B20-0403 - 26341 CALLE ROBERTOCITY OF SAN JUAN CAPISTRANO
BUILDING PERMIT
ISSUED
06/15/2020
Permit No. B20-0403
DESCRIPTION 20 X 22 Prefab garage ( 440sf) ELECTRICAL PERMIT AMOUNT
Pennit Number B20-0403
ISSUED_BY DBI
SITE_APN 649-061-08
SITE_LOT_NO 28
SITE_TRACT
SITE_SUBDIVISION
JOBVALUE $ 5,000 Total Electrical
OCCUPANCY_ TYPE
PERMIT TYPE ACCESSORY STRUCTURE PLUMBING PERMIT AMOU~T
BUILDING _SF 0
NO_STORIES 2
NO UNITS 0
JOB ADDRESS: 26341 CALLE ROBERTO
OWNER NAME GOO, DENNIS DK
PHONE
MAILING ADDRESS 26341 CALLE ROBERTO
CITY ,STATE,ZIP SAN JUAN CAPISTRANO, CA 92675 Total Plumbing
CONTRACTOR NAME TUFF SHED INC MECHANICAL PERMIT AMOUNT
ST LIC # 661664
ST LIC EXPIRE 12/31 /2020
PHONE (303) 474-5524
ADDRESS 1777 S HARRISON STREET
CITY, ST, ZIP DENVER, CO 80210
TENANT NAME
PHONE#
MAILING ADDR
CITY, ST, ZIP Total Mechanical
ARCH/ENG/DESIGNER MOBILE HOME PERMIT AMOUNT
PHONE#
MAILING ADDRESS
ST LICENSE#
CITY, ST, ZIP
I have carefully examined the completed pennit application and do hereby certify under penalty of
perjury that all infonnation hereon including the declarations are true and correct and I further Total Mobile Home
certify and agree ifa pennit is issued: to comply with all City, County, and State laws governing Expiration: Every permit issued by the Building Official under the provisions cf this Code shall expire by building construction, whether specified herein or not. I also agree to save, indemnify and keep
hannless the City of San Juan Capistrano against all liabilities, judgment~ costs and expenses limitation and become null and void. If the building or work authorized by such permit is not commenced
which may in any way accrue against said City in consequence of the granting of this pem1it. within 180 days from the date rf such permit, or if the building or work authorized by such permit is
-~ DicocheA suspended or abandoned at any time after the work is commenced for a period of 180 days.
Owner/Cont!actor Arturo
Prif!.~_l~-ame IA!~ _J
An OSHA penuit is required for excavations over 5'0" deep and demolition or construction of
Applicant's
strnctw·es over 3 stories in height.
f1101raU1m I hereby affinn~that I am licensed under provisions of Chapter 9 of Division 3 of the Business and Professions Code, and my license is in full force and effect.
Qwoer/Buildec; I, as owner of the property, or my employees with wages as their sole compensation, will do the work and the structure is not intended or offered for sale. (Sec 7044, Business and Professions
the Contractor's License Laws does not apply to and owner of property who builds or improves thereon, who does such work himself or through his employees, provided that such improvements are not
intended or offered for sale. If however, the building or unprovement is sold within one year of completion. the owner-builder will have the burden of proving that he did not build or improve for the purpose of sale)
Qwncr/BuUder-I. as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractor's License Law does not
apply to an owner of property who builds or improves thereon and who contracts for such projects with a contractor's) license pursuant to the Contractor's License Law.
[..&...,,_ Wi>cl<ec< (11mpegsatjoo-l hereby affinn under penalty of perjury one of the following declarations:! have and will maintain workers' compensation insurance, as required by Section 3700 ofth
Labor Code, for the perfonnance of the work for which this pemlit is issued. My workers' compensation insurance carrier and policy number are: Carrier OLD REPUBLIC INSURANCE COMPANY
Policy#MWCJ 1257220 (This section needs to be completed if the pennit is for one hundred dollars($ I 00) or less)
___ I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to the workers' compensation
laws of California and agree that if I should become subject to the workers' compensation provisions of Section 3700 of the Labor Code, I shall forthwith comply with those provisions.
