HomeMy WebLinkAboutB07-0145 plansFOUND No. 4 REBAR WITH
YELLOW PLASTIC CAP
L.S. No. 4974
FOUND No. 4 REBAR
WITH ALUM. CAP
L.S. No. 16827
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FOUND No. 5 REBAR
WITH RED PLASTIC CAP
L.S. No. 16626
RADIUS
DELTA
= 105.50'
= 11'24'59"
ARC =
21.02'
TANGENT = 10.55'
CHORD
= 20.99'
BRIG =
N48'35'41 #E
II
EDGE OF ASPHALT
DRIVE (LOT 9)
FOUND No. 4 REBAR WITH
YELLOW PLASTIC CAP
L.S. No. 4974
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1) LOCATION OF IMPROVEMENTS SHOWN HEREON ARE BASED UPON THE
MONUMENTS FOUND MARKING THE WESTERLY CORNER OF LOT 10 AND THE
SOUTHERLY CORNER OF LOT 10 (SEE DRAWING).
2) THE BOUNDARY DIMENSIONS, EASEMENTS AND RIGHTS OF WAY SHOWN
HEREON ARE PER THE RECORD PLAT FOR THE SUBJECT PROPERTY.
3) NOTICE: ACCORDING TO COLORADO LAW YOU MUST COMMENCE ANY
LEGAL ACTION BASED UPON ANY DEFECT IN THIS SURVEY WITHIN THREE
YEARS AFTER YOU FIRST DISCOVER SUCH DEFECT. IN NO EVENT, MAY ANY
ACTION BASED UPON ANY DEFECT IN THIS SURVEY BE COMMENCED MORE
THAN TEN YEARS FROM THE DATE OF CERTIFICATION SHOWN HEREON.
1 HEREBY CERTIFY THAT THIS IMPROVEMENT LOCATION CERTIFICATE WAS
PREPARED FOR G &J CONSTRUCTION, THAT IT IS NOT A LAND SURVEY PLAT,
AND THAT IT IS NOT TO BE RELIED UPON FOR THE ESTABLISHMENT OF
FENCE, BUILDING, OR OTHER FUTURE IMPROVEMENT LINES.
1 FURTHER CERTIFY THAT THE IMPROVEMENTS ON THE ABOVE DESCRIBED
PARCEL ON THIS DATE, 12/1 /2007, EXCEPT UTILITY CONNECTIONS, ARE
ENTIRELY WITHIN THE BOUNDARIES OF THE PARCEL, EXCEPT AS SHOWN,
THAT THERE ARE NO ENCROACHMENTS UPON THE DESCRIBED PREMISES BY
IMPROVEMENTS ON ANY ADJOINING PREMISES, EXCEPT AS INDICATED, AND
THAT THERE IS NO APPARENT EVIDENCE OR SIGN OF ANY EASEMENT
CROSSING OR BURDENING ANY PART OF SAID PARCEL, EXCEPT AS NOTED.
SAMUEL H<'ECKER
COLORADO P.L.S. No. 30
FOUND PLAIN No. 5 REBAR
(S12`09'03 "E - 8.91' FROM CORNER)
LOT •
VAIL MEADOWS FILING No.
FOUND No. 5 REBAR
WITH WASHER
(ELEV. = 8649.2')
LOT 10
MEADOWS VAIL •
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RADIUS = 105.50'
DELTA = 11 °24'59"
ARC = 21.02'
TANGENT = 10.55'
LOCATE 4 USE
EXISTING SEWER LINE
LOCATE $ USE
EXISTING &A5 LINE
LOCATE $ USE
EXISTING GABLE
TV LINE
LAN05GAPE LEGEND
GOLO. 5FRUGE 12' MIN.
FLOWERING TREE 2" GAL. MIN.
QUAKING ASPEN 2" GAL. MIN
...........
........ .....
SEASONAL PLANTING BED
..............
ALL UNSODDEP DISTURBED AREAS TO
BE RE-SEEDED KITH NATURAL
GRASSES AND WILDFLOWERS
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LOT 9
VAIL MEADOWS FILING No. 2
EXIST. TREE
TO REMAIN
INDICATES AN
EVERGREEN TREE
1-1/-\IN Lt:V=L �,01-11 !DU. t -I.
MAIN LEVEL GARAGE: 541 50. FT.
UPPER LEVEL 6RFA: I,Iql 50. FT.
VAULTED AREA : 68ci 50. FT.
TOTAL SOUARE FOOTA6ES = ciciclO 50. FT.
LESS 1,525 50. FT. BASEMENT LEVEL PFDUGTION
TOTAL PROPOSED AREA = 5,66-1 50. FT.
BASEMENT AREA GALGULATION
555 L.F. OF EXTERIOR HALL AT BASEMENT LEVEL
FLOOR TO UNDER SIDE OFSTRUOT. FLOOR ABOVE = q'-10"
358 L.F. X ci'-10" = 3,520 50. FT. OF EXTERIOR WALL SURFAGE
1,272 50. FT. BELOW EX15TIN6 GRADE = ✓6%
TOTAL LONER LEVEL AREA OF 5,606 56Z.FT. X 5(b% = 1,525 SOFT. DEDUGTION
SITE GOVERA&E ALLOWED : 4,530 50. FT.
SITE GOVERA&E PROPOSED : 4,486 50. FT.
MIN. LANDSGAPE AREA: 15,580 50. FT.
PROPOSED LANDSCAPE AREA: 14,147 50. FT.
& CAP
49.2!
EXIST. TREE
TO REMAIN
GRAPHIC SCALE
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IN FEET
1 inch = 10 ft.
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GENERAL NOTES: 5141 GROUSE LANE JOB #0304 -07
DESIGN CRITERIA:
ROOF LIVE LOAD (SNOW LOAD): 80 PSF
ROOF DEAD LOAD:
15 PSF
FLOOR LIVE LOAD:
40 PSF
FLOOR DEAD LOAD:
25 PSF
DECK LIVE LOAD:
100 PSF
DECK DEAD LOAD:
10 PSF
GARAGE FLOOR LIVE LOAD:
50 PSF /2000 LBS
GARAGE FLOOR DEAD LOAD:
65 PSF
BASIC WIND SPEED (3 SEC GUST):
90 MPH
WIND EXPOSURE:
B
SEISMIC DESIGN CATEGORY:
C
IRC EDITION:
2003
1. THIS FOUNDATION HAS BEEN DESIGNED BASED ON THE RECOMMENDATIONS
SET FORTH IN GEOTECHNICAL REPORT #07 -006 BY KOECHLEIN CONSULTING
ENGINEERS, INC. CONSTRUCTION OF THIS FOUNDATION SHALL FOLLOW THE
REQUIREMENTS FROM THIS REPORT.
2. DESIGN OF FOOTINGS IS BASED ON A MAXIMUM ALLOWABLE BEARING
PRESSURE OF 2500 PSF.
3. RETAINING WALLS HAVE BEEN DESIGNED USING A LATERAL PRESSURE OF 55
PCF FOR THE "AT REST' EARTH PRESSURE CONDITION AND 40 PCF FOR THE
"ACTIVE" EARTH PRESSURE CONDITION.
4. FOOTINGS SHALL BE PLACED BELOW FROST DEPTH ON UNDISTURBED SOIL
OR ON STRUCTURAL FILL COMPACTED AS REQUIRED BY THE GEOTECHNICAL
ENGINEER.
5. PROVIDE CRAWLSPACE VENTILATION PER CODE REQUIREMENTS.
6. SOIL VALUES AND CONDITIONS SHALL BE VERIFIED BY A REPRESENTATIVE OF
THE GEOTECHNICAL ENGINEER. REPORT ANY DISCREPANCIES FROM THE
ORIGINAL FINDINGS TO THE STRUCTURAL ENGINEER.
