HomeMy WebLinkAboutB15-2921 039-080-093Butte County Department of Development Services
BUILDING DIVISION
7 County Center Drive, Oroville, CA 95965
Main Phone 530.538.7601 Permit Center Phone 530.538.6861 Fax 530.538.7785
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SPECIAL 1NSPECTI0N NOTE
For Building Permit # B ��S - Z`� 2.1 ,Assessor's Parcel # �,S J 0
Structural Tests &Special Inspections- 2013 California Building Code Chapter 17: In addition
to the inspections required by Division II, Section 1101) the owner or Registered Design
Professional acting as the owner's agent shall employ one or more special inspectors who shall
provide inspections during. construction- on the types of work listed under section 1704. The
special inspector shall be a qualified person who shall demonstrate competence, to the
satisfaction of the building.- official, for inspection of the particular type of construction or
operation requiring special inspection.
Duties and Responsibilities of the. Special I
1. The special inspector shall observe the work assigned for conformance with the approved design,
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drawings and specifications.
2. The special inspector shall furnish inspection reports to the building official and the engineer or
architect of record. All discrepancies shall be brought to the immediate attention of the contractor for
correction, then, if uncorrected, to the proper design authority and to the building official.
3. The special inspector shall submit a final signed report to the Butte County Building Division statin
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whether the work requiring special inspection was, to the best of his or her knowledge, in conform
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with the approved plans and specifications and the applicable provisions of this code.
.
4. The special inspector shall advise the contractor that Butte County Building Division inspections
cannot be delegated to him or her, so inspections must also be made by the Butte County Building
Division.
S. Any change in special i6pection firms made after permit issuance shall be approved by the Butte
County Building Division prior to the new firm performing any inspections.
ections.
6. Special inspections are in addition to the regular inspections performed b - the Butte County Building
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Division. Butte County inspection approval and sign off is not to be construed as authorization to
Proceed with work which obscures, covers or otherwise prevents proper special inspection.
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Special Inspection is required for the following items,*
❑ Reinforced Concrete (Taking of test specimens, placement of reinforcing and placing of concrete).
❑ Structural Masonry
TB High Strength Bolting
El Welding
O Bolts Installed in Concrete
❑ Other:
*Name of Special Inspection Company:
*PENDING APPROVAL. SPECIAL INSPECTION COMPANY SHALL PROVIDE A STATEMENT
OF QUALIFICATIONS AND COPIES OF CURRENT SPECIAL INSPECTOR CERTIFICATIONS
FOR APPROVAL BY THE BUILDING DIVISION PRIOR TO
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131011 l'E COUNTY DEPARTMENT OF DEVELOPMENT SERVICES -BUILDING
CONSTRUCTION DEBRIS RECOVERY FINAL REPORT
Final inspection will not be scheduled until completed report submitted
APN: Building Permit #
Owner Name:
Jobsite Address:
Jobsite Contact: Company:
Owner Phone: ( )
Project Type: n Construction -1 Demolition
Submit completed form in person or by
mail to:
Butte County Development Services -
Building
7 County Center Drive
Oroville, CA 95965
Jobsite Phone: ( )
MATERIAL
Reuse
Tonnage
Recycle
Tonnage
Disposal
Tonnage
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Submit completed form in person or by
mail to:
Butte County Development Services -
Building
7 County Center Drive
Oroville, CA 95965
Jobsite Phone: ( )
MATERIAL
Reuse
Tonnage
Recycle
Tonnage
Disposal
Tonnage
ACTUAL FACILITIES/SERVICE PROVIDERS USED
Inert Material (Concrete. asphalt)
Lumber
Plant/Tree Debris
Dry Wall
Metal
Cardboard
Other:
Other:
Total tons of material disposed of (not recycled or reused)
Total tons of material not disposed (either recycled of reused)
Percent recycled/reused
Please sign indicating that the above information is true and correct to the best of your knowledge:
Applicant:
(Owner or Contractor);
Circle which
Final Report returned with comments:
(Initial) Date:
Date:
Attach copies of weight receipts, gate tags, or
other verifying information for all materials
that were reused, recycled or disposed.
5.
Final Report approved:(Building Inspector) Date:
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1
DANIEL J. DOBBIE
Professional Engineer
P.O. Box 2156
15925 Renee Way/,--
Flournoy,
aysFlournoy, CA 96029
Phone (530) 833-5423
��QFtOFESS�O�Y
NO -42028 � m
� I:yP• 03/31/16
'9T
CIVIL
\ ��F CAL1F���
Page: 1
Job No: 15035
Date: September 2015
Dodson Garage
PROJECT SCOPE:
PROVIDE STRUCTURAL ENGINEERING FOR A NEW WOOD -FRAMED PRIVATE GARAGE.
DESIGN THE ROOF RAFTERS, .ROOF BEAMS, POSTS AND FOOTINGS. PERFORM A WIND
AND SEISMIC ANALYSIS FOR LATERAL LOADS. DESIGN STRUCTURAL WOOD PANEL
SHEAR WALLS FOR UNIT SHEAR AND NET OVERTURNING INCLUDING HOLDOWNS
WHERE REQUIRED. INCLUDE SHEAR TRANSFER THROUGH SPECIFIE61 HARDWARE,
NAILING AND BOLTING.
DESIGN DATA:
CALIFORNIA BUILDING CODE
WOOD FRAMING SPECIES
GRADING AGENCY
ROOF LOADING:
COMPOSITION ROOFING
SHEATHING
FRAMING
MISCELLANEOUS
DEAD LOAD =
LIVE LOAD =
LATERAL LOADING DATA:
SEISMIC:
SEISMIC IMPORTANCE FACTOR
MAPPED SPECTRAL RESPONSE ACCELERATION (Ss)
MAPPED SPECTRAL RESPONSE ACCELERATION (S1)
SITE CLASS
SITE COEFFICIENT (Fa)
SITE COEFFICIENT (Fv)
SPECTRAL RESPONSE COEFFICIENT (SDs)
SPECTRAL RESPONSE COEFFICIENT (SD1)
SEISMIC DESIGN CATEGORY
WIND:
BASIC WIND SPEED
WIND IMPORTANCE FACTOR
WIND EXPOSURE
�-ul-11,L
'(�IDIJiXUY
1\1 0 V 2 015
DENTELOPh,IENTT
SERVICES
e
i
2013 EDITION
DOUGLAS FIR LARCH
1NWPA
2.5 PSF
1.7PSF
2.5 PSF
1.3 PSF
8.0PSF
20.0IPSF REDUCIBLE
1.0
0.617
0.275
D
1.307
1.856
0.53
0.339
D
110 MPH
1.00
C
J
PERMIT: I✓I S-2�2-
r
BUTTECOUNTY DEVELOPMENT SERVICES
REVIEWED FOR
GODS CO3MPL1Ai\!GE
DATE 12..0
f;
/,c
DANIEL J. DOBBIE
Professional Engineer
P.O. Box 2156
15925 Renee Way
Flournoy, CA 96029
Phone (530) 833-5423
Page: 2
Job No: 15035
Date: September 2015
Dodson Garage
ROOF RAFTERS AT GARAGE (3:12
PITCH)
DESIGN DATA:
HORIZONTAL RAFTER LENGTH (HL)
8.50
FT
RAFTER PITCH HEIGHT (P) (4:12, P=4)
3:12
SLOPE FACTOR (SF)
1.031
TRUE RAFTER LENGTH (L)
8.76
FT
RAFTER SPACING (s)
24
IN
TRIBUTARY AREA (Atrib)
18
FT^2
ROOF DEAD LOAD (RDL)
8
PSF
ROOF LIVE LOAD (RLL)
20
PSF
LIVE LOAD AREA REDUCTION (R1) = 1.2-.001 "At
1.000
ROOF SLOPE (F):12
3
LIVE LOAD SLOPE REDUCTION (R. (EQUALS 1)
1.000
REDUCED LIVE LOAD (RLL')=Rl*R2*RLL
20
PSF
GROUND SNOW LOAD (pg)
0
PSF
FLAT ROOF SNOW LOAD (pf) = 0.7*Ce*Ct*I'`pg*(Cs)
0
PSF
EXPOSURE FACTOR (Ce)
1.0
THERMAL FACTOR (Ct)
1.1
IMPORTANCE FACTOR (I)
1.0
SLOPED ROOF FACTOR (Cs)
1.0
TOTAL ROOF LOAD (TL) = DL + LL
28
PSF
UNIFORM TOTAL LOAD (wtl)
0.056
KLF
RESULTANTS:
END REACTION (R)
0.25
KIPS
MAXIMUM BENDING MOMENT (M)
0.54
KIP FT
TRIAL RAFTER SIZE:
2 x 6 #2
RAFTER DEPTH (d)
5.5
IN
RAFTER RESISTIVE SHEAR (Vr)
0.99
KIPS
RAFTER RESISTIVE MOMENT (Mr)
0.652
KIP FT
MOMENT OF INERTIA (I)
20.79
IN^4
MODULUS OF ELASTICITY (E)
1600
KSI
EI VALUE (EI)
33264
KSI
RAFTER VALUES:
LOAD DURATION FACTOR (Cd)
1.25
ROOF
MAXIMUM HORIZONTAL SHEAR (V) = R - wtl * d
0.22
KIPS
ADJUSTED RESISTIVE SHEAR (Vr') = Cd'` Vr
1.24
KIPS
ADJUSTED RESISTIVE MOMENT (Mr') = Cd'` Mr
0.82
KIP FT
DEFLECTION:
TOTAL LOAD DEFLECTION
0.223
IN
SPAN/DEFLECTION RATIO (TL) L/
471
ROOF RAFTERS:
2 x 6 # 2 @
24" O.C.
OK
OK
OK
f t4
DANIEL J. DOBBIE
Professional Engineer
P.O. Box 2156
15925 Renee Way
Flournoy, CA 96029
Phone (530) 833-5423
Page: 3
Job No: 15035
Date: September 2015
Dodson Garage
ROOF RAFTERS AT GARAGE (12:12 PITCH)
DESIGN DATA:
HORIZONTAL RAFTER LENGTH (HL) 4.00 FT
RAFTER PITCH HEIGHT (P) (4:12, P=4) 12:12
SLOPE FACTOR (SF) 1.414
TRUE RAFTER LENGTH (L) 5.66 FT
RAFTER SPACING (s)
TRIBUTARY AREA (Atrib)
ROOF DEAD LOAD (RDL)
ROOF LIVE LOAD (RLL)
LIVE LOAD AREA REDUCTION (R1) = 1.2-.001 *At
ROOF SLOPE (F):12
LIVE LOAD SLOPE REDUCTION (R. (EQUALS 0.6)
REDUCED LIVE LOAD (RLL')=Rl*R2*RLL
GROUND SNOW LOAD (pg)
FLAT ROOF SNOW LOAD (pf) = 0.7*Ce*Ct*I*pg*(Cs)
EXPOSURE FACTOR (Ce)
THERMAL FACTOR (Ct)
IMPORTANCE FACTOR (1)
SLOPED ROOF FACTOR (Cs)
TOTAL ROOF LOAD (TL) = DL + LL
UNIFORM TOTAL LOAD (wtl)
RESULTANTS:
END REACTION (R)
MAXIMUM BENDING MOMENT (M)
TRIAL RAFTER SIZE:
RAFTER DEPTH (d)
RAFTER RESISTIVE SHEAR (Vr)
RAFTER RESISTIVE MOMENT (Mr)
• MOMENT OF INERTIA (1)
MODULUS OF ELASTICIN (E)
EI VALUE (EI )
RAFTER VALUES:
LOAD DURATION FACTOR (Cd)
MAXIMUM HORIZONTAL SHEAR (V) = R - wti * d
ADJUSTED RESISTIVE SHEAR (Vr') = Cd * Vr
ADJUSTED RESISTIVE MOMENT (Mr') = Cd * Mr
DEFLECTION:
TOTAL LOAD DEFLECTION
SPAN/DEFLECTION RATIO (TL)
ROOF RAFTERS:
24
IN
11
FT^2
8
PSF
20
PSF
1.000
12
0.600
12
PSF
0
PSF
0
PSF
1.0
KSI
1.1
1.0
1.0
20
PSF
0.040 KLF
0.11 KIPS
0.16 KIP FT
2x6#2
5.5 IN
0.99
KIPS
0.652
KIP FT
20.79
1 N^4
1600
KSI
33264 KSI
1.25 ROOF
0.09 KIPS
1.24 KIPS OK
0.82 KIP FT OK
0.028 IN
L/ 2450 OK
2 x 6 # 2 @ 24" o.c.
