Sheeting & Shoring Plans - McCullough Construction

STEELE FOUNDATION, LLC NOTES
12" SAN. S
INV1 45.7±
INV2 45.86±
EXISTING CURB
EXISTING CURB
1
R4409-2
WISCONSIN AVENUE NW
4" WATER
INV 47.6±
SAN S.
INV1 46.3±
INV2 46.2±
TEL
EL. 52.48±
12" WATER
INV 52.6±
UGE
EL. 47.5±
EXISTING CURB
UGE
EL. 46.48±
EXISTING SIDEWALK
+57±
86'-10"
2 SPACES @ 5'-0"± = 10'-0"± 2 SPACES @ 6'-0"± = 12'-0"±
3 SPACES @5'-9"± = 17'-3"± 7 SPACES @ 5'-6"± = 38'-6"± 3 SPACES @ 6'-0"± = 18'-0"±
PL
2'-5"
2'-2"
2'-0"
5
1'-10"
PL
+56±
+55±
+54±
+53±
+52±
+51±
1
15
10
EXISTING
GRAVITY WALL
4'-3"
+48± +46± +44±
+50±
4'-3"
+44± +44± +44±
(26.6)
(28.2)
(28.2)
(28.2)
(28.2)
(28.2)
(26.6)
8'-11"±
(26.6)
(26.6)
(26.6) (26.6)
4"Ø STD. PIPE
(TYP. LACING)
6'-6"
+43±
(28.2)
(35.3)
(26.4) (28.3)
+50±
(28.2)
55'-0"
2
R4409-2
45
(35.0)
RAMP
UP
1st FLOOR EL. 47.8
GARAGE 1 EL. 39.1
GARAGE 2 T/SLAB EL. 30.4
S.G. EL. 29.4±
+49±
+42±
WATERS ALLEY NW
C&O CANAL
UNEXCAVATED
(26.6)
(26.6)
(28.2) (26.6)
(28.2)
(28.2)
(28.2)
12 SPACES @ 6'-0"± = 72'-0"±
89'-9"
(28.2)
(12'-WIDE)
40
(35.3)
(26.4)
EXISTING
RETAINING WALL
(28.2)
GENERAL CONTRACTOR TO
TEST PIT BY HAND THE
EXISTING VERIZON DUCT
BANK PRIOR TO SOLDIER
BEAM INSTALLATION
+48±
7'-0"
3
(26.6)
(26.6)
(26.6)
(26.6)
(26.6)
R4409-2
1'-10"±
(28.2)
(28.2)
(28.2)
(28.2) (28.2)
(26.6)
+43.4±
25
+43±
+43±
30
+44±
+45±
+46±
+47±
(35.3)
20
5'-4"±
(35.0) (35.0)
(35.0)
5 SPACES @ 6'-0"± = 30'-0"±
3 SPACES @ 5'-9"± = 16'-6"±
3 SPACES @ 5'-3"± = 15'-9"±
3 SPACES @6'-0"± = 18'-0"±
2 SPACES @ 6'-2"± = 12'-4"±
35
5'-0" 4"Ø STD. PIPE
(TYP. LACING)
83'-5"
1
(40.3)
(40.3)
R4409-2
EXISTING BUILDING
GROUND FLOOR EL. 40.0
GARAGE 1 T/SLAB EL. 39.1
S.G. EL. 38.1±
SAN S.
INV 38.2±
1. ALL WORK DETAILED ON THESE DRAWINGS IS TO BE PERFORMED BY STEELE
FOUNDATION, LLC IN ACCORD WITH THEIR STANDARD PRACTICE AND THE
BUILDING CODE.
