Plans (3) J3UP2013 - Cm7.37
11---, 013- C73T25
Calculation Book
for
Bonita Pump Station
OBEC Job No. 560-20.3
December 201 3
PROs
��G1 N4.9%.'
60181 PE
ORE ON
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fWD•
I IXPIRATION DAIS: C"73.0 ,f—
CALCULATIONS BY: Andrew Howe
BOOK 1 OF 1
OFFICE COPY
bwEti 1111311f Ili
920 Country Club Road, Suite 100B
Eugene, OR 97401-6089
Phone: 541.683.6090
Fax: 541.683.6576
www.obec.com
OBEC CONSULTING ENGINEERS
PROJECT DATA SHEET
STRUCTURE
NAME Bonita Pump Station and Vault
PROJECT
NUMBER 560-20.3
PROJECT
NAME Lake Oswego—Tigard Water Partnership
Washington
COUNTY County
DESIGNER Andrew Howe DATE 12/19/2013
CHECKER Pete Slocum DATE
DESIGN STANDARDS
OSSC 2010 (and all related codes)
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Andrew Howe
Seismic Criteria (0.25 1.60\ (0.1 2.40'
Soil Site Class 0 0.5 1.40 0.2 2.00
Ss:= 0.944 ClassDa:= 0.75 1.20 ClassDv:= 0.3 1.80
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2,0 3,0
(ClassDa - ClassDa )
ClassDa_,` + (Ss- ClassDa_,0) `Class 3'1 - Class 4,1 if CIassDa3'0<-Ss<-ClassDa4,0
( Da3 0 Da4,0)
ClassDa otherwise
4,1
Fa= 1.122 SMS:= Fa'Ss
Fv:= f 4- ClassDv if S1 <-ClassDv
0,1 0,0
(ClassDv - ClassDv )
ClassDv + (Si - ClassDv 0,1 l,1 if ClassDv 5 Si <-ClassDv
0,1 ( 0,0) (ClassDv_,0- ClassDv`,0) 0,0 1,0
(ClassDv 1'1 - ClassDv )
ClassDv `1 + (Si - ClassDv_,_) Class -Class 2,1 if ClassDv`,_<Si <-ClassDv
2 0
1
(ClassDv 0 2 0 Dv )
(ClassDv 2 - ClassDv 3, )
ClassDv+ S1 - ClassDv ,1 3, if ClassDv <-Si <-ClassDv
2,1 ( 2,0) (ClassDv2 0- ClassDv_ U) 2,0 3,0
(ClassDv - ClassDv )
ClassDv + - ClassDv 3,1 4,1 if ClassDv <-Si <-ClassDv
3,1 (Si( 3,0) (ClassDv 0- ClassDv 0) 3,0 4,
_ 0
ClassDv otherwise
4,1
Fv= 1.724 SM 1 := S..Fv
Bonita Pump Station 12/19/2013
Andrew Howe
SMS= 1.06
SM 1 = 0.583
2
SDS 3'SMS SDS= 0.706
With Occupancy IV, this places the
2 structure in SDC D
SDI := 3'SM1 SDI = 0.388
SDI
TS:= — TS= 0.55
SDS
TL:= 16 TL= 16
Sa(T) := s 4- SDS if T <TS
SDI
— if TS<_T <TL
T
SD1•TL
otherwise
T2
0.8
0.6r-
Sa(x)0.4_
0.2-
0
0 1 2 3 4 5
x
Bonita Pump Station 12/19/2013
Andrew Howe
Use Special Reinforced Masonry Shear Walls
:= 5.0 le:= 1.5 Pseis 1.3
Ito:= 2.5
Cd := 3.5
Approximate Funadmental Period
Wall := 23ft Ax '
:= 612112 Wall 1311 := 611ft2
xo n yo A.
Wall xl := 13ft Ax t := 234112 Wally := 23ft Ay := 1081112
Wall := 1311 Ax := 208112 Wally := 13ft Ay := 741112
x2 2 2
Wall := 1811 Ax := 612112
x3 3
Ax A
Dx= D :_
Wallx y • Wally
hn 23
AB:= 2920ft2
2 A
100ft 2 3 hn xi•Cwx AB Wall 2
i=0 xi Wall ) 1
1 + 0.83. i
Dx.
Tax 0.001:.hfl Tax 5.128 x 10 3
C _ 100ft2 2 hn 2
yi
wy AB E Wally Wal 2
1 + 0.83. ��
Dye
0.0019
Tay -•h„ Tay= 3.365 x 10 3
Cy
Cs SDS C = 0.212 Base shear value for in-plane loads of primary system(_
e)
Bonita Pump Station 12/19/2013
Andrew Howe
Roof Design
Roof covering dead loads - From computations on Sheet A2
Dcover L 40psf maximum from ballasted lower roof
Dcover U 15psf maximum from upper roof
Ddeck 2.5psf 18 gauge roof deck
Lr:= 20psf Ordinary flat roof(ASCE 7, Table 4-1)
Snow Load Calculations
Pg:= 25psf Design ground snow load
1.0 Thermal factor
Ct:=
Ce•= 1.0 Terrain Category C, Parially Exposed
Is:= 1.20 ASCE 7, Table 7-4, Occupancy IV)
pf:= max(0.7•Ct•Ce•Is•pg,20psf.ls) + 5psf ASCE 7, Eqn 7.3-1, Oregon Minimum
Snow Load, add 5psf for rain on snow
pf= 29•psf Flat Roof Snow Load, including 5psf for rain on snow
Snow Drift Computation (Lower Roof Only)
lu:= 25ft Use 25 feet as the minimum I_u length for this
calculation.
1 1
(l I 3 P 4
hd := 0.43•I ft 1 + 10I — 1.5 .ft psf
hd = 1.558•ft
P
snow (0.13.P g + 14 I pcf know = 17.25 pcf
Pd hd.lsnow pd = 26.879•psf Drift load, applicable to lower roof only
SL :_ (pf+ pd) Snow Load, including drift
SL= 55.879•psf Total Snow Load, Lower Roof
SU:= (pf) Snow Load
SU= 29•psf Total Snow Load, Upper Roof
Snow Load controls over roof live load
Bonita Pump Station 12/19/2013
Andrew Howe
Wind Loads
Assume Exposure C
V:= 95 Design Wind Speed, mph
IN := 1.15 ASCE 7, Table 6-1, Occupancy IV)
ASCE 7, Table 6-3, h=25 feet, Exposure C
KZ:= 0.94
Kd := 0.85 ASCE 7, Table 6-4
KZt:= 1.0 From ASCE 7, Eqn 6-3 (K.2=0, flat ground)
,:= 0.85 Gust Factor, Rigid Structures
qZ:= 0.00256.Kz.Kzt•Kd•V2•lw.psf ASCE 7, Eqn 6-15
qz= 21.229•psf
GCpi:= 0.18 ASCE 7, Figure 6-5, Enclosed Structures
Upper Roof
Cp-N, •_ -0.74
Interpolated for 0=16 degrees, h/L=0.67 (no positive
Cp 1 :_ -0.55 values)
Lower Roof
Cp :_ -1.03 Interpolated for zero distance from windward edge
Uplift_U:= gz•(G•Cp w - GCpi)
Uplift_U = -17.174•psf Uplift on upper roof
Uplift_L := g1•(G•Cp- GCpi)
Uplift on lower roof, less than dead load (ignore uplift
Uplift_L =-22.407•psf load cases)
Cp_OH := 0.8 Value for uplift on the underside of roof overhangs
Uplift_OH:= gz•(G•Cp_w - G•Cp-OH) Uplift on upper roof overhang
Uplift_OH = -27.789•psf
Bonita Pump Station 12/19/2013
Andrew Howe
Upper Roof Out of Plane Design
D:= Dcover U + Ddeck D= 17.5•psf Dead load (downward)
1:= SU
,= Uplift_U W= —17.174-psf
Ignore uplift on main roof- by inspectoin connection
WOH Uplift_OH WOH = —27.789•psf is OK. Check uplift on overhang.
Combo2 := 1.2D+ 1.6S Load Combination 2 (ASCE 7, 2.3.2)
Combo2 = 67.4-psf
Combo2ASD 1.0D+ 1.0S
Combo2ASD = 46.5•psf
Combo6 := 0.9D+ 1.6W
Combo6= —11.729•psf
Combo6OH 0.9D+ 1.6WOH Check the overhang case for connection force to
roof rafters (by inspection negative bending in deck
Combo6OH= —28.712•psf OK.
Use 18 gauge B-36 decking, 38 ksi yield
Span:= 8ft Maximum span, upper roof
3 . 4 . 3
S := 0.316 m 1 := 0.300 m E := 29000ksi S := 0.320 m
p ft p ft s n ft
(Combo2).Span 2 ki p ft
M := M = 0.539•
p 8 p ft
M
moult:= Ault= 20.476•ksi OK
Sp
—5•Combo2ASD•(Span)4
384-E s•1p
0= —0.493•in Span = —194.892
0
Connection force:
Conn:= Span Combo6OH = —0.23'kip By inspection, 36/7 weld pattern OK for connection
ft
Bonita Pump Station 12/19/2013
Andrew Howe
Lower Roof Out of Plane Design
D:= Dcover L + Ddeck
S:= SL
W:= Uplift_L
Combo2 := 1.2D+ 1.6S Load Combination 2 (ASCE 7, 2.3.2)
Combo2 = 140.406•psf
Combo2ASD:= 1.OD+ 1.OS
Combo2ASD= 98.379•psf
Use 18 gauge B-36 decking, 38 ksi yield
Span:= 6ft+ 2in Maximum span, lower roof
. . 4
Sp:= 0.316 m 3—
ft Ip:= 0.300 fr in Es•= 29000ksi
(Combo2).Span2
kip.ft
M := 8 M = 0.667• ft
M
moult moult=
25.345-ksi OK
Sp
–5•Combo2ASD'(Span)4
0:_
384•ES Ip
A = —0.368•in Span = —201.124
A
Bonita Pump Station 12/19/2013
Andrew Howe
Upper Roof Rafter Design-W12x19
'rafter 130in4 tµ,:= 0.235in d:= 12.2in
Srafter 21.3in3 tf:= 0.35in bf:= 4.01 in
Zrafter 24.7in3
Drafter 19plf
Spacing:= 8ft
D:_ (DcoverU + Ddeck)•Spacing+ Drafter
Per square foot total weight of
D= 159•plf - = 19.875•psf roof system (neglecting misc.
8ft items). Use 30 psf for lower
S:= SU•Spacing members.
Span:= 26ft+ 4in
Combo2 := 1.2D+ 1.6S
Combo2 = 562•plf
Combo2ASD 1.0D+ 1.0S
Combo2ASD = 391•p1f
Combo2•Span2
MU := F := 50ksi
8
MU = 48.714•kip•ft
E
X P:= 0.38• Fs >.p = 9.152 Flanges of doubly symmetric rolled I sections
b
�f:= f Xf= 5.729 Section has a compact compression flange
2•tf
E
X P .= 3.76 s Xp = 90.553
FY
Xw:= = 51.915 Section has a compact web
tw
Section is compact
Compression flange is welded to roof deck -fully braced. Lateral Torsional Buckling does not apply.
Mn := Fy•Zrafter Mn = 102.917•kip•ft OK
Bonita Pump Station 12/19/2013
Andrew Howe
Shear Check
:= 0.9
Es
�`cv:= 2.24• — �`cv= 53.946
FY
Xw= 51.915
Cv:= 1.0
Ate,:= tWd
Vn := 0.6•Fy.Aw.Cv
Ov Vn = 77.409-kip By inspection, OK
Deflection Check
—5•Combo2ASD (Span)4
0:_
384•Es.'rafter
A = —1.122•in
Span = _281.609
0
Connection Force- Uplift on roof and overhang
W:= Uplift_U•Spacing W= —137.395•plf
WOH := Uplift_OH•Spacing WOH = —222.311•plf
Combo6:= 0.9D•17ft+ 1.6(W-13ft+ W0H•4ft)
Combo6= —1.848•kip Design uplift force for weld of rafter to wall
Bonita Pump Station 12/19/2013
Andrew Howe
Lower Roof Rafter Design-W10x15
'rafter 68.9in4 tom,:= 0.230in d:= 9.99in
Srafter 13.8in3 t f:= 0.270in bf:= 4.00in
Zrafter 16.0in3
Drafter 19p1f
Spacing:= 8ft
D:= (Dcover L + Ddeck).Spacing+ Drafter
D= 359 plf p Per square foot total weight of
= 44.875-psf roof system (neglecting misc.
Spacing items). Use 50 psf for lower
S:= SL.Spacing members.
Span:= 18ft+ 4in
Combo2 := 1.2D+ 1.6S
Combo2 = 1.146 x 103•plf
Combo2ASD 1.OD+ 1.0S
Combo2ASD= 806.031•plf
Span
V10x15 Combo2ASD. 2
Combo2 Span2 V10x15 = 7.389 x 103•Ibf
MU :=
F :=50ksi
8
MU = 48.15•kip•ft
E
X P :=• 0.38 s X= 9.152 Flanges of doubly symmetric rolled I sections
FY
bf
:= f Xf= 7.407 Section has a compact compression flange
2•tf
X P := 3.76 Fs Xp = 90.553
Y
>W:= d = 43.435 Section has a compact web
tom,
Section is compact
Compression flange is welded to roof deck -fully braced. Lateral Torsional Buckling does not apply.
Mn := Fy•Zrafter Mn = 66.667•kip•ft
Bonita Pump Station 12/19/2013
Andrew Howe
Shear Check
:= 0.9
ES
Xcv:= 2.24. — Xcv= 53.946
Fy
Xw= 43.435
Cv := 1.0
Ate,:= tom,.d
Vn := 0.6•Fy.Aµ Cv
(I)v•Vn = 62.038•kip By inspection, OK
Deflection Check
—5•Combo2ASD•(Span)4
384•Es''rafter
0= —1.025•in
Span — —214.556
A
Bonita Pump Station 11/16/2013
Andrew Howe
Skylight Framing Connections
Loads to Skylight
D:= 100psf
25psf
G:= 1.2D+ 1.6S G= 160•psf Total factored load on Skylight
Dimensions of skylight
1 = 5.5ft
AVA,:= 6.5ft
A:= L•W A=35.75•ft 2
Channel Properties
d:= 8in E:= 29000ksi
tom,:= 0.220in F Y:= 36ksi
Aw= d•tw Ate,= 1.76•in2
S:= 8.14in3
Channel Moment
Span:= 8ft
Distrib:= G•8ft Distrib=l.28 kip
ft
Distrib•Span2
Moment:= Moment= 10.24•kip•ft
8
Moment
S
Q= 15.096.ksi Fully braced compression flange-weld to roof deck
Channel Shear
h:= d—2.0.39in
kv:= 5 AISC G2-6
Value:= 1.10 /k .-- Value=69.811 h =32.818 AISC G2-3 is met
J Fy tw
Cam:= 1.0
Vn := 0.6•Fy Aw•Cv Vn=38.016•kip
Bonita Pump Station 11/16/2013
Andrew Howe
Force:= G—A Force = 1.43•kip Factored Connection Force
4
tangle 4 in L 4x4x1/4 connector
9
dhole 16'° Standard hole for 5/8 in bolts, 2 bolts used.
