WA9601-SP 980521 SItlMEK, JACOBS & FINKLE .L.P.
CONSULTING ENGINEERS
DALLAS, TEXAS
Date: May 21, 1998
Landmark Structures, I .
1665 Harmon Ro
Ft. Worth, T s 76177
: . ' nea
Re: City of Coppell
Wagonwheel Ranch Elevated Storage Tank
We are transmitting herewith three copies of the submittal data furnished by Landmark Structures, Inc. These copies have been
reviewed and marked as follows:
Explanation
No Make Revise Submit
No. Exceptions Corrections and Specified
Dwg. No. Sheets Dwg. Description Taken Rejected Noted Resubmit ltems
6A Design Calculations XX
Remarks:
By copy of this letter we are returning one copy of the submittal to Mr. Larry Davis, City of C~~L~,~
By:
· Paul A. Carl~e, E.I.T.
Checking of shop drawings by Shimek, Jacobs & Finklea, L.L.P. is only for general conformance with the design concept of the project and
general compliance with the information given in the contract documents. Any action shown is subject to the requirements of the plans and
specifications. Contractor is responsible for: dimensions which shall be confirmed and correlated at the job site; fabrication processes and
techniques of construction; coordination of his work with that of all other trades; and performing his work in a safe and satisfactory manner.
" T
LANDMARK STRUCTURES, INC. LETTER OF TRANSMITTAL
1665 Harmon Road
Fort Worth, Texas 76177
(817) 439-8888 Date }Job. No.
Fax (81 7) 439-9001 5/21/98 9802
Attn:
TO: Shirnek, Jacobs & Finklea Mr. Gary C. Hendricks, P.E.
Re:
8333 Douglas Avenue, Suite 820 Wagon Wheel Ranch
2.0 MG Elevated Storage Tank
Dallas, Texas 75225 Bid No. Q 0198-03
City of Coppall, Texas
WE ARE SENDING YOU THE A'I'T'ACHED ITEMS:
Copies Spec Section Submittal No. Description
5 SC 8, A 6A Design Calculations
THESE ARE BEING TRANSMITTED:
Information for Record Q&M Data X Information for Engineer's Approval
X Return 2 Copies
CERTIFICATION:
This information has been reviewed and determined to be in compliance with the contract documents
including plans and specifications as modified by addenda, change orders and field orders. Any
exceptions to the contract documents are noted below.
EXCEPTIONS / REMARKS:
Signed~ / Joe Swinnea
COPPELL ELEVATED TANK 5/20/98
DESIGN DATA
Volume 2,000,000
HWL (High Water Level) 672.50
LWL (Low Water Level) 632.50
Range 40.00
HWL to Overflow 0.00
GL (Finished Grade Level) 524.00
Service Load Soil Beadng Capacity Pile Found.
Underside of Pile Cap 520.00
Pile Cap Thickness 3.50
s.ow Load
Wind ~ O0
Es~hqu~ke Zone 0
Corrosion Allowance-Lower Cone No
-Shell No
-Roof No
I pc Single Door w/Conc Opening ~dth 3.38
Storage Floor Yes
PRINCIPAL DIMENSIONS
Tank Diameter 97.41
Tank Radius 48.71
Shaft Diameter 54.00
Shaft Radius 27.00
Freeboard to HWL 1.00 ft
Sideshell Height 26.22 ft
Top Platform Radius 8.00 ft
Access Tube Diameter 4.00
Tank Dome Slab Thickness 12.00 in
Shaft Thickness 12.00 in
GL to Top of Footing 0.50 ft
Liner to LWL 5.00 ft
Cone Radius @ LWL 33.91 ft
Check Operating Head 40.00 ft
/,
COPPELL ELEVATED TANK 5/20/98
COMPUTED VOLUMES
Cylinder less Access Tube. 187,640 ft^3
Gross Lower Cone less Access Tube 95,513 ft^3
Less Total Floor Dome -6,408 ft^3
Net Lower Cone to Liner 89,105 ft^3
Lower Cone to LWL less Access Tube 79,982 ft^3
Less Floor Dome above LWL -257 ft^3
Net Lower Cone to LWL 79,725 ft^3
Useable Capacity 267,365 ft^3
Useable Capacity 2,000.000 US Gals
Total Capacity to Overflow 2,070,200 US Gals
Total Head to Overflow 45.01 ft
WEIGHTS
Tank Roof 120 kips
Shell stiffener 6 kips
Wall Shell 118 kips
Floor Cone 241 kips
Floor Liner 26 kips
Access Tube+Platform 15 kips
Ring Beam (Steel) 13 kips
Miscellaneous Iron 7 ki ~s
Concrete Dome Floor+Ring Beam 521 kips
Floor Grout 31 kips
Ring Beam Fill Concrete 52 kips
Concrete Shaft to GL 2,657 kips
Concrete Shaft below GL - Gross 13 kips
- Net 4 kips
Pile cap 312 ki ~s
Storage Floor on Shaft 138 kips ...........
