AirVac Design Seminar
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Transcript of AirVac Design Seminar
![Page 1: AirVac Design Seminar](https://reader034.fdocuments.us/reader034/viewer/2022050708/5517ab7949795968658b46ae/html5/thumbnails/1.jpg)
The World Leader in Vacuum Sewer Technology
VACUUM SEWER DESIGN SEMINARVACUUM SEWER DESIGN SEMINARVACUUM SEWER DESIGN SEMINARVACUUM SEWER DESIGN SEMINAR
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Design SeminarDesign Seminar
Review of Design FundamentalsSystem schematicSystem schematic
General Project GuidelinesExplanation of flow pathExplanation of flow pathExplanation of “Q-Mean”Sample profileSample profileSummary of fundamentals
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Design SeminarDesign Seminar
Sample ProblemPlan and Profile DesignPlan and Profile DesignDesign SoftwareStation CalculationsStation Calculations
Standard DetailsF t C ll ti St tiFactory Collection StationsQuestions and Answers
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Schematic of Typical Vacuum SystemSchematic of Typical Vacuum System
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General Guidelines for Vacuum General Guidelines for Vacuum General Guidelines for Vacuum General Guidelines for Vacuum System DesignSystem Designy gy g
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Determine the geographical limits of Determine the geographical limits of th i th i the service areathe service area
The vacuum system is a mechanical systemComponent sizing based on total system flow Component sizing based on total system flow This is a most critical step in the analysis
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Analyze topography of site to select Analyze topography of site to select id l it f t l t tiid l it f t l t tiideal site for central vacuum stationideal site for central vacuum station
Locate point that utilizes as much natural Locate point that utilizes as much natural ground slope as possible
Start with the lowest elevation in the complex Start with the lowest elevation in the complex Optimum point is the lowest point nearest the geographical center of the sitegeographical center of the site
Review available property (other municipal works or public properties)(other municipal works or public properties)
Use lowest centrally located property as guideReview final sewage outfallReview final sewage outfall
Minimize forcemain length if possible
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Route sewer lines along public Route sewer lines along public i hti ht ffrightright--ofof--wayway
Take advantage of as much natural ground slope as possiblep pAnalyze approximate lift for each flow path
Compare ground elevation difference between the Compare ground elevation difference between the end of line and the vacuum station*Note the highest elevation this flow path must Note the highest elevation this flow path must ascend
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Route sewer lines along public Route sewer lines along public i hti ht ffrightright--ofof--wayway
Using 13 Ft. as maximum static loss, the Using 13 Ft. as maximum static loss, the following are approximate grade elevation differences for various pipe sizes using p p gnormal lifts:4” = 15 Ft. (Based on 1.0‘ Lifts)( )6” = 17 Ft. (Based on 1.5’ Lifts)8” = 19 Ft. (Based on 1.5’ Lifts)
Additional grade elevation differences can be i li htl d t h d/ overcome using slightly deeper trenches and/or
lower lift heights.
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Determine input flow for each Determine input flow for each i b h i b hvacuum main or branchvacuum main or branch
Account for the total number of:HomesHomesSchoolsApartmentsApartmentsCommercial BusinessesEtcEtc.
See Chapter 2 of 2005 Design Manual for d d flrecommended flows
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Pl i t f l it t t Place interface valve pits at property cornersIndicate gravity connections to various lotsTo minimize gravity sewer depth To minimize gravity sewer depth
Use two (2) homes per valve pit as a general guideline and a maximum of four (4) homes per valve pit
Place single dual or other buffer tanks at appropriate Place single, dual or other buffer tanks at appropriate high flow locations
Additional buffer tank limitations in Chapter 6 of 2005 Design p gManual
Analyze each vacuum line for future growth potential Add thi fl t i ti flAdd this flow to existing flow
Ideally, total peak flow for each main line entering the vacuum station should be as close to equal as possiblevacuum station should be as close to equal as possible
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Determine peak design flow to Determine peak design flow to ll ti t ti d ll ti t ti d vacuum collection station and vacuum collection station and
calculate major station components calculate major station components calculate major station components calculate major station components
Use criteria found in Chapters 2 and 3 of 2005 Design Manualg
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After final line routing and vacuum After final line routing and vacuum station site selection line routing station site selection line routing station site selection, line routing station site selection, line routing should be field surveyed for exact should be field surveyed for exact length and ground contourslength and ground contours
Prepare plan and profile sheets on a split or combined plan
Profile page using aerial photography or other techniques to locate homes, streets, right-of-ways, existing utilities, etc. A scale of 1” = 50’ horizontal and 1” = 5’ vertical is typicalA scale of 1 = 50 horizontal and 1 = 5 vertical is typical
Select the vacuum collection tank connection point as main line station 0+00 as main line station 0 00
Continue outward toward main line extremities
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Where branch lines connect to main lines or each other, their connection point becomes 0+00 for that linelinePreferred direction of profile design in in the flow directiondirection
It is recommended that profile design start at the end of each main line
St ti l ti h ld i l d Starting elevation should include Frost cover (as dictated by local conditions) Plus the diameter of a 3” cross-over Plus the diameter of a 3 cross-over Plus the invert to invert dimension of a 3” cross-over to mainline wye fitting as shown on Figure F4-8 (normally 1’-0” minimum).
