HomeMy WebLinkAboutS-001-DESIGN-CRITERIA-AND-SPECIAL-INSPECTION-TABLES17.0 PSF6.0 PSF
7' - 4"
UNBALANCED CASE 2
17.0 PSF
6.0 PSF
25.6 PSF
UNBALANCED CASE 1
7' - 4"
HIPPED ROOF
LINE OF
EXTERIOR WALL
25.6 PSF
4 1/2
12
TYP8' - 5"TYP
8' - 5"16' - 10"16' - 10"MWFRS WIND LOAD NOTES:
1. (+) VALUES DIRECTED TOWARDS THE SURFACE AND (-) VALUES AWAY FROM THE SURFACE;
MINIMUM 16 PSF TOTAL WALL PRESSURE AND MINIMUM 8 PSF TOTAL ROOF PRESSURE TO BE
APPLIED IN THE ASSUMED DIRECTION OF WIND. WALL AND ROOF PRESSURES TO BE APPLIED
SIMULTANEOUSLY.
2. ROOF AREA PRESSURES LISTED INCLUDE AN INTERNAL PRESSURE OF -5 PSF. WALL AREA
PRESSURES LISTED DO NOT INCLUDE AN INTERNAL PRESSURE OF +/- 5 PSF.
3. WIND PRESSURES LISTED ARE CALCULATED BASED ON ASCE 7-10 MWFRS DIRECTIONAL
PROCEDURE.
4. WINDWARD PRESSURES ARE TABULATED AT VARYING HEIGHT ABOVE GROUND AS SHOWN IN
TABLE.
5. SIDEWALL PRESSURES ARE TABULATED AT A MEAN ROOF HEIGHT OF 21'-0" FT ABOVE GROUND.
FIELD
ROOF CORNERS
LEGEND ZONE
-29.4 PSF
FASTENERS, CLADDING AND DECK
-75.7 PSF
-27.5 PSF
TRUSSES
-64.3 PSF
ROOF C&C UPLIFT NOTES:
1. UPLIFT BASED ON 10 SQ FT EFFECTIVE TRIBUTARY AREA
2. UPLIFT BASED ON 50 SQ FT EFFECTIVE TRIBUTARY AREA
3. TRUSS UPLIFT IS BASED ON A TYPICAL TRUSS. FOR TRUSSES WITH A SMALLER
TRIBUTARY AREA, SEE COMPONENTS AND CLADDING WIND LOAD CHART ABOVE.
4. USE LOAD COMBINATIONS AND SUBTRACT DEAD LOADS FOR "NET" UPLIFT VALUES
1
ROOF PERIMETER -51.2 PSF -41.7 PSF
2
is a member of the IBI Group of companies
DATE:
ISSUE
SHEET TITLE
PROJECT
SCALE:
APPROVED BY:PROJECT MGR:
PROJECT NO:
SHEET NUMBER
CLIENT
COPYRIGHT
ISSUES
This drawing has been prepared solely for the intended use, thus any reproduction
or distribution for any purpose other than authorized by IBI Group is forbidden.
Written dimensions shall have precedence over scaled dimensions. Contractors
shall verify and be responsible for all dimensions and conditions on the job, and IBI
Group shall be informed of any variations from the dimensions and conditions
shown on the drawing. Shop drawings shall be submitted to IBI Group for general
conformance before proceeding with fabrication.
IBI Group Engineering Services (USA) Inc.
