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GENERAL NOTES
29
9
6
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A
AMS
JUNE 26, 2024
PSE R24.004
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PSF25
WIND SPEED:
WIND EXPOSURE:
ROOF SNOW LOAD:
DRAWN BY:
ALL VARIATIONS FROM DIMENSIONS
AND CONDITIONS SHOWN ON THE
DRAWINGS SHALL BE REPORTED TO
THE DESIGNER FOR RESOLUTION
WITH THE ENGINEER PRIOR TO
PROCEEDING WITH WORK; FAILURE
TO COMPLY BY THE CONTRACTOR
SHALL BE THEIR SOLE
RESPONSIBILITY FOR ANY COSTS
NECESSARY FOR REMEDIAL WORK.
REUSE OF DOCUMENTS
UNAUTHORIZED ALTERATION OF ANY
OF THE INFORMATION ON THIS
DOCUMENT WILL INVALIDATE THE
DOCUMENT, ENGINEER'S SEAL AND
SIGNATURE. THE DESIGNS AND IDEAS
INCORPORATED HEREIN, AS A TOOL
OF PROFESSIONAL SERVICE, IS THE
PROPERTY OF PHILLIPS STRUCTURAL
ENGINEERING, PLLC AND IS NOT TO
BE USED IN PART OR IN WHOLE BY
ANY PARTY FOR ANY OTHER
PROJECT WITHOUT WRITTEN
AUTHORIZATION FROM PHILLIPS
STRUCTURAL ENGINEERING, PLLC.
SHEET NO:
ORIGINAL
DRAWING DATE:
PSE NUMBER:
SCALE:
RE
V
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S
PO Box 108, Milton, WA 98354
Phone: (253) 344-1666
www.PhillipsSE.com
PHILLIPS STRUCTURAL ENGINEERING
PHILLIPS STRUCTURAL ENGINEERING
PH
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DESIGNER:20
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110 MPH
N.T.S. (U.N.O.)
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110 MPH
B
1.51
0.50
6.5
D
15
40
12
25
1. Grant of License: Phillips Structural Engineering, PLLC grants the Licensee a nonexclusive Right of Use for the
purpose of constructing a single structure (use) from this engineering package. Future uses of this drawing set are
permitted when accompanied by an originally stamped "Site Specific Re-Use Letter" for each additional site and
payment has been made to Phillips Structural Engineering, PLLC.
3. Copy and Transfer Restrictions: Unauthorized copying of the Engineering documents is strictly forbidden. The
Engineering is permitted to be used by the Licensee only, and may not be transferred to a 3rd party without prior
written consent of Phillips Structural Engineering, PLLC.
2. Ownership of Engineering Calculations and Drawings: Phillips Structural Engineering, PLLC shall retain "Title 17
USC Rights and Ownership" of the Copyright Law of The United States of America of these Engineering
Documents and all subsequent copies of the engineering. The Licensee is not permitted unlimited reuse of these
documents without prior consent.
LICENSE OF ENGINEERING DOCUMENTS:
PLAN VERACITY: Every attempt has been made to insure the accuracy of these engineered documents, site
conditions, product availability, etc. All information listed above must be verified prior to construction and
fabrication. Any changes, conflicting information or deficiencies on or to the plan must be transmitted to Phillips
Structural Engineering, PLLC for written approval.
SYMBOL & ABBREVIATIONS LEGEND:
1.00
RUEPPELL
39394
P H I
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STODD
ISHAW
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E N G I N EER
REENIGNEANOISSE
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8/202024
1500
MANDATORY NOTES
HOLDOWN AND STRAP TABLE
A.
B.
C.
D.
E.
F.
G.
H.
MANDATORY NOTES
SHEAR WALL (SW) AND ANCHORAGE SCHEDULE (HEM-FIR) (O)
B.
C.
D.
E.
F.
G.
H.
I.
J.
K.
L.
M.
A.
N.
O.
SOIL INFORMATION:
In the absence of a soils report (prepared by a Licensed Geotechnical Engineer) an Allowable
Soil Bearing Pressure (ASBP) of psf has been assumed for design. It is the contractor's
responsibility to verify that all footings bear on firm/unyielding, undisturbed earth or compacted
"Structural Fill" that meets or exceeds the assumed allowable soil bearing pressure. Soils under
footings and slabs to be a minimum of 95% compacted per the Modified Proctor Density Test
(ASTM D1557). All construction on fill shall be reviewed by a licensed Geotechnical Engineer.
