O r a n g e W a t e r a n d S e w e r A u t h o r i t y Our community’s trusted partner for clean water and environmental protection.

ADDENDA

ADDENDUM #1

DATE: December 5, 2025

PROJECT: RFQ Mason Farm WWTP Bridge Rehabilitation

OWNER: Orange Water and Sewer Authority

TO: All Submitters

Attached are copies of Bridge inspection reports from 2021, 2016, and an emergency inspection report following Tropical Storm Chantal in 2025.

DocuSign Envelope ID: DB81758C-4AF5-451?· ~Ft'.F-C6DC•31552E92

N. C. DEPARTMENT OF TRANSPORTATION

OIVl~ION OF HIGHWAYS

STRUCTURE MANAGEMENT UNIT

ATTENTION:

Structure Safety Report Initial Inspection

COUNTY: ORANGE STRUCTURE NUMBER: OWASA

FACILITY CARRIED: ENTRANCE DRIVE TO MASON FARM WASTEWATER TREATMENT PLANT

LOCATION: 0.05 MILES SOUTH OF INTERSECTION WITH OLD MASON FARM ROAD

FREQUENCY:------

MILE POST: ..:..N;;...A:.__ _ __ _

FEATURE INTERSECTED: ..:..:M.;..:O;_R.;...;G:.;..A..;;_N'-C.:...R_E.::.:E:c..K.:...._ _______ ________ _______ _

LATITUDE: 35° 53' 55.34" N LONGITUDE: ..:..79.:...0_1;_' .::.:32:..:..8::..:5;...."..:..W;__ ________ _

SUPERSTRUCTURE: CONCRETE PRESTRESSED CORED SLABS W/ ASPHALT WEARING SURFACE

SUBSTRUCTURE: REINFORCED CONCRETE ABUTMENTS AND INTERIOR CONCRETE BENT FOOTING

SPANS: - ~2=-=:....:3:..::0_'-0.:..."--- --------------------- -------

D FRACTURE CRITICAL · D TEMPORARY SHORING DscouR CRITICAL D SCOUR PLAN OF ACTION

PRESENT CONDITION: GOOD INSPECTION DATE: __ 6:c../ .;...;16""/2.::.:0:.::2..:..1 _ _ ___ _

POSTED SV: NOT POSTED POSTED TTST: _N_O_T_P""""O""""S_T_E_D _________ _

OTHER SIGNS PRESENT: -'-N"--A;;_R;;_R~O..:..W:....B=-R..:..1-=-D-=G-=E- -----------------------

INSPECTED BY:

MARK WADE

SOUTH APPROACH LOOKING NORTH

• W etherill Engineering, Inc.

1223 Jones Franklin Road

Raleigh, North Carolina 27606 License No.: F-0377

SIGNATURE '7'\i[ ~. i ' v ./ .._.,:.L.,::2....-__ , SIGN NOTICE

ISSUED FOR

NO

NO

NO

NO

NO

NUMBER

REQUIRED

WEIGHT LIMIT 0

DELINEATORS 0

NARROW BRIDGE 0 ---

ONE LANE BRIDGE 0 ----

LOW CLEARANCE 0

DIRECTION OF

INSPECTION S-N

6/ 24/ 2021

ASSISTED BY:

GLEN KIKER

I

DocuSign Envelope ID: DBS1758C-4AF5-4519-BFAF-C6DC61552E92

LOCATION MAP

OWASA WASTEWATER TREATMENT PLANT

170 Old Mason Farm Road -

Entrance Bridge

DocuSign Envelope ID: DB81758C-4AF5-4519-BFAF-C6DC61552E92

National Bridge and NC Inspection Items

Structure Number: OWASA Inspection Date: 6/16/2021

N . I B "d ationa n 1ae nventory Items Item Grade Scale

Item 58: Deck 0-9, N Item 59: Superstructure 0-9, N Item 60: Substructure 0-9, N Item 61: Channel and Channel Protection 0-9, N Item 62: Culvert 0-9, N Item 71: Waterway Adequacy 0-9, N Item 72: Aooroach Roadway Aliqnment 0-9, N

EVALUATION CODE: 0 - 2 CRITICAL, 3 & 4 POOR, 5 & 6 FAIR, 7 - 9 GOOD

NC SMU Inspection Items Item

Deck Debris Drainage System Utilities Slope Protection Scour Wingwall Field Scour Evaluation Drift Fender System Movable Span Machinery Repsonse to Live Load Estimated Remaininq Life

EVALUATION CODE: GOOD, FAIR POOR OR CRITICAL

Note: If NC SMU 1tem is not present, leave NC SMU item blank

Inspection Information Item

Regulatory Sign Noticed Issued Priority Maintenance Request Submitted Inspection Time Traffic Control Time Snooper Time Ladder Used Bucket Truck Used Boat Used Other Equipment Used

Grade Scale

G, F, P, ORC

G, F, P, ORC

G, F, P, ORC

G, F, P, ORC

G, F, P, ORC

G, F, P, ORC

G, F, P, ORC

G, F, P, ORC

G, F, P, ORC

G, F, P, ORC

G, F, P, ORC

G, F, P, ORC

Grade Scale

YES/NO

YES/NO

Hours Hours Hours

YES/NO

YES/NO

YES/NO

YES/NO

Grade N

Grade G

G

G G G F

Grade N N N N N N

DocuSign Envelope ID: DB81758C-4AF5-4S19-BFAF-C6DC61552E92

National Bridge and NC Inspection Item Details

Structure Number: OWASA Inspection Date: 6/16/2021

Item Deck - Item 58 Grade 7 Details

WEARING SPAN 1 WEARING SURFACE HAS 65 SQUARE FEET OF HAIRLINE TO 1/8" WIDE MAP

SURFACE: CRACKING THROUGHOUT (SEE PHOTO}. SPAN 2 WEARING SURFACE HAS 35 SQUARE

FEET HAIRLINE TO 1/8" WIDE MAP CRACKING THROUGHOUT (SEE PHOTO}. 1Y," THICK

ASPHALT WEARING SURFACE HAS BEEN ADDED OVER ORIGINAL REINFORCED

CONCRETE WEARING SURFACE. ASPHALT CRACKED ALONG FILL FACE OF JOINT AT

ABUTMENT 1 AND 2.

DECK: CONCRETE DECK IS NOT VISIBLE FOR INSPECTION SINCE INSTALLATION OF ASPHALT

WEARING SURFACE.

STEEL RAIL: DAMAGE TO THE SOUTHEAST BOTIOM BRIDGE RIAL IS BENT OUT OF ALIGNMENT 7" TO

THE EAST (SEE PHOTO}.

Item

JOINT: JOINTS HAVE BEEN SEALED AND ARE IN GOOD CONDITION.

DECK MINOR DEBRIS ACCUMULATED IN DECK WEARING SURFACE CUT-OUTS FOR UTILITY

DEBRIS: SUPPORTS ALONG EAST FACE OF BRIDGE.

Superstructure - Item 59 Grade 7 Details

Item

CORED 5" X 1" DEEP SPALL IN CORED SLAB 2 IN SPAN 2, LOCATED 3.5' FROM ABUTMENT 2 (SEE

SLABS: PHOTO}. NO CRACKS, SPALL$ OR DELAMINATIONS FOUND ON EXTERIOR SIDES OF

BRIDGE.

Substructure - Item 60 Grade 7 Details

CAP: STICKS AND OTHER DEBRIS HANG FROM BETWEEN TOP OF CAP AND BOTIOM OF

CORED SLAB UNITS. A 9" X 5" DELAMINATION WITH A HAIRLINE X 7" LONG HORIZONTAL

CRACK ON THE BOTIOM SOUTH FACE OF THE BENT CAP JUST ABOVE COLUMN 1 ON

SPAN 2 SIDE (SEE PHOTO}.

ABUTMENT: MINIMUM RANDOM MAP CRACKING PRESENT ON BREASTWALL OF ABUTMENT 1.

WINGWALL: NORTHWEST WINGWALL HAS 30 SQUARE FEET HAIRLINE MAP CRACKING (SEE PHOTO}.

HAIRLINE TO 3/32" WIDE VERTICAL CRACK ON SOUTHWEST WINGWALL. 5" X 19"

DELAMINATED AREA ON NORTHWEST WINGWALL WITH MINOR SURFACE SPALL$. (SEE

PHOTO}

Item Channel & Channel Protection - Item 60 Grade 6 Details

20' LONG X 5' HIGH X 4' WIDE BANK SCOUR ALONG DOWNSTREAM SOUTH SIDE OF

STREAM (SEE PHOTO}. 12' LONG X 5' HIGH X 4' WIDE BANK SCOUR ALONG SOUTH SIDE

OF STREAM AT WEST SIDE OF BRIDGE (SEE PHOTO}.

Item Approach Roadway Alignment - Item 72 Grade 8 Details

Item Details

Item Details

Item Details

Item Details

BOTH NORTH AND SOUTH SIDE APPROACH ASPHALT WEARING SURFACE IS IN GOOD

CONDITION, NO CRACKING EXCEPT AT JOINTS AND HAVE BEEN SEALED.

Slope Protection Grade NA

NO SLOPE PROTECTION PRESENT AT ABUTMENTS.

Drift Grade F

18' LONG X 8' WIDE X 4' HIGH DRIFT LOCATED AT THE BASE OF BENT 1 (SEE PHOTO)

Utilities Grade G

7" DIAMETER INSULATED DUCTILE IRON PIPE WAS REMOVED FROM UNDER THE BRIDGE

AND THE ENDS CAPPED AT THE ABUTMENT WALLS. AN 8" DIAMETER DUCTILE IRON PIPE

IS HUNG ALONG THE EAST SIDE OF THE BRIDGE.

Field Scour Evaluation Grade G

PER BRIDGE PLANS, BRIDGE IS SUPPORTED ON SPREAD FOOTING KEYED INTO SHALE.

NO VISIBLE INDICATION OF SCOUR AROUND FOOTINGS. BED ELEVATIONS ARE ABOVE

FOOTINGS.

Bridge:

Function Code

BRIDGE INSPECTOR'S RECOMMENDATIONS FOR MAINTENANCE REPAIRS

NA county: ORANGE Date: 6/16/2021

These Repairs Should Be Made Within Twelve Months From The Date Of This Inspection.

