16 UNIT APARTMENT ANTIGO, WI

Transcription

BUILDING DATA:
USE AND OCCUPANCY:
USE AND OCCUPANCY:
BUILDING DESIGNATION:
stamp
PROJECT CONTACT PERSON:
PROSSER PLACE
ANTIGO , WI
16 UNIT APARTMENT
COVER SHEET
project
revisions
SHEET TITLE
16 UNIT APARTMENT
ANTIGO, WI
16 UNIT
401 Ranger Street, Mosinee, WI 54455
715.693.9522 Fax: 715.693.9523
S.C. SWIDERSKI, LLC
PROJECT DATA
sheet number
CVR
7/2/2015
date
15.200
project number
FIRST FLOOR PLAN
SHEET TITLE
PROSSER PLACE
ANTIGO , WI
16 UNIT APARTMENT
project
stamp
revisions
sheet number
A-1.1
7/2/2015
date
15.200
project number
715.693.9522 Fax: 715.693.9523
S.C. SWIDERSKI, LLC
SECOND FLOOR PLAN
SHEET TITLE
PROSSER PLACE
ANTIGO , WI
16 UNIT APARTMENT
project
stamp
revisions
sheet number
A-1.2
7/2/2015
date
15.200
project number
715.693.9522 Fax: 715.693.9523
S.C. SWIDERSKI, LLC
CARPET
UNIT # BLDGS
TYPE
12
16
VINYL B
TOTAL
2% OF UNITS REQUIRED
TO BE TYPE "A" UNITS
TOTAL
NOTES
VINYL A
715.693.9522 Fax: 715.693.9523
S.C. SWIDERSKI, LLC
ACCESSIBLE TYPE"A" UNITS
CARPET
stamp
PROSSER PLACE
ANTIGO , WI
16 UNIT APARTMENT
TYPE A AND B UNITS
SHEET TITLE
project
revisions
sheet number
A-1.3
7/2/2015
date
15.200
project number
PROSSER PLACE
ANTIGO , WI
16 UNIT APARTMENT
TOTAL
GARAGE FLOOR PLANS,
ELEV. AND DETAILS
# BLDGS
project
UNIT
TYPE
10
16
SHEET TITLE
stamp
ACCESSIBLE GARAGES
MIN # ACCESSIBLE
UNITS IS 2% OF TOTAL
revisions
TOTAL
NOTES
sheet number
A-1.4
7/2/2015
date
15.200
project number
715.693.9522 Fax: 715.693.9523
S.C. SWIDERSKI, LLC
BUILDING SECTIONS
AND DETAILS
SHEET TITLE
PROSSER PLACE
ANTIGO , WI
16 UNIT APARTMENT
project
stamp
revisions
sheet number
A-2.1
7/2/2015
date
15.200
project number
715.693.9522 Fax: 715.693.9523
S.C. SWIDERSKI, LLC
EXTERIOR BUILDING
ELEVATIONS
SHEET TITLE
PROSSER PLACE
ANTIGO , WI
16 UNIT APARTMENT
project
stamp
revisions
sheet number
A-3.1
7/2/2015
date
15.200
project number
715.693.9522 Fax: 715.693.9523
S.C. SWIDERSKI, LLC
TYPICAL WALL SECTIONS
SHEET TITLE
PROSSER PLACE
ANTIGO , WI
16 UNIT APARTMENT
project
stamp
revisions
sheet number
A-4.1
7/2/2015
date
15.200
project number
715.693.9522 Fax: 715.693.9523
S.C. SWIDERSKI, LLC
SIZE
WIDTH HEIGHT
TYPE
GLAZING
MATERIAL
DOOR FRAME
TYPE
SILL
RATING
REMARKS
THK.
A01
A02
A03
A04
A05
A06
A07
A08
A09
G01
715.693.9522 Fax: 715.693.9523
C101
C102
C103
C104
C105
C106
C107
C108
C109
C110
C111
REMARKS
DOOR
MATERIAL
S.C. SWIDERSKI, LLC
A101
A102
A103
A104
A105
A106
A107
A108
A109
A110
ROOM NAME
WALLS
MAT.
ABBREVIATIONS
stamp
B101
B102
B103
B104
B105
B106
B107
D101
D102
D103
D104
D105
D106
D107
D108
DOOR NOTES
revisions
M101
PROSSER PLACE
ANTIGO , WI
SCHEDULES AND MISC.
16 UNIT APARTMENT
A
project
REMARKS
CLG
MAT.
SHEET TITLE
UNIT NO.
FLOOR
MATERIAL
BASE
VINYL
QUARRY TILE
CERAMIC TILE
CARPET
CONCRETE
VINYL
WOOD
CERAMIC TILE
CARPET
PAINTED GYP.BD.
GYP. BOARD
EXPOSED
ACT. TILE- V.C.
GYP. BOARD
WOOD FINISH
HEIGHT
GLAZING
SECOND FLOOR
ROOM NUMBER
WIDTH
MATERIAL
FIRST FLOOR
ROOM NUMBER
WIN. NO.
A
R.O. SIZE
WINDOW
TYPE
DOOR SCHEDULE
DOOR NO.
