HomeMy WebLinkAbout03070151.7GENERAL STRUCTURAL NOTES
GOVERNING CODE
UBC 1997, WITH 1998 INDIANA AMENDMENTS
DESIGN LOADS
1. ROOF LOAD:
A. MINIMUM LIVE LOAD, RAIN LOAD, OR SNOW LOAD (Pf) 20 PSF*
B.
ROOF MEMBRANE
1 PSF
C.
INSULATION
2 PSF
D.
SHEATHING
2 PSF
E.
FRAMING LOAD
3 PSF
F.
CEILING
2 PSF
G.
SPRINKLERS
2 PSF
H.
DUCTS, LIGHTS, MISC.
3 PSF
G.
TOTAL LOAD
35 PSF MIN.
(*GROUND SNOW Pg = 20 PSF MODIFIED BY APPLICABLE DRIFT
COEFFICIENTS. SNOW LOAD IMPORTANCE FACTOR I = 1.0. SNOW
EXPOSURE FACTOR Ce = 0.7. SECONDARY ROOF DRAINAGE VIA SCUPPERS
OR OVERFLOW DRAINS SHALL BE PROVIDED IN ACCORDANCE WITH UBC
SECTION 1506.3 AND ASCE 7-98.)
2. FLOOR LOAD:
A.
OFFICE LIVE LOAD
50 PSF***
CORRIDOR LIVE LOAD
100 PSF***
B.
PARTITIONS (OFFICE ONLY)
20 PSF
C.
SHEATHING
3 PSF
D.
FRAMING LOAD
3 PSF
E.
CEILING
2 PSF
F.
SPRINKLERS
1 PSF
G.
DUCTS, LIGHTS, MISC.
2 PSF
TOTAL LOAD
81 PSF MIN. @ OFFICES
111 PSF MIN. @ CORRIDORS
(*** LIVE LOAD REDUCTION USED WHERE
APPLICABLE)
3. WIND
LOAD:
A. MAIN WINDFORCE - RESISTING SYSTEM: 71 MPH, EXPOSURE B, WIND LOAD
IMPORTANCE FACTOR I = 1.0.
BASIC VELOCITY PRESSURE Pv = 13 PSF.
4. SEISMIC LOAD:
A. SEISMIC COEFFICIENT (Cv) = 0.18
B. SEISMIC COEFFICIENT (Ca) = 0.12
C. SEISMIC ZONE = 1
D. SEISMIC ZONE FACTOR (Z) = 0.075
E. SOIL PROFILE TYPE = SD
F. BASIC STRUCTURAL SYSTEM = LOAD BEARING WALL SYSTEM
G. SEISMIC -RESISTING SYSTEM = LIGHT -FRAMED SHEAR PANELS
H. RESPONSE MODIFICATION FACTOR (R) = 5.5
I. DEFLECTION AMPLIFICATION FACTOR (Wo) = 2.8
J. ANALYSIS PROCEDURE = STATIC FORCE PROCEDURE
5. CONCENTRATED LOADS: 2000 POUNDS OVER 2.5 FEET SQUARE.
CONSTRUCTION AND SAFETY
1. CONTRACTOR SHALL BRACE ENTIRE STRUCTURE AS REQUIRED TO MAINTAIN
STABILITY UNTIL COMPLETE AND FUNCTIONING AS THE DESIGNED UNIT,
2. ARCHITECT/ENGINEER SHALL NOT BE RESPONSIBLE FOR THE MEANS,
METHODS, TECHNIQUES, SEQUENCES OR PROCEDURES OF CONSTRUCTION SELECTED
BY CONTRACTOR.
3. THE CONTRACTOR WILL BE SOLELY AND COMPLETELY RESPONSIBLE FOR
CONDITIONS OF THE JOB SITE INCLUDING SAFETY OF ALL PERSONS AND
PROPERTY DURING PERFORMANCE OF THE WORK. THIS REQUIREMENT WILL APPLY
CONTINUOUSLY AND NOT BE LIMITED TO NORMAL WORKING HOURS. WHEN ON
SITE, THE ARCHITECT/ENGINEER IS RESPONSIBLE FOR HIS/HER OWN SAFETY BUT
HAS NO RESPONSIBILITY FOR THE SAFETY OF OTHER PERSONNEL OR SAFETY
CONDITIONS AT THE SITE.
