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BENNETT ROAD
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AREA OF INTEREST
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OVERALL SITE PLAN
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APN: 047-150-006
123.25± ACRES
RECEIVED
APR 2 2 2010
ORCHARD z ORCHARD BUTTE COUNTY DDS PROJECT DIRECTORY
BU=LDINGPLANNING OWNE:
CLINT MOFFITT
0 TT FARMS
BENNETT
ROAD
CHICp CA
o PERMIT
EXISTING AG WELL IJUTTE COUNTY DEVELOPMENT SERVICES PROJECT ENGINEER:
m + RIE DEWED SUMMIT STRUCTURAL DESIGN
Cory
N r fl 383 RIO UNDO AVE
0-7CODE OMPLIANCE CHICO, CA 95926
(530)592-1407
�LPROPOSED 32x90 SOLAR ARRAY
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ORCHARD
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NOTE: ENGINEER OF RECORD HAS NOT VISITED THE PROPOSED
N CONSTRUCTION SITE. DIMENSIONS AND LAYOUT OF EXISTING
ENLARGED SITE PLAN BUILDINGS AND SITE HAS BEEN DEDUCED FROM INFORMATION
PROVIDED BY THE CONTRACTOR. CONTRACTOR MUST FIELD
NO SCALE " - c VERIFY PLANS AND ALL DIMENSIONS PRIOR TO CONSTRUCTION .
NOTE: BUILDING,ACTUAL DIMEONS SIGNSOWN AS
APPROXIMATE. ACTUAL DIMENSIONS SHALL BE AND IMMEDIATELY REPORT ANY DISCREPANCIES TO SUMMIT
VERIFIED IN THE FIELD. s STRUCTURAL DESIGN.
DATE BY
PROPOSEDCONSTRUCTION:
32'x 90' SOLAR ARRAY
CODE ANALYSIS
04/15/16
GOVERNING CODES: 2013 CBC
NTS
2013(EC
AU
2013 CPC
16-188
2013 CMC
2013 CFC
2013 CALIF. HEALTH & SAFETY CODE AND AMENDMENTS
2013 CAU" BUILDING ENERGY EFFICIENCY STANDARDS
2013 CALIF. BUILDING CODE CHAPTER 11
OCCUPANCY GROUP: U -AGRICULTURAL BUILDING (ELEVATED RACK MOUNTED SOLAR ARRAY)
OCCUPANCY SEPARATION: NONE
ALLOWABLE HEIGHT AND BUILDING AREAS (TABLE 0102.1 CBC APPENDIX C)
ALLOWABLE AREA: 181000 S.F.
ACTUAL FLOOR AREA: 2,880 S.F. TOTAL
ALLOWABLE STORY/HEIGHT: 2/55'
ACTUAL STORY/HEIGHT: 1/17'
CONSTRUCTION TYPE: TYPE 11B
FIRE -RESISTANCE RATINGS: NONE
EXTERIOR WALL SEPARATION: NONE
RATED CONSTRUCNON: CHAPTER 7
PROJECTIONS: NON -RATED (SECNON 704.2)
OPENINGS: UNLIMITED UNPROTECTED (TABLE 704.8)
AUTOMATIC SPRINKLER: NONE
NUMBER OF EXIT REO'D:1 LAE
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REVISIONS: I
DATE:
04/15/16
SCALE:
NTS
DRAWN BY:
AU
JOB NUMBER:
16-188
SHEET:
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GENERAL STRUCTURAL NOTES
1. GENERAL 4. METAL FRAMING
A) ALL WORK SHALL CONFORM TO THE 2013 CBC AND ALL APPLICABLE LOCAL CODES.
B) THE ENGINEER (SUMMIT STRUCTURAL DESIGN) HAS PROVIDED AND IS RESPONSIBLE FOR
SPECIFIC STRUCTURAL ITEMS ONLY. ALL OTHER REQUIREMENTS OF THE BUILDING CODE
INCLUDING WATERPROOFING, FIREPROOFING, DRAINAGE, HANDICAP ACCESSIBILITY, EGRESS
REQUIREMENTS, PARKING, AND ALL OTHER DESIGN REQUIREMENTS NOT SPECIFICALLY SHOWN
IN THE STRUCTURAL DESIGN CALCULATIONS, ARE THE RESPONSIBILITY OF THE CONTRACTOR OR
OWNER. SHOULD ANY CHANGES BE MADE FROM THE DESIGN AS SPECIFIED IN THESE
DOCUMENTS WITHOUT THE WRITTEN APPROVAL FROM THE ENGINEER, THEN THE ENGINEER
WILL ASSUME NO RESPONSIBILITY FOR ANY ELEMENT OR SYSTEM OF THE STRUCTURE.
