HomeMy WebLinkAboutPLANS - 05-00224 - 293 Airport Rd - Airplane HangerGENERAL STRUCTURAL NOTES
COD AND S PECIFiCATiONS
A. International Building Code - 2003 Edition
5, ACi 318 -02 Building Code Requirements
For Reinforced Concrete
G ENERAL STRUCTURAL NO
I, The Structural drawing shall be used it conjuction ;with
the drawings of all other disciplines and the project
specifications. The contractor shall verifiy the
requirements of the other trades as to sleeves, chases,
hangers, inserts, anchors, holes and other items to be
olaced or set ?n the structural work.
2. The contactor shai', be responsible for compiyine with all
safety precautions and regulations during the work. The
engineer will not advise on nor issue direction as to
safety precautions and programs,
3, The structural drawings herein rsicresent the Finished
Structure. The contractor shaii provide all temporary
guying and bracing required to erect and hold the
structure in proper alignment until all structural work and
connections have been completed. The investigation,
deaier, safety, adequacy and inspection of erection
bracirg, shoring, temporary supports, stc. is the sole
responsibility of the contractor,
4. The engineer shall not be responsible for the methods,
techniques and sequences of procedures to perform the
work. The supervision or the work is the sole responsi-
bili of the contractor,
5. Drawings indicate general and typical details of
construction, Where conditions are not specifically shown,
similar details of construction shall be used, subject to
approval by the engineer.
6, Ali structural systems which are to be composed OF
components to be field erected shall be supervised by
the supplier during manufacturing, delivery, handling,
storage and erection in accordance with the supplier's
instructions and requirements.
1, Loading applied to the structure during the process of
construction snail not exceed the safe load- carrying
capacity of the structural members. The live loadings
used in the deaign of the structure are indicated ir; the
"Design Criteria Notes ° . Do not apply any construction
loads until structural framing is properly connected
together and until all temporary bracing is in place,
8. All ASTM and other references are per the latest
editions of these standards, unless otherwise noted.
9. Shop drawings and other items shall be submitted to the
engineer for review prior to fabrication . All shop
drawings shall be reviewed by the general contractor
before Submittal, The engineer's review is to be for
conformance with the design concept and general
compilancs with the relevant contract documents. The
engineer's review does not relieve the contractor of the
sole resposibility to review, check and coordinate the
shop drawings prior to submission, The contractor remains
sclsy responsible for errors and ommissions associated
with the preparation of the shop drawings as they pertain
to member sizes, details, dimensions, etc,
10, Submit shop drawings in the form of two biusline prints,
in no case shall reproduction of the contract drawings
be used as shop drawings. Submit the following items For
review:
A, Concrete mix dealen(s) - NOT REQUIRED.
5, Reinforcing steel Shop drawings - NOT REQUIRED
C. Structural steel shop drawinga - NOT REQUIRED
D. Steel joist / Girder shop drawings - NOT REQUIRED
E. Metal docking shop drawings - NOT REQUIRED
F, Pre - manuf, wood syasm / truss shop drawings - NOT REQUIRED
G, Pre - engineered metal building system - REQUIRED
Other submittals may be rquired per tie "Schedule of
Special inspections" or the separate notes contained herein,
i1. Special inspections will be required for this project as noted below:
A, Concrete - REQUIRED
B, Bolts installed it Concrete - REQUIRED
S, Structural Welding - Field Welds - REQUIRED
D, High Strength Bolting - REQUIRED
E, Structural Masonry - NOT REQUIRED
12. Jriess otherwise indicated, all items noted to be
demolished shall become the contractor "s property and
'as removed from the site,
13. Contractors shall volt the site prior to bid to ascertain
conditions which may adversely affect the work or cost thereof.
CONTRACTORS RESPONSIBILITY
D ESIGN CRI TERIA
Design Gravity Loads:
Roof DL - 15 par
Floor DL - 15 psf
Design Live Loads:
Roof LL - 2C oaf mir
Brow - SEE COVER SHEET
Commerical Floor LL - 50 par + 20 par Partltor
Residentlal LL - 40 per
Lateral Live Loads
Wind - SEE COVER SHEET
Seismic - SEE COVER SHEET
Equivalent Fluid Pressure - 55 psi
Bearing pressure assumed to be 1500 PSF For
column and wail footings as per UBC Tab e 214 -B
r , e
/ r ✓�. sci i.
based upon a sandy gravel a r: d o a s
Any variations sncourtered, difrerer:t From the
oil type assumed, shall be brought to the attention
or the Eireirl before proceedine.
