HomeMy WebLinkAbout4330 20th St (43)GENERAL NOTES SPECIAL INSPECTIONS
DESIGN CRITERIA AND LOADS: 1. SPECIAL INSPECTIONS ARE REQUIRED ON THIS PROJECT PER CHAPTER 17 OF THE INTERNATIONAL
GOVERNING CODES BUILDING CODE.
2. OWNER SHALL CONTACT THE STRUCTURAL ENGINEER OF RECORD FOR COPY OF STATEMENT OF
2020 FBC, 7TH ED. SPECIAL INSPECTIONS WHICH OUTLINES REQUIRED INSPECTIONS,
ASCE STANDARD 7-16 "MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER STRUCTURES" 3. THE OWNER SHALL EMPLOY ONE OR MORE SPECIAL INSPECTORS OR TESTING AGENCIES TO
PROVIDE SPECIAL INSPECTIONS AS DESCRIBED HEREIN. THE OWNER SHALL BE RESPONSIBLE FOR
AISC "MANUAL OF STEEL CONSTRUCTION", FIFTEENTH EDITION THE FEES AND COSTS RELATED TO THE PERFORMANCE OF SPECIAL INSPECTION SERVICES.
ACI STANDARD 318-14 "BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE" 4, REFERENCE PROJECT SPECIFICATIONS FOR ANY ADDITIONAL INSPECTION REQUIREMENTS.
OSHA, OCCUPATIONAL SAFETY AND HEALTH REGULATIONS (STANDARDS - 29 CFR PART 1910)
ASTM STANDARDS IN BUILDING CODES, VOLUME I AND II, LATEST EDITION
AWS, AMERICAN WELDING SOCIETY STRUCTURAL WELDING CODE, AWS D1.1, LATEST EDITION
DESIGN LOADS
1. LIVE LOADS (LU
A. FLOOR LIVE LOAD:
100 PSF
2. SNOW LOAD:
NOT APPLICABLE
3. EQUIPMENT LOADS:
95.92 KIPS (TOTAL WEIGHT)
(REF KRONES DRAWING K-442-502-DBO, REVISION
AO)
A. BLOWING MODULE:
76.56 KIPS
MAX FLOOR LOAD PER SUPPORT:
25.52 KIPS
B. HEATING MODULE:
19,36 KIPS
MAX FLOOR LOAD PER SUPPORT:
6.47 KIPS
4. WIND LOADS (W):
a. GOVERNING CODE:
ASC - 6
b. BUILDING RISK CATEGORY:
c. BASIC WIND SPEED (3-SEC GUST), V:
137 PH
d. WIND EXPOSURE CLASSIFICATION:
C
e. INTERNAL PRESSURE COEFFICIENT:
±0.18
f. COMPONENTS AND CLADDING:
20 PSF
5. SEISMIC LOADS (E):
a. GOVERNING CODE:
ASCE 7-16
b. BUILDING RISK CATEGORY:
II
c. le (SEISMIC IMPORTANCE FACTOR):
1.0
d, Ss (0.2 SEC SPECTRAL ACCELERATION):
0.058
e. S1 (1,0 SEC SPECTRAL ACCELERATION):
0,032
f. SOIL SITE CLASSIFICATION:
E
g. SPECTRAL RESPONSE COEFFICIENTS:
SDS = 0,092/ SD1 = 0.089
h. SEISMIC DESIGN CATEGORY:
B
i. BASIC SEISMIC -FORCE RESISTING SYSTEM:
STEEL SPECIFICALLY NOT DESIGNED
FOR SEISMIC
j. Cs (SEISMIC RESPONSE COEFFICIENT):
5
k. R (RESPONSE MODIFICATION FACTOR):
3.0
m. ANALYSIS PROCEDURE USED:
EQUIVALENT LATERAL FORCE PROCEDURE
6. ICE LOADS:
NOT APPLICABLE
7, FLOOD LOADS:
NOT APPLICABLE
8. SPECIAL LOADS: NOT APPLICABLE
9. FUTURE LOADS: UNLESS SPECIFICALLY NOTED, THERE ARE NO PROVISIONS MADE FOR FUTURE
FLOOR, ROOF, OR OTHER LOADS.
GENERAL
1. WHERE REFERENCE IS MADE WITHIN THESE GENERAL NOTES, DESIGN DRAWINGS, OR
SPECIFICATIONS TO "OWNER'S REPRESENTATIVE", SUCH REFERENCE SHALL REFER: FIRST TO
THE OWNER, SECOND TO THE DESIGN ENGINEER, AND THIRD TO A REPRESENTATIVE APPOINTED
BY THE OWNER OR DESIGN ENGINEER.
2. WHERE A SECTION IS SHOWN FOR ONE CONDITION, IT SHALL APPLY TO ALL LIKE AND SIMILAR
CONDITIONS.
3, WHERE REFERENCE IS MADE WITHIN THESE GENERAL NOTES, DESIGN DRAWINGS, OR PROJECT
SPECIFICATIONS TO TRADE NAME PRODUCTS OR MANUFACTURER'S NAMES, SUCH REFERENCES
ARE MADE TO DESIGNATE AND IDENTIFY QUALITY OF MATERIAL TO BE FURNISHED, ALL "OR
EQUAL" MATERIAL SUBSTITUTIONS SHALL BE APPROVED BY OWNER'S REPRESENTATIVE,
4, ANY APPARENT CONFLICTS BETWEEN PLANS, SECTIONS, DETAILS, OR SPECIFICATIONS SHALL BE
BROUGHT TO THE ATTENTION OF OWNER'S REPRESENTATIVE IMMEDIATELY FOR CLARIFICATION
AND WRITTEN RESOLUTION.
5, PRIOR TO COMMENCEMENT OF WORK, INCLUDING DETAILING, CONTRACTOR SHALL FIELD VERIFY
ALL INDICATED RELEVANT DIMENSIONS OF EXISTING STRUCTURES, ELEVATIONS, EXISTING
MEMBER SIZES, AND EXISTING CONDITIONS. CONTRACTOR SHALL NOTIFY THE OWNER'S
REPRESENTATIVE OF ANY INTERFERENCE.
6, THE STRUCTURE SHOWN HEREIN HAS BEEN DESIGNED TO RESIST LOADS ONLY AS A COMPLETED
STRUCTURE. APPLICATION OF CONSTRUCTION LOADS TO THE PARTIALLY COMPLETED
STRUCTURE SHALL BE CONSIDERED BY THE CONTRACTOR AND SO INCLUDED IN THE DESIGN OF
SHORING, BRACING, FORMWORK, AND OTHER SUPPORTING ELEMENTS PROVIDED FOR
CONSTRUCTION OF THE STRUCTURE.
7, THE DESIGN, ADEQUACY, AND SAFETY OF ERECTION BRACING, TEMPORARY SUPPORTS, ETC, IS
THE SOLE RESPONSIBILITY OF THE CONTRACTOR.
8. PROVIDE ADEQUATE STRUCTURAL FRAMING AS APPROVED BY THE ENGINEER FOR ALL
REQUIRED MECHANICAL OPENINGS THROUGH SLABS, WALLS, FLOOR DECK, ETC. SUPPORT ALL
MECHANICAL EQUIPMENT, OPENING SHALL NOT BE PERMITTED THROUGH STRUCTURAL MEMBERS
UNLESS SPECIFICALLY DETAILED BY THE ENGINEER.
9. UNDERGROUND FACILITIES NOT SHOWN ON EXISTING DRAWINGS MAY EXIST, THE CONTRACTOR
SHALL PROCEED WITH CAUTION DURING DEMOLITION AND/OR NEW CONSTRUCTION. UNIDENTIFIED
PIPES, CABLES OR OTHER ITEMS ENCOUNTERED SHALL BE REPORTED IMMEDIATELY TO THE
OWNER'S REPRESENTATIVE AND DISPOSITION MADE AS DIRECTED.
