WA9601-SP 990216LANDMARK STRUCTURES, INC.
1665 Harmon Road
Fort Worth, Texas 76177
(817) 439 -8888
Fax (817) 439 -9001
TO: Shimek, Jacobs & Finklea
8333 Douglas Avenue, Suite 820
Dallas, Texas 75225
WE ARE SENDING YOU THE ATTACHED ITEMS:
LETTER OF TRANSMITTAL
Date Job. No.
2/16/99 9802
Attn:
Mr. Gary C. Hendricks, P.E.
Re:
Wagon Wheel Ranch
2.0 MG Elevated Storage Tank
Bid No. Q 0198 -03
City of Co pell, Texas
Copies
Spec Section
Submittal No.
Description
6
S.C. 8
6A
Drawings and Calcs for the Intermediate Structural Floor
THESE ARE BEING TRANSMITTED:
Information for Record O &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
DESIGN CALCULATIONS
INTERMEDIATE STRUCTURAL FLOOR
FOR
2,000,000 GALLON ELEVATED WATER TANK
COPPELL, TEXAS
X NO EXCEPTION TAKEN ❑ MAKE CORRECTIONS NOTED
❑ REJECTED RCl�E AND RESUBMIT
A n Structums, Inc. - Job
vil�h fllo denian
0 and
mzxner.
CO N S L, L E. L R DALLAS, TEXAS
Date By
Contents
Sketches
Design Notes
ROLF PAWSM
o.9802
Qaaa
B-1 to B-5
1-15
2 -8 -or
Design Calculation Index
INTERMEDIATE STRUCTURAL FLOOR
COPPELL, TEXAS
Landmark Structures, Inc. - Job No. 9802
Description
Page No.
Revision
Date
Cover Page
Index Page
Desi n Sketches:
Beam & Seats Plan
B-1
— 3
12/1 0/98
Beam Seat A ssembly
B-2
8/10/98
Beam Seat Installation
B-3
2
8/2B/98
Slotted Bracket Connection
_
B-4
_
8/25/98
11 11 11
B-5
2
2/8/99
Design Notes:
1. Design Basis
1
8/98
M M
_
2
_
2. Metal Deckin
3
3. Concrete Reinforcement
4
"
4. Perimeter Angle
5
5. Steel Beams
6
_
M M
7
■
" -
8
_ A _
12/98
6. Floor Vibrations
9
8/98
7. Beam Seat
10
8/98
"
11
8/98
"
12
8/98
"
13
8/98
14
8/98
8. Openings Framin
15
2/8/99
f 1 •- ,i
* 1
r
RoLF PawsKit
80886
2 -8 -p9
q tank
0 0
r
N
V
O
O
0
N<
Beams BM -3 require temporary bracing of the
compression flange. Brace the top flange of these
beams to the perimeter angle at one location at
least 7' -0 from the beams ends. Leave the bracing
in place until the decking is welded to the beams.
180°
Rev. Date INTERMEDIATE FLOOR
COPPELL, TX - #9802
1 -JEG 11Aug9 BEAM &SEATS PLAN
2 - JEG 20Au 9 LAN Date 10 Aug 98 D —• JEG
3-JEG 10Dec9 Auoc. cnk. SK. B - 1
- — 9802- Coppell
2" 3" 3" 2"
r I I I I
L_
Z13
T 7
2- air holes
5 1 /4"
4 pc - bar 3/4" x 3/8" x 2"
back -gouge before
welding far side
1/8"
a
_
r
(typ. stud & rebar)
10
2 pc - 1/2" x 6 1/8"
welded- headed stud
3 pc - No.7 bar x V -5
Notes: 1. All welding with E7018 electrode.
2. Hot dip galvanize assembly after welding (optional)
3. Material specs: A36 - angle & bar
A108 - studs
A706 - welded reinforcement
Rev. Date INTERMEDIATE FLOOR
COPPELL, TX - #9842 BEAM SEAT ASSEMBLY
LANDMARK Date 10 Aug 98 Dwn. JEG
Alloc. Chk. SK. B - 2
N
T
6 x 6 x 1/2 angle x V-0
2- holes for
optional mounting to forms
5Ya"
m
1 r
typ
A 'A
SECTION A -A
N
M
N
T
6 x 6 x 1/2 angle x V-0
2- holes for
optional mounting to forms
5Ya"
m
1 r
typ
A 'A
SECTION A -A
x
1' /z" clear, typ.
seat workpoint —
beam centerline
r2N 2x2- N0.5EFx5' -0 steel replacement bars,
° 6/00 +041 1 set inside of wall mesh
��a
� 0
i
beam seat assembly 1"
�I
c�
T
! I
1.5 bar x 4' -0
, eplacement bars
r on blockout
le bottom bar and
nesh to embed,
pacer off form
;at elevation: 536
&I T
�
T I
Notes: 1. Embed assembly and bottom make -up steel tied to form.
2. Some mesh not shown for clarity.
3. Beam seat installation tolerances: vertical: +0" / -'h"
horizontal: t 1"
Rev. Date INTERMEDIATE FLOOR
1 -JEG 20Aug98 COPPELL, TX - #9802 BEAM SEAT INSTALLATION
2 -JEG 28Aug98 LANDMARK Date 11 Aug 98 Dwn• JEG SK. B - 3
Alloc. Chk.
50k_Slot_Inst_
t /2 " expansion anchors (Hilti Kwik Bolt II or equal)
® 16" c - with 3'/2" embedment
Install max 6" from ends or splice in angle
A
\ 4"
1- 3 x 3 x 3/16 angle x 10" L4 x 3 x t /4 perimeter angle
either side of beam, r \
expansion anchor to wall
1 I A \
W
gke
1" typ to 9/16" x 1'/4" slots 4 locations on angle &
1" typ to 9/16 holes 2 locations in beam top flange
Connection Plan View (Skewed Detail Shown)
1' - 3'/2 for BM -1 & BM -2
1' - 4'/2 for BM -3 ,
T
N
T I T 8' � 1
� � I
T
it
� I f
i1 \1
a � t
(O N
15/16 holes
typ washer plate & beam
T
1 1 1 1 1 C
CA
N
1
-- +--- +---}— ` — 15/16" x 2 3/16"
3" 3" long slotted holes
3/4" thick bracket plate (bracket plate only)
(MK -5)
Materials of Construction
2 x 5/16" x 21 "
washer plates
(MK -6)
2 per connection
beams: Grade 50
angle / bar / plate: A36
reinforcement: A615
studs (if required): A108, type B
bolts/nuts: A325SC/A563
cotton duck bearing pads: AASHTO 2.10.3(L)
floor concrete: Pc = 4000 psi
Rev. Date INTERMEDIATE FLOOR
COPPELL, TX - #9802 SLOTTED BRACKET CONNECTION
LANDMARK DatO 25 Aug 98 DW"• JEG SK. B - 4
30k_SIot_Stl_1
"
3/4" x 4 7/8" studs (1 per rib)
BM -1, BM -2 & 13M -3
Set t/slab elev with a level or
use variable length screed stakes
that account for beam deflection
1 /2 " exp It
t/slab elev 539.00'
t/shims elev 536.61'
N
3VL120 Vulcraft —J
galvanized deck
Ext. span min bearing: 3"
Int. span min bearing: 3
bracket plate (MK -5) —
washer plates (MK -6) —
No. 3 0 12"
or W3.5 ® 4"
No. 3 0 18"
or W3.5 0 12"
It
ce)
� I
ill
W24 beams (50ksi) w /standard holes 14 - 7/8 "$ bolts B
BM -1: W2494 3" long, TFL 3" 1 2 - 1
BM -2: W24x76
BM -3: W24x55 A
3/16
'" 1 \\ I I
5 - 1 1
SECTION B-B
Vbeam elev 538.50' Z_
t/bracket plate
varies: 1 5/8" - 1 5116"—
co
Connection Section Vlew A-
�— center bracket plate over center of bearing plate /shims
(MK -4) 5" x 3" shims as required ( theoretical)
