RI ERSIDE DRI E BRICK WALL REPAIR - THE CITY O JACKSON, TN - Jackson ...
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THE CITY O JACKSON, TN
RI ERSIDE DRI E BRICK WALL REPAIR
BID SET
JULY 1, 2021
PROJECT NUMBER 19418
STRUCTURAL ENGINEER
RI ERSIDE DRI E
JACKSON, TN 38301 A2H, INC.
110 S LIBERTY ST SUITE 100
JACKSON, TN 38301
P. 901.372.0404
WWW.A2H.COM
THIS DOCUMENT IS THE PROPERTY OF A2H, INC. , AND ALL COMMON LAW, STATUTORY AND OTHER RESERVED RIGHTS SHALL BE RETAINED BY SAME.
PROSECUTION. IF CHANGES ARE MADE WITHOUT CONSENT, THE LIABILITY OF ANY CLAIM IS ACCEPTED BY THE RESPONSIBLE PARTY MAKING THE CHANGE.
ANY CHANGES MADE TO THIS DOCUMENT WITHOUT THE EXPRESS WRITTEN CONSENT OF A2H, INC., SHALL BE PROHIBITED AND ARE SUBJECT TO LEGAL
B5
S1.1 EXIST. END PILASTER
NEW ASPHALT PAVEMENT
SAWCUT, REMOVE ASPHALT,
TO BE REMOVED A2H, INC.
AND REPLACE ASPHALT EXIST. WALL TO BE 110 S LIBERTY ST SUITE 100
EXIST. WALL REMOVED JACKSON, TN 38301
P. 901.372.0404
WWW.A2H.COM
RS
LL
IFY A
RETAINED SIDE OF WALL
TE
ER ARE
A
ER
AR EW W
VE A S
RETAINED SIDE OF WALL
DV O
T
MO PIL
AS
EA
IEL DEM
D
NS
N
RE ND
PIL
6" ±
TIO
6"±
BE S A
2'-
W
EC
2'-
NE
11
FRONT SIDE OF WALL
TO ION
F
DS
11
CT
FRONT SIDE OF WALL
SE
SE
AP
LL
LL
WA
CO
B5
S1.1
SEPARATE EXISTING
WALL FROM REPAIR
EXIST. FOUNDATION PILASTER AT HEAD
JOINT
WALL REPAIR NOTES:
1. EXCAVATE BEHIND WALL. SEE B1 FOR LIMITS OF SAW CUTTING AND REMOVAL OF ASPHALT.
2. REMOVE BRICK WALL. EXIST. FOUNDATION
3. CONSTRUCT FOOTING AND CMU CORE. SEE DETAIL D1/S1.1 FOR WALL PLAN. TO BE REMOVED
4. INSTALL NEW BRICK CLADDING ON CMU CORE . NEW BRICK SHALL MATCH EXIST. 4'x4' MOCK-UP
TO BE BUILT PRIOR TO OWNER'S ACCEPTANCE OF BRICK
5. MATCH COURSING AND COURSING TIE.
NOTES: 6. MATCH EXISTING MORTAR COLOR. NOTES:
1. SALVAGE EXISTING PILASTER CAPS FOR RE-USE 7. RE-ESTABLISH LAWN (SOD) AFTER CONSTRUCTION. 1. SEPARATE PILASTER TO BE REMOVED AWAY FROM EXISTING WALL AT
2. LIMITS OF SAWCUT. SEE PLAN. 8. LIMITS OF NEW ASPHALT PAVEMENT. THE HEAD JOINT.
2. CONTRACTORS ARE RESPONSIBLE FOR ANY DAMAGES BEYOND THE
REPAIR AREA.
B1 DEMOLITION PLAN B3 REPAIR PLAN B5 END OF WALL REPAIR
1'-0 "=20" 1'-0"= 20" 1'-0" = 1/2" CITY O JACKSON, TN
EXISTING FOUNDATION
TO REMAIN NEW 8" CMU WALL REINF.
1'-8 3/8" 22'-0"± 1'-8 3/8"
TYP W/ #6 @ 8" O.C. W/ BRICK NEW INTERMEDIATE
VENUEER BOTH SIDE CONCRETE COLUMN
1'-8 3/8"
B1 CEMETERY SIDE
3 5/8"
S2.1
10"
RIVERSIDE
1'-8 3/8"
1'-8 3/8"
1'-1"
DRIVE BRICK
1'-8 3/8"
WALL REPAIR
3 5/8"
10"
ROAD SIDE
1 1/2"
TYP
EXISTING WALL TO EXIST. END PILASTER TO EXIST. WALLTO EXIST. DRAINAGE EXIST. FOUNDATION TO BE REMOVED, EXIST. INTERMEDIATE
REMAIN BE REMOVED BE REMOVED PIPE EXACT SIZE AND CONFIGURATION OF PILASTER TO BE REMOVED
EXIST. FTG. UNKNOWN
RIVERSIDE DRIVE
(8) #4 VERT. W/ #3 HOT-DIPPED GALV. HB5213 BY
TIES @ 8" O.C. HOHMANN & BARNARD @ 16" O.C. JACKSON, TN 38301
NOTES: ATTACH W/ 3/8"Ø GALV. TITEN HD
1. FIELD VERIFY ALL EXISTING CONDITIONS PRIOR TO ANY DEMOLITION. W/ 3" EMBED
BID SET
C1 ENLARGED DEMOLITION PLAN C5 NEW INTERMEDIATE PILASTER DETAILS
1'-0" = 3/4" 1'-0" = 1 1/2"
REVISIONS
NEW END CONCRETE
D1 B3 COLUMN
B3
S2.1 S2.1
S2.1 EXIST. BRICK WALL TO HOT-DIPPED GALV.
