HomeMy WebLinkAbout10 Development Permit 357 Shenandoah Phase 4DEVELOPMENT PERMIT
PERMIT NO. 357
Shenandoah Phase 4
FOR AREAS OUTSIDE THE SPECIAL FLOOD HAZARD AREA
RE: CHAPTER 13 OF THE COLLEGE STATION CITY CODE
SITE LEGAL DESCRIPTION:
Shenandoah Phase 4
SITE ADDRESS:
n/a
OWNER:
Edward Froehling
3387 High Lonesome
College Station, TX 77845
DRAINAGE BASIN:
Lick Creek
TYPE OF DEVELOPMENT:
This permit is valid for site clearing, grading and construction as indicated on approved
plans. Contractor shall prevent silt and debris from leaving the site in accordance with the
City of College Station Drainage Policy and Design Criteria. Owner and/or contractor
shall be responsible for any damage to existing city streets or infrastructure due to heavy
machinery and/or equipment.
In accordance with Chapter 13 of the Code of Ordinances of the City of College
Station, measures shall be taken to insure that debris from construction, erosion, and
sedimentation shall not be deposited in city streets, or existing drainage facilities .
I hereby grant this permit for development of an area outside the special flood
hazard area. All development shall be in accordance with the plans and specifications
submitted to and approved by the City Engineer in the development permit application for
the above named project and all of the codes and ordinances of the City of College Station
that apply .
S'~ 11q?
/90;fo
Contractor Date
CITY OF COLLEGE STATION
Post Office Box 9960 1101 Texas Avenue
College Station, Texas 77842-9960
(409) 764-3500
April 11, 1996
McClure Engineering, Inc.
Attn: Mr. Michael McClure
1722 Broadmoor, Suite 210
Bryan, Texas 77802
RE: Shenandoah Phase Four Drainage Easements and Parkland Dedication (96-212)
Dear Mr. McClure:
During staff review of the final plat for the above referenced subdivis ion a few concerns were identified,
however, these concerns will not require a Presubmission Conference. The City of College Station
recently allowed the Brandon Heights Homeowner's Association (HOA) to replat their Common Area as a
Drainage Right-of-Way. We want to make you aware of this and offer you the same option. If you choose
the Drainage Right-of-Way designation, we will need to have a maintenance agreement with the HOA
that outlines their responsibilities for "landscape maintenance". If you choose to retain the Common Area
designation, we will need you to change the Private Drainage Easement to Public. In either case, we will
need to see the landscape maintenance responsibilities outlined in an agreement or HOA document.
These designations will allow the City to maintain the concrete flumes and other various structures within
the detention ponds. The Brandon Heights HOA filed a maintenance agreement at the Brazos County
Courthouse which outlined their responsibilities. If you so choose, we can provide a copy of this
agreement for your review.
In order to file this final plat, the following amounts of parkland dedication for Phases One through Four
must be paid:
Phase One 26 lots x $225 per lot = $5,850
Phase Two 39 lots x $225 per lot= $8,775
Phase Three 41 lots x $225 per lot = $9,225
Phase Four 46 lots x $225 per lot = $10,350
Total for Phases 1 -4 = $34 ,200
In addition, fourteen (14) copies and a reproducible mylar of the final plat will need to be submitted by
Wednesday, April 24, 1996, in order to be included in the Planning and Zoning and City Council packets.
This plat will be considered by P&Z and Council on May 2 and May 23 respectively.
If you have any questions or comments, feel free to contact me at 764-3570.
cc : Kent La7.a, City Engineer
Veronica Morgan, Asst . City Engineer
Jane Kee, City Planner
Shirley Volk, D evel op ment Coordinator
Ho me of Texas Af..M University
-.....
DATE:
TO:
ATTN:
6/21/96
McCLURE ENGINEERING, INC.
1722 Broadmoor, Suite 210
Bryan, Texas 77802
(409) 776-6700
FAX 776-6699
TRANSMITTAL LETTER
Mr. Steve Homeyer
Development Services Dept.
CITY OF COLLEGE STATION
ATTACHED PLEASE FIND:
Project: SHENANOOAH, PHASE FOUR
1. One Set of revised construction plans
< 2. st~ff red-lined construction plans (W e c,v 0 .,/d /i k.e. -?o have. -f.-A..~e bo..ck.)
3. 'IWo copies of Final Engineer's Construction Cost Estimate -Let us know if all
revisions are as _wr red-lined sets & we will d~liver IDQre_revised sets for your use. THESE ARE TRANSMITTED TO YOU FOR THE FOLLOWING REASON:
For Approval Your Use Revisions Made
As Requested For Review and Comme
Returned after Loan to Us
RECEIVED BY:
DATE:
SIGNED BY:
MICHAEL R. McCLURE, P.E., R.P.L.S.
DATE:
TO:
ATTN:
7/10/96
McCLURE ENGINEERING, INC.
1722 Broadmoor, Suite 210
Bryan, Texas 77802
(409) 776-6700
FAX 776-6699
TRANSMITTAL LETTER
Ms. Shirley Volk
Development Coordinator
CITY OF COLLEGE STATION
ATTACHED PLEASE FIND:
E1""'t (8 ) ~ ~ sets of Revised construction plans for SHENANLQAH, PHASE FOUR,
additional sets for the Cit 's files and four (4) sets to be
stamped approved & returned to our office for the Contractor's use on the
project site.
THESE ARE TRANSMITTED TO YOU FOR THE FOLLOWING REASON:
For Approval xx Your Use Revisions Made
As Requested For Review and Comment
Returned after Loan to Us
RECEIVED BY:
DATE:
SIGNED BY:
MICHAEL R. McCLURE, P.E., R.P.L.S.
------~~
/~ ,,,, ENGINEER'S CONSTRUCTION COST ESTIMATE
SHENANDOAH, PHASE FOUR
JUNE 20, 1996
ITEM DESCRIPTION UNIT QUANTITY UNIT AMOUNT
NO. COST
STREET CONSTRUCTION
1 Erosion & Sedimentation Control LS. $6.000.00 $6.000.00
2 Clearing & Grubbing Acre 4.1 1.500.00 6.150.00
3 Excavation (Roadway) C.Y . -;-7.489 3.50 26.211 .50
4 Excavation (Detention Area) C.Y . 2 ,796 3.00 8 ,388.00
5 Cellulose Aber Mulch Seeding S.Y. 4,500 0.50 2,250.00
6 6" Lime Stab. Subgrade (53 Lime) S.Y. 12.243 2.50 30,607.50
7 Extra Lime Ton 83 85.00 7,055.00
8 6" Flexible Base Crushed Stone S.Y. 5.684 5.50 31 ,262.00
9 7' Flexible Base (Crushed Stone) S.Y. 4.449 6.50 28,918.50
10 11/z" Hot Mix Asphaltic Concrete (Type D) S.Y. 10.133 3.90 39,518.70
11 Reinforced Concrete Curb & Gutter L.F. 3,632 7.25 26,332.00
-12 Reinf. Concrete Sidewalk S.F. 13,277 1.80 23,898.60
13 Reinf. Concrete Aprons S.F. 3.563 3.00 10,689.00
7 14 Reinforced Concrete Driveway Approaches S.F. 11.638 2.90 33.750.20
~.: 15 Z' PVC Conduit (Schedule 40) L.F. 75 4.00 300.00
STREET CONSTRUCTION SUBTOTAL $281.331.00
DRAINAGE CONSTRUCTION -
16 15' RCP (C76. Cl. Ill) L.F. 31 23.00 $713.00
: 17 18" RCP (C7 6, Cl. Ill) L.F. 236 27.00 6,372.00
18 21" RCP (C7 6, Cl. Ill) L.F. 107 30.00 3.210.00
19 24" RCP (C76. Cl. 111) L.F. 109 33.00 3,597.00
20 27' RCP (C76. CL Ill) L.F. 7.5 35.00 262.50
21 30" RCP (C76. Cl. Ill) L.F. 594 42.00 24.948.00
22 Remove & Replace 30" RCP (C76. Cl. Ill) L.F. 45 50.00 2,250.00
23 24" X 45° RCP Bend (C76. Cl. Ill) Ea. 1 300.00 300.00
24 24" X 30° RCP Bend (C76, Cl. 111) Ea. 300.00 300.00
25 30'' X 45° RCP Bend (C76, Cl. 111) Ea. 1 350.00 350.00
26 5' Recessed Cone. Inlet Ea. 3 1.850.00 5.550.00
27 1 O' Recessed Cone. Inlet Ea. 3 2.000.00 6.000.00
28 15' Recessed Cone. Inlet Ea. 2 3.000.00 6.000.00
'29 Reinf. Concrete Junction Box Ea. 1 2.500.00 2.500.00
30 Reinf. Concrete Ru me S.F. 1.268 3.25 4.121.00
31 Dry Riprap Channel Lining S.Y. 30 50.00 1.500.00
32 Reinf. Concrete Riprap S.F. 869 3.80 3.302.20
33 Concrete Sloped Headwall (6:1. 18" Pipe) Ea. 2 ·600.00 1.200.00
34 Concrete Sloped Headwall (4:1. 24" Pipe) Ea. 2 800.00 1.600.00
35 Salvage & Install Cone. Headwall (6:1,30'' Pipe: Ea. 1 1.200.00 1.200.00
36 Trench Safety (Storm Drain) L.F. 875 0.75 656.25
Page 1
•
ITEM
NO.
ENGINEER'S CONSTRUCTION COST ESTIMATE
SHENANDOAH, PHASE FOUR
JUNE 20, 1996
DESCRIPTION UNIT QUANTITY UNIT
COST
DRAINAGE CONSTRUCTION SUBTOTAL
SEWER LINE CONSTRUCTION
37 6" .PVC (SDR-26, D3034)(6' to 8' depth) LF. 28 14.00
38 6" PVC (SDR-26. D3034) (8' to 1 O' depth) LF. 760 17.00
39 6" PVC (SDR-26. D3034)(10' to 12' depth) LF. 1.203 19.00
40 6" PVC (SDR-26. D3034)(12' to 13' depth) LF. 155 20.00
41 Standard 4' Sewer Manhole (< 8' depth) Ea. 1 1.100.00
42 Standard 4' Sewer Manhole (8' to 10' depth) Ea. 2 1.200.00
43 Standard 4' Sewer Manhole (10' to 12' depth) Ea. 4 1.250.00
44 Trench Safety (Sewer System) LF. 2.146 0.75
45 4" Service Line (Type 1)(24' Avg.Length) Ea. 19 250.00
46 4" Service Line (Type 11)(55' Avg. Length) Ea. 6 450.00
47 6"PVCCap Ea. 2 50.00
48 Connect To Existing Manhole LS. 500.00
SEWER LINE CONSTRUCTION SUBTOTAL
WATER LINE CONSTRUCTION
49 18" D.l.P. (C105. Cl. 52 w/Restrained Joints) LF. 108 60.00
50 18" D.l.P. (C105. Cl. 52) LF. 158 38.00
51 1 Z' PVC (C900. Cl. 200) LF. 901 26.50
52 8" PVC (C900. Cl. 200) LF. 865 17.00
53 6" PVC (C900, Cl. 200) LF. 1.143 14.50
54 Connect to Existing 18" D.l.P. Line LS. 1 500.00
55 Connect to Existing 1 Z' A.C. Line LS. 600.00
56 Connect to Existing 8" PVC Line LS. 350.00
57 18" X lZ' Tapping Sleeve & Valve LS. 1 2500.00
58 1 Z' M.J. Gate Valve & Anchor Coupling Ea. 2 850.00
59 8" M.J. Gate Valve Ea. 2 450.00
60 6" M.J. Gate Valve Ea. 4 350.00
61 18" Butterfly Valve Assembly Ea. 1 4500.00
62 Rre Hydrant Assembly (Type 1)(4' Barrel) Ea. 3 1.600.00
63 18" M.J. Cap Ea. 450.00
64 8"M.J.Cap Ea. 1 75.00
65 6" M.J. Cap Ea. 2 50.00
'66 1 Z' X 8" M.J. Cross • Ea. 350.00
67 1 Z' X 6" M.J. Cross Ea. 300.00
68 8" X 8" M.J. Hydrant Tee Ea. 300.00
Page2
AMOUNT
$75,931.95
392.00
12.920.00
22,857.00
3.100.00
1.100.00
2.400.00
5.000.00
1.609.50
4.750.00
2.700.00
100.00
500.00
$57.428.50
$6.480.00
6.004 .00
23,876.50
14.705.00
16.573.50
500.00
600.00
350.00
2.500.00
1.700.00
900.00
1.400.00
4.500.00
4.800.00
450.00
75.00
100.00
350.00
300.00
300.00
•
s
ITEM
NO.
