HomeMy WebLinkAbout88 NUTMEG RDQ
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CONCRETE PAD AND ROOF STRUCTURE
LIST OF DRAWINGS
SHEET NO.
SHEET TITLE
COVER
C-101
EXISTING SITE PLAN
C-102
PROPOSED SITE PLAN
C-103
SITE DETAILS
S-001
STRUCTURAL GENERAL NOTES
S-101
STRUCTURAL FOUNDATION AND ROOF PLANS
S-201
STRUCTURAL WALL ELEVATIONS
S-301
STRUCTURAL SECTIONS AND DETAILS SHEET 1 OF 2
S-302
STRUCTURAL SECTIONS AND DETAILS SHEET 2 OF 2
PROJECT NO: E5012 001
SEPTEMBER, 202
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LOCATION MAP
NO SCALE
PREPARED BY:
Tighe&Bond
Engineers I Environmental Specialists
PREPARED FOR:
EVOQUA WATER TECHNOLOGIES
88 NUTMEG ROAD -SOUTH
SOUTH WINDSOR,
CONNECTICUT
ne� CC)
SCCP
DECEIVED
SEP 2 8 2022
South Windsor Buiiding Dept
,,s Cenifleo u•.. tn,o pion one �peertrc �a:...., •� trt
vies of the proposed building or alttrael-+nx to t+
rooted as
wgethor with amendments stated In application ��.
'lied with plea and I agree to comply with all zorrrt
luiiding and etato laws and such orders as r4,.4 �-
.ssued by the Qullding Departx."ont during penoe,rc,
.t th19 application and finol Isatta"00 at e
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.onditionally Apptrotre6 Thes-
ISSUED FOR CONSTRUCTION
COMPLETE SET 9 SHEETS
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CURBING AND PAVEMENT
M COEALTy
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SAWCUT EXISTING
PAVEMENT 1 si �O7'15, E
24' WIDE DRIVE
SAWCUT EXISTING
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2" TREE REMOVE EXISTING
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PAVEMENT
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NOTE:
M. G REAL Ty I
1. NO SURVEY WAS PERFORMED AND BASE MAP WAS DEVELOPED USING DRAWINGS TITLED 407 3
"U.S. FILTER ADDITION AND RENOVATIONS", SHEET 2, PREPARED BY DESIGN
PROFESSIONALS, INC., DATED APRIL 22, 1996 AND "NUTMEG COMMERCIAL CENTRE", SHEET
8, PREPARED BY FUSS & O'NEILL, INC., DATED DULY 1987.' I
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SCALE: 1" = 20'
CONNF�
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09/1 t20
Chemical
Storage Tank
Concrete Pad &
Roof Structure
Evoqua Water
Technologies
South Windsor,
Connecticut
0
9/26/2022
ISSUED FOR CONSTRUCTION
MARK
DATE
DESCRIPTION
PROJECT NO:
E5012-001
DATE:
11/13/2018
FILE: E5012-001-C-101.dwg
DRAWN BY:
D.BISHOP
CHECKED:
TG
APPROVED:
CSF
EXISTING
SITE PLAN
SCALE: AS NOTED
C-101
SHEET 2 OF 9
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(20) EXISTING PARKING
SPACES TO REMAIN
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1illrDER\v iOU.Ci 1r.0 V/ERln:V E rA�R EA
TOTAL SITE AREA
= 123,804 SF
EXISTING BUILDING AREA
= 31,235 SF
EXISTING IMPERVIOUS AREA
= 55,920 SF
EXISTING TOTAL IMPERVIOUS
= 87,155 SF (70.4%)
EXISTING OPEN SPACE
= 36,649 SF (29.6%)
PROPOSED NEW IMPERVIOUS
= 982 SF
PROPOSED IMPERVIOUS REMOVAL
= 1,711 SF
TOTAL PROPOSED IMPERVIOUS
= 86,426 SF (69.8%)
PROPOSED OPEN SPACE
= 37,378 SF (30.2%)
7nNINr- TARE
ZONING DISTRICT:
INDUSTRIAL ZONE
DIMENSIONAL REQUIREMENTS: REQUIRED EXISTING
PROVIDED
SETBACKS: FRONT YARD 35 FT 76 FT
76 FT
SIDE YARD
10 FT 42 FT
42 FT
BACK YARD
25 FT 78 FT
78 FT
MIN LOT AREA
30,000 SF 123,804 SF
123,804 SF
MAX IMPERVIOUS COVERAGE 65% 70.4%
69.8%
MAX LOT COVERAGE
50% 25%
25%
MIN OPEN SPACE
50% 29.6%
30.2%
PARKING REQUIREMENTS:
WAREHOUSE USE:
1 SPACE PER 1,250 GROSS SQUARE FEET OF FLOOR AREA
1 SPACE PER EMPLOYEE DURING TYPICAL SHIFT
EXISTING WAREHOUSE
= 31,235 GSF
REQUIRED PARKING
= 31,235 GSF X 1 SPACE PER 1,250 GSF = 25 SPACES
= 13 EMPLOYEES X 1 SPACE PER EMPLOYEE = 13 SPACES
= 38 TOTAL SPACES REQUIRED
EXISTING PARKING
= 30 TOTAL
PROPOSED PARKING
I
= 38 SPACES
I
LOAM AND SEED
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PARKING S+ALL STRIPING TO BE
4" WHITE LINE (TYP.)
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09/277i20 , IA
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Chemical
Storage Tank
Concrete Pad &
Roof Structure
Evoqua Water
t:u I I IUIUy I
South Windsor,
Connecticut
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_ BI TUI.O.. IN�U. .S... .P. A ED.. _ AREA
... ...
- - — YARD YARD I I 0 9/26/2022 ISSUED FOR CONSTRUCTION
00' 4/5.MARK DATE DESCRIPTION
�
_ ( PROJECT NO: E5012-001
(10) EXISTING PARKING
N 65 pj"/ — _ _ _ — _ ` — SPACES TO REMAIN DATE: 11/13/2018
_ _ I FILE: E5012-001-C-102.dwg
DRAWN BY: D.BISHOP
_ I CHECKED: TG
APPROVED: CSF
NOTES: 3. ROOF GUTTER SYSTEM TO BE TIED INTO EXISTING SITE DRAINAGE.