FOUN N OTES
1, All footings shall bear on undisturbed, firm natural Sall or
compacted fill gable of supporting a design bearing
pressure of 1500 par, All foundation excavations shall
be evaluated by a qualified gootech'cai enaineer/testire
agency prior to pouring Foundation concrete if required
by the Structural Engineeer,
2. Top Of footing elevations shall be as shown on the
Foundation plan. These elevations are a maximum and shall
be lowered as required to obtain the required design
bearing pressurs,
Unless noted otherwise, the bottom of ail exterior footings
shall be placed 6" below local Frost depth: the bottom or
all interior footings shall be placed i2'' minimum below interior
firished grade.
3, All foundation concrete shail obtain a 28 day compressivs
strength of 2500 psi, All concrete to be permarentaly
exposed to the weather shall be air- entrained to
with an admixture that conforms to ASTM C -260,
4, Ali concrete work shall conform to the requirsments of ACI
30, " Specificatior For Structural Concrete Buildings ", Hot
weather concreting shall be in accordance with ACI 305,
Cold weather concreting shall be in accordance with ACI
306.
5, All reinforcing steel shall conform. to ASTM 4-(o15, Grade
ll r
60 for 0 5 and larger and Grade 40 for 4 and smalls..
6, Unless noted otherwise, the following concrete cover shall
be provided For reinforcement.
A, Concrete cast against t permanently exposed to earth - 3"
B. Concrete exposed to earth or weather.
"6 through 0 18 bars - 2"
0 5 bar, W31 or D31 wire t smaller - 1
1, 411 reinforcing marked continuous 'Cont.) or, the plans and
details shall be lapped 36 X bar diameters at spllces uriess
noted otherwise.
8. No unbalanced backfilline shall be done against Foundation
wails unless walls are securely braced against overtrurne,
either by temporary bracing or by permanent construction.
9. Prior to commencing any foundation work, coordinate work
with any existing utilities. Foundations shall be lowered
where required to avoid utilities.
11, Unless noted otherwise, the centerlines Of column
foundations shall be located on column centerlines.
10, All retaining wails shall have at least 12" Of Free
draining granular backfifl, full height of wall, Provide
control joints in retaining walls at approxlmately equal
intervals not to exceed 25 feet nor 3 times the wall
height, Provide expansion joints at sysry Fourth
control joint, unless otherwise Indicated.
SIT PREP ARATION NOTES
1, Withn an area a minimum Of 5 Feet beyond the bu! dire limits,
excavate a minimum of 4" of existing soil. Remove all
organics pavement, roots, debris and otherwise ursuitable
material.
2, The surface OF the exposed suberaos shail be irsoected
coy probing or testing to check For pockets of soft or
unsuitable maeriai. Excavate ur-suitabie soli as directed
by the engineer,
3, Proof roll the surface of the exposed subeade with a
loaded tandem axis dump truck. Remove ail soils which
pump or does not compact properly as directed by the
erg i near,
4, Fill all excavated areas with approved controilso fill.
Place in B" loose lifts and compact to a mir.'mum or 95%
or the maximum dry dsnslty it accordance with ASTM D -698.
5, All controlled fill material shall be a select granular
material free from all creanlcs or otherwise deleterious
material with not more than 209 by weleht passing a no,
200 sieve and with a placticity Index not to exceed
(0 1 %,
6, Provide Field dersity tests for each 3,000 SF of
building area for each llrt of controlled fill.
1 15 THE CONTRACTOR'S RESPONSIBILITY TO REVIEW ALL ASPECTS OF THESE DRAWINGS,
PRIOR TO CONSTRUCTION, ANY CONFLICTS SHALL BE REPORTED TO THE ENGINEER FOR
CORRECTION, CHANGES MAY BE PROPOSED BY THE CONTRACTOR IF HE FEELS THE
CHANGE 15 IN THE BEST INTEREST OF THE OWNER, CHANGES SHALL BE FORWARDED TO
THE ENGINEER IN WRITING FOR APPROVAL PRIOR TO CONSTRUCTION,
PRE - ENGINEERED TRUSS NOTES
Wood trusses shall be desi b e y this manufacturer to
support the loads dictated icy the governing ,Jurisdiction,
2, Wood trusses shall be designed by the maufacturer in
accordance with the applicable provisions of the latest
edition of the National Design Specification OF the National
Forest Products Association and tie dealer specification
for metal plate connected wood trusses of the Truss Plate
institute.
3, Wood materials shall as Douglas Fir and shall be kiln dried
and used at 199. max 'mum moisture content. Provide grade
required to meet stress requirements.