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Lifts are placed as required To minimize trench depth To ascend uphill grades Generally speaking if ground is flat, a 1.0 foot lift at 500’ centers or a 1.5 foot lift at 750’ centers will result i l ti l t l ti t t ti i t in an elevation equal to elevation at starting point (500 Ft. x 0.2% = 1.0 Ft. or 750 Ft. x 0.2% = 1.5 Ft.)
fAll lifts will result in a designed vacuum loss equal to the lift height minus the pipe diameterTh f ll l f th d f “fl The sum of all vacuum losses from the end of a “flow path” to the vacuum collection station should not exceed 13 0 Ft without consulting AIRVACexceed 13.0 Ft. without consulting AIRVAC
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Vacuum process begins at the vacuum valve and collection sump assemblyand collection sump assembly
When the volume of sewage in sump reaches approximately 10 gallons
The AIRVAC valve opensDifferential pressure between the vacuum sewer and the atmosphere forces the 10 gallons of sewage into the atmosphere forces the 10 gallons of sewage into the vacuum main
- While accelerating, sewage is rapidly transformed into foam Soon occupies only part of the sewer pipe cross section; - Soon occupies only part of the sewer pipe cross section;
momentum transfer from air to water takes place largely through the action of shear stresses
- The magnitude of the propulsive forces start to decline noticeably - The magnitude of the propulsive forces start to decline noticeably when the AIRVAC valve closes
- It remains important as the admitted air continues to expand - Eventually friction and gravity bring the sewage to rest below Eventually friction and gravity bring the sewage to rest below
several lifts
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As the process continuesLiquid will be transported downstream by in-rushing air Sewage admitted to a sewer through an AIRVAC valve initially moves in two directions.
- 80% flows toward the collection station80% flows toward the collection station- 20% flows in the opposite direction
When the backsurge slows, flow moves toward the collection t ti ( h ti f ll )station (schematics follow)
Sewage scouring velocities of 15 to 18 feet per Sewage scouring velocities of 15 to 18 feet per second are attained using the standard air/liquid ratioair/liquid ratio
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Interface Valve in Standby PositionInterface Valve in Standby Position
4-AA
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Interface Valve in Open PositionInterface Valve in Open Position
4-B
THRUST
B
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Vacuum Line ThrustVacuum Line Thrust
MAIN FLOW
SEWAGE IN
LET
BACKSURGE
FROM VALV
E PIT
HIGH VELOCITY LIQUID
CONTACTS LIQUID AT REST
& PROPELS THE MASS
AIR SPACEOPEN FROM END
OF LINE TOSTATIONMAIN FLOW BACKSURGE
A BACKSURGE CAN TRAVEL SEVERAL
0.2% FALL
MAIN FLOW
& PRDOWNSTREAMVACUUM STATION
SEWAGE AT REST REVERSING TOWARDS THE COLLECTION STATIONFEET BEFORE SLOWING ANDMAIN FLOW
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8+13
MAIN #1
VACUUM
STATIONCOLLECTION MAIN #3
8+13
MAIN #22+00
0+00 AIRVACValves
Example of Example of 21+40 B
0+00
BRANCH B
6+00
ppFlow PathFlow Path(10GPM)
TANKBUFFER
30+15 C
BRANCH C0+00
26+50
12+95
34+15
38+95
36+00 18+10
16+50
0+00 D
2+80
44+40
BR
AN
CH
D
48+00
22+50
HOMESTYPICAL
8+30E 53+95
B
F G30+30
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Explanation of Q (MEAN)Explanation of Q (MEAN)
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Vacuum Main Profile Design ExampleVacuum Main Profile Design Example
3/16" = 1'-0"
AIRVAC - STANDARD
VACUUM MAIN PROFILE DESIGN EXAMPLES
1/04/99 44B
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Summary of Vacuum Piping Design Summary of Vacuum Piping Design F d t lF d t lFundamentalsFundamentals
SLOPESUse natural ground slope if greater than 0.2%Use 0.2% slope for flat terrainUse 0 % s ope o at te aUse saw tooth profile for uphill transportUse 0 2% slope at 50’ minimum prior to first lift in any Use 0.2% slope at 50 minimum prior to first lift in any series
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Summary of Vacuum Piping Design Summary of Vacuum Piping Design F d t lF d t lFundamentalsFundamentals
FALL BETWEEN LIFTSUse larger of two valuesUse larger of two values0.2% x Length0 20 Ft fall for 3” service laterals if lifts are closer 0.20 Ft. fall for 3 service laterals if lifts are closer than 100 Ft. apart0.25 Ft. minimum fall for ALL vacuum mains and 0.25 Ft. minimum fall for ALL vacuum mains and branches 4” and larger if lifts are closer than 125 Ft. apart
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Summary of Vacuum Piping Design Summary of Vacuum Piping Design F d t lF d t lFundamentalsFundamentals
LIFTSUse 1’-0” for 3” or 4” pipeUse 1’-6” for 6” or larger pipeStatic loss = Lift height – Pipe diameterMaximum vacuum loss due to lifts from any AIRVAC valve to the collection station = (13 Ft. Static Loss + 5 Ft Friction Loss)5 Ft. Friction Loss)Maximum series of lifts = 5 at 20 Ft. centersFirst lift on a branch minimum 20 Ft from connection First lift on a branch minimum 20 Ft. from connection to main
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Summary of Vacuum Piping Design Summary of Vacuum Piping Design F d t lF d t lFundamentalsFundamentals
CONNECTIONSUse wye connectors for all branch and lateral connectors
Wye may be vertical or at 45° angleUse long sweep 90° ell for 3” service connectors ONLYUse 45° ells for 4” and larger connectors and any directional changeRecommended minimum Invert to Invert elevation difference for connections:4 x 3 = .73 Ft. 6 x 3 = .80 Ft. 8 x 3 = .99 Ft. 10 x 3 = 1.08 Ft.4 x 4 = .71 Ft. 6 x 4 = .78 Ft. 8 x 4 = 1.05 Ft. 10 x 4 = 1.18 Ft.
