REVIEWED-RESUB 1-Structural_Plans+7.28.2022PHLLPS 8VRUCVURAL BIGHEERHIS
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. All materials, methods, and workmanship shall be in accordance
with the International Building Code (IBC) 2018 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.
STANDARDS:
All methods, materials and workmanship shall conform to the 2018 International Building Code
(IBC) as amended and adopted by the local Building Official or applicable jurisdiction.
STRUCTURAL DESIGN CRITERIA AND LOADING:
ROOF LOADING:
• DEAD LOAD = 15PSF (NO TILE WEIGHT INCLUDED)
• ROOF LIVE LOAD (Lr) = 20PSF
• TYPICAL FLAT ROOF SNOW LOAD (Pf) = 25PSF
• 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 = 12PSF (STANDARD WOOD FRAMING WITHOUT HEAVY FINISH)
• TYPICAL RESIDENTIAL OCCUPANCY LOVE LOADING (L) = 40PSF
• DECK LIVE LOAD (L) = 60PSF (1.5X FOR AREA SERVED)
WIND DESIGN DATA:
• BASIC DESIGN WIND SPEED (V) = 110 MPH
• ALLOWABLE STRESS DESIGN WIND SPEED (Vasd) = 85 MPH
• RISK CATEGORY = II
• WIND IMPORTANCE FACTOR (Iw) = 1.0
• WIND EXPOSURE = " B"
• TOPOGRAPHICAL EFFECT (Kzt) = 1.00
EARTHQUAKE DEIGN DATA:
• RISK CATEGORY = II
• SEISMIC IMPORTANCE FACTOR (le) = 1.0
• MAPPED SPECTRAL RESPONSE ACCELERATION PARAMETERS
- Ss = 1.30
- S1 = 0.46
• SEISMIC DESIGN CATEGORY (SDC) _ " D"
• BASIC SEISMIC FORCE -RESISTING SYSTEM = LIGHT -FRAMED (WOOD)
WALLS SHEATHED WITH WOOD STRUCTURAL PANEL RATED FOR SHEAR
RESISTANCE
• RESPONSE MODIFICATION FACTOR (R) = 6.5
• ANALYSIS PROCEDURE USED = EQUIVALENT LATERAL FORCE
SOIL INFORMATION:
In the absence of a soils report (prepared by a Licensed Geotechnical Engineer) an Allowable
Soil Bearing Pressure (ASBP) of 1500psf 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.
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 = %".
*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.
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 or
deficiencies on or to the plan must be transmitted to Phillips Structural
Engineering, PLLC for written approval.
LICENSE OF ENGINEERING DOCUMENTS:
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.
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.
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.
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 and
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 follows:
• INTERIOR FACES OF SLAB AND WALL BARS = 1%2 "
• EXPOSED TO WEATHER OR EARTH = 1%2" AT #5 AND SMALLER AND 2" AT #6 AND
LARGER.
• CONCRETE CAST AGAINST SOIL = 3"
WOOD FRAMING AND CARPENTRY:
General Requirements: Provide minimum nailing per 2018 IBC table 2304.10.1 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. Contact Phillips
Structural Engineering 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.
COMMON WIRE NAIL
DIAMETER
(INCHES)
MINIMUM LENGTH
(INCHES)
NAIL
APPLICATION
8d COMMON
0.131
2 z"
SHEATHING
1Od COMMON
0.148
2%"
SHEATHING
N/A
0.131
3"
FRAMING
12d COMMON
0.148
3%4'
FRAMING
16d COMMON
0.162
V2"
FRAMING
Wood Sheathing (Structural):
Roof sheathing shall be %2" CDX or 7/6" 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). Nailing shall be 1 Od @ 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.
Headers -
All headers (HDR) not specified or otherwise noted on the plan with spans <_5-0" are to be 4x8
DF#2 or (2)2xl0 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).
Glu-Laminated Beams (GLB):
All GLB shall be in conformance with ANSI Al 90.1, 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 and shall be used at simple spans. Grade
24F-V8 shall be used at continuous and 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.
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 %" (whichever is less)
Floor Live Load = L/480 or %2" (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.
BLD2022-0628
REVIEWED
BY
CITY OF EDMONDS
BUILDING DEPARTMENT
SYMBOL & ABBREVIATIONS LEGEND:
(D
CXI
A. B.
AFF
C.I.P.
CONC.
.N.
E.O.R.
E.W.
FDN.
F. F.
G. T.
GWB
HDR
L. B. W.
MFR
()
N
O.C.
P.E.
P. T.
S. W.
T. 0. F.
T. 0. W.
U.N.O.
V.I.F.
BEAM # CALLOUT (REF. CALCULATIONS)
HOLD DOWN CALLOUT (REF. HOLDOWN TABLE)
SHEARWALL CALLOUT (REF. SHEARWALL TABLE)
SECTION REFERENCE
ANCHOR BOLT
ABOVE FINISHED FLOOR
CAST IN PLACE
CONCRETE
EXISTING
SHEARWALL EDGE NAIL
ENGINEER OF RECORD
EACH WAY
FOUNDATION
FINISHED FLOOR
GIRDER TRUSS
GYPSUM WALL BOARD
HEADER SEE STRUCTURAL NOTES
LOAD BEARING WALL
MANUFACTURER
NEW
ON CENTER
PRE-ENGINEERED
PRESSURE TREATED
SHEARWALL
TOP OF FRAMING
TOP OF WALL
UNLESS NOTED OTHERWISE
VERIFY IN FIELD
FOR SIZE)
SHEAR WALL (SW) AND ANCHORAGE SCHEDULE (HEM -FIR) (0)
Label
ASD S.W.
