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ENTRY
8049.6
014'
8P48.3
0.8
LOT 24
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8048
4 W
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BELOW 'Al
V
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X.X DENOTES CONIFEROUS TREE WITH APPROXIMATE TRUNK DIAMETER
X.X DENOTES DECIDUOUS TREE WITH APPROXIMATE TRUNK DIAMETER
PROVIDE UNDERFLOOR
CONCRETE ENCASED GROUNDING
CROSS-VENTILATION
ELECTRODE REQUIRED IN FOOTINC4
ONE STORY HOUSE
FOUNDATION PER NATIONAL
SPACE FLOOR AREA
a.8
8048.7
WITH WALKOUT
MINIMUM 0° ;P COPPER
SAFETY GLAZING
MUST BE INSTALLED AT
REQUIRED
FOOTING INSPECTION
J 1
tA
I
BAY WINDOW
MEAS R!M=8057.0
x
8048.3
BASIS OF ELEVATION
X
8044.1
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ENTRY
8057,8
l
805E
STEEL STEPS
BELOW 'Al
V
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X.X DENOTES CONIFEROUS TREE WITH APPROXIMATE TRUNK DIAMETER
X.X DENOTES DECIDUOUS TREE WITH APPROXIMATE TRUNK DIAMETER
PROVIDE UNDERFLOOR
CONCRETE ENCASED GROUNDING
CROSS-VENTILATION
ELECTRODE REQUIRED IN FOOTINC4
AT 1/150TH OF THE CRAWL
FOUNDATION PER NATIONAL
SPACE FLOOR AREA
ELECTRICAL CODE
MINIMUM 29 #4 DEBAR Q9
MINIMUM 0° ;P COPPER
SAFETY GLAZING
MUST BE INSTALLED AT
REQUIRED
FOOTING INSPECTION
ut MMS00"
ROCK * A handrail is required on at least one side o f the StakWay at
I S 1,01
2 34 to 38-inches above the tread nosing
* Handrail ends to be returned to wall or terminate In
Hai'?, 'IS shall be continuous b8tWeen landings
WOOD TIE WALL H�ndrai
is are required on Oil StalrWaYS With 4 or jnoM ftert
PLANTE,R-_ 8056.1
MAIL BOX tr: r' f ✓ J
8056.7
8056.8
EDGE GRAVEL
10' 20' 30' PARKING
G
8x87
1.0
EDGE LANDSCAPE LOT 28
0
1,0
CONC PAN
056.1
1681TOPO2.DWG
5/20/08 KPJ
SURVEYOR'S CERTIFICATE
1, Michael J. Post, a Professional Land Surveyor registered under the laws of
the State of Colorado, do hereby certify that this topographic survey was
made by me and under my supervision, and that the survey is accurate and
correct to the best of my knowledge.
Micha os
S
T� 70 T T
0 4 '
Colorado P.L,S.- 30116'',
Date.`f "�
C
8057.3
SEWER MANHOLE 0100
INV=8047.7
MEAS R!M=8057.0
BASIS OF ELEVATION
41199 HIGHWAY 6 & 24, EAGLE-VAIL
P.O. Box 1230
EDWARDS, CO. 81632
(970)949-1406
1.0
EDGE LANDSCAPE LOT 28
0
1,0
CONC PAN
056.1
1681TOPO2.DWG
5/20/08 KPJ
SURVEYOR'S CERTIFICATE
1, Michael J. Post, a Professional Land Surveyor registered under the laws of
the State of Colorado, do hereby certify that this topographic survey was
made by me and under my supervision, and that the survey is accurate and
correct to the best of my knowledge.
Micha os
S
T� 70 T T
0 4 '
Colorado P.L,S.- 30116'',
Date.`f "�
GENERAL NOTES: 1613 MATTERHORN CIRCLE JOB# 0111 -07
ROOF LIVE LOAD (SNOW LOAD): 100 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
BASIC WIND SPEED (3 SEC GUST): 90 MPH
WIND EXPOSURE: B
SEISMIC DESIGN CATEGORY: C
IBC /IRC EDITION: 2003
FOUNDATION DESIGN:
1. DESIGN OF FOOTINGS IS BASED ON AN ASSUMED MAXIMUM ALLOWABLE
BEARING PRESSURE OF 1500 PSF,
2. RETAINING WALLS HAVE BEEN DESIGNED USING AN ASSUMED LATERAL
PRESSURE OF 60 PCF FOR THE "AT REST" EARTH PRESSURE CONDITION AND 40
PCF FOR THE "ACTIVE" EARTH PRESSURE CONDITION.
