HomeMy WebLinkAboutREDLINED PLANS - 23-00526 - Grand Peaks Medical - AdditionAuthor Name Author Email Author Phone No.:
Cody Jones Cody.Jones@rexburg.org 208-372-2173
Don Allen Don.Allen@rexburg.org 208-372-2174
Alex Owens Alex.Owens@rexburg.org 208-372-2172
Description : Grand Peaks Medical - Addition
Address : 72 S 1st E
Application Type :
Document Filename : Grand Peaks Medical Addition - Structural Drawings (7-26-2023).pdf Array
Comment Author Contact Information:
Corrections in the following table need to be applied before a permit can be issued
Review Report
Revisions Required
Page Reference Annotation
Type
Author : Department Status Page Review Comments Applicant Response Comments
S100 Free Text Cody Jones : Building Open 1 36" min Frost Depth
S100 Free Text Cody Jones : Building Open 1 Approved for Footing and Foundation only.
S101 Callout Cody Jones : Building Open 2 Rebar: 8' Wall-Horizontal & Vertical 24" O.C. with 2 in Top 12"
Rebar: 4' Wall-Horizontal & Vertical 24" O.C. with 1 in Top 6"
S300 Free Text Cody Jones : Building Open 6 36" min
S100 Free Text Alex Owens : Electrical Open 1 No electrical plans provided. Please submit electrical plans for
review. All electrical work to comply with 2017 NEC.
# 23-00526
Commercial - Addition
Please digitally re-submit all pages of the plan set in response to requested revisions
for our next review cycle, with noted items resolved.
Report Date: 08.09.2023
Approval of plans does not constitute approval of variance from code
Page 1 of 1
Powered by TCPDF (www.tcpdf.org)
NONE
@ 2" O.C.
@ 2" O.C.
@ 3" O.C.
@ 4" O.C.
@ 6" O.C.
NONE
@ 3" O.C.
@ 3" O.C.
@ 4" O.C.
14 GAUGE
NONE
@ 2" O.C.
@ 3" O.C.
@ 2" O.C.
@ 4" O.C.
NONE
16 GAUGE15 GAUGE
@ 12" O.C.@ 8" O.C.@ 6" O.C.@ 8" O.C.
ALTERNATE STAPLE SCHEDULE
FOR APA RATED SHEATHING
0.131"øx2 1/2" NAIL
SPACING AS
SPECIFIED IN THE
WOOD WALL OR
DIAPHRAGM
SCHEDULES
NOTE:
1.ALL STAPLES TO HAVE 7/16" MIN. CROWN WIDTH AND MUST BE
INSTALLED WITH THEIR CROWNS PARALLEL TO THE LONG
DIMENSION OF THE FRAMING MEMBERS.
2.MINIMUM PENETRATION FOR ALL STAPLE GAUGES IS 1 1/2".
3.FASTENER SPACING @ 2" O.C. OR LESS REQUIRES NOMINAL 3x
MEMBER.
WOOD DIAPHRAGM
WOOD COLUMN
WOOD HEADER
WOOD BEAM
WD
WB
WC
WH
S100
S101
S101
S101
HOLDOWN ANCHOR
SHEAR WALLSW
MASONRY WALLMW
HD
CONCRETE WALL
CONCRETE SLAB
CW
CS
S100
S101
S100
S101
S101
LEGEND
CONCRETE FOOTING
CONTROL OR CONST. JT.CCJ
DESCRIPTION
CF S200
-
-
DETAIL
S101
-
-
-
-
-
-
-
-
-
MARK ON
SHEET
SCHEDULE
ON SHEET
WOOD JOISTWJ S101 -
STRUCTURAL DRAWING NOTES
GRAND PEAKS MEDICAL ADDITION
I. GENERAL APPLICATION
A. These drawings must be used in conjunction with the architectural drawings to
clearly define the requirements for construction.
B. Do not scale drawings.
C. In the opinion of the Contractor, any items that appear to be deficiencies,
omissions, contradictions or ambiguities in the drawings, should be brought to the
attention of the Architect and/or G&S Structural Engineers.
II. CODES AND SPECIFICATIONS
A. International Building Code (IBC) -2018 Edition
III. DESIGN CRITERIA
A. Wind 3 Second Gust Wind Speed = 115 MPH (Ultimate)
89 MPH (Nominal)
Exposure = B
Risk Category II
Enclosure Classification-Enclosed
Components and Cladding Pressure = 15 psf
B. Seismic SS = 36.90%g SDS = 0.371g
SI = 14.30%g SDI = 0.221g
Risk Category = II IE = 1.00
Site Class = D Seismic Design Category = D
R = 6.5 V = Cs W = 0.057 W
Bearing Wall System, Frame Wall System
Light Frame Wood Walls With Structural Wood Shear Panels
Equivalent Lateral Force Analysis Method
Percentage of roof snow used for design = 20%
C. Live Loads per IBC Sec. 1607 Uniform (psf) Concentrated (lbs.)
1. Ground snow: Pg 50 -----
2. Roof
a. Snow Load: Pf 35 -----
i. Is = 1.0
ii. Ce = 1.0
iii. Ct = 1.0
b. Drifting snow: Pd&w See Plans
c. Rain Load: R ???
i. Rain Intensity i = 3in/hr
d. Live Load 20 (Non-concurrent with snow load)
3. Slab on grade floor 100
4. Interior wall lateral pressure 5
D. Dead Loads Uniform (psf)
1. Framing system 20 (Roof)
E. Design Assumptions
1. Soil bearing pressure used is 2500 psf for columns and wall footings as per
the Geotechnical Engineering Study, by Rocksmith Engineering dated June 16, 2023.
Any variation encountered, different from this report, shall be brought to the
attention of G&S Structural Engineers before proceeding.
F. Allowable Stresses (unless otherwise noted)
1. Concrete (Reference ACI 318-14, section 19.3-Concrete Durability Requirements)
a. Footings (and interior foundation walls)
i. Per ACI Table 19.3.1.1 -F0,S0,W0,C1
ii. Minimum f'c @ 28 days 3000 psi
iii. W/C ratio 0.55 max
iv. Slump limit 4 -8 inches with verified max slump of 3"
before admixtures, (± 1")
v. Air entrainmentv. 3% (± 1%) Total air content
b. Exterior/perimeter foundation walls
i. Per ACI Table 19.3.1.1 -F1,S0,W0,C1
ii. Minimum f'c @ 28 days 3500 psi
iii. W/C ratio 0.55 max
iv. Slump limit 4 -8 inches with verified max slump of 4"
before admixtures, (± 1")
v. Air entrainment 6% (± 1%) Total air content
c. Interior slabs on grade not exposed to freeze thaw
i. Per ACI Table 19.3.1.1 -F0,S0,W0,C1
ii. Minimum f'c @ 28 days 3000 psi
iii. W/C ratio 0.55 max
iv. Slump limit 4 -8 inches with verified max slump of 3"
before admixtures, (± 1")
v. Air entrainment No air additive
vi. Coordinate concrete design with special slab finish requirements, see arch.
drawings and/or specifications. Use the more restrictive requirements.
2. Concrete masonry
a. Masonry Wall (f'm) 1500 psi
b. Masonry Units 1900 psi
c. Mortar (@ 28 days)
i. Type M 2500 psi
ii. Type S 1800 psi
d. Grout (@ 28 days) 2000 psi
3. Reinforcing steel
a. Typical ASTM A615 Grade 60
b. Weldable ASTM A706 Grade 60
4. Structural Steel
a. Angles ASTM A36
b. Misellaneous pltaes & bars ASTM A36
5. Wood framing
a. Stud walls No. 2 Douglas Fir
b. 2x joists No. 2 Douglas Fir
c. Laminated Veneer Lumber (LVL) 2.0E
d. Laminated Strand Lumber (LSL) Truss Joist or equivalent
i. Stud 1.55E
IV. SPECIAL INSPECTIONS
A. The Owner or the Owner's Agent shall employ independent Special Inspector(s)
to perform the following duties. Each Special Inspector shall submit qualifications
showing competency to the Building Official for approval prior to specified
duties. All special inspection is to comply with IBC Chapter 17.