2. GENERAL CONTRACTOR SHALL MAINTAIN AND PROVIDE BENCHES AND
BERMS. BERMS SHOWN ARE TO REMAIN IN PLACE UNTIL BRACES OR
TIEBACKS ARE INSTALLED. ADJUST DIMENSIONS IN FIELD TO FIT. ALL
SOLDIER BEAMS AND LAGGING TO REMAIN IN PLACE EXCEPT FOR REMOVAL
BELOW FINISHED GRADE AS FOLLOWS:
A: TOP 2FT. ON PRIVATE PROPERTY
B: TOP 4FT. ON PUBLIC SPACE
3. STRUCTURAL MEMBERS USED SHALL HAVE EQUIVALENT STRENGTH TO
THOSE SCHEDULED. MATERIALS TO BE NEW OR, IF IN SOUND CONDITION,
USED. LAGGING TO BE 3" UNTREATED NATIVE HARDWOOD LUMBER.
4. WELDING NOTES:
A: MINIMUM SIZE 5/16" FILLET, MINIMUM LENGTH 3 INCHES
B: KNEEBRACES - CONTINUOUS WELD 1 SIDE OF FLANGE AND BOTH
SIDES OF WEB
C: STIFFENERS - TACK WELD TO WEB AND FLANGES
D: SPLICES - SINGLE BEVEL GROOVE WELD, FLANGES AND WEB
E: INCLINED BRACES - CONTINUOUS WELD 1 SIDE, TOP & BOTTOM
FLANGES WHERE BOTTOM FLANGE DOES NOT BEAR, WELD BOTH
SIDES OF WEB 10 IN. OR FULL CONTACT DEPTH OF WEB,
WHICHEVER IS LESSER.
F: CROSSLOT BRACES - CONTINUOUS WELD 1 SIDE EA. FLANGE, OR
WHERE BOTTOM FLANGE DOES NOT BEAR, CONTINUOUS WELD 1
SIDE OR TOP FLANGE AND CONTACT DEPTH OF WEB.
G: TUBE BRACES - WELD 3 SIDES
5. ALL STRUCTURAL STEEL TO BE ASTM A-572 GRADE 50. MICROPILE STEEL TO
BE N80 WITH YIELD STRENGTH OF 80 KSI.
6. BRACES TO BEAR AGAINST CONCRETE HEELS OR FOOTINGS AS DETERMINED
IN THE FIELD AND THEY MAY BE SHIFTED FROM PLAN LOCATION,
SEPARATED OR COMBINED AS FIELD CONDITIONS REQUIRE. HEEL CONCRETE
TO BE f'c = 2500 PSI.
7. WORK THIS DRAWING WITH ARCHITECTURAL, STRUCTURAL & SITE PLAN
DRAWINGS. WHERE CONFLICT OCCURS BETWEEN ARCHITECTURAL &
STRUCTURAL DRAWINGS, FOLLOW STRUCTURAL.
8. NO CONTRACTOR OR SUBCONTRACTOR MAY USE OR RELY ON THESE
DRAWINGS FOR LOCATIONS OF UTILITY LINES. GENERAL CONTRACTOR IS TO
CONTACT THE UTILITY OWNERS FOR ASSISTANCE IN LOCATING &
REMOVING/RELOCATING ALL SUCH LINES AND SERVICES, ETC. GENERAL
CONTRACTOR TO POSITIVELY FIELD LOCATE EXISTING UTILITIES PRIOR TO
INSTALLATION OF SOLDIER BEAMS. CONTACT "MISS UTILITY" PRIOR TO
BEGINNING EXCAVATION AS REQUIRED BY LAW.
9. NO CONTRACTOR OR SUBCONTRACTOR SHALL RELY ON DIMENSIONS &
GRADES SHOWN ON THESE DRAWINGS WITHOUT VERIFYING THEIR
CORRECTNESS BY FIELD MEASURE. "ON LINE SHEETING" DIMENSIONS ARE
TO NEAT CONCRETE LINE 3 INCH TOLERANCE TO BE ADDED IN FIELD.
10. GENERAL CONTRACTOR SHALL, PRIOR TO INSTALLING SOLDIER BEAMS AND
BRACES, PROVIDE THE FOLLOWING FREE OF CHARGE AS REQUIRED BY
STEELE FOUNDATION, LLC:
A: FIELD LAYOUT OF NEW AND EXISTING WALLS, FOOTINGS, GRADE
BEAMS, CAISSONS, AND COLUMNS FOR SOLDIER BEAM, WALE,
CORNER BRACES, RAKERS, TIEBACKS AND HEEL BLOCK
INSTALLATION.
