HomeMy WebLinkAboutB15-1990 000-000-000r
383 Rio Lindo Ave, Chico, CA 95926
p. (530) 592-4407 www.summitchico.com
Structural Calculations For:
Client:
Kyle Keesling
BUTTE
COUNTY project:
JUN 0 f 2016 Keesling Residence Carports
DEVELOPMENT Address:
SERVICES Breeze Hollow Lane, Oroville, CA
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Note:
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Note: Summit Structural Design (SSD) is not responsible for on-site inspection to
assure compliance with the standards, sizes, materials, or workmanship specified herein.
SSD is not responsible for any structural element or system not specifically noted in this
set of specifications/calculations unless authorized in writing by SSD. Workmanship shall
be of the highest quality and in all cases shall follow accepted construction practice, the
latest edition of the California Building Code, and local building department standards.
STRUCTURAL NOTES I
I
1. GENERAL
A) ALL WORK SHALL CONFORM TO THE 2013 CBC AND ALL APPLICABLE LOCAL CODES.
B) THE ENGINEER (SUMMIT STRUCTURAL DESIGN) IS RESPONSIBLE FOR THE STRUCTURAL ITEMS IN THE PLANS ONLY.
THE GENERAL CONTRACTOR SHALL VERIFY THAT ALL CONSTRUCTION IS IN FULI AGREEMENT WITH THE LATEST,
BUILDING DEPARTMENT APPROVED, STRUCTURAL DRAWINGS. SHOULD ANY CHANGES BE MADE FROM THE DESIGN
AS SPECIFIED IN THESE CALCULATIONS WITHOUTTHE 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, ETC.
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 BYTHE CONTRACTOR, AND ANY DISCREPANCIES
MUST BE BROUGHT TO THE ATTENTION OF THE ENGINEER WITHOUT PROCEEDING WITH CONSTRUCTION PRIOR TO
THE REVIEW OFTHE ENGINEER. I
F) ALL WATER PROOFING AND FLASHING (ROOFS, FOUNDATIONS, GARAGE FLOORS, ETC...) IS THE RESPONSIBILITY OF
THE CONTRACTOR OR OWNER.
G) 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 j
A) ASSUMED MAXIMUM SOIL BEARING = 1,500 PSF PER CBC TABLE 1804.2. I
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. j
D) ALL FOOTINGS INCLUDING RETAINING WALL FOOTINGS, SPREAD FOOTINGS, WALL FOOTINGS, AND GRADE BEAMS
SHALL BEAR ON UNDISTURBED SOIL WITH A FOOTING DEPTH BELOW FROSTLINE.
E) BOTTOM OF ALL FOUNDATION TRENCHES SHALL BE CLEAN AND LEVEL.
F) ALL FINISHED GRADE SHALL SLOPE AT A MINIMUM SLOPE OF 5% AWAY FROM ALL FOUNDATIONS A MINIMUM OF 10
FEET HORIZONTAL.
G) FOUNDATIONS SHALL NOT BE SCALED FROM PLAN OR DETAIL DRAWINGS.
H) FILL MATERIAL SHALL BE FREE FROM DEBRIS, VEGETATION, AND OTHER FOREIGN SUBSTANCES, AND SHALL BE
COMPACTED A MINIMUM OF 90%.
I) USE 4" DIAMETER PERFORATED PIPE SUB -DRAIN BEHIND ALL RETAINING WALLS. SLOPE PIPE TO DRAIN TO DAYLIGHT.
J) FOR FOOTINGS PLACED ON OR ADJACENT TO SLOPES, A GEOTECHNICAL ENGINEER MUST APPROVE FOOTING
PLACEMENTS IN VIOLATION OF FIGURE 1808.7.1 OF THE 2013 CBC. THIS ENGINEER SHALL NOT BE LIABLE FOR ANY
FOUNDATION NOT IN STRICT CONFORMANCE TO SECTION 1808 OF THE 2013 C6C.
K) WHERE LOADING TO EXISTING FOUNDATIONS IS NOT SUBSTANTIALLY INCREASED OR MODIFIED, NO DESIGN
RECOMMENDATIONS HAVE BEEN MADE FOR THE SUITABILITY OF THE EXISTINGfOUNDATIONS. ONLY THOSE
FOUNDATIONS WHERE LOADS HAVE BEEN ADDED BY A SECOND STORY HAVE BEEN INCLUDED IN THE DESIGN. THE
OWNER SHALL BE ADVISED THAT EXISTING FOUNDATIONS MAY NOT BE STRUCTURALLY ADEQUATE AND
SETTLEMENT, CRACKING, AND OTHER PROBLEMS ASSOCIATED WITH EXISTING FOUNDATIONS ARE BEYOND THE
SCOPE OF THIS DESIGN. IF REVIEW OF THE EXISTING FOUNDATIONS IS REQUIRED, A GEOTECHNICAL ENGINEER
SHOULD BE CONTACTED TO DETERMINE THE EXTENT AND ADEQUACY OF THE EXISTING, UN -MODIFIED PORTIONS OF
THE FOUNDATIONS AND UNDERLYING SOILS.
i
1
I
-,
L
mmit Structural D
PRO1E
4. CONCRETE / REINFORCING
A) CONCRETE SHALL HAVE A MINIMUM 28 DAY STRENGTH OF 2,500 PSI U.N.O.
C) ALL CEMENT USED SHALL CONFORM TO ASTM C-150 AND SHALL BE TYPE II OR TYPE III LOW ALKALI,
D) AGGREGATE SHALL CONFORM TO ASTM C-33 AND SHALL NOT CONTAIN MATERIALS THAT ARE ALKALI REACTIVE AS
DETERMINED BY ASTM C-227, 289, AND 295. IF TEST DATA IS UNAVAILABLE IN REGARDS TO ALKALI REACTIVE
MATERIALS, PROVIDE CEMENT WITH A MAXIMUM ALKALI CONTENT LESS THAN 0.45% BY WEIGHT.
E) CONCRETE EXPOSED TO FREEZING OR THAWING SHALL BE PROTECTED IN ACCORDANCE TO THE LATEST EDITION OF
ACI 318.
F) SLABS ON GRADE SHALL BE PER THE CONTRACTOR. SUMMIT STRUCTURAL DESIGN RECOMMENDS THE FOLLOWING
AS A SUITABLE SLAB -ON -GRADE: AT GARAGE SLABS, USE 4" THICK S.O.G. WITH #3 BARS AT 15" O.C. EACH WAY
ABOVE MID -DEPTH OF SLAB OVER 2" SAND, OVER MOISTURE BARRIER, OVER 4" AGGREGATE BASE. USE 3-1/2" SLAB
WITH #3 AT 15" E.W. ABOVE MID -DEPTH OF SLAB, OR 6X6 WWF ABOVE MID -DEPTH OF SLAB WITH SAME SUB sLAE1
BUILDUP AT ALL OTHER AREAS.
G) SAW -CUT TOP %" OF SLAB FOR CRACK CONTROL AT INTERVALS NOT TO EXCEED 16'-0" WHERE SLAB IS REINFORCED,
SAW CUT AT INTERVALS NOT TO EXCEED 7'-0" WHERE SLAB IS UN -REINFORCED'.
1) 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 Ya"
#6 BARS AND LARGER: 2"
CONCRETE WITHOUT SOIL OR WEATHER EXPOSURE: %"
J) REINFORCEMENT SHALL BE GRADE 60 PER ASTM A615 U.N.O. LAP BOTTOM BARS 60 BAR DIAMETERS U.N.O. AND
LAP TOP BARS, PLACED ABOVE 12" OF CONCRETE OR MORE, 80 BAR DIAMETERS U.N.O.
K) #5 AND LARGER REBAR SHALL NOT BE RE-BENT.
L) ALL REINFORCING STEEL AND ANCHOR BOLTS SHALL BE ACCURATELY LOCATED AND ADEQUATELY SECURED IN
POSITION BEFORE AND DURING CONCRETE PLACEMENT.
6. FRAMING/LUMBER
6-1 MATERIALS:
A.) SHEATHING:
1. ROOF SHEATHING: Y" APA RATED 32/16 EXPOSURE 1, STRUCTURAL SHEATHING WITH FACE GRAIN
PERPENDICULAR TO FRAMING, STAGGER PANELS AND NAIL WITH 8d AT 6" O.C..EDGE, 12" O.C. FIELD U.N.O. PROVIDE
1/8" GAP AT ALL PANEL EDGES U.N.O. BY PANEL MANUFACTURER,
2. FLOOR SHEATHING: %" APA RATED 48/24 WITH FACE GRAIN PERPENDICULAR TO FRAMING, STAGGER PANELS
AND NAIL WITH 10d AT 6" O.C. EDGE 10" O.0 FIELD, GLUE AND NAIL TO ALL SUPPORTS.
PROVIDE 1/8" GAP AT ALL PANEL EDGES U.N,O, BY PANEL MANUFACTURER.
3, WALL SHEATHING: SEE PLANS
4. ANY SHEATHING WITH EXTERIOR EXPOSURE SHALL BE OF EXTERIOR TYPE.
B.) GLUE -LAMS: GLUE -LAMS SHALL BE 24F -V4 U.N.O. WITH A CAMBER OF R=1600' O.N.O.
GLUE -LAMS EXPOSED TO WEATHER MUST BE RATED FOR EXTERIOR USE BY THE MANUFACTURER. FLASHING AND
WATERPROOFING OF EXPOSED ENDS SHALL BE PROVIDED BY THE CONTRACTOR TO PREVENT DECAY.
GLUED LAMINATED FABRICATION SHALL BE PERFORMED IN AN APPROVED FABRICATOR'S SHOP IN ACCORDANCE
WITH CBC 2303.1.3, AITC A190.1 AND ASTM D 3737. BEAM INSPECTION CERTIFICATES SHALL BE SUBMITTED TO THE
FIELD INSPECTOR PRIOR TO COMPLETION OF FRAME INSPECTION IN ACCORDANCE WITH CBC 1704.2.
C.) MICRO -LAMS: MICRO -LAMS (LAMINATED VENEER LUMBER) SHALL HAVE FB = 3100 PSI & FV = 285 PSI MIN., AND
SHALL BE MANUFACTURED, APPROVED AND IDENTIFIED AS PER NER-481
C2.) PARALAMS: PSL'S (PARALLEL STRAND LUMBER) SHALL HAVE FB = 2900 PSI & FV ',= 290 PSI MIN., AND SHALL BE
MANUFACTURED, APPROVED AND IDENTIFIED AS PER NER-481
D.) SILL PLATES: SILL PLATES SHALL BE PRESSURE TREATED DOUGLAS FIR WITH 1/2". DIAMETER ANCHOR BOLTS AND 3" X
3" X.229" THICK PLATE WASHERS LOCATED AT 6'-0" O.C. MAX. WITH ONE BOLT LOCATED 1'-0" MAXIMUM FROM
EACH END OF EACH PIECE. AT SHEAR WALL LOCATIONS, SILLS SHALL BE 3X MATERIAL UNO PER PLANS AND DETAILS.
E.) FRAMING LUMBER: ALL FRAMING LUMBER SHALL BE DOUGLAS FIR LARCH AS GRADED BY THE W.W.P.A. OR
W.C.L.I.B. AND SHALL HAVE A MOISTURE CONTENT LESS THAN 19%, U.N.O.
1. STUDS SHALL BE STUD GRADE OR BETTER.
2. ALL POSTS SHALL BE DF -L #1 U.N.O.
3, 2X AND 3X RAFTERS SHALL BE DF -L #2 U.N.O.
4. 2X JOISTS SHALL BE DF -L #2 U.N.O.