center shims on radial line regardless of beam
-- (MK -3) 5" x 5"x 1" bearing plate
_j— (MK -2) 5" x 5" x 3/8" cotton duck bearing pad
(MK -1) 5" x 5" x 3/16" bearing plate
1. Set 3/16" bearing plate (MK -1), fabric bearing pad (MK -2), 1" bearing plate (MK -3) & shims (MK -4) into seat pc
2. Roughen galvanized contact surfaces by hand wire brushing. Do not power brush.
3. Install bracket plate (MK -5) with 5/16" washer plate (MK -6) on beam web. Bolt extreme corners (4 bolts) hand
4. Extend bracket plate so it will bear to the end of the shims or beyond.
5. For steps 6 & 7, tighening shall progress outward from the most rigid part of the joint.
6. install bolts in all holes and snug tighten.
7. Match mark nut & bolt and tighten nut an additional 1/3 turn.
8. Brace beam top flange as detailed before removing temporary beam support.
9. Tack weld bracket plate (MK -5) to shim plates (MK -4) and shim plates (MK -4) to bearing plate (MK -3).
Rev. Date INTERMEDIATE FLOOR
1 - JEG 3Sep98 COPPELL, TX - #9802 SLOTTED BRACKET CONNECTION
2 -JEG 08Feb99 LANDMARK 0a 25 Aug 98 ChIL JEG
SK. B - 5
sok-sbt sv_1
1 DESIGN BASIS
Design Codes:
ACI 318 -95
AISC Allowable Stress Design, 9th. edition
SDI Specification and Commentary
Dead load: DL =
Live load: LL =
Materials:
Metal Decking ............
Structural Steel .......
Reinforcing Steel .......
Concrete Strength ..........
Concrete Density ............
58 psf, 3" concrete over 3" metal deck
125 psf
Vulcraft galvanized steel decking
ASTM A36 and ASTM A572 GR 50
ASTM A615 GR 60
4000 psi at 28 days
150 Ib /ft
Design Approach:
- Support concrete slab (over metal deck) on equally spaced steel beams .
- Provide a 1/2" nominal expansion joint between the wall and slab, and
pipe penetrations, to permit shrinkage and thermal movement.
- Design beams as simply supported, and composite or non - composite with the slab.
- Provide beam supports capable of of permitting rotation and differential movement
between slab and wall.
Slotted Bracket T
_late Coppell, TX - #9802 Intermediate Floor
LANDMARK Date: 8/98 BY: RP Sheet: 1 I
Date: Chk:
Dimensions:
Number of Beams =
5
Beam spacing =
9.00
ft
Wall (P-diameter
54.00
ft
Wall thickness
12
in
I.D. of wall= 54 - 1 =
53.00
ft
Dia. of slab = 53 - 0.08 =
52.92
ft (1 /2" clear of wall)
Radius to End of Beam
26.75
ft (3" > wall ins. radius)
Openings:
- stair opening
- Nominal openings around riser and overflow
8.5'
4 Spc. at 9.0'= 36.0'
Beam Length h _ ft
Bm 1 53.50
Bm 2 50.38
Bm 3 39.58
r^
Rev. I Date Coppell, TX - #9802 Intermediate Floor
LANDMARK Date: 8/98 By: RP Sheet: 2
Date: Chk:
a
2. METAL DECKING
Metal Deck as Construction Form:
7.25"
3 "
3"
4.75" �--
12"
Decking ........................... 2.14
3" concrete ribs .............. 18.8
3" concrete slab .............. 37.5
Total Dead Load 58.4
Vulcraft galvanized metal deck
3VL120 7
F = 40 ksi
I = 0.938 in`/ft
L = 0.937 in`/ft
S = 0.553 in3 /ft
S„ = 0.572 in3/ft
psf
"
"
psf
Construction Loads: w, = 58 psf, dead load
w = 8 psf, dead load for added thickness due to 0.65" beam defl.
W2 = 20 psf, uniform construction live load
P = 150 Ibs, concentrated construction LL
Flange Width = 7 in
Max. c /cSpan = 9.00 ft
Max. Clear Span: L = 8.42 ft, 9 ft c/c span - 7 in. flange width
Unit Width: b = 1.0 ft
Web Crippling: Reactions (lb /ft of widthl Min.
Max. Allow. Bearina
Exterior (1 span), P., = 0.5 (w, +w, +w2) bL = 362 373 3.0 in
Interior (2 span), P = 1.25 (w, +w +w2) bL = 905 900 3.5 in
Moment per ft of width:
Pos. Moment, +M = 0.125 [1.5 (w, +w, +w2 ] b 0 =
1054
lb-ft/ft, 1 span
= 0.125 (w, +w b L + 0.25 P L=
900
lb-ft/ft, 2 span
Neg. Moment, -M = 0.125 (w, +w +w2) b 0 =
-762
lb-ft/ft, 2 span
Deck Flexural Stress: A = +M,,., / S =
22.9
ksi, < 0.6 F
OK
-f = -M / S„ =
16.0
ksi, < 0.6 F
OK
Max. Deflection (1 span): d = 5 (w, +w, b L` / 384EIp =
0.27 in
< 0.75 in
OK
A/L =
1/369
< 1/180
OK
Date Coppell, TX - #9802 1 Intermediate Floor
LANDMARK 1 Date: 8/98 B : RP Sheet: 3
Date: Chk: I
3. CONCRETE REINFORCEMENT
Positive Moment Slab Reinforcement:
Deck live load capacity for 8.4' clear span is 230 psf.
(per Vulcraft table for 3VL120 decking).
Negative Moment Slab Reinforcement:
Slab DL is carried by metal deck, and negative moment is due to superimposed LL only.
w, = 1.7 x 125 psf = 213 psf
Span: L = 9.0 ft, use etc span for calculating moment
-M = 2157 lb-ft/ft of width L L�
25.9 k -in/ft
Double Span
Condition
d =
5.06 in,
for 6" slab and 3/4" cover
Z =
4.99 in,
moment arm
f =
60 ksi,
for ASTM A615 GR60 bars
=
0.9
A,= - M„ /z0f
—
0.096 in /ft
top steel required
Use No. 3 at 12" (0.110 in
or W3.5 at 4"
0.105 in
Minimum Transverse Reinforcement:
Min. reinforcement is 0.00075 x area of concrete above deck
As-min = 0.027 in /ft transverse to deck ribs
Use No. 3 at 18" (0.073 in
or W3.5 at 12" 0.035 in /ft
Rev. =Date Coppell, TX - #9802 Intermediate Floor
LANDMARK I Date: 8 / 98 _ 1 By; RP Sheet: 4 I
Date: Chk:
4 PERIMETER ANGLE
Design for max. decking end reaction under DL + LL.