B: FIELD LAYOUT OF TOWER CRANE PAD LOCATION, ELEVATOR
PLUNGER SHAFTS, SUMPS, ETC. TO PERMIT LOCATION OF WORK TO
CLEAR.
C: REMOVAL OF OBSTRUCTIONS.
D: GROUNDWATER IS TO BE CONTROLLED BY THE GENERAL
CONTRACTOR TO ALLOW ACCESS TO, FROM, AND AROUND THE
SITE WITHOUT THE USE OF MATS.
11. IN THE EVENT THE FOOTING ELEVATIONS ARE TO BE LOWERED BELOW
GRADES SHOWN ON SUBCONTRACTORS DRAWINGS, PRIOR TO EXCAVATING
BELOW THESE GRADES, THE GENERAL CONTRACTOR WILL IMMEDIATELY
ADVISE SUBCONTRACTOR AND ALLOW HIM ADEQUATE TIME TO REDESIGN
THE SHEETING & BRACING TO ACCOMMODATE THE CHANGED GRADES &
INSTALL THE NECESSARY ADDITIONAL WORK.
12. SOIL BORINGS FROM JULY 8, 2010 SCHNABEL ENGINEERING GEOTECHNICAL
REPORT USED TO DEVELOP THESE DRAWINGS.
13. SURCHARGES IMPOSED BY MATERIALS, MACHINERY, &/OR CRANES MUST BE
PROVIDED PRIOR TO INSTALLATION OF SOLDIER BEAMS TO ALLOW FOR
REDESIGN. STEELE FOUNDATION, LLC ASSUMES NO LIABILITY RELATED TO
THE OPERATION EQUIPMENT OR MATERIALS SURCHARGING THE
ENGINEERED SYSTEM SHOWN ON THESE DRAWINGS.
GENERAL TIEBACK TESTING AND STRESSING REQUIREMENTS
DESCRIPTION
EACH TIEBACK SHALL BE TESTED. THE MAXIMUM TEST LOAD SHALL NOT
EXCEED 80 PERCENT OF THE GUARANTEED ULTIMATE TENSILE STRENGTH
(G.U.T.S.) OF THE TENDON. THE TEST LOAD SHALL BE SIMULTANEOUSLY
APPLIED TO THE ENTIRE TENDON. NO PERFORMANCE TESTING IS REQUIRED.
ALLTIEBACKS WILL BE PROOF TESTED.
THE TIEBACK TESTING EQUIPMENT SHALL CONSIST OF:
· A DIAL GAUGE OF VERNIER SCALE CAPABLE OF MEASURING TO
0.001-OF-AN-INCH OF TIEBACK MOVEMENT AND AN INDEPENDENT
REFERENCE FRAME.
· A HYDRAULIC JACK AND PUMP TO APPLY THE TEST LOAD. THE JACK AND
PRESSURE GAUGE SHALL BE CALIBRATED BY AN INDEPENDENT FIRM AS A
UNIT. THE PRESSURE GAUGE WILL BE USED TO MEASURE THE APPLIED LOAD.
PROOF TESTING
PROOF TESTING SHALL BE PERFORMED BY INCREMENTALLY LOADING THE
TIEBACKS IN ACCORDANCE WITH THE FOLLOWING SCHEDULE (PER PTI 8.3.3).