C) THE DRAWINGS AND CALCULATIONS REPRESENT THE FINISHED STRUCTURE, AND, UNLESS
SPECIFICALLY NOTED OTHERWISE, DO NOT SHOW THE METHOD OF CONSTRUCTION. THE
CONTRACTOR IS RESPONSIBLE FOR THE METHOD OF CONSTRUCTION, AND SHALL PROVIDE ALL
MEASURES NECESSARY TO PROTECT THE PUBLIC, CONSTRUCTION WORKERS, AND THE
STRUCTURE DURING CONSTRUCTION. SUCH MEASURES SHALL INCLUDE FORMING, SHORING,
BRACING, SCAFFOLDING, ETCETERA.
D) IF A PARTICULAR FEATURE OF CONSTRUCTION IS NOT FULLY SHOWN ON THE DRAWINGS OR IN
THE CALCULATIONS, THEN IT SHALL BE CONSTRUCTED IN THE SAME CHARACTER AS SIMILAR
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) 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
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 BROUGHT TO THE ATTENTION OF THE ENGINEER PRIOR TO
THE CONSTRUCTION OF THE FOUNDATIONS.
D) BOTTOM OF ALL FOUNDATION TRENCHES SHALL BE CLEAN AND LEVEL.
E) ALL FINISHED GRADE SHALL SLOPE AT A MINIMUM SLOPE OF 5% AWAY FROM ALL
FOUNDATIONS A MINIMUM OF 10 FEET HORIZONTAL.
F) FOUNDATIONS SHALL NOT BE SCALED FROM PLAN OR DETAIL DRAWINGS.
G) FILL MATERIAL SHALL BE FREE FROM DEBRIS, VEGETATION, AND OTHER FOREIGN SUBSTANCES.
3. CONCRETE / REINFORCING
A) CONCRETE SHALL HAVE A MINIMUM 28 DAY STRENGTH OF 3,000 PSI U.N.O. (DESIGN BASED ON
2500 PSI)
B) ALL CEMENT USED SHALL CONFORM TO ASTM C-150 AND SHALL BE TYPE II OR
TYPE III LOW ALKALI.
C) 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.
D) CONCRETE EXPOSED TO FREEZING OR THAWING SHALL BE PROTECTED IN ACCORDANCE TO THE
LATEST EDITION OF THE ACI 318.
E) REINFORCEMENT COVER SHALL BE AS FOLLOWS:
CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO SOIL: 3"
CONCRETE WITH SOIL OR WEATHER EXPOSURE:
#5 BARS AND SMALLER 1 %"
#6 BARS AND LARGER 2"
CONCRETE WITHOUT SOIL OR WEATHER EXPOSURE: 3/4"
F) REINFORCEMENT SHALL BE GRADE 60 PER ASTM A615 U.N.O. LAP BOTTOM REINFORCING (60)
BAR DIAMETERS U.N.O. AND LAP TOP REINFORCING, PLACED ABOVE 12" OF CONCRETE OR
MORE, (80) BAR DIAMETERS U.N.O.
G) #5 AND LARGER REBAR SHALL NOT BE RE-BENT.
H) ALL REINFORCING STEEL AND ANCHOR BOLTS SHALL BE ACCURATELY LOCATED AND
ADEQUATELY SECURED IN POSITION BEFORE AND DURING CONCRETE PLACEMENT.
A) ALL METAL FRAMING SHALL BE DETAILED, FABRICATED AND ERECTED IN ACCORDANCE WITH
THE LATEST EDITION OF THE AMERICAN IRON AND STEEL INSTITUTES "SPECIFICATION FOR THE
DESIGN OF COLD -FORMED STEEL STRUCTURAL MEMBERS."
4-1 MATERIALS:
A) GALVANIZED STEEL SHALL MEET THE MINIMUM REQUIREMENTS OF ASTM A446 GRADE D
(FY=50 KSI) FOR 12,14 AND 16 GAGE, AND ASTM A446 GRADE A (FY=33KS1) FOR 18 GAGE
AND LIGHTER.
