HomeMy WebLinkAbout06070061.25GENERAL NOTES:
DESIGN CRI TERM:
A. CODES AND STANDARDS.
IBC - 2000
B. DESIGN LOADS.
ROOF LIVE LOADS.
MINIMUM LIVE LOAD: 20 P.S.F.
GROUND SNOW LOAD. Pg = 20 P.S.F.
SNOW EXPOSURE FACTOR. Ce = 1.0
SNOW THERMAL FACTOR. Ct = 1.0
SNOW LOAD IMPORTANCE FACTOR: 1.0
ROOF DEAD LOADS.•
WOOD FRAMING: DECK, INSULA TION & ROOFING = 7.7 P. S F., FRAMING = 5.6 P. S F,
MEP/FP = 6.7 P. S F
C. WIND LOAD:
BASIC WIND SPEED: 90 M.P.H.
WIND LOAD IMPORTANCE FACTOR: I = 1.0
WIND EXPOSURE: C
NET UPLIFT = 15 P.S.F
D. SEISMIC LOAD:
MAPPED SPECTRAL RESPONSE ACCELERATIONS: S (0.2 SEC) = 20%
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SEISMIC USE GROUP: 1 S,(1.D SEC) =9.0
SEISMIC DESIGN CATEGORY C
SITE CLASS: D
BASIC STRUCTURAL SYSTEM. LIGHT BEARING WALL
SEISMIC - RESISTING SYSTEM. WOOD SHEAR WALLS
RESPONSE MODIFICA 77ON FACTOR. R = 61 (SHEARWALLS)
AMPLIFICATION FACTOR. Cd = 4 (SHEARWALLS)
ANALYSIS PROCEDURE. • EQUIVALENT LATERAL FORCE PROCEDURE
FOUNDA TIONS:
DESIGN,
1. THE FOUNDATION HAS BEEN DESIGNED IN ACCORDANCE WITH THE RECOMMENDATIONS MADE
IN THE SUBSURFACE EXPLORA71ON REPORT PREPARED BY THE SCHNEIDER CORPORATION
DATED OCTOBER 6, 2005.
2. BACKFILLING:
B. BACKFILL UNDER FOUNDA71ONS WITH CONCRETE OR AS APPROVED BY SOILS ENGINEER.
SPREAD FOOTINGS.
1. ISOLATED & CONTINUOUS FOOTINGS SHALL BEAR ON NATIVE SOILS, APPROVED EXIS17NG FILL,
OR NEW CONTROLLED, COMPACTED FILL CAPABLE OF SUSTAINING A NET BEARING PRESSURE
OF 2500 P.S.F. UNDER FULL SERVICE LIVE AND DEAD LOADS.
2 TOP OF FOOTING (T/F) ELEVATIONS ARE SHOWN ON 774E PLANS.
J. FOOTINGS SHALL BE POURED INTO AN EARTH - FORMED TRENCH U.N.D..
4. ALL BEARING MATERIAL SHALL BE INSPECTED BY THE GE07ECHNICAL ENGINEER PRIOR TO
CONCRETE PLACEMENT. THE GEOTECHNICAL ENGINEER SHALL BE THE SOLE JUDGE AS TO
THE SUITABILITY OF THE BEARING MATERIAL. FOOTING ELEVA 71ONS SHALL BE ADJUSTED
AS REQUIRED.
CONCRETE.•
1. CONCRETE SHALL HAVE A 28 -DAY COMPRESSIVE STRENGTH AND DENSITY, IN
ACCORDANCE WI7H THE FOLLOWING.
STRENGTH DENSITY MAX WATER/CEMENT SACKS OF CEMENT
P.S.I. P.CF RA TIQ AIN PER YARD
ALL OTHER CONCRETE U.N.O.: 4000 145 0.48 6 MINIMUM
AIR ENTRAINED CONCRETE SHALL HAVE A MAXIMUM WATER / CEMENT RA 770 OF 0.42.
