1005_and_2001_Calcbook_Documents.pdf

Prepared for:

Ada County Highway District

Bridge Design Calculations Munger Road Bridge #1005 over Drain 10 Ada County, ID

ACHD Project No. 224008

DEA Project No. ADAX0000-0009

January 31, 2025

Munger Rd #1005 over Drain 10 Bridge Design Calculations Ada County Project No. 224008

TABLE OF CONTENTS

01 GEOMETRY

02 CULVERT BEARING

03 WING WALLS

04 QUANTITIES

01 GEOMETRY

Bridge Geometry Drain 10 #1005

Profile Geometry

Location Station Elev @ PGL Horiz. Offset Sidewalk

Width

Finished

Grade @

Horiz Offset

Cover @

Horiz Offset

VPI Station: 8+33.01 PT A 9+76.25 2464.53 24.000 0.000 2464.05 3.211

VPI Elevation: 2463.95 PT B 9+85.00 2464.56 24.000 0.000 2464.08 3.246

VPI Station: 10+63.64 PT C 9+93.75 2464.60 24.000 0.000 2464.12 3.282

VPI Elevation: 2464.88 PT D 9+76.25 2464.53 0.000 0.000 2464.53 3.691

Grade: 0.403% PT E 9+85.00 2464.56 0.000 0.000 2464.56 3.726

Length: 230.63 PT F 9+93.75 2464.60 0.000 0.000 2464.60 3.762

PT G 9+76.25 2464.53 17.440 7.000 2464.78 3.947

Bridge Geometry PT H 9+85.00 2464.56 17.440 7.000 2464.82 3.982

Box Culvert Rise= 6.00 ft PT I 9+93.75 2464.60 17.440 7.000 2464.85 4.018

Box Culvert Span= 16.00 ft

Top slab Thickness= 1.17 ft Inlet T/Back of Sidewalk @ Headwall:

Bot slab Thickness= 1.08 ft South = 2464.78

Wall Thickness= 0.75 ft North = 2464.85

Wing Ftg Thickness= 1.50 ft Max + 6" = 2465.35

Frost Depth to T/Ftg= 2.00 ft

3/4" Ag Pad Ht= 1.00 ft Outlet T/Headwall:

South = 2464.05

North = 2464.12

Invert El= 2453.67 Max + 6" = 2464.62

T/Headwall El= 2465.35

Top of Box Culvert El= 2460.84

Min Cover over Culvert= 3.95 ft

Max Cover over Culvert= 4.02 ft

Bot. of Culvert El.= 2452.59

Bot of Ex El.= 2451.59

T/Ftg El.= 2451.67

Bot. of Wing Footer= 2450.17

Wall Ht (TOW to Bot of Ftg)= 15.18 ft

Headwall Ht= 4.52 ft

Invert El= 2453.55

T/Headwall= 2464.62

Top of Box Culvert El= 2460.72

Min Cover over Culvert= 3.33 ft

Max Cover over Culvert= 3.40 ft

Bot. of Culvert El.= 2452.47

Bot of Ex El.= 2451.47

T/Ftg= 2451.55

Bot. of Wing Footer= 2450.05

Wall Ht (TOW to Bot of Ftg)= 14.57 ft

Outlet Headwall Ht= 3.90 ft

Munger Road Data

INLET

OUTLET

02 CULVERT BEARING

Client:

DEA Project #:

Client Project #:

Structure:

By:

Checked:

Ada County Highway District

ADAX00HD-0009

224008 Munger Rd #1005 Over Drain 10 P. Kelly

Box Culvert Bearing Munger Road #1005 Over Drain 10

Design per AASHTO LRFDBDS-9 & ITD October 2023 BDM

Geometry

Design Length ≔L 12 ft Using strip width of 12 feet to simplify LL

Width / Height ≔W 17.5 ft ≔H 8.25 ft Plans 1/9

Clear Span ≔Wclr 16 ft Plans 1/9

Clear Height ≔Hclr 6 ft Plans 1/9

Chamfer Width ≔Wchamfer 9 in Plans 1/9

Curb Height ≔Hcurb 4.205 ft Plans 8/9

Curb Thickness ≔Tcurb 1 ft Plans 8/9

Fill Height ≔Hfill =÷⎛⎝ +⋅3 ⎛⎝ -Hcurb 6.75 in⎞⎠ ⋅25 ft %2 ⎞⎠ 3 45.710 in Plans 8/9

LS Equivalent Height ≔heq 2 ft

Material Properties

Fill Unit Weight ≔γs ⋅0.130 kcf GEO 19/40

Coeff. of Active Earth ≔ka 0.28 GEO 19/40

Coeff. of At Rest Earth ≔ko 0.44 GEO 19/40

Coeff. of Passive Earth ≔kp =÷1 ka 3.571

Coeff of Friction (Lat Slide) ≔μn 0.54 GEO 14/40

Internal Friction Angle ≔ϕf 34 deg GEO 19/40

Nominal Bearing Capacity ≔Qn 19 ksf GEO 14/40

Service Bearing Capacity ≔Qa 2.4 ksf 1" settlement or less GEO 14/40

Conc Unit Weight ≔γc 0.150 kcf Normal Weight C.3.5.1

Client Project #:

Structure:

By:

Checked:

Ada County Highway District

ADAX00HD-0009

224008 Munger Rd #1005 Over Drain 10 P. Kelly

Resistance Factors

Bearing ≔ϕb.str 0.45 ≔ϕb.srv 1.0 GEO 14/40

Load Modifiers

Ductility Modifier ≔ηD 1.00 Conventional Design 1.3.3

Redundancy Modifier ≔ηR 1.00 Conventional Design 1.3.4

Importance Modifier ≔ηI 1.00 Typical Bridge 1.3.5

Maximum Modifier ≔ηmax =max ⎛⎝ ,⋅⋅ηD ηR ηI 0.95⎞⎠ 1.000 1.3.2.1-1

Load Factors T3.4.1.-1

Max Strength I ≔γDC.strI 1.25 ≔γEV.strI 1.35 ≔γLL.strI 1.75

Max Extreme II ≔γDC.extII 1.00 ≔γEV.extII 1.00 ≔γLL.extII 0.5

Service I ≔γDC.srvI 1.00 ≔γEV.srvI 1.00 ≔γLL.srvI 1.00

Unfactored Loads

Component Dead Load ≔DC =⋅γc ⎛

↲⋅⋅L W H

⋅⋅⋅2 Tcurb W Hcurb

⋅⋅L 0.5 Wchamfer

⋅⋅L Wclr Hclr

109.658 kip

Vertical Earth Pressure ≔EV =⋅γs ⎛⎝ ⋅⋅L W Hfill ⎞⎠ 103.990 kip

Live Load

Multiple Presence Factor ≔m 1.20 Single Lane Per 3.6.1.2.6a ¶ 4 T3.6.1.1.2-1

Dynamic Load Allowance ≔IM =⋅33 %⎛⎝ -1.0 ÷⋅0.125 Hfill ft⎞⎠ %17.287 3.6.2.2-1

HL93 Axle Load ≔HL93 32 kip F3.6.1.2.2-1

Live Load ≔LLIM =⋅⋅⋅2 HL93 m (( +1 IM)) 90.077 kip

Client Project #:

Structure:

By:

Checked:

Ada County Highway District

ADAX00HD-0009

224008 Munger Rd #1005 Over Drain 10 P. Kelly

Factored Loads

Str I Vert Load ≔PstrI =⋅ηmax ⎛⎝ ++⋅γDC.strI DC ⋅γEV.strI EV ⋅γLL.strI LLIM

⎞⎠ 435.093 kip

Ext II Vert Load ≔PextII =⋅ηmax ⎛⎝ ++⋅γDC.extII DC ⋅γEV.extII EV ⋅γLL.extII LLIM

⎞⎠ 258.686 kip

Srv I Vert Load ≔PsrvI =⋅ηmax ⎛⎝ ++⋅γDC.srvI DC ⋅γEV.srvI EV ⋅γLL.srvI LLIM

⎞⎠ 303.724 kip

Bearing Resistance Check

StrI Bearing Pressure ≔qu.strI =÷PstrI (( ⋅L W)) 2.072 ksf

StrI Bearing Resist ≔qR.strI =⋅ϕb.str Qn 8.550 ksf 10.6.3.1.1-1

ExtII Bearing Pressure ≔qu.extII =÷PextII (( ⋅L W)) 1.232 ksf

ExtII Bearing Resist ≔qR.extII =⋅ϕb.str Qn 8.550 ksf 10.6.3.1.1-1

SrvI Bearing Pressure ≔qu.srvI =÷PsrvI (( ⋅L W)) 1.446 ksf

Factored Bearing Resist ≔qR.srvI =⋅ϕb.srv Qa 2.400 ksf 10.6.3.1.1-1

≔strIBearing [q_R = 8.55 ksf > q_u = 2.07 ksf] -- O.K.

≔extIIBearing [q_R = 8.55 ksf > q_u = 1.23 ksf] -- O.K.

≔srvIBearing [q_R = 2.4 ksf > q_u = 1.45 ksf] -- O.K.

Client Project #:

Structure:

By:

Checked:

Ada County Highway District

ADAX00HD-0009

224008 Munger Rd #1005 Over Drain 10 P. Kelly

General Notes Values

Design Loads

Conc Unit Weight =γc 150 pcf

Active EH Pressure =⋅ka γs 36 pcf

At-Rest EH Pressure =⋅ko γs 57 pcf

Passive EH Pressure =⋅kp γs 464 pcf

Soil Unit Weight =γs 130 pcf

Live Loads =heq “2' 0"” FIF ≔LLtruck “HL-93”

Internal Friction Angle =ϕf 34 deg

Foundation Data

SrvI BPallow (1" Settlement) =Qa 2.40 ksf

SrvI Bearing Pressure ≔Qs =qu.srvI 1.45 ksf

Nom Bearing Resistance =Qn 19.00 ksf

Factored Bearing Resist =ϕb.str 0.45 =⋅ϕb.str Qn 8.550 ksf

Factored Bearing Pressure ≔Qu =qu.strI 2.07 ksf

Coeff of Friction (Lat Slide) =μn 0.54

03 WING WALLS

Client Project #:

Structure:

By:

Checked:

Ada County Highway District

ADAX00HD-0009

224008 Munger Rd #1005 Over Drain 10 P. Kelly

Cantilever Retaining Wall Munger Road #1005 Over Drain 10

Design per AASHTO LRFDBDS-9 & ITD October 2023 BDM

Geometry

Stem Height ≔Hstem 14 ft Plans 7/9

Stem Thickness @ Top ≔TstemTop 1 ft Plans 7/9

Stem Thickness @ Bottom ≔TstemBot =+1 ft ÷Hstem 24 1.583 ft Plans 7/9

Stem Average Thickness ≔TstemAvg =÷⎛⎝ +TstemTop TstemBot⎞⎠ 2 1.292 ft

Backface to Vert Angle ≔θstem =atan ⎛⎝ ÷⎛⎝ -TstemBot TstemTop⎞⎠ Hstem⎞⎠ 2.386 deg

