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GENERAL NOTES, LEGEND & SHEET INDEX
SHEAR WALL DETAILS & SCHEDULE
EXISTING FOUNDATION PLAN
EXISTING ROOF FRAMING PLAN
PROPOSED FOUNDATION PLAN
PROPOSED ROOF FRAMING PLAN
FOUNDATION DETAILS
FRAMING DETAILS
FRAMING DETAILS
S1.1
S1.2
S2.1
S2.2
S2.3
S3.1
S2.4
S4.1
S4.2
P.A.F.POWDER ACTUATED FASTENER
STEEL WIDE FLANGE COLUMN
MOMENT CONNECTION
STEEL PIPE COLUMN
EDGE OF PLYWOOD SHEATHING
BEAM FRAMING MEMBER
WOOD FRAME BEARING WALL BELOW
OVERFRAME AREA
FLOOR ELEVATION TRANSITION
( )
T.O.S.
TOP OF STEEL ELEV
TOP OF SLAB ELEVATION
TOP OF TIMBER (WALL PLATES OR BEAM NAILER)[ ]
TUBE STEEL COLUMN - HSS 4X4X1/4 U.N.O.
STEEL BUCKET FOR TIMBER BEAM
HANGER FOR TIMBER MEMBER
TOP OF FOOTING ELEVATIONT.O.F.
TOP OF WALL ELEVATIONT.O.W.
TOP OF PLYWOOD ELEVATIONT.O. PLY.
SHEAR PANELING BELOW
2X6 @ 16 EXT / 2X4 @ 16 INT. U.N.O.
UP(U)
DOWN(D)
THROUGH(T)
(E)EXISTING
(N)NEW
U.N.O.UNLESS NOTED OTHERWISE
WOOD FRAME BEARING WALL ABOVE
2X6 @ 16 EXT / 2X4 @ 16 INT. U.N.O.
UNDERFRAME AREA
TOP OF WALL STEP UP
C.J.CONTROL JOINT
CRIPPLE POST WITHIN FRAMING LEVEL (3) - 2x6 U.N.O.
V.I.F.VERIFY IN FIELD
ADHESIVEADH.
FACE OF STUDF.O.S.
ABOVEABV.
CLEARCLR.
STEEL FRAMING MEMBER
STEEL TO STEEL SHEAR CONNECTION
BOTTOM OF GRADE BEAM STEP UP
BUILT-UP POST DOWN. WHERE SHOWN ISOLATED USE
(3) 2X6 MIN U.N.O.
MULTIPLE STUD PACK DOWN. USE (3) 2X6 MIN U.N.O.
WHERE SHOWN AT JAMBS, USE DBL 2X6 KING W/ SINGLE
2X6 TRIMMER U.N.O.
BUIL
T
-
U
P
MULTIPLE STUD PACK OR BUILT-UP POST UP AND
DOWN (SEE ABOVE) - PACK OUT WITHIN FLOOR PLATE
REINFORCINGREINF.
FOOTINGFTG.
BOTTOMBOT.
HORIZONTALHORIZ.
VERTICALVERT.
CONTINUOUSCONT.
AND SHEAR WALL DESIGNATION - SEE SCHEDULE
DO.DITTO (Repeat above line or adjacent line)
STD.STANDARD
FOOTING STEP DOWN
PLY.PLYWOOD
SHEAR PANELING ABOVE
SHTG.SHEATHING
BUILT-UP POST OR MULTIPLE STUD PACK UP
(SEE ABOVE) - PACK OUT WITHIN FLOOR PLATE
FRAMING DETAILSS4.3
TIMBER PRODUCTS
1.All studs for walls up to 12' height shall be DF or HF Grade No. 2 or better. Studs for walls up to 18' high shall be
Timberstrand 1.3E or Timberstrand 1.5E where 7-1/4" depth is required. Exterior studs shall be 2x6 @ 16
maximum spacing. Interior studs shall be 2x4 @ 16 maximum spacing. Plates shall be DF or HF No. 1.
Doubled top plates shall be lapped a minimum of 6 feet and the lap face nailed W/ (12) 16d or spliced W/
MSTA36 or CS14 straps U.N.O.
2.Laminated Veneer Lumber (LVL) shall be Microllam 1.9E with flexural stress Fb = 2,600 psi or approved equal.
When multiple LVL's are called out, use typical nailing and bolting as follows unless noted otherwise: 2 LVL's use
2 rows of 16d sinkers @ 12" O.C.; 3 LVL's use 3 rows of 16d sinkers @ 12" O.C.; 4 LVL's use ½" Dia through
bolts 2 rows @ 24" O.C. staggered.
3.Laminated Strand Lumber (LSL) shall be Timberstrand 1.55E with flexural stress Fb=2,325 psi or approved equal.
4.Parallel Strand Lumber (PSL) shall be Parallam 2.0E with flexural stress Fb=2,900 psi or approved equal. PSL
beams shall be provided solid width to dimension indicated on drawings.
5.Plywood and Oriented Strand Board. Roof sheathing shall be 19/32" 40/20 rated nailed w/ 10d (x 2 1/4) at 6" O.C.
at all framing with all edges supported by framing, clips or blocking and shall be oriented perpendicular to rafters
U.N.O. Typical shear wall paneling shall be 7/16" Sheathing grade structural use panels oriented vertically or
horizontally and nailed with 8d @ 4-12, all edges blocked (flat or vertical blocking OK) U.N.O.
6.At shear wall bottom plate anchor bolts, plate washers shall be provided. Plate washers shall be a minimum of
1/4" thick x 3" square with diagonally slotted hole up to 1 3/4" in length OK. Plate washer must be installed so
that plate edge is within 1/2" of the shear paneling. Simpson BP series plates may be used.
7.Exterior headers shall be (2) 9 1/2" LVL W/ insulated core or inner layer U.N.O. and interior headers shall be (2)
2x10 U.N.O. Headers shall bear on single trimmer and double king stud U.N.O. Headers shall be end nailed
through first king stud with 16d @ 2" O.C. at each lamination. Double King Studs shall be face nailed to each
other W/ (2) rows 16d @ 8" O.C. Trimmers shall be face nailed into king studs W/ (2) rows 16d @ 12" O.C. EA
ply.
8.Exposed timbers shall be DF No. 1 or better and appropriately treated.
9.Rafters and all built-up floor/roof sawn lumber members shall be DF or HF No. 1.
10.Studs of gable end walls may break at lateral supports such as ceiling lids provided temporary bracing is provided
during construction. Otherwise, studs shall be continuous bottom plate to raked top plates.
11.Provide blocking within roof systems in conformance with IBC requirements.
12.Lag bolts shall be lead drilled for threads for NDS standards and clearance drilled for unthreaded shank portion.
13.Provide adequate venting at attics, and within rafters (Re: IRC and architectural details).
14.Unless noted otherwise, minimum nailing shall be in accordance with IBC Table 2304.9.1 - Fastening Schedule.
15.Steel connectors shall be manufactured by Simpson Company or approved equal. Unless noted otherwise,
hangers to join rafters, joists or beams at flush conditions shall be U or HU designation of the full dimension of the
framing member.
16.Isolated beam-to-post connections shall be made with Simpson CCQ or CC column caps unless detailed
otherwise. Beams bearing on stud packs or posts within wall framing may bear directly on the wall top plates.
17.Isolated post base connections shall be made with Simpson ABW series post bases unless detailed otherwise.
Posts or stud packs within wall framing may bear directly on the wall bottom plate.
18.The plies of multiple 2x stud packs shall be face nailed with 2 rows 16d nails @ 12" O.C. at each ply.
19.The plies of built-up 2x columns shall be attached together as follows:
·3 ply columns shall be nailed together with 2 rows of 16d nails @ 12" o.c. staggered each face( 6" total vertical
spacing each face) starting 1" from the edge of the column on both faces of the column and staggered
·4 ply columns shall be screwed with 2 rows of SDS 1/4x6 @ 16" staggered each face (8" vertical spacing each
face) starting 1 1/2" from edge of column on both faces of the column and staggered
·5 ply and 6 ply columns shall be through bolted with (2) rows 1/2" bolts at 8" o.c. (4" total vertical spacing) starting
1 1/2" from edge of column.
·Alternatively, a solid LSL or PSL post of equivalent cross sectional area to the built-up post may be provided.
FOUNDATIONS & CONCRETE
1.Foundations have been designed using the values stated under the "General" section opposite. A Geotechnical
Engineer shall be consulted by the Owner or authorized Agent to witness the excavated conditions or conduct testing
prior to construction in order to verify the anticipated values and prepare updated recommendations. The Contractor
shall notify a representative of the Geotechnical Engineer upon initial excavation and prior to setting forms in order to
field witness the excavated conditions. If findings differ from the originally anticipated conditions and/or design
modifications are required, the Engineer shall be promptly notified in order that any revisions may be made prior to
proceeding with construction.
2.Any verification of existing conditions required on the drawings is to be performed at the start of construction. The
Engineer shall be notified of confirmation of the required verification items or discrepancies therein in a timely fashion
in order that the modifications may be made appropriately.
3.The main floor slab-on-grade is non-structural and supports non-load bearing partitions which are necessarily
attached to load bearing partitions and posts where these elements intersect. Over the life of the structure, the
slab-on-grade will move slightly relative to the load bearing foundation system. It is anticipated that there will be
minor cracks in finishes to maintain over the life of the structure. If this is not acceptable to the Owner, the Engineer
should be contacted to design a structural floor over a crawl space so that the possibility of finish cracks is reduced.