2 REINFORCING SHALL CONFORM TO A.S. T.M. A615, GR. 60, INCLUDING 71ES AND STIRRUPS
J. WELDED WIRE FABRIC SHALL CONFORM TO A.S. T.M. A185.
4. ALL REINFORCING SHALL BE DETAILED, FABRICATED AND PLACED, IN ACCORDANCE WITH
A.C.I. DETAILING MANUAL 1994 (SP -66).
5. ALL REINFORCING SHALL BE SUPPORTED IN FORMS, SPACED WITH NECESSARY
ACCESSORIES AND SHALL BE SECURELY WIRED TOGETHER, IN ACCORDANCE WITH C R.S I.
"REINFORCING BAR DETAILING" (1998).
6. MINIMUM CONCRETE COVER, UNLESS N07ED OTHERWISE.
A. UNFORMED SURFACE IN CONTACT WITH THE GROUND: 3 IN.
B. FORMED SURFACES EXPOSED TO EARTH OR WEATHER:
1. 1 112 IN. FOR 15 BAR OR SMALLER
2• 2 IN. FOR 16 BAR OR LARGER
C. FORMED SURFACES NOT EXPOSED TO EARTH OR WEATHER.
1. WALLS, SLABS. 314 IN.
2. BEAMS, COLUMNS (TO TIES OR STIRRUPS) : 1 112 IN.
8. ALL ABUT71NG CONCRETE MEMBERS SHALL BE DOWELED TOGETHER, UNLESS POURED
MONOLITHICALLY. DOWELS SHALL BE EQUAL IN SIZE AND SPACING TO THE REINFORCING
IN 774E ADJACENT MEMBER.
9. UNLESS OTHERWISE SHOWN, PROVIDE 314" CHAMFERS AT
ALL EDGES THAT ARE EXPOSED TO VIEW IN THE FINISHED STRUCTURE
10. SEE ARCHITECTURAL DRAWINGS FOR DOOR AND WINDOW OPENINGS, DRIP SLOTS, REGLE75,
MASONRY ANCHORS, PRECAST BEARING LEDGES, BRICK LEDGE ELEVATIONS AND FOR
MISCELLANEOUS EMBEDDED PLATES, BOLTS, ANCHORS, ANGLES, ETC.
11. REFER TO ARCHITECTURAL DRAWINGS FOR CONCRETE FINISHES. WHERE FINISH IS NOT
SPECIFIED, CONFORM TO REQUIREMENTS OF A.C.I. 301.
12 MECHANICAL, PLUMBING, AND ELECTRICAL DRAWINGS SHALL BE REFERRED TO FOR DRAINS,
SLEEVES, OUTLET BOXES, CONDUIT, ANCHORS, ETC. THE VARIOUS TRADES ARE
RESPONSIBLE FOR PLACING THEIR ITEMS
13. LAP SPLICES SHALL BE IN ACCORDANCE WITH THE FOLLOWING TABLE, UNLESS NOTED
OTHERWISE. WHERE CLASSES ARE NOT CALLED OUT ON DRA WNGS, USE CLASS "B" SPLICES
SPLICES f c = 4000 P. S1., fy = 60,000 P.S.I.
TENSION LAP SPLICE FOR TOP BARS, * GRADE 60
CLASS A, B, LAP SPLICE LENGTH (INCHES)
Project Team:
(c = 3,000 P.S.I.
(c = 4, 000 P. S.
(c = 5, 000 P. S. I.
BAR SIZE
CLASS
A
B
A
B
A
B
CATEGORY
CATEGORY
4
6
4
1 6
4
1 6
4
1 6
-4-T-6
4
4
1 6
13
13
16
21
14
18
13
16
14
17
22
28
19
24
17
22
15
21
27
35
23
30
21
27
16
25
32
42
28
36
25
33
17
30
39
38
50
49
33
33
43
42
30
39
39
38
18
39
51
43
66
56
44
37
57
48
39
33
51
43
19
49
64
48
83
63
56
42 1
72
55
50
38
65
49
110
63
81
58
106
76
70
50
92
65
63
45
82
59
Ill
77
100
71
130
93
86
62
112
80
77
55
101
72
* "TOP BARS" ARE DEFINED AS ANY BAR WITH MORE THAN 12" OF
CONCRETE CAST BELOW THE BAR.
