HomeMy WebLinkAboutB17-0176 040-560-01101
Is
(E) OONORETE
TO REMAIN
LU
OOVERED FORGH
(E) OONGRETE
TO REMAIN
S ite Flan
(E) OONGRETE
TO RFMA I N
o
PERMIT #
BUTTE COUNT`( DEVELOPMENT SERVICE
REVIEWED FOR
CODE -17 COMPLIA'NO eY �-`--
131
SOOFE OF NOR<:
THIS IS AN EX15TINO RESIDENCE BUILT IN 1973.
THE ROOF 15 HAND FRAMED THE HOME IS ON A
RAISED FOUNDATION. THE HOME HAS AN
EXISTING SEPTIC TANK AND LEACH LINES ALONG
WITH WATER, POWER AND OAS SUPPLIED AT THE
STREET. WE ARE PROPOSING TO REMODEL THE
INTERIOR WITH NEW WINDOWS, DOORS,
BATHROOMS AND KITCHEN. WE WILL VAULT THE
GE I L I NO AT ENTRY, D I N I NO AND KITCHEN AT THE
INTERIOR. WE WILL ADL 9 SQUARE FEET TO
HOME AND DEMO AN EXISTING COVERED PORCH
FOR NEW COVERED CONFIGURATION. EX15TINO
TI -II SIDING WILL REMAIN AND NEW PLYWOOD
SIDING WITH BATTS WILL BE INSTALLED OVER
EXISTING.
SOUARE fOOTAOF-
EXISTING RESIDENCE: 3,126 5a. FT.
(TO BE REMODELED)
PROPOSED ADDITION: + 9 Sa. FT.
PROPOSED RESIDENCE 3135 Sa. FT.
CVRD. PORCH TO BE DEMO'D. -432 5a. FT. 0
CVRD. PORCH REAR PROP05ED + 52 5 . FT A
TOTAL COVERED PORCH 40 Sa. FTD' ani°��-r
CODE ANAL.Y515:
OCCUPANCY CLASSIFICATION: R -3N
CONSTRUCTION TYPE: V -B
STORIES: I
FIRE SPRINKLERS: NO
BUILDING TOTAL AREA: R-3 ® 3135 5a. FT./U
646 Sa. FT.
COVERED AREA: 406 50. FT.
FLOOD ZONE: X PER 06007C XXXX E F.I.R.M.
DATED 1/6/2011
FROJEOT DATA:.
OWNER: MIKE 4 LAUREN O'DONNELL (550)502-1956
PROJECT DESCRIPTION: REMODEL TO SINGLE FAMILY
RESIDENCE
PROJECT ADDRE55: 62 FAIRWAY DRIVE, CHICO CA
ASS. PARCEL NO.: 040-5(00-011-000
JURISDICTION: BUTTE COUNTY
APPLICABLE CODES:
2016 GBG, 2016 CPG, 2016 GMC, 2016 CEG,
2016 CRC, 2016 CALIF. HEALTH 4
SAFETY CODE AMENDMENTS, 2016 CALIFORNIA
FIRE CODE $ 2016 GREEN BUILDING STANDARDS
CODE
SHEET I NDEX:
Al- SITE PLAN � JOB INFO
A2- A5-BULIT/DEMO FLOOR PLAN
A3- PROPOSED FLOOR PLAN
A4- PROPOSED ELECTRICAL PLAN
A5- FOUNDATION/FRAMING PLAN 4 SECTIONS
SN- STRUCTURAL NOTES
SDI- STRUCTURAL DETAILS
5D2-5TRU STURAL DETAILS
BU I LIQ I NO IBES I ONER
DONNA ROSE
630 SALEM 57. #110
CHICO, GA 95928
530.117.3710
donnarosedeslgn®gmall.com
STRUCTURAL ENO I NEER
ANDY JOHNSON
SUMMIT ENGINEERING
383 RIO LINDO AVE #200
CHICO GA 95926
530.5x2.4407
ANDY@ SUMM I TGH I CO.COM
ENERO`I' OONSULTANT
DONNA 1e;ALLAGE
399 E. 97H AVENUE
CHICO, GA 95926
530.893.4982
donno791®pacbe l l.net
BEST MANAGEMENT FRAOTIOES
EROSION CONTROL METHODS DO NOT APPLY, EXTERIOR
FOOTINGS (2) WILL OCCUR ON EXISTING CONCRETE SLAB
FIRE SPRINKLERS
AN AUTOMATIC RESIDENTIAL FIRL: SPRINKLER 5Y5TEM SHALL
NOT BE REQUIRED FOR ADDITIONS OR ALTERATIONS TO
EXISTING BUILDINGS THAT ARE NOT ALREADY PROVIDED WITH
AN AUTOMATIC RESIDENTIAL FIRE SPRINKLER 5Y57EM.
Donna Rose
design
630 Salem Street #110
Chico, CA 95928
530.7173710
donnarosedesign
@gmail.com
date
1/31/17
revised date
A5/io/i-7
scale
noted
job #
16-115
job
o donnell
Al
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date
1/31/17
revised date
A5/io/i-7
scale
noted
job #
16-115
job
o donnell
Al
DEMO WINDOW FOR NEW
4 INFILL PORTION (E) 5 0 2
5L. OL.
DEMO WINDOW FOR, NEW
(E)(0050
5L. OL IE
DEMO WINDOW FOR NEW
4 INFILL PORTION
(E)50:2(o
5L. OL
DEMO WALL FOR
NEW WINDOW
DEMO WINDOW 4 INFILL
(E)9
51
DEMO YN1r1W.1L11YN tIVIL/ T_LW
OF WALL FOR NEW 5.0.
(E) 8050 SL. OL.
.....................
... . .........
DEMO BATH
FOR NEN!
.......... x ..........
....... ...
ZY
_VEM0 DOORS 4 HALLS
FOR NEW CLOSET
11
DEMO WALL FOR
NEW WINDOW
DEMO EX15TINO COVERED
PORCH FOR NEW -___ . ............ . .. .
. ........
. .........
DEMO HALL WALL
FOR NEW HALL WIDTH
WINDOW AND INFILL PORTION WINDOW AND INFILL PORTION
ZZ
FXD.
EMO DOORS
$NINDON FOR NEW
AND INFILL PORTION
. ...... ........ ........
L.L. 5
(E)IO00 5 &
.. . ... . . ........ ........ ... . .
DEMO WINDOW FOR NEW
V41NPON AND INFILL PORTION
NOTES
I- DEMO ALL EXTERIOR WINDOWS AND DOORS FOR NEW.
2- DEMO ALL INTERIOR DOORS FOR NEW.
5- DEMO ALL INTERIOR CASINO FOR NEW.
4- DEMO PORTIONS OF SHEETROCK FOR NEW, PROVIDE
NEW "IMPERFECT SMOOTH" TEXTURE THROUGHOUT.
L E 0 E N r�
(N) NEW
(E) EXISTING
(E) WALL TO REMAIN
(N) WALL 2x4 AND/OR 2X6
(E) WALL TO BE PEMOV.
J
DEMO DOOR AND PORTION
OF WALL FOR NEW 5.5.D.
S.O.D.
DEMO WALL FOR
DEMO BATH
NEW POOR
FOR NEN
.............. ........ . .
.............
............. DEMO HALL FOR
NEW V41NPON
DEMO WINDOW 4 INFILL
(E) (0 0 2 (0
5L. 5L.
DEMO D(
AOR M=IA
(E)5060 DEMO WALL FOR
rXD. NEW WINDOW
DEMO N1Nr7)ON 4 INFILL
DEMO P
4 INFILL
01
As-Built/Deno Floor Plan
3126 SQ. FT. 4 lit=
=1'-0"
FOR NEW
pr:R",IT#____ ';F
,01jtjTy 05Vt
IAE-VIEWED FOR
cotk- COMPLIANCE
7gy
DATE:!
Donna Rose
d e s i g n
630 Salem Street #110
Chico, CA 95928
530.717-3710
donnarosedesign
@9mail.com
date
115111-7
revised date
A 3/10/Ir
scale
noted
job #
16-115
job
0 donne
A2
.. ........ !:
DE
-to POOR 4 NALL
PEkO NALL FOP, DEMO NINDON AND INFILL
DEMO WINDOW AND PORTION
NEN, WINDOW NE�^, DOOR
OF WALL FOR NEW WINDOW
(E) 8040 0 Z
- - ------
a r=
- - --------
....... . ....
J
.........
1-1,, DEMO KITCHN FOR NEW
-
. ........
. .........
DEMO HALL WALL
FOR NEW HALL WIDTH
WINDOW AND INFILL PORTION WINDOW AND INFILL PORTION
ZZ
FXD.
EMO DOORS
$NINDON FOR NEW
AND INFILL PORTION
. ...... ........ ........
L.L. 5
(E)IO00 5 &
.. . ... . . ........ ........ ... . .
DEMO WINDOW FOR NEW
V41NPON AND INFILL PORTION
NOTES
I- DEMO ALL EXTERIOR WINDOWS AND DOORS FOR NEW.
2- DEMO ALL INTERIOR DOORS FOR NEW.
5- DEMO ALL INTERIOR CASINO FOR NEW.
4- DEMO PORTIONS OF SHEETROCK FOR NEW, PROVIDE
NEW "IMPERFECT SMOOTH" TEXTURE THROUGHOUT.
L E 0 E N r�
(N) NEW
(E) EXISTING
(E) WALL TO REMAIN
(N) WALL 2x4 AND/OR 2X6
(E) WALL TO BE PEMOV.
J
DEMO DOOR AND PORTION
OF WALL FOR NEW 5.5.D.
S.O.D.
DEMO WALL FOR
DEMO BATH
NEW POOR
FOR NEN
.............. ........ . .
.............
............. DEMO HALL FOR
NEW V41NPON
DEMO WINDOW 4 INFILL
(E) (0 0 2 (0
5L. 5L.
DEMO D(
AOR M=IA
(E)5060 DEMO WALL FOR
rXD. NEW WINDOW
DEMO N1Nr7)ON 4 INFILL
DEMO P
4 INFILL
01
As-Built/Deno Floor Plan
3126 SQ. FT. 4 lit=
=1'-0"
FOR NEW
pr:R",IT#____ ';F
,01jtjTy 05Vt
IAE-VIEWED FOR
cotk- COMPLIANCE
7gy
DATE:!
Donna Rose
d e s i g n
630 Salem Street #110
Chico, CA 95928
530.717-3710
donnarosedesign
@9mail.com
date
115111-7
revised date
A 3/10/Ir
scale
noted
job #
16-115
job
0 donne
A2
,_AII
Proposed Floor Plan
1_OTT
4
Canna Rose
design
630 Salem Street #110
Chico, CA 95928
530.717.3110
donnarosedesign
@gmail.corn
0
date
1/31/1-7
revised date
Q 3/10/1-1
scale
noted
job #
16 -115
job
o donne
A3
PROVIDE OUTLETS
I N vRWRS.
LIGHT FIXTURES IN TUB OR SHOWER II
pA
�_ f
TO BE LABELED SUITABLE FOR
DAMP LOCATIONS" PER 2016 GEC 870 'clg. `� \
410.10 (A) 4 (D). .°...` "....,.. a,
...................0 : 1
f \\
REV'D. 3/10/17 j €
.I
NEW CONCRETE PAD 1
€ -
= 1
WPI
(N)#2 A/C 1 -
1 ..
220 Vro I I II
II o
(N)#I DUAL PA `
FURNACE/AG ;
I= ,
I ?€
WP "_..._ ..._........,.
>. �;W
5F
220 V.
NEW TANKLESS WATER HEATER
LIGHT FIXTURES IN TUB OR 5HOWEF%
TO BE LABELED "SUITABLE FOR
DAMPL OGATIONS PER 2016 GEG
410.10 (A) 4 (D).
A
REV'D. 3/10/17
VP <'
0
5'-0" clg.
VENTILATION REOU I REMENTS
I. KITCHEN VENTILATION:
A. THE KITCHEN SHALL HAVE AN EXHAUST FAN
w/ A MIN. VENTILATION RATE OF 100 CFM.
B. THE NO 1 SE RATING SHALL BE 3 SONE
G. THE FAN SHALL BE DUCTED TO THE OUTSIDE
W A MINIMUM 5"(P SMOOTH DUCT (55' MAXIMUM
RUN W (2) ELBOWS OR FITTINGS).
2. BATHROOM VENTILATION:
A. EACH BATHROOM SHALL HAVE AN EXHAUST
FAN W A MIN. VENTILATION RATE OF 50 CFM.
B. THE NOISE RATING SHALL BE 3 SONE
MAXIMUM.
G. THE FAN SHALL BE DUCTED TO THE OUTSIDE
w/ A MINIMUM 4"0 SMOOTH DUCT (75' MAXIMUM
RUN w/ (2) ELBOWS OR FITTINGS).
D. BATHROOM EXHAUST FANS MUST BE
CONTROLLED BY A HUMID15TAT CONTROL
CAPABLE OF ADJUSTMENT BETWEEN A
RELATIVE HUMIDITY RANGE OF 50 TO &0%.
5. WHOLE - BUILDING VENTILATION:
ADDITION 15 UNDER 1000 SQUARE FEET SO NO
WHOLE BUILDING VENTILATION 15 REQUIRED.
5ASEL I NE !MATER USAC E :
I- THE EFFECTIVE FLUSH VOLUME OF ALL WATER CLOSETS SHALL NOT EXCEED
1.28 GALLONS PER FLUSH. CALGREEN SEG. 4.303.1.1
2- 5HOWERHEAD5 SHALL HAVE A MAXIMUM FLOW RATE OF NOT MORE THAN 2.0
GALLONS PER MINUTE AT 50 P51. CALCREEN SEG. 4.303.1.3.1
3- MAXIMUM FLOW TRATE OF RE51DENTIAL LAVATORY FAUCETS SHALL NOT
EXCEED 1.5 GALLONS PER MINUTE AT 60 PSI. CALGREEN SEG. 4.303.1.4.1
4- MAXIMUM FLOW RATE OF KITCHEN FAUCETS SHALL NOT EXCEED 1.5 GALLONS
PER MINUTE AT 60 PSI. KITCHEN FAUCETS MAY TEMPORARILY INCREASE THE
FLOW ABOVE THE MAXIMUM RATE, BUT NOT TO EXCEED 2.2 GALLONS PER
MINUTE AT 60 PSI, AND MUST DEFAULT TO A MAXIMUM FLOW RATE OF I.8
5ALLON5 PER MINUTE AT 60 PSI. CALGREEN 5EG. 4.303.1.4.4
5- THE NATURE OF WORK TO BE COMPLETED ON TH15 HOUSE WILL COMPLY WITH
CALIFORNIA SENATE BILL 407 FOR THE INSTALLATION OF WATER
CON5ERVINO PLUMBING FIXTURES WHEN APPLICABLE.
COUNTERTOP RECEPTACLES SHALL BE
A INSTALLED ® EA. WALL SPACE THAT IS 12"
REV'D. 3/10/1 OR WIDER AND THAT NO POINT ALONG THE
....... .. WALL LINE 15 MORE THAN 24" MEASURED
"D. 3/10/17 HORIZONTALLY. 2016 CEG.
I
I I p�„° 6FI
I = a..I
N
'I
ENVIRONMENTAL AIR
- - _ DUCT EXHAUSTS
,, _...
........\
4e' -0
DRYERS ANDRRANGE
SHALL BE EGY, IPPED W/
BACL-DRAF7DAMPER5
PER GMG 5E8'T-,, 504.1 ss
MR
22 j.....1..r..
N 5UBPANEL
................ 1/ 1
R
I
GM ,.
RELOCATED
1 i ?qHF _
1 1
i
ELECTRICAL PANEL AND PANELS
GROU DNOS ALL GOMPLYB'�C�f�GG�
E2u1
ARTICLE 250-32. PROVIDE SEPARATE
GROUNDING WIRE TO EACH PANEL FROM
MAIN ELECTRICAL SERVICE ENTRANCE
PANEL.
4
.
7'-O" 5OFF€T�� \ 17
\ ;TO ALL U/ CBT. LTO: --."'
I
_
OF
/DISHWASHER OUTLET TO BE
READILY ACGE551 BLE, VERI
N1 IN5FECTOIP,!
i REV'D.3/10/1.7
CFI _........................._.... -
:,.\ 6
F7F /
f :.......................... _............._..
.......... \ I WALL
rr
_ _
VENT 15LAND SINK PER 2016
GPG SECTION; 001.
&FI
A
_
,
I u i....I2. u u i
-
3 I
ji
I
�..c.. VERIFY LOCATION 4
I
I
I \
HEIGHT OWNER N
,N =
FIELFOE
D . A N E
LIR"m"R mm
1 1
4 X & DEC. BEAMS OR
/ BOX BEAM5, 7 PLACES I
1
I
8'-0" olg
_
1
i
_
_
I oil
5 (N) 22" X 30"
\ _ ATTIC AGGE55
NATURAL OAS NOTES:
I. BTU'S FOR ALL APPLIANCES TO BE AS FOLLOWS:
HVAC #I: 60,000 BTU'S
HVAC #2: 80,000 57U'5
NIH: 200,00 BTU'S
DRYER5(2): 45,00 BTU'S `
RANGE: -70,000 BTU'S
LOAD: 500,000 BTU'S `
2. GAS LINE RUN LENGTH TO BE: 100',
SEE ATTACHED DOCUMENT
ELEGTR I GAL NOTES:
I. ALL INSTALLED LUMINAIRES SHALL BE HIGH EFFICACY IN
ACCORDANCE WITH TABLE 150.0-A, PER 2016 ENERGY
CODE.
REV'D. 5/10/1-7
ELEGTR I GAL S`I'iv BOLS
SINGLE POLE SWITCH LED UNDER CABINET, HAFELE, FLEXIBLE 57RII
GLC. MTD. FIXT. .... • • • • • LIGHT, LOOX LED 3015, 24V W/ LENS GO
THREE WAY SWITCH PLASTIC, FOR RECESS MOUNTING
3 LED GLC. MTD. FIXT. 7 ZI FLUORESCENT FIXTURE
DS AUTO. DOOR SWITCH LED SCONCE
WALL MOUNTED FIXT. El 510NAL PUSH BUTTON
DUPLEX REGEPT. F_UORESCENT O DOOR CHIMES
RECESSED GLC. FIXT.
