HomeMy WebLinkAboutPLANS.''1-30 BAn INSULA nON
iiNTER!OR FINISH
GYP. 80
PLYWOOD-
REF . STRUCTURAL
SEALANT 0\o'ER BACKER ROO
OVEH E><PANSION MATERIAL
CONCRETE I~ERIOR SLAB·
REF: STRUCTUIW.
COMPACTED FI LL APPROVED
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SHEATl-ltiG-REF. SffiUCTURAL
ENGINEERED TRUSSES
6086'-10"
METAL D"I IP
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SHEATHING -REf. STRUCTURAL
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OVER TOP AND OUTSIDE FACE OF FOOTING
CONCRETE FOOTI NG-
REF: STRUCTURAL
3 WALL SECTION
A-40 1 11 12" = 1'-0"
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10-23-09 REVISION SET
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SCALE: VARIES
A-401
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SPLICE AS REQ'D . l
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(2) STUDS AT EXT ERIOR (1) 2 x TRI MM ER INT .
STUD WALLS UNLESS NOTED OTHERW IS;D:_
PER PLAN 1
TYPICAL HEADER FRAMING ./
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FOUNDATI ON PLAN
SCAL E = 1/4" -1'-0"
NOT[-
1. THE CONTRACTOR SHALL VERIFY ALL
DIMENSION S, ELEVATIONS , AND
SI TE CONDITIONS BEFORE STARTING
WORK AND N OTIF Y 1HE ARCHITECT
AND ENGINEER IMMEDIATELY
OF ANY DISCREPANCIES .
DO NOT SCALE DRAW1NGS.
3. IF FOOTINGS ARE NOT BEARING
ON UNDISllURBED NAllURAL SO IL,
BEARING CAPACITY SHALL BE
VERIFIED BY SOILS ENGINEER WI1H
A COMPACTION TEST.
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GEN ERAL NOTES AND DET AIL 1/51.1
FILE 2B 00-39/2B00 3 9FDNS1.1 SCAlE = 48
713 CO OPER AVE
S UITE 200
GLE NW OOD SPRINGS , CO 81601
970-945-1006
970-9 4 5 -2966 FAX
ENGINEER R .A.O.
DRAWN BY S.A.
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3 SOUTH ELEVA TION
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$ T.O. RIDGE
$ T.O. PLY.
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6076'-0'
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DORMER
1 NORTH ELEVATION
$ T.O . RIDGE
6100'-11318"
$ T.O , PLY .
6086'-10"
$ T.O. CON G.
6076'-o"
$ T.O. RIDGE
61 00'-11 3/B"
$ T.O. PLY.
6086' 10'
$ T.O. CON G.
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EXTERIOR
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S CALE : 1/4" = 1'-0"
A-201
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~ PRE-FAB WOOD TRUSSES ~
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VEN TE ATTIC
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BUILDING SECTION
A-301 114 '" 1'-{)'
FIN ISH GRADE
COMPACTED CLAY
FINISH GRADE
COMPACTED CLAY
R-19
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R-19
PRE-FAB WOOD TRUSSES
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PRE-FAB WOOD TRUSSES
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BUILDING SECTION
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36 ' ABOVE NOSING 4' MAX.
OPENING
' '
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t 1 101 I
BUILDING SECTION
R-19
CONCRETE SLAB P.PRON
COMPACTED BACK FILL
COMPACTED CLAY
$ T.O. RIDGE
6100'-11 3/8'
$ T.O . PLY .
$ T.O. RIDGE
6100'-11 318ft
$TO PLY.
$ T.O.CONC .
6076 '-0'
ISSUE :
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BUILDING
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SCALE: 1/4" = 1'-0"
A-301
R-30 BA TT INSULATION
ii NTERIOR FINISH
GYP. SO.
PLW.OOO ·
REF STRUCTURAL
INTERIORF IN ISH ;~~~;;z;:~-------Jl~::::::=~ Ml' GYP. BD .
L-m'x'e-~
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CONCRETE INTERIOR SLAB -
REF: SffiUCTURAL
2' RJ GID INSULATION
R-15
GRAVEL
CO MPACTED FILl APPROVE D
BY GE OTECI-I ENGINEER 'T -Ill ,
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SHEATHING-REF. STRUCTURAL
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$ T.O.PL Y.
6086 '-10'
METAL DRIP
2x6 WOOD FASCIA
b WOIXl SOFF IT
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R-19 BATT INSULATION
SHEATHING -REF. STRLICTlJRAL
15.11 BIJILDING PAPER
SnJCCO FINISH ING
P.T. Sll PLATE
Sill GASKET
At«:HOR BOLT · REF. STR UC TURAL
METAL FLASH ING
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FINISH GRADE
Cet.!PACTED CLAY
PIFT
WALL SECTION
11 12' = 1'·0'
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DOUBLE HANG
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GARAGE WINDOW SCHEDULE
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03-16-09
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TYP.
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PER ARCH'L
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Wj IUT HNGR.
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f (3) 2 X 10 TYP .
l_ BEARING, UPRIGHT NOT
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STUD WALLS (2) 2 x TRIMMER EXT.
(2) STUDS AT EXTERIOR (1) 2 x TRIMMER INT.
STUD WALLS UNLESS NOTED OTHERWISE
SCAB 2 x 4 EACH --+1
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STAGGER
PER PLAN
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POST PER PLAN
SOLID PACK-OUT
WIDTH OF COLUMN
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MUL TlPLE MICRO-LAM (ML)
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OF ANY DISCREPANCIES.
DO NOT SCALE ORA'MNGS.
3. IF FOOTINGS ARE NOT BEARING
ON UNDISlURBEO NAlURAL SOIL,
BEARING CAPACITY SHALL BE
VERIFIED BY SOILS ENGINEER WITH
A COMPACTION TEST.
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UaPTIONS .I INSPECTIONS
GARFIELD COUNTY
B~EPAR'fMENr
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NO INSP.ECTION WITHOUT
'I1IE8E PLANS ON SrTE
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NOTE:
1. FOR HEADER SIZES NOT SHOWN SEE
GENERAL NOTES AND DETAIL 1/S1.1
UPPER LEVEL FRAMING PLAN
SCALE -1/4" -1' 0"
FILE 2800-39/280039FDNSI.1 SCAlE -48
713 COOPER AVE
SUITE 200
GLENlrOOD SPRINGS, CO 81601
970-945-1008
970 -945 -2968 FAX
ENGINEER R .A.O.
DRAWN BY S.A.
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AND ROOF
SC'AIJ!; 114" • HI'
81.1
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A Parcel of Land Si tuated in Lot 21 being in the NWl/4 of the SEl/4 of Section 28, Township 7 South, Range 88 West of the Sixth Principal Meridian
Garfield County, Colorado
APPROX IMATE EDGE OF ROARING FORK RIVER
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VICINITY MAP
SCALE: 1 " = 2000'
I h0f8by certify that lhis site plan""' prepared loo-Stelan Dag lvr buildi"!! pem8t application only,
tiNat it is not an improvetlleM location certificate, land survey plat or improvellletll survey plat, and
that a Is not to be relied upon for the estoblishment of fence, buildi .. ,"' other future lmpiONIIenl
lines.
APPROVED
SUBJECT TO NOTED
EXCEP110NS &: INSPECTIONS
GARFIELD COUNTY
B~INkfEPARTMENT
DUe ~s; By ¥-fl? '
FIELDCOPY '
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TJIE8E PLANS ON SITE , 1-1-t-+-+-+-+-+-t--
pa«e of ~
Michael Ga•bo, P.E-& P.LS. 28036
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NAIL PER NAI LI NG
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@ 16" o .c .
(3) 16d TO HEADER~
FIRE BLK'G PER~ '..J~::f=------'-L------'-"------j
BUILDING CODE 1-~
L HEADER PER PLAN OR
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(3) 2 x 6 INlERIOR NON _ '-_ '-l_ ~~:~NG, UPRIGHT NOT
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STUD WALLS (2) 2 x TRIMMER EXT.
(2) STUDS AT EXlER l OR (1 ) 2 x TRIMME R IN T.
STUD WA LL S UNLESS NOTED OTHER~S;~
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UPPER LEVEL FRAMING PLAN
SCALE - 1/4 " - 1' 0"
FILE 2800 -39/280039FDNSL1 SCALE = 4B
713 COOPER AVE
SUITE 200
GLENWOOD SPRINGS, CO 81601
970-945-1006
970-945-2966 FAX
ENGINEER R.A.O .
DRAWN BY S.A.
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SCALE V4" = f-ir
81.1
HEADER PER P L AN --1
ENGINEERED TRUSS ---'
BY OlHERS W/ SIMPSON
H3 CLIP AT EA END
LSL SOLID BLK'G.
T.N. W/Bd @ 6"o.c .
Od EACH S IDE TYP .
~-pLyW.
FLOOR JOIST
PER PLAN
LSL RIM JOIST --,
CONT. W/10d TOP
AND BOT EACH JOIST
& T.N. @ 6" o.c.
LSL SOLID BLK'G .
T .N. W/Bd @ 6" o.c.
10d EACH SIDE TYP.
..
ROOf PLYWOOD SHEAJHING
PLyWOOD OR OSB SHEATHING SHALL BE APA GRADE-TRADEMARKED
C-D, EXPOSURE 1.
ROOF DIAPHRAGMS SHALL BE 5 /8", APA RATED SHEATHING,
40/20 PLACED ~TH 8'-0" DIMENSION PERPENDICULAR TO THE JOIST.
RAFTER DR TRUSS SPAN. END JO INTS SHALL BE STAGGERED. ATTACH
PL YWOOO AT EDGES ~TH Bd NAILS AT 6" o .c. AND AT INTERMEDIATE
SUPPORTS ~TH 8d NAILS AT 12" o.c.
EXJERIOR WAll PI YWOQI) SHEAJHING
PL yWQOO DR OSB SHEA THING SHALL BE APA GRADE-TRADEMARKED
C-0, EXPOSURE 1.
