01000 GENERAL
1. The structure reflected on the drawings is structurally sound in its completed condition only. The design of any and all temporary shoring and bracing
prior to the completed condition shall be the contractor's responsibility. The Structural Engineer of Record (EOR) shall not be responsible for the means,
methods, techniques, sequences, procedures nor safety programs which are empolyed by the contractor to build the completed structure. Any deviations
from the completed structure represented in the drawings must be submitted to the EOR for approval in writing.
2. The Contractor shall verify all conditions including exsisting structures (above and below grade) and shall notify of the EOR of any discrepancies. The
Contractor shall perform all required field measurements.
3. The Sections and Details shown shall be considered to be typical for all similar conditions. The Contractor shall submit written Requests for Information
for areas in question.
4. The Contractor shall submit shop drawings for each of the structural components shown on the drawings. Four copies of the shop drawings shall be
submitted to the Architect for distribution.
D
03000 FOUNDATIONS:
1. The Contractor shall notify the Structural Engineer of Record (EOR) of any below grade structure which may affect the foundation performance.
2. Foundations shall bear on residual soils or engineered fill capable of supporting an allowable pressure of 2000 psf. Soils shall be stable, and any expansive,
compressible, or shifting material shall be removed to ensure a stable moisture content. Slabs on grade are designed for a modulus of subgrade reaction of
100 pci using a K = 30. Consult with a Testing Agency for fill placement and compaction requirements required to obtain these design parameters.
03300 CAST-IN-PLACE CONCRETE:
1. All concrete work and materials shall be in accordance with ACI 318 2008 and ACI 301.
2. Minimum Material Specifications:
a. Portland Cement:
ASTM C150, Type 1
b.
Fly Ash:
ASTM C 618, Type F (limit to 20% of cementitious content)
c. Maximum water/cementitious material ratio: 0.5.
d. No water may be added at the site without consent of the engineer.
3. Foundations:
a. Foundations shall have a 28 day compressive strength of 3000 psi.
4. Slabs-on-grade:
a. Slabs-on-grade shall have a 28 day compressive strength of 3000 psi.
b. Interior slabs to receive a hard steel trowel finish with overall Ff =35 and FL=25, and minimum local values of Ff = 24 and Fl = 17.
c. Exterior slabs shall be per the Civil Drawings and Specifications.
d. Vapor barrier under interior slabs shall meet permeability requirements of the floor finishes. As a minimum, a 15 mil vapor barrier is required, lapping
and sealing all seams.
e. Provide sawcut control joints or construction joints at 12’-0” (maximum) square pattern (see slab plan for other requirements). Cut 1” joints as
soon as possible after finishing (within 12 hours of placement).
f. Provide isolation joints at column boxouts, walls, and penetrations.
g. Reinforce at all re-entrant corners with no control joints with (2) #3 x 4’-0” long centered on the corner, located in the top of the slab. Reinforce
around all pipe or box penetrations greater than 3” with (4) #3 in diamond pattern.
h. Concrete splatter on walls or adjacent slabs shall be removed.
5. Reinforcing Steel:
a. All detailing, fabrication, and placing shall be in accordance with ACI 315.
b. Reinforcing steel shall be new billet bars conforming to ASTM A615, grade 60.
c. Provide 3” concrete cover for all concrete cast against earth.
6. Post-Installed Anchors
a. Expansion Anchors to be Hilti Kwik Bolt 3, ITW Redhead Trubolt, or approved equal. Sleeve anchors to be Hilti HLC Sleeve Anchor or ITW Redhead
Dynabolt.
b. Epoxy or chemical adhesive shall be Ramset Epcon A7 or C6; Hilti HY 150; or Simpson SET Epoxy-TIE.
c. Anchors labeled as LDT anchors are to be hot-dip galvanized anchors with cutting threads such as Ramset/Redhead LDT; Simpson Titen HD; or
Powers Wedge.
C
04300 MASONRY:
1. Masonry work and materials shall comply with ACI 530 02. All CMU shall conform to ASTM C90, ASA A79.1 for light weight block. Mortar shall conform
with ASTM C270, Type S. Masonry cement and Type N mortar are not allowed for CMU work.
2. The minimum compressive strength of the system, f’m, shall be 1,500 psi.
3. CMU to be laid in running bond.
4. Provide 9 gage ladder type joint reinforcing at 8" o.c. below grade.
5. As a minimum, provide (1) #5 vertical bar at 24” o.c. and 9 gage ladder type joint reinforcing at 16” o.c. Joint reinforcing to have prefabricated tees and
corners. Fill all cells containing reinforcing with 3000 psi reinforced masonry grout meeting ASTM C476. Grout lifts are not to exceed 56”. Provide joint
reinforcing at 8” o.c. in all CMU below grade. Fill all cells below grade. Fill cells at elevator guide rail inserts anchors.