Fill to Horz Angle ≔β 0 deg Plans 1/9

Footing Thickness ≔Tftg 1.5 ft Plans 7/9

Heel Length ≔Lheel +5 ft 11 in Plans 7/9

Toe Length ≔Ltoe 2.5 ft Plans 7/9

Footing Width ≔Bftg =++Lheel TstemBot Ltoe 10.000 ft

Fill Height Over Toe ≔HtoeFill 2 ft Plans 7/9

Backface to LS ≔dLS 2 ft Plans 7/9

Design Length ≔L 1 ft

Design Height ≔H =+Hstem Tftg 15.500 ft

Client Project #:

Structure:

By:

Checked:

Ada County Highway District

ADAX00HD-0009

224008 Munger Rd #1005 Over Drain 10 P. Kelly

Material Properties

Backfill

Backfill Unit Weight ≔γs ⋅0.130 kcf GEO 19/40

Coeff. of Active Earth ≔ka 0.28 GEO 19/40

Coeff. of At Rest Earth ≔ko 0.44 GEO 19/40

Internal Friction Angle ≔ϕf 34 deg GEO 19/40

Sliding Resist Compkp ≔θkp 50 GEO 19/40

Coeff. of Passive Earth ≔kp =― ka 3.571

Subgrade

Str1 Nom Bearing Resist ≔qn.strI ⎛⎝Beff⎞⎠ ⎛⎝ ++⋅-0.1058 ⎛⎝ ÷Beff ft⎞⎠ 2 ⋅1.6287 ⎛⎝ ÷Beff ft⎞⎠ 3.0661⎞⎠ ksf GEO 16/40

Srv1 Allow Bearing Resist ≔qn.srvI ⎛⎝Beff⎞⎠ ⎛⎝ ⋅46.135 ⎛⎝ ÷Beff ft⎞⎠ ⎛⎝-1.017⎞⎠⎞⎠ ksf GEO 16/40

Nominal Sliding Coeff ≔μn 0.67 GEO 15/40

Site & Site Class ≔SiteClass “B” ≔SoilClass “D” GEO 8/40

Peak Ground Acceleration ≔PGA 0.081 GEO 8/40

Short Period 0.2s SRA ≔Ss 0.189 GEO 8/40

Short Period 1s SRA ≔S1 0.068 GEO 8/40

Concrete

Conc Comp Strength ≔f'c 4 ksi Plans 2/9

Conc Unit Weight ≔γc 0.150 kcf Normal Weight C.3.5.1

Conc Density Mod Factor ≔λ 1.0 Normal Weight Conc. 5.4.2.8

Agg Correction Factor ≔K1 1.0 No Physical Test 5.4.2.4-1

Modulus of Elasticity ≔Ec =⋅⋅⋅120000 K1 ⎛⎝ ÷γc kcf⎞⎠ 2 ⎛⎝ ÷f'c ksi⎞⎠

0.33 ksi 4266.223 ksi 5.4.2.4-1

Client Project #:

Structure:

By:

Checked:

Ada County Highway District

ADAX00HD-0009

224008 Munger Rd #1005 Over Drain 10 P. Kelly

Steel Reinforcement

Steel Ultimate Strength ≔fu 90 ksi Grade 60 ASTM A615

Steel Yield Strength ≔fy 60 ksi Grade 60 ASTM A615

Modulus of Elasticity ≔Es 29000 ksi 5.4.3.2

Stem

Flex Bar/Spacing/Cover ≔barSF 6 ≔spaSF 6 in ≔ccSF 2 in

Temp Bar/Spacing/Cover ≔barST 4 ≔spaST 12 in ≔ccST 2 in

Footing Heel

Flex Bar/Spacing/Cover ≔barHF 6 ≔spaHF 6 in ≔ccHF 2 in

Temp Bar/Spacing/Cover ≔barHT 4 ≔spaHT 12 in ≔ccHT 2 in

Footing Toe

Flex Bar/Spacing/Cover ≔barTF 4 ≔spaTF 6 in ≔ccTF 2 in

Temp Bar/Spacing/Cover ≔barTT 4 ≔spaTT 12 in ≔ccTT 2 in

Client Project #:

Structure:

By:

Checked:

Ada County Highway District

ADAX00HD-0009

224008 Munger Rd #1005 Over Drain 10 P. Kelly

Resistance Factors

Flexure ≔ϕm 0.90 Normal Weight 5.5.4.2

Shear ≔ϕv 0.90 Normal Weight 5.5.4.2

Bearing ≔ϕb 0.45 GEO 14/40

Sliding (conc on soil) ≔ϕτ.conc 0.8 CIP on Sand GEO 16/40 & T10.5.5.2.2-1

Sliding (soil on soil) ≔ϕτ.soil 0.9 T.10.5.5.2.2-1

Passive Pressure ≔ϕep 0.50 T.10.5.5.2.2-1

Extreme Event ≔ϕEE 1.00 Not Otherwise Specified 11.5.8

Load Modifiers

Ductility Modifier ≔ηD 1.00 Conventional Design 1.3.3

Redundancy Modifier ≔ηR 1.00 Conventional Design 1.3.4

Importance Modifier ≔ηI 1.00 Typical Bridge 1.3.5

Maximum Modifier ≔ηmax =max ⎛⎝ ,⋅⋅ηD ηR ηI 0.95⎞⎠ 1.000 1.3.2.1-1

Minimum Modifier ≔ηmin =min ⎛⎝ ,÷1 ⎛⎝ ⋅⋅ηD ηR ηI⎞⎠ 1⎞⎠ 1.000 1.3.2.1-2

Load Factors T3.4.1.-1

Min Strength I ≔γDC.strImin 0.90 ≔γEV.strImin 1.00 ≔γEH.strImin 0.90 ≔γLS.strImin 0.00

Max Strength I ≔γDC.strImax 1.25 ≔γEV.strImax 1.35 ≔γEH.strImax 1.50 ≔γLS.strImax 1.75

Strength IV ≔γDC.strIV 1.50 ≔γEV.strIV 1.35 ≔γEH.strIV 1.50 ≔γLS.strIV 0.00

Min Extreme II ≔γDC.extIImin 1.00 ≔γEV.extIImin 1.00 ≔γEH.extIImin 1.00 ≔γLS.extIImin 0.50

Max Extreme II ≔γDC.extIImax 1.00 ≔γEV.extIImax 1.00 ≔γEH.extIImax 1.00 ≔γLS.extIImax 0.50

Service I ≔γDC.srvI 1.00 ≔γEV.srvI 1.00 ≔γEH.srvI 1.00 ≔γLS.srvI 1.00

Client Project #:

Structure:

By:

Checked:

Ada County Highway District

ADAX00HD-0009

224008 Munger Rd #1005 Over Drain 10 P. Kelly

Unfactored Loads (per linear foot of wall)

Stem DC ≔DCstem =⋅⎛⎝ ⋅⋅L TstemAvg ⎛⎝ +Hstem Tftg⎞⎠⎞⎠ γc 3.003 kip 3.5.1

Stem Wedge EV ≔EVstem =⋅⎛⎝ ⋅÷⋅L ⎛⎝ -TstemBot TstemTop⎞⎠ 2 Hstem⎞⎠ γs 0.531 kip 3.5.1

EH Vertical @ Stem Bot ≔EHV.stem =⋅⋅⋅0.5 ⎛⎝ ⋅⋅ka γs Hstem⎞⎠ ⎛⎝ ⋅L Hstem⎞⎠ sin ⎛⎝θstem⎞⎠ 0.149 kip 3.11.5.1-1

EH Horizontal @ Stem Bot ≔EHH.stem =⋅⋅0.5 ⎛⎝ ⋅⋅ka γs Hstem⎞⎠ ⎛⎝ ⋅L Hstem⎞⎠ cos ⎛⎝θstem⎞⎠ 3.564 kip 3.11.5.1-1

Heel DC ≔DCheel =⋅⎛⎝ ⋅⋅L Lheel Tftg⎞⎠ γc 1.331 kip 3.5.1

Heel EV ≔EVheel =⋅⎛⎝ ⋅⋅L Lheel Hstem⎞⎠ γs 10.768 kip 3.5.1

Heel EH ≔EHheel =⋅⋅0.5 ⎛⎝ ⋅⋅ka γs ⎛⎝ +Hstem Tftg⎞⎠⎞⎠ ⎛⎝ ⋅L ⎛⎝ +Hstem Tftg⎞⎠⎞⎠ 4.373 kip 3.11.5.1-1

EH Vertical @ Heel Bot ≔EHV.heel =⋅⋅⋅0.5 ⎛⎝ ⋅⋅ka γs ⎛⎝ +Hstem Tftg⎞⎠⎞⎠ ⎛⎝ ⋅L ⎛⎝ +Hstem Tftg⎞⎠⎞⎠ sin ⎛⎝θstem⎞⎠ 0.182 kip 3.11.5.1-1

EH Horizontal @ Heel Bot ≔EHH.heel =⋅⋅⋅0.5 ⎛⎝ ⋅⋅ka γs ⎛⎝ +Hstem Tftg⎞⎠⎞⎠ ⎛⎝ ⋅L ⎛⎝ +Hstem Tftg⎞⎠⎞⎠ cos ⎛⎝θstem⎞⎠ 4.369 kip 3.11.5.1-1

Toe DC ≔DCtoe =⋅⎛⎝ ⋅⋅L Ltoe Tftg⎞⎠ γc 0.563 kip 3.5.1

Toe EV ≔EVtoe =⋅⎛⎝ ⋅⋅L Ltoe HtoeFill⎞⎠ γs 0.650 kip 3.5.1

Heel EH Vertical ≔EHtoe =-⎛

↲⋅⋅0.5 ⎛⎝ ⋅⋅kp γs ⎛⎝ +Tftg HtoeFill⎞⎠⎞⎠ ⎛⎝ ⋅L ⎛⎝ +Tftg HtoeFill⎞⎠⎞⎠ ⋅⋅0.5 ⎛⎝ ⋅⋅kp γs HtoeFill⎞⎠ ⎛⎝ ⋅L HtoeFill⎞⎠

-1.915 kip 3.11.5.1-1

LS Equivalent Height ≔heq

←h +Hstem Tftg if else

<dLS 1 ft if

,,<h 10 ft +⋅――― -1.5 ft

5 ft (( -h 5 ft)) 5 ft +⋅―――

-1.5 ft

10 ft (( -h 10 ft)) 3.5 ft

‖2 ft

T3.11.6.4-2

=heq 2.000 ft

LS ≔LS =⋅⎛⎝ ⋅⋅ka γs heq⎞⎠ (( ⋅L H)) 1.128 kip 3.11.6.4-1

Client Project #:

Structure:

By:

Checked:

Ada County Highway District

ADAX00HD-0009

224008 Munger Rd #1005 Over Drain 10 P. Kelly

Unfactored Moments About CL Footing

DC Moment About CL Ftg ≔MDC =

↲⋅DCstem

Bftg

Ltoe ―――

TstemAvg

⋅DCheel

Bftg

Ltoe TstemBot ――

Lheel

⋅DCtoe

Bftg

Ltoe

4.960 ⋅kip ft

EV Moment About CL Ftg ≔MEV =

↲⋅EVstem

Bftg

Ltoe TstemTop ―――――

-TstemBot TstemTop

⋅EVheel

Bftg

Ltoe TstemBot ――

Lheel

⋅EVtoe

Bftg

Ltoe

-18.906 ⋅kip ft

EH Moment About CL Ftg ≔MEH =⋅EHheel

H

2 ⎛

Bftg

Ltoe TstemBot

2 ⎞

22.944 ⋅kip ft

LS Moment About CL Ftg ≔MLS =⋅LS ― H

8.745 ⋅kip ft

Factored Moments About CL Footing

Str I min Moment ≔MstrImax =⋅ηmax ⎛

↲+⋅γDC.strImax ⎛⎝MDC⎞⎠ ⋅γEV.strImax ⎛⎝MEV⎞⎠ ⋅γEH.strImax ⎛⎝MEH⎞⎠ ⋅γLS.strImax ⎛⎝MLS⎞⎠

30.396 ⋅kip ft

Ext II min Moment ≔MextIImax =⋅ηmax ⎛

↲+⋅γDC.extIImax ⎛⎝MDC⎞⎠ ⋅γEV.extIImax ⎛⎝MEV⎞⎠ ⋅γEH.extIImax ⎛⎝MEH⎞⎠ ⋅γLS.extIImax ⎛⎝MLS⎞⎠

13.370 ⋅kip ft

Srv I Moment ≔MsrvI =⋅ηmax ⎛⎝ +++MDC MEV MEH MLS⎞⎠ 17.743 ⋅kip ft

Client Project #:

Structure:

By:

Checked:

Ada County Highway District

ADAX00HD-0009

224008 Munger Rd #1005 Over Drain 10 P. Kelly

Eccentricity (Overturning) Check

Allowable Eccentricity ≔elimit =÷Bftg 3 40.000 in 10.6.3.3

Str I min Vertical Load ≔PstrImin =⋅ηmin ⎛

↲⋅γDC.strImin ⎛⎝ ++DCstem DCheel DCtoe⎞⎠ ⋅γEV.strImin ⎛⎝ ++EVstem EVheel EVtoe⎞⎠

16.356 kip

Str I min Eccentricity ≔estrImin =|| ÷MstrImax PstrImin|| 22.301 in F11.6.3.2-1

[e_limit = 40 in > e_strI = 22.3 in] -- O.K.

Ext II min Vertical Load ≔PextIImin =⋅ηmin ⎛

↲⋅γDC.extIImin ⎛⎝ ++DCstem DCheel DCtoe⎞⎠ ⋅γEV.extIImin ⎛⎝ ++EVstem EVheel EVtoe⎞⎠

16.846 kip

Ext II min Eccentricity ≔eextIImin =|| ÷MextIImax PextIImin|| 9.524 in F11.6.3.2-1

[e_limit = 40 in > e_extII = 9.52 in] -- O.K.

Client Project #:

Structure:

By:

Checked:

Ada County Highway District

ADAX00HD-0009

224008 Munger Rd #1005 Over Drain 10 P. Kelly

Bearing Resistance Check

Srv I Vertical Load ≔PsrvI =⋅ηmax ⎛⎝ +++++DCstem DCheel DCtoe EVstem EVheel EVtoe ⎞⎠ 16.846 kip

Srv I Eccentricity ≔esrvI =|| ÷MsrvI PsrvI || 12.639 in F11.6.3.2-1

Srv I Eff Footing Width ≔B'srvI =-Bftg ⋅2 esrvI 94.723 in 10.6.1.3-1

≔Qs =÷PsrvI ⎛⎝ ⋅L B'srvI⎞⎠ 2.134 ksf

≔Qa =qn.srvI ⎛⎝B'srvI⎞⎠ 5.643 ksf 10.6.3.1.1-1

[Q_a = 5.64 ksf > Q_s = 2.13 ksf] -- O.K.

Str I max Vertical Load ≔PstrImax =⋅ηmax ⎛

↲⋅γDC.strImax ⎛⎝ ++DCstem DCheel DCtoe

⋅γEV.strImax ⎛⎝ ++EVstem EVheel EVtoe

22.252 kip

Str I max Eccentricity ≔estrImax =|| ÷MstrImax PstrImax || 16.392 in F11.6.3.2-1

Str I max Eff Footing Width ≔B'strImax =-Bftg ⋅2 estrImax 87.217 in 10.6.1.3-1

≔Qu.strI =÷PstrImax ⎛⎝ ⋅L B'strImax⎞⎠ 3.062 ksf

≔ϕQn.strI =⋅ϕb qn.strI ⎛⎝B'strImax⎞⎠ 4.192 ksf 10.6.3.1.1-1

[ΦQ_n.strI = 4.19 ksf > Q_u.strI = 3.06 ksf] -- O.K.

Ext II max Vertical Load ≔PextIImax =⋅ηmax ⎛

↲⋅γDC.extIImax ⎛⎝ ++DCstem DCheel DCtoe

⋅γEV.extIImax ⎛⎝ ++EVstem EVheel EVtoe

16.846 kip

Ext II max Eccentricity ≔eextIImax =|| ÷MextIImax PextIImax || 9.524 in F11.6.3.2-1

Ext II max Eff Ftg Width ≔B'extIImax =-Bftg ⋅2 eextIImax 100.952 in 10.6.1.3-1

≔Qu.extII =÷PextIImax ⎛⎝ ⋅L B'extIImax⎞⎠ 2.002 ksf

≔ϕQn.extII =⋅ϕb qn.strI ⎛⎝B'extIImax⎞⎠ 4.176 ksf 10.6.3.1.1-1

[ΦQ_n.extII = 4.18 ksf > Q_u.extII = 2 ksf] -- O.K.

Client Project #:

Structure:

By:

Checked:

Ada County Highway District

ADAX00HD-0009

224008 Munger Rd #1005 Over Drain 10 P. Kelly

Sliding Check

Str I min Vertical Load ≔PstrImin =⋅ηmin

↲⋅γDC.strImin ⎛⎝ +DCstem DCheel

⋅γEV.strImin

⎛⎝ +EVstem EVheel

15.200 kip

Str I min Horz Shear ≔VstrImax =⋅ηmax

↲⋅γEH.strImax ⎛⎝EHH.heel

⋅γLS.strImax

((LS))

8.528 kip

Ext II min Vertical Load ≔PextIImin =⋅ηmin

↲⋅γDC.extIImin ⎛⎝ +DCstem DCheel

⋅γEV.extIImin

⎛⎝ +EVstem EVheel

15.634 kip

Ext II min Horz Shear ≔VextIImax =⋅ηmax

↲⋅γEH.extIImax ⎛⎝EHH.heel

⋅γLS.extIImax

((LS))

4.933 kip

Max Horz Force ≔Vu.horz =max ⎛⎝ ,VstrImax VextIImax ⎞⎠ 8.528 kip

Min Vert Force ≔Pu =max ⎛⎝ ,PstrImin PextIImin ⎞⎠ 15.634 kip

Coefficient Modifier ≔C 1.00 Conc Cast Against Soil 10.6.3.4-2

Nom. Sliding Resistance ≔Rτ =⋅⋅C Pu μn 10.474 kip Conservatively Assume Cohesionless 10.6.3.4-2

Nom. Passive Resistance ≔Rep =-EHtoe 1.915 kip Conservatively Neglect Passive Resistance 11.6.3.5

Factored Resistance ≔ϕRn =+⋅ϕτ.conc Rτ ⋅ϕep Rep 9.337 kip 10.6.3.4-2

[ΦR_n = 9.34 kip > V_u = 8.53 kip] -- O.K.

Client Project #:

Structure:

By:

Checked:

Ada County Highway District

ADAX00HD-0009

224008 Munger Rd #1005 Over Drain 10 P. Kelly

Stem - Flexure Design

Nominal LS Moment ≔P =LS 1.128 kip ≔b =÷Hstem 2 7.000 ft

≔MLS =⋅P b 7.899 ⋅kip ft

Nominal EH Moment ≔P =EHH.stem 3.564 kip ≔b =÷Hstem 3 4.667 ft

≔MEHH =⋅P b 16.633 ⋅kip ft

Str I max Horz Moment ≔MstrI =⋅ηmax

↲⋅γLS.strImax

⎛⎝MLS

⋅γEH.strImax

⎛⎝MEHH

38.772 ⋅kip ft

Factored Ultimate Moment ≔Mu =MstrI 38.772 ⋅kip ft

Design Width/Depth ≔b =L 1.000 ft ≔d =TstemBot 1.583 ft

Bar/Spacing/Cover ≔bar =barSF 6 ≔spa =spaSF 0.500 ft ≔cc =ccSF 2.000 in

Bar Diameter/Area ≔db =(( ÷bar 8)) in 0.750 in ≔Ab =⋅π ⎛⎝ ÷db 2⎞⎠

0.442 in

Effective Depth ≔de =--d cc ⎛⎝ ÷db 2⎞⎠ 16.625 in 5.6.3.2.2-1

Stress Block Factor ≔β1 =max ⎛⎝ ,-0.85 ⋅⎛⎝ -÷f'c ksi 4⎞⎠ 0.05 0.65⎞⎠ 0.850 5.6.2.2

Design Steel Area ≔As =÷⋅Ab b spaSF 0.884 in

Comp Fiber to NA ≔c =÷⋅As fy ⎛⎝ ⋅⋅⋅β1 0.85 f'c b⎞⎠ 1.529 in 5.6.2.2

Equivalent Stress Block ≔a =⋅β1 c 1.299 in 5.6.2.2

Nominal Flex Resistance ≔Mn =⋅⋅As fy ⎛⎝ -de ÷a 2⎞⎠ 70.577 ⋅kip ft 5.6.3.2.2-1

Factored Flex Resistance ≔MR =⋅ϕm Mn 63.519 ⋅kip ft 5.6.3.2.1-1

[M_R = 63.52 kip-ft > M_u = 38.77 kip-ft] -- O.K.

Client Project #:

Structure:

By:

Checked:

Ada County Highway District

ADAX00HD-0009

224008 Munger Rd #1005 Over Drain 10 P. Kelly

Stem - Minimum Flexural Reinforcement

Nominal LS Moment ≔P LS ≔b ÷Hstem 2

≔MLS =⋅P b 7.899 ⋅kip ft

Nominal EH Moment ≔P EHH.stem ≔b ÷Hstem 3

≔MEHH =⋅P b 16.633 ⋅kip ft

Str I max Horz Moment ≔MstrI =⋅ηmax

↲⋅γLS.strImax

⎛⎝MLS

⋅γEH.strImax

⎛⎝MEHH

38.772 ⋅kip ft

Factored Ultimate Moment ≔Mu =MstrI 38.772 ⋅kip ft

Cross-Sectional Dims ≔b =L 12.000 in ≔d =TstemBot 19.000 in

Stem Moment of Inertia ≔I =÷⋅b d

12 6859.000 in

Distance to Neutral Axis ≔y =÷d 2 9.500 in

Comp/Non Section Moduli ≔Sc =÷I y 722.000 in 3 ≔Snc =Sc 722.000 in

Conc Modulus of Rupture ≔fr =⋅0.24 ‾‾‾‾‾‾÷f'c ksi ksi 0.480 ksi 5.4.2.6

Cracking Variability Factor ≔y1 1.60 5.6.3.3

Steel to Ratiofy fu ≔y3 =÷fy fu 0.667 5.6.3.3

Non-Composite Dead Load ≔Mdnc ⋅0 kip ft

Cracking Moment ≔Mcr =-⋅⋅y3 ⎛⎝ ⋅y1 fr⎞⎠ Sc ⋅Mdnc ⎛⎝ -÷Sc Snc 1⎞⎠ 30.805 ⋅kip ft 5.6.3.3-1

Design Demand ≔Mdes =max ⎛⎝ ,Mcr ⋅1.33 Mu ⎞⎠ 51.566 ⋅kip ft 5.6.3.3

Factored Flex Resistance ≔MR =⋅ϕm Mn 63.519 ⋅kip ft 5.6.3.2.1-1

[M_R = 63.52 kip-ft > M_des = 51.57 kip-ft] -- O.K.