Description of Function

Unit Quanlty

1 LS

20 MHS

1 LS

1 LS

Remarks

PATCH SPALL ON BOTTOM SURFACE OF CORED

SLAB 2. WHERE PREVIOUS HANGER WAS

ATTACHED, ADJACENT TO BEAM 3.5' FROM

REMOVE DRIFT FROM BENT 1.

REPAIR BENT BOTTOM RAIL.

ADD RIP RAP TO SOUTH STREAM BANK WHERE

SCOURING.

Est.

cost

STANDARD

STRUCTURE

PHOTOS

fl!II/Pw ;.;H ERILL ENGINEERING • • Page 7 of 47

OWASA Wastewater Treatment Plant Bridge - Standard Photos

South Approach Looking North

North Approach Looking South

~--·JP' - - ·W ETHERILL

ENGIN. ERING u

North Approach

South Approach

.,,,,.w ETH ERILL

ENGINEERING • • Page 9 of 47

Looking West Upstream

Looking East Downstream

Narrow Bridge Sign at North Approach

Typical 2-Bar steel tube bridge railing, taken at southwest corner d W'·W ETH ERILL

ENGINEERING • • Page 11 of47

Bent 1 West side superstructure

Typical Wingwall, northwest wingwall shown

Northwest wingwall

8" Diameter ductile iron waterline along east face of bridge, shown at End Bent 2

Utility stub at Abutment 2, left side l

... .. 1-:-

"}-:, t

"'Witt""""""- · ·-..

Abutment 1

DocuSign Envelope ID: D881758C-4AF 5-4519-BFAF-C6DC61552E92

Interior Bent 1, Span 2 side

Abutment 2

- - ·WETH ERI LL

ENGINEERING . ..

Utility Bracket at Abutment 1, right side

Span 1 Superstructure, looking north r ...

__.WETHERILL

ENGINEERING • • Page 16 of 47

Utility 7" diameter at Abutment 1

Looking downstream from under the bridge

Looking upstream from under the bridge

Abutment 1 top of wearing surface

, • .• r"

.-• ·W ETH ERILL

ENGINEERING • • Page 18 of 47

Bent 1 joint and top of wearing surface

Abutment 2 top of wearing surface

~ - ·W ETH E RILL

ENGINEERING • • Page 19 of47

DocuSign Envelope ID: DB81758C-4AF5-4519-BFAF-C6DC61 552E92

Guardrail attachment located at mid span at Span 1 on left side

West side bridge profile

East side bridge profile

.,r--"

,,,.,,.w ETH ERILL ENGINEERING • • Page 21 of 47

CONDITION

PHOTOS

.-• ·W ETHERILL

ENGINEERING • • Page 22 of 47

OWASA Wastewater Treatment Plant Bridge - Condition Photos

Damage to the southeast bottom bridge rail is bent out of alignment 7" to the east

5" x 19" delaminated area on northwest wingwall with surface spalls

, • •• JP"

~ - ·W ETH E RILL

ENGINEERING • • Page 23 of 47

20' long x 5' high x 4' wide bank scour along downstream south side of stream

12' long x 5' high x 4' wide bank scour along south side of stream at west side of bridge

9" x 511 delamination with a 7" long horizontal hairline crack at the bottom of cap near column 1, span 1 side

5" x 1" deep spa II in cored slab 2 in span 2, located 3.5' from abutment 2

. f l . "' ' i:'· ., .'I ~

Drift 18' long x 8' wide x 4' high at Bent 1

Northwest wingwall has 30 sq. ft . of hairline map cracking

__.WETHERILL

ENGINEERING

Hairline to 3/32" wide vertical crack on southwest wingwall near rail post

Span 1 wearing surface has 65 sq . ft. hairline to 1/8" wide map cracking

'-•·• p d W ·W ETHERILL

ENGINEER ING • • Page 27 of 47

Span 2 wearing surface has 35 sq. ft. hairline to 1/8" wide map cracking

STREAM BED SOUNDINGS

(SEE NEXT SHEET FOR PROFILE SKETCH)

BR. INSP. WORKSHEET (1/1/90)

Revised 1019/1998

Bridge#: OWASA COUNTY ORANGE

RECORD SOUNDINGS FROM TOP OF RAIL. OTHER LOCATION IF NEEDED:

DATE 6-16-2021

TOP OF RAIL

BY: MSW/RGK

DISTANCE HIGHWATER MARK TO TOP OF CURB: LOCATION H. W. MARK: ---- --------------

NOTE:Draft a Stream Bed Profile sketch and record soondlngs at the stream face of abutments, C/L of piers, WE, WS, and major contour changes on the downstream side. Record soundings at the stream face abutments and C/L piers on the upstream side.

DOWNSTREAM UPSTREAM

DISTANCE SOUNDING DESCRIPTION DISTANCE SOUNDING DESCRIPTION

{Station) (Station)

00+06.5 11.3 WS&WE

00+32.0 11.3 WS&WE

00+00.0 3.40 TOP OF WING 00+00.0 3.43 TOP OF WING

00+01.0 9.70 FACE OF WING 00+01.0 10.90 FACE OF CAP

00+04.0 11.30 WS&WE 00+04.5 11.10 WS&WE

00+10.0 12.90 BED 00+31.0 10.60 CENTERLINE BENT

00+20.0 12.10 00+33.8 11.10 WS&WE

00+28.0 11.30 WS&WE 00+61.0 8.20 FACE OF CAP

00+31.0 9.40 CENTERLINE BENT

00+40.0 9.50 GROUNDLINE

00+50.0 8.30 GROUNDLINE

00+61.0 8.40 FACE OF WING

00+62.0 3.40 TOP OF WING

"O Ill cc

(I) I u) 0 -.i,.

I ....,, Bridge #: OWASA County:

Top of Rail = 0 (Sounding)

Cl C

"C C :::J

00+00.0

00+10.0

ORANGE Date: 6/16/2021 By: MSW /RGK

STREAMBED PROFILE (Downstream)

Distance (Station)

00+20 .0 00+30.0 00+40.0 00+50.0 00+60.0

I r :~ lb/ .l.

DFILE r ws~ 021 --1------ I/ .-,,,,,,,r - - -.- - -

I / ,.. \ ,/ I\ - - .... .... .... '-011 ouu1 o

- - ------ --,- PROFILE

14 ~------ -- \ 6/23/2011

16 oonc11 c

00+70.0 g C cc· m

"O (1) q

CXI

co

-.J C11 co

C11 'P

CXI

"Tl h a, C11 C11

"' m <O

DocuSign Envelope ID: D881758C-4AF5-4519-BFAF-C6DC61552E92

,d.w:;;;,ILL _. ENGINEERING - - 1223 Jones Fronklin Rd. LOCATION: CHAPEL HILL

COUNTY: ORANGE

TRNfSFORT AT/ON P/.MNI/IJ/{)[SIGN - BIIJOOE/STRUcrURE {)[SIGN

Raleigh, N.C. 27606 Bus: 919 851 8077 Fox: 919 851 8107 license No. F- 0377 INSPECTION DATE: 6/16/2021

DRAWN BY: EBK CHECKED BY: DOH

CNIUSITE {)[SIGN - GIS/GPS - Ct!NSTRUcrlON <18SE"-'ATION

~ 1;; - w .9 1} ~r J "i

OWASA

l - '1' c:> s>p 1·.J~ . ="" 'Tt-l'!I.

~ ..t.. -C.. ,t. •l>iill .e:. - 4j..\4'-/. ~~, ."'Io ' (.f rll') ,:, Ii ~ Tl!

- 1- ~ -----...,a.-------- - -·--_.._~---

"" r.t,,. ,'>., ~T

/ l"ltl~0 . 7,• nl~.

~/ ..- ,-lo r.l.L"'( OUlil) • 0 f! 0vli.fb .,,..- r ... c:...4 . l 4 ... 4- ... "l,l e, ~ 1

•0 ~

- -- 6•4' {)11r_r,1,;_ :[NON IJ),1fp F..R Ul'Jf!..

--:--r ... _:_ .. _.7'_~_-_-:_. _'=""J_ .. _:: _____ ._ ... _ .. _. _·_ ...... _-~_--·=_-. __ ---· - ~. r2::.::.:,_-._, i ! l

~:'.;j_ >

0 +,o;:---· ·~ ;.:;!___ ! ,~~~ ~, >+

TYPICAL SECTION

1223 Jones Franklin Rd. LOCATION: CHAPEL HILL

- 01

COUNTY: ORANGE

TRNISl'OFITATIJN PUIINING/0£.SIGN - 8/IJOOE/!ifRVCTURE DESIGN

Raleigh, N.C. 27606 Bus: 919 851 B077 fox: 919 851 8107 License No. F--0377 INSPECTION DA TE: 6/16/2021

DRAWN BY: EBK CHECKED BY: DDH

CNIUSITE DESIGN • GIS/GPS - CON!ifRJJCTIJN OBSEINATIJN

OWASA

. t/1 d)

MASON FARM WASTERWATER TREATMENT PLANT

I •I 2,.-~

Yi6" 0 270 ksi., 7 WIRE STRANDS

11 STRANDS BOTTOM, 2 STRANDS TOP

fc' = 5,000 psi

NUMBER OF SPANS 2

BRIDGE LENGTH 60' - 0" (FILL FACE TO FI LL FACE)

SPAN I A' - LENGTH 30' - 0"

SPAN 'B' - LENG TH 30' -0"

BEARING TO BEARING LENGTH 29' -11 1/2" (TYPICAL)

NUMBER OF CORED SLAB UNITS 6

BRIDGE WIDTH (OUT TO OU T) 16'-6"

BRIDGE WIDTH (CLEAR ROADWA Yl 15'-10"

~.~ILL

ENGINEERING

559 Jones Franklin Rd. Suite 164 Raleigh, N.C. 27606 Bus: 919 851 8077

- - Fox: 919 851 8107 TRil~f':i:J.:"~1i::~ 0:::,'':fli_w~~:: license No. f--0377

LOCATION: CHAPEL HILL

COUNTY: ORANGE

OWASA

INSPECTION DATE: 6/23/2021

DRAWN BY: EBK CHECKED BY: .QQt!_

MASON FARM WASTERWATER TREATMENT PLANT

3'-0" 16'-0" 3'-0"

UNPAVED PAVED ROADWAY UNPAVED

SHOULDER SHOULDER

i___..------------------------

MEASUREMENTS TAKEN 25' SOUTH OF BRIDGE

APPROACH ROADWAY

(LOOKING NORTH)

RATING SUMMARY SHEET

STRUCTURE NO: OWASA COMPILED BY: EBK DATE: 6/23/2021

COUNTY: ORANGE CHECKED BY: DDH DATE: 6/24/2021

17"

PRESTRESSED

MEMBER CONCRETE

CORED SLAB

UNIT

Snan Lenoth 30'-0" Beam Spacing C=Cont 2'-9"

HS 20 Inventory 34.0 lo-~--

HS 20 Operating 39.0 ,_ .