Capacity
(PLF)
seismtcnd
Minimum Required
APA Rated
Sheathing (panel)
(A) (B) (C) (D)
(N)
Panel Edge Nailing
®Sheathing Edges
(D) (E) (K)
Stud &
Blocking Size
®Adjoining
Panel Edges
(C) (F) (L)
Rim Joist Or
Block Connection
To Top Plate
(G) (H); (Does
not apply to
crawlspace)
2x Bottom Plate
Attachment
Sill Plate Attachment
(0)Anchor Bolt &
Spacing To
Concrete Below
(J) (K) (M)
Sill Plate
Size
®Fdn.
Nailing To Wood
Below
(I)
SW6
242/339
zti6'"OSB (1) Side
0.131x2Y2" @ 6" O.C.
2x_
LTP4 @ 36"OC
16d @ 6" O.C.
OR 12d @ 4" O.C.
5Y8" @ 48" O.C.
2x
SW4
350/495
316'"OSB (1) Side
0.131x2Y2" @ 4" O.C.
2x_
LTP4 @ 20"OC
16d @ 4" O.C. 12d @ 3" O.C. .
5/8" @ 32" O.C.
2x
MANDATORY NOTES
A.
ALL SHEATHING PANELS SHALL BE INSTALLED HORIZONTALLY WHERE FRAMING EXCEEDS 16" O.C. SPACING. BLOCK ALL PANEL EDGES.
B
N/A
C.
BLOCK ALL SHEATHING PANEL EDGES
D.
SHEARWALL SHEATHING/NAILING SHALL BE PROVIDED THE ENTIRE LENGTH OF THE WALLS INDICATED ON THE PLANS. ENDS OF FULL HEIGHT
SHEARWALLS ARE DESIGNATED BY EXTERIOR BUILDING CORNERS, CORRIDORS, WALL PENETRATIONS OR AS DESIGNATED ON THE PLANS. SEE PLANS
& TABLE FOR REQUIRED HOLDOWNS (ALL SHEARWALLS REQUIRE SHEATHING ABOVE & BELOW OPENINGS WITH SAME NAIL PATTERN).
E
EDGE NAIL SHEATHING AT ALL HOLDOWN POST/STUDS. EDGE NAILING IS REQUIRED TO EACH STUD USED IN A BUILT-UP HOLDOWN POST
(MULTIPLE 2X STUDS). SEE TYPICAL DETAILS FOR FURTHER INFORMATION.
F
INTERMEDIA
" TE STUDS SHALL BE 2X_ MINIMUM AND NAILED WITH 0.131"0 X 2Y2" FIELD NAILING AT 12" O.C. (WHERE STUD SPACING EXCEEDS
16O.C. PROVIDE FIELD NAILING @ 6" O.C.)
G.
USE 0.131"Ox2Y2" NAILS TYPICALLY FOR LTP CLIPS WHEN INSTALLING OVER SHEATHING. IF LTP CLIPS ARE INSTALLED DIRECTLY TO FRAMING,
0.131"OX1Y2" NAILS MAY BE USED. LTP CLIPS MUST BE INSTALLED WITH LONG DIMENSION HORIZONTALLY. A35 OR RBC CLIPS MAY BE USED
WHEN ATTACHING ROOF BLOCKING TO TOP PLATE.
H.
LTP4'S NOT REQ'D WHERE RIM SHEATHING OVERLAPS THE SECOND FLOOR BOTTOM PLATE.
I'
SHEATHING SHALL BE CONTINUOUS OVER BOTTOM PLATE AND RIM OR SILL PLATE PER TYPICAL DETAILING WITH EDGE NAILING AT EACH. WHEN
TWO ROWS OF NAILING ARE REQ'D AT DOUBLE SIDED SHEARWALLS SEE TYPICAL DETAILING FOR FASTENERS AND BLKG.
J.
ALL ANCHOR BOLTS SHALL HAVE STEEL PLATE WASHERS 0.229"x3"X3". ANCHOR BOLTS W/ STANDARD 90' BEND SHALL BE EMBEDDED 7" INTO
CONCRETE. PLATE WASHERS SHALL EXTEND TO WITHIN Y2" OF SHEATHING EDGE.
K.
PROVIDE "HOT -DIPPED" GALVANIZED NAILS/BOLTS AND METAL CONNECTORS WHEN ATTACHING TO PRESSURE TREATED MATERIALS.
L
WHERE 3x STUDS ARE REQ'D AT ADJOINING PANEL EDGES (2) 2x STUDS MAY BE NAILED TOGETHER IN PLACE OF USING A SINGLE 3x. FACE NAIL
STUDS TOGETHER W/ 16d AT SAME SPACING SHOWN IN 2X BOTTOM PLATE ATTACHMENT COLUMN. PANEL EDGE NAILING IS REQUIRED TO EACH OF
THE DOUBLE STUDS AND SHALL BE STAGGERED
M.