1. NO SURVEY WAS PERFORMED AND BASE MAP WAS DEVELOPED USING DRAWINGS TITLED 4. ZONING INFORMATION OBTAINED FROM "TOWN OF SOUTH WINDSOR ZONING // G
"U.S. FILTER ADDITION AND RENOVATIONS", SHEET 2, PREPARED BY DESIGN REGULATIONS", DATED MARCH 27, 2022 AND "TOWN OF SOUTH WINDSOR ZONIN`6)M8-P',y
PROFESSIONALS, INC., DATED APRIL 22, 1996 AND "NUTMEG COMMERCIAL CENTRE", SHEET DATED 2018. - -
8, PREPARED BY FUSS & O'NEILL, INC., DATED JULY 1987.'
5. ON APRIL 4, 1996, APPLICATION #2316-96 WAS APPROVED AND A VARIANCE OF SECTION
2. SUMP PITS IN EACH CONTAINMENT ZONE TO BE MANUALLY PUMPED OUT AND DISPOSED OF 10.2 OF THE ZONING BYLAW WAS GRANTED TO ALLOW 70% IMPERVIOUS COVERAGE ON THE I
AS REQUIRED BY CTDEEP. PROPERTY LOCATED AT 88 NUTMEG ROAD SOUTH.
0 20' 40'
SCALE: 1" = 20'
PROPOSED
SITE PLAN
SCALE: AS NOTED
C-102
SHEET 3 OF 9
POST
CONCRETE F]
GATE POST
PORTLAND
CEMENT CONCRETE
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21'
POST TOP
CHAIN LINK FABRIC,
TOP SELVAGE
v-CORNER ARM F TWISTED
450 B/W ARM
RAIL TIE
1.66" OD
BRACE RAIL
OTTOM SELVAGE
KNUCKLED
(3) STRANDS OF BARBED WIRE,
EA CONSISTING OF
LINE WIRE W/ 4 PT
LINE POE
LINE F
" I I 11 I I 11
TURNBUCKLE ADJUSTABLE
III TRUSS ROD
III TENSION BAR I I I I I I I I B�' ��f11L I I N
III I I I I I I I I�� I III �•
I I PORTLAND I I I
CEMENT CONCRETE
LJ I I u I I u I (PER MASS. HIGHWAY DEPT. I u
J L_ J L_ J STANDARD SPECIFICATION) L_ J
ROUND END &
��nnlrn n�rr
10'-0" MAX. SPACING
NOTES:
1. FOOTING WIDTH TO BE (4)X POST WIDTH.
NOTES:
1. FOOTING WIDTH TO BE (4)X POST WIDTH.
2. GATES MAY BE MANUALLY OPERATED.
FLC
WORK
PLAN
CHAIN LINK FENCE
NO SCALE
GATE ELEVATION
DOUBLE SWING GATE
NO SCALE
)D STAKES*-TYP.
AREA TO BE PROTECTED
STRAW WATTLES
OR MULCH LOGS
211x2"x2'-011 —
WOOD STAKES
FOR WATTLES*
M
WORK ZONE a,
ERROSION CONTROL BARRIER
NO SCALE
*-STAKES TO BE SPACED AT 4-5'
O.C. STAGGER STAKES BETWEEN
STRAW WATTLES AND SILT FENCE
SECTION
AREA TO BE
PROTECTED
DNCRETE FILLED
4TE POST
FAIN LINK FABRIC
ATE LATCH WITH
:OVISION FOR
kDLOCK
9" SQ GATE FRAME
YP 4 SIDES)
- 2 1/2"
20" AT
GATE POST
CONTAINMENT BASE
SLAB AND WALL
6" 3'-0"
W.W.F. 6x6 W4xW4
2" TYPE VI XPS RIGID
INSULATION BOARD -
4" CONC. SIDEWALK
811 PROCESSED
GRAVEL SUB -BASE
NOTES:
1. WALK TO HAVE 1/4" RADIUS TOOLED DUMMY JOINT 1/4 OF THE
THICKNESS OF THE SIDEWALK IN DEPTH EVERY 5 L.F. OF WALK.
2. WALK TO HAVE 1/2" WIDE NON -EXTRUDING PREFORMED
EXPANSION JOINT EVERY 20 L.F. OF WALK.
CONCRETE SIDEWALK
NO SCALE
BITUMINOUS
CONCRETE
TOP COURSE
BITUMINOUS
CONCRETE
BINDER & BASE
PROCESSED —�
GRAVEL BASE
MODIFIED BITUMINOUS
BERM -TYPE "A"
NO SCALE
NIP! .&�_ n-w_.r
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Engineers I Environmental Specialists
•,�SEL H04 . T/0
29737
09/27/20
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CENS
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)9/27/ 0221m1IU
Evoqua Water
Technologies
South Windsor,
Connecticut
0
9/26/2022
ISSUED FOR CONSTRUCTION
MARK
DATE
DESCRIPTION
PROJECT NO:
E5012-001
DATE:
11/13/2018
FILE: E5012-001-C-103.dwg
DRAWN BY:
D.BISHOP
CHECKED:
TG
APPROVED:
CSF
SITE DETAILS
SCALE: AS NOTED
C-103
SHEET 4 OF 9
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GENERAL
G1 STRUCTURAL WORK SHALL CONFORM TO MASSACHUSETTS STATE BUILDING CODE, LATEST EDITION,
INCLUDING MOST RECENT ADDENDA, AND CONTRACT DOCUMENTS. IN CASE OF CONFLICT, MOST
STRINGENT REQUIREMENT SHALL GOVERN.
G2 CONTRACTOR SHALL VERIFY AND COORDINATE DIMENSIONS RELATED TO THIS PROJECT.
G3 CONTRACTOR SHALL EXAMINE DRAWINGS FOR ALL TRADES FOR THE VERIFICATION OF LOCATION
AND DIMENSIONS OF ALL CHASES, INSERTS, OPENINGS, SLEEVES AND OTHER PROJECT
REQUIREMENTS NOT SHOWN ON THE STRUCTURAL DRAWINGS.
G4 PROVIDE CAULKING AT ALL CONTROL JOINTS. PROVIDE COMPRESSIBLE FILLER AND SEALANT AT ALL
EXPANSION AND ISOLATION JOINTS.
