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Basement
1st. Floor
3rd Floor
2nd Floor
1st Floor
I-4I-3I-2I-1
S-2 LowS-1 Moderate
R-4R-3R-2R-1
%g%g SS
ALLOWABLE AREA
City/County Private State
APPENDIX B BUILDING CODE SUMMARY
ALLOWABLE HEIGHT
MECHANICAL SUMMARY SEE SHEET -
ELECTRICAL SUMMARY SEE SHEET -
ENERGY SUMMARY
PLUMBING FIXTURE REQUIREMENTS
ACCESSIBLEREGULARTUBSFEMALEMALEFEMALEMALE
DRINKING FOUNTAINSSHOWERSLAVATORIESURINALSWATERCLOSETS
USE
WindEarthquake
psf
psf
Pile Size, Type, and Capacity
Presumptive Bearing Capacity
Field Test
ModalEquivalent Lateral ForceSimplified
Vy=Vx=
Not RequiredYesArchitectural, Mechanical, Components anchored?
Analysis Procedure
Seismic Base Shear
Dual w/ Special Moment Frame
Dual w/ Intermediate R/C or Special Steel
Iverted PendulumMoment Frame
Building Frame
Bearing Wall
Basic Structural System
Site Classification
Spectral Response Acceleration
Occupancy Category (Table 1604.5)
SOIL BEARING CAPACITIES:
LATERAL DESIGN CONTROL:
A BSEISMIC DESIGN CATEGORY
Vy=Vx=
mph (ASCE-7-02)
Wind Base Shears (for MWFRS)
Exposure Category
Basic Wind Speed
psf
Wind Load:
Snow Load:
psf
psf
psf
Floor
Mezzanine
RoofLive Loads:
Seismic (Ie)
Snow (Is)
Wind (Iw)Importance Factors:
DESIGN LOADS:
STRUCTURAL DESIGN
No Yes
No Yes
No Yes
No Yes
No Yes
Panic Hardware
Smoke Detection Systems
Fire Alarm
Exit Signs
Emergency Lighting
LIFE SAFETY SYSTEM REQUIREMENTS
Tenant/Dwelling Unit Separation
Occupancy/Fire Barrier Separation
Corridor Separation
Shaft Enclosures- Other
Shaft Enclosures - Exit
Supporting Beams & Joists
Supporting Beams & Joists
Roof Construction, including
Floor Construction, including
Reduction
W/ *
Provided
Joints
for Rated
Design #
Req'd
Penetration
for Rated
Design #
Assembly
for Rated
Design #
Sheet #
and
Detail #
Rating
Walls & Partitions.
Non-Load Bearing
Exterior
North
East
South
West
Interior
Distance
Separation
Fire
Interior
West
South
East
North
Exterior
Bearing Walls
Girders & Trusses.
including Columns,
Structural Frame,
FIRE PROTECTION REQUIREMENTS
REFERENCE
CODE
PLANS
SHOWN ONALLOWABLE
Building Height in Stories (Table 504.4)
Building Height in Feet (Table 504.3)
Allowable
Area per story
or UnlimitedIncrease
Frontage
Area for
Area
Table 506.2
Per Story
Bldg Area
and use
DescriptionStory No.
TOTALS
Separated Use (508.4) - See below for area calculations
For each story, the area of the occupancy shall be such that the sum of the ratios of the actual
floor area of each use divided by the allowable floor area for each use shall not exceed 1.
Non-Separated Use (508.3)
The required type of construction for the building shall be determined by applying the
height and area limitations for each of the applicable occupancies to the entire building.
The most restrictive type of construction, so determined, shall apply to the entire building.
Parking Garage Repair GarageEnclosedOpen
Exception:Hr.Separation:YesNoMixed Occupancy:
Special Provisions (List code sections):
Residential
Utility and Miscellaneous
Storage
Mercantile
Institutional
H-1High Hazard H-2 H-3 H-4 H-5
F-1Factory-Industrial
Educational
Business
A-5A-4A-3A-2Assembly A-1
Occupancy:
Sub-TotalNewEXISTING
YesNo
WetIINo Yes DryIIII
NFPA 13 NFPA 13R NFPA 13DYesNo
III-B
III-AII-A
V-BI-B
V-AIVI-A
1st Time Interior Completion
Phone
EmailLicenseNameFirm
TOTALS
2nd Floor
FLOOR
Gross Building Area:
Fire District:
Standpipes:
Sprinklers
Construction Type:
Basic Building Data
New Building2018 NC Building Code for:
Other
Retaining Walls >5'
Structural
Sprinkler-Standpipe
Mechanical
Plumbing
Fire Alarm
Electrical
Civil
Architectural
Designer
Lead Design Professional:
Code Enforcement Jurisdiction:
Owned By:
Owner/Authorized Agent:
Address:
Name of Project:
Addition
2018 NC Existing Building Code:
High-piled
Special Uses (List code sections):
A
Telephone
Actual Area of Occupancy A Actual Area of Occupancy B
Allowable Area of Occupancy A Allowable Area of Occupancy B
1 Open space area increases from Section 506.2 are computed thus:
a. Perimeter which fronts a public way or open space having 20 feet minimum width = _______ (F)
b. Total Building Perimeter = _________ (P)
c. Ratio (F/P) = ___________ (F/P)
d. W = Minimum width of public way = _________ (W)
e. Percent of frontage increase If = 100 [ F/P - 0.25] x W/30 = ________ (%)
2 Unlimited area applicable under conditions of Sections 507.
3 Maximum Building Area = total number of stories in the building x D (max. 3 stories, 506.2).
5 Frontage increase is based on the unsprinklered area value in Table 506.2.
Pin Number:
Detonate Deflagrate Combust Health HPM
I Condition 1 2 3 4 5
SPECIAL APPROVALS
(feet)
Party/Fire Wall Separation
Smoke Barrier Separation
Incidental Use Separation
Special Approval: (Local Jurisdiction, Department of Insurance, OSC, DPI, DFS, ICC, etc., describe below)
ENERGY REQUIREMENTS:
The following data shall be considered minimum and any special attribute required to meet energy code shall also be
provided. Each designer shall furnish the required portions of the project information for the plan data sheet. If energy
cost budget method, state the annual energy cost budget vs allowable annual energy cost budget.
