HomeMy WebLinkAbout23 SP100 MISC SPECS.pdfSECTION: 01000
GENERAL REQUIFEMENTS:
L GENERAL CONTRACTOR TO NOTIFY THE OWNER IN WRITING, DURING THE
BIDDWG PROCESS, OF ANY �ISCREPENCIES FOUND IN THE PLANS OR
SPEQFICATIONS.
2 GENEFAL CONTRAGTOR IS ftE5PON5BLE FOR BALANCMG THE SOILS ON
SITE AND OISPOSING AF ANY EXTRA DIRT, CURBING, CONCRETE, ASPHALT
OR MISCELLANEOUS MATERIALS NECESSARY TO COMPLETE THE PROJECT
AS PER PLANS.IF BAD SOILS ARE ENCOUNTERED THE REMOVAL AN�
REPLACEMENT WILL BE BILLED AS TIME AND MATERIALS TO BE PAID
BY OWNER.
3. TEMPORARY POWER, LIGHT AND HEAT TO BE PAID BY CONTRACTOR_
4. IF POOR SOIL CONDITIONS ARE ENCOUNTERED DURING EXCAVATION FOR
FOOTINGS, THE REQUIRED EXCAVATION SHALL BE UNDERMMED AND
BACKFlLLED wITH COMPACTED {�53 STONE TO A DEPTH SUITABLE TO
OBTAIN A MINIMUM SOIL BEARING PRESSURE OF 3000 PSF AT THE COST
OF THE OwNER.
5. GENERAL CONTRACTOR SHALL BE RESPONSIBLE TOTAL PROJECT SUPERVISION.
6. DAILY PROJECT CLEAN-UP AND DISPOSAL SHALL BE REOVIRED BY EACH
SUBCONTRACTOR_
7. GENEFAL CONTRAGTOR SHALL BE RESPONSIBLE FOR RNAL PROJECT GLEAN-UP.
8. ALL WALL PENETRATIONS SHALL BE SEALED BY TRADE MAKWG PENETRATION
IN COMPLIANCE WITH BUILDING CODES AND TO SATISFACTION OF OWNER.
9. ALL WORK SHALL BE WARRANiED FOR A ONE (1) YEAR PEFIOD FROM
THE POSSESSION DATE.
10. ANY FINAL PUNCH LIST ITEMS SHALL BE TAKEN CARE OF WITHIN
seveNTV-rwo (�z) HouRS uPaN ReceiwNC PuNCH usr-
it ALL SUBCONTRACTORS ARE TO REVIEW SPECIAL NOTES.
12 ALL Sl1BCONTRACTORS ARE REQUIRED TO SUPPLY THEIR OWN MATERIAL STORAGE.
13. ALL WORK MUST COMPLY WITH ALL APPLICABLE GOVERNMENTAL AND/OR
AGENCY REQUIREMENTS AND CODES WCLUDING, BUT NOT LIMITED T0,
2008 InBC - 2008 Indiana Building Code (2006 IBC with state amendmentr;
ICC AN9 A117.1-2003
/ )
1999 Indiono Plumbing Code (1997 UPC with slate amendmenls)
2009 Intliana Electrical Cotle (2008 NEC with state amendments)
2008 Indiono Mechonicol Code (2006 IMC with state amendments)
2008 Intliana Fuel Gas Code (2006 IFGC with state amendments)
2008 Indlana Fire Code (2006 IFC with state amendments)
2010 Indlana Energy Conserwtion Code (0.SHRAE 90.1, 2007 with state amendments)
14. A SCHEDULE OF THE wORK REQUIRED AND A TIME TABLE FOR THE
COMPLETION OF ALL ITEMS SHALL BE PROVIDED TO THE OWNER BEFORE
WORK COMMENCES. ALL WORK MUST BE COMPLEiED IN A PROFESSIONAL,
WORKMANLIKE, AND TIMELY MANNER.
15. THE GENERAL CONTRACTOR SHALL PROVI�E THE OWNER WITH A NEATLY
MARKED SET OF "AS BUILT" CONSTRUCTION DOCUMENTS ALONG WITH A
LIST OF ALL SUBCONTRACTORS AND WARFANTIES WITHM (30) DAYS
OF COMPLETION OF GONSTRUCITON.
16. A VAIJD CERTIRCATE OF OCCUPANCY SHALL BE PRESENTED TO THE
OWNER PRIOR TO ACCEPTANCE OF COMPLETION OF GENERAL CONTRACTOR
WORK.