G5 PROVIDE PREMOLDED JOINT FILLER WHERE SLABS ON GRADE ABUT WALLS AND COLUMNS.
REINFORCEMENT
R1 DETAILING, FABRICATION, AND ERECTION OF REINFORCEMENT, UNLESS OTHERWISE NOTED, SHALL
CONFORM TO ACI "BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE (ACI 318)"
AND ACI "MANUAL OF STANDARD PRACTICE FOR DETAILING REINFORCED CONCRETE STRUCTURES
(ACI 315)", LATEST EDITION.
R2 STEEL REINFORCEMENT UNLESS OTHERWISE SHOWN SHALL CONFORM TO ASTM A615 GRADE 60
KATKITNAI IAA /VTCI 11 STRENGTH
ff1 r\rin nC`T,
I"IllVll"IVI"1 lT1CLV JIRCIVVI(-1 - VV,VVV r�i).
R3 WELDED WIRE FABRIC REINFORCEMENT SHALL CONFORM TO: ASTM A185.
R4 PROVIDE AND SCHEDULE ON SHOP DRAWINGS, ALL NECESSARY ACCESSORIES TO HOLD REINFORCEMENT
SECURELY IN POSITION: MINIMUM REQUIREMENTS SHALL BE: HIGH CHAIRS, 4'-0" ON CENTER, #5
SUPPORT BAR FOR HIGH CHAIRS, SLAB BOLSTERS, 3'-6" ON CENTER, ALL WIRE CHAIRS AND BOLSTERS TO
BE PLASTIC TIPPED.
R5 THE CONCRETE PROTECTIVE COVERING FOR REINFORCEMENT SHALL BE AS FOLLOWS, UNLESS OTHERWISE
SHOWN BUT IN NO CASE SHALL THE COVER BE LESS THAN THE BAR DIAMETER:
(A) CAST -IN -PLACE CONCRETE.
EXPOSED TO EARTH,
NOT EXPOSED TO EARTH,
WATER, OR WEATHER
WATER, OR WEATHER
(A) SLAB ON GRADE
3 INCHES
2 INCHES
(B) COLUMN TIES
2 INCHES
1 1/2 INCHES
(C) COLUMN MAIN REBARS
2 1/2 INCHES
2 INCHES
(D) BEAM STIRRUPS
2 INCHES
1 1/2 INCHES
(E) BEAM MAIN REBARS
2 1/2 INCHES
2 INCHES
(F) SLAB'S #3 TO #5 INCL'S
1 1/2 INCHES
3/4 INCHES
(G) SLABS #6 TO #11 INCL'S
2 INCHES
3/4 INCHES
(H) WALL #11 BAR OR SMALLER
2 INCHES
3/4 INCHES
(I) NOTE: MAXIMUM DEVIATION FROM THESE REQUIREMENTS SHALL BE +1/4" FOR SECTIONS
TEN (10) INCHES OR LESS, AND +1/2" FOR SECTIONS OVER TEN (10) INCHES THICK.
R6 WHERE CONTINUOUS BARS ARE CALLED FOR THEY SHALL BE RUN CONTINUOUSLY AROUND CORNERS AND
LAPPED AT NECESSARY SPLICES OR HOOKED AT DISCONTINUOUS ENDS.
R7 WHERE REINFORCEMENT IS NOT SHOWN ON DRAWINGS, PROVIDE REINFORCEMENT IN ACCORDANCE
WITH APPLICABLE TYPICAL DETAILS OR SIMILAR TO THAT SHOWN FOR MOST NEARLY SIMILAR SITUATIONS,
AS DETERMINED BY THE ENGINEER. IN NO CASE SHALL REINFORCEMENT BE LESS THAN MINIMUM
REINFORCEMENT PERMITTED BY THE APPLICABLE CODES, NOR LESS THAN THE FOLLOWING:
(A) BEAM STIRRUPS-#3 @ 12" OC
(B) BEAM STIRRUP SUPPORTS-1-#5 @ EACH STIRRUP BEND
(C) FACE REINFORCEMENT IN BEAMS OR PORTIONS OF BEAMS-#4 @ 12" EF
(D) STRUCTURAL SLABS-.0028 GROSS CONCRETE AREA IN EACH DIRECTION
(D) STRUCTURAL WALLS-.0028 GROSS CONCRETE AREA IN EACH DIRECTION
R8 WHERE REINFORCEMENT IS CALLED FOR IN SECTION, REINFORCEMENT IS CONSIDERED TYPICAL
WHEREVER THE SECTION APPLIES.
R9 REINFORCEMENT SHALL BE CONTINUOUS THROUGH ALL CONSTRUCTION JOINTS UNLESS OTHERWISE
INDICATED ON THE DRAWINGS.
R10 WELDED WIRE FABRIC SHALL LAP 12" OR TWO SPACES, WHICHEVER IS LARGER, AND SHALL BE WIRED
TOGETHER.
R11 REINFORCEMENT COUPLER SPLICES SHALL BE MECHANICAL DEVICES CAPABLE OF TRANSMITTING THE
ULTIMATE TENSILE AND COMPRESSIVE STRENGTH OF THE BAR.
R12 INSTALLATION OF REINFORCEMENT SHALL BE COMPLETED AT LEAST 24 HOURS PRIOR TO SCHEDULED
CONCRETE PLACEMENT. NOTIFY ENGINEER OF COMPLETION AT LEAST 24 HOURS PRIOR TO SCHEDULED
COMPLETION OF PLACEMENT OR REINFORCEMENT.
R13 REINFORCEMENT SHALL BE SET BEFORE PLACING CONCRETE. SETTING ANY REINFORCEMENT
INTO WET CONCRETE IS PROHIBITED.
FOUNDATIONS
F1 NO CONCRETE SHALL BE PLACED IN WATER OR ON FROZEN GROUND.
F2 BOTTOM OF FOUNDATION ELEVATIONS GIVEN ON PLANS ARE TO BE CONSIDERED MINIMUM DEPTHS.
CONTRACTOR SHALL HAVE FURTHER EXCAVATION AS REQUIRED TO REACH GOOD BEARING.
F3 ALL EXCAVATIONS FOR FOOTINGS SHALL BE FINISHED BY HAND FOR THE LAST 611.
