408020-00406-ci-wrp-0001_rev 0.pdf

7/21/2019 408020-00406-CI-WRP-0001_Rev 0.pdf

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Micro-Project Work Release Package (WRP)

(for scopes of work < 1,000 workshare hours)

Document No: 408020-00406-CI-WRP-0001 Rev No: 0 Date: 3/27/2015

Prepared By: Ben Wardell

Approved By: Nathan Schafer

Project Name: SWRC Central Amine Facility (Detail)

Project Number: 408020-00406

Home Office: WorleyParsons Billings, MT USA

Support Office: WorleyParsons Mumbai, India (Chennai)

IEWO No: 239668

Charge Code: Charge time to the SWRC project account code 408020-00406

• WBS 0000-24200OT is approved for this project

Scope of Work: Originate and check drilled pier supported, reinforced concrete foundation calculations forthe following pieces of equipment (per preliminary design drawings, designbasis/criteria/codes and equipment info attached):

1. Storage Sphere (mk # 39PV-100)2. Surge Tank (mk # 39TK-101)3. Carbon Filters (mk # 39PV-103 A/B)

Man-hour 65 hours, (principal civil engineer)

7/21/2019 408020-00406-CI-WRP-0001_Rev 0.pdf


H o m e O f f i c e

Responsibilities

of

Home Office:

• Design and overall responsible charge of project civil engineering.

Inputs

fromHome Office:

• Provide preliminary foundation drawings, project General Civil Notes andequipment vendor drawing(s) – these constitute the basis for foundationcalculations. MathCad calc for vertical capacity of drilled piers included – SOmay use at their preference. If SO requires any additional information, they areto contact Ben Wardell or Ross Schwend.

Example

Deliverables/Go-bys:

S u p p o r t O f f i c e

Responsibilities

ofSupport Office:

• Confirm schedule is achievable.

• Confirm that man-hour estimate is in line with work scope or advise otherwise.

• Originate and check foundation calculations – redline preliminary foundationdrawings and schedules for engineering content, i.e. primarily reinforcingcontent.

DeliverablesfromSupport Office:

• Checked calculations as described above in pdf format. (Lateral analysis ofdrilled piers is not expected to be necessary for these foundations.)

• Red-lined drawings / schedules as described above in pdf format. • Native software files, i.e. Excel, MathCad, RISA, STAAD, etc.

Issuance and Approval o f

Deliverables:

• HO will overview deliverables and be responsible for final drawing checks anddeliverables to client.

Coordination &C i ti

• Primary method of communication will be by email.

7/21/2019 408020-00406-CI-WRP-0001_Rev 0.pdf


Project

Assign ment

Au thor izat ionForm (PAAF)

Required?:

• No PAAF required.

•

RiskManagement:

Not applicable as there is no substantial risk in performing the work in this worksharearrangement

Engineering &

Design System

Appl ications:

SO preference acceptable as approved for use by WorleyParsons

Specifications &

Standards:Basis provided by HO in the project General Civil Notes (includes US code references,materials specifications, geotechnical design criteria, etc.)

Document & DataManagement:

Will be completed by the home office.

CloseoutRequirements:

Will be completed by the home office.

7/21/2019 408020-00406-CI-WRP-0001_Rev 0.pdf


C : \ A u t o C A D V a u l t \ S i n c l a i r R a w l i n s \ ! C l i e n t I n f o \ S D 0 0 0 0 S W R C S t a n d a r d s \ B_

