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GENERAL NOTES, LEGEND & SHEET INDEX
SHEAR WALL DETAILS & SCHEDULE
FOUNDATION & FLOOR FRAMING PLANS
SECOND FLOOR FRAMING, LOWER & UPPER ROOF
FRAMING PLANS
FOUNDATION DETAILS
FRAMING DETAILS
S1.1
S1.2
S2.1
S2.2
S3.1
S4.1
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 AT ROOF PLAN AND (4) 2X6 MIN AT SECOND
FLOOR PLAN U.N.O.
MULTIPLE STUD PACK DOWN. USE (3) 2X6 MIN AT ROOF
PLAN & (4) 2X6 MIN AT 2ND FLOOR PLAN U.N.O. WHERE
SHOWN AT JAMBS, USE DBL 2X6 KING & 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
ARCHITECTARCH.
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 DETAILSS4.2
TIMBER PRODUCTS
1.All studs for walls up to 12' height shall be Doug Fir (DF) or Hem Fir (HF) Grade No. 2 or better U.N.O. in plan .
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 U.N.O. Interior studs shall be 2x4 @ 16 maximum spacing
U.N.O.. 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.Typical Glue Laminated members shall be made of Douglas Fir-Larch with 12% MC. Simple span members shall
conform to 24FV4 and multiple span or cantilevered members shall conform to 24FV8. Tops shall be clearly
labeled.
3.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.
4.Laminated Strand Lumber (LSL) shall be Timberstrand 1.55E with flexural stress Fb=2,325 psi or approved equal.
5.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.
6.Plywood and Oriented Strand Board. Flooring shall be 23/32" 48/24 rated T&G Plywood glued at joints and joists
and nailed w/ 10d (x 2 1/4) at 6" O.C. at all framing U.N.O. 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.
7.At shear wall bottom plate anchor bolts, plate washers shall be provided U.N.O in shear wall schedule. 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.
8.Wood trusses shall be designed to fulfill stress requirements and/or loads noted. At a minimum, design for 10 psf
top chord DL and 10 psf bottom chord DL in addition to roof loads. Shop drawings shall include calculations
bearing the stamp of a Registered Engineer and shall be submitted to the Engineer for approval prior to
fabrication. A minimum of Simpson H2.5 clip shall be installed at each truss ply bearing with additional uplift
anchorage provided where truss calculations indicate. Truss supplier shall indicate on layout where additional
uplift anchorage is required.
9.Exterior headers shall be (2) 7 1/4" LVL W/ insulated core or inner layer U.N.O. and interior headers shall be (3)
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.
10.Exposed timbers shall be DF No. 1 or better and appropriately treated.
11.Rafters and all built-up floor/roof sawn lumber members shall be DF or HF No. 1 U.N.O.
12.Joists shall be glued and nailed to hangers.
13.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.
14.Provide solid blocking (rim, 2X, or LVL) in floor framing between upper load bearing wall bottom plate and lower
wall top plate when these run perpendicular to floor joists to prevent crushing of joists where load bearing wall
also occurs below.
15.Provide double joist or perpendicular blocking at 24" o.c. minimum below non-load bearing partitions running
parallel to floor joists.
16.Provide blocking between joists over all interior load bearing walls and beams and at 8 foot max centers along
joist spans.
17.Provide blocking within floor and roof systems in conformance with IBC requirements and crush blocking below
posts within floor systems or at floor edges for continuous bearing to foundations or support beams/posts below.
18.Lag bolts shall be lead drilled for threads for NDS standards and clearance drilled for unthreaded shank portion.
19.Provide adequate venting at crawl spaces, attics, and within rafters (Re: IRC and architectural details).
20.Unless noted otherwise, minimum nailing shall be in accordance with IBC Table 2304.9.1 - Fastening Schedule.
21.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.
22.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.
23.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.
24.The plies of multiple 2x stud packs shall be face nailed with 2 rows 16d nails @ 12" O.C. at each ply.
25.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 based on the
subsurface study by Kumar & Associates dated September 13, 2021 (job number 21-7-565) in which overexcavation
and a minimum of 6 feet of compacted structural fill is required below all footings. Placement of fill is to be observed,
tested and approved by the Geotechnical Engineer. Carry out all work in accordance with the recommendations in
the Subsoil Study. The Contractor shall notify a representative of the Geotechnical Engineer upon initial excavation in
order to certify 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. All construction shall be in conformance with the recommendations of the soils report.
2.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.
3.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.
4.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.
5.Contractor shall protect excavations and direct site drainage to avoid deterioration of substrates prior to concrete
placement.
6.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)
7.Non-Shrink grout shall be Rapid Set, Masterflow # 928, or equal meeting ASTM C-1107 with prior approval of the
engineer.
8.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.
9.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.
10.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.
11.Steel shall be detailed and installed in accordance with the latest editions of ACI 318 and the ACI Detailing Manual.
12.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.
13.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.
14.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.
15.Provide a minimum of 2-#5 bars at all jambs, heads, and sills of openings as well as all top and bottom of walls, and
top and bottom of wall steps.
16.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.
17.Control joints shall be spaced at a maximum of 15' on slabs U.N.O. on plan. 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.
18.All exposed concrete edges shall have a minimum of 3/4" chamfer or 1/2" tooled round unless noted otherwise.
19.Reference Architectural drawings for non-structural concrete.
20.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.
21.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.
22.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
05/05/23 Permit/Construction
05/05/23
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
23705
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
GALLEGOS
RESIDENCE
157 Sage Meadow Rd.
Glenwood Springs, 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 = 40psf (Pg = 57 psf; Ce = 1.0; Ct =1.0; Is = 1.0) with drift and/or sliding surcharges per
ASCE 7, Chapter 7)
d.Floor Live Loads 40 psf
e.Seismic Design Category "C", Site Class "D", Basic Seismic Force Resisting System per ASCE 7 Table 12.2-1 is
type A-15; Ie = 1.0; Ss = 0.336g, S1 = 0.084g, Sds = 0.343g, Sd1 = 0.134g, R = 6.5, Cs = 0.053, V = 7.4k (including
20% roof snow load). Designed by equivalent lateral force procedure (Section 12.8).
f.Wind Ultimate Design Speed (3-second gust) Vult = 115 mph (Vasd = 90 mph), Exposure B, GCpi = 0.18
g.Allowable soil bearing 1,200 psf. See Foundations and Concrete Note 1.
h.Active soil pressure 55 pcf for restrained condition; 45 pcf for free standing walls
i.Passive soil pressure 325 pcf
j.Coefficient of friction .35
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 identified in the submittal. Drawings with obvious deficiencies or unidentified deviations
from the construction documents will be returned to the General Contractor for proper review 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
·Trusses
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.
SCALE: = 1'-0"
SHEAR WALL BASE CONNECTION
@ FOUNDATION STEM WALL 1
S1.21"
SCALE: = 1'-0"
SHEAR WALL BASE CONNECTION
@ FLOOR TO FOUNDATION CONDITION 3
S1.21"
SCALE: = 1'-0"
BASE CONNECTION @ FLOOR
OVER FRAMED WALL CONDITION 4
S1.21"
SCALE: = 1'-0"
HOLDOWN DETAIL
@ FOUNDATION STEM WALL 7
S1.21"
SCALE: = 1'-0"
HOLDOWN DETAIL ACROSS FLOOR 9
S1.21"
SCALE: = 1'-0"
TENSION STRAP
DETAIL ACROSS FLOOR OR BEAM 10
S1.21"
SCALE: = 1'-0"
TYPICAL SHEAR WALL CORNERS 11
S1.21"
SCALE: = 1'-0"
HOLDOWN ACROSS FLOOR
TO FOUNDATION 8
S1.21"
SCALE: = 1'-0"
SHEAR WALL BASE CONNECTION
@ FLOOR TO FOUNDATION WALL 2
S1.21"
SCALE: = 1'-0"
SHEAR WALL TO
FLOOR BEAM OR BLOCKING 6
S1.21"
SCALE: = 1'-0"
SHEAR WALL INTERIOR
TRANSFER TO WALL BELOW 5
S1.21"
Strap end length
& nail quantity as listed in
Simpson manual
Strap end length
& nail quantity as listed in
Simpson manual
Paneling & framing
per schedule
Shear wall panel
edge nailing per
schedule
Anchor bolts per
schedule
Foundation wall
per plan
Paneling & framing
per schedule
Shear wall panel edge
nailing per schedule
Anchor bolts per
schedule
Foundation wall
per plan
Base plate to rim
nailing per schedule
LSL rim or blocking
Rim to sill connection per schedule:
typically toenails,
or A35's interior side
or LTP4's laid flat on exterior side
Alternative: run shear paneling
continuous from wall above down to
mud sill
Upper wall
paneling & framing
per schedule
Panel edge nailing per
schedule
Base plate to rim
nailing per schedule
LSL rim or blocking
Rim to Plate connection per schedule:
typically toenails, shear blocking
or A35's interior side
or LTP4's laid flat on exterior side.