Date Applicant
WARNING·FAJLURE TO SECURE WORKERS'COMPENSATION COVERAGE IS UNLAWFUL. AND SHALL SUBJECT AN EMPLOYER TI CRIMINAL PENALTIES AND CIVIL FINES UPTO ONE HUNDRED
TIIOUSDAND DOLLARS($ I 00.000) IN ADDITION TO TIIE COST OF COMPENSATION. DAMAGES AS PROVIDED FOR IN SECTION 3706 OF THE LABOR CODE, INTEREST, AND ATTORNEY'S FEES.
FINAL
02/26/21
CITY OF SAN JUAN CAPISTRANO
BUILDING PERMIT FEES
te: 6/1 s12020
• B20-0403 nt: TUFF SHED INC
P one/E-Mail (303) 474-5524
0 ocat1on: 26341 CALLE ROBERTO
Account# Type
01-44221 Building Permit
01-44223 Mechanical
01-44224 Plumbing
01-44225 Electrical
01-44221 Mobile Home Permit
01-44222 Grading Permit Fee
01-44231 Grading Plan Check
01-44222 On-Site Residential Permit
01-44231 On-Site Residential Plan Check
Subtotal
01-44230 Bond Processing
01-44230 Building Plan Check
01-44230 Additional Plan Check
01-44230 Digital Record Fee ($1.00 per sheet)
01-44221 C & D Administrative Fee
01-44221 Special lnspection-Reinspection
01-44222 On-Site Commercial/Tract Permit Fee
01-44231 On-Site Commercial/Tract Plan Check Fee
01-44214 Geotechnical Soils Plan Re1.1ew
10-44320 Ordinance 211
10-42510 Ordinance 364
01-45354 Copies @ .20 Each
90-23331 SMIP Fee
33-44370 H.0.P.E. Fee (Housing in Lieu)
Other Fees
rcA Fees I Date Received
HOA Approval I Date Received
!School Fees I Date Received
I Engineenng t=ees I Date Received
Water Di1.1sion Fees Date Received
01-44221 Title 24 Energy Pro1.1sion (20% Permit Subtotal & Bldg Plan Check))
01-44221 Title 24 ADA Fee (10% Permit Subtotal & Bldg Plan Check)
01-44240 NPDES Permit Fee (10% Permit Subtotal)
90-23000 Refundable Bond/Deposit Posted by Owner Contractor
90-23000 Refundable Bond/Deposit Posted by Owner Contractor
TOTAL FEES PAYABLE TO CITY OF SAN JUAN CAPISTRANO
Cost
$ 148.86
$ 0.00
$ 0.00
$ 0.00
$ 0.00
$ 0.00
$ 0.00
$ 0.00
$ 0.00
$ 148.86
$ 0.00
$ 0.00
$ 0.00
$ 28.50
$ 0.00
$ 0.00
$ 0.00
$ 0.00
$ 0.00
$ 0.00
$ 0.00
$ 0.00
$ 0.65
$ 0.00
$ 413.51
$ 0.00
$ 0.00
$ 14.89
Type $ 0.00
Type
$ 606.41
Receipt# -=-7=59'-'4..::..0 __ Date: 6/15/2020 Cashier: _____________ _
1
B20 0403
Site:
Project: 20.0' x 22.0'
Store:
1281 N. Sunshine Way
Anaheim, CA 92806
Engineer:
Tuff Shed Inc.
1777 South Harrison St., Ste. 600
Denver, CO 80210
Date:
Structural Calculations
for
April 2, 2020
Garage
Inv. No. 1462144
Dennis Goo
26341 Calle Roberto
San Juan Capistrano, CA 92675
140 - Anaheim
Timothy Cahalan, P.E.
(303) 753-8833 ext. 96319
TCahalan@tuffshed.com
Page 1 of 8
Building Code: 2019 CBC
Seismic Design Category: D
Basic Wind Speed: 100 mph
Wind Exposure: C
Width: 22.0 ft.
Length: 20.0 ft.
Side Wall Height: 8.09 ft.
Stud Size: 2x4
Stud Spacing: 16 in. o.c.
Wall Sheathing: 7/16" OSB
Roof Sheathing: 7/16" OSB
Wall Wood Species & Grade: HF Stud
Wall "A" Overhang: 12.0 in.
