HomeMy WebLinkAboutS000GENERAL NOTES
1. The Contmctor shall be responsible for complying with all safety precautions and regulotions
during the work. The Engineer will not advise on, nor issue direction as to safety
precautions and programs.
2. The StrucWrol Drawings herein represent the finished stmcture. The Contmctor shall provide
oll temporory guying and bracing required to erect and hold the structure in proper
olignment until all Struchrol Work and connections have been completed. The investigation,
design, safety, adequacy and inspection of erection bracing, shoring, temporory supports, eta,
is the sole responsibly of the Contractor.
3. The Engineer sholl not be responsible for the methods, techniques and sequences ot
procedures to pertorm the Work. The supervision of the Work is the sole responsibility of
the Contractor.
4. Drawings indicote general and typicol details of construction. Where conditions are not
specitiwlly shown, similar details of construction sholl be used, subject to opproval of the
Engineer.
5. All structural systems which ore to be wmposed of components to be field erected shall be
supervised by the Supplier during manufacWring, delivery, handling, storage, and erection in
accordance with the Supplier's instructions anG requirements.
6. Loading applied to lhe strudure Guring lhe process of construction shall not exceed lhe safe
load-wrrying wpacity o( lhe structuml members. The live loading used in the design of
this stmcture is indicated in the "Design Criteria Notes". Do not apply any construction
loads until structuml framing is pmpedy connected together and until all temporary bracing
is in place.
7. AIl ASTM and other referenced standards and codes are for the latest editions of these
publications, unless otherwise noted.
B. Shop Drawings and other items shall be submitted to the Engineer for review prior to
fabrication. AIl Shop �rawings shall be reviewed by the Contractor before submiHal. The
Engineer's review is to be for conformance with the design concept and generol complionce
with the relevant Contract Dacuments. The Engineer's review does not relieve the
Contractor of the sole responsibilily to review, check, and coardinale the Shop Drawings prior
to submission. The Contractor remains solely responsible (ar errors and amissians associated
with the preparatian o( Shop Drawings as they pertain to member sizes, details, dimensions,
etc.
9. Submit Sho Drawin s in lhe form of blueline blackline. rints min. 2 sets max. 5 sets
P 9 � P � � )
and one reproducible blackline or sepia copy. As a minimum, submil lhe (ollowing items
for review:
A. Concrete Mix Design(s).
B. Reinforcing Steel Shop �mwings.
C. Stmctural Steel Shop �mwings.
D. Steel Joists and Joist Girder Shop Orawings.
E. Steel �eck Shop Drawings.
E Pre-Manufoctured Waod Tmss Systems.
10. When colculotions are induded 'm the submittals for components of work designed and
certified by a Speciolty Structuml Engineer, the review by the Structural Engineer of
Record (SER) sholl be for conformance wiM the relevant Contract Documents. The SER's
review does not relieve the Specialty Struchrol Engineer trom responsibility tor the design of
their syslem(s) anG the coorGination with the elements o( lhe structure under the
certification of the Engineer of Record, or other Specialty Stmctural Engineers. The SER�s
review does not constitute a warranty of the acwmcy or completeness of the Specialty
Structurol Engineer's design.
11. Conhoctors sholl visit the site prior to bid to ascertain conditions which may adversely
offect the work or cost thereof.
12. No structural member moy be cut, notched, or otherwise reduced in strength without
written direction from the Engineer of Record.
13. When modificotions are proposed to structurol elements under the design ond certificotion
of a Speciolty Engineer, written wthorimtion by the Speciolty Engineer must be obtained and
submitted to the Engineer of Record for review, prior to pertorming the pmposed
modificotion.
FOUNDATIONS
1. Proofroll slob on grode areas with o medium-weight mller or other suitable equipment to
check for pockets of soft moteriol hidden beneath o thin crust of better soil. Any unsuitable
moteriols thus exposed should be removed and reploced with wmpacted, engineered fill os
outlined in the specificotions. Proofrolling operotions sholl be monitored by Me Testing
AgencY.
2. All engineered fill beneath slobs and over footings should be wmpacted to a dry density of
at least 90% o( lhe Modi(ied Proctor maximum dry density (ASTM D-1557). All fill which
shall be stressed by (oundation loads shall be approved granular malerials compaded to a
dry densily of at least 95% (ASTM D-1557). Coordinate all fill and compaction operations
with lhe Specificalions and the Subsurface Imesligation.