Alternative:
Run shear paneling continuous from
wall above down to upper plate below
Lower wall
paneling & framing
per schedule
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
Double end studs to
be faced nailed w/
(4)-16d per foot
min.
Panel edge nailing
per schedule
Shear wall end post
Typical (2)-2x6 min.
full height
Trim studs @
openings where
occur
Shear wall end post
below or continuity
studs for anchorage
of wall above (2)-2x6
min.TypicalFaced nail post w/
(3)-16d per foot
min.
Holdown to match
holdown above may be
installed tight to plate or
lower
Threaded rod to
connect holdowns
Holdown per schedule
may be installed tight to
plate or raised
Double end studs to
be faced nailed w/
(4)-16d per foot
min.
Panel edge nailing
per schedule
Shear wall end post
Typical (2)-2x6 min.
full height
Trim studs @
openings where
occur
Faced nail post w/
(4)-16d per foot
min.
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
Foundation
stem wall
HD embed per schedule
typical post set allthread
into adhesive or
embedded anchor
simpson SSTB for
higher tension
applications
Double end studs to
be faced nailed w/
(4)-16d per foot
min.
Threaded rod to
connect holdowns
Holdown per schedule
may be installed tight to
plate or raised
Panel edge nailing
per schedule
Shear wall end post Typical
(2)-2x6 min. full height
Trim studs @ openings where occur
ALTERNATIVE CORNER
Plate 1/4"x3" w/ standard
1/16" oversized hole
(Shear Walls only)
Plate 1/4"x3" w/ standard
1/16" oversized hole
(Shear Walls only)
Coupler nut okay to
extend anchor rod
through floor up to
wall
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
Anchor bolts per schedule
project through mud sill &
countersink or cut off @ floor
sheathing
Foundation wall
per plan
Shear panel edge
nailing per schedule
Base plate to mud still
nailing per schedule
Upper wall
paneling & framing
per schedule
Panel edge nailing per
schedule
Base plate to floor
beam nailing per
schedule
Beam per plan or
blocking
Optional shear paneling
Foundation mud sill & floor
sheathing where occurs
Foundation
stem wall
SHEAR BLOCKING OPTION
Shear wall end tension strap
per schedule. Typically coiled
strap cut to length as needed
install over shear wall
paneling or below when noted
in shear wall schedule
Double end studs to
be faced nailed w/
(4)-16d per foot
min.
WOOD BEAM CONDITION
Beam
per plan
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
Upper wall paneling &
framing per schedule
Upper wall paneling &
framing per schedule
Bottom plate to rim
nailing per schedule
Rim to plate
connection per
schedule: Typically
shear blocking w/
nails per schedule
LSL rim or
blocking
Shear wall end post
below or continuity
studs for anchorage
of wall above (2)-2x6
min.Typical
STEEL BEAM CONDITION
Double end studs to
be faced nailed w/
(4)-16d per foot
min.
WF Beam per plan
w/ solid blocking
SHEAR WALL
NOT
U
S
E
D
NOT
U
S
E
D
NOT
U
S
E
D
1-G2
A-BC
1-G4
1-2
1-4
1-1F
1-E
1-D
1-1A
1-5
1-A
2-F2
2-F3
2-F4
2-2F
2-4
2-D
2-C
1-B3
1-B4
(3'-2")
Post per plan
@ West,
King/Trimmer
per plan @
East
10d @ 4-12
Block all
Edges
15/32" OSB
Sheathing
2x6 @ 16 N/A
Rim or Sill to Top
Plate Below
N/A HTT4 #10x1 1/2 SD
@ Both Ends
(3) 1/2" Anchor
Bolts (AB)
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, 7 and 11/S1.2
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
11.Cardinal directions referenced in the shear wall schedule above refers to "Plan" cardinal directions. E.G.
"North" in schedule above refers to "Plan North."
Mark Paneling Nailing Frame Sill to concrete HD/Ties @ Ends/Jambs End post HD Embeds Details/Comments
5/8" Rod into
adhesive 12" Min
Embed @ Both
Ends
(3'-2")
King/Trimmer
per plan @
West, Post
per plan @
East
DO DO N/A N/A HTT4 #10x1 1/2 SD
@ Both ends
DO 1, 7 and 11/S1.2
Plate washers required
5/8" Rod into
adhesive 12" Min
Embed @ Both
ends
(17'-4")
Post per plan
@ South, (2)
2X6 Min @
North
7/16 OSB
Sheathing
DO N/A N/A NONE1/2" ABs @ 48"
o.c.
1, 7 and 11/S1.2
Plate washers required
NONE
(25'-0")
8d @ 6-12
Unblocked
DO DO N/A N/A NONEDO 1, 7 and 11/S1.2
Plate washers required
NONE
(12'-2")
(2) 2X6 MIN8d @ 6-12
Block all
Edges
DO DO 10d @ 6" o.c.
Bottom
plate to Rim
10d toenails @ 6"
o.c. Rim to Sill
NONEDO 3 and 11/S1.2
Plate washers required
NONE
(22'-8")
DO8d @ 6-12
Unblocked
DO DO 10d @ 6" o.c.
Bottom
plate to Sill
N/A NONEDO 2 and 11/S1.2
Plate washers required
NONE
(13'-6")
DO8d @ 4-12
Block all
Edges
DO Per Plan 10d @ 6" o.c.
Bottom
plate to Beam
N/A MSTC40 vertical strap to
wrap around bottom of
beam below @ West end
only. See 10/S1.2
N/A 6, 10 and 11/S1.2NONE
DO
8d @ 6-12
Block all
Edges
(35'-9")
(2) 2x6 LSL
MIN
8d @ 6-12
Unblocked
DO Per Plan 10d @ 6" o.c.
Bottom
plate to Rim
3 and 11/S1.2
Plate washers required
NONE10d toenails @ 6"
o.c. Rim to Sill
1/2" ABs @ 48"
o.c.
NONE
(25'-7")
(2) 2x6 MINDODO2x6 @ 16 10d @ 6" o.c.
Bottom
plate to Sill
2 and 11/S1.2
Plate washers required
NONEN/A DO NONE
(7'-6")
King/Trimmer
per plan
DO (2) 2x6 LSL
@ 16
DO 2 and 7/S1.2
Plate washers required
(4) 1/2" ABs HTT4 #10x1 1/2 SD
@ Both ends
N/A
(3'-11")
DO 10d @ 6" o.c.
Bottom
plate to Beam
6 and 11/S1.2NONEN/A NONEN/A
(7'-0")
DODO DO 6/S1.2NONEN/A NONEN/A
Per Plan
Per Plan King/Trimmer
per plan
Post per plan
@ West,
King/Trimmer
per plan @
East
(3'-11")
DODO DO 6 and 11/S1.2NONEN/A NONEN/APer Plan
(4'-8")
DODO 4 and 11/S1.2NONEN/A NONE2x6 @ 16 10d @ 6" o.c.
Bottom
plate to Rim
10d toenails @ 6"
o.c. Rim to Top
plate
(15'-0")
DO 10d @ 6" o.c.
