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8E COUNTY DEPARTMENT OF DEVELOPMENT SERVICES -BUILDING
CONSTRUCTION DEBRIS RECOVERY FINAL REPORT
Final inspection will not Abe scheof ed u til completed report submitted
APN:`'� Building Permit,7 `� ✓ '
Owner
Jobsite Address:
Jobsite Contact:
Company:
Owner Phone:
Project Type: n Constriction -1 Demolition
Submit completed form in person or by
mail to:
Butte County Development Services -
Building
7 County Center Drive
Orovillc, CA 95965
Jobsite Phone: ( 1
MATERIAL Reuse Recycle Disposal ACTUAL FACILITES/SERVICE PROVIDERS USED
Unre a Tonnage Tonnage
Inert Material (Concrete, asphalt
Lumber
Plantrrree Debris
Dry Wall
Metal
Cardboard
Other:
Other:
Total tons of material disposed of (not recycled or reused)
Total tons of material not disposed r
po (either recycled of reused)
Attach copies of weight receipts, gate tags, or
other verifying information for all materials
Percent recycled/reused %
that were reused, recycled or disposed.
Please sign indicating that the above information is true and correct to the best of your knowledge:
Applicant:
(Owner or Contractor): Date
k- •`5!:<. a
Circle, which
Final Report returned with comments: (Initial) Date:
-
Final Report approved: (Building Inspector)
�. Date:
• r +
Butte County Department of Development Services
TIM SNELLINGS, DIRECTOR I PETE CALARCO, ASSISTANT DIRECTOR
7 County Center Drive `
Oroville, CA 95965 4
(530) 538-7601 Telephone
(530) 538-7785 Facsimile ..
www.buftecounty.net/dds'
www.buttegeneralalan.net
ADMINISTRATION * BUILDING * PLANNING
N
r
6Y Alternate Materials and Methods Request
Name I ` rJ U tMi APN: Q9( — `t (0 --QJ 1?j BP#
Pursuant to Section 17923 and 17951 of the California Health and Safety Code and the 2007 California Building
Codes, a building department may approve the use of alternate materials and methods not specifically prescribed in
the code. The Building Official may approve such an alternate, provided there is evidence that the alternate is found
' to be at least the equivalent of that prescribed by the code in suitability, strength, effectiveness, fire resistance,
durability, safety, and sanitation.
The Property Owner and/or Contractor shall defend; hold harmless and indemnify Butte County against all claims,
suits, actions, costs, expenses (including but not limited to reasonable attorneys fees of County Counsel and/or
counsel retained by County, expert fees, litigation costs, and investigation costs), damages, judgments or decrees
by reason of any person's or persons' bodily injury, including death, or property being damaged due to the use and
installation of the alternative material or method. ,/�
Project:` Project Address: 3 /3 f�eav Dod Rock,
Proposed Alternate:
Code Section(s): 1
Justification of Equivalence can include: manufactur'er's approvals, testing, certifications, and technical data. For
specific materials such as PEX that require special training include the installer's card. (Attach additional
information as needed)
Xu.Fe-
G'6Yl
yy_
Owner Name: 7�� ' cyc Signature: Date: v/—f—
(�
*Contractor/Design Professional Name: 4� _ 'T-3:License #
Contractor/Design Professional Signature: - Date:
*Contractor information is required when a product requires specific training, for example PEX. In other cases the
registered design professional or contractors information is required.
County Use Only Approve Denied
�
Comments:
Division Manager Signatur Date
o
F te- 6>to Y
DANIEL J. DOBBIE
\Din
Professional Engineer Page: 1
P.O. Box 2156 Job No: 15039
15925 Renee Way Q�OFESS/oi, Date: October 2015
Flournoy, CA 96029 Oq
Phone (530) 833-5423 ��,e���1. J' Doe��F2 Kijeong Jeon Garage
_CO F G
No.42028 m
°r- Exp. 03/31/16 -:0
OF IVIL,�O���P
CAL
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 SPECIFIED HARDWARE,
NAILING AND BOLTING.
_ DESIGN DATA:
CALIFORNIA BUILDING CODE t 2013 EDITION
WOOD FRAMING SPECIES DOUGLAS FIR LARCH
GRADING AGENCY WWPA
ROOF LOADING:
METAL ROOFING 1.0 PSF
SHEATHING 1.7 PSF
FRAMING 2.5 PSF
MISCELLANEOUS 2.3 PSF
DEAD LOAD = 8.0 PSF
LIVE LOAD = 20.0 PSF REDUCIBLE
LATERAL LOADING DATA:
SEISMIC
SEISMIC IMPORTANCE FACTOR
1.0
MAPPED SPECTRAL RESPONSE ACCELERATION (Ss)
0.619
MAPPED SPECTRAL RESPONSE ACCELERATION (S1)
0.265
SITE CLASS
D
SITE COEFFICIENT (Fa)
1.305
SITE COEFFICIENT (Fv)
1.870
SPECTRAL RESPONSE COEFFICIENT (SDs)
0.539
SPECTRAL RESPONSE COEFFICIENT (SD1)
0.330
SEISMIC DESIGN CATEGORY
D
WIND:
BASIC WIND SPEED
110 MPH
WIND IMPORTANCE FACTOR
1.00
WIND EXPOSURE
C
/11 1Z )ERMIT # OPMENT
o
RE IE IED FORSERVICEs
BUTTE
CODE C
Mp IANCE ` I
B
Z
r.ATE
BUTTE
COUNTY
DEC 10 2015
DEVELOPMENT
SERVICES
s" = v`C
DANIEL J. DOBBIE
aD
Professional Engineer
Page: 2
P.O. Box 2156.
Job No: 15039
15925 Renee Way
Date: October 2015
Flournoy, CA 96029
Kijeong Jeon Garage
Phone (530) 833-5423
ROOF JOIST DESIGN (12.5'
MAX.)
DESIGN DATA: '
HORIZONTAL JOIST SPAN (HL)
12.50 FT
TRUE JOIST SPAN (L) 1.0 ` HL =
12.50 FT
JOIST SPACING (s) -
24 IN
LIVE LOAD (LL)
20 PSF
DEAD LOAD (DL) (INCLUDING WT. OF JOISTS)
8 PSF
UNIFORM LIVE LOAD (wll)
0.040 KLF
UNIFORM DEAD LOAD (wdl)
0.016 KLF
TOTAL UNIFORM LOAD (wtl)
0.056 KLF
RESULTS:
END REACTION (R)
0.35 KIPS `
MAXIMUM BENDING MOMENT (M)
1.09 KIP FT
MAXIMUM SHEAR (V)
0.32 KIPS
JOIST SIZE: 2 x 8 #2
7.25 IN DEEP
BASE RESISTIVE MOMENT (Mr)
1.13 KIP FT
BASE RESISTIVE SHEAR (Vr)
1.31 KIPS
MOMENT OF INERTIA (1)
47.63 IN^4
MODULUS OF ELASTICITY (E)
1600 KSI
LOAD DURATION FACTOR ADJUSTMENT:
LOAD DURATION FACTOR (Cd)
1.25 ROOF
- ADJUSTED RESISTIVE MOMENT (Mr')
1.41 KIP FT - OK
ADJUSTED RESISTIVE SHEAR (Vr')
1.64 KIPS OK
DEFLECTION:
TOTAL LOAD DEFLECTION
0.404 IN
SPAN/DEFLECTION RATIO (TL) L/
372
ROOF JOISTS 112.5' MAX.):
2 x 8 #2 @ 24" o.c.