Permanent Loads: DL = 58 psf, dead load
LL= 125 psf, uniform live load
W= 183 psf
Max. Span: L = 9.00 ft (beam spacing)
Width: b = 1.0 ft
Max. Reaction, P = 0.5 w bL = 0,82 kip /ft of circumference
1/2" Expansion Anchor: Hilti Kwik Bolt II or equal
Working Stress Allowable Load for 3.5" embedment: T = 2.40 kip /bolt
V = 2.45 "
Combined Shear and Tension Loading: [TITJ" + [ VN a j - ' 43 51.0
T= C= P e S / = 1.57 kip/bolt
V =PS = 1.10 "
RRJ = 0.49
[VN j = 0.26
Combined Shear & Tension 0.75 151.0 OK
Rev. I Date Coppell, TX - #9802 Intermediate Floor
LANDMARK Date: 8/98 By: RP Sheet: 5
Date: Chk:
Exp. Anchor Spc: S =
1.33
ft
1/2" Exp. Jt.
1/2" Exp. Anchor
Distance: e =
2.25
in
re=
Z= 0.9x1.75 " =
1.58
in
5"
Distance: k =
0.69
in
L4x3x1/4
Angle Thick: t =
0.25
in
T 1.25"
V
P
Z 1.75"
Moment
in Leg of Angle: ASTM
A36
C
M = P (e -k) =
0.11
kip -inrn
k
4 "
F = 6 M /t =
10.3
ksi < 27 OK
1/2" Expansion Anchor: Hilti Kwik Bolt II or equal
Working Stress Allowable Load for 3.5" embedment: T = 2.40 kip /bolt
V = 2.45 "
Combined Shear and Tension Loading: [TITJ" + [ VN a j - ' 43 51.0
T= C= P e S / = 1.57 kip/bolt
V =PS = 1.10 "
RRJ = 0.49
[VN j = 0.26
Combined Shear & Tension 0.75 151.0 OK
Rev. I Date Coppell, TX - #9802 Intermediate Floor
LANDMARK Date: 8/98 By: RP Sheet: 5
Date: Chk:
5. STEEL BEAMS
Beams are conposite or non - composite as shown, and simply supported.
Design per AISC ASD, 9th. edition. Compression flange braced by metal decking.
A 1/360 live load deflection limit, A /L = 5 w L / 384EI
b = 9.0 ft, tributary width
DL = 58 psf x b = 522
LL = 125 psf x b = 1125
Self wgt = 1QQ
w = 1747
Use: wD+L =
WL =
lb/ft
M
1
lb /ft
1.75 k/ft, dead + live load
1.13 k/ft, live load only
Check unbraced length of compression flange prior to welding deck to beam flange.
Include beam self weight + effect of distributed and concentrated construction loads.
Design for larger of distributed or concentrated load moments.
Distributed constr. load: WE = 100 lb/ft
Concentrated constr. load: P = 2400 lb at midspan
Constr. Load Moment: M = (200 lb/ft) L / 8 } design moment
M = (2400 lb) L/4 } is larger value
Allowable bending stress: FbX =12000 ksi / (L d/A,)
I •
Descri t� ion
Beam 1
Beam 2
Beam 3
Beam Length: L
53.50
50.38
39.58
ft
End Shear: V„
46.8
44.1
34.6
kip
Dead Load Moment M D
2683
2380
1468
k -in
Live Load Moment: M
4830
4283
2643
k -in
Dead + Live Load Moment: Mx = MD+L
7513
6663
4111
k -in
Construction Load Moment: M
859
761
520
k -in
Rev. 1 Date Coppell, TX - #9802 ( Intermediate Floor
LANDMARK I Date: 8/98 1 BY: RP Sheet: 6 I
Date: Chk: i
s f
omDosite Beams -Serner
f', ;
4000
n =
8.0
t, =
3
h, =
3
S, =
12
Thick.
4.5
in
5.25
Description
Effective Slab Width: b
Transformed Width: b/n
Welded- Headed Studs. ASTM A 108
Beam 1 Beam 2 Beam 3
108.0 108.0 108.0 in
13.50 13.50 13.50 in
Stud
Stud
Length After
Min. Flange
Spacing Limits C.C. - in
Min.
Min.
Diameter
Length
Welding
Thick.
in
in
in
in
Transverse
Lon itudinal
0.50
3.13
3.00
0.20
2.00
3.00
4.13
4.00
5.31
5.19
6.13
6.00
0.625
2.69
2.50
0.25
2.50
3.75
6.56
6.00
0.750
3.19
3.00
0.30
3.00
4.50
4.19
4.00
4.88
4.69
5.19
5.00
5.38
5.19
6.19
6.00
7.19
7.00
8.19
8.00
Max. Longitudinal Stud Spacing is 8 x Slab Thickness
Rev. I Date Coppell, TX - #9802 Intermediate Floor
LANDMARK Date: 8/98 By: RP Sheet: 7
Date: l Chk:
psi, specified concrete compressive strength
E, E,, modular ratio
in., slab thickness
in., rib height
in., rib spacing
in., min. stud length
in., max. stud length
Beam Sections
Beam 1 Beam 2 Beam 3
Design Type (C= composite, N= non - composite)
C
C
C
Use W- Section:
W24x94 T
W24x76
W24x55
Yield Strength: F
50
50
50
ksi
Tensile Strength: F,
65
65
65
Welded Headed Studs (3/4" max.):
0.75
0.75
0.75
in. diameter
Nom. Length
4.88 -
4.88
4.88
in
Length After Welding
4.69
4.69
4.69
in
Studs Spacing (multiples of 12 ")
12
12
12
in
Studs per Rib
1
1
1
Number of Studs per Beam
48
46
34
PCs
Shear Load per Stud: q
13.3
13.3
13.3
kip
Shear Reduction Factor
0.956
0.956
0.956
Horiz. Shear Capacity: V'
305
293
216
kip
Composite Action:
partial
partial
partial
Full Composite Horiz. Shear: V
551
551
405
kip
Eff. Concrete Thickness: t
3.00
3.00
3.00
in
Eff. Concrete Flange Area: A, = b t
324
324
324
in
I,
2700
2100
1350
in
I,
7263
6008
4419
in
L
6097
4948
3592
in
N.A. from Bottom Flange
22.05
22.56
23.42
in
S,
222
176
114
i
S
329
266
189
i
S
302
242
169
i
Live Load Concrete Stress: f, : - :, 0.45f'�
0.64
0.60
0.43
ksi
Allowable Bending Stress: F / F
0.66
0.66
0.66
Required Section Modulus:
S, >_ M / F
81
72
44
i
S. ? M D+L / 0.9 F
167
148
91
i
S, >_ M L / F
228
202
125
i
Deflection:
Unshored Dead Load, D
0.65
0.63
0.33
in
Composite Live Load, 4
1.17
1.14
0.60
in
Composite Live Load, A /L
1/547
1/532
1 /797
Design Criteria - Check
OK
OK
unbraced length
Max. Unbraced Length for construction loads
84.5
59.1
32.9
ft
Rev.
Date
Coppell, TX - #9802
Intermediate Floor
A
12/98
LANDMARK I Date: s / ss B: R f Sheet: 8
I Date: Chk:
a ,
6. FLOOR VIBRATIONS
Ref.: "Floor Vibrations Due to Human Activity "; by Murray, Allen, and Ungar; AISC, 1997
C riterion;
The floor system is satisfactory if the peak acceleration, a,, due to walking
excitation as a fraction of the acceleration, g, determined from the following
equation does not exceed the acceleration limit, a
ac/9 = P e -0-3 `/ bW
g = 386 in /sec
The effective panel weight, W, is based on the load carried by beams 1 and 2.
Acceleration is calculated using the smaller natural frequency, f,,, of beams 1 and 2.