Bottom plate to
Rim
4 and 11/S1.2NONEN/A NONE8d @ 6-12
Unblocked
DO DO (2) 2X6 MIN
(13'-6")
DO 10d @ 6" o.c.
Bottom plate to
Rim @ stair
landing
6/S4.2
4 and 11/S1.2
NONEN/A NONE8d @ 4-12
Block all
Edges
Per Plan LTP4 @ 16" o.c.
Rim to Top plate @
stair landing
DO
(13'-5")
DO 10d @ 6" o.c.
Bottom plate to
Beam
9/S4.2
11/S1.2
NONEN/A NONEDON/A DO8d @ 6-12
Block all
Edges
Post per plan
@ South, (2)
2X6 Min @
North
8d @ 6-12
Block all
Edges
5/8" Rod into
adhesive 12" Min
Embed @ Both
Ends
(3'-3")
(2) 2X6 Min @
West,
King/Trimmer
per plan @
East
DO DO 2, 7 and 11/S1.2
Plate washers required
(3) 1/2" ABs HTT4 #10x1 1/2 SD
@ East end
N/A8d @ 4-12
Block all
Edges
5/8" Rod into
adhesive 12" Min
Embed @ East end
2x6 @ 16
(3'-8")
King/Trimmer
per plan @
West, (2) 2X6
Min @ East
DO DO 2, 7 and 11/S1.2
Plate washers required
DO HTT4 #10x1 1/2 SD
@ Both ends
N/ADO 5/8" Rod into
adhesive 12" Min
Embed @ Both
ends
DO
King/Trimmer
per plan @
West, Post
per plan @
East
8d @ 6-12
Block all
Edges
2-2E
(6'-8")
DODO 6/S1.2NONEN/A NONEDO10d @ 6" o.c.
Bottom
plate to Beam
N/A
King/Trimmer
per plan @
North, Post
per plan @
South
King/Trimmer
per plan
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
23705
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
GALLEGOS
RESIDENCE
157 Sage Meadow Rd.
Glenwood Springs, CO
Drafter/Designer
KK/WG,AG
SHEAR WALL
DETAILS &
SCHEDULE
AS NOTED
05/05/23 Permit/Construction
10/31/23 Stair Revisions
10/31/23
S1.2
6
3
2
4
-
9
7
'
-
6
63
2
5
=
9
8
'
-
6
63
2
6
=
9
9
'
-
6
6
3
2
4
-
9
7
'
-
6
6
3
2
5
-
9
8
'
-
6
63
2
6
=
9
9
'
-
6
6
3
2
7
=
1
0
0
'
-
6
63
2
6
=
9
9
'
-
6
63
2
7
=
1
0
0
'
-
6
1 2 3 4 5
1 2 3 4 5
A
B
C
D
E
F
G
A
B
C
D
E
F
G
F.1 F.1
95'-3"
T.O.CRAWL
1/4:12+/-
A
B
C
D
B
A
A
B
C
C
C
D
D
B
A
A
1-1A
1-2
1-G2 1-G4
1-4
1-5
1-E
1-A
1-1F
3
S3.1
2
S3.1
1
S3.1
4
S3.1
TYP.
OPENINGS
5
S3.1
6
S3.1
6
S3.1
7
S3.1
7
S3.1
5
S4.1
TYP.
OF 6
42'-0"
22'-0"13'-0"7'-0"
8'-0"27'-0"7'-0"
70
'
-
0
"
11
'
-
0
"
25
'
-
7
"
7'
-
1
1
1
/
2
"
25
'
-
5
1
/
2
"
17
'
-
4
"
8'
-
1
1
/
2
"
42
'
-
6
1
/
2
"
2'
-
0
"
13
'
-
1
3
/
4
"
4'
-
2
1
/
4
"
3 3/4"7'-8 1/4"
6'-8 1/4"3 3/4"
8'
-
8
1
/
4
"
3
3
/
4
"
13
'
-
0
"
11
'
-
2
3
/
4
"
12
'
-
1
1
/
2
"
8'
-
1
0
1
/
4
"
11'-0"10'-9 1/4"13'-2 3/4"
4'
-
6
"
7'-2 3/4"
1'-8"
1'-2"
8"1'-8"
1'-2"
8"
2'
-
0
"
1'
-
4
"
8"
2'-0"
1'-4"
8"
2'-0"
1'-4"
8"
15'-0" EXTERIOR
SLAB EXTENSION
RE: ARCH.
7'
-
5
3
/
4
"
13
'
-
7
1
/
4
"
1-B41-B3
BB
3'-6"
2'
-
6
"
10
'
-
0
"
SCALE: 1/4" = 1'-0"
0'2'8'4'16'1
S2.1
RECOMMENDED
CONTROL
JOINTS
THK REINFSIZE
FOOTING SCHEDULE
3'-0" SQ 10"4-#4 EA WAY
4'-0" SQ 10"5-#4 EA WAY
5'-0" SQ 12"5-#5 EA WAY
6'-0" SQ 12"6-#5 EA WAY
WIDEN FOOTING
12"X36" & ADD #4 @ 12"
EACH WAY BOTTOM
TYP OF (3) LOCATIONS
(4) 1/2" AB'S
(3) 1/2" AB'S (3) 1/2" AB'S
(3) 1/2"
AB'S
(3) 1/2"
AB'S
98'-9 7/8"
T.O.W.
9
9
'
-
0
"
T
.
O
.
S
.
9
8
'
-
6
"
T
.
O
.
S
.
T.
O
.
W
.
98
'
-
0
"
T.
O
.
W
.
98
'
-
0
"
T.
O
.
W
.
99
'
-
6
"
99'-9 3/4"
T.O.W.
99
'
-
9
3
/
4
"
T.
O
.
W
.
98'-9 7/8"
T.O.W.
99
'
-
9
3
/
4
"
T.
O
.
W
.
99'-9 3/4"
T.O.W.
99'-6"
T.O.W.
99'-6"
T.O.W.
96'-1"
T.O.F.
(TYP.)
96'-1"
T.O.F.
(TYP.)
T.
O
.
F
.
96
'
-
3
"
T.
O
.
F
.
96
'
-
3
"
T.
O
.
F
.
96
'
-
3
"
T.O.F.
96'-3"
T.
O
.
F
.
96
'
-
1
"
T.
O
.
F
.
96
'
-
3
"
T.
O
.
F
.
96
'
-
1
"
T.O.F.
96'-1"
4" SLAB-ON-GRADE W/#4@ 16"O.C. EA.
WAY OVER 4" GRAVEL DRAINAGE
COURSE. ANY FILL PLACED BELOW
SLAB SHALL BE COMPACTED TO AT
LEAST 95% STANDARD PROCTOR
DENSITY. SAW CUT PER GENERAL
NOTES.
TYPICAL EXTERIOR 4" SLAB-ON-GRADE
W/ 4X4-W2.9XW2.9 OVER 4" GRAVEL
DRAINAGE COURSE ON COMPACTED
STRUCTURAL FILL APPROVED BY
GEOTECHNICAL ENGINEER
4" EXTERIOR
SLAB-ON-GRADE SEE
NOTE ABOVE @
NORTH PATIO
TYP. @
SLAB EDGE
Foundation
backfill to be
tested and
approved by
Geotechnical
Engineer
Foundation backfill to be
tested and approved by
Geotechnical Engineer
1 2 3 4 5
1 2 3 4 5
A
B
C
D
E
F
G
A
B
C
D
E
F
G
F.1 F.1
100'-0"
T.O.PLY
1-1A
1-D
1-2
1-G2 1-G4
1-4
1-5
1-E
1-A
1-1F
3
S4.1
4
S4.1
4
S4.1
1
S4.1
4
S4.1
5
S4.1
TYP.
OF 8
5
S3.1
2
S4.1
1
1
7
/
8
"
T
J
I
2
1
0
@
1
6
"
O
.
C
.
C
O
N
T
.
(
4
-
S
P
A
N
S
)
1
1
7
/
8
"
T
J
I
2
1
0
@
16
"
O
.