Slip Critical Connection
Islip 1.00 Standard Holes in slip critical connections
p.:= 0.30 Assume a Class A surface
Du := 1.13 As specified by AISC
hf:= 1.0 No fillers are present
Tb:= 12kip Minimum bolt Tension from Table J3.1 (1/2"A325 bolt)
ns:= 1 Number of slip planes
Rn:= µ•Du•hf•Tb•ns AISC Eqn. J3-4
<kslip'Rn=4.068-kip
Bearing Check
cObear 0.75
is:= -in Clear distance between edge of hole and edge of material
16
t:= min(tangle,tw) Thickness of material (angle and channel)
Fu := 58ksi Ultimate strength of ASTM A36 material
RI]:= 1.2•1c•t•Fu AISC Eqn. J3-6a
4)bear Rn= 5.024-kip
Shear Rupture of Element
tt'n,pt:= 0.75
A.vn:_ [4in-2•(dhole)]•tanglc Avn=0.719•in
Rn:= 0.60•Fu•A.vn AISC Eqn. J4-4
tpn,pt Rn= 18.759-kip
Bonita Pump Station 11/16/2013
Andrew Howe
Shear Yielding of Element
4yield 1.00
A := 4in•tangle A = 1•in2
Rn:= 0.60•Fy Age
4yield•Rn=21.6•kip
Block Shear
4block 0.75
Age•.= 3.25in•tangle Age =0.813.i2
Ant
(1 in—0.5 dhole�•tangle Ant=0.18•in2
Ubs:= 1.0 Uniform tension distribution
Rn := 0.6•Fy.Agv+ Ubs•Fu•Ant
4block•Rn =20.979.kip
1 . 11 Support Fastening a ASC'
STEEL DECK
lx Aril;Iv a,
A BlueScope Steel Company
Figure 1.11.10
Nominal Strength WELDING CAPACITIES
Arc Spot(puddle)Weld - Arc Seam Weld
(112 in effective diameter) (3/8 in x 1 in effective width&length)
Deck Panel Gage Tensile(Ibs)
Shear(Ibs) Shear(Ibs)
IBC
22 2116 2048 3098
E.DGB,N,DGN 20 2955 2442 3751
18 4710 3207 5075
16 5810 3956 6452
22 2002 1988 3001
21 2532 2252 3434
2W,DG2W, 20 2820 2383 3652
3W,DG3W 19 3950 2837 4425
18 4635 3156 4985
16 5738 3907 6359
20 2595 2048 3161
18 4011 2717 4314
Deep Deck 16 4965 338/ 5503
14 6193 4188 7143
20/20 6886 4689 7881
20/18 7835 5335 9217
20/16 8836 6082 10714
18120 7912 5387 9328
BF,DGBF,NF,DGNF 18/18 8836 6075 10701
18/16 8836 6958 12238
16/20 8836 6148 10714
16118 8836 6958 12238
16/16 8836 7867 13817
20/20 6807 4635 7773
20/18 7759 5283 9106
20/16 8836 6017 10600
18/20 7844 5341 9229
2WF,DG2WF, 18/18 8836 6017 10600
3WF,DG3WF 18116 8836 6898 12134
16/20 8836 6089 10600
16/18 8836 6898 10600
16/16 8836 7805 13710
20/20 5815 3932 6624
20/18 6714 4540 7780
20/16 7647 5171 9173
18/20 6714 4540 7780
Cellular Deep Deck 18/18 7647 5171 9173
18/16 8767 5928 10501
16/20 7647 5171 9173
16/18 8767 5928 10501
16/16 8836 6708 11865
Calculated in accordance with section E of the AISI Cold Formed Steel Design Manual
2004 supplement to the 2001&2007 NASPEC
30 ASC Steel Roof Deck • July 2012 MENU www.ascsd.com
2. 1 DGB-36, B-36 & BN-36
a STEEL DECK
DGB-36 81 B-36
2. II 1.5/11'
r I I I rrr���
1 Attachment Patterns
1 -_:___L
Mechanical Fastener Mechanical Fastener Mechanical Fastener
3.•
I or 3/8"x 1 Weld or 1/2"a Weld or 3!6`x 1"Weld
' ' ''',::/'/ 1 '''\ : /
BN-36 Nestable
• • • • • • i 36/9
- • • • • • • • 36/7
� r- • • • • • 36/5
• • • • 36/4
,•,,.• Note:VVeld sizes are effective not visible.Refer to AISI 5100-2007 or
AWS D1.3 for additional welding requirements.
Note:B 35 1/4"-Sacramento
Panel Properties
Gross Section Properties
Distance to
Base Metal Tensile Moment of N.A.from Section Radius of
Gage Weight Thickness Yield Strength Strength Area Inertia Bottom Modulus Gyration
w t F, R.
Aa 19 yc S9 r
psf in ksi ksi in2tft in'/ft in in'/ft in
22 1.67 0.0299 38 52 0.514 0.200 0.94 0.213 0.625
20 1.99 0.0359 38 52 0.615 0.240 0.94 0.253 0.623
18 2.63 0.0478 38 52 0.814 0.313 0.95 0.340 0.619
16 3.27 0.0598 38 52 1.012 0.383 0.95 0.404 0.615
Effective Section Modulus for Bending Effective Moment of Inertia for Deflection
at F. at Service Load
Distance to Distance to Uniform Load Only
Section N.A.from Section N.A.from Moment of Moment of
Gage Area Modulus Bottom Modulus Bottom Inertia Inertia Id=(21.+19)13
A.+ S.+ Yi S.- I.+ I; I+ I-
in2/ft in'/ft in in'Ift In in'Ift in'/ft in'/ft in'Ift
22 0.397 0.187 0.77 0.195 0.97 0.163 0.200 0.175 0.200
20 0.522 0.233 0.80 0.246 0.95 0.207 0.240 0.218 0.240
18 0.720 0.316 0.87 0.329 0.94 0.300 0.313 0.304 0.313
. 16 0.936 0.397 0.91 0.404 0.95 0.383 0.383 0.383 0.383
Reactions at Supports (plf) Based on Web Crippling
Bearing Lenuth of Webs
Allowable(RAJ) Factored(OR.)
Gage Condition 1" 1.5" 2" 3" 1" 1.5" 2" 3"
22 End 586 664 730 840 897 1016 1117 1285
- Interior 934 1038 1126 1273 1390 1544 1675 1894
20 End 822 927 1016 1164 1258 1418 1554 1781
Interior 1320 1461 1579 1778 1964 2173 2349 2644
18 End 1393 1561 1701 1938 2132 2388 2603 2965
Interior 2268 2491 2679 2994 3374 3705 3985 4454
16 End 2106 2345 2547 2885 3222 3588 3897 4415
Interior 3462 3781 4050 4501 5150 5624 6065 6696
Web Crippling Constraints h=1.32' r=0.125' 0=78.3°
36 ASC Steel Roof Deck • July 2012 MENU www.ascsd.com
2.6 B-36 A ASC-
STte.L DECK
Arc Spot/Seam Welds to Supports with lo.r-.e+L.•r.n
A PlaeScope Steel Comcony
Button Punch or Top/Side SeamWelded Side Seam Attachment
ApPtikPlitk
Allowable Diaphragm Shear, q (pH)
Flexibility Factor, F(10+inAbs))
Arc Spot Seam Span
Gage Welds Attachment Spacing 5'-0" 6'-0" 7'-0" 8'-0" 9'-0" 10'-0"
12" q 320 320 320 320 310 280
Button F 14.5+222R 14.7+185R 14.8+159R 15.0+139R 15.2+123R 15.4+1118
Punch 24" q, 260 260 260 250 250 220
F 17.4+222R 17.6+185R 17.9+159R 18.1+139R 18.4+123R 18.6+111R
Top 12" q, 360 360 360 360 360 360
3614 Seam F 6.9+222R 6.1+185R 5.7+159R 5.4+139R 5.1+123R 4.9+111R
24" q 280 280 270 270 270 270
Weld F 8.1+222R 7.2+1858 6.6+1598 6.2+1398 5.8+1238 5.6+111R
Side 12„ q 519 492 473 458 447 438
Seam F 7.1+222R 6.6+185R 6.2+159R 5.9+139R 5.7+123R 5.5+111R
24" q, 337 309 290 276 264 256
22 Weld F 9.5+222R 8.9+1858 8.4+1598 8.0+1398 7.7+1238 7.4+111R
L 12„ q, 570 570 560 500 450 410
Button F 13.8+56R 14.1+46R 14.3+39R 14.6+34R 14.8+31R 15.1+28R
Punch 24" q, 510 500 500 450 400 360
F 15.2+56R 15.5+46R 15.8+39R 16.2+34R 16.5+31R 16.8+28R
Top 12" q, 700 700 690 690 620 560
36f7 Seam F 12.5+56R 11.1+46R 10.0+39R 9.2+34R 8.6+31R 8.2+28R
24" q 610 610 600 600 540 490
Weld F 13.9+56R 12.3+468 11.1+398 10.2+348 9.5+318 9.0+28R
Side 12.. 9 596 555 525 504 487 473•
Seam F 6.9+568 6.5+46R 6.2+39R 6.0+34R 5.7+31R 5.6+28R
24" 9 414 372 343 321 304 291
Weld F 8.8+ 56R 8.4+468 8.1+398 7.8+348 7.5+318
7.3+28R
12" 9' 420 420 410 410 380 350
Button F 11.0+129R 11.2+107R 11.3+92R 11.5+BOR 11.7+71R 11.8+64R
Punch 24" q, 340 340 340 330 310 280
F 13.0+129R 13.2+107R 13.4+92R 13.6+60R 13.8+71R 14.1+64R
Top 12" q, 450 450 450 440 440 440
36/4 Seam F 5.4+129R 5.0+107R 4.6+92R 4.4+80R 4.1+71R 4.0+64R
24" q, 340 340 340 340 340 340
Weld F 6.4+129R 5.8+107R 5.3+92R 5.0+8OR 4.7+71R 4.5+64R
Side 12" q, 805 756 721 694 674 658
Seam F 5.9+129R 5.5+107R 5.3+92R 5.0+8DR 4.8+71R 4.6+64R
24" q, 543 494 458 432 412 395
Z O Weld F 7.7+129R 7.3+107R 6.9+92R 6.6+80R 6.4+71R 6.2+64R
12" q 740 740 710 630 560 500
Button F 10.4+32R 10.6+27R 10.8+23R 11.0+20R 11.3+18R 11.5+16R
Punch 24" q, 670 660 640 560 500 450
F 11.3+32R 11.6+27R 11.8+23R 12.1+20R 12.4+18R 12.6+16R
Top 12.. q, 900 890 880 840 750 680
36/7 Seam F 9.6+328 8.5+27R 7.8+23R 7.2+20R 6.7+18R 6.4+16R
24" q 790 780 770 740 660 600
Weld F 10.6+32R 9.4+27R 8.5+238 7.9+208 7.4+18R 7.0•16R
Side 12" q, 939 865 812 773 742 718
Seam • F 5.7+32R 5.4+27R 5.2+23R 5.0+20R 4.8+1BR 4.7+16R
24" q• 677 602 549 510 479 455
Weld F 7.0+32R 6.8+27R 6.6+23R 6.4+20R 6.2+18R 6.0+16R
78 ASC Steel Roof Deck • July 2012 MENU www.ascsd.com
ASC Steel Deck B-36 2.6
- Arc Spot/Seam Welds to Supports with
Button Punch or Top/Side SeamWelded Side Seam Attachment
Allowable Diaphragm Shear, q. (pif)
Flexibility Factor, F(10-6in/Ibs)
Arc Spot Seam Span
Gage Welds Attachment Spacing 5'-0" 6'-0" 7'-0" 8'-0" 9'-0" 10'-0" O0
q, 806 697 619 562 517 482 n
12" a
Button F 5.9+54R 6.7+45R 7.5*39R 8.2+34R 9.0+30R 9.7+27R r-
Punch 24', q, 736 626 548 489 4.44 408 N
F 6.3+54R 7.2+45R 8.2+39R 9.2+34R 10.2+30R 11.2+27R
Top 12.. q, 1215 1112 1032 968 917 878
36/4 Seam F 5.0+54R 4.8+45R 4.7*39R 4.5+34R 4.4+30R 4.2+27R
24„ q• 940 834 752 688 638 598
Weld F 6.0+54R
5.9+45R
5.7+39R
5.6+34R 5.5+30R
5.4+27R
Side 12" q 1580 1482 1406 1341 1291 1251
Seam F 4.3+54R 4.1+45R 3.9+39R 3.7+34R 3.6+30R 3.5+27R
24" q 1123 1018 940 875 826 785
18 Weld , Fa +54R 5.1+45R 5.0+39R 4.8+34R 4.7*30R 4.5+27R
12" 9 1176 1008 889 800 731 677
Button F 5.0+14R 5.7+11R 6.4+10R 7.1+9R 7.9+8R 8.6+7R
Punch 24" q 1102 932 811 721 651 596
F 5.2+14R 6.0+11R 6.9+10R 7.7+9R 8.6+8R 9.5+7R
Top 12" q, 1538 1359 1232 1138 1064 1007
3617 Seam F 4.6*14R 4.5+11R 4.4+10R 4.3+9R 4.2+8R 4.1+7R
24" q• 1258 1079 952 858 785 727
Weld F 5.2+14R 5.2+11R 5.2+1OR
5.1+9R 51+8R
5.1+7R
Side 12.. q 1911 1732 1606 1511 1438 1380
Seam F 4.0+14R 3.9+11R 3.8+1OR 3.7+9R 3.6+8R 3.5+7R
24" q. 1445 1266 1139 1044 971 913
Weld F 4.8+14R 4.7+11R 4.6+1OR 4.5+9R 4.5+8R 4.4+7R
12" 9 1155 991 874 788 721 668
Button F _ 4.3+28R 4.9+23R 5.5+20R 6.1+17R 6.7+15R 7.3+14R
Punch 24,. q 1077 912 794 706 639 584
F 4.5+28R 5.2+23R 5.9+20R 6.6+17R 7.4+15R 8.1+14R
Top 12., q, 1683 1529 1421 1344 1286 1242
36/4 Seam F 3.8+28R
3.6+23R 3.5+20R 3.4+17R 3.4+15R 3.3+14R
14" q, 1341 1181 1068 984 920 871
Weld F
4.4+28R
4.3+23R 4.3+20R 4.2+17R
4.1+15R