ROOM FINISH SCHEDULE
WINDOW SCHEDULE
sheet number
A-5.1
7/2/2015
date
15.200
project number
1B
1B
1B
4FL
2B
DL
WB
2B
F
3B
1B
1B
4FL
DL
1B
1B
1B
1B
2B
F
1B
4FL
2B
DL
1B
715.693.9522 Fax: 715.693.9523
S.C. SWIDERSKI, LLC
3B
PROSSER PLACE
ANTIGO , WI
1B
16 UNIT APARTMENT
F
ELECTRIC PLANS
1B
project
4FL
SHEET TITLE
F
DL
stamp
WB
2B
revisions
1B
2B
2B
sheet number
A-6.1
7/2/2015
date
15.200
project number
1. Submit one reproducible copy, if needed, of each shop drawing to the
Engineer for approval. Provide sufficient time in construction schedule
to allow a minimum of five full working days of review period in the
Engineer's office.
2. Provide bolsters, chairs, dowel blocks, standees and #4 support bars as
required to support specified reinforcement at spacings not to exceed
4'-0" in either direction. Tie securely together to hold steel in position.
3. Welding of reinforcement is not permitted. Field bending of
reinforcement is not permitted.
4. Concrete cover for reinforcing steel, unless otherwise shown, shall be as follows:
Footings
3" clear from bottom & sides, 2" clear from top
Walls
11 2" clear from each side
Beams, Columns 11 2" clear to stirrups or ties & piers
Structural Slabs
1" clear from top & sides, 3 4" clear from bottom
1
3
Slab-On-Grade
3 slab thickness from top, but not less the 4"
nor greater than 2"
5. When welded wire fabric is specified on the plans, Provide the following
reinforcement in flat sheets unless otherwise noted for all slabs on grade
except sidewalks.
4" slab WWF 6x 6 x W1.8 x w1.8
5" slab WWF 6 x 6 x W2.0 x W2.0
6" slab WWF 6 x 6 x W2.9 x W2.9.
5. When fiber reinforcing is specified on the plans, Provide the following minimum
reinforcing and dosages for all slabs on grade except sidewalks:
4" -5" slab 1.5# per cubic yard FRC BI Blend, or approved Equal
6" Slab
3# per cubic Yard Forta Ferro, or approved equal
7. All reinforcing bars shall be fabricated in accordance with ACI 318 and ACI
Detailing Manual SP-66. Provide "standard hooks" unless otherwise noted.
Specified bar length does not include length of hook. Place hooked end of
bar 2" clear from edge of concrete, unless otherwise noted.
8. All laps shall be Class "B", unless noted otherwise. Use "top bar" lap lengths for
all horizontal wall bars and for top bars in slabs and beams over 14" deep.
Mechanical couplers capable of developing the full tensile capacity of the bars
may be used at any lap location.
9. Corner bars shall be provided at all wall corners and intersections.
10. Plain weld wire fabric shall be lapped and / or anchored to develop fy per ACI
318.
22. Welding of reinforcing is not permitted.
2.
Floor Dead Load
3.
Floor Live Load
4.
5.
II
= 25 psf
Residential
= 40 psf
Roof Dead Load
= 18 psf
Snow Load: Ground snow Pg
Ce = 1.0
Ct = 1.1
Cs = 1.0
Snow load Pf = Pgx0.7ClsxCexCtxCs
7.
All concrete mixes may contain an approved non-chloride Water
Reducing Admixture in accordance with ASTM C494, Type A. All
concrete mixes shall contain a Water-Reducing Admixture except
where other Water-Reducing type Admixture is required in the
same concrete mix.
= 50 psf
= 39 psf (Typ)
Unbalanced Snow Load as per
Wisconsin Comm 62.1608
6.
Provide an approved Air Entraining Admixture conforming to
ASTM C260 and ACI 318-89 table 4.4.1 for all concrete exposed
to freeze thaw conditions.
= 47 psf
Provide an approved non-chloride non-corrosive Accelerator
conforming to ASTM C494, Type C or E for all concrete flatwork
poured at an ambient temperature of less than 50 degrees F.
Provide an approved Water-Reducing Retarding Admixture
conforming to ASTM C494, Type D for all concrete flatwork
poured at an ambient temperature of 80 degrees F or higher.
Seismic requirements
Site Class = D
SDS = 0.06 SD1 = 0.04
Seismic Design Category = A
Seismic Base Shear = 1000 lbs
Seismic analysis procedure = Minimum
Wind Loads (Simplified Method)
Wind Speed
= 90 MPH
Exposure Category = C
B. SPECIFIED MATERIAL STRENGTHS
1. Poured-in-place Concrete, f'c
Slab-on-grade
Walls / piers
Foundations
Exposed
3500
3000
3000
3000
psi @ 28 days 1" stone
psi @ 28 days
psi @ 28 days 11 2" stone
psi @ 28 days
Air Entrained 5-7%
2. Reinforcing Steel
ASTM A615 Fy = 60 ksi
3. Welded Wire Fabric
ASTM A185 Fy = 65 ksi
4. Structural Steel (UNO)
ASTM A992
5. Steel Tubing
ASTM A500, Grade B
6. Miscellaneous
ASTM A36
7. Bolts for Structural Connections
ASTM A325, Type N
8. Anchor Bolts
ASTM AF1554-36
9. Masonry Grout, f'c
2500 psi @ 28 days
10. Masonry Running Bond, f'm135 psi
11. Allowable Soil Bearing Pressure
3000 psf
12. Welding Electrodes
3000 E70
2.
C. FOUNDATIONS
5.
1. If there is a question regarding the soils, a Geotechnical Engineer,
hired by the owner, shall inspect each footing excavation and
shall confirm that the actual soil conditions meet or exceed
the design pressure.
2. Remove all topsoil and other soils containing organics from
beneath floor slabs and foundations. Proof roll exposed
sub grades under direction of the Geotechnical Engineer.