DL to Top of Footing 3,951 kips .....
Total Water Load 17,269 kips
i~ .~.:..~../:~..;:, ."'
~... ~:-..._
DL to Top of Footing + Water 21,220 kips
Storage LL on Shaft 276 kips
Snow Load 112 kips
DL+AII Loads to Top of Footing 21,607 kips
Page 2
COPPELL ELEVATED TANK 5/20/98
TANK ROOF DESIGN P1 of 2
Tank Radius 48.71 ft
Outer Roof Radius 48.71
Circumfrence 306.02 ft
No. of roof plates 32 pcs
Roof beams per plate 2 pcs
Plate Outer Arc Length 9.56 ft
Inner Roof Radius 8.00 ft
Plate Inner Arc Length 1.57 ft
Span 40.71 ft
Roof Sector Comprises Two Shapes
Rectangle + Triangle.
Area of Rectangle 63.94 ft^2
Area of Triangle 162.67 ft^2
Area of Sector 226.60 ft^2
Radius of Centroid of Rectangle 28.35 ff
Radius of Centroid of Triangle 35.14 ft
Radius of Centroid of Sector 33.22 ft
Weight of Roof Plate 2,365 Ib
Weight of Joists + Knife Bars 1,392 Ib
Weight of Sector 3,757 Ib
Snow Load 15 psf
Snow Load on Sector 3,399 Ib
Total Load on Sector 7.16 kip
Load on Outer Knife Bar 2.22 kip
Load on Inner Knife Bar 1.36 kip
Page 3
COPPELL ELEVATED TANK 5/20/98
TANK ROOF DESIGN P2 of 2
Roof Segment Supported by Outboard
Knife Bar Comprises Two Shapes.
Width of Rectangle 3.26 ft
Base of Triangle 1.52 ft
Area of Rectangle 50.50 ft^2
Area of Triangle 11.77 if^2
Moment of Knife Bar about CG Sector 34.33 k.f~
Moment of Rectangle 12.35 k.ft
Moment of Triangle 3.84 k.ft
Moment / Roof Joist 218 k.in
Yield Strength-Roof Plate 36 ksi
Yield Strength-Joist 44 ksi
Thickness of Roof Plate 0.2500 in
Effective Width -(253/vFy)*t+joist 11.04 in
Effective Area 2.76 in^2
Joist Size - Thick(1/16ths) x Height(in) 8 x 10
Joist I 41.67 in^4
Joist Width 0.5000 ~n
Joist Depth 10.00
Joist Area 5.00 in^2
Total Area 7.76 in^2
Totall 88.40 in^4
yt 3.43
yb 6.82 In
St 25.79 in^3
Sb 12.96 in^3
Plate Compressive Stress 8.44 ksi
Joist Tensile Stress 16.81 ksi
1" wide Inner Knife Bar Depth - Required 1.77 in
1" wide Outer Knife Bar Depth - Require 2.15 in ~,
1" Wide Inner Knife Bar Depth -Use 2.00 in
1" Wide Outer Knife Bar Depth -Use 2.50 in
: "': '*"
, .....
.._.._ · ....
~'..
Page 4
COPPELL ELEVATED TANK 5/20/98
TOP PLATFORM
Top Platform Diameter 16.00 ft.