0
DANIEL J. DOBBIE
Professional Engineer
P.O. Box 2156
IAZ<r , `\M 8 15925 Renee Way
` Flournoy CA 96029
*> Phone (530) 833-5423
RIDGE BEAM
DESIGN DATA:
SPAN LENGTH (L)
TRIBUTARY ROOF WIDTH (Wr) =17/2
TRIBUTARY AREA (Atrib)
ROOF DEAD LOAD (RDL)
ROOF LIVE LOAD (RLL)
LIVE LOAD AREA REDUCTION (R1) = 1.2-.001*At
ROOF SLOPE (F):12
LIVE LOAD SLOPE REDUCTION (R2 (EQUALS 1)
REDUCED LIVE LOAD (RLL')=Rl*R2*RLL
UNIFORM ROOF DEAD LOAD (URDL)
UNIFORM ROOF LIVE LOAD (URLL)
UNIFORM BEAM DEAD LOAD (UBDL)
TOTAL UNIFORM LOAD JUL)
RESULTS:
MAXIMUM REACTION (Rmax)
MAXIMUM BENDING MOMENT (Mmax)
Page: 4
,lob No: 15035
Date: September 2015
30.00 FT
8.50
FT
255
FT^2
8
PSF
20
PSF
0.945
3
1.000
18.9
PSF
0.068
KLF
0.161
KLF
0.016
KLF
0.245
KLF
3.67 KIPS
27.5 KIP FT
TRIAL SIZE: LOUISIANA PACIFIC 3 1/2" x 16" LVL 2950Fb-2.OE
BEAM DEPTH (d) 16 IN
BEAM WIDTH (b) 3.5 IN
MOMENT OF INERTIA (I) 1195 IN^4
MODULUS OF ELASTICITY (E) 2000 KSI
_ RESISTIVE SHEAR BASE VALUE (Vr) 10.827 KIPS
RESISTIVE MOMENT BASE VALUE (Mr) 35.233 KIP FT
Dodson Garage
LOAD DURATION &VOLUME FACTOR ADJUSTMENT:
ROOF LOAD DURATION FACTOR (Cdr) (SNO,ROOF) 1.25 ROOF
MAXIMUM SHEAR (Vmax) Vmax = Pmax - (w * d/12) 3.34 KIPS
FINAL RESISTIVE SHEAR (Vr') Vr' = Vr * Cd 13.53 KIPS OK
VOLUME FACTORS (Cv) 0.974 APPLY
Cv = k(12/d)^.1 * (5.125/b)^.1 * (21/L)^.1
LOADING CONDITION FACTOR (k)
k = 1.00 UNIFORMLY DISTRIBUTED LOAD (Cvw)
ADJUSTED RESISTIVE MOMENT (Mr) Mr'=Mr*Cd'*Cv 42.9 KIP FT OK
DEFLECTION:
DEFLECTION DUE TO TUL (Dtul) 1.866 IN
DEFLECTION/SPAN RATIO L / 193 OK
ROOF BEAM: LOUISIANA PACIFIC 3 1/2" x 16" LVL 2950Fb-2.OE
DESIGN DATA:
DANIEL J. DOBBIE
Professional Engineer
P.O. Box 2156
15925 Renee Way
Flournoy, CA 96029
Phone (530) 833-5423
ROOF BEAM EACH SIDE OF RIDGE
Page: 5
Job No: 15035
Date: September 2015
SPAN LENGTH (L)
30.00
FT
TRIBUTARY ROOF WIDTH (Wr) =12.5/2
6.25
FT
TRIBUTARY AREA (Atrib)
188
FT^2
ROOF DEAD LOAD (RDL)
8
PSF
ROOF LIVE LOAD (RLL)
20
PSF
LIVE LOAD AREA REDUCTION (R1) = 1.2-.001 *At
1.000
RESISTIVE MOMENT BASE VALUE (Mr)
ROOF SLOPE (F):12
3
LOAD DURATION &VOLUME FACTOR ADJUSTMENT:
LIVE LOAD SLOPE REDUCTION (R2 (EQUALS 1)
1.000
ROOF LOAD DURATION FACTOR (Cdr) (SNO,ROOF)
REDUCED LIVE LOAD (RLL')=Rl*R2*RLL
20.0
PSF
UNIFORM ROOF DEAD LOAD (URDL)
0.050
KLF
UNIFORM ROOF LIVE LOAD (URLL)
0.125
KLF
UNIFORM BEAM DEAD LOAD (UBDL)
0.014
KLF
TOTAL UNIFORM LOAD JUL)
0.189
KLF
RESULTS:
MAXIMUM REACTION (Rmax) 2.84 KIPS
MAXIMUM BENDING MOMENT (Mmax) 21.3 KIP FT
Dodson Garage
TRIAL SIZE: LOUISIANA PACIFIC 3 1/2" x 14"
LVL 2950Fb-2.OE
BEAM DEPTH (d)
14
IN
BEAM WIDTH (b)
3.5
IN
MOMENT OF INERTIA (I)
800
IN^4
MODULUS OF ELASTICIN (E)
2000
KSI
RESISTIVE SHEAR BASE VALUE (Vr)
9.473
KIPS
RESISTIVE MOMENT BASE VALUE (Mr)
27.495
KIP FT
LOAD DURATION &VOLUME FACTOR ADJUSTMENT:
ROOF LOAD DURATION FACTOR (Cdr) (SNO,ROOF)
1.25
ROOF
MAXIMUM SHEAR (Vmax) Vmax = Pmax - (w * d/12)
2.61
KIPS
FINAL RESISTIVE SHEAR (Vr') Vr' = Vr * Cd
11.84
KIPS OK
VOLUME FACTORS (Cv)
0.987
APPLY
Cv = k(12/d)^.1 '` (5.125/b)^.1 * (21/L)^.1
LOADING CONDITION FACTOR (k)
k = 1.00 UNIFORMLY DISTRIBUTED LOAD (Cvw)
ADJUSTED RESISTIVE MOMENT (Mr) Mr'=Mr*Cd'*Cv
33.9
KIP
FT OK
DEFLECTION:
DEFLECTION DUE TO TUL (Dtul)
nFFLFCTION/SPAN RATIO
2.153 IN
L/ 167 OK
)UISIANA PACIFIC 3 1/2" x 14" LVL 2950Fb-2.OE
DANIEL J. DOBBIE
Professional Engineer
P.O. Box 2156
9, POK0
15925 Renee Way
Flournoy, CA 96029
..
Phone(530)833-5423
GARAGE DOOR HEADER
DESIGN DATA:
MAX SPAN LENGTH (L)
TRIBUTARY WIDTH (W) =3^2/2/2
TRIBUTARY AREA (Atrib)
LIVE LOAD (LL)
DEAD LOAD (DL)
TOTAL LOAD (TL)
BEAM +WALL (wb)
CONCENTRATED LOAD NOT AT MIDSPAN (Pconc)
LOCATION Pconc FROM LEFT SUPPORT (>L/2)
UNIFORM DEAD LOAD (wdl) wdl = W*DL + wb
UNIFORM LIVE LOAD (wil)
TOTAL UNIFORM LOAD (wtl)
CONCENTRATED LOAD MIDSPAN (Pms) (RIDGE BEAM)
RESULTS:
12.33
2.25
27.7
20
8
28
0.058
0
0.00
0.076
0.045
0.121
3.67
RIGHT REACTION (Rr) 2.58
LEFT REACTION (RI) 2.58
LOCATION ZERO SHEAR FROM LEFT SUPPORT (z) 6.17
MAXIMUM BENDING MOMENT DUE TO Pconc (Mconc) 0.0
MAXIMUM BENDING MOMENT DUE TO UDL (Mw) 2.3
MAXIMUM BENDING MOMENT DUE TO Pms (Mms) 11.3
TOTAL BENDING MOMENT (Mtot) 13.6
TRIAL S17E! 6 x 12 #1
Page: 6
Job No: 15035
Date: September 2015
FT
FT
FT"2
PSF
PSF
PSF
KLF
KIPS
FT
KLF
KLF
KLF
KIPS
KIPS
KIPS
FT
KIP FT
KIP FT
KIP FT
KIP FT
Dodson Garage
BEAM DEPTH (d)
11.5
IN
BEAM WIDTH (b)
5.5
IN
MOMENT OF INERTIA (I)
697
IN "4
ALLOWBLE BENDING STRESS (Fb)
1.350
KSI
ADJUSTED MODULUS OF ELASTICITY (Emin')
580
KSI
RESISTIVE SHEAR BASE VALUE (Vr)
7.17
KIPS
RESISTIVE MOMENT BASE VALUE (Mr)
13.63
KIP FT
LOAD DURATION &VOLUME FACTOR ADJUSTMENT:
LOAD DURATION FACTOR (Cd) (SNO, ROOF, EQ, IMP)
125
ROOF
MAXIMUM SHEAR (Vmax) Vmax = Pmax - (w * d/12)
2.47
KIPS
- FINAL RESISTIVE SHEAR (Vr') Vr' = Vr * Cd
8.96
KIPS
OK
VOLUME FACTORS (Cv) Cv = k(12/d)^.1 * (5.125/b)^.1
* (21/L)".1
k = 0.96 CONC LOAD NOT AT MIDSPAN (Cvconc)
1.010
k = 1.00 UNIFORMLY DISTRIBUTED LOAD (Cvw)
1.052
k = 1.09 CONC LOAD MIDSPAN (Gums)
1.146
COMPOSITE VOLUME FACTOR (Cv')
1.130
NOT APPL
Cv'_((Cvconc'`Mconc)+(Cvw*Mw)+(Cvms'`Mms))/Mtot
FINAL RESISTIVE MOMENT (Mr') Mr' = Mr * Cd
17.0
KIP FT
OK
UNSUPPORTED COMPRESSION FLANGE:
SLENDERNESS FACTOR (RB) RB = (le*d/b A 2)A .5
10.2
FACTOR (lu / d)
12.9
'7
EFFECTIVE LENGTH (le) le = 1.63 lu + 3 d
276
IN
FACTOR (FBe) FBe = 1.20*Emin'/RB^2
7
FINAL ADJUSTED RESISTIVE BENDING MOMENT (Mr")
16.8
KIP FT
OK
DEFLECTION:
DEFLECTION DUE TO Pconc (Dconc)
0.000
IN
DEFLECTION DUE TO wtl (Dwtl)
0.056
IN
DEFLECTION DUE TO Pms (Drns)
0.222
IN
TOTAL DEFLECTION MIDSPAN (Dt)
0.279
IN
DEFLECTION/SPAN RATIO L /
531
HEADER BEAM: 6 x
12 #1
DANIEL J. DOBBIE
Professional Engineer
P.O. Box 2156
15925 Renee Way
Flournoy, CA 96029
Phone(530)833-5423
HEADER AT WINDOWS
DESIGN DATA:
SPAN LENGTH (L)
TRIBUTARY ROOF WIDTH (Wr)
TRIBUTARY AREA (Atrib)
ROOF DEAD LOAD (RDL)
ROOF. LIVE LOAD (RLL)
LIVE LOAD AREA REDUCTION (R1) = 1.2-.001*At
ROOF SLOPE (F):12
_ LIVE LOAD AREA REDUCTION (R2) (EQUALS 1)
REDUCED LIVE LOAD (RLL')=Rl*R2*RLL
UNIFORM ROOF DEAD LOAD (URDL)
UNIFORM ROOF LIVE LOAD (URLL)
UNIFORM WALL DEAD LOAD (UWDL)
TOTAL UNIFORM LOAD JUL)
RESULTS:
MAXIMUM REACTION (Rmax)
MAXIMUM BENDING MOMENT (Mmax)
TRIAL SIZE:
BEAM DEPTH (d)
BEAM WIDTH (b)
MOMENT OF INERTIA (I)
MODULUS OF ELASTICITY (E)
ADJUSTED MODULUS OF ELASTICITY (Emin)
ALLOWABLE BENDING (Fb)