4. ANCHOR RODS/BOLTS SHALL NOT BE REPAIRED, REPLACED OR FIELD -
MODIFIED WITHOUT THE WRITTEN APPROVAL OF THE STRUCTURAL ENGINEER OF
RECORD.
FOUNDATIONS
1. PER CLIENT'S REQUEST, THE FOUNDATION DESIGN AND GENERAL
FOUNDATION NOTES ARE BASED ON THE ASSUMPTION OF FAVORABLE SOIL
CONDITIONS. THE CONTRACTOR SHALL RETAIN A GEOTECHNICAL ENGINEER TO
VERIFY DESIGN ASSUMPTIONS PRIOR TO FOUNDATION INSTALLATION. THE COST
FOR THE GEOTECHNICAL ENGINEER SHALL BE LISTED AS A SEPARATE ITEM ON
THE CONTRACTOR'S BID. THE CONTRACTOR SHALL SUBMIT COPIES OF THE
GEOTECHNICAL ENGINEER'S REPORT TO THE ARCHITECT. ALL FOOTINGS SHALL
BEAR ON LEVEL (WITHIN 1 IN 12) UNDISTURBED SOIL OR APPROVED ENGINEERED
FILL. FOUNDATIONS HAVE BEEN DESIGNED FOR A MAXIMUM SOIL BEARING
PRESSURE OF 3000 PSF.
2. FOUNDATION ELEVATIONS SHOWN ARE FOR BIDDING PURPOSES AND MAY VARY
TO SUIT SUB -SURFACE SOIL CONDITION. ELEVATION AND BEARING STRATA
SHALL BE APPROVED BY A GEOTECHNICAL ENGINEER PRIOR TO PLACING
CONCRETE. PROVIDE ENGINEERED FILL OR LOW STRENGTH CONCRETE (500 PSI)
UNDER FOUNDATIONS AT SOFT SPOTS AND FOR EXTENDING EXCAVATION TO
ADEQUATE BEARING MATERIAL. INSTALL FOUNDATIONS AT DESIGNED
ELEVATIONS.
3. FOOTINGS MAY BE PLACED WITHOUT SIDE FORMS IF EXCAVATED WALLS
STAND APPROXIMATELY VERTICAL.
4. LATERAL SOIL PRESSURE USED FOR DESIGN OF:
A. RETAINING WALLS: 45 PCF EQUIVALENT FLUID PRESSURE, TRIANGULAR
DISTRIBUTION.
5. CONTRACTOR SHALL CONTACT UTILITY COMPANIES FOR LOCATING
UNDERGROUND SERVICES AND IS RESPONSIBLE FOR THEIR PROTECTION AND
SUPPORT.
6. FILL AND BACK FILL:
A. ALL FILL MATERIALS SHALL BE APPROVED BY A GEOTECHNICAL
CONSULTANT.
B. ENGINEERED FILL BENEATH FOOTINGS: MINIMUM COMPACTION 98%
STANDARD PROCTOR DENSITY AT THE OPTIMUM MOISTURE CONTENT.
C. BACKFILL AGAINST WALLS:
1. BACKFILL ALONG INTERIOR FACE OF FOUNDATION WALLS SHALL BE:
a. CLAYEY MATERIAL COMPACTED IN 6" LIFTS TO 95% STANDARD PROCTOR
DENSITY OR CONCRETE WITH A COMPRESSIVE STRENGTH OF f'c = 500 PSI
OR
b. WELL GRADED GRANULAR MATERIAL COMPACTED IN 6» LIFTS; AT THE
BOTTOM OF THE GRANULAR BACKFILL PLACE A 4" DIAMETER PERFORATED
FOUNDATION DRAIN PIPE. PROVIDE A POSITIVE SLOPE TO DAYLIGHT OR TO
SUMP.
2. BACKFILL ALONG RETAINING TYPE WALLS SHALL BE A WELL GRADED
GRANULAR MATERIAL COMPACTED TO 95% STANDARD PROCTOR DENSITY UP TO
WITHIN 24 INCHES OF THE FINISHED GRADE. TOP 24" OF BACKFILL SHALL BE
COMPACTED CLAYEY MATERIAL. AT THE BOTTOM OF THE GRANULAR MATERIAL,
PLACE A 4" DIAMETER PERFORATED FOUNDATION DRAIN PIPE WITH POSITIVE
DRAINAGE TO SUMP OR TO DAYLIGHT.