THERMAL ENVELOPE
Method of Compliance:
Performance (ASHRA 90.1)
Roof/ceiling Assembly (each assembly)
Description of assembly
U-Value of total assembly
R-value of insulation
Skylights in each assembly
U-Value of skylight
total square footage of skylights in each assembly
Exterior Walls (each assembly)
Description of assembly
U-Value of total assembly
R-value of insulation
Openings (windows or doors with glazing)
U-Value of assembly
shading coefficient
projection factor
low e required if applicable
Door R-Values
Description of assembly
U-Value of total assembly
R-value of insulation
Openings (windows or doors with glazing)
U-Value of assembly
low e required if applicable
Door R-Values
Walls adjacent to unconditioned space (each assembly)
Walls below grade (each assembly)
Description of assembly
U-Value of total assembly
R-value of insulation
Description of assembly
U-Value of total assembly
R-value of insulation
Floors over unconditioned space (each assembly)
Floors slab on grade
Description of assembly
U-Value of total assembly
R-value of insulation
Horizontal/vertical requirement
Slab heated
I II III IV
C D
Renovation
II-B
Partial
Class:
Flood Hazard Area: No Yes
Basement
3rd Floor
Accessory Occupancies:
Partial
Historical DataPresumptiveField Test
DCB E F
SPECIAL INSPECTIONS REQUIRED: Yes No
Existing
New
Required
Existing
Required
New
Climate Zone:
3A 4A 5A
Prescriptive (ASHRA 90.1)Prescriptive (Energy Code)
Performance (Energy Code)
I-4
F-2
Moderate Low
Incidental Uses (Table 509):
Assumed and real property line locations
Fire and/or smoke rated wall locations (Chapter 7)
Life Safety Plan Sheet #:
LIFE SAFETY PLAN REQUIREMENTS
Exterior wall opening area with respect to distance to assumed property lines (705.8)
Existing structures within 30' of the proposed building
Occupancy types for each area as it relates to occupant load calculation (Table 1004.1.2)
Occupant loads for each area
Exit access travel distances (1017)
Common path of travel distances (1006.2.1 & 1006.3.2(1))
Dead end lengths (1020.4)
Clear exit widths for each corridor
Maximum calculated occupant load each exit door can accommodate (1005.3)
Actual occupant load for each exit door
A separate schematic plan indicating fire rated floor/ceiling and/or roof structure
Location of doors with panic hardware (1010.1.10)
Location of doors with delayed egress locks and the amount of delay (1010.1.9.7)
Location of doors with electromagnetic egress locks (1010.1.9.9)
Location of doors equipped with hold-open devices
Location of emergency escape windows (1030)
The square footage of each fire area (202)
The square footage of each smoke compartment
Note any code exceptions
ACCESSIBLE DWELLING UNITS
(SECTION 1107)
Total
units
Accessible
Units
Required
Type A
Units
Provided
Total
Accessible Units
Provided
Accessible
Units
Provided
Type B
Units
Required
Type B
Units
Provided
Type A
Units
Required
ACCESSIBLE PARKING
(SECTION 1106)
Lot or
Parking Area
Total
Accessible Spaces
Provided
Required Provided
Total
Total Parking Spaces
Regular with
5' Access
Aisle
Accessible Spaces Provided
Van Spaces with
132" Access
Aisle
8' Access
Aisle
Shell / Core Phased Construction - Shell / Core
Prescriptive Repair Chapter 14
Level I Level II Level III
Existing:
Alteration:
Historic Property Change of Use
YesNoSpecial Inspections:
Constructed (date) :
Renovated (date) :
Occupancy Category (1604.5): ICurrent: II III IV
IProposed: II III IV
Current Occupancy:
Proposed Occupancy:
4 The maximum area of open parking garages must comply with Table 406.5.4.
The maximum area of air traffic control towers must comply with Table 412.3.1.
Columns Supporting Floors
Floor Ceiling Assembly
PERCENTAGE OF WALL OPENING CALCULATIONS
(FEET FROM PROPERTY LINES)
FIRE SEPARATION DISTANCE
PROTECTION (TABLE 705.8)
DEGREE OF OPENINGS
(%)
ALLOWABLE AREA
(%)
ACTUAL SHOWN ON PLANS
UNISEXUNISEX
Exempt Building:
No Yes
Existing building envelope complies with code:
No Yes
G001
APPENDIX B
DRAWING INDEX
Issued for:
Job #:
Date:
117 Cherry Street, Suite D
Black Mountain, NC 28711
4
7
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52083
CORPORATE
ANILOARCHTRON
A SEALI TON
ANDER
SON ARCH ITECTURE
APROF E SS IONAL COR
PO
RATION
.C.N,ELLIVE
HSA
G
TCETI
HCRA
NO RTH C RA OLIN A
DERETSIGER
10906
EORG
E A. ANDERSONIII
George Anderson III, AIA
828 989 5154
CONSTRUCTION
16 AUG 2021
DRAWING INDEX
DESCRIPTIONNO.
G001 APPENDIX B & LIFE SAFETY
A100 SITE PLANS
A101 PLANS
A201 ELEVATIONS SECTIONS
S001 STRUCTURAL NOTES
S101 STRUCTURAL PLANS AND DETAILS
Dropoff Entryway at Enka High School
475 Enka Lake Road, Candler NC 28715
Tripp Anderson, Architect 828-989-5154 [email protected]
9606-98-9000Buncombe County
10906George Anderson IIIAiton Anderson Architecture 828) 989-5154 [email protected]
196 sf
196 sf
Utility canopy 196 sf 5,500 sf 5,500 sf
5,500 sf
40'
1
15'
1
30'+
30'+
30'+
30'+
30'+
30'+
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
N A N A
N A N A
N A N A
N A N A
N A N A
N A N A
0 0
0 0
30'+ each side
UP, NS no limit
N
O
T
A
P
P
L
IC
A
B
L
E
NO SPECIAL REVIEWS REQUIRED
N
O
T
A
P
P
L
IC
A
B
L
E
N
O
T
A
P
P
L
IC
A
B
L
E
37393D. Paul FamaSKA Consulting Engineers 828) 274-4440 [email protected]
196 sf 5,500 sf
30'+ 0 0
30'+ 0 0
N A N A
N A N A
N
O
T
A
P
P
L
IC
A
B
L
E
N
O
T
A
P
P
L
IC
A
B
L
E
N
O
T
A
P
P
L
IC
A
B
L
E
N
O
T
A
P
P
L
IC
A
B
L
E
PROJECT LOCATION
NOT TO SCALE
ENKA
LAKE
ENKA
VILLAGE
HOMINY VALLEY
ELEMENTARY SCHOOL
ENKA
HIGH
Smokey Park Hwy - 19 / 23
E
n
k
a
L
a
k
e
R
o
a
d
P
i
s
g
a
h
H
w
y
-
1
5
1
S
a
n
d
H
ill
R
o
a
d
t
o
I
-
2
6
UNOCCUPIED UTILITY STRUCTURE
1.0
1.0
1.0
20
15
115
C
3k 3k
0.316 0.109
1k 1k
2,000
Issued for:
Job #:
Date:
117 Cherry Street, Suite D
Black Mountain, NC 28711
CONSTRUCTION
16 AUG 2021
A100
4
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52083
CORPORATE
ANILOARCHTRON
A SEALITON
ANDER
SON ARCH IT ECTURE
APROF E SS IONAL COR
PORA
TION
.C.N,ELLIVE
HSA
G
TCETI
HCRA
NO RTH C RA OLI
N A
DERETSIGER
10906
EORG
E A. ANDERSONIII
George Anderson III, AIA
828 989 5154
SITE PLANS
GENERAL NOTES
A. SITE PLAN HAS BEEN CREATED USING FIELD
MEASUREMENTS ONLY AND WITHOUT THE
INFORMATION OF A DETAILED SITE SURVEY. IT
IS THE CONTRACTOR'S RESPONSIBILITY TO
FIELD VERIFY ALL EXISTING CONDITIONS,
LAYOUT, ELEVATIONS AND GRADES, AND
UTILITIES LOCATIONS PRIOR TO BEGINNING
WORK OR ORDERING ANY MATERIALS.
B. CAREFULLY REMOVE WAYFINDING SIGN AND
BENCHES, AND STORE FOR RE-INSTALLATION .
COORDINATE FINAL LOCATION OF BENCHES AND
SIGN WITH THE OWNER.
C. DEMOLISH SIDEWALKS IN THE AREA OF NEW
WORK, WITH CLEAN STRAIGHT SAWCUT JOINTS
AT PORTIONS OF WALKS TO REMAIN.
D. PROVIDE GRASS SEED AND STRAW AT ALL
AREAS OF DISTURBED SOIL.
