HomeMy WebLinkAboutB16-2838 038-170-003(E) RESIDENCE
(E) BREEZEWAY
w/ (N) ROOF FRAMING
(E) GARAGE
FRONT EXTERIOR ELEVATION - 5OUTH SIDE
SCALE: N/A
VENTILATION a ACCESS INTO BREEZEWAY ATTIC:
THE ENCLOSED ATTIC SPACE SHALL HAVE CROSS VENTILATION PROVIDED BY
VENTILATION OPENINGS. THE NET FREE VENTILATING AREA SHALL NOT BE LESS
THAN 1/150 OF THE AREA (SECTION 1203.2)-
(8 FT, x 26 FT.) / 150 = 1.39 SQ. FT. (ISS. -I SQ. INCHES MIN.)
THE ENCLOSED ATTIC SPACE SHALL HAVE ONE (1) ACCESS OPENING (INTO THE
EXISTING DWELLING ATTIC SPACE) NOT LESS THAN 18 INCHES x 24 INCHES
(SECTION 1209.1),
PERMIT #
Iia Z &f3
BUTTE COUNTY DEVELOPMENT SERVICES
REVIEWED FOR
CODE COMPLIANCE
DATE 6� iS'i-' BY AV.
This document, the ideas and designs incorporated herein, are solely the property of K.O.T.Y. Engineering and is not to be used, in whole or in part for any project or duplication, without written authorization.(O COPYRIGHT 2016
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Butte County Department of Development Services FORM NO
PERMIT CENTER
7 County Center Drive, Oroville, CA 95965 DBP -80
e Main Phone (530) 538-7601 Fax (530) 538-7785
OEVELOEMENT SERVICES vvti��v.buttecoUnty,net/dd$
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How to Obtain Building Permits and Inspections for a
Structure Constructed Without Permits
1
Structures constructed without permits represent unique challenges for both the owner/permit
applicant and the permitting agency. In most cases the permit process is essentially the same as
for a new structure, but applicants should be aware of the following special circumstances and
requirements for this type of project:
1. As with any building permit application, two (2) complete sets of plans and a third site and floor plan are
required. The plans must demonstrate compliance with the current version of the California Building Code.
The current code adopted by Butte County and the State of California is the 2013 California Building Code.
2. Provide written verification from a special inspection/structural testing agency approved by the Butte County
Building Division that the size and depth of the footings as constructed match the approved plans and
minimum code requirements.
3. Provide written verification from a special inspection/structural testing agency approved by the Butte County
Building Division that reinforcement steel has been installed according to the approved plans and minimum
code requirements. Ultrasonic or non-destructive testing is typically performed for this testing.
I�
4. The means of attachment of the structure to the foundation and any hold downs specified in the design must
be accessible for inspection. When the means of attachment are visible in a crawl space, an access opening
must be provided within 20 feet. -In slab construction sections of the wall coverings must be removed to
allow visual inspection of the means of attachment.
0. Provide written verification by an engineer licensed to practice in the State of California that the building is
structurally sound.
6. Provide written verification by an electrical contractor licensed by the State of California that the electrical
system is installed in with current code. This shall include verification of required branch
circuits, conductor and breaker size, and grounding and bonding continuity.
7. Components of the electrical, plumbing, and mechanical systems will be required to be exposed by the
removal of cover plates, access panels, and portions of wall covering.
8. Provide a pressure test on gas and water piping.
Other situations encountered during plan review or inspection may require additional
discussion and determination by the Building Division.
Sincerely,
Nancy Springer
Manager, Building Division
Butte County Department of Development Services
nspringer a,buttecounty.net
(530)538-7601
N
Page 1 of 1
yr
K.O.T.Y. ENGINEERING
(SINCE 1974)
"FOR ALL YOUR ENGINEERING NEEDS"
RO.BOX 4390 • CHICO, CA 95927
VOICE: (530) 898-9810 • CELL: (530) 864-4942
FAX: (530) 230-2889 • E-mail: jerry@ kotyengineering.com
Website: www.kotyengineering.com
Butte County Department of Development Services
Attn.: Philo Hunt, P.E.