B) METAL FRAMING SHALL BE OF THE TYPE, SIZE AND GAGE AS SHOWN ON THE PLANS AND
SHALL NOT BE PUNCHED UNLESS SPECIFICALLY NOTED ON PLAN.
C) ACCESSORIES: PROVIDE ALL ACCESSORIES INCLUDING, BUT NOT LIMITED TO TRACKS, CLIPS,
BRIDGING, BLOCKING, STIFFENERS, FASTENERS, ANCHORS, RESILIENT CHANNELS AND OTHER
ITEMS REQUIRED FOR A COMPLETE AND PROPER INSTALLATION.
D) CONNECTIONS: ALL FASTENING OF COMPONENTS SHALL BE WITH SELF -DRILLING SCREWS OR
WELDING AS SHOWN ON THE STRUCTURAL DRAWINGS. ALL WELDS OF GALVANIZED STEEL
SHALL BE TOUCHED UP WITH ZINC -RICH PAINT.
E) WELDING ELECTRODES: SHALL BE E60XX FOR 18 GAGE AND LIGHTER AND E70XX FOR 16 GAGE
AND HEAVIER.
4-2 FABRICATION:
A) TYPICAL DETAILS: FOR METAL FRAMING DETAILS, SEE SHEET S2.
B) WELDING: ALL WELDING TO BE PERFORMED BY CERTIFIED LIGHT GAGE WELDERS, CERTIFIED
FOR ALL APPROPRIATE DIRECTION, PER THE LATEST EDITION OF AWS D1.2.
4-3 INSTALLATION:
A) DELIVERY: ALL METAL FRAMING ELEMENTS SHALL BE DELIVERED TO THE JOB SITE FREE OF
DISTORTIONS OR DAMAGE OF ANY KIND.
B) BRACING: TEMPORARY BRACING SHALL BE DESIGNED AND PROVIDED BY THE CONTRACTOR AS
REQUIRED UNTIL ERECTION IS COMPLETED.
5. STRUCTURAL STEEL
A) STRUCTURAL STEEL: ROLLED STEEL SHAPES, PLATES, AND BARS SHALL CONFORM TO ASTM
A-36. WIDE FLANGE SHAPES SHALL CONFORM TO ASTM A-992.
B) STRUCTURAL TUBES: STRUCTURAL TUBES SHALL CONFORM TO ASTM A-500 GRADE B.
C) ALL WELDING SHALL BE ELECTRIC ARC WELDING, AND SHALL BE PERFORMED ONLY BY
EXPERIENCED, QUALIFIED WELDERS. ELECTRODES SHALL BE E60 XX FOR METAL DECK AND E70
XX OTHERWISE, UNLESS SPECIFICALLY NOTED OTHERWISE. WELDING SHALL CONFORM TO
AWS D1.1.
D) UNSPECIFIED WELDS: WELDS NOT SPECIFIED SHALL BE CONTINUOUS FILLET WELDS. WELD SIZE
SHALL BE PER AISC SPECIFICATIONS FOR THE THICKER PART OF THE JOINT.
E) ALL STEEL SHALL BE SHOP PAINTED, UNLESS ENCASED IN CONCRETE, GROUTED MASONRY, OR
SPRAYED FIREPROOFING, UNLESS SPECIFICALLY NOTED ON THE DRAWINGS.
F) BOLTS AND LAG SCREWS: BOLTS AND LAG SCREWS SHALL BE ASTM A-307 U.N.O. AND
a.
