tri tank sample calculation output

TRI TANK sample calculation output

TRI TANK sample calculation output

TRI*TANK650 designs or re-rates cylindrical tanks with sloped or flat-bottoms in accordance with API 650 Standard, "Welded Steel Tanks for Oil Storage", 8th. 9th. or 10th. Editions. Wind and seismic loads can be applied in the re-rating or design modes, and the allowable criteria of several different wind and seismic standards can be applied.This is a sample output HTML file generated by TRI*TANK650

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


*********************************

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


ITEM NUMBER:Demo US #1 PAGE: 3

API-650 SHELL DESIGN SUMMARY


****************************

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



API-650 SHELL DESIGN SUMMARY


****************************

* - NOTES AN API-650 SPECIFIED VALUE THAT HAS BEEN CHANGED.



API-650 SHELL DESIGN CALCULATION


********************************

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


-------------------------------------------------


(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





********************************










-------------------------------------------------


(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










-------------------------------------------------





********************************


(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











API-650 ROOF DESIGN SUMMARY


***************************

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.




API-650 ROOF CALCULATION


************************

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



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



API-650 COMPRESSION RING DESIGN SUMMARY


***************************************

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 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 THICKNESS LESS CORROSION ALLOWANCE(Rt) = 0.1250 in




API-650 COMPRESSION RING DESIGN CALCULATION


*******************************************

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



API-650 COMPRESSION RING DESIGN CALCULATION


*******************************************

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 THICKNESS LESS CORROSION ALLOWANCE(Rt) = 0.1250 in




API-650 BOTTOM DESIGN


*********************

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



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


API-650 MINIMUM THICKNESS = 0.2500 in

***** NOTE *****

IT IS ASSUMED THAT THE TANK BOTTOM IS FULLY SUPPORTED BY A FOUNDATION.


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.



API-650 NOZZLE(S) SUMMARY


*************************

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


3 N 0.0000 0.00


4 N 0.0000 0.00




API-650 NOZZLE DESIGN


*********************

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



API-650 NOZZLE DESIGN


*********************

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



API-650 TOTAL WEIGHTS AT ELEVATION


**********************************

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.



API-650 WEIGHT REPORT


*********************

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



API-650 WIND LOAD SUMMARY


*************************

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.





*************************

SUMMARY OF MOMENT CALCULATIONS FOR ROOF


ZONE OF ZONE ARM (10**3) FORCE



----- -------- ----------- ---------- ---------- ---------- ----------

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


ZONE OF ZONE ARM FORCE



----- -------- ----------- ---------- ---------- ---------- ----------

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





*************************

SUMMARY OF MOMENT CALCULATIONS FOR LADDER # 2


ZONE OF ZONE ARM FORCE



----- -------- ----------- ---------- ---------- ---------- ----------

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.



