)*( 0.85) = 19.51 psf FORCE IS CALCULATED AS FOLLOWS: F( 2) = P( 2)*Az( 2) = ( 19.51)*( 101.04) = 1971. lbs MOMENT DUE TO WIND ON TANK WALL M( 2) = F( 2)*L( 2) = 1971.*( 16.50) = 32520. ft-lbs CALCULATION OF MOMENT ON SHELL AT ZONE 3
PROJECT/JOB NO:2001 DATE: 08/21/01 ITEM NUMBER:Demo US #1 PAGE: 23 API-650 WIND LOAD CALCULATION VERSION NUMBER W-1.2.1 ***************************** VELOCITY PRESSURE IS CALCULATED AS FOLLOWS: Qz( 3) = CONST*KZ( 3)(Kzt) = ( 36.864)*( 0.940)( 1.00) = 34.65 psf PRESSURE THAT VARIES WITH HEIGHT IN ACCORDANCE WITH VELOCITY PRESSURE Qz. P( 3) = Cf*Qz*G = .69*( 34.652)*( 0.85) = 20.37 psf FORCE IS CALCULATED AS FOLLOWS: F( 3) = P( 3)*Az( 3) = ( 20.37)*( 101.04) = 2058. lbs MOMENT DUE TO WIND ON TANK WALL M( 3) = F( 3)*L( 3) = 2058.*( 21.50) = 44257. ft-lbs CALCULATION OF MOMENT ON SHELL AT ZONE 4 VELOCITY PRESSURE IS CALCULATED AS FOLLOWS: Qz( 4) = CONST*KZ( 4)(Kzt) = ( 36.864)*( 0.980)( 1.00) = 36.13 psf PRESSURE THAT VARIES WITH HEIGHT IN ACCORDANCE WITH VELOCITY PRESSURE Qz. P( 4) = Cf*Qz*G = .69*( 36.127)*( 0.85) = 21.24 psf FORCE IS CALCULATED AS FOLLOWS: F( 4) = P( 4)*Az( 4) = ( 21.24)*( 101.04) = 2146. lbs MOMENT DUE TO WIND ON TANK WALL M( 4) = F( 4)*L( 4) = 2146.*( 26.50) = 56871. ft-lbs CALCULATION OF MOMENT ON SHELL AT ZONE 5 VELOCITY PRESSURE IS CALCULATED AS FOLLOWS: Qz( 5) = CONST*KZ( 5)(Kzt) = ( 36.864)*( 1.040)( 1.00) = 38.34 psf PRESSURE THAT VARIES WITH HEIGHT IN ACCORDANCE WITH VELOCITY PRESSURE Qz. P( 5) = Cf*Qz*G = .69*( 38.339)*( 0.85) = 22.54 psf FORCE IS CALCULATED AS FOLLOWS: F( 5) = P( 5)*Az( 5) = ( 22.54)*( 20.21) = 455. lbs MOMENT DUE TO WIND ON TANK WALL M( 5) = F( 5)*L( 5) = 455.*( 29.50) = 13437. ft-lbs FOLLOWING IS THE CALCULATION FOR TANK ROOF MOMENT -------------------------------------------------
PROJECT/JOB NO:2001 DATE: 08/21/01 ITEM NUMBER:Demo US #1 PAGE: 24 API-650 WIND LOAD CALCULATION VERSION NUMBER W-1.2.1 ***************************** A TERM USED IN FORMULA FOR VELOCITY PRESSURE CONST = 0.000256(I)[V]**2 = 0.000256(1.000)[ 120.00]**2 = 36.864 CALCULATION OF MOMENT ACTING ON ROOF AT ZONE 5 VELOCITY PRESSURE IS CALCULATED AS FOLLOWS: Qz( 5) = CONST*KZ( 5)(Kzt) = ( 36.864)*( 1.040)( 1.00) = 38.339 psf PRESSURE THAT VARIES WITH HEIGHT IN ACCORDANCE WITH VELOCITY PRESSURE Qz. P( 5) = Cf*Qz*G = 0.692*( 38.34)*( 0.850) = 22.5 psf FORCE IS CALCULATED AS FOLLOWS: F ( 5) = P( 5)*Az( 5) = ( 22.5)*( 16.67) = 376. lbs MOMENT DUE TO WIND ON TANK ROOF M( 5) = F( 5)*L( 5) = 375.66*( 31.57) = 11858.06 ft-lbs PLATFORM NUMBER 1 ELEVATION (El) 20.00 ft WIDTH (Wid) 3.00 ft DEPTH (Dp) 0.50 ft CALCULATION OF MOMENT ON PLATFORM AT ZONE 3 A TERM USED IN FORMULA FOR VELOCITY PRESSURE CONST = 0.000256(I)[V]**2 = 0.000256(1.000)[ 120.00]**2 = 36.864 VELOCITY PRESSURE IS CALCULATED AS FOLLOWS: Qz( 3) = CONST*KZ( 3)(Kzt) = ( 36.864)*( 0.940)( 1.00) = 34.65 psf PRESSURE THAT VARIES WITH HEIGHT IN ACCORDANCE WITH VELOCITY PRESSURE Qz. P( 3) = Cx*Qz( 3)*G = 1.383*( 34.65)*( 0.850) P( 3) = 40.7 psf AREA OF PLATFORM IS CALCULATED AS FOLLOWS: Az( 3) = Wid*Dp = 3.00 * 0.50 Az( 3) = 1.50 ft**2 FORCE IS CALCULATED AS FOLLOWS: F( 3) = P( 3)*Az( 3) = 40.75*( 1.50) = 61.12 lbs
