Wisconsin WisDOT Standard Specifications (within FDM) — Section 608

Effective with the December 2018 Letting 337 2019 Standard Spec ifications Section 608 Storm Sewer

608.1Description

(1)This section describes providing new storm sewer and relaying existing storm sewer.

608.2Materials

608.2.1 Pipe

(1)Furnish pipe consistent with the diameter the bid item indicates. Furnish materials for the various

classes of pipe as follows: TABLE 608-1 ALLOWABLE MATERIALS FOR STORM SEWER CLASSES

CLASS ALLOWABLE MATERIALS II Class II reinforced concrete III Class III reinforced concrete III-A Class II and Class III reinforced c oncrete, corrugated polyethy lene, corrugated polypropylene III-B Class III reinforced concrete , corrugated polypropylene IV Class IV reinforced concrete V Class V reinforced concrete

(2)Furnish materials conforming to the following:

Circular reinforced concrete pipe ............................. ............................................................... ..... AASHTO M170 Horizontal elliptical rei nforced conc rete pipe ................ ............................................................... AASHTO M207 Corrugated polyeth ylene pipe .................................. ............................................................... .. AASHTO M294 S Corrugated polypro pylene pipe ................................. ............................................................... . AASHTO M330 S Composite pipe, couplings, fitti ngs and joint materials ....... ............................................................ ASTM D2680 Joints using ru bber gaske ts .............................................................................................................. ASTM C443 Joints using preformed fl exible joint sealants ................ ................................................................... ASTM C990 External rubber gaskets, mastic, and protective film ......................................................................... ASTM C877 Mortar ........................................................ ............................................................................................... 519.2.3

(3)Manufacture precast reinforced co ncrete pipe for storm sewer i n a plant listed under precast concrete

fabricators on the department's APL. Conform to the specified AASHTO m aterials requirements for th e class of pipe specified except as follows: - Use concrete with 565 pounds or more cementitio us material pe r cubic yard. - The contractor may use cement conforming to 501.2.1 or may substitute for portl and cement a t the time of batching conforming to 501.2.6 for fly ash, 501.2.7 for slag, or 501.2.8 for other pozzolans. In either case the maximum total supplementary cementitious content is limited to 30 percent of the to tal cementitious content by weight.

(4)Furnish an engineer-approved cold-applied bituminous mastic jo int sealer with a consistency that

enables application to joints with a trowel if air temperatures range from 20 to 100 F. 608.2.2 Backfill 608.2.2.1 General

(1)Furnish virgin materials consisting of either sand-sized particles or sand-sized particles mixed with

gravel, crushed gravel, or crushed stone. Do not use materials classified under 301.2.4.3 as crushed concrete, reclaimed asphalt, repr ocessed material, and blended material. The contractor may use material from the work site.

(2)Ensure that the material provided has a liquid limit less than or equal to 25 and a plasticity index less

than or equal to 6.

(3)The department will sample and te st foundation a nd trench backfill according to the following:

Sampling[1] ............................................................................................................................. ........... AASHTO T2 Percent passing t he 200 sieve ................................. ............................................................... ........ AASHTO T11 Gradation[1] ............................................................................................................................. ........ AASHTO T27 Liquid l imit .................................................. ............................................................... ...................... AASHT O T89 Plasticity index and plastic limit ............................ ............................................................... ........... AASHTO T90 [1] As modified in CMM 8-60.

Effective with the December 2018 Letting 338 2019 Standard Spec ifications (4) Submit contractor test results for gradation, liquid limit, an d plasticity index testing to the engineer for approval before placing backfill . The engineer may waive contra ctor testing for known sources.

(5)Submit daily quantities for foundation and trench backfill mat erial requiring department testing to the

engineer. Determine quantities at the point of placement by collecting truck tickets as the material is placed or by another engineer-approved method.

(6)Ensure there is adequate mois ture in the aggregate during placing, shaping, and compacting to

prevent segregation and achieve adequate compaction. 608.2.2.2 Foundation Backfill

(1)Furnish foundation backfill conforming to 520.2.5.2 .

(2)The contractor may also furnis h crushed stone chips conforming to the following:

- A minimum of 85 percent by c ount of the number of particles h ave at least one machine-fractured face. - Gradation conforming AASHTO M43 as follows: PERCENT PASSING BY WEIGHT SIEVE AASHTO No. 8 AASHTO No. 67 (for pipes <= 18-inch diameter) (for pipes > 18- inch diameter ) 1-inch ___ 100 3/4-inch ___ 90 - 100 1/2-inch 100 ___ 3/8-inch 85 - 100 20 - 55 No. 4 10 - 30 0 - 10 No. 8 0 - 10 0 - 5 No. 16 0 - 5 ___ 608.2.2.3 Trench Backfill

(1)Furnish trench backfill material conforming to 209.2 or 520.2.5.2 .