POST INSTALLED ANCHORS MAY NOT BE A VIABLE ALTERNATIVE. CONTACT PHILLIPS STRUCTURAL ENGINEERING FOR CONSULTATION.
N.
APA RATED PLYWOOD MAY BE USED IN PLACE OF OSB
0.
ALL NAILING SHALL BE PER IBC TABLE 2304.10.1 U.N.O.
HOLDOWN AND STRAP TABLE
Holdown
Label
(G)
Simpson Strong -Tie
Product
Label (SKU)
(A) (B) (C) (F)
G H
Strap/Holdown Attachment and Required Fasteners
Anchorage to
Foundation
(D)
Required NAILING and
Boundary Studs
Required SCREWS
and Boundary Studs
[1]
STHD14/STHDI4RJ
(2) 2X STUDS W/ (30) 0.148"Ox3Y4' NAILS
N/A
EMBEDDED STRAP
[1]Alt
HDU5-SDS2.5
N/A
(2) 2X STUDS W/ (14) Y4"x2Y2" SIDS SCREWS
SIMPSON SB%x24
MANDATORY NOTES
A.
INSTALLATION OF ALL HOLDOWN ANCHORS AND STRAPS SHALL BE PER THE MANUFACTURE'S RECOMMENDATIONS
B
ALL METAL CONNECTORS IN CONTACT WITH PRESSURE TREATED (P.T.) MATERIAL SHALL BE COATED WITH SIMPSON "Z-MAX" (G-185)
GALVANIZATION, TRIPLE ZINC COATED FOR CORROSION PROTECTION.
SUPPLEMENTAL NOTES
C.
ALTERNATE HOLDOWN TYPES MAY BE ACCEPTABLE WITH WRITTEN APPROVAL OF PHILLIPS STRUCTURAL ENGINEERING.
D.
ALTERNATE ADHESIVE ANCHORS MAY BE AVAILABLE, CONTACT PHILLIPS STRUCTURAL ENGINEERING
E.
N/A
F.
STHD14RJ HOLDOWNS ARE TYPICALLY TO BE INSTALLED WHERE A RIM JOIST OCCURS.
G.1
SIMPSON HDU5-SDS2.5 MAY BE USED AS AN ALTERNATE TO STHD14(RJ).
H.
STRAPS MAY BE INSTALLED OVER SHEATHING
RESUB
1Mr1-*FZ1yX
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
PANEL EDGE NAILING
PANEL EDGE BOUNDARY (STAGGER NAILING @ PANEL EDGES)
NAILING (6" O.C. MAX. SPACING)
JOISTS/TRUSS/RAFTER PER PLAN
TYPICALLY - FACE NAIL DOUBLE TOP PLATES
W/ 0.131"� X 3" @ 12" O.C. STAGGERED
BEAM PER SIMPSON ST6224 W/ (28)
RIM JOIST/BLOCKING
PLAN 0.1620 x 2Y2" NAILS (CENTER ON SPLICE)
4'-0" MIN
L
II II II II II
" 1-1/2" MIN
[MIN
I DOUBLE 2X TOP PLATE
II II II
(12) 0.131"0 x 3" LONG P-NAIL @ EACH
INTERMEDIATE FRAMING II II
SPLICE U.N.O.
(FIELD) MEMBER NAILING I`I II I`I I II II
(12" O.C. MAX. SPACING)
I II II I°I I°I I°I
(2) ROWS OF (4) 16d NAILS
II LI
SPLICE SPLICE
NOTES: II II II II II II II
'I I I I I li I I I
1.) PROVIDE APA APPROVED GLUE,
(2) 2x KINIGPM N
NAIL ALL PLYWOOD TO JOISTS II II II II I°I
TYP.
PER GENERAL NOTES I.I I°I II I
STUD
TYPICAL WALL FRAMING
2.) STAGGER PANELS TO OFFSET I.I LI LI LI IL
JOINTS AS SHOWN. II II II II II
STUD @ BOT SPLICE
3/4" T&G PLYWOOD OR OSB
NOTE: LOCATION (TYP)
SHEATHING AT FLOOR & 7/16"
WHERE PLATE DISCONTINUITIES ARE CREATED BY BEAMS
SHEATHING AT ROOF (APA RATED)
& PIPES, ETC. STRAP W/ (1)-SIMPSON ST6224 UNLESS
NOTED OTHERWISE. STRAP MAY BE PLACED ON TOP
OR SIDE OF PLATES @ CONTRACTOR'S OPTION.
TYPICAL HORIZONTAL PLYWOOD DIAPHRAGM LAYOUT
1 (ROOF AND FLOOR)
2 TYPICAL TOP CHORD SPLICE
3 BEAM FLUSH TO DBL TOP PLATE
PHLLPS
SVFHD
��RLr11L
ERMHESD�I
IMPORTANT FRAMING NOTE: GENERAL CONTRACTOR/FRAMER
SHALL VERIFY ALL CONCENTRATED LOADS FROM ABOVE TO
HAVE SOLID BEARING CONTINUOUS TO THE FOUNDATION
(INCLUDING SQUASH BLOCKING IN CRAWLSPACE/FLOOR
FRAMING). ANY CHANGES TO FOUNDATION AND STRUCTURE
FROM ARCHITECTURAL PLANS SHALL BE NOTED AND ALL
AFFECTED PARTIES SHALL BE NOTIFIED.