Client Project #:

Structure:

By:

Checked:

Ada County Highway District

ADAX00HD-0009

224008 Munger Rd #1005 Over Drain 10 P. Kelly

Stem - Flexural Crack Control

Nominal LS Moment ≔P LS ≔b ÷Hstem 2

≔MLS =⋅P b 7.899 ⋅kip ft

Nominal EH Moment ≔P EHH.stem ≔b ÷Hstem 3

≔MEHH =⋅P b 16.633 ⋅kip ft

Srv I max Horz Moment ≔MsrvI =⋅ηmax ⎛

↲⋅γLS.srvI ⎛⎝MLS

⋅γEH.srvI ⎛⎝MEHH

24.531 ⋅kip ft

≔Mu MsrvI

Exposure Factor ≔γe 0.75 ITD 5.6.7

Tension Fiber to CL Bar ≔dc =+cc ÷db 2 2.375 in 5.6.7-2

Reinforcement Ratio ≔ρ =÷As ⎛⎝ ⋅b de⎞⎠ 0.001

Modular Ratio ≔n =÷Es Ec 6.798

Service Stress k Factor ≔k =-‾‾‾‾‾‾‾‾‾‾‾‾+(( ⋅ρ n))2 ⋅⋅2 ρ n ⋅ρ n 0.107

Service Stress j Factor ≔j =-1 (( ÷k 3)) 0.964

Steel Tensile Stress ≔fss =min ⎛⎝ ,÷Mu ⎛⎝ ⋅⋅As j de⎞⎠ ⋅0.6 fy⎞⎠ 20.784 ksi 5.6.7-2

Flexural Strain Ratio ≔βs =+1 ÷dc ⎛⎝ ⋅0.7 ⎛⎝ -TstemBot dc⎞⎠⎞⎠ 1.204 5.6.7-2

Maximum Spacing ≔spamax =-

⋅700 γe

÷⋅βs fss ksi in ⋅2 dc 16.229 in 5.6.7-1

Spacing ≔spa =spaSF 6.000 in

[spa_max = 16.23 in > spa = 6 in] -- O.K.

Client Project #:

Structure:

By:

Checked:

Ada County Highway District

ADAX00HD-0009

224008 Munger Rd #1005 Over Drain 10 P. Kelly

Stem - Shear Design

Nominal LS Shear ≔VLS =LS 1.128 kip

Nominal EH Shear ≔VEHH =EHH.stem 3.564 kip

Str I max Horz Shear ≔VstrImax.horz =⋅ηmax

↲⋅γLS.strImax

⎛⎝VLS

⋅γEH.strImax

⎛⎝VEHH

7.321 kip

Ultimate Factored Shear ≔Vu =VstrImax.horz 7.321 kip

Nominal LS Moment ≔P LS ≔b ÷Hstem 2 ≔MLS =⋅P b 7.899 ⋅kip ft

Nominal EH Moment ≔P EHH.stem ≔b ÷Hstem 3 ≔MEHH =⋅P b 16.633 ⋅kip ft

Str I max Horz Moment ≔MstrImax =⋅ηmax ⎛⎝ +⋅γLS.strImax

⎛⎝MLS

⎞⎠ ⋅γEH.strImax

⎛⎝MEHH

⎞⎠⎞⎠ 38.772 ⋅kip ft

Ultimate Factored Moment ≔Mu =MstrImax 38.772 ⋅kip ft

Maximum Axial Force ≔Nu 0 kip

Effective depth ≔dv =max ⎛⎝ ,,-de (( ÷c 2)) ⋅0.9 de ⋅0.72 TstemBot

⎞⎠ 15.861 in 5.7.2.8

Maximum Moment ≔Mu =max ⎛⎝ ,Mu ⋅Vu dv ⎞⎠ 38.772 ⋅kip ft 5.7.3.4.2-4

Longitudinal Tensile Strain ≔εs =÷⎛⎝ ++÷||Mu || dv ⋅0.5 Nu

||Vu ||⎞⎠ ⎛⎝ ⋅Es As

⎞⎠ 0.001 5.7.3.4.2-4

Crack Spacing Param ≔sx =min ⎛⎝ ,dv spa⎞⎠ 6.000 in 5.7.3.4.2-7

Max Aggregate Size ≔ag 0.75 in 5.7.3.4.2-7

Agg Crack Spacing Param ≔sxe =min ⎛⎝ ,max ⎛⎝ ,12 in ÷⋅sx 1.38 ⎛⎝ +÷ag in 0.63⎞⎠⎞⎠ 80 in⎞⎠ 12.000 in 5.7.3.4.2-7

Shear Resistance Param ≔β =÷⋅÷4.8 ⎛⎝ +1 ⋅750 εs ⎞⎠ 51 ⎛⎝ +39 ÷sxe in⎞⎠ 2.316 5.7.3.4.2-1

Nominal Shear Resistance ≔Vc =⋅⋅⋅⋅⋅0.0316 β λ ‾‾‾‾‾‾÷f'c ksi ksi b dv 129.985 kip 5.7.3.3-3

Factored Shear Resistance ≔VR =⋅ϕv Vc 116.986 kip 5.7.2.1-1

Transverse Reinf. Required? =if ⎛⎝ ,,<Vu ⋅0.5 VR “Not Required” “Required”⎞⎠ “Not Required” 5.7.2.3-1

[V_R = 116.99 kip > V_u = 7.32 kip] -- O.K.

Client Project #:

Structure:

By:

Checked:

Ada County Highway District

ADAX00HD-0009

224008 Munger Rd #1005 Over Drain 10 P. Kelly

Stem - Shrinkage & Temperature Reinforcement

Design Width/Depth ≔b =L 1.000 ft ≔d =TstemBot 1.583 ft

Bar/Spacing/Cover ≔bar =barST 4 ≔spa =spaST 12.000 in ≔cc =ccST 2.000 in

Bar Diameter & Area ≔db =(( ÷bar 8)) in 0.500 in ≔Ab =⋅π ⎛⎝ ÷db 2⎞⎠ 2 0.196 in

Design Steel Area ≔As =÷⋅Ab b spa 0.196 in

Minimum Steel Area ≔As.min =÷⋅⋅1.30 b TstemBot ⎛⎝ ÷⎛⎝ ⋅⋅2 ⎛⎝ +b TstemBot

⎞⎠ fy⎞⎠ (( ÷kip in))⎞⎠ 0.080 in 2 5.10.6-1

[A_s = 0.2 sqin > A_s.min = 0.08 sqin] -- O.K.

[A_s = 0.2 sqin > A_s.min = 0.11 sqin] -- O.K.

[A_s.max = 0.6 sqin > A_s = 0.2 sqin] -- O.K.

Client Project #:

Structure:

By:

Checked:

Ada County Highway District

ADAX00HD-0009

224008 Munger Rd #1005 Over Drain 10 P. Kelly

Heel - Flexure Design

Nominal DC Moment ≔P DCheel ≔b ÷Lheel 2

≔MDC =⋅P b 3.938 ⋅kip ft

Nominal EV Moment ≔P EVheel ≔b ÷Lheel 2

≔MEV =⋅P b 31.856 ⋅kip ft

Str I max Vert Moment ≔MstrI =⋅ηmax ⎛

↲⋅γDC.strImax ⎛⎝MDC

⋅γEV.strImax ⎛⎝MEV

47.929 ⋅kip ft

Factored Ultimate Moment ≔Mu =MstrI 47.929 ⋅kip ft

Design Width/Depth ≔b =L 1.000 ft ≔d =Tftg 1.500 ft

Bar/Spacing/Cover ≔bar =barHF 6 ≔spa =spaHF 0.500 ft ≔cc =ccHF 2.000 in

Bar Diameter/Area ≔db =(( ÷bar 8)) in 0.750 in ≔Ab =⋅π ⎛⎝ ÷db 2⎞⎠

0.442 in

Effective Depth ≔de =--d cc ⎛⎝ ÷db 2⎞⎠ 15.625 in 5.6.3.2.2-1

Stress Block Factor ≔β1 =max ⎛⎝ ,-0.85 ⋅⎛⎝ -÷f'c ksi 4⎞⎠ 0.05 0.65⎞⎠ 0.850 5.6.2.2

Design Steel Area ≔As =÷⋅Ab b spaSF 0.884 in

Comp Fiber to NA ≔Cb =÷⋅As fy ⎛⎝ ⋅⋅⋅β1 0.85 f'c b⎞⎠ 1.529 in 5.6.2.2

Equivalent Stress Block ≔a =⋅β1 Cb 1.299 in 5.6.2.2

Nominal Flex Resistance ≔Mn =⋅⋅As fy ⎛⎝ -de ÷a 2⎞⎠ 66.159 ⋅kip ft 5.6.3.2.2-1

Factored Flex Resistance ≔MR =⋅ϕm Mn 59.543 ⋅kip ft 5.6.3.2.1-1

[M_R = 59.54 kip-ft > M_u = 47.93 kip-ft] -- O.K.

Client Project #:

Structure:

By:

Checked:

Ada County Highway District

ADAX00HD-0009

224008 Munger Rd #1005 Over Drain 10 P. Kelly

Heel - Minimum Flexural Reinforcement

Nominal DC Moment ≔P DCheel ≔b ÷Lheel 2

≔MDC =⋅P b 3.938 ⋅kip ft

Nominal EV Moment ≔P EVheel ≔b ÷Lheel 2

≔MEV =⋅P b 31.856 ⋅kip ft

Str I max Vert Moment ≔MstrI =⋅ηmax ⎛

↲⋅γDC.strImax ⎛⎝MDC

⋅γEV.strImax ⎛⎝MEV

47.929 ⋅kip ft

Factored Ultimate Moment ≔Mu =MstrI 47.929 ⋅kip ft

Cross-Sectional Dims ≔b =L 12.000 in ≔d =Tftg 18.000 in

Stem Moment of Inertia ≔I =÷⋅b d

12 5832.000 in

Distance to Neutral Axis ≔y =÷d 2 9.000 in

Comp/Non Section Moduli ≔Sc =÷I y 4.500 ⋅ft in ≔Snc =Sc 4.500 ⋅ft in

Conc Modulus of Rupture ≔fr =⋅0.24 ‾‾‾‾‾‾÷f'c ksi ksi 0.480 ksi 5.4.2.6

Cracking Variability Factor ≔y1 1.60 5.6.3.3

Steel to Ratiofy fu ≔y3 =÷fy fu 0.667 5.6.3.3

Unfactored Dead Load ≔Mdnc ⋅0 kip ft

Cracking Moment ≔Mcr =-⋅⋅y3 ⎛⎝ ⋅y1 fr⎞⎠ Sc ⋅Mdnc ⎛⎝ -÷Sc Snc 1⎞⎠ 27.648 ⋅kip ft 5.6.3.3-1

Design Demand ≔Mdes =min ⎛⎝ ,Mcr ⋅1.33 Mu ⎞⎠ 27.648 ⋅kip ft 5.6.3.3

Nominal Flex Resistance ≔Mn =⋅⋅As fy ⎛⎝ -de ÷a 2⎞⎠ 66.159 ⋅kip ft 5.6.3.2.2-1

Factored Flex Resistance ≔MR =⋅ϕm Mn 59.543 ⋅kip ft 5.6.3.2.1-1

[M_R = 59.54 kip-ft > M_des = 27.65 kip-ft] -- O.K.