17. THE PROJECT DftAWINGS AND SPEQFACATIONS ARE A SET AND ARE
INTENDED TO COMPLEMENT EACH OTHER.IF THERE IS A CONFLICT BETWEEN
DRAWINGS AND SPECIFlCATIONS, THE MOST STFINGENT REQUIREMENT
SHALL TAKE PRECEDENCE
18- GENERAL CONTRACTOR TO PROVIDE A'�TURN-KEY� BWLDING PER PLANS
AND SPECIFlCATIONS.
19. SUBMITTALS:
Work Submittals: The provisions of this section apply to required
submlttals related to units of work not to adminlstrative
submittals induding payment requests, insurance certificates and
progress reports-
Speclol ProJecl Warrontles: 2 execuled copies, plus conformed
copies as required in maintenance manuals.
20. MAINTENANCE MANUALS:
Two (2) bountl mples.
Record Dwwin s: Ori inal mointoinetl mork-u rints lus Iwo 2
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photographic copies which ay, at Contractor's option, be reduced
[o not less than half size (509, reducGOn of wld[h and length).
SECTI�N: �2���
EXCAVATING, BACKRLLING AND
GOMPAGTING FOR STRUCTURES
1.01 FEFERENCES:
A Exce t as herein s ecified or as Indicated on the Drawln s the work of
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Section shall comply with the following-
1. FlSTM Stantlarde:
a D 1557 - Test Melhods for Moisture-Density Relatlons of Solls
and Soil Aggregate Mixtures using 10 Ib. Rammer and 18-inch Orop
1 A2 QUALIN ASSURANCE
A. Compactlon:
1. Denslty shall be determined by using the modlfied Proctor method,
ASTM D 1557.
2. Compact fill and backflll to at least 959, maxlmum denslty.
3. The first 12-inches of subgrade below all structures, fill ond
backfill on the Ste_
a Shall be tested for density.
b. Compact to at least 959 maxlmum tlensity If the exlsting density
Is below 959.
1.03 PROJECT CONDITIONS:
A Exisling shuctures and utillties:
1. Lowte all exlsting underground utilities prior to starting
excavaEOn.
2 Where service lines or structures are encountered which are In
active use�
a. Provide adequate protectlon for them.
b. Be responsible for damages to such u[ifities.
3. Provlde stand-by utillty service if temporary removal Is necessary
for o period exceeding 2 hours-
4. Where uPillty service connecYions to occupied bulldings must be
tempororily disconnected, give 8 hours no6ce to Me affected
occupants of the Pime and duration of the anticipated shut off.
5. Roise, lower, or move underground utilifies or slructures which
intertere wlth the Ilne or structure being mnstructed as part of
this Work.
PART 3 - EXECUTION
3A1 ExCAVAT10N
A. Rock excava6on:
1. NoCify ENGINEER prior to removal if rock is encountered.
2. Where rock Is encountered wlthin the excavotion, expose the surfoce
of the rock sufficiwt to permit adequate measurements to be taken
before the rock excavaGOn is gtarted.
B. Frost protecPion: Protect bottoms oP ezcavations from frost.
392 FlLL'.
A. Generol:
1. Do not place PIII unYJ the subgrade has been examined by ENGWEER.
2 Ploce Pill In even loyers not exceeding 10 inches In depth ond
thoroughly mmpact as herein specified.
3. Do nol place additlonal flll until wmpoc6on on o fiPt complles
with specification requirements.
4. If on analysls oP the soil being ploced shows a morked dilPerence
from 1 location to another, the fill being placad shall not be
mode up of a mixture of these moterlols.
5. Handle each different type of material continuously so that field
control of moisture and densty may be basetl upon o known type of
material
6. Do nol ploce 011 following o heavy roin without firsl moking
certain on Isobted test areas that compactlon can be obtained with-
out damoge to the already compocted fill.
B. Compaction:
1. Select compaction equipment to achleve the reqWred compaction with-
out damaging adjacent structures.
2 Suggested equlpment selecNons�.
a. If soil Is predominantly granular, use pneumatic tired or
vibratory drum rollers loaded to not less than 325 pounds per
rated inch of tlre wldth.
b- For clay fills, compact each loyer wilh sheepsfoot rollers.
Rollers shall have staggered rows of feet projecting not less
Uan � inches trom drum and shall be loaded lo produce at least
200 pounds per square inch of tamping area 'm wntact with the
ground.
c Compact around structures with hand-operated vibrating compactors
!or gronulor soils and Barco rommer type compoctors for Goy soll
C- Moisture-
1. Compact all fill with the molsture contant as establlshed by the 95%
intercepts on the moisture density curves or the moisture content
at the shrinkage Gmit, whichever is less.
2. If fill moteriol is too wet, provide and operote approved means to
assist the drying of the fill unfil suitable for compaction.
3. If fill moteriol is too dry, provide and operote approved means to
add moisture to the fill layers.