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 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/ 8d @ 3" o.c.
(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 typical detailing on this
sheet.
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 the 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/" 0
A.B. @ 48" o.c. embedded 7" and no more than 12" from ends of each sill and 2 bolts
minimum) with 3"x3"x%4" square washers firmly attached between plate and nut.
16. All walls over 1 O' tall shall have bracing/blocking at 48" o.c. (flat or on edge).
Z
0
a
U
U)
w
0
�
0
Z
0
�)
>
w
w
w
H
Q
0
Q
w
0
w
PHILLIPS
STRUCTURAL ENGINEERING
PO Box 108, Milton, WA 98354
Phone: (253) 344-1666
www.PhillipsSE.com
AS
CIO
., ww
,off �U 3 394
L �w
s o L��
7/21 /2022
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.
Z
O
N
w00
Qrn
0
0
=
Q
cn
o
0
Ur
oo Z
Z
M
�w
J0
WIND SPEED:
110 MPH
WIND EXPOSURE:
B
ROOF SNOW LOAD:
25 PSF
GENERAL NOTES
DRAWN BY:
AIMS
ORIGINAL
DRAWING DATE:
MAR. 23, 2022
SCALE
N.T.S. (U.N.O.)
PSE NUMBER:
PSE 22.012
DESIGNER
T2
SHEET NO:
SRO
I
PHI LLI PS STRUCTURAL ENG NEER NG
IF WALL @ STAIR EXCEEDS 48",
VERTICAL REBAR SPACING TO BE AT 16"
D.C. & H❑RIZ, @ 12" ❑,C, SIM, TO 2/SD-1
(N❑ FLOOR FRAMING)
5'-9"
I
v
a
FOOTING SCHEDULE
18"x18'x10' PLAIN
18"
CONIC FTG
24"x24"x10" PLAIN
24"
CONIC FTG
24"x24'x12" CONIC
24"R
FTG W/(3)#4 E.W.
36"x36"x14" CONIC
36"
FTG W/(5)#4 E.W.
0
CO
I
M
CD
o�
ALL TEMPORARY SH❑RING OF
EXISTING
STRUCTURE FOR PLACEMENT
OF NEW
F❑UNDATI❑NS AND FRAMING
IS BY
OTHERS, EXISTING FRAMING
SHALL
REMAIN UNHARMED DURING THIS
PROCESS.
8'-9"
2
--L---------J
'ETE STAIR
—I—L_1—
I
4x8 DF#2
I I
Q
Q
I 00�
J:
I I
L
-0' 5'- 7" 3'-0" 4'-0'
I
(N) CRAWL SPACE
I 6 MIL, BLACK VISQUEEN I
VAPOR BARRIER 24" I
L---- — — — r 4x8 DF#2 I I
------ `��j L—J18, --J I
I 21-0" 3'-9�q" 3'-0" I
I
I I I
I I I
cai I
cu I
SEE 8/SD-1 I o o I
I I v `D
I I I
I I
�JJ I I
13'-1"
�I
I (N)2x10 HF#2 FLOOR
(N) CRAWL SPACE JOIST @ 16" D.C.
6 MIL. BLACK VISQUEEN I I
VAPOR BARRIER I I
I
0 0�
C
C
/---------------------------------
(E) Patio
Ox8' SIMPS❑N TITAN HD UNDER
IS WALL LINE @ 48" D.C.
VT\A11\A /4r # \AA VTAAI IAA rMMKA rKMC
--- — -----------------------
❑O ❑O ❑O
— — — — — — — — — — — — — — ---------------
I I I I
I I I I
I I I I
I I I I
I (E) STEM/F❑❑TING I
I I I I
I
I I I I
I I I I
I I I I
I I I I
I I I I
I I I I
GARAGE
EXISTING CONIC SLAB I I
I I I I
I I I I
I I I I
I I I I
I I I I
I I I I
I I I I
I I I I
I I I I
I j I
I I I
I I I
I I I
I I I
1 — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — —
---------- ---------------------
I I
I } I
I � I
I w I
I > I
I I
I N I
I 1 I
I 0 I
124" 1
I L — J`4x6 POST TIGHT FIT TO UNDERSIDE I
14'-11�q" OF SHEATHING CENTERED UNDER I
IVERIFY LOAD FROM ABOVE(ATTACH TO
BASE PER 7/SD-1); (2) L❑CATI❑NS
I I
I I
NEW F❑❑TING (2)
L❑CATI❑NS FOR SUPPORT
OF NEW KITCHEN BEAM
I I
I I
I I
I I
ATTACHMENT SIMILAR I EXISTING BUILDING NOTE: P,S,E, DID NOT EVALUATE THE
TO 7/SD-1 TYP. o I I ENTIRE EXISTING RESIDENCE FOR STRUCTURAL INTEGRITY
I I I AND IS NOT RESP❑NSIBLE FOR THE C❑NDITI❑N OF EXISTING
o I I STRUCTURE, THE ADDITION HAS BEEN DESIGNED TO SUPPORT
J
c i I REC❑NFIGURED GRAVITY FORCES FROM INTERI❑R
I DIRT SHELF I
co
M❑DIFICATI❑NS TO THE STRUCTURE, LOADS FROM INTERIOR
cu
M❑DIFICATI❑NS ARE CALCULATED TO BE SUPPORTED BY NEW
----------------------------------------vn ------------_ __1 �___� BEARING WALLS, BEAMS AND F❑UNDATIONS, DESIGN IS IN
ACCORDANCE WITH THE 2018 IBC.