REMAIN HB5213 BY HOHMANN &
EXISTING FOUNDATION 1'-8 3/8" 22'-0"± 1'-8 3/8" BARNARD @ 16" O.C.
D5
1'-3 3/8" TYP ATTACH W/ 3/8"Ø GALV.
S1.1 10"
CEMETERY SIDE TITEN HD W/ 3" EMBED
1'-3 3/8" NEW 8" CMU WALL REINF.
W/ #6 @ 8" O.C. W/ BRICK
1'-8 3/8"
1'-4 7/8"
VENUEER BOTH SIDE
1'-8 3/8"
10"
10"
1'-1"
PROJECT NO. DATE
19418 JULY 1, 2021
DRAWN CHECKED
3 5/8"
ROAD SIDE AD RDM
C5
10"
S1.1
PLANS, ELEVATION, AND
LATEST REV.:
1 1/2"
TYP
DETAILS
I:\2019\19418\1 Structural\Projdwgs\S1.1\S1.1.dwg
EXISTING BRICK WALL NEW 10 X 15 3/8" CONCRETE NEW PILASTER AT ONE NEW 8" CMU WALL W/ PIPE CL (2) 8" CLAY PIPES PIPE CL NEW CONTINUOUS NEW 10 X10" CONCRETE
CAST-IN-PLACE COLUMN END OF REPAIR AREA BRICK VENEER BOTH BETWEEN PILASTERS WALL FOUNDATION CAST-IN-PLACE COLUMN
NOTES: SIDES EQ. SPACES. MATCH
EXIST. PIPES HEIGHT.
3 5/8"
1. ON THE ROAD SIDE OF REPAIR AREA, PILASTERS SHALL HAVE A 3-5/8" OVERHANG AT THE
HEAD JOINT WITH WALL TO MATCH EXISTING. NEW INTERMEDIATE
2. ON THE CEMETERY SIDE OF REPAIR AREA, WALL SECTIONS SHALL LINEUP FLUSH WITH PILASTER
PILASTERS. 3/4" DIAM. A36 THREADED BENT (12) #4 VERT. W/ #3 TIES @ 8" O.C.
S1.1
Thu, 01 Jul 2021 - 2:57pm
1"=1'
3. THE FIRST AND LAST PILASTER OF THE REPAIR AREA SHALL HAVE A 10" X 15-3/8" ROD WITH ETS SCREEN TUBE AND
CAST-IN-PLACE CONCRETE COLUMNS. THE INTERMEDIATE COLUMNS ARE 10" X 10". SET EPOXY BY SIMPSON @ 6" O.C.
PLOT SCALE:
D1 NEW WALL ENLARGED PLAN D5 NEW END PILASTER DETAILS
andyd
1'-0"= 3/4" 1'-0" = 1 1/2"
THIS DOCUMENT IS THE PROPERTY OF A2H, INC. , AND ALL COMMON LAW, STATUTORY AND OTHER RESERVED RIGHTS SHALL BE RETAINED BY SAME.
PROSECUTION. IF CHANGES ARE MADE WITHOUT CONSENT, THE LIABILITY OF ANY CLAIM IS ACCEPTED BY THE RESPONSIBLE PARTY MAKING THE CHANGE.
ANY CHANGES MADE TO THIS DOCUMENT WITHOUT THE EXPRESS WRITTEN CONSENT OF A2H, INC., SHALL BE PROHIBITED AND ARE SUBJECT TO LEGAL
CR.4 THE CONTRACTOR SHALL MAKE NO DEVIATION FROM THE DESIGN DRAWINGS RS - REINFORCING STEEL
WITHOUT WRITTEN APPROVAL FROM THE ARCHITECT AND STRUCTURAL ENGINEER.
CR.5 THE CONTRACTOR SHALL NOTIFY THE ARCHITECT/STRUCTURAL ENGINEER OF ANY RS.1 DETAILING OF CONCRETE REINFORCEMENT AND ACCESSORIES SHALL BE IN
DISCREPANCIES BETWEEN THE STRUCTURAL DOCUMENTS AND ANY OTHER ACCORDANCE WITH ACI DETAILING MANUAL, SP-66, THE CRSI MANUAL OF STANDARD
DOCUMENTS OR EXISTING CONDITIONS FOR RESOLUTION PRIOR TO PROCEEDING PRACTICE AND ACI 318.