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Summary of Vacuum Piping Design Summary of Vacuum Piping Design F d t lF d t lFundamentalsFundamentals
FLOW LIMITSMaximum Friction Loss not to exceed 5 feetMaximum Friction Loss not to exceed 5 feet
3” = 4 homes or equivalent4” = 38 GPM4 38 GPM6” = 106 GPM8” = 210 GPM8 = 210 GPM10”= 375 GPM
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Summary of Vacuum Piping Design Summary of Vacuum Piping Design F d t lF d t lFundamentalsFundamentals
MAXIMUM LINE LENGTHS3” = 300 Ft.3 300 Ft.4” = 2,000 Ft.6” & Larger determined by static limits or 6” & Larger determined by static limits or friction
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Minimum Slopes Minimum Slopes
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50’ @ 0.2% Rule50’ @ 0.2% Rule@ %@ %ELEV = NUMBER LIFTS X LIFT HT
FLOW
- (NUMBER LIFTS -1)(FALLBETWEEN LIFTS)
FLOW
SERIES OFLIFTS
SERIES OF
ELEV
50 FT MIN@ 0.2% SLOPE GREATER THAN 0.2%
DOWNHILL SLOPE
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Slope to ToleranceSlope to Tolerance
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Static Loss DiagramStatic Loss Diagram
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Service Service ConnectionsConnections
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SCHEDULE 40 WYE FITTING 45° ELBOW
FLOW FLOW
6' MINIMUM FROM TOP OF LIFT
VACUUM SEWER BRANCHVACUUM SEWER MAIN45° ELBOW
2' MINIMUM
Branch Branch BASED ON SPEARS MFG.
VACUUM BRANCH TO MAIN CONNECTION
(2)B
45º ELBOW
20' MINIMUMFROM A LIFTFLO
W
ConnectionsConnectionsD - INVERT
(1) 45° WYE, SOCKET x SOCKET x SOCKET(2) 45° ELL, SOCKET x SOCKET
WYE SIZE A(1)
A
B
CD
C
0.71'
1.04'
0.78'
0.80'
0.73'
4 x 4 x 4
6 x 6 x 6
6 x 6 x 4
6 x 6 x 3
4 x 4 x 3
3 5/16"
5 9/16"
3 1/16"
3 5/16"
3 1/16"
8 3/4"
10 1/2"
9 1/4"
12 1/8"
10"
12.5"
9.41"
9.59"
8.70"
8.53"
1.52'
1.30'
1.05'
1 89'
0.99'
8 x 8 x 8
8 x 8 x 6
8 x 8 x 4
10 x 10 x 10
8 x 8 x 3
6 3/8"
3 5/16"
6 13/16"
3 1/16"
8 19/32"22 3/8"
13"
18 3/4"
16 1/4"
14 1/4"
11.36"
21 90"
18.07"
15.42"
12.42"
1.89
1.61'
1.42'
1.18'
1.08'
10 x 10 x 8
10 x 10 x 6
10 x 10 x 10
10 x 10 x 4
10 x 10 x 3
8 19/32"
5 9/16"
6 13/16"
3 5/16"
3 1/16"
22 3/8
20 1/4"
17 3/4"
15 3/4"
14 3/4"
21.90
16.48"
13.48"
12.33"
19.13"
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Alternate Alternate Alternate Alternate ConnectionsConnections
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7'-6" APPROX.LC
GRAVITY STUBINDICATING END OFDEVICE NEAR GRADE2 X 4 OR SIMILAR
AIRVAC VALVE PIT
2'-0"14-3/8"
WITH DEEP SUMP)MUCH AS 6'-6"(CAN BE AS
4'-6"APPROX.
HOUSE
TO VACUUM STATION
PREVIOUSLY INSTALLED3" VACUUM LINE
GRADE LOCATED IN RIGHT-OF-WAYAIRVAC VALVE PIT
AND CONNECTED
3" CAP
Gravity Gravity WITH DEEP SUMP)
FROM RESIDENCEEXISTING GRAVITY LINE
MANY AS FOUR CONNECTIONS)AND CAPPED OFF (MAY BE AS4" GRAVITY LINE STUBBED OUT
FIGURE 3 2 VALVE PIT PRIOR TO HOME CONNNECTIONyy
ConnectionsConnectionsFIGURE 3-2 VALVE PIT PRIOR TO HOME CONNNECTION
20' MINIMUM IN NORTHERN CLIMATES
4" AIR INTAKE PIPE USING DWV
BUT BELOW BUILDING FLOORHEIGHT TO BE ABOVE WATER,TO RISER NEED NOT BE GLUED.90° PVC ELLS. CONNECTION4" AIR INTAKE PIPE USING DWV
HOUSE
OPTIONAL SCREEN
OPTIONAL SEALING METHODSCONTACT AIRVAC FORNO SEALING RING-CAST IRON COVER WITH
INSTALLATIONS BYVALVE AND ASSOCIATED
PIT AND CONNECTED TO EXISTING STUB OUT4" GRAVITY LINE ROUTED TO VACUUM VALVE
AND VACUUM STATIONTO VACUUM SEWER
PIPE REMOVED FOR CLARITYPORTION OF 3" SUCTION
OPTIONAL SCREENMUNICIPALITYINSTALLATIONS BY
USE 45° ELLS TO ADJUST DEPTH IF REQUIRED.AND BEDDING TO PREVENT POCKETS OR BELLIES.BE INSTALLED WITH PROPER SLOPE (MIN. 2%)USE SCH 40 OR SDR-21 PVC PIPE. PIPE TOPIT AND CONNECTED TO EXISTING STUB-OUT.
IS IN PLACEVALVE UNTIL 4" AIR INTAKEDO NOT INSTALL VACUUM
USE BACK FLOW DEVICE AS REQUIRED.
