HomeMy WebLinkAboutstruct coversheetA.B. ANCHOR BOLT
B. FRM BRACE FRAME
BLKG.BLOCKING
B.O.BOTTOM OF
BRG.BEARING
BTM.BOTTOM
B.U.BUILT-UP
C-CHANNEL 'C'-SECTION
CANT.CANTILEVER
CJ COLD JOINT
C.M.U.CONCRETE MASONRY UNIT
COL.COLUMN
CONC.CONCRETE
CONT.CONTINUOUS
CVR.COVER
DBL.DOUBLE
DIA.DIAMETER
DIAPH.DIAPHRAGM
DIM.DIMENSION
DP.DEEP
DTL DETAIL
(E)EXISTING
ELEV.ELEVATION
EPXY. EPOXY
EF EACH FACE
E.W.EACH WAY
EXP. EXPANSION
F.B.M. FLOOR BEAM
F.G. FULLY GROUTED
F.J. FLOOR JOIST
FND FOUNDATION
FS FOOTING STEP
FT. FEET
FTG FOOTING
GL GLU-LAMINATED
GS GUNSTOCKED TO (2x6)
HD HOLDOWN
HDR. HEADER
H.F.HEEL FACE
HSS HOLLOW STRUCTURAL SECTION
I.D.INSIDE DIAMETER
I.F.INSIDE FACE
IN.INCHES
K.KNIFE
K.KNEE WALL
L-STEEL ANGLE 'L'-SECTION
LVL LAMINATED VENEER LUMBER
M.B.MACHINE BOLT
M. FRM MOMENT FRAME
MNFR.MANUFACTURER
(N)NEW
O.C.ON CENTER
O.D.OUTSIDE DIAMETER
O.F.OUTSIDE FACE
O.H.OFF-HAND
OSB ORIENTED STRAND BOARD
P.A.F.POWER ACTUATED FASTENER
P. ENG.PRE-ENGINEERED
PL.PLACE/PLACES
PLYWD PLYWOOD
PSL PARALLEL STRAND LUMBER
P.T.PRESERVATIVE-TREATED
R.B.M.ROOF BEAM
REINF.REINFORCING
REV.REVISION
S & G SCREW & GLUE
SCHED.SCHEDULE
SIM.SIMILAR
SIMP.SIMPSON
SJ SLAB JOINT
S.O.G SLAB ON GRADE
STFNR.STIFFENER
STL STEEL
STL. DKG. STEEL DECKING
S.W. SHEAR WALL
SYM. SYMMETRICAL
THRD THREADED
T.F.TOE FACE
T.N. TOE NAIL
T.O. TOP OF
TYP. TYPICAL
U.N.O. UNLESS NOTED OTHERWISE
VLY. VALLEY
W-WIDE FLANGE BEAM
w/ WITH
WD WOOD
WD. WIDE
WS WALL STEP
W.H.S.WELDED HEADED STUD
W.T.S.WELDED THREADED STUD
W.W.F. WELDED WIRE FABRIC
F#
GENERAL NOTES
ACRONYMS SYMBOLS
INDICATES FOOTING MARK
(SEE FOOTING SCHEDULE FOR ADD'L INFO)
C#INDICATES CONCRETE WALL (SEE CONC.
WALL SCHED. FOR ADD'L INFO)
X
INDICATES SHEAR WALL, SEE SHEAR WALL
SCHEDULE FOR ADD'L INFO. (SHEAR WALL
MARK APPLIES TO ENTIRE WALL LINE)
INDICATES COLUMN, SEE COLUMN SCHEDULE
FOR ADD'L INFO.