69
70
71
72
73
74
75
76
77
ENGINEER'S CONSTRUCTION COST ESTIMATE
SHENANDOAH, PHASE FOUR
JUNE 20, 1996
DESCRIPTION UNIT QUANTITY UNIT
COST
8" X 6" M .J. Hydrant Tee Ea. 1 250.00
8" X 11 11..0 M.J . Bend Ea. 2 150.00
8" X 22112° M .J. Bend Ea. 150.00
6" X 45° M.J. Bend Ea . 4 140.00
8" X 6" M.J. Reducer Ea . 1 110.00
1" Type K Copper Service (45' Avg. Length) Ea . 1 675 .00
1112 " Type K Copper Service (64' Avg. Length) Ea . 2 850.00
1112" Type K (Copper Service (33.5' Avg. Length) Ea . 10 700.00
Trench Safety (Water Line) L.F . 3 ,025 0.75
WATER LINE CONSTRUCTION SUBTOTAL
TOTAL ESTIMATED COST OF CONSTRUCTION
Page 3
AMOUNT
250.00
300.00
150.00
560.00
110.00
675.00
1,700.00
7,000.00
2 ,268.75
$99,477.75
$514, 169 .20
/
ENGINEER'S CONSTRUCTION COST ESTIMATE
SHENANDOAH, PHASE FOUR
JUNE 20, 1996
ITEM DESCRIPTION UNIT QUANTITY UNIT AMOUNT
NO. COST
STREET CONSTRUCTION
Erosion & Sedimentation Control LS. 1 $6.000.00 $6.000.00
2 Clearing & Grubbing Acre 4.1 1.500.00 6.150.00
.3 Excavation (Roadway) C.Y. 7.489 3.50 26.211.50 ;-
4 Excavation (Detention Area) C.Y . 2.796 3.00 8.388.00
5 Cellulose Aber Mulch Seeding S.Y. 4.500 0.50 2.250.00
6 6" Lime Stab. Subgrade (53 Lime) S.Y. 12.243 2.50 30.607.50
7 Extra Lime Ton 83 85.00 7.055.00
8 6" Flexible Base Crushed Stone S.Y. 5.684 5.50 31.262.00
9 7' Flexible Base (Crushed Stone) S.Y. 4,449 6.50 28.918.50
10 11h'' Hot Mix Asphaltic Concrete (Type D) S.Y. 10.133 3.90 39.518.70
11 Reinforced Concrete Curb & Gutter L.F. 3.632 7.25 26.332.00
· 12 Reinf. Concrete Sidewalk S.F. 13.277 1.80 23.898.60
13 Reinf. Concrete Aprons S.F. 3.563 3.00 10.689.00
' 14 Reinforced Concrete Driveway Approaches S.F. 11.638 2.90 33.750.20
-::~15 Z' PVC Conduit (Schedule 40) L.F. 75 4.00 300.00
STREET CONSTRUCTION SUBTOTAL $281.331.00
DRAINAGE CONSTRUCTION
16 15' RCP (C76. Cl. Ill) L.F. 31 23 .00 $713.00
: 17 18" RCP (C76. Cl. Ill) L.F. 236 27.00 6.372.00
18 21" RCP (C76. Cl. Ill) L.F. 107 30.00 3.210.00
19 24" RCP (C76. Cl. Ill) L.F. 109 33.00 3.597.00
20 27' RCP (C76. Cl. 111) L.F. 7.5 35.00 262.50
21 30" RCP (C76. Cl. Ill) L.F. 594 42.00 24.948.00
22 Remove & Replace 3fJ' RCP (C76. Cl. Ill) L.F. 45 50.00 2.250.00
23 24" X 45° RCP Bend (C76. Cl. Ill) Ea. 300.00 300.00
24 24" X 30° RCP Bend {C76. Cl. Ill) Ea. 300.00 300.00
25 3(1' X 45° RCP Bend (C76. Cl. Ill) Ea. 1 350.00 350.00
26 5' Recessed Cone. Inlet Ea. 3 1.850.00 5.550.00
27 1 O' Recessed Cone. Inlet Ea. 3 2.000.00 6.000.00
28 15' Recessed Cone. Inlet Ea. 2 3.000.00 6.000.00
29 Reinf. Concrete Junction Box Ea. 1 2.500.00 2.500.00
30 Reinf. Concrete Au me S.F. 1.268 3.25 4.121.00
31 Dry Riprap Channel Lining S.Y. 30 50.00 1.500.00
32 Reinf. Concrete Riprap S.F. 869 3.80 3,302.20
33 Concrete Sloped Headwall (6:1. 18'' Pipe) Ea. 2 600.00 1.200.00
34 Concrete Sloped Headwall (4:1. 24" Pipe) Ea. 2 800.00 1.600.00
35 Salvage & Install Cone. Headwall (6:1.30" Pipe: Ea. 1 1.200.00 1.200.00
36 Trench Safety {Storm Drain) L.F. 875 0.75 656.25
Page 1
ITEM
NO.
ENGINEER'S CONSTRUCTION COST ESTIMATE
SHENANDOAH, PHASE FOUR
JUNE 20, 1996
DESCRIPTION UNIT QUANTITY UNIT
COST
DRAINAGE CONSTRUCTION SUBTOTAL
SEWER LINE CONSTRUCTION
37 6" _PVC (SDR-26, D3034)(6' to 8' depth) LF. 28 14.00
38 6" PVC (SDR-26, D3034) (8' to 1 O' depth) LF. 760 17.00
39 6" PVC (SDR-26, D3034)(10' to 12' depth) LF. 1,203 19.00
40 6" PVC (SDR-26, D3034)(12' to 13' depth) LF. 155 20.00
41 Standard 4' Sewer Manhole(< 8' depth) Ea. 1 1, 100.00
42 Standard 4' Sewer Manhole (8' to 1 O' depth) Ea. 2 1,200.00
43 Standard 4' Sewer Manhole (10' to 12' depth) Ea. 4 1,250.00
44 Trench Safety (Sewer System) LF. 2,146 0.75
45 4" Service Line (Type 1)(24' Avg.Length) Ea. 19 250.00
46 4" Service Line {Type 11)(55' Avg. Length) Ea. 6 450.00
47 6"PVCCap Ea. 2 50.00
48 Connect To Existing Manhole LS. 500.00
SEWER LINE CONSTRUCTION SUBTOTAL
WATER LINE CONSTRUCTION
49 18" D.l.P. (C105. Ct. 52w/Restrained Joints) LF. 108 60.00
50 18" D.l.P. (C105. Cl. 52) LF. 158 38.00
51 1 'Z' PVC (C900. Ct. 200) LF. 901 26.50
52 8" PVC (C900. Ct. 200) LF. 865 17.00
53 6" PVC (C900, Ct. 200) LF. 1.143 14.50
54 Connect to Existing 18" D.l.P. Line LS. 1 500.00
55 Connect to Existing 1 'Z' A.C. Line LS . 1 600.00
56 Connect to Existing 8" PVC Line LS. 350.00
57 18" X 1 'Z' Tapping Sleeve & Valve LS. 1 2500.00
58 1 'Z' M.J. Gate Valve & Anchor Coupling Ea. 2 850.00
59 8" M.J. Gate Valve Ea. 2 450.00
60 6" M.J. Gate Valve Ea. 4 350.00
61 18" Butterfly Valve Assembly Ea. 1 4500.00
62 Are Hydrant Assembly (Type 1)(4' Barrel) Ea . 3 1.600.00
63 18" M.J. Cap Ea. 450.00
64 8" M.J. Cap Ea. 1 75.00
65 6" M.J. Cap Ea. 2 50.00
66 1 'Z' X 8" M.J. Cross Ea . 350.00
67 1 'Z' X 6" M.J. Cross Ea. 300.00
68 8" X 8" M.J. Hydrant Tee Ea. 300.00
Page2
AMOUNT
$75,931.95
392.00
12,920.00
22,857.00
3,100.00
1,100.00
2.400.00
5,000.00
1,609.50
4.750.00
2,700.00
100.00
500.00
$57.428.50
$6.480.00
6.004.00
23.876.50
14.705.00
16.573.50
500.00
600.00
350.00
2.500.00
1.700.00
900.00
1.400.00
4.500.00
4.800.00
450.00
75.00
100.00
350.00
300.00
300.00
J.
ITEM
NO.
69
70
71
72
73
74
75
76
77
ENGINEER'S CONSTRUCTION COST ESTIMATE
SHENANDOAH, PHASE FOUR
JUNE 20, 1996
DESCRIPTION UNIT QUANTITY UNIT
COST
8" X 6" M .J. Hydrant Tee Ea. 1 250.00
8" X 11 1.4° M.J. Bend Ea. 2 150.00
8" X 221h 0 M.J . Bend Ea . 150.00
6" X 45° M.J. Bend Ea. 4 140.00
8" X 6" M.J. Reducer Ea . 1 110.00
1" Type K Copper Service (45 ' Avg . Length) Ea. 1 675.00
11/:z" Type K Copper Service (64' Avg. Length) Ea. 2 850.00
11/:z" Type K (Copper Service (33.5' Avg. Length) Ea. 10 700.00
Trench Safety (Water Line) L.F . 3,025 0.75
WATER LINE CONSTRUCTION SUBTOTAL
TOTAL ESTIMATED COST OF CONSTRUCTION
Page3
AMOUNT
250.00
300.00
150.00
560.00
110.00
675.00
1.700.00
7,000.00
2,268.75
$99.477.75
$514, 169.20
I
.. -I I
I .
"' Figure XII
I
A~phcation Form
Development Permit
Inside/Outside Established Flood Hazard Areas
City of CoHege Station, Texas
(re: Ordinance No. 1728)
Site Legal Description: __ _::S:::HENANOO~~~Aff~,:_::.P;.:HAS:;::::E~FO~UR:::.:_ __________________ _
Site Address: Barron Road
Owner: EDWARD FROEHLING
3887 High Lonesane
Address: College Station, TX 77845
Telephone No.: _..L7.JJ76tl::.(8:1.<2~6).l;i6.__-----
1722 Broadrnoor, Suite 210 ~ Michael R. McClure, P.E. Address:Br:yan, TX 77802
Engineer: _ _.M:....cCT..w.i. ...... .U~RE_EN.....,..C:...,JNEER~........,...LJTN...,G.....,,,__.TN~f'.-_______ Telephone No.: --'-7.J.:.76u.=.i6.w7u..OwO~-----
Contractor: ____________________ Address:-------------
Telephone No.:----------
Date Application Filed: _______________ Approved:------------
Application is hereby ma.de for the following specific waterway alterations: __ S::::ubd=:::.:i::..:v..:::i;.:::s.=.io::::n:.=..-:d~e::..::v..o::e=l=oµne.....,._n....,t"-
along South Fork of Lick Creek drainage way
Artached as part of this application:
~ Application Fee
(33 Signed Certificate
O Site and Construction Plans, with supporting documentation : two (2) copies of each
O Other:
-~-~-~-~-~~---~-~~
ACKNOWLEDGEMENTS:
I, __ Edw __ ar_d_F_r_oeh __ 1..,..i ..... ng"--...,_,..-----J as owner, hereby acknowledge or affirm that:
The above Drclinage Plan and supporting documents complies wiht the requirements of Ordinance No. 1728,
and
~~ Owner
Date
Page 1of2
~-------~------------~~~------~
I
I ,
!''
Figure XII Continued ·
CERTIFICATIONS:
A I, certify that any nonresidential structure on or
proposed to be on this site as part of this application meets flood-proofing requirements as
set out in Section of Ordinance No. 1728
Architect/Engineer Date
B. I, certify that the finished floor level of the lowest
floor, including any . basement, of any residential structure as part of this application is or
proposed to be at or above the base flood elevation as established in the latest Federal
Insurance Administration flood hazard study and maps, as amended.
Architect/Engineer Date
Architect/Engineer Date·
REVIEWED FOR APPROVAL:
-~~~~~~~~~~~~~-
Floodplain Administrator Date
APPROVAL: Special conditions or comments as part of approval: _________ _
Pae-e 2 of 2
'r'onnMpopp.<loc
121'11
E
ROF:
EDWARD FROEHUNG
3887 HIGH LONESOME
cdli.EGESTATION. TX 77845
(409) 77&8266
AND N0/100 DOLLARS**~
CITY OF COLLEGE .,
STATION
11• a 1 i. s i; 7 11• •: i. i. 1 i. a 2 1 2 g , :
. EDWARD ffiOEHLING
,3881 HIGH LONESOME
COLLEGE·sTATION, TX 77845
. (409) 776-8266 .
