bid 2475 2476 2478 2477 amendment 1.pdf

PDF 7 MB Posted Oct 8, 2026

Attached to: PW PREQUAL Bid 2475 - General Construction for the Replacement of 42nd St Pumping Station Fed Funded
Solicitation number: B2727947
Issued by: Pennsylvania

About this file

Written by GovTribe AI · Oct 28, 2026

Amendment No. 1 Summary

This amendment modifies Bids 2475-2478 for the Replacement of 42nd Street Pumping Station, a federally funded general construction project issued by the Philadelphia Water Department. The amendment updates contract provisions, drawings, and specifications for Work Order Numbers 75064 (General Construction), 75066 (Electrical Construction), 75067 (Plumbing), and 75068 (HVAC). The project involves complete replacement of the 42nd Street Pumping Station with an estimated value exceeding $5,000,000. The bid opening date is Thursday, October 29, 2026. Key updates include the addition of Appendix II to Part 200 (Contract Provisions for Non-Federal Entity Contracts Under Federal Awards) to Section 00100, Part 1.03, and comprehensive revisions to drawings and specifications as detailed in Addendum No. 1. Sellers must acknowledge receipt of all amendments in the PHLContracts system, as failure to do so may result in bid rejection at the Procurement Commissioner's discretion.

The amendment establishes critical project milestones tied to grant funding requirements, mandating that the low bidder complete the entire project by October 31, 2029, with intermediate milestones including Foundation Completion by December 7, 2027; Transition to Bypass Pumping Phase 2 by August 16, 2028; Structural and Architectural Component Completion by May 25, 2029; and Pumps in Operation by September 5, 2029. Addendum No. 1 includes revisions to 17 civil drawings and the insertion of two new structural drawings (S28A and S29A), reflecting updates to utility plans, pipeline profiles, and structural details. The project involves federal funding from grant sources, necessitating compliance with federal requirements for non-federal entity contracts. Pre-qualification approval is required before invitation to the closed bid solicitation.

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Other files

File	Type	Posted
Reference Drawings Bid 2475-78.pdf	PDF	Oct 8, 2026
Prequalification_Questionnaire for Public Works~5.pdf	PDF	Oct 8, 2026
Plans Bid 2475-78.pdf	PDF	Oct 8, 2026
bid 2475 2476 2478 2477 AD.pdf	PDF	Oct 8, 2026
bid 2475 approved bidders list~1.pdf	PDF	Oct 8, 2026
Consent Authorization Form 1~25.pdf	PDF	Oct 8, 2026
bid 2475 2476 2478 2477 project manual.pdf	PDF	Oct 8, 2026
Seller_Prequal_Checklist 2020~51.pdf	PDF	Oct 8, 2026

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Amendment no. 1 Dated: October 2, 2026 Bid nos.: 2475-78 Opening Date: Thursday, October 29, 2026

Amendment no. 1 - Page no. 1 of 1

NOTICE

It is the sole responsibility of the Seller to ensure that it has received any and all amendments and the Procurement Commissioner may in his/her sole discretion reject any bid for which all amendments have not been executed and returned.

PROPOSAL FOR

Project no.: 75064 (GC), 75066 (EC), 75067 (PLBG) & 75068 (HVAC) Description: Replacement of 42nd Street Pumping Station

IS AMENDED AS FOLLOWS:

GENERAL

1.) ADD Appendix II to Part 200—Contract Provisions for Non-Federal Entity Contracts

Under Federal Awards in its entirety to Section 00100, Part 1.03.

2.) The drawings and specifications are revised as shown in the attached Addendum no. 1.

AMENDMENT ACKNOWLEDGMENT

Seller must acknowledge receipt of Amendments in PHLContracts.

https://gcc02.safelinks.protection.outlook.com/?url=https%3A%2F%2Fwww.ecfr.gov%2Fcurrent%2Ftitle-2%2Fpart-200%2Fappendix-Appendix%2520II%2520to%2520Part%2520200&data=05%7C02%7CAlexander.Fidrych%40phila.gov%7C581e28b69771438cbfe108df1e4ccdbd%7C2046864f68ea497daf34a6629a6cd700%7C0%7C0%7C639262987394935517%7CUnknown%7CTWFpbGZsb3d8eyJFbXB0eU1hcGkiOnRydWUsIlYiOiIwLjAuMDAwMCIsIlAiOiJXaW4zMiIsIkFOIjoiTWFpbCIsIldUIjoyfQ%3D%3D%7C0%7C%7C%7C&sdata=o9lItAbRt0odLAeGFvTl13vAZQxOJIC%2FsHznoDbTQUo%3D&reserved=0 https://gcc02.safelinks.protection.outlook.com/?url=https%3A%2F%2Fwww.ecfr.gov%2Fcurrent%2Ftitle-2%2Fpart-200%2Fappendix-Appendix%2520II%2520to%2520Part%2520200&data=05%7C02%7CAlexander.Fidrych%40phila.gov%7C581e28b69771438cbfe108df1e4ccdbd%7C2046864f68ea497daf34a6629a6cd700%7C0%7C0%7C639262987394935517%7CUnknown%7CTWFpbGZsb3d8eyJFbXB0eU1hcGkiOnRydWUsIlYiOiIwLjAuMDAwMCIsIlAiOiJXaW4zMiIsIkFOIjoiTWFpbCIsIldUIjoyfQ%3D%3D%7C0%7C%7C%7C&sdata=o9lItAbRt0odLAeGFvTl13vAZQxOJIC%2FsHznoDbTQUo%3D&reserved=0

PWD Replacement of 42nd Street Pumping Station Addendum 1

ADDENDUM NO. 1

PHILADELPHIA WATER DEPARTMENT

REPLACEMENT OF 42ND STREET PUMPING STATION

SPECIFICATIONS

Work Order Nos. 75064, 75068, 75067 and 75066

1. Specification Section 00100 - Instructions to Sellers.

a. Page 00100-1, Section 1.04.D. Delete this section in its entirety.

b. Page 00100-3, Section 1.11. After this section, add the following:

“1.12 SCHEDULE AND MILESTONES

A. The low Seller must complete the whole of the work by October 31, 2029.

B. The low Seller must adhere to the following milestone dates:

1. Foundation Completion December 7, 2027

2. Transition to Bypass Pumping Phase 2 August 16, 2028

3. Structural and Architectural Component

Completion May 25, 2029

4. Pumps in Operation September 5, 2029

5. Work Completed October 31, 2029

C. The project completion deadline is tied to grant funding, which necessitates that the pumping station be operational by October 31, 2029.

DRAWINGS

Work Order No. 75064

1. Drawing C7 (Sheet 21 of 222). Replace Drawing C7 with revised Drawing C7, Rev 1 a copy of which is attached hereto.

2. Drawing C8 (Sheet 22 of 222). Replace Drawing C8 with revised Drawing C8, Rev 1 a copy of which is attached hereto.

3. Drawing C11 (Sheet 25 of 222). Replace Drawing C11 with revised Drawing C11, Rev 1 a copy of which is attached hereto.

4. Drawing C26 (Sheet 40 of 222). Replace Drawing C26 with revised Drawing C26, Rev 1

PWD Replacement of 42nd Street Pumping Station Addendum 1

5. Drawing S11 (Sheet 53 of 222). Replace Drawing S11 with revised Drawing S11, Rev 1

6. Drawing S13 (Sheet 55 of 222), Replace Drawing S13 with revised Drawing S13, Rev 1

7. Drawing S14 (Sheet 56 of 222). Replace Drawing S14 with revised Drawing S14, Rev 1

8. Drawing S23 (Sheet 65 of 222). Replace Drawing S23 with revised Drawing S23, Rev 1

9. Drawing S28 (Sheet 70 of 222). Replace Drawing S28 with revised Drawing S28, Rev 1

10. Drawing S28A (New Sheet). Insert new Drawing S28A, a copy of which is attached hereto.

11. Drawing S29 (Sheet 71 of 222). Replace Drawing S29 with revised Drawing S29, Rev 1

12. Drawing S29A (New Sheet). Insert new Drawing S29A, a copy of which is attached hereto.

13. Drawing S30 (Sheet 72 of 222). Replace Drawing S30 with revised Drawing S30, Rev 1

14. Drawing S34 (Sheet 76 of 222). Replace Drawing S34 with revised Drawing S34, Rev 1

15. Drawing S35 (Sheet 77 of 222). Replace Drawing S35 with revised Drawing S35, Rev 1

16. Drawing S42 (Sheet 84 of 222). Replace Drawing S42 with revised Drawing S42, Rev 1

17. Drawing M13 (Sheet 126 of 222). Replace Drawing M13 with revised Drawing M13, Rev 1 a copy of which is attached hereto.

15"

12"

W M

WM WM WM WM WM WM

W M

WM WM WM WM WM WM WM WM WM WM WM WM WM WM WM WM WM WM WM WM WM WM

W M

UE UE UE UE UE UE UE UE UE UE UE UE UE UE UE UE

W M

G M

GM GM GM GM GM GM GM GM GM GM GM GM GM GM GM GM GM GM

Guy

SS SS SS SS SS

WM WM WM WM WM WM

W M

ST ST

FM FM FM

LOC LOC LOC LOC LOC LOC LOC LOC LOC LOC LOC LOC LOC LOC LOC LOC LOC LO

LOC

W M

WM WM

WM WM WM

U E

STG

G M

G V

W M

W V

UE UE UE UE

LPBLPB

LPB

10+50

11+00

11+50

10+00 10+50

10+00

10+50

11+00

10+00

10+50

11+00

10+00

10+50

10+00

10+50

9+80 10+00

12+00

10+00

9+50

10+00

11+00

PHILADELPHIA WATER DEPARTMENT

42ND STREET PUMPING STATION

REPLACEMENT OF THE

PHILADELPHIA, PENNSYLVANIA

CHECKED

DRAWN

DESIGNED

APPROVED REVISION DESCRIPTIONAPPDDATENO. SCALE

DWG

DATE REV

SHEET OF

MAY 2026

\G H

-P H

I\L \D

_P W

D \0

.0 8_

N D

G S

O N

\0 4-

\C D

8_ C

W G

D A

R M

A TYLin Company

1700 MARKET STREET, SUITE 2130

PHILADELPHIA, PA 19103

BYRNE EDWARD REMPHREY

ENGINEER

PE070896

REGISTERED

PROFESSIONALCO

MMONWEA LTH

O F

P E

N N S Y L V A N

I A

SCALE:

UTILITY PLAN

1" = 10'

10 0 FT10 20

1"=10'

EX SOUTHWEST MAIN

GRAVITY INTERCEPTOR

EX 2'-6" X 1'-8"

BRICK SEWER

42ND STREET

43RD STREET

D S

EX MILL CREEK

INTERCEPTOR

SS MH 1

24" PVC SS

24" SS

SS MH 2

REGULATOR

CHAMBER

36" WET WEATHER

DISCHARGE PIPE 1

METER

VAULT 1

METER

VAULT 2

36" WET WEATHER

DISCHARGE PIPE 2

36" WET WEATHER

DISCHARGE PIPE 3

36" WET WEATHER

DISCHARGE PIPE 4

20" DRY WEATHER

DISCHARGE PIPE 1

20" DRY WEATHER

DISCHARGE PIPE 2

42ND STREET PUMP STATION

(SEE MECHANICAL DWGS FOR PIPELINE CONTINUATION)

