HomeMy WebLinkAboutS110-GENERAL-NOTES-Rev.0GENERAL NOTES
GENERAL
1. THE STRUCTURAL DESIGN IS IN ACCORDANCE WITH THE 2014 INDIANA BUILDING CODE.
2. THE LOADS THAT HAVE BEEN USED IN THE STRUCTURAL DESIGN INCLUDE THE FOLLOWING
LIVE LOAD AT GROUND FLOOR
100 PSF
LIVE LOAD AT ROOF
20 PSF
SNOW LOAD DESIGN DATA:
PER ASCE 7-10
1.
GROUND SNOW LOAD, Pg:
20 PSF
2.
SNOW EXPOSURE FACTOR, Ce:
1
3.
SNOW LOAD IMPORTANCE, Is:
1.2
4.
THERMAL FACTOR, Ct:
1
5.
FLAT -ROOF SNOW LOAD Pm:
17 PSF
6.
SLOPED ROOF SNOW LOAD Ps:
7PSF
7.
SNOW DIAGRAMS:
3/51.3
WIND LOAD DESIGN DATA:
PER ASCE 7-10
1.
ULTIMATE DESIGN WIND SPEED:
120 MPH
2.
NOMINAL DESIGN WIND SPEED:
93 MPH
3.
RISKCATEGORY:
IV
4.
WIND EXPOSURE:
B
5.
INTERNAL PRESSURE COEFFICIENT:
0.18
6.
COMPONENT AND CLADDING PRESSURE:
1/S1.3
SEISMIC
LOAD DESIGN DATA:
PER ASCE 7-10
1.
RISKCATEGORY:
IV
2.
SEISMIC IMPORTANCE FACTOR, le:
1.5
3.
MAPPED SPECTRAL RESPONSE ACCELERATION PARAMETER
Ss:
0.144
Si:
0.08
4.
SITE CLASS:
C
5.
DESIGN SPECTRAL RESPONSE ACCELERATION PARAMETER
Ss:
0.115
Si:
0.091
6.
SEISMIC DESIGN CATEGORY:
C
7.
BASIC SEISMIC -FORCE RESISTING SYSTEM(S):
STEEL SYSTEM NOT SPECIFICALLY
DETAILED FOR SEISMIC SYSTEM
B.
RESPONSE MODIFICATION COEFFICIENT(S):
R=3
9.
SEISMIC RESPONSE COEFFICIENT(S):
0.06g
10.
DESIGN BASE SHEAR(S):
0.06xW
11.
ANALYSIS PROCEDURE:
EQUIVALENT LATERAL FORCE
ALL LIVE LOADS HAVE BEEN REDUCED BASED ON TRIBUTARY AREAS IN ACCORDANCE WITH
CODE PROVISIONS AND HAVE BEEN APPLIED TO BOTH ALTERNATE AND ADJACENT SPANS
WHERE APPROPRIATE TO DERIVE GOVERNING CONDITIONS.
DEAD LOADS HAVE BEEN CALCULATED TO INCLUDE THE ACTUAL WEIGHT OF ALL WORK
SHOWN ON THE STRUCTURAL, MECHANICAL, ELECTRICAL AND ARCHITECTURAL
DRAWINGS. NO OTHER EQUIPMENT SHALL BE PLACED ON OR HUNG FROM THE ROOF
SYSTEM WITHOUT PRIOR WRITTEN APPROVAL OF THE ENGINEER. ROOF -MOUNTED HVAC
UNITS SHALL BE PLACED WITHIN THE DESIGNATED AREAS SHOWN ON THE FRAMING
PLANS.
3, COMPLETE SHOP DRAWINGS FOR THE STRUCTURAL WORK SHALL BE SUBMITTED TO THE
ENGINEER FOR REVIEW PRIOR TO COMMENCEMENT OF CONSTRUCTION, IN ACCORDANCE
WITH THE SPECIFICATIONS. SUCH REVIEW BY THE ENGINEER DOES NOT RELIEVE THE
CONTRACTOR OF FULL RESPONSIBILITY FOR CORRECT FABRICATION AND CONSTRUCTION
OF THE WORK. THE STRUCTURAL ENGINEER SHALL NOT BE RESPONSIBLE FOR MATERIALS
PURCHASED PRIOR TO REVIEW OF SHOP DRAWINGS. THE CONTRACTOR SHALL REVIEW
AND STAMP ALL SHOP DRAWINGS PRIOR TO SUBMITTING THE DRAWINGS TO THE
ARCHITECT/ENGINEER.