CHECKED BY:DRAWN BY: SCALE CHECKSEAL
3221 W Big Beaver, Suite 111
Troy, MI, 48084
10mm1 in CARMEL, IN
CONSULTANTS
As indicated
0 C:\Users\matt.mullen\Documents\REVIT2018\122885_814KC CrmlIN_STRU_v18_matt.mullen.rvtDESIGN CRITERIA AND
SPECIAL INSPECTION TABLES
122885
M.STOCK
2020-08-04
S-001
KINDERCARE LEARNING
CENTER
R.AECK
M.MULLEN J.FAIRBANKS
SPECIAL INSPECTION REQUIREMENTS - CONCRETE CONSTRUCTION
TASK
1. INSPECT REINFORCEMENT, INCLUDING PRESTRESSING
TENDONS, AND VERIFY PLACEMENT
INSPECTION FREQUENCY
CONTINUOUS PERIODIC
IBC REFERENCE RESPONSIBL
E AGENT
X
2. REINFORCING BAR WELDING:
REFERENCED STANDARD
1908.4 ACI-CCI
ICC-RCSI
ACI 318 Ch. 20, 25.2,
25.3, 26.5.1-26.5.3
AWS D1.4,
ACI 318: 26.5.4
3. INSPECT ANCHORS CAST IN CONCRETE X ACI 318: 8.1.3, 17.8.2
ACI 318: 17.8.2.4
X
ACI-CCI
ICC-RCSI
5. VERIFY USE OF REQUIRED DESIGN MIX X ACI 318: Ch.19, 26.4.3, 26.4.4
1904.1,
1904.2, 1908.2,
1908.3
ACI-CFTT
ACI-STT
6. PRIOR TO CONCRETE PLACEMENT, FABRICATE SPECIMENS FOR
STRENGTH TESTS, PERFORM SLUMP AND AIR CONTENT TESTS,
AND DETERMINE THE TEMPERATURE OF THE CONCRETE
X
ASTM C 172,
ASTM C 31,
ACI 318:
26.4.5, 26.12
1908.10
ACI-CCI
ICC-RCSI
7. INSPECT CONCRETE AND SHOTCRETE PLACEMENT FOR
PROPER APPLICATION TECHNIQUES X ACI 318: 26.4.5 1908.6,
1908.7,
1908.8
ACI-CCI
ICC-RCSI
8. VERIFY MAINTENANCE OF SPECIFIED CURING
TEMPERATURE AND TECHNIQUES X ACI 318: 26.4.7-26.4.9 1908.9
9. INSPECT PRESTRESSED CONCRETE FOR: ACI 318: 18.20,
ACI 318: 18.18.4
A. APPLICATION OF PRESTRESSING FORCES X
B. GROUTING OF BONDED PRESTRESSING TENDONS X
10. INSPECT ERECTION OF PRECAST CONCRETE MEMBERS X ACI 318: CH. 26.8
11. VERIFY IN-SITU CONCRETE STRENGTH, PRIOR TO
STRESSING OF TENDONS IN POST-TENSIONED CONCRETE
AND PRIOR TO REMOVAL OF SHORES AND FORMS FROM
BEAMS AND STRUCTURAL SLABS
X ACI 318: 26.10.2
12. INSPECTION FORMWORK FOR SHAPE, LOCATION AND
DIMENSIONS OF THE CONRETE MEMBER BEING FORMED X ACI 318: 26.10.1(b)
4. INSPECT ANCHORS POST-INSTALLED IN HARDENED
CONCRETE MEMBERS.
a. VERIFY WELDABILITY OF REINFORCING BARS OTHER
THAN ASTM A 706:
b. INSPECT SINGLE PASS FILLET WELDS, MAXIMUM 5/16";
c. INSPECT ALL OTHER WELDS
X
X
X
a. ADHESIVE ANCHORS INSTALLED IN HORIZONTALLY OR
UPWARDLY INCLINED ORIENTATIONS TO RESIST
SUSTAINED TENSION LOADS.
b. MECHANICAL ANCHORS AND ADHESIVE ANCHORS
NOT DEFINED IN 4.a.
X
ACI 318: 17.8.2
ACI 318: 26.9.2.1
ACI 318: 26.9.2.3
AND
SPECIAL INSPECTION AND TEST REQUIREMENTS - SOILS
TASK
1. VERIFY MATERIALS BELOW SHALLOW FOUNDATIONS ARE
ADEQUATE TO ACHIEVE THE DESIGN BEARING CAPACITY
INSPECTION FREQUENCY
CONTINUOUS PERIODIC
IBC REFERENCE RESPONSIBLE
AGENT
X
2. VERIFY EXCAVATIONS ARE EXTENDED TO PROPER DEPTH
AND HAVE REACHED PROPER MATERIAL X
3. PERFORM CLASSIFICATION AND TESTING OF COMPACTED FILL
MATERIALS.
X
X
REFERENCED STANDARD
1705.6 PE/GE
1705.6
1705.6
PE/GE
PE/GE
4. VERIFY USE OF PROPER MATERIALS, DENSITIES AND LIFT
THICKNESS DURING PLACEMENT AND COMPACTION OF
COMPACTED FILL
1705.6 PE/GE
5. PRIOR TO PLACEMENT OF COMPACTED FILL, INSPECT
SUBGRADE AND VERIFY THAT SITE HAS BEEN PREPARED
PROPERLY
X 1705.6 PE/GE
SPECIAL INSPECTION NOTES:
1. SPECIAL INSPECTIONS SHALL BE PERFORMED IN ACCORDANCE WITH THE INTERNATIONAL
BUILDING CODE 2012 CHAPTER 17 AND AS MODIFIED HEREIN
2. SI: SPECIAL INSPECTOR QUALIFIED WITH DEMONSTRATED COMPETENCE DOCUMENTED BY
CERTIFICATIONS FROM RECOGNIZED AGENCIES SUCH AS AWS, ACI, ETC., AS SUBMITTED AND
APPROVED BY THE BUILDING OFFICIAL. SPECIAL INSPECTOR MAY BE A FIRM WITH MULTIPLE
SPECIALISTS AND A PROJECT MANAGER PROVIDING REPORTS.