5. CONCEALED BEAMS SHALL BE DF -L #2
esline Caroorts
6, EXPOSED BEAMS SHALL BE DF -L ##1 APPEARANCE GRADE FREE OF HEART CENTERS (4X6 AND LARGER)
F.) NAILS: ALL NAILS SHALL BE COMMON U.N.O. WHERE EXPOSED TO WEATHER OR WITHIN 18" OF FOUNDATION,
NAILS SHALL BE HOT DIPPED GALVANIZED.
G.) BOLTS AND LAG SCREWS: BOLTS AND LAG SCREWS SHALL BE ASTM A-307 U.N.O. AND PROVIDED NEW AND
WITHOUT EXCESSIVE RUST. BOLTS EXPOSED TO WEATHER SHALL BE GALVANIZED.
H.) ALL HARDWARE CALLED SHALL BE SIMPSON STRONG -TIE CO., OR ENGINEER APPROVED EQUIVALENT, INSTALLED PER
MANUFACTURER'S RECOMMENDATIONS WITH ALL HOLES FILLED WITH RECOMMENDED FASTENERS
I.) ALL METAL FASTENERS IN CONTACT WITH PRESSURE TREATED WOOD SHALL BE STAINLESS STEEL OR OTHERWISE
CERTIFIED BY THE MANUFACTURER TO RESIST CORROSION CAUSED BY THE SPECIFIC TREATMENT APPLIED TO WOOD,
6-2 GENERAL FRAMING
A,) MINIMUM NAILING: MINIMUM NAILING SHALL BE PER 2013 CBC TABLE 2304.9.1.
B.) LARGER MEMBERS: ALL FRAMING MEMBERS SPECIFIED IN THESE CALCULATIONS ARE MINIMUMS; LARGER
MEMBERS MAY BE SUBSTITUTED AT CONTRACTOR'S OPTION,
C.) SHRINKAGE: CARE SHALL BE TAKEN TO ALLOW FOR EFFECTS OF SHRINKAGE, WHICH COULD CAUSE SETTLEMENT OF
ROOF AND OR FLOORS AND COULD LEAD TO FAILURE OF ASSOCIATED FRAMING MEMBERS. THE CONTRACTOR
SHALLTAKE ALL MEASURES NECESSARY TO PROTECT FRAMING FROM THE EFFECTS OF SHRINKAGE.
6-3 BEAM FRAMING
A.) BUILT UP BEAMS: ALL BUILT UP, LAMINATED DOUBLE OR MULTIPLE 2X JOISTS AND BEAMS SHALL BE NAILED
TOGETHER WITH 16d NAILS AT 6" O.C., T&B U.N.O.
B.) DOUBLE JOISTS: PROVIDE DOUBLE FLOOR JOISTS UNDER PARTITION WALLS RUNNING PARALLEL TO JOIST SPAN AND
UNDER ALL LOCATIONS WHERE TUBS MAY BE LOCATED,
ADEQUATE SUPPORT SHALL BE PROVIDED FOR ALL OTHER EQUIPMENT OR FURNISHINGS WHICH MAY NOT BE
SHOWN ON THE STRUCTURAL DRAWINGS INCLUDING BUT NOT LIMITED TO: HOT WATER HEATER, STOVE,
REFRIGERATOR, OVEN, FIRE PLACE ENCLOSURES, WOOD BURNING STOVE, ETC...
C.) BLOCKING: PROVIDE SOLID BLOCKING IN JOIST FRAMING ABOVE ALL SUPPORTS AND MIDSPAN OF JOISTS SPANNING
GREATER THAN 10'-0"
6-6 CONNECTIONS
A.) HOLES FOR THROUGH BOLTS SHALL BE DRILLED 1/16" OVERSIZE.
B.) ALL BOLTS, NUTS, AND LAG SCREWS SHALL BE PROVIDED WITH FLAT OR MALLEABLE WASHERS WHERE BEARING
AGAINST WOOD.
C.) ALL BOLTS AND LAG SCREWS SHALL BE TIGHTENED UPON INSTALLATION AND RE -TIGHTENED BEFORE CLOSING IN OR
AT COMPLETION OF JOB.
D.) LAG SCREWS SHALL BE SCREWED, NOT DRIVEN, INTO PLACE.
E.) FASTENERS IN PRESERVATIVE OR FIRE RETARDANT TREATED WOOD SHALL BE HOT DIPPED GALVANIZED.
7. STEEL
7.1 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: STRUCTURALTUBES 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 RISC
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 PROVIDED NEW AND
WITHOUT EXCESSIVE RUST.
8-2 CUT AND STACKED ROOF FRAMING,
A,) CUT AND STACKED ROOF SYSTEMS SHALL BE BUILT TO THE CONVENTIONAL FRAMING REQUIREMENTS OF THE
CALIFORNIA BUILDING CODE (CBC 2308.10). PURLINS, BRACES, INTERMEDIATESUPPORTS, AND CONNECTIONS
Summit Structural Design PROJECT: Keesling Carar�rts __�
�l
SHALL BE PROVIDED BY THE CONTRACTOR THAT ARE CAPABLE OF TRANSMITTING ALL GRAVITY AND WIND LOADS TO
THE FOUNDATION.
B.) IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO PROVIDE THE CONVENTIONALLY FRAMED ROOF SYSTEM WITH
TIES AND SUPPORTS BRACING ALL ELEMENTS TO THE FOUNDATION. THE ENGINEER HAS MADE A CURSORY REVIEW
OF THE FRAMING SIZES AND SUPPORT LOCATIONS, AND HAS PROVIDED GENERAL CONNECTION DETAILS TO COVER
THE MAJORITY OF CONDITIONS, BUT HAS NOT PROVIDED ENGINEERING DETAIL REQUIREMENTS FOR ALL
CONNECTIONS NECESSARY FOR THE ROOF TO PERFORM IN ACCORDANCE WITH THE LOADING CRITERIA, IF ANY
SPECIFIC ELEMENT OF THE ROOF FRAMING SYSTEM IS NOT SHOWN AND DETAILED CONNECTION CRITERIA IS
REQUIRED, PLEASE CONTACT THE ENGINEER FOR ADDITIONAL INFORMATION.
9. DESIGN LOADS
A) ALL DESIGN LOADS ARE PER CBC CHAPTER 16, DIVISIONS I, II, III, AND IV U.N.O.
B) ROOF LIVE LOAD : 20 PSF REDUCIBLE
C) SEISMIC ZONE: D
D) WIND SPEED: 110 MPH EXP C
Summit Structural Design
Project: Keesling Carports
Engineer: RKB
Design of : Gravity Loads
Roof Slope= 6 to 12
Roof Dead Load Ply
1.5 psf
Roofing
2.5 psf
Framing
2.0 psf
Clg
2.0 psf
Insul
0.0 psf
Misc.
1.4 psf
Total (sloped)
9.4 psf
Total (horiz)
10.0 psf
Roof Live Load Roof Live Load
20.0 psf
2X8 BARGE BD.�^
POOP rpl MING NOTE5
li 1. ROOF DESIGN
- ROOF RAFTERS AT 2'-0"
- 15# FELT
- METAL ROOF
- SNOW LOAD 0#
2. H2.5 ANCHORS AT EACH RAFTER
2X6 RAFTERS ® 24" O.C. TYP.
I
+
ill
6:12
6:12
H2.5 ANCHOR ALL
RAFTERS TYP.
2X BLOCKING
BETWEEN RAFTERS
I
�
l►
2X8 BARGE BD.�^
Summit Structural Design
Project: Keesling Carports
Engineer: RKB
Design of: Seismic Mass and Seismic Load Development
Area (ft2) Weight (Ibs)
Roof 1008 10070
Roof Snow (20%) 0 0
Height (ft) Length (ft) Weight (Ibs)
Walls(ext) 8.5 0 0
Walls(int) 8.5 0 0
Total 20070
Roof Area (ft 2) Floor Area (ft) Ultimate Working Stress
1008 0 2121 1515
Roof
Trib
Wall Line Area (f'
Typ HSS 158
Line Shear (Ibs)
Working Stress
238
Shear (Ibs)
rho Total
1.00 238
x�
Gole. gle earth feet; 1000
meters
h = I N rvIA I Cv. r C
m
uesign maps summary Keport
i Design Maps Summary Report
User -Specified Input
Building Code Reference Document 2012 International Building Code
(which utilizes USGS hazard data avallable in 2008)
Site Coordinates 39.480N, 121.46°W
Site Soil Classification Site Class D - "Stiff Soil"
USGS-Provided Output
SS = 0.598 g SMS =
SI = 0.257 g SMI =
0.790 g SIDS = 0.527 g
0.484 g SDI = 0.323 g
For information on how the SS and S1 values above have been calculated from probabilistic (risk -targeted) and
deterministic ground motions in the direction of maximum horizontal response, please return to the application and
select the "2.009 NEHRP" building code reference document.
MCER Response Spectrum
0.83--
0.90--
0.72
.az0.800.?2
o.r>4
0.56
0.49--
L M
.48to 0.40
0.32
0,24.-
0.1G
.240.10
0.03
0.00
0.00 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2,00
Period, T (sec)
Design Response Spectrum
0,54--
0.4e
0,42--
0.3c
.420.36
M 0.30
N 0.2b
0.18 '""•-....'--,..
0.l z
0,06
0.00 t-+--+-----�--�
0.00 0.20 0.40 0.60 0.80 1.00 1.70 1.40 1.60 Lt0) 2,00
Period, T (sec)
Although this information is a product of the U.S. Geological Survey, we provide no warranty, expressed or implied, as to the
accuracy of the data contained therein. This tool is not a substitute for technical subject -matter knowledge.
http://ehpl-earthquake.cr.usgs.gov/designMaps/us/summary.php?template=minimal&tatitude=39.48&longitude=-121.46&siteclass=3&riskcateaorv=08d-ditinn=i .. 1/1
N
Summit Structural Design
Project: Keesling Carports
Engineer: RKB
Design of: Seismic Load Development (ASCE 7-10)
Ss
0.598 Mapped 0.2 sec spectral response
S1
0.2.57 Mapped 1 sec spectral response
Site Class D
�► In accordance with Ch 20.
SMS
0.79 Max Considered EQ
SM1
0.48 Max Considered EQ
SDS
0.527 Design Spectral Response (0.2 Sec)
SD1
0.323 Design Spectral Response (1.0 Sec)
Y Cantilever Columns — T
System
R
2.5 Omega 1.25 Cd
Cs
0.21 12.8-2 Max Cs 0.79
Ct
0.028 x 0.8
Ta
0.16 Cu 1.4 Max T
Use T
0.16 Alt Ss 0.598
V=
0.211 *W Height to Roof (hn) _
V=
2.1 k Vert Dist Exp. (k)
Seismic Design Category D
Occupancy 2
1 1
TL 16
2.5 Ht Limit 35
Min Cs 0.02 (.01 outside of SJ)
0.23 No limit for drift
9 ft
1
Level Story Ht. (ft) hi (ft) wi (kips) (wi*hi) (kip -ft) Cvx Veq (kips) S VEQ (kips) _ Dia_ph. (kips)
ROOF 9 9 10 91 1.00 2.1 2 2
10.1 91
Summit Structural Design
Project: Keesling Carports
Engineer: RKB
Design of: MWFRS-Envelope Procedure (ASCE 7-10, Section 28.6)
Conditions:
r. •'� K� rr�
1. Simple Diaphragm
r,-�
CASE D
2. Low-rise-
z-) -1-
�•i2
3. Enclosed
`Yr l-rl
4. Regular Shaped
`
S. Not Flexible
r�
6. Not Subject to:
CASE A
r '
a) across wind loading
b) vortex shedding
c) instability(gailup/flutter)
yam,
d) channeling effect
n g
� '
/� i :i �/f
e) buffeting (upwind obstructions)
---•
r''r
l�
7. Approx. 5 metrical Cross Section
With Flat, Gable, or Hip Roof <_ 45
8. Exempt From Torsional Load Cases
-'�x
Indicated in Note 5 of Fig. 28.4-1, or
:r J '
the Torsional Load Cases do not
^• /.
