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HRSG TRAINING

DKME

.1

Roger Detzel

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.2

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MODULAR CONSTRUCTION CAN BE USED IN EITHER

MULTIPLE SINGLE WIDE UNITS OR MULTIPLE

ARRANGEMENT USING SINGLE FLOW PATH WITH MULTIPLE MODULES

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ARRANGEMENT USING MULTIPLE FLOW PATHS

SINGLE MODULE WIDE

.4

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B&W DESIGN FEATURES &CONSIDERATIONS

B&W HRSGs TAKE INTO ACCOUNT THE FOLLOWING FEATURES:

.

2. COLD CASING3. COLD EXTERNAL SUPPORT FRAMES AND STEEL

4. SMALL METALLIC EXPANSION JOINT BETWEEN MODULES

.

6. RIGGING HOLES ARE PROVIDED IN THE MODULE SHIPPING/LIFTING FRAME

7. MODULE SHIPPING/LIFTING FRAMES ARE USED TO ROTATE MODULE INTO

VERTICAL ORIENTATION8. MODULE SHIPPING/LIFTING FRAMES HAVE BOTH PERMANENT MEMBERS & TEMPORARY MEMBERS

(TYPICALLY PAINTED YELLOW)

9. THE PRESSURE PART MODULE IS DESIGNED TO BE STRUCTURALLY INDEPENDENT UNTIL THE

EXTERNAL SUPPORT FRAME MEMBERS ARE INSTALLED.

10. THE PRESSURE PART MODULE IS NOT DESIGNED TO BE A FREE STANDING STRUCTURE THAT CAN

.FINAL SUPPORT FRAME IS INSTALLED.

11. THE MODULE, WHEN IN ITS FINAL POSITION WITHIN THE HRSG CASING, WILL EXPERIENCE FRONT

TO REAR DIFFERENTIAL TEMPERATURES WITHIN THE MODULE STRUCTURE THAT IS LEFT IN PLACE.

12. SEISMIC/WIND LOADS ARE ACCOMMODATED BY THE EXTERNAL FRAMES AND CASING - NOT BY

.5

MODULE STEEL.

13. SUPPORTS AT BOTTOM ARE REFERRED TO AS A BASE FRAME.

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14. EACH MODULE INCLUDES SEVERAL LEVELS OF VIBRATION TIES.

B&W DESIGN FEATURES & CONSIDERATIONS

15. PRESSURE PART SEISMIC LOADS ARE ACCOMMODATED BY

INTER-CONNECTING PIPES BETWEEN MODULES, BUMPERS TO TOP

CASING, RISER TUBES -OR- SATURATED CONNECTING TUBES ROUTED

INTO DRUM, TOP SUPPORTS, OR BY SUPPORTS AT THE BOTTOM OF

THE MODULE.

16. TUBE VIBRATIONS CHECKED USING METHODS DEVELOPED BY

STRUTHERS THERMOFLOOD TECHNOLOGY. VIBRATION TIE LOCATIONS

ARE BASED ON THIS ANALYSIS.

17. SH MODULES:

a. ARE TOP SUPPORTED

b. THERE IS NO PERMANENT BASE FRAME

c. A TEMPORARY LIFTING/SHIPPING FRAME IS PROVIDED

d. A TEMPORARY BOTTOM SUPPORT FRAME IS USEDe. SH MODULES ARE MORE DIFFICULT TO INSTALL

18. THE FLEXIBILITY OF PIPING CONNECTING THE TOP SUPPORTED SH

MODULE TO THE BOTTOM SUPPORTED HIGH PRESSURE BOILER

.6

MODULE MUST BE EVALUATED.

SH MODULE

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B&W DESIGN FEATURESCONSTRUCTABILITY FEATURES1. LARGE, SELF CONTAINED MODULES

2. ALL MODULES ARE BOTTOM SUPPORTED DURING ERECTION

3. MINIMAL USE OF TEMPORARY STEEL DURING SHIPMENT AND ERECTION

.

5. NO ANCHOR BOLTS OR UPLIFT RESTRAINTS ON PRESSURE PART MODULES6. MAXIMUM PREFABRICATION OF CASING AND INLET FLUE PANELS INCLUDING INTEGRAL STRUCTURAL STEEL

MEMBERS

7. NO INSIDE WORK REQUIRED AT PANEL JOINTS

8. TOP STEEL DESIGNED TO SUPPORT AND ALIGN DRUMS DURING ERECTION

9. PROVISIONS MADE IN DOWNCOMER TO DRUM FIELD WELD JOINT FOR VERTICAL ADJUSTMENT

10. DRUM LIFTING REFER TO 1U MANUAL FOR LIFTING LUGS

HRSG COLD CASING

1. DESIGNED TO ACCOMMODATE A DESIGN PRESSURE OF +25" H20 IN COMBINATION WITH WIND LOADINGS

"

.7

. .