PROVIDED NEW AND WITHOUT EXCESSIVE RUST. RECEIVED
6. DESIGN LOADS APR 2 2 2016
A) THE STRUCTURE HAS BEEN DESIGNED FOR THE FOLLOWING CRITERIA PER CBC CHAPTER 16,
DIVISIONS I, II, III, AND IV U.N.O.: BUTTE COUNTY Dos
130L"UINC * PLANNIR':G
B) SEISMIC: t%Ilk' � �I
SEISMIC IMPORTANCE FACTOR: 1 1, I l�' V
MAPPED SPECTAL RESPONSE ACCELERATIONS: Ss = 0.628, S1= 0.286 PERMIT#
SEISMIC SITE CLASS: D '3U 1 I E COUNTY DEVELOPMENT SERVICES
SPECTRAL RESPONSE COEFFICIENTS: SDS = 0.543, SDI = 0.348, Cs = 0.27 REVIEWED FOR
!SDE�OMPLIANCE
SEISMIC DESIGN CATEGORY: D
BASIC SEISMIC -FORCE -RESISTING SYSTEM: INVERTED PENDULUM TYPE STRUCTURE DATE S (I BY
SEISMIC BASE SHEAR: 6.0 KIPS
RESPONSE MODIFICATION FACTOR: R = 2
ANALYSIS PROCEDURE USED: EQUIVALENT STATIC FORCE PROCEDURE
C) WIND:
WIND SPEED: 110 MPH
WIND EXPOSURE: C
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ABBREVIATIONS
AB
ANCHOR BOLT
K
KIPS
ADD'L
ADDITIONAL
L
ANGLE
ADJ
ADJACENT
LLH
LONG LEG HORIZ.
ALT
ALTERNATE
LLV
LONG LEG VERT.
ARCH
ARCHITECTURAL
LONG
LONGITUDINAL
BLDG
BUILDING
LSL
LONG SLOTTED HOLE
BLKG
BLOCKING
LVL
LAMINATED VENEER LUMBER
BM
BEAM
MAX
MAXIMUM
BOTT (B)
BOTTOM
MB
MACHINE BOLTS
BTF
BEAT TO FIT
MECH
MECHANICAL
BTWN
BETWEEN
MFR
MANUFACTURER
CB
CARRIAGE BOLTS
MIN
MINIMUM
CCJ
CONTROL JOINT
MISC.
MISCELLANEOUS
CIP
CAST -IN-PLACE CONCRETE
MTL
METAL
CJ
CONSTRUCTION JOINT
(N)
NEW
CLR
CLEAR
NS
NEAR SIDE
CMU
CONCRETE MASONRY UNITS
NSA
NELSON STUD ANCHOR
COL
COLUMN
NTS
NOT TO SCALE
CONC
CONCRETE
OC
ON CENTER
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
P/T
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
LINO
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
NOTE:
PRIOR TO CONSTRUCTION AND
ORDERING MATERIALS CONTRACTOR
SHALL VERIFY ALL DIMENSIONS
SHOWN AND COORDINATE ALL
DIMENSIONS WITH SITE CONDITIONS.
CONTACT SUMMIT STRUCTURAL
DESIGN WITH ANY DISCREPANCIES.
6�w�,,�-� �novp : tic
SHEET INDEX
SO STRUCTURAL NOTES AND ABBREVIATIONS
S1 FOUNDATION PLAN AND ROOF PLAN
S2 TYPICAL DETAILS AND SECTION
Q�pFESS/pN9
"-�No. 75688'
cc * E 6/ 0/16
J� CIVo-
gTFOF cwU
4/28/16
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: 4/28/16
SCALE: NTS
DRAWN BY: RKB
JOB NUMBER: 16-151
SHEET:
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NOTE: OBTAIN WRITTEN SOLAR
PANEL LAYOUT REVIEW
LETTER FROM ENGINEER
OF RECORD PRIOR TO
INSTALLATION OF
SOLAR RACKING.
PBR PANEL, 26 GA. ROOFING OR EQUIVALENT WITH
#12 SCREW TO EACH PURLIN AT 12" O.C. AND #14
SCREW AT ALL PANEL EDGES AT SPACING PER MFR.
INSTALL ALL FASTENERS PER MFR INSTRUCTIONS.
..)(-ALL: 1/4
It =11-0" PANELS SHALL SPAN (/-) BAYSMIN.
2 3 4
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7
: 5-6" SQ. X
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7 I--------
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------'J
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---�\5-6" SO. X S-9" THICK J\6'-6" SQ. X 4'-3" THICK i
FOOTING PER 1/S2 FOOTING PER 1/S2
I I I FOOTING PER 1/S2 I
NOTE:
PRIOR TO CONSTRUCTION AND
ORDERING MATERIALS CONTRACTOR
SHALL VERIFY ALL DIMENSIONS
SHOWN AND COORDINATE ALL
DIMENSIONS WITH SITE CONDITIONS.
CONTACT SUMMIT STRUCTURAL
DESIGN WITH ANY DISCREPANCIES.