VAE
•. 011 S"`A
Control the Design:
CASE
COY=' ,Q. -Jl �
r' o`a-
(1) story and h<_30 ft. or
"'
(2) story max and light framed or
(2) story max and flex. diaphragm
L=
50
Long. Bldg. Dim. (ft)
2aL=
8.0 ft.
T=
40
Transv. Bldg. Dim. (ft)
2aT=
8.0 ft.
V=
110
Basic Wind Speed (110 or 115 mph)
LCF=
0.60
Load Combination Factor
N=
1.21
Adjustment Factor
Kz1=
1.00
Topographic Factor
Adjustment Factor for Bldg Height and
h=
12
Mean Roof Height (ft)
Exposure, N
0=
25
Closest Roof Angle Mean Roof
Exposure
(5°,10°,150,20°,25°,or 30')
Ht. (ft)
B C D
MWFRS Wind Loads (psf), ps=LCF*N*Kzt*ps30
15
1.00 1.21 1.47
Location
ps, 0=0
ps, 0=25 Min. Net Ovhg.
20
1.00 1.29 1.55
A-110
13.9
17.5 9.6
25
B-1.10
2.8 4.8
30
1 7.70- 1.40 1.6
C-1.10
9.2
12.6 9.6
35
1.05 1.4 1.7()
D-1.10
2.9 4.8
40
1.09 1.49 1.74_
E-110
-16.8
-7.8 -14.4
45
1.12 1.53 1.78
F-110
-9.5
-10.6
50
1.16 1.56 1.81
G-17--11.
- -12.3
55
1.19 1.59
H-110
-7.3
-8.5
60
1 1.22 1.62 1.f31
11
Summit Structural Design
Project: Keesling Carports
Engineer: RKB
Desian of: C+C-Envelope Procedure (ASCE 7-10, Section 30.5)
C) `
{ 1`
0 ���' C.) U
l0 r;t;
�..
' J
HIP ROOF (7'c. e !�25* HIP ROOF (25'< e _<_27')
`31� G3��
{i) 0", �;)
01
✓�
o.�; ,' o...• Yom,
-• -' `"-
FLAT ROOF and CABLE ROOF (7'< D<151
GAQi E ROOF ((•)<,7')
L= 50 Long. Bldg. Dim. (ft) a(ft) = 4.0
T= 40 Transv. Bldg. Dim. (ft)
V=: 110 Basic Wind Speed (110 or 115 mph)
LCF= 0.6 Load Combination Factor
A= 1.21 Adjustment Factor
Kzt= 1 Topographic Factor
h= 12 Mean Roof Height (ft)
RAN= 2 Roof Angle Number 0=0°-7° 2=8°-27°
3=28°-45°
Conditions:
1. Mean Roof Height 5 60 ft.
2. Enclosed
_ --
3. Regular Shaped
4. Not Subject to:
_ ��-
a) across wind loading
b) vortex shedding
----
c) instability (gallup/flutter)
d) channeling effect
e) buffeting (upwind obstructions)
5. Flat Roof or Gable Roof < 45°,
or Hip Roof < 27°
Adjustment Factor for Bldg
1 g
Height and Exposure, h
can
Roof Ht. Exposure
ft B C
15 1.00 1.21
_-I�
1.47
20 1.00 1.29
-1.55
25 1.00 1.35
-1.61
30 1.00 1.40
1.66
35 1.05 1.45
40 1.09 1.49
_1.70
1.74
45 1.12 1.53
1.78
50 1.16 1.56_
1.81
55 1.19 1.59
1.84
60 1.22 1.62_
1.87
C+C Wind Loads (psf), pnet=LCF*AIIKzt*pnet3o
Loc.
Zoneft2
EWA pnet Ovhg.
+ _ _
Loc,
EWA pnet
Zone ft +
0
�0
6 - 4.4
10 15.8
_
2 .6 -
4 20 �5.
_T7.1
I fi.4
1 50 11.6 -13.5
4 50 14.2
1 f5.5
1 100 11.6 -13.1
4 100 13,4
-14.8
2 10 11.6 -25.2 -29.5
4 500 11.8
-13.1
2 11-6---n,2 - .
5 10 15.8
-21.1
2 50 ----2U 5 -29.5
5�_'I
2 00 11.6 - 8.5 -29.5
4.9
5 .2
T'l
3 10 11.6 -37.2 -49.6
5 100 13.4
16.4
3 20 11.6 -34.8 -44.7
5 500 11.8
-13.1
3 100 11.6 -29.2 -33.5
I'S
Summit Structural Design
Project: Keesling Carports
Engineer: RKB
Design of: Cantilever Column
Steel Code Check for Structural Tubing
Per ANSI/AISC 360
_
Properties
Loads
Member Length, L =
7.5 ft
Axial Load, Ppt -
0.91 kips
K =
2.1
Axial Load, Pit =
0.00 kips
Yield Stress, Fy =
46.0 ksi
Seismic Wind
Modulus of Elasticity, E =
29000 ksi
Shear, Vx =
0.24 0.59 kips
Height, In =
4.00 in.
VY =
0.00 0,00 kips
Width, w =
4.00 in.
Wall thickness, t =
0.23 in
Note:
Radius of Gyration, rx =
1.52 in
See lateral design for Seismic
and Wind
Radius of Gyration, ry -
1.52 in
load development,
Area, A =
3.37 int
Section Modulus, Sx =
3.90 In3
Section Modulus, Sy =
3.90 In3
Moment of Inertia, Ix =
7.80 Ino
Section O.K.
Moment of Inertia, ly =
7.80 in4
Zx =
4.69 ln3
Zy =
4.69 in4
Compression
Section ok for Compression
Critical Load Combination, P =
0.91 kips < 15% of Allowable - Section ok for Cantilever
Column
W,
1.670
4.71'(E/Fy)^(1/2)=
118.261
x-axis y axis
KI/r =
124.24 124.24
Fe =
18.542 ksi 18.542 ksi
Fcr =
16.4464232 ksi 16.4464232 ksi
Pn =
55.4415137 kips 55.4415137 kips
Allowable Compressive Strength Pn/Wc -
33.1985112 kips 33.1985112 kips
Bending
Section ok for Bending
Wb
1.670
x-axisy axis
Seismic Bending Moment, M =
21.42 k -in 0.00 k -in
Wind Bending Moment, M =
53.10 k -In 0.00 k -in
Compact Compact
Nominal Flexural Strength, Mn
215.74 k -In 215.74 k -in
Allowable Flexural Strength, Mn/Wb
129.19 k -in 129.19 k -in
Shear
Section ok for Shear
Wv
1.670
kv
5
x-axis y-axis
Q=
3.42 in3 3.42 in3
Cv =
1 1
Aw -
1.43 in2 1.43 Int
Design Shear Stress, fv - VO/It
0.72 ksi 0.00 ksi
Nominal Shear Strength, Vn -
39.46 kips 39.46 kips
Allowable Shear Strength, Vn/W„ =
23.63 kips 23.63 kips
Combined Bend & Comp.
Section okfor Combined Egns.
Pr/Pc
0.03
Eqn 1-11.1b
0.180
Deflection
Section ok for Deflection
Calculated Deflection, DMAX =
0.390 in.
Allowable Deflection, DALLOW -
2.250 In
Summit Structural Design
Project: Keesling Carports
Engineer: RKB
Design of : Post Foundations, Constrained
Constrained
Embed Depth, d= 4.43 ft.
b= 2.0 ft. Diameter of round post or diagonal dimension of square post.
h= 7.0 ft. Height of applied load.
P= 595 lbs. Applied load.
S3= 450 psf Allow. lateral bearing pressure based on embed depth.
..._ - -- - — _ .... _._ _. _ ._. _ _�_... - -- _......_._._....... . _ .__..._.... ..._..._...
MoL 14.
Summit Structural Design
Project: Keesling Carports
Engineer: RKB
Design of: Roof Framing (Conventional)
Roof Loads
DL= 10 psf
LL= 20 psf
Roof plywood:
1/2" APA rated Exterior plywood or OSB. Apply face grain perpendicular to
framing, stagger panels and nail with 8d at 6" o.c. edges and 12" o.c. field. Edge
nail at gable ends, drags strap lines, blocking, and all supported edges.
COMPANY PROJECT
Summit Structural Design
WoodWorks'
May 24, 2016 16:22
sesnvnxr FOR woos nesrex 61
Design Check Calculation Sheet
WoodWorks Sizer 10.1
Loads:
Load
Type
Distribution
Pat-
Location (ft)
Magnitude
Unit
922
922
Roof Live
tern
Start End
Start End
fb
_
1.cad1
Uea;l
Full /.rea
.559
i5ary
10.00 (7.00)+
psf
Loa" 12
wird C&C
Full Area
V, in re 'd
1.00'
20.00 17.00)'
psf
Load3
of constr.
Full Area
0.26 -
L/614
16,00 ;7,00)•
psf
Self -weight.
Dead
Full VDL
pLf
Maximum Reactions (lbs) and Bearing Lengths (in)
13'-2"
13'-1"
unfactorl'd:
--
Value
Dead
522
522
Wind
922
922
Roof Live
630
8.30
Fac?:orad:
fb
714
Total
--
1559
.559
i5ary
0,08
<L/999
ring:
Length
-.--_
1.00'
1.'or:
V, in re 'd
1.00'
,OCA'
rvununuin -'ry ienyui s wfy usvu I fur enu 5upperl5
Lumber -soft, D.Fir-L, No.2, 4x12 (3.1/2"x11-1/4")
Supports: All - Timber -30(t Beam, D.Fir-L No.2
Total length 13'-2.0';
Lateral support: top= 24 bottom= ai supports; (in)
Analysis vs. Allowable Stress (psi) and Deflection (in) „Sing NDS 2012:
Criterion
Anal 5is
Value
Design
Value
Anal si5/Desion
St:aar
fv -
44
Fv' _
' Z
fv Fv 0.19
DencJing (+)
fb
714
Fib •
1'2
fb/Fb' - 0.88
Dead Defl'n
0,08
<L/999
Live Defl'n
0.1.4 a
<L/994
0.44 a
L/360
0.32
'Total Def.1.'n
0.26 -
L/614
0.65
L/240
0.39
Additional Data:
FACTORS: F/E(Psi1CU CM CC CL CF Cfu Cr Cfrt Ci Cn LCN
Fv' 160 1.25 1.00 1.00 - - - - 1,00 1.00 .1.00 2
Fb'+ 900 1.25 1,00 1,00 0.996 1.100 1.00 1.00 1.00 1.00 - 2
Fcp' 625 - 1,00 1.00 - - - - 1.00 1.00 - -
1.6 million 1.00 1.00 - - - - 1.00 1.00 - 0
Efrin' 0,58 million 1.00 1.00 - - - - 1.00 1.00 - 3
CRITICAL LOAD COMBINATIONS:
Shea rLC 02 D+Lr, V = 1.343, V design 1142 lbs
0endingl+): LC N2 - D+Lr, t! - 4394 lbs -ft
Deflet.tion: LC N3 - D+,75(Lr+.42w) (live)
LC 03 = D+.75(Lr,.42W) (total.)
