HomeMy WebLinkAboutB16-1191 055-310-022MINIMUM EROSION AND SEDIMENT CONTROLS FOR
PROJECTS DISTURBING LESS THAN ONE ACRE
6-10
THE BMP'S (BEST MANAGEMENT PRACTICES) LISTED BELOW MUST BE IN PLACE DURING THE RAINY SEA50N (OCTOBER 15 THROUGH APRIL 15) AND MAY
BE REQUIRED AT OTHER TIMES BASED ON WEATHER AND 51TE CONDIITONS THROU6HOUT THE YEAR. THE BMP'S L15TED ARE MINIMUM REQUIREMENTS
AND ADDITIONAL BMP'S COULD BE REQUIRED BASED ON SITE CONDITIONS.
I. STABILIZED ENTRY, PROVIDE MINIMUM S' TO b" FRACTVRED ROCK 50' LONG x 15' WIDE BY W DEEP OVER CONSTRUCTION GRADE FABRIC.
2. ALL SOILS TRACKED ONTO PAVED ROADWAYS MUST BE CLEANED ON A DAILY BASIS. WHEN STREETS ARE WET OR DURING A RAIN EVENT THERE
SHALL BE NO TRACKING OF SOILS ONTO THE STREET.
5. WATTLES SHALL BE INSTALLED PROPERLY, BEHIND CURB OR SIDEWALKS.
4. ROCK BASO (MINIMUM 2 PER SIDE) AT ALL DRAIN INLET LOCATIONS WITHIN 150' OF THE PROJECT SITE.
5. INTERNAL FILTERS SHALL BE PLACED INSIDE EACH DRAIN INLET.
b. TRASH BARS SHALL BE PLACED ACROSS THE BACK OF ALL DRAIN INLETS.
i. STABILIZE ALL DISTURBED SOILS IN THE FRONT YARD AREAS WITHIN IS, OF THE BACK CURB OR 51DEWALK. (STRAW OR EROSION BLANKETS MAY BE
USED FOR THIS APPLICATION)
6. STABILIZE ALL SLOPES H-IERE EROSION COULD OCCUR AND CAUSE SILT RUN OFF. (STRAW, V150UEEN OR EROSION BLANKETS MAY BE USED POR THIS
APPLICATION)
Q. ALL PAINT, FUEL, CONSTRUCTION PRODUCTS ETC. SHALL BE STORED IN A COVERED LOCATION AWAY FROM SIDEWALKS AND STORM DRAIN INLETS.
10. PORTABLE CHEMICAL TOILETS IF PROVIDED ON THE SITE MUST BE KEPT OFF OF STREETS AND SIDEWALKS AND A LEAST 50' FROM THE NEAREST
STORM DRAIN.
II. ALL TRASH MUST BE COLLECTED AND STORED PROPERLY. DO NOT LET ITEMS SUCH AS DRYWALL MUD BOXES, PAINT BUCKETS, CLEANING MATERIAL
CONTAINERS, ETC. COME IN CONTACT WITH ANY RAINFALL OR STORM WATER RUNOPF.
12. PROVIDE A DE516NATED AREA FOR CONCRETE WASHOUT. HAY BAILS LINED WITH VISQUEEN MAY BE USED FOR THIS APPLICATION. ROLLAWAY BINS
MAY ALSO BE USED. ALL CONCRETE WASHOUT SYSTEMS SHALL BE PLACED OFF OF THE PAVED STREETS.
15. AFTER INSTALLATION OF THE ABOVE ITEMS ARE COMPLETE, A MAINTENANCE PR06RAM NEEDS TO BE DEVELOPED TO INSURE THE CONTINUED
EFFECTIVENESS OF YOUR BMP'S.
GREGORY A. P E I T Z
OWNER: KRISTINE HARE
SITE INFO:4571 SUNSET OAKS PR
SHEET
ADDRESS: 45-11 SUNSET OAKS DR.
PARADISE CA I.
ARCHITECT
PARADISE CA
1.01 ACRES
'Q
1
383 Rio Lindo Ave. Chico, CA. 95926 (530) 894.5719
PHONE: (550) 876-1551
APN: 055-510-022
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FLOOR PLAN STRUCTURAL NOTES:
Date:
1.
SEE TYPICAL NOTE SHEET SN AND TYPICAL DETAIL
SHEETS SD1-SD3 FOR ADDITIONAL INFORMATION.
0
2.
TYPICAL MINIMUM BEARING WALL FRAMING U.N.O
i
TOTAL:556
EXTERIOR WOOD WALL: 2X6 DF STUD AT 16" D.C.
MASONRY WALL: 8" THICK FULLY GROUTED
510
5Q
CMU WITH #5 AT 16" O.C. HORIZ'
AND #4 AT 16" O.C. VERT., TYP.
n
3.)
SEE DETAIL 7/SD1 FOR TYPICAL MASONRY WALL
�
CONSTRUCTION.
4.
DO NOT REMOVE OR MODIFY SUPPORT MEMBERS
OR HARDWARE FOR EXISTING FRAMING WITHOUT
THE EXPRESS WRITTEN CONSENT OF THE ENGINEER
OF RECORD.
5.
ANY DISCREPANCIES BETWEEN FRAMING SHOWN AND
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FIELD CONDITIONS SHALL BE IMMEDIATELY BROUGHT
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TO THE ENGINEER OF RECORD.
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6.)
ALL EXPOSED FRAMING SHALL BE PRESSURE
W
TREATED WITH TREATMENT PROCESS AND
O
APPLICATION APPROPRIATE FOR EXPOSURE
ACCORDING TO MFR'S R S WRITTEN GUIDELINES.
7.
ALL STRUCTURAL MEMBERS SHALL BE FASTENED IN
COMPLIANCE WITH 2013 CBC FASTENING SCHEDULE,
W
TABLE 2304.9.1, UNLESS NOTED OTHERWISE.
24'-0"
CODEAN-AL S S
_40 161-0114-0
GOVERNING CODES:
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_ _ _ 2013 GBG, 2013 GRG 2013 CEG, 2013 GPC, 2013 CMG,
4 8y4 6 �1%2 4 Sy
4
2013 CFC, 2013 CALIF. HEALTH 4 SAFETY CODE AMENDMENTS
OY CODE EFFICIENCY 5TANDARDS
2013 CALIF. ENER , ZONE 11
2013 CALIF, ACCESSIBILITY REG2UIREMENT5 AMERICANS w/
DISABILITIES
2012 EDITION '
NFPA 101 2015 06550
ACT,
OCCUPANCY GROUP. GROUP. R3 / U
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= ALLO
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(N) BENCH 0 ALLOWABLE AREA: UNLIMITED
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ACTUAL FLOOR AREA-
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3 STORIES /
40'-0"
ALLOW
ABLE STOR / ( )
ACTUAL STORY/HEIGHT: (2) STORY / 501-01,
m I�
m CONSTRUCTION TYPE: TYPE VB
— — —
— — — — AUTOMATIC SPRINKLER N/A
(N) +42 MIN. GUARDRAIL WILDLAND URBAN FIRE
WHICH PREVENTS �� 12 INTERFACE:N/A
WP
6P1 PASSAGE OFA 4
DIA. SPHERE,
TVP.
D
(N) OUTDOOR KITCHEN
EL.EGTRI GSL NOTES.
L IF NOT EXISTING, PROVIDE NEW OPERATED SMOKE
E 110 VOLT P
(N) .GOURD.
DETECTORS a ALL EXI5TINO AND NEW BEDROOMS AND CENTRALLY
Y
LOCATED IN HALLWAYS OUT5IDE OF BEDROOMS, WITH A MINIMUM OF
WP/
DECK ONE DETECTOR PER FLOOR.
EXIST. DECK, STEPS 4 GUARDRAIL 6FI
Q' 01-6.
6
IF NOT EXIS,
TING PROVIDE IIOV OPERATED CARBON MONOXIDE
- DETECTORS AT ALL .EXIST. AND NEW HALLWAYS OUTSIDE OF
w O TRA 5
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M TG40 'FLOOR TO N
14 -O \\ ALL HARDWIRED DETECTORS SHALL BE INTERCONNECTED.
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2. FIXTURES LAMP HOLDERS AND RECEPTACLES OUTLETS SHALL BE
- fo
P
BEGURELY SUPPORTED. A FIXTURE THAT WEIGHS MORE THAN bibs OR
EXCEEDS [bin. IN ANY DIMEN51ON SHALL NOT BE SUPPORTED BY THE
o
STAIRS w/ (4) OR MORE R15ER5 SHALL HAVE 50REW SHELL OF A LAMP HOLDER PER 2013 CEC SECTION 4115. (a).
- E SUPPORT FOR
MIN. I HANDRAIL. MOUNTED ®34 38 ABV. HA NOT BE USED AS THE SOL
�� O OUTLET BOXES SHALL
5 -2 _
STAIR TREAD N05INCG w/ GRIPPING SURFACE CEILING FANS PER 2013 SECTION 314.71 (a 4 d).
= — PER 2013 CRO R311."i.'7.3. ATTACH w
WAONER 17655 OR EG. HANDRAIL RAI BRACKET
J / ,
TO MIN. 2x4 STUD w I PSON x 2 SIDS
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Scale
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-1838
Sheet
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Sheets
FOUNDATION PLAN STRUCTURAL NOTES:
1.) SEE TYPICAL NOTE SHEET T S N AND TYPICAL DETAIL
SHEETS SD1-SD3 FOR ADDITIONAL INFORMATION.
2. PROVIDE ANCHOR BOLT SIZE AND SPACING PER
TYPICAL DETAILS.
3. RECOMMENDED SLAB SECTION WHERE OCCURS):
A 4 CONCRETE SLAB WITH #3 AT 15 O.C.
SECURELY LOCATED AT MID -DEPTH OF SLAB.
B 2 SAND (DELETE AT EXTERIOR SLABS) SEE
SOILS REPORT IF APPLICABLE.
C- WATERPROOF MEMBRANE(DELETE AT EXTERIOR
SLABS) -SEE SOILS REPORT IF APPLICABLE.
D 4" FREE DRAINING MATERIAL -SEE SOILS REPORT
IF APPLICABLE.
E- PROPERLY PREPARED SUBGRADE-SEE SOILS
REPORT IF APPLICABLE.
F- CONTRACTOR TO PROVIDE CONTROL JOINTS AT
oo 241-011 10'-0" O.C. EA. WAY MAX.
4. TYPICAL MINIMUM BEARING WALL FRAMING U.N.O.:
r2EXTERIORH WALL: 2X6 DF STUD AT 16 O.C.
MASONRY WALL: 8" THICK FULLY GROUTED
D3 „
CMU .WITH 5 AT 16 O.C. HORIZ.