FOUNDATIONS:
Bottom of exterior footings shall be a minimum of 18" below finished grade for frost protection
U.N.O. bearing on undisturbed native soils. Backfill with dry, free draining soils. Backfill next to
any retaining walls with a minimum of 12" gravel or free draining soil per typical detailing.
Appropriate drainage shall be provided adjacent to the base of exterior foundations draining to
daylight per Soils Engineer requirements.
GENERAL NOTES:
The Structure has been designed to resist code-required vertical and lateral forces after the
construction of all structural elements have been completed. Stability of the structural elements
prior to completion is the sole responsibility of the General Contractor. Builder is to verify all
dimensions prior to starting work. All changes to structure must be reviewed and approved by
Phillips Structural Engineering, PLLC (PSE). All materials, methods, and workmanship shall be in
accordance with the International Building Code (IBC) 2021 Edition. The Builder is responsible
for using safe work practices and conforming to all safety ordinances.
Any construction observation performed by the Structural Engineer is for general conformance
with design aspects per IBC 1704.6 and is not intended in any way to review the General
Contractor's construction procedures. Structural observation does not waive the responsibility for
special inspections per Section 1705.
REINFORCING STEEL:
All reinforcing steel to be GRADE 60 PER ASTM A-615. Reinforcement lap splices shall be the
greater of 32 bar diameters or 18". Lap horizontal steel at all corners/intersections in footings and
walls with continuous corner bars. Footing reinforcement shall run continuous thru pad/expanded
footings.
Minimum concrete cover over reinforcing steel shall be provided as noted or as follows:
·INTERIOR FACES OF SLAB AND WALL BARS = 112 "
·EXPOSED TO WEATHER OR EARTH = 112" AT #5 AND SMALLER AND 2" AT #6 & LARGER.
·CONCRETE CAST DIRECTLY AGAINST SOIL = 3"
CONCRETE:
All concrete materials and placement shall conform to the current ACI 318 code. Concrete shall
be made with Portland Cement ASTM C-150 Type II or Type I and shall be Ready-Mixed per
ASTM C-94. Minimum compressive strength shall be 3000 PSI* at 28 days with a minimum
water/cement ratio of 0.45. All concrete shall be air entrained 5 ±1%. Max aggregate size = 7 8".
*Special Inspection not required for concrete compressive strength. 3000 PSI compressive
strength has been specified for weathering protection. Structural design of concrete has been
based on 2500 PSI compressive strength.
12d COMMON 314"
3"N/A
10d COMMON 212"
212"0.1318d COMMON
MINIMUM LENGTH
(INCHES)
DIAMETER
(INCHES)COMMON WIRE NAIL
0.148
0.131
0.148
STANDARDS:
All methods, materials and workmanship shall conform to the 2021 International Building Code
(IBC) as amended and adopted by the local Building Official or applicable jurisdiction.
WOOD FRAMING AND CARPENTRY:
General Requirements: Provide minimum nailing per 2021 IBC table 2304.10.2 or as indicated on the
drawings. Do not notch or drill structural members, except as permitted by the Engineer.
Framing Connectors: Only ICC / IAPMO approved connectors shall be used in framing applications
as manufactured by Simpson Strong-Tie or equivalent. Provide maximum size and quantity of
fasteners shown in the manufacturer's catalog U.N.O.
Fasteners:
Bolts shall be per ASTM A-307 with standard cut washers or malleable iron washers. Post-installed
anchors require Engineer's approval prior to installation U.N.O. Contact P.S.E. for possible
alternatives.
Nails shall be common wire nails or equivalent pneumatically drive nails (P-nails), American or
Canadian manufacturer only as indicated below. P-nails shall be installed per the manufacturer's
guidelines.
Wood Sheathing (Structural):
Roof sheathing shall be 12" CDX or 7 16" OSB nailed w/ 8d @ 6" o.c. along panel edges, and 12" o.c. in
field. Span index shall be 24/0. Plywood Sub Flooring shall be 3 4" T&G CDX or OSB (glued & nailed)
w/ 10d @ 6"o.c. along panel edges, and 12"o.c. in field (U.N.O.) Span index shall be 48/24. Stagger
all end laps per typical detailing. All sheathing shall bear the grade trademark of the American
Plywood Association (APA).
Studs:
All studs shall be kiln dried (KD) or surface dried (SD). Each stud shall bear the stamp of the West
Coast Lumber Inspection Bureau (WCLIB) or Western Wood Products Association (WWPA) showing
grade mark or approved equal. All studs and framing material shall be 2x nominal minimum material
and species shall be a minimum of Hem-Fir Stud Grade meeting the following minimum strength
properties: Fb= 675psi, Fv=150psi, E=1,200,000psi.