.{
~W'JlTHREE .HUND ~~D AND N0/100
-r -· 10F:
CIT Y OF COLLEGE
STATION
11• 0 3 }. 5 b 5 11• I: }. }. 3 1. 0 2 3 2 q I:
FIRST AMERICAN BANK
BRYAN, TX 77805 .
88-232/1131' '
FIRS:r AMERICAN BANK
BRYAN, nc · 77805
88-232/1131
CHECK 31567
AU THORIZED SIGNATURE
CHECK 31565
AUTHORIZED SIGNATURE ,)
MAR 21 '97 13:39 409 7740565 TO: 409 764 3496 P01
+: I LE '. 'S H'E /\.._(A.,~ AH-
t:> 1-I '-( -P.'P .
Ed Froohlin& Builder
3887 High Lonesome Road
Colloso Station, TX 7784S
Otli" (409)776-8266, Fax (409)774-056.S
1=> L ~~E; 12-Et eA..'SG '?Sc. ((.., 0 IN G ~W\ , ,,; 'fu z
--rrfr;;-S.E c....c:>~ cAIL Y . I rlesE: Le:>~ AAvE: l->Aneic .. ,,,
se......x:::.~ A-f'..(O c:::;1'e~ • '* em-lc.-e Lo-p:;. ~ 1'/C)T,
IF 'rt:x . .-1-\-AOC A:N'/ Qv....~ltONS-I 'F-ec L ~IC.EE:
l?.::::> G. / u<Z V"l" c= A. C.. A-Ll_
'--~7Y"~~-3 -2~-~7
f,JJ""o..--c:.~
~\!Uivn~ \l~e. l.f
Ed Froehlios, Builder .\\p '2 c:::: 'I
3887 High Lonesome Road V j J · J I
College Station, TX 77845
01&e (409)776-8266, Fax(409)774-0565
January 3 ,1996
Mrs . Veronica Morg a n , P .E .
Assistant City Engineer
P .O. Box 9960
College S tation , Texas 77842
Dear Mrs . Morg a n ;
We will mainta in the Public Dra inage Easement loc a ted
in Shen a ndo a h Ph a se Four u ntil Pha se Four is completed
and the Homeowners Associa tion t a kes ov er maintenance .
Should you h a ve a ny questions ple a se do not hesita te
to c a ll .
S incerely , ~ ~iling 1
,,c;1
• McCLURE ENGINEERING, INC.---------.....
August 26, 1994
TEXAS NATIONAL
P.O. Box 13087
Austin, Texas 78711-3087
Attn: Sasha Earl
Plans & Specifications Review Team
RE: SHENANDOAH, PHASE ONE
COLLEGE STATION, BRAZOS COUNTY, TEXAS
Dear Ms. Earl:
As per TNRCC Regulations, attached for your review and
approval, please find the following items for the above
referenced submittal for the Replatting of Lot 25, Block 14 of
the SHENANDOAH, PHASE ONE Subdivision in College Station, Texas:
1. TNRCC Chapter 317.2 -"Gravity Line Submittal Application"
2. Specifications for Sanitary Sewer Construction
3. Plan Sheets 1, 5, 6 and S2 of the Construction Drawings
We ~equest that you review -this application at your earliest
convenience and provide the required approval so that this
project can be constructed when the City's approval process has
been completed.
We appreciate your help in this matter.
Very.:ru~;;;:,ours,
~/~ ~chael ~-McClure,
MRM/mlm
attachment
P.E., R.P.L.S.
xc: Mr. Robert Gadbois, P.E.
Public Utilities Department
City of College Station, Texas
1722 Broadmoor , Suite 210 • Bryan , Te xas 77 802 • (409) 776-6700 • FAX (409) 776-6699
City of
COLLEGE STATION, TEXAS
SHENANDOAH _PHASE ONE
RESYBOIVISION OF LOT 25, BLOCK 14
SPECIFICATIONS
and
CRA VITY LINE
SUBMITTAL APPLICATION
For Plans and
Specifications Review
JN ACCORDANCE '/fl17I T.NRCC CH. 31?.8
AUGUST 19-1994
PREPARED BY:
J/cCLURE ENGINEERING, INC.
1782 BROADJIOOR, SUJ1F 810
BRYAN, TEXAS ?7808
Cjty of
COLLEGE STATION, TEXAS
SHENANDOAH -PHASE ONE
BESYB.OIVISION OF LOT 25, BLOCK 14
SPECIFICATIONS
and
CRA VITY LINE
SUBMITTAL APPLICATION
For Plans and
Specifications Review ·
JN .ACCORDANCE '1fl1'H 1'NRCC CH. 317.B
AUGUST 1.9, 1994
PREPARED BY:
.McCLURE ENGINEERING, INC.
1782 BRO.AD.MOOR, SUITE 210
BRYAN, TEX.AS 77808
------------------~-
TNRCC CHAPTER. 317 .2
GRAVITY LlNE SUBMfITAL APPUCATION
FOR PLANS AND SPECIFICATIONS REVIEW
This application is intended as an aid in fulfilling the review requirements of 30 TAC Ciapter 317, tided Design Criteria for
Sewerage Systems, sections 317.1 and 317..2. as revised March 23, 1994. This application may be submitted in lieu of a
-'SepClrate engineering report. This form will only be accepted for review if all pages are bound together, and the application
is signed. seale<l and dated on the final page, and initialed on each page in the space provided. by a professional engineer
_._01·d",ered in the State of Texas. Use of the application form is not mandatory. The intent of this application is to expedite
CC plan review by providing a format which ensures that the minimum required information needed for TNRCC review
is included in the submittal materials, and assisting the reviewer in locating it. Additional information may be required by
e reviewer.
ADMINISTRATIVE REVIEW
CC review is intended to provide both a technical review and a legal historical record of wastewater construction
projects. The following information is required for administrative review purposes.
1) Name of project: Resubdivision of Lot 25, Block 14, SHENANOOAH, PHASE ONE
) Does the project include any potable water distn'bution or treatment related construction? Y
If yes, a separate review by the TNRCC Water Utilities Division may be required. Please contact
Joe Strouse, PE at (512) 239-6953 for this determination.
1\3) Design fum or utility submitting project for review: McCLURE ENGINEERING, INC.
4) Name of design engineer: Michael R. McClure, P.E. Telephone No.: (409) 776-6700
AS) Entity which will own and maintain collection line: City of College Station, Texas
1\6) County in which project is located: BRAZOS mUNTY
~7) Is the project within the Edwards Aquifer Recharge Zone? N
~~~~~~~~~~~
yes to item A7, STOP. The project must be reviewed by the appropriate TNRCC region office for
compliance with 30 TAC Chapters 317 and 313. Contact the region office for details.
f no to item A7:
Identify the WWTP which will recieve and treat flows from the project:
TNRCC Permit No . 10024006 City of College Station, Texas
~~~~~~~~~~
9) Is this treannent plant currently under a TNRCC enforcement order? N --
If y es, please describe the nature of the enforcement case :
Engineer lni!Uls :~
If the WWfP receiving flows is under TNRCC enforcement due to flow exceedence :
Permitted Average Daily Flow: -------Current Average Daily Flow: ______ _
Al O) If project is publicly funded, please identify the source of funding: ___________ _
Al 1) List all proposed pipe diameters and total linear feet for each diameter:
6 11
Dia: ---
Dia: ---
Length: 938 LF Dia:
Length: __ Dia:
---Length: ---Dia: ---
---Length: __ _ Dia:
Length: __ _
Length: __ _
Note: Section 317.2.(c)(l) requires a minimum pipe diameter of 6 inches (except service laterals).
TNRCC does not currently review service laterals. Consult local standards and regulations.
Al2) Identify entities other than TNRCC which will review the project: City of College Station, Texas
Al3) Is this project intended as rehabilitation to address problems in existing lines? __ N __ _
If no, skip to item Tl. If yes, b riefly describe the nature of the rehabilitation and fill out items
Al3a through Al3d. Description of Rehab:
Al3a) Are all proposed lines to be constructed in same trench as existing lines? ____ _
Al3b) Are all proposed lines the same diameter as existing lines? ___ _
Al3c) Are all slopes the same as or greater than existing lines? ____ _
Al3d) Will flows and connections be equal to or less than current flows and connections? __ _
If you answered yes to items A13a through A13d, STOP. The project is routine maintenance not
requiring TNRCC technical review. Sign, seal and date the bottom of this page in the space provided,
and submit this page only (front and back) to TNRCC for admistrative records.
If you did not answer yes to all of items Al3a through Al3d but believe that the project is routine
maintenance of an existing system, please provide engineering justification why TNRCC review should
not be required. Please detail in what ways the rehabilitation project differs from the existing system
with regard to items Al3a through Al3d above . Sign, seal and date this page and any arrachmenrs , and
submit to TNRCC for a determination on whether TNRCC technical review is required for this project.
A variance may be granted on a case by case basis in accordance with section 317.1.(f) of the Design
Criteria. Please be aware that review may be required at the discretion of the Executive Director.
Signature, Seal and Date if the project is routine maintenance not requiring TNRCC technical review:
Enxinccr Iruiia ls :~
TECHNICAL REVIEW
For each area of technical review, the related TNRCC rules are cited preceding the requirements. For
more detailed information on these requirements, please consult the relevant rules.
Priority of Plans and Specifications
Tl) Which document governs in the event of conflict between the requirements shown on the plans
and those contained in the specifications? (Circle One) ~ · Specifications
rf further prioritization is prescribed (e.g., special conditions govern over technical specifications),
please describe:
Where in the submitted materials is the prioritization of documents specified? Please identify by
page or item number: Plan Sheet NO. 1
Please be aware that TNRCC review will require any identified discrepancies between plans and
specifications to be corrected or clarified.
Capacity Design
Flow and Capacity Analysis: 317.2.(a) (1); 317.2.(b)(l), 317.2.(b) (2), 317.2.(b)(3), 317.4.(a)
T2) Basis for average flow used for design of collection system (check one or more):
Population__ · Service Connections_x_ Land Area and Use_ Fixture Analysis_
T3) Peaking factor used for design:_4_ A peaking factor of at least 4 is required for minor lines. A
peaking factor greater than 4 must be used if needed to convey peak flows. rf a peaking factor
less than 4 is used, provide justification: ·
T4) Provide flow/capacity analysis below, or on attached separate page(s). All attached pages must
be signed, sealed, and dated by a P.E. registered in the State of Texas. The capacity analysis must
derive the average and peak flows to be carried by each line. Additionally, the analysis must
verify that the diameters and slopes for each reach of collection line (or for the minimum capacity
reach of each line) provide a capacity adequate to carry the anticipated peak flow. The analysis
must include consideration of all existing upstream flow contributions, and the impact of the
project on the downstream collection system. The stated design flow must be justified on the
basis of future population to be served, and must include any anticipated industrial, commercial,
or institutional flow contributions. Please note that capacities must be determined using
Manning's equation for pipes flowing full with an "n" value of 0.013.
11 Future Lots plus 26 proposed Lots = 37 Lots
37 Lots X 300 GPD/Lot = 11,100 GPD = .017 CFS
.017 CFS X Peak Factor (4) = .069 CFS
.017 CFS X INfiltration (10%) = .002 CFS
n=.013 D = 6"
s = .0060
Q = 1.49 X R2 /3 X AX s1/2 =
Engineer lniri.aiI' ~
.071 CFS
.436 CFS OK
Structural Design
The following design elements are required in an attempt to provide a minimum structural design life
of 50 years for the collection system. Additional information may be needed on a case by case basis to
verify that the collection system has been designed for a SO year structural life.
National Reference Standard requirements: 317.2.(a)(2), 317.2.(a)(3), 317.2.(a)(S), 317.2.(c)(S)
TS) List all the pipe materials proposed for this project. Specify the national standards (ASTM,
AWWA, ANSI, etc ... ) which govern each proposed pipe material, and the appropriate national
standards for joints which correspond to each of these proposed materials.
PIPE MATERIAL: PIPE STANDARD: JO£NT STANDARD:
!\S'IM D3034 -89 pvc SOR -2=6 _____ ASIM D3034 -89
Location in submittal: Plan sheet ---Specifications page S104/1 [tern no. S.104.5
T6) List all materials specified for manhole construction. Brick manhole construction is not allowed.