3. BACKFILL ALONG EXTERIOR FACE OF SHALLOW WALL FOUNDATIONS TO BE:
a. COMPACTED CLAYEY MATERIAL; COMPACT TO 95% STANDARD PROCTOR.
OR
b. COMPACTED GRANULAR MATERIAL WITH 4" DIAMETER FOUNDATION DRAIN AT
THE BOTTOM OF THE GRANULAR MATERIAL. DRAIN TO HAVE POSITIVE SLOPE TO
DAYLIGHT OR TO SUMP.
D. FILL BELOW FLOOR SLABS:
1. PROVIDE 6" OF COMPACTED GRANULAR MATERIAL BELOW FLOOR SLAB.
2. TOP 12" OF SUBBASE BELOW INTERIOR FLOOR SLAB TO BE PROOF ROLLED
TO 98% STANDARD PROCTOR DENSITY PRIOR TO PLACEMENT OF SLAB.
7, ALL AREAS WITHIN THE FOOTPRINT OF THE BUILDING, INCLUDING UTILITY
TRENCHES, MUST BE FREE OF ANY WET AND/OR SOFT AREAS PRIOR TO PLACEMENT
OF FILL MATERIAL OR SLAB.
8. SEAL UTILITY TRENCH AT THE EXTERIOR FOUNDATION WALL BY USING A
COMPACTED CLAYEY BACKFILL OR LEAN CONCRETE TO CREATE A DAM TO PREVENT
ENTRY OF WATER.
9. FINISHED GRADE SHALL SLOPE AWAY FROM THE PERIMETER FOUNDATION.
CONCRETE
1. CONCRETE WORK AND TESTING SHALL CONFORM TO ALL REQUIREMENTS OF
ACI 301-99, "SPECIFICATIONS FOR STRUCTURAL CONCRETE FOR BUILDINGS",
EXCEPT AS MODIFIED BY THE SUPPLEMENTAL REQUIREMENTS BELOW. REPORTS
FROM TESTS REQUIRED BY SECTION 1.6 OF ACI 301-99 SHALL BE SUBMITTED TO
STRUCTURAL ENGINEER, ARCHITECT, OWNER, CONTRACTOR, CONCRETE SUPPLIER,
AND BUILDING OFFICIAL.
2. CONCRETE WORK IN COLD WEATHER SHALL CONFORM TO ALL REQUIREMENTS
OF ACI 306.1-90 "STANDARD SPECIFICATION FOR COLD WEATHER CONCRETING"
AND ACI 306R-88 "COLD WEATHER CONCRETING".
3. CONCRETE WORK IN HOT WEATHER SHALL CONFORM TO ALL REQUIREMENTS OF
ACI 305R-91 "HOT WEATHER CONCRETING". THE AIR TEMPERATURE, RELATIVE
HUMIDITY, CONCRETE TEMPERATURE, AND WIND VELOCITY SHALL BE ENTERED
INTO NOMOGRAPH FIGURE 2.1.5 TO DETERMINE IF PRECAUTIONS AGAINST
PLASTIC SHRINKAGE ARE REQUIRED.
4. NOT USED.
5. MATERIALS: (f'c BASED ON 28 DAY UNLESS NOTED)
A. CONCRETE FOR INTERIOR FLOOR SLABS: f'c = 4000 PSI FT 28 DAYS,
1800 PSI AT 3 DAYS, NORMAL WEIGHT AGGREGATE, MINIMUM PORTLAND CEMENT
CONTENT PER ACI 301-99 TABLE 4.2.2.1, PLASTICIZING OR WATER REDUCING
ADMIXTURE REQUIRED, MAXIMUM WATER/CEMENTITIOUS RATIO = 0.50. MINIMUM
CEMENT CONTENT REQUIREMENT PER TABLE 4.2.2.1 MAY BE WAIVED IF A
HISTORY OF FINISHING QUALITY, APPEARANCE, DURABILITY, AND SURFACE
HARDNESS IS SUBMITTED OR IF A TEST SLAB OF AT LEAST 8 FEET X 8 FEET IS
PLACED AT THE JOB SITE USING JOB MATERIALS, EQUIPMENT, AND PERSONNEL
AND EVALUATION RESULTS SUBMITTED.