Client Project #:

Structure:

By:

Checked:

Ada County Highway District

ADAX00HD-0009

224008 Munger Rd #1005 Over Drain 10 P. Kelly

Heel - Flexural Crack Control

Nominal DC Moment ≔P DCheel ≔b ÷Lheel 2

≔MDC =⋅P b 3.938 ⋅kip ft

Nominal EV Moment ≔P EVheel ≔b ÷Lheel 2

≔MEV =⋅P b 31.856 ⋅kip ft

Srv I Vert Moment ≔MstrI =⋅ηmax ⎛

↲⋅γDC.srvI ⎛⎝MDC

⋅γEV.srvI ⎛⎝MEV

35.795 ⋅kip ft

Exposure Factor ≔γe 0.75 ITD 5.6.7

Tension Fiber to CL Bar ≔dc =+cc ÷db 2 2.375 in 5.6.7-2

Reinforcement Ratio ≔ρ =÷As ⎛⎝ ⋅b de⎞⎠ 0.002

Modular Ratio ≔n =÷Es Ec 6.798

Service Stress k Factor ≔k =-‾‾‾‾‾‾‾‾‾‾‾‾+(( ⋅ρ n))2 ⋅⋅2 ρ n ⋅ρ n 0.137

Service Stress j Factor ≔j =-1 (( ÷k 3)) 0.954

Steel Tensile Stress ≔fss =÷MsrvI ⎛⎝ ⋅⋅As j de⎞⎠ 22.341 ksi 5.6.7-2

Flexural Strain Ratio ≔βs =+1 ÷dc ⎛⎝ ⋅0.7 ⎛⎝ -TstemBot dc⎞⎠⎞⎠ 1.204 5.6.7-2

Maximum Spacing ≔spamax =-

⋅700 γe

÷⋅βs fss ksi in ⋅2 dc 14.767 in 5.6.7-1

Spacing ≔spa =spaHF 6.000 in

[spa_max = 14.77 in > spa = 6 in] -- O.K.

Client Project #:

Structure:

By:

Checked:

Ada County Highway District

ADAX00HD-0009

224008 Munger Rd #1005 Over Drain 10 P. Kelly

Heel - Shear Design

Nominal DC Shear ≔VDC =DCheel 1.331 kip

Nominal EV Shear ≔VEV =EVheel 10.768 kip

Str I max Vert Shear ≔VstrImax =⋅ηmax ⎛

↲⋅γDC.strImax ⎛⎝VDC

⋅γEV.strImax ⎛⎝VEV

16.201 kip

Ultimate Factored Shear ≔Vu =VstrImax 16.201 kip

Nominal DC Moment ≔P DCheel ≔b ÷Lheel 2 ≔MDC =⋅P b 3.938 ⋅kip ft

Nominal EV Moment ≔P =EVheel 10.768 kip ≔b ÷Lheel 2 ≔MEV =⋅P b 31.856 ⋅kip ft

Str I max Vert Moment ≔MstrImax =⋅ηmax ⎛⎝ +⋅γDC.strImax ⎛⎝MDC ⎞⎠ ⋅γEV.strImax ⎛⎝MEV

⎞⎠⎞⎠ 47.929 ⋅kip ft

Ultimate Factored Moment ≔Mu =MstrImax 47.929 ⋅kip ft

Maximum Axial Force ≔Nu 0 kip

Effective depth ≔dv =max ⎛⎝ ,,-de ⎛⎝ ÷Cb 2⎞⎠ ⋅0.9 de ⋅0.72 TstemBot⎞⎠ 14.861 in 5.7.2.8

Maximum Moment ≔Mu =max ⎛⎝ ,Mu ⋅Vu dv⎞⎠ 47.929 ⋅kip ft 5.7.3.4.2-4

Longitudinal Tensile Strain ≔εs =÷⎛⎝ ++÷||Mu || dv ⋅0.5 Nu

||Vu ||⎞⎠ ⎛⎝ ⋅Es As

⎞⎠ 0.002 5.7.3.4.2-4

Crack Spacing Param ≔sx =min ⎛⎝ ,dv spa⎞⎠ 6.000 in 5.7.3.4.2-7

Max Aggregate Size ≔ag 0.75 in 5.7.3.4.2-7

Agg Crack Spacing Param ≔sxe =min ⎛⎝ ,max ⎛⎝ ,12 in ÷⋅sx 1.38 ⎛⎝ +÷ag in 0.63⎞⎠⎞⎠ 80 in⎞⎠ 12.000 in 5.7.3.4.2-7

Shear Resistance Param ≔β =÷⋅÷4.8 ⎛⎝ +1 ⋅750 εs⎞⎠ 51 ⎛⎝ +39 ÷sxe in⎞⎠ 1.841 5.7.3.4.2-1

Nominal Shear Resistance ≔Vc =⋅⋅⋅⋅⋅0.0316 β λ ‾‾‾‾‾‾÷f'c ksi ksi b dv 61.387 kip 5.7.3.3-3

Factored Shear Resistance ≔VR =⋅ϕv Vc 55.249 kip 5.7.2.1-1

Transverse Reinf. Required? =if ⎛⎝ ,,<Vu ⋅0.5 VR “Not Required” “Required”⎞⎠ “Not Required” 5.7.2.3-1

[V_R = 55.25 kip > V_u = 16.2 kip] -- O.K.

Client Project #:

Structure:

By:

Checked:

Ada County Highway District

ADAX00HD-0009

224008 Munger Rd #1005 Over Drain 10 P. Kelly

Heel - Shrinkage & Temperature Reinforcement

Design Width/Depth ≔b =L 1.000 ft ≔d =Tftg 1.500 ft

Bar/Spacing/Cover ≔bar =barHT 4 ≔spa =spaHT 12.000 in ≔cc =ccHT 2.000 in

Bar Diameter & Area ≔db =(( ÷bar 8)) in 0.500 in ≔Ab =⋅π ⎛⎝ ÷db 2⎞⎠ 2 0.196 in

Design Steel Area ≔As =÷⋅Ab b spa 0.196 in

Minimum Steel Area ≔As.min =÷⋅⋅1.30 b TstemBot ⎛⎝ ÷⎛⎝ ⋅⋅2 ⎛⎝ +b TstemBot⎞⎠ fy⎞⎠ (( ÷kip in))⎞⎠ 0.080 in 2 5.10.6-1

[A_s = 0.2 sqin > A_s.min = 0.08 sqin] -- O.K.

[A_s = 0.2 sqin > A_s.min = 0.11 sqin] -- O.K.

Client Project #:

Structure:

By:

Checked:

Ada County Highway District

ADAX00HD-0009

224008 Munger Rd #1005 Over Drain 10 P. Kelly

Toe - Upward Bearing Pressure

DC Moment About CL Ftg ≔MDC =

↲+⋅DCstem

Bftg

Ltoe ―――

TstemAvg

⋅DCheel

Bftg

Ltoe ――

Lheel

⋅DCtoe

Bftg

Ltoe

7.068 ⋅kip ft

EV Moment About CL Ftg ≔MEV =

↲⋅EVstem

Bftg

Ltoe TstemTop ―――――

-TstemBot TstemTop

⋅EVheel

Bftg

Ltoe ――

Lheel

⋅EVtoe

Bftg

Ltoe

-1.857 ⋅kip ft

EH Moment About CL Ftg ≔MEH =⋅EHheel

H

2 ⎛

Bftg

Ltoe TstemBot

2 ⎞

22.944 ⋅kip ft

LS Moment About CL Ftg ≔MLS =÷⋅LS H 2 8.745 ⋅kip ft

Str I max Moment ≔MstrImax =⋅ηmax ⎛

↲+⋅γDC.strImax ⎛⎝MDC⎞⎠ ⋅γEV.strImax ⎛⎝MEV⎞⎠ ⋅γEH.strImax ⎛⎝MEH⎞⎠ ⋅γLS.strImax ⎛⎝MLS⎞⎠

56.048 ⋅kip ft

Str I max Vertical Load ≔PstrImax =⋅ηmax ⎛

↲⋅γDC.strImax ⎛⎝ ++DCstem DCheel DCtoe⎞⎠ ⋅γEV.strImax ⎛⎝ ++EVstem EVheel EVtoe⎞⎠

22.252 kip

Str I max Eccentricity ≔estrImax = MstrImax

PstrImax

30.225 in F11.6.3.2-1

Str I Effective Ftg Width ≔Beff =-Bftg ⋅2 estrImax 59.550 in 10.6.1.3-1

Str I Bearing Pressure ≔BPstrI =⋅÷PstrImax ⎛⎝Beff⎞⎠ Ltoe 11.210 kip

Srv I max Moment ≔MsrvI =⋅ηmax ⎛

↲+⋅γDC.srvI ⎛⎝MDC⎞⎠ ⋅γEV.srvI ⎛⎝MEV⎞⎠ ⋅γEH.srvI ⎛⎝MEH⎞⎠ ⋅γLS.srvI ⎛⎝MLS⎞⎠

36.900 ⋅kip ft

Srv I max Vertical Load ≔PsrvI =⋅ηmax ⎛

↲⋅γDC.srvI ⎛⎝ ++DCstem DCheel DCtoe⎞⎠ ⋅γEV.srvI ⎛⎝ ++EVstem EVheel EVtoe⎞⎠

16.846 kip

Srv I max Eccentricity ≔esrvI = MextIImax

PextIImax

9.524 in F11.6.3.2-1

Effective Footing Width ≔Beff =-Bftg ⋅2 esrvI 100.952 in 10.6.1.3-1

Ultimate Bearing Pressure ≔BPsrvI =⋅÷PsrvI ⎛⎝Beff⎞⎠ Ltoe 5.006 kip

Client Project #:

Structure:

By:

Checked:

Ada County Highway District

ADAX00HD-0009

224008 Munger Rd #1005 Over Drain 10 P. Kelly

Toe - Flexure Design

Ultimate BP Moment ≔P BPstrI ≔b ÷Ltoe 2

≔MBP =⋅P b 14.013 ⋅kip ft

Factored Ultimate Moment ≔Mu MBP

Design Width/Depth ≔b =L 1.000 ft ≔d =Tftg 1.500 ft

Bar/Spacing/Cover ≔bar =barHF 6 ≔spa =spaHF 0.500 ft ≔cc =ccHF 2.000 in

Bar Diameter/Area ≔db =(( ÷bar 8)) in 0.750 in ≔Ab =⋅π ⎛⎝ ÷db 2⎞⎠

0.442 in

Effective Depth ≔de =--d cc ⎛⎝ ÷db 2⎞⎠ 15.625 in 5.6.3.2.2-1

Stress Block Factor ≔β1 =max ⎛⎝ ,-0.85 ⋅⎛⎝ -÷f'c ksi 4⎞⎠ 0.05 0.65⎞⎠ 0.850 5.6.2.2

Design Steel Area ≔As =÷⋅Ab b spaSF 0.884 in

Comp Fiber to NA ≔Cb =÷⋅As fy ⎛⎝ ⋅⋅⋅β1 0.85 f'c b⎞⎠ 1.529 in 5.6.2.2

Equivalent Stress Block ≔a =⋅β1 Cb 1.299 in 5.6.2.2

Nominal Flex Resistance ≔Mn =⋅⋅As fy ⎛⎝ -de ÷a 2⎞⎠ 66.159 ⋅kip ft 5.6.3.2.2-1

Factored Flex Resistance ≔MR =⋅ϕm Mn 59.543 ⋅kip ft 5.6.3.2.1-1

[M_R = 59.54 kip-ft > M_u = 14.01 kip-ft] -- O.K.