_ RESISTIVE SHEAR BASE VALUE (Vr)
RESISTIVE MOMENT BASE VALUE (Mr)
LOAD DURATION & VOLUME FACTOR ADJUSTMENT:
ROOF LOAD DURATION FACTOR (Cdr) (SNO,ROOF)
MAXIMUM SHEAR (Vmax) Vmax = Pmax - (w * d/12)
FINAL RESISTIVE SHEAR (Vr') Vr' = Vr * Cd
VOLUME FACTORS(Cv)=k(12/d)^.1*(5.125/b)^.1*(21/L)^.1
k = 1.00. UNIFORMLY DISTRIBUTED LOAD (Cvw)
ADJUSTED RESISTIVE MOMENT (Mr') Mr'=Mr*Cd'
UNSUPPORTED COMPRESSION FLANGE:
SLENDERNESS FACTOR (RB) RB = (ie*d/b A 2)A .5
.FACTOR (lu / d)
EFFECTIVE LENGTH (le) le = 1.63 lu + 3 d
FACTOR (FBe) FBe = 1.20*Emin'/RB^2
FINAL ADJUSTED RESISTIVE BENDING MOMENT (Mr")
DEFLECTION:
DEFLECTION DUE TO TUL (Dtul)
DEFLECTION/SPAN RATIO L/
HEADER BEAM:
Page: 6A
Job No: 15035
Date: September 2015
Dodson Garage
6.33
FT
13.50
FT
85
FT^2
8
PSF
20
PSF
1.000
IN^4
3
KSI
1.000
KSI
20.0
PSF
0.108
KLF
0.270
KLF
0.010
KLF
0.388
KLF
1.23
KIPS
1.94
KIP FT
4x8#1
7.25
IN
3.5
IN
111.1
IN^4
1700
KSI
620
KSI
1.000
KSI
3.05
KIPS
2.55
KIP
FT
1.25 ROOF
0.99 KIPS
3.81 KIPS OK
1.232 NOT APPL
3.2 KIP FT
9.3
10.5
146 IN
8636
3.2 KIP FT
0.074 IN
1024
4x8#1
OK
>7
OK
OK
r
DANIEL J. DOBBIE
Professional Engineer Page: 7
P.O. Box 2156 Job N0: 15035
15925 Renee Way Date: September 2015
Flournoy, CA 96029 Dodson Garage
Phone (530) 833-5423
SAWN WOOD POST & FOOTING AT
RIDGE BEAM
DESIGN DATA:
UNITS
2005 NDS TABLE 4D DESIGN VALUES FOR VISUALLY
GRADED TIMBERS
SPECIES AND COMMERCIAL GRADE:
DOUGLAS FIR -LARCH
SIZE CLASSIFICATION:
2" &WIDER
GRADING AGENCY: WESTERN WOOD PRODUCTS
ASSOCIATION (WWPA)
COMPRESSION PARALLEL TO GRAIN (Fc)
1.500
KSI
MODULUS OF ELASTICITY (Emin)
620000
PSI
NDS SECTION 3.7.1 SOLID -COLUMN DESIGN:
F'c=Fc((1 +(Fce/Fc))/2c'-(((1+(Fce/Fc))/2c')"2-(Fce/Fc)/c')^0.5)
SAWN LUMBER COEFFICIENT (c')
�•$
VISUALLY GRADED LUMBER COEFFICIENT (Kce)
0.3
COMPRESSION COEFFICIENT (Fce)
Fce=(0.822Emin)/(le/d)^2
BUCKLING FACTOR (Ke)
1.0
DESIGN DATA:
UNSUPPORTED LENGTH (I)
13.17
FEET
EFFECTIVE LENGTH (le)
158.04
INCHES
LEAST POST DIMENSION (d) (UNSUPPPORTED)
3.5
INCHES
le/d RATIO
45.15
4 x 6 POST CROSS SECTIONAL AREA (A)
19.25
SQ IN
DESIGN RESULTANTS:
COMPRESSION COEFFICIENT (Fce)
250.0
ALLOWABLE COMPRESSION PARALLEL TO GRAIN (Fc) 0.241
KSI
ALLOWABLE POST LOAD (Pa)
4.63
KIPS
ACTUAL POST LOAD (Pac)
3.67
KIPS
NEW POSTS:
4x6#1 OK
FOOTINGS AT POST
DESIGN DATA:
ALLOWABLE SOIL BEARING PRESSURE
1500
PSF
CONCRETE COMPRESSIVE STRENGTH (f c)
3000
PSI
REINFORCING STEEL YIELD STRENGTH (fy)
60000
PSI
LOADING DATA:
DEAD POINT LOAD (Pdl)
1.26
KIPS
LIVE POINT LOAD (PII)
2.41
KIPS
TOTAL POINT LOAD (Ptl)
3.67
KIPS
FOOTING SIZE:
AREA REQUIRED FOR BEARING (Areq)
2.45
FT A2
SIDE LENGTH FOR SQUARE FOOTING (L)
1.56
FT
USE SQUARE FOOTING SIZE:
2.00
FT
FOOTING THICKNESS (t)
12
IN
FOOTING DESIGN:
REINFORCING DEPTH (d) d = t*12 - 3.5
8.5
IN
STRENGTH REDUCTION FACTOR (phi)
0.9
ULTIMATE DEAD LOAD (Pudl) Pudl = Pdl * 1.2
1.5
KIPS
ULTIMATE LIVE LOAD (Pull) Pull = PII * 1.6
3.9
KIPS
RESULTANT ULTIMATE SOIL PRESSURE (qu)
1.342
KSF
ULTIMATE MOMENT (Mu)
1.3
KIP FT
REINFORCING STEEL RATIO (p)
0.00017
< pmin
USE: REINFORCING STEEL RATIO (p') P'= p'`1.33
0.00023
AREA OF REINFORCING STEEL REQUIRED (Asreq'd)
0.047
INA 2
USE: 2 - #4 EACH WAY As = 0.40 IN"2
POST FOOTINGS: 2'- 0" SQUARE x 12" THK. W/ 2 - #4 EA WAY
1 50
4A _�14_ 1�-
DANIEL J. DOBBIE
Professional Engineer
P.O. Box 2156
15925 Renee Way
Flournoy, CA 96029
Phone (530) 833-5423
Page: 8
Job No: 15035
Date: September 2015
Dodson Garage
SAWN WOOD POST & FOOTING AT BEAM EACH SIDE OF RIDGE
DESIGN DATA: UNITS
2005 NDS TABLE 4D DESIGN VALUES FOR VISUALLY GRADED TIMBERS
SPECIES AND COMMERCIAL GRADE: DOUGLAS FIR -LARCH
SIZE CLASSIFICATION: 2" &WIDER
GRADING AGENCY: WESTERN WOOD PRODUCTS ASSOCIATION (WWPA)
COMPRESSION PARALLEL TO GRAIN (17c) 1.500 KSI
n0-r1r1--v ic.,,; 620000 PSI
IvivuvLvovr CLk I I In"J
NDS SECTION 3.7.1 SOLID -COLUMN DESIGN:
F'c=Fc((1 +(Fce/Fc))/2c'-(((1+(Fce/Fc))/2c')^2-(Fce/Fc)/c')^0.5)
SAWN LUMBER COEFFICIENT (c')
0.8
VISUALLY GRADED LUMBER COEFFICIENT (Kce)
0.3
COMPRESSION COEFFICIENT (Fce) Fce=(0.822Emin)/(le/d)^2
BUCKLING FACTOR (Ke)
1.0
DESIGN DATA:
UNSUPPORTED LENGTH (I)
11.33
FEET
EFFECTIVE LENGTH (le)
135.96
INCHES
LEAST POST DIMENSION (d) (UNSUPPPORTED)
3.5
INCHES
le/d RATIO
38.85
4 x 4 POST CROSS SECTIONAL AREA (A)
12.25
SQ IN
DESIGN RESULTANTS:
COMPRESSION COEFFICIENT (Fce)
337.7
ALLOWABLE COMPRESSION PARALLEL TO GRAIN (Fc)
0.320
KSI
ALLOWABLE POST LOAD (Pa)
3.92
KIPS
ACTUAL POST LOAD (Pac)
2.84
KIPS
NEW POSTS:
4x4#1 OK
FOOTINGS AT POST
DESIGN DATA:
ALLOWABLE SOIL BEARING PRESSURE
1500
PSF
CONCRETE COMPRESSIVE STRENGTH (f c)
3000
PSI
REINFORCING STEEL YIELD STRENGTH (fy)
60000
PSI
LOADING DATA:
DEAD POINT LOAD (Pdl)
0.96
KIPS
LIVE POINT LOAD (Pil)
1.88
KIPS
TOTAL POINT LOAD (Ptl)
2.84
KIPS
FOOTING SIZE:
AREA REQUIRED FOR BEARING (Areq)
1.89
FT^2
SIDE LENGTH FOR SQUARE FOOTING (L)
1.38
FT
USE SQUARE FOOTING SIZE:
2.00
FT
FOOTING THICKNESS (t)
12
IN
FOOTING DESIGN:
REINFORCING DEPTH (d) d = t*12 - 3.5
8.5
IN
STRENGTH REDUCTION FACTOR (phi)
0.9
ULTIMATE DEAD LOAD (Pudl) Pudl = Pdi * 1.2
1.2
KIPS
ULTIMATE LIVE LOAD (Pull) Pull = PII * 1.6
3.0
KIPS
RESULTANT ULTIMATE SOIL PRESSURE (qu)
1.040
KSF
ULTIMATE MOMENT (Mu)
1.0
KIP FT
REINFORCING STEEL RATIO (p)
0.00013
< pmin
USE: REINFORCING STEEL RATIO (p') P'= p*1.33
0.00018
AREA OF REINFORCING STEEL REQUIRED (Asreq'd)
0.036
INA 2
USE: 2 - #4 EACH WAY As = 0.40
INA 2
POST FOOTINGS: 2'- 0" SQUARE x 12" THK. W/ 2 - #4 EA WAY
rI >!&4\w
DANIEL J. DOBBIE
Professional Engineer Page: 9
P.O. Box 2156 Job No: 15035
15925 Renee Way Date: September 2015
Flournoy, CA 96029 Dodson Garage
Phone (530) 833-5423
WOOD LIGHT -FRAME STRUCTURE
SEISMIC ANALYSIS (SIMPLIFIED DESIGN PROCEDURE
LOAD COMBINATION (D + 0.7E)
DETERMINE Ss & S1
METHOD FOR DETERMINING 2009 NEHRP
LAT = 39.69255, LONG = -121.84927
MCE (MAX CONSIDERED EARTHQUAKE) AT SHORT PERIODS (Ss)
0.617
MCE AT 1 SECOND PERIOD (S1)
0.275
DETERMINE IF EXEMPTIONS APPLY (1613.1.)
1. FAMILY DWELLING, SDC A, B, OR C, Ss<0.4?
NO
2. CONVENTIOANL LIGHT -FRAME CONSTRUCTION (2308)?
NO
3. AGRICULTURAL STORAGE BUILDING (NO OCCUPANCY)
NO
4. SPECIAL RESPONSE CHARACTERISTICS NOT COVERED?
NO
5. (OSHPD 2) SEISMIC DESIGN CATEGORY A (1613.5.6)?
NO
DETERMINE: SEISMIC DESIGN CATEGORY (1613.5.6)
SITE CLASS DEFINITION: (1613.3.2 & 1613.3.5)
IS SOILS OR GEOTECHNICAL REPORT AVAILABLE?