16d COMMON 312"0.162
FRAMING
FRAMING
SHEATHING
SHEATHING
NAIL
APPLICATION
FRAMING
Headers:
All headers (HDR) not specified or otherwise noted on the plan with spans ≤5'-0" are to be 4x8 DF#2
or (2)2x10 HF#2 with at least one cripple and one king stud at each end. Spans between 5'-0" and
8'-0" shall have headers as noted on plan and have at least two cripples and one king stud U.N.O.
Spans greater that 8'-0" shall have framing and support per plan.
Heavy Timbers:
All timbers above sizes listed above including posts and beams shall be Doug-Fir #2 or better
(Typically 6x beams and posts).
Pre-Engineered Roof and Floor Trusses:
All prefabricated wood roof and floor trusses shall be designed by or under the direct
supervision of a licensed Professional Engineer registered in the state where the structure is
located. The truss shop drawings shall bear the stamp of that Engineer and shall be fabricated
and installed per the latest Truss Plate Institute standards. Where trusses are not provided to
complete the roof system, overframing members with positive connections shall be provided as
directed by the Truss Engineer. Details on overframing shall be provided in the truss shop
drawing package which shall be consistent with the modeling of the trusses. All necessary
temporary and permanent bridging, blocking, pre-notched plates, hangers, etc. for the stability
of the truss elements under gravity and lateral loads shall be designed, detailed/specified and
furnished by the manufacturer. The Truss Manufacturer shall verify all setbacks, dimensions
and bearing points prior to fabrication. Deviations from the layout shown on approved
engineering plans shall be submitted to PSE for further evaluation. Maximum allowable
deflections shall be as follows:
~Roof Total Load = L/360 or 1" (whichever is less)
~Roof Snow/Live Load = L/480 or 3 4" (whichever is less)
~Floor Total Load = L/360 or 3 4" (whichever is less)
~Floor Live Load = L/480 or 12" (whichever is less)
Trusses shall be designed for the spans and conditions shown and be constructed from a
minimum of Hem-Fir timber and be furnished and installed in conformance with the
manufacturer's published specifications. Additional concentrated loads from mechanical units
and misc. equipment shall be accounted for/coordinated with sub-contractors, the Designer of
Record and Truss Engineer. Framing has been designed assuming Hem-Fir plates w/ 405psi
crushing capacity, truss engineer to confirm compatibility and add bearing enhancers or
additional support as required.
Where trusses align with shear walls, truss engineer to design and provide a truss that has been
designed to transfer lateral wind and seismic forces as shown on the plans. Loading indicated
(100plf minimum) shall be designed by the truss engineer to transfer from roof or floor sheathing
to shearwall below. Shop drawings including truss engineering shall be submitted to the
Engineer of Record for approval prior to submittal to the jurisdiction and fabrication. Should the
truss engineering not be submitted to the Engineer of Record for review the builder is assuming
responsibility and proceeding at their own risk.
Alteration of the truss layout indicated on the plans may require supporting structural and
foundation changes, therefore prior approval by the designer and Structural Engineer is
required. Trusses shall not be field altered in any way without written approval from the
Licensed Truss Engineer of Record.
STRUCTURAL DESIGN CRITERIA AND LOADING:
ROOF LOADING:
·DEAD LOAD = PSF (NO TILE WEIGHT INCLUDED)
·ROOF LIVE LOAD (Lr) = 20PSF
·TYPICAL FLAT ROOF SNOW LOAD (Pf) = PSF
·SNOW EXPOSURE FACTOR (Ce) = 1.0
·SNOW LOAD IMPORTANCE FACTOR (Is) = 1.0
**TYPICAL ROOF SNOW LOAD SHALL NOT BE LESS THAN 25PSF
FLOOR LOADING:
·DEAD LOAD = PSF (STANDARD WOOD FRAMING WITHOUT HEAVY FINISH)
·TYPICAL RESIDENTIAL OCCUPANCY LIVE LOADING (L) = PSF
·DECK LIVE LOAD (L) = 60PSF (1.5X FOR AREA SERVED)
WIND DESIGN DATA:
·BASIC DESIGN WIND SPEED (V) =
·ALLOWABLE STRESS DESIGN WIND SPEED (Vasd) =
·RISK CATEGORY = II
·WIND IMPORTANCE FACTOR (Iw) = 1.0
·WIND EXPOSURE = " "
·TOPOGRAPHICAL EFFECT (Kzt) =
EARTHQUAKE DEIGN DATA:
·RISK CATEGORY = II
·SEISMIC IMPORTANCE FACTOR (Ie) = 1.0
·SOILS SITE CLASS
·MAPPED/DESIGN SPECTRAL RESPONSE ACCELERATION PARAMETERS
- Ss = , Sds =
- S1 = , Sd1 =
·SEISMIC DESIGN CATEGORY (SDC) = " "
·BASIC SEISMIC FORCE-RESISTING SYSTEM = LIGHT-FRAMED (WOOD) WALLS
SHEATHED WITH WOOD STRUCTURAL PANEL RATED FOR SHEAR RESISTANCE
·SEISMIC RESPONSE COEFFICIENT (Cs) =
·RESPONSE MODIFICATION FACTOR (R) =
·ANALYSIS PROCEDURE USED = EQUIVALENT LATERAL FORCE Glu-Laminated Beams (GLB):
All GLB shall be in conformance with ANSI A190.1, American National Standards for Structural
Glue-Laminated Timber. Grade 24F-V4 shall meet or exceed the following minimum structural
properties: Fb=2400psi, Fv=240psi, E=1,800,000psi to be used at simple spans. Grade 24F-V8 to be
used at continuous/cantilevered spans. As an alternative at continuous/cantilevered spans an
equivalent size (width x depth) PSL beam may be substituted (see below).