DANIEL J. DOBBIE
aD Professional Engineer
P.O. Box 2156
15925 Renee Way
'Flournoy, CA 96029
Phone (530) 833-5423 -
CENTRAL ROOF BEAM
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 SLOPE REDUCTION (R2 (EQUALS 1)
REDUCED LIVE LOAD (RLL')=R1*R2*RLL
UNIFORM ROOF DEAD LOAD (URDL)
UNIFORM ROOF LIVE LOAD (URLL)
UNIFORM BEAM DEAD LOAD (URDL)
TOTAL UNIFORM LOAD (TUL)
RESULTS:
Page: 3
Job No: 15039
Date: October 2015
Kijeong Jeon Garage
20.67 FT
11.25 FT
233 FT -2
8 PSF
20 PSF
0.967
0
1.000
19.3 PSF
0.090 KLF
0.218 KLF
0.015 KLF
0.323 KLF
MAXIMUM REACTION (Rmax)
3.33 KIPS
MAXIMUM BENDING MOMENT (Mmax)
17.2 KIP FT
TRIAL SIZE: LOUISIANA PACIFIC 3 1/2"
x 14" LVL 2950Fb 2.0E
BEAM DEPTH (d)
14 IN
BEAM WIDTH (b)
3.5 IN
MOMENT OF INERTIA (1)
800 IN^4
MODULUS OF ELASTICITY. (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)
MAXIMUM SHEAR (Vmax) Vmax = Pmax - (w * d/12)
FINAL RESISTIVE SHEAR (Ve) Vr' = Vr * Cd
VOLUME FACTORS (Cv)
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'
DEFLECTION:
DEFLECTION DUE TO TUL (Dtul)
DEFLECTION/SPAN RATIO
1.25 ROOF
2.96 KIPS
11.84 KIPS OK
1.025 NOT APPL
34.4 KIP FT OK
0.828 IN
L / 299
CENTRAL BEAM: LOUISIANA PACIFIC 3 1/2" x 14" LVL 2950Fb 2.0E /
I
OK
DANIEL J. DOBBIE
AD Professional Engineer
P.O. Box 2156
15925 Renee Way
Flournoy, CA 96029
Phone (530) 833-5423
SHORT ROOF. BEAM
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 SLOPE REDUCTION (R2 (EQUALS 1)
REDUCED LIVE LOAD (RLL')=R1*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)
TRIAL SIZE:
BEAM DEPTH (d)
BEAM WIDTH (b)
MOMENT OF INERTIA (1)
MODULUS OF ELASTICITY (E)
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 * d112)
FINAL RESISTIVE SHEAR (Vr') Vr' = Vr * Cd
VOLUME FACTORS (Cv)
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'
DEFLECTION:
DEFLECTION DUE TO TUL (Dtul)
DEFLECTION/SPAN RATIO
SHORT BEAM:
Page: 4
Job No: 15039
Date: October 2015
Kijeong Jeon Garage
10.00 FT
7.00 FT
70 FT^2
8 PSF
20 PSF
1.000
0
1.000
20.0 PSF
0.056 KLF
0.140 KLF
0.010 KLF
0.206 KLF
1.03 KIPS
2.6 KIP FT
4x10#1
9.25 IN
3.5 IN
230.8 IN^4
1700 KSI
3.89 KIPS
4.15 KIP FT
1.25 ROOF
0.87 KIPS
4.86 KIPS OK
1.148 NOT APPL
5.2 KIP FT OK
0.118 IN
L/ 1016 OK
4x10#1
DANIEL J. DOBBIE
aD Professional Engineer
P.O. Boz 2156
15925 Renee Way
Flournoy, CA 96029
Phone (530) 833-5423
3i_I:7_TC14SOTTI 7
DESIGN DATA:
Page: 5
Job No: 15039
Date: October 2015
Kijeong Jeon Garage
MAX SPAN LENGTH (L)
16.33 FT
TRIBUTARY WIDTH (W)
7.84 FT
TRIBUTARY AREA (Atrib)
128 SQ FT
LIVE LOAD (LL)
20 PSF
DEAD LOAD (DL) -
8 PSF
TOTAL LOAD (TL)
28 PSF
BEAM (wb)
0.030 KLF
CONCENTRATED LOAD NOT AT MIDSPAN (Pconc)
0 KIPS
LOCATION Pconc FROM LEFT SUPPORT (>L/2)
0.00 FT
UNIFORM DEAD LOAD (wdl) wdl = W*DL + wb
0.093 KLF
UNIFORM LIVE LOAD (wll)
0.157 KLF
TOTAL UNIFORM LOAD (wtl)
0.250 KLF
.CONCENTRATED LOAD MIDSPAN (Pms)
0 KIPS
RESULTS:
RIGHT REACTION (Rr)
2.04 KIPS
LEFT REACTION (RI)
2.04 KIPS
LOCATION ZERO SHEAR FROM LEFT SUPPORT (z)
8.17 FT
MAXIMUM BENDING MOMENT DUE TO Pconc (Mconc)
0.0 KIP FT
MAXIMUM BENDING MOMENT DUE TO UDL (Mw)
8.3 KIP FT
MAXIMUM BENDING MOMENT DUE TO Pms (Mms)
0.0 KIP FT
TOTAL BENDING MOMENT (Mtot)
8.3 KIP FT
TRIAL SIZE: LOUISIANA PACIFIC 31/2" x 11 1/4" LVL
2950F-2.OE
BEAM DEPTH (d)
11.25 IN
BEAM WIDTH (b)
3.5 IN
MOMENT OF INERTIA (1)
415 IN^4
ALLOWBLE BENDING STRESS (Fb)
2.950 KSI
ADJUSTED MODULUS OF ELASTICITY kr-min)
725 KSI
RESISTIVE SHEAR BASE VALUE (Vr)
7.613 KIPS
RESISTIVE MOMENT BASE VALUE (Mr)
18.28 KIP FT
LOAD DURATION & VOLUME FACTOR ADJUSTMENT:
LOAD DURATION FACTOR (Cd) (SNO,ROOF, EQ, IMP)
1.25 ROOF
MAXIMUM SHEAR (Vmax) Vmax = Pmax - (w * d/12)
1.80 KIPS
FINAL RESISTIVE SHEAR (Vr') Vr' = Vr * Cd
9.52 KIPS
VOLUME FACTORS (Cv) Cv = k(12/d)^.1 * (5.125/b)^.1 *
(21/L)^.1
k = 0.96 CONC LOAD NOT AT MIDSPAN (Cvconc)
1.029
k = 1.00 UNIFORMLY DISTRIBUTED LOAD (Cvw)
1.072
k = 1.09 CONC LOAD MIDSPAN (Cvms)
1.169
COMPOSITE VOLUME FACTOR (Cv')
1.072 NOT APPL
Cv'_ ((Cvconc*Mconc)+(Cvw*Mw)+(Cvms*Mms))/Mtot
FINAL RESISTIVE MOMENT (Mr') Mr' = Mr * Cd
22.9 KIP FT
UNSUPPORTED COMPRESSION FLANGE:
SLENDERNESS FACTOR (RB) RB = (le*d/b^2)^.5
18.0
FACTOR (lu / d)
17.4
EFFECTIVE LENGTH (le) le = 1.63 lu + 3 d
353 IN
FACTOR (FBe) FBe = 1.20*Emin'/RB^2
3
FINAL ADJUSTED RESISTIVE BENDING MOMENT (Mr")
28.6 KIP FT
DEFLECTION:
DEFLECTION DUE TO Pconc (Dconc)
0.000 IN
DEFLECTION DUE TO wtl (Dwtl)
0.601 IN
DEFLECTION DUE TO Pms (Dms)
0.000 IN
TOTAL DEFLECTION MIDSPAN (Dt) 0.601 IN
DEFLECTION/SPAN RATIO L / 326
HEADER BEAM: LOUISIANA PACIFIC 3 1/2" x 11 1/4" LVL 2950F-2.OE
M1
100
>7
COJA
.,
DANIEL J. DOBBIE
Professional Engineer
P.O. Box 2156
15925 Renee Way
Flournoy, CA 96029
Phone (530) 833-5423
Page: 6
Job No: 15039
Date: October 2015
Kijeong Jeon Garage
SAWN WOOD POST & FOOTING AT CENTRAL 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')
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 (1)
8.58 FEET
EFFECTIVE LENGTH (le)
102.96 INCHES
LEAST POST DIMENSION (d) (UNSUPPPORTED)
3.5 INCHES
le/d RATIO
29.42
4 x 4 POST CROSS SECTIONAL AREA (A)
12.25 SQ IN
DESIGN RESULTANTS:
- COMPRESSION COEFFICIENT (Fce)
588.9
ALLOWABLE COMPRESSION PARALLEL TO GRAIN (Fc)
0.531 KSI
ALLOWABLE POST. LOAD (Pa)
•6.50 KIPS
ACTUAL POST LOAD (Pac)
3.33 KIPS
NEW POSTS:
4x4#1 OK
FOOTINGS AT POST
DESIGN DATA:
ALLOWABLE SOIL BEARING PRESSURE
1500 PSF
CONCRETE COMPRESSIVE STRENGTH (fc)
3000 PSI
REINFORCING STEEL YIELD STRENGTH (fy)
60000 PSI
LOADING DATA:
DEAD POINT LOAD (Pdl)
1.08 KIPS
LIVE POINT LOAD (PII)
2.25 KIPS
TOTAL POINT LOAD (Ptl)
3.33 KIPS
FOOTING SIZE:
AREA REQUIRED FOR BEARING (Areq)
2.22 FT^2
SIDE LENGTH FOR SQUARE FOOTING (L)
1.49 FT
USE SQUARE FOOTING SIZE:
1.50 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
1.3 KIPS
ULTIMATE LIVE LOAD (Pull) Pull = PII * 1.6
3.6 KIPS
RESULTANT ULTIMATE SOIL PRESSURE (qu)
2.176 KSF
ULTIMATE MOMENT (Mu)
0.9 KIP FT
REINFORCING STEEL RATIO (p)
0.00016 < pmin
.USE: REINFORCING STEEL RATIO (p') p'= p*1.33
0.00021
AREA OF REINFORCING STEEL REQUIRED (Asreq'd)
0.032 IN^2
USE: 2 - #4 EACH WAY As = 0.40 IN12
POST FOOTINGS: V- 6" SQUARE x 12" THK. W/ 2 - #4 EA WAY
DANIEL J. DOBBIE
aD Professional Engineer
P.O. Box 2156
15925 Renee Way
Flournoy, CA 96029
Phone (530) 833-5423
Page: 7
Job No: 15039
Date: October 2015
Kijeong Jeon Garage
SAWN WOOD POST & FOOTING AT SHORT BEAM
DESIGN DATA:
UNITS
2005 NDS TABLE 4D DESIGN VALUES FOR VISUALLY GRADED TIMBERS
.SPECIES AND COMMERCIAL GRADE: DOUGLAS FIR - LARCH
SIZE CLASSIFICATION: 12" & 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')
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 (1)
