HomeMy WebLinkAbout406 S Western Ave Unit #2 - Planstructural calculations
for
406 S WESTERN AVE
addition and remodel
406 S WESTERN AVE
SANTA ANA, CALIFORNIA 92703
30-Dec-25
CE JOB NO. : 25-5096
S T R U C T U R A L
3 2 4 E S O U T H S T , L O N G B E A C H , C A L I F O R N I A 9 0 8 0 5
T : 5 6 2 . 9 6 1 . 5 6 0 0 W W W . C A S T I L L O E N G I N E E R I N G . C O M
1
ARCHITECT CASTILLO ENGINEERING, INC.JOB
1205 Pine Avenue, Suite 201
Long Beach, CA 90813
ENGR. MC JOB NO. SHEET NO.
DESIGN CRITERIA
1 Soil supporting footings is natural grade or engineered fill.
2 Soil allowable bearing pressure used in design_______________________________
3 Footing shall extend into undisturbed soil or below finish grade whichever is lower, as
indicated on foundation plan.
4 All concrete shall develop a minimum compressive strength of 2500 psi in 28 days.
5 Reinforcing steel shall conform to ASTM 615, Grade 60.
6 Structural steel shall conform to the following:
Wide flange shapes ASTM A992
TS shapes ASTM A500, Grade B
Pipe shapes ASTM A53 , Grade B
Other rolled shapes, Bars and plates ASTM A36
7 Structural steel shall be fabricated in a shop of an approved fabricator.
8 All welding shall be done by Certified Welders.
9 Concrete Block shall conform to ASTM C90, Grade N-1.
10 Grout shall develop 2000 psi in 28 days.
11 Mortar shall be Type S and develop 1800 psi in 28 days.
12 All lumber shall be grade marked Douglas Fir. (Grading rule No. 17)
Light Framing Construction
Joist & Planks No. 2
Beams & Stringers No. 1
Posts & Timbers No. 1
13 Glue Laminated Timbers shall be combination No. 24F-V8.
14 Plywood shall conform to PS 1-95, Structural 1.
15 All material and workmanship shall conform to the requirements of
2022 California Building Code.
2
ARCHITECT CASTILLO ENGINEERING, INC.
1205 Pine Avenue, Suite 201
Long Beach, CA 90813
ENGR. MC DATE:SHEET NO.
Fb Ft Fcperp.Fc Fv E E min
CONSTRUCTION 1000 650 625 1650 180 1,500,000 550,000
NO. 2 900 575 625 1350 180 1,600,000 580,000
NO. 1 1200 825 625 1000 170 1,600,000 580,000
NO. 1 1350 675 625 925 170 1,600,000 580,000
COMBINATION 2400 1100 650 1650 265 1,800,000 930,000
NO. 24F-V8
y-dir 1450 1100 560 1650 230 1,600,000 830,000
WIDTH MORE THAN
2" GREATER THAN
THAN 2" GREATER
12/10/2020 11:00
DOUGLAS FIR-LARCH DESIGN VALUES
6" & WIDER
5x5 AND LARGER
WIDTH NOT MORE
GLU-LAM BEAMS
THICKNESS
2" TO 4" THICK
2" TO 4' WIDE
2" TO 4" THICK
GRADE
THAN THICKNESS
5" & THICKER
BEAM & STRINGER
DESIGNATION
POST & TIMBER
LIGHT FRAMING
JOIST & PLANKS
C:\Users\mcast\Dropbox\CE-OFFICE\CE-ENGINEERING\CE-SOFTWARE-10-CBC\WOOD\W-DESIGN VALUES
3
CASTILLO ENGINEERING PROJECT:
1205 PINE AVENUE, SUITE 201, LONG BEACH, CA 90813
37683.00
Wood :Douglas-Fir/Larch Cr = 1.15 (repetitive member factor)Fv =180 psi (for Light Framing and Joists & Planks)
E = 1,500,000 psi (Const Light Framing)Fv =170 psi (for Beams & Stringers and Posts & Timbers)
E = 1,600,000 psi (#2 Joists & Planks, #1 Beams & Stringers, #1 Posts & Timbers)
FLOOR ROOF
MEMBER:SIZE:(35 PCF)PROPERTIES:BENDING STRESS:1.00 (k-ft & k)Cd =1.00 (k-ft & k)Cd =1.25
Nominal Grade Type B (in)D (in)PLF A(in^2)S(in^3)I(in^4)Fb(psi)CF Fb x CF Vmax Mmax Mmax(rep)Vmax Mmax Mmax(rep)
2x4 Const. LF 1.5 3.50 1.3 5.3 3.1 5.4 1000 1.00 1000 0.63 0.26 0.29 0.79 0.32 0.37
2x6 #2 JP 1.5 5.50 2.0 8.3 7.6 20.8 900 1.30 1170 0.99 0.74 0.85 1.24 0.92 1.06
2x8 #2 JP 1.5 7.25 2.6 10.9 13.1 47.6 900 1.20 1080 1.31 1.18 1.36 1.63 1.48 1.70
2x10 #2 JP 1.5 9.25 3.4 13.9 21.4 98.9 900 1.10 990 1.67 1.76 2.03 2.08 2.21 2.54
2x12 #2 JP 1.5 11.25 4.1 16.9 31.6 178.0 900 1.00 900 2.03 2.37 2.73 2.53 2.97 3.41
2x14 #2 JP 1.5 13.25 4.8 19.9 43.9 290.8 900 0.90 810 2.39 2.96 3.41 2.98 3.70 4.26
4x4 Const LF 3.5 3.50 3.0 12.3 7.1 12.5 1000 1.00 1000 1.47 0.60 0.68 1.84 0.74 0.86
4x6 #2 JP 3.5 5.50 4.7 19.3 17.6 48.5 900 1.30 1170 2.31 1.72 1.98 2.89 2.15 2.47
4x8 #2 JP 3.5 7.25 6.2 25.4 30.7 111.1 900 1.30 1170 3.05 2.99 3.44 3.81 3.74 4.30
4x10 #2 JP 3.5 9.25 7.9 32.4 49.9 230.8 900 1.20 1080 3.89 4.49 5.17 4.86 5.62 6.46
4x12 #2 JP 3.5 11.25 9.6 39.4 73.8 415.3 900 1.10 990 4.73 6.09 7.00 5.91 7.61 8.76
4x14 #2 JP 3.5 13.25 11.3 46.4 102.4 678.5 900 1.00 900 5.57 7.68 8.83 6.96 9.60 11.0
6x4 #2 JP 5.5 3.50 4.7 19.3 11.2 19.7 900 1.00 900 2.31 0.84 2.89 1.05
6x6 #1 PT 5.5 5.50 7.4 30.3 27.7 76.3 1200 1.00 1200 3.43 2.77 4.29 3.47
6x8 #1 PT 5.5 7.50 10.0 41.3 51.6 193.4 1200 1.00 1200 4.68 5.16 5.84 6.45
6x10 #1 BS 5.5 9.50 12.7 52.3 82.7 393.0 1350 1.00 1350 5.92 9.31 7.40 11.6
6x12 #1 BS 5.5 11.50 15.4 63.3 121.2 697.1 1350 1.00 1350 7.17 13.6 8.96 17.0
6x14 #1 BS 5.5 13.50 18.0 74.3 167.1 1127.7 1350 0.99 1332 8.42 18.6 10.5 23.2
4
5
6
7
8
A-DESIGN LOADS-comp. shingles
CASTILLO ENGINEERING, INC
1205 Pine Avenue, Suite 201
Long Beach, CA 90813
ROOF LOADS
composite shingles 2.5 psf
re-roof 2.0 psf
1/2" plywwod 1.5 psf
rafters 4.0 psf
insulation 0.5 psf
Ceiling 3.0 psf
beams/headers 1.0 psf
MP&E/ misc.0.5 psf
D=15.0 psf
Lr=20.0 psf REDUCIBLE
FLOOR LOADS
flooring 1.0 psf
3/4" plywood 2.3 psf
joist 3.0 psf
ceiling 4.0 psf
beams/headers 2.0 psf
MP&E/ misc.2.7 psf
D=15.0 psf
L=40.0 psf
EXTERIOR WALL LOADS
7/8" stucco 10.0 psf
1/2" plywood 1.5 psf
2x6 studs at 16"oc 1.5 psf
insulation 0.5 psf
1/2" gyp board 2.3 psf
MP&E/ misc.0.2 psf
D=16.0 psf
INTERIOR WALL LOADS
1/2" gyp board 2.3 psf
1/2" plywood 1.5 psf
2x6 studs at 16"oc 1.5 psf
insulation 0.5 psf
1/2" gyp board 2.3 psf
MP&E/ misc.1.9 psf
D=10.0 psf
9
10
11
12
C.J.
B4
H1 H2 H3
H4 H5
H6H7
H8
HB1
B5
B2
B1
HB1
HB1
HB1
HB2
RJ1
RJ
1
RJ
1
RJ1
B3
ROOF FRAMING KEY PLAN
13
CASTILLO ENGINEERING INC.Project 406 S WESTERN AVE
1327 Loma Avenue
Long Beach, CA 90804
Engr. Date: Job No.25-5096 Sheet
Tag
Beam 5
L =3.16 ft
Member=6x8 A =41.25 in^2
S =51.6 in^3
No. of members=1 I =193.4 in^4
CD=1.25 E =1,600,000 psi
CF=1.00 Va =4.675 kips
CV=1.00 Ma =5.156 k-ft
Cr=1.00
Total Load L/n=180
Live Load L/n=240
L=3.16ft
0.17 0.17
Uniform load (W1)
D L Trib
w1,1 (15 +20)x 1.33 =19.95 +26.6
w1,2 (16 +)x 4 =64 +0
w1,3 (+)x 0 =0 +0
w1,4 (+)x 0 =0 +0
w1,5 (+)x 0 =0 +0
W1 =83.95 +26.6 =0.111 klf
Triangular load (W2)
D L Trib `
w2,1 (0 +0)x 0 =0 +0
w2,2 (0 +0)x 0 =0 +0
w2,3 (0 +0)x 0 =0 +0
w2,4 (0 +0)x 0 =0 +0
w2,5 (0 +0)x 0 =0 +0
W2 =0 +0 =0.000 klf
Point Load (P1)
D L Trib.1 Trib.2
p1,1 (+)x 0 x 0 =0 +0
p1,2 (+)x 0 x 0 =0 +0
p1,3 (+)x 0 x 0 =0 +0
p1,4 (+)x 0 x 0 =0 +0
p1,5 (+)x 0 x 0 =0 +0 X1 (ft)X2 (ft)
P1 =0 +0 =0.00 kips 0 3.16
Point Load (P2)
D L Trib.1 Trib.2
p2,1 (+)x 0 x 0 =0 +0
p2,2 (+)x 0 x 0 =0 +0
p2,4 (+)x 0 x 0 =0 +0
p2,4 (+)x 0 x 0 =0 +0
p2,5 (+)x 0 x 0 =0 +0 X3 (ft)X4 (ft)
P2 =0 +0 =0.00 kips 0 3.16
Shear
R1=0.175 kips
R2=-0.175 kips Stress Ratio
Vmax=0.17 kips Vallow.=5.84 x 1 =5.8438 kips OK .03
Flexure
M=0.14 k-ft Mallow.=6.45 x 1 =6.4453 k-ft OK .02
Deflection
D =D w1 +Dw2 +D p1 +Dp2
D (D+L)=0.001 +0.000 +0.000 +0.000 =0.00 =L <L OK deflection:.00
47300 180
8E-04 +0
D (L Only)=2E-04 +0 +0 +0 =0 =L L OK deflection:.00
196581 240
USE:1- 6X8
flexure:
shear:
7/11/25 12:00 AM
B1
14
ARCHITECT CASTILLO ENGINEERING JOB
1205 Pine Avenue, Suite 201
Long Beach, CA 90813
ENGR. MC DATE JOB NO. 25-5096 SHEET NO.
NOTCH ON COMPRESSION FACE AT END
1.83
5.8
0.92
4.88
V 170 lbs member type=
b=5.5 in Fv=psi
d 7.5 in Cd=
dn= 4.88 in F'v=psi
e= 11.13 in 'e' > 'dn', therefore use Eq.(3.4-2)slope=4 :12
support member width w= 5.5 in
2012 NDS Equation 3.4-5
fv=
2b
= 3 x =psi < psi, therefore NA
2 x 5.5 x 7.50 - - 4.88 x 11
Use Eq. (3.4-2)
2012 NDS Equation 3.4-2
fv= 1.5V = psi < psi, therefore Satisfactory (.04)
b dn
5.50
4.88dn Rec'd=
B1
30
4.88
213
draftrer=
7.50
6x
170
1.25
213
170
w
3V
d-(d-dn)/(dn)*e
9 213
11/07/2025
C:\Users\Jesus\OneDrive\Documentos\WORK\EXEL TRABAJO\w-notched beam
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CASTILLO ENGINEERING INC.Project 406 S WESTERN AVE
1327 Loma Avenue
Long Beach, CA 90804
Engr. Date: Job No.25-5096 Sheet
Tag
Beam 5
L =3.16 ft
Member=4x8 A =25.38 in^2
S =30.7 in^3
No. of members=1 I =111.1 in^4
CD=1.25 E =1,600,000 psi
CF=1.30 Va =3.045 kips
CV=1.00 Ma =2.300 k-ft
Cr=1.00
Total Load L/n=180
Live Load L/n=240
L=3.16ft
0.36 0.36
Uniform load (W1)
D L Trib
w1,1 (15 +20)x 4.66 =69.9 +93.2
w1,2 (16 +)x 4 =64 +0
w1,3 (+)x 0 =0 +0
w1,4 (+)x 0 =0 +0
w1,5 (+)x 0 =0 +0
W1 =133.9 +93.2 =0.227 klf
Triangular load (W2)
D L Trib `
w2,1 (0 +0)x 0 =0 +0
w2,2 (0 +0)x 0 =0 +0
w2,3 (0 +0)x 0 =0 +0
w2,4 (0 +0)x 0 =0 +0
w2,5 (0 +0)x 0 =0 +0
W2 =0 +0 =0.000 klf
Point Load (P1)
D L Trib.1 Trib.2
p1,1 (+)x 0 x 0 =0 +0
p1,2 (+)x 0 x 0 =0 +0
p1,3 (+)x 0 x 0 =0 +0
p1,4 (+)x 0 x 0 =0 +0
p1,5 (+)x 0 x 0 =0 +0 X1 (ft)X2 (ft)
P1 =0 +0 =0.00 kips 0 3.16
Point Load (P2)
D L Trib.1 Trib.2
p2,1 (+)x 0 x 0 =0 +0
p2,2 (+)x 0 x 0 =0 +0
p2,4 (+)x 0 x 0 =0 +0
p2,4 (+)x 0 x 0 =0 +0
p2,5 (+)x 0 x 0 =0 +0 X3 (ft)X4 (ft)
P2 =0 +0 =0.00 kips 0 3.16
Shear
R1=0.359 kips
R2=-0.359 kips Stress Ratio
Vmax=0.36 kips Vallow.=3.81 x 1 =3.8063 kips OK .09
Flexure
M=0.28 k-ft Mallow.=3.74 x 1 =3.7369 k-ft OK .08
Deflection
D =D w1 +Dw2 +D p1 +Dp2
D (D+L)=0.003 +0.000 +0.000 +0.000 =0.00 =L <L OK deflection:.01
13236 180
0.003 +0
D (L Only)=0.001 +0 +0 +0 =0 =L L OK deflection:.01
32251 240
USE:1- 4X8
flexure:
shear:
7/11/25 12:00 AM
B2
16
CASTILLO ENGINEERING INC.Project 406 S WESTERN AVE
1327 Loma Avenue
Long Beach, CA 90804
Engr. Date: Job No.25-5096 Sheet
Tag
Beam 5 2.58ft 3.92ft
L =6.5 ft
Member=6x8 A =41.25 in^2
S =51.6 in^3
No. of members=1 I =193.4 in^4 0.24
CD=1.25 E =1,600,000 psi
CF=1.00 Va =4.675 kips
CV=1.00 Ma =5.156 k-ft
Cr=1.00
Total Load L/n=180
Live Load L/n=240
L=6.5ft
0.78 0.73
Uniform load (W1)
D L Trib
w1,1 (15 +20)x 3.75 =56.25 +75
w1,2 (16 +)x 4 =64 +0
w1,3 (+)x 0 =0 +0
w1,4 (+)x 0 =0 +0
w1,5 (+)x 0 =0 +0
W1 =120.25 +75 =0.195 klf
Triangular load (W2)
D L Trib `
w2,1 (0 +0)x 0 =0 +0
w2,2 (0 +0)x 0 =0 +0
w2,3 (0 +0)x 0 =0 +0
w2,4 (0 +0)x 0 =0 +0
w2,5 (0 +0)x 0 =0 +0
W2 =0 +0 =0.000 klf
Point Load (P1)
D L Trib.1 Trib.2
p1,1 (101.15 +134.85)x 1 x 1 =101 +135
p1,2 (+)x 0 x 0 =0 +0
p1,3 (+)x 0 x 0 =0 +0
p1,4 (+)x 0 x 0 =0 +0
p1,5 (+)x 0 x 0 =0 +0 X1 (ft)X2 (ft)
P1 =101 +135 =0.24 kips 2.58 3.92
Point Load (P2)
D L Trib.1 Trib.2
p2,1 (+)x 0 x 0 =0 +0
p2,2 (+)x 0 x 0 =0 +0
p2,4 (+)x 0 x 0 =0 +0
p2,4 (+)x 0 x 0 =0 +0
p2,5 (+)x 0 x 0 =0 +0 X3 (ft)X4 (ft)
P2 =0 +0 =0.00 kips 0 6.5
Shear
R1=0.777 kips
R2=-0.728 kips Stress Ratio
Vmax=0.78 kips Vallow.=5.84 x 1 =5.8438 kips OK .13
Flexure
M=1.36 k-ft Mallow.=6.45 x 1 =6.4453 k-ft OK .21
Deflection
D =D w1 +Dw2 +D p1 +Dp2
D (D+L)=0.025 +0.000 +0.007 +0.000 =0.03 =L <L OK deflection:.07
2404 180
0.025 +0
D (L Only)=0.01 +0 +0 +0 =0.01 =L L OK deflection:.04
5648 240
USE:1- 6X8
flexure:
shear:
7/11/25 12:00 AM
B3
17
ARCHITECT CASTILLO ENGINEERING JOB
1205 Pine Avenue, Suite 201
Long Beach, CA 90813
ENGR. MC DATE JOB NO. 25-5096 SHEET NO.