4. THE USE OF ELECTRONIC FILES OR REPRODUCTION OF THESE CONTRACT DOCUMENTS BY
ANY CONTRACTOR, SUBCONTRACTOR, ERECTOR, FABRICATOR OR MATERIAL SUPPLIER IN
LIEU OF PREPARATION OF SHOP DRAWINGS SHALL NOT BE PERMITTED.
5. ANY DEVIATION FROM, ADDITION TO, SUBSTITUTION FOR, OR MODIFICATION TO THE
STRUCTURE OR ANY PART OF THE STRUCTURE DETAILED ON THESE DRAWINGS SHALL BE
SUBMITTED IN WRITING TO THE ENGINEER FOR REVIEW. SHOP DRAWINGS THAT ARE
SUBMITTED FOR REVIEW DO NOT CONSTITUTE "IN -WRITING" UNLESS IT IS CLEARLY NOTED
THAT SPECIFIC CHANGES ARE BEING SUGGESTED.
6. THE CONTRACTOR SHALL REFER TO ARCHITECTURAL DRAWINGS FOR ELEVATIONS NOT
SHOWN AND FOR EXACT LOCATIONS OF ALL ARCHITECTURAL DETAILS. THE CONTRACTOR
SHALL COMPARE THE STRUCTURAL AND ARCHITECTURAL DRAWINGS AND REPORTANY
DISCREPANCIES TO THE ENGINEER PRIOR TO COMPLETION OF THE SHOP DRAWINGS.
7. THE CONTRACTOR SHALL VERIFYAND BE RESPONSIBLE FOR ALL DIMENSIONS AND
CONDITIONS AT THE SITE AND SHALL NOTIFY THE ENGINEER OF ANY DISCREPANCIES
BETWEEN THE ACTUAL CONDITIONS AND INFORMATION SHOWN ON THE DRAWINGS
BEFORE PROCEEDING WITH THE WORK.
B. PRINCIPAL OPENINGS ARE SHOWN ON THE STRUCTURAL DRAWINGS. CONTRACTOR SHALL
REFER TO ARCHITECTURAL, MECHANICAL AND ELECTRICAL DRAWINGS FOR SLEEVES,
CURBS, INSERTS AND OTHER OPENINGS NOT SHOWN. THE CONTRACTOR SHALL PROVIDE
FOR ALL OPENINGS, WHETHER SHOWN ON THE STRUCTURAL DRAWINGS OR NOT. SIZE
AND LOCATION OF ALL OPENINGS SHALL BE VERIFIED BY THE CONTRACTOR. ANY
DEVIATION FROM OPENINGS SHOWN ON THE STRUCTURAL DRAWINGS SHALL BE BROUGHT
TO THE ENGINEER'S ATTENTION FOR APPROVAL PRIOR TO CONSTRUCTION.
9. THE STRUCTURAL DRAWINGS ARE NOT TO BE SCALED FOR DETERMINATION OF
QUANTITIES, LENGTHS, OR FIT OF MATERIALS.
10. THE GENERAL CONTRACTOR SHALL OBTAIN ALL CONTRACT DOCUMENTS & LATEST
ADDENDA AND SUBMIT SUCH DOCUMENTS TO ALL SUBCONTRACTORS AND MATERIAL
SUPPLIERS PRIOR TO THE SUBMITTAL OF SHOP DRAWINGS OR FABRICATION OF ANY
STRUCTURAL MEMBERS.
11. THE STRUCTURAL DRAWINGS AND SPECIFICATIONS REPRESENT THE FINISHED
STRUCTURE. THEY DO NOT INDICATE THE METHODS OF CONSTRUCTION UNLESS SO
STATED OR NOTED. THE CONTRACTOR SHALL PROVIDE ALL MEASURES NECESSARY TO
PROTECT THE WORKMEN AND OTHER PERSONS DURING CONSTRUCTION.
12. THE CONTRACTOR SHALL PROVIDE TEMPORARY ERECTION BRACING AND SHORING OF ALL
STRUCTURAL WORK AS REQUIRED FOR STABILITY OF THE STRUCTURE DURING ALL
PHASES OF CONSTRUCTION. THE CONTRACTOR SHALL IMMEDIATELY NOTIFY THE
ENGINEER OF ANY CONDITION WHICH, IN HIS OPINION, MIGHT ENDANGER THE STABILITY OF
THE STRUCTURE OR CAUSE DISTRESS IN THE STRUCTURE.
13. CONSTRUCTION MATERIALS SHALL NOT BE STORED ON FLOORS OR ROOFS IN EXCESS OF
THE DESIGN LIVE LOADS WHICH ARE INDICATED ON THE DRAWINGS. IT IS THE
CONTRACTOR'S RESPONSIBILITY TO ENFORCE THIS REQUIREMENT. IMPACT SHALL BE
AVOIDED WHEN PLACING MATERIALS ON FLOORS OR ROOFS.
