HomeMy WebLinkAbout10150074.pdfNFP, .. Ni 5
1. EXCEPT WHRERE MORE STRINGENT REQUIREMENTS ARE NOTED
OR SHOWN ON THE PLANS, WORKMANSHIP * MATERIALS SHALL
CONFORM TO 2001 CALIFORNIA BUILDING, PLUMBING, MECH-
NICAL AND ELECTRICAL CODES, AND LOCAL ORDINANCES.
2, THE PLANS SHALL BE REVIEWED FOR DIMENSIONAL * EXISTING
SITE CONFORMANCE WITH THE PLANS BY THE CONTRACTOR
PRIOR TO THE START OF CONSTRUCTION. THE ARCHITECT
* ENGINEER SHALL BE NOTIFIED OF ANY DISCREPANCIES.
3. WORKING DIMENSIONS SHALL NOT BE SCALED FROM DRAWINGS.
4. ITEMS IDENTIFIED BY TRADE NAMES MAY BE SUBSTITUTED BY
APPROVED EQUALS.
5. NOTES * DETAILS ON DRAWINGS SHALL PRECEDE THESE GENERAL
NOTES
G. PROVIDE ANY SHORING * OR BRACING PRIOR TO REMOVING
EXISTING WALLS, BEAMS, OR SUPPORTS FOR CONSTRUCTION.
REMOVE SHORING ONLY WHEN NEW SUPPORTS ARE IN PLACE
AND SECURED.
7, PROVIDE RED HEADS INTO EXISTING CONCRETE AT ALL SHEAR
WALLS PER MPG, SPECIFICATIONS. SEE SHEAR WALL SCHEDULE
FOR 512E AND SPACING.
8. THE CONTRACTOR SHALL LOCATE ALL EXISTING UTILITIES
WHETHER OR NOT SHOWN ON DRAWINGS AND PROTECT THEM
FROM DAMAGE.
9. THE CONTRACTOR SHALL VERIFY ALL EXISTING CONDITIONS
FOR FOOTINGS, BEAMS AND JOISTS, 51ZE5 LOCATIONS ETC.
AND SHALL NOTIFY THE ARCHITECT * ENGINEER OF ANY
DISCREPANCIES.
10.5EPPARATE PERMIT 15 REQUIRED FOR MECHANICAL AND
ELECRICAL WORK.
ND
OF
PAGES1 / f 1. . 1 v S n. n. ... MAPS, RECORDS
O , . .. ,. „ .n a CALIFORNIA,
Lot Size: ,33. S.F,
Byilding Size:
iytinLiving: 11265. S.F.
New Room Addition: .F.
1,55% S.F.
VICINITY
MAP
,00 f N OTE5
1. VENTILATION:
ATTIC AREA = 904 S.F.
LOWER VENTING TO BE PROVIDED WIVENTING BLOCKS
@ 24" O.C.. HIGHER VENTINGTO BE PROVIDED W1
(4) I -SF DOMER VENTS (3.0 S.F. REQUIRED)
2. ALL ROOFING TO BE INSTALLED OVER (2) LAYERS
30 LB. ROOF FELT WEATHERBOARD LAP
3. NO ROOFING PENETRATIONS SUCH AS PLUMBING,
VENT, ETC, TO OCCUR WITHIN I'-G" OF VALLEYS,
HIPS OR RIDGES
4. ROOFING MATERIAL SHALL BE ASPHALT SHINGLES, ICBO 554G
5. ROOFING MATERIAL SHALL NOT EXCEED 2.5 P5F
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REVISIONS BY
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DATE
MAY 2, 2005
SCALE
AS SHOWN
DRAWN BY
JOB NO.
M.G.
PPROVED BY
SHEET
REVISIONS BY
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FRONT ELEVATION
SCALE 1 f 4"=1'-O"
REArt-,<"' ELEVATION
SCALE 1 f 4"=1'--0"
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ToR 14'-3"
ELEVATI011
SCALE 1 f 4"=1'-O"
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SCALE 1 j4"=1'-O"
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RE 7/31107
DATE
MAY 2,
2005
SCALE
AS SHOWN
DRAWN BY
JOB NO.
M.G.