3. STANDARD SPACING AND SIZE OF STIFFENERS HAVE BEEN DEVELOPED.

4. PLATE GIRDER ACTION CONSIDERED TO TRANSFER FORE & AFT WIND LOADING AND/OR EARTHQUAKELOADING TO FOUNDATION.

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THE BASIC COMPONENT OF A B&W HRSG IS THE MODULE

A MODULE IS MADE UP OF FINNED HEATING SURFACE,

, , ,

AND IS SHIPPED AS AN ASSEMBLY FROM THE SHOP.

ONCE ON SITE, THE MODULES ARE UPRIGHTED AND

THE HRSG.

.8

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THE ADDITION OF INLET

FLUES, STACK, DRUMS,

CASING, AND

CONNECTING PIPING

ESSENTIALLYCOMPLETES THE

TRANSITION FROM

TUBES TO AN HRSG.

NOTE THAT DESIGNING

HRSG IS SIMILAR TO

DESIGNING SUPPORTS

FOR A BOTTOM

SUPPORTED FLUE.

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THE STANDARD MODULE ISDESIGNED TO BE SHIPPED TO THE

FIELD WITHOUT ANY CASING

ATTACHED. THIS IS DONE TO

MAXIMIZE THE AMOUNT OF HEATING

,

WHILE ELIMINATING THE NEED TODESIGN LEFT AND RIGHT HANDED

MODULES WITH CASING ATTACHED.

MAY BE INCLUDED FOR

APPLICATIONS WHERE THREE OR

MORE MODULES WIDE AREREQUIRED.

ALLOWABLE CLEARANCES AND RAIL

CAR GROSS WEIGHT LIMITS SET

THE MAXIMUM SIZE MODULE THAT

.THE RECOMMENDED SIZES AND

WEIGHTS LISTED IN TABLE 1

TYPICALLY ALLOWS RAIL SHIPPING

.10

AND CANADA.

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TABLE 1

Maximum Weight 150 Tons

Header to Header Distance 60 Feet

Depth (Shipping Height) 13 Feet 8 In

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EACH MODULE IS MADE UP OF THREE PRIMARY COMPONENTS;

1) SECTIONS OF HEATING SURFACE, 2) THE TRUSS ASSEMBLY, 3) A

SUPPORT FRAME THAT TRANSFERS THE WEIGHT OF THE

MODULE TO THE FOUNDATION.

,

COMPONENTS ARE STANDARDIZED TO THE MAXIMUM AMOUNT

PRACTICAL.

WITH THE TUBES HORIZONTAL AND THE GAS INLET SURFACE FACING

DOWN.

THIS WILL BE THE POSITION CONSIDERED

WHEN NO OTHER REFERENCES ARE MADE.

ANY TIME DESIGN WORK IS DONE ON THE MODULE ASSEMBLY OR ITS

COMPONENTS, CONSIDERATION MUST BE GIVEN TO BOTH HORIZONTAL,

.12

VERTICAL, AND INTERMEDIATE ORIENTATIONS.

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THERE ARE TWO BASIC TYPES OF MODULES

1) BOTTOM

SUPPORTED

2)TOP

SUPPORTED

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MODULES ARE DESIGNED AS A FUNCTION OF GAS TEMPERATURE

MODULE TYPE 1:

1. THE STANDARD MODULE IS A BOTTOM SUPPORTED ARRANGEMENT USED FOR

DESIGN GAS TEMPERATURES LESS THAN OR EQUAL TO 975OF.

2. THIS BOTTOM SUPPORTED MODULE HAS ALL CARBON STEEL STRUCTURAL MEMBERS.

.

FIELD.

4. INTERMEDIATE TIES WHICH PROVIDE SUPPORT FOR THE TUBES TO PREVENT

BUCKLING AND FLOW INDUCED VIBRATION ARE SUPPORTED AT FOUR CORNERS FROM.

5. THERE IS NO MECHANICAL CONNECTION BETWEEN THE FINNED TUBES AND THE

INTERMEDIATE TIES, ALLOWING THEM TO EXPAND INDEPENDENTLY OF THE TRUSS

MEMBERS.

. ,

MODULE IS DESIGNED TO CARRY THE WEIGHT OF A STEAM DRUM WHICH IS ALWAYS

BOTTOM SUPPORTED BY THE DOWNCOMER.

7. THE DOWNCOMER MUST BE SIZED TO ACCOMMODATE INTERNAL DESIGN PRESSURE

.14

.

WILL OCCUR DUE TO THE WEIGHT OF THE DRUM.

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DC COLUMN CHECK USING AISC 9TH EDITION, MODIFIED FOR ELEVATED TEMPERATURE

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.16

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DOWNCOMER

.17

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DOWNCOMER SUPPORT LUG DESIGNPROCEDURE

DOWNCOMER SUPPORT LUGS MAY BE

CHECKED USING THE PROCEDURES

OF ASME SECTION I CODE AS A GUIDE.