1. Duties and Responsibilities of the Special Inspector:
a. The Special Inspector shall observe the work assigned to be certain it
conforms to the approved contract drawings.
b. The Special Inspector shall furnish inspection reports to the Building
Official and to the Architect of Record. All discrepancies shall be
brought to the immediate attention of the Contractor for correction.
2. Concrete:
a. No special inspection is required based upon the exceptions listed in
IBC Section 1705.3.
3. Anchors installed in concrete or masonry:
a. Drilled in adhesive (epoxy) and mechanical anchors:
i. Special inspection of drilled in anchors as per ICC Evaluation Services
Report and/or as required by the building department, IBC Table 1705.3 and
TMS 602 Table 4.
V. GENERAL STRUCTURAL NOTES
A. All footings shall bear on undisturbed soil or rock. The foundation shall bear on
the same soil type throughout the entire structure. A minimum distance of 3'-0"
shall be maintained from finished grade to the bottom of all concrete footings.
B. Caution shall be taken not to undermine existing footings. See Allowable
Trenching and Utility Placement Detail 1/S101.
C. Contractor shall verify all dimensions in the field: any variation from the drawings
shall be brought to the attention of the Architect. Any proposed field changes
shall have prior approval from the Architect.
D. Adequate shoring and bracing of all structural members during construction shall
be provided.
F. Backfill under slabs and footings shall be with approved material. Follow the recommendations
and requirements provided in the Geotechnical Engineering Stud by Rocksmith Engineering.
VI. CONCRETE
A. Unless otherwise noted, all concrete is to be made with Portland Cement -
ASTM C150 with a maximum aggregate size less than or equal to one inch.
B. Concrete shall be of ready-mix type conforming to ASTM C94.
C. When the average daily temperature is expected to drop below 40° F for 3 or
more successive days, the concrete shall comply with the Cold Weather
Concreting Standard (ACI 306). Place no concrete against frozen earth.
D. All vertical reinforcement in piers and walls shall be doweled from the footing or
structure below with rebar of the same size and spacing as required above. All
footing dowels shall have at least 40 diameters embedment into concrete above
and shall have a 6" hook in footing below unless specified otherwise.
E. Provide corner bars at all intersecting corners. Use same bar size and spacing
as horizontal wall reinforcement. Where horizontal reinforcing bars join concrete
columns the reinforcing shall run continuous through columns. Where continuous
horizontal reinforcement terminates, use a 90° return or separate corner bar.
F. Splices of reinforcement at points of maximum stress shall be avoided. All
longitudinal reinforcement in beams and headers shall be continuous without splices
between supports. Minimum overlap for lapped splices shall be as follows:
#4 -24"; #5 -30"; #6 -36"; #7 -53"
G. Reinforce all concrete walls as shown on the Concrete Wall Schedule.
H. All exterior vertical concrete surfaces below finished grade, where in contact with
earth, shall be protected with an asphaltic coating.
I. No aluminum products shall be embedded in the concrete.
J. All construction joints shall be located so as not to impair the strength of the
structure. Unless noted on the drawings, all reinforcement shall be continuous
through the joints. Each construction joint shall be keyed.
K. Construction joints in large areas of slab on grade shall be placed in long strip
construction fashion in widths as required. Control joints at 10 feet maximum shall
be saw-cut longitudinal and transverse to the length.
See Concrete Slab on Grade Details S101.
VII. REINFORCING STEEL
A. Welding or tack welding of reinforcing bars to other bars, plates, angles, etc. is
prohibited unless ASTM A706 (weldable) rebar is utilized.
B. All detailing, fabrication and placing of reinforcing bars shall conform to the ACI
Manual of Standard Practice for Detailing Reinforcing Concrete Structures (ACI 315).
C. Reinforcement shall be accurately placed as indicated on the drawings and
adequately supported to prevent displacement before concrete or masonry
grout is placed.
D. The following minimum concrete cover for reinforcement shall be provided, unless
otherwise noted.
Cast against and permanently exposed to earth........3"
Exposed to earth or weather -#5 and smaller... 1-1/2"
Not exposed to earth or weather -slabs, walls... 3/4"
VIII. PRE-ENGINEERED WOOD TRUSSES
A. See architectural drawings for roof slopes and/or truss configurations.
Review structural drawings for intended truss placement and support locations.
B. Individual trusses and truss spacing to be designed by the Truss Manufacturer.
The truss spacings shown on plan are maximum spacings. The Truss Manufacturer
may combine and/or space trusses closer together as required by the individual
truss design.
C. The pre-engineered roof truss members shall be designed to support the
following loads in addition to the dead load of the member as applicable.
1. 35 psf roof snow load plus drifting as indicated on plans.
2. 20 psf roof live load (non-concurrent with snow load).
3. 12 psf dead load top chord.
4. 8 psf dead load bottom chord.
5. Applicable wind and seismic loads.
6. A 10 psf bottom chord live load non-concurrent with any other live loads.
7. Applicable mechanical, electrical and sprinkler loads.
8. Concentrated loads with magnitude and locations as indicated in plan.
D. The shop drawings and design calculations shall be produced by, or under the
supervision of a registered Professional Engineer. The shop drawing submittal
to the Contractor shall include the following:
1. Truss placement plan.
2. Truss design drawing for each truss, stamped and signed by a registered
Professional Engineer licensed in the state in which the project will be
constructed.
3. Connection requirements for truss-to-truss girder, truss ply to ply and field
splices shall be designed by the Truss Manufacturer and submitted with shop
drawings. Contractor shall provide such connection requirements as
specified in shop submittals.
E. Contractor shall provide all permanent bracing requirements for the
structure, including the trusses as indicated in structural drawings and truss shop
drawings. The lateral bracing shall be anchored to solid end walls or
permanent diagonal bracing.
F. No truss shall be modified without the Truss Manufacturer's approval.
IX. TIMBER
A. All wood and timber construction that is part of this project shall comply with the
Timber Construction Manual of the AITC. Other members with equivalent size and
strength can be substituted only if documentation is provided to substantiate
capacity of new product. All wood framing members shall have a moisture
content less than 19% unless otherwise noted.
B. Notching of any structural member other than that shown on the drawings is
prohibited. See Detail 2/S101 for Allowable Penetration In Light Framed 2x Lumber.
C. There shall be at least two nails at each contact point, with 8d thru 1" material,
16d thru 2" material and 40-60d thru 3" material.
D. Wherever possible nails should be driven perpendicular to the grain instead of
toe nailed.
E. All wood materials in direct contact with concrete or masonry or within 8" of soil
shall be pressure treated wood or wood of natural resistance to decay.
F. Where wood tends to split, holes for nails shall be bored a diameter smaller
than that of the nails.
G. Roof sheathing face grain must be perpendicular to its supports.
H. All wall studs shall be continuous from floor to roof diaphragms.
I. Roof and wall diaphragm sheathing nails or other approved sheathing
connections shall be driven so that their head or crown is flush with the surface
of the sheathing.
J. All wood connection hardware shown on plans are based upon Simpson Strong Tie
products. Equivalent hardware may be used upon approval of the Architect. All
hangers are to match the width and depth of framing members with the correct slope and
skew where applicable. Fill all nail holes unless otherwise noted. All Simpson
connectors in exterior applications or in contact with pressure treated wood shall
have a corrosion resistant coating. The coating type shall be determined by
referencing the "General Corrosion Information" website at "www.strongtie.com/info"
K. See the Nailing Schedule for the typical wood to wood fastening requirements
of the structural components.