WITH THE WORK. RS.2 REINFORCING BAR STEEL SHALL CONFORM TO THE FOLLOWING STANDARDS:
CR.6 ALL FIELD WORK SHALL BE COORDINATED AND CONTINUOUSLY SUPERVISED BY ASTM A615, GRADE 60
THE CONTRACTOR. RS.3 WELDED WIRE FABRIC SHALL CONFORM TO ASTM A 185 AND HAVE MINIMUM SIDE
CR.7 THE CONTRACTOR SHALL VERIFY WITH THE GEOTECHNICAL ENGINEER THAT THE AND END LAPS OF 8".
PROPOSED CONSTRUCTION PROCEDURES AND SEQUENCES FOLLOW THE RS.4 DEFORMED BAR ANCHORS (DBA): ALL DBA'S SHALL COMPLY WITH ASTM A 496.
RECOMMENDATIONS WITHIN THE GEOTECHNICAL REPORT. RS.5 REINFORCING STEEL DESIGNATED CONTINUOUS SHALL BE LAPPED AS FOLLOWS:
CR.8 STRUCTURES ARE NOT SELF-SUPPORTING UNTIL THE COMPLETE LATERAL LOAD 1. CONCRETE REINFORCEMENT: CLASS "B" TENSION LAP (PER ACI 318)
SYSTEM HAS BEEN INSTALLED, AND THEY SHALL BE CONSIDERED TO REQUIRE 2. DO NOT SPLICE STIRRUPS AND TIES.
ERECTION BRACING, UNLESS SPECIFICALLY NOTED OTHERWISE. NOTE THAT SOME 3. DO NOT SPLICE VERTICAL BARS IN RETAINING WALLS, UNLESS SPECIFICALLY
WIND LOADINGS ON THE STRUCTURE MAY BE GREATER DURING ERECTION THAN SHOWN.
AFTER THE BUILDING ENVELOPE IS COMPLETED. THE SPECIFICATIONS AND 4. LAP SPLICES OF BOTTOM BARS SHALL OCCUR AT A SUPPORT.
EXISTING PILASTER BEYOND REUSE SALVAGED STRUCTURAL DRAWINGS REPRESENT THE FINISHED STRUCTURE AND DO NOT 5. LAP SPLICES OF TOP STEEL SHALL OCCUR AT MID-SPAN.
PILASTER CAPS INDICATE THE METHOD OF CONSTRUCTION, U.N.O. THE CONTRACTOR IS SOLELY 6. WHERE BARS OF DIFFERENT SIZES LAP, PROVIDE LAP SPLICE LENGTH FOR A2H, INC.
1'-8 3/8"
DOWEL CAP TO CONC. W/ (4) 3/8"
RESPONSIBLE FOR THE MEANS, METHODS, TECHNIQUES, SEQUENCES, AND LARGER BAR. 110 S LIBERTY ST SUITE 100
OPERATION OF CONSTRUCTION AND SAFETY PRECAUTIONS AND PROGRAMS RS.6 WHERE REINFORCING BAR FULL TENSION SPLICES ARE NOTED, A SUITABLE
1'-8 3/8" 10" STAINLESS STEEL DOWELS W/ 1"
INCIDENTAL THERETO.
JACKSON, TN 38301
MECHANICAL SPLICE MAY BE USED WHICH SHALL DEVELOP 125 PERCENT OF THE YIELD
EMBED W/ EPOXY
CR.9 THE CONTRACTOR IS SOLELY RESPONSIBLE FOR THE DESIGN, INSTALLATION, AND POINT STRENGTH OF THE BAR. PROVIDE MECHANICAL SPLICES AT COLUMN P. 901.372.0404
REMOVE BRICK WALL
HOT-DIPPED GALV. HB 5213 TIES REMOVAL OF ALL TEMPORARY BRACING AND CONSTRUCTION SUPPORTS, FOR LONGITUDINAL BARS FOR BARS LARGER THAN NO. 11. WHERE TWO BARS ARE INDICATED WWW.A2H.COM
BY HOHMANN & BARNARD @ 16" NEW AND EXISTING STRUCTURES, AS NECESSARY TO COMPLETE THE PROJECT. TO SPLICE USING MECHANICAL SPLICES, PROVIDE TENSILE, PRE-QUALIFIED, THREADED
O.C. CONTRACTOR MAY SUBMIT NO PORTION OF THE PROJECT, WHILE UNDER CONSTRUCTION, IS INTENDED TO BE MECHANICAL SPLICES. WELDING OF REINFORCEMENT IS NOT PERMITTED.