Use of brick for adjusting manhole covers to grade is also prohibited:
S:e~
Location in submittal: Plan sheet S2 Specifications page s.201 /1 Item no . s.201 .5
T7) Watertight, size on size resilient connectors conforming to ASTM C-923 must be specified for
connecting pipe to manholes. Have such connectors been specified? _N __
These connectors are useful only with precast bases. WE do not use precast bases.
Location in submittal: Plan sheet Specifications page [tern no. __ _
Site Conditions: 317 .2~(a) (9), 317.2.(a)(lO), 317.2.(c)(3)
TB) Describe any known soil, geologic, or hydrologic conditions on the site which may pose difficulties
for construction or compromise the structural integrity of the collection system. These include
but are not limited to high water table; low soil strength; high plasticity index; active faults; zones
of active subsidence; and, caves, solution caverns or sinkholes.
• N/A
T9) Describe the measures which will be taken to provide for the structural integrity of the collection
line and for construction safety where pipe must be installed in conditions described in item TB :
Location in submittal: Plan sh eet ---Spec ific ations pa ge ---Item n o. ---
En gin<=" trurials : ~
I
I
[f faults, caverns, or subsidence are discovered during construction, construction should be halted
to allow the features to be inspected by the · design engineer or a geological or geotechnical
professional For active faults, localized subsidence zones, or caverns, the system must be laid
out to minimize the number of crossings through, and construction within, the unfavorable
features. Where crossings through faults or subsidence zones are unavoidable, the design must
allow for deflection due to differential settlement. Manholes should be provided on each side of
such features to allow pumping in case of sewer failures. Service connections within SO feet of
sucli features should be avoided. Please describe such measures below if required:
Location in submittal: Plan sheet ---Specifications page __ _ Item no. ---
10) Briefly describe provisions to control erosion or sedimentation due to runoff during construction
of the project. Additional information may be required by the TNRCC on a case by case basis:
Silt fence or diversion dikes; sediment basins will control all silted water
leaving the site.
Location in submittal: Plan sheet S1 Specifications page Item no . __ _
fl 1) Is the collection system designed to ensure that, with pipes flowing full, velocities will be less than
10 feet per second? y If not, indicate what provisions are made in the design to prevent
erosion of pipe and manholes; thrust displacement of pipe; migration of bedding; and, overflow
of downstream manholes due to surcharge:
Location in submittal: Plan sheet 5-6 Specifications page __ _ Item no.
eneral Trenching and Backfill: 317.2.(a)(S)
12) For each diameter of pipe, indicate minimum and maximum trench width:
6" Diameter: Maximum = 30"
Minimum : 22 II
---
Is the trench width minimized while allowing adequate width for proper compaction of backfill,
with at least 4 inches on each side of the pipe? Y ---
Are trench walls vertical to at least one foot above the pipe? _Y __
Location in submittal: Plan sheet S2 ---Specifications page __ _ Item no. ---
Is backfill free of stones greater than 6 inches in diameter and free of organic or any other
unstable material? y
Location in submittal: Plan sheet s2 Specifications page __ _ Item no . ---
Does the project propose any trenchless installation of pipe (e.g. slip-lining; boring and jacking;
or, micro tunneling)? N ---
rf yes, please provide a brief description of the type of installation, design basis , and engineering
justification of why the proposed method is a ppropriate for this project :
Engineer lniri.als : ~
Where in the submittal materials is the trenchless pipe installation specified?
Location in submittal: Plan sheet N/A Specifications page __ _ Item no. ---
Leakage Testing, Inspection, and Certification: 317.2.(a)(l), 317.2.(a)( 4)(A)&(B), 317.2.(c)(S)(H)
T14) Aleakage test is required for all gravity lines. Will pipe be tested for leakage by:
Infiltration Test? Y N ./ Exfiltration Test?
OQ,..
Low Pressure Air Test? Q) N /
cYJ N
Location in submittal: Plan sheet ---Specifications page S.102/1 Item no. s.102.2
TlS) Manholes must be teste~ for leakage. Will manholes be tested by:
Hydrostatic Test? WN Vacuum Test? (Y) N
Location in submittal: Plan sheet ---Specifications page __ _ Item no. ---
Tl6) Inspection must be provided during critical phases of construction by a qualified inspector under
the direction of a P .E. Critical p hases of construction are deemed at a minimum to include testing
of pipe and manholes for leakage, and testirig of flexib le pipe for installed deflection. Do the
project p lans or specifications define the scope of inspection, and indicate who (owner, design
engineer, project manager, etc ... ) will assume this responsibility? (f) N
Tl7)
Owner: City of College Station, Texas
Location in subnuttal: Plan sheet 1 Specifications page __ _ Item no . ---
TNRCC approval letters for plans and specifications review contain the requirement that once the
project is completed, a P .E. registered in the state of Texas must certify that the construction was
performed substantially in accordance with the approved plans and specifications. [f flexible pipe
was installed, a P .E. must also certify that all pipe was subjected to and passed the required
deflection test. Please indicate who (owner, design engineer, project manager, etc ... ) will certify
the installation. Owner: City of College Station, Texas
Fl exiole Pipe Design and Testing
Flexible Pipe Design: 317.2.(a)(2)(A), 317.2(a)(S)
[f the project allows use of flexible pi pe materials, complete items Tl8 through T30. For purposes of
TNRCC review, flexible materials are considered to include plastics ; PVC; ABS ; Fiberglass ; and ,
Polyethylene . Ductile Iron pipe is considered rigid for purposes of TNRCC review.
If the project does not allow flexib le pipe, skip to item T31.
Tl8) Indicate minimum depth of burial : 6.5'
Indicate maximum anticipated live load : -----0
Engineer lniri a ls :~
Indicate source of maximum live load:
Tl9) Does the specified bedding substantially comply with ASTM 0-2321 class fA, IB, II or III for
materials and densification? Y -------
Location in submittal: Plan sheet S2 Specifications page __ _ Item no . ---
Note: For TNRCC review, cement stabilized bedding materials are considered to comply with
.ASrM 0-2321 if the base material and required compaction meet the minimum requirements of
ASTM D-2321, class IA, IB, II or III.
T20) Indicate E'b (modulus of soil reaction for the bedding material): _4_oo __ _
T21)
T22)
T23)
How was E'b determined ~ Experienced Soils Engineer
Indicate E'n (modulus of soil reaction for the in-situ soil): _1_s_o __
"How was E' n determined or~ Experienced Soils Engineer
.. .. 400
Based on the above, calculate the ratio of beddin3~odulus to soil modulus, E\/E'0 • TSO = 2 .67
If this ratio is greater than 1.25, complete item Wl If not, skip to item T20.
Where-native soil is significantly weaker than bedding material, or where predicted deflection
appro~ches 5%, the effect of native soil must be quantified using Leonhardt's Zeta factor. Zeta
must be calculated for each diameter of pipe and corresponding trench width. Zeta may be
estimated graphically or calculated directly. If zeta is estimated graphically, identify the source
for tables, figures, etc... used to estimate zeta.
To calculate zeta directly:
a) Solve for pipe/trench width coefficient (f): b = 2'
da = .523
f = .. b/d3 -1 -
i.1.54 + o.444(b;~ ~ 1)
-= 1.173
where b = trench width, and, ~ = pipe diameter
b) Solve for zeta factor:
zeta= 1.44 = .764
f + [(1.44 -f) * (E~E 0 )
c) Report ·zeta for each size of pipe:
Pipe Diameter: 6" Trench Width: 24" Zeta: .764
Pipe Diameter: Trench Width: Zeta:
Pipe Diameter: Trench Width: · Zeta:
Pipe Diameter: Trench Width: Zeta:
Engineer lnici.als~
T24) Calculate predicted deflection in the space provided, or attach calculations on a separate sheet.
If the predicted deflection for any proposed pipe size or material is over 4%, and the effect of in-
situ soils was not used to calculate deflections by determining ze t a in accordance with item Tl8,
re-calculate these deflections using a zeta factor in accordance with item Tl8.
Attachments must be signed, sealed and dated by a PE registered in the State of Texas. Predicted
deflection must be calculated for each size of pipe and type of flexible pipe material.
Deflection should be calculated using the formula below, or other appropriate methods.
% .1. YID = K x C~ + Li1 x 100
[0.149 • PJ +0.061 ·zeta· E'bl
= 2.52%
where:
.1. y
D
%.1. YID
K
~
-
=
-
-
=
Change in yertical pipe diameter under load
Undeflected pipe diameter
Predicted % vertical deflection under load.
Bedding angle constant. Assumed to be 0.110 unless otherwise justified.
Prism load, psi. Prism load may be calculated as:
4 = .Y...:l:! =
144 5.42 PSI
where:
y = Unit weight of soil, lbs/ft3 (pcf). y less than 120 pcf must be justified.
H = Depth of burial in feet, from ground surface to crown of pipe:
· · If static load is calculated using Marston's load formula or other methods less
conservative load, -the load should be multiplied by a deflection lag factor DL = LS
to account for long-term deflection of the pipe as the bedding consolidates.
= Estimated pressure due to live load in psi. Li may be assumed zero if H > 3 feet.
If burial depth H under live load-is less than 2 feet, or if the pipe will be subject to
live loads greater than 18 kip axle, provide calculations for live load below:
= Pipe stiffness, in psi, as determined by parallel plate test at 5% deflection; based on
manufacturer's data or national reference standards; or, q1lculated as follows:
PS = EI = 46 PSI
0.149 • r3
where:
E = modulus of elasticity of the pipe material, psi
I = moment of inertia, in3
r = radius, inches
If pipe stiffness must be determined on the basis of a ring stiffness constant (RS C),
the following formula must be used :
PS = 0.80 • RSC • (8.337 ID)
Pipe stiffness must be at least 15% of soil stiffness factor, that is,
P = not less than 0 .15
0.061 • zeta • E'b
Indicate the calculated ratio of pipe stiffness to soil stiffness factor for each type of pipe:
zeta
E' b
(Because the terms in the denominator of the modified Iowa formula are added, it
is theoretically possible to have zero pipe stiffness and still predict deflections less
than 5%. If predicted deflection exceeds 5% when calulated using a maximum
allowable soil stiffness factors such that the ratio of pipe stiffness to soil stiffness
factor is less than 15%, a: ·stiffer pipe should be specified.)
-Correction factor for effect of in-situ soil . Zeta may be assumed to be 1 unless the
ratio of bedding modulus to soil modulus, E'r/E'b is greater than 1.25. If E'r/E'b is
greater than 1.25, complete item Tl 9 to determine zeta. If the predicted deflection
for any proposed pipe size or material is over 4%, and the effect of in-situ soils was
not used to calculate deflections by determining zeta, re-calculate these deflections
using a zeta factor in accordance with item Tl 9.
-Modulus of soil reaction for the bedding material, in psi. If E'b is greater than 750
psi, justification must be provided.
Show calculations and report calculated maximum deflection for each size and type of pipe below,
or on attached sheets. Attachments must be .signed, sealed and dated by a professional engineer
registered in the State of Texas. · · Maximum allowable deflection in installed lines is 5%, as
detennined by the deflection analysis and verified by a mandrel test conforming to item T25.
Some conservatism should be employed in determining allowable predicted deflections . This
conservatism is necessary to allow for variability in the quality of installation.
N/A.
NO CALCULATIONS REXJ(JIRED
Engineer Initials~
Deflection analysis continuation:
Engirltt:f" Initials : -
eflection Test: 317.2.(a)(4)(C)
25) All gravity lines utilizing flexible pipe must be tested for deflection by pulling a rigid mandrell
through the installed pipe. The test must be conducted at least 30 days after placement and
compaction of final backfill. No pipe shall exceed a deflection of 5%. The test must be performed
without mechanical pulling devices. The test mandrel must have an outside diameter equal to
95% of the pipe inside diameter. The mandrell must have an odd number of runners, totalling
nine or more. The barrel section of the mandrell must have a length at 75% of the pipe inside
diameter. A television test is not an acceptable substitute for the deflection test. Deflectometers
may be approved for use on a case by case basis. A professional engineer registered in ·the State
of Texas must certify that the entire installation passed the required deflection test. This
certification may be made in conjunction with the notice of completion required in section
317.1.(e)(l) of the Design Criteria.