220 VOLT OUTLET O 4" 0 LED PANEL BOARD
DUPLEX RECEPTACLE RECESSED GLC. FIXT.
GROUND FAULT INTERRUPTER (ON DIMMER HIGH EFFICACY)
❑-' ELEC. DISCONNECT
GAT FIVE INTERNET 4�� 0 LED WALL WA5HER-
RECESSED CLO.
FIXT.
110 V. SMOKE DETECTOR
(ON DIMMER HIGH EFFICACY)
VP SUITABLE FOR DAMP
LOCATION FLUORESCENT 4 EXHAUST FAN
WALL MTD. FIXTURE-
FUEL
IXTUREFUEL CAS OUTLET WALL MOUNT ART FIXTURE WHOLE . {OUSE VACUUM
OPPOSABLE RECD. HEAD ® CONNECTION
- H05E B I BB W/ PENDANTLIGHT
NON -REMOVABLE Gm IIOv CARBON MONOXIDE
BACK FLOW PREVENTION ALARM w/ BATTERY
DEVICE n /) MOTION -ACTIVATED BACKUP
SECURITY LIGHT
Q SPEAKERS
EXTERIOR FIXTURE CEILING FAN NO LIGHT
(FLUORESCENT, LED OR
MOTION SENSOR)
I
I
PROVIDE L 1 GHT 4/
I I
A TIG r',, \
I MTD. F.A.U. I I \ "
VOLT OUTLET AT '
iv ,............. /
I 15UBPANEL
N
IN
,
_
_
_...................."...:. "..._...._...._._.._ .. L J
_
EXISTING OUTLETS NOT SHOWN FOR CLARITY. ! I \
..........
ALL OUTLETS SHOWN ARE NEW.
♦ `I I
I {
I
i
i
„........._.._..._."...._.............:......................................:::..................„...._..........................._.....:..:............................."...........3
„.. , _
,
ALL NEW WALLS TO HAVE OUTLETS INSTALLED 50 THAT NO POINT MEASURED
HORIZONTALLY ALONG THE FLOOR LINE IN ANY WALL SPACE 15 MORE THAN �--- _ - -- -
6 FROM A RECEPTACLE. ANY WALL SPACE 2' OR MORE IN WIDTH AND
UNBROKEN ALONG THE FLOOR LINE BY DOORWAYS AND 51MILAR OPENINGS
HALL HAVE A RECEPTACLE. PER 2016 GEG ART. 210.52 (A).
A I
REV'D.3/10/17 �
R
ELECTRICAL TO
REMAIN "A5-15"
#2 (N) FURNACE IN ATTIC W/ NOT LE55
THAN 30" IN DEPTH, WIDTH AND
HEIGHT CLEARANCE AND TO
HAVE ADDITIONAL WATERTIGHT
CORROSION RESISTANT METAL
PAN PER CMC 312.2
NEW AUTOMATIC OARAOE DOOR OPENER SHALL_
BE LISTED IN ACCORDANCE WITH UL 325. CRO
R30a.4 AND HEALTH AND SAFE CODE SECTIONS
1a8a0 AND 1a8al. n ..
= t
REV D. 3 10
E
PEWAIT #
BUTTE COUNTY DEVELORMENT SERVICES
REVIEWED FOR
_
CODE COMPLlAN(_;E
BY f -f- ZZ---
Proposed Electricaelli
l/Cn
Plan
111=1 1_011
4
Gonna Rose
630 Salem Street #110
Chico, CA 95928
530.717.3710
donnarosedesign
@gmail.corn
S-
O
KITCHEN LI014TINO
50HEDULE:
�U
O
L-
V
A
B
LUMINAIRE TYPE:
HIGH EFFICACY:
WATTS:
QUANTITY:
HIGH EFFICACY WA775:
OTHER WATTS:
4" 0 LED CAN
YES
12
Cl
105
LED STRIP U/ CBT.
YES
2.55 T.
a
26
INLAND. PENDANT
YES
40
2
80
GOMPL I ES IFA >/= B
YES V/NO
TOTAL (A): 134
TOTAL (B): 80
♦ `I I
I {
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i
„........._.._..._."...._.............:......................................:::..................„...._..........................._.....:..:............................."...........3
„.. , _
,
ALL NEW WALLS TO HAVE OUTLETS INSTALLED 50 THAT NO POINT MEASURED
HORIZONTALLY ALONG THE FLOOR LINE IN ANY WALL SPACE 15 MORE THAN �--- _ - -- -
6 FROM A RECEPTACLE. ANY WALL SPACE 2' OR MORE IN WIDTH AND
UNBROKEN ALONG THE FLOOR LINE BY DOORWAYS AND 51MILAR OPENINGS
HALL HAVE A RECEPTACLE. PER 2016 GEG ART. 210.52 (A).
A I
REV'D.3/10/17 �
R
ELECTRICAL TO
REMAIN "A5-15"
#2 (N) FURNACE IN ATTIC W/ NOT LE55
THAN 30" IN DEPTH, WIDTH AND
HEIGHT CLEARANCE AND TO
HAVE ADDITIONAL WATERTIGHT
CORROSION RESISTANT METAL
PAN PER CMC 312.2
NEW AUTOMATIC OARAOE DOOR OPENER SHALL_
BE LISTED IN ACCORDANCE WITH UL 325. CRO
R30a.4 AND HEALTH AND SAFE CODE SECTIONS
1a8a0 AND 1a8al. n ..
= t
REV D. 3 10
E
PEWAIT #
BUTTE COUNTY DEVELORMENT SERVICES
REVIEWED FOR
_
CODE COMPLlAN(_;E
BY f -f- ZZ---
Proposed Electricaelli
l/Cn
Plan
111=1 1_011
4
Gonna Rose
630 Salem Street #110
Chico, CA 95928
530.717.3710
donnarosedesign
@gmail.corn
date
1251/17
revised date
A 3/10/17
scale
noted
job #
16-115
job
o donnoll
A4
S-
O
�U
O
L-
V
N
s
�9
U
date
1251/17
revised date
A 3/10/17
scale
noted
job #
16-115
job
o donnoll
A4
(E) HDR.
(E
(E
(N) HDR.
6X6DF#1
(0X6L)F#1
K/EGCOL
PER FT. TOTAL HIGH VENTING
REV'D. 3/10/17
E.N. ROOF PLY® DRAG TRUSS
UNDERCUT (E) FOOTING 4
PROVIDE (N) F2.5 FT6.
CORNER
Proposed Foundation/Roof Plan
111 _
4 —11-011
!' QPpriz S/pN\�
UJ
e� �6 18. X11
I
EX .06131 O146
sT CMI. �a.P
gTFOFCA FD4
031 1,
THESE PLANS HAVE BEEN
REVIEWED FOR COMPLIANCE
ONLY WITH THE ATTACHED
STRUCTURAL CALCULATIONS
PERMIT #---
BUTTE
_--BUTTE COUNTY DEVELOPMENT SERVICES
REVIEWED FOR
CODE COMPLIANCE
DATE I l eY
Donna Rose
630 Salem Street #110
Chico, CA 95928
530.7173710
donnarosedesign
@gmail.com
date
1/31/11
revised date
A5/io/i-7
scale
noted
job #
16 -115
job
o donne I
A5
TRUSSES
or FAFTER5
IYa" x 114,5" ANGLE
W NUTS AND
WASHER, TYP.
R-22 H16H DENSITY BATT INSULATION
NEW VAUL D EIL 6
A ,
REV'D. 3/10/17
(E) ROOF RAFTER5,......,..<:: ":::........••
3/a" D I A.
THREADED
ROD—
Ve," x IY8" ANGLE w/
(2) Y4" x 2" LONG
LAG BOLTS INTO
TOP CHORD OF
TRUSS, TYP.
4So
SEISMIC RESTRAINTS
(4) DIRECTIONS
F.A.U. MOUNTING
AO -5
NEW 2 X 10 D.F. #2 GEILIN6 JOISTS
24" O.G. W/ i" GYP. BD. $ 1 X b T $ 6
WOOD GEILIN6-PAINT GRADE
- NEW DECORATIVE 4 X 8 BEAMS, -7
PLACES, 5EE ELECTRICAL/0EILIN6 PLAN
IDININO
wOo»
514" = 1'-0"
PROVIDE NEW DORMER VENTS OR RIDGE VENTING
a ROOF s 50REENEV SAVE VENTING a &'-0" O.G.,
TO MATCH (E)- MANDATORY MIN. ATTIC
VENTILATION AREA IS & OF THE AREA OF THE
SPACE. AT LEAST 50% OF THE REQUIRED
NTILATION MUST BE 3' ABOVE EAVE VENTS. A
REV'D. 3/10/1-1
I-X15TIN6 FOUNDATION
4: 12
NEW RAFTER TAIL ATTACHED
TO EXISTING RAFTED, 5EE DETAIL
4/502
FLOOR PLAN STRUCTURAL NOTES:
I.) SEE TYPICAL NOTE SHEET 5N AND TYPICAL DETAIL
5HEET5 5DI-SD2 FOR ADDITIONAL INFORMATION.
2) TYPICAL MINIMUM BEARING WALL FRAMING U.N.O.:
EXTERIOR WALL: 2X4 DF STUD AT 16" O.G.
INTERIOR WALLS: 2X4 DF STUD AT 16" O.G.
3.) SEE DETAIL 5/5DI FOR TYPICAL STUD WALL
ELEVATION AND TYPICAL WALL OPENING SCHEDULE.
4) DO NOT REMOVE OR MODIFY SUPPORT MEMBERS
OR HARDWARE FOR EXISTING FRAMING WITHOUT
THE EXPRE55 WRITTEN CONSENT OF THE ENGINEER
OF RECORD.
5) ANY DISCREPANCIES BETWEEN FRAMING SHOWN AND
FIELD CONDITIONS SHALL BE IMMEDIATELY BROUGHT
TO THE ENGINEER OF RECORD.
(b) ALL EXPOSED FRAMING SHALL BE PRE55URE
TREATED WITH TREATMENT PROCESS AND
APPLICATION APPROPRIATE FOR EXPOSURE
AGCORDIN6 TO MFR'S WRITTEN 6UIDELINE5.
-1) ALL STRUCTURAL MEMBERS SHALL BE FASTENED IN
COMPLIANCE WITH 2016 GBG FA5TENIN6 SCHEDULE,
TABLE 2304.q.1, UNLESS NOTED OTHERWISE.
FOUNDATION PLAN STRUCTURAL NOTES:
1) SEE TYPICAL NOTE SHEET 5N AND TYPICAL DETAIL
SHEETS SPI -5P2 FOR ADDITIONAL INFORMATION.
2) PROVIDE ANCHOR BOLT SIZE AND 5PAGIN6 PER
SHEAR WALL SCHEDULE AND TYPICAL DETAILS.
3.) RECOMMENDED SLAB SECTION:
A- 4" CONCRETE SLAB WITH #3 AT 15" O.G.
SECURELY LOCATED AT MID -DEPTH OF SLAB.
B- WATERPROOF MEMBRANE IN COMPLIANCE WITH
ASTM E 1643 (DELETE AT EXTERIOR
SLABS)-5EE SOILS REPORT IF APPLICABLE.
G- 4" FREE DRAINING MATERIAL -SEE SOILS REPORT
IF APPLICABLE.
D- PROPERLY PREPARED 5UB5RADE-5EE SOILS
REPORT IF APPLICABLE.
E- CONTRACTOR TO PROVIDE CONTROL JOINTS AT
10'-O" O.G. EA. WAY MAX.
NOTE: GURIN6 OF SLABS SHALL FOLLOW GUIDELINES
PROVIDED BY THE AMERICAN CONCRETE INSTITUTE
AND THE CALIFORNIA 5UILDIN6 CODE TO MINIMIZE
SHRINKAGE CRACKING.
4 : 12
4.) TYPICAL MINIMUM BEARING WALL FRAMING U.N.O.:
EXTERIOR WALL: 2X4 DF STUD AT 161, O.G.
INTERIOR WALLS: 2X4 DF STUD AT 16" O.G.
5.) SEE DETAIL 5/501 FOR TYPICAL STUD WALL
ELEVATION AND TYPICAL WALL OPENING SCHEDULE.
(2) TYPICAL FLOOR JOIST AT GROUND LEVEL SHALL BE
2X6 DF#2 AT 16" O.G. WITH 2X DFRIM, U.N.O.
"1.) PROVIDE DOUBLE JOIST UNDER ALL WALLS WHERE
WALLS RUN PARALLEL TO JOIST.
a) SUPPORT ALL TRIMMERS ABOVE WITH FLOOR/GEILIN6
JOIST WHERE TRIMMERS CAN NOT RUN CONTINUOUSLY
TO FOUNDATION.
q.) FLOOR FRAMING HAS BEEN DE516NED FOR A MAXIMUM
DEAD LOAD OF 15 P5F (INCLUDING FRAMING). CONTACT
SUMMIT STRUCTURAL DESIGN, PRIOR TO CONSTRUCTION,
IF FLOOR BUILD-UP WILL EXCEED 15 F5F.
10.) TYPICAL FLOOR SHEATHING (UNO): 3/4" THICK, APA
RATED 5HEATHIN6 OR RATED 5TURD-I-FLOOR, SPAN
RATING 48/24 (24 FOR 5TURD-I-FLOOR), F-XF05URE
1 STRUCTURAL PANELS, APPLIED WITH LONG
DIMENSION ACROSS SUPPORTS AND ADJACENT PANELS
STAGGERED WITH 4' ENDS OFFSET 4'. GLUE PANELS
TO ALL FRAMING, EDGE NAIL WITH IOd COMMON RING
5HANG NAILS OR EQUIV. (0.148" DIA X 3") AT 6" O.G.
AT ALL PANEL EDGES, BOUNDARIES, BLOCKING AND
WHERE INDICATED ON PLAN. FIELD NAIL AT 10" O.G.
PROVIDE 1/8" OAFS AT ALL PANEL EPOE5 U.N.O. BY
PANEL MANUFACTURER.
11) PLUMBING, SPRINKLER, AND MECHANICAL
5U50ONTRACTOR5 SHALL COORDINATE ALL FLOOR
AND WALL PENETRATIONS WITH FRAMING
SUBCONTRACTOR.
12) PROVIDE POS. ATTACHMENT FOR ALL BEAM TO POST,
BEAM TO BEAM, POST TO BEAM, AND P05T TO POST
GONN'5 WITH (2) 5T22 STRAPS MIN. AND A35 GLIP5
U.N.O. PER PLAN AND DETAILS.
13.) DO NOT REMOVE OR MODIFY SUPPORT MEMBERS OR
HARDWARE FOR EX15TINO FRAMING WITHOUT THE
EXPRESS WRITTEN CONSENT OF THE ENGINEER OF
RECORD.
FAU
.................
..
r
REV'D. 3/10/17
F -X I ST I N 57RUTURA
2'-4" ;
i
.................
....._ •i
KITOHEN
WOOD dJ WOOD 3
i 9
Section �B �
1/411=11-011
LS
1/411=11-01t
EX15TIN61 1F 0U ND A T 1 0 N
14) ANY DISCREPANCIES BETWEEN FRAMING SHOWN ANP
FIELD CONDITIONS SHALL BE IMMEDIATELY BROUGHT
TO THE ENGINEER OF RECORD.
15) VERIFY ALL ELEVATIONS, STEPS, DIMENSIONS, WALL
SIZES AND LOCATIONS, AND FLOOR ELEVATIONS WITH
ARCHITECT.
16) ALL EXPOSED FRAMING SHALL BE PRE55URE
TREATED WITH TREATMENT PROCESS AND APPLICATION
APPROPRIATE FOR EXF05URE ACCORDING TO MFR'S
WRITTEN GUIDELINES.
17) PI<.OVIDE METAL HANGERS PER 8/5DI AS REQUIRED,
UNLE55 NOTED OTHERWISE.
0) ALL STRUCTURAL MEMBERS SHALL BE FASTENED IN
COMPLIANCE WITH 2016 GBG FASTENING SCHEDULE,
TABLE 2304.11.1, UNLE55 NOTED OTHERWISE.
ROOF PLAN STRUCTURAL NOTES:
1) SEE TYPICAL NOTE 5HFET 5N AND TYPICAL DETAIL
SHEETS 5DI-5D2 FOR ADDITIONAL INFORMATION.
2) TYPICAL ROOF SHEATHING (UNO): 1/2" THICK, APA,
TECO, OR PITT53UR5H RATED 5HEATHIN6, 51 -AN
RATING 32/16, EXPOSURE I STRUCTURAL PANELS,
APPLIED WITH LONG DIMENSION ACROSS SUPPORTS
AND ADJACENT PF.NEL5 5TA56ERED WITH 4' ENDS
OFFSET 4'. EDGE NAIL WITH 8d COMMON OR
EQUIVALENT (0.131" DIA X 2 1/2") AT 6" O.G. AT
ALL PANEL EDGES, BOUNDARIES, GABLE ENDS,
5LOGKIN6 AND WHERE INDICATED ON PLAN. FIELD
NAIL A712" O.G. PROVIDE 1/8" GAP AT ALL PANEL
EDGES U.N.O. BY PANEL MANUFACTURER. AT ALL LOW
SLOPE ROOFS PROVIDE (1) PANEL CLIP MIN. BETWEEN
SUPPORTS AT ABUTTING PANEL EDOE5.
3) SEE NOTE SECTION 8-5N FOR ROOF TRU55E5 BY
OTHERS (IF OCCURS).
4) TYPICAL HEADER BELOW SHALL BE 4X10 DF -L
#2 UNO.
5.) PROVIDE 4X POST MIN. AT ALL BEAM AND 61RDER
TRUSS BEARING POINTS AND CONTINUE IN WALL TO
FOUNDATION.