INDICATES HOLDOWN LOCATION, SEE
HOLD DOWN SCHEDULE FOR ADD'L INFO
SPOT ELEVATION SYMBOL
⌀DIAMETER
℄CENTERLINE
Р PLATE
FILLET WELD
SQUARE GROOVE WELD
FLARE BEVEL WELD
BEVEL WELD
INDICATES FIELD WELD
INDICATES WELD ALL-AROUND
x y@z
x -INDICATES WELD LEG SIZE
y -INDICATES WELD LENGTH
z -INDICATES WELD SPACING (IN.)
x
x INDICATES DOWEL REINFORCING
AND DIMENSIONS
X
X.X
INDICATES CALLOUT MARKER
X -INDICATES DETAIL #
X.X -INDICATES SHEET LOCATION
X
X.X
INDICATES WALL SECTION MARKER
X -INDICATES DETAIL #
X.X -INDICATES SHEET NUMBER
X
X.X
INDICATES WALL ELEVATION MARKER
X -INDICATES DETAIL #
X.X -INDICATES SHEET NUMBER
HATCHES
CONCRETE
STEEL (SECTION, PLAN)
CMU
PLYWOOD
NON-SHRINK GROUT
OVERFRAMING, U.N.O.
COMPACTED EARTH
INDICATES FOOTING STEP
INDICATES FOUNDATION WALL STEP
F S
W SC-##M#INDICATES MASONRY WALL (SEE MASONRY
WALL SCHED. FOR ADD'L INFO)
INDICATES CONCRETE PIER, SEE PIER
SCHEDULE FOR ADD'L INFO.P##SHEAR WALL
BEARING WALL
INDICATES DIAPHRAGM (ARROW INDICATES
SHEATHING SPAN DIRECTION) SEE
DIAPHRAGM SCHEDULE FOR ADD'L INFO.
X
#B-#INDICATES BEAM, SEE BEAM SCHEDULE FOR
ADD'L INFO.
L-#INDICATES LEDGER, SEE LEDGER SCHEDULE
FOR ADD'L INFO.
HD#
GENERAL
THIS PROJECT IS TO CONFORM TO THE 2021 EDITION OF THE INTERNATIONAL RESIDENTIAL/BUILDING CODE AND ANY LOCAL AMENDMENTS TO THIS CODE. USE DETAILS
MARKED "TYPICAL" WHEREVER THEY APPLY. THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS PRIOR TO CONSTRUCTION. THE CONTRACTOR SHALL VERIFY ALL EXISTING
CONDITIONS AT THE SITE BEFORE PROCEEDING. CHANGES, OMISSIONS OR SUBSTITUTIONS ARE NOT PERMITTED WITHOUT WRITTEN APPROVAL FROM THE ARCHITECT
AND STRUCTURAL ENGINEER. THESE DRAWINGS INDICATE THE FINISHED PRODUCT. ANY TEMPORARY BRACING, SHORING, OR PRE-LOADING REQUIRED DURING
CONSTRUCTION IS THE RESPONSIBILITY OF THE CONTRACTOR. THE CONTRACTOR IS RESPONSIBLE FOR LIMITING CONSTRUCTION LOADS TO 20 PSF. (STRUCTURAL
DRAWINGS ARE INTENDED TO BE USED WITH DRAWINGS FROM OTHER DISCIPLINES. IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO COORDINATE THE
REQUIREMENTS OF EACH DISCIPLINE IN THE WORK AND SHOP DRAWINGS.)
SHOP DRAWINGS
SHOP DRAWINGS TO BE CHECKED AND APPROVED BY THE GENERAL CONTRACTOR PRIOR TO SUBMITTING TO THE ARCHITECT AND STRUCTURAL ENGINEER FOR REVIEW.