4.All bottom of footing elevations shall be a minimum of 36" below grade or local frost cover requirements if greater.
Footing elevations referenced herein are for initial design based on anticipated conditions; final elevations to be
determined by field conditions and Geotechnical Engineer determinations. If any foundations are to be constructed
at elevations lower than indicated on these drawings, notify the structural engineer to perform any necessary
re-design prior to placement of forms or reinforcement.
5.Backfill shall be compacted to a minimum of 95% standard proctor density against the sides of footings and in
structural or paved areas. Backfill shall be compacted to a minimum of 90% standard proctor density in landscaped
areas.
6.Prior to placement of structural reinforcement, the bottom of excavation shall be viewed by the Geotechnical
Engineer to certify adequacy of subgrade for placement of concrete.
7.All footings shall be placed on firm, undisturbed natural soil or properly compacted and tested backfill with prior
approval of the Engineer. Contractor shall protect excavations and direct site drainage to avoid deterioration of
substrates prior to concrete placement.
8.Concrete aggregate shall conform to the requirements of ASTM C-33. Maximum fly ash content in cementitious
material shall be 20%. Maximum slump at the truck discharge point shall be 6". Air content shall be in accordance
with local industry standard practice. Additional concrete properties shall be as follows:
·Footings compressive strength (F'c) at 28 days 3,000 psi, water cement ratio (W/C) 0.55 max
·Foundation walls and pedestals F'c 4,000 psi, W/C 0.50 max
·Interior slabs on grade F'c 4,500 psi, W/C 0.45 max
·Exterior slabs (site flatwork) F'c 4,500 psi (CDOT Class D)
10.Non-Shrink grout shall be Rapid Set, Masterflow # 928, or equal meeting ASTM C-1107 with prior approval of the
engineer.
11.Adhesive anchors shall be Simpson AT-XP or Hilti HY 200. These shall be of the depth indicated and shall be
installed in accordance with the manufacturer specifications. Special Inspection shall be provided unless noted
otherwise.
12.Expansion Anchors shall be Hilti Kwik Bolt KB-TZ or Simpson Strong Bolt 2. These shall be of the depth indicated
and shall be installed in accordance with the manufacturer specifications. Special Inspection shall be provided
unless noted otherwise.
13.Reinforcing steel shall be high strength deformed bars in compliance with ASTM A-615. Yield strength (Fy) shall be
60 ksi. Welded wire reinforcement shall conform to ASTM A-185 and shall be lapped a minimum of one full mesh at
ends and sides and tied together.
14.Steel shall be detailed and installed in accordance with the latest editions of ACI 318 and the ACI Detailing Manual.
15.All bars and embedded items must be secure prior to placement of concrete; placement of any items during the pour
is not permitted without prior approval of the Engineer.
16.Unless noted otherwise, clear distance to reinforcement for placement against earth shall be 3" and clear distance to
reinforcement for placement against forms shall be 2" for bars #6 and greater and 1-1/2" for bars #5 and smaller.
17.Splices in reinforcement shall not be made unless otherwise detailed herein or previously approved on the fabrication
drawings. Unless noted otherwise or prohibited, lap length of reinforcement steel shall be 40 db (bar diameters).
Continuous reinforcement in beams and walls shall be spliced at midspan for top bars and over supports for bottom
bars.
18.Provide a minimum of 2-#5 bars at all jambs, heads, and sills of openings as well as all top and bottom of walls, top
of wall steps, top of grade beam stems, bottom of wall steps and bottom of grade beam steps.
19.Wall concrete must be allowed to cure for a minimum of 7 days prior to backfill unless high early additives or other
measures, such as partial backfill to facilitate other portions of the work, are specifically approved by the Engineer in
advance.
20.Control joints shall be spaced at a maximum of 15' on slabs. Cold joints or construction joints shall be as detailed
herein or otherwise pre-approved by the Engineer. Slabs on grade may be poured continuously and sawcut within
12 hours at minimum 15' intervals 1/8" x 1" deep. Reinforce slabs on grade with welded plain wire mesh
6x6-W2.1xW2.1 ASTM A-1064 (Fy=65 ksi) U.N.O. on plan and pour over a 4 inch gravel drainage course U.N.O. on
plan.
21.All exposed concrete edges shall have a minimum of 3/4" chamfer or 1/2" tooled round unless noted otherwise.
22.Reference Architectural drawings for non-structural concrete.
23.Care should be exercised in backfill. Heavy equipment should not be used in proximity of retaining walls or stem
walls. When backfilling stem walls that have soil on both sides, backfill should be brought up evenly to avoid loading
the walls in retention.
24.Reference Architectural and Civil drawings for waterproofing and drainage provisions. All walls are designed for
backfill free from groundwater pressure and all footing subgrades shall be protected from excessive wetting - a
reliable perimeter drain with adequate slope and suitable discharge must be installed per a Geotechnical Engineer's
recommendations.
25.At sawcut edges or cold joints, unless specifically detailed otherwise, apply bonding agent. Use Dayton Superior
PVA Bonding Agent J41 or equivalent with prior approval.
GENERAL NOTES
LEGEND AND
SHEET INDEX
AS NOTED
10/23/23 Permit Set
03/07/24 Construction Changes
03/07/24
S1.1
These documents are intended
for the exclusive use of the
project specified below. The
use of these documents for any
other purpose is not authorized.
Written authorization from
Glenwood Structural and Civil
must be obtained for any other
use. This document is to be
used within one year of the date
of preparation. Use after that
period is not authorized.
Date Description
Scale:
Job Number
Engineer
Date
23704
AG
STRUCTURAL & CIVIL, INC.
E N G I N E E R S I C O N S T R U C T O R S
G L E N W O O D
812 Pitkin Avenue, Glenwood Springs CO 81601
gsc@sopris.net I 970-928-0135
GOLF
CLUBHOUSE
ADDITION
Battlement Mesa
CO
Drafter/Designer
KK/WG,AG
GENERAL
1.DESIGN CRITERIA:
a.Code: 2015 IRC & IBC where required
b.ASCE 7 Building Occupancy Risk Category II
c.Design Roof Snow Load Pf = 35psf (Median of Garfield County 40 psf requirement and 25 psf recommendation by
2016 SEAC)
d.Seismic Design Category "B", Site Class "D", Basic Seismic Force Resisting System per ASCE 7 Table 12.2-1 is
type A-15; Ie = 1.0; Ss = 0.275g, S1 = 0.075g, Sds = 0.289g, Sd1 = 0.121g, R = 6.5, Cs = 0.044, V total building =
approximately 7k, V addition = approximately 1.0k (including 20% roof snow load). Designed by equivalent lateral
force procedure (Section 12.8).
e.Wind Ultimate Design Speed (3-second gust) Vult = 115 mph (Vasd = 90 mph), Exposure B, GCpi = 0.18
f.Allowable soil bearing 1,500 psf
2.Work shall be performed in accordance with regulations of all agencies having jurisdiction, including, but not limited
to: Federal, State, County, and OSHA standards.
3.Dimensional information provided is only for general reference for interpretation of the structural design.
Dimensional information is not intended to be relied upon for construction or fabrication. The Contractor shall
independently arrive at all horizontal and vertical dimensioning, coordinate all dimensions with those provided
among these documents and with the Architectural, verify all field conditions and site grades, and communicate any
significant discrepancies to the Engineer. Any discrepancies encountered that may affect the work shall be
communicated to the Engineer at the earliest prior to proceeding with any work that may be affected.
4.The Contractor is responsible for all bracing and shoring for vertical/wind/seismic/soil retention loads, shoring and
protection of adjacent property, temporary construction, and means that may be required to carry out the work safely
and appropriately. Field observations by the Engineer shall not encompass these considerations.
5.Shop drawings shall be reviewed in detail for quality and conformance to the construction documents by the General
Contractor prior to submittal to the Engineer. Any deviations or requested substitutions from the construction
documents must be clearly noted and clouded in the submittal. Drawings with obvious deficiencies or unidentified
deviations from the construction documents will be returned to the General Contractor for proper review and
re-submittal prior to the Engineer's review. Allow two weeks turnaround time for the Engineer's review of shop
drawings. Shop drawings shall be submitted, at a minimum, for the following:
·Concrete Mix Design
6.Where discrepancies may be encountered in the construction documents, the more stringent requirement shall
govern unless otherwise clarified by the Engineer.
7.Special lnspections are not required due to work of minor nature or as warranted by conditions in the jursdiction per
IBC Section 1704.2 pending approval from the Building Official.
8.At a minimum of five working days prior to frame inspection, notify the engineer for observation of all work
in place. Confirmation by the engineer in writing shall be obtained prior to applying any architectural
covering over structural items and prior to building department sign off on framing.
9.Engineer's acceptance must be secured in advance for all structural deviations or substitutions.
10.These documents are intended to complement the Architectural documents and shall not be used independently
thereof.
11.These documents are intended for the exclusive use of this project. The use of these documents for any other
purpose is not authorized. Written authorization from Glenwood Structural and Civil, Inc. must be obtained for any
other use. This document is to be used within one year of the date of preparation. Use after that period is not
authorized.
MASONRY
1.Masonry block units shall conform to ASTM C-90, Grade N, Type I.
