Structural BUILDING A - 2018 IBC - PLANS ~ 10-23-23GENERAL 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 = 20PSF (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
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 = 1.29
- S1 = 0.47
• 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:
Per the soils report prepared by Insight Geologic, Inc. an Allowable Soil Bearing Pressure
(ASBP) of 3000psf has been used 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 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 = 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.
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.
PHLUPS 37RUC7URAL EHOHEERHO
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 NAIL
(INCHES) APPLICATION
8d COMMON
0.131
2%" SHEATHING
1 O COMMON
0.148
2y" SHEATHING
N/A
0.131
3" FRAMING
12d COMMON
0.148
3X" FRAMING
16d COMMON
0.162
3%2" 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 Doug -Fir #2 meeting the following
minimum strength properties: Fb= 900psi, Fv=180psi, E=1,600,000psi.
Headers:
All headers (HDR) not specified or otherwise noted on the plan with spans <_5-0" are to be 4x8
DF#2 or (2)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).
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 Trusses:
All prefabricated wood roof 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)
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.
STRUCTURALSTEEL
A. ALL DETAILING, FABRICATION, AND ERECTION SHALL CONFORM TO THE AISC
"MANUAL OF STEEL CONSTRUCTION. "STEEL SHALL CONFORM TO THE FOLLOWING, UNO:
ALL STEEL, UNO
ANGLES
CHANNELS, EMBEDMENTS
IN CONCRETE AND MISC.
METALS, UNO
SQUARE AND RECTANGULAR
ASTM A992, GRADE 50
ASTM A36, Fy = 36 ksi
ASTM A36, Fy = 36 ksi OR
STEEL TYPES LISTED UNDER
"ALL STEEL"
ASTM A500, GRADE B, Fy = 46 ksi
C. ALL WORK SHALL BE IN ACCORDANCE WITH THE AISC SPECIFICATION.
B. THE CONTRACTOR SHALL BE RESPONSIBLE FOR ALL ERECTION AIDS THAT INCLUDE,
BUT ARE NOT LIMITED TO: ERECTION ANGLES; LIFT HOLES, AND OTHER AIDS.
D. GROUT FOR BEARING PLATES (IF REQUIRED) SHALL BE NON -SHRINK EMBECO BY
MASTER BUILDERS, INC. OR APPROVED EQUAL.
SYMBOL & ABBREVIATIONS LEGEND:
X BEAM # CALLOUT (REF. CALCULATIONS)
® C XI HOLD DOWN CALLOUT (REF. HOLDOWN TABLE)
S W # SHEARWALL CALLOUT (REF. SHEARWALL TABLE)
X SECTION REFERENCE
A. B. ANCHOR BOLT
AFF ABOVE FINISHED FLOOR
C.I.P. CAST IN PLACE
CONC. CONCRETE
E. N. SHEARWALL EDGE NAIL
E.O.R. ENGINEER OF RECORD
E. W. EACH WAY
FDN. FOUNDATION
F. F. FINISHED FLOOR
GWB GYPSUM WALL BOARD
HDR HEADER (SEE STRUCTURAL NOTES FOR SIZE)
L.B.W. LOAD BEARING WALL
MFR MANUFACTURER
(N) NEW
O.C. ON CENTER
P. E. PRE-ENGINEERED
P.T. PRESSURE TREATED
S. W. SHEARWALL
T.O.F. TOP OF FRAMING
T.O.W. TOP OF WALL
U.N.O. UNLESS NOTED OTHERWISE
V.I.F. VERIFY IN FIELD
SHEAR WALL (SW) AND ANCHORAGE SCHEDULE (DOUG -FIR) (o)
Label
ASD S.W.
Capacity
(PLF)
Seismic/Wind
Minimum RequiredStud
APA Rated
Sheathing (panel)
(A) (B) (C) (D)
(N)
Panel Edge Nailing
®Sheathing Edges
(D) (E) (K)
&
Blocking Size
®Adjoining
Panel Edges
(C) (F) (L)
Rim Joist Or
Block Connection
To Top Plate
(n (ap (Does
not apply to
crawlspace)
2x Bottom Plate
Attachment
Sill Plate Attachment
(0)Anchor Bolt &
Concrete Below
(J) (K) (M)
Sill Plate
Size
®Fdn.