5-6" SO. X 3'-9" THICK
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ABOVE, TYP
FOUNDATION PLAN
SCALE: 1/4" = V-0"
--0
PERMIT #
BUTTE COUNTY DEVELOPMENT SERVICES
REVIEWED FOR
CODE COMPLIANCE
DATE. -
WN
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383 Rio Lindo Ave.
Suite 200
Chico, CA 95926
P. 530.592.4407
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PANEL LAYOUT REVIEW
LETTER FROM ENGINEER
OF RECORD PRIOR TO
INSTALLATION OF
SOLAR RACKING.
PBR PANEL, 26 GA. ROOFING OR EQUIVALENT WITH
#12 SCREW TO EACH PURLIN AT 12" O.C. AND #14
SCREW AT ALL PANEL EDGES AT SPACING PER MFR.
INSTALL ALL FASTENERS PER MFR INSTRUCTIONS.
..)(-ALL: 1/4
It =11-0" PANELS SHALL SPAN (/-) BAYSMIN.
2 3 4
go$ -001
1 29-30*. 28'-61f 289-611 280-619 21-3
pw
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. . .. . ..... . ...... . .......
...... ........ . ....... ......... ........ ..... .. .......... .......... ..... . .. .......... .... . . .....
7
: 5-6" SQ. X
3'- 9 " THICK
7 I--------
- - - -- FOOTING
------'J
---�6'-6" SQ. X 4'-,3" THICK PER 1/S2I I
---�\5-6" SO. X S-9" THICK J\6'-6" SQ. X 4'-3" THICK i
FOOTING PER 1/S2 FOOTING PER 1/S2
I I I FOOTING PER 1/S2 I
NOTE:
PRIOR TO CONSTRUCTION AND
ORDERING MATERIALS CONTRACTOR
SHALL VERIFY ALL DIMENSIONS
SHOWN AND COORDINATE ALL
DIMENSIONS WITH SITE CONDITIONS.
CONTACT SUMMIT STRUCTURAL
DESIGN WITH ANY DISCREPANCIES.
5-6" SO. X 3'-9" THICK
-VU IL -1114L kil I \ %-.1 \./ I \);ll
ABOVE, TYP
FOUNDATION PLAN
SCALE: 1/4" = V-0"
--0
PERMIT #
BUTTE COUNTY DEVELOPMENT SERVICES
REVIEWED FOR
CODE COMPLIANCE
DATE. -
WN
pp -
383 Rio Lindo Ave.
Suite 200
Chico, CA 95926
P. 530.592.4407
SummitChico.com
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SI LAP ZEE PURLINS 6'-3 1/2"
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ULINE
ROOF PLAN
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TYP
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NOTE: OBTAIN WRITTEN SOLAR
PANEL LAYOUT REVIEW
LETTER FROM ENGINEER
OF RECORD PRIOR TO
INSTALLATION OF
SOLAR RACKING.
PBR PANEL, 26 GA. ROOFING OR EQUIVALENT WITH
#12 SCREW TO EACH PURLIN AT 12" O.C. AND #14
SCREW AT ALL PANEL EDGES AT SPACING PER MFR.
INSTALL ALL FASTENERS PER MFR INSTRUCTIONS.
..)(-ALL: 1/4
It =11-0" PANELS SHALL SPAN (/-) BAYSMIN.
2 3 4
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1 29-30*. 28'-61f 289-611 280-619 21-3
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. . .. . ..... . ...... . .......
...... ........ . ....... ......... ........ ..... .. .......... .......... ..... . .. .......... .... . . .....
7
: 5-6" SQ. X
3'- 9 " THICK
7 I--------
- - - -- FOOTING
------'J
---�6'-6" SQ. X 4'-,3" THICK PER 1/S2I I
---�\5-6" SO. X S-9" THICK J\6'-6" SQ. X 4'-3" THICK i
FOOTING PER 1/S2 FOOTING PER 1/S2
I I I FOOTING PER 1/S2 I
NOTE:
PRIOR TO CONSTRUCTION AND
ORDERING MATERIALS CONTRACTOR
SHALL VERIFY ALL DIMENSIONS
SHOWN AND COORDINATE ALL
DIMENSIONS WITH SITE CONDITIONS.
CONTACT SUMMIT STRUCTURAL
DESIGN WITH ANY DISCREPANCIES.