6. Provide masonry lintels or steel lintels at all openings. Galvanize steel lintels with G60 finish.
05120
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B
06100 ROUGH CARPENTRY
1. Structural framing lumber shall conform to the minimum material properties listed in the National Design Specification for Wood Construction (2001)
for the sizes, species, and grades listed on the drawings.
2. Bolts shall conform to ASTM A307. Steel connection plates shall conform to ASTM A36.
3. Nail shank sizes and lengths are as specified for the penny weights on the drawings:
a. 6d 0.113” diameter, 2” long
b. 8d 0.131” diameter, 2.5” long
c. 10d
0.148” diameter, 3” long
d. 16d
0162” diameter, 3.5” long
4. ROOF CONSTRUCTION
a. Roof to be sheathed with 5/8” 24/48 rated sheathing, grade C-D, Exposure 1 nailed to rafters or trusses with 10d ring shank nails at 6” o.c. at panel
edges and 12” o.c. elsewhere. Provide plywood clips at each rafter or truss space.
b. Rafters to be Yellow Pine #2 or better.
c. Provide blocking between rafters or between trusses at all valleys and ridges. Nail sheathing to blocking at 6” o.c.
d. At hipped ends where trusses are dropped 1-9/16” for 2x4 purlins, the purlins must be attached to the top chord of the dropped trusses with Simpson
H2.5 anchors.
e. Attachment of Piggy back trusses to base trusses must be clearly shown on truss erection drawings.
f. Metal Plate Connected Wood Trusses
i.
Design by fabricator shall be in accordance with the applicable provisions of the latest edition of the American Forest & Paper Association's
(AF&PA’s) National Design Specification® (NDS®) for Wood Construction, ANSI/TPI 1, and all applicable legal requirements. Truss
Manufacturer shall furnish Truss Design Drawings and a Truss Placement Plan. See the roof framing plan and design criteria for design loads.
Deflection criteria of L/360 (LL) and L/240 (total) shall be calculated with pin/roller support conditions and one end moving laterally 1” max.
ii.
If needed, trusses shall be supplied with bearing enhancing hardware to distribute support reactions to supporting wall plates such that bearing
pressure does not exceed 425 psi.
iii.
The design and placement drawings shall include as a minimum:
1. Slope, span, and spacing
2. Location of joints
3. Required bearing widths
4. Design loads (top and bottom chord live and dead loads, wind uplift forces at bearing)
5. End Reactions and directions
6. Lumber grades, sizes, and species
7. Truss to truss girder, truss ply to ply, and field assembly connections (manufacturer to design and supply)
8. Deflections (horizontal and vertical)
9. Size, connections, and anchorage of the permanent continuous lateral bracing required for axial force buckling resistance.
iv.
Lumber shall be Yellow Pine #2 or better for chords and webs. Lumber shall have moisture content of no less than 7% at time of manufacturing.
Adjustment factors shall be in accordance with NDS. Minimum
v. Metal connector plates shall be manufactured by a Wood Truss Council of America (“WTCA”) member plate manufacturer and shall not be less
than 0.036 inches in thickness (20 gauge) and shall meet or exceed ASTM A653/A653M grade 33, and galvanized coating shall meet or exceed
ASTM A924/924M, coating designation G60. Working stresses in steel are to be applied to effectiveness ratios for plates as determined by test
and in accordance with ANSI/TPI 1.
vi.
Trusses shall be handled during manufacturing, delivery and by the Contractor at the job site so as not to be subjected to excessive bending.
Unload trusses in a manner to minimize lateral strain.
vii.
Contractor shall be responsible for the handling, installation, and temporary bracing of the Trusses in a good workmanlike manner and in
accordance with the recommendations set forth in WTCA/TPI’s Building Component Safety Information BCSI 1-03: Guide to Good Practice For
Handling, Installing & Bracing of Metal Plate Connected Wood Trusses; 2013 edition.
1. Bracing/Shoring plans if required by the Building Official shall be submitted by the contractor, prepared by a Professional Engineer.
viii.
Cutting and altering of Trusses is not permitted. If any Truss should become broken, damaged, or altered, written concurrence and approval by a
licensed design professional is required.
ix.
Trusses shall be permanently braced in a manner consistent with good building practices and in accordance with sections in the drawings. Trusses
shall furthermore be anchored or restrained to prevent out-of-plane movement so as to keep all Truss members from simultaneously buckling together
in the same direction. Such permanent lateral bracing shall be accomplished by: (a) anchorage to solid end walls; (b) permanent diagonal bracing
in the plane of the web members; or (c) other suitable means. Materials for temporary and permanent bracing shall be by the contractor.
x. Full depth blocking or x-bridging is required over all exterior walls where heel height exceed 10”. Nail blocking to top plates and top chord of truss.
xi.
All specified uplift connection hardware capacities shall be reviewed by the contractor using the final truss shop drawings and calculations. The uplift
capacity shall exceed the uplift given on the shop drawings.