Remove all soft or loose soils detected by proof rolling and
replace with specified fill on a unit price basis.
3. Provide a minimum of 4'-0" of soil cover above the bottom of all
footings exposed to the weather or unheated spaces.
4. Provide sufficient temporary protection to prevent all exposed
footing sub grades from freezing and all footings with less than
4'-0" of soil cover from heaving. Do not place concrete or
backfill over frozen soil.
5. If requiredThe Contractor shall slope the bottom of the excavation
to a temporary sump pit to keep accumulated groundwater and
surface runoff away from the foundation bearing stratum. Pump
groundwater out of the excavation before placing backfill. Do not
allow the water to stand in the excavation and soften the soils at
or below bearing level.
6. The sidewalls of all excavations shall be properly sloped, sheeted
and braced in accordance with OSHA regulations and other
procedures to provide safe working conditions. The responsibility
for safe working conditions is solely that of the Contractor.
7. Center all wall footings on walls unless noted otherwise. Center all
column footings and piers on columns unless otherwise noted.
8. Backfill walls with even lifts on alternate sides to prevent excessive
horizontal load on walls.
9. When excavating adjacent to an existing structure, use shoring as
required to prevent undermining of the existing foundations.
10. When backfilling walls, maintain adequate shoring until supporting
elements are poured and cured.
11. No holes, trenches or other disturbances of the soil below footings,
other than shown on structural plans, will be allowed within the
volume described by lines sloping downward at 45 degrees to
the horizontal from the bottom edges of of the footings.
12. Footings are designed to bear on natural materials with a
presumptive allowable bearing capacity noted above (Verify by
qualified testing agency in the field). If material of this capacity
is not found at the elevations indicated, footings shall be lowered
or enlarged at the direction of the Engineer of Record.
3.
4.
6.
7.
8.
9.
Where more than one admixture is used in a concrete mix,
provide substantiating data that indicates that these admixtures
are compatible without producing detrimental or unpredictable
results. Use admixtures from one manufacturer only provide the
proper admixture quantities based upon total cementitious
materials in accordance with the manufacturer's
recommendations to achieve the desired results for specific site
conditions and concrete materials. Maximum water soluble
chloride ion concentrations in hardened concrete at an age of 28
days contributed from all ingredients including water,
aggregates, cementitious materials and admixtures shall not
exceed 0.10 percent.
Convey concrete to point of use and deposit continuously in level layers to
prevent separation of grout and aggregate. Work the concrete
thoroughly around reinforcement, embedded fixtures, and into the
corners of forms. Do not deposit concrete in free standing water,
loose dirt, rubbish or other foreign matter. Proceed with concreting at
such a rate that the concrete is plastic at all times and flows readily
into the spaces between the bars. Do not retemper concrete. Use
an approved method of vibration.
Use "Confilm" by Master Builders or equal on all flatwork constructed
without protection of walls and roof.
Protect all concrete and grout from premature drying, excessively hot
or cold temperature, and mechanical injury. Maintain concrete and
grout with minimum moisture loss at relatively constant
temperature for the required curing period. When the mean daily
ambient temperature is less than 40 degrees F, provide temporary
heat, insulating blankets, etc. So as to maintain the temperature of
the concrete and grout at a minimum of 50 degrees F for 7 days.
Provide adequate venting for equipment exhaust.
Cure concrete and grout such that the maximum moisture loss does
not exceed 0.55 kg/m2 in 72 hours when tested in accordance with
ASTM C156-80. Approved methods include approved curing
compounds or soaking with water and covering with polyethylene
sheets. Water cure slabs to receive toppings, grout beds, resinous
flooring or other special coatings.
Seal all exterior concrete with Master Builders 'GP' after the full curing
period.
Provide sawcut control joints in each direction for all slabs on grade.
Control joint spacing shall not exceed 24'-0" nor 36 times the slab
thickness unless otherwise shown. Control joint spacing shall not
be less than 2/3 nor more than 1-1/2 times the spacing of the
width of the slab in the other direction.
Carefully examine architectural, mechanical, electrical and equipment
drawings before each concrete pour to include all cast-in items,
anchorage devices, block outs, sleeves, depressions, and other
special requirements.
Conduit and pipes embedded in concrete shall conform to ACI 318-89
Section 6.3.
G. ANCHORS
1. All post installed anchors must conform to ACI Appendix D requirements.
2. All expansion bolts fastened to masonry shall be zinc plated sleeve type in
accordance with Federal Specification FF-S-325, Group II, Type 3, Class 3.
3. All adhesive anchors shall be POWERS "AC100 + GOLD" -or- equal.
4. All anchor bolts shall conform to ASTM F 1554-36 unless noted otherwise.
Provide standard nut and washer tacked in place on embeded end. At
gravity only connections, L-Shaped rods are acceptable. Embedment
to hooked end shall be 12 rod diameters. Embedment shall not exceed
footing thickness minus 3 inches. Hook length shall be 4 rod diameters 3"
min. Embedded portion of anchor bolts shall be clean and free of oil, grease
and all foreign substances. Provide minimum 6" projection.
5. All anchors in contact with treated lumber shall be hot dipped galvanized,
stainless steel or have manufacturer's approved coating for contact with
treated lumber.
D. DIMENSION LUMBER
www.rice-inc.com
REI PROJECT: R15-01-148
1. Dimension lumber to be D-F-L / No. 2 or better for beams & headers.
Use Spruce-Pine-Fir No.1/No.2 grade for wall studs & purlins. Unless noted
otherwise on the plans
2. All member sizes given on plan are nominal dimensions.
3. All beams & joists not bearing on supporting members shall be framed w/
"Simpson" joist hangers or equal. Use type required for loading.