SHEATH ALL EXTERIOR WALLS ~TH 1/2", APA RATED
PL yWQOO SHEATHING, 20/0 ~TH 8 '-0" DIMENSION VERTICAL
BLOCK ALL ED GES. END JOINTS SHALL BE STAGGERED .
STIJOS SHALL BE 16" o.c. ATTACH PLyWOOD ~TH Bd NAILS
AT 6" o.c. AND AT INTERMEDIATE SUP PORTS ~TH 8d AT 1 2" o.c .
FLOOR PLYWOOD SHEAJHING
PLYWOOD OR OSB SHEATHING SHALL BE APA GRADE-TRADEMARKED
C-D, EXP OSURE 1.
FLOOR DIAPHRAGMS SHALL BE 3/4", APA RATED STIJRD I-FLOOR,
24" o.c. PLACED ~TH 8'-0" DI~ENSI ON PE RPE NDICULAR TO THE JOIST SPAN.
END JOINTS SHALL BE STAGGERED. ATTACH PL YWOOO ~TH APA GLUE AND AT
EDGES NAIL ~TH 8d NAILS AT 6" o.c. AND AT I NTER~ED I A TE SUPPORTS ~TH
Bd NAILS AT 10" o.c. SHEATHING SHALL BE T & G.
MATCH SIZE &
SPACING OF HORIZ.
LAP
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WALL REINF.
. • ' . 4 • •
• • " • • .. •
... & • _-<'1 ' • • • •
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• • LAP • •
SINGLE CORNER
BARS MAYBE
USED IN WALLS
LIESS lHAN
5 '-o" IN
HEIGHT.
•• 1~. +--HORIZONTAL-----+--H. •"
0 . WALL REIN F .
(SEE WALL .. SECllONS)
BAR SIZE LAP J. CONCREllE)
#3 lHRU #6 36 BAR 10' (18" MIN .)
I #7 lHRU #9 40 BAR "' #10 lHRU #11 54 BAR "'
.
LAP (MASONRY)
40 BAR li'
48 BAR li'
TYPICAL CORNEA AND INlERSECTION REINFORCEMENT CD
4 d 2 1/2" MIN.)
D=BEND DIAMEllER
HOOKS & BENDS
~1
BARS SHALL BE 6
IN CONTACT &
WIRED TOGElHER
LAP SPLICE
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TYPE A
135' SllRRUP
TYPE A ~ & llE HOOK
HOOK e J
GRAPE BEAM SDRRUP
REINFORCING STffl
1. REBARS: OEFORIAEO STEEL, ASTM SPEC. A615
GRADE 60. ALL REBAR BENDS TO BE MADE COLD.
2. CONCRETE PRO TEC TION:
SLAB S AND WALLS NO T EXPOSED TO EARTH OR WEATH ER •...•.. 1"
CONCRETE DEPOS ITED AGAINS T EARTH IMTHOUT FORMS •...•.. 3"
3 . CONCRETE EXPOSED TO WEATHER AFTER FORMING:
/16 REBAR AND LARGER .•••••• 2" CLEAR
1/5 REBAR AND SMALLER .•••••• 1 1/2" CLEAR
4. REINFORCING IN CONCRETE PLACED AGAINST EARTH \MTHOUT FOR~S
IS TO BE SUPPORTED \MTH APPROVED NON-METAWC CHAIRS , OR
ANOTHER METHOD APPROVED BY THE ENGINEER.
5. PLACE 2-1/5 2" FROM All SIDES OF OPEN ING (8 BARS TOTAL)
~TH 2' -o· PROJECTION ON EACH END OF ALL Wl\ll OPENINGS .
6 . BAR LAP : CONCRETE: 40 DIA. U.N.O. MASONRY: 45 DIA. U.N.O.
OR 24" MINIMUM WHICHEVER IS GREATER. STAGGER SPLICES
STRUCTURAL SIEEI
1. 1\lOE FLANGE SHAPES:
2.
PER ASTM SPEC. A992, Fy = 50 ksi
OTHER ROLLED SHI\PES AND PLATES :
PER A STM SPE C. A36, F y = 36 ksi
PIPES:
PER ASTM SPEC. A501, F y = 36 ksi
STRUCTIJRAL TIJBING:
PER ASTM SPEC. A500, GRADE B, Fy = 46 ksi
1\NCHOR BOLTS:
PER ASTM SPEC . A307
BOLTS WOOD CONNECTIONS:
PER ASTM A307
BOLTS AT STEE L CONN ECTIONS:
PER ASTM A325
BOLT HOLES 1/16" GREATER THAN BOLT SIZE EXCEPT FOR
ANCHOR BOLT WHICH ARE 3/16" GREATER THAN BOLT
SIZE. U.N.O.
WELDING PER STANDARDS OF AMERICAN WELDING SOCIETY.
ELECTRODES A WS A 5 .1 E -70 SERIES. SHOP AND FI ELD WELDING SHALL
BE PERFORMED BY PRDPER L Y CERTIFIED WELDERS .
3.
4 •
PI\INT All STRUCTIJRAL STEEL 'MTH ONE SHOP COAT PRIMER OVER
CLEAN METAL.
COPES, BLOCK AND CUTS:
All RE-ENTRANT CORNERS SHALL BE SHAPED NO TCH -FR EE
TO A RADIUS OF AT LE AST 1/2".
5. FI\BR ICATION AND ERECTION :
PER AISC MANUAL OF STEEL CONSTRUCTION.
DETAILING:
PER AISC STRU CTIJRAL DETAILING .
6. SUBMIT SHOP DRA~NGS TO ARCHITECT FOR RE\IEW BY ENGINEER
PRIOR TO FABRICATION . THE SHOP DRA~NGS DO NOT REPLACE
THE ORIGINAL CONTRACT ORA~NGS. IT IS THE CONTRACTORS
RESPONSIBILITY TO MAKE SURE I TEMS ARE CONSTRUCTED TO
ORIGINI\L DRA\MNGS .
7 . All WELDERS SHALL HAVE E111D ENCE OF PASSING THE AMERICAN WELDING
SOCEITY STANDARD QUAUFlCAllONS TES T AS DETA ILED IN AWS 01.1 .
STRUCTURAL WOOD
1. All WOOD MEIABERS SHALL BE DOUGLAS -FIR , 19% ~AX MOISTIJRE CONTENT.
MARKED BY A RECOGNIZED GRAD ING AGENCY
2 . WOOD GRADES (UNLESS NOTED OTHER\MSE):
(A). FOR HOR IZONTAL ~EIABERS: JOIST AND RAFTERS
BEAMS AND STRINGERS
LEDGERS
GRADE #2
GRADE #1
GRADE #1
(B). FOR VER TI CAL MEMBERS: 2 x 4 STIJD S ••... CONSTRUCTION GRADE
2 x 6 AND LARGER STUDS .•.•. GRADE #2
POSTS AND m.48ERS ..... GRI\DE lf1
2 x 4 AND 2 x 6 STUDS SHALL BE FINGER JOINTIED FOR VERTICAL
USE ON LY.
(C). FOR LOG BEAMS AND POSTS : F• = 900 PSI F v = 125 PSI
SPRUCE f2 E = 1.0 x 105 PSI
3 . CUTTTING, NOTCHING OR DRIWNG OF BEAMS OR JOISTS TO BE PERMITTED
ONLY AS DETAILED OR APPROVED BY THE ENGINEER.
4. UNLES S OTHER\M SE SPECIFIED, All NAILING SHALL CON FORM TO THE
LA TEST EDITION OF THE I .B .C .
5. All NAILS SHALL BE STANDARD COMMON NAILS .
6 . All BOLTS FOR WOOD CONNECTIONS SHALL BE A307, GRADE A.
7. All SILLS OR PLATES RESTING ON CONCRETE OR MASONRY SHALL BE
PRESSURE TREATED DOUG-FIR. BOLTS SHALL BE PLACED 9" FROM END
1. DESIGN DATA :
ROOF LOAD SNOW
MAIN FLOOR
UPPER FLOOR
GENERAL NOTES
LL. = 40 PSF
L.L. = 40 PSF
L.L. = 125 PSF
\MND LOAD 90 MPH (0 30 HEIGHT)
D.L. = 20 PSF
D.L. = 12 PSF
D.L. = 12 PSF
EXPOSURE B
2. THE FOLLO~NG CODES AND EDITIONS WH ERE USED
INTERNATIONAL RESIDENTIAL CODE 2003
ACI BUILD ING CODE (ACI 3 18 -02)
AISC MANUAL OF STEEL CONSTRUCTION (9TH EDITION )
NATI ONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION (NO S 2001)
AITC TIMBER CONSTRUCTION MANUAL (5th EDITION)
SEAC SNOW LOAD PUBLICATION
3 . ANY CHANGES MADE TO ANY ONE OF THESE DRA\MNGS \MTH OUT CON SENT
OF ODOO ENGINEERING, INC. RELIEVES ODOO ENGINEERING. INC. OF ANY
LIABILITY OF THE CONSTRUCTION DOCUMENTS.
4 . THE CONTRACTOR SHALL BE RESPONSIBLE FOR All MEANS AND
METHODS OF CONSTRUCTION INCLUDING, BUT NOT LIIAITED TO.
SHOR ING, BRACING, AND TEMPORARY EXCAVATI ON.
5 . TH E CONTRACTOR SHALL VERIFY All DIIAENSIONS, ELEVATIONS AND
SITES CONDITIONS BEFORE STARTING WORK AND NOTIFY THE ARCHITECT
AND ENGINEER 1M MEDIATELY OF ANY DISCREPANCIES .
DO NOT SCALE ORA~NGS .
6 . All O~ISSIONS AND CONFUCTS BETWEEN THE VARIOUS ELEMENTS OF
THE WORKING DRAI\lNGS AND/OR SPEC IFICATIONS SHALL BE BROUGHT
TO THE ATTENTION OF THE ARCH ITECT AND ENGINEER BEFORE
PROCEEDING \MTH WORK SO INVOLVED .