5. FLOOR CONSTRUCTION
a. Subfloor to be ¾” (nominal) tongue and groove 48/24 rated sheathing (APA Rated Sturd-I-Floor); exposure 1. Glue and nail to supports with 10d ring shank
nails at 6” o.c. at edges and 12” o.c elsewhere.
b. Floor joists and blocking to be Yellow Pine #2 or better.
Architecture
Planning
Interiors
19 Washington Park
Greenville, SC 29601
Phone 864.242.0761
Fax
864.501.9945
E-mail cgd@cgdarch.com
COPYRIGHT © 2015 CRAIG GAULDEN & DAVIS,
INC. ALL RIGHTS RESERVED
THIS COPYRIGHTED DOCUMENT AND ALL
INFORMATION CONTAINED HEREIN IS AN
INSTRUMENT OF SERVICE AND SHALL NOT BE
REPRODUCED, ALTERED, OR REUSED IN PART
OR IN WHOLE WITHOUT PRIOR WRITTEN
PERMISSION FROM THE ARCHITECT. THIS
DRAWING IS THE EXCLUSIVE PROPERTY OF THE
ARCHITECT AND MUST BE RETURNED UPON
REQUEST.
arrowood
arrowood
Arrowood & Arrowood, PC
412-B Pettigru Street
Greenville, SC 29607
864.233.9383 (t)
864.232.7855 (f)
A&A PROJECT #15-CGD-97
FIRST
PRESBYTERIAN
CHURCH
GREER
STRUCTURAL STEEL:
1. Design, fabrication and erection of all structural steel shall be in accordance with the AISC Manual of Steel Construction, ASD,
Thirteenth Edition.
2. Minimum material specifications:
a.
W-Structural Steel Shapes:
ASTM A992
b.
Rolled Steel Floor Plates:
ASTM A786 Commercial Grade
c.
Steel Pipe:
ASTM A53 gr. B
d.
Hollow Structural Sections:
ASTM A500 gr. B
e.
M, S, C, MC, HP Shapes:
ASTM A36
f.
Plates:
ASTM A36
g.
Angles:
ASTM A36
h.
Anchor Rods:
ASTM F1554 gr. 36
i.
Bolts:
ASTM A325N
j.
Weld Electrodes:
AWS E70xx
k.
Shear Connectors
ASTM A108, grades 1015 through 1020, headed stud type
l.
Non-shrink grout:
ASTM C 1107, non metallic – 5000 psi
3. Product Submittals:
a. Typical shop fabrication and field erection drawings.
4. Provide 2 mils DFT of rust inhibitive primer after power tool cleaning. Provide asphaltic coating for columns or any other steel below slab.
5. Field connections shall be bolted unless shown otherwise on the drawings. Bolted connections shall be made with A325N bolts.
Connections shall be designed for half of the uniform load shown in the AISC Beam Tables.
6. Post-Installed Anchors
a. Expansion Anchors to be Hilti Kwik Bolt 3, ITW Redhead Trubolt, or approved equal. Sleeve anchors to be Hilti HLC Sleeve
Anchor or ITW Redhead Dynabolt.
b. Epoxy or chemical adhesive shall be Ramset Epcon A7 or C6; Hilti HY 150; or Simpson SET Epoxy-TIE.
Building Code
2012 International Building Code
Building Use
Assembly
Risk Category III
Vertical Loads
Roof Dead Loads
Asphalt Shingles (at Drop-off)
Single Ply (at elevator and bridge)
Wood Decking
Wood Framing
Collateral
3 psf
2 psf
2.5 psf
4 psf
5 psf
Live Loads at Roof
Occupancy
20 psf
Live Loads at Elevated Floors
Education
Partitions
Corridor
Public Gathering
50 psf
15 psf
80 psf
100 psf
Snow Loads
Ground Snow Load
Importance Factor
Rain on Snow Surcharge
10 psf
1.1
5 psf
ADDITIONS
AND
RENOVATIONS
100 SCHOOL STREET, GREER, SC 29651
DATE
MARK
DESCRIPTION
LATERAL LOADS
Wind Loads
Velocity (3 Second Gust-Ultimate Strength)
120 MPH
Exposure
B
Enclosed Building (Elevator and Bridge)
Internal Pressure Coefficient (Elevator, Bridge)+/-0.18
Open Building (Covered Drop-off)
A
Seismic Loads
Importance Factor
Ss, Short Term Spectral Response
S1, 1 second Spectral Response
Site Class (Assumed)
Design Category
Sds
Sd1
Cs
1.25
28% g
11% g
D
C
28% g
17% g
0.0683
ISSUE:
CONSTRUCTION DOCUMENTS
DATE:
PROJECT NO:
DRAWN BY:
CHECKED BY:
9/15/2015
14045
AP
ARROWOOD
GENERAL NOTES &
DESIGN CRITERIA
S100
1
2
3
4
5
D
Architecture
Planning
Interiors
19 Washington Park
Greenville, SC 29601
Phone 864.242.0761
Fax
864.501.9945
E-mail cgd@cgdarch.com
COPYRIGHT © 2015 CRAIG GAULDEN & DAVIS,
INC. ALL RIGHTS RESERVED
THIS COPYRIGHTED DOCUMENT AND ALL
INFORMATION CONTAINED HEREIN IS AN
INSTRUMENT OF SERVICE AND SHALL NOT BE
REPRODUCED, ALTERED, OR REUSED IN PART
OR IN WHOLE WITHOUT PRIOR WRITTEN
PERMISSION FROM THE ARCHITECT. THIS
DRAWING IS THE EXCLUSIVE PROPERTY OF THE
ARCHITECT AND MUST BE RETURNED UPON
REQUEST.