14, CONSTRUCTION SEQUENCE SHALL BE COORDINATED BY THE CONTRACTOR AS REQUIRED
FOR INSTALLATION OF ALL STRUCTURAL COMPONENTS.
15. FIELD INSPECTION REPORTS SHALL BE SUBMITTED TO THE ENGINEER AS OUTLINED IN THE
SPECIFICATIONS. INSPECTIONS SHALL BE PROVIDED BY A QUALIFIED AGENCY HIRED BY
THE OWNER.
CURTAINWALL & STOREFRONT CONNECTIONS I SUPPORT
1. GLAZED CURTAINWALL MANUFACTURER SHALL PROVIDE ALL BRACING AND CONNECTIONS
TO THE STRUCTURE. CALCULATIONS SIGNED AND SEALED BY A PROFESSIONAL ENGINEER
REGISTERED IN THE STATE OF INDIANA SHALL BE SUBMITTED TO THE STRUCTURAL
ENGINEER OF RECORD FOR REVIEW.
1. STEEL JOIST DESIGN AND CALCULATIONS.
9 RTFFI CONNFCTION DFSIGNS AND CALCULATIONS.
RELEASED FOR CONSTRUCTION ND CALCULATIONS.
Subject to compliance With all regulations
of State and Local Codes
City of Camel
��GGs
DATE: 06/07/19
CAST IN PLACE REINFORCED CONCRETE
1. ALL CONCRETE WORK SHALL BE IN ACCORDANCE WITH THE MOST RECENT EDITION OF ACT
318 "BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE".
2. STEEL REINFORCING BARS SHALL CONFORM TO ASTM A615, GRADE 60, EXCEPT WELDED
REINFORCEMENT WHICH SHALL CONFORM TO ASTM A706, GRADE 60. REINFORCEMENT
SHALL NOT BE WELDED UNLESS SHOWN ON THE DRAWINGS. ALL HOOKS SHALL BE
STANDARD ACI 90 DEGREE UNLESS NOTED OTHERWISE.
3. WELDED WIRE FABRIC SHALL CONFORM TO ASTM A185 GRADE 65. ALL WELDED WIRE
FABRIC SHALL BE SUPPLIED IN FLAT SHEETS, NOT IN ROLLS. LAP WELDED WIRE FABRIC A
MINIMUM OF 2 CROSSWIRE SPACINGS.
4. ALL CONCRETE SHALL UTILIZE NORMAL WEIGHT AGGREGATE UNLESS NOTED OTHERWISE.
5. CONCRETE SHALL MEET THE FOLLOWING PERFORMANCE CRITERIA:
28 DAY CAMP.
LOCATION STRENGTH (fc) SLUMP (A) MAX. W/C RATIO
FOOTINGS 3000 PSI W-5" -
GRADE BEAMS 4000 PSI 3"-5" 0.45
SLAB ON GRADE (b, c) 3000 PSI 3"- 5" 0.50
NOTES:
a. CONCRETE SLUMPS GIVEN ARE AT THE POINT OF PLACEMENT.
b. ALL EXTERIOR SLABS SHALL CONTAIN 3%-6% OF AIR ENTRAINMENT.
c. MAXIMUM SLAB POUR SHALL NOT EXCEED A LENGTH OF 150 FEET IN EITHER DIRECTION
NOR AN AREA OF 10,000 SQUARE FEET.
6. THE TESTING LABORATORY SHALL BE NOTIFIED AFTER THE MILD STEEL REINFORCEMENT
AND EMBEDS ARE POSITIONED PRIOR TO EACH CONCRETE PLACEMENT. NO CONCRETE
SHALL BE PLACED UNTIL THESE ITEMS ARE CHECKED AND APPROVED BY THE TESTING
LABRATORY.
7. PERFORM SAWCUTS AS INDICATED ON THE FOUNDATION PLANS AS QUICKLY AS POSSIBLE
AFTER PLACING CONCRETE WITHOUT DISLODGING AGGREGATE. ALL SAWCUTS SHALL BE
COMPLETED WITHIN 8 HOURS OF CONCRETE PLACEMENT. SUSPENDED SLABS AND POST
TENSION SLABS ON GRADE SHALL NOT HAVE SAWCUTS.
