402-21-724 Boiler plant stack design cal.pdf

STRUCTURAL DESIGN CALCULATIONS

FOR

125'-0" STEEL STACK

DUAL WALL, 14138 °

P ESS! A

FOR

-3 - 6 7-9 -7

V.A. MEDICAL CENTER

F x_t,E-IV[ZD

TOGUS, MAINE

VAN/I & R("-;

AP'R071997

F'F C)JEC t

JOB NO. 96068

WARREN ENVIRONMENT, INC.

ATLANTA, GEORGIA

MARCH 21, 1997

Warren Environment, Inc.

VA MED. CTR DW - 96068

5075 Roswell Rd.

Sheet No. of Atlanta, Ga. 30342

Calc. by: RSA 21-Mar-97

(404) 843-8333

Chk'd by Date

STACK HEAT TRANSFER AND DRAFT CALCULATIONS

Reference: ASME/ANSI STS-1-1986

He= 110 feet effective height of stack D out= 5 feet diameter of outer stack shell

D i= 4 feet inside diameter of stack D t= 4 feet stack outlet diameter T g= 600 deg F gas inlet temperature

B= 30 in. Hg barometric pressure inlet area= 12.5 ft.^2 height x width inlet angle= 45 degrees

W= 105750 pph d= 0.038 pcf

Vol= 47000 acfm

A= 1555.1 sf

Cp= 0.25 btu/#

K= 0.5

F= 0.019 flue vel. = 62 fps inlet vel.= 63 fps t amb= -10 60 100 deg F

The following transfer coefficients are necessary for the heat loss calculations.

All of the heat transfer coefficients may not be necessary. An entry of 999 indicates that the coefficient is not used. The heat transfer coefficients may consider other variables not shown on this page.

inner film h1= 4.35 4.35 4.35 h2= 6.33 6.35 6.35 h3= 0.14 0.16 0.17 h4= 1.31 1.20 1.16 h5= 999.00 999.00 999.00 h6= 999.00 999.00 999.00

U= 0.12 0.13 0.14 btu/hr-ft^2-deg F heat loss= 114344 112376 108995 btu/hr

Gas out Temp.= 595.7 595.7 595.9 deg F

Min. metal Temp.= 578.8 579.1 579.8 deg F Max. ext. Temp.= 46.1 120.2 160.4 deg F stack draft= 1.06 0.82 0.70 i.w.g.

inlet loss= -0.22 -0.22 -0.22 i.w.g.

friction loss= -0.22 -0.22 -0.22 i.w.g.

exit loss= -0.43 -0.43 -0.43 i.w.g.

net draft= 0.20 -0.05 -0.17 i.w.g.

WARREN ENVIRONMENT, INC. JOB NAME: VA MEDICAL CENTER - DW

5075 Roswell Road JOB NUMBE R: 96068 Atlanta, GA 30342 LOCATION: TOGUS, MAINE

(404) 843-8333 DATE: MARCH 21, 1997

RUN: RA 784

DUAL WALL STACK

INPUT SUMMARY

OVERALL HEIGHT: 125.0 FT

SECT SECT STRESS WIND

MOD OF YIELD SHELL SPECIFIC

NUM HT DIA DIA MATERIAL ELAS STRENGTH TEMP WEIGHT

(FT) (FT) (FT)

(PSI E06) (KSI) (DEG. F) (PCF)

1 5.00 4.990 5.00 ASTM-A242 28.6 46.2 160.0 504.0

2 8.00 4.990 5.00 ASTM-A242 28.6 46.2 160.0 504.0

3 8.00 4.990 5.00 ASTM-A242 28.6 46.2 160.0 504.0

4 8.00 4.990 5.00 ASTM-A242 28.6 46.2 160.0 504.0

5 8.00 4.990 5.00 ASTM-A242 28.6 46.2 160.0 504.0

6 8.00 4.990 5.00 ASTM-A242 28.6 46.2 160.0 504.0

7 8.00 4.990 5.00 ASTM-A242 28.6 46.2 160.0 504.0

8 8.00 4.990 5.00 ASTM-A242 28.6 46.2 160.0 504.0

9 8.00 4.990 5.00 ASTM-A242 28.6 46.2 160.0 504.0

10 8.00 4.990 5.00 ASTM-A242 28.6 46.2 160.0 504.0

11 8.00 4.990 5.00 ASTM-A242 28.6 46.2 160.0 504.0

12 8.00 4.990 5.00 ASTM-A242 28.6 46.2 160.0 504.0

13 8.00 4.990 5.00 ASTM-A242 28.6 46.2 160.0 504.0

14 8.00 4.990 5.00 ASTM-A242 28.6 46.2 160.0 .504.0

15 8.00 4.990 5.00 ASTM-A242 28.6 46.2 160.0 504.0

16 8.00 4.990 5.00 ASTM-A242 28.6 46.2 160.0 504.0

WARREN ENVIRONMENT, INC. JOB NAME: VA MEDICAL CENTER - DW

5075 Roswell Road JOB NUMBE R: 96068 Atlanta, GA 30342 LOCATION: TOGUS, MAINE

(404) 843-8333 DATE: MARCH 21, 1997

RUN: RA 784

DUAL WALL STACK

LOAD OUTPUT

WIND CODE: ASCE(7-93) SEISMIC CODE: UBC

WIND SPEED (MPH): 90.0 SEISMIC ZONE: 1

EXPOSURE CODE: C

SEISMIC SHEAR: 1.68 KIPS

IMPORTANCE FACTOR: 1.00 SEISMIC MOMENT: 113 KIP-FT

VIBRATION CONTROL: TMD

STRUCTURAL DAMPING COEFFICIENT: 0.0300

SECTION

GUST WIND SHAPE SUM OF ADD ADDITIONAL

NUMBER QZ FACTOR PRESSURE FACTOR DEAD LOAD MOMENT

(PSF)