5-6" SO. X 3'-9" THICK
-VU IL -1114L kil I \ %-.1 \./ I \);ll
ABOVE, TYP
FOUNDATION PLAN
SCALE: 1/4" = V-0"
--0
PERMIT #
BUTTE COUNTY DEVELOPMENT SERVICES
REVIEWED FOR
CODE COMPLIANCE
DATE. -
WN
pp -
383 Rio Lindo Ave.
Suite 200
Chico, CA 95926
P. 530.592.4407
SummitChico.com
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REVISIONS:
DATE: 4/28/16
SCALE: AS SHOWN
DRAWN BY: RKB
JOB NUMBER: 16-151
SHEET: I
l
CENTERLINE OF BEAM SUPPORT
IZEE PURLIN PER FLAN
(4) 1/2- DIA.
THRU BOLTS
\ z(2) 1/2- DIA.
.... ...... ..... ..... .... ..... ... ..... ...... ..... ._...... ..... ..... .__ ._............_............................................._ ..................... _........_.........._..._ _....._. _ .... _" "
(2) 1/2- DIA. i THRU BOLTS
THRU BOLTS ---,-o 9/16" DIA. HOLE*_%0
O��OBLONG HOLE, 0
TYP U.N.O. 4", TYP
0 0 ! 0 _�' 0
3/4" 35" , 35"
2"7
2"
NOTES:
1.) FOR CLARITY ONLY ONE END OF ONE ZEE PURLIN IS SHOWN.
2.) SEE DETAIL 3/S2 FOR ADDITIONAL INFORMATION.
NOTES: NOTES:
1.) CORROSION PROTECTION AND DRAINAGE BY OTHERS. 1.) CORROSION PROTECTION AND DRAINAGE BY OTHERS.
2.) PV PANELS AND ATTACHMENT BY OTHERS, NOT SHOWN FOR CLARITY. 2.) PV PANELS AND ATTACHMENT BY OTHERS, NOT SHOWN FOR CLARITY.
NOTES: MAXIMUM TOTAL ADDED LOAD = 3 PSF MAXIMUM TOTAL ADDED LOAD = 3 PSF
1.) CORROSION PROTECTION AND DRAINAGE BY OTHERS. 1 3/4", TYP. 1 3/4" TYP.
2.) PV PANELS AND ATTACHMENT BY OTHERS, NOT SHOWN FOR CLARITY. 3/8" PLATE X 5 3/4" X
10" WITH LLV. CENTERED
MAXIMUM TOTAL ADDED LOAD = 3 PSF
ROOFING AND
ATTACHMENT PER PLAN-, \
PURLIN PER F
CONN. PER 3
TYPICAL PURLIN END SPLICE DETAIL 12 1 TYPICAL FRAME DETAIL
NO SCALE
FLUSH MOUNTED SOLAR PANELS
AND ATTACHMENT BY OTHERS
NOT SHOWN FOR CLARITY\
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TYPICAL SECTION
L12J NO SCALE
'BEAM PER PLAN
METAL ROOFING PER P
SLOPE = 1:12
RLIN PER PLAN, TYP
NOTE: VERIFY STRUCTURE HEIGHTS
TO FINISHED GRADE WITH OWNER
PRIOR TO CONSTRUCTION
POST PER PLAN,
TOP OF FINISHED GRADE BY OTHERS
27'-6"
NOTE: CORROSION PROTECTION, FLASHING, WATERPROOFING,
WEATHER PROTECTION, AND DRAINAGE BY OTHERS.
Co
R PLAN
SCALE: 1/4" = 1'-0"
NOTES:
1.) CORROSION PROTECTION AND DRAINAGE BY OTHERS.
2.) PV PANELS AND ATTACHMENT BY OTHERS, NOT SHOWN FOR CLARITY.
MAXIMUM TOTAL ADDED LOAD = 3 PSF
1 3/4", TYP. 1 3/4", TYP.
PURLIN PER
PLAN
NOTE:
PRIOR TO CONSTRUCTION AND
ORDERING MATERIALS CONTRACTOR
SHALL VERIFY ALL DIMENSIONS
SHOWN AND COORDINATE ALL
DIMENSIONS WITH SITE CONDITIONS.
CONTACT SUMMIT STRUCTURAL
DESIGN WITH ANY DISCREPANCIES.
BLOCKING
PER PLAN
A
PURLIN PER N
PLAN BLOCKING PER
1 3/4% TYP.