C
arrowood
1
S104
arrowood
Arrowood & Arrowood, PC
412-B Pettigru Street
Greenville, SC 29607
864.233.9383 (t)
864.232.7855 (f)
A&A PROJECT #15-CGD-97
FIRST
PRESBYTERIAN
CHURCH
GREER
DN
1
S105
Z:\AA\Projects\CGD- Craig Gaulden Davis\15-CGD-97_FPC Greer\15-CDG-97 STRUCT R2016.rvt
9/16/2015 4:59:36 PM
B
ADDITIONS
AND
RENOVATIONS
100 SCHOOL STREET, GREER, SC 29651
DATE
MARK
DESCRIPTION
A
ISSUE:
CONSTRUCTION DOCUMENTS
DATE:
PROJECT NO:
DRAWN BY:
CHECKED BY:
FLOOR PLAN - MAIN
LEVEL
1
S103
S101
1
2
9/15/2015
14045
AP
ARROWOOD
3
4
5
D
Architecture
Planning
Interiors
19 Washington Park
Greenville, SC 29601
Phone 864.242.0761
Fax
864.501.9945
E-mail cgd@cgdarch.com
COPYRIGHT © 2015 CRAIG GAULDEN & DAVIS,
INC. ALL RIGHTS RESERVED
THIS COPYRIGHTED DOCUMENT AND ALL
INFORMATION CONTAINED HEREIN IS AN
INSTRUMENT OF SERVICE AND SHALL NOT BE
REPRODUCED, ALTERED, OR REUSED IN PART
OR IN WHOLE WITHOUT PRIOR WRITTEN
PERMISSION FROM THE ARCHITECT. THIS
DRAWING IS THE EXCLUSIVE PROPERTY OF THE
ARCHITECT AND MUST BE RETURNED UPON
REQUEST.
C
arrowood
2
S104
arrowood
Arrowood & Arrowood, PC
412-B Pettigru Street
Greenville, SC 29607
864.233.9383 (t)
864.232.7855 (f)
A&A PROJECT #15-CGD-97
FIRST
PRESBYTERIAN
CHURCH
GREER
2
S105
DN
DN
ADDITIONS
AND
RENOVATIONS
2
S103
100 SCHOOL STREET, GREER, SC 29651
DATE
DESCRIPTION
PO
ST
(4
)2
x6
N
EW
PO
ST
(4
)2
x6
REFERENCE B/EXISTING 2x6
CEILING JOIST = 9'-4"
B/ROOF DECK @ POST = 12'-0"
MARK
N
EW
Z:\AA\Projects\CGD- Craig Gaulden Davis\15-CGD-97_FPC Greer\15-CDG-97 STRUCT R2016.rvt
9/16/2015 4:59:38 PM
B
A
(3) 2x10*
ARROWOOD & ARROWOOD TO REVIEW AREA
DURING DEMOLITION AND WILL PROVIDE A
DETAIL OF FRAMING CONNECTIONS
1
S102
ISSUE:
CONSTRUCTION DOCUMENTS
DATE:
PROJECT NO:
DRAWN BY:
CHECKED BY:
FLOOR PLAN UPPER LEVEL
UPPER FLOOR
1/8" = 1'-0"
S102
1
9/15/2015
14045
AP
ARROWOOD
2
3
4
5
1
L-SHAPED PLATE 1/2"x5"
BLOCKING
3/8" CAP PLATE
SIMPSON H2.5a
8"
W14
HSS COLUMN
CANOPY TRUSS BEARING
10' - 4"
D
A
B
D
E
F
I
L
N
(2) 2x6 w/ (2) 5/8" THREADED
STUDS @ 32" O.C.