D -dead L., ve 5asnow W=wind 1 -impact Lr -roof live Lc®concentrated E=earthquake
All LC's are listed in the Analysis output
Load Carrbinations: ASCE '7-10 / 18C 22,
CALCULATIONS:
Da'.iectl:n Fa - 664,06 lb -int.
"Live° deflection a Deflection from all nun -dead lnaris Ilivr., wind, sno.....i
;'oval ,^..eflect ion m 1.50{Dead Lcad Detier-t Toru Live Load Daflert ion.
Design Notes:
1 WoodWoiks analysis and design are in accordance with the ICC International Building Code (IBC 2012), the National Design Specification (NDS 2012), and NDS Design Suoplernent
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.
COMPANY PROJECT
Summit Structural Design
WoodWorlss'
May 2n, 2016 16:2702
w4
Design Check Calculation Sheet �!
Wood Works Sizer 10.1
l_r1Ari51
Load
TypeU1
u[rlbution
PaC-
I.uL•:,t ion (ftl
Hannitude
Unit
i'i7
4J
Reef I.1
CCYn
SCart End
start End
th
Loaf
Dead
FL Ar._a
,•
a__ gr
10-
�-- --
Load2
wind c'C
'.1, Arca
.in req'd
1.01)
20.00 129.01'
pet
Loa"
Recf --t'.
Full A,
0.61
L/219
18.00 {24.01'
psC
e_C-we1 ht.
U'ad
Full UD L
2.0
>1C
Maximum Reactions (ibs) and Bearing Lengths (in)
11'•23'
gSli
Unfaccmed.
lAnalyis
�-^ ^-----
Uaad
121
sis/De n
Wind
i'i7
4J
Reef I.1
5<nd;no nrl
th
1143
Tocaf
742
,•
a__ gr
o.th9 '•
�-- --
Length
1.00•
l.:i r.•
.in req'd
1.01)
1•"'�•
`M,Nmum heal
no lentil
01,n used,. i• for end st, + ons
Lumber -soft, D.Fir-L, No.2, 2x6 (1-i/2"x5-1/2")
Supports: All - Timber -soft Beam, D.Fir-L 140.2
Roof Joist spaced at 24,0' cicf Total length, 1 V-2.7% Pilch: 8/12:
Lateral support: top': full, bottom= full: Repetitive factor: applied where permitted (refer to online help);
Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2012:
cl,i
lAnalyis
Valu'
Desl n
Vaiut•Annl
sis/De n
Sncar
tv >
4J
5<nd;no nrl
th
1143
Fb' •
1602
Cb/ilr' 0.60
D"d Uvtl'n
o.th9 '•
L/646
Ll v,+ Defl'n
0.33 >
L/J00
b. 55 •
I./2i0
0.60
To�nl Defl'e.
0.61
L/219
0.73 •
Ll1,Q
0.84
Additional Data:
FACTORS: %S(Pso CD C. Ct CL CF Cfu Cr Cfrt Ci C LCp
el 100 1.25 1.00 ].00 - 1.00 2
Fb'. :ioo 1.25 i.0'0 1.00 1.000 1.300 1.00 1.is 1.00 1.00 - 2
F 625 - 1.00 1.00 - - - 1.00 3.Do - -
E' l.6 m'71 ion 1.00 1.00 - - - 1.00 1.00 3
Ern: n' 0.58 million 1.00 1.00 - - - - 1.00 1.00 - 3
CRITICAL LOAD COMBINATIONS:
.hear : LC N2U+Lt, V 264, v design 240 lbs
Gendi ng l•i: LC 42 D•L[, M • 720 ibs-ft
Defluct ion: LC pl • D•.751Lr•.92cr1 iilvej
LC al Us.75(L-4214) (total)
ATI
1.•live S•snow w"wind I -impact Lt+root live Le -concentrated E-earthquak,
nil LC'a ale 1l aced in the Ana lys l.s output
li corr> tioua: ASCE 7-10 / ]UC 2012
CALCULATIONS.
Deflecci an: EI • 31'06 lb-in2
"L1 va^ deflection 01,Cl ccc icn from all non -&tad load:: ili-, wind,
Tocaf Deflactian 1.50(Dead Load Dofloccior) • Live Load Ueflectlon.
3oarin7 Al!ewa Il, boa tiny sit en angle F"chats calculated for tach support
a per NDS 1.10.1
Design Notes:
1. WoodWorKs analysis And design are in accordance with the ICC International Building Code (IBC 2012), the National Design Speciricalion (NDS 2012), and NDS Design Supplement.
2. Pleaso 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.
4. SLOPED BEAMS: level bearing Is required for all sloped beams.
5. FIRE RATING: Julius. wap studs, and multi -ply members are not rated for fire endurance.
Design Check Calculation Sheet
Wood Works Sizor 10,1
Lnadsi
;cad
7yp<
Dl ttlbuUoa
COMPANY
PROJECT
,(.
Oq:G
cndl
Summit Structural Design
Full' Area
. rWoodWorks'
"�''•;
.00( ,, 0'J1•
May 24, 2016 16:26
137
Roof rouser.
.SOFT14'ARf rnR WOOD nrS1Ck'
e96
D¢act Vili
20.00117.001•
Design Check Calculation Sheet
Wood Works Sizor 10,1
Lnadsi
;cad
7yp<
Dl ttlbuUoa
Pa G-
ttl rn
I.ocatlon iftl
Start End
Ma qui rude
start. End
Oq:G
cndl
woad
Full' Area
170
"�''•;
.00( ,, 0'J1•
Ps
Lcad2
Roof rouser.
Full Acea
e96
D¢act Vili
20.00117.001•
paf
Loads
Daad
Full Area
Hearing:
..anq rh
1.00•
17. Go115. 00!•
Ps(
Load•1
Doad
Fuil Aa ea
l.Cv.•
eL/999
15.00 (7.001•
ref
Load$
Liva
Full Area
40.00 (7,001•
pat
Load6
0uad
Full Area
10.00 15.001.
paf
Load'
Wind
Full Acea
20.00 15,001'
Pa.
Load
Roo( collate.
Full Area
1o.00 15.001.
paf
soli-wnl }IG
Dnad
F.11 VOL
9.5
if
Maximum Reactions (lbs) and Bearing Lengths (in)
4'.2'
Unfactoced:
Analvefa
^---^
I D¢ainn
Daad1511
JAII.1y. Ie/Daai In
S ear
1511
Li va563
Fv'
170
"�''•;
wlr:n
toe
268
Roof Live
e96
D¢act Vili
G`'6
To Gat
27il
-------"
2714
Hearing:
..anq rh
1.00•
�L/999
i•0`'•
min req
1.'o•
�
l.Cv.•
I n1111ry u cu. l ,u. c.iu ¢uyyu..a
Timber -soft, D.Fir-L, No.2, 6x8 (5.112"x7.1/4")
Suppons: All • Timber -soft Boom, D.Fir•L No.2
Tot al length: 4'•2,0';
lateral support: lop= at supports, bottom= at supports;
Analvsis vs. Allowable Stress (psi) and Deflection (in) uslnq NDS 2012:
Cri Carlo
Analvefa
value
I D¢ainn
value
JAII.1y. Ie/Daai In
S ear
tv
S
Fv'
170
lv t'v' 0.31
Hnndingl•1
III522
tb' •
750
tb/tb' • 0.70
D¢act Vili
0.02 •
ell".
Live Detln
0.02
�L/999
0.14
L/360
0.12
Tccal 0cf1'n
0.05 •
eL/999
0.20 •
L/240
0.22
Additional Data:
FACTORS: F/EIpa11C0 CK Cc CL CF Cfu Cr Cfet Ci Co LCe
Fv' I7U 3.00 1.00 1.00 - - - 1.00 1.00 1.00
Fb'♦ 750 ] AO 1.00 3.00 1.000 1.000 1.00 3.00 1.00 1.00 - Z
1" 625 - 1.00 LOo - - - - 1.00 1.00
E' 1.3 mi l l Ion 1.00 1.00 - - - - 1.00 1.00 - 4
CRITICAL LOAD COMBINATIONS:
SM•art LC ¢2 • D -L, V - 20`.3, V doargn • 1401 lb¢
Hendingl•YI LC 02 ^ 0•L, M 2096 1ba-tt
De f loctiont LC e4 ^ D•,754L.Lr•. G;a1 (livr'r
LC 04 . D•.151L-L[,.6v1 (total)
Dadaad L -live S^ano�.+ w•w•ind I-ingrnct. Lr --f l-,L-conerntrated 6^aacthqua Y.¢
Ail !':'n are ilstrtl !n the h aly¢'e output
Loan C -LI 1,10na: ASCE ^-I0 / IH< 2012
CAXLJLATIONS:
Uar 1¢ct'.ion: EI • 227".01• Ib -int
deft set ton Oetl¢ecien teorrroll-load loads rlivc, wind, snow..1
Torai Deflection 1.5010eaU Load Uoflert soul • Llve Load D¢G1".,,tics.
Design Notes:
1 Wooci analysis and design are in accordance with the ICC International Building Code (IBC 2012), the National Design Specification (NDS 2012). and NOS Design Supplement.
2. Please verify Thal the default retortion limits aro appropriate for your application.
0. Sawn lumber bonding mernbors shall be laterally supported according to the provisions of NDS Clause 4.4.1.
z
0
z
GENERAL NOTES
1. ALL LUMBER TO BE DOUG FIR
#2 AND BETTER, STUDS TO BE STUD
GRADE OR BETTER, UNLESS OTHERWISE NOTED
FLOOR PLAN
SII
CARPORT: 400 SQ. FT. X2
Wul N01F,5
a.) PRIOR TO BUILDING PERMIT FINAL APPROVAL THE PROPERTY
SHALL BE IN COMPLIANCE WITH THE VEGETATION CLEARANCE
REQUIREMENTS PRESCRIBED IN CALIF. FIRE CODE SECTION CRC
R327.1.5.
b.) WHERE THE ROOF PROFILE ALLOWS A SPACE BETWEEN THE ROOF
COVERING AND ROOF DECKING, THE SPACES SHALL BE CONSTRUCTED
TO PREVENT THE INTRUSION OF FLAMES AND EMBERS, BE FIRE
STOPPED WITH APPROVED MATERIALS OR HAVE ONE LAYER OF MINIMUM 72#
MINERAL SURFACED NON—PERFORATED CAP SHEET COMPLYING WITH
ASTM D39909 INSTALLED OVER THE COMBUSTIBLE DECKING. CRC R327.5.2.
C.) WHEN PROVIDED, VALLEY FLASHINGS SHALL NOT BE LESS THAN 26 GAUGE
GALV. SHEET CORROSION—RESISTANT METAL INSTALLED OVER NOT LESS THAN
ONE LAYER OF MINIMUM 72#MINERAL SURFACED NON—PERFORATED CAP SHEET
COMPLYING WITH ASTM D3909, A MINIMUM OF 36" WIDE RUNNING THE FULL
LENGTH OF THE VALLET. CRC R327.5.3.
d.) ROOF GUTTERS SHALL BE PROVIDED WITH THE MEANS TO PREVENT THE ACCUMULATION
OF LEAVES AND DEBRIS IN THE GUTTER. CRC R327.5.4.
e.) ROOF, ATTIC AND UNDERFLOOR VENTS SHALL BE DESIGNED TO RESIST THE INTRUSION
OF FLAME AND EMBERS THROUGH THE VENTILATION OPENINGS, OR SHALL BE
PROTECTED BY CORROSION—RESISTANT, NON—COMBUSTLBLE WIRE MESH WITH A
MINIMUM OF 1/16" AND A MAXIMUM OF 1/8" OPENINGS. CRC R327.6.2.
f.) EAVE OR CORNICE VENTS SHALL NOT BE INSTALLED UNLESS THEY ARE DESIGNED
TO RESIST THE INTRUSION OF FLAME AND BURNING EMBERS INTO THE ATTIC AREA,
OR IF THE ATTIC SPACE BEING VENTED IS FULLY SPRINKLERED. CRC R327.6.3.