DESIGN LOADS
GRAVITY
ROOF DEAD LOAD =20 PSF
FLOOR DEAD LOAD =20 PSF
WALL DEAD LOAD =15 PSF
ROOF LIVE LOAD =20 PSF
FLOOR LIVE LOAD =40 PSF
STAIR LIVE LOAD =40 PSF; 300 LB CONCENTRATED LOAD
GROUND SNOW LOAD =46 PSF
ROOF SNOW LOAD =41 PSF OBSTRUCTED (8:12)
FOUNDATIONS
FOOTING BEARING PRESSURES ARE LIMITED TO 1500 PSF AS A RESULT OF NO GEOTECH REPORT. FOOTINGS AROUND THE PERIMETER OR IN UNHEATED AREAS ARE TO
BEAR A MINIMUM OF 48" BELOW FINISH GRADE UNLESS OTHERWISE SHOWN ON THE DRAWINGS. BOTTOM OF ALL FOOTINGS TO BEAR ON NATIVE, INORGANIC,
UNDISTURBED SOIL A MINIMUM OF 1'-0" BELOW EXISTING GRADE OR ON SELECT, COMPACTED, STRUCTURAL FILL. SEE SOILS REPORT FOR REQUIREMENTS. BACKFILL
UNDER SLABS ON GRADE AND SIDEWALKS IS TO CONSIST OF GRANULAR SOIL MATERIAL AND COMPACTED TO MIN. OF 95% OF ITS MAXIMUM DENSITY (ASTM D698).
CAST-IN-PLACE CONCRETE
ATTAIN A MINIMUM 28 DAY COMPRESSION STRENGTH OF 4000 PSI FOR FOOTINGS, 4000 PSI FOR SLABS, WALLS, BEAMS, AND COLUMNS, AND 3500 PSI FOR PORCHES,
CARPORT SLABS, STEPS EXPOSED TO WEATHER, AND GARAGE FLOOR SLABS. PROVIDE MAXIMUM SLUMPS AS FOLLOWS: 3" FOR SLABS AND FOOTINGS; 4" FOR WALLS,
BEAMS AND COLUMNS. CONSTRUCTION TO BE IN ACCORDANCE WITH ACI 318 "PART 2 -STANDARDS FOR TESTS AND MATERIALS" AND "PART 3 -CONSTRUCTION
REQUIREMENTS".
CONCRETE ADHESIVE SHALL BE "HILTI HIT HY-200V3" (ICC-ES NO. 4868) OR APPROVED EQUAL. INSTALL ADHESIVE ANCHORS PER MANUFACTURER'S RECOMMENDATIONS.
REINFORCEMENT
USE DEFORMED STEEL BARS CONFORMING TO ASTM A615 GRADE 60 TYPICAL EXCEPT AS FOLLOWS:
-IF #3 BARS, STIRRUPS, TIES, AND FIELD BENT DOWELS, DEFORMED STEEL BARS SHALL BE GRADE 40.
-IF WELDING STEEL BARS TO STRUCTURAL SHAPES, PLATES, ANGLES AND CHANNELS, DEFORMED STEEL BARS SHALL BE CONFORMING TO ASTM A706 GRADE 60
-WELDED WIRE FABRIC SHALL CONFORM TO ASTM A82 OR A185 AND SHALL BE PROVIDED IN FLAT SHEETS. REINFORCING IS TO BE SUPPORTED ON CHAIRS OR
CONCRETE BRICKS AND SECURELY TIED IN PLACE.
PROVIDE CLEAR COVER AS SHOWN ON PLANS OR AS FOLLOWS:
1.CONCRETE POURED DIRECTLY AGAINST SOIL (i.e. BOTTOM OF FOOTINGS): 3" COVER
2.FORMED CONCRETE IN CONTACT WITH SOIL (i.e. FOUNDATION WALLS, PIERS): 2" COVER
3.INTERIOR COLUMNS AND BEAMS: 1 1/2" COVER
4.WALLS EXPOSED TO WEATHER: 2" COVER
5.WALLS NOT EXPOSED TO WEATHER: 1 1/2" COVER
6.SLABS-ON-GRADE: 2" COVER (EXTERIOR), 1 1/2" COVER (INTERIOR)
7.ELEVATED SLAB: PER SLAB SPECIFICATIONS
REINFORCING STEEL SHALL NOT BE WELDED UNLESS PRIOR WRITTEN APPROVAL IS OBTAINED FROM THE STRUCTURAL ENGINEER. SUBMIT SHOP DRAWINGS OF
REINFORCING STEEL FOR REVIEW BY THE ARCHITECT AND STRUCTURAL ENGINEER PRIOR TO FABRICATION.