Nailin To Wood
Below
(I)
SW6
260/365
/
316'"OSB 1 Side
()
0.131x2Yz' ®6" O.C.
2x_
LTP4 ®30"OC
16d ®6" O.C.
OR 12d � 4" O.C.
5/8 @ 48" O.C.
2x
SW4
380/532
z/6"OSB (1) Side
0.131x2Y2' ® 4" O.C.
2x_
LTP4 0 16"OC
16d ® 4" O.C. OR
12d @ 3" O.C.
W @ 32" O.C.
2x
SW3
490/685
�16'OSB (1) Side
0.131x2Y2" ® 3" O.C.
3x_
LTP4 0 10"OC
16d ® 3Y2" O.C.
9/8" ® 24" O.C.
2x
1.) PROVIDE APA APPROVED GLUE, I I I
(2) 2X KINGM N
NAIL ALL PLYWOOD TO JOISTS II I°I II II
TYP.
U)
Z
PER GENERAL NOTESII II I.I II I
STUD
ALI.I°I°I
TYPICAL WALL FRAMING
MANDATORY NOTES
A.
ALL SHEATHING PANELS SHALL BE INSTALLED HORIZONTALLY TO ALL WALL FRAMING (4'x8' SHEETS TYPICALLY). 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
INTERMEDIATE STUDS SHALL BE 2X_ MINIMUM AND NAILED WITH 0.131"0 X 2Y2" FIELD NAILING AT 12" O.C. (WHERE STUD SPACING EXCEEDS
16" O.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
Required NAILING and Required SCREWS Foundation
Boundary Studs and Boundary Studs ( D)
[1]
STHD14/STHD14RJ
(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%2Y2" SDS SCREWS SIMPSON SB%x24
[2]
HDQ8-SDS3
N/A (3) 2X STUDS W/ (20) V'0" SDS SCREWS SIMPSON SB7i8X24 (SEE NOTE E)
0
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. IF 6" STEMWALLS ARE USED, THREADED ROD WITH DOUBLE NUT AND PLATE EXTENDED INTO THE FOOTING IS REQ'D. SEE ALTERNATE
DETAILING. SB%"X24 & SB1X30 MAY ONLY BE USED IN 8" STEMWALLS.
F. STHD14RJ HOLDOWNS ARE TYPICALLY TO BE INSTALLED WHERE A RIM JOIST OCCURS.
G. SIMPSON HDU5-SDS2.5 MAY BE USED AS AN ALTERNATE TO STHD14(RJ).
H.1 STRAPS MAY BE INSTALLED OVER SHEATHING
PANEL EDGE NAILING
Z
0
PANEL EDGE BOUNDARY (STAGGER NAILING 0 PANEL EDGES)
NAILING (6" O.C. MAX. SPACING)
TRUSS/RAFTER PER PLAN
TYPICALLY - FACE NAIL DOUBLE TOP PLATES
W/ 0.131"0 X 3" ®12" O.C. STAGGERED
BEAM PER SIMPSON ST6236 W/ (40)
RIM JOIST/BLOCKING •
PLAN 0.1620 x 2Y2" NAILS (CENTER ON SPLICE)
4'-0" MIN
Z
•I I•I I -I II II I•I I`I
LI LI I.
1-1/2" 1-1/2" MIN
MIN(12)
DOUBLE 2X TOP PLATE
II II II
0.131"0 x 3" LONG P -NAIL 0 EACH.
. o
INTERMEDIATE FRAMING II II
SPLICE U.N.O.
(FIELD) MEMBER NAILING°I I"I II II I'I I'I I°I
(12" O.C. MAX. SPACING)
I I,I II II II II LI
(2) ROWS OF (4) 16d NAILS
II
SPLICE SPLICE
NOTES: II II II II II II II
CRIPPLE
&
1.) PROVIDE APA APPROVED GLUE, I I I
(2) 2X KINGM N
NAIL ALL PLYWOOD TO JOISTS II I°I II II
TYP.
U)
Z
PER GENERAL NOTESII II I.I II I
STUD
ALI.I°I°I
TYPICAL WALL FRAMING
2.) STAGGER PANELS TO OFFSET°I I.