Inner Knife Reaction 1.36 kip
No. of Knives 64 pcs
Load on Circumfrence 87.11 kip
Area of Platform less Access Tube 188.50 ft^2
OW+Snow 40 psf
Load on Interior 7.54 kip
Total Load on Platform 94.65 kip
Top Cone Slope 1.0 in 10
Bottom Cone Slope 5.9 in 10
Load on Lower Cone 80.93 kip
Cone Angle 1.04 fads
Checking at 3.00 ft. radius
Weight/in. 0.36 k/in
Thrust/in. at R=2.75 0.70 k/in
Thickness 0.25 in
t/R 0.00385
Table 8 Stress 6.71 ksi
Allowable Thrust 1.68 k/in
Compression on Access Tube 20.01 kip
Area of Band (@15ksi) 1.33 in^2
Width of 1/2in Band e.o.5/16 Tube 1.65 in.
Check on tube compression:
Total head 45.01 ft.
Head to top of dome 38.79 ft.
Access Tube radius 24.00 in.
Access Tube Thickness 0.3125 in.
Max. depth of stiffener ring from 40.50 ft.
U/S Top Platform Cone
No Stiffening Ring Required
t1"
Page 5
COPPELL ELEVATED TANK 5/20/98
TANK FLOOR CONE
Tank Outer Radius 48.71 ft
Shaft Radius 27.00 ft
Shaft Thickness 12.00 in
Springing Radius 28.75 ft
Maximum Hoop Force/in. 10.05 kip/in
Radius of Maximum Hoop Tension 36 ft
Thickness for Hoop Tension 0.79 in
Use Base Plate Thickness 1.00 in.
INNER CONE PLATE
Chosen Inner Cone Thickness 1.025 in
Lower Transition Zone Radius (RL) 31.68 ft
Height-Cone Top to O'flow 25.22 ft
Vol/Radian-Cyl.- Outboard RL 17,254 ft"3
Vol/Radian-Cone - Outboard RL 5,411 ft^3
Total Vol/Radian - Outboard RL 22,666 ft^3
Weight/Radian @ RL (inc. Steel + LL) 1,488 kip
Hoop stress @ RL 9.60 ksi
Axial Force/in. @ RL 5.54 kip/in
Axial Stress 5.40 ksi
Maximum Allowable Axial Stress 6.61 ksi
OUTER CONE PLATE
Chosen Break Radius 35.75 ft
Chosen Outer Cone Thickness 0.7900 in
Upper Transition Zone Radius (RU) 37.17 ft
Vol/Radian-Cyl. - Outboard RU 12,491 ft^3
Vol/Radian - Cone - Outboard RU 2,729 ft^3
Total Vol/Radian - Outboard RU 15,220 ft^3 ~
Weight/Radian @ RU (inc. Steel+LL) 1,015 kip /~ ~.F.
Hoop stress @ RU 12.72 ksi -
Axial Force/in. @ RU 3.22 kip/in ~ -~ ~ ' * tt
Axial Stress 4.07 ksi
........ ."8 .... ....:"'
,,, : ..........
..~ ....