3. TA: TESTING AGENCY RESPONSIBLE FOR CONSTRUCTION MATERIAL TESTING.
4. GE: GEOTECHNICAL ENGINEER WHO PROVIDED THE ORIGINAL PROJECT GEOTECHNICAL SOILS
INVESTIGATION REPORT.
5. SE: SPECIALTY ENGINEER RESPONSIBLE FOR DESIGNING ASSEMBLIES SUCH AS PRECAST
CONCRETE, STEEL JOISTS, COLD FORMED FRAMING ASSEMBLIES, ETC. SPECIALTY ENGINEER
SHALL PROVIDE OBSERVATION OF FABRICATED AND INSTALLED ITEMS OF THEIR DESIGN, IN
ADDITION TO THE SPECIAL INSPECTION.
6. TA, GE AND SE SHALL SUBMIT RECORDS OF THE INSPECTION RESULTS TO THE SI. THE SI SHALL
COMPILE AND SUBMIT INSPECTION RECORDS TO THE ARCHITECT/ ENGINEER AND BUILDING
OFFICIAL. RECORDS SHALL INCLUDE STATEMENTS OF TESTS. WHETHER INSTALLED/FABRICATED
ITEM COMPLIES WITH CONTRACT DOCUMENTS, REMEDIAL WORK PERFORMED, RETESTS.
7. SI SHALL PROVIDE A FINAL REPORT WITH A SUMMARY OF ALL TESTS PERFORMED AND RESULTS
TO THE BUILDING OFFICIAL, ARCHITECT/ENGINEER AND CLIENT
8. QAI (QUALITY ASSURANCE INSPECTOR) AND QCI (QUALITY CONTROL INSPECTOR) SHALL BE
QUALIFIED TO THE SATISFACTION OF THE QA AGENCY'S WRITTEN PRACTICE, AND THE
FABRICATOR'S OR ERECTOR'S QC PROGRAM, AS APPLICABLE .9. QC INSPECTION TASKS SHALL BE PERFORMED BY THE FABRICATOR'S OR ERECTOR'S QUALITY
CONTROL INSPECTOR (QCI)
10. QA INSPECTION TASKS SHALL BE PERFORMED BY THE FABRICATOR'S OR ERECTOR'S QUALITY
CONTROL INSPECTOR (QCI)I)
Scale: NTSS-001
1 UNBALANCED SNOW LOAD
Scale: NTSS-001
2 WIND UPLIFT ROOF PLAN
DESIGN CRITERIA
WIND DESIGN CRITERIA
RISK CATEGORY ......................................................................................... III
BASIC WIND SPEED (ASCE 7-10), Vult ....................................................... 120 MPH
EXPOSURE CATEGORY............................................................................... C
INTERNAL PRESSURE COEFFICIENT, GCpi .............................................. ± 0.18
WIND DIRECTIONALITY FACTOR, Kd............................................... 0.85
TOPOGRAPHIC FACTOR, Kzt............................................................ 1.0
ENCLOSURE CLASSIFICATION......................................................... ENCLOSED
VELOCITY PRESSURE EXPOSURE COEFFICIENT, Kz......................... 0.87
EXTERNAL PRESSURE COEFFICIENT WINDWARD, Cp....................... 0.80
EXTERNAL PRESSURE COEFFICIENT SIDE WALL, Cp........................ -0.70
EXTERNAL PRESSURE COEFFICIENT LEEWARD WALL, Cp............... -0.50
SNOW DESIGN CRITERIA
RISK CATEGORY .................................................................................. III
GROUND SNOW LOAD, .............................................................. 20.0 PSF
EXPOSURE FACTOR, Ce ....................................................................... 1.0
THERMAL FACTOR, Ct .......................................................................... 1.10
IMPORTANCE FACTOR, Is ..................................................................... 1.10
FLAT ROOF SNOW LOAD, Pf ............................................................... 17.0 PSF
SEISMIC DESIGN CRITERIA
RISK CATEGORY .............................................................................. III
IMPORTANCE FACTOR, Ie ................................................................. 1.25
SPECTRAL RESPONSE ACCELERATION, Ss .................................... 0.152g (PER GEOTECH REPORT)
SPECTRAL RESPONSE ACCELERATION, S1 ..................................... 0.083g
SITE CLASS ....................................................................................... D
DESIGN SPECTRAL RESPONSE ACCELERATION, SDs ..................... 0.162g
DESIGN SPECTRAL RESPONSE ACCELERATION, SD1 ..................... 0.133g
SEISMIC DESIGN CATEGORY ............................................................ B
BASIC SEISMIC FORCE RESISTING SYSTEM ..................................... LIGHT FRAMED WOOD WALLS SHEATHED
W/ WOOD STRUCTURAL PANELS RATED
FOR SHEAR RESISTANCE
DESIGN BASE SHEAR, V ................................................................... 16.8K
SEISMIC RESPONSE COEFFICIENT, Cs ............................................... 0.0312
RESPONSE MODIFICATION COEFFICIENT, R ....................................... 6.5
ANALYSIS PROCEDURE ..................................................................... EQUIVALENT LATERAL FORCE ANALYSIS
LIVE LOAD CRITERIA
ROOF:
◦ ROOF LIVE LOAD (REDUCIBLE) ........................................................... 20.0 PSF
..... OR .....