NOTCH ON COMPRESSION FACE AT END
1.83
5.8
0.92
4.88
V 730 lbs member type=
b=5.5 in Fv=psi
d 7.5 in Cd=
dn= 4.88 in F'v=psi
e= 11.13 in 'e' > 'dn', therefore use Eq.(3.4-2)slope=4 :12
support member width w= 5.5 in
2012 NDS Equation 3.4-5
fv=
2b
= 3 x =psi < psi, therefore NA
2 x 5.5 x 7.50 - - 4.88 x 11
Use Eq. (3.4-2)
2012 NDS Equation 3.4-2
fv= 1.5V = psi < psi, therefore Satisfactory (.19)
b dn
5.50
4.88dn Rec'd=
B3
130
4.88
213
draftrer=
7.50
6x
170
1.25
213
730
w
3V
d-(d-dn)/(dn)*e
41 213
11/07/2025
C:\Users\Jesus\OneDrive\Documentos\WORK\EXEL TRABAJO\w-notched beam
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CASTILLO ENGINEERING INC.Project 406 S WESTERN AVE
1327 Loma Avenue
Long Beach, CA 90804
Engr. Date: Job No.25-5096 Sheet
Tag
Beam 5 3.42ft 3.66ft
L =7.08 ft
Member=6x8 A =41.25 in^2
S =51.6 in^3
No. of members=1 I =193.4 in^4 0.78
CD=1.25 E =1,600,000 psi
CF=1.00 Va =4.675 kips
CV=1.00 Ma =5.156 k-ft
Cr=1.00
Total Load L/n=180
Live Load L/n=240
L=7.08ft
1.51 1.48
Uniform load (W1)
D L Trib
w1,1 (15 +20)x 7.08 =106.2 +142
w1,2 (16 +)x 4 =64 +0
w1,3 (+)x 0 =0 +0
w1,4 (+)x 0 =0 +0
w1,5 (+)x 0 =0 +0
W1 =170.2 +142 =0.312 klf
Triangular load (W2)
D L Trib `
w2,1 (0 +0)x 0 =0 +0
w2,2 (0 +0)x 0 =0 +0
w2,3 (0 +0)x 0 =0 +0
w2,4 (0 +0)x 0 =0 +0
w2,5 (0 +0)x 0 =0 +0
W2 =0 +0 =0.000 klf
Point Load (P1)
D L Trib.1 Trib.2
p1,1 (334.3 +445.7)x 1 x 1 =334 +446
p1,2 (+)x 0 x 0 =0 +0
p1,3 (+)x 0 x 0 =0 +0
p1,4 (+)x 0 x 0 =0 +0
p1,5 (+)x 0 x 0 =0 +0 X1 (ft)X2 (ft)
P1 =334 +446 =0.78 kips 3.42 3.66
Point Load (P2)
D L Trib.1 Trib.2
p2,1 (+)x 0 x 0 =0 +0
p2,2 (+)x 0 x 0 =0 +0
p2,4 (+)x 0 x 0 =0 +0
p2,4 (+)x 0 x 0 =0 +0
p2,5 (+)x 0 x 0 =0 +0 X3 (ft)X4 (ft)
P2 =0 +0 =0.00 kips 0 7.08
Shear
R1=1.507 kips
R2=-1.481 kips Stress Ratio
Vmax=1.51 kips Vallow.=5.84 x 1 =5.8438 kips OK .26
Flexure
M=3.32 k-ft Mallow.=6.45 x 1 =6.4453 k-ft OK .52
Deflection
D =D w1 +Dw2 +D p1 +Dp2
D (D+L)=0.057 +0.000 +0.032 +0.000 =0.09 =L <L OK deflection:.19
953 180
0.057 +0
D (L Only)=0.026 +0 +0.02 +0 =0.04 =L L OK deflection:.13
1920 240
USE:1- 6X8
flexure:
shear:
7/11/25 12:00 AM
B4
19
ARCHITECT CASTILLO ENGINEERING JOB
1205 Pine Avenue, Suite 201
Long Beach, CA 90813
ENGR. MC DATE JOB NO. 25-5096 SHEET NO.
NOTCH ON COMPRESSION FACE AT END
1.83
5.8
0.92
4.88
V 1480 lbs member type=
b=5.5 in Fv=psi
d 7.5 in Cd=
dn= 4.88 in F'v=psi
e= 11.13 in 'e' > 'dn', therefore use Eq.(3.4-2)slope=4 :12
support member width w= 5.5 in
2012 NDS Equation 3.4-5
fv=
2b
= 3 x =psi > psi, therefore NA
2 x 5.5 x 7.50 - - 4.88 x 11
Use Eq. (3.4-2)
2012 NDS Equation 3.4-2
fv= 1.5V = psi < psi, therefore Satisfactory (.39)
b dn
5.50
4.88dn Rec'd=
B4
264
4.88
213
draftrer=
7.50
6x
170
1.25
213
1480
w
3V
d-(d-dn)/(dn)*e
83 213
11/07/2025
C:\Users\Jesus\OneDrive\Documentos\WORK\EXEL TRABAJO\w-notched beam
20
CASTILLO ENGINEERING INC.Project 406 S WESTERN AVE
1327 Loma Avenue
Long Beach, CA 90804
Engr. Date: Job No.25-5096 Sheet
Tag
Beam 5 1ft 6.58ft
L =7.58 ft
Member=6x8 A =41.25 in^2
S =51.6 in^3
No. of members=1 I =193.4 in^4 1.51
CD=1.25 E =1,600,000 psi
CF=1.00 Va =4.675 kips
CV=1.00 Ma =5.156 k-ft
Cr=1.00
Total Load L/n=180
Live Load L/n=240
L=7.58ft
1.98 0.87
Uniform load (W1)
D L Trib
w1,1 (15 +20)x 3.25 =48.75 +65
w1,2 (16 +)x 4 =64 +0
w1,3 (+)x 0 =0 +0
w1,4 (+)x 0 =0 +0
w1,5 (+)x 0 =0 +0
W1 =112.75 +65 =0.178 klf
Triangular load (W2)
D L Trib `
w2,1 (0 +0)x 0 =0 +0
w2,2 (0 +0)x 0 =0 +0
w2,3 (0 +0)x 0 =0 +0
w2,4 (0 +0)x 0 =0 +0
w2,5 (0 +0)x 0 =0 +0
W2 =0 +0 =0.000 klf
Point Load (P1)
D L Trib.1 Trib.2
p1,1 (647.14 +862.85)x 1 x 1 =647 +863
p1,2 (+)x 0 x 0 =0 +0
p1,3 (+)x 0 x 0 =0 +0
p1,4 (+)x 0 x 0 =0 +0
p1,5 (+)x 0 x 0 =0 +0 X1 (ft)X2 (ft)
P1 =647 +863 =1.51 kips 1 6.58
Point Load (P2)
D L Trib.1 Trib.2
p2,1 (+)x 0 x 0 =0 +0
p2,2 (+)x 0 x 0 =0 +0
p2,4 (+)x 0 x 0 =0 +0
p2,4 (+)x 0 x 0 =0 +0
p2,5 (+)x 0 x 0 =0 +0 X3 (ft)X4 (ft)
P2 =0 +0 =0.00 kips 0 7.58
Shear
R1=1.984 kips
R2=-0.873 kips Stress Ratio
Vmax=1.98 kips Vallow.=5.84 x 1 =5.8438 kips OK .34
Flexure
M=2.14 k-ft Mallow.=6.45 x 1 =6.4453 k-ft OK .33
Deflection
D =D w1 +Dw2 +D p1 +Dp2
D (D+L)=0.043 +0.000 +0.030 +0.000 =0.07 =L <L OK deflection:.14
1254 180
0.043 +0
D (L Only)=0.016 +0 +0.02 +0 =0.03 =L L OK deflection:.09
2764 240
USE:1- 6X8
flexure:
shear:
7/11/25 12:00 AM
B5
21
ARCHITECT CASTILLO ENGINEERING JOB
1205 Pine Avenue, Suite 201
Long Beach, CA 90813
ENGR. MC DATE JOB NO. 25-5096 SHEET NO.
NOTCH ON COMPRESSION FACE AT END
1.83
5.8
0.92
4.88
V 870 lbs member type=
b=5.5 in Fv=psi
d 7.5 in Cd=
dn= 4.88 in F'v=psi
e= 11.13 in 'e' > 'dn', therefore use Eq.(3.4-2)slope=4 :12
support member width w= 5.5 in
2012 NDS Equation 3.4-5
fv=
2b
= 3 x =psi < psi, therefore NA
2 x 5.5 x 7.50 - - 4.88 x 11
Use Eq. (3.4-2)
2012 NDS Equation 3.4-2
fv= 1.5V = psi < psi, therefore Satisfactory (.23)
b dn
5.50
4.88dn Rec'd=
B5
155
4.88
213
draftrer=
7.50
6x
170
1.25
213
870
w
3V
d-(d-dn)/(dn)*e
49 213
11/07/2025
C:\Users\Jesus\OneDrive\Documentos\WORK\EXEL TRABAJO\w-notched beam
22
CASTILLO ENGINEERING INC.Project 406 S WESTERN AVE
1327 Loma Avenue
Long Beach, CA 90804
Engr. Date: Job No.25-5096 Sheet
Tag
Beam 5
L =2 ft
Member=4x6 A =19.25 in^2
S =17.6 in^3
No. of members=1 I =48.5 in^4
CD=1.25 E =1,600,000 psi
CF=1.30 Va =2.310 kips
CV=1.00 Ma =1.323 k-ft
Cr=1.00
Total Load L/n=180
Live Load L/n=240
L=2ft
0.17 0.17
Uniform load (W1)
D L Trib
w1,1 (15 +20)x 3 =45 +60
w1,2 (16 +)x 4 =64 +0
w1,3 (+)x 0 =0 +0
w1,4 (+)x 0 =0 +0
w1,5 (+)x 0 =0 +0
W1 =109 +60 =0.169 klf
Triangular load (W2)
D L Trib `
w2,1 (0 +0)x 0 =0 +0
w2,2 (0 +0)x 0 =0 +0
w2,3 (0 +0)x 0 =0 +0
w2,4 (0 +0)x 0 =0 +0
w2,5 (0 +0)x 0 =0 +0
W2 =0 +0 =0.000 klf
Point Load (P1)
D L Trib.1 Trib.2
p1,1 (+)x 0 x 0 =0 +0
p1,2 (+)x 0 x 0 =0 +0
p1,3 (+)x 0 x 0 =0 +0
p1,4 (+)x 0 x 0 =0 +0
p1,5 (+)x 0 x 0 =0 +0 X1 (ft)X2 (ft)
P1 =0 +0 =0.00 kips 0 2
Point Load (P2)
D L Trib.1 Trib.2
p2,1 (+)x 0 x 0 =0 +0
p2,2 (+)x 0 x 0 =0 +0
p2,4 (+)x 0 x 0 =0 +0
p2,4 (+)x 0 x 0 =0 +0
p2,5 (+)x 0 x 0 =0 +0 X3 (ft)X4 (ft)
P2 =0 +0 =0.00 kips 0 2
Shear
R1=0.169 kips
R2=-0.169 kips Stress Ratio
Vmax=0.17 kips Vallow.=2.89 x 1 =2.8875 kips OK .06
Flexure
M=0.08 k-ft Mallow.=2.15 x 1 =2.1506 k-ft OK .04
Deflection
D =D w1 +Dw2 +D p1 +Dp2
D (D+L)=0.001 +0.000 +0.000 +0.000 =0.00 =L <L OK deflection:.01
30628 180
8E-04 +0
D (L Only)=3E-04 +0 +0 +0 =0 =L L OK deflection:.00
86269 240
USE:1- 4X6
flexure:
shear:
7/11/25 12:00 AM
H1
23
CASTILLO ENGINEERING INC.Project 406 S WESTERN AVE
1327 Loma Avenue
Long Beach, CA 90804
Engr. Date: Job No.25-5096 Sheet
Tag
Beam 5
L =2 ft
Member=4x6 A =19.25 in^2
S =17.6 in^3
No. of members=1 I =48.5 in^4
CD=1.25 E =1,600,000 psi
CF=1.30 Va =2.310 kips
CV=1.00 Ma =1.323 k-ft
Cr=1.00
Total Load L/n=180
Live Load L/n=240
L=2ft
0.31 0.31
Uniform load (W1)
D L Trib
w1,1 (15 +20)x 6.92 =103.8 +138
w1,2 (16 +)x 4 =64 +0
w1,3 (+)x 0 =0 +0
w1,4 (+)x 0 =0 +0
w1,5 (+)x 0 =0 +0
W1 =167.8 +138 =0.306 klf
Triangular load (W2)
D L Trib `
w2,1 (0 +0)x 0 =0 +0
w2,2 (0 +0)x 0 =0 +0
w2,3 (0 +0)x 0 =0 +0
w2,4 (0 +0)x 0 =0 +0
w2,5 (0 +0)x 0 =0 +0
W2 =0 +0 =0.000 klf
Point Load (P1)
D L Trib.1 Trib.2
p1,1 (+)x 0 x 0 =0 +0
p1,2 (+)x 0 x 0 =0 +0
p1,3 (+)x 0 x 0 =0 +0
p1,4 (+)x 0 x 0 =0 +0
p1,5 (+)x 0 x 0 =0 +0 X1 (ft)X2 (ft)
P1 =0 +0 =0.00 kips 0 2
Point Load (P2)
D L Trib.1 Trib.2
p2,1 (+)x 0 x 0 =0 +0
p2,2 (+)x 0 x 0 =0 +0
p2,4 (+)x 0 x 0 =0 +0
p2,4 (+)x 0 x 0 =0 +0
p2,5 (+)x 0 x 0 =0 +0 X3 (ft)X4 (ft)
P2 =0 +0 =0.00 kips 0 2
Shear
R1=0.306 kips
R2=-0.306 kips Stress Ratio
Vmax=0.31 kips Vallow.=2.89 x 1 =2.8875 kips OK .11
Flexure
M=0.15 k-ft Mallow.=2.15 x 1 =2.1506 k-ft OK .07
Deflection
D =D w1 +Dw2 +D p1 +Dp2
D (D+L)=0.001 +0.000 +0.000 +0.000 =0.00 =L <L OK deflection:.01
16904 180
0.001 +0
D (L Only)=6E-04 +0 +0 +0 =0 =L L OK deflection:.01
37400 240
USE:1- 4X6
flexure:
shear:
7/11/25 12:00 AM
H2
24
CASTILLO ENGINEERING INC.Project 406 S WESTERN AVE
1327 Loma Avenue
Long Beach, CA 90804
Engr. Date: Job No.25-5096 Sheet
Tag
Beam 5 1ft 3ft
L =4 ft
Member=4x6 A =19.25 in^2
S =17.6 in^3
No. of members=1 I =48.5 in^4 0.87
CD=1.25 E =1,600,000 psi
CF=1.30 Va =2.310 kips
CV=1.00 Ma =1.323 k-ft
Cr=1.00
Total Load L/n=180
Live Load L/n=240
L=4ft
1.03 0.59
Uniform load (W1)
D L Trib
w1,1 (15 +20)x 3.5 =52.5 +70
w1,2 (16 +)x 4 =64 +0
w1,3 (+)x 0 =0 +0
w1,4 (+)x 0 =0 +0
w1,5 (+)x 0 =0 +0
W1 =116.5 +70 =0.187 klf
Triangular load (W2)
D L Trib `
w2,1 (0 +0)x 0 =0 +0
w2,2 (0 +0)x 0 =0 +0
w2,3 (0 +0)x 0 =0 +0
w2,4 (0 +0)x 0 =0 +0
w2,5 (0 +0)x 0 =0 +0
W2 =0 +0 =0.000 klf
Point Load (P1)
D L Trib.1 Trib.2
p1,1 (372.9 +497.14)x 1 x 1 =373 +497
p1,2 (+)x 0 x 0 =0 +0
p1,3 (+)x 0 x 0 =0 +0
p1,4 (+)x 0 x 0 =0 +0
p1,5 (+)x 0 x 0 =0 +0 X1 (ft)X2 (ft)
P1 =373 +497 =0.87 kips 1 3
Point Load (P2)
D L Trib.1 Trib.2
p2,1 (+)x 0 x 0 =0 +0
p2,2 (+)x 0 x 0 =0 +0
p2,4 (+)x 0 x 0 =0 +0
p2,4 (+)x 0 x 0 =0 +0
p2,5 (+)x 0 x 0 =0 +0 X3 (ft)X4 (ft)
P2 =0 +0 =0.00 kips 0 4
Shear
R1=1.026 kips
R2=-0.591 kips Stress Ratio
Vmax=1.03 kips Vallow.=2.89 x 1 =2.8875 kips OK .36
Flexure
M=0.93 k-ft Mallow.=2.15 x 1 =2.1506 k-ft OK .43
Deflection
D =D w1 +Dw2 +D p1 +Dp2
D (D+L)=0.014 +0.000 +0.018 +0.000 =0.03 =L <L OK deflection:.12
1512 180
0.014 +0
D (L Only)=0.005 +0 +0.01 +0 =0.02 =L L OK deflection:.08
3096 240
USE:1- 4X6
flexure:
shear:
7/11/25 12:00 AM
H3
25
CASTILLO ENGINEERING INC.Project 406 S WESTERN AVE
1327 Loma Avenue
Long Beach, CA 90804
Engr. Date: Job No.25-5096 Sheet
Tag
Beam 5
L =4 ft
Member=4x6 A =19.25 in^2
S =17.6 in^3
No. of members=1 I =48.5 in^4
CD=1.25 E =1,600,000 psi
CF=1.30 Va =2.310 kips
CV=1.00 Ma =1.323 k-ft
Cr=1.00
Total Load L/n=180
Live Load L/n=240
L=4ft
0.78 0.78
Uniform load (W1)
D L Trib
w1,1 (15 +20)x 7.42 =111.3 +148
w1,2 (16 +)x 4 =64 +0
w1,3 (10 +)x 6.67 =66.7 +0
w1,4 (+)x 0 =0 +0
w1,5 (+)x 0 =0 +0
W1 =242 +148 =0.390 klf
Triangular load (W2)
D L Trib `
w2,1 (0 +0)x 0 =0 +0
w2,2 (0 +0)x 0 =0 +0
w2,3 (0 +0)x 0 =0 +0
w2,4 (0 +0)x 0 =0 +0
w2,5 (0 +0)x 0 =0 +0
W2 =0 +0 =0.000 klf
Point Load (P1)
D L Trib.1 Trib.2
p1,1 (+)x 0 x 0 =0 +0
p1,2 (+)x 0 x 0 =0 +0
p1,3 (+)x 0 x 0 =0 +0
p1,4 (+)x 0 x 0 =0 +0
p1,5 (+)x 0 x 0 =0 +0 X1 (ft)X2 (ft)
P1 =0 +0 =0.00 kips 0 4
Point Load (P2)
D L Trib.1 Trib.2
p2,1 (+)x 0 x 0 =0 +0
p2,2 (+)x 0 x 0 =0 +0
p2,4 (+)x 0 x 0 =0 +0
p2,4 (+)x 0 x 0 =0 +0
p2,5 (+)x 0 x 0 =0 +0 X3 (ft)X4 (ft)
P2 =0 +0 =0.00 kips 0 4
Shear
R1=0.781 kips
R2=-0.781 kips Stress Ratio
Vmax=0.78 kips Vallow.=2.89 x 1 =2.8875 kips OK .27
Flexure
M=0.78 k-ft Mallow.=2.15 x 1 =2.1506 k-ft OK .36
Deflection
D =D w1 +Dw2 +D p1 +Dp2
D (D+L)=0.029 +0.000 +0.000 +0.000 =0.03 =L <L OK deflection:.11
1657 180
0.029 +0
D (L Only)=0.011 +0 +0 +0 =0.01 =L L OK deflection:.06
4360 240
USE:1- 4X6
flexure:
shear:
7/11/25 12:00 AM
H4
26
CASTILLO ENGINEERING INC.Project 406 S WESTERN AVE
1327 Loma Avenue
Long Beach, CA 90804
Engr. Date: Job No.25-5096 Sheet
Tag
Beam 5
L =5 ft
Member=4x6 A =19.25 in^2
S =17.6 in^3
No. of members=1 I =48.5 in^4
CD=1.25 E =1,600,000 psi
CF=1.30 Va =2.310 kips
CV=1.00 Ma =1.323 k-ft
Cr=1.00
Total Load L/n=180
Live Load L/n=240
L=5ft
0.81 0.81
Uniform load (W1)
D L Trib
w1,1 (15 +20)x 7.42 =111.3 +148
w1,2 (16 +)x 4 =64 +0
