HomeMy WebLinkAbout142EXTERIOR OR
BEARING WALL
5/8' MIN. TO
STUD FACE
NONBEARING
PARTITION
2x4 - 1 7/160 MAX.
2x6 - 2 3/160 MAX.
MAX. BORED HOLE DIAMETER IS
40% OF STUD WIDTH (60% MAX.
ALLOWED IF STIR 15 DOUBLED.
NO MORE THAN TWO SUCCESSIVE
DOUBLED STUDS ALLOWED).
2x4 - 7/8' MAX.
2x6 ■ 1 3/8' MAX.
MAXIMUM NOTCH DEPTH
15 25% OF STUD WIDTH.
STUD NOTCH & BORING DETAL
[�1
5/8' MIN. TO
STUD FACE
2x4 - 2 1/8'0 MAX.
2x6 • 3 5/1670 MAX.
MAX. BORED HOLE DIAMETER
15 60% OF STUD WIDTH.
2x4 - 1 7/16 MAX.
2xb - 2 3116 MAX.
MAXMUM NOTCH DEPTH
15 40% OF STUD WIDTH.
NO SCALE
J015T
51ZE
MAXIMUM
HOLE
MAXIMUM
NOTCH DEPTH
MAXIMUM
NOTCH LENGTH
MAX"
END NOTCH
2x6
13/4
7/8
13/4
13/8
2x8
2 3/8
1 1/4
2 3/8
1 7/8
2x10
3
1 1/2
3
2 3/8
2x12
33/4
1 7/8
3 3/4
2 7/8
Z
i
2D/3
MIN.
_Z
jp/3, f
MAX. LENGTH
OUTER 1/3 OF SPAN MIDDLE 1/3 OF SPAN
NOTCHES E HOLES NOTCHING NOT PERMITTED
ALLOWED 0-IOLES ONLY)
D/3
LENGTH
o '
1
1
0J\ 1
I Nd
ANGLED CUT PREFERRED
ONO SQUARE CORNERS)
OUTER 1/3 OF SPAN
NOTCH & BORING DETAIL
NOTCHES E HOLES
ALLOWED
FOR MECHANICAL5. NOTE CONTACT ARCHITECT WHEN MULTIPLE HOLES ARE
REQUIRED THRU JOISTS TO VERIFY SIZE E LOCATION.
1.1-0
1 ,
1 ,
1 ,
1 ,
1 ,
1 ,
1 ,
1 ,
1 ,
1 ,
1 ,
1 ,
1 ,
1 ,
SCHEMATIC WALL ELEVATION
DIMENSION 'A i
-SKILLED NURSING., 3'-8'
-COMMONS: 5-0'
SKIIIM NURSING
COMPONENTS & CLADDING WIND PRESSURES, PSF
OIC
f71NE WILD
10 20 s
ARM FT
2W io
1 1
1 1
1 1
1 1
1 1
1 1
+10.00/-15A7
I '
,, 2
`
O
1 1
1 1
1 1
1 1
--
---
h ♦ ,,
21 2 "1 �
♦ ♦ 1
1 i
1 1
1 1
1 1
+10.00/-17.13
1 q q' 1
1 1
1 I
0; Q ;0
1 1
0: Q ;0
---
--
1 1
0; O ;0 0; Q ;0
1 1
1 1
1 1
1 I
+ 10.00/-1630
, ♦ . ,
00•`O'`I`
---
®
+ 1133/-17.68
L_,
1 1
1 1
+ 1000/-1451
p ,3
1 ,
1 ,
1 ,
1 ,
1 ,
1 ,
1 ,
1 ,
1 ,
1 ,
1 ,
1 ,
1 ,
1 ,
SCHEMATIC WALL ELEVATION
DIMENSION 'A i
-SKILLED NURSING., 3'-8'
-COMMONS: 5-0'
SKIIIM NURSING
COMPONENTS & CLADDING WIND PRESSURES, PSF
OIC
f71NE WILD
10 20 s
ARM FT
2W io
IO
*10.00/-16-30
+10.00/-15A7
#10.00/-14.37
+10.00/-13.54
---
--
---
---
10.00/- 19Db
10.00/-1906
+ 1000/-1823
+10.00/-17.13
+ 10.00/-16.30
---
--
---
---
--
10.00/- 19.0b
10.00/-1906
+ 1000/-1823
+10.00/-17.13
+ 10.00/-1630
---
---
®
+ 1133/-17.68
+ 1059/-16.95
+ 1000/-15.97
+10.00/-15.24
+ 1000/-1451
+ 10.00/-13.54
Q
+ 1133/-2 I B2
+ 10.59/-2036
+ 1000/-18.4 I
+ 1000/-1 b.95
+ 1000/-15.48
,10.00/-13.54
92.0.20
-27.62
-26.79
-25.69
-24.86
---
---
9.0.30
-27.62
-26.79
-25.69
-24.86
---
---
COMMONS
COMPONENTS & CLADDING WIND PRESSURES, PSF
()t*fffECI
M WrD
10 20 50
ARM FT2
IVN
2W i7W
0
#10.00/-14.17
+10.00/-13A5
+10.001-12A9
+10.00/-11.77
---
---
20
*10.00/-16-57
+10.00/-15.B5
+ 1000/-14.90
+10.00/-14.17
---
---
--
LIVING UNITS
10.00/-1657
10.00/- lb -57
-10.00/-15.B5
+10.001-14.90
+ 10.00/-14.17
---
--
---
100 P5F
+10.00/-1537
+10.00/-1537
+ 1000/-14.74
#10.00/-13,59
+ 10.00/-1325
+ 10.00/-12.61
+10.00/-11.77
50
+ 10.00/-18.98
.10.00/-17.70
+ 10.00/- Ib01
+10.00/-14.74
+ 10.00/-13.46
+10.00/-11.77
RD.0
-2402
-2330
-2234
-21.62
---
---
R.O.(D
-2402
-2330
-2234
-21.62
---
---
NOTES:
-WIND PRESSURES PER A5CE 7-05, ANALYTICAL PROCEDURE.
-(+) VALUE INDICATES WINDWARD PRESSURE, (-) VALLE INDICATES LEEWARD SUCTION.
-920. - ROOF OVERHANG WIND PRESSURE.
-WIND PRESSURE ON PARAPETS SHALL BE 2638 PSF.
COMPONENTS & CLADDING WIND PRESSURES 1
NO SCALE 51TIO
5TRUCTU12AL PE51GN LOA05:
-IN ACCORDANCE WITH THE 2008 INDIANA BUILDING CODE.
fc - 3,000 PSI @ INT. SLABS ON GRAPE E FOOTINGS
-IN NO CASE SHALL DESIGN LIVE LOADS BE EXCEEDED DURING CONSTRUCTION.