Architecture
Planning
Interiors
W14
L8x4x3/8x7 1/2
19 Washington Park
Greenville, SC 29601
TYPICAL BOLTED SHEAR TAB
Phone 864.242.0761
Fax
864.501.9945
E-mail cgd@cgdarch.com
5/16"
10
MOMENT CONNECTION
A
S103
3
S103
1" = 1'-0"
SECTION
1" = 1'-0"
ALUMINUM CANOPY
COLUMN (TYPICAL)
9
COPYRIGHT © 2015 CRAIG GAULDEN & DAVIS,
INC. ALL RIGHTS RESERVED
9
ALUMINUM CANOPY COLUMN
WITH BASE CONFIGURATION
BY CANOPY DESIGNER
GROUT POCKET PER
CANOPY DESIGNER'S
DIRECTION
#5x3'-0" IN DIAMOND
PATTERN AROUND CANOPY
COLUMN
#5x2'-0" ON EACH
SIDE OF COLUMN
THIS COPYRIGHTED DOCUMENT AND ALL
INFORMATION CONTAINED HEREIN IS AN
INSTRUMENT OF SERVICE AND SHALL NOT BE
REPRODUCED, ALTERED, OR REUSED IN PART
OR IN WHOLE WITHOUT PRIOR WRITTEN
PERMISSION FROM THE ARCHITECT. THIS
DRAWING IS THE EXCLUSIVE PROPERTY OF THE
ARCHITECT AND MUST BE RETURNED UPON
REQUEST.
4
S103
PER CANOPY DESIGN
8
(3) #5 EACH WAY
10" MIN.
C
7
arrowood
arrowood
PER CANOPY DESIGN
Arrowood & Arrowood, PC
412-B Pettigru Street
Greenville, SC 29607
864.233.9383 (t)
864.232.7855 (f)
SECTION
4
S103
1" = 1'-0"
E
C
F
6
G
A&A PROJECT #15-CGD-97
5/8" WOOD SHEATHING ON PREFABRICATED WOOD TRUSSES @ 24" O.C.
TRUSSES TO CLIP TO DOUBLE 2x6 NAILERS
w/ SIMPSON H2.5a. DOUBLE H2.5a @
GIRDERS AND HIP GIRDERS. DOUBLE 2x6
NAILERS TO BOLT TO BEAMS w/ (2) 5/8"
THREADED STUDS @ 32" O.C.
27' - 0"
C1
F6
5
5
W14X34
4
4
H
B
3
ADDITIONS
AND
RENOVATIONS
23' - 0"
W14X34
3
GIRDER TRUSS
S103
GIRDER TRUSS
Sim
W14X34
3
Z:\AA\Projects\CGD- Craig Gaulden Davis\15-CGD-97_FPC Greer\15-CDG-97 STRUCT R2016.rvt
9/16/2015 4:59:40 PM
FIRST
PRESBYTERIAN
CHURCH
GREER
C1
F6
ALUMINUM CANOPY
COLUMN (TYPICAL)
2
C1
F6
2
C1
F6
100 SCHOOL STREET, GREER, SC 29651
DATE
W14X34
1
MARK
DESCRIPTION
1
BRICK OVER 24" SQUARE
CMU PIER FILLED SOLID
3
C
S103
G
H
J
K
M
A
ISSUE:
2
S103
CANOPY FRAMING PLAN
1
S103
1/4" = 1'-0"
NOTES:
1) TRUSS BEARING = 10'-7"
1/4" = 1'-0"
DATE:
PROJECT NO:
DRAWN BY:
CHECKED BY:
NOTES:
CANOPY PLANS
CANOPY - FOUNDATION / SLAB PLAN
1) TOP OF FOOTING TO BE A MINIMUM OF 1'-0" BELOW GRADE. ELEVATION SHALL BE FIELD DETERMINED BY CONTRACTOR.
= MOMENT CONNECTION. SEE DETAIL A/S-103.
1
CONSTRUCTION DOCUMENTS
S103
C1 = HSS8x8x1/4 w/ BASE PLATE 3/4x1'-4"x1'-4" AND 3/4" Ø THREADED RODS SET 10" INTO CHEMICAL ADHESIVE.
F6 = 6'-0" x 6'-0" x 1'-4" FOOTING w/ (7) #6 EACH WAY; TOP & BOTTOM
2
3
4
5
9/15/2015
14045
AP
ARROWOOD
+0'-0"
3B
BASE PLATE 3/4x1'-2" SQ w/ (4) 3/4"
THREADED ROD SET 8" INTO
CHEMICAL ADHESIVE (6 PLACES)
F3
(2) 14" LVL
2x8 @ 16" O.C.
F3
Architecture
Planning
Interiors
NOTE:
T/JOIST, LVL = 22'-8 1/4"
19 Washington Park
Greenville, SC 29601
Phone 864.242.0761
Fax
864.501.9945
E-mail cgd@cgdarch.com
5/8" WOOD ROOF SHEATHING
10' - 5"
SOLID MASONRY UP TO
1'-0" ABOVE FINISH GRADE
C2
2' - 0" 1' - 6"
1' - 6" 1' - 6" 1' - 4"
2' - 10"
1' - 6"
2' - 0"
BEARING
PLATE B
C2
F4
(2) 11 1/4" LVL
2B
8
S104
BEARING
PLATE A
(2) 14" LVL
BEARING
PLATE C
(2) 14" LVL
COPYRIGHT © 2015 CRAIG GAULDEN & DAVIS,
INC. ALL RIGHTS RESERVED
THIS COPYRIGHTED DOCUMENT AND ALL
INFORMATION CONTAINED HEREIN IS AN
INSTRUMENT OF SERVICE AND SHALL NOT BE
REPRODUCED, ALTERED, OR REUSED IN PART
OR IN WHOLE WITHOUT PRIOR WRITTEN
PERMISSION FROM THE ARCHITECT. THIS
DRAWING IS THE EXCLUSIVE PROPERTY OF THE
ARCHITECT AND MUST BE RETURNED UPON
REQUEST.
