Lost Creek TH-CS080205
THE.CITY.OF
COPPELL
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February 5, 2008
Jason R. Rose
JR Rose Development, LLC
410 Spinnaker Dr.
Allen, TX 75013
RE: Lost Creek Townhomes
Dear Mr. Rose:
The City of Coppell is in receipt of your letter concerning the adequacy of the cover over
the culvert under Heath Lane adjacent to Coppell Road. We are satisfied that the use of
Class IV pipe coupled with the 6" reinforced concrete paving will provide adequate
structural integrity until Coppell Road is reconstructed.
The main concern of the City of Coppell is the adequacy of drainage from the new street,
and the drivability of the connection between Heath Lane and Coppell Road. This
culvert is constructed approximately 10" higher at the mid point than the plan elevation.
This has caused a hump in the middle of the entrance, and a severe grade change down to
the finished paving grade. This situation will cause the residents of this subdivision, as
well as service vehicles, and the Fire Department difficulty in entering and exiting this
street.
The city has requested that you remove and reset this culvert at the plan grade on many
occasions, and you instead chose to pave over it at the improper grade. I intend to meet
the Deputy Fire Chief on site to measure the finished grade of the paving. In the event
the measured grade exceeds the 8 degree maximum slope recommended for his fire
apparatus you will be required to remove and reconstruct this intersection prior to final
acceptance of the proj ect.
If you have any questions or need further assistance, please call me at the number listed
below.
7z:'l (j}1tA
Rick O'Dell r
Construction Inspection
Office Phone: 972/304-7090
Fax: 972/304-3570
255 PARKWAY * PO BOX 9478 * COPPELL TX 75019 * TEL 972/462 0022 * FAX 972/304 3673
Feb 01 08 01:02p
barbara rose
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#Pages =10+Cover
Tuesday, Januaty 15, 2008
Rick Odell
Inspector
City of CoppeR
c.c. Keith Marvin, P.E.
Civil Engineer
255 Patkw2.y Blvd.
CoppeD. TX 75019
(972) 304-7044 Td.
(972) 304-3570 Fax
Dear Gentlemen:
Class IV RCP reganling COVel:. We will have 1" of COVel: above the pipe just for protection of the
pavement from cracking from the anticipated heavy construction traffic as we begin building.
Regarding the temporary drainage we set the flow line of the pipe in relation to the current rtnl;n~ge of
the ditch along CoppeD Road. This could va%y from the plans slightly, but both the engineeJ: of record
and I feel that the imperative factor is that the water drainage through the ditch continues to drain.
which was the original intention of the design which has been entirely main12ined Please review and
call Matt or I to discuss.
We work bard to produce a long lasting project of quality which I would hold up to any project in the
city and beyond Our goals are your goals.
Thank you for your time and consideration, and please call if you have any furthel: questions.
Respectfully,
C),~ !L---
I
Jason R Rose, Anhifect TX #18341
(214) 454-7895 Cell
member
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Feb 01 08 01:03p
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ORACLE ENGINEERING
7012 Undsley Avenue
Dallas, Texas 75223
Phone: (214) 321-1436
February 1 , 2008
Mr. Keith Marvin, PE
City of Coppell
255 E Parkway Blvd
Cappell, TX 75019
Re: Lost Creek Townhomes
Coppell, Texas
Dear Keith:
As recommended by the manufacturer, we are requesting to pour the temporary approach slab to Cappel
Road on top of the 18" diameter Class IV RCP. The enclosed calculations confirm that the specified
class of pipe does not require additional cover on top of the pipe. If you have any questions, please
contact us.
Sincerely,
~
Matthew P. Kostial, P.E.
Oracle Engineering
Encl.
Cc: Jason Rose
Feb 01 08 01:03p barbara rose
AT&T Yahoo! Mail- mattkostial@sbcglobal.net
972-459-7239
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Page I ot I
.~?J~.~'r".r.)i MAIL
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Print - Close Window
Subject: 18" RCP analysis
Date: Fri, 1 Feb 2008 10: 24:25 -0600
From: "Martin, Hugh (Grand Prairie) NA" <Hugh.Martin@hanson.biz>
To: mattkostial@sbcglobal.net
Matt,
The requested RCP analysis is attached.