6.) ROOF FRAMING NOTE:
LIVINO
WOOD
Section
1/411=11-011
OUT AND STACKED ROOF SYSTEMS SHALL BE BUILT
TO THE CONVENTIONAL FRAMING REQUIREMENTS OF
THE CALIFORNIA BUILDING CODE (GBG 2308.10).
PURLINS, BRACES, INTERMEDIATE SUPPORTS, AND
CONPIEGTION5 SHALL BE PROVIDED BY THE
CONTRACTOR WHICH ARE CAPABLE OF TRAN5MITTIN6
ALL GRAVITY AND WIND LOADS TO THE FOUNDATION.
THE FOLLOWING ADDITIONAL LIMITATIONS SHALL APPLY:
A- RAFTER MAXIMUM SPANS:
I. 2X6 DF -L#2:
2. 2X8 DF -L#2: 13'-0"
3. 2X10 DF -L#2: I6'-6"
i) PROVIDE P05. ATTACHMENT OF ALL POST TO BEAM,
BEAM TO BEAM, BEAM TO POST, AND POST TO POST
GONN'S WITH (2) 5T22 STRAPS MIN. AND A55 CLIPS,
U.N.O. PER PLAN AND DETAILS.
8) DO NOT REMOVE OR MODIFY SUPPORT MEMBERS OR
HARDWARE FOR EXISTING FRAMING WITHOUT THE
EXPRESS WRITTEN CONSENT OF THE ENGINEER OF
RECORD.
q) ANY DI5CREPANGIE5 BETWEEN FRAMING SHOWN AND
FIELD CONDITIONS SHALL BE IMMEDIATELY BROUGHT
TO THE ENGINEER OF RECORD.
10.) VERIFY ALL ELEVATIONS, STEPS, DIMENSIONS, RAKE
BREAKS, SLOPES, HIPS AND VALLEYS WITH ARCHITECT.
II) ALL EXPOSED FRAMING SHALL BE PRESSURE
TREATED WITH TREATMENT PROCESS AND APPLICATION
APPROPRIATE FOR F-XF05URE ACCORDING TO MFR'5
WRITTEN 6UI12ELINE5.
12) ROOF TRU55 LAYOUT SHALL BE REVIEWED BY ENGINEER
AS TRU55 DEVON5 BECOME AVAILABLE FROM TRUSS
MANUFACTURER. CONTRACTOR SHALL OBTAIN SIGNED
TRUSS REVIEW LETTER FROM THE ENGINEER OF RECORD
AND BUILDING DEPARTMENT APPROVAL PRIOR TO
CONSTRUCTION. (IF OCCURS)
13) CONTRACTOR TO VERIFY THE LOCATION AND LOADING
OF ALL TRUSS TO TRU55 MECHANICAL CONNECTIONS.
IMMEDIATELY NOTIFY TRU55 COMPANY OF ANY
DISCREPANCIES.
14) PROVIDE METAL HANGER5 PER &/5DI AS REQUIRED,
UNLE55 NOTED OTHERWISE.
15) ALL STRUCTURAL MEMBERS SHALL BE FASTENED IN
COMPLIANCE WITH 2016 GBG FA5TENING SCHEDULE,
TABLE 2304.11.1, UNLESS NOTED OTHe"15E..
PROV IDE(5) NEW EAVE \r r_NT5 FOR A MANDATORY
-
MINIMUM OF �0- 50. FT. OF ATTIC SPACE, BEE
GALLS ON ROOF PLAN
REV'D. 3/10/1-1
NEW ROOF TRUSSES 0 24" O.G.
4 : 12
MATCH (E) OVERHANG
AND GUTTER
�j
NEW I X b T 8 G GEILIN6-
PAINT GRADE
2' 3"
GVizD . .........-..... :.
FORC,H 1
GONG.
(E) SLAB TO REMAIN
(N) POST FOOTING
6 .........................
NrW COVERED PORCH
1/411=11-011
IUNTY WEA sERVICEs
lEVI►
DE COMPLIANCE
/ Q�OF ESSIp�,'q!
� x
sr,�r
CI
FOF CALF
oaf �� 11"1
''HESE PLANS HAVE BEEN
FOR COMPLIANCE
INLY WITH THE ATTACHED
STRUCTURAL CALCULATIONS
C3onna Rose
630 Salem Street #110
Chico, CA 95928
530.717.3710
donnarosedesign
@gmail.corn
date
1151/I -T
revised date
Q 511 olI-7
scale
noted
job #
16-115
job
o donne I I
A6
VERIFY HANDLE UNIT $
HANDLE LOCATIONS W/ OWNER
VANITY TY FAUCET P E-
' SOLID SURFACE OR
3 � THK. RIFT SAWN WHITE OAK W/ R MADE
WOOD SHELVES, RECESSED I "......_.,,, _..•.. _•••••_.•• ,>.• ".,:, .. _
AND BOUGHT BY OWNER ......••..,,.••.....•.••,,,•..•.,,,•.•• .............. ..................... _.. • . •.• •.•. TILE TO CEILING �\
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\.._:, BENCH W/ GOAT
: .... -� \- Chico, CA 95828
' \ "_ USB DRAWER ._ DBL. TRASH "' BIG DRWRS. ' 530 717 3710
HOOKS ABOVE cV COFFEE BAR W/ - " F
POT FILLER PULL OUT W/ STCR. � FOR DISHES
TRAY SLOTS
,�.= dannarosedesign
SOL. PULL ,,, •'""„�,...., .•_ @gmailxom
REG ROOM I 1/ E3A7H4 5 L I V I NC 6 K 1 TGHEN OUT SHELF BOTTOM -r
I” PROUD OF SHEETROCK
WALL FAGS -2X MATERIAL
TILE BACK WALL
ONLY, TO CEILING
I" THK. WOOD SHLVS.,
EQUALLY SPACED W/
SHTRK. BACK AND
SIDES, EACH SIDE OF
.�".........................•.•W RANGE
;..�..,..... OPEN O` " -� \ ; Z ;_ �,,,,,,,,.. ". POT FILLER
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ABINET PANELS ®KNEE
BIG DRAWERS,. SPACE END PANELS TO BE
SGL. PULL '•"��"� � � '• .... ...................._.,.,. ISLAND ONLY, OTHER 2
OUT SHELF BOTTOM SIDES TO HAVE SMALLER THAN CENTERS
BASEBOARD
<17GHEN &\ %� 10
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R
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OPEN SHELVES W/ , --GLASS FRONT GABTS. 3 THK. WOOD SHELVES,
I
DECORATIVE BRACKETS NO
RECESS FROM SIDE ;f
PAINT GRADE ADJUSTABLE "'.... l E U
VERTICALS ...•••••".•.\ ; � "• D SAN WALLS
3 SHELVES, VERTICALS TO SIT ON A` _ RECESSED
ii COUNTER TOP \
GESS SHOWER CURTAIN ROD ",,, __,.....•.".....w. CONCRETE SINGLE SINK
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**VERIFY THIS CABINET WINE STORfGE
WALL IN FIELD W/ OWNER**
FANTi�Y i3 14 �s ►6 E-NTi�Y 17 E3A7H #2
FOLD OUT IRONING
BOARD
BOTTOM OF WINDOW TO BE ""` \� f..••"• OPEN SHELVES CLOTHES POLE W/ TRACK DOOR "' RECESSED CAN
AT 3F5" COUNTER HEIGHT �vv SHELF ABOVE ® HALLWAY LIGHT =
LINEN CABINET DRA
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W/ WER, i 1
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e m1
•
:
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.... ,,,._..",...,,._� ,_� � ..__..._ . _. .••••....•••••. ....•......•......_•... , revised date
I
SGL. PULL '" w' "
". ..... 3 " CHANGE IN COUNTER HEIGHT .
OUT SHELF BOTTOM FROM SINK TO WASHER DRYER• `{�" Q
E3A7H #2 21 HALL 22 HALL
A:25 24 25 26 HALL 2�A A K SU I T� 28 scale
noted
job #
PERMIT # 16-115
[3UTTE COUNTY ()EvV LOPMENT SERVICES
REAMED FOR
"_.....,.. TILE TO CEILING "„\
�... c�e� �t����I��1cE
_ � job
TEMPERED OLA55 f DATE `'>>� __ ___._._ —.--BY o donne
1 � GAE3INETS:
14” X 24" •
fi
SOAP NICHE � ALL CABINETS TO BE OVERLAY/FRAMELESS W/ DOORS AND DRAWERS TO
�Y1
BE 51 O E ECE55
N L R ED SHAKER 5EXCEPT
TYLE FOR TOP 6 DRAWER TO BE
FLUSH PANEL. STILES AND RAILS TO BE 2" MINIMUM. VERIFY GROWN W17H
-
r ` r> \ =� ",...".....,."..... ,.... nterior
OWNER.
\77�X\&
PAINT GRADE THROUGHOUT EXCEPT FOR MASTER BATH TO BE STAIN GRADE
RIFT SAWN WHITE OAK, FLUSH INSET. MASTER BEDROOM BUILT-IN TO BE
PAINT GRADE FLUSH INSET.
m
...........................~,.. Gevations
:'� •, f ,. , .�,F`:.� .. ; m... �.... .-- ••_•,,,,,,,,,,,,,,,,,,,,, ." ..••"............ ALL INTERIORSOF ABINETS TO BE PRE -FINISHED MAPLE.
SLOT DRAIN ® SHELF WHISPER CLOSE ON ALL DOORS AND DRAWERS
.............,..... _.. w•- OUTLETS ®BACK -......
PLMBO. WALL
OF DRWR. FOR
TOOTHBRUSHES, ETC. A A 1/4 11
/4,'_1 1-011
5ATH #5 A 31 32
SPECIFIC4LLY NOTED OTHERWISE, DO NOT SHOW THE METHOD OF CONSTRUCTION. THE
GENERAL
STRUCTURAL
NOTES
CONTRACTOR IS RESPONSIBLE FOR THE METHOD OF CONSTRUCTION, AND SHALL PROVIDE ALL
CONSTRUCTION
3. CONCRETE / REINFORCING CONTINUED
6. FRAMING / LUMBER CONTINUED
9. DESIGN LOADS
1. GENERAL
B.) FIRE BLOCKS: FIRE BLOCK STUD WALLS ATMID-HEIGHT WHERE STUD LENGTH EXCEEDS 10 -0�� .
WIND SPEED: 110 MPH
STRUCTURE DURING CONSTRUCTION. SUCH MEASURES SHALL INCLUDE FORMING, SHORING,
ADEQUATELY SECURED IN POSITION BEFORE AND DURING CONCRETE PLACEMENT.
A) THE STRUCTURE HAS BEEN DESIGNED FOR THE FOLLOWING CRITERIA PER CBC CHAPTER, 16,
A) ALL WORK SHALL CONFORM TO THE 2016 CBC AND ALL APPLICABLE LOCAL CODES.
1) REINFORCEMENT COVER SHALL BE AS FOLLOWS:
6-4 POSTS/TRIMMERS:
DIVISIONS I, 11, III, AND IV U.N.O.:
B) THE ENGINEER (SUMMIT STRUCTURAL DESIGN) HAS PROVIDED AND IS RESPONSIBLE FOR
CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO SOIL: 3"
A.)
SUPPORT: SUPPORT ALL UPPER LEVEL POSTS AND TRIMMERS IN LOWER LEVELS WITH
EQUIVALENT FRAMING AND BLOCK OR OTHERWISE FRAME POSTS THROUGH FLOOR SYSTEMS.
B) SEISMIC:
SPECIFIC STRUCTURAL ITEMS ONLY. ALL OTHER REQUIREMENTS OF THE BUILDING CODE
CONCRETE WITH SOIL OR WEATHER EXPOSURE:
ALT
ROOF 10 PSF
SEISMIC IMPORTANCE FACTOR: 1
INCLUDING WATERPROOFING, FIREPROOFING, DRAINAGE, HANDICAP ACCESSIBILITY, EGRESS
#5 BARS AND SMALLER 1 %"
B.)
WHERE POSTS WITH COLUMN CAPS OR BEARING PLATES ARE SPECIFIED, THE LOAD IS TO BE
MAPPED SRESPONSE ACCELERATIONS: Ss = 0.618, 51= 0.277
REQUIREMENTS, PARKING, AND ALL OTHER DESIGN REQUIREMENTS NOT SPECIFICALLY SHOWN
IN THE STRUCTURAL DESIGN CALCULATIONS, ARE THE RESPONSIBILITY OF THE CONTRACTOR OR
#6 BARS AND LARGER 2"
CONCRETE WITHOUT SOIL OR WEATHER EXPOSURE: 3/4"
H.)
TRANSFERRED TO THE FOUNDATION BY VERTICAL GRAIN ONLY, U.N.O.
LASS: D
SEISMIC SITTEE CLASS:
SPECTRAL RESPONSE COEFFICIENTS: SDS = 0.538, SD1 = 0.341, Cs = 0.43
OWNER. SHOULD ANY CHANGES BE MADE FROM THE DESIGN AS SPECIFIED IN THESE
DOCUMENTS WITHOUT THE WRITTEN APPROVAL FROM THE ENGINEER, THEN THE ENGINEER
J) REINFORCEMENT SHALL BE GRADE 60 PER ASTM A615 U.N.O. LAP BOTTOM REINFORCING (60) 6-5 WALL
FRAMING:
SEISMIC DESIGN CATEGORY: D
BASIC SEISMIC -FORCE -RESISTING SYSTEM: CANTILEVERED COLUMNS
WILL ASSUME NO RESPONSIBILITY FOR ANY ELEMENT OR SYSTEM OF THE STRUCTURE.
BAR DIAMETERS U.N.O. AND LAP TOP REINFORCING, PLACED ABOVE 12'I OF CONCRETE OR
A.)
P PLATE SPLICESSPLICES AND JOINTS IN DOUBLE TOP PLATE OF STUD BEARING
DOUBLE TO:
SEISMIC BASE SHEAR: 1.29 KIPS ULT. (BAR COVER), 2.68 KIPS ULT. (DINING COVER)
LAMINATED VENEER LUMBER
MORE, (80) BAR DIAMETERS U.N.O.
EACH
WALL SHALL OCCUR AT THE CENTER LINE OF SUPPORTING STUD. TOP PLATE SPLICES OF STUD
RESPONSE MODIFICATION FACTOR: R = 1.5
Cl THE DRAWINGS AND CALCULATIONS REPRESENT THE FINISHED STRUCTURE, AND, UNLESS
MAXIMUM
6-6 CONNECTIONS:
11 F EACH SPLICE U N 0 WHERE
ANALYSIS PROCEDURE USED: EQUIVALENT STATIC FORCE PROCEDURE
SPECIFIC4LLY 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 0 . . .
SPLICE IS INTERRUPTED, USE ST6224 STRAP U.N.O.
OUTSIDE DIAMETER
CONTRACTOR IS RESPONSIBLE FOR THE METHOD OF CONSTRUCTION, AND SHALL PROVIDE ALL
CONSTRUCTION
OH
C) WIND:
MEASURES NECESSARY TO PROTECT THE PUBLIC CONSTRUCTION WORKERS .AND THE
L ALL REINFORCING STEEL AND ANCHOR BOLTS SHALL BE ACCURATELY LOCATED AND
B.) FIRE BLOCKS: FIRE BLOCK STUD WALLS ATMID-HEIGHT WHERE STUD LENGTH EXCEEDS 10 -0�� .
WIND SPEED: 110 MPH
STRUCTURE DURING CONSTRUCTION. SUCH MEASURES SHALL INCLUDE FORMING, SHORING,
ADEQUATELY SECURED IN POSITION BEFORE AND DURING CONCRETE PLACEMENT.
ADD'L
WIND EXPOSURE: C
BRACING, SCAFFOLDING, ETCETERA.
'
C.) MIS -PLACED ANCHOR BOLTS: WHERE ANCHOR BOLTS HAVE BEEN INCORRECTLY PLACED,
POWDER DRIVEN FASTENER
D) IF A PARTICULAR FEATURE OF CONSTRUCTION IS NOT FULLY SHOWN ON THE DRAWINGS OR IN
6. FRAMING/LUMBER
USE SIMPSON SET EPDXY WITH ANCHOR OF SAME DIAMETER WITH 7" EMBEDMENT IN
CONCRETE AND INSTALLATION PER MANUFACTURERS RECOMMENDATIONS AND CURRENT
D) DEAD LOADS:
FLOOR 20 PSF
THE CALCULATIONS, THEN IT SHALL BE CONSTRUCTED IN THE SAME CHARACTER AS SIMILAR
SEE NOTE 6-1 D FOR SILL AND ANCHOR BOLT SPECIFICATIONS.
ALT
ROOF 10 PSF
LLV
LONG LEG VERT.
ICC REPORT
PLYWOOD
CONDITIONS THAT ARE SHOWN ON THE DESIGN DOCUMENTS.
E) ANY CONDITIONS NOTED AS EXISTING MUST BE FIELD VERIFIED BY THE CONTRACTOR, AND
ANY DISCREPANCIES MUST BE BROUGHT TO THE ATTENTION OF THE ENGINEER WITHOUT
PROCEEDING WITH CONSTRUCTION PRIOR TO THE REVIEW OF THE ENGINEER.
F) ALL WATERPROOFING AND FLASHING (ROOFS, FOUNDATIONS, GARAGE FLOORS, ETC...) IS THE
RESPONSIBILITY OF THE CONTRACTOR OR OWNER.
G) SHOP DRAWINGS: SHOP DRAWINGS ARE SUPERCEDED BY THE STRUCTURAL DRAWINGS UNDER
ALL CIRCUMSTANCES. THE GENERAL CONTRACTOR SHALL VERIFY THAT ALL CONSTRUCTION IS IN
FULL AGREEMENT WITH THE LATEST STRUCTURAL DRAWINGS. REVIEW OF SHOP DRAWINGS BY
THE ENGINEER OF RECORD DOES NOT GUARANTEE IN ANY WAY THE THE SHOP DRAWINGS ARE
CORRECT, NOR DOES IT INFER THAT THEY SUPERCEDE THE STRUCTURAL DRAWINGS.