9.) EXTERIOR WINDOWS, WINDOW WALLS, GLAZED DOORS, AND GLAZED OPENINGS IN
DOORS SHALL BE INSULATING GLASS UNITS WITH A MINIMUM OF ONE TEMPERED
PANE, OR GLASS BLOCK UNITS, OR HAVE A FIRE RESISTANCE RATING OF NOT LESS
THAN 20 MINUTES WHEN TESTED ACCORDING TO NEPA 257. CRC R327.8.2.1.
h.) EXTERIOR DOORS SHALL BE OF APPROVED NONCOMBUSTIBLE OR IGNITION RESISTANT
MATERIAL OR SOLID CORE WOOD HAVING STILES AND RAILS NOT LESS THAN 1.375
INCHES THICK WITH INTEROR PANELS NO LESS THAN 1.25 INCHES THICK OR SHALL
HAVE A FIRE—RESISTANCE RATING OF NOT LESS THAN 20 MINUTES. CRC R327.8.3.
i.) EXTERIOR WALLS: THE EXTERIOR WALL COVERING OR WALL ASSEMBLY SHALL BE OF
NONCOMBUSTIBLE MATERIAL, OR IGNITION—RESISTANT MATERIAL, OR HEAVY TIMBER
OR LOG WALL CONSTRUCTION. CRC R327.7.3.
j.) EXTENT OF EXTERIOR WALL COVERING: EXTERIOR WALL COVERINGS SHALL EXTEND
FROM THE TOP OF THE FOUNDATION TO THE ROOF, TERMINATING AT 2" NOMINAL
SOLID WOOD BLOCKING BETWEEN RAFTERS AT ALL ROOF OVERHANGS, OR TERMINATING
AT THE ENCLOSURE OF ENCLOSED EAVES. CRC R327.7.3.1.
k.) OPEN ROOF EAVES: THE EXPOSED ROOF DECK ON THE UNDERSIDE OF UNENCLOSED ROOF
EAVES SHALL CONSIST OF NONCOMBUSTIBLE MATERIAL, OR IGNITION —RESISTANIT MATERIAL
OR 1 LAYER 5/8" TYPE 'X' GYPSUM SHEATHING APPLIED BEHIND AN EXTERIOR COVERING
ON THE UNDERSIDE EXTERIOR OF THE ROOF DECK, OR THE EXTERIOR PORTION OF A 1—HOUR
FIRE RESISTIVE ASSEMBLY APPLIED TO THE UNDERSIDE OF THE ROOF DECK. 'CRC R327.7.4.
I.) THE DECKING MATERIAL SHALL BE IN ACCORDANCE WITH CRC SEC. R327.9
AND THE EXTERIOR PORCH CEILINGS ARE TO BE EITHER IGNITION
RESISTANT OR NON—COMBUSTIBLE PER CRC SEC. 327.7.6.
BUTTE
COUNTY
JUN 0 6 2016
1..)EVELOPMENT
SERVICES
R's -1990
p1n Chi.
u
U—OCCUPANCY
V—B CONSTRUCTION
SCOPE OF WORK:
CONSTRUCT 2 NEW 1 STORY WOOD & IRON FRAMED CARPORTS(400 SQ. FT EA.)
ON EACH SIDE OF EXISTING CONSTRUCTION, PERMIT #: B15-1990
ALL WORK ON THIS PROJECT SHALL CONFORM TO THE ADOPTED EDITIONS
OF THE 2013 CBC, 2013 CRC 2013 CMC
2013 CPC , THE 2013 CALIF. ELECT.
CODE 2013 CALIF. ENERGY STANDARDS & 2013 GREEN BUILDING STANDARDS CODE
OCCUPANCY IS RESIDENTIAL
TYPE OF CONSTRUCTION IS WOOD FRAME
FOUNDATION PLAN
STRUCTURAL NOTES:
1.) SEE TYPICAL NOTE SHEET SN AND TYPICAL DETAIL
SHEET SD1 FOR ADDITIONAL INFORMATION.
2.) RECOMMENDED MINIMUM SLAB SECTION:
A— 4" CONCRETE SLAB WITH #3 AT 15" O.C.
SECURELY LOCATED AT MID—DEPTH OF SLAB.
B— 2" SAND (DELETE AT EXTERIOR SLABS)—SEE
SOILS REPORT IF APPLICABLE.
C— WATERPROOF MEMBRANE (DELETE AT EXTERIOR
SLABS)—SEE SOILS REPORT IF APPLICABLE.
D— 4" FREE DRAINING MATERIAL—SEE SOILS REPORT
IF APPLICABLE.
E— PROPERLY PREPARED SUBGRADE—SEE SOILS
REPORT IF APPLICABLE.
F— CONTRACTOR TO PROVIDE CONTROL JOINTS AT
10'-0" O.C. EA. WAY MAX.
3.) TYPICAL ROOF SHEATHING (UNO): 1/2" THICK, APA,
TECO, OR PITTSBURGH RATED SHEATHING, SPAN
RATING 32/16, EXPOSURE 1 STRUCTURAL PANELS,
APPLIED WITH LONG DIMENSION ACROSS SUPPORTS
AND ADJACENT PANELS STAGGERED WITH 4' ENDS
OFFSET 4'. EDGE NAIL WITH 8d COMMON OR
EQUIVALENT (0.131" DIA X 2 1/2") AT 6" O.C. AT
ALL PANEL EDGES, BOUNDARIES, GABLE ENDS,
BLOCKING AND WHERE INDICATED ON PLAN. FIELD
NAIL AT 12" O.C. PROVIDE 1/8" GAP AT ALL PANEL
EDGES U.N.O. BY PANEL MANUFACTURER. AT ALL LOW
SLOPE ROOFS PROVIDE (1) PANEL CLIP MIN. BETWEEN
SUPPORTS AT ABUTTING PANEL EDGES.
4.) ANY DISCREPANCIES BETWEEN FRAMING/FOUNDATIONS
SHOWN AND FIELD CONDITIONS SHALL BE IMMEDIATELY
BROUGHT TO THE ENGINEER OF RECORD.
5.) ALL EXPOSED FRAMING SHALL BE PRESSURE
TREATED WITH TREATMENT PROCESS AND APPLICATION
APPROPRIATE FOR EXPOSURE ACCORDING TO MFR'S
WRITTEN GUIDELINES.
6.) ALL STRUCTURAL MEMBERS SHALL BE FASTENED IN
COMPLIANCE WITH 2013 CBC FASTENING SCHEDULE,
TABLE 2304.9.1, UNLESS NOTED OTHERWISE.
`v EDYB6 `N
C 78
1 EXP. Q*33=01t
CML
THESE PLANS HAVE BEEN
REVIEWED FOR COMPLIANCE
ONLY WITH THE ATTACHED
STRUCTURAL CALCULATIONS
F'E ;U11T #:`
BUTTE COUNTY DEVELOPMENT SERVICES
REVIEWED FOR-
CODE
OR
COD COMPLIAf G
»ATF. '?BY—VA
DRAWN
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B. RUBANOFF
CHECKED:
DATE:
5-1-16
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B. RUBANOFF
CHECKED:
DATE:
5-1-16
SCALE:
1/4"=1'-0" U.N.O.
J❑B;
KEESLING
J
SHEET
#
1
F 4
5
SD1
TYP.
ROOF FRAMING PLAN
2X8 BARGE BD. J
H2.5 ANCHOR ALL RAFTERS
BLOCK BETWEEN RAFTERS
OPEN ROOF EAVES REQUIRE
NONCOMBUSTIBLE OR IGNITION
RESISTANT MATERIALS SUCH AS
FIRE RESISTANT PLY. OR FIRE
RESISTANT OSB IN
ACCORDANCE WITH 2013 CRC
SECTION 327.7.4
STRUCTURAL NOTES:
1.) SEE TYPICAL NOTE SHEET SN AND TYPICAL DETAIL
SHEET SD1 FOR ADDITIONAL INFORMATION.
2.) RECOMMENDED MINIMUM SLAB SECTION:
A- 4" CONCRETE SLAB WITH #3 AT 15" O.C.
SECURELY LOCATED AT MID -DEPTH OF SLAB.
B- 2" SAND (DELETE AT EXTERIOR SLABS) -SEE
SOILS REPORT IF APPLICABLE.
C- WATERPROOF MEMBRANE (DELETE AT EXTERIOR
SLABS) -SEE SOILS REPORT IF APPLICABLE.
D- 4" FREE DRAINING MATERIAL -SEE SOILS REPORT
IF APPLICABLE.
E- PROPERLY PREPARED SUBGRADE-SEE SOILS
REPORT IF APPLICABLE.
F- CONTRACTOR TO PROVIDE CONTROL JOINTS AT
10'-0" O.C. EA. WAY MAX.
3.) TYPICAL ROOF SHEATHING (UNO): 1/2" THICK, APA,
TECO, OR PITTSBURGH RATED SHEATHING, SPAN
RATING 32/16, EXPOSURE 1 STRUCTURAL PANELS,
APPLIED WITH LONG DIMENSION ACROSS SUPPORTS
AND ADJACENT PANELS STAGGERED WITH 4' ENDS
OFFSET 4'. EDGE NAIL WITH 8d COMMON OR
EQUIVALENT (0.131" DIA X 2 1/2") AT 6" O.C. AT
ALL PANEL EDGES, BOUNDARIES, GABLE ENDS,
BLOCKING AND WHERE INDICATED ON PLAN. FIELD
NAIL AT 12" O.C. PROVIDE 1/8" GAP AT ALL PANEL
EDGES U.N.O. BY PANEL MANUFACTURER. AT ALL LOW
SLOPE ROOFS PROVIDE (1) PANEL CLIP MIN. BETWEEN
SUPPORTS AT ABUTTING PANEL EDGES.
4.) ANY DISCREPANCIES BETWEEN FRAMING/FOUNDATIONS
SHOWN AND FIELD CONDITIONS SHALL BE IMMEDIATELY
BROUGHT TO THE ENGINEER OF RECORD.
5.) ALL EXPOSED FRAMING SHALL BE PRESSURE
TREATED WITH TREATMENT PROCESS AND APPLICATION
APPROPRIATE FOR EXPOSURE ACCORDING TO MFR'S
WRITTEN GUIDELINES.
6.) ALL STRUCTURAL MEMBERS SHALL BE FASTENED IN
COMPLIANCE WITH 2013 CBC FASTENING SCHEDULE,
TABLE 2304.9.1, UNLESS NOTED OTHERWISE.
FLASH AT ALL ROOF/
WALL CONNECTIONS
PROPOSED
CARPORT
4" CONC. SLAB
6X6 10/10 W.W.M.
6 MIL V.B. 2" SAND
4" GRAVEL FILL
18"DIAM..X60"
DEEP CONC.
FTG W/ POST
H EMBEDDED
4'-0"
EXISTING
oahComb,,s+ CONSTRUCTION
AINPLY. Yve5i5t,;^�
SAWN @ PORCH SOFFIT
MIN 5/8" APA RATED PLYWOOD WITH
8D (0.113 x 2 3/8")
NAILS AT 6" O.C. EDGE NAILING, AND
12" O.C. FIELD NAILING.