C
.
B
R
E
A
K
@
SU
P
P
O
R
T
S
1
1
7
/
8
"
T
J
I
2
1
0
@
1
6
"
O
.
C
.
1
1
7
/
8
"
T
J
I
2
1
0
@
1
6
"
O
.
C
.
CO
N
T
.
(
3
-
S
P
A
N
S
)
(2
)
T
J
I
2
1
0
@
1
6
"
O
.
C
.
1-B41-B3
SCALE: 1/4" = 1'-0"
0'2'8'4'16'2
S2.1
11 7/8" LVL
FLUSH
11 7/8" LVL
FLUSH
(2) 11 7/8" LVL FLUSH
CONT.(2-SPANS)
(2) 11 7/8" LVL FLUSH
CONT.(2-SPANS)
(2)11 7/8"
LVL FLUSH
(2) HTS24 VERTICAL
TWIST STRAPS FROM
SIDE OF FLUSH BEAM
TO SIDE OF
DROPPED BEAM
(2) HTS24 VERTICAL
TWIST STRAPS FROM
SIDE OF FLUSH BEAM
TO SIDE OF
DROPPED BEAM
JOIST @
CRAWLSPACE
OPENING TO
BREAK AT BEAM
(4) 1/2" AB'S
(3) 1/2" AB'S (3) 1/2" AB'S
(
2
)
1
1
7
/
8
"
L
V
L
FL
U
S
H
11 7/8" LVL
FLUSH
(3) 1/2"
AB'S
(3) 1/2"
AB'S
(3) 9 1/2" LVL
5/8" ROD INTO 12" MIN. ADHESIVE
FOR HOLDOWN CONNECTION @
SHEAR WALL ABOVE
MSTC40 VERTICAL STRAP
INSTALLED AROUND BEAM
BELOW SEE DETAIL 10/S1.2
HOLD DOWN & STRAP SCHEDULE
(4
)
1
1
7
/
8
"
L
V
L
D
R
O
P
P
E
D
C
O
N
T
.
(3
S
P
A
N
S
)
(4
)
1
1
7
/
8
"
L
V
L
D
R
O
P
P
E
D
CO
N
T
.
(
2
-
S
P
A
N
S
)
(4
)
1
1
7
/
8
"
L
V
L
D
R
O
P
P
E
D
CO
N
T
.
(
2
-
S
P
A
N
S
)
(3
)
1
1
7
/
8
"
L
V
L
D
R
O
P
P
E
D
CO
N
T
.
(
2
-
S
P
A
N
S
)
(3
)
1
1
7
/
8
"
L
V
L
D
R
O
P
P
E
D
CO
N
T
.
(
2
-
S
P
A
N
S
)
MIU
3
.
5
6
/
1
1
I
U
S
2
.
0
6
/
1
1
.
8
8
MIT2
.
1
/
1
1
.
8
8
ITS2
.
0
6
/
1
1
.
8
8
ITS
2
.
0
6
/
1
1
.
8
8
MIU
3
.
5
6
/
1
1
MIT
4
1
1
.
8
8
MIT
4
1
1
.
8
8
IT
S
2
.
0
6
/
1
1
.
8
8
ITS2
.
0
6
/
1
1
.
8
8
(4) 2
X
6
(
D
)
TYP
@
3
-
P
L
Y
L
V
L
BEA
M
U
.
N
.
O
.
(4) 2X
6
(
D
)
(4) 2X8 (D)
W
O
O
D
P
O
S
T
(
U
)
(4) 2X8 (D)
WO
O
D
P
O
S
T
(U
)
(4) 2X8 (D)
W
O
O
D
P
O
S
T
(
U
)
(4) 2X8 (D)
TYP. OF (8)
NOTE:
FLOOR IS NOT DESIGNED TO
CARRY A CEMENTITIOUS
TOPPING FOR HYDRONIC TUBING
IF A CONCRETE TOPPING FOR
THIS PURPOSE IS DESIRED,
CONTACT THE ENGINEER IN
ORDER TO REDESIGN FLOOR
BA4.
2
8
/
1
1
.
8
8
I
U
S
2
.
0
6
/
1
1
.
8
8
I
U
S
1
.
8
1
/
1
1
.
8
8
(4
)
2
X
8
(
D
)
T
Y
P
@
4
-
P
L
Y
L
V
L
B
E
A
M
U
.
N
.
O
.
PROVIDE SOLID
LVL OR 2X
BLOCKING BELOW
PARTITION WALL.
(2) 11 7/8" LVL FLUSH
CONT.(2-SPANS)
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
23705
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
GALLEGOS
RESIDENCE
157 Sage Meadow Rd.
Glenwood Springs, CO
Drafter/Designer
KK/WG,AG
FOUNDATION &
FLOOR FRAMING
PLANS
AS NOTED
05/05/23 Permit/Construction
10/31/23 Stair Revisions
10/31/23
S2.1
1 2 3 4 5
1 2 3 4 5
A
B
C
D
E
F
G
A
B
C
D
E
F
G
F.1 F.1
6:
1
2
6:
1
2
6:
1
2
6:
1
2
2-D
2-C
2-4
2-F4
2-F32-F2
9
S4.1
TYP.
12
S4.1
17
S4.1
20
S4.1
11
S4.1
PR
E
-
E
N
G
I
N
E
E
R
E
D
SC
I
S
S
O
R
T
R
U
S
S
E
S
@
2
4
"
O
.
C
.
2X6 DF#1 LOOKOUT @
24"O.C. TYP. U.N.O.
10
S4.1
18
S4.1
(2) 2X6 DF#2 OR BETTER
STUDS @ 16" O.C. @ LINE F.1
BETWEEN GRIDS 2 & 3
PR
E
-
E
N
G
I
N
E
E
R
E
D
SC
I
S
S
O
R
T
R
U
S
S
E
S
@
2
4
"
O
.
C
.
11
S4.1
10
S4.1
16
S4.1
SCALE: 1/4" = 1'-0"
0'2'8'4'16'1
S2.2
(2
)
9
1
/
2
"
L
V
L
H
E
A
D
E
R
W
I
N
S
U
L
A
T
E
D
C
O
R
E
[1
1
9
'
-
2
7
/
8
"
]
[1
1
9
'
-
2
7
/
8
"
]
FLAT BOTTOM
CHORD GABLE END
TRUSS
GRID 2 - GRID 4
2X6 DF#1 STRUCTURAL FASCIA
8X
1
2
D
F
#
1
[1
1
9
'
-
2
7
/
8
"
]
[1
1
9
'
-
2
7
/
8
"
]
GABLE END TRUSS
SCISSOR GABLE END TRUSS
8X
1
2
D
F
#
1
(2) 7 1/4" LVL
HEADER W/
INSULATED CORE
TYP. @ EXTERIOR
U.N.O.
T
R
I
P
L
E
K
I
N
G
&
D
O
U
B
L
E
T
R
I
M
M
E
R
T
Y
P
O
F
(
4
)
O
N
LI
N
E
"
F
1
"
TOP OF HEADERS TO
BE FLUSH WITH T.O.
PLATE TYP OF (2) ON
GRID "2"
TYP OF (2) HEADERS
ON GRID "2" @ BOTH
ENDS OF HEADERS
UNDERFRAME LOW
CEILING. RE: ARCH
FOR LOW CEILING
ELEVATION.