TENSION LAP SPLICE FOR ALL OTHER BARS, GRADE 60
CLASS A, B, LAP SPLICE LENGTH (INCHES)
Project Team:
(c = 3, 000 P. S. L
f c = 4,000 P.S.I.
(c = 5, 000 P. S, I.
BAR SIZE
CLASS
A
B
A
8
A
B
CATEGORY
4
6
4
1 6
4
1 6
4
1 6
4
1 6
4
6
13
ANCM BOLT
13
16
12
16
12
16
1
am
17
22
15
19
13
17
15
POST KkM
21
27
18
23
16
21
1
AT
25
32
22
28
19
25
17
GALWAUM
30
29
39
38
26
25
33
33
23
23
30
29
18
HERDR m
39
33
51
43
34
29
44
37
30
26
39
33
19
49
37
64
48
43
32
56
42
38
29
50
38
110
m9afT
63
1 45
1 81
1 58
1 54
1 39
1 70
1 50
49
35
63
45
Ill
ROW
77
1 55
1 1001
71
1 67
1 48
1 86 1
62
60
43
77
55
NOTES,
1. TABLES ARE BASED ON C. R. S 1. CATEGORIES 4 AND 6. WHEN
SPACING IS LESS THAN 6 BAR DIAMETERS CENTER TO CENTER
AND /OR CONCRETE COVER IS LESS THAN ONE BAR DIAMETER,
USE CRS! TABLES WITH APPROPRIATE CRSI CATEGORIES
WHERE MINIMUM SPACING IS 6 BAR DIAMETERS CENTER
TO CENTER AND WHERE MINIMUM CONCRETE COVER IS
ONE BAR DIAMETER USE CATEGORY 6 FOR LONGITUDINAL
BARS IN BEAM, COLUMNS AND INNER LAYER OF WALL OR
SLABS; USE CATEGORY 4 FOR ALL OTHER BARS
2. ALL SPLICES TO BE CLASS "B" TENSION SPLICE UNLESS
OTHERWISE NOTED.
J. SPLICE PLAIN WELDED WRE FABRIC BY LAPPING ONE
FULL MESH SPACE PLUS 2 INCHES
I& FILL SLABS INDICATED ON THE DRAWINGS SHALL BE REINFORCED WITH 6x6-
W1. 4xW1. 4 W.W.F., UNLESS NOTED OTHERWISE SEE ARCHITECTURAL DRAWINGS FOR PLAN
DIMENSIONS, THICKNESSES, SLOPES TO DRAIN, ETC.
19. REINFORCE ALL CONCRETE NOT OTHERWISE SHOWN WITH THE SAME STEEL AS IN SIMILAR
SEC71ONS OR AREAS
20. WERE REINFORCING 1S NOT INDICATED OR DEFINED, INCLUDE FOR BID PURPOSES ONLY:
A. WALLS. 15 EACH WAY EACH FACE. SPACING IN INCHES = 140 1(WALL THICKNESS IN
INCHES) BUT NOT OVER 18 o.c.
B. BEAMS. • 2 -19 CONTINUOUS TOP AND BOTTOM FOR EACH 100 SQUARE INCHES OF
BEAM CROSS SECTIONAL AREA AND 14 STIRRUPS SPACED AT a OF BEAM DEPTH
FULL LENGTH OF BEAM.
C. PILASTERS & PEDESTALS. • 1 -18 VERTICAL PER 50 SQUARE INCHES OF CROSS
SECTIONAL AREA AND 13 77ES ®6 o. c.
D. STRUCTURAL SLABS. 15 EACH WAY TOP AND BOTTOM. SPACING IN INCHES = 100 1(SLAB
THICKNESS IN INCHES) BUT NOT OVER 18 "o.c.