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SUPPORT LUG ANALYSIS

.19

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APPLIED TO THE SH SECTIONS SUPPORTS AT TOP STEEL

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MODULE TYPE 2

1. THE SECOND TYPE OF MODULE DESIGN IS A TOP SUPPORTED

ARRANGEMENT USED WHEN ENTERING GAS TEMPERATURES ARE 1800OF

OR LOWER AND THE EXITING TEMPERATURE IS 975OF OR LOWER.

.

PORTIONS OF THE STRUCTURAL TRUSS BE REMOVED AFTER THEMODULE IS UPRIGHTED.

3. THE INTERMEDIATE TIES ARE THE SAME GEOMETRY AS THE LOW

TEMPERATURE MODULE, BUT ARE MADE FROM ALLOY MATERIAL

SUITABLE FOR THE GAS TEMPERATURE.

4. THE FRONT OF THE INTERMEDIATE TIE ASSEMBLY IS SUPPORTED BY.

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MODULE TYPE 2

5. AT HIGHER GAS TEMPERATURES, A

SEPARATE SET OF RODS IS REQUIRED TO

SUPPORT EACH ELEVATION OF

.

INTERMEDIATE TIES ARE SUPPORTED

FROM THE REAR SECTION OF THE TRUSSTHAT IS LEFT IN PLACE.

.

WOULD MAKE IT IMPRACTICAL TO INCLUDE

A DOWNCOMER, THERE IS NEVER A DRUM

LOCATED OVER A TOP SUPPORTED.

LEFT IN PLACE

SUPPORT FOR

.22

VIBRATION TIE

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MODULE ASSEMBLY (SECTIONS)

THE TYPICAL HRSG MODULE CONSISTS OF SECTION TUBES WITH 3/4 INCH HIGH FINS, AN UPPER

AND LOWER HEADER, 51 FINNED TUBES, AND TROUGH ASSEMBLIES WITH SERPENTINE BARS. IF

THE SURFACE IS BOTTOM SUPPORTED, SUPPORT LUGS ARE ALSO WELDED TO THE BOTTOM OF

THE HEADER. DURING FABRICATION AND SHIPPING, THE SECTIONS ARE SUPPORTED BY THE

THE LENGTH OF THE SECTIONS. ONCE THE MODULES ARE UPRIGHTED IN THE FIELD, THE WEIGHT

OF EACH SECTION IS SUPPORTED THROUGH THE LOWER HEADER FOR BOTTOM SUPPORTED

MODULES OR FROM THE CONNECTING PIPING ON TOP SUPPORTED MODULES.

THE VIBRATION TIE/HORIZONTAL RESTRAINT LOCATIONS CAN BE DESCRIBED AS MULTIPLE

TROUGH ASSEMBLIES THAT ARE

MADE FROM STRUCTURAL TUBING

AND FLAT BARS. SERPENTINE

ROLLED OR STAMPED TO SHAPE

THAT FITS AROUND THE FINNED

SECTION TUBES.

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MODULE ASSEMBLYSHIPPING SUPPORT &

VIBRATION TIE/LATERAL RESTRAINT

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TIES NECESSARY FOR ELIMINATING FLOW INDUCED VIBRATION AND FOR STABILITY

AGAINST THE COMPRESSIVE LOADING ON BOTTOM SUPPORTED MODULES. THE

MAXIMUM SPACING BETWEEN INTERMEDIATE TIES IS 15 FEET.

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THE SECTIONS ARE FABRICATED IN THEHORIZONTAL POSITION USING AN ELEVATED

ASSEMBLY FRAME. THE ASSEMBLY FRAME

HEADER WELDS FROM THE TOP AND BOTTOM OF

THE HEADERS. TOP AND BOTTOM HEADERS ARE

SECURED THE CORRECT DISTANCE APART IN THE

IN PLACE. TUBES ARE BROUGHT INTO POSITION

AND INSERTED IN THE BOTTOM HEADER WHICH

HAS THE DRILLED THROUGH HOLE. A FIBER

OF THE UPPER HEADER AND THE TUBE IS

BROUGHT UP TIGHT AGAINST THE WASHER IN THE

COUNTER BORE. NO ADDITIONAL ALIGNMENT IS

LENGTH OR HEADER IS ACCOMMODATED IN THETHROUGH DRILLED HOLE OF THE LOWER

HEADER. THE SERPENTINE BAR IS SET IN PLACE

.27

TROUGH ASSEMBLY AND THE SECOND ROW OF

TUBES IS INSTALLED.

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.28

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.29

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.30

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.31

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MODULE

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TRUSS ASSEMBLY

PROVIDES THE STRENGTH NECESSARY FOR

SHIPPING, HANDLING, AND UPRIGHTING. THE SIDE

TRUSSES ARE CONNECTED BY WIDE FLANGE BEAMS

INTERMEDIATE TIE LOCATIONS. THE SUPPORT BASE

FRAME IS ATTACHED TO THE BOTTOM END OF THETRUSS. THE LOWER BEAMS CARRY THE DEAD LOAD

OF THE MODULE INTO THE TRUSS WHEN IT IS LIFTED

IN THE HORIZONTAL POSITION AND ACT AS THE

SUPPORT LOCATIONS FOR SHIPPING OR STORAGE.