3. FOOTINGS SHALL BE PLACED BELOW FROST DEPTH ON UNDISTURBED SOIL
OR ON STRUCTURAL FILL COMPACTED AS REQUIRED BY THE GEOTECHNICAL
ENGINEER.
4. BECAUSE SOILS INFORMATION WAS NOT AVAILABLE AT THE TIME OF
PREPARATION OF THE CONSTRUCTION DOCUMENTS, WE HAVE USED ASSUMED
VALUES BASED ON SIMILAR SITES IN THE AREA, CONSTRUCTION OF THE
FOUNDATION MAY NOT PROCEED WITHOUT VERIFYING THESE VALUES. REPORT
ANY DISCREPANCIES FROM THE DESIGN ASSUMPTIONS TO THE STRUCTURAL
ENGINEER.
5. PROVIDE CRAWLSPACE VENTILATION PER CODE REQUIREMENTS.
6. BACKFILL AROUND RETAINING WALLS AND STRUCTURAL BUTTRESSES SHALL
BE COMPACTION TESTED PER THE RECOMMENDATIONS OF THE GEOTECHNICAL
ENGINEER.
7. 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" (AC1318).
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 GRIDUNES.
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 ( #11 BAR AND SMALLER):
#14 AND NO 18 BARS: 1 1/2"
#11 BAR AND SMALLER: 3/4
b. BEAMS AND COLUMNS:
PRIMARY REINFORCEMENT, TIES, STIRRUPS, SPIRALS: 11/2
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.
STRUCTURAL WOOD FRAMING:
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 1/2"
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 Na 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 THE 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.
NUMBER OF STUDS INDICATED ON PLANS FOR BUILT UP POSTS ARE
TRIMMERS ONLY AND DO NOT INCLUDE KING STUDS.
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 THE OUTSIDE CORNER.
PROVIDE (2) -2x10 HEADERS OVER ALL DOOR AND WINDOW OPENINGS WITH
ONE 2x4 OR 2x6 TRIMMER AND ONE 2x4 OR 2x6 KING STUD EACH SIDE UNLESS
NOTED OTHERWISE.
NUMBER OF STUDS INDICATED ON PLANS FOR BUILT UP POSTS ARE
TRIMMERS ONLY AND DO NOT INCLUDE KING STUDS.
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 STURDI FLOOR 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
40/20 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.
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.
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).
3. 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. IF NEW CONSTRUCTION ADJOINS AN EXISTING STRUCTURE, THE
CONTRACTOR SHALL BE RESPONSIBLE FOR VERIFYING DIMENSIONS,
ELEVATIONS AND ALL EXISTING CONDITIONS. UNDERPINNING AND SHORING OF
EXISTING STRUCTURES SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR.
CONSULT WITH THE ENGINEER FOR SHORING DESIGN AND RECOMMENDATIONS
(NOT IN CONTRACT).
6. 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.
ABBREVIATIONS LIST
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
CONT.
CONTINUOUS
C.P.
CRIPPLE POST
DWL
DOWEL
MILO i •
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.
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
LTWT.
LIGHTWEIGHT
LVL
LAMINATED VENEER LUMBER
MANF.
MANUFACTURER
O.C.
ON CENTER
PLATE
REF,
REFERENCE
REINF.
REINFORCING
SCHED.
SCHEDULE
S.I.P.
STRUCTURAL INSULATED PANEL
STL.
STEEL
T
TRIMMER
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
CONT. 2x10 LEDGER
W/ (4) -12d NAILS & (1)-
1 /2 "0 x 4" LAG @ 16" O.G.
(EA. STUD)
2xDECKING PER OWNER
PER PLAN
TO DECKING
{� TYP.
DECK JOIST PER PLAN
2x6 EXTERIOR WALL
RIDGE BEAM PER PLAN
(DROPPED)
MATCH 12
EXSTG.
91/2"I-JOIST PER PLAN
SCALE: 3/4" = V -0
i- 2x10 BLKG. BTWN. RAFTERS
�- 5/8" ROOF SHEATHING
�- RAFTER PER PLAN
12 MATCH
EXSTG.
(5) -10d NAILS INTO EA. LOOKOUT
EQ.
A-(� TYP.
2x10 BLKG, BTWN. `
LOOKOUTS
INDICATES 2x10
STRUCTURAL SUB -
FASCIA, TYP.
2x10 LOOKOUTS @ 24" O.C.
2x6 EXTERIOR WALL
RAFTERS PER PLAN
kLE: 3/4" = V -
5/8" ROOF SHEATHING
II
SCALE: 3/4" = V -0
z
(E)- EXTERIOR WALL
(E) -518" T &G PLYWD.
3/4" T &G PLYWD. -�
PER PLAN PER PLANL
(N) -TO PLYWD. (E) -TO PLYWD. Y
Q TYP.