------------— — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — —
I
I I I I I I I I
1 I I I
ATTACH NEW TO EXISTING I I I I I I
SD-1 STEMWALL/FOUNDATI❑N W/ I I I I I I I I
#4x36" REBAR EMBEDDED 4" @ I I I I I I I I
24' ❑,C. MAX, (MIN. 1 T&B) W/ I I I I I I I I
SIMPS❑N AT-XP ADHESIVE TYP, I I I I I I I I
I I I I I I I I
VERIFY ANCHOR BOLTS IN CRAWL SIM, TO 2/SD-1 & IL— — — — — — — — — — i I I I
5'-9" 8'-9" RETR❑FIT W/ 5/s"Ox8" SIMPS❑N TITAN HD @ 48" ❑,C. MAX. — — — — — — — — — — — — — — — I I I I
I I I I
I I I I
I I I I
I I I I
I I I I
I I I I
I I I I
I I I I
I I I I
I I I I
I L �J I
— — — — — — — — — I
I I L-------------------
.� I -------- ---------------�
o
o I o (E)8" CMU 3'-4" TALL I
N I I
I a
I 8" CMU 3'-4" TALL�,�
I ~ 14'-74" (VERIFY)
I o
I (E) BASEMENT K12
— ® 24 i o EXISTING SOIL BASE SD- I
I
I
'-5" 3'-3" 4'-8" 3'-11"I I
I
I ��2 +1b +° __ +�+°`
I (E)6x8 BEAM I `<,I I `� I 6�1 (E)6x8 BgAM ��" 1 c
L` 8'-2" 6'-11'
00 I
(u
w +(b I
b
(E)6x8 BEAM I L�`_',I
I I (E)6x8 BEAM I
I L(E)24i L — 24J L (E)24" L — 24' L (E)J24" L CE)24"
I
I ti� ti� ti� I
T
QV I
o I
I � I
NEW F❑❑TINGSVIPOUR
ER (E) POSTS W/ Qj
FOUNDATION PLAN
SCALE : Y4" = 11-0"
RES U B
Jul 28 2022
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
W
a
O
U
W
U
Z
7
p
O
z
a
z
z
U
0
U)
Ly
cn
5;
p
Z
W
IY
co
O_
O
Ir
z
w
01
3:
O
w
Q
N
N
N
p
N
t`
J
�
W
p
W
W
PHILLIPS
STRUCTURAL ENGINEERING
PO Box 108, Milton, WA 98354
Phone: (253) 344-1666
www.PhillipsSE.com
.off 3 394
Lti
S01
L�yG
7/21 /2022
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.
z
> N
O
Lu
00
Q05
=
Cn
O 0
Ur
co Z
Z
cr
Q
(0
w
WIND SPEED:
110 MPH
WIND EXPOSURE:
B
ROOF SNOW LOAD:
25 PSF
FOUNDATION PLAN
DRAWN BY:
AMS
ORIGINAL
DRAWING DATE:
MAR. 23, 2022
SCALE:
N.T.S. (U.N.O.)
PSE NUMBER:
PSE 22.012
DESIGNER:
T2
SHEET NO:
S-1
J
J
Z
mes
PHI LLI PS S"TRUCTURAL ENG NEER NG
PHI LLI PS STRUCTURAL ENG NBER NG
n
d
VERIFY ALL DIMENSIONS ON SITE AND
REPORT ANY DISCREPANCIES BACK TO
PHILLIPS STRUCTURAL ENGINEERING FOR
FURTHER EVALUATION.
/
MAIN FLOOR SHEAR WALLS,
HOEDOWNS, AND STRUCTURE
SCALE: %4" = V-0"
EXISTING BUILDING NOTE: P,S,E, DID NOT EVALUATE THE
ENTIRE EXISTING RESIDENCE FOR STRUCTURAL INTEGRITY
AND IS NOT RESP❑NSIBLE FOR THE C❑NDITI❑N OF EXISTING
STRUCTURE. THE ADDITI❑N HAS BEEN DESIGNED TO SUPPORT
REC❑NFIGURED GRAVITY FORCES FROM INTERI❑R
M❑DIFICATI❑NS TO THE STRUCTURE. LOADS FROM INTERI❑R
M❑DIFICATI❑NS ARE CALCULATED TO BE SUPPORTED BY NEW
BEARING WALLS, BEAMS AND F❑UNDATI❑NS, DESIGN IS IN
ACCORDANCE WITH THE 2018 IBC,
ALL SHEARWALL TYPE NAILING PATTERNS SHALL
BE VERIFIED AND HAVE THE MINIMUM SHEATHING
AS INDICATED ON SHEET S-0 FOR SHEARWALL
TYPE. ALL SHEARWALL DETAILING INCLUDING
HARDWARE SHALL BE VERIFIED AND INSTALLED
RES U B
Jul 28 2022
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
W
a
O
U
U)
W
U
z
O
Q
�_
a
U)
z
0
U)
W
Q
W
W
U)0
z
z
0-1
W
0
Ln
W
z
w
a
O
of
W
N
O
QN
Q
N
n
H
J
W
Q
;
W
W
Ir
PHILLIPS
STRUCTURAL ENGINEERING
PO Box 108, Milton, WA 98354
Phone: (253) 344-1666
www.PhillipsSE.com
C
,.d� 3 394
L
SO
LyG
7/21 /2022
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.