3. Compaction shall be accomplished by placing fill in oppmx. 8" lifts and mechanically
compacting each lift to at least Me specified minimum dry density. For large oreas of fill,
field density tests shall be pertormed (or each 3000 square feet of building orea for each
lift as necessary to insure adeqmte compaction is being achieved.
4. Bottom ot footing elevation shall be at 3'-0", minimum, below finish grode.
5. Column footings and wall footings shall bear on firm natural soils or well-compacted
engineered fill. A soils report was not provided for this pmject. The contractor rs responsible
for retaining the services of a qualified Geotechniwl Engineer licensed in the state of Indiana
to verify adequate soil bearing copocities at all column and wall footings and recommend
remedies for oreas that do not meet minimum bearing copocities indiwted below:
A. Isolated Spread Footings: 1,500 psf
B. Continuous Wall Footings: 1,500 psf
6. It is essentiol thot the foundations be inspected to insure that all loose, soft or otherwise
undesimble material (such as organics, existing fill, etc.) is removed and that the
foundation will bear on satisfactory material. The Testing Agency shall inspect the subgmGe
and perform any necessary tests to insure thal lhe acWal bearing capacities meet or
exceed the Gesign capacities. The Testing Agency shall verify lhe bearing capacily al each
spread column footing and every 10 feet on center (or strip footings prior to placemenl of
concrete.
7. Place foolings the same day lhe excavalion is pertormeG. I( lhis is not possible, lhe
foolings shall be aGeqmtely protected againsl any detrimental change in condition, such as
from Gisturbance, rain and freezing.
RELEA5E0 FOR CONSTRIICTI�N co�o-a«o� o�e each Sub-Contraclor to �e��rY <he �o�a��o� or
�, or not shown, anG establish safe working conGitions before
Su6jec��o compliance with allregula�ions
ofStateantlLocalCodes ie entire building anG field verify all dimensions prior to
City of Carmel
�un��\i lo•rvalM.��
DATE: 06�� 7�20
CONCRETE
1. Reinforced concrele has been GesigneG in accorGance with the "Building Code Requiremenls for Stmclural
Concrele' (ACI b18), latesl edition.
2. Mixing, tmnspoding, and placing of concrete shall conform to the lotest edition of the "Specificotions for
Simdural Concrete for Buildings" (AQ 701).
3. Concrete in the following areas shall consist of mlural sand fine aggregates and normal weight coarse
oggregales conforming to ASTM C33, Type I Porllond cement conforming lo ASTM C150, and shall have
lhe following compressive strength (F'c) at 28 days:
4,000 psi: Footings, pilasters and piers
4,000 psi: Concrele slabs on gmde
4,000 psi wilh 6%, t1% entmined air by volume:
Relaining walls, knee walls and foundation walls, Curbs, sidewalks
and olher Concrete exposed ta de-icers or freeze/thaw condilions
4. Fly ash moy be used os a pozzolan ta replace a podion of the cement in a concrele mix, subjecl lo
the appmval of Ue Slmctuml Engineer. Fly ash, when used, sholl conform lo hSTM C618. Concrete
mixes using fly ash sholl be pmpodioned lo accounl for the pmpedies af the specific fly ash used and
ta accounl far the (ly ash e(fects on lhe pmpertles of the concrete. The mtia of lhe amount of the
fly ash to the amounl padland cement in the mix shall nat exceed 20 percent.
5. Adjustment af slump by adding water to the mix at the jab sile shall occur as follows. Adjustment
shall be made one time only with o moximum of 2 gollons of water per cubic yard such that the
specitied slumps and water/cement mtios are not exceeded. The concrete sholl be mixed after the
addition of water one minute per cubic yord to a maximum of 5 minules.
fi. Protect the concrete sudace between finishing opemtions on hot, dry days or my time plostic shrinkoge
cmcks could develop by using wet budap, plostic membmnes or fogging. Protect concrete surfaces at
oll times from miq hoil or other injurious effects.