DRY WEATHER

DISCHARGE PIPELINE 1

SEE DWG C8 FOR PROFILE

WET WEATHER

DISCHARGE PIPELINE 1

SEE DWG C9 FOR PROFILE

DRY WEATHER

DISCHARGE PIPELINE 2

SEE DWG C8 FOR PROFILE

WET WEATHER

DISCHARGE PIPELINE 2

SEE DWG C9 FOR PROFILE

WET WEATHER

DISCHARGE PIPELINE 3

SEE DWG C10 FOR PROFILE

WET WEATHER

DISCHARGE PIPELINE 4

SEE DWG C10 FOR PROFILE

24" SANITARY SEWER

SEE DWG C11 FOR PROFILE

EX 20" X 13" RCP UE

EX PECO MH

CONNECT NEW 8" WATER MAIN

TO EXISTING WATER MAIN

SEE DWG C11 FOR PROFILE

8" WM

EX 6" WM

EX 8" WM

JUNCTION CHAMBER

(SEE MECHANICAL DWGS FOR

PIPELINE CONTINUATION)

8" SANITARY LATERAL

SEE DWG C11 FOR PROFILE

1-1/2" WM SERVICE

SEE PLUMBING DWGS

FOR CONTINUATION

4" SANITARY LATERAL

SEE DWG C11 FOR PROFILE

SEE PLUMBING DWGS FOR CONTINUATION

8" STORM SEWER 1

SEE DWG C12 FOR PROFILE

SEE PLUMBING DWGS FOR CONTINUATION

SS MH 3

EX SS MH 1

EX INTERCEPTING

CHAMBER

SWITCHGEAR

(SEE ELECTRICAL DWGS)

SS MH 4 - WITH RADAR MOUNTING SYSTEM

SEE DETAIL N13

4" WET WELL DRAIN

SEE DWG C10 FOR PROFILE

SEE MECHANICAL DWGS FOR CONTINUATION

2" GM

SEE DWG C12 FOR PROFILE

EX 6" GM

TAP EX

6" GM

2" GM SERVICE

SEE DWG C12 FOR PROFILE

SEE PLUMBING DWGS FOR

CONTINUATION

PLUG EX 6" WM

SEE PENETRATION

DETAIL ON DWG C14

ST INLET 2

ST INLET 1

ST INLET 3

ST INLET 4

12" STORM SEWER 2

SEE DWG C12 FOR PROFILE

12" STORM SEWER 3

SEE DWG C12 FOR PROFILE

CONC ENCASEMENT

NOTES:

1. RESTRAIN ALL JOINTS.

2. REFER TO VALVE SCHEDULE ON M17 FOR MORE

INFORMATION.

CAM

TSM

JHL

CIVIL

UTILITY PLAN

DKGV-08

SEE NOTE 2

DKGV-09

SEE NOTE 2

NEW ELECTRICAL CONDUITS

(SEE ELECTRICAL DWGS)

NEW ELECTRICAL CONDUITS

(SEE ELECTRICAL DWGS)

ELEC HH

NEW 6" ST DRAIN

CONNECT NEW

8" WATER MAIN TO

EXISTING WATER MAIN

ST INLET 5

12" STORM SEWER 3

SEE DWG C12 FOR PROFILE

12" STORM SEWER 3

SEE DWG C12 FOR PROFILE

4" WM (EAST)

SEE DWG C9

FOR PROFILE

4" WM (WEST)

SEE DWG C9

FOR PROFILE

EX SS MH 2

CONCRETE ENCASEMENT

ADDENDUM#01CM08/03/261

STATION

-10

-5

-10

-5

9+75 10+00 10+50 11+00 11+50 12+00

" 2

5°

D C

" 1

° B

D C

" 4

5° B

C L

8" DI WM

(CONCRETE ENCASED)

8" PVC SS

" 4

5° B

C L

APPROXIMATE

EXISTING GRADE SEE MECHANICAL DWGS

FOR CONTINUATION TO

JUNCTION CHAMBER

SEE STRUCTURAL DWGS

" T

42ND ST PUMP STATION

" 9

0° B

C L

PROPOSED GRADE

" 4

5° B

C L

20" DRY WEATHER

DISCHARGE PIPELINE 1

2 - 4" UE (CONC ENCASED) 2 - 6" UE IN DUCTBANK

EX 30" X 20" BRICK SS

STATION

-10

-5

-10

-5

9+75 10+00 10+50 11+00 11+50 11+75

" 9

0° B

C L

" 2

5°

D C

" 1

° B

D C

C L

8" WM

(CONCRETE ENCASED)

20" DRY WEATHER

DISCHARGE PIPELINE 2

APPROXIMATE

EXISTING GRADE

SEE MECHANICAL DWGS

FOR CONTINUATION TO

JUNCTION CHAMBER

SEE STRUCTURAL DWGS

" T

REGULATOR

CHAMBER

42ND ST PUMP STATION

6" M

" 4

5° B

C L

" 4

5° B

C L

" 4

5° B

C L

PROPOSED GRADE

2 - 6" UE IN DUCTBANK

2 - 4" UE (CONC ENCASED)

2" STEEL GM12

24" PVC SS EX 30" X 20" BRICK

CONCRETE

ENCASEMENT

PHILADELPHIA WATER DEPARTMENT

42ND STREET PUMPING STATION

REPLACEMENT OF THE

PHILADELPHIA, PENNSYLVANIA

CHECKED

DRAWN

DESIGNED

APPROVED REVISION DESCRIPTIONAPPDDATENO. SCALE

DWG

DATE REV

SHEET OF

MAY 2026

\G H

-P H

I\L \D

_P W

D \0

.0 8_

N D

G S

O N

\0 4-

\C D

8_ C

-C

W G

D A

A TYLin Company

1700 MARKET STREET, SUITE 2130

PHILADELPHIA, PA 19103

BYRNE EDWARD REMPHREY

ENGINEER

PE070896

REGISTERED

PROFESSIONALCO

MMONWEA LTH O

P E

N S Y L V A N

I A

CAM

TSM

JHL

CIVIL

PIPELINE PROFILES

DRY WEATHER DISCHARGE

10 0 FT10 20

1"=10'

PROFILE - DRY WEATHER DISCHARGE PIPELINE 2

SCALE: 1"=10' HORIZONTAL

1"=5' VERTICAL

5 0 FT5 10

1"=5'

PROFILE - DRY WEATHER DISCHARGE PIPELINE 1

SCALE: 1"=10' HORIZONTAL

1"=5' VERTICAL

NOTES:

1. RESTRAIN ALL JOINTS.

STATION

-20

-15

-10

-5

-20

-15

-10

-5

9+75 10+00 10+50 11+00 11+25

(N E)

-4

(S E)

(N W

) 2 4"

O U

T -4

(D R

O P

M H

Ø R

(E ) 2

4" P

-0 .1

) 8 " P

W ) 4

" D

(S ) 8

" P

(S W

) 2 4"

O U

T -0

(D O

G H

O U

R O

P M

E L

(N ) E

" X

(W ) 2

4" P

V O

U T

(S ) E

" X

0" B

V O

U T

S M

E L

36" WET

WEATHER

DISCHARGE

PIPELINES 3 & 4

APPROXIMATE

EXISTING GRADE

(S E)

-1

REGULATOR CHAMBER

PROPOSED GRADE

24" PVC @ 9.96%

24" PVC @ 10.00%

2 - 6" UE IN DUCTBANK

2 - 4" UE (CONC ENCASED)

(E ) 2

4" P

-0 .1

) 8 " P

W ) 4

" D

(S ) 8

" P

(S W

) 2 4"

O U

T -0

(D O

G H

O U

R O

P M

E L

(N E)

-4

(S E)

(N W

) 2 4"

O U

T -4

(D R

O P

M H

Ø R

6" UE

8" DI WM

2" STEEL GM

STATION

-15

-10

-5

-15

-10

-5

9+75 10+00 10+50 11+00 11+50 12+00 12+25

5° B

C L

5° B

C L

5° B

C L

5° B

C L

5° B

C L

5° B

C L

5° B

C L

8" X

" T

8" X

" R

C L

36" DI FM 36" DI FM

24" PVC SS

8" PVC SS

APPROXIMATE

EXISTING GRADE

CONCRETE

ENCASEMENT

SEE STANDARD DETAILS

EX 6" WM

EX 8" WM

REGULATOR

CHAMBER

20" DI FM

START ENCASEMENT

STA 10+00 8" DI WM

5° B

C L

5° B

C L

5° B

C L

5° B

C L

PROPOSED GRADE

2 - 6" UE IN DUCTBANK

2 - 4" UE (CONC ENCASED)

5° B

C L

2" STEEL GM

END ENCASEMENT

STA 11+91

8" X

" T

8" X

" T

CONCRETE

ENCASEMENT

STATION

-15

-10

-5

-15

-10

-5

9+75 10+00 10+50 10+75

(W ) 4

" P

(N E)

D I I

N V

(N E)

" P

V O

U T

, 4

Ø R

(S W

) 8 " P

) E X

" X

B R

(E ) 1

2" P

) 1 0"

(S ) E

" X

0" B

V O

U T

S M

E L

(N ) 4

" P

4" PVC @ 0.37% 8" PVC @ 0.38%

20" FM

8" WM

(N W

) 4 " P

(E ) 4

" P

O U

T 6.