Transformed section properties are based on the dynamic modulus of concrete, 1.35 E o .
•
a =
0.005
recommended acceleration limit
P o =
65
lb, a constant representing the excitation force
w L =
11
Ib /ft live load (0 to 11 recommended)
b =
0.025
damping ratio used
-
0.02
open floors with few non - structural components
-
0.03
open floors with non - structural components
-
0.05
full height partitions between floors
Beam Analysis - 9
ft spc.
Beam 1
Beam
Use W- Section:
W2494
W24x76
Beam Length: L
53.50
50.38
ft
Distr. Load: w
(beam wgt. + 58 psf DL + 11 psf LL)
715
697
lb/ft
Eff. Panel Width: B
27.00
ft
Panel Weight: W
108
kip
Composite Section:
Eff . Slab Width: b
(smaller of 0.4 L or beam spc.)
108
108
in
Eff. Concrete Thickness:
t
3.00
3.00
in
I„
6695
5575
in
Deflection: A
0.68
0.62
in
Dynamic Analysis:
Natural Frequency: % = 0.18 [g /d] ° • 5
4.29
4.47
Hz
Peak acceleration
ratio: adg
0.005
Design Criteria Met
OK
Rev.
Date
Coppell, TX - #9802
Intermediate
Floor
LANDMARK
Date: a i 98
By:
RP
Sheet: 9
l Chk:
Date:
7. BEAM SEAT
Design Ag roach:
- Design for Beam 1 end shear.
- Use a one -sided bolted bracket connection supported in a slot in the wall.
- Cast a corner angle seat with a blockout into the wall concrete.
- Use a bearing pad and bearing plate to distribute the bracket load into the corner angle.
- Embedment strength is based on full dowel compression strength + 10% of concrete bearing strength
Factored Load
Beam 1 End Shear:
Service Dead Load Shear: VOL = 16.7 kip
Service Live Load Shear: V = 30.1 kip
Total Service Load Shear: V = 46.8 kip
Factored loads per ACI 318:
V„ y =1.4 Vp +1.7 V = 74.6 kip
V„ 1.6
I Slotted Embedment
b,l
Bearing PL over
Fabric Bearing Pad
ta --- 7 - � - fi r -- -
I I I l
�—► --- --------- V---------
'Iheaded
La
stud
rebar dowel x
stud pull -out surface
�a
Rev. Date Coppell, TX - #9802 Intermediate Floor
LANDMARK Date: e/98 By: RP Sheet: 10
Date: Chk:
Slotted Embedment Deslgn
V =
74.6
kip, factored beam shear
f =
4000
psi, specified concrete strength of wall
t =
1/2
in, seat angle thickness
b =
6
in, seat angle width
L. =
12
in, seat angle length
b, =
5
in, bearing width
b =
S
in, bearing length (radial)
N =
3
pcs, number of dowel bars
Sd =
0.1
inrn, slope of dowel bars
d =
7/8
in, dowel bar diameter
A =
0.60
in dowel bar area
f =
60
ksi, dowel bar yield strength
N, =
2
pcs, number of studs
d, =
1/2
in, stud diameter
A, =
020
in 2, stud cross - sectional area
4 =
6
in, stud embedment length
X =
10
in, stud spacing
y =
3
in, stud edge distance
F„ =
60
ksi, stud tensile strength
Concrete Bearing Strength & Dowel Compression
Strength:
0 =
0.7
strength reduction factor for bearing & comp.
b„ = b, + 2 t.:5 b =
6.00
in, effective bearing width
b = b + 2 t.:5 L =
6.00
in, effective bearing length (radial)
P = 0.85 f - c b b =
85.7
kip, concrete bearing strength
P = N A f" / [1 +S =
75.4
kip, dowel compression strength
Use � P„ _ � P1+0-1 0 P a V„
84.0
kip, > V„ OK
$d (per ACI 318) =
17
in, dowel comp. development length
Qd. ,,, (for applied load) =
16
in, comp. development length for load
Stud Pullout Strength:
0 =
0.85
strength reduction factor for shear
T„ = V S =
7.5
kip,
factored tension Load
A. _ (x +V.) (y4j =
198
in
concrete pull out area
0 P. _ 0 4 (f - .) O " k =
42.6
kip,
concrete pullout strength
P, = 0.9 F„ A N. =
21.2
kip,
stud steel tension strength
0 P„ is smaller of OP, or OP, =
21.2
kip,
> T„ OK
Rev. I Date I Coppell, TX - #9802 Intermediate Floor
LANDMARK
Date: 8 / 98
Sheet: 11
Date: I Chk:
Bracket Plate
V =
Beam 1
46.8
plane for:
2 Beam 3
34.6
kip
Bracket Yield Strength
- net section shear
b = 3 in, bearing shim width
bolt group
36
-net section bending
Bracket Tensile Strength
F. =
58
- gross section bending
58
I
A325 Bolts:
Variable Dimensions (dependent on beam azimuth, A):
gh 3" =
Diameter
d=
'--
7/8
" ")
in, diameter
Total in Group
e,= 2 +0.75d +(0.5b, +1 /cos0
14
14
14
e = e, + 1.5"
>
h
n =
7
7
7
PCs
—long slotted
b,,, = e, - 0.75 d + 0.5 b / cos 6 for 6 < 0,
� , �
0 I I
�
I
holes for
A325SC bolts
b, e,- 0.75d +0.5b / sin 0 for 8 >0,
C
_
Thickness
30.96
6 = deg, tan''(b
3/4
e
b2
in
Height
el
V
Service Load Shear
V =
Beam 1
46.8
Beam
44.1
2 Beam 3
34.6
kip
Bracket Yield Strength
F =
36
36
36
ksi
Bracket Tensile Strength
F. =
58
58
58
ksi
A325 Bolts:
Diameter
d=
7/8
7/8
7/8
in, diameter
Total in Group
N =
14
14
14
PCs
Bolts per Row
n =
7
7
7
PCs
Vertical Spacing
9 =
3
3
3
in
Bracket Geometry:
Thickness
t =
3/4
3/4
3/4
in
Height
h =
21
21
21
in
Design Width to 1st bolt row
b =
9.5
9.5
10.5
in
Min. Width to 1st Bolt Row
b_min =
8.50
8.90
9.64
in
Eccentricity to 1st Bolt Row
e =
6.66
6.90
8.06
in
Eccentricity to Bolt Group
e =
8.16
8.40
9.56
in
Beam Azimuth
8 =
0.00
19.66
42.29
deg
Rev.
Date
Coppell,
TX - #9802
Intermediate Floor
LANDMARK
Date: 8/98
By: RP
Sheet: 12
Date:
Chk:
17)
i A
Bracket Plate Design
Beam 1 Beam 2 Beam
Bracket Thickness for Bearing:
V l ( 0.9 * F ' b2) tbeadng = 0.29 0.27 0.21 in <t OK
Gross Section Plate Bending, & Shear:
Diameter
Area: t h
A =
15.75
15.75
15.75
i
VLSL =
Section Modulus: t h / 6
S =
55.1
55.1
55.1
i
Flexure: V e, / S =
f =
5.7
5.5
5.1 -
ksi < 0.6 F
OK
Shear: V / A =
f„ =
3.0
2.8
2.2
ksi < 0.4 F
OK
Net Section Plate Bending, & Shear: Ref.
- AISC 9th edition "Bracket
Plates Net section Moduli, page
4 -88.