NO
USE TABLES 1613.3.5 FOR SITE CLASS
D
SITE COEFFICIENTS (1613.3.3)
SITE COEFFICIENT (Fa) T-1613.3.3(1)
1.307
SITE COEFFICIENT (Fv) T-1613.3.3(2)
1.850
SPECTRAL RESPONSE ACC. SHORT PERIODS (Sms) = Fa*Ss
0.806
SPECTRAL RESPONSE ACC.1-SECOND PERIOD (Sml) = Fv*S1
0.509
DESIGN SPECTRAL RESPONSE ACCELERATION (DSRA) (1613.3.4)
5% DAMPED DSRA AT SHORT PERIODS (Sds) = 2/3'`Sms
0.538
5% DAMPED DSRA AT 1 -SECOND PERIOD (SdI) = 213*Sm1
0.339
DETERMINE OCCUPANCY CATEGORY (T-1604.5)
11
SEISMIC DESIGN CATEGORY (1613.3.5) (ASCE 7 SEC 11.6)
D
SEISMIC LOAD: SECT. 12.14 SIMPLIFIED DESIGN PROCEDURE (ASCE
7-10)
SEISMIC LOAD EFFECT (12.14.3.1)
E=Eh+Ev OR E=Eh-Ev
HORIZONTAL SEISMIC LOAD EFFECT (Eh) = Qe = V
VERTICAL SEISMIC LOAD EFFECT (Ev) = 0.2"Sds*D
0.11 *D
SEISMIC BASE SHEAR (12.14.8.1)__V_= (F*Sds/R)*W
MODIFICATION FACTOR (F) (ONE STORY)
1.0
DESIGN SPECTRAL RESPONSE ACCELERATION (DSRA) (12.14.8.1)
5% DAMPED DSRA AT SHORT PERIODS (Scls') = 2/3"`Fa'`Ss
0.576
ACCELERATION -BASED SITE COEFFICIENT (Fa)
1.4
RESPONSE MODIFICATION FACTOR (R) (T-12.14-1)
6.5
A. 13. BEARING WALL SYSTEM, LIGTH FRAMED, WOOD STRUCT. PANELS
SEISMIC BASE SHEAR (12.14.8.1) V = (F*Sds/R)*W 0.089 *W
TRANSVERSE LIGHT -FRAME GARAGE MASS (E[W) (W):
ROOF: (.008)*27*32 = 6.91
EXT WALLS: .008 * (8/2) * 30 * 2 = 1.92
TRANSVERSE (ENV) SEISMIC BASE SHEAR (V) _
BASE SHEAR FACTORED FOR (D + 0.7E)
LONGITUDINAL LIGHT -FRAME GARAGE MASS (N/S
ROOF: (.008)*27.*32 =
EXT WALLS: .008 * (12.5/2) * 25 * 2 =
LONGITUDINAL (N/S) SEISMIC BASE SHEAR (V) _
BASE SHEAR FACTORED FOR (D + 0.7E)
TOTAL
0.089 * W
TOTAL
0.089 * W
8.83
0.78
0.55
6.91
2.50
9.41
0.83
0.58
KIPS
KIPS
KIPS
KIPS
KIPS
KIPS
KIPS
KIPS
KIPS
KIPS
DANIEL J. DOBBIE
Professional Engineer
P.O. Box 2156
15925 Renee Way
Flournoy, CA 96029
Phone (530) 833-5423
Page: 10
Job No: 15035
Date: September 2015
Dodson Garage
WIND ANALYSIS (ALTERNATE ALL -HEIGHTS METHOD) l
2013 CALIFORNIA BUILDING CODE SECTION 1609.1.1, ASCE 7-10 CHAPTERS 26-30
1609.6 ALTERNATIVE ALL -HEIGHTS METHOD
1609.6.1 SCOPE
1. IS BUILDING HEIGHT < 75 FEET, HEIGHT TO LEAST WIDTH RATIO < 4 YES
OR FUNDAMENTAL FREQUENCY > 1 HERTZ?
2. IS THE BUILDING NOT SENSITIVE TO DYNAMIC EFFECTS? YES
3. IS THE BUILDING NOT LOCATED ON A SITE SENSITIVE TO CHANNELING YES
EFFECTS OR BUFFETING IN THE WAKE OF UPWIND
OBSTRUCTIONS THAT WARRANT SPECIAL CONSIDERATION?
4. DOES THE BUILDING HAVE A SIMPLE DIAPHRAGM? YES
5. IS THE BUILDING NOT AN OPEN BUILDING, MULTISPAN GABLE, YES
STEPPED ROOF, SAWTOOTH ROOF, DOMED ROOF, OR SLOPE > 45 DEGREES?
1609.6.3 DESIGN EQUATIONS
MPH
FT
FT
FT
MAIN -WIND -FORCE -RESISTING SYSTEM, MWFRS, AND COMPONENTS &CLADDING
DESIGN WIND PRESSURE (Pnet) = 0.00256 *VA 2"Kz*Cnet'`Kzt
DESIGN WIND PRESSURE SHALL NOT BE LESS THAN 16 PSF
APPLIED TO THE VERTICAL PROJECTION OF THE BUILDNG
ULTIMATE WIND SPEED (Vult) (FIG 1609A)
110
RISK CATEGORY (26.5.1)
1609.6.4.1
MAIN WIND -FORCE -RESISTING SYSTEMS
ARE THERE ANY TORSIONAL EFFECTS (ASCE FIG 6-9)?
NO
1609.6.4.2
DETERMINATION OF Kz & Kzt
VELOCITY PRESSURE EXPOSURE COEFFICIENT (Kz)
ASCE 7-10
26.7.3 EXPOSURE CATEGORY FOR AXIS 1 (TRANSVERSE)
C
ASCE 7-10
26.7.3 EXPOSURE CATEGORY .FOR AXIS 2 (LONGITUDINAL)
C
ASCE 7-10
27.3.1 VELOCITY PRESSURE EXPOSURE COEFFICIENT (Kz)
ASCE 7-10
TABLE 27.3-1
USE: FORMULA Kz = 2.01*(z/zg)"(2/a)
0.85
MAXIMUM BUILDING HEIGHT (z)
15.00
NOMINAL HEIGHT OF ATMOSHPERIC BOUNDRY LAYER (zg)
900
3-S GUST SPEED POWER LAW EXPONENT (a)
9.5
-ASCE 7-10
26.8.2 TOPOGRAPHICAL FACTOR (Kzt) _ (I+KI+K2+K3)A 2
1.00
HEIGHT OF HILL OR ESCARPMENT (H)
0.00
DISTANCE UPWIND 1/2 HEIGHT OF HILL OR ESCARPMENT (Lh)
0.00
_
H/Lh RATIO (FIG 26.8-1)
0
SHAPE OF TOPO &MAX SPEED-UP EFFECT FACTOR (K1)
0.00
REDUCTION IN SPEED-UP DISTANCE UPWIND FACTOR (K2)
0.00
REDUCTION IN SPEED-UP HEIGHT ABOVE TERRAIN FACTOR (K3)
0.00
1609.6.4.3
DETERMINATION OF NET PRESSURE COEFFICIENTS (Cnet) (T-1609.6.2)
MAIN -WIND -FORCE -RESISTING FRAMES &SYSTEMS (Cnet)
26.10 ENCLOSURE CLASSIFICATION PARTIALLY ENCLOSED
WALLS: WINDWARD WALL (+ INTERNAL PRESSURE)
0.11
WALLS: WINDWARD WALL (-INTERNAL PRESSURE)
1.05
WALLS: LEEWARD WALL (+ INTERNAL PRESSURE)
-0.83
WALLS: LEEWARD WALL (-INTERNAL PRESSURE)
0.11
WALLS: SIDE WALL (+ INTERNAL PRESSURE)
-0.97
WALLS: SIDE WALL (-INTERNAL PRESSURE)
-0.04
ROOF: WINDWARD (SLOPED) (GOND. 1) (+ INTERNAL PRESSURE)
-1.04
ROOF: WINDWARD (SLOPED) (GOND. 1) (-INTERNAL PRESSURE)
-0.11
ROOF SLOPE (4:12)
4
HORIZONTAL COMPONENT FACTOR
0.32
ANGLE (DEGREES) OF ROOF FROM HORIZONTAL (o)
78
ROOF: LEEWARD (SLOPED) (+ INTERNAL PRESSURE)
-0.97
ROOF: LEEWARD (SLOPED) (-INTERNAL PRESSURE)
-0.04
MPH
FT
FT
FT
DANIEL J. DOBBIE
Professional Engineer
P.O. Box 2156
15925 Renee Way
Flournoy, CA 96029
Phone (530) 833-5423
Page: 11
Job No: 15035
Date: September 2015
Dodson Garage
WIND ANALYSIS (ALTERNATE ALL -HEIGHTS METHOD) (CON
DESIGN WIND PRESSURE (Pnet)
WALLS: WINDWARD WALLS
WALLS: LEEWARD WALLS
WALLS: SIDE WALLS
WINDWARD ROOF
LEEWARD ROOF
WALLS: WINDWARD WALLS
WALLS: LEEWARD WALLS
WALLS: SIDE WALLS
WINDWARD ROOF
LEEWARD ROOF
= 0.00256*V^2*Kz*Cnet*Kzt
(+PRESSURE)
(+PRESSURE)
(+PRESSURE)
(+PRESSURE)
(+PRESSURE)
(-PRESSURE)
(-PRESSURE)
(-PRESSURE)
(-PRESSURE)
(-PRESSURE)
1605.3.1 BASIC LOAD COMBINATIONS
1.) DEAD +LIVE (D + L)
2.) DEAD + 0.6"WIND (D + 0.6*W)
3.) 0.6*DEAD + 0.6*WIND (0.6*D + 0.6*W)
4.) DEAD + 0.7*SEISMIC (D +0.7*E)
5.) 0.6*DEAD + 0.7*SEISMIC (0.6*D +0.7'`E)
(NORMAL TO
SURFACES)
2.9
PSF
27.6
PSF
-21.8
PSF
2.9
PSF
-25.5
PSF
-1.1
PSF
-27.3
PSF
-2.9
PSF
-25.5
PSF
-1.1
PSF
DANIEL J. DOBBIE
Professional Engineer
P.O. Box 2156
15925 Renee Way
Flournoy, CA 96029
Phone (530) 833-5423
Page: 12
Job No: 15035
Date: September 2015
Dodson Garage
WIND ANALYSIS (ALTERNATE ALL -HEIGHTS METHOD) (CONT
1605.3.1 BASIC LOAD COMBINATIONS
1.) DEAD +LIVE (D + L)
2.) DEAD + 0.6"WIND (D + 0.6'`W)
3.) 0.6*DEAD + 0.6*WIND (0.6''D + 0.6*W)
4.) DEAD + 0.7*SEISMIC (D +0.7*E)
5.) 0.6*DEAD + 0.7*SEISMIC (0.6*D +0.7*E)
(+--INTERNAL PRESSURE)
APPLY WIND LOAD TRANSVERSE (ENV) TO STRUCTURE (LOAD COMBINATION
2)
2.) DEAD +WIND (D + W) SIGN CONVENTION IN DIRECTION OF WIND
WINDWARD WALLS SURFACE AREA (1) = 30*8/2
120
FT^2
WIND PRESSURE TO SURFACE (1)
2.9
PSF
WIND LOAD TO SURFACE 1
0.3
KIPS
LEEWARD WALLS SURFACE AREA (2) _ (1)
120
FT^2
WIND PRESSURE TO SURFACE (2)
27.6
PSF
WIND LOAD TO SURFACE 2
3.3
KIPS
WINDWARD ROOF SURFACE AREA (3) = 432*((4^2+12"2)".5)/12
455
FT^2
WIND PRESSURE TO SURFACE (3)
2.9
PSF
HORIZONTAL COMPONENT PRESSURE
0.9
PSF
LATERAL WIND LOAD TO SURFACE 3
-0.4
KIPS
LEEWARD ROOF SURFACE AREA (4) _ (3)
455
FT^2
WIND PRESSURE TO SURFACE (4)
-25.5
PSF
HORIZONTAL COMPONENT PRESSURE
-8.1
PSF
WIND LOAD TO SURFACE 4
3.7
KIPS
TOTAL LATERAL WIND LOAD (TRANSVERSE)