(PSF)

(POUNDS) (KIP-FT)

1 30.26 1.19 36.1 0.70 58.9 0.0 2 29.79 1.19 35.5 0.70 94.2 0.0 3 29.19 1.19 34.8 0.70 94.2 0.0 4 28.56 1.19 34.1 0.70 94.2 0.0 5 27.88 1.19 33.3 0.70 94.2 0.0 6 27.17 1.19 32.4 0.70 94.2 0.0 7 26.40 1.19 31.5 0.70 94.2 0.0 8 25.58 1.19 30.5 0.70 94.2 0.0 9 24.68 1.19 29.4 0.70 94.2 0.0 10 23.69 1.19 28.3 0.70 94.2 0.0 11 22.59 1.19 26.9 0.70 94.2 0.0 12 21.33 1.19 25.4 0.70 94.2 0.0 13 19.85 1.19 23.7 0.70 94.2 0.0 14 18.03 1.19 21.5 0.70 94.2 0.0 15 16.61 1.19 19.8 0.70 1917.2 0.0 16 16.61 1.19 19.8 0.70 14270.7 0.0

SUPPORT SUPPORT

NORMALIZED

SHEAR MOMENT REACTION REACTION DEFLECTION MODE

(KIPS) (RIP-FT) (KIPS) (KIP-FT) (INCHES)

0.0 0.3 0 0.0 0.0 10.00 1.000

0.3 1.1 1 0.0 0.0 9.43 0.942

1.1 2.1 10 0.0 0.0 8.53 0.850

2.1 3.1 27 0.0 0.0 7.63 0.757

3.1 4.0 52 0.0 0.0 6.74 0.666

4.0 4.9 85 0.0 0.0 5.86 0.577

4.9 5.8 125 0.0 0.0 5.01 0.490

5.8 6.7 172 0.0 0.0 4.18 0.406

6.7 7.5 226 0.0 0.0 3.40 0.328

7.5 8.4 287 0.0 0.0 2.67 0.256

8.4 9.1 355 0.0 0.0 2.02 0.192

9.1 9.8 429 0.0 0.0 1.44 0.136

9.8 10.5 508 0.0 0.0 0.94 0.088

10.5 11.2 593 0.0 0.0 0.54 0.050

11.2 11.7 683 0.0 0.0 0.24 0.022

11.7 12.6 777 0.0 0.0 0.06 0.006

12.6 0.0 878 12.6 878.5 0.00 0.000

NODE BRACE

WARREN ENVIRONMENT, INC. JOB NAME: VA MEDICAL CENTER - DW

5075 Roswell Road JOB NUMBE R: 96068 Atlanta, GA 30342 LOCATION: TOGUS, MAINE

(404) 843-8333 DATE: MARCH 21, 1997

RUN: RA 784

DUAL WALL STACK

RESULTANT LOAD OUTPUT

TOTAL WIND LOAD = 12.59 KIPS

DISTANCE FROM BASE TO GRADE = 0.0 FEET

WARREN ENVIRONMENT, INC.

5075 Roswell Road Atlanta, GA 30342

(404) 843-8333

JOB NAME:

JOB NUMBE

LOCATION:

DATE:

RUN:

DUAL WALL

VA MEDICAL CENTER - DW

R: 96068

TOGUS, MAINE

MARCH 21, 1997

RA 784

STACK

SHELL PLATE THICKNESS OUTPUT

FUNDAMENTAL FREQUENCY: 1.212 CPS

SECOND NATURAL FREQUENCY: 6.727 CPS

CRITICAL WIND VELOCITY: 20.7 MPH

M ONE: 2.83

FATIGUE CYCLES IN 20 YEARS: 0.18E+08 CYCLES

FATIGUE STRENGTH: 46839. PSI

FACTOR OF SAFETY: 1.50

INNER SHELL THICKNESS (INCHES), MIN: 0.1875 MAX: 0.1119

NON COR OUTER

SECTION PLATE CORROSION SECTION

NUMBER THICKNESS ALLOWANCE WEIGHT

(INCHES) (INCHES) (LBS)

1 0.2500 0.0625 883 2 0.2500 0.0625 1413 3 0.2500 0.0625 1413 4 0.2500 0.0625 1413 5 0.2500 0.0625 1413 6 0.2500 0.0625 1413 7 0.2500 0.0625 1413 8 0.2500 0.0625 1413 9 0.2500 0.0625 1413 10 0.2500 0.0625 1413 11 0.3125 0.0625 1743 12 0.3125 0.0625 1743 13 0.3125 0.0625 1743 14 0.3125 0.0625 1743 15 0.3750 0.0625 3896 16 0.3750 0.0625 16249

TOTAL

ALLOW-

WEIGHT MAXIMUM ABLE

ABOVE STRESS STRESS

(LBS) (KSI) (KSI)

LEEWARD WINDWARD

883 -0.06 0.01 14.89 2297 -0.31 0.18 14.89 3711 -0.74 0.53 14.89 5124 -1.36 1.06 14.89 6538 -2.14 1.77 14.89 7952 -3.10 2.65 14.89 9365 -4.23 3.69 14.89 10779 -5.51 4.90 14.89 12193 -6.95 6.26 14.89 13607 -8.54 7.77 14.89 15350 -7.73 7.08 19.85 17094 -9.14 8.41 19.85 18837 -10.65 9.84 19.85 20581 -12.23 11.36 19.85 24477 -11.19 10.35 22.62 40727 -12.87 11.47 22.62