608.3Construction

608.3.1 Excavation 608.3.1.1 General

(1)Unless the contract specifies otherwise or the engineer allows, perform sewer construction in open

trenches and in a way that protects pipelines or sewers from un usual stresses.

(2)Place and compact the embankm ent to at least one foot above the elevation of the top of the storm

sewer pipe before excavating the trench. Perform trenching, sho ring, and excavating according to 29 CFR part 1926, OSHA su bpart P. If utilities and other restraints make sloping or benching of the excavation impracticable, employ a shoring system. http://www.dol.gov/dol/cfr/title_29/

(3)Make trenches wide enough to provide free working space on eac h side of the pipe. This space shall

not exceed 1/2 the nominal diame ter of the pipe, and never be l ess than 6 inches. The required working space shall depend upon the size of the pipe and the ch aracter of the material in the excavation; however, always provide sufficient space between the pipe and the sides of the trench to allow for preparing the foundation, laying the pipe, and placing and compacting the backfill. If the height of the proposed embankment o r earth cover above the top of the pipe exceeds 6 feet, excavate the trench below the top of the pipe as vertical as possible.

(4)For concrete pipe, make the trench wide enough to allow for pr eparing the foundation, laying the pipe,

and placing and compacting bac kfill, except that the trench wid th shall not exceed the pipe's outside diameter by more than 36 inches. For polyethylene and polypropy lene pipe, conform to ASTM D2321 and ensure that the tr ench is as wide or wider than the pipe outside diameter plus 16 inches or the pipe outside diameter times 1.25 pl us 12 inches whichever is wi der.

(5)Excavate the trenches in reaso nably close conformity with the plans and as the engineer laid out in

the field. Begin trench excavati on at the proposed sewer outlet and proceed toward the upper end.

(6)Keep the trenches dewatered until the joint material sufficien tly hardens.

(7)If the contract specifies or the engineer allo ws, the contract or may construct sewers by tunneling or

jacking instead of open trenchi ng. Adhere to the construction d etails the plans show, the contract specifies or the engineer establishes.

Effective with the December 2018 Letting 339 2019 Standard Spec ifications (8) Understand that the inlet and disc harge elevations for storms ewers the plans show, are subject to revisions in order to fit field conditions, and the engineer ma y adjust the profile grades from those the plans show.

(9)If using sheeting or shoring in excavation, remove sheeting an d braces in a way that does not disturb

the completed work. Backfill displaced areas with material conf orming to 608.2.2 and place foundation backfill conforming to 608.3.2 and place trench backfill conforming to 608.3.5 . 608.3.1.2 Rock Excavation for Storm Sewer

(1)Classify rock excavation for st orm sewer as specified for rock excavation in 205.2.3 , except include

rock boulders with a volume of 1/2 cubic yard or more. 608.3.1.3 Excavation for Relaid Storm Sewer

(1)Excavate and remove existing st orm sewer at the locations the plans show or as the engineer directs.

Replace pipe designated for reuse that is made unusable through the contractor's operations. Excavate trenches to reinstall storm sewer conforming to 608.3.1.1 and 608.3.1.2 . Backfill conforming to 608.3.5 . 608.3.2 Constructing Foundation

(1)Construct the foundation in the trench to p revent subsequents ettlement and rupture of the sewer pipe.

(2)Excavate the trench to at least 6 inches below the elevation established for the bottom of the pipe.

Backfill to this depth with foundation backfill. Mechanically c ompact foundation backfill before laying 12 inches above the pipe to provide full and continuous support. D o not place lifts more than 6 inches thick as measured after compaction. Compact the entire layer before placing the next layer. Do not compact by flooding if using foundation backfill with a dense-g raded base gradation.

(3)If the engineer determines that e xisting foundation material f or at least 6 inches below the bottom of

the pipe conforms to 608.2.2.2 ; the contractor need not excavate, backfill, or shape the bed under the pipe.

(4)If rock, hardpan, or fragmented material exists, excavate the trench below the pipe to a depth equal to

1/2 inch per foot of proposed em bankment above the top of the p ipe, but not less than 6 inches. Construct the foundati on and backfill to 12 inches above the pi pe with foundation backfill as specified above.

(5)Excavate recesses to rec eive bells if necessary.

(6)Notify the engineer if the proper bearing c annot be obtained 6 inches below the bottom of the pipe.