Parallel Strand Lumber (PSL):
All PSL shall be in conformance with ASTM D2559 and NER-292. PSL strength requirements shall
meet or exceed the following minimum structural properties: Fb=2,900psi, Fv=290psi, E=2,000,000psi.
Laminated Veneer Lumber (LVL):
All LVL shall be in conformance with ASTM D2559. LVL shall be made of Doug-Fir (DF)and meet or
exceed the following minimum structural properties: Fb= 2,600psi, Fv=285psi, E=1,900,000psi.
Preservative Treatment (P.T.):
All exposed framing including lumber, plywood and deck materials shall be pressure treated with
0.25#/cf pentachlorophenol per AWPA specification P-5 or other approved treatment. All cutting and
boring after pressure treatment shall be cared for in accordance with AWPA specification M-4.
Exposed framing includes, but is not limited to:
1. Joists, girders and subfloor that is closer than 18" to exposed ground in crawl spaces.
2. Wood framing (including sheathing) that rest on exterior foundation stem walls and is 8" or less
from exposed earth.
3. Any other wood product in direct contact with concrete or masonry.
Wood Connectors at P.T. Conditions:
Metal connectors which are in contact with pressure treated wood shall be protected with one of the
following: Simpson "ZMAX" G185 Galvanization, Triple Zinc Coated, hot Dipped Galvanized or other
approved method.POST-INSTALLED ANCHORS:
Typical post-installed anchors in concrete shall be installed at locations as indicated on structural
drawings. Installation shall be per manufacturer's recommendations in accordance with associated
ICC reports. Embedment depths, diameter/type of anchor and spacing shall be as indicated on
the plans. Verify any Special Inspection requirements with the Local Jurisdiction prior to
installation. Post-installed anchors are not a direct substitution for Cast-In-Place.
·Simpson Titan HD ~ ICC-ES ESR-2713
·Simpson AT-3G Adhesive Anchor System ~ ICC-ES ESR-5026
MANUFACTURED -JOISTS:
All prefabricated timber I-joists are to be supplied by a manufacturer who is experienced in this
type of product (Trus Joist TJI, Boise Cascade BCI, LP SolidStart LPI, etc.). Manufactured
I-Joists are a pre-engineered product that vary in size and construction, therefore, similar joists
may perform differently based on design criteria and series choice based on owner requirements.
Minimum deflection requirements listed below shall be adhered to, although it is the
owner's responsibility to decide whether more stringent design criteria are to be used. In areas
where non-load bearing walls occur parallel to the joist span, use double joists to support
centered under the wall. At areas of higher loading such as kitchen islands, it is the
responsibility of the supplier to verify deflection and strength requirements are acceptable.
Appropriate squash blocking shall be supplied at areas where load from above aligns with I-joists.
~Floor Total Load = L/360 or 3 4" (whichever is less)
~Floor Live Load = L/480 or 12" (whichever is less)
85 MPH
0.19
1.21
null
"D" ASSUMED U.N.O.
TYPICAL FRAMING NOTES:
1. Roof and floor diaphragm nailing per Wood Sheathing Notes.
2. Solid blocking shall be provided between the bearings of every rafter or truss. Attach every
rafter & truss to framing with Simpson H2.5T/H1 or clip indicated in typical detailing.