OPTION: USE "CAPROLAN-RC" CONFORMING TO ASTM C-1116 OR APPROVED EQUAL 100% VIRGIN MONOFILAMENT FIBERS, AT A RATE OF 1 POUND PER CUBIC YARD OF
CONCRETE AT SLABS ON GRADE UNLESS NOTED OTHERWISE. COORDINATE WITH E.O.R. IF THIS OPTION IS REQUESTED IN LIEU OF SPECIFIED REINFORCEMENT.
STRUCTURAL STEEL
STRUCTURAL SHAPES TO CONFORM TO ASTM A992/A572-50, FY = 50 KSI. STRUCTURAL TUBING: ASTM A500, FY = 46 KSI; STEEL PIPE: ASTM A53 OR A501, FY = 35 KSI.
MISCELLANEOUS CONNECTION PLATES, ANGLES AND CHANNELS TO CONFORM TO ASTM A36, FY = 36 KSI MINIMUM. STEEL IS TO BE FABRICATED AND ERECTED IN
ACCORDANCE WITH AISC "SPECIFICATIONS FOR DESIGN, FABRICATION, AND ERECTION OF STRUCTURAL STEEL BUILDINGS". ALL WELDING IS TO BE PERFORMED BY AWS
CERTIFIED WELDERS USING E70XX ELECTRODES. BOLTS: ASTM A325 HIGH STRENGTH BOLTS (H.S.B.). UNLESS NOTED AS ASTM A307 (M.B.); ANCHOR BOLTS (A.B.): F1154 GR
36 (OR GR. 55), EXPANSION BOLTS IN CONCRETE (E.B.): "HILTI KB-TZ2" (ICC-ES REPORT NO. 4266) OR APPROVED EQUAL. POWDER ACTUATED FASTENERS (P.A.F.) "HILTI DX
POWDER ACTUATED FASTENERS TYPE X-DN1" OR APPROVED EQUAL. INSTALL EXPANSION BOLTS, ADHESIVE ANCHORS, AND POWDER ACTUATED FASTENERS PER
MANUFACTURER'S RECOMMENDATIONS. ALL COLUMNS AND BEAMS TO BE FROM UNSPLICED LENGTHS UNLESS OTHERWISE NOTED ON THE DRAWINGS. SUBMIT SHOP
DRAWINGS SHOWING SIZES, DIMENSIONS AND REQUIRED CONNECTION DETAILS FOR REVIEW BY THE ARCHITECT AND STRUCTURAL ENGINEER PRIOR TO FABRICATION.
WOOD
1.SAWN LUMBER, PER WWPA GRADING RULES
A.BEAMS, HEADERS, STUDS, BUILT-UP COLUMNS: DOUGLAS FIR-LARCH #2 (DF-L #2), OR BETTER
B.COLUMNS (NOT BUILT-UP): DOUGLAS FIR-LARCH #1 (DF-L #1), OR BETTER
2.RLT (RECLAIMED TIMBER) HAVE BEEN SIZED ACCORDING TO THE FOLLOWING MATERIAL PROPERTIES (EQUIVALENT TO HEM-FIR #2)
A.2" TO 4" THICK MEMBERS: Fb=850 psi, Ft=525 psi, Fv=150 psi, Fc,PERP.=405 psi, Fc,PARALLEL=1300 psi, E=1300 ksi
B.BEAMS & STRINGERS: Fb=675 psi, Ft=350 psi, Fv=140 psi, Fc,PERP.=405 psi, E=1100 ksi
C.POSTS & COLUMNS: Fb=575 psi, Ft=375 psi, Fv=140 psi, Fc,PERP.=405 psi, Fc,PARALLEL=575 psi, E=1100 ksi
3.GLU-LAMS (GLUE-LAMINATED SOFTWOOD TIMBERS):
A.SIMPLE SPAN BEAMS: DF/DF 24F-V4
B.CONTINUOUS OR CANTILEVERED BEAMS: DF/DF 24F-V8
4.PSL (PARALLEL STRAND LUMBER):
A.HEADERS AND BEAMS: TRUS JOIST MACMILLAN 2.0E PARALLAM PSL, Fb=2900 psi
B.COLUMNS AND POSTS: TRUS JOIST MACMILLAN 1.8E PARALLAM PSL, Fb=2400 psi