1
16802468
SITE PLAN
EXISTING CONDITIONS
2
16802468
SITE PLAN
PROPOSED
EXISTING ADA PARKING AREA
EXISTING ASPHALT PAVED DRIVE
EX
IST
ING
CO
NC
RE
TE
SID
EW
ALK
E
X
IS
T
IN
G
C
O
N
C
R
E
T
E
S
ID
E
W
A
L
K
EX
IS
TIN
G C
ON
CR
ET
E S
ID
EW
ALK
STORM DRAIN
WAYFINDING SIGN
FIRE HYDRANT
BENCH
BENCH
10'-0"
6'-0"
NOTES & SPECIFICATIONS
1. NEW SIDEWALKS SHALL BE 4" THICK 4,000 PSI
CONCRETE ON 4" STONE BASE ON COMPACTED
SOIL, 6x6 #10 WWF, WITH 'PICTURE FRAME' EDGE,
LIGHT BROOM FINISH, PERPENDICULAR TO THE
DIRECTION OF PEDESTRIAN TRAVEL. 2%
MAXIMUM SLOPE IN ANY DIRECTION. PROVIDE
TURNDOWN EDGE, MIN. 12" BELOW GRADE, 8"
WIDE AT EDGE OF ASPHALT PAVING.
2. ALIGN CONTROL JOINTS AND EDGES OF NEW
SIDEWALKS WITH FACE OF BRICK PIERS. JOINTS
SHALL BE SPACED AT 10' O.C. MAXIMUM.
EXISTING ADA PARKING AREA
(NO WORK)
4 3 2 1 0 4 8
DETAIL PLAN
3
ADA CURB CUT
6'-0"
5'-0"
4'-0"
5'-0"
NOTE: 6" MAXIMUM ALLOWABLE
DIFFERENCE IN ELEVATION BETWEEN
SIDEWALK AND ASPHALT.
6'-0"
1:12 M
AX
. S
LO
PE
1:1
0 M
AX
.
1:1
0 M
AX
.
2'-0"
CAST IRON ADA DETECTABLE
WARNING SURFACE
20'-0"10'-0"
6'-0"
+/-
60' N
EW
SID
EW
ALK
NEATLY SAWCUT ASPHALT IN A
STRAIGHT LINE PARALLEL TO EXISTING
SIDEWALK FOR INSTALLATION OF NEW
WALK. REPAIR EDGE OF ASPHALT
FLUSH TO EXISTING ASPHALT AFTER
INSTALLATION OF NEW SIDEWALK.
EX
IST
ING
SLO
PE
(FIE
LD
VE
RIF
Y)
EXISTING SIDEWALK JOINT
PROPOSED CONCRETE C.J.
10'-0"
STORM DRAIN
FUTURE 8'x20' CANOPY (N.I.C.)
CONCRETE SPLASH BLOCK
PROPOSED CONCRETE C.J.
COMPRESSIBLE E.J. MATERIAL AT ALL
FOUR SIDES OF EACH BRICK PIER
2'-0"
FIRE HYDRANT
ALIGN EDGE WITH EXISTING
SIDEWALK JOINT
EXISTING SIDEWALK JOINT
CJ
CJ
CJ
CJ
CJ
CJ
CJ
CJ
CJ
EXISTING
SIDEWALK
ALIGN LAYOUT OF GRID PARALLEL TO EXISTING 10' SIDEWALK
FLO
W
1
B
A
2
1
B
A
2
1
B
A
2
Issued for:
Job #:
Date:
117 Cherry Street, Suite D
Black Mountain, NC 28711
CONSTRUCTION
16 AUG 2021
A101
4
7
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20120
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52083
CORPORATE
ANILOARCHTRON
A SEALITON
ANDER
SON ARCH IT ECTURE
APROF E SS IONAL COR
PORA
TION
.C.N,ELLIVE
HSA
G
TCETI
HCRA
NO RTH C RA OLI
N A
DERETSIGER
10906
EORG
E A. ANDERSONIII
George Anderson III, AIA
828 989 5154
PLANS
4 3 2 1 0 4 8
FLOOR PLAN
1
4 3 2 1 0 4 8
UPPER PLAN
2
4 3 2 1 0 4 8
ROOF PLAN
3
4 3 2 1 0 4 8
REFLECTED CEILING PLAN
4
210.51
DETAIL
5
12'-0"
12'-0"
210.51
DETAIL
6
210.51
DETAIL
7
A101
5&6
A101
7&8
12'-0"
12'-0"
1'-0" 1'-0"
1'-0"
1'-0"
11" 11"
11"
11"
10'-0"
1'-0"
1'-8"
1'-0" 1'-8"
1"
1"
12'-0"
12'-0"
3'-0" 3'-0"
3'-0"
3'-0"
10'-0"
210.51
DETAIL
8
1'-0"
1'-0"
1"
1"
1'-0" 1'-0"
NOTE: 0'-0" ELEVATION SHALL BE WHERE BRICK MEETS SIDEWALK AT COLUMN A1.
EXISTING GRADE IS SLIGHTLY SLOPED, SO EACH PIER WILL MEET GRADE AT A SLIGHTLY
DIFFERENT ELEVATION. ALL BRICK COURSING ON ALL PIERS SHALL ALIGN.
MODULAR BRICK
2
1
2
" STRUCTURAL STUDS @ 16" O.C.
MAX., FASTENED TO STRUCTURAL
STEEL FRAME @ 48" O.C. MAX.
5
8
" DENSGLAS GOLD
(OR EQUAL) GYPSUM
SHEATHING
HSS STEEL COLUMN
MODULAR BRICK
2
1
2
" STRUCTURAL STUDS @ 16" O.C.
MAX., FASTENED TO STRUCTURAL
STEEL FRAME @ 48" O.C. MAX.
5
8
" DENSGLAS GOLD
(OR EQUAL) GYPSUM
SHEATHING
HSS STEEL COLUMN
PAINTED STEEL PLATE
SEALANT JOINT
PAINTED CEMENTITIOUS
SOFFIT BOARD
5"x4" CONTINUOUS METAL GUTTER, ALL FOUR SIDES
4"x3" CONTINUOUS METAL DOWNSPOUT
METAL ROOFING SYSTEM SHALL BE 26 GAUGE SNAPLOCK TYPE ROOFING, 16" WIDE PANELS, WITH ALL METAL RIDGES AND
TRIM SUPPLIED BY THE ROOFING MANUFACTURER TO INSURE COLOR MATCH. PROVIDE SNOW GUARD SYSTEM
"COLORGUARD" BY S5! (OR EQUAL). BLUE METAL ROOF COLOR TO BE APPROVED BY THE ARCHITECT. INSTALL AND
FASTEN TO DECK ACCORDING TO MANUFACTURERS INSTRUCTIONS FOR CONCEALED FASTENER INSTALLATION, AND
WITH MANUFACTURER'S LAP TRIM DETAIL INTO GUTTERS. ROOF DECK SHALL BE 3/4" T&G PLYWOOD, ENTIRE DECK
COVERED WITH ICE & WATER SHIELD MEMBRANE. GUTTERS SHALL BE CONTINUOUS SEAMLESS LENGTHS, COLOR TO
MATCH ROOFING. DOWNSPOUT COLOR SHALL BE BEIGE TO MATCH BRICK. PROVIDE CONCRETE SPLASH BLOCK,
DIRECTING FLOW TOWARD EXISTINGSTORM DRAIN.
LOW PROFILE WEATHERPROOF PASSIVE ROOF
VENT WITH MINIMUM 50 SQ. IN. NET FREE AREA
NOTE: PRIOR TO ORDERING ROOF VENT,
VERIFY IT IS COMPATIBLE WITH METAL
ROOF SYSTEM, AND IT WILL FIT BETWEEN
ROOF PANEL RIBS. PAINT VENT BLUE
BEFORE INSTALLATION.
EXTERIOR CEILING SYSTEM SHALL BE "STOQUIK GOLD CEILING" FINISH SYSTEM BY STO
CORP. (OR EQUAL). 5/8" DENSGLAS GOLD (OR EQUAL) SUBSTRATE SUSPENDED WITH
ARMSTRONG DRYWALL GRID SYSTEM (OR EQUAL), CEILING FINISH SYSTEM CONSISTING OF
REINFORCING MESH, BASECOAT, PRIMER, AND FINISH COAT, SAND FINISH, BEIGE COLOR
TO MATCH BRICKS.