Wall "B" Overhang: 12.0 in.
Wall "C" Overhang: 12.0 in.
Wall "D" Overhang: 12.0 in.
Foundation: Concrete - Monolithic Foundation with Curb
Anchor: J- or L-Bolts
Anchor Bolt Diameter: .63 in.
Span: 22.0 ft.
Left Overhang: 12.0 in.
Right Overhang: 12.0 in.
Spacing: 24 in. o.c.
Pitch: 5./12
Lumber: HF #2
Roofing: Composition Shingles
Top Chord Live/Snow Load: 25 psf
Top Chord Dead Load: 10 psf
Bottom Chord Live Load: 0 psf
Bottom Chord Dead Load: 10 psf
Risk Category: II-Regular
Building Specifications
Trusses
DESIGN CRITERIA
Page 2 of 8
Page 3 of 8
Top Chord Live/Snow Load: 25 psf
Top Chord Dead Load: 10 psf Tributary Width= 2.0 ft.
Bottom Chord Live Load: 0 psf Height of wall above Header= 4.50 ft.
Bottom Chord Dead Load: 10 psf Moment= 55,131 in.-lbs.
Reaction= 1,114 lbs.
Header Size: 2x12 Header Size: 1¾x7¼ LVL
Number of Headers: 2 Number of Headers: 2
Header depth= 11.25 in.Header depth= 7.25 in.
Total header width= 3.0 in.Total header width= 3.50 in.
Header span= 16.50 ft.Fb=850 psi Header span= 16.50 ft.Fb=2600 psi
Ft=525 psi Ft=1555 psi
Fv=150 psi Fv=285 psi
Sx=63.28 cu.in.FcP=405 psi Sx=30.66 cu.in.FcP=750 psi
F'b=878 psi Fc=1300 psi F'b=2847 psi Fc=2510 psi
fb=871 psi E= 1,300,000 psi fb=1798 psi E= 1,900,000 psi
Emin=470,000 psi Emin=965,710 psi
Good/No Good?O.K.Good/No Good?O.K.
CD=1.15 Duration CD=1.15 Duration
CM=1.00 Wet Service CM=1.00 Wet Service
F'v=173 psi Ct=1.00 Temperature F'v=328 psi Ct=1.00 Temperature
fv=50 psi CL=0.90 Beam Stability fv=66 psi CL=0.95 Beam Stability
Good/No Good?O.K.CF=1.00 Size Good/No Good?O.K.CF=1.00 Size
Cfu=1.00 Flat Use Cfu=1.00 Flat Use
Ci=1.00 Incising Ci=1.00 Incising
E'= 1,300,000 psi Cr=1.00 Repetitive Member E'= 1,900,000 psi Cr=1.00 Repetitive Member
I= 355.957 Cf=1.00 Form I= 111.148 Cf=1.00 Form
Deflection Ratio= L/180 TL (L/x) L/240 LL(L/x) Deflection Ratio= L/180 TL(L/x) L/240 LL(L/x)
Allowable Deflection= 1.10 in. .83 in. Allowable Deflection= 1.10 in. 1.10 in.Δ= .49 in. .34 in.Δ= 1.07 in. .75 in.
Good/No Good?O.K. O.K.Good/No Good?O.K. O.K.
Top Chord Live/Snow Load: 25 psf
Top Chord Dead Load: 10 psf Tributary Width= 12.0 ft.
Bottom Chord Live Load: 0 psf Height of wall above Header= 1.50 ft.
Bottom Chord Dead Load: 10 psf Moment= 8,793 in.-lbs.Reaction= 902 lbs.
Header Size: 2x4 Header Size: 1¾x3½ LVL
Number of Headers: 2 Number of Headers: 2
Header depth= 3.50 in.Header depth= 3.50 in.
Total header width= 3.0 in.Total header width= 3.50 in.
Header span= 3.25 ft.Fb=850 psi Header span= 3.25 ft.Fb=2600 psi
Ft=525 psi Ft=1555 psi
Fv=150 psi Fv=285 psi
Sx=6.13 cu.in.FcP=405 psi Sx=7.15 cu.in.FcP=750 psi
F'b=1460 psi Fc=1300 psi F'b=2981 psi Fc=2510 psi
fb=1436 psi E= 1,300,000 psi fb=1231 psi E= 1,900,000 psi
Emin=470,000 psi Emin=965,710 psi
Good/No Good?O.K.Good/No Good?O.K.