10. FIT -UP OF ALL NEW CONSTRUCTION TO ANY AND ALL EXISTING CONSTRUCTION SHALL BE THE
CONTRACTOR'S RESPONSIBILITY.
5. UPON COMPLETION OF ALL SPECIAL INSPECTIONS AND TESTING, THE STRUCTURAL ENGINEER OF
RECORD SHALL SUBMIT TO THE OWNER A FINAL REPORT OF SPECIAL INSPECTIONS.
FOUNDATIONS
1. THE OWNER'S REPRESENTATIVE SHALL MONITOR ALL SITE PREPARATION, INCLUDING
EXCAVATION, SUB GRADE PREPARATION, AND BACKFILLING. ALL EARTHWORK SHALL BE BASED
ON THE APPLICABLE GEOTECHNICAL REPORT IF SUPPLIED BY THE OWNER'S REPRESENTATIVE.
THE CONTRACTOR SHALL OBTAIN A COPY OF THE REPORT FOR REVIEW AND A COPY SHALL BE
MAINTAINED IN THE FIELD OFFICE AT ALL TIMES.
2, ALL BACKFILL MATERIAL SHALL BE SOIL OR SOIL -ROCK MIXTURE THAT IS FREE FROM ORGANIC
MATTER OR OTHER DELETERIOUS SUBSTANCE. BACKFILL SHALL CONTAIN NO ROCKS OR LUMPS
OVER 6 INCHES IN GREATEST DIMENSION. NOT MORE THAN 15% OF THE ROCKS SHALL BE
LARGER THAN 2,Y2" IN GREATEST DIMENSION. BACKFILL SHALL HAVE A LIQUID LIMIT LESS THAN
50, A PLASTICITY INDEX LESS THAN 30, AND A STANDARD PROCTOR MAXIMUM DRY DENSITY
(ASTM D698) OF AT LEAST 90 PCF. GENERALLY SOILS CLASSIFIED AS SM, SC, ML, OR CL
ACCORDING TO THE UNIFIED SOIL CLASSIFICATION SYSTEM ARE SUITABLE. ALL BACKFILL
MATERIAL SHALL BE APPROVED BY THE OWNER'S REPRESENTATIVE.
3. ALL BACKFILL SHALL BE COMPACTED AT MOISTURE CONTENTS WITHIN 3% OF THE STANDARD
PROCTOR OPTIMUM MOISTURE CONTENT. IF WET CONDITIONS RESULT IN SUBSURFACE PUMPING
THE SUB GRADE SHALL BE STABILIZED BY MEANS APPROVED BY THE OWNER'S
REPRESENTATIVE, OR THE PUMPING MATERIAL SHALL BE REMOVED AND REPLACED WITH
APPROVED COMPACTED DRY BACKFILL,
4, ALL BACKFILL WITHIN THE LIMITS OF FOUNDATIONS SHALL BE PLACED IN LOOSE LIFTS OF 8 INCH
MAXIMUM THICKNESS AND COMPACTED TO NOT LESS THAN 95% OF STANDARD PROCTOR
MAXIMUM DRY DENSITY (ASTM D698). THE UPPER ONE FOOT OF BACKFILL MATERIAL SHALL BE
COMPACTED TO 98% COMPACTION, ADDITIONALLY THE UPPER 8 INCHES OF SUB GRADE
MATERIAL IN AREAS AT -GRADE OR CUT SURFACES SHALL BE SCARIFIED AND COMPACTED TO
98% COMPACTION.
5. ALL BACKFILL OUTSIDE THE LIMITS OF FOUNDATIONS AND PAVEMENTS SHALL BE PLACED IN
LOOSE LIFTS OF 8 INCH MAXIMUM THICKNESS AND COMPACTED TO NOT LESS THAN 95% OF
STANDARD PROCTOR MAXIMUM DRY DENSITY (ASTM D698).
6. IN -PLACE COMPACTION TESTS AND MOISTURE CONTENT TESTS SHALL BE PERFORMED FOR EACH
VERTICAL FOOT OF BACKFILL PLACED WITH THE FOLLOWING TEST FREQUENCY:
a. PAVEMENT = 1 TEST PER 5000 SQUARE FEET.
b. STRUCTURES = 1 TEST PER 2000 SQUARE FEET.
c. ISOLATED FOOTINGS = 1 TEST PER LIFT,
7. ALL TESTS SHALL BE CONDUCTED BY AN INDEPENDENT TESTING LABORATORY APPROVED BY
THE OWNER'S REPRESENTATIVE, THE COST OF THE TESTS SHALL BE PAID BY THE OWNER,
8. ALL PIERS SHALL BE SUPPORTED ON SOIL WITH AN ALLOWABLE SOIL BEARING PRESSURE OF
2000 PSF. CONTRACTOR SHALL VERIFY CAPACITY OF ALL SHALLOW FOUNDATION
EXCAVATIONS WITH A HAND PENETROMETER OR MECHANICAL CONE PENETROMETER TEST PER
ASTM D 3441-05 PRIOR TO CONCRETE PLACEMENT TO ENSURE BEARING IN SUITABLY STRONG
AND STABLE SOILS. IF REQUIRED, OVER EXCAVATION OF UNSUITABLE MATERIAL AND
SUBSEQUENT BACKFILLING SHALL BE PERFORMED BY THE CONTRACTOR.
9. CONTRACTOR SHALL BE RESPONSIBLE FOR SHORING OF ALL FOUNDATION EXCAVATIONS PER
OSHA REGULATIONS. DESIGN OF ALL SHORING IS THE CONTRACTORS RESPONSIBILITY.
ANCHOR BOLTS AND OTHER EMBEDDED ITEMS
1. ALL ANCHOR BOLTS AND THREADED RODS SHALL CONFORM TO ASTM F1554-07ae1 AND SHALL
HAVE A MINIMUM STRENGTH OF 36KSI (UNLESS NOTED OTHERWISE), AND SHALL BE HOT -DIPPED
GALVANIZED PER ASTM A153-09.
2. THE LOCATION OF ANCHOR AND FOUNDATION BOLTS MUST NOT VARY FROM THE DIMENSIONS
SHOWN ON THE DESIGN DRAWINGS BY MORE THAN THE FOLLOWING:
a. %" CENTER TO CENTER OF ANY TWO BOLTS WITHIN AN ANCHOR BOLT GROUP. AN ANCHOR
BOLT GROUP IS DEFINED AS THE SET OF ANCHOR BOLTS THAT RECEIVES A SINGLE
FABRICATED STEEL SHIPPING PIECE.
b. %" CENTER TO CENTER OF ADJACENT BOLT GROUPS.
C. MAXIMUM ACCUMULATION OF PLUS -OR -MINUS Y" ALONG A MINIMUM 100 FOOT LONG
COLUMN LINE OF MULTIPLE ANCHOR BOLT GROUPS,
d. ELEVATION OF TOP OF ANCHOR BOLTS PLUS -OR -MINUS Y
3. ALL ANCHORS AND EMBEDDED ITEMS REQUIRED FOR ADJOINING WORK OR ITS SUPPORT SHALL
BE PLACED PRIOR TO CONCRETING.
CONCRETE
1, ALL CONCRETE DESIGN AND CONSTRUCTION SHALL BE IN ACCORDANCE WITH ACI STANDARD 318-14,
"BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE" (UNLESS NOTED OTHERWISE).
2. REFERENCE PROJECT SPECIFICATION OR OWNER'S SPECIFICATIONS FOR CAST -IN -PLACE CONCRETE IF
APPLICABLE.
3. MINIMUM ULTIMATE CONCRETE COMPRESSIVE STRENGTH (F'c) SHALL BE 4500 PSI IN 28 DAYS (UNLESS
NOTED OTHERWISE).
4, USE OF DIFFERENT CONCRETE CLASSES OF CONCRETE SHALL BE AS SHOWN BELOW, CONCRETE BATCH
DESIGN(S) SHALL BE PROPORTIONED AND PRODUCED IN ACCORDANCE WITH ACI 318-14 AND ACI 301-10.