1'-1" EXCAVATE EXISTING SOIL AREA STABLE IN THE ABSENCE OF THE CONTRACTOR'S TEMPORARY BRACES AND
ALT. TIES FOR APPROVAL RS.7 REINFORCING STEEL IN ALL CONCRETE WALLS, FOOTINGS, AND PERIMETER BEAMS
EXISTING CLAY PIPE AT RETAINED SIDE OF WALL SUPPORTS. CONTRACTOR SHALL RETAIN A STRUCTURAL ENGINEER LICENSED IN SHALL BE CONTINUOUS AROUND CORNERS. USE CORNER BARS WITH A LAP PER RS.5
1" AIR GAP MIN. THE STATE OF TENNESSEE TO DESIGN ALL TEMPORARY BRACING AND RS.8 WHERE A 90-DEG. HOOK IS GRAPHICALLY INDICATED, PROVIDE ACI STANDARD 90-
CMU WALL BEYOND. SEE NOTE 3 CONSTRUCTION SUPPORTS. DEG. HOOK, WHERE A 135-DEG. HOOK IS GRAPHICALLY INDICATED, PROVIDE ACI
4" CMU BELOW GRADE, GROUT CR.10 CONTRACTOR HAS SOLE RESPONSIBILITY TO COMPLY WITH ALL OSHA SAFETY STANDARD 135-DEG. HOOK. WHERE A 180-DEG. HOOK IS GRAPHICALLY INDICATED,
3 5/8" 3 5/8"
SOLID ALL CELLS AND VOIDS REGULATIONS. PROVIDE ACI STANDARD 180-DEG. HOOK.
BELOW GRADE CR.11 PRINCIPAL OPENING SIZES AND LOCATIONS ARE INDICATED ON THE DRAWINGS. RS.9 WHERE DOWELS ARE INDICATED BUT NOT SIZED, PROVIDE DOWELS THAT MATCH SIZE
ADDITIONAL SMALLER OPENINGS, BLOCKOUTS AND SLEEVES MAY BE REQUIRED BY AND LOCATION OF MAIN REINFORCEMENT AND LAP SPLICE WITH THE MAIN
SAWCUT EXIST. ASPHALT AT 4' MAX, COMPACT BACKFILL
7'-0"±
OTHER DISCIPLINES AND SHALL BE CONSTRUCTED USING THE CRITERIA INDICATED REINFORCEMENT.
7'-0"
LIMITS OF WORK AND REPLACE W/ TO 95% STD. PROCTOR IN THE STRUCTURAL DOCUMENTS. IF NO DETAILS ARE APPLICABLE, SUBMIT RS.10 REINFORCEMENT SHALL HAVE THE FOLLOWING CONCRETE PROTECTION (CLEAR
NEW ASPHALT
NEW CONCRETE PROPOSED METHOD TO THE ARCHITECT AND STRUCTURAL ENGINEER FOR COVER). U.N.O.:
6'-8"
8'-0"± COLUMN, SEE D1/S1.1 APPROVAL. SURFACES NOT FORMED: 3"
CR.12 COORDINATE THE STRUCTURALLY SUPPORTED MECHANICAL EQUIPMENT WEIGHTS, FORMED SURFACES IN CONTACT WITH
OPENING SIZES AND LOCATIONS IDENTIFIED ON THE STRUCTURAL DRAWINGS WITH SOIL OR WATER, OR EXPOSED TO WEATHER: 2"
CONT. CONCRETE ARCHITECTURAL AND MECHANICAL DRAWINGS.
4'-0"
RS.11 REINFORCING SHALL NOT BE HEATED OR WELDED.
FOOTING CR.13 MATERIALS AND EQUIPMENT SHALL BE STORED AND TRANSPORTED IN A MANNER RS.12 REINFORCING PLACEMENT SHALL BE APPROVED BY THE ARCHITECT OR THEIR
EXCAVATE EXISTING AS NOT TO EXCEED THE ALLOWABLE FLOOR LOADINGS INDICATED IN THE
4'-0"
AUTHORIZED REPRESENTATIVE BEFORE CONCRETE IS PLACED.
SOIL AREA AT FRONT DRAWINGS.
WALL CR.14 NOTIFICATION OF ENGINEER: THE CONTRACTOR SHALL NOTIFY THE STRUCTURAL MA - MASONRY
ENGINEER TWENTY-FOUR HOURS IN ADVANCE OF:
1. PLACING CONCRETE IN ANY FOOTING. MA.1 ALL MASONRY CONSTRUCTION SHALL COMPLY WITH ACI 530, "BUILDING CODE
1'-0"±
2. CLOSING ANY WALL FORMS. REQUIREMENTS FOR CONCRETE MASONRY STRUCTURES".
1'-0"
60
MA.2 THE MINIMUM COMPRESSIVE STRENGTH OF THE MASONRY (F'M) SHALL BE 1500 PSI
.0
3. PLACING CONCRETE IN ANY COLUMN.
0°
4. GROUTING ANY MASONRY. U.N.O. THIS STRENGTH SHALL BE OBTAINED IN ACCORDANCE WITH THE ABOVE
REFERENCED SPECIFICATIONS FOR MASONRY STRUCTURES.