FIGURE 3-3 VALVE PIT WITH HOME CONNNECTED
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3” Service Line Lifts3” Service Line Lifts
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8+13
MAIN #1
VACUUM
STATIONCOLLECTION MAIN #3
0+00
MAIN #22+00
0+00 AIRVACValves
Design Example Design Example 21+40 B
0+00
BRANCH B
6+00
Design Example Design Example LayoutLayout
(10GPM)TANK
BUFFER
30+15 C
BRANCH C0+00
26+50
12+95
34+15
38+95
36+00 18+10
16+50
0+00 D
2+80
44+40
BR
AN
CH
D
48+00
22+50
HOMESTYPICAL
8+30E 53+95
F G30+30
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Design ExampleDesign Exampleg pg p
Consider vacuum sewer layoutConsider vacuum sewer layoutLocations of collection station, sewers and AIRVAC valves selected in accordance with requirements of valves selected in accordance with requirements of AIRVAC 2005 Design Manual
Locate sewers to- Minimize lift- Minimize length
Equalize flows on each sewer (where possible)- Equalize flows on each sewer (where possible)
Locate AIRVAC valves to serve two or more homes per valveper valve
See Chapter 5
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Design ExampleDesign ExampleAssumptions
g pg pp
Each AIRVAC valve to serve two (2) homesPeak flow per home .64 GPM or 1.28 GPM / pAIRVAC valve installation
To efficiently serve the areas in the design example layout
Three (3) main sewers requiredEach main connected directly to vacuum tank at collection stationSewers are not joined together into bus main outside Sewers are not joined together into bus main outside the station
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Design ExampleDesign Example
Di i i l l t d t i l t f
g pg p
Division valves located to isolate areas of sewer network for troubleshooting purposesProfiles prepared for Main #2
Profiles for Branches, Main #1 and Main #3 would be similar
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Design ExampleDesign Example
Location of AIRVAC al es and branch se er
g pg p
Location of AIRVAC valves and branch sewer connection points follow principles in Chapters 4 and 5and 5Buffer tank valve installation on Branch C
Represents high flow user (ex: laundromat or school)Represents high flow user (ex: laundromat or school)Ten (10) GPM used as inflow rate for this location
Main #3 represents sewer main laid in alley wayMain #3 represents sewer main laid in alley wayAllows up to four (4) homes to be connected to each AIRVAC valve installation
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8+13
MAIN #1
VACUUM
STATIONCOLLECTION MAIN #3
0+00
MAIN #22+00
0+00 AIRVACValves
4” 600 lf3051 lf8” v.s.
Design Design 21+40 B
0+00
BRANCH B
6+00
Example Example LayoutLayout
(10GPM)TANK
BUFFER
30+15 C
BRANCH C0+00
26+50
12+95
1030 lf 6” v.s.
10 + 30
6” 4”
880 lf
8”6”LayoutLayout
34+15
38+95
36+00 18+10
16+50
880 lf6” v.s.
0+00 D
2+80
44+40
BR
AN
CH
D
48+00
22+50
HOMESTYPICAL
1500 lf830 lf
8+30E 53+95
F G30+30
1500 lf6” v.s.
830 lf4” v.s.
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Figure F4Figure F4--17 17 –– Piping Calculation SheetPiping Calculation SheetPROJECT D i E l STATION NUMBER 1PROJECT: Design Example STATION NUMBER: 1DATE: 6/25/03 Peak Flow Rate per Home = .64 gpmLINE 4” PIPE 6” PIPE 8” PIPE 10” PIPE PEAK # SVCE
LATERALS# AIRVAC VALVES
HOMES LATERALS VALVES (or EDUS)
1 2400 1400 79.4 62 62 12423 3700 2200 49.9 10 32 78
TOTALS
Average Service Average Service Lateral LengthTotal 3” Pipe
VOLUME OF PIPEWORK (BASED ON SDR-21 PVC PIPE)Vp = (.0547 x Length 3”) + (.0904 x Length 4”) + (.1959 x Length 6”) + (.3321 x Length 8”) = (.5095 x QTY
10”) FT3
Vp = ( + + + + ) FT3 Vp = ( + + + + ) FT3
Vp = 7.5 ( ) GALLONSVp = GALLONS2/3 Vp = GALLONS
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PROJECT D i E l STATION NUMBER 1
Figure F4Figure F4--17 17 –– Piping Calculation SheetPiping Calculation SheetPROJECT: Design Example STATION NUMBER: 1DATE: 6/25/03 Peak Flow Rate per Home = .64 gpmLINE 4” PIPE 6” PIPE 8” PIPE 10” PIPE PEAK # SVCE
LATERALS# AIRVAC VALVES
HOMES LATERALS VALVES (or EDUS)
1 2400 1400 79.4 62 62 1242 3430 3410 3015 145.9 114 114 2283 3700 2200 49.9 10 32 78
TOTALS 9530 7010 3015 275.2 186 208 430Average Service 20’Average Service Lateral Length
20
Total 3” Pipe 3720VOLUME OF PIPEWORK (BASED ON SDR-21 PVC PIPE)Vp = (.0547 x Length 3”) + (.0904 x Length 4”) + (.1959 x Length 6”) + (.3321 x Length 8”) = (.5095 x QTY
10”) FT3
Vp = ( + + + + ) FT3 Vp = ( + + + + ) FT3
Vp = 7.5 ( ) GALLONSVp = GALLONS2/3 Vp = GALLONS
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O C S O
Figure F4Figure F4--17 17 –– Piping Calculation SheetPiping Calculation SheetPROJECT: Design Example STATION NUMBER: 1DATE: 6/25/03 Peak Flow Rate per Home = .64 gpmLINE 4” PIPE 6” PIPE 8” PIPE 10” PIPE PEAK # SVCE
LATERALS# AIRVAC VALVES
HOMES LATERALS VALVES (or EDUS)
1 2400 1400 79.4 62 62 1242 3430 3410 3015 145.9 114 114 2283 3700 2200 49.9 10 32 78
TOTALS 9530 7010 3015 275.2 186 208 430Average Service 20’Average Service Lateral Length
20’
Total 3” Pipe 3720VOLUME OF PIPEWORK (BASED ON SDR-21 PVC PIPE)Vp = (.0547 x Length 3”) + (.0904 x Length 4”) + (.1959 x Length 6”) + (.3321 x Length 8”) = (.5095 x QTY
10”) FT3
Vp = ( 203 + 861 + 1373 + 1001 + ) FT3 = 3438 FT3Vp = ( 203 + 861 + 1373 + 1001 + -- ) FT3 = 3438 FT3
Vp = 7.5 ( 3438 ) GALLONS ( 7.5 gal / FT3 )Vp = 25,785 GALLONS TOTAL PIPE VOLUME (Sewage & Vacuum)2/3 Vp = 17,018 GALLONS VACUUM ONLY
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EExx
PROJECT: Example Problem Project No.: 951075
Station Number: 1 Date: 6/25/03
xxaamm
Peak Flow (Qmax) Qmax = gpm
Average Flow (Qa) = Qmax
Peak Factor =
3.5
Qa = gpm
Minimum Flow (Qmin) =Qa
=
Qmin = gpm
ppll
Minimum Flow (Qmin) 2 2
Qmin gpm
Vacuum Pump Capacity Required (Qvp) =
A* x Qmax c.f.m. 7.5 gal/ft3
= x c.f.m.