L. For Alternate Staple Schedule for roof and wall sheathing see Sheet S100.
NAILING SCHEDULE
All nails in this schedule are based upon IBC Table 2304.10.1 and Truss Joist specifier's
guide. See the IBC table or engineered "I" joist manufacture for additional options and
requirements. All fasteners exposed to weather or moisture and/or fasteners less than
1/2"∅driven into pressure treated lumber shall be stainless steel or galvanized. Other
nails with proper revised spacing may be used with written approval of the engineer.
CONNECTION FASTENING
LVL built-up beams & headers See beam and header schedules
2x Roof Joists or 2x trusses 4-10d box (0.128"x3") toenail
to top plate or 3-16d box (0.135"x3.5") toenail
Blocking between 2x joists or 2x trusses 3-10d box (0.128"x3") toenail to joist or truss each end
& 10d box (0.128"x3") toenail to plate below @ 6" o.c.
Double Top Plates
Lower plate to top of stud 2-16d common (0.162"x3.5") end nails
or 3-10d box (0.128"x3") end nails
Upper plate to lower plate-staggered 16d common (0.162"x3.5") @ 16" o.c.
or 10d box (0.128"x3") @ 12" o.c.
Upper plate to lower plate @ intersection 2-16d common (0.162"x3.5") or 3-10d box (0.128"x3")
Upper plate to lower plate @ splice point 8-16d common (0.162"x3.5") or 12-10d box (0.128"x3")
@ each side of splice
(Minimum lap: 4'-0" with 2'-0" each side of splice)
Bottom plate to joist, rim or blocking 2-16d box (0.135"x3.5") @ each joist
& 16d box (0.135"x3.5") @ 12" o.c. into rim joist
Studs to bottom plate 2-16d common (0.162"x3.5") end nails
or 3-10d box (0.128"x3") end nails
or 4-10d box (0.128"x3") toenails
Blocking between studs 2-10d box (0.128"x3") toenail or end nails @ each end
Stud to Stud & Built-up corner studs 16d box (0.135"x3.5") @ 12" o.c.
2x Built-up Headers
2x12 or less in depth 2 rows of 16d box (0.135"x3.5") @ 12" o.c. @ each ply
Continuous header to stud 4-10d box (0.128"x3") toenail at each stud
Double 2x joists 2 rows of 16d box (0.135"x3.5") @ 12" o.c.
DESIGNER:DRAFTER:
505 LINDSAY BOULEVARD
IDAHO FALLS, IDAHO 83402
PHONE: (208) 523−6918 / FAX: (208) 523−6922
PROJECT NUMBER:
&STRUCTURAL
ENGINEERSSG
E−MAIL: gs@gsengineers.net COPYRIGHT 2023
CHECKER:JP MA XXX
23059
HD2
HD3
HD1
MARK REMARKS
HOLDOWN SCHEDULE
STHD10 A -10"2-2x6
HDU2 C 10"2-2x6
NOTE:
ALL HOLDOWNS ARE BASED UPON SIMPSON STRONG-TIE CONNECTORS. FASTEN HOLDOWN AS SPECIFIED BY MANUFACTURER.
MODEL
NUMBER
HOLDOW
N TYPE
ANCHOR
BOLT
DIAMETER
MINIMUM
EMBEDMENT
IN CONCRETE
MINIMUM
COLUMN
SIZE
DTT2Z B 1/2" ∅
THREADED ROD 5"2-2x6
5/8" ∅
THREADED ROD
HD3 MAY BE USED IN LIEU OF HD1
BLOCKED DIAPHRAGM UNBLOCKED DIAPHRAGM
TYPICAL HORIZONTAL DIAPHRAGM NAILING
SPAN RATINGMARK
WD1
WOOD FRAMING
SHEATHING PANELS
40/20
SHEATHING
NONE SUPPORTED EDGES
BOUNDARY
INTERMEDIATE @ 12" O.C.
@ 6" O.C.
@ 6" O.C.
WOOD DIAPHRAGM SCHEDULE
BOUNDARY NAILING @
SHEAR WALLS AND
BUILDING EDGES
NO BLOCKING @
PANEL JOINT
EDGE NAILING
@ SUPPORTED
PANEL EDGE
INTERMEDIATE NAILING
@ SUPPORTS
2x4 FLAT BLOCKING
BETWEEN FRAMING
MEMBERS @ SHEATHING
PANEL EDGES (TYP.)
PANEL JOINT
BLOCKING
(1) NAILING
(0.131"øx2 1/2" MIN. U.O.N.)
19/32" C-D
APA RATED
SHEATHING
WOOD WALL SCHEDULE
SW
2
MARK
1
SW 1/S100
1/S1002x6YES
2x6 YES
ONE SIDE @ 4" O.C.@ 12" O.C.
ONE SIDE @ 6" O.C.@ 12" O.C.
EDGES INTERMED.
(SEE FRAMING PLAN FOR SHEAR WALL HOLDOWNS) (SEE
APPROPRIATE SECTIONS FOR BOTTOM PLATE NAILING OR BOLTING)
WALL
STUDS
(1)
SILL PLATE
/BOTTOM
PLATE (2)
ANCHOR
BOLTS
(3)
3x3x.229
PLATE
WASHERS (4)
WALL
BLOCKING TOP PLATE
DETAIL (5)
(6) 7/16" APA
RATED
SHEATHING
NAILING (0.131"ø x
2 1/2" MIN.)
2x6 @
16" O.C.
2x6 @
16" O.C.
1.USE NO. 2 DOUGLAS FIR.
2.USE PRESSURE TREATED WOOD WHEN IN CONTACT WITH CONCRETE.
3.USE A307 STEEL. DO NOT RECESS NUT AND WASHER INTO SILL PLATE. MINIMUM 2 ANCHOR BOLTS PER PIECE. LOCATE
ANCHOR BOLTS 10" FROM EACH END OF PIECE. CONTRACTOR MAY USE SIMPSON TITEN HD ANCHORS OF THE SAME
DIAMETER AND SPACING SPECIFIED. PROVIDE A MINIMUM EMBEDMENT OF 3 1/4" FOR 1/2"ø TITEN HD ANCHORS AND 3 3/4"
FOR 5/8"ø TITEN HD ANCHORS.
4.USE A36 STEEL. DO NOT RECESS INTO SILL PLATE. IF PLATE WASHERS ARE NOT REQUIRED, USE STANDARD WASHERS.
5.
6.
WHERE TOP PLATE IS CUT OR DISCONTINUOUS, STRAP ACROSS BREAK WITH SIMPSON MST37 STRAP.
SHEATHING TO BE PLYWOOD OR OSB. (VERTICAL OR HORIZONTAL ORIENTATION.) PROVIDE BLOCKING AT ALL
UNSUPPORTED PANEL EDGES FOR NAILING, INCLUDING PANEL EDGES ABOVE AND BELOW OPENINGS.
5/8"ø @
4'-0" O.C.
7" EMBED
5/8"ø @
4'-0" O.C.
7" EMBED
2x6 @
PANEL JT.
2x6 @
PANEL JT.
SW
3 1/S1002x6YES ONE SIDE @ 4" O.C.@ 12" O.C.2x6 @
16" O.C.
5/8"ø @
2'-8" O.C.
7" EMBED
2x6 @
PANEL JT.
WOOD COLUMN
SHEAR WALL EDGE
NAILING FULL HEIGHT
OF HOLDOWN COLUMN
SIMPSON STRAP
TIE SEE
SCHEDULE
FASTEN PER
MANUFACTURER
PRESSURE TREATED
SILL PLATE
MI
N
I
M
U
M
EM
B
E
D
.