PPROYED BY
SHEET
A. All beams to be supported with full bearing U.N.Q.
B. All isolated posts and beams to have 5omp5on PB's, PC's and/or BC's minimum, U.N.O.
C. All bearing walls on wood floors are to be supported with double Joists or solid blocking, U.N.O,
D. Provide 4x or double members under sole plate nailing less than G" o/c.
E. All Simpson HDA, HPA, and CB holdowns to be fastened to 4x4 post minimum.
F. All hardware to be Simpson Strang -Tie or approved equal. Install per mfr's specifications,
G, All shop drawings are to be reviewed by the contractor and the architect prior to submittal
for engineer's review,
H. All exterior walls are to be secured with 5/8" diameter x 10" anchor bolts cz 72" o.c., U.N.Q.
I, All non -bearing or non -shear interior walls to be secured with shot pins per manufacturer's
recommendations, U.N.O. Calculations govern all cases.
J. All conventional framed portions of structure are to be constructed per 5ection 2320 of the
Uniform Building Code, U.N.O,
K. All nailing is to be per table 23-1 1-b- J of the Uniform Building Code
L. All nails to be "common", U.N.O.
M. Notching of studs in bearing partitions shall not exceed 25% of the width
N. Notching of studs in non -bearing partitions shall not exceed 40% of the width
0. Bored holes in studs in bearing partitions shall not exceed 40% of the width
P. Bored holes in nonbearing partitions shall not excees GO% of the width (unless the bored studs
are doubled and no more than two such successive doubled studs are so bored)
Q. Bored holes may not be located nearer than 5/8" to the edge of the stud and may not be
located in the same section of the stud as a cut or notch
R. Provide double top plate with minimum 45" lap splice, (8)- 1 Gd nailing (CBC 2320.1 1.2)
DOUGLA5 FIR- LARCH- 19% MAXIMUM MOISTURE CONTENT
2x4 #2 Fb= 13 15/1 G 10 psi fv=95 psi E= I .GxG,5 #2 Fb= 1 140/ 1300 psi fv=95 psi E=1.G
2xG #2 Fb= 1 14011310 psi fv=95 psi E= i .fix 10 #2 Fb= I OG011200 psi fv=95 psi E= I .G
2x8 #2 Fb= 1055/ 1210 psi fv=95 psi E= I .+fix 12 #2# 1 Fb= 9G5/ 1 100 psi fv=95 psi E= I .G/ 1.7
2x 10 #2 Fb= 9G5/ 1 105 psi fv=95 psi E=1,G4x 14 #2# 1 Fb= 875/ 1000 psi fv=95 psi E= I .G/ 1,7
2x 12 #2 Fb= 875/ 1005 psi fv=95 psi E= I .G4x 16 #2# 1 Fb= 875/ 1000 psi fv=95 psi E= I ,G11 .7
2x 14 #2 Fb= 790/905 psi fv=95 psi E= I ,G Gx 10 # 1/55 Fb= 1350/ 1 GOO psi fv=85 psi E= I .G
It is recommended that lumber be free of heart qgr # 1 /55 Fb= 1350/ 1 GOO psi fv=85 psi E= I ,G
Glued Laminated Beams; Douglas Fir Larch PARALLAM P5L 2.0E
Ind. App. Grade Fb=2400 psi FV=1 G5 psi E= I .GEG p5rb=2900 psi FV=290 psi E=2.OEG psi
Glue -lam beams shall be marked ANSI/AITC Standard A 19(VIICROLAM LVL Fb=2GOO psi FV=285 psi E= I .G
Wooden structural panels shall comply with UBC Standard 23-2 (P51-95) or 23-3 (P52-92)
5tructural Composite Lumber manufactured by Trus Joist MacMillan ICBO E5 PFC-5G7GP
Wood connectors manufactured by Simpson IC50 121 1, 3G31, 4935, 4945, 51 17, 52G8, 5279,
5313, 5328, 5349, 5357
I. Joist to sill or girder toenail 3-8d
19. Rafter to plate toenail 3- 8d
2. Bridging to Joist, toenail each end
20. 1 " brace to ea stud end plate facenail 2- 8d
toenail each end 2-86
21 . 1 "0' cheating or less to each bearing
3. 1 NG" subfloor to ea/Joist, face nail
facenail 2- 8d
face nail 2-8d
22, Wider than I N8" cheating to each bearing
4. Wider than I " x G" subfloor to each Joist