SNSH 13.5 50.0

SNGARBS220 55.0

SNAGRIS222 40.0

SNCOTTS3 27.25 48.0

SNAGGRS4 34.925 48.0

SNS5A35.55 51.0

SNS6A39.95 52.0

SNS7B 42 54.0

TNAGRIT333 52.0

TNT4A 33.075 61.0

TNAGRIT443 62.0

TNAGT5A45 59.0

TNAGTGB45 59.0

TNT6A41.6 61.0

TNT7A42 59.0

TNT7B 58.0

DESIGN LOADING UNKNOWN CALCULATED sv TIST

POSTING:

NONE NONE

INVENTORY HS20 Tons Tons

OPERATING HS34 CONTROLLING

T7 RATING MEMBER: CORED SLAB

58TONS

IA or Bl EXISTING

OVERLOAD YES NO POSTING: NOT POSTED NOT POSTED

BRIDGE ONLY

D ~ RECOMMENDED

POSTING: NONEREQ'D NONEREQ'D

REASON FOR POSTING CHANGE: ------------------------------

COMMENTS:

Wetherill Engineering, Inc.

1223 Jones Franklin Rd.

Raleigh, NC 27606

SUBJECT Cored Slab BRIDGE Mason Farm

PREPARED BY EBK

CHECKED BY JAD

PROJECT OWASA

COUNTY Orange

STATION

(919) 851-8077 * (919) 851-8107 (Fax) SHEET _1_ of .J.Q

Input Data

Prestress Concrete Cored Slab

References:

1. AASHTO, Manual for Condition Evaluation of Bridges, 2000

2. AASHTO, Standard Specification for Highway Bridges, 2000 e " ., \\ " "

\ ;~>,"".~O~ "·' ""''°"-'->-

Strand Locations (Measured From the Bottom) -Remove a strand if strand damaged in the middle third of the girder.

d1 d2 d3 d4 d5 d6 d7 dB ... dn d := (2 2 2 2 2 2 2 2 2 15 15 )·in

Basic Unfts

-~~.i.:= 1000,psi.

.~iP..:= lOOO·lbf• ,1tm,:= 2 · kip.

Section Properties (Superstructure)

1 := 0.4 b := 33,in h := 17,in

Ultimate stress factor 0.4 S.R. or0.28 for L.R.

Width of slab section

Material Properties (Superstructure)

Geometric Properties (Superstructure)

A.-d := 0.1152-in2

D := IO·in r., := 5-ksi

F,, := 270-ksi lbf 1,:= 150·-tt3

Width:= 16.50-ft

Height of slab section

Area of Single 7/16" strand

Diameter of core

Concrete strength

Prestressing strand strength

Specific weight of concrete

Width of bridge

NL := 1 Number of Lanes

Span:= 29.9583-ft BRG to BRG span length units:= 6 Number of prestress concrete units

Date Completed 6/23/2021 Date Printed 6/23/2021

1223 Jones Franklin Rd.

Raleigh, NC 27606

SUBJECT Cored Slab BRIDGE Mason Farm

PREPARED BY EBK

CHECKED BY JAD

PROJECT OWASA

COUNTY Orange

STATION

(919) 851-8077 • (919) 851-8107 (Fax) SHEET ..L of ...1.Q

Prestress Concrete Cored Slab

Intermediate Calculations {Super..tructure)

Area of concrete

Depth of deck

A,,:= b-h - 2{ 0

.. :;;J h-D dd:=--

A,,= 403.92-in dd = 3.5-in

Equwalent rectangular stress distribution factor~ 1 is dependent on the concrete strength.

131 := if C, < 4-ksi,.85,.85 - .05· ' . [ ( C - 4-ksiJ~ l·kSI 131 = 0.8

Number of strands strands := cols( d) strands= 11

Equivalent strand location

AASHTO (8.1a2.7)

Strand locations

Id dsec:= h - -n n := cols( d) , n = It dseo = 12.636-in h f$.,i= - - dso, e = -4.136-in

Prestress Reinforcement Calculation (Supe,structure) b = 33-in . 2

A,trand = 0.115-m

Average Ultimate Stress Calculation (Superstructure)

1 = 0.4

131 = 0.8

F,, = 270-ksi

C, = 5-ksi

Number of strands

Centroid of strands from top

Centroid of strands from center strands· A.trand p:= b·dsec p = 0.00304

Ultimate Stress factor for LR strands

Equwalent Rectangular block factor

Nominal Strand Stress

Compresswe strength of concrete

1 p·F,•)

F,u' := F,,. I - /3i·r.:- F,., = 247.847-ksi Average stress at Ultimate Load

Moment Capacity Checks (Superstructure)

Fsu' Check1 := p·-

6, Date Completed 6/23/2021

Check1 must be less then Limlt1

Limit, := 0.36· 131 Check1 = 0.151 Limit1 = 0.288 OK

Date Printed 6/23/2021

AASHT0(9.1.2)

AASHT0(9.1Z4.1)

AASHT0(9.18.1)

1223 Jones Franklin Rd.

Raleigh, NC 27606

(919) 851-8077 * (919) 851-8107 (Fax)

Prestress Concrete Cored Slab

Locate Neutral Axis (Superstructure)

SUBJECT Cored Slab BRIDGE Mason Farm

PREPARED BY EBK

CHECKED BY JAD

. 2 A,,= 1.26 ·Ill

PROJECT OWASA

COUNTY Orange

STATION

SHEET -L of _jQ

Area of all slrands

If Neutral axis is less then a:= dd = 3.5-in then the compression block lies within the deck.

a= 2.239-in dd = 3.5-in

Ai,r = 0.78-in

.2 Apw = 0.487-m

.85-(b - 2·D)·£, Moment Capacity Calculation (Supe,structure) a2 = 2.185-in q, := 1.0

F,u' = 247.847-ksi d,., = 12.636-in p = 0.003

Date Completed 6/23/2021

Strength Capacity Reduction factor for prestressed concrete members

Area of all strands

Average Stress at Ultimate Load

Centroid of strands rrom top of Cord Slab

Compressive strength of concrete

Prestress reinforcement ratio

<l>Mn1 := q,{ A,rF,u,·dso,{l - 0.6·p· F;:')J

<l>Mn2 := q,{ Apw·F,u{d,., - ~) + .85£,·(b - 2-D){dso, - ~ }ad] q,Mn := if(a < dd, q,Mnl, q,Mn1)

<!>Mn= 300.836-kip·ft

Moment Capacity of Prestress Concrete Cored Slab Design Flexural Strength

Date Printed 6/23/2021

MSHTO (9.17.2)

MSHT0/9.14)

MSHT0(£Q9-13)

q,Mn1 = 300.836-kip·ft q,Mn2 = 302.139· kip· ft

1223 Jones Franklin Rd.

Raleigh, NC 27606

(919) 851-8077 * (919) 851-8107 (Fax)

Prestress Concrete Cored Slab

Dead load Calculation

Com site Dead Load Table

AWS 50

Concrete Wearing Surface 88 Utilities 11 lb/ft lb/ft lb/ft

SUBJECT Cored Slab BRIDGE Mason Farm

PREPARED BY EBK

CHECKED BY JAD

Non Com SIP Forms Slab Weight Beam Weight

PROJECT OWASA

COUNTY Orange

STATION

SHEET _!_ of _..1_Q site Dead Load Table 0 lb/ft 0 lb/ft

421 lb/ft Side Walk Weight 0 lb/ft Diaphram Weight 7.5 lb/ft Rail Weight Other

Total lbf Com D := Com DL·-

- - ft kip Com D = 0.163·-

- ft

Dead Load Moment Channel lb/ft Other lb/ft lb/ft lbf Non com D := Non com DL·-- - - - ft kip Non com D = 0.428·-- - ft

Total

Com D·Span lv!o1_c:=

!v!01_c = 18.287-kip-ft

Non com D· Span

Mn1_Nc:= lv!o1 := lv!o1_c + lv!o1_Nc

Uve Load Distribution Factor

~:=b k,;= Span

,!&_:= .8

S,,:= K{ unit· b)

S = 33-in

L = 29.958-ft

Rectangle Wtth Vokl

C = 0.441 lv!oL_NC = 48.072,kip•ft

!v!01 = 66.359-kip·ft

0 1 := if[c < 5,(5.75 - o.5-Nc) + 0.7·Ndl - o.2-ci2,(5.75 - o.5-Nc)].ft

D1 = 5.832-ft

S I

DF:= -·

D1 2

Date Completed 6/23/2021

DF = 0.236 Distribution Factor

Date Printed 6/23/2021

0 lb/ft

428.5 lb/ft w0 := (Com_D + Non_com_D) kip Wo= 0.591· ft

Compostte dead load moment

Non compostte dead load

Total dead load

AASHT0(3.23.4.3)

1223 Jones Franklin Rd.

SUBJECT Cored Slab BRIDGE Mason Farm

PREPARED BY EBK

CHECKED BY JAD

Raleigh, NC 27606

(919) 851-8077 • (919) 851-8107 (Fax)

Prestress Concrete Cored Slab

Impact Factor 50,ft

Span+ 125,ft

I= 0.323

The impact factor need not exceed .3

Section Modules area1 := b·h

2 ,r,D area2 := ---

,1= if(!> .3,.3,1)

. h d1stance1 := -h distance2 := -

I= 0.3 b,h3

Inertia 1 := --

-2·1t·D lnertia2 :=

PROJECT OWASA

COUNTY Orange

STATION

SHEET _§_ of ...1Q

AASHTO(J.8.2.1)

EQ3-1

lnertia1 = 135I0.75·in

Inertia2 = -981.748,in area1 + areaz = 403.92,in2 S ·= lnertia1 + lnertia2 X' h * Sx = I474,in

3 Section modules

1223 Jones Franklin Rd.

Raleigh, NC 27606

(919) 851-8077 * (919) 851-8107 (Fax)

Prestress Concrete Cored Slab

SUBJECT Cored Slab BRIDGE Mason Farm

PREPARED BY EBK

CHECKED BY JAD

Strength Reductkm Factor Based on Condition at lime of Inspection

Eff.tab := 92% *

Rating Factors Inventory: A;2 := 2.17*

Operating Aoz := u.