7. Horizontal joints will not be permitted in concrete constmction excepl as shown on the contmct
documents. Verticol joints shall occur at locations approved by the Stmctuml Engineer.
CONCRETE SlA9S ON GRADE
1. Slabs on ra7e shall be consUucted in accordance with the blest eGilion of lhe °Guide for Concrele
9
Floor and Slob Constmctlan° ACI 3021R.
� �
2 In addilion lo the specifications noted elsewhere, concrele far intenor flatwork shall confortn ta lhe
following:
576 Ibs. of cemenl per cublc yard af cancrete, minimum
0.44 maximum water cemenl mtia
3 inch maximum slump prior to addilion of plasticizers
5 inch maximum slump if plasticizers are not used
Aggregote size: 3/4" minimum, 1 I/2" moximum
Midmnge or highmnge water reducing odmixture required
3. In oddition to the specificotions noted elsewhere, concrete for exterior flotwork curbs and walls exposed
to freeze/ihaw shall con(orm to lhe following:
576 Ibs. of cement per cubic yard, minimum
0.44 maximum water cement mtio by weight
6%, f1% Entmined air by volume
3 inch maximum slump prior to addition of plasticizers
5 inch maximum slump if plasticizers are not used
Aggregate size: 3/4° minimum, 1 1/2" maximum
Midrange or highmnge waler reducing admixlure required
4. Place concrele in a manner so as to prevent segregation of the mix. Delay floaling and troweling
opemlions unlil the concrete has lost suAace waler sheen or all free water. Do not spnnkle free
cement on lhe slab surface.
5. Pmvide curing of concrele slabs immedialely after finishing using a spmyed on IiquiG curing compound.
Other methods may be used wilh approval by sUuctural engineer.
6. Slabs on grade shall receive a smooth tmwel finish, and be placed lo achieve the following minimum
lolemnces:
Overall values: FF = 35, FL = 25
Local values: FF = 25, FL = 15
CONCREfE REINFORCING
1. Reinforcemenl other than cold drawn wire for s imis and welded wire fabric sholl have
P
deformed surtaces in accordance with A.S.T.M. A615.
2. Reinforcing steel shall conform lo ASTM A615, Grade 60, unless noled.
3. Welded wire fabric shall conform to ASTM A185, unless noted.
4. Where hooks are indicated, provide standard hooks per A.C.I, and C.R.S.I. for all bars unless
other hook dimensions are shown on the plans or details.
5. Reinforcemenl in footings, walls and beams shall be continuous. Lap bars a minimum of 36
diometers, unless noted otherwise.
6. Reinforcemenl shall be supported and secured against displacement in accordance with the
Concrete Reinforcing Steel Institute's "Manual of Standard Pmctice'.
7. Details of reinforcing steel fabricotion and placement sholl conform to ACI J75 -"Details and
Detailing of Concrete ReinforcemenC' and ACI 315R -"Manual of Engineering and Placing
Drawings for Reinfomed Concrete Structures', unless otherwise indicated.
B. Spread reinforcing steel amund small openings and sleeves in slabs and walls, where
possible, and where bar spacing will not exceed 1.5 times the normal spacing. Discontinue
bars at all large openings where necessary, and pmvide an area of reinforcement, equal to
the interrupted reinforcement, 'm full length bars, dlstributing one-halt each side of the
opening. Where shrinkoge and tempemture reinforcement Is interrupted, add (2)-#5 x opening
dimensian + 4'-0" on each side of the opening. Provide �5 x 4'-0" diagonal bars in both
faces, at each corner of openings larger lhan 12' in any direction.
9. Provide standees for the support of top reinforcement for footings, pile caps, and mats.
10. Provide individual high chairs wilh support bars, as required for lhe support of top
reinforcement for supported slabs. Do not provide standees.
11. Provide snap-on plaslic space wheels to mainlain required concrete cover for vertical wall
reinforcement.
12. Where walls sit on column footings, provide dowels for the wall. Dowels shall be the same
size and spacing as lhe veRical wall reinforcemenl, unless noted otherwise, with lap splices
as shown on the applicable sections. Install dowels in the footing forms before concrete is
placed. Do not stick dowels into foolings after concrete is placed.
