HomeMy WebLinkAboutB15-0914 000-000-000e�ucro, , yr nv,r,u JC ._, ,
rEDFRAL EMERGENCY MANAGEMENT AGENCY
-National Flood Insurance Program
GLGVillI1witl 1.01.-MIIf-IVMILL
Important: Read the Instructions on pages 1-9
SECTION A - PROPERTY INFORMATION
OMB No. 1660-0008
Expiration Date: July 31, 2015
Al. Building Owner's Name Jennie DuBose Policy Number
A2. Building Street Address (including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No. Company-NAIC-Number
9690 Esquon Road:d
City Durham State CA ZIP C d 95938
oe
A3. Property Description (Lot and Biock Numbers, Tax Parcel Number, Legal Description, eta)
APN 040-110-059
A4.L Building Use (e.g., Residential, Non -Residential, Addition, Accessory, etc.) Non -Residential (greenhouse)
A5. Latitude/Longitude: Lat. 39"39'18"Long. -121 "45`43 Horizontal Datum: ❑ NAD 1927 ❑ NAD 1983
A6. Attach at least 2 photographs of the building If the Certificate is being used to obtain flood insurance.
A7. Building Diagram Number 1A
A8. For a building with a crawlspace or enclosure(s) A9. For a building withanattached garage:
a) Square footage of crawispace or enclosure(s) 900 sq ft a) Square footage of attached garage NIA sq ft
b) Number of permanent flood openings in the crawispace b)' Number of permanent flood openings in the attached garage
or enclosure(s) within 1.0 foot above adjacent grade 2 within 1.0 foot above adjacent grade N/A
c) Total net area of flood openings in A8.b 1.440 sq in c) Total net area of flood openings in A9.b N/A sq in
d) Engineered flood openings? ❑ Yes ® No d) ` Engineered flood openings? ❑ Yes
-0 No
SECTION B - FLOOD INSURANCE RATE MAP (FIRM) INFORMATION
B1. NFiP Community Name & Community Number B2. County Name B3. Stale
Butte County 060017 Butte CA
B4. Map/Panel Number
85. Suffix
B6, FIRM Index Date
87. FIRM Panel
B8. Flood
B9. Base Flood Elevation(s) (Zone
0520
E
1-6-11
Effective/Revised Date
Zone(s)
A0, use base flood depth)
1-6-11
AE
168.3
w. -ua rwvu cMvauvntore). uaid Vf va59 noun uepm entered m Item t q. -
❑ FiS Profile ® FIRM ❑ Community Determined ❑ Other/Source:
Bl 1. Indicate elevation datum used for BFE In item B9: ❑ NGVD 1929 ® NAVD 1988' ❑ Other/Source:
B12. Is the building located Ina'Coastal Barrier Resources System (CBRS) area or Otherwise Protected Area (OPA)? ❑ Yes ® No
Designation Date:. ❑ CBRS Q OPA
SECTION C - BUILDING ELEVATION INFORMATION (SURVEY REQUIRED)
01. Building elevations are based on: ❑ Construction Drawings* ❑ Building Under Construction* ® Finished Construction
*A new Elevation Certificate Wit be required when construction of the building Is complete,
C2. Elevations -Zones Al -A30, AE, AH, A (with BFE), VE, VI -V30, V (with BFE), AR, AR/A, ARAE, AR/A1-A30,AR/AH, AWAO. Complete Items 62.a -h ! g S
below according to the building diagram specified in item A7. in Puerto Rico only, enter meters.
Benchmark Utilized. RM 59 NGVD + 2,35' Vertical Datum: NAVD
Indicate elevation datum used for the elevations in items a) through h) below, ❑ NGVD 1929 ® NAVD 1988 D Other/Source;
Datum used for building elevations must be the same as that used for the BFE.
:;;e
Check the measurement used��- i
i >-
a) Top of bottom floor (including basement crawispace, or enclosure floor) 167.6 ®feet ❑m ^
Veters +' = a_
b) Top of the next higher floor N/A. ❑feet , ❑motors rr�� ; I ,
c) Bottom of the lowest horizontal structural member (V Zones only) NN/A. ❑feet ❑meters `� ,
d) Attached garage (top of stab) N/A. ❑ feet ❑ meters
e) Lowest elevation of machinery or equipment' servicing the building N/A. El feet ❑meters i �' p t •:< _;
(Describe type of equipment and location in Comments) i}
f) Lowest adjacent (finished) grade next to building (LAG) 167.3 n -t
® feet 0 meters
g) Highest adjacent (finished) grade next to building (HAG) 167.6 ® feet meters iC.(?
h) Lowest adjacent grade at lowest elevation of deck or stairs, including structural support �. ❑feet ❑meters r x F N
N D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICA
This certification' is to be'signedand sealed by a land surveyor,, engineer, or architect authorized by law to certify elevation
information. t certify that the information on this Certificate represents my best efforts to interpret the data aval7able.