PROJECT/JOB NO:2001 DATE: 08/21/01 ITEM NUMBER:Demo US #1 PAGE: 25 API-650 WIND LOAD CALCULATION VERSION NUMBER W-1.2.1 ***************************** MOMENT ARM IS CALCULATED AS FOLLOWS: L = El - Gl - 0.5*Dp = 20.00 - 1.00 - .5*( 0.50) L = 18.75 ft MOMENT ON PLATFORM AT HEIGHT 0.08 IN ZONE 3 IS M( 3) = F( 3)*L( 3) = ( 61.12)*( 18.75) = 1146. ft-lbs PLATFORM NUMBER 2 ELEVATION (El) 32.00 ft WIDTH (Wid) 3.50 ft DEPTH (Dp) 0.50 ft CALCULATION OF MOMENT ON PLATFORM AT ZONE 5 A TERM USED IN FORMULA FOR VELOCITY PRESSURE CONST = 0.000256(I)[V]**2 = 0.000256(1.000)[ 120.00]**2 = 36.864 VELOCITY PRESSURE IS CALCULATED AS FOLLOWS: Qz( 5) = CONST*KZ( 5)(Kzt) = ( 36.864)*( 1.040)( 1.00) = 38.34 psf PRESSURE THAT VARIES WITH HEIGHT IN ACCORDANCE WITH VELOCITY PRESSURE Qz. P( 5) = Cx*Qz( 5)*G = 1.383*( 38.34)*( 0.850) P( 5) = 45.1 psf AREA OF PLATFORM IS CALCULATED AS FOLLOWS: Az( 5) = Wid*Dp = 3.50 * 0.50 Az( 5) = 1.75 ft**2 FORCE IS CALCULATED AS FOLLOWS: F( 5) = P( 5)*Az( 5) = 45.08*( 1.75) = 78.89 lbs MOMENT ARM IS CALCULATED AS FOLLOWS: L = El - Gl - 0.5*Dp = 32.00 - 1.00 - .5*( 0.50) L = 30.75 ft MOMENT ON PLATFORM AT HEIGHT 0.17 IN ZONE 5 IS M( 5) = F( 5)*L( 5) = ( 78.89)*( 30.75) = 2426. ft-lbs CALCULATION OF LADDER NUMBER 1 LADDER NUMBER: 1 BOTTOM ELEVATION: 1.00 ft TOP ELEVATION: 20.00 ft WIDTH OF LADDER (Wid) 1.50 ft
PROJECT/JOB NO:2001 DATE: 08/21/01 ITEM NUMBER:Demo US #1 PAGE: 26 API-650 WIND LOAD CALCULATION VERSION NUMBER W-1.2.1 ***************************** CALCULATION OF MOMENT ON LADDER AT ZONE 1 ------------------------------------------- A TERM USED IN FORMULA FOR VELOCITY PRESSURE CONST = 0.000256(I)[V]**2 = 0.000256(1.000)[ 120.00]**2 = 36.864 VELOCITY PRESSURE IS CALCULATED AS FOLLOWS: Qz( 1) = CONST*KZ( 1)(Kzt) = ( 36.864)*( 0.850)( 1.00) = 31.33 psf PRESSURE THAT VARIES WITH HEIGHT IN ACCORDANCE WITH VELOCITY PRESSURE Qz. P( 1) = Cx*Qz*G = 1.38*( 31.33)*( 0.85) = 36.84 psf AREA OF LADDER IN THE ZONE Az( 1) = Wid*Ht*0.1250 = 1.50* 13.00*0.1250 Az( 1) = 2.44 ft**2 FORCE IS CALCULATED AS FOLLOWS: F( 1) = P( 1)*Az( 1) = 36.84*( 2.44) = 90. lbs MOMENT IS CALCULATED AS FOLLOWS: M( 1) = F( 1)*L( 1) = ( 89.81)*( 8.50) M( 1) = 763. ft-lbs CALCULATION OF MOMENT ON LADDER AT ZONE 2 ------------------------------------------- A TERM USED IN FORMULA FOR VELOCITY PRESSURE CONST = 0.000256(I)[V]**2 = 0.000256(1.000)[ 120.00]**2 = 36.864 VELOCITY PRESSURE IS CALCULATED AS FOLLOWS: Qz( 2) = CONST*KZ( 2)(Kzt) = ( 36.864)*( 0.900)( 1.00) = 33.18 psf PRESSURE THAT VARIES WITH HEIGHT IN ACCORDANCE WITH VELOCITY PRESSURE Qz. P( 2) = Cx*Qz*G = 1.38*( 33.18)*( 0.85) = 39.01 psf AREA OF LADDER IN THE ZONE Az( 2) = Wid*Ht*0.1250 = 1.50* 5.00*0.1250 Az( 2) = 0.94 ft**2 FORCE IS CALCULATED AS FOLLOWS: F( 2) = P( 2)*Az( 2) = 39.01*( 0.94) = 37. lbs
PROJECT/JOB NO:2001 DATE: 08/21/01 ITEM NUMBER:Demo US #1 PAGE: 27 API-650 WIND LOAD CALCULATION VERSION NUMBER W-1.2.1 ***************************** MOMENT IS CALCULATED AS FOLLOWS: M( 2) = F( 2)*L( 2) = ( 36.57)*( 16.50) M( 2) = 603. ft-lbs CALCULATION OF MOMENT ON LADDER AT ZONE 3 ------------------------------------------- A TERM USED IN FORMULA FOR VELOCITY PRESSURE CONST = 0.000256(I)[V]**2 = 0.000256(1.000)[ 120.00]**2 = 36.864 VELOCITY PRESSURE IS CALCULATED AS FOLLOWS: Qz( 3) = CONST*KZ( 