4, Connector plates shall be not less than 0,036 inches
i20 gage; in coated thickness, shall meet or exceed ASTM
Grade A or higher and shall bs hot dipped ealvan' zed
accordiro to AST "' A -525 (coating 560), Minimum stes
yieid stress shall be 33,000 Os1,
5, Trusses shall be Fabricated it a properly eaulopsd
manufacturing raciiity or a permanent nature, Trusses shai'
be manufactured by excerienceo workmer, uaing precision
cutting, jigging and prese!na equipment under the
requ :rsmerts in quality control stardard 05 or the
"'rasa date institute,
6. Sscondary bending evissees 'n truss top and bottar chords
due to cisad, '.ive and wind laccle shall be considered :n
c
+
' A r N r.
tn.,, nosier, Load duration : acts. s 9ha. be pe t he ati0 a
Deeigr 5pec;f!catian far Wood Constructlar latest edition.
Wood trusses Shall be erected in accordance ;with the truce
manuractursr's requirements,
'his work shat: be done by a
aualiried and exper`sr.ced Contractor.
8. The Contractor shall provide all temporary and permanent
bracirg as required for safe erection and performance of
+.
r
the trusses. The guidelines F orth -h set o t by e Truss Plats
institute publication "H{B -31, Commentary and Recommendations
for Hardline, i nstalling and Bracing Metal Plate Connected
Wood Trusses" shall be a minimum requirement.
9. Truss member and components shall rot be cut, notched
drt'.led nor otherwise altered in any way w`thout the written
approval of the Enairser,
10. Submit complete shop drawings For ail wood trusses
showine member suss, species, grade, moisture content,
span, cambsr, dimensions, chord pitch, bracing requirements
and loadings, Shop drawlrg shall be submitted to the
Engineer and shal! bear the sea! of a Professional Engineer
recistored it Idaho.
WOOD FRAMING NOTES
1. Ali wood Framing material shall be surfaced dry and used at
19% maximumu moisture content,
2 Ail stud and wall rramine shall be No, 2 grade Dour; Fir,
3 Ali joist, rafter d mlac. framing shall be No, 1 grade Douo
Fir, Provide full depth ar metal brideing at midspan and
at a maxmimum spacing of 6 ft O.c, between.
4, All framing exposed to the weather or In contact w'th
masonry or concrete shall be pressure treated in
accordance with the American Wood Preservers Assocication
Specir ?cations where possible, Aii cuts and holes Should
be completed before treatment. Cuts and holes due to
on -site fabricatoor, shall be brushed with 2 coats of copper
naphtherate solution coe ir!ng a minimum of . metallic
copper in 501ut on (per 4WPA STD. 114),
1. Provide double joists under al', partitions which run parailsl
with joists and under all concentrated loads From framing
above.
8, Provide header beams of the same size as joists Or rafters
to frame around openings it the plywood deck unless
otherwise indicated.
9. Structural steel plate connectors shall conform to ASTM A -36
specifications and be 1/4" thick unless noted otherwise.
Bolts connecting wood members shall be ASTM A -301
and be 3!4" diameter unless otherwise indicated. Provide
washers for aJ bolt heads and nuts in contact with wood
surfaces.
10. Bolt holes shail be carefully centered and drilled not
more than 1116" larger than the bolt diameter. Bolted
connections shall be erugaed tight but not to the extent
of crushing wood under washers,
11, Prefabricated metal joist hangars, hurricane clips,
hold -down anchors and other accessories shail be as
manufactured by "Simpson Strong -Tie Company ", or approved
equal, install all accessories per the manufacturers
requirements, Al steel shall have a minimum thickness of
0,04 inches ('per ASTM A446, Grade A) and be galvanized
(coating G60).
!2. Holes and notches drilled or cut nto wood Framir.o Shall
not exceed the requirements of 2003 interratiorai
Building Code Section 23,
i3, Ail plates, archore, nails, bolts, washers and other
miscellaneous hardware permarer,taiy exposed to yeather
shall as hot dip eaivarizsd.
SLAG ON GRADE NOTES
1, Provide concrete slabs over a 6 mil polyethylene vapor
barrier and 4" of porous fill. Maximum slump for concrete
slabs shall be 5 ", using Type 11 cement,
2, All porus fill material shall be a clean granular material with
1009. passing a 1 -1/2" sieve and no more than 5% passing a
No, 4 sieve. Porous Fill shall be compacted to 95% max,
dry density per ASTM D -698,
3, Slab ,Joints shall be filled with approved material, This
should take place as late as possible preferably 4 to 6
weeks after the slab has been cast. Prior to Riling, remove
all debris from the joints, then fill in accordance with the
manufacturers recommendations as follows:
6" Slabs - F "i with Epoxy resin
Other slabs - r`.l with Field molded of elastomer'c sealant,
5. Unless approved otherwise, all reinforcing shall as blocked
into the center of the stab with precast concrete blocks
having a compressive strength eouai to that of the slab.