Cracking Moment

Composne reaction

. Span reaction := wD'--reaction = 8.86· kip

Non-Composne reactkln

PROJECT OWASA

COUNTY Orange

STATION

SHEET _§_ of -1Q

. Span non comp react10n := Non com D·--- - - - 2 non_ comp_ reaction = 6.419 · kip

Dead Load Moment

Loss:= 12% Assumed losses

P := [0.75·F,,·(1 - Loss)}A.1rana·strands P = 225.815,kip

P -P·e

f. :=-+-- _, Ac Sx

MSHT0{9.18.2)

l.2·CRn,0ment = 253.981 ·kip·fl' cl>Mn = 300.836-kip·ft

Maximum Strength

C = 276.769-kip·ft

1223 Jones Franklin Rd.

Raleigh, NC 27606

(919) 851-8077 • (919) 851-8107 (Fax)

Prestress Concrete Cored Slab

SUBJECT Cored Slab BRIDGE Mason Farm

PREPARED BY EBK

CHECKED BY JAD

Sample Calculation (HS)

TruckHs := 20-ton

Live Load Moment Calculation Utilizing the Uve Load Moment Tables

Lengths L 1 and L2, the moments M1 and M2, and shear S1 and S2 were taken from the Tables Maximum Moment /End Reaction Simple Span and are interpolated to arrwe at the correct lwe klad moment on the span considered.

!Span= 29.958-rj

Lxt := 29-ft Lx2 := 30-ft

PROJECT OWASA

COUNTY Orange

STATION

SHEET _J_ of _j_Q

Note: The following moment calculations are for the HS truck loading only.

M1 := 267.0·kip·ft M2 := 282.1-kip·ft

Live load Moment

CALCULATING STRESSES

<j,r:= 0.90

MLL = 281.47-kip•ft

P P·e Fp.B := Ao + 8x

-DF MLL·(l + I) F1.B := -----

Sx

HS Lwe load Moment e = 4.136-in

DFMLL"(l + I) F1.T:=----

Sx

FIBS:= {E, ·[FIB+ ~(F_1_.r_-_F_1.s~)_-2_.,_·n] . E, . h

Fy' := .9·F,, Date Completed 6/23/2021 Date Printed 6/23/2021

E, := 4286 E, := 28500

F d.B = -0.54· ksi Fd.T = 0.54-ksi

Fp.B = 1.193-ksi Fp.T = -0.075 · ksi

F1.8 = -702.328-psi F1.r = 702.328-psi

F1.ss = 3571.307-psi

Fy' = 243000-psi

DocuSign Envelope ID: DB8175BC-4AF5-4519-BFAF-C6DC61552E92

1223 Jones Franklin Rd.

SUBJECT Cored Slab BRIDGE Mason Farm

PREPARED BY EBK

CHECKED BY JAD

Raleigh, NC 27606

(919) 851-8077 * (919) 851-8107 (Fax)

CALCULATING RF FACTORS

Inventory RF Factors

·-[0.6-f., - (FaT + FpT)J RFINV.Cl .-

F1.T

·-[0.4·£, - 0.5(Fa.T + Fp.T)J

RF INV.C2 .- F

LT

·-[0.8Fy' - .75·F,,·(l - Loss)]

RFINV.P .-

Fi.as

RFi := min(RFINV.T,RFINV.CI,RFINV.C2,RFINv.P,RFINV.M)

Operating RF Factors

Date Completed 6/23/2021

C-A.,,·MoL RFoPRM := -------

. Ao2·(1 + l)MLL·DF

·-[0.9Fy" - .75-F,,·(1 - Loss)] RFoPR.P .- F

I.BS

RF0 := min(RFoPR.P,RFOPR.M)*

Date Printed 6/23/2021

PROJECT OWASA

COUNTY Orange

STATION

SHEET ~ of _jQ

RFINV.T = 1.533

Concrete Tension

RFINV.Cl = 3.609

Concrete Compresion

RFINV.c2 = 2.516

Concrete Compresion

RFINV.P = 4.536

Presstressing steel Tension

RFINV.M = 1.018

Moment Capacity

(MSHT06-1a)

RF,= 1.018

RFOPR.M = 1.699

Moment Capacity

RF OPR.P = 11.34

Presstressing steel Tension

RF0 = 1.699

1223 Jones Franklin Rd.

SUBJECT Cored Slab BRIDGE Mason Farm

PREPARED BY EBK

CHECKED BY JAD

Raleigh, NC 27606

(919) 851-8077 • (919) 851-8107 (Fax)

Prestress Concrete Cored Slab

Intermediate Calculations (Supen.tructure)

<j,M0 = 300.836-kip·ft

Span= 29.958-ft kip Wo= 0.59]•-ft

DF = 0.236

Efl;1,b = 0.92

I= 0.3

Rating HS Summary (SupetSttucture)

Summary (superstructure)

Ultimate Moment Capacity of Prestress Concrete Channel

Span Length BRG to BRG

Uniform Dead Load

Lrve Load Distribution Factor

Strength Reduction Factor for P/C Based on Bridge Cond~ion at lime of Inspection

Impact Factor

PROJECT OWASA

COUNTY Orange

STATION

SHEET _9_ of __jQ

Note: These numbers will be used in the following Table .

RF;= 1.018

RF0 = 1.699 Note: The ralings shown are for the HS loading, and may not be the limiting case ..

RF;· Trucktts = 20.352-ton

RF0 -Trucktts = 33.973-ton

Data passed

0.6-f., - (Fd.T + Fp_T) R2:= -------ksi

0.4-f., - o.s(Fd.T + Fp.T) R3 := -------ksi

Date Completed 6/23/2021

RI= 1.077

R2 = 2.534

R3 = 1.767

Date Printed 6/23/2021 s, . 3 m s, = 1474

DocuSign Envelope ID: DB8175SC-4AF5-4519-BFAF-C6DC61552E92

1223 Jones Franklin Rd.

Raleigh, NC 27606

(919) 851-8077 * (919) 851-8107 (Fax)

SUBJECT Cored Slab BRIDGE Mason Farm

PREPARED BY EBK

CHECKED BY JAD

Coreslab Rating Input Data:

Ultimate Moment Capacity (ft.-kips) Span Length (ft.)

Uniform Dead Load (kip/ft.)

Live Load Distribution Factor Strength Reduction Factor Impact Factor

Moment Capactiy : 190.50 ft.-kips

300.836 29.958 0.592

0.2358 0.92

1.300

CORED SLAB RATING SUMMARY

Span Input (ft.): I 29.9583 I

PROJECT OWASA

COUNTY Orange

STATION

SHEET .....1Q_ of ...1Q

Loading: Live Load Cored slab Rating:

Truck Truck Wt. Moment : Inventory Operating

~ (tons) (kip-ft) RF inv. RF oper. (tons) (tons)

HS 20 20 281.47 1.02 1.70 20.4 34.0

SNSH 13.5 167.51 1.71 2.85 23.1 38.5

SNGARBS2 20 195.20 1.47 2.45 29.3 49.0

SNAGRIS2 22 193.57 1.48 2.47 32.6 54.3

SNCOTTS3 27.25 333.52 0.86 1.43 23.4 39.1

SNAGGRS4 34.925 353.33 0.81 1.35 28.3 47.3

SNS5A 35.55 359.98 0.80 1.33 28.3 47.2

SNS6A 39.95 379.59 0.75 1.26 30.1 50.3

SNS7B 42 395.13 0.72 1.21 30.4 50.8

TNAGRIT3 33 296.30 0.97 1.61 31.9 53.2

TNT4A 33.075 308.61 0.93 1.55 30.7 51.2

TNAGRIT4 43 340.02 0.84 1.41 36.2 60.5

TNAGRT5A 45 351.48 0.81 1.36 36.7 61.2

TNAGRT5B 45 369.64 0.77 1.29 34.9 58.2

TNT6A 41.6 342.53 0.84 1.40 34.8 58.1

TNT7A 42 332.29 0.86 1.44 36.2 60.4

TNT7B 42 348.43 0.82 1.37 34.5 57.6

•l

NORTH CAROLINA LEGAL LOADS

ALL BRIDGES EXCEPT THOSE CARRYING INTERSTATE TRAFFIC

SINGLE VEHICLE (SV) TRUCK TRACTOR SEMI-TRAILER (ITST)

REF.# SCHEMATIC REF. # SCHEMATIC

SK 22K 27K 22K 22K 22K 66K

0 0 13.5 TON o .~o 33Ton

SNSH I. 14'

..1

TNAGRITJ

~a· .. I

23.SK 16.5K 40K 12.1K 12.05K 21K21K

0 0 20TON 0 0 00

SNGARBS2 j. 14' ·I TNT4A I 9' I 9' .. ~4~ 66.15K

_4 .. 4 22' 33.075 TON

22K 22K 44K 22K 22K 21K 21K

0 0 22Ton

~ 90

SNAGRIS2 1. ·I TNAGRIT4 .. 1. 9'

"'.· 4· :I 86K

14' 22' 43TON

4.5K 25K 25K 54.5K 22K 21K 21K 13K 13K

0 00 27.25 TON 0 00 0 0

SNCOTTS3 I: ~;: .. ~4• :I TNAGT5A I: 9·

~4· I e· .. I/' ·I 90K

4 2a· 45TON ..

16K 15.65K 19K 19K 69.BSK 6K 21K 21K 21K 21K

0 000 34.925 TON 0 00 0 0

SNAGGRS4 I 9' I 4' ~ 4' I TNAGT5B 1~ 9· ~I 9· •I• 4· ~,

90K

: .. 4 .. .. .. 4 26' 45TON 17' ...