8.38 FEET.
EFFECTIVE LENGTH (le)
100.5 INCHES
LEAST POST DIMENSION (d) (UNSUPPPORTED)
3.5 INCHES
le/d RATIO
28.71
4 x 4 POST CROSS SECTIONAL AREA (A)
12.25 SQ IN
DESIGN RESULTANTS:
COMPRESSION COEFFICIENT (Fce)
618.1
ALLOWABLE COMPRESSION PARALLEL TO GRAIN (Fc)
0.553 KSI
ALLOWABLE POST LOAD (Pa)
6.78 KIPS
ACTUAL POST LOAD (Pac)
1.03 KIPS
NEW POSTS: 4x4#1 OK
FOOTINGS AT POST
DESIGN DATA: '
ALLOWABLE SOIL BEARING PRESSURE
1500 PSF
CONCRETE COMPRESSIVE STRENGTH ft)
3000 PSI
REINFORCING STEEL YIELD STRENGTH (fy)
60000 PSI
LOADING DATA:
DEAD POINT LOAD (Pdl)
0.29 KIPS
LIVE POINT LOAD (PII)
0.74 KIPS
TOTAL POINT LOAD (Ptl)
1.03 KIPS
FOOTING SIZE:
AREA REQUIRED FOR BEARING (Areq)0.69
FT ^2
SIDE LENGTH FOR SQUARE FOOTING (L)
0.83 FT
USE SQUARE FOOTING SIZE: :
1.00 FT
FOOTING THICKNESS (t) 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
0.3 KIPS.
ULTIMATE LIVE LOAD (Pull) Pull = PII * 1.6
1.2 KIPS
RESULTANT ULTIMATE SOIL PRESSURE (qu)
1.532 KSF
ULTIMATE MOMENT (Mu)
0.2 KIP FT
- REINFORCING STEEL RATIO (p)
0.00005 <.pmin
USE: REINFORCING STEEL RATIO (p') p'= p*1.33
0.00007
AREA OF REINFORCING STEEL REQUIRED (Asreq'd)
0.007 IN^2
USE:NO REINFORCING REQUIRED
POST FOOTINGS: 1'- 0" SQUARE x 12" THK. W/ NO REINFORCING
DANIEL J. DOBBIE
Page: 8
aD
Professional Engineer
P.O. Box 2156
Job No: 15039
15925 Renee Way
Date: October 2015.
Flournoy, CA 96029
Kijeong Jeon Garage
Phone (530) 833-5423
SAWN WOOD POST & FOOTING AT GARAGE HEADER
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)
1.350 KSI
.MODULUS OF ELASTICITY (Emin)
580000 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')
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 (1)
7.00 FEET
EFFECTIVE LENGTH (le)
84 INCHES
LEAST POST DIMENSION (d) (UNSUPPPORTED)
3.5 INCHES
le/d RATIO
24.00
2 x 4 POST CROSS SECTIONAL AREA (A)
5.25 SQ IN
DESIGN RESULTANTS:
COMPRESSION COEFFICIENT (Fce)
827.7
ALLOWABLE COMPRESSION PARALLEL TO GRAIN (Fc)
0.686 KSI
ALLOWABLE POST LOAD (Pa)
3.60 KIPS
ACTUAL -POST LOAD (Pac)
2.04 KIPS
NEW POSTS:
2 x 4 #2 TRIMMER OK
FOOTINGS AT POST
DESIGN DATA:
ALLOWABLE SOIL BEARING PRESSURE
1500 PSF
CONCRETE COMPRESSIVE STRENGTH (fc)
3000 PSI
REINFORCING STEEL YIELD STRENGTH (fy)
60000 PSI
LOADING DATA:
DEAD POINT LOAD (Pdl)
0.76 KIPS
LIVE POINT LOAD (PII)
1.28 KIPS
TOTAL POINT LOAD (Ptl)
2.04 KIPS
FOOTING SIZE:
AREA REQUIRED FOR BEARING (Areq)
1.36 FT^2
SIDE LENGTH FOR SQUARE FOOTING (L)
1.17 FT
USE SQUARE FOOTING SIZE:
1.00 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
0.9 KIPS
ULTIMATE LIVE LOAD (Pull) Pull = PII * 1.6
2.0 KIPS
RESULTANT ULTIMATE SOIL PRESSURE (qu)
2.960" KSF
ULTIMATE MOMENT (Mu)
0.4 KIP FT
REINFORCING STEEL RATIO (p)
0.00009 < pmin
USE: REINFORCING STEEL RATIO (p') p'= p*1.33
0.00013
AREA OF REINFORCING STEEL REQUIRED (Asreq'd)
0.013 IN^2
USE:NO REINFORCING REQUIRED
POST FOOTINGS: CONTINUOUS V-0" WIDE PERIMETER
FOOTING ADEQUATE
DANIEL J. DOBBIE
Professional Engineer Page: 9
Q Q P.O. Box 2156 Job No: 15039
15925 Renee Way Date: October 2015
Flournoy, CA 96029
Phone (530) 833-5423 Kijeong Jeon Garage
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)
0.619
MCE AT 1 SECOND PERIOD (S1)
0.265
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)
1.305
SITE COEFFICIENT (Fv) T-1613.3.3(2)
1.870
SPECTRAL RESPONSE ACC. SHORT PERIODS (Sms) = Fa*Ss
0.808
SPECTRAL RESPONSE ACC. 11 -SECOND PERIOD (Sm1) = Fv*S1
0.496
DESIGN SPECTRAL RESPONSE ACCELERATION (DSRA) (1613.3.4)
5% DAMPED DSRA AT SHORT PERIODS (Sds) = 2/3*Sms
0.539
5% DAMPED DSRA AT 1 -SECOND PERIOD (Sd1) = 2/3*Sm1
0.330
DETERMINE OCCUPANCY CATEGORY (T-1604.6)
If
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 (Sds') = 2/3*Fa*Ss
0.578
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 (ENV) (W)•
ROOF: (.008)*647 =
5.18 KIPS
EXT WALLS: .008 * (10/2) * 26.5 =
1.06 KIPS
TOTAL
TRANSVERSE (E/W) SEISMIC BASE SHEAR (V) = 0.089 * W
6.24 KIPS
0.55 KIPS
BASE SHEAR FACTORED FOR (D + 0.7E)
0.39 KIPS
LONGITUDINAL LIGHT -FRAME GARAGE MASS (N/S) (W)•
ROOF: (.008)*647 =
5.18 KIPS
EXT WALLS: .008 * (10/2) * 28.5 =
1.14 KIPS
TOTAL
LONGITUDINAL (N/S) SEISMIC BASE SHEAR (V) = 0.089 * W
6.32 KIPS
0.56 KIPS
BASE SHEAR FACTORED FOR (D + 0.7E)
0.39 KIPS
DANIEL J. DOBBIE
aD Professional Engineer Page: 10
P.O. Box 2156 Job No: 15039
15925 Renee Way Date: October 2015
Flournoy, CA 96029
Phone (530) 833-5423 Kijeong Jeon Garage
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
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
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 MPH
RISK CATEGORY (26.5.1)
11
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*(15/zg)"(2/a)
0.85
MAXIMUM BUILDING HEIGHT (z)
10.67 FT
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) = (1+K1+K2+K3)A2
1.00
HEIGHT OF HILL OR ESCARPMENT (H)
0.00 FT
DISTANCE UPWIND 1/2 HEIGHT OF HILL OR ESCARPMENT (Lh)
0.00 FT
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) (COND. 1) (+ INTERNAL PRESSURE)
-1.04
ROOF: WINDWARD (SLOPED) (COND.1) (- INTERNAL PRESSURE)
-0.11
ROOF SLOPE (.25:12)
0.25
HORIZONTAL COMPONENT FACTOR
0.02
ANGLE (DEGREES) OF ROOF FROM HORIZONTAL (o)
1
ROOF: LEEWARD (SLOPED) (+ INTERNAL PRESSURE)
-0.97
ROOF: LEEWARD (SLOPED) (- INTERNAL PRESSURE)
-0.04
• DANIEL J. DOBBIE
Professional Engineer
Page: 11 -
Q
Q P.O. Box 2156
f`
Job No: 15039
15925 Renee Way
Date: October 2015
Flournoy, CA 96029
Phone (530) 833-5423
Kijeong Jeon Garage
WIND ANALYSIS (ALTERNATE ALL-HEIGHTS METHOD) (CONT)
DESIGN WIND PRESSURE (Pnet) =
0.00256*V"2*Kz*Cnet*Kzt
(NORMAL TO SURFACES)
WALLS: WINDWARD WALLS
(+ PRESSURE)
2.9 PSF
WALLS: LEEWARD WALLS
(+ PRESSURE)
27.6 PSF
WALLS: SIDE WALLS
(+ PRESSURE)
-21.8 PSF
WINDWARD ROOF
(+ PRESSURE)
2.9 PSF
LEEWARD ROOF
(+ PRESSURE)
-25.5 PSF
WALLS: WINDWARD WALLS .