Excavate unsuitable material a s the engineer directs and backfi ll with foundation backfill. 608.3.3 Laying Pipe

(1)Begin laying pipes in finished trenches at the lowest point and proceed towards the upper end, also

lay the pipe so the spigot or t ongue ends point in the directio n of flow.

(2)Thoroughly clean dust, dirt, and other foreign matter from joi ning surfaces of the bell or groove end of

pipe and the spigot or tongue end s before lowering pipes into t renches.

(3)Lower and place the pipes to avoid unnecessary handling in the trench or damage to the pipe. Provide

a firm bearing beneath the entire length of each section and ma ke it substantially true to the line and grade required.

(4)Lay pipes with ends abutting. Tak e care when shoving the pipes together so the joints are properly

adjusted and not overly large. F it and match the pipes so that if set firmly in line and grade they form a sewer with a smooth and uniform invert.

(5)Provide joint ties on concrete storm sewer system infall and o utfall pipes. Tie the la st 3 sections or, if

using apron endwalls, the endwall and the last 2 sections. Ties are not required on installations with masonry endwalls unless the plans show otherwise.

(6)For polyethylene or polypropylene pipe, locate joints in relation to manholes, catch basins, and inlets

as the manufacturer recommends . Use full pipe sections except a s needed to meet the plan specified length. Place full pipe sections at infall or outfall ends unle ss the engineer allows otherwise. If a partial pipe section must be used at an infall or outfall end, restrain as the manufacturer recommends, or absent a recommendation, use one or more of the following: - A manufacturer supplied ex ternal mechanical coupling. - A manufactured coupling with a mastic impregnated geotextile wrap and mechanical fastening bands. - A concrete collar meeting 520.2.4 .

(7)After installing the pipe, seal lift holes with suitable concr ete or other engineer-approved plugs.

Effective with the December 2018 Letting 340 2019 Standard Spec ifications (8) If it is difficult to obtain the size pipe the plans or the co ntract specifies, the contractor may, with the engineer’s approval, provide a larger size.

(9)Connect to new or existing cat ch basins, inlets, and manholes conforming to 611.3.2 .

Add 608.3.3(10) to clarify locations where pipe collars are needed.

(10)Construct concrete collars using concrete conforming to 520.2.4 where and as the plans show. Also

use collars for connections to existing pipe, existing endwalls , or dissimilar pipe materials where the engineer agrees a mortar joint, m anufactured joint, coupling, o r restraint can not be used. 608.3.4 Joints 608.3.4.1 General

(1)Make joints for concrete pipe wi th portland cement mortar, ann ular rubber or plastic gaskets, external

rubber gaskets, or engineer-approved mastic joint sealer, as sp ecified below, or by a combination of these types, unless the plans or contract special provisions sp ecify the type to use.

(2)If using mortar or trowelable mastic joint sealer, fill the jo int with mortar or mastic sealer and wipe the

inside of the joint and finish smooth.

(3)If using annular rubbe r or plastic gaskets, fit the gasket snugly into the annular space between the

surfaces of the connecting parts of the pipe sections to form a flexible, watertight joint.

(4)If using preformed mastic joint sealer, remove sharp edges and protrusions from pipe joint surfaces

and clean dust, dirt, and other fore ign matter from them. The c ontractor may use a primer. If using a primer, use the type recommended by the preformed seal manufact urer. After the primer dries, remove the wrapper from one side of the seal only and press the seal to the primed surface. When ready to assemble, remove the re maining wrapper and fit the pip e sections in place. Shove the pipe sections together at the required alignment. Make seals of suff icient size so that after the pipe sections are in their final position a s queeze-out of the seal is eviden t around the joints exterior circumference. Remove and make flush with the interior pipe wall, any extrusion of the seal inside the pipe.

(5)Place external rubber as the m anufacturer specifies and the en gineer approves.

(6)Seal joints for composite pipe with standard couplings and sol vent cement or with rubber or plastic

gaskets. Follow the manufacturer’s directions. 608.3.4.2 Relaid Storm Sewer

(1)Use new joint materials for relaid storm sewer.

608.3.5 Backfilling Trenches

(1)Deposit backfill material in a ll trenches and excavations imme diately after placing sewer pipe in a way

that causes no damage to the pipe. Fill the trench simultaneously on both sides of the sewer without causing injurious side pressures.

(2)Place trench backfill from 1 foot above the top of the pipe to the top of the subgr ade in layers no more

than 8 inches thick after com paction. Mechanically compact the entire length of each layer to the same degree as the material next to t he trench before placing the ne xt layer.