SF - SHALLOW FOUNDATIONS (ASSUMED) MA.3 CONCRETE MASONRY CONSTRUCTION SHALL CONFORM TO THE FOLLOWING
SF.1 FOUNDATIONS ARE DESIGNED FOR AN ASSUMED MAXIMUM SOIL BEARING PRESSURE MATERIAL STANDARDS:
OF: CONCRETE BLOCK: ASTM C90, LIGHTWEIGHT
1'-9 3/8" 3'-2 5/8" MORTAR: ASTM C270, PORTLAND CEMENT/LIME ONLY
AT CONTINUOUS FOOTINGS: 1500 PSF *
5'-0" ON UNDISTURBED COMPACTED FILL, MINIMUM DENSITY 98% ASTM D-698 OR GROUT: ASTM C476
UNDISTURBED RESIDUAL SOILS. ALL SOILS TESTING SHALL BE PERFORMED BY AN REINFORCING BARS: ASTM A615, GRADE 60
EXPERIENCED ENGINEERING TESTING AGENCY, AND THE RESULTS SHALL BE REVIEWED JOINT REINFORCEMENT: ASTM A82
BY A QUALIFIED, EXPERIENCED SOILS ENGINEER. THE RESULTS SHALL BE CERTIFIED EXTERIOR JT REINF: GALVANIZE PER ASTM A153
PILASTER CL BY THE SOILS ENGINEER TO CONFORM TO THE ABOVE LISTED DESIGN VALUES. ALL MA.4 MORTAR SHALL CONFORM TO THE FOLLOWING TYPES AS DEFINED IN THE BUILDING
SOILS TEST RESULTS SHALL BE FORWARDED TO THE CONTRACTOR. IN THE EVENT CODE:
THAT THE RESULTS ARE DISAPPROVED, FOOTING EXCAVATIONS SHALL BE UNDERCUT MASONRY IN CONTACT WITH EARTH: TYPE M
NOTES: (UNDER THE DIRECTION OF THE SOILS ENGINEER) UNTIL FOUNDATION SOILS OF EXTERIOR BLOCK WALLS AND BEARING WALLS: TYPE M
1. NEW PILASTERS ELEVATION SHALL MATCH WITH EXISTING PILASTERS. ADEQUATE BEARING CAPACITY ARE ENCOUNTERED. BACKFILL UNDER FOOTINGS SHALL BRICK WALLS OR BRICK VENEER: TYPE N
2. MIMIC TIE COURSE OF EXIST. WALL W/ BRICKS CUT AND LAID IN CONSIST OF CONCRETE (2500 PSI AT 28 DAYS) PLACED UP TO PROPOSED BOTTOM- MORTAR SHALL BE TESTED IN THE FIELD IN ACCORDANCE WITH ASTM C780.
NOTE: PATTERN TO MATCH EXISTING. OF-FOOTING ELEVATION. MA.5 ALL MASONRY UNITS SHALL BE PLACED WITH FULL FACESHELL MORTAR COVERAGE
1. EXCAVATE EXISTING GRADE AT 60 DEGREE FROM THE BOTTOM 3. CEMETERY SIDE, THE CMU WALL SHALL LINEUP FLUSH WITH THE * ALL FOOTINGS SHALL BE TESTED AFTER EXCAVATION BY A QUALIFIED SOILS ENGINEER ON HORIZONTAL AND VERTICAL FACE SHELLS. WEBS SHALL ALSO HAVE FULL
EDGE OF THE FOOTING FOR BOTH SIDES OF THE WALL. CAST-IN-PLACE CONCRETE COLUMNS. DETERMINE IF THE ASSUMED BEARING VALUES STATED ABOVE ARE CORRECT. MORTAR COVERAGE AROUND ALL GROUTED CELLS.
SF.2 THE FOOTING EXCAVATIONS SHALL BE OBSERVED BY AN EXPERIENCED GEOTECHNICAL MA.6 VERTICAL CELLS TO BE FILLED SHALL HAVE VERTICAL ALIGNMENT SUFFICIENT
TO MAINTAIN A CLEAR, UNOBSTRUCTED, CONTINUOUS VERTICAL CELL MEASURING
B1 EXISTING WALL DETAILS B3 NEW PILASTER DETAILS
TECHNICIAN WORKING UNDER THE SUPERVISION OF A GEOTECHNICAL ENGINEER. THIS
OBSERVATION SHALL TAKE PLACE PRIOR TO STEEL OR CONCRETE PLACEMENT IN NOT LESS THAN 3 INCHES AND HAVING A CLEAR AREA OF 10 SQUARE INCHES.
1'-0" = 1/2" 1'-0" = 1/2" ORDER TO ASSESS THAT THE FOUNDATION MATERIALS ARE CONSISTENT WITH THE
FINDINGS IN THE GEOTECHNICAL ENGINEERING REPORT.
MA.7 ALL CELLS CONTAINING REINFORCEMENT SHALL BE FILLED SOLIDLY WITH GROUT.