7. RESOLVE ANY CONFUCTS ON THE DRA\MNGS ~TH THE ARCH ITECT AND
ENG INEER BEFORE PROCEEDING \MTH CONSTRUCTION.
8 . COOROINA TE All OPENINGS THROUGH FLOORS. WALLS AND ROOF \MTH
THE APPROPRIATE TRADES. NOTIFY ENGINEER IF ANY OPENINGS ARE
TO BE CUT IN STRUCTIJRAL COMPONENTS.
9. PR0111DE ASPHALTIC MASTIC-COATING ON All STEEL AND WOOD EXPOSED
TO THE EARTH •
1 0. PR0111DE A36 All THREAD RODS FOR EPOXY ANCHORS.
INJECTI ON ADHESIVE SHALL BE HIT RE 500 AS FURN ISHED BY
HILTI INC. OR APPROVED EQUAL
fOUNDATION AND EARJHWQRK
1. FOUNDATION DESIGN IS BASED ON :
ASSU~ED ALLOWABLE BEARING PRESSURE = 2000 psi
ASSU~ED ACTIVE LATERAL EARTH PRESSURE = 45 pel
THE ABOVE ALLOWABLES ASSUME THE FOOTINGS \Mll BEAR ON
UNDISTIJRBED NATIJRAL SOIL WHICH IS NON-EXPANSIVE AND NOT PRONE
TO EXCESSIVE CONDITION . SPEC IFIC SOIL PROPERTIES SHALL BE
VERIFIED BY THE SOILS ENGINEER UPON EXCAVATION AND PRIOR
TO FOUNDA TI ON PLACEMENT.
2. CONTRACTOR TO PROV1DE, AT HIS EXPENSE, FIELD DENSITY TEST ON
COMPACTED FILL UNDER FOOTINGS AND INTERIOR SLABS-ON-GRADE.
A MINIMUM OF 1 REPRESENTATIVE TESTS SHALL BE TAKEN FOR EACH
FOOTING AND SLAB-ON-GRADE.
3. NOTIFY SO ILS ENGINEER WH EN EXCAVATION IS COIAPACTED SO THAT
CONDITIONS MAY BE INSP ECTED PRIOR TO PLACEMENT OF ANY FILL
OR CONCR ETE
4. All INTERIOR NON-BEARING, NON -SHEAIR WALLS SHALL HAVE
RAMSET/REDHEAD POWDER ACTIJATED FASTENERS 1500, 1600 OR 1900
SERIES AT 24" o.c., 1" MIN IMUM PENETRATION. OR APPROVED EQUAL.
5. FINISHED EXCAVATION FOR FOUNDATION SHALL BE NEAT AND TRUE TO
LINE \MTH All LOOSE MATERIAL AND STANDING WATER REMOVED FROM
EXCAVATIONS.
6 . THE GROUND SURFACE SURROUNDING THE EXTIER IOR OF THE BUILDING
SHOULD BE SLOPED TO DRAIN AWAY FROM THE FOUNDATION IN All
DIR ECTIONS. IT IS RECOMMENDED THAT A IAINIMUM SLOP E OF 12
INCHES IN THE FIRST 10 FEE T IN UNPAVED AREAS, AND A MINIMUU
SLOPE OF 3 INCHES IN TH E FIRST 10 FEET IN PAVED AREAS BE
PROV1DED .
SLAB ON GRAPE
1. SLAB-ON-GRADE SELECTED BY THE OWNER AT THE GROUND LEVEL HAS
SOME RISK OF MOVE~ENT. THE SLAB OPTION CHOSEN AS PR0\11DING
SUITABLE PERFORMANCE AT A REASONABLE COST REQUIRES SUBGRADE
PREPARATION OR OVER EXCAVATION AND PLACE~ENT OF STRUCTIJRAL FILL
REFER TO SOI LS REPORT FOR SPECIFIC REQUIREIAENTS.
713 COOPER AVE
SUITE 200
GlENWOOD SPRINGS, CO 81801
970-945-1006
970-945-2966 FAX
ENGINEER R.A.O.
DRAlfN BY S.A.
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ENGINEERED TRUSS
B Y OTHERS W/ SIMPSON
H3 CLIP AT EA END
lr LSL SOLID BU<'G.
T .N . W/8d @ 6"o.c .
r1Dd EACH SIDE TYP. I PlyW.
r FlOOR JOIST
/ PER PLAN
HEADER PER PLAN --lr~~~~
2 x 6 STUDS @ ---1
16" o .c. W/
GYPBOARD EA SIDE
2 x 6 Sill P LATE
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ACCUATED NAILS
@ 24" o.c.
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BY GEOTECH
SEE PLAN ENGINEER
v v
DRIVE WAY------,
BY OTHERS
LSL RI M JOIST--,
CONT. W/10d TOP
AND BOT EACH JOIST
& T.N. 0 6" o.c.
\
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LSL SOLID B LK'G: ~
T.N . W/8d @ 6"o.c. ~
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HEADER PER P lAN -~·~IV~~~
1/2" PlyW O O D ---+~1
OR OSB
2 x 6 STUDS @ ---1
16" o.c.
2 x 6 S ILL PLATE
W/1/2"11 A .B.
@ 48" o.c.
BONDBREAKER
CONOIDON AT GARAGE POOR
1 ~ ..
ROOF PLYWOOD SHEAJHING
PLYWOOD OR OS8 SHEATHING SHALL BE APA GRADE -TRADEMARKED
C-D, EXPOSURE 1.
ROOF DIAPHRAGMS SHALL BE 5/8", APA RATED SHEATHING,
40/20 PLACED WITH 8'-o" DIMENSION PERPENDICULAR TO THE JOIST,
RAFTER OR TRUSS SPAN. END JOINTS SHALL BE STAGGERED. ATTACH
PLYWOOD AT EDGES WITH 8d NAILS AT 6" o.c. AND AT INTERMEDIATE
SUPPORTS WITH Bd NAILS AT 12" o.c.
EXJERIOR WAll PLYWOOD SHEAJHING
PLYWOOD OR OSB SHEATHING SHALL BE APA GRADE-TRADEMARKED
C-0, EXPOSURE 1.
SHEATH All EXTERIOR WALLS WITH 1/2", APA RATED
PLYWOOD SHEATHING, 20/0 WITH B'-0" DIMENSION VERTICAL
BLOCK All EDGES. END JOINTS SHALL BE STAGGERED .
STIJDS SHALL BE 16" o.c. ATTACH PLYWOOD WITH Bd NAILS
AT 6" o.c. AND AT INTERMEDIATE SUPPORTS WITH Bd AT 12" o.c.
FLOOR PLYWOOD SHEAJHING
PLYWOOD OR OSB SHEATHING SHALL BE AJPA GRADE-TRADEMARKED
C-0, EXPOSURE 1.
FLOOR DIAPHRAGMS SHALL BE 3/4", APA RATED STIJRDI-FLOOR,
24" o.c. PLACED WITH B'-0" DIMENSION PERPENDICULAR TO THE JOIST SPAN.
END JOINTS SHALL BE STAGGERED. ATTACH PLYWOOD WITH APA GLUE AN D AT
EDGES NAIL WITH 6d NAILS AT 6" o.c. AND AT INTERMEDIATE SUPPORTS WITH
8d NAILS AT 10" o.c. SHEATHING SHALL BE T &: G.
lAP
•
MATCH SIZE &
SPACING OF HORIZ.
WALl REINF.
. . 4 . .. ~
·'4 . • "'
• • • .,. .:1 ..
..
. . . . . .. • . ..
• LAP
SINGlE CORNER -+1
BARS MAYBE
?" C:l R .-TYP.
@ CORNER· BAR
USEO IN WAllS
LESS THAN
5'-0" IN
HEIGHT.
.HI+--HORIZONTAL------t+-1. •,
WAll REINF.
(SEE WALL
SECllONS) f ..
BAR SIZE LAP (CONCRETE) LAP (MASONRY)
#3 THRU f16 36 BAR II (18" lAIN .) 40 BAR II
#7 THRU f/9 40 BAR II 48 BAR II
#10 THRU #11 54 BAR II
I T ~AI
1\
4 d 2 1/2" MIN.)
.... ~
D/2 . .
D~BENO DIAMETER
HOOKS & BENDS
s e schedu e
15" lAIN.
~1
BARS SHAll BE 6
IN CONTACT &
WIRED TOGETHER
LAP S!'UCE
BAR LAP SCHEDUlE
BAR SIZE DIA.-CONC.
#3 THRU fl6 4() BAR ~
#7 THRU /19 4D BAR ~
#10 THRU #11 54 BAR ~
D/
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1
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L'-
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135· SllRRUP
TYPE A ~ & llE HOOK
HOOK e J
GRADE BEAM SDRRUp
BEND
BAR SIZE
#3 THRU #5
fl6 THRU #8
#9 THRU #11
:r< SCHFrllll
BEND rliAI 'I~"'
D ~ 4d
D ~ 6d
D = Bd
TYPICAL REINFORCEMENT DETAILS
"ZIP -SffiiP"l
v
,--REINFORCING
PER PlAN
~ ...,
ZIP SJRIP CONfflOL JOINT
1. SLABS SHALL BE CAST IN
STRIPS 15'-0" WIDE UAXIMUM
WITH CONSTRUCTION JOINTS OR
CONTROL JOINTS AT A SPAONG
EQUAL TO THE STRIP v.1DTH .
2. SA'M:UT CONTROL JOINTS MAY BE
USED IN BOTH DIRECTIONS
SPACED AT 15--0"' MAX_ (ZIP-
STRIP JOINTS f.lAY BE USED
IN ONLY ONE DIRECTION .)
3. I ~ ·-~ ~ ~ l<l (2) #5 TOP & .-REINFORCING
PER PlAN
SAWCUT JOINTS SHALL BE UADE
SAME DAY AS POUR AND AS
EARLY AS POSSIBLE PRIOR TO
DRYING SHRINKAGE. THE JOINT
SHALL BE FLUSHED Vr'llH WATER
OR AIR PRESSURE IUM EDIATELY
AFTER SAWING.