z
> N
0
wC)
Q05
0
IZ
_
Q
(n
O
0
Ur
00 Z
Z
c�
J�w
WIND SPEED:
110 MPH
WIND EXPOSURE:
B
ROOF SNOW LOAD:
25 PSF
MAIN FLOOR SHEAR
WALLS, HOLDOWNS,
AND STRUCTURE
DRAWN BY:
AMS
ORIGINAL
DRAWING DATE:
MAR. 23, 2022
SCALE:
N.T.S. (U.N.O.)
PSE NUMBER:
PSE 22.012
DESIGNER:
T2
SHEET NO:
S-2
J
J
n
00
0
N
PHI LLI PS STRUC,'TURAL ENG NEER NG
PHI LLI PS STRUCTURAL ENG NBER NG
51
AL
PER
ROOF FRAMING
SCALE: Y4" = 1'-0"
ROOF TRUSSES BY OTHERS
EXISTING BUILDING NOTE: P,S,E, DID NOT EVALUATE THE
ENTIRE EXISTING RESIDENCE F❑R STRUCTURAL INTEGRITY
AND IS NOT RESP❑NSIBLE FOR THE C❑NDITI❑N OF EXISTING
STRUCTURE, THE ADDITI❑N HAS BEEN DESIGNED TO SUPPORT
REC❑NFIGURED GRAVITY FORCES FROM INTERI❑R
M❑DIFICATI❑NS TO THE STRUCTURE, LOADS FROM INTERI❑R
MODIFICATIONS ARE CALCULATED TO BE SUPPORTED BY NEW
BEARING WALLS, BEAMS AND F❑UNDATI❑NS, DESIGN IS IN
ACCORDANCE WITH THE 2018 IBC.
RESUB
Jul 28 2022
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
W
a
O
U
U)
w
U
z
o
Q
w
a
U)
z
U
U)
0
U)
Q
W
0
z
o
Of
z
O
LLI
w
z
LLI
Ir
O
Ir
W
N
O
QN
Q
N
n
H
J
�
W
Q
;
w
W
IY
PH LL PS
STRUCTURAL ENGINEERING
PO Box 108, Milton, WA 98354
Phone: (253) 344-1666
www.PhillipsSE.com
3 394
L �yw
S O L PCs
7/21 /2022
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.
z
> N
O
w00
QCF)
a-
_
(n
O
0
Ur
00 Z
Z
co
�w
J�
WIND SPEED:
110 MPH
WIND EXPOSURE:
B
ROOF SNOW LOAD:
25 PSF
ROOF FRAMING
DRAWN BY:
AMS
ORIGINAL
DRAWING DATE:
MAR. 23, 2022
SCALE:
N.T.S. (U.N.O.)
PSE NUMBER:
PSE 22.012
DESIGNER:
T2
SHEET NO:
S-3
r•�
co
co
O
N
PHI LLI PS STRUCTURAL ENG NEER NG
GWB PER ARCH.
2x6 STUDS @ 16' O.C.
2x6 P.T. SILL PLATE
W/ V A.B. PER PLAN;
12' FROM ENDS
3/4 T&G PWD/OSB
FLOOR JOISTS PER PLAN
INSULATION PER ARCH,
(1) #4 CONT, BAR
#4 VERT./HORIZ, BAR @
24' D.C, MAX SPACINGi -
MIN. (1) T&B OF WALL
6' STEMi 36' MAX, HEIGHT
VAPOR BARRIER
@ CRAWL
(2) #4 CONT. BARS— 6a
12"
2x BLOCKING
3/4' T&G PWD/❑SB�
mww,
'x x
I
I
X X
I
MIN, (4) 0.148'Ox3'_X_
_
NAILS TO POST & BEAM
EACH SIDE
1x6x24' OR EQUIV. 3/4'—�_
OSB EACH SIDE OF
BEAM OR SIMPS❑N AC
SIMPSON PB44/46 OR (2)
A34 AT POST BASE
I Li
NOTE,
ATTACH EACH A34 TO FTG. W/ A PER FDN PLAN
MINIMUM OF (2) POWDER 11
ACTUATED FASTENERS (1' EMBED)
ROOF SHEATHING PER PLAN
W/ 6"/12" NAIL PATERN U.N.O.
12
PER
PLAN
P,E. TRUSS, REFERENCE
MFR, SHOP DRAWINGS -
GYPSUM BOARD PER ARCH
2 X 6 STUD WALL - -
STUDS @ 16" O.C.