6. Walk ways and other exterior slabs are not Shown or. the
structuuai drawings. See the site plan and architectural
drawings For location, dimensions, elevations, jointing details
and finish details, Provide 4 walks reinforced with
(ox6 - W1,41.L.11,4 WWF unless otherwise noted.
". 51abe to be permanently exposed to weather shays be air
entrained to 5 ( + %'- 1%) with an admixturs that conforms to
ASTM C -260.
a. Aii concrete work shai: conform to the requirements AC 301,
" Specification for Structural Concrete Buildings"'. Hot
weather concreting snail be in accordance with ACI 305.
Cold weather concreting shall be `n accordance with ACI
306.
9, in order to avoid concrete shrinkage cracking, place
concrete slabs in an alternating lane (or checker board)
Pattern, The maximum length of slab cast in in any one
continuous pour is recommended to be less than 100 Feet,
The maximum spacing of joints shall be 25 feet,
10, See architectural drawings for exact locations of
depressed slab areas and drains. Slope slab to drains
where Shown,
':i. The Finial, tolerance of all slabs shall be in accordance
with AC 301, Type A,
12. Slabs shall be constructed in accordance with the
following Fiatnssa: love iness requirements:
Slab Category Specified Local *'llnimum
Buii- Fixated Ff = ;5 , Fi = 13 Fr 13 FI = 10
Straight Edged Fr = 15 , Fi = 13 Ff 13 F = 10
Flat Fr =15 F 1 13 Fr =13F1.10
Vsry Flat Fr = 15 , Fi 13 Ff = 13 F1 = 10
Super Flat Ff = �5, Fi =13 Ff =13F! =10
Floor flatness and levelness testa shell be conducted it
deemed nsceeeary by the owner in accordance with
ASTM E 1155, Results, 'rcludine acceptares or re iection
of the work will be provided to the contractor withir 48
hours after data collection, Remedies For out OF tolerance
work may Include removal and reconstruction at the contractors
expense. Any other remediation requires the approval of
the owner,
PL YWOOD/GYMBOAR D
S HEATH I NG NO
1, All plywood construction shall be in accordance with the
American Plywood Association (APA) specifications,
2. Ali roof panel Sheathing shall be 5/8" (rom.) Type CDX,
Exp. i APA rated sheathing. Suitable edge support shall
be provided by .,as of panel clips or blocking between
Framing, Unless otherwise noted connect roof sheathing with
8d common nails at 6" o,c, at supported panel edges and
6 " o.c, at intermediate supports.
3, All floor sheathing shall be 3/4" (nom.) APa rated
5TURD -i -FLOOR Exp. 1, with tongue and groove edge.
Unless noted otherwise connect Floor sheathing with iCd
common nails spaced 6" o.c, supported edgss and 12"
c,c, at intermediate supports. Field glue using adhesives
meeting APA Specification AFG -01, applied in accordance
with the manufacturers recommendations.
4. A i wall sheathing shall no 1/2" (nom -' type CDX, Exp, i
APA rated sheathina, Uniess noted otherwise, correct
wall sheathing with 8d common ra1',s spaced at (o' o.c. at
supported pane'l edges and 12" o,c at intermediate
supports,
5, instal; all plywood Sheathing with the Iona dimensions of
the panel across supports and with parei . continuous over
two or mors spars. Stagger panel end joints, A110w 1/8
Spacing at panel side and edges uriess otherwise
recommended by the sheathing manufacturer.
6. AI' railing shall be carsfu.iy driven and not over- driven,
1. Provide 2x blocking at all unsupported panel edges.
CAST -iN -PLAC CONCRETE N STRUCTURAL STEEL NOTES
1, Concrete mixes shall be designed per ACI 301, using
Portland Cement conforming to AST" C -150 or C -595,
aggregate conforming to ASTM C -33, and admixtures
conforming to ASTM C-494, C -1017, C -618, 0-989 and C -260.
Concrete shall be ready -mixed in accordance with ASTM
C -94,
2. Concrete shah conform to the following compressive
strength, slump and water /cement ratio requirements unless
specifically approved by the Engineer in writing:
Concrete h'iln F'c (28 days) 51ump WIC, Ratio
Columns 4000 psi 2" - 4" 0.46
Elevated Slabs 3000 psi 2 - 4" 0.4(o
Concrete not Noted 3000 psi 2" - 4" 0.50
Foundations 2500 psi 2"' - 4" 0,50
Slabs or Grade 4000 psi 2" - 4' 0,5C
3. All Concrete work shall conform to the requirements OF
ACi 301, "Specification For Structural Concrete Buildings".