7 County Center Drive
Oroville, CA 95965
The Slightoms
8834 Taylor Avenue
Durham, CA 95938
April 9, 2017
Re: Breezeway Construction without Permit/Structural Comments
Address: 8834 Taylor Avenue, Durham, CA 95938
APN 038-170-003-000
Dear Philo:
I am enclosing g my comments in regard to your letter dated February 2, 2017:
Ad 1) Breezeway 4X10 Beams are connected to the top plate with A35 on one side and
HUCQ 410 -SDS on the other side.
Ad 2) I am also submitting calculation for the punching shear for the column X slab on
grade. No special foundation is required. Connecting hardware of the column to the
slab on grade is CB44
NtOTC,
G3`AH
�`'��.
C_ vn rri- Ct:c'�2-
COMPREHENSIVE ENGINEERING DESIGN • ADDITIONS & CODE COMPLIANCE (INCLUDING ADA)
ALTERATIONS OF STRUCTURES • STRUCTURAL REPAIRS • LITIGATION SUPPORT • FEMA FLOOD ELEVATION CERTIFICATES
I am kindly asking for an approval of this project.
Yours truly,
C 5853 l
Jerry Kotysan, P.E. �� nc f . I
K.O.T.Y. Engineering Project Title: Taylor Avenue Breezeway
Jerry Kotysan, P.E. Engineer: Jerry Kotysan, P.E. Project ID: 1459
P.O. Box 4390 Project Descr: Breezeway Addition
Printed: 9 APR 2017, 5:48PM
Description : --None--
Code References—
Calculations per ACI 318-14, IBC 2015, CBC 2016, ASCE 7-10
Load Combinations Used: ASCE 7-10
Analytical Values
d - Slab Thickness 5.0 in Ks - Soil Modulus of Subgrade Reaction 100.0 pci
FS - Req'd Factor of Safety 3.0 : 1 Ec - Concrete Elastic Modulus 3,122.0 ksi
fc - Concrete Compressive Strength 2.50 ksi
[t - Poisson's Ratio 0.150
Min. Adjacent Load Distance 36.025 in
Analysis Formulas
Pin = 1.72 [ (Ks R1 / Ec) 10,000 + 3.6] Fr d"2 Min Adjacent Column Distance = 1.5 * ([ Ec d"31(12 * ( 1- u^2) Ks ] ^ 114 )
Ks = Soil modulus of subgrade reaction Ec = Concrete elastic modulus
R1 = 50% plate average dimension * sgrt( PIWid * PILen) /2 d - Slab Thickness
Ec = Concrete elastic modulus u - Poisson's ratio
Fr - Concrete modulus of rupture = 7.5 * sgrt( f ) Ks = Soil modulus of subgrade reaction
d - Slab Thickness
Load & Capacity Table - –
Plate (in) R1 Applied Concentrated Load on Plate - (kip) Governing Pu P
Load ID Wid Len (in) D Lr L S W E Ld Comb (kip) (kip) Check
1 12.00 12.00 6.00 0.39 0.42 +D+Lr 0.8 89.0 Pass, FS=##.## >= 3
K.O.T.Y. ENGINEERING
(SINCE 1974)
"FOR ALL YOUR ENGINEERING NEEDS
P.O.BOX 4390 • CHICO, CA 95927
VOICE (530) 898-9810• CELL: (530) 864-4942
FAX: (530) 230-2889 • E-mail: jerry@kotyengineering.com
Website: www.kotyengineering.com
Butte County Department of Development Services
Attn.: Philo Hunt, P.E.
7 County Center Drive
Oroville, CA 95965
The Slightoms
8834 Taylor Avenue
Durham, CA 95938
November 11, 2016
Re: Breezeway Construction without Permit
Address: 8834 Taylor Avenue, Durham, CA 95938
APN 038-170-003-000
Dear Philo:
8 l6 -283R
U3h-1.70-003
12-22-2016 Pil
I, Jerry Kotysan, P.E. of K.O.T.Y. Engineering consulting company was asked to submit
this report on the project listed above. Today I have personally inspected the breezeway
located at the above mentioned address with the following results:
1) Breezeway connects detached 40' X 30' garage with a SFR. It has a span of 8 Feet and
length of 26 Feet.
