Specifications 4,d2ov 7- o G/
/3300 Bt c(
r ` 4�z��� Western Wood Structures, Inc.
PO Box 130
Tualatin, Oregon 97062 vE ED
���� Voice: (503) 692 -6900 1'i
Fax: (503) 692 -6434
• "` APR - 9 2009
Structural Design Calculations
BUILDING DIVISION
For:
ABUTMENTS
BRIDGE
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Designer: BAM
Fanno Creek Trail Bridge
Tigard, Oregon
WWSI Job No. 054042
April 1, 2009
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The attached calculations ( 32 Sheets) show the span and loading conditions and product design/selection for the
above referenced project.
A
1/20/2006 Western Wood Structures, Inc. Sheet I of
PO Box 130 - Tualatin, OR 97062
(503) 692 -6900
Fanno Creek Trail Bridge
Tigard, Oregon
Job # 054042
Design Criteria:
Span: • 62' - 0"
Design Span: 61' - 6"
Width 8' - 0" Between Girders
Live Load (LL): 100 psf
Wind Load: •
Wind Speed: 80 mph
Exposure: B
Seismic Load:
Seismic Site Class: D
Seismic Use Group: I
• Notes:
Camber = See FiRP Calcs
Curb height = 21"
Slope bridge = 8.33% dlZ L -44
V56 1 ft'-r --IS
JAIrs4 r"I ? FF2 A-((M S @ I l- rLi r got- e. A 14 C 1��
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1/20/2006 Western Wood Structures, Inc. Sheet? of
PO Box 130 - Tualatin, OR 97062
(503) 692 -6900
Fanno Creek Trail,Bridge
Tigard, Oregon
Job # 054042
Deck Design:
Use (2) Purlins at 4'- 0" o /c, 2'- 0" Overhang Each End.
Deck Type: Glulam
Wood Density (7 50 pcf
Deck Comb. /Grade: 2 Length of Deck Board (I 8.0 ft.
Deck Thickness (t 2.5 in. Purlin Spacing /Span (s 4 ft.
Dry/Wet Use Wet Overhang (OH): 2 ft.
Shear Area (A): 30 in . 2
Section Modulus (S): 12.5 in .
Moment of Inertia (I): 15.625 In.`
Loading
w _ (t 12 in. '7„)/144 in? w = (LL' 1 ft.)
w = 10.42 plf w = 100 plf
Spans
Overhang Span Overhang
Load • 2ft. 4 ft. 2ft.
Dead Load Only DL (plf) 10.42 10.42 10.42
DDD
Live Load Case 1 LL (plf) 100 100 100
LLL
Live Load Case 2 LL (plf) 100 100
L_L
Live Load Case 3 LL (plf) 100 100
LL
Live Load Case 4 LL (plf) 100
r
L
Reactions
M mAx V 1 2
(ft.-lb.) (lb.) (lb.) (lb.)
Dead Load Only 21.00 21.00 42.00 42.00
Live Load Case 1 200.00 200.00 400.00 400.00
Live Load Case 2 200.00 200.00 200.00 200.00
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Live Load Case 3 200.00 250.00 450.00 150.00
Live Load Case 4 200.00 200.00 200.00 200.00
MeNug = 221.0 ft. -lb. Live Load Case 1 Controls
Vii = 271.0 lb. Live Load Case 3 Controls
Max Loading to Purlin: (w 42.00 plf
Max Loading to Purlin: (w 450.00 plf Live Load Case 3 Controls
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1/20/2006 Western Wood Structures, Inc. Sheet 1 of _
PO Box 130 - Tualatin, OR 97062
(503) 692-6900
Fanno Creek Trail Bridge
Tigard, Oregon
Job # 054042
Deck Design: (Continued!
Moment Check:
fb = (Mob.) * (12 in./ft.) / S
f = 212.16 psi Fb = 1800 psi
C = 1.00
F'b = Fb • (Cd) * (CO • (CO Cm = 0.80
F' = 1713.6 psi Cb, = 1.19
f / F' = 0.12 OK
Shear Check:
fv [3*Ucme / (2*A)
• f = 13.55 psi
F = 165 psi
Fv = Fv' (Ca)* (Cm) Cd = 1.00
F' = 144.38 psi C = 0.875
f / F' = 0.09 OK
Deflection Check:
pu =[ 5* wu•Sp` *(12in./ft)31 /(384'E *Cm'I) E= 1.7E +06 psi
ALL = 0.026 In. C = 0.833
s /p 1844 OK
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1/20/2006 Western Wood Structures, Inc. Sheet? of
PO Box 130 - Tualatin, OR 97062
(503) 692-6900
Fanno Creek Trail Bridge
Tigard, Oregon
Job # 054042
Deck Design for Vehicle Loading:
Vehicle Load:
Vehicle Type: 5000 lb. Infrequent Load CD = 1.3333
• Wheel Load: 500 lb. 2000 lb.
• • n n
loft. 5ft. o i
Elevation View End View
Deck Thickness (t 2.5 in. Purlin Spacing /Span (s): 4.00 ft.
Deck Panel Width (b): 15 in. Overhang (OH): 2.00 ft.
Effective Deck Panel Width for Bending (b bee = 15 + t (AASHTO 3.25.1.1)
b = 17.5 In.
NOTE: WIDTH OF DECK PANEL FOR BENDING IS THE LESSOR OF THE ACTUAL WIDTH AND THE EFFECTIVE WIDTH.
Section Modulus' (S): 15.63 in. • Using Actual Panel Width
Moment of Inertia* (I): 19.53 In . • Using Actual Panel Width
Exterior Perlin Width (b 3.125 in.
Interior Purlin Width (bbd): 3.125 in.
Clear Span (CS): CS = s - [(b + b.) / (2 (12in. / ft.)]
CS = 3.74 ft.
Design Span (DS): DS = [(CS (12in. / ft.)) + (b / 2)] (AASHTO 3.25.1.2)
— OR—
DS = [(CS' (12in. / ft.)) + t
NOTE: DESIGN SPAN IS THE LESSOR OF THE TWO EQUATIONS ABOVE.
• DS = 46.4375 in.
Loading:
w = Deck Self Wt. = (t bpm,ei' y in.
w = 1.09 lb./in.
Wheel Point Load (P„ 2000.00 lb.
Width of Tire (b bum = (0.01 ' 2.5 ' P„ ) ' rz = 7.07 in.
Wheel Distributed Load (Inc.): w„ = P„ d, / b = 282.84 lb./in.
NOTE: WORST CASE VEHICLE LOCATION IS WITH THE WHEEL AT MIDSPAN OF DECK.
Moment Check:
MDL = (WDL • DS) / 8 = 292.49 lb.-in.
• My. = [(P„ / 2)' (DS / 2)] - ([(b / 2) / 2]' w = 21451 lb. -in.
fb = (MDL + Mwn) / S
• f = 1391.582 psi Fb = 1800 psi
Cd = 1.3333
F'b= Fb• Cd•Cm•Chi C m = 0.80
F'b = 2284.743 psi Cf. = 1.19
4
f / F' = 0.61 OK
1/20/2006 Western Wood Structures, Inc. Sheet of —
PO Box 130 - Tualatin, OR 97062
(503) 692 -6900 •
Fanno Creek Trail Bridge
Tigard, Oregon
• Job # 054042
Deck Design for Vehicle Loading: (Continued)
Shear Check:
Effective Panel Width for Shear (b b „ = 15 + (2 • t
Net = 20 in.
VDL WDL • (beeff / beff) • [(DS / - td]
VDT = 25.69 lb. Aeff = bier • td
A 50 in.
Vwn = P, • [(DS - td - burs) / DS]
= 1740.058 lb.
f „_ [3• V,m)1 /( • A,0)
f„ = 52.97 psi
F„ = 165 psi
F„ • (Cd) • (Cm) C d = 1.33
F „ = 192.45 psi C = 0.875
f„ /F„= 0.28 OK
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1/20/2006 Western Wood Structures, Inc. Sheet ea of
PO Box 130 - Tualatin, OR 97062
(503) 692 -6900
Fanno Creek Trail Bridge
Tigard, Oregon
Job # 054042
Purlin Design:
Purlin Type: Glulam Wood Density (A 50 pcf
Purlin Comb. /Grade: 24F -V4 Shear Area (A): 28.13 in.
• Purlin Width (b): 3.125 in. Section Modulus (S): 42.19 in.
Purlin Depth (d): 9 in. Moment of Inertia (I): 189.84 in.4
Dry/Wet Use Wet
Floor Beam Spacing (s 8.857143 ft.
Design Span (DS) = s - {[(b / 2) + (2 • (Hanger Base Depth / 2))) / 12 in. / ft.)
DS = 8.310 ft. at end bay
Loading:
WDL = WDL (from deck analysis) + (b • d *gw) /144 in.2
W = 51.77 plf
= w (from deck analysis)
w = 450.00 plf
Moment Check:
M= [(WOL +w1J`DS /
M = 4331.526 lb. - ft.
f = [M (12 in. /ft.)] / S
f = 1232.08 psi Fb = 2400 psi
Cd = 1.00
F b = Fb • (CO • (CO C m = 0.80
PI) = 1920 psi
fb / F ' b= 0.64 OK
Shear Check:
V = (W + W * [DS / 2 - (d 112in. I ft.)]
V = 1708.58 lb.
fv (3 V) /(
f = 91.12 psi
F = 190 psi
Fv *(Cd)*(Cm) C 1.00
166.25 psi C = 0.875
f / F' = 0.55 OK
Bearing Check:
Reaction (R) _ (W + W • L / 2 = 2222.10 lb. Fo(pem) = 650 psi
C = 0.53
Required Bearing Length = R /(b • Fanem) ` C = 2.06 In. OK
DEFLECTION CHECK:
A =[ 5* WLL *DS ° *(12in:/ft)i /(38 * Cm * I) E= 1.8E +06 psi
A = 0.170 in. C = 0.833
4 DS /ALL= 588 OK
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1/20/2006 Western Wood Structures, Inc.
Sheet 7 of
PO Box 130 - Tualatin, OR 97062
(503) 692-6900
Fanno Creek Trail Bridge
Tigard, Oregon
Job # 054042
Purlin Design with Vehicle Load:
Loading:
Wheel Point Load (P,,,,,,): 2000.00 lb.
Figure Distribution Factor as if the wheel is 1' -0" form girder.
Take Moments About the Interior Purlin.
Distribution Factor: DF= s + OH -1 ft. / s = 1.25 Use DF = 1.25
Moment Check:
MVEH = [(P„,,,) * DS] /.4
MvEH = 4155.134 lb. - ft.
fe = Pict + (MvEH * DF)]' (12 in. / ft.) / S
f = 1604.49 psi Fb = 2400 psi
C = 1.33
F'b = Fb * (Cd) * (Cm) C = 0.80
F' = 2560 psi
f / Pb = 0.63 OK
Shear Check:
Location (a) of Load for Worst Case Shear:
Span Quarter Point: (1/4 DS) = 2.08 ft. a CONTROLS
Three Times Member Depth: (3 ' d) = 2.25 ft.
RVEH = P„m * [(DS - a) / DS]
RVEH = 1500.00 lb.
VvEH = 1/2 [(RVEH " 0 . 6 ) + (DF • RVEH)]
VvEH = 450.00
f„ = [ * (VDL + VvEH) / ( A)
f„ = 105.72 psi
F„ = 190 psi
F' F „' (Ca)' (Cm) Cd = 1.00
F'„ = 166.25 psi C = 0.875
f„ /r,,= 0.64 OK
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1 /20/2006 Western Wood Structures, Inc.
Sheet of
PO Box 130 - Tualatin, OR 97062
(503) 692 -6900
Fanno Creek Trail Bridge
Tigard, Oregon
Job # 054042
Purlin Design with Vehicle Load: (Continued)
Purlin Hanger Design:
Pw,x = (WDL • Stb / 2) + (DF * Pw,)
P mAx = 2729.25 lb. Hanger Seat Depth: l = 3 in.