12.1K 8.5K 21K 21 K 8.SK 71.1K 12.1K 8 .2K 21K 21K 10.45K 10.45K

0 0000 35.SSTON 0 000 00

SNS5A I: 9· ~~4·.~..1+4~

TNT6A I: 9· .. 1J·~· .. 14 g· .. 1.4~ 83.2K

41.6 TON

121K 8.6K 8.6K 21K 21K 8.6K 79.9K 4.1K 4K 21K 21K 11 .3K 11.3K 11 .3K

0 00000 39.95 TON 0 000 000

SNS6A !:==+'~:.~· ,~· I TNT7A ~ 9' .,IJ:....tJ'-+l 9' I 4.it d

25' .. :

4 34' .. •

84K

42TON

7.6K 8.6K 8.6K 21K 21K 8 6K 8.6K 4.1K 10.5K t0.5K 8.45K 8.45K 21K 21K

0 000000 0 00 0000 SNS7B ~·4~4!~.i,· ~.4·:1

84K TNT7B t 9· .. 1..1· ... ~."J.~'44·:1

42TON

84K

42TON

Note: Includes 10% Tolerance where applicable.

Page2

Revised 10/25/2005

Revised Vehicle Names 11/1512007

Revised 7/31/2008

Revised Vehicle Names 6/1212009

Revised Vehicle Names 1/12/2011

1223 Jones Franklin Road, Suite I 00 Raleigh, North Carolina 27606 s u aJEcr ~~d,e, R0h·Dj.- Loo,d.s PRo JEcr_.,O=W~As,.____.Ac..L_ __ _

Loe A r 10N _ma \.o o Ea v:m bl:as:kv-rud« Tao..+m.u:d:: Phone: 9 19-851-8077 • Fax: 919-85 1-8107

1209 Floral Parkway PREPARED BY EBt!- DATE~ J 3 -.)/ STATION ______ _ Wilmington, North Carolina 28403 Phone: 9 10-799-5682 , Fax: 910-799-568-l CHECKED BY DD H DATE 6- J.l/ -J./ S HEET / OF 2 _ _;__ __

()_o__cl LD cJ.S' .. (.G) Co(eci SL~ Un\-k ( I 1-: S1

' h -< ~' - CJ'' i,.1) G((1.1.1 11 ' ~d,.1s1) - dl0,411 'Y·1r] IS0 pcJ - J.5:)5 ~/-14.

0 Di ttt> h r°1 r"1 @> m ic\spcuri ti 1 6, <.Db 1' [ .?-( o, l-f'1 ')2 17' J ll" ISO pcf "" 0. (Li 5 Y~ k_ ~ (Y)iosp(M/\ p~ ~ SL.l, S lb l w -;:

I I ~ J l 4 ..Q..

~ J°i' - 11~ '' J ~ 1.'9. 'l5<o3' 4 <<.;

)Cf.'158'3' br-~ -brq f4v. M.ol'Y\.l-vvt ~ P.i = w..l1

Lf g w ;; ~ P = J_(C>. &SY5k) = o .{)t1</ t/{+ ~ o.ot# s"-/{4 ·- ...:----j J't. Cj'c; gJ '

• w~o..r ,'(\'1 sllY-\-C\C{ Ca.ssu-.~ Y;).11 (R(Yltle.( ,·/) (o re.A sl.0-b]

3"

3'~t~ ' ~ '~ @ <£ 81 l d<f, @ rdcf-e1/ (")o~ ~ ill ::. ·wQ2

I) <t 1,0 ~ .2 W ': 'l/3 ( 14 l~s L""' 'J.{Yj j lb~

3 .9.. :5_q_'rsC:

l,E-= (1s1- 10'·)( :>l. 25 1b1.f'/ +- ) .oq h,/Ylt),,. O.Sig l'..M ~ O.S3 t/ ff o-'=blt~

Page 46 9f 47

DocuSign Envelope ID: DB81758C-4AF5-4519-BFAF-C6DC61552E92 ...... .,..,...-

9 • ·-ETHERILL

u FH91£115H!N9 1223 Jones Franklin Road, Suite 100 Raleigh, North Carolina 27606 Phone: 919-85 1-8077 • Fax: 919-85 1-8107

1209 Floral Parkway Wilmington, North Carolina 28403 Phone: 910-799-5682 , Fax: 910-799-5684 sua1Ecr Bt , ~ Oct-b ·f\§ - Loc.u:iSrRorEcT Ol-v" A~:A LocAr,oN Met.SPV'- (ctvrv1 Wa&k wa;:\:el :lie~ PREPARED BY f;'f!::,'t. DATE V;z-)3-2/ STATION. ___ _ ___ _

CHECKED BY D OIi DA TE 0 -:J.l/-2) SHEET __ 2. __ 0F _ _ 2 __ r----··-- l

• ~ cti \ 1\, j ~ . l~ I

·- ci) -- G '/. lf x_ 1~ t-\A.k~ N 3J, Jt"t 4 1-'t II. qg ).ft-¥ 3J. J(t = 111. lb/s,d e.i

- (~) x ~,"'1 ~ 1: 15 . S pa.st . rv 5' -1'' ~ (o 'f 15. SI~,((- ~ 5. Dg3'-:::- '-f 13 lb/~a, 11'15 II,/ s~ d-d

,. A~s -J I~, -th(~., ( 1 s'- l o" )( I '?'' ) ( I 5o1b /0-s) :: o. J.Cf7 t/Q.

-) o. 304'1

· U+1 l1~ ·es:

. ·-a1 ¢ D:T.. WoJ.u l 1°M G 5q_g \'n/f\

\('. J SLO~

2,Y'10 1'1,s;- 1

+ )_Cj,CfS-83 1

13 lb ffi a S LA()p::>·r+s- S~O 1 , 5:){o ·~ Lf 5 lo~-l- (Dl.f, 3 lbtt / (o u.,n d -s ~ 11 I b.4+-.

-:5"~. s l!:, ~ to" Qern o v u.i

, .SC>/.::,; 2) I~/~

Oltrin Solutions P.O. Box 1195

Hamlet, NC 28345

(910) 582-5650

Invoice

Page:

Number:

Date:

Customer:

Sales Order:

0000102078 2/11/2022

1114-02 0000113381

ACH/Wire is our preferred payment method.

Please contact ar@trinitymfq.com for details.

Sold To Ship To OWASA - Corporate 400 Jones Ferry Rd PO Box 366 Carrboro, NC 27510-2001 USA

OWASA- Mason Farm 170 Old Mason Farm Rd Chapel Hill, NC 27517-4431 USA

Customer P.O. Ship Via F.O.B Terms

2022-011 HNF Net 30

Quantit UOM Item Description Price Amount

11.9100 OT 305004

0000106385

50% Commercial Caustic - Truck $770.0000

Net Weight:

Na20:

DT:

DTFormula:

47,059 LB

38.47 11 .91

47,059 • 38.47

76 * 2000

Extended Amount: 9,170.70 Formula: 11.91 • 770.0000

LAST ITEM

Subtotal

Freight

Sales Tax

Trade Discount PaymenUCredit Amount

• =tMleiS-1 TERMS and CONDITIONS of SALE

GENERAL SALES POLICY

9,170.70

9,170.70

0.00 687.80

0.00 0.00

$9,858.50

By submitting, either by telephone, electronic submission or in writing, any order will indicate your agreement to the following terms. Any terms other than the following will be unacceptable.

TERMS OF PAYMENT

Unless further credit is granted, payment in full is due 30 Days after the date of the invoice. Past due balances shall be subject to a service charge of 1 1/2% per month (18% per annum), but in no event more than the maximum amount permitted by law.

WARRANTY

Oltrin Solutions ("SELLER") warrants this product, conforms to the chemical description on the label and is reasonably fit for the purpose stated on the label when used in strict accordance with the directions therein. Seller makes no other express or implied warranty of merchantability or fitness for a particular purpose, and Seller makes absolutely no other warranties, express or implied. Seller's liability for default, breach or failure under this label shall be limited to the amount of the purchase price. Seller shall have no liabililty for consequential damages. Buyer shall indemnify and hold Seller harmless from any and all liability, actions, and claims, and damages arising out of Buyers negligence or misuse of this product.

MUNICIPALITY/

LOCATION

COUNTY

ROUTE

ACROSS

ORANGE WATER

AND SEWER AUTHORITY

AITENTION: Vishnti Gangadharan, PE, PMP

Engineering Manager - Capital Projects

BRIDGE INSPECTION REPORT

CHAPEL HILL TYPE OF INSPECTION: ROUTINE -------------

ORANGE BRIDGE NUMBER NIA INSPECTION CYCLE NIA ---------------

ENTRANCE DRIVE TO MASON FARM WASTEWATER TREATMENT PLANT

MORGAN CREEK M. P. NIA

LOCATION 0.05 MILES SOUTH OF INTERSECTION WITH OLD MASON FARM RD.

SUPERSTRUCTURE CONG. PRESTRESSED CORED SLABS WI ASPHALT WEARING SURFACE

SUBSTRUCTURE REINFORCED CONG. ABUTMENTS AND INTERIOR CONG. BENT FOOTING

SPANS 2 SPANS @ 30'-0"

PRESENT CONDITION GOOD INVENTORY RATING HS-20

INSPECTION DATE 611612016 OPERATING RATING HS-34

PRESENT POSTING NOT POSTED PROPOSED POSTING NONE

COMPUTER UPDATE NIA ANALYSIS DATE 612112016

POSTING LETIER DATE

GPS COORDINATES

NIA OTHER SIGNS PRESENT NARROW BRIDGE

35° 54' 44.3" N I 79° 01' 24.4" W

LOOKING NORTH

· · ·- ETHERILL

ENGIU,RING a

1223 Jones Franklin Road Raleigh, North Carolina 27606

Phone: (919) 851 -8077 Fax: (919) 851-8107 Firm License No. F-0377

SPECIAL PERMIT

SIGN NOTICE NUMBER

ISSUED FOR REQUIRED

NO WEIGHT LIMIT

NO SPECIAL PERMIT

NO DELINEATORS

NO NARROW BRIDGE

NO ONE LANE BRIDGE

NO LOW CLEARANCE

BRIDGE l&A FORM 1(80)A .

BRIDGE INSPECTION RECORD AND SUMMARY

REV. 5-30-8?

INSPECTION TYPE r;?%J!~9l>Hi~: INSPECTION DATE [t'llJ!Diml BRIDGE No toWA~~~ couNTY ~~11111;~::r: ROUTE lt~fgNmN~~*fovER f7\1(;f;':;,aon~Allil:Rllff,~'\";:• ,',, , .. "., •. , . ·"'·»··· ·'""'''' . '. ,.,c., . ,.; ·~''· .~ .•. ' -· •. ~'' ' . . ·" .... ,. •.