ON SHOP DRAWINGS, INDICATE ABOVE REINFORCING AS "PER GENERAL NOTES" SUCH
REINFORCING MAY BE REVISED OR RELOCATED BY STRUCTURAL ENGINEER DURING SHOP
DRAWING REVIEW.
21. PROVIDE CONCRETE EQUIPMENT PADS, INERTIA BASES AND CURBS AS NOTED ELSEWHERE
IN CONTRACT DOCUMENTS UNLESS NOTED, DOWEL PADS WITH 14 x O' -6" PROJEC71NG 3"
FROM CONCRETE BELOW AT 18 "o.c. EACH WAY. REINFORCE PADS WITH ,18 EACH WAY
TOP AND BOTTOM.
STRUCTURAL STEEL:
1. STEEL SHALL CONFORM TO THE FOLLOWING GRADES.
ALL WF (U.N.O.). A572 GRADE 50 (FY =50
ALL ANGLE, BASE PLATES, CONN. PLATES (U. N. 0.): A36 (FY=36)
STRUCTURAL PIPE. A53 (FY=35)
STRUCTURAL TUBE. A500 GRADE B (FY=46)
2 ALL STRUCTURAL STEEL SHALL BE DETAILED, FABRICATED AND ERECTED IN ACCORDANCE
WITH THE A.I.S C CODE OF STANDARD PRACTICE (1992), EXCEPT AS MODIFIED IN THESE
N07ES AND THE PROJECT SPECIFICA 71ONS
J. CONNEC77ONS MAY BE BOLTED OR WELDED. THE FABRICATOR IS RESPONSIBLE FOR THE
DESIGN, OF CONNECTIONS NOT DESIGNED ON THE DRAWINGS GENERALLY, CONNECTIONS
SHOWN ON THE DRAWINGS ARE SCHEMA71C AND ARE ONLY INTENDED TO SHOW
THE RELA 77ONSHIP OF MEMBERS CONNECTED. ANY CONNEC7ON THAT IS NOT SHOWN OR IS
NOT COMPLETELY DETAILED ON THE DRAWINGS SHALL BE DESIGNED BY THE FABRICATOR.
4. STEEL LINTELS
A. LOOSE LINTELS FOR BRICK VENEER SHALL BE THE FOLLOWING UNLESS N07ED 07HERWISE,
ONE ANGLE (LLV) PER 4" WIDTH OF MASONRY.•
L i = L3 -1 120-1 12x 5116 FOR SPANS LESS THAN 4' -11 "
L2 = L5x 3 -1 12x 5116 FOR SPANS BETWEEN 5' -0" AND 7' -11"
L3 = L6x 3 -1 12x 5116 FOR SPANS BETWEEN 8' -0" AND 9' -11"
L4 = L7x 4x 318 FOR SPANS BETWEEN 10' -0" AND 12' -11"
B. EXTERIOR LINTELS WHETHER LOOSE OR ATTACHED TO THE STRUCTURE SHALL BE PRIME PAINTED
C. CONTRACTOR SHALL COORDINATE WITH THESE DRAWINGS AND DOCUMENTS OF OTHER
DISCIPLINES FOR OPENINGS
D. LOOSE LINTELS FOR BRICK VENEER SHALL HAVE 4" MINIMUM BEARING U.N.O.
1. BEARING ENDS OF RADIUSED LINTELS SHALL BE CONTINOUS, FLAT & HORIZONTAL
5. SPLICING OF STEEL MEMBERS, UNLESS SHOWN ON THE DRAWINGS, IS PROHIBITED WITHOUT
WRITTEN APPROVAL OF THE ARCHITECT.