4.1+14R
Side 12" a 2138 1992 1893 1823 1773 1736
Seam F' 3.3+28R 3.1+23R 3.0+20R 2.9+17R 2.8+15R 2.7+14R
24" q 1570 1412 1303 1224 1164 1118
1fi Weld _ F 3.9+28R 3.8+23R 3.7*20R
3.7+17R
3.6+15R 3.5+14R
V 12„ q, 1652 1408 1234 1105 1005 927
Button F 3.7+6.9R 4.2+5.8R 4.7+5R 5.3+4.3R 5.8+3.9R 6.4+3.5R
Punch 24" q 1570 1323 1150 1016 916 835
F 3.8+6.9R 4.4+5.8R 5.0+5R 5.6+4.3R 6.3+3.9R 6.9+3.5R
Top 12" q, 2212 1982 1821 1705 1617 1550
36R Seam F 3.4+6.9R 3.4+5.8R 3.3+5R 3.3+4.3R 3.2+3.9R 3.2+3.5R
24" q 1850 1610 1442 1317 1221 1147
Weld F 3.8+6.9R
3.8+5.8R
3.8+5R 3.8+4.3R 3.8+3.9R
3.8+3.5R
Side 12" q 2696 2476 2326 2221 2144 1895
Seam F 3.1+6.9R 3.0+5.8R 2.9+5R 2.8+4.3R 2.8+3.9R 2.7+3.5R
24" q. 2091 1858 1694 1575 1485 1415
Weld F 3.5+6.9R 3.5+5.8R
3.5+5R 3.4+4.3R 3.4+3.9R
3.4+3.5R
www.ascsd.com MENU ASC Steel Deck Catalog • July 2012 79
Bonita Pump Station 12/19/2013
Andrew Howe
Design of Roof Deck for Shear
Upper Roof
Drafter
D:= (Dcover U + Ddeck) + 8ft 7wall:= 65psf Medium weight, grouted @ 16 inch
centers with 6psf allowance for
coverings
D= 19.875•psf
Use 30psf for roof dead load for seismic computations
Roof:= 30psf
Wall:= 7 (23f1+ 13ft) Use full grouted wall at maximum height
wall' 2
Wall= 1.17 x 103•plf
= 75ft+ 4in
W:= 34ft
wpx:= W•Roof+ Wall
Per lineal foot tributary inertia to diaphragm
wpx = 2.19 x 103•plf
0.4•SDS•le•Wpx
Fpx_max
F = 928.162 plf Maximum design value, from Eqn 12.10-3
px_max
:= Fpx_max'2 Vmax= 34.961-kip
Vmax
umax = 1.028.kip
W ft
Use Side Seam Weld @ 12" centers -Arc spot weld to stringers on 36/7 pattern
Seismic Chord Force Calculation- Upper Roof
Ddiaphragm := 2611 Structural Depth of Diaphragm
2
Mdiaphragm Fpx_max'L Diaphragm acts as simple beam, use max load to
•— 8
diaphragm for computation purposes
M diaphragm
Pchord:= D Chord force at mid-length of wall
Ddiaphragm
Pchord = 25.324-kip
Combo5 := 0.7pseis'Pchord ASCE 7 Load Combination
Combo5 = 23.045-kip Provide chord force in bond beam reinforcement in
top of walls
Bonita Pump Station 12/19/2013
Andrew Howe
Drag Shear Calculation for Long Walls
wpx:= L•Roof+ Wall
:= 0.4•SDS•le•wpx
Fpx_max
W
Vroofl Fpx_max•2 Vroofl = 24.713-kip
uroofl 0.328•kip
=
L ft
Collector Force Calculations - Upper Wall
Top level computations -48 inch louvers and 6 feet of translucent panels
Walls •= 23ft+ 8in North wall segment
Wall2:= 4ft Walla:= 4ft Wall4:= 4ft Wall segments between louvers
Walls:= 1711+ 4in South wall segment
Wall stiffness and load is directly proportional to moment of inertia in the strong axis -Ratio L^3
(Walli)3
Shear' :_
5 3 Shear' = 0.711 Shear'-Vroofl = 17.56-kip
E (Wall)3
i= 1
uroofl
Collector' := Shear" Vroofl — Walls L Collector' = 9.796-kip
Collector'•0.7pseis= 8.915-kip
Total Max bond beam force: Combo5 + 0.3•(Collectorl•0.7pseis) = 25.719-kip
(Wall2)3 —3
Shear2 := 5
(Wall2)3
= 3.431 x 10 Shear2-Vroofl = 0.085-kip
• (Wall)3
i= 1 ` J/
(Wall5)3
Shear5 :_ ` II
5 Shear5 = 0.279 Shear5-Vroofl = 6.899-kip
• (Wallil3
i= 1 ` /
Collector5 := (6ft+ 4in)•uroofl Collector5 = 2.078-kip
L
Collector5.0.7pseis= 1.891-kip
Bonita Pump Station 12/19/2013
Andrew Howe
Lower Roof
Drafter
D (Dcover_L + Ddeck) + 6ft
D= 45.667•psf
Roof:= 50psf
Use 50psf for roof dead load for seismic computations
Wall:= 7 (13ft+ 1311) Use full grouted wall at maximum height
wall' 2
Wall= 845•plf
L:= 6011
W:= 18ft+ 4in
wpx:= W•Roof + Wall
Per lineal foot tributary inertia to diaphragm
wpx= 1.762 x 103•plf
0.4•SDS•le'Wpx
Fpx_max
F = 746.626 plf Maximum design value, from Eqn 12.10-3
px_max
Vmax Fpx_max'2 Vmax= 22.399•kip
Vmax = 1.222•kip
W ft
Use Side Seam Weld @ 12" centers -Arc spot weld to stringers on 36/7 pattern
Seismic Chord Force Calculation - Upper Roof
Ddiaphragm 16ft Structural Depth of Diaphragm
2
Mdiaphragm Fpx max'1 Diaphragm acts as simple beam, use max load to
•— 8
diaphragm for computation purposes
Mdiaphragm
Pchord D Chord force at mid-length of wall
Ddiaphragm
Pchord = 20.999-kip Provide chord force in bond beam reinforcement in
walls at level of roof diaphragm
Combo5 := 0.7pseis'Pchord ASCE 7 Load Combination
Combo5 = 19.109•kip Provide chord force in bond beam reinforcement in
top of walls (@ roof level in middle wall)
Bonita Pump Station 12/19/2013
Andrew Howe
Drag Shear Calculation for Long Walls
wpx:= L•Roof + Wall
F 0.4•SDS•le•Wpx
px max:=
W
Vroof2•= Fpx_max' Vroof2= 14.938 kip
Vwall:= Vroofl + Vroof2+ 75psf 15ft•(75ft+ 4in)•(0.4•SDs.le) All contributing elements to determine drag
shear at level of top of door/window in lower
wall.
Collector Force Calculations - Lower Level, Long Wall
Top level computations
Walls := 16ft+ 4in North wall segment
Wall2:= 7ft+ 4in
Walla•= 4ft Wall segment north of window
Wall4:= 6ft+ 8in South wall segment south of window
Walls:= 6ft
Wall6:= 5ft
Wall?.= 2ft+ 8in South wall segment
Wall stiffness and load is directly proportional to moment of inertia in the strong axis - Ratio LA3
(Wall1)3
Shear' := `
? 3 Shear/ = 0.796 Shear'•(Vwall) = 60.176•kip
E (Wallis
i= 1 ` /
Collector) .= Shearl•V wall— Wall • Vmax Collector' = 55.32•kip
1 75ft+ 4in
Collector) 0.7pseis= 50.341.kip
Provide reinforcement to distribute this load from top of window
to bottom of louver in addition to gravity load demands.
Bonita Pump Station 12/19/2013
Andrew Howe
(Wall2)3
Shear2 := 7 1 Shear2=0.072 Shear2.Vwa11= 5.446.kip
E (Wallil3
i= 1 /
(Wall3)3
Shear3 := 7 Shear3 = 0.012 Shear3•Vwa11= 0.884 kip
E (Wallil3
i= 1 J
(Wall4)3
Shear,":= 7 / Shear,"= 0.054 Shear4.Vwall=4.092.kip
• (Walli13
i= 1 /
(Wall5)3
Shear5 := 7
(Wall5)3
= 0.039 Shear5.Vwa11= 2•983.kip
E (Walli3
i= 1 /
(
Shear6:= 7
(Wall6)3
Shear6 = 0.023 Shear4•Vwal1=4.092.kip
E (Wallil3
i= 1 /
(Wall7)3
Shear
(Wall7)3
7 3 Shear? = 3.465 x 10_3 Shear7•Vwal1= 0.262•kip
E (WallI)
ii= 1 J
Collectorl•0.7pseis 2
= 2.098-in
0.44
Bonita Pump Station 12/19/2013
Andrew Howe
Shear Capacity of Walls
Vwall Vroofl + Vroof2+ 7wa11'23ft•(75ft+ 4in)•(Cs) Total shear at ground level
Shear Reinforcement
fm:= 1900psi fy := 60ksi
Fv:= (1)•[4 – (0.6)] fm psi Let M/Vd=0.6 -- Load applied to wall at approx. 13 feet
2
F = 74.101•psi
V:= 1.5Vwall•Sheari 50 percent increase in accordance with MSJC 1.17.3.2.6.1.2
Fs= 0.4•fy
d := 0.9•Wa111
V•s
Av(s) := F—d
s
Av(24in) = 0.43•in2 At least#5 bars @ 16 inch centers or#6 @ 24 inch centers
Shear/•(1.5Vwall)
f := f = 56.405•psi
v 0.9•Wall1.7.625in v
Total vertical steel area-minimum
Asteel(s) := 0.0007•s•7.625in Asteel(24in) = 0.128•in2
Av(32in) 2
= 0.191.in One third of the vertical reinforcement-#4 @ 32 inches max
3 Does not control.
Bonita Pump Station 12/19/2013
Andrew Howe
Shear analysis of lower long wall. Same loads, but different shear areas.
Drag Shear Calculation for Long Walls
All contributing elements to determine drag
Vwall:= Vroofl + 7wall'2ft(75ft+ 4in) (0.4 SDS le) shear at level of top of door/window in lower
wall.
Collector Force Calculations - Lower Wall
Wall := 8ft+ 8in
Wall2:= 2ft
Wall3:= 3ft + 4in
Wall4:= 5ft+ 4in
Walls:= 5ft+ 4in
Wall6:= 5ft+ 4in
Wall?•.= 3ft+ 4in
Wall8•= 2ft
Wall9•= 8ft+ 8in
Wall stiffness and load is directly proportional to moment of inertia in the strong axis -Ratio LA3
(Wa111)3
Shear' :_
9 Shear' = 0.352 Shear'.0/wall) = 10.172•kip
E (Wal3
lil
i= 1 `
Collector' := (0.7pseis)'Shear l.Vwall
Collector'•0.7pseis= 8.424.kip Provide reinforcement to transmit this load over top of all
openings in this wall
9(Wall2)3 —3
Shear2 :_ \
(Wall2)3
Shear2 = 4.331 x 10 Shear2-Vwall= 0.125 kip
(Walli)3
(Wall3)3
Shear3
9 Shear3 = 0.02 Shear3•Vwa1i= 0.579.kip
(Walli)3
i= 1
Bonita Pump Station 12/19/2013
Andrew Howe
(Wall4)3
Shear4 := 9 Shear4= 0.082 Shear4'Vwall= 2.371 skip
E (Walli)3
i= 1
(Wall5)3
Shear5 := 9
Shear5= 0.082 Shear5.Vwall= 2.371 skip
E (Wall)3
i= 1
(Wall6)3
Shear6:= 9 Shear6= 0.082 Shear6'Vwal1=2.371•kip
E (Walli)3
i= 1
(Wall7)3
Shear7 := 9
Shear7 = 0.02 Shear7•Vwaii= 0.579•1dp
E (Walli)3
i= 1
(Wall8)3
Shear8 := 9 Shear8= 4.331 x 10 3 Shear8•Vwaii= 0.125-kip
E (Walli)3
i= 1
(Wall9)3
Shear9:= 9 Shear9= 0.352 Shear9.Vwall= 10.172•kip
E (Walli)3
i= I
Bonita Pump Station 12/19/2013
Andrew Howe
Shear Capacity of Walls
Vwall Vroofl +'wall•12.67ft•(75ft+4in)•(Cs) Total shear at ground level
Shear Reinforcement
fm= 1.9 x 103•psi fY:= 60ksi
Fv:= ( ).Jfm. si Let M/Vd>1 — Load applied to wall at approx. 13 feet
F = 65.383-psi
V:= 1.5V waif Shear' 50 percent increase in accordance with MSJC 1.17.3.2.6.1.2
Fs:= 0.4.f
d:= 0.9•Wall
Vs
Av(s) _ F •d
s
Av(24in) = 0.214-in2 At least#5 bars @ 24 inch centers
Shearl•(1.5Vwall)
f f = 28.043•psi
V d•7.625in V
Total vertical steel area-minimum
Asteel(s) := 0.0007•s•7.625in Asteel(24in) = 0.128•in2
Av(32in) 2 One third of the vertical reinforcement -#3 @ 32 inch centers
— 0.095 in
3 Does not control.
Bonita Pump Station 12/19/2013
Andrew Howe
Check Wall in end sections for Bending
fm•= 1900psi fy := 60ksi Es= 2.9 x 104•ksi
Em:= 900•fm Em= 1.71 x 103•ksi
Es
n :_ — n = 16.959
Em
Break wall into two units by continuing bond beam
h := 13ft reinforcement at lower roof level through control joints.