2) It is constructed with 2" X 8" cut roof joists with approximate 4:12 slope.
COMPREHENSIVE ENGINEERING DESIGN • ADDITIONS He CODE COMPLIANCE (INCLUDING ADA)
ALTERATIONS OF STRUCTURES • STRUCTURAL REPAIRS • LITIGATION SUPPORT • FEMA FLOOD ELEVATION CERTIFICATES
3) Plywood sheets with asphalt shingles were used in this application.
4) Roof joists are supported by 4" X 10" beams at each end.
5) Breezeway's beams are supported independently by 4" X 4" columns on the side of
SFR and by the garage wall on the other side.
The breezeway is structurally sound and should be approved for occupancy.
I am enclosing structural calculations for the main elements of it as a verification.
I had provided non-destructive site inspection with a field measurements of accessible
portions of this breezeway. I partly relied on information about the construction process
that was provided by the homeowners.
These findings are based on my professional opinion and are not intended as a warranty
of any kind.
I am kindly asking for an approval of this project.
Yours truly,
Jerry Kotysan, P.E.
Design Check Calculation Sheet
WoodWorks Sizer 10.42
Loads:
Load
COMPANY
PROJECT
Works
K.O.T.Y. Engineering
P.O. Box 4390
Breezeway
8834 Taylor Avenue
SOFTWARE FOR WOOD DESIGN
Chico, CA 95927
(530) 864-4942
Durham, CA 95938
Roof Joists
427
Nov. 11, 2016 14:16
Start End
Design Check Calculation Sheet
WoodWorks Sizer 10.42
Loads:
Load
Type
Distribution
Pat-
Location [ft]
Magnitude
Unit
427
tern
Start End
Start End
Loadl
Dead
Full Area
No
Bearing:
7.00(24.011)
psf
Load2
Live
Full Area
No
16.00(24.0")
psf
Self -weight
Dead
Full UDL
No
2.5
plf
Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) :
16'-0.4„
0' 2'
15'
Unfactored:
Dead
Live
151
276
111
204
Factored:
Total
427
315
Bearing:
F'theta
663
663
Capacity
Joist
870
497
Support
586
586
Anal/Des
Joist
0.49
0.63
Support
0.73
0.54
Load comb
#2
#2
Length
0.50*
0.50*
Min req'd
0.50*
0.50*
Cb
1.75
1.00
Cb min
1.75
1.00
Cb support
1.25
1.25
Fcp sup
625
625
"Minimum bearing length setting usea: i/z" for ena supports ana lir Tor inienor suppons
Maximum reaction on at least one support is from a different load combination than the critical one for bearing design,
shown here, due to Kd factor. See Analysis results for reaction from critical load combination.
Lumber -soft, D.Fir-L (N), Nol/No.2, 2x8 (1-1/2"x7-1/4")
Supports: All - Timber -soft Beam, D.Fir-L No.2
Roof joist spaced at 24.0" c/c; Total length: 16-0.4"; volume = 1.2 cu.ft.; Pitch: 4/12;
Lateral support: top= full, bottom= at supports; Repetitive factor: applied where permitted (refer to online help);
1-11
WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN
Roof Joists WoodWorks® Sizer 10.42
Analysis vs. Allowable Stress and Deflection iminn tinQ nn -#n.