WOOD COLUMN
SHEAR WALL EDGE
NAILING FULL HEIGHT
OF HOLDOWN COLUMN
SIMPSON HOLDOWN
ANCHOR SEE SCHEDULE
FASTEN PER
MANUFACTURER
F1554 G36 THREADED ROD W/
SIMPSON AT-XP ADHESIVE
PRESSURE TREATED
SILL PLATE
TOP OF CONCRETE
FOOTING
MI
N
I
M
U
M
E
M
B
E
D
.
WOOD COLUMN
SHEAR WALL EDGE
NAILING FULL HEIGHT
OF HOLDOWN COLUMN
SIMPSON HOLDOWN
ANCHOR SEE SCHEDULE
FASTEN PER
MANUFACTURER
F1554 G36 THREADED ROD
W/ SIMPSON AT-XP ADHESIVE
PRESSURE TREATED
SILL PLATE
TOP OF CONCRETE WALL
4'-0" MIN. LAP
FLOOR OR ROOF LINE
JOIST SPACE
16d NAILS @ 4" O.C.
STAGGERED
DOUBLE TOP PLATE
CHORD MEMBER
DATE:
PROJECT:
OTHER:
DRAWN BY:
A
B
C
D
E
F
G
A
B
C
D
E
F
G
1 2 3 4 5 6 7 8 9 10
1 2 3 4 5 6 7 8 9 10
Architecture
Planning
Interior Design
11 12
H
I
11 12
H
I
FOUNDATION PERMIT 7/26/2023
Ithaca . Syracuse . Albany
p 607 273 7600 www.holt.com
7/
2
6
/
2
0
2
3
2
:
3
6
:
5
7
P
M
S100
STRUCTURAL
NOTES
06/30/2023
23041
JP
72
S
1
S
T
E
,
R
E
X
B
U
R
G
,
I
D
A
H
O
8
3
4
4
0
GR
A
N
D
P
E
A
K
S
M
E
D
I
C
A
L
RE
X
B
U
R
G
C
L
I
N
I
C
AD
D
I
T
I
O
N
A
N
D
A
L
T
E
R
A
T
I
O
N
T
O
3/4" = 1'-0"
HOLDDOWN TYPE A
3/4" = 1'-0"
HOLDDOWN TYPE B
3/4" = 1'-0"
HOLDDOWN TYPE C
S100
1LAP SPLICE OF DBL TOP PLATE
REVISION SCHEDULE
NAME DATE
7-26-2023
36" min Frost Depth
A pprov ed for Footing a nd Fou nd a tion only .
N o elec tric a l pla ns prov id ed . P lea se su b mit
elec tric a l pla ns for rev iew . A ll elec tric a l w ork to
c omply w ith 2 0 1 7 N E C .
CONC.
9" MIN.
1'-6" MIN.
6"
M
I
N
.
6"
M
I
N
.
4" MIN.
FILL TO BE
SAME WIDTH
AS FTG.
NO EXCAVATION
BELOW THIS
LINE
PERPENDICULAR TO FOUNDATION
TRENCH
6
PARALLEL TO FOUNDATION
12
SEE NOTES FOR
REINF. AROUND
OPENING
FOOTING
NO PIPE
THRU FTG.
CONC. FILL TO
BE IN PLACE
BEFORE FTG. IS
POURED
IF PIPE OR DUCT INTERFERES
WITH FOOTING AND PIPE OR
DUCT CANNOT BE DROPPED,
CONTACT ENGINEER.
BACK
FILL
PIPE OR
DUCT
2" CLR.
WIDTH
WIDTHMARK
CW1
ON PLAN DENOTES TOP OF WALL (U.O.N.)
TYPE A
REMARKS
CONCRETE WALL SCHEDULE
PLACEMENT TYPE
REINFORCEMENT
VERTICALHORIZONTAL
TYPE
11"A #4 @ 18" O.C.
EACH FACE
#4 @ 18" O.C.
EACH FACE
HORIZ.
REINF.
VERT.
REINF
.
SL
A
B
T
H
I
C
K
N
E
S
S
2nd. POUR
EQ
.
TH
.
TH
.
EQ
.
SL
A
B
T
H
I
C
K
N
E
S
S
1st. POUR
3/4" MIN.
TH
.
TH
.
WITHIN 24 HOURS
AFTER POUR
TOOLED JOINT OR
1/4" MAX. SAW CUT
CONCRETE SLAB ON GRADE DETAILS
TH/4
COMPACTED GRANULAR FILL
TYPICAL CONTROL JOINT (CCJ)
CONCRETE SLAB SCHEDULE
TH
/
4
(
M
I
N
I
M
U
M
)
4"
THICKNESSMARK
CS1
SLAB
TYPICAL CONSTRUCTION JOINT (CCJ)
#4 @ 24" O.C.1"#4 @ 24" O.C.
REMARKS
ON PLAN DENOTES TOP OF SLAB (U.O.N.)
REINFORCEMENT
LONGITUDINAL TRANSVERSE(TH)
PAINT JOINT W/ BOND
BREAKER PRIOR TO SECOND
POURUNDISTURBED OR
COMPACTED SOIL
REINFORCEMENT
(SEE SCHED.)
H/
3
H/
3
H/
3
M I N .
dd/3
L
L/3 L/3
1 6 "
d/3
1" MAX.
d/
6
d/
4
d
2"
M
I
N
.
2"
M
I
N
.
d
d/
3
M
A
X
.
1 1/2" MIN.
BEARING TYP.
d/4
5/8"
MIN.
d/3 MAX.
L/3
H
d
d/
3
d/
6
d/
3
NO
NOTCHING
ALLOWED
AL
L
O
W
E
D
N
O
H
O
L
E
S
O
R
N
O
T
C
H
E
S
NOTCHING OF DOUBLE TOP PLATE
SIZE SCHEDULE
NOTCHING OF ROOF OR FLOOR JOIST
HOLE BORING OF ROOF OR FLOOR JOIST
2x12
2x10
2x8
2x6
2x4
MEMBER
2 3/43 5/8
2 1/43
2 3/8 1 3/4
1 3/81 3/4
7/8
d/4d/3
1 1/8
1 7/8
1 1/2
1 1/8
7/8
5/8
d/6
WOOD STUD
NOTCHING & HOLE
BORING OF EXT. OR
BEARING WALL STUDS
HOLES & NOTCHES IN BEAMS ARE
NOT ALLOWED UNLESS
OTHERWISE APPROVED IN
WRITING BY ENGINEER
2-SIMPSON CS16
STEEL STRAPS (MIN.)
DBL. TOP PLATE
WB1 3-1 3/4x11 7/8 2.0E LVL
MATERIAL
BEAM SCHEDULE
MARK BEAM SIZE REMARKS
ATTACH W/ 2 ROWS OF 16d NAILS
@ 12" O.C. DRIVEN FROM BOTH SIDES
WB2 3-1 3/4x14 2.0E LVL ATTACH W/ 3 ROWS OF 16d NAILS
@ 12" O.C. DRIVEN FROM BOTH SIDES
WC3
WC5
WC4
4-1 3/4"x51/2"
MATERIAL
COLUMN SCHEDULE
MARK
WC1
WC2
COLUMN SIZE
2-2x6
3-2x6
REMARKS
NO. 2
DOUG. FIR
NO. 2
DOUG. FIR
1.55E LSL
4-2x6 NO. 2
DOUG. FIR
5-2x6 NO. 2
DOUG. FIR
REMARKS
DBL. 2x KING STUD
HEADER SIZE
2-2x8
2-1 3/4x9 1/2
WH4
MARK
WH1
WH3
WH2
WOOD HEADER
SEE ARCH. DWGS.