Maximum Allowable 8tress 4.25 ksi
~' ~'.YGijT' P,'
Page 6
COPPELL ELEVATED TANK 5/20/98
TANK WALL PLATE THICKNESSES
Wall Radius 48.71 ft
HWL to Top of Floor Cone 25.22
Hoop Tension per ff at Bottom 76.65 kips
Plate Thickness at bottom 0,501 in
Corrosion allowance 0.0000 in
1st Ring
Height 8.92 ft
Thickness 0.500 in
Maximum Stress 12.78 ksi
2nd Ring
Height 9.39 ft
Thickness 0.324 in
Maximum Stress 12.74 ksi
3rd Ring
Height 7.92 ft
Thickness 0.250 ksi
Maximum Stress 7.00 ksi
Page 7
COPPELL ELEVATED TANK 5/20/98
FLOOR DOME DIMENSIONS
Centerline Radius 54.00 ft
Horizontal Radius to CL Shaft 27.00 ft
Slope at Wall (CL Dome to CL Wall) 30 deg
Dome Rise - CL Wall to Crown 7.23 ft
Dome/Wall Intersection to WP#2 1.42 ft
WP#2 to Liner Surface 0.24 ft
Radius of Liner 54.66 ft
Total Rise of Liner 6.23 ft
FLOOR DOME STRESS
Mean Head 41 ~82 ft
Mean Pressure (including Slab Weight) 2,781 psf
Dome Compressive Force 75.10 k/ft
Thickness 12.00 in
Stress 522 psi
Use #5 @ 12 in T & B over Dome
Concrete Strength 4000 psi
Page 8
COPPELL ELEVATED TANK 5/20/98
CONCRETE RING BEAM
Volume of Shell Inside Shaft 57.445 ft^3
Volume of Shell Outside Shaft 130,196 ft^3
Volume of Floor Cone Inside Shaft 38,754 ft^3
Volume of Floor Cone Outside Shaft 50,352 ft^3
Weight of Steel Outside Shaft 437 kip
Weight of Dome Inside Shaft incl. Steel 479 kip
Thrust balance - tank full:
Outer Weight per ft. 68.99 k/ft
Inner Weight per ft 38.21 k/ft
Force In per ft 68.99 k/ft
Force Out per ft 66.18 kJft
Nett Force Out per ft -2,81 kJft
Thrust balance - lower cone filled only:
Outer Weight per ft. 21.10 k/ft
Inner Weight per ft 17.08 k/ft
Force In perft 21.10 Idft
Force Out per ft 29.58 k/ft
Nett Force Out per ft 8.48 k/ft
Horizontal reinforcement
Governing Tension - Lower Cone Filled Only 228.93 kip
Use- 10 -#10 in Ring Beam 12.70 in^2
Use 4 - #10 (+wwf) in Top Lift 5.08 in^2
Effective Steel Plate 16.25 in^2
Mean Hoop Tensile Stress in Total Steel 6.73 ksi
Vertical reinforcement, top lift
Interior Face Bar Size #8
Area/bar 0.79 in^2
No. of Bars 176
Spacing of Bars 11.57 in
0.57 %
Exterior Face Bar Size #7 "
Area/bar 0.60 in^2
No. of Bars 176 ..........
Spacing of Bars 11.57 in
0.43 %
WWF - Outer face only 4x4 / W5xW4 0.08 %
Total reinforcement in Top Lift 1.08 %
Concrete strength - Ring beam 4000 psi
Concrete strength - Top lift 4000 psi
Page 9
COPPELL ELEVATED TANK 5/20/98
WIND LOADS
Wind Pressure Rule AWWA
Wind Speed or Pressure 100 mph
Design Pressure - Cones 15.00 psf
Design pressure - Cylinders 18.00 psf
Roof Cone
Area 237 ft^2
Pressure 15 psf
Arm 151 ft
Shear at GL 4 kip
Moment at GL 538 k.ft
Side Wall
Area 2,554 ft^2
Pressure 18 psf
Arm 136 ft
Shear at GL 46 kip
Moment at GL 6,271 k.ft
Floor Cone
Area 1,546 ft^2
Pressure 15 psf
Arm 115
Shear at GL 23 kip
Moment at GL 2,666 k.ft
Shaft
Area 5,689 ft^2
Pressure 18 psf
Arm 52 ft ,,,~, .~
Shear at GL 102 kip --~ p,l. OF ~,
Moment at GL 5,286 k.ft ~,~ ..'." ' .... "'..'q
Total Ground Level Shear 175 kip '.... "' i
Total Ground Level Moment 14,760 k.ft // L.G. ~
Page 10
COPPELL ELEVATED TANK 5/20/98
SHAFT DESIGN
Design Criteria:
1. Design shaft for 1.4D+ 1.7(Water + L)
2. Design shaft for 0.75{1.4D +1.7Water+l .7(Wind or 1.1 Eq)}
3. Design shaft for 0.9D~1.3Wind or 0.9(D+Water)-1.3'1.1 Eq
4. Assume a min. eccentricity of 4" for D+L
5. Assume a local bow of 0.5"
6. Assume Ic = 0
Interior WVVF Reinforcement 4x4-W5NV4
Exterior VWVF Reinforcement 4x4-W5NV4
Shaft Perimeter (Linear A) 169,65 ft
Shaft Modulus (Linear S) 2,290 ft^2
Service Dead Load 3,951 kip
Service Water Load 17,269 kip
Service snow load+Storage LL 388 kip
Out of Plumb Moment 7,073 k.ft.