I understand that any false statement may be punishable by fine or imprisonment under 18 U.S. Code, Section 1001.
® Check here if comments are provided on back of form. Were latitude and longitude In Section A provided by a
❑ Check here if attachments. licensed land surveyor?` 1 Yes ❑ No
Certifier's Name Bruce A. Nash License Number 33381
Title Principal Engineer Company Name Rolls, Anderson & Roils
Address 115 Yellowstone Drive City Chico State CA ZIP Code 95973
Signature Al2>_ Date 04-24-15 Telephone (530) 895-1422
A
fL-
.M�
x s£y
60
FEMA Form 086-0733 (7/12) See reverse side for continuation. Replaces ail previous editions.:
LEW NTION CERTIFICATE, page 2
IMPORTANT: In these spaces, copy the corresponding information from Section A. FOR INSURANCE COMPANY USE
Building Street Address (including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No. Policy Number
9690 Esquon Road
City Durham State CA ZIP Code 95938 'Company NAIC Number,, ,
SECTION D —SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION (CONTINUED)
Copy both sides of this Elevation Certificate for (1) community official, (2) Insurance agent/company, and (3) building owner.
Comments The sides of the greenhouse are supported on two cinder biotics. The top elevation of the ander blocks is 168.8 which is 0.5 feet above the base
flood elevation.
Signature Date 04-24-15
SECTION E BUILDING ELEVATION INFORMATION (SURVEY NOT REQUIRED) FOR ZONE AO AND ZONE A (WITHOUT BFE)
For Zones AO and A (without BFE), complete Items E1—E5. If the Certificate is Intended to support a LOMA or LOMR-F request, complete Sections A, B,
and C. For Items E1 --E4, use natural grade, if available. Check the measurement used. In Puerto Rico only, enter meters.
1=1. Provide elevation information for the following and check the appropriate boxes to show whether the elevation is above or below the highest adjacent
grade (HAG) and the lowest adjacent grade (LAG).
a) Top of bottom floor (including basement, crawispace, or enclosure) Is ❑ feet [I meters ❑ above or ❑ below the HAG,
b)Top of bottom floor (including basement, crawlspace, or enclosure) is ❑ feet ❑ meters ❑ above or ❑ below the LAG.
E2. for Building Diagrams 6-9 with permanent flood openings provided in Section A Items 8 and/or 9 (see pages 8-9 of Instructions), the next higher floor
(elevation C2,b in the diagrams) of the building is ❑ feet ❑ meters ❑ above or ❑ below the HAG.
E3. Attached garage (top of stab) is ❑ feet ❑ meters ❑ above or ❑ below the HAG.' "
E4. Top of platform of machinery and/or equipment servicing the building is ❑ feet ❑ meters ❑ above or ❑ below the HAG.
E5. Zone AO only: If no flood depth number is available, is the top of the bottom floor elevated in accordance with the community's floodplain management
ordinance? ❑ Yes ❑ No ❑ Unknown. The local official must certify this information In Section G.
SECTION F -PROPERTY OWNER (OR OWNER'S REPRESENTATIVE) CERTIFICATION
The property owner or owner's authorized representative who completes Sections A, B, and E forgone A (without a;FEMA-issued or community -issued SFE)
or Zone AO must sign here. The statements in Sections A, B, and E are correct to the best of my knowledge.
Property Owner's or Owner's Authorized Representative's Name
Address city State ZIP Code
Signature Date Telephone
Comments
❑ Check here if attachments.
SECTION G - COMMUNITY INFORMATION (OPTIONAL)
The local official who is authorized by law or ordinance to administer the. community's floodplain management ordinance can complete Sections A, B, C (or E), and G
of this Elevation Certificate. Complete the applicable item(s) and sign below. Check the measurement used in Items G8 -G10. in Puerto Rico only, enter meters.
G1. ❑ The information in Section C was taken from other documentation that has been signed and sealed by a licensed surveyor, engineer, or architect who
is authorized by law to certify elevation information. (indicate the source and date of the elevation data in the Comments area below.)
G2. ❑ A community official completed Section E for a building located in Zone A (without a FEMA -issued or community4ssued BFE) or Zone AO,
G3. ❑ The following information (items G4—G10) is provided for community floodplain management purposes.
G4. Permit Number TG5_75ate Permit Issued G6. Date Certificate Of Compliance/Occupancy Issued
G7. This permit has been issued for. ❑ New Construction ❑ Substantial improvement
G8. Elevation of as -built lowest floor (including basement) of the building: ❑ feet ❑ meters Datum
G9, BFE or (in Zone AO) depth of flooding at the building site: ❑ feet ❑ meters Datum
G10. Community's design flood elevation: ❑ feet ❑ meters Datum
Local Official's Name Title
Community Name"' Telephone
Signature — Date
Comments
.. [] Check here if attachments.