ROUGH OPENING
2x CRIPPLE STUD
RO
U
G
H
O
P
E
N
I
N
G
16d NAILS @ 12"
2x KING STUD
10d NAILS @ 3"
WOOD HEADER SCHEDULE
MATERIAL
2.0E LVL 2-2x6
CRIPPLE
STUD
1-2x6
3-1 3/4x9 1/2 2.0E LVL 4-2x6
3-1 3/4x16 2.0E LVL 4-2x6
ATTACH W/ 2 ROWS OF 16d NAILS
@ 12" O.C. DRIVEN FROM ONE SIDE
ATTACH W/ 2 ROWS OF 16d NAILS
@ 12" O.C. DRIVEN FROM BOTH SIDES
ATTACH W/ 3 ROWS OF 16d NAILS
@ 12" O.C. DRIVEN FROM BOTH SIDES
NO. 2
DOUG. FIR
@ OPENING
GREATER
THAN 6'-0"
ROOF SHEATHING
PRE-ENGINEERED TRUSS
TRUSS BLOCKING @ 2'-0" O.C.
TRUSS BLOCKING TO TRANSFER 300 LBS LATERAL FORCE
FROM TOP TO BOTTOM
SIMPSON A35 @ EACH
TRUSS BLOCK
SIMPSON H2.5A @ EACH
TRUSS BEARING
BOUNDARY NAILING
DESIGNER:DRAFTER:
505 LINDSAY BOULEVARD
IDAHO FALLS, IDAHO 83402
PHONE: (208) 523−6918 / FAX: (208) 523−6922
PROJECT NUMBER:
&STRUCTURAL
ENGINEERSSG
E−MAIL: gs@gsengineers.net COPYRIGHT 2023
CHECKER:JP MA XXX
23059
16" O.C.
SPACING
JOIST SCHEDULE
WJ1
MARK JOIST SIZE REMARKSMATERIAL
2x8 NO. 2
DOUG. FIR
S101
1ALLOWABLE TRENCHING &
UTILITY PLACEMENT DETAIL S101
2ALLOWABLE PENETRATION IN
LIGHT FRAMED 2x LUMBER
S101
3TRUSS BLOCKING
DATE:
PROJECT:
OTHER:
DRAWN BY:
A
B
C
D
E
F
G
A
B
C
D
E
F
G
1 2 3 4 5 6 7 8 9 10
1 2 3 4 5 6 7 8 9 10
Architecture
Planning
Interior Design
11 12
H
I
11 12
H
I
FOUNDATION PERMIT 7/26/2023
Ithaca . Syracuse . Albany
p 607 273 7600 www.holt.com
7/
2
6
/
2
0
2
3
2
:
3
6
:
5
8
P
M
S101
SCHEDULES &
TYPICAL
DETAILS
06/30/2023
23041
JP
72
S
1
S
T
E
,
R
E
X
B
U
R
G
,
I
D
A
H
O
8
3
4
4
0
GR
A
N
D
P
E
A
K
S
M
E
D
I
C
A
L
RE
X
B
U
R
G
C
L
I
N
I
C
AD
D
I
T
I
O
N
A
N
D
A
L
T
E
R
A
T
I
O
N
T
O
REVISION SCHEDULE
NAME DATE
7-26-2023
R eb a r: 8 ' W a ll-H oriz onta l
& V ertic a l 2 4 " O .C . w ith 2
in T op 1 2 "
R eb a r: 4 ' W a ll-H oriz onta l
& V ertic a l 2 4 " O .C . w ith 1
in T op 6"
3-#4 CONT.
LONGITUDINAL
CONCRETE FOOTING SCHEDULE
CF3
CF2
MARK
CONT.
3'-4"12"
12"
3'-4"
2'-0"
LENGTHDEPTHWIDTH
5-#45-#4
-
TRANSVERSE
REINFORCEMENT
ON PLAN DENOTES TOP OF FOOTING (U.O.N.)
3-#4 CONT.CF1 CONT.12"2'-0"#4 @ 24" O.C. DOWELED INTO
EXISTING FOUNDATION
CF4 9'-0"12"3'-6"13-#46-#4
GENERAL NOTES:
1.For marked description items on Plan see legend on sheet S100.
2.See Architectural Drawings for dimensions not shown.
3.See First Floor Wall Framing Plan for embeds @ top of concrete
walls or piers.
4.All horizontal rebar in walls and footings to be drilled and
epoxied into existing foundation. Use Simpson AT anchoring
system w/ 4 1/4" minimum embedment or equivalent.
5. Provide 1-#4x4'-0" diagonal rebar in concrete slab centered
on corner.
D'
5'4'3'
1 2 3 4 5
E
C
D
97'-0"CF2
CW1 100'-0"
97'-0"CF2
CW1 99'-4"
ST
E
P
T
.
O
.
W
.
ST
E
P
T
.
O
.
W
.
ST
E
P
T
.
O
.
W
.
ST
E
P
T
.
O
.
W
.
STEP T.O.W.
STEP T.O.W.
97'-0"CF2
CW1 99'-4"
CW1
97'-0"CF2
100'-0"
97'-0"CF2
CW1
97'-0"CF2
CW1
CW1
97'-0"CF2
97'-0"CF2
CW1
CW1
97'-0"CF2 97'-0"CF2
CW1
97'-0"CF2
CW1
97'-0"CF2
CW1
97'-0"CF2
CW1
97'-0"CF2
CW1
100'-0"
100'-0"
100'-0"
100'-0"100'-0"
100'-0"
99'-4"
100'-0"
100'-0"
97'-0"CF2
CW1 100'-0"
97'-0"CF2
CW1 100'-0"
100'-0"CF2100'-0"CF3100'-0"CF4100'-0"CF3100'-0"CF3100'-0"CF397'-0"CF3100'-0"CF34
S300
______________________4
S300
______________________7
S300
______________________5
S300
______________________7
S300
______________________7
S300
______________________
7
S300
______________________
1
S300
______________________2
S300
______________________
2
S300
______________________
2
S300
______________________
3
S300
______________________3
S300
______________________
1
S300
______________________
1
S300
______________________
1
S300
______________________
1
S300
______________________
1
S300
______________________
1
S300
______________________
1
S300
______________________
100'-0"CS1
6
S300
______________________
7
S300
______________________
7
S300
______________________
100'-0"
100'-0"CF1
SEE GEN.
NOTE #4
SEE GEN.
NOTE #4
8 1/4"
8 1/4"
SEE GEN.
NOTE #5
19'-11 5/8"29'-6 7/8"11'-1 3/8"15'-2 3/8"
SEE GEN.
NOTE #5
CCJ-TYPICAL
CC
J
-
TY
P
I
C
A
L
6'-8 3/4"6'-9 7/8"
F
A
B
6
6'-7 3/4"6'-6 3/4"63'-4"19'-11 11/16"2'-2 1/16"
98'-8 1/4"
97'-0"CF1
8
1
/
4
"
8
1
/
4
"
8 1/4"
8
1
/
4
"
DESIGNER:DRAFTER:
505 LINDSAY BOULEVARD
IDAHO FALLS, IDAHO 83402
PHONE: (208) 523−6918 / FAX: (208) 523−6922
PROJECT NUMBER:
&STRUCTURAL
ENGINEERSSG
E−MAIL: gs@gsengineers.net COPYRIGHT 2023
CHECKER:JP MA XXX
23059
N
PLAN
NORTH
1/4" = 1'-0"
FOUNDATION PLAN
DATE:
PROJECT:
OTHER:
DRAWN BY:
A
B
C
D
E
F
G
A
B
C
D
E
F
G
1 2 3 4 5 6 7 8 9 10
1 2 3 4 5 6 7 8 9 10
Architecture
Planning
Interior Design
11 12
H
I
11 12
H
I
FOUNDATION PERMIT 7/26/2023
Ithaca . Syracuse . Albany
p 607 273 7600 www.holt.com
7/
2
6
/
2
0
2
3
2
:
3
6
:
5
9
P
M
S200
FOUNDATION
PLAN
06/30/2023
23041
JP
72
S
1
S
T
E
,
R
E
X
B
U
R
G
,
I
D
A
H
O
8
3
4
4
0
GR
A
N
D
P
E
A
K
S
M
E
D
I
C
A
L
RE
X
B
U
R
G
C
L
I
N
I
C
AD
D
I
T
I
O
N
A
N
D
A
L
T
E
R
A
T
I
O
N
T
O
REVISION SCHEDULE
NAME DATE
7-26-2023
D'
5'4'3'
1 2 3 4 5
E
C
D
SW
1
SW 2
SW
2
SW2
SW
2
SW2
.