7. BACKFILL AROUND RETAINING WALLS SHALL BE COMPACTION TESTED PER
THE RECOMMENDATIONS OF THE GEOTECHNICAL ENGINEER.
8. PROVIDE PERIMETER FOUNDATION DRAINS PER THE GEOTECHNICAL
ENGINEER RECOMMENDATIONS.
REINFORCED CONCRETE:
1. CONCRETE DESIGN IS BASED ON THE MOST CURRENT PUBLICATION OF
"BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE" (ACI 318).
2. STRUCTURAL CONCRETE SHALL HAVE A MINIMUM 28 DAY COMPRESSIVE
STRENGTH OF 3000 PSI.
3. CONCRETE SHALL BE PROPORTIONED USING TYPE 1 -11 SULFATE RESISTANT
CEMENT. DO NOT USE ADMIXTURES CONTAINING CHLORIDE SALTS.
4, FOR COLD WEATHER CONCRETING PROCEDURES REFER TO THE "ACI MANUAL
OF CONCRETE PRACTICE."
5. EXPANSION ANCHORS SHALL BE LOCATED NO LESS THAN 6 BOLT DIAMETERS
FROM CONCRETE EDGES AND SPACED AT NO LESS THAN 12 BOLT DIAMETERS
UNLESS NOTED OTHERWISE.
6. CONCRETE FLOOR SLABS ON GRADE SHALL HAVE SAWN OR TOOLED
CONTROL JOINTS AT A MAXIMUM SPACING OF 12 FEET IN EACH DIRECTION. IF
POSSIBLE, LOCATE CONTROL JOINTS ALONG COLUMN GRIDLINES.
7. CONCRETE COVERAGE FOR REINFORCING STEEL (ACI 318 -95):
CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH: 3"
CONCRETE EXPOSED TO EARTH OR WEATHER:
#6 BAR THROUGH #18 BAR: 2"
#5 BAR, W31 OR D31 WIRE, AND SMALLER: 1 1/2"
CONCRETE NOT EXPOSED TO WEATHER NOR IN CONTACT WITH GROUND:
a. SLABS, WALLS AND JOISTS ( #1 i BAR AND SMALLER):
#14 AND NO 18 BARS: 11/21-
#11 BAR AND SMALLER: 3/4"
b. BEAMS AND COLUMNS:
PRIMARY REINFORCEMENT, TIES, STIRRUPS, SPIRALS: 1 1/2"
REINFORCING STEEL:
1. EXCEPT WHERE OTHERWISE NOTED, REINFORCING BARS SHALL BE GRADE 60
EXCEPT TIES, FIELD BENT BARS AND BARS TO BE WELDED WHICH MAY BE GRADE
40. ALL REINFORCING BARS SHALL CONFORM TO ASTM SPEC.
2. FOR BARS #8 AND SMALLER, LAP BARS 36 DIAMETERS AT SPLICES IN
CONCRETE. DO NOT WELD OR USE MECHANICAL SPLICING DEVICES UNLESS
APPROVED BY ENGINEER.
3. HORIZONTAL BARS SHALL BE CONTINUOUS OR LAPPED WITH CORNER BARS
AT CORNERS. PROVIDE (2) - #5 BARS EXTENDING A MINIMUM OF 2 FEET BEYOND
EDGE OF ALL OPENINGS OR STEPS.
4. EXTEND REINFORCING STEEL A MINIMUM OF 2 FEET THROUGH COLD JOINTS.
COORDINATE ALL COLD JOINT LOCATIONS WITH ENGINEER,
5. WELDED WIRE FABRIC SHALL CONFORM TO ASTM SPEC. A -185. LAP WELDED
WIRE FABRIC A MINIMUM OF TWO FULL MESH GRIDS.
�l ' � �Zi1r7��RitlLei
1. EXCEPT WHERE NOTED OTHERWISE, ALL 2" NOMINAL LUMBER EXCEPT STUDS
SHALL BE DOUGLAS FIR -LARCH #2 AND BETTER. ALL SOLID TIMBER POSTS AND
BEAMS 3" NOMINAL AND WIDER SHALL BE DOUGLAS FIR -LARCH #2 UNLESS
NOTED OTHERWISE ON PLAN.
2. STUDS SHALL BE STUD GRADE AND BETTER HEM FIR OR DOUGLAS FIR - LARCH.
3. FOUNDATION PLATES OR SILLS SHALL BE BOLTED OR ANCHORED TO THE
FOUNDATION WITH NOT LESS THAN 1/2" DIAMETER STEEL BOLTS OR APPROVED
ANCHORS. BOLTS SHALL BE EMBEDDED AT LEAST 7" INTO CONCRETE OR
MASONRY, AND SPACED NOT MORE THAN 4 FT APART. THERE SHALL BE A
MINIMUM OF TWO BOLTS OR ANCHOR STRAPS PER PIECE WITH ONE BOLT OR
ANCHOR STRAP LOCATED NOT MORE THAN 12" OR LESS THAN 4" FROM EACH
END OF EACH PIECE. A PROPERLY SIZED NUT AND WASHER SHALL BE
TIGHTENED ON EACH BOLT TO THE PLATE.
4. BOTTOM PLATES IN CONTACT WITH CONCRETE SHALL BE PRESSURE TREATED
LUMBER OR A LUMBER OF NATURALLY DURABLE MATERIAL.
5. WOOD BEAMS BEARING IN BEAM POCKETS IN CONCRETE OR MASONRY
WALLS SHALL BEAR ON A TREATED 2x BEARING BLOCK. PROVIDE 112"
CLEARANCE AROUND END OF WOOD BEAM. PROVIDE 2x TREATED BLOCKING
EACH SIDE OF BEAM AT BEARING.
6. BLOCKING WITHIN FLOOR JOIST SPACES BENEATH POSTS NOTED ON PLAN
SHALL BE OF EQUIVALENT AREA OF THE COLUMN ABOVE. SINGLE STUD
TRIMMERS DO NOT REQUIRE ADDITIONAL BLOCKING IN THE FLOOR.
7. BOLTS USED IN FRAMING CONNECTIONS SHALL BE INSTALLED WITH
STANDARD WASHERS AND NUTS.
8. REFER TO THE 2003 IRC TABLE R602.3(1) OR 2003 IBC TABLE 2304.9.1 FOR
MINIMUM FASTENING SCHEDULE. A COPY OF THIS TABLE CAN BE PROVIDED
UPON REQUEST. AS STATED IN SECTION 2304.9.5 OF THE 2003 IBC SECTION
2304.9.5: FASTENERS FOR PRESERVATIVE - TREATED AND
FIRE - RETARDANT - TREATED WOOD SHALL BE OF HOT - DIPPED ZINC - COATED
GALVANIZED STEEL, STAINLESS STEEL, SILICON BRONZE OR COPPER.
FASTENINGS FOR WOOD FOUNDATIONS SHALL BE AS REQUIRED IN AF &PA
TECHNICAL REPORT No. 7.
9. UNLESS NOTED OTHERWISE, STEEL CONNECTORS SHALL BE USED TO JOIN
RAFTERS, JOISTS AND BEAMS SUCH AS SIMPSON STRONG -TIE CONNECTORS OR
EQUIVALENT.
10. WOOD NAILER PLATES ON STEEL BEAMS FOR TOP - FLANGE HANGERS SHALL
BE RIPPED TO MATCH THE STEEL BEAM FLANGE WIDTH.
11. MANUFACTURED JOISTS SHALL BE FROM AN APPROVED MANUFACTURER IN
THE SIZES AND SPACINGS INDICATED ON PLAN, IF JOISTS FROM A
MANUFACTURER OTHER THAN THAT SPECIFIED ARE SUBSTITUTED, CONTACT
ENGINEER TO REVIEW SPANS, LOADING AND CONNECTIONS. FOLLOW THE
MANUFACTURER'S RECOMMENDATIONS REGARDING BLOCKING, BRACING AND
WEB STIFFENERS.