DEAD COMMONS
SKILLED
LOADS:
SLOPED ROOF
20 P5F
NURSING
20 PSF
FLAT ROOF
30 P5F
30 P5F
SLOPED ROOF @ CANOPY
15 PSF
N/A
FLAT ROOF @ CANOPY
LOADS:
25 PSF
N/A
LIVE
ROOF (CONSTRUCTION)
20 PSF MAXJ
20 P5F HAXJ
LIVING UNITS
40 P5F
40 PSF
OFFICES
50 PSF
50 P5F
CORRIDORS E PUBLIC AREAS
100 P5F
100 PSF
STORAGE
125 P5F
125 PSF
5NOW LOADS:
GROUND SNOW LOAD, P -
20 P5F
20 P5F
SNOW LOAD IMPORTANCE FACTOR, 1,-
1.0
1.1
SNOW EXPOSURE FACTOR, C,-
ID
1.0
THERMAL FACTOR, Cr -
1.2
1.2
FLAT ROOF SNOW LOAD, R -
17 P5F
18 P5F
(20 PSF USED IN DESIGN) (20 PSF USED IN DESIGN)
WIND LOADS:
fc - 3,000 PSI @ INT. SLABS ON GRAPE E FOOTINGS
BASIC WIND SPEED, V -
90 MPH
90 MPH
WIND LOAD IMPORTANCE FACTOR. 1;
10
1.15
WIND EXPOSURE CATEGORY
EXPOSURE B
EXPOSURE B
INTERNAL PRESSURE COEFF, Gcp; •
+0.18/-0.18
+0.18/-0.18
COMPONENTS E CLADDING; PRESSURES
SEISMIC
SEE DETAIL I/5TIO1
SEE DETAIL I/ST101
LOADS:
SEISMIC IMPORTANCE FACTOR,
ILO
1.25
OCCUPANCY CATEGORY
CATEGORY II
CATEGORY III
0.2 5EC. MAPPED SPECTRAL RESPONSE ACCEL.. 55. 0.179
0.179
10 SEC. MAPPED SPECTRAL RESPONSE ACCEL. 5, . 0079
0.079
SITE CLA56
D
D
0.2 SEC. SPECTRAL RESPONSE COEFFICIENT, 5t,-
0.191
0.191
10 SEC. SPECTRAL RESPONSE COEFFICIENT, Sp,•
0.127
0.127
SEISMIC DESIGN CATEGORY
B
B
BASK 5E15MIC-FORCE-RESISTING SYSTEM
TYPES A-9 E A-14
TYPE A-14
RESPONSE MODIFICATION FACTOR, R •
20
20
SEISMIC RESPONSE COEFFICIENT, C5-
0.1195
00956
SEISMIC ANALYSIS PROCEDURE
EOUIV. LATERAL FORCE
EQUIV. LATERAL FORCE
DESIGN BASE SHEAR
122.16 KIPS LWACTORED)
124A 1 KIPS LWACTORED)
NOTE BASK SEISMIC FORCE -RESISTING SYSTEMS ARE --
A-9 - ORDINARY REINFORCED MA50NRY 5HEA12 WALLS
A-14 - LIGHT -FRAMED WALLS WITH 5FEA12 PANELS OF ALL OTHER MATERIALS
DE51GN 5TRE55E5:
-CONCRETE @ 28 DAYS
fc - 3,000 PSI @ INT. SLABS ON GRAPE E FOOTINGS
f'c . 4,000 P51
@ EXT. SLABS ON GRAPE
-MA' RY
I'm . 1,500 PSI
-REINFORCING STEEL (GR. b0)
fy - 60,000 PSI
PER ASTM A615 GRADE 60
-STRUCTURAL STEEL W -SHAPES
Fy - 50,000 P51
PER A5TM A992 GRADE 50
-STRUCTURAL STEEL Its E Gs
Fy - 36,000 PSI
PER ASTM A36
-STRUCTURAL STEEL TUBES 0.155)
Fy - 46,000 PSI
PER ASTM A500. GRADE B
-STRUCTURAL STEEL PIPE
Fy - 35DW P51
PER ASTM A53, GRADE B
DESIGN METHOD:
-MINIMUM DESIGN LOADS FOR BUILDINGS - ASCE 7-05, 2006 IBC E 2008 INDIANA BUILDING CODE.
-STRENGTH PE51GN OF CONCRETE - ACI 318-05.
-STRENGTH DESIGN OF MA50NRY - ACI 530-05/A5CE 5-05/TMS 402-05.
-LOAD E RESISTANCE FACTOR DESIGN OF STEEL - A15C 360-05.
-ALLOWABLE STRESS DESIGN OF WOOD - AFEPA NDS -05.
GENERAL:
-THE FOLLOWING NOTES SHALL APPLY TO ALL CONTRACTORS, SUBCONTRACTORS AND SUPPLIERS
ENGAGED IN EXECUTION OF THE WORK SHOWN ON THESE PLANS.
-THESE NOTES SUPPLEMENT AND ARE MADE A PART OF THE ENTIRE CONTRACT DOCUMENTS. ALL
CONSTRUCTION SHALL BE EXECUTED IN CONFORMANCE WITH THE FOLLOWING:
- PLANS AND SPECIFICATIONS
- ALL LOCAL BUILDING AND SAFETY CODES
- FIRE UNDERWRITERS RUES AND 12EGU ATIONS
-ASTM
- 2008 INDIANA BUILDING CODE
-CONTRACTOR SHALL CR055 CHECK WITH ARCHITECTURAL. HVAC AND PLUMBING PLANS FOR
OTHER DETAILS, DIMENSIONS, ELEVATIONS, OPENINGS, INSERTS, BRICK
LEDGES. ETC. THE ARCHITECT OR ENGINEER 15 TO BE NOTIFIED OF ANY DISCREPANCIES BEFORE
CONTRACTOR BEGIN5 WORK. CONTRACT STRUCTURAL DRAWINGS AND SPECIFICATIONS
REPRESENT THE FIN15HEO WORK. UNLESS SPECIFICALLY NOTED, THEY DO NOT INDICATE THE
METHOD OF CONSTRUCTION. THE CONTRACTOR SHALL PROVIDE ALL MEASURES NECE55ARY TO
PROTECT THE STRUCTURE AND SAFETY OF WORKMEN DURING CONSTRUCTION.