.... . ) r-----~~--------~~~ ID I)
i:i~ ~~ I <
~ ..., 4 . FlNISHING OF CONCRETE SLAB SHALL
BE DONE AFTER SURF ACE BLEED
WATER HAS EVAPORATED.
6" CONC WALL w ' r-DOWEt·. <:S <
115 @ 1 6 " o.c.: YE~T. ~ TO MATCH <'
(1) 1/5 MID HEIGH T VERT STL.
HORIZ. 24" lop
)
I~
b (2) #5 CONT. a:; +--~+---=-=----.,.... 0+--J !-----~:----l (~ v
~ "' ~ ~ 18" .::30
5.
6 .
SAW CUT CONffiOL JOINT
f.lOtSTEN SUB-GRADE PRIOR TO
PLACING CONCRETE .
APPLY MEMBRANCE CURING CatAPOUND
TO CONCRETE lloi!.IEDIA TEL Y AFTER
CONCRETE FINISHING OPERATION.
TYPICAL SLAB CONTROL JOINTS
REINFORCING SJFE!
1. REBARS: DEFORMED STEEL, ASTM SPEC. A615
GRADE 60. All REBAR BENDS TO BE f.IADE COLD.
2. CONCRETE PROTECTION:
SLABS AND WALLS NOT EXPOSED TO EARTH OR WEATHER .•..••• 1"
CONCRETE DEPOSITED AGAINST EARTH WITHOUT FOR<!S ...... .3"
3. CONCRETE EXPOSED TO WEA !HER AFTER FORMING:
/16 REBAR AND LARGER ••••••. 2" CLEAR
#5 REBAR AND Sf.IALLER ••••••. 1 1/2" CLEAR
4. REINFORCING IN CONCRETE PLACED AGAINST EARTH WITHOUT FOR<!S
IS TO BE SUPPORTED WITH APPROVED NON-f.IETAWC CHAIRS. OR
ANOTHER METHOD APPROVED BY THE ENGlNEER .
5. PLACE 2-#5 2" FROM All SIDES OF OPEN ING (8 BARS TOTAL)
WITH 2'-0" PROJECTION ON EACH END OF All WALL OPENINGS.
6. BAR LAP: CONCRETE: 40 DIA. U.N.O. MASONRY: 45 DIA. U.N.O.
OR 24" f.l iN IMUf.l WHICHEVER IS GREATER. STAGGER SPUCES
SJRUCJUBAL Siff!
1. WIDE FLANGE SHAPES:
PER ASTM SPEC. A992, f y -50 ksi
OTHER ROLLED SHAPES AND PLATES:
PER ASTM SPEC. A36, f y -36 ksi
PIPES :
PER ASN SPEC. A501, Fy -36 ksi
STRUCTURAL TUBING:
PER ASN SPEC. A500, GRADE B, Fy -46 ksi
ANCHOR BOLTS:
PER ASTM SPEC. A307
BOLTS WOOD CONNECTIONS:
PER ASTM A307
BOLTS AT STEEL CONNECTIONS :
PER ASTM A325
BOLT HOUES 1/16" GREATER THAN BOLT SIZE EXCEPT FOR
ANCHOR BOLT WH ICH ARE 3/16" GREATER THAN BOLT
SIZE. U.N.O.
2. WELDING PER STANDARDS OF AMERICAN WELDING SOCIETY.
ELECTRODES AWS A 5.1 E-70 SERIES. SHOP AND FIELD WELDING SHALL
BE PERFORMED BY PROPERLY CERTIFIED WELDERS.
3. PAINT All STRUCTURAL STEEL WITH ONE SHOP COAT PRIMER OVER
CLEAN ~ETAL.
4 . COPES, BLOCK AND CUTS :
All RE-ENTRANT CORNERS SHALL BE SHAPED NOTCH-FREE
TO A RADIUS OF AT LEAST 1/2".
5. fABRICATION AND ERECTION:
PER AISC MANUAL OF STEEL CONSTRUCTION .
DETAIUNG:
PER AISC STRUCTURAL DETAIUNG.
6 . SUBMIT SHOP DRAWINGS TO ARCHITECT FOR REVIEW BY ENGINEER
PRIOR TO FABRICATION. THE SHOP DRAWINGS DO NOT REPLACE
THE ORIGINAL CONTRACT DRAWINGS. IT IS THE CONTRACTORS
RESPONSIB IUTY TO f.IAKE SURE ITEMS ARE CONSTRUCTED TO
ORIGINAL DRAWINGS .
7 . All WElDERS SHALL HAllE EVIDENCE OF PASSING THE AMERICAN WELDING
SOCEITY STANDARD QUAUflCATIONS TES T AS DETAILED IN AWS 01.1.
SJBUCWRAL 'M)Q[)
1. All WOOD f.IEMBERS SHALL BE DOUGLAS -FIR, 19:1: f.IAX f.lOISTURE CONTENT.
t.AARKED BY A RECOGNIZED GRADING AGENCY
2. WIDOD GRADES (UNLESS NOTED OTHERWISE):
(A). FOR HORIZONTAL MEMBERS: JOIST AND RAFTERS
BEA"S AND STRINGERS
LEDGERS
•.••• GRADE #2
..... GRADE f1
..... GRADE f1
(B). FOR VERTICAL f.IEMBERS : 2 x 4 STIJDS •.•.• CONSTRUCTION GRADE
2 x 6 AND LARGER STUDS .•.•• GRADE #2
POSTS AND TIMBERS ••••• GRADE #1
2 x 4 AND 2 x 6 STIJDS SHALL BE FINGER JOINTED FOR VERTICAL
USE ONLY.
(C). FOR LOG BEAUS AND POSTS : Fb -900 PSI F • -125 PSI
SPRUCE #2 E -1.0 x 106 PSI
3 . CUTTTING, NOTCHING OR DRIWNG OF BEAUS OR JOISTS TO BE PERUITTED
ONLY AS DETAILED OR APPROVED BY THE ENGlNEER.
4 . UNLESS OTHERWISE SPECIFIED, All NAIUNG SHALL CONFORM TO THE
LA TEST EDITION OF THE I. B.C.
5 . All NAILS SHALL BE STANDARD COMMON NAILS.
6 . All BOLTS FOR WOOD CONNECTIONS SHALL BE A307, GRADE A.
7. All SILLS OR PLATES RESTING ON CONCRETE OR MASONRY SHALL BE
PRESSURE TREATED DOUG-FIR. BOLTS SHALL BE PLACED 9" FROM END
OF A BOARD OR FROM A NOTCH AND SPACED AT INTERVALS AS NOTED .
B. All BOLT HEADS AND NUTS BEARING ON WIDOD SHALL HA \IE STANDARD
CUT WASHERS. All BOLT HOLES IN WIDOD SHALL BE DRILLED 1/32" DIAMETER
LARGER THAN NORMAL BOLT DIAMETER .
9. All FRAMING HARDWARE SHALL BE AS MANUFACTURED BY "SIMPSON
COMPANv" OR ENGINEER APPROVED EQUAL ANY SUBSTITUTIONS v.1TH CUSTOM
FABRICATED CONNECTORS SHALL CONFORU TO Slf.IPSON SPEOFICATIONS
INCLUDING PLATE THICKNESSES; WELDS; BEARING AREAS; AND SIZE; NUMBER
AND LOCATION OF NAIL/BOLT HOUES.
10. PROVIDE BLOCKING OR BRIDGING PER LATEST EDITION OF THE I.B.C.
11. TOP PLATES OF All WOOD STIJD WALLS TO BE 2 - 2 x #2 (SAf.lE WIDTH AS
STIJ DS), UNLESS NOTED OTHERWISE, LAP 48" (MINIMUM) WITH NOT LESS THAN
6 -16d NAILS EACH LAP AND NOT MORE THAN 12" BETWEEN NAILS .
12. ADHESIVES USED FOR ANY FIELD GLUING SHALL CONFORM TO APA PERFORMANCE
SPEOFICATION AFG -01.
13. All TYPICAL HEADERS SHALL BE (3) 2 x 10 AT 2 x 6 STUD WALL
All TYPICAL HEADERS SHALL BE (2) 2 x 10 AT 2 x 4 STUD WALL
H. PROVIDE BUILT-UP WOOD COLUMNS OF (2) 2 x 6 AT 2 x 6 STIJD WALL
(OR (2) 2 x 4 AT 2 x 4 STUD WALL) OR A f.IINIMUM NUMBER OF STUDS
TO EQUAL SUPPORTED BEAU WIDTH (UNLESS NOTED OTHERWISE ON PLANS).
t'jl I !f I AMINATEQ 'M)Q[)
1. MATERIALS, MANUFACTURE, AND QUAUTY CONTROL FOR STRUCTURAL
GLUED LAJf.liNA TED TIMBER SHALL BE IN CONFORUANCE WITH "AMERICAN
LAMINATED Tit.ABER" AND AITC 117, "DESIGN AND MANUFACTURING".
2 . PROVIDE UNITS CONFORU ING TO AITC 117, 22FVB, D.F. FOR CONTINUOUS
MEMBERS AND CANTILEVERS AND 24FV4 FOR SIMPLE SUPPORT MEUBERS .
MEMBERS SHALL BE DESIGNED WITH ZERO CAMBER WITH TOP SURFACE
CLEARLY STAMPED ON EACH f.IEMBER.