12. EXTERIOR WALLS SHALL BE 2x6 STUDS @ 16" ON CENTER OR AS DESCRIBED
BELOW, UNLESS NOTED OTHERWISE ON PLAN:
WALL HEIGHTS 12' -6 AND LESS: 2x6 STUDS @ 16"
WALL HEIGHTS FROM 12' -6 THROUGH 14' -6: 2x6 STUDS @ 12"
WALL HEIGHTS FROM 14-6 THROUGH 17'-4: (2) -2x6 STUDS @ 16"
WALL HEIGHTS GREATER THAN 17-4: CONTACT ENGINEER
CAP WITH A DOUBLE 2x6 TOP PLATE OVERLAPPING AT CORNERS AND AT
INTERSECTIONS WITH OTHER PARTITIONS. IF OVERLAP IS NOT POSSIBLE, STRAP
TOP PLATES WITH STEEL STRAP TIES (SIMPSON ST292) AT OUTSIDE CORNER.
GABLE END WALLS SHALL BE BALLOON FRAMED TO THE BOTTOM OF
RAFTERS, LOOKOUTS OR GABLE END TRUSS.
WALLS SHALL BE SHEATHED WITH 7/16" THICK APA RATED PLYWOOD OR OSB
SHEATHING RATED 24/16, EXPOSURE 1. BLOCK ALL HORIZONTAL JOINTS: 8d
NAILS AT 6" AT PANEL EDGES AND 8d NAILS AT 12" AT INTERMEDIATE SUPPORTS.
PROVIDE (3) -2x10 HEADERS OVERALL DOOR AND WINDOW OPENINGS WITH
ONE 2x6 TRIMMER AND ONE 2x6 KING STUD EACH SIDE UNLESS NOTED
OTHERWISE.
ALIGN JOISTS OR RAFTERS TO BEAR WITHIN 5" OF STUDS BELOW.
13, INTERIOR LOAD BEARING WALLS ARE 2x4 OR 2x6 STUDS AT 16" ON CENTER
WITH 1/2" GYPSUM WALL BOARD BOTH SIDES. CAP WITH A DOUBLE TOP PLATE
TO PROVIDE OVERLAPPING AT CORNERS AND INTERSECTION WITH PARTITIONS.
IF OVERLAP IS NOT POSSIBLE, STRAP TOP PLATES WITH STEEL STRAP TIES
(SIMPSON ST292) AT OUTSIDE CORNER.
. PROVIDE (2) -2x10 HEADERS OVERALL DOOR AND WINDOW OPENINGS WITH
ONE 2x4 OR 2x6 TRIMMER AND ONE 2x4 OR 2x6 KING STUD EACH SIDE UNLESS
NOTED OTHERWISE.
ALIGN JOISTS OR RAFTERS TO BEAR WITHIN 5" OF STUDS BELOW.
14. AT BEAM BEARING LOCATIONS IN STUD WALLS, PROVIDE MULTIPLE -STUD
POSTS EQUAL TO WIDTH OF BEAM UNLESS NOTED OTHERWISE.
15. FLOOR SHEATHING: PROVIDE 3/4" THICK APA RATED STURDIFLOOR RATED
AT 24" ON CENTER TONGUE AND GROOVE EXPOSURE 1 FOR ALL FLOOR
CONSTRUCTION. GLUE AND NAIL PANELS TO ALL SUPPORTS: 8d NAILS AT 6" AT
PANEL EDGES AND 8d NAILS AT 12" AT INTERMEDIATE SUPPORTS. INSTALL
SHEATHING WITH LONG DIMENSION PERPENDICULAR TO JOISTS AND STAGGER
JOINTS.
16. ROOF SHEATHING: PROVIDE 5/8" THICK APA PLYWOOD SHEATHING RATED
40120 EXPOSURE 1. INSTALL SHEATHING WITH LONG DIMENSION
PERPENDICULAR TO THE SUPPORTING MEMBERS AND STAGGER JOINTS.
NAILING: 8d NAILS AT 6" AT PANEL EDGES AND 8d NAILS AT 12" AT INTERMEDIATE
SUPPORTS.
PROVIDE WIND /SEISMIC ANCHORS AT SUPPORTS FOR ALL RAFTERS, TRUSSES
AND LOOKOUTS.
PROVIDE SOLID BLOCKING PANELS BETWEEN ROOF FRAMING MEMBERS AT
BEARING TO PREVENT ROLLING.
17. LAMINATED VENEER LUMBER (LVL) SHALL HAVE THE FOLLOWING MINIMUM
PROPERTIES:
FLEXURAL BENDING STRESS: 2600 PSI
MODULUS OF ELASTICITY: 1,900,000 PSI
TENSION PARALLEL TO GRAIN: 1850 PSI
COMPRESSION PARALLEL TO GRAIN: 2310 PSI
COMPRESSION PARALLEL TO GRAIN: 750 PSI
PERPENDICULAR TO GLUE LINE
HORIZONTAL SHEAR: 285 PSI
FOLLOW THE MANUFACTURER'S RECOMMENDATIONS REGARDING BLOCKING,
BRACING AND WEB STIFFENERS AND MULTIPLE MEMBER CONNECTIONS.
STRUCTURAL STEEL:
1. FABRICATION AND ERECTION OF STRUCTURAL STEEL SHALL BE IN
ACCORDANCE WITH THE MOST CURRENT PUBLICATIONS OF EITHER AISC -LRFD,
AISC 335 OR AISC -HSS. SPECIFICATIONS AND CODE OF STANDARD PRACTICE.
2. STRUCTURAL STEEL ROLLED SHAPES SHALL BE ASTM A50, TUBE SHAPES
SHALL BE ASTM A500 GRADE B. PIPES SHALL BE ASTM A53 GRADE B OR ASTM
A501.
3. ALL BOLTS USED IN STEEL FRAMING SHALL CONFORM TO ASTM
SPECIFICATION A325. ANCHOR BOLTS AND BOLTS USED IN TIMBER
CONNECTIONS MAY BE ASTM A307.
4. TORQUE INSPECTION SHALL BE PROVIDED AS REQUIRED BY THE BUILDING
INSPECTOR.
5. EXPANSION BOLTS SHALL BE WEDGE TYPE "POWER" OR APPROVED
EQUIVALENT. MINIMUM EMBEDMENT SHALL BE 8 DIAMETERS UNLESS NOTED
OTHERWISE.
6. ALL WELDING SHALL BE DONE BY AN AWS CERTIFIED WELDER.
7. DELAY PAINTING WITHIN 3" OF FIELD WELDS UNTIL WELDS ARE COMPLETED.
8. STEEL ANGLES THAT ARE USED TO SUPPORT STONE VENEER AND ARE IN
CONTACT WITH CORROSIVE SOILS SHALL BE GALVANIZED AND SHALL BE
ATTACHED TO THE FOUNDATION WITH GALVANIZED OR STAINLESS STEEL
ANCHORS.
9. STEEL BEAMS AND COLUMNS BEARING ON CONCRETE FOUNDATION SHALL
BEAR ON 1" SOLID STEEL SHIMS AND ALL VOIDS SHALL BE PACKED SOLID WITH
NON - SHRINK GROUT.
BACKFILLING PROCEDURES:
1. VERIFY TYPE OF FILL WITH GEOTECHNICAL ENGINEER.
2. CONCURRENT BACKFILLING OF EACH SIDE OF RETAINING WALLS TO FINAL
GRADES IS REQUIRED UNLESS TEMPORARY SHORING IS INSTALLED. DO NOT
BACKFILL AGAINST RETAINING FOUNDATION WALLS UNTIL SUPPORTING FRAMING
ELEMENTS ARE IN PLACE, OR ADEQUATE TEMPORARY SHORING IS INSTALLED.