X #
#
/
Q PECK
AND 4 AT 16" O.C. VERT., TYP \
LINE
4'-0" (P x 15" DEEPABOVE # 4'-0" 4 x IS ) /" DEEP 5. SEE DETAIL 7 SD1 FOR TYPICAL MASONRY WALL
H/ #4 a 6H O.G. E.W. I w/ 4 a 6„ O.G. E.W. CONSTRUCTION.
t
- BOT. d - BOT.
D 6. TYPICAL FLOOR JOIST: 2X8 DF 2 AT 16” O.C.
) #
TYP.
7.) PROVIDE SOLID BLOCKING IN FLOOR AT 24" O.C.
�G' \ PERPENDICULAR TO AND ADJACENT TO ALL BEAMS
I( to
m SUPPORTING BEARING WALLS ABOVE.
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8.) TYPICAL FLOOR SHEATHING (UNO): 3/4„ THICK, APA
I I-
t}. RATED SHEATHING OR RATED STURD I -
FLOOR, SPAN
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- -
RATING 48/24 (24 FOR STURD I FLOOR ). EXPOSURE
1 STRUCTURAL D PANELS, APPLIED WITH LONG
(N) 2x8
DIMENSION ACROSS SUPPORTS AND ADJACENT PANELS
I6 O.G.
n STAGGERED WITH 4' ENDS OFFSET 4'.. GLUE PANELS
20
TO ALL FRAMING, EDGE NAIL
WITH 10d COMMON RING
i
I „ NEW 8 CMU SHANK NAILS OR EQUIV. (0.148 DIA X 3) AT 6 O.C.
5Q. RETAINI G WA
„ N LL AT ALL PANEL EDGES, BOUNDARIES, BLOCKING AND
12 DEEP ”
D WHERE INDICATED ON PLAN. FIELD NAIL AT 10 O.C.
l
(VERIFY) PS T ALL PANEL EDGES U.N.O. BY
._ - PROVIDE 1/8 GA A
OH r -I r � r �
E 4X6 NG E 4x6 NO 4X10 PANEL MANUFACTURER.
I I (N) 4x10 O _ — _ , l) _ _ (N) _
TYP. —i- -I I -I — i --I--
(NT4x10 DF #2 (N) 4x10) DF #2
L L J J
9. PLUMBING SPRINKLER AND MECHANICAL
fJ
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ALL FLOOR
O SUBCONTRACTORS SHALL COORDINATE
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18 SQ. x EXISTfNG IS 5Q. x AND WALL PENETRATIONS WITH D m
n SUBCONTRACTOR.
12 DEEP GONG. I N
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12 DEEP
TYP.
(VERIFY) PIERS
RIFY)
� 10. PROVIDE POS. ATTACHMENT FOR ALL BEAM TO POST,
STEPPED
I : I
BEAM TO BEAM POST TO BEAM AND POST TO POST
,
FTN&.
i-' CONN, S WITH (2) ST22 STRAPS MIN. AND A35 CLIPS
(E) 2x8
I
L U.N.O. PER PLAN AND DETAILS.
H
I
16 O.G.
D D 11.) DO NOT REMOVE OR MODIFY SUPPORT MEMBERS OR
X TING DEGK
E IS HARDWARE FOR EXISTING FRAMING WITHOUT THE
I
PIERS 4 GIRDERS TYP. RET. OH EXPRESS WRITTEN CONSENT OF THE ENGINEER OF
I
WALLTY P. RECORD.
(E) 4x10 _ E) 4XIO lN) 4xI0
I
12.) , ANY DISCREPANCIES BETWEEN FRAMING SHOWN AND
— — — — 10
L L J J FIELD CONDITIONS SHALL BE IMMEDIATELY BROUGHT
TO THE ENGINEER OF RECORD.
VERIFY 6x EXI5TIN6
13. VERIFY ALL DIMENSIONS AND ELEVATIONS WITH
r POST w/ (E) GONG. )
IO ARCHITECTURAL DRAWINGS.
L HOLD-DOWN PIERS / \
I
— D FRAMING SHALL BE PRESSURE
1 D ( > T I \ 14.) ALL EXPOSE
\ \
I - VFY TREATED WITH TREATMENT PROCESS AND APPLICATION
\ APPROPRIATE FOR EXPOSURE .ACCORDING TO MFR'S
I
. � WRITTEN GUIDELINES.
i I I 1
15.) PROVIDE METAL HANGERS PER 5/SD1 AS REQUIRED,
F _1 F �_ UNLESS NOTED OTHERWISE.
EXISTING LANDING \
5TEP5 TO BE REMOVED
7
— — 16. ALL STRUCTURAL MEMBERS SHALL BE FASTENED IN
COMPLIANCE WITH 2013 CBC FASTENING SCHEDULE,
r-1 TABLE 2304.9.1, .UNLESS NOTED OTHERWISE.
L J
I--- � NEW 8 CMU RETAINING / /
SHORE (E)
FRAMING.AS
WALL TO REPLACE (E) / \
^
\ � /
XISTINCC FOUNDATION FOUNDATION REQUIRED /
/ > FOUNDATION NOTF-5.
L
I. UNDER FLOOR VENTING. (a43 / 150 - - 12.a5 S.F. OF NET FREE AREA.
.. / PROVIDE 3 NEW 15"x24" CRAWL HOLE ® 1.6 SQ. FT.
� (26) EXISTING. BY2 x14Y2 -UNDER FLOOR VENTS ®0.3 50. FT. EACH.
\ D /
TOTAL UNDER FLOOR VENTING PROVIDED: 15.2 50. FT.
/ 2. GROUND IMMEDIATELY ADJACENT TO THE FOUNDATION SHALL BE
E55 THAN
— _ — — — � SLOPED AWAY. FROM THE BUILDING AT A SLOPE OF NOT L
F -� r � r � r � r � ^ EXISTING H
\ 6 WITHIN THE FIRST 10 FT. (5% SLOPE). PER 2015 GRG SECTION R401.5
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ROOF PLAN STRUCTURAL NOTES
By:
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1.) SEE TYPICAL NOTE SHEET SN AND TYPICAL DETAIL
ROOF NO'TESt
41- O��
SHEETS SD1-SD3 FOR ADDITIONAL INFORMATION.
I. ROOF FRAMING SHALL BE:
F<;OFtSS/p�l�
�o C.,J !F
O�4
16 -O��
4
2.) TYPICAL ROOF SHEATHING (UNO): 1/2 THICK, APA,
:2x(5 RAFTERS ®24" O.G. T(P. U.O.N.
�`'
Sy4° L. 6'--tV2" 4'-M4°
rTl \o
ca
TECO, OR PITTSBURGH RATED SHEATHING, SPAN
RATING 32/16, EXPOSURE 1 STRUCTURAL PANELS,
2. ROOF PITCH SHALL BE:
.1183Lu 2 ��
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APPLIED WITH LONG DIMENSION ACROSS SUPPORTS
4:12, TYP.
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AND ADJACENT PANELS STAGGERED WITH 4' ENDS
.06 x01201
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OFFSET 4'. EDGE NAIL WITH 8d COMMON OR
3. ROOF O.H. SHALL BE:
'-0"
sT CMI. 5Q
�rF
M
EQUIVALENT 0.131" DIA X 2 1/2") AT 6" O.C. AT
ABLE ENDS,
EDGES, ALL PANEL GES, BOUNDARIES G
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Date 5 May. Z0I6
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GENERAL SNOTES
1. GENERAL 3. CONCRETE CRET /REINFORCING CONTINUED 6. .FRAMING/LUMBER CONTINUED 9. DESIGN LOADS
B LOCAL CODES. - _
A) .ALL WORK SHALL CONFORM TO THE 2013 CBC AND ALL APPLICABLE I) REINFORCEMENT COVER SHALL BE AS FOLLOWS, 6 4 POSTS/TRIMMERS. A) THE STRUCTURE HAS BEEN DESIGNED FOR THE FOLLOWING CRITERIA PER CBC CHAPTER 16,
DIVISIONS I, II, III, AND IV U.N.O.:
N RE
B) THE ENGINEER (SUMMIT STRUCTURAL DESIGN) HAS PROVIDED AND RESPONSIBLE FOR CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO SOIL. 3 A.) SUPPORT. SUPPORT ALL UPPER LEVEL POSTS AND TRIMMERS IN LOWER LEVELS WITH
SPECIFIC STRUCTURAL ITEMS ONLY. ALL OTHER REQUIREMENTS OF THE BUILDING CODE CONCRETE WITH SOIL OR WEATHER EXPOSURE: EQUIVALENT FRAMING AND BLOCK OR OTHERWISE FRAME POSTS THROUGH FLOOR SYSTEMS. B) SEISMIC:
INCLUDING WATERPROOFING, FIREPROOFING, DRAINAGE, HANDICAP ACCESSIBILITY, EGRESS #5 BARS AND SMALLER 1 %" SEISMIC IMPORTANCE FACTOR: 1
REQUIREMENTS, PARKING, AND ALL OTHER DESIGN REQUIREMENTS NOT SPECIFICALLY SHOWN #6 BARS AND LARGER 2" B. WHERE POSTS WITH C MAPPED SPECTAL RESPONSE ACCELERATIONS: Ss = 0.635 S1= 0.264
COLUMN CAPS OR BEARING PLATES ARE SPECIFIED, THE LOAD IS TO BE
IN THE STRUCTURAL DESIGN CALCULATIONS, ARE THE RESPONSIBILITY OF THE CONTRACTOR OR CONCRETE WITHOUT SOIL OR WEATHER EXPOSURE: 3/4" TRANSFERRED TO THE FOUNDATION BY VERTICAL GRAIN ONLY U.N.O. SEISMIC SITE CLASS: D
OWNER. SHOULD ANY CHANGES BE MADE FROM THE DESIGN AS SPECIFIED IN THESE SPECTRAL RESPONSE COEFFICIENTS: SDS = 0.547, SDI = 0.330, Cs = 0.44
WITHOUT THE WRITTEN APPROVAL FROM THE ENGINEER THEN THE ENGINEER _
DOCUMENTS J) REINFORCEMENT SHALL BE GRADE 60 PER ASTM A618 U.N.O. LAP BOTTOM REINFORCING (60) 6 5 WALL FRAMING. SEISMIC DESIGN CATEGORY. D
WILL ASSUME NO RESPONSIBILITY FOR ANY ELEMENT OR SYSTEM OF THE STRUCTURE. BAR DIAMETERS U.N.O. AND LAP TOP REINFORCING, PLACED ABOVE 12" OF CONCRETE OR BASIC SEISMIC -FORCE -RESISTING SYSTEM: SPECIAL REINFORCED MASONRY WALLS
MORE, (80) BAR DIAMETERS U.N.O. A.) DOUBLE TOP PLATE SPLICES: SPLICES AND JOINTS IN DOUBLE TOP PLATE OF STUD BEARING SEISMIC BASE SHEAR: 7.6 KIPS ULT.