Location in submittal: Plan sheet Specifications page s. 1 04 [tern no. s. 104. 7 .H ---
26) Buckling Analysis: Calculate allowable and predicted buckling pressure below, or attach
calculations on a separate·sheet. Attadunents must be signed, sealed and dated by a professional
engineer registered in the State of Texas. Predicted and allowable buckling pressures must be
calculated for each size of pipe and type of flexible pipe material. Calculations may be submitted
using the formulas given below or other appropriate methods.
a) Calculate allowable bucking pressure as follows:
Ck = (0.4) * [32 * Rw * B'• E' • (E • [/03)] 112 = 25.24
where:
= allowable buckling pressure
Rw = Water buoyancy factor, calculated as:
Rw = 1 -[0.33 * Chw/h)] = 1
where:
~ = height of water surface above top of pipe in inches = o
h = height of soil surface above top of pipe in inches
Note: The preceding formula is only valid when O :5 ~ :5 h ;
if these conditions are not met, ~ = 1
B' = Empirical coefficient of elastic support, calculated as:
B' = 1 --'----= .395
1 + 4 • e ·0 .06SH
Enginccr ln.irials~
where:
H = Depth of burial in feet, from ground surface to crown of pipe.
Note: This method of calculating allowable buckling pressure is only valid for 2 fr ~ H ~ 80
feet.
E'b· -
E
I
D
modulus of soil reaction for the bedding material 400
modulus of elasticity of the pipe material, psi 400, ooo
moment of inertia, in3 • 000486
pipe diameter, inches 6.275
b) Calculate pressure applied to pipe under installed conditions:
Clp = Crw • hw) + [Rw • CW/D)] = 12.33
c) If ~ ~ qP, specified -pipe is ac~eptable for the proposed installation .
. If <k. ~ cip, the wall. thickness of the pipe must be increased and/ or a pipe with a larger
modulus of elasticity (E) must be used. Make the appropriate modifications and repeat the
buckling analysis, showing that for the upgraded pipe CI.a ~ qP.
T2 7) Wall Crushing:
Will any flexible pipe be installed in rigid enca5ement (e.g. concrete)? N It should be noted
that cement stabilized sand or soil is not considered a rigid encasement for purposes of TNRCC
review.
If yes calculate pressure above which wall crushing will occur as follows:
where: · · ~ = prism load as calculated in the deflection analysis portion of this application.
D0 = outside pipe diameter, in.
T = Wall Thrust, pounds/in.
b) Pc= TIA
where: I'c = compressive stress or hydrostatic design basis (HOB), psi
··A = area of the pipe wall, in. 2
T28) lnstallation Temperature Effects:
If flexible pipe will be installed under very high or low ambient t emperature conditions, please
indicate provisions for handling which will protect the pipe and provide an adequate ins~allation:
N/A
Location in submittal: Plan sheet Specifications page Item no. ---
Enitinccr l.nirials~
Q9) Tensile Strength: 317.2.(a)(2)(A), 317.2.(a)(S )
The project specifications need to indicate minimum allowable tensile strength in psi for each
flexible pipe material. If PVC pipe is specified, indicate minimum cell class .
AS'IM D3034 Cell Class 12454-B
Location in submittal: Plan sheet Specifications page s.104/1 [tern no . s. 104 .5
f30) Strain: 317.2.(a)(2)(A)
For any proposed flexible pipe material, is the pipe considered to be susceptible to strain-related
failure at less than 5% long-term deflection? _N __ _
If yes, provide analysis for predicted strain due to hoop stress and bending strain:
Rigid Pipe D~gn
Rigid Pipe Design: 317.2.(a)(2)(B)
no rigid pipe is specified for this project, skip to item T33 . If the project allows for the use of rigid
ipe materials complete items T31 and T32. For purposes of TNRCC review, rigid pipe is defined as
lcluding but not limited to concrete, vitrified clay or ductile iron pipe.
1) The rigid pipe must be adequate to withstand the applied loads expected from the proposed
installation. Consideration should be given to trench width, depth of cover, effect of water table
elevation on the rigid pipe, etc. Please indicate the maximum burial depth or applied load for
each diameter and type of pipe material and the corresponding minimum strength properties or
allowable depth of installation as specified in the appropriate natioru.tl reference standard.
TI2) Does the specified bedding substantially comply with ASTM C-12 class A, B, or C for materials and
densification? -------
Location in submittal: Plan sheet ---Specifications page ---[tern no . ---
Minimizing Anaerobic Conditions
emical Characteristics of Wastewater: 317.2 .(a)(l), 317.2 .(a)(2)
3) List any collection system components (pipes, manholes, etc ... ) that are susceptib le to
deterioration through corrosive effects of an an aerobic sewage environment:
N/A
Engineer Ini tia ls :~
T34) rf the proposed collection contains components susceptible to corrosive arrack:
N/A
a) indicate any provisions to protect these components from corrosive attack (e.g. coatings,
liners, high alkalinity concrete, etc ... ):
Location in submittal: Plan sheet ---Specifications page __ _ Item no. ---
OR
b) Provide an engineering analysis demonstrating that the colle ction system will adequatelyresist
corrosive attack through the SO year design life of the project. This justification include
consideration of the potential for anaerobic cpnditions both under stratup conditions and at
ultimate b uildout:
T35) Minimum Slopes: 317.2.(c)(2)
All pipe must be designed with a minimum slope that will provide a velocity of at least 2 ft/s
flowing full, as calculated using Manning's equation with an "n" value of 0.013. For each
diameter of pipe, indicate the minimum slope allowed on the project:
Pipe Diameter: ~
Pipe Diameter. __
Pipe Diameter: __
Min. Slope: • 60%
Min. Slope: __
Min. Slope: __
T36) Minimizing Turbulence: 317.2.(c)(S)(E)
Pipe Diameter: __
Pipe Diameter: __
Pipe Diameter: __
Min. Slope: __
Min. Slope: __
Min. Slope: __
Where unequal sized pipes enter_ a manhole, the crowns o_f the p ipes should be at equal elevation
where feasible and the manhole channel should slope evenly benveen pipe inverts. Has this
principle been incorporated in the design? _Y __
Drop inlets must be provided for pipes entering a manhole at an elevation greater than 30 inches
above the manhole invert. This requirement is especially important where force mains or inverted
siphons discharge into the gravity collection system. Any required drops should be indicated in
the project plans or profile drawings. Has this requirement been specified? N/A -·
Location in submittal: Plan sheet ---Specifications page __ _ Item no . ---
Enginccr Initials~
A filleted entrance should be provided for pipes entering a manhole at an elevation greater than
24 inches but 30 inches above the manhole invert. Any required fillets should be indicated in the
project plans or profile drawings. Has this feature been provided in design? N/A
AU-shaped channel must be provided through the manhole base. For pipes less than 15 inches
diameter, channel depth must be at least half the pipe diameter. For pipes greater than 15 inches
but less than 24 inches diameter, channel depth must be at least 3/4 the pipe diameter. For pipes
gre~te.r than 24 inches diameter, channel depth must be at least the pipe diameter. Has this
principle been followed in design? _,.;;;;..Y __
The manhole bench (base area outside the flow channel) must be sloped at least 0.5 inches per
foot. Has this principle been followed in design? __ _
Have manhole details (plan and profile) showing typical construction been submitted? _Y __
Location in submittal: Plan sheet ---Specifications page __ _ Item no. ---
37) Inverted Siphons: 317 .2.(<:) (6)
...
Doe$ the project include any inverted siphons (sag pipes)? _N __
If yes, please check to be sure that the design is in accordance with section 317 .2. ( c) ( 6) of the
Design Criteria. Sag pipes can be a major source of corrosive activity due to anearobic conditions .
8) Ventilation for Sealed Manholes: 317.2.(c)(5)(C)
Where more than three manhole covers in sequence are to be bolte~ and gasketed or provided
with inflow protectors, an alternate means of ventilation must be provided at every third manhole
(or a maximum of every 1,500 feet). Does this project contain any sections of line with more
than three such manholes in sequence? . N If yes, does the submittal specify how adequate
ventilation will be provided? ---
Location in submittal: Plan sheet ---Specifications page __ _ Item no . ---
Operation and Maintenance
General Performance and Maintenance Requirements: 317.2.(c) ( 4), 317.2.(c) (5)
39) Does any portion of the gravity collection system include pipe curved horizontally or vertically
between manholes? · N ---
If no, skip to item T40.
If yes:
Vertical curvature between manholes is not allowed in gravity collection systems. If the project
contains vertical curves they must be eliminated before plans and specifications approval can be
granted.
Engint=" Initials~
Horizontal curvature of gravity lines is nor allowed under the Design Criteria, and such designs
are strongly discouraged. Sewers must be laid in straight alignment with uniform grade between
manholes, unless slight deviations are justified to the satisfaction of the executive director. If the
project includes horizontal curves the following requirements of the TNRCC horizontal curve
policy must be met before the project can be approved:
Curvature must be either by joint deflection or pipe flexure, but not both. Indicate the method
utilized:·
-----~-~-
For each type and size of pipe to be installed with horizontal curvature:
a) Indicate minimum radius of curvature proposed: __ _
b) Indicate standard length of pipe utilized: __ _
For horizontal curves, this must be the maxunum standard length available from the
manufacturer.
If curvature will . be provided by pipe flexure, all joints must be installed fully seated.
The specifications must describe how installation will be performed for curved sections. Indicate where
these specifications are located, and skip to item i).
Location in submittal: Plan sheet Item no. ---Specifications page __ _ ---
If curvature will be provided by joint deflection, fill out items c) through g) below:
c) On the basis of. a) and b) above, calculate the proposed deflection per joint:
d) Indicate manufiicrurer's maximum recommended joint deflection for pipe to be used:
e) Indicate maximimum joint deflection recommended by the appropriate mational reference
staridard (ASTM, AWWA, ANSI etc ... ) for pipe to be used:
f) The maximum allowable joint deflection must not exceed the lesser of 5 degrees or 80% of
item d) above, or 80% of item e) above.. £ndicate the maximum allowable joint deflection:
.· ,.·
g) Is th~ proposed j()int deflection as calculated in item c) less than maximum allowable joint
deflection as determined in item f): ---
If no, the proposed curvature cannot be approved by TNRCC.
h) Curved lines to be constructed using joint deflection must be tested for deflection with a
mandrell sized to verify that the design maximum joint deflection has not been exceeded.
Indicate where the required mandr.el test is specified: ·
Location in submittal: Plan sheet ---Specifications page ---Item no . ---
Ellginccr lni1ials :~
i) All curved sections of graviry line must be installed at a minimum slope ar least 3% greater
than the corresponding minimum slope for straight lines. For each size of pipe which will be
installed with horizonral curvature, indicare the minimum slope .
For all construction methods utilizing horizontal curvature:
j) Maximum allowable manhole spacing for sections of pipe with horizontal curvature is 300
f~et. Has this requirement been met? __ _
Location in submittal: Plan sheet ---Specifications page __ _ Item no. ---
k) Manholes should be provided at PC and PT of horizontal curves . Does the design include
such provisions? ---
Location in submittal: Plan sheer ---Specifications page __ _ Item no. ---
1) Trench excavation must match the radius of curvature of the installed pipe, with the pipe laid
in the center of the trench. Has thls requirement been incorporated inro the design? __ _
Location in submittal: Plan sheet ---Specifications page ---Item no.
m) All sections of horizontally curved line must be subjected to a hydrostatic leakage test
coi:iforrning to the requirements of section 317.2.(a)(4)(A) of the Design Criteria, with a
maximum allowable leakage of 10 gallons/inch diameter/mile/day. Please indicate where the
required leakage test is specified:
Location in submittal: Plan sheet ---Specifications page __ _ Item no. ---
T40) Are manholes provided at all changes in size, grade or alignment of pipe? _Y_
T41) Are manholes or cleanouts provided at the end of all lines? _Y __
T42) Indicate the maximum spacing between manholes for each diameter of pipe: 6 .. _ 356 •
T43) Manhole covers which lie within a 100 year flood plain must be sealed and gasketed or otherwise
provided with adequate protection against inflow. Such measures should also be provided to any
manholes lying in drainageways or streets subject to carrying drainage flows. Where more than
three manholes in sequence are sealed, alternate ventilarion must be provided (see item T38).
Do any manholes for this project lie within a 100 year flood plain:
No
On what basis was this detennined?
Flood Insurance Rate Maps for Brazos County, TX and Incorporated Areas Map #48041C0205C
Effective July 2, 1992.