w1,3 (+)x 0 =0 +0
w1,4 (+)x 0 =0 +0
w1,5 (+)x 0 =0 +0
W1 =175.3 +148 =0.324 klf
Triangular load (W2)
D L Trib `
w2,1 (0 +0)x 0 =0 +0
w2,2 (0 +0)x 0 =0 +0
w2,3 (0 +0)x 0 =0 +0
w2,4 (0 +0)x 0 =0 +0
w2,5 (0 +0)x 0 =0 +0
W2 =0 +0 =0.000 klf
Point Load (P1)
D L Trib.1 Trib.2
p1,1 (+)x 0 x 0 =0 +0
p1,2 (+)x 0 x 0 =0 +0
p1,3 (+)x 0 x 0 =0 +0
p1,4 (+)x 0 x 0 =0 +0
p1,5 (+)x 0 x 0 =0 +0 X1 (ft)X2 (ft)
P1 =0 +0 =0.00 kips 0 5
Point Load (P2)
D L Trib.1 Trib.2
p2,1 (+)x 0 x 0 =0 +0
p2,2 (+)x 0 x 0 =0 +0
p2,4 (+)x 0 x 0 =0 +0
p2,4 (+)x 0 x 0 =0 +0
p2,5 (+)x 0 x 0 =0 +0 X3 (ft)X4 (ft)
P2 =0 +0 =0.00 kips 0 5
Shear
R1=0.809 kips
R2=-0.809 kips Stress Ratio
Vmax=0.81 kips Vallow.=2.89 x 1 =2.8875 kips OK .28
Flexure
M=1.01 k-ft Mallow.=2.15 x 1 =2.1506 k-ft OK .47
Deflection
D =D w1 +Dw2 +D p1 +Dp2
D (D+L)=0.059 +0.000 +0.000 +0.000 =0.06 =L <L OK deflection:.18
1023 180
0.059 +0
D (L Only)=0.027 +0 +0 +0 =0.03 =L L OK deflection:.11
2232 240
USE:1- 4X6
flexure:
shear:
7/11/25 12:00 AM
H5
27
CASTILLO ENGINEERING INC.Project 406 S WESTERN AVE
1327 Loma Avenue
Long Beach, CA 90804
Engr. Date: Job No.25-5096 Sheet
Tag
Beam 5
L =3 ft
Member=4x6 A =19.25 in^2
S =17.6 in^3
No. of members=1 I =48.5 in^4
CD=1.25 E =1,600,000 psi
CF=1.30 Va =2.310 kips
CV=1.00 Ma =1.323 k-ft
Cr=1.00
Total Load L/n=180
Live Load L/n=240
L=3ft
0.23 0.23
Uniform load (W1)
D L Trib
w1,1 (15 +20)x 2.5 =37.5 +50
w1,2 (16 +)x 4 =64 +0
w1,3 (+)x 0 =0 +0
w1,4 (+)x 0 =0 +0
w1,5 (+)x 0 =0 +0
W1 =101.5 +50 =0.152 klf
Triangular load (W2)
D L Trib `
w2,1 (0 +0)x 0 =0 +0
w2,2 (0 +0)x 0 =0 +0
w2,3 (0 +0)x 0 =0 +0
w2,4 (0 +0)x 0 =0 +0
w2,5 (0 +0)x 0 =0 +0
W2 =0 +0 =0.000 klf
Point Load (P1)
D L Trib.1 Trib.2
p1,1 (+)x 0 x 0 =0 +0
p1,2 (+)x 0 x 0 =0 +0
p1,3 (+)x 0 x 0 =0 +0
p1,4 (+)x 0 x 0 =0 +0
p1,5 (+)x 0 x 0 =0 +0 X1 (ft)X2 (ft)
P1 =0 +0 =0.00 kips 0 3
Point Load (P2)
D L Trib.1 Trib.2
p2,1 (+)x 0 x 0 =0 +0
p2,2 (+)x 0 x 0 =0 +0
p2,4 (+)x 0 x 0 =0 +0
p2,4 (+)x 0 x 0 =0 +0
p2,5 (+)x 0 x 0 =0 +0 X3 (ft)X4 (ft)
P2 =0 +0 =0.00 kips 0 3
Shear
R1=0.227 kips
R2=-0.227 kips Stress Ratio
Vmax=0.23 kips Vallow.=2.89 x 1 =2.8875 kips OK .08
Flexure
M=0.17 k-ft Mallow.=2.15 x 1 =2.1506 k-ft OK .08
Deflection
D =D w1 +Dw2 +D p1 +Dp2
D (D+L)=0.004 +0.000 +0.000 +0.000 =0.00 =L <L OK deflection:.02
10123 180
0.004 +0
D (L Only)=0.001 +0 +0 +0 =0 =L L OK deflection:.01
30673 240
USE:1- 4X6
flexure:
shear:
7/11/25 12:00 AM
H6
28
CASTILLO ENGINEERING INC.Project 406 S WESTERN AVE
1327 Loma Avenue
Long Beach, CA 90804
Engr. Date: Job No.25-5096 Sheet
Tag
Beam 5
L =4 ft
Member=4x6 A =19.25 in^2
S =17.6 in^3
No. of members=1 I =48.5 in^4
CD=1.25 E =1,600,000 psi
CF=1.30 Va =2.310 kips
CV=1.00 Ma =1.323 k-ft
Cr=1.00
Total Load L/n=180
Live Load L/n=240
L=4ft
0.55 0.55
Uniform load (W1)
D L Trib
w1,1 (15 +20)x 6.08 =91.2 +122
w1,2 (16 +)x 4 =64 +0
w1,3 (+)x 0 =0 +0
w1,4 (+)x 0 =0 +0
w1,5 (+)x 0 =0 +0
W1 =155.2 +122 =0.277 klf
Triangular load (W2)
D L Trib `
w2,1 (0 +0)x 0 =0 +0
w2,2 (0 +0)x 0 =0 +0
w2,3 (0 +0)x 0 =0 +0
w2,4 (0 +0)x 0 =0 +0
w2,5 (0 +0)x 0 =0 +0
W2 =0 +0 =0.000 klf
Point Load (P1)
D L Trib.1 Trib.2
p1,1 (+)x 0 x 0 =0 +0
p1,2 (+)x 0 x 0 =0 +0
p1,3 (+)x 0 x 0 =0 +0
p1,4 (+)x 0 x 0 =0 +0
p1,5 (+)x 0 x 0 =0 +0 X1 (ft)X2 (ft)
P1 =0 +0 =0.00 kips 0 4
Point Load (P2)
D L Trib.1 Trib.2
p2,1 (+)x 0 x 0 =0 +0
p2,2 (+)x 0 x 0 =0 +0
p2,4 (+)x 0 x 0 =0 +0
p2,4 (+)x 0 x 0 =0 +0
p2,5 (+)x 0 x 0 =0 +0 X3 (ft)X4 (ft)
P2 =0 +0 =0.00 kips 0 4
Shear
R1=0.554 kips
R2=-0.554 kips Stress Ratio
Vmax=0.55 kips Vallow.=2.89 x 1 =2.8875 kips OK .19
Flexure
M=0.55 k-ft Mallow.=2.15 x 1 =2.1506 k-ft OK .26
Deflection
D =D w1 +Dw2 +D p1 +Dp2
D (D+L)=0.021 +0.000 +0.000 +0.000 =0.02 =L <L OK deflection:.08
2337 180
0.021 +0
D (L Only)=0.009 +0 +0 +0 =0.01 =L L OK deflection:.05
5321 240
USE:1- 4X6
flexure:
shear:
7/11/25 12:00 AM
H7
29
CASTILLO ENGINEERING INC.Project 406 S WESTERN AVE
1327 Loma Avenue
Long Beach, CA 90804
Engr. Date: Job No.25-5096 Sheet
Tag
Beam 5
L =5 ft
Member=4x6 A =19.25 in^2
S =17.6 in^3
No. of members=1 I =48.5 in^4
CD=1.25 E =1,600,000 psi
CF=1.30 Va =2.310 kips
CV=1.00 Ma =1.323 k-ft
Cr=1.00
Total Load L/n=180
Live Load L/n=240
L=5ft
0.63 0.63
Uniform load (W1)
D L Trib
w1,1 (15 +20)x 5.42 =81.3 +108
w1,2 (16 +)x 4 =64 +0
w1,3 (+)x 0 =0 +0
w1,4 (+)x 0 =0 +0
w1,5 (+)x 0 =0 +0
W1 =145.3 +108 =0.254 klf
Triangular load (W2)
D L Trib `
w2,1 (0 +0)x 0 =0 +0
w2,2 (0 +0)x 0 =0 +0
w2,3 (0 +0)x 0 =0 +0
w2,4 (0 +0)x 0 =0 +0
w2,5 (0 +0)x 0 =0 +0
W2 =0 +0 =0.000 klf
Point Load (P1)
D L Trib.1 Trib.2
p1,1 (+)x 0 x 0 =0 +0
p1,2 (+)x 0 x 0 =0 +0
p1,3 (+)x 0 x 0 =0 +0
p1,4 (+)x 0 x 0 =0 +0
p1,5 (+)x 0 x 0 =0 +0 X1 (ft)X2 (ft)
P1 =0 +0 =0.00 kips 0 5
Point Load (P2)
D L Trib.1 Trib.2
p2,1 (+)x 0 x 0 =0 +0
p2,2 (+)x 0 x 0 =0 +0
p2,4 (+)x 0 x 0 =0 +0
p2,4 (+)x 0 x 0 =0 +0
p2,5 (+)x 0 x 0 =0 +0 X3 (ft)X4 (ft)
P2 =0 +0 =0.00 kips 0 5
Shear
R1=0.634 kips
R2=-0.634 kips Stress Ratio
Vmax=0.63 kips Vallow.=2.89 x 1 =2.8875 kips OK .22
Flexure
M=0.79 k-ft Mallow.=2.15 x 1 =2.1506 k-ft OK .37
Deflection
D =D w1 +Dw2 +D p1 +Dp2
D (D+L)=0.046 +0.000 +0.000 +0.000 =0.05 =L <L OK deflection:.14
1306 180
0.046 +0
D (L Only)=0.02 +0 +0 +0 =0.02 =L L OK deflection:.08
3056 240
USE:1- 4X6
flexure:
shear:
7/11/25 12:00 AM
H8
30
ARCHITECT CASTILLO ENGINEERING, INC.JOB 406 S WESTERN AVE
1205 Pine Avenue, Suite 201, Long Beach, CA 90813
T:562.961.5600 F:562.961.5700
ENGR. MC DATE JOB NO. 25-5096 SHEET NO.
HIP RIDGE BEAM DESIGN
L= ft L1=ft
w= ( + ) x /2 x 2 / (2)^.5 = + = plf
W= x x = k
V1=x 1 / 3 = k
V2=x 2 / 3 = k <V allow.=k
M= 2x x = k-ft <M allow.=k-ft
9 x
D= x ( x 12 )^3 = in =
76.7 x x 5.5 x ^3/12
USE:
16.62
11.752015
(.80)
166 291125
16.62 2.42
247
5.84
6.45
11/07/2025
11.75
0.805
16.62.42
0.5
7.5 7.50
3.92
(.73)
(3)^.5
HB1
3.50 7.50
2416
1600000
1.227222
6.75
2.42
L
291
6x8
2.42 1.611
0.81
7.50
5.15
16.62
(.28)
BEAM
L1
L1
L
w
W
V2V1
31
ARCHITECT CASTILLO ENGINEERING JOB
1205 Pine Avenue, Suite 201
Long Beach, CA 90813
ENGR. MC DATE JOB NO. 25-5096 SHEET NO.
NOTCH ON COMPRESSION FACE AT END
1.83
5.8
0.92
4.88
V 805 lbs member type=
b=5.5 in Fv=psi
d 7.5 in Cd=
dn= 4.88 in F'v=psi
e= 11.13 in 'e' > 'dn', therefore use Eq.(3.4-2)slope=4 :12
support member width w= 5.5 in
2012 NDS Equation 3.4-5
fv=
2b
= 3 x =psi < psi, therefore NA
2 x 5.5 x 7.50 - - 4.88 x 11
Use Eq. (3.4-2)
2012 NDS Equation 3.4-2
fv= 1.5V = psi < psi, therefore Satisfactory (.21)
b dn
5.50
4.88dn Rec'd=
HB1
143
4.88
213
draftrer=
7.50
6x
170
1.25
213
805
w
3V
d-(d-dn)/(dn)*e
45 213
11/07/2025
C:\Users\Jesus\OneDrive\Documentos\WORK\EXEL TRABAJO\w-notched beam
32
ARCHITECT CASTILLO ENGINEERING, INC.JOB 406 S WESTERN AVE
1205 Pine Avenue, Suite 201, Long Beach, CA 90813
T:562.961.5600 F:562.961.5700
ENGR. MC DATE JOB NO. 25-5096 SHEET NO.
HIP RIDGE BEAM DESIGN
L= ft L1=ft
w= ( + ) x /2 x 2 / (2)^.5 = + = plf
W= x x = k
V1=x 1 / 3 = k
V2=x 2 / 3 = k <V allow.=k
M= 2x x = k-ft <M allow.=k-ft
9 x
D= x ( x 12 )^3 = in =
76.7 x x 5.5 x ^3/12
USE:
6.36
4.502015
(.27)
64 11148
6.36 0.35
1167
2.89
1.05
11/07/2025
4.50
0.118
6.40.35
0.5
3.5 3.50
0.22
(.15)
(3)^.5
HB2
3.50 3.50
354
1600000
0.18
1.88
0.35
L
111
4x6 FLAT
0.35 0.236
0.07
3.50
0.29
6.36
(.08)
BEAM
L1
L1
L
w
W
V2V1
USE 6x8
33
ARCHITECT CASTILLO ENGINEERING JOB
1205 Pine Avenue, Suite 201
Long Beach, CA 90813
ENGR. MC DATE JOB NO. 25-5096 SHEET NO.
NOTCH ON COMPRESSION FACE AT END
1.83
5.8
0.92
4.88
V 118 lbs member type=
b=5.5 in Fv=psi
d 7.5 in Cd=
dn= 4.88 in F'v=psi
e= 11.13 in 'e' > 'dn', therefore use Eq.(3.4-2)slope=4 :12
support member width w= 5.5 in
2012 NDS Equation 3.4-5
fv=
2b
= 3 x =psi < psi, therefore NA
2 x 5.5 x 7.50 - - 4.88 x 11
Use Eq. (3.4-2)
2012 NDS Equation 3.4-2
fv= 1.5V = psi < psi, therefore Satisfactory (.03)
b dn
5.50
4.88dn Rec'd=
HB2
21
4.88
213
draftrer=
7.50
6x
170
1.25
213
118
w
3V
d-(d-dn)/(dn)*e
7 213
11/07/2025
C:\Users\Jesus\OneDrive\Documentos\WORK\EXEL TRABAJO\w-notched beam
34
CASTILLO ENGINEERING INC.Project 406 S WESTERN AVE
1327 Loma Avenue
Long Beach, CA 90804
Engr. Date: Job No.25-5096 Sheet
Tag
Beam 5
L =11.5 ft
Member=2x6 A =8.25 in^2
S =7.6 in^3
No. of members=1 I =20.8 in^4
CD=1.25 E =1,600,000 psi
CF=1.30 Va =0.990 kips
CV=1.00 Ma =0.567 k-ft
Cr=1.15
Total Load L/n=180
Live Load L/n=240
L=11.5ft
0.27 0.27
Uniform load (W1)
D L Trib
w1,1 (15 +20)x 1.33 =19.95 +26.6
w1,2 (+)x 0 =0 +0
w1,3 (+)x 0 =0 +0
w1,4 (+)x 0 =0 +0
w1,5 (+)x 0 =0 +0
W1 =19.95 +26.6 =0.047 klf
Triangular load (W2)
D L Trib `
w2,1 (0 +0)x 0 =0 +0
w2,2 (0 +0)x 0 =0 +0
w2,3 (0 +0)x 0 =0 +0
w2,4 (0 +0)x 0 =0 +0
w2,5 (0 +0)x 0 =0 +0
W2 =0 +0 =0.000 klf
Point Load (P1)
D L Trib.1 Trib.2
p1,1 (+)x 0 x 0 =0 +0
p1,2 (+)x 0 x 0 =0 +0
p1,3 (+)x 0 x 0 =0 +0
p1,4 (+)x 0 x 0 =0 +0
p1,5 (+)x 0 x 0 =0 +0 X1 (ft)X2 (ft)
P1 =0 +0 =0.00 kips 0 11.5
Point Load (P2)
D L Trib.1 Trib.2
p2,1 (+)x 0 x 0 =0 +0
p2,2 (+)x 0 x 0 =0 +0
p2,4 (+)x 0 x 0 =0 +0
p2,4 (+)x 0 x 0 =0 +0
p2,5 (+)x 0 x 0 =0 +0 X3 (ft)X4 (ft)
P2 =0 +0 =0.00 kips 0 11.5
Shear
R1=0.268 kips
R2=-0.268 kips Stress Ratio
Vmax=0.27 kips Vallow.=1.24 x 1 =1.2375 kips OK .22
Flexure
M=0.77 k-ft Mallow.=1.06 x 1 =1.0599 k-ft OK .73
Deflection
D =D w1 +Dw2 +D p1 +Dp2
D (D+L)=0.551 +0.000 +0.000 +0.000 =0.55 =L <L OK deflection:.72
251 180
0.551 +0
D (L Only)=0.315 +0 +0 +0 =0.31 =L L OK deflection:.55
439 240
USE:1- 2X6
flexure:
shear:
7/11/25 12:00 AM
RJ1
35
F2
0.73K
0.59K
F1
0.805K
F3
0.118K
F4
1.48K
0.78K
F6
0.36K
F8
0.805K
F9
1.611K
1.611K
1.611K
1.611K
F6
0.36K
F7
0.17K
F7
0.17K
F5
1.98K
CF1
CF
2
CF
1
(E
)
C
F
1
(E)CF2
(E)CF3
F1
0.805
FOUNDATION KEY PLAN
36
ARCHITECT CASTILLO ENGINEERING, INC.JOB 406 S WESTERN AVE
1205 Pine Avenue, Suite 201, Long Beach, CA 90813
ENGR. MC DATE JOB NO. 25-5096 SHEET NO.
CONTINUOUS FOOTINGS
CF-1
LOADING: TRIB.
( + ) x ft = +
( + ) x ft = +
( + ) x ft = +
w = + = plf
B= plf = ft
psf USE:
CF-2
LOADING: TRIB.
( + ) x ft = +
( + ) x ft = +
( + ) x ft = +
w = + = plf
B= plf = ft
psf USE:
370.2
16
231.8
4015 0
WALL: 8
11/07/2025
20
D L
ROOF:
FLOOR:
15 6.92
1275
370.2
128
138.4
0
0
103.8
0
138.4
0
0
0.29
D L
3.3315 20
15
128
49.95
WALL: 16 0 8
FLOOR: 40 0
ROOF:
244.55 0.19
1275
1'-0" WIDE FTG.
66.6
66.6
0
0
177.95
1'-0" WIDE FTG.
244.55
F-CONTINUOUS FOOTINGS-1500
37
ARCHITECT Castillo Engineering, Inc.PROJECT 406 S WESTERN AVE
1205 Pine Avenue, Suite 201
Long Beach, CA 90813
ENGR. MC DATE JOB NO. 25-5096 SHEET NO.
A = 12 ( 32 + 3.50 + 32 ) =L 67.5 in
5.63 ft
q = 1500 psf
(BEARING CAPACITY)(SELF WEIGHT)
PA =1500 -( 5.63 x 2.67 )=K
Pload =2.0824 K
Pnet =5.76 k
144
5.63 ft2
CF1. CAPACITY CHECK
1000
11/07/2025
40( 5.63 ) 7.84
Pnet = 5.76
38
ARCHITECT Castillo Engineering, Inc.PROJECT 406 S WESTERN AVE
1205 Pine Avenue, Suite 201
Long Beach, CA 90813
ENGR. MC DATE JOB NO. 25-5096 SHEET NO.
A = 12 ( 32 + 3.50 + 32 ) =L 67.5 in
5.63 ft
q = 1500 psf
(BEARING CAPACITY)(SELF WEIGHT)
PA =1500 -( 5.63 x 2.67 )=K
Pload =1.3756 K
Pnet =6.47 k
144
5.63 ft2
CF2. CAPACITY CHECK
1000
11/07/2025
40( 5.63 ) 7.84
Pnet = 6.47
39
ARCHITECT Castillo Engineering, Inc.PROJECT 406 S WESTERN AVE
1205 Pine Avenue, Suite 201
Long Beach, CA 90813
ENGR. MC DATE JOB NO. 25-5096 SHEET NO.