Shear/•1.5Vwall•h
M := Assume double curvature bending (fix-fix)and use maximum wall shear
2
M = 493.14•kip•ft
d:= Wall1 - 22in
b:= 7.625in Use two#6 vertical bars on each side of the control joints plus next two
vertical bars at 16 inch centers (see out of plane calculations)
A := 1.76in2
s
As
p b•dd kwall 42' + (p•n)2- p•n kwaii= 0.191
_ k a11
p= 1.327 x 10 3 iwall 1 - w-3 = 0.936
f := M f = 20.636•ksi Steel stress due to in-plane bending
s As'jwall•d s
fsa:= 24ksi Steel allowable stress, 60 ksi
reinforcement from MSJC 2.3.2.1
:=
2.M
fb fb= 286.933•psi Masonry bending stresses due to
k b d2 in-plane bending
iwall' wall'
Bonita Pump Station 12/19/2013
Andrew Howe
Calculate combined stresses -Axial Loads
b
r:_ — r= 2.201•in
Y'i
h
— = 70.872
r
Wall l2
Pa:= 0.25•fm• - •b• 1 — C h I MSJC Eqn 2-20
2 140.r
Pa = 263.983 kip Assume the wall is half grouted
Applied axial loads - base of wall
Wroofl 30psf•17ft
Wroof2:= 50psf•8.5ft
Wwall:= 75psf•[162.67ft— (140ft)]
WD:= Wroofl + Wroof2+ Wwall WD= 2.635 x 103.plf
WS:= Su.17ft+ SL•8.5ft WS= 967.971•plf
P:_ (WD+ WS).Wa111 P= 58.853•kip Less than Pa... OK- Use fm=1/3f'm
f := f = 78.759•psi
a Walli a
b
2
F
fa + fb= 365.692•psi m = 633.333-psi OK
3
By inspection, all other wall segments are OK.
Bonita Pump Station 12/19/2013
Andrew Howe
Wind Loads on Walls
Assume Exposure C
qz= 21.229•psf From previous calculations, use height z for all walls
Cp ww := 0.8 Windward Walls
:= —0.7 Side Walls
Cp_sw
Cp lw:_ —0.5 Minimum value used for all surfaces for simplicity
GCpi:_ -0.18 Enclosed Structures
pww := gz.G•Cp_ww— gz•GCpi
pww = 18.257•psf Controlling inward pressure value
psw gz•G•Cp_sw + q .GCpi
psw= —16.453•psf Controlling outward pressure value
Load to diaphragm (above)
Hmain•= 23ft
Hlow := 13ft
Hmain'pww — Hlow'psw
W
2
W= 316.898•plf
By inspection, seismic loading demands control. Fpx_max = 1.63 x 103•ptf
Check Connection Force-Wall to Diaphragm: Check 12.11.2 of ASCE 7-05
NV, 23ft 75psf Max tributary weight of wall at roof level•
2
Fcon max(0.4•SDS•1s•Wp,400plf•SDS.1s,280p1f) Minimum connection force is the greatest
of these three values.
lbf
Fcon = 339.055.
By inspection, out of plane bending between anchors is OK.
Bonita Pump Station 12/19/2013
Andrew Howe
Out of Plane Seismic Loading on Walls -Tapered Walls
Fp:= 0.4•SDS•1e'7wa11
F = 27.548•psf Controls for out of plane design of walls
F •(19.33ft)2
E'= 8 Assume pin-pin support for wall, take height at
2/3 point of wall
kip•ft
E = 1.287 Moment on wall at mid-height
ft
QE:= Oplf
Proof U := 30psf Ltrib U := 17ft
Proof L:= 50psf Ltrib L := 9ft
SU= 29.psf SL= 55.879•psf
D:— P roof U'L trib_U + P roof L'L trib_L + 2 22.67ft Envelope walls by including roof
wall'
loads for tallest wall
D= 1.697 x 103•plf
S:= SU'Ltrib U + SL'Ltrib L
S= 995.91•plf
Allowable Stress Load Combo for Out of Plane Wall Design
Combo5p := (1.0+ 0.14•SDS)•D+ Pseis QE+ 0.14•S Include Snow Load in combo-not
required but be consistent with
Combo5p= 2.004 x 103•plf Strength Design load case
ComboSM := 0•7Pseis'E
ComboSM = 1.171
kip•ft
ft
Bonita Pump Station 12/19/2013
Andrew Howe
8 inch CMU
1' 1900psi 60ksi E = 2.9 x 104•ksi
I'm := fy:= s
Em:= 900•fm Em= 1.71 x 103•ksi
Es
n:= — n = 16.959
Em
Beff:= 7.625in
Shell:= 1.25in
Leff:= 2.25in
= 116in Shell 2 + (B eff 2•Shell)•L 16inj
L — eff' 12inJ Beff•8
Aeff 2.16in 2.16in
2
Aeff= 43.641.11 ft
Beff
drebar
As:= 0.33in2 Vertical #6 bars @ 16 inch centers
b:= 12in
d Beff d= 3.813•in
2
As
p b dd kwall V 2•p•n+ (p•11)2— p•n kwall= 0.387
kwall
iwall I — 3 iwal1 = 0.871
b•Combo5M
f := f = 12.823•ksi
s As'jwall'd s
2•b•Combo5M
fm b fm b= 477.746-psi
—
Jwall'kwalf b•d
2
Combo5P
fm a'= fm a= 45.92•psi
Aeff
r:= Beff r= 2.201-in
12
Bonita Pump Station 12/19/2013
Andrew Howe
h := 23ft
= 125.389
r
Pa:= 0.25 fm'Aeff'170r12
\ h )1 MSJC Eqn. 2-21
Pa = 6.46 x 103•plf
2
Fa:= 4 fm{701 MSJC Eqn. 2-16
Fa= 148.037•psi
fm a= 45.92•psi OK to use 1/3*f'm for allowable
fm_a+ fm_b= 523.667-psi
OK
fm
— = 633.333•psi
3
n•fm
Pmax f
2•f • n +
fm In plane maximum reinforcement ratio
Pmax=– 5.532x 10 3
Bonita Pump Station 12/19/2013
Andrew Howe
Out of Plane Seismic Loading on Walls -Short Walls
7wall 102psf Use brick veneer wall covering as upper bound load
Fp := 0.4•SDS'le' .wall
F = 43.229•psf Controls for out of plane design of walls
F .(13ft)2
E'= Assume pin-pin in su
g P support for wall
E= 0.913 - -•kip ft Moment on wall at mid-height
ft
QE:= Oplf
Proof U 30psf Ltrib U 17ft
Proof L 50psf Ltrib L 9ft
SU= 29•psf SL= 55.879•psf
1311
D
Proof L'Ltrib_L + 7wa11•Z
D= 1.113 x 103•plf
S:= SL.Ltrib L
S= 502.91•plf
Allowable Stress Load Combo for Out of Plane Wall Design
Combo5p := (1.0+ 0.14•SDS).D+ Pseis'QE+ 0.14•S Include Snow Load in combo-not
required but be consistent with
Combo5P= 1.293 x 103•plf Strength Design load case
Combo5M 0•7pseis'E
kip.ft
Combo5M = 0.831
ft
Bonita Pump Station 12/19/2013
Andrew Howe
8 inch CMU
fm:= 1900psi fy•.= 60ksi Es= 2.9 x 104 ksi
Em:= 900•fm Em= 1.71 x 103•ksi
E s
n:= n= 16.959
Em
Beff 7.625in
Shell:= 1.25in
Leff:= 2..25in
—_ L16in•She1l•2 + (B 2•She1l)•L 16in1
(Beff— eff' 12in
Aeff. 16in
M2
Aeff= 41.531• $
Beff
drebar 2
As:= 0.165in2 Vertical #6 bars @ 32 inch centers
b:= 12in
d:= Beff d= 3.813•in
2
As p 171-d kwall 42.P.11 + (p.n)2— 13'n kwall= 0.294
kwall
Jwall 1 — 3 Jwall = 0.902
b•Combo5M
fs:= fs= 17.574•ksi
As'Jwall'd
2•b•Combo5M
fm_b fm_b=431.329-psi
iwalfkwall'b•d
2
Combo5p
fin a:= fm_a= 31.145-psi
— Aeff —
f
fm_b+ fm_a=462.474-psi m = 633.333-psi OK
3
Bonita Pump Station 12/19/2013
Andrew Howe
Lintel Check - Main Window, Center Wall
Wroofl := 30psf 17ft
Wroof2 50psf•8.5ft
Wwall:= 75psf•[162.67ft– (140ft+ 3.33ft+ 4ft)]
WD Wroofl + Wroof2+ Wwall WD= 2.085 x 103•plf
WS:= SU•17ft+ SL•8.5ft WS= 967.971•plf
(WD+ WS)•(14ft)2
M
8
M = 74.81-kip-ft
A Tr•(0.75in)2
As:= 2 4
b:= 7.625in Net width of 8 inch units
d:= 9.8•in– 4in 9 courses grouted solid with full height stirrups
As
p:= b•d p= 1.704x 10 3 n = 16.959
k:= 4(p•n)2+ 2p•n – p-n k= 0.213
j := 1 – 3
f := M f. = 16.085•ksi
s Asj d s OK
:=
2.M
fm fm= 257.072•psi
k•j•b•d2
(WD+ Ws)•(14ft)
V:_
2
V
f v := —bd = 41.223-psi
OK
Fv:= fm psi Fv = 43.589-psi
Bonita Pump Station 12/19/2013
Andrew Howe
Footing Design -Tall wall
B := 4ft callow 1000psf
Vertical Loads
D 3) Ltrib U +(Proof (Proof L•0•9)'Ltrib_L + 7wa11'22.67ft Proof U'3 = 20 psf
D= 3.057 x 103•plf Proof L'0.9= 45•psf
Use lower roof weight for this check.
S:= SU'Ltrib U + SL'Ltrib L
S= 995.91•plf
E:= 0.0plf
Horizontal Loads - Moment due to shear at base of wall
Elat:= lwall'22.67ft `0.4•SDS•1e)-2ft
2 l
Allowable Stress Load Combo for Footing Design
Combo2 := 1.0.D+ 1.0S
Combo2 = 4.053•klf
Combo5 := 1.0D+ 0.7.E
Combo5 = 3.057-klf
Combobb:= 1.0D+ 0.75.0.7-E+ 0.75-S
Combobb= 3.804•klf
Combo5_tat 0.7'Elat
Combo5 tat= 0.686
kip•ft
ft
Combo6b lat 0.75.0.7•Elat
Combo 0.515•kip ft
6blat = ft
Combo2 3
(72 :_ B Q2 = 1.013 x 10 •psf OK!
Bonita Pump Station 12/19/2013
Andrew Howe
Combo5 lat
Ecc5 :_ — Ecc5 = 0.224.ft Use effective footing width approach from
Combo5 AASHTO Standard Specifications for
Highway Bridges. Max eccentricity is
Beff 5 B — 2Ecc5 Beff 5= 3.551.11 1/4 of footing width.
Combo5
v5 := cry = 860.922•psf OK!
Beff 5
Combo6b lat
Ecc6b:_ — Ecc6b= 0.135.ft
Combo6b
Beff 6b:= B — 2Ecc6b Beff 6b= 3.73•ft
Combo6b 3
cr6b:_ Cr6b= 1.02 x 10 •psf OK!
Beff 6b
Bonita Pump Station 12/19/2013
Andrew Howe
Footing Design- Sloping walls
B := 4ft
Vertical Loads
U'4ft+ ywall'22.67ft
D:= Proof
D= 2.432 x 103•plf Sloping walls only support 4 feet of
roof deck
S:= SU•4ft
S= 116•plf
Combo2 := 1.0.D+ LOS
Combo2 = 2.548-klf
Combo5 := 1.OD+ 0.7.E
Combo5 = 2.432•klf
Combo6b:= 1.0D+ 0.75-0.7.E+ 0.75•S
Combo6b= 2.519•klf
Combo 2 is OK by inspection.
Combo5 lat
Ecc5 :_ Ecc5 = 0.282•ft OK... less than 1.0 feet
Combos
Beff 5` B — 2Ecc5 Beff 5= 3.436•ft
Combo5
Q5 :_ c5 = 707.914•psf OK!
Beff 5
Combo6b lat
Ecc6b:_ — Ecc6b= 0.204.ft
Combo6b
Beff 6b B — 2Ecc6b Beff 6b= 3.592•ft
Combo6b
Qbb °6h= 701.462•psf OK!
Beff 6b
Bonita Pump Station 12/19/2013
Andrew Howe
Check Short Wall under main roof
B := 3ft °allow 1000psf
Vertical Loads
D:— Proof U'Ltrib U + /wall 12.67ft
D= 1.802 x 103•plf
S:= SU'Ltrib U
S= 493•plf
E := 0.0plf
Horizontal Loads - Moment due to shear at base of wall
12.67ft
Elat wall' 2 •(0.4•SDS•le)•2ft
Allowable Stress Load Combo for Footing Design
Combo2 := 1.0•D+ 1.0S
Combo2 = 2.295•klf
Combo5 := 1.0D+ 0.7•E
Combo5 = 1.802•klf
Combo6b:= 1.0D+ 0.75.0.7.E+ 0.75•S
Combo6b= 2.172•klf
Combo5_tat:= 0.7'Eiat
Combo 5_lat= 0.383•kip•ft ft
Combo6b lat := 0.75.0.7•Elat
Combo6b tat = 0.288'
kip•ft
— ft
Bonita Pump Station 12/19/2013
Andrew Howe
Combo2
a2:= B Q2 = 765.113•psf OK!
Combos lat
Ecc5 — Ecc5 = 0.213•ft OK.. less than 0 75 feet
Combo5
Beff 5 B— 2Ecc5 Beff 5=2.575.ft
Combo5
v5 := Q5 = 700.06-psf OK!
Beff 5
Combo6b lat
Ecc6b — Ecc6b=0.132-ft
Combo6b
Beff 6b:= B — 2Ecc6b Beff 6b= 2.735•ft
Combo6b
�6b gob= 794.116•psf OK!