4. All foundation plates, sills & sleepers on concrete slab, which is in direct contact
w/ earth, and sills which rest on concrete or masonty foundation walls, shall
be treated wood or foundation redwood.
5. Hardware and fasteners in conctact with treated lumber or exposed to the
elements shall be hot dipped galvanized, stainless steel, or manufacturer's
approved coating.
6. Where not noted specifically otherwise, nailing shall be according to fastening
schedule, in the Wisconsin Enrolled Commercial Code.
7. All bolts and lag screws shall be American Standard Manufacture.
8. Bolt holes in wood shall be drilled 1 16" maximum oversize. Holes for screws and
lag screws shall be first bored for the dame depth and diameter of the shank,
then the remainder occupied by the threaded portion shall be bored not larger
in diameter than the root of the thread. All screws shall be screwed, not
driven into place.
9. Provide wahers under all nuts and heads of bolts and lag screws.
10. All timber framing shall be accurately cut, notched, or tapped as indicated. No
over cut is permitted for notches or daps. Members shall fit tight and true.
Examine members for detrimental damage before installation, and avoid
natural defects at connections. Where steel plates occur, they shall be used as
the template for boring holes.
11. Wherever neccessary to cut or drill treated lumber, treat the cut or bored
surfaces with two heavy coats of the same preservative as used in the original
treatment.
12. Design, fabrication, and construction shall conform to the "National Design
Specification for Wood Construction" current edition as recommended by the
American Forest & Paper Association.
1. Submit one reproducible copy, if needed, of each shop drawing to the
Engineer for approval. Provide sufficient time in construction schedule
to allow a minimum of five full working days of review period in the
Engineer's office.
2. Trusses, jack rafters and valley rafters shall be designed to meet all loading
and spans as indicated on the plans.
3. Trusses and rafters shall be designed and certified by a Registered Professional
Engineer.
4. Supplier shall be responsible for all bracing and/or bridging required for the
design of the truss members.
5. Contractor shall be responsible for bracing and/or bridging required during
construction.
6. All connector plates shall be made of Grade "A" galvanized steel, minimum 20
gage per latest TPI Specifications.
7. All connection hardware shall be designed & furnished by the truss supplier
unless noted otherwise on the plans.
8. Scissors trusses shall be designed such that horizontal live load deflections do
not exceed 3 4". Walls are not designed to resist a horizontal truss reaction.
9. Submit Structural Component Plans to Department of Commerce for Component
Review.
revisions
J. NAILING SCHEDULE
FASTENING SCHEDULE (PER IBC TABLE 2304.9.1)
CONNECTION
1. Joist to sill or girder
2. Bridging to joist
3. 1"x6" sub floor or less to each joist
4. Wider than 1"x6" sub floor to each joist
5. 2" sub floor to joist or girder
6. Sole plate to joist or blocking
Sole plate to joist or blocking at braced wall panel
7. Top plate to stud
8. Stud to sole plate
Stud to sole plate
9. Double studs
10. Double top plates
Double top plates
11. Blocking between joists or rafters to top plate
12. Rim joist to top plate
13. Top plates, laps and intersections
14. Continuous header, two pieces
15. Ceiling joists to plate
16. Continuous header to stud
17. Ceiling joists, laps over partitions (a)
18. Ceiling joists to parallel rafters (a)
19. Rafter to plate (a)
20. 1" diagonal brace to each stud and plate
21. 1"x 8" sheathing to each bearing wall
22. Wider than 1"x8" sheathing to each bearing
23. Build-up corner studs
24. Built-up girder and beams
FASTENING
3-8d common
2-8d common
2-8d common
3-8d common
2-16d common
16d at 16" o.c.
3-16d at 16"
2-16d common
4-8d common
2-16d common
16d at 24" o.c.
16d at 16"o.c.
8-16d common
3-8d common
8d at 6" o.c.
2-16d common
16d common
3-8d common
4-8d common
3-16d common minimum
3-16d common minimum
3-8d common
2-8d common
2-8d common
3-8d common
16d common
20d common 32" o.c.
2-20d common
E. WOOD TRUSSES
stamp
25. 2" planks
26. Collar tie to rafter
27. Jack rafter to hip
28. Roof rafter to 2-by ridge beam
29. Joist to band joist
30. Ledger strip
31. Wood structural panels and particle board.(b)
Sub floor, roof and wall sheathing (to framing):
Single Floor (combination subfloor-underlayment to framing):
32. Panel siding (to framing)
33. Fiberboard sheathing: (c)
16d common
3-10d common
3-10d common
2-16d common
2-16d common
2-16d common
3-16d common
3-16d common
1
6d(d,e)
2" and less
19
3
8d(f)
32" to 4"
7
8d(d)
8" to 1"
11 8" to 11 4"
10d(f)
11 8" to 11 4"
10d(f)
1
2"
5
8"
1
2"
or less
LOCATION
toenail
toenail each end
face nail
face nail
blind and face nail
typical face nail
braced wall panels
end nail
toe nail
end nail
face nail
typical face nail
lap splice
toenail
toenail
face nail
16" o.c. along edge
toenail
toenail
face nail
face nail
toenail
face nail
face nail
face nail
24" o.c.
face nail at top and bottom staggered
on opposite sides
face nail at ends and at each splice
at each bearing
face nail
toenail
face nail
toenail
face nail
face nail
face nail
6d(g)
8d(g)
No. 11 gage roofing nail(h)
6d common nail
25
32" No. 11 gage roofing nail(h)
8d common nail
a. See Section 2308.10.1, Table 2308.10.4.1
b. Nails spaced at 6 inches on center at edges, 12 inches at intermediate supports except 6 inches at supports where spans are 48 inches
or more. For nailing of wood structural panel and particle board diaphragms and shear walls, refer to Section 2305. Nails for wall
sheathing are permitted to be common, box or casing.
c. Fasteners spaced 3 inches on center at exterior edges and 6 inches on center at intermediate supports.
d. Common or deformed shank.
e. For roof sheathing applications, 8d nails are the minimum required for wood structural panels.
f. Deformed shank.
g. Corrosion-resistant siding or casing nail.