(3)If puddling or flooding is required or approved for consolidating backfill or crushed stone chips; do not

perform the first flooding until after backfilling the trench o r excavation to at least 2 feet above the top of the pipe, and after compacti ng the backfill by tamping. Perform the second flooding after the previous trench filling and after compacting in uniform layers. Avoid excess water to minimize pressure on the pipe. Do not puddle or fl ood if using 3/4-inch or 1 1/4- inch dense-graded base.

(4)Immediately after backfilling, c ushion pipe for at least the t rench width with compacted earth. Provide 2

feet or more cover, including backfill depth, above the pipe to prevent damage under construction loads. Maintain this cushion during subsequent operations. Do n ot walk, travel across, or work near completed pipe until minimu m cover is established. 608.3.6 Clean Out

(1)Clean new or re-laid sewers of accumulations of silt, debris, and other foreign matter, and before

acceptance, test all installations with water or other engineer -approved methods. These tests must indicate unimpeded flow.

(2)Clean existing sewers of sil t, debris, and other foreign matter that accumulated due to the contractor’s

operations. 608.3.7 Deflection Testing

(1)The department accepts polyethylene and polypropylene pipe based on testing with a department-

approved mandrel. Test pipe as the engineer directs after installation but before paving or finish grading.

Effective with the December 2018 Letting 341 2019 Standard Spec ifications (2) Provide a mandrel with a diameter equal to 92.5 percent of the pipe's nominal diameter and having cable attachment points on eac h end of the core. Ensure that th e mandrel has nine fins or legs permanently marked to designate the pipe size and the allowable percent deflection.

(3)The engineer will designate at l east 10 percent of the installed length of pipe for testing. The mandrel

must pass through the entire section in one pass when pulled by hand without using excessive force. If the designated length of pipe fails, engineer may require addit ional testing.

(4)Relay or replace pipe with def lection greater than 5 percent. Retest all relayed or replaced pipe.

608.3.8 Restoring the Work Site

(1)Restore the work site to its original condition. Provide topso il and seeding, patch overlying pavements

or sidewalk, and perform other r elated work as the engineer dir ects.

608.4Measurement

608.4.1 Pipe Sewers

(1)The department will measure the Storm Sewer Pipe and Relaid Storm Sewer Pipe bid items by the

linear foot acceptably completed . This measurement equals the d istance along the centerline of the pipe, from the pipe end at a free outlet to the center of the e nd catch basin, manhole, inlet, junction or other drainage structure; or fr om center to center of catch bas ins, end manholes, inlets, other drainage structures or junctions. The department will make no deduction from these measured lengths for intermediate catch basins, manholes, inlets, other drainage str uctures, junctions, or fittings. 608.4.2 Rock Excavation for Storm Sewer

(1)The department will measure Stor m Sewer Rock Excavation by the cubic yard acceptably completed.

The department will measure this w ork in its original position and compute the volume, excluding boulders, by the method of average end areas.

(2)The department will measure boul ders of 1/2 cubic yard or more as specified for boulders and surface

stone greater than one cubic yard in 205.4.1 .

(3)The department will measure this work vertically from the top of the rock to the bottom of the rock, or

to an elevation 6 inches below the bottom of the pipe, whicheve r is higher. The department will measure this work horizontally a s the outside diameter of the p ipe plus 3 feet, 1 1/2 feet on either side, regardless of actual width required under 608.3.1.1 .

608.5Payment 608.5.1 General

(1)The department will pay for measured quantities at the contrac t unit price under the following bid

items: ITEM NUMBER DESCRIPTION UNIT

608.0005 Storm Sewer Rock Excavation CY

608.0100 - 0199 Relaid Storm Sewer (size) LF

608.0200 - 0599 Storm Sewer Pipe Reinforced Concrete (class) (s ize) LF

608.2300 - 2499 Storm Sewer Pipe Reinforced Concrete Horizontal Elliptical (class) (size) LF

608.3000 - 3099 Storm Sewer Pipe Class III-A (size) LF

608.3600 - 3699 Storm Sewer Pipe Class III-B (size) LF

608.6000 - 6099 Storm Sewer Pipe Composite (size) LF

(2)Payment for the 608 bid items also includes water for compacti on and dust control, except if the

contract contains the Water bid item, the department will pays eparately for water under 624.5 .

(3)The department will pay separately for excavating unsuitable m aterial and backfilli ng as specified in

608.3.2(6) as extra work. 608.5.2 Pipe for Storm Sewer Add 608.5.2(1) to clarify payment for connections including concrete collars.