I ran it twice; once for flexible or no pavement and once for rigid pavement. In the case of rigid pavement. the program uses the
methods of the LEDFAA program, so it automatically assumes aircraft loading. Modifying the magnitude of the live load, you can
see how big a difference rigid pavement makes on the stresses in the pipe. I don't know if thafs useful to you or not, but I
thought I'd include it in defense of your Class IV pipe class selection, if nothing else.
Feel free to call or email me with any questions.
Regards,
Hugh Martin, P .E,
StruCllJral Design Engineer, South Cenlral Region
Hanson Pipe & Precallt
1 003 N. MacAlthur 81vd.
Grand Prairie, TX 750S0
Tel: 972 266 7553
Fax: 972 266 7596
Hugh.Martin@hanson.com
'JJo.~oN. hanson.com
Attachments
F"es;
~/ 18_RCPAn.Iytn.PDF {277k}
http://us.f832.mail.yahoo.comlym/ShowLetter?box=Inbox&Msgld-=-731 0_17583106_14062_1924_277010... 2/112008
Feb 01 08 01:03p
972-459-7239
barbara rose
Three Edge Bearing Analysis - Resul1s
Project Description
project Title: Analysis
Project location:
Contract Number:
Country: US
Units: English
Alternative: 18" RCP - 0.1' to 1.0' of fill
Consulant
Contractor:
AnaIyDd By: HGM
Date: Q4-Jan-08
CoInply To: ASTM (MSHTO
D-LOAD REQUIREMENTS FOR A 181n. DIAMETER CIRCULAR PIPE
PIPE DATA
Inner Diameter (in.)
Wail'S' Thickness (in.)
INSTALLA liON CONDITIONS
Minimum Depth of Fill (ft) ~ I.JNrATIOIJ: t:ttL::F 0
Maximum Depth of FiU (ft)
Soil Density (1bIcu. ft)
Installation Type
Trench Width (ft)
SolI Lateral PressurelFriction Term (kp')
Parametl!lts to compute Transition Width
Positive Projection Ratio
SoH Lateral Pressure Ratio
SoD Lateral PressureJFriction Term (kl.l)
Sol Lateral Fraction em)
Setllement Ratio
ADDITIONAL LOADS fL~", ALE.. bR... >>6 PA.v~6JT'
Live Load AASHTO H5-SERIES (HS-20)
Single Axle Load = 32(kips), Double Axle - Load per Axle = 24(klps), Space = 4{ft)
LIve Load Distribution Factor;:: 1.75
No Surcharge Load Default I.F. per MSHTO Used.
Auld Load Oblft)
18
2.500
.. 0.10
1.00
120.0
Trench
4.00
0.1300
0.10
0.33
0.1600
0.10
0.70
110
FACTOR OF SAFETY
Factor of Safety an 0.01 Inch Crack D-Load (Earth,Live)
Factor of Safety on Ultimate Earth and Live Load (ASTM C 76)
OL01 Less Than or Equal To 2000 IbsIft/ft
DL.01 Grealer Than or Equal To 3000 rbslft1ft
Ol.01 Between 2000 and 3000 IbsIMt
1.00 1.00
1.50
1.25
Interpolated
Date Prinllld : O1-Fe~PipePac Version 3.1.01 Copyright C 1996-2004 OCPA, CCPA, ACPA
Page 1 of 4
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Pipe EaJth load Live ' Surch Total BeddIng Requll'8d D-Load
Depaa An:hIng >Trans load Load Load ,Load Factor 0.01 in.
Factor (lbItt) (1bIft) (.bIft) (lbItt) Dl (lbIftIft)
.......