FEMA Form 086-0-33 (7/12) Replaces all previous editions:
Job number >> 13-099 DATE 9/16/15
Structural Calculations for
Jennie Dubose ,
9690 Esquon Road
Durham, Ca.
Gary Hawkins
Architect
3095 Ceres Ave. Ste 135
Chico, Ca. 95973
(530) 892-2700
(530) 893-0532 Fax
MA
CALCDATA 11/13/91
-------------------------------------------------------------------------
Rev 9-20-99 Calculation data
------------------------------------------------------------------------
Description >>
------------------------------------------------------------------------
Jurisdiction Butte County
Code referenced 2013 CRC
2013 CBC
Wind loading
Basic wind speed 11OMPH
Exposure B
Seismic loading
Site Class D'
Site Design Catagory D
Gravity loading
Roof live load 12 PSF
Floor live load n/a PSF
Balcony live load: n/a PSF
Soil data
Allowable bearing: 1500 PSF
6
LOADS 7:23 AM
---------------------------------------------------------------------
REV B-13-92 LOAD SUMMARY MODULE 9/19/15
--------------------------------------------7---------------------------
DESCRIPTION >>
---------------------------------------------------7--------------------
ASSEMBLY >roof
SLOPE > .50IN 12 > 2.39 DEGREES
NO. DESCRIPTION UNIT WT. PITCH? ADJ. WT.
19 CORRIGATED ROOFING .50 .50
35 2 X 9 - 29" .70 .70
63 MISC. 1.50 1.50
------------------------------------------------------------------------
DL 2.70 USE: 3.00 PSF
LL 12.00 PSF
------------------------------------------------------------------------
TL 15.00 PSF
ASSEMBLY >
SLOPE > IN 12 > DEGREES
NO. DESCRIPTION UNIT WT. PITCH? ADJ. WT.
------------------------------------------- ----------------------------
DL USE: PSF
LL PSF
------------------------------------------------------------------------
TL I I PSF
3-0235
— 50 SHEETS
— 5 SQUARES
COMET 3-0236
— 100 SHEETS
— 5 SQUARES
3-0237
— 200 SHEETS
— 5 SQUARES
3-0137
— 200 SHEETS
— FILLER
R
TF
Project:
Location: Roof Rafter 1
Roof Rafter
[2013 California Building Code(2012 NDS)]
1.5 INx3.5INx9.OFT(8+1)@24 O.C.
#2 - Douglas -Fir -Larch (North) - Dry Use
Section Adequate By: 55.0%
Controlling Factor: Deflection
DEFLECTIONS Center Right
Live Load 0.26 IN L/372 0.01 IN 2L/3400
Dead Load 0.06 in 0.00 in
Total Load 0.32 IN L/300 0.00 IN 2L/Infinity
Live Load Deflection Criteria: L/240 Total Load Deflection Criteria: L/180
RAFTER REACTIONS
Read
Provided
Section Modulus:
LOADS
REACTIONS
Upper Live Load @ A
48 plf
96 Ib
Upper Dead Load @ A
12 plf
24 Ib
Upper Total Load @ A
60 plf
120 Ib
Lower Live Load @ B
61 plf
121 Ib
Lower Dead Load @ B
15 plf
30 Ib
Lower Total Load @ B
76 plf
152 Ib
RAFTER SUPPORT DATA
A_ B
Bearing Length 0.13 in 0.16 in
RAFTER DATA Interior Eave
Span Length 8 ft 1 ft
Rafter Pitch 0.5 :12
Roof sheathing applied to top of joists -top of rafters fully braced.
Roof Duration Factor 1.25
Peak Notch Depth 0.00
Base Notch Depth 0.00
MATERIAL PROPERTIES
#2 - Douglas -Fir -Larch (North)
Base Values Adjusted
Bending Stress: Fb = 850 psi Fb' = 1833 psi
Cd=1.25 CF= 1.50 Cr=1.15
Shear Stress: Fv = 180 psi Fv' = 225 psi
Cd=1.25
Modulus of Elasticity: E = 1600 ksi E'= 1600 ksi
Comp. -L to Grain: Fc -1= 625 psi Fc - -L'= 625 psi
Controlling Moment: 239 ft -Ib
3.997 Ft from left support of span 2 (Center Span)
Created by combining all dead loads and live loads on span(s) 2
Controlling Shear: -122 Ib
7.993 Ft from left support of span 2 (Center Span)
Created by combining all dead loads and live loads on span(s) 2, 3
Comparisons with required sections:
Read
Provided
Section Modulus:
1.56 in3
3.06 in3
Area (Shear):
0.81 in2
5.25 in2
Moment of Inertia (deflection):
3.46 in4
5.36 in4
Moment:
239 ft -Ib
468 ft -Ib
Shear:
-122 lb
788 lb
jI 1page
q r Gary Hawkins /
Gary Hawkins Architect
a 3045 Ceres Ave, Suite 135 of
Chico, CA 95973
StruCalc Version 9.0.1.5 4/14/2015 7:28:14 AM
RAFTER LOADING
Uniform Roof Loading
Roof Live Load:
LL =
12
psf
Roof Dead Load:
DL =
3
psf
Slope Adjusted Spans And Loads
—
Interior Span:
L-adj =
8.01
ft
Eave Span:
L-Eave-adj =.
