HomeMy WebLinkAboutB15-2751 000-000-000Builder/Contractor Responsibilities
Drawing Validity - These drawings, supporting structural calculations and design certification are
based on the order documents as of the date of these drawings. These documents describe the
material supplied by the manufacturer as of the date of these drawings. Any changes to the order
documents after the date on these drawings may void these drawings, supporting structural
calculations and design certification. The Builder/Contractor is responsible for notifying the building
authority of all changes to the order documents which result in changes to the drawings, supporting
structural calculations and design certification.
Builder Acceptance of Drawings - Approval of the manufacturer's drawings and design data offirrns
that the manufacturer has correctly interpreted and applied the requirements of the order
documents and constitutes Builder/Contractor acceptance of the manufacturer's interpretations of
the order documents and standard product specifications, including its design, fabrication and quality
criteria standards and tolerances. (AISC code of standard practice Sept 86 Section 4.2.1)(Mor 05
Section 4.4.1)
Code Official Approval - It is the responsibility of the Builder/Contractor to ensure that all project
plans and specifications comply with the applicable requirements of any governing building authority.
The Builder/Contractor is responsible for securing all required approvals and permits from the
appropriate agency as required.
Building_ Erection - The Builder/Contractor is responsible for ail erection of the steel and associated
work in compliance with the Metal Building Manufacturers drawings. Temporary supports, such as
temporary guys, braces, false work or other elements required for erection will be determined,
furnished and installed by the erector (AISC Code of Standard Practice Sept 86 Section 7.9.1) (Mar
05 Section 7.10.3) (CSA/S16-09 Section 29).
Discrepancies Where discrepancies exist between the Metal Building plans and plans for other
trades, the Metal Building plans will govern. (AISC Code of Standard Practice Sept 86 Section 3.,�)
(Mar 05 Section 3.3)
Materials by Others - All interface and compatibility of any materials not furnished by the
manufacturer are the responsibility of and to be coordinated by the Builder/Contractor or A/E firm.
Unless specific design criteria concerning any interface between materials if furnished as a part Of
the order documents, the manufacturers assumptions will govern.
Modification of the Metal Building from Plans — The Metal Building supplied by the manufacturer has
been designed according to the Building Code and specifications and the loads shown on this
drawing. Modification of the building configuration, such as removing wall panels or braces, from
that shown on these plans could affect the structural integrity of the building. The Metal Buildirlg
Manufacturer or a Licensed Structural Engineer should be consulted prior to making any changes to
the building configuration shown on these drawings. The Metal Building Manufacturer will assume no
responsibility for any loads applied to the building not indicated on these drawings.
Foundation Design
The Metal Building Manufacturer is not responsible for the design, materials and workmanship of the
foundation. Anchor rod plans prepared by the manufacturer are intended to show only location,
diameter and projection of the anchor rods required to attach the Metal Building System to the
foundation. It is the responsibility of the end customer to ensure that adequate provisions are
made for specifying rod embedment, bearing values, tie rods and or other 'associated items
embedded in the concrete foundation, as well as foundation design for the loads imposed by the
Metal Building System, other imposed loads, and the bearing capacity of the soil and other
conditions of the building site. (MBMA 06 Sections 3.2.2 and A3)
I
ENGINEERING DESIGN CRITERIA
Building Code ..................... 2013 CALIFORNIA BUILDING CODE
Building Risk Category ......,,,,,, Normal (Risk Category II)
Roof Dead Load
Superimposed ................ 2,23 psf
by the manufacturer has been designed with
E2
Collateral................... 0,50 psf
deflection criteria, The
}"O A325
BOLT GRIP TABLE
allowed
6
GRIP
E6
The frame sidesway for
LENGTH
For questions regarding the interpretation of the
BOLT LENGTH NOTE.•
FULL THREAD ENGAGEMENT IS
DEEMED TO HAVE BEEN hfET
THE END OF THE DOLT
IS FLUSH KITH THE FACE OF
THE NUT.
REQUIRED ONLY WHEN SPECIFIED.
HER MAY BE LOCATED UNDER HEAD
OLT, UNDER NUT, R TI BOTH AT
LOCATIONS NOTED ON ERECTION DRAWINGS.
ADD 5/32" FOR EACH WASHER TO MATERIAL
THICKNESS TO DETERMINE GRIP.
0 TO 9/16"'
1 1/4" F.T.PGRIP,
Over 9/16" TO 1 1/16"
1 3/4" F.T.WHEN
Over 1 1/16" TO 1 5/16"
2'
Over 1 5/16" TO 1 9/16"
2 1/4"
Over 1 9/16" TO 1 13/16"
2 1/2"HER
Over 1 13/16" TO 2 1/16"
2 3/4"
LOCATIONS OF BOLTS LONGER THAN 2 3 4'
/ �
NOTED ON ERECTION DRAWINGS
F. T. DENOTES FULLY THREADED
ENGINEERING DESIGN CRITERIA
Building Code ..................... 2013 CALIFORNIA BUILDING CODE
Building Risk Category ......,,,,,, Normal (Risk Category II)
Roof Dead Load
Superimposed ................ 2,23 psf
by the manufacturer has been designed with
E2
Collateral................... 0,50 psf
deflection criteria, The
actual deflection
Roof Live Load .................... 20.00 psf reduction
allowed
6
Wind
E6
The frame sidesway for
AN NCI COMPANY
For questions regarding the interpretation of the
drawings, materials provided, or
assembly of the parts:
• Call 1-800-879-7827
and ask for the "Field
Service" department.
indicated otherwise,
• Before or after normal
hours, you may send
an email to OKCSField.Service®StarBuildings.net.
Please
include the order no.,
brief description of the
question, & contact name and
phone number.