A = 12 ( 24 + 3.50 + 24 ) =L 51.5 in
4.29 ft
q = 1500 psf
(BEARING CAPACITY)(SELF WEIGHT)
PA =1500 -( 4.29 x 2 )=K
Pload =1.3004 K
Pnet =4.79 k
144
4.29 ft2
(E)CF1. CAPACITY CHECK EXISTING
1000
11/07/2025
40( 4.29 ) 6.09
Pnet = 4.79
40
ARCHITECT Castillo Engineering, Inc.PROJECT 406 S WESTERN AVE
1205 Pine Avenue, Suite 201
Long Beach, CA 90813
ENGR. MC DATE JOB NO. 25-5096 SHEET NO.
A = 12 ( 24 + 3.50 + 24 ) =L 51.5 in
4.29 ft
q = 1500 psf
(BEARING CAPACITY)(SELF WEIGHT)
PA =1500 -( 4.29 x 2 )=K
Pload =1.6639 K
Pnet =4.43 k
144
4.29 ft2
(E)CF2. CAPACITY CHECK EXISTING
1000
11/07/2025
40( 4.29 ) 6.09
Pnet = 4.43
41
ARCHITECT Castillo Engineering, Inc.PROJECT 406 S WESTERN AVE
1205 Pine Avenue, Suite 201
Long Beach, CA 90813
ENGR. MC DATE JOB NO. 25-5096 SHEET NO.
A = 12 ( 24 + 3.50 + 24 ) =L 51.5 in
4.29 ft
q = 1500 psf
(BEARING CAPACITY)(SELF WEIGHT)
PA =1500 -( 4.29 x 2 )=K
Pload =2.2887 K
Pnet =3.80 k
144
4.29 ft2
(E)CF3. CAPACITY CHECK EXISTING
1000
11/07/2025
40( 4.29 ) 6.09
Pnet = 3.80
42
ARCHITECT CASTILLO ENGINEERING INC.JOB 406 S WESTERN AVE
1205 Pine Avenue, Suite 201
Long Beach, CA 90813
ENGR. MC DATE JOB NO. 25-5096 SHEET NO.
SPREAD FOOTINGS
P1 = K
P2 = K
P3 = K
P4 = K USE POST
P TOTAL =K
P ALLOW.= K USE:TYPE 1.5 FOOTING
USE CONTINUOUS FOOTING
CAPACITY
P1 = K
P2 = K
P3 = K
P4 = K USE POST
P TOTAL =K
P ALLOW.= K USE:TYPE 1.5 FOOTING
USE CONTINUOUS FOOTING
CAPACITY
P1 = K
P2 = K
P3 = K
P4 = K USE POST
P TOTAL =K
P ALLOW.= K USE:TYPE 1.5 FOOTING
USE CONTINUOUS FOOTING
CAPACITY
P1 = K
P2 = K
P3 = K
P4 = K USE POST
P TOTAL = K
P ALLOW.= K USE:TYPE 1.5 FOOTING
USE CONTINUOUS FOOTING
CAPACITY
P1 = K
P2 = K
P3 = K
P4 = K USE POST
P TOTAL = K
P ALLOW.= K USE:TYPE 1.5 FOOTING
USE CONTINUOUS FOOTING
CAPACITY
11/07/2025
0
0
0.805
3.04
0.73
F1
0.805
0
0
F2
0.118
F3
0.59
3.04
F5
0.78
0
F4
1.48
2.26
3.04
0
3.04
1.98
0
0
0
1.98
0
0
1.32
4X6
4X6
4X6
4X6
4X6
0.118
3.04
0
0
F-SPREAD FOOTINGS1500
43
ARCHITECT CASTILLO ENGINEERING INC.JOB 406 S WESTERN AVE
1205 Pine Avenue, Suite 201
Long Beach, CA 90813
ENGR. MC DATE JOB NO. 25-5096 SHEET NO.
SPREAD FOOTINGS
P1 = K
P2 = K
P3 = K
P4 = K USE POST
P TOTAL =K
P ALLOW.= K USE:TYPE 1.5 FOOTING
USE CONTINUOUS FOOTING
CAPACITY
P1 = K
P2 = K
P3 = K
P4 = K USE POST
P TOTAL =K
P ALLOW.= K USE:TYPE 1.5 FOOTING
USE CONTINUOUS FOOTING
CAPACITY
P1 = K
P2 = K
P3 = K
P4 = K USE POST
P TOTAL =K
P ALLOW.= K USE:TYPE 1.5 FOOTING
USE CONTINUOUS FOOTING
CAPACITY
P1 = K
P2 = K
P3 = K
P4 = K USE POST
P TOTAL = K
P ALLOW.= K USE:TYPE 2.5 FOOTING
USE CONTINUOUS FOOTING
CAPACITY
11/07/2025
0
0
0.36
3.04
0.17
F6
0.36
0
0
F7
0.805
F8
0
3.04
F10
1.611
1.611
F9
1.611
6.444
8.44
1.611
0
0
0.17
4X4
4X6
4X6
4X8
0.805
3.04
0
0
F-SPREAD FOOTINGS1500
44
CE Engineering Software v1.0 PROJECT:
== TYPICAL SQUARE PAD FOOTING DESIGN TABLE ==
(2/99)
Bar #Area (in2)
Soil Bearing Pressure: Miscellaneous:3 0.11
q =1500 psf column footprint =4 in 4 0.20
qu = q x 1.6 =2400 psf steel spacing factor =10 5 0.31
(for selection of steel spacing vs. size only) 6 0.44
Material Strengths:7 0.60
concrete =2500 psi Notes:8 0.78
fy =60 ksi Assumes Pu = 1.6 (DL + LL)9 1.00
10 1.23
11 1.56
Mark: Size Thick Pmax Depth Mu a As As As min As
(ft) -SQ. (in) (k) (in)Vact (k)Vall (k)OK?Vact (k)Vall (k)OK? (k-in) (in) (Req'd)(200/Fy)(.0018) Use USE:
2.0 12 5.40 8 0.7 16.3 Y 6.5 65.3 Y 18 0.05 0.04 0.96 0.52 0.52 3 # 4
2.5 12 8.44 8 2.3 20.4 Y 11.3 65.3 Y 38 0.08 0.09 1.20 0.65 0.65 4 # 4
3.0 12 12.15 8 4.3 24.5 Y 17.3 65.3 Y 69 0.13 0.16 1.44 0.78 0.78 4 # 4
3.5 12 16.5 8 6.9 28.6 Y 24.3 65.3 Y 114 0.18 0.27 1.68 0.91 0.91 5 # 4
4.0 12 21.6 8 10.1 32.6 Y 32.4 65.3 Y 174 0.24 0.41 1.92 1.04 1.04 6 # 4
4.5 12 27.3 8 13.8 36.7 Y 41.6 65.3 Y 253 0.31 0.60 2.16 1.17 1.17 4 # 5
5.0 12 33.8 8 18.0 40.8 Y 51.8 65.3 Y 353 0.39 0.84 2.40 1.30 1.30 5 # 5
5.5 12 40.8 8 22.8 44.9 Y 63.2 65.3 Y 476 0.49 1.14 2.64 1.43 1.51 5 # 5
6.0 15 47.3 11 24.2 67.3 Y 72.3 112.2 Y 607 0.41 1.04 3.60 1.94 1.94 7 # 5
ONE WAY SHEAR: TWO WAY SHEAR:
C:\Users\mcast\Dropbox\CE-OFFICE\CE-ENGINEERING\CE-SOFTWARE-10-CBC\FOUNDATION\F-TYPICAL FOOTING1500
45
ASCE Hazards Report
Address:
406 S Western Ave
Santa Ana, California
92703
Standard:ASCE/SEI 7-22 Latitude:33.742554
Risk Category:II Longitude:-117.891388
Soil Class:Default Elevation:83.97856678180223 ft
(NAVD 88)
Page 1 of 4https://ascehazardtool.org/Fri Jul 11 2025
46
PGA M : 0.67
SMS : 1.75
SM1 : 1.23
SDS : 1.17
SD1 : 0.82
T L : 8
SS : 1.49
S1 : 0.55
VS30 : 260
Seismic Design Category:D
Multi-Period Design Spectrum
S (g) vs T(s)a
Multi-Period MCE SpectrumR
S (g) vs T(s)a
Two-Period Design Spectrum
S (g) vs T(s)a
Two-Period MCE SpectrumR
S (g) vs T(s)a
Design Vertical Response Spectrum
Vertical ground motion data has not yet been made
available by USGS.
MCE Vertical Response SpectrumR
Vertical ground motion data has not yet been made
available by USGS.
Seismic
DefaultSite Soil Class:
Results:
Page 2 of 4https://ascehazardtool.org/Fri Jul 11 2025
47
Data Accessed: Fri Jul 11 2025
Date Source:
USGS Seismic Design Maps based on ASCE/SEI 7-22 and ASCE/SEI 7-22 Table 1.5-2. Additional data for
site-specific ground motion procedures in accordance with ASCE/SEI 7-22 Ch. 21 are available from USGS.
Page 3 of 4https://ascehazardtool.org/Fri Jul 11 2025
48
The ASCE Hazard Tool is provided for your convenience, for informational purposes only, and is provided “as is” and without warranties of any
kind. The location data included herein has been obtained from information developed, produced, and maintained by third party providers; or
has been extrapolated from maps incorporated in the ASCE standard. While ASCE has made every effort to use data obtained from reliable
sources or methodologies, ASCE does not make any representations or warranties as to the accuracy, completeness, reliability, currency, or
quality of any data provided herein. Any third-party links provided by this Tool should not be construed as an endorsement, affiliation,
relationship, or sponsorship of such third-party content by or from ASCE.
ASCE does not intend, nor should anyone interpret, the results provided by this Tool to replace the sound judgment of a competent
professional, having knowledge and experience in the appropriate field(s) of practice, nor to substitute for the standard of care required of such
professionals in interpreting and applying the contents of this Tool or the ASCE standard.
In using this Tool, you expressly assume all risks associated with your use. Under no circumstances shall ASCE or its officers, directors,
employees, members, affiliates, or agents be liable to you or any other person for any direct, indirect, special, incidental, or consequential
damages arising from or related to your use of, or reliance on, the Tool or any information obtained therein. To the fullest extent permitted by
law, you agree to release and hold harmless ASCE from any and all liability of any nature arising out of or resulting from any use of data
provided by the ASCE Hazard Tool.
Page 4 of 4https://ascehazardtool.org/Fri Jul 11 2025
49
ROOF FRAMING AREA AND
WALLS PERIMETER
AREA= 2778.87 SQ.FT.
PERIMETER= 287.42 FT.
50
Castillo Engineering Inc.JOB:
ENGR: JOB NO.SHEET NO.
SEISMIC BASE SHEAR
(ASCE 7-22)
Degrees
Degrees
(Table 20.3-1)
R = (Table 12.2-1)
SMS =
S1 =
SM1 =
SDS = (2/3)SMS (11.4-3)
= (2/3)x
=
SD1 = (2/3)SM1 (11.4-4)
= (2/3)x
=
Ta =Ct hn
x (12.8-7)
=x 13
=
V = Cs W
VMIN = W
VMIN = 0.5 S1 Ie W For S1 is equal to or greater than 0.6g
= x x W
= W [GOVERNS]
VMAX = W =x W = W
x
V =r W =x x W = x W
= W [Strength Level]
V = x W
=W [Allowable Stress Design]
406 S WESTERN AV
25-5096
D
2.5
FG DATE: 11/07/2025
Latitude:
0.137
1.75
1.23
0.820
0.02 0.75
1.75
0.55
Longitude:
33.742554
-117.8914
SITE CLASS:
1.23
1.167
2.39545
SDS Ie
0.820 1.00
0.137 2.5
SD1 Ie
2.5
T R
0.01
R
0.5 0.5500 1.00
2.5
0.110
0.7
0.43
0.607
1.30.467
0.607
R
1.167 1.00 1.3
51
Castillo Engineering Inc.JOB
FG DATE JOB NO. 25-5096 SHEET NO.
SEISMIC ANALYSIS
WEIGHT
Wroof = ( 15 psf + 5.0 psf ) x ft^2 = kips
Wwall = 16 psf x 8 ft /2 x ft = kips
W2 = kips
BASE SHEAR
= x
= x = kips
WTOTAL
406 S WESTERN AV
74.0
55.6
287.42 18.4
2778.9
lbs/sq ft
11/07/2025
VBASE
ENGR.
VBASE 0.43
31.440.43 74.0 (11.313)
52
X1.1
SHEAR WALLS KEY PLAN X
A=430
A=490
A=78.4
X1.2
X3.1
X2.1
53
A=264
SHEAR WALLS KEY PLAN Y
Y1
.
1
Y1
.
2
Y2
.
1
Y4
.
1
A=324 A=220
A=142
Y3
.
1
54
ARCHITECT JOB 406 S WESTERN AV
ENGR. MC JOB NO. 25-5096 SHEET NO.
R=6.5
F1= 11.313
SW U-FORCE T.A. FORCE L1 L2 L3 L4 HEIGHT
X1 11.31 430.00 4.86 7.67 4.75
X2 11.31 78.40 0.89 2.82
X3 11.31 490.00 5.54 12.08
Y1 11.31 264.00 2.99 3.42 6.17
Y2 11.31 324.00 3.67 3.82
Y3 11.31 220.00 2.49 6.91
Y4 11.31 142.00 1.61 7.33
SEISMIC FORCES FLOOR 1
Castillo Engineering, Inc.
SEISMIC DESIGN FORCES FOR SHEAR OF LEVEL 1
1205 PINE AVE
LONG BEACH CA
55
SHEAR WALLS FORCES
X1.1 X1.2
X3.1
X2.1
4.86k
0.89k
5.54k
2.99k 3.67k
1.61k2.49k
Y1
.
1
Y1
.
2
Y2
.
1
Y4
.
1
Y3
.
1
56
ARCHITECT JOB 406 S WESTERN AV
CASTILLO ENGINEERING, INC.
1205 Pine Avenue, Suite 201
ENGR. MC Long Beach, CA 90813 JOB NO. 25-5096 SHEET NO.
TAG:X1.1 ( 7.67 ft),X1.2 ( 4.75 ft)
FORCE:
###kips ###0.00 ft
F1=kips H1:8.00 ft SEISMIC GOVERNS
FTOTAL=kips Load Comb.:(0.6-.14SDS) D + 0.7 E
SDS= 1.17
SHEAR STRESS
X1.1 :L1= ft v= lbs = plf
X1.2 :L2= ft ft
Ltotal= ft
OVERTURNING
MOT= x 7.67 x 8.0 = k-ft
12.42
FLOOR: psf x ft = plf
FLOOR: psf x ft = plf h/w=1.04 OK
WALL: psf x ft = plf
w = plf Vallow=510 PLF
MR= x 7.67 ^2/2 = k-ft USE:
TYPE 4 SHEARWALL
- 0.44 x = kips
kips OK USE:4 x 4 POST w/ H.D.
2-H.D.11 Tallow= 2X9.34 = 18.68>16.333MIN. HDU-2
MOT= x 4.75 x 8.0 = k-ft
12.42
ROOF: psf x ft = plf
FLOOR: psf x ft = plf h/w=1.68 OK
WALL: psf x ft = plf
w = plf Vallow=510 PLF
MR= x 4.75 ^2/2 = k-ft USE:
TYPE 4 SHEARWALL
- 0.44 x = kips
kips OK USE:4 x 4 POST w/ H.D.
MIN. HDU2
HDU2
2.97
2.77
HDU2
14.88
4.75
Tallow=3.08
0.158 1.78
T= 14.9 1.78
16 8 128
158
Tributary
15 2 30
0 0 0
WALL:X1.2
4.86
Unit load
0 0.00 0
7.67
Tallow=3.08
0.218 6.41
T= 24.0
16 8.00 128
218
6.41
WALL:X1.1
4.86
15 6.00
Unit load
90
24.03
Tributary
12.42
4.75 12.42
SHEARWALL CALCULATIONS-LEVEL 1
0.00
4.86
4.86
7.67 4865 392
57
ARCHITECT JOB 406 S WESTERN AV
CASTILLO ENGINEERING, INC.
1205 Pine Avenue, Suite 201
ENGR. MC Long Beach, CA 90813 JOB NO. 25-5096 SHEET NO.
TAG:X2.1 ( 2.82 ft),X2.2 ( 0.00 ft)
FORCE:
###kips ###0.00 ft
F1=kips H1:8.00 ft SEISMIC GOVERNS
FTOTAL=kips Load Comb.:(0.6-.14SDS) D + 0.7 E
SDS= 1.17
SHEAR STRESS
X2.1 :L1= ft v= lbs = plf
X2.2 :L2= ft ft
Ltotal= ft
OVERTURNING
MOT= x 2.82 x 8.0 = k-ft
2.82
FLOOR: psf x ft = plf
FLOOR: psf x ft = plf h/w=2.84 2w/h factor=0.90
WALL: psf x ft = plf
w = plf Vallow=510 x 0.90 = PLF
MR= x 2.82 ^2/2 = k-ft USE:
TYPE 4 SHEARWALL
- 0.44 x = kips
kips OK USE:4 x 4 POST w/ H.D.
2-H.D.11 Tallow= 2X9.34 = 18.68>16.333MIN. HDU-2
457
2.38
HDU2
0 0.00 0
2.82
Tallow=3.08
0.218 0.87
T= 7.1
16 8.00 128
218
0.87
WALL:X2.1
0.89
15 6.00
Unit load
90
7.10
Tributary
2.82
0.00 2.82
SHEARWALL CALCULATIONS-LEVEL 1
0.00
0.89
0.89
2.82 887 315
58
ARCHITECT JOB 406 S WESTERN AV
CASTILLO ENGINEERING, INC.
1205 Pine Avenue, Suite 201
ENGR. MC Long Beach, CA 90813 JOB NO. 25-5096 SHEET NO.
TAG:X3.1 ( 12.08 ft),X3.2 ( 0.00 ft)
FORCE:
###kips ###0.00 ft
F1=kips H1:8.00 ft SEISMIC GOVERNS
FTOTAL=kips Load Comb.:(0.6-.14SDS) D + 0.7 E
SDS= 1.17
SHEAR STRESS
X3.1 :L1= ft v= lbs = plf
X3.2 :L2= ft ft
Ltotal= ft
OVERTURNING
MOT= x 12.08 x 8.0 = k-ft
12.08
FLOOR: psf x ft = plf
FLOOR: psf x ft = plf h/w=0.66 OK
WALL: psf x ft = plf
w = plf Vallow=510 PLF
MR= x 12.08 ^2/2 = k-ft USE:
TYPE 4 SHEARWALL
- 0.44 x = kips
kips OK USE:4 x 4 POST w/ H.D.
2-H.D.11 Tallow= 2X9.34 = 18.68>16.333MIN. HDU-2
2.94
HDU2
0 0.00 0
12.08
Tallow=3.08
0.278 20.28
T= 44.3
16 8.00 128
278
20.28
WALL:X3.1
5.54
15 10.00
Unit load
150
44.35
Tributary
12.08
0.00 12.08
SHEARWALL CALCULATIONS-LEVEL 1
0.00
5.54
5.54
12.08 5543 459
59
ARCHITECT JOB 406 S WESTERN AV
CASTILLO ENGINEERING, INC.
1205 Pine Avenue, Suite 201
ENGR. MC Long Beach, CA 90813 JOB NO. 25-5096 SHEET NO.