3)(Kzt) = ( 36.864)*( 0.940)( 1.00) = 34.65 psf PRESSURE THAT VARIES WITH HEIGHT IN ACCORDANCE WITH VELOCITY PRESSURE Qz. P( 3) = Cx*Qz*G = 1.38*( 34.65)*( 0.85) = 40.75 psf AREA OF LADDER IN THE ZONE Az( 3) = Wid*Ht*0.1250 = 1.50* 1.00*0.1250 Az( 3) = 0.19 ft**2 FORCE IS CALCULATED AS FOLLOWS: F( 3) = P( 3)*Az( 3) = 40.75*( 0.19) = 8. lbs MOMENT IS CALCULATED AS FOLLOWS: M( 3) = F( 3)*L( 3) = ( 7.64)*( 19.50) M( 3) = 149. ft-lbs CALCULATION OF LADDER NUMBER 2 LADDER NUMBER: 2 BOTTOM ELEVATION: 20.00 ft TOP ELEVATION: 32.00 ft WIDTH OF LADDER (Wid) 1.50 ft CALCULATION OF MOMENT ON LADDER AT ZONE 3 ------------------------------------------- A TERM USED IN FORMULA FOR VELOCITY PRESSURE CONST = 0.000256(I)[V]**2 = 0.000256(1.000)[ 120.00]**2 = 36.864 VELOCITY PRESSURE IS CALCULATED AS FOLLOWS: Qz( 3) = CONST*KZ( 3)(Kzt) = ( 36.864)*( 0.940)( 1.00) = 34.65 psf
PROJECT/JOB NO:2001 DATE: 08/21/01 ITEM NUMBER:Demo US #1 PAGE: 28 API-650 WIND LOAD CALCULATION VERSION NUMBER W-1.2.1 ***************************** PRESSURE THAT VARIES WITH HEIGHT IN ACCORDANCE WITH VELOCITY PRESSURE Qz. P( 3) = Cx*Qz*G = 1.38*( 34.65)*( 0.85) = 40.75 psf AREA OF LADDER IN THE ZONE Az( 3) = Wid*Ht*0.1250 = 1.50* 4.00*0.1250 Az( 3) = 0.75 ft**2 FORCE IS CALCULATED AS FOLLOWS: F( 3) = P( 3)*Az( 3) = 40.75*( 0.75) = 31. lbs MOMENT IS CALCULATED AS FOLLOWS: M( 3) = F( 3)*L( 3) = ( 30.56)*( 23.00) M( 3) = 703. ft-lbs CALCULATION OF MOMENT ON LADDER AT ZONE 4 ------------------------------------------- A TERM USED IN FORMULA FOR VELOCITY PRESSURE CONST = 0.000256(I)[V]**2 = 0.000256(1.000)[ 120.00]**2 = 36.864 VELOCITY PRESSURE IS CALCULATED AS FOLLOWS: Qz( 4) = CONST*KZ( 4)(Kzt) = ( 36.864)*( 0.980)( 1.00) = 36.13 psf PRESSURE THAT VARIES WITH HEIGHT IN ACCORDANCE WITH VELOCITY PRESSURE Qz. P( 4) = Cx*Qz*G = 1.38*( 36.13)*( 0.85) = 42.48 psf AREA OF LADDER IN THE ZONE Az( 4) = Wid*Ht*0.1250 = 1.50* 5.00*0.1250 Az( 4) = 0.94 ft**2 FORCE IS CALCULATED AS FOLLOWS: F( 4) = P( 4)*Az( 4) = 42.48*( 0.94) = 40. lbs MOMENT IS CALCULATED AS FOLLOWS: M( 4) = F( 4)*L( 4) = ( 39.82)*( 26.50) M( 4) = 1055. ft-lbs CALCULATION OF MOMENT ON LADDER AT ZONE 5 -------------------------------------------
PROJECT/JOB NO:2001 DATE: 08/21/01 ITEM NUMBER:Demo US #1 PAGE: 29 API-650 WIND LOAD CALCULATION VERSION NUMBER W-1.2.1 ***************************** A TERM USED IN FORMULA FOR VELOCITY PRESSURE CONST = 0.000256(I)[V]**2 = 0.000256(1.000)[ 120.00]**2 = 36.864 VELOCITY PRESSURE IS CALCULATED AS FOLLOWS: Qz( 5) = CONST*KZ( 5)(Kzt) = ( 36.864)*( 1.040)( 1.00) = 38.34 psf PRESSURE THAT VARIES WITH HEIGHT IN ACCORDANCE WITH VELOCITY PRESSURE Qz. P( 5) = Cx*Qz*G = 1.38*( 38.34)*( 0.85) = 45.08 psf AREA OF LADDER IN THE ZONE Az( 5) = Wid*Ht*0.1250 = 1.50* 3.00*0.1250 Az( 5) = 0.56 ft**2 FORCE IS CALCULATED AS FOLLOWS: F( 5) = P( 5)*Az( 5) = 45.08*( 0.56) = 25. lbs MOMENT IS CALCULATED AS FOLLOWS: M( 5) = F( 5)*L( 5) = ( 25.36)*( 30.50) M( 5) = 773. ft-lbs CHECKING STABILITY OF TANK PER ASCE 7-98 SECTION 6.1.2. ------------------------------------------------------- VMOMNT = (2/3)*Wd*R = (2/3) * 38221. * 10.00 VMOMNT = 254809. ft-lbs CALCULATED TOTAL MOMENT = 203046. ft-lbs Where: Wd - DEAD LOADS OF THE TANK PER ASCE SEC. 3.1.