ENGINEERING DESIGN CRITERIA
Building Code ..................... 2013 CALIFORNIA BUILDING CODE
Building Risk Category ......,,,,,, Normal (Risk Category II)
Roof Dead Load
Superimposed ................ 2,23 psf
by the manufacturer has been designed with
E2
Collateral................... 0,50 psf
deflection criteria, The
actual deflection
Roof Live Load .................... 20.00 psf reduction
allowed
on actual load and actual
Wind
E6
The frame sidesway for
Ultimate Wind Speed (Vult) ... 110.00 mph
nominal wind speed
E10
Wind Exposure Category .. C
shown are at service loads
unless
Internal Pressure Coef (GCpi) 0.18/-0,18
indicated otherwise,
X f n
M S 0
Loads for components not provided by building
manufacturer
BUILDING DEFLECTION LIMITS,,,
Corner Areas (within 3.00' of corner) 24,13
psf pressure -32.18
psf suction
Other Areas 24.13
psf pressure -26.15
psf suction
These values are the maximum values required
based on a 10 sq
ft area,
Components with larger areas may have lower
wind loads,
180
Seismic
60
Total Gravity L/
Seismic Importance Factor (Ie) 1.00
120
60
Seismic Design Category ...... D
N/A
N/A
Soil Site Class .............. D Stiff Soil
Frame Limits
Sidesway
Ss ........................... 0,621 g
Sds ..... 0.540
g
S1 .... ..... .............1. 0.280g
Sol ..... 0.343
g
Analysis Procedure „ ......... Equivalent
Lateral Force
z,COQ
Column Line 1-3
SWC & SWA
40
Basic Force Resisting System C4
B3
Total Gravity H/
Response Modification Coefficient (R) 3.50
3,25
Seismic Response Coefficient (Cs) 0.154
0,166
Design Base Shear in kips (V) 1.30
1. 40 .
50
Basic Structural System (from ASCE 7-10 Table
12.2-1)
Wall Limits
B3 - Ordinary Steel Concentrically Braced
Frame
C4 - Ordinary Steel Moment Frame
L/ 60
DEFLECTION CRITERIA
The material supplied
by the manufacturer has been designed with
E2
the following minimum
deflection criteria, The
actual deflection
E4
may be less depending
on actual load and actual
member length.
E6
The frame sidesway for
wind loading is based on
nominal wind speed
E10
of 85 mph, The limits
shown are at service loads
unless
indicated otherwise,
X f n
M S 0
O
Z
o
BUILDING DEFLECTION LIMITS,,,
BLDG -A
U
J
Roof Limits
Rafters
Purlins Panels
Live L/
180
150
60
Wind L/
180
180
60
Total Gravity L/
120
120
60
Total Uplift L/
N/A
N/A
60
Frame Limits
Sidesway
°w
Live H/
60
t 1r
a Y
Wind H/
60
z,COQ
,CO`
Seismic Drift H/
40
u
Total Gravity H/
60
Total Wind H/
60
Service Seismic H/
50
Co
Wall Limits
Limit
Total Wind Panels
L/ 60
Total Wind Girts
L/ 90
The Service Seismic limit as shown here is at service level loads,
PROJECT NOTES
Material properties of steel bar, plate, and sheet used In the fabrication
of built-up structural framing members conform to ASTM A529, ASTM A,572,
ASTM A1011 SS, or ASTM A1011 HSLAS with a minimum yield point of 501 ksi,
Material properties of hot rolled structural shapes conform to ASTMI A992,
ASTM A529, or ASTM A572 with a minimum specified yield point of 50 ksi.
Hot rolled angles, other than flange braces, conform to ASTM 36 minimum,
Hollow structural shapes conform to ASTM A500 grade B, minimum yield
point Is 42 ksi for round HSS and 46 ksi for rectangular HSS.
Material properties of cold -formed light gage steel members conform, to
the requirements of ASTM A1011 SS Grade 55, ASTM A1011 HSLAS Grade 55
Class 1, ASTM A653 SS Grade 55, or ASTM A653 HSLAS Grade 55 Class 1
with a minimum yield point of 55 ksi, For Canada, material properties
conform to CAN/CSA G40,20/G40,21 or equivalent,
Bolted joints with A325 Type 1 bolts greater than
1/2' diameter, are specified as pre -tensioned joints in accordance with
the Specification for Structural Joints Using ASTM A325 or A490 Bolts,
December 31, 2009, Pre -Tensioning can be accomplished by using the
turn -of -nut method of tightening, calibrated wrench, twist -off -type
tension -control bolts or direct -tension -indicator as acceptable to
the Inspecting Agency and Building Official, Installation Inspection
requirements for pre -tensioned joints (Specification for Structural
Joints Section 9,2) using turn -of -nut method Is suggested.
The connections on this project are not slip critical,
Design criteria as noted is as given within order documents and Is applied
In general accordance with theapplicable provisions of the model code
and/or specification Indicated, Neither the metal bullding manufacturer
nor the certifying engineer declares or attests that the loads as
designated are proper for local provisions that may apply or for site
specific parameters, The design criteria is supplied by the builder,
project owner, or an Architect and/or Engineer of Record for the overall
construction project.
This project is designed using manufacturer's standard serviceability
criteria. Generally this means that all deflections are within typical
performance limits for normal occupancy and standard metal building
products,
This metal building system is designed as enclosed, All exterior
components ( I. e, doors, w I ndows, vents, etc. ) must be des I gned to
withstand the specified wind loading for the design of components
and cladding in accordance with the specified building code,
Doors are to be closed when a maximum of 50% of design wind
velocity is reached.
The materials by the manufacturer will be fabricated in a facility
that has received certification of accreditation for the Manufacturers
of Metal Building Systems (AC472) from International Accreditation
Service (IAS), This certification is recognized under Section 1704
of the IBC for approved fabricators,
The framing at building A, gridlines 1, 3 is NOT designed to receive a
future bay addition. Corresponding frame reactions are calculated based upon
actual tributary area.