STEEL
1. STRUCTURAL STEEL SHALL BE NEW STEEL AND SHALL CONFORM TO THE AISC
'SPECIFICATION FOR STRUCTURAL STEEL FOR BUILDINGS". BOLTED CONNECTIONS
(UNLESS NOTED OTHERWISE) SHALL CONFORM TO THE REQUIREMENTS OF THE AISC
"SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM A325 OR A490 BOLTS".
2. STEEL SHAPES AND FASTENERS SHALL TO THE ASTM SPECIFICATIONS BELOW:
SHAPE ASTM
WIDE FLANGE A992
CHANNELS A36
ANGLES A36
HSS A500 Gr. B
PIPE A53 Dr.B
PLATES A36(or A572 Gr. 50)
BASE PLATES REF. SCHED.
BOLTS ASTM
HIGH STRENGTH BOLTS A325 N
ANCHOR BOLTS F1554, GRADE 55
(WELDABILITY PER F1554
SUPPLEMENT)
3. ALL STRUCTURAL STEEL CONNECTIONS AND DETAILS SHALL CONFORM TO THE AISC"CODE
OF STANDARD PRACTICE FOR STEEL, BUILDINGS AND BRIDGES."
4. WELDED CONSTRUCTION SHALL CONFORM TO AWS D-1.1,"STRUCTURAL WELDING CODE."
WELDING PROCESSES AND OPERATORS SHALL BE QUALIFIED IN ACCORDANCE WITH AWS
"STANDARD QUALIFICATIONS PROCEDURE." ELECTRODES FOR FIELD AND SHOP WELDS
SHALL BE E70XX, U.N.O.
5. SHEAR STUDS SHALL CONFORM TO ASTM A108, HEADED ANCHORS.
6. STEEL MEMBERS SHALL NOT BE SPLICED EXCEPT AS SHOWN ON THE DRAWINGS.
7. ALL STEEL BEAMS SHALL BE ERECTED WITH NATURAL CAMBER UP.
B. ALL CONNECTIONS OF NON -COMPOSITE BEAMS SHALL BE DESIGNED BY THE FABRICATOR
UNLESS OTHERWISE INDICATED. CONNECTIONS SHALL BE DESIGNED TO RESIST A FORCE
OF 55 % OF THE AISC ALLOWABLE BEAM LOAD, OR THE REACTION SPECIFIED, WHICHEVER IS
GREATER. ALL CONNECTION DESIGN REACTIONS SHALL BE NOTED ON THE SHOP
DRAWINGS.
9. ALL EXTERIOR STEEL EXPOSED TO WEATHER, INCLUDING LINTELS, SHALL BE HOT -DIPPED
GALVANIZED. FABRICATOR TO PREPARE MATERIAL TO BE GALVANIZED TO MEET THE
GALVANIZER'S REQUIREMENTS AND THE SPECIFICATIONS.
10. CONNECTION DETAILS SHALL TAKE INTO CONSIDERATION CONSTRUCTION SEQUENCING
AND POSSIBLE OBSTRUCTIONS FROM ADJACENT COMPONENTS SUCH AS RETAINING
WALLS.
11. SUPPORTS FOR ROLL -DOWN SECURITY DOORS SHALL BE DESIGNED AND PROVIDED BY
DOOR MANUFACTURER. DOORS SHALL NOT BE SUPPORTED FROM BUILDING COLUMNS
WITHOUT PRIOR WRITTEN APPROVAL FROM THE ENGINEER OF RECORD.
12. GROUT AT STEEL COLUMN BASE PLATES SHALL BE NON -SHRINK, NON-METALLIC
AGGREGATE TYPE, COMPLYING WITH ASTM C1107 AND CAPABLE OF DEVELOPING A
MINIMUM COMPRESSIVE STRENGTH OF 7,000 PSI AT 28 DAYS.
STEEL JOISTS
1. FABRICATION AND ERECTION OF ALL OPEN WEB STEEL JOISTS, JOIST GIRDERS, AND
BRIDGING SHALL CONFORM TO THE STANDARDS OF THE STEEL JOIST INSTITUTE.
2. JOIST MANUFACTURER SHALL PROVIDE CAMBER IN CONFORMANCE WITH SA
SPECIFICATIONS.
3. ALL BRIDGING SHALL BE WELDED OR BOLTED AT THE ENDS. ALL JOISTS SHALL BE WELDED
AT THE ENDS, UNLESS SHOWN OTHERWISE. ALL JOIST GIRDERS SHALL BE BOLTED AT THE
ENDS, UNLESS SHOWN OTHERWISE. BRIDGING SHALL BE DESIGNED FOR A NET WIND
UPLIFTAS NOTED.