SEE CONCRETE SPECIFICATIONS FOR ADDITIONAL REQUIREMENTS, MATERIAL PROPERTIES, AND
NECESSARY INSPECTIONS/TESTING.
F'c = 3000 PSI MINIMUM - ALL CONCRETE FOR SLABS OVER METAL DECK, RETAINING WALLS,
BEAMS, COLUMNS, AND FOOTINGS, AND ALL CONCRETE NOT SPECIFICALLY COVERED.
F'c = 4000 PSI MINIMUM - ALL CONCRETE FOR EXTERIOR GRADE SUPPORTED SLABS.
5. PORTLAND CEMENT SHALL CONFORM TO ASTM C150 TYPE I OR II. FLYASH SHALL BE LIMITED TO 100
LBS. MAXIMUM PER CUBIC YARD OF CONCRETE.
6. AGGREGATES, BOTH COURSE AND FINE, SHALL CONFORM TO ASTM C33, MAXIMUM LARGE AGGREGATE
SIZE SHALL BE 1Y2" (UNLESS NOTED OTHERWISE),
7. CONCRETE MIX DESIGN SHALL ADHERE TO MINIMUM REQUIREMENTS FOR CONCRETE EXPOSURE CLASS F2
AS SHOWN IN ACI 318-14 TABLE 19.3.2.1.
8. CONCRETE SLUMP RANGE SHALL BE: 3-5 INCHES FOR FOUNDATIONS, BEAMS, AND COLUMNS; AND 2-4
INCHES FOR SLABS AND PAVEMENTS.
9. ALL CONCRETE SHALL BE AIR ENTRAINED. AIR ENTRAINING ADMIXTURE SHALL CONFORM TO ASTM C260.
AIR CONTENT SHALL BE IN ACCORDANCE WITH ACI 318-14 SECTION 193.
10. WATER -REDUCING, RETARDING, AND ACCELERATING ADMIXTURES SHALL CONFORM TO ASTM C494.
11, MAXIMUM CONCRETE WATER/CEMENT RATIO SHALL BE IN ACCORDANCE WITH ACI 318-14 SECTION 19.3.
12. CALCIUM CHLORIDE, THIOCYANATES, OR ADMIXTURES CONTAINING MORE THAN 0.5% CHLORIDE IONS ARE
NOT PERMITTED.
13. HOT WEATHER CONCRETING SHALL CONFORM TO ACI 305, LATEST EDITION.
14. COLD WEATHER CONCRETING SHALL CONFORM TO ACI 306, LATEST EDITION.
15. REINFORCING STEEL SHALL CONFORM TO THE LATEST STANDARDS OF ASTM A615, NEW BILLET STEEL,
GRADE 60. ALL REINFORCING SHALL BE DETAILED AND PLACED ACCORDING TO THE LATEST STANDARDS
OF THE AMERICAN CONCRETE INSTITUTE, REINFORCING STEEL SHALL BE FREE OF RUST, SCALE, OR ANY
OTHER FOREIGN MATERIAL PRIOR TO PLACING CONCRETE.
16. HOOKS SHOWN AT THE END OF REINFORCING BARS SHALL BE "STANDARD HOOKS" PER THE AMERICAN
CONCRETE INSTITUTE, UNLESS NOTED OTHERWISE ON THE DESIGN DRAWINGS.
17. REINFORCEMENT EMBEDMENT LENGTHS OR LAP SPLICES FOR REINFORCING SHOWN CONTINUOUS ON THE
DESIGN DRAWINGS SHALL BE AS FOLLOWS, UNLESS NOTED OTHERWISE.
BAR SIZE
CLASS "B" LAP
CLASS "B" LAP
EMBEDMENT
EMBEDMENT
SPLICE FOR
SPLICE FOR
(INCHES)
WITH STANDARD
DEFORMED
EPDXY
HOOK (INCHES)
PLAIN BAR
COATED BAR
(INCHES)
(INCHES)
#4
25
37
19
12
#5
31
47
24
12
#8
62
93
48
19
SPLICE AND EMBEDMENT LENGTHS SHOWN ABOVE MUST BE INCREASED BY 30% FOR HORIZONTAL
REINFORCING WHERE THERE IS MORE THAN 12 INCHES OF CONCRETE BELOW THE BAR.
THE ABOVE TABLE IS BASED ON F'c = 4000 PSI CONCRETE,
ABSOLUTELY NO WELDING OF REINFORCING BARS OR TORCHING TO BEND REINFORCING BARS SHALL BE
ALLOWED.
18. WHEN REINFORCING IS CUT AT OPENINGS, ALL CUT REINFORCING SHALL BE MATCHED WITH
CORRESPONDING EXTRA BARS PLACED PROPORTIONATELY AT SIDES OF OPENING, THIS SHALL APPLY
TO ALL OPENINGS OVER 10 INCHES IN DIAMETER OR 10 INCHES SQUARE. THIS SHALL APPLY WHETHER
EXTRA REINFORCING IS SHOWN ON THE STRUCTURAL DRAWINGS OR NOT. THE RESULTANT BAR
SPACING SHALL BE A MINIMUM OF 3 INCHES, THE LENGTH OF THE EXTRA BARS SHALL BE AT LEAST THE
LENGTH OF THE OPENING PLUS TWICE THE SPLICE LENGTHS GIVEN IN THE TABLE ABOVE,
19. MINIMUM CONCRETE COVER FOR REINFORCING STEEL SHALL BE 2 INCHES (UNLESS NOTED OTHERWISE).
20. WHERE CONCRETE IS POURED DIRECTLY ON THE GROUND, MINIMUM CONCRETE COVER FOR REINFORCING
STEEL SHALL BE 3 INCHES (UNLESS NOTED OTHERWISE),
21. MINIMUM CONCRETE CLEAR COVER SHALL BE AS FOLLOWS:
INTERIOR SLABS ON GRADE - TOPS %"
INTERIOR SLABS ON GRADE - BOTTOM 2"
EXTERIOR SLABS ON GRADE - TOPS 11/2"
EXTERIOR SLABS ON GRADE - BOTTOM 2"
PIERS - TOPS 2"
PIERS - BOTTOM 3"
PIERS - SIDES 3"
OTHER COVER REQUIREMENTS SHALL BE AS NOTED IN APPLICABLE DETAILS OR AS SPECIFIED IN ACI
318-14.
22. MOISTURE BARRIER SHALL BE 6-MIL POLYETHYLENE FILM. SEAMS SHALL BE LAPPED A MINIMUM OF 12
INCHES AND GLUED OR TAPED.
23. BONDING AGENT SHALL BE INSTALLED IN ACCORDANCE WITH THE MANUFACTURER'S PRINTED
INSTRUCTIONS. AGENTS SHALL BE AS FOLLOWS OR EQUAL:
ACRYLIC LATEX:
INTRALOK -- BY W. R. MEADOWS
ACRYL 60 -- BY THORO SYSTEMS
ACRYLBOND 60 -- BY LAMBERT
EPDXY:
SIKADUR 32 HI -MOD -- BY SIKA CORPORATION
MASTEREMACO ADH 326-- BY MASTER BUILDERS
P� LAND S�( i��// "Professional Certification. I hereby certify that these
6F
�\ 9p i� documents were prepared or approved by me, and that
zz No. 90224 I am a duly licensed professional engineer under the
laws of the
- o a
0 State of Florida, License No. 90224
I
1
REVISION
NO
CDC
O1/29/21
Expiration Date: 2-08-23
0
ISSUE FOR CONSTRUCTION
CDC
01/22/21
at�i9�il
REV.
DESCRIPTION
DRWN
APPR
DATE
REV.