5.LVL (LAMINATED VENEER LUMBER):
A.HEADERS AND BEAMS: TRUS JOIST MACMILLAN 2.0E MICROLAM LVL, Fb=2600 psi
6.PLYWOOD WEB JOISTS: TRUS JOIST MACMILLAN "TJI", SIZE AND SERIES AS INDICATED IN FRAMING PLANS. ALL PLYWOOD WEB JOISTS SHALL HAVE LOAD CARRYING
CAPACITY IN ACCORDANCE WITH MANUFACTURER'S PUBLISHED LOAD TABLES. INSTALL ACCORDING TO MANUFACTURER'S RECOMMENDATIONS. PRODUCTS MAY BE
SUBSTITUTED UPON REVIEW BY THE ARCHITECT AND STRUCTURAL ENGINEER. SUBMIT SHOP DRAWINGS OF LAYOUT AND REQUIRED CONNECTION DETAILS FOR REVIEW
BY THE ARCHITECT AND STRUCTURAL ENGINEER PRIOR TO FABRICATION.
7.RIM JOISTS: TRUS JOIST MACMILLAN 1.3E TIMBERSTRAND LSL, Fc,PERP.=710 psi
8.PLYWOOD SHEATHING: C-D, INT-APA WITH EXTERIOR GLUE. PLYWOOD/OSB SHEATHING: APA STRUCTURAL I, SHEATHING GRADE WITH EXTERIOR GLUE.
9.WOOD FRAMING ANCHORS AND CONNECTORS: "SIMPSON" OR APPROVED EQUAL AS INDICATED ON DRAWINGS. INSTALL PER MANUFACTURER'S RECOMMENDATIONS.
FOR NAILING NOT SHOWN ON THE DRAWINGS, USE I.B.C. NAILING SCHEDULE, TABLE NO. 2304.91.
10.DECAY PROTECTION: WHERE STRUCTURAL WOOD FRAMING ELEMENTS (NOT LIMITED TO SILL PLATES, WALL STUDS, POSTS, BEAMS, AND WALL SHEATHING) ARE NOT A
MINIMUM 6" ABOVE FINISH GRADE, PRESERVATIVE TREATED FRAMING MATERIALS AND CORRESPONDING PROTECTED FASTENERS SHALL BE USED UNLESS APPORVED
WATERPOOFING DETAIL IS USED (WATERPROOFING BY OTHER)
GENERAL CONSTRUCTION NOTES GENERAL CONSTRUCTION NOTES CONT...
PRESERVATIVE TREATED WOOD
PRESERVATIVE TREATED WOOD SHALL BE USED IN THE FOLLOWING CONDITIONS; IN CONTACT WITH CONCRETE (i.e. FOUNDATION WALLS, SLABS, ETC.), MASONRY
EXTERIOR-WET CONDITIONS (i.e. HIGH MOISTURE AND RAINFALL ENVIRONMENTS), OR IN CONTACT WITH SOIL. ALL SIMPSON HANGERS/FASTENERS SHALL BE
GALVANIZED OR STAINLESS STEEL. NOTE: FASTENER TYPE/COATING SHALL MATCH HANGER TYPE/COATING (e.g. USE G90 GALVANIZED FASTENERS WITH G90
GALVANIZED HANGERS), USE TABLE 1, 'CONNECTOR COATING RECOMMENDATION-STRUCTURAL APPLICATIONS.' BELOW TO SELECT REQUIRED COATING:
LOW = USE STANDARD PAINTED AND G90 GALVANIZED CONNECTORS, OR SIMPSON STRONG-TIE STRONG DRIVE SCREWS (SDS) WITH THE DOUBLE-BARRIER COATING,
AS A MINIMUM
MED = USE ZMAX/HDG GALVANIZED CONNECTORS AS A MINIMUM. USE HDG FASTENERS WHICH MEET THE SPECIFICATIONS OF ASTM A153 OR SIMPSON STRONG-TIE
STRONG DRIVE SCREWS (SDS) WITH DOUBLE-BARRIER COATING.