Criterion
Shear
Bending(+)
Bending(-)
Deflection:
Analysis Value
fv = 39
fb = 909
fb = 90
Design Value
Fv' = 180
Fb' = 1173
Fb' = 764
Unit
psi
psi
psi
Analysis/Design
fv/Fv' = 0.22
fb/Fb' = 0.77
fb/Fb' = 0.12
0.28 = L/581
0.51 = L/320
-0.13 = L/191
-0.24 = L/105 1
0.69 = L/240
0.91 = L/180
0.21 = L/120
0.28 = L/90
in
in
in
in
0.41
0.56
0.63
0.85
Interior Live
Total
Cantil. Live
Total
Additional Data:
FACTORS: F/E(psi)CD CM Ct CL CF
Cfu Cr Cfrt
Ci Cn
LC#
Fv' 180 1.00 1.00 1.00 -
- - 1.00
1.00 1.00
2
Fb'+ 850 1.00 1.00 1.00 1.000 1.200
1.00 1.15 1.00
1.00
2
Fb'- 850 1.00 1.00 1.00 0.651 1.200
1.00 1.15 1.00
1.00
2
Fcp' 625 - 1.00 1.00 - -
- - 1.00
1.00
E' 1.6 million 1.00 1.00 - -
- - 1.00
1.00 -
2
Emin' 0.58 million 1.00 1.00 - -
- - 1.00
1.00 -
2
CRITICAL LOAD COMBINATIONS:
Shear : LC #2 = D+L, V = 312, V design =
284 lbs
Bending(+): LC #2 = D+L, M = 995 lbs -ft
Bending(-): LC #2 = D+L, M = 99 lbs -ft
Deflection: LC #2 = D+L (live)
LC #2 = D+L (total)
D=dead L=live S=snow W=wind I=impact Lr=roof live
Lc=concentrated E=earthquake
All LC's are listed in the Analysis output
Load combinations: ASCE 7-10 / IBC 2012
CALCULATIONS:
Deflection: EI = 76.2e06 lb-in2
"Live" deflection = Deflection from all non -dead
loads (live, wind,
snow...)
Total Deflection = 1.50(Dead Load Deflection) +
Live Load Deflection.
Bearing: Allowable bearing at an angle F'theta
calculated for each
support
as per NDS 3.10.3
Lateral stability (-): Lu = 13'-8.44" Le = 21'-6.56"
RB = 28.86
Page 2
Design Notes:
1. WoodWorks analysis and design are in accordance with the ICC International Building Code (IBC 2012), the National
Design Specification (NDS 2012), and NDS Design Supplement.
2. Please verify that the default deflection limits are appropriate for your application.
3. Continuous or Cantilevered Beams: NDS Clause 4.2.5.5 requires that normal grading provisions be extended to the
middle 2/3 of 2 span beams and to the full length of cantilevers and other spans.
4. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1.
5. SLOPED BEAMS: level bearing is required for all sloped beams.
_ NL_ Jfl'i I V
COMPANY PROJECT
WorkS(9) K.O.T.Y. Engineering Breezeway
P.O. Box 4390 8834 Taylor Avenue
SOFTWARE FOR WOOD DESIGN Chico, CA 95927 Durham, CA 95938
(530) 898-9810 Beam Support
Sep. 21, 2016 21:29
Design Check Calculation Sheet
WoodWorks Sizer 10.1
Loads:
Load
Type
Distribution
Pat-
Location [ft]
Magnitude
Unit
781
tern
Start End
Start End
Loadl
Dead
Full UDL
80.0
plf
Load2
Live
Full UDL
Supports
1367
105.0
plf
Self -weight
Dead
Full UDL
Beam
9.3
plf
Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in)
8'-0.5"
Unfactored•
Dead
Live
359
422
359
422
Factored:
Total
781
781
Bearing:
Capacity
Beam
1250
1250
Supports
1367
1367
Anal/Des
Beam
0.62
0.62
Support
0.57
0.57
Load comb
#2
#2
Length
0.50*
0.50*
Min req'd
0.50*
0.50*
Cb
1.00
1.00
Cb min
1.00
1.00
Cb support
1.09
1.09
Fcp sup
625
625
-Minimum bearing iengtn setting usea: iiZ._ Tor ena supports
Timber -soft, D.Fir-L (N), No.2, 4"x10" actual
Supports: All - Timber -soft Beam, D.Fir-L No.2
Total length: 8'-0.5";
Lateral support: top= at supports, bottom= at supports;
WARNING: this CUSTOM SIZE is not in the database. Refer to online help.
WARNING: your custom section may be too thin to use the properties of this TIMBER database. Use a database
containing LUMBER sizes instead.