3.03 STRUCTURE BACKFlLL�.
A. General:
1. Remove debns from excavations before backfllling.
2 Do nol backfill ogolnst Poundation wolls untiL
a. Approved by ENGWEER
b- All indicated perimeter Insulotion is In pbce.
3. Protect insulation during filling operatlons.
4. Wherever possible, backfilfing sholl be simWtaneous on both sides
oP walls to equalize lateral pressure.
5. Do nol backfill on onl 1 side of verticall s annin wolls unless
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walls are ade uatel shored or ermanent construction is in bce
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to Pumish loteral support on both top and boltom of wall.
6. Place all backfill ln layers not exceeding 10-inches In dapth.
7. Do nol place backfill on £rozen subgrode-
3.04 EXGESS WATER GONTROL
A. Regulations and permits:
1. Obtain all necessary soll erosion control permits.
B. Unfavorable weather:
5. Do not place, spread, or roll any fill matenal during unfamrable
weather wnditions.
2 Do nol resume operations until moisture content and flll density are
satisfactory to ENGMEER.
C. Pumping and drainage:
L Provlde, molntaln, ond use at all times during constructlon adequale
means and devices to prompHy remove and dispose of all water from
every source entering the excavaUOns or other ports of Me Work.
2 Dewater by means whlch will ensure dry excavations, pressure final
lines and grodes, and do not disturb or disploce adjacent soil. Use
wells, portable pumps, temporary underdrains or other methods as Is
necessary.
3. Perform pumping and drainage:
o- In such o monner to cause no damoge to property or struclures and
without 'mtarterence wlth the rights of the publlc, ownars of
pnvote property, petlestrians, vehiwbr trofftc, or the work of
other contractors.
b- In occordance with oll pertinent bwg, niles, ortlinonces and
regubtlons.
4. Do not overload or obstruct existing drainoge foblities.
5. Provide berms or channels to prevwt flooding of subgrade. PrompHy
remove all woter collected In depression.
3.05 DISPOSAL OF EXCESS EXCAVATED MATERIAL
A. Generab.
L Remove and properly dispose of oll excavated moterlol not needed lo
completa filling and backPllling.
2. Dispose of excess excavated moteriol ot a bcation otf the Site.
(Unless o[herwise specifed)
3. Disposal of moteriols sholl not violote lows, rules, regubtions and
the fika regarding the filling of flood plains, wet lands and other
envlronmentally sensltive areas.
4. Provide adeqmte wntrols to ma'mtain disposal sites in a neat and
safe condltlon by perlodic leveling of motenal, the control of
erosion and such other practices as are necessary.
3.06 CLEANUP:
A. U on com letion of the work of this Sedlon remove all rubblsh trosh
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and debris resWting form construction operations. Remove surplus
equlpment ond tools. Leave the Site In o neat and orderly condition
acce table to ENGMEER and 'm conformance wlth SWPPP.
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SECTION: 03000
CONCRETE REQUIREMENTS:
FOUNDATIONS
1. A soils report was not prwided for this project. This controdors is
res onsible for contactin a ualified Geotechmwl En ineer to verif thot the
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existin sub-surface conditions and other soils related items are ade mte for the
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design requirements listed below.
2 Exterior footings sholl bear o minimum of 3'-0" below finish grade
3- Foundations have been designed for the following net soils pressures:
Isolated Spread Pootings'. 2,000 psf
Continuous Wall Pootingr 2,000 psf
4_ Faundation excavation shall be made to plan elevatians. The soil canditions
beneath foundations sholl then be inspected by a qualified Geotechnical Englneer_
If the soils under the foundations are unocceptable, Use one of the following
procedures'.
A. Remove the unacceptable soil and backfill with engineered fill compacted to
1009 standard proctor density and in accordance with the geotechnical report
or inspeding Engineer.
B- Lower the fooPing to an acceptable soil.
5. Ezcavatians for spread footings, combined footings, continuous footings
ond�or mot foundations sholl be cleaned and hand tampered to a unlform surface.
Pooting excavotions sholl hove the sides and bottoms temporory lined with 6 mil
visqueen if placement of cancrete does not occur within 24 hours of the
excavation of the footing.
6. Soils under the slab-on-grade shall be compacted per the geotechnical
report. Soils work shall be inspected by a material testlng lab.
7. Foundation condi6ons noted during constructlon, which differ from those
described int eh geotechnical report sholl be reporfed to the Structural Engineer,
Geotechnical Engineer and construction manoger before further construction Is
attempted.
CONCRETE
1. Relnforced concrete hos been designed in occordance with the "Building Code
Requirements for Structural Concrete" (ACI 318-95) and Commentary (ACI
318R-95).