(-PRESSURE)
-1.1 PSF
WALLS: LEEWARD WALLS
(-PRESSURE)
-27.3 PSF
WALLS: SIDE WALLS
(-PRESSURE)
-2.9 PSF
WINDWARD ROOF
(-PRESSURE)
-25.5 PSF
LEEWARD ROOF
(-PRESSURE)
-1.1 PSF
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)
DANIEL J. DOBBIE
Professional Engineer
P.O. Box 2156
15925 Renee Way
Flournoy, CA 96029
TE ALL -HEIGHTS 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)
Page: 12
Job No: 15039
Date: October 2015
Kijeong Jeon Garage
2.) DEAD + WIND (D + W) SIGN CONVENTION IN DIRECTION OF WIND
WINDWARD WALLS SURFACE AREA (1) = 30*812
63 FT^2
WIND PRESSURE TO SURFACE (1)
2.9 PSF
WIND LOAD TO SURFACE 1
0.2 KIPS
LEEWARD WALLS SURFACE AREA (2) = (1)
70 FT^2
WIND PRESSURE TO SURFACE (2)
27.6 PSF
WIND LOAD TO SURFACE 2 �
1.9 KIPS
WINDWARD ROOF SURFACE AREA (3)
0 FT^2
WIND PRESSURE TO SURFACE (3)
2.9 PSF
HORIZONTAL COMPONENT PRESSURE
0.1 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
-0.5 PSF
WIND LOAD TO SURFACE 4
0.00 KIPS
TOTAL LATERAL WIND LOAD (TRANSVERSE)
2.11 KIPS
APPLY FACTOR 0.6 TO WIND FOR ASD
1.27 KIPS
SEISMIC p = 1.0 COMPARE TO 0.39 KIPS
SEISMIC
WIND GOVERNS
AREA OF BUILDING ON VERTICAL PROJECTION
AREA OF BUILDING ON VERTICAL PROJECTION = 265
265 FT^2
1609.6.3 CHECK:.6*16 PSF MINIMUM LOAD MIN. PROJECTION GOVERNS
2.54 KIPS
2.) DEAD + WIND (D + W) SIGN CONVENTION IN DIRECTION OF WIND
WINDWARD WALLS AREA (1)
220 FT^2
WIND PRESSURE TO SURFACE (1)
2.9 PSF
WIND LOAD TO SURFACE 1 '
0.6 KIPS
LEEWARD WALLS SURFACE AREA (2)
205 FT A2
WIND PRESSURE TO SURFACE (2)
27.6 PSF
WIND LOAD TO SURFACE 2E
5.7 KIPS
WINDWARD ROOF AREA (3)
0 FT^2
WIND PRESSURE TO SURFACE (3)
2.9 PSF
HORIZONTAL COMPONENT PRESSURE
0.1 PSF
LATERAL WIND LOAD TO SURFACE 3
0.0 KIPS
LEEWARD ROOF SURFACE AREA (4) =3
647 FT^2
WIND PRESSURE TO SURFACE (4)
-25.5 PSF
HORIZONTAL COMPONENT PRESSURE
-0.5 PSF
WIND LOAD TO SURFACE 4
0.34 KIPS
TOTAL LATERAL WIND LOAD (LONGITUDINAL)
6.64 KIPS
APPLY FACTOR 0.6 TO WIND FOR ASD
3.98 KIPS
SEISMIC p = 1.0 COMPARE TO 0.39 KIPS SEISMIC
WIND GOVERNS
AREA OF BUILDING ON VERTICAL PROJECTION
220 FT^2
1609.6.3 CHECK:.6*16 PSF MINIMUM LOAD STANDARD PROCEDURE GOVERNS
2.11 KIPS
DANIEL J. DOBBIE
aD Professional Engineer
Q Q P.O. Box 2156
15925 Renee Way
Flournoy, CA 96029 ,
Phone (530) 833-5423
Page: 13
Job No: 15039
Date: October 2015
Kijeong Jeon Garage
DIAPHRAGMS & CHORDS
ROOF DIAPHRAGM: (LONGITUDINAL LOADING)
TOTAL LOAD TO ROOF (Vr): 3.98 KIPS
DIAPHRAGM WIDTH (W): 22.50 FT
DIAPHRAGM LENGTH (L) 21.00 FT
MAXIMUM DIAPHRAGM UNIT SHEAR (vmax): 0.088 KLF
ALLOWABLE UNIT SHEAR (va): (CASE 3) 0.180 KLF
ADJUST.FOR 10d BOX vs. 8d COMMON 0.98
ADJUSTED ALLOWABLE UNIT SHEAR (va') 0.176 KLF
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 / DIRT
MAXIMUM CHORD FORCE (C=T): C = T = Vr*U(8"W) 0.46 KIPS
TOP WALL PLATE SPLICE: (TOP WALL PLATE CHORDS)
TOP WALL PLATE 2 - 2 x 4 #2
CROSS SECTIONAL AREA (1 - 2 x 6) 5.25 IN^2
ALLOWABLE TENSION PARALEL TO GRAIN (Ft) 0.575 KSI
LOAD DURATION FACTOR (CD) 1.6
ADJUSTED ALLOWABLE TENSION (Ft') 0.920 KSI
MAXIMUM ALLOWABLE CHORD FORCE (Tallow) 4.8 KIPS OK
TOP WALL PLATE NAILING: (USE 16d SINKER NAILS) (NDS TABLE 11 N)
ALLOWABLE LOAD TO 16d SINKER NAIL (Z') ` 118 LBS
NUMBER OF NAILS REQUIRED (N) = T / (Z' * CD) 2 NAILS
USE: 8 -16d SINKER NAILS
TYPICAL ROOF DIAPHRAGM 2 - 2 x 4 #2 TOP WALL PLATES
CHORDS: 8'- 0" MIN. LAP AT SPLICES
W/ 8 -16d SINKER NAILS
BETWEEN SPLICES
DANIEL J. DOBBIE
aD Professional Engineer
P.O. Box 2156
__.. 15925 Renee Way
Flournoy, CA 96029
Phone (530) 833-5423
Page: 14
Job No: 15039
Date:.October 2015
Kijeong Jeon Garage
SHEAR WALL AT EAST WALL ;
FOR'IN-PLANE WIND OR SEISMIC SHEAR
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) = 3.98/2 1.99 KIPS
PANEL SIZES: HEIGHT WIDTH
P1: 10.00 FT 22.50 FT
TOT WIDTH =. 22.50 FT
RESULTING UNIT SHEAR AT WALL LINE (v):. 0.088 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):
22.50 FT
PANEL HEIGHT (H):
10.00 FT
TOTAL SHEAR RESISTED BY PANEL (V):,
1.99 KIPS
UNIT DEAD LOAD TO PANEL (w):
0.103 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):
19.9 KIP FT
0.6*DEAD LOAD RESISTING MOMENT (Mr):
15.6 KIP FT
NET OVERTURNING MOMENT (Mnet):
4.3 KIP FT
LEFT DOWN LOAD REACTION (Rd):
2.51 KIPS
RIGHT UPLIFT REACTION (Rup): (NEGATIVE UP)
-0.19 KIPS
NO HOLDOWNS 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 " o.c.
HD REQ'D
NEGLIBLE
USE: 48
al
DANIEL J. DOBBIE
Professional Engineer
P.O. Box 2156
15925 Renee Way
Flournoy, CA 96029
Phone (530) 833-5423
SHEAR WALL AT WEST WALL
FOR IN -PLANE WIND OR SEISMIC SHEAR
SHEAR COLLECTOR WALL LINE DATA:
Page: 15
Job No: 15039
Date: October 2015
Kijeong Jeon Garage
DOES WIND OR SEISMIC GOVERN? WIND
LOAD COMBINATION (1605.3.1) 0.6'D + 0.6"W
SHEAR TO WALL (V) = 3.98/2 1.99 KIPS
PANEL SIZES: HEIGHT WIDTH
P1: 10.00 FT 10.00 FT
TOT WIDTH 10.00 FT
RESULTING UNIT SHEAR AT WALL LINE (v): 0.199 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):
10.00 FT
PANEL HEIGHT (H):
10.00 FT
TOTAL SHEAR RESISTED BY PANEL (V):
1.99 KIPS
UNIT DEAD LOAD TO PANEL (w):
0.103 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):
19.9 KIP FT
0.6*DEAD LOAD RESISTING MOMENT (Mr):
3.1 KIP FT
NET OVERTURNING MOMENT (Mnet):
16.8 KIP FT
LEFT DOWN LOAD REACTION (Rd):
2.71 KIPS
RIGHT UPLIFT REACTION (Rup): (NEGATIVE UP)
-1.68 KIPS
ALLOWABLE UPLIFT SIMPSON 'HDU2' ON 2 - 2x
3.075 KIPS
ALLOWABLE UPLIFT SIMPSON 'SSTB16' ANCHOR
5.355 KIPS
SILL PLATE ATTACHMENT:
2x OR 4x SILL PLATE?