H) WALL FINISH SYSTEMS SUCH AS STUCCO SHALL BE APPLIED OVER FOAM BASE OR OTHER
METHOD OF ADEQUATELY ALLOWING THE FINISH TO EXPAND AND CONTRACT WITHOUT
CRACKING. THE OWNER OR CONTRACTOR SHALL BE RESPONSIBLE FOR ANY DEFECTS IN THE
FINISHES.
1) SPECIAL INSPECTION: SPECIAL INSPECTION PER SECTION 1701 OF THE CBC SHALL BE PROVIDED
FOR THE FOLLOWING TYPES OF CONSTRUCTION:
WELDING OF STRUCTURAL OR REINFORCING STEEL
EPDXY/MECHANICAL CONCRETE ANCHORS
THE SPECIAL INSPECTOR SHALL BE ACCEPTABLE TO THE STRUCTURAL ENGINEER AND BUILDING
DEPARTMENT, SHALL BE ICBO QUALIFIED, AND THEIR EXPERIENCE SHALL BE COMMENSURATE
WITH THIS TYPE OF PROJECT.
2. SITE WORK / FOUNDATIONS
A) ASSUMED MAXIMUM SOIL BEARING = 1500 PSF PER CBC TABLE 1806.2 (NO SOILS REPORT
PROVIDED).
B) BUILDING SITE IS ASSUMED TO BE DRAINED AND FREE OF CLAY OR EXPANSIVE SOIL. ENGINEER
HAS NOT MADE A GEOTECHNICAL REVIEW OF SITE, ANY OTHER CONDITIONS ENCOUNTERED
MUST BE BROUGHT TO THE ATTENTION OF THE ENGINEER.
C) THESE CALCULATIONS ASSUME STABLE, UNDISTURBED SOILS AND LEVEL OR STEPPED FOOTINGS.
ANY OTHER CONDITIONS SHOULD BE BROUGHTTO THE ATTENTION OF THE ENGINEER PRIOR TO
THE CONSTRUCTION OF THE FOUNDATIONS.
D) ALL FOOTINGS INCLUDING RETAINING WALL FOOTINGS, SPREAD FOOTINGS, WALL FOOTINGS,
AND GRADE BEAMS SHALL BEAR ON UNDISTURBED SOIL WITH A FOOTING DEPTH BELOW
FROSTLINE (12" TO 24" AS PER LOCAL REQUIREMENTS).
E) BOTTOM OF ALL FOUNDATION TRENCHES SHALL BE CLEAN AND LEVEL.
F) ALL FINISHED GRADE SHALL SLOPE AT A MINIMUM SLOPE OF 5% AWAY FROM ALL
FOUNDATIONS A MINIMUM OF 10 FEET HORIZONTAL.
G) FOUNDATIONS SHALL NOT BE SCALED FROM PLAN OR DETAIL DRAWINGS.
H) FILL MATERIAL SHALL BE FREE FROM DEBRIS, VEGETATION, AND OTHER FOREIGN SUBSTANCES.
1) USE 4" DIAMETER PERFORATED PIPE SUB -DRAIN BEHIND ALL RETAINING WALLS. SLOPE PIPE
TO DRAIN TO DAYLIGHT.
J.) FOR FOOTINGS PLACED ON OR ADJACENT TO SLOPES, A GEOTECHNICAL ENGINEER MUST
APPROVE FOOTING PLACEMENTS IN VIOLATION OF FIGURE 1808.7.1 OF 2016 CBC. THIS
ENGINEER SHALL NOT BE LIABLE FOR ANY FOUNDATION NOT IN STRICT CONFORMANCE TO
SECTION 1808 OF THE 2016 CBC.
K.) WHERE LOADING TO EXISTING FOUNDATIONS IS NOT SUBSTANTIALLY INCREASED OR MODIFIED,
NO DESIGN RECOMMENDATIONS HAVE BEEN MADE FOR THE SUITABILITY OF THE EXISTING
FOUNDATIONS. ONLY THOSE FOUNDATIONS WHERE LOADS HAVE BEEN ADDED BY A SECOND
STORY HAVE BEEN INCLUDED IN THE DESIGN. THE OWNER SHALL BE ADVISED THAT EXISTING
FOUNDATIONS MAY NOT BE STRUCTURALLY ADEQUATE AND SETTLEMENT, CRACKING, AND
OTHER PROBLEMS A3SOCIATED 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,
UN -MODIFIED PORTIONS OF THE FOUNDATIONS.
3. CONCRETE / REINFORCING
A) CONCRETE SHALL HAVE A MINIMUM 28 DAY STRENGTH OF 2,500 PSI U.N.O.
C) ALL CEMENT USED SHALL CONFORM TO ASTM C-150 AND SHALL BE TYPE II OR
TYPE III LOW ALKALI.
D) AGGREGATE SHALL CONFORM TO ASTM C-33 AND SHALL NOT CONTAIN MATERIALS WHICH ARE
ALKALI REACTIVE AS DETERMINED BY ASTM C-227, 289, AND 295. IF TEST DATA IS
UNAVAILABLE IN REGARDS TO ALKALI REACTIVE MATERIALS, PROVIDE CEMENT WITH A
MAXIMUM ALKALI CONTENT LESS THAN 0.45% BY WEIGHT.
E) CONCRETE EXPOSED TO FREEZING OR THAWING SHALL BE PROTECTED IN ACCORDANCE TO THE
LATEST EDITION OF THE ACI 318.
F) SLABS ON GRADE SHALL BE PER THE CONTRACTOR. SUMMIT STRUCTURAL DESIGN RECOMMENDS
THE FOLLOWING AS A MINIMUM SLAB -ON -GRADE: AT GARAGE SLABS, USE 4" THICK S.O.G.
WITH #3 BARS AT 15" O.C. EACH WAY ABOVE MID -DEPTH OF SLAB, OVER
MOISTURE BARRIER IN COMPLIANCE WITH ASTM E 1643, OVER 4" AGGREGATE BASE. USE 3-1/2"
SLAB WITH#3 AT 15" E.W. ABOVE MID -DEPTH OF SLAB, OR 6X6 WWF ABOVE MID -DEPTH OF SLAB
WITH SAME SUB -SLAB BUILDUP AT ALL OTHER AREAS.
G' SAW -CUT TOP 3/4" OF SLAB FOR CRACK CONTROL AT INTERVALS NOT TO EXCEED 10'-0" WHERE
SLAB IS REINFORCED, SAW CUT AT INTERVALS NOTTO EXCEED T-0" WHERE SLAB IS
UN -REINFORCED.
6-1 MATERIALS:
A.) SHEATHING:
1. ROOF SHEATHING: SEE PL4NS
2. FLOOR SHEATHING: SEE PLANS
3. WALL SHEATHING: SEE PLANS
B.) GLUE -LAMS: GLUE -LAMS SHALL BE 24F -V4 U.N.O. WITH A CAMBER OF R=1600' U.N.O.
GLUE -LAMS EXPOSED TO WEATHER MUST BE RATED FOR EXTERIOR USE BY THE MANUFACTURER.
GLUED LAMINATED FABRICATON SHALL BE PERFORMED IN AN APPROVED FABRICATORS SHOP
IN ACCORDANCE WITH CBC 2303.1.3, AITC A190.1, AND ASTM D 3737. BEAM INSPECTION
CERTIFICATES SHALL BE SUBMITTED TO THE FIELD INSPECTOR PRIOR TO COMPLETION OF FRAME
INSPECTION IN ACCORDANCE WITH CBC 1704.2.
C.) MICRO -LAMS: MICRO -LAMS (LAMINATED VENEER LUMBER) SHALL HAVE FB = 3100 PSI AND
FV = 285 PSI MIN., AND SHALL BE MANUFACTURED, APPROVED AND IDENTIFIED AS PER NER-481.
D.) SILL PLATES: SILL PLATES SHALL BE PRESSURE TREATED DOUGLAS FIR WITH 1/2" DIAMETER
ANCHOR BOLTS AND 3" X 3" X.229" PLATE WASHERS LOCATED AT 6'-0" O.C. MAX. WITH
ONE BOLT LOCATED V-0" MAXIMUM FROM EACH END OF EACH PIECE. RE -TREAT CUT ENDS
WHERE REQUIRED.
E.) FRAMING LUMBER: ALL FRAMING LUMBER SHALL BE DOUGLAS FIR LARCH AS GRADED BY THE
W.W.P.A. OR W.C.L.I.B. AND SHALL HAVE A MOISTURE CONTENT LESS THAN 19%, U.N.O.
1. STUDS SHALL BE STUD GRADE OR BETTER.
2. ALL POSTS SHALL BE DF -L #1 U.N.O.
3. 2X AND 3X RAFTERS SHALL BE DF -L #2 U.N.O.
4. 2X JOISTS SHALL BE DF -L #2 U.N.O.
5. CONCEALED BEAMS SHALL BE DF -L #2.
6. EXPOSED BEAMS SHALL BE DF -L #1 APPEARANCE GRADE FOHC (4X6 AND LARGER).
7. ALL BEAMS 6X AND LARGER SHALL BE FREE OF HEART CENTER.
F.) NAILS: ALL NAILS SHALL BE COMMON U.N.O. WHERE EXPOSED TO WEATHER OR WITHIN 18"
OF FOUNDATION, NAILS SHALL BE GALVANIZED.
G.) BOLTS AND LAG SCREWS: BOLTS AND LAG SCREWS SHALL BE ASTM A-307 U.N.O. AND
PROVIDED NEW AND WITHOUT EXCESSIVE RUST.
H.) ALL HARDWARE CALLED SHALL BE SIMPSON STRONG -TIE CO., OR ENGINEER APPROVED
EQUIVALENT, INSTALLED PER MANUFACTURER'S RECOMMENDATIONS WITH ALL HOLES FILLED
WITH RECOMMENDED FASTENERS. USP HARDWARE MAY BE USED IN LIEU OF SIMPSON
HARDWARE WITH WRITTEN APPROVAL FROM STRUCTURAL ENGINEER OF RECORD. ALL METAL
HANGERS, CONNECTORS, AND FASTENERS IN CONTACT WITH PRESSURE TREATED WOOD SHALL
BE STAINLESS STEEL OR OTHERWISE CERTIFIED BY THE MANUFACTURER TO RESIST CORROSION
CAUSED BY THE SPECIFIC TREATMENT APPLIED TO THE WOOD AND/OR METALS.
I.) MANUFACTURED "I" JOISTS: MANUFACTURED I JOISTS (SUCH AS TRUSS JOISTS) SHALL BE
INSTALLED PER THE MANUFACTURES RECOMMENDATIONS USING A DEFLECTION LIMIT OF L/480
UNLESS NOTED OTHERWISE. USE A MANUFACTURED 1-1/4" RIM BOARD (SUCH AS TIMBER
STRAND) WITH ALL "I" JOISTS. USE A DOUBLE RIM OR 1-3/4" LVL RIM AT ALL LOCATIONS WHERE
LEDGERS ARE USED (SUCH AS DECK LEDGERS).
6-2 GENERAL FRAMING:
A.) MINIMUM NAILING: MINIMUM NAILING SHALL BE PER 2016 CBC TABLE 2304.9.1.
B.) LARGER MEMBERS: ALL FRAMING MEMBERS SPECIFIED IN THESE CALCULATIONS ARE
MINIMUMS, LARGER, MEMBERS MAY BE SUBSTITUTED AT CONTRACTORS OPTION.
C.) SHRINKAGE: CARE SHALL BE TAKEN TO ALLOW FOR EFFECTS OF SHRINKAGE WHICH COULD
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
FRAMING FROM THE EFFECTS OF SHRINKAGE.
D.) ALL STRUCTURAL FRAMING MEMBER WITH EXTERIOR EXPOSURE SHALL BE PRESSURE TREATED
OR BE OF MATERIAL THAT IS NATURALLY RESISTANCE TO DECAY.
6-3 BEAM FRAMING:
A.) BUILT UP BEAMS: ALL BUILT UP, LAMINATED DOUBLE OR MULTIPLE 2X JOISTS AND BEAMS
SHALL BE NAILED TOGETHER WITH 16d NAILS AT 6" O.C., T&B U.N.O.
B.) DOUBLE JOISTS: PROVIDE DOUBLE FLOOR JOISTS UNDER PARTITION WALLS RUNNING PARALLEL
TO JOIST SPAN AND UNDER ALL LOCATIONS WHERE TUBS MAY BE LOCATED. ADEQUATE
SUPPORT SHALL BE PROVIDED FOR ALL OTHER EQUIPMENT OR FURNISHINGS WHICH
MAY NOT BE SHOWN ON THE STRUCTURAL DRAWINGS INCLUDING BUT NOT LIMITED TO: HOT
WATER HEATER, STOVE, REFRIGERATOR, OVEN, FIRE PLACE ENCLOSURES, WOOD BURNING
STOVE, ETCETERA.
C.) BLOCKING: PROVIDE SOLID BLOCKING IN JOIST FRAMING ABOVE ALL SUPPORTS
D.) CRIPPLE WALLS: CRIPPLE WALLS SHALL BE A MINIMUM OF 14" IN HEIGHT. FOR LESSER LIVE LOADS:
HEIGHTS, STACK 2X PLATES (AND SHIM AS REQUIRED). ROOF 20 PSF REDUCIBLE
PERMIT #
BUTTE COUNTY DEVELOPMENT SERVICES
REVIEWED FOR
CODE COMPLIANCE
*71_,-3/-/
DATE _ S '� BY
E.) NOTCHED OR CUT STUDS: NOTCHED AND/OR CUT STUDS TO CLEAR ANCHOR BOLTS ARE
NOT ALLOWED. STUDS SHALL HAVE FULL BEARING TO THE FOUNDATION PLATE. ABBREVIATIONS
F.)
LET -IN BRACES: LET IN BRACES SHALL NOT BE USED FOR TEMPORARY BRACING ON ANY
OD
OUTSIDE DIAMETER
CONSTR
CONSTRUCTION
OH
WALL FRAME. STEEL STRAPS WHICH DO NOT REQUIRE THE CUTTING OF STUDS ARE AN
AB
ANCHOR BOLT
K
KIPS
CONTR
ACCEPTABLE ALTERNATIVE.
ADD'L
ADDITIONAL
L
ANGLE
PDF
POWDER DRIVEN FASTENER
ADJ
ADJACENT
LLH
LONG LEG HORIZ.
G.)
SEE NOTE 6-1 D FOR SILL AND ANCHOR BOLT SPECIFICATIONS.
ALT
ALTERNATE
LLV
LONG LEG VERT.
PLWD
PLYWOOD
ARCH
ARCHITECTURAL
LONG
LONGITUDINAL
H.)
WALL FRAMING RECEIVING NAILING AT 3" ON CENTER OR LESS SHALL BE 3X NOMINAL U.N.O.
BLDG
BUILDING
LSL
LONG SLOTTED HOLE
PT
PER PLANS AND DETAILS.
BLKG
BLOCKING
LVL
LAMINATED VENEER LUMBER
EA
EACH
BM
BEAM
MAX
MAXIMUM
6-6 CONNECTIONS:
REINFORCEMENT
BOTT (B)
BOTTOM
MD
MACHINE BOLTS
ELEV
ELEVATION (VIEW) OR ELEVATOR
BTF
BEAT TO FIT
MECH
MECHANICAL
A.)
HOLES FOR THROUGH BOLTS SHALL BE DRILLED 1/16" OVERSIZE.
BTWN
BETWEEN
MFR
MANUFACTURER
ES
EACH SIDE
CB
CARRIAGE BOLTS
MIN
MINIMUM
B.)
ALL BOLTS, NUTS, AND LAG SCREWS SHALL BE PROVIDED WITH FLAT OR MALLEABLE
CCJ
CONTROL JOINT
MISC.
MISCELLANEOUS
EXT
WASHERS WHERE BEARING AGAINST WOOD.
CIP
CAST -IN-PLACE CONCRETE
MTL
METAL
STIFF
STIFFENER
CJ
CONSTRUCTION JOINT
(N)
NEW
C.)
ALL BOLTS AND LAG SCREWS SHALL BE TIGHTENED UPON INSTALLATION AND RE -TIGHTENED
CLR
CLEAR
NS
NEAR SIDE
SS
BEFORE CLOSING IN OR AT COMPLETION OF JOB.
CMU
CONCRETE MASONRY UNITS
NSA
NELSON STUD ANCHOR
FNDN
FOUNDATION
COL
COLUMN
NTS
NOT TO SCALE
D.)
LAG SCREWS SHALL BE SCREWED, NOT DRIVEN, INTO PLACE.
CONC
CONCRETE
OC
ON CENTER
8. ROOF FRAMING
8-1 PREFABRICATED ROOF TRUSSES:
A) PREFABRICATED ROOF TRUSSES: PREFABRICATED ROOF TRUSSES SHALL BE DESIGNED BY THE
TRUSS FABRICATOR PER THE REQUIREMENTS OF THE ARCHITECTURAL AND STRUCTURAL
DRAWINGS AND CBC 2303.4.
B) COMPLETE CALCULATIONS AND SHOP DRAWINGS INCLUDING LAYOUT, SIZE OF MEMBERS, AND
CONNECTION DETAILS, STAMPED AND SIGNED BY AN ENGINEER LICENSED IN THE STATE OF
CALIFORNIA, SHALL BE REVIEWED BY THE ENGINEER OF RECORD PRIOR TO TRUSS FABRICATION.
C) TRUSS DESIGN LOADS:
TOP CHORD LIVE LOAD: 20 PSF REDUCIBLE
TOP CHORD DEAD LOAD: 10 PSF
BOTTOM CHORD DEAD LOAD 10 PSF
TOTAL LOAD 40 PSF
UPLIFT LOAD AS REQUIRED BY THE 2016 CBC
D) TRUSS BRIDGING SHALL BE AS REQUIRED AND SPECIFIED BY THE TRUSS FABRICATOR.