MAXIMUM

PERCENT

STRESSED

M 0.4 2.1 5.0 9.1 14.4 20.8 28.4 37.0 46.7 57.4 39.0 46.1 53.6 61.6 49.5 56.9

WARREN ENVIRONMENT, Inc. VA MEDICAL CENTER - DW 5075 ROSWELL ROAD N.E. JOB No.: 96068

ATLANTA GA. 30342 SHEET OF

(404) 843 - 8333 CALC. BY DATE 21-Mar-97

STACK DYNAMIC STABILITY - ASME-STS-1 (1992) [SECTION 5.3.2C] w/ TMD

Stack Height H= 125 feet

Stack Diameter D= 5 feet

Stack Frequency f1= 1.212 cps

Total Stack Weight Wgt= 41750 pounds

Ave. Mass of Top 1/3 m= 180 Ibs/ft

Design Wind Speed Vr= 90 mph

Stack Damping Coeff. B= 0.03

Strouhal Number St= 0.2

Air Density Phi= 0.075 Ibs/ft^3

Kz at Height 104.166667 Kz= 1.39 (Table 5.0 - 2 for Exp. C)

Mean Hourly Speed Vd(z)= 125.41 fps (Eq 7) 85.51 mph Critical Wind Speed Vc= 30.30 fps (Eq 8) 20.66 mph

1.3*Vd = 163.04 fps 111.16 mph

0.4*Vd = 50.17 fps 34.20 mph Mode Shape @ TMD ms= 0.95

VORTEX SHEDDING INVESTIGATION PER SUBSECTION 2

Vc<1.3Vd THEREFORE CHECK VORTEX SHEDDING REQUIREMENTS

A. Calculate M1 M1= 2.88 B. If M1 < 0.4 - Not Applicable C. If 0.4 < M1 < 0.8 - Not Applicable D. M1 > 0.8 And Vc > 0.4Vd - Not Applicable E. M1 > 0.8 And Vc < 0.4Vd - Check Per Method 2 Of Appendix 5.0 - Go To Page 2

WARREN ENVIRONMENT Inc. VA MEDICAL CENTER - OW 5075 ROSWELL ROAD N.E. JOB No.: 96068

ATLANTA GA. 30342 SHEET OF

(404) 843 - 8333 CALC. BY DATE 21-Mar-97

ASME-STS-1 - APPENDIX 5 - METHOD 2 ( MODAL ANALYSIS)

GIVEN VALUES:

H= 125 Stack Height (Feet) F2= 6.727 Natural Frequency Second Mode V= 90 Design Wind Speed(MPH)

Kzc= 1.39 Velocity Pressure Exposure Coeff.

Dzc= 5 Stack Diameter (Feet)

CALCULATED VALUES:

Z1= 83.33

Z2= 125.00

Zc= 104.17

Qc= 28.92 Me= 0.000 We= 144.59 PHI(C)= 0.000 Vc= 168.18 Vc >1.3Vd THEREFORE DEFLECTION CHECK

LAMBDA= 25.00 FOR 2ND MODE NOT REQUIRED

Ci= ERR

NODE # PSI(z) M(z) DIA.(z) Me(z) PHI Y(z) (mode) (ave. mass)

Atlanta, Ga. 30342

(404) 843-8333

ANCHOR BOLT DESIGN

VA MEDICAL CENTER - 96068

Sheet No. of Calc. by Date 10-Sep-96 Chk'd by Date

Ref. "Structural Engineering Handbook" by Gaylord and Gaylord & AISC Latest Edition

4*Mb W T = - = 57.92 kips

N * D' N

Where: T = Maximum Anchor Bolt Tension, kips N = Number of Anchor Bolts D = Stack Diameter

Stack Diameter Type, "ID" or "OD" is = Stack Base Shell Thickness e = Dist. to Bolt from Shell, eccentricity

D' = Diameter of Anchor Bolt Circle, in.

W = Minimum Dead Weight of Stack, kips

Mb = Moment at Base of Stack, ft-kips V = Shear at Base of Stack, kips

NOTE: The minimum Dead Load excludes platforms, refractory linings, etc. that could be removed during the life of the stack.

Mb t = --- = 0.177 in.

Pi*r *Ft

= 12

= 60 in

OD

= 0.3125 in = 3.00 in = 66.000 in = 38 kips = 1,008 ft-kips = 14.40 kips

2*Pi*r*t W Ab = — - ------ 2.896 in^2

N N*Ft

Where: Ab = Required Area of One Anchor Bolt, in r = Radius of Anchor Bolt Ring, in Anchor Bolt Material Type ------ - >

Ft = Allowable bolt tensile stress, ksi (Ft = 26 - 1.8fv <= 20 ksi)

Fv = Allowable Bolt Shear Stress, ksi

Min Dia. = 1.92 in.

