HomeMy WebLinkAboutP_Structural_Drawings_241204_V1CRITERIA
1.ALL MATERIALS, WORKMANSHIP, DESIGN, AND CONSTRUCTION SHALL CONFORM TO THE DRAWINGS,
SPECIFICATIONS, AND THE 2018 INTERNATIONAL BUILDING CODE AS AMENDED BY LOCAL JURISDICTION.
2.DESIGN LOAD CRITERIA
ROOF TILE LOAD . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .PER MANUFACRUER
GROUND SNOW LOAD . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . pg=25 PSF
FLAT ROOF SNOW LOAD . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . pf=20 PSF
FLOOR LIVE LOAD (RESIDENTIAL). . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 100 PSF (ASSEMBLY)
WIND . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .GCpi=0.18, 110 MPH, EXPOSURE "B"
EARTHQUAKE . . . ANALYSIS PROCEDURE: EQUIVALENT LATERAL FORCE PROCEDURE
LATERAL SYSTEM: LIGHT FRAME WOOD SHEARWALLS, Vs = 11.04 KIPS (ULTIMATE)
SITE CLASS=D, Ss=1.14g, SDS = 0.914g, S1=0.402g, SD1 =NULL, SDS =1.094, Cs=0.14, SDC D, Ie=1.0, R=6.5
SEE PLANS FOR ADDITIONAL LOADING CRITERIA.
3.STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH ARCHITECTURAL DRAWINGS FOR
BIDDING AND CONSTRUCTION. CONTRACTOR SHALL VERIFY DIMENSIONS AND CONDITIONS FOR
COMPATIBILITY AND SHALL NOTIFY ARCHITECT OF ANY DISCREPANCIES PRIOR TO CONSTRUCTION.
4.CONTRACTOR SHALL VERIFY ALL EXISTING DIMENSIONS, MEMBER SIZES, AND CONDITIONS PRIOR
TO COMMENCING ANY WORK. ALL DIMENSIONS OF EXISTING CONSTRUCTION SHOWN ON THE
DRAWINGS ARE INTENDED AS GUIDELINES ONLY AND MUSTBE VERIFIED.
5.CONTRACTOR SHALL PROVIDE TEMPORARY BRACING FOR THE STRUCTURE AND STRUCTURAL
COMPONENTS UNTIL ALL FINAL CONNECTIONS HAVE BEEN COMPLETED IN ACCORDANCE WITH THE
PLANS.
6.THE CONTRACTOR IS RESPONSIBLE FOR MAINTAINING SAFE EXCAVATION SLOPES AND ALL
TEMPORARY EXCAVATIONS SHOULD BE PERFORMED IN ACCORDANCE WITH PART N OF WAC 296-155.
7.CONTRACTOR SHALL BE RESPONSIBLE FOR ALL SAFETY PRECAUTIONS AND THE METHODS,
TECHNIQUES, SEQUENCES OR PROCEDURES REQUIRED TO PERFORM THE CONTRACTORS WORK.
THE STRUCTURAL ENGINEER HAS NO OVERALL SUPERVISORY AUTHORITY OR ACTUAL AND/OR
DIRECT RESPONSIBILITY FOR THE SPECIFIC WORKING CONDITIONS AT THE SITE AND/OR FOR ANY
HAZARDS RESULTING FROM THE ACTIONS OF ANY TRADE CONTRACTOR. THE STRUCTURAL ENGINEER
HAS NO DUTY TO INSPECT, SUPERVISE, NOTE, CORRECT, OR REPORT ANY HEALTH OR SAFETY
DEFICIENCIES TO THE OWNER, CONTRACTORS, OR OTHER ENTITIES OR PERSONS AT THE PROJECT
SITE.
8.CONTRACTOR-INITIATED CHANGES SHALL BE SUBMITTED IN WRITING TO THE ARCHITECT AND THE
STRUCTURAL ENGINEER FOR APPROVAL PRIOR TO FABRICATION OR CONSTRUCTION. CHANGES
SHOWN ON SHOP DRAWINGS ONLY WILL NOT SATISFY THIS REQUIREMENT.
9.DRAWINGS INDICATE GENERAL AND TYPICAL DETAILS OF CONSTRUCTION. WHERE CONDITIONS
ARE NOT SPECIFICALLY INDICATED BUT ARE OF SIMILAR CHARACTER TO DETAILS SHOWN, SIMILAR
DETAILS OF CONSTRUCTION SHALL BE USED, SUBJECT TO REVIEW AND APPROVAL BY THE ARCHITECT
AND THE ENGINEER.
10.ALL STRUCTURAL SYSTEMS WHICH ARE TO BE COMPOSED OF COMPONENTS TO BE FIELD ERECTED
SHALL BE SUPERVISED BY THE SUPPLIER DURING MANUFACTURING, DELIVERY, HANDLING, STORAGE
AND ERECTION IN ACCORDANCE WITH INSTRUCTIONS PREPARED BY THE SUPPLIER.
11.SHOP DRAWINGS FOR THE FOLLOWING ITEMS SHALL BE SUBMITTED TO THE ARCHITECT AND
STRUCTURAL ENGINEER FOR REVIEW PRIOR TO FABRICATION OF THESE ITEMS.
STEEL AND CONCRETE CONSTRUCTION
12.CONTRACTOR SHALL SUBMIT WALL ELEVATION DRAWINGS OF AT LEAST 1/8" = 1'-0" SCALE INDICATING
LOCATIONS OF CONNECTION EMBEDMENTS AND WALL OPENINGS FOR REVIEW PRIOR TO
CONSTRUCTION. CONTRACTOR SHALL COORDINATE WITH REINFORCEMENT SHOP DRAWINGS.