1. GROUT BENEATH COLUMN BASE PLATES AND STEEL BEAM BEARING PLATES
SHALL BE NON - SHRINK, NOWMETALIC GROUT WITH A MINIMUM COMPRESSIVE
STRENGTH OF 2500 PSI.
GENERAL REQUIREMENTS:
1. CHECK ALL DIMENSIONS AGAINST ARCHITECTURAL DRAWINGS PRIOR TO
CONSTRUCTION. DO NOT SCALE DRAWINGS. CONTACT ENGINEER IF
DISCREPANCIES IN DIMENSIONS ARE DISCOVERED.
2. THE STRUCTURAL DRAWINGS DESCRIBE THE COMPLETED STRUCTURE.
THESE DRAWINGS HAVE BEEN PREPARED FOR THE USE OF A QUALIFIED
CONTRACTOR WITH EXPERIENCE IN THE CONSTRUCTION SYSTEMS AND
TECHNIQUES DESCRIBED. THE CONTRACTOR SHALL PROVIDE ADEQUATE
SHORING AND BRACING IN THE PROPER SEQUENCE, AS MAY BE REQUIRED TO
ACHIEVE THE FINAL COMPLETED STRUCTURE. THE SEQUENCE OF
CONSTRUCTION IS THE RESPONSIBILITY OF THE CONTRACTOR. CONSULT WITH
THE ENGINEER FOR SHORING DESIGN AND RECOMMENDATIONS (NOT IN
CONTRACT).
& THE CONTRACTOR IS RESPONSIBLE FOR THE MEANS, METHODS SEQUENCES
AND PROCEDURES FOR CONSTRUCTION OF THIS PROJECT. NOTIFY
STRUCTURAL ENGINEER OF ERRORS OR OMISSIONS IN THE CONSTRUCTION
DOCUMENTS IMMEDIATELY. DO NOT PROCEED UNTIL ERRORS OR OMISSIONS
ARE RESOLVED. COORDINATE REQUIREMENTS FOR ALL PENETRATIONS
THROUGH STRUCTURAL MEMBERS WITH STRUCTURAL ENGINEER. JOBSITE
SAFETY IS THE SOLE RESPONSIBILITY OF THE CONTRACTOR.
4. OBSERVATION VISITS BY THE STRUCTURAL ENGINEER ARE FOR
DETERMINATION OF GENERAL COMPLIANCE WITH THE CONSTRUCTION
DOCUMENTS. THIS OBSERVATION VISIT IS NOT AN INSPECTION. THE
CONTRACTOR SHALL CONTACT THE ENGINEER AT THE APPROPRIATE TIME TO
SCHEDULE THIS VISIT.
5. WHILE EVERY EFFORT IS MADE TO PROVIDE A COMPLETE AND ACCURATE SET
OF CONSTRUCTION DOCUMENTS, ERRORS OR OMISSIONS MAY OCCUR.
RELEASE OF THESE DRAWINGS ANTICIPATES CONTINUED COOPERATION AND
COMMUNICATION BETWEEN THE CONTRACTOR, ARCHITECT AND ENGINEER TO
PROVIDE THE BEST POSSIBLE STRUCTURE.
A.B.
ANCHOR BOLT
ABV.
ABOVE
ADJ.
ADJACENT
ALT.
ALTERNATE
ARCH.
ARCHITECT
BLKG.
BLOCKING
BM.
BEAM
BM. PKT.
BEAM POCKET
BRG.
BEARING
CANT.
CANTILEVER
CLR.
CLEAR
CMU
CONCRETE MASONRY UNIT
COL.
COLUMN
CONC.
CONCRETE
CANT.
CONTINUOUS
C.P.
CRIPPLE POST
DWL.
DOWEL
EA.
EACH
EQ.
EQUAL
EXP.
EXPANSION
EXSTG.
EXISTING
F.D.
FLOOR DRAIN
FTG.
FOOTING
G.L.
GLUED LAMINATED
HDR.
HEADER
HORIZ.
HORIZONTAL
INFO.
INFORMATION
JSTS.
JOISTS
K.S.
KING STUD
LLV
LONG LEG VERTICAL
LONGIT.
LONGITUDINAL
Lam•
LIGHTWEIGHT
LVL
LAMINATED VENEER LUMBER
MANF.
MANUFACTURER
O.C.
ON CENTER
R_
PLATE
REF.
REFERENCE
REINF.
REINFORCING
SCHED.
SCHEDULE
S.I.P.
STRUCTURAL INSULATED PANEL
STL.
STEEL
T.B.
THROUGH BOLT
T &G
TONGUE & GROOVE
TO
TOP OF
TOF
TOP OF FOOTING
TOW
TOP OF WALL
TRANSV.
TRANSVERSE
TRTD.
TREATED
TS
TUBE STEEL
TYP.
TYPICAL
VERT.
VERTICAL
VIF
VERIFY IN FIELD
W.P.
WATERPROOF
W/
WITH
• • i
TYPE
• •
PLATE THICKNESS (IN.)
ANCHORS
10"
11" 71n 1.11,
4 4
cv
3/4"
(2) -1/2" 0 x 6"
EXP. ANCHORS
t
Q
!s i. • immir-ael e
b
' i !
0 0
m
O
t
5" 5n
rJN -
CV
ONC. WALL
COLUMN BEARING PLATE SCHEDULE: 3/4" = V-0
TYPE
PLAN VIEW
PLATE THICKNESS (IN.)
ANCHORS
10"
11" 71n 1.11,
4 4
cv
3/4"
(2) -1/2" 0 x 6"
EXP. ANCHORS
t
!
b
0 0
5" 5n
rJN -
CV
ONC. WALL
CONC. WALL
le 511 7 5" rJN
0
0 0 =
3/4"
(2) -1/2" 0 x 6"
EPDXY ANCHORS
11.
10"
10"
5t 1111
Vt�
3/4"
(2)-1/2" 0 x 6"
-
3❑
0
EPDXY ANCHORS
0
221" 72 1n
7& E&
CONC. WALL
1011
4 2 4
- rlo
®
0 0
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r�
3/4"
(4) -1/2" 0 x 8"
EXP. ANCHORS
0 0
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r
(2) - #5's CONT. HORIZ.
TOP & BOT.
FOR REMAINDER OF REINF. INFO.
REF. TO APPROPRIATE DETAIL
,
FULL
(2)45's x H.
2-0
(2)45's CONT. HORIZ.
2-0 2' -0 1 TOP & BOT.
FULL
(2)- #5's x HT.
2-0
2'-0
2-0
-17
EXTEND HORIZ. REINF.
2-0 PAST STEP TYP.
1 FOR REMAINDER OF REINF. INFO.
2 -0 REF. TO APPROPRIATE DETAIL
cr (2)45's x� 1
TOP & BOT. 2' -0 v
CV
OF FTG.
@ CASCADE OPTION
.l
PROVIDE CONT. FTG.
@ CASCADE OPTION
z
2'-0 C) a
co rr
w
/~i TYPIr.AI FnOTINE, .qTFP grrai P vq,, _ v -n
TOW
BASE t PER SCHEDULE SHEET S1
1" MIN. SHIM & NON- SHRINK GROUT
d d tt it -° . o TO SLAB
:4 a
p d. d
4 o a
d 44
co • . • - �! ° •°
d REF. SCHEDULE
EQ. EQ. SHEET S2 FOR
``o SCHED. WIDTH � REINF. INFO.
STONE VENEER
PER ARCH.
CONT. L 4x4x1/4 W/-
112"'0 x 4" EXP.
ANCH'S @ 16" (MAX.
HT. 10' -0)
#5's @ 16" EA. WAY
#5 DWLS. x
92411
N
6"
• plam
no lo'lls
n l .1
SCALE: 3/4" = 1' -0
CONC. STAIR SLAB 6" MIN.
THICKNESS W/ #3's @ 12"
EA. WAY
)NT. @ NOSING, TYP.