PROJECT/JOB NO:2001 DATE: 08/21/01 ITEM NUMBER:Demo US #1 PAGE: 30 API-650 APPENDIX E SEISMIC SUMMARY VERSION NUMBER W-1.2.1 ********************************** SEISMIC OPTION API-650, APPENDIX E SEISMIC ZONE 2A ZONE COEFFICIENT (TABLE E-2) (ZONE) = 0.150 IMPORTANCE FACTOR (IMPFAC) = 1.00 SHELL DIAMETER (D) = 20.00 ft SHELL RADIUS (R) = 10.00 ft MAX. LIQUID HEIGHT (HT) = 30.00 ft CORROSION ALLOWANCE (Ca) = 0.1250 in SITE AMPLIFICATION (S) = 1.0000 USER'S LATERAL FORCE COEFFICIENT (C1) = 1.0000 USER'S LATERAL FORCE COEFFICIENT (C2) = 1.0000 HEIGHT OF THE SHELL (Hs) = 30.00 ft HALF OF THE SHELL HEIGHT (XS) = 15.0 ft TOTAL WEIGHT OF THE TANK SHELL (WS) = 26080. lb WEIGHT OF THE TANK ROOF PLUS LOADS (WR) = 15323. lb TOTAL WEIGHT OF CONTENTS OF TANK (WC) = 676322. lb WEIGHT OF SHELL & ROOF PER UNIT LENGTH OF SHELL CIRCUMFERENCE (Wt) = 659. lbs/ft MAX. LONGITUDINAL COMP. FORCE AT THE BOTTOM OF SHELL (b) = 6084. lbs/ft THICKNESS OF BOTTOM SHELL COURSE (t) = 0.2500 in SPECIFIC GRAVITY OF THE LIQUID (G) = 1.1500 YIELD STRENGTH OF THE BOTTOM (Fby) = 38000. psi OVERTURNING MOMENT (MOMENT) = 1704749. ft-lbs TOTAL SHEAR (SHEAR) = 111379. lbs RATIO OF DIAMETER TO HEIGHT OF PRODUCT (D/HT) = 0.667 FACTOR K FOR RATIO OF DIAMETER TO HEIGHT (D/HT) FROM FIGURE E-4. (K) = 0.5867 FACTOR X1/HT FOR RATIO D/H (VX1) = 0.4400 FACTOR X2/HT FOR RATIO D/H (VX2) = 0.8200 FACTOR W1/WT FOR RATIO D/H (VW1) = 0.8733 FACTOR W2/WT FOR RATIO D/H (VW2) = 0.1633 LATERAL EARTHQUAKE FORCE COEFFICIENT (C1) = 1.00 LATERAL EARTHQUAKE FORCE COEFFICIENT (C2) = 1.00 TANK IS ANCHORED
PROJECT/JOB NO:2001 DATE: 08/21/01 ITEM NUMBER:Demo US #1 PAGE: 31 API-650 APPENDIX E SEISMIC CALCULATION VERSION NUMBER W-1.2.1 *************************************** WEIGHT OF THE EFFECTIVE MASS OF THE TANK CONTENTS THAT MOVES IN UNISON WITH THE TANK SHELL W1 = VW1*WC = 0.8733* 676322. = 590655. lb WEIGHT OF THE EFFECTIVE MASS OF THE FIRST MODE SLOSHING CONTENTS OF THE TANK SHELL W2 = VW2*WC = 0.1633* 676322. = 110466. lb HEIGHT FROM THE BOTTOM OF THE TANK SHELL TO THE CENTROID OF LATERAL SEISMIC FORCE APPLIED TO W1 X1 = VX1*HT = 0.4400* 30.00 = 13.20 ft HEIGHT FROM THE BOTTOM OF THE TANK SHELL TO THE CENTROID OF LATERAL SEISMIC FORCE APPLIED TO W2 X2 = VX2*HT = 0.8200* 30.00 = 24.60 ft NATURAL PERIOD OF FIRST MODE SLOSHING IN SECONDS T = K*SQRT(D) = 0.5867*SQRT( 20.0) = 2.6237 sec CALCULATED LATERAL FORCE COEFFICIENT, C2 C2 = 0.75*S/T = 0.75 * 1.0000/ 2.6237 = 1.0000 USER'S LATERAL FORCE COEFFICIENT, C2, IS GREATER THAN THE VALUE SPECIFIED BY THE CODE. USER'S VALUE WILL BE USED. OVERTURNING MOMENT DUE TO SEISMIC FORCES APPLIED TO THE BOTTOM OF THE SHELL IS DETERMINED AS FOLLOWS: MOMENT = (ZONE)(IMPFAC)[(C1)(WS)(XS) + (C1)(WR)(Hs) + (C1)(W1)(X1) + (C2)(W2)(X2)] = (0.150)(1.00)[( 1.00)( 26080.)( 15.00) + ( 1.00)( 15323.)( 30.00) + ( 1.00)( 590655.)( 13.20) + ( 1.00)( 110466.)( 24.60)] MOMENT = 1704749. ft-lbs SHEAR FORCE DUE TO SEISMIC FORCES APPLIED TO THE BOTTOM OF THE SHELL IS DETERMINED AS FOLLOWS: SHEAR = (ZONE)(IMPFAC)[(C1)(WS) + (C1)(WR) + (C1)(W1) + (C2)(W2)] = (0.150)(1.00)[( 1.00)( 26080.) + ( 1.00)( 15323.) + ( 1.00)( 590655.) + ( 1.00)( 110466.)] SHEAR = 111379. lbs