2.Masonry shall develop a minimum prism compressive strength of f'm = 1500 psi at 28 days.
3.Mortar for reinforced masonry walls shall conform to ASTM C-270 Type S.
4.Grout for bond beams and vertically reinforced cells shall be made with stone aggregate and shall develop a
minimum compressive strength of 3,000 psi at 28 days.
5.Horizontal wall reinforcing shall be as noted in the drawings but in no case less than Standard Dur-O-Wal joint
reinforcement at 16" O.C.
6.Vertical wall reinforcement shall be as noted on the drawings but in no case less than #5 bars at 48" O.C. for 8"
walls. Vertical bars shall extend the full height of the wall. Reinforcing bars shall conform to ASTM A-615, grade 60.
Laps shall be a minimum of 48 bar diameters U.N.O. All cells containing vertical reinforcement shall be fully grouted.
Care should be taken to prevent excessive mortar in the grout space. Provide cleanouts at each lift where grout
pours exceed 5 feet. Grout pours may be a maximum of 18 feet high with individual lifts not exceeding 6 feet each
and mechanically consolidated by means of a vibrator. Grout pours should be stopped 1-1/2" below the top of the
masonry except that where bond beams occur this may be reduced to 1/2".
7.Bond beams shall be provided with a minimum of (2) #5's continuous at the parapet or top of wall, roof bearing
elevations and floor bearing elevations. Bond beams should be lapped 48" where stepped.
8.Lintel, jamb,and sill reinforcement for any opening exceeding 16" in width or height shall consist of (2) #5's
projecting 24" beyond the edge of the opening. At wall ends and corners reinforcement shall consist of (2) #5's
vertical unless noted otherwise.
9.Vertical reinforcement at wall ends and corners shall consist of (2) #5's unless noted otherwise.
SCALE: = 1'-0"
SHEAR WALL BASE CONNECTION
@ FOUNDATION STEM WALL 1
S1.21"
SCALE: = 1'-0"
HOLDOWN DETAIL
@ FOUNDATION STEM WALL 2
S1.21"
SCALE: = 1'-0"
TYPICAL SHEAR WALL CORNERS 3
S1.21"
Paneling & framing
per schedule
Shear wall panel
edge nailing per
schedule
Anchor bolts per
schedule
Foundation wall
per plan
Panel edge nailing per
schedule
Double end studs to
be faced nailed w/
(4)-16d per foot
min.
Holdown per
schedule may be
installed tight to plate
or raised if anchor rod
is extended
Trim studs @ openings
where occur
Shear wall end post
Typical (2)-2x6 min. full
height
HD embed per schedule
typical post set allthread
into adhesive or
embedded anchor
Simpson SSTB or SB
series for higher tension
applications
Holdown or strap
where required
Single end stud to
be faced nailed to
double end stud w/
(4)-16d per foot
min.
Adjacent wall not
specified as shear
wall or specified as
shear wall
Holdown or strap
where required
Shear wall & paneling
per schedule
Face nail end stud
to shear wall end
post w/ (4)-16d per
foot min.
Adjacent wall not
specified as shear
wall or specified as
shear wall
Shear wall end post
TYPICAL CORNER
ALTERNATIVE CORNER
Plate 1/4"x3" w/ standard
1/16" oversized hole
(Shear Walls only)
Shear wall &
paneling per
schedule
Holdown where
required
16d @ 6" O.C.
(Full height stud)
Facenail w/ (4)-16d
per foot
16d @ 6" O.C.
TEE CORNER
Foundation mud sill & floor
sheathing where occurs
Foundation
stem wall
Interior shear paneling
where occurs
16d @ 4" O.C. where interior
shear paneling occurs
Shear wall & paneling
per schedule
Interior shear paneling
where occurs
16d @ 4" O.C. where interior
shear paneling occurs
1-1D
A-BC
(18'-5")
King/Trimmer
per plan both
ends
8d @ 4-12
Block all
Edges
7/16 OSB
Sheathing
Per Plan N/A
Rim or Sill to Top
Plate Below
N/A HTT4#10x1 1/2" SD
Holdown @ Both ends
(2) rows 1/2"
Anchor bolts
(ABs) or 1/2"
threaded rods
set into adhesive
@ 32" O.C.
Provide 7" min
embed @ 2x4
sill, & 4" min
embed @ 2x6 sill
RE: 4/S3.1.
SHEAR WALL LABELING CONVENTION:
A- Refers to floor framing level supporting shear wall (1,2,Main, etc.)
B- Refers to closest grid parallel to wall
C- Refers to closest grid line perpendicular to wall
(X'-Y) - Refers to minimum length of shear paneling
1 and 2/S1.2, 4/S3.1
Plate washers required
Bottom Plate to
Rim/Beam/Sill
NOTE:
Details this sheet are intended to represent general shear transfer and
anchorage concepts pertaining to shear walls. Refer to framing details
for balance of information and specific conditions.
NOTES:
1.Unless noted otherwise, nail sizes are "Common" designation - 8d nails are 0.131" Ø x 2 1/2", 10d nails
are 0.148" Ø x 3 1/4" (2 1/4" OK for wall or floor sheathing), and 16d nails are 0.162" Ø x 3 1/2".
2.10d nails may be substituted for 8d nails except where spacing is 3" O.C. or less
3.All nails through shear paneling and insulated shear paneling must be of sufficient length to penetrate the
wall frame studs and blocking 1 1/2" MIN.
4.Shear panel nailing convention example: 4-12 refers to 4" O.C. at panel edges and 12" O.C. at
intermediate supports
5.Face nail each ply of shear wall end posts W/ (6) 10d per foot full height of double studs U.N.O.
6.Shear paneling may be run vertically or horizontally U.N.O. Vertically oriented panels may be used to
eliminate intermediate blocking if all edges bear on studs or plates.
7.At bottom plate or sill connections where anchor bolts are required, these bolts are in addition to any
embeds for holdown anchorage. The minimum number of bolts at sill or bottom plate shall be (2) located
between any embeds required for holdown connections.
8.At shear wall bottom plate anchor bolts, plate washers shall be provided U.N.O. Plate washers shall be a
minimum of 1/4" thick x 3" square with diagonally slotted hole up to 1 3/4" in length OK. These may be
Simpson BP series. Plate washer must be installed so that plate edge is within 1/2" of the shear paneling.
9.Where 10d nail spacing is 3" O.C. or less at conditions noted with " * ", use double studs at panel joints
(except plates). Face nail double stud W/ (6) 16d per foot full height of studs
10.Shear wall end or jamb straps for anchorage/ties to walls/beams below shall be installed over the shear
paneling
Mark Paneling Nailing Frame Sill to concrete HD/Ties @ Ends/Jambs End post HD Embeds Details/Comments
5/8" Rod into
adhesive @ Both
ends w/ 12" Min
Embed
1-1B
(4'-5")
King/Trimmer
@ South, (2)
2X6 MIN @
North
DODO 2x6 @ 16 N/A N/A HTT4#10x1 1/2" SD
Holdown @ South end only
1/2" ABs @
48"O.C.
1, 2 and 3/S1.2
Plate washers required
5/8" Rod into
adhesive 12" Min
Embed @ South
end only
1-B
(4'-5")
(2) 2X6 MINDODODON/A N/A NONEDO 1 and 3/S1.2
Plate washers required
NONE
1-2F
(13'-0")
Post per plan
@ North, (2)
2X6 MIN @
South
8d @ 3-12
Block all
Edges
DO DO N/A N/A (N) 1/2" threaded
rods set into
adhesive @ 32" O.C.
Provide 7"min
Embed.
1, 2 and 3/S1.2
Plate washers required
HTT4#10x1 1/2" SD
Holdown @ South end only
5/8" Rod into
adhesive 12" Min
Embed @ South
end only
These documents are intended
for the exclusive use of the
project specified below. The
use of these documents for any
other purpose is not authorized.
Written authorization from
Glenwood Structural and Civil
must be obtained for any other
use. This document is to be
used within one year of the date
of preparation. Use after that
period is not authorized.
Date Description
Scale:
Job Number
Engineer
Date
23704
AG
STRUCTURAL & CIVIL, INC.
E N G I N E E R S I C O N S T R U C T O R S
G L E N W O O D
812 Pitkin Avenue, Glenwood Springs CO 81601
gsc@sopris.net I 970-928-0135
GOLF
CLUBHOUSE
ADDITION
Battlement Mesa
CO
Drafter/Designer
KK/WG,AG
SHEAR WALL
DETAILS &
SCHEDULE
AS NOTED
10/23/23 Permit Set
03/07/24 Construction Changes
03/07/24
S1.2
B
C
D
E
F
21
21 3 4
A
5 6
3 4 5 6
B
C
D
E
F
A
100'-0"
T.O.S.
99'-11"
T.O.S.
SCALE: 1/4" = 1'-0"
0'2'8'4'1
S2.1
T.O.W.
99'-4"
T.O.W.
99'-8"-95'-2"
T.O.F.
95'-8"-92'-2"
T.
O
.
W
.
99
'
-
4
"
T.
O
.
W
.
95
'
-
2
"
T.
O
.
F
.
92
'
-
2
"
T.
O
.
W
.
99
'
-
4
"
T.
O
.
F
.
97
'
-
0
"
T.O.W.
99'-2"
T.O.F.
97'-0"
T.
O
.