Client Project #:

Structure:

By:

Checked:

Ada County Highway District

ADAX00HD-0009

224008 Munger Rd #1005 Over Drain 10 P. Kelly

Toe - Minimum Flexural Reinforcement

Ultimate BP Moment ≔P BPstrI ≔b ÷Ltoe 2

≔MBP =⋅P b 14.013 ⋅kip ft

Factored Ultimate Moment ≔Mu MBP

Cross-Sectional Dims ≔b =L 12.000 in ≔d =Tftg 18.000 in

Stem Moment of Inertia ≔I =÷⋅b d

12 5832.000 in

Distance to Neutral Axis ≔y =÷d 2 9.000 in

Comp/Non Section Moduli ≔Sc =÷I y 4.500 ⋅ft in ≔Snc =Sc 4.500 ⋅ft in

Conc Modulus of Rupture ≔fr =⋅0.24 ‾‾‾‾‾‾÷f'c ksi ksi 0.480 ksi 5.4.2.6

Cracking Variability Factor ≔y1 1.60 5.6.3.3

Steel to Ratiofy fu ≔y3 =÷fy fu 0.667 5.6.3.3

Non-Composite Dead Load ≔Mdnc ⋅0 kip ft

Cracking Moment ≔Mcr =-⋅⋅y3 ⎛⎝ ⋅y1 fr⎞⎠ Sc ⋅Mdnc ⎛⎝ -÷Sc Snc 1⎞⎠ 27.648 ⋅kip ft 5.6.3.3-1

Design Demand ≔Mdes =max ⎛⎝ ,Mcr ⋅1.33 Mu⎞⎠ 27.648 ⋅kip ft 5.6.3.3

Factored Flex Resistance ≔MR =⋅ϕm Mn 59.543 ⋅kip ft 5.6.3.2.1-1

[M_R = 59.54 kip-ft > M_des = 27.65 kip-ft] -- O.K.

Client Project #:

Structure:

By:

Checked:

Ada County Highway District

ADAX00HD-0009

224008 Munger Rd #1005 Over Drain 10 P. Kelly

Toe - Flexural Crack Control

Ultimate BP Moment ≔P =BPsrvI 5.006 kip ≔b ÷Ltoe 2

≔MBP =⋅P b 6.258 ⋅kip ft

≔Mu MBP

Exposure Factor ≔γe 0.75 ITD 5.6.7

Tension Fiber to CL Bar ≔dc =+cc ÷db 2 2.375 in 5.6.7-2

Reinforcement Ratio ≔ρ =÷As ⎛⎝ ⋅b de⎞⎠ 0.004

Modular Ratio ≔n =÷Es Ec 6.798

Service Stress k Factor ≔k =-‾‾‾‾‾‾‾‾‾‾‾‾+(( ⋅ρ n))2 ⋅⋅2 ρ n ⋅ρ n 0.202

Service Stress j Factor ≔j =-1 (( ÷k 3)) 0.933

Steel Tensile Stress ≔fss =÷Mu ⎛⎝ ⋅⋅As j de⎞⎠ 5.832 ksi 5.6.7-2

Flexural Strain Ratio ≔βs =+1 ÷dc ⎛⎝ ⋅0.7 ⎛⎝ -TstemBot dc⎞⎠⎞⎠ 1.204 5.6.7-2

Maximum Spacing ≔spamax =-

⋅700 γe

÷⋅βs fss ksi in ⋅2 dc 70.009 in 5.6.7-1

Spacing ≔spa =spaHF 6.000 in

[spa_max = 70.01 in > spa = 6 in] -- O.K.

Client Project #:

Structure:

By:

Checked:

Ada County Highway District

ADAX00HD-0009

224008 Munger Rd #1005 Over Drain 10 P. Kelly

Toe - Shear Design

Str I BP Shear ≔VBP =BPstrI 11.210 kip

Ultimate Factored Shear ≔Vu =VBP 11.210 kip

Str I BP Moment ≔P BPstrI ≔b ÷Ltoe 2

≔MBP =⋅P b 14.013 ⋅kip ft

Ultimate Factored Moment ≔Mu =MBP 14.013 ⋅kip ft

Maximum Axial Force ≔Nu 0 kip

Effective depth ≔dv =max ⎛⎝ ,,-de ⎛⎝ ÷Cb 2⎞⎠ ⋅0.9 de ⋅0.72 TstemBot

⎞⎠ 14.861 in 5.7.2.8

Maximum Moment ≔Mu =max ⎛⎝ ,Mu ⋅Vu dv ⎞⎠ 14.013 ⋅kip ft 5.7.3.4.2-4

Longitudinal Tensile Strain ≔εs =÷⎛⎝ ++÷||Mu || dv ⋅0.5 Nu

||Vu ||⎞⎠ ⎛⎝ ⋅Es As

⎞⎠ 0.001 5.7.3.4.2-4

Crack Spacing Param ≔sx =min ⎛⎝ ,dv spa⎞⎠ 6.000 in 5.7.3.4.2-7

Max Aggregate Size ≔ag 0.75 in 5.7.3.4.2-7

Agg Crack Spacing Param ≔sxe =min ⎛⎝ ,max ⎛⎝ ,12 in ÷⋅sx 1.38 ⎛⎝ +÷ag in 0.63⎞⎠⎞⎠ 80 in⎞⎠ 12.000 in 5.7.3.4.2-7

Shear Resistance Param ≔β =÷⋅÷4.8 ⎛⎝ +1 ⋅750 εs ⎞⎠ 51 ⎛⎝ +39 ÷sxe in⎞⎠ 2.893 5.7.3.4.2-1

Nominal Shear Resistance ≔Vc =⋅⋅⋅⋅⋅0.0316 β λ ‾‾‾‾‾‾÷f'c ksi ksi b dv 40.753 kip 5.7.3.3-3

Factored Shear Resistance ≔VR =⋅ϕv Vc 36.677 kip 5.7.2.1-1

Transverse Reinf. Required? =if ⎛⎝ ,,<Vu ⋅0.5 VR “Not Required” “Required”⎞⎠ “Not Required” 5.7.2.3-1

[V_R = 36.68 kip > V_u = 11.21 kip] -- O.K.

Client Project #:

Structure:

By:

Checked:

Ada County Highway District

ADAX00HD-0009

224008 Munger Rd #1005 Over Drain 10 P. Kelly

Toe - Shrinkage & Temperature Reinforcement

Design Width/Depth ≔b =L 1.000 ft ≔d =Tftg 1.500 ft

Bar/Spacing/Cover ≔bar =barHT 4 ≔spa =spaHT 12.000 in ≔cc =ccHT 2.000 in

Bar Diameter & Area ≔db =(( ÷bar 8)) in 0.500 in ≔Ab =⋅π ⎛⎝ ÷db 2⎞⎠ 2 0.196 in

Design Steel Area ≔As =÷⋅Ab b spa 0.196 in

Minimum Steel Area ≔As.min =÷⋅⋅1.30 b TstemBot ⎛⎝ ÷⎛⎝ ⋅⋅2 ⎛⎝ +b TstemBot⎞⎠ fy⎞⎠ (( ÷kip in))⎞⎠ 0.080 in 2 5.10.6-1

[A_s = 0.2 sqin > A_s.min = 0.08 sqin] -- O.K.

[A_s = 0.2 sqin > A_s.min = 0.11 sqin] -- O.K.

Client Project #:

Structure:

By:

Checked:

Ada County Highway District

ADAX00HD-0009

224008 Munger Rd #1005 Over Drain 10 P. Kelly

Summary

Overall

Geometry =H 15.500 ft =L 1.000 ft =Bftg 10.000 ft

Soil =γs 0.130 kcf

Code Checks Overturning: [e_limit = 40 in > e_extII = 9.52 in] -- O.K.

Bearing: ≔Bearing [q_R = 4.13 ksf > q_u = 2.56 ksf] -- O.K.

Sliding: [ΦR_n = 9.34 kip > V_u = 8.53 kip] -- O.K.

Stem

Geometry =Hstem 14.000 ft =TstemTop 1.000 ft =TstemBot 1.583 ft

Flex Bar/Spacing/Cover =barSF 6 =spaSF 6.0 in =ccSF 2.0 in

Temp Bar/Spacing/Cover =barST 4 =spaST 12.0 in =ccST 2.0 in

Code Checks Flexure: [M_R = 63.52 kip-ft > M_u = 38.77 kip-ft] -- O.K.

Min Flex Reinf: [M_R = 63.52 kip-ft > M_des = 51.57 kip-ft] -- O.K.

Crack Control: [spa_max = 16.23 in > spa = 6 in] -- O.K.

Shear: [V_R = 116.99 kip > V_u = 7.32 kip] -- O.K.

T&S: [A_s = 0.2 sqin > A_s.min = 0.08 sqin] -- O.K.

[A_s = 0.2 sqin > A_s.min = 0.11 sqin] -- O.K.

Client Project #:

Structure:

By:

Checked:

Ada County Highway District

ADAX00HD-0009

224008 Munger Rd #1005 Over Drain 10 P. Kelly

Footing Heel

Geometry =Tftg 1.500 ft =Lheel 5.917 ft =Bftg 10.000 ft

Flex Bar/Spacing/Cover =barHF 6 =spaHF 6.0 in =ccHF 2.0 in

Temp Bar/Spacing/Cover =barHT 4 =spaHT 12.0 in =ccHT 2.0 in

Code Checks Flexure: [M_R = 59.54 kip-ft > M_u = 47.93 kip-ft] -- O.K.

Min Flex Reinf: [M_R = 59.54 kip-ft > M_des = 27.65 kip-ft] -- O.K.

Crack Control: [spa_max = 14.77 in > spa = 6 in] -- O.K.