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q= Pw.x / (lb 'b)
q = 291.12 psi
vz
tREO'D = 0.2923 in. Use 5/16 in. Stirrups
Use (2) 3/4" Diameter Hilti Kwik Bolt II Expansion
Anchor at Backwall (Minimum Embedment = 4 -3/4 ")
P ALLoW = 2 = 10240 lb. OK
Bearing Check:
Required Bearing Length = P /(b FUPenPI * CD * C = Fc(Pel)) = 650 psi
Required Bearing Length = 1.90 in. OK C = 0.53
CD = 1.3333
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1/20/2006 Western Wood Structures, Inc. Sheet 1 of
PO Box 130 - Tualatin, OR 97062
(503) 692 -6900
Fanno Creek Trail Bridge
Tigard, Oregon
• Job # 054042
Floor Beam Design:
Beam Type: Glulam Wood Density (y 50 pcf
Beam Comb. /Grade: 24F -V4 Shear Area (A): 61.50 in.
Beam Width (bFe): 5 125 in Section Modulus (S): 123.00 in.'
Beam Depth (d 12 in. Moment of Inertia (I): 738.00 in .°
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Dry/Wet Use: Wet Spacing of Floor Beams (s 8.857143 ft.
Loading:
PDL = (WDL (PURLIN) • Tr) Pu = wLL • ((sp / 2) + OH) • Tr
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POL = 458.50 lb. P = 3542.86 lb.
Dead Load: 458.50 lb. 458.50 lb.
Live Load: 3542.86 lb. 3542.86 lb.
1 1
w _ (b • d • y.)/144 in.' Self Weight (w ,) = 21.35 elf
_249. ft I. 4.00 ft. 4.008 H 200ft
8.00 FT.
Dead Load: R = 586.62 lb. RDL = 586.62 lb.
Live Load: RLL = 3542 86 lb. R = 3542.86 lb.
Moment Check:
M = I(RDL + Ru) • (s + OH)] - ((PDUexn + Puma)) SP] - IwmL • (sp + OH) • ((s + OH) / 2))
M = 8387.08 ft. - lb.
f =[M•(12in. /ft )) /S
f = 818.25 psi F = 2400 psi
• Cd = 1.00
F b = FD • (Cd) • (Cm) Cm = 0.80
F' = 1920 psi
f / F' = 0.43 OK
Shear Check:
V = R + RDL
V = 4129.48 lb
f „=(3 /(2 * A)
f„ = 100.72 psi
F„ = 190 psi
F' „ =F „ Cd 1.00
F„ = 168.25 psi C = 0.875
fdr 061 OK
)3eanna Check:
Required Beaing Length = R /(b • F, „ • C = 2.34 In. F awn» = 650 psi
• C = 0.53
Deflection Check'
A = {I(RLL OH /3) - IOH (FxT)2)-RLL)I + [sp (¢x1))]
+ (sp lea/ / + IOH sp)) /E 1
=
0.192 in E = 1.8E +06 psi
LL
C = 0.833
L / t = 501 OK
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1/20/2006 Western Wood Structures, Inc. Sheet (0 of _
PO Box 130 - Tualatin, OR 97062
(503) 692-6900
Fanno Creek Trail Bridge
Tigard, Oregon
Job # 054042
Floor Beam Design with Vehicle Load:
Vehicle Placed to Produce Maximum Moment: Infrequent Load CD = 1.3333
} Vehicle Load. 2000.00 lb 2000.00 lb.
1 00 ft. 5.00 ft.
Dead Load: 458.50 lb 0.00 lb. 458 50 lb.
wb. = (b' d' y.)/144 IN.' Self Weight W.)2 21 35 OF
2 00 ft L 4.00 ft. I _ 4.00 ft. 1 J 2.00
8ft.
Dead Load: Roy = 586.62 lb. R . = 586.62 lb.
Vehicle Load: RvEH = 2250.00 lb. RvEH = 1750 00 lb.
Moment Check:
Mtn. = [R m . • (s + OH)) - (Pouex sp.] - [W01 • (sp + OH)' ((sp + OH) / 2)]
M131 = 1301.37 ft. - lb.
MvEH = [(P • b) / L] , (L - b + a) (Manual of Steel Construction)
MveH = 3500.00 ft. - lb.
f = [(Ma + MvEH) • (12 in./ft.)] / S
f = 468.43 psi F = 2400 psi
Cd = 1.33
F'b = Fb • (Cd) * (Cm) C m = 0.80
Pb = 2559.36 psi
f /F' 0.18 OK
1/20/2008 Western Wood Structures, Inc. Sheet j of
PO Box 130 - Tualatin, OR 97062
(503) 692 -6900
Fanno Creek Trail Bridge
Tigard, Oregon
Job # 054042
•
Floor Beam Design with Vehicle Load: (Continued)
• Vehicle Placed to Produce Maximum Shear.
Vehicle Load: 2000.00 lb. 2000.00 lb.
•
1.00 ft. 5.00 ft.
Dead Load: 458.50 lb. 0.00 lb. 458.50 lb.
ft.= (b' d' y.y144 IN! Self Weight (w = 21.35 pif
2.00 ft. l 4 00 ft I 4.00 ft. 1 . 2.00 ft
8 FT.
Dead Load: ROL = 586.62 lb. Rix .= 586.62 lb.
Vehicle Load RvEH = 2250.00 lb. RVEH = 1750.00 lb.
Shear Check,
V = RvEH + ROL
V = 2836 62 lb.
f„= (3'V) /(2'A)
f„ = 69.19 psi
F„ = 190 psi
F',= F„ (Cd)' (Cm) Cd = 1.33
F'„ = 221.61 psi C = 0.875
f„ / F'„ = 0.31 OK
Bearing Check:
Required Bearing Length = R /(b' F gpe , pl • C = 1.61 in. F = 650 psi
C = 0.53
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1/20/2008 Western Wood Structures, Inc. Sheet lZof
PO Box 130 - Tualatin, OR 97062
(503) 692 -8900
Fanno Creek Trail Bridge
Tigard, Oregon
• Job # 054042
Floor Beam to Girder Connection:
Loading: Uniform Live Load: Vehicle Load' Infrequent Load CD = 1.3333
P= Roy +Ru. P= RDL +Rvi.
P = 4129.48 lb. P = 2836.62 lb.
Floor Beam Hanger to Girder Connection Design"
Girder Width (b0): 6.75 in.
Type of Connector. Shear Plate with 13/16 in. Diameter Hole C = 0.7
# of Shear Plates (n). 2 Q = 3040 Cd = 1.0
Shear Plate Diameter (D): 4 in.
Uniform Live Load: Vehicle Load:
PALLOw= n•Q•Cd •Cm P„LLOw= n•Q•Cd•Cm
PALLOw = 4256 lb. OK PALLOw = 5675 LB OK
Floor Beam to Hanger Connection Design
EM = 0= IP • ( 2 in. +(b0 / 3 in.) • C)
Loading Uniform Live Load: Vehicle: Infrequent Load Co = 1.3333
C = T = 2466.22 :. C = T = 1694.09
Type of Connector: Machine Bolt
# of Bolts (n): 2
Bolt Diameter (D). 0 625 in.
Use (2) 518" Glam. M.B. Top and Bottom (4 Total)
Live Load: Vehicle:
PnLLOw= n•Z *Cm Pnuow= n•Z•Cd•Cm
• P„LLOw = 3150 LB. OK PALLow = 4200 LB. OK
Steel Base Plate Design; Bearing Plate Length (I, 4 in.
w= P /(bF8•Ipin.)
w = 201 44 1b. / in.
M= w•L /8
M = 694.02 lb. - in.
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F' 0.75'F
F'o = 27000 psi
tREOO = I(6 • M) / F', 112
tREQO = 0.3927 in.
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Use 1121n. Thick Hanger Base Plate
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1/20/2006 Western Wood Structures, Inc. Sheet 15 of
PO Box 130 - Tualatin, OR 97062
(503) 692 -6900
Fanno Creek Trail Bridge
Tigard, Oregon
Job # 054042
Alternate Tube Steel Floor Beam at Steel Dlaphragm:
TS Beam Size: 8 x 3 x 5/16 ASTM A500 GRB F = 46000 psi
• E = 29.0E +06 psi
M = 8387.08 ft. - Ib.
• Fb = 0.66 * Fy
Fb = 30360 psi
SREO'D = M / Fb
SREO'D = 3.32 in.
SPROVD = 11.2 in.3 OK
'EO = EWOOD * Cm + ' WOOD / ESTEEL
IEO = 38.16 in.
'PROVO = 44.7 in.4 OK
1/20/2006 Western Wood Structures, Inc. Sheet /`4 of
PO Box 130 - Tualatin, OR 97062
(503) 692 -6900
Fanno Creek Trail Bridge
• Tigard, Oregon
Job # 054042
girder Desian:
Loadin :
Apply Point Loads to Girder at 8.857 ft. o/c
P = 586.62 lb.
P = 3542.86 lb.
SEE ATTACHED CALCS FOR GIRDER DESIGN
Girder Comb. /Grade: FiRP
Width of Girder: b = 6.75 in.
Depth of Girder: d = 43.718 in.
Total Moment (M = 263534 lb. - ft.
Moment Arm (Z) = 30.611 in.
Compression Zone (a) = 22.9959 in.
Reaction due to Dead Load (R = 4903 lb.
Reaction due to Live Load (R = 10629 lb.
Unbraced Length (Lu) = 26.571 ft.
Use Steel Diaphragms at 26.571 ft. on Center
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Western Wood Structures, Inc. - FiRP® Analysis Program : Version 2.1
PO Box 130, Tualatin OR . 97062 - (503)692 -6900
January 20, 2006 054042 - Fanno Creek Trail Bridge - Tigard, Oregon Designer: RBK
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01 - Design Data
Beam Mark: G1 - 6.75" x 43.718" x 61.333' Doug Fir L3
Fv = 230.0 psi Fry = 270.0 psi FcPerp = 650.0 psi
Fb = 1500.0 psi Fc = 1550.0 psi
Ewb = 1.90E +06 psi Eyb = 1.81E +06 psi Eo = 1.50E +06 psi
Carbon Reinforcement @ 0.07" thick Etr = 1.80E +07 psi FtRp = 1.34E +05 psi
3 layer(s) of bottom Reinforcement with 1.5" bumper
G1 - Span Information
Main Span = 61.333'
Unsupported length for positive moment = 26.571'
GI - Load Information Force = pounds, loads = pif, location = ft
DL Magnitude LL Magnitude Load Location
Load # Load Type Start End Start End Start End
1 Point Load 587.00 0.00 3543.00 0.00 8.52 0.00 .
2 Point Load 587.00 0.00 3543.00 0.00 17.38 0.00
3 Point Load 587.00 0.00 3543.00 0.00 26.24 0.00
4 Point Load 587.00 0.00 3543.00 0.00 35.10 0.00
5 Point Load 587.00 0.00 3543.00 0.00 43.95 0.00
6 Point Load 587.00 0.00 3543.00 0.00 52.81 0.00
Load Adjustment Factors: Duration Factor = 1.0, Wet Conditions of use.