TAG:Y1.1 ( 3.42 ft),Y1.2 ( 6.17 ft)
FORCE:
###kips ###0.00 ft
F1=kips H1:8.00 ft SEISMIC GOVERNS
FTOTAL=kips Load Comb.:(0.6-.14SDS) D + 0.7 E
SDS= 1.17
SHEAR STRESS
Y1.1 :L1= ft v= lbs = plf
Y1.2 :L2= ft ft
Ltotal= ft
OVERTURNING
MOT= x 3.42 x 8.0 = k-ft
9.59
FLOOR: psf x ft = plf
FLOOR: psf x ft = plf h/w=2.34 2w/h factor=0.96
WALL: psf x ft = plf
w = plf Vallow=340 x 0.96 = PLF
MR= x 3.42 ^2/2 = k-ft USE:
TYPE 6 SHEARWALL
- 0.44 x = kips
kips OK USE:4 x 4 POST w/ H.D.
2-H.D.11 Tallow= 2X9.34 = 18.68>16.333MIN. HDU-2
MOT= x 6.17 x 8.0 = k-ft
9.59
ROOF: psf x ft = plf
FLOOR: psf x ft = plf h/w=1.30 OK
WALL: psf x ft = plf
w = plf Vallow=340 PLF
MR= x 6.17 ^2/2 = k-ft USE:
TYPE 6 SHEARWALL
- 0.44 x = kips
kips OK USE:4 x 4 POST w/ H.D.
MIN. HDU2
326
HDU2
2.26
2.36
HDU2
15.37
6.17
Tallow=3.08
0.173 3.29
T= 15.4 3.29
16 8 128
173
Tributary
15 3 45
0 0 0
WALL:Y1.2
2.99
Unit load
0 0.00 0
3.42
Tallow=3.08
0.173 1.01
T= 8.5
16 8.00 128
173
1.01
WALL:Y1.1
2.99
15 3.00
Unit load
45
8.52
Tributary
9.59
6.17 9.59
SHEARWALL CALCULATIONS-LEVEL 1
0.00
2.99
2.99
3.42 2987 311
60
ARCHITECT JOB 406 S WESTERN AV
CASTILLO ENGINEERING, INC.
1205 Pine Avenue, Suite 201
ENGR. MC Long Beach, CA 90813 JOB NO. 25-5096 SHEET NO.
TAG:Y2.1 ( 3.82 ft),Y2.2 ( 0.00 ft)
FORCE:
###kips ###0.00 ft
F1=kips H1:8.00 ft SEISMIC GOVERNS
FTOTAL=kips Load Comb.:(0.6-.14SDS) D + 0.7 E
SDS= 1.17
SHEAR STRESS
Y2.1 :L1= ft v= lbs = plf
Y2.2 :L2= ft ft
Ltotal= ft
OVERTURNING
MOT= x 3.82 x 8.0 = k-ft
3.82
FLOOR: psf x ft = plf
FLOOR: psf x ft = plf h/w=2.09 2w/h factor=0.99
WALL: psf x ft = plf
w = plf Vallow=1020 x 0.99 = PLF
MR= x 3.82 ^2/2 = k-ft USE:
TYPE 4D SHEARWALL
- 0.44 x = kips
kips OK USE:4 x 6 POST w/ H.D.
2-H.D.11 Tallow= 2X9.34 = 18.68>16.333MIN. HDU-2
1008
7.49
HDU11
0 0.00 0
3.82
Tallow=9.34
0.218 1.59
T= 29.3
16 8.00 128
218
1.59
WALL:Y2.1
3.67
15 6.00
Unit load
90
29.32
Tributary
3.82
0.00 3.82
SHEARWALL CALCULATIONS-LEVEL 1
0.00
3.67
3.67
3.82 3665 960
61
JOB 406 S WESTERN AVARCHITECT
CASTILLO ENGINEERING, INC.
1205 Pine Avenue, Suite 201
ENGR. MC Long Beach, CA 90813 JOB NO. SHEET NO.25-5096
TAG:Y3.1 6.91 ft),(Y3.2 0.00 ft)(
FORCE:
######kips 0.00 ft
F1=H1:kips 8.00 ft SEISMIC GOVERNS
FTOTAL=kips Load Comb.:(0.6-.14SDS) D + 0.7 E
SDS= 1.17
SHEAR STRESS
Y3.1 :plflbs =v=ftL1=
Y3.2 :ftL2=ft
ftLtotal=
OVERTURNING
k-ft=8.0x6.91xMOT=
6.91
plf=ftxpsfFLOOR:
plf=ftxpsfFLOOR:h/w=1.16 OK
plf=ftxpsfWALL:
Vallow=plf=w 510 PLF
k-ftx=^2/26.91MR=USE:
SHEARWALL4TYPE
kips=x-0.44
kips
2-H.D.11 Tallow= 2X9.34 = 18.68>16.333MIN. HDU-2
2.64
OK USE: 4 x 4 POST w/ H.D.HDU2
00.000
6.91
Tallow=3.08
0.158 3.77
19.9T=
1288.0016
158
3.77
WALL:Y3.1
2.49
2.0015
Unit load
30
19.91
Tributary
6.91
0.00 6.91
SHEARWALL CALCULATIONS-LEVEL 1
0.00
2.49
2.49
24896.91 360
62
JOB 406 S WESTERN AVARCHITECT
CASTILLO ENGINEERING, INC.
1205 Pine Avenue, Suite 201
ENGR. MC Long Beach, CA 90813 JOB NO. SHEET NO.25-5096
TAG:Y4.1 7.33 ft),(Y4.2 0.00 ft)(
FORCE:
######kips 0.00 ft
F1=H1:kips 8.00 ft SEISMIC GOVERNS
FTOTAL=kips Load Comb.:(0.6-.14SDS) D + 0.7 E
SDS= 1.17
SHEAR STRESS
Y4.1 :plflbs =v=ftL1=
Y4.2 :ftL2=ft
ftLtotal=
OVERTURNING
k-ft=8.0x7.33xMOT=
7.33
plf=ftxpsfFLOOR:
plf=ftxpsfFLOOR:h/w=1.09 OK
plf=ftxpsfWALL:
Vallow=plf=w 340 PLF
k-ftx=^2/27.33MR=USE:
SHEARWALL6TYPE
kips=x-0.44
kips
2-H.D.11 Tallow= 2X9.34 = 18.68>16.333MIN. HDU-2
1.50
OK USE: 4 x 4 POST w/ H.D.HDU2
00.000
7.33
Tallow=3.08
0.158 4.24
12.9T=
1288.0016
158
4.24
WALL:Y4.1
1.61
2.0015
Unit load
30
12.85
Tributary
7.33
0.00 7.33
SHEARWALL CALCULATIONS-LEVEL 1
0.00
1.61
1.61
16067.33 219
63
Company:Date:2/17/2023
Engineer:Page:1/5
Project:
Address:
Phone:
E-mail:
Anchor Designer™
Software
Version 3.2.2311.2
1.Project information
Project description:
Location:
Fastening description:
2. Input Data & Anchor Parameters
General
Design method:ACI 318-19
Units: Imperial units
Anchor Information:
Anchor type: Bonded anchor
Material: F1554 Grade 36
Diameter (inch): 0.625
Effective Embedment depth, hef (inch): 12.500
Code report: ICC-ES ESR-4057
Anchor category: -
Anchor ductility: Yes
hmin (inch): 13.88
cac (inch): 33.54
Cmin (inch): 1.75
Smin (inch): 3.00
Base Material
Concrete: Normal-weight
Concrete thickness, h (inch): 18.00
State: Cracked
Compressive strength, f’c (psi): 2500
Ψc,V: 1.0
Reinforcement condition: Supplementary reinforcement not present
Supplemental edge reinforcement: Not applicable
Reinforcement provided at corners: No
Ignore concrete breakout in tension: No
Ignore concrete breakout in shear: No
Hole condition: Dry concrete
Inspection: Continuous
Temperature range, Short/Long: 150/110°F
Reduced installation torque (for AT-3G): Not applicable
Ignore 6do requirement: Not applicable
Build-up grout pad: No
Recommended Anchor
Anchor Name: SET-3G™ - SET-3G w/ 5/8"Ø F1554 Gr. 36
Code Report: ICC-ES ESR-4057
Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility.
Simpson Strong-Tie Company Inc.5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com
64
Company:Date:2/17/2023
Engineer:Page:2/5
Project:
Address:
Phone:
E-mail:
Anchor Designer™
Software
Version 3.2.2311.2
Load and Geometry
Load factor source: ACI 318 Section 5.3
Load combination: not set
Seismic design: No
Anchors subjected to sustained tension: No
Apply entire shear load at front row: Yes
Anchors only resisting wind and/or seismic loads: No
Strength level loads:
Nua [lb]: 5645
Vuax [lb]: 0
Vuay [lb]: 0
<Figure 1>
Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility.
Simpson Strong-Tie Company Inc.5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com
65
Company:Date:2/17/2023
Engineer:Page:3/5
Project:
Address:
Phone:
E-mail:
Anchor Designer™
Software
Version 3.2.2311.2
<Figure 2>
Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility.
Simpson Strong-Tie Company Inc.5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com
66
Company:Date:2/17/2023
Engineer:Page:4/5
Project:
Address:
Phone:
E-mail:
Anchor Designer™
Software
Version 3.2.2311.2
3. Resulting Anchor Forces
Anchor Tension load,
Nua (lb)
Shear load x,
Vuax (lb)
Shear load y,
Vuay (lb)
Shear load combined,
√(Vuax)²+(Vuay)² (lb)
1 5645.0 0.0 0.0 0.0
Sum 5645.0 0.0 0.0 0.0
Maximum concrete compression strain (‰): 0.00
Maximum concrete compression stress (psi): 0
Resultant tension force (lb): 5645
Resultant compression force (lb): 0
Eccentricity of resultant tension forces in x-axis, e'Nx (inch): 0.00
Eccentricity of resultant tension forces in y-axis, e'Ny (inch): 0.00
4. Steel Strength of Anchor in Tension (Sec. 17.6.1)
Nsa (lb)Nsa (lb)
13110 0.75 9833
5. Concrete Breakout Strength of Anchor in Tension (Sec. 17.6.2)
Nb = kc a f’chef1.5 (Eq. 17.6.2.2.1)
kc a f’c (psi)hef (in)Nb (lb)
17.0 1.00 2500 12.500 37565
Ncb =(ANc / ANco)ed,N c,N cp,NNb (Sec. 17.5.1.2 & Eq. 17.6.2.1a)
ANc (in2)ANco (in2)ca,min (in)ed,N c,N cp,N Nb (lb)Ncb (lb)
450.00 1406.25 2.50 0.740 1.00 1.000 37565 0.65 5782
6. Adhesive Strength of Anchor in Tension (Sec. 17.6.5)
k,cr =k,crfshort-termKsat(f’c /2,500)n
k,cr (psi)fshort-term Ksat f’c (psi)n k,cr (psi)
1356 1.00 1.00 2500 0.24 1356
Nba =a cr dahef (Eq. 17.6.5.2.1)
a cr (psi)da (in)hef (in)Nba (lb)
1.00 1356 0.63 12.500 33281
Na =(ANa / ANa0)ed,Na cp,NaNba (Sec. 17.5.1.2 & Eq. 17.6.5.1a)
ANa (in2)ANa0 (in2)cNa (in)ca,min (in)ed,Na cp,Na Nba (lb)Na (lb)
197.36 307.10 8.76 2.50 0.786 1.000 33281 0.65 10922
Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility.
Simpson Strong-Tie Company Inc.5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com
67
Company:Date:2/17/2023
Engineer:Page:5/5
Project:
Address:
Phone:
E-mail:
Anchor Designer™
Software
Version 3.2.2311.2
11. Results
Interaction of Tensile and Shear Forces (Sec. 17.8)
Tension Factored Load, Nua (lb)Design Strength, øNn (lb)Ratio Status
Steel 5645 9833 0.57 Pass
Concrete breakout 5645 5782 0.98 Pass (Governs)
Adhesive 5645 10922 0.52 Pass
SET-3G w/ 5/8"Ø F1554 Gr. 36 with hef = 12.500 inch meets the selected design criteria.
12. Warnings
- Designer must exercise own judgement to determine if this design is suitable.
- Refer to manufacturer’s product literature for hole cleaning and installation instructions.
Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility.
Simpson Strong-Tie Company Inc.5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com
68
Company:Date:12/29/2025
Engineer:Page:1
Project:
Address:
Phone:
E-mail:
Anchor Designer™ for
Concrete Software
Version 3.4.2512.1
1.Project information
Project description:
Location:
Design name: Design
Comment:
2. Input Data &Anchor Parameters
General
Design method:ACI 318-19
Units: Imperial units
Anchor Information:
Anchor type: Cast-in-place
Material: F1554 Grade 36
Diameter (inch): 1.000
Effective Embedment depth,hef (inch): 5.000
Anchor category:-
Anchor ductility: Yes
hmin (inch): 7.63
Cmin (inch): 6.00
Smin (inch): 6.00
Base Material
Concrete: Normal-weight
Concrete thickness,h (inch): 18.00
State: Uncracked
Compressive strength, f’c (psi): 2500
Reinforcement condition:B tension,B shear
Supplemental edge reinforcement: No
Reinforcement provided at corners: No
Ignore concrete breakout in tension: No
Ignore concrete breakout in shear: No
Ignore 6do requirement: No
Build-up grout pad: No
Recommended Anchor
Anchor Name: Custom CIP Anchor &Steel Plate Washer -1"Ø F1554 Gr. 36 (2.50 x 2.50 x 0.38)
Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility.
Simpson Strong-Tie Company Inc.5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com
69
Company:Date:12/29/2025
Engineer:Page:2
Project:
Address:
Phone:
E-mail:
Anchor Designer™ for
Concrete Software
Version 3.4.2512.1
Load and Geometry
Load factor source: ACI 318 Section 5.3
Load combination: not set
Seismic design: No
Anchors subjected to sustained tension: Not applicable
Apply entire shear load at front row: Yes
Anchors only resisting wind and/or seismic loads: No
Strength level loads:
Nua [lb]: 9540
Vuax [lb]:0
Vuay [lb]:0
<Figure 1>
Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility.
Simpson Strong-Tie Company Inc.5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com
70
Company:Date:12/29/2025
Engineer:Page:3
Project:
Address:
Phone:
E-mail:
Anchor Designer™ for
Concrete Software
Version 3.4.2512.1
<Figure 2>
3. Resulting Anchor Forces
Anchor Tension load,
Nua (lb)
Shear load x,
Vuax (lb)
Shear load y,
Vuay (lb)
Shear load combined,
√(Vuax)²+(Vuay)² (lb)
1 9540.0 0.0 0.0 0.0
Sum 9540.0 0.0 0.0 0.0
Maximum concrete compression strain (‰): 0.00
Maximum concrete compression stress (psi):0
Resultant tension force (lb): 9540
Resultant compression force (lb):0
Eccentricity of resultant tension forces in x-axis, e'Nx (inch): 0.00
Eccentricity of resultant tension forces in y-axis, e'Ny (inch): 0.00
Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility.
Simpson Strong-Tie Company Inc.5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com
71
Company:Date:12/29/2025
Engineer:Page:4
Project:
Address:
Phone:
E-mail:
Anchor Designer™ for
Concrete Software
Version 3.4.2512.1
4. Steel Strength of Anchor in Tension (Sec. 17.6.1)
Nsa (lb)Nsa (lb)
35133 0.75 26350
5. Concrete Breakout Strength of Anchor in Tension (Sec. 17.6.2)
Nb = kc a f’chef1.5 (Eq. 17.6.2.2.1)
kc a f’c (psi)hef (in)Nb (lb)
24.0 1.00 2500 5.000 13416
Ncb =(ANc / ANco)ed,N c,N cp,NNb (Sec. 17.5.1.2 &Eq. 17.6.2.1a)
ANc (in2)ANco (in2)ca,min (in)ed,N c,N cp,N Nb (lb)Ncb (lb)
302.24 225.00 17.00 1.000 1.25 1.000 13416 0.70 15769
6. Pullout Strength of Anchor in Tension (Sec. 17.6.3)
Npn =c,PNp =c,P8Abrgf’c (Sec. 17.5.1.2, Eq. 17.6.3.1 &17.6.3.2.2a)
c,P Abrg (in2)f’c (psi)Npn (lb)
1.4 3.68 2500 0.70 72170
7. Results
Interaction of Tensile and Shear Forces (Sec. 17.8)
Tension Factored Load,Nua (lb)Design Strength, øNn (lb)Ratio Status
Steel 9540 26350 0.36 Pass
Concrete breakout 9540 15769 0.60 Pass (Governs)
Pullout 9540 72170 0.13 Pass
1"Ø F1554 Gr. 36 (2.50 x 2.50 x 0.38) with hef = 5.000 inch meets the selected design criteria.
8. Warnings
-Designer must exercise own judgement to determine if this design is suitable.
-Projected breakout area ANc is limited per ACI 318-19 Section 17.6.2.1.3.
Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility.
Simpson Strong-Tie Company Inc.5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com
72
CASTILLO ENGINEERING, INC
CIVIL & STRUCTURAL ENGINEERS
1205 PINE AVENUE, SUITE 201, LONG BEACH, CA 90813
TEL: 714 725 8320 FAX: 562 961 5700
ENGR. DATE 1513 S SHERBOURNE DR JOB NO. 18-739
SHEAR TRANSFER
SHEAR TRANSFER AT ‘A35’ @ 16”:
ALLOW FOR 'A35' @ 8" = 0.650 x 12"/8" = 0.487 KLF
or 2-‘A35’ @ 16”
'A35' CLIPS @ 8" O.C.
SHEAR ALLOW = 0.975 klf
SHEAR ALLOW = 975 plf
ALLOW FOR 'A35' @ 16" = 0.650 x 12"/16" = 0.487 KLF
'A35' CLIPS @ 16" O.C.
SHEAR ALLOW = 0.487 klf
SHEAR ALLOW = 487 plf
ALLOW FOR 'A35' @ 16" = 0.650 x 12"/32" = 0.487 KLF
'A35' CLIPS @ 32" O.C.
SHEAR ALLOW = 0.243 klf
SHEAR ALLOW = 243 plf
73
Beam on Elastic Foundation
LIC# : KW-06017148, Build:20.24.05.02 CASTILLO ENGINEERING INC.(c) ENERCALC INC 1983-2023
DESCRIPTION:(E)CF1
CASTILLO ENGINEERING INC.
Project File: 25-5096.ec6
Project Title:
Engineer:
Project ID:
Project Descr:
CODE REFERENCES
Calculations per ACI 318-14, IBC 2018, CBC 2019, ASCE 7-16
Load Combinations Used : IBC 2021
Material Properties
2.50
7.50
145.0
Elastic Modulus 3,122.0 ksi
Soil Subgrade Modulus =200.0 psi / (inch deflection)
11.0Lt Wt FactorO =
=60.0
29,000.0
40.0
29,000.0
3
Beam is supported on an elastic foundation,
2
=0.90
0.750
f'c ksi
fy - Main Rebar ksi
Density
1/2
=
fr = f'c *
pcf
E - Main Rebar ksi
psi
=
Fy - Stirrups ksi
==
=
E - Stirrups ksi
E
==
=
Shear :
Stirrup Bar Size #
Number of Resisting Legs Per Stirrup
Phi Values Flexure :
\
#
I
Load Combination :IBC 2021
.Cross Section & Reinforcing Details
Rectangular Section, Width = 12.0 in, Height = 18.0 in
Span #1 Reinforcing....