USE 2.00 in. dia. Anchor Bolts

33.00 in A307

20 ksi

10.00 ksi

Warren Environment, Inc. VA MEDICAL CENTER - 96068

Calc. by Date 10-Sep-96

DESIGN OF COMPRESSION PLATE Ref. "Tubular Steel Structures" by M. S. Troitsky

"b" dim. = 5.00 in. (clear spacing between gussets) "I" dim. = 6.00 in. (radial width of compression plate)

"a" dim. = 3.00 in. (dist. to bolt from shell, eccentricity) "e" dim. = 1.5625 in. (1/2 dist. across flats of nut)

"m" dim. = 13.5 in. (2A or bolt spacing, pg. 5-16) r = 30.00 in. (stack radius) T = 57.92 kips (Maximum Anchor Bolt Force) h = 15 in. (gusset height) t = 0.3125 in. (stack base shell thickness) c = 0.2500 in. (Shell Plate Corrosion Allowance)

Fy = 44.10 ksi

T 2*1*Sin(Pi*a/1) gammal*T M1 = [ (1 +. 3) *I n (---------------) + 11 - ---------------

4*Pi Pi*e 4*Pi

M1 = 7.26 in-kips

T 2*1*Sin(Pi*a/1) T M2=—[ [(1+.3)*In(----------M.

+ 1] - [(1-.3-gamma2)*( )] 4*Pi Pi*e 4*Pi

M2 = 6.18 in-kips

Mmax = 7.26 in-kips 1 6*Mmax 11/2 tmin = I ------- 1 = 1.28 in.

0.6*Fy

USE 1.50 in. thick Top Plate

MIN. REQUIRED SHELL THICKNESS TO RESIST REACTION OF BOLTING RING

( T*a )2/3 1/3 t = 1.76*(—__-------) * r

(m*h*0.6*Fy) t = 0.556 in. RING STIFFENER REQUIRED

5075 Roswell Rd. Sheet No. of Atlanta, Ga. 30342 Calc. by Date 10-Sep-96

(404) 843-8333 Chk'd by Date

DESIGN OF GUSSET PLATE Ref. "Tubular Steel Structures" by M. S. Troitsky

Check Minimum Thickness

F = 64.26 kips (Maximum Force on Support Lug) h = 15 in. (height of gusset plate) t = 0.500 in. (thick. of gusset plate) I = 6 in. (width of gusset plate) n = 2 (number of gussets per anchor bolt) Fy = 44.1 ksi

F tmin = -----

18*1"n

0.297 in. < t, Good

Check gusset as column bd

1= — = 0.063 in4

1/2 ry = (1/area) = 0.144 in.

1/ry = 103.92

Fa = 15.28 ksi fa = 10.71 ksi GOOD

6 in. Wide

0.5 in. thick

15 in. High

Gusset Plate

Atlanta, Ga. 30342 Calc. by Date 10-Sep-96

(404) 843-8333 Chk'd by Date

DESIGN OF GUSSET PLATE WELD Ref. "Tubular Steel Structures" ---------------------------- by M. S. Troitsky ----------------------------

F = 64.26 kips (Maximum Force on Support Lug) h= 15 in. (height of gusset) e= 3 in. (bolt eccentricity) n= 2 (# gussets effective per bolt) W = 0.3125 in. (estimated fillet weld size)

Forces in Welds

Shear Stress in Welds, Fv

F Fv = ---------- = 4.85 ksi

2*n*h*w*0.707

Bending Stress in Welds, Fb

M*c 2*n*h*0.707*w Fb = -- 248.55 in^4

I 12

Fb = 5.82 ksi

2 2 1/2 Resultant Stress, Fr = [ (Fv) + (Fb) ]

Fr= 7.57 ksi GOOD

USE 0.3125 in. Weld

VA MEDICAL CENTER - 96068

Calc. by Date 10-Sep-96

RING STIFFENER AT ANCHOR BOLTS Ref. "Structural Eng. Handbook" CONTINUOUS TOP PLATE Gaylord & Gaylord, p. 30-11

F= 64.26 kips (Maximum Force on Support Lug) e= 3.00 in. (bolt eccentricity) r= 33.00 in. (bolt ring radius) h= 15.00 in. (gusset height) t= 0.3125 in. (shell thickness)

Nb = 12 (# of anchor bolts)

C = 0.217 (C = coef. from Table 3)

Fy = 44.10 ksi

C*F*e*r

Mom. in Stiffener, M = -------- = 92.03 in-kips h

M 3 Sy req'd = ---- = 3.48 in Fball = 0.6*FY

Fball = 26.46 ksi

Stiffener Plate Data width thick.

1 6.00 1.5000 (Top Plate) 2 6.28 0.3125 (Stack Shell Plate)

Where: Width = 1.56*(R*t1)^1/2 + t2) t1 = Stack Thickness t2 = Top Plate Thickness

R = Stack Radius A y A*y

1 9.00 3.31 29.81 2 1.96 0.16 0.31

10.96

30.12 Y-bar = 2.75 in.

Moment of Inertia to Ad2 Sum 1 27.00 2.87 29.87 4 2 0.02 13.17 13.19 Total 1 = 43.06 in

Sy fum = 12.08 in GOOD

USE: Width Thick Length

Top Plate: 6.00 1.50 cont in.

Atlanta, Ga. 30342 Calc. by Date 10-Sep-96

(404) 843-8333 Chk'd by Date

DESIGN OF BASE PLATE

Anchor Bolt Dia. 2.00 in.

Ab = 3.14 in2

# anchor bolts 12 "I" dim. = 6 in.

"b" dim. = 5 in.

Assumed "k" value 0.283

As

Ref. "Tubular Steel Structures" by M. S. Troitsky Base PI Width = A.B. Ring Radius, r = Moment at Base, Mb = Stack Dead Wt., P = n = Es/Ec =

Fy =

Therefore; Cp = Ct = Z= ts= = 0.1818 in j= 2*pi*r

2*pi*(Mb-PzD)

7.50 in.

