REVIEWED-RESUB1 BLD2022-0866+Structural_PLANS +9.26.2022_12.10.04_AM+3127665a
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O O STRAP HOLDOWN SEE
8"LONG S.S. PIN TO CONNECT
TO EXIST CONCRETE FOOTING
AND FOUNDATION, DFILL 4" HOLE
5" DIA. INSERT P WITH EXPDXY
8
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EXISTING CONCRETE
FOOTING AND
FOUNDATION TO
REMAIN ---
- 10
0
WF1-4
(E)4'-0"X 6'-0" SL
STHD10RJ
PLAN
P R O P O S E D (ADDITION TO EXISTING HOME)
DEBI WOLLA
23508 94th AVENUE EDMONDS, WA. 98020
SCH. IN SHEET SD2.1
o STHD10RJ
8"X16" FOOTING SEE SCH.
IN SD01 TYP.
WF1-4
8" CONCRETE
STEM WALL TYP.
STHD10RJ
0
STHD10RJ
STHD10RJ
o
STHD10RJ
244 DOWELS NEW STEM WALL TO EX.
WALL W/ 5" MIN. EMBEDMENT INTO EX.
CONC. W/ SIMPS. SET-XP EPDXY
TYP.
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SD01
REVIEWED
BY ' EXISTING HOME
' - FOOTINGS AND
CITY OF EDMONDS ; U) FOUNDATION WALL,
■ - FOR LOCATION
BUILDING DEPARTMENT;
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■ '_ 2X8 FLOOR JOIST
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2X8 PERIMETER
d" LEDGER
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LUCZ JOIST HANGER
AT EACH JOIST
44 DOWELS NEW FTG TO EX. FTG.
V/ 24" MIN. LAP W/ 5" MIN. EMBEDMENT
VTO EX. CONC. W/ SIMPS. SET-XP EPDXY
'YP.
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S C A L E: 1/4" = 1' - 0 11
(E)4'-0"X 6'-0" SL
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INSTALL NEW 2X RIM
JOIST, CONNECT TO
I I THE RIM JOIST AT
THE END R507.5.2
JOIST ENDS. RIM
JOISTS OF THE SAME
DIMENSIONED LUMBER
AS THE JOISTS SHA L
BE SECURED TO THE
END OF EACH JOIST
WITH (3) 10D
NAILS OR (3) #10X3 —
II II I II
(E)4'-0"X 6'-0" SL (E)4'-0"X 6'-0" SL
3
SD01
EXISTING
FLOOR JOIST PLAN
PROPOSED (ADDITION TO EXISTING HOME)
DEBI WOLLA
23508 94th AVENUE EDMONDS, WA. 98020
.00R WOOD STRUCTURAL
kNEL WSP SEE S00 & KEY
)TE 02 IN S00.1
NEW
m 0 R y H
S C A L E: 1/4" = 1' - 0"
I
I W4 PREPARE EXISTING SOFFIT IN THIS
AREA TO CONNECT NEW SOFFIT, MATCH
o MATERIAL AND PAINT COLOR
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PRE-MANUF. ROOF TRUSSES @ 2'-0"
O.C., DESIGN PER TRUSS MANUF.
Ei
0
SEE KEY NOTES S00.1
AND S00 FOR FLOOR SHEATHING TYP.
CD
2X4, DF. NO.2, FINK TYPE
WOOD TRUSS @ 24" O/C (DESIGN BY
OTHERS)
RATING OF APPROVED CONNECTOR
(ASD)=222LB @ EA.END
(E)4'-0"X 6'-0" SL
SHEAR WALL LOCATIONS &
GUTTER CONNECT
TO DOWNPOUTS
TYP. EA. SIDE
CONNECT TO
V4 EXISTING
STORM DRAIN
SISTER THE 2 DIFFERENT TRUSSES
AT THIS AREA
ROOF TRUSSES @
2'-0" O.C.,
O
o W4
0 0
W6
SEE SHEAR WALL SHEAR WALL
SCH. IN SD2.1 TYP. LOCATION
TYP.
ROOF TRUSS PLAN
PROPOSED (ADDITION TO EXISTING HOME)
DEBI WOLLA
23508 94th AVENUE EDMONDS, WA. 98020
10n7H
S C A L E: 1/4" = V-0"
1•
GENERAL STRUCTURAL NOTES:
1. THE STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH THE
DRAWINGS OF ALL OTHER DISCIPLINES AND THE SPECIFICATIONS. THE
CONTRACTOR SHALL VERIFY THE REQUIREMENTS OF OTHER TRADES AS TO
SLEEVES, CHASES, HANGERS, INSERTS, ANCHORS, HOLES AND OTHER
ITEMS TO BE PLACED OR SET IN THE STRUCTURAL WORK.
2. THE CONTRACTOR SHALL BE RESPONSIBLE FOR COMPLYING WITH ALL SAFETY
PRECAUTIONS AND REGULATIONS DURING THE WORK. THE ENGINEER WILL NOT
ADVISE ON NOR ISSUE DIRECTION AS TO SAFETY PRECAUTIONS AND PROGRAMS.
3. THE STRUCTURAL DRAWINGS HEREIN REPRESENT THE FINISHED STRUCTURE.
THE CONTRACTOR SHALL PROVIDE ALL TEMPORARY GUYING AND BRACING REQUIRED
TO ERECT AND HOLD THE STRUCTURE IN PROPER ALIGNMENT UNTIL ALL STRUCTURAL
WORK AND CONNECTIONS HAVE BEEN COMPLETED. THE INVESTIGATION, DESIGN,
SAFETY, ADEQUACY AND INSPECTION OF ERECTION BRACING, SHORING, TEMPORARY
SUPPORTS, ETC. IS THE SOLE RESPONSIBILITY OF THE CONTRACTOR.
4. THE ENGINEER SHALL NOT BE RESPONSIBLE FOR THE METHODS, TECHNIQUES
AND SEQUENCES OF PROCEDURES TO PERFORM THE WORK. THE SUPERVISION
OF THE WORK IS THE SOLE RESPONSIBILITY OF THE CONTRACTOR.
5. DRAWINGS INDICATE GENERAL AND TYPICAL DETAILS OF CONSTRUCTION.
WHERE CONDITIONS ARE NOT SPECIFICALLY SHOWN, SIMILAR DETAILS OF
CONSTRUCTION SHALL BE USED, SUBJECT TO APPROVAL BY THE ENGINEER.
6. ALL STRUCTURAL SYSTEMS WHICH ARE TO BE COMPOSED OF COMPONENTS TO
BE FIELD ERECTED SHALL BE SUPERVISED BY THE SUPPLIER DURING MANU-
FACTURING, DELIVERY, HANDLING, STORAGE AND ERECTION IN ACCORDANCE
WITH THE SUPPLIER'S INSTRUCTIONS AND REQUIREMENTS.
7. LOADING APPLIED TO THE STRUCTURE DURING THE PROCESS OF CONSRUCT-
ION SHALL NOT EXCEED THE SAFE LOAD -CARRYING CAPACITY OF THE
STRUCTURAL MEMBERS. THE LIVE LOADINGS UESD IN THE DESIGN OF THIS
STRUCTURE ARE INDICATED IN THE "DESIGN CRITERIA NOTES". DO NOT
APPLY ANY CONSTRUCTION LOADS UNTIL STRUCTURAL FRAMING IS PROPERLY
CONNECTED TOGETHER AND UNTIL ALL TEMPORARY BRACING IS IN PLACE.
8. ALL ASTM AND OTHER REFERENCES ARE PER THE LATEST EDITIONS OF
THESE STANDARDS, UNLESS OTHERWISE NOTED.
9. SHOP DRAWINGS AND OTHER ITEMS SHALL BE SUBMITTED TO THE ENGINEER FOR
REVIEW PRIOR TO FABRICATION. ALL SHOP DRAWINGS SHALL BE REVIEWED BY
THE GENERAL CONTRACTOR BEFORE SUBMITTAL. THE ENGINEER'S REVIEW IS TO BE
FOR CONFORMANCE WITH THE DESIGN CONCEPT AND GENERAL COMPLIANCE WITH THE
RELEVANT CONTRACT DOCUMENTS. THE ENGINEER'S REVIEW DOES NOT RELIEVE
THE CONTRACTOR OF THE SOLE RESPONSIBILITY TO REVIEW, CHECK AND COORDINATE
THE SHOP DRAWINGS PRIOR TO SUBMISSION. THE CONTRACTOR REMAINS SOLEY
RESPONSIBLE FOR ERRORS AND OMISSIONS ASSOCIATED WITH THE PREPARATION OF
SHOP DRAWINGS AS THEY PERTAIN TO MEMBER SIZES, DETAILS, DIMENSIONS, ETC.
10. SUBMIT SHOP DRAWINGS IN THE FORM OF TWO BLUELINE PRINTS AND ONE SEPIA.
IN NO CASE SHALL REPRODUCTION OF THE CONTRACT DRAWINGS BE USED AS SHOP
DRAWINGS. AS A MINIMUM, SUBMIT THE FOLLOWING ITEMS FOR REVIEW:
A. CONCRETE MIX DESIGN (S).
B. REINFORCING STEEL SHOP DRAWINGS.
C. STRUCTURAL STEEL SHOP DRAWINGS.
D. STEEL JOIST /GIRDER SHOP DRAWINGS.
E. METAL DECKING SHOP DRAWINGS.
F. PRE -MANUFACTURED WOOD SYSTEMITRUSS SHOP DRAWINGS (SEE NOTES).
G. PRE-ENGINEERED METAL BUILDING SYSTEM (SEE NOTES).
OTHER SUBMITTALS MAY BE REQUIRED PER THE "SCHEDULE OF SPECIAL
INSPECTIONS" OR THE SEPARATE NOTES CONTAINED HEREIN.
11. IN ACCORDANCE WITH SECTION 1705 OF IBC 2018, SPECIAL INSPECTIONS
WILL NOT BE REQUIRED FOR THIS PROJECT. SPECIAL INSPECTIONS SHALL BE PERFORMED
IN ACCORDANCE WITH THE "SCHEDULE OF SPECIAL INSPECTIONS". ALL FABRICATORS
SHALL SATISFY THE "EXCEPTION" NOTED IN SECTION 1705.2, WHICH REQUIRES
THE FABRICATOR TO MAINTAIN AN AGREEMENT WITH AN APPROVED INDEPENDENT
INSPECTION OR QUALITY CONTROL AGENCY. THE CONTRACTOR SHALL NOTIFY THE
SPECIAL INSPECTOR AT LEAST 48 HOURS IN ADVANCE FOR WORK THAT WILL REQUIRE
INSPECTION OR TESTING.
12. UNLESS OTHERWISE INDICATED, ALL ITEMS NOTED TO BE DEMOLISHED SHALL
BECOME THE CONTRACTOR'S PROPERTY AND BE REMOVED FROM THE SITE.
13. CONTRACTORS SHALL VISIT THE SITE PRIOR TO BID TO ASCERTAIN
CONDITIONS WHICH MAY ADVERSELY AFFECT THE WORK OR COST THEREOF.
DESIGN CRITERIA NOTES:
1. THE INTENDED DESIGN STANDARDS
AND/OR CRITERIA ARE AS FOLLOWS:
GENERAL
INTERNATIONAL BUILDING CODE (IBC 2018, AS AMENDED)
CONCRETE
ACI 318-14
MASONRY
ACI 530/530.1-13
STRUCTURAL STEEL
ANSI/AISC 360-16 & ANSI/AISC 341-16
STEEL JOISTS/GIRDERS
SJI 100-15 (& 50-YEAR JOIST DIGEST)
METAL DECK
SDI NC -17
COLD -FORMED METAL
AISI S100-16
WOOD
ANSI/AWC NDS-18
WOOD TRUSSES
TPI 1-2014
FOUNDATIONS
SOILS INVESTIGATION AND REPORT PERFORMED BY XXX
2. DESIGN GRAVITY DEAD LOADS USED IN THE DESIGN OF THIS STRUCTURE
ARE AS FOLLOWS: SEE S00.1
3. DESIGN GRAVITY LIVE LOADS USED IN THE DESIGN OF THIS STRUCTURE
ARE AS FOLLOWS: SEE S00.1
4. DESIGN LATERAL LIVE LOADS USED IN THE DESIGN OF THIS STRUCTURE
ARE AS FOLLOWS: SEE S00.1
5. DESIGN SNOW LOADS USED IN THE DESIGN OF THIS STRUCTURE ARE AS FOLLOWS: SEE S00.1
6. THE LATERAL LOAD RESISTING SYSTEM OF THIS BUILDING CONSISTS OF: SEE S00.1
EXISTING CONSTRUCTION NOTES:
1. BEFORE PROCEEDING WITH ANY WORK WITHIN THE EXISTING FACILITY, THE
CONTRACTOR SHALL FAMILIARIZE HIMSELF WITH EXISTING STRUCTURAL AND OTHER
CONDITIONS. IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO PROVIDE
ALL NECESSARY BRACING, SHORING AND OTHER SAFEGUARDS TO MAINTAIN
ALL PARTS OF THE EXISTING WORK IN A SAFE CONDITION DURING THE
PROCESS OF DEMOLITION AND CONSTRUCTION AND TO PROTECT FROM DAMAGE
THOSE PORTIONS OF THE EXISTING WORK WHICH ARE TO REMAIN.
2. THE CONTRACTOR SHALL FIELD VERIFY THE DIMENSIONS, ELEVATIONS, ETC.
NECESSARY FOR THE PROPER CONSTRUCTION AND ALIGNMENT OF THE NEW
PORTIONS OF THE WORK TO THE EXISTING WORK. THE CONTRACTOR SHALL
MAKE ALL MEASUREMENTS NECESSARY FOR FABRICATION AND ERECTION OF
STRUCTURAL MEMBERS. ANY DISCREPANCY SHALL BE IMMEDIATELY
BROUGHT TO THE ATTENTION OF THE ENGINEER.
3. WELDING TO AND WITHIN AN EXISTING FACILITY PRESENTS POTENTIAL HAZARDS,
INCLUDING:
A. FIRE HAZARD- DUE TO THE EXISTING CONSTRUCTION AND BUILDING CONTENTS.
B. STRUCTURAL LIQUEFACTION -DUE TO WELDING ACROSS THE FULL SECTION
OF STRUCTURAL STEEL MEMBERS.
RECOMMENDATIONS TO PREVENT THESE HAZARDS INCLUDE:
A. FIRE HAZARD -PROTECT EXISTING COMBUSTIBLES PRIOR TO WELDING. KEEP
A SEPARATE WATCHMAN AND SEVERAL FIRE EXTINGUISHERS ON HAND.
