HomeMy WebLinkAboutB12-0571 Rev plans approved GENER,4L NOTES: ANDRESON RESIDENCE REMODEL JOB#0210-12
DESIGN CRITERIA:
FLOOR LIVE LOAD: 40 PSF
FLOOR DEAD LOAD: 15 PSF
BASIC WIND SPEED(3 SEC GUST): 90 MPH
WIND EXPOSURE: B
SEISMIC DESIGN CATEGORY: �
IBC/IRC EDITION: 2009
FOUNDATION DESIGN:
1. THIS FOUNDATION HAS BEEN DESIGNED BASED ON THE RECOMMENDATIONS
SET FORTH IN GEOTECHNICAL REPORT#95248S BY ENGINEERING DESIGN
WORKS,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 70
PCF FOR THE"AT REST°EARTH PRESSURE CONDITION.
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 I-II 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 GR,4DE 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.
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: 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 TN/O FULL MESH GRIDS.
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 CONTR,4CTOR. 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 RECOMMENDATIGNS
(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 COOPER,4TION AND
COMMUNICATION BETWEEN THE CONTRACTOR,ARCHITECT AND ENGINEER TO
PROVIDE THE BEST POSSIBLE STRUCTURE.
ABBREVIATIONS LIST
A.B.
ABV.
ADJ.
ALT.
ARCH.
BLKG.
BM.
BM. PKT
BRG.
CANT.
CLR.
CMU
COL.
CONC.
CONT.
C.P.
DWL.
(E)-
EA.
EQ.
EXP.
EXSTG.
F.D.
FTG.
G.B.
G.L.
�
HDR.
HORIZ.
ANCHOR BOLT INFO.
ABOVE JSTS.
ADJACENT K.S.
ALTERNATE LLV
ARCHITECT LONGIT.
BLOCKING LTWT.
BEAM LVL
BEAM POCKET MANF.
BEARING (N)-
CANTILEVER O.C.
CLEAR �
CONCRETE MASONRY UNIT REF.
COLUMN REINF.
CONCRETE SCHED.
CONTINUOUS STL.
CRIPPLE POST T
DOWEL T•B•
EXISTING T&G
EACH TO
EQUAL TOF
EXPANSION TOW
EXISTING TRANSV
FLOOR DRAIN TRTD.
FOOTING TS
GRADE BEAM NP•
GLUED LAMINATED VERT.
GRID LINE VIF
HEADER WP•
HORIZONTAL W�
INFORMATION
JOISTS
KING STUD
LONG LEG VERTICAL
LONGITUDINAL
LIGHTWEIGHT
LAMINATED VENEER LUMBER
MANUFACTURER
NEW
ON CENTER
PLATE
REFERENCE
REIfJFORCING
SCHEDULE
STEEL
TRIMMER
THROUGH BOLT
TONGUE&GROOVE
TOP OF
TOP OF FOOTING
TOP OF WALL
TRANSVERSE
TREATED
TUBE STEEL
TYPICAL
VERTICAL
VERIFY IN FIELD
WATERPROOF
WITH
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PROJECT : 0210-12
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D A T E : PERMIT 11.27.12
REVISIONS ;
GENERAL NOTES
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E-TOW=8406'-0
(E)-TOF = 8400'-11 1/8 I I
TOW=VIF
TOF = 8402'-9 1/8 ±
DOWEL NEW 8"SLAB TO EXSTG.
CONC.WALL W/#5 DWLS.x 1'_8"
DRIVEN INTO 5/8"fd x 4"HOLES
@ 12"O.C.,TYP.
8402'-9 1/8" ±
(N)-TO SLAB
INDICATES NEW—
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WAY @ 12"O.C.
8401'-0 5�/8 �
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(N)-TOW =
TO BOT. OF (E)-FTG. (
(N)-TOF = 8402'-9 1/8 ±
(N)-TOW=8402'-9 1/8 ±
(N)-TOF = 8402'-0 �
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CONC.WALL DOWN
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E-TOW=8404'-2 7/8
� (E)-TOF = 8397'-5 1/8
-TOW=8406'-0
-TOF = 8400'-11 1
E-TOW =8406'-0
(E)-TOF = 8397'-5 1/8
— � — —
E-TOW=8401'-5 1/8
(E)-TOF = 8397'-5 1/8
8406'-0
(E)-TO SLAB
(VIF)
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DOWEL NEW WALL TO EXSTG.
W/#5 DWLS.x 1'-6"DRIVEN INTO
5/8"�d x 4"HOLES @ 12"ALONG
VERT. LENGTH OF WALL
(THREE MIN.),TYP.
DOWEL NEW 8"SLAB TO
EXSTG. CONC.WALL W/#5
DWLS.x 1'_8"DRIVEN INTO
� 5/8"Q x 4"HOLES @ 12"O.C.,TYP.
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STEP (E)-TOF = 8402'-0
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8406'-0
(E)-TO SLAB
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E-TOW=8414'-11 5/8 n
(E)-TOF = 8402'-0 I I
E-TOW=8405'-4 E -TOW=8406'-0
(E)-TOF = 8402'-0 (E)-TOF = 8402'-0
— — � — — — � �
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E-TOW =8405'-4
(E)-TOF = 8402'-0
��� VERIFY ALL DIM. W/ EXSTG.
��—� CONDITIONS & ARCH. PLANS
F O U N DAT I O N P LA N SCALE: 1/4�� - ,�-o
PLAN NOTES:
1. NEW CONCRETE WALLS ARE 8"THICK UNLESS NOTED OTHERWISE.
2. CONTACT ENGINEER IF OVER-EXCAVATION IS REQUIRED TO FIND ADEQUATE SOIL BEARING.
3. (E)- EXISTING FOUNDATION INDICATED AS THUS ( -- --) (N)-NEW FOUNDATION INDICATED AS THUS: (
4. STEPS IN TOP OF FOUNDATION WALL ARE INDICATED: �
5. CONTRACTOR SHALL FOLLOW ALL RECOMMENDATIONS AND REQUIREMENTS PER SOILS REPORT.
6. DO NOT SCALE DRAWINGS. VERIFY ALL DIMENSIONS PRIOR TO CONSTRUCTION.
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TOW=8406'-0
TOF = 8402'-0
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PROJECT: 0210-12
DRAWN BY : JPL
REVIEWED BY : JPL
D A T E : PERMIT 11.27.12
REVISIONS ;
FOUNDATION
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(2)-#5 CONT.
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RISE&RUN ON FIRST
STEP PER ARCH.
(1)-#4 CONT.
#5 DWLS.x CO 1'-10" �, a
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(THREE MIN.) a
PROPOSED OVERFRAMED `��
STAIRS NOT SHOWN FOR
CLARITY
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@ 12"O.C. 1 p��
(THREE MIN.)
CONT. #5 @ MID. HT.
(2)-#5's CONT.
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DWLS
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(E)-INTERIOR BRG.WALL PROPOSED OVERFRAMED
STAIRS
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I a INDICATES NEW
(E)-CONC. FND.WALL
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° WAY @ 12"O.C.
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PROJECT: 0210-12
DRAWN BY: JPL
REVIEWED BY: JPL
D A T E : PERMIT 11.27.12
REVISIONS :
DETAILS
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