ALLOWABLE UNIT STRESSES FOR DRY CONDITION OF USE SHALL BE:
Fb -2400 PSI F. -165 PSI Fe -65D PSI E -1.8 x 106 PSI
3 . f.41CRO-LAt.4 (LAMINATED VENEER LUMBER)
ALLOWABLE UNIT STRESSES FOR DRY CONDITION OF USE SHALL BE:
Fb -2600 PSI F. -265 PSI Fe -750 PSI E -1.9 x 106 PSI
4. All EXPOSED GLU -LAM BEAMS, SHALL CONFORM TO EXTERIOR EXPOSED
CONOITlON PER UNIFORf.l BUIUDING CODE SECTION 2312.7
1. DESIGN DATA:
ROOF LOAD SNOW
MAIN FLOOR
UPPER FLOOR
GENERAl NOTES
LL -40 PSF
LL • 40 PSF
LL -125 PSF
WIND LOAD 90 <!PH (0 30 HEIGHT)
D.L -20 PSF
D.L = 12 PSF
D.L -12 PSF
EXPOSURE B
2. THE FOLLOWING CODES AND EDITIONS 1\tiERE USED
INTERNATIONAL RESIDENTIAL CODE 2003
ACI BUILDING CODE (ACI 31 8-02)
AISC MANUAL OF STEEL CONSTRUCTION (9TH EDITION)
NATIONAL DESIGN SPECIFICATION FOR WIDOD CONSTRUCTION (NOS 2001)
AITC TIMBER CONSTRUCTION MANUAL (5th EDITION)
SEAC SNOW LOAD PUBUCA TION
3 . ANY CHANGES f.IADE TO ANY ONE OF THESE DRAWINGS WITH OUT CONSENT
OF 0000 ENGINEERING, INC. REUE\IES 0000 ENGINEERING, INC. OF ANY
UABIUTY OF THE CONSTRUCTION DOCUMENTS.
4. THE CONTRACTOR SHALL BE RESPONSIBLE FOR All MEANS AND
METHODS OF CONSTRUCTION INCLUDING, BUT NOT UMITED TO ,
SHORING, BRAONG, AND TEMPORARY EXCAVATION.
5 . THE CONTRACTOR SHALL VERIFY All DIMENSIONS, ELEVATIONS AND
SITES CONDITIONS BEFORE STARTING WORK AND NOTIFY THE ARCHITECT
AND ENGINEER IMh.IEDIATELY OF ANY DISCREPANCIES.
DO NOT SCALE DRAWINGS.
6 . All OMISSIONS AND CONFIUCTS BETWEEN THE VARIOUS ELEMENTS OF
THE WORKING DRAWINGS AND/OR SPECIFICATIONS SHALL BE BROUGHT
TO THE ATTENTION OF THE ARCHITECT AND ENGINEER BEFORE
PROCEEDING v.1TH WORK SO INVOLVED.
7. RESOLVE ANY CONFIUCTS ON THE DRAWINGS WITH THE ARCHITECT AND
ENGINEER BEFORE PROCEEDING WITH CONSTRUCTION.
6 . COORDINATE All OPENINGS THROUGH FLOORS. WALLS AND ROOF WITH
THE APPROPRIATE TRADES. NOTIFY ENGINEER IF ANY OPENINGS ARE
TO BE CUT IN STRUCTIJRAL COf.lPONENTS.
9. PROVIDE ASPHALTIC MASTIC-GOA TING ON All STEEL AND WOOD EXPOSED
TO THE EARTH.
10. PROVIDE A36 ALLTHREAD RODS FOR EPOXY ANCHORS.
INJECTION ADHESIVE SHALL BE HIT RE 500 AS FURNISHED BY
HIL TI INC. OR APPROVED EQUAL
FCXJNQATION AND EABIHM)BK
1. FOUNDATION DESIGN IS BASED ON :
ASSUMED ALLOWABL£ BEARING PRESSURE = 2000 psf
ASSUh.IED ACTIVE LATERAL EARTH PRESSURE -45 pet
THE ABOVE ALLOWABL£S ASSU~E Tl-IE FOOTINGS WILL BEAR ON
UNDISTURBED NATURAL SOIL WHICH IS NON-EXPANSIVE AND NOT PRONE
TO EXCESSIVE CONDITION . SPEOFIC SOIL PROPERTIES SHALL BE
VERIFIED BY THE SOILS ENGINEER UPON EXCAVATION AND PRIOR
TO FOUNDATION PLACEf.lENT.
2. CONTRACTOR TO PROVIDE. AT HIS EXPENSE, FIELD DENSITY TEST ON
COMPACTED FILL UNDER FOOTINGS AND INTERIOR SLABS-ON-GRADE.
A h.IINih.IUh.t OF 1 REPRESENTATIVE TESTS SHALL BE TAKEN FOR EACH
FOOTING AND SLAB-ON-GRADE.
3. NOTIFY SOILS ENGINEER WHEN EXCAVATION IS COMPACTED SO THAT
CONDITIONS MAY BE INSPECTED PRIOR TO PLACEMENT OF ANY FILL
OR CONCRETE
4 . All INTERIOR NON-BEARING, NON-SHEAR WALLS SHALL HAVE
RAf.lSET/REDHEAD POWDER ACTUATED FASTENERS 1500, 1600 OR 1900
SERIES AT 24" o.c .. 1" MINit.AUM PENETRATION, OR APPROVED EQUAL
5. FINISHED EXCAVATION FOR FOUNDATION SHALL BE NEAT AND TRUE TO
UNE WITH All LOOSE h.IATERIAL AND STANDING WATER REMOVED FROM
EXCAVATIONS.
6. THE GROUND SURFACE SURROUNDING THE EXTERIOR OF THE BUILDING
SHOULD BE SLOPED TO DRAIN AWAY FROM THE FOUNDATION IN All
DIRECTIONS. IT IS RECOMMENDED THAT A MINif.lUM SLOPE OF 12
INCHES IN THE FIRST 10 FEET IN UNPAVED AREAS. AND A MINIMUM
SLOPE OF 3 INCHES IN THE FIRST 10 FEET IN PAVED AREAS BE
PROVIDED.
SLAB ON GRAPE
1. SLAB-ON-GRADE SELECTED BY THE OWNER AT THE GROUND LEIIEL HAS
SOME RISK OF MOVEMENT. THE SLAB OPTION CHOSEN AS PROVIDING
SUITABLE PERFORMANCE AT A REASONABLE COST REQUIRES SUBGRADE
PREPARATION OR OVER EXCAVATION AND PLACEMENT OF STRUCTURAL FILL
REFER TO SOILS REPORT FOR SPECIFIC REQUIREMENTS.
2. MOVEMENT OF THE SLAB-ON-GRADE MAY CAUSE DAMAGE TO ANYTHING
CONNECTED TO BOTH THE SLAB AND OTHER PORTIONS OF THE ~' •~TURE.
ISOLATION DETAILS FOR PARTITION WALLS, PIPING, ETC. t.AAY BE REQU IRED .
CONSULT THE APPROPR IATE DRAWINGS FOR INFORt.AA TION.
CONCRETE
1. CONCRETE HAS BEEN DESIGNED AND SHALL BE CONSTRUCTED IN ACCORDANCE
WITH THE LA TEST EDITIONS OF AMERICAN CONCRETE INSTITIJTE BUILDING CODE,
ACI 316 AND SPECIFICATIONS FOR STRUCTURAL CONCRETE FOR BUILD INGS.
ACI 301. PROVIDE HOT OR COLD WEA !HER PROTECTION PER ACI 305 AND 306.
f.l iNIMUf.l STRENGTH :
F"c -3000 PSI AT 28 DAYS FOOTINGS AND STIEf.l WALLS
F"c -4000 PSI AT 26 DAYS FLATWIORK
SLUMP : 4 • ± 1" NO WATER SHALL BE ADDED ON SITE.
CONCRETE TO BE MIXED PER ASTM C94
MAXIMUM TIEf.lPERA TURE IN MIXER: 90 DEGREES F.
AIR ENTRAINMENT 4.0-7.0%
2 CURING SHALL IMUEDIA TEL Y FOLLOW THE FINISH OPERATION. KEEP
CONCRETE CONTINUOUSLY MOIST FOR AT LEAST 7 DAYS USING A
POLYETHYLENE FILM SECURELY HELD IN PLACE OR AN ALTERNATE METHOD
APPROVED BY ARCHITECT.
3. TESTING: EMPLOY AN INDEPENDENT TESTING AGENCY ACCEPTABLE
TO OWNER TO DESIGN CONCRETE f.liXES AND TO PERFORM MATERIAL
EVALUATION TESTS. PROVIDE 7 AND 28 DAYS CYUNDER TESTS.
COMPLY v.1TH ASTM CH3, C173, C31 AND C39.
4. GROUT UNDER COLUMN BASE PLATES ETC , WITH HIGH STRENGTH ,
NON-SHRINK, NON-f.IETAWC GROUT EQU IVALENT TO MASTERFLOW
NO. 713 AJPPUED PER f.IANUFACTURER'S RECOh.t<!ENDATIONS.
5. CEMENT SHALL BE PER ASN C150, TYPE II , LOW ALKALI .
MIX DESIGNS: SUBMIT TO ARCHITECT FOR REVIEW BY ENGINEER A
t.AINIMUt.A OF ONE WEEK PRIOR TO FIRST CONCRETE DEUVERY.
MAXIMUM WATER/CEMENT RA TIC: (BY WEIGHT)
F"c -3000 PSI W/c -0.50
AGGREGATE: PER ASTM C33, MAXIMUM 1".
NO ADMIXTIJRES CONTAINING CHLORIDE SALTS ARE PERMITTED .
CONCRETE SHALL NOT BE IN CONTACT WITH ALUUINUf.l.
FILE If .0 SCALE 16
713 COOPER AVE
SUITE 200
GIENli"OOD SPRINGS, CO B1601
970-945-1006
970-945-2966 FAX
ENGINEER R.A.O .
DRAWN BY S.A .
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81.0
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---
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: v ~I~ I I/ ~• ~ •N Q -
/ .:, ~ T.D. CDNC ~
/ ~6076'-0' v /I' 2-CAR GARApE
TYPE'X"GYP.BDARDAT I l t02 I
ALL WALLS , CEILINGS ,
NOTU HR. F .R.R. 5/S' \ K
COLUMNS AND BEAMS. CONC.