4. ANY HANGERS SUPPORTED FROM JOISTS SHALL BE LOCATED AT TOP OR BOTTOM CHORD
PANEL POINTS AND SHALL BE CONNECTED WITHOUT FIELD WELDING OR DRILLING HOLES IN
JOISTS.
5. MECHANICAL DUCTS, ELECTRICAL EQUIPMENT, CONDUIT, LIGHTING FIXTURES, AND PIPING
SHALL NOT BE SUPPORTED FROM JOIST BRIDGING.
6. ALL PIPING LARGER THAN 4" DIAMETER RUNNING PARALLEL TO JOISTS SHALL BE
SUPPORTED FROM A MINIMUM OF 2 JOISTS AND SUPPORTED AT PANEL POINTS ONLY.
7. ALL PIPING LARGER THAN 4" DIAMETER RUNNING PERPENDICULAR TO JOISTS SHALL BE
SUPPORTED AT PANEL POINTS FROM AT LEAST EVERY SECOND JOIST.
8. PIPING LOADS EXCEEDING 4 PSF SHALL BE BROUGHT TO THE ATTENTION OF THE
STRUCTURAL ENGINEER.
1. ALL METAL DECKING SHALL COMPLY WITH THE SPECIFICATIONS OF THE STEEL DECK
INSTITUTE FOR DESIGN AND ERECTION. GALVANIZED DECKS SHALL CONFORM TO ASTM
A653. PAINTED DECKS SHALL CONFORM TO ASTM A1008.
2. METAL DECKING SHALL BE INSTALLED CONTINUOUSLY ACROSS 3 OR MORE SPANS. IF LESS
THAN THREE SPANS ARE UTILIZED TEMPORARY SHORING MAY BE REQUIRED PER
MANUFACTURER'S RECOMMENDATIONS. DECKING SHALL BE ATTACHED TO STEEL, JOISTS
AND FRAMEWORK IMMEDIATELY AFTER ALIGNMENT.
3. UNLESS NOTED OTHERWISE, ROOF DECK SHALL BE 22 GAUGE, 1-1/2" WIDE RIB DECK (TYPE
B), ASTM At 008 STRUCTURAL QUALITY, MINIMUM YIELD POINT OF 33,000 PSI, WITH
MANUFACTURER'S STANDARD BAKED ON COATING. REF. 2/S130 FOR DECK GAUGES AND
ATTACHMENT PATTERNS. MECHANICAL DECK FASTENERS MAY BE UTILIZED IN LIEU OF
PUDDLE WELDS AT JOIST FRAMING AT THE DISCRETION OF THE STRUCTURAL ENGINEER OF
RECORD. ATA MINIMUM, MECHANICAL DECK FASTENERS SHALL PROVIDE EQUAL OR
GREATER DIAPHRAGM SHEAR STRENGTH STIFFNESS AND UPLIFT CAPACITY AS THE
SPECIFIED PUDDLE WELD PATTERN, MECHANICAL DECK FASTENERS SHALL BE SUBMITTED
TO THE ENGINEER OF RECORD AND THE ARCHITECT TO APPROVAL PRIOR TO
CONSTRUCTION.
4. ALL DECK IS TO BE FABRICATED TO RUN CONTINUOUSLY OVER ALL OPENINGS. DO NOT CUT
OPENING IN DECK PRIOR TO INSTALLING SUPPORT FRAMING BELOW.
5. SUSPENDED CEILINGS, LIGHT FIXTURES,DUCTS, OR OTHER UTILITIES SHALL NOT BE
SUPPORTED BY THE STEEL ROOF DECK.
6. DECK FINISH SHALL BE REPAIRED WITH TOUCH-UP PAINT IMMEDIATELY AFTER WELDING TO
PREVENT CORROSION.
COLD FORMED METAL FRAMING
1. COLD FORMED METAL FRAMING MANUFACTURER SHALL DESIGN THE COMPLETE METAL
FRAMING SYSTEM, INCLUDING BUT NOT LIMITED TO BRACING AND CONNECTIONS TO THE
METAL STRUCTURE, UNLESS SHOWN ON STRUCTURAL DRAWINGS. CALCULATIONS AND
SHOP DRAWINGS SIGNED AND SEALED BY A PROFESSIONAL ENGINEER REGISTERED IN THE
STATE OF INDIANA SHALL BE SUBMITTED TO THE STRUCTURAL ENGINEER OF RECORD FOR
REVIEW. GENERAL CONTRACTOR SHALL PROVIDE ALL COLD FORMED METAL FRAMING AS
REQUIRED.
