HomeMy WebLinkAboutGray Rd Structural Pg1of3GENERAL DDDDD
DDODDD DD DDDDDDDDDODD
DDDDD CROTEROA
1 ®
THE CONTRACTOR SHALL ER RESPONSIBLE FOR
1.
WORK SHOWN IS NEW UNLESS CALLED OUT AS
1 .
ROOF LONG LOAD e 20 PSF
CCDLYDD WITH ALL SAFETY PRECAUTIONS AND
EXISTING.
2.
SNOW LOAD e 20 PSF
REGULATIONS DURING THE WORD THE SER WILL NOT
2.
EXISTING CONSTRUCTION SHOWN IS BASED UPON
3.
DEAD LOAD e ACTUAL WEDHTS
ADVISE ON, NOR ISSUE DIRECTION AS TO SAFETY
ASSUMED CONDITIONS, REVIEW ALL DRAWINGS AND
4.
fflND LOAD PER ADE 7-10
PRECAUTIONS AND PROGRAMS.
VERIFY DIMENSIONS, ELEVATIONS, AND MEMBER SIZES
2.
THE STRUCTURAL DRAWINGS HEREIN REPRESENT THE
PRIOR TO CONSTRUCTION OR MATERIAL PURCHASE.
FINISHED STRUCTURE. THE CONTRACTOR SHALL
THE CONTRACTOR SHALL NOTIFY THE SER OF ALL
PROVIDE ALL TEMPORARY GDOXG AND BRACING
DISCREPANCIES BEFORE PROCEEDING WITH ANY WORK.
REQUIRED TO ERECT AND HOLD THE STRUCTURE IN
3.
THE REMOVAL, CUTTHXG, AND DRILLING OF EXISTING
MASONRY
RRGRRR ALIGNMENT LGTIL ALL STRUCTURAL WORK AND
CONSTRUCTION SHALL RR PERFORMED WITH GREAT CARE
CONNECTIONS HAVE BEEN COMPLETED THE
IN ORDER TO NOT JEOPARDIZE THE STRUCTURAL
INVESTIGATION, DESIGN, SAFETY, ADEQUACY, AND
INTDROTY GE THE BUILDING. IF STRUCTURAL MEMBERS
1.
MASONRY CONSTRUCTION SHALL BE IN ACCORDANCE
INSPECTION GE THE BRACHHG, SHGRHHG, TEMPORARY
OR MECHANICAL, ELECTRICAL, OR ARCIEDTECTURAL
WITH CHARTER 21 OF THE 2012 EDITION OF THE
SUPPORTS, ETC. IS THE SOLE RESPONSIBILITY OF THE
FEATURES NOT INDICATED FOR REMOVAL INTERFERE
INTERNATIONAL BUU_DONG CODE AS ADOPTED BY THE
CONTRACTOR.
WITH THE NEW WORK, THE SER SHALL BE NOTIFIED
STATE OF INDIANA WITH AMENDMENTS.
3.
THE SER SHALL NOT BE RESPONSIBLE FOR THE
IMMEDIATELY®
2.
REINFORCED MASONRY SHALL HAVE A MINIMUM
METHODS, TECHNIQUES, AND SEQUENCES OF
4.
THE CONTRACTOR SHALL PROMPTLY REPAIR DAMAGE
COMPRESSIVE STRENGTH, f'm=1 DO PSI. MASONRY
PROCEDURES TO PERFORM THE WORK. THE
CAUSED DLRID CONSTRUCTION WITH SIMILAR
LGITS SHALL BE NORMAL WEIGHT BLOCK CGNFORMID
SUPERVISION OF THE WORK IS THE SOLE
MATERIALS AND WORKMANSHIP.
TO ASTM C00 AND SHALL HAVE A MH11MUM NET AREA
RESPONSIBILITY OF THE CONTRACTOR.
L.
THE CONTRACTOR IS SOLEY RESPONSIBLE FOR THE
COMPRESSIVE STRENGTH OF 1900 PSI. MORTAR SHALL
4.