Self Weight of beam included using 50.00 PCF
G1 - Analysis Results
Span # Load Shear Moment Span Moment
Comb. Start End Start End Mag Loc
1 1 4903 4903 0 0 78789 30.67
2 15532 15532 0 0 263534 30.67
Page Ka
Western Wood Structures, Inc. - FiRP® Analysis Program : Version 2.1
PO Box 130, Tualatin OR 97062 - (503)692 -6900
` January 20, 2006 054042 - Fanno Creek Trail Bridge - Tigard, Oregon Designer: RBK
91- Design Check:
Shear, Moment and Deflection Criteria
• Unreinforced Section:
Area = 295.096 sq in. Section Modulus = 2150.2 cu in. Moment Of Inertia = 47000.6 inA4
Cv( +) = 0.7680
CI( +DL) = 0.9083 CI( +LL) = 0.8843
Vo(DL) = 35632.9 lb
Vo(LL) = 39592.1 lb
Mo( +DL) = 77283.0 ft-lb
Mo( +LL) = 85870.1 ft-lb
Reinforced Section:
FJQSL = 5200.0 psi
a( +) = 22.9959 in
z( +) = 30.6110 in
R( +) = 1.6090 in
Ir( +) = 54100.6 inA4
CI( +DL) = 0.7870
CI( +LL) = 0.7560
FJD( +DL) = 2665.3 psi
FJD( +LL) = 2915.7 psi
StRt( +DL) = - 36531.8 psi
StRt( +LL) = - 28486.6 psi
Cr( +) = 1.9230
Vr( +DL) = 40108.0 lb
Vr( +LL) = 44564.4 lb
Main Span Mr(DL) = 342276.4 ft -lb Mr(LL) = 365437.3 ft-lb
Left Bearing Length Required = Win. - 7. o �'T� K� �' ' N!a
Right Bearing Length Required = 6,681n.
Main Span Camber = 1.5 = 0.938 inches
Criteria Load Case Actual Allowable Analysis / Design
Shear 2 15165.13 39592.11 0.38
Bending( +) 2 263533.53 365437.31 0.72
Main Span LL Defl 2 1.47 (U500) 1.47 (U500) 1.00
Main Span TL Defl 2 2.10 (U351) 4.09 (U180) 0.51
G1 Reinforcement Cutoff Lengths
Bottom Reinforcement Length = 52.25 ft. starting at 4.50 ft.
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Page II . of
Western Wood Structures, Inc. - FiRP® Analysis Program : Version 2.1
PO Box 130, Tualatin OR 97062 - (503)692 -6900
January 20, 2006 054042 - Fanno Creek Trail Bridge - Tigard, Oregon Designer: RBK
Beam Mark: Cl o Fabrication N Details
B
6.75" x 43.718" FiRP® Reinforced Glulam Beam
—B
4.50' 52.25' 4.58'
Filler Limits of Reinforcing Filler
61.33'
Timber Species : DF Grade : L3 FJQ = 5200.0 psi
Firp Type : Carbon E = 1.80E +07 psi thickness = 0.070 inches
Left Bearing Length Required = 6.68 in.
Right Bearing Length Required = 6.68 in.
Main Span Camber = 1.5 * 0.6254 = 0.938 inches
r
42.0 inches
3 layers of
FiRPT"" Reinforcing
1.5 inch Bumper
Section B -B
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Page . 7 of __
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1/20/2006 Western Wood Structures, Inc. Sheet l8 of _
PO Box 130 - Tualatin, OR 97062
(503) 692 -6900
Fanno Creek Trail Bridge
Tigard, Oregon
• Job # 054042
Rail Design: Wood Density (y 50 pcf
• Rail Type: Glulam Shear Area (A): 12.75 in.`
# of Rails: 1 Section Modulus (S,): 12.75 in.
Rail Comb. /Grade: 2 Section Modulus (S 4.52 in.'
Rail Width (b 2.125 IN. Moment of Inertia (I 38.25 in.
Rail Depth (d 6 IN. Moment of Inertia (l 4.80 in."
Dry/Wet Use: Wet
Use Ballusters ?: No
Post Spacing (l„): 8.860 ft.
I„ /d= 17.72
Loading:
w = 50 lb. /ft. •
w oL = (bR dR • 1n?
w = 4.43 lb. / ft.
Moment Check:
M = 0.1 • (woL + wLL) • l M = 0.1 • • w • • I�2
M = 5127.005 in. - lb. M = 4709.976 in. - lb.
f M /S f M / S y
f = 402.12 psi f = 1043.04 psi
C Calculation
I = 1.84 • lu l = 195.6288 in. KbE = 0.610
E = 1.7E +06 psi
RB = Via • dR) / bR21112 RB = 16.12 CmE = 0.833
Fb = 1700 psi
FbE = (K • E • C / RB Foe = 3323.21 psi F = 1800 psi
Cd = 1.00
F• = F • Cd • C Pb = 1360 psi Cmb = 0.8
Cw 1.19
CL = ( + (Fbe/F / 1.9 - {I( + (FbE/F / 1.9) - (FbE/F•b) / 0.95)
CL = 0.968
Fe = Fbx • Cd • Cm • CL F'br = F oy • Cd • Cm • Cm
F'1, = 1316.79 psi F' = 1713.6 psi
(f l F b + (fb l F'b = 0.914 OK
Shear Check:
V = (wLL + woL) • )(lv / 2) - (bR / 12)) F = 165 psi
V = 231.47 lb. Cd = 1.00
• Cm = 0.875
f =(3•V)/(2•A) F'vy =Fvy
f = 27.23 psi F = 144.38 psi
'
f /F' 0.19 OK
1/20/2006 Western Wood Structures, Inc. Sheet l 9 of _
PO Box 130 - Tualatin, OR 97062
(503) 692 -6900
Fanno Creek Trail Bridge
Tigard, Oregon
Job # 054042
Post Desinn:
Post Type: Glulam Wood Density (y,„): 50 pcf
Post Comb. /Grade: 2 Shear Area (A): 18.58 in.
• Post Width (bp): 5.125 in. Section Modulus (S): 15.87 in.'
Post Depth (dp): 4.5 in. Moment of Inertia (I): 50.48 in .
Dry/Wet Use: Wet
Height of Rail (H 42 in. Post Load (P): 443 lb.
Bolt Diameter (D): 3/4 in.
Distance - Top of Girder to Top Bolt (H 3.00 in.
Distance - Top of Girder to Top of Deck (H 21.00 in.
Distance - Top Bolt to Bottom of Post (Hp): 12.00 in.
Moment Check:
Lever Arm (La) = HR - (dR / 2 ) - (H - HB) Fb = 1800 psi
La = 21.00 in. Cd = 1.00
•
C = 0.8
M= P • La = 9303 in. - Ib. C = 1.1
f M /S F' Fby
fb = 586.24 psi F' b = 1584 psi
th / Eb = 0.37 OK
•
Shear Check:
V= (3•M) /(2•Hp) F es , = 165 psi
V = 1163 lb. Cd = 1.00
C = 0.875
fv_ (3•V)/(2•A) F,,= F„
f = 93.89 psi F = 144.38 psi
0.65 OK
•
•
1/20/2006 Western Wood Structures, Inc. Sheet Zv of
PO Box 130 - Tualatin, OR 97062
(503) 692 -6900
Fanno Creek Trail Bridge
Tigard, Oregon
Job # 054042
],,ateral Load Design:
•
Width of Bridge = 8.0 ft.
"" "Wind Speed V 80 mph Height of Bridge = 15.0 ft.
Exposure = B Weight of Bridge: W = 17174 lbs.
q = 16.4 (Table 16 -F) Length of Bridge = 62.0 ft.
C = 0.62 (Table 16 -G) Span of Bridge: L = 61.5 ft.
C = 1.30 (Table 16 -H) Girder Spacing: s = 102.75 in.
I = 1.00 (Table 16 -K)
Girder Width: b = 6.75
Wind Pressure: P = qs * C * C * I Girder Depth: d = 43.7 in.
P= 13.2 psf
Projected Height: H = 50.35 in.
E = 1600000 psi
Wind Load = P' H / 12 C m = 0.833
Wind Load = 55.47 ptf E' = 1332800 psi
****Seismic Site Class = D S = 1.0584
Seismic Use Group = I SDS = 0.7056
R = 5.00 (Composite Concentrically Braced Frame) SM1 = 0.5831
S = 0.95 SD1 = 0.3887
S, = 0.34 T = 0.5509
• 1= 1.00
F = 1.12
F„= 1.72
Mass of Bridge: m = W I ((L * 12)* 32.2)
m =0.72
l eft = 2 * de' b03 / 12 (for deflection talcs.)
l eft = 2241 in. ^4
lefftomp =
2 * d ' b B 3 / 12 + d 9 "13 * (s /2)9 (for period caic.)
[ 9
left comp = 1559991 in. ^4
Period of Bridge: T = 2 / {p * [(E' * l / (m * L ")] (Structural Dynamics, Mario •Paz)
T = 0.2036 sec.
•
•
1/20/2006 Western Wood Structures, Inc. Sheet? 11 of _
PO Box 130 - Tualatin, OR 97062
(503) 692 -6900
Fanno Creek Trail Bridge
Tigard, Oregon
Job # 054042
,LATERAL LOAD DESIGN: (Continued)
Seismic Load = 0.7 * p * V
p = 1.10
V= C * W
C Sos /(R /I)
C = 0.141 a Controls Seismic Design
Cs need not be greater than:
C S *(R /I)l
C = 0.382
Cs shall not be less than:
C 0.14` SIDS 'I
C = 0.099
V = 39.09 plf
Seismic Load = 30.15 plf
Wind Load Controls Lateral Load Design.
Lateral Load Deflection = 5.977 in. 4. L / 123
Use Rod Bracing System To Reduce Deflection.
Use Floorbeams at 10.33 ft olc With (2) Bays of Rod Bracing Each End.
Center Span Length = 20.667 ft.
Center Span Deflection = 0.076 in. 4) L / 3254 < LJ180 OK
•
•
•
•
1/20/2006 Western Wood Structures, Inc. Sheet Z?of
PO Box 130 - Tualatin, OR 97062
(503) 692 -6900
Fanno Creek Trail Bridge
Tigard, Oregon
Job # 054042
LATERAL LOAD DESIGN: (Continued)
Rod Brace Design:
Use A36 Steel Rods F = 36000 psi
F„ = 58000 psi
Use Floor Beams at 8.86 ft o/c With (2) Bays of Rod Bracing Each End.
Angle of Rod to Beam = 43.50°
Lateral Hole
Load Rod Tension Edge
Location Reaction Force Rod Description Capacity Check Distance Hole 0
End of bridge: 1719
2141 Use ( 1 ) 1/2 in. 0 Rod 5655 OK 1.25" 11/16"
First Diaphragm: 1474
1427 Use ( 1 ) 1/2 in. 0 Rod 5655 OK 1.25" 11/16"
Second Diaphragm: 983
HOLE EDGE DISTANCE 1.
HOLE 0 • I - of
x
l •
0
4 "x4 "4" ANGLE — 1
CLIP CORNER l "xl"
ANGLE TAB AT DIAPHRAGM BASE
(NO SCALE)
Lateral Force
Load Parallel Connection Conn.
Location Reaction to Girder to Girder Capacity Check
End of bridge: 1719 1553 Use (1) 3/4" 0 Machine Bolt 3631 OK
First Diaphragm: 1474 1553 Use (2) 3/4" 0 Machine Bolts @ 4.5" o/c 3608 OK
Second Diaphragm: 983 1035 Use (2) 3/4" 0 Machine Bolts @ 4.5" o/c 3608 OK
0 I��L) DA
WESTERN WOOD STRUCTURES, INC. R1
/s
P ROJECT 'PAM.) C �. �L -.
o s
LOCATION - n L H-1=�1 , O 4O
ioruiuc\ P.O. BOX 130, TU • SHEET
503/692 -6900 • FAX OREGON 97062 '
X 503/692 -6-6434 JOB NO. � ° BY
\!\ � OF _
LATE 42 A L LC7IA b.>E..-s l C N
•
T2FAs
• i CO Y om - PL-00
VA 1 : �/A = NIZ6 cfs /2"17..1, 1 FTZ (. ifs
PAAry K (V,,,,y' = I ((.67 )' = 3,2.3 Fs
tkE4cokr oF- se- NE- - 14= 50.3s,N
LPcTG t— LOA-t = P (F4 /1Z (� DEL PSt= (j'o ,35 ire l J c 21o.9 PLF
NL LDl�M Go^sTr2_0t -S
•
•
1/20/2006 Western Wood Structures, Inc. Sheet Z`1 of _
PO Box 130 - Tualatin, OR 97062
(503) 692 -6900
Fanno Creek Trail Bridge
Tigard, Oregon
Job # 054042
Beam Brace Design:
° The beam brace can be modeled as a simply supported column with a
translational spring at one end and a pinned connection at the other end as shown below.