W
.
99
'
-
4
"
T.
O
.
F
.
97
'
-
0
"
(E
)
P
I
P
E
(
U
)
(E
)
P
I
P
E
(
U
)
(E)
P
I
P
E
(
U
)
(E)
P
I
P
E
(
U
)
(E
)
P
I
P
E
(
U
)
(E)
P
I
P
E
(
U
)
(E)
P
I
P
E
(
U
)
(E)
P
I
P
E
(
U
)
(E)
P
I
P
E
(
U
)
T.O.W.
99'-4"
T.O.F.
97'-0"
T.
O
.
W
.
99
'
-
4
"
T.
O
.
F
.
97
'
-
0
"
T.
O
.
W
.
99
'
-
2
"
T.
O
.
W
.
95
'
-
2
"
T.
O
.
F
.
92
'
-
2
"
T.
O
.
W
.
95
'
-
4
"
T.
O
.
F
.
97
'
-
0
"
T.
O
.
W
.
99
'
-
4
"
T.
O
.
F
.
97
'
-
0
"
T.O.W.
99'-2"
T.O.F.
97'-0"
T.O.F.
TYP.
99'-6"
T.O.W.
99'-4"
T.O.F.
97'-0"
LIMIT NEW CONSTRUCTION
TO R
E
M
A
I
N
T
O
R
E
M
A
I
N
T
O
R
E
M
A
I
N
O
R
T
O
B
E
R
E
M
O
V
E
D
@
C
O
N
T
R
A
C
T
O
R
'
S
O
P
T
I
O
N
S
E
E
S
2
.
4
(E) PARTITION TO BE
REMOVED (TYP.)
DEMOLITION LEGEND
(E) POSTS TO BE
REMOVED (TYP.)
(E) BEAM TO BE
REMOVED (TYP.)
(E) JOIST TO BE
REMOVED (TYP.)
FIELD VERIFY PRESENCE OF
THICKENED SLAB BEARING ON 16"
SQUARE GRADE BEAM (RE: ORIGINAL
CD'S 10/S-5) OR CONTACT ENGINEER
FOR NEW FOOTING DESIGN IF NOT
CONFIRMED
12'-0"12'-0"12'-0"12'-0"12'-0"
12
'
-
0
"
12
'
-
0
"
12
'
-
0
"
12
'
-
0
"
12
'
-
0
"
2'-0"
1'-0"
2'
-
0
"
1'
-
7
"
1'
-
2
"
8"
2'
-
0
"
1'
-
7
"
1'
-
2
"
2'-0"
1'-4"
8"
2'
-
0
"
1'
-
4
"
8"
2'-0"
1'-6"
1'-2"
6"
2'
-
0
"
1'
-
6
"
1'
-
2
"
6"
2'
-
0
"
1'
-
6
"
1'
-
2
"
5
1
/
2
"
2'
-
0
"
1'
-
4
"
8"
2'
-
0
"
1'
-
4
"
8"
2'-0"
1'-4"
8"
(E) 1'-4"X18"
FOOTING TYP.
2'-0"
1'-4"
8"
FIELD VERIFY PRESENCE OF
THICKENED SLAB BEARING ON 16"
SQUARE GRADE BEAM (RE: ORIGINAL
CD'S 10/S-5) OR CONTACT ENGINEER
FOR NEW FOOTING DESIGN IF NOT
CONFIRMED
These documents are intended
for the exclusive use of the
project specified below. The
use of these documents for any
other purpose is not authorized.
Written authorization from
Glenwood Structural and Civil
must be obtained for any other
use. This document is to be
used within one year of the date
of preparation. Use after that
period is not authorized.
Date Description
Scale:
Job Number
Engineer
Date
23704
AG
STRUCTURAL & CIVIL, INC.
E N G I N E E R S I C O N S T R U C T O R S
G L E N W O O D
812 Pitkin Avenue, Glenwood Springs CO 81601
gsc@sopris.net I 970-928-0135
GOLF
CLUBHOUSE
ADDITION
Battlement Mesa
CO
Drafter/Designer
KK/WG,AG
EXISTING
FOUNDATION PLAN
AS NOTED
10/23/23 Permit Set
03/07/24 Construction Changes
03/07/24
S2.1
B
C
D
E
F
21
21 3 4
A
5 6
3 4 5 6
B
C
D
E
F
A
4:12
4:
1
2
4:
1
2
4:12
4:12
TRUSS F
TR
U
S
S
E
TR
U
S
S
A
TR
U
S
S
A
TR
U
S
S
G
TR
U
S
S
G
SCALE: 1/4" = 1'-0"
0'2'8'4'1
S2.2
(E
)
6
X
1
2
T
O
R
E
M
A
I
N
(E) 6X12 TO BE EXPOSED
OR FIELD VERIFIED
(E
)
6
X
1
2
(E
)
6
X
1
2
(E) 6X12 (E) 6X12
(E) 6X12 (E) 6X12
(E) 6X12
(E)(3) 2X12
HEADER
(E)
(
3
)
2
X
1
2
H
E
A
D
E
R
(E
)
(
3
)
2
X
1
0
H
E
A
D
E
R
TO
B
E
R
E
M
O
V
E
D
(E
)
(
3
)
2
X
1
0
H
E
A
D
E
R
(E
)
P
I
P
E
4
"
S
T
D
(E
)
P
I
P
E
4
"
S
T
D
(E)
P
I
P
E
4
"
S
T
D
(D)
(E)
P
I
P
E
4
"
S
T
D
(D)
(E)
P
I
P
E
4
"
S
T
D
(D)
(E
)
P
I
P
E
4
"
S
T
D
(
D
)
(E
)
P
I
P
E
4
"
S
T
D
(
D
)
(E
)
P
I
P
E
4
"
S
T
D
(
D
)
LIMIT NEW CONSTRUCTION(E) LOAD BEARING
PARTITION TO BE
REMOVED (TYP.)
(E) NON-LOAD BEARING
PARTITION TO BE
REMOVED (TYP.)
DEMOLITION LEGEND
(E) POSTS TO BE
REMOVED (TYP.)
(E) BEAM TO BE
REMOVED (TYP.)
(E) JOIST TO BE
REMOVED (TYP.)
(D
)
T
O
R
E
M
A
I
N
(D
)
T
O
R
E
M
A
I
N
(E
)
6
X
1
2
T
O
R
E
M
A
I
N
(E
)
H
E
A
D
E
R
T
O
BE
R
E
M
O
V
E
D
(E) HEADER OR
BEAM TO BE
EXPOSED
JACK TRUSSES @ 24"O.C.
TRUSS B @ 24"O.C.
JA
C
K
T
R
U
S
S
E
S
@
2
4
"
O
.
C
.
TR
U
S
S
E
@
2
4
"
O
.
C
.
TRUSS D @ 24"O.C.
(E
)
P
I
P
E
(
D
)
T
O
R
E
M
A
I
N
O
R
T
O
B
E
R
E
M
O
V
E
D
@
C
O
N
T
R
A
C
T
O
R
'
S
O
P
T
I
O
N
S
E
E
S
2
.
4
(E) 6X12 TO REMAIN OR BE
REMOVED @
CONTRACTOR'S OPTION
(E) 6X12 TO REMAIN OR BE
REMOVED @
CONTRACTOR'S OPTION
(E) 6X12 TO REMAIN OR BE
REMOVED @
CONTRACTOR'S OPTION
These documents are intended
for the exclusive use of the
project specified below. The
use of these documents for any
other purpose is not authorized.
Written authorization from
Glenwood Structural and Civil
must be obtained for any other
use. This document is to be
used within one year of the date
of preparation. Use after that
period is not authorized.
Date Description
Scale:
Job Number
Engineer
Date
23704
AG
STRUCTURAL & CIVIL, INC.
E N G I N E E R S I C O N S T R U C T O R S
G L E N W O O D
812 Pitkin Avenue, Glenwood Springs CO 81601
gsc@sopris.net I 970-928-0135
GOLF
CLUBHOUSE
ADDITION
Battlement Mesa
CO
Drafter/Designer
KK/WG,AG
EXISTING
ROOF FRAMING
PLAN
AS NOTED
10/23/23 Permit Set
03/07/24 Construction Changes
03/07/24
S2.2
B
C
D
E
F
21
21 3 4
A
5 6
3 4 5 6
B
C
D
E
F
A
100'-0"
T.O.S.
99'-11"
T.O.S.
1-1D
1-1B
1-B
1
S3.1
2
S3.1
3
S3.1
4
S3.1
5
S3.1
6
S3.1
7
S3.1
SCALE: 1/4" = 1'-0"
0'2'8'4'1
S2.3
T.
O
.
W
.
99
'
-
4
"
T.
O
.
W
.
95
'
-
2
"
T.
O
.
F
.
92
'
-
2
"
T.
O
.
W
.
99
'
-
4
"
T.
O
.
F
.
97
'
-
0
"
T.O.W.
99'-2"
T.O.F.
97'-0"
T.
O
.
W
.
99
'
-
4
"
T.
O
.
F
.
97
'
-
0
"
(E)
P
I
P
E
(
U
)
(E
)
P
I
P
E
(
U
)
(E)
P
I
P
E
(
U
)
(E
)
P
I
P
E
(
U
)
(E)
P
I
P
E
(
U
)
(E)
P
I
P
E
(
U
)
T.O.W.