4" W

4" PVC @ 0.71%

APPROXIMATE

EXISTING GRADE

42ND ST PUMP

STATION

CORE DRILL

HOLE FOR 8" SS

PROPOSED GRADE

2 - 4" UE (CONC ENCASED)

2 - 6" UE IN DUCTBANK

PHILADELPHIA WATER DEPARTMENT

42ND STREET PUMPING STATION

REPLACEMENT OF THE

PHILADELPHIA, PENNSYLVANIA

CHECKED

DRAWN

DESIGNED

APPROVED REVISION DESCRIPTIONAPPDDATENO. SCALE

DWG

DATE REV

SHEET OF

MAY 2026

\G H

-P H

I\L \D

_P W

D \0

.0 8_

N D

G S

O N

\0 4-

\C D

8_ C

-C

W G

D A

A TYLin Company

1700 MARKET STREET, SUITE 2130

PHILADELPHIA, PA 19103

BYRNE EDWARD REMPHREY

ENGINEER

PE070896

REGISTERED

PROFESSIONALCO

MMONWEA LTH O

P E

N S Y L V A N

I A

CAM

TSM

JHL

C11

UTILITY PIPELINE PROFILES

10 0 FT10 20

1"=10'

PROFILE - SANITARY SEWER

SCALE: 1"=10' HORIZONTAL

1"=5' VERTICAL

5 0 FT5 10

1"=5'

PROFILE - WATER MAIN

SCALE: 1"=10' HORIZONTAL

1"=5' VERTICAL

PROFILE - SANITARY LATERAL

SCALE: 1"=10' HORIZONTAL

1"=5' VERTICAL

NOTES:

1. RESTRAIN ALL JOINTS.

15"

12"

W M

WM WM WM WM WM WM

W M

WM WM WM WM WM WM WM WM WM WM WM WM WM WM WM WM WM WM WM WM WM WM

W M

UE UE UE UE UE UE UE UE UE UE UE UE UE UE UE UE

W M

G M

GM GM GM GM GM GM GM GM GM GM GM GM GM GM GM GM GM GM

Guy

SSWM WM

WM WM WM WM

WM WM WM WM WM WM WM

W M

DYH

ST ST

SS SS SS SS SS

G M

FM FM FM

FM FM FM FM FM

FM FM FM FM

FM FM FM FM FM

FMFM

FM FM FM

FM FM FM FM FM FM

W V

W M

PHILADELPHIA WATER DEPARTMENT

42ND STREET PUMPING STATION

REPLACEMENT OF THE

PHILADELPHIA, PENNSYLVANIA

CHECKED

DRAWN

DESIGNED

APPROVED REVISION DESCRIPTIONAPPDDATENO. SCALE

DWG

DATE REV

SHEET OF

MAY 2026

\G H

-P H

I\L \D

_P W

D \0

.0 8_

N D

G S

O N

\0 4-

\C D

8_ C

W G

D A

A TYLin Company

1700 MARKET STREET, SUITE 2130

PHILADELPHIA, PA 19103

BYRNE EDWARD REMPHREY

ENGINEER

PE070896

REGISTERED

PROFESSIONALCO

MMONWEA LTH

O F

P E

N N S Y L V A N

I A

SCALE:

BYPASS PLAN - PHASE 2

1" = 10'

10 0 FT10 20

1"=10'

SOUTHWEST MAIN

GRAVITY INTERCEPTOR

2'-6" X 1'-8" BRICK

SEWER

EX MH 2

(INTERCEPTING

CHAMBER)

INTERCEPTING

CHAMBER

42ND STREET

43RD STREET

D S

MILL CREEK

INTERCEPTOR

NEW SS MH 1

NEW 24" PVC SS

NEW 24"

PVC SS

NEW SS MH 2

NEW REGULATOR

CHAMBER

NEW 36" WET WEATHER

DISCHARGE PIPE 1

METER

VAULT 1

METER

VAULT 2

NEW 36" WET WEATHER

DISCHARGE PIPE 2

NEW 36" WET WEATHER

DISCHARGE PIPE 3

NEW 36" WET WEATHER

DISCHARGE PIPE 4

NEW 20" DRY WEATHER

DISCHARGE PIPE 1

42ND STREET PUMP STATION

NEW DRY WEATHER

DISCHARGE PIPELINE 1

NEW WET WEATHER

DISCHARGE PIPELINE 1

NEW DRY WEATHER

DISCHARGE PIPELINE 2

NEW WET WEATHER

DISCHARGE PIPELINE 2

NEW WET WEATHER

DISCHARGE PIPELINE 3

NEW WET WEATHER

DISCHARGE PIPELINE 4

NEW 24" SS

20" X 13" RCP UE

PECO MH

NEW 8" WM

6" WM

8" WM

JUNCTION CHAMBER

NEW 8" SS

NEW 4" SS LATERAL

NEW 8" ST

NEW SS MH 3

EX SS MH 1

40'-0"

8' -0

STANDBY GENERATOR

AND EQUIPMENT AREA

BYPASS POINT 1:

PROVIDE 8 MGD

VERTICAL TURBINE

PUMP (TYP OF 2)

SEE NOTES 1 & 2

BYPASS POINT 2:

PROVIDE 1 MGD

SUBMERSIBLE PUMP

(TYP OF 2) SEE NOTE 3

18" HDPE

BYPASS PIPE

6" HDPE

BYPASS PIPE

18" HDPE

BYPASS PIPE

NOTES:

1. VERTICAL TURBINE PUMPS SHALL BE ANCHORED TO THE

EXISTING CONCRETE TOP SLAB PER PUMP

MANUFACTURER RECOMMENDATIONS.

2. PROVIDE STEEL PLATING OR SUITABLE DAM SYSTEM TO

BLOCK FLOW FROM ENTERING THE PUMP STATION. THE

MAXIMUM WATER SURFACE ELEVATION IN THE

INTERCEPTING CHAMBER SHALL NOT EXCEED EL -3.84

DURING DRY WEATHER PERIODS.

3. PLUG EXISTING 10" DI SEWER. SUBMERSIBLE PUMPS SHALL

BE INSTALLED WITHIN THE NEW MANHOLE.

4. RELOCATE, SUPPORT, AND PROTECT ALL TEMPORARY

DISCHARGE PIPING DURING CONSTRUCTION.

NEW 20" DRY WEATHER

DISCHARGE PIPE 2

NEW SS MH 4

NEW 2" GM

NEW 4" FM

CAM

TSM

JHL

C26

BYPASS PLAN - PHASE 2

TEMPORARY RELOCATED

4" WATER PIPING

BYPASS POINT 3:

BYPASS PIPING

INTO NEW SS MH 4

CONCRETE

ENCASEMENT 11

1 08/03/26 CM ADDENDUM#01

S20

S21

52" THICK MAT FOUNDATION SLAB WITH

#9@8" TOP AND BOTTOM, EACH WAY

BELOW SLOPED FILL

S22

S30

S21

S22

4' - 0" 11' - 4" 3' - 6" 2' - 0" 7' - 0" 30' - 2" 4' - 0"

2' - 0"

S30

NOTE: WET WELL SLOPED FILL NOT SHOWN FOR CLARITY. SEE WET WELL FILL PLAN AND ELEVATION VIEWS FOR EXTENTS OF SLOPED FILL.

S30

8" DIAMETER MICROPILE

(MINIMUM) (TYPICAL)

4' - 0"

4' - 0" 19' - 4" 2' - 0" 30' - 0 1/2" 2' - 7 1/2" 4' - 0"

ROCK ANCHOR EMBED IN

MAT SLAB. SEE TYPICAL

DETAIL (TYP UNO)

132.51°

S30

8'-0" O/C MAX

O /C

M A

DESIGNATED PERFORMANCE TEST

LOCATION (SEE ROCK ANCHOR SPEC

FOR ADD'L INFO) (TYP)

S12

S20

WET WELL FILL PLAN

8" DIAMETER MICROPILE

(MINIMUM) (TYPICAL)

8" DIAMETER

BATTERED MICROPILE

(MINIMUM) (TYPICAL)

84" THICK CONC WALL WITH #9@6" O/C

VERT REINF AND #8@6" O/C HORIZ

TEMPERATURE AND SHRINKAGE REINF

(TYP OF ALL 3 EXPOSED VERTICAL

FACES). ADDITIONALLY, PROVIDE #8@6"

O/C REINF, EACH WAY AT TOP

HORIZONTAL FACE OF WALL

FILL INACCESSIBLE

VOID SPACE SOLID

WITH STRUCTURAL FILL

OR FLOWABLE FILL

Sim

APPROXIMATE EXTENTS OF NOTCH IN MAT

SLAB FOR SLOPED FILL. COORDINATE

EXTENTS OF NOTCH TO PROVIDE A MINIMUM

FILL THICKNESS OF 1" FOR ENTIRE

FOOTPRINT OF SLOPED FILL. SEE TYPICAL

DETAIL FOR ADDITIONAL INFO (TYP)

B A

R M

E A

S U

R E

O N

F U

L L S

S H

E E

T S

CHECKED

DRAWN

DESIGNED APPROVED

SCALE

DWG

SHEET OF

DATE REVF

W W

P C

P P u m p S ta ti o n /0

-P S

E .r v t

:4 : 5

S11

MFW PUMP STATION WET WELL PLAN AT EL. -30.00' MAY 2026

STRUCTURALPHILADELPHIA WATER DEPARTMENT

PHILADELPHIA, PENNSYLVANIA

REPLACEMENT OF THE

42ND STREET PUMPING STATION

1700 MARKET STREET, SUITE 2130

PHILADELPHIA, PENNSYLVANIA 19103

SCALE: 3/16" = 1'-0"S11

1 PUMP STATION FOUNDATION PLAN AT EL. -30.00'

SHEET NOTES

GENERAL

1. COORDINATE STRUCTURAL DRAWINGS WITH CIVIL, ARCHITECTURAL, AND

MEP DRAWINGS.

2. SHEETING AND SHORING IS THE RESPONSIBILITY OF THE CONTRACTOR. THE

CONTRACTOR SHALL SUBMIT SHEETING AND SHORING PLANS FOR REVIEW

THAT ARE SIGNED AND SEALED BY A PROFESSIONAL ENGINEER IN THE

COMMONWEALTH OF PENNSYLVANIA.

3. DEWATERING IS THE RESPONSIBILITY OF THE CONTRACTOR. THE

CONTRACTOR SHALL SUBMIT DEWATERING PLANS FOR REVIEW THAT ARE

SIGNED AND SEALED BY A PROFESSIONAL ENGINEER IN THE

COMMONWEALTH OF PENNSYLVANIA. DEWATERING SHOULD BE EXPECTED

DURING EXCAVATION.

4. IT IS ANTICIPATED THAT ROCK EXCAVATION SHOULD BE EXPECTED.

5. SEE MEP DRAWINGS FOR PUMP LOCATIONS AND MOUNTING REQUIREMENTS.

6. DO NOT PLACE CONDUITS WITHIN STRUCTURAL SLABS.

7. SEE DRAWINGS S1 THROUGH S10 FOR GENERAL NOTES AND TYPICAL

DETAILS.

FOUNDATION

1. TOP OF MAT FOUNDATION IS AT ELEVATION -30.0'.

2. A GEOTECHNICAL INVESTIGATION REPORT HAS BEEN PROVIDED.

FOUNDATION SIZING IS BASED ON THE RECOMMENDATIONS OF THE

GEOTECHNICAL REPORT. SEE NOTE 1 UNDER SECTION "3.0 FOUNDATIONS"

ON SHEET S1 FOR ADDITIONAL INFORMATION REGARDING THE GEOTECH

REPORT.

3. MAT FOUNDATION SIZES ARE BASED ON ASSUMED FOUNDATIONS BEARING

ON ROCK WITH A BEARING PRESSURE OF 20,000 PSF.

4. MICROPILE FOUNDATION SYSTEMS ARE ASSUMED TO BEAR ON ROCK WITH A

COMPRESSIVE AND TENSILE CAPACITY OF 200 KIPS UNLESS NOTED

OTHERWISE.

5. ROCK ANCHORS SHALL HAVE A MINIMUM UPLIFT CAPACITY OF 200 KIPS.

6. THE FOUNDATION SUBGRADE SHALL BE APPROVED BY THE INSPECTING

GEOTECHNICAL ENGINEER PRIOR TO CONCRETE PLACEMENT. IF THE

SUBGRADE DOES NOT MEET THE DESIGN CAPACITY AS NOTED, SUBGRADE

SHALL BE OVER-EXCAVATED AND BACKFILLED WITH PENNDOT 2A MATERIAL.