Z Mixing, transporting, and placing of concrete shall conform to the latest
edition of "Specifcations for Structurol Concrete for Buildings" (ACI 301).
3- Concrete in the follawing areas shall consist of natural sand fine aggregates
and normal weight coarse aggregates conforming to ASTM C33, Type I Portland
cement conforming to ASTM CiSQ and shall have the following compressive
strength (F'c) at 28 days:
3000 psi: Pootings, pilasters, pedestal, and slabs on grade
4000 psi with 6% +/- 1-1/2% entrained air by volume'.
Retaining, knee and foundations walls, Curbs, sidewalks and ather
Concrete exposed ta de-icers or freeze�thaw conditions
1. Fly ash may be used as a pozmlan to replace a portion of the
cement in a mncrete mix, subjet to the approval of the Structural
Engineer. Fly wh, when used, sholl conform to ASTM C678. Concrete
mlxes using fly osh sholl be proportioned ta account for the properties of
the spedfic fly ash used and to account far the fly ash effects on the
properties of the concrete. The rotio of the amount of the fly osh to
the amount portland cement in the mix shall not exceed 20 percent.
2. Adjustment of slump by adding water to the mix at the job site
shall occur as follows. Adjustment shall be made one time only with a
mazimum of 2 gallons af water per oubic yard such that the speclfied
slumps and water�cement ratios are not exceeded. The concrete shall be
mixed after the addition of water one minu[e per cubic yard to a
mazimum of 5 minutes.
3. Protect the concrete surface between finishing opero6ons on hot, dry
days or ony time plos6c shnnkage crocks could develop by using we
burlop, plostic membranes of fogging. Protect concrete surfaces at all
times from rain, hail or other injunous effects.
4. Horizontal joints will not be permitted in concrete construcCion
except as shown on the concrete documents. Vertical joints shall occur
at locations approved 6y the Structural Engineer.
CONCRETE SLABS ON GRADE
L Slobs on grade shall be constructed In accordance with the latest
edi6on of the "Gulde for Concrete Floor ond Slob Construction° (ACI
3021R).
2. In addition to the specifications noted elsewhere, mncrete for
interia flotwork sholl conform to lhe following:
470 Ibs. of cement per cubic yard of concrete, minimum
0.47 maximum water cement ratio
3 inch maximum slump prior to addition of plasticizers
5 inch maximum slump if plasticizers are not used
Midrange of highrange water reducing admixture required
3. In addtion to the specifiwtions noted elsewhere, concrete for
extenor flatwork curbs and walls exposed to freeze�thaw shall conform to
the following:
564 Ibs- of cement per cubic yard, minimum
Q45 maximum water cement ratio by weight
3 inch maximum slump pnor to addition of plasticizers
5 inch maximum slum if lasticizers are not used
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Midran e or hi hran e waler reducin admixlure re uired
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4. Place concrete in a manner so as to prevent segregation af the
mlx_ Delay Floating and troweling operations until the concrete hos lost
surfoce water sheen or oll free water_ Do not spnnkle free cement on
the slob surface.
5. Provide curing of concrete slabs immediately after finishing using o
sprayed on liquid curing compound. Other methods may be used with
approval by structural engineer.
6. Slabs on grade shall receive a smooth trowel finish, and be placed
ta achieve the following minimum tolerances:
Overall values�. FF = 35, FL = 25
Local values FF = 25, FL = 15
WLD WEATHER WSTALLATION REQUIREMEMS
1. Adequate equipment sholl be provided for heating concrete moteriols
ond protecting conaete during freezing or near freezing weather.
2 All concrete materials and all reinforcement forms, fillers, and
ground with which conerete Is to come in contact shall be free from
frost.
3. Frozen materials or materials containing lce shall not be used.
2104.322 Construction requirements for temperotures between 32'F (0'C)
and 25F (-4'C). The requirements af SecCion 2104.321 and the
following construction requirements sholl be met when the amblent temperoture
�s eerwee� 3rF (o�c) a�d 2sF (-a�c)�.
L The mortar temperature shall be maintained above freezing until used in
masonry.
2. Aggregales and mixing woter for grout sholl be heated lo produce grout
temperature between 70'F (21'C) and 120'F (49'C) at the tlme of mixing.
Grout temperature sholl be maintained above 70'F (21'C) at the time of grout
placement.
3. Heat AAC mosonry units to m'mimum temperoture of 40'F (4'C) before
installing thin-bed mortar.
2104.32.3 Construction requirements for temperatures between 25F
(-40) and 20'F ( 7'G). The requlrements of SecHons 2104.3.21 and
2104.322 and the following construction requiremwts shall be met when the
amblent temperature is between 25'F and (-4'C) and 20'F (-7'C):
L Masanry surfaces under canstractian shall be heated to 40'F (4'C).