-- PER PLAN
fl-TOW
9112" I -JOIST PER PLAN
CONT. 2x10 LEDGER (E) -2x6 FLOOR JOIST
W/ (4) -12d NAILS & (1)-
1/2" 0 x 4" LAG @ 16" O.C. (E) -2x10 BEAMS
FIELD VERIFY SOLID RIM OR 2X6 a ��
{E}
STUDS PRIOR TO CONSTRUCTION `'
-GONG. WALL
�I
� a
FINISHED CRAWSPACE
FLOOR PER OWNER
i r
a
h
(E) -CONC. WALL
F
6 SCALE: 3/4" = V -0
o
IM
•
y
6x6POST
00
19'0 CONC. PIER
2x6 EXTERIOR WALL
•
CONT. 1 1/8x91/2
/
//
RIM -BOARD PER PLAN
(2) - #5 DWLS x
3/4" T &G PLYWD.
d
PER PLAN ,L
91/2"I-JOIST PER PLAN
SCALE: 3/4" = V -0
i- 2x10 BLKG. BTWN. RAFTERS
�- 5/8" ROOF SHEATHING
�- RAFTER PER PLAN
12 MATCH
EXSTG.
(5) -10d NAILS INTO EA. LOOKOUT
EQ.
A-(� TYP.
2x10 BLKG, BTWN. `
LOOKOUTS
INDICATES 2x10
STRUCTURAL SUB -
FASCIA, TYP.
2x10 LOOKOUTS @ 24" O.C.
2x6 EXTERIOR WALL
RAFTERS PER PLAN
kLE: 3/4" = V -
5/8" ROOF SHEATHING
II
SCALE: 3/4" = V -0
z
(E)- EXTERIOR WALL
(E) -518" T &G PLYWD.
3/4" T &G PLYWD. -�
PER PLAN PER PLANL
(N) -TO PLYWD. (E) -TO PLYWD. Y
Q TYP.
-- PER PLAN
fl-TOW
9112" I -JOIST PER PLAN
CONT. 2x10 LEDGER (E) -2x6 FLOOR JOIST
W/ (4) -12d NAILS & (1)-
1/2" 0 x 4" LAG @ 16" O.C. (E) -2x10 BEAMS
FIELD VERIFY SOLID RIM OR 2X6 a ��
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PER PLAN
TO PLYWD.
PER PLAN
9 1/2" I -JOIST PER PLAN
CONT. TRTD. 2x10 LEDGER W/
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PROJECT: 0111 -07
DRAWN BY: JPL
REVIEWED BY: JPL
DATE: PERMIT 06.04.08
REVISIO
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PROJECT: 0111 -07
DRAWN BY: JPL
REVIEWED BY: JPL
DATE: PERMIT 06.04.08
REVISIO
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PROJECT: 0111 -07
DRAWN BY: JPL
REVIEWED BY: JPL
DATE: PERMIT 06.04.08
REVISIO
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|NDICATESEXSTG RAFTERS
SCALE INDICATES EXSTG. BUILDING, TYP.
INDICATES EXSTG. BEAMS, TYP.
or
INDICATES EXSTG. ROOF LINE, TYP.
INDICATES NEW LOWER ROOF
On TYPICAL EXTERIOR HEADERS
EA. SIDE, INDICATED THUS
IL
INDICATES 2x10 STUCTURAL
More
1/4
PLAN NOTES:
1, NEW POSTS CONTINUOUS BELOW ARE INDICATED: 0 NEW POSTS FROM ABOVE NOT CONT BELOW ARE INDICATED: El
2, NEW ROOF BEAMS, EXCEPT HEADERS, ARE FLUSH FRAMED UNLESS INDICATED (DROPPED).
3. fl-EXISTING FRAMING INDICATED AGTHUS: (------) (N)'NBW FRAMING INDICATED ASTHUS:(------).
4� NEW ROOF SHEATHING I35/8"APA RATED SHEATHING, EXP. 1. SPAN RATING 40X20.
5. 0 INDICATES CONNECT TYPE. REFERENCE SCHEDULE SHEET S1.
O. DD NOT SCALE DRAWINGS
INDICATES EX8TG.DECK
SCALE INDICATES EXSTG. BUILDING, TYP. INDICATES EXSTG. WALL FROM ABV.
INDICATES EXSTG. BEAMS, TYP.