33.00 in

1,008 ft-k 38 kips

44.1 ksi

1.462 2.459 0.436 0.780

D = A.B. Ring Diameter fs = = 14.477 ksi

Ct*As*j*D

T = Ct*fs*r*ts = 213.62 kips

T+ P - C = 0.00 C = 251.62 kips

Plate width = is + tc, tc = plate width -ts, tc = 7.318 in.

C C = Cp*fc*r*(tc+n*ts) fc = ---------- = 0.571 ksi

Cp*r*(tc+n*ts)

Check assumed k = -------- = 0.283 GOOD value for "k" fs

1 + ---n*fc 2*k*D + tc fcmax = fc*(— ) = 0.682 ksi 2*k*D

Base Plate Thickness Mx = coef.*fc*b = 1.834 in-kips

(Coef. from Table 5.3) My = coef.*fc*I = -2.973 in-kips

1/2 t = (6*Mmax/0.6*Fy) 0.821 in. USE 1.000 in. base plate

Warren Environment Inc.

Atlanta, Ga. 30342

(404) 843-8333

VA MEDICAL CENTER - 96068

Sheet No. of Calc. by Date 21-Mar-97 Chk'd by Date

DESIGN OF BALCONY BEAM (Ref. "Steel Plate Engineering

BREECHING OPENING

Data, Vol. 2")

(AISC Section) Beam Elev.: 10'-0"

Given: Corroded Stack Wall Thickness, t = 0.2500 in.

Stack Dia., D = 60.00 in.

Stack Dead Load Beam Elev, W = -45 kips Moment in Stack Beam Elev, M = 820 ft-kips Balcony Beam span, L = 42.00 in.

Width of Opening Along Arc, w' = 46.52 in.

Yield Strength, Fy = 36.00 ksi Allowable Bending Stress, Fbx = = 21.60 ksi (0.60*Fy)

Find Stack Section Properties @ Beam Elevation

Area = 47.32 in12 S = 709.8 in^3

Find Stress in Stack @ Beam Elevation

M W f=—+—= 12.91 ksi

S A

Find Loads and Stresses in Beam w = f*t = 38.73 klf w*I^2 Mom = = 48.52 ft-kips

Mom Sreqd = — = 26.95 in^3

Fb

Trial Size = C12X30 ('xxx' for design)

Size Area Sx flange width C12x30 8.82 27 3.17

USE C12x30

Warren Environment Inc.

Atlanta, Ga. 30342

(404) 843-8333

VA MEDICAL CENTER - 96068

Sheet No. of Calc. by Date 21-Mar-97 Chk'd by Date

DESIGN OF BALCONY BEAM (Ref. "Steel Plate Engineering

BREECHING OPENING

(AISC Section) Beam Elev.:

20'-0"

Stack Dia., D = 60.00 in.

Stack Dead Load 0_ Beam Elev, W = 33 kips Moment in Stack @ Beam Elev, M = 700 ft-kips Balcony Beam span, L = 42.00 in.

Width of Opening Along Arc, w' = 46.52 in.

Yield Strength, Fy (Fb = 0.60*Fy) = 36.00 ksi Allowable Bending Stress, Fbx = = 21.60 ksi (0.60*Fy)

Find Stack Section Properties @ Beam Elevation

Area = 47.32 in^2 S = 709.8 in^3

Find Stress in Stack @ Beam Elevation

M W f=---+---= 12.53 ksi

S A

Find Loads and Stresses in Beam

W = f*t = 37.59 klf w*I^2 Mom = ----- = 47.09 ft-kips

Mom Sreqd = ----- = 26.16 in^3

Fb

Trial Size = C12X30 ('xxx' for design)

Size Area Sx flange width

Warren Environment Inc. VA MEDICAL CENTER - 96068

Atlanta, Ga. 30342 Calc. by Date 21-Mar-97

(404) 843-8333 Chk'd by Date

DESIGN OF VERTICAL REINFORCING (Ref. "Steel Plate Engineering

Q BREECHING OPENING

Stack Dia., D = 60.00 in.

Stress in Stack @ Balcony Beam, f = 12.91 ksi Width of Opening Along Chord, W = 42.00 in.

Height of Breeching Opening, H = 58.50 in.

Width of Opening Along Arc, w' = 46.52 in.

Min. Width of Stack at Opening, C = 51.42 in Yield Strength, Fy (Fb = 0.60*Fy) = 36.00 ksi Allowable Bending Stress, Fbx = = 21.60 ksi (0.60*Fy)

Find Required Area of Vertical Stiffener w'*t*D A = ----- = 6.79 in^2

2*C

Find Force in Vertical Stiffener as Column

F = A*f = 87.61 kips

Check Weld (fillet)

Weld Size = 0.3125 in.

Length of Required Weld = 18.88 in.

Select Vertical Stiffener Size

Trial Size = C12X30 ('xxx' for design)

Size Area C12x30 8.82 kl/r = Cc = fa = Fa =

Ry flange width

0.763 3.17

57.50 126.10

9.93 ksi

17.67 ksi ratio = 0.562 GOOD

Atlanta, Ga. 30342 Calc. by Date 21-Mar-97

(404) 843-8333 Chk'd by Date

DESIGN OF BALCONY BEAM (Ref. "Steel Plate Engineering ACCESS DOOR OPENING Data, Vol. 2")

(AISC Section) Beam Elev.: 10'-0"

Stack Dia., D = 60.00 in.