3' - 6"
C2
F43
+0'-10"
8' - 3"
BASE PLATE 3/4x7"x1'-4" SQ w/ (4)
3/4" THREADED ROD SET 8" INTO
CHEMICAL ADHESIVE (5 PLACES)
C2
F43
SIMPSON HANGER
(TYPICAL)
BEARING
PLATE B
DN
C2
F43
(2) 11 1/4" LVL
2B
C2
F4
(2) 14" LVL
2' - 0"
C2
F4
8' - 3"
BEARING
PLATE C
C2
F43
20' - 1"
D
C2
F43
BEARING
PLATE C
(3) 14" LVL
9' - 8"
3B
(2) 14" LVL
2x8 @ 16" O.C.
BEARING
PLATE C
1B
BEARING
PLATE C
1B
(3) 14" LVL
9' - 4"
3' - 9"
BEARING
PLATE A
6"
+2'-1"
9' - 7"
(3) 14" LVL
11' - 4"
C
AB
1
S104
BB
CB
DB
EB
AB
BRIDGE - FOUNDATION / SLAB PLAN
CB
S104
EB
arrowood
arrowood
1/4" = 1'-0"
NOTES:
SEE ARCH.
DRAWINGS
1) TOP OF FOOTING TO BE A MINIMUM OF 1'-0" BELOW GRADE. ELEVATION SHALL BE FIELD DETERMINED BY CONTRACTOR.
AB
Brick Lintel Schedule
3/4" T&G SUB-FLOOR
LINTEL
ANGLE
MINIMUM
BEARING
UP TO 4'-8"
L4x4x1/4
6"
4'-8" TO 7'-4"
L6x4x5/16
8"
8'-8"
L7x4x3/8
8"
14" LVL
14" LVL
4"
3/4"Ø THROUGH BOLT
2x8 @ 16" O.C.
PLATE 3/8
SIMPSON TOP FLANGE HANGER
1. LINTELS TO BE HOT-DIP GALVANIZED.
10' - 10"
3B
A&A PROJECT #15-CGD-97
6"
8"
OPENING
WIDTH
BB
G.C. TO FIELD CONFIRM
6"
(2) 5/8" THREADED STUDS @ 32" O.C.
HSS5x5x3/8
3'-0" x 3'-0" x 1'-0" FOOTING w/(4) #4 EACH WAY
4'-0" x 4'-0" x 1'-0" FOOTING w/ (5) #5 EACH WAY; TOP & BOTTOM
4'-0" x 3'-0" x 1'-4" FOOTING w/ #6 @ 9" SET IN CHEMICAL ADHESIVE 6" IN EXISTING FOOTING (TOP & BOTTOM) (4) #5 IN OTHER DIRCTION
2. LINTELS TO SUPPORT RUNNING BOND MASONRY ONLY.
BEAM (SEE PLAN)
W10X22
4
(10'-7 3/4")
S104
SECTION
7
S104
1" = 1'-0"
Arrowood & Arrowood, PC
412-B Pettigru Street
Greenville, SC 29607
864.233.9383 (t)
864.232.7855 (f)
PLATE 1/4 (NS, FS)
4"
C2 =
F3 =
F4 =
F43 =
DB
BRIDGE ROOF FRAMING PLAN
3
1/4" = 1'-0"
BB
FIRST
PRESBYTERIAN
CHURCH
GREER
SECTION
1" = 1'-0"
5
LINTEL
BELOW
L8x4x3/8x3
1/4"
1/4"
S104
HSS5x5x1/4
5/16"
5/16"
PLATE 3/8x1'-7" H.D.G.
(BEAR 6" AT JAMBS)
HSS COLUMN
W12X22
RAMP DOWN
(10'-7 3/4")
W12
2x8 @ 16" O.C.
W12X22 (10'-7 3/4")
S104
PLATE 3/8x4" w/
L4x4x1/4 SPACE
PLATE @ 24" O.C.
DWGS.
TYPICAL LINTEL @ LOWER LEVEL (8 PLACES)
PLATE 3/8"x3" w/
(3) 3/4" Ø BOLTS
OVERBUILD RAMPS & UPPER LANDING
L8x4x3/8x5
5
S104
SECTION AT LINTEL
PLATE 3/8x1'-7" H.D.G.
(BEAR 6" AT JAMBS)
5A
S104
1" = 1'-0"
SECTION AT LINTEL (ALTERNATE)
1" = 1'-0"
DN
2x8 @ 16" O.C.