GUARDRAJL AND 2' DIA .
WOOD HANDRAILS ,....-
~--~--
~ ~ z
UP ' 1 15 1--
36'' ABOVE NOSING 4' MAX.
OPENING
® -----~
------~~
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! TEMP. ~. ~~-~ ~
H.B. ~ \ I ' I --~ ,-f:
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HOSE BIB-' I .1 _1
-
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-1 \ LOWER LEVEL FLOOR PLAN
~ 1/4"=1 '-0 '
~-301 -
APPROVED
SVBJEcr TO NOTED
EXCEmONS & INSPECTIONS
GARFIELD COUNTY
BUILDING DEPARTMENT
Due iQ/fVb1 By t:ft?
FIELDCOPY "
NO INSPECJ'ION WITRQUf
THESE PLANS ON SJ'ft
page or
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03-16-09 PERMIT SET
10-23-09 REVISION SET
FLOOR PLANS
& ROOF PLAN
SCALE: 1/4" = 1'-0"
A-10 1
3
A-301
48x24
ATIICVE N T~
I -----
30 YEARS
4 ~ r-' "fTTf lllrr-~ IBERG lASS SH INGLES 12
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.
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A-201 114" • 1'·0"
$ T.O.R!OGE
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$ T.O.PLY.
$ T.O.CDNC.
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$ T.O .RIOGE
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$ T.O.PLY.
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$ T.O.CONC .
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A·301
BATI &BOARD 48x24
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----
30YEARS
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LI GHT FI XTUR E 2
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FIBERGLASS SHING LES
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DO RMER
$ T.O.PLY . ' 6087'-4 112"
~
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$ T.O.CON C.
6076'0{)'
$ T.O.RIDGE
6105C3 118"
-LOG W/CHUNK
GARAG E DOOR
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LIGHT FIXTURE-LI GHT FI XTURE
1 NORTH ELEVATION
A-201 114"" 1'.{1"
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ISSUE:
03-16-09 PERMIT SET
10-23-09 REVISION SET
EXTERIOR
ELEVATIO NS
SCALE: 1/4" = 1 '-0 "
A-20 1
PRE-FAB WOOD TRUSSES
'
VENTE ATIIC I R-30
r-----~--~~-,-~------'----,-------r-----~~~-- -r--
I
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GUARDRAIL AND 2" DIA.
WOOD HANDRAILS
36" ABOVE NOSING 4' MAX
OPEN ING
/
/
/
ST )RJ GE 1
01
L_~~~~~~~~~~------
2-CAR GARAGE
I 101 I I
FINISH GRAD~~ '\., '\.,
0
COMPACTED CLAY~ '\_,
·, -
: . '· . " . ' -. . . .. . . . . . ·. . . . ~ . .. . . .. .
1/4" = 1'..()"
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PRE-FAB WOOD TRUSSES
R-19
FINISH GRADE
COMPACTED CLAY
~T.D.RIDGE
'I" 610~-3 118"
PRE-fAB WOOD TRUSSES
R-19
I
FINISH G,, ADE --.,.
$ T.O .CONC.
1 6o7&-o' COMPACTED Cl.A Y
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GUARDRAIL AND 2' DIA.
WOOD HANDRAILS 36"
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OPENING
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ATTIC ACCE,;S .../
STORAGE
I 201 I
1 ,;,
2 BUILDING SECTION
A-301 114" ~ 1'-0"
' ' ' '
---! ---!
14'·2"=1 7T@10"
18 R@ 7 5/8"
17T@ 9 718'
J, --'1 .777-'-'
1 BUILDING SECTION
A-301 114" = 1'-0"
$ T.O.RIDGE
R-19
$ T.O.PLY.
6087'4 112"
CONCRETE SLAB APRON
COMPACTE D BACK FILL
$ T.O.RIDG E
61 05'-3 118"
$ T.O. PLY.
6087'4 112"
r-•COMP .ACTED CLAY
$ T.O.CO NC.
6076':o''
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03-16-09 PERMIT SET
10-23-09 REVISION SET
BUILDING
SECTIONS
SCALE: 1/4" = 1 '-0"
A-301
-
/
HEADER PER PLAN -~
2 X 6 S JUDS @ -----1
16" o .c. W/
GYPBOARD EA SIDE
2 x 6 SILL PLATE~\
W/ .D145 POWDER
ACCUA TED NAILS
@ 24" o .c.
I
ENGINEERED TRUSS
BY OTHERS W/ SIMPSON
H3 CLIP AT EA END
/
PLYW. r FLOOR JOIST I PER PLAN
I
SLAB PER P L AN \
c2> tt5 fON T.~"-..:~-_ --A1 V • 1'-uv7
COMPACTED
FILL APPROVED
BY GEOTECH
ENGINEER l s:::N 1
\,~---\
1\
\,r-------->,
LSL RIM JOIST ----..
CONT. W/10d TOP
AND BOT EACH JOIST
& T.N. @ 6" o.c.
LSL SOLID BLK'G. ~
T.N. W/Bd @ 6"o.c. ~
1\
\
~~-------
10d EACH SIDE TYP. /
1
HEADER PER PLAN -~~~~
1/2" PLYWT·(JOD---1---11
OR OSB
2 X 6 SJUDS @ --~1
16" o .c.
2 x 6 SILL PLATE
W/ 1/2"¢ A.B .
@ 48" o.c.
#5 CONT
#4 @ 18"
(2) 1/5 _CONT.
1 ~ .. _·
ROOf PLYWOOO SHEAJHING
PLYWOOD OR OSB SHEATHING SHALL BE APA GRADE-TRADEMARKED
C-D, EXPOSURE 1.
R OOF DIAPHRAGMS SHALL BE 5 /8", APA RATED SHEATHING ,
40/20 PLACED 'MTH 8'-0" DIMEN SION PERPENDICULAR TO THE JOIS T,
RAFTER OR TRUSS SPAN. END JOINTS SHALL BE STAGGERED . AITACH
P LYWOOD AT EDGES 'MTH Bd NAILS AT 6 " o.c. AND AT INTERMEDIATE
SUPPORTS 'MTH 8d NAILS AT 12 " o.c.
EXJFRIOR WAll pLywoop SHEAJHING
PLYWOOD OR OSB SHEATHING SHALL BE APA GRADE-TRADEMARKED
C-0, EXPOSURE 1.
SHEATH ALL EXTERIOR WALLS 'MTH 1/2", APA RATED
PLYWOOD SHEATHING, 2 0/0 'MTH 8'-0 " DIMENSION VERTICAL
BLOCK ALL EDGES. END JOINTS SHALL BE STAGGERED .
STIUDS SHALL BE 16" o.c. AITACH PLYWOOD 'M TH Bd NAILS
AT 6" o .c . AND AT INlERMEDIATE SUPP ORTS 1'<1TH Bd AT 12" o .c.
flOOR PLYWOOO SHEAJHING
PLYWOOD OR OSB SHEATHING SHALL BE AP A GRADE-TRAD EMARKED
C-D, EXPOSURE 1.
FLOOR DIAPHRAGMS S~ALL BE 3 /4", APA RATED STIURDI-FLOOR,
2 4 " o .c. PLACED 'MTH 8' -0" DIMENSION PERPENDICULAR TO THE JOIS T SPAN .
END JOINTS SHALL BE STAGGERED . A TTACH PLYWOOD 1'<1TH APA GLUE AND AT
EDGES NAIL 1'<1TH 8d NAI LS AT 6 " o .c . AND AT INTERMEDIATE SUPPORTS WITH
8d NAILS AT 10" o.c. SHEATHIN G SHALL BE T & G.
LAP t
•
\'ALL REINF.
M\TCH S IZE & "\ S' ACING OF HORIZ.
·, -~-.4
2" C L R.-TYP.
• • •
LAP
SINGLE CORNER --+1
BARS MAYBE
G <-Ut<N~t( BAR
USED IN WALLS
LESS THAN
5'-0" IN
HEIGHT.
1.1--++--HDRIZON TAL----t-H.
'/ALL REINF.
(iEE WALL
S:CTIONS) . . . -· I .
BAR SIZE LAP(CONCRETE) L AP (MASONRY)
#3 THRU 1/6 36 IAR Ill (18" MIN.) 40 BAR Ill
#7 THRU #9 40 j AR Ill 48 BAR Ill
#10 THRU #11 54 IAR Ill
lYPICAL CORNER AND tTERSECOON REII'oFORCEMENT Q)
4 d 2,)/2" MIN.)
,...~
D=BEND DIAMETER
HOOKS & BEN DS
s e schedu e
1 5" MIN.
BARS SHALL BE
IN CONTACT &
WIRED TOGETHER
::_j 1
6
LAP 5PUCE
BAR LAP SCHEDULE
BAR SIZE DIA.-Cot-.
/13 THRU 1/6 40 BAR
#7 THRU #9 40 BAR
#10 THRU #11 54 BAR
D/
r _,
'
""I
I
N 0
ILl-
TYPE A
1 35• STIRRUP
TYPE A-.._, & TIE HOOK
HOOK e J
GRAPE BEAM STIRRUp
BEND D I AME Ill
BAR SIZE BEND n1.
#3 THRU #5 D = 4d
1/6 THRU #B D = 6d
#9 THRU #11 0 = Bd
lYPICAL FJNFORCEMENT DETAILS (2)
"ZIP-SffliP"l
v
-REINFO G
PER P
~ ,.,
ZIP sm1p CONmDL JOINT
,
u
r-REINFOUG
PER PI
~ ,.,
I
I
SAW CUT CONmOL J O INT
1. SLABS SHALL BE CAST IN
STRIPS 15'-0" v.1DE MAXIMUI.I
WITH CONSTRUCTION JOINTS OR
CONTROL JOINTS AT A SPAONG
EQUAL TO THE STR IP WIDTH .
2 . SAWCUT CONTROL JOINTS UAY BE
USED IN BOTH DIRECTIONS
SPACED AT 15-0" MAX. (ZIP-
S TRIP JOINTS UAY BE USED
IN ONLY ONE DIREC TI ON .)