6.9
KIPS
APPLY FACTOR 0.6 TO WIND FOR ASD
4.1
KIPS
SEISMIC p = 1.0 COMPARE TO 0.55 KIPS
SEISMIC
WIND GOVERNS
AREA OF BUILDING ON VERTICAL PROJECTION=30*8/2+224
344
FT^2
.1609.6.3 CHECK: 10 PSF MINIMUM LOAD STANDARD PROCEDURE GOVERNS
3.4
KIPS
(+ INTERNAL PRESSURE)
APPLY WIND LOAD LONGITUDINAL (NIS) TO STRUCTURE (LOAD COMBINATION 2)
2.) DEAD +WIND (D + W) SIGN CONVENTION IN DIRECTION OF WIND
WINDWARD WALLS AREA (1) = 341-25*8/2
241
FT^2
WIND PRESSURE TO SURFACE (1)
2.9
PSF
WIND LOAD TO SURFACE 1
0.7
KIPS
LEEWARD WALLS SURFACE AREA (2) =(1)
241
FT^2
WIND PRESSURE TO SURFACE (2)
27.6
PSF
WIND LOAD TO SURFACE 2E
6.7
KIPS
WINDWARD ROOF AREA (3) =527*((5"2+144)".5)M2
0
FT^2
WIND PRESSURE TO SURFACE (3)
2.9
PSF
HORIZONTAL COMPONENT PRESSURE
0.9
PSF
LATERAL WIND LOAD TO SURFACE 3
0.0
KIPS
LEEWARD ROOF SURFACE AREA (4) =3
0
FT^2
WIND PRESSURE TO SURFACE (4)
-25.5
PSF
HORIZONTAL COMPONENT PRESSURE
-8.1
PSF
WIND LOAD TO SURFACE 4
0.0
KIPS
TOTAL LATERAL WIND LOAD (LONGITUDINAL)
7.4
KIPS
APPLY FACTOR 0.6 TO WIND FOR ASD
4.4
KIPS
SEISMIC p = 1.0 COMPARE TO 0.58 KIPS
SEISMIC
WIND GOVERNS
AREA OF BUILDING ON VERTICAL PROJECTION =241
241
FT^2
1609.6.3 CHECK:
10 PSF MINIMUM
LOAD STANDARD PROCEDURE GOVERNS
2.4
KIPS
DANIEL J. DOBBIE
Professional Engineer
P.O. Box 2156
15925 Renee Way
Flournoy, CA 96029
Phone (530) 833-5423
Page: 13
Job No: 15035
Date: September 2015
Dodson Garage
XnnnIn enter vSIS (ALTERNATE ALL HEIGHTS METHOD) (CONT
ww1■1ry • ..M. -- -
1605.3.1 BASIC LOAD COMBINATIONS
1.) DEAD +LIVE (D + L)
2.) DEAD + 0.6*WIND (D + 0.6*W)
3.) 0.6*DEAD + 0.6*WIND (0.6*D + 0.6'`W)
4.) DEAD + 0.7*SEISMIC (D +0.7*E)
5.) 0.6'`DEAD + 0.7*SEISMIC (0.6*D +0.7*E)
(- INTERNAL PRESSURE)
APPLY WIND LOAD TRANSVERSE TO STRUCTURE GN CONVENTAD ION OINANiD RECTION OF WIND
2.) DEAD +WIND (D + W) 120 FT^2
WINDWARD WALLS SURFACE AREA (1) -1.1 PSF
WIND PRESSURE TO SURFACE (1) -0.1 KIPS
WIND LOAD TO SURFACE 1 120 FT^2
LEEWARD WALLS SURFACE AREA (2) _27.3 PSF
WIND PRESSURE TO SURFACE (2) -3.3 KIPS
WIND LOAD TO SURFACE 2E 455 FT^2
WINDWARD ROOF SURFACE AREA (3) -25.5 PSF
WIND PRESSURE TO SURFACE (3) -8.1 PSF
HORIZONTAL COMPONENT PRESSURE 3.7 KIPS
LATERAL WIND LOAD TO SURFACE 3 455 FT^2
LEEWARD ROOF SURFACE AREA (4) -1.1 PSF
WIND PRESSURE TO SURFACE (4) -0.3 PSF
HORIZONTAL COMPONENT PRESSURE 0.2 KIPS
WIND LOAD TO SURFACE 4 0.4 KIPS
TOTAL LATERAL WIND LOAD (TRANSVERSE) 0.2 KIPS
APPLY FACTOR 0.6 TO WIND FOR ASD
SEISMIC p = 1.0 COMPARE �O INTERNAL PRESS) G+ INTERNAL OKIPS
S
GOVERNS
(- INTERNAL PRESSURE)
APPLY WIND LOAD LONGITUDINAL TO STRUCTURE (LOAD COMBINATION 2
2.) DEAD +WIND (D + W) SIGN CONVENTION IN DIRECTION OFA �W41 FT 2 D
WINDWARD WALLS SURFACE AREA (1) -1.1 PSF
WIND PRESSURE TO SURFACE (1) -0.3 KIPS
WIND LOAD TO SURFACE 1 241 FT"2
LEEWARD WALLS SURFACE AREA (2) 7,4 PSF
WIND PRESSURE TO SURFACE (2) 1.8 KIPS
WIND LOAD TO SURFACE 2E 0 FT^2
WINDWARD ROOF AREA (3) -25.5 PSF
WIND PRESSURE TO SURFACE (3) -8.1 PSF
HORIZONTAL COMPONENT PRESSURE 0.0 KIPS
LATERAL WIND LOAD TO SURFACE 3 0 FT^2
LEEWARD ROOF SURFACE AREA (4) -1.1 PSF
WIND PRESSURE TO SURFACE (4) -0.3 PSF
HORIZONTAL COMPONENT PRESSURE 0.0 KIPS
WIND LOAD TO SURFACE 4 1.5 KIPS
TOTAL LATERAL WIND LOAD (LONGITUDINAL) 0,9 KIPS
APPLY FACTOR 0.6 TO WIND FOR ASD
SEISMIC p = 1.0 COMPARE TO (+ PS
INTERNAL PRESS) GOVERNS
DANIEL J. DOBBIE
Professional Engineer
P.O. Box 2156
15925 Renee Way
Flournoy, CA 96029
Phone (530) 833-5423
Page: 14
Job No: 15035
Date: September 2015
Dodson Garage
DIAPHRAGMS &CHORDS
ROOF DIAPHRAGM: (LONGITUDINAL (NIS) LOAD 4.4 KIPS
LOAD TO SUBDIAPHRAGM OVER MSTR BED &BATH (Vr) = 30 FT
DIAPHRAGM WIDTH (W): 25 FT
DIAPHRAGM LENGTH (L) 0.073 KLF
MAXIMUM DIAPHRAGM UNIT SHEAR
,. 0.180 KLF
ALLOWABLE UNIT SHEAR (va): (CASE 3) 1.4
FACTOR FOR WIND SECTION 2306.2 0,252 KLF
FACTORED ALLOWABLE UNIT SHEAR (va)
ROOF DIAPHRAGM: 15132" APA RATED SHEATHING, UNBLOCKED
BOUNDARY &EDGE NAIL = 8d COMMON @ 6" O.C.
FIELD NAIL = 8d COMMON @ 12" o.c.
ROOF CHORD FORCES (LOADS APPLIED NIS DIR): 0,46 KIPS
MAXIMUM CHORD FORCE (C=T): C = T - Vr*L/(8*W)
TOP WALL PLATE SPLICE: (TOP WALL PLATE CHORDS) X 4 #2
TOP WALL PLATE 5.25 IN^2
CROSS SECTIONAL AREA (1 - 2 x 6) 0.575 KSI
ALLOWABLE TENSION PARALEL TO GRAIN (Ft) 1.6
LOAD DURATION FACTOR (CD) p.g20 KSI
ADJUSTED ALLOWABLE TENSION (Ft') 4,g KIPS OK
MAXIMUM ALLOWABLE CHORD FORCE (Tallow)
TOP WALL PLATE NAILING: (USE 16d SINKER NAILS) (NDS TABLE1 BSN✓
ALLOWABLE LOAD TO 16d SINKER NAIL (Z') 2 NAILS
NUMBER OF NAILS REQUIRED (N) = T / (Z' * CDUSE: 16 -16d SINKER NAILS
PLATE SPLICE CAPACITY AT DRAG CONNECTIONS: 0.46 KIPS
CAPACITY OF PLATE SPLICE (Tc)
PLATE SPLICE AT BREAK IN TOP PLATES: 1.64 KIPS
ALLOWABLE LOAD 'MSTA24' STRAP
_ TYPICAL ROOF DIAPHRAGM 8, _ �X E 6 #2 TOP WALL S
CH- MIN LAP AT SPLICES
WI 16 -16d SINKER NAILS (MIN.)
BETWEEN SPLICES
MSTA24' STRAP AT BREAKS IN PLATES
DANIEL J. DOBBIE
Professional Engineer
P.O. Box 2156
15925 Renee Way
Flournoy, CA 96029
Phone (530) 833-5423
SHEAR WALL AT SOUTH WALL
FOR IN -PLANE WIND OR SEISMIC SHEAR
Page: 15
Job No: 15035
Date: September 2015
Dodson Garage
SHEAR COLLECTOR WALL LINE DATA:
DOES WIND OR SEISMIC GOVERN? WIND
LOAD COMBINATION (1605.3.1) 0.6*D + 0.6*W
SHEAR TO WALL (V) = 4.1/2 2.05 KIPS
PANEL SIZES: HEIGHT WIDTH
P 1: 13.10 FT 25.00 FT
TOT WIDTH = 25.00 FT
RESULTING UNIT SHEAR AT WALL LINE (v): 0.082 KLF
ALLOWABLE UNIT SHEAR (va) = 0.160 KLF
FACTOR FOR WIND SECTION 2306.3 1.4
FACTORED ALLOWABLE UNIT SHEAR (va) 0.224 KLF
S1 SHEAR WALL: 3/8" APA RATED SIDING, BLOCK PANEL EDGES
EDGE NAIL = 8d GALVANIZED CASING @ 6" O.C.
FIELD NAIL = 8d GALVANIZED CASING @ 12" O.C.
PANEL P1 DATA:
PANEL WIDTH (W):
25.00
FT
PANEL HEIGHT (H):
13.10
FT
TOTAL SHEAR RESISTED BY PANEL (V):
2.05
KIPS
UNIT DEAD LOAD TO PANEL (w):
0.233
KLF
APPLIED LEFT DOWN LOAD (Pid):
0.00
KIPS
APPLIED RIGHT DOWN LOAD (Prd):
0.00
KIPS
APPLIED RIGHT UPLIFT LOAD (Pup): (NEGATIVE UP)
0.00
KIPS
PANEL RESULTS: LOAD COMBINATION
(0.6D+0.6W)
OVERTURNING MOMENT (Mo):
26.9
KIP FT
0.6*DEAD LOAD RESISTING MOMENT (Mr):
43.7
KIP FT NO OT
NET OVERTURNING MOMENT (Mnet):
0.0
KIP FT
LEFT DOWN LOAD REACTION (Rd):
5.83
KIPS
RIGHT UPLIFT REACTION (Rup): (NEGATIVE UP)
0.00
KIPS
NO HOEDOWNS REQUIRED
SILL PLATE ATTACHMENT:
2x OR 4x SILL PLATE? 2x SILL P
ALLOWABLE SHEAR PER 1/2" A.B. (NDS T-11 E) 0.65 KIPS
MAXIMUM SPACING AT 1/2" BOLTS TO FOUNDATION 78 it O.C.
USE: 72
DANIEL J. DOBBIE
Professional Engineer
P.O. Box 2156
15925 Renee Way
Flournoy, CA 96029
Phone (530) 833-5423
SHEAR WALL AT NORTH WALL
FOR IN -PLANE WIND OR SEISMIC SHEAR
Page: 16
Job No: 15035
Date: September 2015
Dodson Garage
SHEAR COLLECTOR WALL LINE DATA:
DOES WIND OR SEISMIC GOVERN?