Service Wind Moment 14,760 k.ft.
(1.4D+1.7(Water+Snow+LL))/Linear A 210 klf
1.4 Out of Plumb/Linear S 4 klf
Total 214 klf
0.75(1.4D+1.7(Water+LL))/Linear A 156 klf
0.75{1.40.o.P+1.7Q}/Linear S 11 klf
Total 166 klf
Max down force/ft. 214 klf
Shaft Thickness 12 in.
Nominal concrete strength 4,000 psi
Allowable Shaft Capacity 29~i klf
Uplift
0.9(D+Water-OoP) - 1,3xl. 1Eq Nil klf
0.9(D- O.o.P) -1.3W 12 klf
Maximum uplift No uplift at top of footing
No added tension steel required -
..;
,
Maximum Eccentricity:
For 0.90(D+Water+OoP)-1.3xl .1Eq 1% Shaft Rad E ;"'
For 0.90(D - OoP) - 1.3W 21%Shaft Rad , ~ ""- .....
Overturning does not govern foundation "
Page 12
COPPELL ELEVATED TANK 5/20/98
AT TRUCK DOOR:
Door Width 12.00 ft
Buttress Width 4.50 ft buttress
Concentration Factor Beside Door 2,33
Max. down force on wall 214 klf
Total Down Force in Buttress 2,246 kip
Nominal concrete strength 4,000 psi
Thickness of Buttress 18.00 in
Total Capacity of Buttress Concrete 1,851 kip
Load to be Carried by Reinforcement 395 kip
Computed Steel Area per ft 2.77 in^2/ft
% of Concrete Area 1.28 %
Total Steel Area in Buttress 12.46 in^2
Area Provided by VWVF ~ 4x4AN5-W4 0.54 in^2
Area Provided by Bars 11.92 in^2
Vertical Steel - Ea. Side of Door Use 10 #10 @ 12"
Ties Required (All bars) #3 @ 18"
Tension over Door 367 kips
Steel Area Required 6.79 in^2
Horizontal Steel over Door 6 #10 @ 5"
Horizontal Steel under Door See pile cap design
AT SINGLE DOOR 1.69 ft effective
Door Width 3.38 ft
Column Zone Load 723 kip
Wall Thickness 12 in.
Total Capacity of Column Zone Concrete 463 kip
Load on Reinforcement 259 klf
Steel Area for this Load 8.19 in^2
Min 1% steel area 2.43 in^2
Governing steel area 8.19 in^2 ~.~.~.
Area Provided by WWF - 4 x 4 / W5-W4 0.41 in^2
Area Provided by Bars 7.78 in^2
Vertical Steel - Ea. Side of Door 8 #9 (~ 7 ~, : .......... ~;... ~',
Ties Required (AIt. Bars) #3 (~ 12"
Tension Over Door 103 kip tl,~ ".~'~, ?, ..Ec~,,
Steel Area Required 1.91 in^2
Horz. SteeI - Top of Door 2 #9 @ 5" It ~,~.., ST . ~-"
Page 13
COPPELL ELEVATED TANK 5/20/98
FOUNDATION DESIGN PILE CAP
Part '1: Pile Cap Pressures
Radius - Exterior 28.75 ft
- Interior 25.25 ft
Area 594 ft^2
Depth of pile cap 3.50 ft
Radius of CG 27.04 ft
Max reaction from shaft (from p.12) 214 klf
Pile cap weight - Gross 312 kip
1.4Cap weight/ft 2.6 klf
Max. factored load on pile cap 216 klf
Shaft dia. 54.00 ft.
Circumfrence 169.65 ft.
No. of piers 22
c/c piers 7.71 ft.
Pier diameter 30 in.
Design span 5.71 ft.
Shear span 4.00 ft.
Mu over pier 7,060 k.in.