PROSSER PLACE CHARLOTTR CT.
ANTIGO, WI.
1. Proportioning of materials shall be in accordance with ACI 211.1Latest "Recommended Practice for Selecting Proportions for
Normal, Heavyweight and Mass Concrete." Maximum aggregate
size shall be 1-1/2" for footings, 3/4" for slabs, walls and columns
and 3/8" for toppings. Minimum cement content for floors shall
be 5-1/2 bags of cement per cubic yard. Maximum water-cement
ratio 0.45. Proportion concrete mixes for a 3" to 4" slump.
Building Category
Ie=1.0
Is=1.0
Iw=1.0
ANTIGO 16 UNIT
1.
STRUCTURAL GENERAL
NOTES
F. REINFORCING STEEL
Phone : 920.617.1042
Fax: 920.617.1100
project
D. CONCRETE
105 School Creek Trail
Luxemburg, WI 54217
SHEET TITLE
A. DESIGN LOADS
ENGINEERING
301 Main Street Mosinee, WI 54455
715.693.4533 Fax: 715.693.4532
STRUCTURAL GENERAL NOTES
S.C. SWIDERSKI, LLC
RICE
sheet number
S-0.0
06/08/2015
date
xxxx
project number
CONCRETE SLAB
(3) #5 BARS
1
1'-0"
100'-0"
TOP/ SLAB
1'-0"
RIGID INSULATION
SCALE: 1/2" = 1'-0"
96'-0"
TOP/ FOOTING
1
S-1.1
1
1
5A
SCALE: 1/2" = 1'-0"
S-1.1
100'-0"
TOP/ SLAB
www.rice-inc.com
RIGID INSULATION
12" CONCRETE WALL
REINFORCED W/ #4 VERT.
BARS @ 48" O.C. & (2) #5
BARS CONTINUOUS
#6 DOWELS @ 48" O.C.
24" LONG W/ 3" HOOK
CONCRETE FOOTING
W/ (2) #5 CONT.
FOUNDATION PLAN NOTES
GRADE
EQ.
EQ.
8"
KEYWAY
96'-0"
TOP/ FOOTING
2'-0"
1'-0"
2'-0"
OVER-EXCAVATION DETAIL
1'-0"
8"
THIS DETAIL APPLIES ONLY AT THOSE LOCATIONS WHERE
GEOTECHNICAL ENGINEER DEEMS SOILS AT DESIGN FOOTING
ELEVATIONS INADEQUATE FOR FOOTING SUPPORT. WHERE
THIS WORK IS REQUIRED, CONTRACTOR WILL BE COMPENSATED
ON A PRE-ESTABLISHED UNIT COST AGREED UPON BY THE
CONTRACTOR, ARCHITECT/ENGINEER AND OWNER.
1'-0"
KEYWAY
4"
S-1.1
THICKENED SLAB DETAIL
EQ.
1'-0"
5
EQ.
1/2" X 10" LONG A.B.S.
@ 48" O.C. U.N.O. IN
SHEAR WALL SCHEDULE
P.T. 2X6 PLATE
OVER SILL SEALER
CONCRETE SLAB
GRADE
2'-0"
NOTE: CONTRACTOR AT HIS/HER OPTION MAY ELIMINATE STRUCTURAL
FILL BY LOWERING DESIGNATED FOOTING ELEVATION SO THAT
FOOTING RESISTS DIRECTLY ON SUITABLE BEARING SUBGRADE OR
PROVIDE LEAN CONCRETE (f'=1,500 psi)
2"X4" LEDGE
8" CONCRETE WALL
REINFORCED W/ #4 VERT.
BARS @ 48" O.C. & (2) #5
BARS CONTINUOUS
#6 DOWELS @ 48" O.C.
24" LONG W/ 3" HOOK
CONCRETE FOOTING
W/ (2) #5 CONT.
1'-0"
WALL
1
SUITABLE BEARING SUBGRADE
1/2" X 10" LONG A.B.S.
@ 48" O.C. U.N.O. IN
SHEAR WALL SCHEDULE
P.T. 2X6 PLATE
OVER SILL SEALER
4"X4" BRICK LEDGE
2"X4" LEDGE
1/2" x 6"
EMBEDMENT
ANCHOR BOLTS
@ 48" O.C. U.N.O.
IN SHEAR WALL
SCHEDULE
8"
LIMITS OF EXCAVATION
Phone : 920.617.1042
Fax: 920.617.1100
BRICK VENEER
4"
DESIGNED
FOOTING
ELEVATION
Luxemburg, WI 54217
1.
FINISH SLAB ELEVATION = 100'-00" LOCAL DATUM UNLESS NOTED
OTHERWISE. TOP OF FOOTING = 96'-00" UNLESS NOTED OTHERWISE.
2.