APPROVED SETS OF ALL SHOP DRAWINGS SHALL ALSO BE SUBMITTED TO THE BUILDING DEPARTMENT.
13.SHOP DRAWING REVIEW: DIMENSIONS AND QUANTITIES ARE NOT REVIEWED BY THE ENGINEER OF
RECORD, THEREFORE MUST BE VERIFIED BY THE CONTRACTOR. CONTRACTOR SHALL REVIEW
AND STAMP DRAWINGS PRIOR TO REVIEW BY ENGINEER OF RECORD. CONTRACTOR SHALL REVIEW
DRAWINGS FOR CONFORMANCE WITH THE MEANS, METHODS, TECHNIQUES, SEQUENCES AND
OPERATIONS OF CONSTRUCTION, AND ALL SAFETY PRECAUTIONS AND PROGRAMS INCIDENTAL
THERETO. SUBMITTALS SHALL INCLUDE A REPRODUCIBLE AND ONE COPY; REPRODUCIBLE WILL BE
MARKED AND RETURNED WITHIN TWO WEEKS OF RECEIPT WITH A NOTATION INDICATING THAT THE
SUBMITTAL HAS BEEN FOUND TO BE IN GENERAL CONFORMANCE WITH THE DESIGN OF THE BUILDING.
THE SUBMITTED ITEMS SHALL NOT BE INSTALLED UNTIL THEY HAVE BEEN APPROVED BY THE
BUILDING OFFICIAL.
14.SHOP DRAWING SUBMITTALS PROCESSED BY THE ENGINEER ARE NOT CHANGE ORDERS. THE
PURPOSE OF SHOP DRAWING SUBMITTALS BY THE CONTRACTOR IS TO DEMONSTRATE TO THE
ENGINEER THAT THE CONTRACTOR UNDERSTANDS THE DESIGN CONCEPT, BY INDICATING WHICH
MATERIAL IS INTENDED TO BE FURNISHED AND INSTALLED AND BY DETAILING THE INTENDED
FABRICATION AND INSTALLATION METHODS. IF DEVIATIONS, DISCREPANCIES, OR CONFLICTS
BETWEEN SHOP DRAWING SUBMITTALS AND THE CONTRACT DOCUMENTS ARE DISCOVERED EITHER
PRIOR TO OR AFTER SHOP DRAWING SUBMITTALS ARE PROCESSED BY THE ENGINEER, THE DESIGN
DRAWINGS AND SPECIFICATIONS SHALL CONTROL AND SHALL BE FOLLOWED.
FOUNDATION NOTES:
15.ALLOWABLE SOIL PRESSURE AND LATERAL EARTH PRESSURE ARE ASSUMED AND THEREFORE MUST
BE VERIFIED BY A QUALIFIED SOILS ENGINEER OR APPROVED BY THE BUILDING OFFICIAL. IF SOILS
ARE FOUND TO BE OTHER THAN ASSUMED, NOTIFY THE STRUCTURAL ENGINEER FOR POSSIBLE
FOUNDATION REDESIGN.
16.FOOTINGS SHALL BEAR ON FIRM, UNDISTURBED EARTH OR ON PROPERLY COMPACTED
STRUCTURALFILL. AT LEAST 18" BELOW ADJACENT FINISHED GRADE. UNLESS OTHERWISE NOTED,
FOOTINGS SHALL BE CENTERED BELOW COLUMNS OR WALLS ABOVE.
IF SOILS AT THE FOOTING GRADE ARE OBSERVED TO BE LOOSE OR SOFT, THE LOOSE/SOFT SOIL
SHOULD BE OVER-EXCAVATED BELOW THE FOOTING TO THE COMPETENT BEARING SURFACE,
ESTIMATED AT 2 ½ TO 5 FEET BELOW THE EXISTING GRADE UNDER THE THE PROPOSED STRUCTURE,
OR COMPACTED IN PLACE TO DENSE CONDITIONS. THE OVER-EXCAVATION SHOULD EXTEND ONE FOOT
HORIZONTALLY FROM EACH SIDE OF THE PROPOSED FOOTINGS, AND SHOULD BE BACKFILLED WITH
PROPERLY COMPACTED GRANULAR STRUCTURAL FILL. UNLESS OTHERWISE NOTED, FOOTINGS SHALL
BE CENTERED BELOW COLUMNS OR WALLS ABOVE.
ALLOWABLE SOIL PRESSURE. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .1,500 PSF
17.WHERE NEW REINFORCING TERMINATES AT EXISTING CONCRETE, DOWELS EPOXY GROUTED INTO
EXISTING CONCRETE SHALL BE PROVIDED TO MATCH HORIZONTAL REINFORCING, UNLESS OTHERWISE
NOTED ON PLANS.
18.PERIMETER 4-INCH DIAMETER SCHEDULE 40 PVC PERFORATED PIPE EMBEDDED IN PEA GRAVEL AND
19.FOUNDATION SUBSTRATE SHALL BE, AT A MINIMUM, UNDISTURBED NATIVE FIRM SOIL.
GC SHALL PLACE AND COMPACT BACKFILL MATERIALS IN CONTINUOUS LAYERS NOT EXCEEDING 6-INCH
LOOSE LIFT THICKNESS. ANY LOOSEN/SOFT FOUNDATION SUBSTRATE SHALL BE COMPACTED TO A
MINIMUM OF 95% OF THE MAXIMUM DRY DENSITY (ASTIM D698, STANDARD PROCTOR).