CD=1.15 Duration CD=1.15 Duration
CM=1.00 Wet Service CM=1.00 Wet Service
F'v=173 psi Ct=1.00 Temperature F'v=328 psi Ct=1.00 Temperature
fv=129 psi CL=1.00 Beam Stability fv=110 psi CL=1.00 Beam Stability
Good/No Good?O.K.CF=1.50 Size Good/No Good?O.K.CF=1.00 Size
Cfu=1.00 Flat Use Cfu=1.00 Flat Use
Ci=1.00 Incising Ci=1.00 Incising
E'= 1,300,000 psi Cr=1.00 Repetitive Member E'= 1,900,000 psi Cr=1.00 Repetitive Member
I= 10.71875 Cf=1.00 Form I= 12.50520833 Cf=1.00 Form
Deflection Ratio= L/180 TL (L/x) L/240 LL(L/x) Deflection Ratio= L/180 TL(L/x) L/240 LL(L/x)
Allowable Deflection= .22 in. .16 in. Allowable Deflection= .22 in. .22 in.
Δ= .10 in. .06 in.Δ= .06 in. .03 in.
Good/No Good?O.K. O.K.Good/No Good?O.K. O.K.
Header: Wall A, Hdr 1
Lumber
HF #2
Lumber
LVL 2600Fb
Lumber
Deflection Deflection
Lumber
HF #2 LVL 2600Fb
Bending
Header: Wall B, Hdr 2
Bending Bending
Shear Shear
Lumber FactorsLumber Factors
OR
Bending
OR
Lumber Factors Lumber Factors
Deflection Deflection
Shear Shear
Page 4 of 8
Trimmer for:Trimmer for:
Fb= 675 psi Fb= 675 psi
Load= 1,114 lbs. Ft= 400 psi Load= 902 lbs. Ft= 400 psi
width= 3.50 in. Fv= 150 psi width= 3.50 in. Fv= 150 psi
thickness= 1.50 in. FcP= 405 psi thickness= 1.50 in. FcP= 405 psi
No. of members= 1 Fc= 800 psi No. of members= 1 Fc= 800 psi
Unbraced Length(x)(width)= 90.0 in. Emin= 440,000 psi Unbraced Length(x)(width)= 90.0 in. Emin= 440,000 psi
Unbraced Length(y)(thickness)= 6.0 in. Unbraced Length(y)(thickness)= 6.0 in.
Effective Length factor, Ke(x)=1 Effective Length factor, Ke(x)=1
Effective Length factor, Ke(y)=1 CD= 1.15 Duration Effective Length factor, Ke(y)=1 CD= 1.15 Duration
CM= 1.00 Wet Service CM= 1.00 Wet Service
c= 0.8 Ct= 1.00 Temperature c= 0.8 Ct= 1.00 Temperature
A= 5.25 sq.in. CL= 1.00 Beam Stability A= 5.25 sq.in. CL= 1.00 Beam Stability
(l/d)x= 25.71 CF= 1.05 Size (l/d)x= 25.71 CF= 1.05 Size
(l/d)y= 4.00 Cfu= 1.00 Flat Use (l/d)y= 4.00 Cfu= 1.00 Flat Use
E'min= 440,000 psi Ci= 1.00 Incising E'min= 440,000 psi Ci= 1.00 Incising
Cr= 1.00 Repetitive Member Cr= 1.00 Repetitive Member
Cf= 1.00 Form Cf= 1.00 Form
CT= 1.00 Buckling Stiffness CT= 1.00 Buckling Stiffness
FcE= 22605.00 FcE= 546.99 FcE= 22605.00 FcE= 546.99
F*c= 966.00 F*c= 966.00 F*c= 966.00 F*c= 966.00
FcE/F*c= 23.40 FcE/F*c= 0.57 FcE/F*c= 23.40 FcE/F*c= 0.57
1+FcE/F*c/2c= 15.25 1+FcE/F*c/2c= 0.98 1+FcE/F*c/2c= 15.25 1+FcE/F*c/2c= 0.98
CP= 0.99 CP= 0.48 CP= 0.99 CP= 0.48
F'c= 957.53 F'c= 462.19 F'c= 957.53 F'c= 462.19
Pallowable= 5,027 lbs. Pallowable= 2,426 lbs. Pallowable= 5,027 lbs. Pallowable= 2,426 lbs.