99'-4"
T.O.F.
97'-0"
T.
O
.
W
.
99
'
-
4
"
T.
O
.
F
.
97
'
-
0
"
T.
O
.
W
.
99
'
-
2
"
T.
O
.
W
.
95
'
-
2
"
T.
O
.
F
.
92
'
-
2
"
T.
O
.
W
.
95
'
-
4
"
T.
O
.
F
.
97
'
-
0
"
T.
O
.
W
.
99
'
-
4
"
T.
O
.
F
.
97
'
-
0
"
T.O.W.
99'-2"
T.O.F.
97'-0"
T.O.F.
TYP.
99'-6"
T.O.W.
99'-4"
T.O.F.
97'-0"
W
O
O
D
P
O
S
T
S
(U
)
T
Y
P
.
O
F
(
3
)
(N) 4" SLAB ON GRADE W/ #4 @ 16"O.C.
EACH WAY OVER 4" GRAVEL DRAINAGE
COURSE. PLACE SLAB ON COMPACTED
STRUCTURAL FILL TO BE APPROVED BY
THE GEOTECHNICAL ENGINEER.
DOWEL (N) STEM WALL
TO (E) STEM WALL W/
#5X24" DOWELS INTO
6" ADHESIVE @ 12"O.C.
TYP.
OF 3
FIELD VERIFY PRESENCE OF
THICKENED SLAB BEARING ON 16"
SQUARE GRADE BEAM (RE: ORIGINAL
CD'S 10/S-5) OR CONTACT ENGINEER
FOR NEW FOOTING DESIGN IF NOT
CONFIRMEDFIELD VERIFY PRESENCE OF
THICKENED SLAB BEARING ON 16"
SQUARE GRADE BEAMS (RE:
ORIGINAL CD'S 10/S5) OR
CONTACT ENGINEER FOR NEW
FOOTING DESIGN IF NOT
CONFIRMED
12'-0"12'-0"12'-0"12'-0"12'-0"
12
'
-
0
"
12
'
-
0
"
12
'
-
0
"
12
'
-
0
"
12
'
-
0
"
2'
-
0
"
1'
-
7
"
1'
-
2
"
2'
-
0
"
1'
-
6
"
1'
-
2
"
5
1
/
2
"
2'
-
0
"
1'
-
4
"
8"
2'
-
0
"
1'
-
4
"
8"
2'-0"
1'-4"
8"
(E) 1'-4"X18"
FOOTING TYP.
2'-0"
1'-4"
8"
8"
1'
-
8
"
1'
-
2
"
6'-0"
1-2F
(N) 1/2" THREADED
ROD SILL ANCHORS @
32"O.C. INTO 7" MIN
ADHESIVE EMBED
5/8" ROD INTO 12" MIN. ADHESIVE FOR
HOLDOWN CONNECTION @ SHEAR
WALL ABOVE
HOLD DOWN & STRAP SCHEDULE
(N) 1/2" THREADED ROD SILL
ANCHORS @ 32"O.C. INTO 7"
MIN ADHESIVE EMBED OR
1/2" ABs @ 32" O.C. @ (N)
FDN WALL PORTION
8
S3.1
(N) CONCRETE
PEDESTAL
PLACE (N) INTERIOR WOOD
POSTS (U) ON ABU66Z POST
BASE TYP OF (4) LOCATIONS
THIS LINE.
LOCATE (N) POST ON
(E) STEM WALL
LOCATE (N) POSTS ON
(E) STEM WALL
8"
C
M
U
2'
-
0
"
1'
-
4
"
T.
O
.
F
.
97
'
-
0
"
T.O.F.
97'-0"
T.
O
.
W
.
10
0
'
-
0
"
T.
O
.
W
.
99
'
-
6
"
RECOMMENDED
SLAB CONTROL
JOINT LOCATION
RE: 11/S3.1
DOWEL (N) FOOTING
INTO (E) FOOTING W/
(3) #5X24" DOWELS
INTO 6" ADHESIVE
LIMIT NEW CONSTRUCTION
(N) 4" SLAB ON GRADE W/ #4 @ 16" O.C.
EACH WAY OVER 4" GRAVEL DRAINAGE
COURSE. PLACE SLAB ON COMPACTED
STRUCTURAL FILL TO BE APPROVED BY
THE GEOTECHNICAL ENGINEER.
9
S3.1
AT CONTRACTOR'S
OPTION, WOOD POST
CAN BE FRAMED
WITHIN THE EXTERIOR
WALL LINE ON GRID "B"
LEVEL FLOOR W/
SELF LEVELING
CONCRETE TOPPING,
DAYTON SUPERIOR
ECONOLEVEL, CHIP
OUT LOOSE
CONCRETE PRIOR TO
POUR
(N) 3'-0" SQUARE X 10"
THICK FOOTING W/ (3) #4
BARS EA. WAY BOTTOM
TYP. OF (3) LOCATIONS
1'
-
7
1
/
2
"
10
'
-
6
"
10
'
-
6
"
(N) (2) 2x4 STUD PACK
BELOW EACH TRUSS
BEARING POINT
(E) PIPE COLUMN
(U) TO REMAIN OR
BE REMOVED AT
CONTRACTOR'S
OPTION. SEE S2.4.
(E) PIPE COLUMN
(U) TO REMAIN TYP
OF (2) THIS LINE .
These documents are intended
for the exclusive use of the
project specified below. The
use of these documents for any
other purpose is not authorized.
Written authorization from
Glenwood Structural and Civil
must be obtained for any other
use. This document is to be
used within one year of the date
of preparation. Use after that
period is not authorized.
Date Description
Scale:
Job Number
Engineer
Date
23704
AG
STRUCTURAL & CIVIL, INC.
E N G I N E E R S I C O N S T R U C T O R S
G L E N W O O D
812 Pitkin Avenue, Glenwood Springs CO 81601
gsc@sopris.net I 970-928-0135
GOLF
CLUBHOUSE
ADDITION
Battlement Mesa
CO
Drafter/Designer
KK/WG,AG
PROPOSED
FOUNDATION PLAN
AS NOTED
10/23/23 Permit Set
03/07/24 Construction Changes
03/07/24
S2.3
5
S4.1
6
S4.1
B
C
D
E
F
21
21 3 4
A
5 6
3 4 5 6
B
C
D
E
F
A
4:12
4:
1
2
4:
1
2
4:12
4:12
4:
1
2
3:
1
2
3:
1
2
4:12
4:12
1-1D
1-1B
1-B
1-2F
1
S4.1
2
S4.1
1
S4.2
(E) TRUSS F
TR
U
S
S
E
(E
)
T
R
U
S
S
A
TR
U
S
S
A
TR
U
S
S
G
TR
U
S
S
G
SCALE: 1/4" = 1'-0"
0'2'8'4'1
S2.4
(E
)
6
X
1
2
(E
)
6
X
1
2
(E) 6X12 (E) 6X12
(E) 6X12 (E) 6X12
(E) 6X12
(E)(3) 2X12
HEADER
(E)
(
3
)
2
X
1
2
H
E
A
D
E
R
(E
)
(
3
)
2
X
1
0
H
E
A
D
E
R
(E)
P
I
P
E
4
"
S
T
D
(D)
(E)
P
I
P
E
4
"
S
T
D
(D)
(E)
P
I
P
E
4
"
S
T
D
(D)
(E
)
P
I
P
E
4
"
S
T
D
(
D
)
(E
)
P
I
P
E
4
"
S
T
D
(
D
)
(E
)
P
I
P
E
4
"
S
T
D
(
D
)
(N)(2) 2x8
N)
(
3
)
1
8
"
L
V
L
[
D
R
O
P
P
E
D
]
(N)(2) 9 1/2" LVL
CANT. [LOW]
(N
)
(
3
)
9
1
/
2
"
L
V
L
[
L
O
W
]
(E
)
6
X
1
2
TO
R
E
M
A
I
N
(N)(2) 2x8
(N)(2) 9 1/2" LVL
CANT. [LOW]
(N)(2) 9 1/2" LVL
CANT. [LOW]
(N)(2) 9 1/2" LVL
HEADERS W/
INSULATED CORES
TYP @ EXTERIOR
OF ADDITION U.N.O.
6X6
D
F
#
1
P
O
S
T
S
(D)
T
Y
P
.
O
F
(
3
)
MAKE-UP AIR UNIT
LOCATION
TO REMAIN
V.I.F.
REMOVE DRYWALL @
THIS WALL & SHEATHE
THE INTERIOR FACE OF
STUDS PER THE SHEAR
WALL SCHEDULE ON S1.2.
(E) 6X12
(N) (4) 7 1/4" LVL
(E) JACK TRUSSES @ 24"O.C.
(E) TRUSS B @ 24"O.C.
(E
)
J
A
C
K
T
R
U
S
S
E
S
@
2
4
"
O
.
C
.
(E
)
T
R
U
S
S
E
@
2
4
"
O
.
C
.
(E) TRUSS D @ 24"O.C.
(N
)
(
2
)
7
1
/
4
"
L
V
L
[S
L
O
P
E
D
]
RA
F
T
E
R
S
@
2
4
"
O
.
C
.
(N
)
2
X
8
D
F
#
1
R
A
F
T
E
R
S
@
16
"
O
.
C
.
T
O
AL
I
G
N
W
/
(
N
)
S
T
U
D
F
R
A
M
I
N
G
O
N
G
R
I
D
"1
"
.