facenail 3- 8d
face nail 3-86
23. Built-up corner studs I Gd @ 24" cc
5. 2" subfloor Jto Joist or girder,
24. Built-up girder and beams 20d @ 32" o.c. top
blind and face nail 2-1 Gd
and bottom and staggered 2-20d @ ends and splice
G. 5ole plate to Joist or blocking,
25. 2" planks 2- 1 Gcl� t each bearing
typical face nail i Gd @ i G" oc
2G. Wood structural panels and parhicleboard:
501C plate to Joist or blocking, at braced wall panels
5ubfloor and wall sheathing (to framing)
3- 1 Gd per I G"
112" and less Gd3
7. Top plate to stud end nail 2- 1 Gd
19/32" - 3/41' 8d or Gd 5
8. 5tud to sole plate 4- 8d toenail, 2-1 Gd endnail
7/81" - 1` 86 5
9. Double studs, face nail 1 Gd @ 24" cc
1-1 /8" - 1-1141" 1 Od or 8d 5
10. Doubled top plates, typ face nail Gd @ I G" cc
Combination subfloor-underlayment (to framing)
Double top plates, lap splice 8- 1 Gd
7/8" - I " 8d 5
1 1 , Blocking between Joists or rafters to top plates
I -1 /8" - I -1 141' 2 1 Od or 8d 5
toenail 3- 8d
27. Panel siding (to framing)
12, Rim Joist to top plate toenail 8d @ G" oc
112" GdG
13. Top plates. lap and intersectiofacenail 2- 1 Gd
5/8" 7 8d G
14. Continuous header, two pieces
1 Gd 1 G"
28. Fiberboard sheathing:
O
112"
@ along each edge
No. I i ga8,Gd4 , No. I GgaD
15. Ceiling Joists to plate toenail 3- 8d
25/32" No. I I ga8,8d4 , No. I Gga
I G. Continuous header to stud toenail 4- 8d
17. Ceiling laps
29. Interior paneling
10
114"
Joists, over partitiofacenail 3- 1 Gd
4d
I 1
18. Ceiling Joist to parallel rafters facenail 3- 1 Gd
318" Gd
I Common or box nails may be used except where otherwise stated
2 Nails spaced at G inches oc at edges, 12 inches cc intermediate supports exzcept at G inches where spans are 48 inches
or more. Nails for wall sheathing m be common, box or casing. Refer to sections 2315.3.3 and 2315.4 for shear nailing.
3 Common or deformed �#tumonI eformed shank
G Corrosion -resistant siding or casing nails conforming to the requirements of Section 2304.3
7 Fasteners s aced 3 inches on center at exterior edgqes and G inches on center at intermediate sup arts
8 Corrosion -resistant roofing nails with 7/ 1 G diameter head and 1-1 /2" length for I /2" sheathing and P -3/4" length for 25{32" sheathing
9 Corrosion -resistant staples with nominal 7/ 1 G" crown and I -1 /8" length for 112" sheathing and 1-112" length for 25/32" sheathing
10 Panel supports at I G mches [20 inches if strength axis in the long direction of the panel, unless atherw+se marked]. Casing or
finish nails spaced G inches on panel edges, 12 inches at intermediate supports
I 1 Panel supports at 24 mches, Casing or finish nails spaced G inches on panel edges, 12 inches at intermediate supports.
I . Drypack shall decomposed of one part Portland Cement to not more than three parts of sand.
2. All structural concrete fc=3000 psi w/inspection
All slab-on-grade/continuous footings/pads fc=2500 psi w10 inspection
All concrete shall reach minimum compressive strength at 28 days,
3. 1905.8.2 Ready -mixed concrete shall be mixed and delivered in accordance with requirements of
A5TM C 94 (Ready -Mixed Concrete)
1. All reinforcing shall be A5TM A-G 15-40 for #5 bars and smaller
All reinforcing shall be A5TM A-G 15-GO for #G bars and larger
Welded wire fabric to be A5TM A-185, tap 1-112 spaces 9" min
2. 5pacing of bars shall have lappings of 40 dia. or 2'-0". This is in all cases U.N.O.
(30 dia. for compression).