2x SILL PL
ALLOWABLE SHEAR PER 1/2" A.B. (NDS T-1 1E)
0.65 KIPS
MAXIMUM SPACING AT 1/2" BOLTS TO FOUNDATION
78 " o.c.
HD REQ'D
OK
OK
USE: 48
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
SHEAR COLLECTOR WALL LINE DATA:.
Page: 16
Job No: 15039
Date: October 2015
Kijeong Jeon Garage
DOES WIND OR SEISMIC GOVERN? WIND
LOAD COMBINATION (1605.3.1) 0.6" D + 0.6'W
SHEAR TO WALL (V) = 2.54.26.5^2/2/22.5/26.5 1.50 KIPS
PANEL SIZES: HEIGHT WIDTH
P1: 10.00 FT 11.00 FT
TOT WIDTH = 11.00 FT
RESULTING UNIT SHEAR AT WALL LINE (v): 0.136 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):
11.00 FT
PANEL HEIGHT (H):
10.00 FT
TOTAL SHEAR RESISTED BY PANEL (V):
1.50 KIPS
UNIT DEAD LOAD TO PANEL (w):
0.133 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):
15.0 KIP FT
0.6'DEAD LOAD RESISTING MOMENT (Mr):
4.8 KIP FT
NET OVERTURNING MOMENT (Mnet):
10.1 KIP FT
LEFT DOWN LOAD REACTION (Rd):
2.38. KIPS
RIGHT UPLIFT REACTION (Rup):.(NEGATIVE UP)
-0.92 KIPS
ALLOWABLE UPLIFT SIMPSON 'HDU2' ON 2 - 2x
3.075 KIPS
ALLOWABLE UPLIFT SIMPSON 'SSTB1 6'ANCHOR
5.355 KIPS
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 " o.c.
HD REQ'D
OK
OK
USE: 48
DANIEL J. DOBBIE
aDQ Professional Engineer
e: 17
Page:
P.O. Box 2156
Job No: 15039
15925 Renee Way
Date: October 2015
Flournoy, CA 96029
Kijeong Jeon Garage
Phone (530) 833-5423
SHEAR WALL AT NORTH WALL
FOR IN-PLANE WIND OR SEISMIC SHEAR
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) = 2.54-1.5
1.04 KIPS
PANEL SIZES: HEIGHT
WIDTH
P1: 8.00 FT
2.50 FT
P2: 8.00 FT
'=
2.50 FT
TOT WIDTH
- 5.00 FT
RESULTING UNIT SHEAR AT WALL LINE (v):
0.208 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):
2.50 FT
PANEL HEIGHT (H):
7.00 FT
TOTAL SHEAR RESISTED BY PANEL (V):
0.52 KIPS
UNIT DEAD LOAD TO PANEL (w):
0.133 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):
3.6 KIP FT
0.6*DEAD LOAD RESISTING MOMENT (Mr):
0.2 KIP FT HD REQ'D
NET OVERTURNING MOMENT (Mnet):
3.4 KIP FT
LEFT DOWN LOAD REACTION (Rd):
1.69 KIPS
RIGHT UPLIFT REACTION (Rup): (NEGATIVE UP)
-1.36 KIPS
ALLOWABLE UPLIFT SIMPSON 'HDU2' ON 2 - 2x
3.075 KIPS OK
ALLOWABLE UPLIFT SIMPSON 'SSTB16' ANCHOR
5.355 KIPS OK
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 " o.c. USE: 48
SEE OPENING IN SHEAR WALL PROVISIONS NEXT PAGE
DANIEL J. DOBBIE
Professional Engineer Page: 18
,Q P.O. Box 2156 Job No: 15039
15925 Renee Way Date: October 2015
Flournoy, CA 96029 eon Ki Jeon Garage
Phone (530) 833-5423 1 9 9e
SHEAR WALL AT NORTH WALL (CONT)
OPENING IN SHEAR WALL
DESIGN DATA: BLOCK AND STRAP ACROSS CORNERS
HEIGHT OF SHEAR WALL (H)
10.00 FT
TOTAL LENGTH OF WALL: (Lsw)
21.00 FT
TOTAL LENGTH OF OPENINGS: (Lo)
16.00 FT
NET LENGTH OF SHEAR WALL: (Ln)
5.00 FT
DEDUCT MISC
0.00 FT
ADJUSTED NET LENGTH OFSHEAR WALL
5.00 FT
MAXIMUM OPENING HEIGHT
7.00 FT
SHEAR FORCE TO WALL LINE (V)
1.04 KIPS
UNIT SHEAR ABOVE OPENINGS (vab)
0.050 KLF
ALLOWABLE UNIT SHEAR ABOVE OPENINGS (va"):
0.224 KLF
UNIT SHEAR AT SHEAR PANELS (vo) (DEDUCT OPENINGS)
0.208 KLF
ALLOWABLE UNIT SHEAR (va)
0.224 KLF
S1 SHEAR PANELS: 3/8" APA RATED SIDING, BLOCK PANEL EDGES
EDGE NAIL = 8d GALVANIZED CASING @ 6"o.c.
FILED NAIL = 8d GALVANIZED CASING @ 12"o.c.
MAXIMUM DRAG FORCE AT CORNERS OF TYPICAL OPENINGS:
REQUIRED DEVELOPMENT LENGTH IN SHEAR BELOW
SYSTEM OVERSTRENGTH FACTOR (omega)
3.0
LOAD DURATION FACTOR (Cd)
1.6
LENGTH OF OPENING (Lt)
16.00 FT
UNAMPLIFIED FORCE AT ONE CORNER (Fc) = vab*Lt/2
0.40 KIPS
AMPLIFIED FORCE AT ONE CORNER (Fc') = Fc * omega
1.19 KIPS
DRAG CONNECTION:
ALLOWABLE LOAD 'MSTC40' STRAP 2.31 KIPS
DRAG CONNECTION: SIMPSON 'MSTC40' STRAP LAP 10"
OVER HEADER BEAMS & EXTEND OVER 4x BLK'G
BETWEEN STUDS FULL WIDTH OF 2'-6"
FILL HOLES W/ 16d SINKERS
TYPICAL PIER OVERTURNING DATA:
PIER WIDTH (W):
2.50 FT
PIER HEIGHT (H):
7.00 FT
TOTAL SHEAR RESISTED BY PANEL (V):
0.52 KIPS
DOES WIND OR SEISMIC GOVERN?
WIND
UNIT DEAD LOAD TO PANEL (w):
0.133 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:
OVERTURNING MOMENT (Mo)
3.6 KIP FT
0.6*DEAD LOAD RESISTING MOMENT (Mr): -HD REQ'D
0.2 KIP FT
NET OVERTURNING MOMENT (Mnet):
3.4 KIP FT
LEFT DOWN LOAD REACTION (Rd):
1.69 KIPS
RIGHT UPLIFT REACTION (Rup): (NEGATIVE UP)
-1.36 KIPS
REQUIRED DEVELOPMENT LENGTH IN SHEAR BELOW
6.05 FT
NO SHEAR WALL BELOW OPENING PROVIDE HOLDOWNS PER
PREVIOUS PAGE
PROVIDE HOLDOWN FOR UPLIFT FORCE = Rup-3*va"
0.68 KIPS
SEE PREVIOUS PAGE
FESS
0.619
DANIEL J. DOBBIE ��eel2�
0.267
�c�,��Q���LJ
Pa
Professional Engi co O �` Z
�D
9 e: 101
P.O. Box 21 3 N0.42028 m
Job No: 15039
15925 Renee Way d Exp. 03/31/16
P
Date: November 2015
Flournoy, CA 96029 * *
Phone (530) 833-542 `�'�,9r CIVIL ��\P
Kijeong Jeon Garage
FOF CAUFp
STEEL CARGO CONTAINER
1.305
SEISMIC ANALYSIS (NONBUILDING STRUCTURE)
1.870
PER ASCE 7 CHAP 15 (SECTION 15.5)
0.808
DETERMINE Ss
0.498
METHOD FOR DETERMINING 2009 NEHRP SEISMIC DESIGN PROVISIONS
MCE (MAX CONSIDERED EARTHQUAKE) AT SHORT PERIODS (Ss)
0.619
DETERMINE: SEISMIC DESIGN CATEGORY (1613.3.5)
5% DAMPED DSRA AT 1 -SECOND PERIOD (Sd1) = 2/3*Sm1
SITE CLASS DEFINITION: (1613.3.2)
DETERMINE OCCUPANCY CATEGORY (T-1604.5)
IS SOILS OR GEOTECHNICAL REPORT AVAILABLE?