THE DRAWINGS INDICATE GENERAL AND TYPICAL DETAILS
MEANS AND METHODS OF ALL DEMOLITION WORK AND
CONFORM TO ASTM C270, TYPE S. GROUT SHALL
OF CONSTRUCTION® WHERE CONDLRONS ARE NOT
FOR PDVIDID ALL NECESSARY TEMPORARY SHORING,
CONFORM TO ASTM C476 ARID SMALL HAVE A MINIMUM
SPECIFICALLY SHOWN, SIMILAR DETAILS OF
(BRACING AND PROTDTDON AS NECESSARY FOR SAFETY,
2 -DAY COMPRESSIVE STRENGTH OF 2000 PSI®
CONSTRUCTION SHALL BE USED, SUBJECT TO APPROVAL
STABILITY AND PROTDTDON OF ALL BUDLDOD ELEMENTS
3.
MASONRY REINFORCING STEEL SMALL CONFORM TO
OF THE SER®
AND STRUCTURE DLRIGG CONSTRUCTION AND
ASTM A613, GRADE D, UNLESS NOTED OTHERWISE.
U.
ALL STRUCTURAL SYSTEMS WHICH ARE TO BE
DEMOLITION.
4.
ALL REDNFGDONG STEEL SHALL BE SECURED IN PLACE
COMPOSED OF COMPONENTS TO BE FDELD ERECTED
BEFORE GDDOD STARTS.
SMALL BE SUPERVISED BY THE SUPPLIER DROOP
MANUFACTURING, DELIVERY, HANDLING, STORAGE, AND
ERDTDON IN ACCORDANCE WITH THE SUPPLIER'S
INSTRUCTIONS AND REQUIREMENTS®
6®
APPLIED
DOSANDDTHE
ROISDoNHLLRDL
D O
D D DDD D O D DPCES
CS
HE
WOOD
SAFE LOAD -CARRYING CAPACITY OF THE STRUCTURAL
MEMBERS. THE LIVE LOADS USED IN THE DESDN OF
1.
PRGOFROLL SLAB ON GRADE AREAS WITH A
1.
ALL WOOD CONSTRUCTION SHALL BE IN ACCORDANCE
9�
THIS STRUCTURE ARE INDICATED IN THE DESIGN
MEDILM�WEICHT ROLLER OR OTHER SUITABLE
{{
WITH THE AMERICAN WOOD COUNCILS NATIONAL DESDN
CRITERIA NOTES." DO NOT APPLY ANY CONSTRUCTION
TO CHECK FOR POCKETS OF SOFT MATERIAL
DLIEN
SPECIFICATION FOR WOOD CONSTRUCTING," CURRENT
LOADS UNTIL STRUCTURAL FRAMING IS PROPERLY
BE
BENEATH A THIN CREPT OF BETTER SOIL® ANY
EDITING®
CONNECTED TOGETHER AND UNTIL ALL PERMANENT
UNSUITAHIDDEN
MATERIALS THUS EXPOSED SHOULD BE
2.
ALL JOIST, RAFTER MOD® FRAMING SHALL FRAMISHALL BE
BRACING IS IN PLACE.NO.
AND REPLACED WITH COMPACTED,
REMOVA
REMOVED
2 GRADE, SOUTHERN PONE® U.N.O. PROVIDE
7.
ALL ASTM AND OTHER REFERENCED STANDARDS AND
TIFF SPECTORE INNS®
ENGINEERED FILL AS NLONS
FULL -DEPTH (OR METAL) BRIDGING AT MIDSPAN AND
CODES ARE FOR THE LATEST EDITIONS OF THESE
S A
PROOF GPERATIOGS SHALL BE MNNITNRED BY
AT MAXIMUM SPACING OF 8'-0" OD IN BETWEEN.
PUBLICATIONS, UNLESS NOTED OTHERWISE®
THE GEOTECHNICAL TESTING AGENCY.
TECHNI
3.
ALL FRAMING EXPOSED TO THE WEATHER OR IN
8.
SHOP DRAWINGS AND OTHER ITEMS SHALL BE
2.
ALL ENGINEERED FILL BENEATH SLABS AND OVER
CONTACT
CONTACT WITH MASONRY OR CONCRETE SHALL BE
SUBMITTED TO TIFF SER FOR REVIEW RROGR TO
FNNTIGGS SHOULD BE COMPACTED TO A DRY DENSITY
ON ACCORDANCE WITH THE
FABRICATING. ALL SHUN DRAWINGS SHALL BE
OF AT LEAST �3% OF THE MODIFIED PROCTOR MAXIMUM
AMERICAG WOOD PRESERVERS ASSNCIATINN
REVIEWED BY THE CONTRACTOR BEFORE SUBMITTAL.