CONCRETE
20.CONCRETE SHALL BE MIXED, PROPORTIONED, CONVEYED AND PLACED IN ACCORDANCE WITH IBC
SECTION 1905, 1906 AND ACI 301, INCLUDING TESTING PROCEDURES. CONCRETE SHALL ATTAIN A
28-DAY STRENGTH OF f'c = 2,500 PSI AND MIX SHALL CONTAIN NOT LESS THAN 5-1/2 SACKS OF
CEMENT PER CUBIC YARD AND SHALL BE PROPORTIONED TO PRODUCE A SLUMP OF 5" OR LESS. ALL
CONCRETE WITH SURFACES EXPOSED TO WEATHER OR STANDING WATER SHALL BE AIR-ENTRAINED
WITH AN AIR-ENTRAINING AGENT CONFORMING TO ASTM C260, C494,AND C618. TOTAL AIR CONTENT
FOR FROST-RESISTANT CONCRETE SHALL BE IN ACCORDANCE WITH TABLE ACI 318 TABLE 4.2.1
MODERATE EXPOSURE.
21.REINFORCING STEEL SHALL CONFORM TO ASTM A615 (INCLUDING SUPPLEMENT S1), GRADE 60, fy =
60,000 PSI. DETAILING OF REINFORCING STEEL (INCLUDING HOOKS AND BENDS) SHALL BE IN
ACCORDANCE WITH ACI 315-99 AND 318-14. LAP ALL CONTINUOUS REINFORCEMENT #5 AND SMALLER
40 BAR DIAMETERS OR 2'-0" MINIMUM. PROVIDE CORNER BARS AT ALL WALL AND FOOTING
INTERSECTIONS. LAP CORNER BARS #5 AND SMALLER 40 BAR DIAMETERS OR 2'-0" MINIMUM.
22.CONCRETE PROTECTION (COVER) FOR REINFORCING STEEL SHALL BE AS FOLLOWS:
FOOTINGS AND OTHER UNFORMED SURFACES CAST AGAINST
AND PERMANENTLY EXPOSED TO EARTH . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3"
FORMED SURFACES EXPOSED TO EARTH OR WEATHER (#5 BARS OR SMALLER) . . . . . . . . . . .1-1/2"
SLABS AND WALLS (INT. FACE). . . . . . . . . . . . . . . . . . GREATER OF BAR DIAMETER PLUS 1/8" OR 3/4"
WOOD
23.FRAMING LUMBER SHALL BE KILN DRIED OR MC-19, AND GRADED AND MARKED INCONFORMANCE
WITH W.C.L.B. STANDARD GRADING RULES FOR WEST COAST LUMBER NO. 17. FURNISH TO THE
FOLLOWING MINIMUM STANDARDS:
JOISTS AND BEAMS (2X & 3X MEMBERS) HEM-FIR NO. 2
MINIMUM BASE VALUE, Fb = 850 PSI
(4X MEMBERS) DOUGLAS FIR-LARCH NO. 1
MINIMUM BASE VALUE, Fb = 1000 PSI
(6X MEMBERS) DOUGLAS FIR-LARCH NO. 1
MINIMUM BASE VALUE, Fb = 1350 PSI
POSTS: (4X MEMBERS) DOUGLAS FIR-LARCH NO. 2
MINIMUM BASE VALUE, Fc = 1350 PSI
STUDS, PLATES & MISC. FRAMING: DOUGLAS-FIR-LARCH OR HEM-FIR NO. 2
ALL WOOD IN DIRECT CONTACT WITH CONCRETE SHALL BE PRESSURE-TREATED WITH AN APPROVED
PRESERVATIVE OR (2) LAYERS OF ASPHALT IMPREGNATED BUILDING PAPER SHALL BE PROVIDED
BETWEEN UNTREATED WOOD AND CONCRETE.
22.GLUED LAMINATED MEMBERS SHALL BE FABRICATED IN CONFORMANCE WITH ASTM AND AITC
STANDARDS. EACH MEMBER SHALL BEAR AN A.I.T.C. IDENTIFICATION MARK AND SHALL BE
ACCOMPANIED BY AN A.I.T.C. CERTIFICATE OF CONFORMANCE. ALL SIMPLE SPAN BEAMS SHALL BE
DOUGLAS FIR COMBINATION 24F-V4, Fb = 2,400 PSI, Fv = 265 PSI. ALL CANTILEVERED BEAMS SHALL BE
DOUGLAS FIR COMBINATION 24F-V8, Fb = 2400 PSI, Fv = 265 PSI. CAMBER ALL SIMPLE SPAN GLULAM
BEAMS TO 3,000' RADIUS, UNLESS SHOWN OTHERWISE ON THE PLANS.
23.MANUFACTURED LUMBER, PSL, LVL, AND LSL, SHALL BE MANUFACTURED UNDER A PROCESS
APPROVED BY THE NATIONAL RESEARCH BOARD. EACH PIECE SHALL BEAR A STAMP OR STAMPS
NOTING THE NAME AND PLANT NUMBER OF THE MANUFACTURER, THE GRADE, THE NATIONAL
RESEARCH BOARD NUMBER, AND THE QUALITY CONTROL AGENCY. ALL PSL, LVL, AND LSL LUMBER
SHALL BE MANUFACTURED IN ACCORDANCE WITH ICC-ES REPORT ESR-1387 USING DOUGLAS FIR
VENEER GLUED WITH A WATERPROOF ADHESIVE MEETING THE REQUIREMENTS OF ASTM D2559
WITH ALL GRAIN PARALLEL WITH THE LENGTH OF THE MEMBER. THE MEMBERS SHALL HAVE THE
FOLLOWING MINIMUM PROPERTIES:
PSL (2.0E) Fb = 2900 PSI, E = 2000 KSI, Fv = 290 PSI
LVL (2.0E) Fb = 2600 PSI, E = 2000 KSI, Fv = 285 PSI
LSL (1.55E) Fb = 2325 PSI, E = 1550 KSI, Fv = 310 PSI
24.PREFABRICATED CONNECTOR PLATE WOOD ROOF TRUSSES SHALL BE DESIGNED BY THE
MANUFACTURER IN ACCORDANCE WITH THE "NATIONAL DESIGN STANDARD FOR METAL
PLATE-CONNECTED WOOD TRUSS CONSTRUCTION, ANSI/TPI 1" BY THE TRUSS PLATE INSTITUTE FOR
THE SPANS AND CONDITIONS SHOWN ON THE PLANS. LOADING SHALL BE AS FOLLOWS:
TOP CHORD LIVE LOAD 25 PSF
TOP CHORD DEAD LOAD 10 PSF
BOTTOM CHORD DEAD LOAD 5 PSF
TOTAL LOAD 40 PSF
WIND UPLIFT (TOP CHORD) 5 PSF
BOTTOM CHORD LIVE LOAD 10 PSF
(BOTTOM CHORD LIVE LOAD DOES NOT ACT
CONCURENTLY WITH THE ROOF LIVE LOAD)
WOOD TRUSSES SHALL UTILIZE APPROVED CONNECTOR PLATES (GANGNAIL OR EQUAL).