7.5 gal/ft3 Qvp =
a.c.f.m (use 300 c.f.m.)
*Longest Line Length (A) 0' - 5,000' 6
5001' 7 000' 7ee
PP
5001' - 7.000' 7 7001' - 10,000' 8
10,001' 12,000' 9 12,001' 15,000' 11
Discharge Pump Capacity (Qdp) = Qmax Qmax = gpm
PPrroo
Collection Tank Operating Volume (Vo) (for 15 min. cycle at Qmin)
= 15 Qmin (Qdp-Qmin)
Qdp Vo = gal
Vo =1.84 Qmax for 3.5 Peak Factor =1.64 Qmax for 4.0 Peak Factor
Total Volume Collection Tank (Vct) *INCLUDE 400 G ll f R T k*
= Vo = 3 Vo Vct = galoobbll
*INCLUDE 400 Gallons for Reserve Tank*____ g
Vacuum Reservoir/Moisture Removal Tank (Vrt) (If separate vessel is desired) (Recommended Volume Vrt-= 400 gal)
Vrt = gal (include in Vct)
eemm
System Pump Down Time for Operating Range of 16" to 20" Hg Vacuum (t)
= (0.045 cfm min) (2/3 Vp+(Vct-Vo)+Vrt) gal
gal Qvp cfm
"t" should be 1 to 3 mins. if over 3, increase Qvp / if under 1, increase Vrt
= (0.045 ( ) + ( - ) + ( )
cfm t = mins.
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EExx
PROJECT: Example Problem PROJECT #: 951075STATION #: 1 DATE: 6/25/03xx
aamm
Peak Flow Qmax = 275.2 gpm
ppll
Average Flow (Qa)
= QmaxPeak Factor
= Qmax3.5
Qa = 78.6 gpm
ee
PP
Minimum Flow (Qmin)
= Qa2
= 78.62
Qmin = 39.3 gpm
PPrroo
Vacuum Pump Capacity Required (Qvp)
= A* x Qmax c.f.m7.5 gal/ft3
= 7 x 275.2 c.f.m.7.5 gal/ft3
Qvp = 256.8a.c.f.m.(use 300 c f m )oo
bbll
c.f.m.)*Longest Line Length (A)0’ - 5,000’ 65,001’ - 7,000’ 7 ( 6045 )
eemm
7,001’ - 10,000’ 810,001’ - 12,000’ 912,001’ - 15,000’ 11
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EExx
PROJECT: Example Problem PROJECT #: 951075STATION #: 1 DATE: 6/25/03xx
aamm
Discharge Pump Capacity (Qdp)
= Qmax Qmax = 275.2 gpm
ppll
p y ( p)
Collection Tank Operating Volume (Vo*)
= 15 Qmin (Qdp-Qmin)Qdp
Vo = 506.3 gal
ee
PP
(Vo*)(for 15 min. cycle at Qmin)
Total Volume Collection Tank (Vct)
= Vo = 3 Vo Vct = 1519 gal
PPrroo
( )-INCLUDE 400 gallons for Reserve Tank
Vacuum Reservoir / M i t R l
-Recommended Volume Vrt = 400 gal Vrt = 0 galoobbll
Moisture Removal Tank (Vrt)(if separate vessel is desired)
(include in Vct)
1519 + 400 = 1919 use 2000 gal
eemm
* Vo = 1.84 Qmax for 3.5 Peak Factor= 1.64 Qmax for 4.0 Peak Factor
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EExx
PROJECT: Example Problem PROJECT #: 951075STATION #: 1 DATE: 6/25/03xx
aamm System Pump Down (0.045 cfm min) (2/3 Vp +(Vct-Vo) +Vrt) gal
ppll
y pTime for Operating Rangeof 16” to 20” Hg Vacuum (t)
( ) ( p ( ) ) ggal Qvp cfm
(0.045 (17,018) + (2,000 - 506) + ( 0 ) t = 1.83ee
PP
(t)-(t) should be 1 to 3 mins- if over 3, increase Qvp-If under 1, increase Vrt
( ( , ) ( , ) ( )455 cfm mins
PPrroo
If under 1, increase Vrt
oobblleemm
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EExx
PROJECT: Example Problem Project No.: 951075
Station Number: 1 Date: 6/25/03
xxaamm
Peak Flow (Qmax) Qmax = gpm
Average Flow (Qa) = Qmax
Peak Factor =
3.5
Qa = gpm
Minimum Flow (Qmin) =Qa
=
Qmin = gpm
ppll
Minimum Flow (Qmin) 2 2
Qmin gpm
Vacuum Pump Capacity Required (Qvp) =
A* x Qmax c.f.m. 7.5 gal/ft3
= x c.f.m.