E) TRUSS MANUFACTURER SHALL OBTAIN ALL NECESSARY APPROVALS FROM THE PUBLIC AGENCIES
INVOLVED IN GOVERNING CONSTRUCTION.
F) TRUSSES SHALL BE DESIGNED FOR THE FOLLOWING MAXIMUM DEFLECTIONS UNDER DESIGN
LOADS: LIVE LOAD DEFLECTION = L/360, TOTAL LOAD DEFLECTION = L/240
8-2 CUT AND STACKED ROOF FRAMING:
A.) CUT AND STACKED ROOF SYSTEMS SHALL BE BUILT TO THE CONVENTIONAL FRAMING
REQUIREMENTS OF THE CALIFORNIA BUILDING CODE (CHAPTER 23). PURLINS, BRACES,
INTERMEDIATE SUPPORTS, AND CONNECTIONS SHALL BE PROVIDED BY THE CONTRACTOR THAT
ARE CAPABLE OF TRANSMITTING ALL GRAVITY AND WIND LOADS TO THE FOUNDATION.
THE FOLLOWING ADDITIONAL LIMITATIONS SHALL APPLY:
1. RAFTER MAXIMUM SPANS
A. 2X6 DF -L #2: 9'-0"
B. 2X8 DF -L #2: 12'-0"
C. 2X10 DF -L #2: 16'-6"
2. MINIMUM BRACE SIZE = 2X6
3. MAXIMUM BRACE SPACING = 4'-0" O.C.
4. PURLIN SIZE SHALL MATCH THE SUPPORTED RAFTER SIZE U.N.O.
B.) IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO PROVIDE THE CONVENTIONALLY FRAMED
ROOF SYSTEM WITH TIES AND SUPPORTS BRACING ALL ELEMENTS TO TPE FOUNDATION. THE
ENGINEER HAS MADE A CURSORY REVIEW OF THE FRAMING SIZES AND SUPPORT LOCATIONS,
AND HAS PROVIDED GENERAL CONNECTION DETAILS TO COVER THE MAJORITY OF CONDITIONS,
BUT HAS NOT PROVIDED ENGINEERING DETAIL REQUIREMENTS FOR ALL CONNECTIONS
NECESSARY FOR THE ROOF TO PERFORM IN ACCORDANCE WITH THE LOADING CRITERIA. IF ANY
SPECIFIC ELEMENT OF THE ROOF FRAMING SYSTEM IS NOT SHOWN AND DETAILED CONNECTION
CRITERIA IS REQUIRED, PLEASE CONTACT THE ENGINEER FOR ADDITIONAL INFORMATION.
CONN
CONNECTION
OD
OUTSIDE DIAMETER
CONSTR
CONSTRUCTION
OH
OPPOSITE HAND
CONT
CONTINUOUS
OPNG
OPENING
CONTR
CONTRACTOR
OVS
OVERSIZE ROUND HOLE
CP
COMPLETE PENETRATION
PDF
POWDER DRIVEN FASTENER
CTR
CENTER
PERP
PERPENDICULAR
CTSK
COUNTERSINK
PL
PLATE
DBL
DOUBLE
PLWD
PLYWOOD
DF
DOUGLAS FIR
PLCS
PLACES
DF -L
DOUGLAS FIR- LARCH
PP
PARTIAL PENETRATION
DIA
DIAMETER
PT
PRESSURE TREATED
DJ
DOUBLE JOIST
P/C
PRECAST CONCRETE
EA
EACH
PIT
POST -TENSIONED
EF
EACH FACE
REINF
REINFORCEMENT
EL
ELEVATION (DATUM)
REQ'D
REQUIRED
ELEV
ELEVATION (VIEW) OR ELEVATOR
SC
SLIP CRITICAL
EN
EDGE NAILING
SEOR
STRUCTURAL ENGINEER OF
EQ
EQUAL
RECORD
ES
EACH SIDE
SHTG
SHEATHING
(E)
EXISTING
SIM
SIMILAR
EXP
EXPANSION
SOG
SLAB -ON -GRADE
EXT
EXTERIOR
STD
STANDARD
EW
EACH WAY
STIFF
STIFFENER
FF
FINISH FLOOR
STL
STEEL
FIN
FINISH
SQ
SQUARE
FJ
FLOOR JOIST
SS
STAINLESS STEEL
FLR
FLOOR
SWS
SHEAR WALL SCHEDULE
FNDN
FOUNDATION
SYM
SYMMETRICAL
FOHC
FREE OF HEART CENTER
T&B
TOP & BOTTOM
FOS
FACE OF STUD
TO(P)
TOP OF (PLYWOOD)
FS
FAR SIDE
TOC
TOP -OF -CONCRETE
FTG
FOOTING
TOF
TOP -OF -FOOTING
GA
GAUGE
TOS
TOP -OF -STEEL
GALV
GALVANIZED
TOW
TOP -OF -WALL
GLB
GLUE -LAM BEAM
TN
TOE NAIL
HDG
HOT DIPPED GALVANIZED
TYP
TYPICAL
HDR
HEADER
UNO
UNLESS NOTED OTHERWISE
HGR
HANGER (SIMPSON)
VERT
VERTICAL
HORIZ
HORIZONTAL
WP
WORKPOINT
ID
INSIDE DIAMETER
WWF
WELDED WIRE FABRIC
INT
INTERIOR
W/
WITH
JST
JOIST
W/O
WITHOUT
JT
JOINT
_t
THICKNESS
3" CLR
/ h 1
N
3"
3" C
FTG TYPE PER PI
FORCE WITH #4
i" O.C. E.W.
TYPICAL SPREAD FOOTING SCHEDULE
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ATTACHED STRUCTURAL
CALCULATIONS
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Suite 200
Chico, CA 95926
P. 530.592.4407
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DATE: 01/06/17
SCALE: NTS
DRAWN BY: ACJ
JOB NUMBER: 17-102
[SHEET: SN
FOOTING SCHEDULE
FOOTING TYPE
DIMENSION A
DIMENSION B, U.N.O.
THICKNESS, U.N.O.
F1.5
1'-6"
1'-6"
12"
F2
2'-0"
2'-0"
12"
F2.5
2'-6"
2'-6"
12"
F3
3'-0"
3'-0"
12"
F3.5
3'-6"
3'-6"
12"
F4
4'-0"
4'-0"
12"
_t
THICKNESS
3" CLR
/ h 1
N
3"
3" C
FTG TYPE PER PI
FORCE WITH #4
i" O.C. E.W.
TYPICAL SPREAD FOOTING SCHEDULE
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ATTACHED STRUCTURAL
CALCULATIONS
i
383 Rio Lindo Ave.
Suite 200
Chico, CA 95926
P. 530.592.4407
SummitChico.com
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REVISIONS:
DATE: 01/06/17
SCALE: NTS
DRAWN BY: ACJ
JOB NUMBER: 17-102
[SHEET: SN
FASTENING SCHEDULE (TABLE 2304.9.1)
;ONNECTiON
FASTENING""
LOCATION
1. JOIST TO SILL OR GIRDER
3 - 8d COMMON (2 1/2" X 0.131")
10d
10d
3 - 3" X 0.131" NAILS
TOE NAIL
16d
3 - 3" 14 GA. STAPLES
4X8/4X10/4X12
2. BRIDGING TO JOIST
2 - 8d COMMON (2 1/2" X 0.131")
10d
6X8/6X10/6X12
2 - 3" X 0.131" NAILS
TOE NAIL EACH END
16d
2 - 3" 14 GA. STAPLES
ITS
3. 1" X 6" SUBFLOOR OR LESS TO EACH JOIST
2 - 8d COMMON (2 1/2" X 0.131")
FACE NAIL
4. WADER 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")
BUND AND FACE NAIL
6. SOLE PLATE TO JOIST OR BLOCKING
16d (3 1/2" X 0.135") AT 16" O.C.
3" X 0.131" NAILS AT 8" O.C.
TYPICAL FACE NAIL
3" 14 GA. STAPLES AT 12" O.C.
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"
7. TOP PLATE TO STUD
2 - 16d COMMON (3 1/2" X 0.162")
3 - 3" X 0.131" NAILS
EMD NAIL
3 - 3" 14 GA. STAPLES
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
3 - 3" 14 GA. STAPLES AT 12" O.C.
2 - 16d COMMON (3 1/2" X 0.162")
END NAIL
3 - 3" X 0.131" NAILS
3 - 3" 14 GA. STAPLES
9. DOUBLE STUDS
16d (3 1/2" X 0.135") AT 24" O.C.
3" X 0.131" NAIL AT 8" O.C.
FACE NAIL
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
3" 14 GA. STAPLE AT 12" O.C.
DOUBLE TOP PLATES
8 - 16d COMMON (3 1/2" X 0.162')
LAP SPLICE
12 - 3" X 0.131" NAILS
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
8d (2 1/2" X 0.131') AT 6" O.C.
TOE NAIL
3" X 0.131" NAIL AT 6" O.C.
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
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")
TOE NAIL
5 - 3" X 0.131" NAILS
5 - 3" 14 GA. STAPLES
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,
TABLE 2308.10.4.1
4 - 3" X 0.131" NAILS
FACE NAIL
4 - 3" 14 GA. STAPLES
18. CEILING JOISTS TO PARALLEL RAFTERS
3 - 16d COMMON (3 1/2" X 0.162") MIN,
TABLE 2308.10.4.1
4 - 3` X 0.131" NAILS
FACE NAIL
4 - 3" 14 GA. STAPLES
19. RAFTER TO PLATE
3 - 8d COMMON (2 1/2" X 0.131")
TOE NAIL
5 - 3" X 0.131" NAILS
5 - 3" 14 GA. STAPLES
20. 1" DIAGONAL BRACE TO EACH STUD AND PLATE
2 - 8d COMMON (2 1/2" X 0.131")
2 - 3" X 0.131" NAILS
FACE NAIL
3 - 3" 14 GA. STAPLES
21. 1" X 8" SHEATHING TO EACH BEARING
3 - 8d COMMON (2 1/2" X 0.131")
FACE NAIL
22. WIDER THAN 1" X 8" SHEATHING TO EACH BEARING
3 - 8d COMMON (2 1/2" X 0.131")
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.
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
BOTTOMSTAGGERED ON
3" X 0.131" NAILS AT 24" O.C.
3" 14 GA. STAPLES AT 24" O.C.
OPPOSITE ENDS
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
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")
FACE NAIL
4 - 3" X 0.13'" NAILS
4 - 3" 14 GA. STAPLES
27. JACK RAFTER TO HIP
3 - 10d COMMON (3" X 0.148")
TOE NAIL
4 - 3" X 0.131" NAILS
4 - 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
28. ROOF RAFTEP TO 2X RIDGE BEAM
2 - 16d COMMON (3 1/2" X 0.162")
TOE NAIL
3 - 3" X 0.131" NAILS
3 - 3" 14 GA. STAPLES
2 - 16d COMMON (3 1/2" X 0.162")
FACE NAIL
3-3"X0.131"NAILS
3 - 3" 14 GA. STAPLES
29. JOIST TO BAND JOIST
3 - 16d COMMON (3 1/2" X 0.162")
FACE NAIL
4 - 3" X 0.131" NAILS
4 - 3` 14 GA. STAPLES
30. LEDGER STRIP
3 - 16d COMMON (3 1/2" X 0.162")
FACE NAIL
4-3"X0.131"NAILS
4 - 3" 14 GA. STAPLES
31. WOOD STRUCTURAL PANELS AND PARTICLE BOARD!
1/2" AND LESS 6d'
2 3/8" X 0.113" NAIL"
SUBFLOOR, ROOF AND WALL SHEATHING (TO FRAMING)
19/32' TO 3/4" 8d OR 6d-
2 3/8` X 0.113" NAIL'
`
7/8" TO 1 8d•
SINGLE FLOOR (COMBINATION SU BFLOOR- UNDERLAYM ENT
1 1/8- TO 1 1/4- 10d' OR 8d'
TO FRAMING)
3/4" AND LESS 6d'
7/8" TO 1" 8d•
1 1/8" TO 1 1/4" 10d' 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' 'di
3/8" 6d'
a. Common or box nails are permitted to be used except wners otnerwise staiea.
b. Nails spaced at 6 inches on center at edges, 12 inches at intermediate supports except 6 inches at supports where spans are
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.
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" x 0.148")
e. Deformed shank (6d - 2" x 0.113"; 8d - 2 1/2" x 0.131"; 10d - 3" x 0.148")
f. Corrosion -resistant siding (6d - 1 7/8" x 0.106"; 8J - 2 3/8" x 0.128") or casing (6d - 2" x .099"; 8d - 2 1/2" x 0.113")
nail
g. Fasteners spaced 3 inches on center at exterior ridges and 6 inches on center at intermediate supports, when used as
structural sheathing. Spacing shall be 6 inches on center on the edges and 12 inches on center at intermediate supports for
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
length for 25/32 sheathing.
i. Corrosion -resistant staples with nominal 7/16 inch crown and 1 1/8 inch length for 1/2 inch sheathing 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 Casing (1 1/2" x 0.080") or finish (1 1/2" x 0.072") nails spaced 6 inches on panel edges, 12 Inches at intermediate supports.
k. Panel supports at 24 Inches. Casing or finish nails spaced 6 inches on panel edges, 12 inches at intermediate supports.
1. Fc,r roof sheathing applications, 8d nails (2 1/2" x 0.113") are the minimum required for wood structural panels.
m. Staples shall have a minimum crown width of 7/16 inch.
n. For roof sheathing appllcctions, fasteners spaced 4 inches on center at edges, 8 inches at intermediate supports.
o. Fasteners spaced 4 inches on center at edges, 8 Inches at intermediate supports for subfloor and wall sheathing and 3 inches
on center at edges, U inches at intermediate supports of roof sheathing.
p. Fasteners spaced 4 inches on center at edges, 8 inches at Intermediate supports.
TYPICAL FASTENING SCHEDULE L10
SDI
NO SCALE
1/2" ROOF PLY
(E) RAFTER, TYP
�1 1/4- (N) 2X4 VERT AT 4'-0" J.C.
MIN., TYP
(N) 2X10 BLOCKS
AT 4'-0" O.C.
(N) RAFTER PER PLAN WITH (2) 1/4
DIA. SIMPSON SDS WITH 1 1/2- EMBED
IN (E) RAFTER, TYP. (AT CONT'R
OPT10N IN LIEU OF SCREWS 16d NAILS
AT 12" O.C. STAGGERED TOP AND
BOTTOM MAY BE USED, TYP.)
RAFTER DETAIL
NO SCALE
9
SDI
TYPICAL HANGER SCHEDULE
MEMBER SIZE
SIMPSON HANGER TYPE
FASTENER TYPE
AT SUPPORTING AT SUPPORTED
MEMBER MEMBER
2X4/2X6/2X8/
LUSLUS210/LUS21028/
10d
10d
DBL 2X6/DBL 2X8/
DBL 2X10/DBL 2X12
HUS26-2TF/HUS28-2TF/
HUS210-27/HUS212-2
16d
16d
4X8/4X10/4X12
HU48TF/HU41OTF/HU412TF
16d
10d
6X8/6X10/6X12
HU68TF/HU61OTF/HU612TF
16d
16d
TJI'/BCI
ITS
10d
NOT REQ'D
LVL/PSL
HGLTV
16d
16d
GLU-LAM
HGLTV
16d
16d
NOTES:
1. PROVIDE SKEWED AND SLOPED HANGER WHERE REQUIRED.
2. PROVIDE HANGER WITH ONE OR BOTH FLANGES CONCEALED WHERE REQUIRED.
3. SEE PLANS AND DETAILS FOR HANGER AT SPECIAL CONDITION.
4. PROVIDE APPROPRIATE FASTENER AT ALL FASTENER HOLES U.N.O.
5. FASTENER SIZES: 16d=0.162" DIA. X 3 1/2" LENGTH
10d=0.148" DIA. X 3" LENGTH,
10d X 1 1/2"=0.148" DIA. X 1 1/2" LENGTH
6. PROVIDE HANGERS AND FASTENERS WITH CORROSION PROTECTION
APPROPRIATE FOR CONNECTION APPLICATION AND ENVIRONMENT.
TYPICAL SIMPSON HANGER SCHEDULE 8
NO SCALE SDI
AT HDU2 HOLDOWNS AT (E) FOUNDATIONS
PROVIDE 5/8" DIA. A307 THREADED ROD
IN SIMPSON SET -XP EPDXY WITH 12" EMBED,
IN (E) FOUNDATION. INSTALL PER MFR.
RECOMMENDATIONS. LOCATE AND AVOID
ALL REINFORCING PRIOR TO DRILLING
(E) FLOOR FRAMING
P.T. DF SILL AND
A.B. PER 3/SD1
6" MIN-
-II -
#4 CONT. BAR
TOP AND BOTT.
(E) FNDN
CA
rn
ID
(5) 16d
WALL CONTINUES WHERE
"OCCURS PER PLAN
PARTIAL PLAN AT TOP PLATE CORNER AND TEE
DBL 2X TOP PLATE-M,STI26 STRAP, U.N.O.,
PER DETAIL BELOW -ti' / CENTERED ON DISCONTINUITY
STUD DIRECTLY UNDER SPLICE, TYP. '
TYPICAL TOP PLATE DISCONTINUITY
(5) 16d AT CORNER OR INTERSECTING WALL
16d SINKERS AT 16" O.C. 4'-0" MIN. LAP LENGTH TYP 16d SINKERS AT 16" O.C. _
(12) MIN. BETWEEN SPLICES 16d SINKERS AT 16" O.C. (12) MIN. BETWEEN SPLICES
(12) MIN. BETWEEN SPLICES
STUD DIRECTLY
UNDER SPLICE, TYP.
INTERSECTING WALL OR CORNER WHERE OCCURS --I
TYPICAL TOP PLATE SPLICE
TYPICAL TOP PLATE SPLICE DETAIL
DBL 2X
TOP PLATE
NO SCALE
16" MAX STUD SPACING, U.N.O. TOP PLATE PER 6
6
SDI
D
&B, TYP
OPENING
C OPENING
C. POST PER PLAN
D. (2) A35 AT MULTIPLE KING STUDS
E. BLOCK AT PLYWOOD SPLICE, AND MAX 10' UNBRACED STUD LENGTHS
F. BLOCK SOLID AT MULTIPLE STUDS AND CONTINUE MULTIPLE STUD GROUPS TO
FOUNDATION, UNO.