CAST-IN-PLACE CONCRETE

1. CONCRETE FOR BELOW GRADE PUMP STATION WALLS SHALL HAVE A XYPEX

CRYSTALLINE ADDITIVE.

2. MEMBRANE WATERPROOFING SHALL BE APPLIED TO THE EXTERIOR OF THE

PUMP STATION WALLS AND BOTTOM SLAB. SEE ARCHITECTURAL DRAWINGS.

3. PERIMETER FOUNDATIONS SHALL HAVE A BOTTOM OF FOOTING ELEVATION

OF 3'-0" MINIMUM BELOW FINISHED GRADE.

DENOTES APPROXIMATE LOCATION OF ROCK ANCHOR EMBED IN MAT SLAB.

SEE TYPICAL DETAIL FOR ADDITIONAL INFORMATION AND REQUIREMENTS.

4 0 4 8 12

3/16" =1' - 0"

SUPPORT OF EXCAVATION NOTES

PUMP STATION AND INTERCEPTING CHAMBER

1. ASSUMPTION IS THAT EXISTING MILL CREEK INTERCEPTOR AND

INTERCEPTING CHAMBER IS BEARING ON ROCK.

2. IF BEARING ON ROCK, IT IS ASSUMED THAT NO UNDERPINNING WILL BE

REQUIRED FOR NEW TIE-IN TO EXISTING INTERCEPTING CHAMBER.

3. EXISTING SUPPORT OF EXCAVATION SYSTEMS FOR EXISTING PUMP STATION

MAY BE ENCOUNTERED DURING EXCAVATION FOR NEW PUMP STATION.

4. EXTENTS OF EXISTING MILL CREEK INTERCEPTOR SHALL BE VERIFIED BY

CONTRACTOR.

5. TIEDBACK SHORING IS ASSUMED TO BE REQUIRED ON THE OPPOSITE

(SOUTH) SIDE OF THE EXISTING MILL CREEK INTERCEPTOR. THIS MAY

REQUIRE AN EASEMENT FROM ST. JOSEPH'S UNIVERSITY.

6. OPEN CUT WITH ROCK BENCH IS ASSUMED TO BE REQUIRED ON THE PUMP

STATION SIDE OF THE EXISTING MILL CREEK INTERCEPTOR.

7. CONTRACTOR'S ENGINEER SHALL VERIFY SHORING ON EITHER SIDE OF

EXISTING MILL CREEK INTERCEPTOR FOR SLIDING. INTENT OF SHORING ON

BOTH SIDES IS TO ALLEVIATE UNBALANCED LOADING.

8. A ROCK BENCH WITH ROCK BOLTS IS ANTICIPATED TO BE USED FOR

EXCAVATION SUPPORT AROUND REMAINING SIDES FOR PUMP STATION

EXCAVATION AWAY FROM THE MILL CREEK INTERCEPTOR.

9. ALL WORK SHALL BE COORDINATED WITH BYPASS PUMPING OPERATIONS

FOR THE DURATION OF CONSTRUCTION.

10. ASSUMPTION IS THAT SITE WILL REQUIRE DEWATERING DURING

EXCAVATION.

MASS CONCRETE / THERMALLY CONTROLLED CONCRETE CONSTRUCTION

NOTES:

1. ANY CONCRETE WITH A SECTION THICKNESS OF 3-FEET OR GREATER

SHALL BE CONSIDERED MASS / THERMALLY CONTROLLED CONCRETE.

2. CONCRETE CONTRACTOR SHALL HAVE AT LEAST 5-YEARS EXPERIENCE

WITH PLACING MASS / THERMALLY CONTROLLED CONCRETE.

3. CONTRACTOR IS RESPONSIBLE TO DEVELOP A MASS / THERMALLY

CONTROLLED CONCRETE ANALYSIS AND REPORT BY A PROFESSIONAL

ENGINEER REGISTERED IN THE COMMONWEALTH OF PENNSYLVANIA.

4. CONTRACTOR IS RESPONSIBLE TO DEVELOP A PLAN TO CONTROL

CONCRETE TEMPERATURES DURING PLACEMENT AND CURING PROCESS.

THE FOLLOW METHODS HAY BE UTILIZED:

A. REDUCTION OF CEMENT CONTENT AND USE OF FLY ASH, SLAG, OR

POZZOLANS.

B. USE OF ADMIXTURES TO SLOW HYDRATION PROCESS.

C. USE OF PRECOOLED AGGREGATE.

D. USE OF CRUSHED ICE IN CONCRETE MIX.

E. CONTROLLING TIME OF PLACEMENT.

F. USE OF EMBEDDED COOLING TUBES.

5. CONTRACTOR SHALL ASSUME, AT MINIMUM, THAT ALL PUMP STATION WALLS

AND MAT FOUNDATION 3-FEET OR GREATER ARE MASS / THERMALLY

CONTROLLED CONCRETE.

NOTE TO CONTRACTOR

ALL WALLS SHOWN ARE DEPENDENT ON THE ELEVATED SLABS FOR STRUCTURAL

SUPPORT. WALLS SHALL NOT BE CONSIDERED SELF-SUPPORTING UNTIL THE

ELEVATED SLABS ARE IN PLACE AND HAVE ACHIEVED THEIR REQUIRED 28-DAY

STRENGTH. PROVIDE TEMPORARY SHEETING, SHORING, AND BRACING SYSTEMS

REQUIRED FOR WALLS UNTIL THE SUPPORTING ELEVATED SLABS HAVE ACHIEVED

THEIR REQUIRED 28-DAY STRENGTH.

NO. DATE APPD DESCRIPTION

1 08/03/26 MP ADDENDUM#01

S20

S21

S22

S21

S22

4' - 0" 11' - 4"

1' - 6" 3' - 0" 5' - 0" 3' - 0" 1' - 6"

4' - 0" 4' - 0" 4' - 0" 1' - 0"

3' - 0"

5' - 0"

3' - 0"

1' - 6" 26' - 8" 4' - 0"

6" (TYP)

/ S28 FOR CONTINUATIONMATCHLINE - SEE DRAWING 1

4' - 0" 13' - 4" 6' - 0" 2' - 0"

SLOPED FILL

BELOW - SEE FILL

PLAN

PROCESS PIPE (SEE

MECHANICAL DRAWINGS) (TYP)

WALL EXTENTS

ABOVE

8" DIAMETER MICROPILE

(MINIMUM) (TYPICAL)

10' - 0" 1' - 0"

21' - 8" 4' - 0"

3' - 6"

3' - 0"

BATTERED

MICROPILE (TYP)

S34

S20

HSS6X6X3/8

H S

S X

H S

S X

H S

S X

H S

S X

S38

S37

EMBED STOP LOG BY MANUF

(SEE PROCESS DWGS) (SEE

TYPICAL DETAIL FOR STOP

LOG FRAME ANCHORAGE)

S13

" 4' - 0" 1' - 0"

WALL EXTENTS

BELOW (TYP)

WALL EXTENTS

BELOW

7' - 0"

12" OR 18" THICK OUTSIDE

CONC CHANNEL WALL WITH

#6@6" O/C VERT AND #7@6"

O/C HORIZ TEMPERATURE

AND SHRINKAGE REINF (TYP

EACH SIDE)

1' - 0"

12" CONC DISTRIBUTION CHAMBER WALL

WITH #6@6" O/C VERT REINF AND #7@6" O/C

HORIZ TEMPERATURE AND SHRINKAGE

REINF (TYP OF 3 WALLS)

48" OR 60" THICK INSIDE CONC CHANNEL WALL

WITH #6@6" O/C VERT REINF AND #8@6" O/C

HORIZ TEMPERATURE AND SHRINKAGE REINF

6" (TYP)

(T Y

2'-0" THICK CONCRETE DIVIDING WALL

WITH #8@6" O/C VERT REINF AND #8@6"

O/C HORIZ REINF. AT EXPOSED SIDE FACE

OF WALL AT DISTRIBUTION CHAMBER,

HOOK IN HORIZONTAL BARS FOR FULL

THICKNESS OF WALL AND PROVIDE #8@6"

O/C VERT BARS

12" CONC TROUGH WALL WITH #6@6" O/C VERT

AND #7@6" O/C HORIZ TEMPERATURE AND

SHRINKAGE REINF

HSS6X6X3/8

H S

S X

H S

S X

H S

S X

8" DIAMETER MICROPILE

(MINIMUM) (TYPICAL)

8" DIAMETER

BATTERED MICROPILE

(MINIMUM) (TYPICAL)

/1 S12

SLOPED FILL BELOW -

SEE FILL PLAN /1 S12

DRY WEATHER PUMP GUIDE RAIL (SEE MECHANICAL

DRAWINGS). PROVIDE MANUFACTURER'S

STANDARD BRACKET OR GUIDE STEM BRACING

APPARATUS. COORDINATE EACH SUPPORT WITH

MANUFACTURER OF PUMP TO VERIFY

COMPATIBILITY (TYPICAL OF 3 LOCATIONS)

(SS)

(S S

8'-0" MAX (TYP)

TYPE 316 STAINLESS STEEL FRAMING FOR LATERAL

BRACING OF DRY WEATHER PUMP GUIDE RAIL. DO NOT

SUPPORT ANY PIPING OR OTHER GRAVITY OR LATERAL

LOADS FROM FRAMING. COORDINATE REQUIRED

ELEVATION OF FRAMING WITH PUMP

MANUFACTURER'S REQUIREMENTS FOR BRACING

ELEVATIONS OF PUMP GUIDE RAIL (TYPICAL OF 3

LOCATIONS)

DESIGN LOADS (UNFACTORED):

• LATERAL: 1.4 KIPS

(S S

PROCESS PIPE (SEE

MECHANICAL DRAWINGS) (TYP)

(S S

WET WEATHER PUMP GUIDE RAIL (SEE

MECHANICAL DRAWINGS). PROVIDE

MANUFACTURER'S STANDARD BRACKET OR GUIDE

STEM BRACING APPARATUS. COORDINATE EACH

SUPPORT WITH MANUFACTURER OF PUMP TO

VERIFY COMPATIBILITY (TYPICAL OF 4 LOCATIONS)

TYPE 316 STAINLESS STEEL FRAMING FOR

LATERAL BRACING OF WET WEATHER PUMP

GUIDE RAILS. DO NOT SUPPORT ANY PIPING OR

OTHER GRAVITY OR LATERAL LOADS FROM

FRAMING. COORDINATE REQUIRED ELEVATION

OF FRAMING WITH PUMP MANUFACTURER'S

REQUIREMENTS FOR BRACING ELEVATIONS OF

PUMP GUIDE RAIL (TYPICAL OF 4 LOCATIONS)

DESIGN LOADS (UNFACTORED):

• LATERAL: 2.5 KIPS

48" CONCRETE WALL (TYP)

DISTRIBUTION

CHAMBER

WET WEATHER

WET WELL

DRY WEATHER

WET WELL

(S S

(SS)

NOTE: WET WELL SLOPED FILL NOT SHOWN FOR CLARITY. SEE WET WELL

FILL PLAN AND ELEVATION VIEWS FOR EXTENTS OF SLOPED FILL.