ROOFING AND PLAN, TYP
ATTACHMENT PER PLAN o (2) 1/2" DIA.
o� \ THRU BOLTS
L7 1/40 1/20 GAGE
X 1 Ow LENGTH, TYP.
N
(2) 1/2- DIA. 1/4- GAP, TYP
THRU BOLTS
TYPICAL PURLIN DETAIL
NO SCALE
""PURLIN PER
PLAN, TYP
A
ROOFING AND 1/4" GAP, TYP,,:
ATTACHMENT PER PLAN
1, I o -\-
A2" • L7 1/40 1/20 GAGE
N X 10" LENGTH, TYP.
(2) 1/2- DIA.
THRU BOLTS
TYPICAL PURLIN DETAIL
NO SCALE
NOTES:
1.) CORROSION PROTECTION AND DRAINAGE BY OTHERS.
2.) PV PANELS AND ATTACHMENT BY OTHERS, NOT SHOWN FOR CLARITY.
MAXIMUM TOTAL ADDED LOAD = 3 PSF
ROOFING AN
ATTACHMEN'
TYPICAL FRAME DETAIL
RLIN PER PLAN WITH
1NN. PER 3/S2 SIM.
ROOFING )
ATTACHME
PER PLAN
AND
.ATE
►N
NOTE: SEE 12/S2 FOR ADDITIONAL SPLICE REQUIREMENTS AT ZEE PURLINS.
TYPICAL PURLIN-FRAME CONN. DETAIL
NO SCALE
K PER AISC, TYP
PLATE 1/2"
EACH SIDE
A
N
TYP"
PLATE 1" WITH (4)
7/8" DIA. BOLTS -
55 16
.— -BEAM PER PLAN
/2" TP
HSS POST PER PLAN CENTERED
BELOW BEAM
NOTE: CORROSION PROTECTION BY OTHERS.
TYPICAL BEAM -COLUMN CONN. DETAIL
NO SCALE S2 NO SCALE -_ LS2j
NOTE: CORROSION PROTECTION AND DRAINAGE BY OTHERS.
HSS PER PLAN CENTERED ON FOOTING 2 1/2 TYP
BELOW AND CENTERED ON BASE PLATE BASE PLATE 1" 'X 14" SQ. (GRADE 50) WITH (4) SIMPSON PA89 ANCHORS (OR
A CP
EQUAL) WITH DBL NUT AND 24" MINIMUM EMBED IN FTG BELOW PEDESTAL
I ( I I 2" NON -SHRINK GROUT (3000 PSI AT 1 DAY, 5000 PSI AT 28 DAYS)
N
�3/4" CHAMFER, TYP
FINISHED
UNDISTURBED 8" MAX GRADEBY
NATURAL GRADE, TYP OTHERS #4 HOOPS AT 6" O.C.
AND MIN WITHIN 5
I I I IOF TOP) OF PED ES "
1 1
— — I
—III 1 1/2' CLR..,,
TYP
CLR.
M s}-
FOOTING I I I ( z
PER PLAN II II m a a #4 TIES AT
o N 1- 6 O.C., TYP
II II I w w
CV Z Z
• • • • • • • • • • • • J
00
wi
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11
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EACH WAY TOP,
MID, AND BOTTOM_
•
0
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O
O
Q
3/4" CHAMFER, TYP��
11
0
EACH WAY TOP,
MID, AND BOTTOM_
Q
Q
3/4" CHAMFER, TYP��
(8) #5 VERTS
M
Q,
-8
3" CLR., TYP
A
N
EQUAL
EQUAL
PERMIT #
i
BUTTE COUNTY DEVELOPMENT SERVICES
REVIEWED FOR
OF HSS ABOVE
CO E COMPLIANCE
DATE,e ,ABY
1 TYPICAL
SPREAD FOOTING
DETAIL
NO SCALE l
FS
ES
0
e 0 Nq
":-N o. 75688'T'
* 6/ 0/16
"p CIVIL
q�FOF CALF
4/28/16
THESE PLANS HAVE BEEN REVIEWED
FOR COMPLIANCE ONLY WITH THE
ATTACHED STRUCTURAL
CALCULATIONS
IBM
383 Rio Lindo Ave.
Suite 200
Chico, CA 95926
P. 530.592.4407
SummitChico.com
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REVISIONS:
DATE: 4/28/16
SCALE: AS SHOWN
DRAWN BY: RKB
r
NUMBER: 16-151
ET:
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