3 . SAWCUT JOINTS SHALL BE MADE
SAME OAY AS POUR AND AS
EARLY AS POSSIBLE PRIOR TO
ORYlNG SHRINKAGE. THE JOINT
SHALL BE FLUSHED WITH WATER
OR AIR PRESSUR E IMMEDIATELY
AFTER SAV..NG .
4 . FI NISH ING OF CONCRETE SLAB SHALL
BE DONE AFTER SURFACE BLEED
WATER HAS EVAPORATIED .
5 . MOISTEN SUB-GRADE PRIOR TO
PLACING CONCRETE.
6. APPLY fdEMBRANCE CUR ING COMPOUND
TO CONCRETE IMMEDrA TEL Y AFTER
CONCRETIE FINISH ING OPERA11 0N.
lYPICAL SLAB NlROL JOINTS
REJNFORQNG SIFFJ
1. REBARS : DEFORt.IED STEEL. ASN SP EC. A615
GRADE 60. ALL REBAR BENDS TO BE t.IADE COILD.
2. CONCRETE PROTECTION :
SLABS AND WALLS NOT EXPOSED TO EARTH OR WEATHER ....... 1"
CONCR ETE OEPO SI TIED AGAINST EARTH WITHOUT FORMS ....... 3 "
3 . CONCRE TE EXPOSED TO WEA THE R AFTER FORMING :
1f6 REBAR AND LARGER ....... 2" CLEAR
1/5 REBAR AND SfdALLER ....... 1 1/2" CLEAR
4 . RE INFORCING IN CONCRETE PLACED AGAINST EARTH WITHOUT FORt.IS
IS TO BE SUPPORTED WITH APPROVED NON-METAWC CHA IRS , OR
ANOTHER METHOD AIPPROVED BY THE ENGINEER.
5 . PLACE 2-#5 2" FROM ALL SIDES OF OPENING (B BARS TO TAL)
WITH 2' -0" PROJECTION ON EACH END OF ALL WAUL OPENINGS.
6 . BAR LAP: CONCRETE : 40 DIA. U.N .O. MASONR Y: 45 DIA. U.N.O.
OR 24" MINIMUM WHICHEVER IS GREATER. STAGGER SPUCES
smucwRAL STEfl
1. WIDE FLANGE SHAPES:
PER ASTM SPEC. A992, Fy = 50 ks;
OTHER ROWED SHAPES AND PLATES :
PER ASTM SPEC. A36, Fy = 36 ks;
PIPES:
PER ASTM SPEC . A501 , Fy = 36 ks;
STRUCTURAL TIUBING :
PER ASTM SPEC. ASOO, GRADE B, Fy = 46 ksi
ANCHOR BOLTS:
PER ASTM SPE C. A307
BOLTS WOOD CONN ECTIONS :
PER ASTM A307
BOLTS AT STEEL CONNECTION S:
PER ASTM A325
BOLT HOLES 1/16" GREATER THAN BOLT SIZE EXCEPT FOR
ANCHOR BOL T WHICH ARE 3/16" GREATER THAN BOLT
SI ZE. U.N.O.
2. WELD ING PER STANDARDS OF At.IERICAN WELDING SOCIETY.
ELECTROOES AWS A 5.1 E-70 SERIES. SHOP AND FIELD WELDING SHALL
BE PERFORMED BY PROPERLY CERTIFIED WELDERS.
3. PAINT AIUL STRUCTURAL STEEL WITH ONE SHOP COAT PR IMER OVER
CLEAN t.IETAL
4 . COPES, BLOCK AND CUTS:
ALL RE -ENTRANT CORNERS SHAUL BE SHAPED NOTCH-FREE
TO A RAD IUS OF AT LEAST 1/2".
5 . FABRI CATION AND ERECTION:
PER AIS C t.IANUAL OF STEEL CONSTRUCTION .
DETA IUNG:
PER AISC STRUCTURAL DETAILING.
6. SUBMI T SHOP DRAWINGS TO ARCHITECT FOR REVIEW BY ENGINEER
PRIOR TO FABRICATION. THE SHOP DRAV..NGS DO NOT REPLACE
THE OR IGINAL CONTRACT DRAWINGS. IT IS THE CONTRACTORS
RESPONSIBILI TY TO MAKE SURE ITEt.IS ARE CONSTRUCTED TO
ORIGINAL DRAWINGS.
7 . ALL WELDERS SHALL HAVE EVIDEN CE OF PASSING TH E AMERICAN WELDING
SOCEITY STANDARD QUAUFICA TION S TEST AS DETAILED IN AWS DU .
STRUCJURAL WOOD
1. ALL WOOD MEt.IBERS SHALL BE DOUGLAS -FIR , 19l': t.IAX t.IOI STURE CONTIEN T.
t.IARKED B Y A RECOGNIZED GRADING AGENCY
2. WOOD GRADES (UNLESS NOTED OTHERVolSE):
(A). FOR HORIZ ONTAL MEMBER S: JOIS T AND RAFTER S
BEAfdS AND STRINGERS
LEDGERS
..... GRADE #2
..... GRADE #I
..... GRADE /11
(B). FOR VER TIC AL I.IEt.tBERS: 2 x 4 STUDS .. ... CONSTRUC110N GRADE
2 x 6 AND LARGER STUDS ..... GRADE #2
POSTS AND TIMBERS ..... GRADE #1
2 x 4 AND 2 x 6 STUDS SHAUL BE FINGER JOINTIED FOR VERTICAL
USE ONLY.
(C). FOR LOG BEAM S AND POST& F 0 = 900 PSI F v = 125 PS I
SPRUCE #2 E = 1.0 x 10° PSI
J . CUTTTING, NOTCH ING OR DRIWNG OF BEAt.IS OR JOISTS TO BE PERt.IITnED
ONLY AS DETA ILED OR APPROVED BY THE ENGINEER .
4. UNLESS OTHERWISE SPECIFIED , AIUL NAIUNG SHALL CONFORM TO THE
LA TEST EDIT! ON OF THE I. B.C.
5. ALL NAILS SHALL BE STANDARD COMMON NAILS .
6 . ALL BOLTS FOR WOOD CONNECTIONS SHAUL BE A307, GRADE A.
7 . ALL SILLS OR PLATE S RESTING ON CONCRETIE OR MASONRY SHALL BE
PR ESSURE TREA nED DOUG-FIR . BOL TS SHALL BE PLACED 9" FROM END
OF A BOARD OR FROM A NOTCH AND SPACED AT INTERVALS AS NOTED .
8 . ALL BOLT HEADS AND NUTS BEARING ON WOOD SHALL HAVE STANDARD
CUT WASHERS . ALL BOLT HOLES IN WOOD SHALL BE DRILLED 1/32" DIAMETER
LARGER THAN NORt.IAL BOLT DIAt.IETER.
9 . ALL FRAt.I ING HARDWARE SHALL BE AS t.IANUFACTURED BY "SIMPSON
COt.IPANY' OR ENGINEER APPROVED EQUAL ANY SUBSTITUTIONS WITH CUSTOt.l
FABRICATED CONNECTORS SHALL CONFORM TO SlfdPSON SPECIFICATIONS
INCLUDING PLATE TH ICKNESSES ; WELDS; BEARING AREAS ; AND SIZE; NUMBER
AND LOCATION OF NAI L/BOLT HOLE S.
10. PROVIDE BLOCKING OR BRIDGING PER LA TEST EDITION OF THE I.B.C.
11. TOP PLATES OF ALL WOOD STUD WALLS TO BE 2 -2 x #2 (SAME WI DTH AS
STUDS), UNLESS NO TIE D OTHERWISE, LA P 48" {MINit.IUt.l) WITH NOT LESS THAN
6 -16d NAILS EACH LAP AND NOT t.IORE THAN 12" BEThUN NAILS .
12. ADHE SIVE S USED FOR ANY FIELD GLUI NG SHALL CONFORM TO APA PERFORMANCE
SPECIFICATION AFG-01 .
13. AIUL TYPICAL HEADERS SHALL BE {3) 2 x 10 AT 2 x 6 STUD WALL
AIUL TYPICAL HEADER S SHALL BE (2) 2 x 10 AT 2 x 4 STUD WALL
14. PROVIDE BU ILT-UP WOOO COLUMNS OF (2) 2 x 6 AT 2 x 6 STIUD WALL
(OR (2) 2 x 4 AT 2 x 4 STUD WALL) OR A MINIMUfd NUt.IBER OF STUDS
TO EQUAL SUPPORTED BEAM WIDTH (UNLESS NOTED OTHERWISE ON PLANS).
(illlf LAMINATED WOO[)
1. MATIERIALS, MANUFACTURE, AND QUAUTY CONTROL FOR STRUCTURAL
GLUED LAMINATIED TIMBER SHALL BE IN CONFORt.IANCE WITH "AMERICAN
LAMINATIED Tit.IBER" AND AITC 117, "DESIGN AND MANUFACTURING",
2 . PROVIDE UNITS CONFORMING TO AI TC 117, 22FV8, D.F. FOR CONTINUOUS
t.IEMBERS AND CAN TI LEVERS AND 24FV4 FOR Slt.IPLE SUPPORT MEMBER S.
t.IEfdBERS SHAUL BE DESIGNED WITH ZERO CAfdBER WITH TOP SUR FACE
CLEARLY STAt.IPED ON EACH MEMBER.