1
ft
Rafter Live Load:
wL-adj =
24
plf
Eave Live Load:
wL-Eave-adj =
24
plf
Rafter Dead Load:
wD-adj =
6
pif
Rafter Total Load:
wT-adj =
30
plf
Eave Total Load:
wT-Eave-adj =
30
plf
3-0235 - 50 SHEETS
- 5 SQUARES
COMET
3-0236 - 100 SHEETS
- 5 SQUARES
3-0237 - 200 SHEETS
- 5 SQUARES
3-0137 - 200 SHEETS
- FILLER
47
i*
ip
"
r
� 9
Project:
Location: Roof Beam 2
Roof Beam
[2013 California Building Code(2012 NDS)]
3.5 IN x 9.25 IN x 11.0 FT
#2 - Douglas -Fir -Larch (North) - Dry Use
Section Adequate By: 39.1 %
Controlling Factor: Moment
DEFLECTIONS Center
Live Load 0.16 IN U822
Dead Load 0.05 in
Total Load 0.21 IN L/638
Live Load Deflection Criteria: U240 Total Load Deflection Criteria: U180
REACTIONS A B
Live Load 990 Ib 990 Ib
Dead Load 286 Ib 286 Ib
Total Load 1276 Ib 1276 Ib
Bearing Length 0.58 in 0.58 in
BEAM DATA
Span Length 11 ft
Unbraced Length -Top 0 ft
Unbraced Length -Bottom 0 ft
Roof Pitch 0.5:12
Roof Duration Factor 1.15
MATERIAL PROPERTIES
Adjusted Beam Length:
Ladj =
#2 - Douglas -Fir -Larch (North)
Side One:
Beam Self Weight:
BSW =
Base Values
Adjusted
Bending Stress:
Fb = 850 psi
Fb' = 1173 psi
Roof Dead Load:
Cd=1.15 CF= 1.20
3
Shear Stress:
Fv = 180 psi
Fv' = 207 psi
8
Cd=1.15
Side Two:
Modulus of Elasticity:
E = 1600 ksi
E'= 1600 ksi
Comp. -L to Grain:
Fc - 1 = 625 psi
Fc -1' = 625 psi
Controlling Moment:
3508 ft -Ib
DL=
5.5 ft from left support
psf
Tributary Width:
Created by combining all dead and live loads.
7
Controlling Shear:
1276 Ib
WALL =
At support.
Created by combining all dead and live loads.
Comparisons with required sections: Redd
Provided
Section Modulus:
35.88 in3
49.91 in3
Area (Shear):
9.24 int
32.38 in2
Moment of Inertia (deflection):
67.37 in4
230.84 in4
Moment:
3508 ft -Ib
4879 ft -Ib
Shear:
1276 lb
4468 lb
Page
Gary Hawkins
Gary Hawkins Architect
3045 aCeres Ave, Suite 135 of
Chico, CA 95973
StruCalc Version 9.0.1.5 4/14/2015 7:30.38 AM
ROOF LOADING
Adjusted Beam Length:
Ladj =
11
Side One:
Beam Self Weight:
BSW =
7
Roof Live Load:
LL =
12
psf
Roof Dead Load:
DL=
3
psf
Tributary Width:
TW =
8
ft
Side Two:
Roof Live Load:
LL =
12
psf
Roof Dead Load:
DL=
3
psf
Tributary Width:
TW =
7
ft
Wall Load:
WALL =
0
SLOPE/PITCH ADJUSTED LENGTHS AND LOADS
Adjusted Beam Length:
Ladj =
11
ft
Beam Self Weight:
BSW =
7
plf
Beam Uniform Live Load:
wL =
180
plf
Beam Uniform Dead Load:
wD_adj =
52
plf
Total Uniform Load:
wT =
232
plf
3-0235 - 50 SHEETS
- 5 SQUARES
COMET 3-0236- 100 SHEETS
- 5 SQUARES
3-0237 - 200 SHEETS
- 5 SQUARES
3-0137 - 200 SHEETS
- FILLER
t
lyj
�
Vii"
gb
y
lyj
. yw
X \
Project:
Location: Roof Beam 3
Roof Beam,
[2013 California Building Code(2012 NDS)J
3.0 INx5.5INx10.OFT
#2 - Douglas -Fir -Larch (North) - Dry Use
Section Adequate By: 89.3%
Controlling Factor: Moment
DEFLECTIONS Center
Live Load 0.19 IN L/633
Dead Load 0.06 in
Total Load 0.25 IN L/483
Live Load Deflection Criteria: U240 Total Load Deflection Criteria: U180
REACTIONS A B
Live Load 280 Ib 280 Ib
Dead Load 88 Ib 88 Ib
Total Load 368 Ib 368 Ib
Bearing Length 0.20 in 0.20 in
BEAM DATA
Span Length 10 ft
Unbraced Length -Top 0 ft
Unbraced Length -Bottom 0 ft
Roof Pitch 0.5:12
Roof Duration Factor 1.25
MATERIAL PROPERTIES
#2 - Douglas -Fir -Larch (North)
Controlling Moment: 920 ft -Ib
5.0 ft from left support
Created by combining all dead and live loads.