C) THE DRAWINGS AND CALCULATIONS REPRESENT THE FINISHED STRUCTURE, AND, UNLESS WALL SHALL OCCUR AT THE CENTER LINE OF SUPPORTING STUD. TOP PLATEPLI E OF STUD RESPONSE MODIFICATION FACTOR: R = 5
S C S
SPECIFICALLY NOTED OTHERWISE, DO NOT SHOW THE METHOD OF CONSTRUCTION. THE K #5 AND LARGER REBAR SHALL NOT BE RE-BENT. WALLS SHALL BE 48" LONG WITH 12 16d SINKERS EACH SIDE OF EACH SPLICE U.N.O. WHERE ANALYSIS PROCEDURE USED: EQUIVALENT STATIC FORCE PROCEDURE
CONTRACTOR IS RESPONSIBLE FOR THE METHOD OF CONSTRUCTION, AND SHALL PROVIDE ALL ) ( )
SPLICE IS INTERRUPTED, USE ST6224 STRAP U.N.O.
MEASURES NECESSARY TO PROTECT THE PUBLIC, CONSTRUCTION WORKERS, AND THE L ALL REINFORCING STEEL AND ANCHOR BOLTS SHALL BE ACCURATELY L CAT D AND C) WIND:
)0 E
STRUCTURE DURING CONSTRUCTION. SUCH MEASURES SHALL INCLUDE FORMING, SHORING, ADEQUATELY SECURED IN POSITION BEFORE AND DURING CONCRETE PLACEMENT. B. FIRE BLOCKS: FIRE BLOCK STUD - WIND SPEED: 110 MPH
Q ) U WALLS AT MID HEIGHT WHERE STUD LENGTH EXCEEDS 10 0 .
BRACING, SCAFFOLDING, ETCETERA. WIND EXPOSURE: C
C. MIS -PLACED ANCHOR BOLTS. WHERE ANCHOR BOLTS HAVE BEEN INCORRECTLY PLACED
D IF A PARTICULAR FEATURE OF CONSTRUCTION IS NOT FULLY SHOWN ON THE DRAWINGS OR IN 5. MASONRY D LIVE LOADS:
USE SIMPSON SET EPDXY. WITH ANCHOR OF SAME DIAMETER WITH 7 EMBEDMENT IN )
THE CALCULATIONS, THEN IT SHALL BE CONSTRUCTED IN THE SAME CHARACTER AS SIMILAR CONCRETE AND INSTALLATIONROOF 20 PSF SNOW
PER MANUFACTURERS RECOMMENDATIONS AND CURRENT
CONDITIONS THAT ARE SHOWN ON THE DESIGN DOCUMENTS.
A) CEMENT MASONRY UNITS SHALL CONFORM TO CBC STANDARD 21-4, GRADE N, TYPE I, AND ICC REPORT. FLOOR 40 PSF
SHALL BE SINGLE OR DOUBLE OPEN END BOND BEAM UNITS.
E) ANY CONDITIONS NOTED AS EXISTING MUST BE FIELD VERIFIED BY THE CONTRACTOR, AND
D.) CRIPPLE WALLS. CRIPPLE WALLS SHALL BE A MINIMUM OF 14 IN HEIGHT. FOR LESSER
ANY DISCREPANCIES MUST BE BROUGHT TO THE ATTENTION OF THE ENGINEER WITHOUT
B) F m MIN SHALL BE 1,500 PSI WITH COMPLIANCE VERIFIED AS REQUIRED PER CBC SECTION HEIGHTS, STACK 2X PLATES (AND SHIM AS REQUIRED).
PROCEEDING WITH CONSTRUCTION PRIOR TO THE REVIEW OF THE ENGINEER. 2105.3.
ABBREVIATIONS
E. NOTCHED OR CUT STUDS: NOTCHED AND OR CUT STUDS R
/ U TO CLEAR ANCHOR BOLTS ARE
F) ALL WATERPROOFING AND FLASHING (ROOFS, FOUNDATIONS, GARAGE FLOORS, ETC...) IS THE C EACH CELL SHALL BE COMPLETELY FILLED WITH GROUT CONFORMING TO ASTM C2791 TYPE S
RESPONSIBILITY OF THE CONTRACTOR OR OWNER. ) NOT ALLOWED. STUDS SHALL HAVE FULL BEARING TO THE FOUNDATION PLATE.
WITH A MINIMUM STRENGTH OF 2,000 PSL
F -
.) LET IN BRACES. LET IN BRACES SHALL NOT BE USED FOR TEMPORARY BRACING ON ANY
AB ANCHOR BOLT K KIPS
G) SHOP DRAWINGS. SHOP DRAWINGS ARE SUPERCEDED BY THE STRUCTURAL DRAWINGS UNDER
D) LAP REINFORCING THE GREATER OF 80 BAR DIAMETERS OR 3 0 . WALL FRAME. STEEL STRAPS WHICH DO NOT REQUIRE THE CUTTING OF STUDS ARE AN ADDT ADDITIONAL L ANGLE
ALL CIRCUMSTANCES. THE GENERAL CONTRACTOR SHALL VERIFY THAT ALL CONSTRUCTION IS IN
ACCEPTABLE ALTERNATIVE.. ADJ ADJACENT LLH LONG LEG HORIZ.
FULL AGREEMENT WITH THE LATEST STRUCTURAL DRAWINGS. REVIEW OF SHOP DRAWINGS BY
E) LOCATE ANCHOR BOLTS WITHIN 2 OF THE CENTER OF A CELL.... ALT ALTERNATE
LLV LONG LEG VERT.
THE ENGINEER OF RECORD DOES NOT GUARANTEE IN ANY WAY THE THE SHOP DRAWINGS ARE
G.) SEE NOTE 6-1 D FOR SILL AND ANCHOR BOLT SPECIFICATIONS. ARCH ARCHITECTURAL LONG LONGITUDINAL
- CORRECT, NOR DOES IT INFER THAT THEY SUPERCEDE THE STRUCTURAL DRAWINGS.
BLDG BUILDING LSL LONG SLOTTED HOLE
6. FRAMING LUMBER H. WALL MI
H) WALL FINISH SYSTEMS SUCH AS STUCCO SHALL BE APPLIED OVER FOAM BASE OR OTHER
/ ) FRAMING RECEIVING NAILING AT 3 ON CENTER OR LESS SHALL BE 3X NOMINAL U.N.O. BLKG BLOCKING LVL LAMINATED VENEER LUMBER
METHOD OF ADEQUATELY ALLOWING THE FINISH TO EXPAND AND CONTRACT WITHOUT _
6
PER PLANS AND DETAILS. BM BEAM MAX MAXIMUM
1 MATERIALS. BOTT6 BOTTOM MB MACHINE BOLTS
CRACKING. THE OWNER OR CONTRACTOR SHALL BE RESPONSIBLE FOR ANY DEFECTS IN THE ( )
6-6 CONNECTIONS: BTF BEAT TO FIT MECH MECHANICAL
FINISHES.
A.) SHEATHING: BTWN BETWEEN MFR MANUFACTURER
1. ROOF SHEATHING. SEE PLANS
A.) HOLES FOR THROUGH BOLTS SHALL BE DRILLED 1/16 OVERSIZE. CB CARRIAGE BOLTS MIN MINIMUM
1) SPECIAL INSPECTION: SPECIAL INSPECTION PER SECTION 1701 OF THE lCBC SHALL BE PROVIDED 2. FLOOR SHEATHING: SEE PLANS
CCJ CONTROL JOINT MISC. MISCELLANEOUS
FOR THE FOLLOWING TYPES OF CONSTRUCTION: 3. WALL SHEATHING: SEE PLANS
B.) ALL BOLTS, NUTS, AND LAG SCREWS SHALL BE PROVIDED WITH FLAT OR MALLEABLE CIP 'CAST -IN-PLACE CONCRETE MTL METAL
WASHERS WHERE BEARING AGAINST WOOD. E
WELDING OF STRUCTURAL OR REINFORCING STEEL _
CJ CONSTRUCTION JOINT (N) NEW
B.) GLUE -LAMS. GLUE -LAMS SHALL BE 24F -V4 U.N.O. WITH A CAMBER OFR 1600 U.N.O. R NS NEAR SIDE
CL CLEAR
POST INSTALLED EPDXY ANCHORS E �
GLUE -LAMS EXPOSED TO WEATHER MUST BE RATED FOR EXTERIOR R USE BY THE MANUFACTURER. C.) ALL BOLTS AND LAG SCREWS SHALL BE TIGHTENED UPON INSTALLATION AND RE -TIGHTENED CMU CONCRETE MASONRY UNITS NSA NELSON STUD ANCHOR
MASONRY GLUED LAMINATED FABRICATON SHALL BE PERFORMED IN AN APPROVED FABRICATORS SHOP
BEFORE CLOSING IN OR AT COMPLETION OF JOB. COL COLUMN NTS NOT TO SCALE
THE SPECIAL INSPECTOR SHALL BE ACCEPTABLE TO THE STRUCTURAL ENGINEER AND BUILDING
IN ACCORDANCE WITH CBC 2303.1.3 RITC A190.1 AND ASTM D 3737. BEAM INSPECTION
CONC CONCRETE OC ON CENTER
CERTIFICATES SHALL BE SUBMITTED TO THE FIELD INSPECTOR PRIOR TO COMPLETION OF
DEPARTMENT SHALL BE ICBG LI FRAME D.) LAG SCREWS SHALL BE SCREWED, NOT. DRIVEN, INTO PLACE. CONN CONNECTION OD OUTSIDE DIAMETER
QUALIFIED, AND THEIR EXPERIENCE SHALL BE COMMENSURATE INSPECTION IN ACCORDANCE WITH CBC 1704.2.
CONSTR CONSTRUCTION OH OPPOSITE HAND
WITH THIS TYPE OF PROJECT.