6. ANCHORS TO CONCRETE AND MASONRY
A. HOLDOWNANCHORS SHALL BE ADHESIVE ANCHORS, ALL OTHER ANCHORS SHALL BE CAST -IN -PLACE
OR EXPANSION BOLTS
B. ADHESIVE ANCHORS SHALL BE HIL77 HIT HY ADHESIVE ANCHORS OR APPROVED EQUAL.
USE HY 150 ADHESIVE WHEN ANCHORING INTO SOLID BASE MATERIAL. USE HY 20 ADHESIVE PLUS A
SCREEN TUBE WHEN ANCHORING TO OR THROUGH HOLLOW BASE MATERIAL. ANCHORS SHALL BE
PLAIN, UNCOATED EXCEPT PROVIDE GALVANIZED ANCHORS WHERE SUPPORTED ITEM IS GALVANIZED.
C. WHEN INSTALLING ANCHORS, DO NOT CUT EXISTING REINFORCING. INSTALL ANCHORS TO ACCOMMODATE
THE STANDARD HOLE SIZE IN STEEL.
D. ADHESIVE ANCHOR EMBEDMENT DEPTH SHALL BE AS FOLLOWS, U.N.O.
THE STANDARD HOLE SIZE IN STEEL.
f" ? 5e" EMBED.
T" ? : 6f" EMBED.
n" ? 5T " EMBED.
B" ? 10" EMBED.
b" ? 116" EMBED.
1" ? 12f" EMBED.
13 EXPANSION BOLTS.
UNLESS NOTED OTHERWISE, EXPANSION BOLTS SHALL HAVE THE FOLLOWING MINIMUM
SERVICE LOAD CAPACITIES WHEN DRILLED INTO CONCRETE WITH A MINIMUM DESIGN
STRENGTH OF 3500 P.S.I. SERVICE LOAD CAPACITIES SHALL PROVIDE FOR A
MINIMUM FACTOR OF SAFETY = 4.
DIAMETER SHEAR TENSION
1/2" 2400 LBS 2400 LBS
518" 3290 LBS 38400 LBS
314" 4800 LBS 5100 LBS
WOOD:
1. ALL FRAMING LUMBER SHALL BE STRESS GRADED DOUGLAS FIR/LARCH OR SOUTHERN PINE
FRAMING LUMBER SHALL CLEARLY EXHIBIT A NATIONALLY RECOGNIZED GRADE STAMP.
SOUTHERN PINE LUMBER SHALL BE KILN -DRIED TO A MOISTURE CONTENT OF 15% OR LESS
FRAMING LUMBER MINIMUM DESIGN VALUES
USE GRADE E PSI
STUDS
4th FLOOR STUD 1,200,000
JOISTS, RAFTERS i 1,800,000
BUILT -UP MEMBERS 1 1,800,000
2. ALL METAL CONNECTORS, NAILS AND BOLTS LEFT EXPOSED TO THE WEATHER SHALL BE
HOT DIPPED GALVANIZED OR CORROSION RESISTANT METAL.
3 LIGHT GAGE TIMBER CONNECTORS INDICATED ON DRAWINGS ARE NOTED USING THE
NOMENCLATURE OF THE "STRONG - RE" CONNECTOR MANUFACTURED BY THE SIMPSON
COMPANY. CONNECTORS BY OTHER MANUFACTURERS MAY BE USED PROVIDED THE LOAD
CAPACITY EQUALS OR EXCEEDS THE CONNECTOR SPECIFIED. INSTALL CONNECTORS
ACCORDING TO MANUFACTURERS RECOMMENDATIONS.
IONS
5. BOLTS/NUTS LISTED IN 71MBER CONNECTIONS SHALL CONFORM TO A.S T.M. A30Z PROVIDE
STEEL WASHERS UNDER NUT AND BOLT HEAD IN CONTACT NTH WOOD. WASHERS SHALL
CONFORM TO N.D.S. REQUIREMENTS FOR TYPE OF CONNECTION.
6. FASTEN WOOD WOOD MEMBERS WITH "COMMON" NAILS IN ACCORDANCE WITH LOCAL BUILDING
CODE SCHEDULE UNLESS OTHERWISE DETAILED OR NOTED ON THE DRAWINGS SINKERS, COOLERS,
AND OTHER TYPES OF NAILS INCLUDING POWER DRIVEN NAILS, NOT PERMITTED WITHOUT PRIOR
APPROVAL FROM ENGINEER.