Area: t [h - n (d +1/16)]
A n =
10.83
10.83
10.83
i
7
S - [g„ n (n -1) (d +1/8) t / 6h]
S n =
37.1
37.1
37.1
i
in
Flexure: V e, / S
f =
8.4
8.2
7.5
ksi < 0.5 F,,
OK
Shear: V / A
f„ =
4.3
4.1
3.2
ksi < 0.3 F,,
OK
Free Edge Analysis: Ref. - "Steel Structures ",
Salmon &
Johnson,
1980; p761, Approximate Beam Analysis for Stress
Angle of Diagonal: tan / b)
02 =
65.7
65.7
63.4
deg
Free Edge length: h / sin0
L d =
23.0
23.0
23.5
in
Free Edge Compression Stress:
V / (b t sin 2 02) (6 e,/ b - 2)
=
3.59
3.16
2.11
ksi < 0.6 F
OK
Thickness for Buckling (f = 3 f,:5 F Y ):
L (f ,,) / 162
tbuckle =
0.47
0.44
0.36
in <t
OK
Bolting: A325 Bolts in long- slotted holes
Diameter
d =
7/8
7/8
7/8
Allow. Shear (AISC Table I -D):
VLSL =
7.22
7.22
7.22
kip
Min. Thickness for Bearing:
Bracket: VLSL / (1.0 F, b r m d)
t m k, =
0.142
0.142
0.142
in <t OK
Beam Web: VLSL / (1.2 F,,, d)
t m , n =
0.106
0.106
0.106
in < t M , OK
Max. Bolt Load (from AISC Table XII):
Bolts per Row
n =
7
7
7
PCs
Eccentricity to Bolt Group
Q = e =
8.16
8.40
9.56
in
Load Coefficient (AISC Table XII)
C =
7.53
7.36
6.66
Max. Bolt Shear: V / C
r =
6.22
6.36
7.03
kip < VLSL OK
Rev. Date Coppell, TX - #9802 Intermediate Floor
LANDMARK Date: 8/98 By: RP sheet: 13
Date: l Chk:
SH12- Critical Bolt Installation:
1... At slotted holes provide hardened washers or a continuous 5 / 16 " bar with std. holes.
2... Roughen galvanized faying surface by hand wire brushing the all contact surfaces.
Power wire brushing of galvanized surfaces is not permitted.
3... Install bolts in all holes and bring to a snug tight condition by a few impacts of
impact wrench. Match -mark the nut and bolt protrusion, and rotate nut an additional
% turn. Tightening shall progress systematically from the most rigid part of the
joint to its free edges.
Bracket Bearing Plate
3cket plate
bearing plate
t = 1.00 It
b, =5"
5" x 5" Bearing Pad:
F P =
Ap =
V Y =
fp =
1" Bearing Plate:
F Y =
F = 0.75 F =
a= b, /2 -t /2=
M = f a /2 =
fb = 6 M /t =
2.5
25
46.8
1.87
36.0
27.0
2.125
4.23
25.4
F P
ksi, bearing pad allowable compression stress
in bearing pad area
kip, max. beam end reaction
ksi, bearing stress
ksi, plate yield strength
ksi, allowable bending stress
in, cantilever arm
k.in/in, moment
ksi, bending stress < 0.75 F
1- 01 , 21
OK
Rev. Date Coppell, TX - #9802 I Intermediate Floor
LANDMARK Date: 8 / 98 1 B : RP Sheet: 14 I
Date: Chk:
t► I G
�I�-r_�i�n�s►� F�o�. S. dP�.i�� __ I I
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3,zS x 5.25 t z
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r i � 5.31 ri IZ I
c 53
SK EE - c 1 5
17/01/99
INTERMEDIATE STRUCTURAL FLOOR
DRAWING
COPPELL, TX - #9802
TABLE OF CONTENTS
ERECTION
REVISION DESCRIPTION
S17 -E1.1
Ground Floor- Plan /General Design
S17 -E1.2
Intermediate Floor- Plan /General Design
S17 -E2.1
Intermediate Floor - Structural Design
S17 -E2.2
Intermediate Floor - Inlet/Outlet, Overflow Framing
S17 -E2.3
Intermediate Floor - Floor Hatch Framing
S17 -E2.4
Intermediate Floor - Stair Opening Framing
S17 -E2.5
Intermediate Floor - Structural Details
S17 -E3.1
Intermediate Floor- Steel Deck Layout
S17 -E3.2
Intermediate Floor - Steel Deck Details
S17 -E4
Intermediate Floor- Concrete & Reinforcing
S17 -E5
Intermediate Floor - Beam Seat Insert
S17 -E6.1
Intermediate Floor- Floor/Wall Connection - Plan
S17 -E6.2
Intermediate Floor - Floor/Wall Connection - Section
S17 -E7
1 Ton x 12' Jib Crane - Details & Installation
If
/OUTLET 78.5'
-- 90.0'
Ct W x 12' H
off VEHICLE DOOR
OPENING
W —d 6' —d
------- - - - - --
W
Z
Z FIN. FLOOR
6' -4' DU► w ELV. 524.50
CIRCULAR STAIR NOMINAL
P V 'STARWAYS INC."
i
i
18' -9 7 /9' `' a
10 �ti2
20 INLET
270.0'
1g' OVERFLOW
i
�?6 �6'
225.0'
q- SINGLE
DOOR OPENING
180.0'
q-- 12' W x 12' H
VEHICLE DOOR
OPENING
MA
Rev. Date Project Title:
COPPELL, TX - #9802 GROUND FLOOR
PLAN /GENERAL DESIGN
L A N D M A R K Dat 02/12/98 Dhk. GP S17—E1.
1/ =1-
0'
"Z
m J
CIRCULAR STAIR
OPENING
I
b
15' - 8'
270.0'
FIN. FLOOR
ELV. 539.00
h
I
M
SEE DWG. S17 -F14
_I FOR HANDRAIL
180' JIB CRANE
SEE DWG. S17 -E7
b
(L 20' INLET
/OUTLET
78.5'
90.0
---- - - -- -_R 24'_0. � •;, 95.0
CL 18" OVERFLOW
R d`s• �/
IN
V'A
NOTES 180.0'
1. System — Composite concrete slab / steel floor deck. Total slab depth — 6"
— Simply supported composite structural steel beam support.
2. Design Standards — SDI — specification and commentary
— AISC — allowable stress design
3. Design Live Load — 125 psf
4. Material Specification — Refer to detail drawings.
5. Finish — galvanize all exposed metal deck and framing
— steel trowel concrete slob finish
Rev. Date Project Title:
COPPELL, TX - #9802 INTERMEDIATE FLOOR
PLAN /GENERAL DESIGN
OP
!•
:............................
ROLF PAWSKI
.................
80886 :A-i
Itt0'`FaSCISTER:�'G� W
tt ... `E
L A N D M A R K Dat e: 02/12/98 Own S17- E1.2
1/8 " -1' -
ALUMI
ALUMINUM
FLOOR DOOR
—
"t
SEE DWG. S17 — F15
FOR HANDRAIL
CIRCULAR STAIR
OPENING
I
b
15' - 8'
270.0'
FIN. FLOOR
ELV. 539.00
h
I
M
SEE DWG. S17 -F14
_I FOR HANDRAIL
180' JIB CRANE
SEE DWG. S17 -E7
b
(L 20' INLET
/OUTLET
78.5'
90.0
---- - - -- -_R 24'_0. � •;, 95.0
CL 18" OVERFLOW
R d`s• �/
IN
V'A
NOTES 180.0'
1. System — Composite concrete slab / steel floor deck. Total slab depth — 6"
— Simply supported composite structural steel beam support.