B. CONCRETE FOR EXTERIOR FLAT WORK, WALKS, ETC.: f'c = 4500 PSI,
(4.5% TO 7.5% ENTRAINED AIR), MAXIMUM WATER/CEMENTITIOUS RATIO = 0.45.
LIMIT POZZOLAN CONTENT PER ACI 301-99 TABLE 4.2.2.8.
C. CONCRETE FOR FOUNDATION WALLS AND RETAINING WALLS WITH EXTERIOR
EXPOSURE: f'c = 4000 PSI, (4.5% TO 7.5% ENTRAINED AIR), MAXIMUM
WATER/CEMENTITIOUS RATIO = 0.50.
D. CONCRETE FOR FOOTINGS: f'c = 3000 PSI.
E. REINFORCING STEEL: ASTM A615 60 KSI YIELD DEFORMED BARS AND ASTM
A185 WELDED WIRE FABRIC, FLAT SHEETS ONLY.
F. FLY ASH: ASTM C618, TYPE F OR C. WHEN USED, FLY ASH -TO- TOTAL
CEMENTITIOUS RATIO SHALL BE 15% MINIMUM.
G. GROUND GRANULATED BLAST FURNACE SLAG: ASTM C989. TOTAL GROUND
GRANULATED BLAST FURNACE SLAG -TO- TOTAL CEMENTITIOUS RATIO SHALL NOT
EXCEED 50% MAXIMUM.
H. PLASTICIZING ADMIXTURE: ASTM C1017.
I. WATER REDUCING ADMIXTURE: ASTM C494.
J. CHLORIDE CONTENT OF CONCRETE: LIMIT TOTAL CHLORIDE ION CONTENT
TO AMOUNT INDICATED IN TABLE 4.2.2.6 OF ACI 301-99. ADMIXTURES
CONTAINING CHLORIDE ARE NOT PERMITTED IN REINFORCED CONCRETE OR
CONCRETE CONTAINING METALS.
6. IF CONCRETE ARRIVES AT THE POINT OF DELIVERY WITH A SLUMP BELOW
THAT WHICH WILL RESULT IN THE SPECIFIED SLUMP AT THE POINT OF
PLACEMENT AND IS UNSUITABLE FOR PLACING AT THAT SLUMP, THE SLUMP MAY
BE ADJUSTED ONCE ONLY TO THE REQUIRED VALUE BY ADDING WATER UP TO THE
AMOUNT ALLOWED IN THE ACCEPTED MIXTURE PROPORTIONS. ADDITION OF WATER
SHALL BE IN ACCORDANCE WITH ASTM C94. DO NOT EXCEED THE SPECIFIED
WATER-CEMENTITIOUS MATERIAL RATIO OR SLUMP IN THE APPROVED MIX DESIGN.
DO NOT ADD WATER TO CONCRETE DELIVERED IN EQUIPMENT NOT ACCEPTABLE FOR
MIXING. AFTER PLASTICIZING OR HIGH -RANGE WATER REDUCING ADMIXTURES
ARE ADDED TO THE CONCRETE AT THE SITE TO ACHIEVE FLOWABLE CONCRETE, DO
NOT ADD WATER TO THE CONCRETE. MEASURE SLUMP (AND AIR CONTENT OF AIR
ENTRAINED CONCRETE), AFTER SLUMP ADJUSTMENT, TO VERIFY COMPLIANCE WITH
SPECIFIED REQUIREMENTS.
7. SLUMP SHALL BE MEASURED PRIOR TO THE ADDITION OF ADMIXTURES AND
AFTER THE ADDITION OF ADMIXTURES.
8. LAP SPLICE REINFORCING BARS AS FOLLOWS UNLESS NOTED OTHERWISE:
A. BARS WITH MORE THAN 12" OF CONCRETE BELOW - 62 BAR DIAMETERS
B. BARS WITH LESS THAN 12" OF CONCRETE BELOW - 48 BAR DIAMETERS
9. REINFORCING BARS SHALL BE FREE OF FORM RELEASE AGENTS.
10. AT CORNERS AND INTERSECTIONS OF FOOTINGS AND WALLS, PROVIDE BENT
BARS OF EQUAL SIZE AND AT SAME SPACING AS TYPICAL REINFORCING AROUND
CORNER A,-4D/OR INTO ABUTTING FOOTING OR WALL. BARS SHALL HAVE
EMBEDMENT OF 30 DIAMETERS (18" MIN.).