-W NO CASE SHALL STR XTL02AL ALTERATIONS OR WORK AFFECTING A STRUCTURAL MEMBER BE
MADE, UNLESS APPROVED BY ENGINEER.
-ALL CONSTRUCTION AND ERECTION TO CONFORM TO 05HA REOUIREMENTS. PROVIDE SHORING E
BRACING A5 REQUIRED DURING CONSTRUCTION TO RESIST FORCES SUCH A5 WIND, SEISMIC
EARTH AND UNBALANCED LOADING DUE TO CONSTRUCTION AND/OR EXCAVATION.
-OBSERVATION VISITS TO THE SITE BY THE STRUCTURAL ENGINEER 5HALL NOT INCLUDE
INSPECTION OF THE ABOVE ITEMS AND DOES NOT IN ANY WAY RELIEVE THE CONTRACTOR OF HIS
RE5PON51BILITIES FOR THE ABOVE.
-W -ERE DETAILS ARE CALLED FOR IN A CERTAIN PORTION OF THE BUILDING, THEY SHALL BE
DUPLICATED IN SIMILAR PORTIONS OF THE BUILDING UNLESS 5HOWN OTHERWISE.
-THE USE OF A SCALE TO OBTAIN DIMEN510N5 NOT SHOWN ON DRAWINGS 15 NOT PERMITTED.
-GENERAL CONTRACTOR SHALL BE RE5PON51BLE FOR VERIFICATION OF ALL DIMENSIONS ON
STRUCTURAL DRAWINGS WITH ARCHITECTURAL. MECHANICAL E ELECTRICAL DRAWINGS PRIOR TO THE
START OF CONSTRUCTION. ANY DISCREPANCIES ARE TO BE REPORTED TO THE ARCHITECT IMMEDIATELY.
-SEE ARCHITECTS DRAWINGS FOR RELATION OF BUILDING ELEVATIONS TO MUNICIPAL DATUM.
-THESE DRAWINGS ARE NOT TO BE USED FOR SHOP DETAILING OR FOR CONSTRUCTION UNLESS
SPECIFICALLY STAMPED BY THE STRUCTURAL ENGINEER ON THE DRAWINGS 'FOR DETAILING' OR
'FOR CONSTRUCTION". THESE DRAWINGS ARE NOT TO BE REPRODUCED FOR THE PURPOSE OF
USING THEM A5 SHOP DRAWINGS.
-THESE DRAWINGS AND ALL INFORMATION THEREON OR ANY PRINTS THEREOF ARE THE PROPERTY
OF AG ARCHITECTURE AND ARE SUBJECT TO RETURN UPON DEMAND. ARE CONFIDENTIAL AND
MUST NOT BE MADE PUBLIC OR COPIED UNLESS AUTHORIZED BY AN OFFICER OF AG ARCHITECTURE.
-THE INFORMATION CONTAINED ON THE STRUCTURAL DRAWINGS 15 IN ITSELF INCOMPLETE AND
VOID UN.E55 USED IN CONJUNCTION WITH ALL THE CONTRACT DOCUMENTS AND WITH ALL THE
SPECIFICATIONS, TRADE PRACTICES, OR APPLICABLE STANDARDS, CODES, ETC.. INCORPORATED
THEREIN BY REFERENCE WHICH THE CONTRACTOR CERTIFIES KNOWLEDGE OF BY 51GMNG THE CONTRACT.
-SHOP DRAWING SUBMISSION SHALL CONSIST OF FIVE (5) DUPLICATE COPIES. STRUCTURAL ENGINEER'S
REVIEW OF SHOP DRAWINGS 15 ONLY FOR CONFORMANCE WITH THE DESIGN CONCEPT. CONSTRUCTION
SHALL NOT BEGIN WITHOUT SAID REVIEW AND ONLY SHOP DRAWINGS STAMPED BY THE ARCHITECT AND
5TZXTU12AL ENGINEER SHALL BE ALLOWED AT THE JOB51TE.
-CONTRACTOR 15 TO A55UK FULL RESPONSIBILITY, UNRELIEVED BY REVIEW OF SHOP DRAWINGS
AND BY SUPERVISION OR PERIODIC OBSERVATION OF CONSTRUCTION, FOR COMPLIANCE WITH
THE CONTRACT DOCUMENTS. FOR DIMENSIONS TO BE CONFIRMED AND CORRELATED ON THE
JOBSITE AND BETWEEN INDIVIDUAL DRAWINGS OR SETS OF DRAWINGS FOR FABRICATION
PROCESSES AND CONSTRUCTION TECHNIOUES (INCLUDING EXCAVATION, SHORING, SCAFFOLDING,
BRACING, ERECTION, FORMWORK, ETC). FOR COORDINATION OF THE VARIOUS TRADES, AND
FOR SAFE CONDITIONS ON THE JOB SITE, VARIATIONS IN FIELD CONDITIONS RELATIVE TO
THE CONTRACT DOCUMENTS SHALL BE REPORTED TO THE ARCHITECT/OWNER. WORK SHALL NOT
PROGRESS UNTIL WRITTEN PERMISSION FROM THE ARCHITECT/OWNER 15 OBTAINED.
-CONTRACTOR SHALL COMPLY WITH ALL APPLICABLE 12EOUI12EMENTS OF OSHA AND OTHER
GOVERNING OR REGULATORY BODIES HAVING A R15DICTION AT THE SITE. CONTRACTOR SHALL
BE TOTALLY RESPONSIBLE FOR FULL COMPLIANCE WITH ALL LOCAL, STATE AND FEDERAL REGULATIONS
CONCERNING HEALTH AND SAFETY OF WORKERS AND THE PUBLIC IN AND AROUND THE CONSTRUCTION SITE.
-THE 5TRLJCTU92AL CONSTRUCTION DOCUMENTS REPRESENT THE FINISHED STRUCTURE. THEY DO NOT
INDICATE THE METHOD OF CONSTRUCTION. THE CONTRACTOR SHALL PROVIDE ALL MEA51J12E5
NECESSARY TO PROTECT THE STRUCTURE DURING CONSTRUCTION. 5" MEASURES SHALL
INCLUDE. BUT NOT BE LIMITED TO. BRACING, SHORING FOR LOADS DUE TO CONSTRUCTION EQUIPMENT,
ETC. THE STRUCTURAL ENGINEER SHALL NOT BE RESPONSIBLE FOR THE CONTRACTOR'S MEANS,
METHODS, TECHNIQUES, SEOUENCE5 FOR PROCEDURE OF CONSTRUCTION, OR THE SAFETY
PRECAUTIONS AND THE PROGRAMS INCIDENT THERETO WOR SHALL 0155ERVATION V151T5 TO THE
SITE INCLUDE INSPECTION OF THESE ITEMS).