Hot weather concretive shall be in accordance with ACI 305.
Cold weather concreting shall be 'r accordance with ACl 306,
4. All reinforcing steel shall conform to ASTM A -6''5, Grade 60
ror 0 5 and larger bars and Grade 40 for 0 4 and smaller, A.l
it e in a ccord ance dh AWS
weld ire of reinforc etas. s be wit
DL4, Epoxy coated relnforcing shall conform to ASTM 4-715,
5, All welded wire fabric 'LUWF) shall conform to ASTM A -185.
6. Ali relnforcing stesi shall be set and tied it place prior
to pouring of concrete, except that vertical dowels For
masonry wail reinforcing may be "floated" In place, DO rot
field bend bars partially embedded it hardened concrete
unless specifically Indicated or approved by the Ereireer,
'. Reinforcing steel, including hooks and bends, shall be
detailed in accordance with ACI 3',5, Aii reinforcing steel
indicated as being continuous (Coat.) shall be lapped with
a Type 2 splice unless noted otherwise.
8. Unless noted otherwise, the following minimum concrete
cover shall be provided for reinforcement:
A, Concrete exposed to earth or weather:
•6 through 0 18 bars - 2"
0 5 bar, W31, D31 wire = smaller - 1 1/2"
B, Concrete not exposed to earth or weather:
Wells, elevated slabs [t joists] - 314"
Beams and columns - 1 112"
C, Foundation concrete - See Foundation Notes.
9. Bar supports and holding bars shall be provided for al
reinforcing steel to insure minimum concrete cover. Bar
supports shai! be plastic tipped or stainless etas!,
10. Unless noted otherwise, all one way slabs shall be
reinforced as follows:
Bottom reinforcing 0 4 0 16" o.c, (Between Supports)
Top Reinforcing 0 4 + 12" a. c. (Centered on Supports)
Temp. Reinforcing 0 4 * 18" o,c, (Transverse Bottom)
11, Unless noted otherwise, all concrete walls (other than
retaining wails) shall be reinforced as follows:
Wall Thickrses Horizontal Vertical Location
4" - 6" 0 4 m 16" c.c, 0 4 ® 18" c,c, Centered
8"
0 4 * 24" o,r_ 0 4 O 18" a.c. Centered
10"
0 4 s 18" o.c, 0 4 * 18" o.c Each Face
12'" "4 0 16" o.c, 0 4 0 18" o.c. Each Face
12, All edges of permanently exposed concrete surfaces
shall be chamrsred 314" unless otherwise noted.
13, in order to avoid concrete shrinkage cracking, place
concrete slabs it an alternating lane pattern. The maximum
length of slab cast in any one continuous pour shall be
limited to 80 rset,
14, Formwork Shall remain in place until concrete has obtained
at least 909 of its 28 day compressive strength. The
Contractor shai: provide all shoring and reshoring.
I, All structural steel shall conform to the latest edition of the
"Manual of Steel Construction" of the RISC,
2. Unless noted otherwise, all materials shall be in conformance
with the following ASTM specifications:
MEMBER ASTM MIN. STRE
Structural Tubing 4500 Grade B 46 Kai
Steel Pipe A53 (Type E or Grade B) 35 kai
Other Rolled Shapes
and Plates A36 36 ksi
Correction Bolts 14325 S2 ksi
Anchor Bolts A301 - - --
Threaded Rods Ash 36 ksi
Non - Shrink Grout Cs107 8000 psi
3. Minimum bolt diameter shall be 314" unless noted otherwise.
A!i bolts shall be shsar /bearing type bolts and be snug- tight,
4, Ali welding shall be in accordance with AWS D1.1 using E"IOXX
electrodes. Unless noted otherwise, provide cart, min,
sized fillet welds per AISC requirements, All filler material
shall have a minimum yield strength OF 58 kal,
5, Where "Continuous Chord" angles are indicated, provide
a continuous butt weld or full penetration weld at the splice
connection detali for approval,
6, Moment connections are denoted thus ( ) on the
plan. See typical details.
1, Where steel beams bare across building expansion joints
or at wall control joints, provide a "'slip" correction as shown
in the typical details.
8, Holes in steel shall be drilled or punched. All slotted
holes shall be provided with smooth edges. Burning of
holes and torch cutting at the site is not permitted.