"SIMPSON" SDWC MAY BE SUBSTITUTED
FOR THE TYPICAL H2.5T CALLOUT INSTALLED
PER MANUFACTURER'S RECOMMENDATIONS
INSULATION PER ARCH.
SHEATHING
PER PLAN
MOISTURE BARRIER
& SIDING PER ARCH,
(NOT SHOWN)
BOTTOM PLATE NAILING
PER S.W. SCHED.
EDGE NAILING
PER S,W, SCHED,
CONT. 2x RIM J❑IST
TOE NAILING
3'x0,131' @ 6' O.C.
EXTERIOR GRADE
00 X
m: Q
Z_
M
/\ �0
FTG AND TIGHT LINE
DRAINS AS REW D
u
FLOOR JOISTS PER PLAN;
LAP & FACE NAIL W/ (4)
0,148'Ox3' NAILS MIN,
GWB PER ARCH,
2x6 STUDS @ 16' O.C.
P,T. 2x6 SILL PLATE
W/ V A.B, PER PLAN;
12' FROM ENDS
:Y4' T&G PWD/OSB
FLOOR JOISTS PER PLAN
INSULATION PER ARCH,
(1) #4 CONT, BAR -
#4 VERT./HORIZ. BAR.
@ 24' O.C, MAX SPACINGi
MIN. (1) T&B OF WALL
8' STEMi 48' MAX, HEIGHT
VAPOR BARRIER @ CRAWL\
(2) #4 CONT.
-INSULATION PER ARCH,
SHEATHING
PER PLAN
MOISTURE BARRIER
& SIDING PER ARCH,
(NOT SHOWN)
BOTTOM PLATE NAILING
PER S.W. SCHEDULE
EDGE NAILING
PER S.W. SCHED.
CONT, 2x RIM J❑IST
(I:Y4 LVL @ I -JOISTS)
TOE NAIL
3'x0,131' @ 6' O.C.
EXTERIOR GRADE
s Z X
00 Q
a 4a L FTG AND TIGHT LINE
DRAINS AS REWD
a
8
DOUBLE 2X a
STUD (MIN) J
z
BUNDLED STUDS PER
HOLDOWN TABLE
—BEAM PER PLAN SPA N
—4x4 POST OR 4x6 @ BEAM FRAMING C�EOR A 7'
SPLICE U.N,O, '''� MAX MUM
(6' MAX, POST HEIGHT) \
30" MIN. K.:w❑NE #4 REBAR
�15# BUILDING PAPER ,:;-.r,
BETWEEN POST & CONC. REBAR . ,;t y�. .,
LENGTH IN SHEAR CONE
i,2 MIN. 12' MIN.
.• FROM REBAR
RNER (LENGTH
SimSTHDon I4RJ With9-Tie P
Rim Joist Installation
STHD14RJ HOLDOWN DETAIL
7 8
NOTE: WHEN GABLE EXCEEDS 10' TRUSS
MFR TO PR❑VIDE ADDITI❑NAL BRACING,
SIMPSON H2.5T OR EQUAL (4) 16d FROM BRACE
8d @ 6' ❑ C TO BLK'G
0
EPDXY INSTALLATION MAY
NOT BE USED AS AN
ALTERNATIVE TO CAST IN
PLACE ANCHORS. CONTACT
P.S.E. FOR POTENTIAL
ALTERNATIVES
HDU5-SDS2.5 HOLDOWN
(HDU2/HDU4 SIMILAR)
@ EACH TRUSS, TYP.
TO BLK'G
P,E, TRUSSES @ 24' D.C.
RBC OR RBCP @ 48" O.C.
(INSTALL @ ENDS WHERE
INTERFERES W/ VENT HOLES)
2x4 BLK'G CUT T❑ FIT
16d @ 6" D.C.
EDGE NAILING INTO BLK'G
2X BIRD BL❑CKING
W/ VENT HOLES
a
x w
0_ L3
w
BTWN TRUSS TOP CHORDS
@ DIAG. BRACE SPACING
ol
2x4 DIAG. BRACE @
48" D.C. WHERE REQ'D
1x4x8' BRACING @ 48' D.C. W/
(2) 1Od NAILS @ EA. TRUSS
(2x4 BRACE PERMITTED).- A
_
0 =
A34 FROM 2x4 BRACE
TO 2x4 NAILER
(4) 16d MIN, 2x TO 2x
AT BRACES, TYP
oo
(2) 16d FROM 2x4 TO
2x6 CONT,
- S,W, EDGE NAILING
a W
VERT, GABLE WEBS
-2X6 DBL TOP PLATE
o
�f6" SHEATHING, WHERE
oCL w
REQ'D, ON GABLE ENDS
- VAPOR BARRIER/
z =
r —
SIDING PER ARCH.
P.E, TRUSS PER PLAN
SHEATHING PER S.W.
� `
SCHEDULE
1x4x8'
BRACING @ 48" L ��SEE TOP PLATE
SHEATH GABLE
END AND ATTACH
PER MIN, S.W, REQ.