DIRECT APPLIED FINISH SYSTEM
FOR EXTERIOR CEILINGS
STORM DRAIN
4"x4" ELEC. BOX, CENTERED
ON PIER, 48" ABOVE GRADE,
WITH WEATHERPROOF COVER,
INSTALL FLUSH WITH FACE OF
BRICK (CONDUIT INSIDE PIER)
1" METALLIC CONDUIT TO
JB IN CEILING ABOVE
4"Ø SOFFIT VENTS W/
INSECT SCREEN
4"x4"x4" DEEP ELEC. BOXES
WITH WEATHERPROOF COVER,
INSTALL FLUSH WITH FINISH
FACE CEILING. CONNECT ALL
BOXES WITH 1" CONDUIT
ABOVE CEILING.
EQ
.E
Q.
EQ. EQ.
JB IN SOFFIT ABOVE
Issued for:
Job #:
Date:
117 Cherry Street, Suite D
Black Mountain, NC 28711
CONSTRUCTION
16 AUG 2021
A201
4
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52083
CORPORATE
ANILOARCHTRON
A SEALITON
ANDER
SON ARCH IT ECTURE
APROF E SS IONAL COR
PORA
TION
.C.N,ELLIVE
HSA
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NO RTH C RA OLI
N A
DERETSIGER
10906
EORG
E A. ANDERSONIII
George Anderson III, AIA
828 989 5154
ELEVATIONS
SECTIONS
A201
3
4 3 2 1 0 4 8
ELEVATION
1
3'-4"
8"
12'-0"
2'-0"
26 GA. STANDING SEAM
METAL ROOF W/ 4 GUTTERS
AND 2 DOWNSPOUTS
ACCENT BRICK RECESSED
ROWLOCK OVER SOLDIER
COURSE (GRAY/BROWN)
FIELD BRICK, RUNNING
BOND, TYPICAL
(MATCH EXISTING SCHOOL)
FIELD BRICK RECESSED
PANEL FOR OWNER'S SIGN
ACCENT BRICK RECESSED
SOLDIER COURSE
(GRAY/BROWN)
1'-0"
2'-0"
1'-0"
11'-4"
STEEL BENT PLATE BRICK
LEDGER SUPPORTING BRICK
SOLDIER COURSE
CONCRETE FOUNDATIONS
BELOW FROSTLINE
4
12
1 0 1 2
SECTION
1 0 1 2
SECTION
ELASTOMERIC PLASTER
COATING ON CEMENT
BOARD CEILING
26 GA. STANDING SEAM
METAL ROOF WITH
SNO-GUARD CLIPS
5"x4" CONTINUOUS
METAL GUTTER
SIDEWALK AND GRADE VARY
0'-0" ELEVATION
15'-10
1
2
" T.O. STEEL
1"
ELASTOMERIC PLASTER
COATING ON CEMENT
BOARD SOFFIT
CEMENT BOARD FASCIA
VAPOR BARRIER OVER
PLYWOOD ROOF
SHEATHING
BRICK VENEER WITH
TIES AT 16" O.C.
EACH DIRECTION
5
8
" DENSGLAS GOLD
(OR EQUAL) GYPSUM
SHEATHING
2
1
2
" STRUCTURAL STUDS @ 16" O.C.
MAX., FASTENED TO STRUCTURAL
STEEL FRAME @ 48" O.C. MAX.
SOLDIER COURSE
ACCENT BRICK
10.25.5.751
DETAIL
BRICK VENEER
BRICK TIE
SELF-ADHERED
COUNTERFLASHING, SEALED
THRU-WALL FLASHING,
EXTEND BEYOND FACE OF
BRICK, TRIM FLUSH
GYPSUM SHEATHING ON
METAL STUD WALL FRAMING
HSS 7x7 COLUMN
8
1
2
"
℄
STEEL PLATE BRICK
LEDGE, PAINTED
2'-10"
℄ ℄
2 3
4
2'-0"
A201
2
SAME ELEVATION FOR ALL 4 SIDES
CELL VENT WEEPS @ 24" O.C.
THRU FLASHING
AND WEEPS
THRU FLASHING
AND WEEPS
THRU FLASHING
AND WEEPS
1"
CONCRETE
SIDEWALK
ROOF FRAMING OR
PRE-ENGINEERED ROOF TRUSSES
EPDM OR ICE & WATER SHIELD BENEATH
BOTTOM OF WALL FRAME TRACKS
FIELD BRICK AND GROUT SHALL MATCH THE EXISTING BUILDING: MEDIUM PALOMINO
WIRECUT MODULAR BRICK BY MERIDIAN BRICK LLC IN COLUMBIA SC. ACCENT BRICK
SHALL BE BLACK METALLIC MODULAR BY MERIDIAN. CONTACT LOCAL PRODUCT REP
DEAN MOORE: [email protected].
ALL MASONRY MATERIALS SHALL CONFORM TO THE STANDARD ASTM C216 AND ASTM
C270, AND MASONRY WORK SHALL BE INSTALLED IN ACCORDANCE WITH ACI 530.1.
MORTAR SHALL BE REGULAR GRAY NON-COLORED MORTAR (TO MATCH EXISTING
BUILDING) WITH FIELD BRICK (PALOMINO), EXCEPT MORTAR AT ACCENT BRICK (BLACK)
SHALL BE DARK GRAY COLORED MORTAR (COLOR SELECTED FROM FULL RANGE OF
SUPPLIER'S SAMPLES BY ARCHITECT). ALL MORTAR SHALL BE TYPE 'N'.
A101
5
A101
6
1" 1"
A101
7
A101
8
Issued for:
Date:
117 Cherry Street
Black Mountain, NC 28711
16 AUGUST 2021
CONSTRUCTION
Project Number:
File Name: 210281-S0001
210281
Plotted: 8/18/2021 2:43 PM
CONSULTING
ENGINEERS
64 Peachtree Road Suite 30Asheville NC 28803-3153
t: 828 274 4440
AL License No. CA-3746-Ewww.skaeng.com
SKA Consulting Engineers, Inc.
S001
GENERAL
NOTES
21020Job #:
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STRUCTURAL DESIGN DATA
1. CODES AND STANDARDS:
A. 2018 N. C. REVISIONS TO THE 2015 INTERNATIONAL RESIDENTIAL CODE.
B. MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER STRUCTURES, ASCE 7-10.
C. BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE, ACI 318-14.
D. SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS, AISC 360-10.
E. AF&PA - NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION.
2. OCCUPANCY CATEGORY - II
3. GEOTECHNICAL DESIGN DATA:
A. FOOTINGS - ALLOWABLE SOIL BEARING PRESSURE 2000 PSF
4. LIVE LOADS (UNLESS NOTED OTHERWISE)
A. MINIMUM ROOF LIVE LOAD 20 PSF
5. ROOF SNOW LOADS (MINIMUM):
(1) GROUND SNOW LOAD (PG) 15 PSF
(2) FLAT ROOF SNOW LOAD (PF) 16.8 PSF
(3) IMPORTANCE FACTOR 1.0
(4) Ce 1.0
(5) Ct. 1.0
6. DEAD LOADS - PER CONSTRUCTION SHOWN ON DWGS
7. ROOF TRUSS LOADS:
A. LIVE LOADS (UNLESS NOTED OTHERWISE)
(1) TOP CHORD MINIMUM 20 PSF
(2) BOTTOM CHORD 5 PSF
B. DEAD LOADS
(1) TOP CHORD 10 PSF
(2) BOTTOM CHORD - SUSPENDED 10 PSF
C. DEAD LOADS - MINIMUM VALUES FOR USE WITH UPLIFT
(1) TOP CHORD 6 PSF
(2) BOTTOM CHORD - SUSPENDED 6 PSF
8. WIND DESIGN DATA:
A. BASIC WIND SPEED 115 MPH
B. EXPOSURE CATEGORY B
C. INTERNAL PRESSURE COEFFICIENT 0.18/-0.18
9. EARTHQUAKE LOADS:
A. MAPPED SPECTRAL RESPONSE ACCELERATION:
SHORT PERIOD SS = 0.3161
1 SECOND PERIOD S1 = 0.1096
B. DESIGN SPECTRAL RESPONSE ACCELERATION:
SHORT PERIOD SDS = 0.326
1 SECOND PERIOD SD1 = 0.17
C. SITE CLASS D
D. RISK CATEGORY II
E. IMPORTANCE FACTOR 1.0
F. SEISMIC DESIGN CATEGORY C
G. SEISMIC FORCE RESISTING SYSTEM
STEEL NOT SPECIFICALLY DETAIL FOR SEISMIC
RESPONSE MODIFICATION COEFFICIENT (R) 3
SYSTEM OVERSTRENGTH FACTOR (ΩO) 3
DEFLECTION AMPLITUDE FACTOR (Cd) 3
SEISMIC RESPONSE COEFFICIENT (Cs) 0.0143
H. ANALYSIS PROCEDURE - EQUIVALENT LATERAL FORCE
I. DESIGN BASE SHEAR 1 KIP
FOUNDATIONS
1. ALL FOOTINGS ARE DESIGNED TO BEAR ON RESIDUAL SOIL OR COMPACTED ENGINEERED FILL
AND TO HAVE A MINIMUM BEARING CAPACITY AS LISTED UNDER "STRUCTURAL DESIGN DATA” IN
THE GENERAL NOTES. FOOTING EXCAVATIONS ARE TO BE INSPECTED BY AN INDEPENDENT
TESTING LABORATORY FOR SUITABLE SOILS, BEARING PRESSURE, AND COMPACTION.
COMPACTION OF SOIL UNDER FOOTINGS TO BE 95% OF THE MAXIMUM STANDARD PROCTOR DRY
DENSITY.
5. SEE FOUNDATION PLAN NOTES FOR FURTHER REQUIREMENTS.
CONCRETE
1. CONCRETE SHALL BE NORMAL WEIGHT CONCRETE UNLESS NOTED OTHERWISE. CONCRETE
SHALL HAVE THE FOLLOWING MINIMUM 28-DAY COMPRESSIVE STRENGTHS UNLESS NOTED
OTHERWISE IN THE PLANS OR SPECIFICATIONS.
FOOTINGS 3000 PSI
EXTERIOR SLABS ON GRADE 4000 PSI
2. CONCRETE PERMANENTLY EXPOSED TO WEATHER SHALL HAVE A MAXIMUM WATER/CEMENT
RATIO OF 0.45 AND SHALL CONTAIN APPROXIMATELY 6% ENTRAINED AIR.
3. CONCRETE SHALL BE BATCHED USING MATERIALS AND PROPORTIONS DESIGNATED IN THE
APPROVED DESIGN MIXES. THE GENERAL CONTRACTOR SHALL PROVIDE QUALITY CONTROL OF
THE CONCRETE MIX.
4. CONCRETE SLUMP SHALL BE 3 TO 5 INCHES.
5. THE ADDITION OF WATER TO INCREASE SLUMPS ABOVE THE LEVEL SPECIFIED OR TO RETEMPER
CONCRETE WHICH HAS EXPERIENCED SLUMP LOSS DUE TO EXCESSIVE MIXING OR HEAT
BUILD-UP IS NOT PERMITTED.
6. CONCRETE SHALL BE HANDLED, PLACED, AND CONSOLIDATED IN ACCORDANCE WITH THE
REQUIREMENTS OF THE SPECIFICATIONS.
7. SEE ACI 305 & ACI 306 FOR CURING AND HOT AND COLD WEATHER REQUIREMENTS FOR
CONCRETE.
8. PROVIDE PRE-MOLDED EXPANSION-JOINT FILLER AT EDGES OF SLABS ON GRADE AGAINST
VERTICAL SURFACES UNLESS NOTED OTHERWISE.
9. ANCHOR BOLTS FROM FOOTINGS SHALL BE ACCURATELY LOCATED AND SECURELY TIED IN PLACE
PRIOR TO PLACEMENT OF THE CONCRETE. PLACEMENT OF ANCHOR BOLTS IN FRESH CONCRETE
AFTER THE CONCRETE HAS BEEN PLACED WILL NOT BE PERMITTED.
10. THE CONTRACTOR SHALL USE INSTRUMENTS TO MAINTAIN A CONTINUOUS CHECK OF THE
ELEVATIONS OF THE TOP SURFACES OF SLABS DURING THE PLACEMENT AND FINISHING OF THE
CONCRETE. ADJUSTMENTS SHALL BE MADE TO MAINTAIN THE SURFACES WITHIN THE SPECIFIED
TOLERANCES.
11. THE GENERAL CONTRACTOR SHALL BE RESPONSIBLE FOR FURNISHING AND INSTALLING ALL
ANCHOR BOLTS, CLIPS, INSERTS, SLEEVES AND OTHER REQUIRED ITEMS IN ACCORDANCE WITH
THE CONTRACT DOCUMENTS AND IN COOPERATION WITH OTHER TRADES PRIOR TO THE PLACING
OF CONCRETE.
12. CONCRETE FORMWORK SHALL NOT BE REMOVED UNTIL CONCRETE HAS REACHED SUFFICIENT
STRENGTH TO NOT BE DAMAGED BY FORMWORK REMOVAL.
REINFORCING STEEL
1. DETAILING, FABRICATION, STORAGE, AND INSTALLATION OF REINFORCING, UNLESS OTHERWISE
SHOWN ON THE PLANS, SHALL COMPLY WITH APPLICABLE REQUIREMENTS OF THE “BUILDING
CODE REQUIREMENTS FOR REINFORCED CONCRETE” (ACI 318) AND THE “MANUAL OF STANDARD
PRACTICE FOR DETAILING REINFORCED CONCRETE STRUCTURES” (ACI 315), BOTH BY THE
AMERICAN CONCRETE INSTITUTE.
2. REINFORCING STEEL SHALL CONFORM TO ASTM A615, GRADE 60. REINFORCING STEEL WELDED
TO EMBEDDED STEEL PLATES OR SHAPES SHALL CONFORM TO ASTM A706. DO NOT WELD
REINFORCING BARS TO EACH OTHER.
3. WELDED WIRE FABRIC SHALL CONFORM TO ASTM A1064.
4. UNLESS NOTED OTHERWISE ON PLANS OR IN DETAILS, REINFORCING BARS MARKED ON THE
PLANS AS BEING CONTINUOUS SHALL BE LAPPED AT SPLICE LOCATIONS AS SHOWN IN SCHEDULE.
FOR SPLICES AT CORNERS OR INTERSECTIONS OF WALLS AND BEAMS, SEE TYPICAL DETAILS.
5. REINFORCING STEEL SHALL BE CLEAN OF MUD, DEBRIS, LOOSE RUST, CEMENT GROUT, OR ANY
OTHER MATERIAL WHICH MAY INHIBIT BOND BETWEEN THE STEEL AND THE CONCRETE.
6. REINFORCING SHALL BE SECURELY TIED AND ANCHORED IN PLACE BEFORE CONCRETE
PLACEMENT, TO PREVENT DISLOCATION.
7. UNLESS OTHERWISE NOTED, CONCRETE COVERAGE ON REINFORCING STEEL SHALL BE AS
FOLLOWS:
FOOTINGS - BOTTOM 3"
FOOTINGS - ALL OTHER FACES 2"
SLAB-ON-GRADE - TOP 1"
SLAB-ON-GRADE - BOTTOM 2"
8. BARS SHALL BE BENT ONLY USING APPROVED METHODS. BARS SHALL NOT BE BENT AFTER
PARTIAL EMBEDMENT IN HARDENED CONCRETE.