CONT CONTINUOUS OPNG OPENING
C. MICRO -LAMS: MICRO -LAMS LAMINATED VENEER LUMBER SHALL HAVE FB = 3100 PSI AND
( ) 8. ROOF FRAMING CONTR CONTRACTOR OVS OVERSIZE ROUND HOLE
FV = 285 PSI MIN., AND SHALL BE MANUFACTURED, APPROVED AND IDENTIFIED AS PER NER-481. _
2. SITE WORK /FOUNDATIONS DRIVEN FASTENER
CP COMPLETE PENETRATION PDF POWDER DRI F A S
8-1 PREFABRICATED ROOF TRUSSES. CTR CENTER PERP PERPENDICULAR
D.) SILL PLATES: SILL PLATES SHALL BE PRESSURE TREATED DOUGLAS FIR WITH 1/2" DIAMETER CTSK COUNTERSINK PL PLATE
A ASSUMED MAXIMUM SOIL BEARING = 1500 PSF PER CBC TABLE 1806.2'. NO SOILS REPORT
) ( ANCHOR BOLTS AND 3 X 3 X.229" PLATE WASHERS LOCATED AT 6'-0" O.C. MAX. WITH A) PREFABRICATED ROOF TRUSSES: PREFABRICATED ROOF TRUSSES SHALL BE DESIGNED BY THE DBL DOUBLE PLWD PLYWOOD
PROVIDED). ONE BOLT LOCATED V-0" MAXIMUM FROM EACH END OF EACH PIECE. TRUSS FABRICATOR PER THE REQUIREMENTS OF THE ARCHITECTURAL AND STRUCTURAL DF DOUGLAS FIR PLCS PLACES
DRAWINGS- PARTIAL PENETRATION
AND CBC 2303.4. DFL DOUGLAS FIR LARCH PP
B) BUILDING SITE 1S ASSUMED TO BE DRAINED AND FREE OF CLAY OR EXPANSIVE SOIL. ENGINEER
E IONS
E.) FRAMING LUMBER: ALL FRAMING LUMBER SHALL BE DOUGLAS FIR LARCH AS GRADED BY THE DIA DIAMETER PT PRESSURE TREATED
HAS NOT MADEA GEOTECHNICAL REVIEW OF SITE, ANY OTHER CONDIIT ENCOUNTERED U TERED W,W,p,A. OR W.C.L.LB. AND SHALL HAVE A MOISTURE CONTENT LESS THAN 19% U.N.O. B COMPLETE CALCULATIONS AND SHOP DRAWN DJ 'DOUBLE JOIST
MUST BE BROUGHT TO THE ATTENTION OF THE ENGINEER.' � � DRAWINGS INCLUDING LAYOUT, SIZE OF MEMBERS, AND P/C PRECAST CONCRETE
CONNECTION DETAILS, STAMPED AND SIGNED BY AN ENGINEER LICENSED IN THE STATE OF EA EACH PfT POST -TENSIONED
1. STUDS SHALL BE STUD GRADE OR BETTER. CALIFORNIA, SHALL BE REVIEWED BY THE ENGINEER OF RECORD PRIOR TO TRUSS FABRICATION. EF EACH FACE REINF REINFORCEMENT
C) THESE CALCULATIONS ASSUME STABLE, UNDISTURBED SOILS AND LEVEL OR STEPPED FOOTINGS. 12. ALL POSTS SHALL BE DF -L #1 U.N.O.'
SHOULD BE BROUGHT TO THE ATTENTION OF THE ENGINEER PRIOR ELEVATION (DATUM) REQ'D REQUIRED
ANY OTHER CONDITIONSU OR TO 3. 2X AND 3X RAFTERS SHALL BE DF -L #2 U.N.O. C) TRUSS DESIGN LOADS: ELEV ELEVATION(VIEW)OR ELEVATOR SC SLIP CRITICAL
THE CONSTRUCTION OF THE FOUNDATIONS.
4. 2X JOISTS SHALL BE DF -L #2 U.N.O. TOP CHORD LIVE LOAD: 20 PSF REDUCIBLE EN EDGE NAILING SEOR STRUCTURAL ENGINEER OF
S. CONCEALED BEAMS SHALL BE DF -L #2.
TOP CHORD
DEAD LOAD. EQ UA
8 PSF EQUAL L RECORD
D) ALL FOOTINGS INCLUDING RETAINING WALL FOOTINGS, SPREAD FOOTINGS, WALL FOOTINGS, _ ' AND LARGER). 6. EXPOSED BEAMS SHALL BE DFL #1 APPEARANCE GRADE FOHC (4X6 A ) BOTTOM CHORD DEAD LOAD _ 8 PSF ES EACH SIDE SHTG SHEATHING
AND GRADE BEAMS SHALL BEAR ON UNDISTURBED SOIL WITH A FOOTING DEPTH BELOW 7. ALL BEAMS N CENTER.
6X AND LARGER SHALL BE FREE OF HEART TOTA
L LOAD
�� �� 36 PSF (E) EXISTING SIM SIMILAR
FROSTLINE (12 TO 24 AS PER LOCAL REQUIREMENTS). UPLIFT LOAD
AS REQUIRED EXPANSION SLAB -ON -GRADE
QUIR BY THE 2013 CBC EXP SOG SLAB ON GRADE
F. NAI • L NAILS SHALL BE O WITHIN 18
LS. AL COMMON U.N.O. WHERE EXPOSED TO WEATHER OR EXT. EXTERIOR STD STANDARD
E BOTTOM FOUNDATION TRENCHES SHALL BE CLEAN AND LEVEL.
� OF ALL OF FOUNDATION, NAILS SHALL BE GALVANIZED. D) TRUSS BRIDGING SHALL BE AS REQUIRED AND SPECIFIED BY THE TRUSS FABRICATOR. EW EACH WAY STIFF 'STIFFENER
0
FF FINISH FLOOR STL STEEL
F ALL FINISHED GRADE SHALL SLOPE AT A MINIMUM SLOPE OF 5/o AWAY FROM ALL_
G.) BOLTS AND LAG SCREWS. BOLTS AND LAG SCREWS SHALL BE ASTM A-307 U.N.O. AND E) TRUSS MANUFACTURER SHALL OBTAIN ALL NECESSARY PPR I AGENCIES FIN FINISH SQ SQUARE
FOUNDATIONS A MINIMUM OF 10 FEET HORIZONTAL. SS APPROVALS FROM THE PUBLIC
PROVIDED NEW AND WITHOUT EXCESSIVE RUST.
INVOLVED IN GOVERNING CONSTRUCTION. FJ FLOOR JOIST SS STAINLESS STEEL
FLR FLOOR SWSHEAR L ED
S WALL SCHEDULE
G) FOUNDATIONS SHALL NOT BE SCALED FROM PLAN OR DETAIL DRAWINGS. H.) ALL HARDWARE CALLED SHALL BE SIMPSON STRONG -TIE CO., OR ENGINEER APPROVED F) TRUSSES SHALL BE DESIGNED FOR THE FOLLOWING MAXIMUM DEFLECTIONS UNDER DESIGN FNDN FOUNDATION SYM SYMMETRICAL
EQUIVALENT, INSTALLED PER MANUFACTURER'S RECOMMENDATIONS WITH ALL HOLES FILLED LOAD _ = FOHC FREE OF HEART CENTER T&B TOP & BOTTOM
S. LIVE LOAD DEFLECTION L/360, TOTAL LOAD DEFLECTION L/240
H FILL MATERIAL SHALL BE FREE FROM DEBRIS VEGETATION AND OTHER FOREIGN SUBSTANCES. ) S S WITH RECOMMENDED FASTENERS. USP HARDWARE MAY BE USED IN LIEU OF SIMPSON FOS FACE OF STUD TO(P) TOP OF (PLYWOOD)
HARDWARE WITH WRITTEN APPROVAL FROM STRUCTURAL ENGINEER OF RECORD. ALL METAL FA SIDE TOP -OF -CONCRETE
R TOC TOP OF CONCRETE
1) USE 4" DIAMETER PERFORATED PIPE SUB -DRAIN BEHIND ALL RETAINING WALLS. SLOPE PIPE HANGERS CONNECTORS AND FASTENERS IN CONTACT WITH PRESSURE TREATED WOOD SHALL FTG FOOTING _ _
TO DRAIN TO DAYLIGHT. TOF TOP OF FOOTING
GH BE STAINLESS STEEL OR OTHERWISE CERTIFIED BY THE MANUFACTURER TO RESIST CORROSION GA GAUGE TOS TOP -OF -STEEL
CAUSED BY THE SPECIFIC TREATMENT APPLIED TO THE WOOD AND OR METALS. GALV GALVANIZED TOP -OF -WALL
H / TOW TOP OF WALL
J.) FOR FOOTINGS PLACED ON OR ADJACENT TO SLOPES, A GEOTECHNICAL ENGINEER MUST GLB GLUE -LAM BEAM TN TOE NAIL
APPROVE FOOTING PLACEMENTS IN VIOLATION OF FIGURE 1808.7.1 OF 2013 CBC. THIS I. MANUFACTURED I JOISTS: MANUFACTURED I JOISTS SUCH AS TRUSS JOISTS SHALIL BE HDG HOT DIPPED GALVANIZED TYP TYPICAL
ENGINEER SHALL NOT BE LIABLE FOR ANY FOUNDATION NOT IN STRICT CONFORMANCE TOHDR HEADER NO
INSTALLED PER THE MANUFACTURES RECOMMENDATIONS USING A DEFLECTION LIMIIT OF L/480 U UNLESS NOTED OTHERWISE
SECTION 1808 OF THE 2013 CBC.
UNLESS NOTED OTHERWISE. USE A MANUFACTURED 1-1/4 RIM BOARD (SUCH AS TIMBER HGR HANGER (SIMPSON) VERT VERTICAL
STRAND) ALL I JOISTS. USE A DOUBLE RIM OR 13/4 LVL RIM AT ALL LOCATIONS WHERE
p _ HORIZ HORIZONTAL WP WORKPOINT
K.) WHERE LOADING TO EXISTING FOUNDATIONS IS NOT SUBSTANTIALLY INCREASED OR MODIFIED, LEDGERS ARE USEDSUCH AS DECK LEDGERS). 1D INSIDE DIAMETER WWF WELDED WIRE FABRIC
I�
NO DESIGN RECOMMENDATIONS HAVE BEEN MADE FOR THE SUITABILITY OF THE EXISTING ( )
.INT INTERIOR W/ WITH
FOUNDATIONS. ONLY THOSE FOUNDATIONS WHERE LOADS HAVE BEEN ADDED BY A SECOND
_ JST JOIST_ W O
6 2 GENERAL FRAMING. / WITHOUT
STORY HAVE BEEN INCLUDED IN THE DESIGN. THE OWNER SHALL BE ADVISED THAT EXISTING JT JOINT
FOUNDATIONS MAY NOT BE STRUCTURALLY ADEQUATE AND SETTLEMENT CRACKING, ING, AND
A. MINIMUM NAILING: MINIMUM NAILING SHALL BE PER 2013 CBC TABLE 2304.9.1.
OTHER PROBLEMS ASSOCIATED WITH EXISTING FOUNDATIONS ARE BEYOND THE SCOPE OF THIS )
DESIGN. IF REVIEW OF THE EXISTING FOUNDATIONS IS REQUIRED, A GEOTECHNICAL ENGINEER
SHOULD BE CONTACTED TO DETERMINE THE EXTENT AND ADEQUACY OF THE EXISTING, B.) LARGER MEMBERS: ALL FRAMING MEMBERS SPECIFIED IN THESE CALCULATIONS ARE
UN -MODIFIED PORTIONS OF THE FOUNDATIONS. MINIMUMS, LARGER MEMBERS MAY SUBSTITUTED AT CONTRACTORS OPTION.