Do the plans identify the nearest known flood plain elevation and indicate any manhole covers
which are required to be sealed? Y ---
Occupational Safety, Public Health, and Environmental Protection
Separation of Potable Water, Stormwater, and Sanitary Sewers: 317.2.(a)(7), 317.13, 317.2.(a)(B)
T44) Do the project plans or specifications include the requirements of section 317.13 (Appendix E) of
the Design Criteria relating to installations where 9 feet of separation in all directions between
the ·sanitary sewer and the potable water supply lines? _Y __
Are provisions included for: Lines in parallel? t Crossings? N/A
Manhole/water line separation? y ---
Location in submittal: Plan sheets 5-6 Specifications page __ _ Item no. ---
T45) Does the project site contain any water wells, springs, surface water sources of potable water, or
potable water storage facilities? NIA ·
-~ ~ .
If yes, does the design design conform to and include any applicable sections fo 30 TAC Chapter
2901 Rtiles and Regulations for Public Water Systems? __ _
T46) Is the project designed with a minimum 18 inch air gap between the elevation of all potable water
outlets -and the maximum water surface elevation of anynearby sewer appurtert.ances? ___ Y __
T47) TNRCC rules do not allow combined sewers. Has the project been designed to preclude or
eliminate any connections of storm drains, rocif drains, etc ... to the sanitary sewer? Y
If storm drainage facilities are proposed for construction in conjunction with this project, were
these designed to prevent storm water from entering the sanitary sewer? _Y __
Please indic~te the design storm return penod for the storm sewer, if applicable: 1 O year
Occupational Safety: 317.2.(c)(S)(D), -CE) & (F)
T48) Are all manhole base sections at least 48 inches in diameter? Y ---
Location in submittal: Plan sheet s2 --..... Specifications page __ _ Item no. ---
T49) Are all manhole covers at least 24 inches nominal diameter? Y ---
TSO) How will access to manholes be accomplished for mainten_ance purposes? Ladder
If manhole steps are proposed, will these be corrosion resistant? N/A
Location in submittal: Plan sheet Specifications page __ _ Item no .
En)tinccr ln.irials: ~
S.101.1 DESCRIPTION
SPECIFICATION NO. S.101 (REV)
GENERAL PROVISIONS
Work to be performed under Part S includes materials, labor and
superintendence required to install a complete sanitary sewer
line, including manholes, appurtenances and any other
components required to construct a complete system.
S.101.2 RELATED WORK SPECIFIED ELSEWHERE
A. Definition of Terms
B. General Conditions
C. Parts WS.1 -WS.6
S.101.3 PIPE INSTALLATION
A. Refer to Part WS.601.2
B. All new connections to existing manholes will be plugged
and remain plugged until acceptance.
S.101.4 MEASUREMENT
A. Refer to Part WS.601.3 for general measurement provisions.
B. Related Measurement Provisions Provided Elsewhere
c.
1. Specification No. S ;102 -Leakage Tests
2. Specification No. S.201 -Manholes
3. Specification No. S.202 -Cleanouts
4. Specification No. S.203 -Service Connections and
Laterals
Pipe
Pipe will be measured (by horizontal distance) from center
of manhole to center of manhole, cleanout or ·end of pipe
·Without deduction for the length of intermediate fittings,
services, manholes or cleanouts.
D. Deflection Tests
Deflection Tests shall not be considered a measured item.
Rev. 6/93 S.101/1
SlOl.5 QUALITY CONTROL
A. T.V. Inspection
All sanitary sewer lines, prior to acceptance and the
expiration of the one-year warranty, shall be inspected by
remote video. All T.V. inspection shall be performed by
City of College Station personnel and shall be performed at
no charge to the Contractor. All sanitary sewers must be
shown to be free from defect with this inspection. The
Contractor will be notified, prior to expiration of his
one-year warranty, of any defect that was found, and the
Contractor will then rectify that defect.
B. Leakage and deflection tests shall be conducted as per
Specification No. S ~l02 and S.104.
Rev . 6 /93 S .101/2
SPECIFICATION NO. S.102
LEAKAGE TESTS
s.102.1 DESCRIPl'ION
This section specifies leakage tests of sanitary sewer collection lines.
In general, leakage tests of sanitary sewers shall be by exfiltration or
by air test. Test sewer lines after backfilling but before placement of
pavement (if applicable).
s.102.2
A.
LEAKAGE ALLOWANCE
Exf iltration Test
The maximum allowable leakage for sanitary sewers, unless
otherwise stated; ·is 200 gallons per inch of nominal diameter
per mile of se~er line per 24 hours.
B. ·Air Test (Alternative to Exfiltration)
1. For VCP (Per ASTM C828)
The leakage allowance requirements of the air test shall
be considered satisfied if the time required for the
pressure to decrease from 3 • 5 pounds per square inch
(psi) to 2.5 psi is not less than that shown in Table 1.
TABLE 1
Minimum Test Time For Various Vitrified Clay Pipe Sizes
.Nominal T(time) Nominal T(time)
Pipe size in. min/100 ft. Pipe Size in. min/100 ft.
3 0.2 21 3.0
4 0.3 24 3.6
6 0.7 27 4.2
8 1.2 30 4.8
10 1.5 33 5.4
12 1.8 36 . 6.0
15 2.1 39 6.6
18 . 2.4 42 7.3
2. For PVC and Ductile Iron Pipe
The leakage allowance requirements of the air test shall
be considered satisfied if the time required for the
pressure to decrease from 3.5 psi to 3.0 psi is not less
than that shown in Table 2.
TABLE2
Minimum Test Time For Various sizes
Nominal
Pipe Size in.
6
8
10
12
T(time)
min/100 ft.
4.0
5.0
6.5
7.5
·c. Failure to Meet Test Requirements
S.102.3
Should any section of sewer line fail to pass these standards,
locate the defect by visual inspection or by television
inspection and repair the damage. After the defects have been
corrected, retest the sewer line as previously specified.
MATERIALS BY CONTRACTOR .
Furnish all necessary apparatus, including gauges and meters. Water
required shall be furnished by the Contractor and purchased from the
Owner.
A. Exfiltration Test
1. Measuring .devices necessary to measure the drop in water
level in a manhole.
2. A sufficient quantity of water.
3. Plugs.
B. Air Testing
1. Air Hose.
2. Air control equipment consisting of pressure gauge and
valve.
3. An air compressor.
4. Plugs.
S.102.4
A.
B.
c.
S.102.5
A.
PREPARATION
Make sure all necessary materials and supplies are on hand
before beginning exfiltration tests.
Do not begin testing until directed by the City Engineer, or
until the Owner's representative is present.
Air Testing
1. Groundwater will be measured where it is known to exist
and a correction made to the allowable time as set out in
Tables 1 and 2.
2. At the time the sewer line is installed, the Contractor
shall install a 1-1/2" diameter standpipe from the top of
the sewer line to a point at or above ground level to be
used to measure the groundwater. The bottom of the
standpipe ·shall be perforated for one ( 1') foot and
enclosed with loose gravel to allow the groundwater to
seek its natural level within the standpipe. The top of
the standpipe shall be capped to prevent foreign matter
from entering. Generally a 1-1/2" monitor standpipe
shall be installed in each run of pipeline between
manholes.
3. Immediately prior · to the line acceptance test, the
groundwater shall be determined by removing the cap and
measuring the height in feet of water over the invert of
the sewer line. This height in feet shall be multiplied
by 0.43 to establish the pounds of pressure that will be
added to all readings. For example, if the height of
water is 11-1/2 feet, then the added pressure will be 5
psig. This increases the 3. 5 psig to 7. 5 psig. The
allowable drop and timing remain the same.
TEST PROCEDURE
Exfiltration
1. Isolate the section of sewer line to be tested with plugs
on either end. Place the downstream plug at the inlet of
the downstream manhole. Place the upstream plug at the
inlet of the upstream manhole. The downstream plugs
shall be provided with a two ( 2·11 ) inch vent pipe
extending upward six (6') feet.
2. Fill the sewer line with water using the upper manhole
until all air is forced out through the downstream vent
tube. Measure the drop in the water level in the manhole
over a specific time and calculate the loss of water due
to exfiltration.
B. Air Testing
S.102.6
A.
1. The section of the pipe to be tested is plugged at each
end. The ends of all branches, laterals and wyes which
are to be included in the test are sealed or plugged.
All plugs shall be carefully braced to prevent slippage
and blowout due to internal pressure. One of the plugs
provided must have an inlet tap or other provision for
connecting an air hose.
2. Connect one end of the air hose to the inlet tap on the
plug and connect the other end of the hose to a portable
air control equipment. the air control equipment shall
consist of pressure gauges and valves used to control the
rate at which the air . flows to the test section and to
monitor the air pressure inside the pipe. Air control
equipment can then be connected to a source of air supply
such as a portable air compressor.
3. After the air hoses are properly connected, inject air
into the test section. Monitor the air pressure in
pounds per square inch gauge (psig).
4. When the pressure inside the test section reaches 4.0
psig, throttle the air supply so that the internal
pressure is maintained between 4.0 and 3.5 psig, for at
least two (2) minutes. These two minutes allow time for
the temperature of the air to come to equilibrium with
the pipe walls.
5. After the temperature has been allowed to stabilize for
the two minute period, the air supply should be
disconnected and the pressure allowed to decrease to 3.5
psig. At 3. 5 psig a stopwatch is to be started to
determine the time required for the pressure to drop.
6. The section of pipeline being tested shall be considered
acceptable if the time required for the pressure to
decrease from 3.5 psig is equal to or greater than that
shown in Tables 1 or 2.
MEASUREMENT AND PAYMENT
Measurement
Testing of sewer line will not be measured.
B. Payment
This item will not be a separate bid item. Cost for work
herein specified, including the furnishing of all materials,
equipment, tools, labor and incidentals necessary to complete
the work, shall be included in the unit price bid for sewer
lines in place. However, the unit price bid for sewer lines
in place but not tested will be reduced by two (2%) percent on
partial payments.
S.104.1
SPECIFICATION NO. S.104 (REV)
POLYVINYLCHLORIDE PIPE AND FITTINGS
DESCRIPI'ION
The work specified under this section includes the manufacture,
construction and installation of polyvinylchloride (PVC) pipe and
fittings for gravity and pressure sewer mains.
S.104.2 RELATED WORK SPECIFIED ELSEWHERE
A. WS.3 -Excavating, Trenching-and Backfilling
B. Specification No. S.102 -Leakage Tests
c. Specification No. __ s _.201 -Manholes
D. Specification No. s.202 -Ductile Iron Pipe and Fittings
S.104.3 APPLICABLE STANDARDS
A. AWWA -C104, C105, CllO, Clll, C900, and C905
B. ASTM -C33, C150, 01598, 01599, 01784, 02122, 02152, 02241,
02564, 02672, 03034, 03212, 03139 and F477
S.104.4 SUBMITTALS
Refer to Specification No. WS.601.1.
S.104.5 MATERIALS
Flexible pipe and fittings shall be unplasticized polyvinylchl·oride
gravity sewer pipe ·made from clean, virgin, NSF approved Class
·12454-B PVC conforming to ASTM 01784. All pipe shall be new and
have the ASTM designation, SOR, pressure rating and size stamped on
the outside of each joint. All markings shall follow requirements
of AWWA C900 Section 2.5.2 or AWWA C905 Section 4.7, as applicable.
A. PVC Gravity Pipe and Fittings
Polyvinylchloride (PVC) gravity and pressure pipe in sizes four
(4") inch through fifteen (15") inch, shall conform to the ASTM
03034 standard, be UL listed and ·be approved by the National
Sanitation Foundation. Pipe and fittings · shall be SDR-26.
When SDR-26 fittings are not available, SDR-35 fittings may be
used. Eighteen inch (18") pipe and fittings shall be SDR-26
and conform to ASTM 02241, be UL listed and approved by the
National Sanitation Foundation.
B. PVC Pressure Pipe and Fittings
1. Polyvinylchloride (PVC) pressure pipe in sized four inch
(4 11 ) through fifteen inch (15") shall be SDR-26 Class 160
and conform to the ASTM 02241 standard, be UL listed and
approved by the National Sanitation Foundation. The
outside diameter shall be identical to steel pipe.
Polyvinylchloride (PVC) pressure pipe in sizes sixteen inch
(16") through twenty-four inch (24") shall be SOR-25 Class
165 and conform to AWWA C905, be UL listed and approved by
the National Sanitation Foundation. The outside diameter
shall be identical to cast iron pipe.
2. PVC Pressure Pipe shall be designed and tested in
accordance with ASTM 01598, 01599, and 02152.