S36

5' - 0" MAX

S36

SIM

WET WEATHER TROUGH

INTEGRAL CONCRETE

COLUMN (TYP OF 2)

S37

TYP

S37

SIM, TYP

#5@12" ON CENTER HORIZONTAL

#7@12" O/C VERTICAL, EACH FACE

#6@6" ON CENTER

VERTICAL

#8@6" ON CENTER

HORIZONTAL

#8@6" O/C HORIZONTAL

EACH FACE

2' - 0"

EMBED STOP LOG BY MANUF (SEE

PROCESS DWGS) (SEE TYPICAL DETAIL

FOR BLOCKOUT AND CONCRETE REINF

AROUND FRAME) (TYP)

2' - 6" 2' - 6"

MAJOR AXIS

OF ELLIPSE

MINOR AXIS

OF ELLIPSE

CURVED FACE GEOMETRY OF THE

CONCRETE WALL IS DEFINED AS ONE-

HALF OF AN ELLIPSE, WITH ELLIPSE

AXES AS INDICATED ON DRAWING

GRAPHICAL REPRESENTATION

OF THE GEOMETRY OF THE

ELLIPSE

CENTER POINT

OF ELLIPSE

ALIGN MAJOR

AXIS OF ELLIPSE

WITH FACE OF

CONCRETE WALL

(T Y

4" (TYP)

B A

R M

E A

S U

R E

O N

F U

L L S

S H

E E

T S

CHECKED

DRAWN

DESIGNED APPROVED

SCALE

DWG

SHEET OF

DATE REVF

W W

P C

P P u m p S ta ti o n /0

-P S

E .r v t

:4 : 0

S13

MFW

PUMP STATION INFLUENT CHAMBER PLAN AT EL.

-17.40' MAY 2026

STRUCTURALPHILADELPHIA WATER DEPARTMENT

PHILADELPHIA, PENNSYLVANIA

REPLACEMENT OF THE

42ND STREET PUMPING STATION

1700 MARKET STREET, SUITE 2130

PHILADELPHIA, PENNSYLVANIA 19103

SCALE: 3/16" = 1'-0"S13

1 PUMP STATION INFLUENT CHANNEL PLAN AT EL. -17.40'

SHEET NOTES

GENERAL

1. COORDINATE STRUCTURAL DRAWINGS WITH CIVIL, ARCHITECTURAL, AND

MEP DRAWINGS.

2. SHEETING AND SHORING IS THE RESPONSIBILITY OF THE CONTRACTOR. THE

CONTRACTOR SHALL SUBMIT SHEETING AND SHORING PLANS FOR REVIEW

THAT ARE SIGNED AND SEALED BY A PROFESSIONAL ENGINEER IN THE

COMMONWEALTH OF PENNSYLVANIA.

3. DEWATERING IS THE RESPONSIBILITY OF THE CONTRACTOR. THE

CONTRACTOR SHALL SUBMIT DEWATERING PLANS FOR REVIEW THAT ARE

SIGNED AND SEALED BY A PROFESSIONAL ENGINEER IN THE

COMMONWEALTH OF PENNSYLVANIA. DEWATERING SHOULD BE EXPECTED

DURING EXCAVATION.

4. IT IS ANTICIPATED THAT ROCK EXCAVATION SHOULD BE EXPECTED.

5. SEE MEP DRAWINGS FOR PUMP LOCATIONS AND MOUNTING REQUIREMENTS.

6. DO NOT PLACE CONDUITS WITHIN STRUCTURAL SLABS.

7. SEE DRAWINGS S1 THROUGH S10 FOR GENERAL NOTES AND TYPICAL

DETAILS.

FOUNDATION

1. TOP OF MAT FOUNDATION IS AT ELEVATION -30.0'.

2. A GEOTECHNICAL INVESTIGATION REPORT HAS BEEN PROVIDED.

FOUNDATION SIZING IS BASED ON THE RECOMMENDATIONS OF THE

GEOTECHNICAL REPORT.

3. MAT FOUNDATION SIZES ARE BASED ON ASSUMED FOUNDATIONS BEARING

ON ROCK WITH A BEARING PRESSURE OF 20,000 PSF.

4. MICROPILE FOUNDATION SYSTEMS ARE ASSUMED TO BEAR ON ROCK WITH A

COMPRESSIVE AND TENSILE CAPACITY OF 200 KIPS UNLESS NOTED

OTHERWISE.

5. ROCK ANCHORS SHALL HAVE A MINIMUM UPLIFT CAPACITY OF 200 KIPS.

6. THE FOUNDATION SUBGRADE SHALL BE APPROVED BY THE INSPECTING

GEOTECHNICAL ENGINEER PRIOR TO CONCRETE PLACEMENT. IF THE

SUBGRADE DOES NOT MEET THE DESIGN CAPACITY AS NOTED, SUBGRADE

SHALL BE OVER-EXCAVATED AND BACKFILLED WITH PENNDOT 2A MATERIAL.

CAST-IN-PLACE CONCRETE

1. CONCRETE FOR BELOW GRADE PUMP STATION WALLS SHALL HAVE A XYPEX

CRYSTALLINE ADDITIVE.

2. MEMBRANE WATERPROOFING SHALL BE APPLIED TO THE EXTERIOR OF THE

PUMP STATION WALLS AND BOTTOM SLAB. SEE ARCHITECTURAL DRAWINGS.

3. PERIMETER FOUNDATIONS SHALL HAVE A BOTTOM OF FOOTING ELEVATION

OF 3'-0" MINIMUM BELOW FINISHED GRADE.

4 0 4 8 12

3/16" =1' - 0"

1/2" = 1'-0"S13

2 PARTIAL PLAN AT INFLUENT WALLS

42 0 2

1/2" =1' - 0"

DENOTES DIRECTION OF 18" THICK NORMAL WEIGHT CONCRETE

SLAB WITH #7@12" BOTTOM AND #7@12" TOP, EACH WAY.

NO. DATE APPD DESCRIPTION

S20

S21

S22

S21

S22

6' - 5" 7' - 8" 14' - 0" 14' - 0" 7' - 8" 6' - 5"

MAT FOUNDATION

EXTENTS ABOVE

(TYP OF 2)

36" CONCRETE WALL (TYP)

/ S28 FOR CONTINUATIONMATCHLINE - SEE DRAWING 1

GRADE BEAM AND PILE

CAP EXTENTS ABOVE (TYP)

8" DIAMETER MICROPILE

(MINIMUM) (TYPICAL)

1' - 0"

1' - 11"

1' - 1"

3' - 0" 5' - 0" 3' - 0"

CONCRETE CHANNEL

WALLS BELOW (TYP)

CONCRETE

COLUMN (TYP)

12" CONCRETE

SLAB

WALL OPENING

BELOW (TYP OF 2)

48" CONCRETE WALL

BELOW (TYP)

B10A: 45 x 36 CB

B10A: 48 x 36 CB

B A x

B8A: 24 x 36 CB

B2A: 18 x 36 CB

B9A: 18 x 36 CB B

A x

B9A: 20 x 36 CB

B A x

B2A: 18 x 36 CB

B A x

B2A: 18 x 36 CB

C W

B E

L O

CONCRETE SLAB OPENING (TYP UNO)

INFLUENT CHANNELWAY

BELOW

9' - 0"

4' - 0"

1' - 0" 4' - 6"

B A x

MICROPILES (TYP OF 12

AT EACH METER VAULT)

(4) BATTERED

MICROPILES (EAST

SIDE) CAPABLE OF

RESISTING 50 KIPS

EACH LATERAL

(TENSION), 200 KIPS

EACH VERTICAL

(TYP AT EACH

METER VAULT)

(2) BATTERED MICROPILES

(NORTH AND SOUTH SIDE)

CAPABLE OF RESISTING 35

KIPS EACH LATERAL, 200

KIPS EACH VERTICAL (TYP

AT EACH METER VAULT)

S34

C W

B E

L O

W12" CW BELOW

12" CW BELOW

C W

B E

L O

C W

B E

L O

(4) CENTER MICROPILES

CAPABLE OF RESISTING

200 KIPS EACH VERTICAL

S37

48" CONCRETE WALL

BELOW (TYP)

B2A: 18 x 36 CB

CONTRACTOR'S OPTION TO TAPER BEAM

TOWARD CORNER OF WALL AS SHOWN

AT THIS LOCATION. BEAM WIDTH

INDICATED IN CALLOUT AND SCHEDULE

IS THE MINIMUM WIDTH REQUIREMENT

S20

HSS8X8X3/8

(GALV) SEE

FOR BASE

ATTACHMENT

DETAIL (TYP OF 3)

/3 S36

HSS6X6X3/8 BEAM FOR GATE STEM

BRACE (GALV) ABOVE (TYP OF 2).

SEE DETAIL .

S36

SIM

S36

SIM

PC2

PC3

PC1

S37

S38

9' - 0"

8" THICK CONCRETE STAIR

LANDING ABOVE

(T Y

4' - 6"

4' - 0"

19' - 4" 2' - 0" 10' - 0" 1' - 0" 21' - 8"

1' - 0"

1' - 11" 1' - 1"

12' - 10" 2' - 0" 11' - 4 1/4" 1' - 0" 7' - 2 1/4" 2' - 0" 17' - 7 1/2"

1' - 1" 1' - 11"

1' - 0"

12' - 1 1/4"

1' - 1"

1' - 11"

S14

GRADE BEAM PROVIDED

FOR STAIR POSTS AS

REQUIRED FOR

DELEGATED STAIR

DESIGN.

POSTS ARE ASSUMED TO

BE REQUIRED DUE TO

MULTIPLE LANDING STEPS.

LOCATION TO BE

COORDINATED WITH

POSTS

18" THICK CONCRETE SLAB

WITH #7@12" O/C EACH WAY,

TOP AND BOTTOM (TYP UNO)

12" THICK CONCRETE SLAB

WITH #6@12" O/C EACH

WAY, TOP AND BOTTOM

(TYP UNO)

HSS6X6X3/8

HSS6X3X3/8

ABOVE (GALV) (TYP OF 6)

ABOVE (GALV) (TYP OF 3)

(GALV) (TYP OF 4)

(GALV) (TYP OF 8)

GALVANIZED STEEL FRAMING FOR LATERAL BRACING OF

WET WEATHER PUMP GUIDE RAILS ABOVE. DO NOT

SUPPORT ANY PIPING OR OTHER GRAVITY OR LATERAL

LOADS FROM FRAMING. COORDINATE REQUIRED

ELEVATION OF FRAMING WITH PUMP MANUFACTURER'S

REQUIREMENTS FOR BRACING ELEVATIONS OF PUMP

GUIDE RAIL (TYPICAL OF 4 LOCATIONS)

GALVANIZED STEEL FRAMING FOR

LATERAL BRACING OF DRY WEATHER

PUMP GUIDE RAILS ABOVE. DO NOT

SUPPORT ANY PIPING OR OTHER

GRAVITY OR LATERAL LOADS FROM

FRAMING. COORDINATE REQUIRED

ELEVATION OF FRAMING WITH PUMP

MANUFACTURER'S REQUIREMENTS

FOR BRACING ELEVATIONS OF PUMP

GUIDE RAIL (TYPICAL OF 3 LOCATIONS)

APPROXIMATE EXTENTS

OF PROCESS PIPE ABOVE

(SEE MECHANICAL AND

CIVIL DRAWINGS). PLACE

2-INCHES OF

COMPRESSIBLE FILLER

ABOVE ALL LENGTHS OF

PIPE THAT RUN BELOW

CONCRETE PILE CAPS AND

GRADE BEAMS.