— I
4 H I y F'
\
I j M
V
I � I
y
TI I
Undeformed Configuration Deformed Configuration Free Body Diagram
M = -Elx a -Ely" (For Small Deflection Theory)
EMA = 0 = -Ely" + Vx - Py
y " +k =Vx /EI ;Wherek =P /EI
yp =Cx Ya" =
k =Vx /El
k =V /EI
C =VIP
y = A(SIN kx) + B(COS kx)
YT = Yp + Yh = A(SIN kx) + B(COS kx) + (Vx / P)
Boundary Conditions:
y(0) =0 y(L) =A y"(0) = 0 y"(L) = 0
y( = 0 .. B = 0
y(L) = A = A(SIN kx) + (Vx / P) :. A= (0- (VL /P)) /(SIN kL)
y "(0) = 0 = -k • A(SIN kx)
y "(L) = 0 = -1( A(SIN kL)
y "(L) = 0 = -1( * [(D - (VL / P)) I (SIN . kL)] • (SIN kL)
• .•. (A - (VL 1 P)) = 0 Since -k =0 is a Trivial Solution, I.E. P = 0
Sheet ZZ jof
1/20/2006 Western Wood Str ucture s , Inc —
PO Box 130 - Tualatin, OR 97062
(503) 692-6900
Fanno Creek Trail Bridge .
Tigard, Oregon
• Job # 054042
Beam Brace Design: (Continued)
• A=V/k, Where k is the Spring Constant
.•. V /k =VL /P
• PCR =kg * L
C= MT /Z
C = 103310 lb.
To Prevent Buckling of the Beam Seat PCR = C * FS:
Use FS = 2
PCR =2 * C
PCR = 206619 lb.
k e =PCR /L
k = 277.7 lb. / in.
For a Beam Brace Cantilevered from the Top of the Abutment:
D =PL' /3E1 =d-(a/ 3)
:. ks= 3EI /L03 I..D= 36.05 in.
I = k / 3E E = 29.0E +06 psi
I = 0.1496 in!' F = 36 ksi
tREC'D = 12 * I / b' b = 6.5 in.
tREaD = 0.0065 in.
tMIN = (b / 2) / 95 / (F0
tMIN = 0.2053 in.
Use 1/4 In. A36 Steel Plate
•
1/20/2006 Western Wood Structures, Inc. Sheet Z6• of
PO Box 130 - Tualatin, OR 97062
• (503) 692-6900
Fanno Creek Trail Bridge
Tigard, Oregon
Job # 054042
•
Beam Brace Design: (Continued)
Base Plate Design:
Assume the Deflection at the Top of the Girder is Limited to L1480
• 0= L/480 b6P= 6 in.
A = 1.55 in. L = 16 in.
P =k *e
P = 430.46 lb. •
M =P * Lo
M = 15519 in. - lb.
R(DL +LL) = 15532 lb.
gMnx= (R /A) +(M /S)= (R /(bBP *L5P))+ ((6 * M) / (L * b))
g lom = 222.41 psi
gMIN= (R /A)- (M /S) =(R / (bap * Lep)) - (( 6* M) (L * b))
qmAx = 101.17 psi
XA = 4.75 in.
101.17 psi
222.41 psi
•
• q = 186.42 psi
MA = I(gMAx - qA) * (xA / 2) * (x / 3 )l + VIA * xA * (x / 2 ))
MA = 2238.39 (in.- lb.) / in.
Fb= 0.75 *F
Fb = 27000 psi
SREQ'D = M / Fb
SREQ'D = 0.0829 in.'
tREQ'D = [(6 * S) / 1 1 u
tREQ'D = 0.705281 in.
ti
Use 3/4 in. A36 Steel Base Plate
•
WESTERN WOOD STRUCTURES, INC.
ABUTMENT - Version 1.00 - Copyright 1991 - All Rights Reserved
L P.O. BOX 130 - TUALATIN, OREGON 97062
APR. 01, 2009 503/692 -6900 SHEET Z7 OF
JOB NO. 054042
Fanno Creek Bridge
Tigard, OR
B R I D G E A B U T M E N T D E S I G N D A T A
Loads to abutment from 2 - 62.00 ft girders over 12.0 ft wide abutment
Dead Load Live Load
Girder # Dead Load Reaction Live Load Reaction
lb /ft lb lb /ft lb
1 160.00 4960.00 347.00 10757.00
2 160.00 4960.00 347.00 10757.00
Totals 9920.00 lb 21514.00 lb
Uniform Dead load = 826.67 lb /ft Uniform live load = 1792.83 lb /ft
Soil and Concrete Design Data Abutment dimensions
Soil Weight (psf) 115.00 Stem wall thickness (in) 6.00
Active pressure (psf /ft) 38.00 Stem wall height (ft) 1.96
Passive pressure (psf /ft) 250.00 Girder Pad Width (in) 9.00
Allowable bearing (psf) 2225.00 Stem to cntr. of bearing (in) 5.00
Coeff. sliding friction 0.45 Length of toe (ft) 0.50
Weight of concrete (pcf) 150.00 Length of Heel (ft) 6.00
Concrete strength (psi) 3000.00 Thickness of footing (in) 18.00
Rebar yield stress (ksi) 60.00 Depth of Soil over toe (ft) 3.50
Surcharge Depth (ft) 0.00 Depth of Soil providing
Angle of ( °) 0.00 passive resistance (ft) 3.50
Overall height of wall
less footing depth (ft) 6.25
Depth of key (in) 0.00
Note: The net bearing capacity not including the footing weight is 2000 psf.
The alloawable has been incresed to 2225 psf to account for the 18 inch
thick footing.
•
,
•
WESTERN WOOD STRUCTURES, INC.
ABUTMENT - Version 1.00 - Copyright 1991 - All Rights Reserved
e , P.O. BOX 130 - TUALATIN, OREGON 97062
APR. 01, 2009 503/692 -6900 SHEET OF _
r.
JOB NO. 054042
Fanno Creek Bridge
•
Tigard, OR
ABUTMENT DESIGN: STABILITY REQUIREMENTS
# Load /Factor Force(H) Force (V) Arm Moment
1 STEM WALL 1.0 147.0 6.250 918.8
2 BASE WALL 1.0 804.4 6.625 5329.0
3 FOOTING 1.0 1743.8 3.875 6757.0
4 HEEL SOIL 1.0 4312.5 3.000 12937.5
5 TOE SOIL 1.0 201.3 7.500 1509.4
6 ANGL SOIL 1.0 0.0 2.000 0.0
7 P ACTIVE 1.0 1141.2 2.583 2948.1
8 P PASSIVE 1.0 - 1531.3 1.167 - 1786.5
9 BRIDGE LL 1.0 1792.8 6.917 12400.4
10 BRIDGE DL 1.0 826.7 6.917 5717.8
11 P SURCHGE 1.0 0.0 3.875 0.0
TOTALS -390.1 9828.4 46731.5
ECCENTRICITY (ft)= 0.8797
Q MAX (psf)= 2131.93 (OK)
Q'MIN (psf)= 404.43 (OK)
FACTOR OF SAFETY AGAINST SLIDING= 4.15 (OK)
FACTOR OF SAFETY AGAINST OVERTURNING= 10.24 (OK)
CONCRETE DESIGN: FACTORED LOADS & SOIL PRESSURES
## Load /Factor Force(H) Force (V) Arm Moment
1 STEM WALL 1.4 205.8 6.250 1286.3
2 BASE WALL 1.4 1126.1 6.625 7460.6
3 FOOTING 1.4 2441.3 3.875 9459.8
4 HEEL SOIL 1.4 6037.5 3.000 18112.5
5 TOE SOIL 1.4 281.8 7.500 2113.1
. 6 ANGL SOIL 1.4 0.0 2.000 0.0
7 P ACTIVE 1.7 1940.0 2.583 5011.7
8 P PASSIVE 0.9 - 1378.1 1.167 - 1607.8
9 BRIDGE LL 1.7 3047.8 6.917 21080.7
10 BRIDGE DL 1.4 1157.3 6.917 8004.9
11 P SURCHGE 1.7 0.0 3.875 0.0
TOTALS 408.8 14297.6 70921.8
ECCENTRICITY (ft)= 1.0854
Q MAX (psf)= 3395.11
Q MIN (psf)= 294.59
I
WESTERN WOOD STRUCTURES, INC.
ABUTMENT - Version 1.00 - Copyright 1991 - All Rights Reserved
P.O. BOX 130 - TUALATIN, OREGON 97062
APR. 01, 2009 503/692 -6900 SHEET 'T OF
JOB NO. 054042
Fanno Creek Bridge
Tigard, OR
HEEL REINFORCEMENT: Ult. Shear = 7927.50 lb. Ult. Moment= 23782.50 ft -lb
Using: d= 16.1250 in, 0.7500 in. dia. steel, 1.5 in. cover (ACI 7.7.1)
ALLOWABLE SHEAR W/0 REINF.= 18017.33 lb. (ACI 11.3.1) (OK!)
MOMENT REQUIREMENTS:
Reinforcement ratio required for flexural strength= 0.0017
Minimum reinforcement ratio (ACI 10.5.1: 200 /fy)= 0.0033
Maximum reinforcement ratio = 0.0160 (ACI 10.3.3)
Note: Reinforcement ratio required for strength is less than 200 /fy
increasing reinforcement ratio for strength by one -third (ACI 10.5.2)
Increased ratio required for flexural strength= 0.0023
Area of flexural steel req'd= 0.4461 sq. in /ft
(Use # 6 @ 11 in o.c. As= 0.4819 sq in)
TEMPERATURE AND SHRINKAGE STEEL REQUIREMENTS:
Reinforcement ratio for shrinkage and temperature= 0.0018
Area of reinforcement for shrinkage and temperature stresses
' normal to flexural reinforcement = 0.3888 sq. in /ft (ACI 7.12.2)
(Use 0.1944 sq. in /ft top face= # 6 @ 18 in o.c. As= 0.2945 sq in)
(Use 0.1944 sq. in /ft at bottom face= # 6 @ 18 in o.c. As= 0.2945 sq in)
•
•
•
WESTERN WOOD STRUCTURES, INC.
ABUTMENT - Version 1.00 - Copyright 1991 - All Rights Reserved
P.O. BOX 130 - TUALATIN, OREGON 97062
APR. 01, 2009 503/692 -6900 SHEET ' OF _
JOB NO. 054042
Fanno Creek Bridge
Tigard, OR
TOE REINFORCEMENT: Ult. Shear = - 2317.16 lb. Ult. Moment= 389.80 ft -lb
Using: d= 14.6250 in, 0.7500 in. dia. steel, 3.0 in. cover (ACI 7.7.1)
ALLOWABLE SHEAR W/0 REINF.= 16341.30 lb. (ACI 11.3.1) (OK!)
MOMENT REQUIREMENTS:
Reinforcement ratio required for flexural strength= 0.0000
Minimum reinforcement ratio (ACI 10.5.1: 200 /fy)= 0.0033
Maximum reinforcement ratio = 0.0160 (ACI 10.3.3)
Note: Reinforcement ratio required for strength is less than 200 /fy
increasing reinforcement ratio for strength by one -third (ACI 10.5.2)
Increased ratio required for flexural strength= 0.0000
Area of flexural steel req'd= 0.0079 sq. in /ft
(Use # 6 @ 18 in o.c. As= 0.2945 sq in)
TEMPERATURE AND SHRINKAGE STEEL REQUIREMENTS:
Reinforcement ratio for shrinkage and temperature= 0.0018
Area of reinforcement for shrinkage and temperature stresses
normal to flexural reinforcement = 0.3888 sq. in /ft (ACI 7.12.2)
Note: See heel reinforcement
WESTERN WOOD STRUCTURES, INC.