STRUCTURE TYPE U' sw.H~Jtate·1r 1;1rittt.lb ~~lilt! ·· I.Aeswr ws ···· ·.·· v , ·n,,r "1 " 1 ~:tJi· , M .,·.-. ·'" ••• ·,. i.ft.,, .. -• c' ·"'·"·~ _ l;I .. ·, , ... _, .. \,.,, .. ,'.~ h!~.c;vEAR BUILT /.'1i/)g\ ·-·""''·~}~;//'.)

LENGTH ' ~if(l1,.,~~~~ ROUTE ORIENTATION tN?fPS! FOR SPAN '.',~ .. OF 7n SPANS

EVALUATION CODE: (0 • 2) CRITICAL, (3 & 4) POOR, (5 & 6) FAIR, (7 • 9) GOOD

INSPECTION ITEM ITEM 61 GRADE

DECK ITEMS GRADE 45 CHANNEL a.WATERWAY 7 1 WEARING SURFACE 7 & b. ALIGNMENT 7 2DECK a. CONCRETE N/A CHANNEL c.SCOUR 6

NO. OFEA. b. TIMBER PROT. d. SLOPE PROT., RIP· RAP, N/A

TYPE SPN. c. STEEL PLANK DIKES, ETC.

GRADE d. OPEN GRID 50 APPROACH ROADWAY CONDITION 7

RATES 51 APPROACH SLABS

SI &AITEM 52 PAINT SYSTEMS CODE I

58 53 UTILITIES 7

3 RAILING a. CONCRETE 54 RESPONSE TO LIVE LOAD 8

b. TIMBER 55 ESTIMATED REMAINING LIFE YEARS 22

c. ALUMINUM

d. STEEL 7 60 REGULATORY SIGN NOTICE ISSUED N

4 CURBS - WHEELGUARDS • PARAPETS· MEDIANS 61 PROMPT • ACTION NOTICE ISSUED N

5 WALKWAYS (ON OR ATTACHED TO STRUCTURE) 62 PRESENTLY POSTED N

6 DECK EXP. a. STEEL PL. OR FINGER Pl. 63 TOT. FIELD INSP. TIME ( INCLUDE WRITE UP )(M/H) 10

JTS. OR b. MISC. PREFAB DEVICES 64 TOTAL SNOOPER 1NSP. TIME (HRS)

DEVICES c. COMPRESSION SEALS 65 TOTAL TRAFFIC CONTROL TIME (M/H)

NO.OF d. STANDARD JOINTS

EACH e. OPEN JOINTS 7 70 Sl&A GENERAL CONDITION RATINGS

7 DECK DEBRIS ( INCLUDE EXCESS SAND/ GRAVEL) 7 a. DECK ITEM 58 7

b. SUPERSTRUCTURE ITEM 59 7

SUPER STR. ( FM. 1 (90) B TRUSS ) ITEM 59 c SUBSTRUCTURE ITEM 60 7 10 LONGITUDINAL BEAMS OR GIRDERS 7 d. CHANNEL & CHANNEL PROT. ITEM61 7

11 LONGITUDINAL JOIST OR STRINGERS

12 INT. DIAP'S, X-FRAMES, BRACING, & CONN'S 71 SI& A FIELD APPRAISAL RATINGS

13 END DIAP'S, CURTAIN WALLS, & CONN'S a. WATERWAY ADAQUACY 7 14 FLOOR BEAMS AND CONNECTIONS b. APPR. RDWY. ALIGNMENT 7

15 BEARINGS ASSEMBLIES ( INCLUDE MISALIGN)

16 DRAINAGE SYSTEMS ( ON STRUCTURES ) 72 FIELD SCOUR EVALUATION • G.

17 MOVABLE SPAN MACHINERY

USE OF INSP. ACCESSIBILITY EQUIPMENT

SUB STR ITEMS, ITEM 60 ( INCLUDE SCOUR ) SNOOPER ( CODE P, S, 4 or N )

35TIM. a. ABUT. & INT. BENT CAPS & RISERS lADDER YIN N

SUB b. PILES, POST, SILLS, & BRACING OVERSIDE LADDER Y/N N

STR. c. BULKHEADS, WING'S, & TlE BACKS BUCKET TRUCK Y/N N

36CONC. & a. ABUT. & INT. BENT CAPS 7 BOAT YIN N MAS. b. ABUT. & BENT COL'S & BREASTWALLS 7 OTHER I I YIN N

SUB c. ABUT. & INT. BENT PILES

STR d. BACKWALLS ·WING'S· RETAIN. WALLS 7 SPECIAL INSPECTION REQUESTED FOR :

e. ABUT. AND BENT FOOTINGS & SILLS N/A 37 STEEL a ABUT. & INT. BENT CAPS & RISERS NOTE:

SUB. STR. b. PILES AND BRACING AND BULKHEADS

38 FOUNDATION PILES TYPE MATERIAL

39 SLOPE PROT ., RIP • RAP ( INCLUDE DRAINAGE )

40 FENDER SYSTEMS 80 INSPECTED BY: I RAFAEL ASENCIO, PE

41 DRIFT 6 81 REVIEWED BY : JOHN T. DIFFEE, PE

Bridge I & A Fonll 1 (82) l-I Revised 6/4/97 FIELD INSPECTION REPORT Bridge No. OWASA

ST ATE OF NORTH CAROLINA

DEPT. OF TRANSPORTATION Route MASON FARM

DIVISION OF HIGHWAYS

BRIDGE INSPECTION & ANALYSIS WASTEWATER

Prepared for:

TREATMENT PLANT Orange Water and Sewer ENTRANCE Authority

Countv ORANGE

TEAM LEADER: RAFAEL ASENCIO, PE DATE: 6/16/2016

ASSISTED BY: TIM PENDERGRAFT

ITEMNO. I DESCRIPTION

1. WEARING Ill,'' THICK ASPHALT WEARING SURFACE HAS BEEN ADDED OVER ORIGINAL REINFORCED

SURFACE CONCRETE WEARING SURFACE. ASPHALT CRACKED ALONG FILL FACE OF JOINT AT

(?)GOOD ABUTMENT 1 AND 2, ALL CRACK LOCATIONS HA VE BEEN SEALED AND ARE SOUND AT THIS

TIME.

2a. CONCRETE ORIGINAL CONCRETE DECK IS NOT VISIBLE FOR INSPECTION SINCE INSTALLATION OF

DECK ASPHALT WEARING SURFACE.

(N/A)

3d. STEEL DAMAGE TO THE SOUTHEAST BOTTOM BRIDGE RAIL TERMINUS. (SEE PHOTO)

RAILING

(7) GOOD

6e. OPEN JOINT JOINTS HAVE BEEN SEALED AND ARE IN GOOD CONDITION.

(7) GOOD

7. DECK DEBRIS MINOR DEBRIS ACCUMULATED IN DECK WEARING SURFACE CUT-OUTS FOR UTILITY

(?)GOOD SUPPORTS ALONG EAST FACE OF BRIDGE.

10. LONGITUD. NO CRACKS, SPALLS OR DELAMINATIONS FOUND ON EXTERIOR SIDES OF BRIDGE, A BEAMS OR SMALL SPALL FOUND WHERE THE UTILITY HANGERS HAVE BEEN REMOVED ON BEAM 2.

GIRDERS (SEE PHOTO)

(7) GOOD

36a. ABUT. & INT. STICKS AND OTHER DEBRIS HANG FROM BETWEEN TOP OF CAP AND BOTTOM OF CORED BENT CAPS SLAB UNITS. A HAIRLINE x 7" LONG HORIZONTAL CRACK WITH ADJACENT DELAMINATION

(7) GOOD ON THE SOUTH FACE OF THE BENT CAP JUST ABOVE COLUMN 1. (SEE PHOTO)

36b. ABUT. & INT. MINIMUM RANDOM MAP CRACKING PRESENT ON BREASTW ALL OF ABUTMENT 1.

BENT COL'S. &

BREASTWALLS

(7) GOOD

36d. BACKW ALLS, HAIRLINE TO 3/32" WIDE VERTICAL CRACK ON SOUTHWEST WINGWALL. 5" X 19"

WINGS DELAMINATED AREA ON NORTHWEST WINGWALL WITH MINOR SURFACE SPALLS. (SEE

(7) GOOD PHOTO) A GAS TEST IS PRESENT AT THE END OF THE NORTHEAST WINGWALL. NORTHWEST

WINGW ALL SURF ACE HAS MAP CRACKING.

41. DRIFT MINOR DEBRIS ACCUMULATED AT WATER SURFACE AGAINST COLUMN 1 AND SOME

(6) FAIR DEBRIS ACCUMULATION WAS NOTED ON THE TOP OF THE CAP ENDS. (SEE PHOTO)

45c. CHANNEL STREAM BANK UNDERMINING TYPICAL ALONG THE SOUTH STREAM. (SEE PHOTO)

SCOUR

(6) FAIR

Bridge I & A Form I (82) H Revised 6/4/97 FIELD INSPECTION REPORT

( CONTINUED)

Bridge No.: OWSA County: ORANGE Date: 6/16/2016

By: RAFAEL ASENCIO, PE

ITEM NO. I DESCRIPTION

45d. CHANNEL NO SLOPE PROTECTION PRESENT AT ABUTMENTS.

50.

54.

54.

SLOPEPROT.

RIP-RAP

(N/A)

APPROACH

ROADWAY

(?)GOOD

UTILITIES

(?)GOOD

FIELD SCOUR

EVALUATION

(CODE: -8-)

BOTH NORTH AND SOUTH SIDE APPROACH ASPHALT WEARING SURFACE IS IN GOOD

CONDITION, NO CRACKING EXCEPT AT JOINTS AND HA VE BEEN SEALED.

6" DIAMETER INSULATED DUCTILE IRON PIPE WAS REMOVED FROM UNDER THE BRIDGE

AND THE ENDS CAPPED AT THE ABUTMENT WALLS. AN 8" DIAMETER DUCTILE IRON PIPE

IS HUNG ALONG THE EAST SIDE OF THE BRIDGE.

PER BRIDGE PLANS, BRIDGE IS SUPPORTED ON SPREAD FOOTING KEYED INTO SHALE. NO

VISIBLE INDICATION OF SCOUR AROUND FOOTINGS. BED ELEVATIONS ARE ABOVE

FOOTINGS.