ALL GROUT SHALL BE CONSOLIDATED AT TIME OF POURING BY VIBRATING AND
CITY O JACKSON, TN
SF.3 FOOTING ELEVATIONS SHOWN ON THE PLANS ARE TO THE TOP OF FOOTINGS AND ARE THEN RECONSOLIDATED AGAIN BY MECHANICAL VIBRATION AFTER SETTLEMENT
CD - CONTRACT DOCUMENTS
FOR ESTIMATING PURPOSES ONLY. ACTUAL TOP-OF-FOOTING ELEVATIONS SHALL BE HAS OCCURRED, BUT BEFORE PLASTICITY IS LOST.
DETERMINED BY THE CONTRACTOR AT THE SITE, AND SHALL BE A MINIMUM OF 1'-0" MA.8 VERTICAL REINFORCEMENT SHALL BE HELD IN POSITION AT TOP AND BOTTOM AND
CD.1 NO PERSON OR ANY REFERENCED STANDARD SPECIFICATION, MANUAL OR CODE
BELOW FINISHED GRADE. AT INTERVALS NOT EXCEEDING 192 DIAMETERS OF THE REINFORCEMENT OR 10
(WHETHER OR NOT SPECIFICALLY INCORPORATED BY REFERENCE IN THE
SF.4 FOOTING AND GRADE BEAMS SHALL BE CAST IN NEATLY TRENCHED EXCAVATIONS (1" FEET.
CONTRACT DOCUMENTS) SHALL BE EFFECTIVE TO CHANGE THE DUTIES AND
WIDER EACH SIDE THAN DIMENSIONS SHOWN). IF FOOTINGS CANNOT BE CAST IN MA.9 WHEN TOTAL GROUT POUR EXCEEDS 5 FEET IN HEIGHT, THE GROUT SHALL BE
RESPONSIBILITIES OF THE OWNER, CONTRACTOR, ARCHITECT, ENGINEER,
NEAT TRENCHES, FORM FOOTINGS TO DIMENSIONS SHOWN. BOTTOM OF FOOTINGS PLACED IN 5 FOOT LIFTS. OVERALL POUR HEIGHTS SHALL MEET THE
SUPPLIER, OR ANY OF THE CONSULTANTS, AGENTS, OR EMPLOYEES FROM THOSE
BEARING ON SOIL SHALL EXTEND, WITH A MINIMUM EMBEDMENT OF 6", INTO FIRM REQUIREMENTS OF ACI 530.1, TABLE 7.
SET FORTH IN THE CONTRACT DOCUMENTS. NOR SHALL IT BE EFFECTIVE TO
APPROVED SOIL MATERIALS. MA.10 WHEN GROUTING IS STOPPED FOR ONE HOUR OR LONGER, HORIZONTAL
ASSIGN TO THE STRUCTURAL ENGINEER OF RECORD OR ANY OF THE STRUCTURAL
CONSTRUCTION JOINTS SHALL BE FORMED BY STOPPING THE POUR OF GROUT
NEW PILASTER BEYOND, SEE B3/S2.1 ENGINEER OF RECORD'S CONSULTANTS, AGENTS, OR EMPLOYEES ANY DUTY OR
AUTHORITY TO SUPERVISE OR DIRECT THE FURNISHING OR PERFORMANCE OF THE
SF.5 FOUNDATION CONCRETE SHALL BE PLACED THE SAME DAY THE EXCAVATION IS
EXPOSED, SPECIAL CARE SHOULD BE TAKEN TO PROTECT THE EXPOSED SOILS
FROM BEING DISTURBED, SATURATED, OR DRIED OUT PRIOR TO THE PLACEMENT
NOT LESS THAN 1 INCH OR MORE THAN 2 INCHES BELOW THE TOP OF THE
UPPERMOST UNIT GROUTED.
RIVERSIDE
WORK OR ANY DUTY OR AUTHORITY TO UNDERTAKE RESPONSIBILITIES CONTRARY
MODIFY WALL CAP TO MATCH EXISTING CD.2
TO THE PROVISIONS OF THE CONTRACT DOCUMENTS.
CONTRACT DOCUMENTS INCLUDE, BUT ARE NOT LIMITED TO, THE STRUCTURAL
OF SELECT FILL OR CONCRETE. WATER SHALL NOT BE ALLOWED TO STAND IN
TRENCHES BEFORE OR AFTER CONCRETE IS PLACED, BUT SHALL BE PUMPED OUT.
MA.11 COARSE AGGREGATE GROUT SHALL BE USED ON ALL 8-INCH AND LARGER CMU'S
AND FINE AGGREGATE SHALL BE USED FOR ALL 6-INCH AND SMALLER CMU'S. DRIVE BRICK
MA.12 ALL MASONRY WALLS SHALL HAVE HORIZONTAL JOINT REINFORCING AT 16" O.C.