ABUTMENT - Version 1.00 - Copyright 1991 - All Rights Reserved
P.O. BOX 130 - TUALATIN, OREGON 97062
APR. 01, 2009 503/692 -6900 SHEET I21 OF _
JOB NO. 054042
Fanno Creek Bridge
i Tigard, OR
BASEWALL REINFORCEMENT: Ult. Shear = 1261.72 lb. Ult. Moment= 2628.58 ft -lb
Using: d= 12.6250 in, 0.7500 in. dia. steel, 2.0 in. cover (ACI 7.7.1)
ALLOWABLE SHEAR W/0 REINF.= 14106.59 lb. (ACI 11.3.1) (OK!)
MOMENT REQUIREMENTS:
Reinforcement ratio required for flexural strength= 0.0003
Minimum reinforcement ratio (ACI 10.5.1: 200 /fy)= 0.0033
Maximum reinforcement ratio = 0.0160 (ACI 10.3.3)
Note: Reinforcement ratio required for strength is less than 200 /fy
increasing reinforcement ratio for strength by one -third (ACI 10.5.2)
Increased ratio required for flexural strength= 0.0004
Area of flexural steel req'd= 0.0619 sq. in /ft
(Use # 6 @ 18 in o.c. As= 0.2945 sq in)
TEMPERATURE AND SHRINKAGE STEEL REQUIREMENTS:
Horizontal Reinforcement ratio for shrinkage and temperature= 0.0025
Area of reinforcement for shrinkage and temperature stresses
normal to flexural reinforcement = 0.4500 sq. in /ft (ACI 14.3.3)
(Use 0.3000 sq. in /ft on front face= # 6 @ 17 in o.c. As= 0.3118 sq in)
(Use 0.1500 sq. in /ft on rear face= # 6'@ 18 in o.c. As= 0.2945 sq in)
•
%
I
WESTERN WOOD STRUCTURES, INC.
ABUTMENT - Version 1.00 - Copyright 1991 - All Rights Reserved
P.O. BOX 130 - TUALATIN, OREGON 97062
APR. 01, 2009 503/692 -6900 SHEET 17i OF
JOB NO. 054042
Fanno Creek Bridge
a Tigard, OR
STEMWALL REINFORCEMENT: Ult. Shear = 124.08 lb. Ult. Moment= 81.07 ft -lb
Using: d= 3.6250 in, 0.7500 in. dia. steel, 2.0 in. cover (ACI 7.7.1)
ALLOWABLE SHEAR W/0 REINF.= 4050.41 lb. (ACI 11.3.1) (OK!)
MOMENT REQUIREMENTS:
Reinforcement ratio required for flexural strength= 0.0001
Minimum reinforcement ratio (ACI 10.5.1: 200 /fy)= 0.0033
Maximum reinforcement ratio = 0.0160 (ACI 10.3.3)
Note: Reinforcement ratio required for strength is less than 200 /fy
increasing reinforcement ratio for strength by one -third (ACI 10.5.2)
Increased ratio required for flexural strength= 0.0002
Area of flexural steel req'd= 0.0066 sq. in /ft
(Use # 6 @ 18 in o.c. As= 0.2945 sq in)
TEMPERATURE AND SHRINKAGE STEEL REQUIREMENTS:
Horizontal Reinforcement ratio for shrinkage and temperature= 0.0025
Area of reinforcement for shrinkage and temperature stresses
• normal to flexural reinforcement = 0.1800 sq. in /ft (ACI 14.3.3)
(Use 0.1800 sq. in /ft on rear face= # 6 @ 18 in o.c. As= 0.2945 sq in)
I
RECEIVED
• CITY OF TIGARD ; D&1
OREGON 0-& _ II _r- N APR - 9 2009 NORTH , , AYLOR'S FERRY
lit � (oo b W� CITY OFTIGARD.DAD 1 ik
• PLANS FOR PROJECT
oi l(
SCIA ovs � QO N DAKOTA � h
O
. , k
r 9��b T STREET
FAN N O CREEK TRAIL BARROWS
P
Bu4Z 4,00A, /iy RD .. STREET e MCDO A 2
• Boardwalk and Pedestrian Bridge R BON /TA
Hall Blvd to Fanno Creek , � Q :'
BEEF BEND RD. o� DURHAM =
TO BE SUPPLEMENTED BY THE CITY OF TIGARD DESIGN STANDARDS DATED JULY 15, 1998
��,P " s I �' " Project
� \\\� �` / C// BG G BEVELAN S Location
��// J P y y t ", p ti sr ti
>s'i- 5 .c ` / yi +,, h �� VICINITY MAP
A 4, •
-1 S.7 INDEX OF SHEETS
• _NO. NAME TITLE
Pg4 sr ya ��F Pro jec t Location 1 L 1 Layout — Boardwalk and Bridge
S 0. 0. yy 2 P1 Profile — Board
P
# 9 s y 9 'l P 3 D1 Details — Bridge walk Abutment Bridge
0
P S`'' °'� 90 4 ER1 Layout — Erosion Control
0 0 -
O � y � y .5. a ' t ' P � � J I YA RNS sT 5 ER2 Details — Erosion Control
c 0 0 e
��' �
a
i. o o .
. O p J G LEN N ( . g n
( �� Q ,s,„ t JWn a I = Z� FIR $T
E S U O �� v
re P V•
T. O'MARA ST m a a - '
` J m F-+ `.�
I P = DR
7.010111,0 , 1
1.
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7
j
e-
2
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___....
tee mJ a
W
LOCATION MAP
O4 a9 /o 9
a ``�E) PROF, 1,0
% Oregon law requires n ATTENTION: Ore re
g q you to follow rules
Z. adopted by the Oregon Utility Notification Center. Those �� G 1 N
g� rules ore set forth in OAR 952 -001 -0010 through OAR .('‘'13.7061,
w�, x 952- 001 -0090 You may obtain copies of the rules by
calling the center. (Note. the telephone number for the
s Oregon Utility Notification Center Is (503) 232 - 1987).
W N
R X ATTENTION: Notify NW natural at (503)220 -2415 when CONSTRUCTION AND
•I h e excavating within 5' of on existing high pressure gos G(y `90 VANNIE T. NGUYEN, P.E. TRANSPORTATION DIVISION
S main. 6 • ENG /N£ER I NC MANAGER 13125 5. W. HALL BLVD.
/ = ■ ' ^ • ►- • ■ II • 71CARD OREGON 97223
a € , C BEF 1- 800 - 332 -2344 BEFORE YOU DIG XPIRES: 1 BID DATE VOICE: 503- 639 -4171
g g j yg 1/ FAX: 503 -624 -0752
k it I PROJECT NO. • PILE NUMBER TIGARD WWW 71GARD— OR.GOV
is
. 7 ---,.„.._
• Y'• - -r- -- � • - rust SA,' r tai = --� _ y� —r �, .. ..
i . ' . .\ £ s. .'-�- :-�„-� -•a �rc -- Exist C� ^ �
°rd � rR r
I , '` — �`,` \ `.� \ ` ' Exist Curb . a Exi5 td+
•
�`\` \\ \\ `� `� ` �\` `` \ � / • Survey Control Point _ .-
•
•
0 : ten . `�` , • .\ S Ss • ` � . \ `�` • . ` i " • BS Cross In Curb •
_ " T �� - �` �`
` � Station 4 +41.59, 25.24" Lt (Hall Blvd)
s TT 3 +50
Northing 648876.0717
V I
Hall Blvd j f 3° •
� ` r ,9 ° _ _ - 4 ±DO�Easting = 7620437.4194
° . — Elevation L4,2.37 O
I `' ,T ' s` T •->' \., -��� \ `\\`` ``fY; 4 Sidewalk and Pedesfiron •
2 Ex ist uordrorl �'��" - r �' / t r-- — Tossing, Others
o * ` } — T T 1 — , � - -T��
f ii T- = ' I y '
0
29.25' Rt (Hall Blvd) ,
r / Station 10 +00 (Trail) _ ` ' ° p ° I' ° • . . °
/ * p ' Station 3+3
/ 7, + f .° ° ' ' ° • s ° ° ° o oev000` •oo
I c 1 0 6 / Northing = 648769.8914 ° ° • D . ° ° � ° . ° / ° - A D , 4 ) • A 6 / Fasting = 7620488.7438 3 1 ; �; �,.,.,. •� • ° / q ' ° b \ ° °
6 �6Q r�II, e -',c t p ° • ° a °°° •
Q �D r n, y n r°� i °
I' Right Of Way En d Boardwalk I :�r, i, r
_ 2 ` ,, 1, ,,
"- % _ Qr Sto = 9 +96 !� r !� r' r - � 4�r .•, �r ! �r!�
/
i I
— rid f, f r° //��` /
/ t� I E levated Boardwalk . / % ' 30' Sanitary
/ I ! , Sewer Easement
/ r / /:
/
Boardwalk As Shown, Is Schematic, For Estimating • Purposes Only. A Final Boardwalk Design That Conforms / i I / /
To The Layout (this sheet), Typical Section (Sheet P1) Probable Post Locations /
/ And Profile (Sheet P1) Shall Be Submitted By The . /
Contractor And Reviewed By The City ? I
/ j / / /
• i • 1 I / //
\ \ /
i • )�; / /
a °j I / /
c,/ / Bridge To Be Assembled And Placed By • / ' ' / 4/
City Of Tigard Public Works Deportment.
Install Bridge Abutment 12 / J / et • /
4' PVC See Details Sheet D1 ( I ��
/ /
Pipe Drain \ 0 ! .4/
k /
°/
Begin Boardwalk p
Install Bridge Abutment #1 Sto = 8 +66.68 \ / v / / /
< I / Boardwalk Outline
End Bridge (Outline) / o
a See Details Sheet Dl i
U / g / Sfo = 8+66.18 ` � 1 fi / 1 11 0 Begin Bridge / % 11`' 1 _ ' �� ; ' ``�� PRO FF `y
Sto = 8 +04.14 r WOW a�r' / \ G 1 N F i
rrrrr .
End Concrete Trail r 1 ) q / / � 13106P �
1 x / C on crete Troll . - � 1 ���` 1 1 r 1r1rrrr + S ta - 7 +97.8 11r j Begin P i pe Drain / / 1 � • • • • • r . . r r r r r
Is! I. o N r r Weflandr ,/ ' r r r •
■
C Revisions and Addendums CAPITAL CONSTRUCTION AND FAN N O CREEK TRAIL / SH EET
o
g Description Date No. By V TRANSPORTATION DIVISION L
' W : • TIGA O EGO 972 3 Hall Blvd to Fanno Creek
VOICE: 503 -639 -4171 OF
jr( FAX: 503- 624 -0752 5
TIGARD WWW ncARO- oR.cov
. FILE NO
s _ DESIGN: BMC I DRAWN: BMC I CHECK: VTN PROD. NO: I BID ON: Layout - Boardwalk and Bridge
•
I.
I Roiling Post, 8' 1
q ✓ Typical Note: This Typical Section
•
Does Not Represent A
▪ Contsructable Boardwalk, It
▪ Is Intended To Provide
Cable Roiling, Typical Design Information Related
42 • To The Geometry Of The
r Minimum ° Boardwalk. A Final Design
3.5" Maximum Shal! Be Submitted By The
•
Decking Top of
• Contractor And Reviewed
/- /- Boardwalk ▪ By The City Of Tigard.