2 Wind breaks or endosures shall 6e provided when the wind velocity
exceeds 15 mile per hour (mph) 24 km�h.
3. Prior to grouting, mosonry sholl be healed to a minimum o( 40'F (4'C).
2104.32.4 Construction requlrements for temperotures below 20'F (-7'C).
The requirements of Sections 2104.32.1, 2104.322 and 210432.3 and the
following construcPion requirement shall be met when the ambient
temperature is below 20'F (-7'C): Endosures and auxiliary heat shall be
provided to ma'mtaln alr temperature wlthin the endosure to above 32F (0'C).
2104.3.3 Protection. The requirements af this section and Sections
2104.3.3.1 [hrough 2104.3.35 apply after the masonry is placed and shall be
based on anticipated minlmum daily temperoture for grauted masanry and
onticlpated mean daily temperature for ungrouted mosonry.
2104.3-3.1 Glass unit masonry. The temperature of glass unit masonry
sholl be molntalned above 4PF (4'C) for 48 hwrs after construc6on_
2104_3-32 AAC mwonry_ The temperoture of AAC mosonry sholl be
ma'mtalned above 32F (0'C) (or the first 4 hours after thin-bed mortar
opplication.
2104.3.3.3 Protection requlrements for temperatures between 40'F (4'C)
and 25F (-4'C). When the temperature ls between 40'F (4'C) and 25F
(-4'C), newly constructed mosonry sholl be covered with a weather-resistive
membrone for 24 hours after bem com leted.
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2104.3.3.4 Protedion requirements for temperatures between 25F (-4'C)
and 2PF (-7'C). When the temperature Is between 25F (-4'C) and 20'F
(-7'C), newly constructed masonry shall be completely covered with
weather-resistive insulated blankets, or equal protectloq for 24 hours after
being completed. The time period shall be extended to 48 hours far grouted
masonry, unless the only cement in the grout is Type III Portland cement.
2104.3.35 Protection requlrements for temperatures below 26F (-7'C).
When the temperoture is below 20'F (-7'C), newly constructed mosonry sholl
be ma'mtalned at a temperature above 3ZF (0'C� Por at least 24 hours
ofter being completed by using heated enclosures, electric heating blankets,
lnfrared lomps or other acceptable methods- The 6me period sholl be
extended 48 hours for grouted masonry, unless the only cement in the
grout is Type III Portland cement.
2104.4 Hot weather construction. The hot weather construdion provisions of
AG530.1�ASCE 6�TM5 W2, Article 1.8D, ar the fallowing procedures shall be
implemented when the temperature or the temperature and wind vebcity limits
of this section are exceeded.
2104A.1 Preparation. The following requirements shall be met prior to
wnduction masonry work.
SECTION: 04000
MASONRY REQUIREMENTS�. 21044.1_7 Temperoture- When the ambient temperature exceeds 100'F
(38'C), or exceeds 90'F (32'C) wlth o wfnd velocity greater than 8 mph (3.5
1. Reinforcing steel shall be deformed bars of new billet steel conforming to m�s):
ASTM A615-90 with a minimum yield strength of 60,000 psi. 1. Necessary conditions and equipment shall be provided to
2 Reinforcing steel, whlch is to be welded, shall conform to ASTM A706 produce mortar having a temperature belaw 120'F (49'C).
'Low-Alloy Steel Deformed Bars for Concrete ReinforcemenY. 2 Sand plles shall be maintained in a damp, loase condltlon.
3. Reinforcing bar detailing, fabricating, and placing shall conform to the
latest edifion of 'Specificafions for Structural Conerete for Buildings" (ACI 301). 2104.4.12 Speciol conditions. When the ambient temperoture ezceeds
4. Provide standard bar chalrs and spacers as required to ma'mtaln speciPied 115F (46'C), or 105F (40'C) with a wlnd vebcity greater than 8 mph (3S
concrete protection. m�s), the requlrements of Section 2104.4_7_7 shall be implemented, and
5. Reinforcement bars sholl not be lack welded, welded, heated or cut matenols and mlxing equlpmwt sholl be shaded from direct sunlight.
unless indicated on the controct documents or opproved by Structurol Engineer.
8. Unless otherwise shown or noted, spllcing of reinforcing bars shall p�pq.q.p Construction. The following requirements shall be met whlle
conform to ACI 318-95. Where the length of lap is not shown or noted, masonry work Is In progress.
provide a Class 'B" lap at spllces.
9. Horizontal bars ln walls or grade beams shall be bent at comers and 2104.421 Temperature. When the ambient temperature exceeds 100'F
intersections in a wa that continuit is rovided throu h the 'oinL Se arate
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corner bars af lhe same size and spacing as the horizontal reinforcing may m�s)'
be substituted for the bent bars. L The temperature of martar and grout shall be maintained below 120'F
10. Unless noted otherwise rovide 2- 5 bars one each face around
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49'C .