C i v i l \ S D 0 0 0 0 - F B - 0 0 0 4 - 1 . d w g ,

1 0 / 2 2 / 2 0 1 3 9 : 3 8 : 1 5 A M

7/21/2019 408020-00406-CI-WRP-0001_Rev 0.pdf


7/21/2019 408020-00406-CI-WRP-0001_Rev 0.pdf


TAGNUMBER

SWRCCompany

Number

EQUIPM

S

39PV-100 Rich Amine

T

39TK-101 Lean Am

39TK-102 Ac ti v ated

39TK-103 Ac ti v ated

P

39P-100Rich Stora

39P-101Rich Stora

39P-102 HP Settler

39P-103 HP Settler

39P-104 HPS ettler

39P-105 HPS ettler

39P-110 Lean

39P-111 Lean

V

3 9 PV -1 0 2 R ic h Am

39PV-103A Activate

39PV-103B Ac ti v ate

3 9P V- 10 4A L ea n

3 9P V- 10 4B L ea n

39PV-105A Lean Am

39PV-105B Lean Am

7/21/2019 408020-00406-CI-WRP-0001_Rev 0.pdf


7/21/2019 408020-00406-CI-WRP-0001_Rev 0.pdf


No comment BDW

1/20/2015

REVIEW STAMP

PROJECT NO. _________________

1. REVIEWED & ACCEPTED.MANUFACTURE MAY PROCEED

2. REVIEWED & ACCEPTED AS MARKED.REVISE & RE-SUBMIT.MANUFACTURE MAY PROCEED

3. REVISE AS MARKED & RE-SUBMIT.MANUFACTURE SHALL NOT PROCEED

4. REVIEW NOT REQUIRED.FOR INFORMATION ONLY.MANUFACTURE MAY PROCEED

Acceptance in any of these categories in no way relievesthe Contractor/Supplier of its responsibility for the due andproper performance of the Works in accordance with theContract/Purchase Order.

Name ……………………………………………………….

Signed …………………………….. Date ………………..

408020-00406

Thane Reukauf - WP

Thane Reukauf 2/5/15

7/21/2019 408020-00406-CI-WRP-0001_Rev 0.pdf


No comment BDW

1/20/2015

REVIEW STAMP

PROJECT NO. _________________




4. REVIEW NOT REQUIRED.

FOR INFORMATION ONLY.MANUFACTURE MAY PROCEED


Name ……………………………………………………….

Signed …………………………….. Date ………………..

408020-00406

Thane Reukauf - WP


7/21/2019 408020-00406-CI-WRP-0001_Rev 0.pdf


BASE SHEAR

3. FOUNDATION LOADS DO NOT INCLUDE WEIGHT OF LINING OR CUSTOMER EQUIP.

FOUNDATION:

5. THE FOLLOWING OVERTURNING MOMENTS SHOULD BE USED FOR CHECKING OVERALL

FOUNDATION STABILITY AND SOIL BEARING PRESSURES.

4. THE MAXIMUM COMBINATION OF FOUNDATION LOADS SHOULD BE USED FOR DESIGN OF

6. DESIGN DATA FOR FOUNDATION LOADS :

FOR API 650, PAR F.7 TANKS FOUNDATION SHALL

BE DESIGNED FOR LOAD COMBINATION GIVEN PARAGRAPH F.7.5.

FOUNDATION LOADS

CL

MAX. PRESSURE DISTRIBUTION FROM HYDRODYNAMIC

SEISMIC LOADS ACTING ON TANK BOTTOM

N/A = NOT APPLICABLE

ft-kips

ft-kips

ft-kips

AND FOR DESIGN OF PIPE VAULTS, IF ANY, BENEATH THE TANK SHELL.

FOUNDATION , TANK ANCHORAGE, CHECKING BEARING STRESSES ON THE FOUNDATION

1. MAX UPLIFT PER BOLT :

ANCHOR BOLT LOADS PER API 650 APP F PARAGRAPH F.7.4

ANCHOR BOLTS:

mph

ps f

psi

NORMAL OPERATION =

NORMAL OPERATION WITH WIND =

NORMAL OPERATION WITH SEISMIC =

TEST =

1.5 X FAILURE PRESSURE =

kips

kips

kips

kips

kips

11.5

14.1

14.9

45.1

NOMINAL METAL LOAD =

CORRODED METAL LOAD =

ROOF LIVE LOAD =

DESIGN PRESSURE =

TEST PRESSURE =

EXTERNAL DESIGN PRESSURE (VACUUM) =

DESIGN PRESSURE =

TEST PRESSURE =

2973

3716

2179

2096

lbs/ft

lbs/ft

lbs/ft

lbs/ft

lbs/ft

lbs/ft

ps f

ps f

ps f

ps f

ps f

WIND =

SEISMIC =

kips

kips

16 -6

INTERNAL DESIGN PRESSURE =

INTERNAL TEST PRESSURE =

EXTERNAL DESIGN PRESSURE (VACUUM) =

FAILURE PRESSURE =

PRODUCT DESIGN SP. GR. =

WIND =

SEISMIC DATA =

ROOF LIVE LOAD =

2.5

3.13

3.5

5.95

1.04

120

ROOF SNOW LOAD = ps f

2. WORK THIS WITH DRAWING F2.

R =

ROOF SNOW LOAD =

lbs/ft

ps f

ps f

3.7

3.7

SHELL INSULATION =

ROOF INSULATION =

SHELL INSULATION =

ROOF INSULATION =

lbs/ft

lbs/ft

PRODUCT STATIC PRESSURE =

TEST WATER STATIC PRESSURE =

BOTTOM PLATE STATIC PRESSURE =

NOTES:

TANK BOTTOM SLOPE =

SEISMIC LOAD = 2367

WIND LOAD (OVERTURNING) =

WIND LOAD (UPLIFT) =

lbs/ft

lbs/ft

lbs/ft

lbs/ft

lbs/ft

SEISMIC SLAB MOMENT =

SEISMIC RINGWALL FOUNDATION MOMENT =

WIND RINGWALL FOUNDATION MOMENT =

2707

2029

198

MEASURED FROM THE AVERAGE ELEVATION.