THE LOAD SHALL BE RAISED FROM ONE INCREMENT TO ANOTHER AS RAPIDLY
AS POSSIBLE. THE TIEBACK MOVEMENTS SHALL BE MEASURED FROM THE
ALIGNMENT LOAD AND RECORDED TO THE NEAREST 0.001-OF-AN-INCH WITH
RESPECT TO AN INDEPENDENT FIXED REFERENCE POINT AT EACH INCREMENT
OF LOAD. THE ALIGNMENT LOAD IS A NOMINAL LOAD MAINTAINED ON THE
TIEBACK TO KEEP THE TESTING EQUIPMENT IN POSITION. THE TEST LOAD SHALL
BE MONITORED WITH A PRESSURE GAUGE. AT LOAD INCREMENTS OTHER THAN
THE MAXIMUM TEST LOAD, THE LOAD SHALL BE HELD JUST LONG ENOUGH TO
OBTAIN A READING. THE MAXIMUM TEST LOAD SHALL BE HELD FOR 10 MINUTES
WITH READINGS TAKEN AT 1, 2, 3, 4, 5, 6, AND 10 MINUTES. IF THE TOTAL
MOVEMENT BETWEEN 1 AND 10 MINUTES IS GREATER THAN 0.04, THE LOAD
HOLD WILL BE EXTENDED AND READINGS WILL BE TAKEN EVERY 5 MINUTES
UNTIL THE RATE OF MOVEMENT IS LESS THAN 0.08 PER LOG CYCLE.
AL 0.25DL 0.50DL 0.75DL 1.00DL 1.20DL (10 MINUTE HOLD)
WHERE: AL = ALIGNMENT LOAD
DL = DESIGN LOAD
TIEBACK TEST ACCEPTANCE CRITERIA
A PROOF TESTED TIEBACK IS ACCEPTED IF:
· THE TIEBACK CARRIES THE MAXIMUM TEST LOAD.
· THE MOVEMENT BETWEEN 1 AND 10 MINUTES IS LESS THAN 0.04 OR THE
RATE OF MOVEMENT IS LESS THAN 0.08 PER LOG CYCLE.
· TOTAL MOVEMENT IS GREATER THAN 80% THEORETICAL ELASTIC
UNBONDED LENGTH MOVEMENT (PL/AE).
WHEN A TIEBACK DOES NOT HOLD THE DESIRED LOAD, STEELE FOUNDATION,
LLC MAY MODIFY THE DESIGN AND/OR THE CONSTRUCTION PROCEDURES.
THESE MODIFICATIONS MAY INCLUDE, BUT ARE NOT LIMITED TO,
POST-GROUTING AND RETESTING, MODIFYING INSTALLATION METHODS OR
CHANGING THE TIEBACK TYPE.
APPROVED FOR WORK TO BE PERFORMED BY STEELE FOUNDATION, LLC
6-11-2012 - SUPPORT OF VERIZON DUCT BANK
BY:
BEYER BLINDER BELLE - ARCHITECTS
TADJER-COHEN-EDELSON - STRUCTURAL ENGINEER
MCCULLOUGH CONSTRUCTION - GENERAL CONTRACTOR
REVISION
MARK
DATE
SCALE
DATE
DRAWN BY
AS SHOWN
5-1-2012
CM/ME
ENGINEERED FOUNDATION CONSTRUCTION 3299 K STREET, N.W., WASHINGTON, D.C. 20007 (202) 342-1194
LOCK-OFF
SCALE: 1/8" = 1'-0"
S.B. #
TIEBACK
(EL.)
TIEBACK
ANGLE
TIEBACK SCHEDULE @ SOLDIER BEAMS
# OF 0.6"
STRANDS
FIRST TIER
TEST LOAD
(KIPS)
LOCK-OFF
LOAD (KIPS)
SOLDIER BEAM SCHEDULE
SOLDIER
BEAM N°
1-49
UNBONDED
LENGTH (FT)
SIZE
7"Ø Micropile
x 0.316" Wall
S.B.
TIP
(EI.)