Controlling Shear: 368 Ib
At support.
Created by combining all dead and live loads.
Comparisons with required sections:
Base Values
Adjusted
Bending Stress:
Fb = 850 psi
Fb' = 1381 psi
Area (Shear):
Cd=1.25 CF= 1.30
16.5 int
Shear Stress:
Fv = 180 psi
Fv' = 225 psi
Moment:
Cd=1.25
1741 ft -Ib
Modulus of Elasticity:
E = 1600 ksi
E'= 1600 ksi
Comp. -L to Grain:
Fc - L = 625 psi
Fc - -L' = 625 psi
Controlling Moment: 920 ft -Ib
5.0 ft from left support
Created by combining all dead and live loads.
Controlling Shear: 368 Ib
At support.
Created by combining all dead and live loads.
Comparisons with required sections:
Reo'd
Provided
Section Modulus:
7.99 in3
15.13 in3
Area (Shear):
2.45 in2
16.5 int
Moment of Inertia (deflection):
15.76 in4
41.59 in4
Moment:
920 ft -Ib
1741 ft -Ib
Shear:
368 lb
2475 lb
page
Gary Hawkins
Gary Hawkins Architect
3045 Ceres Ave, Suite 135 or
Chico, CA 95973
StruCalc Version 9.0.1.5 4/14/2015 7:44:22 AM
B
Side One:
Adjusted Beam Length:
Ladj =
10
Roof Live Load:
LL =
12
psf
Roof Dead Load:
DL=
3
psf
Tributary Width:
TW =
4
ft
Side Two:
Total Uniform Load:
WT =
74
Roof Live Load:
LL =
12
psf
Roof Dead Load:
DL=
3
psf
Tributary Width:
TW =
0.7
ft
Wall Load:
WALL =
0
SLOPE/PITCH ADJUSTED LENGTHS AND LOADS
Adjusted Beam Length:
Ladj =
10
ft
Beam Self Weight:
BSW =
4
plf
Beam Uniform Live Load:
wL =
56
plf
Beam Uniform Dead Load:
' wD_adj =
18
Of
Total Uniform Load:
WT =
74
plf
0
Conterminous 48 States
2003 NEHRP Seismic Design Provisions
Zip Code = 95938
Spectral Response Accelerations Ss and S1
Ss and S1 = Mapped Spectral Acceleration Values
Data are based on a 0.01 deg grid spacing
Period
Centroid Sa
(sec)
(g)
0.2
0.584. (Ss)
1.0
0.227 (S1)
Period
Maximum Sa
(sec)
(g)
0.2
0.627 (Ss)
1.0
0.249 (S1)
Period
Minimum Sa
(sec)
(g)
0.2
0.560 (Ss)
1.0
0.219 (S1)
Conterminous 48 States
2003 NEHRP Seismic Design Provisions
Zip Code = 95938
Spectral Response Accelerations SMs and SM1
SMs = Fa x Ss and SM1 =FvxS1
Site Class D
Period Centroid Sa
(sec) (g)
0.2 0.778 (SMs, Fa = 1.333)
1.0 0.442 (SM1, Fv = 1.946)
Period Maximum Sa
(sec) (g)
0.2 0.814 (SMs, Fa = 1.298)
1.0 0.473 (SM1, Fv = 1.903)
Period Minimum Sa
(sec) (g)
1.0 U.43U (5M1, I-v= 1.901)
U
Conterminous 48 States
2003 NEHRP Seismic Design Provisions
Zip Code = 95938
Spectral Response Accelerations SDs and SD1
SDs = 2/3 x SMs and SD1 = 2/3 x SM1
Site Class D
Period
Centroid Sa
(sec)
(g)
0.2
0.519 (SDs)
1.0
0.295 (SD1)
Period
Maximum Sa
(sec)
(g)
0.2
0.543 (SDs)
1.0
0.315 (SD1)
Period
Minimum Sa
(sec)
(g)
0.2
0.505 (SDs)
1.0
0.287 (SD1)
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TABLE 2304.x.1
FASTENING SGFEDULE
CONNECTION
FASTENING"
LOCATION
I. Joist to sill or girder
3 - 8d common (2 1/2' x 0.131')
AS -BUILT AND FOUNDATION PLAN
(see Section 2306.10.4.1, Tele 2308.10.4.1)
3 - 3' x 0.131" malls
toenail
33. Fiberboard sheathkig'
3-3'14 qaW staples
face nail
2. Bridging to joist
3 - 8d common (2 1/2' x 0.131')
19. Rafter to plate
3 - 3' x 0.131' nalls
toonall each and
(sea Section 2306.10.1, Table 2308.10.1)
3-3'14 gages les
toenail
3. Is x 6' subfloor or less to each joist
3 - 6d common (2 1/2' x 0!31')
face nail
4. Yoder than 1' x 6' subfbor to each joist
3 - 6d common (2 I/2' x 0.1317)
face nail
5. 2' w0loor to joist or girder
2 -16d common 0 1/2" x 0.1627)
blind and face nail
6. Sole plate to foist or blocking
16d 0 1/2' x 0.1357 at 16" oz.