-CONSTRUCTION MATERIALS SHALL BE SPREAD OUT IF PLACED ON FRAMED CONSTRUCTION. LOAD
SHALL NOT EXCEED THE DESIGN LIVE LOAD PER SQUARE FOOT.
-WHERE REFERENCE 15 MADE TO VARIOUS TEST STANDARDS FOR MATERIALS, SUCH STANDARDS
SHALL BE THE LATEST EDITION AND/OR ADDENDA.
-ESTABLISH AND VERIFY ALL OPENINGS AND INSERTS FOR ARCHITECTURAL, MECHANICAL, PLUMBING
AND ELECTRICAL WITH APPROPRIATE TRADES, DRAWINGS AND SUBCONTRACTORS PRIOR TO CONSTRUCTION.
-OPTIONS ARE FCR CONT12ACTOIZS CONVENIENCE. IF AN OPTION 15 CH05EN, CONTRACTOR SHALL
BE RESPONSIBLE FOR ALL KECE55ARY CHANGES AND SHALL COORDINATE ALL DETAILS.
-NOTES AND DETAILS ON DRAWINGS SHALL TAKE PRECEDENCE OVER GENERAL STRUCTURAL NOTES
AND TYPICAL DETAILS. WERE NO DETAILS ARE SHOWN. CONSTRUCTION SHALL CONFORM
TO SIMILAR WORK ON THE PROJECT.
-TYPICAL DETAILS MAY NOT NECESSARILY BE CUT ON PLANS, BUT APPLY UNLESS NOTED OTHERWISE.
-WHERE DISCREPANCIES OCCUR BETWEEN PLANS. DETAILS, GENERAL STRUCTURAL NOTES AND
SPECIFICATIONS, THE GREATER REQUIREMENTS SHALL GOVERN.
-ANY ENGINEERING DESIGN, PROVIDED BY OTHERS AND SUBMITTED FOR REVIEW, SHALL BEAR THE
SEAL OF A REGISTERED ENGINEER RECOGNIZED BY THE BUILDING CODE JM1501CTION OF THIS PROJECT.
STRUCTURAL NOTES
501L CONDI TIONS:
-SOIL BEARING PRESSURE U5EO IN DESIGN 15 1,500 P5F AT WALL SPREAD FOOTINGS E THICKENED SLABS.
UN5LJITABLE SOILS WERE ENCOUNTERED ON 51TE PER PRELIMINARY SOIL INVESTIGATIVE REPORT OF
JUNE 11, 2004 BY ALT E WITZIG ENGINEERING, INC. UNDERCUTTING F SOIL INPROVEMENT SUCH A5
COMPACTED STRUCTURAL FILL OR LEAN CONCRETE WILL BE REQUIRED IN AREAS WHERE UNSUITABLE
SOILS ARE ENCOUNTERED PURRING EXCAVATION. PROVIDE PROPER CUT, FILL. E COMPACTION OF SOILS
PER GEOTECHNICAL ENGINEER'S RECOMMENDATIONS. ALL FOUNDATION EXCAVATIONS SHALL BE INSPECTED
BY A QUALIFIED GEOTECHNICAL ENGINEER PRIOR TO PLACING CONCRETE TO ENSURE THE ALLOWABLE 501L
BEARING PRESSURES.
-ALL BACKFILL BELOW FOOTINGS TO BE MATERIAL AS APPROVED BY ENGINEER AND COMPACTED
TO 95% OF THE MAXIMUM DRY DENSITY A5 DETERMINED IN ACCORDANCE WITH ASTM
STANDARD D 1557 (MODIFIED PROCTOR).
-ALL 5LAB ON GRADE AREAS SHALL BE PROOF ROLLED WITH THE HEAVIEST AVAILABLE
EQUIPMENT (MINIMUM 25 TONS). ALL SOFT SPOTS ENCOUNTERED SHALL BE REMOVED AND
SLAB AREAS SHALL BE PLACED IN LAYERS NOT EXCEEDING 9' AND COMPACTED TO 95% OF THE
MAXIMUM DRY DENSITY IN ACCORDANCE WITH ASTM D 1557 UNTIL FINAL GRAPE 15 ATTAINED.
-DO NOT PLACE BACKFILL AGAINST BASEMENT WALLS UNTIL FIRST FLOOR AND BASEMENT SLAB
ARE IN PLACE., PROVIDE SHORING/ BRACING A5 REQUIRED.
-CONTRACTOR TO KEEP EXCAVATIONS DRY AT ALL TIMES DURING THE FOUNDATION
CONSTRUCTION. ALL FOUNDATION CONCRETE SHALL BE PLACED A5 50ON A5 POSSIBLE AFTER
EXCAVATIONS ARE OPENED. NO FOOTING SHALL BE PLACED IN STANDING WATER. CONTRACTOR SHALL
PROVIDE MEANS FOR DEWATERING EXCAVATIONS AS REQUIRED TO ACHIEVE THE PREVIOUS REQUIREMENT.
-SLAB ON GRADE SHALL BE UNDERLAID BY A VAPOR BARRIER PROPERLY SEALED AT EDGES AND LAPS.
CONCRETE AND REINFORCEMENT:
-ALL CONCRETE WORK SHALL BE IN ACCORDANCE WITH ACI 318-99 'BUILDING CODE REOUIREMENTS FOR
STRUCTURAL CONCRETE' AND WITH ACI 301 'SPECIFICATION FOR STRUCTURAL CONCRETE'.
-DETAIL BAR REINFORCEMENT ACCORDING TO ACI 315 'DETAILS E DETAILING OF CONCRETE REINFORCEMENT'
LATEST EDITION. DETAIL WELDED WIRE FABRIC IN ACCORDANCE WITH THE W112E REINFORCEMENT INSTITUTE
WWR-500 '5TRUCTURAL WELDED WIRE REINFORCEMENT MANUAL OF STANDARD PRACTICE,' LATEST EDITION.