BRIDGE INSPECTOR'S RECOMMENDATIONS FOR MAINTENANCE REPAIR!

Bridge:

Function Code

These Repairs Should Be Made Within Twelve Months From The Date Of This lnspectlo1

Description of Function

Unit Quantity

1 LS

Remarks

PATCH SPALL ON BOITOM SURFACE OF BEAM 2,

WHERE PREVIOUS HANGER WAS AITACHED,

ADJACENT TO BEAM 3.5 FT. FROM ABUTMENT 2.

[BRUSH SPALL WITH CLEAN WIRE BRUSH TO REMOVE

LOSS MATERIAL AND CONTAMINANTS; PRIME SURFACE

WITH A BONDING AGENT COMPATIBLE WITH REPAIR

MORTAR PER MANUFACTURERS INSTRUCTIONS; APPLY A

REPAIR MORTAR SUITABLE FOR OVERHEAD WORK (SUCH

AS SIKA REPAIR 223) TO PATCH SPALL.]

THIS INFORMATION SHALL BE CONSIDERED

AND SHOULD NOT BE PROVIDED TO

CONTRACTORS

CONDITION

PHOTOS

BRIDGE NO: OWASA COUNTY: ORANGE INSPECTION DATE: 6/16/16

DAMAGE TO THE SOUTHEAST BOTTOM BRIDGE RAIL

TERMINUS

5" X 19" DELAMINATED AREA ON NORTHWEST WINGWALL

WITHSURFACESPALLS

- - ·WETHERILL

IH91f411§1N9 •

BRIDGE NO: OWASA COUNTY: ORANGE INSPECTION DATE: 6it 6/16

UNDERMINING OF BANK ALONG DOWSTREAM SOUTH SIDE OF

STREAM

9" X 5" DELAMINA TION WITH A 7" LONG HORIZONTAL

HAIRLINE CRACK AT BOTTOM OF CAP NEAR COLUMN 1

- - ·-ETHERIL L

EN9!f415D!N9 V

5" X 1" DEEP SP ALL LOCATED AT CORED SLAB 2, 3 1/2" FEET

FROM ABUTMENT 2

6 FOOT WIDE DEBRIS PILE LOCATED ON THE WEST END OF

THE BENT CAP

--- ·- ETH ERILL

FNi!fi55§!N9 •

1223 Jones Fronklin Rd. LOCATION: CHAPEL HILL ~.a,pt""""ILL

~:~~~~~ING Roleigh, N.C. 27606 Bus: 919 851 8077 Fox: 919 851 8107 License No. F-0377

COUNTY: ORANGE

TNIISJltDlrrATl()II PLNl#IIIGIOESIGII • tJMJGE./'SrRlx:rt/llf O£still

CNIVS/Tl DEstill - GISIGF'S • CQIIStRIJCTl(JII OIISl.lHXIOI INSPECTION DATE: 6/16/2016 DRAWN BY: JCP CHECKED BY: .,rrQ_ e 1/1 •,o t . ~ • w -~1> Q 0 ..

._,I.,,.~ • ..,e.e. • 011.1' .ct.I l. •f:btt

AWS - I >'z." THJt.°.

OWSA

"'"' ",1:o.,; po .. ,.

l"lt~~Q. -a." 'I'll"· ,-JO ~ OU1'!>•01l. "!,l,.P., F.-.c.e.

L4,.4-,. '1/e, ~ t'·o"

J::j~~~;.:.l~~::!'.,~~::;:~~~i:J~~:;i~;;;:::~~~6b;--0"¢ Dt1c.T'ILE. I/lON ', IJJ1.r1tR. une.

+~ 1,i..., e rz' o.c. ·r,,•p•c .... L

- - - J- - .--_-.. -... --..J+L. ---"'-. 1---. -. -,-~----,-~--,-.-~-r--..a;...~....:..L-_ ~---~ :_~ ' . ' .S.-.' :=:,-i._..._.. ';-~ .&.....L- • ....__ • .-..&- ._._. _:" • .:;:1 .. i l-...::.,. ··-'

IQ,C •• ~-o ~:o"

TYPICAL SECTION

~.~ILL

~:i~~~=ING

1223 Jones Franklin Rd. LOCATION: CHAPEL HILL

COUNTY: ORANGE

TRNISl'OKrl(Tl(]II f'Ullll#IG./Dfstill - fJRJ(1'iUS,tr&rt/RE Dfstill

CNIVSITl DESti# - 6ISJ'6PS - CfJltsrN:rtJII 08Slftflift(JN

Raleigh, N.C. 27606 Bus: 919 851 8077 Fox: 919 851 8107 Ucense No. F-0377 INSPECTION DATE: 6/16/2016

DRAWN BY: JCP CHECKED BY: ill!L_

OWASA MASON FARM WASTERWATER TREATMENT PLANT

I "" •I 2_·-, 4000 P"' COIJ(.,

1opptiJ<,,i---.

,, 11 q ,z. I 11

I -t.

- CII :<

\I) t @e I •

"i>11ftltUp<'>@ !Co a.c.

it~ c.clJj. -+--,, {!:,1.,..,....-,=

• I

Ji~:~:~·i e, ~2.• l2·lt sYz • i• z' 2·1

CORED SLAB UNIT

~6" 0 270 ksi., 7 WIRE STRANDS

11 STRANDS BOTTOM, 2 STRANDS TOP

fc' = 5,000 psi

NUMBER OF SPANS 2

BRIDGE LENGTH 62' -0" (FILL FACE TO FILL FACE)

SPAN , A, - LENGTH 31'-0"

SPAN 'B' - LENGTH 31'-0"

BEARING TO BEARING LENGTH

29' -11 Y2" (TYPICAU

NUMBER OF CORED SLAB UNITS 6

BRIDGE WIDTH (OUT TO OUT) 16'-6"

BRIDGE WIDTH (CLEAR ROADWAY) 15'-10"

STREAM BED SOUNDINGS

(SEE NEXT SHEET FOR PROFILE SKETCH)

BR. INSP. WORKSHEET (1/1/90)

Revised 10/9/1998

Bridge#: OWASA COUNTY ORANGE

RECORD SOUNDINGS FROM TOP OF RAJL. OTHER LOCATION IF NEEDED:

DATE 6-16-16

TOP OF RAIL

DISTANCE HIGHWATER MARK TO TOP OF CURB: ____ LOCATION H. W. MARK:

NOTE:Draft a Stream Bed Profile sketch and record soundings at the stream face of abutments, C/L of piers, WE, WS, and major contour changes on the downstream side. Record soundings at the stream face abutments and C/L piers on the upstream side.

DOWNSTREAM UPSTREAM

DISTANCE SOUNDING DESCRIPTION DISTANCE SOUNDING

(Station) (Station)

00+06.5 11.2 WS&WE

00+32.0 11.2 WS&WE

00+00.0 3.40 TOP OF WING 00+00.0 3.43

00+01.0 8.70 FACE OF WING 00+01.0 10.10

00+06.5 11.20 WS&WE 00+04.5 11.10

BY: __ ..:RA..::...cc..._

DESCRIPTION

TOP OF WING

FACE OF CAP

WS&WE

00+10.0 12.20 00+31.0 11.10 CENTERLINE BENT

00+20.0 12.20 00+33.8 11.10 WS&WE

00+31.0 11.60 CENTERLINE BENT 00+61.0 8.90 FACE OF CAP

00+32.0 11.20 WS&WE

00+40.0 10.90

00+50.0 9.40 GROUNDLINE

00+61.0 9.10 FACE OF CAP

00+62.0 3.43 TOP OF WING

"C I»

(C (D c., c., <O

Bridge#: OWASA County:

Top of Rail = O (Sounding)

0, C

00+00.0

10 ~ -

" :S 12 C ::J

00+10.0

ORANGE Date: 6/16/2016 By: RA

STREAMBED PROFILE {Downstream}

Distance (Station)

00+20.0 00+30.0 00+40.0

- WS2016

00+50.0

I ~ i-- -

I ,.. \ I I\ ~ --

00+60.0

I

J --- -

- '-6/16/2016 p -\ . - - PROFILE - - ---- - -u, 14 ------- -- \ 6/23/2011

DDf"\~ 11 ~

00+70.0

STANDARD

PHOTOS

SOUTH APPROACH LOOKING NORTH

NORTH APPROACH LOOKING SOUTH

· · ·- ETHERILL

FN91tj5§1N9 •

BRIDGE NO: OWASA COUNTY: ORANGE INSPECTION DATE: 6116/16

LOOKING WEST UPSTREAM

LOOKING EAST DOWNSTREAM

BRIDGt NO: OWASA COUNTY: ORANGE INSPECTION DATE: 6/16/ 16

NARROW BRIDGE SIGN AT SOUTH APPROACH

TYPICAL 2-BAR STEEL TUBE BRIDGE RAILING

- - ·- ETHERILL

ENGU4l§RING •

TYPICAL WINGWALL (NORTHEAST WINGW ALL SHOWN)

8" DIAMETER DUCTILE IRON WATERLINE ALONG EAST FACE

OF BRIDGE

· · ·- ri THERILL

FH2 tJIFB1N9 •

BRIDGE NO: OWASA COUNTY: ORANGE

ABUTMENT2

INTERIOR BENT I

--- ·-ETH ERILL

ENG1f111iH1NG •

INSPECTION DATE: 6/16/16

UTILITY SUPPORT CONNECTION FOR EXTERIOR 811 DIA.