SUBMIT SHOP DRAWINGS AND DESIGN CALCULATIONS TO THE ARCHITECT AND
STRUCTURAL ENGINEER FOR REVIEW PRIOR TO FABRICATION. SUBMITTED DOCUMENTS
SHALL BE SIGNED AND STAMPED BY A STRUCTURAL ENGINEER REGISTERED IN THE
STATE OF WASHINGTON. PROVIDE FOR SHAPES, BEARING POINTS, INTERSECTIONS,
HIPS, VALLEYS, ETC., SHOWN ON THE DRAWINGS. EXACT COMPOSITION OF SPECIAL
HIP, VALLEY, AND INTERSECTION AREAS (USE OF GIRDER TRUSSES, JACK TRUSSES,
STEP-DOWN TRUSSES, ETC.) SHALL BE DETERMINED BY THE MANUFACTURER UNLESS
SPECIFICALLY INDICATED ON THE PLANS. PROVIDE ALL TRUSS TO TRUSS AND TRUSS
TO GIRDER TRUSS CONNECTION DETAILS AND REQUIRED CONNECTION MATERIALS.
PROVIDE FOR ALL TEMPORARY AND PERMANENT TRUSS BRACING AND BRIDGING.
25.TIMBER CONNECTORS CALLED OUT BY LETTERS AND NUMBERS SHALL BE "STRONG-TIE" BY SIMPSON
COMPANY, AS SPECIFIED IN THEIR CATALOG NUMBER C-2021. EQUIVALENT DEVICES BY OTHER
MANUFACTURERS MAY BE SUBSTITUTED, PROVIDED THEY HAVE ICC-ES APPROVAL FOR EQUAL OR
GREATER LOAD CAPACITIES. PROVIDE NUMBER AND SIZE OF FASTENERS AS SPECIFIED BY
MANUFACTURER. CONNECTORS SHALL BE INSTALLED IN ACCORDANCE WITH THE MANUFACTURER'S
RECOMMENDATIONS.
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These plans and drawings are copyrighted in accordancewith Federal Statutes. Payment of use fee is due prior to the permitted use. Reproduction of these plans by any means in all, part, or variations, thereof without written permission of the designer/engineer of record is expressively prohibited. These drawings and prints therefrom remainthe intellectual property of the designer and/or the EOR.
EXPIRATION: 01/17/2025
ARCHITECTURE:
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GENERAL
STRUCTURAL
NOTES
G1.0
ANCHORAGE
29.EXPANSION BOLTS INTO CONCRETE SHALL BE WEDGE-ALL ANCHORS AS MANUFACTURED BY THE
SIMPSON STRONG TIE COMPANY AND INSTALLED IN STRICT CONFORMANCE TO ICC-ES REPORT
NUMBER ESR-1396, INCLUDING MINIMUM EMBEDMENT REQUIREMENTS.
EPOXY-GROUTED ITEMS (THREADED RODS OR REINFORCING BAR) SPECIFIED ON THE
DRAWINGS SHALL BE INSTALLED USING "SET" HIGH STRENGTH EPOXY AS MANUFACTURED
BY THE SIMPSON STRONG TIE COMPANY. INSTALL IN STRICT ACCORDANCE WITH
ICC-ES REPORT NO. ESR-1772. SPECIAL INSPECTION OF INSTALLATION IS REQUIRED.
RODS SHALL BE ASTM A-36 UNLESS OTHERWISE NOTED.
30.ALL ANCHORS EMBEDDED IN MASONRY OR CONCRETE SHALL BE A307 HEADED BOLTS OR A36
THREADED ROD WITH AN ASTM 563 HEAVY HEX NUT TACK WELDED ON THE EMBEDDED END.
QUALITY ASSURANCE
32. SPECIAL INSPECTION AND TESTS SHALL BE PROVIDED IN ACCORDANCE WITH THE PROJECT SPECIFICATIONS AND SECTIONS17049 AND 1705.12 OF THE INTERNATIONAL
BUILDING CODE BY A QUALIFIED TESTING AGENCY DESIGNATED BY THE ARCHITECT, AND RETAINED BY THE BUILDING OWNER. THE ARCHITECT, STRUCTURAL ENGINEER,
AND BUILDING DEPARTMENT SHALL BE FURNISHED WITH COPIES OF ALL INSPECTION AND TEST RESULTS. SPECIAL INSPECTION OF THE FOLLOWING TYPES OF
CONSTRUCTION
TYPE CONT. SPECIAL INSPECTION PERIODICAL SPECIAL INSPECTION IBC REFERENCE
CONCRETE PLACEMENT not required for 2500 psi conc not required for 2500 psi conc Exception1705.3.2.3
AT CONCRETE CONSTRUCTION
REINFORCEMENT
AT CONCRETE CONSTRUCTION see above see above see above.
INSTALLATION OF STEEL ANCHORS
CAST IN CONCRETE AND MASONRY --X 1705.1.1,1705.3, 1705.4,1705.12,
FOR LEVEL 2 SEC 1.6, LVL 2, TMS602-16
MASONRY CONSTRUCTION,
INCLUDING MORTAR, REINFORCEMENT,
AND STRUCTURAL CONNECTIONS --X 1705.4, TMS 402-16 SECTIONS 2.2
AND 3.1, AND TMS 602-16 SECTION 1.6A
GROUT PLACEMENT AT MASONRY
CONSTRUCTION X -- 1705.4, TMS 402-16 SECTIONS 2.2 AND
3.1, AND TMS 602-16 SECTION 1.6A.
EXPANSION BOLTS AND THREADED
EXPANSION INSERTS PER MANUFACTURER PER MANUFACTURER 1705.1.1
EPOXY GROUTED INSTALLATIONS PER MANUFACTURER PER MANUFACTURER 1705.1.1
FASTENING AT WOOD-FRAMED, --
LATERAL FORCE-RESISTING SYSTEM X 1705.11.1 AND 1705.12.2.
SIMPSON STRONG WALL SYSTEM
RECOMMENDATIONS.
26.WOOD FASTENERS
A. NAIL SIZES SPECIFIED ON DRAWINGS ARE BASED ON THE FOLLOWING
SPECIFICATIONS:
SIZE LENGTH DIAMETER
8d 2-1/2" 0.131"
16d BOX 3-1/2" 0.135"
IF CONTRACTOR OR OWNER PROPOSES THE USE OF ALTERNATE NAILS, THEY SHALL SUBMIT
NAIL SPECIFICATIONS TO THE ENGINEER (PRIOR TO CONSTRUCTION)
FOR REVIEW AND APPROVAL.
NAILS - PLYWOOD (APA RATED SHEATHING) FASTENERS TO FRAMING SHALL BE
DRIVEN FLUSH TO FACE OF SHEATHING WITH NO COUNTERSINKING PERMITTED.
27.PLYWOOD SHEATHING SHALL BE GRADE C-D, EXTERIOR GLUE OR STRUCTURAL II, EXTERIOR GLUE
IN CONFORMANCE WITH DOC PS 1. ORIENTED STRAND BOARD OF EQUIVALENT THICKNESS,
EXPOSURE RATING AND PANEL INDEX MAY BE USED IN LIEU OF PLYWOOD.
ROOF SHEATHING SHALL BE 12" (NOMINAL) WITH SPAN RATING 3216.
FLOOR SHEATHING SHALL BE 3 4" (NOMINAL) WITH SPAN RATING 48 24.
WALL SHEATHING SHALL BE 1/2" (NOMINAL) WITH SPAN RATING 24/0 .
REFER TO WOOD FRAMING NOTES BELOW FOR TYPICAL NAILING REQUIREMENTS.
28.WOOD FRAMING NOTES--THE FOLLOWING APPLY UNLESS OTHERWISE SHOWN ON
THE PLANS:
A.ALL WOOD FRAMING DETAILS NOT SHOWN OTHERWISE SHALL BE CONSTRUCTED TO
THE MINIMUM STANDARDS OF THE INTERNATIONAL BUILDING CODE. MINIMUM
NAILING, UNLESS OTHERWISE NOTED, SHALL CONFORM TO IBC TABLE 2304.10.1.
COORDINATE THE SIZE AND LOCATION OF ALL OPENINGS WITH MECHANICAL AND
ARCHITECTURAL DRAWINGS.
B.WALL FRAMING:
ALL STUDS SHALL BE SPACED AT 16" O.C. UNO. TWO STUDS MINIMUM SHALL BE
PROVIDED AT THE END OF ALL WALLS AND AT EACH SIDE OF ALL OPENINGS, AND
AT BEAM OR HEADER BEARING LOCATIONS. TWO 2x8 HEADERS SHALL BE PROVIDED
OVER ALL OPENINGS NOT OTHERWISE NOTED. SOLID BLOCKING FOR WOOD COLUMNS
SHALL BE PROVIDED THROUGH FLOORS TO SUPPORTS BELOW. PROVIDE CONTINUOUS
SOLID BLOCKING AT MID-HEIGHT OF ALL STUD WALLS OVER 10'-0" IN HEIGHT.
ALL WALLS SHALL HAVE A SINGLE BOTTOM PLATE AND A DOUBLE TOP PLATE. END
NAIL TOP PLATE TO EACH STUD WITH TWO 16d NAILS, AND TOENAIL OR END
NAIL EACH STUD TO BOTTOM PLATE WITH TWO 16d NAILS. FACE NAIL DOUBLE
TOP PLATE WITH 16d @ 12" O.C. AND LAP MINIMUM 4'-0" AT JOINTS AND
PROVIDE EIGHT 16d NAILS @ 4" O.C. EACH SIDE JOINT.
ALL STUD WALLS SHALL HAVE THEIR LOWER WOOD PLATES ATTACHED TO WOOD
FRAMING BELOW WITH TWO ROWS OF 16d NAILS @ 12" ON-CENTER, OR ATTACHED
TO CONCRETE BELOW WITH 5/8" DIAMETER ANCHOR BOLTS @ 4'-0" ON-CENTER
EMBEDDED 7" MINIMUM, UNLESS INDICATED OTHERWISE. INDIVIDUAL MEMBERS OF
BUILT-UP POSTS SHALL BE NAILED TO EACH OTHER WITH TWO ROWS OF 16d @12"
ON-CENTER. UNLESS OTHERWISE NOTED, GYPSUM WALLBOARD SHALL BE FASTENED
TO THE INTERIOR SURFACE OF ALL STUDS AND PLATES WITH NO. 6 X 1-1/4"
TYPE S OR W SCREWS @ 8" ON-CENTER. UNLESS INDICATED OTHERWISE,
1/2" (NOMINAL) APA RATED SHEATHING (SPAN RATING 24/0) SHALL BE NAILED
TO ALL EXTERIOR SURFACES WITH 8d NAILS @ 6" ON-CENTER AT PANEL EDGES
AND TOP AND BOTTOM PLATES (BLOCK UN-SUPPORTED EDGES) AND TO ALL
INTERMEDIATE STUDS AND BLOCKING WITH 8d NAILS @ 12" ON-CENTER ALLOW
1/8" SPACING AT ALL PANEL EDGES AND PANEL ENDS.
C.WALL ANCHORAGE:
EXPANSION BOLTS INTO CONCRETE SHALL BE WEDGE-ALL ANCHORS AS MANUFACTURED
BY THE SIMPSON STRONG TIE COMPANY AND INSTALLED IN STRICT CONFORMANCE TO
ICC-ES REPORT NUMBER ESR-1396, INCLUDING MINIMUM EMBEDMENT REQUIREMENTS.
EPOXY-GROUTED ITEMS (THREADED RODS OR REINFORCING BAR) SPECIFIED ON THE
DRAWINGS SHALL BE INSTALLED USING "SET" HIGH STRENGTH EPOXY AS MANUFACTURED
BY THE SIMPSON STRONG TIE COMPANY. INSTALL IN STRICT ACCORDANCE WITH
ICC-ES REPORT NO. ESR-1772. SPECIAL INSPECTION OF INSTALLATION IS REQUIRED.
RODS SHALL BE ASTM A-36 UNLESS OTHERWISE NOTED.
ALL ANCHORS EMBEDDED IN MASONRY OR CONCRETE SHALL BE A307 HEADED BOLTS OR A36
THREADED ROD WITH AN ASTM 563 HEAVY HEX NUT TACK WELDED ON THE EMBEDDED END.
D.FLOOR AND ROOF FRAMING: PROVIDE DOUBLE JOISTS UNDER ALL
PARALLEL PARTITIONS THAT EXTEND OVER MORE THAN HALF THE JOIST LENGTH
AND AROUND ALL OPENINGS IN FLOORS OR ROOFS UNLESS OTHERWISE NOTED.
PROVIDE SOLID BLOCKING AT ALL BEARING POINTS. TOENAIL JOISTS TO
SUPPORTS WITH TWO 16d NAILS. ATTACH TIMBER JOISTS TO FLUSH HEADERS OR
BEAMS WITH SIMPSON METAL JOIST HANGERS IN ACCORDANCE WITH NOTES ABOVE.
NAIL ALL MULTI-JOIST BEAMS TOGETHER WITH TWO ROWS 16d @ 12" ON-CENTER.
UNLESS OTHERWISE NOTED ON THE PLANS, PLYWOOD ROOF AND FLOOR
SHEATHING SHALL BE LAID UP WITH GRAIN PERPENDICULAR TO SUPPORTS AND
NAILED AT 6" ON-CENTER WITH 8d NAILS TO FRAMED PANEL EDGES, STRUTS AND
OVER STUD WALLS AS SHOWN ON PLANS AND @ 12" ON-CENTER TO INTERMEDIATE
SUPPORTS. PROVIDE APPROVED PLYWOOD EDGE CLIPS CENTERED BETWEEN JOISTS/
TRUSSES AT UNBLOCKED ROOF SHEATHING EDGES. ALL FLOOR SHEATHING EDGES
SHALL HAVE APPROVED T&G JOINTS OR SHALL BE SUPPORTED WITH SOLID
BLOCKING. ALLOW 1/8" SPACING AT ALL PANEL EDGES AND ENDS OF FLOOR AND
ROOF SHEATHING. TOENAIL BLOCKING TO SUPPORTS WITH 16d @ 12" ON-CENTER
UNLESS OTHERWISE NOTED.
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G U I B I N LU
42309REGISTE R E D
GL ARCHITECTURAL ENGINEERING
C/O: GUIBIN LU, PE
PO BOX 1040
TEL: 360-747-7509
EMAIL: AKEGL2002@GMAIL.COM
GESTOSO
DESIGN
& DRAFTING
SERVICES
22420 127TH AVE SE
KENT WA 98031
TEL: 253.709.7543
E: OSCAR. GESTOSO
@GMAIL.COM
BO
D
E
T
E
M
P
L
E
These plans and drawings are copyrighted in accordancewith Federal Statutes. Payment of use fee is due prior to the permitted use. Reproduction of these plans by any means in all, part, or variations, thereof without written permission of the designer/engineer of record is expressively prohibited. These drawings and prints therefrom remainthe intellectual property of the designer and/or the EOR.
EXPIRATION: 01/17/2025
ARCHITECTURE:
2
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11
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GENERAL
STRUCTURAL
NOTES
G1.1
DN
DN
RA
M
P
DN
45'-10"
23'-4"
27
'
-
1
1
"
.
11
'
-
2
"
12'-63
4"7'-101
2"
6'
-
7
3 4"
19'-3"7'-9"7'-5"6'-4"
5'-3"7'-9"7'-5"6'-4"
7'-51
2"7'-51
2"
6'
-
7
1 2"
7'
-
8
"
7'
-
0
"
7'
-
3
"
5'
-
4
"
14'-31
4"
3.5x7.5 GLB
HDR
3.5x7.5 GLB
HDR
3.5x7.5 GLB
HDR
3.5x7.5 GLB
HDR
3.5x7.5 GLB
HDR
3.5x7.5 GLB
HDR
3.5x7.5 GLB
HDR
3.5x7.5 GLB
HDR
3.5x7.5 GLB
HDR
GIRDER
TRUSS
PR
E
-
F
A
B
W
O
O
D
SC
I
S
S
O
R
T
R
U
S
S
@2
4
"
o
c
(T
C
D
L
/
B
C
D
L
/
T
C
L
L
/
B
C
L
L
=
2
0
/
0
5
/
2
5
/
0
5.125x7.5 GLB
HDR
5.125x7.5 GLB
HDR
PRE-FAB
TRUSS @24"oc
6x6 PT post
w/PC CAP
4x
8
D
F
#
2
H
D
R
4x
8
D
F
#
2
H
D
R
4x
8
D
F
#
2
H
D
R
6x6 PT post
w/PC CAP
PLAN NOTES:
1.DO NOT SCALE DRAWINGS. THE CONTRACTOR SHALL USE DIMENSIONS SHOWN IN
ARCHITECTURAL DRAWINGS AND ACTUAL FIELD MEASUREMENTS. NOTIFY THE
ENGINEER OF ANY DISCREPANCIES.
2.ALL DIMENSIONS ARE TO FACE OF STUDS, FACE OF BEAMS, AND FACE OF CONCRETE
STEM WALL AND CONCRETE FLAT WORK. CENTER OF POSTS AND PIERS,
3.ALL EXTERIOR SHEAR WALLS SHALL BE SW1 AS NOTED IN SHEARWALL SCHEDULE,
UNLESS NOTIFIED OTHERWISE. REFER TO SHEARWALL KEY PLAN.
4.TYPICAL HEADER SIZE SHALL BE 4X8 DF NO.2, UNO.
5.PROVIDE SOLID VERTICAL GRAIN BLOCKING IN THE FLOOR FRAMING AT ALL BEARING
STUDS.
6.GC SHALL VERIFY ALL EXISTING SITE CONDITIONS, UTILITY AND SERVICES PRIOR TO
ANY TRENCHING, EXCAVATION AND DIGGING.
7.GC SHALL REMOVE ANY RUBBISH, DEBRIS, AND ORGANIC MATERIALS FROM THE SITE
CLEARING AREA SHOWN.
8.GC SHALL PROVIDE TEMPERARY BRACING PRIOR TO THE COMPLETION OF FINAL
CONNECTIONS.
9.REFER TO GENERAL NOTES FOR OTHER REQUIREMENTS.
LEGEND:
SHEET NUMBER
DESCRIPTION OF REVISIONSDATE
RE
N
T
O
N
,
W
A
9
8
0
5
5
NUMBER
11/02/2024 PERMIT SET
1
SHEET TITLE:
P
R
O
FESSIONAL E NGINEER
ST
OF
ATE WASHI
NGT
O
N
GU I B IN L
U
42309REGISTER E D
GL ARCHITECTURAL ENGINEERING
C/O: GUIBIN LU, PE
PO BOX 1040
TEL: 360-747-7509
EMAIL: AKEGL2002@GMAIL.COM
GESTOSO
DESIGN
& DRAFTING
SERVICES
22420 127TH AVE SE
KENT WA 98031
TEL: 253.709.7543
E: OSCAR. GESTOSO
@GMAIL.COM
BO
D
E
T
E
M
P
L
E
These plans and drawings are copyrighted in accordancewith Federal Statutes. Payment of use fee is due prior to the permitted use. Reproduction of these plans by any means in all, part, or variations, thereof without written permission of the designer/engineer of record is expressively prohibited. These drawings and prints therefrom remainthe intellectual property of the designer and/or the EOR.
EXPIRATION: 01/17/2025
ARCHITECTURE:
2
RE
N
O
V
A
T
I
O
N
A
N
D
A
D
D
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T
I
O
N
11
4
1
0
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K
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ROOF FRAMING
PLAN
S3.0
ROOF FRAMING PLAN
SCALE:1/4" =1'-0"1
NEW ROOF LINE
EXT'G WALL
NEW WALL
2'-0" max
1x FASCIA
FULL DEPTH
BLOCKING (may be
drilled for venting)
8d @ 6"oc
WOOD TRUSS (OR
SCISSOR TRUSS
)PER PLAN
H1 EA. RAFTER
HEADER/BEAM
PER PLAN
SHEARWALL
PER PLAN
A35 PER SHEARWALL
SCHEDULE
SLOPE PER
ARCH
NOTCH TO LET
OUTRIGGER THRU
1'-6"MAX
8d @ 6"oc
A35 PER SHEARWALL
SCHEDULE
2x4 OUTRIGGERS
LAID FLAT @24" oc(2)16d THRU
OUTRIGGER
2x4 BRACE (USE
(2)2x4 WHERE
LENGTH EXCEEDS
6'-0" ) @8'-0"oc MAX.
(NAIL (2)2x4 w/16d
@12"oc)
2x4 BLKG w/(2)16d THRU TRUSS
TOP CHORD EA. END. NAIL
(5)8d EA BLOCK FROM
SHEATHING
FASCIA
GABLE END TRUSS
SHEATHING AND
ATTACHMENT TO
MATCH SHEARWALL
BELOW
A34 AT BRACE TO
TOP PLATE
PRE-FAB TRUSSES PER PLAN
(6) 16d THRU BLKG INTO BRACE
HEADER/BEAM
PER PLAN
SHEARWALL
PER PLAN
SHEET NUMBER
DESCRIPTION OF REVISIONSDATE
RE
N
T
O
N
,
W
A
9
8
0
5
5
NUMBER
11/02/2024 PERMIT SET
1
SHEET TITLE:
42309
GL ARCHITECTURAL ENGINEERING
C/O: GUIBIN LU, PE
PO BOX 1040
TEL: 360-747-7509
EMAIL: AKEGL2002@GMAIL.COM
GESTOSO
DESIGN
& DRAFTING
SERVICES
22420 127TH AVE SE
KENT WA 98031
TEL: 253.709.7543
E: OSCAR. GESTOSO
@GMAIL.COM
BO
D
E
T
E
M
P
L
E
These plans and drawings are copyrighted in accordancewith Federal Statutes. Payment of use fee is due prior to the permitted use. Reproduction of these plans by any means in all, part, or variations, thereof without written permission of the designer/engineer of record is expressively prohibited. These drawings and prints therefrom remainthe intellectual property of the designer and/or the EOR.
EXPIRATION: 01/17/2025
ARCHITECTURE:
2
RE
N
O
V
A
T
I
O
N
A
N
D
A
D
D
I
T
I
O
N
11
4
1
0
S
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K
Y
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D
ROOF FRAMING
DTLS
S3.1
WOOD TRUSS TO EXTERIOR WALL
SCALE:NTS1ROOF GABLE END
SCALE:NTS2
45'-10"
23'-4"
27
'
-
1
1
"
11
'
-
2
"
1'-3"3'
-
0
"
A1.0
6
13'-55
8"
26
'
-
9
"
15
'
-
0
1 4"
RE
P
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A
C
E
E
X
T
'
G
FL
O
O
R
J
O
I
S
T
S
w/
1
.
7
5
x
9
.
2
5
P
S
L
@1
2
"
o
c
4x8 DF#2 HDR 5.125x15 GLB
TOP FLUSH
BEAM
13'-4"
(E
)
2
x
R
A
F
T
E
R
@2
4
"
O
C
GC SHALL
VERIFY EXT'G
FOUNDATION
OF THE WALL
LINE
6x
1
0
D
F
#
2
P
T
6x
1
0
D
F
#
2
P
T
6x
1
0
D
F
#
2
P
T
6x10 DF#2 PT
6x10 DF#2 PT
2x8 PT @16"oc
GC SHALL
VERIFY EXT'G
FOUNDATION
OF THE DECK
FRAMING, TYP
PLAN NOTES:
1.DO NOT SCALE DRAWINGS. THE CONTRACTOR SHALL USE DIMENSIONS SHOWN IN
ARCHITECTURAL DRAWINGS AND ACTUAL FIELD MEASUREMENTS. NOTIFY THE
ENGINEER OF ANY DISCREPANCIES.
2.ALL DIMENSIONS ARE TO FACE OF STUDS, FACE OF BEAMS, AND FACE OF CONCRETE
STEM WALL AND CONCRETE FLAT WORK. CENTER OF POSTS AND PIERS,
3.TYPICAL HEADER SIZE SHALL BE 4x10 DF NO.2, UNO. FOR MAIN FLOOR LEVEL
HEADERS
4.TYPICAL EXTERIOR WOOD STUDS SIZE SHALL BE 2X6, UNO.
5.UNLESS NOTIFIED OTHERWISE, TWO STUDS MINIMUM SHALL BE PROVIDED AT THE
END OF ALL WALLS AND AT EACH SIDE OF ALL OPENINGS, AND AT BEAM OR HEADER
BEARING LOCATIONS.
6.PROVIDE SOLID VERTICAL GRAIN BLOCKING IN THE FLOOR FRAMING AT ALL BEARING
STUDS.
7.ALL EXTERIOR WALLS SHALL BE SHEATHED AND NAILED AS SW1 IN SHEARWALL
SCHEDULE, UNO. REFER TO SHEARWALL KEYPLAN.
8.THE FLOOR TRUSSES SHALL HAVE MINIMUM 40/10/0/5 = 55 PSF @ 0% FLOOR LOAD
RATING. THE MINIMUM TRUSS SPAN-TO-LIVE LOAD DEFLECTION IS 360 FOR FLOOR
APPLICATION.
9.REFER TO GENERAL NOTES FOR MORE INFORMATION.
CS16 VERTICAL HOLDDOWN STRAP
AT FLOOR LEVEL
SW1
LEGEND:
NON-STRUCTURAL WALL
STRUCTURAL WALL
SP
A
N
N
I
N
G
EXTENT
WALL ABOVE
SHEARWALL TYPE BELOW
SHEET NUMBER
DESCRIPTION OF REVISIONSDATE
RE
N
T
O
N
,
W
A
9
8
0
5
5
NUMBER
11/02/2024 PERMIT SET
1
SHEET TITLE:
P
R
O
F
ESSIONA L E N G I NEER
ST
O F
AT E
WASHING
T
O
N
G U I B I N LU
42309REGISTE R E D
GL ARCHITECTURAL ENGINEERING
C/O: GUIBIN LU, PE
PO BOX 1040
TEL: 360-747-7509
EMAIL: AKEGL2002@GMAIL.COM
GESTOSO
DESIGN
& DRAFTING
SERVICES
22420 127TH AVE SE
KENT WA 98031
TEL: 253.709.7543
E: OSCAR. GESTOSO
@GMAIL.COM
BO
D
E
T
E
M
P
L
E
These plans and drawings are copyrighted in accordancewith Federal Statutes. Payment of use fee is due prior to the permitted use. Reproduction of these plans by any means in all, part, or variations, thereof without written permission of the designer/engineer of record is expressively prohibited. These drawings and prints therefrom remainthe intellectual property of the designer and/or the EOR.
EXPIRATION: 01/17/2025
ARCHITECTURE:
2
RE
N
O
V
A
T
I
O
N
A
N
D
A
D
D
I
T
I
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11
4
1
0
S
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K
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ROOF AND
FLOOR FRAMING
PLAN
S2.0
UPPER FLOOR FRAMING
SCALE:1/4" =1'-0"1