B. STRUCTURAL LIQUEFACTION -WELD IN SMALL INCREMENTS. ALLOW WELDS TO
TO HARDEN BEFORE CONINTUING TO THE NEXT INCREMENT.
C. DO NOT LEAVE THE SITE UNTIL SATISFIED THAT NO FIRE HAZARD EXISTS.
4. INFORMATION USED IN PREPARING THESE DRAWINGS WAS TAKEN FROM
DRAWINGS PREPARED BY THE FIRM OF [ ], DATED [ ].
5. THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE DESIGN AND
ERECTION OF ALL SHORING NECESSARY TO SAFEGUARD THE EXISTING
STRUCTURE. THE SHORING SHOWN IS A PARTIAL AND SCHEMATIC
REPRESENTATION OF THAT REQUIRED. THE CONTRACTOR SHALL SUBMIT
A DETAILED PLAN FOR SHORING, BRACING AND PROTECTION OF THE EXISTING
CONSTRUCTION. THE PLAN SHALL INCLUDE A CONSTRUCTION SEQUENCE,
BEAR THE SEAL OF A PROFESSIONAL ENGINEER REGISTERED IN THE
COMMONWEALTH OF VIRGINIA AND BE SUBMITTED TO THE ENGINEER FOR
REVIEW PRIOR TO BEGINNING THE WORK.
SITE PREPARATION NOTES:
1. WITHIN AN AREA A MINIMUM OF 5 FEET BEYOND THE BUILDING LIMITS,
EXCAVATE A MINIMUM OF 4" OF EXISTING SOIL. REMOVE ALL ORGANICS,
PAVEMENT, ROOTS, DEBRIS AND OTHERWISE UNSUITABLE MATERIAL.
2. THE SURFACE OF THE EXPOSED SUBGRADE SHALL BE INSPECTED BY
PROBING OR TESTING TO CHECK FOR POCKETS OF SOFT OR UNSUITABLE
MATERIAL. EXCAVATE UNSUITABLE SOIL AS DIRECTED BY THE
GEOTECHNICAL ENGINEER/TESTING AGENCY.
3. PROOFROLL THE SURFACE OF THE EXPOSED SUBGRADE WITH A LOADED
TANDEM AXLE DUMP TRUCK. REMOVE ALL SOILS WHICH PUMP OR DO
NOT COMPACT PROPERLY AS DIRECTED BY THE GEOTECHNICAL ENGINEER/
TESTING AGENCY.
q FILL ALL EXCAVATED AREAS WITH APPROVED CONTROLLED FILL. PLACE
IN 8 INCH LOOSE LIFTS AND COMPACT TO A MINIMUM OF 95% OF THE
MAXIMUM DRY DENSITY IN ACCORDANCE WITH ASTM D-698.
5. ALL CONTROLLED FILL MATERIAL SHALL BE A SELECT GRANULAR
MATERIAL FREE FROM ALL ORGANICS OR OTHERWISE DELETERIOUS
MATERIAL WITH NOT MORE THAN 20 % BY WEIGHT PASSING A NO. 200
SIEVE (CLASSIFIED AS SC, SM, SP OR BETTER IN ACCORDANCE WITH
THE UNIFIED SOIL CLASSIFICATION SYSTEM) AND WITH A PLASTICITY
INDEX NOT EXCEEDING 6 % .
6. PROVIDE FIELD DENSITY TESTS FOR EACH 3,000 S.F. OF BUILDING
AREA FOR EACH LIFT OF CONTROLLED FILL.
FOUNDATION NOTES:
1. ALL FOOTINGS SHALL BEAR ON UNDISTURBED, FIRM NATURAL SOIL OR COMPACTED
FILL CAPABLE OF SUPPORTING A DESIGN BEARING PRESSURE OF 1,500 PSF.
ALL FOUNDATION EXCAVATIONS SHALL BE EVALUATED BY THE GEOTECHNICAL
ENGINEER/TESTING AGENCY PRIOR TO POURING FOUNDATION CONCRETE.
2. ALL FOOTINGS HAVE BEEN DESIGNED BASED UPON AN ASSUMED SOIL BEARING
PRESSURE OF 1,500 PSF. ALL FOOTINGS SHALL BEAR ON UNDISTURBED, FIRM
NATURAL SOIL OR COMPACTED FILL. ALL FOUNDATION EXCAVATIONS SHALL BE
EVALUATED BY THE GEOTECHNICAL ENGINEER/TESTING AGENCY PRIOR TO
POURING FOUNDATION CONCRETE.
3. TOP OF FOOTING ELEVATION SHALL BE AS SHOWN ON THE FOUNDATION
PLAN. THESE ELEVATIONS ARE A MAXIMUM AND SHALL BE LOWERED AS
REQUIRED TO OBTAIN THE REQUIRED DESIGN BEARING PRESSURE.
4. ALL FOUNDATION CONCRETE SHALL OBTAIN A 28 DAY COMPRESSIVE
STRENGTH OF 2,500 PSI. ALL CONCRETE TO BE PERMANENTLY EXPOSED TO
WEATHER SHALL BE AIR ENTRAINED TO 5% (±1%) WITH AN ADMIXTURE
THAT CONFORMS TO ASTM C-260.
5. ALL CONCRETE WORK SHALL CONFORM TO THE REQUIREMENTS OF ACI
301, "SPECIFICATION FOR STRUCTURAL CONCRETE BUILDINGS".
HOT WEATHER CONCRETING SHALL BE IN ACCORDANCE WITH ACI 305.
COLD WEATHER CONCRETING SHALL BE IN ACCORDANCE WITH ACI 306.
6. ALL REINFORCING STEEL SHALL CONFORM TO ASTM A-615, GRADE 60.
7. UNLESS OTHERWISE NOTED, THE FOLLOWING MINIMUM CONCRETE COVER
SHALL BE PROVIDED FOR REINFORCEMENT:
A) CONCRETE CAST AGAINST & PERMANENTLY EXPOSED TO EARTH -3"
B) CONCRETE EXPOSED TO EARTH OR WEATHER:
#6 THROUGH #18 BARS -2"
#5 BAR, W31 OR D31 WIRE & SMALLER -1 1/2"
8. ALL REINFORCING MARKED CONTINUOUS (CONT.) ON THE PLANS AND
DETAILS SHALL BE LAPPED 58X BAR DIAMETERS AT SPLICES UNLESS
OTHERWISE NOTED.
9. NO UNBALANCED BACKFILLING SHALL BE DONE AGAINST FOUNDATION
WALLS UNLESS WALLS ARE SECURELY BRACED AGAINST OVERTURNING,
EITHER BY TEMPORARY BRACING OR BY PERMANENT CONSTRUCTION.
10. PRIOR TO COMMENCING ANY FOUNDATION WORK, COORDINATE WORK WITH
ANY EXISTING UTILITIES. FOUNDATIONS SHALL BE LOWERED WHERE
REQUIRED TO AVOID UTILITIES.
11. UNLESS OTHERWISE NOTED, THE CENTERLINES OF COLUMN FOUNDATIONS
[PILE CAPS] SHALL BE LOCATED ON COLUMN CENTERLINES.
12. ALL RETAINING WALLS SHALL HAVE AT LEAST 12" OF FREE -DRAINING
GRANULAR BACKFILL, FULL HEIGHT OF WALL. PROVIDE CONTROL
JOINTS IN RETAINING WALLS AT APPROXIMATELY EQUAL INTERVALS
NOT TO EXCEED 25 FEET NOR 3 TIMES THE WALL HEIGHT. PROVIDE
EXPANSION JOINTS AT EVERY FOURTH CONTROL JOINT, UNLESS
OTHERWISE INDICATED.
CAST -IN -PLACE CONCRETE NOTES:
1. CONCRETE MIXES SHALL BE DESIGNED PER ACI 301, USING
PORTLAND CEMENT CONFORMING TO ASTM C-150 OR C-595, AGGRE-
GATE CONFORMING TO ASTM C-33, AND ADMIXTURES CONFORMING TO
ASTM C-494, C-1017, C-618, C -989 AND C-260. CONCRETE SHALL
BE READY -MIXED IN ACCORDANCE WITH ASTM C-94.
2. CONCRETE SHALL CONFORM TO THE FOLLOWING COMPRESSIVE
STRENGTH, SLUMP AND WATER/CEMENT RATIO REQUIREMENTS:
CONCRETE MIN. F'C (28 DAYS)
SLUMP
COLUMNS 4000 PSI
2" TO 4"
ELEVATED SLABS 3000 PSI
2" TO 4"
CONCRETE NOT NOTED 2500 PSI
2" TO 4"
FOUNDATION "SEE FDN NOTES"
2" TO 4"
SLABS -ON -GRADE SEE "SLAB -ON -GRADE NOTES"
* AT CONTRACTOR'S OPTION, AN APPROVED ADMIXTURE MAY BE
USED TO PRODUCE FLOWABLE CONCRETE. MAXIMUM SLUMP SHALL
NOT EXCEED 10 INCHES. THE CONTRACTOR SHALL SUBMIT TEST
RESULTS OF THE PROPOSED CONCRETE MIXES ALONG WITH THE
MANUFACTURER'S TECHNICAL DATA FOR APPROVAL PRIOR TO
POURING CONCRETE.
3. ALL CONCRETE WORK SHALL CONFORM TO THE REQUIREMENTS OF ACI
301, "SPECIFICATION FOR STRUCTURAL CONCRETE BUILDINGS".
HOT WEATHER CONCRETING SHALL BE IN ACCORDANCE WITH ACI 305.
COLD WEATHER CONCRETING SHALL BE IN ACCORDANCE WITH ACI 306.
4. ALL REINFORCING STEEL SHALL CONFORM TO ASTM A-615, GRADE 60.
ALL WELDING OF REINFORCING STEEL SHALL BE IN ACCORDANCE WITH
AWS D1.4. EPDXY COATED REINFORCING SHALL CONFORM TO ASTM
A-775.
5. ALL WELDED WIRE FABRIC (WWF) SHALL CONFORM TO ASTM A-185.
6. ALL REINFORCING STEEL SHALL BE SET AND TIED IN PLACE PRIOR
TO POURING OF CONCRETE, EXCEPT THAT VERTICAL DOWELS FOR
MASONRY WALL REINFORCING MAY BE "FLOATED" IN PLACE. DO NOT
FIELD BEND BARS PARTIALLY EMBEDDED IN HARDENED CONCRETE
UNLESS SPECIFICALLY INDICATED OR APPROVED BY THE ENGINEER.
7. REINFORCING STEEL, INCLUDING HOOKS AND BENDS, SHALL BE
DETAILED IN ACCORDANCE WITH ACI 315. ALL REINFORCING STEEL
INDICATED AS BEING CONTINUOUS (CONT) SHALL BE LAPPED WITH
A TYPE 2 LAP SPLICE UNLESS OTHERWISE NOTED.
8. UNLESS OTHERWISE NOTED, THE FOLLOWING MINIMUM CONCRETE COVER
SHALL BE PROVIDED FOR REINFORCEMENT:
A) CONCRETE EXPOSED TO EARTH OR WEATHER:
#6 THROUGH #18 BARS -2"
#5 BAR, W31 OR D31 WIRE & SMALLER -1 1/2"
B) CONCRETE NOT EXPOSED TO EARTH OR WEATHER:
WALLS, ELEVATED SLABS [& JOISTS] -3/4"
BEAMS AND COLUMNS -1 1/2"
B) FOUNDATION CONCRETE (SEE "FOUNDATION NOTES")
9. BAR SUPPORTS AND HOLDING BARS SHALL BE PROVIDED FOR ALL
REINFORCING STEEL TO INSURE MINIMUM CONCRETE COVER. BAR
SUPPORTS SHALL BE PLASTIC TIPPED OR STAINLESS STEEL.
10. THE CONTRACTOR SHALL ALLOW IN THE BID AN ADDITIONAL ONE (1)
TON OF REINFORCING STEEL TO BE PLACED IN THE FIELD AT THE
DIRECTION OF THE ENGINEER. ANY UNUSED PORTION OF THIS
ALLOWANCE SHALL BE CREDITED TO THE OWNER.
SLAB ON GRADE NOTES:
1. PROVIDE CONCRETE SLABS OVER A 6 MIL POLYETHYLENE VAPOR BARRIER
AND 4" OF POROUS FILL AS FOLLOWS:
ALL OTHER AREAS-4" SLAB REINFORCED WITH W WF 6X6 - 10/10 U.N.O
WELDED WIRE FABRIC OR #3 @ 12" O/C E.W. AND WITH 2,500 PSI MIX CONCRETE.
MAXIMUM SLUMP FOR ALL CONCRETE SLABS SHALL BE 5 INCHES,
USING TYPE II CEMENT.
2. ALL WELDED WIRE FABRIC SHALL BE IN ACCORDANCE WITH ASTM A-185.
LAP ADJOINING PIECES AT LEAST ONE FULL MESH.
3. ALL POROUS FILL MATERIAL SHALL BE A CLEAN GRANULAR MATERIAL
WITH 100% PASSING A 1 1/2" SIEVE AND NO MORE THAN 5% PASSING
A NOA SIEVE. POROUS FILL SHALL BE COMPACTED TO 95
MAX. DRY DENSITY PER ASTM D-698.
4. SLAB JOINTS SHALL BE FILLED WITH APPROVED MATERIAL. THIS
SHOULD TAKE PLACE AS LATE AS POSSIBLE, PREFERABLY 4 TO 6
WEEKS AFTER THE SLAB HAS BEEN CAST. PRIOR TO FILLING, REMOVE
ALL DEBRIS FROM THE SLAB JOINTS, THEN FILL IN ACCORDANCE WITH
THE MANUFACTURER'S RECOMMENDATIONS AS FOLLOWS:
6" SLABS - FILL WITH EPDXY RESIN
OTHER SLABS -FILL WITH FIELD MOLDED OR ELASTOMERIC SEALANT
5. UNLESS OTHERWISE APPROVED, ALL WELDED WIRE FABRIC SHALL BE
BLOCKED INTO THE POSITION INDICATED WITH PRECAST CONCRETE
BLOCKS HAVING A COMPRESSIVE STRENGTH EQUAL TO THAT OF THE SLAB.
6. WALKWAYS AND OTHER EXTERIOR SLABS ARE NOT INDICATED ON THE
STRUCTURAL DRAWINGS. SEE THE SITE PLAN AND ARCHITECTURAL
DRAWINGS FOR LOCATIONS, DIMENSIONS, ELEVATIONS, JOINTING
DETAILS AND FINISH DETAILS. PROVIDE 4" WALKS REINFORCED
WITH 6X6-W 1.4X W 1.4 W W F UNLESS OTHERWISE NOTED.
7. SLABS TO BE PERMANENTLY EXPOSED TO WEATHER SHALL BE AIR ENTRAINED
TO 5% (±1 %) WITH AN ADMIXTURE THAT CONFORMS TO ASTM C-260.
8. ALL CONCRETE WORK SHALL CONFORM TO THE REQUIREMENTS OF ACI
301, "SPECIFICATION FOR STRUCTURAL CONCRETE BUILDINGS".
HOT WEATHER CONCRETING SHALL BE IN ACCORDANCE WITH ACI 305.
COLD WEATHER CONCRETING SHALL BE IN ACCORDANCE WITH ACI 306.
9. IN ORDER TO AVOID CONCRETE SHRINKAGE CRACKING, PLACE CONCRETE
SLABS IN AN ALTERNATING LANE (OR CHECKERBOARD) PATTERN. THE
MAXIMUM LENGTH OF SLAB CAST IN ANY ONE CONTINUOUS POUR IS RECOMMENDED
TO BE LESS THAN 100 FEET. THE MAXIMUM SPACING OF JOINTS SHALL BE 25'.
10. THE ALTERNATE WIRES OF THE WELDED WIRE FABRIC MUST BE PRECUT AT
THE SLAB CONTRACTION JOINT LOCATIONS TO CREATE A "WEAKENED"
PLANE". WITHOUT CUTTING THE ALTERNATE WIRES, THE STRENGTH OF
THE WIRE WILL PREVENT THE SLAB FORM CRACKING (SEPARATING) AT
THE JOINT AND THE SLAB MAY BEGIN TO CRACK ELSEWHERE.
11. THE USE OF POLYPROPYLENE FIBERS (IN LIEU OF WELDED WIRE FABRIC)
IS PROHIBITED WITHOUT THE WRITTEN AUTHORIZATION OF THE ENGINEER.
12. SEETHE ARCHITECTURAL DRAWINGS FOR EXACT LOCATIONS OF DEPRESSED
SLAB AREAS AND DRAINS. SLOPE SLAB TO DRAINS WHERE SHOWN.
WOOD FRAMING NOTES:
W/C PATIO
1. ALL WOOD FRAMING MATERIAL SHALL BE SURFACED DRY AND USED
AT 19% MAXIMUM MOISTURE CONTENT. ALLOWABLE STRESS
.46
REQUIREMENTS OF ALL MATERIAL SHALL BE IN ACCORDANCE ANSI/AWC NDS-18.
.46
2 ALL STUD AND WALL FRAMING SHALL BE OF THE FOLLOWINGS:
.50
SEE LUMBER GRADE/USE SCHEDULE
.50
"STUD" GRADE MATERIAL IS STRICTLY PROHIBITED FROM USE.
.50
CAST -IN -PLACE CONCRETE NOTES (CONTINUED
11. UNLESS OTHERWISE NOTED, ALL CONCRETE WALLS (OTHER THAN
RETAINING WALLS) SHALL BE REINFORCED AS FOLLOWS:
WALL THICKNESS HORIZONTAL VERTICAL
4" TO 6" #4 @ 16" O.C. #4 @ 18" O.C.
8" #4 @ 12" O.C. #4 @ 16" O.C.
10" #4 @ 18" O.C. #4 @ 18" O.C.
12" #4 @ 16" O.C. #4 @ 18" O.C.
12. ALL EDGES OF PERMANENTLY EXPOSED CONCRETE SURFACES SHALL BE
CHAMFERED 3/4" UNLESS OTHERWISE NOTED.
13. THE CONTRACTOR SHALL PROVIDE THE ENGINEER WITH DOCUMENTA-
TION THAT ALL MATERIALS CONFORM TO THE QUALITY STANDARDS
SPECIFIED IN IBC 2018.
14. IN ACCORDANCE WITH IBC 2018, SPECIAL INSPECTIONS ARE
REQUIRED FOR THE CONCRETE WORK. THE OWNER WILL HIRE THE
SPECIAL INSPECTOR TO PERFORM ALL REQUIRED SPECIAL INSPECTIONS.
15. IN ORDER TO AVOID CONCRETE SHRINKAGE CRACKING, PLACE CONCRETE
SLABS IN AN ALTERNATING LANE PATTERN. THE MAXIMUM LENGTH OF
SLAB CAST IN ANY ONE CONTINUOUS POUR SHALL BE LIMITED TO 80 FEET.
16. FORMWORK SHALL REMAIN IN PLACE UNTIL CONCRETE HAS OBTAINED AT
LEAST 90 % OF ITS 28 DAY COMPRESSIVE STRENGTH. THE CONTRACTOR
SHALL PROVIDE ALL SHORING AND RESHORING.
LOCATION
CENTERED
CENTERED
EACH FACE
EACH FACE
3. ALL JOIST, RAFTER & MISC. FRAMING SHALL BE PER THE LUMBER GRADE/USE
SCHEDULE. PROVIDE FULL -DEPTH (OR METAL) BRIDGING AT MIDSPAN
AND AT MAXIMUM SPACING OF 8'-0" O/C IN BETWEEN.
4. ALL FRAMING EXPOSED TO THE WEATHER OR IN CONTACT WITH
MASONRY OR CONCRETE SHALL BE PRESSURE -TREATED (P.T.) IN ACCORDANCE
WITH THE AMERICAN WOOD PRESERVERS ASSOCIATION SPECIFICATIONS.
WHERE POSSIBLE, ALL CUTS AND HOLES SHOULD BE COMPLETED BEFORE
TREATMENT. CUTS AND HOLES DUE TO ON -SITE FABRICATION SHALL BE
BRUSHED WITH 2 COATS OF COPPER NAPHTHENATE SOLUTION CONTAINING
A MINIMUM OF 2 % METALLIC COPPER IN SOLUTION (PER AWPA STD. U1 & M4).
5. THE CONTRACTOR SHALL CAREFULLY SELECT LUMBER TO BE USED IN
LOADBEARING APPLICATIONS. THE LENGTH OF SPLIT ON THE WIDE
FACE OF 2" NOMINAL LOADBEARING FRAMING SHALL BE LIMITED TO
LESS THAN 1/2 OF THE WIDE FACE DIMENSION. THE LENGTH OF
SPLIT ON THE WIDE FACE OF 3" (NOMINAL) AND THICKER LUMBER
SHALL BE LIMITED TO 1/2 OF THE NARROW FACE DIMENSION.
6. ALL NAILING NOT OTHERWISE INDICATED SHALL BE IN ACCORDANCE
WITH THE "NAILING SCHEDULE" ON SHEET S00 . NAILING SHALL
NOT BE OVERDRIVEN.
7. PROVIDE DOUBLE JOISTS UNDER ALL PARTITIONS WHICH RUN PARALLEL
WITH JOISTS AND UNDER ALL CONCENTRATED LOADS FROM FRAMING ABOVE.
8. PROVIDE HEADER BEAMS OF THE SAME SIZE AS JOISTS OR RAFTERS
TO FRAME AROUND OPENINGS IN THE PLYWOOD DECK UNLESS OTHERWISE
INDICATED.
9. STRUCTURAL STEEL PLATE CONNECTORS SHALL CONFORM TO ASTM A-36
SPECIFICATIONS AND BE 1/4" THICK UNLESS OTHERWISE INDICATED.
BOLTS CONNECTING WOOD MEMBERS SHALL BE PER ASTM A-307 AND BE
3/4" DIAMETER UNLESS OTHERWISE INDICATED. PROVIDE WASHERS
FOR ALL BOLT HEADS AND NUTS IN CONTACT WITH WOOD SURFACES.
10. BOLT HOLES SHALL BE CAREFULLY CENTERED AND DRILLED NOT MORE
THAN 1/16" LARGER THAN THE BOLT DIAMETER. BOLTED CONNECTIONS
SHALL BE SNUGGED TIGHT BUT NOT TO THE EXTENT OF CRUSHING
WOOD UNDER WASHERS.
11. PREFABRICATED METAL JOIST HANGERS, HURRICANE CLIPS, HOLD-DOWN
ANCHORS AND OTHER ACCESSORIES SHALL BE AS MANUFACTURED BY "SIMPSON
STRONG -TIE COMPANY" WWW.STRONGTIE.COM, OR APPROVED EQUAL.
INSTALL ALL ACCESSORIES PER THE MANUFACTURER'S REQUIREMENTS.
ALL STEEL SHALL HAVE A MINIMUM THICKNESS OF 0.04 INCHES (PER
ASTM A446, GRADE A) AND BE GALVANIZED (COATING G60).
12. HOLES AND NOTCHES DRILLED OR CUT INTO WOOD FRAMING SHALL
NOT EXCEED THE REQUIREMENTS OF IBC 2018, SECTION 2308.4.2.4, 2308.5.9,
2308.5.10 & 2308.7.4.
13. ALL PLATES, ANCHORS, NAILS, BOLTS, NUTS, WASHERS, AND OTHER
MISCELLANEOUS HARDWARE SHALL BE HOT DIP GALVANIZED.
14. ALL COLUMNS SHALL EXTEND DOWN THRU THE STRUCTURE TO THE
FOUNDATION. ALL COLUMNS SHALL BE BRACED AT ALL FLOOR LEVELS. COLUMNS
SHALL BE THE SAME WIDTH AS THE MEMBERS THAT THEY ARE SUPPORTING.
ROUGH FRAMING NAILING SCHEDULE
ROUGH FRAMING NAILING SCHEDULE (IN LIEU OF IBC TABLE 2304.10.1)
CONNECTION
1. JOIST TO SILL OR GIRDER
2. BRIDGING TO JOIST, RAFTER OR TRUSS
3. 1X6 OR LESS SUBFLR. TO JST.
4. WIDER THAN 1X6 SUBFLR. TO JST.
5. 2" SUBFLOOR TO JST./GIRDER
6. SOLE PLATE TO JST. OR BLKG.
SOLE PLATE AT BRACED WALL PANEL
7. TOP PLATE TO STUD
8. STUD TO SOLE PLATE
(OR)
9. DOUBLE STUDS
10. DOUBLE TOP PLATES
DOUBLE TOP PLATE LAP SPLICE
11. JOIST/RAFTER BLKG. TO PLATE
12. RIM JOIST TO TOP PLATE
13. TOP PLATE LAP INTERSECTIONS
14. DOUBLE 2X JOIST/HEADER
15. CEILING JOISTS TO PLATE
16. CONTINUOUS HEADER TO STUD
17. CEILING JST. LAP AT PARTITIONS
18. CEILING JST. TO PARALLEL RAFTER
19. RAFTER TO PLATE
20. 1X BRACE TO EA. STUD & PLATE
21. 1X8 OR LESS SHTG. TO EA. BRG.
22. WIDER THAN 1X8 SHTG. TO BRG.
23. BUILT-UP CORNER STUDS
24. BUILT-UP GIRDERS AND BEAMS
WOOD MATETRALS:
1. LUMBER
ALL WOOD MEMBERS USED FOR LOAD -BEARING PURPOSES, INCLUDING END -JOINTED AND EDGE -GLUED LUMBER,
SHALL BE IDENTIFIED BY THE GRADEMARK OF A LUMBER GRADING OR INSPECTION AGENCY WHICH PARTICIPATES IN AN
ACCREDITATION PROGRAM, SUCH AS THE AMERICAN LUMBER STANDARDS COMMITTEE OR EQUIVALENT. THE GRADEMARK
SHALL INCLUDE AN EASILY DISTINGUISHABLE MARK OR INSIGNIA OF THE GRADING AGENCY WHICH COMPLIES WITH THE
REQUIREMENTS OF U.S. DEPARTMENT OF COMMERCE VOLUNTARY PRODUCT STANDARD 20 PS20) AMERICAN SOFTWOOD
LUMBER STANDARD.
2. GLULAM
GLUE LAMINATED TIMBERS SHALL MEET THE PROVISIONS OF ANSI/AITC A190.1 STRUCTURAL GLUED LAMINATED
TIMBER.
3. PREFABRICATED WOOD I -JOISTS
ASSEMBLIES USING PREFABRICATED WOOD I -JOISTS SHALL MEET THE PROVISIONS OF ASTM D5055 STANDARD
SPECIFICATION FOR ESTABLISHING AND MONITORING STRUCTURAL CAPACITIES OF PREFABRICATED WOOD I -JOISTS , THIS
MANUAL, THE GOVERNING BUILDING CODE, AND ANY ADDITIONAL REQUIREMENTS AS SET FORTH IN THE MANUFACTURER'S
CODE EVALUATION REPORT.
4. STRUCTURAL COMPOSITE LUMBER
SINGLE MEMBERS OR ASSEMBLIES USING STRUCTURAL COMPOSITE LUMBER SHALL MEET THE PROVISIONS OF ASTM
D5456 STANDARD SPECIFICATION FOR EVALUATIONS OF STRUCTURAL COMPOSITE LUMBER PRODUCTS, THIS MANUAL, THE
GOVERNING BUILDING CODE, AND ANY ADDITIONAL REQUIREMENTS AS SET FORTH IN THE MANUFACTURER'S CODE
EVALUATION REPORT.
5. PREFABRICATED WOOD TRUSSES
ASSEMBLIES USING PREFABRICATED WOOD TRUSSES SHALL MEET THE PROVISIONS OF THIS MANUAL, THE
GOVERNING BUILDING CODE, AND ANY ADDITIONAL REQUIREMENTS AS SET FORTH IN ANSI/TPI 1 NATIONAL DESIGN
STANDARD FOR METAL PLATE CONNECTED WOOD TRUSS CONNECTION, THE TRUSS DESIGN DRAWINGS, OR THE
MANUFACTURER'S CODE EVALUATION REPORT.
6. GYPSUM
GYPSUM MATERIAL USED IN A STRUCTURAL APPLICATION SHALL MEET THE PROVISIONS OF ASTM C 1396/C 1396M,
STANDARD SPECIFICATION FOR GYPSUM BOARD
7. HARDBOARD
HARDBOARD USED IN A STRUCTURAL APPLICATION SHALL MEET THE PROVISIONS OF ANSI/CPA A135.6 HARDBOARD
SIDING.
8. STRUCTURAL PANELS
8.1 ORIENTED -STRAND BOARD (OSB), WAFERBOARD
ORIENTED -STRAND BOARD OR WAFERBOARD USE DIN STRUCTURAL APPLICATIONS SHALL MEET THE
PROVISIONS OF PS2 OR APPLICABLE CODE EVALUATION REPORTS.
8.2 PARTICLEBOARD
PARTICLEBOARD USED IN STRUCTURAL APPLICATIONS SHALL CONFORM TO ANSI A208.1 PARTICEBOARD
STANDARD AND ANY ADDITIONAL REQUIREMENTS AS SET FORTH IN THE MANUFACTURER'S CODE EVALUATION REPORT.
8.3 FIBERBOARD
FIBERBOARD USED IN STRUCTURAL APPLICATIONS SHALL MEET THE PROVISIONS OF ASTM C208 STANDARD
SPECIFICATION FOR CELLULOSIC FIBER INSULATION BOARD.
8.4 STRUCTURAL PANEL SIDING
STRUCTURAL PANEL SIDING USED IN STRUCTURAL APPLICATIONS SHALL MEET THE REQUIREMENTS OF PS1, THE
GOVERNING BUILDING CODE, AND ANY ADDITIONAL REQUIREMENTS AS SET FORTH IN APPLICABLE CODE EVALUATION
REPORTS.
PLYWOOD SHEATHING SHALL BE AS FOLLOWS: U.N.O.
ROOF SHEATHING SHALL BE 112" CDX INT-APA RATED 32/16, EXP. 1
B.N.:10d common nails at 6" o.c.
E.N.:10d common nails at 6" o.c.
F.14.:10d common nails at 12" o.c.
FLOOR SHEATHING SHALL BE 3/4" T & G INT-APA RATED OSB.
B.N.:10d common nails at 6" o.c.
E.N.:10d common nails at 6" o.c.
F.N.:10d common nails at 12" o.c.
FASTENERS AND CONNECTORS:
1. LAG SCREWS
LAG SCREWS OR LAG BOLTS SHALL COMPLY WITH ANSI/ASME B18.2.1 SQUARE AND HEX BOLTS AND SCREWS (INC
SERIES).
2. TRUSS METAL CONNECTOR PLATES
TRUSS METAL CONNECTOR PLATES SHALL MEET THE REQUIREMENTS OF ANSI/TPI 1, THE GOVERNING BUILDING CODE,
AND ANY ADDITIONAL REQUIREMENTS AS SET FORTH IN THE MANUFACTURER'S CODE EVALUATION REPORTS.
3. METAL CONNECTORS
WHERE METAL PLATE OR STRAPPING SIZE AND GAGE ARE SPECIFIED, MINIMUM ASTM A653 STANDARD SPECIFICATION
FOR STEEL SHEET, ZINC -COATED (GALVANIZED) OR ZINC -IRON ALLOY -COATED (GALVANNEALED) BY THE HOT -DIP PROCESS,
STRUCTURAL STEEL, GRADE 33 STEEL SHALL BE USED. OTHER METAL CONNECTORS SHALL MEET THE REQUIREMENTS OF
THE GOVERNING BUILDING CODE AND ANY ADDITIONAL REQUIREMENTS AS SET FORTH IN THE MANUFACTURER'S CODE
EVALUATION REPORTS.
4. NAILS
NAILS SHALL COMPLY WITH ASTM F1667 STANDARD SPECIFICATION FOR DRIVEN FASTENERS: NAILS, SPIKES, AND
STAPLES.
5. PNEUMATIC NAILS AND STAPLES
PNEUMATIC NAILS AND STAPLES SHALL MEET THE REQUIREMENTS OF THE GOVERNING BUILDING CDE AND ANY
ADDITIONAL REQUIREMENTS OF THE GOVERNING BUILDING CODE AND ANY ADDITIONAL REQUIREMENTS AS SET FORTH IN
THE MANUFACTURER'S CODE EVALUATION REPORTS.
LUMBER GRADE/USE SCHEDULE
USE/LOCATION
SPECIES & SIZE
GRADE
Fb (PSI)
Fv (PSI)
Fcp (PSI)
Fc (PSI)
E (PSI)
WALL
HEM -FIR (HF.)
NO.2
850
150
405
1300
1.3E6
STUDS/BLOCKS
2X, 3X, 4" WIDE, 6" & WIDER
WALL PLATES
HEM -FIR (HF.)
NO.2
850
150
405
1300
1.3E6
2X4, 3X4, 2X6, 3X6
JOISTS
HEM -FIR (HF.)
NO.2
850
150
405
1300
1.3E6
2X, 3X
LEDGER BOARDS
DOUGLAS FOR -LARCH (DF.)
NO.2
900
180
625
1350
1.6E6
2X, 3X
LEDGER BOARDS
DOUGLAS FOR -LARCH (DF.)
NO.1
1000
180
625
1500
1.7E6
4X
BEAMS & POSTS
DOUGLAS FOR -LARCH (DF.)
NO.2
900
180
625
1350
1.6E6
4X
BEAMS & POSTS
DOUGLAS FOR -LARCH (DF.)
NOA
1200
170
625
1000
1.6E6
6X
FASTENING
(3) 0.131"X3" TOENAILS
(3) 0.131"X3" TOENAILS EA. END
(2) 0.131"X2.5" FACE NAIL
(3) 0.131"X2.5" FACE NAIL
(2) 0.161"X3.5" BLIND & FACE NAIL
0.131"X3" AT 8" O.C. TYP. FACE NAIL
(4) 0.131"X3" AT 16" O.C. FACE NAIL
(3) 0.131"X3" END NAIL
(4) 0.131"X3" TOENAIL
(3) 0.131"X3" END NAIL
0.131"X3" AT 8" O.C. FACE NAIL
0.131"X3" AT 8" O.C. TYP. FACE NAIL
(20) 0.131"X3" FACE NAILS
(3) 0.131"X3" TOENAILS
0.131"X3" AT 6" O.C. TOENAIL
(3) 0.131"X3" FACE NAIL
0.131"X3" AT 12" FACE NAIL EA. EDGE
(5) 0.131"X3" TOENAIL
(4) 0.131"X3" TOENAILS
(4) 0.131"X3" FACE NAIL
(4) 0.131"X3" FACE NAIL
(3) 0.131"X3" TOENAIL
(2) 0.131"X3" FACE NAIL
(2) 0.131"X3" FACE NAIL
(3) 0.131"X3" FACE NAIL
(3) 0.131"X3" AT 16" O.C. FACE NAIL
0.131"X3" AT 12" FACE NAIL EA. SIDES
STAGGERED
NAIL SIZE SCHEDUAL
NAILS SIZE
DIAMETER
LENGTH
8d COMMON NAIL
0.131"
2-1/2"
10d COMMON NAIL
0.148"
3.0"
12d COMMON NAIL
0.148"
3-114"
16d COMMON NAIL
0.162"
3-1/2"
BEARING WALL STUD SCHEDUAL
MARK
WALL TYPE
LOCATION
PLATE SIZE
STUD SIZE &
SPACING
BW1
EXTERIOR
TYPICAL U.N.O.
PER PLAN
2X6
2X6 @ 16" O/C
BW2
CRAWL SPACE
TYPICAL
2X4
2X4 @ 16" O/C
BW2
INTERIOR
TYPICAL U.N.O.
PER PLAN
2X4
2X4 @ 16" O/C
GLULAM BEAMS SIZE SCHEDUAL
USE
COMBINATION
SYMBOL/SPECIES
CAMBER
SIMPLE SPAN BEAM
24F-V4 DF/DF
STANDARD
CONTINUOUS BEAM
24F-V8 DF/DF
ZERO
CANTILEVER BEAM
24F-V8 DF/DF
ZERO
PRE-ENGINEERED WOOD TRUSS NOTES:
1. WOOD TRUSSES SHALL BE DESIGNED BY THE MANUFACTURER TO SUPPORT THE
FOLLOWING LOADS:
A. GRAVITY LOADING CASE
• TOP CHORD LOADING
LIVE LOAD-15 PSF (ON THE HORIZONTAL PROJECTION)
DEAD LOAD-10 PSF (ON THE SURFACE AREA)
-ADDITIONAL 5 PSF AT BUILT-UP FRAMING AREAS
BOTTOM CHORD LOADING
ATTIC LIVE LOAD-20 PSF (PER IBC 2018, SECTION 1607/ TABLE 1607.1)
DEAD LOAD-10 PSF
B. WIND LOADING CASE (PER IBC 2018, SECTION 1609)
SEE'DESIGN CRITERIA NOTES' FOR WIND COMPONENT CRITERIA
IN S00.1
2 WOOD TRUSSES SHALL BE DESIGNED BY THE MANUFACTURER IN AC-
CORDANCE WITH THE APPLICABLE PROVISIONS OF THE LATEST
EDITION OF THE NATIONAL DESIGN SPECIFICATION OF THE NATIONAL
FOREST PRODUCTS ASSOCIATION, THE DESIGN SPECIFICATION FOR
METAL PLATE CONNECTED WOOD TRUSSES OF THE TRUSS PLATE
INSTITUTE AND IBC 2018.
3 WOOD MATERIALS SHALL BE HEM -FIR, DOUGLAS FIR OR LARCH
AND SHALL BE KILN DRIED AND USED AT 19 % MAXIMUM MOISTURE
CONTENT. PROVIDE GRADE NO.2 OR AS REQUIRED TO SATISFY
STRESS REQUIREMENTS.
q CONNECTOR PLATES SHALL BE NOT LESS THAN 0.036 INCHES (20
GAUGE) IN COATED THICKNESS, SHALL MEET OR EXCEED ASTM GRADE
A OR HIGHER AND SHALL BE HOT DIPPED GALVANIZED ACCORDING TO
ASTM A-525 (COATING G60). MINIMUM STEEL YIELD STRESS SHALL
BE 33,000 PSI.
5 TRUSSES SHALL BE FABRICATED IN A PROPERLY EQUIPPED MANUFACT-
URING FACILITY OF A PERMANENT NATURE. TRUSSED SHALL BE
MANUFACTURED BY EXPERIENCED WORKMEN, USING PRECISION CUTTING,
JIGGING AND PRESSING EQUIPMENT UNDER THE REQUIREMENTS IN
QUALITY CONTROL STANDARD QST-88 OF THE TRUSS PLATE INSTITUTE.
6 SECONDARY BENDING STRESSES IN TRUSS TOP AND BOTTOM CHORDS DUE
TO DEAD, LIVE AND WIND LOADS SHALL BE CONSIDERED IN THE DESIGN.
LOAD DURATION FACTORS SHALL BE PER THE "NATIONAL DESIGN SPECIFI-
CATION FOR WOOD CONSTRUCTION".
7 WOOD TRUSSES SHALL BE ERECTED IN ACCORDANCE WITH THE TRUSS
MANUFACTURER'S REQUIREMENTS. THIS WORK SHALL BE DONE BY
A QUALIFIED AND EXPERIENCED CONTRACTOR. TRUSS ERECTION
BY AN INEXPERIENCED OR NONQUALIFIED CONTRACTOR CAN RESULT IN
CONSTRUCTION COLLAPSE AND/OR SERIOUS INJURY AND DAMAGE.
8 THE CONTRACTOR SHALL PROVIDE ALL TEMPORARY AND PERMANENT BRACING
AS REQUIRED FOR SAFE ERECTION AND PERFORMANCE OF THE TRUSSES.
THE GUIDELINES SET FORTH BY THE TRUSS PLATE INSTITUTE
PUBLICATION "H1B-91, COMMENTARY AND RECOMMENDATIONS FOR HANDLING,
INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES"
SHALL BE A MINIMUM REQUIREMENT.
9 TRUSS MEMBERS AND COMPONENTS SHALL NOT BE CUT, NOTCHED,
DRILLED NOR OTHERWISE ALTERED IN ANY WAY WITHOUT THE WRITTEN
APPROVAL OF THE ENGINEER.
10 SUBMIT COMPLETE SHOP DRAWINGS FOR ALL WOOD TRUSSES SHOWING
MEMBER SIZES, SPECIES, GRADE, MOISTURE CONTENT, SPAN, CAMBER,
DIMENSIONS, CHORD PITCH, BRACING REQUIREMENTS AND LOADINGS.
SHOP DRAWINGS SHALL BE SUBMITTED TO THE ENGINEER AND SHALL BEAR
THE SEAL OF A PROFESSIONAL ENGINEER REGISTERED IN WASHINGTON.
11. SEE THE "SCISSOR TRUSS NOTES" FOR ADDITIONAL REQUIREMENTS.
PLYWOOD/GYPBOARD SHEATHING NOTES:
1. ALL PLYWOOD CONSTRUCTION SHALL BE IN ACCORDANCE WITH THE
ENGINEERED WOOD ASSOCIATION (APA) SPECIFICATIONS.
2. ALL ROOF PANEL SHEATHING SHALL BE 5/8" (NOM.) TYPE CDX, EXP. 1
APA RATED SHEATHING. SUITABLE EDGE SUPPORT SHALL BE PROVIDED
BY USE OF PANEL CLIPS OR BLOCKING BETWEEN FRAMING. UNLESS
OTHERWISE NOTED CONNECT ROOF SHEATHING WITH 10d COMMON NAILS
AT 6" O/C AT SUPPORTED PANEL EDGES (E.N.) AND 12" O/C AT INTERMEDIATE
SUPPORTS (F.N.).
3. ALL FLOOR SHEATHING SHALL BE 3/4" (NOM.) APA RATED STURD-I-FLOOR,
EXP. 1, WITH TONGUE AND GROOVE EDGE. UNLESS OTHERWISE NOTED
CONNECT FLOOR SHEATHING WITH 10d COMMON NAILS SPACED 6" O/C AT
SUPPORTED EDGES AND 12" O/C AT INTERMEDIATE SUPPORTS. FIELD -
GLUE USING ADHESIVES MEETING APA SPECIFICATION AFG-01, APPLIED
IN ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS.
4. ALL WALL PANEL SHEATHING SHALL BE 1/2" (NOM.) TYPE CDX, EXP. 1
APA RATED SHEATHING. UNLESS OTHERWISE INDICATED, CONNECT
WALL SHEATHING WITH 10d COMMON NAILS SPACED 6" O/C AT SUP-
PORTED PANEL EDGES AND 12" O/C AT INTERMEDIATE SUPPORTS.
5. INSTALL ALL PLYWOOD SHEATHING WITH THE LONG DIMENSION OF THE
PANEL ACROSS SUPPORTS AND WITH PANEL CONTINUOUS OVER TWO OR
MORE SPANS. STAGGER PANEL END JOINTS. ALLOW 1/8" SPACING
AT PANEL ENDS AND EDGES UNLESS OTHERWISE RECOMMENDED BY THE
SHEATHING MANUFACTURER.
6. ALL NAILING SHALL BE CAREFULLY DRIVEN AND NOT OVERDRIVEN. THE
USE OF STAPLES AND PNUEMATIC NAIL GUNS ARE PROHIBITED FROM USE.
7. ALL EXT. WALLS SHALL BE SHEATHED ON BOTH FACES WITH GYP -BOARD
SHEATHING (SEE ARCH. DWGS. FOR THICKNESSES) AND CONNECTED
WITH 5d COOLER NAILS SPACED 7" O/C AT SUPPORTED PANEL EDGES
AND INTERMEDIATE SUPPORTS.
8. PROVIDE 2X BLOCKING AT UNSUPPORTED PANEL EDGES AS FOLLOWS:
ROOFS AND FLOORS -ONLY WHERE INDICATED ON PLAN
WALLS -PER THE SHEARWALL SCHEDULE ON SHEET S00.1
PREFABRICATED WOOD JOIST NOTES:
1. PREFABRICATED WOOD I -JOISTS SHALL BE DESIGNED AND FURNISHED IN
ACCORDANCE WITH A CURRENT CODE -ACCEPTED EVALUATION REPORT. STRUCTURAL
CAPACITIES AND DESIGN PROVISIONS SHALL BE ESTABLISHED AND MONITORED
IN ACCORDANCE WITH ASTM D 5055.
2. WOOD JOISTS SHALL BE DESIGNED BY THE MANUFACTURER TO SUPPORT THE
LOADS INDICATED PER THE JOIST LOADING DIAGRAMS. UNLESS OTHERWISE
INDICATED, JOISTS SHALL BE DESIGNED FOR THE FOLLOWING:
TOP CHORD LOADING
LIVE LOAD-40 PSF
DEAD LOAD-15 PSF
BOTTOM CHORD LOADING
DEAD LOAD-5 PSF
WIND LOAD-35 PSF NET UPLIFT PRESSURE (ROOF JOISTS ONLY)
3. WOOD I -JOISTS SHALL BE ERECTED IN ACCORDANCE WITH THE MANUFACTURER'S
REQUIREMENTS. THE CONTRACTOR SHALL PROVIDE ALL TEMPORARY AND
PERMANENT BRACING AS REQUIRED FOR SAFE ERECTION AND PERFORMANCE
OF THE JOISTS.
4. WOOD I -JOISTS SHALL NOT BE CUT, NOTCHED, COPED, DRILLED NOR OTHERWISE
ALTERED IN ANYWAY UNLESS SPECIFICALLY CONDUCTED IN ACCORDANCE
WITH THE MANUFACTURER'S WRITTEN REQUIREMENTS. DO NOT CUT FLANGES.
5. WOOD I -JOIST SHALL BE PRODUCED BY A CODE ACCEPTED FABRICATOR WITH
A MINIMUM OF FIVE (5) YEARS EXPERIENCE PRODUCING PREFABRICATED
WOOD I -JOISTS. QUALITY CONTROL SHALL BE AUDITED BY AN AGENCY
ACCEPTED BY THE "BUILDING OFFICIALS & CODE ADMINISTRATORS, INC.".
6. WEB PANELS MUST BE JOINED WITH A MACHINED AND GLUED VEE JOINT TO FROM
A CONTINUOUS MEMBER. ALL JOINTS SHALL BE GLUED USING AN EXTERIOR TYPE
ADHESIVE PER ASTM D 2559.
7. WOOD I -JOISTS SHALL BE STORED IN BUNDLES IN AN UPRIGHT POSITION AND
AWAY FROM GROUND CONTACT. ANY DAMAGE TO JOISTS SHALL BE BROUGHT TO
THE IMMEDIATE ATTENTION OF THE JOIST SUPPLIER. FIELD REPAIR OR MOD-
IFICATION OF JOISTS MUST NOT BE MADE WITHOUT THE WRITTEN APPROVAL BY
THE SUPPLIER, EXCEPT FOR TRIMMING TO CORRECT LENGTH.
8. WOOD I -JOISTS SHALL BE CAREFULLY HANDLED TO PREVENT DAMAGE AND DIS-
TORTION. EACH JOIST SHALL BE ANCHORED AND BRACED, AS IT IS ERECTED,
USING BLOCKING PANELS AND ANCHORAGE INDICATED (AND PER THE SUPPLIER'S
REQUIREMENTS). ERECTOR SHALL PROVIDE SUPPLEMENTAL LATERAL BRACING OF
THE TOP FLANGE UNTIL SHEATHING IS PROPERLY NAILED.
9. ALL ROOF JOISTS SHALL BE POSITIONED WITH THE NATURAL CAMBER TURNED UP.
HURRICANE CLIP -
SEE SECTIONS
SEE PLAN
"FIXED" END
SUPPORT
]
SCISSOR TRUSS NOTES:
1. SEE THE ARCHITECTURAL DRAWINGS FOR THE CHORD PITCHES.
THE BOTTOM CHORD PITCH IS RECOMMENDED TO BE NO MORE
THAN 1/2 OF THE TOP CHORD PITCH.
2. TRUSS INTERIOR CONFIGURATION IS SCHEMATIC AND MAY BE
MODIFIED BY THE MANUF. TO SUIT THE ACTUAL DESIGN.
3. TRUSS MANUFACTURER SHALL DESIGN THE SCISSOR TRUSSES
WITH ONE END FIXED AND THE OTHER END NOT RESTRAINED
HORIZONTALLY. THE SUPPORT STRUCTURES HAVE NOT BEEN
DESIGNED TO PROVIDE HORIZONTAL THRUST RESISTANCE.
4. CONNECT TRUSS AT FIXED END WITH HURRICANE SLIP.
CONNECT TRUSS AT SLIP END WITH SLIP CONNECTOR,
INSTALLED SUCH THAT HORIZONTAL MOVEMENT CAN OCCUR
DURING CONSTRUCTION.
5. DURING CONSTRUCTION, BRACE BOTH SUPPORTING WALLS AND
APPLY ALL DEAD LOADS (OMIT STRIP OF CEILING AT SLIP).
6. AFTER ALL DEAD LOADS ARE IN PLACE, PROVIDE NAILS AT
SLIP CONNECTION SO THAT IT IS NOW FIXED.
7. SOME FUTURE LONG-TERM HORIZONTAL DISPLACEMENT WILL
OCCUR DUE TO ROOF LIVE LOADS AND LONG TERM CREEP.
THE TRUSS MANUFACTURER SHALL DESIGN THE SCISSOR
TRUSSES TO LIMIT THE LONG-TERM HORIZONTAL
DEFLECTION TO BE LESS THAN 1.00 INCH TOTAL. LONG-
TERM DEFLECTION SHALL BE CALCULATED USING A MIN. OF
(1.5X DEAD LOAD DEFL.) + (LIVE LOAD DEFL.).
"SLIP" CONNECTION -
SEE NOTES
"SLIP" END
SUPPORT
SCOPE OF WORK;
WOOD HOUSE, ADDITION,
STRUCTURAL DESIGN PER
IBC 2018
www.struware.com
CODE SUMMARY
Code: International Building Code 2018
Live Loads:
Roof 0 to 200 sf: 20 psf
200 to 600 sf: 24 - 0.02Area, but not less than 12 psf
over 600 sf: 12 psf
Typical Floor
40 psf
Partitions
15 psf
Lobbies & first floor corridors
100 psf
Corridors above first floor
80 psf
Balconies (1.5 times live load)
60 psf
Dead Loads:
Floor
15.0 psf
Roof
15.0 psf
Wind Design Data:
Ultimate Design Wind Speed
110 mph
Nominal Design Wind Speed
85.21 mph
Risk Category
11
Mean Roof Ht (h)
13.0 ft
Exposure Category
C
Enclosure Classif.
Enclosed Building
Internal pressure Coef.
+/-0.18
Directionality (Kd)
0.85
Roof Snow Loads:
Design Uniform Roof Snow load
= 30.3 psf
Flat Roof Snow Load
Pf = 30.3 psf
Balanced Snow Load
Ps = 30.3 psf
Ground Snow Load
Pg = 30.1 psf
Importance Factor
I = 1.00
Snow Exposure Factor
Ce = 1.20
Thermal Factor
Ct = 1.20
Sloped -roof Factor
Cs = 1.00
Drift Surcharge load
Pd =
Width of Snow Drift
W =
Earthauake Desian Data:
Risk Category
Importance Factor
I = 1.00
Mapped spectral response accelerat
Ss = 127.90
S 1 = 44.90
Site Class
= :ode default
Spectral Response Coef.
Sds = 1.000
Shc = 0.554
Seismic Design Category
= D
Basic Structural System
= Bearing Wall Systems
Seismic Resisting System
= Light frame (wood) walls with structural wood shear panels
Design Base Shear
V = 0.154W
Seismic Response Coef.
Cs = 0.154
Response Modification Factor
R = 6.5
Analysis Procedure
= Equivalent Lateral -Force Analysis
CODE SUMMARY- continued
Component and cladding ultimate wind pressures
Roof
Area
Negative Zone 1 & 2e
Negative Zone 2n, 2r &3e
Negative Zone 3r
Positive All Zones
Overhang Zone 1 & 2e
Overhang Zone 2n & 2r
Overhang Zone 3e
Overhang Zone 3r
www.struware.com
Surface Pressure (psf)
2 sf
10 sf
20 sf
50 sf
75 sf
100 sf
200 sf
250 sf
-48.7
-48.7
-48.7
-29.6
-21.2
-16.0
-16.0
-16.0
-71.1
-71.1
-61.4
-48.7
-43.1
-39.1
-29.5
-26.4
-84.5
-84.5
-72.4
-56.4
-49.3
-44.3
-44.3
-44.3
19.7
16.0
16.0
16.0
16.0
16.0
16.0
16.0
-55.9
-55.9
-55.9
-43.2
-37.5
-33.5
-33.5
-33.5
-78.2
-78.2
-71.0
-61.5
-57.2
-54.2
-47.0
-44.7
-91.6
-91.6
-79.1
-62.6
-55.3
-50.1
-37.6
-33.5
-105.0
-105.0
-88.9
-67.6
-58.1
-51.4
-51.4
-51.4
Overhang soffit pressure equals adj wall pressure (which includes internal pressure of 4 psf)
Parapet
Area
CASE A: Zone 2e :
Zone 2n, 2r & 3e :
Zone 3r:
CASE B : Interior zone :
Corner zone :
Solid Parapet Pressure (psf)
10 sf
20 sf
50 sf
100 sf
250 sf
500 sf
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
1 0.0
1 0.0
1 0.0
1 0.0
0.0
Wall
Surface Pressure (psf)
Area
10 sf 1
100 sf 1 200 sf 1
500 sf
Negative Zone 4
-28.6
-24.7 -23.5
-21.9
Negative Zone 5
-35.3
-27.4 -25.0
-21.9
Positive Zone 4 & 5
26.4
22.4 21.2
19.7
LIST OF ABBREVIATIONS;
ADD'L ADDITIONAL
APPROX. APPROXIMATE
ARCH. ARCHITECTURAL DRAWINGS
ASD ALLOWABLE STRESS DESIGN
B.F. BOTTOM FACE
B.M. BENCHMARK
B.N. BOUNDARY NAILING
B.O.B. BOTTOM OF BOREHOLE
B.O.T.P. BOTTOM OF TEST PIT
BOTT. BOTTOM
C CENTIGRADE
C.C. CENTER TO CENTER
CFM CUBIC FEET PER MINUTE
C. 1. CAST IRON
C.J. CONSTRUCTION JOINT
CLR. CLEAR
CMP CORRUGATED METAL PIPE
CONC. CONCRETE
CONT. CONTINUOUS
CT.J. CONTRACTION JOINT
DEG. DEGREE
DIA. DIAMETER
DIAG. DIAGONAL
DWL DOWEL
E EAST, EASTING
EA. EACH
E.F. EACH FACE
E.N. EDGE NAILING
E.J. EXPANSION JOINT
EL. ELEVATION
E.W. EACH WAY
EXIST. EXISTING F FAHRENHEIT
F.F. FAR FACE
FIG. FIGURE
F.N. FIELD NAILING
FT. FEET
FTG FOOTING
FIN. FINISH
GA. GAGE
GAL GALLON
GALV. GALVANIZED
GR. GRADE
G.L. GRADE LEVEL
GPM GALLONS PER MINUTE
H.P. HIGH POINT, HORSE POWER
HR HOUR
HORIZ. HORIZONTAL
HT. HEIGHT
I.D. INSIDE DIAMETER
I.F. INSIDE FACE
INV. INVERT
IN. INCH
JST JOIST
JT. JOINT
KIPS KILOPOUNDS
L.B. POUND
L.P. LOW POINT
LG. LONG LONG. LONGITUDINAL
MAX. MAXIMUM
MIN. MINIMUM
M.H. MANHOLE
MFR. MANUFACTURER
NGVD NATIONAL GEODETIC VERTICAL DATUM
N NORTH, NORTHING
N.I.A. NOT IN CONTRACT
N.T.S. NOT TO SCALE
N.F. NEAR FACE
O/C ON CENTERS
O.D. OUTSIDE DIAMETER
O.F. OUTSIDE FACE
O.H. OVER HANG
O.W. OUTLET WORKS
P.C. POINT OF CURVATURE
P.T. PRESSURE TREATED
P.D. PLAIN DOWEL
P.I. POINT OF INTERSECTION
PL. PLATE PREEAB. PREFABRICATED
PSI POUNDS PER SQUARE INCH
PSF POUNDS PER SQUARE FOOT
PVC POLYVINYL -CHLORIDE
R RADIUS
RCC ROLLER COMPACTED CONCRETE
RCP REINFORCED CONCRETE PIPE
REINF. REINFORCEMENT
REQD. REQUIRED
REV. REVISION
S SOUTH
SCH. SCHEDULE
SH. SHEET
S.S. STAINLESS STEEL
SECT. SECTION
SIM. SIMILAR
SIMPS. SIMPSON STRONG TIES
S.O.G. SLAB ON GRADE
SQ. SQUARE
SPEC. SPECIFICATIONS
STA. STATION
SYM. SYMMETRICAL
STD. STANDARD
T&B TOP AND BOTTOM
T.F. TOP FACE
THK. THICKNESS
TRANS.TRANSVERSE
TOPO. TOPOGRAPHY
TYP. TYPICAL
T.O.W. TOP OF WALL
T.O.F. TOP OF FOOTING
U.N.O. UNLESS NOTED OTHERWISE
VERT. VERTICAL
W WEST
W/ WITH
W/O WITHOUT
W.S. WATERSTOP
WSP WOOD STRUCTURAL PANEL
LEGEND
BEAM/HEADER
4xxx
ELEVATION
FOUNDATION
x.xx
z
DROP OR STEP
FX-X
SPREAD FOOTING NUMBER PER SCHEDULE
WFX-X
WALL FOOTING NUMBER PER SCHEDULE
�xxx
WOOD POST OR TRIMMER
DIRECTION OF MEMBERS PER SCHEDULE
��
MEMBERS DISTRIBUTION
�xxx
�V
HOLD-DOWN PER SCHEDULE
Wx
SHEAR WALL LENGTH AND NUMBER
REFER TO SHEAR WALL SCHEDULE FOR SPEC.
X
s-x
DETAIL NUMBER
SHEET NUMBER
X
BEAM NUMBER, REFER TO CALCULATION
REPORT AND BEAM SCHEDULE
OKEY
NOTE NUMBER
BEARING WALL HIGHLIGHTED IN GRAY,
OR CALLED OUT
0
C
JOIST/RAFTER HANGER OR BEAM BRACKET
HOLD-DOWN POST
PER SCH.
HOLD-DOWN
PER SCH.
KEY NOTES
ROOF DIAPHRAGM W/ 10d @ 6" O/C B.N., 6" O/C E.N. & 12" O/C
OBLOCKED
1
FIELD
UNBLOCKED FLOOR DIAPHRAGM W/ 10d @ 6" O/C B.N., 6" O/C E.N. & 12"
O
O/C FIELD
OHEADER,
SEE HEADER SCHEDULE
BLOCKING AND CONNECTION SHALL BE PROVIDED AT PANEL EDGES
PERPENDICULAR TO FLOOR FRAMING MEMBERS IN THE FIRST TWO BAYS @ 48"
4
O/C MAX
OHOLD-DOWN
ABOVE
NOTES:
1-THESE DRAWINGS ARE THE PROPRIETARY WORK
PRODUCT AND PROPERTY OF(W ILSON & HAJ CONSULTANT
ENGINEERS, LLC), DEVELOPED FOR THE EXCLUSIVE USE OF
(WILSON & HAJ CONSULTANT ENGINEERS, LLC). USE OF
THESE DRAWINGS AND CONCEPTS CONTAINED THEREIN
WITHOUT THE WRITTEN PERMISSION OF (W ILSON & HAJ
CONSULTANT ENGINEERS, LLC) IS PROHIBITED.
2-TO THE BEST OF MY KNOWLEDGE THESE PLANS ARE
DRAWN TO COMPLY WITH OWNER'S AND/ OR BUILDER'S
SPECIFICATIONS AND ANY CHANGES MADE ON THEM AFTER
PRINTS ARE MADE WILL BE DONE AT THE OWNER'S AND /
OR BUILDER'S EXPENSE AND RESPONSIBILITY. THE
CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND
ENCLOSED DRAWING. W ILSON & HAJ CONSULTANT
ENGINEERS,LLC IS NOT LIABLE FOR ERRORS ONCE
CONSTRUCTION HAS BEGUN. WHILE EVERY EFFORT HAS
BEEN MADE IN THE PREPARATION OF THIS PLAN TO AVOID
MISTAKES, THE MAKER CAN NOT GUARANTEE AGAINST
HUMAN ERROR. THE CONTRACTOR OF THE JOB MUST
CHECK ALL DIMENSIONS AND OTHER DETAILS PRIOR TO
CONSTRUCTION AND BE SOLELY RESPONSIBLE
THEREAFTER.
3-CONTRACTOR SHALL VERIFY ALL CONDITIONS AND
DIMENSIONS AT THE JOB SITE AND NOTIFY THE DESIGNER
OF ANY DIMENSIONAL ERRORS, OMISSIONS OR
DISCREPANCIES BEFORE BEGINNING OR FABRICATING ANY
WORK.
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Revisions
Rev# Description Date
bId2022-0866
SCH. & DESIGN
I
B
Sep 26 2022
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
Project number Project Number
Date Issue Date
Drawn By Author
Checked By Checker
Scale
S00.1
As indicated
WALL FOOTING SCHEDULE
CONT. TRANS. STEM WALL
MARK WIDTH THICK. STEM WALL REBARS NOTES
REBAR REBAR THICKNESS
#4 VERT@ 18" O/C W/ STD. 90 HOOK INTO
W F1-0
1'-0"
0'-8"
2-#4
8", 2,500 PSI.
FTG & #4 HORIZ. @ 16" O/C TYP.
#4 VERT@ 18" O/C W/ STD. 90 HOOK INTO
W F1-2
1'-2"
0'-8"
2-#4
8", 2,500 PSI.
FTG & #4 HORIZ. @ 16" O/C TYP.
#4 VERT@ 16" O/C W/ STD. 90 HOOK INTO
W F1-4
Vl
0'-8"
2-#4
8", 2,500 PSI.
FTG & #4 HORIZ. @ 14" O/C TYP.
#4 VERT@ 16" O/C W/ STD. 90 HOOK INTO
W F1-6
1'-6"
0'-8"
344
#4 @ 9" O/C
8", 2,500 PSI.
FTG & #4 HORIZ. @ 14" O/C TYP.
BUTT END OR END OF
SILL PLATE
_ _° d - a _4 ❑O ❑O �
BORE OR NOTCH
TYPICAL PLATE ELEVATION AO PLAN VIEW
2x NAILER, TYP.
U.N.O.
3" MIN. WHERE
DRYPACK OCCURS
TOP OF CONC.
MINIMUM SILL BOLT PROJECTION
SILL BOLD REQUIREMENTS
1. PROVIDE A MINIMUM SILL BOLT EMBEDMENT OF 7" BELOW FINISH FLOOR OR TOP OF CURB.
2. PROVIDE AN ADDITIONAL SILL BOLT 7 INCHES FROM EACH END OF EACH PIECE OF SILL PLATE.
3. WHERE SILL PLATES ARE BORED OR NOTCHED IN EXCESS OF 1/3 OF THE SILL PLATE WIDTH, PROVIDE ADDITIONAL SILL
BOLTS 6 INCHES EACH SIDE OF BORE OR NOTCH.
4. SET ALL SILL BOLTS WITH A SETTING TEMPLATE BEFORE PLACING CONCRETE. STABBING OR PUSHING OF SILL BOLTS
INTO WET CONCRETE IS EXPRESSLY PROHIBITED.
5. PROVIDE A MINIMUM SILL BOLT PROJECTINO ABOVE THE CONCRETE AS SHOWN ON DETAIL C.
SILL PLATE AND BOLT DETAIL
3/4" = 1'-0"
48 bd/24" MIN.
VERTICAL REINFORCEMENT
_ •-
NOTSHOWN
_ d
PLAN
OPTION #1
48 bd/24" MIN.
a � -
VERTICAL REINFORCEMENT
NOTSHOWN
PLAN
OPTION #2
NOTE:
UNLESS OTHERWISE INDICATED, THE CONTRACTOR HAS THE OPTION OF REINFORCING
CORNERS IN ACCORDANCE WITH OPTION #1 OR OPTION #2
STANDARD 90-DEGREE HOOK
LINO (ALTERNATE HOOKS)
VERTICAL REINFORCEMENT NOT ' a
SHOWN aC d -
°� 8
°e
PLAN
OPTION #1
SINGLE LAYER HORIZONTAL WALL REINFORCEMENT AT CORNERS
STANDARD 90-DEGREE HOOK
LINO (ALTERNATE HOOKS)
%
• q-
VERTICAL REINFORCEMENT
NOTSHOWN
a s—
NOTE:
UNLESS OTHERWISE INDICATED, THE CONTRACTOR HAS THE OPTION OF REINFORCING
CORNERS IN ACCORDANCE WITH OPTION #1 OR OPTION #2
PLAN
OPTION #2
Z
N
a
v
Z
N
a
v
2X6 STUD @ 16" O/C
6-10d EA. SIDE i 2X BRIDGE PL.
SILL PL. 2X FILLER PL.
A.B. PER S.W. SHC.
ELEVATION
SILL PLATE SPLICE DETAILS
1 /2" = 1'-0"
CORNER BAR
DOWEL
SPLICE LINE
o
6-10d EA. SIDE OF SPLICE
PLAN VIEW
ELEVATION
NOTE; THIS DETAIL REQUIRED WHEN EITHER a OR b IS GREATER THAN 9".
OPTIONAL SILL PLATE SPLICE
2X OR 3X BOTTOM PL.
PER SHEAR WALL SCH.
3-16d COMMON FACE NAILS
FLR SYSTEM PER
2XOR TJI PLAN
PER PLAN
'PAP
0—
I —
BO
2X FULL HT. BLOCKING
= 1 ST & 2ND BAYS @ 48" O/C
w
of CONC. RETAINING
a WALL PER PLAN
z VERT. BARS PER SCH.
a
U
o. DOWEL PER PLAN W/ 90
e
DEG STD. HOOK INTO FTG
e
CONT. VAPOR BARRIER
U BY OTHERS
i,
CRAWLSPACE LEVELLj
-
-°. °
CONC. FTG.
PER PLAN -
- -
TRANS. REBAR PER SCH.
CONTN. REBAR PER SCH.
NOTE;
1-SEE FOUNDATION NOTES FOR ADD'L REQUIREMENTS.
2-SEE NAILING SCH. & SHEAR WALL SHC. FOR MORE INFO.
3-EXT. & INTER. SHEATHING NOT SHOWN FOR CLARITY.
CRAWL SPACE FOUNDATION -FRAMING
PARALLEL TO WALL
1 /2" = 1'-0"
2X STUD @ 16" O/C U.N.O
2X CONT. RIM
JST BLOK'G
5/8" X10" A.B. W/ 3"X3X0.229" PL.
MIN. 7" EMBED IN CONC.
@48" O/C MAX. SEE SHEAR WALL SCH.
W/12" FROM EACH CORNER
— 2X8 P.T. SILL PL.
0.00
SR MIN. FINAL
GRADE SLOPE
WATERPROOF
DESIGN BY OTHERS
— HORIZ. BARS PER SCH.
KEYWAY CONT. 1"X1"
WASHED GRAVEL OR
CRUSHED ROCK
CONTAINING NO MORE THAN 10 R
MATERIAL PASSES SIEVE No.4.
o GEO-TEXTILE
4" PVC PERFORATED
PIPE W/ 2 R SLOPE
UNDISTURBED, FIRM NATURAL SOIL
OR COMPACTED SOIL PER SOIL REPORT
x
of
Q
of
a
2
W
Q
a
rn
J
U
2X OR 3XBOTTOM PL.
PER SHEAR WALL SCH.
FLR SYSTEM PER _
ARCH.
2XOR TJI
PER PLAN
CONC. WALL
PER PLAN
VERT. BARS PER SCH.
DOWEL PER PLAN W/
90 DEG STND HOOK
INTO FTG
CRAWLSPACE LEVEL
CONC. FTG
PER PLAN '
�J
c U
TRANS. REBAR PER SCH.
2X STUD @ 16" O/C U.N.O
2X CONT. RIM
JST BLOK•G
5/8" X10" A.B. W/ 3"X3"X0.229" PL.
MIN. 7" EMBED IN CONC.
@48" O/C MAX. SEE SHEAR WALL SCH.
W/12" FROM EACH CORNER
2X8 P.T. SILL PL
440.00
5% MIN. FINAL
GRADE SLOPE
WATERPROOF
DESIGN BY OTHERS
HORIZ. BARS PER SHC
WASHED GRAVEL OR
CRUSHED ROCK
CONTAINING NO MORE THAN 10%
MATERIAL PASSES SIEVE No.4.
4"PVC PERFORATED
PIPE W/ 2 R SLOPE
GEO-TEXTILE
CONC. FTG. PER PLAN
CONT. REBAR PER SCH. UNDISTURBED, FIRM NATURAL
SOIL OR COMPACTED SOIL PER
NOTE; SOIL REPORT
1-SEE FOUNDATION NOTES FOR ADD'L REQUIREMENTS.
2-SEE NAILING SCH. & SHEAR WALL SCH. FOR MORE INFO.
3-EXT. & INTER. SHEATHING NOT SHOWN FOR CLARITY.
CRAWL SPACE FOUNDATION_ FRAMING
PERPENDICULAT TO WALL
1 /2" = 1'-0"
NOTES:
1-THESE DRAW INGS ARE THE PROPRIETARY WORK
PRODUCT AND PROPERTY OF(W ILSON & HAJ CONSULTANT
ENGINEERS, LLC), DEVELOPED FOR THE EXCLUSIVE USE OF
(WILSON & HAJ CONSULTANT ENGINEERS, LLC). USE OF
THESE DRAWINGS AND CONCEPTS CONTAINED THEREIN
WITHOUT THE WRITTEN PERMISSION OF (W ILSON & HAJ
CONSULTANT ENGINEERS, LLC) IS PROHIBITED.
2-TO THE BEST OF MY KNOWLEDGE THESE PLANS ARE
DRAWN TO COMPLY WITH OWNER'S AND/ OR BUILDER'S
SPECIFICATIONS AND ANY CHANGES MADE ON THEM AFTER
PRINTS ARE MADE WILL BE DONE AT THE OWNER'S AND /
OR BUILDER'S EXPENSE AND RESPONSIBILITY. THE
CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND
ENCLOSED DRAWING. W ILSON & HAJ CONSULTANT
ENGINEERS,LLC IS NOT LIABLE FOR ERRORS ONCE
CONSTRUCTION HAS BEGUN. WHILE EVERY EFFORT HAS
BEEN MADE IN THE PREPARATION OF THIS PLAN TO AVOID
MISTAKES, THE MAKER CAN NOT GUARANTEE AGAINST
HUMAN ERROR. THE CONTRACTOR OF THE JOB MUST
CHECK ALL DIMENSIONS AND OTHER DETAILS PRIOR TO
CONSTRUCTION AND BE SOLELY RESPONSIBLE
THEREAFTER.
3-CONTRACTOR SHALL VERIFY ALL CONDITIONS AND
DIMENSIONS AT THE JOB SITE AND NOTIFY THE DESIGNER
OF ANY DIMENSIONAL ERRORS, OMISSIONS OR
DISCREPANCIES BEFORE BEGINNING OR FABRICATING ANY
WORK.
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Revisions
Rev# Description Date
SINGLE LAYER HORIZONTAL WALLSINGLELAYERHORIZONTALNTERSE TIONSALL REINFORCEMENT AT
INTERSECTIONS
REINFORCEMENT AT CORNER AND
INTERSECTION
3/411 = 1r-0„
FTG LEVEL
WSP PER SCH.
A.B. PER SCH.
7" MIN. EMBED IN
CONC.
3"X3"X0.229" PL.
FTG LEVE
2x4 SHEAR WALL AND
ALL DOUBLE SIDED WSP
SW A.B. & PL. ARRANGEMENT
3/411 = 1'-091
HOLDDOWN
SEE SHC.
THREADE
HOLDDOWN PER PLAN
SEE HOLSDOWN SHC.
HOLDDOWN FLOOR TO FLOOR
3/4" = 1'-0"
TOP PLATE SPLICE AT DROP BEAM
3/411 = 1'-019
v1AX.
3.N.
2x6 SHEAR WALL AND
SINGLE SIDED WSP
2X STUD PER PLAN
JST/RIM PER PLAN
K' G
2X STUD
16d @ 12" O/C
EA. ROW
TTOP
CENTER & BOTTOM
W/ 3-16d EA. BLOCK
CORNER INTERSECTION
NOTE: SHEATHING NOT SHOWN FOR CLARITY.
CORNER AND INTERSECTIONS
3/411 = 1'-091
@ 12" O/C
ROW
OCK AT TOP
CENTER & BOTTOM
W/ 3-16d EA. BLOCK
NOTE: AT CORNER
CONDITIONS,
HOLDOWN STRAP MAY
BE LOCATED AT
" + I EITHER FACE OF THE
" STEM WALL.
NOTE:
1-HOLDOWN STUDS TO RECEIVE SHEARWALL PANEL EDGE NAILING.
2-FOUNDATION DETAILS NOT SHOWN FOR CLARIFY.
B 3-FOR ADDITIONAL REQUIREMENTS SEE SHEET S00.
SD02
HOLDOWN TO FOUNDATION
3/411 = 1'-019
TOP PLATE SPLICE AT DROP BEAM B
3/4" = 11-0"
7
SD02
HOLDOWN
PER PLAN
HOLDOWN FASTENERS
AND WOOD STUDS PER
PLAN AND HOLDOWN
SCHEDULE
HOLDOWN
PER PLAN
EMBEDMENT
PER SCHEDULE
c � a
0777,
#4 CONT.
CL HDU IN STUD
"I IEMBEDMENT
PER SCHEDULE
-- a
d e a
C a
A: STRAP TYPE B: HOLDOWN
NOTE:
1-FOUNDATION DETAILS NOT SHOWN FOR CLARIFY.
2-FOR ADDITIONAL REQUIREMENTS SEE SHEET S00.
HOLDOWN TO FOUNDATION -SECTION
3/4" = 1'-0"
TYPICAL CLIP (LTP5 OR A35
3/4" = 1'-0"
JVR JRCF11 RIIV V
CONNECTION PER SHEAR WALL
iRAGM EDGE NAILING
PS (LTP4 OR A35)
:Z SHEAR WALL SCH.
12-0.131"X2-1/2" WHEN APPLIED
ER SHEATHING OR;
0.131"X1-1/1" WHEN APPLIED
tECT TO FRAMING
STUDS
4BOARD
SHEAR WALL SCHEDULE
Stud &
Blocking
Rim Joist or
2X Bottom Plate Attachment
Sill Plate Attachment
ANSI/APA Rated
Nail Size & Spacing @
Size @
block
Label
Sheating
Edges [4][5]
Adjoining
connection to
PLF Capacity
Anchor BolttoSill
Plate Size
[1][2][4][12][13]
Edges
top plate
[7][8]
Nailing to Wood Below [9]
Concrete Below
@Foundation
[3][6][14]
[10][15]
[11]
W6
15/32" or 7/16" if [12]applied
one side
0.13lx2-1/2 @ 6" O.C.
2X6
Clip(A35 or LTP4)@ 24" O.C.
0.148x3-1/4" @ 6" O.C.
5/8" @ 48" O.C.
2X6
W4
15/32" or 7/16" if [12]applied
one side
0.131x2-112 @ 4" O.C.
2X6
Clip(A35 or LTP4)@ 16" O.C.
0.148x3-1/4" @ 4" O.C.
5/8" @ 32" O.C.
2X6
W3
15/32" or 7/16" if [12]applied
one side
0.131x2-1/2 @ 3" O.C.
2X6
Clip(A35 or LTP4)@ 12" O.C.
0.148x3-1/4" @ 3" O.C.
5/8" @ 16" O.C.
2X6
W2
15/32" or 7/16" if [12]applied
one side
0.131x2-1/2 @ 2" O.C.
3X6
Clip(A35 or LTP4)@ 8" O.C.
(2) ROWS 0.148x3-1/4" @
4-1/2" O.C.
5/8" @ 12" O.C.
2X6
2W3[2]
15/32" or 7/16" if [12]applied
0.131x2-1/2 @ 3" O.C. E.A. SIDE
3X6
Clip(A35 or LTP4)@ 12" O.C.
(2) ROWS 0.148x3-1/4" @
5/8" @ 16" O.C.
3X6
two sides
EACH SIDE
3" O.C.
2W2[2]
15/32" or 7/16" if [12]applied
0.131x2-1/2 @ 2" O.C. E.A. SIDE
3X6
Clip(A35 or LTP4)@ 8" O.C.
(2) ROWS 0.148x3-1/4" @
5/8" @ 12" O.C.
3X6
two sides
EACH SIDE
2" O.C.
Required Notes
[1 ] Install panels either horizontally or vertically.
[2] Where sheathing is applied on both sides of wall, panel edge joints on 2x framing shall be staggered so that joints on the opposite sides are not located on the same studs.
[3] Blocking is required at all panel edges.
[4] Provide shear wall sheathing and nailing for the entire length of the walls indicated on the plans. Ends of full height walls are designated by exterior of the building, corridors, windows, or doorways or as designated
on plans. See plans for hold-down requirements. (Alternate note: walls designated as perforated shear walls require sheathing above and below all openings).
[5] Sheathing edge nailing is required at all hold-down posts. Edge nailing may also be required to each stud used in built-up hold-down posts. Refer to the hold-down details for additional information.
[6] Intermediate framing to be with 2x minimum members. Field nailing 12" O.C.
[7] Based on 0.131x1-1/2" long nails used to attach framing clips directly to framing. Use 0.131x2-1/2" nails where installed oversheathing.
[8] Framing clips: A35 or LTP4 or approved equivalent.
[9] Where plate attachment specifies (2) rows of nails, provide double joist, rim or equal. Attach per details.
[10] (In Seismic Design Categories D, E & F) Anchor bolts shall be provided with steel plate washers 1/4"x3"x3". Embed anchor bolts 7" minimum into the concrete.
[11 ] Pressure treated material can cause excessive corrosion in the fasteners. Provide hot -dipped galvanized (electro-plating is not acceptable) nails and connector plates (framing angles, etc.) for all connectors in
contact
with pressure treated framing members.
Alternate Notes
[12] 7/16" APA rated sheathing (OSB) may be used in place of 15/32" sheathing provided that all studs are spaced at 16" O.C.
[13] Where wood sheathing (W) is applied over gypsum sheathing (G), contact the engineer of record for alternate nailing requirements.
[14] At adjoining panel edges, (2) 2x studs nailed together may be used in place of a single 3x stud. Double 2x studs may be connected together by nailing the studs together with 3" long nails of the same spacing and
diameter as the plate nailing.
[15] Contact the engineer of record for adhesive or expansion bolt alternatives to cast -in -place anchor bolts. (Special inspection may be required).
HOLD DOWN SCHEDULE
MODEL No. Ga. A.B. Dia. A.B. MODEL STEM WALL A.B. MIN. EMBED. (le) FASTENERS STUD THICKNESS NOTE
HDU14-SDS2.5
7
1"
PAB8
11"
(36) 1/4" x2 1/2" SDS
5 1/2"x5 1/2"
USE; HEAVY HEX ANCHOR NUT
HDU11-SDS2.5
10
1"
PAB8
11"
(30) 1/4" x2 1/2" SDS
3 1/2"x7 1/4"
SEE SIMPSON C-C-2019/TABLE 1
HDU8-SDS2.5
10
7/8"
PAB7
10"
(20) 1/4" x2 1/2" SDS
3 1/2"x4 1/2"
SEE SIMPSON C-C-2019/TABLE 1
HDU5-SDS2.5
14
5/8"
SB5/8X24
18"
(14) 1/4" x2 1/2" SDS
3x3 1/2"
SEE SIMPSON C-G-20191TABLE 1
HDU4-SDS2.5
14
5/8"
SB5/8X24
18"
(10) 1/4" x2 1/2" SDS
3x3 1/2"
SEE SIMPSON C-C-2019/TABLE 1
HDU2-SDS2.5
14
5/8"
SSTB24
20 5/8"
(6) 1/4" x 2 1/2" SDS
3x3 1/2"
SEE SIMPSON C-C-2019/TABLE 1
DTT2Z
14
112"
SSTB16
12 5/8"
(8) 1/4" x 2 1/2" SDS
3x3 1/2"
SEE SIMPSON C-C-2019/TABLE 1
MSTC52
16
N/A
N/A
N/A
(48) 0.148 x 3-1/4"
STRAP TIE; 24" CLEAR SPAN
MSTC40
16
N/A
N/A
N/A
(32) 0.148 x 3-1/4"
STRAP TIE; 24" CLEAR SPAN
MSTA49
18
N/A
N/A
N/A
(26) 0.148 x 2-1/2"
LTT19
16
5/8"
SSTB16
12 5/8"
(8) 0.148 x 3
3x3 1/2"
SEE SIMPSON C-C-2019/TABLE 1
LTT20B
12
5/8"
SSTB16
12 5/8"
(10) 0.148 x 3
3x3 1/2"
SEE SIMPSON C-C-2019/TABLE 1
LTT131
18
518"
SSTB16
12 5/8"
(18) 0.148 x 1 1/2"
3x3 1/2"
SEE SIMPSON C-C-2019/TABLE 1
HTT4
11
5/8"
SB5/8X24
18"
(18) SD#10 x 1 1/2"
3x3 1/2"
SEE SIMPSON C-C-2019/TABLE 1
HTT5
11
5/8"
SB5/8X24
18"
(26) 0.162 x 2 1/2"
3x3 1/2"
SEE SIMPSON C-C-2019/TABLE 1
HD3B
12 BODY GA.
5/8"
SSTB24
20 5/8"
(2) x5/8" STUD BOLTS
3 1/2"x3 1/2"
SEE SIMPSON C-C-2019/TABLE 1
HDSB
10 BODY GA.
518"
SB5/8X24
20 5/8"
(2) x3/4" STUD BOLTS
3 1/2"x33 1/2"
SEE SIMPSON C-G-20191TABLE 1
HD7B
10 BODY GA.
718"
PAB7
10"
(3) x3/4" STUD BOLTS
3 1/2"x3 1/2"
SEE SIMPSON C-G-20191TABLE 1
HD9B
7 BODY GA.
7/8"
PAB7
10"
(3) x7/8" STUD BOLTS
3 1/2"x4 1/2"
SEE SIMPSON C-C-2019/TABLE 1
HD12
3 BODY GA.
1 1/8"
PAB8
11"
(4) x1" STUD BOLTS
3 1/2"x4 1/2"
SEE SIMPSON C-C-2019/TABLE 1
LTHD8
14
N/A
N/A
8"
(16) 0.148 x 3-1/4"
SEE SIMPSON C-C-2019/rABLE 1
STHD10
12
N/A
N/A
10"
(20) 0.148 x 3-1/4"
SEE SIMPSON C-C-2019/TABLE 1
STHD14
12
N/A
N/A
14"
(24) 0.148 x 3-1/4"
SEE SIMPSON C-C-20191TABLE 1
LTHDBRJ
14
N/A
N/A
8"
(16) 0.148 x 3-1/4"
SEE SIMPSON C-C-2019/TABLE 1
STHDIORJ
12
N/A
N/A
10"
(20) 0.148 x 3-1/4"
SEE SIMPSON C-C-2019/TABLE 1
STHD14RJ
12
N/A
N/A
14"
(24) 0.148 x 3-1/4"
SEE SIMPSON C-C-2019/TABLE 1
Required Notes
1. HOLD-DOWN MARKS ON PLAN APPLY THE BASE OF FRAMED WALLS ON THAT PLAN, OR TO TOP OF CONC. U.N.O.
2. PAELS FROM INTERSECTING SHEAR WALLS SHALL BE EDGE NAILED TO ALL HOLD DOWN MEMBERS TO SHARE CORNER HOLD-DOWNS. THE LARGER OF THE HOLD-DOWNS SPECIFIED SHALL BE
USED, U.N.O.
3. EDGE NAIL SHEATHING TO THE FOUNDATION MUD -SILL PLATE
4. HOLD-DOWNS OCCUR AT EACH END OF EACH SHEARWALL SEGMENT
5. HOLD-DOWN LOCATION AS SHOWN ON THE PLAN SUPERCEDES NOTE #4
6. PANEL EDGE NAILING SHALL BE EVENLY DISTRIBUTED AMONG MEMBERS IN HOLD-DOWN STUDS, W HICH SHALL BE LAMINATED TOGETHER WITH 12d @ 6" O.C. U.N.O.
7. GRADE A36 THD'D ROD OF SAME 0 MAY BE USED IN LIEU OF'PAB'. A x 2 1/2 x 2 1/2" PL WASHER SHALL BE INSTALLED AT THE BASE, NUTTED BOTH SIDES W/ A HEAVY HEX NUT AT THE BOTTOM
SIDE
�..,JEL EDGE
SPACING
SHEATHING EDGE AT BOTTOM PL.
/SINGLE ROW OF FASTENERS
II
\
SPACING
SPACING
N
PANEL EDGE
0
SHEATHING EDGE AT BOTTOM PL.
0
/DOUBLE ROW OF FASTENERS
PANEL EDGE
v
0
III—
SPACING�
F_
�I
�II
II
SHEATHING EDGE AT TOP PL.
/SINGLE ROW OF FASTENERS
PANEL EDGE
N
0
o SPACING
N
o SPACING
PANEL ATTACHMENT
WOOD STRUCTURAL PANEL (WSP)
2 ATTACHMENTS
3/411 = 11-011
SHEATHING EDGE AT TOP PL.
/DOUBLE ROW OF FASTENERS
2X C
FLR
3-16d COMMON
2X FULL HT. BLOCKING
1ST & 2ND BAYS @ 48" O/C
EXTERIOR SHEAR WALL FLOOR DIAPHRAGM
WITH FLOOR JOISTS PARALLEL TO WALL
SHEAR TRANSFER AND FRAMING
DETAILS
3/411 = 1'-Orr
HORIZONTAL
PANEL EDGE
I
N �I
O O I
SPACING
e f�o o e
SPACING
—/----
I IY
v
M IIII
SPACING
�I �I
DOUBLE ROW FASTENERS SINGLR ROW FASTENERS
PANEL SPLICE OVER HORIZONTAL FRAMING MEMBERS
INCREASE STUD
NAILING
M II
SPACING
/-L
I
INCREASE STUD
NAILING
PANEL SPLICE ACROSS STUDS
HORIZONTAL PANEL EDGE
INCREASE STUD
NAILING
PANEL EDGE
BLOCK'G, SAME
SPECIES AS TOP PL.
(2XFLATW ISE SHOWN)
INCREASE STUD
NAILING
X20 GAGE ASTM 36
STEEL STARAP @ 48 "O/C EXTERIOR SHEAR
2-16d COMMON END NAILS
DMMON END NAILS
2X OR 3X BOTTON
FLR SYSTEM PER PLAN
T. RIM BOARD IN W6
JV3 & W4
2, 2W3 & 2W2
2X OR I-JST PER PLAN
J END NAILS
NOTE;
DOT
SEE NAILING SCH. & SHEAR
WALL SHC. FOR MORE INFO.
m LTP4) PER SHEAR WALL
12)0.131 X2-1 /2"
SHEAR PANEL,
PER PLAN & SHC.
)MMON END NAILS
R SHEAR WALL
4-8d COMM
EXTERIOR SHEAR WALL FLOOR DIAPHRAGM
WITH FLOOR JOISTS PERPENDICULAR TO WALL
EAR PANEL,
R PLAN & SHC.
20 GAGE ASTM 36
;TEEL STARAP @ 48 "O/C
I. RIM BOARD IN W6
V3&W4
„2W3&2W2
D NAILS
4) PER SHEAR WALL
31 X2-1 /2"
SHEAR PANEL,
PER PLAN & SHC.
,OMMON END NAILS
,O ..- \AIAI I
EXTERIOR SHE.
2X OR 31
FLR SYSTEM PER PLAN
2X OR I-JST PER PLAN
2x6 PT S
EXTERIOR SHEAR WALL FLR DIAPHRAGM
WITH FLR JOISTS PERPENDICULAR TO WALL
SHEAR PANEL,
& SHC.
%GE ASTM 36
STARAP @ 48 "O/C
DER SILL PL.
v1MON END NAILS
iNT. RIM BOARD IN W6
NW3&W4
W2,2W3&2W2
R PANEL,
'LAN & SHC.
NO NAILS
2 SHEAR WALL
1/2"
2-8d PER FOOT
E.N.
NC. STEM WALL PER PLAN
X10" A.B. W/ 3"X3"XO.229" PL.
. 7" EMBED IN CONIC.
" O/C MAX. SEE SHEAR WALL SCH.
W/12" FROM EACH CORNER
'T
T
T T
T T
T
T
T T
T
T
T T
FRAMING
ANGLES,
NO SPLICE ALLOWED
OVER HEADERS
4'-0" MIN. BTWN. SPLICES
IVI
EA. SIDE
TOP & BOTTOM OF
A(SPLICE
OVER BEAR'G)
Al
FULL
HEIGHT STUD
CONT. PL. TO MATCH
STUD
2X STUD @
SIZE WHEN USE DBL
JST
16" O/C
HEADER
14-16d EA. SIDE
OF SPLICE OR;
20-16d EA. SIDE
OF SPLICES
@ SHEAR WALLS
NO SPLICE ALLOWED
AT
HEADER LOCATION
2-2X
TOP PL.
W/ 16-d
@ 18" O/C
16d-FACE NAIL @
12" O/C
3-16d FACE
NAIL
FRAMING ANGLE
3-16d FACE
NAIL
EA. OF HEDER
HEADER
SEE SHC.
BLOCKING
AS REQUIRED
ROUGH OPENING
SEE ARCH. DRAW'G
MIN.
2 JACK STUDS
2X SILL PL.
MIN. 2 FULL HEIGHT
STUDS
2X CRIPPLES
@ 16" O/C
16d-COMMON
@ 12"
O/C
2X OR 3X
TREATED PL.
2X
STUDS @ 16" O/C
FLOOR
OR FOUNDATION LEVEL
rR)L_
z
z
0'-6"
FROM EN[
TYP. STUD WALL CONSTRUCTION
3/411 = 1'-091
STUD WALL HEADER AT ROOF OPENING
MAX. ROUGH HEADER, U.N.O.
OPENING
UP TO 4'-0'.
6x6 OR 4x8
4'-1"TO 6-0"
6x8 OR 4x10
6'-1"TO 8'-0"
6x10 OR 4x12
8'-1"TO 10'-0"
6x12 OR 4x14
OVER 10'-0"
SEE PLANS
STUD WALL HEADER AT FLOOR OPENING
MAX. ROUGH
OPENING
HEADER, U.N.O.
UP TO 4'-0"
6x6 OR 4x10
4'-1" TO 6'4"
6x10 OR 4x14
6'-1" TO 8.4.
3 1/8"x12"GLB OR 6x12
8'-1"TO 10'-0"
3 1/8"x15"GLB OR 5 1/8"x10 1/2"GLB
OVER 10'-0"
SEE PLANS
NOTE:
USE HANGERS WITH CONCEALED FLANGES FOR HEADER AND MIN
6x6 POSTS AT SPANS GREATER THAN 10'-0" OR AT GLULAM BEAMS
BEAMS & PURLINS
WWPA AND NDS PRESCRIPTIVE
RECOMMENDATIONS
D D Of
D/4 _ D/2.5
MAX MAX
5/8" MIN 5/8" MIN
40% 5/8" MIN 460% 5/8" MIN
EXTERIOR NON- BEARING
AND BEARING WALLS ANY WALL
WALLS
USE APPROVED STUD SHOE
FOR LARGER OPENINGS.
INSTALL PER MANUFACTUREF
INSTRUCTIONS
DRILL D/60 HOLE
BEFORE CUTTING
NOTCH IN WOOD
APPROVED NAIL
STOPPER PLATE
ELECTRICAL OR PLUMBING PROTECTION
NOTCHES AND PENETRATIONS IN
SOLID SAWN JOISTS AND STUDS
1" = 1'-0"
NOW BEARING WALLS
OR NOT MORE THAN 2
SUCCESSIVE STUDS
����-)AND DOUBLED
WAS
r � �
06/ /2
04 531�i�
VAL
W 6 HAJ
Wilson & HAJ Consultant Engineers, LLC
NOTES:
1-THESE DRAWINGS ARE THE PROPRIETARY WORK
PRODUCT AND PROPERTY OF(W ILSON & HAJ CONSULTANT
ENGINEERS, LLC), DEVELOPED FOR THE EXCLUSIVE USE OF
(WILSON & HAJ CONSULTANT ENGINEERS, LLC). USE OF
THESE DRAWINGS AND CONCEPTS CONTAINED THEREIN
WITHOUT THE WRITTEN PERMISSION OF (W ILSON & HAJ
CONSULTANT ENGINEERS, LLC) IS PROHIBITED.
2-TO THE BEST OF MY KNOWLEDGE THESE PLANS ARE
DRAWN TO COMPLY WITH OWNER'S AND/ OR BUILDER'S
SPECIFICATIONS AND ANY CHANGES MADE ON THEM AFTER
PRINTS ARE MADE WILL BE DONE AT THE OWNER'S AND /
OR BUILDER'S EXPENSE AND RESPONSIBILITY. THE
CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND
ENCLOSED DRAWING. W ILSON & HAJ CONSULTANT
ENGINEERS,LLC IS NOT LIABLE FOR ERRORS ONCE
CONSTRUCTION HAS BEGUN. WHILE EVERY EFFORT HAS
BEEN MADE IN THE PREPARATION OF THIS PLAN TO AVOID
MISTAKES, THE MAKER CAN NOT GUARANTEE AGAINST
HUMAN ERROR. THE CONTRACTOR OF THE JOB MUST
CHECK ALL DIMENSIONS AND OTHER DETAILS PRIOR TO
CONSTRUCTION AND BE SOLELY RESPONSIBLE
THEREAFTER.
3-CONTRACTOR SHALL VERIFY ALL CONDITIONS AND
DIMENSIONS AT THE JOB SITE AND NOTIFY THE DESIGNER
OF ANY DIMENSIONAL ERRORS, OMISSIONS OR
DISCREPANCIES BEFORE BEGINNING OR FABRICATING ANY
WORK.
WOOD STUD(S)
Uj
AS REQUIRED
NOTE:
U
THIS DETAIL SHALL APPLY
FOR ELECTRICAL CONDUITS,
PLUMBING AND FOR ANY
OTHER USES WHICH
REQUIRED NOTCHING
a
J
J
J
W
0
7>
LLI
ry
a)
E
a3
z
C m
0 0
0
N
00
Q
C
0
z
0
2
0
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U)>
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0- N
Revisions
Rev# Description Date
4-10d PER
BLOCK'G 2X4 BLOCK'G @ 24" O/C
B.N. PANEL NAILING
8d @ 6" O/C SEE NOTES
ROOF SHEATHING PER STRUCTURAL
NOTES, SHEET S00
0 0
10d @ 4" o/c 4-10d PER
o
BLOCK'G
2-10d FACE NAIL
EA. END
2-10d FACE NAILS
EA. END
1'I
ROOF FRAMING
0"
PER PLAN
2X4 BLOCK'G SIMPS. LSTA21 RIDGE STRAP
W/ 2-10d EACH SIDE W/ (16)-16d EVERY RAFTER OR TOP
a
CHORD
WOOD STRUCTURAL
PANEL SHEAR WALL
/
PANEL NAILING SEE NOTES
p
PER PLAN
/ /
/
/
A35 @ 48" O.C.
/
DIAGONAL BRACE @ 1/3
(6) 1OD X1 1/2"
END GABLE TRUSS
/
/
POINTS IF NEEDED
(.148" DIA. X1 1/2")
VERTICALS
ROOF WSP
PER SPEC.
/ /
2X6 DIAGONAL BRACING @48" O/C
/
W/ (4)-16d COMMON WIRE NAILS TO TRUSS VERTICALS &
2X6 HORIZONRAL BRACE
/
/
W/(5)-10d COMMON WIRE NAILS TO BLOCKING
g
W/ (2)-10d TO TRUSS
VERTICALS
8D @ 6" D.C.
0
ROOF TRUSS
2X VENTED BLKG.
a
w
2X4 HORIZONRAL BRACE
/
PER PLAN
NOTCH GREATER
TOE NAIL TO TRUSS
o
W/ 4 -10d TO TRUSS
()
/ /
THAN 50 PERCENT OF
W/ (2) 12D EACH SIDE
VERTICALS
/
THE PLATE WIDTH
(.148" DIA. X3 1/4")
'
/
12T-RAdP TIE W/S18
SIMPS. H2.5A @ 24" O.C.
W/ (5) 8d (.131X1 1/2") TRUSS
TRUSS TOP
E.N.
W/ (5) 8d (.131X1 1/2") TOP PLATE
CHORD OR
RAFTER PER
SIMPS. H2.5A @ 48" O.C. TOP PL.
PLAN
EXTERIOR
TO STUD
ARCHITECTURAL
END WALL PER PLAN
2-10d FACE NAIL
W/ (5) 8d (.131X1 1/2") TRUSS
BLOCK AS REQ'D
EA. END
TOP PLATE
W/ (5) 8d (.131X1 1/2") TOP PLATE
BY SIDING/TRIMS
NOTE;
1. SEE ROOF NOTE & NAILING SCH.
BEAM/HDR @ SIM.
P.E.N. PER PLAN
FOR ADDITIONAL REQUIRMENTS.
2X4 BLOCK'G @ 24" O/C
PIPE
2x STUD
SECTION
A34 FRAMING ANGLE
PER PLAN
SEE SHEAR WALL
@ 24" O/C
SCHEDULE S00.1
2-2X TOP PL.
TOP PLATE FRAMING TO
EXTERIOR WALL AT ROOF
n RIDGE STRAP & RAFTER CONNECTION
n CEILING JOIST TAPER CUT
n SAMPLE ENDGABLE TRUSS
n ACCOMMODATE PIPING
`
J
-r
J
3/411 = 1'-019
3/4" = 1'-0"
3/4" = 1'-0"
3/8" = 1'-019
3/411 = 1'-011
_AN
VECTOR SEE PLANS
'LATE
MODEL
QTY.
NO. OF
PLIES
FASTENERS TO GIRDER
LGT2
1
2
(16) 0.148X3 1/4"
LGT3-SDS2.5
1
3
(12) 1/4"X2 1/2" SIDS
LGT4-SDS3
1
4
(16) 1/4"X3" SIDS
\v/ GIRDER TRUSS TO PLATE CONNECTION
3/411 = 1'-011
8d @ 4" O.C.
L
SIMPS. H2A @ 24" O.C.
ROOF WSP
8d @ 4" O.C.
LESSER OF
2X4 MIN. OUTLOOKER
U2 OR 2' W/ (2) 12d EA. SIDE
2X BLOCKS
W/8d@6"O.C.
GABLE ENDWALL TRUSS PER PLAN
RAKE OVERHANG OUTLOOKER
3/4" = 1'-0"
8d @ 4" O.C. /— ROOF WSP
8d @ 4" O.C.
2X LOOKOUT BLOCK
s 1' W/ (2) 12 d EA. SIDE
TRUSS PER PLAN
GABLE END TRUSS OR ENDWALL
RAKE OVERHANG LOOKOUT BLOCKS
3/4" = 1'-011
2X4 @ 48" C
STC ROOF TRUSS CLIPS
@ 48" O.C.
BOTTOM CHORD O
OR CEILLING JOIST
og
0
0
1' - 4"
1/2" DRYWALL (MINA1)
DS DRYWALL STOP @
5/8" DRYWALL (MIN.16"
NON BEARING WALL I
NON
WALL PERPENDICULAR
NON BEARING WALL CONNECTION
3/411 = 1'-019
WALL PARALLEL