DESCRIPTION
DRWN
APPR
DATE
DRAWING NO,
REFERENCE DRAWING
CONCRETE (CONTU
24, CONCRETE FORMWORK SHALL CONFORM WITH ACI 301-10 AND APPLICABLE SECTIONS OF ACI 347,
LATEST EDITION, CONTRACTOR SHALL BE RESPONSIBLE FOR ALL FORMWORK DESIGN,
25. ALL EXPOSED CONCRETE CORNERS SHALL HAVE A 3/4" BY 45 DEGREE CHAMFER.
26. BAR SUPPORT ACCESSORIES SHALL BE PROVIDED IN ACCORDANCE WITH THE LATEST ACI. MANUAL OF
STANDARD PRACTICE FOR DETAILING REINFORCED CONCRETE STRUCTURES, EXCEPT THAT
REINFORCING SHALL BE CHAIRED ON THE BOTTOM AND/OR SIDES ON BOLSTERS SPACED NOT MORE
THAN 4 FEET ON CENTER. BAR SUPPORTS FOR CONCRETE EXPOSED TO VIEW SHALL HAVE PLASTIC
COATED LEGS. BAR SUPPORTS SHALL BE LOCATED AGAINST THE OUTERMOST BAR.
27. FOR GRADE SUPPORTED SLABS, SLAB REINFORCING SHALL BE HELD IN PLACE BY BAR SUPPORTS AND
ACCESSORIES AS DESCRIBED IN CHAPTER 3 OF THE CRSI MANUAL OF STANDARD PRACTICE. BAR
SUPPORTS SHALL BE SPACED A MAXIMUM OF 4'-0" O.C. BOTH WAYS IN STRAIGHT LINES ON THE MESH
GRID. NO ROCKS, CMU, CLAY, TILE, OR BRICK SHALL BE USED TO SUPPORT REINFORCING.
28, INSTALL CORNER BARS AT JUNCTION OF ALL FOUNDATION WALLS, GRADE BEAMS, AND FOOTINGS.
29. ALL ITEMS EMBEDDED IN CONCRETE SHALL BE TIED AND SECURED PRIOR TO PLACEMENT OF CONCRETE.
NO "WET STICKING" IS ALLOWED.
30, ALL CONCRETE WORK SHALL CONFORM WITH THE FOLLOWING:
ACI 318-14 "BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE"
ACI 301-10 "SPECIFICATIONS FOR STRUCTURAL CONCRETE FOR BUILDINGS"
CRSI "MANUAL OF STANDARD PRACTICE"
31. PRIOR TO PLACING CONCRETE, THE CONTRACTOR SHALL VERIFY SIZE AND LOCATION OF ALL ANCHOR
BOLTS, EMBEDDED ITEMS, OPENINGS, ETC, WITH THE LATEST CERTIFIED INFORMATION, INCLUDING
APPLICABLE EQUIPMENT DRAWINGS. ANY DISCREPANCIES SHALL BE REPORTED TO THE OWNER'S
REPRESENTATIVE BEFORE COMMENCING CONCRETE PLACEMENT. ALL AREAS TO RECEIVE CONCRETE
SHALL BE INSPECTED AND APPROVED BY OWNER'S REPRESENTATIVE PRIOR TO POURING OF
CONCRETE,
32. CONCRETE SHALL BE TRANSPORTED FROM THE MIXER TO THE PLACE OF FINAL DEPOSIT BY METHODS
THAT PREVENT SEGREGATION OR LOSS OF INGREDIENTS AND DISPLACEMENT OF STEEL. CONCRETE
MUST BE PLACED WITHIN 1Y HOURS AFTER ADDITION OF MIX WATER. NO WATER SHALL BE ADDED TO
CONCRETE AFTER SLUMP TESTS HAVE BEEN PERFORMED,
33. DURING AND IMMEDIATELY AFTER PLACING, CONCRETE SHALL BE THOROUGHLY COMPACTED BY
MECHANICAL VIBRATION, AS APPROVED BY OWNER'S REPRESENTATIVE, TO PROVIDE A DENSE
CONCRETE FREE OF HONEYCOMBING,
34, CONSTRUCTION JOINTS AND POINTS OF ENDING A CONCRETE POUR SHALL BE AS SHOWN ON THE
DRAWINGS OR AS OTHERWISE DIRECTED BY THE OWNER'S REPRESENTATIVE.
35. ALL CONSTRUCTION JOINTS SHALL BE THOROUGHLY CLEANED AND FREE OF LAITANCE BEFORE THE
SECOND POUR IS MADE AGAINST THE FIRST POUR.
36. EXTERIOR SLABS AND INTERIOR SLABS IN WET AREAS SHALL RECEIVE A LIGHT BROOM FINISH.
INTERIOR SLABS IN VERY DRY AREAS SHALL RECEIVE A STEEL TROWEL FINISH.
37. FLOOR FLATNESS AND FLOOR LEVELNESS SHALL BE AS FOLLOWS:
SPECIFIED FLOOR FLATNESS AND LEVELNESS FF45/FL35
MINIMUM LOCAL FLOOR FLATNESS/LEVELNESS FF35/FL25
38. PREMOLDED EXPANSION JOINT MATERIAL SHALL CONFORM TO THE REQUIREMENTS OF ASTM D994 AND
D1751.
39. JOINT SEALANT MATERIALS SHALL BE INSTALLED IN ACCORDANCE WITH THE MANUFACTURER'S
PRINTED INSTRUCTIONS. JOINT SEALANTS SHALL BE AS FOLLOWS OR EQUAL:
POLYURETHANE 2 COMPONENT = MM-80 SEM-RIGID EPDXY JOINT FILLER -- BY METZGER McGUIRE
POLYURETHANE 2 COMPONENT = SIKAFLEX 2C NS/SL -- BY SIKA CORPORATION
COAL/TAR URETHANE = GARDOX -- BY W. R. MEADOWS
40. CONCRETE SLABS SHALL BE CURED FOR SEVEN (7) DAYS AS OUTLINED IN ACI 308, LATEST EDITION.
41. FOR SLAB SURFACES NOT SCHEDULED TO RECEIVE FLOORING, IMMEDIATELY AFTER SEVEN (7) DAYS
WET CURE, APPLY ONE (1) COAT SEALHARD CHEMICAL HARDENER AS MANUFACTURED BY L&M
CONSTRUCTION CHEMICALS OR APPROVED EQUAL. APPLICATION OF HARDENER TO CONFORM WITH THE
MANUFACTURER'S WRITTEN RECOMMENDATIONS.
42. DIRECTLY AFTER FORMS HAVE BEEN REMOVED, ALL EXPOSED TIE WIRES AND STAPLED ENDS SHALL
BE REMOVED BELOW THE CONCRETE SURFACE FROM EXPOSED CONCRETE SURFACES. CUT TIES FLUSH
WITH CONCRETE SURFACES FROM NON -EXPOSED CONCRETE SURFACES. RUB SMOOTH OR CUT OFF FINS
AND ROUGH PLACES, REMOVE ALL LOOSE CONCRETE AND OTHER IRREGULARITIES WITH CEMENT
MORTAR. ON SURFACES TO BE EXPOSED, CORNERS AND ARISES SHALL BE STRAIGHT AND TRUE. AN
APPROVED BONDING AGENT SHALL BE USED FOR PATCHING AND FILLING.
43. CONCRETE SHALL BE SAMPLED IN ACCORDANCE WITH ASTM C172-04. TEST CYLINDERS SHALL BE
MADE IN ACCORDANCE WITH ASTM C31 AND TESTED IN ACCORDANCE WITH ASTM C39. SLUMP TESTS
SHALL BE PERFORMED IN ACCORDANCE WITH ASTM C143. AIR CONTENT SHALL BE MEASURED IN
ACCORDANCE WITH ASTM C173 OR C231, CONCRETE TEMPERATURE SHALL BE MEASURED IN
ACCORDANCE WITH ASTM C1064, ALL TESTING SHALL BE PERFORMED BY AN INDEPENDENT TESTING
AGENCY PER ASTM E329. THE CONTRACTOR SHALL PAY THE COST OF THE INDEPENDENT TESTING
AGENCY.