-PROVIDE ALL ACCESSORIES NECESSARY TO 5LPP012T REINFORCEMENT AT POSITIONS SHOWN ON THE
PLANS AND DETAILS. PLASTIC -COATED ACCESSORIES SHALL BE USED IN ALL EXPOSED CONCRETE WORK-
-THE GENERAL CONTRACTOR SHALL BE RESPONSIBLE FOR COORDINATING THE LOCATION AND
PLACEMENT OF ALL INSERTS, HANGERS. SLEEVES, DUCT WORK, PADS AND ANCHOR BOLTS THAT
ARE REQUIRED BY THE ARCHITECT AND/OR EOUIPMENT. ETC. CONTRACTOR SHALL VERIFY ALL
OPENINGS THROUGH FLOORS. ROOF, AND WALLS WITH MECHANICAL AND ELECTRICAL. CONTRACTOR
AND SHALL SUBMIT TO THE STRUCTURAL ENGINEER SHOP DRAWINGS 5HOWING OPENINGS IN THE
SLABS INCLUDING, BUT NOT LIMITED T0, SLEEVE SIZES AND LOCATIONS, DUCT 51ZE AND LOCATION, ETC.
-MECHANICALLY VIBRATE ALL CONCRETE WHEN PLACED, EXCEPT THAT SLABS ON GRADE NEED TO BE
VIBRATED ONLY AT TRENCHES, FLOOR DUCTS, TURNDOWNS, ETC. MAXIMUM SLUMP ALLOWED 15 4 1/2'
FOR CONCRETE WITHOUT PLASTICIZER. IF PLASTICIZER 15 USED, A HIGHER FINAL SLUMP MAY BE
ALLOWED UPON STRUCTURAL ENGINEER'S APPROVAL.
-ELECTRICAL CONDUIT EMBEDDED IN SLABS SHALL NOT BE LARGER IN OUTSIDE DIAMETER THAN 1/3 THE
THICKNESS OF THE SLAB AND SHALL NOT BE SPACED CLOSER THAN THREE DIAMETERS ON CENTER.
-CONTRACTOR SHALL PROVIDE A DUPLICATE COPY OF ALL READY -MIX CONCRETE DELIVERY TICKETS
TO THE ARCHITECT/OWNER.
-TEST CYLINPE125 SHALL BE MADE AND TESTED A5 OUTLINED IN CHAPTER 16 OF ACI 301 SPECIFICATION.
-CONCRETE CONTRACTOR TO PROVIDE AND COORDINATE WITH ALL OTHER TRADES FOR 51ZE AND
LOCATIONS OF ANY AND ALL OPENINGS. SLEEVES, ETC. OCCURRING IN WALLS. FOOTINGS AND FLOORS.
NO PIPES OR DUCTS SHALL BE PLACED IN STRUCTURAL CONCRETE UNLE55 5PECIFICALLY DETAILED OR
APPROVED BY STRUCTURAL ENGINEER.
-PROVIDE 1/2' APPROVED EXPANSION JOINT MATERIAL WHERE SLABS ABUT WALLS, COLUMNS AND OTHER
VERTICAL SURFACES. UNLESS INDICATED OTHERWISE ON PLANS.
-UNLESS APPROVED OTHERWISE IN WRITING BY THE ARCHITECT, ALL CONCRETE SLABS ON GRADE
SHALL BE BOUND BY CONTROL JOINTS (KEYED OR SAW CUT), A5 SHOWN ON THE FOUNDATION PLAN,
5" THAT THE ENCLOSED AREA DOES NOT EXCEED 225 SQUARE FEET.
-SAWED CONTROL JOINTS IN SLAB ON GRADE SHALL BE MADE WITHIN 6 TO 12 FOU25 AFTER
SLAB 15 PLACED, BUT NOT UNTIL THE SAW WILL NOT 015LODGE THE AGGREGATE. AN APPROVED
PRE -FORMED CONTROL JOINT STRIP MAY BE USED IN LIEU OF SAWING.
-LOCATION OF ALL CONSTRUCTION JOINTS MUST BE APPROVED BY STRUCTURAL ENGINEER.
-CONCRETE COVERAGE FOR 12EINFORRCING STEEL TO CONFORM TO ACI 318.
-CONCRETE COVER: CONCRETE DEPOSITED AGAINST THE GROUND.................................3'.
FORMED CONCRETE IN CONTACT WITH THE GROUND.....................Z.
BEAMS AND COLUMNS ................................................................1-1 /2'.
SLABS...........................................................................................3/4'.
SLABS EXPOSED TO WEATHER..................................................1-1/2'.
SLABS ON GRADE(BOTTOK............................................................2'.
-ALL 5PLICES IN CONTINOUS REINFORCEMENT SHALL BE CLASS 'B' LAP SPLICES UN.E55
NOTED OTHERWISE.
-SLAB ON GRADE SHALL HAVE bx6 - W I AxW I A WELDED WIRE FABRIC OR SYNTHETIC FIBERS.
ALL ME5H TO BE LAPPED A MINIMUM OF 6 INCHES.
-SLAB ON FILL SHALL BE PLACED IN ACCORDANCE WITH ACI 302.
-WELDED WIRE FABRIC SHALL CONFORM TO A5TM A 185 AND BE SUPPORTED ON SLAB BOLSTERS
SPACED AT 3'-07o.c.
-ALL FOOTING ELEVATIONS ARE TO TOP OF FOOTING.
-ALL THICKENED SLAB ELEVATIONS ARE TO TOP OF 5L.AB.
MA5ONRY:
-ALL MASONRY DESIGN AND CONSTRUCTION SHALL CONFORM TO ACI 530 'BUILDING
CODE REOUIREMENTS FOR MASONRY 5TRUCTURE5' AND ACI 530.1 'SPECIFICATION FOR MASONRY
STRUCTURES,' LATEST EDITIONS.
-MASONRY MATERIALS SHALL CONFORM TO THE LATEST EDITION OF THE FOLLOWING ASTM STANDARD5e
- BRICK: ASTM C 62 (COMMON BRICK) AND C 216 (FACE BRICK),
MINIMUM COMPRESSIVE STRENGTH OF 3,000 PSI.
- HOLLOW LOAD-BEARING CONCRETE BLOCK: ASTM C 90, GRADE N, TYPE 1,
MINIMUM COMPRE561VE STRENGTH OF 1,900 PSI.
- SOLID LOAD-BEARING CONCRETE BLOCK: ASTM C 145.
- MORTAR: ASTM C 270, TYPE M OR 5 WITH A MINIMUM 28 DAY COMPRESSIVE STRENGTH OF 2,100 PSL
- MASONRY REINFORCEMENT: ASTM A 82 - GALVANIZED.
-BOND BEAMS, PILASTERS. AND LINTELS SHALL BE FILLED WITH CONCRETE GROUT HAVING f'c ■ 3,000 PSI
UNLESS NOTED OTHERWISE. COARSE AGGREGATE SHALL BE PEA GRAVEL. THE MINIMUM LENGTH
OF LAP FOR BARS EMBEDDED IN CONCRETE SHALL BE 24 INCHES FOR #4 BARS, 30 INCHES FOR #5 BARS.