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.34

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.35

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A LEFT AND RIGHT HAND TRUSS ASSEMBLY IS SUPPLIED FOR EACH MODULE.

EACH ASSEMBLY HAS TOP AND BOTTOM BEAMS WITH VERTICAL MEMBERS OF

10" X 4" X " STRUCTURAL TUBING ATTACHED BY PINNED CONNECTIONS TO GUSSET

PLATES.

CHANNEL DIAGONALS ARE WELDED TO THE GUSSETS TO FORM THE TRUSS. THE

DIAGONAL MEMBERS MUST BE REMOVED IN THE FIELD AFTER THE MODULE IS IN THE

UPRIGHT POSITION.

FOUR REINFORCED LIFTING POINTS ARE LOCATED ON EACH TRUSS ASSEMBLY,

THREE ON THE TOP BEAM WITH TWO AT THE TOP AND ONE NEAR THE BOTTOM, AND A

SINGLE LIFTING POINT AT THE TOP OF THE LOWER BEAM. THIS ALLOWS LIFTING THE

MODULE ASSEMBLY IN THE HORIZONTAL POSITION WITH THE RIGGING INSTALLED TO

SUPPORT IT VERTICALLY IF THE ERECTOR SO CHOOSES.

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DURING OPERATION, THE TRUSS CHORDS

OF BOTTOM SUPPORTED MODULES WILLEXPAND UPWARD. THE HOTTER MEMBER IN

THE FRONT OF THE MODULE WILL EXPAND

MORE THAN THE ONE TO THE REAR.

FLEXIBILITY IS PROVIDED THROUGH THE

USE OF PIN CONNECTIONS BETWEEN THEHORIZONTAL AND VERTICAL TRUSS

MEMBERS AND AT SUPPORTS FOR THE

VIBRATION TIES SHOWN TO RIGHT.

.37

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WITHOUT BRACING. NOTE

THAT T1 > T2. IF DIAGONAL

BRACING IS LEFT IN

THERMAL STRESSES AND

STRAINS WILL OCCUR INSIDE TRUSSES.

.38

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IN THE FIGURES TO THE RIGHT, THE TRUSSASSEMBLIES USED FOR THE TOP SUPPORTED

MODULES ARE SHOWN.

NOTE THAT ALL BUT THE TOP TRUSS CHORD

WILL BE REMOVED ONCE THE MODULE IS INTHE UPRIGHT POSITION. NOTE ALSO THAT

THE PINNED CONNECTION WHERE THE

INTERMEDIATE TIES ARE SUPPORTED FROM

THE TOP BEAM ARE RETAINED. (SEE NEXT

SLIDE.)

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NOTE THAT MOST OF THE

TRUSS MEMBERS ARE

TEMPORARY MEMBERS

THAT MUST BE REMOVED

AFTER MODULE IS INUPRIGHT POSITION.

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FLOW

.41

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FLOW

.42

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T ical HRSG with module tem orar shi in &permanent support steel

.43

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Typical HRSG with only module permanent support steel

.44

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ISOMETRIC

EXPLODED

.45

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ISOMETRIC

TWO MODULES

DRUM SHOWN

.46

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ISOMETRIC

TWO MODULES

NO DRUM

BRACING SHOWN

.47

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FIN WEIGHT

.48

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SOLID FIN

.49

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SERRATED FIN

WEIGHT

.50

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FIN WEIGHT

.51

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COMPARE UICK CHECK TO RESULTS

ON PREVIOUS PAGE

.52

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B&W CHECKS FINNED TUBE

DEVELOPED BY STRUTHERSTHERMOFLOOD TECHNOLOGY,

B&W IN 1990.

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Note: 0.0278/(12 x 144)

= .00001609

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VIBRATION

FORL = 40 FEET

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VIBRATION

CHECK

FORL = 12 FEET

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THE BASE FRAME IS

USED TO TRANSFER

THE WEIGHT OFBOTTOM SUPPORTED

WEIGHT & DRUM) TO

THE FOUNDATION.

THE BASE FRAME

HAS BEEN

THE MAXIMUMEXTENT POSSIBLE.

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THE FOLLOWING SLIDES SHOW ASTANDARD BOTTOM SUPPORTED

MODULE BASE FRAME.

IN SKETCH TO THE RIGHT, THE

TWO WIDE FLANGE BEAMS THAT

RUN FRONT TO REAR W21X111CARRY THE LOAD OF INDIVIDUAL

SECTIONS WHICH ARE

SUPPORTED BY SHORT

STRUCTURAL TUBE MEMBERS.