3. Fittings for PVC Pressure Pipe shall be cast iron or
ductile iron and shall conform to AWWA c110, unless
otherwise specified. See Specification No. S.103.5
paragraphs C-G. Fitting joints shall be mechanical joints.
Bolts and nuts for mechanical joints will be of a high
strength corro.sion resistant low-alloy steel and shall
conform to AWWA Clll. All flange bolts and nuts shall be
Type 304 or 316 stainless steel. All fittings shall be
bituminous coated outside and inside with seal coat in
accordance with AWWA C104. PVC to cast iron adapters will
be used with cast iron fittings.
Polyethylene wrap or encasement of metal fittings shall
conform to AWWA C105. Joint tape shall be self sticking
PVC or 10-mil-thick polyethylene.
c. Joints
PVC pipe and
gasket joint
joint. Pipe
lubricant.
contraction
03212.
fittings shall be furnished with an elastomeric
and an integral thickened bell as part of each
and fittings must be assembled with a non-toxic
Provisions must be made at each joint for
and expansion. Refer to ASTM F477, 03139 and
o. Concrete for Blocking and Encasement
Cement shall meet ASTM Cl50, Type I. Aggregates shall meet
ASTM C33. The twenty-eight ( 28) day compressive strength shall
be 2,000 psi or more.
S.104.6 INSPECTION, STORAGE AND HANDLING
A. Refer to Specification No. ws .101 paragraphs c and D for
general requirements.
B. Unloading -Cold Weather Handling
As the temperature approaches and drops below freezing extra
care should be used in handling during cold weather. Pipe at
the bottom of a stack may become out-of-round due to the weight
of material above it. Allow the pipe to recover to full
initial roundness before installation. Pipe may be unloaded by
S.104/2
hand, either by passing over the side or off the truck end.
Sliding one length on another is permissible in unloading pipe,
but lengths in the bottom layer shall be lifted off of the
rough surface of the truck body to avoid abrasion. Compact
shipping units (palletized bundles in a wood frame) may be
unloaded by conventional fork lifts.
C. Stockpiles
Store pipe on a flat surface so as to support the barrel
evenly, with bell ends overhanging. Store random lengths
separately where they will be readily available. Individual
lengths of pipe should be stacked in piles no higher than 5
feet. Pipe shall be protected during long exposures (several
months) to sunlight. Do not use clear plastic sheets. Provide
for air circulation under sheet.
D. Storing Rubber Rings
Store all rubber rings at a central point and distribute them
as needed. Keep them clean, away from oil, grease, excessive
heat and electric motors which produce ozone. If rubber rings
are not to be used immediately, store them in their cartons, as
shipped, in a cool dark place out of the direct rays of the
sun.
S.104.7 CONSTRUCTION METHODS
A. Trench Width
Trench Widths shall not exceed those shown in Table 1.
TABLE 1
Suggested Trench Widths at the Top
of the Pipe*
Nominal Pipe Size Trench Width (in.)
in. Max. Min.
4 28 20
6 30 22
8 32 24
10 34 26
12 36 28
* The trench should never be wider than the
width used as design criterion.
B. Pipe Installation
Refer to Specification No. S.101.3.B and WS.601.2.
S.104/3
c. Joint Assembly
1. Push-on joints shall be assembled as follows:
a. Thoroughly clean the groove and bell and insert the
gasket, making sure that if faces the proper direction
and that it is correctly seated.
b. Dirt or foreign material shall be cleaned from the
spigot end to a point (l") inch beyond the reference
mark. A joint lubricant shall be used and applicable
recommendations of the manufacturer shall be followed.
c. Be sure that the spigot end is beveled as square or
sharp edges may damage or dislodge the gasket and cause
a leak. Push the spigot end into the bell of the pipe.
Keep the joint straight while pushing. Brace the bell
while the beveled end is pushed under the ring, so that
previously completed joints in the line will not be
closed up. Make deflection after the joint is
assembled.
d. Push the spigot end in until the reference mark on the
spigot end is flush with the end of the bell. If
excessive resistance to insertion of the bevel end is
encountered or the reference mark does not reach the
flush position, disassemble the joint, and check the
position of the ring. If it is twisted or pushed out
of its seat, clean the ring, bell and bevel end and
repeat assembly. Be sure both lengths are in proper
alignment. If the ring was not out of position,
measure the distance between the reference mark and the
bevel end and check it against correct values from the
manufacturer. Relocate the reference mark if it is out
of position.
e. Small pipe can be pushed into the bell end with a long
bar. Large pipe requires additional power, such as a
jack, level puller, or backhoe. A timber header should
be used between the pipe and jack or backhoe bucket to
avoid damage to the pipe.
2. Mechanical joints shall be assembled as follows:
a. Wipe clean the bell and spigot end. The spigot end,
bell and gasket should be washed with a soap solution
to improve gasket seating.
b. Place the gland on the spigot end with the lip
extension toward the spigot end, followed by the gasket
with the narrow edge of the gasket toward the spigot
end of the pipe.
c. Insert the pipe into the bell and press the gasket
firmly and evenly into the gasket recess. Keep the
S.104/4
joint straight during assembly. Make deflection after
joint assembly but before tightening the bolts.
d. Push the gland toward the bell and center it around the
pipe with the gland lip against the gasket.
e. Align bolt holes and insert bolts, with bolt heads
behind the bell flange, and tighten opposite nuts to
keep the gland square with the bell.
f. Tighten the nuts in accordance with Table 2.
3. When it is necessary deflect pipe from a straight line in
either the vertical or -horizontal plane, or where long
radius curves are permitted, the amount of deflection shall
not exceed that shown in Table 3.
TABLE 2
Mechanical Joint-Bolt Torques
Bolt Diameter
in.
5/8
3/4
1
1 1/4
Torques
ft-lb
45 -60
75 -90
85 -100
105 -120
S.104/5
TABLE 3
Maximum Deflection 20' Pipe
Push-on Type Joint
Pipe
Diameter In.
6
8
10
12
Minimum Radius
of Curve-ft.*
150
200
250
300
* The line should be assembled above ground,
in i ·straight line, then curved and laid in
the trench. All curvature results from the
bending of the pipe lengths. There is no
deflection at the joint. Radius shown is 80%
of manufacturer's recommendations for
E=400,000 psi (D2241, D3034) pipe.
4. Cutting and Beveling
a. All field cuts shall be square cut to insure proper
assembly. Once field cut, pipe -sh.al 1 be beveled to
manufacturer's recommendations.
b. Use a factory-finished beveled end as a guide to
determine the angle and length of taper. The end may
be beveled using a Pilot beveling tool which will cut
the co·rrect taper automatically or a thin steel,
"cheese-grater" type of hand tool, Stanley "Sureform"
No. 399.
c. With a pencil or crayon, locate the reference mark at
the proper distance from the bevel end as indicated by
the manufacturer.
D. Polyethylene Tube Protection
All cast iron and ductile iron fittings shall be provided with
polyethylene tube protection. Completely cover all fittings
and connections with polyethylene film held securely in place
with joint tape or strapping per Specification No. S.103.7
paragraph D.
E. Embedment
Install embedment as shown in Part S.3 or on the plans.
S.104/6
F. Reaction Anchorage and Blocking
1. Block, anchor or harness all piping subject to internal
pressure to preclude separation of joints. Provide
suitable reaction blocking, anchors, harnesses or other
acceptable means for preventing movement of pipe caused by
internal pressure for all unrestrained fittings, Y-
branches, bends deflecting 11-1/4 degrees or more, and
plugs which are subject to internal pressure in excess of
10 psi.
2. Extend 2, ooo psi concrete blocking from the fitting to
solid undisturbed earth and install so that all joints are
accessible for repair. -Thrust blocking for force mains
shall be provided for all joints and bends and shall block
against loads as determined by the engineer. If .no details
regarding blocking are shown on the plan, refer to water
detail sheet SJ~
3. If adequate support against ground cannot be obtained,
install metal harness, anchorages consisting of steel rods
across the joint and securely anchor to pipe and fitting or
install other adequate anchorage facilities to provide
necessary support. Should the lack of a solid vertical
excavation face be due to improper trench excavation, the
entire cost of furnishing and installing metal harness
anchorages shall be borne by the Contractor.
4. Protect from corrosion all steel clamps, rods, bolts and
other metal accessories used in reaction anchorages or
joint harnesses subject to submergence or in direct contact
with earth and not encased in concrete with two (2) coats
of bituminous paint supplied to clean dry metal surfaces.
G. Minimum Cover
Minimum Cover shall be forty-two ( 42") inches below top of curb
to top of pipe, or as otherwise directed by the Engineer.
H. Deflection Test
The sewer line shall be tested for deflection, after the trench
has been backfilled for at least 30 days and leakage tests have
been completed. The test shall consist of pulling a mandrel
through each sewer line, similar to that shown in Part S.3.
The test will be performed without mechanical pulling devices.
The outside diameter of the mandrel shall be 5% smaller than
the inside of the sewer line. The testing mandrel shall be
approved by the Engineer prior to conducting the test. Should
the mandrel hang or otherwise fail to pass through the sewer,
the sewer shall be uncovered, the defect corrected and the
sewer retested for deflection.
S.104.8 MEASUREMENT
S.104/7
Refer to Specification No. S.101.4 and WS.601.3
S.104.9 PAYMENT
Refer to Specification No. WS.601.4
S.104/8
SPECIFICATION NO. S.201 (REV)
MANHOLES
S.201.1 DESCRIPTION
This section describes the manufacture, construction and installation of
sanitary sewer manholes.
s.201.2 RELATED WORK SPECIFIED ELSEWHERE
A. Specification No. WS.304 --Materials for Embedment
B. Part S.1 -Sanitary Sewer Mains
c. Part S.3 -Standard Details
S.201.3 APPLICABLE STANDARDS
ASTM -A48, C32, C33, C76, Cl50 and C478
S.201.4
A.
B.
S.201.5
A.
SUBKITTALS
Submit manufacturer's data on materials furnished indicating
compliance with the specifications regarding dimensions,
thickness, weights and materials.
Submit manufacturer's "Certificate of Compliance" stating that
the materials furnished comply with this specification.
MATERIALS
Concrete
Cement shall conform to the current ASTM C150 standard and be
Type I. Aggregates shall conform to the current ASTM C33
standard and shall consist of limestone aggregates in the
proportion to provide a minimum calcium carbonate equivalent
of 65%. Twenty-eight (28) day strength shall be equal to or
greater than 3000 psi for cast-in-place concrete. Concrete
for pre-cast manholes shall be 4000 psi.
B~ Manhole Rings and Covers
Manhole rings and covers shall be manufactured of Class 30
gray cast iron conforming to ASTM A48 standard. Minimum total
weight for ring and cover shall be 300 psi. Pick holes are
prohibited. Furnish cast pick lugs. Lid shall have the work
"SEWER" cast in it. Ring and covers shall be Samsco Standard
Heavy Manhole Ring and Cover No. 50 or approved equal.-
S.201/l
c. Grade Rings
Grade rings shall be precast reinforced concrete. Minimum
thickness shall be 2 inches by 8 inches wide by 24 inches
inside diameter.
D. Precast Reinforced Manhole Sections
Precast manhole sections shall conform to the current ASTM
C478 standard. Joints shall be o-ring gasketed. In lieu of
the thickness as specified in C478, Section 7, DESIGN, the
minimum wall thickness for manhole risers shall be as listed
under wall "B" in the "Class Tables" of ASTM C76, Reinforced
Concrete Pipe.
E. Cast-In Place Forms
Cast-in .place manholes shall use forms equal to ABS Plastic
Forms as marketed by I.C.M. Inc., Box 685, Jacksonville,
Arkansas, or approved equal. Manholes shall be constructed of
3000 psi concrete with walls of 6 inches minimum thickness.
Conical sections may be cast-in place or precast per paragraph
S.201.5, D above.
F. Drops
S.201.6
Drops shall be constructed of ductile iron or PVC material
specified in Part S.l Sanitary Sewers, encased in concrete as
shown in Part S.3 or on the plans.
INSPECTION, STORAGE AND HANDLING
A. Refer to Specification No. WS.101 paragraph c and D for
general requirements.
B. Inspect the subgrade to make sure a suitable foundation for
the manhole exists. Remove all debris, muck and water, or any
substance which would be detrimental to the strength of the
foundation.
c. If the cast-in place manholes are used, clean forms and
lubricate with a form lubricant recommended by the form
manufacturer.