99'-11 3/8 (VIF) J INDICATES EXSTG.2x6 DECKING
REMOVE STUCCO FOR
CONT. 2x10 LEDGER
MATCH EXSTG. 4
(N)-TO DECKING
FIELD VERIFY SOLID RIM OR 2X6
STUDS PRIOR TO CONSTRUCTION
OR 0
cn
ro
rr co
_j PLWD
cr LL
(FLUSH FRAMED)
cn
INDICATES CONT. LL @ 16" O.C. (EA. STUD)
P 00
IL
1 0 1 6 )
UPPER FLOOR FRAMING PLAN 1/4"==1-]
PLAN NOTES:
1, NEW FLOOR BEAMS ARE FLUSH FRAMED UNLESS NOTED 1]RDPPEO�
2. NEW POSTS CONTINUOUS BELOW ARE INDICATED: E NEW POSTS FROM ABOVE NOT CONTINUOUS BELOW ARE INDICATED: 171
3. (E)-EX|ST|NG FRAMING INDICATED ASTHUS: (------) (N)'NEVVFRA��|NG|N0(�JEDAS THUS: (-------).
4. NUK�BEROF STUDS (N0C/TEDON PLAN FOR BUILT UP POSTS ARE TRIMMERS ONLY AND DO NOT INCLUDE K|NGS[UDS.
5. DD NOT SCALE DRAWINGS
|NDICATESCONT 1 1/8x9 1/2
VERSA LAM RIM-BOARD
TOW
TOF
U 2-0
FULL
FOR REMAINDER QFRBNFKNFO. (
REF. TD APPROPRIATE DETA �
U | ,HOH|Z.
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2
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2
TOP &B[T.
OFFTG.
@CASOAD[
PROVIDE CC
@CASCAD[
DO NOT RUN CONT.
|NDICATESCONT—
—
TFTD. 2x8 RIM-BOARD
/D
--J HEM-FIR LEDGER W/
H.
(N)-TO DECKIN
(3)-2x8 TRTD. HEM-FIR
IT INDICATES CONT,
TRTD. 2x8 RIM-BOARD
REMOVE STUCCO FOR
FOR CONT 2x1OLEDGER
NV 2d NAILS &(
1/2"0x4" LAGS (Q1S"O.C.
FIELD VERIFY SOL RIM OR2X6
STUDS PRIOR TDCONSTRUCT
INDICATES CONT. 1 1/8x117/8
VERSA LAM RIM-BOARD
|ND}[ATESCRAWL8FACE
ACCESS
�= MAIN FLOOR FRAMING PLAN SCALE: 1/4" V-0
PLAN NOTES:
1. NEW FLOOR BEAMS ARE FLUSH FRAMED UNLESS NOTED "UROPPEC�
2. NEW POSTS CONTINUOUS BELOW ARE INDICATED: 0 NEW POSTS FROM ABOVE NOT CONTINUOUS BELOW ARE INDICATED: n
8. (B-EX|ST|NG FRAMING INDICATED AS THUS: (------) (N)-NBW FRAMING INDICATED AS THUS: (------).
4. NUMBER OF STUDS INDICATED ON PLAN FOR BUILT UP POSTS ARE TRIMMERS ONLY AND DO NOT INCLUDE KINGSTUDS.
- 5, DO NOT SCALE DRAWINGS
(E) -CONCRETE FOOTNG DOWEL NEW WALL TOEX[TG
(VERIFY FTG. IS AMIN. OF 1 U THICK) W/ #5 DWLS. xl'-6" DRIVEN INTO
(E)-CONCRETE FOUNDATION WALL VERT. LENGTH OF WALL
DOWEL NEW FTG.
EPDXIED INTO 3/4"0
#5 DWLS. xV-6" DRIVEN
6 , J
rr— ___% t j
7 -811 11-1
INDICATES
STEP
L N' Nk
6 6
6 12-10" 3 4
MI
FOUNDATIONPI A.
PLAN NOTES:
1. CONTACT ENGINEER IF OVER-EXCAVATION !S REQUIRED TO FIND ADEQUATE SOIL BEARING
2. 0 INDICATES CONNECTION TYPE. REFERENCE SCHEDULE SHEET G1
3. fl-EXISTING FOUNDAT INDICATED AG THUS: (------) (N)'NBN FOUNDATION INDICATED AS THUS:
(
4. DO NOT SCALE DRAWINGS. VERIFY ALL DIMENSIONS PRIOR TOCONSTRUCTION.
fl-CONCRETE FOUNDATION WALL INDICATES EXSTG. WALL FROM ABV
INDICATES EXSTG. BEAMS TYP
INDICATES EXSTG, FLOOR JO|ST5
| i |
---- --- '-- --- - ---- --- --- ---- --- --- --- ---- `--(
P R O J E C T : 00101111 IN 0 " 1, l l am a,
0111-07
DRAWN BY: JPL
REVIEWED By: JpL
D A T E : PEAM[T06`04.08
REVISIONS: |
MAIN / UPPER
FLOOR & ROOF
FRAMING PLANS