STRUCTURAL STEEL
1. ROLLED STEEL W-SHAPES SHALL CONFORM TO ASTM A992, GRADE 50, FY=50
KSI. COLD FORMED STEEL TUBING SHALL CONFORM TO ASTM A500, GRADE-B,
FY=46 KSI. ALL OTHER ROLLED STEEL SHAPES, PLATES, AND BARS, SHALL
CONFORM TO ASTM A36, FY=36 KSI. ANCHOR BOLTS SHALL CONFORM TO ASTM
F1554, GRADE 36 AND SHALL BE HOT DIPPED GALVANIZED..
2. FABRICATION AND ERECTION OF STRUCTURAL STEEL SHALL BE IN
ACCORDANCE WITH AISC SPECIFICATIONS, COMMENTARY, AND CODE OF
STANDARD OF PRACTICE.
3. WELDS:
A. ALL WELDS SHALL BE MADE IN ACCORDANCE WITH AWS D1.1 STRUCTURAL
WELDING CODE - STEEL BY THE AMERICAN WELDING SOCIETY FOR THE
MATERIAL BEING WELDED. WELDS SHALL BE MADE USING E70XX
LOW-HYDROGEN ELECTRODES UNLESS OTHERWISE NOTED.
B. GALVANIZED STEEL SHALL BE WELDED IN ACCORDANCE WITH AWS D19 -
WELDING ZINC COATED STEEL BY THE AMERICAN WELDING SOCIETY.
STEEL SURFACES SHALL BE FREE OF ZINC IN THE AREA TO BE WELDED.
C. WELDS SHALL BE MADE BY WELDERS WHO HAVE BEEN QUALIFIED BY TESTS
AS PRESCRIBED IN AWS D1.1 BY THE AMERICAN WELDING SOCIETY, TO
PERFORM THE TYPE OF WORK REQUIRED.
D. ALL SHOP WELDS SHALL BE A MINIMUM 3/16" AND ALL FIELD WELDS SHALL
BE A MINIMUM 1/4", UNLESS NOTED OTHERWISE. INDICATED WELDING OF
CONNECTED PARTS SHALL BE "CONTINUOUS" OR "ALL AROUND" AS
APPLICABLE, UNLESS NOTED OTHERWISE.
E. WELDS SHALL BE CLEANED AND TOUCHED UP WITH THE APPROPRIATE
PAINT OR ZINC COATING.
F. PROVIDE SEAL WELDS ON ALL WELDED STEEL JOINTS EXPOSED TO VIEW,
MOISTURE, OR CORROSIVE CONDITIONS WHICH WOULD NOT OTHERWISE BE
WELDED FOR STRENGTH.
FRAMING LUMBER & SHEATHING
1. ROOF SHEATHING SHALL BE 5/8” APA RATED SHEATHING WITH A 48/24 SPAN
RATING, EXPOSURE 1. SECURE TO SUPPORTING WOOD FRAMING WITH 10d NAILS @ 6” O/C @ PANEL
EDGES AND 10d NAILS, @ 12” O/C AT PANEL INTERIOR SUPPORTS. ALLOW 1/8” SPACE BETWEEN PANEL
ENDS AND EDGES, TYP.
2. ALL LUMBER SHALL BE PROTECTED FROM MOISTURE, HEAT AND DAMAGE DURING DELIVERY, STORAGE
AND ERECTION.
3. ALL LUMBER SHALL BE SOUTHER YELLOW PINE #2 OR BETTER.
4. METAL CONNECTORS USED TO CONNECT WOOD FRAMING MEMBERS SHALL BE EQUIVALENT TO
CONNECTORS SPECIFIED ON THE DRAWINGS. METAL CONNECTORS USED WITH PRESSURE TREATED
LUMBER SHALL HAVE A LONG-TERM CORROSION PROTECTIVE FINISH.
WOOD TRUSSES (ALTERNATE)
1. ROOF TRUSSES SHALL BE DESIGNED BY THE TRUSS MANUFACTURER IN ACCORDANCE WITH THE
GEOMETRY, SUPPORT LOCATION, AND LOAD INFORMATION SHOWN ON THE DRAWINGS. MEMBER
DESIGNS SHALL BE IN ACCORDANCE WITH THE "NATIONAL DESIGN SPECIFICATION FOR WOOD
CONSTRUCTION" BY THE NATIONAL FOREST PRODUCTS ASSOCIATION, AND CONNECTION
DESIGNS SHALL BE IN ACCORDANCE WITH THE "TRUSS PLATE INSTITUTE DESIGN
SPECIFICATIONS". WOOD TRUSS SHOP DRAWINGS SHALL SHOW COMPLETE CONSTRUCTION
INFORMATION AND SHALL BEAR THE SEAL OF A QUALIFIED PROFESSIONAL ENGINEER THAT IS
REGISTERED IN THE STATE WHERE THE BUILDING IS LOCATED AND IS KNOWLEDGEABLE IN THE
DESIGN AND FABRICATION OF WOOD TRUSSES.
2. WOOD TRUSSES SHALL BE DESIGNED IN ACCORDANCE WITH THE GRAVITY AND WIND LOADING
INFORMATION CONTAINED IN THESE DRAWINGS, AND IN ACCORDANCE WITH ALL APPLICABLE
PROVISIONS OF THE "NORTH CAROLINA STATE BUILDING CODE".
3. TOP AND BOTTOM CHORD MEMBERS SHALL BE FABRICATED FROM KILN-DRIED YELLOW PINE, NO.
2 GRADE OR BETTER. WEB MEMBERS SHALL BE FABRICATED FROM KILN-DRIED YELLOW PINE, NO.
2 GRADE OR BETTER.
4. PROVIDE TEMPORARY AND PERMANENT TRUSS BRACING IN ACCORDANCE WITH THE
RECOMMENDATIONS OF THE TRUSS PLATE INSTITUTE STANDARD BWT-76 "BRACING WOOD
TRUSSES", AND IN ACCORDANCE WITH THE MANUFACTURER'S PRINTED INSTRUCTIONS.
DRAWINGS & COORDINATION
1. STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH ARCHITECTURAL, MECHANICAL,
ELECTRICAL, AND PLUMBING DRAWINGS, AND DRAWINGS OF OTHER TRADES. THE CONTRACTOR
SHALL BE RESPONSIBLE FOR SEEING THAT THE WORK OF ALL TRADES IS COORDINATED WITH
THE STRUCTURAL WORK.
2. CONTRACTOR IS RESPONSIBLE FOR COORDINATING ALL DIMENSIONS SHOWN ON THE CONTRACT
DOCUMENTS.
3. ANYTHING WHICH, IN THE OPINION OF THE CONTRACTOR, APPEAR TO BE DEFICIENCIES,
OMISSIONS, CONTRADICTIONS OR AMBIGUITIES IN THE PLANS SHALL BE BROUGHT TO THE
ATTENTION OF THE DESIGNER. CORRECTIONS OR WRITTEN INTERPRETATIONS SHALL BE ISSUED
BEFORE CONSTRUCTION OF THE AFFECTED WORK MAY PROCEED.
4. DETAILS ARE MARKED AT THE SPECIFIC LOCATION WHERE THEY APPLY, BUT ALSO INDICATE
GENERAL CONSTRUCTION REQUIREMENTS FOR OTHER LOCATIONS WITH SIMILAR CONDITIONS.
5. DETAILS NOTED AS "TYPICAL" MAY NOT BE REFERENCED ON THE DRAWINGS. TYPICAL DETAILS
APPLY AT ALL LOCATIONS WHERE THE TYPE OF CONSTRUCTION SHOWN IN THE TYPICAL DETAIL
OCCURS.