S
E
E
3/
S
4
.
1
(N) 11 7/8" LVL EA SIDE OF
BOTTOM CHORD EA TRUSS B TO C
2'
-
4
"
3'-0"3'
-
0
"
MIN (4) 2X6 (D) V.I.F.
PROVIDE ADDITIONAL 2X6
PLIES AS REQUIRED &
SCREW TOGETHER PER
GENERAL NOTES
DO
U
B
L
E
K
I
N
G
DO
U
B
L
E
T
R
I
M
M
E
R
D
O
U
B
L
E
K
I
N
G
D
O
U
B
L
E
T
R
I
M
M
E
R
LSSR2
8
Z
3
S4.1
LUS28-2
OK TO K
E
R
F
CUT
DO
U
B
L
E
K
I
N
G
SIN
G
L
E
T
R
I
M
M
E
R
TY
P
@
E
X
T
E
R
I
O
R
U.N
.
O
.
HUC
4
1
0
I
N
S
T
A
L
L
E
D
UPS
I
D
E
D
O
W
N
TYP
O
F
(
3
)
LOC
A
T
I
O
N
S
9
S4.1
(N)
(
4
)
2
X
6
BUI
L
T
-
U
P
(D)
W/
B
C
6
P
O
S
T
C
A
P
(N
)
(
4
)
2
X
6
BU
I
L
T
-
U
P
(D
)
W/ B
C
6
P
O
S
T
C
A
P
(N) (2) 2X8 TIMBERSTRAND (TYP
OF (2) LOCATIONS) FOR HOOD
SUPPORT.
CONTRACTOR TO COORDINATE
PLAN LOCATION OF BEAMS W/
LINE OF HOOD SUPPORT ANGLES
(N) 2X8 BLOCKING @
32"O.C. RE: DETAIL 8/S4.1
8
S4.1(N
)
(
3
)
1
1
7
/
8
"
L
V
L
[D
R
O
P
P
E
D
]
4
S4.1
LIMIT NEW CONSTRUCTION
(N) (4) 2X
6
BUILT-UP
(D)
W/ BC6 PO
S
T
C
A
P
AT CONTRACTOR'S
OPTION, POST CAN BE
LOCATED WITHIN
EXTERIOR WALL
FRAMING ON GRID B.
LOCATE (N) POSTS ON
(E) STEM WALL
(N) (2) 2x4 STUD PACK
BELOW EACH TRUSS
BEARING POINT
CONTRACTOR TO COORDINATE PIPE
COLUMN CONFLICT WITH OWNER,
ARCH. AND KITCHEN CONSULTANT.
ALTERNATIVELY, (E) PIPE COLUMN
CAN BE REMOVED & (N) STUD PACK
CAN BE FRAMED WITHIN PARTITION
WALL AS SHOWN FOR SUPPORT OF
(E) 6X12 BEAM
(N) (4) 2X4 STUD PACK
@ CONTRACTOR'S
OPTION TO BE
INSTALLED IF PIPE
COLUMN ON GRID C1
IS TO BE REMOVED.
SEE NOTE AT LEFT.
(
N
)
(
3
)
2
X
6
(
D
)
(
N
)
(
4
)
2
X
6
(
D
)
(N) (
4
)
2
X
6
(D)
(E) PIPE COLUMN
(D) TO REMAIN TYP
OF (2) THIS LINE.
10
S4.1
[LOW]
7
S4.1
(E
)
6
X
1
2
TO
R
E
M
A
I
N
TYP.
OF (2)
(N
)
(
3
)
2
X
6
(D
)
(N
)
(
3
)
2
X
6
(D
)
AT CONTRACTOR'S
OPTION, IF (E) BEAM
REMAINS, PROVIDE (N)
HU612 HANGER
(N
)
(
2
)
1
1
7
/
8
"
L
V
L
(N
)
(
2
)
1
1
7
/
8
"
L
V
L
11
S4.1
TYP.
OF (4)
(N
)
6
X
1
0
D
F
#
1
(N
)
6
X
1
0
D
F
#
1
These documents are intended
for the exclusive use of the
project specified below. The
use of these documents for any
other purpose is not authorized.
Written authorization from
Glenwood Structural and Civil
must be obtained for any other
use. This document is to be
used within one year of the date
of preparation. Use after that
period is not authorized.
Date Description
Scale:
Job Number
Engineer
Date
23704
AG
STRUCTURAL & CIVIL, INC.
E N G I N E E R S I C O N S T R U C T O R S
G L E N W O O D
812 Pitkin Avenue, Glenwood Springs CO 81601
gsc@sopris.net I 970-928-0135
GOLF
CLUBHOUSE
ADDITION
Battlement Mesa
CO
Drafter/Designer
KK/WG,AG
PROPOSED
ROOF FRAMING
PLAN
AS NOTED
10/23/23 Permit Set
03/07/24 Construction Changes
03/07/24
S2.4
1
S4.2S4.3 ALT
SCALE: = 1'-0"
TYPICAL
CONSTRUCTION & CONTROL JOINT 11
S3.11"
"t"/4 (Depth of joint)
1'-0"1'-0"
8"
8"
Sawcut or tooled control joint seal
all control joints w/ cont. bead of
sealant same color as concrete
Sleeve to
assure slippage
1"Ø x18" long smooth
dowels @ 18" O.C.mid
depth - use SIKA dowel or
equivalent w/ prior approval
(2) #4 @
Bottom
(2) #4 @
Bottom
CONSTRUCTION JOINT
AS REQUIRED
CONTROL JOINT
1/4"x1"reveal w/ cont.
bead of sealant same
color as concrete
t (Slab thickness per plan)
Per Plan
T.O.F.
Per Plan
T.O.W.
SCALE: = 1'-0"
TYPICAL NEW
EXTERIOR FOUNDATION WALL 1
S3.13/4"
SCALE: = 1'-0"
EXTERIOR FOOTING & COLUMN 3
S3.13/4"
SCALE: = 1'-0"
EXISTING
FOUNDATION @ GRID 1/C-E 4
S3.13/4"
Per Plan
T.O.F.
Per Plan
T.O.W.
SCALE: = 1'-0"
TYPICAL
EXTERIOR FOUNDATION @ DOORS 2
S3.13/4"
SCALE: = 1'-0"
EXISTING
FOUNDATION @ GRID E/1-2 5
S3.13/4"
SCALE: = 1'-0"
SLAB @ EXISTING
FOUNDATION @ GRID C/1-2 6
S3.13/4"
SCALE: = 1'-0"
SLAB @ EXISTING
FOUNDATION @ GRID 2/B-C 7
S3.13/4"
(2) #5 T&B continuous
Horiz. Reinf.
#5 @16"O.C.
Vert. Reinf.
#4 @ 18"O.C. w/
Standard 90° hook -
alternate legs
Slab-on-grade & base
course per plan
1/2" fiber pad
1/2" Sealed fiber
isolation joint
Shear wall
sheathing & nailing
per schedule &
general notes
1/2"AB w/ 7" min.
embed @ 48"O.C. TYP.
@ office U.N.O Check
shear wall schedule
Footing Reinf.:
(2) #5 Continuous
Place footing on
undisturbed native grade
or properly compacted
and tested structural fill
w/ approval of the
geotechnical engineer
#5 Continuous
Roughen surface
#3 Rebar or #9 Wire
ties @ 12" O.C.
(For erection only)
(4)-#4 "J" Dowels w/ 6"
horizontal leg 7" min.
embedded into footing
Re: 1/S3.1 for
foundation subgrade
Top Ties:
(2) #4 around anchor
rods (top 5" of pedestal)
Bottom Footing Reinf.:
Per Plan
Grade or slab
slope away
Roughen surface
Slab-on-grade
Simpson ABW66Z series
post base w/ anchor bolt or
expansion anchor - 7" min.
embedment
Timber post
per plan
Slab-on-grade & base
course per plan
See 1/S3.1
See 1/S3.1 for balance
of information
(E)(2) #5 Cont.
(E)#3 @ 16"O.C.x1'-6"
(E) (2) #5 Cont. T&B
w/ #3 ties @ 18"O.C.
(E) (3) #3 @ 18"O.C.
E.W.
(E) #3 Dowels x36"
@ 36"O.C.
Shear wall
sheathing & nailing
per schedule &
general notes
1/2" rods into 7" min.
adhesive embed Typ.
U.N.O.
Shear wall
sheathing & nailing
per schedule &
general notes
1/2" rods into 7" min.
adhesive embed Typ.
U.N.O.
(E) CMU to remain or be
removed Re: Arch.
See 4/S3.1 for
balance of information
(N) Slab-on-grade per plan
See 4/S3.1 for
balance of information
1/2" Sealed isolation joint
(N) Slab-on-grade per plan
1/2" Sealed isolation joint
See 4/S3.1 for
balance of information
Grade or slab
slope away
Grade or slab
slope away
3'
-
0
"
m
i
n
.
f
r
o
s
t
d
e
p
t
h
2 1/2"
10" U.N.O.
3"
C
l
r
.
1'-8"
U.N.O.
Eq.8"Eq.
5 1/2"
6"
m
i
n
.
Per plan
6"
M
i
n
.
Re
:
A
r
c
h
3'
-
0
"
M
i
n
.
f
o
r
fr
o
s
t
p
r
o
t
e
c
t
i
o
n
.