3. Provide solid built-up studs or posts under all girder trusses, roof beams and floor beams.
Solid blocking (squash blocking) is required in all floor cavities under built-up studs/posts.
Built-ups or posts shall run continuous to the foundation.
4. Exterior walls shall be nailed & detailed per SW6 U.N.O. All panel edges shall be blocked per
shearwall table.
5. Where (2) shearwalls meet at a corner/intersection, the sheathing of each wall shall be edge
nailed to the studs/post which the holdown is attached to.
6. Provide a solid rim joist where floor joist bear on exterior walls per typical details.
7. Where floor framing runs parallel to exterior walls, install 2x or I-joist blocking panels between
rim joist and first joist @ 48" o.c. ~ nail sheathing to blocking w/ (4)10d (crawlspace framing
where rim joist bears on concrete stemwalls are omitted from this requirement).
8. Roof and floor joists/trusses are shown schematically on the plan and are not intended to show
every location of every joist/truss.
9. Provide double joists under interior partition walls when running parallel to each other.
10. Top plates are assumed to be continuous and may be spliced per 2/S-0.
11. All columns not specified or shown on the plans are to be a minimum of (2) 2x studs spike
laminated together with 16d nails @ 6" o.c. (stagger).
12. All post-beam intersections shall contain positive connections to resist against uplift and/or
lateral displacement.
13. Anchorage of walls to foundation shall be provided in accordance with the shearwall schedule.
14. Typical Walls shall be framed with Hem-Fir U.N.O.
15. Walls shall be anchored to the foundation per the minimum requirements of SW6 (5 8"Ø A.B.
@ 48" o.c. embedded 7" no more than 12" from ends of each sill, 2 bolts minimum) with 3"x3"x14"
square washers firmly attached between plate and nut.
16. All walls over 10' tall shall have bracing/blocking at 48" o.c. (flat or on edge).
S-1
FOUNDATION PLAN
29
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JUNE 26, 2024
PSE R24.004
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YE
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A
PSF25
WIND SPEED:
WIND EXPOSURE:
ROOF SNOW LOAD:
DRAWN BY:
ALL VARIATIONS FROM DIMENSIONS
AND CONDITIONS SHOWN ON THE
DRAWINGS SHALL BE REPORTED TO
THE DESIGNER FOR RESOLUTION
WITH THE ENGINEER PRIOR TO
PROCEEDING WITH WORK; FAILURE
TO COMPLY BY THE CONTRACTOR
SHALL BE THEIR SOLE
RESPONSIBILITY FOR ANY COSTS
NECESSARY FOR REMEDIAL WORK.
REUSE OF DOCUMENTS
UNAUTHORIZED ALTERATION OF ANY
OF THE INFORMATION ON THIS
DOCUMENT WILL INVALIDATE THE
DOCUMENT, ENGINEER'S SEAL AND
SIGNATURE. THE DESIGNS AND IDEAS
INCORPORATED HEREIN, AS A TOOL
OF PROFESSIONAL SERVICE, IS THE
PROPERTY OF PHILLIPS STRUCTURAL
ENGINEERING, PLLC AND IS NOT TO
BE USED IN PART OR IN WHOLE BY
ANY PARTY FOR ANY OTHER
PROJECT WITHOUT WRITTEN
AUTHORIZATION FROM PHILLIPS
STRUCTURAL ENGINEERING, PLLC.
SHEET NO:
ORIGINAL
DRAWING DATE:
PSE NUMBER:
SCALE:
RE
V
I
S
I
O
N
S
PO Box 108, Milton, WA 98354
Phone: (253) 344-1666
www.PhillipsSE.com
PHILLIPS STRUCTURAL ENGINEERING
PHILLIPS STRUCTURAL ENGINEERING
PH
I
L
L
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T
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A
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DESIGNER:20
2
1
I
B
C
/
A
S
C
E
7
-
1
6
B
110 MPH
N.T.S. (U.N.O.)