0.10 1.01 y 23 5908 0 8CM1 2.03 1983 (Cl-lV)
0.20 1.02 Y 47 5340 0 5497 2.03 1804 (CL-tV)
0.30 1.02 y 71 4776 0 4957 2.03 1627 (Cl-lV)
0.40 1.03 Y 95 4682 0 4887 2.03 1604 (CL..fV)
0.50 1.04 Y 120 4591 0 4821 2.03 1582 (Cl-tV)
0.60 1.05 Y 145 4504 0 4759 2.03 1582 (Cl-tV)
0.70 1.06 Y 170 4123 0 4403 2.03 1445 (CL-IV)
0.10 1.07 Y 196 3730 0 40H 2.03 1325 (Cl-llI)
0.90 1.07 Y 222 3397 0 3729 2.03 1224 (Cl-III)
1.00 1.08 Y 249 3110 0 3470 2.03 1139 (CL-III)
MOAD REQUIREMENTS FOR A ilia. DIAMETER CIRCULAR PIPE
Results of Analysis far Bedding Type B
-4-
Seleded Depth: 0.1 ft. (closest pipe depth : 0.1 ft.)
Reinforced Pipe Classes for 0.01 in. crack per ASTM C76 (Iblftlft):
CL 1<= 800; CL II <= 1000; ClUI <= 1350; CllV <= 2000; Class V <= 3000
Fluid load(110 IbsIft) included in the calculation of the Total load
om PrtnlllCl : 01-feb.08PlpePac Vellllon 3.1.01 Copyright C 1996-2004 OCPA. CCPA. ACPA
Page 2 of 4
Feb 01 08 01:03p
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Pipe Analysis Report
Pipe Depth - The height of cover from the top of the pipe to the soIl surface, m (ft).
Earth Load
Arching Factor - The ratio of the design soil load on the pipe to the load from the prism of soil immediately above
the pipe (prism load). By multiplying the soil prism load by the Arching Factor, the Earth Load on the pipe will be
detennined. The Arching Factor is constant for Standard Installations in the positive projecting condition. but
variable for aU other bedding and installation conditions.
>Trans - (Applicable for Trench and Negative Projecting Conditions only) - When a trench or negative projecting
design is perfonnecl, the soil load above the pipe mayor may not be reduced by frictional forces between the insitu
and placed soils, depending on the depth and width of the trench. A symbol of"Y" is shown when the trench width
exceeds the width at which frictional forces reduce the soil load on the pipe (Yes, the transition width has been
exceeded, and the positive projecting design governs). A symbol of''N'' is shown if frictional forces reduce the
load on the pipe (No, the transition width has not been exceeded).
Load - The load in kN/m (Ibslft) imposed on the pipe from the soil.
Live Load - The load on the pipe resulting from a dynamic load at the surface, kN/m (lbslft).
Surcharge Load - The load in kNlm (lbaIft) imposed on the pipe from surcharge loads such as buildings, stationary
equipment, etc. on the soil surface above the pipe.
Total Load - The summation of all the loads on the pipe. This would include when applicable; Earth Load +
Surcharge Load + Live Load + Fluid Load.
Note: Since the internal fluid load for a pipe is constant regardless of fill height it is not listed in the table. When
the user chooses to consider fluid load, it is written below the table and included in the total load.
Bedding Faaor
DL - The dead load bedding factor applied to the pipe at that depth. The higher the bedding factor, the greater the
support that is given to the pipe by the surrounding soil This factor is divided by the Total Load for the B, C, and
D beddings only.
LL - The live load bedding fiM:tor applied to the pipe at that depth. The live load bedding factor accounts for
concentrated loads resulting from live loads over pipe with shallow cover. For the Type 1, 2, 3, 4 and Jacking
Installations the Live Load is divided by the lower of this value or the DL valuc, and all other loads are summed up
and divided by the DL value.
Required D-Load O.3mm (0.0 I in) - The load the pipe is required to support in the three-edge bearing test with a
crac1c equal to or less than 0.3 mm (0.01 in) which equates to the maximum stress induced on the pipe in the
installed condition. Tbe load is given in kN (lbs) per m (ft) length of pipe per mm (ft) of diameter (or span for
noncircular pipe).
Required TEB-Load Ultimate - The load that the pipe is required to be able to support in the tbr~e bearing test
prior to failure. The load is given in kN (lbs) per m (ft) length of pipe.