F4 ALL FINISHED EXCAVATIONS SHALL BE INSPECTED BY THE ENGINEER BEFORE ANY CONCRETE IS PLACED.
F5 ALL BACKFILL UNDER OR ADJACENT TO ANY PORTION OF THE STRUCTURES SHALL BE COMPACTED IN 6"
LIFTS. SEE SPECIFICATIONS.
F6 REMOVE UNSUITABLE FILL AND/OR IMPROVE THE SUBGRADE PER SPECIFICATION REQUIREMENTS.
BACKFILL WITH COMPACTED STRUCTURAL (GRANULAR) FILL UP TO THE UNDERSIDE OF THE BUILDING SLABS.
SEE SPECIFICATIONS.
ROUGH CARPENTRY
R1 INSTALL SHEATHING PERPENDICULAR TO ROOF DECKING.
R2 PROVIDE STAGGERED JOINTS IN PLYWOOD, PARALLEL TO ROOF DECKING.
R3 FASTEN ROOF SHEATHING TO ROOF DECK WITH #10 DRILL POINT FLAT HEAD SCREW 12" ON
CENTER AND 6" ON CENTER AT SHEATHING JOINTS.
CONCRETE
C1 CONCRETE WORK SHALL CONFORM TO THE LATEST EDITIONS OF THE BUILDING CODE REQUIREMENTS FOR
REINFORCED CONCRETE (ACI 318), AND SPECIFICATIONS FOR STRUCTURAL CONCRETE FOR BUILDING
(ACI 301).
C2 CONCRETE SHALL BE CONTROLLED CONCRETE, PROPORTIONED, MIXED AND PLACED UNDER THE
SUPERVISION OF AN APPROVED CONCRETE TESTING AGENCY OR THE ENGINEER.
C3 CONCRETE SHALL BE NORMAL WEIGHT CONCRETE AND SHALL HAVE A COMPRESSIVE STRENGTH OF 4500
PSI AT 28 DAYS, UNLESS OTHERWISE NOTED AND SHALL BE AIR ENTRAINED (SEE SPECS)
C4 THE USE OF CONSTRUCTION JOINTS WHERE SHOWN ON THE DRAWINGS IS MANDATORY. OMISSIONS;
ADDITIONS OR CHANGES SHALL NOT BE MADE EXCEPT WITH THE SUBMISSION OF A WRITTEN REQUEST
TOGETHER WITH DRAWINGS OF THE PROPOSED JOINT LOCATIONS FOR APPROVAL OF THE STRUCTURAL
ENGINEER.
C5 WHERE CONSTRUCTION JOINTS ARE NOT SHOWN, DRAWINGS SHOWING LOCATION OF CONSTRUCTION
JOINTS AND CONCRETE PLACING SEQUENCE SHALL BE SUBMITTED TO THE ENGINEER FOR APPROVAL
PRIOR TO PREPARATION OF THE REINFORCEMENT SHOP DRAWINGS.
C6 CONCRETE SLABS SHALL BE CAST SO THAT THE SLAB THICKNESS IS AT NO POINT LESS THAN THAT
INDICATED ON THE DRAWINGS.
C7 CONCRETE SLABS AND WALLS SHALL BE CAST ALTERNATELY OR IN A CHECKERBOARD FASHION SO THAT
ADJACENT SECTIONS ARE PLACED NO SOONER THAN THREE DAYS APART. AT LEAST TWO DAYS MUST
ELAPSE AFTER PLACING CONCRETE IN WALLS BEFORE PLACING FLOOR SYSTEM SUPPORTED THEREON.
C8 CONCRETE SHALL BE PLACED WITHOUT HORIZONTAL CONSTRUCTION JOINTS EXCEPT WHERE SHOWN OR
NOTED.
C9 EXPOSED EDGES OF CONCRETE ELEMENTS SHALL HAVE CHAMFERED CORNERS.
C10 ONLY CRITICAL CONSTRUCTION JOINTS ARE SHOWN. SEE SPECIFICATIONS FOR REQUIRED MAXIMUM
SPACING OF CONSTRUCTION JOINTS.
BAR SIZE
DESIGNATION
DEVELOPMENT
LENGTH
(INCHES)
SPLICE LENGTH
(INCHES)
ENGLISH
Ld
CLASS B
CLASS B
TOP BARS
#3
15
19
25
#4
19
25
33
#5
24
31
40
#6
29
37
48
#7
42
54
70
#8
48
62
81
#9
54
70
91
#10
61
79
103
REBAR SPLICE LENGTH SCHEDULE
NOTES:
1. IF CLEAR SPACING BETWEEN THE REBARS IS LESS THAN THREE BAR
DIAMETERS, OR IF COVER IS LESS THAN TWO BAR DIAMETERS,
INCREASE THE SPLICE LENGTH BY AN ADDITIONAL 50%.
2. IF EPDXY COATED REBAR IS USED, INCREASE THE SPLICE
LENGTH BY AN ADDITIONAL 50%.
3. IF LIGHTWEIGHT CONCRETE IS USED, INCREASE THE SPLICE
LENGTH BY AN ADDITIONAL 30%.
4. THE MINIMUM REBAR SPLICE LENGTH SCHEDULE IS BASED
ON F'c= 4,000 PSI AND Fy= 60,000 PSI. ADJUST FOR
OTHER STRENGTHS USING ACI-318.
S. FOR HORIZONTAL REINFORCEMENT SO PLACED THAT MORE
THAN 12 INCHES OF FRESH CONCRETE IS CAST IN THE MEMBER
BELOW, INCREASE THE DEVELOPMENT LENGTH BY AN
ADDITIONAL 30%.
6. WHEN BARS OF DIFFERENT SIZE ARE LAP SPLICED, THE SPLICE
LENGTH SHALL BE THE LARGER OF EITHER THE DEVELOPMENT
LENGTH OF THE LARGER BAR OR THE SPLICE LENGTH OF THE
SMALLER BAR.