◦ SNOW LOAD (UNREDUCIBLE) .............................................................. SEE SNOW DESIGN
CRITERIA BELOW
SLAB-ON-GRADE:
◦ COMMON AREAS ................................................................................... 100.0 PSF
◦ STORAGE ............................................................................................... 125.0 PSF
MECHANICAL MEZZANINE LEVEL ............................................................ 100.0 PSF
..... OR .....
ACTUAL EQUIP WEIGHT
DEAD LOAD CRITERIA
ROOF:
◦ ASPHALT SHINGLES ............................................................................. 4.0 PSF
◦ INSULATION ........................................................................................... 3.0 PSF
◦ APA RATED SHEATHING ROOF DECK ................................................ 2.0 PSF
◦ WOOD TRUSSES .................................................................................... 3.0 PSF
◦ UTILITIES ................................................................................................ 5.0 PSF
◦ GYPSUM BOARD ................................................................................... 3.0 PSF
◦ TOTAL ROOF DEAD................................................................................ 20.0 PSF
MEZZANINE LEVELS:
◦ 3/4" APA RATED SHEATHING AND FLOORING .................................. 5.0 PSF
◦ 2X8 JOISTS ............................................................................................ 3.0 PSF
◦ UTILITIES ............................................................................................... 5.0 PSF
◦ GYPSUM BOARD ................................................................................... 3.0 PSF
◦ TOTAL MEZZANINE DEAD..................................................................... 16.0 PSF
BUILDING AND DESIGN CODES
2. ACI 318-14 BUILDING CODE REQUIREMENTS FOR STRUCTURAL
CONCRETE
1. 2012 INTERNATIONAL BUILDING CODE W/ 2014 INDIANA AMENDMENTS
3. ACI DETAILING MANUAL, 2004
4. STRUCTURAL WELDED WIRE REINFORCEMENT MANUAL OF
STANDARD PRACTICE, WIRE REINFORCEMENT INSTITUTE, 2010
5. TMS 402-13 BUILDING CODE REQUIREMENTS FOR MASONRY
STRUCTURES
6. CRSI MANUAL OF STANDARD PRACTICE, 2009
7. 2012 NATIONAL DESIGN SPECIFICATION (NDS) FOR WOOD
CONSTRUCTION
COMPONENTS AND CLADDING WIND LOADS @ 21 FT
AREA
(SQ
FT)
ROOF WALL
FIELD
(ZONE 1)
PERIMETER
(ZONE 2)
CORNER
(ZONE 3)
INTERIOR
(ZONE 4)
END
(ZONE 5)
≤ 10 -23.7/ +16.0 -41.2 / +16.0 -41.2/ +16.0 -28.1/ +25.9 -34.7/ 25.9
20 -23.0/ +16.0 -37.9 / +16.0 -37.9 / +16.0 -26.9/ +24.7 -32.3/ +24.7
50 -22.2 / +16.0 -33.6/ +16.0 -33.6 / +16.0 -25.4/ +23.2 -29.2/ +23.2
100 -21.5 / +16.0 -30.3/ +16.0 N/A -24.2/ +22.0 -26.9 / +22.0
≥ 500 -21.5 / +16.0 -30.3/ +16.0 N/A -21.5/ +19.3 -21.5/ +19.3
BUILDING MWFRS EXTERNAL WALL AREA PRESSURES
HT (FT) Kz WINDWARD WALL LEEWARD WALL SIDE WALL
0 - 14 0.57 +15.7 PSF -11.9 PSF -15.3 PSF
No. DESCRIPTION DATE
0 PERMIT 2020-08-04
2020-08-04
10/29/20