Beff 6b
Bonita Pump Station 12/19/2013
Andrew Howe
Check Short Wall with low roof
B:= 3ft °allow 1000psf
Vertical Loads
D (Proof L1Ltrib L + 102psf•16ft Brick veneer on wall, full height
D= 2.082 x 103•plf
S:= SL'(Ltrib L)
S= 502.91•plf
E:= 0.0plf
Horizontal Loads - Moment due to shear at base of wall
13ft
Elat Ywall' - 0.4•SDS-1e)•2ft
Allowable Stress Load Combo for Footing Design
Combo2 :• 1.0•D+ 1.0S
Combo2 = 2.585•klf
Combos := 1.0D+ 0.7•E
Combos = 2.082•klf
Combo6b:= 1.0D+ 0.75.0.7.E+ 0.75•S
Combo6b= 2.459•klf
Combos_lat 0.7•Elat
Combo 5_lat- 0.393.kip•ft ft
Combo6b lat 0.75.0.7•Elat
Combo 66_l = 0.295.kip•ft
at ft
Bonita Pump Station 12/19/2013
Andrew Howe
Combo2
Q2:= Q2 = 861.637•psf OK!
Combos lat
Ecc5 - Ecc5 0.189.ft OK... less than 0.75 feet
5 Combos 5 =
Beff 5 B— 2Ecc5 Beff 5= 2.622.ft
Combos
v5 := v5 = 794.018•psf OK!
Beff 5
Combo6b lat
Ecc6b:- - Ecc6b=0.12•ft
Combo6b
Beff 613:- B - 2Ecc6b Beff 6b= 2.76•ft
Combo6b
°6b °6b= 890.992•psf OK!
Beff 6b
Bonita Pump Station 12/19/2013
Andrew Howe
Connections to Walls
fY:= 36ksi Shear strength of bolt
7T•'be2
Apv(lbe) '= 2 Projected area for shear calculations
Apt(lb) :_ n'lb2 Projected area for tension and prying calculations
Roof deck and lower roof rafter connections to masonry walls. Tension is not significant. Check shear.
A (0.75in)2
Ab 4
Bvb:= 1.25•Apv(24in)• fm•psi MSJC Eqn 2-6
Bvb= 4.93 x 104-Ibf
Bvc:= 3501bf•4 Pm•Ab
psi 2 MSJC Eqn 2-7
in
Bvc= 1.884•kip Controls
Bvpry:= 2.5•Apt(4in)• fm psi MSJC Eqn 2-8
Bvpry= 5.478 x 103•Ibf
Bvs:= 0.36•Ab•fy MSJC Eqn 2-9
Bvs = 5.726 x 103•Ibf
■I1: CONSULTING
„46�� ENGINEERS
PROJECT PROJ.NO. SHEET
CALCULATIONS BY DATE CHK'D BY DATE
v - St i3 , �� F fr -1 .AFFIc-
itlo pv6A7-41.6.04-D C-2-097J1-4
Ass Li vv."F-
f.f'c 3ocCI>sc
-s +z-z_ ;++4).►`301 44 0010}
UST t M D(tt)S
L �
I u A( o2�+, L`C
roao - 0.180
-r6 vv C- (2 .
--E..-kV2+4L S-rrzfr-ki 601 ( toov S of v►'T) i)
\f% = 4 10 ps(
* use, Ac.oc- AA G-,--1.011-) +t -7
7v+uf SPAC- (14
" 1 p, c?-7.s-pq
---- 79 fst
USA F 5=
ef3C1 2_18n
PLR.- F-3 02
I$
�.T k.)r.Fi (
A 1._1 GRAC K_
tt)/ Thl /445 -
GUIDE TO DESIGN OF SLABS-ON-GROUND(ACI 3608-10) 63
- Solution: thickness=8.0 in. 900 16
Again, when the design thickness differs substantially
from the assumed value,repeat the process until reasonable
agreement is obtained. app \° II
Z �r\ao� 15
APPENDIX 3—DESIGN EXAMPLES USING CORPS d
OF ENGINEERS' (COE)CHARTS f 700 _ _ ?S o� 12
A3.1--Introduction 100 a =
The following examples show the determination of thickness
603 for a slab-on-ground using the procedures published by the 1111. \ g
3
10
COE. The procedures appear in publications issued by the 1
4
Departments of Defense(1977),the Department of the Army 615 #0 2
(1984, 1987) and the Department of the Air Force(1987).The Ij I�#A
examples presented are in inch-pound units. A table for '� ,�0,••�' i a Use
converting the examples to SI units,along with an example of :frt :6�� — �, ("
the process,is provided at the end of the Appendixes. 4• Z The procedure is based on limiting the tension on the l otdom of the coned in de at i inndex c joint a (T le A The
loading is generalized in design index categories(Table A3.1).
The procedure uses an impact factor of 25%, a concrete
modulus of elasticity of 4000 ksi, and a factor of safety of Fig. A3.1—COE curves for determining concrete floor
approximately 2. The joint transfer coefficient has been thickness by design index.
taken as 0.75 for this design chart(Fig.A3.1).
The six categories shown in Table A3.1 are commonly Table A3.1—Design index categories used with the
used.Figure A3.1 shows 10 categories. COE slab thickness selection method
Categories 7 through 10 for exceptionally heavy vehicles
are not covered in this guide. Category ] Il III j IV V VI
Capacity,lb 4000 6000 10,O(K) 16,000 20,000 _ 52,000
A3.2—Vehicle wheel loading Design axle
g load,Ib 25.000 10,000 15,000 25.0 36,000 43,000 120,000
This example selects the thickness of the concrete slab for No.of tires 4 4 6 6 6 6
a vehicle in design index Category IV (noted as Design Type of tire Solid Solid !ih∎c;i nta:ic Pneumatic Pneumatic Pneumatic
Index 4 in Fig. A3.1).The vehicle parameters are needed to Tire contact
select the design index category from Table A3.1.Use of the area in.2 27.0 36.1 62.5 100 119 316
_ E
design chart is illustrated assuming the following: Effect t I
contact 125 208 100 90 90 95
Loading:DI IV(Table A3.1) pressure,psi
Tire width, 6 7 8 I 9 9 16
Materials:concrete in.
Modulus of elasticity E=4000 ksi Wheel 1- 31 33 1 1.52.1 I 13.58.13 13.58.13 20.79.20
Modulus of rupture=615 psi (28-day value) spacing,in. 11
_ Modulus of subgrade reaction k= 100 lb/in.3 sle width, 90 90 132 I 144 144 192
Solution: required thickness =6 in. is determined from the Spacing ( {
design chart (Fig. A3.1) by entering with the flexural between — 3 a 4 a
- strength on the left and proceeding along the solid line. tral wheel
tires,in. J
A3.3—Heavy lift truck loading
This example selects the thickness of the concrete slab for
a lift truck, assuming the following: and finally, go down to find the final solution for the slab
thickness of 5-1/4 in.
Loading:axle load 25,000 lb
Vehicle passes: 100,000 APPENDIX 4—SLAB DESIGN
USING POST-TENSIONING
Concrete flexural strength: 500 psi This chapter includes:
• Modulus of subgrade reaction k=300 lb/in.3 Design example: using post-tensioning to minimize•
cracking;and
Figure A3.2 shows the design curve. Enter at the flexural Design example:equivalent tensile stress design.
strength with 500 psi on the left. From there, proceed with
the following steps: go across to the intersection with the A4.1—Design example: Using post-tensioning to
curve of k= 300; go down to the line representing the axle minimize cracking
load;go across to the curve for the number of vehicle passes; Assume post-tensioned(PT)strip 500 x 12 ft.
American Concrete Institute Copyrighted Material—www.concrete.org
64 GUIDE TO DESIGN OF SLABS-ON-GROUND(ACI 360R-10)
1200
1 1 ,......
1111111 if// ,,6° 0P. P 4 A,1100 "t &k ' A 1 ■
900 F'�� t /%%r 4 a
A Al
.......-...A 700 lKVIP ,S� ��,/i.�..��_.� _sper,r,rallm
2. 1111111■
600 /-,/ A11111111■
r /1111111■
4 5 6 7 11 9 10 11 14 13 11 15 16 17 11 19 20
5 t/4• PAVEMENT THICKNESS,INCHES
Fig.A3.2—The COE design curves for concrete floor slabs with heavy forklift traffic.
Determine minimum residual (effective) compression significantly influence each other, then check with the
after all losses. Westergaard Eq. (7-4)
Calculate post-tensioning requirement for minimum
residual compression (PIA),assume 250 psi: P , I
Assume slab thickness: 6 in. !. = 0.316rhZlog(h')-41og( I1.6a'+h'-0.675h)-log(k)+6.481
Calculate P-T requirement to overcome the subgrade friction LL J
using Eq. (A4-1). where fb is the tensile stresses at the bottom of the concrete
Assume subgrade friction factor: 0.5. slab;P is the concentrated load;h is the slab thickness; a is
the radius of a equivalent circular load contact area;and k is
the modulus of subgrade reaction.
6 in.
P, = W,,°"2µ 12 in./ft x 150/ft'x 500 ft x 0.5 = 9375 lb/ft (A4-1)
Assume:
Calculate final effective force in PT tendon (friction and P = 15,000]b;
long-term losses). h = 6 in;
Assume P –26,000 lb. a = 4.5 in.(base plate 8 x 8 in.);e
Calculate the required spacing of the PT tendons using Eq. k = ]50]b/in.3;and
fb = 545 psi.
(A4-2). Cracking of concrete:7.5 x Z =474 psi
Post-tensioning to provide necessary precompression of: 545-
s.,•° = P, = 26,000 lb (A4-2) 474=71 psi
f�WH+P, 250 psi x 12 in.x 6 in.+9375 lb/ft Post-tensioning providing 250 psi is adequate.
=0.95 ft(11.4 in.) In the case of two or more placements post-tensioned
together across the joint and creating a continuous slab, use
_ Use 11 in. to provide more than 250 psi compression. the following:
Twelve inch spacing provides a compression of approxi- Case 1: Multiple (12) strips 30 ft wide post-tensioned
mately 230 psi, which may be adequate.Use groups of two partially in the 30 ft direction before placing the adjacent
cables 22 in.on center(or groups of three at 33 in.on center) strip.Final stress ties all strips together on the end.
The type and magnitude of loading and other service- When calculating the force to overcome the subgrade fric-
ability criteria determines the final spacing. tion,consider the total width of all strips to be(12 x 30=360 ft).
When there is rack loading with post far apart or other Case 2: First place a section of 200 ft, stressed partially,
concentrated loading spaced sufficiently far apart as to not and then place and stress the other section of 160 ft.
American Concrete Institute Copyrighted Material—www.concrete.org
GUIDE TO DESIGN OF SLABS-ON-GROUND(ACI 360R-10) 49
tensioned slabs over 100 ft (30 m), 0.5 might be used to
account for variations in base elevation over longer distances. Sheet Asphalt (7) ' ' 5' r jam° ` `R
14.9—Distributed reinforcement to reduce curling Emulsified +
g Asphalt(5) • ''i '" •
and number of joints
The upper half of a floor slab has the greater shrinkage. plastic
Reinforcement should be in the upper half of the slab so that Soil (1)
the steel restrains concrete shrinkage.A reinforcement ratio
of 1.0%(Abdul-Wahab and Jaffar 1983)could be justified in Blended washed =e' ;r?oi
the direction perpendicular to the slab edge to minimize slab Sand & Grave (31 ,
curling deflection. One and one-half to 2 in. (38 to 51 mm) Granular E '4aa'4;•7' =ii
of concrete cover is preferred. Reinforcement in the lower Subbase (2) xN3 iz' ® First
part of the slab may actually increase upward slab curling for movement
slabs under roof and not subject to surface heating by the Sand Layer (4)
sun.To avoid being pushed down by the feet of construction '.. Average
workers, reinforcing wire or bars should preferably be subsequent movement
spaced a minimum of 14 in.(360 mm)in each direction.The Shlyetngle9e
Sheeting (9)
bar reinforcement should be located and supported based on
the most stringent recommendations of CRSI 10MSP and 0 1 2 3
CRSI 10PLACE.The wire reinforcement should be supported COEFFICIENT OF FRICTION
based on the most stringent recommendations of WRI-TF-702
(WRI 2008a) and WRI-WWR-500 (WRI 2008b). Neuber Fig.14.3—Variation in values of coefficient of friction for 5 in.
(2006) provides additional information for supporting light (125 mm) slabs on different bases (based on Design and
welded wire reinforcement. Construction of Post-Tensioned Slabs-on-Ground jPT120041).
For unreinforced slabs,the joint spacing recommendations
of Fig. 6.6 have generally produced acceptable results. A
closer joint spacing is more likely to accommodate the higher concrete set,curing methods that retain water in the concrete
shrinkage concrete mixtures often encountered (Fig. 6.6). delay shrinkage and curling of enclosed slabs-on-ground.
When greater joint spacings are desirable to reduce mainte- Curing did not decrease curling in a study of concrete
nance,consider a continuously reinforced,a post-tensioned, pavements where test slabs cured for 7 days under wet
or a shrinkage-compensating concrete slab as a means to burlap, then ponded until load tests for the flat, uncurled,
reduce the number of joints in slabs-on-ground.Joint locations slabs were completed (Child and Kapernick 1958). After
should be detailed on the slab construction drawings. completing load tests on the flat slabs, usually within 5 to
6 weeks, the water was removed and the slabs were
14.10—Thickened edges to reduce curling permitted to dry from the top. The load tests were repeated
Curling is greatest at corners of slabs and corner curling on the curled slabs.Adding water to the surface reduced the
reduces as slab thickness increases (Child and Kapernick curl,especially hot water,but after removing the water, the
1958).Corner curling vertical deflections of 0.05 and 0.11 in. slabs curled again to the same vertical deflection as before
(1.3 and 2.8 mm) were measured for 8 and 6 in. (200 and the application of the water.