CHEMICAL RESISTANT
WATERSTOP (REQUIRED
AT WA
TYPICA,
SPLICE
LENGTH
U' BARS -SAME SIZE &
SPACING AS WALL/SLAB
REINFORCING (TYPICAL
ALL SIDES OF OPENING)
INTERRUPTED
BAR (NOTE 1)
ADDITIONAL
BAR (NOTE 2)
ROUGHEN SURFACE OF SLA
#4 BARS AT 12" OC, EW
s" CHAMFER
(TYP)
NOTE:
COORDINATE THE SIZE OF THE TANK PAD
WITH THE TANK SHOP DRAWING
T/6 < 3" MAX.
f\LVLL I VVl 1 I I f\\JLJ
& SEALANT (BOTH SIDES
WALLS ONLY)
CONSTRUCTION JOINT
NO SCALE
W + 2(Ld
(NOTE 3)
TANK PAD DETAIL
NO SCALE
#5 BAR x 5'-0" EACH FACE
(ALL CORNERS OF OPENING)
ADDITIONAL
BAR (NOTE 2)
M
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WHERE NOT POSSIBLE
TO MAINTAIN SPECIFIED
DISTANCE PAST
OPENING, HOOK
REINFORCING BARS
NOTES:
1. FOR SLAB OR WALL APPLICATION WITH A CONCRETE THICKNESS
LESS THAN 12 INCHES, 180° OR 90°, HOOK BARS MAY BE USED
IN LIEU OF ' U' BARS.
2. PROVIDE ADDITIONAL BARS USING NOT LESS THAN ONE HALF OF
INTERRUPTED BARS AT EACH SIDE OF OPENING AT 3" ON CENTER.
3. FOR TOP BARS IN SLAB, INCREASE DEVELOPEMENT LENGTH BY 30%
TYPICAL REINFORCING AT
OPENINGS IN CONCRETE WALLS AND SLABS
NO SCALE
SLAB ON GRADE
C�
CHEMICAL RESISTANT
WATERSTOP REQUIRED
AT ALL JOINTS /� REGLET WITH BACKER
/ ROD & SEALANT
REGLET WITH BACKER
ROD & SEALANT
NOTE:
CONCRETE IS PLACED MONOLITHICALLY
ON BOTH SIDES OF ALL CONTRACTION
JOINTS
CONCRETE WALL CONTRACTION JOINT
NO SCALE
SPLICE
LENGTH
U' BARS -SAME SIZE &
SPACING AS WALL/SLAB
REINFORCING (TYPICAL
ALL SIDES OF OPENING)
INTERRUPTED
BAR (NOTE 1)
ADDITIONAL
BAR (NOTE 2)
D + 2(Ld)
(NOTE 3)
#5 BAR x 5'-0" EACH FACE
(ALL CORNERS OF OPENING)
ADDITIONAL
BAR (NOTE 2)
M
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WHERE NOT POSSIBLE
TO MAINTAIN SPECIFIED
DISTANCE PAST
OPENING, HOOK
NOTES: REINFORCING BARS
1. FOR SLAB OR WALL APPLICATION WITH A CONCRETE THICKNESS
LESS THAN 12 INCHES, 180° OR 90°, HOOK BARS MAY BE USED IN
LIEU OF ' U' BARS.
2. PROVIDE ADDITIONAL BARS USING NOT LESS THAN ONE HALF
OF INTERRUPTED BARS AT EACH SIDE OF OPENING AT 3" ON
CENTER.
3. FOR TOP BARS IN SLAB, INCREASE DEVELOPEMENT LENGTH BY 30%.
TYPICAL REINFORCING AT
OPENINGS IN CONCRETE WALLS AND SLABS
NO SCALE
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Concrete Pad &
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Evoqua Water
Technologies
South Windsor,
Connecticut
0
9/26/2022
ISSUED FOR CONSTRUCTION
MARK
DATE
DESCRIPTION
PROJECT NO:
E5012-001
DATE:
11/13/2018
FILE: E5012-001-S-001.dwg
DRAWN BY:
D.BISHOP
CHECKED:
TG
APPROVED:
CSF
STRUCTURAL
GENERAL NOTES
SCALE: AS NOTED
S-001
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TOP OF 12" BASE SLAB AT
EL. 72.50, SEE FLOOR
TOPPING PLAN FOR FLOOR
SLOPE REQUIREMENTS
FOR CORNER WALL PIER
REINFORCING SEE TYPICAL
DETAIL ON DRAWING S-302
(TYP. 4 PLACES)
TOP OF WALL
AT EL. 79.50'
TOP OF TANK PAD
AT EL. 73.00'
N
co 3'-0" WIDE
r' SIDEWALK
AT EL. 72.50
(TYP)
CONTROL JOINT
IN WALLS ONLY
(EAST, WEST
AND CENTER)-4
18'-6"
V-6" SQ. SUMP,
BOTT. AT EL. 71.17'
A SE- 3 017(TYP. FOR 2)
S-301 TOP OF WALL
AT EL. 79.50'-,
L
10"
(TYP.)
B
S-301
C
3 C
16'-6" 9TI
FOR CENTER WALL PIER
REINFORCING SEE TYPICAL
DETAIL ON DRAWING S-302 T-0" WIDE SIDEWALK
(TYP. 2 PLACES) AT EL. 72.50
TOP OF WALL (TYP)
////—AT EL. 76.50'
I
9,000 GAL
STORAGE TANK
10"
(TYP.)
TOP OF 12" BASE SLAB AT
EL. 72.50, SEE FLOOR
TOPPING PLAN FOR FLOOR
SLOPE REQUIREMENTS
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AT EL. 73.00'
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Engineers I Environmental Specialists
1'-6" SQ. SUMP,
BOTT. AT EL. 71.17' B C
(TYP. FOR 2)
18'-6" 16'-6"
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EDGE OF BASE
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- - - - -
- - - - -
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-
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FOR TYPICAL SIDEWALK
TOP OF WALL
TOP OF WALL
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FOR TYPICAL BASE
EL.72.88
EL.72.91 EL.72.88
EL.72.88 EL.72.91 EL.72.88
DETAIL AND REQUIREMENTS
AT EL. 79.50' AT EL. 76.50'
PLATE AND ANCHOR -
SEE CIVIL DRAWING C-103 611
36'-6"
611 BOLT PATTERN SEE
H
\
DETAILS ON DWG S-302
30'-0" rb
37'-6"
(TYPICAL 6 PLACES)
(BASE SLAB)
/��
77
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\�ICONSTRUCTION
EXISITING BUILDING JOINT IN
EXISTING BUILDING
`-EDGE OF EXISTING
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EDGE OF BASE
SLAB
BASE SLAB AND WALLS
FOUNDATION PLAN
FLOOR TOPPING PLAN
NOTES: 1/4" = 1'-0"
LEGEND 1/4" = V-0"
1. FOR TYPICAL CONSTRUCTION AND CONTROL JOINT DETAILS SEE
INDICATES DIRECTION OF FLOOR SLOPE (1/8"/FT MIN.)