21.6±
BONDED
LENGTH (FT)
1-18 32.4 3:1 2 78 65 15 15
19-35 31.4 3:1 2 78 65 15 15
36-49 41 3:1 2 61 60 15 15
Steele Foundation LLC ID#: 168051
Ticket no. TBD
Date:
TBD
Miss Utility Phone# DC: 800-257-7777; MD 1-800-257-7777
VA: 800-552-7001
UPON COMPLETION OF THE TIEBACK TEST, THE TIEBACK WILL BE COMPLETELY
UNLOADED. THE TIEBACK WILL THEN BE LOADED TO THE INDICATED LOCK-OFF
LOAD ON THE STEELE FOUNDATION, LLC TIEBACK SCHEDULE AND
TRANSFERRED TO THE ANCHORAGE. THE MINIMUM LOCK-OFF LOAD SHALL BE
50% OF G.U.T.S. PER STRAND.
SUPPORT OF EXCAVATION MONITORING PLAN:
1. AS PART OF THE EXISTING SITE SURVEY, THE OWNER WILL ENGAGE A
GEOTECHNICAL ENGINEER TO PERFORM THE FOLLOWING:
a. BEFORE THE START OF CONSTRUCTION, TAKE PHOTOGRAPHS OF THE
SITE AND SURROUNDING PROPERTIES IN SUFFICIENT NUMBER TO SHOW
ALL EXISTING CONDITIONS AND IN SUFFICIENT DETAIL TO
ACCURATELY RECORD THE PHYSICAL CONDITIONS OF THE BUILDINGS.
2. AT THE COMMENCEMENT OF BELOW GRADE EXCAVATION WORK THE
GEOTECHNICAL ENGINEER WILL OBTAIN BASELINE DATA ON THE POSITION
OF THE SUPPORT OF EXCAVATION SYSTEM. THESE BASELINE
MEASUREMENTS AND SUBSEQUENT MOVEMENT EVALUATION WILL BE
PERFORMED USING COMMONLY USED SURVEY EQUIPMENT SUCH AS A
TOTAL STATION. THE SUPPORT OF EXCAVATION SYSTEM WILL BE
MONITORED FOR BOTH VERTICAL AND LATERAL MOVEMENT.
3. THE SUPPORT OF EXCAVATION MONITORING WILL BE PERFORMED BY THE
GEOTECHNICAL ENGINEER. MONITORING FREQUENCY WILL REMAIN AT
TWICE PER WEEK UNTIL THE STRUCTURAL ENGINEER OF RECORD,
INDICATES THAT ALL BELOW GRADE LEVEL WALLS AND FLOORS ARE
CONSTRUCTED AND CAPABLE OF RESISTING THE BELOW GRADE SOIL AND
WATER PRESSURES.
4. THE MONITORING READINGS WILL BE TRANSMITTED VERBALLY THE DAY
OF THE WORK TO THE GENERAL CONTRACTOR AND STEELE FOUNDATION.
WRITTEN REPORTS CONTAINING THE MONITORING DATA AND
CORRESPONDING GRAPHICAL PRESENTATION OF THE WORK WILL BE
SUBMITTED TO THE STRUCTURAL ENGINEER, THE GENERAL CONTRACTOR,
AND STEELE WITHIN 3 DAYS.
SUPPORT OF EXCAVATION CONTINGENCY PLAN:
1. IF HORIZONTAL MOVEMENTS OF THE SUPPORT OF EXCAVATION EXCEED 0.5
INCHES OR VERTICAL MOVEMENTS OF THE SUPPORT OF EXCAVATION
EXCEED 0.2 INCHES, THE SUPPORT OF EXCAVATION DESIGN ENGINEER,
JAMES ANDREW STEELE (STEELE FOUNDATION, LLC, 202-342-1194), MUST BE
CONTACTED IMMEDIATELY TO ASSESS WHAT MEASURES WILL BE TAKEN.
PLAN
VERIZON SOCO BUILDING
1045 WISCONSIN AVENUE, WASHINGTON, D.C. 20007
STEELE FOUNDATION, LLC
DRAWING NO.