44, A MINIMUM OF 4 TEST CYLINDERS SHALL BE TAKEN FROM EACH DAY OF CONCRETE PLACEMENT OR
ONCE FOR EACH 100 CUBIC YARDS OF CONCRETE PLACED. ONE TEST CYLINDER SHALL BE TESTED AT
SEVEN DAYS (3 DAYS FOR HIGH EARLY STRENGTH) FOR INFORMATION. TWO TEST CYLINDERS SHALL
BE TESTED AT TWENTY-EIGHT DAYS (7 DAYS FOR HIGH EARLY STRENGTH) FOR ACCEPTANCE, ONE
TEST CYLINDER SHALL BE HELD AS A SPARE.
45, THE CONTRACTOR SHALL MAINTAIN A WRITTEN RECORD FOR EACH BATCH OF CONCRETE DELIVERED TO
THE JOB SITE. THESE RECORDS SHALL INCLUDE DATE AND TIME OF DELIVERY, WEATHER CONDITIONS,
TRUCK NUMBER, LOCATION OF PLACEMENT, CUBIC YARDS, TIME AND AMOUNT OF WATER INTRODUCED
INTO MIX, MAXIMUM SIZE AGGREGATE, AND TYPE AND AMOUNT OF ANY ADMIXTURES. ALL RECORDS
MAINTAINED ARE SUBJECT TO REVIEW BY THE OWNER'S REPRESENTATIVE.
NON -SHRINK GROUT
1. ALL GROUT SHALL BE NON -SHRINK, GROUT SHALL BE MIXED AND PLACED IN STRICT ACCORDANCE
WITH THE MANUFACTURER'S PRINTED INSTRUCTIONS AND AS NOTED ON DESIGN DRAWINGS. GROUT
SHALL BE PLACED IN SUCH A MANNER AS TO PROVIDE FULL BEARING AND NO VOIDS UNDER PLATES.
2, NON -SHRINK CEMENT BASED GROUT SHALL BE USED, IN CHEMICALLY BENIGN ENVIRONMENTS, UNDER
STRUCTURAL BASE PLATES AND AROUND PIPE SLEEVES AND DRAINS, SAID GROUT SHALL HAVE A
MINIMUM 7 DAY COMPRESSIVE STRENGTH OF 5000 PSI AND SHALL MEET THE REQUIREMENTS OF ASTM
C109, C827, C1090, C1107, AND CORPS OF ENGINEERS CRD-C621.
DRAWN DATE
CDC 01/22/21
CHECKED DATE
DBC 01/22/21
SUPERVISOR DATE
ALLIANCE
AJD 01/22/21
Baltimore, MD Newport News, VA
(410)636-9555 (737)599-3300
PROJECT ENGINEER DATE
LAS 01/22/21
Richmond, VA
(804)275-1404
OWNERS APPROVAL DATE
CITY �' L
ALL WORK SHALL COMPLY WITH PREVAILING
CODES FLORIDA BUILDING CODE,
NATIONAL ELECTRIC CODE,
AND THE CITY OF ZEPHYRHILLS
ORDINANCES
NESTLE WATERS
ZEPHYRHILLS, FL
STRUCTURAL
GENERAL NOTES
AS NOTED
2002160040
2160040-SOOl.dwg
DRAWING NO.
2160040-SO01
EV.
1
go
STRUCTURAL STEEL PAINTING STRUCTURAL STEEL ABBREVIATIONS
1.
UNLESS OTHERWISE NOTED, HOLLOW STRUCTURAL TUBE SHAPE MEMBERS SHALL BE ASTM
1.
ALL PAINTING SHALL BE COORDINATED WITH THE OWNER'S REPRESENTATIVE AND PERFORMED IN
&
AND
A500 GRADE B. STEEL PLATES AND ANGLES SHALL BE ASTM A36.
ACCORDANCE WITH MANUFACTURER'S PRINTED INSTRUCTIONS. THE FINAL SURFACE SHALL BE SMOOTH
%
PERCENT
AND EVEN. DRIPS, RUNS, OR SAGS SHALL NOT BE ACCEPTABLE.
±
PLUS OR MINUS
2.
STRUCTURAL STEEL SHALL BE DETAILED, FABRICATED, AND ERECTED IN ACCORDANCE WITH THE
ACI
AMERICAN CONCRETE INSTITUTE
FIFTEENTH EDITION STANDARDS AND SPECIFICATIONS OF THE AMERICAN INSTITUTE OF STEEL
2,
STRUCTURAL STEEL SHALL BE CLEANED IN COMPLIANCE WITH STEEL STRUCTURES PAINTING COUNCIL
AISC
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
CONSTRUCTION.
SP10 (NEAR WHITE METAL BLAST CLEANING). OIL OR GREASE SHALL BE REMOVED BY SOLVENT
ASTM
AMERICAN SOCIETY FOR TESTING AND MATERIALS
CLEANING IN COMPLIANCE WITH SSPC-SP1 PRIOR TO BLAST CLEANING AND AFTERWARDS AS
@
AT
3.
ALL SHARP CORNERS OF STEEL EXPOSED TO PERSONNEL SHALL BE ROUNDED.
REQUIRED, ALL WELD FLUX AND SPLATTER SHALL BE COMPLETELY REMOVED IN COMPLIANCE WITH
AWS
AMERICAN WELDING SOCIETY
SSPC-SP3, ALL SHARP EDGES AND PROJECTIONS SHALL BE GROUND SMOOTH.
BLDG
BUILDING
4.
STEEL FABRICATOR SHALL FURNISH SHOP DRAWINGS OF ALL STRUCTURAL STEEL TO ENGINEER
BM
BASE MIX
FOR APPROVAL PRIOR TO FABRICATION.
3.
IMMEDIATELY AFTER SURFACE PREPARATION, ALL STEEL SURFACES SHALL RECEIVE A PRIMER COAT
BOT
BOTTOM
APPROVED BY THE OWNER'S REPRESENTATIVE. IN NO CASE SHALL NEWLY CLEANED STEEL GO
B/
BOTTOM OF
5.
MODIFICATIONS OR CHANGES TO THE STRUCTURAL STEEL AS NOTED ON THESE DRAWINGS CAN
UNPRIMED OVERNIGHT. USE THE FOLLOWING PAINT PRIMERS OR APPROVED EQUAL:
4.
CENTERLINE
NOT BE MADE DURING DETAILING, FABRICATION, OR CONSTRUCTION WITHOUT PRIOR WRITTEN
CO
CLEANOUT
APPROVAL BY THE ENGINEER OF RECORD.
a. CARBOLINE: CARBOCOAT 2900 (MINIMUM 2 MIL DRY FILM THICKNESS)
CLR
CLEAR
b, SHERWIN WILLIAMS MACROPDXY 646 (MINIMUM 4 MIL DRY FILM THICKNESS)
CONT'D
CONTINUED
6.
ERECTOR SHALL PROVIDE ALL TEMPORARY SHORING AND BRACING NEEDED FOR STABILITY
CJ
CONTROL JOINT
UNTIL STRUCTURAL STEEL AND NEW EQUIPMENT IS COMPLETELY INSTALLED. ERECTOR IS
4.
THE PRIMED SURFACE SHALL RECEIVE AN INTERMEDIATE COAT APPROVED BY THE OWNER'S
RESPONSIBLE FOR THE STABILITY OF THE STRUCTURAL FRAMING DURING CONSTRUCTION.
REPRESENTATIVE. USE THE FOLLOWING PAINT SYSTEMS OR APPROVED EQUAL,
LYVINYL CHLORIDE
PROPER ERECTION SEQUENCING SHALL BE USED TO ENSURE FRAME STABILITY THROUGHOUT
CRS
CATIONIC RAPID SET
CONSTRUCTION,
a. CARBOLINE: CARBOTHANE 133 HB (MINIMUM 5 MIL DRY FILM THICKNESS)
CRSI-MSP
CONCRETE REINFORCING STEEL INSTITUTE -MANUAL OF STANDARD PRACTICE
b. SHERWIN WILLIAMS MACROPDXY 646 (MINIMUM 4 MIL DRY FILM THICKNESS)
DEMO
DEMOLITION
DIA, 0
DIAMETER
STRUCTURAL STEEL CONNECTIONS
5.