WIND
LOAD COMBINATION (1605.3.1)
0.6*D + 0.6*W
SHEAR TO WALL (V) = 4.1/2
2.05
KIPS
PANEL SIZES: HEIGHT
WIDTH
P 1: 11.50 FT
6.50
FT
P2: 11.50 FT
6.50
FT
TOT WIDTH = 13.00
FT
RESULTING UNIT SHEAR AT WALL LINE (v):
0.158
KLF
ALLOWABLE UNIT SHEAR (va) =
0.160
KLF
FACTOR FOR WIND SECTION 2306.3
1.4
FACTORED ALLOWABLE UNIT SHEAR (va)
0.224
KLF
S1 SHEAR WALL: 318" APA RATED
SIDING, BLOCK PANEL EDGES
EDGE NAIL = 8d
GALVANIZED CASING @
6" o.c.
FIELD NAIL = 8d
GALVANIZED CASING @
12" O.C.
PANEL P1 DATA:
PANEL WIDTH (W):
6.50
FT
PANEL HEIGHT (H):
11.50
FT
TOTAL SHEAR RESISTED BY PANEL (V):
1.03
KIPS
UNIT DEAD LOAD TO PANEL (w):
0.123
KLF
APPLIED LEFT DOWN LOAD (Pid):
0.00
KIPS
APPLIED RIGHT DOWN LOAD (Prd):
0.00
KIPS
APPLIED RIGHT UPLIFT LOAD (Pup): (NEGATIVE UP) 0.00
KIPS
PANEL RESULTS: LOAD COMBINATION (0.6D+0.6W)
OVERTURNING MOMENT (Mo):
11.$
KIP FT
0.6*DEAD LOAD RESISTING MOMENT (Mr):
1.6
KIP FT
HD REQ'D
NET OVERTURNING MOMENT (Mnet):
10.2
KIP FT
LEFT DOWN LOAD REACTION (Rd):
2.37
KIPS
RIGHT UPLIFT REACTION (Rup): (NEGATIVE UP)
-1.57
KIPS
ALLOWABLE UPLIFT SIMPSON 'HDU2' ON 2 - 2x
3.075
KIPS
OK
ALLOWABLE UPLIFT SIMPSON 'SSTB16' ANCHOR
2.55
KIPS
OK
SILL PLATE ATTACHMENT:
2x OR 4x SILL PLATE?
2x SILL PL
ALLOWABLE SHEAR PER 1/2" A.B. (NDS T -11E)
0.65
KIPS
MAXIMUM
SPACING
AT 1/2"
BOLTS TO FOUNDATION 78
If O.C.
USE: 72
DANIEL J. DOBBIE
Professional Engineer
P.O. Box 2156
15925 Renee Way
Flournoy, CA 96029
Phone (530) 833-5423
SHEAR WALL AT EAST & WEST WALLS
FOR IN -PLANE WIND OR SEISMIC SHEAR
SHEAR COLLECTOR WALL LINE DATA:
DOES WIND OR SEISMIC GOVERN?
LOAD COMBINATION (1605.3.1)
SHEAR TO WALL (V) = 4.4/2
WIND
0.6*D + 0.6*W
2.20
Page: 17
Job No: 15035
Date: September 2015
Dodson Garage
KIPS
PANEL SIZES: HEIGHT WIDTH
P 1: 8.00 FT 30.00 FT
TOT WIDTH = 30.00 FT
RESULTING UNIT SHEAR AT WALL LINE (v): 0.073 KLF
ALLOWABLE UNIT SHEAR (va) = 0.160 KLF
FACTOR FOR WIND SECTION 2306.3 1.4
FACTORED ALLOWABLE UNIT SHEAR (va) 0.224 KLF
S1 SHEAR WALL: 3/8" APA RATED SIDING, BLOCK PANEL EDGES
EDGE NAIL = 8d GALVANIZED CASING @ 6" O.C.
FIELD NAIL = 8d GALVANIZED CASING @ 12" o.c.
PANEL P1 DATA:
PANEL WIDTH (W):
30.00
FT
PANEL HEIGHT (H):
8.00
FT
TOTAL SHEAR RESISTED BY PANEL (V):
2.20
KIPS
UNIT DEAD LOAD TO PANEL (w):
0.088
KLF
APPLIED LEFT DOWN LOAD (Pld):
0.00
KIPS
APPLIED RIGHT DOWN LOAD (Prd):
0.00
KIPS
APPLIED RIGHT UPLIFT LOAD (Pup): (NEGATIVE UP)
0.00
KIPS
PANEL RESULTS: LOAD COMBINATION
(0.6D+0.6W)
OVERTURNING MOMENT (Mo):
17.6
KIP FT
0.6*DEAD LOAD RESISTING MOMENT (Mr):
23.8
KIP FT NO OT
NET OVERTURNING MOMENT (Mnet):
0.0
KIP FT
LEFT DOWN LOAD REACTION (Rd):
2.64
KIPS
RIGHT UPLIFT REACTION (Rup): (NEGATIVE UP)
0.00
KIPS
NO HOEDOWNS REQUIRED
SILL PLATE ATTACHMENT:
2x OR 4x SILL PLATE? 2x SILL PL
ALLOWABLE SHEAR PER 1/2" A.B. (NDS T-11 E) 0.65 KIPS
MAXIMUM SPACING AT 1/2" BOLTS TO FOUNDATION 78 it O.C.
USE: 72
60;
DANIEL J. DOBBIE
Professional Engineer
P.O. Box 2156
15925 Renee Way
Flournoy, CA 96029
Phone (530) 833-5423
BUILDING COMPONENT( TUD WALLS'
Page: 18
Job No: 15035
Date: September 2015
Dodson Garage
DESIGN WIND PRESSURE (Pnet) = 0.00256*V^2*Kz*Cnet*Kzt
POSITIVE (314 SF)
NEGATIVE (314 SF)
MPH
FT
FT
FT
(NORMAL TO SURFACES)
31.6 PSF
-33.9 PSF
USE NEGATIVE WIND LOAD
APPLY FACTOR 0.6 TO WIND FOR ASD -20.4 PSF
WIND ANALYSIS (ALTERNATE ALL -HEIGHTS METHOD)
2013 CALIFORNIA BUILDING CODE SECTION 1609.1.1, ASCE 7-10 CHAPTERS 26-30
1609.6
ALTERNATIVE ALL -HEIGHTS METHOD
1609.6.1
SCOPE
1. IS BUILDING HEIGHT < 75 FEET, HEIGHT TO LEAST WIDTH RATIO < 4
YES
OR FUNDAMENTAL FREQUENCY > 1 HERTZ?
2. IS THE BUILDING NOT SENSITIVE TO DYNAMIC EFFECTS?
YES
YES
3. IS THE BUILDING NOT LOCATED ON A SITE SENSITIVE TO CHANNELING
EFFECTS OR BUFFETING IN THE WAKE OF UPWIND
OBSTRUCTIONS THAT WARRANT SPECIAL CONSIDERATION?
4. DOES THE BUILDING HAVE A SIMPLE DIAPHRAGM?
YES
YES
5. IS THE BUILDING NOT AN OPEN BUILDING, MULTISPAN GABLE,
STEPPED ROOF, SAWTOOTH ROOF, DOMED ROOF, OR SLOPE > 45 DEGREES?
1609.6.3
DESIGN EQUATIONS
MAIN -WIND -FORCE -RESISTING SYSTEM, MWFRS, AND COMPONENTS &CLADDING
DESIGN WIND PRESSURE (Pnet) = 0.00256*V"2*Kz*Cnet"Kzt
DESIGN WIND PRESSURE SHALL NOT BE LESS THAN 16 PSF
APPLIED TO THE VERTICAL PROJECTION OF THE BUILDNG
ULTIMATE WIND SPEED (Vult) (FIG 1609A)
110
RISK CATEGORY (26.5.1)
1609.6.4.1
MAIN WIND -FORCE -RESISTING SYSTEMS
NO
ARE THERE ANY TORSIONAL EFFECTS (ASCE FIG 6-9)?
1609.6.4.2
DETERMINATION OF Kz & Kzt
VELOCITY PRESSURE EXPOSURE COEFFICIENT (Kz)
C
ASCE 7-10
26.7.3 EXPOSURE CATEGORY FOR AXIS 1 (TRANSVERSE)
C
ASCE 7-10
26.7.3 EXPOSURE CATEGORY FOR AXIS 2 (LONGITUDINAL)
ASCE 7-10
27.3.1 VELOCITY PRESSURE EXPOSURE COEFFICIENT (Kz)
ASCE 7-10
TABLE 27.3-1
0.85
USE: FORMULA Kz = 2.01*(z1zg)"(2/a)
15.00
MAXIMUM BUILDING HEIGHT (z)
900
NOMINAL HEIGHT OF ATMOSHPERIC BOUNDRY LAYER (zg)
3-S GUST SPEED POWER LAW EXPONENT (a)
9.5
1.00
•ASCE 7-10
26.8.2 TOPOGRAPHICAL FACTOR (Kzt) _ (1+KI+K2+K3)A 2
0.00
HEIGHT OF HILL OR ESCARPMENT (H)
0.00
DISTANCE UPWIND 1/2 HEIGHT OF HILL OR ESCARPMENT (Lh)
H/Lh RATIO (FIG 26.8-1)
0
0.00
SHAPE OF TOPO &MAX SPEED-UP EFFECT FACTOR (K1)
REDUCTION IN SPEED-UP DISTANCE UPWIND FACTOR (K2)
0.00
REDUCTION IN SPEED-UP HEIGHT ABOVE TERRAIN FACTOR (K3)
0.00
1609.6.4.3
DETERMINATION OF NET PRESSURE COEFFICIENTS (Cnet) (T-1609.6.2)
MAIN -WIND -FORCE -RESISTING FRAMES &SYSTEMS (Cnet)
26.10 ENCLOSURE CLASSIFICATION PARTIALLY ENCLOSED
COMPONENTS NOT IN AREAS OF DISCONTINUITY, WALLS (ITEM 4)
h = 60 FEET
1.20
POSITIVE (314 SF)
-1.29
NEGATIVE (314 SF)
DESIGN WIND PRESSURE (Pnet) = 0.00256*V^2*Kz*Cnet*Kzt
POSITIVE (314 SF)
NEGATIVE (314 SF)
MPH
FT
FT
FT
(NORMAL TO SURFACES)
31.6 PSF
-33.9 PSF
USE NEGATIVE WIND LOAD
APPLY FACTOR 0.6 TO WIND FOR ASD -20.4 PSF
DANIEL J. DOBBIE
Professional Engineer
P.O. Box 2156
15925 Renee Way
Flournoy, CA 96029
Phone (530) 833-5423
Page: 19
Job No: 15035
Date: September 2015
Dodson Garage
WOOD STUD WALLS AT BALLOON FRAMED GABLE
END
r
FULL HEIGHT SPAN, REPENTIVE, WIND LOADING
DESIGN DATA:
MAXIMUM STUD HEIGHT (L)
14.25
FT
STUD SPACING (s)
16
IN
ROOF LIVE LOAD (LL)
20
PSF
ROOF DEAD LOAD (DL)
8
PSF
TRIBUTARY ROOF WIDTH
2.25
FT
UNIFORM AXIAL LOAD (INCL 1/2 WT. OF WALL)
0.120
KLF
WIND HORIZONTAL LOAD
0.0204
KSF
UNIFORM HORIZONTAL LOAD (wI)
0.027
KLF
RESULTS:
MAXIMUM BENDING MOMENT (HORIZ. LOAD) (M)
0.69
KIP FT
MAXIMUM AXIAL LOAD (MIDHEIGHT) (P)
0.160
KIPS
TRIAL STUD SIZE:
2 x 6 #2
SECTION MODULUS (S)
7.563
IN^3
MOMENT OF INERTIA (I)
20.79
IN^4
ALLOWABLE BENDING STRESS (Fbl)
0.900
KSI
STUD AS COLUMN:
COMPRESSION PARALLEL TO GRAIN (Fc)
1.350
KSI
MODULUS OF ELASTICIN (E)
1600000
PSI
MINIMUM MODULUS OF ELASTICITY (Emin)
580000
PSI
NDS
SEC
3.7.1
SIMPLE
SOLID
-COLUMN
DESIGN:
Cp=Fc((1+(Fce/Fc))/2c'-(((l+(Fce/Fc))/2c')^2-(Fce/Fc)/c')"0.5)
SAWN LUMBER COEFFICIENT (c') 0•$
COMPRESSION COEFFICIENT (Fce) Fce=(0.822*Emin)/(le/d)"2
BUCKLING FACTOR (Ke) 1.0