150 mm)thick slabs,respectively,after 15 days of surface drying. Water curing can saturate the base and subgrade,creating
Thickening free edges reduces the slab stress due to edge a reservoir of water that may eventually transmit through the
loads.Edge curling may also be reduced by thickening slab slab(Chapter 4).
edges. The thickened edge adds weight and reduces the Because all curing methods are used for a limited time,
surface area exposed to drying relative to the volume of curing methods will not be as effective as when the surface
concrete, both of which reduce upward curling. Typically, is exposed to long-term, high ambient relative humidity for
thickened free slab edges should only be used in situations improving surface durability. Extended curing only delays
such as between the slab and equipment foundations or other curling;it does not reduce curling.
free edges at isolation joints where positive load-transfer
devices,such as dowels,should not be used.The free slab edges 14.12—Warping stresses in relation to joint spacing
at these locations should be thickened 50%with a gradual 1-in- Warping stress increases as the slab length increases only
10 slope. Provided that the subgrade is smooth with a low up to a certain slab length (Kelley 1939;Leonards and Harr
coefficient of friction, as described in Section 14.8, then 1959;Walker and Holland 1999).The slab lengths at which
thickened edges should not be a significant linear shrinkage these warping stresses reach a maximum are referred to as
restraint;however,curling stresses are increased somewhat. critical slab lengths,and are measured diagonally, corner to
corner.Critical lengths,in feet(meters),are shown below for
14.11—Relation between curing and curling slabs 4 to 10 in. (100 to 250 mm) thick and temperature
Because curling and drying shrinkage are both a function gradients T of 20, 30, and 40°F (11, 17, and 22°C). A
of potentially free water in the concrete at the time of modulus of subgrade reaction k of 100 lb/in.3 (27 kPa/mm)
American Concrete Institute Copyrighted Material—www.concrete.org
GUIDE TO DESIGN OF SLABS-ON-GROUND(ACI 360R-10) 29
Table 6.2-Reduction in strain due to reinforcing uont can be lilted
- 9 with backer rotl &
concrete dosl un efc sealant
Continuous 2-0/8' 50mr„ x 9mm)
See less than }/g'
steel plates with m.'cc too su•'oce
S
See Sec•..on 6 4 for pmts ncnerted with studs welded
Steel Concrete Restrained Reduction in wooer than 3/8" o o u` ,300 ran)
ratio, stress,psi Steel stress,psi shrinkage unrestrained
% (tension) (compression) strain shrinkage strain,% i C
0.1 14 14,078 0.000485 2.91 t i§-------.1
0.2 27 13,679 0.000472 5.66 t • IMENIMI-
0.3 40 13.303 0.000459 8.26
AM ;
0.4 52 12.946 0.000446 10.71
e n'
0.5 ' 63 12,609 0.000435 13.04 11
---1 Nctural
0.6 74 12,288 0.000424 15.25 Dowel concrete
0.7 ! 84 11,983 0.000413 17.36 (see rig 6.9) snrinkoge
0.8 94 11,694 0.000403 19.35 Fig. 6.13-Typical armored construction joint detail.
0.9 103 11,417 0.000394 21.26
1.0 112 11,154 0.000385 23.08 y
3.0 229 7632 0.000263 47.37 a;a;a^te.:.thexlaD`?.,cknesevend
Note:t i=0.00690 MPa. tendon anchor location Ttptcody
Ps osed at doorways and of ends C nslroet.en epmt
al trnllic alales. /�"ya, (17 mm]tool
owl lens•oniny Joekmg gap / lor.'inS sled above
.ndw a ant or° a and Debw pncna•s
restraint stresses due to the different coefficients of subgrade 1 of as s,de,3 /. mM,'.n,
friction(Fig. 14.3)and curling stresses. maw'` -,-r ";
Plate, square, and round smooth dowels for slab-on- i . T - I
ground installation should meet the requirements of ASTM Da., -o `e, .d ad=a g g eta
g
A36/A36M or A615/A615M. The designer should specify uop slice:,a reouaea elan
Maybe
perforated A swp Itenfbren;steel
the diameter or cross-sectional area,length,shape,treatment sheets are not aed Oe °'"°""td
g p vapor retarder/darner.
for corrosion resistance, and specific location of dowels,as
well as the method of installation, support, and debonding. Fig.6.14-Typical doweled joint derail for post-tensioned slab.
Refer to Table 6.1,Fig.6.5,and Fig.6.9 through 6.12.
For long post-tensioned floor strips and floors using
shrinkage-compensating concrete with long joint spacing, notched by the saw to ensure proper function of the sawcut
take care to accommodate significant slab movements. In contraction joint.
most instances,post-tensioned slab joints are associated with Early-entry dry-cut saws use a skid plate that helps prevent
a jacking gap. Delay the filling of jacking gaps as long as spalling.Timely changing of skid plates in accordance with
possible to accommodate shrinkage and creep.In traffic areas, manufacturer's recommendations is necessary to effectively
armor plating of the joint edges is recommended (Fig 6.13). control spalling. Typically, joints produced using conven-
Figure 6.14 shows a doweled joint detail at a jacking gap in tional processes are made within 4 to 12 hours after the slab
a post-tensioned slab(PTI 1996,2004). has been finished in an area-4 hours in hot weather to 12 hours
in cold weather. For early-entry dry-cut saws, the waiting
6.3-Sawcut contraction joints period will typically vary from 1 hour in hot weather to 4 hours
Three types of tools are commonly used for sawcutting in cold weather after completing the finishing of the slab in
joints: conventional wet-cut (water-injection) saws; that joint location.Longer waiting periods may be necessary
conventional dry-cut saws; and early-entry dry-cut saws. for all types of sawing for floors reinforced with steel fiber
_ Timing of the sawing operations varies with manufacturer and or where embedded mineral-aggregate hardeners with long-
equipment. The goal of sawcutting is to create a weakened slivered particles are used.In all instances,sawing should be
plane as soon as the joint can be cut, preferably without completed before slab concrete cooling occurs subsequent to
- creating spalling at the joint, so the floor slab will crack at the peak heat of hydration.
the sawcut instead of randomly and create the desired The minimum depth of sawcut using a wet conventional
visual effect. saw should be the greater of at least 1/4 of the slab depth or
Conventional wet-cut saws are gasoline-powered. With 1 in.(25 mm).The minimum depth of sawcut using an early-
the appropriate blades,they are capable of cutting joints up entry dry-cut saw should be 1 in.(25 mm)for slab depths up
to 12 in. (300 mm) depth or more. Dry-cut tools can use to 9 in. (230 mm). This recommendation assumes that the
electrical or gasoline power.They provide the benefit of being early-entry dry-cut saw is used within the time constraints
generally lighter than wet-cut equipment.Most early-entry dry- noted previously. Some slab designers require cutting the
cut saws cut to a maximum depth of 1-1/4 in. (32 mm), but slab the following day to 1/4 of the slab depth to deepen the
- some cut to a maximum depth of 4 in. (100 mm).Timing of 1 in.(25 mm)early-entry sawcut and ensure the joint activates.
the early-entry process allows joint sawcutting before Restricted joint activation using a 1 in. (25 mm) sawcut is a
significant concrete tensile stresses develop. This increases particular concern with doweled joints because dowels may
the probability of cracks forming at the joint when sufficient restrain slab movement. For this situation, plate or square
concrete stresses develop. Care should be taken to ensure dowels cushioned on the vertical sides by compressible
that the early-entry saw does not ride up over hard or large material or tapered plate dowels are available in dowel
coarse aggregate. The highest coarse aggregate should be basket assemblies and can reduce this restraint(Fig. 6.12).
American Concrete Institute Copyrighted Material-www.concrete.org
24 GUIDE TO DESIGN OF SLABS-ON-GROUND(ACI 360R-10)
Finish sawcul to Soweut (if pints
loom plank with r(25 mm) ore to be rated)
o senor, diameter Contraction or
saw blade (typ) construction
Wide flange colum joints T—
shown. Detail con .. .,
also be used for r' ..%;
tube shapes. �,1 .•,�'-:'.;.� . ;�:'....
II;��j Flexible closed L Placement�%1•.. - Placement-/2
cell foam plank s . ..'t' . .
", wrapped around
column to ensure Acp y curing compound
complete separation to slob edge mm•divtely
Contraction ar of concrete and steel otter form Is removed
construction or concrete in—fill
joints Column Isolation Plan Typicol doweled construction joint
Flexible closed Wide flange column
cell loom plonk Detail can
wrapped around also be used for Liens),oil full Deng to
tube s1t0 0l dowel or use other
column to ensure Pes methods to ensure dowel
complete separation Concrete in—fill wash sawcul for joint filling is not bonded to concrete
of concrete and steel (where required) g rat
or concrete in—fill but allows o t. fit 1r.
immediate 10011 transfer.
Ensure loom plonk , Shown.
Eiostomertc joint
is flush with base sealant (where Floor !1I2 requited) 1/2
. f—iiir....- 4 \
•
• •, 'e'�1i:i lilt),:;, •..!t
oil •}'..I 5.:,, ,�. �•
• '',Itar -" •r- Dowel bar Induced shrinkage crack
Bose assembly(See Fig 6.11 & 6.12) develops below sawcut
Provide 1/4" (6mm) thick
mastic coating on exposed Notes:
portion of boss plate, bolts. • Dowels and baskets ore manufactured
and column below top of as a fully welded ossembly
slab to prevent corrosion. Foundation •Dowels are welded at alternate ends
Section at Column Isolation Joint Typical doweled contraction joint
Fig. 6.3—Alternate column isolation joint. Fig. 6.5—Typical doweled joints.
Elastor^eric joint seoto-t
?MILLIMETERS
(wnere required) Floor loo 130 175 1!0 us 31e 275 301
t^ 40 11.e
33 . 103
• % il
3e 0.0
Equipment
foundation �, 25 1 73 ri
Preformed 10 pi! sN10
joint filler a co
_.....r
g IS _....e6ss_Zrallitill as
o OF
Fig. 6.4—Typical isolation joint around equipment foundation. 10 COIN•Qalna.� '0•
5 13
1 5 6 7 0 f 10 11 11
Consider the following when selecting spacing of sawcut sL.AB THICKNESS IN INCHES
- contraction joints: NOTES:
• Slab design method; 1. Joint spacing recommendations based an reducing the curling stresses to minimize mid-panel
• Slab thickness; eradcite(Walker-Holland 2001).See discussion in Section 6.2 for joint spacing for aggregate
interlock
• Type,amount,and location of reinforcement; 2 Joint spacing criteria of 36 and 24 times the slab thickness has been utilized in the put
3. Concrete with an ultimate dry shrinkase strain of less than 520 millionths placed on a dry base
• Shrinkage potential of the concrete, including cement material.
type and quantity; aggregate type, size, gradation, 4. Concrete with an skimate dry shrinkage stein of 520 to 7110 millionths placed on a dry base
material
quantity,and quality;water-cementitious material ratio; S. Concrete with an attunes dry shrinkage strain of 700 to 1100 millionths placed on a dry base
type of admixtures;and concrete temperature; nil.
• Base friction; Fig.6.6—Recommended joint spacing for unreinforced slabs.
• Floor slab restraints;
• Layout of foundations, racks, pits, equipment pads, joint spacing will be a principal factor dictating both the amount
trenches,and similar floor discontinuities;and and the character of random cracking to be experienced,so joint
• Environmental factors such as temperature,wind,and spacing should always be carefully selected.For unreinforced
humidity. slabs-on-ground and for slabs reinforced only for limiting
Establishing slab joint spacing,thickness,and reinforcement crack widths, other than continuously reinforced with
requirements is the responsibility of the designer.The specified more than 03% of steel by cross-sectional area, Fig. 6.6
American Concrete Institute Copyrighted Material—www.concrete.org
GUIDE TO DESIGN OF SLABS-ON-GROUND(ACI 360R-10) 17
DOES THE PROJECT HAVE A VAPOR SENSITIVE COVERING, A HUMIDITY CONTROLLED
AREA OR STORE MOISTURE-SENSITIVE GOODS IN DIRECT CONTACT WITH THE EXPOSED
SLAB SURFACE?
NO YES
r
VAPOR RETARDER/BARRIER IS REQUIRED
r 4,
SLABS WITH VAPOR SLABS IN HUMIDITY
SENSITIVE COVERINGS CONTROLLED AREAS
OR MOISTURE-SENSITIVE
GOODS STORED IN DIRECT
CONTACT WITH EXPOSED
SLAB SURFACE
WILL THE BASE MATERIALS AND SLABS
BE PLACED WITH THE WATERTIGHT
ROOFING SYSTEM IN PLACE?(')
NO YES
V T y
( FIG. 1 FIG. 2(2) ( FIG. 3
SLAB ** SLAB I-SLAB
A•Y.v,v:A Y.. ..v:A•Y:v-.v: fF V.v •fit V;V. RF V.v. R} v: I
9�,■•�n9=.�:ttnq�.,:rt■ a q '.Tt •,4• 'tt.•Q st.:•4
%l_/l • ,— .•- 41•^• •,r ...:444:0 ;
Y•v> n•4 n t°uV -A_ •- •• ... •.; 0oOt-,..4 l
DRY DRY
GRANULAR RETARDER/ GRANULAR
MATERIAL BARRIER MATERIAL
NOTES:
( 1 ) IF GRANULAR MATERIAL IS SUBJECT TO FUTURE MOISTURE
INFILTRATION. USE FIG. 2.
(2 ) IF FIGURE 2 IS USED. A REDUCED JOINT SPACING. A LOW
SHRINKAGE MIX DESIGN, OR OTHER MEASURES TO MINIMIZE
SLAB CURL WILL LIKELY BE REQUIRED.
- Fig. 4.7—Decision flowchart to determine when a vapor retarder/barrier is required and where it is to be placed.
an ambient air temperature of 75°F±10°F(24°C±6°C)and strength.These problems,however,may be less costly than
a relative humidity of 50% ± 10% for 48 hours before and performance failures related to excessive moisture transmission
during the test.This test measures moisture in the top 1/2 in. through the slab.
(13 mm)of the slab,and cannot detect moisture below 3/4 in.
- (19 mm).To better quantify moisture in slabs,ASTM F2170 4.7—Inspection and site testing of slab support
was developed for the use of relative humidity probes. Inspection and testing are required to control the quality of
the subgrade and subbase construction and determine
Subgrade drainage and selecting subgrade materials have conformance to project specifications. Before construction
a great influence on vapor retarders/barriers performance. begins, the sub grade soils and subbase or base-course
Protecting vapor retarders/barriers from damage during materials should be sampled,tested in the laboratory,and the
construction can significantly influence their effectiveness. results evaluated.