-Ile -Ile
JOINTS AS SHOWN.II II II II
STUD ® BOT SPLICE
NOTE: LOCATION (TYP)
w
7/16" SHEATHING AT ROOF (APA RATED)
WHERE PLATE DISCONTINUITIES ARE CREATED BY BEAMS
& PIPES, ETC. STRAP W/ (1)-SIMPSON ST6224 UNLESS
w
NOTED OTHERWISE. STRAP MAY BE PLACED ON TOP
OR SIDE OF PLATES @ CONTRACTOR'S OPTION.
TYPICAL HORIZONTAL PLYWOOD DIAPHRAGM LAYOUT
2 TYPICAL TOP CHORD SPLICE
3 BEAM FLUSH TO DBL TOP PLATE
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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 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. Roof joists/trusses are shown schematically on the plan and are not intended to show
every location of every joist/truss.
8. Top plates are assumed to be continuous and may be spliced per typical detailing on this
sheet.
9. 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).
10. All post -beam intersections shall contain positive connections to resist against uplift
and/or lateral displacement.
11. Anchorage of walls to the foundation shall be provided in accordance with the shearwall
schedule.
12. Typical Walls shall be framed with Doug -Fir U.N.O.
13. Walls shall be anchored to the foundation per the minimum requirements of SW6 (%"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.
14. All walls over 10' tall shall have bracing/blocking at 48" o.c. (flat or on edge).
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PHILLIPS
STRUCTURAL ENGINEERING
PO Box 108, Milton, WA 98354
Phone: (253) 344-1666
www.PhillipsSE.com
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10/23/2023
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.
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WIND SPEED:
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WIND EXPOSURE:
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ROOF SNOW LOAD:
25 PSF
GENERAL NOTES
DRAWN BY:
AMS
ORIGINAL
DRAWING DATE:
OCT. 23, 2023
SCALE:
N.T.S. (U. N. 0.)
PSE NUMBER:
PSE 23.074
DESIGNER:
KEIMIG
SHEET NO:
S-0
t
T
1
AMSOCT. 23, 2023PSE 23.0749955 TAHOMA BLVD SE
YELM, WAPSF25WIND SPEED:WIND EXPOSURE:ROOF SNOW LOAD:DRAWN BY:ALL VARIATIONS FROM DIMENSIONSAND CONDITIONS SHOWN ON THEDRAWINGS SHALL BE REPORTED TOTHE DESIGNER FOR RESOLUTIONWITH THE ENGINEER PRIOR TOPROCEEDING WITH WORK; FAILURETO COMPLY BY THE CONTRACTORSHALL BE THEIR SOLERESPONSIBILITY FOR ANY COSTSNECESSARY FOR REMEDIAL WORK.REUSE OF DOCUMENTSUNAUTHORIZED ALTERATION OF ANYOF THE INFORMATION ON THISDOCUMENT WILL INVALIDATE THEDOCUMENT, ENGINEER'S SEAL ANDSIGNATURE. THE DESIGNS AND IDEASINCORPORATED HEREIN, AS A TOOLOF PROFESSIONAL SERVICE, IS THEPROPERTY OF PHILLIPS STRUCTURALENGINEERING, PLLC AND IS NOT TOBE USED IN PART OR IN WHOLE BYANY PARTY FOR ANY OTHERPROJECT WITHOUT WRITTENAUTHORIZATION FROM PHILLIPSSTRUCTURAL ENGINEERING, PLLC.SHEET NO:ORIGINALDRAWING DATE:PSE NUMBER:SCALE:REVISIONS