COLUMN DESIGN DATA:
EFFECTIVE LENGTH (le) 171 IN
_ LEAST POST DIMENSION (d) (UNSUPPPORTED) 5.5 IN
le/d RATIO 31.09
2 x 6 POST CROSS SECTIONAL AREA (A) 8.25 SQ IN
COLUMN DESIGN RESULTANTS:
COMPRESSION COEFFICIENT (Fce) >fc OK 4932
ALLOWABLE COMPRESSION PARALLEL TO GRAIN (Fc') = Fc"`Cp 0.449 KSI
ALLOWABLE POST LOAD (Pa) 3.70, KIPS
STUD IN BENDING:
ACTUAL BENDING STRESS (fbl) 1.095 KSI
LOAD DURATION FACTOR (Cd) 1.6
REPEDITIVE MEMBER FACTOR (Cr) 1.15
ADJUSTED ALLOWABLE BENDING STRESS (Fbll) 1.656 KSI
UNITY EQUATION PER NDS SEC 3.9.2 0.69 <1 OK
DEFLECTION:
DEFLECTION 0.759 IN
SPAN/DEFLECTION RATIO L / 225 OK
WOOD STUD WALL: 2 x 6 #2 @ 16" o.c. STUD WALL
DANIEL J. DOBBIE
Professional Engineer
P.O. Box 2156
15925 Renee Way
Flournoy, CA 96029
Phone (530) 833-5423
DOOR JAMB KING STUD (D+.6W)
WIND LOADING WITH POINT LOAD FROM HEADER
ATA:
.,.,,.,.,,., STUD HEIGHT (L)
,.,,
STUD SPACING (s)
0% ROOF LIVE LOAD (LL)
100% ROOF DEAD LOAD (DL)
TRIBUTARY ROOF WIDTH
UNIFORM AXIAL LOAD
100% NEGATIVE WIND LOAD (NOT IN AREAS OF DISCONTINUITY)
UNIFORM HORIZONTAL LOAD (wl)
POINT DEAD LOAD FROM HEADER BEAM (P) = 2.58*76/121
LOCATION FROM TOP OF POST WHERE P APPLIED (D)
RESULTS:
BOTTOM REACTION (Rr)
TOP REACTION (RI)
LOCATION ZERO SHEAR FROM LEFT SUPPORT (z)
MAXIMUM BENDING MOMENT DUE TO Pconc (Mconc)
MOMENT FROM UNIFORM WIND LOADING (Mw)
TOTAL BENDING MOMENT (WIND LOAD) (M)
TRIBUTARY WIDTH TO HEADER (Wt)
MAXIMUM VERTICAL LOAD AT HEADER (P)
TRIAL STUD SIZE:
SECTION MODULUS (S)
MOMENT OF INERTIA (1)
ALLOWABLE BENDING STRESS (Fbl)
STUD AS COLUMN:
COMPRESSION PARALLEL TO GRAIN (Fc)
MODULUS OF ELASTICIN (E)
MINIMUM MODULUS OF ELASTICIN (Ernin)
NDS SEC 3.7.1 SIMPLE SOLID -COLUMN DESIGN:
Cp=Fc((1 +(Fce/Fc))/2c'-(((1+(Fce/Fc))/2c')^2-(Fce/Fc)/c')"0.5)
SAWN LUMBER COEFFICIENT (c')
Page: 20.
Job No: 15035
Date: September 2015
Dodson Garage
12.50
16
0
8
2.25
0.084
0.0204
0.027
1.62
5.50
0.88
1.08
5.50
5.0
0.53
5.52
6.00
0.50
6x6##1
27.73
76.25
1.350
COMPRESSION COEFFICIENT (Fce) Fce=(0.822"Emin)/(le/d)^2
BUCKLING FACTOR (Ke)
COLUMN DESIGN DATA:
EFFECTIVE LENGTH (le)
LEAST POST DIMENSION (d) (UNSUPPPORTED)
le/d RATIO
2 - 2 x 6 POST CROSS SECTIONAL AREA (A)
COLUMN DESIGN RESULTANTS:
COMPRESSION COEFFICIENT (Fce) >fc OK
ALLOWABLE COMPRESSION PARALLEL TO GRAIN (Fc') = Fc*Cp
ALLOWABLE POST LOAD (Pa)
STUD IN BENDING:
ACTUAL BENDING STRESS (fbl)
LOAD DURATION FACTOR (Cd).
REPEDITIVE MEMBER FACTOR (Cr)
ADJUSTED ALLOWABLE BENDING STRESS (Fbll)
UNITY EQUATION PER NDS SEC 3.9.2
DEFLECTION:
DEFLECTION
SPAN/DEFLECTION RATIO L /
DOOR JAMB KING STUD (D+.6W): 6 x 6 #1 KING STUD
FT
IN
PSF
PSF
FT
KLF
KSF
KLF
KIPS
FT
KIPS
KIPS
FT
KIP FT
KIP FT
KIP FT
FT
KIPS
IN^3
IN A 4
KSI
0.925 KSI
1600000 PSI
580000 PSI
1.0
150
5.5
27.27
30.25
641.0
0.513
15.52
2.390
1.6
1.15
2.484
0.99
IN
IN
SQ IN
KSI
KIPS
KSI
KSI
<1 OK
0.123 IN
1220 OK
GENERAL NOTES
I. THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS, ELEVATIONS, AND SITE CONDITIONS
BEFORE STARTING WORK. THE ENGINEER SHALL BE NOTIFIED IN WRITING OF ANY
D I5CREPANC I E5.
2, THE CONTRACTOR AGREES THAT HE SHALL A55UME SOLE AND COMPLETE RESPONSIB L!TY
FOR JOB SITE CONDITIONS DURING THE COURSE OF THE PROJECT, INCLUDING SAFETY OF ALL
FERSON5 AND PROPERTY; THAT THIS REQUIREMENT SHALL APPLY CONTINUOUSLY AND NOT BE
LIMITED TO NORMAL WORKING HOURS; AND THAT THE CONTRACTOR SHALL DEFENID,INDEMNIFY
AND HOLD DANIEL J. DOBBIE HARMLESS FROM ANY AND ALL LIABILITY,
REAL OR ALLEGED, EXCEPT FOR LIABILITY ARISING FROM THE 50LE NEGLIGENCE OF
DANIE1 J. DOBBIE.
3. THE CONTRACTOR AGREES THAT HE/SHE SHALL NOT DEVIATE FROM THESE DRAWINGS
WITHOUT' FIRST OBTAIN!NG WRITTEN APPROVAL FROM THE ENGIN=ER.
4. ALL OMISSIONS AND/OR CONFLICTS BETWEEN VARIOUS ELEMENTS OF THE WORKING
DRAW'NGS AND SPECIFICATIONS SHALL BE BROUGHT TC THE ATTENTION OF THE
ENGINEER.
5. IF CERTAIN FEATURES OF CONSTRUCTION ARE NOT FULLY SHOWN ON THE DRAWINGS OR
GALLED OUT IN THE NOTES OR 5FEGIFICA7ION5, THEN THEIR CONSTRJC.T!ON SHALL BE THE:
5AME AS FOR SIMLAR CONDITIONS WHICH ARE SHOWN OR GALLED OUT ON THE DRAWINGS
OR SPECIFICATIONS OR AS DIRECTED BY THE ENGINEER.
6. ALL CONSTRUCTION, INCLUDING MATERIALS AND WORKMANSHIP, S-A.LL. CONFORM TO THE
INTERNATIONAL 5UILDING CODE 2012 EDITION AS ADOPTED AND MODIFIED BY THE STATE
OF CALIFORNIA IN REFERENCE TO THE 2013 CALIFORNIA BUILDING CODE (GBG).
-7. IN AREAS OF EXCAVATION THE CONTRACTOR SHALL DETERMINE THE LOCATION OF ALL
EX1571NS UNDERGROUND UTILITIES BEFORE STARING EXCAVATION
8 THE CONTRACTOR SHALL NOT SCALE THE WORKING DRAWINGS.
SPECIAL INSPECTION
I. SPECIAL INSPECTION IS REQUIRED FOR THE FOLLOWING TYPES OF WORK IN CONFORMANCE
WITH SECTION 1701 OF THE 2013 EDITION OF THE "CALIFORNIA BUILDING CODE" (CBC)
INSTALLATION OF BOLTS IN CONCRETE
2 THE FOLLOWING REQUIREMENT SHALL BE MET FOR SPECIAL INSPECTION:
A. THE SPECIAL INSPECTOR SHALL BE UNDER THE SUPERVISION OF A REGI5TERED
PROFE5510NAL ENGINEER.
B. THE SPECIAL INSPECTOR SHALL OBSERVE THE WORK A551GNE1;1 FOR CONFORMANCE
WITH THE APPROVED DESIGN DRAW'NGS AND SPECIFICATIONS.
G. THE SPECIAL INSPECTOR SHALL FURN!SH INSPECTION REPORTS TO THE BUILDING
OFFICIAL, THE ENGINEER, THE ARCHITECT, AND OTHER DESIGNATED PERSONS. ALL
DISCR_EPANCIE5 SHALL BE BROUGHT TO THE IMMEDIATE ATTENTION OF THE CONTRACTOR
FOR CORRECTION; THEN, IF UNCORRECTED, TO THE PROPER DESIGN AUTHORITY AND THE
BUILDING OFFICIAL.
D. THE SPECIAL INSPECTOR SHALL S.'BMiT A FINAL REPORT SIGNED BY THE REGISTERED
PROFESSIONAL STATING WHETHER THE WORK REQUIRING SPECIAL INSPECTION W.A5 IN
CONr_ORMANCE W,TH THE APPROVED PLANS AND SPECIFICATIONS AND THE APPLICABLE
WORKMANSHIP PROV1510NS OF THE G.B.G.
3. SGECIAL INSPECTION APPLICATIONS MUST BE REVIEWED AND APPROVED B" THE BUILDING
CW151ON PRIOR TO THE 155UANGE O!- A PERMIT. ALL INSPECTION REPORT5 SHALL NOTE ANY
D!5GREFANGIE5 AND BE FILED WITH THE BUILDING DIV15110N WEEKLY DURING CONSTRUCTION,
WHETHER CORRECTED OR NOT. INS"ECTOR SHALL MAINTAIN INSPECTION LOGS AT THE JOB
S: TE FOR REVIEW BY THE BUILDI 'G OFF!CIAL OR HIS REPRESENTATIVE.
4. INSPECTION PROGRAM:
5�'EGIAL INSPEGTICN CF 7!-E HIGH STRENGTH BOLTS 5HALL OCCUR DURING BOLT INSTALLATION
AT TH_ E:fECTICN Cr_ THE 57rEL FRAMING.
_� L CES!GN PRESSURE:
FAD FOO` N&5 500 p5,r
2. 150770", O'- FOOTINGS SHALL BE AT LEAST 12 INCHES BELOW LOWEST ADJACENT FINISH GRADE.
F. THE FINISH EXCAVATION FOR FOUNDATIONS SHALL BE NEAT d TRUE TO LINE WITH ALL LOOSE
MATER AL AND ST ANI)iNG WATER RE'"`OVEG 5EFCRz0NGRE7E 15 PLACED.
a. THE TE5 , ;NG LAB SHALL 5UE3Y!T GO!"`FAC-! REPORTS FOR ALL FILL TOTNE ENGINEER
PRIOR TO RECUESTING FOUNDATION !NSPEC,70N. A-- LOOSE 501'- AND D'RT, INCLUDING
BACKFILL BEHIND RETAININGWAL LS, SHALL BEGOMPAGTED TO AT LEAST 0096 OF MAXIMUM DENS'TY
REINFORCING STEEL
I. BAR REiN-ORGiNG SHALL CONFORM TO ASTM' A6!5, INCLUDNG SUPPLEMENT
SI: ALL REINFORCIN!5 SHALL BE GRADE 60.