DRY DENSITY (ASTM D1337)® ALL FILL WHICH SHALL
SPECIFICATIONS. WHERE POSSIBLE, ALL CUTS AND
THE SER'S REVIEW IS TO BE FOR CONFORMANCE WOTH
BE STRESSED BY FOUGDATING LOADS SHALL BE
HOLES SHOULD BE COMPLETED BEFORE TREATMENT.
THE DESDN CONCEPT AND GENERAL COMPLIANCE WITH
APPROVED GRANULAR MATERIALS COMPACTED TO A DRY
CUTS AND HOLES DUE TO ON -SITE FABRICATION SHALL
THE RELEVANT CONTRACT DOCUMENTS.BE
DENSITY OF AT LEAST D% (ASTM D 1557).
BRUSHED WITH 2 COATS OF COPPER NAPHTHENATE
0®
SUBMIT SHOP DRAWINGS IN THE FORM OF
COORDINATE ALL FILL AND DACTDON ATIGNS
SOLUTION CONTADNOD A MINIMUM OF 2 METALLIC
BLUELINE/BLACKLHGE PRINTS, UNLESS THE USE OF
THE SPECIFICATIONS AND THE SUBSURFACE
COPPER IN SOLUTIONS ( PER A PA STD® M4).
ELECTRONIC SUBMITTALS HAS BEEN ADDRESSED IN TIFF
INVESTWITH
®
4.
THE CONTRACTOR SHALL CAREFULLY SELECT LUMBER
SRDIFICATIGGS OR APPROVED BY THE SER IN RITIGG®
3•
COMPACTION
COMPACTION SHALL BE ACCOMPLISHED BY PLACID EDLL
TO BE USED IN LOAD BEARING ARRLICATIGNS® THE
IN NO CASE SHALL REPRODDTDONS OF THE CONTRACT
IN APPROX. . O" LOFTS ,END
SPECI,ELLY COMPACTINGUDR
LENGTH OF SPLIT ON THE ODE FACE OF 2" NOMINAL
DOCUMENTS BE USED AS SHOP DRAWINGS. AS A
E
EACH LOFT TO AT LEAST THE SPECIFIED MINIMUM DRY
LOADING BEARING FRAMISHALL BE LIMITED TO LESS
FRAMING SHALL
D MINIMUM, SUBMIT THE FOLLN OITEMS FOR REVIEW.
DENSITY. FOR LADE AREAS OF FILL, FDELD DENSITY
OF THE WORE FACE DIMENSION® THE LENGTH
A. CONCRETE MIX DESICG(S)®
TESTS SHALL BE PERFORMED FOR EACH 3,000 SQUARE
OF SPLIT ON THE WIDE FACE OF 3" (COMICAL) AND
B. REINFORCING STEEL SHOP DRAWINGS®
FEET OF BUILDING AREA FOR EACH LIFT AS NECESSARY
THICKER LUMBER SHALL BE LIMITED TO OF THIS
C. MASONRY ,ELL REINFORCING STEEL SHOP
TO INSURE ADEQUATE COMPACTION IS BEING ACHIEVED®
NARROW FACE DIMENSION®
DRAWINGS.
�.
COLUMN FOOTINGS ,END WELL FOOTINGS TO BEAR ON
L®
STRUCTURAL STEEL PLATE CONNECTORS SHALL
D. STRUCTURAL STEEL SHOP DRAWINGS.
FIRM NATURAL SOILS OR WELL COMPACTED ENGINEERED
CONFORM TO ASTM A-36 SPECIFICATIONS ,END BE
E. STEEL JOIST SHOP DRAWINGS®
FILL WITH ALLOWABLE BEARING PRESSURE OF 2,000
THICK UNLESS OTHERWISE INDICATED® BOLTS
F. STEEL DUCK SHOP DRAWINGS®
PSF. IT IS ESSENTIAL THAT THE FOUNDATIONS BE
CONNECTING WOOD MEMBERS SHALL BE PER ASTM
G. COLD -FORMED STEEL FRAMING SYSTEMS.
INSPECTED TO ENSURE THAT ALL LOOSE, SOFT OR
A-307 ,END BE 3/4" DIAMETER UNLESS OTHERWISE
10.