Z ALL STRUCTURAL WOOD PANELS SHALL BE APA RATED SHEATHING OF THE FOLLOWING GRADES
AND SPAN RATINGS.•
ROOF SHEATHING: EXPOSURE 1, SPAN RA 71NG 32116, 19132 NOMINAL THICKNESS
WALL SHEATHING: EXPOSURE 1, SPAN RA 71NG 32116, 7116" THICKNESS
8 ALL WOOD MEMBERS IN CONTACT WITH CONCRETE TO BE PRESSURE TREATED WITH A
PRESERVA71 VE TREATED LUMBER CUT IN FIELD TO HAVE CUT ENDS DIPPED IN A
COMPA71BLE PRESERVATIVE
9. UNLESS OTHERWISE NOTED ON THE DRAWINGS, FASTEN ROOF AND WALL SHEATHING TO SUPPORTING
MEMBERS WITH 8d COMMON NAILS SPACED 6" O. C. ALONG PANEL EDGES AND 12" O.C. AT
INTERMEDIATE SUPPORTS INSTALL SOLID WOOD BLOCKING BEHIND ALL EXTERIOR WALL PANEL JOINTS
12 WOOD SILL PLATES ANCHORED TO CONCRETE OR MASONRY SHALL HAVE n" DIAMETER ANCHORS
LOCATED WITHIN 1' -0" OF EACH END AND SPACED A MAXIMUM OF 4'4" O.C. BETWEEN. ALL FASTENERS
IN CONTACT OR PENETRATING TREATED LUMBER TO BE HOT DIPPED GALVANIZED OR STAINLES STEEL.
PREFABRICATED WOOD TRUSSES.
1. ROOF TRUSSES SHALL BE DESIGNED IN ACCORDANCE WITH TRUSS PLATE INSTITUTE (TPI)
DESIGN SPECIFICA71ON FOR METAL PLATE CONNECTED WOOD TRUSSES AND 714E NATIONAL
DESIGN SPECIFICATION FOR ANSI/NFOPA WOOD CONSTRUCTION. PROVIDE TEMPORARY AND
PERMANENT BRACING ON ALL TRUSSES AS REQUIRED TO PROVIDE MEMBER AND TRUSS
STABILITY.
2 ROOF TRUSSES AND THEIR CONNEC71ONS SHALL BE DESIGNED AND CONSTRUCTED FOR A
MAXIMUM LIVE LOAD DEFLECTION OF L1360 AND A MAXIMUM TOTAL LOAD DEFLEC7ION OF
L1240 AND TO SAFELY SUPPORT THE FOLLOWING LOADS.•
A. TOP CHORD LIVE LOAD ............... 20 PSF
B. TOP CHORD DEAD LOAD ...............10 PSF
C. TOP CHORD NET UPLIFT ................12 PSF
D. BOTTOM CHORD LIVE LOAD ............ 24PSF (AT WALKWAYS ONLY)
E BOTTOM CHORD DEAD LOAD ............13 PSF
F WIND LOADS IN ACCORDANCE WITH THE APPROPRIATE BUILDING CODE GABLED END
TRUSSES SHALL HAVE VER 71CAL MEMBERS SPACED AT 16" O. C. MAXIMUM.
G OVERBUILD FRAMING FORMING VALLEYS AND HIPS ON ROOF.
H. DRIFTED SNOW LOADS IN ACCORDANCE WITH THE APPROPRIATE BUILDING CODE
3. PROVIDE FRAMING ANCHORS AT ENDS OF ALL ROOF FRAMING MEMBERS TO RESIST UPLIFT LOAD
AT EACH BEARING POINT.
4. NO FIELD MODIFICATION OF TRUSS IS PERMITTED UNLESS FABRICATOR PROVIDES CALCULATIONS
AND DRAWINGS DETAILING THE MODIFICATIONS CALCULA 7IONS AND DRAWINGS SHALL BE SIGNED
AND SEALED BY PROFESSIONAL ENGINEER REGISTERED IN THE STATE OF THE PROJECT.