DRAWING S-001.
2. ALL CONSTRUCTION AND CONTROL JOINTS SHALL BE COMPLETE
WITH CHEMICAL RESISTANT WATERSTOPS.
CLOSURE STRIP
h
0.1 �
C1,
o
EXTEND METAL DECK TO
PROVIDE 4" OVERHANG FROM
CENTERLINE OF FRAMING.
TYPICAL ALL 4 SIDES.
N
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EAVE FLASHING
B C STANDING SEAM
/ 18'-6" 16'-6" METAL ROOFING ROOF EAVE TRIM � //«
ROOFING FELT
G I -' — W >:— 5/8" EXTERIOR GRADE
CDX PLYWOOD
� �h I rnh GUTTER AND DOWNSPOUTS , �4) TOP OF STEEL ON
COLUMN LINE 2 1 1/2", 22 GAGE METAL
AT EL. 91.00' DECKING, SECURE TO
o o ROOF BEAMS PER MANUF
8x15 =� _� _ -- _� — — — — — — — W8x15 — — �— — — — - METAL FASCIA RECOMMENDATIONS
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j L5x5x7/16 VERT. j I STANDOFF CLIPS
I K-STYLE BRACING
I i I W8 ROOF BEAM
40
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"- z z TO MATCH RAKE FACIA
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j L6x6x5/16 VERT. w w j l STANDING SEAM
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o � X-BRACING o
ROOF RAKE TRIM ROOFING FELT
do do i I 5/8" EXTERIOR GRADE
CDX PLYWOOD
L5x5x7/16 VERT. ! i I TOP OF STEEL ON
X-BRACING I COLUMN LINE "1"
AT EL. 91.75 DECKING, SECURE TO METAL
ROOF BEAMS PER MANUF
' - - METAL FASCIA RECOMMENDATIONS
— — — — — — — W8x15 — — . _�_ — . !_ —! — '— — — — W8x15 — — — — —
�� PROVIDE FASCIA
+RS +RS c'+ STANDOFF CLIPS
F
ROOF FRAMING PLAN W10 ROOF BEAM
1/4" = 1'-0" CONTINUOUS DRIP EDGE
NOTES: -
FLASHING
1. TOP FLANGE OF W8x15 ROOF BEAMS TO MATCH ROOF SLOPE TO
FULL SUPPORT ROOF PANELS. SECTION H
2. TOP OF COLUMNS TO BE HELD SHORT BY 1/2" TO AVOID CONTACT NO SCALE --
WITH UNDERSIDE OF ROOF PANELS.
STANDING SEAM
METAL ROOFING
ROOFING FELT
5/8" EXTERIOR GRADE
CDX PLYWOOD ----
1 1/2", 22 GAGE METAL
DECKING, SECURE TO
ROOF BEAMS PER MANUF
RECOMMENDATIONS
PROVIDE FASCIA
STANDOFF CLIPS
W8 ROOF BEAM ��
CONTINUOUS DRIP EDGE
FLASHING, PROVIDE LENGTH
TO MATCH RAKE FACIA
SECTION G
NO SCALE --
GUTTER HANGERS
PER GUTTER MANUF.
RECOMMENDATIONS
GUTTER SYSTEM
METAL FASCIA
0 2' 4' 8'
SCALE: 1/4" = V-0"
Chemical
Storage Tank
Concrete Pad &
Roof Structure
Evoq ua Water
Technologies
South Windsor,
Connecticut
0 19/26/2022 1 ISSUED FOR CONSTRUCTION
MARK DATE DESCRIPTION
PROJECT NO: E5012-001
DATE: 11/13/2018
FILE: E5012-001-S-101.dwg
DRAWN BY: D.BISHOP
CHECKED: TG
APPROVED: CSF
STRUCTURAL
FOUNDATION AND ROOF
PLANS
SCALE: AS NOTED
S-101
SHEET 6 OF 9
Tighe&Bond
Engineers I Environmental Specialists
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TOP OF STEEL
EL, 91.00'
TOP OF WALL
EL. 76.50
EXISTING
BUILDING
/o-
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,
FOR TYPICAL BRACING
CONNECTION AT COLUMN
TO BASE PLATE CONN.,
SEE DETAIL 1
S-301
16'-6"
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9,000 GAL
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I
I I
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I
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ACCESS LADDER
I
L- - - - - - - - - - - - - - - - - -
CONSTRUCTION JOINT
BASE SLAB AND WALL
N
L_
FOR K-BRACING
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SEE DETAIL 3
S-301
13,000 GAL
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I
FRP CROSSOVER
ACCESS LADDERS
NORTH WALL ELEVATION
1/4" = V-0"
18'-2"
TOP OF WALL
EL. 79.50
- - - - - - - - - - - - - - - - -- - -
TOP OF STEEL
EL. 91.75
TOP OF STEEL
EL. 91.00'
N
CONTROL JOINT
(WALL ONLY)
---------------------1--
EAST WALL ELEVATION
1/4" = V-0"
TOP OF WALL
EL. 76.50
TOP OF STEEL
EL. 91.00'
N
TOP OF WALL
EL. 79.50
FOR TYPICAL BRACING
CONNECTION AT BEAM
TO COLUMN CONN.,
SEE DETAIL 2
IS-3011
TOP OF WALL
EL. 79.50
18'- 2"
W10
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13,000 GAL
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CONTROL JOINT
(WALL ONLY)
L---------------------
WEST WALL ELEVATION
1/4" = V-0"
18'-6"
W8
13,000 GAL
STORAGE TANK
16'-6"
TOP OF STEEL
EL. 91.75'
W8 I
I I
I I
i
I
I I
I I
I
9,000 GAL
STORAGE TANK
I I
I I
I I
CONSTRUCTION JOINT
BASE SLAB AND WALL
L- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -
SOUTH WALL ELEVATION
1/4" = 1'-0"
TOP OF WALL
EL. 76.50
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/ FOR TYPICAL BRACING Storage Tank
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COLUMN CONIC, SEE
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S-301 Roof Structure
),TOP OF STEEL
EL. 91.75' Evoqua Water
Technologies
o,
EXISTING
/ BUILDING
j� South Windsor,
�j. Connecticut
FOR TYPICAL BRACING
CONNECTION AT COLUMN
TO BASE PLATE CONN.,
SEE DETAIL 1
S-301
of
o�
o/
of
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0 9/26/2022 ISSUED FOR CONSTRUCTION
NOTES: MARK DATE DESCRIPTION
�e 1. CONTRACTOR TO PROVIDE TEMPORARY LATERAL SUPPORT PROJECT NO: E5012-001
FOR ROOF STRUCTURE UNTIL PERMANENT BRACING IS DATE: 11/13/2018
INSTALLED. FILE: E5012-001-S-201.dwg
DRAWN BY: D.BISHOP
2. PERMANENT BRACING TO BE HELD LOOSE UNTIL STRUCTURE CHECKED: TG
IS PLUMB.