WATERLINE W/ANCHOR ROD BETWEEN JOINT OF CORED

SLAB 1

SEALED JOINT AT ABUTMENT 1

_d11r'W ETHERILL

IHi!t41FD1N9 u

SEALED JOINT AT BENT

SEALED JOINT AT ABUTMENT 2

1l

- - ·W ETHERILL

FN91~1§1N9 •

GUARDRAIL ATTACHMENT LOCATED AT MID SPAN OF SPAN 2,

WEST END

NORTHWESTWINGWALL

- - ·- ETHERILL

IH91(11§1N9 •

BRIDG£ NO: OWASA COUNTY: ORANGE INSPECTION DATE: 6/16/16

WEST SIDE BRIDGE PROFILE, LOOKING NORTH

UTILITY STUB

· · ·- ETH ERILL

ENGlfiiERING •

ABUTMENT I

EAST SIDE BRIDGE PROFILE, LOOKING SOUTH

- - ·WETH ERILL

EN91UIB!N9 •

LOAD

RATING

1223 Jones Franklin Rd.

Raleigh, NC 27606

SUBJECT Cored Slab BRIDGE Mason Farm

PREPARED BY RA

CHECKED BY JAD

PROJECT OWASA

COUNTY Oranaqe

STATION

(919) 851-8077 * (919) 851-8107 (Fax) SHEET _1_ of _jQ

Input Data

Prestress Concrete Cored Slab

References:

1. AASHTO, Manual for Condition Evaluation of Bridges, 2000

2. AASHTO, Standard Specification for Highway Bridges, 2000

Strand Locations (Measured From the Bottom) -Remove a strand if strand damaged in the middle third of the girder.

d1 d2 d3 d4 d5 d6 d7 d8 ... dn d := (2 2 2 2 2 2 2 2 2 15 15),in

Basic Units ksi := 1000, psi,.

kip := 1000, lbf* ton := 2·kil\

Section Properties (Superstructure)

"( := 0.4 b := 33,in h := 17,in

Ultimate stress factor 0.4 S.R. or 0.28 for L.R.

Width of slab section

Material Properties (Superstructure)

Geometric Properties (Superstructure)

A strand := 0.1152· in2 D := 10, in f.c := 5•ks'

F5• := 270-ksi lbf "fc := 150·-ft3

Width := 16.SO·ft

Height of slab section

Area of Single 7/16" strand

Diameter of core

Concrete strength

Prestressing strand strength

Specific weight of concrete

Width of bridge

NL := I Number of Lanes

Span := 29.9583,ft BRG to BRG span length units := 6 Number of prestress concrete units

Date Completed 6/23/2016 Date Printed 6/23/2016

Raleigh, NC 27606

SUBJECT Cored Slab BRIDGE Mason Farm

PREPARED BY RA

CHECKED BY JAD

PROJECT OWASA

COUNTY Oranage

STATION

(919) 851-8077 * (919) 851-8107 (Fax) SHEET _2_ of ...1Q

Prestress Concrete Cored Slab

Intermediate Calculations (Superstructure)

Area of concrete

Depth of deck

Ac:= b·b-2{0

<ld := h-D

Ac = 403.92-ii

<ld = 3.5-in

Equivalent rectangular stress distribution factor ~1 is dependent on the concrete strength .

f.c - 4·ksi)] 131 := if f.c < 4· ksi, .85, .85 - .05· .

l·ks1 131 = 0.8

Number of strands strands:= cols(d) strands= l l

Equivalent strand location

AASHTO (8.16.2.7)

d = I 21 21 21 21 21 21 21 21 21 ... 1 -in Strand locations

Id dsec := h--n n := cols(d) * n = 11 dsec = 12.636-in h e := - - dsec e = -4.136-in

Prestress Reinforcement Calculation (Superstructure)

Number of strands

Centroid of strands from top

Centroid of strands from center b = 33-in A strand = 0.115·in 2 strands· Astrand

P ·-.- p = 0.00304

Average Ultimate Stress Calculation (Superstructure)

"f p·Fs•) Fsu' := Fs•· I - 'i3i°.fc

"t = 0.4

131 = 0.8

F5• = 270-ksi f.c = 5-ksi

Ultimate Stress factor for LR strands

Equivalent Rectangular block factor

Nominal Strand Stress

Compressive strength of concrete

Fsu' = 247.847,ksi Average stress at Ultimate Load

Moment Capacity Checks (Superstructure) Check1 must be less then Limit1

Fsu' Check1 := p· f.c

Date Completed 6/23/2016

Limit1 := 0.36· 131 Check1 = 0.151 Limit1 = 0.288 OK

Date Printed 6/23/2016

AASHT0(9.1.2

AASHTO (9.17.4.1)

AASHTO (9. 18. 1)

Raleigh, NC 27606

(919) 851-8077 * (919) 851-8107 (Fax)

Prestress Concrete Cored Slab

Locate Neutral Axis (Superstructure)

SUBJECT Cored Slab BRIDGE Mason Fann

PREPARED BY RA

CHECKED BY JAD

Ast = 1.267·in

PROJECT OWASA

COUNTY Oranage

STATION

SHEET __L of _jQ

Area of all strands

If Neutral axis is less then ~ = 3.5-in then the compression block lies within the deck.

a:=--- a= 2.239-in f.c·b·.85

~ = 3.5·in

A,r ,~ .8H,·(b-2·D){~ -¥) Fsu'

Apr = 0.78·in

Apw := Ast - Apr

Apw·Fsu' a2 :=----~

.85-(b- 2-D)·f.c a2 = 2.185-in

Moment Capacity Calculation (Superstructure)

<I>:= 1.0

Ast = 1.267 · in2

Fsu' = 247.847-ksi dsec = 12.636,in f.c = 5·ksi p = 0.003

Date Completed 6/23/2016

Strength Capacity Reduction factor for prestressed concrete members

Area of all strands

Average Stress at Ultimate Load

Centroid of strands from top of Cord Slab

Compressive strength of concrete

Prestress reinforcement ratio

<l>Mn1 := <I>{ AsrFsu•·dsec{l - 0.6·p· F;:')]

<l>Mn2 := <I>{ Apw·Fsu{dsec - ~) + .85·f.c·(b- 2·D){dsec - ~ }~]

<!>Mn:= if(a < <ld ,<l>Mn1,<l>Mn1)

<!>Mn = 300.836-kip·ft

Moment Capacity of Prestress Concrete Cored Slab Design Flexural Strength

Date Printed 6/23/2016

AASHTO (9.17.2)

AASHTO

(9.14)

AASHTO (EQ

9-13)

<!>Mn1 = 300.836,kip·ft

<!>Mn2 = 302.139,kip·ft

Raleigh, NC 27606

(919) 851-8077 * (919) 851-8107 (Fax)

Prestress Concrete Cored Slab

Dead load Calculation

SUBJECT Cored Slab BRIDGE Mason Farm

PREPARED BY RA

CHECKED BY JAD

PROJECT OWASA

COUNTY Oranaqe

STATION

SHEET _i_ of ...1.Q

Conposlte Dead Load Table Non Conp,slte Dead Load Table

AWS 50

c.mcrete Weairg s.rfac:e 88 Uiities 11 Side Wal< Werj#. 0 RalWerj#. 14 ate- 0

Tata! 163 lbf Com D := Com DL·-

- - ft kip Com D = 0.163·-

- ft

Dead Load Moment Channel b'ft b'ft b'ft b'ft b'ft b'ft lb'ft

SIP Ferns SlabWef#_ 8eEln Werj#.

Di~W8rj#.

ate-lbf Non com D :=Noncom DL·-- - - - ft ki Non com D = 0.428,...l

- - ft

Tata!

M Com D·Span

DL C :=

- 8

MoL_C = 18.287,kip·ft

Non com D·Span

MoL NC := --=--=----=--

- 8

MoL := MoL_C + MoL_NC

Live Load Distribution Factor s := b

L := Span

K := .8

C ( units·b) :=K·--

L

S = 33,in

L = 29.958,ft

Rectangle With Void

C = 0.441

MoL_NC = 48.072,kip·ft

MoL = 66.359,kip·ft

D1 := if[ C < 5 ,( 5.75 - 0.5·NL) + 0.7,NL'(l - 0.2·C/ , ( 5.75 - 0.5·NL)J.ft

D1 = 5.832,ft

S 1

DF :=-·-

D1 2

Date Completed 6/23/2016

DF = 0.236 Distribution Factor

Date Printed 6/23/2016

0 b'ft 0 b'ft

421 b'ft

7.5 b'ft 0 b'ft

428.5 lb'ft wo := (Com_D + Non_com_D) kip wo = 0.591· ft

Composite dead load moment

Non composite dead load

Total dead load

AASHT0(3.23.4.3)

SUBJECT Cored Slab BRIDGE Mason Farm

PREPARED BY RA

CHECKED BY JAD

Ralelgh, NC 27606

(919) 851-8077 * (919) 851-8107 (Fax)

Prestress Concrete Cored Slab

Impact Factor 50,ft l:=--- Span + 125,ft

I= 0.323

The impact factor need not exceed .3

Section Modules area1 := b·h

-rr·D area2 :=---

I:= if(I> .3, .3,I)

. h d1stance1 := -h distancei := -

I= 0.3 b,h3 Inertia 1 := --

-2·-rr·D

Inertia2 := ---

PROJECT OWASA

COUNTY Oranaqe

STATION

SHEET _5_ of ..1Q

AASHTO

(3.8.~ 3-1

Inertia1 = 13510.75·in

Inertia2 = -981.748,in area1 + area2 = 403.92·in2 Sx := Inertia1 + Inertia2 • h Section modules

Date Completed 6/23/2016 Date Printed 6/23/2016

Raleigh, NC 27606

(919) 851-8077 * (919) 851-8107 (Fax)

Prestress Concrete Cored Slab

SUBJECT Cored Slab BRIDGE Mason Farm

PREPARED BY RA

CHECKED BY JAD

Strength Reduction Factor Based on Condition at Time of Inspection

Effs]ab := 93% *

Rating Factors Inventory:

Operating

Cracking Moment

Composite reaction

Ail:= l.\

Ao1 := l.\

. Span reaction := wo· --

Non-Composite reaction

Ao2 := l.\ reaction= 8.86-kip

PROJECT OWASA

COUNTY Oranage

STATION

SHEET _6_ of _jQ

Span non_comp_reaction := Non_com_D·-

- non_ comp _reaction = 6.419· kip

0ead Load Moment

Maximum Strength

Date Completed 6/23/2016

Loss:= 12% Assumed losses

P := [0.75,Fs'"(I - Loss)}Astrand·strands

P -P·e pc .- Ac Sx

P = 225.815-kip

CRmomm, := [(,.s-J ~ -psi + r,,}s,]-[ MoL_Nc{~:- ,)]

1.2,CRmoment = 253 .981 ,kip• fi:: $Mn= 300.836,kip·ft

C = 279.777-kip·ft

Date Printed 6/23/2016

AASHT0(9.18.2)

Raleigh, NC 27606

(919) 851-8077 * (919) 851-8107 (Fax)

Prestress Concrete Cored Slab

SUBJECT Cored Slab BRIDGE Mason…