CONSTRUCTION
1. THE CONTRACTOR SHALL BE RESPONSIBLE FOR MEANS AND METHODS OF CONSTRUCTION AND
ERECTION OF STRUCTURAL MATERIALS IN ACCORDANCE WITH THE DRAWINGS.
2. CONTRACTOR SHALL VERIFY ALL EXISTING CONDITIONS PRIOR TO ORDERING MATERIALS OR
PROCEEDING WITH NEW WORK IN AREAS AFFECTED BY EXISTING CONDITIONS. THE DESIGNER
SHALL BE INFORMED IN WRITING OF CONFLICTS BETWEEN EXISTING AND PROPOSED NEW
CONSTRUCTION.
3. THE STRUCTURE IS DESIGNED TO FUNCTION AS A UNIT UPON COMPLETION, AND ANY
TEMPORARY BRACING OR SUPPORT REQUIRED TO ACCOMMODATE THE CONTRACTOR'S MEANS
AND METHODS ARE THE RESPONSIBILITY OF THE CONTRACTOR.
4. THE CONTRACTOR IS RESPONSIBLE FOR LIMITING THE AMOUNT OF CONSTRUCTION LOAD
IMPOSED ON NEW AND/OR EXISTING STRUCTURES. SUCH LOADS SHALL NOT EXCEED THE
CAPACITY OF THE STRUCTURE AT ANY TIME.
5. THE CONTRACTOR SHALL BE RESPONSIBLE FOR DESIGNING, FURNISHING, ERECTING, AND
REMOVING ANY SHORING AND BRACING REQUIRED DURING CONSTRUCTION, INCLUDING BRACING
REQUIRED FOR SIDES OF EXCAVATIONS DURING FOUNDATION CONSTRUCTION AND TEMPORARY
BRACING FOR WALLS.
6. THE CONTRACTOR SHALL INFORM THE DESIGNER, IN WRITING, OF ANY DEVIATION FROM THE
CONTRACT DOCUMENTS. CONTRACTOR SHALL NOT BE RELIEVED OF THE RESPONSIBILITY FOR
SUCH DEVIATION BY VIRTUE OF THE DESIGNER'S REVIEW OF SHOP DRAWINGS, PRODUCT DATA,
ETC. UNLESS THE CONTRACTOR HAS SPECIFICALLY INFORMED THE DESIGNER OF SUCH
DEVIATION AT TIME OF SUBMISSION, AND THE DESIGNER HAS GIVEN WRITTEN APPROVAL FOR
THE SPECIFIC DEVIATION.
7. NO OPENINGS NOR ANY CHANGES IN SIZE, DIMENSION OR LOCATION SHALL BE MADE IN ANY
STRUCTURAL ELEMENTS WITHOUT WRITTEN APPROVAL OF THE DESIGNER.
8. WHERE CONSTRUCTION TOLERANCES ALLOW FOR VARIATIONS IN LOCATION, SIZE, ETC. OF
STRUCTURAL ELEMENTS, IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO PROVIDE
ALL MATERIALS AND LABOR NECESSARY TO MODIFY CONNECTION ELEMENTS AS REQUIRED TO
PROVIDE A FINISHED PRODUCT WHICH IS IN ACCORDANCE WITH THE REQUIREMENTS OF THE
DRAWINGS. ANY SUCH MODIFICATIONS REQUIRED SHALL BE REVIEWED AND APPROVED BY THE
DESIGNER PRIOR TO EXECUTION.
9. THE DESIGNER SHALL BE NOTIFIED AT THE PROPER TIME WHEN ITEMS ARE READY FOR FIELD
REVIEW. SUFFICIENT NOTICE SHALL BE GIVEN TO ALLOW SCHEDULING OF THE FIELD REVIEW.
SUBMITTAL NOTES
1. ALL SHOP DRAWINGS MUST BE REVIEWED AND STAMPED BY THE GENERAL CONTRACTOR PRIOR TO
SUBMITTAL. SUBMITTAL WITHOUT CONTRACTOR REVIEW WILL RESULT IN DELAYS. THE CONTRACTOR
SHALL CONFIRM THAT SHOP DRAWINGS HAVE BEEN COMPLETED AND CHECKED BY THE SUPPLIER PRIOR
TO SUBMISSION.
2. CONTRACTOR SHALL SUBMIT SHOP DRAWINGS IN ELECTRONIC FORMAT.
3. SHOP DRAWINGS SUBMITTALS REQUIREMENTS SHALL BE IN ACCORDANCE WITH THE STRUCTURAL
SPECIFICATIONS. CHANGES OR ADDITIONS MADE ON RESUBMITTED SHOP DRAWINGS SHALL BE CLEARLY
INDICATED, AND THE PURPOSE OF THE RESUBMITTAL SHALL BE NOTED ON THE TRANSMITTAL. REVIEW OF
THE RESUBMITTED SHOP DRAWINGS SHALL BE LIMITED SPECIFICALLY TO THE ITEMS NOTED FOR
CORRECTION ON THE PREVIOUS SUBMITTAL.
4. THE GENERAL CONTRACTOR SHALL SUBMIT THE FOLLOW SHOP DRAWINGS FOR STRUCTURE ENGINEER
AND ARCHITECT REVIEW:
A. CONCRETE MIX DESIGN
B. REINFORCING STEEL
C. STRUCTURAL STEEL (a)
D. STEEL STAIRS/LADDERS (a)(c)
E. PRE-FABRICATED WOOD ROOF TRUSSES (a)(c) (ALTERNATE)
5. MANUFACTURER'S LITERATURE: SUBMIT TWO COPIES OF MANUFACTURER'S LITERATURE FOR ALL
MATERIALS AND PRODUCTS USED IN CONSTRUCTION OF PROJECT.
6. THE ENGINEERS'S REVIEW OF SHOP DRAWINGS IS FOR GENERAL CONFORMANCE OF THE DESIGN
CONCEPT. CONTRACTOR SHALL SUBMIT A SCHEDULE OF SHOP DRAWINGS SUBMITTALS THAT IS
ACCEPTABLE TO BOTH CONTRACTOR AND ENGINEER. AFTER THE CONTRACTOR HAS REVIEW THE SHOP
DRAWINGS, PROMPT REVIEW BY THE ENGINEER WILL BE MADE OF ALL SUBMITTALS. FOR LARGE
SUBMITTALS, REASONABLE REVIEW TIME SHALL BE ALLOW AND MAY EXCEED TWO WEEKS. THE
CONCURRENT SUBMITTAL OF MULTIPLE SHOP DRAWINGS (“DUMPING”) WILL FURTHER EXTEND THE REVIEW
PROCESS AND TIME FRAME NECESSARY TO PROPERLY REVIEW EACH SUBMITTAL.
7. THE CONTRACTOR IS RESPONSIBLE FOR PROPER CHECKING AND COORDINATION OF DETAILS,
DIMENSIONS, SIZES AND QUANTITIES AS REQUIRED TO FACILITATE COMPLETE AND ACCURATE
FABRICATION AND ERECTION.
8. REPRODUCTION OF THESE CONTRACT DOCUMENTS FOR USE IN SHOP DRAWINGS IS NOT PERMITTED.
9. THE NOTATIONS FOLLOWING SUBMITTAL ITEMS INDICATE THE FOLLOWING:
A. INCLUDE A CERTIFICATE OF COMPLIANCE WITH CONTRACT DOCUMENTS SIGNED AND SEALED BY
THE PROFESSIONAL ENGINEER REGISTERED IN THE STATE OF NORTH CAROLINA RESPONSIBLE FOR
THE DESIGN.
B. SUBMIT ONE COPY FOR INFORMATION AND RECORD ONLY.
10. CALCULATIONS AND SHOP DRAWINGS SHALL BE SIGNED AND SEALED BY A PROFESSIONAL ENGINEER
THAT IS REGISTERED IN THE STATE WHERE THE BUILDING IS LOCATED.