36 INCHES FOR #6 BARS AND 42 INCHES FOR #7 BARS.
-MASONRY CONTRACTOR TO GROUT COUR5E(5) 501.I0 WHERE EXPAN51ON ANCHORS ARE SHOWN OR
CALLED OUT ON DRAWINGS.
-LINTELS: PROVIDE PRECAST OR BOND BEAM LINTELS OVER ALL MASONRY OPENINGS UNLESS
SHOWN OTHERWISE.
-PROVIDE POCKETS IN MASONRY WALLS FOR STEEL BEAM AND COLUMN BASE PLATES WHERE
REOUIRED AND GROUT SOLID.
-ALL VERTICAL WALL, COLUMN. AND/OR PILASTER REINFORCEMENT TO EXTEND DOWN TO AND BE
DOWELED INTO FOOTINGS.
-PROVIDE HORIZONTAL JOINT REINFORCEMENT, STANDARD LADDER DESIGN WITH 9 GAGE GALVANIZED
RODS, SPACED 16'o c. VERTICALLY AND INSTALLED PER MAN UFACTURER'5 DETAILS IN ALL MASONRY WALLS-
-PRIOR TO DELIVERY OF MASONRY UNITS TO THE JOB SITE, FLQN15H THE ARCHITECT/OWNER
WITH AFFIDAVITS FROM AN APPROVED TESTING LABORATORY CERTIFYING THAT ALL UNITS
CONFORM TO THEIR RESPECTIVE ASTM REQUIREMENTS.
-CALCIUM CHLORIDE AND/OR ADMIXTURES CONTAINING SAME SHALL NOT BE INCLUDED IN MORTAR
OR GROUT MIX EXCEPT WHEN APPROVED IN WRITING BY THE STRUCTURAL ENGINEER.
-NO EXTERIOR MASONRY SHALL BE LAID WHEN THE OUTSIDE AIR TEMPERATURE 15 LESS THAN
40 DEGREES FAHRENHEIT, UNLESS THE RECOMMENDATIONS SPECIFIED BY ACI 530.1 '5PECIFICATION FOR
MASONRY STRUCTURES,' 5ECTION I UBC, 'COLD WEATHER CONSTRUCTION( ARE STRICTLY FOLLOWED.
-MASONRY WALLS SHALL BE ADEQUATELY BRACED AGAINST WIND DURING THEIR ERECTION AND UNTIL
THEIR DESIGN SUPPORTS ARE IN RACE.
-MORTAR SHALL BE TE5TED BY AN ACCREDITED TESTING LABORATORY IN ACCORDANCE WITH ASTM C 780.
-UNLESS OTHERWISE NOTED ON DRAWINGS, ALL MASONRY WALLS SHOWN ON THE STRUCTURAL
DRAWINGS HAVING TWO OR MORE WYTHE5 OF BRICK AND/DR CONCRETE BLOCK SHALL HAVE ALL
VERTICAL COLLAR JOINTS FILLED WITH MORTAR FOR FULL HEIGHT OR NATURAL BOND SHALL BE
PROVIDED. PARGING 15 NOT ACCEPTABLE. THIS REQUIREMENT DOES NOT APPLY BETWEEN
WYTHES OF CAVITY WALL, UNLESS SHOWN OTHERWISE.
-PROVIDE VERTICAL REINFORCEMENT WHERE NOTED ON FRAMING PLANS: LOCATE BA125 IN CENTER
OF GROUT AT CENTER OF WALL, UNLESS NOTED OTHERWISE, CONTINUOUS TH12U FULL HEIGHT OF WALL.
DOWEL ALL VERTICAL REINFORCEMENT INTO FOOTINGS WITH BARS OF SAME SIZE E SPACING.
-HORIZONTAL REINFORCEMENT TO BE (2) - # 4 BARS IN MINIMUM 8' DEEP GROUTED CONTINUOUS BOND
BEAM AT ROOF E FLOOR LINES. HORIZONTAL REINFORCEMENT TO BE (U - #4 BAR IN MINIMUM 8' DEEP
GROUTED CONTINUOUS BOND BEAM AT TOP OF PARAPET OR TOP OF A FREESTANDING WALL. PLACE
THESE BARS CONTINUOUS THRU CONTROL JOINTS. PROVIDE BENT BARS TO MATCH HORIZONTAL BOND
BEAM REINFORCEMENT, AT CORNERS AND WALL INTERSECTIONS TO MAINTAIN BOND BEAM CONTINUITY.
-MECHANICALLY VIBRATE GROUT IMMEDIATELY AFTER POURING. FILL CELLS SOLIDLY WITH GROUT IN
LIFTS AND STOP POURS 1 1/2' BELOW THE TOP OF A COURSE TO FORM A KEY AT POUR POINTS. UNLE56
NOTED OTHERW15E ON PLANS. PLACE CONTROL JOINTS IN MASONRY WALLS 5" THAT NO STRAIGHT
RUN OF WALL EXCEEDS 30'-0". CONTROL JOINTS SHALL NOT OCCUR AT WALL CORNERS, INTERSECTIONS.
ENDS, WITHIN 24' OF CONCENTRATED POINTS OF BEARING OR JAMBS, OR OVER OPENINGS UNLESS
SPECIFICALLY SHOWN ON THE STRUCTURAL DRAWINGS. REFER TO NATIONAL CONCRETE MASONRY
ASSOCIATIONS DETAILS.
-LAP SPLICES SHALL BE 40 BAR DIAMETERS FOR GRADE 40 BARS AND 48 BAR DIAMETERS FOR GRADE
60 BARS. STAGGER SPLICES A MINIMUM OF 40 BAR DIAMETE25. LAP HORIZONTAL JOINT REINFORCEMENT
8' MINIMUM.
5TRUCTURAl 5TEEL:
-FABRICATION AND ERECTION OF STRUCTURAL STEEL MEMBERS SHALL BE GOVERNED BY RISC
'CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS E BRIDGES: LATEST EDITION.
-SHOP CONNECTIONS MAY BE WELDED OR BOLTED UN_E55 OTHERWISE NOTED ON PLANS (E7OXX
ELECTRODES).
-STEEL CONTRACTOR TO PUNCH ALL HOLES FOR ARCHITECTURAL DETAILS.
-PROVIDE AND MAINTAIN TEMPORARY BRACING OF STEEL UNTIL STRUCTURE 15 5EClJ12ELY
INCORPORATED INTO CON5TRUCTION.