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unframed openings in concrete walls and grade beams. Place bars parallel to 2 Mixer, mortar transport containers and mortar boards shall be fWshed
sides of the opening ond extend 24° beyond corners. with cool water before they come �mto contact with mortar ingredlents or
11. Provlde galvonfzed sleel wlre joint reinforcement In oll mosonry mortar.
construc6on. Reinforcement shall be continuaus and lapped sixteen inches at 3. Mortar consistency shall be maintained be retempering with cool water.
splices. Cut reinforcement at all control ond expansion jaints Space 4, Martar shall be used with 2 hours of initial mixing.
remfarcement at 8' on center for stack bond constructioq parapets and belaw 5. Thln-bed mortar shall be spread no more than 4 feet (1219 mm) ahead
building Floor elevatioa Bsewhere space reinforcement at 16 �mches on center. of AAC masonry units.
6. AAC masonr units shall be laced with one m'mule after s readin
MASONRY Y P P 9
thin-bed mortor.
1. Concrete roasonry hos been designed in occordance with the lotesl p704.422 Speciol conditions. When the ambient temperaWre exceeds
edition of the Building Code Requirements for Concrete Masonry Structures° 115F (46'C), or exceeds IOSF (40'C) with o wind velocity greater thon 8 mph
(AI 530). . .
2. Conaete mosonry construcGon sholl conform to lhe lotesl edition of the �3.5 m�s), the reqwrements of Section 2104.421 shall be �mplemented and
'Specification for Concrete Masonry Constructlon' (ACI 530.1). cool mlxing water shall be used In martar and grout. The use of ice shall
3. Concrete mosonry construcGon sholl be inspected as required by the not be permitted in mixing water when added to the other mortar or grout
materials.
'Specifications for Conerete Masonry Construction' (AG 530.1�. p�p¢.4.3 Pratection. When the mean dally temperature exceeds 1�0'F
4. Concrete masonry construcCion shall have a minimum campressive (38'C) or exceeds 9�'F (32C) with a wind velocity greater than 8 mph (3.5
strength (f'm) of 1,500 psi at 28 days. m�s), newly constructed masonry shall be fog sprayed until damp at least
5. Mortar shall be type M below grade and type M or S abave grade three times a day unEJ the masonry is three days old.
propartioned in accordance with the latest edition of ASTM CDO or C476.
6. Unless otherwise noted, reinforced masonry cores, core specifled to be SPECIAL REQUIREMENTS:
filled on the drawings, and bond beams shall be filled with concrete with a L MASONRY CONTRACTOR WILL BE RESPONSIBLE FOR SETTING VERTICAL REBAR
minimum 2,500 psl compressive strength at 28 days, 3/4" mazimum W FOOTERS AT PROPER LOCATIONS. WORK TO BE COORDINATED WITH
aggregate and 7" mazimum slump. FOOTER CONTRACTOft.
7. Unless otherwise noted, provide two 1�2" dlameter x Y-2° hooked 2 MASONRY CONTRACTOR WILL BE RESPONSIBLE TO FUFNISH BRACING
anchor bolts at beam bearings shown on framing plans. Space at beam MATERIAL AND BRACE ALL BLOCK WALLS DURING CONSTRUCTION.
9°9e' 3. MASONRY GONTFACTOR TO INSTALL ALL STEEL WALK DOOR FFAMES.
8. Beams, lintels, joists, etc. shall bear on bond beams or hollaw masonry
units with cores filled solid with grouL See drawings for minimum 4. THE TOPS OF ALL MASONRY WALLS TO BE COVERED (AT THE END OF EACH
requirement5. WORK DAY) TO PREVENT ANY MOISTURE FROM ENTERING THE WALL SYSTEM.
S�CCTI�N: ��J���
21043 Cold weather construction_ The cold weather construcCion provisions METAL FABRICATIONS:
o( ACI 530.1�ASCE 6�TMS 602, Artide 1.8 C, or the (ollowing procedures sholl SCOPE
be implemented when either the ambient temperature falls below 46F (4'C) or Fumish all laboq material, tools, and equlpment necessary to
the temperoture of mosonry units ls below 40'F (4'C�. complete all steel, and iron work shown on the drawings and herein
speci£ied-
2104.3.1 Preparation. GENERAL
1. Temperature9 of mo9onry units 9hall be not be le9s Ihon 20'F (-TC� Deslgn fabriwtion shall comply wlth the recommenda0ons of the
when loid ln the masonry_ Masonry units containing frozen moisture, visible ice Americon InsCitute of Steel ConshucCion, latest edition.
or snow on their surtace shall not be laid. STRUCTURAL STEEL
2 Visible ice and snow shall be removed from the top surtace of existing Materiab. Structural steel shall contortn to ASiM Serial
faundations and masonry to receive new construction. These surfaces shall Designation A-36-
be hea[ed to above freezing, using methods that do not result in damage. ErecPion: All work shall be executed by experienced craflsmon in
accordance wi[h the best practice In Iron and steel work.