Shear: [V_R = 55.25 kip > V_u = 16.2 kip] -- O.K.

T&S: [A_s = 0.2 sqin > A_s.min = 0.08 sqin] -- O.K.

[A_s = 0.2 sqin > A_s.min = 0.11 sqin] -- O.K.

[A_s.max = 0.6 sqin > A_s = 0.2 sqin] -- O.K.

Footing Toe

Geometry =Tftg 1.500 ft =Ltoe 2.500 ft =Bftg 10.000 ft

Flex Bar/Spacing/Cover =barTF 4 =spaTF 6.0 in =ccTF 2.0 in

Temp Bar/Spacing/Cover =barTT 4 =spaTT 12.0 in =ccTT 2.0 in

Code Checks Flexure: [M_R = 59.54 kip-ft > M_u = 14.01 kip-ft] -- O.K.

Min Flex Reinf: [M_R = 59.54 kip-ft > M_des = 27.65 kip-ft] -- O.K.

Crack Control: [spa_max = 70.01 in > spa = 6 in] -- O.K.

Shear: [V_R = 36.68 kip > V_u = 11.21 kip] -- O.K.

T&S: [A_s = 0.2 sqin > A_s.min = 0.08 sqin] -- O.K.

[A_s = 0.2 sqin > A_s.min = 0.11 sqin] -- O.K.

Client Project #:

Structure:

By:

Checked:

Ada County Highway District

ADAX00HD-0009

224008 Munger Rd #1005 Over Drain 10 P. Kelly

General Notes Values

Design Loads

Conc Unit Weight =γc 150 pcf

Active EH Pressure =⋅ka γs 36 pcf

At-Rest EH Pressure =⋅ko γs 57 pcf

Passive EH Pressure =⋅kp γs 464 pcf

Soil Unit Weight =γs 130 pcf

Live Loads =heq “2' 0"” FIF ≔LLtruck “HL-93”

Internal Friction Angle =ϕf 34 deg

Seismic

Site Soil Classification =SoilClass “D”

Peak Ground Acceleration =SiteClass “B” =PGA 0.081

Short Period 0.2s SRA =SiteClass “B” =Ss 0.189

Short Period 1s SRA =SiteClass “B” =S1 0.068

Foundation Data

SrvI BPallow (1" Settlement) =Qa 5.64 ksf

SrvI Bearing Pressure =B'srvI “7' 10-112/155"” FIF =Qs 2.13 ksf

Nom Bearing Resistance ≔Qn =qn.strI ⎛⎝B'strImax⎞⎠ 9.31 ksf

Factored Bearing Resist =ϕb 0.45 =⋅ϕb Qn 4.19 ksf

Factored Bearing Pressure =B'strImax “7' 3-34/157"” FIF =Qu.strI 3.06 ksf

Coeff of Friction (Lat Slide) =μn 0.67

04 QUANTITIES

Project: Munger Road Prepared By: PNK

Proj #: 224008 Date: 11/07/24

Subject: #1005 Over Drain 10 Checked By:

Quantity Estimate Date:

Bridge Quantity Summary

Qty Unit Unit Cost Cost

0201.4.1.C.1 1 LS 35,000.00$ 35,000.00$

0204.4.1.A.1 619 CY 49.00$ 30,331.00$

0204.4.3.A.1 539 CY 53.00$ 28,567.00$

0205.4.1.B.1 1 LS 25,000.00$ 25,000.00$

0206.4.1.H.3 174 CY 105.00$ 18,270.00$

0702.4.2.A.1 2171 LB 3.00$ 6,513.00$

0703.4.1.A.1 16.0 CY 1,300.00$ 20,800.00$

0704.4.1.B.1 Box Culvert (4 Sides) 16' Span x 6' Rise 52 LF 3,675.00$ 191,100.00$

0704.4.1.D.1 Misc Precast Structure (Wingwall) 4 EA 18,775.00$ 75,100.00$

0802.4.1.A.1 Crushed Aggregate for Base Type 1 539 CY 65.00$ 35,035.00$

2050.4.1.B.1 Riprap/Erosion Control Geotextile 261 SY 14.00$ 3,654.00$

SP 07025 Concrete Waterproofing System 189 SY 36.00$ 6,804.00$

SSP 20107 102 LF 320.00$ 32,640.00$

SUBTOTAL 508,814$

10% MOBILIZATION (2010.4.1.A.1) 50,881.40$

TOTAL 559,695.40$

PLAN AREA 910 SF

COST PER SF 615.05$

*Items above are only for Structure quantities and do not include Preliminary Engineering, E&C or TTC

Bid Item

Removal of Obstructions

Reinforcing Steel

Concrete (Cast-In-Place) - Class 4000A

Loose Rip Rap

Dewatering

Compacting Backfill

Structural Excavation Sch 1

Bike Railing

Subject: #1005 Over Drain 10 Checked By:

Quantity Estimate Date:

Bridge Quantity Calculations

0201.4.1.C.1 1.00 LS

1.00

0204.4.1.A.1 619.00 CY

619.00

0204.4.3.A.1 539.00 CY

539.00

0206.4.1.H.3 174.30 CY

87.04

87.26

0702.4.2.A.1 2171.00 LB

2171.00

0703.4.1.A.1 16.01 CY

3.31

3.24

2.55

6.92

0704.4.1.B.1 52.00 LF

52.00

0704.4.1.D.1 4.00 EA

4.00

Removal of Obstructions

Existing Structure Count

N = 1 =

Structural Excavation Sch 1

See Appendix A

V = 619 =

See Appendix A

Compacting Backfill

V = 539 =

Loose Rip Rap

AxH = (1178*2)/27 =

Outlet

AxH = (1175*2)/27 =

Inlet

LB = 2171 =

See Barlist

Reinforcing Steel

4xLxWxH = (4*1*1.5*14.875)/27 =

Wing Closure Pours

Concrete (Cast-In-Place) - Class 4000A

Misc Precast Structure (Wingwall)

L = 52 =

New Structure

Box Culvert (4 Sides) 16' Span x 6' Rise

Apron

2xLxWxH = (2*17.5*5*0.5)/27 =

Cutoff wall

2xLxWxH = (2*(5+17.5+5)*0.5*2.5)/27 =

Headwall

2xLxWxH = (2*17.5*1.25*4.268)/27 =

N = 4 =

Count

Subject: #1005 Over Drain 10 Checked By:

Quantity Estimate Date:

0802.4.1.A.1 539.00 CY

539.00

2050.4.1.B.1 261.44 SY

261.44

SP 07025 188.89 SY

97.22

91.67

SSP 20107 102.00 LF

102.00

2xLxH = 2*(52-2)*8.25/9 =

Culvert Sides

LxW = (52-2)*17.5/9 =

Culvert Top (exclude curb)

Concrete Waterproofing System

A = (1175+1178)/9 =

Area Under Riprap

Riprap/Erosion Control Geotextile

V = 539 =

Bike Railing

Length of Curb

L = 102 =

Same as 0204.4.3.A.1 (Compacting Backfill)

Crushed Aggregate for Base Type 1

Subject: #2001 Over Middleton Checked By:

Quantity Estimate Date:

Appendix A

EXCAVATION = 619 CY

Location Area (sf) Depth (ft) Volume (cf) Volume (cy)

Box Over Existing 460.12 1.00 460.12 17.04

Box Over Existing Behind 106.24 1.00 106.24 3.93

Box Over Channel 449.65 2.00 899.30 33.31

NW Wing (outlet) 324.10 14.07 4560.09 168.89

NE Wing (inlet) 223.87 14.68 3286.41 121.72

SW Wing (outlet) 181.14 14.07 2548.64 94.39

SE Wing (inlet) 279.64 14.68 4105.12 152.04

W Apron/Cutoff Wall 122.50 3.00 367.50 13.61

E Apron/Cutoff Wall 122.50 3.00 367.50 13.61

BACKFILL = 539 CY

Location Area (sf) Depth (ft) Volume (cf) Volume (cy)

Total Excavation 619.00

Box Over Channel 449.65 -1.08 -486.97 -18.04

W Apron 87.50 -0.50 -43.75 -1.62

E Apron 87.50 -0.50 -43.75 -1.62

W Cutoff Wall 8.75 -2.50 -21.88 -0.81

E Cutoff Wall 8.75 -2.50 -21.88 -0.81

NW Wing Ftg 210.00 -1.50 -315.00 -11.67

NW Wing 15.23 -13.18 -200.78 -7.44

NE Wing Ftg 130.00 -1.50 -195.00 -7.22

NE Wing 9.60 -12.57 -120.62 -4.47

SW Wing Ftg 110.00 -1.50 -165.00 -6.11

SW Wing 7.98 -13.18 -105.17 -3.90

SE Wing Ftg 180.00 -1.50 -270.00 -10.00

SE Wing 13.29 -12.57 -167.01 -6.19

Contract & Proposal Quote No. :..... S073041-3 oldcastleinfrastructure.comTelephone : 208-465-0176 Fax :....... 208-465-7129

16419 TEN LN

Nampa, ID 83687

Page: 1

Quote To :. All Bidders Ship To :. Munger Road Box Culvert 16' Span x 6' Rise x 50 ' Long

STAR, ID 83669 5138

Reference : Contact: Phone:

Order No S073041

Date 11/11/2024

Customer No Terms Cash on Delivery

Cash discount Delivery terms FOB Job Site

Quote valid for:

30 days

Group: A Qty Unit Item Description Mark Unit price Amount

1.00 Ea 9001300 16' Span x 6' Rise x 52' Long Box

Culvert Price Includes: Precast box culvert sections with end sections having rebar dowels cast in for cast-in-place curbs and consnection to wing walls, closed cell rubber @ joints, weld plates, and delivery **Note: Price includes delivery and for contractor to offload and set. Price quoted per ACHD specifications. Oldcastle to provide stamped calculations and details prior to manufacturing.

Oldcastle to provide loose weld plate for contractor to attach in the field. Pricing figured using the following material:

190,988.00 190,988.00

2.00 Ea 1160300 16' Span x 6' Rise Box Culvert

End Section w/Rebar Dowels Cast-In Approximate Weight: 38,500 lbs.

8.00 Ea 1160300 16' Span x 6' Rise Box Culvert

Mid Section oldcastleinfrastructure.comTelephone : 208-465-0176 Fax :....... 208-465-7129

16419 TEN LN

Nampa, ID 83687

Page: 2

Quote To :. All Bidders Ship To :. Munger Road Box Culvert 16' Span x 6' Rise x 50 ' Long

STAR, ID 83669 5138

Reference : Contact: Phone:

Order No S073041

Date 11/11/2024

Customer No Terms Cash on Delivery

Cash discount Delivery terms FOB Job Site

Quote valid for:

30 days

Approximate Weight: 38,500 lbs.

Group: B Qty Unit Item Description Mark Unit price Amount

8.00 Ea 9001300 Precast Wing Walls

Price Includes: Precast wing wall with attached footing, rebar dowels cast in for connection to box culvert, and delivery **Note: Price includes delivery and for contractor to offload and set. Pricing figured using the following material:

9,384.00 75,072.00

8.00 Ea 1160300 Precast Wing Wall With Rebar

Dowels Cast In (Average Lay Length 7'-4")

Group: C Qty Unit Item Description Mark Unit price Amount

1.00 Ea 9001300 Comments: Cast-in-place closure

pour, cast-in-place aprons, and cast-in-place closure pours performed by others.