.
.
WH1
WH1
WH1
WH1
WH1
WH1 WH1 WH1 WH1 WH1 WH1
WH2
WH2
WH2
WH2
WH2
.
.
.WC3HD1HD1HD1HD1HD1HD1HD1HD1HD1HD1WC4ABOVE HEADERWC3WC3WC3SW
1 SW
1WC3WC3WH1HD2HD2HD2HD2HD2HD2WC2WC3SW
1
SW
1
SW
1
WH1
WH4WC5ABOVE HEADERWC1WC1WC1WC1WC4WC3ABOVE HEADERHD3HD3SEE GEN NOTE #4
SW3 @ EXISTING CMU WALLHD3HD3HD3HD3MASONRY COLUMNS
TO REMAIN TYP.
WH3
SEE GEN.
NOTE #5
SEE GEN.
NOTE #5
WH2 WH2
SEE GEN.
NOTE #6
F
A
B
6
DESIGNER:DRAFTER:
505 LINDSAY BOULEVARD
IDAHO FALLS, IDAHO 83402
PHONE: (208) 523−6918 / FAX: (208) 523−6922
PROJECT NUMBER:
&STRUCTURAL
ENGINEERSSG
E−MAIL: gs@gsengineers.net COPYRIGHT 2023
CHECKER:JP MA XXX
23059
GENERAL NOTES:
1.For marked description items on Plan see legend on sheet S100.
2.See Architectural Drawings for dimensions not shown.
3.All Penetrations of LVL Wood Beams shall be as per Manufacturer's
Recommendations & Details.
4. Replace removed CMU wall with shear wall SW2. Anchor pressure
treated plates to existing foundation and existing Masonry Columns
full height.
5. Saw cut new opening into existing CMU wall. See section 7/S301 for
required lintel reinforcement.
6. Saw cut new opening into existing CMU wall. See section 8/S301 for
required lintel reinforcement.
DATE:
PROJECT:
OTHER:
DRAWN BY:
A
B
C
D
E
F
G
A
B
C
D
E
F
G
1 2 3 4 5 6 7 8 9 10
1 2 3 4 5 6 7 8 9 10
Architecture
Planning
Interior Design
11 12
H
I
11 12
H
I
FOUNDATION PERMIT 7/26/2023
Ithaca . Syracuse . Albany
p 607 273 7600 www.holt.com
7/
2
6
/
2
0
2
3
2
:
3
6
:
5
9
P
M
S201
WALL FRAMING
PLAN
06/30/2023
23041
JP
72
S
1
S
T
E
,
R
E
X
B
U
R
G
,
I
D
A
H
O
8
3
4
4
0
GR
A
N
D
P
E
A
K
S
M
E
D
I
C
A
L
RE
X
B
U
R
G
C
L
I
N
I
C
AD
D
I
T
I
O
N
A
N
D
A
L
T
E
R
A
T
I
O
N
T
O
N
PLAN
NORTH
1/4" = 1'-0"
FIRST FLOOR WALL FRAMING PLAN
REVISION SCHEDULE
NAME DATE
7-26-2023
DESIGNER:DRAFTER:
505 LINDSAY BOULEVARD
IDAHO FALLS, IDAHO 83402
PHONE: (208) 523−6918 / FAX: (208) 523−6922
PROJECT NUMBER:
&STRUCTURAL
ENGINEERSSG
E−MAIL: gs@gsengineers.net COPYRIGHT 2023
CHECKER:JP MA XXX
23059
D'
5'4'3'
1 2 3 4 5
E
C
D
12
S300
______________________12
S300
______________________12
S300
______________________
8
S300
______________________8
S300
______________________
9
S300
______________________
8
S300
______________________
9
S300
______________________
9
S300
______________________
9
S300
______________________
8
S300
______________________
8
S300
______________________
11
S300
______________________10
S300
______________________11
S300
______________________10
S300
______________________11
S300
______________________
WB2 WB2WB2
WB1
1
S301
______________________13
S300
______________________
24
"
P
R
E
-EN
G
I
N
E
E
R
E
D
WO
O
D
T
R
U
S
S
@
2
4
"
O
.
C
.
24
"
P
R
E
-EN
G
I
N
E
E
R
E
D
WO
O
D
T
R
U
S
S
@
2
4
"
O
.
C
.
GIRDER TRUSS
GIRDER TRUSS
24
"
P
R
E
-EN
G
I
N
E
E
R
E
D
W
O
O
D
T
R
U
S
S
@
2
4
"
O
.
C
.
GIRDER TRUSSGIRDER TRUSS
GIRDER TRUSS
1
S301
______________________
SIM.SIM.1
S301
______________________
SIM.
EX
I
S
T
I
N
G
G
L
U
L
A
M
A
R
C
H
.
EX
I
S
T
I
N
G
G
L
U
L
A
M
A
R
C
H
.
EX
I
S
T
I
N
G
G
L
U
L
A
M
A
R
C
H
.
EX
I
S
T
I
N
G
G
L
U
L
A
M
A
R
C
H
.
14
S300
______________________
1
S301
______________________
14
S300
______________________
1
S301
______________________2
S301
______________________
3
S301
______________________
4
S301
______________________
5
S301
______________________
6
S301
______________________
SEE GEN.
NOTE #4
EXISTING MASONRY
PARAPETS TO REMAIN
WJ1
F
A
B
6
GIRDER TRUSS
GENERAL NOTES:
1.For marked description items on Plan see legend on sheet S100.
2.See Architectural Drawings for dimensions and roof slopes not
shown.
3.All Penetrations of LVL Wood Beams shall be as per Manufacturer's
Recommendations & Details.
4.Field verify bearing condition of new beam @ existing wall. With
CMU wall anchor new beam to existing CMU wall with Simposn HUC68
hanger with 14-1/4"øx2 3/4" Simpson Titen Turbo screws (Model
TNT25234H) and 6-0.162x3 1/3" nails into beam.
DATE:
PROJECT:
OTHER:
DRAWN BY:
A
B
C
D
E
F
G
A
B
C
D
E
F
G
1 2 3 4 5 6 7 8 9 10
1 2 3 4 5 6 7 8 9 10
Architecture
Planning
Interior Design
11 12
H
I
11 12
H
I
FOUNDATION PERMIT 7/26/2023
Ithaca . Syracuse . Albany
p 607 273 7600 www.holt.com
7/
2
6
/
2
0
2
3
2
:
3
6
:
5
9
P
M
S202
ROOF FRAMING
PLAN
06/30/2023
23041
Author
72
S
1
S
T
E
,
R
E
X
B
U
R
G
,
I
D
A
H
O
8
3
4
4
0
GR
A
N
D
P
E
A
K
S
M
E
D
I
C
A
L
RE
X
B
U
R
G
C
L
I
N
I
C
AD
D
I
T
I
O
N
A
N
D
A
L
T
E
R
A
T
I
O
N
T
O
N
PLAN
NORTH
1/4" = 1'-0"
ROOF FRAMING PLAN
REVISION SCHEDULE
NAME DATE
7-26-2023
PRESSURE
TREATED SILL PLATE
WALL SHEATHING
ARCH. VENEER
GRADE
REINFORCED
FOOTING
WOOD STUD WALL
ANCHOR BOLT W/
3x3x1/4" PLATE WASHER
11" REINFORCED
CONCRETE WALL
CONCRETE SLAB
ON GRADE
3"
C
L
R
.