RE
V
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D
E
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DA
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RE
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RUEPPELL
39394
P H I
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STODD
ISHAW
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O F
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REENIGNEANOISSE
F
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8/202024
FOUNDATION PLAN
(ELEVATION A)
SCALE : 14" = 1'-0"
1
SD-1
7
SD-1
2
SD-1
8
SD-1
3
SD-1
2
SD-1
8
SD-1
1
SD-1
7
SD-1
4
SD-1
2
SD-1
8
SD-1
2
SD-1
8
SD-1
MAIN FLOOR SHEAR WALLS,
HOLDOWNS, AND STRUCTURE
SCALE : 14" = 1'-0"
S-2
29
9
6
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JUNE 26, 2024
PSE R24.004
CI
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O
F
Y
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B
A
S
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P
L
A
N
YE
L
M
,
W
A
PSF25
WIND SPEED:
WIND EXPOSURE:
ROOF SNOW LOAD:
DRAWN BY:
ALL VARIATIONS FROM DIMENSIONS
AND CONDITIONS SHOWN ON THE
DRAWINGS SHALL BE REPORTED TO
THE DESIGNER FOR RESOLUTION
WITH THE ENGINEER PRIOR TO
PROCEEDING WITH WORK; FAILURE
TO COMPLY BY THE CONTRACTOR
SHALL BE THEIR SOLE
RESPONSIBILITY FOR ANY COSTS
NECESSARY FOR REMEDIAL WORK.
REUSE OF DOCUMENTS
UNAUTHORIZED ALTERATION OF ANY
OF THE INFORMATION ON THIS
DOCUMENT WILL INVALIDATE THE
DOCUMENT, ENGINEER'S SEAL AND
SIGNATURE. THE DESIGNS AND IDEAS
INCORPORATED HEREIN, AS A TOOL
OF PROFESSIONAL SERVICE, IS THE
PROPERTY OF PHILLIPS STRUCTURAL
ENGINEERING, PLLC AND IS NOT TO
BE USED IN PART OR IN WHOLE BY
ANY PARTY FOR ANY OTHER
PROJECT WITHOUT WRITTEN
AUTHORIZATION FROM PHILLIPS
STRUCTURAL ENGINEERING, PLLC.
SHEET NO:
ORIGINAL
DRAWING DATE:
PSE NUMBER:
SCALE:
RE
V
I
S
I
O
N
S
PO Box 108, Milton, WA 98354
Phone: (253) 344-1666
www.PhillipsSE.com
PHILLIPS STRUCTURAL ENGINEERING
PHILLIPS STRUCTURAL ENGINEERING
PH
I
L
L
I
P
S
S
T
R
U
C
T
U
R
A
L
E
N
G
I
N
E
E
R
I
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DESIGNER:20
2
1
I
B
C
/
A
S
C
E
7
-
1
6
B
110 MPH
N.T.S. (U.N.O.)
RE
V
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D
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RE
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RUEPPELL
39394
P H I
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STODD
ISHAW
N
N
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TTATS
O F
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L
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C
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E N G I N EER
REENIGNEANOISSE
F
O
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8/202024
MAIN FLOOR SHEAR
WALLS, HOLDOWNS,
AND STRUCTURE
UPPER FLOOR FRAMING
(ELEVATION A)
SCALE : 14" = 1'-0"
UPPER FLOOR
FRAMING
FLOOR TRUSSES BY OTHERS
S-3
29
9
6
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A
AMS
JUNE 26, 2024
PSE R24.004
CI
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Y
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L
M
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A
S
E
P
L
A
N
YE
L
M
,
W
A
PSF25
WIND SPEED:
WIND EXPOSURE:
ROOF SNOW LOAD:
DRAWN BY:
ALL VARIATIONS FROM DIMENSIONS
AND CONDITIONS SHOWN ON THE
DRAWINGS SHALL BE REPORTED TO
THE DESIGNER FOR RESOLUTION
WITH THE ENGINEER PRIOR TO
PROCEEDING WITH WORK; FAILURE
TO COMPLY BY THE CONTRACTOR
SHALL BE THEIR SOLE
RESPONSIBILITY FOR ANY COSTS
NECESSARY FOR REMEDIAL WORK.
REUSE OF DOCUMENTS
UNAUTHORIZED ALTERATION OF ANY
OF THE INFORMATION ON THIS
DOCUMENT WILL INVALIDATE THE
DOCUMENT, ENGINEER'S SEAL AND
SIGNATURE. THE DESIGNS AND IDEAS
INCORPORATED HEREIN, AS A TOOL
OF PROFESSIONAL SERVICE, IS THE
PROPERTY OF PHILLIPS STRUCTURAL
ENGINEERING, PLLC AND IS NOT TO
BE USED IN PART OR IN WHOLE BY
ANY PARTY FOR ANY OTHER
PROJECT WITHOUT WRITTEN
AUTHORIZATION FROM PHILLIPS
STRUCTURAL ENGINEERING, PLLC.