HIGH '6' = USE TYPE 303, 304, 305 OR 316 STAINLESS-STEEL CONNECTORS AND FASTENERS.
TABLE 1: CONNECTOR COATING RECOMMENDATION - STRUCTURAL APPLICATIONS
ENVIRONMENT
UNTREATED
WOOD
SBX/DOT &
ZINC BORATE MCQ
ACQ-C, ACQ-D (CARBONATE).
CA-B, CA-C & CBA-A
NO
AMMONIA
WITH
AMMONIA
HIGHER
CHEMICAL
CONTENT1
ACZA OTHER OR
UNCERTAIN
INTERIOR -DRY NOT NEEDED LOW LOW5 MED5 MED HIGH HIGH HIGH
EXTERIOR -DRY LOW N/A2 MED MED HIGH HIGH HIGH HIGH
EXTERIOR -WET MED MED3,4 MED3,4 HIGH HIGH HIGH
HIGH EXPOSURE HIGH HIGH HIGH HIGH HIGH HIGH
UNCERTAIN HIGH HIGH HIGH HIGH HIGH HIGH
N/A2
N/A2
N/A2
HIGH
HIGH
HIGH
1.WOODS WITH ACTUAL RETENTION LEVELS GREATED THAN 0.40 PCF FOR ACQ AND MCQ, 0.41 PCF FOR CBA-A, OR 0.21 PCF FOR CA-B (GROUND CONTACT LEVEL).
2.BORATE TREATED WOODS ARE NOT APPROPRIATE FOR OUTDOOR USE.
3.TEST RESULTS INDICATE THAT ZMAX/HDG AND SDS DOUBLE-BARRIER COATING WILL PERFORM ADEQUATELY, SUBJECT TO REGULAR MAINTENANCE AND PERIODIC
INSPECTION. HOWEVER, THE NATIONALLY-APPROVED TEST METHOD USED, AWPA E12-94 IS AN ACCELERATED TEST, SO DATA OVER AN EXTENDED PERIOD OF TIME IS
NOT AVAILABLE. IF UNCERTAIN, USE STAINLESS STEEL.
4.SOME TREATED WOOD MAY HAVE EXCESS SURFACE CHEMICALS MAKING IT POTENTIALLY MORE CORROSIVE. IF YOU SUSPECT THIS OR ARE UNCERTAIN, USE
STAINLESS STEEL.
5.WHERE NOTED IN THE TABLE, APPLICATIONS WHERE THE WOOD IS DRY (MOISTURE CONTENT LESS THAN 19%) WHEN INSTALLED AND WILL REMAIN DRY IN-SERVICE
MAY USE MINIMUM COATING RECOMMENDATION OF "LOW".
6.TYPE 316 STAINLESS-STEEL CONNECTORS AND FASTENERS ARE THE MINIMUM RECOMMENDATION FOR OCEAN-SALT AIR AND OTHER CHLORIDE ENVIRONMENTS.
ALL HANGERS/FASTENERS IN CONTACT WITH PRESERVATIVE TREATED WOOD BUT WITH VYCOR DECK PROTECTOR BARRIER MEMBRANE (NOTE: THIS IS CONTRACTORS
OPTION) INSTALLED BETWEEN THE CONNECTOR AND TREATED WOOD MAY USE TABLE 2. 'CONNECTOR COATING RECOMMENDATION WHEN USING A BARRIER
MEMBRANE -STRUCTURAL APPLICATIONS.' BELOW TO SELECT REQUIRED COATING.