Good/No Good?O.K.Good/No Good?O.K.Good/No Good?O.K.Good/No Good?O.K.
Strong Axis Calculations (x)
Lumber Factors
Header: Wall A, Hdr 1
HF Stud
Weak Axis Calculations(y)
Header: Wall B, Hdr 2
HF Stud
Lumber Factors
Weak Axis Calculations(y) Strong Axis Calculations (x)
Page 5 of 8
Building Code: 2019 CBC
Seismic Design Classification: D
Site Class: D
Ss=1.191 Figure 22-1
F= 1 Section 12.14.8.1
Fa=1.2 Table 11.4-1
R= 6.5 Table 12.14-1
I= 1 Table 11.5-1
ρ=1.30
W= 13,078 lbs.
S= lbs. 20% of snow weight (if applicable)
SDS=0.95 Eq. 12.14-11
V= 2,492 lbs. Eq. 12.14-11
SEISMIC CALCULATIONS
Page 6 of 8
Wind Speed, vASD:77 mph
Basic Wind Speed, V: 100 mph
Wind Exposure: C
Risk Category: II-Regular
Roof Angle= 22.62
Gable Wall Span= 22.0 ft.
Longitude Wall Span= 20.0 ft.
Mean Roof Height= 12.67 ft.
Enclosure Classification: Enclosed Section 26.10
Kzt=1 Section 26.8
Kz=0.85 Table 26.10-1
Kd=0.85 Table 26.6-1
Ke=1 Table 26.9-1
GCpi=±0.18 Table 26.13-1
qh=18.50 psf Eq. 26.10-1
12345 61E2E 3E 4E
Load Case A 0.54 -0.45 -0.47 -0.41 N/A N/A 0.77 -0.72 -0.65 -0.60
Load Case B -0.45 -0.69 -0.37 -0.45 0.40 -0.29 -0.48 -1.07 -0.53 -0.48
Load Case A (-GCpi)6.62 psf -11.73 psf -11.97 psf -10.99 psf N/A N/A 10.93 psf -16.63 psf -15.32 psf -14.39 psf
Load Case A (+GCpi)13.28 psf -5.07 psf -5.31 psf -4.33 psf N/A N/A 17.59 psf -9.97 psf -8.66 psf -7.73 psf
Load Case B (-GCpi)-11.65 psf -16.09 psf -10.17 psf -11.65 psf 4.07 psf -8.69 psf -12.21 psf -23.12 psf -13.13 psf -12.21 psf
Load Case B (+GCpi)-4.99 psf -9.43 psf -3.51 psf -4.99 psf 10.73 psf -2.03 psf -5.55 psf -16.46 psf -6.47 psf -5.55 psf
max. pL=17.59 psf Side Wall, maximum wind pressure
max. pT=16.0 psf Gable End Wall, maximum wind pressure
max. pwall=17.59 psf
max. proof=-23.12 psf
VL=2,231 lbs. Max. Longitudinal Shear
VT=2,230 lbs. Max. Transversial Shear
Max. uplift pressure= -12,207 lbs. Max. uplift pressure on the building due to wind on roof
Length (for shear)
Wall A: 6.0 ft.
Wall B: 17.0 ft.
Wall C: 22.0 ft.
Wall D: 20.0 ft.
Sheathing* Nail Size
Edge
Nailing
Boundary
Nailing vallow
HF/SPF
Factor
Roof 7/16" OSB 8d 6 in. o.c. 12 in. o.c. v= 180.0 plf 167.4 plf 0.93
Wall 7/16" OSB 8d 6 in. o.c. 12 in. o.c. v= 265.0 plf 246.5 plf 0.93
Wall 7/16" OSB 8d 4 in. o.c. 12 in. o.c. v= 335.0 plf 311.6 plf 0.93
Wind Seismic vallow 2bs/h edge nailing
Wall A: 223.0 plf Wall A: 145.4 plf 231.1 plf C0=1.00 0.74 3" o.c.