LL
21. Is x 8" sheathing to each bear
3' x 0.131" nails at 6' of..
tical face nail
22. Wldar than Is x 8" sheathing to each bearing
3' 14 gage staples at 12" o c.
face nail
5o� plate to joist or blocking at braced
wa
3' - 16d 0 1/2" x 0.1357 at 16'
24' oz.
Pc"e
4 - 3' x 0.131' nails at 16'
braced wall pawls
4 - 3' 14 gage staples per 16"
16' o.c.
7. Top plate to stud
2 -16d common 0 1/2' x 0.1627
i�
3 - 3' x 0.131' nalls
end nail
3-3' 14 cme staples
on opposite sides
8. Stud to sole plate
4 - 8d carman 0 1/2' x 0.162")
c,
L
4 - 3' x 0.131" nails
toenail
3 - 3' 14 gage staples
25. 2' planks
2 -16d common (3 1/2" x 01627
at each bearing
26. collar tie to rafter
3 - 3' x 0.131" nails
end nail
Z
3 - 3' 14 gage staples
face nail
q. Double studs
16d (3 1/2' x 0.1357 at 24" oz.
21. Jack rafter to hip
3' x 0.131" nall at 6' oc.
face mall
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3' 14 gage staple at 6' oz.
toenail
10. Double top plates
16d 0 1/2' x 0.135') at 16" oz.
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3' x 0.131" nail at 12' oz.
tnpical face nail
3' 14 gage staple at 12' of..
face nail
Double top plates
8-16d common 0 1/2' x 0.1627
26. Roof raftar to 2-bg ridge berm
12 - 3' x 0.131' mails
lap shoe
12-3'14 a staples
toenail
11. Blocking between joists or rafters to top plate
3 - 6d common (2 1/2' x 0.1317
3 - 3' x 0.131' malls
toenail
3 - 3'14 gage staples
face nail
12. Rkn joist to top plata
8d (2 I/2' x 0.131") at 6' oc.
20[. Joist to band joist
3' x 0.131" nail at 6' of..
toenall
3'14 gage staple at 6' oz.
face nail
13. Top plates, laps and intersections
2 - 16d common (3 1/2" x 0.162")
30. Ledger strip
3 - 3' x 0.131' nails
face mall
3 - 3'14 gage staples
face nail
14. continuous header, two places
I6d common (3 1/2' x 0.162')
16' oz. along edge
15. Calling joists to plate
3 - 8d common (2 I/2" x 0.131')
50loor, roof aid wall sheathing (to framing)
5 - 3' x 0.131' nails
toenail
5 - 3' 14 gage staples
16. continuous header to stud
4 - 8d common (2 1/2' x 0.1317
toenail
I'l. ceiling joists, laps over portItIors
3 - 16d common 0 1/2' x 0.1629 minimum,
(see Section 2306.10.4.1, Table 2308.10.4.1)
Table 2306.10.4.1
4 - 3' x 0.131' nails
face nail
4 - 3' 14 gage staples
cONNECTION
FA5TENIN6"
LOCATION
18. Calling Joists to parallel rafters
3 - I6d common 0 In' x 0.1627 minimum,
AS -BUILT AND FOUNDATION PLAN
(see Section 2306.10.4.1, Tele 2308.10.4.1)
Table 2308.10.4.1
4
33. Fiberboard sheathkig'
4 - 3' x 0.131" nails
face nail
4 - 3' 14 qaqa staples
19. Rafter to plate
3 - 8d common (2 1/2' x 0.131')
(sea Section 2306.10.1, Table 2308.10.1)
3 - 3' x 0.131' nails
toenail
3-3'14 Mes les
20. Is diagonal brace to each stud and plate
2 - bd common (2 1/2" x 0.1317
34. Interior paneling
2 - 3' x 0.131' nails
face nail
3-3' 14 ciaple staples
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21. Is x 8" sheathing to each bear
3 - 8d common (2 1/2' x 0.131')
face nail
22. Wldar than Is x 8" sheathing to each bearing
3 - 8d common (2 1/2' x 0.131')
face nail
23. Bunt-vp corner studs
16d common (3 1/2' x 0.162")
24' oz.
3' x 0.131' nails
16' OL.