SLAB ON GRADE TO BE 4' THICK WITH 1.5#/CU. YARD FRC BI BLEND 300, OR
APPROVED EQUAL ON 10 MIL VAPOR RETARDER ON 6" FREELY DRAINING
GRANULAR BASE COURSE UNLESS NOTED OTHERWISE.
3.
SPACE CONSTRUCTION AND CONTROL JOINTS AT 12'-0" O.C. MAX RESULTING
SECTIONS SHALL BE APPROXIMATELY SQUARE OR TRIANGULAR. (SEE DETAIL
3/S-1.1)
715.693.4533 Fax: 715.693.4532
ENGINEERING
STRUCTURAL FILL PLACED IN
LAYERS W/ MAXIMUM LOOSE
THICKNESS OF 8" COMPACTED
TO 95% OF THE MAXIMUM
DRY DENSITY AS DETERMINED
BY ASTM TEST DESIGNATION
D1551 (MODIFIED PROCTOR)
CONCRETE FOOTING
S.C. SWIDERSKI, LLC
RICE
stamp
4.
OVER-EXCAVATION MAY BE REQUIRED TO REMOVE EXISTING UNDOCUMENTED
FILL AND UNSUITABLE SOIL. (SEE DETAIL 1/S-1.1)
5.
POST DOWN FROM ROOF HIP GIRDER.
2'-0"
(3) #5 BARS
THICKENED SLAB DETAIL
6
SCALE: 1/2" = 1'-0"
S-1.1
TYPICAL 12" WALL SECTION
TYPICAL 8" WALL SECTION
7
SCALE: 1/2" = 1'-0"
revisions
SCALE: 1/2" = 1'-0"
S-1.1
AS REQUIRED SO THAT THERMAL
BREAK FALLS UNDER DOOR
THRESHOLD (4" MINIMUM)
C3
C3
CONTROL JOINT
3
S-1.1
CONTROL JOINT
SCALE: 1/2" = 1'-0"
6'-6"
5A
S-1.1
TYP.
T.O.FOOTING
7
96'-0"
T.O.FND WALL
S-1.1
8" WALL
100'-0"
TYP.
6'-6"
4" CONCRETE SLAB
(SEE NOTE 2)
C3
C3
6'-6"
6'-6"
6'-5 1/2"
NOTES:
1. SLAB-ON-GRADE CONSTRUCTION SHOULD CONFORM W/ THE
RECOMMENDATIONS & REQUIREMENTS SET FORTH IN THE LATEST
RELEASE OF ACI 302 GUIDE FOR CONCRETE FLOOR & SLAB
CONSTRUCTION.
2. REFER TO GENERAL NOTES, SPECIFICATIONS, AND/OR DRAWINGS
FOR SUBGRADE PREPARATION REQUIREMENTS.
3. SLAB REINFORCEMENT, IF OTHER THAN WWF, SHALL BE CHAIRED
BY SOIL SUPPORTED SLAB BOLSTERS.
4. DEPTH OF SAWCUT SHOULD BE 1 1/4" IF PRODUCED USING EARLY
ENTRY DRY-CUT PROCESS T/4 (1" MIN.) IF PRODUCED USING THE
CONVENTIONAL WET-CUT PROCESS.
21'-7 1/2"
10'-1"
1'-5 1/2"
8'-9"
1'-5 1/2"
ANTIGO, WI.
ANTIGO 16 UNIT
T
24'-0"
CORNER
TYP.
TYPICAL 24"X12" CONTINUOUS CONCRETE
FOOTING U.N.O.
10'-1"
2'-0 1/2"
24'-6"
2'-0 1/2"
10'-1"
1'-5 1/2"
2'-0"
SLOPE ENTRY SLABS SO
DOOR SILLS ARE FLAT
VERIFY W/OWNER
SLOPE 1/4"/FOOT
(TYPICAL)
10'-0"
1/4" MAX.
FILL JOINT W/ SEALANT
@ EXTERIOR SLABS
48'-9"
21'-2"
11'-8"
2'-0"
5'-0"
2'-0"
FOUNDATION PLAN
21'-2"
15'-3 3/4"
30'-2"
NOTE 4
T
5
S-1.1
2'-0"
T/2
CONSTRUCTION JOINT
24"X12" THICKENED SLAB
(TYPICAL)
4'-8"
KEYWAY FORMED BY
DIAGONALLY CUT 2X2
BREAK THE BOND BETWEEN NEW & EXISTING
SLAB BY SPRAYING OR PAINTING THE EXPOSED
SIDE OF JOINT W/ A CURING COMPOUND,
ASPHALTIC EMULSION, OR FORM OIL.
8"
2'-0"
EDGE EACH POUR
TO 1/8" RADIUS
10'-1"
9'-8 1/2"
48"X8" FOUNDATION WALL
5'-0"
SCALE: 1/2" = 1'-0"
56'-8"
8'-8"
S-1.1
8"
(3) SIDES (4) PLACES
2'-0"
24'-0"
1'-0"
STOOP FOOTING DETAIL
2
SEE SITE PLAN FOR
LOCATION OF
MECHANICAL ROOM
FOUNDATION
6
S-1.1
12" WALL
TYP.
8'-9"
27'-6"
C3
project
2'-0"
C3
4'-8"
C3
18"x12" FOOTING
(TYPICAL) U.N.O.
33'-2"
4'-6"
4'-8"
C3
8'-9"
(3) SIDES (8) PLACES
STOOP
TYP.