9. Unless otherwise noted, all structural steel permanently
exposed to view shall be shop painted with one coat of
SSPC 15-68, Type i (Red Oxide) paint,
10, The Structural steel erector shall provide all temporary
guy and bracing,
IL Columns, anchor bolts, base plates, etc, have been designed
For the loading encountered during steel erection and
construction. Any investigation of the columns, anchor bolts,
base plates, etc. Is the sole responsibility of the contractor.
12, Steel fabricators Shall be an AI5C certified Shop for
Category i steel structures and maintain detailed quality
control procedures as required to satisfy the Special
Inspection requirements of the IS Uniform Building Code.
13. Provide girts with a slight downward "bow" at midspar.
14, Unless otherwise noted, all structural steel permanently
exposed to the weather, including all brick shelf angles
shall be hot- dipped galvanized In accordance with ASTM 14153.
15. Protective coatings damaged during the transporting,
erecting and field welding processes shall be repaired
in the field to match the shop applied coating,
16. The contractor shall hire, an independent testing agency
to provide apsciai inspections of bolting, welding and
other items in accordance with 2003 International Building
Cods.
11, Provide angle frames at all roof openings and mechanical
roof top units per typical details.
SOME SECTIONS OF THESE GENERAL
NOTES MAY NOT APPLY TO THIS JOB
THIS DRAWING 15 FOR TH15
LOCATION AND CUSTOMER
ONLY AND 15 NOT TO BE
REUSED iN ANY MANNER
WITHOUT THE WRITTEN CONSENT
OF DESIGN INTELLIGENCE.LLC.
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TRENCH
4,
6 'A BACKFILL
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PIPE OR DUCT
NO EXCAVATION
BELOW THIS LINE
ALLOWABLE TRENCHING
Ist POUR 2nd POUR--o-O.-
MIN 1/2" DIA x Iro" DOWEL AT
12" O.C. WITH 8" SLEEVE AT
3/4" MI� SECOND POUR. FAINT JOINT
WITH BOND BREAKER PRIOR
TO POUR.
6 SLAE� (o SLAID
G
4 �' TO BE CENTEREP
f �_ �
IN THE SLAB
COMPACTED GRANULAR FILL
UNDISTURBED OR COMPACTED 601L
PARALLEL TO FOOTING
TOOLED JOINT OR
MAX 1/4" SAW CUT
I MI - WITHIN 24 HOURS
AFTER POUR
��=`' - fin � � c '
COMPACTED G RANULAR FILL
UNDISTURBED OR COMPACTED SOIL
ro" POURED IN PLACE 2
SLAB CONTROL JOINTS
ST
1/2" PRE-MOLDED
JOINT FILLER
01
A A
4
1>
COMPACTED
GRANULAR
UNDISTURBED 05
COT'*11FACTED SOIL
8" STEM WALL
SEE SO FOR
FINISHED GRADE
, RIGHT ANGLE •4 TIM4"
BARS AT 36 O.A:
` *,,ASPHALTIC COATING
.
BELOW GRADE
3" CLR OR CENTERED
—ALT9RNATE HOOK DIRECTION
SLAB AT STEM WALL ,�3
(1) 0 5 HAIRPIN BURIED IN SLAB,
HAIRPIN TO WRAP AROUND (5J -9 Ill
0 5 VERTICALS AS SH
DO NOT
PE
NETRATE
FOOTING
IF PIPE OR DUCT INTERFERES D o a
WITH EITHER FLOOR SLAB OR
FOOTING AND CAN NOT BE
DROPPED, CONTACT ENGINEER.
__ - PIPE OR DUCT
D4 a
DO NOT
FOOTING
,--
FOOTING
IF THE DIAMETER OF BREAKTHROUGH
HOLE 16 2" GREATER THAN DIAMETER
OF THROUGH PIPE OR DUCT. GROUT PIPE OR DUCT
4 M IS
HOLE SOLID AROUND PIPE OR DUCT.
Mw VA, .' 1�
A . -1 '
CONCRETE FILL TO BE PLr
UA T PRIOR TO FOOTING BEING
CONCRETE FILL TO BE MIN
SAME WIDTH AS FOOTING
M1v fA C Cf � `I VV
v v 6 1 y �
T D 1'- 95/1
OUR 13'11N
MINIMUM 2" BEYOND
EDGE/CORNER OF
COLUMN BASEPLATE
2
WALL REINFORCING NOT
SHOWN. EXTEND THRL
PEDESTAL AREA
1 3 TIES
ANCHOR BOLTS
BY OTHERS
(8) 0 5 VERTICAL-
ALTERNATE HOOKS
- ANCHOR BOLTS
BY OTHERS
0 3 TIES AT 3" O.C. VERT,
1/2" PRE-MOLDED
JOINT FILLER
FOOTING
SEE BCH,
0 3 TIES
AT 12" 0,C, VERT.