(11'-5 3/4")
RAMP DOWN
W12X22
(11'-5 3/4")
(11'-5 3/4")
DATE
MOMENT CONNECTION
A
S104
5 1/2" CLEAR (TYP.)
5 1/2" CLEAR (TYP.)
W12X22
W12X22
(11'-5 3/4")
(11'-5 3/4")
PROVIDE SPACER
@ DOUBLE LVL
PROVIDE SPACER
@ DOUBLE LVL
6 1/4"
14" LVL's (SEE PLAN)
1' - 0"
14" LVL's (SEE PLAN)
1' - 0"
3/4"Ø THROUGH BOLT
G.C. TO FIELD CONFIRM
PLATE 1/4
CB
DB
ISSUE:
EB
2
BRIDGE - UPPER FLOOR FRAMING PLAN
BEARING PLATE A
1/4" = 1'-0"
BEARING PLATE B
NOTES:
6
= MOMENT CONNECTION. SEE DETAIL A/S104.
1
S104
2
3/4"Ø THROUGH BOLT
6 1/4"
PLATE 1/4
5 1/2" CLEAR (TYP)
PROVIDE SPACER
@ DOUBLE LVL
S104
4
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AP
ARROWOOD
BRIDGE PLANS
8
1" = 1'-0"
3
PLATE 1/4
BEARING PLATE C
SECTION
CONSTRUCTION DOCUMENTS
DATE:
PROJECT NO:
DRAWN BY:
CHECKED BY:
PLATE 3/8
3/4"Ø THROUGH BOLT
PLATE 3/8
S104
GROUND FLOOR
0"
14" LVL's (SEE PLAN)
PLATE 3/8
BB
DESCRIPTION
1" = 1'-0"
12' - 5"
AB
MARK
EB
1' - 0"
A
DN
100 SCHOOL STREET, GREER, SC 29651
W12X22
1' - 0"
1B
W12X22
(11'-5 3/4")
W12X22
W12X22 (11'-5 3/4")
2B
ADDITIONS
AND
RENOVATIONS
SEE ARCH.
1/4"
1/4"
W12X22 (11'-5 3/4")
Z:\AA\Projects\CGD- Craig Gaulden Davis\15-CGD-97_FPC Greer\15-CDG-97 STRUCT R2016.rvt
9/16/2015 4:59:41 PM
4
FIELD DETERMINE
PRIOR TO FABRICATION
B
Section 6
S104
1" = 1'-0"
5
1'-2" THICK ELEVATOR PIT BASE
w/ #5@12" EACH WAY; TOP & BOTTOM
SUMP
STEP FOOTING ELEVATION
(SEE A/S105)
NEW HEADER, BRICK
LINTEL IN EXISTING WALL
BEARING PLATE 3/8x5x8 w/ (2) 3/4"x6" H.S.
5/8" ROOF SHEATHING
(2) 11 1/4" LVL
(2) KINGS @ JAMBS
OF OPENINGS
F4 (-1'-4")
S105
(2) 11 1/4" LVL
F2 (-1'-4")
PATCH CONCRETE SLAB
Architecture
Planning
Interiors
4
2x8 @ 16" O.C.
5' - 10"
S105
2x8 @ 16" O.C.
8
W8x24
D
H
SS
4x
w
/
4x
3/ B
A
4
1/
(4 x S
4
1
)
AN 3 '- E
2
P
/
G C 4 " L
R H E SQ A
O O X
U R P. A TE
T S
N
D
BE . 2
D "
.
8" CMU ELEVATOR PIT WALLS
w/ #5 @ 16" O.C. AND 9GAGE
H.J.R. @ 8" O.C.
2x8
19 Washington Park
Greenville, SC 29601
SIMPSON LUS28
Phone 864.242.0761
Fax
864.501.9945
E-mail cgd@cgdarch.com
TREATED 2x8 w/ (2) 5/8"
SLEEVE ANCHOR @ 16" O.C.
BOND BEAM
4
S105
MICROPILE TO SUPPORT
EXISTING WALL /
FOUNDATIONS
SECTION
1" = 1'-0"
Brick Lintel Schedule
OPENING
WIDTH
COPYRIGHT © 2015 CRAIG GAULDEN & DAVIS,
INC. ALL RIGHTS RESERVED
LINTEL
ANGLE
MINIMUM
BEARING
UP TO 4'-8"
L4x4x1/4
6"
4'-8" TO 7'-4"
L6x4x5/16
8"
8'-8"
L7x4x3/8
8"
THIS COPYRIGHTED DOCUMENT AND ALL
INFORMATION CONTAINED HEREIN IS AN
INSTRUMENT OF SERVICE AND SHALL NOT BE
REPRODUCED, ALTERED, OR REUSED IN PART
OR IN WHOLE WITHOUT PRIOR WRITTEN
PERMISSION FROM THE ARCHITECT. THIS
DRAWING IS THE EXCLUSIVE PROPERTY OF THE
ARCHITECT AND MUST BE RETURNED UPON
REQUEST.