Framed openings, walk doors, and open areas shall be located in
the bay and elevation as shown in the erection drawings. The
cutting or removal of girts shown on the erection drawings
due to the addition of framed openings, walk doors, or open areas
not shown may void the design certifications supplied by the metal.
building manufacturer,
- -
-—T_I i— --- _
Drawing Index
Page Description
E1
Cover Sheet
E2
Roof Framing BLDGA
E3
Roof Sheeting
E4
Sidewall BLDGA WALLSWA
E5
Sidewall BLDGA WALLSWC
E6
Endwall BLDGA WALLEWB
E7 -E9
Main Frame Cross Sections
E10
Connection Detail
PROVIDE "FINISHED
CONSTRUCTION" FLOOD
ELEVATION CERTIFICATE PRIOR TO
FINAL BUILDING INSPECTION TO
BUILDING DIVISION
SEPARATE PERMIT REQUIRED FOR
THE INSTALLATION OF
ELECTRICAL EQUIPMENT AND OR
ELECRICAL COMPONENTS
BUTTE
COUNTY
NOV 0 5 2015
DEVELOPMENT
SERVICES
PERMIT #
REVISED FOR
CODE COMPLIANCE
�n
CBC SECTION 1704
SPECIAL INSPECTION REQUIRED
See attached Special Inspection
Note
BUILDING DESCRIPTIONS
Building ID Width Length Height Slop
Buildinq A 30'-0 50'-0 13'-6 1:12
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Sccle: NOT TO
SCALE
Drawn by. PTB
9/25/15
Checked by. REP
9/28/15
Project Engineer:
YXY
Job Number: 14-B-98206
Sheet Number:
E1 of 10
The engineer whose seal
appears hereon is
an employee
for the manufacturer
for the
materials described herein. Said
seal or certification
is limited
to the products designed and
manufactured by manufacturer
only.The undersigned engineer is
not the overall engineer of
record for this project.
Francois Rambou,
P.E.
California P.E. C053570
DRSTIB ENSTIB
San 29, 2015
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NAME DESCRIPTION FOR A325 BOLT DIMENSIONS A325 CONNECTION BOLT DIMENSIONS Page
CONNECTION CODES Frame Documentation 05.12.10
(FOR TOP AND BOTTOM BOLT PATTERN) D DIAMETER OF THE BOLT 1/2" 3/4" 7/8" 1" 1 1/4" 1 1/2" A325 Connection Bolt Details oat- Rev.
HD BOLT HOLE DIAMETER 9/16" 13/16" 15/16" 1 1/16" 1 5/16" 1 9/16" Se 14103 m,
BOLT GAUGE 2 1/2" 3" 4" 3 1/2" 4" 5 1/2"
G MAX. WEB THICKNESS (Max. 6" Fillet Weld) WITHOUT WASHER 1" 1 1/8" 1 7/8" 1 1/4" 1 3/8" 2 1/8"
MAX. WEB THICKNESS (Max. 16" Fillet Weld) WITH WASHER 3/4" 7/8" 1 5/8" 7/8" 7/8" 1 7/8" B 4E/2EH
HG HEAVY CONN. BOLT GAUGE N/A 2 1/4" 2 5/8" 3" 3 3/4" 4" Connection Code
S NORMAL BOLT SPACING 2 1/2" 3" 3 1/4" 3 1/2" 4" 4 1/2" (See "Connection Code Format"
on this drawing)
BSMIN MINIMUM SPACING BETWEEN TOP & BOTTOM SETS OF BOLTS 1 1/2" 2 1/4" 1 2 5/8" 1 3" 1 3 3/4" 1 4"
Connection Location o
CONNECTION 1B, 11 OR 1P CONNECTION 1F CONNECTION 1E 2 —0 2 —0 2 –0 2'-0" 2'-0" 2'-0"
Q MAXIMUM BOLT SPACING BETWEEN CROSS SECTION CONNECTION CODE KEY 4
I— BSMAX
TOP AND BOTTOM SETS OF BOLTS 1/2 BSMAX (tT�") WHEN BSMAX = 2'-0T16" TO 4'-0 0
SPLICE BOLT SPACING
Q ON CONNECTION PLATES LESS 1/3 BSMAX (fes") WHEN BSMAX = 4'-0�" TO 6'-0 (AS SHOWN AT CONNECTIONS ON FRAME CROSS SECTION DRAWINGS)
THAN OR EQUAL TO 3/4" THICK (NOT TO EXCEED 2'-0) 1/4 BSMAX (±A") WHEN BSMAX = W–Ois TO 8'-0
MINBFCD SEEMUM BOLT �T FL�NGEAD TAILLEARANCE AT OUT OF NUT 1 1/2" 1 3/4" 1 7/8" 2 1/4" 2 1/2" 2 3/4"
Flange Brace Material Schedule
M PF MINIMUM BOLT–TO–FLANGE CLEARANCE AT CONNECTION PLATE (BFCD +RNWT) PF INSIDE OF FLANGE 15 INCREASED BASED ON THE YT & YB VALUE.
Part Mark Material
SEE BOLT AT FLANGE DETAIL PF FOR CONNECTION B, F, I AND P ARE THE SAME AS USED ON CONNECTION E FB4_ L 2" x 2" x 14 Ga.
Z NWT NUT AND WASHER THICKNESS SEE BOLT AT FLANGE DETAIL. NUT THICKNESS IS EQUAL TO THE BOLT DIAMETER FB5_
L2"x2"x14 Ga.