APPROVED: CSF
STRUCTURAL
WALL ELEVATIONS
SCALE: AS NOTED
0 2' 4' 11- 't 8'
SCALE. 1/4 -1'- 0 � - � o
SHEET 7 OF 9
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ADDITIONAL
(4) #6 VERT
(TYP.)
#4 TIES @ 12" O.C.
(TYP.)
I
(4) #6 DOWELS
(TYP.)
I
FOR SIDEWALK SEE
PLAN AND TYPICAL
SECTION ON DWG 6" I
C-103
Q
4
O.� o
SEE ROOF FRAMING PLAN FOR COLUMN
SIZE, ORIENTATION AND BASE PLATE
ANCHOR BOLT REQUIREMENTS.
1 1/2" SHIM AND GROUT
WALL REINFORCING TO BE
CONTINUOUS THROUGH
COLUMN PIERS. (NOT
SHOWN FOR CLARITY)
CHEMICAL RESISTANT
WATERSTOP AND INVERTED
KEY TO BE CONTINUOUS
THROUGH PIER
FOR FLOOR TOPPING
ELEVATIONS AND SLOPE
SEE FLOOR PLANS
#6@12" O.C., E.W.,
TOP & BOT.
TOP OF BASE SLAB
AT EL. 72.50
0
d -1
3'-0" 2" RIGID INSULATION
6" NON -FROST
SUSCEPTIBLE FILL
TYPICAL PIER REINFORCEMENT (6 PLACES)
SECTION A
3/4" = 1'-0" S-101
COL
911 ill
OF WALL
I
ELEV. VARIES, 5" 5"
SEE PLAN
a
#6 @ 12"
E.W., E.F.
<I A
#6 DOWELS
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(TYP.)
FOR SIDEWALK SEE
PLAN AND TYPICAL
SECTION ON DWG
C-103 �11
o�Q O C
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TOP OF WALL 5" 5"
EL. 79.50
a
#6 @ 12" O.C.,
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CHEMICAL RESISTANT
` WATERSTOP AND INVERTED
#6 DOWELS KEY TO BE CONTINUOUS
. .
@ 12" O.C. FOR FLOOR TOPPING
(TYP.) ELEVATIONS AND SLOPE
SEE FLOOR PLANS
• • #6@12" O.C., E.W.,
TOP & BOT.
TOP OF BASE SLAB
• • AT EL. 72.50
a � a
Q _I
Q
2" RIGID INSULATION
6 NON -FROST
SUSCEPTIBLE FILL
TYPICAL CENTER WALL REINFORCEMENT
SECTION C
3/4" = 1'-011 �01
1'-6" SQ. HDPE SUMP BOX WITH
1 Z" FRP GRATING COVER
#6@12" O.C. EW,
FLOOR TOPPING TOP & BOT.
SLOPE SLOPE
1/8— '/�FT� 1 8"/FT
--------------------
1I
2" RIGID INSULATION
6" NON -FROST
SUSCEPTIBLE FILL
CHEMICAL RESISTANT
WATERSTOP AND INVERTED
KEY TO BE CONTINUOUS
FOR FLOOR TOPPING
ELEVATIONS AND SLOPE
SEE FLOOR PLANS
#6@12" O.C., E.W.,
TOP & BOT. TOP OF BASE SLAB FOR WALL REINFORCING
AT EL. 72.50 SEE SECTIONS "BIT AND TIC"
THIS SHEET
FOR SIDEWALK
• o SEE PLAN AND
• �• ;�, TYPICAL SECTION _
4, ON DWG C-103 —\
a
3'-0" 2" RIGID INSULATION
6" NON -FROST
SUSCEPTIBLE FILL
TYPICAL PERIMETER WALL REINFORCEMENT
SECTION B
3/4" = 1'-0" S-101
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• GRATING SUPPORT LIP
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�I FLOOR TOPPING
SLOPE
1 8'�/FT
L
1
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6" NON -FROST 1 -6 1 -0
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SECTION rE
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11-C
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TYP
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W12 COLUMN,
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ORIENTATION
1/2" BASE PLAT
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1 1/2" GROUT -
3/8" GU:
BRACING DETAIL AT COLUMN BASE PLATE
DETAIL 1
NO SCALE S-201
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A. A-325
:D BOLTS
BRACING, SEE
AN FOR SIZE
3USSET PLATE
W12 COLUMN
COLUMN
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BRACING DETAIL AT COLUMN /BEAM CONNECTION
DETAIL 2
NO SCALE S-201
W8 BEAM
(TYP.) PLAN FOR SIZE —J
(TYP.)