-ANCHOR BOLTS AND/OR STUDS SHALL BE A5TM F1554. GRAPE 36, IN ACCORDANCE WITH LATEST
ASTM SPECIFICATIONS.
-TYPICAL BEAM CONNECTIONS SHALL BE STANDARD A15C FRAMED BEAM CONNECTIONS UME55
SHOWN OTHERWISE. ALL FIELD CONNECTIONS, EXCEPT WHERE SHOWN TO BE HELPED, SHALL BE
BOLTED WITH 3/4' DIAMETER HIGH STRENGTH STEEL BOLTS CONFORMING TO ASTM SPECIFICATION
A325 AND A15C SPECIFICATIONS FOR AS5EMBLY OF 5TIZLXTU12AL JOINTS U54NIG HIGH-STRENGTH
STEEL BOLTS.
-ALL WELDERS SHALL HAVE EVIDENCE THAT THEY HAVE PA55ED THE A.W.S. STANDARD
QUALIFICATION TESTS.
-ALL STRUCTURAL FRAMING COMPONENTS 54ALL BE GIVEN A COAT OF RUST M51STINIG PAINT.
FIELD ABRASIONS AND WELDS SHALL BE TOUCHED UP IN THE FIELD AFTER ERECTION.
-BEARING RATE SIZES, BOLT SIZES, ETC. MAY BE ALTERED ONLY IF FIRST APPROVED BY
ARCHITECT/ENGINEER.
-ALL BOLTS, ANCHOR BOLTS, EXPAN51ON BOLTS, ETC. SHALL BE INSTALLED WITH STEEL WASHERS
AT FACE OF WOOD OR AT SLOTTED HOLES IN STEEL SECTIONS. ALL WELDING SHALL BE PERFORMED
BY WELDE 25 HOLDING VALID CERTIFICATES AND HAVING CURRENT EXPERIENCE IN THE TYPE OF
VELD SHOWN ON THE DRAWINGS OR NOTES. CERTIFICATES SHALL BE TH05E ISSUED BY AN
ACCREDITED TESTING AGENCY. ALL WELDING DONE BY E70 SERIES LOW -HYDROGEN RODS UNLESS
NOTED OTHERWISE. FOR GRADE 60 REINFORCING BARS, USE E90 SERIES. ALL WELDING PER
LATEST AMERICAN WELDING SOCIETY STANDARDS. THESE DRAWIN65 DO NOT D15TINGUI5H
BETWEEN SHOP AND FIELD WELD5. THE CONTRACTORS MAY SHOP WELD OR FIELD WELD AT
THEIR DISCRETION. SHOP WELDS AND FIELD HELPS SHALL BE SHOWN ON THE SHOP DRAWINGS
SUBMITTED FOR REVIEW.
WOOD FRAM I NG:
-ALL ROOF TRUSS LATERAL BRACIN(G/BRIOGING TO BE SUPPLIED AND INSTALLED BY GENERAL
CONTRACTOR PER TRUSS MANUFACTURER'S DESIGN.
-ALL NECESSARY TEMPORARY BRACING OF ROOF TRLJ55E5 DURING ERECTION TO BE PROVIDED BY
GENERAL CONTRACTOR PER TRUSS PLATE INSTITUTE PUBLICATION DSB-89 'RECOMMENDED DESIGN
SPECIFICATION FOR TEMPORARY BRACING OF METAL PLATE CONNECTED WOOD T12U55E5'.
-ALL ROOF TRUSSES ARE TO BE SECURED TO EXTERIOR WALL TOP PLATES WITH SIMPSON OR EQUAL
W TYPE ANCHORS.
-SEE ARCHITECTURAL DRAWINGS FOR ROOF 5LOPE5.
-ALL HEADERS 5HOWN ARE TO BE DROPPED UNLESS NOTED OTHERWISE.
-PROVIDE 2x STUDS AT HEADER BEARING A5 FOLLOWS:
-HEADER 5PAN5 UNDER 6-0' TO HAVE (2) - STUDS (INCLUDING ONE SHOULDER STUD).
-HEADER SPANS 6-0' AND OVER TO HAVE (3) - STUDS (INICL.UDING TWO 51-IOULDER STUDS).
-ALL WOOD ROOF GIRDER TRU55ES TO HAVE A MINIMUM OF (3) - STUDS @ BEARING.
-ANY WOOD MEMBERS FRAMING DIRECTLY INTO EACH OTHER ARE TO BE HUNG WITH SEAT TYPE
JOIST HANGERS.
-ALL EXPOSED EXTERIOR STRUCTURAL WOOD MEMBERS TO BE PRESSURE PRESERVATIVE TREATED.
-ALL HANGERS. HOLDOWNS, ETC. IN CONTACT WITH P.P.T. WOOD MEMBERS ARE TO BE CHEMICALLY
COMPATABLE WITH THE TREATED WOOD.
-PROVIDE ROOF AND FLOOR OPENING5 A5 12EOLII12ED FOR MECHANICAL EQUIPMENT, EXHAUST FANS,
ETC. FRAME OUT A5 REQUIRED.
-ROOF TRUSS LIVE LOAD DEFLECTION TO BE LIMITED TO L/240 AND TOTAL LOAD DEFLECTION TO BE
LIMITED TO L/180.
-MINIMUM LUMBER STRESS GRADES SHALL BE AS FOLLOWS-
-JOISTS E HEADER LUMBER TO BE DOUGLAS FIR -LARCH NO.2 OR 5PRUCE-PINE-FIR NO.I/NO.2.
-STUDS AND TOP PLATE LUMBER TO BE 5PRUCE-PINE-FIR STUD GRADE W/ E-1,200,000 PSI.
-LAMINATED VENEER LUMBER TO HAVE E-1,900,000 PSI.
-ALL PLYWOOD SHOWN FOR ROOF DECKS AND AS WALL SHEATHING SHALL BE OF THE THICKNESS
SHOWN ON THE DRAWINGS AND SHALL MEET ALL THE 12EOLJIREMENTS OF U.5. PRODUCT STANDARD
PS- I OR P5-2, LATEST EDITION, FOR SHEATHING GRADE MATERIAL.
-PREFABRICATED WOOD TRUSSES SHALL BE OF THE SIZE AND SHAPE SHOWN AND SHALL BE
DESIGNED AND FABRICATED OF MATERIAL AS REQUIRED TO SUPPORT THE SUPERIMPOSED LOADS
A5 SHOWN ON THE DRAWINGS.
-PROVIDE ROOF SHEATHING CLIPS.