Per plan
12" Square
10" Square
3'
-
0
"
m
i
n
.
f
r
o
s
t
d
e
p
t
h
10" U.N.O.
3"
C
l
r
.
1'-8"
Eq.8"Eq.
2'-0"
10
"
2'
-
2
"
m
i
n
.
8"
2'-0"
10
"
2'
-
4
"
m
i
n
.
8"
8"6"
5"
2'-0"
10
"
2'
-
4
"
m
i
n
.
8"
10
"
2'
-
2
"
m
i
n
.
8"
2"
8"
6"2"
1'
-
4
"
Provide 6" min. into
adhesive Typ.
#4 ties @ 10"O.C.
w/ Std. 90° hook
#4 ties @ 10"O.C.
w/ Std. 90° hook
#4 ties @ 10"O.C.
w/ Std. 135° hook
(
5
)
#
5
Ve
r
t
.
b
a
r
s
(N) Conc. pedestal
8"
(N) Wood post
above per plan
Provide 6" min.
into adhesive
1 1/2" Clr.
3"
C
l
r
.
(N) Wood post
above per plan
(E) Footing &
stem wall per plan
Provide 6" min. into
adhesive
See 7/S3.1 for balance of
information
3"
A A
A A
SCALE: = 1'-0"
NEW CONCRETE PEDESTAL
DETAIL @ OFFSET PPOST 8
S3.13/4"
10
"
3'
-
0
"
m
i
n
.
f
r
o
s
t
p
r
o
t
e
c
t
i
o
n
4'
-
0
"
m
a
x
.
Per Plan
T.O.F.
8" CMU
2'-0"
1'-4"8"
Horiz. Reinf:
(2)-#5 cont. @ top of wall
9 Ga. Dur-O-Wall Horiz.
reinf. @ 16" o.c.
#5@ 48" Vert. Reinf.
centered in wall
Grout wall solid
30# felt isolation joint,
Slab-on-grade
slope away
Centered Footing Dowels:
#5 @ 48" with 15" legs
alternate sides
Roughen Surface
Solid grout below grade
3"
C
l
r
.
3"
C
l
r
.
See 1/S2.1
SCALE: = 1'-0"
TYP. MECHANICAL SCREEN WALL 9
S3.13/4"
(2)-#5 Cont. bottom
SCALE: = 1'-0"
EXTERIOR PORCH SLAB EDGE 10
S3.13/4"
1'
-
0
"
m
i
n
.
8"
m
i
n
.
8"min.
(2) #4
(2) #4Slope Re: Arch.
2'
-
6
"
P
r
o
j
e
c
t
i
o
n
Roughen surface
6"min.
Chip back existing stem wall
and roughen surface prior to
placement of new slab
6" Slab haunch
Roughen surface
(N) foundation drain per
Geotechnical Engineer's
recommendations
1/2" rods into 4" min
adhesive embed Typ.
U.N.O.
Thin veneer Re: Arch.
to bear on (E) ledge
2"V.I.F.
These documents are intended
for the exclusive use of the
project specified below. The
use of these documents for any
other purpose is not authorized.
Written authorization from
Glenwood Structural and Civil
must be obtained for any other
use. This document is to be
used within one year of the date
of preparation. Use after that
period is not authorized.
Date Description
Scale:
Job Number
Engineer
Date
23704
AG
STRUCTURAL & CIVIL, INC.
E N G I N E E R S I C O N S T R U C T O R S
G L E N W O O D
812 Pitkin Avenue, Glenwood Springs CO 81601
gsc@sopris.net I 970-928-0135
GOLF
CLUBHOUSE
ADDITION
Battlement Mesa
CO
Drafter/Designer
KK/WG,AG
FOUNDATION
DETAILS
AS NOTED
10/23/23 Permit Set
03/07/24 Construction Changes
03/07/24
S3.1
SCALE: = 1'-0"
RAFTER @ EXTERIOR BEAM 1
S4.11"
SCALE: = 1'-0"
(N) TYPICAL BUILT-UP WALL
DETAIL @ (E) BEAMS TO REMAIN 3
S4.11"
SCALE: = 1'-0"
BEAM TO POST CONNECTIONS 2
S4.11"
1
2
Beam per plan
10d Toenails @
6"O.C.
2x Blocking
2x T&G
Roof sheathing & nailing
per General notes
10d @ 6
HGA10KT
each rafter
Rafter per plan
(E) Beam to remain
(E) Holdown to
remain V.I.F.
(E) Roof sheathing
10d @ 6
Roof sheathing &
nailing per general
notes
2x6 T&G
Hanger per plan
Rafter per plan
2x8 Ledger w/ (2)
SDS 1/4"x5"
screws @ 16"O.C.
HGA10KT not
shown for clarity
Rafter per plan
Beam per plan
Column per plan
Column below
Column below
Mitered beams
over column
BEAMS TO CENTER POST
BEAM TO END POST
Lag bolts
Lag bolts
(2) 1/2" Lag bolts
w/ 6" min.
penetration
1 1/2"
1 1/2"
1 1/2"
1 1/2"
2x6 @ 16 Cripple wall w/
(2) rows 10d @ 6 to LVL
Sheathing 7/16" OSB
w/ 8d @ 6-12
LVL beam per plan
Hanger per plan
10d@6
2x blocking
10d toenails @ 6
10d@6
2x blocking
10d toenails @ 6
2x6 @ 16
Cripple wall
Extend shear
paneling from top of
wall to upper
sheathing 7/16" OSB
w/ 8d @ 6-12
Re: plan & shear
wall schedule for
paneling & nailing
2x6 nailer w/ (2)
10d to each rafter
10d toenails @ 6
LVL ra
f
t
e
r
p
e
r
p
l
a
n
2x6 overframe rafters @ 16"O.C.
Run lower sheathing
to end of rafter &
nail to blocking w/
10d @ 6O.C.
Roof sheathing &
nailing per general
notes
Low cantilevered
beams per plan
10d @ 6 into 2x flat
blocking
2x10 cleat w/ (3) 10d
into each rafter
(3) 10d toenails rafter to cleat
H2.5a clip each rafter & beam
SCALE: = 1'-0"
SECTION @ CANTILEVERED ROOF 9
S4.11"
(N) Hood support beam per plan:
at ends, provide HGA10KT from
side of beam to top of top plate or
to top of LVL beam
(N) Blocking per plan
(E) Trusses
per plan V.I.F.
(E) Roof sheathing
SCALE: = 1'-0"
SECTION @ HOOD SUPPORT BEAMS 8
S4.11"
(N) H2.5a Clips
each truss
(E) Trusses
per plan V.I.F.
(N) Dropped LVL
beam per plan
SCALE: = 1'-0"
EXISTING TRUSS @
NEW DROPPED LVL BEAM 4
S4.11"
(N) 2x6 blocking (2) rows
10d @ 6 into dropped
LVL beam
(N) LVL beam beyond per
plan, see 6/S4.1 for beam
bearing condition
(E) Truss per plan
(N) Rafter per plan w/
birdsmouth cut
(N) Roof sheathing &
nailing per general notes
(N) H2.5a Clips each
rafter
(N) 10d @ 6
(E) Roof sheathing
(N) cont. 2x blocking
between (E) trusses
(N) 10d toenails @ 6
(N) cont. Double 2x6
top plate/blocking
between (E) trusses
(N) 2x6 @ 16 stud
framed cripple wall
between (E) trusses
(N) H2.5a Clips each
truss
(N) Dropped LVL
beam per plan
(N) HGA10KT both faces
of beam typ. of (3) beam
locations
(N) Dropped LVL
beam per plan
(N) LVL beam
[Low] per plan
(N) 2x6 blocking (2) rows
10d @ 6 into dropped
LVL beam
(N) 2x blocking
10d toenails @ 6
AA
(N) LVL beam
beyond per plan
(E) Truss per plan
(N) Cripple wall
framing, see above
A A
(N) cripple wall
framing beyond
SCALE: = 1'-0"
HIGH TRUSS HEEL & RAFTER
DETAIL @ DROPPED BEAM 5
S4.11"
SCALE: = 1'-0"
CANTILEVERED BEAM END
@ DROPPED BEAM 6
S4.11"
10d Toenails @ 6
Full depth LSL or
2x blocking
Expose (E) sheathing
edge & provide 10d @
6"O.C. nailing into (N)
blocking
(N) MTS16 twist
strap each rafter
to stud
(N) Shear wall
sheathing & nailing
per plan & schedule
(E) Tr
u
s
s
t
o
r
e
m
a
i
n
A35 each stud
(3) 10d nails from
blocking into (E) studs
SCALE: = 1'-0"
TYPICAL HEADER CONDITION
@ BUILT- UP WALL 7
S4.11"
(E) Holdown to
remain V.I.F.
(E) Roof sheathing
(E) Tr
u
s
s
t
o
r
e
m
a
i
n
Edge of backing
stud beyond
top of backing stud
beyond
1
1
/
2
"
1
1
/
2
"
2
1
/
4
"
1
1
/
2
"
(2) Rows 1/4"x8" SDS
screws @ 8"O.C. into top
plate & header. Pre-drill w/
1/8"Ø drill bit
(N) LVL header
per plan
10d @ 6
See balance of
information on 3/S4.1
(N) 2x6 @ 16"O.C.
backer stud
(2) Rows 10d @ 6"O.C.
staggered Typ.