7.5 gal/ft3 Qvp =
a.c.f.m (use 300 c.f.m.)
*Longest Line Length (A) 0' - 5,000' 6
5001' 7 000' 7ee
PP
5001' - 7.000' 7 7001' - 10,000' 8
10,001' 12,000' 9 12,001' 15,000' 11
Discharge Pump Capacity (Qdp) = Qmax Qmax = gpm
PPrroo
Collection Tank Operating Volume (Vo) (for 15 min. cycle at Qmin)
= 15 Qmin (Qdp-Qmin)
Qdp Vo = gal
Vo =1.84 Qmax for 3.5 Peak Factor =1.64 Qmax for 4.0 Peak Factor
Total Volume Collection Tank (Vct) *INCLUDE 400 G ll f R T k*
= Vo = 3 Vo Vct = galoobbll
*INCLUDE 400 Gallons for Reserve Tank*____ g
Vacuum Reservoir/Moisture Removal Tank (Vrt) (If separate vessel is desired) (Recommended Volume Vrt-= 400 gal)
Vrt = gal (include in Vct)
eemm
System Pump Down Time for Operating Range of 16" to 20" Hg Vacuum (t)
= (0.045 cfm min) (2/3 Vp+(Vct-Vo)+Vrt) gal
gal Qvp cfm
"t" should be 1 to 3 mins. if over 3, increase Qvp / if under 1, increase Vrt
= (0.045 ( ) + ( - ) + ( )
cfm t = mins.
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PROJECT: Example Problem Project No.: 951075
Station Number: 1 Date: 6/25/03 EExx
Peak Flow (Qmax) Qmax = 275.2 gpm
Average Flow (Qa) = Qmax
Peak Factor =
Qmax 3.5
Qa = 78.6 gpm
Minimum Flow (Qmin) =Qa
=78.6
Qmin = 39 3 gpm
xxaamm Minimum Flow (Qmin) =
2 =
2 Qmin = 39.3 gpm
Vacuum Pump Capacity Required (Qvp) =
A* x Qmax c.f.m. 7.5 gal/ft3
= 7 x 275.2 c.f.m.
7.5 gal/ft3 Qvp =
256.8 a.c.f.m (use 300 c.f.m.)
*Longest Line Length (A) 0' - 5,000' 6
5001' 7 000' 7 6045
ppll
5001' - 7.000' 7 7001' - 10,000' 8
----- 6045
10,001' 12,000' 9 12,001' 15,000' 11
Discharge Pump Capacity (Qdp) = Qmax Qmax = 275.2 gpm
ee
PP Collection Tank Operating Volume (Vo) (for 15 min. cycle at Qmin)
= 15 Qmin (Qdp-Qmin)
Qdp Vo = 506.3 gal
Vo =1.84 Qmax for 3.5 Peak Factor =1.64 Qmax for 4.0 Peak Factor
Total Volume Collection Tank (Vct) = Vo = 3 Vo Vct = 1519 gal
PPrroo *INCLUDE 400 Gallons for Reserve Tank*
____Vo 3 Vo Vct 1519 gal
Vacuum Reservoir/Moisture Removal Tank (Vrt) (If separate vessel is desired) (Recommended Volume Vrt-= 400 gal)
Vrt = 0 gal (include in Vct)
1519 + 400 = 1919 - use 2000 gal.
oobbll
System Pump Down Time for Operating Range of 16" to 20" Hg Vacuum (t)
= (0.045 cfm min) (2/3 Vp+(Vct-Vo)+Vrt) gal
gal Qvp cfm
"t" should be 1 to 3 mins. if over 3, increase Qvp / if under 1, increase Vrt
= (0.045 ( 17,018 ) + ( 2000 - 506 ) + ( 0 )
455 cfm t = 1.83 mins.
eemm
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PROJECT: Example Problem Project No.: 951075
Station Number: 1 Date: 6/25/03 EExx
Peak Flow (Qmax) Qmax = 275.2 gpm
Average Flow (Qa) = Qmax
Peak Factor =
Qmax 3.5
Qa = 78.6 gpm
Minimum Flow (Qmin) =Qa
=78.6
Qmin = 39 3 gpm
xxaamm Minimum Flow (Qmin) =
2 =
2 Qmin = 39.3 gpm
Vacuum Pump Capacity Required (Qvp) =
A* x Qmax c.f.m. 7.5 gal/ft3
= 7 x 275.2 c.f.m.
7.5 gal/ft3 Qvp =
256.8 a.c.f.m (use 300 c.f.m.)