-Li
F-] J_ Woodworks@ Sizer SOFTWARE FOR WOOD DESIGN
Beam Support
WoodWorks® Sizer 10.1
Analvsis vs. Allowable Stress (psi) and Deflection (in) using NDS 2012:
Criterion
Analysis
Value
Design
Value
Analysis/Design
Shear
fv =
23
Fv' =
170
fv/Fv' = 0.13
Bending(+)
fb =
280
Fb' =
1036
fb/Fb' = 0.27
Live Defl'n
0.02 =
<L/999
0.27 =
L/360
0.08
Total Defl'n
0.05 =
<L/999
0.40 =
L/240
0.13
Additional Data:
FACTORS: F/E(psi)CD CM Ct CL CF
Cfu Cr Cfrt
Ci Cn
LC#
Fv' 170 1.00 1.00 1.00 - -
- - 1.00
1.00 1.00
2
Fb'+ 875 1.00 1.00 1.00 0.987 1.200
1.00 1.00 1.00
1.00 -
2
Fcp' 625 - 1.00 1.00 - -
- - 1.00
1.00 -
-
E' 1.3 million 1.00 1.00 - -
- - 1.00
1.00 -
2
Emin' 0.47 million 1.00 1.00 - -
- - 1.00
1.00 -
2
CRITICAL LOAD COMBINATIONS:
Shear : LC #2 = D+L, V = 777, V design =
611 lbs
Bending(+): LC #2 = D+L, M = 1555 lbs -ft
Deflection: LC #2 = D+L (live)
LC #2 = D+L (total)
D=dead L=live S=snow W=wind I=impact Lr=roof live
Lc=concentrated
E=earthquake
All LC's are listed in the Analysis output
Load combinations: ASCE 7-10 / IBC 2012
CALCULATIONS:
Deflection: EI = 433e06 lb-in2
"Live" deflection = Deflection from all non -dead
loads (live, wind, snow...)
Total Deflection = 1.50(Dead Load Deflection) +
Live Load Deflection.
Page 2
Design Notes:
1. WoodWorks analysis and design are in accordance with the ICC International Building Code (IBC 2012), the National
Design Specification (NDS 2012), and NDS Design Supplement.
2. Please verify that the default deflection limits are appropriate for your application.
3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1.
6.1 FRAMING LUMBER
6.1.1 ALL FRAMING LUMBER SHALL BE DOUGLAS FIR -LARCH AND SPALL BEAR THE
GRADE STAMP OF AN APPROVED GRADING AGENCY. ALL SILLS, PLATES,
SLEEPERS, LEDGERS 4 NAILERS IN CONTACT WITH CONCRETE OR MASONRY
SHALL BE PRESSURE TREATED DOUGLAS FIR AND EACH PIECE SHALL BEAR THE
A.W.P.A. STAMP. THE FOLLOWING GRADES SHALL BE THE MINIMUM ACCEPTABLE
GRADES UNLESS OTHERWISE NOTED ON PLANS.
MAX. MOISTURE
CONTENT AT
GRADE INSTALLATION
A. STUDS NO. 1 4 BETTER 1590
B. SILL PLATES 2' TO 4' THICK NO. 2 1990
C. BEAMS AND HEADERS:
2' TO 4' THICK 4' AND WIDER NO. 2 1990
5' AND THICKER NO. 1 1990
D. POSTS NO.1 113%
E. 2x RAFTERS AND JOISTS NO. 1 1990
F. TOP PLATES 4 LEDGERS NO. 1 1990
G. MISC. FRM'G AND BLK'G NOT NOTED NO. 2 1990
ABOVE
6.12 PLYWOOD SHEATHING SHALL CONFORM TO U.S. PRODUCT STANDARD PS I-95 AND
EACH PANEL SHALL BEAR APA STAMP. STAGGER SHEETS 4'-0' AND APPLY WITH
FACE GRAIN PARALLEL TO SUPPORTS AT SHEAR WALLS AND PERPENDICULAR TO
SUPPORTS TO ROOF. MAXIMUM SIZE OF UNFRAMED HOLES IN SHEATHING SHALL BE 4'
IN DIAMETER OR 4' SQUARE. WHERE HOLES OR NOTCHES ARE CUT IN PLYWOOD
SHEETS, SAW CUTS SHALL NOT RUN BY THE CORNERS OF THE OPENINGS.