2-#4 at 3.0 in from Bottom, from 0.0 to 12.750 ft in this span 2-#4 at 3.0 in from Top, from 0.0 to 12.750 ft in this span
.Service loads entered. Load Factors will be applied for calculations.Applied Loads
Load for Span Number 1
Uniform Load : D = 0.0750, Lr = 0.10 k/ft, Tributary Width = 1.0 ft, (ROOF)
Uniform Load : D = 0.160 k/ft, Tributary Width = 1.0 ft, (WALL)
Point Load : E = -9.540 k @ 8.080 ft
Point Load : E = 9.540 k @ 11.50 ft
.Design OKDESIGN SUMMARY
Maximum Bending Stress Ratio =: 1
Load Combination
Span # where maximum occurs
Maximum Soil Pressure =ksf at ft
Allowable Soil Pressure =OK1.50 ksf
Location of maximum on span ft
Mn * Phi : Allowable 28.504 k-ft
Typical SectionSection used for this span
Mu : Applied k-ft
Maximum Deflection
Max Downward L+Lr+S Deflection in
Max Upward L+Lr+S Deflection in
Max Downward Total Deflection in
Max Upward Total Deflection in
.Shear Stirrup Requirements
Between 0.00 to 7.95 ft, Vu < PhiVc/2, Req'd Vs = Not Reqd, use stirrups spaced at 0.000 in
Between 8.10 to 11.40 ft, PhiVc/2 < Vu <= PhiVc, Req'd Vs = Min 9.6.3.1, use stirrups spaced at 7.500 in
Between 11.55 to 12.45 ft, Vu < PhiVc/2, Req'd Vs = Not Reqd, use stirrups spaced at 0.000 in
.Maximum Forces & Stresses for Load Combinations
Span #
Bending Stress Results ( k-ft )Location (ft)Load Combination
Mu : Max Stress RatioSegment Length Phi*Mnxin Span
MAXimum Bending Envelope
74
Beam on Elastic Foundation
LIC# : KW-06017148, Build:20.24.05.02 CASTILLO ENGINEERING INC.(c) ENERCALC INC 1983-2023
DESCRIPTION:(E)CF1
CASTILLO ENGINEERING INC.
Project File: 25-5096.ec6
Project Title:
Engineer:
Project ID:
Project Descr:
Span #
Bending Stress Results ( k-ft )Location (ft)Load Combination
Mu : Max Stress RatioSegment Length Phi*Mnxin Span
Span # 1 1 12.600 -0.02 28.50 0.00
+1.40D
Span # 1 1 12.600 -0.00 28.50 0.00
+1.20D+0.50Lr
Span # 1 1 12.600 -0.00 28.50 0.00
+1.20D
Span # 1 1 12.600 -0.00 28.50 0.00
+1.20D+1.60Lr
Span # 1 1 12.600 -0.00 28.50 0.00
+1.434D+1.30E
Span # 1 1 11.550 1.39 28.50 0.05
+1.434D-1.30E
Span # 1 1 8.100 26.84 28.50 0.94
+0.90D
Span # 1 1 12.600 -0.00 28.50 0.00
+0.6660D+1.30E
Span # 1 1 11.550 1.39 28.50 0.05
+0.6660D-1.30E
Span # 1 1 8.100 26.84 28.50 0.94
.
Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl
Overall Maximum Deflections - Unfactored Loads
Span 1Span 1 1 0.0561 12.750 -0.0302 0.000
.Detailed Shear Information
Load Combination
Vu (k)Span Distance 'd'Comment Phi*Vs
Req'd
d*Vu/MuMu
(ft)(k)(in)Actual Suggest(k-ft)Number (k)
Spacing (in)
Design
Phi*Vc
+1.434D-1.30E 1 0.00 15.00 0.11 0.11 0.00 1.00 14.33 Vu < PhiVc/2 Not Reqd 0.00 0.00
+1.434D-1.30E 1 0.15 15.00 0.28 0.28 0.01 1.00 14.33 Vu < PhiVc/2 Not Reqd 0.00 0.00
+1.434D-1.30E 1 0.30 15.00 0.44 0.44 0.05 1.00 14.33 Vu < PhiVc/2 Not Reqd 0.00 0.00
+1.434D-1.30E 1 0.45 15.00 0.61 0.61 0.11 1.00 14.33 Vu < PhiVc/2 Not Reqd 0.00 0.00
+1.434D-1.30E 1 0.60 15.00 0.77 0.77 0.20 1.00 14.33 Vu < PhiVc/2 Not Reqd 0.00 0.00
+1.434D-1.30E 1 0.75 15.00 0.93 0.93 0.31 1.00 14.33 Vu < PhiVc/2 Not Reqd 0.00 0.00
+1.434D-1.30E 1 0.90 15.00 1.08 1.08 0.45 1.00 14.33 Vu < PhiVc/2 Not Reqd 0.00 0.00
+1.434D-1.30E 1 1.05 15.00 1.24 1.24 0.61 1.00 14.33 Vu < PhiVc/2 Not Reqd 0.00 0.00
+1.434D-1.30E 1 1.20 15.00 1.39 1.39 0.79 1.00 14.33 Vu < PhiVc/2 Not Reqd 0.00 0.00
+1.434D-1.30E 1 1.35 15.00 1.54 1.54 0.99 1.00 14.33 Vu < PhiVc/2 Not Reqd 0.00 0.00
+1.434D-1.30E 1 1.50 15.00 1.68 1.68 1.22 1.00 14.33 Vu < PhiVc/2 Not Reqd 0.00 0.00
+1.434D-1.30E 1 1.65 15.00 1.83 1.83 1.47 1.00 14.33 Vu < PhiVc/2 Not Reqd 0.00 0.00
+1.434D-1.30E 1 1.80 15.00 1.97 1.97 1.74 1.00 14.33 Vu < PhiVc/2 Not Reqd 0.00 0.00
+1.434D-1.30E 1 1.95 15.00 2.11 2.11 2.03 1.00 14.33 Vu < PhiVc/2 Not Reqd 0.00 0.00
+1.434D-1.30E 1 2.10 15.00 2.25 2.25 2.34 1.00 14.33 Vu < PhiVc/2 Not Reqd 0.00 0.00
+1.434D-1.30E 1 2.25 15.00 2.38 2.38 2.68 1.00 14.33 Vu < PhiVc/2 Not Reqd 0.00 0.00
+1.434D-1.30E 1 2.40 15.00 2.52 2.52 3.03 1.00 14.33 Vu < PhiVc/2 Not Reqd 0.00 0.00
+1.434D-1.30E 1 2.55 15.00 2.65 2.65 3.40 1.00 14.33 Vu < PhiVc/2 Not Reqd 0.00 0.00
+1.434D-1.30E 1 2.70 15.00 2.77 2.77 3.80 1.00 14.33 Vu < PhiVc/2 Not Reqd 0.00 0.00
+1.434D-1.30E 1 2.85 15.00 2.90 2.90 4.21 1.00 14.33 Vu < PhiVc/2 Not Reqd 0.00 0.00
+1.434D-1.30E 1 3.00 15.00 3.02 3.02 4.64 1.00 14.33 Vu < PhiVc/2 Not Reqd 0.00 0.00
+1.434D-1.30E 1 3.15 15.00 3.14 3.14 5.09 1.00 14.33 Vu < PhiVc/2 Not Reqd 0.00 0.00
+1.434D-1.30E 1 3.30 15.00 3.26 3.26 5.56 1.00 14.33 Vu < PhiVc/2 Not Reqd 0.00 0.00
+1.434D-1.30E 1 3.45 15.00 3.38 3.38 6.04 1.00 14.33 Vu < PhiVc/2 Not Reqd 0.00 0.00
+1.434D-1.30E 1 3.60 15.00 3.49 3.49 6.54 1.00 14.33 Vu < PhiVc/2 Not Reqd 0.00 0.00
+1.434D-1.30E 1 3.75 15.00 3.60 3.60 7.06 1.00 14.33 Vu < PhiVc/2 Not Reqd 0.00 0.00
+1.434D-1.30E 1 3.90 15.00 3.70 3.70 7.60 1.00 14.33 Vu < PhiVc/2 Not Reqd 0.00 0.00
+1.434D-1.30E 1 4.05 15.00 3.81 3.81 8.15 1.00 14.33 Vu < PhiVc/2 Not Reqd 0.00 0.00
+1.434D-1.30E 1 4.20 15.00 3.91 3.91 8.72 1.00 14.33 Vu < PhiVc/2 Not Reqd 0.00 0.00
+1.434D-1.30E 1 4.35 15.00 4.00 4.00 9.30 1.00 14.33 Vu < PhiVc/2 Not Reqd 0.00 0.00
+1.434D-1.30E 1 4.50 15.00 4.10 4.10 9.90 1.00 14.33 Vu < PhiVc/2 Not Reqd 0.00 0.00
+1.434D-1.30E 1 4.65 15.00 4.19 4.19 10.51 1.00 14.33 Vu < PhiVc/2 Not Reqd 0.00 0.00
+1.434D-1.30E 1 4.80 15.00 4.28 4.28 11.13 1.00 14.33 Vu < PhiVc/2 Not Reqd 0.00 0.00
+1.434D-1.30E 1 4.95 15.00 4.36 4.36 11.77 1.00 14.33 Vu < PhiVc/2 Not Reqd 0.00 0.00
+1.434D-1.30E 1 5.10 15.00 4.44 4.44 12.42 1.00 14.33 Vu < PhiVc/2 Not Reqd 0.00 0.00
+1.434D-1.30E 1 5.25 15.00 4.52 4.52 13.08 1.00 14.33 Vu < PhiVc/2 Not Reqd 0.00 0.00
+1.434D-1.30E 1 5.40 15.00 4.59 4.59 13.76 1.00 14.33 Vu < PhiVc/2 Not Reqd 0.00 0.00
+1.434D-1.30E 1 5.55 15.00 4.66 4.66 14.44 1.00 14.33 Vu < PhiVc/2 Not Reqd 0.00 0.00
+1.434D-1.30E 1 5.70 15.00 4.72 4.72 15.14 1.00 14.33 Vu < PhiVc/2 Not Reqd 0.00 0.00
+1.434D-1.30E 1 5.85 15.00 4.78 4.78 15.84 1.00 14.33 Vu < PhiVc/2 Not Reqd 0.00 0.00
+1.434D-1.30E 1 6.00 15.00 4.84 4.84 16.56 1.00 14.33 Vu < PhiVc/2 Not Reqd 0.00 0.00
+1.434D-1.30E 1 6.15 15.00 4.89 4.89 17.28 1.00 14.33 Vu < PhiVc/2 Not Reqd 0.00 0.00
75
Beam on Elastic Foundation
LIC# : KW-06017148, Build:20.24.05.02 CASTILLO ENGINEERING INC.(c) ENERCALC INC 1983-2023
DESCRIPTION:(E)CF1
CASTILLO ENGINEERING INC.
Project File: 25-5096.ec6
Project Title:
Engineer:
Project ID:
Project Descr:
Detailed Shear Information
Load Combination
Vu (k)Span Distance 'd'Comment Phi*Vs
Req'd
d*Vu/MuMu
(ft)(k)(in)Actual Suggest(k-ft)Number (k)
Spacing (in)
Design
Phi*Vc
+1.434D-1.30E 1 6.30 15.00 4.94 4.94 18.01 1.00 14.33 Vu < PhiVc/2 Not Reqd 0.00 0.00
+1.434D-1.30E 1 6.45 15.00 4.98 4.98 18.75 1.00 14.33 Vu < PhiVc/2 Not Reqd 0.00 0.00
+1.434D-1.30E 1 6.60 15.00 5.02 5.02 19.49 1.00 14.33 Vu < PhiVc/2 Not Reqd 0.00 0.00
+1.434D-1.30E 1 6.75 15.00 5.05 5.05 20.24 1.00 14.33 Vu < PhiVc/2 Not Reqd 0.00 0.00
+1.434D-1.30E 1 6.90 15.00 5.08 5.08 20.99 1.00 14.33 Vu < PhiVc/2 Not Reqd 0.00 0.00
+1.434D-1.30E 1 7.05 15.00 5.10 5.10 21.75 1.00 14.33 Vu < PhiVc/2 Not Reqd 0.00 0.00
+1.434D-1.30E 1 7.20 15.00 5.11 5.11 22.51 1.00 14.33 Vu < PhiVc/2 Not Reqd 0.00 0.00
+1.434D-1.30E 1 7.35 15.00 5.12 5.12 23.27 1.00 14.33 Vu < PhiVc/2 Not Reqd 0.00 0.00
+1.434D-1.30E 1 7.50 15.00 5.13 5.13 24.04 1.00 14.33 Vu < PhiVc/2 Not Reqd 0.00 0.00
+1.434D-1.30E 1 7.65 15.00 5.12 5.12 24.80 1.00 14.33 Vu < PhiVc/2 Not Reqd 0.00 0.00
+1.434D-1.30E 1 7.80 15.00 5.11 5.11 25.57 1.00 14.33 Vu < PhiVc/2 Not Reqd 0.00 0.00
+1.434D-1.30E 1 7.95 15.00 5.09 5.09 26.33 1.00 14.33 Vu < PhiVc/2 Not Reqd 0.00 0.00
+1.434D+1.30E 1 8.10 15.00 7.38 7.38 26.84 1.00 14.33 PhiVc/2 < Vu <= PhiVc Min 9.6.3.1 0.00 7.50
+1.434D+1.30E 1 8.25 15.00 7.41 7.41 25.74 1.00 14.33 PhiVc/2 < Vu <= PhiVc Min 9.6.3.1 0.00 7.50
+1.434D+1.30E 1 8.40 15.00 7.45 7.45 24.63 1.00 14.33 PhiVc/2 < Vu <= PhiVc Min 9.6.3.1 0.00 7.50
+1.434D+1.30E 1 8.55 15.00 7.50 7.50 23.52 1.00 14.33 PhiVc/2 < Vu <= PhiVc Min 9.6.3.1 0.00 7.50
+1.434D+1.30E 1 8.70 15.00 7.55 7.55 22.40 1.00 14.33 PhiVc/2 < Vu <= PhiVc Min 9.6.3.1 0.00 7.50
+1.434D+1.30E 1 8.85 15.00 7.62 7.62 21.27 1.00 14.33 PhiVc/2 < Vu <= PhiVc Min 9.6.3.1 0.00 7.50
+1.434D+1.30E 1 9.00 15.00 7.69 7.69 20.13 1.00 14.33 PhiVc/2 < Vu <= PhiVc Min 9.6.3.1 0.00 7.50
+1.434D+1.30E 1 9.15 15.00 7.77 7.77 18.98 1.00 14.33 PhiVc/2 < Vu <= PhiVc Min 9.6.3.1 0.00 7.50
+1.434D+1.30E 1 9.30 15.00 7.86 7.86 17.82 1.00 14.33 PhiVc/2 < Vu <= PhiVc Min 9.6.3.1 0.00 7.50
+1.434D+1.30E 1 9.45 15.00 7.96 7.96 16.64 1.00 14.33 PhiVc/2 < Vu <= PhiVc Min 9.6.3.1 0.00 7.50
+1.434D+1.30E 1 9.60 15.00 8.07 8.07 15.45 1.00 14.33 PhiVc/2 < Vu <= PhiVc Min 9.6.3.1 0.00 7.50
+1.434D+1.30E 1 9.75 15.00 8.18 8.18 14.25 1.00 14.33 PhiVc/2 < Vu <= PhiVc Min 9.6.3.1 0.00 7.50
+1.434D+1.30E 1 9.90 15.00 8.31 8.31 13.02 1.00 14.33 PhiVc/2 < Vu <= PhiVc Min 9.6.3.1 0.00 7.50
+1.434D+1.30E 1 10.05 15.00 8.44 8.44 11.78 1.00 14.33 PhiVc/2 < Vu <= PhiVc Min 9.6.3.1 0.00 7.50
+1.434D+1.30E 1 10.20 15.00 8.59 8.59 10.52 1.00 14.33 PhiVc/2 < Vu <= PhiVc Min 9.6.3.1 0.00 7.50
+1.434D+1.30E 1 10.35 15.00 8.74 8.74 9.23 1.00 14.33 PhiVc/2 < Vu <= PhiVc Min 9.6.3.1 0.00 7.50
+1.434D+1.30E 1 10.50 15.00 8.91 8.91 7.92 1.00 14.33 PhiVc/2 < Vu <= PhiVc Min 9.6.3.1 0.00 7.50
+1.434D+1.30E 1 10.65 15.00 9.08 9.08 6.59 1.00 14.33 PhiVc/2 < Vu <= PhiVc Min 9.6.3.1 0.00 7.50
+1.434D+1.30E 1 10.80 15.00 9.27 9.27 5.23 1.00 14.33 PhiVc/2 < Vu <= PhiVc Min 9.6.3.1 0.00 7.50
+1.434D+1.30E 1 10.95 15.00 9.46 9.46 3.85 1.00 14.33 PhiVc/2 < Vu <= PhiVc Min 9.6.3.1 0.00 7.50
+1.434D+1.30E 1 11.10 15.00 9.67 9.67 2.43 1.00 14.33 PhiVc/2 < Vu <= PhiVc Min 9.6.3.1 0.00 7.50
+1.434D+1.30E 1 11.25 15.00 9.88 9.88 0.98 1.00 14.33 PhiVc/2 < Vu <= PhiVc Min 9.6.3.1 0.00 7.50
+1.434D+1.30E 1 11.40 15.00 10.11 10.11 0.49 1.00 14.33 PhiVc/2 < Vu <= PhiVc Min 9.6.3.1 0.00 7.50
+1.434D-1.30E 1 11.55 15.00 2.11 2.11 1.39 1.00 14.33 Vu < PhiVc/2 Not Reqd 0.00 0.00
+1.434D-1.30E 1 11.70 15.00 1.86 1.86 1.07 1.00 14.33 Vu < PhiVc/2 Not Reqd 0.00 0.00
+1.434D-1.30E 1 11.85 15.00 1.61 1.61 0.80 1.00 14.33 Vu < PhiVc/2 Not Reqd 0.00 0.00
+1.434D-1.30E 1 12.00 15.00 1.34 1.34 0.56 1.00 14.33 Vu < PhiVc/2 Not Reqd 0.00 0.00
+1.434D-1.30E 1 12.15 15.00 1.07 1.07 0.36 1.00 14.33 Vu < PhiVc/2 Not Reqd 0.00 0.00
+1.434D-1.30E 1 12.30 15.00 0.78 0.78 0.21 1.00 14.33 Vu < PhiVc/2 Not Reqd 0.00 0.00
+1.434D-1.30E 1 12.45 15.00 0.49 0.49 0.09 1.00 14.33 Vu < PhiVc/2 Not Reqd 0.00 0.00
+1.434D-1.30E 1 12.60 15.00 0.18 0.18 0.02 1.00 14.33 Vu < PhiVc/2 Not Reqd 0.00 0.00
76
PROJECT : PAGE :
CLIENT : DESIGN BY :
JOB NO. : DATE : 12/30/25 REVIEW BY :
INPUT DATA
Exposure category (B, C or D)B
Importance factor I = 1.00 Category II
Basic wind speed V = 115 mph
Topographic factor Kzt =1 Flat
Building height to eave he =8 ft
Building height to ridge hr =13 ft
Building length L = 77.17 ft
Building width B = 41.07 ft
Effective area of components A = 10 ft2
DESIGN SUMMARY
Max horizontal force normal to building length, L, face = 10.03 kips X 0.6= 6.02 kips (ASD)
Max horizontal force normal to building length, B, face = 6.52 kips X 0.6= 3.91 kips (ASD)
Max total horizontal torsional load = 83 ft-kips
Max total upward force = 49.30 kips
ANALYSISVelocity pressure
where: qh = velocity pressure at mean roof height, h.