K-BRACING DETAIL AT CENTER OF ROOF BEAM
DETAIL 3
NO SCALE S-201
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Engineers Environmental Specialists
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Chemical
Storage Tank
Concrete Pad &
Roof Structure
Evoqua Water
Technologies
South Windsor,
Connecticut
0 9/26/2022 ISSUED FOR CONSTRUCTION
MARK DATE DESCRIPTION
PROJECT NO: E5012-001
DATE: 11/13/2018
FILE: E5012-001-5-301.dwg
DRAWN BY: D.BISHOP
CHECKED: TG
APPROVED: CSF
STRUCTURAL
SECTIONS AND DETAILS
SHEET 1 OF 2
SCALE: AS NOTED
S-301
SHEET 8 OF 9
Tighe&Bond
Engineers i Environmental Specialists
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2 1/8 SQ TUBE SPLICE
CROSSOVER RAIL LADDER CONSTRUCTION LENGTH
(TYP) SHALL BE WITH FIBERGLASS (SEE TABLE)
MATERIALS UNLESS NOTED
OTHERWISE
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LADDER RAIL (TYP) REINFORCING SEE APPROPRIATE
/ SECTIONS ON DWG S-301
1 1/2" DEEP WITH 1 1/2" 1 3/4" SQ TUBE LADDER
LAP OUTSIDE BARS OR PROVIDE
SQUARE MESH GRATING 1 CORNER BARS AS SHOWN
mac PLAN OF HORIZONTAL REINFORCING
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m�� mmmm Hx Hd SS BOLT ASSY
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3"x3"x3/8" SS ANGLE BOLTED MAXIMUM ANCHOR SPACING JOINT IN BASE
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TUBE LADDER RAIL (TYP) I II FLOOR ANCHORS 911 9
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NO SCALE
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MATERIALS UNLESS NOTED
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2 1/8" SQ TUBE
CROSSOVER RAILS
1 3/4" SQ
TUBE LADDERS
PROVIDE 2" CLEAR (MIN) OVER
CONTAINMENT CURB
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FASTEN CLIP ANGLES TO CONC
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SS EXP ANCHORS WITH
3 1/2" MIN. EMBEDMENT (TYP)
NOTE: FLIP ATTACHMENT CLIP ON
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711
ANCHOR TO FLOOR USING
L4x4x3/8 x 0'-2 3/4" CLIPS WITH
1/2" DIA. SS ANCHORS. SHIMrAS
REQUIRED. (TYP)
NOTE:
TOPPING SLAB IS PITCHED TO FLOOR DRAINS OR SUMPS. SHIM LADDER LEGS
AS REQUIRED FOR LEVEL RUNG AND PLATFORM INSTALLATION.
CROSSOVER LADDER CROSS SECTION
NO SCALE
HIGH CONTAINMENT WALL
FOR WALL AND PIER
REINFORCING SEE APPROPRIATE CHEMICAL
SECTIONS ON DWG S-301 STANDARD RESISTANT
HOOK (TYP) WATERSTOP REQ'D
L AT ALL JOINTS
Al
-
7
CONTINUOUS
L �L KEYWAY
LOW CONTAINMENT
w = � WALL
m
j C~7 MATCH HORIZONTAL REINFORCING
(n w ww ° O ! OF INTERSECTING WALL
HORIZONTAL
BARS
5" 5"
PLAN OF JOINTS AND HORIZONTAL REINFORCING
AT CENTER PILASTERS
NO SCALE
NOTE:
1. SEE PLANS FOR LOCATION OF CONSTRUCTION AND
CONTROL JOINTS
CONC. CURB WALL
"^ ^ "ICHOR
RUNGS
PLAN
LADDER TUBE
ATTACHMENT
CLIP
1 1/4" MIN AT 2%2"
COPED BEAM
FLANGE
SEE NOTE 4
inn �
7n
L _
4"
(MAX)
DOUBLE ANGLES
MIN 16" THICK,
SIZE AS REQ'D BY
AISC STD CONN
%4" DIA A325N BOLTS
NOMINAL BEAM
DEPTH, INCHES
ROWS OF
BOLTS
LENGTH (3)
OF ANGLE
12-15
3
8%"
8-10
2
5%2"
\/ARTF-1;
NOTES:
1. NUMBER OF ROWS IS EQUAL TO NUMBER OF BOLTS TO ENCLOSED WEB.
2. ALL FRAMING CONNECTIONS SHALL CONFORM TO SCHEDULE UNLESS DETAILED
OTHERWISE ON FRAMING PLANS.
3. ADD 1 1/2" TO ANGLE LENGTH FOR STAGGERED BOLT CONNECTIONS.
4. 3" DIMENSION TYPICAL EXCEPT AS RECOMMENDED BY AISC FOR LARGER MEMBERS.
TYPICAL STEEL BEAM
FRAMING CONNECTION
NO SCALE
COL
6 1/2" i 6 1/2"
BRACING GUSSET
PLATE, SEE NOTE 1
W12 COLUMN
2 1/16" DIA. BOLT HOLES
(TYP.)
�0
r0
M
N �
o
BRACING GUSSET
PLATE, SEE NOTE 1
4" BASE PLATE, SEE
NOTE 1
3" i 3" 1/4
BASE PLATE TYPE 1 DETAIL
NO SCALE
NOTES:
1. COORDINATE GUSSET PLATE LOCATIONS AND BASE
PLATE ORIENTATION WITH COLUMN AND BRACE
LOCATIONS.
2. BASE PLATE SIZING TYPICAL FOR COLUMNS A/1, A/2,
C/1 AND C/2.
COL
11 ' 11
I�6 1/2���6 1/2�� W12 COLUMN
N
0
N Q,-1
BRACING GUSSET PLATE,
COORDINATE WITH BRACING
LOCATIONS
11 -f 11
2 1/16" DIA. BOLT HOLES
(TYP.)
3/4" BASE PLATE
" 1/4 V
BASE PLATE TYPE 2 DETAIL
NO SCALE
NOTES:
1. BASE PLATE SIZING TYPICAL FOR COLUMNS B/1 AND B/2.
1 1/4"
PLATE WASHER
AND NUT
TOP OF
CONCRETE
SQ. HE
ANCHCI,
4 1/2" THREADED
PROJECTION
12" EMBEDMENT
DEPTH
ANCHOR BOLT DETAIL
NO SCALE
.``' pF CONNFC
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157
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)9/27/022mm,1\I
South Windsor,
Connecticut
0 9/26/2022 ISSUED FOR CONSTRUCTION
MARK DATE DESCRIPTION
PROJECT NO: E5012-001
DATE: 11/13/2018
FILE: E5012-001-S-302.dwg
DRAWN BY: D.BISHOP
CHECKED: TG
APPROVED: CSF
STRUCTURAL
SECTIONS AND DETAILS
SHEET 2 OF 2
SCALE: AS NOTED
S-302
SHEET 9 OF 9