-8 0 5 VERTICAL-
ALTERNATE _:HOOKS
ALLOWA"m"LEE PIPE AND DUCT COLUMN ON STEM WALL��4
PENETRATION AT FOOTING \si S �
(1) 0 5 HAIRPIN BURIED IN SLAB,
HAIRPIN - 10 WRAP AROUND (5)
0 5 VERTICALS AS SHOWN,—___lA
STOP BONO TUBE
AT BOTTOM OF SLAB,
POUR ISOLATED TRIANGLE
OF CONCRETE SAME THICKNESS
AS FLOOR SLAB. POINT OF ANCHOR BOLTS
TRIANGLE TO MEET CONTROL/ BY OTHERS
CONTRACTION JOINT
1/2" PRE-MOLDED
JOINT FILLER 211 ND
3 11
3 11
cl4i
MINIMUM 2" BEYOND
EDGE / CORNER OF
COLUMN BASEPLATE
4 M;q�
COMPACTED
GRANULAR FILL
RIGHT ANGLE 0 4 Tla4"
BARS AT 24" 0.(;
F
� COATING
BELOW (GRADE
SLAIB AT OPENING
FOOTING
SEE SCH.
WALL REINFORCIN_G_t T
SHOWN. EXTEND THR
PEDESTAL A
-03 TIES
ANCHOR BOLTS
BY OTHERS
(8) 0 5 VERTICAL-
ALTERNATE HOOKS
0 3 TIES AT 3" O.C, VERT,
8 #5 VERTICAL-
ALTERNATE HOOKS
COLUMN AT FLOOR
CONTRACTOR'S RESPONSIBILITY
17 16 THE CONTRACTORS RESPONSIBILITY TO REVIEW ALL ASPECTS OF THESE DRAWINGS,
PRIOR TO CONSTRUCTION. ANY CONFLICTS SHALL BE REPORTED TO THE ENGINEER FOR
CORRECTION. CHANGES MAY BE PROPOSED BY THE CONTRACTOR IF HE FEELS THE
CHANGE 16 IN THE BEST INTEREST OF THE OWNER. CHANGES SHALL BE FORWARDED TO
THE ENGINEER (N WRITING FOR APPROVAL PRIOR TO CONSTRUCTION,
s�
THIS DRAWING 16 FOR THIS
LOCATION AND CUSTOMER
ONLY AND 15 NOT TO BE
REUSED IN ANY MANNER
WITHOUT THE WRITTEN CONSENT
OF DESIGN INTELLIGENCE.LLC.
O
O
� n
z
Q � N
lu
C4
X
4
U-
cq
:z
=
A-116
z
Z3
:t
o
u I
uj
:z N
X
lu
lu
� U
4" MIN (2) •4 CONT. AT OPENING
5/1 �w-FINISHED GRADE
UNDISTURBED OR
COMPACTED SOIL
I
25-0"
25 1 -0 11
i 3
O
O
/ Z
c
(P
O
r I -
SI
- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -
- - - - - - - - - - - - - --------------------
u
2- -4
----- --- ------ - - - - -- ----------------------
-------------------------------------------------
CF 2
It, I
---- CF4
CF5
CONCRETE BONO TUBE
PEDESTAL ON FOOTING
SEE NOTE 5 TYPICAL
APPLY SECTION 5 ON SHEET 52
AT ALL DOORS. SEE
ARCHTECTURAL/METAL BLDG
DRAWINGS FOR LOCATION OF /1�4
< I c
ALL DOORS
7-"
VERIFY
LJ
CONSTRUCTION /CONTRACTION JOINT - TYPICAL
2
Q
z 0 5 HAIRPIN IN CONC. SLAB (TYP)—
0 PROJECTION INTO SLAB)
5" SLAB ON 4" CLEAN GRAVEL --
z
ON UNDISTURBED SOIL OR 12 OF
COMPACTED FILL. REINFORCE
WITH FISREME6H AND #4 AT 24
O,C, EACH WAY, PLACE CONST
OR CONTRACTION JOINTS 25' MAX -- ----
EACH WAY.