Vapor retarders/barriers have been reported to affect the In general, perform the following tests for soils and soil-
concrete behavior in the slab by increasing finishing time, aggregate mixtures:
promoting cracking, increasing slab curling, and reducing • Particle size(ASTM D422);
American Concrete Institute Copyrighted Material—www.concrete.org
Bonita Pump Station 12/19/2013
Andrew Howe
Post installed anchor and anchor bolt calculations -Concrete Floor
:= 0.70
0.5in " (4inv
0.625in 4in
0.75in 5in
do:= 0.875in le:= 6in fe:= 3000psi cal le 'Oed.V 1.0 lkc V:= 1.0
lin Tin
1.125in Bin
1.25in j 9inj
0.2 1.5
Vb := [7inJflfcpSi ( J ]
2 3\
AVco 4.5 cal 3.287 x 10
AVc:= 3.0•ca1•min(7in,1.5cal) 3.515 x 103
5.425 x 103
Vcb AVc ..�ed.V•10c.V•Vb Vb= 7.747 x 103 lbf
Vco 1.048 x 104
1.362 x 104
2.301 x 10 3'\ 1.718x 104
2.46 x 103
3.038 x 103
(1)•Vcb= 3.615 x 103 •lbf
' 4.192 x 103
4.768 x 103
5.344 x 103
Bonita Pump Station 12/19/2013
Andrew Howe
Awning Design
Use upper roof covering loads, lower roof snow and wind loads
Drafter:= 13plf
Drafter Drafter
D:= (Dcover_U + Ddeck) + 5ft + 6ft
D= 22.267•psf
SL= 55.879•psf
Uplift_L= —22.407•psf
Weight Per anchor rod/rafter
Combo2 := 1.2.D+ 1.6•SL
Combo2 = 116.126•psf
Total := Combo2.5ft•6ft
Total = 3.484 x 103•lbf
Combos := 0.9.D+ 1.6•Uplift_L
Uplift:= Combo5.5ft•6ft
Uplift= —474.352-lbf
Bonita Pump Station 12/19/2013
Andrew Howe
drod•= 1.25in
2
drod
Arod 4
1
r:= drod'4
1
Lrod oft'sin(45deg) Lrod= 8.485•ft
KL:= L rod-1-0 Pin pin support- K=1.0
F Y := 36ksi
Assume half the force is carried by the hanger rods and that the rods are oriented at 45 degrees
Pdesi = Total 1 Pdesi = 2.463 x 103•lbf
: 2 sin(45deg)
Uplift 1
Pcompression 2 sin(45deg) Pcompression= –335.417•lbf
KL
— = 325.835 Member is slender in compression
r
_ Tr 2.Es
Fe. Fe= 2.696•ksi AISC Eqn E3-4
(KL)2
r )
Fcr•– 0.877-Fe AISC Eqn E3-3
Pn := Fcr'Arod AISC Eqn E3-1
(1)c:= 0.9
d'c'Pn = 2.611 x 103.1bf OK!
Bonita Pump Station 12/19/2013
Andrew Howe
Check connection of clevis/rod to channel
2.463 x 103•lbf Design force at rod/clevis
Pdesign=
Offset:= 1 ft+ 6in Distance from connection to clevis
connection
J = Pdesign'cos(45deg)
T= 1.742•kip
V:= Pdesign'sin(45deg)
V= 1.742 x 103•1bf
sin(45deg)•Offset
M := Pdesign'
M = 31.354•kip•in
Lweld•= 4in Specified weld length is 4 inches
bweld:= sin(45deg)•0.3125in Specified weld size is 1/4"
Nweld:= 2 Weld both sides of connection
Aweld•= Lweld'bweld•2
Aweld= 1.768•in2
2
Lweld •bweld•2
Sweld:= 6
Sweld= 1.179•in3
Stress:= T + V + M Factored applied forces
Aweld Aweld Sweld converted to maximum weld
joint stress
Stress= 28.576•ksi
FEXX := 65ksi Matching filler metal for ASTM A572
Grade 50 material
Fu weld:= 0.6•FEXX
Resistance as per AISC Table J2.5
Fu weld= 39•ksi
•weld:= 0.75 Resistance factor for fillet welds
4'weld'Fu weld= 29.25•ksi Factored resistance (in stress terms)
Factored stress less than factored resistance- OK.
By inspection, all other members OK.
Bonita Pump Station 12/19/2013
Andrew Howe
Check Masonry Parapet
sin(45deg)•3ft
Pdesign'
Mparapet:= 5ft -
M = 1.045•kip•ft
parapet ft
fm= 1.9 x 103-psi fY:= 60ksi Es= 2.9 x 104•ksi
Em= 1.71 x 103•ksi
n= 16.959
Beff:= 7.625in
Beff—
drebar:= 2
As:= 0.165in2 Vertical #6 bars @ 32 inch centers
b:= 12in
d:_ Beff d= 3.813•in
2
As
P:= 0.294
V pn2
kwall
iwall := 1 — wall = 0.902
3
b•Mparapet
fs:= fs= 22.102•ksi
As'j wall'd
2 b Mparapet fm
fin_b:= 2 fm_b= 542.455-psi 3 = 633.333-psi
iwall•kwalrb d
Bonita Pump Station-Vault OBEC Consulting Enigneers 560-20.3
Andrew Howe 11/16/2013
Vault Calculations
Depth:= 1Oft Top of vault to bottom of footing
Width:= 7ft+ 8in Out to out of walls
Length := 15ft+4in Out to out of walls
OH:= 6in Bottom slab overhang beyond walls
twall:= lOin Thickness of walls
twallS 8in Thickness of south wall
tfloor Bin Thickness of floor slab
tceil:= 12in Thickness of ceiling slab
Material Properties
fc:= 4000psi
f := 60000psi
Soil Parameters (from soils report)
'7dry:= 93pcf
Moist:= 37%
Ww:= tdry.Moist Ww=34.41•pcf
Wsoil rydry+ Ww 'soil= 127.41•pcf Use y=130pcf
ry:= 130pcf
:= 100pcf Presumptive from Table 1610.1 for sand-silt-clay mix with
plastic fines
ko•= H ko =0.769 Check realism of presumptive value-corresponds to a phi
'll of less than 20 degrees and will be conservative.
Bonita Pump Station-Vault OBEC Consulting Enigneers 560-20.3
Andrew Howe 11/16/2013
Check Buoyancy
Volume:_ [(Depth- 1.2ft)•Width•Length] Volume= 2.929 x 104L
Displacement:= Volume 62.4 Ibf Displacement=64.552•kip
ft3
Bottom slab
Wbs:= (Width+ OH)(Length+ OH)•tfloor 150pcf Wbs= 12.931 kip
Wts Width•Length tceil'150pcf Wts= 17.633•kip
Wlw:= 2[Length.(Depth-tfloor-tceil)•twali'150pcf W1w=31.944•kip
Wswl :_ [(Width-twall).(Depth-tfloor-tceii)•twallf'150pcf Wsw] =7.118•kip
Wsw2:= [(Width-twall)'(Depth-tfloor-tceii)•twallS]'150pcf Wsw2=5.694•kip
Wtotal Wbs + Wts + Wlw+ Wswl + Wsw2 Wtotal=75.321.14
0•9•Wtotal=67.789•kip
Wall Design -Assume one way action between top and bottom slabs, pinned top and bottom
'wall:= Depth-tfloor
2
W
latEarth 2
M := 0.128•W •1 M=5.203•kip ft AISC Table 3-23, case 2
latEarth wall ft
1.6M =8.325•kip ft Factored moment, lateral earth pressure
ft
Cover:= 3in Maximum cover to be considered
dbar:= 0.625in
dbar
d= twallS -Cover- d=4.688-in
2
Bonita Pump Station-Vault OBEC Consulting Enigneers 560-20.3
Andrew Howe 11/16/2013
spacing:= 6in
2
A dbar .1r 12in A =0.614•in2
As• 4 spacing 3
, w:= As•fy T=36.816•kip
[31 := 0.85
a:= a=0.902•in
0.85fc•12in
a
C\.= c= 1.062-in
a
0.003
,:= .(d—\c) e =0.01 Reinforcement yields (>0.00206)
Mn:= T•I d—a I Mn = 12.997•kip•ft
l 2J
:= 0.9
Mn= 11.697-kip-ft
Floor Design
Imo:= 32kip HS 20 axle
D Wtotal+ 2•Width•1 klf Assume 1 kip per lineal foot for filled pipe weight
1.2D+ 1.6•L
Pressure= Pressure= 1.237 x 103•psf
[(Width+ OH)•(Length+ OH)]
M (Pressure lft) Width2 M =9.09•kip•ft Less than phi'Mn-OK.
8
OBEC CONSULTING
qk ENGINEERS
PRWECT _ PROJ.NO. SHEET
CALCULATIONS BY DATE CHICO BY DATE
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OBEC CONSULTING
ENGINEERS
PROJECT _ 44 PROJ.NO. SHEET,
CALCULATIONS BY DATE CHK'D BY DATE
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..
r) T 9725 SW Beaverton-Hillsdale Hwy,Suite 140
l`_J■ iF
\... I Beaverton,OR 97005-3364
p1503-641-3478 f1503-644-8034
April 18, 2012 5262-B GEOTECHNICAL RP7
Black &Veatch
5885 Meadows Road,Suite 700
Lake Oswego, OR 97035
Attention: Jeff McMullen, PE
SUBJECT: Geotechnical Investigation
Bonita Pump Station
SW Milton Court
Tigard,Oregon
At your request, GRI has completed a geotechnical investigation for the Bonita Pump Station (BPS) project.
The site is located north of SW Bonita Road between SW Milton Court and the existing railroad right-of-
way in Tigard, Oregon. The general location of the site is shown on Figure 1. The purpose of the
investigation was to evaluate subsurface materials and conditions at the site and develop conclusions and
recommendations for design and construction of the pump station. The investigation included subsurface
exploration, laboratory testing, and engineering analyses. This report describes the work accomplished
and provides our conclusions and recommendations to assist in the design and construction of the pump
station.
PROJECT DESCRIPTION AND BACKGROUND
Construction of the BPS is one element of the Lake Oswego-Tigard Water Partnership— Package 3 project.
The BPS will be a new booster pump station intended to convey water supply from Lake Oswego to
Tigard. The BPS will be provided with an initial operating capacity of 14 million gallons per day (MGD)
with the capability of expanding in the future to a 20 MGD capacity. Dual discharge pipelines will
connect the new pump station to existing pipelines in SW Bonita Road, and a new suction pipeline along
SW Bonita Road will also connect to the pump station. We understand all piping improvements outside of
the pump station site are being addressed by a separate design team working for the Program Sponsors.
The layout of the proposed improvements is shown on the Site Plan, Figure 2. We understand the pump
station will be supported by a slab-on-grade with thickened edges. The approximate area of the slab-on-
grade is about 42 by 79 ft. The interior portion of the slab will be thickened beneath the pumps to provide
for equipment anchoring. Based on our review of preliminary loading information, we understand
foundation loads for the pump station structure are expected to be less than 1 ksf. Excavations on the
order of 10 ft deep will be required to establish piping connections. We anticipate the height of cuts and
fills elsewhere on the site will be less than about 2 ft. We understand the access driveway will be paved
with asphaltic concrete(AC),and the area around the pump station will be surfaced with gravel.
GR1 is the geotechnical subconsultant for the project to Black & Veatch (B&V), the prime design
_ consultant. To support preliminary design by the project's Program Sponsors, GeoDesign prepared a
March 11, 2011, seismic hazard assessment for the overall Lake Oswego-Tigard Water Partnership project
Providing geotechnicol and environmental consulting services since 1984
entitled, "Geotechnical Data Report, Seismic Hazard Assessment, City of Lake Oswego and Tigard Joint
Water Supply System, Clackamas County, Oregon." This seismic hazard report addressed a previously
considered pump station site to the east.
SITE DESCRIPTION
Topography and Surface Conditions
The site occupies a vacant lot bordered by SW Milton Court on the west, a railroad right-of-way on the
east, and existing structures and associated paved areas to the north and south. Several wetlands have
been identified on the site west and south of the proposed pump station location. The ground surface in
the vicinity of the proposed pump station has a gentle slope from east to west and ranges from about
elevation 145 to 140 ft. The site is vegetated with grass, and several trees are present primarily within the
identified wetlands.
Geology
The site is underlain by soils of the Willamette Silt Formation. In general, Willamette Silt is composed of
unconsolidated beds and lenses of fine-grained sand, silt, and clay, with occasional scattered pebbles.
Stratification within this formation commonly consists of 4- to 6-in. beds, although 3- to 4-ft beds are
present locally. In some areas, the silt is massive and bedding is indistinct or nonexistent. The silt is
typically tan to light brown,but occasionally light gray below depths of about 10 to 30 ft.
The site is located approximately 1.5 miles northeast of the northeastern-most expression of the north-
northwest-striking Canby-Molalla fault. The fault is classified as Quaternary; however, no fault scarp on
Quatemary deposits has been described. The area is underlain by Miocene-age Columbia River basalt
(Personius, 2002).
SUBSURFACE CONDITIONS
General
Subsurface materials and conditions at the site were investigated on March 14, 2012, with one boring,
designated B-1. The boring was advanced to a depth of 51.5 ft at the approximate location shown on
Figure 2. A discussion of the field exploration and laboratory testing programs is provided in Appendix A.
A log of the boring is shown on Figure 1A. The terms used to describe the materials encountered in the
boring are defined in Table 1A.
For the purpose of discussion, the materials encountered in the boring have been grouped into the
following categories.
1. SILT
2. SAND
1. SILT. Silt was encountered at the ground surface in boring B-1,and the boring was terminated in silt at
a depth of 51.5 ft. The silt is typically gray-brown to brown and grades to gray below a depth of about
20 ft. Above a depth of 7.5 ft, the silt contains a trace to some sand, which is typically fine grained. The
sand content increases to some sand to sandy below 7.5 ft, and transitions to a 7.5-ft-thick layer of sand
below a depth of 12.5 ft. A 1.2-ft-thick layer of sand was also encountered at a depth of 45.3 ft. Below a
depth of 20 ft, the silt generally contains a trace of fine-grained sand. Clay is present within the silt below
�J l: 0
2
a depth of about 35 ft; the clay content typically increases with depth, ranging from a trace to some clay at
a depth of 35 ft to some clay to clayey below a depth of 46.5 ft. Based on N-values of 5 to 16 blows/ft and
a Torvane shear strength value of 0.45 tsf, the relative consistency of the silt ranges from medium stiff to
very stiff. The natural moisture content of the silt ranges from about 25 to 37%. The dry unit weight of an
undisturbed sample of the silt is 93 pcf.
2. SAND. As mentioned above,several layers of sand were encountered in the silt at a depth of 12.5 and
45.3 ft. The sand is typically brown, fine grained, and contains a trace to some silt. Scattered fine,
rounded gravel is present in the lower sand layer. Based on N-values of 13 to 25 blows/ft, the relative
density of the sand is medium dense. The natural moisture content of the sand ranges from about 21
to 27%.
Groundwater
The boring was advanced using mud-rotary methods, which does not permit observation of groundwater
conditions during drilling. Based on review of Oregon Water Resources Department well logs for the
vicinity, we anticipate groundwater is typically within about 5 to 10 ft of the ground surface, and may
approach the ground surface during wet, winter conditions or periods of prolonged precipitation.