SHEET NO:
ORIGINAL
DRAWING DATE:
PSE NUMBER:
SCALE:
RE
V
I
S
I
O
N
S
PO Box 108, Milton, WA 98354
Phone: (253) 344-1666
www.PhillipsSE.com
PHILLIPS STRUCTURAL ENGINEERING
PHILLIPS STRUCTURAL ENGINEERING
PH
I
L
L
I
P
S
S
T
R
U
C
T
U
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A
L
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I
N
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DESIGNER:20
2
1
I
B
C
/
A
S
C
E
7
-
1
6
B
110 MPH
N.T.S. (U.N.O.)
RE
V
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D
E
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DA
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E
RE
V
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I
O
N
D
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S
C
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I
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RUEPPELL
39394
P H I
I
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P
STODD
ISHAW
N
N
O
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TTATS
O F
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L
L
ARUT
C
U
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E N G I N EER
REENIGNEANOISSE
F
O
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8/202024
15
SD-1
16
SD-1
13
SD-1
22
SD-1
14
SD-1
14
SD-1
14
SD-1
27
SD-1
21
SD-1
20
SD-1
23
SD-1
24
SD-1
17
SD-1
17
SD-1
UPPER FLOOR SHEAR WALLS,
HOLDOWNS, AND STRUCTURE
SCALE : 14" = 1'-0"
S-4
29
9
6
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A
AMS
JUNE 26, 2024
PSE R24.004
CI
T
Y
O
F
Y
E
L
M
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A
S
E
P
L
A
N
YE
L
M
,
W
A
PSF25
WIND SPEED:
WIND EXPOSURE:
ROOF SNOW LOAD:
DRAWN BY:
ALL VARIATIONS FROM DIMENSIONS
AND CONDITIONS SHOWN ON THE
DRAWINGS SHALL BE REPORTED TO
THE DESIGNER FOR RESOLUTION
WITH THE ENGINEER PRIOR TO
PROCEEDING WITH WORK; FAILURE
TO COMPLY BY THE CONTRACTOR
SHALL BE THEIR SOLE
RESPONSIBILITY FOR ANY COSTS
NECESSARY FOR REMEDIAL WORK.
REUSE OF DOCUMENTS
UNAUTHORIZED ALTERATION OF ANY
OF THE INFORMATION ON THIS
DOCUMENT WILL INVALIDATE THE
DOCUMENT, ENGINEER'S SEAL AND
SIGNATURE. THE DESIGNS AND IDEAS
INCORPORATED HEREIN, AS A TOOL
OF PROFESSIONAL SERVICE, IS THE
PROPERTY OF PHILLIPS STRUCTURAL
ENGINEERING, PLLC AND IS NOT TO
BE USED IN PART OR IN WHOLE BY
ANY PARTY FOR ANY OTHER
PROJECT WITHOUT WRITTEN
AUTHORIZATION FROM PHILLIPS
STRUCTURAL ENGINEERING, PLLC.
SHEET NO:
ORIGINAL
DRAWING DATE:
PSE NUMBER:
SCALE:
RE
V
I
S
I
O
N
S
PO Box 108, Milton, WA 98354
Phone: (253) 344-1666
www.PhillipsSE.com
PHILLIPS STRUCTURAL ENGINEERING
PHILLIPS STRUCTURAL ENGINEERING
PH
I
L
L
I
P
S
S
T
R
U
C
T
U
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A
L
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N
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I
N
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E
R
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DESIGNER:20
2
1
I
B
C
/
A
S
C
E
7
-
1
6
B
110 MPH
N.T.S. (U.N.O.)
RE
V
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DA
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RE
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N
D
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S
C
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RUEPPELL
39394
P H I
I
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P
STODD
ISHAW
N
N
O
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TTATS
O F
E
L
L
ARUT
C
U
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E N G I N EER
REENIGNEANOISSE
F
O
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P
8/202024
UPPER FLOOR
SHEAR WALLS,
HOLDOWNS, AND
STRUCTURE
2
S-4
1
S-4
3
S-4
4
S-4
2
S-4
3
S-4
1
S-4
4
S-4
S-5
29
9
6
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A
AMS
JUNE 26, 2024
PSE R24.004
CI
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O
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Y
E
L
M
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S
E
P
L
A
N
YE
L
M
,
W
A
PSF25
WIND SPEED:
WIND EXPOSURE:
ROOF SNOW LOAD:
DRAWN BY:
ALL VARIATIONS FROM DIMENSIONS
AND CONDITIONS SHOWN ON THE
DRAWINGS SHALL BE REPORTED TO
THE DESIGNER FOR RESOLUTION
WITH THE ENGINEER PRIOR TO
PROCEEDING WITH WORK; FAILURE
TO COMPLY BY THE CONTRACTOR
SHALL BE THEIR SOLE
RESPONSIBILITY FOR ANY COSTS
NECESSARY FOR REMEDIAL WORK.