2. Design Standards — SDI — specification and commentary
— AISC — allowable stress design
3. Design Live Load — 125 psf
4. Material Specification — Refer to detail drawings.
5. Finish — galvanize all exposed metal deck and framing
— steel trowel concrete slob finish
Rev. Date Project Title:
COPPELL, TX - #9802 INTERMEDIATE FLOOR
PLAN /GENERAL DESIGN
OP
!•
:............................
ROLF PAWSKI
.................
80886 :A-i
Itt0'`FaSCISTER:�'G� W
tt ... `E
L A N D M A R K Dat e: 02/12/98 Own S17- E1.2
1/8 " -1' -
I i
o •
BEAM SEAT BEAM SEAT
354.84' a z 5.16' FLOOR HATCH
M = I FRAMING SEE
DWG. S17 -E2.3
STAIR OPENING
FRAMING SEE
DWG. S17 -E2.4
312.29' I I I I
— -� BM -3A I I FLOOR/WALL CONNECTION � ` / T•
SEE DWG. 517 - E6.1
0
I
o�
0
I
'M
0
I
227.71'
BEAM SEAT INSERT /
SEE DWG. S17 -E5
PERIMETER L -4 "x3 "x1/4"
SEE DWG S17 -E3.2
(W24x55)
L 4 "x4 "x1 /4"
5' -7" LG.
BRACE
A/E2.5
1
L - 4 "x4"xl /4"
x 5' -7" LG.
BRACE
A/E2.5
NOTES 180.00' 1
:
1. Dimensions and Angles shown ore to the CE WP of inserts. See Dwg. S17 —E5 for deto
2. Material Specifications — Beams — ASTM A572 Gr. 50 — composite.
— Other Structural Sections — ASTM A36
— Fasteners — ASTM A325
3. Finish — Galvanize — ASTM Al23
Rev. Date Project Title:
COPPELL, TX — #9802 INTERMEDIATE FLOOR
STRUCTURAL DESIGN
L A N D M A R K 02/12/98 1 11wn G p I S17 —E2.1
Scale: 1/8 "s1' -0" Chk.
J -gF
132.29'
i StP'�E OF T F'�'iP
W24x55
T
ff
J
\
I
I
'
\r
MECH. FRAMING
289.
I
I
I
S17-E2.2
—
— 70.34'
(W24x76)
4
z
U
w 270.00'
(W24x94) /
\
�
eRr
I
�
��,�NS
�,,� ,
I
17
J,
\
(W24x76)
250.34
09.66'
•�
/ 12' -5"
12' -5"
ib
BM -36
0
I
'M
0
I
227.71'
BEAM SEAT INSERT /
SEE DWG. S17 -E5
PERIMETER L -4 "x3 "x1/4"
SEE DWG S17 -E3.2
(W24x55)
L 4 "x4 "x1 /4"
5' -7" LG.
BRACE
A/E2.5
1
L - 4 "x4"xl /4"
x 5' -7" LG.
BRACE
A/E2.5
NOTES 180.00' 1
:
1. Dimensions and Angles shown ore to the CE WP of inserts. See Dwg. S17 —E5 for deto
2. Material Specifications — Beams — ASTM A572 Gr. 50 — composite.
— Other Structural Sections — ASTM A36
— Fasteners — ASTM A325
3. Finish — Galvanize — ASTM Al23
Rev. Date Project Title:
COPPELL, TX — #9802 INTERMEDIATE FLOOR
STRUCTURAL DESIGN
L A N D M A R K 02/12/98 1 11wn G p I S17 —E2.1
Scale: 1/8 "s1' -0" Chk.
J -gF
132.29'
i StP'�E OF T F'�'iP
rt BM -2A =-
A
INLET /OUTLET �—L -6"x3 1 12"x 5
FRAMING FIELD WELD
BM -4
C8x 11.5
L - 6'0 1/2"x S11V
FIELD WELD -,
Ct BM -1
90.0'
CA -6K w / --/
2 -3/ 0 A325
BOLTS x 2 3/4"
LG. TYP. �� \
i
B -4 OVERFLOW
C8x11.5 FRAMING
Ct BM - 28
TYP. FIELD
WELD PARTS
e
s
1� A
I�
�I
i
U
° a
.:
-•'"ZE OF T,
2" CLEAR
TYP. 4 —SIDES
�-- r
1/4 PLATE
TYP. 3 —SIDES L -3" x3" x 1 /4"
TYP. U/N
a
• ! • °. ° G
BM -4 L -6"x3 1 /2"x5/1 6 " PERIMETER
ANGLE
SECTION A -
SCALE: 1 =1' -0"
NOT
1. See Dwg. S17 - 1 7 9 & S17 -F10 for component fabrication details.
Rev. Date Project Tale:
COPPELL, TX - #9802 INTERMEDIATE FLOOR
INLET /OUTLET, OVERFLOW FRAMING
L A N D M A R K D ate 11/12/98 1 Dwn. GP
Scale: 1/2" =1' -0" 1 S17 E2.2
it
BEAM !
SEE DWC
K'
I FLANGE
�) I
TtPtE..
F T E %
i S • .
.......
ROLF PAWSKI
. ........ .......................
'ov, 80886
G.
BM -3A
NOTES:
1. See Dwg. S17 —F11 for component fabrication details.
2. Frame is fabricated 1 1/2" longer than theoretical for cut to suit in field.
3. Install Bilco KD -2 Aluminum Hatch prior to concrete.
Rev. Date Project Tale:
COPPELL, TX — #9802
L A N D M A R K
INTERMEDIATE FLOOR
FLOOR HATCH FRAMING
11/12/98 Dwn. GP I
1 /2" -1• -D• Chk. I S17 —E2.3
BILCO KD -2
FLOOR DOOR
BEAM BM -3A
4 -5/8' x 6'
HILTI KWIK BOLT It
a
G
G
r
—
+I
537.83 I
NOTE 2
1•
SECTION
'A —A'
NOTES:
1. See Dwg. S17 —F11 for component fabrication details.
2. Frame is fabricated 1 1/2" longer than theoretical for cut to suit in field.
3. Install Bilco KD -2 Aluminum Hatch prior to concrete.
Rev. Date Project Tale:
COPPELL, TX — #9802
L A N D M A R K
INTERMEDIATE FLOOR
FLOOR HATCH FRAMING
11/12/98 Dwn. GP I
1 /2" -1• -D• Chk. I S17 —E2.3
1
�)l
t01 . OF T
•?
.
ROLF PAWSKI
... ...........................
V. _ 80886 .4 -"
1/[
4 -5/8" x 6"
HILTI KWIK BOLT II
NOTE Z
n 1"
LC8x11.5
SECTION 'A —A'
NOTES:
1. See Dwg. S17 —F12.1 for component fabrication details.
2. Frome is fabricated 1 1/2" longer than theoretical for cut to suit in field.
G
(i ea -3A
q- BM -2A
Rev. Date Project Title:
COPPELL, TX — #9802 INTERMEDIATE FLOOR
STAIR OPENING FRAMING
s�a�e: ;;�°_; s Chk. KO
L A N D M A R K 17 —E2.4
S
3/ V
c
FACE OF —
CONC. WALL
SECTION 'A
� a
C6
C8
Rev. Date Project Tale:
COPPELL, TX — #9802 INTERMEDIATE FLOOR
STRUCTURAL DETAILS
Date 29/12/98 Own. �P S17 —E2.5
L A N D M A R K Scale: , . Chk.