SECTION A -A
C7 8 �
EXP. /302Olt
sTA��� � �'<Fo��•" 6 �ti JI l
THESE PLANS HAVE BEEN
REVIEWED FOR COMPLIANCE
ONLY WITH THE ATTACHED
STRUCTURAL CALCULATIONS
LEDGER ATTACHMENT:
1/4"X6" SDS SCREWS 0
16" O.C. INTO TOP & BOTTOM
1 3/4" LVL RIM OF LVL RIM & BLOCKING
2X BLOCKING---, —2X8 P.T. LEDGER
2X6 RAFTERS
Q 24' O.C.
12
1/2" CCX PLY. @ EAVES
2X8 FASCIA BD.
PROPOSED \�3 1/2"X14" PSL BEAM TYP.
CARPORT A-
WOLMINIZED IF NECESSARY
�
_I
4" CONC. SLAB
6X6 10/10 W.W.M.
6 MIL V.B. 2" SAND
4" GRAVEL FILL
a -
PERMIT#
GUTTE COUNTY DEVELOPMENT SERVICES
REVIEWED FOR �
CODE COMPL.IA :..
DATE
<q-.-30-1 � RY
2
SD1
TYP.
3
P00F TAMING NOT�5
1. ROOF DESIGN
- ROOF RAFTERS AT 2'-0"
- 15# FELT
- METAL ROOF
- SNOW LOAD 0#
2. H2.5 ANCHORS AT EACH RAFTER
4
SD1
TYP.
2X6 DF.#2 RAFTERS ® 24" O.C. TYP.
Q
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6:12
6:12
H2.5 ANCHOR ALL
RAFTERS TYP.
J
J
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SD1
TYP.
Y
0
U
2X BLOCKING
BETWEEN RAFTERS
M
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5
SD1
TYP.
ROOF FRAMING PLAN
2X8 BARGE BD. J
H2.5 ANCHOR ALL RAFTERS
BLOCK BETWEEN RAFTERS
OPEN ROOF EAVES REQUIRE
NONCOMBUSTIBLE OR IGNITION
RESISTANT MATERIALS SUCH AS
FIRE RESISTANT PLY. OR FIRE
RESISTANT OSB IN
ACCORDANCE WITH 2013 CRC
SECTION 327.7.4
STRUCTURAL NOTES:
1.) SEE TYPICAL NOTE SHEET SN AND TYPICAL DETAIL
SHEET SD1 FOR ADDITIONAL INFORMATION.
2.) RECOMMENDED MINIMUM SLAB SECTION:
A- 4" CONCRETE SLAB WITH #3 AT 15" O.C.
SECURELY LOCATED AT MID -DEPTH OF SLAB.
B- 2" SAND (DELETE AT EXTERIOR SLABS) -SEE
SOILS REPORT IF APPLICABLE.
C- WATERPROOF MEMBRANE (DELETE AT EXTERIOR
SLABS) -SEE SOILS REPORT IF APPLICABLE.
D- 4" FREE DRAINING MATERIAL -SEE SOILS REPORT
IF APPLICABLE.
E- PROPERLY PREPARED SUBGRADE-SEE SOILS
REPORT IF APPLICABLE.
F- CONTRACTOR TO PROVIDE CONTROL JOINTS AT
10'-0" O.C. EA. WAY MAX.
3.) TYPICAL ROOF SHEATHING (UNO): 1/2" THICK, APA,
TECO, OR PITTSBURGH RATED SHEATHING, SPAN
RATING 32/16, EXPOSURE 1 STRUCTURAL PANELS,
APPLIED WITH LONG DIMENSION ACROSS SUPPORTS
AND ADJACENT PANELS STAGGERED WITH 4' ENDS
OFFSET 4'. EDGE NAIL WITH 8d COMMON OR
EQUIVALENT (0.131" DIA X 2 1/2") AT 6" O.C. AT
ALL PANEL EDGES, BOUNDARIES, GABLE ENDS,
BLOCKING AND WHERE INDICATED ON PLAN. FIELD
NAIL AT 12" O.C. PROVIDE 1/8" GAP AT ALL PANEL
EDGES U.N.O. BY PANEL MANUFACTURER. AT ALL LOW
SLOPE ROOFS PROVIDE (1) PANEL CLIP MIN. BETWEEN
SUPPORTS AT ABUTTING PANEL EDGES.
4.) ANY DISCREPANCIES BETWEEN FRAMING/FOUNDATIONS
SHOWN AND FIELD CONDITIONS SHALL BE IMMEDIATELY
BROUGHT TO THE ENGINEER OF RECORD.
5.) ALL EXPOSED FRAMING SHALL BE PRESSURE
TREATED WITH TREATMENT PROCESS AND APPLICATION
APPROPRIATE FOR EXPOSURE ACCORDING TO MFR'S
WRITTEN GUIDELINES.
6.) ALL STRUCTURAL MEMBERS SHALL BE FASTENED IN
COMPLIANCE WITH 2013 CBC FASTENING SCHEDULE,
TABLE 2304.9.1, UNLESS NOTED OTHERWISE.
FLASH AT ALL ROOF/
WALL CONNECTIONS
PROPOSED
CARPORT
4" CONC. SLAB
6X6 10/10 W.W.M.
6 MIL V.B. 2" SAND
4" GRAVEL FILL
18"DIAM..X60"
DEEP CONC.
FTG W/ POST
H EMBEDDED
4'-0"
EXISTING
oahComb,,s+ CONSTRUCTION
AINPLY. Yve5i5t,;^�
SAWN @ PORCH SOFFIT
MIN 5/8" APA RATED PLYWOOD WITH
8D (0.113 x 2 3/8")
NAILS AT 6" O.C. EDGE NAILING, AND
12" O.C. FIELD NAILING.
SECTION A -A
C7 8 �
EXP. /302Olt
sTA��� � �'<Fo��•" 6 �ti JI l
THESE PLANS HAVE BEEN
REVIEWED FOR COMPLIANCE
ONLY WITH THE ATTACHED
STRUCTURAL CALCULATIONS
LEDGER ATTACHMENT:
1/4"X6" SDS SCREWS 0
16" O.C. INTO TOP & BOTTOM
1 3/4" LVL RIM OF LVL RIM & BLOCKING
2X BLOCKING---, —2X8 P.T. LEDGER
2X6 RAFTERS
Q 24' O.C.
12
1/2" CCX PLY. @ EAVES
2X8 FASCIA BD.
PROPOSED \�3 1/2"X14" PSL BEAM TYP.
CARPORT A-
WOLMINIZED IF NECESSARY
�
_I
4" CONC. SLAB
6X6 10/10 W.W.M.
6 MIL V.B. 2" SAND
4" GRAVEL FILL
a -
PERMIT#
GUTTE COUNTY DEVELOPMENT SERVICES
REVIEWED FOR �
CODE COMPL.IA :..
DATE
<q-.-30-1 � RY
DRAWN BY:
B. RUBANOFF
CHECKED:
DATE:
5-1-16
SCALE:
1/4"=1'-0" U.N.O.
JOB:
KEESLING
SHEET #
2 4
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CHECKED:
DATE:
5-1-16
SCALE:
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JOB:
KEESLING
SHEET #
2 4
LEFT ELEVATION
;CIA BD.
FRONT ELEVATION
REAR ELEVATION
111r -
RIGHT ELEVATION
PEM,A:TCF
�;UTTE COUNTY DEVE� MENFO IR
PEVIEWED
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PD ins �;—
DATE
DRAWN BY:
B, RUBANOFF
CHECKED:
DATE:
5-1-16
SCALE;
1/4"=V-0" U.N.O.
JOB:
KEESLING
SHEET #
3
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1 475.00'
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crm
475.00'
1202.00'
745.96'
5r;
GUTTER WITH ABILITY TO
PREVENT THE
ACCUMULATION OF LEAVES
i
(N) DOWNSPOUT
OPTION 1: UNDERGROUND
RETENTION SYSTEM
DO N5POUT
DAPTER
10' MIN
2% 1 BACKFILL (E) GUTTER
18"
CO & SWEEP
4" HDPE N-12
CLOSED PIPE 25 LF 4" PERF PIPE
6" WRAPPED IN FILTER
CO & TEE FABRIC (PERFORATION
DOWN) IN DRAIN ROCK.
OPTION 2: GRASSY SWALE (9
(E) FENCE
2% MIN.�` 8 (E)
a DE WA L K
% \\
6' L 4' 6"
10' GRASSY SWALE
WATER RETENTION OPTIONS
75'
75'
75'
20'
m
PERMIT#
BUTTE COUNTY DEVELOPrnFNT SERVICES
REVIEWED FOR .`
CWE COI PI_IANIO
LEACH
LINES
m•
DRAWN BY:
B. RUBANOFF
CHECKED:
DATE:
5-1-16
SCALE:
�
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KEESLING
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DRAWN BY:
B. RUBANOFF
CHECKED:
DATE:
5-1-16
SCALE:
1/4"=1'-0" U.N.O.
JOB:
KEESLING
/-3
�..
SHEET #
4
OF 4
GENERAL STRUCTURAL NOTES
1. GENERAL
3. CONCRETE / REINFORCING CONTINUED
A)
ALL WORK SHALL CONFORM TO THE 2013 CBC AND ALL APPLICABLE LOCAL CODES.
1)
REINFORCEMENT COVER SHALL BE AS FOLLOWS:
B)
THE ENGINEER (SUMMIT STRUCTURAL DESIGN) HAS PROVIDED AND IS RESPONSIBLE FOR
ADJ
CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO SOIL: 3"
LLH
SPECIFIC STRUCTURAL ITEMS ONLY. ALL OTHER REQUIREMENTS OF THE BUILDING CODE
ALT
CONCRETE WITH SOIL OR WEATHER EXPOSURE:
LLV
INCLUDING WATERPROOFING, FIREPROOFING, DRAINAGE, HANDICAP ACCESSIBILITY, EGRESS
ARCH
#5 BARS AND SMALLER 1 Y�"
LONG
REQUIREMENTS, PARKING, AND ALL OTHER DESIGN REQUIREMENTS NOT SPECIFICALLY SHOWN
BLDG
#6 BARS AND LARGER 2"
LSL
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
BLKG
CONCRETE WITHOUT SOIL OR WEATHER EXPOSURE: 3/4"
LVL
DOCUMENTS WITHOUT THE WRITTEN APPROVAL FROM THE ENGINEER, THEN THE ENGINEER
WILL ASSUME NO RESPONSIBILITY FOR ANY ELEMENT OR SYSTEM OF THE STRUCTURE.
J)
REINFORCEMENT SHALL BE GRADE 60 PER ASTM A615 U.N.O. LAP BOTTOM REINFORCING (60)
MAX
MAXIMUM
BOTT (B)
BAR DIAMETERS U.N.O. AND LAP TOP REINFORCING, PLACED ABOVE 12" OF CONCRETE OR
C)
THE DRAWINGS AND CALCULATIONS REPRESENT THE FINISHED STRUCTURE, AND, UNLESS
BTF
MORE, (80) BAR DIAMETERS U.N.O.
MECH
SPECIFICALLY NOTED OTHERWISE, DO NOT SHOW THE METHOD OF CONSTRUCTION. THE
CONTRACTOR IS RESPONSIBLE FOR THE METHOD OF CONSTRUCTION, AND SHALL PROVIDE ALL
K)
#5 AND LARGER REBAR SHALL NOT BE RE-BENT.