1 / f
Boardwalk Depth
Assumed To Be �- Stringer Stringer II
18" Maximum 1 1
For Design Purposes I Cross Beam (At Piers) I
I 1 ".---
Bottom of Boordwalk Low Impact
• I Foundation to
Pier, Typical \! Minimize Excavation,
30" Existing Ground
Foundation Size and
Minimum Impact. Environmental (f
1_ L Impat. (Ior
example, Diamond
I I I Pier)
Boardwalk Typical Section
• Nis •
148 -
Begin ridge
148
Sto = 8 +03.90 -_
E/ev .�' �- ----- ._��
= 144.12
•
Sta =, 6+03.31• -.........-1 = - -End Bridge
Efev = 14.12 I -� Sta = 8 +65.85 En i Boordwak
_.- _ _ _ - 1 : ,� E/ev = 143.30 Match Hall B vd Sidewa k
,� ! Begin 3oordwa/k Bottom Of Boardwali4 Sto = 9 +9§ 25
144��� - =yam _ _ Elev= 143.1 Jr Existing Groun. / 1 p • ; Del/ = 143.30 144 I 7o Of Bric a Deck r'1 -0.10% 2.00
P 9 Top Of Boardwalk
�
Begin "oncrete hail I ` Bottom Of Beam ��
Match Existing Trail ,_-__
Sto = _� 7 +83 67 I
r E /ev = 144.17 I NOTE: Bridge To Be Supplied by I Fnished Cround /
the City of Tigard, Assembled And I 30' Minimum Cle,ronce
Placed By the Contractor. 140 I I Cround to Bottom of BJrdwa /k en 140
ee Sheet D1 I Finished Ground See Shet D1 _ f Existin9
- _ _ '
`
I
I FinisheY I - - a_ - - - -
f- J Ground I The Bridge At utment Shall Not B
I Used To Bear Any Loos From e
I I Boordwalk Without Revie w by
9.43' Al 1 r Western Wood Structures, Inc.
136 L 1 9.43' •
I J 136
at \ I
N
\ � ,�c��Ep PRD 44
..
r32 \ � ' , `�� 13106 �
\
�
ena \ 132
a . \
€-
_ __ _ ✓G Y � e
as ( 9
• gg � h V 7 co
sf ?� hb co
�" '� hN �N �N .N �N v) � r \� s,
m` �w �� h • 7 �7 �7 h � h� i � 1 ^ ° av ,a
• �*
b 7 +60 • 8 +00 8 +40 8 +80 9 +20 9 +60 10 +00
4 •
eZESIMIaM
- Revisions and Addendums CAPITAL CONSTRUCTION AND FAN N O CREEK TRAIL SHEET
8
g Description Date No. By TRANSPORTATION DIVISION P1
13125 S.W. HALL BLVD. ACARD, OREGON 9722) Hall Blvd to Fanno Creek 2
VOICE: 503- 639 -4171 OF
a
FAX 503 624 - 0752 5
WWW..77CARD- OR.COV
TIGARD
..t _ FILE NO
at DESIGN: BMC I DRAWN: BMC I CHECK: VTN PROD. NO: BID ON: Profile - Boardwalk and Bridge
Clean Well Draining Bocklill - -- -- • -- _ --
Bridge Beam -----"""- 0 x 7" Hilti Kwik Bolt Il F 4'- 4 " -3� 4' -3�" 3 "0 x 7' Hilti Kwik Bolt 11 .v Bridge Beam
6 Expansion Anchor, 2" Projection, I I 2' 1 2' Expansion Anchor, 2" Projection,
r 4r Minimum Embedment • °I6 3}" 137 31"' 31' • •I6 • 16 31" 14 Jill 37" • 16 4 .1" Minimum Embedment r
Existing Troi! - -• x 9}" Anchor Bolt 1 r �1 �� �� �� 5 --
Pipe Drains ® _ T Boardwalk
3 ° 0 P
4' O.C. W /Gravel ! ! � 4' 3 tD . -10}� 1 -)0}�" 3 "m x 9i" Anchor Bolt 55
Filter Wrapped In ;�:! " - 2 }" Pr ojection - 2 }' Projection f� -- - a -
0 Filter t er Fabric �
_
4 - -. -- �6 Bars ®18 O. C.
6 • o v 6 _ J (Both Woys) Clean Well
6 Bors ®18" O.C. Finihed Drainin Bocklill
Both Wo Ground 1 u c a e Finished Gr( ys) 0.1 C v 01 .' 10:9 1" Clear #6 Bars ® 17" O.C. Horizontal o f0 `6 Bars ® 18" O.C. Vertical 6 Bars ®17 "Clear _ /Y 3 -f0"
4'm Perforated Both Wo 6 Bors 1 Clear O.C. Horizontal 1 Clea- 4 PVC Pipe Drain ®18" 0 .C. � Vertical Run To Daight } # B(rs h ays) , Perforated
40 (See Laut Both Wo 2" Clear 2" C /ear i ■.
PVC Pipe Drain
Detail Above) 1' -6" I I 1' -6° : , Q . Run To Daylight
• INENNw 3° Clear t
Bottom of Footing = 136.37 Bottom of Footing = 135.55 3' Clear +, (See Layout
3" Clear It/ 3" Clear Detail Above)
6' 6' 6' 6' 3" Clear 111111 3" Clear
,/6 Bars ® 18" O.C. 16 Bars 0 78" O.C. Trench Footing
Trench Footing Into Soil. Footing g Into Soil. Footing
To Bear On Firm Undisturbed (Both Ways) (Both Ways) To Bear On Firm Undisturbed
Native Soil. Abutment #1 Detail Abutment #2 Detail Native Sail.
NTS NTS
I I i
Drain Outle 45' Bend
• 45' Bend Drain Outlet Sta. 8+41.2, 18.3' Lt Sta 8 +53.5, 6.1' Lt
Sta. 8 +0003, 6.2 Lt Sto. 8 +18.80, 25.5' Lt I.E. = 136.20 I.E. = 136.37
I.E. = 135.43 1 I.E. = 135.75
I
i
6212' Bock Of Beam Sebt To Bock Of Beam Seat I -
. Q ,G Back Of Footing I Back Of Footing "'*
Sta. 7 +99.57, 0.15' Lt �' Sta. 8+70.68 ° G c
m
' Back Of Stem Wall a Z Back Of Stem Wall
I I
Sto. 8+03.56 c ° Sta. 8 +66.68
Bock Of Beam Seat t° V Bock Of Beam Seat
Sta 8 +04.06 I Sto. 8 +66.18 I
-
W
�� 1 12 • . � � � _ - Nl 84 8 W _ _
eillio _ N 12 -
f rr
d / / lL \ \
1.7
/ ; I 2 n n
■ a/ _ -1 1 i ., �I J _
° Face Of Footing /
i Sta. 8 +05.81 Face Of Footing
Sta. 8 +64.43,
' Face Of Stem Wall !
<1 G Stp. 8 +04.81 Face Of Stem Wall
Y "O L A butment #1 Sta. 8 +65.43 •
a e % y Afiutment #2 Q�
B 1 , Top Of Bank r t 1ED PROfF
I Top Of Bank Drain Outlet 45' Bend \S I N s 'y
m
<i -45' Bend Sta. 8 +51.47, 25.5' Rt ‘ Sta. 8 +70.85, 6.1' Rt Cv ��
5 ' \ I.E. = 136.25 13106Pf�
IE. = 135.97
e Sta. 7 +98.18• 5.8" Rt i 1
o I I.E. = 135.55 �,
.o, @ �. I Drain Outlet
€ 1 I Sta. 8+20.86, 27.5' Rt
• 4. Existing Fonno /,E. = 135.25 ` Note:' I S ' I Creek Trail 46N
All Stations Are Given To The G� 9 0
n= • I C enterline Of Abutment, Unless 6
' . . •1 \ I
' Otherwise Noted
h ° <1 1 i \ . >_
o Abutment Layout Detail XP11us: 12/31/
A S
z
. 'CI Revisions and Addendums
CAPITAL CONSTRUCTION AND FAN N O CREEK TRAIL SHEET
8a Description Date No. By TRANSPORTATION DIVISION 01
u i - 3 125 W. L BL W
Ii $ 1 11GARD S. , OREGON HAL 97223 . Hall Blvd to Fanno Creek 3
VOICE: 503 - 639 -4171 OF
FAX. 503- 624 - 0752 5
of TIGARD WWW 1/GARD- OR.GOV
a € FILE NO
s 4 DESIGN: BMC I DRAWN: BMC I CHECK: VTN PROD. NO: I BID ON: Details - Abutment
I
I
2 +00 \ `
- ` 3 +50
•
Hall Blvd u , `. `. . ` , \ _ a9 - i- _ _ 4 +00 1 a+
•
• `.
k
Exist Guardrail i =: • • -'*• =` \ \ `.\ \\ \�`` • Construction Entrance
See Detail Sheet EC2 l
1
--'q.1111"11-1=--Illiallr- .
• '1` ' \ , \ ' \ / `` '` ' C t 0C µ ` , : f : 'i / /
. :,),,l‘ \ \\ , „ ‘ \ > ` �, '' ysT,
� • , p • O . /- ° , e e @ 6O -� ?, J
' / \ /' \ , / / / / \ /' , ,' \ \\ , ♦` / \\ ` / . \\ T'so " � " ■ ''P v P • a / \\,, ," ,y, \ \ Y \, t ,� l3 i�ht 0 / Way ` \ . f v '' - I ;° r�° !■ L ! ■ r G° „ r,°. P'
<' ' I , , , /` /n\ .� / '''s / , � . / i ` / 1>' ° ° ,�L ' � ' � � 0 � , 1 I I
//
> \ / >, Sediment �ence \ I
\\ , /' / � / \ ,,,>. ' S e get it S EEC2 \ '�\ / / I e ! /
' ' ^`\ ♦ /' �♦ ,' ^`\ ,' % \\ / \ 1 ��Sediment Fence `! ;`\
' `x� ' \; ' ,,<S `K , \ i See Detail Sheet EC2 T) x‘ / `)` \ ' • /.<\ ,,,,\‘‘ / , '\ / y' `)` '/ ' / / I I y ` / ♦ ,! \ / �,'
` \ \ Vegetative Corridor `♦ .' `, \ \ ' \ / ; 1 / ` \ , ♦ ,„/, `\ ,/ N . , i \ , \\ 2\ ,.., ,,,(‘ ,,,,\ ,„ „ , „ . 7 r ' / \ (Cross Hatched) > / 4 / , .\ , i i / ' k / ` r : ; � r
• y '•<' \‘• / , 'A' 4 • ,1/4 \ ',;<'/ , '' / X / ';'■ >c ,%< ,\„ / %`. ,)<.