210432 Construc6on_ The following requiremen}s shall apply ko work in yyelding: Welding shall be done by the shlelded arc method In
progress and shall be based on ambient temperoture. d 'th th St d d C d f A d G W Id'
2104.32.1 Construction requirement for temperotures between 4PF (4'C)
and 32'F (0'C). The following mnstrucfian requirements shall be met when
the ambient temperature is between 40'F (4'C) and 32'F (0'C):
1. Glass unit masonry
2 Water and aggregates used in mortar and grout shall not be heated
above 140'F (60'C)-
3. Mortar sand or mixing water shall be heated to produce mortar
tem eratures between 40'F 4'C and 12PF 49'C at the time of mixin . When
P � ) � ) 9
water and aggregates for grout are below 32F (0'C), they shall be heated.
accor ance wi e an ar o e or rc an as e mg in
BaIlding Constructlon, Amencan Welding Sodetg lotest edltlon_
Polnting: AIl sleel, excepl lhot whlch will be encased ln
concrete, shall be given a prime coat of rust inhibitive paint
before delivery to the job.
Other Materiols: All materials not specifically described, but
required for complete and proper instolbtlon sholl be new and of
the best quality.
GUTTERS, DOWNSPOUTS AND PARAPET CAPS
1. METAL PARAPET CAP TO BE 24 GAUGE METAL WITH
KYNAR 500 RNISH
2 ALL SCUPPERS TO BE FURNISHED BY ROOFING CONTRACTOR.
3. ALL DOWNSPOUTS TO BE 6" OPEN FACED METAL DOWNSPOUTS.
SECTION: 06000
STRUCTURAL STEEL REQUIREMENTS:
STI2UCTUftAL STEEL - ASD
1. Stractural steel detailing, fabrication and erection shall conform to the AISC
'Spe<ificatlon (or Structurol Steel Bulldings", thlrteenth edltion with omendments,
ond the AISC "Code of Standard Proc6ce for Steel Builtlings and Bridges",
latest edition with amendments-
2 Do not proceed with erection until the controlling contractor has provided
evidence, mtisfactary to erector, that the site and sub-structure is ready Por
erection to proceed per OSHA sub-part R�
3. Concrete supporting structurol steel must obtain a campressive strength (Pc)
of 2,500 psi before setPmg steel.
4. Erector shall maintain adequate temporary bracing In each direction until
diaphragm and lateral brace construction is completed.
5. Structurol sleel wide flonge shopes sholl conform to ASTM A992 or A572,
grade 50 with special requlrements per AISC technlcal Bulletln �3, dated March
199Z Other rolled shopes and plotes sholl conform to ASTM A36- (Unless
noted otherwise on drawings�.
6- Structurol steel tubing sholl conform to ASTM A50Q Grode B.
7. Anchor rods sholl conform to ASTM F1554, grode 36 (Fy = 36 ksi) unless
noted otherwlse.
8. Str�cturol steel shall be shop-painted with rust inhibiting primer. Pnmer color
shall be grey unless otherwise directed by the Architect.
9. Design connections not shown in accordance with the latest AISC Speci(im[ion
and Manual o( Steel Constructian. Design beam connections nat shown, to
support one-holf the total uniform load-carrying capaclty of the beam.
10. Unless otherwise noted, bolted connections for structurol steel members shall
be made wlth X' diameter high strength bolts, conforming to ASTM A325.
Bolted connections shall be tightened ta the snug tight mndition, unless nated
otherwlse- Bolted connections in wlnd broce elements sholl be tightened using
the tum-of-nut method- Connectlons shall conform to the 'Specificatlon for
Structurol Jolnts Using ASTM A325 or A490 Bolts", approved by the Research
Council on Structural Connections of the En ineerin Poundation.
9 9
11. Welding procedures shall con(orm to the latest edition of [he American Welding
W h
Societ s AWS Structural Weld'm Codes foc Steel AN51 A S D1.1 5 eet
Y � ) 9 �
Steel ANSI/AWS D7_3 and Relnforc�ng Steel ANSI/AWS D1.4.
12 Welded connections involving ASTM A572 or A992 steel shall be made with
E70%X low hydrogen electrodes. Other welded connections may be made with
regular E70XH electrodes.