2. WITH EACH TYPE OF METAL FRAMING REQUIRED, PROVIDE MANUFACTURER'S STANDARD
STEEL RUNNERS (TRACKS), BLOCKING LINTELS, CLIP ANGLES, SHOES, REINFORCEMENTS,
FASTENERS, AND ACCESSORIES AS RECOMMENDED BY MANUFACTURER FOR
APPLICATIONS INDICATED, AS NEEDED TO PROVIDE A COMPLETE METAL FRAMING SYSTEM.
3. FOR 16 GAUGE AND HEAVIER STUDS AND JOISTS, FABRICATE COMPONENTS OF STEEL
SHEET WITH A MINIMUM YIELD POINT OF 50,000 PSI, CONFORMING TO ASTM A653 AND C955.
4. FOR 16 GAUGE AND HEAVIER TRACK, FABRICATE COMPONENTS OF STEEL SHEET WITH A
MINIMUM YIELD POINT OF 33,000 PSI, CONFORMING TO ASTM A653 AND C955.
5. FOR 18 GAUGE AND LIGHTER STUDS, JOISTS, AND TRACK, FABRICATE COMPONENTS OF
STEEL SHEET WITH A MINIMUM YIELD POINT OF 33,000 PSI, CONFORMING TO ASTM A653 AND
C955.
6. PROVIDE MANUFACTURER'S STANDARD GALVANIZED FINISH TO METAL FRAMING
COMPONENTS COMPLYING WITH ASTM A653.
7. THE COLD FORMED FRAMING DESIGN SHALL INCLUDE BUT SHALL NOT BE LIMITED TO THE
FOLLOWING DESIGN ELEMENTS:
WALL STUDS INCLUDING JAMB LOCATIONS
HEADERS DESIGNED FOR GRAVITY AND LATERAL LOADING
• TOP AND BOTTOM TRACKS INCLUDING ATTACHMENTS AT SLIP TRACKS
ALL CONNECTIONS SHALL SPECIFY SIZE AND QUANTITY OF FASTENERS
ANY BRACING OF METAL STUDS REQUIRED THAT IS NOT INDICATED ON THE
STRUCTURAL DRAWINGS
B. MAXIMUM ALLOWABLE DEFLECTION FOR VERTICAL LIGHT GAUGE MEMBERS BACKING BRICK
IS U600 (U360 FOR OTHER MATERIALS). DEFLECTION CALCULATIONS SHALL BE BASED ON
ABSOLUTE DEFLECTIONS (NOT RELATIVE DEFLECTIONS).
9. DEFLECTION OF VERTICAL STUDS WITH PARAPET SHALL BE CALCULATED BASED ON
ABSOLUTE DEFLECTION, NOT RELATIVE DEFLECTION.
1. ALL REINFORCED MASONRY SHALL CONFORM TO THE PROVISIONS OF ACI 530.1/ASCE 6
(WITH EXCEPTIONS NOTED IN THE SPECIFICATIONS). CONSTRUCTION SHALL BE RUNNING
BOND UNLESS NOTED OTHERWISE.
2. CONCRETE MASONRY UNITS SHALL CONFORM TO ASTM C90 NORMAL WEIGHT UNITS WITH A
MINIMUM NET AREA COMPRESSIVE STRENGTH OF 1900 PSI.
3. MORTAR SHALL CONFORM TO ASTM C270, TYPE M OR S. AGGREGATES FOR MORTAR SHALL
CONFORM TO ASTM C144. MORTAR SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH OF
1800 PSI AT 28 DAYS.
4. GROUT SHALL CONFORM TO ASTM C476. AGGREGATES FOR GROUT SHALL CONFORM TO
ASTM C-404. GROUT SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH OF 2000 PSI AT 28
DAYS.
5. MASONRY CONSTRUCTION SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH (fm) OF 1900
PSI AT 28 DAYS.
6. SPECIAL INSPECTION SHALL BE PROVIDED AS PRESCRIBED IN THE SPECIAL INSPECTION
NOTES.
7. BOND BEAMS SHALL BE CONSTRUCTED WITH PORTLAND CEMENT GROUT HAVING A
MINIMUM COMPRESSIVE STRENGTH OF 2000 PSI AT28 DAYS, AND A MAXIMUM AGGREGATE
SIZE OF 3/4".
8. REINFORCING STEEL SHALL CONFORM TO ASTM A615, GRADE 60, EXCEPT WELDED
REINFORCEMENT SHALL CONFORM TO ASTM A706, GRADE 60.
9. HORIZONTAL JOINT REINFORCEMENT SHALL BE FACTORY FABRICATED, LADDER TYPE, 9
GAGE WIRE CONFORMING TO ASTM A82, AND PLACED AT 16' ON CENTER (TYPICAL U.NO.).