/ • .(,/ ♦ \} \ \\ ` , Sediment Fence 0 \ \ \`\\ ,' ``` /' <` i . / ' ' \ . \ . +e ,' <♦ xi f i <` ; , /'` i ` \\ / \\ ,\, / >� \' ,i( / ' )S r <
♦/ ' / / , ,)
' \ '\ \7 ,,/,‘,‘ T� ,.., • ,• \ i. N ,' \ / S s • S ' / e\ .. \,' \ ' / 4
/ ‘, / \ \ / \\./ \ / 'W ‘ .''' \ X / \\// X ‘/\>(' (;) ' , ' :)<\,:s ; „ / ,,'<\ / / I / s, /\ •./ / / ,/ ,/ / //\• / ,/ / \ •"S ,/ \ /' ,/ \s ,/ \,•
Y S' , / 4 K X • ;\ ,/”. , ,, 4 / , A ,' \ / ,/ \ ,/ \\ ,/ \ 1 \‘ / , • \ ^ \/'� %` / CCC \ \ i ♦ ! • ,'- \ / \ // ♦ /\ / / /``\ / ^\ iy \ - \ / / / ' ' `\ / ; C \ •' / , \\ ,' s ' \ / ✓ \ \ , • to
, , '• 1111, � %til ' ■I, / ♦, '' , \y,` ` ` / \\ , \;y ,,' ♦ , \v; %\ ,\ , / \ ♦'\ \' ' / \ ,• \\ , \\ \^ ,;<, /'`, ,\
• E v ♦\. 1 111 I 9 / 1 \ ,' �� ♦ \\ ` \ ^♦ !' '` ' \ / \ n \ '' , , \ i ' \ , ,1 �1 ),; , ; Y'' ■ \ ` y ` \ / ' �\
W ?� ' , \'' / )• • f , 111 ' x y � ' , ♦ ♦),,' , >,'' \ \�'' ` �,' ` \� ` \x ,% `` \ '
� ‘,c,,, ` \\,/ \ . . ■ ` \`\ , ` • ` s ,�� 11 � 1, r 1` Y ' ' ( ' \ \` ' ` � ` '' •/ ♦ >, '' i`/ ''' / \ , "``. , ' ` Wetland ,� x
i t 1 s %:' \ ‘ X ' , . I OW AWA I - - - k - - - - 1 * \ //\\ ' sS s ''' \ \•//' ‘‘'‘'' \ \e / \ \e' '' ss \'''' '''/''' \ ''' \ V \ \ Y ' V \ \)`'‘' i ' ‘>•'' \ V ,,,,„:".." ' '
m < ' \ k C ; \ ` ` ' f ;y: ° ( ,' `� 13701S
L r
Wetland.
u , ■ ,• �) i \ \A \\</'
\` , , \ >,,' . . • • . • r • / / • . . • • ■ I > ' Z \
ui \` \ �'` ' , , \`,. i Srne/F'ence \ ' .. . . . I r • r r y 6 N9 •
^' \ ♦ \\ I ■ ■ I . ) . • . . • r . r r 20 r 10 ) 0 r r
• I QXPIRES: 17!31/ I
• . . / . • 1 6 , • D . • I 1 . I
Revisions and Addendums
CAPITAL CONSTRUCTION AND FANNO CREEK TRAIL SHEET
t=1. D scription Date No. By TRANSPORTATION DIVISION ER1
f W
,
: v 13125 S.W. HALL BLVD,
C • WARD, OREGON 97223 Hall Blvd to Fa n no Creek 4
VOICE: 503- 639 -4171 OF
• u o FAX: 503- 624 -0752 5
• Id TIGARD www nGARD— OR.GOV
a ;2 FILE NO
a 4 DESIGN. BMC I DRAWN: BMC I CHECK: RAK PROD. NO: I BID ON: Layout - Erosion Control
1
I
Filter Fabric Use Stitched Loops
Standard Erosion Control Notes For Sites Less Than One Acre: Material Over 2 "x 2" Posts 60 Angle Both Ends Of 10' On Center "" Oak Posts
H 75"
a _ • _ Filter Fabric Fence To Heav Y Dut Y
1. During periods of rainfall and runoff, doily inspections of the erosion sediment controls = T Sfa les
and discharge outfal /s must be provided by someone knowledgeable and experienced in filter Fabric Assure Soi! Is = . -- P
the principles, installation, and maintenance of erosion and sediment controls. = Material
1:1 Trapped : ;. 48" Orange (5 eo)
' 2. Construction activities must avoid or minimize excavation and creation of bare ground -4 36 Wide Ro lls _. Synt hetic ` ` .: 48 "' Oran
s.• from October 1 through May 31 each year. , ;; W � a rllj ,. Fabric Fence - •• Synthetic
Interlock and Attach 2 -
3. During wet weather period, temporary stabilization of the site must occur at the end of _ Yn
I 6' Max. S•acin• I 2' "x 2" Posts At Splices ti °`? "= '• �_.�_. ;s • Fabric Fence .
• each work day. - ;:
' 4. Sediment controls must be installed and maintained on all down gradient sides of the Front View Side View Top View
Tr construction site at all times during construction. They must remain in place until NTS NTS NT S Orange Fence
permanent vegetation or other permanent covering of exposed soil is established.
5. All active inlets must have sediment controls installed and maintained at all times NOTES Sediment Nrs
during construction. Unless otherwise approved, a surface mounted and attachable, 1. Sediment fencing consists of a geotextile fabric usually 36" in
u- shaped filter bag is required for all curb inlet catch basins. width with regular spaced pockets of supporting posts. Fence Spacing 1 "x2 "x3' Wooden Stakes
6. Significant amounts of sediment which leaves the site must be cleaned up within 24 2. Sediment fence must be trenched at least 6" into the ground. On Slopes (2 per bag)
hours and placed bock on the site and stabilized or properly disposed. The cause of The use of a 'ditch witch" or other mechanical means is helpful. Slope Spacing •e °= �` " -w, .;: ;: cr
the sediment release must be found and prevented from causing a recurrence of the 3 Sediment fence must be stretched tight between the posts. Do o ,� a .
discharge within the some 24 hours. Any in- stream clean up of sediment shall be not allow The fence to sag or break away from the fence posts. < 109 300 ft a �, a tl il <?s'`' ::;:
/ �,
performed according to the Oregon Deportment of State Lands required time frame. 5. More that one row of sediment fence may be required. Fencing < 15.' 150 ft o y •o o t
f
7. Sediment must not be intentionally washed into storm sewers, drainage ways, or water should be Located no more than 100' from the upper edge of a < 20% 100 ft SECTION VIEW
bodies. disturbed area. Space silt Fencing in rows no greater than 100'. < 309 50 ft NOTES
8. Sediment must be removed from behind all sediment control measures when it has 6. Sediment fences are effective only in sheet flow conditions and < 50% 25 ft 1. Embed Bio -bags 3" Below Ground
reached a height of one -third the barrier height, and prior to the control measures should not be Installed across streams or other concentrated > 5090* 25 ft* Surface. Shovel Excavate for Contour Fit
removal. flows * stockpile slope To Ground
9. Cleaning of all structures with sumps must occur when the sediment retention capacity
has been reduced by fifty percent and at completion of project. Sediment Fence 2. Drive Stakes Minimum 12" Into Ground
10. Any use of toxic or other hazardous materials must include proper storage, application, NTS Surface
and disposal.
Bio-Bag Sediment Barrier
11. The permittee must properly manage hazardous wastes, used oils, contaminated soil, May Be Used Short Term , Catch Basin Grate Airs concrete waste, sanitary waste, liquid waste, or other toxic substances discovered or with Utility Work And with
generated during construction. Phasing Of Development �� •
12. The application rate of fertilizers used to reestablish vegetation must follow V. __ '" ;�:•: "
:{?�' ,� Suspension pt
manufacturer's recommendations. Nutrient releases from fertilizers to surface waters Flow ; ;; i ; Flow - ___ =_ •
;-i: • .y •:••.; : - -: .�
must be minimized. Time release fertilizers should be used and core should be made in ' ,' ;.:';'. tN Cords /Rods ec o.� //
application of fertilizers within any water way riparian zone. ; ;,! " ": "11,fill,, r;Pa? I II.6u - nl n n imi C atc hy Overflow
o � g 5 �/
quu IIu' ,1,.. .., Basin � 1� Q te e. ,:� ►.
Illll�iiii; 11111/111 `: ••.;•;. :.' ?:; p� G �: S p-
14. Prior to any land disturbing activities, the boundaries of the clearing limits, vegetated � •..... , , ; .:� •, ��� Q- ����.,
ilii::: :��c : i l Filter Sock + . 5 � �.... a
buffers, and any sensitive areas shown on this plan shall be clearly delineated in the :1 - o t1�Z 441- 441- field, unless otherwise approved. No disturbance is permitted bey the clearing limits. 1P. =-75!!'f A11111116• -_ P QQ ;i;' �
The contractor must maintain the delineation for the duration of the project. Note. / /=v • a
Vegetated corridors to be delineated with orange construction fence or approved equal. 60 /// • -`� ,..s' �'O "' "' .
- 15. Prior to any land disturbing activities, the BMPs (Best Management Practices) that must Catch Basin Area Drain Insert Sack - Front View // s y
�, be installed ore gravel construction entrance, perimeter sediment control, and inle `��«!, ;i- ��
protection. These burp's must be maintained for the duration of the project. ;; ,• ;; 25' Min Radius j 5
\a ¢ o `
i 16. If vegetative seed mixes are speci seeding must take place no later than September 1st; the type and percentages of seed in the mix ore as identified on plans or as tilnuliiii Flow - Subgrade Reinforcement Q e° �r �
n9nl 1 "' Reber For Geotex 4..a ,. ..°'
I ---- ` e
I specified by the design engineer. �_lI Flow Ditch Catch Bog Removal 10 " -12 "" M in. Depth -�°'
• 17. Watertight trucks must be used to transport saturated soils from the construction site. iiI' Bottom Basin
20' Mi For Single /e Famil A nd Duple x Residential
An approved equivalent is f drain the soil on site at a designated location using \�l,, 2 "x2 "xi" 9 Family
W appropriate BMPs soil must be drained sufficiently for minimal spillage. " " " i ' i � i Rubber Blocks Grave Construction
!°
18. All pumping of sediment loden water must be discharged over on undisturbed, preferably Overlap Bags ; ,' . 9 ::1 Storm \ Expansion
P. e vegetated area and through a sediment control burp (i.e. Filter bog). 6" Min. (typ) Pi pe `� Restraint Entrance
0 19. The ESC plan must be kept onsite. All measures shown on the plan must be installed Plan Section Filter Sack NTS
properly to ensure that sediment laden water does not enter a surface water system, Ditch Inlet c��ED PROF
•g roadway, or other properties. '` iy
Notes Insert Sack Side View � rj G t N F a
m 20. The ESC measures shown on this plan are the minimum requirements for anticipated 1 Additional Measures Must Be Considered �,� �
P- site conditions. During the construction period, these measures shall be upgraded as & 13106
as needed to maintain compliance with all regulations. Depending On Soil Type. Notes
8 . are Bio - filter Bags Should Be Staked Where Recessed curb inlet must be blocked when
4 inspectors upon request. Applicable Using (2) 1 "x2" Wooden Stakes using filter fabric inlet sacks size of filter i ` N
` a 2 22. In areas subject to wind erosion, appropriate BMPs must be used which may include the Or Approved Equal Per Bag. fabric inlet sacks to be determined by "G • g0 �
• application of fine wafer spraying, plastic sheeting, mulching, or other approved 3. When Using 30" Bio -bogs To Protect A manufacturer. s ,
3 . measures. Catch Basin You Must Have 4 Bags And
. i 23. All exposed soils must be covered during wet weather period. They Shall Be Overlapped By 6'" Filter Fabric Inlet .16,-
1
easiamsgm
• Bio - Filter Bags Temporary Protection
NTS NTS
�� Revisions and Addendums CAPITAL CONSTRUCTION AND FA N NO CREEK TRAIL SHEET
24' Description Date No. By TRANSPORTATION DIVISION ER2
13125 5
Y s _ CARDS OREGON 97 OF
Hall Blvd to Fanno Creek
VOICE: 503- 639 -4171
ai FAX.: 503- 624 -0752
5
TIGARD K'WK. TICARD- OR.COV
i FILE NO
it DESIGN: BMC I DRAWN: BMC I CHECK: RAK PROD. NO: l BID ON: Details - Erosion Control
•~ di/LP 2crv9 - vve '/
/ 3,340 0 i- q
WESTERN WOOD
g.a\ STRUCTURES, INC.
Jii�.�//..': 20675 S.W. 105th Ave.
� ' \ Poxt Office Box 130
! Tualatin. OR 97062 -0130
TLlephone: (5031692- 6911() wwsi@westernwoodstructures.com
V Fax: (503) 692 -6434 www.westernwoodstructures.com
Fanno Creek Trail Bridge
Tigard, Oregon
WWSI Job Numbers 054042 & 094035
July 28, 2009
City of Tigard
Attention: Jeff Peck, Senior Engineering Technician
13125 SW Hall Blvd.
Tigard, OR 97223
Jeff,
This letter is written to certify that the Fanno Creek Trail Bridge designed by Western
Wood Structures, Inc. is designed to withstand the loads due to a. flood event without
flotation, collapse and lateral movement.
The bridge is designed to resist all lateral loads due to wind, seismic or stream flow forces.