NO
USE TABLE 1613.5.2 FOR SITE CLASS
D
SITE COEFFICIENTS (1613.3.3)
SITE COEFFICIENT (Fa) T-1613.3.3(1)
1.305
SPECTRAL RESPONSE ACC. SHORT PERIODS (Sms) = Fa*Ss
0.808
DESIGN SPECTRAL RESPONSE ACCELERATION (DSRA) (1613.3.4)
5% DAMPED DSRA AT SHORT PERIODS (Sds) = 2/3*Sms
0.539 s
NONBUILDING STRUCTURE SUPPORTED BY OTHER STRUCTURE (15.3)
aS
GREATER THAN 25% COMBINED WEIGHT CONDITION (15 3 2)
RIGID NONBUILDING STRUCTURES (15.4.2)
HIGHEST LEVEL OF STRUCTURE (hn) 8.00 FT
COEFFICIENT (Ct) (T-12.8-2) 0.020
COEFFICIENT (x) (T-12.8-2) 0.75
APPROXIMATE FUNDAMENTAL PERIOD (12.8.2.1) (Ta)=T=Ct*(hn)"x 0.095 SEC
>.06 NOT RIGID
CONSIDER AS NONBUILDING STRUCTURE NOT SIMILAR TO BUILDINGS (15.5)
CALIFORNIA BUILDING CODE
DETERMINE Ss & Si
METHOD FOR DETERMINING 2009 NEHRP SEISMIC DESIGN PROVISIONS
LATITUDE = 39.673478, LONGITUDE = -121.633010
MCE (MAX CONSIDERED EARTHQUAKE) AT SHORT PERIODS (Ss)
0.619
MCE AT 1 SECOND PERIOD (S1)
0.267
DETERMINE: SEISMIC DESIGN CATEGORY (1613.3.5)
SITE CLASS DEFINITION: (1613.3.2)
IS SOILS OR GEOTECHNICAL REPORT AVAILABLE?
NO
USE TABLE 20.3-1 FOR SITE CLASS
D
SITE COEFFICIENTS (1613.3.3)
SITE COEFFICIENT (Fa) T-1613.3.3(1)
1.305
SITE COEFFICIENT (Fv) T-1613.3.3(2)
1.870
SPECTRAL RESPONSE ACC. SHORT PERIODS (Sms) = Fa*Ss
0.808
SPECTRAL RESPONSE ACC. 1 -SECOND PERIOD (Sm1) = Fv*S1
0.498
DESIGN SPECTRAL RESPONSE ACCELERATION (DSRA) (1613.3.4)
5% DAMPED DSRA AT SHORT
PERIODS (Sds) = 213*Sms
0.539,/
5% DAMPED DSRA AT 1 -SECOND PERIOD (Sd1) = 2/3*Sm1
0.332
DETERMINE OCCUPANCY CATEGORY (T-1604.5)
II
SEISMIC DESIGN CATEGORY (1613.5.6)
D
BUTTE
CO
l� 3 invTY
.� p q-3
PERMIT #
BUTTE COUNTY DEVELOPMENT SERVICES DEC 10 2015
REVIEWED FOR
CO ECO PLIANCE DEVELOPMENT
DAT Z 2 3 BY____r__ SERVICES
r,31s3 Q
tlL-'� spy
DANIEL J. DOBBIE
26%
D Professional Engineer
P.O. Box 2156
15925 Renee Way
Flournoy, CA 96029
Phone (530) 833-5423
Page: 102
Job No: 15039
Date: November 2015
Kijeong Jeon Garage
SEISMIC ANALYSIS (STANDARD DESIGN PROCEDURE) (CONT)
0.431 *W
MINIMUM DESIGN LOADS (ASCE 7-10)
0.431
SEISMIC LOAD: SECTS. 15.6 NONBUILDING STRUCTURES NOT SIMILAR TO BUILDINGS
SEISMIC COEFFICIENTSFOR NONBUILDING STRUCTURES NO SIMILAR TO BUILDINGS
AXIS 1: (TABLE 15.4-2) ALL OTHER SELF-SUPPORTING STRUCTURES
1.400
RESPONSE MODIFICATION COEFFICIENT (R)
1.25
OVERSTRENGTH FACTOR (omega)
v/SYSTEM
2
DEFLECTION APLIFICATION FACTOR (Cd)
2.5 ✓
REDUNDANCY FACTOR (p) (12.3.4.2) (SEE 15.6 EXCEPTION)
1.0
SEISMIC LOAD EFFECT (12.4.2)
0.024
E=Eh+Ev OR E=Eh-Ev
NO
HORIZONTAL SEISMIC LOAD EFFECT (Eh) = p*Qe = V
USE: Cs EQUAL TO
VERTICAL SEISMIC LOAD EFFECT (Ev) = 02*Sds*D
0.11 *D
ANALYSIS PROCEDURE SELECTION (12.6) (T-12.6-1)Lf-AV
%Ar>
1/
EQUIVALENT LATERAL FORCE ANALYSIS (SECT 12.8)
TOTAL
OCCUPANCY IMPORTANCE FACTOR (1.5-2) (le)
1.0
REDUNDANCY FACTOR (p) (12.3.4) (SEE 15.6 EXCEPTION)
1.0
AXIS 1: SEISMIC BASE SHEAR (12.8.1)'(V) = Cs*W
0.431 *W
SEISMIC RESPONSE COEFFICIENT (12.8.1.1) (Cs) = Sds/(R/le)*p
0.431
FUNDAMENTAL PERIOD NOT TO EXCEED (12.8.2) (T) <Cu*Ta
10.133 SEC
COEFFICIENT FOR UPPER LIMIT (Cu) (T-12.8-1)
1.400
APPROXIMATE FUNDAMENTAL PERIOD (12.8.2.1) (Ta)=T=Ct*(hn)"x
0.095 SEC
LONG -PERIOD TRANSITION PERIOD (TL) (s) (FIG 22-15) ,02 /8 i .7S
16 SEC
RESPONSE MODIFICATION FACTOR (R) (T-12.2-1) ` /
1.25
Cs NEED NOT EXCEED Sd1/(T*(R/le))
2.794
Cs SHALL NOT BE LESS THAN 0.044*Sds*le > 0.01
0.024
IS S1 > 0.60?
NO
IF SO CHECK Cs = (0.5*S1)/(R/le) NOT APPL
USE: Cs EQUAL TO
0.431
AXIS 1: STRUCTURE MASS (W): .
STEEL CARGO CONTAINER
5.0 KIPS
TOTAL
5.0 KIPS
SEISMIC BASE SHEAR (V)
2.15 KIPS
DANIEL J. DOBBIE
Professional Engineer Page: 103
\rz\ P.O. Box 2156 Job No: 15039
15925 Renee Way Date: November 2015
Flournoy, CA 96029
Phone (530) 833-5423 Kijeong Jeon Garage
CARGO'CONTAINER
SEISMIC p = 1.0 COMPARE TO 0.7*2.15*p = 1.51 KIPS SEISMIC
WIND GOVERNS
AREA OF BUILDING ON VERTICAL PROJECTION 170 FT^2
1609.6.3 CHECK: 16*0.6 PSF MINIMUM LOAD STANDARD PROCEDURE GOVERNS 1.63 KIPS
WIND ANALYSIS (ALTERNATE ALL -HEIGHTS METHOD)
2013 CALIFORNIA BUILDING CODE SECTION 1.609.1.1, 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
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 10 PSF
APPLIED TO THE VERTICAL PROJECTION OF THE BUILDNG
ULTIMATE WIND SPEED (Vult) (FIG 1609A)
110 MPH
RISK CATEGORY (26.5.1)
II
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*(15/zg)^(2/a)
0.85
MAXIMUM BUILDING HEIGHT (z)
9.00 FT
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) = (1+K1+K2+K3)"2
1.00
HEIGHT OF HILL OR ESCARPMENT (H)
0.00 FT
DISTANCE UPWIND 1/2 HEIGHT OF HILL OR ESCARPMENT (Lh)
0.00 FT
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)
NONBUILDING STRUCTURES: TANKS AND SIMILAR STRUCTURES
STRUCTURE HEIGHT (h) = (z)
9.00 FT
STRUCTURE DEPTH (D)
20.00 FT
h/D RAITO
0.45
SQUARE (WIND NORAL TO FACE) (Cnet)
0.99
DESIGN WIND PRESSURE (Pnet) = 0.00256 *VA 2*Kz*Cnet*Kzt
WIND PRESSURE
26.0 PSF
APPLY FACTOR 0.6 TO WIND FOR ASD
15.6 PSF
AREA OF CARGO CONTAINER (A) = 20*8.5
170 FT^2
TOTAL WIND LOAD TO CARGO CONTAINER (Vw)
2.66 KIPS
SEISMIC p = 1.0 COMPARE TO 0.7*2.15*p = 1.51 KIPS SEISMIC
WIND GOVERNS
AREA OF BUILDING ON VERTICAL PROJECTION 170 FT^2
1609.6.3 CHECK: 16*0.6 PSF MINIMUM LOAD STANDARD PROCEDURE GOVERNS 1.63 KIPS
DANIEL J. DOBBIE
.