Dale Printed: 01-feb.01lPlpePac Version 3.1.01 Copyright e 1996-2004 OCPA, CCPA, ACPA
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LIABILITY AGREEMENT
The successful application and use of this software product is dependent on the application
of skilled engineering judgement supplied by the user and/or their consultant. The user of
this software must select input values suitable to describe their specific engineering
situation. The information presented in the computer output is for review, interpretation
application, and approval by a qualified engineer who must assume full responsibility for
verifYing that all output is appropriate and correct
ANY IMPLIED OR EXPRESS WARRANTIES COVERING THIS SOFIWARE
PROGRAM OR USER MANUAL INCLUDING ANY WARRANTIES OF
MERCHANTABIUTY OR FITNESS FOR ANY PARTICULAR PURPOSE ARE
EXPRESSLY EXCLUDED.
GIFFELS ASSOCIATES LIMITED, the ONTARIO CONCRETE PIPE ASSOCIATION,
the CANADIAN CONCRETE PIPE ASSOCIATION, the AMERICAN CONCRETE PIPE
ASSOCIA nON and TUBEcON INC. sball Dot be held liable for any special, incidental,
consequential, indirect or other similar damages resulting from the use of this software.
Use of this program consitutes acceptance of this liability agreement by the user.
0.-. Printed: 01.fe1Hl8PlpePac Veralon 3.1.01 Copyright C 1996-2004 OCPA, CCPA, ACPA
Page. of .
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Three Edge Bearing Analysis - Results
. project Deecription I
project Title: Analysis
project location:
Contract Number:
Country: US
Units: English
Alternative: 18" RCP - 0.1' to 1.0' of fill
Consultant:
Contractor:
Analyzed By: HGM
Daie: 04-Jan-08
COIBply To: ASTM (AASHTO
D-LOAD REQUIREMENTS FOR A 18 in. DIAMETER CIRCULAR PIPE
PIPE DATA
Inner Diameter (in.)
Wail'S' Thickness (in.)
INSTAUATION CONDITIONS
Minimum Depth of Fill eft)
Maximum Depth of Fill (ft)
Soil Density (lbfcu. ft)
Installation Type
Trench Width (ft)
Soil Lateral Pressure/Friction Term (klJ')
Parameters to compute Transition Width
Positive Projection Ratio
Soil Lateral Pressure Ratio
Soil Lateral PressureJFriction Term (k~)
Soil lateral Fraction (m)
Settlement Ratio
AOOmONAL LOADS
Live Load~-g~= ~.&~bagnitude (kips)
Rigid Pavement Thickness (in.)
Radius of Stiffness{in.)
Two Loads Spaced at (in.)
Vertical SUrcharge (lbIsq. ft)
No Surcharge Load
Fluid Load (lblft)
FACTOR OF SAFETY
Factor of Safety on 0.01 Inch Crack D-Load (Earth,Live)
Factor of Safety on Ultimate Earth and Live Load (ASTM C 76)
DL.01 Less Than or Equal To 2000 Ibslftlft
OL01 G/'8ater Than or Equal To 3000 IbsJftIft
DL.01 Between 2000 and 3000 Ibslftlft
18
2.500
0.10
1.00
120.0
Trench
4.00
0.1300
0.10
0.33
0.1500
0.10
0.70
(,f> 1C'IIS)(i.3 fAtMCt'~ ~ ZO." K.k
," tlGrA AilI...&rr. I$'l) Pel
Date Printed: 01.feb.oaPlpePac Version 3.1.01 Copyright 0 1996-2004 OCPA. CCPA, ACPA
21
6.0
22.26
72.0
---iJ- 75.00
110
1.00 1.00
1.50
1.25
Interpolated
Page 1 of 4
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D-LOAD REQUIREMENTS FOR A 18 in. DIAMETER CIRCULAR PIPE
ResuIbs of AnaIyai8 for BeddIng Type B
--
Pipe Earth Load Live Surch Total Bedding Required D-Load
Depth An:hlng >Tra.. Load l.o8d Load Load Factor 0.01 in.
