2024.0262.PR0002-2023.0064 Yelm Plaza Rev A For Permit YELM APPROVED SETScale
BNA Project number:
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Arthur C. Farrow P.E.
Civil Engineer/Residential
Design
4903 Slayden Road N.E.
Tacoma, WA 98422
916 -813 -7024
afce9740@gmail.com
Arthur C Farrow & Associates
STATUS:
REVISION LOG
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COVER SHEET
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Framing Detail For Yelm Plaze Fire
Restoration
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OMAR & CHRISTINE LEE
OWNERS
P R O J E C T
T E A M
ARTHUR C. FARROW ENGINEERING
DESIGN4903 SLAYDEN ROAD NE
TACOMA, WA 98422
(E): AFCE9740@GMAIL.COM
(P): 916-813-7024
CONTACT: ARTHUR FARROW P.E.
BUILDER
CIVIL ENGINEER
Sheet No. Sheet Name Plot Order
S000 COVER SHEET 0
S100 STRUCTURAL SPECIFICATIONS 1
S101 3D Views 2
Z001 SITE AND ZONING 3
S102 STRUC FOUNDATION PLAN 4
S103 STRUC ROOF FRAMING PLAN 5
S104 REFLECTED CEILING PLAN 6
S105 STRUC FRAMING PLAN AT ELEV = 8-0" 7
S200 STRUCTURAL ELEVATIONS 8
S201 STRUCTURAL ELEVATIONS 9
S202 STRUCTURAL SECTIONS & DETAILS 10
S203 STRUCTURAL SECTIONS & DETAILS 11
S300 STRUC DETAILS 12
ST301 TYP CONC & FND DETAILS 13
ST400 NAILING & SHEARWALL NOTES 14
ST402 TYP WOOD DETAILS 16
D R A W I N G
I N D E X
S C O P E O F
W O R K
Existing commercial structure destroyed by fire to be designed for permit to replace the entire
structure. Architectural and structural engineering drawings are provided with structural
calculations.
Electrical, plumbing, & mechanical designed by bidder
.
.
.
A P P L I C A B L E
C O D E S
ADDRESS:
LOT:
BLOCK:
TAX ID:
ZONE:
Z O N I N G
A N A L Y S I S
902 East Yelm Blvd, Yelm Plaza, WA 98597
.
.
.
.
. FT²
.% (. FT²)
.% (. FT²)
.% (. FT²)
. FT
. FT (NO CHANGE)
.FT EA. SIDE
TBD
. FT
.FT (NO CHANGE)
. FT
±. FT . IN
±. FT . IN
.
.
LOT AREA:
ALLOWABLE LOT OCCUPANCY:
EXISTING LOT OCCUPANCY:
PROPOSED LOT OCCUPANCY:
REQUIRED FRONT SETBACK:
PROVIDED FRONT SETBACK:
REQUIRED SIDE SETBACK:
PROVIDED SIDE SETBACK:
REQUIRED REAR SETBACK:
PROVIDED REAR SETBACK:
ALLOWABLE HEIGHT:
EXISTING HEIGHT:
PROPOSED HEIGHT:
EXISTING STORIES:
PROPOSED STORIES:
2018 INTERNATIONAL BUILDING CODE
2018 INTERNATIONAL MECHANICAL CODE
2018 INTERNATIONAL PLUMBING CODE
2018 NATIONAL ELECTRICAL CODE
2018 ENERGY CONSERVATION CODE
P R O J E C T L O C A T I O N
C O D E
A N A L Y S I S
RESIDENTIAL
NONE
CONSTRUCTION TYPE:
SPRINKLERS:
SITE LOCATION
18230 EAST VALLEY HWY
KENT, WA 98032
(E): omarplee@gmail.com
(P): 206.351.8277
CONTACT: OMAR
COAST SALISH CONSTRUCTION
33818 4th Ave E
Roy, WA 98580
(E): dave@Coastsalish.construction
(P): 253-533-5670
CONTACT: DAVID SWEET
ARTHUR C. FARROW ENGINEERING
4903 SLAYDEN ROAD NE
TACOMA, WA 98422
(E): AFCE9740@GMAIL.COM
(P): 916-813-7024
CONTACT: ARTHUR FARROW P.E.
1 3D View 1
FOR PERMIT
04/21/2023 12:20:15 PM
04/21/2023
Scale
BNA Project number:
PL
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:
Arthur C. Farrow P.E.
Civil Engineer/Residential
Design
4903 Slayden Road N.E.
Tacoma, WA 98422
916 -813 -7024
afce9740@gmail.com
Arthur C Farrow & Associates
STATUS:
REVISION LOG
REV #DATE DESCRIPTION
DRAWN BY:
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STRUCTURAL
SPECIFICATIONS
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_____________________________________CRITERIA:______________________________________
1.ALL MATERIALS, WORKMANSHIP, DESIGN & CONSTRUCTION SHALL CONFORM TO
THE DRAWINGS, SPECIFICATIONS AND THE 2018 IBC AND THE 2018 IRC.
2.DESIGN LOADING CRITERIA: RESIDENTIAL -ONE AND TWO FAMILY DWELLINGS
DEAD LOADS:
ROOF LIVE LOAD:20 PSF
FLOOR LIVE LOAD:40 PSF
DECK LIVE LOAD:60 PSF
BALCONIES LESS THAN 100 SF 60 PSF
STAIR AND CORRIDOR LIVE LOAD 100 PSF
GUARDRAILS/BALCONY RAILS 50 PLF
GROUND SNOW LOAD 25 PSF (CONSERVATIVE)
MECHANICAL UNIT WTS PER MANF
WIND:
SPEED (3 SECOND GUST) ................................100 MPH
EXPOSURE .........................................................D
EARTHQUAKE:.......................................Ss 1.379 S1 0.473 SMS 1.655
.......................................SM1 NA..SDS 1.103 SD1 NA
BUILDING CATEGORY ..........................."II"
USE GROUP ..........................................."1"
SEISMIC DESIGN CATEGORY .............."D"
LATERAL SYSTEM: LIGHT FRAMED SHEAR WALLS:................R = 6.5
CS = SDS * I/R
SOIL BEARING PRESSURE...................2500 PSF (GEO REPORT) USED 1500 PSF
FROST DEPTH........................................18"(BOTTOM OF FOOTING ELEVATION
SHALL BE MIN 18" BELOW FINISH GRADE UNO)
3.STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH ARCHITECTURAL
DRAWINGS FOR BIDDING AND CONSTRUCTION. ARCHITECTURAL DRAWINGS ARE THE
PRIME CONTRACT DRAWINGS. ANY DISCREPANCIES FOUND AMONG THE DRAWINGS,
THE SPECIFICATIONS, THE GENERAL NOTES AND THE SITE CONDITIONS SHALL BE
REPORTED TO THE ARCHITECT, WHO SHALL CORRECT SUCH DISCREPANCY IN WRITING.
ANY WORK DONE BY THE GENERAL CONTRACTOR AFTER DISCOVERY OF SUCH
DISCREPANCY SHALL BE DONE AT THE GENERAL CONTRACTOR'S RISK.
4.PRIMARY STRUCTURAL ELEMENTS NOT DIMENSIONED ON THE STRUCTURAL PLANS AND
DETAILS SHALL BE LOCATED BY THE ARCHITECTURAL PLANS AND DETAILS. VERTICAL
DIMENSION CONTROL IS DEFINED BY THE ARCHITECTURAL WALL SECTIONS, BUILDING
SECTION, AND PLANS. DETAILING AND SHOP DRAWING PRODUCTION FOR STRUCTURAL
ELEMENTS WILL REQUIRE DIMENSIONAL INFORMATION CONTAINED IN BOTH
ARCHITECTURAL AND STRUCTURAL DRAWINGS.
5.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 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.
6.CONTRACTOR SHALL PROVIDE TEMPORARY BRACING FOR THE STRUCTURE AND
STRUCTURAL COMPONENTS UNTIL FINAL CONNECTIONS HAVE BEEN COMPLETED IN
ACCORDANCE WITH THE PLANS. CONFORM TO ASCE 37-14 "DESIGN LOADS ON
STRUCTURES DURING CONSTRUCTION".
7.CONTRACTOR INITIATED CHANGES SHALL BE SUBMITTED IN WRITING TO THE
ARCHITECT AND STRUCTURAL ENGINEER FOR APPROVAL PRIOR TO FABRICATION OR
CONSTRUCTION. CHANGES SHOWN ON SHOP DRAWINGS ONLY WILL NOT SATISFY
THIS REQUIREMENT.
8.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 STRUCTURAL ENGINEER. ALL
TYPICAL NOTES AND DETAILS SHOWN ON DRAWINGS SHALL APPLY, UNLESS NOTED
OTHERWISE. TYPICAL DETAILS MAY NOT NECESSARILY BE INDICATED ON THE PLANS
BUT SHALL STILL APPLY AS SHOWN OR DESCRIBED IN THE DETAILS. WHERE TYPICAL
DETAILS ARE NOTED ON THE PLANS, THE SPECIFIED TYPICAL DETAIL SHALL BE USED.
WHERE NO TYPICAL DETAIL IS NOTED, IF SHALL BE THE CONTRACTOR'S RESPONSIBILITY
TO CHOOSE THE APPROPRIATE TYPICAL DETAIL FROM THOSE PROVIDED OR REQUEST
ADDITIONAL INFORMATION. THE CONTRACTOR SHALL SUBMIT ALL PROPOSED
ALTERNATE TYPICAL DETAILS TO THOSE PROVIDED WITH RELATED CALCULATIONS TO
THE ENGINEER FOR APPROVAL PRIOR TO SHOP DRAWING PRODUCTION AND FIELD
USE.
9.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.
10.SHOP DRAWINGS FOR THE FOLLOWING ITEMS SHALL BE SUBMITTED TO THE ARCHITECT
AND STRUCTURAL ENGINEER FOR REVIEW PRIOR TO FABRICATION OF THESE ITEMS.
STRUCTURAL STEEL:
ALL STRUCTURAL STEEL FRAMING SHALL BE DETAILED, FABRICATED, AND ERECTED PER THE 14TH
EDITION OF THE AISC STEEL CONSTRUCTION MANUAL, SPECIFICATIONS AND CODE OF STANDARD
PRACTICE, EXCEPT AS MODIFIED BY THE CBC.
11.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 THE 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.
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.
12.SHOP DRAWINGS OF DESIGN BUILD COMPONENTS INCLUDING CANOPIES, BALCONIES,
COLD FORM STEEL FRAMING, TEMPORARY SHORING, CURTAIN WALL SYSTEMS,
SKYLIGHT FRAMES, PREFABRICATED STAIR SYSTEMS, EXTERIOR CLADDING, AND
PRE-ENGINEERED SYSTEMS SHALL BE STAMPED AND SIGNED BY A REGISTERED,
LICENSED ENGINEER IN THE STATE OF WASHINGTON. SHOP DRAWINGS SHALL BE
APPROVED BY THE COMPONENT DESIGNER PRIOR TO REVIEW OF THE ARCHITECT
OR ENGINEER OF RECORD FOR GENERAL CONFORMANCE WITH THE DESIGN OF THE
BUILDING. THE COMPONENT DESIGNER IS RESPONSIBLE FOR CODE CONFORMANCE
AND ALL NECESSARY CONNECTIONS NOT SPECIFICALLY CALLED OUT ON
ARCHITECTURAL OR STRUCTURAL DRAWINGS. SHOP DRAWINGS SHALL INDICATE
MAGNITUDE AND DIRECTION OF ALL LOADS IMPOSED ON THE BASIC STRUCTURE.
DESIGN CALCULATIONS SHALL BE SUBMITTED WITH THE SHOP DRAWINGS.
_____________________________________GEOTECHNICAL:______________________________________
13.FOUNDATION NOTES: SUBGRADE PREPARATION INCLUDING DRAINAGE, EXCAVATION,
COMPACTION, AND FILLING REQUIREMENTS, SHALL CONFORM STRICTLY WITH
RECOMMENDATIONS GIVEN IN THE GEO REPORT OR AS DIRECTED BY THE SOILS ENGINEER.
FOOTINGS SHALL BEAR ON SOLID UNDISTURBED EARTH OR COMPACTED STRUCTURAL
FILL AT LEAST 18" BELOW LOWEST ADJACENT FINISHED GRADE. FOOTING DEPTHS AND
ELEVATIONS SHOWN ON PLANS OR IN DETAILS ARE MINIMUM AND FOR GUIDANCE ONLY;
THE ACTUAL ELEVATIONS OF FOOTINGS MUST BE ESTABLISHED BY THE CONTRACTOR IN
THE FIELD WORKING WITH THE TESTING LAB AND SOILS ENGINEER. BACKFILL BEHIND ALL
RETAINING WALLS WITH FREE DRAINING GRANULAR FILL AND PROVIDE FOR SUBSURFACE
DRAINAGE AS NOTED IN THE SOILS REPORT.
ALLOWABLE SOIL PRESSURE (NATIVE SOILS) .....................................................2500 PSF
LATERAL EARTH PRESSURE (RESTRAINED AND UNRESTRAINED) ...................45 PCF/ 35 PCF
ALLOWABLE PASSIVE EARTH PRESSURE (FS OF 1.5 INCLUDED) ......................350 PCF
COEFFICIENT OF FRICTION (FS OF 1.5 INCLUDED) ..............................................0.35
SEISMIC SURCHARGE PRESSURE (UNIFORM LOAD) ............................................7H PSF
SOILS REPORT REFERENCE:FILE #A-1589 BY AGES ENGINEERING OF PUYALLUP
WA. DATED JAN 18, 2021
_____________________________________CONCRETE:____________________________________
ALL CONCRETE WORK SHALL BE PERFORMED IN ACCORDANCE WITH ACI318-14
AND THE 2018 IBC.
14.SHALL BE MIXED, PROPORTIONED, CONVEYED AND PLACED IN ACCORDANCE WITH
ACI 301, INCLUDING TESTING PROCEDURES.
A.CONCRETE STRENGTH REQUIREMENTS
1.FOUNDATIONS 3,000 PSI
2.SLABS 3,000 PSI
3.WALLS 3,500 PSI
B.CEMENT MINIMUM REQUIREMENTS
1.5.5 SACKS PER YARD FOR 3,000 PSI CONCRETE
2.6.0 SACKS PER YARD FOR 3,500 PSI CONCRETE
* UP TO 15% OF THE CEMENT MAY BE SUBSTITUTED WITH FLY ASH PER ASTM A618
C.WATER: MAXIMUM WATER/CEMENT RATIOS:
1.FOUNDATIONS 0.50
2.WALLS & SLABS 0.45
D.AGGREGATE MAXIMUM SIZE 3/4"
E.SLUMP: 4" MAXIMUM
15.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 ACI 318-14, TABLE 19.3.2.1 MODERATE EXPOSURE, F1.
16.REINFORCING STEEL SHALL CONFORM TO ASTM 615 (INCLUDING SUPPLEMENT S1),
GRADE 60, FY = 60,000 PSI. EXCEPTIONS: ANY BARS SPECIFICALLY SO NOTED ON
THE DESIGN DRAWINGS SHALL BE GRADE 40, FY = 40,000 PSI. WELDED WIRE FABRIC
SHALL CONFORM TO ASTM A-185.
17.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 FEET MINIMUM U.N.O. PROVIDE CORNER
BARS AT ALL WALL AND FOOTING INTERSECTIONS. LAP CORNER BARS #5 AND
SMALLER 40 BAR DIAMETERS OR 2 FEET U.N.O. LAPS ADJACENT MATS OF WELDED
WIRE FABRIC A MINIMUM OF 8 INCHES AT SIDES AND ENDS.
NO BARS PARTIALLY EMBEDDED IN HARDENED CONCRETE SHALL BE FIELD BENT
UNLESS SPECIFICALLY SO DETAILED OR APPROVED BY THE STRUCTURAL ENGINEER.
18.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"
19.CAST-IN-PLACE CONCRETE: SEE ARCHITECTURAL DRAWINGS FOR EXACT LOCATIONS
AND DIMENSIONS OF DOOR AND WINDOW OPENINGS IN ALL CONCRETE WALLS. SEE
MECHANICAL DRAWINGS FOR SIZE AND LOCATION OF MISCELLANEOUS MECHANICAL
OPENINGS THROUGH CONCRETE WALLS. SEE ARCHITECTURAL DRAWINGS FOR ALL
GROOVES, NOTCHES, CHAMFERS, FEATURE STRIPS, COLOR, TEXTURE, AND OTHER
FINISH DETAILS AT ALL EXPOSED CONCRETE SURFACES, BOTH CAST-IN-PLACE AND
PRECAST.
20.NON SHRINK GROUT SHALL BE FURNISHED BY AN APPROVED MANUFACTURER AND
SHALL BE MIXED AND PLACED IN STRICT ACCORDANCE WITH THE MANUFACTURER'S
PUBLISHED RECOMMENDATIONS. GROUT STRENGTH SHALL BE AS LEAST EQUAL TO
THE MATERIAL ON WHICH IT IS PLACED (3000 PSI MINIMUM).
_____________________________________ANCHORAGE:_________________________________
21.EXPANSION BOLTS INTO CONCRETE SHALL BE "STRONG BOLT 2" WEDGE ANCHORS
AS MANUFACTURED BY THE SIMPSON STRONG TIE COMPANY AND INSTALLED IN
STRICT CONFORMANCE TO ICC-ES REPORT NUMBER ESR-3037, INCLUDING MINIMUM
EMBEDMENT REQUIREMENTS. BOLTS INTO CONCRETE MASONRY OR BRICK MASONRY
UNITS SHALL BE INTO FULLY GROUTED CELLS.
22.EPOXY GROUTED ITEMS (THREADED RODS OR REINFORCING BAR) SPECIFIED ON
THE DRAWINGS SHALL BE INSTALLED USING "SET-3G" HIGH STRENGTH EPOXY AS
MANUFACTURED BY THE SIMPSON STRONG TIE COMPANY. INSTALL IN STRICT
ACCORDANCE WITH ICC-ES REPORT NO. ESR-2508. MINIMUM BASE MATERIAL
TEMPERATURE IS 50 DEGREES FAHRENHEIT. RODS SHALL BE ASTM A36 UNLESS
OTHERWISE NOTED.
23.CONCRETE SCREW ANCHORS INTO CONCRETE AND CONCRETE MASONRY UNITS
SHALL BE "TITEN HD" HEAVY DUTY SCREW ANCHOR AS MANUFACTURED BY SIMPSON
STRONG TIE COMPANY, INSTALLED IN STRICT ACCORDANCE WITH ICC-ES REPORT
NO. ESR-2713 (CONCRETE), NO. EST-1056 (CMU), INCLUDING MINIMUM EMBEDMENT
REQUIREMENTS. SCREW ANCHORS INTO CONCRETE MASONRY UNITS SHALL BE
INTO FULLY GROUTED CELLS.
_____________________________________STEEL:______________________________________
24.STRUCTURAL STEEL DESIGN, FABRICATION AND ERECTION SHALL BE BASED ON:
A. AISC 360 AND SECTION 2205.2 OF THE INTERNATIONAL BUILDING CODE.
B. APRIL 14, 2010 AISC CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS AND
BRIDGES AMENDED AS FOLLOWS: AS NOTED IN THE CONTRACT DOCUMENTS,
BY THE DELETION OF PARAGRAPH 4.4.1, AND REVISE REFERENCE FROM
"STRUCTURAL DESIGN DRAWINGS" -TO-"CONTRACT DRAWINGS" IN PARAGRAPH
3.1.
C. SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM A325 OR A490 BOLTS.
25.WIDE FLANGE SHAPES SHALL CONFORM TO ASTM A992, FY = 50 KSI.
OTHER ROLLED SHAPES INCLUDING PLATES, SHALL CONFORM TO ASTM A36, FY = 36 KSI.
STEEL PIPE SHALL CONFORM TO ASTM A53, TYPE E OR S, GRADE B, FY = 35 KSI.
STRUCTURAL TUBING SHALL CONFORM TO ASTM A500, GRADE B,
FY = 42 KSI (ROUND); FY = 46 KSI (SQUARE AND RECTANGULAR).
CONNECTION BOLTS SHALL CONFORM
TO ASTM A307 UNLESS NOTED AS A325 -OR-A490.
26.ARCHITECTURALLY EXPOSED STRUCTURAL STEEL SHALL CONFORM TO SECTION 10
OF THE AISC CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS AND BRIDGES.
27.ALL STEEL EXPOSED TO THE WEATHER OR IN CONTACT WITH GROUND SHALL BE
CORROSION PROTECTED BY HOT DIP GALVANIZATION OR PROVIDED WITH AN
EXTERIOR PAINT SYSTEM, UNLESS OTHERWISE NOTED.
28.SHOP PRIME ALL STEEL EXCEPT:
A. STEEL ENCASED IN CONCRETE
B. SURFACES TO BE WELDED
C. CONTACT SURFACES AT HIGH STRENGTH SLIP CRITICAL BOLTS
D. MEMBERS TO BE HOT DIP GALVANIZED
E. MEMBERS THAT WILL BE CONCEALED BY INTERIOR FINISHES
F. SURFACES TO RECEIVE SPRAYED FIREPROOFING
G. SURFACES TO RECEIVE OTHER SPECIAL SHOP PRIMERS
29.ALL A325N CONNECTION BOLTS NEED ONLY BE TIGHTENED TO A SNUG TIGHT
CONDITION, DEFINED AS THE TIGHTNESS THAT EXISTS WHEN ALL PLIES IN A JOINT
ARE IN FULL CONTACT. THIS MAY BE ATTAINED BY A FEW IMPACTS OF AN IMPACT
WRENCH OR THE FULL EFFORT OF AN IRONWORKER USING AN ORDINARY SPUD
WRENCH.
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. FOR LIGHT FRAME RESIDENTIAL CONSTRUCTION A307 "J"
TYPE ANCHOR BOLTS ARE PERMITTED WHEN NOTED ON DESIGN DRAWINGS
31.ALL WELDING SHALL BE IN CONFORMANCE WITH AISC AND AWS STANDARDS AND
SHALL BE PERFORMED BY WABO CERTIFIED WELDERS USING E70XX ELECTRODES.
ONLY PREQUALIFIED WELDS (AS DEFINED BY AWS) SHALL BE USED.
_____________________________________WOOD:_______________________________________
32.FRAMING LUMBER SHALL BE S-DRY, KD, -OR-MC-19, AND GRADED AND MARKED IN
CONFORMANCE WITH WCLIB STANDARD "GRADING RULES FOR WEST COAST LUMBER
NO. 17", OR WWPA STANDARD, "WESTERN LUMBER GRADING RULES 2011". FURNISH
TO THE FOLLOWING MINIMUM STANDARDS:
JOISTS (2X AND 3X MEMBERS) DOUGLAS FIR-LARCH NO. 1
MINIMUM BASE VALUE, Fb = 1000 PSI
(4X MEMBERS)DOUGLAS FIR-LARCH NO. 1
MINIMUM BASE VALUE, Fb = 1000 PSI
BEAMS (INCLUDING 6X & LARGER) DOUGLAS FIR-LARCH NO. 1
MINIMUM BASE VALUE, Fb = 1350 PSI
POSTS (4X MEMBERS) DOUGLAS FIR-LARCH NO. 1
MINIMUM BASE VALUE, Fc = 1500 PSI
(6X & LARGER) DOUGLAS FIR-LARCH NO. 1
MINIMUM BASE VALUE, Fc = 1000 PSI
STUDS, PLATES & MISC. FRAMING:DOUGLAS FIR-LARCH NO. 1
33.MANUFACTURED LUMBER, PSL, LVL, AND LSL SHOWN ON THE PLANS ARE PRODUCTS
MANUFACTURED BY THE WEYERHAEUSER CORPORATION IN ACCORDANCE
WITH ICC-ES REPORT ESR-1387. 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
ALTERNATE MANUFACTURED LUMBER MANUFACTURERS MAY BE USED SUBJECT TO
REVIEW AND APPROVAL BY THE ARCHITECT AND STRUCTURAL ENGINEER.
ALTERNATE MANUFACTURER'S PRODUCTS SHALL BE COMPATIBLE WITH JOIST
HANGERS AND OTHER HARDWARE SPECIFIED ON PLANS, -OR-ALTERNATE HANGERS
AND HARDWARE SHALL BE SUBMITTED FOR REVIEW AND APPROVAL. SUBSTITUTED
ITEMS SHALL HAVE ICC-ES REPORT APPROVAL FOR EQUAL OR GREATER LOAD
CAPACITIES.
MANUFACTURED LUMBER PRODUCTS SHALL BE INSTALLED WITH A MOISTURE
CONTENT OF 12 PERCENT OR LESS. THE CONTRACTOR SHALL MAKE PROVISIONS
DURING CONSTRUCTION TO PREVENT THE MOISTURE CONTENT OF INSTALLED
BEAMS FROM EXCEEDING 12 PERCENT. EXCESSIVE DEFLECTIONS MAY OCCUR IF
MOISTURE CONTENT EXCEEDS THIS VALUE.
34.PREFABRICATED PLYWOOD WEB JOIST DESIGN SHOWN ON PLANS IS BASED ON
JOISTS MANUFACTURED BY THE WEYERHAEUSER CORPORATION. ALTERNATE
PLYWOOD WEB JOIST MANUFACTURERS MAY BE USED SUBJECT TO REVIEW AND
APPROVAL BY THE ARCHITECT AND STRUCTURAL ENGINEER. ALTERNATE
MANUFACTURER'S PRODUCTS SHALL BE COMPATIBLE WITH THE JOIST HANGERS
AND OTHER HARDWARE SPECIFIED ON PLANS, OR ALTERNATE HANGERS AND
HARDWARE SHALL BE SUBMITTED FOR REVIEW AND APPROVAL. SUBSTITUTED
ITEMS SHALL HAVE ICC-ES REPORT APPROVAL FOR EQUAL OR GREATER LOAD
CAPACITIES.
35.PLYWOOD SHEATHING SHALL BE GRADE C-D EXTERIOR GLUE OR STRUCTURAL II,
EXTERIOR GLUE IN CONFORMANCE WITH DOC PS-1 OR PS-2. ORIENTED STRAND
BOARD OF EQUIVALENT THICKNESS, EXPOSURE RATING AND PANEL INDEX MAY
BE USED IN LIEU OF PLYWOOD.
ROOF SHEATHING SHALL BE 15/32" WITH SPAN RATING 32/16 U.N.O.
FLOOR SHEATHING SHALL BE 23/32" WITH SPAN RATING 48/24.
WALL SHEATHING SHALL BE 15/32" WITH SPAN RATING 32/16.
PROVIDE APPROVED PLYWOOD EDGE CLIPS CENTERED BETWEEN JOISTS -OR-
TRUSSES AT UNBLOCKED ROOF SHEATHING EDGES. ALL FLOOR SHEATHING
EDGES SHALL HAVE APPROVED TONGUE AND GROOVE JOINTS OR SHALL BE
SUPPORTED WITH SOLID BLOCKING. ALLOW 1/8" SPACING AT ALL PANEL EDGES
AND ENDS OF FLOOR AND ROOF SHEATHING.
REFER TO WOOD FRAMING NOTES BELOW FOR TYPICAL NAILING REQUIREMENTS.
36.ALL WOOD IN DIRECT CONTACT WITH CONCRETE OR MASONRY SHALL BE
PRESSURE TREATED WITH AN APPROVED PRESERVATIVE OR A STRIP OF 30 LB
ASPHALT IMPREGNATED BUILDING PAPER SHALL BE PROVIDED BETWEEN
UNTREATED WOOD AND CONCRETE OR MASONRY.
37.PRESERVATIVE TREATED WOOD SHALL BE TREATED PER AWPA STANDARD U1
TO THE USE CATEGORY EQUAL TO OR HIGHER THAN THE INTENDED APPLICATION.
TREATED WOOD FOR ABOVE GROUND USE SHALL BE TREATED TO AWPA UC3B.
WOOD IN CONTINUOUS CONTACT WITH FRESH WATER OR SOIL SHALL BE TREATED
TO AWPA UC4A. WOOD FOR USE IN PERMANENT FOUNDATIONS SHALL BE
TREATED TO AWPA UC4B.
38.FASTENERS AND TIMBER CONNECTORS USED WITH TREATED WOOD SHALL HAVE
CORROSION RESISTANCE AS INDICATED IN THE FOLLOWING TABLE, UNLESS
OTHERWISE NOTED.
WOOD TREATMENT CONDITION PROTECTION
HAS NO AMMONIA CARRIER INTERIOR DRY G90 GALVANIZED
CONTAINS AMMONIA CARRIER INTERIOR DRY G185 OR 185 HOT DIPPED
-OR CONTINUOUS HOT-
DIP GALVANIZED PER
ASTM A653
CONTAINS AMMONIA CARRIER INTERIOR WET TYPE 304 OR 316 STAINLESS
CONTAINS AMMONIA CARRIER EXTERIOR TYPE 304 OR 316 STAINLESS
AZCA ANY TYPE 304 OR 316 STAINLESS
CCA ANY HOT DIP GALVANIZED
ASTM A653, CLASS G185
ACQ EXTERIOR HOT DIP GALVANIZED
ACQ POOL/SALT WATER TYPE 304 OR 316 STAINLESS
CA-B ANY HOT DIP GALVANIZED
INTERIOR DRY CONDITIONS SHALL HAVE WOOD MOISTURE CONTENT LESS THAN 19%.
WOOD MOISTURE CONTENT IN OTHER CONDITIONS (INTERIOR WET, EXTERIOR WET, AND
EXTERIOR DRY) IS EXPECTED TO EXCEED 19%. CONNECTORS AND THEIR FASTENERS
SHALL BE THE SAME MATERIAL. COMPLY WITH THE TREATMENT MANUFACTURERS
RECOMMENDATIONS FOR PROTECTION OF METAL.
39.TIMBER CONNECTORS CALLED OUT BY LETTERS AND NUMBERS SHALL BE "STRONG TIE"
BY SIMPSON COMPANY, AS SPECIFIED IN THEIR CATALOG NUMBER C-C-2019. 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 FOR MAXIMUM LOAD CARRYING
CAPACITY. CONNECTORS SHALL BE INSTALLED IN ACCORDANCE WITH THE
MANUFACTURER'S RECOMMENDATIONS.
ALL 2X JOISTS SHALL BE CONNECTED TO FLUSH BEAMS WITH "LUS" SERIES JOIST
HANGERS. ALL TJI JOISTS SHALL BE CONNECTED TO FLUSH BEAMS WITH "ITS" SERIES
JOIST HANGERS. ALL DOUBLE JOIST BEAMS SHALL BE CONNECTED TO FLUSH BEAMS
WITH "MIT" SERIES JOIST HANGERS.
WHERE CONNECTOR STRAPS CONNECT TWO MEMBERS, PLACE ONE HALF OF THE
NAILS OR BOLTS IN EACH MEMBER.
ALL SHIMS SHALL BE SEASONED AND DRIED AND THE SAME GRADE "MINIMUM" AS
MEMBERS CONNECTED.
40.WOOD FASTENERS
A. NAIL SIZES SPECIFIED ON DRAWINGS ARE BASED ON THE FOLLOWING
SIZE LENGTH DIAMETER
6d 2"0.113"
8d 2 1/2"0.131"
8dx Box 2 1/2"0.113"
10d 3"0.148"
10dx Box 3"0.128"
12d 3 1/4"0.148"
12dx Box 3 1/4"0.128"
16d 3 1/2"0.162"
16dx Box 3 1/2"0.135"
IF CONTRACTOR PROPOSES THE USE OF ALTERNATE NAILS, THEY SHALL SUBMIT
NAIL SPECIFICATIONS TO THE STRUCTURAL ENGINEER (PRIOR TO CONSTRUCTION)
FOR REVIEW AND APPROVAL.
B. STAPLES .......THE FOLLOWING STAPLES MAY BE SUBSTITUTED FOR NAILING OF
PLYWOOD (APA RATED SHEATHING)
NAIL SIZE EQUIV. STAPLE MINIMUM LENGTH OF STAPLE
6d 16 GA.1 3/4"
8d 15 GA 1 3/4"
10d 13 GA 1 3/4"
NAILS FOR PLYWOOD (APA RATED SHEATHING) FASTENERS TO FRAMING SHALL BE
DRIVEN FLUSH TO FACE OF SHEATHING WITH NO COUNTERSINKING PERMITTED.
TOE NAILS SHALL BE DRIVEN AT AN ANGLE OF 30 DEGREES WITH THE MEMBER
AND STARTED 1/3 THE LENGTH OF THE NAIL FROM THE MEMBER END.
C. ALL BOLTS IN WOOD MEMBERS SHALL CONFORM TO ASTM A307. PROVIDE
WASHERS UNDER THE HEADS AND NUTS OF ALL BOLTS AND LAG BOLTS
BEARING ON WOOD. INSTALLATION OF LAG BOLTS SHALL CONFORM TO
THE NATIONAL DESIGN SPECIFICATIONS FOR WOOD CONSTRUCTION WITH A
LEAD BORE HOLE OF 60 TO 70 PERCENT OF THE SHANK DIAMETER. LEAD HOLES
ARE NOT REQUIRED FOR 3/8" DIAMETER AND SMALLER LAG SCREWS.
41.NOTCHES AND HOLES IN WOOD FRAMING:
A. NOTCHES ON THE ENDS OF SOLID SAWN JOISTS AND RAFTERS SHALL NOT EXCEED
ONE-FOURTH THE JOIST DEPTH. NOTCHES IN THE TOP OR BOTTOM OF SOLID SAWN
JOISTS SHALL NOT EXCEED ONE-SIXTH THE DEPTH AND SHALL NOT BE LOCATED IN
THE MIDDLE THIRD OF THE SPAN. HOLES BORED IN SOLID SAWN JOISTS AND
RAFTERS SHALL NOT BE WITHIN 2 INCHES OF THE TOP OR BOTTOM OF THE JOIST,
AND THE DIAMETER OF ANY SUCH HOLE SHALL NOT EXCEED ONE-THIRD THE DEPTH
OF THE JOIST. REFER TO IRC SECTION R502.8 FOR JOISTS AND R602.6 FOR STUDS
AND PLATES
B. IN EXTERIOR WALLS AND BEARING PARTITIONS, ANY WOOD STUD IS PERMITTED TO
BE CUT OR NOTCHED TO A DEPTH NOT EXCEEDING 25 PERCENT OF IT'S WIDTH. A
HOLE NOT GREATER IN DIAMETER THAN 40 PERCENT OF INTERIOR NON BEARING
STUDS IS PERMITTED TO BE BORED. IN NO CASE SHALL THE EDGE OF THE BORED
HOLE BE NEARER THAN 5/8 INCHES TO THE EDGE OF THE STUD. BORED HOLES
SHALL NOT BE LOCATED AT THE SAME SECTION OF STUD AS A CUT OR NOTCH.
C. NOTCHES AND HOLES IN MANUFACTURED LUMBER AND PREFABRICATED PLYWOOD
WEB JOISTS SHALL BE PER THE MANUFACTURERS RECOMMENDATIONS UNLESS
OTHERWISE NOTED.
42.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, THE AITC "TIMBER
CONSTRUCTION MANUAL", AND THE AF&PA "NATIONAL DESIGN SPECIFICATIONS FOR
WOOD CONSTRUCTION". MINIMUM NAILING, UNLESS OTHERW ISE 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: PER ARCHITECTURAL DRAWINGS FOR THE SIZE OF ALL WALLS UNLESS
NOTED OTHERWISE. ALL STUDS SHALL BE SPACED AT 16" O.C. UNLESS NOTED 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. 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.
C. ALL WALLS SHALL HAVE A SINGLE BOTTOM PLATE AND A DOUBLE TOP PLATE. END
NAIL TOP PLATE TO EACH STUD WITH TWO 12d NAILS, AND TOENAIL OR END NAIL EACH
STUD TO BOTTOM PLATE WITH THREE 12d NAILS. FACE NAIL DOUBLE TOP PLATE WITH
12d NAILS @ 12" O.C. AND LAP MINIMUM 4'-0 AT JOINTS AND PROVIDE A MINIMUM OF
(8) 12d NAILS @ 4" O.C. STAGGERED ON EACH SIDE OF JOINT.
D. ALL STUD WALLS SHALL HAVE THEIR LOWER WOOD PLATES ATTACHED TO WOOD
FRAMING BELOW WITH 12d NAILS @ 12" O.C., U.N.O. OR ATTACHED TO CONCRETE
WITH 5/8" DIAMETER ANCHOR BOLTS SPACED AT 4'-0 O.C. EMBEDDED 7" MINIMUM,
UNLESS NOTED OTHERWISE. INDIVIDUAL MEMBERS OF BUILT-UP POSTS SHALL BE
NAILED TO EACH OTHER WITH TWO ROWS OF 12d @ 12" O.C. UNLESS NOTED OTHERWISE
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" O.C. UNLESS NOTED
OTHERWISE, 1/2" (NOMINAL) APA RATED SHEATHING (SPAN RATING 24/0) SHALL BE NAILED
TO ALL EXTERIOR SURFACES WITH 8d NAILS @ 6" O.C. AT PANEL EDGES AND TOP AND
BOTTOM PLATES (BLOCK UN-SUPPORTED EDGES) AND TO ALL INTERMEDIATE STUDS
AND BLOCKING WITH 8d NAILS @ 12" O.C. (ALLOW 1/8" SPACING AT ALL PANEL EDGES
AND PANEL ENDS.
E. 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 NOTED OTHERWISE. PROVIDE SOLID
BLOCKING AT ALL BEARING POINTS. TOE-NAIL JOISTS TO SUPPORTS WITH (3) 12d NAILS.
ATTACH TIMBER JOISTS TO FLUSH HEADERS OR BEAMS WITH SIMPSON METAL JOIST
HANGERS IN ACCORDANCE WITH NOTES ABOVE. NAIL ALL MULTI JOISTS BEAMS
TOGETHER WITH TWO ROWS OF 12d @ 12" O.C.
F. UNLESS OTHERWISE NOTED ON THE PLANS, PLYWOOD ROOF AND FLOOR SHEATHING
SHALL BE LAID UP WITH GRAIN PERPENDICULAR TO SUPPORTS AND NAILED AT 6" O.C.
WITH 8d NAILS TO FRAMED PANEL EDGES, STRUTS AND OVER STUD WALLS AS SHOWN
ON PLANS AND 12" O.C. TO INTERMEDIATE SUPPORTS. PROVIDE APPROVED PLYWOOD
EDGE CLIPS CENTERED BETWEEN JOISTS -OR-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 12d @ 12" O.C. UNLESS NOTED OTHERWISE.
43.PRE-FABRICATED CONNECTOR PLATE WOOD ROOF TRUSSES SHALL BE DESIGNED BY THE
MANUFACTURER IN ACCORDANCE WITH THE "DESIGN SPECIFICATION FOR METAL PLATE
CONNECTED WOOD TRUSSES, "TPI-78" BY THE TRUSS PLATE INSTITUTE FOR THE SPANS
AND CONDITIONS SHOWN ON THE PLANS. LOADING SHALL BE AS FOLLOWS
A. TOP CHORD LIVE LOAD ......................................25 PSF
B. TOP CHORD DEAD LOAD ....................................15 PSF
C. BOTTOM CHORD DEAD LOAD ..............................5 PSF
D. TOTAL LOAD .........................................................45 PSF
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 BEAR THE STAMP AND SIGNATURE OF A REGISTERED PROFESSIONAL ENGINEER,
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.
E. ROOF TRUSSES SHALL BE TOE-NAILED WITH (3) 16dx TO TOP PLATE AND A SIMPSON
H2.5A SHALL BE PLACED ON THE SHEAR WALL SIDE SUBJECT TO INSPECTION BY THE
BUILDING OFFICIAL. H2.5A MAY BE PLACED OVER SHEAR PLY. NAILING SHALL BE PER
SIMPSON C-C-2019. SHEAR TRANSFER BLOCKING AT ROOF EAVES BETWEEN TRUSSES
(BIRD BLOCKING) SHALL BE NAILED ON EACH END WITH (2) 16dx FROM TRUSS TO BLOCK.
PROVIDE SIMPSON RBC ROOF BOUNDARY CLIP AT EACH (BIRD BLOCK) AND NAIL PER
SIMPSON C-C-2019.
44.GLUE LAMINATED MEMBERS SHALL BE FABRICATED IN CONFORMANCE WITH ASTM AND
AITC STANDARDS. EACH MEMBER SHALL BEAR AN AITC IDENTIFICATION MARK AND SHALL
BE ACCOMPANIED BY AN AITC CERTIFICATE OF CONFORMANCE. ALL SIMPLE SPAN BEAMS
SHALL BE DOUGLAS FIR COMBINATION DF/DF 24F-V4 Fb = 2,400 PSI, Fv = 165 PSI. ALL
CANTILEVERED BEAMS SHALL BE DOUGLAS FIR COMBINATION 24F-V8, Fb = 2,400 PSI,
Fv = 165 PSI. CAMBER ALL SIMPLE SPAN GLULAM BEAMS TO 2,000' RADIUS UNLESS
OTHERWISE SHOWN OTHERWISE ON THE PLANS. ALL GLULAM COLUMNS SHALL BE
DOUGLAS FIR COMBINATION NO. 5, Fc = 2,400 PSI, E = 2.0 x 106 PSI
45.SIMPSON PRODUCTS SHALL BE FASTENED WITH SIMPSON FASTNERS AS SPECIFIED
IN CATALOG C-C-2019 UNLESS NOTED OTHERWISE ON DETAIL TYPICAL
04/21/2023
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Civil Engineer/Residential
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4903 Slayden Road N.E.
Tacoma, WA 98422
916 -813 -7024
afce9740@gmail.com
Arthur C Farrow & Associates
STATUS:
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0
3
/
4
"
9'
-
8
1
/
2
"HSS4X2X3/8HSS4X3X5/16HSS4X2X3/82
S300
TYPHSS4X2X1/4HSS4X3X3/16HSS4X2X1/4HSS4X2X3/16HSS4X2X5/16HSS4X2X3/1630"x12" CONT FTG
w/(4) #4 TYP @
LINE 1 BTWN A & D
30"x12" CONT FTG
w/(4) #4 TYP @
LINE 2 BTWN A & D
18"x12" CONT FTG
w/(3) #4 TYP @ LINE D
BTWN 1-2
24"x12" CONT FTG
w/(4) #4 TYP @ LINE A
BTWN 1-4 U.N.O.
24"x12" CONT FTG
w/(4) #4 TYP @ LINE B
BTWN 2-4 U.N.O.
18"x12" CONT FTG
w/(3) #4 TYP @ LINE 4
BTWN A-B
36"x36"x12 FTG
w/(5) #4 EW
ADD (2) #5 x 6'-0 @ BOTT
OF FTG; CNTRD "8" GAGE
ADD (2) #5 x 6'-0 @ BOTT
OF FTG; CNTRD "9" GAGE
60"x60"x12" FTG
w/(8) #4 EW
48"x48"x12" FTG
w/(6) #4 EW
42"x42"x12" FTG
w/(5) #4 EW
42"x42"x12" FTG
w/(5) #4 EW
34"x34"x12"
FTG w/(5)
#4 EW
34"x34"x12"
FTG w/(5)
#4 EW
SLOPE
1/4"/FT
SL
O
P
E
1/
4
"
/
F
T
12"x10" CONT FTG
w/(2) #4
15"x10" CONT FTG
w/(3) #4
4
ST301
4
ST301
4
S300
FIELD LOCATE
Typ
24"
Ty
p
24
"
T.O.CONC = 0'-0"
6
S300
TYP
8'
-
9
1
/
4
"
7' - 7 1/2"
4 1/2"
7' - 7 1/2"
4 1/2"
7' - 7 1/2"
1
S202
TYP
1
S202
TYP
THICKENED SLAB
D=8", W=12"
SEE DETAIL
THICKENED SLAB
D=8", W=12"
SEE DETAIL
Scale
BNA Project number:
PL
O
T
D
A
T
E
:
Arthur C. Farrow P.E.
Civil Engineer/Residential
Design
4903 Slayden Road N.E.
Tacoma, WA 98422
916 -813 -7024
afce9740@gmail.com
Arthur C Farrow & Associates
STATUS:
REVISION LOG
REV #DATE DESCRIPTION
DRAWN BY:
SHEET NO.
SHEET NAME
CL
I
E
N
T
N
A
M
E
PR
O
J
E
C
T
A
D
D
R
E
S
S
BU
I
L
D
E
R
N
A
M
E
BU
I
L
D
E
R
A
D
D
R
E
S
S
BU
I
L
D
E
R
C
O
N
T
A
C
T
DPS PERMIT NUMBER:
FI
L
E
PA
T
H
:
1/8" = 1'-0"
4/
1
0
/
2
0
2
3
6
:
4
1
:
5
7
P
M
I:
\
O
n
e
D
r
i
v
e
\
0
7
D
a
v
i
d
S
w
e
e
t
\
_
1
2
.
2
2
.
2
1
Y
e
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F
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J
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1
2
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2
2
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2
1
F
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J
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r
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STRUC FOUNDATION PLAN
12.22.21
Author
S102
DA
V
I
D
S
W
E
E
T
90
2
E
a
s
t
Y
e
l
m
B
l
v
d
,
Y
e
l
m
P
l
a
z
a
,
W
A
9
8
5
9
7
Framing Detail For Yelm Plaze Fire
Restoration
Ye
l
m
P
l
a
z
a
F
i
r
e
R
e
s
t
o
r
a
t
i
o
n
FOUNDATION NOTES
1.ALL FOOTINGS ARE TO BEAR ON FIRM, UNDISTURBED NATIVE SOILS. ALLOWABLE SOILS BEARING CAPACITY
TO BE 1500 PSF PER ON SITE SOIL CONDITIONS.
2.ALL TIMBER IN CONTACT WITH CONCRETE TO BE PT OR BORATE TREATED.
3.ALL POSTS ARE TO BE ANCHORED AGAINST LATERAL MOVEMENT WITH SIMPSON PB POST BASE AND PC POST CAP
UNLESS NOTED OTHERWISE.
4.PROVIDE SOLID PRSSURE BLOCKING AT ALL POINT LOADS FROM ABOVE.
5.PROVIDE SOLID BLOCKING OR BRIDGING AT MID-SPAN OF ALL FLOOR JOISTS WITH SPANS OVER 10'-0" OR PER JOIST
SPECIFICATIONS AND JOIST MANUFACTURER.
6.PROVIDE BLOCKING OR OTHER APPROVED MEANS OF LATERAL SUPPORT AT ALL JOIST BEARING LOCATIONS.
7.ALL HOLDOWNS REFER TO SIMPSON OR EQUAL AND ARE TO BE ATTACHED TO FRAMING MEMBERS AS INDICATED IN
THE SIMPSON CONSTRUCTION CONNECTOR MANUAL 2019-2020 UNO.
8.USE DAMPROOFING AT ALL CONCRETE BEAM POCKETS.
9.CONCRETE BATCH TICKET OR DELIVERY RECEIPT FOR 3000 PSI CONCRETE ON SITE FOR BUILDING INSPECTOR
VERIFICATION. CONCRETE SHALL BE AIR ENTRAINED. TOTAL AIR CONTENT (PERCENT BY VOLUME OF
CONCRETE) SHALL BE PER IRC TABLE R402.2.
10.ANCHOR BOLTS SHALL BE ASTM A307 1/2" DIAMETER WITH 7" MINIMUM EMBEDMENT SPACED AT 48" O.C. MAX
11.THERE SHALL BE A MINIMUM OF TWO BOLTS FOR EACH PIECE OF SILL PLATE
12.ANCHOR BOLTS SHALL BE LOCATED NOT MORE THAN 9" OR LESS THAN 7 BOLT DIAMETERS FROM EACH END OF SILL
PLATE
13.A PROPERLY SIZED WASHER SHALL BE TIGHTENED ON EACH BOLT TO THE PLATE. IRC SEC. 602.11.1 WASHER SIZE
TO BE 0.229" X 3"x4.5"
14.WOOD FRAMING MEMBERS DF#1 TYP; SEE SPECIFICATIONS S100
2
0
1/8" = 1'-0"1 T.O.Conc 0'-0"
0
0
0
04/22/2023
S2001
1 2 4
D
A
B
S200
2
1
S203
C
3
S201 2
2
S203
PRE-ENGINEERED WOOD TRUSSES @ 24" O.C.
S201
1
SL
O
P
E
D
N
UPPER ROOF
B.O.PW = 20'-0"
TYP ALONG LINE 1
BTWN A & D
VERIFY w/ TRUSS MANF
UPPER ROOF
B.O.PW = 18'-9"
TYP ALONG LINE 2
BTWN B & D
VERIFY w/ TRUSS MANF
UPPER ROOF
B.O.PW = 18'-9"
TYP ALONG LINE B
BTWN 2 & 4
VERIFY w/ TRUSS MANF
2
S202
SLOPE DN
SLOPE DN
2x6 DF#1 @ 24" O.C.
1/2" / 1'-0"
PR
E
-EN
G
I
N
E
E
R
E
D
W
O
O
D
T
R
U
S
S
E
S
@
2
4
"
O
.
C
.
TPO OVER ROOF PW
TYPICAL @ HIGH ROOF
TPO OVER ROOF PW
TYPICAL @ HIGH ROOF
TPO OVER ROOF PW
TYPICAL @ MECH ROOF
4
1
/
2
"
/
1
'
-
0
"
4 1/2" / 1'-0"
4
1
/
2
"
/
1
'
-
0
"
MONO PITCH ROOF
TYP LINE A & 1
PRE-ENGINEERED MONO
WOOD TRUSSES @ 24" O.C.
N
1
S300
19
/
3
2
A
P
A
S
P
A
N
R
A
T
E
D
40
/
2
0
w
/
1
0
d
@
6
"
O
.
C
.
ED
G
E
&
1
2
"
O
.
C
.
F
I
E
L
D
OV
E
R
P
E
T
R
U
S
S
E
S
19/32 APA SPAN RATED
40/20 w/10d @ 6" O.C.
EDGE & 12" O.C. FIELD
OVER PE TRUSSES
19/32 APA SPAN RATED
40/20 w/10d @ 6" O.C.
EDGE & 12" O.C. FIELD
OVER PE TRUSSES
MONO PITCH ROOF
B.O.PW = 20'-0"
TYP ALONG LINE A
BTWN 1 & 4
19/32 APA SPAN RATED
40/20 w/10d @ 6" O.C.
EDGE & 12" O.C. FIELD
OVER 2x RAFTERS
DRAG TRUSS
ABV DB TOP PLATE
DRAG TRUSS
ABV DBL TOP PLATE
DRAG TRUSS
ABV DBL TOP PLATE
DRAG TRUSS
ABV DBL TOP PLATE
2x6 CONT BOTT CHORD RIBBON
@ 10 FT O.C. TYP @ RF TRUSS
w/ (2) 16dx @ EA TRUSS BOTT CHORD
VERIFY w/ TRUSS MANF
ROOF FRAMING NOTES
*ALL SILL PLATE, TOP PLT, & DBL TOP PLT TO BE DF#1 (F'c_Perp = 675 psi min) OR EQUAL
1.ALL EXT DOOR & WINDOW HEADERS TO BE 4x8 DF#2 UNLESS NOTED OTHERWISE.
2.ALL INT NON BEARING HEADERS TO BE 4x8 DF#2 UNLESS NOTED OTHERWISE
3.ALL TRUSSES TO BE PRE ENGINEERED AND ARE TO CARRY THE STAMP OF THE TRUSS MANUFACTURER
AND SHALL BE INSTALLED PER MANUFACTURERS SPECIFICATIONS. DESIGN DETAILS AND SPECIFICATIONS
BY TRUSS MANUFACTURER TO BE ON SITE FOR FRAMING INSPECTION. PROVIDE TRUSS PACKAGE TO
ENGINEER FOR SHOP DRAWING REVIEW PRIOR TO CONSTRUCTION.
4.NO TRUSS SHALL BE FIELD MODIFIED WITHOUT PRIOR CONSENT OF THE TRUSS ENGINEER AND THE
BUILDING DEPARTMENT.
5.ROOF SHEATHING TO BE 19/32" APA RATED SHEATHING WITH 10d NAILS AT PERIMETER AND ALL
SUPPORTED PANEL EDGES AT 6" ON CENTER AND AT 12" ON CENTER AT FIELD UNO. SEE ROOF FRAMING
PLAN
6.DENOTES SHEARWALL CALLOUT PER SHEARWALL TABLE.
7.ALL HEADERS TO HAVE (1) 2x_ BEARING STUD AND (1) 2x_ KING STUD AT EACH END UNLESS NOTED
OTHERWISE.
8. PROVIDE SOLID BEARING STUDS AT ALL BEARING LOCATIONS INCLUDING GIRDER TRUSSES AND BEAMS
9.DO NOT SPLICE RIM RAFTER OVER OPENINGS
Scale
BNA Project number:
PL
O
T
D
A
T
E
:
Arthur C. Farrow P.E.
Civil Engineer/Residential
Design
4903 Slayden Road N.E.
Tacoma, WA 98422
916 -813 -7024
afce9740@gmail.com
Arthur C Farrow & Associates
STATUS:
REVISION LOG
REV #DATE DESCRIPTION
DRAWN BY:
SHEET NO.
SHEET NAME
CL
I
E
N
T
N
A
M
E
PR
O
J
E
C
T
A
D
D
R
E
S
S
BU
I
L
D
E
R
N
A
M
E
BU
I
L
D
E
R
A
D
D
R
E
S
S
BU
I
L
D
E
R
C
O
N
T
A
C
T
DPS PERMIT NUMBER:
FI
L
E
PA
T
H
:
As indicated
4/
1
0
/
2
0
2
3
6
:
4
1
:
5
8
P
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\
O
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D
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\
0
7
D
a
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S
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\
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2
.
2
2
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2
1
Y
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2
2
.
2
1
F
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r
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STRUC ROOF FRAMING
PLAN
12.22.21
Author
S103
DA
V
I
D
S
W
E
E
T
90
2
E
a
s
t
Y
e
l
m
B
l
v
d
,
Y
e
l
m
P
l
a
z
a
,
W
A
9
8
5
9
7
Framing Detail For Yelm Plaze Fire
Restoration
Ye
l
m
P
l
a
z
a
F
i
r
e
R
e
s
t
o
r
a
t
i
o
n
1/8" = 1'-0"1 T.O.Plate 20'-0"
12" = 1'-0"2 TYP NOTES ROOF FRAMING
0
04/22/2023
S2001
1 2 4
D
A
B
S200
2
1
S203
C
3
S201 2
2
S203
CLG LIGHT
CLG FAN
CLG LIGHT
CLG FAN
CLG LIGHT
CLG FAN
4'x2' Typ
F.O.STUD
GRIDLINE
F.O.STUD
GRIDLINE
INSIDE
F.O.FACIA
F.O.STUD
GRIDLINE
CL.COL
CL.GLB
CL.2x4 FRMG
Se
e
S
e
c
t
i
o
n
F.O.STUD
GRIDLINE
F.O.STUD
CL.COL
CL.GLB
CL.2x4 FRMG
8'
-
8
1
/
2
"
CL.COL
CL.GLB
CL.2x4 FRMG
4' - 4 1/4" 3' - 7 3/4" 8' - 0" 8' - 0" 8' - 0" 8' - 0" 8' - 0" 8' - 0" 8' - 0" 8' - 0" 8' - 0" 8' - 0" 6' - 4 1/4"
EQ
E
Q
RB-1 3.5"x15" DF/DF 24F-V4 GLB RB-1 3.5"x15" DF/DF 24F-V4 GLB RB-1 3.5"x15" DF/DF 24F-V4 GLB RB-1 3.5"x15" DF/DF 24F-V4 GLB RB-1 3.5"x15" DF/DF 24F-V4 GLB
RB
-1
3
.
5
"
x
1
5
"
D
F
/
D
F
G
L
B
RB-1 3.5"x15" DF/DF
24F-V4 GLB
RB-1 3.5"x14" DF/DF
24F-V4 GLB
RB-1 3.5"x14" DF/DF
24F-V4 GLB
RB-1 3.5"x14"
DF/DF GLB
S201
1
2
S202
N
DS
DS
DS
DS
DS
DS
2'x2'
SPRINKLER HEAD
TYP
2x
6
D
F
#
1
@
16
"
O
.
C
.
T
Y
P
2x6 DF#1@
16"O.C.TYP
1
S300
1
S300
RB
-1
3
.
5
"
x
1
5
"
D
F
/
D
F
G
L
B
RB
-1
3
.
5
"
x
1
5
"
D
F
/
D
F
G
L
B
RB
-1
3
.
5
"
x
1
5
"
D
F
/
D
F
G
L
B
RB
-1
3
.
5
"
x
1
5
"
D
F
/
D
F
G
L
B
2x4 with 5/8" GYP EA
SIDE & T111 ON OUTSIDE
8' - 9 1/4"
17
'
-
9
1
/
2
"
2
0
'
-
0
"
50
'
-
0
"
24
'
-
0
"
5
S300
TYP
TY
P
8'
-
0
"
4' - 4 1/4"
Scale
BNA Project number:
PL
O
T
D
A
T
E
:
Arthur C. Farrow P.E.
Civil Engineer/Residential
Design
4903 Slayden Road N.E.
Tacoma, WA 98422
916 -813 -7024
afce9740@gmail.com
Arthur C Farrow & Associates
STATUS:
REVISION LOG
REV #DATE DESCRIPTION
DRAWN BY:
SHEET NO.
SHEET NAME
CL
I
E
N
T
N
A
M
E
PR
O
J
E
C
T
A
D
D
R
E
S
S
BU
I
L
D
E
R
N
A
M
E
BU
I
L
D
E
R
A
D
D
R
E
S
S
BU
I
L
D
E
R
C
O
N
T
A
C
T
DPS PERMIT NUMBER:
FI
L
E
PA
T
H
:
1/8" = 1'-0"
4/
1
0
/
2
0
2
3
6
:
4
1
:
5
9
P
M
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\
O
n
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D
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\
0
7
D
a
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\
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1
2
.
2
2
.
2
1
Y
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P
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J
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\
1
2
.
2
2
.
2
1
F
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J
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b
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r
v
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REFLECTED CEILING PLAN
12.22.21
Author
S104
DA
V
I
D
S
W
E
E
T
90
2
E
a
s
t
Y
e
l
m
B
l
v
d
,
Y
e
l
m
P
l
a
z
a
,
W
A
9
8
5
9
7
Framing Detail For Yelm Plaze Fire
Restoration
Ye
l
m
P
l
a
z
a
F
i
r
e
R
e
s
t
o
r
a
t
i
o
n
1/8" = 1'-0"1 REFLECTED CEILING EL 12'-0"
04/22/2023
S2001
1 2 4
D
A
B
S200
2
1
S203
C
3
S201 2
2
S203
S201
1
2
S202HSS4X2X3/8HSS4X3X5/16HSS4X2X3/8W1
4
X
2
6
W1
4
X
2
6
15
'
-
3
"
14
'
-
4
"HSS4X2X1/4HSS4X2X1/4HSS4X3X3/16W1
2
X
1
6
W1
2
X
1
6
5'
-
1
1
1
/
2
"
38
'
-
3
1
/
2
"
8'
-
7
1
/
4
"
2
9
'
-
7
"
9
"
5' - 8 3/8"48' - 6"5' - 9 5/8"
25' - 3 5/8"23' - 2 3/8"
W12X19 W12X19HSS4X2X3/16HSS4X2X3/16HSS4X2X5/164x8 DF#2
PASS THRU WINDOW; FUTURE DRIVE THRU
5
S300
TYP
VE
R
I
F
Y
w
/
S
T
O
R
E
F
R
O
N
T
P
R
O
V
I
D
E
R
VE
R
I
F
Y
w
/
S
T
O
R
E
F
R
O
N
T
P
R
O
V
I
D
E
R
VERIFY w/ STOREFRONT PROVIDER
4x8 DF#2 TYP
@ INT HEADER
4x8 DF#2 TYP
@ INT HEADER
4x8 DF#2 TYP
@ INT HEADER
4x8 DF#2
4x8 DF#2
4x8 DF#2
3.
5
"
x
9
"
D
F
/
D
F
2
4
F
-V4
G
L
B
20
'
-
3
1
/
8
"
18
'
-
0
3
/
8
"
S300
7
TYP
Scale
BNA Project number:
PL
O
T
D
A
T
E
:
Arthur C. Farrow P.E.
Civil Engineer/Residential
Design
4903 Slayden Road N.E.
Tacoma, WA 98422
916 -813 -7024
afce9740@gmail.com
Arthur C Farrow & Associates
STATUS:
REVISION LOG
REV #DATE DESCRIPTION
DRAWN BY:
SHEET NO.
SHEET NAME
CL
I
E
N
T
N
A
M
E
PR
O
J
E
C
T
A
D
D
R
E
S
S
BU
I
L
D
E
R
N
A
M
E
BU
I
L
D
E
R
A
D
D
R
E
S
S
BU
I
L
D
E
R
C
O
N
T
A
C
T
DPS PERMIT NUMBER:
FI
L
E
PA
T
H
:
1/8" = 1'-0"
4/
1
0
/
2
0
2
3
6
:
4
2
:
0
0
P
M
I:
\
O
n
e
D
r
i
v
e
\
0
7
D
a
v
i
d
S
w
e
e
t
\
_
1
2
.
2
2
.
2
1
Y
e
l
m
P
l
a
z
a
F
i
r
e
J
o
b
\
1
2
.
2
2
.
2
1
F
i
r
e
J
o
b
.
r
v
t
STRUC FRAMING PLAN AT
ELEV = 8-0"
12.22.21
Author
S105
DA
V
I
D
S
W
E
E
T
90
2
E
a
s
t
Y
e
l
m
B
l
v
d
,
Y
e
l
m
P
l
a
z
a
,
W
A
9
8
5
9
7
Framing Detail For Yelm Plaze Fire
Restoration
Ye
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P
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1/8" = 1'-0"1 STRUC FRAMING PLAN AT ELEV 8'-0
04/22/2023
T.O.Conc 0'-0"
T.O.Plate 16'-0"
DAB
T.O.Plate 20'-0"
C
T.O.FTG
REFLECTED
CEILING EL 12'-0"
2
S203
2
S202
25' - 0"
ELEV 8'-0
2x4 with 5/8" GYP EACH
SIDE & T111 ON OUTSIDE
LINE 4 TENANT WALL
VERIFY 5/8" GYP o/ SHEAR
PW ON WEST SIDE & 5/8"
GYP ON EAST SIDE
T111 o/ PARAPET FRAMING
T.O.Conc 0'-0"T.O.Conc 0'-0"
T.O.Plate 16'-0"T.O.Plate 16'-0"
1 2 4
T.O.Plate 20'-0"T.O.Plate 20'-0"
1
S203 3
T.O.FTG T.O.FTG
REFLECTED
CEILING EL 12'-0"
REFLECTED
CEILING EL 12'-0"
25' - 0"
ELEV 8'-0 ELEV 8'-0
4' - 11 9/16"20' - 8"10' - 5 3/4"48' - 0"5' - 11 7/8"
Scale
BNA Project number:
PL
O
T
D
A
T
E
:
Arthur C. Farrow P.E.
Civil Engineer/Residential
Design
4903 Slayden Road N.E.
Tacoma, WA 98422
916 -813 -7024
afce9740@gmail.com
Arthur C Farrow & Associates
STATUS:
REVISION LOG
REV #DATE DESCRIPTION
DRAWN BY:
SHEET NO.
SHEET NAME
CL
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PR
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A
D
D
R
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S
S
BU
I
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D
E
R
C
O
N
T
A
C
T
DPS PERMIT NUMBER:
FI
L
E
PA
T
H
:
3/16" = 1'-0"
4/
1
0
/
2
0
2
3
6
:
4
2
:
0
1
P
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\
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STRUCTURAL ELEVATIONS
12.22.21
Author
S200
DA
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W
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90
2
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B
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P
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a
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a
,
W
A
9
8
5
9
7
Framing Detail For Yelm Plaze Fire
Restoration
Ye
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ELEVATION NOTES
1.HARDIE SIDING, TRIM, & FACIA SHALL BE INSTALLED PER MANUFACTURERS SPECIFICATIONS
2.ALL EXTERIOR SIDING, TRIM, SOFFIT, FACIA, ETC SHALL BE FASTENED WITH HOT DIP GALVANIZED FASTENERS
3.PROVIDE MINIMUM 1/2 INCH CLEAR SPACE BETWEEN BOTTOM HEADER AND ALL WINDOW/DOOR JAMBS
4.G.C. VERIFY BOTTOM OF FOOTINGS ARE 18" BELOW FINISH GRADE (18" IS ESTABLISHED BY GEO REPORT AS FROST DEPTH)
3/16" = 1'-0"1 EAST ELEVATION
3/16" = 1'-0"2 SOUTH ELEVATION
04/22/2023
T.O.Conc 0'-0"
T.O.Plate 16'-0"
124
T.O.Plate 20'-0"
1
S2033
T.O.FTG
REFLECTED
CEILING EL 12'-0"
25' - 0"
25' - 0"
ELEV 8'-0
16' - 9 1/2"4' - 11"7' - 0 1/2"5' - 0"7' - 0"5' - 0"14' - 4"
60' - 0"
T.O.Conc 0'-0"
T.O.Plate 16'-0"
D AB
T.O.Plate 20'-0"
C
T.O.FTG
REFLECTED
CEILING EL 12'-0"
2
S20325' - 0"
ELEV 8'-0
HSS COL TYP
SEE PLAN
STEEL BEAM ABV
STOREFRONT TYP
SEE PLAN
GLB TYP
SEE PLAN
MASONRY OVER
STEEL PIPE COL
BEL GLB TYP
SEE PLAN
Scale
BNA Project number:
PL
O
T
D
A
T
E
:
Arthur C. Farrow P.E.
Civil Engineer/Residential
Design
4903 Slayden Road N.E.
Tacoma, WA 98422
916 -813 -7024
afce9740@gmail.com
Arthur C Farrow & Associates
STATUS:
REVISION LOG
REV #DATE DESCRIPTION
DRAWN BY:
SHEET NO.
SHEET NAME
CL
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E
N
T
N
A
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PR
O
J
E
C
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A
D
D
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BU
I
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N
A
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E
BU
I
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A
D
D
R
E
S
S
BU
I
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D
E
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C
O
N
T
A
C
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DPS PERMIT NUMBER:
FI
L
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PA
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:
3/16" = 1'-0"
4/
1
0
/
2
0
2
3
6
:
4
2
:
0
3
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STRUCTURAL ELEVATIONS
12.22.21
Author
S201
DA
V
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D
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W
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T
90
2
E
a
s
t
Y
e
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m
B
l
v
d
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Y
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l
m
P
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a
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a
,
W
A
9
8
5
9
7
Framing Detail For Yelm Plaze Fire
Restoration
Ye
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3/16" = 1'-0"1 North Elevation
3/16" = 1'-0"2 West Elevation
04/22/2023
2x6 PT OR BORATE
TREATED SILL PLATE
5/8" DIA AB WITH 7" MIN
EMBEDMENT. SEE ST400
TYP SILL PLATE BOLTING &
SHEARWALL SCHEDULE
FINISH GRADE 6" VERT PER 10 FT HORZ FOR 10
FEET ALT: IMPERVIOUS SURFACE FOR 10 FT @
1/4"/1'-0" OVER STRUC COMPACTED FILL
GRID
SHEARWALL PER PLAN
SLOPED TOP CHORD PRE-MANUFACTURED
ROOF TRUSS "BY OTHERS". PROVIDE
HEAL HEIGHT "THUS".
(4) 16dx TOENAILS TRUSS TO TOP PLT
"AVOID SPLITTING" IF REQ'D BLUNT NAIL
PLYWD EDGE NAILING SHEAR PLY TO
DBL TOP PLATE WITH (2) ROWS 8d
0
P.E. TRUSS PACKAGE TO INCLUDE 2x BLKG
BTWN TRUSSES:
w/ 16dx @ 12" O.C. EACH END TRUSS TO
BLKG & (3) 16dx TOE NAILS 2x BLKG TO
TOP PLATE TYPICAL UNO
8d HDG TO PT SILL PLATE 8d TO BORATE
TREATED PLATE @ 3" O.C. TYPICAL
T111 SHEAR PLY OVER 2x6 STUDS @
16" O.C. FOR SHEAR WALL TYPE SEE
FRAMING PLAN. FOR SHEAR WALL
DESCRIPTION SEE SHEAR WALL
SCHEDULE ST400
R49 BLANKET INSULATION
SEE ARCH
HEADER SEE FRAMING PLAN
PROVIDE MIN 1/2" CLEAR BTWN
BOTT OF HEADER & FINISH JAMB
INSULATION R21 BATT
SE
E
P
L
A
N
RIGID INSULATION
SEE S300 2' - 0"
CONC SLAB
SEE PLAN
SE
E
P
L
A
N
TY
P
0'
-
3
"
TOP OF PARAPET
SEE ELVATIONS
SLOPE SEE PLAN
SEE PLAN
S300
4
T.O.Conc 0'-0"
T.O.Plate 16'-0"
2
T.O.Plate 20'-0"
3
T.O.FTG
REFLECTED
CEILING EL 12'-0"
16' - 9 1/2"
T.O.2x Rafter
@ Line 2
1/2" / 1'-0"
ELEV 8'-0
Scale
Project number:
PL
O
T
D
A
T
E
:
Arthur C. Farrow P.E.
Civil Engineer/Residential
Design
4903 Slayden Road N.E.
Tacoma, WA 98422
916 -813 -7024
afce9740@gmail.com
Arthur C Farrow & Associates
STATUS:
REVISION LOG
REV #DATE DESCRIPTION
DRAWN BY:
SHEET NO.
SHEET NAME
CL
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N
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PR
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BU
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DPS PERMIT NUMBER:
FI
L
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PA
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As indicated
4/
1
0
/
2
0
2
3
6
:
4
2
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STRUCTURAL SECTIONS &
DETAILS
12.22.21
Author
S202
DA
V
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W
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90
2
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P
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8
5
9
7
Framing Detail For Yelm Plaze Fire
Restoration
Ye
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1" = 1'-0"1 TYP WALL FRAMING SECTION
3/16" = 1'-0"2 Section 5
04/22/2023
T.O.Conc 0'-0"T.O.Conc 0'-0"
T.O.Plate 16'-0"T.O.Plate 16'-0"
DAB
T.O.Plate 20'-0"T.O.Plate 20'-0"
C
T.O.FTG T.O.FTG
REFLECTED
CEILING EL 12'-0"
REFLECTED
CEILING EL 12'-0"
2
S203
F.O.STUD
GLB SEE PLAN
2x6 CRIPPLE WALL
w/ T-111
MONO TRUSS
BOTT CHORD TYP
4 1 /2 " / 1 '-0 "
FTG SEE PLAN
MASONRY WRAP AROUND
STEEL PIPE COL TYP
SEE PLAN
METAL GUTTER o/ 2x
TREATED FACIA
ELEV 8'-0 ELEV 8'-0
MATCH EXISTING
SEE PLAN GRID 4
1' - 0" 9' - 0"
10' - 0"
1' - 2 3/4" 8' - 9 1/4"
S300
1
T.O.Conc 0'-0"T.O.Conc 0'-0"
T.O.Plate 16'-0"T.O.Plate 16'-0"
1 2 4
T.O.Plate 20'-0"T.O.Plate 20'-0"
1
S203
3
T.O.FTG T.O.FTG
REFLECTED
CEILING EL 12'-0"
REFLECTED
CEILING EL 12'-0"
F.O.STUD
GLB SEE PLAN
2x6 CRIPPLE WALL
w/ T-111 TYP
MONO TRUSS
MASONRY WRAP AROUND
STEEL PIPE COL TYP
SEE PLAN
METAL GUTTER o/ 2x
TREATED FACIA
4 1 /2 " / 1 '-0 "
5/8 gyp 5/8 gyp o/ pw
full ht 2X6 studs to top of parapet
blocked at clg blkd again at roof
ELEV 8'-0 ELEV 8'-0
25' - 0"9' - 0"1' - 0"
LIGHTED EXTERIOR SOFFIT
1' - 2 3/4" 8' - 9 1/4"
10' - 0"
MATCH EXISTING
SEE PLAN GRID 4
S300
1
Scale
BNA Project number:
PL
O
T
D
A
T
E
:
Arthur C. Farrow P.E.
Civil Engineer/Residential
Design
4903 Slayden Road N.E.
Tacoma, WA 98422
916 -813 -7024
afce9740@gmail.com
Arthur C Farrow & Associates
STATUS:
REVISION LOG
REV #DATE DESCRIPTION
DRAWN BY:
SHEET NO.
SHEET NAME
CL
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PR
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BU
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O
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C
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DPS PERMIT NUMBER:
FI
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PA
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3/16" = 1'-0"
4/
1
0
/
2
0
2
3
6
:
4
2
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0
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STRUCTURAL SECTIONS &
DETAILS
12.22.21
Author
S203
DA
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90
2
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l
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Y
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P
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a
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8
5
9
7
Framing Detail For Yelm Plaze Fire
Restoration
Ye
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R
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3/16" = 1'-0"1 Section 1
3/16" = 1'-0"2 Section 2
04/22/2023
12'-0"
CONT 2x6 LEDGER w/(2) 16dx @ 16" O.C. MIN
TO STUD/GLB/ OR SOLID BLK'G & LUS26 w/(4) .148"x3"
TO LEDGER & (4) .148x3 TOENAILS TO JOIST TYP
T111 OVER 2x6 STUDS @ 16" O.C.
w/ 8d HDG @ 6" EDGE: 12" FIELD
STEEL PIPE COL SEE
FND PLAN
CCOQ4-SDS2.5
3/16 .NOTCHED 2x6 OVER GLB
BRACKET w/(4) 16dx
2x6 JOIST w/ LUS26 TYP
@ 16" O.C.
GLB SEE PLAN
ST402
8
TYP
T111 OVER 2x6 JOISTS @ 16" O.C.
w/ 8d HDG @ 6" EDGE: 12" FIELD
1" FURRING @ 16" O.C.
CONT 2x6 w/ 16dx @ 16" O.C. STGGR
1x4 CONT FURRING
2x4 PRESSURE BLKG BTWN TRUSSES w/(2) 16dx 3"
END DIST & 12" OC BTWN TO STUDS OR 2x6
BLKG
H2.5A TO TRUSS & CONT 2x6 LEDGER
BEL. PROVIDE 16dx @ 16" O.C. STGGR
@ 2x6 LEDGER & (2) 16dx TOENAILS TRUSS
BOTT CHORD TO 2x6 LEDGER TYP
GRID
1' - 0"
SEE SECTION
9'-0".
GUTTER OVER 2x TREATED
FACIA
2 3/4"2 3/4"
CCOQ4
WEATHER PROOF TAPERED
GROUT TYP
SE
E
P
L
A
N
1'
-
0
"
FTG REINFORCEMENT
SEE PLAN
UNDISTURBED GRADE OR STRUC FILL
SEE GEO REPORT
3/4"x7" SQ BASE PLT w/ (4) 3/4" A307
BOLTS OR ALL THREAD ROD HDG;
EMBED 7 1/2" OVER 1" NON SHRINK
GROUT PROVIDE 3/8" MIN CLEAR
BTWN BPLT & CMU
PIPE COL SEE PLAN
FIN GRADE
3/16
.
SEE PLAN
MATCH (E)
3
S300
7
1
/
2
"
3/
4
"
1"
MASONRY COL WRAP
MATCH EXISTING
1
1
/
4
"
2
1
/
4
"
2
1
/
4
"
1
1
/
4
"
1 1/4"
2 1/4"2 1/4"
1 1/4"
7"
7"
PIPE COL SEE PLAN
2x6 PT SILL PLATE
UNO
ABs SEE PLAN AND
SHEARWALL SCHEDULE
GRID
T111 o/2x6 STUDS @ 16" O.C.
SEE TYPICAL FTG DETAILS
FOR NOTES NOT SHOWN
BEVELED RIGID
INSULATION
R10R1
5
2' - 0"
1/2" ASPHALT FELT
SEPERATION JOINT TYP
NON-SHRINK, SELF
LEVELING CONCRETE
JOINT CAULKING
x
16'-0"
20'-0"
25'-0"
BOTTOM OF TRUSS "TBD" By MANF
FU
L
L
H
E
I
G
H
T
2
x
6
P
A
R
A
P
E
T
S
T
U
D
@
4
8
"
O
.
C
.
T
Y
P
T111 o/ 2x6 STUDS @ 16" O.C.
TYP UN.O.
DBL 2x6 TOP PLATE,
CONTINUOUS
2x
6
S
T
U
D
S
@
1
6
"
O
.
C
.
T
Y
P
U
N
.
O
2x
6
S
T
U
D
S
@
1
6
"
O
.
C
.
T
Y
P
U
N
.
O
STRAP DBL TOP PLT w/CS16
x 2'-0" TYP @ FULL HT 2x6
STUD "CNTRD @ NOTCH
(10) 0.148"x2.5" SIMPSON
NAILS EA SIDE
SIMPSON H10A EA TRUSS,
@ EA END TYP
(4) 16dx TOENAILS "TRUSS TO
TOP PLT, TYP
TYP SHEAR NAILING
@ STUDS & TRUSS
PW o/ ROOF TRUSSES
SEE RF FRMG PLAN
x 5"
2 1/4" 2 1/4"
2 3/4"
HSS COL SEE PLAN
1
1
/
4
"
1
1
/
4
"
1
1
/
4
"
1
1
/
4
"
VARIES
SEE PLAN
1/2"x 4 1/2" BASE PLT
w/(2) 5/8" ALL THREAD
5" EMBED w/SET 3G
EPOXY TYP
T.O.CONC 0'-0" SEE PLAN
HSS COL SEE PLAN
8'-0"
1/
2
"
3/16
.
CAP PLT 1/4" x 4 1/2"
w/ (8) 1/4" x 2 1/2" SDS 2"
2"
1
"
1"
2
"
2"
1" 1"
TBD B.O.RF TRUSS
3"
3
"
3
"
1/2"
1 3/4"
1 3/4"
2x6 SILL PLT w/ 1/2"
WTS @ 24" O.C. TYP
TOP & BOTT
TY
P
1
1
/
2
"
TO.STOREFRONT
1/4"x4" SHEAR PLT
w/(3) 3/4" DIA A325
BOLTS "THUS"
3/16
.
PE RF TRUSS SEE PLAN
HSS SEE PLAN
2x6 STUD w/ 1/2" DIA WTS
@ 36" O.C. (4") END DISTANCE
(3) MIN PER STUD TYP
STOREFRONT
SEE PLAN
1/2"SHIM SPACE
AS REQ'D
Scale
BNA Project number:
PL
O
T
D
A
T
E
:
Arthur C. Farrow P.E.
Civil Engineer/Residential
Design
4903 Slayden Road N.E.
Tacoma, WA 98422
916 -813 -7024
afce9740@gmail.com
Arthur C Farrow & Associates
STATUS:
REVISION LOG
REV #DATE DESCRIPTION
DRAWN BY:
SHEET NO.
SHEET NAME
CL
I
E
N
T
N
A
M
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PR
O
J
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C
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BU
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BU
I
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D
D
R
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S
S
BU
I
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D
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O
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A
C
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DPS PERMIT NUMBER:
FI
L
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PA
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:
As indicated
4/
1
0
/
2
0
2
3
6
:
4
2
:
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STRUC DETAILS
12.22.21
Author
S300
DA
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8
5
9
7
Framing Detail For Yelm Plaze Fire
Restoration
Ye
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1" = 1'-0"1 TYP COL-GLB @ OVERHANG
1" = 1'-0"2
TYP FND DETAIL BELOW STEEL
COLUMN WITH BRICK VENEER
1 1/2" = 1'-0"3 TYP PIPE COL BASE PLATE DETAIL
1" = 1'-0"4 TYP SECTION @ STOREFRONT HSS COL
1" = 1'-0"6 TYP HSS COL BPLATE @ STOREFRONT
1" = 1'-0"5
TYP STOREFRONT BEAM CONNECTION
@ HSS COL
1 1/2" = 1'-0"7 TYP HSS COL @ STOREFRONT JAMB
04/22/2023
BAR
SIZE
MISCELLANCES
BARS
TOP BARS
(SEE NOTE 3)
HOOKED
BARS
Ld
1.VALUES FOR UNCOATED REINFORCING AND NORMAL WEIGHT CONCRETE
WITH CLEAR SPACING > db, CLEAR COVER > db AND MIN STIRRUPS OR
TIES THROUGHOUT Ld OR CLEAR SPACING > 2db AND CLEAR COVER > db.
2.Ld = EMBEDMENT DEVELOPMENT LENGTH
3.DEVELOP ALL REINFORCING IN STRUCTURAL SLABS WITH MIN DEVELOPMENT
LENGTH Ld
4.TOP BAR = HORIZONTAL BAR WITH MORE THAN 12" OF FRESH CONCRETE
BELOW (EXCLUDING WALL REINFORCING) OR AS NOTED ON DRAWINGS
AS "TOP BAR".
SPLICEF'c = 3000 PSI Ld SPLICE Ldh
16"#3 21"21"28"8.25"
22"#4 28"28"37"11"
27"#5 36"36"46"14"
33"#6 43"43"56"16.5"
48"#7 62"62"81"19.25"
55"#8 71"71"93"22"
#9 62"80"80"104"24.75"
TYP HORZ WALL REINFORCMENT
SEE PLAN
TYP VERT WALL REINFORCEMENT
SEE PLAN
EXISTING WALL SEE PLAN
REBAR EMBEDMENT
INTO EXISTING WALL
SEE PLAN
SPLICE LENGTH
SEE TYP REBAR SPLICE
AND DEVELOPMENT
SCHEDULE
SE
E
S
C
H
E
D
U
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E
28
I
N
C
H
M
I
N
@
#
4
B
A
R
TY
P
3"
C
L
R
TY
P
2"
C
L
R
H
=
4
F
T
M
A
X
U.N.O. PER PLAN
1.5 H MIN
TYP
2" CLR
VERT BARS TO
MATCH WALL VERT
REINFORCING, TYP
#4 BAR
28" MIN
STEEP AS
POSSIBLE
#4 BAR
28" MIN
TO MATCH FTG
REINFORCING TYP
FTG REBAR
PER PLAN
PE
R
P
L
A
N
FT
G
T
H
I
C
K
N
E
S
S
2'
-
0
"
M
A
X
STEM WALL
HORZ REINFORCING
12" MIN
12
"
M
I
N
UN
B
A
L
A
N
C
E
D
B
A
C
K
F
I
L
L
4
F
T
M
A
X
CL
R
0'
-
3
1
/
3
2
"
24
24
#4@12"O.C.
M
I
N
0
'
-
5
"
MI
N
1'
-
6
"
0' - 8"
(2) #4 BOTTOM
#4 @ 12" O.C.
3
"
C
L
R
CL
R
0'
-
3
"
(1) #4 EACH NOSE
EXTEND INTO
SIDE WALL
CL
R
T
Y
P
0'
-
1
3
/
4
"
PT SILL PLATE & ABs
PER PLAN
CS14 x 48" 24" EA SIDE WITH 8d
FILL ALL HOLES WHEN FTG
SECTION A EXCEEDS 8 FT
FOOTING SECTION A
STHD PER PLAN
STRAP PER PLAN
IF STRAP OVERLAPS
FND HD PROVIDE HDU8 IN LIEU OF
STRAP. SEE ST400 HOLDOWN SCHEDULE
PROVIDE DBL 2X RIM IF
CRIPPLE STUDS ARE LESS
THAN 14" TYP
14
"
M
I
N
UN
B
A
L
A
N
C
E
D
F
I
L
L
4
F
T
M
A
X
#4 VERT @ 18" O.C.
ALTERNATE HOOK
2x6 PT SILL PLATE
A.B. PER SHEARWALL
SCHEDULE MIN 1/2" DIA
@ 48" O.C. (7" EMBED MIN)
VAPOR BARRIER BTWN
CONC SLAB AND GRAVEL
"CAPILLARY BREAK"
GRADE 6" VERT PER 10 FT
HORZ FOR 10 FEET
ALT: IMPERVIOUS SURFACE
FOR 10 FT @ 1/4"/1'-0"
GRID
SE
E
P
L
A
N
D
SEE PLAN
W
SHEARWALL PER PLAN
MI
N
0'
-
7
"
TYP:
FOC = FOPW
6" CONCRETE
STEMWALL TYP UNORIGID INSULATION
TYP @ PERIMETER
CONC SLAB
SEE PLAN
#4 HORZ @ 18" O.C.
0'
-
3
"
CL
R
0'
-
3
"
CONTINUOUS STRIP FTG
REINFORCEMENT SIZE
AND QTY SEE FND PLAN
R10 R1
5
2' - 0"
Concrete
Exposure Member
Cast against and
permanently in
contact with ground
Reinforcement Specified
Cover. in
All All 3
All
#6 thru # 18 bars 2Exposed to weather
or in contact with
ground #5, W31 or D31 Wire, and
smaller 1 1/2
#14 and #18 bars
Not exposed to
weather or in contact
with ground
1 1/2
Beams, columns,
pedestals, and
tension ties.
Primary reinforcement,
stirrups, ties, spirals,
and hoops
#11 bar and smaller
Slabs, joists,
and walls
3/4
1 1/2
#4 VERT @ 18" O.C.
ALTERNATE HOOK
2x6 PT SILL PLATE
A.B. PER SHEARWALL
SCHEDULE MIN 1/2" DIA
@ 48" O.C. (7" EMBED MIN)
VAPOR BARRIER BTWN
CONC SLAB AND GRAVEL
"CAPILLARY BREAK"
GRID
SE
E
P
L
A
N
D
SEE PLAN
W
FOC = FOPW
TYP
6" CONCRETE
STEMWALL TYP UNO
RIGID INSULATION
TYP @ PERIMETER
CONC SLAB
SEE PLAN
EXTERIOR CONC SLAB
SEE PLAN
NON-SHRINK, SELF LEVELING
CONCRETE JOINT CAULK
1/2" ASPHALT FELT SEPERATION
JOINT TYP
CONTINUOUS STRIP FTG
REINFORCEMENT SIZE
AND QTY SEE FND PLAN
2' - 0"
R10
R1
5
WELL COMPACTED
GROUND
CONC SLAB
SEE PLAN
xxx
0' - 8"
1
1
SEE PLAN FOR FTG & SLAB
REINFORCEMENT
STRUC FILL AS
REQUIRED
SEE FND PLAN
2x4 PT SILL PLATE
A.B. PER SHEARWALL
SCHEDULE MIN 1/2" DIA
@ 48" O.C. (7" EMBED MIN)
GRID
GRIDLINE
FO.PW
CONC SLAB
SEE PLAN
0'
-
5
"
0'
-
4
"
SEE PLAN
W
1
1
xxxxxxx
SE
E
P
L
A
N
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CONT THICKENED FTG
SEE FND PLAN
15/32" SHEARWALL
TYP @ LINE D INT
5/8" TYPE X ONE HR
TO ROOF
Scale
BNA Project number:
PL
O
T
D
A
T
E
:
Arthur C. Farrow P.E.
Civil Engineer/Residential
Design
4903 Slayden Road N.E.
Tacoma, WA 98422
916 -813 -7024
afce9740@gmail.com
Arthur C Farrow & Associates
STATUS:
REVISION LOG
REV #DATE DESCRIPTION
DRAWN BY:
SHEET NO.
SHEET NAME
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DPS PERMIT NUMBER:
FI
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As indicated
4/
1
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3
6
:
4
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TYP CONC & FND DETAILS
12.22.21
Arthur C. Farrow P.E.
ST301
DA
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A
9
8
5
9
7
Framing Detail For Yelm Plaze Fire
Restoration
Ye
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P
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F
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12" = 1'-0"6
TYP REBAR SPLICE & DEVELOPMENT
SCHEDULE1
1" = 1'-0"5
TYP REBAR IN CONC WALL LAYOUT
PLAN1
1" = 1'-0"8 TYP STEPPED FTG1
1" = 1'-0"9 TYP STAIR ON GRADE1
3/4" = 1'-0"10 TYP STEPPED FTG CRIPPLE WALL1
1" = 1'-0"2 TYP FND DETAIL FO.C -FO.PW
12" = 1'-0"7 TYP REBAR COVER
1" = 1'-0"3 TYP FND DETAIL BEL @ EXT SLAB
1" = 1'-0"1
TYP FND DETAIL THICKENED SLAB
EDGE
1" = 1'-0"4
TYP FND DETAIL THICKENED SLAB BEL
SHEAR WALL
04/22/2023
TYPICAL NAILING SCHEDULE
AT ROOF
1.BLKG BTWN CEILING JOISTS, RAFTERS OR TRUSSES (3) 16dx TOENAILS EA END
TO TOP PLATE OR OTHER FRAMING BELOW (3) 16dx FACE NAILS EA END
2.CEILING JOIST TO TOP PLATE (3) 16dx TOENAILS
3.CEILING JOIST ATTACHED TO PARALLEL RAFTER (3) 16dx FACE NAILS U.N.O.
4.COLLAR TIE TO RAFTER SEE DETAIL
5.RAFTER OR ROOF TRUSS TO TOP PLATE (3) 16dx TOENAILS
6.RAFTER TO ROOF RIDGE, VALLEY, OR HIP (3) 16dx FACE OR TOENAILS U.N.O.
7.RAFTER TO ROOF VALLEY STRIP AT OVER FRAMING (3) 16dx TOENAILS @ EACH BOARD
AT WALL
8.STUD TO STUD (NOT PART OF A SHEARWALL)(1) 16dx @ 16" O.C. STAGGER
9.STUD TO STUD (SHEARWALL MEMBER)(2) 16dx @ 12" O.C.
10.STUD TO STUD @ INTERSECTING WALLS & CORNERS (1) 16dx @ 12" O.C.
11.STUD TO CONTINUOUS HEADER (3) 16dx TOENAILS
12.STUD TO HEADER < 12" DEEP (6) 16dx FACE NAILS
13.STUD TO HEADER > 12" DEEP (10) 16dx FACE NAILS
14.STUD TO TOP OR BOTTOM PLATE (4) 16dx TOENAILS -OR-(3) FACE NAILS
15.TOP PLATE LAP AT CORNER OR INTERSECTIONS (5) 16dx FACE NAILS
16.TOP PLATE TO TOP PLATE AT END LAPS (12) 16dx EACH SIDE OF SPLICE (SEE TYP DET TOP PLT SPLICE)
17.BOTT PLT TO JOIST, RIM, OR BLKG BELOW (2) 16dx @ 12" O.C.
18.BUILT UP HEADER, DBL RIM JOIST (1) 16dx @ 12" O.C. (3) ROWS STAGGER @ TOP, BOTT, & CENTER
FLOOR
19.JOIST TO PT SILL PLATE OVER FND (3) 10dx TOENAILS
20.JOIST TO TOP PLATE OR GIRDER (3) 16dx TOENAILS
21.RIM JOIST, BAND JOIST OR BLCKG TO TOP PLATE (1) 16dx @ 6" O.C. TOENAIL U.N.O. (SEE SHEARWALL SCHEDULE)
22.BUILT-UP GIRDERS AND BEAMS (*)SEE TYPICAL MULTI MEMBER DETAILS
23.LEDGER SUPPORTING JOISTS OR RAFTERS (4)16dx @ EACH STUD "LEDGER TO WALL" U.N.O. SEE DETAIL
24.DECK LEDGER TO WALL (3) SIMPSON SDS @ 12" O.C. INTO 2" SOLID BKG MIN SEE DETAIL
25.JOIST TO LEDGER OR BAND JOIST (*)SIMPSON "LUS", -OR-"ITS" HANGER U.N.O.
26.BRIDGING OR BLOCKING TO JOIST (4)16dx TOENAILS -OR-(3) 16dx FACE NAILS
27.2x6 T&G SUBFLOOR (3)16dx FACE NAILS
28.PLYWOOD SUBFLOOR (*)SEE FLOOR FRAMING PLAN FOR DIAPHRAGM NAILING
1/2"
MINIMIZE
PLACE BOLT AS CLOSE AS
POSSIBLE TO CENTERLINE
OF PLATE
AT SHEARWALL
BPS 1/2-3 U.N.O.
SEE SHEARWALL SCHEDULE
9
I
N
C
H
M
A
X
MINIMUM
2 BOLTS
PER PLATE
9 INCH MAX 9 INCH MAX
9 INCH MAX
AT SPLICE
WHERE SILL PLATE IS DRILLED OR NOTCHED
MORE THAN 1/3 OF THE PLATE WIDTH, INSTALL
ONE BOLT EACH SIDE OF NOTCH
4"
M
I
N
O
R
7
D
I
A
PLACE BOLTS AT CL
OF PLATE UNO.
MI
N
E
D
G
E
4
D
I
A
USE 15/32" APA RATED SHEATHING, BLOCKED AT PANEL EDGES, WITH 8d NAILS AT
6" O.C. @ PANEL EDGES & 12" O.C. @ FIELD, 5/8" ANCHOR BOLTS AT 48" o.c.,
PLT TO PLT & PLT TO RIM (1) 16dx @ 4" O.C.
SHEAR WALLS
MARK DESCRIPTION
1
2
3
0
TYPICAL SHEARWALL NOTES
1) ALL SHEAR PANELS SHALL BE APA RATED SEE STRUCTURAL SPECS (WOOD SHEATHING)
2) EDGE NAILING SHALL BE STAGGERED (TYPICAL OF ALL WALL TYPES)
3.STUDS SHALL BE 2X NOMINAL SPACED 16" O.C. MAX U.N.O. IN DESCRIPTION
4.USE 3x3x1/4" SQUARE PLATE WASHERS FOR ALL ANCHOR BOLTS PER IBC 2305.3.11
5.8d NAILING TO BE .131"x 2.5" COMMON NAILS
6.16d NAILING TO BE .135"x3.5" BOX NAILS (NOTED 16dx)
7.SHEARWALL BOT PLT NAILING & ALL NAILING AT PT PLATE MEMBERS SHALL BE HD GALVANIZED
8.ALL 5/8" DIAMETER ANCHOR BOLTS TO HAVE 7" MINIMUM EMBEDMENT INTO CONCRETE
9.USE 6d COOLER FOR ALL GYPSUM WALL BOARD NOTED AS SHEARWALL 0.092"x1-7/8"
SEISMIC WIND
HF
DF280 PLF
260 PLF
392 PLF
365 PLF
HF
DF430 PLF
400 PLF
602 PLF
560 PLF
HF
DF550 PLF
512 PLF
770 PLF
716 PLF
HF
DF730 PLF
678 PLF
1022 PLF
950 PLF
USE 15/32" APA RATED SHEATHING, BLOCKED AT PANEL EDGES, WITH 8d NAILS AT
4" O.C. AT PANEL EDGES AND 12" O.C. @ FIELD, 5/8" ANCHOR BOLTS AT 32" O.C.
PLT TO PLT & PLT TO RIM (1) 16dx @ 3" O.C. (RIM TO PLT A35 CLIPS AT 16" O.C.)
USE 15/32" APA RATED SHEATHING, BLOCKED AT PANEL EDGES, WITH 8d NAILS AT
3" O.C. @ PANEL EDGES AND 12" O.C. @ FIELD, 5/8" ANCHOR BOLTS AT 24" O.C. 16d
PLT TO PLT & PLT TO 1 3/4" RIM (1) 16dx @ 2" O.C. STGGR (RIM TO PLT A35 CLIPS AT
12" O.C.)
USE 15/32" APA RATED SHEATHING BOTH SIDES, BLOCKED AT PANEL EDGES, WITH
8d NAILS AT 4" O.C. EA SIDE INTO 3X FRAMING MEMBERS AT PANEL EDGES AND 12"
O.C. @ FIELD, 5/8" ANCHOR BOLTS AT 16" O.C. PLT TO PLT & PLT TO RIM (2) 16dx @
3" O.C. STAGGER @ DBL RIM. (RIM TO PLT A35 CLIPS AT 8" O.C.)
0'
-
0
1
/
4
"
1/2" MAX
BPS BRG PL
1/4" GAP -OR-
(2) LAYERS
30# ASPHLT
FELT
NAIL ALL MULTIPLE
MEMBERS WITH
(2) 16dx @ 6" O.C.
BOTT TO TOP PLATE
TYP @ STHD
-OR-USE POST PER
SCHEDULE
1 1/2" MIN
EDGE
DISTANCE
12d
USE SIMPSON
0.148" x 3 1/4"
SEE HD SCHED
TYP STEMWALL
BAR SEE TYP FND
DETAILS
STHDRJ STHD AT CORNER STHD AT MIDWALL
For Max Load
12" MIN
@ 7/8" BOLT
8" MIN
5"
M
I
N
1 3/4" MIN
5"
M
I
N
1 3/4" MIN
TYP
45.00°
SB LOCATION
MINIMUM FROM
SHEARWALL LINE
ROTATE "THUS"
TYP SHEARWALL EDGE
NAILING AT EACH MEMBER
-OR-PROVIDE POST PER
SCHEDULE
AB
E
M
B
E
D
HD AT CORNER
EN
FN
FN
ENFN
HD & POST
SEE SCHED
ENFN
EN
FN
FNSDS FULLY ENGAGE
THREADS INTO
INTERSECTING WALL
FN
EN
FN FN FN
SEE TYP WOOD
DETAILS
HD AT INTERSECTING WALL
HD & POST
SEE SCHED
FN
EN
SEE TYP WOOD
DETAILS
ENFN
HD AT INTERSECTING WALL
(2) ROWS 16dx
@ 6" O.C.
FULL HEIGHT
HD & POST
SEE SCHED
FN
ENENFN
HD AT INTERSECTING WALL
DBL END STUD
(2) ROWS 16dx
@ 6" O.C.
FULL HEIGHT
TYP EA SIDE
HD POST
SEE SCHEDULE
HDU SEE PLAN
SEE SCHEDULE
SB ANCHOR
SEE SCHEDULE
HD
PER PLAN
AB
SEE
SCHED SEE SCHED
STEM WIDTH
HD PER PLAN
POST SEE SCHED
HD MATCH ABV
POST MATCH ABV
BOLT SEE SCHED "AB"
PROVIDE
FULL WIDTH
SOLID
BLKG
12" MIN
SDS TO ENGAGE
ALL MEMBERS
AT WINDOW OR DOOR TYP HDU AT FLOOR
WA
L
L
H
E
I
G
H
T
(3) 16dx -OR-
(4) 16dx TOENAILS
TYP TOP AND BOTT
WALL HEIGHTS > 9 FT
DBL KING STUD
& A35 TOP & BOT
@ OPENINGS > 6 FT
(6) 16dx FACE
NAILS TYP
(2) ROWS 16dx @ 16" O.C.
FULL HEIGHT @ EA STUD
TO STUD CONNECTION
STAGGER NS/FS TYP
DBL TRIMMER
@ OPENINGS
> 6 FT
HDR UP & CRIPPLE DOWN
@ WALL HEIGHTS </= 9 FT
(2) ROWS 16dx @ 12" O.C.
HDR DN CRIPPLE
UP @ WALL
HEIGHTS > 9 FT
DBL SILL @
OPENINGS > 6 FT
TYP PW EDGE
NAILING SEE
SHEARWALL
SCHEDULE
(2) 16dx @
12" O.C.
16dx @
16" O.C.
TYP
16dx @
16" O.C.
TYP
(2) 16dx @
12" O.C.
TYP PW EDGE
NAILING SEE
SHEARWALL
SCHEDULE
16dx @
16" O.C.
TYP
(2) ROWS
16dx @ 12"
O.C.
TYP PW EDGE
NAILING SEE
SHEARWALL
SCHEDULE
CONDITION A CONDITION B
CONDITION D
NON
SHEARWALL
CONDITION C
16dx @
16" O.C.
STAGGER
TYP
0' - 0 3/8"
PW EDGE NAILING
STAGGER NAILING
ON STUD TYP
2X STUD
PER PLAN
TYP CONDITION AT PANEL EDGE
PW EDGE
NAILING
LESS THAN
3" O.C.
3X
STUD
TYP END OF SW CONDITION
DBL 2X
STUD U.N.O.
SEE TYP SW
SCHEDULE
(2) ROWS
16dx @
6" O.C.
TYP EDGE
NAILING
TYP FIELD
NAILING
HORIZONTAL PW JOINT @ RIM
E.N.
E.N.
E.N.
E.N.
PROVIDE DBL
RIM WHEN SHEARPLY
JOINT OCCURS OVER
RIM JOIST
"Z" FLASH TYP
WHEN EXPOSED
TO WEATHER
HORIZONTAL PW JOINT @ TOP PLATE
E.N.
E.N.
E.N.
F.N.
16dx @
16" O.C.
TYP
HIGH SHEAR AT WALL ABOVE
E.N.
E.N.
E.N.
E.N.
PROVIDE 3 1/2"
RIM WHEN
SHEAR AT LEVEL
ABOVE IS HIGH
F.N.
TYP
0' - 0 3/8"
E.N.E.N.
STAGGER
NAILING
NOTCH HEADER @ SHEARWALL
FOR CONTINUOUS TOP PLATE
T.O.BM FLUSH W/ T.O.PLT
(PREFERRED)
TYP WHEN NOTCH EXCEED D/4
SIMPSON MSTC40 CENTERED
FILL ALL HOLES WITH 12d
TRIMMERS
SEE PLAN
KING
STUD
TYP STUD TO HEADER
NAILING NEAR & FAR SIDE
Scale
BNA Project number:
PL
O
T
D
A
T
E
:
Arthur C. Farrow P.E.
Civil Engineer/Residential
Design
4903 Slayden Road N.E.
Tacoma, WA 98422
916 -813 -7024
afce9740@gmail.com
Arthur C Farrow & Associates
STATUS:
REVISION LOG
REV #DATE DESCRIPTION
DRAWN BY:
SHEET NO.
SHEET NAME
CL
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PR
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DPS PERMIT NUMBER:
FI
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As indicated
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NAILING & SHEARWALL
NOTES
12.22.21
Arthur C. Farrow P.E.
ST400
DA
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9
8
5
9
7
Framing Detail For Yelm Plaze Fire
Restoration
Ye
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12" = 1'-0"1 TYPICAL NAILING SCHEDULE
1" = 1'-0"3 TYP SILL PLATE BOLTING
12" = 1'-0"2 SHEARWALL SCHEDULE
1 1/2" = 1'-0"4 TYP SILL PLATE ENLARGED DETAIL
3/4" = 1'-0"6 TYP STHD HOLDOWNS
1" = 1'-0"8 TYP HDU INSTALLATION DETAIL
HOLDOWN SCHEDULE
Type Screws Anchor Bolt A.B. Embed Post Stem 6" Stem 8" Mid Wall Corner Endwall E Factor END LENGTH CLEAR SPAN
STHD10 (24) 0.148 x 3.25 (2) 2X X 2,910 2,910 1,635 .87
STHD10 (24) 0.148 x 3.25 (2) 2X X 4,020 3,350 2,480 .84
STHD14 (30) 0.148 x 3.25 (2) 2X X 4,935 4,935 3,065 .75
STHD14 (30) 0.148 x 3.25 (2) 2X X 5,235 5,235 4,410 .72
HDU4 (10) SDS 0.25 x 2.5 SB 5/8 x 24 18" 3.5 x Stud W X X 4,565 4,565 4,565
HDU5 (14) SDS 0.25 x 2.5 SB 5/8 x 24 18" 3.5 x Stud W X X 5,645 5,645 5,645
HDU8 (20) SDS 0.25 x 2.5 SB 7/8 x 24 18" 3.5 x Stud W X 6,970 6,970 6,970
HDU11 (30) SDS 0.25 x 2.5 SB 1 x 30 24" 6x6 X 11,175 11,175 11,175
HDU14 (36) SDS 0.25 x 2.5 SB 1 x 30 24" 6x6 X 14,445 14,445 14,445
CS14 (36) 0.131 x 2.5 (1) 2X 2,490 19"
CS16 (26) 0.131 x 2.5 (1) 2X 1,705 14"
CSHP18 (18) 0.131 x 2.5 (1) 2X 1,540 11"
MSTC52 (48) 0.148 x 3,25 (2) 2X 4,610 .86 16"
MSTC78 (76) 0.148 x 2.5 (2) 2X 5,850 1.0 25"
CMST12 (98) 0.148 x 2.5 (2) 2X 9,215 1.0 44"
1" = 1'-0"9 TYP HDU AT FLOOR DETAIL
3/8" = 1'-0"10
TYP INT/EXT SHEAR & BEARING WALL
FRAMING
1" = 1'-0"11 TYP SHEARWALL DETAILS
3" = 1'-0"5 TYP SHEAR PLY NAILING @ JOINT
1" = 1'-0"7 TYP BEAM NOTCH @ SHEARWALL
04/22/2023
4 FT MIN BETWEEN SPLICES
2x STUDS @ 16" O.C.
(12) 16dx @ 4" O.C.
STAGGERED
(12) 16dx @ 4" O.C.
STAGGERED
TOP CHORD SPLICE
(12) 16dx @
4" O.C. MAX
BOTTOM CHORD
SPLICE
16dx @ 12" O.C.
STAGGERED ELSEWHERE
(12) 16dx @
4" O.C. MAX
SPLICES TO OCCUR @ CL OF VERTICAL STUD
MA
X
D/
4
MAX
(CLEAR SPAN)/3
MA
X
D/
6
MAX
D/3
2"
M
I
N
2"
M
I
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MAX
D/3
D
NOTE:
1. DO NOT NOTCH BOTT OF JOIST OR BEAM
2. THIS DETAIL DOES NOT APPLY TO TJI JOISTS
3. NOTCHES, HOLES, & SLOPED CUTS ALLOWED IN WOOD JOISTS AND RAFTERS ONLY
4. HOLES SHALL BE DRILLED @ CL OF MEMBERS
5. ENGINEER WRITTEN APPROVAL REQUIRED PRIOR TO CUTTING OR DRILLING OF BEAMS TYP U.N.O.
6. HOLES SIZE MAX SHOWN OR LESS PER MIN EDGE DISTANCE TYPICAL
7. MAX BORED HOLE SIZE IN BUILT UP STUDS AND HOLD DOWN ANCHOR POST IS 25%W TYP
MA
X
Dp
/
3
Dp
Dp
Dp
MA
X
D/
2
5/
8
"
M
I
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CS16 @ EA PLT
EA SIDE
CS16 EA PLT
CS16 W/(26) 0.131"
x 2 1/2" @ EACH
"END LENGTH"
WHERE JST OR STUD
OCCURS ABV W/IN
PENETRATED STUD
SPACE ADD SUPPORTING
STUD BELOW
HOLES AND NOTCHES AT NON SHEARWALL PLATES
L
L/
3
NO
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BO
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G
,
N
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H
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L/
3
Of Notch
Depth
H
1" MIN
W
OR
6
"
M
i
n
2
x
H
MI
N
2
x
H
h
Dia = .40W MAX AT ANY WALL UNO.
Dia = .60W MAX AT NON-BRG WALL
BRG
1 1/2" MIN
.25W MAX AT BEARING -OR-EXTERIOR WALLS
.40W MAX AT INTERIOT NON-BEARING WALLS
ALL SHALL BE
@ CL TYP
GRID
2x FREEZE BLOCK
W/(2) 16dx HDG FACE NAIL
TRUSS TO BLOCK @ EACH END
ROOF DIAPHRAGM EDGE
NAILING SEE ROOF FRAMING
PLAN
SIMPSON H1 AT
EACH TRUSS
TYP TRUSS -OR-
RAFTER/CEILING JOIST
(3) 16dx TOENAILS
TYP TOP PLATE NAILING
SEE ROOF FRAMING PLAN FOR
SHEARWALL TYPE
SEE TYP TOP PLATE SPLICE DETAIL
TOP PLATE NAILING
SEE TYP TOP PLATE
SPLICE DETAIL
(3) 16dx TRUSS TO
TOP PLATE TYP
TJI JOIST
SEE TYP
DETAILS
LSL RIM BOARD SEE FRAMING
PLAN AND TJI TYP DETAILS
TYPICAL SHEARWALL NAILING
SEE SHEARWALL SCHEDULE
A35 WHEN NOTED
ON SHEARWALL
SCHEDULE
TYPICAL SUBFLOOR NAILING AT
EDGE (SEE FLOOR FRAMING PLAN)
TYP SUBFLOOR
GLUE & NAIL
SEE FLOOR
FRAMING PLAN
(1) 16dx PLT TO
TJI
ARCH SIDING SEE ELEV TYP
GRID
16dx PLT TO RIM
SEE SHEARWALL
SCHEDULE
2X SQUASH BLK TJI
HEIGHT +1/16" EA SIDE
OF TJI BEL POST ABV
W/ (1) 16dx TOP & BOTT
(1) 16dx @ 6" O.C.
GRID
(4) 8d INTO
EACH BLOCK
WHERE JOIST ARE
PARALLEL, PROVIDE
TJI BLOCKING @
48" O.C.
ITS1.81/11.88 WITH
(6) 0.148 x 1 1/2" SIMPSON
NAILS INTO SUPPORTING
TJI TOP CHORD:
NAILING PER
SHEARWALL
SCHEDULE
TYP DIAPHRAGM
EDGE NAILING
TJI NAILING SEE
TJI TYPICAL DETAILS
2x CEDAR
FACIA
1x CEDAR
SHINGLE MOLDING
2x4 HF#2 OUTLOOKER @ 48" O.C. ALONG SLOPE
WIDE DIMENSION PARALLEL TO ROOF SLOPE
(NOTCH INTO GABLE TRUSS AND DOUBLE
TOP PLATE OF CRIPPLE WALL TO SUPPORT
FACIA AT OVERHANG) SEE RF FRMG PLAN
GABLE END TRUSS
-OR-FULL 2x6 CRIPPLE
STUDS WITH DBL TOP PLATE
2x4 CRIPPLE STUDS @ 16" O.C.
WITH (3) 16dx TOENAILS AT BOTT
AND (2) 16dx AT TOP PLATE
(3) 16dx TRUSS TO
OUTLOOKER
(2) 16dx HDG
FACIA TO
OUTLOOKER
(3) 16dx OUTRIGGER TO
TOP PLATE AND
(3) 16dx TO GABLE TRUSS
CONTINUOUS 2x6 ALONG
VAULTED CEILING LINE
WITH (2) 16dx @ EA STUD
2x6 STRONGBACK @
BOTT CHORD OF SCISSORS
TRUSS FOR TWO BAYS
4 FT MIN WITH (2) 16dx AT
EACH TRUSS: (8 FT MAX BTWN
STRONGBACK "SEE RF FRMG PLAN)
2x4 HF#2 OUTLOOKER
SEE BELOW FOR
ADDITIONAL INFORMATION
GABLE END TRUSS
2x6 BLOCKING WITH
(3) 16dx TRUSS TO BLK
EA END TYP (2) BAYS MIN
BRACE 2x4 @ 8 FT O.C.
WITH A34 TO PLATE E.S.
& (5) 16dx TO BLK'G
NO STEEPER THAN 1:1
TJI NAILING
SEE TYP TJI
DETAILS
LSL RIM BOARD SEE FRAMING
PLAN AND TJI TYP DETAILS
SEE TYP FOUNDATION DETAIL
A35 WHEN NOTED
ON SHEARWALL
SCHEDULE
TYPICAL SUBFLOOR NAILING AT
EDGE (SEE FLOOR FRAMING PLAN)
TYP SUBFLOOR
GLUE & NAIL
SEE FLOOR
FRAMING PLAN
(1) 16dx PLT TO
TJI
ARCH SIDING SEE ELEV TYP
GRID
16dx PLT TO RIM
SEE SHEARWALL
SCHEDULE
2X SQUASH BLK TJI
HEIGHT +1/16" EA SIDE
OF TJI BEL POST ABV
W/ (1) 16dx TOP & BOTT
HD PER PLAN
AB PER PLAN
(1) 10dx @ 12" O.C.
TJI JOIST SEE
TJI TYP DETAILS
LSL RIM BOARD SEE FRAMING
PLAN AND TJI TYP DETAILS
SEE TYP FOUNDATION DETAILS
A35 WHEN NOTED
ON SHEARWALL
SCHEDULE
TYPICAL SUBFLOOR NAILING AT
EDGE (SEE FLOOR FRAMING PLAN)
(4) 8d
(1) 16dx PLT TO
TJI
ARCH SIDING SEE ELEV TYP
GRID
16dx PLT TO RIM
SEE SHEARWALL
SCHEDULE
2X SQUASH BLK TJI HEIGHT
+1/16" EA SIDE OF TJI BEL POST
ABV W/ (1) 16dx TOP & BOTT
HD PER PLAN
AB PER PLAN
ITS1.81/11.88 WITH
(6) 0.148 x 1 1/2" SIMPSON
NAILS INTO SUPPORTING
TJI TOP CHORD:
TJI BLOCKING @
48" O.C.
(1) 10dx @ 12" O.C.
WA
L
L
H
E
I
G
H
T
(3) 16dx -OR-
(4) 16dx TOENAILS
TYP TOP AND BOTT
(3) 16dx
EA 2X
(2) 16dx @
16" O.C.
FULL HEIGHT
2X STUD @ 16" O.C.
SIZE PER ARCH
DWGS U.N.O.
DBL FLAT 2X
HEADER(5) 16dx
TYP NON SHEARWALL STUD WALL INTERSECTIONS
TYP PLATE LAP AT CORNER NAILING
OPN'G
ALL FASTNERS SHALL BE
DRIVEN FLUSH WITH SURFACE
OF STRUCTURAL PANEL
DIAPHRAGM
BOUNDARY
STRUCTURAL
PANEL TYP.
SUPPORTED
PANEL EDGES
FIELD NAILS
WALL OR
BEAM BELOW
UNSUPPORTED
EDGE WITH "PCSA"
CLIPS AT ROOF
T&G AT SUBFLOOR BEAM FRAMING
AS REQ'D WITH
TYP EDGE NAILING
U.N.O.
ROOF RAFTERS, TRUSSES
OR FLOOR JOISTS TYP
ORIENT LONG EDGE OF
PANEL PERP TO FRAM'G
MEMBERS U.N.O.
COLLECTOR OR
SHEARWALL WHERE
INDICATED ON PLAN
TYP EDGE NAILING
U.N.O.
GABLE ROOF WITH OVERHANG
DIAPHRAGM EDGE
NAILING AT FREEZE BLK
FACIA
DIAPHRAGM BOUNDARY
ROOF EAVE OR
CANTILEVER
EDGE
OUTRIGGER
HIP ROOF WITH OVERHANG
DIAPHRAGM EDGE
NAILING AT FREEZE BLK
FACIA
DIAPHRAGM BOUNDARY
ROOF EAVE OR
CANTILEVER
EDGE
H CLIPS AT
UNSUPPORTED EDGE
PSCA CLIPS AT
UNSUPPORTED EDGE
HIP JACK
RAFTERS
HIP WITH EDGE
NAILING TO MEMBER
OR SOLID BLK'G BTWN
TRUSSES
NOTES:
1.SEE FLOOR FRAMING AND ROOF FRAMING PLANS FOR NAILING
2.PROVIDE (2) ROWS "STAGGERED" BOUNDARY NAILING OVER INTERIOR SHEAR WALLS
AND THE FULL LENGTH OF "COLLECTORS" WHERE INDICATED ON PLAN
3.PROVIDE (1) SIMPSON PSCA15/32 BETWEEN TRUSS OR RAFTER SPANS AT ROOF UNSUPPORTED EDGES
4.SEE FRAMING PLAN FOR EDGE AND FIELD NAILING TYPICAL AT FLOOR AND ROOF
*ALL STRUCTURAL FLOOR SHEATHING SHALL BE NAILED
AND GLUED WITH PL400 LOCTITE ADHESIVE: SEE FLOOR
FRAMING PLAN
Scale
Project number:
PL
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D
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E
:
Arthur C. Farrow P.E.
Civil Engineer/Residential
Design
4903 Slayden Road N.E.
Tacoma, WA 98422
916 -813 -7024
afce9740@gmail.com
Arthur C Farrow & Associates
STATUS:
REVISION LOG
REV #DATE DESCRIPTION
DRAWN BY:
SHEET NO.
SHEET NAME
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DPS PERMIT NUMBER:
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As indicated
4/
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6
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4
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TYP WOOD DETAILS
12.22.21
Author
ST402
DA
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8
5
9
7
Framing Detail For Yelm Plaze Fire
Restoration
Ye
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1" = 1'-0"1 TYP TOP PLATE SPLICE
1" = 1'-0"7 TYP NOTCHES & HOLES
1" = 1'-0"8 TYP TRUSS OR RAFTER @ EAVE
1" = 1'-0"9 TYP JOIST FRMG @ EXT RIM
1" = 1'-0"13 TYP PARALLEL JOIST FRMG @ EXT RIM
1" = 1'-0"12
TYP SCISSORS TRUSS PARALLEL AT
GABLE
1" = 1'-0"11 TYP END TRUSS PARALLEL AT GABLE
1" = 1'-0"10 TYP JOIST FRMG O/SILL @ EXT RIM
1" = 1'-0"14
TYP JOIST FRMG PARALLEL TO SILL @
EXT RIM
3/8" = 1'-0"2 TYP INT NON-BEARING WALL FRAMING
3/4" = 1'-0"4 TYP NON-SW INTERSECTIONS
1/4" = 1'-0"5 TYP DIAPHRAGM DETAILS & SCHEDULE
04/22/2023