FOUNDATION
INSULATION
SEE ARCH.
4"
4"
2'-0"
2'
-0"
11" REINFORCED
CONCRETE WALL
REINFORCED
FOOTING
GRADE
#4x CONT.
@ OPENING
CONCRETE SLAB
ON GRADE
#4x
@ 24" O.C.
3"
C
L
R
.
FOUNDATION
INSULATION
SEE ARCH.
3"
C
L
R
.
CONCRETE SLAB
ON GRADE
PRESSURE
TREATED SILL PLATE
REINFORCED
FOOTING
WOOD STUD WALL
WALL SHEATHING
FT
G
.
DE
P
T
H
FTG. WIDTH
5/8"øx6" SIMPSON TITEN HD
ANCHOR BOLT W/
3x3x1/4" PLATE WASHER
CONCRETE SLAB
ON GRADE
PRESSURE
TREATED SILL PLATE
REINFORCED
FOOTING
WOOD STUD WALL
WALL SHEATHING
3"
C
L
R
.
FTG. WIDTH
EXISTING
MASONRY WALL
#4x2'-0" REBAR
DOWEL @ 24" O.C.
W/ 4" EMBED.
EXISTING
CONCRETE WALL
5/8"øx6" SIMPSON TITEN HD
ANCHOR BOLT W/
3x3x1/4" PLATE WASHER
EXISTING SLAB
DESIGNER:DRAFTER:
505 LINDSAY BOULEVARD
IDAHO FALLS, IDAHO 83402
PHONE: (208) 523−6918 / FAX: (208) 523−6922
PROJECT NUMBER:
&STRUCTURAL
ENGINEERSSG
E−MAIL: gs@gsengineers.net COPYRIGHT 2023
CHECKER:JP MA XXX
23059
DBL. TOP PLATE
WALL SHEATHING
CONTINUOUS
ACROSS JOINT
ROOF SHEATHING
BOUNDARY NAILING
WOOD STUD WALL
PRE-ENGINEERED
WOOD TRUSS
4-16d NAILS
2x4 DIAGONAL @ 4'-0" O.C.
45 DEGREE MAX ANGLE
2x6 BLOCKING @ 24" O.C.
2x8 BOTTOM PLATE
FOR GYPSUM CEILING
2x6 BLOCKING
@ EACH BRACE
DBL. TOP PLATE
2x6 BLOCKING
@ 24" O.C.
WALL SHEATHING
PER SW1
4-16d NAILS
2x6 @ 16" O.C.
WOOD STUD
PARAPET FRAMING
2x6 LEDGER W/ 2-16d
(BOX OR SINKER)
NAILS INTO 2x6
BLOCKING AND
2-0.22∅x4" SIMPSON
SDWS SCREWS INTO
EACH STUD
2x6 BLOCKING
WALL SHEATHING
EDGE NAILING
INTO 2x6 BLOCKING
DBL. TOP PLATE
WALL SHEATHING
CONTINUOUS
ACROSS JOINT
ROOF SHEATHING
BOUNDARY NAILING
WOOD STUD WALL
PRE-ENGINEERED
WOOD TRUSS
SIMPSON H2.5A
TRIPLE TOP PLATE
WALL SHEATHING
PER SW1
2x6 BLOCKING
2x8 BLOCKING
2x4 BLOCKING
EDGE NAILING
VERTICAL 2x6
@ EACH TRUSS
FOR PARAPET
PRE-ENGINEERED
WOOD TRUSS
PRE-ENGINEERED WOOD
TRUSS BLOCKING
BETWEEN EACH TRUSS
SEE SECTION 4/S101
BOUNDARY NAILING
ROOF SHEATHING
WALL SHEATHING
WOOD STUD WALL
DBL. TOP PLATE
LAP WOOD TRUSS AND
CONNECT TOGETHER PER
TRUSS MANUFACTURE
SIMPSON A35
@ EACH TRUSS PRE-ENGINEERED
WOOD TRUSS
GRIDER TRUSS PER
TRUSS MANUFACTURE
BOUNDARY NAILING
ROOF SHEATHING
HANGER PER TRUSS
MANUFACTURE
PRE-ENGINEERED
WOOD TRUSS
GRIDER TRUSS PER
TRUSS MANUFACTURE
BOUNDARY NAILING
ROOF SHEATHING
HANGER PER TRUSS
MANUFACTURE
CONCRETE SLAB
ON GRADE
REINFORCED
FOOTING
EXISTING MASONRY WALL
EXISTING
CONCRETE WALL 3"
C
L
R
.
FTG. WIDTH
EXISTING SLAB
#4x 2'-0" REBAR DOWEL
@ 24" O.C. W/ 4" EMBED
CONCRETE SLAB
ON GRADE
REINFORCED
FOOTING
3"
C
L
R
.
FTG. WIDTH
EXISTING SLAB
EXISTING
CONCRETE WALL
#4x 2'-0" REBAR DOWEL
@ 24" O.C. W/ 4" EMBED
SIMPSON HU68
WOOD STUD WALL
0.22"øx6" SIMPSON SDWS
@ 8" O.C. STAGGERED
EXISTING 1x
ROOF SHEATHING
EXISTING 2x10 @ 16" O.C.
EXISTING 1x
FURRING STRIPS
EXISTING WOOD PLATE
ABOVE CMU WALL TO REMAIN
2x6 CONT. FURRING AS REQUIRED
TO FLUSH W/ END OF GLULAM
NAIL TO WOOD BEAM W/ 16d NAILS
@ 6" O.C. STAGGERED
SIMPSON MSTC40 ACROSS GLULAM
WOOD BEAM
WALL SHEATHING PER
0.22"øx6" SIMPSON
SDWS @ 16" O.C.
EXISTING 8 3/4"x28"
GLULAM ARCH BEYOND SIMPSON MSTC40 ACROSS GLULAM
15
S300
______________________
2x6 @ 16" O.C. FUR DOWN
W/ DBL. BOTTOM PLATE
@ BOTTOM OF GLULAM
SIMPSON HU68
WOOD STUD WALL
0.22"øx6" SIMPSON SDWS
@ 8" O.C. STAGGERED
EXISTING 1x
ROOF SHEATHING
EXISTING 2x10 @ 16" O.C.
EXISTING 1x
FURRING STRIPS
EXISTING WOOD PLATE
ABOVE CMU WALL TO REMAIN
2x6 CONT. FURRING AS REQUIRED
TO FLUSH W/ END OF GLULAM
NAIL TO WOOD BEAM W/ 16d NAILS
@ 6" O.C. STAGGERED
SIMPSON MSTC40 ACROSS GLULAM
WOOD BEAM
WALL SHEATHING
0.22"øx6" SIMPSON
SDWS @ 16" O.C.
EXISTING 8 3/4"x28"
GLULAM ARCH BEYOND SIMPSON MSTC40 ACROSS GLULAM
15
S300
______________________
SIMPSON HU68
EXISTING 1x
ROOF SHEATHING
EXISTING 1x
FURRING STRIPS
EXISTING WOOD
PLATE ABOVE CMU
WALL TO REMAIN
EXISTING 8 3/4"x28"
GLULAM BEAM BEYOND
2x6 @ 16" O.C. FUR DOWN
W/ DBL. BOTTOM PLATE
SIMPSON MSTC40 STRAP
2x6 x CONT. FURINGWOOD BEAM
EXISTING CMU COLUMN
SIMPSON MSTC40 STRAP
WALL SHEATHING
WOOD STUD WALL
DBL. 2x6 BLOCKING
OPENING
CONCRETE SLAB
ON GRADE
PRESSURE
TREATED SILL PLATE
REINFORCED
FOOTING
WOOD STUD WALL
WALL SHEATHING
3"
C
L
R
.