LOW = USE STANDARD PAINTED AND G90 GALVANIZED CONNECTORS, OR SIMPSON STRONG-TIE STRONG DRIVE SCREWS (SDS) WITH THE DOUBLE-BARRIER COATING,
AS A MINIMUM
MED = USE ZMAX/HDG GALVANIZED CONNECTORS AS A MINIMUM. USE HDG FASTENERS WHICH MEET THE SPECIFICATIONS OF ASTM A153 OR SIMPSON STRONG-TIE
STRONG DRIVE SCREWS (SDS) WITH DOUBLE-BARRIER COATING.
HIGH '6' = USE TYPE 303, 304, 305 OR 316 STAINLESS-STEEL CONNECTORS AND FASTENERS.
TABLE 2: CONNECTOR COATING RECOMMENDATION WHEN USING A BARRIER
MEMBRANE - STRUCTURAL APPLICATIONS
ENVIRONMENT UNTREATED
WOOD MCQ
ACQ-C, ACQ-D (CARBONATE).
CA-B, CA-C & CBA-A
NO
AMMONIA
WITH
AMMONIA
HIGHER
CHEMICAL
CONTENT1
ACZA OTHER OR
UNCERTAIN
INTERIOR -DRY NOT NEEDED LOW LOW HIGH HIGH HIGH HIGH
EXTERIOR -DRY N/A2 HIGH HIGH HIGH HIGH
EXTERIOR -WET HIGH HIGH HIGH
HIGH EXPOSURE HIGH HIGH HIGH HIGH
UNCERTAIN HIGH HIGH HIGH HIGH
N/A2
N/A2
N/A2
HIGH
HIGH
HIGH
MED2,4
MED2,4
HIGH
HIGH
MED2,4
MED2,4
1.WOODS WITH ACTUAL RETENTION LEVELS GREATER THAN 0.40 PCF FOR ACQ AND MCQ, 0.41 PCF FOR CBA-A, OR 0.21 PCF FOR CA-B (GROUND CONTACT LEVEL).
2.BORATE TREATED WOODS ARE NOT APPROPRIATE FOR OUT DOOR USE.
3.TEST RESULTS INDACTE THAT ZMAX/HDG AND SDS DOUBLE-BARRIER COATING WILL PERFORM ADEQUATELY, SUBJECT TO REGULAR MAINTENANCE AND PERIODIC
INSPECTION. HOWEVER, THE NATIONALLY-APPROVED TEST METHOD USED, AWPA E12-94IS AN ACCELERATED TEST, SO DATA OVER AN EXTENDED PERIOD OF TIME IS
NOT AVAILABLE. IF UNCERTAIN, USE STAINLESS STEEL.
4.SOME TREATED WOOD MAY HAVE EXCESS SURFACE CHEMICALS MAKING IT POTENTIALLY MORE CORROSIVE. IF YOU SUSPECT THIS OR ARE UNCERTAIN, USE
STAINLESS STEEL.
5.ZINC BORATE IS A PERSERVATIVE TREATMENT FOR WOOD COMPOSITES.
6.SBX/DOT SODIUM BORATE AND ZINC BORATE ARE LESS CORROSIVE THAN CCA-C. THERE USING G90 GALVANIZED CONNECTORS WITHOUT A BARRIER IS
APPROPRIATE.
7.TYPE 316 STAINLESS-STEEL CONNECTORS ARE THE MINIMUM RECOMMENDATION FOR OCEAN-SALT AIR AND OTHER CHLORIDE ENVIRONMENTS.
IF THE PRESERVATIVE USED TO TREAT THE WOOD IS NOT LISTED IN THE TABLE ABOVE, CONTRACTOR SHALL USE STAINLESS STEEL HANGERS/FASTENERS OR SUBMIT
SPECIFICATIONS TO ARCHITECT/ENGINEER FOR FURTHER REVIEW.