Tax Code Taxable amount Tax Rate

ID 266,060.00 6.00 15,963.60

oldcastleinfrastructure.comTelephone : 208-465-0176 Fax :....... 208-465-7129

16419 TEN LN

Nampa, ID 83687

Page: 3

Quote To :. All Bidders Ship To :. Munger Road Box Culvert 16' Span x 6' Rise x 50 ' Long

STAR, ID 83669 5138

Reference : Contact: Phone:

Order No S073041

Date 11/11/2024

Customer No Terms Cash on Delivery

Cash discount Delivery terms FOB Job Site

Quote valid for:

30 days

Oldcastle Infrastructure Commercial Clarifications 5/1/23 Special Products:

1) Any special product(s) and high-volume standards (collectively, “Special Products”) will be invoiced on a mutually agreed upon in writing delivery date and ownership transferred, upon Invoicing. Oldcastle Infrastructure, Inc. (“Oldcastle”) reserves the right to require full or partial pre-payment for any Special Products ordered.

2) Special Products may not be returned.

3) If Special Product(s) cannot be accepted within 30 days of invoicing, a 10% storage fee will be assessed monthly unless otherwise agreed upon in writing.

4) All Special Products ordered as part of a cash sale must be fully paid prior to production.

5) A disposal fee of $200/ton will be charged for all Special Products on hand over 90 days from the mutually agreed upon delivery date.

Delivery:

6) The site must be accessible by delivery vehicles under their own power. If the material is to be delivered and set by Oldcastle, acceptability to the site will be determined by the boom operator.

7) Freight charges quoted are based on full truckload quantities. Short loads will be subject to additional charges to cover the cost of delivery.

8) Deliveries canceled with less than 24 hours’ notice are subject to full delivery charge.

9) Delivery includes one hour for offloading. Additional time in excess of one hour will be invoiced at an hourly rate.

10) A restocking fee of up to 40% may be charged on undamaged, standard products. Freight charges for returned product on Oldcastle equipment will also be applicable.

11) All Returns must be approved by Oldcastle. Returns will not be accepted after 90 days from date of purchase.

Pricing:

12) Oldcastle must be notified if a project requires prevailing wages as additional costs may be applied to the quotation.

13) Pricing is valid for 30 days from the date of this quote.

14) A 2.09% surcharge will be imposed on all Credit Card transactions, which is not greater than our cost of acceptance. A surcharge will not be applied to any ACH or Debit Card transaction.

oldcastleinfrastructure.comTelephone : 208-465-0176 Fax :....... 208-465-7129

16419 TEN LN

Nampa, ID 83687

Page: 4

Quote To :. All Bidders Ship To :. Munger Road Box Culvert 16' Span x 6' Rise x 50 ' Long

STAR, ID 83669 5138

Reference : Contact: Phone:

Order No S073041

Date 11/11/2024

Customer No Terms Cash on Delivery

Cash discount Delivery terms FOB Job Site

Quote valid for:

30 days

15) Pricing remains valid for 180 days from order confirmation. For orders that have not shipped or transferred ownership to the buyer after 180 days, we reserve the right to implement a 1.5% quarterly price escalation fee.

16) If during the performance of this contract the cost of materials significantly increases through no fault of the seller, we reserve the right to equitably adjusted the price of this contract by an amount reasonably necessary to cover any such significant increase in the costs of materials. As used herein, a significant cost increase shall mean any increase in cost of materials exceeding 6% experienced by seller from the date of the contract signing.

17) Delivery pricing is based on Oldcastle Infrastructure’s current fuel surcharge rate and is good for 7 days from the date stated on this Quote. Thereafter, Customer is responsible for paying Oldcastle Infrastructure’s fuel surcharge rate in effect on each delivery date. Fuel surcharge rates are derived from pricing, as established by the U.S. Energy Information Administration’s Gasoline and Diesel Fuel Index, published at https://www.eia.gov/petroleum/gasdiesel

Additional Items:

18) Every effort has been made to provide an accurate take-off however, the quantities are not guaranteed by Oldcastle but provided for the buyer’s convenience only. It is the buyer’s responsibility to verify the accuracy of the project requirements and quantities. Changes in quantities, dimensions, or specifications from this quote may require an adjustment in price. Buyer agrees to pay per unit price for the actual number of units delivered.

All products and services listed on this Quotation are provided under OLDCASTLE INFRASTRUCTURE, INC’s Standard Terms and Conditions located at: https://oldcastleinfrastructure.com/support/terms-conditions/

QUOTATION TOTAL 282,023.60US

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Prepared for:

Ada County Highway District

Bridge Design Calculations Munger Road Bridge #2001 over Middleton Canal Ada County, ID

ACHD Project No. 224008

DEA Project No. ADAX0000-0009

January 31, 2025

Munger Rd #2001 over Middleton Canal Bridge Design Calculations Ada County

TABLE OF CONTENTS

01 GEOMETRY

02 CULVERT BEARING

03 WING WALLS

04 QUANTITIES

01 GEOMETRY

Bridge Geometry Middleton Canal #2001

Profile Geometry

Location Station Elev @ PGL Horiz. Offset

Finished

Grade @ X'

Offset

Cover @ X'

Offset

VPC Station: 3+26.05 PT A 3+61.85 2463.26 39.950 2462.959 1.072

VPC Elevation: 2462.93 PT B 3+70.44 2463.28 38.280 2462.975 1.089

PVT Station: 4+01.05 PT C 3+79.03 2463.27 36.610 2462.968 1.081

PVT Elevation: 2463.14 PT D 3+54.09 2463.22 0.000 2462.923 1.036

PT E 3+63.00 2463.26 0.00 2462.962 1.075

PT F 3+71.91 2463.28 0.000 2462.976 1.089

Grade In: 1.5000% PT G 3+46.97 2463.17 36.610 2462.873 0.986

Grade Out: -0.9400% PT H 3+55.56 2463.23 38.280 2462.931 1.044

PT I 3+64.14 2463.27 39.950 2462.965 1.079

Curve Length: 75.00

Rate of Change: -0.000325

X, offset= 15 ft

Bridge Geometry

Top of Headwall= 2463.50 T/Headwall w/ 6" added= 2463.48

Box Culvert Rise= 4.50 ft

Box Culvert Span= 16.00 ft

Top slab Thickness= 1.17 ft

Bot slab Thickness= 1.08 ft

Wall Thickness= 0.75 ft

Wing Ftg Thickness= 1.00 ft

Frost Depth to T/Ftg= 2.00 ft

Ftg 3/4" Ag Pad Ht= 1.00 ft

Invert El= 2456.22

T/Box Culvert El= 2461.89

Min Cover over Culvert= 1.07 ft

Max Cover over Culvert= 1.09 ft

Bot. of Culvert El.= 2455.14

Bot of Ex El.= 2454.14

T/Ftg= 2454.22

Bot. of Wing Footer= 2453.22

Wall Ht (TOW to Bot of Ftg)= 10.28 ft

Headwall Ht= 1.61 ft

Invert El= 2456.00

T/Box Culvert El= 2461.67

Min Cover over Culvert= 1.21 ft

Max Cover over Culvert= 1.30 ft

Bot. of Culvert El.= 2454.92

Bot of Ex El.= 2453.92

T/Ftg= 2454.00

Bot. of Wing Footer= 2453.00

Wall Ht (TOW to Bot of Ftg)= 10.50 ft

Headwall Ht= 1.83 ft

Munger Road Data

Grades

INLET

OUTLET

then 0% to face of headwall

02 CULVERT BEARING

Client Project #:

Structure:

By:

Checked:

Ada County Highway District

ADAX00HD-0009

224008 Munger Rd #1005 Over Drain 10 P. Kelly

Box Culvert Bearing Munger Road #1005 Over Drain 10

Design per AASHTO LRFDBDS-9 & ITD October 2023 BDM

Geometry

Design Length ≔L 12 ft Using strip width of 12 feet to simplify LL

Width / Height ≔W 17.5 ft ≔H 6.75 ft Plans 1/9

Clear Span ≔Wclr 16 ft Plans 1/9

Clear Height ≔Hclr 4.5 ft Plans 1/9

Chamfer Width ≔Wchamfer 9 in Plans 1/9

Curb Height ≔Hcurb 1.5 ft Plans 8/9

Curb Thickness ≔Tcurb 1 ft Plans 8/9

Fill Height ≔Hfill =÷÷⎛⎝ +⋅3 ⎛⎝ -Hcurb 6 in⎞⎠ ⋅÷L 2 %2 ⎞⎠ 3 3 4.160 in Plans 8/9

LS Equivalent Height ≔heq 2 ft

Material Properties

Fill Unit Weight ≔γs ⋅0.130 kcf GEO 19/40

Coeff. of Active Earth ≔ka 0.28 GEO 19/40

Coeff. of At Rest Earth ≔ko 0.44 GEO 19/40

Coeff. of Passive Earth ≔kp =÷1 ka 3.571

Coeff of Friction (Lat Slide) ≔μn 0.54 GEO 15/40

Internal Friction Angle ≔ϕf 34 deg GEO 19/40

Nominal Bearing Capacity ≔Qn 19 ksf GEO 14/40

Service Bearing Capacity ≔Qa 1.3 ksf 1" settlement or less GEO 14/40

Conc Unit Weight ≔γc 0.150 kcf Normal Weight C.3.5.1

Client Project #:

Structure:

By:

Checked:

Ada County Highway District

ADAX00HD-0009

224008 Munger Rd #1005 Over Drain 10 P. Kelly

Resistance Factors

Bearing ≔ϕb.str 0.45 ≔ϕb.srv 1.0 GEO 14/40

Load Modifiers

Ductility Modifier ≔ηD 1.00 Conventional Design 1.3.3

Redundancy Modifier ≔ηR 1.00 Conventional Design 1.3.4

Importance Modifier ≔ηI 1.00 Typical Bridge 1.3.5

Maximum Modifier ≔ηmax =max ⎛⎝ ,⋅⋅ηD ηR ηI 0.95⎞⎠ 1.000 1.3.2.1-1

Load Factors T3.4.1.-1

Max Strength I ≔γDC.strI 1.25 ≔γEV.strI 1.35 ≔γLL.strI 1.75

Max Extreme II ≔γDC.extII 1.00 ≔γEV.extII 1.00 ≔γLL.extII 0.5

Service I ≔γDC.srvI 1.00 ≔γEV.srvI 1.00 ≔γLL.srvI 1.00

Unfactored Loads

Component Dead Load ≔DC =⋅γc ⎛

↲⋅⋅L W H

⋅⋅⋅2 Tcurb W Hcurb

⋅⋅L 0.5 Wchamfer

⋅⋅L Wclr Hclr

91.406 kip

Vertical Earth Pressure ≔EV =⋅γs ⎛⎝ ⋅⋅L W Hfill ⎞⎠ 9.464 kip

Live Load

Multiple Presence Factor ≔m 1.20 Single Lane Per 3.6.1.2.6a…