THE INTERMEDIATE COAT SHALL RECEIVE A FINAL COAT APPROVED BY THE OWNER'S
REPRESENTATIVE. USE THE FOLLOWING PAINT SYSTEMS OR APPROVED EQUAL:
DWG
DWV
DRAWING
DRAIN WASTE VENT
(E)
EXISTING
a. CARBOLINE: CARBOTHANE 133 HB (MINIMUM 5 MIL DRY FILM THICKNESS)
ETC
ETCETERA
1.
UNLESS OTHERWISE NOTED ON THE DRAWINGS, ALL BEAM CONNECTIONS SHALL BE AISC "SIMPLE
(MINIMUM 3 (MMIL DRY FILM
b. SHERWIN WILLIAMS 2 N O S IPOLYURETHANE 50 I SO HI -SOLIDS
EL
EQ
ELEVATIONR
EQUAL
SHEAR CONNECTIONS". THE DETAILER SHALL DESIGN THE CONNECTIONS FOR THE INDICATED
THICKNESS)
EW
EACH WAY
SHEAR AND AXIAL LOADS SHOWN ON THE DRAWING, WHERE NO LOADS ARE INDICATED, THE
FD
FLOOR DRAIN
DETAILER SHALL DESIGN BEAM CONNECTIONS PER THE FOLLOWING TABLE:
6,
STEEL ERECTOR IS RESPONSIBLE FOR TOUCH UP OF ALL PAINT BLEMISHES. BLEMISHES INCLUDE: WELD
FIN FLOOR
FINISHED FLOOR
BURNS, WELD SCARS, ABRASIONS, BOLTS, FRAYING SURFACES AT BOLTED CONNECTIONS, AND
DEPTH OF BEAM
12-14
DAMAGE DURING SHIPPING. ALL TOUCH UP SURFACES SHALL BE CLEANED IN ACCORDANCE WITH
FLR
FLOOR
SSPC-SP3 (POWER TOOL CLEANING). ALL DAMAGED LAYERS OF PAINT SHALL BE REAPPLIED PER
IM
INTERMEDIATE MIX
ROWS OF BOLTS
3
MANUFACTURER'S PRINTED INSTRUCTIONS.
INV
INVERT
SHEAR FORCE IN
IPS
IRON PIPE SIZE
WELDS OR BOLTS (KIPS)
63
7.
THE VOLATILE ORGANIC COMPOUNDS (VOC) OF ALL PAINT AND PROTECTIVE COATINGS ON THIS
KSI
KIPS PER SQUARE INCH
PROJECT SHALL NOT EXCEED THE AMOUNT OF VOC'S APPROVED BY THE STATE, LOCAL AUTHORITIES,
LG
LONG
2.
SHOP CONNECTIONS SHALL BE WELDED UNLESS NOTED OTHERWISE. FIELD CONNECTIONS SHALL
AND EPA GUIDELINES WITHIN THE AREA OR ZONE IN WHICH THE COATING IS APPLIED.
MAX
MIN
MAXIMUM
MINIMUM
BE AS NOTED ON DRAWINGS, FIELD CONNECTIONS TO EXISTING STRUCTURES MAY BE FIELD
MPH
MILES PER HOUR
WELDED.
NSF
NATIONAL SANITATION FOUNDATION
SANITARY
SEWER
DRAIN
NO./#
NUMBER
3.
ALL GUSSET PLATES AND CONNECTION ANGLES SHALL BE MINIMUM %" THICKNESS.
OC
ON CENTER
4.
SHOP OR FIELD SPLICES BETWEEN SUPPORTS WILL NOT BE ALLOWED WITHOUT PRIOR
1.
PIPE SHALL BE MANUFACTURED FROM VIRGIN RIGID CPVC (CHLORINATED POLYVINYL CHLORIDE) VINYL
OPP
OPPOSITE
APPROVAL BY THE ENGINEER.
COMPOUNDS WITH A CELL CLASS OF 24448 AS IDENTIFIED IN ASTM D1784.
PCF
POUNDS PER CUBIC FOOT
R
PLATE
5.
3
UNLESS OTHERWISE NOTED, BOLTS SHALL BE DOMESTIC MANUFACTURED /" DIAMETER HIGH
2.
CPVC SCHEDULE 80 PIPE SHALL BE IRON PIPE SIZE (IPS) CONFORMING TO ASTM F441,
PSF
PSI
POUNDS PER SQUARE FOOT
POUNDS PER SQUARE INCH
STRENGTH ASTM A325-N (BEARING TYPE) MECHANICALLY DEPOSITED GALVANIZED PER ASTM
REF
REFERENCE
B695. THREADS ARE PERMITTED IN THE SHEAR PLANE, UNLESS OTHERWISE NOTED.
3.
INJECTION MOLDED CPVC SCHEDULE 80 DWV FITTINGS SHALL CONFORM TO ASTM F439.
REQ'D
REQUIRED
6.
BOLT AND NUT ENGAGEMENT SHALL CONFORM TO THE FOLLOWING:
4.
PIPE AND FITTINGS SHALL CONFORM TO NSF INTERNATIONAL STANDARD 14.
RFI
REQUEST FOR INFORMATION
SAN
SANITARY SEWER
a. MINIMUM ENGAGEMENT: DEPTH OF NUT PLUS 2 THREADS
SCH
SCHEDULE
b. MAXIMUM ENGAGEMENT: DEPTH OF NUT PLUS Y2"
5.
INSTALLATION OF CPVC PIPE SHALL COMPLY WITH THE LATEST INSTALLATION INSTRUCTIONS
PUBLISHED BY THE MANUFACTURER AND SHALL CONFORM TO ALL APPLICABLE PLUMBING, FIRE, AND
SIM
SIMILAR
7.
GALVANIZE NUTS AND WASHERS IN ACCORDANCE WITH ASTM 6695.
BUILDING CODE REQUIREMENTS.
SS
SSPC
STAINLESS STEEL
SOCIETY FOR PROTECTIVE COATINGS
8.
ONE SIDED CONNECTIONS MAY NOT BE USED UNLESS SPECIFICALLY SHOWN ON THE DRAWING OR
6.
BURIED PIPE SHALL BE INSTALLED IN ACCORDANCE WITH ASTM D2321 AND ASTM F1668.
STD
T/
STANDARD
TOP OF
APPROVED BY THE ENGINEER, WHERE ECCENTRIC CONNECTIONS ARE USED THE COMPONENTS OF
TYP
TYPICAL
THE CONNECTION SHALL BE DESIGNED FOR ALL ECCENTRIC FORCES.
7.
SOLVENT CEMENT JOINTS SHALL BE MADE IN A TWO-STEP PROCESS WITH PRIMER CONFORMING TO
UNO
UNLESS NOTED OTHERWISE
ASTM F656 AND SOLVENT CEMENT CONFORMING TO ASTM F493.
VDOT
VIRGINIA DEPARTMENT OF TRANSPORTATION
9.
MINIMUM BOLTED CONNECTIONS SHALL BE TWO BOLTS, UNLESS OTHERWISE NOTED.
W/
WITH
8.
THE SYSTEM SHALL BE PROTECTED FROM CHEMICAL AGENTS, FIRE -STOPPING MATERIALS, THREAD
10.
CONNECTIONS SHALL BE DESIGNED AND DETAILED SO ALL FORCE COMPONENTS WILL BE
SEALANT, PLASTICIZED -VINYL PRODUCTS OR OTHER AGGRESSIVE CHEMICAL AGENTS NOT
WP
WORK POINT
TRANSMITTED DIRECTLY THROUGH THE WORK POINTS OF THE INTERSECTING MEMBERS, THE
COMPATIBLE WITH CPVC COMPOUNDS.
CONNECTIONS SHALL BE DESIGNED FOR ALL RESULTING ECCENTRICITIES.
9.
THE SYSTEM SHALL BE HYDROSTATICALLY TESTED AFTER INSTALLATION.