PROJECT/JOB NO:2001 DATE: 08/21/01 ITEM NUMBER:Demo US #1 PAGE: 32 API-650 APPENDIX E SEISMIC CALCULATION VERSION NUMBER W-1.2.1 *************************************** WEIGHT OF THE TANK AND PORTION OF ROOF SUPPORTED BY THE SHELL IN lbs/ft OF SHELL CIRCUMFERENCE. Wt = (WS + WR) / (3.14 * D) Wt = ( 26080. + 15323.)/(3.14 * 20.00) Wt = 659. lbs/ft RATIO TO DETERMINE WHICH FORMULA TO USE FOR CALCULATING MAXIMUM ALLOWABLE STRESS PER SECTION E.5.3 Ratio = G*HT*D**2/t**2 Ratio = 1.150* 30.00* 20.00**2/ 0.2500**2 Ratio = 220800. Ratio IS LESS THAN 1000000. THEREFORE, MAXIMUM ALLOWABLE STRESS PER E.5.3 IS Fa = 1000000 * t / (2.5 * D) + 600*SQRT(G * HT) Fa = 1000000 * 0.2500/(2.5 * 20.00) + 600 * SQRT( 1.150 * 30.00) Fa = 8524. psi MAXIMUM LONGITUDINAL COMPRESSIVE FORCE AT THE BOTTOM OF THE SHELL PER E.5.2. b = Wt + (1.273 * MOMENT/D**2) b = 659. + (1.273 * 1704749. / 20.00**2) b = 6084. lbs/ft MAXIMUM LONGITUDINAL COMPRESSIVE STRESS IN THE SHELL. STRMAX = b / (12*t) = 6084. / (12 * 0.2500) STRMAX = 2028. psi MAXIMUM LONGITUDINAL COMPRESSIVE STRESS IN THE SHELL IS LESS THAN Fa.
PROJECT/JOB NO:2001 DATE: 08/21/01 ITEM NUMBER:Demo US #1 PAGE: 33 API-650 BASE RING/ANCHOR BOLT DESIGN SUMMARY VERSION NUMBER W-1.2.1 ******************************************** INPUT VALUES ------------ BASE RING MATERIAL (SUPMAT) = A-516-70* MATERIAL YIELD STRESS (SUPYLD) = 38000. psi MATERIAL ALLOWABLE STRESS (SUPSTR) = 25300. psi MATERIAL DENSITY (SUPDEN) = 0.2818 lbs/in**3 MATERIAL MODULUS OF ELASTICITY (SUPMOD) = 29500000. psi USER DEFINED THICKNESS OF BASE RING (BSRGTH) = 0.0000 in USER DEFINED BASE WIDTH (BASEWD) = 0.0000 in USER DEFINED OUTER PROJECTION (OUTPRJ) = 0.0000 in USER DEFINED BOLT CIRCLE DIAMETER (RDIABC) = 0.0000 in MINIMUM REQD. WIDTH OF BASE RING (WIDMIN) = 24.0000 in MINIMUM REQD. THICKNESS OF BASE RING (THKMIN) = 0.5000 in MINIMUM REQD. OUTER PROJECTION (OUTPRJ) = 2.0000 in THICKNESS OF TANK WALL (Tsk) = 0.2500 in DIAMETER OF TANK (DIA) = 240.0000 in BOLT MATERIAL (BLTMAT) = A-307 BOLT MATERIAL ALLOWABLE TENSILE STRESS (STRBLT) = 20000. psi CORROSION ALLOWANCE OF ANCHOR BOLT (BOLTCA) = 0.2500 in MINIMUM NUMBER OF ANCHOR BOLTS (K) = 12 MINIMUM DIAMETER OF ANCHOR BOLTS (M) = 1.2500 in CONCRETE ALLOWABLE COMPRESSIVE STRESS (STRCON) = 1000. psi GAS PRESSURE (GP) = 1.5000 psi CALCULATED / ACTUAL VALUES -------------------------- NUMBER OF ANCHOR BOLTS (K) = 20 TENSILE FORCE (TENFRC) = 65794. lbs DIAMETER OF UNCORRODED BOLT (M) = 1.2500 in BOLT ROOT DIAMETER (Rt) = 1.0750 in BOLT ROOT AREA (Ra) = 0.89 in**2 BOLT CIRCLE DIAMETER (C) = 247.7500 in DISTANCE FROM BOLT CIRCLE TO OUTSIDE OF TANK / BASE RING (L2) = 1.7500 in ARC SPAN BETWEEN ANCHOR BOLTS (Asp) = 38.9165 in BASE WIDTH (A) = 24.0000 in BASE RING THICKNESS (E) = 1.2500 in OUTSIDE PROJECTION OF BASE RING (u) = 2.0000 in
PROJECT/JOB NO:2001 DATE: 08/21/01 ITEM NUMBER:Demo US #1 PAGE: 34 API-650 BASE RING/ANCHOR BOLT DESIGN SUMMARY VERSION NUMBER W-1.2.1 ******************************************** INSIDE PROJECTION OF BASE RING (v) = 21.7500 in MINIMUM INSIDE PROJECTION OF BASE RING (PRJMIN) = 6.9750 in OUTER DIAMETER (DIAOD) = 240.2500 in TOTAL LOAD ON TANK ACROSS SPAN (Wl) = 3290. lbs OVERTURNING MOMENT DUE TO WIND LOAD (Mw) = 203046. ft-lbs OVERTURNING MOMENT DUE TO SEISMIC LOAD (Ms) = 1704749. ft-lbs WEIGHT OF THE VESSEL FOR UPLIFT (W) = 41403. lbs OVERTURNING MOMENT USED IN CALCULATION (M) = 2436546. in-lbs ***** NOTE ***** NUMBER OF BOLTS WAS INCREASED UNTIL DEFLECTION OF BASE RING WAS LESS THAN 0.0050 in.