Effective depth of cap 39 in.
As req'd (top) 3.94 in^2 Use 4 - #9
As req'd (bott) 2.37 in"2 Use 4 - #8
Total shear 433 k.
Concrete strength 4000 psi
Shear carried by concrete 176 k.
Asv 0.22 in^2in. Use 2 prs. #6 @ 8"
Shear carried by stirrups 101 k.
Ash 0.27 in^2/in. Use 4 ~ #7 @ 9" vert.
Shear carried by hot. steel 409 k.
Total capacity 685 k.
";'*' ·
Page 14
5~20~98
COPPELL ELEVATED TANK
PIER DESIGN Working stress design using UBC 1808.2
From p. 12:
Shaft: Perimeter (Linear A) 170 ft
Shaft Modulus (Linear S) 2,290 ft^2
Service Dead Load 3,951 kip
Service Water Load 17,269 kip
Service snow load+Storage LL 388 kip
Out of Plumb Moment 7,073 k.f~.
Service Wind Moment 14,760 k.ft.
D+Water+OoPlumb+storage 130 klf Governs
0.75(D=Water+OoP+Wind+Storage 103 klf
Wt, of pile cap 312 k.
Total design load 22, 131 k.
No. of piers 22
Service load/pier 1006 k.
Concrete strength 4200 psi
% rebar 0.51
Pier dia. 30 in.
Ac gross 707 in^2
Capacity of concrete 975 k.
As 3.6 in^2 Use 6 - #7
Capacity of rebar 73 k.
Total capacity 1,048 k./pier
Uplift on pier 1500 psf for 12 ft.
Total uplift/pier 141 k.
DL/pier 194 k. No uplift on pier
El. U/S pier cap 520.00 ft.
Top od sandstone (approx) 473 ft.
Side friction 4.00 ksf
End bearing 13.00 ksf
Capacity - end bearing 64 k.
Capacity-side friction 31.42 klf
Min. penetration into rock 31,99 ft, inc/udes 2 ft. into rock not computed as/oad bearing
Min length of pier 79 ft. To be verified on site
Add 2 ft. to piers Door I and Door 3 and 4 ft. to piers Door 2 to allow for closer spacing
I"' . ....... :.*
t y, "'/
t
Page 15
5/20/98
COPPELL ELEVATED TANK
PILE LAYOUT AT TRUCK DOOR
Span at door 13.06 ft. 13.85 degrees offset from CL door
2nd span 6.25 ft. 13.26 degrees offset from Pier#1
3rd span 6.50 13.79 degrees offset from Pie~2
Typ span 7.71 ft. 16.36 degrees offset - typical
If load in typ span 100 units/ft
Typ FEM 496 unit.ft
3rd FEM 352 unit.ft
2nd FEM 326 unit.ft
e.o. 2nd 2 pt~ Loads 300 units each
Location 1 0.60 from cl PierS1
Location 2 2.85 from cl Pie~l
e.o FEM Pier #1 400 unit.ft
e.o FEM Pier#2 227 unit.ft
1L 1C 1R 2L 2C 2R 3L 3C 3R
Stiffness 0.077 0.05 0,16 0.16 0.051 0.15 0.15 0.05 0.13
Distribution 0.266 0.18 0.556 0.44 0.14 0.42 0.46 0.15 0.39
FEM 0 0 725-553 0 352-352 0 496
Distribution - 193 - 129 -403 88 28 85 -66 -22 -56
Carry 96.48 -44 202 22 -85 0
Distribution 12 8 24 -98 -31 -94 39 13 33
Carry -6 49 - 12 -13 94 0
Distribution -13 -9 -27 11 4 11 -43 -14 -36
Carry 7 -6 14 14 -11 0
Distribution 1 1 3 -12 -4 -12 5 2 4
Total -95 -129 322 -361 -3 365 -418 -22 441
All moments less than typical FEM - Use typical rebar throughout
Load on PierS1 800 units 1044 k
Load on PierS2 803 units 1047 k
Load on Pier #3 711 units 927 k
Sum 2,313 units Available: 1048 k.
Total 2,382 units
Typical 771 units 1006 k
Page 16