G.) WALL STUD PER PLAN, DF#2 AT 16" O.C. U.N.O.
`%XLL WAT.T, 0PFNTNG SCHEDULE 8' PLATE 110 MPH EXP C
OPENING SIZE (A) HEADER SIZE TRIMMERS KING STUDS
UP TO 4'-0" SEE PLAN (1) 2X4 (1) 2X4
UP TO 10'-0" SEE PLAN (2) 2X4 (2) 2X4
TYPICAL WALL FRAMING ELEVATION
NO SCALE
TOP PLATE PER 6/SD1
HOLDOWN POST
PER SCHEDULE
PROVIDE
--HOLDOWN PER PLAN PANELS
-SHEAR PER PLAN (EITHER SIDE OF WALL) MFR., 1/8
-SOLE NAILING PER 1 /SDi
BLOCK
�,N. AT AL
' . SLOPE GRADE
8" MIN. AWAY FROM
FOUNDATION
i
12" MIN.
NOTES:
1. FOUNDATION SIZES, REINFORCING SHOWN, AND FRAMING SHOWN SHALL BE FIELD VERIFIED
AND ANY DISCREPANCIES BROUGHT TO THE ATTENTION OF THE ENGINEER PRIOR TO
CONSTRUCTION.
2. COORDINATE UNDERFLOOR CLEARANCE WITH ARCHITECT/DESIGNER.
TYPICAL HOLDOWN AT (E) FNDN DETAIL
NO SCALE S D I
16" MAX
SPACING -
SOLE PLATT
FASTENING
SHEAR WAL
CORNER WHERE OCCURS
(5) 16d NAILS AT
LAPPED CORNERS, TYPE
0
L
----I1---rF--
GAP BETWEEN II lol I.I F.N. PER SHEAR
AS REQ'D. BY I I I WALL SCHED.
" MIN. II II II II
°I I 11 E.N. PER SHEAR
I I I I I
I/VWALL SCHED.
AS REQh'D. I I°I I I 1 11 11
EDGES, TYP. I I I I COMPRESSION
POST AS REQ'D
SHEAR PLY PER HD SCHED.
- PER SHEAR
WALL SCHED.
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SILL PLATE AND A.B. COUPLER NUT
SIZE/SPACING PER SCHED. AS REQUIRED
FOUNDATION PER PLANS MAX
NOTE: STUD SPACING = 16" O.C., U.N.O. CORNER WHERE OCCURS
TYPICAL SHEAR WALL ELEVATION
NO SCALE
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7 -AT EXISTING FOUNDATIONS AND AT MISSED AB PROVIDE 1/2" N+o. 6 88M
DIAMETER TiTEN HD AT REQUIRED SPACING WITH 4" EMBED, 1 3/4"0 18
E�
MINIMUM EDGE DISTANCE, 8" MINIMUM END DISTANCE, AND 8" c' V 1 \*
MINIMUM SPACING. LOCATE AND AVOID ALL REINFORCING PRIOR TO )
DRILLING. INSTALL PER MANUFACTURER'S RECOMMENDATIONS OF CAO
4'-0" MAX AT( 3) STORY AND TALLER 03/ I -1111
12" MAX THESE PLANS HAVE BEEN REVIEWED
5" MJN 6'-0" MAX AT 1 AND 2 STORY PT DF -L FOR COMPLIANCE ONLY WITH THE
(SEE SHEAR WALL SCHED.) SILL ATTACHED STRUCTURAL
CALCULATIONS
7" MINPLATE WASHER " -/ I
U ���� X 3 X .229". TYP
MASA/MASAP ANCHOR OPTION PER NOTE 4
1/2" DIA AB WITH
2" HOOK, TYP FNDN PER PLAN
GENERAL NOTES:
1.) SILL PLATE SHALL BE 2X PT DF -L UNLESS NOTED OTHERWISE IN SHEAR WALL SCHEDULE.
2.) PROVIDE (2) BOLTS MIN PER SILL PLATE.
3.) DIAGONALLY SLOTTED PLATE WASHERS WITH A MAXIMUM SLOT LENGTH OF 1 3/4" MAY BE
USED WHEN A STANDARD CUT WASHER IS ADDED BETWEEN THE PLATE WASHER AND NUT.
4.) CONTACT SUMMIT STRUCTURAL DESIGN FOR MASA/MASAP ANCHOR OPTION IN LIEU OF
ANCHOR BOLTS.
5.) AT SHEAR WALLS, PLATE WASHER MUST BE LOCATED 1/2" OR LESS FROM THE INSIDE
FACE OF SHEATHING.
TYPICAL FNDN ANCHOR BOLT DETAIL 3
NO SCALE S D 1
PERMIT #
DUTTE COUNTY DEVELOPMENT SERVICES
REVIEWED FOR
OOi)r- nnmpl ANCE
DATE;
HOLDOWN SCHEDULE (*SEE ALL NOTES BELOW*)
SIMPSON MINIMUM DISTANCE FROM CONCRETE ANPHOR TYPE HOLDOWN MINIMUM
HOLDOWN HOLDOWN CENTER OF FASTENERS STEM
MODEL POST CONCRETE ANCHOR SINGLE POUR 'TWO POUR AT POST WALL
NUMBER SIZE TO FACE OF POST CONDITION CONDITION WIDTH
HDU2 DBL 2X 1 5/16" 1 SSTB16 SSTB20 6 SCREWS 6"
HDU4 j DBL 2XI 1 5/16" 1 SSTB20 SSTB24 10 SCREWS 6"
GENERAL NOTES:
1.) HOLDOWNS SHALL BE INSTALLED PER MANUFACTURER'S RECOMMENDATIONS.
2.) AT 3X MUDSILL USE SSTBL VERSION OF ANCHOR LISTED ABOVE.
3.) DOUBLE STUDS SHALL BE NAILED TOGL IHER WITH 12d (DIA.=0.135") AT 6" O.C. STAGGERED.
TYPICAL HOLDOWN SCHEDULE 2
NO SCALE SD1
STRUCTURAL SHEAR WALL TYPE "N" FOR A MINIMUM
SHEAR WALL LEGEND N L=X' -Y" LENGTH OF X' -Y" PER SCHEDULE BELOW.
SHEAR WALL SCHEDULE - 3/8" THICK SHEATHING AND 16" O.C. STUD SPACING (*SEE ALL NOTES BELOW*)
SHEAR MUDSILL THICKNESS SOLE PLATE PANEL EDGE PANEL FIELD "SIMPSON* ALLOW.
WALL AND 1/2- DIAMETER NAIL SIZE NAIL SIZE NAIL SIZE A35 AND RBC LOAD
TYPE IANCHOR BOLT SPACING AND SPACING AND SPACING AND SPACING CUP SPACING (PLF)
2X MUDSILL 12d 0 7" Q O.C. 8d O 6" O.C. 8d 0 12" O.C. A35 AT 2'-8" O.C. 260 AB 0 3'-9" O.C. RBC AT 1'-8" O.C.
2X MUDSILLA35 AT 1'-8" O.C.
4* AB 0 2'-9" O.C. 12d O 5" O.C. 8d O 4" O.C. 8d O 12" O.C. RBC AT V-2" O.C. 350
2X MUDSILL 12d 0 5" Q O.C. Dd 0 4" O.C. 8d O 12" O.C. A35 AT 1'-8" O.C. 380 AB 0 V-3" O.C. RBC AT V-0" O.C.
2X MUDSILL 12d O 4" Q O.C. 8d 0 3" O.C. Sd 0 12" O.C. A35 AT 1'-5" O.C. 490 AB 0 1'-0" O.C. RBC AT 10" O.C.
3X MUDSILL 12d O 3" O.C. 8d O 2" O.C. 8d 0 12" O.C. A35 AT V-0" O.C. 640
Q AB 0 1'-9" O.C. I I RBC AT 8" O.C.
i• �
383 Rio Lindo Ave.
Suite 200
Chico, CA 95926
P. 530.592.4407
SummitChico.com
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REVISIONS:
GENERAL NOTES:
1.) WALL FRAMING: USE 2X OR WIDER DF -L STUDS (PER PLAN), SOLE PLATE, TOP PLATES, AND BLOCKING.
USE PT DF -L MUDSILL PER SCHEDULE ABOVE. BLOCK ALL PANEL EDGES.
2.) SHEATHING: USE APA RATED (32/16 SPAN RATING) SHEATHING UNLESS NOTED OTHERWISE. EDGE NAIL
PANELS AT ALL EDGES, TOP PLATES, SOLE PLATE, MUDSILL, POSTS, AND HOLDOWN DATE: 01/06/17
COMPRESSION POSTS/STUDS.
3.) NAIL SIZES: 8d: 2 1/2" X 0.131" DIAMETER COMMON, OR 2 1/2" X 0.113" DIAMETER HDG BOX, SCALE: NTS
12d: 3 1/8" X 0.135" CIAME'ER SINKER, 20d: 4" X 0.192" DIAMETER COMMON.
DO NOT OVERDRIVE NAILS. STAGGER SOLE FASTENING AND PRE -DRILL PILOT HOLES (MAX DRAWN BY: ACJ
75% NAIL DIA) TO AVOID SPUTiiNG WALL ELEMENTS.
4.) AT SHEAR WALL TYPES "4", "3", AND "2" USE 3X NOMINAL FRAMING AT ABUTTING PANEL EDGES AND JOB NUMBER: 17-102
STAGGER NAILING.
5.) ALLOWABLE LOADS MAY BE MULTIPLIED BY 1.4 WHERE WIND LOADS GOVERN.
SHEET:
TYPICAL SHEAR WALL SCHEDULE I
NO SCALE S D 1 SD1
C. POST PER PLAN
D. (2) A35 AT MULTIPLE KING STUDS
E. BLOCK AT PLYWOOD SPLICE, AND MAX 10' UNBRACED STUD LENGTHS
F. BLOCK SOLID AT MULTIPLE STUDS AND CONTINUE MULTIPLE STUD GROUPS TO
FOUNDATION, UNO.
G.) WALL STUD PER PLAN, DF#2 AT 16" O.C. U.N.O.
`%XLL WAT.T, 0PFNTNG SCHEDULE 8' PLATE 110 MPH EXP C
OPENING SIZE (A) HEADER SIZE TRIMMERS KING STUDS
UP TO 4'-0" SEE PLAN (1) 2X4 (1) 2X4
UP TO 10'-0" SEE PLAN (2) 2X4 (2) 2X4
TYPICAL WALL FRAMING ELEVATION
NO SCALE
TOP PLATE PER 6/SD1
HOLDOWN POST
PER SCHEDULE
PROVIDE
--HOLDOWN PER PLAN PANELS
-SHEAR PER PLAN (EITHER SIDE OF WALL) MFR., 1/8
-SOLE NAILING PER 1 /SDi
BLOCK
�,N. AT AL
' . SLOPE GRADE
8" MIN. AWAY FROM
FOUNDATION
i
12" MIN.
NOTES:
1. FOUNDATION SIZES, REINFORCING SHOWN, AND FRAMING SHOWN SHALL BE FIELD VERIFIED
AND ANY DISCREPANCIES BROUGHT TO THE ATTENTION OF THE ENGINEER PRIOR TO
CONSTRUCTION.
2. COORDINATE UNDERFLOOR CLEARANCE WITH ARCHITECT/DESIGNER.
TYPICAL HOLDOWN AT (E) FNDN DETAIL
NO SCALE S D I
16" MAX
SPACING -
SOLE PLATT
FASTENING
SHEAR WAL
CORNER WHERE OCCURS
(5) 16d NAILS AT
LAPPED CORNERS, TYPE
0
L
----I1---rF--
GAP BETWEEN II lol I.I F.N. PER SHEAR
AS REQ'D. BY I I I WALL SCHED.
" MIN. II II II II
°I I 11 E.N. PER SHEAR
I I I I I
I/VWALL SCHED.
AS REQh'D. I I°I I I 1 11 11
EDGES, TYP. I I I I COMPRESSION
POST AS REQ'D
SHEAR PLY PER HD SCHED.
- PER SHEAR
WALL SCHED.
I I I°I I`I ---, I
'TUD
I
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H.D.
PERI 11 ll LI IPER
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SILL PLATE AND A.B. COUPLER NUT
SIZE/SPACING PER SCHED. AS REQUIRED
FOUNDATION PER PLANS MAX
NOTE: STUD SPACING = 16" O.C., U.N.O. CORNER WHERE OCCURS
TYPICAL SHEAR WALL ELEVATION
NO SCALE
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7 -AT EXISTING FOUNDATIONS AND AT MISSED AB PROVIDE 1/2" N+o. 6 88M
DIAMETER TiTEN HD AT REQUIRED SPACING WITH 4" EMBED, 1 3/4"0 18
E�
MINIMUM EDGE DISTANCE, 8" MINIMUM END DISTANCE, AND 8" c' V 1 \*
MINIMUM SPACING. LOCATE AND AVOID ALL REINFORCING PRIOR TO )
DRILLING. INSTALL PER MANUFACTURER'S RECOMMENDATIONS OF CAO
4'-0" MAX AT( 3) STORY AND TALLER 03/ I -1111
12" MAX THESE PLANS HAVE BEEN REVIEWED
5" MJN 6'-0" MAX AT 1 AND 2 STORY PT DF -L FOR COMPLIANCE ONLY WITH THE
(SEE SHEAR WALL SCHED.) SILL ATTACHED STRUCTURAL
CALCULATIONS
7" MINPLATE WASHER " -/ I
U ���� X 3 X .229". TYP
MASA/MASAP ANCHOR OPTION PER NOTE 4
1/2" DIA AB WITH
2" HOOK, TYP FNDN PER PLAN
GENERAL NOTES:
1.) SILL PLATE SHALL BE 2X PT DF -L UNLESS NOTED OTHERWISE IN SHEAR WALL SCHEDULE.
2.) PROVIDE (2) BOLTS MIN PER SILL PLATE.
3.) DIAGONALLY SLOTTED PLATE WASHERS WITH A MAXIMUM SLOT LENGTH OF 1 3/4" MAY BE
USED WHEN A STANDARD CUT WASHER IS ADDED BETWEEN THE PLATE WASHER AND NUT.
4.) CONTACT SUMMIT STRUCTURAL DESIGN FOR MASA/MASAP ANCHOR OPTION IN LIEU OF
ANCHOR BOLTS.
5.) AT SHEAR WALLS, PLATE WASHER MUST BE LOCATED 1/2" OR LESS FROM THE INSIDE
FACE OF SHEATHING.
TYPICAL FNDN ANCHOR BOLT DETAIL 3
NO SCALE S D 1
PERMIT #
DUTTE COUNTY DEVELOPMENT SERVICES
REVIEWED FOR
OOi)r- nnmpl ANCE
DATE;
HOLDOWN SCHEDULE (*SEE ALL NOTES BELOW*)
SIMPSON MINIMUM DISTANCE FROM CONCRETE ANPHOR TYPE HOLDOWN MINIMUM
HOLDOWN HOLDOWN CENTER OF FASTENERS STEM
MODEL POST CONCRETE ANCHOR SINGLE POUR 'TWO POUR AT POST WALL
NUMBER SIZE TO FACE OF POST CONDITION CONDITION WIDTH
HDU2 DBL 2X 1 5/16" 1 SSTB16 SSTB20 6 SCREWS 6"
HDU4 j DBL 2XI 1 5/16" 1 SSTB20 SSTB24 10 SCREWS 6"
GENERAL NOTES:
1.) HOLDOWNS SHALL BE INSTALLED PER MANUFACTURER'S RECOMMENDATIONS.
2.) AT 3X MUDSILL USE SSTBL VERSION OF ANCHOR LISTED ABOVE.
3.) DOUBLE STUDS SHALL BE NAILED TOGL IHER WITH 12d (DIA.=0.135") AT 6" O.C. STAGGERED.
TYPICAL HOLDOWN SCHEDULE 2
NO SCALE SD1
STRUCTURAL SHEAR WALL TYPE "N" FOR A MINIMUM
SHEAR WALL LEGEND N L=X' -Y" LENGTH OF X' -Y" PER SCHEDULE BELOW.
SHEAR WALL SCHEDULE - 3/8" THICK SHEATHING AND 16" O.C. STUD SPACING (*SEE ALL NOTES BELOW*)
SHEAR MUDSILL THICKNESS SOLE PLATE PANEL EDGE PANEL FIELD "SIMPSON* ALLOW.
WALL AND 1/2- DIAMETER NAIL SIZE NAIL SIZE NAIL SIZE A35 AND RBC LOAD
TYPE IANCHOR BOLT SPACING AND SPACING AND SPACING AND SPACING CUP SPACING (PLF)
2X MUDSILL 12d 0 7" Q O.C. 8d O 6" O.C. 8d 0 12" O.C. A35 AT 2'-8" O.C. 260 AB 0 3'-9" O.C. RBC AT 1'-8" O.C.
2X MUDSILLA35 AT 1'-8" O.C.
4* AB 0 2'-9" O.C. 12d O 5" O.C. 8d O 4" O.C. 8d O 12" O.C. RBC AT V-2" O.C. 350
2X MUDSILL 12d 0 5" Q O.C. Dd 0 4" O.C. 8d O 12" O.C. A35 AT 1'-8" O.C. 380 AB 0 V-3" O.C. RBC AT V-0" O.C.
2X MUDSILL 12d O 4" Q O.C. 8d 0 3" O.C. Sd 0 12" O.C. A35 AT 1'-5" O.C. 490 AB 0 1'-0" O.C. RBC AT 10" O.C.