F— RNWT RISE ON NUT AND WASHER THICKNESS AND .15625" WASHER THICKNESS IS USED EVEN IF A WASHER IS NOT REQUIRED. FB6_ L 2" x 2" x 8qr r" o°
CONNECTION 2B, 21 OR 2P CONNECTION 2F CONNECTION 2E U TT THICKNESS TOP FLANGE REFER TO FRAME CROSS SECTION DRAWING FOR LARGEST FB7_ L 2�" x 21" x J"
W TB THICKNESS BOTTOM FLANGE FLANGE THICKNESS EITHER SIDE OF THE CONNECTION. o
Z YT BOLT SPACING TOP ROUND UP TO NEXT 1/2", MIN – S) 3" + TT 3 1/2" + TT 3 3/4" + TT 4 1/2" + TT 5" + TT o 1 /2"+ TT
YB BOLT SPACING BOTTOM (ROUND UP TO NEXT 1/2", MIN = S) or TB Sloped or TB Sloped or TB Sloped or TB Sloped or TB Sloped or TB Sloped
U EED(S) MINIMUM SHEARED END EDGE DIMENSION 1 1/4" 1 1/4" 1 1/2" 1 3/4" 2 1/4" 2 5/8" r
EED(R) MINIMUM ROLLED END EDGE DIMENSION 3/4" 1" 1 1/8" 1 1/4" 1 5/8" 2 1/4" Gusset Plate o
(At Rafter Outer Flange shown)o , o Q- 0
EEDK END EDGE DIMENSION AT KNEE CONNECTION 1 3/8" 1 3/8" 1 5/8" 1 7/8" 2 3/8" 2 3/4" tz s c
X X o u
MINIMUM BOLT CLEARANCE FROM WITHOUT WASHER 7/16 5/8 3/4, 13/16„ 1' 1 3/8„
BCWM D (BOLT DIAMETER)
A FLANGE OR WEB WELD WITH HARDENED WASHER 9/16” 3/4” 7/8" 1" 1 1/4" 1 1/2" ED(R) G ED(R HD (HOLE DIAMETER) d Q g o N v
WCSM MINIMUM WIDTH OF CONNECTION PLATE (Standard Connection) 5" 6" 8" 8" 10" 12" a �v
CONNECTION 3B, 31 OR 3P
CONNECTION 3F CONNECTION 3E 01
WCHM MINIMUM WIDTH OF CONNECTION PLATE (Heavy Connection) N/A 10" 12" 12" 16" 18" a) o `o
TCMIN MINIMUM THICKNESS OF CONNECTION PLATE 1/4" 3/8" 7/16" 1/2" 5/8" 1" – _ EED(S) w z o a
mi (J
J
ED(R)G ED(R ED(R HG G HG ED(R _ _ S >- ` 0 z C)
D (BOLT DIAMETER) D (BOLT DIAMETER) ° w =
HD (HOLE DIAMETER) HD (HOLE DIAMETER) PF U` o Y v o 0
Top Connection Code TT YT v v
EED(S) EED(S) PF _0 w
PF PF
`U oU
S
TT YT TT YT
PF PF Splice Bolt Spacing �z o�
Top Connection Code — — Top Connection Code — — See BSMAX z L �`
CONNECTION 48, 41 OR 4P S S P _ _ and z 03
❑ ❑
CONNECTION 4F CONNECTION 4E — _ _ _ BSMIN
Splice Bolts
S 1 I S (See BSMAX in Table) BSMAX b
4 E �2 E H - - - -
Splice Bolt Spacing Splice Bolt Spacing '� € � z � rn
See BSMAX See BSMAX o w o c
CONNECTION DESIGNATION I I
BLANK = STANDARD CONNECTION
H = HEAVY CONNECTION BSMIN BSMIN S S o`
Splice Bolts — and Splice Bolts — -and — — Scale: NOT TO SCALE
BOTTOM CONNECTION CODE (See BSMAX in Table) BSMAX (See BSMAX in Table) I BSMAX PF Drawn by. PTB 9/25/15
BOTTOM QUANTITY OF BOLT ROWS Bottom Connection Code– TB YB y REP 9/28/15
Checked b .
PF Project Engineer. YXY
CONNECTION DESIGNATION – – – – _
BLANK =STANDARD CONNECTION PF PF S Job Number: 14—B-98206
H = HEAVY CONNECTION Bottom Connection Code TB YB Bottom Connection Code TB YB
TOP CONNECTION CODE PF PF Sheet Number: E10 of 10
TOP QUANTITY OF BOLT ROWS — — — — — EED(S) or EEDK The engineer whose seal
appears hereon is an employee
EED(S) or EEDK JEED(S) or EEDK for the manufacturer for the
Gusset Plate materials described herein. Said
CONNECTION 4X CONNECTION CODE FORMAT (At Rafter Inner Flange shown) seal or certification is limited
STANDARD CONNECTION DESIGNATION HEAVY CONNECTION DESIGNATION 4X CONNECTION DESIGNATION to the products designed and
manufactured by manufacturer
CONNECTION CODE DESCRIPTION (CODE 4E/2E SHOWN) (CODE 4EH/2EH SHOWN) CODE 4X 4X SHOWN only.The undersigned engineer is
CONNECTION PLATE ( / ) not the overall engineer of
WASHER (IF REQUIRED) record for this project.
B = THIS DESCRIPTION CODE IS USED TO DEFINE SHEAR CONNECTIONS. BOLTS ARE LOCATED INSIDE,
THE TOP FLANGE AND CONNECTION PLATE IS RECESSED 1/8" BELOW THE TOP FLANGE. CONNECTION BOLT NUT Francois Rombou, P.E.