PROJECT/JOB NO:2001 DATE: 08/21/01 ITEM NUMBER:Demo US #1 PAGE: 35 API-650 BASE RING/ANCHOR BOLT DESIGN CALCULATION VERSION NUMBER W-1.2.1 ************************************************ BOLT CIRCLE DIAMETER CALCULATED BOLT CIRCLE DIA. BASED ON INITIAL BOLT SIZE OF: 1.2500 in DIABC = DIAOD + 2 ( 2.0 + L2 ) = 240.25 + 2 * ( 2.0 + 1.7500 ) DIABC = 247.7500 in CALCULATE TENSILE FORCE ON ANCHOR BOLTS (4*M - W ) GP*(PI*C**2) TENFRC = ---- + ------------ C 4 (4* 2436546. - 41403.) 1.50 * ( 3.14*247.7500**2) = ------------- + ----- 247.75 4 TENFRC = 65794. lbs CALCULATED BOLT CIRCLE DIA. BASED ON FINAL BOLT SIZE OF: 1.2500 in DIABC = DIAOD + 2 ( 2.0 + L2 ) = 240.25 + 2 * ( 2.0 + 1.7500 ) DIABC = 247.7500 in DIAMETER OF BOLT CIRCLE IS THE LARGER OF THE FOLLOWING: USER DEFINED BOLT CIRCLE DIAMETER (RDIABC) = 0.0000 in CALCULATED BOLT CIRCLE DIAMETER (DIABC) = 247.7500 in C = 247.7500 in NUMBER OF BOLTS CALCULATE TOTAL AREA REQUIRED FOR ALL BOLTS BLAREA = TENFRC/STRBLT = 65794. / 20000. = 3.29 in**2 MINIMUM NUMBER OF BOLTS IS = 12 MAXIMUM NUMBER OF BOLTS IS = 32 MINIMUM BOLT DIAMETER IS = 0.5000 in BOLT DIAMETER TO USE IS = 1.2500 in NUMBER OF BOLTS PER BASE RING CALCULATION BLAREA K = ------------------------------ [0.25 * PI * (Rt - BOLTCA)**2] ( 3.29) K = ------------------------------------- [0.25 * 3.142* ( 1.0750 - 0.250)**2] = 6.2 NUMBER OF BOLTS WERE ROUNDED UP TO: 8 NUMBER OF BOLTS WERE LESS THAN MINIMUM. TOTAL IS SET TO MINIMUM OF 8
PROJECT/JOB NO:2001 DATE: 08/21/01 ITEM NUMBER:Demo US #1 PAGE: 36 API-650 BASE RING/ANCHOR BOLT DESIGN CALCULATION VERSION NUMBER W-1.2.1 ************************************************ TOO FEW BOLTS. RECALCULATE NUMBER OF BOLTS. K = PI * C / MAXSPN = 3.14 *247.7500 / 120.0000 = 12 NUMBER OF BOLTS HAVE BEEN ROUNDED UP TO THE NEAREST MULTIPLE OF 4. NUMBLT = 12 NUMBER OF BOLTS WAS INCREASED UNTIL DEFLECTION OF BASE RING WAS LESS THAN 0.0050 in. TOTAL NUMBER OF BOLTS NEEDED - K = 20 MAXIMUM BOLT LOAD BLTLOD = Ra * STRBLT = 0.89 * 20000. = 17800. lbs BASE RING WIDTH THE BASE WIDTH IS THE LARGER OF THE FOLLOWING: BLTLOD * K A = ------------------------- [ 2*PI*(DIAOD/2)*STRCON ] ( 17800. * 20) A = ------------------------------ [ 2*3.142*( 240.25/2)* 1000. ] = 0.4717 in MINIMUM DEFINED WIDTH = 24.0000 in USER'S DEFINED WIDTH = 0.0000 in PROJECTION OF BASE RING FROM OD OF SHELL IS LARGER OF USER DEFINED VALUE = 0.0000 in CALCULATED VALUE = (C - DIAOD)/2 = ( 247.75 - 240.25)/2 = 3.75 in u = 2.0000 in CALCULATED INSIDE PROJECTION OF BASE RING v = A - u - Tsk = 24.0000 - 2.0000 - 0.2500 = 21.7500 in MINIMUM INSIDE PROJECTION OF BASE RING PRJMIN = .6 * SQRT( .5 * DIAOD * BSTHK ) = .6 * SQRT( .5 * 240.25 * 1.2500 ) PRJMIN = 6.9750 in
PROJECT/JOB NO:2001 DATE: 08/21/01 ITEM NUMBER:Demo US #1 PAGE: 37 API-650 BASE RING/ANCHOR BOLT DESIGN CALCULATION VERSION NUMBER W-1.2.1 ************************************************ CALCULATE THE BEARING LOAD ON CONCRETE FOUNDATION. BLTLOD * K SICONC = -------------------- [ 2*PI*(DIAOD/2)*A ] ( 17800.)