PO Box 108, Milton, WA 98354Phone: (253) 344-1666www.PhillipsSE.comPHILLIPS STRUCTURAL ENGINEERINGPHILLIPS STRUCTURAL ENGINEERINGPHILLIPS STRUCTURAL ENGINEERINGDESIGNER:2018 IBC / ASCE 7-16B110 MPHN.T.S. (U.N.O.)REV. DELTA DATE REVISION DESCRIPTION
KEIMIG10/23/2023FOUNDATION PLAN "BUILDING A"SCALE : 14" = 1'-0"FOUNDATION PLAN1SD-11SD-110SD-12SD-12SD-11SD-17SD-1FOOTING SCHEDULE1SD-11SD-1
MAIN FLOOR SHEAR WALLS, HOLDOWNS,AND STRUCTURE "BUILDING A"SCALE : 14" = 1'-0"AMSOCT. 23, 2023PSE 23.0749955 TAHOMA BLVD SE
YELM, WAPS
F25WIND SPEED:WIND EXPOSURE:ROOF SNOW LOAD:DRAWN BY:ALL VARIATIONS FROM DIMENSIONSAND CONDITIONS SHOWN ON THEDRAWINGS SHALL BE REPORTED TOTHE DESIGNER FOR RESOLUTIONWITH THE ENGINEER PRIOR TOPROCEEDING WITH WORK; FAILURETO COMPLY BY THE CONTRACTORSHALL BE THEIR SOLERESPONSIBILITY FOR ANY COSTSNECESSARY FOR REMEDIAL WORK.REUSE OF DOCUMENTSUNAUTHORIZED ALTERATION OF ANYOF THE INFORMATION ON THISDOCUMENT WILL INVALIDATE THEDOCUMENT, ENGINEER'S SEAL ANDSIGNATURE. THE DESIGNS AND IDEASINCORPORATED HEREIN, AS A TOOLOF PROFESSIONAL SERVICE, IS THEPROPERTY OF PHILLIPS STRUCTURALENGINEERING, PLLC AND IS NOT TOBE USED IN PART OR IN WHOLE BYANY PARTY FOR ANY OTHERPROJECT WITHOUT WRITTENAUTHORIZATION FROM PHILLIPSSTRUCTURAL ENGINEERING, PLLC.SHEET NO:ORIGINALDRAWING DATE:PSE NUMBER:SCALE:REVISIONS
PO Box 108, Milton, WA 98354Phone: (253) 344-1666www.PhillipsSE.comPHILLIPS STRUCTURAL ENGINEERINGPHILLIPS STRUCTURAL ENGINEERINGPHILLIPS STRUCTURAL ENGINEERINGDESIGNER:2018 IBC / ASCE 7-16B110 MPHN.T.S. (U.N.O.)REV. DELTA DATE REVISION DESCRIPTION
KEIMIG10/23/2023MAIN FLOOR SHEARWALLS, HOLDOWNS,AND STRUCTURE
ROOF TRUSSES BY OTHERSROOF FRAMING "BUILDING A"SCALE : 14" = 1'-0"ROOF FRAMINGAMSOCT. 23, 2023PSE 23.0749955 TAHOMA BLVD SE
YELM, WAPS
F25WIND SPEED:WIND EXPOSURE:ROOF SNOW LOAD:DRAWN BY:ALL VARIATIONS FROM DIMENSIONSAND CONDITIONS SHOWN ON THEDRAWINGS SHALL BE REPORTED TOTHE DESIGNER FOR RESOLUTIONWITH THE ENGINEER PRIOR TOPROCEEDING WITH WORK; FAILURETO COMPLY BY THE CONTRACTORSHALL BE THEIR SOLERESPONSIBILITY FOR ANY COSTSNECESSARY FOR REMEDIAL WORK.REUSE OF DOCUMENTSUNAUTHORIZED ALTERATION OF ANYOF THE INFORMATION ON THISDOCUMENT WILL INVALIDATE THEDOCUMENT, ENGINEER'S SEAL ANDSIGNATURE. THE DESIGNS AND IDEASINCORPORATED HEREIN, AS A TOOLOF PROFESSIONAL SERVICE, IS THEPROPERTY OF PHILLIPS STRUCTURALENGINEERING, PLLC AND IS NOT TOBE USED IN PART OR IN WHOLE BYANY PARTY FOR ANY OTHERPROJECT WITHOUT WRITTENAUTHORIZATION FROM PHILLIPSSTRUCTURAL ENGINEERING, PLLC.SHEET NO:ORIGINALDRAWING DATE:PSE NUMBER:SCALE:REVISIONS