L- 4"x3�x1/4
> e (ROLLED)
0
0
s s
4' -r
2 - -3 1/2" L 0 c 2' -3 1/2"
w UJ 3 ,—(r
' q DECK
WIDTH
7
�
I
m
C
N
1
C13
M
i
d
2
m
CiJ
t
O
M
N
I
M
M
cpi -
I
am
m
rl
2
M
c+i -
b
ao
b I
�1�iSG�sEG@I` do
NOTES
180.0
1. Steel Floor Deck Material – Vulcraft 3VLI 20 go.
– galvanized finish.
2. See Dwg. S17 for sections and details.
3. Butt ends of steel deck at the deck joint. Duct
tape at seam.
50
4. Weld steel deck at edge supports to provide 12"
maximum average
spacing. Puddle weld – 5/8" diameter.
5. Deck accessories are to be positively attached by
welding. screwing
or button – punching as follows:
o. Side laps at 36" o.c.
�o
b. Pour stops at 12" o.c.
I
to :;p
c. Girder fillers and selit deck sheets at 18" o.c.
d. Cell closures at 36 o.c.
•
ti
Rev.
Date
Project
J
Tale:
COPPELL, TX -
##9802
INTERMEDIATE
FLOOR
f
STEEL DECK
LAYOUT
b I
i
� i
50
1 �
�o
I
to :;p
D
•
ti
J
�
f
C
x
J
x
x
J
J
J
n
J
x
J
x
J
x
J
n
J
I
x
J
n
J
x
J
n
J
n
J J
1 i 270.0'
DECK
JOINT
90.17 to b
N
x
CV
C-4
N
I
I
I 1
1
I
I
I
I
1
I
1
N N
N
N
N
N
N
N
N
N
I
N
I I I
N
II
J
11
J
II x
J J
x
J
x
J
x
J
II
J
N
J
N
J
x
J
x
J
II
J
N 11 x
J J J
t — E
BEAMS
BM -1.
M -2A.
—28
BM—
BM -38
—
—
—
—
--
—
—
—
i ...T.
pr =ti
�A
�. .........................:��
ROLF PAWS
...0.................. �
f ��'O'•
80886
- } ---- -I L A N D M A R K I V - '° 02/12/98 �P S17 -E3.1
Scale: 1/8 .. =1 . -c Chk.
",-) I
FACE OF FACE OF
CONC. WALL CONC. WALL
d d
PROVIDE GIRDER
CELL CLOSURE FILLER AS REQ'0
a
a d
d G
- -_ - - -_o —a —__ CL
0 0
d G
a a °
EL. 538.50'
d 2" MIN. BEARING d
L- 4 "x3"x1/4"
L- 4 "x3"x1 /4"
d a. d o
SECTION 'A' SECTION 'B'
C
G 4
SIDE LAP JOINT
c
OF TFy O tt L
* • .............. �.� PROVIDE GIRDER
/ ••••••• PAWSKI t SECTION 'C
;j ' FILLER AS REQUIRED
...................
1.09 ; 80886
WIN CIg__TEA,NG��'��
. 3/4" x 4 7/8" NELSON STUDS O 12" c/c SECTION 'D'
(WELD THROUGH VULCRAFT DECK TO BEAM)
q- SECTION 'E'
--
a
SECTION 'F'
d
C
d
°
a a
°
SM 28
O
�
O
NOTES: BM 38
a
1. See Dwg. S17 —E3.1 for steel deck layout and
section locations.
d a
°
Rev.
d
G
Title:
INTERMEDIATE
FLOOR
COPPELL, TX -
d °
d
c
n
DETAILS
L A N D M
A R K
Date 14
v
S 17-E3.2
FACE OF FACE OF
CONC. WALL CONC. WALL
d d
PROVIDE GIRDER
CELL CLOSURE FILLER AS REQ'0
a
a d
d G
- -_ - - -_o —a —__ CL
0 0
d G
a a °
EL. 538.50'
d 2" MIN. BEARING d
L- 4 "x3"x1/4"
L- 4 "x3"x1 /4"
d a. d o
SECTION 'A' SECTION 'B'
C
G 4
SIDE LAP JOINT
c
OF TFy O tt L
* • .............. �.� PROVIDE GIRDER
/ ••••••• PAWSKI t SECTION 'C
;j ' FILLER AS REQUIRED
...................
1.09 ; 80886
WIN CIg__TEA,NG��'��
. 3/4" x 4 7/8" NELSON STUDS O 12" c/c SECTION 'D'
(WELD THROUGH VULCRAFT DECK TO BEAM)
q- SECTION 'E'
J
SECTION 'F'
BM 2A
SM 28
O
�
O
NOTES: BM 38
1. See Dwg. S17 —E3.1 for steel deck layout and
section locations.
Rev.
d
A
Title:
INTERMEDIATE
FLOOR
COPPELL, TX -
#9802
d
n
DETAILS
L A N D M
A R K
Date 14
v
S 17-E3.2
v
Scale:
Chk.
e
FACE OF FACE OF
CONC. WALL CONC. WALL
d d
PROVIDE GIRDER
CELL CLOSURE FILLER AS REQ'0
a
a d
d G
- -_ - - -_o —a —__ CL
0 0
d G
a a °
EL. 538.50'
d 2" MIN. BEARING d
L- 4 "x3"x1/4"
L- 4 "x3"x1 /4"
d a. d o
SECTION 'A' SECTION 'B'
C
G 4
SIDE LAP JOINT
c
OF TFy O tt L
* • .............. �.� PROVIDE GIRDER
/ ••••••• PAWSKI t SECTION 'C
;j ' FILLER AS REQUIRED
...................
1.09 ; 80886
WIN CIg__TEA,NG��'��
. 3/4" x 4 7/8" NELSON STUDS O 12" c/c SECTION 'D'
(WELD THROUGH VULCRAFT DECK TO BEAM)
q- SECTION 'E'
BM 1
SECTION 'F'
BM 2A
SM 28
BM 3A
NOTES: BM 38
1. See Dwg. S17 —E3.1 for steel deck layout and
section locations.
Rev.
Date
Project
Title:
INTERMEDIATE
FLOOR
COPPELL, TX -
#9802
STEEL DECK
DETAILS
L A N D M
A R K
Date 14
Dwn.
S 17-E3.2
Scale:
Chk.
No. 3 O 12"
=No. 3 O 18"
— VULCRAFT DECK
BEAM TOP FLANGE
SECTION 'A'
TRANSVERSE REINFORCEMENT (BOTTOM)
No. 3 BARS O 18" c/c
STAIR
OPENING
270.0' r
1
E
MAIN REINFORCEMENT (TOP)
No. 3 BARS O 12" c% ) 90.01
oI
i S tP . FTE.
i
r ` .. .... ... .N.N.....�
�ROLF PAWSKI
y •.•'. 80886
11`0� E p r +
61 /GISTE. ��•
NOTES: ,so.o• Z�
1. Place 3" concrete over 3" steel deck. Total slab depth is 6 ". Theoretical volume — 31.0 cy
2. Provide 3/4" concrete cover from top of deck to underside of reinforcement.
3. Concrete Specification — 4.000 psi minimum 28 day compressive strength.
4. Reinforcement Specification — deformed bars — ASTM A615 Gr. 60
5. Finish — steel trowel
6. Check for temporary deck support requiremnts prior to placing concrete.
Rev. Date Project Title:
COPPELL, TX — #9802 INTERMEDIATE FLOOR
CONCRETE & REINFORCING Date
L A N D M A R K Scale: 10/12/98 Own T s17 —E4
1 /8 " -1' -0"
e
n
"-) I
eo
r
�Ir
it .0
2x2 - No.S EF -
x 5' -0 SET INSIDE
FACE OF WWF
No. 5 BAR x 4' -0"
1 pc. T&B
-L -6" x6" x 1 /2"
x 12' LG.