*( 20) SICONC = -------------------------------- [ 2*3.142*( 240.25/2)* 24.0000 ] SICONC = 20. psi z IS A VALUE USED IN THE BASE PLATE THICKNESS EQUATION. v = 21.75 in OR A / 2 = 24.00/ 2 = 12.00 in OR u = 2.00 in z = 21.75 in BASE RING THICKNESS MINIMUM REQUIRED BASE RING THICKNESS IS THE LARGER OF: MINIMUM REQUIRED = 0.5000 in USER DEFINED THICKNESS = 0.0000 in CALTHK = SQRT[ 3 * SICONC * z**2 / STRBLT ] = SQRT[ 3 * 20. * 21.75**2 / 20000. ] CALTHK = 1.1809 in REQUIRED THICKNESS HAS BEEN ROUNDED UP. E = 1.2500 in DEFLECTION OF SHELL DIMENSION FROM NEUTRAL AXIS TO EXTREME FIBER (Y**2) * t + (E**2) *(A - t) DIMNEU = Y - ---------------------------- 2 * (E * A + Hpr * t) = 3.2500 - ( 3.2500**2) * 0.1250 + ( 1.2500**2) *(24.0000 - 0.1250) -------------------------------------------------------- 2 * ( 1.2500 * 24.0000 + 2.0000 * 0.1250) DIMNEU = 2.61 in WHERE: Hpr = PORTION OF SHELL WITHIN 16*t EITHER SIDE OF THE ATTACHMENT = 16 * t = 16 * 0.1250 = 2.0000 in Y = Hpr + E = 2.0000 + 1.2500 = 3.2500 in
PROJECT/JOB NO:2001 DATE: 08/21/01 ITEM NUMBER:Demo US #1 PAGE: 38 API-650 BASE RING/ANCHOR BOLT DESIGN CALCULATION VERSION NUMBER W-1.2.1 ************************************************ MOMENT OF INERTIA AMI = / 3.0 = / 3.0 AMI = 4.64 in**4 SECTION MODULUS Z = AMI / DIMNEU = 4.64 / 2.61 Z = 1.78 in**3 TOTAL LOAD ON TANK ACROSS SPAN Wl = TENFRC / K = 65794. / 20 Wl = 3290. lbs ARC SPAN BETWEEN ANCHOR BOLTS Asp = PI * DIABC / NUMBLT = 3.14159 * 247.75 / 20 Asp = 38.92 in DEFLECTION DELTA MAX Wl(Asp**3) ( 3290.)( 38.92**3) Dm = -------------- = ------------------------ 384(EMOD)(AMI) 384( 29500000.)( 4.64) Dm = 0.003685 in
PROJECT/JOB NO:2001 DATE: 08/21/01 ITEM NUMBER:Demo US #1 PAGE: 39 API-650 BASE CHAIR DESIGN SUMMARY VERSION NUMBER W-1.2.1 ********************************* INPUT VALUES ------------ ANCHOR CHAIR TYPE = 2 ANCHOR BOLT CHAIR WITH GUSSETS AND CHAIR CAPS. CHAIR HEIGHT (Gu) = 0.0000 in GUSSET SPACING (H) = 0.0000 in GUSSET THICKNESS (J) = 0.0000 in TOP PLATE THICKNESS (Q) = 0.0000 in TOP PLATE WIDTH (P) = 0.0000 in TOP PLATE LENGTH (X) = 0.0000 in BASE RING MATERIAL (SUPMAT) = A-516-70* ALLOWABLE STRESS (Str) = 25333. psi DESIGN STRESS (STS) = 25300. psi SHELL RADIUS CORRODED (R) = 120.0000 in BOLT MATERIAL (BLTMAT) = A-307 ALLOWABLE BOLT STRESS (Sb) = 20000. psi CORROSION ALLOWANCE OF ANCHOR BOLT (BOLTCA) = 0.2500 in MINIMUM NUMBER OF ANCHOR BOLTS (K) = 8 MINIMUM DIAMETER OF ANCHOR BOLTS (M) = 1.2500 in BOLT CIRCLE DIAMETER (C) = 0.0000 in BASE WIDTH (A) = 0.0000 in BASE RING THICKNESS (E) = 0.0000 in CALCULATED / ACTUAL VALUES -------------------------- CHAIR HEIGHT (Gu) = 12.0000 in GUSSET SPACING (H) = 5.0000 in GUSSET THICKNESS (J) = 0.5000 in TOP PLATE THICKNESS (F) = 1.0000 in TOP PLATE LENGTH (P) = 5.3750 in TOP PLATE WIDTH (X) = 7.2500 in NUMBER OF ANCHOR BOLTS (K) = 20 DIAMETER OF UNCORRODED BOLT (M) = 1.2500 in BOLT ROOT DIAMETER (Rt) = 1.0750 in BOLT ROOT AREA (Ra) = 0.89 in**2 BOLT CIRCLE DIAMETER (C) = 247.7500 in BASE WIDTH (A) = 24.0000 in BASE RING THICKNESS (E) = 1.2500 in
PROJECT/JOB NO:2001 DATE: 08/21/01 ITEM NUMBER:Demo US #1 PAGE: 40 API-650 BASE CHAIR DESIGN CALCULATION VERSION NUMBER W-1.2.1 ************************************* TOP PLATE WIDTH X = H + 2(J) + 1.25 = 5.0000 + 2( 0.5000) + 1.25 = 7.2500 in DISTANCE FROM OUTSIDE OF TOP PLATE TO EDGE OF BOLT HOLE IS CAPHOL = BLTDIA/2 + 0.25 = 1.250/2 + 0.25 = 0.8750 in FORCE ON ANCHOR BOLT ALLOWABLE BENDING STRESS S = (2/3) * YLDSTR = (2/3) * 38000. = 25333. psi AXIAL FORCE IN GUSSET p1 = 1.5 * (TENFRC/K) = 1.5 * 65794. / 20 = 4935. lbs ANCHOR BOLT FORCE p2 = Ra * BLTSTR = 0.890 * 20000. = 17800. lbs FORCE ON ANCHOR BOLT IS THE SMALLER OF p1 OR p2 p = 4935. lbs CALCULATED TOP PLATE THICKNESS C = SQRT ---------- (S*CAPHOL) C = SQRT ------------------ (25333.)*( 0.8750) C = 0.5968 in TOP PLATE THICKNESS IS THE LARGER OF: CALCULATED TOP PLATE THICKNESS = 0.5968 in MINIMUM VALUE = 1.0000 in USER SPECIFIED VALUE = 0.0000 in TOP PLATE THICKNESS (F) = 1.0000 in TOP PLATE THICKNESS HAS BEEN ROUNDED UP. GUSSET SPACING GUSSET SPACING IS THE LARGER OF THE FOLLOWING: USER SPECIFIED VALUE = 0.0000 in MINIMUM DESIGN VALUE = 5.0000 in GUSSET SPACING (H) = 5.0000 in