THE CIRCUMFERENCE AND WITHIN ‚ INCH IN THE TOTAL CIRCUMFERENCE

1. THE TOP OF RINGWALL SHALL BE LEVEL WITHIN „ INCH IN ANY 30'-0 OF

NOMINAL METAL LOAD FOR PRESSURE OR WIND UPLIFT CASE =

CORRODED METAL LOAD FOR PRESSURE OR WIND UPLIFT CASE =

1. THE FOUNDATION LOADS SHOWN ARE ALLOW ABLE STRESS LEVEL LOADS (UNFACTORED).

2. FOR USE IN STRENGTH/ULTIMATE LIMIT LOAD COMBINATIONS, MULTIPLY THE GIVEN

SEISMIC LOADS BY A FACTOR OF 1.4.

(TYPE - RINGWALL)

Mapped ASCE 7 Method, Ss : 0.28, S1: 0.08, Av: 0.1383, SDC: B

25

5.2

192 ps f

23 1

61 1

38 2

20 6

15 0

1 5

36 0

45 0

1 1

14 3

25

20 6

12 7

3 5

CROWN UP TO CENTER AT 1

psi

psi

in-H2O

15 1

N/ A

N/ A

CRW

HOUSTON FAIRBANKS/M.K. BAUMAN

F1

96851-000-SP-01-00F101

FOUNDATION LOAD

TANK #39-TK-101

(1) 33'-0 I .D. x 34' -7 HIGH

WORLEY PARSONS/SINCLAIR REFININ

SINCLAIR, WYOMING

C

R

RAJ

15JAN15

IFC

S

S

U

E

D

O

R

O

N

S

T

R

U

T

O

N

R

5

N

5

INDICATES CHANGE FROM PREVIOUS ISSUE

Y

C

H

K

D

D

T

E

Y

C

H

K

D

D

T

E

Y

C

H

K

D

D

T

E

R

E

V

S

O

N

S

R

E

R

K

S

Y

CHKD DATE

ENGINEERING ASSIGNED

CB&I AND DEEMED TO BE COMMERCIALLY SENSITIVE. IT IS TO BE USED ONLY IN CONNECTION WITH WORK PERFORMED BY CB&

SAFEGUARDED AGAINST BOTH DELIBERATE AND INADVERTENT DISCLOSURE TO ANY THIRD PARTY.

THIS DOCUMENT IS THE PROPERTY OF CHICAGO BRIDGE & IRON COMPANY ( CB&I ). IT MAY CONTAIN INFORMATION DESCRIBING

OR IN PART FOR ANY PURPOSE OTHER THAN WORK PERFORMED BY CB&I IS FORBIDDEN EXCEPT BY EXPRESS WRITTEN PERMIS

C

DWG NO

DOC NO.

(ASCE 7-10)

Why? Stringent Conc Tolerance:Provide grout allowance to setbase pl elev +/- 1/16"

REVIEW STAMP

PROJECT NO. _________________




4. REVIEW NOT REQUIRED.FOR INFORMATION ONLY.MANUFACTURE MAY PROCEED


Name ……………………………………………………….

Signed …………………………….. Date ………………..

408020-00406

Thane Reukauf - WP


7/21/2019 408020-00406-CI-WRP-0001_Rev 0.pdf


ANCHOR BOLT TOLERANCES:

C

H

O

R

D

T

(23 AROUND)

ANCHOR BOLT LOCATION

FIELD NOTES:

1. CHORDS ARE FOR CHECKING PURPOSE ONLY.

2. WORK THIS WITH DWG F1.

#1

#2

#3

#4

#5

#6

#7

#8

#9

#10

#11

#12

CL BOLT TO CL BOLT CHORD

#1 TO #2 OR #23

#1 TO #3 OR #22

#1 TO #4 OR #21

#1 TO #5 OR #20

#1 TO #6 OR #19

#1 TO #7 OR #18

#1 TO #8 OR #17

#1 TO #9 OR #16

#1 TO #10 OR #15

#1 TO #11 OR #14

#1 TO #12 OR #13

1. ANCHOR BOLT PROJECTION ABOVE THE CONCRETE SHALL BE WITHIN • OF THE SPECIFIED HEIGHT.

2. LOCATION OF THE ANCHOR BOLTS SHALL BE WITHIN ‚ FROM THEIR THEORETICAL POSITION.

3. ANCHOR BOLTS SHALL BE PLUMB WITHIN „ IN 12 .

H

=

‚

D

O

T

C

R

C

1• DIA ANCHOR BOLTS

4 -6

9'-0Ž

13'-4†

17 -5•

21 -2•

24 -6

27 -5‹

29 ' -10ˆ

31 -7

32'-10Ž

33'-6Š

0°

90°

180°

270°

6

9

CRW

HOUSTON FAIRBANKS/M.K. BAUMAN

F2

96851-000-SP-01-00F201

ANCHOR BOLT SETTING

TANK #39-TK-101

(1) 33'-0 I .D. x 34'-7 HIGH

WORLEY PARSONS/SINCLAIR REFININ

SINCLAIR, WYOMING

C

R

IP

S

S

U

E

D

R

E

L

N

R

Y

ANCHOR BOLT SETTING PLAN

INSIDE OF SHELL

ANCHOR BOLT CHAIR

CONCRETE BY OTHERS

MIN.

MIN.

BUILD SAND CUSHION T

TOP OF GROUT AT LEA

INSTALLED BY OTHERS

FURNISHED BY

2

2

2

6

SAND BY

GROUT BY

OTHERS

OTHERS

OTHERS

1•

4

6

ABOVE TOP OF RINGWA

16'-9†

16 -6

‚

(23 AROUND)

DIA ANCHOR BOLTS

A36 HOT DIP GALVANIZED

ANCHOR BOLTS PER ASCE 7-10 SECTION 15.7.5.

MUST BE DESIGNED TO DEVELOP THE TENSILE CAPACITY OF THE

ANCHOR BOLT EMBEDMENT LENGTH OR ANCHOR BOLT REINFORCEM

SECTION THRU FOUNDATION

TANK BOTTOM

TOP OF

DED

1/15/15

D

D

/

5

5

RAD. =

RAD. =

R

R

Y

NORTH

INDICATES CHANGE FROM PREVIOUS ISSUE

Y

C

H

K

D

D

T

E

Y

C

H

K

D

D

T

E

Y

C

H

K

D

D

T

E

R

E

V

S

O

N

S

R

E

R

K

S

Y

CHKD DATE

ENGINEERING ASSIGNED

CB&I AND DEEMED TO BE COMMERCIALLY SENSITIVE. IT IS TO BE USED ONLY IN CONNECTION WITH WORK PERFORMED BY CB&I.

SAFEGUARDED AGAINST BOTH DELIBERATE AND INADVERTENT DISCLOSURE TO ANY THIRD PARTY.

THIS DOCUMENT IS THE PROPERTY OF CHICAGO BRIDGE & IRON COMPANY ( CB&I ). IT MAY CONTAIN INFORMATION DESCRIBING

OR IN PART FOR ANY PURPOSE OTHER THAN WORK PERFORMED BY CB&I IS FORBIDDEN EXCE PT BY EXPRESS WRITTEN PERMI

C

DWG NO

DOC NO.

?

REVIEWSTAMP

PROJECTNO. _________________

1. REVIEWED&ACCEPTED.MANUFACTUREMAY PROCEED

2. REVIEWED&ACCEPTEDASMARKED.REVISE& RE-SUBMIT.MANUFACTUREMAY PROCEED

3. REVISEASMARKED& RE-SUBMIT.MANUFACTURESHALL NOTPROCEED

4. REVIEW NOTREQUIRED.FORINFORMATION ONLY.MANUFACTUREMAY PROCEED

Acceptancein anyof these categories in noway relievesthe Contractor/Supplier of its responsibilityfor thedue andproperperformance ofthe Works in accordance with theContract/PurchaseOrder.

Name……………………………………………………….

Signed……………………………..Date ………………..

408020-00406

Thane Reukauf - WP

T ha ne R eu ka uf 2 /5 /1 5

7/21/2019 408020-00406-CI-WRP-0001_Rev 0.pdf


103A (North Vessel)

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408020-00406-ci-wrp-0001_rev 0.pdf

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