PLATE LENGTH MUST BE A MINIMUM OF HALF THE RAFTER WEB DEPTH AND SHALL NOT EXCEED THE GRIP California P.E. C053570
RAFTER TOTAL DEPTH. PLATE THICKNESS DRSTIB ENSTIB
RAFTER
E = THIS DESCRIPTION CODE IS USED TO DEFINE MOMENT CONNECTIONS. BOLTS ARE LOCATED WITH COLUMN WASHER (IF REQUIRED) —
I
ONE SET OUTSIDE THE TOP OR BOTTOM FLANGE AND THE REMAINING SETS ARE LOCATED INSIDE THE
TOP OR BOTTOM FLANGE. BFCD PF
PF
COLUMN OR NWT
F = THIS DESCRIPTION CODE IS USED TO DEFINE MOMENT CONNECTIONS. BOLTS ARE LOCATED INSIDE _ RAFTER FLANGE RNWT
THE TOP OR BOTTOM FLANGE AND CONNECTION PLATE PROJECTS 1/2" BEYOND THE TOP OR BOTTOM CONNECTION PLATE
FLANGE. (REQ'D SPACES) S LENGTH IS EQUAL TO
OR GREATER THAN HALF RNWT SMAY B
NWT C?UTiE
I = THIS DESCRIPTION CODE IS USED TO DEFINE MOMENT CONNECTIONS. BOLTS ARE LOCATED INSIDE THE RAFTER WEB DEPTH FIELD IN INSTALLED IN BUILDING DIVISION
S 29, 2015
THE TOP OR BOTTOM FLANGE AND CONNECTION PLATE IS RECESSED 1/8" BELOW THE TOP OR BFCD — — r.o PF BFCD EITHER DIRECTION ��� L
BOTTOM FLANGE. e !
P = THIS DESCRIPTION CODE IS USED TO DEFINE SHEAR CONNECTIONS. BOLTS ARE LOCATED INSIDE ``'� l�
n f J W
THE TOP FLANGE AND CONNECTION PLATE IS RECESSED 1/8" BELOW THE TOP FLANGE. CONNECTION N Jo 0 oQ oFESS/ Nq
PLATE LENGTH MUST BE A MINIMUM OF HALF THE RAFTER WEB DEPTH AND SHALL NOT EXCEED THE BOLTS MAY BE R 0
W W l
FIELD INSTALLED IN w = W �`0 0 Rq F
RAFTER TOTAL DEPTH. EITHER DIRECTION p1S
4X = THIS DESCRIPTION CODE IS USED TO DEFINE MOMENT CONNECTIONS. BOLTS ARE LOCATED WITHL �oder0 w C 53570 m
TWO SETS EACH SIDE OF THE TOP OR BOTTOM FLANGE WITH A GUSSET PLATE OUTSIDE THE TOP AND X
BOTTOM FLANGE OR COLUMN CAP PLATE. CONNECTION B & P BOLT EDGE DISTANCE BOLT AT FLANGE DETAIL -12015
S'p CMI �P It
(Low Side Shown, High Side Similar) (Top Flange Shown, Bottom Flange Similar) \cu 9rFOFt p11Fo��
__ _ -_ _ _ ___ . _ r i , . � L
� �� �� � � ��� I � i� �� IDS `i I
Y
M=x- I
pp ,
GENERAL NOTES
SPECIAL INSPECTION
CALIFORNIA BUILDING GORE 2013 EDITION
� n
0 C'I
OCCUPANCY GROUPS:
FOUNDATION
1.
THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS, ELEVATIONS, AND SITE CONDITIONS
1. SPECIAL INSPECTION IS REOUIRED FOR THE FOLLOWING TYPES OF WORK IN CONFORMANCE
U
TYPE OF CONSTRUCTION V -B
BEFORE STARTING WORK. THE ENGINEER SHALL BE NOTIFIED IN WRITING OF ANY
WITH SECTION 1704 OF THE 2013 EDITION OF THE "CALIFORNIA BUILDING CODE" (GBG):
1. SOIL DESIGN INFORMATION:
ALLOWABLE AREA (Aa) (W/INCREASES PER SEG 506.1)
DISCREPANCIES.
rINSTALLATION OF HIGH STRENGTH BOLTS BOLTS IN CONCRETE
501L DESIGN PRESSURE:
2.
THE CONTRACTOR AGREESREES THAT HE SHALL ASSUME SOLE AND COMPLETE RESPONSIBILITY
THE FOLLOWING EQUIEMENT HALL BE MET FOR SPECIAL INSPECTION:
PAD FOOTINGS I50O PS F
P=95 FT
FOR JOB SITE CONDITIONS DURING THE COURSE OF THE PROJECT, INCLUDING SAFETY OF ALL
.
A. THE SPECIAL INSPECTOR SHALL,BE UNDER THE SUPERVISION OF A REGISTERED
2, BOTTOM OF FOOTINGS SHALL BE AT LEAST 12 INCHES BELOW LOWEST ADJACENT FINISH GRADE.
Is = O
PERSONS AND PROPERTY; THAT THI5 REQUIREMENT SHALL APPLY CONTINUOUSLY AND NOT BE
PROFE55IONAL ENGINEER..
3; THE FINISH EXCAVATION FOR FOUNDATIONS SHALL BE NEAT d TRUE TO LINE WITH ALL LOOSE
TABLE 503 BASIC ALLOWABLE (At) = 5,500 SF
LIMITED TO NORMAL WORKING HOURS; AND THAT THE CONTRACTOR SHALL DEFEND,INDEMNIFY
.
B. THE SPECIAL INSPECTOR SHALL OBSERVE THE WORK ASSIGNED FOR CONFORMANCE
MATERIAL AND STANDING WATER REMOVED IS PLACED.
Ao = (5500 + (5500•.75) + (5+500.0)) = 9,625 SF
AND HOLD DANIEL J. DOBBIE HARMLESS FROM ANY AND ALL LIABILITY,
WITH THE APPROVED DESIGN DRAWINGS AND SPECIFICATIONS.
N REPORTS FOR
4. THE TESTING LAS SHALL SUBMIT COMPACTION REPORTS FOR ALL FILL TOTHE ENGINEER
U ACTUAL AREA
REAL OR ALLEGED, EXCEPT FOR LIABILITY ARISING FROM THE SOLE NEGLIGENCE OF
G. THE SPECIAL INSPECTOR SHALL FURNISH INSPECTION REPORTS TO THE BUILDING
PRIOR TO REQUESTING FOUNDATION INSPECTION. ALL LOOSE 501E AND FILL DIRT, INCLUDING
5.
DANIEL J. P055117.