3. All reinforcing bars shall be accurately and securely placed befor pouring concrete, or grouting masonry,
4. Concrete protection for reinforcement shall be at least equal to the diameter of the bars.
Cover shall be as follows, U.N.O.:
A. Poured against earth ............... .................. i "51ab5 on grade (from top of slab)..... i
B. Poured against form below grade .......... 2" D. Columns and beams to main bars ............. I
I . Fabrication and erection of structural steel shall be in accordance with "specifications for the Design,
Fabrication and Erection of 5tructural Steel Buildings", AISC, current addition. 5teel to conform to
A5TM A3G. Round pipe columns shall conform to A5TM A53, Grade B. 5quare/Rectangular steel
tubes A5TM A500, Grade B.
2. All welding shall be performed by certified welders, using the Electric 5hielded Arc Process at licensed
shops or otherwise approved by the Bldg. Dept, Continuous inspection required for all field welding,
3. All steel exposed to weather shall be hot -dip galvanized after fabrication, or other approved
waterproofing method,
4. Where finish is attached to structural steel, provide 112" dia bolt holes @ 4'-0" o.c. for attachment of
nailers, U,N.O. 5ee architectural drawings for finishes (Nelson studs 112" x 3" CPL may replace bolts),
NOf5a
I .TOP OF FTG SHALL BE @ ELEV. 0-0" UNO.
2. VERYFY ALL DIMEN51ON 5HOWN WiTH ARCHITECTURAL DRAWINGS,
3. UNLE55 OTHERWISE NOTED, LOCATE HINGE 51DEOF ALL DOORS G" FROM ADJACENT
PERPENDICULAR PARTITION,
4. LOCATION OF HOLDOWN AND SHEAR WALL5 SHOWN ON FOUNDATION PLAN ARE
APPROXIMATE ONLY. COORDINATE LOCATION WITH ARCH. DWGs
5, CONTRACTOR SHALL PROVIDE BLOCKING FOR ALL EQUIPMENT/ACCE55ORIE5 MOUNTED
ON WALL.
G. ALL. ANCHOR 5QLT5 AND HOLDOWN5 SHALL BE TIED iN PLACE PPJOR TO FOUNDATION
INSPECTION,
7. ALL NEW EXTEPJOR WALL SHALL HAVE e," (24/0)CDX 5TRUCT I PLYWOOD W181) NAILS
@ G"-12"-12" UNLESS NOTED OTHERWISE ON PLAN
8, FOUNDATION ANCHOR BOLTS IN WALLS SHALL HAVE AN APPROVED PLATE WASHER
UNDER EACH NUT;AND THE NUT SHALL BE TIGHTENED JUST PRIOR TO COVERING THE WALL
FRAMING. PLATE WASHERS A MINIMUM OF 2`X2` E" THICK SHALL BE USED ON EACH BOLT.
(I 80G.G,1)
IN]
FOUNDATION
5. CONNECT ALL NEW FOOTING5 TO EX15TING FTG5 AND 5LAB5 ACCORDING TO DETAIL5
9. CONNECT NEW TOP PLATES TO EX15TiNG TOP PLATE ACCORDING TO 1
10. SEE (DFORTOP PLATE 5PLIE
11. DRAWING AND WORK MUST SHOW COMPLIANCE WITH GENERAL AND CONVENTIONAL REQUIREMENTS OF CBC
SECTION 2320 AND CHAPTER 18 FOUNDATION REQUIREMENTS,
I*\00F FRAWNG PLA�§
SCALE 1 j4"=V-0"
REVISIONS BY
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DATE
MAY 2, 2005
SCALE
AS SHOWN
DR,�WN BY
JOO NO.
M.G.
PPROVED BY
SKEET
WOOD SIDING
.Nl� M-�NG PER PILAA,"
"A. 2x4 @ 16"O.C. wall framing
1. CEILING JOIST 314" PLYWD SUB FLOOR
See Plan R-13 GATT INSUL
S R ER 2. 1 X8X24" B.S. FLOOR FRAMING
R,C0'
�,_,F EAT,- N 8 i*) D W/14-16D NAILS R-19 BATT INSUL SEE PLANS
SEE PL'11111'�i`.-J;s SHMPLAP, 3. JOIST BREAK 5/8*x12" AB w12" plate wshr
4. BEAM W/7" Win Embedment into Conc.
7
SHTHNG Hi
See Plan oc max,1 comers max
EQ. EQ. P.T. 2x plate
A
)RAF.'TER5 �,Ni'; 2 X 3 L,`<
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FACE") OR
17 SHEAR WALL CONNECTION TO ROOF 13 DETAIL 5 CEILING JOIST SPLICE 1 FOOTING DETAIL
1. W8126 at Plate Break,
LINO.(or CS16 Strap) NEW FOUND. EXIST FOUND.