R4409-1

STEEL PLATE 7"x7"x1 1/2"
A1
25'-11"
SCALE
AS SHOWN
CL
MICROPILE
EQUAL
7" O.D. MICROPILE CASING
tw = 0.316"
3/16"
3/16"
WALE-
DOUBLE
CHANNEL
3/16" 3" @ 24"
6" MIN
SCALE: 1" = 1'-0"
3/16" 3" @ 24"
VARIES
CL
SCALE: 1" = 1'-0"
SCALE: 1/2" = 1'-0"
SCALE: 1-1/2" = 1'-0"
3/16"
A
R4409-2
TIEBACK
A1
R4409-2
D1
R4409-2
B
R4409-2
MICROPILE
(BEYOND)
EQUAL
HP 10x42
C L
ANCHOR HEAD
C12 x 20.7
STEEL ANGLE 3"x3"x1/4" (TYP.)
3" UNTREATED
HARDWOOD LAGGING
A1
INV.
EL. UNKNOWN
12"Ø WATER (E)
1
1
INV.
EL. UNKNOWN
1
TELEPHONE (E)
PL
WASA ZONE OF
INFLUENCE
3
INV.
EL.UNKNOWN
UGE (E)
CURB
WISCONSIN AVENUE NW
WATERS ALLEY NW
EX. GRADE EL. 50.0±
INV. EL. UNKNOWN
20' BONDED 15' UNBONDED
3"Ø GAS (ABANDONED)
4"Ø WATER (E)
6'-8"
DUCT BANK
3" LAGGING
SOLDIER BEAM: DRILLED MICROPILE WITH
7"Ø (tw = 0.316") CASING AND GROUT
4'-9"
UGE (E)
3'-0"
1
1
WASA ZONE OF
INFLUENCE
1
3
40'-6"
31'-10"
15'-0"
EX GRADE EL. 53±
PL
4'-3"
VARIES
15' BONDED 15' UNBONDED
PLBL
1'-11"
3"±
C
R4409-2
FACE OF
SHEETING
ALLEY ADJACENT
TO BUILDING
STRAP UTILITY TO
W6x20 BEAMS
EL. 41±
W6x20 BETWEEN
SOLDIER BEAMS
3" LAGGING
SOLDIER BEAM: DRILLED
MICROPILE WITH 7"Ø ( tw = 0.316")
CASING AND GROUT
T/SLAB 1st FLOOR
EL. 47.87
W6x20 ON TOP OF
UTILITY BOLTED TO
EXISTING WALL
T/SLAB GARAGE 1
EL. 39.1
S.G. EL. 29.4±
T/SLAB GARAGE 2
EL. 30.4
BL
FACE OF
EXISTING WALL
3"± TO FACE
OF SHEETING
D
R4409-2
S.B.TIP ELEVATION
(SEE SCHEDULE)
A
R4409-2
EL. 32.4±
T/SLAB 1st FLOOR
EL. 47.87
T/SLAB GARAGE 1
EL. 39.1
ROCK TO BE LINE DRILLED BY
OTHERS PRIOR TO EXCAVATION
TO PREVENT BREAK-BACK OF
ROCK. HEIGHT OF EXCAVATION
LIFT TO BE DETERMINED TO SUIT
FIELD CONDITIONS
T/SLAB GARAGE 2
EL. 30.4
S.G. EL. 29.4±
B/FTG EL. 26.6
SCALE: 1/4" = 1'-0"
EX. FOOTING PROJECTION
TO BE REMOVED BY OTHERS
AFTER SOLDIER BEAM
INSTALLATION
1
R4409-2
EL. 31.4±
1
1
1'-10"±
3"± TO FACE
OF SHEETING
1
BL
S.B.TIP ELEVATION
(SEE SCHEDULE)
3
PL
WASA ZONE OF
INFLUENCE
FACE OF
EXISTING BUILDING
1'-4"
3" LAGGING
EXISTING
BUILDING
R4409-2
15' UNBONDED
SOLDIER BEAM: DRILLED
MICROPILE WITH 7"Ø ( tw = 0.316")
CASING AND GROUT
WATERS ALLEY NW
EX. GRADE EL. 50.0±
INV. EL. UNKNOWN
20' BONDED 15' UNBONDED
3"Ø GAS (ABANDONED)
SOLDIER BEAM: DRILLED MICROPILE WITH
7"Ø (tw = 0.316") CASING AND GROUT
E
4"Ø WATER (E)
6'-8"
DUCT BANK
3" LAGGING
4'-9"
UGE (E)
T/SLAB 1st FLOOR
EL. 52.5
3'-0"
T/S.O.G.