6.1.3 ALL FRAMING ANCHORS, CLIPS, STRAPS, HANGERS, ETC. REFERENCED ON THE
DRAWINGS SHALL BE MANUFACTURED BY SIMPSON STRONG -TIE COMPANY OR
EQUIVALENT AS APPROVED BY THE ENGINEER AND INSTALLED PER
MANUFACTURER'S RECOMMENDATIONS WITH ALL HOLES FILLED WITH
RECOMMENDED FASTENERS TO RESIST MAXIMUM RATED LOADS.
6.1.4 NAILING SHALL CONFORM WITH TABLE NUMBER 2304.9.1 FASTENING SCHEDULE OF
CALIFORNIA BUILDING CODE UNLESS OTHERWISE NOTED ON PLANS. ALL NAILS TO
COMPLY PER CBG 2304.9. ONLY COMMON WIRE NAILS SHALL BE USED.
6.1.5 ANCHOR BOLTS TO BE 5/8' DIAMETER, ASTM A301, LENGTH AS REQ'D. w/ MIN. 1/4'
THK, x 2' SQ. WASHER, AND A MINIMUM EMBEDMENT OF 1 INCHES INTO
FOUNDATIONS EXCLUDING CURBS. ANCHOR BOLTS SHALL BE PLACED WITHIN 9
INCHES (MAX.) 4' (MIN.) OF ENDS AND SPLICES OF PLATES AND 4 FEET ON
CENTER, UNLESS OTHERWISE NOTED. ANCHOR BOLTS WITH UPSET THREADS ARE
NOT ALLOWED.
6.1.6 WHERE ANCHOR BOLTS HAVE BEEN INCORRECTLY PLACED, PROVIDE THE SAME
DIAMETER A36 THREADED ROD WITH HILTI HY-150 EPDXY ADHESIVE. INSTALL
PER MANUFACTURER'S RECOMMENDATIONS AND CURRENT ICBG REPORT.
NOTCHED AND/OR CUT STUDS TO CLEAR INCORRECTLY PLACED ANCHOR BOLTS
ARE NOT ALLOWED. ALL POSTS AND STUDS SHALL HAVE FULL BEARING TO THE
FOUNDATION SILL PLATE. CONTACT ENGINEER IMMEDIATELY FOR REPLACEMENT
REQUIREMENTS OF ALL INCORRECTLY PLACED HOLD DOWN BOLTS.
6.1.1 USE OF MACHINE NAILING IS SUBJECT TO A SATISFACTORY J0551TE
DEMONSTRATION FOR EACH PROJECT 4 THE APPROVAL BY THE ENGINEER. THE
APPROVAL IS SUBJECT TO CONTINUED SATISFACTORY PERFORMANCE. MACHINE
NAILING WILL NOT BE ACCEPTED IN 5/16' PLYWOOD. IF NAIL HEADS PENETRATE
THE OUTER PLY MORE THAN WOULD BE NORMAL FOR A HAND HAMMER OR IF
MINIMUM ALLOWANCE EDGE DISTANCES ARE NOT MAINTAINED, THE
PERFORMANCE WILL BE DEEMED UNSATISFACTORY.
62 ROUGH CARPENTRY
62.1 ALL FLUSH -FRAMED JOISTS SHALL SEAT IN SIMPSON HANGERS, UNLESS OTHERWISE
NOTED.
6.2.2 BOLT 4 LAG SCREW HEADS AND NUTS AGAINST WOOD SHALL BEAR AGAINST
STANDARD STEEL WASHERS, UNLESS SPECIAL WASHERS ARE INDICATED ON
PLANS OR DETAILS. JUST PRIOR TO COVERING ROUGH FRAMING, ALL BOLTS AND
LAGS IN WOOD MEMBERS SHALL BE RE -TIGHTENED.
62.3 LAG SCREWS SHALL BE THREADED INTO LEAD HOLES BORED AS FOLLOWS: THE
LEAD HOLE FOR THE SHANK SHALL BE THE SAME DEPTH AND DIAMETER AS THE
SHANK. THE LEAD HOLE FOR THE THREADED PORTION SHALL HAVE A DIAMETER
EQUAL TO 60 TO 15 PERCENT OF THE SHANK DIAMETER AND A DEPTH EQUAL
TO AT LEAST THE LENGTH OF THE THREADED PORTION.