RESUBMITTED SHOP DRAWINGS: RESUBMITTED SHOP
OTHERWISS E UNDESIRABLE MATERIAL (SUCH AS
INDICATED® PROVIDE WASHERS FOR ALL BOLT HEADS
DRAWINGS ARE REVIEWED ONLY FOR RESPONSES TO
S, EXISTING FILL, EEC®) IS REMOVED END THAT
HE
AND NUTS IN CONTACT WITH WOOD SURFACES. PROVIDE
COMMENTS MADE IN THE PREVIOUS SUBMITTAL®
T FOUNDATION ILL BEER GC SATISFACTORY
THE FO
HOT DIP CALVANIZED IN POOL AREA ,END AREAS
1 1 ®
WHEN CALCULATIONS ARE IMPEDED IN TIFF SUBMITTALS
MATERIAL. TIFF GEGTECHGICAL TESTING AGENCY SMALL
EXPOSED TO FATHER®
FOR COMPONENTS OF WORK DESIGNED AND CERTIFIED
THE SLBGRADE END PERFORM NECESSARY
6.
LAMINATED VENEER LUMBER (L L) BEAMS AND HEADERS
BY A SPECIALTY STRUCTURAL ENGINEER (SER), TIFF
TESTS
TESTS TO ENSURE THAT THE ACTUAL BEAARRING
TO
TO HAVE A MIN® Fb OF 2,D0 PSI ,END Emir OF
REVIEWBY THE STRUCTURAL ENGINEER OF RECORD
CAPACITIES MEET GP EXCEED THIS DESDN CAPACITIES.
PSI®
(SER) SHALL BE FOR CONFORMANCE WITH THE
TESTING AGENCY SHALL VERIFY THE BEARING
7.
BOLT HOLES SHALL BE CAREFULLY CENTERED AND
RELEVANT CONTRACT DOCUMENTS. THE SER'S REVIEW
CAPACITY
CAPACITY AT EACH SPREAD COLUMN FOOTING ACT.
DRILLED NOT MORE THAN 1 /1 6" LANCER THAN THE
DOES NOT RELIED THE SPECIALTY STRUCTURAL
EVES. 10 FEET GG CENTER FOR STRIP FOOTINGS PRIOR
DIAMETER. BOLTED CONNECTIONS SHALL BE
ENGINEER FROM RESPONSIBILTY FOR THE DESDN OF
TO PLACEMENT OF CONCRETE.BOLT
SNUGGED TIGHT BUT NOT THE EXTENT OF CRDIFING
THE SYSTEM(S) AND THE COORDINATION WITH THE
L®
PLACE FOOTINGS THE SAME DAY THE EXCAVATION IS
WOOD UNDER WASHERS.
ELEMENTS OF THE STRUCTURE UNDER THE
PERFORMED. IF THIS IS NOT POSSIBLE, THE FOOTINGS
.
ALL NAILING BRACING NOT BRACINOT OTHERWISE INDICATED
CERTIFICAITON OF THE ENGINEER OF RECORD, OR
SMALL BE ADEQUATELY PROTECTED AGAINST ANY
SMALL BE IN ACCORDANCE WITH THE 2014 INDIANA
OTHER SPECIALTY STRUCTURAL ENGINEER® THE SER'S
DETRIMENTAL CHANGE IN CONDITION, SUCH AS FROM
BOLDING CODE®
REVIEW DOES NOT CONSTITUTE A WARRANTY OF THE
BADE, RAIN AND FREEZING®
0®
PREFABRICATED METAL JOIST HANGERS, (HURRICANE
ACCURACY OR COMPLETENESS OF THE SPECIALTY
6®
IT IS SI OF THE CONTRACTOR END
IS TIFF
CLIPS, HOLD-DOWN ANCHORS AND OTHER ACCESSORIES
STRUCTURAL ENGINEER'S DESDN®
TILITY
E CONTR
EACH SUB -CONTRACTOR D VERIFY THE LOCATION OF
SHALL BE AS MANUFACTURED BY "SIMRSNN STRONG -TIE
12®
CONTRACTORS SMALL VISIT THE SITE PRIOR TO BID TO
ALL UTILITIES AND SERVICES SHOWN, OR NOT SHOWN,
COMPANY", OR APPROVED EQUAL® INSTALL ALL
ADERTAIG CONDITIONS WHICH MAY ADVERSELY ,EFFECT
AND ESTABLISH SAFE WORKING CONDITIONS BEFORE
ACCESSORIES PER THE MANUFACTURER'S REQUIREMENTS.