3X MUDSILL 12d O 3" O.C. 8d O 2" O.C. 8d 0 12" O.C. A35 AT V-0" O.C. 640
Q AB 0 1'-9" O.C. I I RBC AT 8" O.C.
i• �
383 Rio Lindo Ave.
Suite 200
Chico, CA 95926
P. 530.592.4407
SummitChico.com
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REVISIONS:
GENERAL NOTES:
1.) WALL FRAMING: USE 2X OR WIDER DF -L STUDS (PER PLAN), SOLE PLATE, TOP PLATES, AND BLOCKING.
USE PT DF -L MUDSILL PER SCHEDULE ABOVE. BLOCK ALL PANEL EDGES.
2.) SHEATHING: USE APA RATED (32/16 SPAN RATING) SHEATHING UNLESS NOTED OTHERWISE. EDGE NAIL
PANELS AT ALL EDGES, TOP PLATES, SOLE PLATE, MUDSILL, POSTS, AND HOLDOWN DATE: 01/06/17
COMPRESSION POSTS/STUDS.
3.) NAIL SIZES: 8d: 2 1/2" X 0.131" DIAMETER COMMON, OR 2 1/2" X 0.113" DIAMETER HDG BOX, SCALE: NTS
12d: 3 1/8" X 0.135" CIAME'ER SINKER, 20d: 4" X 0.192" DIAMETER COMMON.
DO NOT OVERDRIVE NAILS. STAGGER SOLE FASTENING AND PRE -DRILL PILOT HOLES (MAX DRAWN BY: ACJ
75% NAIL DIA) TO AVOID SPUTiiNG WALL ELEMENTS.
4.) AT SHEAR WALL TYPES "4", "3", AND "2" USE 3X NOMINAL FRAMING AT ABUTTING PANEL EDGES AND JOB NUMBER: 17-102
STAGGER NAILING.
5.) ALLOWABLE LOADS MAY BE MULTIPLIED BY 1.4 WHERE WIND LOADS GOVERN.
SHEET:
TYPICAL SHEAR WALL SCHEDULE I
NO SCALE S D 1 SD1
TYPICAL WALL FRAMING ELEVATION
NO SCALE
TOP PLATE PER 6/SD1
HOLDOWN POST
PER SCHEDULE
PROVIDE
--HOLDOWN PER PLAN PANELS
-SHEAR PER PLAN (EITHER SIDE OF WALL) MFR., 1/8
-SOLE NAILING PER 1 /SDi
BLOCK
�,N. AT AL
' . SLOPE GRADE
8" MIN. AWAY FROM
FOUNDATION
i
12" MIN.
NOTES:
1. FOUNDATION SIZES, REINFORCING SHOWN, AND FRAMING SHOWN SHALL BE FIELD VERIFIED
AND ANY DISCREPANCIES BROUGHT TO THE ATTENTION OF THE ENGINEER PRIOR TO
CONSTRUCTION.
2. COORDINATE UNDERFLOOR CLEARANCE WITH ARCHITECT/DESIGNER.
TYPICAL HOLDOWN AT (E) FNDN DETAIL
NO SCALE S D I
16" MAX
SPACING -
SOLE PLATT
FASTENING
SHEAR WAL
CORNER WHERE OCCURS
(5) 16d NAILS AT
LAPPED CORNERS, TYPE
0
L
----I1---rF--
GAP BETWEEN II lol I.I F.N. PER SHEAR
AS REQ'D. BY I I I WALL SCHED.
" MIN. II II II II
°I I 11 E.N. PER SHEAR
I I I I I
I/VWALL SCHED.
AS REQh'D. I I°I I I 1 11 11
EDGES, TYP. I I I I COMPRESSION
POST AS REQ'D
SHEAR PLY PER HD SCHED.
- PER SHEAR
WALL SCHED.
I I I°I I`I ---, I
'TUD
I
j
H.D.
PERI 11 ll LI IPER
L SCHSCHEDI-I� e � I rl �j TT
ii II IIII II II ii i ii
-ij - - .1-1-
SILL PLATE AND A.B. COUPLER NUT
SIZE/SPACING PER SCHED. AS REQUIRED
FOUNDATION PER PLANS MAX
NOTE: STUD SPACING = 16" O.C., U.N.O. CORNER WHERE OCCURS
TYPICAL SHEAR WALL ELEVATION
NO SCALE
o, SWISS/0/19
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co �U0
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7 -AT EXISTING FOUNDATIONS AND AT MISSED AB PROVIDE 1/2" N+o. 6 88M
DIAMETER TiTEN HD AT REQUIRED SPACING WITH 4" EMBED, 1 3/4"0 18
E�
MINIMUM EDGE DISTANCE, 8" MINIMUM END DISTANCE, AND 8" c' V 1 \*
MINIMUM SPACING. LOCATE AND AVOID ALL REINFORCING PRIOR TO )
DRILLING. INSTALL PER MANUFACTURER'S RECOMMENDATIONS OF CAO
4'-0" MAX AT( 3) STORY AND TALLER 03/ I -1111
12" MAX THESE PLANS HAVE BEEN REVIEWED
5" MJN 6'-0" MAX AT 1 AND 2 STORY PT DF -L FOR COMPLIANCE ONLY WITH THE
(SEE SHEAR WALL SCHED.) SILL ATTACHED STRUCTURAL
CALCULATIONS
7" MINPLATE WASHER " -/ I
U ���� X 3 X .229". TYP
MASA/MASAP ANCHOR OPTION PER NOTE 4
1/2" DIA AB WITH
2" HOOK, TYP FNDN PER PLAN
GENERAL NOTES:
1.) SILL PLATE SHALL BE 2X PT DF -L UNLESS NOTED OTHERWISE IN SHEAR WALL SCHEDULE.
2.) PROVIDE (2) BOLTS MIN PER SILL PLATE.
3.) DIAGONALLY SLOTTED PLATE WASHERS WITH A MAXIMUM SLOT LENGTH OF 1 3/4" MAY BE
USED WHEN A STANDARD CUT WASHER IS ADDED BETWEEN THE PLATE WASHER AND NUT.
4.) CONTACT SUMMIT STRUCTURAL DESIGN FOR MASA/MASAP ANCHOR OPTION IN LIEU OF
ANCHOR BOLTS.
5.) AT SHEAR WALLS, PLATE WASHER MUST BE LOCATED 1/2" OR LESS FROM THE INSIDE
FACE OF SHEATHING.
TYPICAL FNDN ANCHOR BOLT DETAIL 3
NO SCALE S D 1
PERMIT #
DUTTE COUNTY DEVELOPMENT SERVICES
REVIEWED FOR
OOi)r- nnmpl ANCE
DATE;
HOLDOWN SCHEDULE (*SEE ALL NOTES BELOW*)
SIMPSON MINIMUM DISTANCE FROM CONCRETE ANPHOR TYPE HOLDOWN MINIMUM
HOLDOWN HOLDOWN CENTER OF FASTENERS STEM
MODEL POST CONCRETE ANCHOR SINGLE POUR 'TWO POUR AT POST WALL
NUMBER SIZE TO FACE OF POST CONDITION CONDITION WIDTH
HDU2 DBL 2X 1 5/16" 1 SSTB16 SSTB20 6 SCREWS 6"
HDU4 j DBL 2XI 1 5/16" 1 SSTB20 SSTB24 10 SCREWS 6"
GENERAL NOTES:
1.) HOLDOWNS SHALL BE INSTALLED PER MANUFACTURER'S RECOMMENDATIONS.
2.) AT 3X MUDSILL USE SSTBL VERSION OF ANCHOR LISTED ABOVE.
3.) DOUBLE STUDS SHALL BE NAILED TOGL IHER WITH 12d (DIA.=0.135") AT 6" O.C. STAGGERED.
TYPICAL HOLDOWN SCHEDULE 2
NO SCALE SD1
STRUCTURAL SHEAR WALL TYPE "N" FOR A MINIMUM
SHEAR WALL LEGEND N L=X' -Y" LENGTH OF X' -Y" PER SCHEDULE BELOW.
SHEAR WALL SCHEDULE - 3/8" THICK SHEATHING AND 16" O.C. STUD SPACING (*SEE ALL NOTES BELOW*)
SHEAR MUDSILL THICKNESS SOLE PLATE PANEL EDGE PANEL FIELD "SIMPSON* ALLOW.
WALL AND 1/2- DIAMETER NAIL SIZE NAIL SIZE NAIL SIZE A35 AND RBC LOAD
TYPE IANCHOR BOLT SPACING AND SPACING AND SPACING AND SPACING CUP SPACING (PLF)
2X MUDSILL 12d 0 7" Q O.C. 8d O 6" O.C. 8d 0 12" O.C. A35 AT 2'-8" O.C. 260 AB 0 3'-9" O.C. RBC AT 1'-8" O.C.
2X MUDSILLA35 AT 1'-8" O.C.
4* AB 0 2'-9" O.C. 12d O 5" O.C. 8d O 4" O.C. 8d O 12" O.C. RBC AT V-2" O.C. 350
2X MUDSILL 12d 0 5" Q O.C. Dd 0 4" O.C. 8d O 12" O.C. A35 AT 1'-8" O.C. 380 AB 0 V-3" O.C. RBC AT V-0" O.C.
2X MUDSILL 12d O 4" Q O.C. 8d 0 3" O.C. Sd 0 12" O.C. A35 AT 1'-5" O.C. 490 AB 0 1'-0" O.C. RBC AT 10" O.C.
3X MUDSILL 12d O 3" O.C. 8d O 2" O.C. 8d 0 12" O.C. A35 AT V-0" O.C. 640
Q AB 0 1'-9" O.C. I I RBC AT 8" O.C.
i• �
383 Rio Lindo Ave.
Suite 200
Chico, CA 95926
P. 530.592.4407
SummitChico.com
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REVISIONS:
GENERAL NOTES:
1.) WALL FRAMING: USE 2X OR WIDER DF -L STUDS (PER PLAN), SOLE PLATE, TOP PLATES, AND BLOCKING.
USE PT DF -L MUDSILL PER SCHEDULE ABOVE. BLOCK ALL PANEL EDGES.
2.) SHEATHING: USE APA RATED (32/16 SPAN RATING) SHEATHING UNLESS NOTED OTHERWISE. EDGE NAIL
PANELS AT ALL EDGES, TOP PLATES, SOLE PLATE, MUDSILL, POSTS, AND HOLDOWN DATE: 01/06/17
COMPRESSION POSTS/STUDS.
3.) NAIL SIZES: 8d: 2 1/2" X 0.131" DIAMETER COMMON, OR 2 1/2" X 0.113" DIAMETER HDG BOX, SCALE: NTS
12d: 3 1/8" X 0.135" CIAME'ER SINKER, 20d: 4" X 0.192" DIAMETER COMMON.
DO NOT OVERDRIVE NAILS. STAGGER SOLE FASTENING AND PRE -DRILL PILOT HOLES (MAX DRAWN BY: ACJ
75% NAIL DIA) TO AVOID SPUTiiNG WALL ELEMENTS.
4.) AT SHEAR WALL TYPES "4", "3", AND "2" USE 3X NOMINAL FRAMING AT ABUTTING PANEL EDGES AND JOB NUMBER: 17-102
STAGGER NAILING.
5.) ALLOWABLE LOADS MAY BE MULTIPLIED BY 1.4 WHERE WIND LOADS GOVERN.
SHEET:
TYPICAL SHEAR WALL SCHEDULE I
NO SCALE S D 1 SD1
FOUNDATION PER PLANS MAX
NOTE: STUD SPACING = 16" O.C., U.N.O. CORNER WHERE OCCURS
TYPICAL SHEAR WALL ELEVATION
NO SCALE
o, SWISS/0/19
��1 C. el
co �U0
� �
7 -AT EXISTING FOUNDATIONS AND AT MISSED AB PROVIDE 1/2" N+o. 6 88M
DIAMETER TiTEN HD AT REQUIRED SPACING WITH 4" EMBED, 1 3/4"0 18
E�
MINIMUM EDGE DISTANCE, 8" MINIMUM END DISTANCE, AND 8" c' V 1 \*
MINIMUM SPACING. LOCATE AND AVOID ALL REINFORCING PRIOR TO )
DRILLING. INSTALL PER MANUFACTURER'S RECOMMENDATIONS OF CAO
4'-0" MAX AT( 3) STORY AND TALLER 03/ I -1111
12" MAX THESE PLANS HAVE BEEN REVIEWED
5" MJN 6'-0" MAX AT 1 AND 2 STORY PT DF -L FOR COMPLIANCE ONLY WITH THE
(SEE SHEAR WALL SCHED.) SILL ATTACHED STRUCTURAL
CALCULATIONS
7" MINPLATE WASHER " -/ I
U ���� X 3 X .229". TYP
MASA/MASAP ANCHOR OPTION PER NOTE 4
1/2" DIA AB WITH
2" HOOK, TYP FNDN PER PLAN
GENERAL NOTES:
1.) SILL PLATE SHALL BE 2X PT DF -L UNLESS NOTED OTHERWISE IN SHEAR WALL SCHEDULE.
2.) PROVIDE (2) BOLTS MIN PER SILL PLATE.
3.) DIAGONALLY SLOTTED PLATE WASHERS WITH A MAXIMUM SLOT LENGTH OF 1 3/4" MAY BE
USED WHEN A STANDARD CUT WASHER IS ADDED BETWEEN THE PLATE WASHER AND NUT.
4.) CONTACT SUMMIT STRUCTURAL DESIGN FOR MASA/MASAP ANCHOR OPTION IN LIEU OF
ANCHOR BOLTS.
5.) AT SHEAR WALLS, PLATE WASHER MUST BE LOCATED 1/2" OR LESS FROM THE INSIDE
FACE OF SHEATHING.
TYPICAL FNDN ANCHOR BOLT DETAIL 3
NO SCALE S D 1
PERMIT #
DUTTE COUNTY DEVELOPMENT SERVICES
REVIEWED FOR
OOi)r- nnmpl ANCE
DATE;
HOLDOWN SCHEDULE (*SEE ALL NOTES BELOW*)
SIMPSON MINIMUM DISTANCE FROM CONCRETE ANPHOR TYPE HOLDOWN MINIMUM
HOLDOWN HOLDOWN CENTER OF FASTENERS STEM
MODEL POST CONCRETE ANCHOR SINGLE POUR 'TWO POUR AT POST WALL
NUMBER SIZE TO FACE OF POST CONDITION CONDITION WIDTH
HDU2 DBL 2X 1 5/16" 1 SSTB16 SSTB20 6 SCREWS 6"
HDU4 j DBL 2XI 1 5/16" 1 SSTB20 SSTB24 10 SCREWS 6"
GENERAL NOTES:
1.) HOLDOWNS SHALL BE INSTALLED PER MANUFACTURER'S RECOMMENDATIONS.
2.) AT 3X MUDSILL USE SSTBL VERSION OF ANCHOR LISTED ABOVE.
3.) DOUBLE STUDS SHALL BE NAILED TOGL IHER WITH 12d (DIA.=0.135") AT 6" O.C. STAGGERED.
TYPICAL HOLDOWN SCHEDULE 2
NO SCALE SD1
STRUCTURAL SHEAR WALL TYPE "N" FOR A MINIMUM
SHEAR WALL LEGEND N L=X' -Y" LENGTH OF X' -Y" PER SCHEDULE BELOW.
SHEAR WALL SCHEDULE - 3/8" THICK SHEATHING AND 16" O.C. STUD SPACING (*SEE ALL NOTES BELOW*)
SHEAR MUDSILL THICKNESS SOLE PLATE PANEL EDGE PANEL FIELD "SIMPSON* ALLOW.
WALL AND 1/2- DIAMETER NAIL SIZE NAIL SIZE NAIL SIZE A35 AND RBC LOAD
TYPE IANCHOR BOLT SPACING AND SPACING AND SPACING AND SPACING CUP SPACING (PLF)
2X MUDSILL 12d 0 7" Q O.C. 8d O 6" O.C. 8d 0 12" O.C. A35 AT 2'-8" O.C. 260 AB 0 3'-9" O.C. RBC AT 1'-8" O.C.
2X MUDSILLA35 AT 1'-8" O.C.
4* AB 0 2'-9" O.C. 12d O 5" O.C. 8d O 4" O.C. 8d O 12" O.C. RBC AT V-2" O.C. 350
2X MUDSILL 12d 0 5" Q O.C. Dd 0 4" O.C. 8d O 12" O.C. A35 AT 1'-8" O.C. 380 AB 0 V-3" O.C. RBC AT V-0" O.C.
2X MUDSILL 12d O 4" Q O.C. 8d 0 3" O.C. Sd 0 12" O.C. A35 AT 1'-5" O.C. 490 AB 0 1'-0" O.C. RBC AT 10" O.C.
3X MUDSILL 12d O 3" O.C. 8d O 2" O.C. 8d 0 12" O.C. A35 AT V-0" O.C. 640
Q AB 0 1'-9" O.C. I I RBC AT 8" O.C.
i• �
383 Rio Lindo Ave.
Suite 200
Chico, CA 95926
P. 530.592.4407
SummitChico.com
J
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REVISIONS:
GENERAL NOTES:
1.) WALL FRAMING: USE 2X OR WIDER DF -L STUDS (PER PLAN), SOLE PLATE, TOP PLATES, AND BLOCKING.
USE PT DF -L MUDSILL PER SCHEDULE ABOVE. BLOCK ALL PANEL EDGES.
2.) SHEATHING: USE APA RATED (32/16 SPAN RATING) SHEATHING UNLESS NOTED OTHERWISE. EDGE NAIL
PANELS AT ALL EDGES, TOP PLATES, SOLE PLATE, MUDSILL, POSTS, AND HOLDOWN DATE: 01/06/17
COMPRESSION POSTS/STUDS.
3.) NAIL SIZES: 8d: 2 1/2" X 0.131" DIAMETER COMMON, OR 2 1/2" X 0.113" DIAMETER HDG BOX, SCALE: NTS
12d: 3 1/8" X 0.135" CIAME'ER SINKER, 20d: 4" X 0.192" DIAMETER COMMON.
DO NOT OVERDRIVE NAILS. STAGGER SOLE FASTENING AND PRE -DRILL PILOT HOLES (MAX DRAWN BY: ACJ
75% NAIL DIA) TO AVOID SPUTiiNG WALL ELEMENTS.