PROJECT/JOB NO:2001 DATE: 08/21/01 ITEM NUMBER:Demo US #1 PAGE: 41 API-650 BASE CHAIR DESIGN CALCULATION VERSION NUMBER W-1.2.1 ************************************* GUSSET THICKNESS CALCULATION TERM USED IN GUSSET THICKNESS (J2) FORMULA k = = k = 4.1250 J1 = .04(G - F) = .04(12.0000 - 1.0000) J1 = 0.4400 in p * J2 = --------- -------------- (72000*k) p 4935. * J2 = ---------- ------------------------------ 72000.* 4.1250 4935. J2 = 0.0710 in GUSSET THICKNESS IS THE LARGER OF THE FOLLOWING: USER SPECIFIED THICKNESS 0.0000 in MINIMUM THICKNESS 0.5000 in CALCULATED THICKNESS (Jl) 0.4400 in CALCULATED THICKNESS (J2) 0.0710 in ACTUAL GUSSET THICKNESS (J) 0.5000 in GUSSET THICKNESS HAS BEEN ROUNDED UP. TOP PLATE WIDTH CALCULATED TOP PLATE WIDTH TPLDGN = BLTDIA + 0.25 + (C - DIA) / 2 = 1.250 + 0.25 + ( 247.75 - 240.00)/2 = 5.3750 in TOP PLATE WIDTH IS THE LARGER OF THE FOLLOWING: CALCULATED = 5.3750 in USER SPECIFIED PLATE = 0.0000 in TOP PLATE WIDTH (P) = 5.3750 in TOP PLATE LENGTH CALCULATED TOP PLATE WIDTH TPLWDGN = GUSRIB + (2* VRPLTH) + 1.25 = 5.0000 + (2* 0.5000) + 1.25 = 7.2500 in
PROJECT/JOB NO:2001 DATE: 08/21/01 ITEM NUMBER:Demo US #1 PAGE: 42 API-650 BASE CHAIR DESIGN CALCULATION VERSION NUMBER W-1.2.1 ************************************* TOP PLATE LENGTH IS THE LARGER OF THE FOLLOWING: CALCULATED = 7.2500 in USER VALUE = 0.0000 in TOP PLATE LENGTH (X) = 7.2500 in TOP PLATE THICKNESS HAS BEEN ROUNDED TANK STRESSES REDUCTION FACTOR USED IN CALCULATING MAXIMUM STRESS THAT OCCURS IN VERTICAL DIRECTION 1 F = ------------------- (FCT1)(FCT2) + 1.0 0.177*(P)*(E) FCT1 = ------------- SQRT(R*t) 0.177*( 5.3750)*( 1.2500) FCT1 = ------------------------- = 0.3071 SQRT[(120.0000)*(0.1250)] FCT2 = (E/t)**2 = ( 1.2500/0.1250)**2 = 100.0000 1 F = --------------------------- = 0.0315 in ( 0.3071)*(100.0000) + 1.0 BOLT ECCENTRICITY Ec = (C - DIAOD)/2 = (247.7500 - 240.2500)/2 Ec = 3.7500 in MAXIMUM STRESS THAT OCCURS IN THE VERTICAL DIRECTION SR = [(p)(Ec)/t**2] * 1.32(F) .031 + [4(P)(G**2)]**.33 SQRT[(R)(t)]
PROJECT/JOB NO:2001 DATE: 08/21/01 ITEM NUMBER:Demo US #1 PAGE: 43 API-650 BASE CHAIR DESIGN CALCULATION VERSION NUMBER W-1.2.1 ************************************* SR = [( 4935.)( 3.7500)/(0.1250)**2] * 1.32( 0.03) ( --------------------------------------------------- + ----------------------------------- + [4( 5.38)(12.0000)**2)]**.33 .031 --------------------------- ) SQRT[(120.0000)(0.1250)] SR = 10037.3 psi CIRCUMFERENTIAL STRESS SP = (PT)(R)/(t) = ( 15.9)( 120.00)/(0.1250) SP = 15302.9 psi LONGITUDINAL STRESS DUE TO TOTAL UPLIFT TENFRC 65794.2 SL = ------------ = ------------------------ (PI)(D)(t) (3.142)( 240.00)(0.1250) SL = 698.1 psi COMBINED CALCULATED STRESS: ST = SR + .5*SP + SL = 10037.3 + 0.5 *15302.9 + 698.1 ST = 18386.9 psi ALLOWABLE STRESS FOR COMBINED PRIMARY MEMBRANE WITH LOCAL BENDING IS THE SMALLER OF THE FOLLOWING: SA = 1.33(STS) = 1.33(25300.0) = 33649.0 psi SB = 60% OF YIELD .60( 38000.) = 22800.0 psi COMBINED CALCULATED STRESS IS LESS THAN ALLOWABLE.