C. SHRINKAGE: CARE SHALL BE TAKEN TO ALLOW FOR EFFECTS OF SHRINKAGE WHICH COULD
i
3. CONCRETE /REINFORCING CAUSE SETTLEMENT OF ROOF AND OR FLOORS AND COULD LEAD TO FAILURE OF ASSOCIATED
FRAMING MEMBERS. THE CONTRACTOR SHALL TAKE ALL MEASURES NECESSARY TO (PROTECT
A) CONCRETE SHALL HAVE A MINIMUM 28 DAY STRENGTH OF 3,000 PSI U.N.O. (DESIGNED FOR 2500 PSI)
FRAMING FROM THE EFFECTS OF SHRINKAGE.
C) ALL CEMENT USED SHALL CONFORM TO ASTM C-150 AND SHALL BE TYPE II OR D. ALL STRUCTURAL FRAMING MEMBER WITH EXTERIOR EXPOSURE SHALL BE PRESSURE TREATED
TYPE III LOW ALKALI.
OR BE OF MATERIAL THAT IS NATURALLY RESISTANCE TO DECAY.
D AGGREGATE SHALL CONFORM TO ASTM C-33 AND SHALL NOT CONTAIN MATERIALS WHICH ARE
6-3 BEAM A FRAMING.
D
ALKALI REACTIVE AS DETERMINED BY ASTM C-227,289, AN 295.1 F
TEST DATA IS
A. BUILT UP BEAMS: ALL BUILT UP LAMINATED DOUBLE ORMULTIPLE 2X JOISTS AND BEAMS
UNAVAILABLE IN REGARDS TO ALKALI REACTIVE MATERIALS, PROVIDE CEMENT WITH A „
SHALL BE NAILED TOGETHER WITH 16d NAILS AT 6 O.C. T&B U.N.O.
MAXIMUM ALKALI CONTENT LESS THAN 0.45% BY WEIGHT. '
E) CONCRETE EXPOSED TO FREEZING OR THAWING SHALL BE PROTECTED IN ACCORDANCE TO THE
B. DOUBLE JOISTS: PROVIDE DOUBLE FLOOR JOISTS UNDER PARTITION WALLS RUNNING PARALLEL
LATEST EDITION OF THE ACI 318.
TO JOIST SPAN AND UNDER ALL LOCATIONS WHERE TUBS MAY BE LOCATED. ADEQUATE
SUPPORT SHALL BE PROVIDED FOR ALL OTHER EQUIPMENT OR FURNISHINGS WHICH
F) SLABS ON GRADE SHALL BE PER THE CONTRACTOR. SUMMIT STRUCTURAL DESIGN RECOMMENDS
MAY NOT BE SHOWN ON THE STRUCTURAL DRAWINGS INCLUDING BUT NOT LIMITED( T0. HOT PERMrF# _ _
THE FOLLOWING AS A MINIMUM SLAB -ON -GRADE: AT GARAGE SLABS, USE 4" THICK S.O.G.
WATER HEATER, STOVE, REFRIGERATOR, OVEN, FIRE PLACE ENCLOSURES, WOOD BURNING BUTTE COUNTY DEVELOPMENT SERVICES
STOVE, ET
�� �� S ETCETERA. REVIEW
WITH #3 BARS AT 15 O.C. EACH WAY ABOVE MID DEPTH OF SLAB OVER 2 SAND OVER. E FOR
MOISTURE BARRIER OVER 4 AGGREGATE BASE. USE 3-1/2" SLAB WITH #3 AT 15 E.W. ABOVE
/ . co E C�i��L-� E
C. BLOCKING. PROVIDE OLID BLOCKING CK NG IN JOIST FRAMING ABOVE ALL A SUPPORTS
MID -DEPTH OF SLAB, OR 6X6 WWF ABOVE MID -DEPTH OF SLAB WITH SAME SUB -SLAB BUILDUP ) - DA BY
AT ALL OTHER AREAS. SAW -CUT TOP 3/4" OF SLAB FOR CRACK CONTROL L A T INTERVALS NOT TO
EXCEED 10'-0".
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THESE PLANS HAVE BEEN REVIEWED
FOR COMPLIANCE ONLY WITH THE
ATTACHED STRUCTURAL
CALCULATIONS
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Suite 200
(Chico, CA 95926
P. 530.592.4407
SummitChico.com
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REVISIONS:
DATE:, 01/21/16
SCALE: NTS
DRAWN BY:
ACJ
JOB NUMBER: 15-357
SHEET:
SN
- I
f.TABLE
2304.9.1
FASTENING SCHEDULE
CONNECTION
FASTENING"".
LOCATION
1. JOIST TO SILL OR GIRDER
3 - 8d COMMON (2 1/2" X 0.131-')
#3
28
3 - 3" X 0.131" NAILS
TOE NAIL
20
3 - 3" 14 GA. STAPLES
21
2. BRIDGING TO JOIST
2 - 8d COMMON (2 1/2" X 0.131-')
16
#4
2 - 3" X 0.131" NAILS
TOE NAIL EACH END
29
2 - 3" 14 GA. STAPLES
10d
3. 1" X 6" SUBFLOOR OR LESS TO EACH JOIST
2 - 8d COMMON (2 1/2" X 0.131-')
FACE NAIL
4. WIDER THAN 1" X 6" SUBFLOOR TO EACH JOIST
3 - 8d COMMON (2 1/2- X 0.131"')
FACE NAIL
5. 2- SUBFLOOR TO JOIST OR GIRDER
2 - 16d COMMON (3 1/2" X 0.162")
BLIND AND FACE NAIL
6. SOLE PLATE TO JOIST OR BLOCKING
16d (3 1/2" X 0.135") AT 16" O.C.
31
28
3" X 0.131" NAILS AT 8. O.C.
TYPICAL FACE NAIL
56
3" 14 GA. STAPLES AT 12" O.C.
43
SOLE PLATE TO JOIST OR BLOCKING AT
3 - 16d (3 1/2" X 0.135-) AT 16" O.C.
4 - 3" X 0.131" NAILS AT 16" O.C.
BRACED WALL PANELS
BRACED WALL PANEL
4 - 3" 14 GA. STAPLES PER 16"
30
7. TOP PLATE TO STUD
2 - 16d COMMON (3 1/2" X 0.162")
T T
#14, #18
3 - 3" X 0.131" NAILS
END NAIL
3 - 3" 14 GA. STAPLES
BENDS
8. STUD TO SOLE PLATE
4 - 8d COMMON (2 1/2" X 0.131")
•
4 - 3" X 0.131" NAILS AT 8" O.C.
TOE NAIL
IN BOND ,
BEAM UNITS,
3 - 3" 14 GA. STAPLES AT 12" O.C.
CONCRETE OR GENERAL
2 - 16d COMMON (3 1/2- X 0.162")
END NAIL
3-3"X0.131"NAILS
NOTES FOR MASONRY
3 - 3" 14 GA. STAPLES
9. DOUBLE STUDS
16d (3 1/2- X 0.135") AT 24" O.C.
6
3" X 0.131" NAIL AT 8" O.C.
FACE NAIL
TYPICAL i
3" 14 GA. STAPLE AT 8" O.C.
10. DOUBLE TOP PLATES
16d (3 1/2- X 0.135") AT 16" O.C.
3" X 0.131" NAIL AT 12" O.C.
TYPICAL FACE NAIL
nail
. Fasteners
g spaced 3 inches on center at exterior ridges and 6 orches on center at intermediate supports, when used
structural sheathing. g PP wh u d as
a heat Ing. Spacing shall be 8 inches on center on the edges and 12 inches on center at Intermediate supports for
3" 14 GA. STAPLE AT 12" O.C.
DOUBLE TOP PLATES
8 - 16d COMMON (3 1/2" X 0.162-)
12-3"X0.131"NAILS
LAP SPLICE
12 - 3" 14 GA. STAPLES
�
11. BLOCKING BETWEEN JOISTS OR RAFTERS TO TOP PLATE
3 - 8d COMMON (2 1/2" X 0.131")
.._...-_.._.._
--- -------
3 - 3" X 0.131" NAILS
TOE NAIL
3 - 3" 14 GA. STAPLES
12. RIM JOIST TO TOP PLATE
6d (2 1/2" X 0.131-) AT 6" O.C.
3" X 0.131" NAIL AT 6" O.C.
TOE NAIL
3" 14 GA. STAPLE AT 6" O.C.
13. TOP PLATES, LAPS AND INTERSECTIONS
2 - 16d COMMON (3 1/2" X 0.162-)
3 - 3" X 0.131" NAILS
FACE NAIL
3 - 3" 14 GA. STAPLES
length for 25/32 sheathing.
/ 9
.14: -CONTINUOUS._
HEADER, -TWO PIECES
_
-16d COMMON (3-1 /2" X 0.162-)
"
- 16 O.C:-ALONG-EDGE
15. CEILING JOISTS TO PLATE
3 - 8d COMMON (2 1/2" X 0.131-)
•
5 - 3" X 0.131" NAILS
TOE NAIL
5 - 3" 14 GA. STAPLES
Z
16. CONTINUOUS HEADER TO STUD
-4 - 8d COMMON (2 1/2" X 0.131-)
TOE NAIL
17. CEILING JOISTS, LAPS OVER PARTITIONS
3 - 16d COMMON (3 1/2" X 0.162") MIN,
TRUSS PER
TABLE 2308.10.4.1
L Corrosion -resistant staples with nominal 16 inch crown and 1 1 8 inch len length for 1 2 inch sheathing P / / 9 / a ng and 1 1/2 inch length
for 25/32 sheathing. Panel supports at 16 inches (20 inches if strength axis in the long direction of the panel, unless otherwise
marked).
4 - 3" X 0.131" NAILS
FACE NAIL
4 - 3" 14 GA. STAPLES
i RAFTER OR TRUSS
j
18. CEILING JOISTS TO PARALLEL RAFTERS
3 - 16d COMMON (3 1/2- X 0.162-) MIN,
I
PLAN' TYP
TABLE 2308.10.4.1
PER PLAN
4 - 3" X 0.131" NAILS
FACE NAIL
16 "
4 - 3" 14 GA. STAPLES
19. RAFTER TO PLATE
3 - 8d COMMON (2 1/2" X 0.131")
5 - 3" X 0.131" NAILS
TOE NAIL
2 VERTICAL
( )
JAMB 'O R E N D
5 - 3" 14 GA. STAPLES
O.C. WITH 4 16d
( )
20. 1" DIAGONAL BRACE TO EACH STUD AND PLATE
2 - 8d COMMON (2 1/2- X 0.131-)
PERMIT' � �O j �j
� 1 r r
L
n. For roof sheathing Ii
a g app cations, fasteners .spaced 4 inches on center at edges, 8 inches at Intermediate supports.