MFR
MEASURES NECESSARY TO PROTECT THE PUBLIC, CONSTRUCTION WORKERS, AND THE
STRUCTURE DURING CONSTRUCTION. SUCH MEASURES SHALL INCLUDE FORMING, SHORING,
L)
ALL REINFORCING STEEL AND ANCHOR BOLTS SHALL BE ACCURATELY LOCATED AND
MIN
BRACING, SCAFFOLDING, ETCETERA.
CCJ
ADEQUATELY SECURED IN POSITION BEFORE AND DURING CONCRETE PLACEMENT.
D)
IF A PARTICULAR FEATURE OF CONSTRUCTION IS NOT FULLY SHOWN ON THE DRAWINGS OR IN
CIP
CAST -IN-PLACE CONCRETE
MTL
THE CALCULATIONS, THEN IT SHALL BE CONSTRUCTED IN THE SAME CHARACTER AS SIMILAR
6. FRAMING/LUMBER
CONSTRUCTION JOINT
(N)
CONDITIONS THAT ARE SHOWN ON THE DESIGN DOCUMENTS.
CLR
CLEAR
NS
NEAR SIDE
6-1 MATERIALS:
CONCRETE MASONRY UNITS
E)
ANY CONDITIONS NOTED AS EXISTING MUST BE FIELD VERIFIED BY THE CONTRACTOR, AND
COL
COLUMN
NTS
ANY DISCREPANCIES MUST BE BROUGHT TO THE ATTENTION OF THE ENGINEER WITHOUT
A.)
SHEATHING:
OC
PROCEEDING WITH CONSTRUCTION PRIOR TO THE REVIEW OF THE ENGINEER.
CONN
1. ROOF SHEATHING: SEE PLANS
OD
OUTSIDE DIAMETER
CONSTR
2. FLOOR SHEATHING: SEE PLANS
F)
ALL WATERPROOFING AND FLASHING (ROOFS, FOUNDATIONS, GARAGE FLOORS, ETC...) IS THE
CONT
3• WALL SHEATHING: SEE PLANS
OPNG
RESPONSIBILITY OF THE CONTRACTOR OR OWNER.
CONTR
CONTRACTOR
OVS
OVERSIZE ROUND HOLE
B.)
GLUE -LAMS: GLUE -LAMS SHALL BE 24F -V4 U.N.O. WITH A CAMBER OF R=1600' U.N.O.
G)
SHOP DRAWINGS: SHOP DRAWINGS ARE SUPERCEDED BY THE STRUCTURAL DRAWINGS UNDER
CTR
GLUE -LAMS EXPOSED TO WEATHER MUST BE RATED FOR EXTERIOR USE BY THE MANUFACTURER.
PERP
ALL CIRCUMSTANCES. THE GENERAL CONTRACTOR SHALL VERIFY THAT ALL CONSTRUCTION IS IN
CTSK
GLUED LAMINATED FABRICATON SHALL BE PERFORMED IN AN APPROVED FABRICATORS SHOP
PL
FULL AGREEMENT WITH THE LATEST STRUCTURAL DRAWINGS. REVIEW OF SHOP DRAWINGS BY
DBL
IN ACCORDANCE WITH CBC 2303.1.3, AITC A190.1, AND ASTM D 3737. BEAM INSPECTION
PLWD
THE ENGINEER OF RECORD DOES NOT GUARANTEE IN ANY WAY THE THE SHOP DRAWINGS ARE
DF
CERTIFICATES SHALL BE SUBMITTED TO THE FIELD INSPECTOR PRIOR TO COMPLETION OF FRAME
PLCS
CORRECT, NOR DOES IT INFER THAT THEY SUPERCEDE THE STRUCTURAL DRAWINGS.
DF -L
INSPECTION IN ACCORDANCE WITH CBC 1704.2.
H)
WALL FINISH SYSTEMS SUCH AS STUCCO SHALL BE APPLIED OVER FOAM BASE OR OTHER
C.)
MICRO -LAMS: MICRO -LAMS (LAMINATED VENEER LUMBER) SHALL HAVE FB = 3100 PSI AND
PT
METHOD OF ADEQUATELY ALLOWING THE FINISH TO EXPAND AND CONTRACT WITHOUT
DJ
FV = 285 PSI MIN., AND SHALL BE MANUFACTURED, APPROVED AND IDENTIFIED AS PER NER-481.
P/C
CRACKING. THE OWNER OR CONTRACTOR SHALL BE RESPONSIBLE FOR ANY DEFECTS IN THE
EA
EACH
P/T
FINISHES.
D.)
SILL PLATES: SILL PLATES SHALL BE PRESSURE TREATED DOUGLAS FIR WITH 1/2" DIAMETER
REINF
REINFORCEMENT
EL
ANCHOR BOLTS AND 3" X 3" X.229" PLATE WASHERS LOCATED AT 6'-0" O.C. MAX. WITH
1)
SPECIAL INSPECTION: SPECIAL INSPECTION PER SECTION 1701 OF THE CBC SHALL BE PROVIDED
ELEV
ONE BOLT LOCATED V-0" MAXIMUM FROM EACH END OF EACH PIECE. RE -TREAT CUT ENDS
SC
FOR THE FOLLOWING TYPES OF CONSTRUCTION:
EN
WHERE REQUIRED.
SEOR
WELDING OF STRUCTURAL OR REINFORCING STEEL
E•)
FRAMING LUMBER: ALL FRAMING LUMBER SHALL BE DOUGLAS FIR LARCH AS GRADED BY THE
RECORD
ES
W.W.P.A. OR W.C.L.I.B. AND SHALL HAVE A MOISTURE CONTENT LESS THAN 19%, U.N.O.
SHTG
THE SPECIAL INSPECTOR SHALL BE ACCEPTABLE TO THE STRUCTURAL ENGINEER AND BUILDING
(E)
EXISTING
SIM
DEPARTMENT, SHALL BE ICBO QUALIFIED, AND THEIR EXPERIENCE SHALL BE COMMENSURATE
EXP
1. STUDS SHALL BE STUD GRADE OR BETTER.
SOG
WITH THIS TYPE OF PROJECT.
EXT
2. ALL POSTS SHALL BE DF -L #1 U.N.O.
STD
STANDARD
EW
3. 2X AND 3X RAFTERS SHALL BE DF -L #2 U.N.O.
STIFF
STIFFENER
FF
4. 2X JOISTS SHALL BE DF -L #2 U.N.O.
2. SITE
WORK / FOUNDATIONS
FIN
5. CONCEALED BEAMS SHALL BE DF -L #2.
SQ
SQUARE
FJ
6. EXPOSED BEAMS SHALL BE DF -L #1 APPEARANCE GRADE FOHC (4X6 AND LARGER).
A)
ASSUMED MAXIMUM SOIL BEARING = 1500 PSF PER CBC TABLE 1806.2 (NO SOILS REPORT
FLR
7. ALL BEAMS 6X AND LARGER SHALL BE FREE OF HEART CENTER.
SWS
PROVIDED).
F.)
NAILS: ALL NAILS SHALL BE COMMON U.N.O. WHERE EXPOSED TO WEATHER OR WITHIN 18"
B)
BUILDING SITE IS ASSUMED TO BE DRAINED AND FREE OF CLAY OR EXPANSIVE SOIL. ENGINEER
FOHC
OF FOUNDATION, NAILS SHALL BE GALVANIZED.
T&B
HAS NOT MADE A GEOTECHNICAL REVIEW OF SITE, ANY OTHER CONDITIONS ENCOUNTERED
MUST BE BROUGHT TO THE ATTENTION OF THE ENGINEER.
G.)
BOLTS AND LAG SCREWS: BOLTS AND LAG SCREWS SHALL BE ASTM A-307 U.N.O. AND
TO(P)
TOP OF (PLYWOOD)
FS
PROVIDED NEW AND WITHOUT EXCESSIVE RUST.
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
H.)
ALL HARDWARE CALLED SHALL BE SIMPSON STRONG -TIE CO., OR ENGINEER APPROVED
TOF
THE CONSTRUCTION OF THE FOUNDATIONS.
GA
EQUIVALENT, INSTALLED PER MANUFACTURER'S RECOMMENDATIONS WITH ALL HOLES FILLED
TOS
TOP -OF -STEEL
GALV
WITH RECOMMENDED FASTENERS. USP HARDWARE MAY BE USED IN LIEU OF SIMPSON
D)
ALL FOOTINGS INCLUDING RETAINING WALL FOOTINGS, SPREAD FOOTINGS, WALL FOOTINGS,
GLB
HARDWARE WITH WRITTEN APPROVAL FROM STRUCTURAL ENGINEER OF RECORD. ALL METAL
TN
AND GRADE BEAMS SHALL BEAR ON UNDISTURBED SOIL WITH A FOOTING DEPTH BELOW
HDG
HANGERS, CONNECTORS, AND FASTENERS IN CONTACT WITH PRESSURE TREATED WOOD SHALL
TYP
FROSTLINE (12" TO 24" AS PER LOCAL REQUIREMENTS).
HDR
BE STAINLESS STEEL OR OTHERWISE CERTIFIED BY THE MANUFACTURER TO RESIST CORROSION
UNO
UNLESS NOTED OTHERWISE
HGR
CAUSED BY THE SPECIFIC TREATMENT APPLIED TO THE WOOD AND/OR METALS.
E)
BOTTOM OF ALL FOUNDATION TRENCHES SHALL BE CLEAN AND LEVEL.
6-2 GENERAL FRAMING:
F)
ALL FINISHED GRADE SHALL SLOPE AT A MINIMUM SLOPE OF 5% AWAY FROM ALL
A.)
MINIMUM NAILING: MINIMUM NAILING SHALL BE PER 2013 CBC TABLE 2304.9.1.
INSIDE DIAMETER
FOUNDATIONS A MINIMUM OF 10 FEET HORIZONTAL.
WELDED WIRE FABRIC
INT
G)
FOUNDATIONS SHALL NOT BE SCALED FROM PLAN OR DETAIL DRAWINGS.
B.)
LARGER MEMBERS: ALL FRAMING MEMBERS SPECIFIED IN THESE CALCULATIONS ARE
JOIST
W/0
WITHOUT
MINIMUMS, LARGER MEMBERS MAY BE SUBSTITUTED AT CONTRACTORS OPTION.
H)
FILL MATERIAL SHALL BE FREE FROM DEBRIS, VEGETATION, AND OTHER FOREIGN SUBSTANCES.
C.
SHRINKAGE: CARE SHALL BE TAKEN TO ALLOW FOR EFFECTS OF SHRINKAGE WHICH COULD
1)
USE 4" DIAMETER PERFORATED PIPE SUB -DRAIN BEHIND ALL RETAINING WALLS. SLOPE PIPE
CAUSE SETTLEMENT OF ROOF AND OR FLOORS AND COULD LEAD TO FAILURE OF ASSOCIATED
TO DRAIN TO DAYLIGHT.
FRAMING MEMBERS. THE CONTRACTOR SHALL TAKE ALL MEASURES NECESSARY TO PROTECT
FRAMING FROM THE EFFECTS OF SHRINKAGE.
J.)
FOR FOOTINGS PLACED ON OR ADJACENT TO SLOPES, A GEOTECHNICAL ENGINEER MUST
D.)
ALL STRUCTURAL FRAMING MEMBER WITH EXTERIOR EXPOSURE SHALL BE PRESSURE TREATED
APPROVE FOOTING PLACEMENTS IN VIOLATION OF FIGURE 1808.7.1 OF 2013 CBC. THIS
OR BE OF MATERIAL THAT IS NATURALLY RESISTANCE TO DECAY.
ENGINEER SHALL NOT BE LIABLE FOR ANY FOUNDATION NOT IN STRICT CONFORMANCE TO
SECTION 1808 OF THE 2013 CBC.