FTG. WIDTH
EXISTING
CONCRETE WALL #4x2'-0" REBAR
DOWEL @ 24" O.C.
W/ 4" EMBED.
PRESSURE
TREATED SILL PLATE
5/8"øx6" SIMPSON TITEN HD
ANCHOR BOLT W/
3x3x1/4" PLATE WASHER
EXISTING SLAB
3/4" = 1'-0"S300
SECTION 1
3/4" = 1'-0"S300
SECTION 2
3/4" = 1'-0"S300
SECTION 3
3/4" = 1'-0"S300
SECTION 4
DATE:
PROJECT:
OTHER:
DRAWN BY:
A
B
C
D
E
F
G
A
B
C
D
E
F
G
1 2 3 4 5 6 7 8 9 10
1 2 3 4 5 6 7 8 9 10
Architecture
Planning
Interior Design
11 12
H
I
11 12
H
I
FOUNDATION PERMIT 7/26/2023
Ithaca . Syracuse . Albany
p 607 273 7600 www.holt.com
7/
2
6
/
2
0
2
3
2
:
3
7
:
0
1
P
M
S300
STRUCTURAL
SECTIONS
06/30/2023
23041
JP
72
S
1
S
T
E
,
R
E
X
B
U
R
G
,
I
D
A
H
O
8
3
4
4
0
GR
A
N
D
P
E
A
K
S
M
E
D
I
C
A
L
RE
X
B
U
R
G
C
L
I
N
I
C
AD
D
I
T
I
O
N
A
N
D
A
L
T
E
R
A
T
I
O
N
T
O
3/4" = 1'-0"S300
SECTION 8
3/4" = 1'-0"S300
SECTION 9
3/4" = 1'-0"S300
SECTION 10
3/4" = 1'-0"S300
SECTION 11
3/4" = 1'-0"S300
SECTION 12
3/4" = 1'-0"S300
SECTION 6
3/4" = 1'-0"S300
SECTION 7
3/4" = 1'-0"S300
SECTION 13
3/4" = 1'-0"S300
SECTION 14
3/4" = 1'-0"S300
SECTION 15
3/4" = 1'-0"S300
SECTION 5
REVISION SCHEDULE
NAME DATE
7-26-2023
36" min
DESIGNER:DRAFTER:
505 LINDSAY BOULEVARD
IDAHO FALLS, IDAHO 83402
PHONE: (208) 523−6918 / FAX: (208) 523−6922
PROJECT NUMBER:
&STRUCTURAL
ENGINEERSSG
E−MAIL: gs@gsengineers.net COPYRIGHT 2023
CHECKER:JP MA XXX
23059
EXISTING STRUCTURE -
REFERENCED SECTIONS
13/S300 FOR REINFORCEMENT
PRE-ENGINEERED WOOD TRUSS
BLOCKING BETWEEN EACH TRUSS
SEE SECTION 4/S101
ROOF OVERBUILD
SEE ARCH.
WOOD BEAM
PRE-ENGINEERED
WOOD TRUSS
WALL SHEATHING
DBL. TOP PLATE
ROOF SHEATHING
SIMPSON H2.5A
PRE-ENGINEERED
WOOD TRUSS
WALL SHEATHING
WOOD STUD WALL
DBL. TOP PLATE
ROOF SHEATHING
EXISTING STRUCTURE -
REFERENCED SECTIONS
14/S300 FOR REINFORCEMENT
SIMPSON H2.5A
PRE-ENGINEERED WOOD TRUSS
BLOCKING BETWEEN EACH TRUSS
SEE SECTION 4/S101
ROOF OVERBUILD
SEE ARCH.
PRE-ENGINEERED
WOOD TRUSS
WALL SHEATHING
DBL. TOP PLATE
ROOF SHEATHING
SIMPSON H2.5A
PRE-ENGINEERED WOOD TRUSS
BLOCKING BETWEEN EACH TRUSS
SEE SECTION 4/S101
ROOF OVERBUILD
SEE ARCH.
ROOF SHEATHING
WOOD JOIST
WOOD BEAM
WOOD JOIST
ROOF SHEATHINGEXISTING ROOF STRUCTURE
ELEVATION VARIES
EXISTING MASONRY WALL
SIMPSON LUS
15 lb TAR PAPER
BETWEEN WALL
AND LEDGER
2x8 LEDGER W/
1/2"øx5" SIMPSON
TITEN HD @ 16" O.C.
WOOD JOIST
ROOF SHEATHING
EXISTING MASONRY WALL
15 lb TAR PAPER
BETWEEN WALL
AND LEDGER
2x8 LEDGER W/
1/2"øx5" SIMPSON
TITEN HD @ 16" O.C.
WOOD JOIST
ROOF SHEATHING
WALL SHEATHING
SIMPSON LUS
WOOD STUD WALL
2x8 LEDGER W/ 2-16d (BOX OR
SINKER) NAILS INTO 2x6 BLOCKING
AND 2-0.22"øx4" SIMPSON SDWS
SCREWS INTO EACH STUD.
DBL. TOP PLATE WALL SHEATHING
PER SW1
2x6 BLOCKING
EDGE NAILING
2-L6x4x5/16 LLVMASONRY WALL
1/2"ø BOLTS
4"
2"
L6x4x5/16 LLV
MASONRY WALL
1/2"ø BOLTS
EQ EQ EQ
4"
2"
INSERT ANGLES INTO SAW CUT
AND SHIM OR GROUT TIGHT
9
S301
______________________
4" BEARING
2-L6x4x5/16 LLV
L6x4x5/16x0'-8" LLV
W/ 3/4"x6" SIMPSON
TITEN HD ANCHOR
INTO GROUTED CMU
1/2"ø BOLTS
9
S301
______________________
2'-0"2'-0"
Note:
1) Field verify existing ceiling attachment and top of saw cut opening.
2) Field verify grout filled CMU at Simpson HD anchors.
MASONRY WALL
2"
4"
1/4
110'-8" V.I.F.
5'-8" (V.I.F.)
DATE:
PROJECT:
OTHER:
DRAWN BY:
A
B
C
D
E
F
G
A
B
C
D
E
F
G
1 2 3 4 5 6 7 8 9 10
1 2 3 4 5 6 7 8 9 10
Architecture
Planning
Interior Design
11 12
H
I
11 12
H
I
FOUNDATION PERMIT 7/26/2023
Ithaca . Syracuse . Albany
p 607 273 7600 www.holt.com
7/
2
6
/
2
0
2
3
2
:
3
7
:
0
1
P
M
S301
STRUCTURAL
SECTIONS
06/30/2023
23041
JP
72
S
1
S
T
E
,
R
E
X
B
U
R
G
,
I
D
A
H
O
8
3
4
4
0
GR
A
N
D
P
E
A
K
S
M
E
D
I
C
A
L
RE
X
B
U
R
G
C
L
I
N
I
C
AD
D
I
T
I
O
N
A
N
D
A
L
T
E
R
A
T
I
O
N
T
O
3/4" = 1'-0"S301
SECTION 2
3/4" = 1'-0"S301
SECTION 1
3/4" = 1'-0"S301
SECTION 3
3/4" = 1'-0"S301
SECTION 4
3/4" = 1'-0"S301
SECTION 5
3/4" = 1'-0"S301
SECTION 6
3/4" = 1'-0"S301
SECTION 9
3/4" = 1'-0"S301
SECTION 7
3/4" = 1'-0"S301
SECTION 8
REVISION SCHEDULE
NAME DATE
7-26-2023