API-650 WIND LOAD CALCULATION


*****************************

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






P( 2) = Cf*Qz*G = .69*( 33.178)*( 0.85) = 19.51 psf


F( 2) = P( 2)*Az( 2) = ( 19.51)*( 101.04) = 1971. lbs


M( 2) = F( 2)*L( 2) = 1971.*( 16.50) = 32520. ft-lbs






*****************************





P( 3) = Cf*Qz*G = .69*( 34.652)*( 0.85) = 20.37 psf


F( 3) = P( 3)*Az( 3) = ( 20.37)*( 101.04) = 2058. lbs


M( 3) = F( 3)*L( 3) = 2058.*( 21.50) = 44257. ft-lbs






P( 4) = Cf*Qz*G = .69*( 36.127)*( 0.85) = 21.24 psf


F( 4) = P( 4)*Az( 4) = ( 21.24)*( 101.04) = 2146. lbs


M( 4) = F( 4)*L( 4) = 2146.*( 26.50) = 56871. ft-lbs






P( 5) = Cf*Qz*G = .69*( 38.339)*( 0.85) = 22.54 psf


F( 5) = P( 5)*Az( 5) = ( 22.54)*( 20.21) = 455. lbs


M( 5) = F( 5)*L( 5) = 455.*( 29.50) = 13437. ft-lbs

FOLLOWING IS THE CALCULATION FOR TANK ROOF MOMENT

-------------------------------------------------





*****************************


CONST = 0.000256(I)[V]**2 = 0.000256(1.000)[ 120.00]**2 = 36.864

CALCULATION OF MOMENT ACTING ON ROOF AT ZONE 5





P( 5) = Cf*Qz*G = 0.692*( 38.34)*( 0.850) = 22.5 psf


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


CONST = 0.000256(I)[V]**2 = 0.000256(1.000)[ 120.00]**2 = 36.864





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


F( 3) = P( 3)*Az( 3) = 40.75*( 1.50) = 61.12 lbs





*****************************

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


CONST = 0.000256(I)[V]**2 = 0.000256(1.000)[ 120.00]**2 = 36.864





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


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





*****************************

CALCULATION OF MOMENT ON LADDER AT ZONE 1

-------------------------------------------


CONST = 0.000256(I)[V]**2 = 0.000256(1.000)[ 120.00]**2 = 36.864





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


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


-------------------------------------------


CONST = 0.000256(I)[V]**2 = 0.000256(1.000)[ 120.00]**2 = 36.864





P( 2) = Cx*Qz*G = 1.38*( 33.18)*( 0.85) = 39.01 psf


Az( 2) = Wid*Ht*0.1250

= 1.50* 5.00*0.1250

Az( 2) = 0.94 ft**2


F( 2) = P( 2)*Az( 2) = 39.01*( 0.94) = 37. lbs





*****************************


M( 2) = F( 2)*L( 2) = ( 36.57)*( 16.50)

M( 2) = 603. ft-lbs


-------------------------------------------


CONST = 0.000256(I)[V]**2 = 0.000256(1.000)[ 120.00]**2 = 36.864





P( 3) = Cx*Qz*G = 1.38*( 34.65)*( 0.85) = 40.75 psf


Az( 3) = Wid*Ht*0.1250

= 1.50* 1.00*0.1250

Az( 3) = 0.19 ft**2


F( 3) = P( 3)*Az( 3) = 40.75*( 0.19) = 8. lbs


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


-------------------------------------------


CONST = 0.000256(I)[V]**2 = 0.000256(1.000)[ 120.00]**2 = 36.864







*****************************



P( 3) = Cx*Qz*G = 1.38*( 34.65)*( 0.85) = 40.75 psf


Az( 3) = Wid*Ht*0.1250

= 1.50* 4.00*0.1250

Az( 3) = 0.75 ft**2


F( 3) = P( 3)*Az( 3) = 40.75*( 0.75) = 31. lbs


M( 3) = F( 3)*L( 3) = ( 30.56)*( 23.00)

M( 3) = 703. ft-lbs


-------------------------------------------


CONST = 0.000256(I)[V]**2 = 0.000256(1.000)[ 120.00]**2 = 36.864





P( 4) = Cx*Qz*G = 1.38*( 36.13)*( 0.85) = 42.48 psf


Az( 4) = Wid*Ht*0.1250

= 1.50* 5.00*0.1250

Az( 4) = 0.94 ft**2


F( 4) = P( 4)*Az( 4) = 42.48*( 0.94) = 40. lbs


M( 4) = F( 4)*L( 4) = ( 39.82)*( 26.50)

M( 4) = 1055. ft-lbs


-------------------------------------------





*****************************


CONST = 0.000256(I)[V]**2 = 0.000256(1.000)[ 120.00]**2 = 36.864





P( 5) = Cx*Qz*G = 1.38*( 38.34)*( 0.85) = 45.08 psf


Az( 5) = Wid*Ht*0.1250

= 1.50* 3.00*0.1250

Az( 5) = 0.56 ft**2


F( 5) = P( 5)*Az( 5) = 45.08*( 0.56) = 25. lbs


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.



API-650 APPENDIX E SEISMIC SUMMARY


**********************************

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


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



API-650 APPENDIX E SEISMIC CALCULATION


***************************************

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



API-650 APPENDIX E SEISMIC CALCULATION


***************************************

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.



API-650 BASE RING/ANCHOR BOLT DESIGN SUMMARY


********************************************

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



API-650 BASE RING/ANCHOR BOLT DESIGN SUMMARY


********************************************

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.



API-650 BASE RING/ANCHOR BOLT DESIGN CALCULATION


************************************************

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





************************************************

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





************************************************

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


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





************************************************

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



API-650 BASE CHAIR DESIGN SUMMARY


*********************************

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




CALCULATED / ACTUAL VALUES

--------------------------

CHAIR HEIGHT (Gu) = 12.0000 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






API-650 BASE CHAIR DESIGN CALCULATION


*************************************

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 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





*************************************

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)]





*************************************

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.

tri tank sample calculation output

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