13. Splicing of structural steel members where not detailed on the contract
dowments is prohibited without the pnor approvol of the Structural Engineer.
14. Beams shall be cambered upward where shown on the contract documents.
Where no upward camber is indimteQ any mill camber shall be detailed
upward in the beams.
STEEL JOIST NOTE
1_ All steel jolsts shall be designed, fabricated and erected in ocoordance with SJI
Standard Specifiwtions-
2 Joist bridging shown schematically indicated- Provide all bridging necessary to
conform to SJI Specifimtions.
3. The ends of oll bridging lines terminoted at walls or beams sholl be anchored
to the woll or beam.
4. Joist bridging and connec6ons shall be completely installed prior to placing any
construction loads on the joists.
5. Joists on column centerlines shall have extended bottom chord connecGons for
erectian stability, unless otherwise noted. Do not connect bottom chord
eztenslons, unless otherwlse noted or shown.
6. Joists on, or near column centerlines sholl have Pield-bolted connecYions far
erection stabiGty, unless atherwise noted.
7. The Joist Manufacturer shall coordinate wlth the Structural Steel Fabricator for
the design of all connections to supporting columns, beams, bearing seats,
etc. prior to submittal of shap drawings.
8. AIl steel joisls sholl be furnished with slandard SJI camber, unless noled
otherwise-
9. All items suspended from joists such as catwalks, basketball gaals, operable
partitions, etc. should be installed after all dead loads of roofing, flooring,
ceilin s etc. are installed.
9,
10. All joists shall be shop primed in acwrdance, with SJI requirements. Cobr to
motch structurol steel pnmer unless approved in wnting_
i•
11. Provide slo ed bearin ends where �oisls slo e exceeds er foot.
P 9 1 P / P
12 Do not field cut or olter joists without the wntten approval of the Joist
Manufacturer.
13. Steel roof 'oists and metal deck connections shall be ca able of resistin the
1 P 9
following NET wind uplift pressures. Provide all additional row of continuous
horizontal bottom chord bridging at the first panel point location at each end
of oll roof joists.
STEEL DECK NOTES
1. All steel deck material, fabrication and installation shall conform to the Steel
Deck Institute 'SDI SPECIFlCATIONS AND COMMENTARY" and 'CODE OF
RECOMMENDED STANDARD PRACTICE', current edition, unless noted.
2- Provlde members for deck support at all deck span chonges- Provlde
L3x3x3�16 deck support at all columns where required.
3- All deck sholl be provided in o minimum of 3-span lengths where possible.
4. All welding of steel deck sholl be in conformance with AWS Specifimtlon D1.3.
Provide welding washers for all floor decks less than 22 gauge in thickness.
5. Mechanical fasteners may be used in lieu of welding, providing fasteners meet,
or ezceed the strength o( speci(ied welds. Submit fastener design data [o the
Engineer of Record for review.
6- Subs6tu6on of fiber secondary reinforcement for welded wire fobric on
supported slabs is prohibited.
7. Do not suspend any items, such as ductwork, mechanical or electrical fixtures,
ceilings, etc. hom steel floor or roof deck.
8. Roof deck sidelaps sholl be attached at ends of cantilevers and a maximum
spacing of 12" o.c. from cantilevered roof deck ends The roof deck must be
completely fastened to the supports and at the sidelaps before any load ls
applied to the cantilever.
9. Submit shop drawings for review of general canformance to design concept in
accordance with Specifica6ons In the Project MonuaL Erectlon drowings sholl
show type of deck, shop (infsh, occessories, method of otlachment, edge
details, deck openings and reinforcement, and sequence of installaCion.
10. Installafion holes shall be sealed with a closure plate 2 gauges thicker than
deck and mechanically fastened to deck. Steel deck holes visible from below
will be rejected. Deck units that are bent, warped, or damaged in any way
would impart the strength and appearance af the deck shall be removetl from
the site.
1 L Where gauge metal pourstops are indicated, supply pourstops designed to
meet, or exceed the gauges listed in the SDI Pourstop Selection Toble (min.
18 a. as re ulred for slab de th concrete wei ht and cantilever distance
9 ) 9 P , 9 .
unless noted otherwise.
12. The Eredor sholl shim between porollel roof beams and joists with differentiol
mill and induced cambers for level deck bearing.
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Job No.: Oate Stamped�.
13039 02/�8/14
Drown By: Checked By Scale:
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CERTIFIED BY:
THIS DRAWING IS THE PROPERTY OF
VEFSATILE CONSrRUCTION GFOUP LLC
AND IS NOT TO BE USED FOF ANY
OTHER PURPOSE THAN THE PFOJECT
DESCRIBED HEREIN.
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