2 - 3" X 0.131" NAILS
FACE NAIL
TRIM BARS
3 - 3" 14 GA. STAPLES
TOP AND 2 16d
( )
21. 1" X 8" SHEATHING TO EACH BEARING
3 - 8d COMMON (2 1/2" X 0.131.3)
FACE NAIL
22. WIDER THAN 1" X 8" SHEATHING TO EACH BEARING
3 - 8d COMMON (2 1/2" X 0.131-J) ,
FACE NAIL
23. BUILT-UP CORNER STUDS
16d COMMON (3 1/2" X 0.162-)
24. O.C.
3" X 0.131- NAILS
16. O.C.
spaced at intermediate supports.
p p on center at edges, PP
'
3" 14 GA. STAPLES
16" O.C.
24. BUILT-UP GIRDER AND BEAMS
20d COMMON (4- X 0.192") AT 32"" O.C.
FACE NAIL AT TOP AND
3" X 0.131" NAILS AT 24" O.C.
BOTTOMSTAGGERED ON
TYPICAL NAILING SCHEDULE
3" 14 GA. STAPLES AT 24" O.C.
OPPOSITE ENDS
TYPICAL
2 - 20d COMMON (4- X 0.192-)
FACE NAIL AT ENDS AND
3 - 3" X 0.131" NAILS
AT EACH SPLICE
3 - 3" 14 GA. STAPLES
TYPICAL EAVE
25. 2" PLANKS
16d COMMON (3 1/2" X 0.162")
AT EACH BEARING
26. COLLAR TiE TO RAFTER
3 - 10d COMMON (3" X 0.148")
4 - 3" X 0.131" NAILS
FACE NAIL
4 - 3" 14 GA. STAPLES
27. JACK RAFTER TO HIP
3 - 10d COMMON (3" X 0.148")
BY
NO SCALE
SD1
4 - 3" X 0.131" NAILS
TOE NAIL
S 1
4 - 3" 14 GA. STAPLES
S D� 1
2 - 16d COMMON (3 1/2" X 0.162")
FACE NAIL
3-3"X0.131"NAILS
3 - 3" 14 GA. STAPLES
28. ROOF RAFTER TO 2X RIDGE BEAM
2 - 16d COMMON (3 1/2" X 0.162-)
3 - 3" X 0.131" NAILS
TOE NAIL '
3 - 3" 14 GA. STAPLES
2 - 16d COMMON (3 1/2" X 0.162")
FACE NAIL
3 - 3" X 0.131" NAILS
3 - 3" 14 GA. STAPLES
29. JOIST TO BAND JOIST
3 - 16d COMMON (3 1/2" X 0.162")
4 - 3" X 0.131" NAILS
FACE NAIL
4 - 3" 14 GA. STAPLES
30. LEDGER STRIP
3 - 16d COMMON (3 1/2" X 0.162")
4 - 3" X 0.131" NAILS
FACE NAIL
4 - 3" 14 GA. STAPLES
31. WOOD STRUCTURAL PANELS AND PARTICLE BOARD'
1/2" AND LESS 60
SUBFLOOR, ROOF AND WALL SHEATHING (TO FRAMING)
2 3/8" X 0.113" NAIL"
19/32" TO 3/4" 8d OR 6d"
2 3/8- X 0.113" NAIL'
SINGLE FLOOR (COMBINATION SUBFLOOR-UNDERLAYMENT
7/8- TO 1- 8d•
1 1/8 TO 1 1/4" 1Od' OR 8d'
TO FRAMING)
3/4" AND LESS 6d-
7/8- TO 1" Bd"
1 1/8- TO 1 Ile t Od' OR 8d'
32. PANEL SIDING (TO FRAMING)
1/2" AND LESS 6d
5/8" 8d'
33. FIBERBOARD SHEATHING'
1/2" No. 11 GAGE ROOFING NAIL"
6d COMMON NAIL (2- X 0.113-)
No. 16 GAGE STAPLE'
25/32" No. 11 GAGE ROOFING NAIL°
8d COMMON NAIL (2 1/2" X 0.131")
No. 16 GAGE STAPLE
34. INTERIOR PANELING
1/4" 441
3/8" 6dk
BAR
CONCRETE STRENGTH F'c = PSI
3000
4000
5000
6000
SIZE
#3
28
24
22
20
4X8/4X10/4X12
21
18
17
16
#4
37
32
29
26 -
10d
28
25
22
20
#5
46
40
36
33
36
31
28
25
#6
56
48
43
39
6d
43
37
1 33
30
2
TOP BARS
OTHER BARS AT EXISTING FOUNDATIONS AND AT MISSED AB PROVIDE 1/2"
- DIAMETER TITEN HD AT REQUIRED SPACING WITH 4" EMBED, 1 3/4"
MINIMUM EDGE DISTANCE, 8" MINIMUM END DISTANCE, AND 8"
MINIMUM SPACING. LOCATE AND AVOID ALL REINFORCING PRIOR TO
DRILLING. INSTALL PER MANUFACTURER'S RECOMMENDATIONS
" 4'-0" MAX AT (3) STORY AND TALLER
NOTES 12 MAX f n
n MIN 6 -0 MAX AT 1 AND 2 STORY
5 PT DF -L
1 INCREASE LAP LENGTHS 30% FOR LIGHT WEIGHT CONCRETE 115 PCF ND 33 (SEE SHEAR WALL SCHED.) SILL
0 ( MAX)) X AT 4
BAR BUNDLES.
2 Q TOP BARS ARE HORIZ. BARS WITH MORE THAN 12" OF WET CONCRETE PLACED BELOW.
n MIN " PLATE WASHER
I I I
03 MINIMUM CLEAR .COVER > d6 AND MINIMUM CLEAR SPACING > 2d6. INCREASE LAPP LENGTHS I I 7
L 3 X 3"
X .229n , TYP
L I
509 IF MINIMUMS NOT SATISFIED. ( "dB" = BAR DIAMETER) -:3LLLL
MASA/MASAP ANCHOR OPTION PER NOTE 4
4 CLASS B SPLICE SHALL BE USED UNO. CLASS A SPLICE = 77% OF CLASS B ,SPLICE
O
AND MAY BE USED 'WHERE SPECIFICALLY NOTED IN PLANS AND DETAILS\\ -1/2" DIA AB WITH
^
5 LAP LENGTHS INDICATED ARE IN INCHES.
2" HOOK, TYP MASONRY WALL PER PLAN
O
GENERAL NOTES:
1. SILL PLATE SHALL BE 2X PT DFL UNLESS NOTED OTHERWISE IN SHEAR WALL SCHEDULE.
REBAR LAP SCHEDULE CLASS B 9
No SCALE 2.) PROVIDE (2) BOLTS MIN .PER SILL PLATE.
SD1
3.) DIAGONALLY SLOTTED PLATE WASHERS WITH A MAXIMUM SLOT LENGTH OF 1 3/4" MAY BE
o USED WHEN A STANDARD CUT WASHER IS ADDED BETWEEN THE PLATE WASHER AND NUT.
900 HOOK10_135 HOOK
4.) CONTACT SUMMIT STRUCTURAL DESIGN FOR MASA/MASAP ANCHOR OPTION IN LIEU OF
r ANCHOR BOLTS
TYP.
TYPICAL FNDN ANCHOR BOLT DETAIL
3
NO SCALE. �Dl
� ..:.BAR SIZE INSIDE DIAMETER D D�
r
3 4 5 4d
ri
W,0' #7' #8 6d
SIMPSON HANGER TYPE
FASTENER TYPE
AT SUPPORTING AT SUPPORTED
MEMBER ' MEMBER
MIX
STIRRUPS AND TIES
10d
10d
0 0
L►. U -
- -
HUS26 2TF/HUS28 2TF/
HUS210 2TF/HUS212-2TF
16d
16d
4X8/4X10/4X12
HU48TF/HU410TF/HU412TF
16d
10d
to C*4
900 HOOK
2 1/2"I MI .
16d
TJI/BCI
r7
10d
NOT REQ'D
LVL/PSL
HGLTV
16d
16d
GLU-LAM
v-1800
16d
16d
HOOK
BAR SIZE INSIDE
DIAMETER
"D"
#3, #4, #5, #6, #7, #8
6d
HORI IN
Z REINFORCING ;;
,
T r ~'
~ �-
#9, #10, #11
8d
T T
#14, #18
10d
HOOKS AND
BENDS
e. Deformed shank- % _ " % _ "
(6d 2 x 0.113 , sd 2 t/2 x 0.131 , tod 3 x 0.146)
m
•
SEE LAP SCHEDULE FOR
(3) VERT. TRIM
IN BOND ,
BEAM UNITS,
.,
CONCRETE OR GENERAL
NOTES FOR MASONRY
I I1
f. Corrosion -resistant siding (6d - 1 7/8" x 0.106"; 8d - 2 3/8" x 0.128") or casing (6d - 2" x .099"; 8d - 2 1/2" x 0.113")
6
AT EA. CORNER
TYPICAL i
OFFSET AND SPLICES
TYPICAL HANGER SCHEDULE
MEMBER SIZE
SIMPSON HANGER TYPE
FASTENER TYPE
AT SUPPORTING AT SUPPORTED
MEMBER ' MEMBER
2X4/2X6/2X8/LUS24
2X0/212
LUS26 LUS28
WS210/LOS210 /
10d
10d
DBL 2X6 BL 2X8
/D /
DBL 2X10/DBL 2X12
- -
HUS26 2TF/HUS28 2TF/
HUS210 2TF/HUS212-2TF
16d
16d
4X8/4X10/4X12
HU48TF/HU410TF/HU412TF
16d
10d
6X8/6X10/6X12
HU68TF/HU61OTF/HU6127
16d
16d
TJI/BCI
HU
10d
NOT REQ'D
LVL/PSL
HGLTV
16d
16d
GLU-LAM
HGLTV
16d
16d
NOTE: ROOF FRAMING NOT SHOWN
NOTES:
TYPICAL REBAR BENDI
NG DETAIL $
1. PROVIDE SKEWED AND SLOPED HANGER WHERE REQUIRED.
2. PROVIDE HANGER WITH ONE OR BOTH FLANGES CONCEALED WHERE REQUIRED. � "
NO SCALE 3. SEE PLANS AND DETAILS FOR HANGER AT SPECIAL CONDITION. 2 -0 SQ.
�ID1 s„
4. PROVIDE APPROPRIATE FASTENER
AT ALL FASTENER HOLES U.N.O.
CONT. VERT.
5. FASTENER SIZES: 16d=0.162" DIA. X 3 1/2" LENGTH
_ n n _
'I'CONTROL JOINT
10d-0.148 DIA. X 3 LENGTH, P P
10d X 1 1/2"=0.148" DIA. X 1 1/2" LENGTH
A
6. PROVIDE HANGERS AND FASTENERS WITH CORROSION PROTECTION
•r 0• • • • • • 000 APPROPRIATE FOR CONNECTION APPLICATION AND ENVIRONMENT.