11. FOR CONNECTIONS OF STEEL MEMBERS NOT SPECIFICALLY ADDRESSED BY THESE GENERAL
NOTES OR DRAWINGS, PROVIDE FILLET WELDS AT ALL CONTACT JOINTS BETWEEN STEEL
MEMBERS SUFFICIENT TO DEVELOP THE TENSILE STRENGTH OF THE WEAKEST MEMBER AT THE
JOINT.
12. SHOP AND FIELD WELDING SHALL BE IN ACCORDANCE WITH THE AMERICAN WELDING SOCIETY
D1.1-11 "STRUCTURAL WELDING CODE - STEEL". ALL WELDING SHALL BE PERFORMED BY AWS
QUALIFIED WELDERS.
13. ELECTRODES FOR WELDED CONNECTIONS SHALL BE E70XX.
14. MINIMUM WELD SIZE SHALL BE 316" UNLESS THINNER PART TO BE JOINED REQUIRES A LARGER
WELD SIZE IN ACCORDANCE WITH AISC. TABLE J2.4.
15. MINIMUM WELDED CONNECTION SHALL HAVE THE STRENGTH OF A TWO -BOLT CONNECTION.
FIELD WELD NOTES:
1. SURFACES TO RECEIVE WELDING SHALL BE THOROUGHLY CLEANED OF ALL GREASE, PAINT,
RUST, ETC., BY USING GRINDER TO EXPOSE CLEAN BASE METAL FOR A DISTANCE OF 2" FROM
EACH SIDE OF THE OUTSIDE LINES OF THE WELD.
2. OWNER'S ENGINEER SHALL APPROVE SURFACE PREP PRIOR TO PLACING WELD.
3. VISUALLY INSPECT ALL WELDS PER AWS.
4. WELDS NOT MEETING AWS STANDARDS SHALL BE CORRECTED PER OWNER'S ENGINEERS
DIRECTION AND AT NO EXPENSE TO THE OWNER.
\\\\\\¢NANO IT //I 'Professional Certification. I hereby certify that these
documents were prepared or approved by me, and that
No. 90224 I am a duly licensed professional engineer under the
* * *E laws of the
yip O D 2\� State of Florida, License No. 90224
1
ADDED ABBREVIATION FOR CONTROL JOINT
CDC
01/29/21
Nl L ��\\\ Expiration Date: 2-08-23
0
ISSUE FOR CONSTRUCTION
CDC
01/22/21
I
c/J91z/
REV,
DESCRIPTION
DRWN
APPR
DATE
REV.
DESCRIPTION
DRWN
APPR
DATE
DRAWING NO,
REFERENCE DRAWING
DRAWN DATE
CDC 01/22/21
CHECKED DATE
DEC 01/22/21
,-
SUPERVISOR DATE
ALLIANCE
AJD 01/22/21
Baltimore, MD Newport News, VA
(410)636-9555 (757)599-3300
PROJECT ENGINEER DATE
LAS 01/22/21
Richmond, VA
(804)275-1400
OWNERS APPROVAL DATE
SCALE
NESTLE WATERS AS NOTED
qT PROJECT NO.
ZEPHYRHILLS, FL 2002610040
FILENAME
STRUCTURAL 21DRAWING 0. REV,
GENERAL NOTES
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tion. I hereby certify that these
EN SFGC9A documents ared by that
were preponal
or approved me, and
No gp224 d : I am a duly licensed professional engineer under the
* * * laws of the
State of Florida, License No. 90224
/��A o� \\\\ ExpirationDate: 2-08-23
AI} 9t
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1
REVISED DRAIN LINE ROUTING
CDC
01/29121
0
ISSUE FOR CONSTRUCTION
CDC
01/22/21
REV.
DESCRIPTION
DRWN
APPR
DATE
REV.
DESCRIPTION
DRWN
APPR
DATE
DRAWING NO.
REFERENCE DRAWING
DRAWN DATE
CDC 01/22/21
CHECKED DATE
DBC 01/22/21
4A—
SUPERVISOR DATE
ALLIANCE
AJD 01/22/21
Baltimore, MD Newport News, VA
(410)636-9555 (757)599-3300
PROJECT ENGINEER DATE
LAS 01/22/21
Richmond, VA
(804)275-1400
OWNERS APPROVAL DATE
AREA OF WORK
GENERAL NOTES
1. FOR GENERAL NOTES, SEE DRAWINGS 2160040-SO01 & 2160040-SO02,
2. NEW CONCRETE SLAB SHALL BE 6" THICK, UNLESS NOTED OTHERWISE.
F-1 SHEET SPECIFIC NOTES
1. FIELD VERIFY INVERT AT EXISTING SANITARY SEWER LINE, ROTATE NEW WYE TO MATCH.
2. SEE DETAIL 1 ON DRAWING 2160040-S101 FOR FLOOR DRAIN.
3. NEW HSS12x6x% COLUMN, SEE DRAWING 2160040-S101 FOR DETAILS.
4. (2) NEW HSS12x6x% HEADERS, ONE HIGHER THAN CONDUIT AND ONE AT DOOR CAN, SEE DRAWING
2160040-S101 FOR DETAILS.
KEY PLAN
SCALE: 1/128" = V-0"
cc
i.r
Yz" 0 ANCHORS SET USING
HILTI HIT -RE 500 V3 EPDXY
OR APPROVED EQUAL, 6'-0"
SPACING FROM CENTER OF
FRAME, 4Y2" MIN EMBED
TOP OF FRAME
EL 107.67'
N
L8x4x% (CONTINUOUS)
Y4"O TAPCON ANCHORS
AT 24" OC SPACING
EXISTING WALL
Y" BENT PLATE AROUND
EXISTING CONDUIT BANK
TOP OF HEADER
EL 103.67'
TOP OF OPENING
EL 102,67'
Z,
a
Gr
C B
75'-0"
REF
1
1'-101,
REF
HSS12 COLUMN
WELDED CAP PLATE
9 3" x 5Y" x 0'-l%„
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SECTION A
SCALE:1/4" = V-0" 2160040-S100
2160040-SD100
1'-101,
REF
EXISTING WALL
L8x4x% , BREAK AT CONDUIT BANK,
SEE SECTION A, THIS SHEET
Y" O ANCHORS SET USING HILTI HIT -RE
500 V3 EPDXY OR APPROVED EQUAL
(4Y2" MIN EMBED) SEE SECTION A, THIE
SHEET FOR SPACING
1 )/4" 0 SELF -DRILLING SCREWS
AT 24" OC SPACING
I
HSS12x6x%
I
(DOOR HEADER)
SECTION B
SCALE:1-1/2" = V-0" 2160040-S101
m
a
W
J
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W
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(DOOR FRAME CONNECTION TO WALL)
SECTION C
SCALE:1-1/2" = V-0" 2160040-S101
HSS12 COLUMN
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� ,� 'Professional Certification. I hereby certify that these
E NSA C9Ayi
documents were prepared or approved by me, and that
T No, 902Y4 O I am a duly licensed professional engineer under the
laws of the
= ro s r ct
State of Florida, License No. 90224
����/NAE; ���\\\ Expiration Date:
iu I 1 2-08-23
1
REVISED FLOOR DRAIN DETAIL, REMOVED CLEAN OUT DETAIL
CDC
01/29/21
0
ISSUE FOR CONSTRUCTION
CDC
01/22/21
REV.
DESCRIPTION
DRWN
::=
,=
REV.
DESCRIPTION
DRWN
APPRI
DATE
DRAWING NO.