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TO SIMPLIFY DETAILS ANDSTANDARDIZE CONSTRUCTION, THE

BASE FRAME MEMBER SIZES SHOWN

DRUM BEAM #2 AT DESIGN TEMPERATURE SHOWN

BEAM

#1 FLANGE FLANGE FLANGE

ID X TH SIZE SIZE WIDTH SIZE WIDTH SIZE WIDTH

750F 800F 850F

CONSIDERED FOR ALL MODULES UP

TO AND INCLUDING THE MAXIMUMMODULE WEIGHT OF 150 TONS

96X8 W21X147 W18X119 11 1/4 W21X132 12 1/2 W27X178 14 1/8

96X7 W21X132 W18X106 11 1/4 W18X143 11 1/4 W24X176 12 7/8

96X6.5 W21X132 W18X106 11 1/4 W18X143 11 1/4 W24X162 1396X6.0 W21X122 W18X97 11 1/8 W18X130 11 1/8 W24X162 13

96X5.5 W21X122 W16X100 10 3/8 W18X130 11 1/8 W21X166 12 3/8

.

72X6.5 W21X111 W16X89 10 3/8 W18X97 11 1/8 W21X132 12 1/2

72X6.0 W21X101 W16X77 10 1/4 W16X100 10 3/8 W18X143 11 1/4

72X5.5 W21X101 W16X77 10 1/4 W16X100 10 3/8 W18X130 11 1/8

72X5.0 W21X101 W16X67 10 1/4 W16X89 10 3/8 W18X130 11 1/8

72X4.5 W21X101 W16X67 10 1/4 W16X89 10 3/8 W18X119 11 1/4NO DRUM W21X62 W16X67 - - - - -

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.61

THE W27 X 102 BEAMS SHOWN BELOW BECOME PART OF THE STRUCTURAL FRAME OF

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THE W27 X 102 BEAMS SHOWN BELOW BECOME PART OF THE STRUCTURAL FRAME OF

TOGETHER AND THE CONNECTIONS TO THE CASING PANELS ARE MADE AS SHOWN

BELOW (RIGHT).

FOUNDATION. THESE FEET DO NOT NEED TO BE BOLTED

TO THE FOUNDATION. HOWEVER, FOR UNITS MORETHAN ONE MODULE WIDE, PROVISION FOR SIDE TO SIDE

EXPANSION MUST BE MADE.

.62

THE BASE FRAME IS CONNECTED TO THE TRUSS ASSEMBLY AND SECTIONS USING PINNED

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THE BASE FRAME IS CONNECTED TO THE TRUSS ASSEMBLY AND SECTIONS USING PINNED

. , ,

THE SUPPORT ASSEMBLIES 5L . THESE SLOTTED PIECES ALLOW FOR DIFFERENTIAL GROWTHBETWEEN THE HOT TRUSS ASSEMBLY INSIDE THE HRSG AND THE COLD SUPPORT POSTS (9).

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THE SECTION WEIGHT IS TRANSFERREDTHROUGH PINNED CONNECTIONS TO THE

SHORT VERTICALLY ORIENTED

STRUCTURAL TUBING MEMBERS, ITEM 7.

THE BASE FRAME IS INTERNALLY

INSULATED IN THE SHOP AS SHOWN TO

RIGHT AND ON PREVIOUS SLIDE. THE

INSULATION THICKNESS ON ALL BASE

FRAMES IS 4 INCHES THICK EVEN IN

LOWER TEMPERATURE ZONES WHERE

THINNER INSULATION COULD BE

SUBSTITUTED.

ON MODULES WITH DOWNCOMERS THE

CROSS MEMBER CARRYING THE

DOWNCOMER LOAD IS SUPPORTED BY

TWO MC6 X 18 PADS WELDED TOE DOWN

INSTALLED UNDER THE DOWNCOMERSUPPORT BEAMS.

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LOWERHEADER

TO BASE

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WITH LOWER

HEADERS

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BASE

FRAME

LOWER

SHOWN

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FRAME TO SHIPPING MODULE

OPTION #1 OPTION #2

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HAVE BEEN PAINTED YELLOW)

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TEMPORARY

CHANNEL

BASE FRAME

TO SHIPPINGMODULE

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HRSG SUPPORT

.75

DRUM & RISER TUBES

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(NOTE DRUM RESTRAINTS)

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BECOME AN ISSUE

FOR UNITS MORE

THAN TWO

MODULES WIDE.

.79

WHEN HUMPING IS A CONCERN, FLEXIBILITY MUST BE ADDED TO THE

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SUPPLY TUBES AT THE BOTTOM OF THE MODULE AS SHOWN BELOW, LEFT.THIS ARRANGEMENT HAS NOT YET BEEN DEVELOPED BY B&W.

.80

ADDITIONAL FLEXIBILITY

REQUIREDSTANDARD SUPPLY TUBE

ARRANGEMENT

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B&W USES CAESAR II. TYPICAL FLEXIBILITY

CONSIDERATIONS INCLUDE RISER TUBES

SATURATED CONNECTING TUBES, SUPPLY

TUBES, DRAIN LINES, AND MISC PIPING.