4.) AT SHEAR WALL TYPES "4", "3", AND "2" USE 3X NOMINAL FRAMING AT ABUTTING PANEL EDGES AND JOB NUMBER: 17-102
STAGGER NAILING.
5.) ALLOWABLE LOADS MAY BE MULTIPLIED BY 1.4 WHERE WIND LOADS GOVERN.
SHEET:
TYPICAL SHEAR WALL SCHEDULE I
NO SCALE S D 1 SD1
7" MINPLATE WASHER " -/ I
U ���� X 3 X .229". TYP
MASA/MASAP ANCHOR OPTION PER NOTE 4
1/2" DIA AB WITH
2" HOOK, TYP FNDN PER PLAN
GENERAL NOTES:
1.) SILL PLATE SHALL BE 2X PT DF -L UNLESS NOTED OTHERWISE IN SHEAR WALL SCHEDULE.
2.) PROVIDE (2) BOLTS MIN PER SILL PLATE.
3.) DIAGONALLY SLOTTED PLATE WASHERS WITH A MAXIMUM SLOT LENGTH OF 1 3/4" MAY BE
USED WHEN A STANDARD CUT WASHER IS ADDED BETWEEN THE PLATE WASHER AND NUT.
4.) CONTACT SUMMIT STRUCTURAL DESIGN FOR MASA/MASAP ANCHOR OPTION IN LIEU OF
ANCHOR BOLTS.
5.) AT SHEAR WALLS, PLATE WASHER MUST BE LOCATED 1/2" OR LESS FROM THE INSIDE
FACE OF SHEATHING.
TYPICAL FNDN ANCHOR BOLT DETAIL 3
NO SCALE S D 1
PERMIT #
DUTTE COUNTY DEVELOPMENT SERVICES
REVIEWED FOR
OOi)r- nnmpl ANCE
DATE;
HOLDOWN SCHEDULE (*SEE ALL NOTES BELOW*)
SIMPSON MINIMUM DISTANCE FROM CONCRETE ANPHOR TYPE HOLDOWN MINIMUM
HOLDOWN HOLDOWN CENTER OF FASTENERS STEM
MODEL POST CONCRETE ANCHOR SINGLE POUR 'TWO POUR AT POST WALL
NUMBER SIZE TO FACE OF POST CONDITION CONDITION WIDTH
HDU2 DBL 2X 1 5/16" 1 SSTB16 SSTB20 6 SCREWS 6"
HDU4 j DBL 2XI 1 5/16" 1 SSTB20 SSTB24 10 SCREWS 6"
GENERAL NOTES:
1.) HOLDOWNS SHALL BE INSTALLED PER MANUFACTURER'S RECOMMENDATIONS.
2.) AT 3X MUDSILL USE SSTBL VERSION OF ANCHOR LISTED ABOVE.
3.) DOUBLE STUDS SHALL BE NAILED TOGL IHER WITH 12d (DIA.=0.135") AT 6" O.C. STAGGERED.
TYPICAL HOLDOWN SCHEDULE 2
NO SCALE SD1
STRUCTURAL SHEAR WALL TYPE "N" FOR A MINIMUM
SHEAR WALL LEGEND N L=X' -Y" LENGTH OF X' -Y" PER SCHEDULE BELOW.
SHEAR WALL SCHEDULE - 3/8" THICK SHEATHING AND 16" O.C. STUD SPACING (*SEE ALL NOTES BELOW*)
SHEAR MUDSILL THICKNESS SOLE PLATE PANEL EDGE PANEL FIELD "SIMPSON* ALLOW.
WALL AND 1/2- DIAMETER NAIL SIZE NAIL SIZE NAIL SIZE A35 AND RBC LOAD
TYPE IANCHOR BOLT SPACING AND SPACING AND SPACING AND SPACING CUP SPACING (PLF)
2X MUDSILL 12d 0 7" Q O.C. 8d O 6" O.C. 8d 0 12" O.C. A35 AT 2'-8" O.C. 260 AB 0 3'-9" O.C. RBC AT 1'-8" O.C.
2X MUDSILLA35 AT 1'-8" O.C.
4* AB 0 2'-9" O.C. 12d O 5" O.C. 8d O 4" O.C. 8d O 12" O.C. RBC AT V-2" O.C. 350
2X MUDSILL 12d 0 5" Q O.C. Dd 0 4" O.C. 8d O 12" O.C. A35 AT 1'-8" O.C. 380 AB 0 V-3" O.C. RBC AT V-0" O.C.
2X MUDSILL 12d O 4" Q O.C. 8d 0 3" O.C. Sd 0 12" O.C. A35 AT 1'-5" O.C. 490 AB 0 1'-0" O.C. RBC AT 10" O.C.
3X MUDSILL 12d O 3" O.C. 8d O 2" O.C. 8d 0 12" O.C. A35 AT V-0" O.C. 640
Q AB 0 1'-9" O.C. I I RBC AT 8" O.C.
i• �
383 Rio Lindo Ave.
Suite 200
Chico, CA 95926
P. 530.592.4407
SummitChico.com
J
Q
W
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J U
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DC o =
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U J�
J Q
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REVISIONS:
GENERAL NOTES:
1.) WALL FRAMING: USE 2X OR WIDER DF -L STUDS (PER PLAN), SOLE PLATE, TOP PLATES, AND BLOCKING.
USE PT DF -L MUDSILL PER SCHEDULE ABOVE. BLOCK ALL PANEL EDGES.
2.) SHEATHING: USE APA RATED (32/16 SPAN RATING) SHEATHING UNLESS NOTED OTHERWISE. EDGE NAIL
PANELS AT ALL EDGES, TOP PLATES, SOLE PLATE, MUDSILL, POSTS, AND HOLDOWN DATE: 01/06/17
COMPRESSION POSTS/STUDS.
3.) NAIL SIZES: 8d: 2 1/2" X 0.131" DIAMETER COMMON, OR 2 1/2" X 0.113" DIAMETER HDG BOX, SCALE: NTS
12d: 3 1/8" X 0.135" CIAME'ER SINKER, 20d: 4" X 0.192" DIAMETER COMMON.
DO NOT OVERDRIVE NAILS. STAGGER SOLE FASTENING AND PRE -DRILL PILOT HOLES (MAX DRAWN BY: ACJ
75% NAIL DIA) TO AVOID SPUTiiNG WALL ELEMENTS.
4.) AT SHEAR WALL TYPES "4", "3", AND "2" USE 3X NOMINAL FRAMING AT ABUTTING PANEL EDGES AND JOB NUMBER: 17-102
STAGGER NAILING.
5.) ALLOWABLE LOADS MAY BE MULTIPLIED BY 1.4 WHERE WIND LOADS GOVERN.
SHEET:
TYPICAL SHEAR WALL SCHEDULE I
NO SCALE S D 1 SD1
GENERAL NOTES:
1.) HOLDOWNS SHALL BE INSTALLED PER MANUFACTURER'S RECOMMENDATIONS.
2.) AT 3X MUDSILL USE SSTBL VERSION OF ANCHOR LISTED ABOVE.
3.) DOUBLE STUDS SHALL BE NAILED TOGL IHER WITH 12d (DIA.=0.135") AT 6" O.C. STAGGERED.
TYPICAL HOLDOWN SCHEDULE 2
NO SCALE SD1
STRUCTURAL SHEAR WALL TYPE "N" FOR A MINIMUM
SHEAR WALL LEGEND N L=X' -Y" LENGTH OF X' -Y" PER SCHEDULE BELOW.
SHEAR WALL SCHEDULE - 3/8" THICK SHEATHING AND 16" O.C. STUD SPACING (*SEE ALL NOTES BELOW*)
SHEAR MUDSILL THICKNESS SOLE PLATE PANEL EDGE PANEL FIELD "SIMPSON* ALLOW.
WALL AND 1/2- DIAMETER NAIL SIZE NAIL SIZE NAIL SIZE A35 AND RBC LOAD
TYPE IANCHOR BOLT SPACING AND SPACING AND SPACING AND SPACING CUP SPACING (PLF)
2X MUDSILL 12d 0 7" Q O.C. 8d O 6" O.C. 8d 0 12" O.C. A35 AT 2'-8" O.C. 260 AB 0 3'-9" O.C. RBC AT 1'-8" O.C.
2X MUDSILLA35 AT 1'-8" O.C.
4* AB 0 2'-9" O.C. 12d O 5" O.C. 8d O 4" O.C. 8d O 12" O.C. RBC AT V-2" O.C. 350
2X MUDSILL 12d 0 5" Q O.C. Dd 0 4" O.C. 8d O 12" O.C. A35 AT 1'-8" O.C. 380 AB 0 V-3" O.C. RBC AT V-0" O.C.
2X MUDSILL 12d O 4" Q O.C. 8d 0 3" O.C. Sd 0 12" O.C. A35 AT 1'-5" O.C. 490 AB 0 1'-0" O.C. RBC AT 10" O.C.
3X MUDSILL 12d O 3" O.C. 8d O 2" O.C. 8d 0 12" O.C. A35 AT V-0" O.C. 640
Q AB 0 1'-9" O.C. I I RBC AT 8" O.C.
i• �
383 Rio Lindo Ave.
Suite 200
Chico, CA 95926
P. 530.592.4407
SummitChico.com
J
Q
W
� Q
J U
Q wo
DC o =
�U
w w
U J�
J Q
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� za
0 3:
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�oLL
a
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REVISIONS:
GENERAL NOTES:
1.) WALL FRAMING: USE 2X OR WIDER DF -L STUDS (PER PLAN), SOLE PLATE, TOP PLATES, AND BLOCKING.
USE PT DF -L MUDSILL PER SCHEDULE ABOVE. BLOCK ALL PANEL EDGES.
2.) SHEATHING: USE APA RATED (32/16 SPAN RATING) SHEATHING UNLESS NOTED OTHERWISE. EDGE NAIL
PANELS AT ALL EDGES, TOP PLATES, SOLE PLATE, MUDSILL, POSTS, AND HOLDOWN DATE: 01/06/17
COMPRESSION POSTS/STUDS.
3.) NAIL SIZES: 8d: 2 1/2" X 0.131" DIAMETER COMMON, OR 2 1/2" X 0.113" DIAMETER HDG BOX, SCALE: NTS
12d: 3 1/8" X 0.135" CIAME'ER SINKER, 20d: 4" X 0.192" DIAMETER COMMON.
DO NOT OVERDRIVE NAILS. STAGGER SOLE FASTENING AND PRE -DRILL PILOT HOLES (MAX DRAWN BY: ACJ
75% NAIL DIA) TO AVOID SPUTiiNG WALL ELEMENTS.
4.) AT SHEAR WALL TYPES "4", "3", AND "2" USE 3X NOMINAL FRAMING AT ABUTTING PANEL EDGES AND JOB NUMBER: 17-102
STAGGER NAILING.
5.) ALLOWABLE LOADS MAY BE MULTIPLIED BY 1.4 WHERE WIND LOADS GOVERN.
SHEET:
TYPICAL SHEAR WALL SCHEDULE I
NO SCALE S D 1 SD1
i• �
383 Rio Lindo Ave.
Suite 200
Chico, CA 95926
P. 530.592.4407
SummitChico.com
J
Q
W
� Q
J U
Q wo
DC o =
�U
w w
U J�
J Q
W
� za
0 3:
ocr_
�oLL
a
N
J 1D
Q
V
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REVISIONS:
GENERAL NOTES:
1.) WALL FRAMING: USE 2X OR WIDER DF -L STUDS (PER PLAN), SOLE PLATE, TOP PLATES, AND BLOCKING.
USE PT DF -L MUDSILL PER SCHEDULE ABOVE. BLOCK ALL PANEL EDGES.
2.) SHEATHING: USE APA RATED (32/16 SPAN RATING) SHEATHING UNLESS NOTED OTHERWISE. EDGE NAIL
PANELS AT ALL EDGES, TOP PLATES, SOLE PLATE, MUDSILL, POSTS, AND HOLDOWN DATE: 01/06/17
COMPRESSION POSTS/STUDS.
3.) NAIL SIZES: 8d: 2 1/2" X 0.131" DIAMETER COMMON, OR 2 1/2" X 0.113" DIAMETER HDG BOX, SCALE: NTS
12d: 3 1/8" X 0.135" CIAME'ER SINKER, 20d: 4" X 0.192" DIAMETER COMMON.
DO NOT OVERDRIVE NAILS. STAGGER SOLE FASTENING AND PRE -DRILL PILOT HOLES (MAX DRAWN BY: ACJ
75% NAIL DIA) TO AVOID SPUTiiNG WALL ELEMENTS.
4.) AT SHEAR WALL TYPES "4", "3", AND "2" USE 3X NOMINAL FRAMING AT ABUTTING PANEL EDGES AND JOB NUMBER: 17-102
STAGGER NAILING.
5.) ALLOWABLE LOADS MAY BE MULTIPLIED BY 1.4 WHERE WIND LOADS GOVERN.
SHEET:
TYPICAL SHEAR WALL SCHEDULE I
NO SCALE S D 1 SD1
2X BLOCK WITH A35 CLIP PER
SWS, 4'-0" O.C. OTHERWISE—
EXISTING
THERWISE—
EXISTING RESIDENCE
DETAIL
NO SCALE
BEAM BEYOND PER PLAN
PROVIDE GAP BETWEEN
PANELS AS REQ'D. BY
MFR., 1/8" MIN --\
ROOF PLY AND
NAILING
PER PLAN
16dLY
ROOT3
OENAILS, _
ANDFNAILING
TYP
I PER PLAN—
LAN—E.N.
E. N.PLY AT/
SLEEPER,
TYP\\
y
T T
%I I 116d NAILS
T T
2X SLEEPER
WITH (3) 16d
NAILS AT EA
RAFTER OR TRUSS;;
T T
1-2X4 VERT. AT 24"
O.C. WITH (4) 16d
TOP AND (2) 16d
TOENAILS BOTT., TYP
TYPICAL OVERFRAMING DETAIL
NO SCALE
AT 12"
O.C., TYP
RAFTER OR
TRUSS PER
PLAN, TYP
SD2
BOTTOM CHORD OF TRUSS/ROOF SIMPSON STC CLIP
FRAMING BY OTHERS AT EACH TRUSS
4"*�l /2" GAP
NON—BEARING WALL
WALL PERPENDICULAR TO TRUSS/FRAMING
SIMPSON DTC
CLIP AT
EACH TRUSS -7
1/2" GAPS
TRUSS/ROOF FRAMING
BY OTHERS, TYPICAL
NON—BEARING WALL 2X4 BLOCK AT 4'-0" O.C.
WITH (2) 16d EACH END
WALL PARALLEL TO TRUSS/FRAMING
TYPICAL NON-BEARING WALL DETAIL
NO SCALE
NOTE:
1. WATERPROOFING, FLASHING, AND VENTING BY OTHERS.
2. DECORATIVE ARCHITECTURAL BEAMS NOT SHOWN FOR CLARITY.
6
SD2
E. N., TYP
ROOF PLY AND NAILING 2X BLOCK
PER PLAN, TYP LSTA12 EACH RAFTER
PAIR, 2'-0" O.C.
A35 CLIP AT 4'-0" O.C.
(N) 2X STUD (E) RAFTER
H/6/ >< AT 16" O.C. PER PLAN, TYP
MAX AS REQ'D
H t
All
�(N) RAFTER PER PLAN
WITH LUS HANGER, TYP
(N) RIDGE BEAM
PER PLAN
TYPICAL RIDGE DETAIL
NO SCALE
(E) 1/2- ROOF PLY
(N) RAFTER PER PL7>H2.5T
ATTACHED TO (E)
RAFTER PER 9/SD1 EA. RAFTER
(E) 2X SOLID BLOCK
-BEAM WHERE OCCURS
(E) DOUBLE TOP PLATE
5
SD2
L --(E) WALL FRAMING
NOTES:
1. ANY DISCREPANCIES BETWEEN EXISTING FRAMING SHOWN AND FIELD CONDITION SHALL BE
IMMEDIATELY BROUGHT TO THE ATTENTION OF THE ENGINEER OF RECORD.
2. BRACE FRAMING AS REQUIRED DURING CONSTRUCTION.
EAVE DETAIL 4
NO SCALE SD2
TRUSSES BY OTHERS
ROOF PLY AND
lZNAILING PER PLAN
TYPICAL EAVE DETAIL
NO SCALE
A35 CLIP PER
SHEAR WALL SCHEDULE,
OTHERWISE 4'-0" O.C., TYP.
.,E.N.
2X BLOCK, TYP.
2.5T EA. RAFTER
BEAM PER PLAN
3
SD2
MSTA24 STRAP AT CORNER
(ALTERNATELY FOR A HIDDEN
CONNECTION A 1212HL CAN BE
USED AT TOP OF CONNECTION)
PER ARCH /ik
9'-0" MAX.)
SIMPSON ECCL
POST PER PLAN C
i�
— PERPENDICULAR
BRACE
TYPICAL PATIO COVER COLUMN DETAIL 2
NO SCALE
LSDJ2
PERMIT #_
BUTTE COUNTY DE.VSLOPMENT SERVICES
REVIEWED FOR
CODE COMPLIANCE
D'1TE-
BY
NOTE: PROVIDE 3" MINIMUM SIDE COVER FROM EACH
EDGE OF COLUMN BASE TO EACH EDGE OF SLAB.
COLUMN PER PLAN
CENTER ON FOOTING
(E) SLAB—ON—GRADE_/—FOOTING
( `LUMN BASE PER
PER PLAN WITH PLAN, CENTERED ON
DOWELS PER CONT'R = BELOW
L_j O . PER PLAN
3" CLR
PER PLAN
REINF. PER PLAN -j
TYPICAL PATIO COVER COLUMN DETAIL
NO SCALE
1
SD2
QROFEC. SS�py9
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0311111-7
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: 01/06/17
SCALE: NTS
DRAWN BY: ACJ
JOB NUMBER: 17-102
SHEET:
i
SD2