The calculations of page 23 of our original calculations demonstrate that the design wind
• loads are more severe than the loads due to stream flow during a flood event. The stream
flow information was obtained from the report'prepared by Pacific Water Resources, Inc.
dated July 29, 2005. It should be noted that the 100 year flood elevation does not extend to
the top of the bridge structure, but all lateral load and buoyancy calculations assumed that
the bridge was completely inundated by the flood waters. Therefore these calculations are
conservative.
The 8" steel pipe piles are designed to withstand all of the loads due to these stream flow
forces assuming the top fifteen feet of soil has been removed by scouring action per the
recommendations in the report from Shannon and Wilson, Inc. dated June 3, 2009. Again
it should be noted that the Iength of the bridge was previously increased to 62' to place the
foundations away form the stream bank. The bridge is currently located approximately six
feet from the top of the bank. The above assumptions with regard to the depth of scour
and the increased set -back are conservative.
The attached calculations demonstrate that the bridge and its anchorages are designed to
' withstand all buoyant forces assuming the bridge is completely inundated during a flood
event. As previously stated, the 100 year flood elevation is at the top of deck elevation at
• the South end of the bridge. The weight of the bridge superstructure and the concrete
- '
1161.7' 5
.•
4
•■
. .
. .
w , •
abutments is greater than the buoyant force. Therefore, there will be no net uplift force due
to buoyancy applied to the steel piles.
Should you need further assistance, please feel free to contact me.
Sincerely,
Weste ood St / res, Inc.
• / , Mt
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P C. Gilh • • , P.E., S.E. - y `j 'VP
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I EXPIRES: 6-30-1 1 1
7•ZS.o9
„ DATE
_ 4 WESTERN WOOD STRUCTURES, INC. PROJECT FAJ,.1 CQE.K Ta'IL GgIA i.. 7 /
LOCATION TI GARD C_D2E'G't.3
iii2l P.O. BOX 130, TUALATIN, OREGON 97062 SHEET
503/692 -8900 • FAX 503/692-6434 JOB NO. OS4C4Z, rPJ.4-1D% BY (
lx OF 1
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se\ va V OW Na
evI MDE RS 2.49,'7443, SYG02.) 434 = 1.52.114 C.
• OSZAL Z, 03)(0 -)At = 103.33 c--
PurzLil.�b 2 (3.ms)(9)(c02)444. Z4.Z2 LF•
r-° ��.Ms (,s izs�(n ) (2,) / 20.5b LF
1 20s-�'-s I4.(s,1zs L4,6 )(3 a zy1r4= c-F
RAILS 2-(z,meNce)00 i,6t•4 io.98 CF
T TAL= 4 I 9,ZZ GF
ZZ\c 00.1c01 as 449.7 (So) = 20 LeS
goo1(A F-0 t2c.s. .419iZ ((cZ.4) Zcv, 19D.5 1-6$
-r %ooik%1T FmcE = 5,2)4. 4 Ls5
VSE (3) f M. B . G E4• '13EPdt iC,
TA LLD iz = 12(‘90 1,13 » »• °t) - 2\,139 L8s OK
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zS moo Lbs OIL
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LXPiitES: 6-30- lj I
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Western Wood Structures, Inc. — Computer Analysis Systems
P.O. Box 130, 20675 S.W. 105th, Tualatin, OR 97062 -0130 - 503/692 -6900 or 800/547 -5411 Fax 503/692 -6434
Fanno Creek Bridge - Tigard, Oregon - WWSI# 094035
28-Jul -09
Bolt Double Shear with Kerf Plate
2005 NDS Section 11.3
Side Member Main Member
Joint Description: B.C. To Web G,: 0.5
6 F 5600 psi
D: 0.75 in Fau: 2578.1353 psi
spacing, s: 6 in • t,: 3.1875 In ta,: 0.25 in
Bolts per row: 3 d,: 6 In d 8 in
# of rows: 4 Qs: 90 •
Beam width: 6.75 in 2578.1353 psi F, 87000 psi
Counter Sink Depth: 0 in E,: 1300000 psi E 29000000 psi
38.25 inA2 A 2 IO2
F. 45000 psi E,'A,: 49725000 lbs Em A 58000000 lbs
g: 175370.14 wood to metal
REA: 0.8573276 Co: 1.3333
u: 1.0196513 Cg: 0.989
m: 0.820431 CC: 1
Cm: 0.7
K =1 +(9/360): 1.25
R, =F, 33.75
l2(1 +Ra) 2Fye(2+R5)D2
k3 = - + 2 ks: 0.656
R 3F
MODE I.
Z = D K a' Zi,. 2465.3 lbs
2 e
MODE Ill.
k Dt F
3 i am
Z= 1.6 + R, )1C
Z 1907.9 lbs
MODE IV
D 2F611,Fyb Z,: 2437.6 lbs
Z 1.6K 3(1 +R
Z: 1907.89 lbs Controlling Value
Capacity of 12 - 0.75 in. Bolts 1a 90° to Grain = 21139 lbs.
Co: = 1.3333 Cg = 0.989 Cm =1
4
6t--&/° ,20-0 /
/33 (o °'q -avf
H SHANNON I LS O N, INC
ALASKA .
CALIFORNIA
• GEOTECHNICAL AND ENVIRONMENTAL CONSULTANTS FLORIDA
MISSOURI
OREGON
WASHINGTON
June 3, 2009
City of Tigard
13125 SW Hall Blvd
Tigard, OR 97223
Attn: Vannie Nguyen, P.E.
CIP Engineering Manager
RE: PILE FOUNDATION EVALUATION
FANNO CREEK TRAIL CROSSING
TIGARD, OREGON
Dear Ms. Nguyen:
We understand that a deep foundation alternative is being considered for the referenced Fanno
Creek Trail Crossing for which we previously conducted a geotechnical investigation
summarized in our report to you dated March 13, 2009. The deep foundation alternative is
being considered because of the concern for the potential scouring issue affecting the original
spread footing design discussed in our geotechnical report and the potential disturbance to the
creek bank from the footing excavation. This letter supplements our previous geotechnical
report.
At your request, we conducted one Cone Penetration Test (CPT) on the south side of the Fanno
Creek adjacent to the proposed bridge abutment to assist in our evaluation of the deep
foundation alternative. The CPT location is shown on the Site Plan, Figure 1, and the test result
is attached with this letter. We then performed a geotechnical engineering evaluation for the
deep foundation alternative. Based on our evaluation, it is our opinion that a deep foundation
alternative can be considered for the pedestrian bridge crossing. The recommended deep
foundation type is an 8 -inch diameter steel pipe pile driven to a depth of about 30 feet below
the existing creek banks. The following allowable pile capacities were computed for the
recommended piles:
Table 1: Allowable Load Capacities for Steel Pipe Piles
• Allowable Axial Allowable Uplift Allowable Lateral Capacity
Compressive Capacity Capacity (Assuming %" Deflection)
(kips) (kips) (kips)
22 20 2.5
3990 COLLINS WAY. SUITE 203
• LAKE OSWEGO. OREGON 97035
PHONE 503.223.6147
FAX 503.223.6140
www.shannonwilson corn
City of Tigard
Attn: Vannie Nguyen, P.E.
• June 3, 2009
Page 2
• In the axial loading capacity evaluation, we assume that the bridge abutments will be affected
by the potential creek scouring and that the scouring depth may extend to about 15 feet below
the creek bank levels (2 feet below the existing creek bottom at the south bank and 7 feet below
the creek bottom at the north bank based on the survey profile in the design drawing).
Therefore, only the soil resistance below 15 feet deep was considered. In addition, allowable
pile capacity values presented in Table 1 have a factor of safety of 3.0.
We recommend that the proposed bridge be supported on a minimum of two piles for each
abutment. To minimize the disturbance to the existing creek bank, the pile driving should be
conducted in a pre- drilled hole to remove the upper six feet of soil and using a suitable impact
hammer. The terminal driving criteria will depend on the driving equipment (i.e. hammer type,
weight, stroke, efficiency, etc...). In this case, the geotechnical engineer of record must be
retained to evaluate the driving resistance criteria based on the equipment used, and to observe
the driving of the piles. Shannon & Wilson can provide the appropriate driving resistance
criteria once the specific driving equipment is known.
The recommendations presented in this report are based on our understanding about the project
as described in our previous geotechnical report dated March 13, 2009. If you have any
questions or need to discuss about our recommendations, please do not hesitate to contact this
office.
SHANNON & WILSON, INC. ¢ PROA-4,
G GINEE �o
tr
OREGON
12.31
By Yuxin "Wolfe" Lang, PE, GE kJxIN LP■NQ
Senior Principal Engineer
-kp p _ 3/_242,0
YWL /KFF
Enclosures: Figure 1 Vicinity Map
Attachment CPT -1 Log
Pile Foundation Recommendations.doc 24 -1- 03535 -002
t I .
1
f
1
Bridge To Be Assembled And Placed By i
City Of Tigard Public Works Deportment. I
Install Bridge Abutment #2 1
4" PVC 1 ' See Details Sheet D1 I
Pipe Drain
h
i x 0
Begin Boardwalk o
Install Bridge Abutment /1 l Sto = 8 +66.68 I
See Details Sheet D1 j \ B -
{ End Bridge t ►l
Sto = 8 +66.18
Begin Bridge ` _ yam It i u ; St o = 8 +04.1'4 I r1 " 7,
__
Fnd Concrete Trail - - \CPT4'"10 tt II
•
Concrete B - 1 .
4.
St = 7 + g7. 8 01111 co
air t as
4 7 °o Remov 4 "' PVC Pi e Drain
e Existing Barricade
Pip
`. (Salvage To City Of Tigard)
r', l� I
LEGEND
� Fanno Creek Trail
S Approximate location and designation of boring Tigard, Oregon
B-1
Approximate location and designation of CPT
CPT -1
0 10 20 SITE PLAN
NOTES:
1) Basemap and structural layout provided by City of Tigard. Scale In Feet June 2009 24 - 03535 - 002
2) The borings was located by measuring with a tape to known features on site and are approximate.
3) Not to Scale SHANNON WILSON, INC. Fig.1
Gea anr, l ena Ew tww WILSON,
. d ---
a . .
a
SHANNON & WILSON / CPT - 1 / HALL BLVD BEAV
Operator: JSP /SVANNAN EXP CPT Date/Time: 06 -01 -09 08:37
Sounding: FILP82 Location: CPT -1 HALL BLVD
Cone Used: 4CH Job Number: S &W (TIG CITY H
. SPT N" Soil Behavior Type' Tip Resistance Local Friction Friction Ratio Pore Pressure
' 60% Hammer Zone: UBC -1983 Qt (Ton /ft^2) Fs (Ton /ft^2) Fs /Qt ( %) Pw (psi)
0 80 0 12 0 160 0 5 0 10 -20 30
0 1111111 11111111111 11 1 1 I I I 1 1 1 1 111111111 111111111 ,„
¢ 1 � , ,
t szl
10 — {..1..,..1- 1•...,— - - - -` _. i t ar _..}.% " i -- • -* Z...�
.. 5 JF""
c -4
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, _ ,
4,
r i I -._
t
—4..+,,,,,,,4„.+5-. _ . k -- ;...., — ...i..
30 _ - -- •i )... +-
Depth i -r I -_•
1 i % i
40
t
t
Ir il ,
t. r
i
4
,v
1 1-1 rl . 411 : ti
�
\
L .,,
r 4 sa T '�- " tea
f
60 , r ..
Maximum Depth = 60.37 feet Depth Increment = 0.164 feet
1 sensitive fine grained M 4 silty clay to clay . 7 silty sand to sandy silt 10 gravelly sand to sand
2 organic material 5 clayey silt to silty clay 8 sand to silty sand 11 very stiff fine grained ( ")
3 clay ® 6 sandy silt to clayey silt 9 sand 12 sand to clayey sand ( ")
"Soil behavior type and SPT based on data from UBC -1983