CAP OVERHANG
REUSE SALVAGED BRICKS. SEE NOTE 2
DOCUMENTS (DRAWINGS AND SPECIFICATIONS). "DRAWINGS" MEANS THE LATEST
STRUCTURAL DESIGN DRAWINGS, U.N.O., "SPECIFICATIONS" MEANS THE LATEST
IF BOTTOMS OF TRENCHES BECOME SOFTENED DUE TO RAIN OR OTHER WATER
BEFORE FOOTINGS ARE CAST, THE CONTRACTOR, AT HIS OWN EXPENSE, SHALL
EXCAVATE THE SOFTENED MATERIAL AND REPLACE WITH CONCRETE.
MAXIMUM. ALL WALLS AT INTERSECTIONS AND CORNERS SHALL BE INTERLOCKED
WITH METAL TIES, ANCHORS, OR JOINT REINFORCEMENT. SEE THE SPECIFICATIONS
WALL REPAIR
PROJECT SPECIFICATIONS, U.N.O. CONTRACT DOCUMENTS DO NOT INCLUDE SHOP
FOR DETAILS FOR DETAILS.
CMU WALL CL DRAWINGS, VENDOR DRAWINGS, OR MATERIAL PREPARED AND SUBMITTED BY THE SE - SOILS AND EARTHWORK MA.13 PROVIDE THE FOLLOWING
1" AIR GAP MIN. CONTRACTOR.
MINIMUM CONTINUOUS HORIZONTAL MASONRY REINFORCING AT 16 INCHES C/C:
1'-8 3/8" CD.3 ALL DETAILS, SECTIONS, AND NOTES ON THE DRAWINGS ARE INTENDED TO BE SE.1 SITE SHALL BE CLEARED OF ALL TOP SOIL, FILL, RUBBLE, ETC., AND THE REQUIRED (MANUFACTURED BY HOHMANN & BARNARD, INC. OR AN APPROVED SUBSTITUTE.)
4' MAX, COMPACT BACKFILL TO 95% STD. TYPICAL WHERE CONDITIONS ARE SIMILAR TO THOSE INDICATED BY DETAIL, DETAIL FILL PLACED IN LIFTS NOT EXCEEDING 10" IN LOOSE THICKNESS TO OBTAIN A SINGLE WYTHE: STD. WEIGHT LADDER TYPE
PROCTOR TITLE OR NOTE. COMPACTION OF 95 PERCENT STANDARD PROCTOR AT OR SLIGHTLY ABOVE OPTIMUM SINGLE WYTHE W/ BRICK VENEER:
CD.4 USE ONLY DIMENSIONS INDICATED ON DRAWINGS. DO NOT SCALE DRAWINGS OR MOISTURE. STD. WEIGHT LADUR-EYE JOINT REINF.
1'-4 7/8" 4" CMU BELOW GRADE, GROUT SOLID ALL USE ANY DIMENSIONS TAKEN FROM ELECTRONIC FILES.
MA.14 PROVIDE CONTROL JOINTS IN ALL MASONRY WALLS AT A MAXIMUM SPACING
CELLS AND VOIDS BELOW GRADE CD.5 REFERENCE TO STANDARD SPECIFICATIONS (CONCERNING STRUCTURAL DESIGN)
OF ANY TECHNICAL SOCIETY, ORGANIZATION, OR ASSOCIATION OR TO CODES OF
CO - CONCRETE
OF 25 FEET RIVERSIDE DRIVE
LOCAL OR STATE AUTHORITIES, SHALL MEAN THE LATEST STANDARD CODES,
SPECIFICATION OR TENTATIVE SPECIFICATION ADOPTED AT THE DATE OF TAKING
CO.1 ALL CONCRETE WORKMANSHIP AND MATERIALS SHALL CONFORM TO ACI 318 AND
ALL LOCAL LAWS AND ORDINANCES.
MA.15 THE STRUCTURAL ENGINEER SHALL BE GIVEN A MINIMUM OF 24 HOURS NOTICE
PRIOR TO EACH REINFORCED BLOCK GROUTING OPERATION. JACKSON, TN 38301
NEW 8" CMU REINF. BIDS, UNLESS SPECIFICALLY STATED OTHERWISE. MA.16 PROVIDE ADEQUATE BRACING FOR ALL MASONRY WALLS DURING CONSTRUCTION
CO.2 CONCRETE COMPRESSIVE STRENGTH IN 28 DAYS:
W/ #6 @ 8" O.C. VERT. CD.6 IN THE EVENT CONTRACT DOCUMENTS CONFLICT WITH THE CODE OF PRACTICE OR AND UNTIL GROUT HAS ATTAINED THE SPECIFIED DESIGN STRENGTH.
EXTERIOR CONCRETE 4000 PSI (5% AIR-ENTRAINED)
(2) 8" CLAY PIPE BETWEEN
PILASTERS EQ. SPACES.