Stack Dead Load C Beam Elev, W = 45 kips Bending Moment in Stack @ Beam Elev, = 820 ft-kips Balcony Beam span, L = 30.00 in.

Width of Opening Along Arc, w' = 31.42 in.

Yield Strength, Fy (Fb = 0.60*Fy) = 36.00 ksi Allowable Bending Stress, Fbx = = 21.60 ksi (0.60*Fy)

Find Stack Section Properties Q Beam Elevation

Area = 47.32 in"2

S= 709.8 in^3

Find Stress in Stack @ Beam Elevation

M W f=—+----= 14.81 ksi

S A

Find Loads and Stresses in Beam

W = f*t = 44.44 klf w*I^2 Mom = = 25.38 ft-kips

Mom Sreqd = = 14.10 in^3

Fb

Trial Size = C12X30 ('xxx' for design)

Size Area Sx flange width

Atlanta, Ga. 30342 Calc. by Date 21-Mar-97

(404) 843-8333 Chk'd by Date

DESIGN OF VERTICAL REINFORCING (Ref. "Steel Plate Engineering

ACCESS DOOR OPENING

Stack Dia., D = 60.00 in.

Stress in Stack @ Balcony Beam, f = 16.09 ksi Width of Opening Along Chord, W = 30.00 in.

Height of Breeching Opening, H = 36.00 in.

Width of Opening Along Arc, w' = 31.42 in.

Min. Width of Stack at Opening, C = = 55.98 in Yield Strength, Fy (Fb = 0.60*Fy) = 36.00 ksi Allowable Bending Stress, Fbx = = 21.60 ksi (0.60*Fy)

Find Required Area of Vertical Stiffener w'*t*D

A = ------- = 4.21 in"2

2*C

Find Force in Vertical Stiffener as Column

F = A*f = 67.72 kips

Check Weld (fillet)

Weld Size =

Length of Required Weld =

Select Vertical Stiffener Size

Trial Size = C9X15

Size C9x15 kl/r = Cc = fa = Fa = ratio =

0.25 in.

18.24 in.

('xxx' for design)

Area Ry flange width

4.41 0.661 2.485

40.85 126.10

15.36 ksi

19.12 ksi

0.803 GOOD

USE C9x15

64'-2 1/2"

5.0000 ft. OD

0.2500 in.

3.00 in.

1.50 in.

1.50 in.

0.75 in.

250 kip-ft

A325

0.750 in.

0.44 in^2

0.33 in^2

63.00 in.

4.12 in.

44.00 ksi

21.00 ksi

4.17 kips

1.65 kips

5.81 kips

17.39 ksi

8.50 kips

0.18 kips/bolt

0.53 ksi

44.00

VA MEDICAL CENTER - 96068

Sheet No. of Calc. by Date 17-Sep-96 Chk'd by Date

Ref. "Design of Steel Structures" by Gaylord and Gaylord & AISC Latest Edition

Warren Environment, Inc.

5075 Roswell Rd.

Atlanta, Ga. 30342

(404) 843-8333

DESIGN OF BOLTED FIELD SPLICE

Field Splice Elevation = Stack Diameter at Splice, Ds = Stack Shell Thickness at Splice, t = Width of Splice Flange, W = Distance from Outside Shell to Bolt, b = Distance from Bolt to Outside Flange, a = Assumed Flange Thickness, t = Stack Moment at Splice, M = Bolt Type = Bolt Diameter, d = Bolt Area, Ab = Bolt Root Area, Art = Number of Bolts, N = Bolt Circle Diameter, Dbc = Bolt Spacing, w = Allowable Bolt Tensile Stress, Ft = Allowable Bolt Shear Stress, Fv = Shell Force per Bolt, P = 4*M/(N*Ds) : P = Prying Force, Q = P*1(100*b*d"2)-(18*w*t^2)1

1(70*a*d^2)+(21*w*t^2) 1 Bolt Tension, T =(P+Q) : T =

Tensile Stress in Bolt, ft = T/Art =

Total Shear at Splice, Vt = Shear Load per Bolt, Vb = Vt/N = Shear Stress in Bolt, fv = Vb/Art =

Allowable Bolt Tensile Stress, Ft = Ft=55-1.8fv<=44

Required Flange Thickness, t = (T*e*6/(w*Fb))^1/2 = 0.65 in.

Fb = 21.60 ksi e = 1.06 in.

USE: 0.7500 in. Plate

125.00 in-kips = 50.90 in^4 = 22.10 ksi = 7.37 ksi = 23.30 ksi

Warren Environment Div.

VA MEDICAL CENTER - DW

Calc. by Date 17-Sep-96

LIFTING LUG DESIGN

Input Dimensions of Lifting Lug:

Stack Section No. SECT. #1 & #2 Lug Width, b = 12.0 in.

Dia Lug Hole, D = 2.0 in. Total Weight = 50.00 kips Weld Size, H = 0.2500 in. Reaction At Lugs, P = 30.00 kips Lug Thick., t = 0.7500 in. Impact Factor, IF = 1.25

Top of Stack to Center of Hole, e = 4.0 in.

Center of Hole to Top of Lug, a = 3.0 in.