6-3 BEAM FRAMING:
K.)
WHERE LOADING TO EXISTING FOUNDATIONS IS NOT SUBSTANTIALLY INCREASED OR MODIFIED,
A.)
BUILT UP BEAMS: ALL BUILT UP, LAMINATED DOUBLE OR MULTIPLE 2X JOISTS AND BEAMS
NO DESIGN RECOMMENDATIONS HAVE BEEN MADE FOR THE SUITABILITY OF THE EXISTING
SHALL BE NAILED TOGETHER WITH 16d NAILS AT 6" O.C., T&B U.N.O.
FOUNDATIONS. ONLY THOSE FOUNDATIONS WHERE LOADS HAVE BEEN ADDED BY A SECOND
STORY HAVE BEEN INCLUDED IN THE DESIGN. THE OWNER SHALL BE ADVISED THAT EXISTING
FOUNDATIONS MAY NOT BE STRUCTURALLY ADEQUATE AND SETTLEMENT, CRACKING, AND
B.)
DOUBLE JOISTS: PROVIDE DOUBLE FLOOR JOISTS UNDER PARTITION WALLS RUNNING PARALLEL
OTHER PROBLEMS ASSOCIATED WITH EXISTING FOUNDATIONS ARE BEYOND THE SCOPE OF THIS
TO JOIST SPAN AND UNDER ALL LOCATIONS WHERE TUBS MAY BE LOCATED. ADEQUATE
DESIGN. IF REVIEW OF THE EXISTING FOUNDATIONS IS REQUIRED, A GEOTECHNICAL ENGINEER
SUPPORT SHALL BE PROVIDED FOR ALL OTHER EQUIPMENT OR FURNISHINGS WHICH
MAY NOT BE SHOWN ON THE STRUCTURAL DRAWINGS INCLUDING BUT NOT LIMITED TO: HOT
SHOULD BE CONTACTED TO DETERMINE THE EXTENT AND ADEQUACY OF THE EXISTING,
UN -MODIFIED PORTIONS OF THE FOUNDATIONS.
WATER HEATER, STOVE, REFRIGERATOR, OVEN, FIRE PLACE ENCLOSURES, WOOD BURNING
STOVE, ETCETERA.
3. CONCRETE /REINFORCING
C.)
BLOCKING: PROVIDE SOLID BLOCKING IN JOIST FRAMING ABOVE ALL SUPPORTS
A) CONCRETE SHALL HAVE A MINIMUM 28 DAY STRENGTH OF 2,500 PSI U.N.O.
C) ALL CEMENT USED SHALL CONFORM TO ASTM C-150 AND SHALL BE TYPE II OR
TYPE III LOW ALKALI.
D) AGGREGATE SHALL CONFORM TO ASTM C-33 AND SHALL NOT CONTAIN MATERIALS WHICH ARE
ALKALI REACTIVE AS DETERMINED BY ASTM C-227, 289, AND 295. IF TEST DATA IS
UNAVAILABLE IN REGARDS TO ALKALI REACTIVE MATERIALS, PROVIDE CEMENT WITH A
MAXIMUM ALKALI CONTENT LESS THAN 0.45% BY WEIGHT.
E) CONCRETE EXPOSED TO FREEZING OR THAWING SHALL BE PROTECTED IN ACCORDANCE TO THE
LATEST EDITION OF THE ACI 318.
F) SLABS ON GRADE SHALL BE PER THE CONTRACTOR. SUMMIT STRUCTURAL DESIGN RECOMMENDS
THE FOLLOWING AS A MINIMUM SLAB -ON -GRADE: AT GARAGE SLABS, USE 4" THICK S.O.G.
WITH #3 BARS AT 15" O.C. EACH WAY ABOVE MID -DEPTH OF SLAB OVER 2" SAND, OVER
MOISTURE BARRIER, OVER 4" AGGREGATE BASE. USE 3-1/2" SLAB WITH #3 AT 15" E.W. ABOVE
MID -DEPTH OF SLAB, OR 6X6 WWF ABOVE MID -DEPTH OF SLAB WITH SAME SUB -SLAB BUILDUP
AT ALL OTHER AREAS.
G) SAW -CUT TOP 3/4" OF SLAB FOR CRACK CONTROL AT INTERVALS NOT TO EXCEED 10'-0" WHERE
SLAB IS REINFORCED, SAW CUT AT INTERVALS NOT TO EXCEED 7'-0" WHERE SLAB IS
UN -REINFORCED.
6. FRAMING / LUMBER CONTINUED
6-4 POSTS/TRIMMERS:
A.) SUPPORT: SUPPORT ALL UPPER LEVEL POSTS AND TRIMMERS IN LOWER LEVELS WITH
EQUIVALENT FRAMING AND BLOCK OR OTHERWISE FRAME POSTS THROUGH FLOOR SYSTEMS.
B.) WHERE POSTS WITH COLUMN CAPS OR BEARING PLATES ARE SPECIFIED, THE LOAD IS TO BE
TRANSFERRED TO THE FOUNDATION BY VERTICAL GRAIN ONLY, U.N.O.
6-5 WALL FRAMING:
A.) DOUBLE TOP PLATE SPLICES: SPLICES AND JOINTS IN DOUBLE TOP PLATE OF STUD BEARING
WALL SHALL OCCUR AT THE CENTER LINE OF SUPPORTING STUD. TOP PLATE SPLICES OF STUD
WALLS SHALL BE 48" LONG WITH (12) 16d SINKERS EACH SIDE OF EACH SPLICE U.N.O. WHERE
SPLICE IS INTERRUPTED, USE ST6224 STRAP U.N.O.
B.) FIRE BLOCKS: FIRE BLOCK STUD WALLS AT MID -HEIGHT WHERE STUD LENGTH EXCEEDS 10'-0".
C.) MIS -PLACED ANCHOR BOLTS: WHERE ANCHOR BOLTS HAVE BEEN INCORRECTLY PLACED,
USE SIMPSON SET EPDXY WITH ANCHOR OF SAME DIAMETER WITH 7" EMBEDMENT IN
CONCRETE AND INSTALLATION PER MANUFACTURERS RECOMMENDATIONS AND CURRENT
ICC REPORT.
D.) CRIPPLE WALLS: CRIPPLE WALLS SHALL BE A MINIMUM OF 14" IN HEIGHT. FOR LESSER
HEIGHTS, STACK 2X PLATES (AND SHIM AS REQUIRED).
E.) NOTCHED OR CUT STUDS: NOTCHED AND/OR CUT STUDS TO CLEAR ANCHOR BOLTS ARE
NOT ALLOWED. STUDS SHALL HAVE FULL BEARING TO THE FOUNDATION PLATE.
F.) LET -IN BRACES: LET IN BRACES SHALL NOT BE USED FOR TEMPORARY BRACING ON ANY
WALL FRAME. STEEL STRAPS WHICH DO NOT REQUIRE THE CUTTING OF STUDS ARE AN
ACCEPTABLE ALTERNATIVE.
G.) SEE NOTE 6-1 D FOR SILL AND ANCHOR BOLT SPECIFICATIONS.
H.) WALL FRAMING RECEIVING NAILING AT 3" ON CENTER OR LESS SHALL BE 3X NOMINAL U.N.O.
PER PLANS AND DETAILS.
6-6 CONNECTIONS:
A.) HOLES FOR THROUGH BOLTS SHALL BE DRILLED 1/16" OVERSIZE.
B.) ALL BOLTS, NUTS, AND LAG SCREWS SHALL BE PROVIDED WITH FLAT OR MALLEABLE
WASHERS WHERE BEARING AGAINST WOOD.
C.) ALL BOLTS AND LAG SCREWS SHALL BE TIGHTENED UPON INSTALLATION AND RE -TIGHTENED
BEFORE CLOSING IN OR AT COMPLETION OF JOB.
D.) LAG SCREWS SHALL BE SCREWED, NOT DRIVEN, INTO PLACE.
7. 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
PROVIDED NEW AND WITHOUT EXCESSIVE RUST.
8. ROOF FRAMING
8-1 CUT AND STACKED ROOF FRAMING:
A.) CUT AND STACKED ROOF SYSTEMS SHALL BE BUILT TO THE CONVENTIONAL FRAMING
REQUIREMENTS OF THE CALIFORNIA BUILDING CODE (CHAPTER 23). PURLINS, BRACES,
INTERMEDIATE SUPPORTS, AND CONNECTIONS SHALL BE PROVIDED BY THE CONTRACTOR THAT
ARE CAPABLE OF TRANSMITTING ALL GRAVITY AND WIND LOADS TO THE FOUNDATION.
B.) IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO PROVIDE THE CONVENTIONALLY FRAMED
ROOF SYSTEM WITH TIES AND SUPPORTS BRACING ALL ELEMENTS TO THE FOUNDATION. THE
ENGINEER HAS MADE A CURSORY REVIEW OF THE FRAMING SIZES AND SUPPORT LOCATIONS,
AND HAS PROVIDED GENERAL CONNECTION DETAILS TO COVER THE MAJORITY OF CONDITIONS,
BUT HAS NOT PROVIDED ENGINEERING DETAIL REQUIREMENTS FOR ALL CONNECTIONS
NECESSARY FOR THE ROOF TO PERFORM IN ACCORDANCE WITH THE LOADING CRITERIA. IF ANY
SPECIFIC ELEMENT OF THE ROOF FRAMING SYSTEM IS NOT SHOWN AND DETAILED CONNECTION
CRITERIA IS REQUIRED, PLEASE CONTACT THE ENGINEER FOR ADDITIONAL INFORMATION.
9. DESIGN LOADS
A) THE STRUCTURE HAS BEEN DESIGNED FOR THE FOLLOWING CRITERIA PER CBC CHAPTER 16,
DIVISIONS I, II, III, AND IV U.N.O.:
B) SEISMIC:
SEISMIC IMPORTANCE FACTOR: 1
MAPPED SPECTAL RESPONSE ACCELERATIONS: Ss = 0.598, S1 = 0.257
SEISMIC SITE CLASS: D
SPECTRAL RESPONSE COEFFICIENTS: SDS = 0.527, SD1 = 0.323, Cs = 0.21
SEISMIC DESIGN CATEGORY: D
BASIC SEISMIC -FORCE -RESISTING SYSTEM: CANTILEVERED COLUMNS
SEISMIC BASE SHEAR: 2.1 KIPS
RESPONSE MODIFICATION FACTOR: R = 2.5
ANALYSIS PROCEDURE USED: EQUIVALENT STATIC FORCE PROCEDURE
C) WIND:
WIND SPEED: 110 MPH
WIND EXPOSURE: C
D) LIVE LOADS:
ROOF 20 PSF REDUCIBLE
AB
ANCHOR BOLT
K
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LONG LEG HORIZ.
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LONG SLOTTED HOLE
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BLOCKING
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MAX
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MACHINE BOLTS
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BEAT TO FIT
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MECHANICAL
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MANUFACTURER
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CARRIAGE BOLTS
MIN
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CCJ
CONTROL JOINT
MISC.
MISCELLANEOUS
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CAST -IN-PLACE CONCRETE
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METAL
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CONCRETE MASONRY UNITS
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NELSON STUD ANCHOR
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CONN
CONNECTION
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CONSTRUCTION
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OPPOSITE HAND
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CONTINUOUS
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CONTRACTOR
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OVERSIZE ROUND HOLE
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FOUNDATION
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FREE OF HEART CENTER
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FACE OF STUD
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TOP -OF -CONCRETE
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SCALE: NTS
DRAWN BY: RKB
JOB NUMBER: 15-251
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TYPICAL GABLE END DETAIL
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