11. MACHINE TROWEL FINISH FLOOR SLAB AND CURE USING "CURE AND SEAL"
TYPE CURING COMPOUND MEETING FEDERAL SPECIFICATION TT -C-00800, VOC
COMPLIANT, 30% MINIMUM SOLIDS CONTENT. FOR APPLICATIONS EXPOSED TO
SUNLIGHT USE LIGHT BROOM FINISH AND ACRYLIC BASED CURING COMPOUND.
12. FLOOR SLAB -ON -GRADE SHALL CONFORM TO THE FOLLOWING SURFACE
PROFILE TOLERANCES PER ASTM E-1155 AND ACI 117:
Ff(FLATNESS) FI(LEVELNESS)
SPECIFIED OVERALL VALUE 25 20
MINIMUM LOCAL VALUE 18 13
MAXIMUM GAP UNDER 10 FT. UNLEVELED STRAIGHT EDGE = 1/4".
13, SEE ARCHITECTURAL DRAWINGS AND SPECIFICATIONS FOR VAPOR BARRIER
REQUIREMENTS. VAPOR BARRIER, WHERE REQUIRED, SHALL BE PLACED OVER
COMPACTED GRANULAR SUBBASE.
14. REINFORCE ALL INTERIOR SLABS ON GROUND WITH 6 X 6 - W2.9 X W2.9
(42#) WELDED WIRE FABRIC. LOCATE WELDED WIRE FABRIC 2" CLEAR BELOW
TOP OF SLAB.
15. LAP WELDED WIRE FABRIC MINIMUM 1 FULL SPACE PLUS 2"
16. DO NOT BACKFILL AGAINST RETAINING WALLS UNTIL CONCRETE STRENGTH
HAS REACHED 0.75 f'c AND A MINIMUM OF 7 DAYS.
17. FINISH OF CONCRETE HANDICAP RAMPS TO CONFORM WITH THE
REQUIREMENTS OF THE AMERICANS WITH DISABILITIES ACT (ADA).
18. CONTROL JOINTS IN SLABS ON GROUND SHALL BE LOCATED AT 12'-0"
MAXIMUM SPACING AND SHALL CREATE SECTIONS OF SLAB WITH A MAXIMUM
ASPECT RATIO OF 1.5:1. CONTROL JOINTS SHALL BE SAWN AND SHALL BE A
MINIMUM OF 1/4 OF THE SLAB THICKNESS DEEP. THE CONTROL JOINTS SHALL
BE SAWN AS SOON AS THE SAW BLADE CAN CUT THE CONCRETE WITHOUT
DISPLACING THE AGGREGATE. CUT EVERY OTHER MESH WIRE AT THE CONTROL
JOINT LOCATION PRIOR TO PLACING CONCRETE. IF AN EARLY -CUTTING SAW IS
BE USED AND A SHALLOWER DEPTH OF THE CUT IS DESIRED, CONTACT THE
ENGINEER IN ADVANCE FOR APPROVAL.
19. CONSTRUCTION JOINTS IN SLABS ON GROUND MAY BE LOCATED AT ANY
CONTROL JOINT LOCATION. CONSTRUCTION JOINTS SHALL HAVE A KEY FORMED
AT MID -DEPTH OF THE FIRST CAST SECTION. THE KEY SHALL BE 1-1/2' DEEP
AND SHALL BE 1/3 OF THE SLAB THICKNESS HIGH. THE TOP AND BOTTOM OF
THE KEY SHALL HAVE 1 VERTICAL TO 3 HORIZONTAL SLOPE.
20. PROVIDE 3/4" CHAMFER AT CORNERS OF EXPOSED CONCRETE.
21. WHERE BRITTLE FLOOR FINISHES ARE TO BE APPLIED TO FLOOR SLABS,
COORDINATE CONTROL JOINT LOCATIONS WITH FLOOR FINISH JOINT LOCATIONS
AND ARCHITECT.
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Cincinnati, Oh
Phone(513)2.
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co 2002 CMC
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Date:
MAR. 2002
Job No.: