HomeMy WebLinkAbout2022.07.05_Hyodo-1625-L Plan SheetsDESIGN, FABRICATION AND ERECTION IN ACCORDANCE WITH THE LATEST
EDITION I.C.C. REPORT ESR-1305. CONNECTIONS AND BEARING MATERIAL TO BE
SHOP CONNECTED TO JOISTS AND DESIGNED AND FURNISHED BY JOIST
FABRICATOR.
MANUFACTURED I-JOISTS SHALL CONFORM TO ASTM505.
CALCULATIONS SHALL INCLUDE DEFLECTION AND CAMBER REQUIREMENTS.
DEFLECTION SHALL BE LIMITED AS FOLLOWS:
FLOOR LIVE LOAD MAXIMUM = L/480. FLOOR TOTAL LOAD MAXIMUM = L/240.
CONTRACTOR SHALL SUBMIT SHOP DRAWINGS WITH DESIGN CALCULATIONS
SEALED BY A REGISTERED ENGINEER FOR REVIEW PRIOR TO MANUFACTURE.
ADDITIONAL JOISTS SHALL BE SUPPLIED AS REQUIRED TO SUPPORT
MECHANICAL EQUIPMENT.
SHOP DRAWINGS SHALL BE SUBMITTED FOR ALL STRUCTURAL ITEMS IN
ADDITION TO ITEMS REQUIRED BY ARCHITECTURAL SPECIFICATIONS.
THE CONTRACTOR SHALL REVIEW ALL SHOP DRAWINGS PRIOR TO SUBMITTAL.
ITEMS ARE NOT IN ACCORDANCE WITH CONTRACT DOCUMENTS SHALL BE
FLAGGED UPON CONTRACTOR'S REVIEW.
VERIFY ALL DIMENSIONS WITH ARCHITECT
ANY CHANGES, SUBSTITUTIONS, OR DRAWINGS FROM CONTRACT DOCUMENTS
SHALL BE CLOUDED BY MANUFACTURER OR FABRICATOR. ANY OF THE
AFOREMENTIONED WHICH ARE NOT CLOUDED OR FLAGGED BY SUBMITTING
PARTIES SHALL NOT BE CONSIDERED APPROVED AFTER ENGINEER'S REVIEW,
UNLESS NOTED ACCORDINGLY.
THE ENGINEER HAS THE RIGHT TO APPROVE OR DISAPPROVE ANY CHANGES TO
CONTRACT DOCUMENTS AT ANY TIME BEFORE OR AFTER SHOP DRAWING
REVIEW.
THE SHOP DRAWINGS DO NOT REPLACE THE CONTRACT DOCUMENTS. ITEMS
OMITTED OR SHOWN INCORRECTLY AND NOT FLAGGED BY THE STRUCTURAL
ENGINEER OR ARCHITECT SHALL NOT BE CONSIDERED CHANGES TO
CONTRACT DOCUMENTS. IT IS THE CONTRACTOR'S RESPONSIBILITY TO INSURE
ITEMS ITEMS ARE CONSTRUCTED TO CONTRACT DOCUMENTS.
THE ADEQUACY OF ENGINEERING DESIGNS AND LAYOUT PERFORMED BY
OTHERS RESTS WITH THE DESIGNING OR SUBMITTING AUTHORITY.
REVIEW BY THE E.O.R. IS INTENDED ONLY AS AN AID TO THE CONTRACTOR IN
OBTAINING CORRECT SHOP DRAWINGS. RESPONSIBILITY FOR CORRECTNESS
SHALL REST WITH THE CONTRACTOR.
SHOP DRAWINGS
GLUED - LAMINATED BEAMS SHALL HAVE THE FOLLOWING MINIMUM
PROPERTIES: Fb= 2400PSI, Fv= 265PSI, Fc (PERPENDICULAR)= 650 PSI, E= 1,800,000
PSI. CONTINUOUS BEAMS OR BEAMS CANTILEVERING OVER SUPPORTS SHALL
HAVE THE SPECIFIED MINIMUM PROPERTIES TOP AND BOTTOM. ALL BEAMS
SHALL BE FABRICATED USING WATERPROOF GLUE. FABRICATION AND
HANDLING PER LATEST AITC AND WCLA STANDARDS. BEAM TO BEAR GRADE
STAMP AND AITC STAMP AND CERTIFICATE. CAMBER AS SHOWN ON DRAWINGS.
STRUCTURAL GLUED-LAMINATED TIMBER SHALL CONFORM TO AITC A190.1
AND ASTM D 3737.
GLUE-LAMINATED BEAMS (GLULAM)
PLYWOOD WEB JOISTS
STRUCTURAL NOTES
DESIGN CRITERIA:
1.BUILDING CODE: 2018 INTERNATIONAL BUILDING CODE
2.VERTICAL LOADS: ROOF FLOOR DECK
LIVE LOAD 0 psf 40 psf 60 psf
SNOW LOAD 30 psf 0 psf 25 psf
DEAD LOAD 15 psf 10 psf 10 psf
3.LATERAL LOAD FORCES TRANSMITTED BY DIAPHRAGM ACTION TO
WOOD SHEARWALLS AND THENCE TO FOUNDATION WHERE
DISPLACEMENT IS RESISTED BY PASSIVE PRESSURE AND SLIDING
FRICTION OF EARTH.
4.SNOW DESIGN DATA (ASCE 7-16)
FLAT SNOW LOAD, pf: 30 psf
SNOW EXPOSURE FACTORY, Ce: 1.0
SNOW IMPORTANCE FACTOR, is: 1.0
THERMAL FACTOR, ct: 1.1
5.WIND DESIGN DATA (ASCE 7-16)
WIND SPEED: Vult=155 mph
RISK CATEGORY: II
EXPOSURE CATEGORY: B
6.SEISMIC DESIGN DATA (ASCE 7-16)
SEISMIC FORCE RESISTING SYSTEM: WOOD SHEARWALLS
RISK CATEGORY: II
SEISMIC IMPORTANCE FACTOR, Ie:=1
MAPPED SPECTRAL RESPONSE ACCELERATION: Ss=1.50, S1=.600
DESIGN SPECTRAL RESPONSE ACCELERATION: Sds=1.20, Sd1=.680
SITE CLASS: D
SEISMIC DESIGN CATEGORY: D
SEISMIC RESPONSE COEFFICIENT, Cs: .185
RESPONSE MODIFICATION COEFFICIENT, R: 6.5
EQUIVALENT LATERAL FORCE PROCEDURE (ASCE 7 12.8.1)
DESIGN BASE SHEAR: 15.6k
7.SOIL PROPERTIES
BEARING CAPACITIES: 1500 psf
LATERAL CAPACITY: 250 psf/ft
ALL GRAVITY LOADS RESISTING AND LATERAL LOAD RESISTING
STRUCTURAL MEMBERS ARE SHOWN ON THE ENGINEERING S PAGES. THE
ENGINEERING CALCULATIONS ARE NOT REQUIRED TO BE REFERENCED FOR
CONSTRUCTION, AND DON'T NEED TO BE ONSITE.
CONTRACTOR SHALL VERIFY ALL NOTES, DIMENSIONS AND CONDITIONS
PRIOR TO CONSTRUCTION. CONTRACTOR SHALL PROVIDE TEMPORARY
BRACING AS REQUIRED UNTIL ALL PERMANENT CONNECTIONS HAVE BEEN
INSTALLED. ENGINEER AND DESIGNER SHALL BE NOTIFIED BY THE
CONTRACTOR OF ANY DISCREPANCIES AT THE TIME THEY ARE NOTED.
CONTRACTOR SHALL VERIFY LOCATION OF ALL EXISTING UTILITY LINES.
CALL 1-800-424-5555 48 HOURS BEFORE DIGGING.
INFORM ENGINEER OF ALL CHANGES PROPOSED ON THE DRAWINGS OR
SPECIFICATIONS BY THE ARCHITECT-NOTES PRIOR TO CONSTRUCTION OF
THE CHANGE.
CONTRACTOR IS RESPONSIBLE FOR CONSTRUCTION MEANS, METHOD,
TECHNIQUES, SEQUENCES, PROCEDURES, SAFETY OF THE WORKERS AND
STABILITY OF THE STRUCTURE DURING CONSTRUCTION AND FOR
COORDINATING ALL PORTIONS OF THE WORK.
DRAWINGS SHALL BE USED FOR ONLY ONE CONSTRUCTION AND FOR
LOCATIONS INDICATED HEREIN.
PROTECTION AGAINST DECAY (2304.11):
PRESERVATIVE-TREATED WOOD SHALL CONFORM TO APPLICABLE AWPA STANDARDS.
TRUSSES, TRUSS DRAWINGS AND TRUSS ENGINEERING SHALL BE PROVIDED BY THE MANUFACTURER.
WOOD JOISTS OR THE BOTTOM OF A WOOD STRUCTURAL FLOOR WITHOUT JOISTS SHALL
NOT BE CLOSER THAN 18 INCHES, OR WOOD GIRDERS CLOSER THAN 12 INCHES TO THE
EXPOSED GROUND IN CRAWL SPACES. WOOD FRAMING MEMBERS, INCLUDING WOOD SHEATHING,
WHICH REST ON EXTERIOR FOUNDATION WALLS SHALL NOT BE LESS THAN 8 INCHES FROM EXPOSED
EARTH. SILLS IN CONTACT WITH CONCRETE SHALL BE PRESERVATIVE-TREATED WOOD. CLEARANCE
BETWEEN WOOD SIDING AND EARTH SHALL NOT BE LESS THAN 6 INCHES. POSTS SHALL BE
PRESERVATIVE-TREATED UNLESS SUPPORTED BY A PEDESTAL GREATER THAN 8
INCHES FROM EXPOSED GROUND. AS A MINIMUM CONTRACTORS SHALL USE SIMPSON ZMAX
GALVANIZED FASTENERS OR AN APPROVED BARRIER WHEN A CORROSIVE ENVIRONMENT EXISTS.
CONNECTORS:
METAL CONNECTORS, ANCHORS, AND FASTENERS WILL CORRODE AND LOSE
LOAD CARRYING CAPACITY WHEN INSTALLED IN CORROSIVE
ENVIRONMENTS OR EXPOSED TO CORROSIVE MATERIALS.
THERE ARE MANY ENVIRONMENTS AND MATERIALS WHICH MAY CAUSE
CORROSION INCLUDING: OCEAN SALT WATER, PRESERVATIVE-TREATED
WOOD, FUMES, FIRE-RETARDANTS, DISSIMILAR
METALS, FERTILIZERS.
WOOD:
NAILS:
USE COMMON NAIL ONLY. IF BOX OR OTHER TYPE OF NAILS ARE USED, SIZE
ADJUSTMENTS ARE REQUIRED. PROVIDE NAIL PER IBC TABLE 2304.10.1
GALVANIZE NAIL WHEN EXPOSED TO WEATHER. SIMPSON ZMAX AND HOT
DIPPED ZINC NAILS SHALL BE USED FOR ALL PRESSURE TREATED
WOODS OTHER THAN CHROMATED COPPER ARSENATE AND SODUIM BORATE.
LUMBER SHALL CONFORM TO DOC PS 20.
MANUFACTURED LUMBER SHALL BE AS SPECIFIED ON THE PLAN SET.
DESIGN OF THE MANUFACTURED LUMBER IS THE RESPONSIBILITY OF THE
SUPPLIER.
PREFABRICATED WOOD TRUSSES SHALL BE DESIGNED TO SUPPORT SELF
WEIGHT PLUS LIVE LOAD AND SUPERIMPOSED DEAD LOADS STATED IN THE
GENERAL STRUCTURE NOTES OR AS LOCATED ON PLANS. BRIDGING SIZE
AND SPACING SHALL BE BY TRUSS MANUFACTURER/TRUSS DESIGNER
UNLESS NOTED OTHERWISE. CONTRACTOR SHALL SUBMIT A TRUSS
SUBMITTAL PACKAGE AS DEFINED IN IBC SECTION 2303.4.1.4, INCLUDING, BUT
NOT LIMITED TO, INDIVIDUAL TRUSS DESIGN DRAWINGS, TRUSS PLACEMENT
DIAGRAM AND TRUSS MEMBER PERMANENT BRACING REQUIREMENTS.
TRUSS DOCUMENTS SHALL BE SEALED BY A REGISTERED DESIGN
PROFESSIONAL AS REQUIRED BY IBC SECTION 2303.4.1.3. CALCULATIONS AND
SHOT DRAWINGS SHALL SHOW ANY SPECIAL DETAILS REQUIRED AT
BEARING POINTS. ALL CONTRACTORS SHALL HAVE CURRENT I.C.C.
APPROVAL.
CALCULATIONS SHALL INCLUDE DEFLECTION AND CAMBER REQUIREMENTS.
DEFLECTION SHALL BE LIMITED AS FOLLOWS:
ROOF TOTAL LOAD MAXIMUM= L/240. ROOF LIVE LOAD MAXIMUM= L/360.
TRUSS TOP CHORD MATERIAL SHALL HAVE A SPECIFIC GRAVITY OF NOT LESS
THAN 0.43.
MULTIPLE TRUSS MEMBERS SHALL BE FASTENED TOGETHER TO ALLOW
TRANSFER OF SHEAR AND TENSION FORCES (MINIMUM 200 PLF) AT PLYWOOD
SHEATHING JOINTS AND TO PREVENT CROSS GRAIN BENDING OF TOP
CHORDS. ATTACHMENT SHALL BE A CONTINUOUS 20 GAGE METAL PLATE OR
OTHER APPROVED MEANS. METHOD OF ATTACHMENT SHALL BE INDICATED
ON SHOP DRAWINGS FOR REVIEW.
TRUSS MANUFACTURER SHALL HAVE I.C.C APPROVAL OR BE AN APPROVED
FABRICATOR ACCORDING TO THE BUILDING JURISDICTION. TRUSS
MANUFACTURER SHALL PERMANENTLY IDENTIFY EACH TRUSS.
USE: THICKNESS SPAN/INDEX EDGE INTERMEDIATE
RATIO ATTACHMENT ATTACHMENT
ROOF 1/2" 32/16 8d NAILS 8d NAILS
@ 6" O.C. @ 12" O.C.
FLOOR 3/4" T&G 40/20 SCREWS @ SCREWS @
6" O.C. 12" O.C.
SHEAR 1/2" 24/0 8d NAILS 8d NAILS
WALL @ 6" O.C. @ 12" O.C.
GENERAL
PREFABRICATED WOOD TRUSSES
ALTERNATE SHEATHING
THE STRUCTURAL CONSTRUCTION DOCUMENT REPRESENTS THE FINISHED
STRUCTURE. THEY DO NOT INDICATE THE METHOD OF CONSTRUCTION. THE
CONTRACTOR SHALL PROVIDE ALL MEASURES NECESSARY TO PROTECT THE
STRUCTURE DURING CONSTRUCTION. SUCH MEASURES SHALL INCLUDE, BUT
NOT LIMITED TO, BRACING, SHORING FOR LOADS DUE TO CONSTRUCTION
EQUIPMENT, ETC. THE STRUCTURAL ENGINEER SHALL NOT BE RESPONSIBLE
FOR THE CONTRACTORS MEANS, METHODS, TECHNIQUES, SEQUENCES OF
PROCEDURE OF CONSTRUCTION, OR THE SAFETY PRECAUTIONS AND THE
PROGRAMS INCIDENT THERETO.
CONSTRUCTION MATERIALS SHALL BE SPREAD OUT IF PLACED ON FRAMED
CONSTRUCTION. LOAD SHALL NOT EXCEED THE DESIGN LIVE LOAD PER
SQUARE FOOT.
WHERE REFERENCE IS MADE TO VARIOUS TEST STANDARDS FOR
MATERIALS, SUCH STANDARDS SHALL BE THE LATEST ADDITION AND/OR
ADDENDA.
ESTABLISH AND VERIFY ALL OPENINGS AND INSERTS FOR ARCHITECTURAL ,
MECHANICAL, PLUMBING, AND ELECTRICAL WITH APPROPRIATE TRADES,
DRAWINGS AND SUBCONTRACTORS PRIOR TO CONSTRUCTION.
OPTIONS FOR CONTRACTOR'S CONVENIENCE. IF AN OPTION IS CHOSEN,
CONTRACTOR SHALL BE RESPONSIBLE FOR ALL NECESSARY CHANGES AND
SHALL COORDINATE ALL DETAILS.
NOTES AND DETAILS ON DRAWINGS SHALL TAKE PRECEDENCE OVER
GENERAL STRUCTURAL NOTES AND TYPICAL DETAILS. WHERE NO DETAILS
ARE SHOWN, CONSTRUCTION SHALL CONFORM TO SIMILAR WORK ON THE
PROJECT.
CONTRACTOR SHALL BE RESPONSIBLE FOR VERIFICATION OF ALL
DIMENSIONS WITH ARCHITECTURAL DRAWINGS PRIOR TO START OF
CONSTRUCTION. RESOLVE ANY DISCREPANCIES WITH ARCHITECT.
TYPICAL DETAILS MAY NOT NECESSARILY BE CUT ON PLANS, BUT APPLY
UNLESS NOTED OTHERWISE.
WHERE DISCREPANCIES OCCUR BETWEEN PLANS, DETAILS, GENERAL
STRUCTURAL NOTES AND SPECIFICATIONS, THE GREATER REQUIREMENTS
SHALL GOVERN.
ANY ENGINEERING DESIGN, PROVIDED BY OTHERS AND SUBMITTED FOR
REVIEW, SHALL BEAR THE SEAL OF A REGISTERED ENGINEER RECOGNIZED
BY THE BUILDING CODE JURISDICTION OF THIS PROJECT.
AMERICAN PLYWOOD ASSOCIATION PERFORMANCE RATED SHEATHING MAY BE USED AS AN
ALTERNATE TO PLYWOOD WITH PRIOR APPROVAL OF OWNER, ARCHITECT AND ROOFING
CONTRACTOR. RATED SHEATHING SHALL COMPLY WITH I.C.C. ESR-1301, EXPOSURE 1, AND
SHALL HAVE A SPAN RATING AND SHEAR VALUE EQUIVALENT TO OR BETTER THAN THE
PLYWOOD IT REPLACES. ATTACHMENT AND THICKNESS (WITHIN 1
32'') SHALL BE THE SAME AS
THE PLYWOOD IT REPLACES. INSTALL PLYWOOD PER MANUFACTURES RECOMMENDATIONS.
ALL PLYWOOD SHALL BE AMERICAN PLYWOOD ASSOCIATION CDX-RATED SHEATHING OR
BETTER, AND SHALL BEAR THE STAMP OF AN APPROVED TESTING AGENCY. LAY UP
PLYWOOD WITH FACE GRAIN PERPENDICULAR TO SUPPORTS (ON ROOFS WHERE PLYWOOD IS
LAID UP WITH FACE GRAIN PARALLEL TO SUPPORTS, USE MINIMUM OF 5-PLY PLYWOOD).
STAGGER JOINTS. ALL NAILING SHALL BE WITH COMMON NAILS. WHERE SCREWS ARE
INDICATED FOR WOOD-TO-WOOD ATTACHMENTS, USE WOOD SCREWS MEETING THE
REQUIREMENTS OF A.N.S.I/A.S.M.E. B18.6.1 OF GRADE ASTM A584, GRADE 1013 TO 1022 STEEL
(FY=193,600PSI). HORIZONTAL DIAPHRAGM AND SHEARWALL CAPACITIES SHALL BE PER THE
LATEST EDITION OF I.C.C. REPOST ESR-1539. ALL PLYWOOD SHALL BE OF THE FOLLOWING
NORMAL THICKNESS, SHALL HAVE THE FOLLOWING SPAN/INDEX RATIO, AND SHALL BE
ATTACHED AS FOLLOWS, UNLESS OTHERWISE NOTED.
PLYWOOD
SCREWS AT FLOOR SHEATHING SHALL BE #8 x 21
2'' LONG FOR SHEATHING LESS THAN 1''
NORMAL THICKNESS, AND SHALL HAVE CURRENT I.C.C. APPROVAL AS A REPLACEMENT FOR
10d NAILS IN WOOD PANEL DIAPHRAGMS. SCREWS PER I.C.C. ER-5280 OR APPROVAL EQUAL.
ALL FLOOR SHEATHING SHALL BE GLUED TO SUPPORT MEMBERS WITH AN A.P.A. AFG-01 OR
ASTM D3498 QUALIFIED GLUE IN ACCORDANCE WITH A.P.A. FORM E30.
JOISTS: WOOD TYPE:
2X4 H.F. #2
2X6 OR LARGER H.F. #2
BEAMS:
WIDTH 4'' OR LESS D.F. #2
WIDTH GREATER THAN 4'' D.F. #2
LEDGERS AND TOP PLATES: H.F. #2
STUDS:
2X4 H.F. #2
2X6 OR LARGER H.F. #2
POSTS:
4X4 H.F. #2
4X6 OR LARGER D.F. #2
6X6 OR LARGER D.F. #2
ABBREVIATIONS
A.B.C ............................AGGREGATE BASE COURSE
A.F.F .............................ABOVE FINISHED FLOOR
ALT ...............................ALTERNATE
A.B ................................ANCHOR BOLT
BM .................................BEAM
B.F.F ..............................BELOW FINISHED FLOOR
B.O.B .............................BOTTOM OF BEAM
B.O.D .............................BOTTOM OF DECK
B.O.F .............................BOTTOM OF FOOTING
B.O.P .............................BOTTOM OF PLATE
B.O.S .............................BOTTOM OF STEEL
BRG ...............................BEARING
C.I.P ...............................CAST-IN-PLACE
C.L .................................CENTERLINE
C.L.B .............................CENTERLINE OF BEAM
C.L.C .............................CENTERLINE OF COLUMN
C.L.F ..............................CENTERLINE OF FOOTING
C.L.W ............................CENTER LINE OF WALL
CLR ...............................CLEAR
CONC ............................CONCRETE
CONC. C.J ....................CONCRETE CONTROL JOINT
CONC. S.J .....................CONCRETE SAWCUT JOINT
C.M.U ............................CONCRETE MASONRY UNIT
CONN ............................CONNECTION
CONT ............................CONTINUOUS
D.L .................................DEAD LOAD
DIA ................................DIAMETER
DN .................................DOWN
DWG(S) .........................DRAWING(S)
E.O.S ..............................EDGE OF SLAB
EL ..................................ELEVATION
EQ ..................................EQUAL
EQUIP ...........................EQUIPMENT
EXP ................................EXPANSION BOLT
EXP. JT. (E.J.) ...............EXPANSION JOINT
E.W ................................EACH WAY
F.F ..................................FINISHED FLOOR
F.O.M ............................FACE OF MEMBER
F.O.S. ............................FACE OF STEEL
F.O.W ............................FACE OF WALL
GA .................................GAUGE
GALV ............................GALVANIZED
GLB (GLULAM) ..........GLUE-LAMINATED BEAM
H/C ................................HOLLOW CORE
HORIZ ...........................HORIZONTAL
I.F.W ..............................INSIDE FACE OF WALL
I.E ..................................INVERT ELEVATION
K (KIP) ..........................1000 POUNDS
L.L .................................LIVE LOAD
LBS (#) ..........................POUNDS
L.L.H .............................LONG LEG HORIZONTAL
L.L.V .............................LONG LEG VERTICAL
MFR('S) .........................MANUFACTURE('S)
MAS. C.J .......................MASONRY CONTROL JOINT
MECH'L ........................MECHANICAL
N/A ................................NOT APPLICABLE
N.T.S .............................NOT TO SCALE
O.C ................................ON CENTER
O.F.W ............................OUTSIDE FACE OF WALL
OPP ................................OPPOSITE
P.C .................................PRE CAST CONCRETE
P.L.F ..............................POUNDS PER LINEAR FOOT
PREFAB ........................PREFABRICATED
P.S.F ..............................POUNDS PER SQUARE FOOT
P.S.I ...............................POUNDS PER SQUARE INCH
REINF ...........................REINFORCING
S.L.H .............................SHORT LEG HORIZONTAL
S.L.V .............................SHORT LEG VERTICAL
SIM ................................SIMILAR
SQ ..................................SQUARE
STD ...............................STANDARD
T.L .................................TOTAL LENGTH
T.O.B .............................TOP OF BEAM
T.O.D .............................TOP OF DECK
T.O.F .............................TOP OF FOOTING
T.O.G .............................TOP OF GRADE
T.O.L .............................TOP OF LEDGER
T.O.M ............................TOP OF MASONRY
T.O.P .............................TOP OF PLATE
T.O.S .............................TOP OF STEEL
T.O.W ............................TOP OF WALL
TYP ...............................TYPICAL
U.N.O ............................UNLESS NOTED OTHERWISE
VERT ............................VERTICAL
WTSP ............................WATERSTOP
W.W.R ..........................WELDED WIRE REINFORCEMENT
ALL FOOTINGS SHALL BEAR ON FIRM, UNDISTURBED SOIL OR APPROVED FILL
12'' MINIMUM BELOW FINISHED GRADE. FINISHED GRADE IS DEFINED AS TOP
OF SLAB FOR INTERIOR FOOTINGS AND LOWEST ADJACENT GRADE
EXTENDING UP TO 5 FEET FROM WALL FOR PERIMETER FOOTINGS. DESIGN
SOIL BEARING VALUE = 1500 PSF.
WHERE REQUIRED BY THE BUILDING OFFICIAL, THE CLASSIFICATION AND
INVESTIGATION OF THE SOIL SHALL BE PERFORMED BY A REGISTERED
DESIGN PROFESSIONAL (1806.2) UNLESS A SOIL INVESTIGATION IS PROVIDED.
FOUNDATION DESIGN IS BASED ON AN ASSUMED AVERAGE SOIL BEARING OF
1500 PSF. ORGANIC SILT, ORGANIC CLAYS, PEAT OR UNPREPARED FILL SHALL
NOT BE ASSUMED TO HAVE BEARING CAPACITY (1806.2)
THIS ENGINEERING IS BASED ON SITE CLASS D SOILS IN ACCORDANCE WITH
TABLE 1806.2 OF THE 2018 IBC.
SITE GRADING: THE GROUND IMMEDIATELY ADJACENT TO THE FOUNDATION
SHALL BE SLOPED AWAY FROM THE BUILDING AT A SLOPE OF NOT LESS
THAN 5 PERCENT FOR A MINIMUM OF 10 FEET.
COMPACTED FILL MATERIAL SHALL NOT BE USED UNLESS ALLOWED BY A
SOILS ENGINEERING REPORT.
FOUNDATIONS
MINIMUM 28 DAY STRENGTH 2,500 PSI (f'c = 2,500 PSI), 512 SACK U.N.O.
ALL CONCRETE CONSTRUCTION SHALL CONFORM TO A.C.I.
MECHANICALLY VIBRATE ALL CONCRETE WHEN PLACED, EXCEPT SLABS ON
GRADE NEED ONLY BE VIBRATED AT TRENCHES, FLOOR DUCTS, TURNDOWNS, ETC.
MINIMUM SLUMP 41
2" FOR CONCRETE WITHOUT PLASTICIZER. IF PLASTICIZER IS
USED, A HIGHER FINAL SLUMP MAY BE ALLOWED UPON STRUCTURAL ENGINEER'S
APPROVAL. UNLESS APPROVED OTHERWISE IN WRITING BY THE ARCHITEC, ALL
CONCRETE SLABS ON GRADE SHALL BE BOUND BY CONTROL JOINTS (KEYED OR
SAW CUT), AS SHOWN ON THE FOUNDATION PLAN, SUCH THAT THE ENCLOSED
AREA DOES NOT EXCEED 225 SQUARE FEET. KEYED CONTROL JOINTS NEED ONLY
OCCUR AT EXPOSED EDGES DURING POURING, ALL OTHER JOINTS MAY BE SAW
CUT.
FLY ASH - IF PERMITTED BY ARCHITECTURAL SPECIFICATIONS - SHALL BE LIMITED
TO 18% OF CEMENTITIOUS MATERIALS AND SHALL HAVE A REPLACEMENT FACTOR
OF 1.2 RELATIVE TO CEMENT REPLACED. NO FLY ASH ADDITIVES SHALL BE USED
IN FLATWORK OR ARCHITECTURALLY EXPOSED CONCRETE.
CONCRETE
THE FOLLOWING MINIMUM REINFORCEMENT SHALL BE PROVIDED U.N.O. ON THE
DRAWING:
1.PROVIDE HORIZONTAL CORNER BARS AT ALL FOOTINGS AND WALL CORNERS
AND HOOK BARS FOR T INTERSECTIONS WITH EQUAL SIZE AND SPACING OF
THE HORIZONTAL REINFORCING USING THE INDICATED DETAILS OF SIMILAR
SECTIONS AND DETAILS AS TYPICAL.
2.PROVIDE ONE #4 VERTICAL BAR - FULL HEIGHT OF WALL AT THE CORNER OR T
INTERSECTION.
3.PROVIDE A MINIMUM OF 0.2% REINFORCEMENT OF GROSS CONCRETE AREA OF
WALL IN HORIZONTAL DIRECTION AND 0.12% IN VERTICAL DIRECTION.
MAXIMUM REBAR SPACING IS 18" O.C. IN EACH DIRECTION.
4.PROVIDE A MINIMUM #4 BARS AT 12" ON CENTER IN ISOLATED FOOTINGS.
5.PROVIDE REINFORCING CHAIRS IN ACCORDANCE WITH CRSI PLACING MANUAL.
6.PROVIDE WWF 6X6X10X10 FOR 4" SLAB.
7.PROVIDE CONSTRUCTION JOINT AT 20' MAXIMUM UNLESS NOTED OTHERWISE
(SAW CUT 25% OF SLAB THICKNESS).
CONCRETE MINIMUM REINFORCEMENT
THE FOLLOWING SPECIAL INSPECTIONS ARE REQUIRED PER CHAPTER 17 OF
THE 2018 INTERNATIONAL BUILDING CODE TO BE PERFORMED BY AN
INDEPENDENT THIRD PARTY INSPECTION.
ANCHORAGE
1) PERIODIC INSPECTION OF POST INSTALLED (EPOXY) ANCHORAGE
FOR USE WITH HOLDOWNS AND TENSION APPLICATIONS.
CONCRETE
1) VERIFICATION OF HIGH STRENGTH ANCHORAGE PRIOR TO POUR.
2) VERIFICATION OF CONCRETE STRENGTH >2500psi
WOOD CONSTRUCTION
1) PERIODIC VERIFICATION OF SHEATHING/ NAILS, AND NAIL PATTERN
FOR SHEAR WALLS W/ 3" OR TIGHTER EDGE NAIL SPACING.
SPECIAL INSPECTIONS FOR:Michael Hyodo2709 NE 23rd PlaceRenton, WA 98056BYDESIGNEDDRAWNCHECKEDAPPROVEDACCEPTEDDATEMEZ6/22MEZ6/22MMZ6/22SITE:NHD #1625-L 2709 NE 23rd PlaceRenton, WASCALE:
DATE:
DRAWING NUMBERN.L. Olson & Associates, Inc.Engineering, Planning and Surveying(360) 895-2350 or (360) 876-22842453 Bethel Avenue, P.O. Box 637, Port Orchard, WA 98366AS SHOWN
SHEET EHIP
F ER O IONALNGINEERSSESTOFWASATERNGINEENG T O N
AT R U CTURS LJune 2022
12177-22
S1REVISIONNODATEBYDESCRIPTION 7/5/22Matthew Zawlocki\\server-host\NLO Projects\12177 Hyodo - NHD #1625-L\Working Docs\Hyodo_NHD #1625-L.dwg, 7/5/2022 2:33:30 PM, _AutoCAD PDF (General Documentation).pc3
FOUNDATION AND MAIN FLOOR FRAMING PLAN
FOOTING PAD SCHEDULE
NOTES:
S2FOR:Michael Hyodo2709 NE 23rd PlaceRenton, WA 98056BYDESIGNEDDRAWNCHECKEDAPPROVEDACCEPTEDDATEMEZ6/22MEZ6/22MMZ6/22SITE:NHD #1625-L 2709 NE 23rd PlaceRenton, WASCALE:
DATE:
DRAWING NUMBERN.L. Olson & Associates, Inc.Engineering, Planning and Surveying(360) 895-2350 or (360) 876-22842453 Bethel Avenue, P.O. Box 637, Port Orchard, WA 98366AS SHOWN
SHEET EHIP
F ER O IONALNGINEERSSESTOFWASATERNGINEENG T O N
AT R U CTURS LJune 2022
12177-22REVISIONNODATEBYDESCRIPTION 7/5/22Matthew Zawlocki\\server-host\NLO Projects\12177 Hyodo - NHD #1625-L\Working Docs\Hyodo_NHD #1625-L.dwg, 7/5/2022 2:33:35 PM, _AutoCAD PDF (General Documentation).pc3
ROOF FRAMING PLAN
NOTES:
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1 REVISIONNODATEBYDESCRIPTIONFOR:Michael Hyodo2709 NE 23rd PlaceRenton, WA 98056BYDESIGNEDDRAWNCHECKEDAPPROVEDACCEPTEDDATEMEZ6/22MEZ6/22MMZ6/22SITE:NHD #1625-L 2709 NE 23rd PlaceRenton, WASCALE:
DATE:
DRAWING NUMBERN.L. Olson & Associates, Inc.Engineering, Planning and Surveying(360) 895-2350 or (360) 876-22842453 Bethel Avenue, P.O. Box 637, Port Orchard, WA 98366AS SHOWN
SHEET EHIP
F ER O IONALNGINEERSSESTOFWASATERNGINEENG T O N
AT R U CTURS LJune 2022
12177-22
S3 7/5/22Matthew Zawlocki\\server-host\NLO Projects\12177 Hyodo - NHD #1625-L\Working Docs\Hyodo_NHD #1625-L.dwg, 7/5/2022 2:33:40 PM, _AutoCAD PDF (General Documentation).pc3
SHEARWALL SCHEDULE
MARK SIMPSON (PRODUCT)
CAPACITY
ANCHOR
BOLTSATTACHMENTS
STHD14
HDU8
HDU5
HOLD DOWN SCHEDULE
TYPICAL INTERIOR SPREAD
FOOTING WITH PLYWOOD WEB JOIST
TYPICAL FOUNDATION STEM WALL WITH
JOISTS BEARING
HDU CONNECTION
TYPICAL HOLDOWN DETAILS
HDU5 HDQ8 STHD14 STHD8
HDQ8 CONNECTIONSTHD CONNECTIONS
TYPICAL TOP PLATE SPLICE4SCALE: N.T.S.
TRUSS GABLE END DETAIL
TYPICAL THICKENED EDGE SLAB3SCALE: N.T.S.
TYPICAL BEAM-TO-POST CONNECTIONTYPICAL TRUSS CONNECTION FOR:Michael Hyodo2709 NE 23rd PlaceRenton, WA 98056BYDESIGNEDDRAWNCHECKEDAPPROVEDACCEPTEDDATEMEZ6/22MEZ6/22MMZ6/22SITE:NHD #1625-L 2709 NE 23rd PlaceRenton, WASCALE:
DATE:
DRAWING NUMBERN.L. Olson & Associates, Inc.Engineering, Planning and Surveying(360) 895-2350 or (360) 876-22842453 Bethel Avenue, P.O. Box 637, Port Orchard, WA 98366AS SHOWN
SHEET EHIP
F ER O IONALNGINEERSSESTOFWASATERNGINEENG T O N
AT R U CTURS LJune 2022
12177-22
S4REVISIONNODATEBYDESCRIPTION 7/5/22Matthew Zawlocki\\server-host\NLO Projects\12177 Hyodo - NHD #1625-L\Working Docs\Hyodo_NHD #1625-L.dwg, 7/5/2022 2:33:45 PM, _AutoCAD PDF (General Documentation).pc3