S.201/2
S.201.7
A.
METHODS OF CONSTRUCTION
Manhole Bases
1. Construct manhole bases in the configuration shown in
Part S.3 and/or on the plans. Minimum thickness below
the flowline of sewer shall be as shown below:
O to 8' manhole depth -8"
8' to 12' manhole depth -10"
12' and above -12"
2. Insure that bases are constructed on firm ground and that
ground water is controlled. Install crushed stone
(standard gradation or larger) to stabilize bottom if
directed to do so by Engineer.
3. The invert of ·manholes shall be formed in such a fashion
that they are smooth and will not obstruct flow of
sewage. Provide flow channels in the manhole base by
forming the concrete base and trowelling it to a smooth,
even finish with a steel trowel. Slope the manhole
bottom from the wall line to the flow channel and trowel
it smooth on a grade of 1 inch per foot with a liberal
radius applied at flow channel intercepts.
The flow channel must be formed such that the channel
depth is:
outlet Pipe Diameter
< 15"
>15" & <24"
> 24"
Depth
1/2 Pipe Diameter
3/4 Pipe Diameter
1 Pipe Diameter
4. cradle in concrete the first joint of pipe extending from
the manhole in the same pour as that for the manhole base
slab. A short joint will be used for this purpose.
B. Precast Manholes
1. Cast bottom section of precast manhole riser ring in
manhole base as shown in Part S.3 or on the plans. Place
Synko-Flex waterstop per manufacturer's recommendations
prior to setting precast starter ring.
2. Prior to placing each section of manhole riser or cone,
thoroughly clean the bells and spigots to be joined.
3. Carefully place the 0-ring gasket and check for proper
alignment.
4. Plug lift holes and joints with "Water Plug" grout.
s. 201 /3
c. Cast-In Place Manholes
1. Base
The base shall be cast monolithically with the rest of
the manhole. The invert and flow channel shall be formed
during or immediately after the placing of the concrete
and brush-finished as soon as the concrete has
sufficiently set. The concrete must set for 24 hours
before any pipe inside of the manhole is trimmed.
The base concrete shall be 3000 psi, maximum slump 4
inches, vibrated or tamped on undisturbed bearing. The
base shall have a minimum diameter 24 inches greater than
the outside diameter of the manhole.
2. Invert
All invert channels shall be smooth and accurately shaped
to a semi-circular bottom conforming to the outside of
the adjacent sewer section. Inverts shall be formed
directly in the concrete of the manhole base or may be
constructed by laying full section sewer pipe straight
through the manhole and breaking out the top half after
the base is constructed. Changes in the direction of the
sewer and entering branches shall have a true curve of as
large a radius as the size of the manhole will permit.
Where the pipe is laid through the manhole, the invert
shall be finished to 1/4 inch below the center of the
pipe. The pipe shall be trimmed down to 1/4 inch below
the surface of the invert, and the edges of the pipe
along the invert and at the walls of the manhole shall be
plastered and brush-finished. Plaster shall be 2 parts
of masonry sand to 1 part of Portland cement.
3. Steps
No steps shall be provided inside the manhole.
4. Manhole Barrel Section
The vertical forms, wall spacers, and placing cone must
be carefully positioned and firmly clamped in place
before any placement is made. The wall spacers must be
located 90 degrees from each other. The manhole shall be
cast of 3000 psi concrete with a maximum slump of 4
inches. The first placement shall consist of
approximately 1/2 yard of concrete deposited evenly
around the walls and vibrated until there is a minimum
slope of 90 degrees form the bottom of the form to the
bearing surface both inside and outside of the manhole.
When this is complete and before additional concrete is
added, the concrete must be carefully vibrated on each
S.201/4
side of each pipe. Additional concrete must be deposited
in evenly distributed layers of about 18 inches with each
layer vibrated to bond it to the preceding layer. The
wall spacers must be raised as the placements are made
with the area from which the spacer is withdrawn being
carefully vibrated. Excessive vibration is to be
avoided. A maximum of 2% calcium chloride may be added
to the concrete, at the contractor's option, to speed the
set. The forms may be removed as soon as the concrete
has sufficiently set (approximately 2 hours after
placement) .
Form marks and offsets up to 1 inch will be permitted on
the outside surface of the manhole. Form marks and
offsets up to 1/2 inch will be permitted inside of the
manhole. All offsets on the inside surface of the
manhole will be smoothed and plastered so there is no
projection or irregularity capable of scratching a worker
or catching and holding water or solid materials.
Honeycombs will be plastered with a mortar consisting of
3 parts of masonry sand to 1 part Portland cement
immediately upon removal of the forms.
5. Ring and Cover
The ring and cover shall be cast monolithically with the
manhole for those manholes not to be adjusted. All other
manholes shall have the ring an cover set as shown in
Part S.3 or on the plans.
6. Backfilling
Backfilling will be performed evenly and carefully around
the manhole after the full strength of the concrete is
attained.
7. Cold Joints
Should circumstances make a cold joint necessary, a
formed groove or reinforcing dowels (#5 bars x 36 11 long
on 12" centers) will be required in the top of the first
placement for shear protection. Immediately before the
second placement is made, the surface of the cold joint
shall be thoroughly cleaned, a layer of Synko-Flex
waterstop placed in the groove and wetted with a layer of
mortar being deposited on the surface.
8. Construction Joints
A construction joint shall
diameter manholes as shown in
In addition, manholes deeper
construction joint for ease
S.20 1/5
be provided for 6 foot
Part S.3 or on the plans.
than 15 feet may have a
and safety in concrete
D.
E.
F.
G.
S.201.8
placement. A formed groove or reinforcing dowels (#6
bars x 36" long on 12" centers) will be required in the
top of the first placement for shear protection.
Immediately before the second placement is made, the
surface of the cold joint shall be thoroughly cleaned, a
layer of synko-Flex waterstop placed in the groove and
wetted with a layer of mortar being deposited on the
surface.
Install grade rings and manhole ring covers as shown in Part
S.3 or on the plans.
Where inlet leads, main or lateral pipe sewers enter manholes,
pipes shall be cut off flush with inside of manhole and any
irregularities shall be pointed up with mortar.
If manholes are constructed in streets where immediate
subsequent paving · or re-paving is involved, readjust the
manhole ring and covers, after the paving operation is
complete.
Drops shall be constructed as shown in Part S.3 or on the
plans. Concrete for encasement shall have a twenty-eight ( 28)
day strength of 2000 psi. Ductile iron pipe and fittings
shall be wrapped per Specification No. S.103.7.D.
ACCEPTANCE TESTING OF MANHOLES
Manholes shall be tested separately and independently of the
wastewater lines.
A. Test by the Exfiltration Method
All backfilling and compaction are to be completed prior to
the commencement of testing.
1. Procedures
a. Manhole section interiors shall be carefully
inspected; units found to have through-wall lift
holes, or any penetration of the interior surface by
inserts provided to facilitate handling, will not be
accepted.
b. After cleaning the interior surface of the manholes,
the Contractor shall place and inflate pneumatic plugs
in all of the connecting pipes to isolate the manhole;
sealing pressure within the plugs shall be as
recommended by the plug manufacturer.
c. Concrete manholes shall be filled with water or
otherwise thoroughly wetted for a period of 24 hours
prior to testing.
S.201/6
d. Each manhole shall be tested individually by exfiltration,
or infiltration in areas of high groundwater. The maximum
allowable leakage shall be 1/10 of a gallon per hour per
foot diameter per foot of head. If manhole does not pass
leakage test, then Contractor shall take whatever remedial
work necessary to cause manholes to pass this leakage
test.
B. Test by the Vacuum Method
At the discretion of the Engineer, the Contractor may
substitute the Vacuum Method of testing for the Exfiltration
test described in S.201.8.A above. The vacuum method may be
used by the Contractor prior to backfilling, but only for his
convenience so that defects may be located and repaired.
Final acceptance testing shall be done after all backfilling,
and compaction are complete.
1. Equipment
a. Manhole vacuum tester shall be by P.A. Glazier, Inc.,
Cherne Industries, or other approved manufacturer.
b. Pipe sealing plugs shall have a load resisting
capacity equal to or greater than that required for
the size of the connected pipe to be sealed.
2. Procedures -applicable to new 4'-0" diameter manholes.
a. Manhole section interiors shall be carefully
inspected; units found to have through-wall lift
holes, or any penetration of the interior surface by
inserts provided to facilitate handling, will not be
accepted.
b. After cleaning the interior surfaces of the manhole,
the Contractor shall place and inflate pneumatic plugs
in all of the connecting pipes to isolate the manhole;
sealing pressure within the plugs shall be as
recommended by the plug manufacturer. Plugs and the
ends of pipes connected by flexible boots shall be
blocked to prevent their movement during the vacuum
test.
c. The vacuum test head shall be placed at the inside of
the top of the manhole cone section, and the
compression seal band inf lated to the pressure
recommended by its manufacturer. The vacuum pump
shall be connected to the outlet port with the valve
open. When a vacuum of 10 inches of mercury (-5 psig)
has been attained, the valve shall be closed and the
time noted.
S.201/7
d. The manhole shall have passed the test if the vacuum
does not drop below 9 inches of mercury (-4.5 psig)
within three (3) minutes of the time the valve was
closed. The actual vacuum shall be recorded at the
end of the three (3) minutes during which the valve
was closed.
c. Failure to Pass the Test -Records of Tests
S.201.9
A.
If the manhole fails to pass the test by either the
exfiltration or the vacuum method as described in (A) and (B)
above, or if visible groundwater leakage into the manhole is
observed, the Contractor shall locate the leak, make repairs
acceptable to the Engineer at the close of each working day,
or as otherwise directed.
MEASUREMENT
Standard Depth Manholes
The depth of manholes completed shall be determined by
measuring the vertical distance from the flow line of the
sewer main to the top of the manhole ring and cover. All
manholes with a depth from 4 feet up to and including 8 feet
shall be designated as Standard Manholes. Standard manholes
will be measured by the each for the various size diameters.
B. Shallow Manholes
Manholes with a depth less than 4 feet shall be designated
Shallow Manholes and will be measured by the each for the
various size diameters.
c. Extra Depth Manholes _
Manholes with a depth greater than 8 feet shall be designated
Extra Depth Manholes and will be measured by the linear depth
over 8 feet for the various size diameters.
D. Manhole Drops
The depth of manhole drops completed shall be determined by
measuring the vertical distance from the flow line of the
horizontal portion of the tee to the flow line of the sewer
main. Drops up to and including 3 feet shall be designated
Standard Manhole Drop. Standard manhole drops will be
measured by the each for the various size diameters.
E. Extra Depth Manhole Drops
Manhole drops with a depth greater than 3 feet shall be
designated Extra Depth Manhole drops and will be measured by
the linear depth over 3 feet for the various size diameters.
s. 201/8
S.201.10 PAYMENT
A. Standard Depth and Shallow Manholes
Payment will be made at the unit price bid per each for
furnishing and installing Standard Depth and Shallow Manholes,
which bid price shall include all costs for the complete
manhole installation including all materials, labor,
equipment, excavation, foundation, backfill, testing, clean up
and incidentals necessary for a complete installation for the
various classification of manholes.
B. Extra Depth Manholes
Payment will be made at the unit price bid per linear foot for
furnishing and installing Extra Depth Manholes, which bid
price shall include all costs for the furnishing and
installing of all .materials, labor, equipment, and incidentals
necessary for a complete installation.
C. Manhole Drops
Payment will be made at the unit price bid per each for
furnishing and installing manhole drops, which bid price shall
include all costs for the complete drop installation including
all labor, equipment, materials and incidentals in addition to
Standard, or Extra Depth Manholes for a complete installation.
D. Extra Depth Manhole Drops
Payment will be made at the unit price bid per linear foot for
furnishing and installing Extra Depth Manhole Drops, which bid
price shall include all costs for extra depth drop
installation including all labor, equipment, materials and
incidentals in addition to manhole drops for a complete
installation.
E. Retainage for Incomplete Work for Partial Payments
1. Manholes and manhole drops in place but not backfilled,
compacted, tested, cleaned, and/or right-of-way cleaned
up, will not be considered 100% complete. The percent of
manhole or manhole drop completed will be reduced by the
following percentages:
a. Incomplete backfill, compaction and cleanup -6%.
b. Incomplete leakage test -2%.
2. Monthly estimates will be paid by the linear foot of
equivalent pipe properly placed, backfilled, compacted,
tested, cleaned and right-of-way cleaned up.
S.201/9