.81

CAESAR II PIPING FLEXIBILITY

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PROGRAM

.82

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SAMPLE OF

CAESAR

INPUT

RISER

.86

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CAESAR II

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SAMPLE OFCAESAR II

STRESSOUTPUT

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NOTE THAT TOP SUPPORTED SH DRAIN

BOTTOM TO ENSURE ADEQUATE

FLEXIBILITY

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, ,

CONNECTION DETAILS HAVE BEEN

STANDARDIZED SO THAT THEY DO NOT HAVE TO

REDRAWN FOR EVERY CONTRACT.

EXAMPLES OF STANDARD DETAILS HAVE BEN

SHOWN ON THE NEXT SLIDE AND ON B&W

5 5 5 5 ,

516897E, & 516898E

.90

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.91

CHECKED FOR LOCALIZED STRESSES B&W

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CHECKED FOR LOCALIZED STRESSES. B&WRECOMMENDS USING THE PROCEDURES OF

WRC 107 FOR THE LOCATION SHOWN BELOW.

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.95

CAESAR II WRC 107 EXAMPLE OUTPUT

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LOAD TRANSFERS

PART OF MODULE

THROUGH

BUMPERS

INTO TOP CASING

AND ULTIMATELY

INTO TOP STEEL

THROUGH

BRACING

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.99

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UPPER PENTHOUSE

DRUM. LOWER

PENTHOUSES IS

SUPPORTED BY TOP

.100

SUPPORT FRAME

STEEL.

INSULATED BELOW THE EXPANSIONJOINT

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JOINT.

,

OUTSIDE INSULATED.

.101

ERECTION PROCEDURES REFERENCE

DRAWING 436429E)

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DRAWING 436429E)

.102

(REFERENCE DRAWING 436429E)

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(REFERENCE DRAWING 436429E)

.103

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UNACCEPTABLE

UPRIGHTINGPROCEDURE

.104

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.105

REMOVING TEMPORARY STEEL BEFORE

SETTING MODULE IN FINAL LOCATION

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.106

LOADS OF 1 SEGMENTOR PORTION OF AN

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OR PORTION OF AN

LENGTH INCLUDE:

.

2. DRUM

3. RISERS

4. PENTHOUSE

.6. CASING PANELS

7. INSULATION

8. LINER PLATE

.

10. INTERNAL LIFTING TRUSS

11. BASE FRAME12. SUPPLIES

.107

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.108

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rum e g a cu a onsFOUR MODULES WIDE72" DRUM

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gTYPICAL DRUM WEIGHTS

WATER WATER TOTAL TOTAL

DRUM DRUM SHELL HEAD METAL INSUL INSUL LAGGING WT TOTAL WT TOTAL LOAD/4 LOAD/2

ID TH LENGTH VOL VOL WT TH WT INTERNALS 0.72 1/2 FULL 1/2 FULL 1/2 FULL FULL SUPPORTS SUPPORTS

(IN) (IN) (FT) FT FT (LBS) (IN) (LBS) (LBS/FT) (LBS) (PSF) (LBS) (LBS) (LBS) (LBS) (KIPS) (KIPS)

72.00 6.50 44.00 489.80 72.99 275768 3.50 2778 550 24200 896 42344 345986 84687 388329 86.5 173.0

72.00 6.00 44.00 449.25 66.50 252715 3.50 2742 550 24200 885 42344 322885 84687 365229 80.7 161.4

72.00 5.50 44.00 409.17 60.16 229972 3.50 2706 550 24200 874 42344 300095 84687 342439 75.0 150.0

72.00 5.00 44.00 369.57 53.97 207537 3.50 2670 550 24200 863 42344 277614 84687 319957 69.4 138.8

72.00 4.75 44.00 349.95 50.93 196436 3.50 2653 550 24200 857 42344 266489 84687 308833 66.6 133.2

72.00 4.50 44.00 330.46 47.93 185411 3.50 2635 550 24200 851 42344 255441 84687 297785 63.9 127.7

72.00 4.00 44.00 291.82 42.04 163592 3.50 2599 550 24200 840 42344 233576 84687 275920 58.4 116.8

72.00 3.00 44.00 215.98 30.70 120873 3.50 2529 550 24200 818 42344 190764 84687 233108 47.7 95.4

72.00 2.00 44.00 142.07 19.92 79373 3.50 2459 550 24200 797 42344 149172 84687 191516 37.3 74.6

72.00 1.50 44.00 105.83 14.73 59078 3.50 2424 550 24200 786 42344 128831 84687 171175 32.2 64.4

. . . . . . . .

.111

MORE DRUM

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CALCULATIONS

.112

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WEIGHT

.113

LOADS TO BE CONSIDERED INCLUDE DEAD LOAD, PLATFORM, SEISMIC, AND WIND LOAD.DEAD LOAD FROM BOTTOM SUPPORTED MODULES DOES NOT ENTER THE EXTERNAL SUPPORT

FRAME MEMBERS

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FRAME MEMBERS.