y 536.46 T / SEA T ELE VATI O N
I
2 pc.- 1 /Yx6 118" HEADED STUD
WELD TO ANGLE /
ADDITIONAL LOWER J
REINFORCEMENT - TIE
TO BEAM SEAT
3 ppcC No. 7 BAR x 1' -
(ASTM A706) WELD TO ANGLE
— CUTOUT LIMITS
FOR WALL WWF
— WP1
- INSERT SPACING
- CENTERLINE
OF CONNECTION PLATE
A
L BEAM SEAT
ASSEMBLY
SECTION PLAN OF BEAM SEAT
I I
I I
i 2" '
CUTOUT LIMITS
i FOR WALL WWF
I I
I
NOTES: SECTION 'A SECTION 'B'
1. Some WWF not shown for clarity.
2. Beam seat installation tolerances: vertical: +0 "/ -1/2" horizontal: t t"
Rev. Date Project Title:
COPPELL, TX - #9802 INTERMEDIATE FLOOR
BEAM SEAT INSERT
Date �wn.
L A N D M A R K Scale: 2 Chk. K° S17 -E5
T IF
4r
1/2" EXPANSION ANCHORS O
16 C/c WITH 3 1 / 2" EMBEDMENT,
INSTALL MAX. 6' FiZOM ENDS
OR SPLICE IN ANGLE. (TYP.)
L- 4'x3"x1/4 "
PERIMETER (TYP.)
r BEAM BM -1 do WP2
(NOTE 2)
CONNECTION —J
PLATE
L- 3"x3 x 10"
EITHER SIDE OF BEAM,
EXPANSION ANCHOR TO WALL.
(TEMPORARY SUPPORT)
CONNECTION
PLATE
r A
3
W
y ^h
WP2
/
W /
L- 3'x3"x3/16' x 10
EITHER SIDE OF BEAM,
EXPANSION ANCHOR TO WALL.
(TEMPORARY SUPPORT)
CONNECTION
PLATE /
L- 3 x 10" .Jr
EITHER SIOE OF BEAM,
EXPANSION ANCHOR TO WALL. WP2
(TEMPORARY SUPPORT)
WP2
PLAN OF BEAM /WALL CONNECTION
FOR BM 1
A
r BEAM BM -2B. BM -2A & WP2
(NOTE 3)
PLAN OF BEAM /WALL CONNECTION
FOR BM 2A do BM 28
r BEAM BM -38, BM -3A do WP2
(NOTE 3)
PLAN OF BEAM /WALL CONNECTION
FOR BM 3A do BM 38
NOTES
1. See Dwg. S17 -E6.2 for connection plate sections, details do installation notes.
2. For Beam BM -1, line up center of beom web with WP2
3. For Beam BM -2A, BM -28 & BM -3A, BM -38 place Connection Plate on the
OF T6
•:
ROLF PAWSla
... .....................«
'°.� : 80886
side of the beam that is toward tank center. Line of center of Beam with WP2. Z ,r-,P - F
Rev.
Date
Project
COPPELL, TX — #9802
Tale:
INTERMEDIATE FLOOR
FLOOR /WALL CONNECTION — PLAN
L A N D M A R K
Dat 01/11/98
0 K.D.
S1 7—E6.1
e: ," -1• -T
No. 3 0 1
L
5
N
to /
N N 1
536.
T /SEAT to
B
1' 2" 3•
3/4' x 4 7/8' STUDS
(1 ea. PER RIB)
BM -1, BM -2A, BM -28,
BM -3A, BM -38
No. 3 O 18" STUDS - ASTM A108 TYPE B.
539.00 T /SLAB
538.50 T /BEAM
METAL DECK
EXT. SPAN MIN BEARING: 3"
INT. SPAN MIN BEARING: 3 1/2"
to
u
3/4" CONNECTION PLATE
0
a
to 5/16' WASHER PLATES
m
536.62
�— W24 BEAMS (Gr.50) W /STANDARD HOLES
BM -1: W24x94
14 -7/8"0 x 3' LG. BM -2A. 28: W24x76
BOLTS BM -3A. 38: W24x55
5 "xJ SHIMS (ASTM A36)
AS REQUIRED (311r-
THEORETICAL). CENTER
SHIMS ON RADIAL LINE
REGARDLESS OF BEAM
ORIENTATION
5 "x5 "x1" BEARING PLATE
(ASTM A36)
BEAM SEAT ANGLE
i x5 "x3 /8" COTTON DUCK
SEARING PAD AASHTO 2.10.3(L)
5
i "x'x ING
3 16" BEAR
PLATE (AASTM A36)
SECTION B —B
NTS
..4 .. OF TF�� >>,I
--- "t I
•f
. ROLF P AWSKt
. •.�•...•...........N•NI•N••
v. 80886
Connection Installation Notes:
1. Set 3/16" bearing plate, fabric bearing pad, 1" bearing plate & shims into seat pocket.
Centre shims on (I of beam seat.
2. Roughen galvanized contact surfaces by hand wire brushing. Do not power brush.
3. Install connection plate with 5/16" washer plate on beam web. Bolt extreme corners (4 bolts) hand tight.
4. Extend connection plate so it will bear to the end of the shims or beyond.
5. For steps 6 & 7, tighening shall progress outward from the most rigid part of the joint.
6. Install bolts in oil holes and snug tighten.
7. Match mark nut & bolt and tighten nut an additional 1/3 turn.
8. Brace beam top flange as detailed before removing temporary beam support.
9. Tack weld connection plate to shim plates and shim plates to bearing plate.
Rev. Date Project Tale:
COPPELL, TX — ##9802 INTERMEDIATE FLOOR
FLOOR /WALL CONNECTION — SECTION
L A N D M A R K Date 01/11 Own. Gp, S17 —E6.2
Scale: 1 " - 1 • -0 " Chk.
5 PC. 3/4 "x5" EMBEDMENT HILTI
KWIK —BOLT (3 BOLTS TOP/ 2 BOLTS
BOTTOM) TORQUE TO 125 ft.tbs.
n
a
a
d u
a
a
2 PC. MOUNTING
BRACKETS
(SEE DETAIL)
d
o�
I a
n C
n 4
d
a
a
551.00 d
a
z
J
m � 4
N < e
N Z d
a
a v
A a
1- 1"
1 1/4" 1 5 1 / 4: ' L 5 1/4 L t 1 1
. . M
7/8'0 HOLES
MOUNTING BRACKET AS
SUPPLIED BY MANUFAC
WELD TO BOLT PLATE
Q
'v
4
O O O
Z 8-�4
MOUNTING
BRACKET
FABRICATION DETAIL
2 PCs REQUIRED
NOTES.
1. Jlb Crone — Gaffey Model 180 —WBT
—1
ton capacity x
12' span
2. Hoist —
Budgit Man Guard 1 ton electric
chain hoist with
tagline electrical cord and
10' control cord.
3. Trolley
— Budgit #82 1 ton.
Rev.
Date
Project
Title:
COPPELL,
TX
- #9802
1 TON X
12' JIB CRANE
DETAILS
& INSTALLATION
LANDMARK
Date 16/12/98
O wn. K.D.
S17 —E7
Scale: 5/8" =1 —d
Chk.
Z 8-�4