16d @ 6" ❑,C, TRUSS
TO 2x6 BEYOND
S.W, EDGE NAILING
PER PLAN
SHEATHING PER PLAN
D.C. W/ (2) 10d NAILS C❑NNECTI❑N DETAIL TYPICAL GABLE END TO
@ EA, TRUSS (2X4
BRACE PERMITTED) TOP PLATE CONNECTION
13 TYP. GABLE END WEB BRACING 14
15
CMSTCI6 X RIM DEPTH + 66"
FROM PONY WALL BELOW
TO SHEAR WALL ABOVE WHERE -
FOUNDATION HOLDOWN IS SPECIFIED;
OVERLAP CMSTC STRAP W/ STHD BELOW
AS NEEDED. ALIGN HOLES AND INSTALL
NAILING THROUGH BOTH STRAPS.
RIM JOIST
DOUBLE 2X6 TOP PLATE
2x6 CRIPPLE WALL WITH STUDS @ 16"
O.C., MAX HEIGHT 48";--,-_
SHEATHING/NAILING TO MATCH S.W.
SPECIFICATIONS OF WALL ABOVE
STHD, HDU OR OTHER HOLD DOWN _
PER PLAN
MINIMUM (2) A.B. @ EA. STEP
LEVEL OR PER S.W. SCHEDULE
TYPICAL REINFORCING PER
FOUNDATION OR RETAINING
WALL SCHEDULE
VERIFY (E) NAIL @ 6" D.C. MAX.
86 @ 6' D.C.
I
1601 @ 6" D.C.
P.E. TRUSS @ 24' D.C.
(E) WALL TO BE REMOVE
MAX STEP HEIGHT OF ONE UNIT
VERTICAL PER TWO UNITS H❑RIZ❑NTAL
WALL FRAMING ABOVE �
LOCATE A.B. 12"
FROM ENDS TYP.
PROVIDE (1) SIMPSON CS16 STRAP 48"
MIN. EACH SIDE OF SILL PLATE PLICE
W/ (22) 0.148x2Y2" COMMON NAILS
2x6 BOTTOM PLATE
P.T. SILL PLATE PER PLAN
(2) #4 BAR 42" LONG
.............................. PLACE DIAGONALY @
LL, STEPS AS SHOWN IN
/ FOUNDATION WALLS
....... :............. :...................
f 12" MIN. 8" MAX STEM WALL
..................................
/....................:./.� HEIGHT
:.. .
/ r....................... y,,,.,,:1
\\�
pip
"1C
I•• / STEP FTG WHERE REQ D,
a \ /\� • CONT. REBAR PER TYP.
-J /\\D A 2 MIN- FTG DETAIL (MIN. LAP
i ��\�j\\�\\ SPLICE AS REQ'D)
-FTG. DEPTH PER PLAN
10
(E) RAFTER AND
ROOF DECKING
(E)C.J. @
16" D.C.
16
SIMPS❑N DDT1Z FROM
CEILING J❑IST TO NEW
BEAM W/ SDWH SCREW
EMBEDDED 3' MIN.;
SPACE AT 48' ❑.C, MAX
EA, SIDE (STAGGER)
(E) 2x6 CEILING-'
J❑IST @ 16' D.C.
ALTERNATE TO DDT1Z; LSTA24
TO BOTTOM OF CEILING J❑ISTS
CIF ALIGNED) @ 48' D.C. MAX.
11
(N) TRIPLE 13/4'x117/8' LVL
PER PLAN; FACE NAIL W/
(2) ROWS OF 16d @ 6" D.C.
STAGGERED
�I
(E) GWB
US26 TYP,
17
11) I 20 I 21 I 22 I 23
25 26 27 28 29
KITCHEN BEAM
SUPPORT PER PLAN
(E) FLOOR
FRAMING
POST SIM. TO
7/SD-1 (TIGHT FIT
WITH BL❑CKING)
CRAWLSPACE
FTG. PER PLAN
d n ° ,
—1 r ..
d °•
LINE OF INFLUENCE FROM NEW
F❑❑TING TO EXISTING F❑❑TING,
BOTTOM OF NEW F❑❑TING MUST
BE DEEPENED AS SHOWN TO
MAINTAIN 1:1 SLOPE OR LESS
EXISTING
FTG,/STEM
/ °
EXISTING F❑❑TING &
CMU WALL IN CRAWL
RESUB
Jul 28 2022
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
12
NO
24
30
w
w
O
U
0
w
U
z
Q
O
a
z
O_
co
w
Q
W
w
cn
z
O
Of
Of
O
U)
w
z
w
a
O
W
N
N
Q
N
J
�
W
Q
;
w
w
PHILLIPS
STRUCTURAL ENGINEERING
PO Box 108, Milton, WA 98354
Phone: (253) 344-1666
www.PhillipsSE.com
AS
. i
3 394�G1�
s 0 L �1
7/21 /2022
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.
z
(0
>
0
CV
Lu c:)
�
Qd)
0
�
a
o0
Ur
00 Z
z
�°
�W
J�
WIND SPEED:
110 MPH
WIND EXPOSURE:
B
ROOF SNOW LOAD:
25 PSF
STRUCTURAL
DETAILS
DRAWN BY:
AMS
ORIGINAL
MAR. 23, 2022
DRAWING DATE:
SCALE:
N.T.S. (U.N.O.)
PSE NUMBER:
PSE 22.012
DESIGNER:
T2
SHEET NO:
SD-1
J
J
n
co