(1)Payment for the Storm Sewer Pipe bid items is full compensatio n for providing storm sewer; for

concrete collars not required under 520.3.1(5) or 608.3.3(10) ; for excavating, except for rock excavation; for providing and removing sheeting and shoring; fo r constructing the foundation and backfilling; for cleaning out; and fo r restoring the work site. 608.5.3 Rock Excavation for Storm Sewer

(1)Payment for Storm Sewer Rock Ex cavation is full compensation for all rock excavation and disposal. If

the contract does not contain the Storm Sewer Rock Excavation b id item, the department will pay for the required excavation as s pecified for extra work in 109.4 .

Effective with the December 2018 Letting 342 2019 Standard Spec ifications 608.5.4 Relaid Storm Sewer

(1)Payment for the Relaid Storm Sewer bid items is full compensation for providing re laid storm sewer;

for excavating, removing, and ba ckfilling existing storm sewer; for replacing pipe made unusable by contractor operations; for exca vating new trench, except for ro ck excavation; for providing and removing sheeting and shoring; for constructing the foundation and backfilling; for cleaning out; and for restoring the work site.

Effective with the December 2018 Letting 343 2019 Standard Spec ifications Section 611 Catch Basins, Manholes, and Inlets

611.1Description

(1)This section describes constructing or reconstructing catch ba sins, manholes, inlets and similar

structures, made of concrete, brick masonry, or concrete brick or block masonry, with necessary reinforcement, metal frames, grates and lids, including require d excavating and backfilling.

611.2Materials

(1)Furnish materials conforming to the following:

Mortar ........................................................ ............................................................................................... 519.2.3 Structural steel .............................................. ............................................................................................ 506.2.2 Miscellaneous metals .......................................... ..................................................................................... 506.2.3 Trench backfill ............................................... .............................................................................................. 608.2

(2)For cast in place structures fu rnish grade A, A-FA, A-S, A-T, A-IS, A-IP, or A-IT concrete conforming to

501 as modified in 716. Provide QMP for class III ancillary concrete as specified in 716.

(3)For precast structu res conform to AASHTO M199 for circular str uctures and ASTM C913 for square

and rectangular structures. Manuf acture in a plant listed under precast concrete fabricators on the department's APL. Conform to the specified AASHTO materials requirements for th e structure specified except as follows: - Use concrete with 565 pounds or more cementitio us material pe r cubic yard. - The contractor may use cement conforming to 501.2.1 or may substitute for portl and cement a t the time of batching conforming to 501.2.6 for fly ash, 501.2.7 for slag, or 501.2.8 for other pozzolans. In either case the maximum total supplementary cementitious content is limited to 30 percent of the to tal cementitious content by weight. - For wet cast use air-entrained concrete with 7.0 percent +/- 1.5 percent air content.

(4)Use castings conforming to AASHTO M105, class 30.

611.3Construction

611.3.1 General

(1)Excavate and backfill as specified for excavation for structures in 206, except use trench backfill. Do

not backfill concrete brick or bl ock masonry, bri ck masonry, or precast concrete set on mortar beds until at least 3 days after completing the unit.

(2)Construct concrete as specified in 501, and as specified for culverts and retaining walls in 504.

(3)Construct brick masonry and conc rete brick or block masonry as specified in 519.

(4)Construct structural steel and miscellaneous metals as specified for steel bridges in 506.

(5)Cure the concrete by one o f the methods specified in 502.3.8 for curing concrete in substructure units.

(6)The inlet and discharge elevations for catch basins, manholes, and inlets as indicated on the plans are

subject to revisions necessary to fit field conditions. The eng ineer may increase o r decrease the depth of catch basins, manholes, or in lets in order to adjust their i nlet or discharge elevations.

(7)Place precast reinforced bases on a 6-inch or thicker bed of u niformly compacted foundation backfill

conforming to 608.2 .

(8)Secure grade riser rings and adjustment rings with mortar, eng ineer-approved mastic, or using the

manufacturer's recommended method . Do not dry stack adjustment rings. 611.3.2 Connections

(1)Make inlet and outle t sewer pipe, s ewers, and conduit for conn ections with structures the same size,

type, and class as the sewer pipe, sewers, and conduit to which connections are made and that they conform to the same pertinent requirements.

(2)For pipe placed in masonry fo r inlet or outlet connections, ma ke it flush on the inside of the structure

wall and extend the pipe throug h the walls and beyond the outsi de surfaces of the walls a sufficient distance to allow for connections with conduits or sewers. Care fully construct th e masonry around them to prevent leakage around their outer surfaces.

(3)For fiber optic installations, permanently attach support asse mblies to the manhole wall and mortar

seal around entering conduits.

Source: Wisconsin Standard Specifications for Highway and Structure Construction, 2019 Edition. Pages 346–351 of 601.

← Previous

606 Riprap

611 Catch Basins, Manholes, and Inlets