THE CONTRACTOR AGREES THAT HE/SHE SHALL NOT DEVIATE FROM THESE DRAWINGS
OFFICIAL, THE ENGINEER, THE ARGHITEGT, AND OTHER DESIGNATED PERSONS. ALL
BACKFILL BEHIND RETAININ61NALL5, SHALL BEGOMPAGTED TO AT LEAST cIO% OF MAXIMUM DENSITY
FIRE PROTECTION ANALYSIS:
SHALL BE BROUGHT THE IMMEDIATE ATTENTION OF THE CONTRACTOR
TYPE V -B REQUIRES 0 FIRE -RESISTANCE RATING AT ALL BUILDING ELEMI=NTS.
WITHOUT FIRST OBTAINING WRITTEN APPROVAL FROM THE ENGINEER.
I
FOR CORRECTION; THEN, IF UNCORRECTED, TO THE PROPER DESIGN AUTHORITY AND THE
FOR CORRECTION; T
4.
ALL CM155IONS AND/OR CONFLICTS BETWEEN VARIOUS ELEMENTS OF THE WORKIHG
BUILDING OFFICIAL.
REINFORCING STEEL
DRAWIN65 AND SPECIFICATIONS SHALL BE BROUGHT TO THE ATTENTION OF THE
D. THE SPECIAL INSPECTOR SHALL SUBMIT A FINAL REPORT SIGNED BY THE REGISTERED
ENGINEER.
PROFESSIONAL STATING WHETHER THE WORK REQUIRING SPECIAL INSPECTION WAS IN
A(915, INC ING SUPPLEMENT
L BAR REINFORCING SHALL CONFORMTO ASTM LUD
5
H N ON RAW.Nc �S OR
IN CONSTRUCTION A NOT FULLY 5 OW O E D
IF CERTAIN FEATURES OF GO S RE
CONFORMANCE WITH THE APPROVED PLANS AND SPECIFICATIONS AND THE APPLICABLE
REINFORCING H RADE
51: ALL REN ORGING 5 ALL BE 60.
BE-: HE:
GALLED OUT IN THE NOTES OR SPECIFICATIONS, THEN THEIR CONSTRUCTION SHALL- BE THE
EI
WORKMANSHIP PROVISIONS OF THE G.B.G.
2. DETAILS FOR REINFORCING SHALL CONFORM WITH CHAPTER -1 OF THE BUTTEi
SAME A5 FOR SIMILAR CONDITIONS WHICH ARE SHOWN GALLED OUT ON THE L- !
FOR SIMILAR
3. SPECIAL INSPECTION APPLICATIONS MUST BE REVIEWED AND APPROVED BY THE BUILDING
AMERICAN CONCRETE INSTITUTE PUBLICATION 318-11; UNLESS OTHERWISE COUNTY
OR SPAS
OR AS DIRECTED BY THE ENGINEER.
AND WORKMANSHIP, SHALL CONFORM TO THE
DIVISION PRIOR TO THE ISSUANCE OF A PERMIT. ALL INSPECTION REPORTS SHALL NOTE ANY
NOTED.
NOVO 5 X015
6.
ALL CONSTRUCTION, INCLUDING MATERIALS
DISCREPANCIES AND BE FILED WITH THE BUILDING DIVISIION WEEKLY DURING CONSTRUCTION,
3. LAPS AT DAP, SPLICES IN CONCRETE N SHALL
INTERNATIONAL BUILDING CODE 2012 EDITION AS ADOPTED AND MODIFIED BY THE STATE
WHETHER CORRECTED OR NOT. INSPECTOR SHALL MAINTAIN INSPECTION LOGS AT THE JOB
TO CHAPTER 12 OF THE LATEST EDITION OF THE AMERICAN
EST EDITION
OF CALIFORNIA IN REFERENCE TO THE 2013 CALIFORNIA BUILDING CODE (GBG).
SITE FOR REVIEW BY THE BUILDING OFFICIAL OR HIS REPRESENTATIVE.
DEVELOPMENT
CONCRETECONFORM
INSTITUTE 318.
7.
IN AREAS OF EXCAVATION THE CONTRACTOR SHALL DETERMINE THE LOCATION CSF ALL
4. INSPECTION PROGRAM:
`F• VERTICAL BARS IN CONCRETE CONSTRUCTION SHALL BE ACCURATELY SERVICIES
VERTICAL
EXISTING UNDERGROUND UTILITIES BEFORE STARING EXCAVATION.
Q.) SPECIAL INSPECTION OF THE HIGH STRENGTH BOLTS SHALL OCCUR DURING BOLT INSTALLATION
POSITIONED f�
THE CENTER OF THE WALL, UNLESS OTHERWISE NOTED. Q's,a�$'
8.
THE CONTRACTOR SHALL NOT SCALE THE WORKING DRAWINGS.
AT THE ERECTION OF THE STEEL FRAMING.
5. BAR SUPPORTS SHALL BE PROVIDED AS SPECIFIED IN THE MANUAL OF
S
b) BOLTS IN CONCRETE INSPECTION SHALL OCCUR AFTER BOLTS ARE TIED OR TEMPLATED IN PLACE
STANDARD PRACTICE" ISSUED BY THC- CONCRETE REINFORCING SlfgHldlT13UTTE
AND PRIOR TO POURING OF CONRETE.
INSTITUTE. COUNTY DEVEEQ ENTS
FOR
6. ALL REIFORGING SHALL SECURELY TIED IN PLACE PRIOR TO PLACING CODE COREVIEWIM R IANCE
IANCE
CONCRETE OR GROUT,
Z"
WELDING OF GROSSING BAR5 AND TACK WELDING OF IREINFORGIN&A�AL-6 9T W
I eY
BE PERMITTED.