10. ALL CELLS CONTAINING REINFORCEMENT, BOLTS, OR OTHER METAL ANCHORS SHALL BE
GROUTED SOLID. ANY CELLS AT OR BELOW GRADE SHALL BE GROUTED SOLID, WHETHER
REINFORCED OR NOT.
11. BOND BEAM REINFORCING SHALL CONTINUE THROUGH CONTROL JOINTS ATALL FLOOR
AND ROOF LEVELS AS WELLAS AT ALL LINTEL LOCATIONS.
12. ALL WALLS AND LINTELS SHALL BE TEMPORARILY BRACED/SHORED AS REQUIRED UNTIL
CONSTRUCTION IS COMPLETE. CONTRACTOR SHALL BE RESPONSIBLE FOR ALL
TEMPORARY BRACING/SHORING.
13. CONTROL JOINTS SHALL NOT BE PLACED ABOVE OR WITHIN 2'-0" OF OPENINGS OR WITHIN A
BOND BEAM. NOTIFY THE STRUCTURAL ENGINEER OF ANY CONTROL JOINTS VIOLATING
THESE CRITERIA PRIOR TO STARTING WALL CONSTRUCTION.
14. CONTRACTOR SHALL PROVIDE CONTROL JOINTS IN CMU CONSTRUCTION. JOINT SPACING
SHALL NOT EXCEED 1.5 TIMES THE WALL HEIGHT (1.5 x H) OR 25 FEET, WHICHEVER IS LESS.
PROVIDE A JOINT WITHIN 10 FEET OF ALL WALL CORNERS. COORDINATE ALL JOINT
LOCATIONS WITH ARCHITECTURE AND SUBMIT A JOINT LAYOUT PLAN TO
ARCHITECT/ENGINEER FOR REVIEW & APPROVAL.
1. WH EN WELDS ARE NOT CALLE D OUT ON THE DRAWINGS, THEY AR E MIN IMU M SIZE
CONTINUOUS FILLET WELDS IN ACCORDANCE WITH AWS D1.1. FILLET WELDS NOT
SPECIFIED AS TO LENGTH SHALL BE CONTINUOUS.
2. UNLESS NOTED OTHERWISE ON THE DRAWINGS, ALL GROOVE WELD SHALL BE FULL
PENETRATION.
3. PROVIDE FILLET WELDS AT ALL CONTACT JOINTS BETWEEN STEEL MEMBERS SUFFICIENT
TO DEVELOP THAT ALLOWABLE TENSILE STRENGTH OF THE SMALLER MEMBER AT THE
JOINT UNLESS NOTED OTHERWISE ON THE DRAWINGS.
4. WELDING OF METAL FORM DECK SHALL CONFORM TO AWS DI.3.
EARTHWORK AND FOUNDATIONS
1. THE FOUNDATION DESIGN IS BASED ON A SUBSURFACE EXPLORATION AND REPORT BY ATC
GROUP SERVICES, LLC. (PROJECT NO. 170GCOO754) DATED JANUARY 7, 2019. THE
CONTRACTOR SHALL OBTAIN A COPY OF THIS REPORT, AND THE REPORT SHALL BE
CONSIDERED APART OF THE CONTRACT DOCUMENTS.
2. A GEOTECHNICAL ENGINEER SHALL VERIFY THAT SOILS OF THE DESIGN BEARING CAPACITY
HAVE BEEN ENCOUNTERED AND THAT THE BUILDING PAD IS SUITABLE FOR CONSTRUCTION.
3. THE FOUNDATION DESIGN IS BASED ON POTENTIAL SLAB TOTAL AND DIFFERENTIAL
MOVEMENTS OF ONE (1) INCH AND THREE-QUARTERS (3/4) INCH, RESPECTIVELY. THE
SLAWFOUNDATION DESIGN IS BASED ON THE •SPREAD FOOTINGS" SECTION OF THE
GEOTECHNICAL REPORT. THE CONTRACTOR SHALL PREPARE THE SUBGRADE AS OUTLINED
IN THE REPORT/SECTION.
4. CONTINUOUS AND ISOLATED FOOTINGS ARE DESIGNED FORAN ALLOWABLE NET BEARING
PRESSURE OF 3,000 PSF. THESE VALUES ARE APPLICABLE FOR FOOTINGS BEARING ON
FIRM, NATURAL SOIL ON COMPACTED ENGINEERED FILL AS OUTLINED IN THE
GEOTECHNICAL REPORT. ALL EXTERIOR FOOTINGS SHALL BEAR A MINIMUM OF 36 INCHES
BELOW FINISH GRADE FOR FORST PROTECTION.