*Longest Line Length (A) 0' - 5,000' 6
5001' 7 000' 7 6045
ppll
5001' - 7.000' 7 7001' - 10,000' 8
----- 6045
10,001' 12,000' 9 12,001' 15,000' 11
Discharge Pump Capacity (Qdp) = Qmax Qmax = 275.2 gpm
ee
PP Collection Tank Operating Volume (Vo) (for 15 min. cycle at Qmin)
= 15 Qmin (Qdp-Qmin)
Qdp Vo = 506.3 gal
Vo =1.84 Qmax for 3.5 Peak Factor =1.64 Qmax for 4.0 Peak Factor
Total Volume Collection Tank (Vct) = Vo = 3 Vo Vct = 1519 gal
PPrroo *INCLUDE 400 Gallons for Reserve Tank*
____Vo 3 Vo Vct 1519 gal
Vacuum Reservoir/Moisture Removal Tank (Vrt) (If separate vessel is desired) (Recommended Volume Vrt-= 400 gal)
Vrt = 0 gal (include in Vct)
1519 + 400 = 1919 - use 2000 gal.
oobbll
System Pump Down Time for Operating Range of 16" to 20" Hg Vacuum (t)
= (0.045 cfm min) (2/3 Vp+(Vct-Vo)+Vrt) gal
gal Qvp cfm
"t" should be 1 to 3 mins. if over 3, increase Qvp / if under 1, increase Vrt
= (0.045 ( 17,018 ) + ( 2000 - 506 ) + ( 0 )
455 cfm t = 1.83 mins.
eemm
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PROJECT: Example Problem Project No.: 951075
Station Number: 1 Date: 6/25/03 EExx
Peak Flow (Qmax) Qmax = 275.2 gpm
Average Flow (Qa) = Qmax
Peak Factor =
Qmax 3.5
Qa = 78.6 gpm
Minimum Flow (Qmin) =Qa
=78.6
Qmin = 39 3 gpm
xxaamm Minimum Flow (Qmin) =
2 =
2 Qmin = 39.3 gpm
Vacuum Pump Capacity Required (Qvp) =
A* x Qmax c.f.m. 7.5 gal/ft3
= 7 x 275.2 c.f.m.
7.5 gal/ft3 Qvp =
256.8 a.c.f.m (use 300 c.f.m.)
*Longest Line Length (A) 0' - 5,000' 6
5001' 7 000' 7 6045
ppll
5001' - 7.000' 7 7001' - 10,000' 8
----- 6045
10,001' 12,000' 9 12,001' 15,000' 11
Discharge Pump Capacity (Qdp) = Qmax Qmax = 275.2 gpm
ee
PP Collection Tank Operating Volume (Vo) (for 15 min. cycle at Qmin)
= 15 Qmin (Qdp-Qmin)
Qdp Vo = 506.3 gal
Vo =1.84 Qmax for 3.5 Peak Factor =1.64 Qmax for 4.0 Peak Factor
Total Volume Collection Tank (Vct) = Vo = 3 Vo Vct = 1519 gal
PPrroo *INCLUDE 400 Gallons for Reserve Tank*
____Vo 3 Vo Vct 1519 gal
Vacuum Reservoir/Moisture Removal Tank (Vrt) (If separate vessel is desired) (Recommended Volume Vrt-= 400 gal)
Vrt = 0 gal (include in Vct)
1519 + 400 = 1919 - use 2000 gal.
oobbll
System Pump Down Time for Operating Range of 16" to 20" Hg Vacuum (t)
= (0.045 cfm min) (2/3 Vp+(Vct-Vo)+Vrt) gal
gal Qvp cfm
"t" should be 1 to 3 mins. if over 3, increase Qvp / if under 1, increase Vrt
= (0.045 ( 17,018 ) + ( 2000 - 506 ) + ( 0 )
455 cfm t = 1.83 mins.
eemm
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Design Example: Hydloss SpreadsheetDesign Example: Hydloss Spreadsheetg p y Spg p y Sp
The AIRVAC Hydloss spreadsheet shown is one example of a hydraulic analysis of Main #2 in the Design Seminar Example.
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Design Example: Hydloss SpreadsheetDesign Example: Hydloss Spreadsheetg p y Spg p y Sp
Microsoft Excel WorksheetWorksheet
The AIRVAC Hydloss spreadsheet shown is one example of a hydraulic analysis of Main #2 in the Design Seminar Example.
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Figure F6Figure F6--3 Sample Profile3 Sample Profile
520 520
FLOWVACUUM MAIN #2
515
520
515
520
510 510
505
EL=502.60EL 501 70
505
500EL=502.00 EL=500.20
@0 00VACUUM STATIONCONNECT TO @6+00
@3+00EL=501.10
EL=501.70EL=503.51
@10+00EL=501.00 500
8+00
CONNECTION OF BRANCHLEGEND: DIVISION VALVE
@0+00
0+00 2+00 6+004+00 16+00
VERT: 1" = 5'SCALE: HORIZ: 1" = 200'
12+0010+00 14+00 18+00
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Figure F6Figure F6--4 Sample Profile4 Sample Profile
520 520
FLOWVACUUM MAIN #2
515 515
510
@30 1CONNECT LINE "C"
510
505
CONNECT LINE "B"@21+40
EL=504.71
@30+15
EL=504.41
EL=505.91
@32+00EL=503.21@33+50
EL=503.41
505
500
EL=503.51@33+50
@34+50EL=502.41
500
26+00
CONNECTION OF BRANCHLEGEND: DIVISION VALVE
18+00 20+00 24+0022+00 34+00
VERT: 1" = 5'SCALE: HORIZ: 1" = 200'
30+0028+00 32+00 36+00
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Figure F6Figure F6--5 Sample Profile5 Sample Profile
520 520
515
520
515
520
510
@38+95CONNECT LINE "D"
END OF LINEEL=513.91@53+95 510
@44+40EL=507.08
EL=502 71
505
EL=502.60
CHANGE TO 4"@38+95
EL=503.20
POINT "F" 505
@36+00EL=502.71
500
POINT "D"
@40+45EL=501.60
@38+45EL=502.20
@42+45EL=502.00
500
CONNECTION OF BRANCH
36+00
LEGEND: DIVISION VALVE
38+00 40+00 42+00 44+00 54+00
SCALE: HORIZ: 1" = 200'
50+0046+00 48+00 52+00
VERT: 1" = 5'
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Design Example ProcedureDesign Example Procedureg pg p
To provide adequate space for liquid level controls To provide adequate space for liquid level controls within the collection tank
Estimate minimum 5.5 ft elevation between incoming gvacuum sewers and building floorThis places building floor at elevation 496.50 for this exampleexample
See pages Chapter 4 of 2005 Design Manual for calculation of line losses in main #2
Friction losses for slopes greater than 0.2% are ignoredCalculated static losses due to profile change equal lift height minus the pipe I Dheight minus the pipe I.D.