Wall B: 78.7 plf Wall B: 51.3 plf 202.6 plf C0=0.82 1.00 6" o.c.
Wall C: 60.8 plf Wall C: 39.6 plf 246.5 plf C0=1.00 1.00 6" o.c.
Wall D: 66.9 plf Wall D: 43.6 plf 246.5 plf C0=1.00 1.00 6" o.c.
Roof= 66.9 plf 167.4 plf
Wind Calculations (MWFRS)
Diaphragm Calculations
ASCE 7-16 Chapt. 28 Part 1
GCpfp*Must be Rated sheathing
Page 7 of 8
Fb=1500 psf Min. allowable bearing pressure
Foundation Stem above grade= 8.0 in. Height of foundation from the top of the grade to the top of the foundation/stemwall
Foundation Depth= 12.0 in. Depth of the foundation from the top of the grade to the bottom of the footing
Pmax=620.9 plf Max. load per foot of wall
bftg=4.97 in. min. required footing width
PLmax=1,646 lbs. Maximum point load
bftg=158.03 sq.in. Min. required footing area
Rectangular pad= 3.95 in. min. required footing width
Min. No. anchor bolts= 2 Min. No. anchor bolts= 3
Width= 6.0 ft.Width= 17.0 ft.
Height= 8.09 ft.Height= 8.09 ft.
Pwind=2,230 lbs.Pwind=2,231 lbs.
Pseismic=1,246 lbs.Pseismic=1,246 lbs.
Wall Weight= 315.24 lbs.Wall Weight= 969.18 lbs.
Upliftwind=1,646.14 lbs.Provide SSTD16 anchor bolts/ HDU2 holddown Upliftwind=152.29 lbs.
Upliftseismic=1,018.45 lbs.at corners and each side of door.Upliftseismic=.0 lbs.
Allowable Service, wind: 1.50 N.G. Holddowns required.Allowable Service, wind: 0.58 ok. No additional holddowns required.
Allowable Service, seismic: 0.60 ok. No additional holddowns required.Allowable Service, seismic: 0.22 ok. No additional holddowns required.
Min. No. anchor bolts= 3 Min. No. anchor bolts= 3
Width= 22.0 ft.Width= 20.0 ft.
Height= 8.09 ft.Height= 8.09 ft.
Pwind=2,230 lbs.Pwind=2,231 lbs.
Pseismic=1,246 lbs.Pseismic=1,246 lbs.
Wall Weight= 1,091.88 lbs. Wall Weight= 1,114.80 lbs.
Upliftwind=.0 lbs.Upliftwind=.0 lbs.
Upliftseismic=.0 lbs.Upliftseismic=.0 lbs.
Allowable Service, wind: 0.57 ok. No additional holddowns required.Allowable Service, wind: 0.57 ok. No additional holddowns required.
Allowable Service, seismic: 0.22 ok. No additional holddowns required.Allowable Service, seismic: 0.22 ok. No additional holddowns required.
Wind uplift= -12,207.36 lbs.
Min. building weight= 7,846.68 lbs.
Additional min. dead load= .0 lbs. additional dead load due to steel floor, wood base, or other permanent loads,if any, (not including foundation)
Net uplift= -4,360.68 lbs.
Total no. of anchor bolts (min.)= 11 (Does not include additional holddowns for overturning of the walls.)
Anchor bolt uplift= 32,159.53 lbs.
OK. No additional anchors needed.
Building Uplift
Foundation Calculations
Overturning Calculations
Wall A Wall B
Wall C Wall D
Page 8 of 8
Axial Load
Stud Spacing= 16 in. o.c.Fb=675 psi
Max. Load on wall= 620.9 plf Ft=400 psi
Fv=150 psi
depth= 3.50 in.FcP=405 psi
width= 1.50 in.Fc=800 psi
No. of members= 1 Emin=440,000 psi
Length (depth)= 92.58 in. unbraced length (depth)(x)(in.) E= 1,200,000 psi
Length (width)= 12.0 in. unbraced length (width)(y)(in.)