Plate Yield Strength, Fy = 50 ksi

CONDITION ONE - When the Section is Picked-up from a Horizontal Position

Calculate Shear Stress at Pin:

Shear Area, Av = t*(a-D/2 Av = 1.500 in^2 fv = 6.250 ksi

Allowable Shear Stress, Fv 20.00 ksi (Fv = 0.40 * Fy)

Check Bending Stress in Plate:

M = P*IF*e = 75.00 in-kips S = bt^2/6 = 1.13 in^3 f = M/S = 66.67 ksi

***** USE 2 - 1/2 in STIFFENER PLATES EACH SIDE (4 TOTAL) ****

CONDITION TWO - When Stack Section is Hanging Vertically from Lugs:

Check Shear at Pin:

Shear Area = t*(a-D/2) = 1.500 in^2 Load per Lug, P = 31.25 kips Shear Stress, fv = P/(A*2) = 10.42 ksi Allowable Shear Stress, Fv = 0.40Fy = 14.40 ksi

Check Stress in Weld Group:

M = P*IF*e "I" of Weld Group, I = (0.707*H*b^3/12)*2 Bending Stress, fb = Mc/I Shear Stress, fv = P/(0.707*H*b*2) RESULANT STRESS,fr = (fb"2 + fv^2)1/2

Warren Environment, Inc. VA MEDICAL CENTER - DW

Atlanta, Ga. 30342 Calc. by Date 17-Sep-96

(404) 843-8333 Chk'd by Date

TAILING LUG DESIGN

Stack Section No. SECTION #2 Input Dimensions of Tailing Lug:

Dia. Lug Hole, D = 2.00 in. Lug Thickness, t = 0.5000 in.

Weld Size, H = 0.2500 in. Lug Width, F = 6.00 in.

Lug Height, G = 7.00 in.

Stack to Center of Hole, B = 4.00 in.

Center of Hole to Top of Lug, C = 3.00 in.

Stiffener Plate Width = 4 in.

No. of Stiffener Plates = 4 Plate Yield Strength, Fy = 50 ksi Total Weight = 25.00 kips Reaction At Tailing Lug, Pv = 15.00 kips Impact Factor, IF = 1.50

CONDITION ONE - When the Section is Picked-up from a Horizontal Position:

Check Shear at Pin:

Shear Area, Av = t*(C-D/2) = 1.000 in^2 fv = ((PI*IF)/2)/Av = 11.25 ksi

Allowable Shear Stress, fv = 20 ksi (fv = 0.40 * Fy)

Check Shear in Weld:

fv = (PI*IF)/(w*2*0.707*H) fv = 10.61 ksi OK

Check Tearing at Pin:

Tearout Load, Pt = [Fy*t*(C-D/2)^2]/D Pt = 50.00 kips Pt > Pv OK

Check Dishing at Hole:

Check "t" minimum .25*D 0.50 in. OK

Warren Environment, Inc. VA MEDICAL CENTER - DW

Atlanta, Ga. 30342 Calc. by Date 17-Sep-96

(404) 843-8333 Chk'd by Date

LIFTING LUG DESIGN

Stack Section No. #1 &#2

Input Dimensions of Lifting Lug:

Weld Length, A = 12.00 in. Yield Strength, Fy = 28 ksi Lug Width, F = 6.00 in. Total Weight(w/ SF) = 20.00 kips Total Length, L = 19.00 in. Horiz. Lug Reaction, Ph = 5.50 kips Dia. Lug Hole, D = 2.00 in. Vert. Lug Reaction, Pv = 10.00 kips Weld Size, H = 0.1875 in. Impact Factor, IF = 1.50

Lug Thickness, t = 0.5000 in. Safety Factor, SF = 1.00

Top of Stack to Center of Hole, B = 4.00 in.

Center of Hole to Top of Lug, C = 3.00 in.

CONDITION ONE - When the Section is Picked-up from a Horizontal Position

Calculate Shear Stress at Pin:

Shear Area, Av = t*(F/2-D/2) = 1.00 in12 fv = (Ph*If)/(2*Av)= 4.13 ksi OK

Calculate Stress in the Weld Group Using E70XX Rod:

- Find "J" of Weld Group: J = Ix + ly = 95 in^4

- Moment on Lifting Lug: M = Ph*If*e - Bending Stress in the Weld Group:

C = 6.71 in

Ecentricity, e = 10 in fb = (M*c)/J Moment, M = 82.50 in-kips fb = 5.86 ksi

- Shear Stress in the Weld Group: - Resultant Stress in the Weld Group:

fv = (Ph*If)/A = 2.59 ksi fr = (fv^2 + fb^2)^.5 = 6.40 ksi OK

CONDITION TWO - When Stack Section is Hanging Vertically from Lugs:

Check Shear at Pin: Check Shear in Weld:

fv = (Pv*If)/(2*Av) fv =(Pv*If)/(.707*2*A*H) 4.71 ksi Av = 1.00 in^2 E70XX Weld Strength = 2.78 k/in.

fv = 7.50 ksi OK Req'd Weld Ea. Side = 5.39 in. OK

Check Tearing at Pin: Check Dishing at Hole:

Tearout Load, Pt = [Fy*t*(C-D/2)^2]/D Check "t" minimum .25*D 0.50 in. OK Pt = 28.00 kips Pt > Pv OK

J.B. TRIMBLE, INC.

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J. B. TRIMBLE INC. VA MEDICAL CENTER

5075 Roy>well. Rd. Sheet No. ....._..-,f •----.- of 8 _-.._~__.-- Atlanta, Ga. 30342 Calc. by ....-_..._._.._._.__ Date 14-Jan-77

(404) 843-8171 Chk' d by Date

ANCHOR DOLT DESIGN Ref. "Structural Engineering Handbook" _••-_--______________ by Gaylord and Gaylord.