EXTERNAL SUPPORT FRAME MEMBERS ACCOMMODATE ONLY CASING WEIGHT, PLATFORM STEEL

WEIGHT, AND LOAD FROM EARTHQUAKE AND/OR WIND LOAD.

LOAD FROM EARTHQUAKE AND/OR WIND LOAD ARE NEVER ASSUMED TO ACT AT THE SAME TIME.

EARTHQUAKE AND WIND LOAD ARE DETERMINED PER CUSTOMER REQUIREMENT PERTAINING TO

SITE LOCATION

.114

SUPPORT FRAME

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.115

EARTHQUAKE

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EARTHQUAKE

LOADING

.116

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.117

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LOAD

.118

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.119

B&W USES STAAD.Pro TO ANALYZE

SUPPORT FRAMES

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.120

HRSG

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HRSG

SUPPORT

SINGLE

.121

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.122

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.123

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.124

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.125

STAAD INPUT

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.126

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.127

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.128

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.129

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.130

TYPICAL STAAD LOAD DEFINITIONS AND

COMBINATIONS

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.131

GAS SIDEPRESSURE LOAD

VERTICALDEAD LOAD

SEISMIC LOAD

FROM DRUM

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.132

SEISMIC LOAD

FROM DRUM WIND LOAD

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.133

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.134

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.135

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.136

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.137

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STEEL

TO BE

FOR LARGE

SEISMIC LOAD

.138

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OUTRIGGER

STEEL

ARRANGEMENT

.139

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OUTRIGGERSTEEL

PLAN VIEW

.140

OUTRIGGERSTEEL

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.141

LIMITATIONS

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LIMITATIONS

STRUCTURAL

.142

B&W TRIES

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B&W TRIES

TO LIMIT

DISPLACEMENT

TO THE H/200

.143

SIZING AND SPACING

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SIZING AND SPACING

STIFFENERS, INLET

LOADS ARE

CONSIDERED TO ACT

PERPENDICULAR TOTHE FLUE CASING.

LOADS SHOULD ALSO

BE CONSIDERED.

.144

WHEN CONSIDERINGTHE EFFECTS OF

VERTICAL LOADS TO THE

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VERTICAL LOADS TO THE

FOUNDATIONS, IT IS

PRESSURE LOADS

ACTING ON THE TOP AND

CANCEL EACH OTHER

WITHIN THE SUPPORT

.

.145

WHEN CONSIDERING THE EFFECTS

LOADING ON LOADS TO THEFOUNDATIONS, IT IS ASSUMED THAT

UNBALANCED PRESSURE LOADS

ACTING ON THE FLUE ARE A

FUNCTION OF THE EXPANSION JOINT

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FUNCTION OF THE EXPANSION JOINT

OPENING.

LOAD TO FOUNDATION,

H = PR (TO LEFT) PR (TO RIGHT)

LOAD TO FOUNDATION,V = [PR (TO LEFT) X Lv1

PR (TO RIGHT) X Lv2]/Lh

NOTE THAT DIRECTION OF

HORIZONTAL PRESSURE LOADACTING ON CASING IS NOTA

.146

FUNCTION OF DIRECTION OF GAS

FLOW.

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.147

DEAD LOAD + WIND LOAD

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.148

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CASINGSTIFFENERS

.149

B&W CONSIDERS LARGE PLATE DEFLECTION THEORY IN DETERMINING ASTANDARD HRSG SIDE CASING STIFFENER SPACING.

A SUSTAINED GAS SIDE PRESSURE OF 25 H20 (130PSF) WAS CONSIDERED IN

COMBINATION WITH 100 PSF WIND LOAD.

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COMBINATION WITH 100 PSF WIND LOAD.

THICK CASING WAS ASSUMED.

150F WAS CONSIDERED.

A MAXIMUM STIFFENER LENGTH OF 11-6 WAS CONSIDERED.

A MAXIMUM STIFFENER SPACING OF 76 MAY BE USED.

A MINIMUM STIFFENER SIZE OF C8X11.5 MUST BE USED.

LOADINGS GREATER THAN THOSE LISTED ABOVE, CASING THICKNESS LESS

THAN , OR STIFFENER LENGTH > 11.5 FT WOULD REQUIRE ADDITIONALANALYSIS TO DETERMINE STIFFENER SPACING & STIFFENER SIZE.

.150

INLET FLUE CASING MUST BE CONSIDERED SEPARATELY.

NOTE END

CONNECTIONS

ARE PRE-

ENGINEERED AS

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ENGINEERED AS

INDICATED ONNEXT SLIDE.