2. DETAILS FOR REINFORCING SHALL CONFORM WITH CHAPTER 7 OF THE
AMERICAN CONCRETE INSTITUTE PUBLICATION 318-I I, UNLESS OTHERWISE
NOTED.
LAPS AT BAR SPLICES IN CONCRETE CONSTRUCTION SHALL
CONFORM TO CHAPTER 12 OF THE LATEST EDITION OF THE AMERICAN
CONCRETE INSTITUTE 318.
4, VERTICAL BARS IN CONCRETE CONSTRUCTION SHALL BE ACCURATELY
F051710NED AT THE CENTER OF THE WALL, UNLE55 OTHERWISE NOTED.
5. BAR SUPPORTS SHALL BE PROVIDED AS SPECIFIED IN THE "MANUAL OP
5TANDARD PRACTICE" ISSUED SY THE CONCRETE REINFORCING STEEL
INSTITUTE.
6. ALL REIFORGING SHALL SECURELY TIED IN PLACE PRIOR TO PLACING
CONCRETE OR GROUT.
7. WELDING OF GROSSING BARS AND TACK WELDING OF REINFORCING SHALL NOT
BE PERMITTED.
REINFORCED CONCRETE
I. A. THE MINIMUM 28 DAY CONCRETE GOMFRESSIVE 57RENG T H SHALL BE:
FOUNDATIONS/ FOOTINGS 3000 PSI
SLABS 3000 PSI
NO SPECIAL INSPECTION OF CONCRETE IS REQUIRED AS NOTED BELOW
PER 20!3 GBG SECTION 1-705.3 EXCEPTION I. ISOLATED FOOTINGS < 3 STORIES
AND EXCEPTION 2.1 FOR CONTINUOUS FOOTINGS SUPPORTING LIGHT -FRAME WALLS
AND EXCEPTION 3. FOR NONSTRUCTURAL 51 AB5 ON GRADE
THEREFORE NOI SPECIAL INSPECTION OF CONCRETE SHALL BE REQUIRED.
B. THE MAxIM1��5LUMP SHALL BE d INCHES.
G. MIX DESIGNS SHALL BE SUBMITTED FOR ALL CONCRETE WITH REQUIRED
STRENGTHS GREATER THAN 3000 PS!. MIX DESIGNS SHALL BE PREPARED BY A
PROGE55!0N,AL ENGINEER REGI57ERED IN THE STATE OF CALIFORNIA AND
SUBYi -11 ED TO THE PROJECT DESIGN PROFESSIONAL FOR REVIEW.
2. PORTLAND GEMENT S+-4ALL CONFORM TO AS C150, TYPE I OR II,
3. AGGREGATES FOR NORMAL WEIGHT CONCRETE = HAL L GGNFORM TO ASTM C11-53.
4. AD" IXTJRES USED TO INCREA5E THE WORKABILITY OF THE CONCRETE S'_4ALL
NCT BE CONSiDER=;) 70 REDUCE THE SPECIFIED MINIMJM CEMENT CONTENT,
5. READ" -MIX CONCRETE SHALL BE MIXED AND DELIVERED IN ACCORDANCE 16!7H
ASTM Gx4.
6. M!N!MUll/ CONCRETE COVER (IN INCHES) FOR REINFORCING STEEL FOR NON -
PRESTRESSED CONCRETE;
A. CAST AGA!NST AND PERMANENT'-`' EXPOSED TO EARTH 3"
B, FORMED SURrACES EXPOSED TO EARTH OR WEATHER
t6 AND LARGER 2"
$15 AND SMALLER i 1/2"
-7. SLEEVES, PIG`S, AND CONDUITS 5HALL NOT BE 'LACED THROUGH GONTINUC'JS OR
SPREAD F'OOTI'NGS, GRADE BEAMS, OR TIE EEAMS.
8. CO'NSTR'UCTION JOINTS SHALL BE ADEOUA ELY KEYED. THEIR LOCATIONS AN^
DETAILS, WHEN NOT SHOWN ON THE DRAWINGS, 5HALL BE SUBJECT TC THE
APPRCVAL CF THE ENGINEER.
x. CONCRETE PLACEMENTS SHALL BE GCNTIN'JCJS BETWEEN CONSTRUCTION JOIN -5.
10. UNLE55 OTHERWISE SHOWN ON THE DRAWINGS, SLABS ON GRADE SHALL BE
CAST IN SQUARE OR RECTANGULAR PATTERNS NOT EXCEEDING 400 SOUARE FEET,
WITH A MAXIIMU"1' DIMENSION OF 20 FEET BETWEEN CONSTRUCTION, WEAKENED
PLANE, OR GON57R'JG7!0N JOINTS.
WOOD NOTES APPLICABLE CODES:
I. DAWN WOOD MEMBERS SHALL BE DOUGLAS FIR OR LARCH, 545, AND SHALL BE GRADE
MARKED B" A GRADING AGENCY RECOGNIZED BY THE INTERNATIONAL CODE COUNCIL (IGC),
UNLESS OTHERWISE NOTED ON DRAWINGS.
2. WOOD GRADES, UNLESS NOTED, SHALL BE AS FOLLOWS:
L'GHT FRAMING (2" TO 4" TH!CK d 2" TO 4" WIDE) NO.2
JOISTS d HEADERS (2" TO 4" THICK, 6" d WIDER) NO.2
BEAMS d 5TR!NGER5 (6X d LARGER) NO.I
POST d TIMBERS (6X d LARGER) NO.1
3. BOLT5 SHALL CONFORM TO ASTM A307. NUTS SHALL CONFORM TO A5TM A563, HEX GRADE A.
4. ALL BOLT HEADS, NUTS, AND LAG SCREWS BEARING ON WOOD SHALL HAVE STANDARD GUT
WASHERS UNLESS NOTED.
5. BOLT HOLES DRILLED IN WOOD SHALL BE DRILLED 1/32" LARGER THAN THE NOMINAL BOLT
DIAMETER EXCEPT FOR PILOT HOLES TO RECEIVE LAG BOLT THREADS.
6. NAIL INC OF SAWN WOOD MEMBERS, UNLESS OTHERWISE NOTED, SHALL BE DONE WITH COMMON
WIRE NAILS AND CONFORM TO TABLE 2304.x.1 OF THE GBG.
�. GUTT!NG, DRILLING, OR NOTCHING OF 5EAM5/JO15TS/POSTS SHALL BE PERMITTED ONLY' A5
SHOWN ON THE DRAWINGS OR AS INDICATED IN WRITING BY THE ENGINEER.
8. ALL SILLS OR PLATES RESTING ON CONCRETE OR MASONRY, WHICH IS IN CONTACT WITH THE
EARTH, SHALL BE PRESSURE TREATED DOUGLAS FIR.
x. PROVIDE BLOCKING OR BRIDGING PER SEG 2308.8.2 OF THE GBG AND SEG 4.4.1.2 OF THE
NATIONAL DESIGN SPEC!FIGATION.
10. MOISTURE CONTENT Or WOOD AT THE TIME OF PLACING SHALL NOT EXCEED Ix PERCENT
2013 CALIFORNIA BUILDING CODE
2013 CALIFORNIA MECHANICAL CODE
2013 CALIFORNIA FIRE CODE
2013 CALIFORNIA ELECTRICAL CODE
2013 CALIFORNIA BUILDING ENERGY EFFICIENCY STANDARDS
See attached- Minimum erosion control and
sediment controls for projects disturbing less
than one acre
Q /0
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LOCATION OF FROFOSED
4�' r NEW GARAGE
EXI5TING
WELL
/ Flood Zone;_
F.I.R.M.: 00 `7G 05 0 j
r4o CONSTRUCTION IN
EASEMENTS
Al PORTIONS OF STRUCTURE 70 BE OUT
SI I E PLAN OF EASEMENT -INCLUDING FOOTINGS,
FOUNDATIONS, WALLS, EAVES AND ROOF
PARCEL NUMBER: 03x -080-0x3-000
CBC SECTION 1704
SPECIAL INSPECTION REQUIRED
See attached Special Inspection
Note
PERMIT#�^
BUTTE COUNTY DEVELCPMENT SERVICES
REVIEWED FOR
CODE COMPLIANCE
DATE
Complete construction Post Debris Recovery
final report and V.O.C. documentation and
submit to Building Division prior to final
IVll!dino innnPrfinn
BUTTE
COUNTY
NOV 2 3 2015
DEVELOPMENT
SERVICES
NOV 0 3 2015
REVISIONS I BY
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EAST ELE ✓AT!ON
SOUTH ELEVATION
1/4" = 1'-0"
DOWN LIGHING
GABLE END VEN75
EACH 51DE OF RIDGE
P05T
10
`SLIDING BARN
NORTH ELEVATION DOORS
1/4"
W/ NONCOMBUSTIBLE
WEST ELEVATION EXTERIOR FACE
1/4"
SHEAR WALL SCHEDULE:
MARKSILL PLATE ANGORAGE
SHEATHING:ATED EDGE 1NAILING SPEGIAL GONSTRUGTION
51 3/8" APA R51DIN ALVANIZED CA51NG 1/2" x 10" AB ®72" o.c. NONE
NOTES: I. ALL UNSUPPORTED PANEL EDGES SHALL BFB KF
QO�� �PSP2
BEND 'M57A24' 57RAP5
OVER BEAM TO SPLICE
TOP N,ALL PLATES 0'1,
ti
b
6x12 #I HEADER
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15/32" APA RATED SHEATHING
(32/16) UNBLOCKED
BOUNDARY d EDGE NAIL W/
8d COMMON 9 6"o.r.
FIELD NAIL W/
8d COMMON 9 12"o.c.
TYP.
ROOF FRAMING PLAN
4'-011
25'-O"
12'-0" OPENING
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I j< DATE
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LOG LZD W/ MIN 2 x 4 FLAT.2x6 # @ 16"o.c. GABLE��END
2. ALL PLYWOCD NAILING SHALL BE DONNE WITH GALVANIZED GA51N6 NAILS OR A GUN NAIL EQUIVALENT.' cn x 6 — -
3. ALL MUDSILL ANCHOR BOLTS SHALL HIAVE 'BPI/2-3' PLATE WA5HER5. n _' .S11 / V6 #
1
�U'LDIN6 SEGTiON
_ 4 I
NG
EFFENCINCY LIGHTING (perm. Installed
luminaries} Section 150
GARAGE, SHOP, STORAGE BLDG, LIMMITED AG
BLDG AND EXTERIOR- High efficacy OR manual -on
COMPLY WITH CALIFORNIA ELECTRICAL
CODE -for wiring methods- z,a�-,: e
conductors and conduit per E.!1 PST.^ficabfa
requirements as required by One 2013 CEO fo
the speck method of wiring
APA RATED
SIDING W/
NONCOMBUSTIBLE
EXTERIOR FACE
COMPLY WITH CALIFORNIA
ELECTRICAL CODE- ARTICLE 250
REQUIREMENTS FOR GROUNDING
AND BONDING
_ _
"
X\
x 4'-2" LONG I
x 12" THICK FOOTING l
W/2- #4 LONG WAY d
4- #4 SHORT WAY
(TYP. AT 2 FOOT ING5)
I
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2'x4' FLOURESGENT
z LIGHT FIXTURES
Q ' IK (4 TOTAL)
4" GONG. SLAB I
03 @ I8"o.c.
� • (cil EACH WAY
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WEATHER
PROTECTED
OUTLET I:1+10/ry,0
O I (
�1 2x6 #2 c f6" c L` END WALLS
f i 7 .
I
FLOOR/FOUNDAT'ON PLAN
LANDINGS AT DOORS
SHALL COMPLY WITH 2013 CBC SECTIONS
1008.1.5, 1009.1.6, 1009.8 & 10103 or for
Dwellings,2013 CRC SECTIONS 311.3 &
311.7.6
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REVISIONS I BY
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