ALLOWABLE UNIT STRESSES FOR DRY CONDITION OF USE SHALL BE:
Fb = 2400 PSI Fv = 165 PSI Fe ~ 650 PSI E = 1.8 x 10 6 PSI
J. t.IICRO-LAM (LAMINA TED VENEER LUMBER)
ALLOWABLE UN I T STRESSES FOR DRY CONDITION OF USE SHALL BE:
1. DESI GN DATA :
ROOF LOAD SNOW
MAIN FLOOR
UPPER FLOOR
GENERAL NOTES
L L ~ 40 PSF
LL -40 PSF
L L = 125 PSF
WIND LOAD 90 MPH (0 30 HEIGHT)
D.L = 20 PSF
D.L = 12 PSF
D.L = 12 PSF
EXPOSURE B
2. THE FOLLOWING CODES AND EDITIONS WHERE USED
INTERNATIONAL RESIDENTIAL CODE 2003
ACI BUILDING CODE (ACI 318-02)
AISC t.IANUAL OF STEEL CONSTRUCTION {9TH EDITION)
NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUC TI ON (NOS 2001)
AITC Tit.IBER CON STRU CTION MANUAL (5th EDITION)
SEAC SINOW LOAD PUBUCA TI ON
3. ANY CHANGES t.IADE TO ANY ONE OF THESE DRAWINGS WITH OUT CONSENT
OF 0000 ENGINEERING, INC. REUEVES DODO ENGINEERING, INC. OF ANY
LIABIUTY OF THE CONSTRUC110N DOCUMENTS.
4. THE CONTRACTOR SHAUL BE RESPONSIBLE FOR ALL MEANS AND
METHODS OF CONSTRUCTION INCLUDING, BUT NOT Llt.l l nED TO,
SHORING, BRACING, AND TEMPORARY EXCAVATION.
5. THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS, ELEVATIONS AND
SITES CONDITIONS BEFORE STARTING WORK AND NOTIFY THE ARCH ITECT
AND ENGINEER IMMEDIATELY OF ANY DISCREPANCIES.
DO NOT SCALE DRAWINGS.
6. ALL OMISSIONS AND CONFUCTS BETWEEN THE VARIOUS ELEMENTS OF
THE WORKING DRAWINGS AND/OR SPECIFICATIONS SHAIUL BE BROUGHT
TO THE A TTEN110N OF THE ARCHITECT AND ENGIN EER BEFORE
PROCEE DING WITH WORK SO INVOLVED .
7 . RESOLVE ANY CONFUCTS ON THE DRAWINGS WITH THE ARCHITECT AND
ENGINEER BEFORE PROCEEDING WITH CONSTRUCTION .
B. COORDINATE ALL OPEN INGS THROUGH FLOORS, WALLS AND ROOF WITH
THE APPROPRIATE TRADES . NOTIFY ENGINEER IF ANY OPEN INGS ARE
TO BE CUT IN STRUCTIURAL COMPONENTS.
9. PROVIDE ASPHALTIC MASTIC-COATING ON ALL STEEL AND WOOD EXPOSED
TO THE EARTH .
10. PROVIDE AJ6 ALLTHREAD ROOS FOR EPOXY ANCHORS.
INJECTI ON ADHESIVE SHALL BE HIT RE 500 AS FURNISHED BY
HIL TI INC. OR APPROVED EQUAL.
fOUNDATION AND EABJHWQRK
1. FOUND A nON DESIGN IS BASED ON:
A SSUU ED ALLOWABLE BEARING PR ESSURE = 3000 psf
ASSUt.I ED ACTIVE LATERAL EARTH PR ESSURE = 45 pel
THE ABOVE ALLOWABLES ASSUME THE FOOTINGS WILL BEAR ON
UNDISTURBED NATURAL SOIL \11-iiCH IS NON-EXPANSIVE AND NOT PRONE
TO EXCESSIVE CONDITION. SPECIFIC SOIL PROPERTIES SHAUL BE
VERIFIED BY THE SOILS ENGINEER UPON EXCAVATION AND PRIOR
TO FOUNDATION PLACEMENT.
2. CONTRACTOR TO PROVIDE, AT HIS EXPENSE, FIELD DENSITY TEST ON
COMPACTED FILL UNDER FOOTINGS AND INTERIOR SLABS-ON-GRADE.
A fdiNIMUt.l OF 1 REPRESENTATIVE TESTS SHALL BE TAKEN FOR EACH
FOOTING AND SLAB -ON -GRADE.
3. NO TI FY SOI LS ENGINEER WI-lEN EX CAVA TI ON IS COMPACTED SO THA T
CONDITIONS MAY BE INSPECTED PRIOR TO PLACEt.IENT OF ANY FILL
OR CONCRETE
4 . ALL INTERIOR NON-BEARING, NON-SHEAR WALLS SHALL HAVE
RAfdSIET/REDHEAD POWDER ACTIUATED FASTENERS 1500, 1600 OR 1900
SERIES AT 24" o .c., 1" MINIMUM PENETRATION. OR APPROVED EQUAL
5 . FINISHED EXCAVATION FOR FOUNDATION SHALL BE NEAT AND TRUE TO
LINE WITH ALL LOOSE MATERIAL AND STANDING WATER REMOVED FROM
EXCAVATIONS.
6 . THE GROUND SURF ACE SURROUNDING THE EXTERIOR OF THE BU ILDING
SHOULD BE SLOPED TO DRAIN AWAY FROM THE FOUNDATION IN AIUL
DIRECTIONS. IT IS RECOMt.IENDED THAT A t.IINII.IUM SLOPE OF 12
INCHES IN THE FIRST 10 FEET IN UNPAVED AREAS. AND A MINIMUM
SLOPE OF 3 INCH ES IN THE FIRST 10 FEET IN PAVED AREAS BE
PROVID ED.
S.AB ON GRApE
1. SLAB-ON-GRADE SELECTIED BY THE OWNER AT THE GROUND LEVEL HAS
SOME RISK OF MOVEMENT. THE SLAB OPTION CHOSEN AS PROVIDING
SUITABLE PERFORMANCE AT A REASONABLE COST REQU IRE S SUBGRADE
PREPARATION OR OVER EXCAVATION AND PLACEI.IENT OF STRUCTURAL FILL
REFER TO SOILS REPORT FOR SPECIFIC REQUIREMENTS.
2. t.IOVEMENT OF THE SLAB-ON-GRADE MAY CAUSE DAMAGE TO ANYTHING
CONNECTED TO BOTH THE SLAB AND OTHER PORTIONS OF THE SUI'ER:Sn<uC:TURE.I
ISOLATION DETAILS FOR PARTI TI ON WALLS, PIPING , ETC . t.IAY BE REQUIRED.
CONSULT THE APPROPRIATE DRAWINGS FOR INFORMATION.
CONCREJE
1. CONCRETE HAS BEEN DESIGNED AND SHALL BE CONSTRUCTED IN ACCORDANCE
WITH THE LATEST EDITIONS OF At.IERICAN CONCRETE INSTITUTE BUILDING COllE,
ACI 318 AND SPECIFICATIONS FOR STRUCTURAL CONCRETIE FOR BUILDINGS,
ACI 301. PROVIDE HOT OR COLD WEATHER PROTECTION PER ACI 305 AND 306.
MINIMUM STRENGTH :
f"c = 3000 PSI AT 28 DAYS FOOTINGS AND SnEM WALLS
f"c = 4000 PSI AT 28 DAYS FLATWORK
SLUt.IP: 4" ± 1" NO WATER SHAUL BE ADDED ON SITE.
CONCRETE TO BE MIXED PER ASTM C94
MAXIMUt.l nEMP ERA TURE IN MIXER : 90 DEGREES F.
AIR ENTRAINt.IENT 4.0-7.0X
2 . CURING SHAUL lt.IMEDIA TELY FOLLOW THE FINISH OPERATION. KEEP
CONCRETE CONTINUOUSLY I.IOIST FOR AT LEAST 7 DAYS USING A
POLYETHYLENE FILM SECURELY HELD IN PLACE OR AN AL lERNA TIE METHOO
APPROVED BY ARCHITECT.
3 . TES TING : EMPLOY AN INDEPENDENT TESTING AGENCY ACCEPTABLE
TO OWNER TO DESIGN CONCRETE I.IIXES AND TO PERFORt.l t.tA TERIAL
EVALUATION TESTS. PROVIDE 7 AND 26 DAYS CYUNDER TESTS.
COMPLY WITH ASTM C143, C173, CJl AND C39.
4. GROUT UNDER COLUMN BASE PLATES ETC, WITH HIGH STRENGTH ,
NON-SHRINK, NON-t.IETAWC GROUT EQUIVALENT TO t.tASTERFLOW
NO. 713 APPLIED PER t.IANUFACTUR ER'S RECOI.IfdENDATION S.
5. CEMENT SHA UL BE PER ASTM C150, TYPE II , LOW ALKAU .
MIX DESIGNS: SUBMIT TO ARCHITECT FOR REV1 EW BY ENGINEER A
t.IINIMUt.l OF ONE WEEK PRIOR TO FIRST CONCRETE DEUVERY.
fdAXIfdUM WATER/CEMENT RATIO : {BY WEIGHT)
f"c = 3000 PSI W/c = 0 .50
AGGREGATE: PER ASTM CJ3, I.IAXIMUM 1".
NO ADMIXTURES CONTA INING CHLORIDE SALTS ARE PERMITTED .
CONCRETE SHALL NOT BE IN CONTACT WITH ALUt.IINUt.l. 3
Fb = 2600 PSI Fv = 285 PSI Fe = 750 PSI E = 1.9 x 10° PSI
t SEE PLAN t 4. ALL EXPOSED GLU-LAM BEAI.IS, SHALL CONFORt.l TO EXTERIOR EXPOSED l_--------------------------------------------------------------------------------------------------------------------------::f~~~==~f=---~~~./~------------------------------------------------------~~~1_ ____ _£CO~N~D~ITI~ON~~PE~R~~~~BU~ILI~D~IN~G~COO~E~SE~C~TI~ON~2~3~1~2-!7 _________________________________________ ~FUE~~~~~~~~~ ~r•rP, 1
6
713 COOPER AVE
SUITE 200
GLENli'OOD SPRINGS, CO 81601
970-945 -1D06
970-945-2986 FAX
ENGINEER R.A.O.
DRAliN BY S .A.
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GENERAL NOTES
AND
TYPICAL
DETAILS
SCAlE 314" -r-4'
81.0