EL. 37.5
3
PLBL
1'-11"
3"±
1
FACE OF
SHEETING
15' BONDED
ALLEY ADJACENT
TO BUILDING
EL. 41±
T/SLAB 1st FLOOR
EL. 47.87
T/SLAB GARAGE 1
EL. 39.1
S.G. EL. 29.4±
T/SLAB GARAGE 2
EL. 30.4
APPROVED FOR WORK TO BE PERFORMED BY STEELE FOUNDATION, LLC
BEYER BLINDER BELLE - ARCHITECTS
TADJER-COHEN-EDELSON - STRUCTURAL ENGINEER
6-11-2012 - SUPPORT OF VERIZON DUCT BANK
BY:
MCCULLOUGH CONSTRUCTION - GENERAL CONTRACTOR
REVISION
MARK
DATE
DATE
DRAWN BY
5-1-2012
CM/ME
ENGINEERED FOUNDATION CONSTRUCTION 3299 K STREET, N.W., WASHINGTON, D.C. 20007 (202) 342-1194
D1
VARIES
12" x 16" x 7/16"
Plate
6 each -3/4" Dia. Kwik
Bolts w/ 4-3/4"
min. embed.
3/4" x 12" Plate
cut to fit
PL
4'-3"
9"±
1'-1"±
BL
1'-0"
D1
3/16"
3/16"
2'-6"±
2'-6"±
1'-0"
BL
1'-1"±
9"±
2'-2"±
12" x 12" x 7/16"
Plate
2-1/2" Dia. Kwik
Bolts w/ 3-1/2"
min. embed.
3/4" x 12" Plate
cut to fit
2" DRYPACK
BRACKET - HP12x53
BACKFILL WITH
CONCRETE f'c=2500 psi
SPLIT HP12x53 KNEE BRACE
3/8" WELD ONE SIDE OF
EACH FLANGE AND WEB.
BRACKET PILE SEQUENCING NOTES:
S.B.TIP ELEVATION
(SEE SCHEDULE)
1. INSTALL MICROPILE FROM EXISTING GRADE.
B/FTG EL. 26.6
2. EXPOSE BOTTOM OF EXISTING WALL AT EACH MICROPILE LOCATION.
3. IF WALL BEARS ON ROCK, BLOCK WALL TO MICROPILE (DETAIL D).
4. IF WALL BEARS ON SOIL, INSTALL BRACKET UNDER WALL AND REPLACE
SOIL WITH 2500 PSI CONCRETE (DETAIL E).
5. LINE DRILLING OF ROCK BY OTHERS.
SCALE: 1/4" = 1'-0"
3
R4409-2
TENDON BOND LENGTH FREE STRESSING LENGTH
TENDON
FACE OF SOLDIER
BEAM FLANGE
ONE FOOT± TOLERANCE FROM
ELEVATION SHOWN
NEAT CONCRETE ENCASEMENT
5 TO 6 GALLONS PER SACK BERMLINE
(30' MIN. WIDTH)
SCALE: 1/4" = 1'-0"
2'-0"±
2
R4409-2
S.B.TIP ELEVATION
(SEE SCHEDULE)
B/FTG EL. 26.6
DETAILS AND NOTES
VERIZON SOCO BUILDING
1045 WISCONSIN AVENUE, WASHINGTON, D.C. 20007
STEELE FOUNDATION, LLC
PROPOSED NEW WALL
5/16"
SCALE: 1/2" = 1'-0"
D
R4409-2
PROPOSED NEW WALL
5/16"
SCALE: 1/2" = 1'-0"
E
R4409-2
NOT TO SCALE
C
R4409-2
DRAWING NO.
R4409-2