SIMSIM SIMSIM
8
X
8
D
F
#
1
P
O
S
T
(D
)
8
X
8
D
F
#
1
P
O
S
T
(D
)
(5) 2
X
6
L
S
L
(
D
)
PRO
V
I
D
E
H
R
S
1
2
V
E
R
T
I
C
A
L
STR
A
P
F
R
O
M
S
I
D
E
O
F
BEA
M
T
O
S
I
D
E
O
F
S
T
U
D
PAC
K
B
E
L
O
W
(5) 2X
6
L
S
L
(
D
)
PROVI
D
E
H
R
S
1
2
V
E
R
T
I
C
A
L
STRAP
F
R
O
M
S
I
D
E
O
F
BEAM
T
O
S
I
D
E
O
F
S
T
U
D
PACK B
E
L
O
W
TRUSS MANUF. TO
DESIGN GABLE END
SCISSOR TRUSS FOR
ADDITIONAL 30 PLF DEAD
LOAD APPLIED AT TOP
AND BOTTOM CHORDS
2-2E
2-2F
1 2 3 4 5
1 2 3 4 5
A
B
C
D
E
F
G
A
B
C
D
E
F
G
F.1 F.1
6:
1
2
6:
1
2
3:
1
2
6:
1
2
110'-1 3/4"
T.O.PLY
2-C
2-4
2-F42-F32-F2
1-1A
1-D
1-2
1-G2 1-G4
1-4
1-5
1-E
1-B4
1-A
1-1F
2-D
1/4:12
6
S4.1
7
S4.1
8
S4.1
10
S4.1
9
S4.1
TYP.
11
S4.1
14
S4.1
16
S4.1
9
S4.1
TYP.
5
S4.2
13
S4.1
15
S4.1
2
S4.2
4
S4.2
1
S4.2
19
S4.1
14
S4.1
SIM.
PR
E
-
E
N
G
I
N
E
E
R
E
D
PA
R
T
I
A
L
S
C
I
S
S
O
R
TR
U
S
S
E
S
@
2
4
"
O
.
C
.
11 7/8" TJI210 @ 16"O.C.
PR
E
-
E
N
G
I
N
E
E
R
E
D
3:
1
2
B
O
T
T
O
M
C
O
R
D
TR
U
S
S
E
S
@
2
4
"
O
.
C
.
2X6 DF#1 LOOKOUT @
24"O.C. TYP. U.N.O.
6'
-
0
"
M
I
N
.
BA
C
K
-
S
P
A
N
PR
E
-
E
N
G
I
N
E
E
R
E
D
FL
A
T
B
O
T
T
O
M
TR
U
S
S
E
S
@
2
4
"
O
.
C
.
2X
6
D
F
#
1
L
O
O
K
O
U
T
S
@
24
"
O
.
C
.
(2) 2X6 DF#1 LOOKOUTS @ 16"O.C. U.N.O.
(2
)
2
X
6
DF
#
1
@
24
"
O
.
C
.
9 1/2" LVL RIPPED @ 16"O.C.
FU
L
L
H
E
I
G
H
T
(
2
)
2
X
6
D
F
#
2
O
R
B
E
T
T
E
R
ST
U
D
S
@
1
6
"
O
.
C
.
@
L
I
N
E
"
1
"
B
E
T
W
E
E
N
GR
I
D
S
"
D
"
A
N
D
"
A
"
FULL HEIGHT (2) 2X6 LSL 1.3E STUDS @ 16"' O.C. TYP @ LINE "A" U.N.O.
8'
-
0
"
10
'
-
0
"
8'-0"
(2) 2X6 1.3E LSL STUDS @
16"O.C. BALLOON-FRAMED
@ STAIR WELL
FU
L
L
H
E
I
G
H
T
(
2
)
2
X
6
D
F
#
2
O
R
BE
T
T
E
R
S
T
U
D
S
@
1
6
"
O
.
C
.
1-B3
6
S4.2
7
S4.2
SCALE: 1/4" = 1'-0"
0'2'8'4'16'2
S2.2
UNDER
FRAMING TO
MATCH
TRUSSES
(2) 11 7/8" LVL HEADER
W/ INSULATED CORE
(2) 11 7/8" LVL HEADER
W/ INSULATED CORE
GABLE END TRUSS
(2
)
9
1
/
2
"
L
V
L
H
E
A
D
E
R
W
I
N
S
U
L
A
T
E
D
C
O
R
E
OVERFRAMING &
UNDERFRAMING TO
MATCH TRUSSES
RE: DETAIL 4/S4.2
FOR ADHERED
VENEER SUPPORT
TYP.
PROVIDE CRIPPLE
POST IN WALL TO
SUPPORT UPPER
TIMBER BEAM
(3) 9 1/2" LVL
HEADER
(LOW)
FULL HEIGHT (2) 2X6
LSL 1.3E STUDS @
16" O.C. TYP @
FIREPLACE WALLS
3:12 Sloped
(2) 11 7/8" LVL
(3
)
1
1
7
/
8
"
L
V
L
(F
L
U
S
H
)
PROVIDE CRUSH BLOCKING
BELOW POSTS WITHIN FLOOR
SYSTEM FOR CONTINUOUS
BEARING TO FOUNDATION TYP.
(3) 11 7/8" LVL
(3
)
2
X
6
L
S
L
GIRDER TRUSS
ASSEMBLY
GABLE END TRUSS
8X8
D
F
#
1
(D)
8X8 DF#1
(D)
[1
1
2
'
-
1
1
/
8
"
]
[1
0
9
'
-
1
1
/
8
"
]
[1
0
9
'
-
1
1
/
8
"
]
8X
1
2
D
F
#
1
[1
0
9
'
-
1
1
/
8
"
]
8X
1
2
D
F
#
1
GABLE END TRUSS
(5) 2
X
6
L
S
L
(5
)
2
X
6
L
S
L
B
U
I
L
T
-
U
P
P
O
S
T
(U
&
D
)
PROVIDE FULL
DEPTH 2X BLOCKING
RE: GENERAL NOTES
(3) 2X10 HEADER @
INTERIOR TYP. U.N.O.
(2) 7 1/4" LVL HEADER
W/ INSULATED CORE
TYP. @ EXTERIOR
U.N.O.
(3
)
2
X
6
L
S
L
(3
)
2
X
6
L
S
L
(3
)
2
X
6
L
S
L
(2) 2X6 DF#1 STRUCTURAL FASCIA
MIU
1
.
8
1
/
9
IUS
2
.
0
6
/
1
1
.
8
8
LUS
2
6
-
2
LUS2
8
L
U
S
6
-
3
I
N
S
T
A
L
L
E
D
U
P
S
I
D
E
D
O
W
N
L
U
S
6
-
2
I
N
S
T
A
L
L
E
D
U
P
S
I
D
E
D
O
W
N
L
U
S
6
-
2
LU
S
6
-
2
(2
)
2
X
6
D
F
#
1
S
T
R
U
C
T
U
R
A
L
F
A
S
C
I
A
TRIPL
E
K
I
N
G
&
DOUB
L
E
T
R
I
M
M
E
R
TYP O
F
(
4
)
O
N
LINE "
A
"
LUS28
(2)11 7/8" LVL
IUS
2
.
0
6
/
1
1
.
8
8
LUS
2
8
0 PSF
0 PSF
56 PSF
ADDITIONAL
SNOW LOAD
TRUSS MANUF. TO PROVIDE
ADDITIONAL CAPACITY IN
AFFECTED TRUSS PROFILES
DUE TO ADDITIONAL
TAPERED SNOW LOADING
AS SHOWN TYP.
0
P
S
F
50 PSF ADDITIONAL SNOW
LOAD SOUTH OF GRID "D"
AND BETWEEN "1" AND "2
(2) 8X8 DF#1
TIMBER BEAMS
RE: DETAIL
5/S4.2
L
S
S
R
4
1
0
Z
43 PSF
ADDITIONAL SNOW
LOAD BETWEEN
GRIDS 2 & 3
NOTE:
FLOOR IS NOT DESIGNED TO
CARRY A CEMENTITIOUS
TOPPING FOR HYDRONIC TUBING
IF A CONCRETE TOPPING FOR
THIS PURPOSE IS DESIRED,
CONTACT THE ENGINEER IN
ORDER TO REDESIGN FLOOR
(3) 11 7/8" LVL BOLTED BEAM:
BOLT PLIES OF BEAM
TOGETHER W/(2) ROWS 1/2"Ø
THRU-BOLTS @ 12" O.C.
HH
U
S
5
.
5
0
/
1
0
6 3/4"X24" 24F-V4 DF GLULAM
I
U
S
2
.
0
6
/
1
1
.