ELEV.
NEW COLUMN GRID
DESIGNATION
SHEET WHERE
SECTION IS DRAWN
SECTION NUMBER
ELEVATION NUMBER
SHEET WHERE
ELEVATION IS DRAWN
INDICATES
DIRECTION OF VIEW
INDICATES
DIRECTION OF VIEW
INDICATES AREA
SHOWN IN DETAIL
SHEET WHERE DETAIL
IS DRAWN
DETAIL NUMBER
Dwg.#
DRAWING SYMBOL LEGEND
ANNOT-LEGEND-SYMB.dwg
EXIST. COLUMN
GRID DESIGNATION
Issued for:
Date:
117 Cherry Street
Black Mountain, NC 28711
16 AUGUST 2021
CONSTRUCTION
Project Number:
File Name: 210281-S0101
000000
Plotted: 8/18/2021 2:46 PM
CONSULTING
ENGINEERS
64 Peachtree Road Suite 30Asheville NC 28803-3153
t: 828 274 4440
AL License No. CA-3746-Ewww.skaeng.com
SKA Consulting Engineers, Inc.
S101
----
21020Job #:
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Dwg.#
FOUNDATION PLAN1/4" = 1'-0"
000000-S2001.DWG
1 2
A
B
12'-0"
TY
P.
TY
P.
X'-X"COORDINATE SLAB
EDGE WITH ARCH.
DWGS.,TYP.
SAW CUT SLAB
CONTROLJOINTS
# 4 x 4'-0"RE-ENTRANTBARS
Dwg.#
ROOF FRAMING PLAN1/4" = 1'-0"
000000-S2002.DWG
1 2
A
B
12'-0"
BOTTOM PLATE BRICK
SUPPORT - SEE DETAIL
2 x 8 RAFTERS @ 24"O.C., TYP.
TY
P.
TYP.6
S101
2 x 8 CEILING JOISTS, EARAFTER.
W8x15 (+15'-10 1/2")
HSS-7X7X3/8 (+11'-11 3/8")
HSS-7X7X3/8 (+11'-11 3/8")
W8x15 (+15'-10 1/2")
2 x 8 COLLAR TIES, EA. SIDE
OF HIP BELOW RIDGE, EA
DIRECTION
X
2'-0" x 2'-0" AT CORNERS
2" CLR.
Dwg.#
TYPICAL SLAB EDGE AT COLUMN3/4" = 1'-0"
000000-6001.DWGS101
2
#3 TIES - 3 EA,
EQUALLY SPACED
(4) #6 DWLS - DRILL AND
EPOXY INTO CONCRETE
TYPICAL CORNER
PLAN VIEW
COLUMN AND BASEPLATE
ITEMS - SEE DETAIL 3/S101
VENEER - SEE
ARCH. DWGS.
(5) #5 EA. WAY
3" TO A.B.'S
4'-0" x 4'-0"
14" EXP. MATERIAL
XX
2 - #4, CONT.
SLAB REINF - SEE
PLAN NOTES
Dwg.#
TYPICAL SLAB EDGE DETAIL3/4" = 1'-0"
000000-S6002.DWGS101
1
EXTERIOR SLAB ON
GRADE BY OTHERS
BOND BREAKER
Dwg.#
TYPICAL COLUMN BASE DETAIL3/4" = 1'-0"
STD8022.DWGS101
3
COLUMN - SEE PLAN
TOP OF FOOTING
BASE PLATE - 3/4" x14" x 14"
4 - 3 4"Ø HEADED ANCHOR BOLTSw/ 2 NUTS EACH
C.L. - COLUMN, BASE PLATE &
FOOTING, EACH WAY
FOUNDATION PLAN NOTES
1. ELEVATIONS:
A. THE REFERENCE ELEVATION (0'-0") FOR ALL ELEVATIONS SHOWN ON THE FOUNDATION PLANS
SHALL BE AT THE TOP OF CONCRETE AT THE ENTRANCE STRUCTURE. SEE SITE PLAN FOR
SPECIFIED ELEVATION OF TOP OF CONCRETE.
3. ALL FOOTING REINFORCING SHALL BE SUPPORTED ON CHAIRS OR PRECAST CONCRETE BLOCKS ON
THE SOIL AND SHALL BE SECURED AGAINST LATERAL MOVEMENT.
4. IF RAINFALL OR GROUNDWATER INTRUSION IS IMMINENT BEFORE PLACEMENT OF CONCRETE IN
FOOTING EXCAVATIONS, A 2" THICK "MUD MAT" OF LEAN CONCRETE SHALL BE PLACED IN THE
EXCAVATION AFTER OVER EXCAVATING 2" IN DEPTH. FOR LIGHT PRECIPITATION CONDITIONS,
PROTECT BOTTOM AND SIDES OF EXCAVATION WITH TEMPORARY 6 MIL POLYETHYLENE LINING. ANY
SOIL WHICH IS SOFTENED DUE TO MOISTURE EXPOSURE SHALL BE UNDERCUT TO FIRM SOIL AND
THE DEPTH OF THE FOOTING SHALL BE INCREASED TO REPLACE THE SOFT SOIL THAT WAS
REMOVED.
5. UNLESS OTHERWISE NOTED, THE CONCRETE SLAB-ON-GRADE SHALL COMPLY WITH THE
FOLLOWING:
THICKNESS: 4"
REINFORCING: 6 x 6 - W2.9 x W2.9 W.W.F. IN MATS, NOT ROLLS, PLACED 1" CLEAR FROM
TOP SURFACE
VAPOR BARRIER: SEE ARCHITECTURAL DRAWINGS
STONE BASE: MINIMUM 4" COMPACTED WASHED STONE
6. SLAB SLOPES: SEE ARCHITECTURAL DRAWINGS FOR LOCATIONS OF FLOOR DRAINS, WALL SLEEVES,
RADON VENTS, PVS BOOTS FOR DOWNSPOUTS AND SLOPED SLAB AREAS. SLOPE SURFACE
UNIFORMLY TO DRAIN. SLOPED SLABS WHICH POND WATER SHALL BE REPLACED.
BEAM - SEE PLAN
SEE PLAN FOR
STEEL COLUMN.
TYPICAL DETAILMOMENT CONNECTION AT COLUMN
S101
4
C.L. COLUMN
FULL PEN TOP
AND BOTT.
FLANGE
BEAM - SEE PLAN
DOUBLE SIDED
SHEAR TAB WELDPLATES
EXTEND BOTTOM PLATES TO
FACE OF COLUMNS.
SEE PLAN AND SCHEDULE FOR
STEEL COLUMN.
TYPICAL DETAIL - HSSMOMENT CONNECTION AT COLUMN
S101
5
C.L. COLUMN
FULL PEN.
BRICK VENER -
SEE ARCH.
DWGS.
12"
5/16 3-12
5/16 3-12TYP.
HSS BEAM - SEE PLAN
Dwg.#
TYPICAL ROOF SECTION3/4" = 1'-0"
DRAWING5.DWGS101
6
ROOF SHEATHING - SEE GENERAL NOTES
ROOFING ITEMS - SEE
ARCH. DWGS.
COORDINATE WITH ARCH. DWGS.
BRICK VENEER - SEEARCH. DWGS.
BEAM - SEE PLAN
CONT. 2 x1.75 X 5.5" LVL
SQUASHBLOCKS BELOWEA. RAFTER
SIMPSON H3 HOLDDOWN, (2) EA. JOISTS
(9) 16 D x 3" NAILS
CONT. (2) 2 x 6 NAILER - ATTACH TO
BEAM WITH 12" DIA. (A307) BOLT @4'-0" O.C. MAX. AND WITHIN 6" FROM
EACH END OF BEAM