6"
13'-7"
8"
8"
MIN
1/4" PER FOOT PITCH
4'-0" MINIMUM
2
S-1.1
SEE PLAN FOR
FOUNDATION WALL
INFORMATION
1'-6"
1:1 SLOPE
13'-7"
3'-10"
2
S-1.1
STOOP TYP.
FIN. FLOOR
SEE ARCH.
8'-9"
5'-0"
33'-2"
135'-6"
24'-6"
SHEET TITLE
12'-0"
5'-0"
5" SLAB-ON-GRADE W/
6x6-W2.9xW2.9 WWF ON 44" FROST
RESISTANT (2" - 3" ROCK) MATERIAL
4'-10"
1/2" FILLER STRIP MATERIAL
FOR THERMAL BREAK
SLAB-ON-GRADE OR
STRUCTURAL FLOOR
(SEE PLANS)
#4 DOWELS @ 18" O.C. ON
ALL 4 SIDES OF STOOP SLAB
8'-9"
1'-5 1/2"
10'-1"
21'-7 1/2"
sheet number
REVISION PER ADDITIONAL NOTE DIMENSIONS - 09-25-15
REVISION PER DIMENSIONS - 10-08-15
A
S-1.1
FOUNDATION PLAN
SCALE: 1/8" = 1'-0"
S-1.1
06/08/2015
date
REVISION PER DIMENSIONS - 10-12-15
xxxx
project number
ENGINEERING
Luxemburg, WI 54217
Phone : 920.617.1042
Fax: 920.617.1100
www.rice-inc.com
715.693.4533 Fax: 715.693.4532
S.C. SWIDERSKI, LLC
RICE
stamp
revisions
8'-9"
HEADED STUD
S2
7
S-2.2
H-7
H-7
H-7
22" DEEP FLOOR TRUSSES @ 19.2" O.C.
C5
C5
C5
C5
S3
C5
H-7
C5
H-3
H-4
H-5
S3
S3
H-3
C3
H-3
H-4
C3
H-4
H-6
H-6
H-5
4
S-2.2
DECK TYP.
S2
C3
H-6
H-6
H-6
H-6
H-6
SHEAR WALL
TYP.
7
S-2.2
H-6
C3
3
S-2.2
TYP.
7
S-2.2
S3
24'-0"
S3
7
S-2.2
7
S-2.2
2
S-2.2
TYP.
5
S-2.2
TYP.
H-7
H-7
C5
27'-11"
H-6
H-7
S3
H-4
H-3
1
S-2.2
TYP.
H-6
S2
S2
C5
H-7
2"
H-6
7
S-2.2
7
S-2.2
H-6
ROOF TRUSS
@ 24" O.C.
S3
12'
S3
S3
106 PSF
H-6
C3
H-6
7
S-2.2
S3
24'-0"
H-6
H-3
H-3
56'-0"
H-3
40 PSF
8'-0"
C3
C3
H-6
H-4
27'-11"
H-6
H-5
H-4
H-6
H-6
C3
H-4
H-6
H-5
H-4
H-6
H-3
ANTIGO, WI.
32'-10"
ANTIGO 16 UNIT
13'-3"
FLOOR FRAMING PLAN
25'-2"
project
13'-3"
SHEET TITLE
8'-9"
32'-10"
TYP.
sheet number
REVISION PER DESIGNATION - 07-20-15
A
S-2.1
FLOOR FRAMING PLAN
SCALE: 1/8" = 1'-0"
S-2.1
06/08/2015
date
xxxx
project number
2X6 AT 16" O.C.
STUD WALL
EDGE SHEAR
WALL NAILING
SEE SCHEDULE
SINGLE BASE PLATE
FLOOR SHEATHING
SEE NOTE 2
BASE PLATE
2X6 AT 16" O.C.
STUD WALL
3/4" SUBFLOOR
FIRST FLOOR
ELEV = 108'-1 1 8"
BLOCKING
AS REQ'D
BLOCKING
AS REQ'D
SINGLE BASE PLATE
FLOOR JOIST
FLUSH HEADER
4'-5 1/2"
FLOOR JOIST
2
S-2.2
Phone : 920.617.1042
Fax: 920.617.1100
www.rice-inc.com
WOOD FLOOR JOIST NON-BEARING
SCALE: 1/2" = 1'-0"
3
S-2.2
FLUSH HEADER
JOIST HANGER BY
FLOOR JOIST
SUPPLIER
5'-0"
DOUBLE TOP PLATE
SCALE: 1/2" = 1'-0"
2X6 EXT.
BEARING WALL
JOIST HANGER BY
FLOOR JOIST
SUPPLIER
2X6 STUD WALL
DOUBLE TOP PLATE
FLOOR AT BEARING DETAIL
Luxemburg, WI 54217
JOIST BRG.
ELEV = 108'-1 1 8"
FLOOR TRUSSES
1
ENGINEERING
2X6 EXT.
BEARING WALL
2X6 STUD WALL
DOUBLE TOP PLATES
S-2.2
RICE
S.C. SWIDERSKI, LLC
INTERIOR
NON-BEARING WALL
9'-5 1/2"
FRAMING THRU DIMISING WALL
4
SCALE: 1/2" = 1'-0"
S-2.2
715.693.4533 Fax: 715.693.4532
FLOOR JOIST BY
TRUSS SUPPLIER
FLOOR
SHEATHING
FRAMING DETAIL
SCALE: 1/2" = 1'-0"
stamp
LEDGER
6A
S-2.2
METAL CORNER POST
PROVIDED BY RAILING
MANUFACTURER
revisions
2X10 LEDGER
2 X __ ATTACHED TO EACH
TRUSS END @ DECK
2X10 @ 16 O.C.