Groundwater levels at the site will be lowest during the drier, summer months.
Wetland areas are also present on several lower-lying portions of the site, and groundwater was observed
at the ground surface at these locations during our field investigation. Therefore, for design purposes, we
recommend assuming groundwater levels may approach the ground surface, particularly during the wet,
winter season.
CONCLUSIONS AND RECOMMENDATIONS
General
The boring indicates the pump station site is mantled with relatively firm silt and sand of the Willamette
Silt Formation. The primary geotechnical considerations associated with construction of the proposed
improvements include the presence of fine-grained soils that are sensitive to moisture content, the
potential for shallow groundwater conditions, and the potential for liquefaction-induced settlement during
a design-level earthquake. The following sections of this report provide our conclusions and
recommendations for design and construction of the project.
Seismic Considerations
General. We understand the pump station will be designed as an essential facility in accordance with the
2009 International Building Code (IBC),as adopted in the 2010 Oregon Structural Specialty Code (OSSC).
As an essential facility, we understand the project will be designed with the intent of remaining accessible
and operable during a design-level earthquake, which is two-thirds of the ground motions associated with
the Maximum Credible Earthquake (MCE). The MCE typically has a recurrence interval of about 2,500
years. In accordance with Section 11.6 of ASCE 7-05, we have considered hazards associated with the full
MCE in addition to the design-level earthquake.
The IBC design methodology uses two spectral response coefficients, Ss and Si, corresponding to periods
of 0.2 and 1.0 second, to develop the design earthquake spectrum. The spectral response coefficients
were obtained from the U. S. Geological Survey (USGS) Seismic Hazard Curves and Uniform Hazard
V IUD 3
Response Spectra for the coordinates of 45.42° N latitude and 122.75° W longitude. The Ss and.SI
coefficient identified for the site is 0.944 and 0.338 g, respectively. These bedrock spectral ordinates are
adjusted for Site Class with the short-and long-period site coefficients, Fa and F,-, based on the soil profile
in the upper 100 ft in accordance with Section 20.4 of ASCE 7-05. Based on the results of our subsurface
investigation and review of the 2009 IBC and OSSC, we recommend using Site Class D to evaluate the
seismic design of the structure.
Liquefaction. Liquefaction occurs when saturated, loose to medium dense sand and soft to medium stiff,
low-plasticity silt are subject to strong ground shaking during an earthquake. The strong ground shaking
can result in a rise in the pore water pressure within these types of soils. If the pore water pressure rises to
a level approaching the total weight of the overlying soil column,the liquefiable soils begin to deform and
behave as a viscous liquid. As soils strength is lost in the liquefiable layers, there is an increased risk of
settlement.
Evaluation of the liquefaction potential for the site was based on subsurface conditions disclosed by our
boring. Liquefaction studies were conducted using LiquefyPro, a seismically induced liquefaction and
settlement analysis software developed by CivilTech Corporation. Using this program,we have estimated
the extent and depth of liquefaction within the subsurface profile. Input values for peak ground surface
acceleration and earthquake magnitude used in the analysis are consistent with the 2002 U.S. Geological
Survey(USGS)seismic hazard deaggregations,which serve as the probabilistic basis for the 2009 IBC.
Based on our review of the soil profile,the primary risk of liquefaction exists in the medium stiff, sandy silt
and medium dense sand that underlies the site between depths of about 7.5 and 20 ft. Our analyses
indicate that about 1 in. of liquefaction-induced settlement may occur during a design-level earthquake. If
MCE-level ground motions are considered, we estimate up to 3 in. of liquefaction-induced settlement may
occur. These estimated settlements should be evaluated relative to the performance criteria for the project.
Preliminary mitigation alternatives to reduce the amount of settlement are discussed in the Foundation
Support section of this report.
Other Considerations. Based on the location of the site, the stiffness of the subsurface profile, and our
understanding of the regional seismicity, it is our opinion that the risk of damage from ground rupture and
subsidence at this site is low. The risk of tsunamis and/or seiches is absent.
Site Preparation and Grading
The ground surface within the footprint of the proposed improvements should be stripped of vegetation
and surface organics. Upon completion of site stripping and excavation to subgrade level, the resulting
subgrade should be evaluated by a qualified geotechnical engineer. Any areas of soft or unsuitable
material should be overexcavated to firm undisturbed soil and backfilled with structural fill.
Due to the moisture-sensitive nature of the fine-grained, silty soils that mantle the site, site preparation and
earthwork phases of this project will be more straightforward if completed during the dry, summer months,
typically extending from June to mid-October. Our experience indicates the moisture content of the upper
2 to 4 ft of the silt soils will decrease during warm,dry weather. However, below this depth,the moisture
content tends to remain relatively unchanged and well above the optimum moisture content for
compaction. As a result, the contractor must employ construction techniques that prevent or minimize
c MID 4
disturbance and softening of the subgrade soils. The use of tracked equipment, such as bulldozers or
trackhoes, can minimize site disturbance during stripping and excavation. We recommend bulldozers and
trackhoes be equipped with a smooth-edged bucket for stripping and excavation.
To prevent disturbance and softening of the fine-grained subgrade soils during wet weather or ground
conditions, the movement of construction traffic should be limited to granular haul roads and work pads.
In general, a minimum of 18 to 24 in. of relatively clean, granular material is required to support
concentrated construction traffic, such as dump trucks and concrete trucks, and protect the subgrade. A
12-in.-thick granular work pad should be sufficient to support occasional truck traffic and light construction
operations. Fragmental rock with a nominal size of up to 3 in. is often used for haul road construction.
Haul roads can also be constructed by placing a thickened section of pavement base course and
subsequently spreading and grading the excess crushed rock base after earthwork is complete. A
geotextile separation fabric placed on the exposed subgrade prior to placing and compacting the granular
work pad may improve the performance of work pads and haul roads. A woven geotextile such as Mirafi
600X or equivalent would be suitable for this purpose.
If the subgrade is disturbed during construction, soft disturbed soils should be overexcavated to firm soil
and backfilled with granular structural fill.
Final grading of the areas around the pump station should provide for positive drainage of surface water
away from the structure. Permanent cut and fill slopes should be no steeper than 2H:1V.
Structural Fill
General. It is anticipated that a relatively minor amount of structural fill will be required to establish site
grades. In our opinion,due to the moisture-sensitive nature of the on-site soils, imported granular material
would be most suitable for construction of the structural fills. Granular material, such as sand, sandy
gravel, or fragmental rock with a maximum size of about 11/2 in. would be suitable structural fill material.
Granular fill should be relatively clean and have less than about 5% passing the No. 200 sieve (washed
analysis). Granular fill should be placed in 12-in.-thick (loose) lifts and compacted to at least 95% of the
maximum dry density as determined by ASTM D 698, or until well keyed with a vibratory roller, at a
moisture content within 3% of optimum. Fill placed in landscaped areas should be compacted to a
minimum of about 90% of ASTM D 698.
Trench Backfill. All trench backfill placed beneath slabs, sidewalks, pavements, or other improvements
should consist of granular structural fill as described above in the Structural Fill section of this report.
Trench backfill placed in landscaped areas should also be compacted to the landscape fill
recommendations described above. Flooding or jetting the backfilled trenches with water to achieve the
recommended compaction should not be permitted.
Foundation Support
We understand foundation support for the pump station structure will be provided by a slab-on-grade with
thickened edges. Excavations for the slab-on-grade foundation should be completed using a hydraulic
excavator equipped with a smooth-edge bucket. All foundation subgrades should be observed by a
qualified geotechnical engineer. Soft, unsuitable soils encountered at footing subgrade should be
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overexcavated and backfilled with granular structural fill. We recommend all footings be established at
4,,...isaitsiLfobaluawklogisik446244470wriouuding site grade.
To provide more uniform support, we recommend the slab-on-grade foundation be underlain by a
minimum 8-in. thickness of 11n-in.-minus crushed rock. The crushed rock should be installed in a single
lift and compacted by at least four passes of a large, smooth-drum vibratory roller. It is appropriate to
assume a coefficient of subgracle reaction, k, of 150 pci to characterize the subgrade support of a slab-on-
grade foundation with at least 8 in. of compacted crushed rock beneath the slab.
We understand foundation loads induced by the pump station structure will be less than 1 ksf. We
estimate the static settlement of a slab-on-grade foundation prepared as described above and imposing a
bearing value of 1 ksf will be on the order of 1/2 in. Differential settlement over the footprint of the
structure may approach the total settlement.
Horizontal shear forces can be resisted partially or completely by frictional forces developed between the
base of the footing and the underlying soil. The total shearing resistance between the foundation footprint
and the soil should be taken as the normal force, i.e.,the sum of all vertical forces(dead load plus real live
load), times the coefficient of friction between the soil and the base of the footing. We recommend an
ultimate value of 0.40 for the coefficient of friction for footings cast on granular structural fill.
As previously discussed, our analyses indicate 1 to 3 in. of liquefaction-induced settlement may occur
during the design-and MCE-level earthquake, respectively. If this amount of settlement is determined to
be excessive for essential facility performance, the settlement may be mitigated through the use of ground
improvement. Ground improvement should extend through the zone of expected liquefaction to a depth
of at least 20 ft. In our opinion, stone columns or rammed aggregate piers would be the most cost-
effective ground improvement options for the project. Stone columns and rammed aggregate piers are
installed in a pre-augered hole and use compacted crushed rock to replace the existing liquefiable soil.
Excavation and Shoring
We understand the maximum depth of the excavations for the piping tie-in will be on the order of 8 to
10 ft. Based on the subsurface conditions disclosed by the boring, we anticipate the bottom of the
excavation will likely be established in medium stiff silt, although sandy soils may be encountered. The
method of excavation and design of sidewall support are the responsibility of the contractor and subject to
applicable local, state, and federal safety regulations, including the current OSHA excavation and trench
safety standards. The site soils should be classified as Type C soil according to the most recent OSHA
regulations.
Subsurface conditions that should be considered when developing the excavation and shoring plans
include the possible presence of groundwater, which, depending on the time of year the work is
accomplished, may be encountered within the excavations. If groundwater is encountered within the
excavation, control of groundwater will be critical to prevent the occurrence of running soils in sandy soil
lenses that may be present. In addition to the obvious safety considerations, running soils or other loss of
ground could result in significant damage to existing pavements, structures,or adjacent utilities.
1111 6
We anticipate that groundwater in the excavation can be controlled by pumping from sumps in the trench
bottom. To facilitate dewatering, it may be appropriate to overexcavate the trench bottom and install a
drainage layer of free-draining fragmental rock such as a 3/4- to 1112-in. gradation. We anticipate the
thickness of the drainage layer would be 2 ft or less.
Provided the contractor uses appropriate excavation methods and an effective dewatering plan where
appropriate, we anticipate that softening of the trench bottom will be minimal. Soft, disturbed materials
should be overexcavated and replaced with free-draining fragmental rock as described above.
Excavations within the limits of existing and future improvements, such as sidewalks or paved areas, and
near existing utilities, should be backfilled with compacted granular structural fill in accordance with the
recommendations provided in the Structural Fill section of this report.
Pavement and Gravel Surfacing
We understand the pump station entrance drive and turn-around will be paved with AC, with the
remaining areas around the site surfaced with gravel. We anticipate the site will be subjected to relatively
little traffic, primarily consisting of light- to medium-weight utility vehicles and occasional heavy trucks.
Based on our experience with similar projects,we anticipate 3 in. of AC underlain by 8 in. of crushed rock
base course(CRB)would be adequate.
In our opinion, 11n-in.-minus,crushed rock conforming to the ODOT Standard Specifications for Highway
Construction for aggregate base would be suitable for this purpose. The crushed rock should be placed on
undisturbed soil or structural fill. We recommend a minimum 8-in. thickness of CRB for paved areas used
by light-to medium-weight utility vehicles and occasional heavy trucks. In gravel-surfaced areas, the CRB
thickness should be increased to 12 in.for similar traffic. The base course material should be installed in a
single lift and compacted by at least five passes with a vibratory roller. Prior to placing the rock, the
exposed subgrade should be graded to prevent water from ponding.
As previously discussed, the fine-grained near-surface soils are easily disturbed, and construction traffic
should not operate on the exposed subgrade until the CRB is placed.
Prior to placing rock, we recommend evaluating the site subgrade for soft areas. The evaluation may
include proof rolling the subgrade with a fully loaded dump truck. Soft areas identified during proof
rolling should be overexcavated to firm, undisturbed soil and backfilled with imported granular material
such as sand,sandy gravel,or crushed rock.
Design Review and Construction Services
We welcome the opportunity to review and discuss construction plans and specifications for this project as
they are being developed. In addition, GRI should be retained to review all geotechnical-related portions
of the plans and specifications to evaluate whether they are in conformance with the recommendations
provided in this report. To observe compliance with the intent of our recommendations,design concepts,
and the plans and specifications,we are of the opinion that construction operations dealing with earthwork
and construction of the pump station should be observed by a GRI representative. Our construction-phase
services will allow for timely design changes if site conditions are encountered that are different from those
described in our report. If we do not have the opportunity to confirm our interpretations,assumptions,and
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analyses during construction, we cannot be responsible for the application of our recommendations to
subsurface conditions that are different from those described in this report.
LIMITATIONS
This report has been prepared to aid Black & Veatch in the design of this project. The scope is limited to
the specific project and location described herein, and our description of the project represents our
understanding of the significant aspects of the project relevant to the design and construction of the pump
station. In the event that any changes in the design or location of the project as outlined in this report are
planned, we should be given the opportunity to review the changes and to modify or reaffirm the
conclusions and recommendations of this report in writing.
The conclusions and recommendations submitted in this report are based on the data obtained from the
boring made at the location indicated on Figure 2 and from other sources of information discussed in this
report. In the performance of subsurface investigations, specific information is obtained at specific
locations at specific times. However, it is acknowledged that variations in soil conditions may exist. If,
during construction, subsurface conditions different from those encountered in the boring are observed or
encountered, we should be advised at once so that we can observe and review these conditions and
reconsider our recommendations where necessary.
Submitted for GRI,
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Scott M. Schlechter, PE,GE Tamara G. Kimball, PE,GE
Associate Project Engineer
Reference
Personius,S.F.,compiler,2002,Fault number 716,Canby-Molalla fault,in Quaternary fault and fold database of the United States:
U.S.Geological Survey website,http://earthquakes.usgs.gov/regionaVqfaults,accessed 03/16/2012 04:43 PM
This document has been submitted electronically.
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