4 * I*! b W

T = -------- - __ = 57.92 kips

N * D' N where: T = Maximum Anchor Dolt Tension, kips

N = Number of Anchor Bolts = 12

D = Stack Diameter = 60 in

Stack Diameter Type, "ID" or "OD" OD is = Stack. Base Shell Thickness = 0.3125 in e = Dist. to Bolt from Shell., eccentricity = 3.0000 in D' = Diameter of Anchor Bolt Circle, in. = 66.00 in W = Minimum Dead Weight of Stack, kips = 38 kips Mb = Moment at Base of Stack, ft-kips = 1,008 ft-kips V =• Shear at Base of Stack, kips = 14.40 kips

NOTE: The minimum Dead Load excludes platforms, refractory linings, etc. that could be removed during the life of the stack.

Mb t = --------- = 0.177 in.

L 2

Pi*r *Ft

2*Pi*r * t W

Ab =--------- ------ = 2.896 i n^ 2

N N*1= t

Where: Ab = Required Area of One Anchor Bolt, in r = Radius of Anchor Bolt Ring, in = 33.00 in

Anchor Bolt Material Type ------> A307 Ft = Allowable bolt tensile stress, ksi = 20.00 ksi

(Ft = 28 .- 1. Gfv C= 20 ksi)

Fv = Allowable Bolt Shear Stress, ksi = 10.00 ksi

Min Dia. = 1.72 in.

I USE 2.00

I------------------------------------ ---------

I--------------•----•-------------------------

in. dia.

I Anchor Bolts I i

Nominal Anchor Bolt Area, Ab = 3.142 in'2 Maximum Bolt Tension, T = 57.92 kips

Anchor Bolt Tensile Stress, ft = 18.44 ksi Anchor Bolt Shear Stress, fv = 0.36 ksi

J. D. TRIMBL_E INC. VA MEDICAL CENTER

5075 Roswell Rd. Sheet No. . ........ ~o...._.._-. of _.

Atlanta, Ga. 30:342 Calc. by _... -- -____-- Date 14-Jan-97

(404) 843-8171 Chk' d by -_---- Date v ~

Stack Anchor Bolt Embedment Length Calculations

Ref.: "ACI-349", Appendix D.

Calculate Effective Stress Area::

Anchor Bolt Circle, Radius, r = 33.00 in.

No. of Anchor Bolts, AD = 12

Anchor Bolt Tension, T = 57.92 kips

Concrete Strength, f'c = 3,000 psi

Embedment, d = 24.00 in. o--

Anchor Bolt Plate width, e = 2.00 in.

Pedestal width, W = 264.00 in.

Half of Pedestal Width, L = 132.00 in.

CL Pedestal to Inside Cone, f =- 8.00 in. Ef = r-(d+e/2) 3 >= G Left Side Cone Length, k = 24.00 in. Ek. =: r-e/21 <= d Right Side Cone Length, g == 24.00 in. Eg = L-(r+e/2)3 <= d Effective Stress width, 1 == 50.00 in. El = e+k+g3

From CL Ped to Outside Cone, M = 58.00 in. EM = f + 13

TI-i eta = --------- = 15.00

Deg.

#AB * 2

Outside Cone Width, a = tan (theta) * M =

15.54 in.

Inside Cone Width, b = tan (theta) * f =

2.14 in.

Effective Stress Area

Area = f_b * 1 + 0.5 * 1 * (a-b) 3 * 2 = 884.23 in.

Desi.pn Strength

1/2 Tallow = 4 * 0.65 * (f' c) * Area / 1000 = 125.92 kips

Calculate Safety Factor

SF = Tallow/Tab >== 1.70 : SF = 2.17 <--- OK

,Ŵ '

J.B. TRIMBLE,INC.

...............V..... /Y~ .!II..C.~'f... :~`. ~ Y~ __. ... L ✓ gT !~~ 12.2 R O

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ATLANTA, GEORGIA 30342 _ `

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J~ q ti ~u x

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K• TITI • • •MI 0 go& EfIm- . •ham

1. Sand blast top of existing pile cap to provide a clean rough surface free of all foreign material.

2. Drill twelve 2 1/2" diameter holes 30" deep on a 5'-6" dia. bolt circle (using templet) in top of pile cap for anchor bolts. See stack drtwinP for layout and orientation. Use rock drill. No core drilling permitted.

3. Drill thirty six 1 " dia. holes 12" deep,, equally spaced on a 16 Ft. bolt circle in top of pile cap for No. 6 rebar anchors. Use rock drill.

4. Mix "Sikadur 32, Hi-mod LPL" in strict. accordance with manufacturer's recommendations.

5. Blow each hole clean immediately prior to placing epoxy adhesive.

6. Place approximately 0.9 quart of epoxy adhesive in one 2 1/2 in dia hole taking necessary precautions to insure that no air is trapped in hole.

7. Place 2" dia. anchor bolt in hole making sure that bolt extends to bottom of hole. Jiggle bar in hole to insure that bar is completely encapsulated with adhesive. Add additional adhesive if required to completely fill hole. Make sure bolt is in center of hole and is plumb. Tie anchor bolts to top layer of rebars to insure that they remain plumb during placement of concrete.

8. Repeat above procedure for each 2 1/2 " dia. hole.

9. Repeat above procedure for each 1" dia. holes and No. 6 rebar using approximately 0.1 quart adhesive for each hole.

10. Place reinforcing steel for pile cap topping.

11. Place concrete pile cap topping.

12. Take necessary steps to cure concrete and protect concrete from the elements for 14 days.