Kh = velocity pressure exposure coefficient evaluated at height, h,= 0.70
Kd = wind directionality factor =0.85
h = mean roof height =10.50 ft
< 60 ft, [Satisfactory]
Design pressures for MWFRS
p = qh [(G Cpf )-(G Cpi )]
where: p = pressure in appropriate zone
G Cp f = product of gust effect factor and external pressure coefficient
G Cp i = product of gust effect factor and internal pressure coefficient
=0.18 or -0.18
a = width of edge strips, MAX[ MIN(0.1B, 0.4h), 0.04B,3] =4.11 ft
Net Pressures (psf), Basic Load Cases Net Pressures (psf), Torsional Load Cases
13.68 0.00 13.68
(+GCp i )(-GCp i )(+GCp i )(-GCp i )(+GCp i )(-GCp i )
1 0.48 5.95 13.20 0.40 4.43 11.68 1T 0.48 1.49 3.30
2 -0.69 -17.53 -10.27 -0.69 -17.53 -10.27 2T -0.69 -4.38 -2.57
3 -0.43 -12.36 -5.11 -0.37 -11.08 -3.83 3T -0.43 -3.09 -1.28
4 -0.37 -11.10 -3.85 -0.29 -9.47 -2.22 4T -0.37 -2.78 -0.96
1E 0.72 10.88 18.13 0.61 8.66 15.91 0.00
2E -1.07 -25.18 -17.93 -1.07 -25.18 -17.93
3E -0.62 -16.17 -8.92 -0.53 -14.30 -7.05 (+GCp i )(-GCp i )
4E -0.55 -14.74 -7.49 -0.43 -12.29 -5.04 1T 0.40 1.11 2.92
5 -0.45 -12.69 -5.44 -0.45 -12.69 -5.44 2T -0.69 -4.38 -2.57
6 -0.45 -12.69 -5.44 -0.45 -12.69 -5.44 3T -0.37 -2.77 -0.96
4T -0.29 -2.37 -0.55
CASTILLO
Net Pressure withG Cp f
Wind Analysis for Low-rise Building
Roof angle q =
G Cp f
Net Pressure with
25-5096
Surface
Roof angle q =
G Cp f
Net Pressure with
Surface
Roof angle q =
G Cp f
Net Pressure with
ENGINEERING
Surface
Roof angle q =
77
Basic Load Cases in Transverse Direction Basic Load Cases in Longitudinal Direction
Area Area
(ft2)(+GCp i )(-GCp i )(ft2)(+GCp i )(-GCp i )
1 552 3.28 7.28 1 357 1.58 4.17
2 1457 -25.54 -14.97 2 1305 -22.87 -13.40
3 1457 -18.02 -7.45 3 1305 -14.46 -4.99
4 552 -6.12 -2.12 4 357 -3.38 -0.79
1E 66 0.71 1.19 1E 74 0.64 1.18
2E 174 -4.37 -3.11 2E 326 -8.21 -5.85
3E 174 -2.81 -1.55 3E 326 -4.67 -2.30
4E 66 -0.97 -0.49 4E 74 -0.91 -0.37
Horiz. 8.94 8.94 Horiz. 6.52 6.52
Vert. -49.30 -26.31 Vert. -48.78 -25.79
10 psf min.Horiz. 10.03 10.03 10 psf min.Horiz. 4.31 4.31
Sec. 6.1.4.1 Vert. -31.69 -31.69 Sec. 6.1.4.1 Vert. -31.69 -31.69
Torsional Load Cases in Transverse Direction Torsional Load Cases in Longitudinal Direction
Area Area
(ft2)(+GCp i )(-GCp i )(+GCp i )(-GCp i )(ft2)(+GCp i )(-GCp i )(+GCp i )(-GCp i )
1 243 1.45 3.21 25 55 1 142 0.63 1.66 4 10
2 642 -11.25 -6.59 -46 -27 2 979 -17.15 -10.05 78 46
3 642 -7.94 -3.28 32 13 3 979 -10.84 -3.75 -49 -17
4 243 -2.70 -0.94 46 16 4 142 -1.34 -0.31 8 2
1E 66 0.71 1.19 25 41 1E 74 0.64 1.18 10 19
2E 174 -4.37 -3.11 -36 -25 2E 326 -8.21 -5.85 37 27
3E 174 -2.81 -1.55 23 13 3E 326 -4.67 -2.30 -21 -10
4E 66 -0.97 -0.49 33 17 4E 74 -0.91 -0.37 15 6
1T 309 0.46 1.02 -9 -20 1T 216 0.24 0.63 -2 -6
2T 815 -3.57 -2.09 16 10 2T 1305 -5.72 -3.35 -52 -31
3T 815 -2.52 -1.04 -12 -5 3T 1305 -3.61 -1.25 33 11
4T 309 -0.86 -0.30 -17 -6 4T 216 -0.51 -0.12 -5 -1
83 83 55.5 55.5
Design pressures for components and cladding
p = qh[ (G Cp) - (G Cpi)]
where: p = pressure on component
pmin = 16 psf (Sec. 30.2.2)
G Cp = external pressure coefficient.
see table below
Effective
Area (ft2) GCP - GCP GCP - GCP GCP - GCP GCP - GCP GCP - GCP
Comp.10 0.50 -1.00 0.50 -1.40 0.50 -1.40 1.00 -1.10 1.00 -1.40
Positive Negative Positive Negative Positive Negative Positive Negative Positive Negative
16.00 -23.77 16.00 -31.83 16.00 -31.83 23.77 -25.78 23.77 -31.83
Pressure
Surface Pressure (k) with
Zone 1 Zone 2
Total Horiz. Torsional Load, MT
Comp. & Cladding Zone 1
( psf )
Zone 3 Zone 4Zone 2
Torsion (ft-k)
Total Horiz. Torsional Load, MT
Zone 5
Zone 3 Zone 4 Zone 5
Pressure (k) withTorsion (ft-k)Surface
S
Surface Pressure (k) withPressure (k) with
S
Surface
78
O R A N G E C O U N T Y F I R E A U T H O R I T Y
Plan Submittal Criteria Form
Required for Single Family or Duplex Residences
(Use Commercial form for lots with 3+ dwelling units or new residential tracts)
Complete the Project Information and Questionnaire below, then sign and date the Applicant Certification.
Project Information
New Single Family Residence/Duplex Addition/Remodel ADU Other
Address:
Unit #: City or Unincorporated County Area: ZIP:
Scope of Work:
Existing
Area:
Area to
be Added:
Total Resulting
Area:
Stories: Area Added in Past 2 Years
(excluding this project):
Yes No Questionnaire OCFA Plan Type if “Yes”
1. New – Is this a new single family residence or duplex? *(PR160) Residential Site
with Water Availability
(PR400-402) Fire Sprinkler
2. ADU – Is this a new Accessory Dwelling Unit (ADU) on the same property as a house that already has
fire sprinklers or a house that will have fire sprinklers added as part of this project?
(PR400-402) Fire Sprinkler
3. Addition – Is this (A) an addition to a currently sprinklered building, or (B) an addition requiring a fire
sprinkler retrofit based on a threshold set by local ordinance?
(PR400-402) Fire Sprinkler
4. Distance – Is the most remote portion of the addition, ADU or other detached structure greater than
140-feet from the fire access roadway?
*(PR160) Residential Site
5. Total Area – Will the addition result in a total area of greater than 3,600 square feet (sf) for non-
sprinklered buildings, or greater than 6,200 sf for sprinklered buildings, including the area of all
enclosed spaces, such as garages, stairs, and detached structures separated by less than 10-feet?
*(PR160) Residential Site
with Water Availability
6. Remodel – Is this a remodel of a sprinklered building with a scope of work that includes adding or
removing any interior walls? Note: If “Yes”, then project must be evaluated by a C-16 licensed
contractor to determine if a fire sprinkler modification is needed.
(PR400-402) Fire Sprinkler
7. Detached Structure – Is this a new detached utility or accessory structure (not an ADU), such as a
garage, workshop, game room, pool house, barn, etc., requiring fire sprinklers based on a threshold
set by local ordinance?
*(PR160) Residential Site
(PR400-402) Fire Sprinkler
8. Gate – Is a gate being installed across a driveway or road that is designated as a fire department
access roadway, or a driveway or road that serves more than a single home/duplex?
(PR180) Gate
9. Methane – Is project located in or less than 100’ from a “Division of Oil, Gas, and Geothermal
Resources” (DOGGR) field boundary or well (active or abandoned), less than 300-feet from an oil/gas
seep, or less than 1000-feet from a landfill? (Note: For projects in Yorba Linda, this requirement only
applies to new homes, enclosed accessory structures, addition to existing structure greater than 1000
sf, and ADU’s).
*(PR160) Residential Site
*(PR172-174) Methane
Test/Mitigation Plans
10. Vegetation – Is the property/structure (A) on the perimeter of a community containing, or adjacent to
slopes or hills, or (B) adjacent to an open space or wildland area containing non-irrigated vegetation,
or (C) in a State Responsibility Area or Local Responsibility Area “Fire Hazard Severity Zone”, as
defined by the State, or (D) near an area that could be affected by a wildfire in the open space.
*(PR125) Fuel Modification
(PR182) Accessory
Structure
*OCFA approval required before issuance of a grading/building permit. All other plans types may be deferred submittals.
Applicant Certification
I certify, under penalty of perjury, under the laws of the State of California, that the information above is true:
Print Name:_______________________________________ Signature:___________________________________________ Date:______________
Phone Number:_____________________________________________ Email:_____________________________________________________________
Attention Building Department Staff – After you’ve verified all questions were answered accurately as “No”, then you may accept this signed form as a
written release that an OCFA review is not required. If any questions were answered as “Yes”, then the plan type on the right side may be required.
______If all answers are “No” and the Building Department still requires the applicant to have their plans reviewed by OCFA, or if any answers are “Yes”
and the Building Department prefers for OCFA to determine if a review is required, please initial this line and provide an explanation on the Plan Referral
Form (on the reverse), to be submitted along with the appropriate plans to OCFA for a determination.
For questions and submittal information, please visit ocfa.org, or call OCFA at (714) 573-6100
SFR
PROJECT SUMMARY
ARCHITECTURAL/DESIGNER
1451 Warren Ave
Long Beach, CA 90813
909.333.9159
LOCATION MAP
CONSULTANTS
CONSTRUCTION NOTES
NOTES:
1.IF ADVERSE SOIL CONDITIONS ARE ENCOUNTERED, A
SOILS INVESTIGATION REPORT MAY BE REQUIRED.
(R401.4)
2.CONSTRUCTION WASTE SHALL BE REDUCED BY 65%,
CONSTRUCTION WASTE WILL BE HANDLED CERTIFIED
HAULER
SHEET INDEX
COVER SHEET, PROJECT INFORMATION & (E) PLOT PLAN
(N) PLOT PLAN
(E) FLOOR PLAN WITH DEMOLITION & (N) ADU FLOOR PLAN
ROOF PLAN & SCHEMATIC ELECTRICAL PLAN
ELEVATIONS
FLASHING DETAILS
TITLE 24
STRUCTURAL NOTES
TYPICAL DETAILS
TYPICAL DETAILS
TYPICAL DETAILS
TYPICAL DETAILS
FOUNDATION PLANS
ROOF FRAMING PLANS
FOUNDATION DETAILS
ROOF FRAMING DETAILS
ROOF FRAMING DETAILS
00-C1
01-A1.0
01-A1.1
01-A1.2
01-A1.3
01-A2
03-T1
02-S1.0
02-S1.1
02-S1.2
02-S1.3
02-S1.4
02-S2.0
02-S2.2
02-S3.0
02-S5.0
02-S5.1
OAK TREE ON ADJOINING PROPERTY: YES NO
EASEMENT: P.U.E. YES NO
POOL: YES NO
ANY NEW LANSCAPING MORE THAN 500 SF: YES NO
Yolanda Castro
DEFERRED SUBMITTALS
NONE
1.ALL PRODUCTS (CARPETS, SEALANTS, WOOD, ETC.) MUST FOLLOW CALIFORNIA GREEN BUILDING CODE VOC AND
FORMALDEHYDE LIMITS.
2.PROVIDE WATER RESISTANT BACKING BOARD AS A BASE FOR TILE OR WALL PANELS FOR TUB OR SHOWER ENCLOSURES
OR WATER CLOSET COMPARTMENT WALLS.
3.SHOWER COMPARTMENTS AND WALL ABOVE BATHTUB WITH SHOWER HEADS SHALL BE FINISHED WITH A SMOOTH,
NONABSORBENT SURFACE TO A HEIGHT NOT LESS THAN 72 INCHES ABOVE DRAIN INLET.
4.SHOWERS AND SHOWER-TUBS SHALL BE PROVIDED WITH INDIVIDUAL CONTROL VALVES ON THE PRESSURE BALANCE,
THERMOSTATIC, OR COMBINATION PRESSURE BALANCE/THERMOSTATIC MIXING VALVE TYPE THAT PROVIDE SCALD AND
THERMAL SHOCK. [408.3 CPC]
5.TANKLESS WATER HEATERS SHALL BE NATIONALLY LISTED AND BE INSTALLED IN ACCORDANCE WITH THE INSTALLATION
INSTRUCTIONS THAT WERE APPROVED AS PART OF THEIR LISTING. " THE GAS PIPING SERVING THIS APPLIANCE MUST BE
SIZED IN COMPLIANCE WITH THE WATER HEATER'S INSTALLATION INSTRUCTIONS AND THE 2022 CALIFORNIA PLUMBING
CODE.
6. STRAP WATER HEATER AT UPPER AND LOWER 1
3 OF VERTICAL HEIGHT. THE LOWER STRAP SHALL MAINTAIN 4" ABOVE
THE CONTROLS. [ 507.2 CPC]
7.PER SB 407, ALL NON COMPLIANT PLUMBING FIXTURES SHALL BE REPLACED WITH WATER CONSERVING PLUMBING
FIXTURES CONFORMING TO THE LIST BELOW: MAXIMUM FLOW RATES: WATER CLOSETS 1.28 GAL/FLUSH SHOWERHEADS
2.0 GPM MAX FLOW RATE AT 80 psi AND SHALL BE CERTIFIED TO THE PERFORMANCE OF THE U.S.EPA WATERSENSE
SPECS. LAVATORY FAUCETS 1.2 GPM AT 60 psi AND MIN FLOW OF 0.8 GPM AT 20 psi KITCHEN FAUCETS 1.8 GPM AT 60 psi
8.CONVENTIONAL IONIZATION SMOKE ALARMS THAT ARE SOLELY BATTERY POWERED SHALL BE EQUIPPED WITH A 10 YEAR
BATTERY AND HAVE A SILENCE FEATURE.
9.SMOKE ALARMS SHALL BE TESTED AND MAINTAINED IN ACCORDANCE WITH MANUFACTURER INSTRUCTIONS. SMOKE
ALARMS SHALL BE REPLACED AFTER 10 YEARS FROM THE DATE OF MANUFACTURED MARKED ON THE UNIT.
10.AN APPROVED CARBON MONOXIDE ALARM SHALL BE INSTALLED WITHIN WHICH FUEL-BURNING APPLIANCES ARE
INSTALLED.
11.COMBUSTION AIR FOR FUEL BURNING WATER HEATERS WILL BE PROVIDED IN ACCORDANCE TO THE PLUMBING CODE.
12.PROVIDE A.F.C.I. PROTECTION FOR ALL NEW INTERIOR OUTLETS.
13.PROVIDE BATHROOM A MINIMUM OF (1) 20 AMP CIRCUIT RECEPTACLE OUTLET. SUCH CIRCUIT SHALL HAVE NO OTHER
OUTLETS. THIS CIRCUIT MAY SERVE MORE THAN ONE BATHROOM.
14.A 15 AMP BRANCH CIRCUIT SHALL SUPPLY ONLY LIGHTING FIXTURES AND A 20 AMP BRANCH CIRCUIT SHALL BE
PERMITTED TO SUPPLY LIGHTING FIXTURES, RECEPTACLES, FIXED APPLIANCES.
15.PROVIDE RECEPTACLE OUTLETS AT EVERY 12' IN LIVING SPACE AND EVERY 4' IN KITCHEN WHERE THERE IS A COUNTER
SPACE WIDER THAN 12".
16.TAMPER-RESISTANT RECEPTACLES SHALL BE INSTALLED PER CURRENT CODE. ALL NONLOCKING-TYPE 12-VOLT: 15-AND
20- AMPERE RECEPTACLES SHALL BE LISTED TAMPER-RESISTANT RECEPTACLES.
17.PROVIDE EXHAUST FAN AND VANITY LIGHTING IN EACH BATHROOM OR A COMBINATION FAN, MIN 50 CFM. EXHAUST FANS
SHALL BE ENERGY STAR RATED AND SHALL BE CONTROLLED BY A HUMIDISTAT CAPABLE OF AN ADJUSTMENT BETWEEN
50% AND 80% HUMIDITY.
18.ERODED SEDIMENTS AND POLLUTANTS SHALL BE RETAINED ON SITE AND SHALL NOT BE TRANSPORTED FROM THE SITE
VIA SHEET FLOW, SWALES, AREA DRAINS, NATURAL DRAINAGE OR WIND.
19.STOCKPILES OF EARTH AND OTHER CONSTRUCTION-RELATED MATERIALS SHALL BE COVERED AND/OR PROTECTED
FROM BEING TRANSPORTED FROM THE SITE BY WIND OR WATER.
20.EXCESS OR WASTE CONCRETE MAY NOT BE WASHED INTO THE PUBLIC WAY OR ANY DRAINAGE SYSTEM. PROVISIONS
SHALL BE MADE TO RETAIN CONCRETE WASTE ON-SITE UNTIL IT CAN BE APPROPRIATELY DISPOSED OF OR RECYCLED.
21.TRASH AND CONSTRUCTION RELATED SOLID WASTES MUST BE DEPOSITED INTO A COVERED RECEPTACLE TO PREVENT
CONTAMINATION OF STORM WATER AND DISPERSAL BY WIND.
22.SEDIMENTS AND OTHER MATERIALS SHALL NOT BE TRACKED FROM THE SITE BY VEHICLE TRAFFIC. THE CONSTRUCTION
ENTRANCE ROADWAYS MUST BE STABILIZED SO AS TO INHIBIT SEDIMENTS FROM BEING DEPOSITED INTO THE
STREET/PUBLIC WAYS. ACCIDENTAL DEPOSITIONS MUST BE SWEPT UP IMMEDIATELY AND MAY NOT BE WASHED DOWN Y
RAIN OR BY ANY OTHER MEANS.
23.CLEANOUT IS REQUIRED FOR AN ADU BUILDING DRAIN/SEWER.
24.EXISTING LET-IN-BRACING SHALL REMAIN.
25.RANGE EXHAUST FAN FOR STOVE AT KITCHEN TO BE 250 CFM MIN.
26.EXHAUST FAN WITH HUMIDISTAT IN BATHROOM TO BE 50 CFM MIN.
SCOPE OF WORK
APPLICABLE CURRENT CODES:
2022 CALIFORNIA BUILDING CODE (CBC)
2022 CALIFORNIA MECHANICAL CODE (CMC)
2022 CALIFORNIA PLUMBING CODE (CPC)
2022 CALIFORNIA ELECTRICAL CODE (CEC)
2022 CALIFORNIA ENERGY CODE
2022 CALGREEN BUILDING CODE
CITY OF SANTA ANA ORDINANCES
2022 CALIFORNIA RESIDENTIAL CODE (CRC)
ORTH
1. Existing unit at rear with 291 square feet, will be converted into a new 2 bedrooms,
1 bath only into 1 Accessory dwelling unit with addition of 494 square feet becoming
into a 785 square feet ADU.
“Deferred Submittals shall be reviewed
by architect or engineer of record prior
to submittal to the Building Official”.
The reviewed documents shall include
a notation indicating, “The deferred
submittal documents have been
reviewed and found to be in general.
1-800-227-2600
NO WORK SHALL BE DONE ON THIS
SITE UNTIL BELOW AGENCY IS
NOTIFIED OF INTENTION TO GRADE
OR EXCAVATE.
TWO WORKING DAYS BEFORE YOU DIG
FOOT PRINT FLOOR AREA RATIO CALCULATION WITHOUT
2529/ 5,000= 0.50= 50% OF TOTAL LOT AREA
MAIN HOUSE
DESCRIPTION
EXISTING
REMAIN
AS IT IS
ADDITIONREMODEL TOTAL
COVERED PORCH
2,599 (sq ft)
2-CAR GARAGE -------------
1,280 (sq ft)
464 (sq ft)
(E) UNIT CONVERTED TO ADU
-------------
Analysis Table
-------------
418 (sq ft)
785 (sq ft)
70 (sq ft)70 (sq ft)
-------------494 (sq ft)
(E) UNIT CONVERTED
TO A PART OF ADU
(E) STRUCTURES PER
PLAN
(N) ADDITION TO ADU
New attached Accessory Dwelling Unit
MATIAS MIRANDA
406 S Western Ave, Unit #2, Santa Ana, CA 92703
Assessor's Parcel Number (APN) No: 007-223-06
Lot/Parcel Area (Calculated): 6,540 sq ft
Site Address: 406 S Western Ave, Unit #2, Santa Ana, CA
92703
Lot: 45
Tract: 2494
Property Type: Single Family Residential
# of Stories: 1
Zoning: R-1
Lot Features: -
Occupancy: R-3
Type of Construction V-B
Fire Sprinklers No
(E) Bedrooms / Bathrooms 3/2
(E) Living Area 1,280 s.f.