PO Box 108, Milton, WA 98354Phone: (253) 344-1666www.PhillipsSE.comPHILLIPS STRUCTURAL ENGINEERINGPHILLIPS STRUCTURAL ENGINEERINGPHILLIPS STRUCTURAL ENGINEERINGDESIGNER:2018 IBC / ASCE 7-16B110 MPHN.T.S. (U.N.O.)REV. DELTA DATE REVISION DESCRIPTION
KEIMIG10/23/202318SD-111SD-228SD-128SD-128SD-130SD-126SD-18SD-226SD-116SD-110SD-218SD-110SD-210SD-216SD-130SD-126SD-1
STRUCTURALDETAILSAMSOCT. 23, 2023PSE 23.0749955 TAHOMA BLVD SE
YELM, WAPSF25WIND SPEED:WIND EXPOSURE:ROOF SNOW LOAD:DRAWN BY:ALL VARIATIONS FROM DIMENSIONSAND CONDITIONS SHOWN ON THEDRAWINGS SHALL BE REPORTED TOTHE DESIGNER FOR RESOLUTIONWITH THE ENGINEER PRIOR TOPROCEEDING WITH WORK; FAILURETO COMPLY BY THE CONTRACTORSHALL BE THEIR SOLERESPONSIBILITY FOR ANY COSTSNECESSARY FOR REMEDIAL WORK.REUSE OF DOCUMENTSUNAUTHORIZED ALTERATION OF ANYOF THE INFORMATION ON THISDOCUMENT WILL INVALIDATE THEDOCUMENT, ENGINEER'S SEAL ANDSIGNATURE. THE DESIGNS AND IDEASINCORPORATED HEREIN, AS A TOOLOF PROFESSIONAL SERVICE, IS THEPROPERTY OF PHILLIPS STRUCTURALENGINEERING, PLLC AND IS NOT TOBE USED IN PART OR IN WHOLE BYANY PARTY FOR ANY OTHERPROJECT WITHOUT WRITTENAUTHORIZATION FROM PHILLIPSSTRUCTURAL ENGINEERING, PLLC.SHEET NO:ORIGINALDRAWING DATE:PSE NUMBER:SCALE:REVISIONS
PO Box 108, Milton, WA 98354Phone: (253) 344-1666www.PhillipsSE.comPHILLIPS STRUCTURAL ENGINEERINGPHILLIPS STRUCTURAL ENGINEERINGPHILLIPS STRUCTURAL ENGINEERINGDESIGNER:2018 IBC / ASCE 7-16B110 MPHN.T.S. (U.N.O.)REV. DELTA DATE REVISION DESCRIPTION
KEIMIG10/23/2023NOT USEDNOT USED
STRUCTURALDETAILSAMSOCT. 23, 2023PSE 23.0749955 TAHOMA BLVD SE
YELM, WAPS
F25WIND SPEED:WIND EXPOSURE:ROOF SNOW LOAD:DRAWN BY:ALL VARIATIONS FROM DIMENSIONSAND CONDITIONS SHOWN ON THEDRAWINGS SHALL BE REPORTED TOTHE DESIGNER FOR RESOLUTIONWITH THE ENGINEER PRIOR TOPROCEEDING WITH WORK; FAILURETO COMPLY BY THE CONTRACTORSHALL BE THEIR SOLERESPONSIBILITY FOR ANY COSTSNECESSARY FOR REMEDIAL WORK.REUSE OF DOCUMENTSUNAUTHORIZED ALTERATION OF ANYOF THE INFORMATION ON THISDOCUMENT WILL INVALIDATE THEDOCUMENT, ENGINEER'S SEAL ANDSIGNATURE. THE DESIGNS AND IDEASINCORPORATED HEREIN, AS A TOOLOF PROFESSIONAL SERVICE, IS THEPROPERTY OF PHILLIPS STRUCTURALENGINEERING, PLLC AND IS NOT TOBE USED IN PART OR IN WHOLE BYANY PARTY FOR ANY OTHERPROJECT WITHOUT WRITTENAUTHORIZATION FROM PHILLIPSSTRUCTURAL ENGINEERING, PLLC.SHEET NO:ORIGINALDRAWING DATE:PSE NUMBER:SCALE:REVISIONS
PO Box 108, Milton, WA 98354Phone: (253) 344-1666www.PhillipsSE.comPHILLIPS STRUCTURAL ENGINEERINGPHILLIPS STRUCTURAL ENGINEERINGPHILLIPS STRUCTURAL ENGINEERINGDESIGNER:2018 IBC / ASCE 7-16B110 MPHN.T.S. (U.N.O.)REV. DELTA DATE REVISION DESCRIPTION
KEIMIG10/23/202316SD-218SD-2N
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U
S
E
D