5. SUBMITTALS SHALL INCLUDE THE FOLLOWING.
A. SHOP DRAWINGS PREPARED UNDER THE SUPERVISION OF, AND SIGNED AND SEALED BY
A PROFESSIONAL ENGINEER REGISTERED IN THE STATE OF 774E PROJECT, INDICA71NG
SPECIES, SPECIES GROUP, SIZES, AND STRESS GRADES OF LUMBER TO BE USED; PITCH,
SPAN, CAMBER, CONFIGURATION, AND SPACING FOR EACH TYPE OF TRUSS REQUIRED,
TYPE, SIZE, MATERIAL, FINISH, AND LOCATION OF METAL CONNECTOR PLATES, AND
BEARING DETAILS SHOW TRUSS LAYOUT AND ALL REQUIRED TEMPORARY AND
PERMANENT BRACING AFFEC71NG THE STRUCTURAL CAPACITY OF THE TRUSSES.
B. PROVIDE COMPLETE ENGINEERING DESIGN CALCULATIONS, INCLUDING DESIGN VALUES,
DESIGN LOADS, ASSUMED ALLOWABLE STRESSES, AND OTHER INFORMA 71ON NEEDED
FOR REVIEW THAT HAVE BEEN SIGNED AND SEALED BY A QUALIFIED PROFESSIONAL
ENGINEER RESPONSIBLE FOR THEIR PREPARATION, REGISTERED IN THE STATE OF
714E PROJECT
MISCELLANEOUS:
DESIGN DRAWINGS SHOW THE INTENT OF REQUIRED CONSTRUCTION AND SPECIFIC CONSTRUCTION
AS NEEDED TO FACILITATE CLEAR DETAILING. FOR SPECIFIC CONDITIONS NOT SHOWN, THE
CONTRACTOR SHALL PROVIDE DETAILS OF CONSTRUCTION SIMILAR TO THOSE SHOWN. VERIFY
ALL EXISTING CONDITIONS, DIMENSIONS, AND ELEVATIONS PRIOR TO COMMENCING WORK NOTIFY
THE STRUCTURAL ENGINEER IN WR171NG OF DISCREPANCIES OR CONTRADICTIONS ENCOUNTERED
PRIOR TO EXECTU71NG ANY EFFECTED CONSTRUCTION.
2. THESE DRAWINGS ARE INTENDED TO BE USED WITH DRAWINGS OF OTHER TRADES
CONTRACTOR IS RESPONSIBLE FOR COORDINATING SUCH REQUIREMENTS INTO
THEIR SHOP DRAWINGS AND WORK.
AREAS OF CONSTRUCTION NOT OTHERWISE DETAILED SHALL BE DETAILED AS IN SIMILAR
AREAS OR CONDITIONS
4. NO OPENING SHALL BE MADE IN ANY STRUCTURAL MEMBER WITHOUT THE WRITTEN
APPROVAL OF THE ARCHITECT.
THE CONTRACTOR 1S RESPONSIBLE FOR LIMITING THE AMOUNT OF CONSTRUCTION LOAD
IMPOSED UPON STRUCTURAL FRAMING. CONSTRUCTION LOADS SHALL NOT EXCEED THE
DESIGN CAPACITY OF THE FRAMING AT THE TIME THE LOADS ARE IMPOSED.
8. THE STRUCTURE IS DESIGNED TO FUNC71ON AS A UNIT UPON COMPLETION. THE CONTRACTOR
IS RESPONSIBLE FOR FURNISHING ALL TEMPORARY BRACING AND /OR SUPPORT THAT MAY
BE REQUIRED AS THE RESULT OF THE CONTRACTOR'S CONSTRUCTION METHODS AND /OR
SEQUENCES
7.