REFERENCE DRAWING
DRAWN DATE
CDC 01/22/21
CHECKED DATE
4i—
DSC 01/22/21
SUPERVISOR DATE
ALLIANCE
AJD 01/22/21
Baltimore, MID Newport News, VA
(410)636-9555 (757)599-3300
PROJECT ENGINEER DATE
LAS 01/22/21
Richmond, (804)275-140000
OWNERS APPROVAL DATE
GENERAL NOTES
1. FOR GENERAL NOTES, SEE DRAWINGS 2160040-SO01 & 2160040-SO02.
Q DEMOLITION NOTES
1. RELOCATE ASSET AND REROUTE ASSOCIATED LINES
2. RELOCATE HAND SINK, REROUTE SUPPLY LINES, AND CAP EXISTING DRAIN LINE
3. f 0 IS I S I H
4, TEMPORARILY REMOVE PORTION OF DUCT IN FRONT OF NEW DOOR OPENING. REINSTALL ONCE
DOOR CONSTRUCTION IS COMPLETE,
5. CORE DRILL CORNERS OF WALL DEMOLITION TO PREVENT OVERCUTTING.
EXISTING WALL
D
3 SIDES
TYP>___F
BASEPLATE
f"x7"xV-6"W/(2)
1Y6" HOLES FOR (2) %"
ANCHOR BOLTS
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HSIS12 COLUMN & PLATE
9/1/2,< 3" I 1'-11Y2„
MIN
001
o PRE -MOLDED EXPANSION
JOINT, TYP
f
NEW UNREINFORCED
CONCRETE APRON, AS
REQUIRED, TYP
HSS12 COLUMN
& PLATE
9y
HSS12x6x%"COLUMN
WITH BASEPLATE
9" I 9" 3/" x 7" x V-6"
(BLDG EXTERIOR) (2) %"O ANCHOR BOLTS
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JOINT, TYP
TOP OF FINISH FLOOR
i� II I
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1= �i VAPOR BARRIER, TYP
4" #57 STONE, TYP
(8) #8 VERTICAL BARS,
d EVENLY SPACED
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7
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V-2" 101,
EXISTING WALL
(8) #8 VERTICAL BARS,
EVENLY SPACED
(14) #4 DOWELS
SECTION D
SCALE. 1-1/2" = V-0" 2160040-S102
HSS12 COLUMN,
PLATE, & PIER
V-0" MIN 1'-0" 1'-01,
TYP
3y„ I HSS12x6x%" COLUMN
WITH BASEPLATE
4" x 7" x 1'4"
(2) %" O ANCHOR BOLTS I
cr
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PRE -MOLDED EXPANSION I I I
JOINT, TYP o I I
TOP OF FINISH FLOOR i i
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3" CLR
TYP
2'-0"
CONCRETE PIER
(TYPICAL PIER DETAIL)
DETAIL ri"*�
SCALE: 1-1/2" = V-0" 2160040-S101
ANO q � 'Professional Certification. I hereby certify that these
GE NSF (9���i documents by that
were prepared or approved me, and
S O I am a duly licensed professional engineer under the
No. 90224 Z
C.
laws of the
s
State of Florida, License No. 90224
JAPPRDATEDRAWING
1
REVISED SECTION D
CDC
01/29/21
F O
NAJ . ���\ Expiration Date: 2-08-23
0
ISSUE FOR CONSTRUCTION
CDC
01/22/21
oll�IflEI
REV,
DESCRIPTION
DRWN
APPR
DATE
REV.
DESCRIPTION
DRWN
NO,
REFERENCE DRAWING
Y" MAXIMUM x 1}2" DEEP SAW DISCONTINUE TOP LAYER OF
CUT JOINT, FILL WITH SIKAFLEX REINFORCING AT CONTROL JOINT
PRO-3 SL OR APPROVED EQUAL
TOP OF FINISH FLOOR
EL 84.67'
° ° a
-q
VAPOR BARRIER j —
I 4" #57 STONE
cr
W
(TYPICAL CONTROL JOINT)
SECTION E
SCALE: 1-1/2" = V-0" 2160040-S100
TOP OF FINISH FLOOR
EL 84,67'
COLD JOINT, TYP
EXISTING FLOOR SLAB
TOP OF FINISH FLOOR
EL 84.67'
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NEW OR EXISTING FLOOR SLAB
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#5 (la 12" EW,
TOP & BOTTOM
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VAPOR BARRIER _ 1 _ 4" #57 STONE
IIII=-II
(TYPICAL SECTION AT EXISTING FLOOR SLAB)
SECTION F
SCALE: 1-1/2" = V-0" 2160040-S100
EXISTING FLOOR SLAB
#5 DOWELS (i1a 2'-0" SPACING, DRILLED #5 C) 12" EW,
INTO EXISTING CONCRETE PAD, SET TOP & BOTTOM
USING HILTI HIT -RE 500 V3 EPDXY,
6" MIN EMBEDMENT, 6" PROJECTION
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VAPOR BARRIER ! 1 — 4" #57 STONE
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(TYPICAL SECTION AT EXISTING 10" SLAB)
SECTION rG_��
SCALE: 1-1/2" = V-0" 2160040-S100
#5 0 12" EW
VAPOR BARRIER
4" #57 STONE
SAND
CPVC PIPE (SEE PLAN)
BEDDING
(TYPICAL SECTION AT
NEW DRAIN LINE)
SECTION
H
SCALE- 1-1/2" = V-0"
2160040-5100
DRAWN DATE
CDC 01/22/21
CHECKED DATE
41—
DBC 01/22/21
SUPERVISOR DATE
ALLIANCE
AJD 01/22/21
Baltimore, MD Newport News, VA
(410)636-9555 (757)599-3300
PROJECT ENGINEER DATE
LAS 01/22/21
Richmond, (804)275-140000
OWNERS APPROVAL DATE
GENERAL NOTES
1. FOR GENERAL NOTES, SEE DRAWINGS 2160040-SO01 & 2160040-S002.
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28'-4" 30'-0"
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29'-4y"
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SLAB AND WALL DEMOLITION PLAN
SCALE: 1/4" = 1'-0"
REF
ANOISO% 'Professional Certification. I hereby certify that these
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�e 907t4 pp G I am a duly licensed professional engineer under the
laws of the
� State of Florida, License No. 90224
s/,StONA o��\`\\ Expiration Date: 2-08-23
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REVISED DEMO FOR NEW DRAINLINE, EXISTING EQUIPMENT SHOWN
CDC
01/29/21CDC
0
ONSTRUCTONRAIN
ISSUE FOR CONSTRUCTION
CDC
01/22/21
01/22/21
REV.
DESCRIPTION
IDRWN
APPRI
DATE
REV, I
DESCRIPTION
DRWN
APPRI
DATE
DRAWING NO,
REFERENCE DRAWING
DRAWN DATE
CDC 01/22/21
CHECKED DATE
DBC 01/22/21
SUPERVISOR DATE
ALLIANCE
AJD 01/22/21
Baltimore, NID Newport News, VA
(410)636-9555 (757)599-3300
PROJECT ENGINEER DATE
LAS 01/22/21
Richmond, VA
(804) 275-1400
OWNERS APPROVAL DATE
GENERAL NOTES
1. FOR GENERAL NOTES, SEE DRAWINGS 2160040-SO01 & 2160040-SO02.
2. LIMITS OF DEMOLITION ARE ESTIMATED, ADJUST AS NECESSARY TO PERFORM NEW WORK.
0 DEMOLITION NOTES
1. DEMOLISH AND REMOVE SECTION OF EXISTING WALL PANEL ONLY TO EXTENTS NOTED.
2. USE CAUTION IN THIS AREA TO AVOID DAMAGE TO EXISTING WALL & FOOTER.
3. CUT AND REMOVE INDICATED PORTIONS OF EXISTING FOUNDATION IN THIS AREA.
4. NEW CUT TO FOLLOW CONTROL JOINT IN EXISTING SLAB.
5. CORE DRILL CORNERS OF CONCRETE DEMOLITION TO PREVENT OVERCUTTING,
6. CONCRETE DEMOLITION ASSUMES ALL EXISTING FLOOR MOUNTED EQUIPMENT IN THE AREA OF
CONSTRUCTION HAS BEEN REMOVED PRIOR TO START OF NEW WORK.
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AREA OF WORK
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KEY PLAN
SCALE: 1/128" = V-0"
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