.151

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.152

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INLET FLUE STIFFENER SPACING:

SEE 10K22-11R-2

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.154

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.155

PLATFORM STEEL IS PROVIDED ON TOP OF THE SUPPORT FRAMES TO PROVIDE

ACCESS TO DRUMS, VALVES, AND OTHER INSTRUMENTATION AND EQUIPMENT

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.156

PLATFORMS DIRECTLY TO DRUM

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.157

ACCESS TO PLATFORM STEEL MAY BE PROVIDED BY STAIRS ATTACHED TO

SIDE OF HRSG CASING PANELS AND MAIN SUPPORT FRAME.

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.158

,

STAND-ALONE STAIR TOWER

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.159

-

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.160

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MOVEMENTS ATFOUNDATION

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.162

B&W ASSUMES THAT THERE IS NO MOTION AT MODULE SUPPORT COLUMNS IN FORE

AND AFT DIRECTION. MOTION IS ASSUMED TO BE TAKEN UP AT EXPANSION JOINTS

BETWEEN MODULES. FOR MOTION SIDE TO SIDE DIRECTION, ASSUME CASING

TEMPERATURE = 150F.

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.163

EXAMPLE: 25.6 feet x .0063 inches/foot = 5/32

EXPANSION JOINTS BETWEEN

MODULES

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.164

EXCEPT AT THE 0-0 ANCHORLOCATIONS, "FLUOROGOLD" SLIDE

THE BASE PLATE THAT IS SHOP

ATTACHED TO THE BOTTOM OF THE

HRSG MODULE COLUMN & THE

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HRSG MODULE COLUMN, & THE

THE FOUNDATION.

IN ORDER TO OBTAIN THE FULL RATED

LOAD CAPACITY OF THE SLIDE PLATE,

ESSENTIALLY 100% BEARINGCONTACT MUST BE ACHIEVED.

AS CURRENTLY INTENDED, SETTING,

ALIGNING, LEVELING, & GROUTING

THE FOUNDATION BASE PLATES WILLBE SET BY FOUNDATION

.165

CONTRACTOR TO AN ESTABLISHED

DATUM ELEVATION.

1. FOUNDATION BASE PLATES ARE ROUGH SET

TO APPROXIMATE LINE AND ELEVATION.

2. HRSG MODULES ARE ROUGH SET ON THE

FOUNDATION BASE PLATES VIA THE USE OF

HEAVY LIFT CRANES.

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3. USING JACKS POSITIONED IMMEDIATELY,

MODULES ARE FINAL SET TO ELEVATION, &

LOAD IS TEMPORARILY REMOVED FROM THE

FOUNDATION BASE PLATES.

. ,

FOUNDATION BASE PLATES ARE FINAL SET

TO ACHIEVE FULL BEARING CONTACT WITH

THE SLIDE PLATES, & FINALLY GROUTED.

5. AFTER GROUT HARDENS, JACKS ARE

REMOVED, & THE MODULE SETTING ACTIVITY

IS COMPLETE.

6. IN ORDER TO FINAL SET THE FOUNDATION

BASE PLATES TO THE SLIDE PLATES, EACH

.166

THREE (3) JACKING/LEVELING BOLTS.

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UPLIFT RESTRAINTS & SHEAR BARS TO BE DESIGNED TO ACCOMMODATE

.168

FOUNDATIONS LOADS DETERMINED FOR INDIVIDUAL CONTRACTS

-

ZERO GROWTH LINE. (SEE CLOUDED AREA BELOW.)

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.169

B&W SPECIFIES TEFLON SLIDE

BEARINGS WITH:

THE REQUIRED SIZES LxW FORUPPER AND LOWER SLIDE PADS,

RE UIRED THICKNESS

EXPECTED MOTIONS,

AND DESIGN TEMPERATURE.

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FOLLOWING ARE SEVERAL SLIDE-

STATES:

AMSCOT 4AMSCOT.COM

SEISMIC ENERGY PRODUCTS L.P.

(FLUOROGOLD)SEPBEARINGS.COM

-

(FORMERLY MERRIMAN CO.)

HANOVER, MASS.

WWW.USBFMI.COM

.170

GAS BARRIERS ARE NECESSARY TO PREVENT

PART HEATING SURFACE. MANY TYPES OF

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.THE MAIN CONCERN IS PROVIDING A BARRIER

THAT IS NOT RIGIDLY TIED TO BOTH THE

PRESSURE PART SUPPORT STRUCTURE ANDTO THE LINER PLATE. SEE DRAWINGS 52292J

, ,

52306J, 522207E, 522208E, AND THE FOLLOWING

.171

BARRIERS.

BARRIERS

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.172

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.173

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.174

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.175

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.177

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.178

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.179

NOTE HOW PIPING AT TOP AND BOTTOM

BETWEEN MODULES.

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.180

NOTE INTERCONNECTING PIPING

BETWEEN MODULES

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.181

SEALS AT WALL ROOF OR FLOOR

PENETRATIONS

SEALING AT CASING PENETRATIONS

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.182

FLEXIBLE BOX

CASING

PAGODA SEAL NON-METALLIC

EXPANSION JOINT

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.183

LARGE PLATE DEFLECTION THEORY

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.184