(N) 2x6 @ 16"O.C.
(N) 2x4 @ 16"O.C.
full height
(N) Shear wall
sheathing & nailing
per plan & schedule
PLAN VIEW
SCALE: = 1'-0"
BUILT-UP WALL FRAMING SECTION
ON GRID "1" BETWEEN GRIDS "C" & "E"10
S4.11 1/2"
See balance of
details for
remainder of
information
PLAN VIEW
SCALE: = 1'-0"
TYPICAL KING/TRIMMER STRAP
DETAIL @ BUILT-UP WALL ON GRID"1"11
S4.11 1/2"
(N) Shear wall
sheathing & nailing
per plan & schedule
LSTA9 strap @ 16"O.C.
last 2x4 king stud to last
2x6 stud
King/trimmer assembly
per plan/general notes
door/window
opening
1
1
/
2
"
OK to build-up below header with
flat ripped 2x's or infill studs to
reach window R.O. Extend
sheathing to R.O.
These documents are intended
for the exclusive use of the
project specified below. The
use of these documents for any
other purpose is not authorized.
Written authorization from
Glenwood Structural and Civil
must be obtained for any other
use. This document is to be
used within one year of the date
of preparation. Use after that
period is not authorized.
Date Description
Scale:
Job Number
Engineer
Date
23704
AG
STRUCTURAL & CIVIL, INC.
E N G I N E E R S I C O N S T R U C T O R S
G L E N W O O D
812 Pitkin Avenue, Glenwood Springs CO 81601
gsc@sopris.net I 970-928-0135
GOLF
CLUBHOUSE
ADDITION
Battlement Mesa
CO
Drafter/Designer
KK/WG,AG
FRAMING
DETAILS
AS NOTED
10/23/23 Permit Set
03/07/24 Construction Changes
03/07/24
S4.1
SCALE: = 1'-0"
EXISTING TRUSS REINFORCEMENT 1
S4.21/2"
B C D E
2
S4.2
3
S4.2
4
S4.2
5
S4.2 BOT. CORD
SPLICE
BOT. CORD
SPLICE
TOP CORD
SPLICE
LARGE WAFFLE
PLATE
TOP CORD
SPLICE
PRO SHOPMECHANICAL
4
12
2X4 WEB TYP.
(E) 2X6
(E) 2X6 (E) 2X6 (E) 2X6
(E) 2
X
6
(E) 2
X
6
(
E
)
2
X
4
(E)
2
X
4
+ (N
)
(
2
)
2
X
4
(3)
2
X
4
T
O
T
A
L
+
(
N
)
(
2
)
2
X
4
(
3
)
2
X
4
T
O
T
A
L
(N) (2) 11 7/8" LVL
REQUIRED 2X4 CONTINUOUS
BRACE LOCATIONS ALL TRUSSES
W/ ADJACENT. OK TO LAP/SPLICE
ON SAME SIDE OF MEMBER.
36'-9 1/2"
2'-0"
1'-0"+/-
6'-4"
5'-6"
12'-2 1/4"
2"
4'
-
8
"
2"
2"
2"
1/
3
12'-0"12'-0"12'-0"
2"
7 1/2"
1/
3
1/
3
EQ
.
EQ
.
SCALE: = 1'-0"
TRUSS WEB REINFORCEMENT 2
S4.21 1/2"SCALE: = 1'-0"
ADDITIONAL LVL SUPPORT
@ TRUSS BOTTOM CHORDS 3
S4.21 1/2"SCALE: = 1'-0"
EXISTING TRUSS SUPPORT
@ NEW LVL'S 4
S4.21 1/2"SCALE: = 1'-0"
SUPPORT OF TRUSS PANEL POINT
@ OFFSET BEARING WALL 5
S4.21 1/2"
(N) Web reinf. members
per truss elevation
(E) Truss web member to
be reinforced per truss
elevation
Assemble built-up web
member as required in general
notes for built-up columns
(N) 2X4 Bracing continuous
(may be lapped or spliced @ LVL'S)
w/ (2) 10d to top of LVL's
(E) Truss bottom chord
(E) Ceiling lid - R&R as required
(N) LVL's per plan &
truss elevation. Face
nail to (E) truss bottom
cord w/ 16d @ 16"O.C.
(E) Truss vertical web
(E) Ceiling lid - R&R as required
(N) CMSTC 16 strap saddle
centered on vertical truss web bent
around truss bottom chord and over
both LVL's. Nail 4" each side of
each LVL
(N) Additional LVL's
support Re: 3/S42
(E) Truss vertical
web
(E) Truss sloped webs
w/ (N) reinforcement per
truss elevation
(N) CMSTC strap saddle Re: detail
4/S4.2 around bottom of (E) truss &
over both LVL's
℄Truss panel point ℄Load
bearing wall
(N) Blocking over load bearing wall
both ends of LVL supports
(E) 2x6 Truss
bottom cord
(N) Additional
LVL supports
both sides
4"
1'-0"+/-
(E) Truss connector plate
These documents are intended
for the exclusive use of the
project specified below. The
use of these documents for any
other purpose is not authorized.
Written authorization from
Glenwood Structural and Civil
must be obtained for any other
use. This document is to be
used within one year of the date
of preparation. Use after that
period is not authorized.
Date Description
Scale:
Job Number
Engineer
Date
23704
AG
STRUCTURAL & CIVIL, INC.
E N G I N E E R S I C O N S T R U C T O R S
G L E N W O O D
812 Pitkin Avenue, Glenwood Springs CO 81601
gsc@sopris.net I 970-928-0135
GOLF
CLUBHOUSE
ADDITION
Battlement Mesa
CO
Drafter/Designer
KK/WG,AG
FRAMING
DETAILS
AS NOTED
10/23/23 Permit Set
03/07/24 Construction Changes
03/07/24
S4.2
SCALE: = 1'-0"
EXISTING TRUSS REINFORCEMENT ALTERNATIVE DETAIL 1
S4.31/2"
B C D E
2
S4.2
BOT. CORD
SPLICE
BOT. CORD
SPLICE
TOP CORD
SPLICE
LARGE WAFFLE
PLATE
TOP CORD
SPLICE
PRO SHOPMECHANICAL
4
12
2X4 WEB TYP.
(E) 2X6
(E) 2X6 (E) 2X6 (E) 2X6
(E) 2
X
6
(E) 2
X
6
(
E
)
2
X
4
(E)
2
X
4
+ (N
)
(
2
)
2
X
4
(3)
2
X
4
T
O
T
A
L
+
(
N
)
(
2
)
2
X
4
(
3
)
2
X
4
T
O
T
A
L
REQUIRED 2X4 CONTINUOUS
BRACE LOCATIONS ALL TRUSSES
W/ ADJACENT. OK TO LAP/SPLICE
ON SAME SIDE OF MEMBER.
36'-9 1/2"
2'-0"
1'-0"+/-
6'-4"
5'-6"
12'-2 1/2"
2"
4'
-
8
"
2"
2"
2"
1/
3
12'-0"12'-0"12'-0"
2"
7 1/2"
1/
3
1/
3
EQ
.
EQ.
(N) (2) 2x4 STUD PACK BELOW EA
SUPPORT - FACE NAIL W/ (2) ROWS
16d @ 8"O.C.
2'-0"MIN
notch height
both LVL's
1'-4"MIN nailing
EA end of strap
(@ EA LVL)
CMSTC16 STRAP AROUND BOTTOM
OF (E) TRUSS TO SIDES OF (N) LVL'S
3 1/2" notch width
both LVL's
2x8 CONT.
BLOCKING
B
B
A A
Assemble LVL's and 2x8 filler W/ (2) rows
SDS 1/4x5 @16" O.C. EA face staggered
(Total vertical spacing 8"O.C. EA face)
(N) 16" LVL full height of truss
notched as shown in elevation
CMSTC16 Strap around bottom of
(E) truss to sides of (N) LVL's
(E) 2x4 Truss vertical web member
Assemble LVL's and (E) truss member W/ (2)
rows SDS 1/4x5 @16" O.C. EA face staggered
(Total vertical spacing 8" O.C. EA face)
(N) 16" LVL full height of truss
notched as shown in elevation
(N) 2x8 filler block
full height of truss
PLAN SECTION A-A
(N) 16" LVLs full height of truss
notched as shown in elevation
(E) 2x4 Truss vertical web member
CMSTC16 Strap around bottom of
(E) truss to sides of (N) LVL's
(E) 2x6 Truss bottom chord
See truss elevation for
MIN length of strap
overlap for nailing
ELEVATION SECTION A-A
These documents are intended
for the exclusive use of the
project specified below. The
use of these documents for any
other purpose is not authorized.
Written authorization from
Glenwood Structural and Civil
must be obtained for any other
use. This document is to be
used within one year of the date
of preparation. Use after that
period is not authorized.
Date Description
Scale:
Job Number
Engineer
Date
23704
AG
STRUCTURAL & CIVIL, INC.
E N G I N E E R S I C O N S T R U C T O R S
G L E N W O O D
812 Pitkin Avenue, Glenwood Springs CO 81601
gsc@sopris.net I 970-928-0135
GOLF
CLUBHOUSE
ADDITION
Battlement Mesa
CO
Drafter/Designer
KK/WG,AG
FRAMING
DETAILS
AS NOTED
03/07/24 Construction Changes
03/07/24
S4.3