• 4
d � .
a 4:
4
d
a�d
'4
d
4.
b
7°
d •:
a
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a
A
CONC. STAIR SLAB 6" MIN.
THICKNESS W/ #3's @ 12"
EA. WAY
#5's @ 16" EA. WAY
(2)45's CONT.
TOP & BOT.
OIL SEE PLAN
TOF
4
a
a•
4
a_
.4 d
2'-0
#5 DWLS. x Q
16., CV
`-- -CONT. L 4x4x1/4 W1
1/2"0 x 4" EXP.
ANCH'S @ 16" (MAX.
HT. 10" -0)
d
#5 DWLS. x u?
@ 24n N
6"'
rA
ling
•
a►
s
a.
t
!
1
UZ
i
0
10
Z
W
W
Z
Z
C\
a
011 fin
ISOLATED SPREAD FOOTING SCHEDULE
LABEL
DIMENSIONS
REINFORCING
A
2' -0 x 2-0 x V -0
3 - #5's x V -6 EA. WAY
B
3' -0 x 3-0 x V -0
4 - #5's x 2-6 EA. WAY
C
4' -0 x 4' -0 x V -0
5 - #5's x 3-6 EA. WAY
D
5' -0 x 5' -0 x V -0
6 - #5's x 4' -6 EA, WAY
E
5' -0 x T -0 x V -0
(6) -#5's x 6-6 LONGIT.
(8)-#5's x 4-6 TRANSV.
F
5' -0 x 9' -6 x V -0
(6) - #5's x 8' -6 LONGIT.
10 - #5's x 4' -6 TRANSV.
FOUNDATION PLAN
1
PLAN NOTES:
1. CONTINUOUS FOOTINGS ARE CENTERED BENEATH FOUNDATION WALLS UNLESS NOTED OTHERWISE
2. CONCRETE WALLS ARE 8" THICK UNLESS NOTED OTHERWISE
3. CONCRETE FOOTINGS ARE 8" THICK AND V -4 WIDE UNLESS NOTED OTHERWISE
4. CONTACT ENGINEER IF OVER - EXCAVATION IS REQUIRED TO FIND ADEQUATE SOIL BEARING
6. STEPS IN TOP OF FOUNDATION WALL ARE INDICATED:
6. Q INDICATES CONNECTION TYPE. REFERENCE SCHEDULE SHEET S1
7. DO NOT SCALE DRAWINGS. VERIFY ALL DIMENSIONS WITH CONTRACTOR
8. 1771 INDICATES COLUMN BASE PLATE TYPE, SEE SCHED. S1
t
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��4"SDUDSTEEL
'""'L. SHIMS NV(2)1/20
1/4" FITTED WEB TB.b
STIFFENERS
(EA. SIDE C)FWEB)
�--8TL. BM. PER PLAN
CONC. BEAM PDCKET&WOOD
FRAMING NOT SHOWN FOR CLARITY SCAL
TBs
12xl 2 DECK PC
k SEE PLAN
11 7/8" I-JOIST PER PLAN
am
2x6 EXTERIOR WALL
CONT. 11 7/8 RIM
BD. PER PLAN
2x DECKING
2x1O918"
SEE PLAN
TO DECKING
2x1O LEDGER NV(5)-1UdNAILS
&(��8"0TB.b916"
11 7/8" I-JOISTS PER PLAN
RIP 2x SLEEPER STL. BM PER PLAN W/ 2x
BM. FLANGE WIDTH DRIVE-
PINNED TO STL. 9 16"
UNDERFRAME PER CONTRACTOR
13/4 x 14'LVL PER PLAN
STL BM. PER
(2)-1/2"0x4"i
INTO WD. POE,
03m
WOOD FRAMING NOT TS COL. PER
'I NOT
SHOWN FOR CLARITY PLAN
PER PLAN
-51�
PER PLAN
TO STL.
��}
�DCONE�0N—/
J L4x4x1/4xO'-5V2WY(4)'
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3/4"T8GPLYVVD.-----
11 7/8" I-JOIST PER PLAN
SEE PLAN
TDPLYVVD.
SEE PLAN
WOOD FRAMING NOT
SHOWN FOR CLARITY
OL SEE PLAN
|
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J L4x4x1/4x0��1/2 W(4)-
3/4"0T.B.'s(2EA SIDE UFWEB)
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~�
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AS REQ'D
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=1
RETURNS
COPE STL BM. FLANGES
AS REQ'D
7.OINDICATES CONNECTION TYPE. REFERENCE SCHEDULE SHEBSl
8. NUMBER OF STUDS INDICATED ON PLAN FOR BUILT UP POSTS ARE TRIMMERS ONLY AND DO NOT INCLUDE KING STUDS.
S. 0 INDICATES COLUMN BASE PLATE TYPE, SEE SCHB].S1
10. DO NOT SCALE DRAWINGS.
TO STL.
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« o U U TS COL. PER PLAN @8IM.
WOOD FRAMING NOT SHOWN FOR CLARITY
WV(2)ROWS
qCHOR<Q16'
CKET
145
`
3" MAX, STONE AND
MEMBRANE PER
CONTRACTOR
OIL 8647'-3
2x6 EXTERIOR WALL
3/4" T&G PLYWD.
TO PLYWD.
It
11 7/8" I-JOISTS PER PLAN
RIP 2x SLEEPER STL. BM PER PLAN W/ 2x
BM. FLANGE WIDTH DRIVE-
PINNED TO STL. 9 16"
UNDERFRAME PER CONTRACTOR
13/4 x 14'LVL PER PLAN
STL BM. PER
(2)-1/2"0x4"i
INTO WD. POE,
03m
WOOD FRAMING NOT TS COL. PER
'I NOT
SHOWN FOR CLARITY PLAN
PER PLAN
-51�
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SEE PLAN
TDPLYVVD.
SEE PLAN
WOOD FRAMING NOT
SHOWN FOR CLARITY
OL SEE PLAN
|
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4 n
11
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RETURNS
COPE GTL BM. FLANGES
AS REQ'D
1 1/2"LyVV7.CONC.
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=1
RETURNS
COPE STL BM. FLANGES
AS REQ'D
7.OINDICATES CONNECTION TYPE. REFERENCE SCHEDULE SHEBSl
8. NUMBER OF STUDS INDICATED ON PLAN FOR BUILT UP POSTS ARE TRIMMERS ONLY AND DO NOT INCLUDE KING STUDS.
S. 0 INDICATES COLUMN BASE PLATE TYPE, SEE SCHB].S1
10. DO NOT SCALE DRAWINGS.
TO STL.
38|DBS>
J L4x4x1/4xD'-5V2NV
L2)�4"0T�'s
1/2xBM.DEPTHx9"[L
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MAIN FLOOR
FRAMING PLAN &
DETAILS
�
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LVL BM. PER PLAN
BRG. II - 1/2 "x5 x 0' -5 3/4 0
SIDE Es - 1/4'(5x0' -10 W/
(1) -3/4" 0 THRU -BOLT
END fl?: 1 /4xBM WIDTHxBM HT.
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u
n
I
1
1 1/2" LTWT. CONC.