3' 14 clocia staples
16' o.c.
24. Built-up girder and beams
20d common (4' x 0.1927 32" oz.
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3' x 0.131' nail at 24" oz.
face nail at top Grid bottom staggered
3' 14 gage staple at 24' oz.
on opposite sides
2 - 20d common (4' x 0.1x2')
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3 - 3' x 0.131' nails
face nail at ends and at each splice
3 - 3'14 gage staples
25. 2' planks
16d common (31/2' x 0.1627
at each bearing
26. collar tie to rafter
3 - IOd common (3' x 0.1487
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face nail
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4 - 3' 14 gage staples
21. Jack rafter to hip
3 - IOd common 0' x 0.148')
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toenail
4 - 3' 14 gage staples
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3 - 3' x 0.131" nails
face nail
3-3'14 gages les
26. Roof raftar to 2-bg ridge berm
2 - 16d common (3 1/2' x 01627
3 - 3' x 0.131' nails
toenail
3 - 3'14 gage staples
2 -16d common (3 I/2' x 01627
3 - 3' x 0.131' nails
face nail
3-3' 14 gage staples
20[. Joist to band joist
3 - 16d common (3 1/2' x 0.1627
4 - 3' x 0.131" nails
face nail
4 - 3' 14 gage staples
30. Ledger strip
3 - 16d common (3 1/2' x 0.162")
4 - 3' x 0.131' nails
face nail
4 - 3' 14 gage staples
31. Wood structural pawls aid particleboard'
1/2' and less 6d'
50loor, roof aid wall sheathing (to framing)
2 3/6' x 0.113' nail'
1 3/4" 16 gage°
19/32" to 3/4' Sd' or led°
2 3/6' x 0.115' nail"
2' 16 gager
7/8' to 1' U.
11/6' to 11/4" 10d or 8d'
5 le Floor (combination subf Ioor- underlayment
3/4' and less 6d'
toraning)
7/6' to Is 8d'
I I/8" to 11/41 IOd' or &d'
CONNECTION
FASTENING"
LOCATION
32. Panel siding (to framing)
1/2' or less 6d'
AS -BUILT AND FOUNDATION PLAN
3
5/8' 6d'
4
33. Fiberboard sheathkig'
1/2' No. 11 gage roofing nail'
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6d common nail (2' x 0.1137
No. 16 gage staple'
25/32' No. II gage roofkkng nail'
8d common roll (1 I/2' x 0130
No. 16 gage staple'
34. Interior paneling
1/4" 4dl
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For 51: 1 inch = 25.4 mm.
a. common or box nails are permitted to be used except where otherwise stated.
b. Nails spaced at 6 Inches on center at edges, 12 inches at intermediate supports except 6 inches at supports where spas ore 48
inches or more. For nailing of wood structural penal and particleboard dl ph-agms 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'; Sd - 2 1/2' x 0.131"; lad - 3" x 0.1487.
d. common (6d-2'x0.113";8d-21/2'x 0.131'; 10d -3'x0.1487.
a. Daformed shank (6d - 2' x 0.113'; 8d - 2 I/2' x 0.131'; lad - 3' x 0.1467.
f. CorrosiaKeslstont siding (6d - 11/6' x 0.106'; 6d - 2 3/8" x 0.128') or casing (6d - 2' x ODD; &d - 2 1/2' x 0.1137 nail.
g. Fasteners spaced 3 Inches on center at exterior edges ail 6 Inches on center at Intermediate supports, when used as structural
sheathing. Spacing shall be 6 inches on center an the edges and 12 inches on cantor at intermediate supports for nonstructural
applications.
h. CorroslaKeslstant roofing nails with 7/16-Inch-dlameter head and 11/2 -Inch length for 1/2 -inch sheathing and 13/4-hch length for
25/32 -inch sheathing.
I. corroslon-ra lsto nt staples with nominal 7/16 -Inch cram and I I/8 -Inch length for 1/2 -Inch sheathing and 11/2-inxh length for
25/32 -inch sheathing. Panel supports at 16 inches (20 inches if strength axis in the king direction of the panel, unless otherwise
marked).
J. Casing (11/2' x 0u0807 or finish b 1/2' x 0.0727 nails spaced 6 Inches on parol edges, l2 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.
I. For roof sheathing applications, 8d nails (2 1/2' x 0.1137 are the minimum required for wood structural panels.
m. Staples shall have a minimum crown width of 7/16 inch.
n. For roof sheathing applications, fasteners spaced 4 Inches on center at edges, & Inches at Intermediate supports.
o. Fasteners spaced 4 inchas on center at edges, & inches at intermediota supports for sudloor and wall sheathing and 3 Inches on
center at edges, 6 inches at intermediate supports for roof sheathing.
p. Fasteners spaced 4 inches on center at edges, & inches at intermediate supports.
GENERAL NOTES
1. All work on this project shall conform to the 2015 editions of the GRG, GBG, CFO, GEC, and any
other applicable county and/or city codes and ordinances.