1. LINTELS TO BE HOT-DIP GALVANIZED.
HSS2x2x1/4 @ 12" O.C.
2. LINTELS TO SUPPORT RUNNING BOND MASONRY ONLY.
2x NAILERS
WOOD FLOORING
L6x4x3/8 WELDED
TO TUBES
FOUNDATION SCHEDULE
WIDTH x
LENGTH
TYPE
C
THICK.
EXISTING WOOD FRAMING
REINFORCING
F2
2'-0" x CONTINUOUS
12"
(2) #5 CONT.w/#5@32" SW *
F4
4'-0" x 4'-0"
12"
(5) #4 EACH WAY; TOP & BOTTOM
3/4" THREADED
RODS SET 8" INTO
CHEMICAL
ADHESIVE.
NOTES
arrowood
EXISTING BRICK
1. TOPS OF FOOTINGS TO BE x'-x" BELOW T/SLAB UNLESS NOTED.
1
S105
arrowood
ELEVATOR - FOUNDATION / SLAB PLAN
3
S105
1/4" = 1'-0"
ELEVATOR ROOF BEARING
5
S105
1/4" = 1'-0"
Arrowood & Arrowood, PC
412-B Pettigru Street
Greenville, SC 29607
864.233.9383 (t)
864.232.7855 (f)
SECTION
1" = 1'-0"
A&A PROJECT #15-CGD-97
FILLED CMU
2x10 BLOCKING
L-SHAPED BEARING
PLATE 3/8"x5" w/ 12"
LEGS AND (2) 3/4"x6"
H.S. PER LEG
+9'-8" (TO BE FIELD CONFIRMED)
NEW HEADER, BRICK
LINTEL IN EXISTING WALL
HSS8x4 w/ 5/8x1 1/2"
THREADED STUD @ 12" O.C.
TREATED 2x10
w/ (2) 3/4"Ø
ANCHORS @ 16" O.C.
8
5
2x10 w/ (2) 3/4"
SCREW ANCHORS
@ 16" O.C.
S105
TOP FLANGE HANGER
8" CMU w/ #5 @
CORNERS, AT
24" O.C., AND AT
DOOR JAMBS
GROUND FLOOR
0"
WALL BELOW
6" MIN.
HSS8x4x3/8
WELD HSS8x4x1/4 TO
HSS8x4x3/8
6
S105
BEARING PLATE 3/8x6x6 ON
EXISTING MASONRY
DOWEL #6x16" INTO EXISTING
BRICK WALL @ 16" O.C.
(VERTICALLY) 6" EMBEDMENT
1' - 2"
6
2x10 @ 16" O.C.
(2) 2x6 STUDS
S105
HSS2x2x1/4
EXISTING SLAB
L7x7x3/8 BRICK SUPPORT
(HOLD ELEVATION)
7
S105
S105
DEMOLISH EXISTING DOWN
2 1/4" BELOW WOOD
FLOORING
2x4
SIMPSON HANGER
HSS8x4x1/4. WELD ALL
AROUND TO HSS4 POST.
B
ADDITIONS
AND
RENOVATIONS
SECTION
1" = 1'-0"
EXISTING OPENING
TO BE ENLARGED
100 SCHOOL STREET, GREER, SC 29651
DATE
BEAR HSS8x4 ON PLATE 3/8x6x6
w/ (2) 3/4x4" H.S. IN FILLED
CELLS.SEE B/S105.
MARK
DESCRIPTION
MICROPILE OR HELICAL PIER
Z-BAR SIZE TO MATCH
LONGITUDINAL REINFORCING
IN FOOTING
S105
#5 @ 9" o.c.
( 4'-0" MAX. )
NEW WOOD FRAME RAMP & STAIRS
8
3"
SECTION
1/2" = 1'-0"
CONTRACTOR TO
FIELD DETERMINE
6"
3/4"Ø THROUGH
BOLT @ 16" O.C.
A
4 1/2"
Z:\AA\Projects\CGD- Craig Gaulden Davis\15-CGD-97_FPC Greer\15-CDG-97 STRUCT R2016.rvt
9/16/2015 4:59:43 PM
2x6 WALL
FIRST
PRESBYTERIAN
CHURCH
GREER
2
1
T/SUBFLOOR = 12'-5"
3/16
1' - 0"
2
S105
ISSUE:
L6x6x3/8 BEARING
8" AT JAMBS
ELEVATOR - UPPER FLOOR FRAMING
A
S105
1/4" = 1'-0"
DATE:
PROJECT NO:
DRAWN BY:
CHECKED BY:
PLATE 1/4"
3-12
SEE PLAN &
FOOTING SCHEDULE
STEP FOOTING DETAIL
B
S105
1" = 1'-0"
SECTION
7
S105
1" = 1'-0"
CONSTRUCTION DOCUMENTS
SECTION
1" = 1'-0"
ELEVATOR PLANS
AND SECTIONS
S105
1
2
3
4
5
9/15/2015
14045
AP
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