CF3
-- -I- A
I
CF4 A ---------------
cf) CF2
- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - --- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -
-- ------- -------------- -------------------- ------ --- ---------- ---------- -
-- - - - - -- ----------- - - - - -- ------- FI -----------------------------
C
m
25'-0"
m
25'-C"
FOUNDATION NOTES
I. SEE SHEET 50 FOR ADDITIONAL GENERAL NOTES,
2, ALL FOOTINGS SHALL BE BELOW LOCAL FROST,
3, FINISHED SLAB ELEVATION — 100' -0"
4, STEM WALL ELEVATION 101' -0"
5, SEE MANUFACTURER'S ANCHOR BOLT PLAN FOR
BASE PLATE ELEVATIONS,
CONTRACTORS RESPONSIBILITY
IT 15 THE CONTRACTOR'S RESPONSIBILITY TO REVIEW Al - L L ASPECTS OF THESE DRAWINGS,
PRIOR TO CONSTRUCTION. ANY CONFLICTS SHALL BE R EPORTED TO THE ENGINEER FOR
CORRECTION. CHANGES MAY BE PROPOSED BY THE CONTRACTOR IF HE FEELS THE
CHANGE 18 IN THE BEST INTEREST OF THE OWNER. CHANGES SHALL BE FORWARDED TO
THE ENGINEER IN WRITING FOR APPROVAL PRIOR TO CONSTRUCTION.
FOUND TION i
1/4 = I t —0 11
C
cv
sn
t
REINFORCING BAR LAP SPLICE SCHEDULE
AS PER ACI 318-02
BAR
TENSION BARS
COMP. AR
SIZE
f'r- • 3000 PSI
I
f 4000 P51
5000 psi
r'r- - ALL
LONGITUDINAL
TRANSVERSE
CFI
1" -4"
NOTE: FOR I" ANCHOR BOLTS WHERE ONLY 15" EMBEDMENT IS POSSIBLE,
INCREASE HOOK DIMENSION TO
AND LENGTH TO 11"
------
Z
CF2
z
uj
60
DL
OTHER
TOP
DL
OTHER
TOP
OL
OTHER
TOP
DOWEL
LAP
SPLICE
03
0 5
05
i (o - 05
-05
2 LAYERS
TOP 4 BOTTOM
2 LAYERS
TOP 4 BOTTOM
1-4'
1 . -0 .,
1 1 -3 .
41
2'-5
05
2 . 4 1
3 " -0",
2'-2"
3 ...00
1
2'-2"
I
3 -0
1.-2.1
1'
1'-a"
2'-S"
3 lo ll
-a ll
2 � -1 6
3'-
1
2'.711
-51,
LAP SPLICE
LENGTH
LAP SPLICE o.L,
DEVELOPMENT LENGTH
i NOTES: THESE NOTES SHALL BE USED FOR AL L SPLICES,
I
UNLESS NOTED OTHERWISE ON DRAWINGS.
1, TOP BARS ARE HORIZONTAL BARS SPLICE IN GRADE BEAMS AND SLAB.
2. OTHER BARS ARE REINFORCING STEEL IN BOTTOM LAYER OF GRADE
BEAMS, FOOTING, SLABS VERTICAL AND HORIZONTAL WALL REINFORCING.
3. TIES AND STIRRUPS SHALL NOT BE SPLICED,
ANCHOR BOLT EMBEDMENT SCHEDULE
DIAMETER
LENGTH
I WIDTH
REMARKS
3/4"
REINFORCEMENT
REMARKS
LONGITUDINAL
TRANSVERSE
CFI
1" -4"
NOTE: FOR I" ANCHOR BOLTS WHERE ONLY 15" EMBEDMENT IS POSSIBLE,
INCREASE HOOK DIMENSION TO
AND LENGTH TO 11"
------
Z
CF2
z
uj
2 LAYERS
TOP 4 BOTTOM
L
1 , 4 11
",
4xl/2xO
MIN.
TENSION PLATE
RECOMMENDED ANCHOR
ALTERNATE ANCHOR
BOLT DETAIL
BOLT DETAIL
CONCRETE FOOTING SCHEDULE
MARK
DEPTH
I WIDTH
I
LENGTH
TOP OF FTG.
ELEVATION
REINFORCEMENT
REMARKS
LONGITUDINAL
TRANSVERSE
CFI
1" -4"
CONT,
2 0 4
------
CF2
2 LAYERS
TOP 4 BOTTOM
12"
1
1 3--6Il
3,-ro 11
4 0 5
4 -05
1
2 LAYERS
TOP 4 BOTTOM
CF4
F5
12"
12
5 ro
(o 1
61 -O
0 5
05
i (o - 05
-05
2 LAYERS
TOP 4 BOTTOM
2 LAYERS
TOP 4 BOTTOM