aD
Professional Engineer
Page: 104
P.O. Box 2156
Job No: 15039
15925 Renee Way
Date: November 2015
Flournoy, CA 96029
Kijeong Jeon Garage
Phone (530) 833-5423
CARGO CONTAINER
CHECK LOADING AT BASE FOR OVERTURNING, SHEAR & TENSION TO ANCHORAGE
SEISMIC MASS:
TOTAL MASS (M)
5.0 KIPS
SEISMIC RESPONSE COEFFICIENT (Cs)
0.431
SEISMIC. LATERAL FORCE (V) = Cs" M
2.16 KIPS
BASE LOADING: (FIND REACTIONS EACH SIDE)
TOTAL LOAD (D)
5.0 KIPS
WIND: WIND LOAD (Vw) = 0.6*W
2:66 KIPS
COG ABOVE FOUND (G1)
4.25 FT
SEISMIC: SEISMIC LOAD (Vr) = 0.7*E
1.51 KIPS
COG ABOVE FOUND (G1)
4.25 FT
CARGO CONTAINER GEOMETERY:
WIDTH BETWEEN SUPPORTS TRANSVERSE (W)
8.00 FT
r
CG
H1
G1
RI1
Rrj
CARGO CONTAINER SECTION
DEAD LOAD:
(D+L)
OVERTURNING MOMENT (Mo) = -
0.0 KIP FT
RESITING MOMENT (Mr) = (D) * W/2
20.0 KIP FT
RIGHT SIDE REACTION (Rr) = (Mr - Mo) / W
2.50 KIPS
LEFT SIDE REACTION (RI)
2.50 KIPS
0.6*DEAD + 0.6*WIND
(.6D+.6W)
OVERTURNING MOMENT (Mo) = Vr*G1
11.3 KIP FT
RESITING MOMENT (Mr) =.6*D * W/2'
12.0 KIP FT
RIGHT SIDE REACTION (Rr) = (Mr - Mo) / W
NO OVERTURNING 0.09 KIPS
LEFT SIDE REACTION (RI)
2.91 KIPS
(0.6-111*DEAD + 0.7*SEISMIC
(.49D+.7E)
OVERTURNING MOMENT (Mo) = Vr*G1
6.4 KIP FT
RESITING MOMENT (Mr) =0.49*D * W/2
9.8 KIP FT
RIGHT SIDE REACTION (Rr) _ (Mr - Mo) / W
NO OVERTURNING 0.42. KIPS
LEFT SIDE REACTION (RI)
2.03 KIPS
DANIEL J. DOBBIE
aDProfessional Engineer Page: 105
P.O. Box 2156 Job No: 15039
15925 Renee Way Date: November 2015
Flournoy, CA 96029
Phone (530) 833-5423 Kijeong Jeon Garage
CARGO CONTAINER ATTACHMENT TO FOOTING
ANCHOR BOLT DESIGN (STRENGTH METHOD)
FOR WIND SHEAR ONLY TO SIMPSON STRONG -BOLT
2013 CBC SEC 1909.1 STRENGTH DESIGN FOR ANCHORAGE TO CONCRETE
SIMPSON CARBON STEEL STRONG -BOLT (ESR -1771)
& ACI 318-05 APPENDIX D
SOURCE OF SHEAR LOAD? (D+L, WIND, OR SEISMIC) WIND
D.3.3.2 ARE BOLTS IN PLASTIC HINGE ZONE? NO
WIND TENSION LOAD TO BOLT GROUP (Tw) 0.00 KIPS
DESIGN WIND SHEAR LOAD TO BOLT GROUP (Vw) = 2.66/4 (D+.6W) 0.67 KIPS
SEISMIC TENSION LOAD TO BOLT (Ts) 0.00 KIPS
SEISMIC SHEAR (Vs) 0.00 KIPS
WIND ULTIMATE LOAD FACTOR (Fw)1.0/.6 1.67
SEISMIC ULTIMATE LOAD FACTOR (Fs) = 1.0/.7 1.43
FACTORED WIND TENSION LOAD (Tw') = Fw*Tw 0.00 KIPS
DESIGN FACTORED WIND SHEAR LOAD (Vw') = Fw*Vw 1.11 KIPS
FACTORED SEISMIC TENSION LOAD (Ts') = Fs*Ts 0.00 KIPS
FACTORED SEISMIC SHEAR LOAD (Vs') = Fs*Vs 0.00 KIPS
DESIGN FACTORED TENSION LOAD (Nua) = Tw' = 0.00 KIPS
DESIGN FACTORED SHEAR LOAD (Vua) = Vw' = 1.11 KIPS
NOMINAL BOLT TENSILE = (phi*Nn) = (phi*Np,cr) 6.40 KIPS >Nua OK
NOMINAL CONCRETE TENSILE _ (phi*Nn) = (phi*Ncbg) 2.79 KIPS >Nua OK
NOMINAL BOLT SHEAR = (phi*Vn) = (phi*Vsa) 6.39 KIPS >Vua OK
NOMINAL CONCRETE SHEAR = (phi*Vn) = (phi*Vcbg) 1.90 KIPS >Vua OK
D.4.3 COMBINED TENSILE AND SHEAR LOADS NOT APPLICABLE
D.7 INTERACTION OF TENSILE AND SHEAR LOADS
D.7.3 SHEAR -TENSION INTERACTION ON BOLT BOLT .
Nua/(phi*Nsa)+Vua/(phi*Vsa) = 0.17 <1.2 OK
D.7.3 SHEAR -TENSION INTERACTION ON CONCRETE CONCRETE
Nua/(phi*Ncbg)+Vua/(phi*Vcbg) = 0.58 <1.2 OK
DESIGNED ANCHORAGE: 1- 3/4" SIMPSON CARBON STEEL STRONG -BOLT ANCHOR
5 3/4" NOMINAL EMBEDMENT INTO CONCRETE
ADEQUATE FOR WIND SHEAR
C4" MINIMUM EDGE DISTANCE
D.4.4 STRENGTH REDUCTION FACTOI
a) DESIGN FOR DUCTILE STEEL ELEMENT
i) TENSION LOADS (ESR -1771 TABLE 2) 0.65
ii) SHEAR LOADS (ESR -1771 TABLE 3) 0.60
c) DESIGN FOR CONCRETE FAILURE MODES
CONDITION A (ADDD'L REINF) CONDITION B (NO REINF)
i) SHEAR LOADS 0.75 (ESR -1771 TABLE 3) 0.75 WIND
ii) TENSION LOADS 0.75 (ESR -1771 TABLE 2) 0.55
D.5.2.2 ARE ANCHORS CAST -IN OR POST INSTALLED? (CAST OR POST) POST
DANIEL J. DOBBIE
aD Professional Engineer Page: 106
,Q P.O. Box 2156 Job No: 15039
15925 Renee Way Date: November 2015
Flournoy, CA 96029
Phone (530) 833-5423 Kijeong Jeon Garage
ANCHOR BOLT DESIGN (STRENGTH METHOD) (CONT.)