REUSE OF DOCUMENTS
UNAUTHORIZED ALTERATION OF ANY
OF THE INFORMATION ON THIS
DOCUMENT WILL INVALIDATE THE
DOCUMENT, ENGINEER'S SEAL AND
SIGNATURE. THE DESIGNS AND IDEAS
INCORPORATED HEREIN, AS A TOOL
OF PROFESSIONAL SERVICE, IS THE
PROPERTY OF PHILLIPS STRUCTURAL
ENGINEERING, PLLC AND IS NOT TO
BE USED IN PART OR IN WHOLE BY
ANY PARTY FOR ANY OTHER
PROJECT WITHOUT WRITTEN
AUTHORIZATION FROM PHILLIPS
STRUCTURAL ENGINEERING, PLLC.
SHEET NO:
ORIGINAL
DRAWING DATE:
PSE NUMBER:
SCALE:
RE
V
I
S
I
O
N
S
PO Box 108, Milton, WA 98354
Phone: (253) 344-1666
www.PhillipsSE.com
PHILLIPS STRUCTURAL ENGINEERING
PHILLIPS STRUCTURAL ENGINEERING
PH
I
L
L
I
P
S
S
T
R
U
C
T
U
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A
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DESIGNER:20
2
1
I
B
C
/
A
S
C
E
7
-
1
6
B
110 MPH
N.T.S. (U.N.O.)
RE
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DA
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RE
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RUEPPELL
39394
P H I
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STODD
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N
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TTATS
O F
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L
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REENIGNEANOISSE
F
O
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8/202024
ROOF FRAMING
19
SD-1
20
SD-1
21
SD-1
21
SD-1
21
SD-1
20
SD-1
21
SD-1
20
SD-1
19
SD-1
26
SD-1
26
SD-1
26
SD-1
19
SD-1
20
SD-1
ROOF TRUSSES BY OTHERS
ROOF FRAMING
(ELEVATION A)
SCALE : 14" = 1'-0"
21
SD-1
20
SD-1
21
SD-1
20
SD-1
21
SD-1
20
SD-1
SD-1
STRUCTURAL
DETAILS
29
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JUNE 26, 2024
PSE R24.004
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S
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P
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A
N
YE
L
M
,
W
A
PSF25
WIND SPEED:
WIND EXPOSURE:
ROOF SNOW LOAD:
DRAWN BY:
ALL VARIATIONS FROM DIMENSIONS
AND CONDITIONS SHOWN ON THE
DRAWINGS SHALL BE REPORTED TO
THE DESIGNER FOR RESOLUTION
WITH THE ENGINEER PRIOR TO
PROCEEDING WITH WORK; FAILURE
TO COMPLY BY THE CONTRACTOR
SHALL BE THEIR SOLE
RESPONSIBILITY FOR ANY COSTS
NECESSARY FOR REMEDIAL WORK.
REUSE OF DOCUMENTS
UNAUTHORIZED ALTERATION OF ANY
OF THE INFORMATION ON THIS
DOCUMENT WILL INVALIDATE THE
DOCUMENT, ENGINEER'S SEAL AND
SIGNATURE. THE DESIGNS AND IDEAS
INCORPORATED HEREIN, AS A TOOL
OF PROFESSIONAL SERVICE, IS THE
PROPERTY OF PHILLIPS STRUCTURAL
ENGINEERING, PLLC AND IS NOT TO
BE USED IN PART OR IN WHOLE BY
ANY PARTY FOR ANY OTHER
PROJECT WITHOUT WRITTEN
AUTHORIZATION FROM PHILLIPS
STRUCTURAL ENGINEERING, PLLC.
SHEET NO:
ORIGINAL
DRAWING DATE:
PSE NUMBER:
SCALE:
RE
V
I
S
I
O
N
S
PO Box 108, Milton, WA 98354
Phone: (253) 344-1666
www.PhillipsSE.com
PHILLIPS STRUCTURAL ENGINEERING
PHILLIPS STRUCTURAL ENGINEERING
PH
I
L
L
I
P
S
S
T
R
U
C
T
U
R
A
L
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N
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I
N
E
E
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DESIGNER:20
2
1
I
B
C
/
A
S
C
E
7
-
1
6
B
110 MPH
N.T.S. (U.N.O.)
RE
V
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D
E
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DA
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RE
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D
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RUEPPELL
39394
P H I
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STODD
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N
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TTATS
O F
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L
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E N G I N EER
REENIGNEANOISSE
F
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8/202024