S. PINE No. 2
POST STOP AT
UNDERSIDE OF
DECKING
SIMPSON L590 (2 MAX) W/ 12-10d NAILS
(OR APPROVED EQUAL)
SCALE: 1/2" = 1'-0"
2 PLY
S-2.2
DECK FRAMING PLAN
6A
SCALE: 1/2" = 1'-0"
S-2.2
DECK SECTION
7
SCALE: 1/2" = 1'-0"
S-2.2
SHEAR WALL SECTION
SCALE: 1/2" = 1'-0"
TWO ROWS
EACH PLY
(3) 16d END NAILS
EACH PLY OF HEADER
1'-0"
ONE ROW
CENTERED ON
OPPOSITE SIDE
1'-0"
6
6X6 DECK POST W/ 1 1/2"
NOTCH AT DECK BEAMS
4 PLY
3 PLY
TWO ROWS
STAGGERED
1'-0"
S-2.2
FRAMING THRU BEARING WALL
ANCHOR BOLTS
REFERENCE SHEAR
WALL SCHEDULE
CONT. DOUBLE TOP PLATE
HEADER-SEE SCHEDULE
KING STUDS
-SEE HEADER
SCHEDULE
STUDS
CONT. 2X
KING STUD(S)
SEE SCHEDULE
SHOULDER
STUDS
-SEE HEADER
SCHEDULE
STUDS
-SEE HEADER
SCHEDULE
SHOULDER STUDS
-SEE HEADER
SCHEDULE
SHOULDER STUDS
-SEE HEADER
SCHEDULE
SECTION
SHOULDER STUD(S)
SEE SCHEDULE
16d PNEUMATIC NAILS (.131x3 1/4")
8
S-2.2
MULTIPLE MEMBER CONNECTIONS
STUD COLUMNS
SCALE: 1/2" = 1'-0"
9
S-2.2
MULTIPLE MEMBER CONNECTIONS
HEADERS
SCALE: 1/2" = 1'-0"
ANTIGO, WI.
FLOOR JOIST
5
FLOOR JOIST
ANTIGO 16 UNIT
(2) 2X10 DECK BEAM S. PINE No. 2
NOTCH POST 1 1/2"
AT DECK BEAMS
(USE (2) 2 1/4"
SCREWS)
SIMPSON A-35 (OR
APPROVED EQUAL)
@ 36" O.C.
OR IN LIEV OF
FRAMING ANGLE
TOE-NAIL TRUSS
TO WALL WITH 10d
NAILS @ 6" O.C.
FLOOR FRAMING
DETAILS
T/DECK
ELEV = 109'-11 7 8"
POST STOPS AT
UNDERSIDE OF
DECKING
2X10 DECK JOIST W/
SIMPSON LUS26 OR
APPROVED EQUAL
JOIST HANGERS
project
SINGLE BASE PLATE
DOUBLE TOP PLATE
SHEET TITLE
2X6 AT 16" O.C.
STUD WALL
DECK BEAMS
(2) 2 1/4" SCREWS
(3) ROWS SIMPSON
SDWS22400 DB 4" LONG
SCREWS TO BLOCKING
10
S-2.2
PATIO DOOR & P.T.A.C. UNIT
HEADERS
SCALE: 1/2" = 1'-0"
sheet number
S-2.2
06/08/2015
date
xxxx
project number
ENGINEERING
Luxemburg, WI 54217
Phone : 920.617.1042
Fax: 920.617.1100
www.rice-inc.com
ROOF SHEATHING
ROOF TRUSS
715.693.4533 Fax: 715.693.4532
S.C. SWIDERSKI, LLC
RICE
stamp
10d TOE NAILS
@ 6" O.C.
SHEAR WALL
-SEE WALL TYPES &
SHEAR WALL SCHEDULE
revisions
ROOF TRUSSES
@ 24" O.C.
NOTE 10
ROOF TRUSSES
@ 24" O.C.
NOTE 10
S5
H-1
H-2
54'-10"
H-1
H-2
C2
ROOF TRUSSES
@ 24" O.C.
C2
H-1
C2
H-2
H-2
C2
H-2
ROOF TRUSS GIRDER
27'-11"
NOTE 10
ROOF TRUSSES
@ 24" O.C.
ROOF TRUSS GIRDER
H-6
S4
C4
C4
S1
27'-11"
H-6
C4
C4
ROOF TRUSS GIRDER
C4
S4
ROOF TRUSS GIRDER
C4
3
S-3.1
H-6
C4
ROOF TRUSS GIRDER
S1
2"
56'-0"
C4
ROOF TRUSS GIRDER
H-6
ROOF TRUSSES @ 24" O.C.
ANTIGO, WI.
NOTE 10
ANTIGO 16 UNIT
54'-10"
ROOF FRAMING PLAN
134'-10"
25'-2"
project
SCALE: 1 1/2" = 1'-0"
SHEET TITLE
2
S-3.1
SHEAR WALL AND ROOF
TRUSS AT UNIT SEPARATION
ROOF TRUSS GIRDER
C2
H-2
H-2
C2
H-1
ROOF TRUSS GIRDER
H-2
H-2
C2
H-2
C2
H-1
H-2
S5
1
S-3.1
TYP.
sheet number
A
S-3.1
ROOF FRAMING PLAN
SCALE: 1/8" = 1'-0"
S-3.1
06/08/2015
date
xxxx
project number

16 UNIT APARTMENT ANTIGO, WI

Transcription

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