D.5.1.1
NOMINAL STRENGTH OF SINGLE OR GROUP OF ANCHOR IN TENSION (Nsa)
D.5.1.2
Nsa = n*NSA
34.1 KIPS
NUMBER OF ANCHORS IN THE GROUP (n)
1
ANCHOR BOLT DIAMETER (do)
0.75 IN
TENSION RESISTANCE OF STEEL (NSA) (ESR -1771 TABLE 2)
34.125 KIPS
D.5.2
CONCRETE BREAKOUT STRENGTH IN TENSION
D.5.2.1
NOMINAL CONCRETE BREAKOUT STRENGTH FOR GROUP OF ANCHORS (Ncbg)
Ncbg = Anc/Anco*Yed,N*Yc,N*Ycp,N*Nb
5.1 KIPS
PROJECTED CONCRETE FAILURE AREA GROUP OF ANCHORS (Anc)
Anc = (ca1+s1+1.5*hef)*(ca2+s2+1.5+hef)
80 IN^2
EFFECTIVE EMBEDMENT DEPTH (hef) (ESR -1771 TABLE 1)
5.000 IN
BOLT SPACING X AXIS (s1)
0 IN
BOLT SPACING Y AXIS (s2)
0 IN
DISTANCE BOLTS TO EDGE OF CONCRETE X AXIS (cal)
6 IN
DISTANCE BOLTS TO EDGE OF CONCRETE Y AXIS (ca2)
4 IN
PROJECTED CONCRETE FAILURE AREA SINGLE ANCHOR (Anco)
Anco = 9*hef^2
64 IN^2
D.5.2.2
BASIC CONCRETE BREAKOUT STRENGTH (Nb)
Nb = kc*(fc)^.5*(hef)^1.5
4.1 KIPS
COEFFICIENT FOR POST INSTALLED (kc)
17
COMPRESSIVE STRENGTH OF CONCRETE (f c)
3000 PSI
D.5.2.3
ANCHORS LOCATED < 1.5*hef AT 3 OR MORE SIDES? CHECK:
YES
USE: EFFECTIVE EMBEDMENT DEPTH (hef)
2.67 IN
D.5.2.5
MODIFICATION FACTOR FOR EDGE EFFECTS (Yed,N)
1.15 Y AXIS
Yed,N = .7+.3*ca1/(1.5*hef)
1.00 X AXIS
D.5.2.6
MODIFICATION FACTOR FOR CRACK ZONE (Yc,N) (ESR -1771)
1.00
D.5.2.7
MOD. FACTOR POST INSTALLED ANCHORS, UNCRKD (Ycp,N)
1.0
D.5.3
PULLOUT STRENGTH OF STEEL ANCHORS IN TENSION
D.5.3.1
NOMINAL PULLOUT STRENGTH OF ANCHOR (Np,cr)
Np,cr (ESR -1771 TABLE 2)
9.85 KIPS
PULLOUT STRENGTH OF BOLT GROUP (n*Np,cr)
9.85 KIPS
D.6.1
STEEL STRENGTH OF ANCHORS IN SHEAR
D.6.1.2
NOMINAL STRENGTH OF GROUP OF ANCHORS IN SHEAR (Vsa)
Vsa = (ESR -1771 TABLE 3)
10.650 KIPS
STEEL STRENGTH OF BOLT GROUP (n*Vsa)
10.650 KIPS
D.6.2
CONCRETE BREAKOUT STRENGTH IN SHEAR
D.6.2.1
NOMINAL CONRETE BREAKOUT STRENGTH (Vcbg)
Vcbg = Avc/Avco*Yec,V*Yed,V*Yc,V*Vb
2.54 KIPS
PROJECTED CONCRETE FAILURE AREA GROUP OF ANCHORS (Avc)
Avc = (2*(1.5*cal)+s1)*ha
144 IN"2
MEMBER THICKNESS (ha)
12 IN
PROJECTED CONCRETE FAILURE AREA SINGLE ANCHOR (Avco)
Avco = 4.5*ca 1 ^2
162 INA 2
BASIC CONCRETE BREAKOUT STRENGTH -(Vb)
Vb = 7*(le/do)^.2*do^.5*fc^.5*cal^1.5
3.4 KIPS
LOAD BEARING LENGTH OF ANCHOR (le) = hef < 8*do
2.667 IN
D.6.2.5
MODIFICATION FACTOR FOR GROUPS W/ ECCEN. (Yec,V)
1.0
D.6.2.6
MODIFICATION FACTOR FOR EDGE EFFECT (Yed,V)
Yed,V = .7+.3"ca2/(1.5*cal)
0.8
D.6.2.7
MODIFICATION FACTOR FOR CRACK ZONE (Yc,V)
1.0
Butte County Department of Development Services
TIM SNELLINGS, DIRECTOR I PETE CALARCO, ASSISTANT DIRECTOR
7 County Center Drive
Oroville, CA 95965
(530) 538-7601 Office +
(530) 538-7785 Fax
www.buttecounty.net
December 31, 2015
Kijeong kon .
3813 Steamboat Rock Rd.
Oroville, CA 95965
Assessor Parcel Number: 041-410-048
Building Permit Number: B15-3043 Plan Check #1
Description: Detached garage
Occupancy Classification: U
Construction Type: V -B
Stories: 1
Fire Sprinklers: Yes
Building Total Area: U @ 672 SQ FT
Thank you for submitting permits for your building project. The permit documents have been reviewed and
comments are listed below. Please respond in writing to each comment. Complete and clear responses will
expedite the re -check and approval of this project. Please provide two revised plan sets with your response.
NON-STRUCTURAL COMMENTS:
1. Please contact the Butte County Fire Department to determine their requirements for the proposed
structure. Butte County Fire is located at 176 Nelson Avenue, Oroville, Ca. and their phone number is 530-
538-7888. o,k)�
2: Please specify the location of an attic access opening for attic areas having a clear height over 30" and
provide a 22" x 30" minimum size opening in accordance with 2013 CRC Section R807.1 and 2013 CMC
Section 904.10. The attic access opening shall be loFated in a hallway or other readily accessible location.
�$�F UNCI wft5' M -FM o.
3. Please provide and show, the garage floor slope. The area of floor used for parking of automotive or other
vehicles shall be sloped to facilitate the movement of liquids to a drain or toward the main vehicle entry
doorway. 2013 CRC Section R309.1. I
. sIE�G- ' 1W6 Iles
4. Please specify the ground immediately adjacent to the foundation shall be sloped away from the building
at a slope of not less than 6 -inches within the first 10 -feet (5% slope). 2013 CRC Section R401.3.
�
n�C onf
5. -Please provide a stair an2 h�and rail detail plans.N�rz's
Lr VtL 1'�� �,VN C�= I s l
6. All receptacles within the garages shall be GFCI protected. 2013 CEC Art. 210.8 (A)(2).
-T
r,
DANIEL J. DOBBIE
Professional Engineer
P. O. Box 2156
15925 Renee Way
Flournoy, CA 96029
(530) 833-5423 Mobile:(530) 840-4741
dandobbie!ir,.dm-tec.h.coni
January 26, 2016
Job No. 15039
Butte County Department of Development Services
Building Division
7 County Center Drive
Oroville, CA 95965
Attention: Philo Hunt, Plan Check Engineer
Re: Jeon Garage, APN: 041-410-048
Mr. Hunt,
Following are itemized responses to your plan check performed on December 31, 2015 as they
pertain to my portion of work. Other responses shall be provided by the owner.
NON-STRUCTURAL COMMENTS:
1. The owner shall contact the Butte County Fire Department for their requirements as
requested.
2. Since there is no enclosed attic on this project no attic access will be provided.
3. A note showing garage floor slope has been added to the Floor/Foundation Plan on sheet 2. `
4. A note indicating that the ground immediately adjacent. to the foundation to be sloped has
been added to the Floor/Foundation Plan on sheet 2.
5. The owner has conferred with the county to conclude that no hand rail detail shall be
required.
6. A separate electrical plan has been submitted and shall show all receptacles within the garage
to be GFCI protected.
T. A note indicating any automatic garage door opener to be in accordance with UL 325 has
been added to the Floor/Foundation Plan on sheet 2.
8. A note concerning properly supporting receptacle outlets has been added to the
Floor/Foundation Plan on sheet 2.
9. A separate electrical plan has been submitted and shall show electrical panel and subpanel
grounding as requested.
Thank you for your review of this project. Q�pFESS/CN
J. Doa�F
Respectfully, o� �� 2G,
t w `No.42028 m
* Exp. 03/31/16
Daniel YDobbie, P.E. �9T CIVIL -
C42028 FOF CAt�F�
k
7. Please specify that the automatic garage door opener shall be listed in accordance with UL 325. CRC
R309.4 and Health and Safety Code Sections 19890 and 19891.
N0 -r To -C-Lt-- c 7f21 C ? l-14�AtET
8. Fixtures, lamp holders and receptacles outlets shall be securely supported. A fixture that weighs more
than 6 pounds or exceeds 16 inches in any dimension shall not be supported by the screw shell of a lamp
holder per 2013 CEC Art. 410.30 (a). Outlet boxes shall not be used as the sole support for ceiling (paddle)
fans per 2013 CEC Art. 314.27 ( ) & (D).
/,NJ0TH X P.- j To Lb. CTS' IC_ L.AA) SH kE T
9. Electrical panel and sub -panels grounding shall comply 2013 CEC Article 250-32. Provide separate,
grounding wire to each panel from main electrical service entrance panel.
STRUCTURAL COMN�NTS: �6b �D 7J -�Lt=C� /Z�G �L_H
1. None.
The Department of Development Services is currently open to the public from 8:00 am to 3:00 pm. If you
wish to discuss these plan check comments, please call during our business hours or contact us by e-mail at
the address below. Permit status can be tracked by logging on to h=://www.buttecouniy.net/dds and clicking
Building Permits Status.
Carl Nelson
Plans Examiner
(530)538-2875
Philo Hunt, P.E.
Plan Check Engineer
(530) 538-2130
phunt@buttecounty.net