EAST ELEVATION
METAL ROOFING
20" DIAMETER -
ROOF VENTS
t2!? aAPG VeNTIO(G L
c2
"+e C-N'T'1 12>= R U I U O I N G
NI+NIM�r�I �,oao SQ. IN"
V1-NT"S l S (2�C2v l l2� C7
Install all electrical equipment at or
above the specified Flood
Elevation stated on the FEMA
FIRM Elevation Certificate
ALL MATERIALS AT OR
BELOW BASE FLOOD
ELEVATION SHALL BE
FLOOD RESISTANT.
PROVIDE "'FINISHI=D
CONSTRUCTION" FLOOD
ELEVATION CERTIFICATE PRIOR TO
FINAL BUILDING INSPECTION TO
BUILDING DIVISION
ADD NEW
cl"XIO' RIDGE
VENT TO j TRANSLUCENT
EXI5TING ROOF / 5KYL16HT PANELS
Surface Drainage shall comply with
2013 CRC section R401.3 minimum
5% (6 inches' in 10 feet) slope away from
foundation walls
I I. GUTTERS d
l I I DOWNSPOUTS
VIII � I I
11 1111 11 1 11 11 t
ii
SOUTH ELEVATION METAL SIDING See attached- Minimum erosion control and
sediment controls for projects disturbing less
than one acre
EXISTING BUILDING NEW BUILDING ADDITION NEW 3" WHITE VINYL -PAGED
INSULATION IN ROOF d WALLS
OF NEW d EXISTING BUILDINGS
12
-� I
i
WE5T ELEVATION
F7
REINFORCED CONCRETE
I. A. THE MINIMUM 28 DAY CONCRETE COMPRESSIVE STRENGTH SHALL BE:
FOUNDATIONS/ FOOTINGS 3000 P51
SLABS 3000 P51
SPECIAL INSPECTION OF CONCRETE 1 REOUIRED AS NOTED BELOW
NO PE L 5
PER 2013 GBG SECTION 1705.3 EXCEPTION I. ISOLATED FOOTINGS < 3 STORIES
AND EXCEPTION 3. FOR NONSTRUCTURAL SLAB5 ON GRADE
THEREFORE NO SPECIAL INSPECTION OF CONCRETE SHALL BE REQUIRED.
B. THE MAXI LUMP SHALL BE 4 INCHES.
G. MIX DESIGNS SHALL BE SUBMITTED FOR ALL CONCRETE WITH REOUIRED
STRENGTHS GREATER THAN 3000 PSI. MIX DESIGNS SHALL BE PREPARED BY A
PROFESSIONAL ENGINEER REGISTERED IN THE STATE OF CALIFORNIA AND
SUBMITTED TO THE PROJECT DESIGN PROFESSIONAL FOR REVIEW.
2. PORTLAND GEMENT SHALL CONFORM TO ASTM 6150, TYPE I OR IL
3. AGGREGATES FOR NORMAL WEIGHT CONCRETE SHALL CONFORM TO ASTM G33.
4. ADMIXTURES USED TO INCREASE THE WORKABILITY OF THE CONCRETE SHALL
NOT BE CONSIDERED TO REDUCE THE SPECIFIED MINIMUM GEMENT CONTENT,
5. READY -MIX CONCRETE SHALL BE MIXED AND DELIVERED IN ACCORDANCE WITH
A5TM 094.
6. MINIMUM CONCRETE COVER (IN INCHES) FOR REINFORCING STEEL FOR NON-
PRESTRE55ED CONCRETE;
A. CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH 3"
B. FORMED SURFACES EXPOSED TO EARTH OR WEATHER
#6 AND LARGER 2"
#5 AND SMALLER 1 1/2"
7. SLEEVES, PIPES, AND CONDUITS SHALL NOT BE PLACED THROUGH CONTINUOUS OR
SPREAD FOOTINGS, GRADE BEAMS, OR TIE BEAMS.
8. CONSTRUCTION JOINT5 SHALL BE ADEQUATELY KEYED. THEIR LOCATIONS AND
- DrTAILS, WHEN NOT SHOWN ON THE DRAWIN65, SHALL BE SUBJECT TO THE
APPROVAL OF THE ENGINEER.
q. CONCRETE PLACEMENTS SHALL BE CONTINUOUS BETWEEN CONSTRUCTION JOINTS.
0 UN ESS OTHERWISE SHOWN ON THE DRAWINGS, SLABS ON GRADE SHALL BE
CAST IN SQUARE OR RECTANGULAR PATTERNS NOT EXCEEDING 400 SOUARE FEET,
WITH A MAXIIMUM DIMENSION OF 20 FEET BETWEEN CONSTRUCTION, WEAKENED
PLANE, OR CONSTRUCTION JOINTS.
- - NORD HIGHWAY
AREAS OF
CONCRETE
APRON
FLATWORK
50'
p EXISTING
m GARAGE
EXISTING 123'
RESIDENCE
SEPTIC 1DV
LEACH PROPOSED
NEW METAL BUILDING
ADDITION (HATCHED)
PUMP
HOUSE
I
Flood Zone;
F.I.RM.: 6o�C 0,52-416
Future occupancy changes will be
required to meet the regulations
required at the time of permit
application for a new occupancy
change or tenant improvement
L�
631'
51TE PLAN
114'
N0.42028
Exp. 03/31/16
L;ALN . ,
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BUILDING CODE ANALYSIS:
CALIFORNIA BUILDING GORE 2013 EDITION
� n
0 C'I
OCCUPANCY GROUPS:
UTILITY AND MISCELLANEOUS U
PRIVATE GARAGE
U
TYPE OF CONSTRUCTION V -B
ALLOWABLE AREA5:
ALLOWABLE AREA (Aa) (W/INCREASES PER SEG 506.1)
mtaU
If = (F/P - 0.25) ` W/30
If = (95/95 - 0.25) ` 30/30 = FT5
F=95 FT
P=95 FT
W=30 FT
Is = O
U OCCUPANCY (ALLOWABLE AREA)
TABLE 503 BASIC ALLOWABLE (At) = 5,500 SF
Ao = (At + (At`If) + (At"Is)) =
Ao = (5500 + (5500•.75) + (5+500.0)) = 9,625 SF
U ALLOWABLE AREA 96255E
U ACTUAL AREA
EXISTING GARAGE BUILDING 1500 SF
NEW GARAGE BUILDING 1,500 SF
TOTAL = 3,000 SF OK
FIRE PROTECTION ANALYSIS:
TABLE 601
TYPE V -B REQUIRES 0 FIRE -RESISTANCE RATING AT ALL BUILDING ELEMI=NTS.