Z
RAKE BACK MORTAR AND TYPICAL SIMPSON HANGER SCHEDULE sl TYPICAL TOP OF COLUMN DETAIL 2
PROVIDECK -ADDED VERT. BAR AT
BACKER ROD NO'SCALE SD11 NO SCALE SD1
AND SEALANT BY EACH SIDE OF JOINT, TYP
OTHERS, SIDE TYP EACH
E
NOTES: CONTROL JOINT
PROVIDE GAP BETWEEN
1. MINIMUM REINFORCING SHALL f
PANELS AS REQ D. BY
BE #4 AT 16" O.C. VERT 8" j, n
AND 5 AT 16" O.C. HORIZ. UNO MFR., 1 /8 MIN.
# NOM.
2. ALL TRIM REINFORCING TO ROOF PLY AND
NAILING PER PLAN ! !
MATCH SIZE OF WALL
REINFORCING. LAP ALL
r�
SPLICES 50 BAR DIA.. MIN...
-
3. AT CONTRACTORS OPTION,
24 x 24 CORNER BARS (4) 'VERT. TRIM
• AT EA.' INTERSECTION ;% ! , _ ROOF PLY AND
MAY BE USED IN LIEU OF CTION 2X4 OVERFRAMING e
16" HORIZ. HOOKED BARS.AT a! 24 " NAILING PER PLAN
O.C. - ;
-
! RBC CLP ROOF TRUSSES
8" f n
! , 2 -0 O.C. _ TYP. RS
NOM. (3) 16d r` -! BY OTHE
• • • • TOENAILS
ROOF PLY l
~ t
,, i -
AND NAILING ,
TYP -"
�! PER PLANE.N.
4 WITH
» 16d NAILS SOLID BLOCKING
ALTERNATE 16
E.N. PLY ATr' -- AT 12"
HOOKS �
a. Common or box nails areermitted to be used except where otherwise stated.
P P
b. Nails spaced at 6 inches on center at edges, 12 Inches at intermediate supports except 6 inches at supports where spans are
•
HOOK REINF. TYP.
AT ALL CORN ERS
SLEEPER,
INTERSECTION :, TYP
-
- -
t
-
O.C., T`YP
H2.5T EA. TRUSS
48 inches or more. For nailing of wood structural panel and particleboard diaphragms and shear walls, refer to Section 2305. Nails
for wall sheathing are permitted to be common, box or casing..
& INTERSECTIONS
; ..
., -
(E.S. AT GIRDER TRUSS)
c. Common or deformed shank (6d - 2" x 0.113"; 8d - 2 1/2* x 0.131"• 10d - 3" x 0.148" >
d. Common (6d - 2 x 0.113*; 8d - 2 1/2 x 0.131"; 10d - 3 a 0.148"
HORI IN
Z REINFORCING ;;
,
T r ~'
~ �-
T T
T T
�
e. Deformed shank- % _ " % _ "
(6d 2 x 0.113 , sd 2 t/2 x 0.131 , tod 3 x 0.146)
m
•
(3) VERT. TRIM
IN BOND ,
BEAM UNITS,
.,
FASCIA BY OTHERS
f. Corrosion -resistant siding (6d - 1 7/8" x 0.106"; 8d - 2 3/8" x 0.128") or casing (6d - 2" x .099"; 8d - 2 1/2" x 0.113")
AT EA. CORNER
TYPICAL i
-
nail
. Fasteners
g spaced 3 inches on center at exterior ridges and 6 orches on center at intermediate supports, when used
structural sheathing. g PP wh u d as
a heat Ing. Spacing shall be 8 inches on center on the edges and 12 inches on center at Intermediate supports for
2X SLEEPER
�
.._...-_.._.._
--- -------
nonstructural applications.
_
h. Corrosion resistant roofing nails with .7/16 inch diameter head and 1 1/8 inch length for 1 2 inch sheathing and 1 3 4 inch
9 / g /
•
•
2000
WITH (3 16d
` )
NAILS AT EA
RAFTER OR
length for 25/32 sheathing.
/ 9
•
•
Z
TRUSS PER
L Corrosion -resistant staples with nominal 16 inch crown and 1 1 8 inch len length for 1 2 inch sheathing P / / 9 / a ng and 1 1/2 inch length
for 25/32 sheathing. Panel supports at 16 inches (20 inches if strength axis in the long direction of the panel, unless otherwise
marked).
i RAFTER OR TRUSS
j
�\--BEAMi
I
PLAN' TYP
PER PLAN
" n'
I .Casing (1 1/2 x 0.080) or finish (1 1/2 x 0.072 nails s aced 6 inches on anel ed es 12 inches at intermediate au orfs.
P P 9 PP
k. Panel supporta at 24 inches. Casing or finish nails spaced 6 inches on panel edges, 12 inches at intermediate supports.
9 PP
CUT BLOCK
TO MATCH
16 "
„
2X4 VERT. AT 24
I I. For roof sheathin applications, 8d nails 2 1 2 x 0.113 are the minimum required for wood structural panels.
9 PP ( / ) Q
m. Staples shall have a minimum crown width of 7 16 inch.
P /
BOND .BEAM
CORNER
2 VERTICAL
( )
JAMB 'O R E N D
O.C. WITH 4 16d
( )
PERMIT' � �O j �j
� 1 r r
L
n. For roof sheathing Ii
a g app cations, fasteners .spaced 4 inches on center at edges, 8 inches at Intermediate supports.
UNIT
TRIM BARS
TOP AND 2 16d
( )
BUTTE COUNTY DEVELOPMENT SERVI CES
o. Fasteners spaced 4 inches on center at edges, 8 inches at intermediate supports subfloor
P 9 PP for su floo and wall sheathing and 3 inches
on center at edges, 6 inches at intermediate supports of roof sheathing.
PP 9
Fasteners 4 inches 8 inches
TOENAILS BOTT., TYP
REVIEWED E�fl�
a' • E® FOR
spaced at intermediate supports.
p p on center at edges, PP
'
11
OD MPLI C
TYPICAL NAILING SCHEDULE
10
TYPICAL
8 MASONRY WALL REINFORCING
TYPICAL OVERFRAMING
DETAIL
4
TYPICAL EAVE
DETAIL DATE 1
BY
NO SCALE
SD1
NO SCALE
S 1
NO SCALE
S D� 1
No SCALE
CLD 1
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ES F S/pN q
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FOF CA__\F °
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THESE PLANS HAVE BEEN REVIEWED
FOR COMPLIANCE ONLY WITH THE
ATTACHED STRUCTURAL
CALCULATIONS
383 Rio Lindo Ave.
Suite 200
Chico, CA 95926
P. 530.592.4407
SummitChico.com
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REVISIONS:
DATE: 01/21/16
SCALE: NTS
DRAWN BY: ACJ
JOB NUMBER: 15-357
SHEET:
SD1
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- -
t
-
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THESE PLANS HAVE BEEN REVIEWED
FOR COMPLIANCE ONLY WITH THE
ATTACHED STRUCTURAL
CALCULATIONS
383 Rio Lindo Ave.
Suite 200
Chico, CA 95926
P. 530.592.4407
SummitChico.com
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REVISIONS:
DATE: 01/21/16
SCALE: NTS
DRAWN BY: ACJ
JOB NUMBER: 15-357
SHEET:
SD1
: WATERPROOFING
NOTE.. WATERPROOFING AND DRAINAGE BY OTHERS NOTE.. AND DRAINAGE BY OTHERS
_ AND DRAINAGE BY OTHERS
NOTE. WATERPROOFING ADD BAR AS REQUIRED
IF TYP. WALL REINF..IS
NOT IN THIS COURSE. S FLOOR PLY AND
EXTEND AS SHOWNOOR JOISTS PER PLAN LAP
ADD BARS AS REQUIRED SEE 1 /SD2 FOR MORE INFO. NAILING PER PLAN a
TO MAKE 2 HORIZ. TRIM. 6 ON CENTERLINE OF GIRDER
TYP. REINF.WITH 4 16d CLINCHED
EXTEND 2'-0" MIN. BEYOND SOLID BLOCK )
-
1/2 STIRRUPS #3 OPENING. HOOK HORIZ. OR
AT 8" O.C. VERT. AT CORINER OF JAMB. + +
I: I
+ +
ADD #5 HORIZ.
T
STEP COUNT
FLOOR JOIST %% PER ARCH
GIRDER PER PLAN WITH
:x
3 8d TOENAILS PER FJ
,,. B POST CAP AT POSTS )
PER PLAN x �,
#4 NOSEBAR
PLYWOOD AND
NAILING PER PLAN �' TYP w
L 4X6 POST WITH ( 4)
sc. , a d
DIMS PER 16d TOENAILS TO PIER----.._
z
jp 8 Z g
A 24 MIN.
ARCH o ¢T TI—
• y
• a
• y a
A
.. 1. .k
' WETSET" PRECAST CONC. PIER _
ca
�' 6 „� � �
MTL HANGER . :;. 1/2 :STIRRUPS #3 " OR CONCRETE FILLED CMU BLOCK aL-1.0c
N
ra LAP 3 0 PER SCHEDULE%,AT 8 O.C. MIN. 4....... � .._ —
..is
4 AT 16 O.C. EA. WAY - —
2X8 PTDF LEDGER WITH 1 2" DIA. X ,� 6
" / " ,,, -I I--
OR I— — —I) I—I (—
7 EMBED A.B. WITH .NUTS AND 3 a " —� � �—� k
4 I I— — = C" I I N
S X .229 WASHERS AT 8 O.C. 8 I— — _ —
Q9 ��� ��i�— ��� W (f I "
sry
3 CUR.
PROPERLY PREPARED SUBGRADE
r a � a
FULLY GROUTED CMU COLUMN PER PLAN PER PLAN L
6 -0 X 10 -0 OPENING MAX. (PER SOILS REPORT WHERE APPLICABLE) 6" 6a --
TYP. FULL HEIGHT ;
SECTION
JAMB TRIM REINF. A
ELEVATION 0
' NOTE: PROVIDE WALLS PER 7/SDI AT NOTE. CONFIRM CONFORMANCE WITH 11/SD2
ES OF STAIR WHERE REQUIRED, TYP.
SD Q ,
TYPICAL LEDGER AT COLUMN DETFi2 TYPICAL MASONRY LINTEL REINFORCING 9 - - 6 N DETAIL
3
AILTYPICAL STAIR ON GRADE DETAILS TYPICAL INTERIOR FOUNDATION
NO SCALE NO SCALE
NO SCALE NO SCALE ID2
(_SDJ2 SD2 SD 2
2X BLOCK W/A.35
is CLIPS AT 16O.C.35 CLIP EACH ,
O
JOIST TYP. ;
3X8 PTDF PLATE
._....._: :.,.:. _ WITH 1/2
DIA.
_.