62.4 CUTTING AND BORING OF WOOD STUDS:
A. LET -INS ARE NOT PERMITTED.
B. NOTCHING OF STUDS IS NOT PERMITTED.
C. NEATLY BORED HOLES NOT GREATER THAT 33% OF THE WIDTH OF THE
STUD ARE PERMITTED IN ANY WALL, PROVIDED THAT THEY ARE
INSTALLED AT THE CENTERLINE OF THE STUDS.
GENERAL NOTES
B16-2838
038-170-003
12-22-2016 P(#1
SCOPE OF WORK:
THESE DRAWINGS ADDRESS THE CONSTRUCTION OF A BREEZEWAY
ROOF CONSTRUCTED BETWEEN AN EXISTING SINGLE FAMILY
RESIDENCE AND AN EXISTING GARAGE.
DESIGN CRITERIA
1. TYPICAL GRAVITY LOADS USED IN THE DESIGN OF THIS
STRUCTURE ARE AS FOLLOWS: ROOF DL = (AS NOTED)
ROOF LL 20 per
(REDUCIBLE)
GOVERNING CODE
2013 CALIFORNIA BUILDING CODE (CBC)
2013 CALIFORNIA RESIDENTIAL CODE (CRC)
JURISDICTION DATA :
COUNTY - BUTTE
ASSESSOR'S PARCEL NUMBER 038-110-003-000
LOT SIZE - +/-20.41 ACRES
ZONING - AG -20 (AGRICULTURAL- 20 ac MIN.)
C.D.F. - L.R.A.
FLOOD ZONE - 'X'
OCCUPANCY GROUP:
C.B.G. SECTION 310.5, GROUP R-3 (SINGLE FAMILY RESIDENCE)
C.B.G. SECTION 312.1, GROUP U (PRIVATE GARAGE)
C.B.C. CONSTRUCTION TYPE:
TYPE VB (NON-SPRINKLERED)
i 1
VICINITY MAP
1t
I
I(E) House '
1,800 sgft
(E) Silo y
1,150 sgft
I �
C:) i
l� C
(E) Domestic
Well
LO
I
R1001-011
i
(E)Septic/
Leach �1 �
(E) Hine '.
(E) Shop
4f 700 sqft
ft
Existing Covered900 ,
I
Breezeway
(E) Shed
I 1,600 sgft
I
I
8301 ..W _ ... ..� .�.
PROJECT
OVERALL SITE FLAN NORTH
SCALE: V = 100'-0'
This document, the ideas and designs incorporated herein, are solely the property of K.O.T.Y. Engineering and is not to be used, in whole or in part for any project or duplication, without written authorization. OCOPYRIGHT 2016
ECT SITE
8834 TAYLOR AVENUE
DURHAM, CA 95938
APN: 038-110-003-000
BUTTE COUNTY
BUILDING DIVISION
APPROVED
PERMIT # _% _�P _ 7- S�S
BUTTE COUNTY DEVELOPMENT SERVICES
REVIEWED FOR
CODE COMPLIANCE
DATE % 1S -(i BY Ad -
51 -4T. CONTENTS
C-1 COVER SHEET
C-2 EXTERIOR ELEVATION
C-3 ROOF FRAMING PLAN
SHEET INDEX
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Vy INDICATES (N) WOOD POST BELOW
— — — — INDICATES (E) BEARING WALL BELOW.
INDICATES (N) BEAM, SEE PLAN
— — INDICATES (N) RAFTERS, SEE PLAN
1HR OCC -- INDICATES OCCUPANCY SEPARATION WALL:
TWE GARAGE SHALL BE SEPARATED FROM TWE
DWELLING UNIT AND ITS ATTIC AREA BY MEANS OF
GYPSUM BOARD, NOT LESS TWAN 1/2 INCH IN
TWICKNESS, APPLIED FULL WEIGHT TO TWE GARAGE
SIDE (SECTION 406.3.4).
PLAN SYMBOLS
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This document, the ideas and designs incorporated herein, are solely the property of K.O.T.Y. Engineering and is not to be used, in whole or in part for any project or duplication, without written authorization.(D COPYRIGHT 2016
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