5. A QUALIFIED SOIL TECHNICIAN SHALL PERFORM SUFFICIENT IN -PLACE DENSITY TESTS
DURING FILL OPERATIONS TO VERIFY THAT PROPER LEVELS OF COMPACTION ARE
ATTAINED AND THAT FOOTINGS ARE BEARING ON THE PROPER MATERIAL. THE
CONTRACTOR/OW NER SHALL USE THE SAME GEOTECHNICAL ENGINEER THAT PREPARED
THE GEOTECHNICAL REPORT FOR FOUNDATION INSPECTIONS.
6. AFTER THE FOOTINGS HAVE BEEN EXCAVATED AND BEFORE REINFORCING STEEL
PLACEMENT, A GEOTECHNICAL ENGINEER SHALL VERIFY SOILS OF THE DESIGN BEARING
CAPACITY HAVE BEEN ENCOUNTERED.A WRITTEN REPORT, INCLUDING REMEDIAL ACTION,
SHALL BE PROVIDED TO THE STRUCTURAL ENGINEER OF RECORD.
7. CONCRETE FOR SLABS ON FILL SHALL BE PLACED OVERA CONTINUOUS 15 MIL. MOISTURE
BARRIER OVER A 4 INCH LAYER OF CLEAN UNIFORM SAND. ALL SEAMS SHALL BE LAPPED 12
INCHES AND TAPED. VAPOR BARRIER SHALL CONFORM TO ASTM E 1745 CLASS A AND ASTM
E 96 WITH A PERMEANCE RATING OF 0.01 PERMS OR LOWER.
8. POSITIVE SITE DRAINAGE SHALL BE MAINTAINED TO DIVERT WATER AWAY FROM THE
BUILDING AREAS. WEATHER PERIODS WILL PRODUCE PROBLEMS DUE TO SOIL
SATURATION. CONSULT THE GEOTECHNICAL ENGINEER REPORT OR GEOTECHNICAL
ENGINEER FOR METHODS OF IMPROVING HIGHLY SATURATED SOILS.
9. THE ABOVE REQUIREMENTS ARE A SUMMARY OF THE REQUIREMENTS OF THE
GEOTECHNICAL REPORT. CONTRACTOR SHALL NOT BE ABSOLVED FROM THE
RESPONSIBILITY OF REVIEWING AND COMPLYING WITH THE ENTIRE GEOTECHNICAL
REPORT.
SYMBOL LEGEND
F1� FOOTING MARK
0 w 99' -0"f TOP OF FOOTING
X T/FTG EL- n TOP OF FOOTING / r-
LLZQ 9A� PIER CAP ELEVATION I I
O < T/CONC EL_ n TOP OF CONCRETE L -
> j PIER DIAMETER
w w O ELEVATION
f PIER BELL DIAMETER
w 2 T/STL EL- n TOP OF STEEL
pQ 1 ELEVATION �� ` �99'-0�TOP OF PIER
w o (BOTTOM OF DECK) I V I
\ \ / PIER DIAMETER
SECTION
54.0 24 PIER EMBED DEPTH
4"/ 0"
1 99--4r TOP OF PIER
ELEVATION \ �
57.0
COL SIZE. REF. PLAN
X(SX.X
t Z
BASE PLATE. REF. SCHEDULE
0
I ENLARGED PLAN
J OR PLAN DETAIL STEEL BEAM SIZE
/ /�NUMBER OF NELSON STUDS
� POSITIVE MID SPAN CAMBER
�W14x22 (1
SLAB STEP I HIGH/LOW
'J 2) (C=1") IH GH
R=18K UN FACTORED SERVICE LOAD
REACTION AT EACH END
ROOF TOP UNIT FULL PENETRATION
REF. PLAN FOR MOMENT
WEIGHT
CONNECTION
STRUCTURAL SHEET INDEX
Sheet Number
Sheet Name
Silo
GENERAL NOTES
S120
SPECIAL INSPECTIONS
S130
DIAGRAMS&ABBREVIATIONS
S140
SCHEDULES & TYPICAL DETAILS
S200
ISOMETRIC VIEW
S210
FOUNDATION PLAN
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MEZZANINE AND ROOF FRAMING PLAN
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PARTIAL PLANS
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TYPICAL FOUNDATION DETAILS
S320
FOUNDATION DETAILS
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FOUNDATION DETAILS
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TYPICAL FRAMING DETAILS
S420
TYPICAL COMPOSITE SLAB DETAILS
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MEZZANINE DETAILS
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FRAMING DETAILS
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Project Number'.
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GENERAL NOTES