13. Field bending of reinforcing steel is prohibited.
14. Minimum concrete cover over main reinforcing sleel shall be as follows:
3' at foundations
2" at all dirl faces of walls and beams exposed to the weather
1-1/2" at all pier and column lies
3�4" at other wall faces and in stmctumi slabs unless shown or noted otherwise.
DRILLED-IN DOWELS & ANCHOR BOLTS/RODS
1. All reinforcing steel and threaded rod anchors lo be installed in 2-parl chemical anchoring system
shall be treated as follows:
A. Drill holes larger lhan bar or rod to be embedded. Coordinate hole diameler with
Manufacturer's recommendations.
B. Holes must be cleaned and prepared in occordance with Monufachrer's recommendations.
Q When reinforcing steel is encountered during drilling for installotion of onchors, stop drilling,
use a sensor to bwte the reinforcing in the surrounding area and inslall onchor(s) as dose
as possible to the originol lowtion. Contact the Engineer of Record for direction when the
revised location is more than 2" from the original localion, or when lhe original function of
the anchorage is significantly allered. When in doubt, contact the Engineer of Record for
direction.
D. Drill the hole a minimum of 15 bar diamelers or as shown on the plans.
E. For solid substmte, use a two-part adhesive anchoring system, Hilli HIT HY 100, or approved
equal.
F. For anchomge into hollow substmle, use a two-part adhesive anchoring system, Hilti
HIT-HY 70 injectable mortar and mesh sleeves, or approved equal.
G. Reinforcing steel dowels shall be ASTM A615, Grade 60, unless noted.
H. Anchor mds shall be I50 898 5.8 (Hilti HAS-E), unless noted. Pmvide finish as noted on
the �mwings. If not noted, pravide hot-dip galvonized finish for interior applications. Provide
stainless steel finish for all exterior applications, unless noted.
2 When column anchor bolts hove been omitted, mislocated ar domaged by constmction opemtions,
the Contrmtor must obtain the written approval of the Engineer of Record prior to repair or
replacement.
A. As a precaution, the af(ected column must be guyed and braced after repair for the balance
of lhe erection period.
B. As an oltemate to guying and bracing, the Contmctor moy at his opfian, emplay a Tesfing
Agency to pertarm a tensile pull test to con(irm the strength af the repaired or replaced
anchor bolt. The tensile mo( load must exceed 1.33 x the desi n load o( the ori inal
P 9 9
anchor without causin distress of the anchar bolt or the surmundin concrete. Reference
9 9
the following table for the minimum proof loods:
3/4" diometer: 11.6 kips
7/8" Giameter: 16.0 kips
1 ° diameter: 2�.9 kips
Note: Values listed above are for ASTM F-1554, Gmde 36 materiaL When higher gmde
or strengM materials are specified, refer to the AISC Manual of Steel
Constmction for minimum allowable loads to be multiplied by 1.33.
C. When affected anchor bolts are part of a fixed moment resisting column base, such
as those in moment-resisting space frames, canopies, or fixed base installations, the
repaired anchor bolts must be proof-looded, or the affected column footing and/or
pier reploced in its entirety.
D. When affected anchor bolts are 1-1/8" diameter or larger, the a((ected calumn footing
and/or pier must be replaced in ils entirely.
E. When affected anchor bolts are parl of a braced fmme, lhe affected column footing
and/or pier must be replaced in its entirety.
F. Prior to erectian, the contmlling Contmctor must provide written notlfication ta the
Steel Erectar if there has been o repair, replacement or modification o( the anchor
bolts for that column.
E%PANSION and SLEEVE ANCHORS
1. Expansion and sleeve onchors shall be carban steel anchors as manufactured by Hilti Fastening Systems or
appmved equal. Install onchors in conformance with the mawfacWrer's recommendatlons and the contmct
doamenls.
2. Masonry cores receiving 3/4" diameter anchors shall be filled wilh coarse groul mnforming lo ASTM C476 with
a minimum compressive strength of 2,000 psi al 28 days. Do not install anchors in mortar joint.
3. Do not Inslall expansion anchors in concrete until concrele has atlained the specified 28-Gay compressive
sUength.