3/4" T &G PLYWD.
j__ Z — —
CAP R: 5 /8xBM. — STL. BM. PER PLAN W/
WIDTH x 0' -5 1/2 DRIVE - PINNED TO TOP
W/ (2) -1/2 "0 T.B.'s FLANGE @ 16"
TS COL. PER
PLAN
= 1'
I I
II
I
Ir
I SEE SHEET S5 FOR HEADER
AND TRIMMER INFORMATION
THIS LEVEL
i
FL
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PACK OUT WEBS OF
1- JOISTS AND SISTER
W/ (4) -10d NAILS @ 6'
C — — — — =III-- -
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UPPER FLOOR FRAMING PLAN SCALE: 1/4" = V-0 I
PLAN NOTES:
1. FLOOR BEAMS ARE FLUSH FRAMED UNLESS NOTED "DROPPED"
2. FLOOR SHEATHING IS 3/4" T &G APA RATED STURDIFLOOR, EXP. 1, SPAN RATING 24" O.C.
3. POSTS CONTINUOUS BELOW ARE INDICATED: N POSTS FROM ABOVE NOT CONTINUOUS BELOW ARE INDICATED: ❑
4. INTERIOR STUD BEARING WALLS ARE INDICATED:
5. FLOOR JOISTS ARE 11 7/8" BCI -6000 SERIES @ 16" UNLESS NOTED OTHERWISE.
6. Q INDICATES CONNECTION TYPE. REFERENCE SCHEDULE SHEET S1
7. NUMBER OF STUDS INDICATED ON PLAN FOR BUILT UP POSTS ARE TRIMMERS ONLY AND DO NOT INCLUDE KING STUDS.
8. DO NOT SCALE DRAWINGS.
SEE SHEET S5 FOR HEADER
AND TRIMMER INFORMATOOP
THIS LEVEL
it
I
1CATES 1 1/8 x 11 7/8 BC
HIMBOARD (OSB), TYP.
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UPPER FLOOw
FRAMING PLAN a
DETAILS
om
�A
3
(5) -10d NAILS INTO EA. LOOKOUT
xe-1
2x12 BLKG. BTWN. RAFTER;
@ BRG., TYP. W/ (3) -10d
NAILS INTO TOP EE
CONT. 2x12
STRUCTURAL SUB -
FASCIA, TYP.
2x12 LOOKOUTS @ 24" Q.C.
2x6 EXTERIOR WALL
Kel
SCALE: 3/4" = V-0
LVL BENT LAP- SPLICE
, 12 HEADER W/ (4) -3/4 "0
8 THRU -BOLTS & 10d
NAILS @ 3" O.C.
THROUGHOUT
CUT LVL's TO FIT
TIGHT WITH NO GAP @
JOINT
12
5/8" ROOF SHEATHING
RAFTERS PER PLAN --�
SCALE: 3/4"= V -0
2x12 BLKG. BTWN. RAFTERS
@ BRG., TYP. W/ (3) -10d
NAILS INTO TOP R
5/8" ROOF SHEATHING
ma
(3) -1 3/4 x 11 1/4 LVL
(COMMON)
(4) -1 3/4 x 117/8 LVL'
(HEADER) =
r
BEVEUNOTCH BOT. OF LVL
BM. FOR BRG. SEAT
12
S CONNECTION:
BEARING SADDLE:
J L 6x3x5 /16x0' -81/2 W/ (60/4 "0
THRU -BOLTS IN COMMON BM. (3 EA.
LEG) & (2) -3/4 "0 x 6" LAGS INTO HEADER
(1 EA. SIDE) WELDED TO 5/8" x 6" x U -8
BRG. SEAT
4 " =1
A
DBL. 2x12
St 1R- FASCIA
ROOF RAFTER SIZE
/SPACING SCHEDULE:
SCALE: 3/4" = V -0
RAFTER SIZE /SPACING
4"
2x12 @ 24"
11' -6
4
13' -6
=�a
2x RIPPED BLKG.
r
12
8 �
4 -PLY BOLT CONN.
NOT SHOWN FOR CLARITY
CSr -
3116" V
RA
@CONNECTION:
BEARING SADDLE:
J L 4x4x1/4 W/ (6) -3/4 "0 THRU -BOLTS IN
NOTCH BOT. OF LVL
RIDGE BM. (3 EA. LEG) & (3)- 3/4"0 T.B.'s
BM. FOR BRG. SEAT
IN COMMON BM.
BRG. SEAT 1 /4xBM. WIDTHx5 WELDED TO
ANGLES
SCALE: 3/4" = 1'-0
ma
(3) -1 3/4 x 11 1/4 LVL
(COMMON)
(4) -1 3/4 x 117/8 LVL'
(HEADER) =
r
BEVEUNOTCH BOT. OF LVL
BM. FOR BRG. SEAT
12
S CONNECTION:
BEARING SADDLE:
J L 6x3x5 /16x0' -81/2 W/ (60/4 "0
THRU -BOLTS IN COMMON BM. (3 EA.
LEG) & (2) -3/4 "0 x 6" LAGS INTO HEADER
(1 EA. SIDE) WELDED TO 5/8" x 6" x U -8
BRG. SEAT
4 " =1
A
DBL. 2x12
St 1R- FASCIA
ROOF RAFTER SIZE
/SPACING SCHEDULE:
MAX. CLEAR RUN
RAFTER SIZE /SPACING
9' -6
2x12 @ 24"
11' -6
2x12 @ 16"
13' -6
(2) -2x12 @ 24" OR
1 3/4 x 11 1/4 LVL @ 24"
ROOF FRAMING PLAN SCALE: 1/4" = T-0
PLAN NOTES:
1. ROOF BEAMS ARE FLUSH FRAMED UNLESS NOTED "DROPPED"
2. ROOF SHEATING IS 5/8" APA RATED SHEATHING, EXP. 1, SPAN RATING 40/20
3. REFER TO RAFTER SCHED. THIS SHEET FOR RAFTER RUN /RAFTER SIZE & SPACING
4. POSTS CONTINUOUS BELOW ARE INDICATED: E POSTS FROM ABOVE NOT CONTINUOUS BELOW ARE INDICATED: ❑
5. INTERIOR STUD BEARING WALLS ARE INDICATED:
6. Q INDICATES CONNECTION TYPE. REFERENCE SCHEDULE SHEET S1
7. NUMBER OF STUDS INDICATED ON PLAN FOR BUILT UP POSTS ARE TRIMMERS ONLY AND DO NOT INCLUDE KING STUDS.
8. DO NOT SCALE DRAWINGS
i4':, TYP.
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REVIEWED BY: JPL
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DATE: ■ . i
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6"
(2)
45 DWLS. x
STONE VENEER
PER CONTRACTOR
2x6 EXTERIOR WALL
gik 8637'-
—TOW
STUD BRG. WALL
CONT. TRTD, 2x R GLUED
TO CONC. WHERE HEATED
LTHICKENED SLAB FOOTING W/
(2)45's CONT. LONGIT.
8637-0
TO SLAB
zo
V-61'
SCALE: 3/4" = 1
Nm
aim,
611 -0
21-011
4
411 4"
ea-,? e27 e
CONT. L 4x4x1/4 W/ 1/2"0
x 4" EXP. ANCH'S @ 24" .4
(MAX. STONE HT. 6-0)
4
#5 DWLS. x
9 49'
61'
PERIMETER DRAIN PER-
GEOTECHNICAL ENG.
8633' -2"
co
L4" 8" �4" L
A V-411 4n
0
\Z6
1 1/2" LTWT, CONC.
3/4" T&G PLYWD.
jk 864T-10 1/2
Y TO PLYWD.
11 7/8" I-JOISTS PER PLAN
(3)-2x6
CRAWLSPACE ACCESS
PER CONTRACTOR
#5 DWLS. x
(9 16"
611
1/2" EXPANSION MATERIAL
4" CONC SLAB PER PLAN
,L 8637'-0"
STONE VENEER
"oe
PER CONTRACTOR
12xl2 POST
(3)45's x V-6 EA. WAY
co
12" 0 CONC. PIER
(2)-#5 DWLS. x
u-
611
_—REF. SCHEDULE
SHEET S2 FOR
REINF. INFO.
1/2"0 x 10" A.B.'s IN
CONT. TRTD. 2x6 R
1/2" EXPANSION MATERIAL
/-4" CONC SLAB PER PLAN
8637'-0"
TO SLAB
2)-#5's CONT.
TOP & BOT.
(1)-#5 CONT. MID-HT.