8
8
(3) 2X10 HEADER
PROVIDE 30" CLEAR X 16"
TALL OPENING BELOW
FLOOR JOISTS FOR
MECH.
DSC2 DRAG STRUT
CONNECTOR FROM
SIDE OF LVL TO TO TOP
OF TOP PLATE
PROVIDE SOLID LVL
BLOCKING BELOW
PARTITION WALL
MSTC66 HORIZONTAL
STRAP OVER
SHEATHING FROM SIDE
OF TOP PLATE TO
BLOCKING
(4) 2X6
(
D
)
W/ LCE4
P
O
S
T
C
A
P
IUS2.
0
6
/
1
1
.
8
8
(4) 2X6
(
D
)
W/ LCE4
P
O
S
T
C
A
P
(2) 2
X
6
(
D
)
WOOD POST
(
U
)
(5
)
2
X
6
(
D
)
BUIL
T
-
U
P
POS
T
(U&
D
)
(2)
2
X
6
(
D
)
WOOD PO
S
T
(
U
)
(5)
2
X
6
(
D
)
DOUBLE KING
DOUBLE TRIM
DOU
B
L
E
K
I
N
G
DOU
B
L
E
T
R
I
M
DOUBLE
K
I
N
G
DOUBLE
T
R
I
M
(2) 11 7/8" LVL
HUC
4
1
0
11
7
/
8
"
T
J
I
2
1
0
@
1
6
"
O
.
C
.
T
Y
P
.
U
.
N
.
O
.
(3
)
1
1
7
/
8
"
L
V
L
[1
1
2
'
-
0
3
/
4
"
]
(2) 14" LVL
14
S4.1
SIM.
6
S4.1
11 7/8" LVL
LEDGER (LOW)
W/ (3) ROWS 16D
NAILS @ 16" O.C.
14" LVL STRINGERS
(TYP. OF 4)
2-2E
2-2F
MIU3
.
5
6
/
1
1
LSSR1.
8
1
Z
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
23705
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
GALLEGOS
RESIDENCE
157 Sage Meadow Rd.
Glenwood Springs, CO
Drafter/Designer
KK/WG,AG
SECOND FLOOR,
LOWER & UPPER
ROOF
FRAMING PLANS
AS NOTED
05/05/23 Permit/Construction
10/31/23 Stair Revisions
10/31/23
S2.2
Per Plan
T.O.F.
Per Plan
T.O.W.
SCALE: = 1'-0"
TYPICAL
EXTERIOR FOUNDATION @SLAB 3
S3.13/4"
SCALE: = 1'-0"
TYPICAL
FOUNDATION WALL 1
S3.13/4"
Per Plan
T.O.F.
Per Plan
T.O.W.
T.O.W.
Per Plan
T.O.F.
Per Plan
S.O.G.
Per Plan
SCALE: = 1'-0"
CRAWL SPACE @ GARAGE DETAIL 2
S3.13/4"
Per Plan
T.O.F.
Per Plan
T.O.W.
SCALE: = 1'-0"
TYPICAL
EXTERIOR FOUNDATION @ DOORS 4
S3.13/4"
SCALE: = 1'-0"
INTERIOR POST & PAD 5
S3.13/4"
SCALE: = 1'-0"
EXTERIOR FOOTING & COLUMN 6
S3.13/4"
T.O.F.
Per Plan
SCALE: = 1'-0"
EXTERIOR PORCH SLAB EDGE 7
S3.13/4"
Per Plan
T.O.Crawl
Per Plan
T.O.Crawl
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
.
Per Plan
Eq.8"Eq.
5 1/2"
6"
m
i
n
.
10
"
U.
N
.
O
.
Per PLAN
Eq.8"Eq.
3'
-
0
"
m
i
n
.
f
r
o
s
t
d
e
p
t
h
4'
-
1
"
m
a
x
b
a
c
k
f
i
l
l
6"
M
I
N
8" wall U.N.O. on plan
Per Plan
10
"
U
.
N
.
O
.
3'
-
9
"
m
a
x
b
a
c
k
f
i
l
l
3"
C
l
r
.
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.
Footing
dimensions
per plan
Re: Plan
3"
CL
R
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
1'
-
0
"
m
i
n
.
8"
m
i
n
.
8"min.
6"
(2) #5 T&B
continuous
Horiz. Reinf.
#5 @16"O.C.
Vert. Reinf.
#4 @ 16"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. U.N.O
Footing Reinf.:
(2) #5 Continuous
See 1/S3.1
#5 Continuous
Min. anchorage:
1/2" AB w/ 7" min.
embed @ 48" O.C.
U.N.O.
(2) #5 T&B
continuous
Footing Reinf.:
(2) #5 Continuous
Vert. Reinf.
#4 @ 16"O.C.
w/ Standard 90°
hook alternate
legs Horiz. Reinf.
#5 @16"O.C.
Slope grade away
Roughen surface
Overexcavate and place
footings on properly
compacted structural fill per
the Geotechnical Engineer's
recommendations
Foundation drain
system Re:
Geotechnical
Report
Crawl space grade
Slab-on-grade
Per Plan
Roughen surface
Wall & Footing
reinforcement:
Re: 1/S3.1
Min. anchorage:
1/2" AB w/ 7" min.
embed @ 48" O.C.
Min. anchorage:
1/2" AB w/ 7" min.
embed @ 48" O.C. U.N.O.
See floor details
for floor framing
items
Wall framing, shear wall
paneling, edge nailing and
anchorage per plan
See balance of details
for framing information
See 1/S3.1
Slab-on-grade & base
course per plan
See 1/S3.1
See 3/S2.1 for balance
of information
#5 X24" Dowel into 6"
min. adhesive @ 24"O.C.
@ exterior dowels
Floor sheathing & nailing per
general notes Joist w/ blocking over support
AC6RZ @ single post
application or pair LCE4's
@ double post
applications
Footing reinforcement
per plan
Post width to match beam.
(4) 2x6/2x8 built-up post
min. or double (4) 2x6/2x8
built-up posts back-to-back
as noted on plan
BC60 half base on
treated plate or ABU66Z
directly on pad
2x6x18" min. treated w/
(2) 1/2" expansion
anchors 6" embed
Crawl Space
Grade
Floor beam per plan
#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
Simpson ABU88Z Series
post base w/(2) 5/8" anchor
bolts or expansion anchors.
provide 7" min embedment
Timber post
per plan
Grade
Roughen surface
Slab-on-grade
(2) #4
(2) #4Slope Re: Arch.
1
1
1/2" Fiber isolation joint
1
1
SCALE: = 1'-0"
SINGLE MAT CORNER BAR DETAIL 8
S3.11/2"
Ld
x
2
L
d
x
2
Ld
x
2
1 1/2" clr. for
#5 or smaller;
2' clr. for
#6 or smaller3x
L
d
Reinf Lap & Hook Schedule
#4
#5
#6
SIZE
8"
Hd
10"
1'-0"
Hd x 2 Ld
2'-0"
1'-8"
1'-4"1'-4"
1'-8"
2'-0"
Ld x 2
4'-0"
3'-4"
2'-8"
Horiz wall reinf, TYP
Corner dowles, TYP
Note: Corner dowels shall match the
size and spacing of the horiz. wall
reinf.
Note: Vertical wall reinf not shown
for clarity
mat reinf conc walls
Plan of single centered
Note: Dowels are in line with the
horiz reinf, lateral offset is 0", TYP
Corner dowels @ edge where
noted on plan or details
Plan of single centered mat
reinf. conc. walls w/ corner
bars @ edge
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
23705
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
GALLEGOS
RESIDENCE
157 Sage Meadow Rd.
Glenwood Springs, CO
Drafter/Designer
KK/WG,AG
FOUNDATION
DETAILS
AS NOTED
05/05/23 Permit/Construction
05/05/23
S3.1
SCALE: = 1'-0"
FLOOR EDGE PERPENDICULAR &
BEARING ON FOUNDATION WALL 1
S4.11"
SCALE: = 1'-0"
UPLIFT CONNECTION
@ CRAWL SPACE BEAM 2
S4.11"
SCALE: = 1'-0"
FLOOR FRAMING PARALLEL &
HUNG OFF FOUNDATION WALL 4
S4.11"
SCALE: = 1'-0"
FLOOR EDGE PERPENDICULAR &
HUNG OFF FOUNDATION WALL 3
S4.11"
T.O.W.