LATERAL
BASIC WIND SPEED (3 SECOND GUST)=120 MPH (ULT)
EXPOSURE CATEGORY = C
SEISMIC LOADING (E.L.F. PROCEDURE)
SEISMIC DESIGN CATEGORY, SDC = D
IMPORTANCE FACTOR, I = 1.0
SITE CLASS = D
MAPPED SPECTRAL RESPONSE ACCEL., S1 = 0.18g
DESIGN SPECTRAL RESPONSE ACCEL., SD1 = 0.48g;SDS = 0.66g
RESPONSE MODIFICATION FACTOR, R = 6.5 (TYPE A.15)
BACKFILL
1.DO NOT COMPLETE BACKFILL AGAINST FOUNDATIONS UNTIL FLOOR FRAMING IS IN PLACE
2.DO NOT BACKFILL AGAINST FOUNDATIONS UNTIL MOISTURE BARRIER HAS BEEN APPLIED AND INSPECTED
3.DO NOT BACKFILL AGAINST FOUNDATIONS UNTIL CONCRETE HAS CURED FOR 28 DAYS WITHOUT PRIOR APPROVAL FROM E.O.R.
4.ALL BACKFILL SHALL BE FREE FROM DEBRIS AND SHALL NOT DAMAGE THE MOISTURE BARRIER
5.BACKFILL SHALL NOT CONTAIN ROCKS OR DEBRIS LARGER THAN 2" IN DIAMETER
6.ALL SITE FILL AND BACKFILL SHALL BE PLACED IN 8" LIFTS AND COMPACTED TO 90% OF MAXIMUM DENSITY AFTER EACH LAYER
INSPECTIONS (I.R.C.)
INSPECTIONS SHALL BE PERFORMED BY AN APPROVED ENTITY RETAINED BY THE OWNER AND SHALL BE PERFORMED AS REQUIRED BY I.R.C. SECTION R109 OR AS
OTHERWISE DICTATED BY THE BUILDING OFFICIAL DURING CONSTRUCTION OF THE FOLLOWING TYPES OF WORK:
1.FOUNDATION INSPECTION:
A.INSPECTION OF THE FOUNDATION SHALL BE MADE AFTER POLES OR PIERS ARE SET OR TRENCHES OR BASEMENT AREAS ARE EXCAVATED AND ANY REQUIRED
FORMS ERECTED AND ANY REQUIRED REINFORCING STEEL IS IN PLACE AND SUPPORTED PRIOR TO THE PLACING OF CONCRETE. THE FOUNDATION INSPECTION
SHALL INCLUDE EXCAVATIONS FOR THICKENED SLABS INTENDED FOR THE SUPPORT OF BEARING WALLS, PARTITIONS, STRUCTURAL SUPPORTS, OR EQUIPMENT
AND SPECIAL REQUIREMENTS FOR WOOD FOUNDATIONS.
2.FRAMING AND MASONRY INSPECTION:
A.INSPECTION OF FRAMING AND MASONRY CONSTRUCTION SHALL BE MADE AFTER THE ROOF, MASONRY, FRAMING, FIRESTOPPING, DRAFTSTOPPING AND BRACING
ARE IN PLACE AND AFTER THE PLUMBING, MECHANICAL AND ELECTRICAL ROUGH INSPECTIONS ARE APPROVED.
3.FINAL INSPECTION:
A.FINAL INSPECTION SHALL BE MADE AFTER THE PERMITTED WORK IS COMPLETE AND PRIOR TO OCCUPANCY.
ISSUE DATE:910 Brooks Street, Suite 203Missoula, MT 59801406.542.2849www.aeg.designPROJECT NO:2/7/2024 3:40:55 PMIssue Date
S0.1
GENERAL NOTES305 SOUTH 5th STREETBOZEMAN, MT. 59715NEW GARAGE / ADUPERMIT SET23-040
SHEET INDEX
REV # SHEET NO.TITLE
S0.1 GENERAL NOTES
S0.2 MEMBER SCHEDULES
S0.3 TYP. DETAILS
S0.4 TYP. DETAILS
S0.5 FRAMING SCHEDULES
S2.0 STRUCTURAL PLAN
S4.0 STRUCTURAL SECTIONS
S4.1 STRUCTURAL SECTIONS
REVISIONS
DATE DESCRIPTION