S36

SIM

S36

SIM

ABOVE

HSS6X6X3/8 BEAM

FOR GATE STEM

BRACE (GALV)

ABOVE (TYP OF 2)

EL. -1.40'

/5 S36

12' - 0"

DIRECTION

OF SHEAR

E C

O F

S H

E A

R D

C T

H E

A R

S35

1' - 0" 3' - 0" 3' - 4" 8' - 0" 3' - 0" 4' - 0" 4' - 0" 4' - 0" 1' - 0"

5" 8"

1' - 6" 5' - 3" 0' - 0"3' - 6" 3' - 0" 5' - 0" 3' - 0" 1' - 6" x

CONCRETE BEAM (SEE

OVERALL PLAN) (TYP)

CONCRETE COLUMN (SEE

OVERALL PLAN) (TYP)

CONCRETE STEP (SEE

ARCH FOR TREAD AND

RISER DIMENSIONS)

EL. -1.40'

EL. -1.50'

EL. -2.50'

6" 6" 6"

3' - 0"3' - 0"

(T Y

3' - 0" 5' - 0" 3' - 0" 1' - 6"

(T Y

6" 6" 6"

8" THICK CONCRETE

STAIR LANDING ABOVE

1' - 0"

(S E

CONCRETE STEP (SEE

ARCH FOR TREAD AND

RISER DIMENSIONS)

B A

R M

E A

S U

R E

O N

F U

L L S

S H

E E

T S

CHECKED

DRAWN

DESIGNED APPROVED

SCALE

DWG

SHEET OF

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P C

P P u m p S ta ti o n /0

-P S

E .r v t

:4 : 0

S14

MFW

PUMP STATION WET WELL FRAMING PLAN AT EL.

-2.50' MAY 2026

STRUCTURALPHILADELPHIA WATER DEPARTMENT

PHILADELPHIA, PENNSYLVANIA

REPLACEMENT OF THE

42ND STREET PUMPING STATION

1700 MARKET STREET, SUITE 2130

PHILADELPHIA, PENNSYLVANIA 19103

SCALE: 3/16" = 1'-0"S14

1 PUMP STATION WET WELL FRAMING PLAN AT EL. -2.50'

SHEET NOTES

GENERAL

1. COORDINATE STRUCTURAL DRAWINGS WITH CIVIL, ARCHITECTURAL, AND

MEP DRAWINGS.

2. SHEETING AND SHORING IS THE RESPONSIBILITY OF THE CONTRACTOR. THE

CONTRACTOR SHALL SUBMIT SHEETING AND SHORING PLANS FOR REVIEW

THAT ARE SIGNED AND SEALED BY A PROFESSIONAL ENGINEER IN THE

COMMONWEALTH OF PENNSYLVANIA.

3. DEWATERING IS THE RESPONSIBILITY OF THE CONTRACTOR. THE

CONTRACTOR SHALL SUBMIT DEWATERING PLANS FOR REVIEW THAT ARE

SIGNED AND SEALED BY A PROFESSIONAL ENGINEER IN THE

COMMONWEALTH OF PENNSYLVANIA. DEWATERING SHOULD BE EXPECTED

DURING EXCAVATION.

4. IT IS ANTICIPATED THAT ROCK EXCAVATION SHOULD BE EXPECTED.

5. SEE MEP DRAWINGS FOR PUMP LOCATIONS AND MOUNTING REQUIREMENTS.

6. DO NOT PLACE CONDUITS WITHIN STRUCTURAL SLABS.

7. SEE DRAWINGS S1 THROUGH S10 FOR GENERAL NOTES AND TYPICAL

DETAILS.

FOUNDATION

1. TOP OF MAT FOUNDATION IS AT ELEVATION -30.0'.

2. A GEOTECHNICAL INVESTIGATION REPORT HAS BEEN PROVIDED.

FOUNDATION SIZING IS BASED ON THE RECOMMENDATIONS OF THE

GEOTECHNICAL REPORT. SEE NOTE 1 UNDER SECTION "3.0 FOUNDATIONS"

ON SHEET S1 FOR ADDITIONAL INFORMATION REGARDING THE GEOTECH

REPORT.

3. MAT FOUNDATION SIZES ARE BASED ON ASSUMED FOUNDATIONS BEARING

ON ROCK WITH A BEARING PRESSURE OF 20,000 PSF.

4. MICROPILE FOUNDATION SYSTEMS ARE ASSUMED TO BEAR ON ROCK WITH A

COMPRESSIVE AND TENSILE CAPACITY OF 200 KIPS UNLESS NOTED

OTHERWISE.

5. ROCK ANCHORS SHALL HAVE A MINIMUM UPLIFT CAPACITY OF 200 KIPS.

6. THE FOUNDATION SUBGRADE SHALL BE APPROVED BY THE INSPECTING

GEOTECHNICAL ENGINEER PRIOR TO CONCRETE PLACEMENT. IF THE

SUBGRADE DOES NOT MEET THE DESIGN CAPACITY AS NOTED, SUBGRADE

SHALL BE OVER-EXCAVATED AND BACKFILLED WITH PENNDOT 2A MATERIAL.

CAST-IN-PLACE CONCRETE

1. CONCRETE FOR BELOW GRADE PUMP STATION WALLS SHALL HAVE A XYPEX

CRYSTALLINE ADDITIVE.

2. MEMBRANE WATERPROOFING SHALL BE APPLIED TO THE EXTERIOR OF THE

PUMP STATION WALLS AND BOTTOM SLAB. SEE ARCHITECTURAL DRAWINGS.

3. PERIMETER FOUNDATIONS SHALL HAVE A BOTTOM OF FOOTING ELEVATION

OF 3'-0" MINIMUM BELOW FINISHED GRADE.

4. REFER TO PUMP STATION BEAM REINFORCEMENT SCHEDULE ON SHEET S3

FOR REINFORCING OF BEAMS DESIGNATED AS 'B#X' ON PLAN.

4 0 4 8 12

3/16" =1' - 0"

HATCHING GRAPHICALLY ILLUSTRATES CONCRETE WALLS LOCATED

BELOW ELEVATION -2.5 FT IN THIS PLAN VIEW TO DIFFERENTIATE WALL

AND BEAM LINEWORK FOR CLARITY. REFER TO THE VARIOUS SECTIONS

AND DETAILS FOR ADDITIONAL CONTEXT AND INFORMATION.

3/16" = 1'-0"S14

PARTIAL PLAN -

PUMP STATION WET WELL FRAMING PLAN AT EL. -2.50'

S4 DENOTES DIRECTION OF 12" THICK NORMAL WEIGHT CONCRETE

SLAB WITH #6@12" BOTTOM AND #6@12" TOP, EACH WAY.

NO. DATE APPD DESCRIPTION

S23

14' - 0"

C O

O R

D W

E L

O C

A T

10' - 0" 2' - 0"

S23

THRUST COLLAR

EMBED IN WALL.

SEE PROCESS

DWGS (TYP)

THRUST PROVIDED

IS 40 KIPS

HORIZONTAL AND

VERTICAL UPWARD

(TYP EACH VAULT)

PASS THROUGH

PIPE SLEEVE. SEE

PROCESS DWGS.

(TYP UNO)

S30

4' - 6" 4' - 0" 4' - 0" 1' - 6"

S34

18" CONCRETE WALL

WITH #8@6" VERTICAL

AND #6@9" HORIZONTAL

24" CONCRETE WALL

WITH #8@8" VERTICAL

AND #6@7" HORIZONTAL

CENTER PIER

END PIER

(TYP)

S23

2' - 0"

2' - 0" x

S23 x

B x

S31

CONCRETE WALL

BELOW (TYP)

S34

5' - 0"

12' - 0"

30 x 18 CB

S34

SIM

S23

SIM

S23

SIM

S31

30 x 18 CB

19' - 0"

1' - 0" 1' - 0"

5' - 6" 5' - 6"

EL. 15.50

TOP OF SLAB

EL. 4.00

TOP OF FND

32" CONCRETE MAT FOUNDATION

WITH #8@6" EACH WAY TOP AND

BOTTOM

18" CONCRETE WALL WITH

#8@6" VERT AND #6@9"

HORIZONTAL (TYP)

CONCRETE BEAM (TYP)

CONSTRUCTION JOINT

W/ WATERSTOP (TYP)

8" DIAMETER (MINIMUM)

MICROPILE BEYOND (TYP)

COORD WITH

MANUF

COORD WITH

MANUF

S34

SEE TYPICAL DETAIL H-20

HATCH OPENING AT

BEARING LEDGE

30 x 18 CONCRETE BEAM

PARTIALLY INTEGRAL WITH WALL

WITH (5) #6 TOP AND BOTTOM, (2)

#6 SIDE AND #4 TIES @ 12" ON

CENTER. SEE TYPICAL DETAIL

FOR H-20 HATCH OPENING AT

BEARING LEDGE

30"

3' - 5 1/2" 5' - 0" 3' - 6 1/2"

EL. 15.50

TOP OF SLAB

TOP OF FND

EL. 4.00

32" CONCRETE MAT

FOUNDATION (SEE

PLAN)

24" CONCRETE WALL WITH

#8@8" VERT AND #6@7"

HORIZ. SEE FOR

ADD'L REINF

CONCRETE SLAB

(SEE PLAN) (TYP)

CONCRETE BEAM

(TYP)

CONSTRUCTION

JOINT W/ STARTER

WALL AND

WATERSTOP (TYP)

8" DIAMETER (MINIMUM)

BATTERED MICROPILE

COORD WITH

MANUF

S30

8" DIAMETER (MINIMUM)

VERTICAL MICROPILE

S34

SIM

/5 S30

S34

SIM

CONCRETE

RETAINING WALL

(SEE 2/S2)

B A

R M

E A

S U

R E

O N

F U

L L S

S H

E E

T S

CHECKED

DRAWN

DESIGNED APPROVED

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S23

MFW METER VAULT PLANS AND SECTIONS MAY 2026

STRUCTURALPHILADELPHIA WATER DEPARTMENT

PHILADELPHIA, PENNSYLVANIA

REPLACEMENT OF THE

42ND STREET PUMPING STATION

1700 MARKET STREET, SUITE 2130

PHILADELPHIA, PENNSYLVANIA 19103

1/4" = 1'-0"S23

1 VAULT FOUNDATION PLAN AT EL. 4.00'

1/4" = 1'-0"S23

2 VAULT TOP SLAB PLAN AT EL. 15.50'

1/4" = 1'-0"S23

3 SECTION

1/4" = 1'-0"S23

4 SECTION

84 0 4

1/4" =1' - 0"