SPECIFICATIONS OF ACI, PCI, AISC, AISI, SJI, OR OTHER STANDARDS, CONTACT
STRUCTURAL ENGINEER FOR CLARIFICATION IN THE FORM OF A REQUEST FOR
CO.3
CO.4
CONCRETE SHALL BE NORMAL WEIGHT (145 PCF) UNLESS NOTED OTHERWISE.
ALL CONCRETE SHALL BE VIBRATED.
BID SET
NEW ASPHALT, 6" CRUSHED INFORMATION (RFI). CO.5 NO REPAIR OR RUBBING OF CONCRETE SURFACES SHALL BE MADE PRIOR TO
SEE NOTE 3
STONE, 2" BINDER & 1-1/2" INSPECTION BY AND WITH APPROVAL OF THE ARCHITECT, OWNER, OR THEIR
TIE-HVR-195V ANCHOR ASPHALT MIX CR - CONTRACTOR RESPONSIBILITIES REVISIONS
1 1/2"
AUTHORIZED REPRESENTATIVES.
5'-8"±
SYSTEM/TIES FOR BRICK CO.6 DETAILING:
EA. SIDE @ 16" O.C. MAX. 8'-0" ± CR.1 THE CONTRACTOR SHALL FURNISH ALL LABOR AND MATERIALS FOR SUCCESSFUL 1. CONTRACTOR SHALL COORDINATE PLACEMENT OF ALL OPENINGS, CURBS, DOWELS,
COMPLETION OF THIS PROJECT. SLEEVES, CONDUITS, BOLTS, INSERTS, AND OTHER EMBEDDED ITEMS PRIOR TO
1" AIR GAP MIN. CR.2 THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE COORDINATION OF CONCRETE PLACEMENT.
4'-0"±
STRUCTURAL WORK WITH THE ARCHITECTURAL, MECHANICAL, AND ELECTRICAL
DOWEL TO MATCH DRAWINGS, AS WELL AS ANY OTHER APPLICABLE TRADES. ARCHITECT/
LAP SPLICE
VERT. WALL REINF. STRUCTURAL ENGINEER SHALL BE NOTIFIED OF ANY DISCREPANCY OR OMISSION
DISCOVERED.
3'-1"
1" MIN, COMPACT BACKFILL
TO 95% STD. PROCTOR 1. FOR THE PURPOSE OF BIDDING, IN CASE OF CONFLICT BETWEEN THE
STRUCTURAL WORK AND DRAWINGS RELATED TO OTHER TRADES, THE
CONTRACTOR SHALL MAKE ALLOWANCES IN HIS BID FOR THE MOST SEVERE
1'-0"±
REQUIREMENTS. CONFLICTS BETWEEN THE STRUCTURAL WORK AND THE
DRAWINGS OF OTHER TRADES SHALL NOT BE REASON FOR ANY EXTRA
COST OR DELAY IN THE EXECUTION OF THE WORK.
PROJECT NO. DATE
2. FOR THE PURPOSE OF CONSTRUCTION, IN THE CASE OF A CONFLICT, FOLLOW 19418 JULY 1, 2021
THE MOST STRINGENT REQUIREMENT AS DIRECTED BY THE STRUCTURAL
ENGINEER WITHOUT ADDITIONAL COST TO THE OWNER. ANY WORK DRAWN CHECKED
2'-0" 3'-0" PERFORMED BY THE CONTRACTOR, WITHOUT A DETERMINATION FROM THE AD RDM
5'-0" STRUCTURAL ENGINEER AFTER SUCH A DISCOVERY SHALL BE AT THE
CONTRACTOR'S RISK.
CR.3 THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND ELEVATIONS, NEW AND ENERAL NOTES AND
LATEST REV.:
EXISTING, BY MEASUREMENTS AND SURVEYS AT THE JOB SITE, PRIOR TO
SUBMITTAL OF SHOP DRAWINGS. THE CONTRACTOR SHALL TAKE ANY AND ALL SECTIONS
I:\2019\19418\1 Structural\Projdwgs\S2.1\S2.1.dwg
OTHER MEASUREMENTS NECESSARY TO VERIFY CONFORMANCE WITH THE
CONT. FOOTING W/ (5) #5 T & B DRAWINGS AND TO PERFORM THE WORK PROPERLY. AN ALLOWANCE FOR THE
NOTES: AND #5 X 4'-6" T & B @ 12" O.C. COST OF EXPOSING EXISTING STRUCTURAL MEMBERS TO VERIFY AND MEASURE
1. MIMIC TIE COURSE OF EXIST. WALL W/ BRICKS CUT AND LAID IN THE EXISTING CONDITIONS SHALL BE INCLUDED IN THE CONTRACTOR'S BID IF
PATTERN TO MATCH EXISTING. NECESSARY.
2. NEW CLAY PIPES SHALL MATCH WITH EXISTING PIPES HEIGHT.
S2.1
Thu, 01 Jul 2021 - 2:57pm
1"=1'
PLOT SCALE:
D1 NEW WALL DETAILS D3 GENERAL NOTES
andyd
1'-0" = 1/2" N.T.S
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