4. Test expansion, sleeve and epoxy anchors prior lo connecting steel to anchors.
WOOD TRUSSES
1. Prefabriwted wood trusses shall be detailed, fabriwted and erected in accordance with
the latest editions of the Timber Construction Manual by the American Institute of Timber
Construction (AITC), the National Desian Soecification for Wood Construction by the
Notional Forest Products Associotion (NFPA) and in accordance with the lotest criterio
established by the Truss Plate Institute (TPI).
2. Temporory and permanent bracing of wood trusses shall be in accordance with the latest
edition of Bracing Wood Trusses: Commentary and Recommendafons BWT by the TPI.
3. Wood trusses shall be designed to support the loads shown in the design data in addition
to the weight of the trusses.
4. Wood roof trusses shall be designed using the following allowable stress increase foctors:
Dead Load + Live Load: 1.15
Dead Load + Wind Load: 1.33
Dead Load + Live Load + Wind Load: 1.15
5. Deflection due to live load shall be limited to 1/360 of the truss span. For truss
cantilevers, the deflection due to live load at the end of the cantilever shall be limited to
1�180 of the cantilever dimension.
6. Truss plates shall be galvanized steel and shall be applied to both faces of the members
being connected.
7. Trusses shall contorm to the geometry shown on the architectural drawings.
8. The Truss Manutacturer shall prepare detailed working or shop drawings and shall submit
one reproducible copy and one blue line copy to the Architect for review prior to
tabrication. The approval drowings sholl show the design forces in truss members, the
sizes of truss plates the lumber species, commercial grade and normal duration design
values; required bracing and details necessary to enable fobricotion, erection and
construct of all parts of the work In occordance with the detail drawings and
specifications. These shop drawings will be reviewed for design features only. The Truss
Manufacturer shall be responsible for all dimensions, accuracy, and fit of work. Allow
time in schedule for shop drawings to be in engineer's office five working days for
review. All shop drawings shall be prepared and certified by a structurol engineer licensed
in the same state where the prqect is located.
9. THE CONTRACTOR SHALL INSTALL ALL TEMPORARY AND PERMANENT TRU55 BRACING AS
SHOWN ON THE TRU55 MANUFACTURER'S SHOP DRAWINGS.
Genesis Design, Inc.
5859 Courtyard Crescent
IndianapoGs� Indlana A6234
Telephone: 317 432 8169
djdixon@genesisdeslgnlnc.us
Archltecture
Engineering
PLVW00�
1. Plywootl and Orientetl Strand Board (OSB) panels shall be tletailed, fabricatetl and erected
in accordance with the latest criteria established by lhe American Plywood Association (APA)
including their latest edition of the PWwood Desipn SoecifcaKon (ond its Supplements).
2. Ptywood and Oriented Strand Board (OSB) panels shall be Identified with the appropriote
tratlemark of the APA and shall meel Ihe requirements of the lalest etlition of lhe U.S.
Producl Standard PS 1 for Constmction and IndusUial Plywood [or the APA PRP-108
Pertormance Standards and Pofcies for Structural-Use Panels].
3. Roof ponels sholl be installed with the long dimension (face groin) across the supports with
panels wntinuous over 2 or more supports (minimum 3 span wndition).
4. Stagger panel end joints. End joints sholl only ocwr over a support. Unless
recommenEed otherwise by the panel manufacturer, provide a 1/8" gap belween panel ends
and edges. Panel edges sholl be tongue-and-qroove, supported on 2' (nominol) lumber
blocking installed between tmsses or panel clips shall be provided.
5. Panels sholl be fostened to Meir supports as follows:
Roof panels:
6" o.c. along supportetl panel edqes antl at eave blocking and 12" o.c. at
intermediate supports with 10d galvanized �ox nails.
Wall shealhing:
6" o.c. at all studs and 6" o.c. at all top and bottom plates with 10d
galvanizetl box nails.
LUMBER
1. Structural lumber shall be detailed, fabricated and erecled in accordance with the latest
editions of the Timber Constmction Manuol by the American Institute of Timber Construction
AITC and the NaConal Des' n S ec'f'caTon for Wootl Constmcfon b the National Forest
� ) �P Y
and Product Association ANSI AF & PA NDS .
� � )
2 Wmber shall be No. 1 Southern Plne (E=1)00,000 psi, Fv=1]5 psi, Fb=1,fi50 psi, Fc=1)50 psi) kiln
dried, with o maximum moisture content of 15%, or approved equal (unless noted
otherwise).