NO. DATE APPD DESCRIPTION

/ S13 FOR CONTINUATIONMATCHLINE - SEE DRAWING 1

S29

2' - 0" 11' - 4 1/4" 1' - 0" 7' - 2 1/4"

2' - 0"

S29

S28

3 4 S28

2' - 0"

CONCRETE

WALL (TYP)

EXST MILL CREEK

INTERCEPTOR TO REMAIN

(SEE CIVIL DWGS) (VIF)

(TYP) MAT

FOUNDATION

BELOW (TYP)

S34

CONCRETE RIM BY

OTHERS (NIC)

STOP LOG FRAME

BY OTHERS (NIC)

(TYP)

S13

2 S28A

/ S15 FOR CONTINUATIONMATCHLINE - SEE DRAWING 1

S29

S28

23' - 6 1/2"

CONCRETE SLAB (TYP)

EXST CONCRETE

SLAB TO REMAIN

(VIF) (TYP)

EXST REMOVABLE

PLANKS TO REMAIN (VIF)

EXST MILL CREEK

INTERCEPTOR TO REMAIN

(SEE CIVIL DWGS) (VIF)

(TYP)

HATCH OPENING

(SEE ARCH)(TYP)

/4 " 11' - 4 1/4"

4' - 6"

EXST ACCESS MANHOLE

TO REMAIN (VIF) (TYP)

MANHOLE BY OTHERS

(NIC) (TYP)

CONCRETE WALL

(TYP)

CONSTRUCTION JOINT

W/ WATERSTOP

SLOPED FILL,

ELEVATION

VARIES. SEE

PLAN FOR INVERT

ELEVATIONS

DOWELS TO MATCH

VERTICAL

REINFORCING

EL. -17.90'

EL. -17.40'

EL. -9.40'

TOP OF OPENING

BOTT OF OPENING

TOP OF FOUNDATION

OPENING

BOTTOM OF

OPENING BEYOND

#7@12" O/C

VERTICAL BARS,

EACH FACE (TYP)

#7@6" O/C

HORIZONTAL BARS,

EACH FACE (TYP)

3' - 3 1/4" ± 6' - 0" MIN VARIES, SEE PLAN

#8@8" O/C EACH

WAY, TOP AND BOTT

S29

CONCRETE INLET

CHAMBER WALL (TYP)

CONCRETE INLET

CHAMBER WALL

BELOW (TYP)

S L O

P E

S L O

P E

MATCH SLOPE OF

WALL TO ADJACENT

EXST WALL FACE (TYP)

EXST CONC WALL TO

REMAIN (TYP)

STOPLOG FRAME

BY OTHERS (NIC)

(TYP)

CONCRETE RIM

BY OTHERS (NIC)

(TYP)

S35

S30

SIM

S28A

S29

CONCRETE RIM

ABOVE BY

OTHERS (NIC)

EXST CONCRETE WALL

AND MAT FOUNDATION TO

REMAIN (VIF)(TYP)

CONCRETE WALL

INFILL BELOW

CONCRETE INLET

CHAMBER WALL (TYP)

6' - 0"

STOPLOG FRAME

BY OTHERS (NIC)

(TYP)

EXTENTS, 6'-0" MIN

CONCRETE BEAM

S29A

BEAM/WALL REINF

DEPICTING END

CONDITION OF

HORIZ BARS (SEE

SECTIONS) (TYP)

B A

R M

E A

S U

R E

O N

F U

L L S

S H

E E

T S

CHECKED

DRAWN

DESIGNED APPROVED

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S28

MFW INTERCEPTING CHAMBER PLANS AND SECTIONS MAY 2026

STRUCTURALPHILADELPHIA WATER DEPARTMENT

PHILADELPHIA, PENNSYLVANIA

REPLACEMENT OF THE

42ND STREET PUMPING STATION

1700 MARKET STREET, SUITE 2130

PHILADELPHIA, PENNSYLVANIA 19103

3/16" = 1'-0"S28

1 INTERCEPTING CHAMBER FOUNDATION PLAN

3/16" = 1'-0"S28

2 INTERCEPTING CHAMBER TOP SLAB PLAN

1/2" = 1'-0"S28

5 SECTION

1/4" = 1'-0"S28

3 INLET CHAMBER FOUNDATION PLAN AT EL. -8.92'±

1/4" = 1'-0"S28

4 INLET CHAMBER UPPER FRAMING AT EL. -1.75' ±

4 0 4 8 12

3/16" =1' - 0"

84 0 4

1/4" =1' - 0"

42 0 2

1/2" =1' - 0"

NOTE TO CONTRACTOR

THE CONTRACTOR SHALL ENGAGE A DESIGN ENGINEER

FOR THE DESIGN OF A SHORING SYSTEM TO SUPPORT ALL

EXISTING STRUCTURES AS REQUIRED. SIGNED AND

SEALED SHOP DRAWINGS AND CALCULATIONS SHALL BE

SUBMITTED FOR REVIEW.

EXCAVATION AND EXPOSURE OF THE EXISTING BRICK MILL

CREEK INTERCEPTOR IS ANTICIPATED FOR THE

CONSTRUCTION OF THE PUMP STATION AND

INTERCEPTING CHAMBER. THE CONTRACTOR'S ENGINEER

SHALL DESIGN A SYSTEM TO KEEP THE EXISTING BRICK

MASONRY ARCH STABLE. IT IS ANTICIPATED THAT THE

EXISTING STRUCTURE IS CONSTRUCTED IN ROCK. THE

CONTRACTOR SHOULD ANTICIPATE EXCAVATIONS TO BE

EQUAL ON BOTH SIDES OF THE BRICK MASONRY ARCH SO

AS TO NOT CREATE AN UNBALANCED LOADING CONDITION.

SHEETING AND SHORING MAY BE REQUIRED ON THE

OPPOSITE SIDE OF THE BRICK MASONRY ARCH BETWEEN

THE EXISTING BUILDING TO ALLOW FOR THIS APPROACH.

NOTE: ITEMS DESIGNATED AS "NIC" INDICATES WORK THAT IS

NOT INCLUDED AS PART OF THIS CONTRACT.

NOTE: ITEMS DESIGNATED AS "NIC" INDICATES WORK THAT IS

NOT INCLUDED AS PART OF THIS CONTRACT.

NOTE: ITEMS DESIGNATED AS "NIC" INDICATES WORK THAT IS

NOT INCLUDED AS PART OF THIS CONTRACT.

NOTE: ITEMS DESIGNATED AS "NIC" INDICATES WORK THAT IS

NOT INCLUDED AS PART OF THIS CONTRACT.

NO. DATE APPD DESCRIPTION

1 08/03/26 MP ADDENDUM#01

S29

S28

6' - 0" MIN

3' - 3 1/4" ± (VIF)

(2' - 4" MIN)

2' - 5 1/2" ±

3' - 3 1/4" ±

EL. -14.50'

135.00°135.00°

90.00°

S L O

P E

D O

W N

S L O

P E

D O

W N

INVERT

TOP OF OPENING

2' -

7' - 2 1/4"

B E

A M

/W A

L L A

B O

V E

E X

T E

N T

S O

F C

O N

C R

E T

S29A

CONCRETE INLET

CHAMBER WALL BELOW

(TYP)

S35

Sim

STOPLOG

FRAME BY

OTHERS

(NIC) (TYP)

CONCRETE RIM

BY OTHERS (NIC)

(TYP)

EL. -9.40'

WALL HORIZ REBAR ABOVE

(SEE SECTION). EPOXY DOWEL

ONE END OF HORIZ BAR INTO

EXST CONCRETE WALL WITH

HILTI HIT-RE 500 V3 EPOXY

ADHESIVE OR APPROVED

EQUAL (6" MIN EMBED) (TYP)

S29

______________________5

S29

EL. 13.50'

EL. 15.50'

EL. 13.50'

EL. 12.50'

TOP OF INTERCEPTING

CHAMBER SLAB

TOP OF CONDUIT SLAB

TOP OF REMOVABLE

PRECAST PLANK

TOP OF EXST

CONCRETE SLAB

± (VIF)

S29A

CONCRETE WALLS

BELOW (TYP)

EXTENTS OF CONCRETE

TOP SLAB (TYP)

EXST INTERCEPTING

CHAMBER TO REMAIN (TYP)

S29

S28

2 1/2" ±

EL. -21.40'

EL. -17.40'

EL. -17.90'

TOP OF

FOUNDATION

BOTT OF OPENING

3' - 3 1/4" ±

6' - 0" MIN

3' - 3 1/4" ±

135.00° 135.00°

TOP OF FOUNDATION

EL. -17.40'

5' - 0"

STARTER WALL

W/ WATERSTOP

(SEE SECTION)

BOTT OF OPENING

TOP OF

FOUNDATION

EXTENT OF 30" THICK

MAT FOUNDATION

APPROXIMATE EXTENT

OF FOUNDATION

WALLS ABOVE

S29A

SIM

B A

R M

E A

S U

R E

O N

F U

L L S

S H

E E

T S

CHECKED

DRAWN

DESIGNED APPROVED

SCALE

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S28A

MFW INLET CHAMBER PARTIAL PLANS MAY 2026

STRUCTURALPHILADELPHIA WATER DEPARTMENT

PHILADELPHIA, PENNSYLVANIA

REPLACEMENT OF THE

42ND STREET PUMPING STATION

1700 MARKET STREET, SUITE 2130

PHILADELPHIA, PENNSYLVANIA 19103

3/8" = 1'-0"S28A

2 INLET CHAMBER PARTIAL SLOPED SLAB PLAN - EL. VARIES

3/8" = 1'-0"S28A

3 INLET CHAMBER PARTIAL TOP SLAB PLAN AT EL. 13.50'±

3/8" = 1'-0"S28A

1 INLET CHAMBER PARTIAL FOUNDATION PLAN AT EL. -17.90'±

SHEET NOTES

GENERAL

1. COORDINATE STRUCTURAL DRAWINGS WITH CIVIL, ARCHITECTURAL, AND MEP DRAWINGS.

2. SHEETING AND SHORING IS THE RESPONSIBILITY OF THE CONTRACTOR. THE CONTRACTOR SHALL SUBMIT SHEETING AND SHORING PLANS FOR REVIEW THAT

ARE SIGNED AND SEALED BY A PROFESSIONAL ENGINEER IN THE COMMONWEALTH OF PENNSYLVANIA.

3. DEWATERING IS THE RESPONSIBILITY OF THE CONTRACTOR. THE CONTRACTOR SHALL SUBMIT DEWATERING PLANS FOR REVIEW THAT ARE SIGNED AND

SEALED BY A PROFESSIONAL ENGINEER IN THE COMMONWEALTH OF PENNSYLVANIA. DEWATERING SHOULD BE EXPECTED DURING EXCAVATION.