2. Finish grade and finish floor elevations to be field set. Drainage around all structures is to be
away from buildings at 5% slope for minimum 10'. Swale as required.
ELECTRICAL NOTES
I. A ground fault circuit interrupter (61`61) is required for all 120 volt receptacles installed in
accessory buildings, outdoors.
2. Receptacles installed in wet or damp locations must be listed weather -resistant type.
PERMANENT INTERIOR LUMINARIES
General:
I. High efficiency luminary fixtures must not contain a medium based screw type incandescent
socket.
2. A manual -on occupant sensor must not have on always on feature.
5. All sensors (indoor and outdoor) are to let the luminaries they control run for no longer than 50
minutes.
4. All recessed luminaries in cellings must be approved for zero -clearance insulation cover,
electronic ballast, and air -tight.
Outdoor:
I. All permanent outdoor luminaries attached to the building must be high efficiency or controlled
by a motion sensor and photocell.
DESIGN LOADS
Seismic Site Glass "D
Wind 110 mph exposure "B"
Floor live load n/a
Roof live load 12 psf
CONCRETE NOTES
I. Goncrete shall have a minimum compressive strength at 25 days and a maximum slump of:
5trength... 2500 psi Slump... 4"
2. Gonstruction joints shall be prepared to expose clean, solidly embedded aggregate over the
entire joint interface.
5. Placement of pipes, conduits, or other embedded Items in the concrete shall be in accordance
with these drawings.
4. Gontraction joints in slabs, shall be so placed that the maximum dimension and area of any
section do not exceed 50 feet and 600 square feet, respectively.
5. Structural steel shapes, tubes and pipes embedded in concrete shall have a minimum of 5"
concrete cover.
6. Bottoms of all footings shall rest on firm, undisturbed soil.
7. A concrete mix design is provided which addresses bleeding, shrinkage and curling.
REINFORCING STEEL
I. Reinforcing steel at foundation footings to conform to A5TM A615 and be intermediate grade
deformed bars- type N, grade 40. Reinforcing steel at retaining walls to conform to A5TM
A615, including supplement. All bars shall be new stock deformed bars, grade 40 for #5 bars,
and grade 60 for #4 and larger bars, typical unless otherwise noted. Bars to be welded shall
conform to ASTM 706.
2. Unless noted, reinforcement bars to be lapped minimum 40 bar diameters.
5. Bends in reinforcement shall be in accordance with AGI 518-05.
4. All dimensions shown for locations of reinforcing steel are to face of bar and denote clear
coverage. Unless specifically noted otherwise, concrete coverage shall be 5" where concrete is
placed directly against earth, and 2" where concrete is exposed to earth but is against forms.
51ob5 on grade shall have reinforcing at mid -depth unless otherwise noted.
5. 5plices in continuous reinforcing shall have a lap of 40 bar diameters minimum in concrete
construction except where shown otherwise. Horizontal laps in adjacent bars shall be staggered
5'-0" minimum. Vertical bars shall be one piece full height.
ROUGH CARPENTRY
I. In addition to framing operations normal to the fabrication and erection indicated on the
Drawings, install wood blocking and backing required for the work of other trades.
2. 5tructural framing shall be. Douglas Fir of the grades indicated or better (MPA grading rules):
2x joists and rafters NO.2
Posts and beams NO. I
Studs NO. 2
Sills and plates NO. 2 HF
Sills on concrete PTHF
Misc. framing not noted NO. 2
5. Wood sills bearing on concrete shall be attached as noted on the Foundation Plan, anchors shall
be. within 12" of the end of each piece, and 72" oc max. Each sill shall receive at least two (2)
anchors. This information will govern unless more stringent criteria is indicated on the plans.
4. Bolt holes in wood or steel shall be 1/16" larger than bolts.
5. All nuts shall be tightened when placed and re -tightened prior to application of finish or at
completion of job.
6. Framing hardware shall be Simpson 5TRON5-TIE or approved equal, with connectors as
specified in the catalog NO.G-2011.
7. Wall top -plates shall have joints at a stud center line.
W
40[8.61'
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6.57 AG.
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51TE PLAN AND NOTES
2
AS -BUILT AND FOUNDATION PLAN
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ELEVATIONS AND SECTION5
4
ROOF AND ROOF FRAMING PLANS
SGOFE
PROVIDE DRAWING -5 FOR AN 0 6REENHOU5E
BUILT WITHOUT PERMIT.
GODS ANALN(515
CODE: 2015 GBG
OCCUPANCY: 'U°
U5E: 6REENHOU5E
C0145T. V -B NON SPRINKLERED
#245'-0"
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ELECTRICAL CODE -ARTICLE 110
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REQUIREMENTS FOR ELECTRICAL
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conductors and conduit per all applicable
rA CEC Art. 250.32(D)
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2 SCALE: 1" = 1'-0"
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