Per Plan
T.O. Ply
Per plan
T.O.W.
Per plan
SCALE: = 1'-0"
JOISTS BEARING PERPENDICULAR 6
S4.11"
SCALE: = 1'-0"
JOISTS BEARING PARALLEL 7
S4.11"
SCALE: = 1'-0"
CRAWL SPACE POST 5
S4.11"
SCALE: = 1'-0"
HIGH TRUSS TO LOW TRUSS 12
S4.11"
SCALE: = 1'-0"
TYPICAL TRUSS BEARING 9
S4.11"
SCALE: = 1'-0"
TYPICAL TRUSS BEARING @ BEAM 10
S4.11"
SCALE: = 1'-0"
TRUSS AT RAKE WALL 11
S4.11"
SCALE: = 1'-0"
PORCH LEDGER 13
S4.11"
SCALE: = 1'-0"
TRUSS @ LEDGER CONNECTION 14
S4.11"
SCALE: = 1'-0"
TIMBER BEAM TO
POST CONNECTION 16
S4.11"SCALE: = 1'-0"
DECK @ LEDGER CONNECTION 8
S4.11"
SCALE: = 1'-0"
HIGH HEEL TRUSSES BEARING 15
S4.11"
SCALE: = 1'-0"
SHEAR WALL TRANSFER DETAIL @
ROOF & INTERIOR SHEAR WALL 19
S4.11"
SCALE: = 1'-0"
STRAP CONNECTION
@ FLUSH HEADER CONDITION 20
S4.11"
Per Plan
T.O.Plate
8"
M
a
x
6"
Re: Arch.
Re: Arch.
1
1
/
2
"
2"
2"
2"
2"
2"
1'-0" Heel height
SCALE: = 1'-0"
TRUSS OVER SHEAR WALL 17
S4.11"
SCALE: = 1'-0"
LOOKOUT OVER
DROPPED CORD TRUSS 18
S4.11"
I-joist per plan
1 1/4" min. continuous LSL rim
Floor sheathing & nailing
per general notes
Check plan and shear
wall schedule for wall
framing, paneling, &
nailing
Foundation
wall per plan
10d Toenails @
6"O.C.
Floor Diaphragm
boundary nailing
10d @ 6 U.N.O.
Floor diaphragm
boundary nailing
10d @ 6 U.N.O.
Joist hanger per plan
Floor joists, sheathing &
nailing per general notes
Check plan and shear
wall schedule for wall
framing, paneling,
nailing, and additional
sill bolting reqmts.
Foundation wall
per plan
(4) 10d joist lower flange to sill
I-Joist web stiffener per
mfr. requirements
Provide squash blocks (2x4
verts. min.) full width of any
posts or stud packs within
wall assembly
Slab-on-grade or exterior
grade slopes away where
occurs
Foundation wall per plan
Minimum anchorage:
1/2" anchor bolts @ 48" O.C.
(6" min. embed), U.N.O. on
shear wall schedule or
foundation plan
Full width 2x
sill treated
Check plan and shear
wall schedule for wall
framing, paneling,
nailing, and additional
sill bolting reqmts.
(2) Bays full depth
blocking @ 48"O.C.
Top flange
joist hanger
Floor diaphragm
boundary nailing
10d @ 6 U.N.O.
Floor joists, sheathing &
nailing per general notes
Slab-on-grade or exterior
grade slopes away where
occurs
Minimum anchorage:
1/2" anchor bolts @
48"O.C. (7" min. embed),
U.N.O. on shear wall
schedule or foundation plan
Full width 2x sill treated
w/ 1/2" AB @ 48"O.C.,
(7" min. embed) U.N.O.
on shear wall schedule
or foundation plan
I-joist per plan
1 1/4" min. continuous LSL rim
I-Joist web stiffener per
mfr. requirements
Floor joists, sheathing
& nailing per plan &
general notes
10d Toenails @ 6"O.C.,
U.N.O. Check shear
wall schedule
1 1/4" min. continuous LSL rim
Floor joists, sheathing
& nailing per plan &
general notes
10d Toenails @ 6"O.C.,
U.N.O. Check shear wall
schedule
Solid blocking @ 32"O.C.
w/ (3) 16d toenails into
top plate
I-joists per plan
Shear wall frame, nailing
& sheathing per schedule
& plan
Floor diaphragm
boundary nailing
10d @ 6 U.N.O.
Shear wall frame, nailing
& sheathing per schedule
& plan
Floor diaphragm
boundary nailing
10d @ 6 U.N.O.
I-joist or solid
blocking 32"O.C.
Beam per plan
(4) 2x6 treated or
(4) 2x8 treated to (match beam
width ) w/ (2) 1/2" expansion
anchors @ 8"O.C. staggered to
wall (min. 4 embeds)
Simpson LCE4Z cap
connector
ABA66Z w/ 5/8"x4" expansion
anchors or 2x6 treated flat w/
(2) 1/2"x4" embed expansion
anchor & BC60 or BC60R
half base
Foundation & footings
per foundation plan &
details
Re: Plan for footing width
increases & additional
reinforcing @ post
locations
Crawl space grade
Truss per plan Re: Plan
for truss bottom cord
profile
H2.5A Hurricane clip @
all truss bearing (Typ.)
Roof sheathing &
boundary nailing per
general notes
Shear wall frame,
nailing & sheathing
per schedule & plan
10d toenails
@ 6" O.C.
2X blocking - Hold down
2" for insulation baffle
Per plan
HGA10 side of truss
to top of beam
Roof sheathing &
boundary nailing per
general notes
10d toenails
@ 6" O.C.
2X blocking - Hold down
2" for insulation baffle
Per plan
Beam per plan
16d @ 6"O.C.
Provide blocking and
edge nailing @ shear
panel breaks U.N.O. on
shear wall schedule
Dropped top chord
gable end truss
Prefab truss
LPT4 @ 24" top chord to
blocking or run shear paneling
up to side of blocking
2x6 blocking w/(2)-16d
endnails @ ea. lookout
Roof sheathing and boundary
nailing per general notes
Shear paneling and nailing
per schedule - 7/16" OSB w/
8d @ 6-12 min., blocked
U.N.O.
2x6 @ 24" Lookout rafter
H2.5A @ ea. lookout
Shear paneling
& nailing per plan &
schedule
5 1/2" LVL ledger w/
(2) SDS 1/4"x5"
screws into each stud
Check plan and shear wall
schedule for wall framing,
paneling, & nailing
Rafter & hanger
per plan
10d @ 6
Roof sheathing & nailing
per general notes
Blocking
10d@6"
2x6 ledger w/(3)-10d
at each stud
Roof sheathing &
nailing per general
notes
2x12 ledger w/ (3) SDS
1/4"x5" screws @ 16"O.C.
Truss & hanger per plan
See 6/S4.1 for
balance of
information
Shear wall frame,
nailing & sheathing
per schedule & plan
Timber ridge beam
per plan
Timber post
per plan
(2) 1/2"Ø Lag screws w/
washers countersunk.
Provide 6" min penetration
into column below.
Pre-drill w/ 5/16Ø drill bit.
Lag bolts
PLAN
Column below
Beam per plan
ELEVATION
9 1/2 LVL ledger w/
(3) SDS 1/4"x5"
screws @ 16"O.C.
Ripped joists &
hanger per plan
Glulam Beam per plan
Floor sheathing & nailing
per plan & general notes
Joist & hanger
per plan
I-Joist web stiffener per
mfr. requirements
Shear wall framing
per plan
Truss per plan
H2.5A each truss
2x4 Flat blocking w/
16d @ 6"O.C.