WOOD POST PER PLAN, 1. DbI fop Plate 2. Dbl.Top Plates Typical. PLAN Le
See Plan 3. 2X Blocking on Edge.
2. Simpson ST6224 Unless Interrupted by Window w2 #4 DOVVEL TYP. fLR JOLT
3. Top Plate Break PER PLAN
--7ER
TRAN''3
4. DbI Studs 72 30"
UNO8d at Every Nail 8d at Every Nail
...
SIMPSON Hole. Hole.
"CI311 2X SILL EQ. EQ.
TYPE BASEA PLATE. r
CONN.
71
2 d.
(E) STEM
WALL
V,/ALL V I" Gil
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Ab
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4 4
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A 2 911 G"dia HOLE
AN
STUD WALL
NA�LU,�".' PER.
L ~�4. "a 4 L i w EPDXY FILL TYP.
"AR ff
CONC. FTG
-iEE PLAN SEE FTG SCHDL OOF,
'�ZE,'41-11.ERE
FOR SIZE AND R
REINFORCEMENT ELEVATION
RELD �-,,;A�LiNG
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18 INT. PAD FOOTING 14 DETAI L 10 DETAIL 6 l' EILING/PLATE TIE 2 NEW FOOTING CONNECTION
1 Beam
1—BOUNDARY NAILING 2. Post or Mult. Stud.
2—INTERMEDIATE NAILING 3. 2X Studs
3—EDGE NAILING 1 4 3 4. Simpson MSTI 36
4—PLYWOOD SHEET or ST6224*
5—JOIST 5. Flush Beam
6. (3)16d E/S (e) SLAB & FOOTING
4
U.N.0
5 6 MIL POR BARR,,.
2 L FO. L Ftl 1, 4 fill 24"
4-
FRAMING MEMBER f a a d 4 \/��` \�\
EQ FO_ XNX A
N
2x TRIMMER HOLDN SPECSEE
10 PLAN FOWOR . 6
9/16"dia HOLE .4 #4 DOWELS 0 24"o/c
A
EPDXY FILL 4'0
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PLAN BOLTING PER CONDITION
MFG. 4/ PER MFG
ANCHOR BOLT PER
19 HORIZONTAL PLYWOOD SHEATHING CHART BELOW — SEE 11 D ETAI L 7 DETAIL 3 NEW CONC. SLAB TO EXIST. FTG
PLAN FOR SPECIFIED
HOLDOWN.
SEE PLAN FOR MONO—
LITHIC OR TWO —POUR
2x MUDSILL
SPECIFICATION
HOLDOWN1 ACHOR BOLT TO
L BE TIED IN PLACE PRIOR
TO POUR IFOR ARCHITECT'S
FOOTING INSPECTIO i N ST6224 ACROSS RIDGE MEMBER
RAFTER TOPS 2x6 COLOR TIES @
0 48" O.C. 32- O.C. WITH (6) 16d 2xCONT w/16d ROOF SHEATING 0
SPECIFIED @ EA. END TYPICAL R.R. PER PLAN @ 16" O/C. CALIF.FRAMING.
SHEATHING ROOF RAFTER PER PLAN 2xMAIN R.R.
SPECIFIED OR TRUSS. 2xR.R.
RIDGE
SEE PLAN
2x6 DIAGONAL BRACING EXTEND R OF
WITH (6) 16d 0 EA. END CLXATW1K1f' TO
WOOD BEAM PE
PLAN.
SIMPSON "ECC"
COL. CAP,
SOLID WOOD POST, SEE
PLAN FOR SIZE & LOCATION.
ANCHOR BOLT SELECTION TABLE
INS
ALTERNATE SPACING WITH
LOR TIES @ 32" O.C.ALL
PER PLAN
Win
HU 2X HANGER TYP.
\\— (4) 16d TYPICAL
REVISIONS BY I
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DATE
MAY 2, 2005
SCALE
AS
SHOWN
DRAWN
BY
JOB NO.
M.G.
PPROVED BY
SHEET
S
2