THE WORK OR COST THEREOF.
CNMMEDICG WORK.
ALL STEEL SHALL HAVE A MINIMUM THICKNESS OF DD
13.
NO STRUCTURAL MEMBER MAY BE CUT, NOTCHED, OR
7.
THE CONTRACTOR SHELL LAYOUT THE ENTIRE
INCHES (PER ASTM A446, GRADE A) AND BE
OTHERWISE REDUCED IN STRENGTH WITHOUT WRITTEN
STRUCTURE AND FIELD VERIFY ALL DIMENSIONS PRIOR
GALVANIZED (COATING GEC).
DIRECTION FROM THE SER®
TO EXCAVATION.
10.
HOLES AND NOTCHES DRILLED OR CUT INTO WOOD
14.
WHEN MODIFICATIONS ARE PROPOSED TO STRUCTURAL
FRAMING SHALL NOT EXCEED THE REQUIREMENTS OF
ELEMENTS UNDER THE DESDN AND CERTIFICATION OF A
THE CURRENT EDITION OF THE NATIONAL DESIGN
SPECIALTY ENGINEER, RITTEN AUTHORIZATION BY THE
SPECIFICATION FOR WOOD CONSTRUCTION®
SPECIALTY ENGINEER MDT BE OBTAINED AND
11.
SILL PLATES SHALL BE ANCHORED WITH 2'"0 ANCHORS
SUBMITTED TO THE SER FOR REVIEW, PRIOR TO
WITH 7" EMBEDDEMENT MAXIMUM 48" O.C. AND
PERFORMING THE PROPOSED MODIFICATIONS®
MAXIMUM 8" FROM WELL ENDS.
RELEASED IFCR CONSTRUCTION
Subject to uumpdiianice with alll regulations
of State and Ilmeal Endles
Arr®rr®
SYN ��®°s
AZ
106119 _
N1, ION
11811lilt
STRUCTURAL ENGINEERING BY:
SURINAK ENGINEERING LLC
3819 N. DELAWARE ST.
INDIANAPOLIS, IN 46205
317.500.3159
WWW.SURINAKENGINEERING.COM
CLIENT:
M.S. WOODS REAL ESTATE, LLC
INDIANAPOLIS, IN
NOTES:
1. CONTRACTOR SHALL FIELDVERIFYALL
MEASUREMENTS.
2. SEE ARCHITECTURAL SET FOR DIMENSIONS
U.N.O.
3. DEVIATIONS FROM THE DRAWING SHALL BE
COORDINATED WITH THE ENGINEER.
4. INSTALL HARDWARE PER MANUFACTURER
,9. EXISTING RAFTERS SHALL BE 2X6 SP NO.2
MINIMUM. (2) 2X10 SP NO. 2 COLLAR TIES
REQUIRED AT 64 INCHES O.C. MAXIMUM,
ONE EACH SIDE OF RAFTER CONNECTED
WITH (3)5/8" DIA.THRU BOLTPER3/S101.
6. A
TOP PLATE SHALL BE IN ACCORDANCE WITH
RAFTER TO PLATE CONNECTION
REQUIREMENT IN 2015 IRC.
NO.
DESCRIPTION
DATE
1
INCREASE COLLAR TIE SPACING
9/7/18
WOOD REMODEL
11950 GRAY RD
CARMEL, IN 46032
GENERAL NOTES
PROJECT
NUMBER:
580
DATE:
9/7/2018
DRAWN BY:
JAR
CHECKED
BY:
TJS
S001
SCALE:
AS NOTED
DATE: 10/02/18
Mike Sheeks