3. Lumber for top plates supporting roof trusses shall be No. 1 Southern Pine (E=1,700,000 psi,
Fv=1]5 psi, @=1,650 psi, Fc=1,]50 psi) kiln dried, with a maximum moisture mntenl of 159„ or
approved equal.
0. Wmber used for blocking and oMer non-sUess related uses shall be Na 2 Southern Pine,
surface dry, with a maximum moisture content ot 19%.
5. Unless otherwise shown or noted, bolts and lag screws in connections of wood members
shall be made with material conforming to ASTM A30]. Standard wt washers shall be
usetl between lhe wootl antl boll head and the wood and nut.
6. Joist hangers and connec6on plotes shall be manufactured by Simpson Company or
approvetl equal.
�. Nails and other woad fostenings, unless otherwise noted, sholl conform to the btest edition
of the NaYonal �es'gn Soec'fcaCon for Wootl ConstrucCon by ihe NFPA.
8. Rough sawn timbers sholl be treated and finished as reqWred by the spedtications.
Weather exposetl members shall be heafed wilh CCA.
APPLICABLE CODES AND DESIGN DATA
THE BUILDING STRUCTURE HAS BEEN DESIGNED
IN ACCORDANCE WITH THE
INDIANA BUILDING CODE, 2014 EDRION (IBC 2012)
ROOF DESIGN LOADS:
TRU55 TOP CHORD
LNE LOAD ............................._20 PSF
DE4D LOAD .............................10 PSF
TRUSS BOTTOM CHORD
DEA� LOAD ...._ .......................1� PSF
ROOF SNOW LOADS:
GROUND SNOW LOAD (Pg) ..................20 PSF
FLAT ROOF SNOW LOAD (Pf) ...............20 PSF
SNOW EXPOSURE FACTOR (Ce) ............1
SNOW LOA� IMPORTANCE FACTOR (I)...1
THERMAL FACTOR (Ct) ..........................1
WIND LOAD DESIGN DATA
ULTIMATE DESIGN WINO SPEED (3 SECOND GUST).....115 MPH
WIND EXPOSURE .........................................0
OCCUPANCY CATEGORY ..............................II
INTERNAL PRESSURE COEFFICIENT (GCpi) ............... +0.18, -0.18
COMPONENTS AND CLADDING DESIGN PRESSURE..._ 20 PSF (STRENGTH)
SEISMIC DESIGN DATA
SEISMIC IMPORTANCE FACTOR (I) ............. 1
SEISMIC DESIGN CATEGORY..._....._....._..... C
SPECTRAL RESPONSE COEFFlQENTS & ACCELERATIONS
Sds ..........0.156 Ss .......... 0.146
Sdi ..........0.130 51 ..........0.081
SITE CLASS ................................................. D
DESIGN BASE SHEAR ......_....._....._....._....OS KIPS (SERVICE)
SEISMIC RESPONSE COEFFlCIENT (Cs)......0.078
RESPONSE MO�IFICATION FACTOR (R)_.....2
BASIC SEISMIC RESISTING SYSTEM
OROINARY REMFORCE� MASONRY SHEAR WALLS
ANALYSIS PROCEDl1RE UTILIZED
EQUIVALENT LATERAL FORCE PROCEDURE
�l➢niJni�t, ,
; op_. ���isrca o.tOZ';
'� N0, 4444 ` �
♦-. �_
.. s.nrc o� . �
��`
DAIE: 0}�06�20
OO
�
�
Schneider
C3fOMATICS
a dlNslon of
�ire Schneider Corporotlon
� �
� �
/� � <
I--�--I y m a' 2
� F-� c�o '� .i
Q., o a � w
Hti � V �
W � � w �
��y �--� �¢�' O'�" w
IT--�-�-I a q� V �
v � a � �
� � a � �
� W < �z
� � ti H �
r U
Z"i � cM^v
on.e. vaou¢cr rvo-
03/06/20 10829.002
oeawry ee cxecxeo ev,
FOX AEJ
SXEEi iIRF.
GENERAL NOTES
oeawwo racs
sHEEr no.:
����