2x4 Both side of truss web
2x4 Blocking - hold
down 2" for venting
Roof sheathing &
nailing per plan &
general notes
7/16" O.S.B. shear
paneling w/ 8d @ 6-12
blocked
2x4 Both side of truss web
7/16" O.S.B. shear
paneling w/ 8d @ 6-12
blocked
Truss per plan
LPT4 @ each
truss bay
2x4 Sill block
PLAN
SECTION
LVL Beam
per plan
1 1/4" min. continuous LSL rim
Floor sheathing & nailing
per general notes
Check plan and shear
wall schedule for wall
framing, paneling, &
nailing
Foundation
wall per plan
10d Toenails @
6"O.C.
Floor Diaphragm
boundary nailing
10d @ 6 U.N.O.
Minimum anchorage:
1/2" anchor bolts @
48"O.C. (7" min. embed),
U.N.O. on shear wall
schedule or foundation plan
HGA10 @ both
sides of beam to
sill w/ 1/4"x1 1/2"
SDS screws
Provide (2) 16d nails from
top and bottom chord of
truss to each stud
Roof sheathing & nailing
per general notes
10d @6
Check plan and shear wall
schedule for wall framing,
paneling, & nailing
King & trimmer
assembly per plan.
Re: general notes for
nailing requirements.
LVL header per plan flush
to top plate elevation
LSTA24 Strap @ both ends
of header to top plate
MTS12 Twist strap @
both ends of header
to trimmer
H25A clips each truss
Pre-engineered
truss per plan
Roof sheathing and nailing
per general notes
See general notes for
top plate splicing &
nailing requirements
Truss per plan Re: Plan
for truss bottom cord
profile
OK to kerf cut
Balloon frame 1.3E LSL
studs per plan
Shear wall frame,
nailing & sheathing
per schedule & plan
10d @6
Rip tops of joists to
slope shown in plan
Deck sheathing & nailing
per plan & general notes
7/16" OSB w/ 8d @
6-12 min., blocked
A35 @ 24" top chord to
blocking or run shear
paneling up to side of
blocking
H2.5A @ ea. lookout
2x blocking w/(2)-16d
endnails @ ea. lookout
Roof sheathing and boundary
nailing per general notes
10d @ 6"O.C. edge nailing
High dropped cord
Flat-bottomed girder
truss assembly
2x6 Ledger w/ (2) 10d
@ 12"O.C. to blocking
Roof sheathing and
nailing per general notes
7/16" OSB w/ 8d @ 6-12min.,
block all edges
Shear wall frame, nailing &
sheathing per schedule & plan
2x6 w/ 10d @
6"O.C.10d @ 6" from truss to 2x6
10d @ 6
Dropped top chord
gable end scissor
truss
LTP4 @ 24" top chord to
blocking or run shear paneling
up to side of blocking
2x6 blocking w/(2)-16d
endnails @ ea. lookout
Roof sheathing and boundary
nailing per general notes
Shear paneling and nailing
per schedule - 7/16" OSB w/
8d @ 6-12 min., blocked
U.N.O.
2x6 @ 24" Lookout rafter
H2.5A @ ea. lookout
Pre-engineered
trusses by others
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
23705
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
GALLEGOS
RESIDENCE
157 Sage Meadow Rd.
Glenwood Springs, CO
Drafter/Designer
KK/WG,AG
FRAMING
DETAILS
AS NOTED
05/05/23 Permit/Construction
05/05/23
S4.1
SCALE: = 1'-0"
LEDGER DETAIL @ FIREPLACE WALLS 2
S4.21"
SCALE: = 1'-0"
STONE SUPPORT @ SHEAR WALLS 3
S4.21"
SCALE: = 1'-0"
DOUBLE TIMBER
BEAM TO POST CONNECTION 1
S4.21"
SCALE: = 1'-0"
LOOKOUT DETAIL
@ GIRDER TRUSS ASSEMBLY & OVERFRAMING 4
S4.21"
SCALE: = 1'-0"
SHEAR TRANSFER
DETAIL @ ROOF & LVL BEAM 5
S4.21"
1 1/2"1 1/2"
1 1/2"
4 1/2"
1 1/2"
Eq
.
Eq
.
Eq.Eq.
Minimum
backspan
per plan
48" Max cantilever
SCALE: = 1'-0"
TRUSS @
FLOOR BEAM CONNECTION 6
S4.21"
SCALE: = 1'-0"
RIPPED
DECK JOISTS @ GARAGE 7
S4.21"
Check plan and shear
wall schedule for wall
framing, paneling, &
nailing
Rafter per plan
Hanger per plan
2x6 Ledger w/ (2) SDS
1/4"x4 1/2" screws @
each stud (Typ.)
Roof sheathing & nailing
per general notes
2x6 DF#1 overframing
@ 16"O.C.
LUS26
Lookout rafter &
hanger per plan
Roof sheathing & nailing
per general notes
Full height LSL 1.3E
studs per plan
Drainage barrier & thermal
envelope by others Re: Arch.
Stone support lath
system by others Re:
Arch.
Natural stone adhered
veneer system by others
Re: Arch. 1 1/4"-1 1/2"
stone thickness max
2x4 Backing sistered to primary
studs w/ 10d @ 12"O.C.
Shear paneling &
nailing per schedule
Max 1" insulation system Re:
Arch. attachment per contractor
#12X4" Wood screws (1 1/2" penetration min.into
2X) w/ washer or SDS 1/4"x4" @ 18"O.C. max
spacing into backing studs thru insulation & shear
paneling for support of stone veneer - Note: @
locations not designated as shear walls, install
screws directly to studs without additional sister
backing. In addition, @ shear walls where (2) 2x6
full height LSL studs are used, install screws
directly to studs without additional sister backing
Primary studs @
16"O.C. per plan
Roof sheathing & nailing
per general notes
Lookout per plan
HGA10 each lookout
Rafter per plan
HGA10 Each rafter
2x blocking w/ 10d
toenail @ 6"O.C.
10d @ 6
Notched timber
beam per plan
Timber post
per plan
8x8 D
F
#
1
8x8 DF#
1
(3) 1/2"Ø Lag bolts
provide 6"min. penetration
into post below. Pre-drill
holes w/ 5/16" drill bitNotched timber
beam per plan
SECTION
PLAN
Roof sheathing & nailing
per general notes
LUS26 Hanger
Girder truss
assembly
Hanger per plan
2x6 DF#1 @
16"O.C. overframing
Lookout per plan
H2.5a Clip each
lookout Check plan and shear wall
schedule for wall framing,
paneling, & nailing
10d @6 toenail
2x6 Blocking
10d @ 6
7/16"OSB sheathing w/ 8d
@ 6-12 block all edges
10d @6 toenail
2x6 Blocking
10d @ 6
Structural fascia
per plan
Blocking
10d@6"
2x6 ledger w/(3)-10d
at each stud
Roof sheathing &
nailing per general
notes
Refer to balance of
information on 14/S4.1
Truss & hanger per plan
Joist & hanger
per plan
Shear wall frame,
nailing & sheathing
per schedule & plan
LVL Beam
per plan
10d @6
Floor joists, sheathing
& nailing per plan &
general notes
10d Toenails @ 6"O.C.
Ripped joists
per plan
Shear wall frame, nailing
& sheathing per schedule
& plan
10d @ 6
1 1/4" min. continuous
LSL rim
H2.5A each joist
Ripp top of joists to slope
shown in plan
Check plan and shear wall
schedule for wall framing,
paneling, & nailing
Floor joists, sheathing &
nailing per general notes
I-joist or solid blocking
@ 32"O.C.
Joist per plan
LVL beam
per plan
2x8 Ledger w/ (2) 16d
each stud
Solid blocking @
32"O.C.
10d @ 6
Roof sheathing and
nailing per general notes
Tr
u
s
s
p
e
r
p
l
a
n
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
23705
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
GALLEGOS
RESIDENCE
157 Sage Meadow Rd.
Glenwood Springs, CO
Drafter/Designer
KK/WG,AG
FRAMING
DETAILS
AS NOTED
05/05/23 Permit/Construction
05/05/23
S4.2