-5HOP DRAWINGS AND CALCULATIONS FOR ROOF TRUSSES BEARING A REG15TERED ENGINEER'S
CERTIFICATION SHALL BE SUBMITTED TO THE ARCHITECT FOR REVIEW. THE INFORMATION PROVIDED
SHALL ALSO TAKE INTO ACCOUNT AND SHOW ALL SPECIAL DESIGN, FRAMING, AND CONNECTION
REQUIREMENTS FOR TRUSSES, SUCH AS At CONCENTRATED LOADS, UNtBALANCED OR UNSYMMETRICAL
LOAD CONDITIONS, AND OTHER NON -TYPICAL FRAMING DETAIL5. AN ERECTION PLAN OF THE TRUSS
FRAMING SHALL BE PROVIDED INDICATING ALL TRUSS LOCATIONS AND FRAMING CONDITIONS.
-ALL BEAMS, I -FADERS, AND GIRDER TRUSSES TO HAVE SOLID BEARING WHICH 15 TO EXTEND DOWN TO
FOOTING, THICKENED SLAB, OR FOUNDATION WALL: THESE STLIDS/WOOD COLUMNS ARE NOT TO BE
CUT OR ALTERED IN ANY MANNER!
-FRAME OUT CORNERS, VALLEYS, OVERHANGS, ETC. A5 REQUIRED WITH 2xbs OR SIMILAR AT 24'ozc
VERIFY AREAS WITH TRUSS MANUFACTURER PRIOR TO CONSTRUCTION.
-PROVIDE Ix3 X -BRIDGING @ MID -SPAN OF ALL 2x 12 ROOF JOISTS.
-FOR JOIST HOLE/NOTCH ALLOWABLE SIZES AND LOCATIONS 5EE DETAIL 2/5T101 (THIS 5HEET).
-FOR STUD HOLE/NOTCH ALLOWABLE SIZES AND LOCATIONS SEE DETAIL 3/5T101 (THIS SHEET).
BORED HOLES SHALL NOT BE LOCATED AT THE SAME SECTION OF STUD A5 A CUT OR NOTCH.
-WHEN TOP MEMBERS OF TWD -MEMBER PLATES ARE CUT MORE THAN 1/2 THEIR WIDTH FOR PIPING
OR DUCTWORK. REINFORCE WITH 16 GAGE STEEL STRAPS.
5HOP DRAW I NG5:
-SHOP DRAWINGS SHALL BE SUBMITTED FOR ALL STRUCTURAL ITEMS IN ADDITION TO ITEMS BY
ARCHITECTURAL. SPECIFICATIONS.
-THE CONTRACTOR SHALL REVIEW E STAMP ALL SHOP DRAWINGS PRIOR TO SUBMITTAL TO
ARCHITECT. ITEMS NOT IN CONFORMANCE WITH CONTRACT DOCUMENTS 5HALL BE FLAGGED
UPON CONTRACTOR'S REVIEW.
-VERIFY ALL DIMENSIONS WITH ARCHITECTURAL PLANS.
-ANY CHANGES. SUBSTITUTIONS, CXR DEVIATIONS FROM CONTRACT DOCUMENTS SHALL BE CLOUDED
BY MANUFACTURER OR FABRICATOR. ANY OF THE AFOREMENTIONED WHICH ARE NOT CLOUDED
OR FLAGGED BY SUBMITTING PARTIES. SHALL NOT BE CONSIDERED APPROVED AFTER ENGINEER'S
REVIEW, UNLESS NOTED ACCORDINGLY.
-THE ENGINEER HAS THE RIGHT TO APPROVE OR DISAPPROVE ANY CHANGES TO CONTRACT
DOCLR ENT5 AT ANYTIME BEFORE OR AFTER SHOP DRAWING REVIEW.
-THE SHOP DRAWINGS DO NOT REPLACE THE CONTRACT DOCUMENTS. ITEMS OMITTED OR SHOWN
INCORRECTLY AND ARE NOT FLAGGED BY THE STRUCTURAL ENGINEER OR ARCHITECT SHALL
NOT BE CONSIDERED CHANGES TO THE CONTRACT DOCUMENTS. IT 15 THE CONTRACTOR'S RE5PON51BILITY
TO ENSURE THAT ITEMS ARE CONSTRUCTED IN ACCORDANCE WITH THE CONTRACT DOCUMENTS.
-THE ADEQUACY OF ENGINEERING DESIGNS AND LAYOUT PERFORMED BY OTHERS RESTS WITH THE
DESIGNING OR SUBMITTING AUTHORITY.
-REVIEWING 15 INTENDED ONLY AS AN AID TO THE CONTRACTOR IN OBTAINING CORRECT SHOP
DRAWINGS- RE5PON51BILITY FOR CORRECTNESS SHALL RE5T WITH THE CONTRACTOR.
-SHOP DRAWINGS AND CALCULATIONS FOR ROOF TRUSSES BEARING A REGISTERED ENGINEE1215
CERTIFICATION SHALL BE SUBMITTED TO THE ARCHITECT FOR REVIEW.
-SPECIFY BEARING AREA REQUIRED TO SUPPORT GIRDER TRUSSES ON TRUSS SHOP DRAWINGS.
-THE INFORMATION PROVIDED SHALL ALSO TAKE INTO ACCOUNT AND SHOW ALL SPECIAL
DESIGN, FRAMING, AND CONNECTION REOUIREMENT5 FOR TRU55E5, 5UCH AS AT CONCENTRATED
LOADS, UNBALANCED OR UNSYMMETRICAL LOAD CONDITIONS, AND OTHER NON -TYPICAL FRAMING
DETAILS. AN ERECTION PLAN OF THE TRU55 FRAMING SHALL BE PROVIDED INDICATING ALL
TRU56 LOCATIONS AND FRAMING CONDITIONS.
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Architecture
1414 UNDERWOOD AVE.
WAUWATOSA, WI 53213
4 1 4. 4 3 1. 3 1 3 1 T E L
41 4.431 .0531 FAX
WWW . A G A R C H. C O M
A r c b i t e c t u T e
E n g i n e e r i n g
P I
REVISIONS
THIS DRAWING, ITS DESIGN CONCEPT AND ITS DETAIL ARE
THE SOLE PROPERTY OF AG ARCHI1EC M. MIC. AND SHALL
NOT RE COPIED IN ANY FORM OR MANNER WIMWT
WRII7EN AUTHORIZATION OF ITS DESIGNER/CREATOR
DRAWN 67
Mix
DATE
01 AUG 2011
PROJECT
071101
SHEET NO.
STRUCTURAL NOTES ST101