4. IT IS ANTICIPATED THAT ROCK EXCAVATION SHOULD BE EXPECTED.

5. SEE MEP DRAWINGS FOR PUMP LOCATIONS AND MOUNTING REQUIREMENTS.

6. DO NOT PLACE CONDUITS WITHIN STRUCTURAL SLABS.

7. SEE DRAWINGS S1 THROUGH S10 FOR GENERAL NOTES AND TYPICAL DETAILS.

FOUNDATION

1. A GEOTECHNICAL INVESTIGATION REPORT HAS BEEN PROVIDED. FOUNDATION SIZING IS BASED ON THE RECOMMENDATIONS OF THE GEOTECHNICAL

REPORT.

2. MAT FOUNDATION SIZES ARE BASED ON ASSUMED FOUNDATIONS BEARING ON ROCK WITH A BEARING PRESSURE OF 20,000 PSF.

3. MICROPILE FOUNDATION SYSTEMS ARE ASSUMED TO BEAR ON ROCK WITH A COMPRESSIVE AND TENSILE CAPACITY OF 200 KIPS UNLESS NOTED OTHERWISE.

4. ROCK ANCHORS SHALL HAVE A MINIMUM UPLIFT CAPACITY OF 200 KIPS.

5. THE FOUNDATION SUBGRADE SHALL BE APPROVED BY THE INSPECTING GEOTECHNICAL ENGINEER PRIOR TO CONCRETE PLACEMENT. IF THE SUBGRADE

DOES NOT MEET THE DESIGN CAPACITY AS NOTED, SUBGRADE SHALL BE OVER-EXCAVATED AND BACKFILLED WITH PENNDOT 2A MATERIAL.

CAST-IN-PLACE CONCRETE

1. CONCRETE FOR BELOW GRADE PUMP STATION WALLS SHALL HAVE A XYPEX CRYSTALLINE ADDITIVE.

2. MEMBRANE WATERPROOFING SHALL BE APPLIED TO THE EXTERIOR OF THE PUMP STATION WALLS AND BOTTOM SLAB. SEE ARCHITECTURAL DRAWINGS.

3. PERIMETER FOUNDATIONS SHALL HAVE A BOTTOM OF FOOTING ELEVATION OF 3'-0" MINIMUM BELOW FINISHED GRADE.

DENOTES DIRECTION OF 18" THICK NORMAL WEIGHT CONCRETE SLAB WITH #7@10" BOTTOM AND #7@10" TOP, EACH WAY. S5

INLET CHAMBER NOTES:

GENERAL

1. ALL CONSTRUCTION AND SEQUENCING ACTIVITIES MUST BE APPROVED BY PWD.

2. CONTRACTOR SHALL SUBMIT SEQUENCING PLAN TO BE REVIEWED AND APPROVED BY THE DESIGN TEAM AND PWD.

3. CONTRACTOR SHALL SUBMIT SIGNED AND SEALED SHORING PLAN TO BE REVIEWED AND APPROVED BY THE DESIGN

TEAM AND PWD.

4. DETAILED SIGNED AND SEALED SHOP DRAWINGS OF ALL SUPPORT AND PROTECTION SYSTEMS SHALL BE PREPARED

INDICATING ALL WORK TO BE PERFORMED. SUBMIT THE SHOP DRAWINGS AND CALCULATIONS IN ACCORDANCE WITH

THE CONTRACT REQUIREMENTS.

5. SHEETING, SHORING AND BRACING SYSTEMS SHALL BE UNDERTAKEN BY SPECIALTY SUBCONTRACTORS SPECIALIZING IN SUCH SYSTEMS AND HAVING EXPERIENCE IN DESIGNING AND INSTALLING SUCH SYSTEMS UNDER SIMILAR CONDITIONS.

THE SPECIALTY SUBCONTRACTORS SHALL FURNISH EVIDENCE OF THE SUCCESSFUL DESIGN AND INSTALLATION OF

SIMILAR SYSTEMS COVERING A FIVE YEAR PERIOD.

6. RESPONSIBILITY FOR THE ENGINEERING, DESIGN AND IMPLEMENTATION OF ANY SHEETING, SHORING OR BRACING SYSTEMS, INCLUDING ALL APPURTENANCES SUCH AS TIEBACKS, RESTS SOLELY WITH THE CONTRACTOR AND HIS

ENGINEER.

CONSTRUCTION

1. INLET CHAMBER IS INTENDED TO BE CONSTRUCTED PRIOR TO TIE-IN DEMOLITION OF WALL AND BOTTOM SLAB OF

INTERCEPTING CHAMBER.

2. ANY EXCAVATIONS BELOW EXISTING BOTTOM OF INTERCEPTING CHAMBER MUST BE OBSERVED AND APPROVED BY

INSPECTING GEOTECHNICAL ENGINEER.

3. IT IS ANTICIPATED THAT THE EXISTING INTERCEPTING CHAMBER IS CONSTRUCTED ON BEDROCK. INSPECTING

GEOTECHNICAL ENGINEER MUST REVIEW AND APPROVE BEDROCK STABILITY TO VERIFY EXCAVATION CAN EXTEND

BELOW BOTTOM OF EXISTING FOUNDATION WITHOUT UNDERPINNING OR SHORING ACTIVITIES.

4. INLET CHAMBER IS DESIGNED TO SUPPORT PUMP STATION SIDE WALL AND SLAB TRIBUTARY AREA BETWEEN CENTER WALL AND PUMP STATION SIDE WALL OF INTERCEPTING CHAMBER. DOWELS MUST BE INSTALLED AND ALL CONCRETE

MUST REACH IT'S 28-DAY STRENGTH PRIOR TO DEMOLITION ACTIVITIES.

5. EXCAVATION UNDER INTERCEPTING CHAMBER SLAB MUST BE OBSERVED AND APPROVED BY INSPECTING GEOTECHNICAL ENGINEER. UNDERPINNING MAY BE REQUIRED AT BOTTOM SLAB DURING EXCAVATION.

6. CONTRACTOR SHALL ENSURE THAT EXISTING MILL CREEK INTERCEPTOR REMAINS STABLE.

NO. DATE APPD DESCRIPTION

1 08/03/26 MP ADDENDUM#01 2 0 2 4 6

3/8" =1' - 0"

2' - 0"

EL. -17.40'

EL. -9.40'

EL. 15.50'

EL. -21.40'

TOP OF SLAB

TOP OF OPENING

BOTT OF OPENING

TOP OF SLAB

CONSTRUCTION JOINT

W/ WATERSTOP (TYP)

CONCRETE WALL

(TYP)

OPENING SHALL HAVE

(3) #8 AT BOTTOM

WITH HOOKED IN VERT

BARS

4 1/2"

S34

SIM

9 1/2"

20 1/2"

30 x 18 CONCRETE BEAM

PARTIALLY INTEGRAL

WITH WALL WITH (5) #6

TOP AND BOTTOM, (2) #6

SIDE AND #4 TIES @ 12"

ON CENTER. SEE TYPICAL

DETAIL FOR H-20 HATCH

OPENING AT BEARING

LEDGE

SEE TYPICAL DETAIL H-20

HATCH OPENING AT

BEARING LEDGE

24" CONC WALL

WITH #8@12"

VERT AND

HORIZ REINF AS

FOLLOWS

BOT 1/3 - #8@6"

MID 1/3 - #8@8"

TOP 1/3 - #8@12"

S29A

S21

S29

2' - 0"

4' - 6"

2' - 0"

4' - 10 1/4"

1' - 0"

7' - 2 1/4"

2' - 0"

EL. -21.40'

EL. -17.40'

EL. -9.45'

EL. 15.50'

5' - 0"

1' - 0" 1' - 2 1/4"

TOP OF OPENING

BOTT OF OPENING

TOP OF SLAB

CONSTRUCTION JOINT

W/ WATERSTOP (TYP)

CONCRETE

SLAB (TYP)

HATCH OPENING

(SEE ARCH) (TYP)

CONCRETE SLAB

(SEE PLAN) (TYP)

S34

24" CONC WALL

WITH #8@12" VERT

AND

HORIZ REINF AS

FOLLOWS

BOT 1/3 - #8@6"

MID 1/3 - #8@8"

TOP 1/3 - #8@12"

12" CONC WALL

WITH #8@12" VERT

(HOOK IN VERT

BARS AT TOP AND

BOTTOM OF

OPENING) AND

HORIZ REINF AS

FOLLOWS

BOT 1/3 - #8@6"

MID 1/3 - #8@8"

TOP 1/3 - #8@12"

S29

6' - 0"

EL. -6.50'

TOP OF OPENING

EL. -10.25'

BOTT OF EXST SLAB

± (VIF)

CONCRETE BEAM BY

OTHERS (NIC)

APPROX EXTENTS OF

EXST FOUNDATION TO

BE DEMOLISHED

EXST MILL CREEK

INTERCEPTOR

(SEE CIVIL)

EXST CONCRETE

SLAB TO REMAIN (VIF)

EXST REMOVABLE

PRECAST PLANKS TO

REMAIN (VIF)

S35

STOPLOG BY OTHERS (NIC)

CONCRETE BEAM BY

OTHERS (NIC)

S30

SIM

CONTINUATION OF

INLET CHAMBER

BEYOND

S29A

S28

EL. -17.40'

1' - 6"

" EL. -1.75'

1' - 8" ± (VIF)

20' - 0" ± (VIF)

1' - 8" ± (VIF)

EL. -6.50'

24" CONC WALL

WITH #8@12"

VERT AND

HORIZ REINF AS

FOLLOWS

BOT 1/3 - #8@6"

MID 1/3 - #8@8"

TOP 1/3 - #8@12"

CONCRETE BEAM BY

OTHERS (NIC)

EXST CONCRETE SLAB

TO REMAIN (VIF)

EXST CONCRETE

WALL TO REMAIN

(TYP) (VIF)

EXST CONCRETE

FOUNDATION TO

REMAIN (TYP)

(VIF)

EXST CAST-IN

W-BEAM TO

REMAIN (VIF)

EXST CONCRETE

FOUNDATION BEYOND

TO REMAIN (TYP) (VIF)

TOP OF OPENING

1' - 8"

TOP OF OPENING

BOTT OF OPENING

CONDUIT INVERT

BOTT OF OPENING

TOP OF FOUNDATION

ASSUMED BEDROCK

FOUNDATION

OPENING

SHALL HAVE

(3) #8 AND

HOOKED IN

VERT BARS

EL. -8.84'

S35

SIM

/9 S29SEE

± (VIF)

EL. -14.50'

EL. -17.90'

S29A

SIM

S34

SIM

S29

1' - 0" ± (VIF) CONCRETE RIM BY

OTHERS (NIC)

EXST MILL CREEK

INTERCEPTOR

BEYOND (SEE…

This is the start of the file's text. The full file is on GovTribe.

File details come from the government source that posted it. Updated Oct 28, 2026.