SCALE: 3/4" = V-0
I-JOIST BLKG. PANELS W/ (3)-8d
NAILS @ 24" OVER WALL
(2)45's CONT.
TOP & BOT.
. l 86364"
-.41 TOF
CC)
2x6 EXTERIOR WALL
STONE VENEER
1/2"0 x 10" A, B.'s @ 48"
0
TOP & BOT.
.1
1
IN CONT. TRTD. 2X6 FL
1 1/2" LTWT. CONC.
STONE VENEER
TO PLYWD,
D<l
PER CONTRACTOR
3/4" T&G PLYWD.
PER CONTRACTOR
x 4" EXP. ANCH'S g 2411
II
8647' -101/2
TOW
TOW
BTWN. JOISTS @ BRG�
14G
CONNECTED TO WALL W/
rl
TO PLYWD.
1/2"0 x 10" A.B.'s 9 48"
(2)-16d DRIVE-PINS (-a 16"
8647' - 81/4"
CONT. TRTD. 2xl2W/
IN CONT. TRTD. 2x8 FE
TOW
(2)-16d DRIVE-PIINS @ 16'
4
k
p
11 7/8" I-JOISTS PER PLAN
#5's @ 16" EA. WAY
.4
z
CONT. L 4x4x1 A W/ 1/2"0
4
'!"P,
CONT. L 4x4x1/4 W/ 1/2"0
I-JOIST BLKG. PANELS W/ (5)-8d
3/4" T&G PLYWD.
4
411
x 4" EXP. ANCH'S @ 2411
NAILS 9 24" IN FIRST JOIST SPACE
<
4"
CONT. L 4x4x1/4 W/ 1/2"0
I
1 4
A.?
1
x 4" EXP. ANCH'S 9 24"
CRAWLSPACE
(MAX. STONE HT. 6-0)
#5 DWLS. x (c
9 16" C\
61'
045's CONT.
TOP & BOT.
2x6 EXTERIOR WALL -
1/2"0 x 10" A.B.'s @ 4811
IN CONT, TRTD. 2x6 FL
AY
,IN PER
ENG.
SCALE: 3/4" = V-0
1 1/2" LTWT. CONC.
STONE VENEER
TOP & BOT.
.1
PER CONTRACTOR
3/4" T&G PLYWD.
8647' -10 1/2
8650'-8"
TO PLYWD,
D<l
8647'-8 11 4' 4
WOIST BLKG. PANELS
LS
PER CONTRACTOR
x 4" EXP. ANCH'S g 2411
II
TOW
TOW
BTWN. JOISTS @ BRG�
14G
CONNECTED TO WALL W/
rl
1/2"0 x 10" A.B.'s 9 48"
(2)-16d DRIVE-PINS (-a 16"
IN CONT. TRTD. 2x8 FE
11 7/8" I-JOISTS PER PLAN
P
4
k
p
L Y
OVERFRAME 9 HALLWAY
#5's @ 16" EA. WAY
.4
CONT. L 4x4x1 A W/ 1/2"0
4
'!"P,
CONT. L 4x4x1/4 W/ 1/2"0
x 4" EXP. ANCH'S @ 24!'
3/4" T&G PLYWD.
4
411
x 4" EXP. ANCH'S @ 2411
11 7/8" LVL PER PLAN--/
<
4"
(MAX. STONE HT. 6-0)
I
1 4
1
1
TRTD. 2x12 BLKG. PANELS
BTWN. JOISTS @ BRG.
4,4
@ 16" EA_ WAY
CONNECTED TO WALL W/
91611
611
I-JOIST BLKG. PANELS W/ (5)-8d
d
(2)-16d DRIVE-PINS EA. BLK.
"ACE
NAILS @ 24" IN FIRST JOIST SPACE
#5 DWLS. x
(2)45's CONT.
TRTD. (2) -2x12 W/
TOP OP & BOT.
CONT. TRTD. 2x12 Wl
41
4.
.
TWO ROWS 3/40 x 8" EXP.
(2)-16d DRIVE-PIINS @ 16-
11 -0
:.TOF
ANCHOR 9 16" O.G.
(445's CONT.
00
CONT. TRTD. 2x R-GLUED
#5's x 21-4 @ 161, TRANSV.
[
TOP & BOT.
CRAWLSPACE
TO CONC. WHERE HEATED
#5 DWLS. x I Q?
(5)45's CONT. LONGIT.
8642'-10
1/2" EXPANSION MATERIAL
4" GONG SLAB
@ 4811
1&1
SLOPING
N
8636-8
5TOF
4-
6"
TO SLAB
TOF
co
[4"
PERIMETER DRAIN PER
81,
411
GEOTECHNICAL ENG.
1141
le
7 i
q('Al P R/4"
8"
4" 8" 4" , PERIMETER DRAIN PER
GEOTECHNICAL ENG.
11" 4
Z 11-4" 71
SCALE: 3/4" = 1' -0 6 SCALE: 3/4" = V-0
13/4 117/8" LVL (LD 16'
1 1/8" T&G PLYWD.
WATERPROOF
PER CONTRACTOR
8646-11
TO PLYWD.
SEE PLAN
TO STL. 11 7/81' LVL
BLKG. PANELS
BTWN. JOISTS
E
9 BRG.
CRAWLSPACE
STL. BM PER PLAN W/ 2x
BM. FLANGE WIDTH DRIVE-
PINNED TO STL. @ 16'
TRTD. (2) -2x12 W/
TWO ROWS 3/40 x 8" EXP.
ANCHOR 9 16" O.C.
1 3/4 11 7/8" LVL 9 16"
1 1/8" T&G PLYWD.
WATERPROOF
PER CONTRACTOR
4 4 4
8646-11
TO PLYWD,
SEE PLAN
TO STL. 11 7/8" LVL
BLKG.
BTWN. JOISTS
(9 BRG.
ZTIIZNA D= PLAN STL. BM PER PLAN W/ 2x
BM. FLANGE WIDTH DRIVE-
PINNED TO STL. 9 16"
2x6 STUD BRG. WALL
# 5 DWLS. x
@ 16" ch
611
TOW '-F
#4 DWLS. x 21 F
9 24"
TRTD. 2x12 BLKG. PANELS
BTWN. JOISTS @ BRG.
CONNECTED TO WALL W/
(2)-16d DRIVE-PINS EA. BILK.
4
SEE 4/S6 FOR REMAINDER OF INFO.
SCALE: 3/4" = 1' -0
4
4'
'Nol
4
4<
A"
o,4 g
4" CONC. SLAB
PER PLAN
(1)-#4 CONT.
8647-4-
T.O. SLABIF
9 DOOR
r
8646'-7"
TOW
#4 DWLS. x 2-00
@ 24" 7_c\lj
CONT. TRTD. 2x12 @ BRG.
CONNECTED TO WALL W/
(2)-16d DRIVE-PINS @ 16-
#5's @ 16" EA. WAY
A.
1/2" EXPANSION MATERIAL
4" CONC SLAB PER PLAN qe (2)-#5's CONT.
TOP & BOT,
8637--0"
TO SLAB 8636-8%, ,L
TOF
4 d o
co
14" 8" k4"
PERIMETER DRAIN PER
GEOTECHNICAL ENG.
1141
1*4 SCALE: 3/4" = V-0
6
STONE VENEER 2x6 EXTERIOR WALL
PER CONTRACTOR
1 1/2" LTWT. CONC,
1/2"0 x 10" A.B.'s 9 48"
IN CONT. TRTD. 2x6 FL 3/4" T&G PLYWD.
g� 8647' -101/2
OIL
8647' -81/4 TO PLYWD. My
TOW
(2)45's CONT.
` -STONE VENEER
TOP & BOT.