EAST ELEVATION
METAL ROOFING
20" DIAMETER -
ROOF VENTS
t2!? aAPG VeNTIO(G L
c2
"+e C-N'T'1 12>= R U I U O I N G
NI+NIM�r�I �,oao SQ. IN"
V1-NT"S l S (2�C2v l l2� C7
Install all electrical equipment at or
above the specified Flood
Elevation stated on the FEMA
FIRM Elevation Certificate
ALL MATERIALS AT OR
BELOW BASE FLOOD
ELEVATION SHALL BE
FLOOD RESISTANT.
PROVIDE "'FINISHI=D
CONSTRUCTION" FLOOD
ELEVATION CERTIFICATE PRIOR TO
FINAL BUILDING INSPECTION TO
BUILDING DIVISION
ADD NEW
cl"XIO' RIDGE
VENT TO j TRANSLUCENT
EXI5TING ROOF / 5KYL16HT PANELS
Surface Drainage shall comply with
2013 CRC section R401.3 minimum
5% (6 inches' in 10 feet) slope away from
foundation walls
I I. GUTTERS d
l I I DOWNSPOUTS
VIII � I I
11 1111 11 1 11 11 t
ii
SOUTH ELEVATION METAL SIDING See attached- Minimum erosion control and
sediment controls for projects disturbing less
than one acre
EXISTING BUILDING NEW BUILDING ADDITION NEW 3" WHITE VINYL -PAGED
INSULATION IN ROOF d WALLS
OF NEW d EXISTING BUILDINGS
12
-� I
i
WE5T ELEVATION
F7
REINFORCED CONCRETE
I. A. THE MINIMUM 28 DAY CONCRETE COMPRESSIVE STRENGTH SHALL BE:
FOUNDATIONS/ FOOTINGS 3000 P51
SLABS 3000 P51
SPECIAL INSPECTION OF CONCRETE 1 REOUIRED AS NOTED BELOW
NO PE L 5
PER 2013 GBG SECTION 1705.3 EXCEPTION I. ISOLATED FOOTINGS < 3 STORIES
AND EXCEPTION 3. FOR NONSTRUCTURAL SLAB5 ON GRADE
THEREFORE NO SPECIAL INSPECTION OF CONCRETE SHALL BE REQUIRED.
B. THE MAXI LUMP SHALL BE 4 INCHES.
G. MIX DESIGNS SHALL BE SUBMITTED FOR ALL CONCRETE WITH REOUIRED
STRENGTHS GREATER THAN 3000 PSI. MIX DESIGNS SHALL BE PREPARED BY A
PROFESSIONAL ENGINEER REGISTERED IN THE STATE OF CALIFORNIA AND
SUBMITTED TO THE PROJECT DESIGN PROFESSIONAL FOR REVIEW.
2. PORTLAND GEMENT SHALL CONFORM TO ASTM 6150, TYPE I OR IL
3. AGGREGATES FOR NORMAL WEIGHT CONCRETE SHALL CONFORM TO ASTM G33.
4. ADMIXTURES USED TO INCREASE THE WORKABILITY OF THE CONCRETE SHALL
NOT BE CONSIDERED TO REDUCE THE SPECIFIED MINIMUM GEMENT CONTENT,
5. READY -MIX CONCRETE SHALL BE MIXED AND DELIVERED IN ACCORDANCE WITH
A5TM 094.
6. MINIMUM CONCRETE COVER (IN INCHES) FOR REINFORCING STEEL FOR NON-
PRESTRE55ED CONCRETE;
A. CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH 3"
B. FORMED SURFACES EXPOSED TO EARTH OR WEATHER
#6 AND LARGER 2"
#5 AND SMALLER 1 1/2"
7. SLEEVES, PIPES, AND CONDUITS SHALL NOT BE PLACED THROUGH CONTINUOUS OR
SPREAD FOOTINGS, GRADE BEAMS, OR TIE BEAMS.
8. CONSTRUCTION JOINT5 SHALL BE ADEQUATELY KEYED. THEIR LOCATIONS AND
- DrTAILS, WHEN NOT SHOWN ON THE DRAWIN65, SHALL BE SUBJECT TO THE
APPROVAL OF THE ENGINEER.
q. CONCRETE PLACEMENTS SHALL BE CONTINUOUS BETWEEN CONSTRUCTION JOINTS.
0 UN ESS OTHERWISE SHOWN ON THE DRAWINGS, SLABS ON GRADE SHALL BE
CAST IN SQUARE OR RECTANGULAR PATTERNS NOT EXCEEDING 400 SOUARE FEET,
WITH A MAXIIMUM DIMENSION OF 20 FEET BETWEEN CONSTRUCTION, WEAKENED
PLANE, OR CONSTRUCTION JOINTS.
- - NORD HIGHWAY
AREAS OF
CONCRETE
APRON
FLATWORK
50'
p EXISTING
m GARAGE
EXISTING 123'
RESIDENCE
SEPTIC 1DV
LEACH PROPOSED
NEW METAL BUILDING
ADDITION (HATCHED)
PUMP
HOUSE
I
Flood Zone;
F.I.RM.: 6o�C 0,52-416
Future occupancy changes will be
required to meet the regulations
required at the time of permit
application for a new occupancy
change or tenant improvement
L�
631'
51TE PLAN
114'
N0.42028
Exp. 03/31/16
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