Factor (Ibm) (lbIft) (lbItt) (lbIIl) Dl (Iblftlft)
0.10 1.01 y 23 1122 144 1389 2.03 459 (CL-l)
0.20 1.02 Y 47 1121 144 1421 2.03 466 (eL-I)
0.30 1.02 Y 71 1119 144 1444 2.03 474 (CL-I)
0.40 1.03 Y 95 1118 144 1467 2.03 481 (Cl-l)
0.50 1.04 Y 120 1116 144 1490 2.03 489 (Cl-l)
0.60 1.05 Y 145 1114 144 1513 2.03 497 (Cl-l)
0.70 1.06 Y 170 1113 144 1537 2.03 504 (CL-l)
0.80 1.07 Y 196 1109 144 1559 2.03 511 eel-l)
0.90 1.07 Y 222 1102 144 1579 2.03 518 (eL-I)
1.00 1.08 Y 249 1096 144 1599 2.03 525 (eL-I)
Selected Depth: 0.1 ft. (closest pipe depth: 0.1 ft)
Reinforced Pipe Classes for 0.01 in. Cl3ck per ASTM C76 (lb/ftIft):
Cl I <= 800; Cl II <= 1000; CL III <= 1350; CL IV <= 2000; Class V <= 3000
Fluid Load(11 0 Ibs/ft) included in the calculation of the Total Loacl
DaIII Printed: O1-Feb-OBPIpePac Version 3.1.01 CopyrightC 1996-2004 OCPA, CCPA. ACPA
Page 2 of 4
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Feb 01 08 01:04p
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Pipe Analysis Report
Pipe Depth - The height of cover from the top of the pipe to the soil surface, m (ft).
Earth Load
Arching Factor - The ratio of the design soil load on the pipe to the load from the prism of soil immediately above
the pipe (prism load). By multiplying the soil prism load by the Arching Factor, the Earth Load on the pipe will be
determined. The Arching Factor is constant for Standard Installations in the positive projecting condition, but
variable for all other bedding and installation conditions.
>Trans - (Applicable for Trench and Negative Projecting Conditions only) - When a trench or negative projecting
design is performed, the soil load above the pipe mayor may not be reduced by frictional forces between the insitu
and placed soils, depending on the depth and width of the trench. A symbol of"Y" is shown when the trench width
exceeds the width at which frictional forces reduce the soil load on the pipe (Yes, the transition width has been
exceeded, and the positive projecting design governs). A symbol of"N" is shown if frictional forces reduce the
load on the pipe (No, the transition width has not been exceeded).
Load - The load in kN/m (Ibs1ft) imposed on the pipe from the soil
Live Load - The load on the pipe resulting from a dynamic load lit 1he surface, kNlm (lbslft).
Surcharge Load - The load in kNlm (lbsIft) imposed on the pipe from surcharge loads such as buildings, stationaJy
equipment, etc. on the soil surface above the pipe.
Total Load - The summation of aU the loads on the pipe. This would include when applicable; Earth Load +
Surcharge Load + Live Load + Fluid Load.
Note: Since the internal fluid load for a pipe is constant regardless of fill height it is not listed in the table. When
the U5er chooses to consider fluid load, It is written below the table and included in the total load.
Bedding Factor
DL - The dead load bedding factor applied to the pipe at thlIt depth. The higher the bedding factor, the greater the
support that is given to the pipe by the surrounding soil. This factor is divided by the Total Load for the B, C, and
D beddings only.
LL - The live load bedding factor applied to the pipe at that depth. The live load bedding factor accounts for
concentrated loads resulting from live loads over pipe with sballow cover. For the Type 1, 2, 3, 4 and Jacking:Installations the Live Load is divided by the lower of1his value or the DL value, and all other loads are summed up
and divided by the DL value.
Required D-Load O.3mm (0.0 I in) - The load the pipe is required to support in the three-edge bearing test with a
crack equal to or less than 0.3 mm (0.01 in) which equates to the maximum stress induced on the pipe in the
installed condition. The load is given in kN (lbs) per m eft) length of pipe per mm (ft) of diameter (or span for
noncircular pipe).
Rcquired TBB-Load Ultimate - The load that the pipe is required to be able to support in the three--edge bearing test
prior to failure. The load is given in kN (Ibs) per m (ft) length of pipe.
Date Printed: 01-feb.08P1pePac Version 3.1.01 Copyright C 1996-2004 OCPA, CCPA, ACPA
Page 3 of 4
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