A.B. AND WASHER
AT 16 O.C., TYP
EXISTING FLOOR AND CONT. REINF ND BOTT
NOTE: WATERPROOFING AND DRAINAGE BY OTHER
WALL FRAMING ABOVE a
(TOP. A )
8 MIN.
a
2 5 CONT. = LAP 48 TYP
O# W 2XD3 ,
a _
3 -0 MIN. NOTE: GUARDRAIL AND ATTACHMENT BY OTHERS
MASONRY WALL PER PLAN -E
�— I-
- o-E
• t J ' NOTE: PROVIDE MASONRY CONTROL JOINTS AT 25'-0" O.C. PER 7/SD1
M
TOP OF WALL CONN. AT EXISTING 3X8 PTDF PLATE
FLOOR JOIST
n
PER
PLAN WITH 1 2 DIA. A.B.
/
• X 7" EMBED AND 3" A35 CLIP EACH
4 SLAB FOR STAIRS BY ,
12` „ o LARGER OF D1 OR SQ. X .229 WASHER JOIST/BLOCK, TYP
OTHERS WITH #4 AT 24
D2 MINIMUM PLYWOOD AND AT 16" O.C., TYP
12 O.C. E.W. AT SLA® CENTER
E OCCtURS 3" MIN. CLEAR NAILING PER PLAN ST9 STRAP E.N.
LINE (MER )
MAXIMUM SLOPE BETWEEN
CONT. REINF TOP AND
ADJACENT FOOTINGS STRUCTURES FRAMING AND CONNECTION LAP VERTICAL BARS a , ( BOTT)���2XPS
/ a LAP 48-,TYP TYP CONT. RIM W/A35 CLI
TO MASONRY PER PLAN 2 —0 AT SLAB AT 16" O.C. TYPICAL
FULLY GROUTED 8 CMU BLOCK REINFORCING, 4'-0"
WALL H<10'-0" WITH WHERE REIINFORCING
( ) TH #5 AT 16
.. DOES NOT ALIGN
O.C. HORIZ. AND VERTICAL SHALL
. .
C L TRENCHES
�..- FOOTING
REINFORCING ASV" PER SCHEDULE BE CLEAN AND LEVEL AND 2 5 CONT.
.. O #
_."_.._.: DISTURBED
" BEAR ON UN
4 DOWEL AT 24 O.C.,;. v„rt:, ,. NATURAL SOIL. ”
# > ., 2X BLOCKS AT 32 O.C.
12 TAIL i :... (EXTEND 2 BAYS, TYP.)
TYP ADJACENT FTG STRUCTURE DETAIL TYPICAL STEPPED FOOTING ELEVATION
5
/ SHORE WALL UNTIL o . Oo 00.0 ° 0 NOTES.
NO SCALE SLAB CONCRETE �.O o°.0 :0 o°.G w NO SCALE
L�DJ2 _ SD2 1. WATERPROOFING AND DRAINAGE fm= 1.5 KSI
REACHES 75% STRENGTH p BY OTHERS A
a a
_ v __ — _ 60 KSI _
D ASH PER Y NOT PERFORM AS fY— 6 c�
8'-0" MIN. N _ _ _ 2: WALL MA I
SCHED. INTENDED AND MAY FAIL UNLESS
' W �
a o STRICT ADHERENCE IS MAINTAINED
ASV" PER , SCHED. a
— _ — 0,----"0 IN ALL ASPECTS OF DETAIL II
_ _ NOTE. WATERPROOFING AND DRAINAGE BY OTHERS REQUIREMENTS
— ° WELL GRADED, CLEAN. A x
• i COMPACTED — :o O _ EQ. EQ ¢
w o—� Oo 0 . GRAVEL SAND BACKFILL FLOOR JOIST
NOTE: SPECIAL INSPECTION REQUIRED FOR EPDXY ANCHORS. a w FINISH GRADE — — O o o. Oo FULLY GROUTED 8" CMU BLOCK
a _ a � �— o ... PER PLAN � a _
v p a WATEIRPROOFING WALL (H<14'—O-) WITH #5 AT 16
PLYWOOD AND a
A N " 20 0 Oo.o713YAND (DRAINAGE O.C. HORIZ., AND 4 AT 16 O.C. •
1 1/2 CLR 0 .o. NAILING PER PLAN 2X CONT. RIM #
o O o nOTHERS VERT. CENTERED ON FOOTING BELOW
A35 CLIP EACH
3 4 X 3'-0" ' DOWELS WITH " _
JOIST TYP. E.N. L70 CLIP, TYP. E.N.
O # 12 TAIL TYP "
6" EMBED IN SIMPSON ET a SAT 12 O.C.
CORNER WHERE OCCURS 15 1#04
P AND BO Tl.
EPDXY, LOCATE AND AVOID ALL
(E) REINF. PRIOR TO DRILLING 2X BLOCK W A35 CLIPS PER
/
VT1
E FOUNDATION a a
O 4 AT 24 O.C. 3 CL.R SWS, 16 O.C. OTHERWISE 1 1 2 CUR
AS OCCURS i
N MASONRY WALL PER PLAN �`"B" PER SCHED. '
O 'I` 3X8 PTDF PLATE
p
H2.5T CLIP CS16 STRAP X 3'-0" WRAPPED
f WITH 1 2 DIA. A.B. _ —
/ — —
TYPICAL
"
_ X 7" .EMBED AND 3
AROUND EACH JOIST TO PREVENT
" ROTATION. FILL ALL NAIL HOLES, TYP.
SQ., X .229 WASHER _ —
O #
" 2 5 CONT.
AT 16 O.C. TYP
4'-8" CANTILEVER MAX. (VERIFY WITH ARCH)is "
I #4 AT 12 O.C.
• FULLY GROUTED 8" CMU BLOCK #4 AT 9" O.C. TOP AND BOTTOM
WALL (H<14'-0") WITH #5 AT 16" 3" CUR
O.C. HORIZ., AND #4 AT 16" O.C.
" I VERT. CENTERED ON FOOTING BELOW
NOTES:
1. WATERPROOFING AND DRAINAGE I
R (NAGE BY OTHERS.
2.)..FOOTING TRENCHES SHALL BE CLEAN AND LEVEL AND FOOTING 6'# — —
VE 0 TING SHALL BEAR 2 0 AT WALL HTS 6 0
��NTY DEVELOPMENT S
ON UNDISTURBED NATURAL SOIL. SERVICES �_ a
3. FOUNDATION MAY NOT PERFORM I NOTE: GUARDRAIL AND ATTACHMENT BY OTHERS C
3'-0" AT WALL HTS 100-0"
2 3 TIES ) AS INTENDED AND MAY UNLESS WED FOR
STRICT ADHERENCE IS MAINTAINED IN ALL ASPECTS OF DETAIL
(N) FOOTING PER PLAN REQUIREMENTS. CC
Om
PLIANGE
P
4.) PROPER CARE MUST BE .TAKEN TO DRAIN WATER BEHIND WALL. BY
5. MINIMUM REBAR SPL( P
CE LA .LENGTH IS (80) .BAR DIAMETERS U.IN.O.
I
10 4 L WRETAINING WALL SCHEDULE 1
TYPICAL NEW .FTG TO EXISTING FTG DETAIL TYPICAL RETAINING WALL SCHEDULE TYPICAL DETAIL TYPICAL NO
NO SCALE
�D' NO SCALE NO SCALE NO SCALE 2
SD2 SD2 SD
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0
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THESE PLANS HAVE BEEN REVIEWED
FOR COMPLIANCE ONLY WITH THE
ATTACHED STRUCTURAL
CALCULATIONS
383 Rio Undo Ave.
Suite 200
Chico, CA 95926
P. 530.592.4407
SummitChico.com
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REVISIONS:
DATE: 01/21/16
SCALE: NTS
DRAWN BY: ACJ
JOB NUMBER: 15-357
SHEET:
SD2
RETAINING
WALL
FOOTING
SCHEDULE
H
T
B
A
D
ASV
ASH
10'-0"
8"
8'-0"
2'-0"
6"
#5 AT 8"
#5 AT 116-
16"8'-0"
89-0"
8"
_ 6'-0"
1'-6"
6"
#5 AT 8"
#5 AT 16"
4'-0"
8"
V-0" 1
0'-6"
4"
#5 AT 24" 1
#5 AT 16"
4'-8" CANTILEVER MAX. (VERIFY WITH ARCH)is "
I #4 AT 12 O.C.
• FULLY GROUTED 8" CMU BLOCK #4 AT 9" O.C. TOP AND BOTTOM
WALL (H<14'-0") WITH #5 AT 16" 3" CUR
O.C. HORIZ., AND #4 AT 16" O.C.
" I VERT. CENTERED ON FOOTING BELOW
NOTES:
1. WATERPROOFING AND DRAINAGE I
R (NAGE BY OTHERS.
2.)..FOOTING TRENCHES SHALL BE CLEAN AND LEVEL AND FOOTING 6'# — —
VE 0 TING SHALL BEAR 2 0 AT WALL HTS 6 0
��NTY DEVELOPMENT S
ON UNDISTURBED NATURAL SOIL. SERVICES �_ a
3. FOUNDATION MAY NOT PERFORM I NOTE: GUARDRAIL AND ATTACHMENT BY OTHERS C
3'-0" AT WALL HTS 100-0"
2 3 TIES ) AS INTENDED AND MAY UNLESS WED FOR
STRICT ADHERENCE IS MAINTAINED IN ALL ASPECTS OF DETAIL
(N) FOOTING PER PLAN REQUIREMENTS. CC
Om
PLIANGE
P
4.) PROPER CARE MUST BE .TAKEN TO DRAIN WATER BEHIND WALL. BY
5. MINIMUM REBAR SPL( P
CE LA .LENGTH IS (80) .BAR DIAMETERS U.IN.O.
I
10 4 L WRETAINING WALL SCHEDULE 1
TYPICAL NEW .FTG TO EXISTING FTG DETAIL TYPICAL RETAINING WALL SCHEDULE TYPICAL DETAIL TYPICAL NO
NO SCALE
�D' NO SCALE NO SCALE NO SCALE 2
SD2 SD2 SD
0 F
Q ES S/
0
O '
C�l
�. . F
=' un
� m
w
0
� 0 6182
s�q cw�-
OFC 0�
1 -7
THESE PLANS HAVE BEEN REVIEWED
FOR COMPLIANCE ONLY WITH THE
ATTACHED STRUCTURAL
CALCULATIONS
383 Rio Undo Ave.
Suite 200
Chico, CA 95926
P. 530.592.4407
SummitChico.com
Q
V
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REVISIONS:
DATE: 01/21/16
SCALE: NTS
DRAWN BY: ACJ
JOB NUMBER: 15-357
SHEET:
SD2
NOTE:
THE PROJECT MANACER OR OENERAL GONTRAGTOR
WILL BE THE RESPONS I BLS FER50N TO GOLLEGT AND
PRO\/IDE VERIFICATION OF GALGREEN GOMPLIANGE TO
THE BUILDING INSPEGTOR PRIOR TO BUILDING FINAL.
Revision: Date: By:
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REN. 7/17
CAL GREEN
MANDATORY
MEASURES
Date
2014
Scale
Drawn
Job
Sheet
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