.1
PER CONTRACTOR
2x6 EXTERIOR WALL
8650'-8"
FURRING WALL
Alu
TOW
TOW
PER CONTRACTOR
x 4" EXP. ANCH'S g 2411
4
CONNECTED TO WALL W/
rl
1/2"0 x 10" A.B.'s 9 48"
(2)-16d DRIVE-PINS (-a 16"
IN CONT. TRTD. 2x8 FE
#5's @ 16" EA. WAY
1 1/2" LTWT. CONC.
CONT. L 4x4x1 A W/ 1/2"0
4
x 4" EXP. ANCH'S @ 24!'
3/4" T&G PLYWD.
4-1
4
411
e (MAX. STONE HT. 6-0)
8647'-101/2
<
4"
OIL
\-r TO PLYWD. 1XI
I
I I
1
1
#5's @ 1611 EA, WAY
4,4
#5 DWLS. x
117/8" I-JOISTS PER PLAN
91611
611
I-JOIST BLKG. PANELS W/ (5)-8d
d
"ACE
NAILS @ 24" IN FIRST JOIST SPACE
#5 DWLS. x
(2)45's CONT.
TOP OP & BOT.
CONT. TRTD. 2x12 Wl
41
4.
.
8644'-19'% -L
(2)-16d DRIVE-PIINS @ 16-
11 -0
:.TOF
00
CONT. TRTD. 2x R-GLUED
#5's x 21-4 @ 161, TRANSV.
[
4
8"
4" 8" 4" , PERIMETER DRAIN PER
GEOTECHNICAL ENG.
11" 4
Z 11-4" 71
SCALE: 3/4" = 1' -0 6 SCALE: 3/4" = V-0
13/4 117/8" LVL (LD 16'
1 1/8" T&G PLYWD.
WATERPROOF
PER CONTRACTOR
8646-11
TO PLYWD.
SEE PLAN
TO STL. 11 7/81' LVL
BLKG. PANELS
BTWN. JOISTS
E
9 BRG.
CRAWLSPACE
STL. BM PER PLAN W/ 2x
BM. FLANGE WIDTH DRIVE-
PINNED TO STL. @ 16'
TRTD. (2) -2x12 W/
TWO ROWS 3/40 x 8" EXP.
ANCHOR 9 16" O.C.
1 3/4 11 7/8" LVL 9 16"
1 1/8" T&G PLYWD.
WATERPROOF
PER CONTRACTOR
4 4 4
8646-11
TO PLYWD,
SEE PLAN
TO STL. 11 7/8" LVL
BLKG.
BTWN. JOISTS
(9 BRG.
ZTIIZNA D= PLAN STL. BM PER PLAN W/ 2x
BM. FLANGE WIDTH DRIVE-
PINNED TO STL. 9 16"
2x6 STUD BRG. WALL
# 5 DWLS. x
@ 16" ch
611
TOW '-F
#4 DWLS. x 21 F
9 24"
TRTD. 2x12 BLKG. PANELS
BTWN. JOISTS @ BRG.
CONNECTED TO WALL W/
(2)-16d DRIVE-PINS EA. BILK.
4
SEE 4/S6 FOR REMAINDER OF INFO.
SCALE: 3/4" = 1' -0
4
4'
'Nol
4
4<
A"
o,4 g
4" CONC. SLAB
PER PLAN
(1)-#4 CONT.
8647-4-
T.O. SLABIF
9 DOOR
r
8646'-7"
TOW
#4 DWLS. x 2-00
@ 24" 7_c\lj
CONT. TRTD. 2x12 @ BRG.
CONNECTED TO WALL W/
(2)-16d DRIVE-PINS @ 16-
#5's @ 16" EA. WAY
A.
1/2" EXPANSION MATERIAL
4" CONC SLAB PER PLAN qe (2)-#5's CONT.
TOP & BOT,
8637--0"
TO SLAB 8636-8%, ,L
TOF
4 d o
co
14" 8" k4"
PERIMETER DRAIN PER
GEOTECHNICAL ENG.
1141
1*4 SCALE: 3/4" = V-0
6
STONE VENEER 2x6 EXTERIOR WALL
PER CONTRACTOR
1 1/2" LTWT. CONC,
1/2"0 x 10" A.B.'s 9 48"
IN CONT. TRTD. 2x6 FL 3/4" T&G PLYWD.
g� 8647' -101/2
OIL
8647' -81/4 TO PLYWD. My
TOW
(2)45's CONT.
_r4f'o
TOP & BOT.
.1
. .
I-JOISTS PER PLAN
CONT. L 4X4X1 A W/ 1/2`0
Alu
CONT. TRTD. 2x12 @ BRG.
x 4" EXP. ANCH'S g 2411
4
CONNECTED TO WALL W/
(MAX, STONE HT, 6-0)
(2)-16d DRIVE-PINS (-a 16"
#5's @ 16" EA. WAY
4"
2x6 STUD BRG. WALL
a.
4,4
#5 DWLS. x
1 F,
16"
11 -0
CONT. TRTD. 2x R-GLUED
#5's x 21-4 @ 161, TRANSV.
TO CONC. WHERE HEATED
(5)45's CONT. LONGIT.
1/2" EXPANSION MATERIAL
4" GONG SLAB
1
SLOPING
N
8636-8
'I
4-
TO SLAB
TOF
4
.4
PERIMETER DRAIN PER
811
A A
11-011
GEOTECHNICAL ENG.
.7
.
-
21 10"
cn
3 7"N
—SCALE:-3/4" = 1'-0
1 1/2" LTWT. CONC.
3/4" T&G PLYWD.
117/8" I-JOISTS PER PLAN
(SKEWED 45- @ SIM.)
1/2"Ox10"A.B.'s948"
IN CONT. TRTD. 2x6 FL
,k PER PLAN
TOW
#5's 9 16" EA. WAY
\t--
#5 DWLS. x I co 41
@ 16"
6"
(2)4 4 5's CONT. '4'
TOP & BOT.
1/2" EXPANSION MATERIAL
4" CONC SLAB
SLOPING
TO SLAB
(8637--0 9 SIM.)
14", 8-J,
11 7/8 CONT, RIM BD.
PER PLAN
1 1/2" LTWT. CONC.
3/4" T&G PLYWD.
864T- 101/2"
TO PLYWD.
11 7/8" I-JOISTS PER PLAN
1/2"0 x 10" A.B.'s @ 49'
IN CONT. TRTD. 2x6 It
4" CONC SLAB
L7
PING
)LAB 4
4
2x6 EXTERIOR WALL
11 718 CONT. RIM BD.
PER PLAN
STONE VENEER
PER CONTRACTOR
CONT. L 4x4x1 A W/ 1/2"0
x 4" EXP. ANCH'S 9 24"
(MAX. STONE HT. 6-0)
PERIMETER DRAIN PER
GEOTECHNICAL ENG,
SCALE: 3/4" = 1' -0
2x6 EXTERIOR WALL
2x10 LEDGER W/
(5) -10d NAILS &
0-5/8"0 T.B.'s 9 16'
-2x DECKING
8647-8
2x10 @ 16"
SOFFIT PER CONTRACTOR
3 1/2" STONE
31/2 "' LVL STONE BATTER SUPPORT
MATCH LVL LAYOUT W/ STUD LAYOUT
-1/2" TREATED PLY.
1/2"0 x 10" A.B.'s @ 48"
IN CONT. TRTD, 2x4 FE
PER PLAN
T.O. WALL
#5's @ 1611 EA, WAY
Ico
#5 DWLS. x
C@ 48"
611
PER PLAIJ,
*:TOF
PERIMETER DRAIN PER
GEOTECHNICAL ENG.
1
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C
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PROJECT: #0304-07
DRAWN BY: TFA
REVIEWED BY: JPL
DATE: PERMIT 05.15.07
REVISIONS:
DETAILS
as
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U)
C
0
Z
Z
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PROJECT: #0304-07
DRAWN BY: TFA
REVIEWED BY: JPL
DATE: PERMIT 05.15.07
REVISIONS:
DETAILS
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