10. DO NOT SCALE THESE DRAWINGS, USE DIMENSIONS
12 THE CONTRACTOR SHALL INFORM THE ARCHITECT IN WRITING OF ANY DEWA7101V FROM THE
CONTRACT DOCUMENTS THE CONTRACTOR SHALL NOT BE RELIEVED OF THE
RESPONSIBILITY FOR SUCH DEVIATION BY THE ARCHITECT'S APPROVAL OF SHOP
DRAWINGS, PRODUCT DATA, ETC, UNLESS HE HAS SPECIFICALLY INFORMED THE ARCHITECT
OF SUCH DEVIATION AT THE 71ME OF SUBMISSION, AND THE ARCHITECT HAS GIVEN WRITTEN
APPROVAL TO THE SPECIFIC DEMARON.
13. ALL THINGS WHICH, IN 774E OPINION OF THE CONTRACTOR, APPEAR TO BE DEFICIENCIES,
OMISSIONS, CONTRADICTIONS, OR AMBIGUITIES, IN THE PLANS AND SPECIFICA 71ONS SHALL
BE BROUGHT TO THE ATTEN7101V OF THE ARCHITECT. PLANS AND /OR SPECIFICATIONS WILL
BE CORRECTED, OR WRITTEN INIERPRETA7101V OF THE ALLEGED DEFICIENCY, OMISSION,
CONTRADICTION OR AMBIGUITY WILL BE MADE BY THE ARCHITECT BEFORE THE EFFECTED
WORK PROCEEDS.
14. CHECK ALL DIMENSIONS AGAINST REQUIREMENTS OF OTHER CONTRACT DOCUMENTS FIELD
VERIFY DIMENSIONS RELATING TO EXISTING CONDITIONS PRIOR TO ORDERING MATERIALS
AND FABRI CA 710N.
17. NO MODIFICATION, ALTERATION OR REPAIR SHALL BE MADE WITHOUT PRIOR REVIEW BY
THE ARCHITECT. SUBMIT DETAILS AND CALCULATIONS PREPARED BY A
PROFESSIONAL ENGINEER REGISTERED IN STATE WHERE PROJECT IS LOCATED AND
EMPLOYED BY CONTRACTORS.
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1[[ 1 [if 6B0UP
ARCHITECTS
Austin
Carolinas
Denver
New York
St. Louis:
319 North 4th Street
Suite 1000
St. Louis, MO 63102
,nbaiM J14/k71 --959=
Ax Ilf/�71 -tiros
Project Team:
General
Padc Corporation
Contractor
1001 Boardwalk Springs
Place
O'Fallon, MO 63366
P4638) 581 -9500
Fw4638) 581 -9501
Civil
The Schneider Corporation
Engineer
8901 Otis Avenue
Indianapolis, IN 46216
Ph4317) 828 -7100
Foy 0l7) 828 -7200
Electrical
Bell Electrical Contractors
Design
128 Millwell Drive
Engineer
Maryland Heights, MO 63043
84314) 739 -7744
FOX014) 739 -M7
Plumbing
Tennill and Associates
Design
177 Chesterfield Industrial
Engineer
Blvd.
Chesterfield, MO 63005
P#4638) 537 -3999
F *&M) 537 -3998
Structural
Alper Audi, Inc
Engineer
1804 Borman Circle Drive
St. Louis, MO 63146
Pk J314) 432 -MM
Fwt(314) 432 -MM
Professional Seal:
M �
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th• moterlol wW bm shown on ft dw L All aiwa
bstrurroft or dh.► doesmsna rwt =MWq int. s.ol *4 not be
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cn OW co for amh atei shad or
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a-
This drawing and details on it are the sole property
of the architect and may be used for this specific
project only. It shall not be loaned, copied or
reproduced, in whole or in part. or for any other
purpose or project without the written consent of the
architect.
No. Revision Description Date
Sheet Title:
GENERAL
STRUCTURAL
NOTES
Project Number Sheet Number:
05267
Drawn y:
BB, KP
Issue Date: A8003
June 1, 2006