Ke(x)=1 effective length factor (x)CD=1.15 Duration for gravity load
Ke(y)=1 effective length factor (y)CM=1.00 Wet Service
KcE=0.3 Ct=1.00 Temperature
c= 0.8 CL=1.00 Beam Stability
CF=1.05 Size for Fc
Load= 828 lbs. Load per stud Cfu=1.00 Flat Use
Ci=1.00 Incising
A= 5.25 sq.in.Cr=1.15 Repetitive Member
(l/d)x=26.45 Cf=1.00 Form
(l/d)y=8.00 CT=1.00 Buckling Stiffness (NDS 4.4.2)
E'min=440,000 psi CF=1.10 Size for Fb
CD=1.60 Duration for lateral load
Cr=1.50 Repetitive Member (wind)
FcE=5651.25 FcE=516.92
F*c=966.00 F*c=966.00
FcE/F*c=5.85 FcE/F*c=0.54
1+FcE/F*c/2c=4.28 1+FcE/F*c/2c=0.96
CP=0.96 CP=0.46
F'c=929.41 F'c=442.24
Pallowable=4,879 lbs.Pallowable=2,322 lbs.
Good/No Good?O.K.Good/No Good?O.K.
Wind Load
Wind load per stud= 23.5 plf
Moment= 2,094 in.-lbs.
Reaction= 90 lbs.
Header depth= 3.50 in.
Total header width= 1.50 in.
Header span= 8.0 ft.
Sx=3.06 cu.in.
F'b=1782 psi
fb=684 psi
Good/No Good?O.K.
F'v=240 psi
fv=26 psi
Good/No Good?O.K.
Combined Bending and Axial Loading
F'c=615.29 combine allowable compressive stress
fc=70 psi combine compressive stress
Combined stress index= 0.46
Good/No Good?O.K.
Bearing Wall Calculations
Bending
Shear
Lumber
HF Stud
Lumber Factors
Weak Axis Calculations(y) Strong Axis Calculations (x)
BUILDING DEPARTMENT REVISION
32400 Paseo Adelanto
San Juan Capistrano, CA 92675
949-493-1171
CONTRACTOR OF RECORD Tv--~ sheA
CONTACT NAME: A--r--tUyt) Di C,Olk\tlA.
CONTACT PHONE#
( 1(a0 ) 9--l~-'5l9t5
PERMIT NUMBER
JOB ADDRESS
d-lP3YI [i;.!le R,,_1...,ir....-r,
DEPARTMENT APPROVAL REQUIRED:
I REV# I
EMAIL ADDRESS PLANNING: t( YES NO
Nli co0heoi.@, tuftskeJ. COW)
INSTRUCTIONS:
1 . "CLOUD" the proposed changes on the drawings.
2 . Note the page number(s) on which the revision(s) occur.
3 . Provide description of proposed changes.
DESCRIPTION OF PROPOSED CHANGES:
PG#
ENGINEERING: Cl'.. YES NO
WATER: YES NO
[I] 1. Plo.n:> -P"Jt J: t r1ASS 1-fto..OOo
2. :fla-\'\S P4 t 3:
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DATE
BUILDING REVISION FEE: ESTIMATED REVIEW TIME:
$86.93/HOUR -1 HOUR MINIMUM -Per table 3.A.1 HOURS
I
FOR OFFICE USE ONLY
_ APPROVED BY:__________ DATE: _________ _
October 23, 2020
Tuff Shed Inc.
1281 Sunshine Way
Anaheim, CA 92806
Re: Anchor Bolt
Dennis Goo (EP-2624)
26341 Calle Roberto
San Juan Capistrano, CA 92675
To Whom It May Concern:
This is in response to the building department inspection comments regarding the missing anchor bolts.
It is acceptable to use 5/8” dia x 8” long Titen HD concrete screw anchor or equal with a minimum
embedment into the concrete of 5½” in leu of the cast in place anchors shown in detail 03S3. Anchors
shall be installed according to the manufactures recommendations.
If you have any questions, feel free to contact me.
Sincerely,
Timothy D Cahalan, P.E.
tcahalan@tuffshed.com
(720) 673-4779 ext. 96319
10/23/2020