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Design Example ProcedureDesign Example Procedure
Select suitable standard size pumps and tanks
g pg p
Select suitable standard size pumps and tanksConsult manufacturers literatureRecalculate vacuum stations calculations using selected gequipment sizesSize vacuum and sewage pumps
Allow for additional house connections without overloading- Allow for additional house connections without overloadingFor large vacuum stations three (3) vacuum pumps may be used to prevent use of extremely large pumpsTypically 25hp sliding vane pumps are largest model used by AIRVAC – standard models are:
- 170 CFM @ 10HP- 305 CFM @ 15HP- 455 CFM @ 25 HP
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Figure F5Figure F5--2 2 Calculation of Calculation of Calculation of Calculation of
NPSHA in NPSHA in AIRVAC AIRVAC AIRVAC AIRVAC System System yy
with Typical with Typical ValuesValuesValuesValues
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NomenclatureNomenclatureNPSHA = Net positive suction head available (feet of water)NPSHA h t h hf hNPSHA = havt + hs – hf – hvpaHa = Head available due to atmospheric pressure (see below)
Height above sea level haHeight above sea level ha0 ft 33.9 ft
500 ft 33.3 ft1000 ft 32.7 ft1500 ft 32.1 ft
Havt = Head available due to atmospheric pressure at liquid level less vacuum in collection tank (feet of water)
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NomenclatureNomenclatureHavt = ha – Vmax (for maximum collection tank vacuum of 20” Hg
at sea level havt = 33 9 ft 22 6 ft = 11 3 ftat sea level havt = 33.9 ft – 22.6 ft = 11.3 ftVmax = Maximum collection tank vacuum in feet of head
20” mercury = 22.6 fty16” mercury = 18.1 ft
Hs = Depth of sewage above pump centerline – typically 1’ minimumminimum
Hvpa = Absolute vapor pressure of sewage at its pumping temperature (@ 68 degrees, hvpa = 0.78’)
Hf = Friction loss in suction pipes (approximately 2 feet for vertical pumps, 1 foot for horizontal pumps)
NPSHR = NPSH required by pump selectedNPSHR NPSH required by pump selectedNPSHA must be greater than NPSHR
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TDH DiagramTDH DiagramTotal Dynamic Head on Discharge Pump (TDH) = Head Due to Vacuum + Static Head + Friction Loss
( t 16” H h d d t 18 1’)(at 16” Hg vacuum head due to vacuum = 18.1’)= 18.1’ + 12’ + 14.75’
(at 20” Hg vacuum head due to vacuum = 22.6’)TDH = 44.85’
= 22.6’ + 12’ + 14.75’ TDH -= 49.4’
NPSH Calculation NPSHA*(havt = ha + Vmax) = 33.9 + (-) 22.6 = 11.3
==
Havt* + hs - hf - hvpa + heq11.3 + 1.0 - 0.50 - 0.78 + 0 NPSHA = 11.02’
Existing Manhole
Vacuum Station
Existing Manhole
(L) Equiv for station 12.0
Ft
( ) qfittings = 10.0’
VEL = 4.24 FPSHL / 100’ = 1.46 FT.
HL = 1010100 (1.46) = 14.75
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Tank VolumeTank Volume
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Standard Valve Pit / Connection DetailsStandard Valve Pit / Connection Details
1/4" = 1'-0"
STANDARD VALVE PIT/ CONNECTION DETAILS
11/11/96 1-SROB
MAT
Standard Detail 1-S
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Standard Valve Pit Standard Valve Pit –– Breather DetailsBreather Details
STANDARD DETAILSVALVE PIT - BREATHER DETAILS
2 - S
Standard Detail 2-S
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Standard Line DetailsStandard Line Details
USE WHICHEVER SLOPE IS GREATERBETWEEN LIFTS. ABOVE THIS LENGTHIN DISTANCE, THE 0.2% SLOPE ISGREATER. ANYTHING SHORTER THANTHIS DISTANCE SHOULD USE MINIMUMFALL INDICATED. WHEN NOT BETWEENTWO LIFTS, USE 0.2% SLOPE.
1/2" = 1'-0"
STANDARD LINE DETAILS
3
Standard Detail 3
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Standard Line Connection DetailsStandard Line Connection Details
1" = 1'-0"
AIRVAC STANDARD
LINE CONNECTION DETAILS
1/25/99 4ROB
Standard Detail 4
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Standard Skid (2) 300 CFM Vacuum PumpsStandard Skid (2) 300 CFM Vacuum Pumps& 1500 Gal. Collection Tank& 1500 Gal. Collection Tank
Standard Skid P20A
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TwoTwo--Skid Package Station Skid Package Station –– (2) 430 CFM (2) 430 CFM Vacuum Pumps 2400 Gal. TankVacuum Pumps 2400 Gal. Tank
Standard Skid P23
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Typical Building for PreTypical Building for Pre--assembled Stationassembled Station
Standard Skid P7B2
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Typical PreTypical Pre--assembled Skid for Vacuum assembled Skid for Vacuum Collection StationCollection Station
Standard Skid P6B