(E) 1-Car Garage 418 s.f.
(E) Porch /Covered Patio 70 s.f.
Phone# 310-913-6515
--------------------------
-------------
291 (sq ft)
1,280 (sq ft)
1 SCALE: 1/8"=1'-0"
(E) PLOT PLAN
(E) SINGLE FAMILY
DWELLING
1,280 SQ.FT.
N.I.C.
(E) 2-CAR GARAGE
418 SQ.FT.
N.I.C.
(E) UNIT TO
CONVERT INTO AN
A.D.U.
291SQ.FT.
5'-4"
3'
-
1
1
/
2
"
24
'
-
7
"
10
'
-
1
1
"
18
'
-
1
0
"
21
'
-
7
"
S Western Ave, Santa Ana, CA
GA
S
WM
(E)
3/4" Water
meter to
remain
(E) PORCH
70 SQ.FT.
N.I.C.
PROPERTY LINE 60.0'
PR
O
P
E
R
T
Y
L
I
N
E
1
0
9
.
0
'
60'-0"
10
9
'
-
0
"
ELEC.
(E) GAS
METER
PROPERTY LINE 60.0'PR
O
P
E
R
T
Y
L
I
N
E
1
0
9
.
0
'
(E)
LANDSCAPE
664 SQ.FT.
(E
)
LA
N
D
S
C
A
P
E
13
0
S
Q
.
F
T
.
(E)
LANDSCAPE
129 SQ.FT.
(E)
CONC.
DRIVEWAY
1,336 SQ.FT.
(E)
CONC.
SLAB
328 SQ.FT.
(E)
LANDSCAPE
630 SQ.FT.
(E)
PAVER
336 SQ.FT.
(E)
CONC.
SLAB
369 SQ.FT.
12
'
-
9
1
/
2
"
17
'
-
2
1
/
2
"
22'-0 1/2"12'-4 1/2"
21
'
-
7
"
18
'
-
1
0
"
35
'
-
6
"
33
'
-
1
1
/
2
"
(E)
LANDSCAPE
55 SQ.FT.
(E) DRIVEWAY
APPROACH
(E)
SIDEWALK
(E)
PARKWAY
(E)1%
(E
)
1
%
(E
)
1
%
(E) 6' BLOCK WALL
25'-7"
(E)1%
(E) 6' BLOCK WALL
(E) 3' BLOCK WALL
(E) 6' STEEL CHAIN
LINK FENCE
(E) 6' STEEL CHAIN
LINK FENCE
(E
)
1
%
(E
)
1
%
(E
)
2
%
(E
)
2
%
(E
)
2
%
(E
)
2
%
ENGINEER
LIC # 4808
Castillo Engineering
STRUCTURAL
Margarito Castillo S.E.
1147 E Market St
Long Beach, CA 90805
562.961.5600
ENERGY
8135 Catalina Ave
Whittier, CA 90602
562-698-0818
ENGINEER
Nucleus Energy
CONDITIONS OF APPROVALS
60'-0"
(E) public utility easement
(P.U.E.)
ELEC. POLE
(E) 100 Amp
elec. panel
22'-2"19'-11"12'-7"
6'-5 1/2"
10
'
-
1
1
"
PARK & RECREATION DEVELOPMENT FEE CALCULATION
EXISTING SINGLE-FAMILY RESIDENCE (SFD) LIVING AREA:
1,280 SQ. FT. (MAIN HOUSE – HABITABLE AREA ONLY)
PROPOSED ADU LIVING AREA:
785 SQ. FT.
(291 SQ. FT. EXISTING LIVING AREA + 494 SQ. FT. ADDITION)
ADU TO SFD SQUARE FOOTAGE RATIO:
785 / 1,280 = 0.61
1.ADU sf / SFD sf ratio is for Park & Rec fee purpose only. The applicant is
responsible for the given “SFR sf” of the existing primary residence; Building Safety
staff are not responsible for the accuracy of the given “SFR sf”.
2.All concealed work installed without permits must be exposed for inspection to the
satisfaction of the Building Inspector. This includes methods of attachment and all
footings, structural members, mechanical, electrical, plumbing and insulation.
3.Mechanical, electrical and plumbing are not part of this plan review and approval.
MEP are subject to building field inspection.
4.Utilities will be undergrounded per SAMC 41-626
GENERAL NOTES
PL
PL
PL
PL
PL
5'-4"
PL = PROPERTY LINE
OR
T
H
NS
W
E
OF
SHEET NO.
DATE ISSUED DRAWN BY
CHECKED BY SCALE
PRINT:REVISION:
SH
E
E
T
N
A
M
E
:
THESE DRAWINGS, DESIGN AND SPECIFICATIONS ARE THE PROPERTY AND COPY RIGHT OF YOLANDA CASTRO AND/OR C+P DESIGN CONSTULTANTS AND SHALL NOT BE USED ON ANY OTHER WORK EXCEPT BY AGREEMENT WITH YOLANDA CASTRO. WRITTEN DIMENSIONS SHALL TAKE REFERENCE OVER SCALED DIMENSIONS AND SHALL BE VERIFIED ON THE JOB SITE, ANY DISCREPANCY SHALL BE BROUGHT TO THE NOTICE OF YOLANDA CASTRO TO THE COMMENCEMENT OF ANY WORK
PR
O
J
E
C
T
:
OW
N
E
R
:
AD
D
R
E
S
S
:
Y.C.
C+P
25
C
P
0
0
6
1
AS SHOWN
5/3/2025
STAMP APPROVAL
11-05-2025
A.
P
.
N
.
40
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CO
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S
H
E
E
T
,
PR
O
J
E
C
T
I
N
F
O
R
M
A
T
I
O
N
&
(E
)
P
L
O
T
P
L
A
N
SCOPE OF WORK
(E) STRUCTURES PER
PLAN
(N) ADU
1 SCALE: 1/8"=1'-0"
(N) PLOT PLAN
(E) SINGLE FAMILY
DWELLING
1,280 SQ.FT.
N.I.C.
(E) 2-CAR GARAGE
418 SQ.FT.
N.I.C.
(N) ADDITION TO
CONVERT INTO AND
A.D.U.
494 SQ.FT.
(E) UNIT TO
CONVERT INTO AN
A.D.U.
291SQ.FT.
(N)ACCESSORY
DWELLING UNIT
785 SQ.FT.
5'-4"
3'
-
1
1
/
2
"
24
'
-
7
"
10
'
-
1
1
"
18
'
-
1
0
"
21
'
-
7
"
S Western Ave, Santa Ana, CA
GA
S
WM
(E)
3/4" Water
meter to
remain
(E) PORCH
70 SQ.FT.
N.I.C.
PROPERTY LINE 60.0'
PR
O
P
E
R
T
Y
L
I
N
E
1
0
9
.
0
'
60'-0"
10
9
'
-
0
"
ELEC.
(E) Gas
meter
PR
O
P
E
R
T
Y
L
I
N
E
1
0
9
.
0
'
(E)
LANDSCAPE
664 SQ.FT.
(E
)
LA
N
D
S
C
A
P
E
13
0
S
Q
.
F
T
.
(E)
LANDSCAPE
129 SQ.FT.
(E)
CONC.
DRIVEWAY
1,336 SQ.FT.
(E)
CONC.
SLAB
328 SQ.FT.
(E)
LANDSCAPE
630 SQ.FT.
(E)
PAVER
336 SQ.FT.
(E)
CONC.
SLAB
369 SQ.FT.
12
'
-
9
1
/
2
"
6'
-
1
1
"
10
'
-
3
1
/
2
"
6'-4"27'-2"14'-1 1/2"12'-4 1/2"
21
'
-
7
"
18
'
-
1
0
"
35
'
-
6
"
22
'
-
1
0
"
10
'
-
3
1
/
2
"
(E)
LANDSCAPE
55 SQ.FT.
(E) DRIVEWAY
APPROACH
(E)
SIDEWALK
(E)
PARKWAY
(N)5%
(N)5%
(N)2%
(N)5%
(N)2%
(E
)
5
%
(E
)
5
%
(E
)
5
%
(E)1%
(E
)
1
%
(E
)
1
%
(E) 6' BLOCK WALL
(E) 6' BLOCK WALL
(E) 3' BLOCK WALL
(E) 6' STEEL CHAIN
LINK FENCE
(E
)
1
%
(E
)
1
%
(E
)
2
%
(E
)
2
%
(E
)
2
%
(E
)
1
%
2%
(N)
tankless
W/H
(E) public utility easement
(P.U.E.)
ELEC. POLE
(N) minisplit
Fujitsu
AOU24RLXFZ
over evel
concrete
pad extending
not less than 3
inches above
the adjoining
ground. [CMC
1105.2].
(E) 100 Amp
elec. panel
3'-0"
4'
-
0
"
utilities will be undergrounded per SAMC 41-626
22'-2"19'-11"12'-7"
6'-5 1/2"
10
'
-
1
1
"
PROPERTY LINE 60.0'PL
PL
PL
PL
PL
4'-4"
5'-4"
eave dist.
9'
-
3
1
/
2
"
ea
v
e
d
i
s
t
a
n
c
e
1'-0"
11'-7"
eave distance
1'-0"
(E) UNIT CONVERTED
TO A PART OF ADU
(E) STRUCTURES PER
PLAN
(N) ADDITION TO ADU
= PROPERTY LINEPL
OR
T
H
NS
W
E
1
Future
HPWH
ready space
(see detail
HP/01-A1.1)
OF
SHEET NO.
DATE ISSUED DRAWN BY
CHECKED BY SCALE
PRINT:REVISION:
SH
E
E
T
N
A
M
E
:
THESE DRAWINGS, DESIGN AND SPECIFICATIONS ARE THE PROPERTY AND COPY RIGHT OF YOLANDA CASTRO AND/OR C+P DESIGN CONSTULTANTS AND SHALL NOT BE USED ON ANY OTHER WORK EXCEPT BY AGREEMENT WITH YOLANDA CASTRO. WRITTEN DIMENSIONS SHALL TAKE REFERENCE OVER SCALED DIMENSIONS AND SHALL BE VERIFIED ON THE JOB SITE, ANY DISCREPANCY SHALL BE BROUGHT TO THE NOTICE OF YOLANDA CASTRO TO THE COMMENCEMENT OF ANY WORK
PR
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:
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R
:
AD
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S
S
:
Y.C.
C+P
25
C
P
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6
1
AS SHOWN
5/3/2025
STAMP APPROVAL
11-05-2025
A.
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.
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(N
)
P
L
O
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A
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SYM.WIDTH TYPE MANU.MATERIAL
1 S.C.3'-0"1 3 4"
2
3
THICKNESS
H.C.
6'-8"
HEIGHT
6'-8"
DOOR SCHEDULE
WOOD
QTY.
1 3 8"
6'-8"
4 6'-8"
5 6'-0"6'-8"
S.C.-SOLID CORE
H.C.-HOLLOW CORE
F.R.-FRENCH DOOR
F.L.-FOLDING DOOR
S.L.-SLIDING DOOR
P.O.-POCKET DOOR
1
1
1
2
4
2'-6"H.C.WOOD 1 3 8"
WOODCLOSET
TYPE MANU.GLAZING REMARKS
1 VINYL SL5'-0"
WINDOW SCHEDULE
3
CLEARS.L.
4 VINYL SLS.L.
U-FACTOR1 SHGC2
1 BTU/H FT2.*F
2 SOLAR HEAT GAIN COEFFICIENT
WIDTH HEIGHT
4'-0"
SYM.
SIZE
2'-0"2'-0"
QTY.
2
1
VINYL SLS.L.2'-0"4'-0"
2 VINYL SL4'-0"CLEARS.L.4'-0"1 DUAL GLAZED
5 VINYL SLS.L.5'-0"4'-0"2
GLAZING @ WINDOWS
1. ALL NEW WINDOWS SHALL BE DUAL GLAZED & 1-PANE TEMPERED.
2. THE LOAD RESISTANCE OF GLASS UNDER UNIFORM LOAD SHALL BE DETERMINED IN ACCORDANCE WITH ASTM E1300.
DUAL GLAZED
(E) 1
CLEAR DUAL GLAZED
CLEAR
CLEAR DUAL GLAZED
DUAL GLAZED
S.L.
d) FIBERGLASS SHOWER
c) ON-SITE BUILT-UP SHOWERb) SHOWER ENCLOSUREa) SHOWER ENCLOSUR
(PLAN VIEW)
e) BASE FOR TILE
SHOWER CONSTRUCTION
1.19 0.23
0.30 0.23
S.L.
(N) FLOOR PLAN2SCALE: 3/16"=1'-0" OR
T
H
NS
W
A.D.U.
0.30 0.23
0.30 0.23
0.30 0.23
4'-0"
2'-8"
PATIO WOOD/
TEMP. GLASS
11'-3"
11
'
-
0
"
11
'
-
0
"
W/
D
KING 76X80"
3'
-
0
"
7'
-
7
"
TWIN 39X80TWIN 39X80
6'-0"3'
-
0
"
21'-0"
11
'
-
1
1
1
/
2
"
3'
-
2
"
3'-6"
3'
-
0
"
(E)
KITCHEN
Ch=8'-0"
(E)
LIVING AREA
Ch=8'-0"
(N)
BEDROOM #1
h=8'-0"
(N)
BEDROOM #2
Ch=8'-0"
(N)
HALLWAY
h=8'-0"
(N)
BATH
ch=8'-0"
shower
closet
closet
(N)
DEN
Ch=8'-0"
(E)
BREEZEWAY
(E) wall to be converted into
1-hr fire rated wall (separation
garage-home) to remain
(E) wall to be
demolished for
(N) 5x4 window
(E) wall to be
demolished
(E) wall to be
demolished
(E)
BEDROOM #3
Ch=8'-0'
(E)
BATH
Ch=8'-0'
(E)
BATH
Ch=8'-0'
(E)
KITCHEN
Ch=8'-0'
(E)
BEDROOM #2
Ch=8'-0'
(E)
BEDROOM #1
Ch=8'-0'
(E)
LIVING ROOM
Ch=8'-0'
(E)
LIVING ROOM
Ch=8'-0'
(E)
2-CAR GARAGE
Ch=varies
(E) wall to be
partial demolished
and remove
window for a (N)
entrance door
18
'
-
5
"
(E)
BREEZEWAY
3'
-
1
0
"
2'
-
0
"
5'
-
5
"
3'
-
1
1
"
2'
-
0
"
5'
-
5
"
2'
-
1
0
"
3'
-
0
"
2'
-
0
"
5'
-
5
"
11
'
-
4
"
11
'
-
4
"
13
'
-
3
"
8'-1"3'-0"11'-1"6'-11"4'-7"2'-5"2'-0"4'-0"
11'-7"8'-8"4'-4"1'-6"2'-2"1'-6"1'-9"2'-10"1'-0"1'-6"5'-4"
11
"
8'
-
0
"
9'
-
6
"
11
'
-
4
"
2'
-
0
"
2'
-
0
"
10
'
-
2
"
2'
-
6
"
7'
-
1
1
"
3'
-
2
"
5'
-
3
"
2'
-
0
"
5'
-
6
"
1
233
5
5
4
2
3
4
4
5
5
1
EXISTING WALLS TO BE DEMOLISHED
EXISTING WINDOW TO BE REPLACED AND/OR
REMOVED
EXISTING DOOR TO BE REPLACED AND/OR
REMOVED
(E) 2X4 STUD WALL - TO 1 HR FIRE RATED
(E) & (N) FLOOR PLAN LEGEND
EXISTING 2X4 STUD WALL
NEW 2X4 STUD WALL
ATTIC ACCESS 30"x30" w/min 30" head-room
W/APPROVED GASKET AT PERIMETER OF
ACCESS OPENING
(N) 2X4 STUD WALL - 1 HR FIRE RATED
NEW 2X6 STUD WALL - WET WALL
INTERCONNECTED HARD-WIRED CARBON
MONOXIDE ALARM WITH BATTERY BACKUP
OUTSIDE OF EACH BEDROOM, AND
OCCUPIABLE LEVEL IF DWELLING UNIT.
(R315)
INTERCONNECTED HARD-WIRED “SMOKE
ALARM” WITH BATTERY BACKUP IN EACH
SLEEPING ROOM, IMMEDIATE VICINITY OF
THE BEDROOMS, EACH ADDITIONAL STORY
OF DWELLING, AND NOT LESS THAN 3-FT
FROM THE BATHROOM THAT CONTAINS
BATHTUB OR SHOWER. (R314)
SD
1'-6"1'-0"8'-8"1'-0"1'-3"2'-11"2'-1 1/2"2'-0"6'-8 1/2"
6'
-
2
"
2'
-
0
"
3'
-
3
"
3'
-
5
"
2'
-
6
"
5'
-
1
1
"
3"2'-0"3'-10"2'-6"5'-4"
7"
1'
-
0
"
1'
-
7
"
1'
-
1
1
"
6"
7'
-
4
"
11'-8"2'-3"5'-4"3'-5"18'-5"
41'-1"
23
'
-
3
"
70
'
-
3
"
15
'
-
1
1
"
42'-1"
E
(E) FLOOR PLAN1SCALE: 3/16"=1'-0" OR
T
H
NS
W
A.D.U.
E
WOOD/
TEMP. GLASS
1 3 4"
1 3 8"
1 2" MAX.
AT 1:2 SLOPE
2
1
14"
MAX.
DOOR
7 3
4" MAX
NOTES:
1.A MIN OF 1" IF SPACE SHALL BE PROVIDED
BETWEEN THE INSULATION AND THE ROOF
SHEATHING AND THE LOCATION OF VENTS
(CRC R806.3)
2.WALL COVERINGS IN SHOWERS AND TUBS WITH
SHOWERHEADS SHALL BE CEMENT PLASTER ,
TILE, OR EQUAL TO 6 FEET (72") ABOVE DRAIN.
ENCLOSURES MUST BE OF APPROVED SAFETY
GLAZING AND DOORS (22” MIN. WIDTH) MUST
SWING OUT OF SHOWERS.
3.WINDOWS IN ENCLOSURE WALLS SHALL BE
LABELED SAFETY GLAZING WHEN LESS THAN 60"
ABOVE THE DRAIN.” CRC R307.2.
4.GLAZING IN ENCLOSURE FOR OR WALLS FACING
HOT TUBS, BATHTUBS, SHOWERS, WHIRL-POOLS,
SAUNAS, STEAM ROOMS WHERE THE BOTTOM
EDGE OF THE GLAZING IS LESS THAN 60” ABOVE
THE ANY STANDING SURFACE
AGING IN PLACE/FALL PREVENTION NOTES:
W
A-3
E
A-3
N
A-3
S
A-3
4" CLOTHES DRYER
MOISTURE
EXHAUST DUCT TO ROOF
W/BACK-DRAFT DAMPER
island
(N) minisplit Fujitsu AOU24RLXFZ
over level concrete pad extending
not less than 3 inches above the
adjoining ground.
[CMC 1105.2].
(E) Wall to be converted
1-hr fire rated for units
separation with 5 8" type
"X" Gyp. Bd. see detail
B /01-A1.3
RIDGID PIPE NOT TO
EXCEED
2" THROUGH DRYER
BOX
SEE DETAIL
DRYERBOX
DRYERBOX DETAIL
FLEX
TRANSITION
HOSE
2"
NOTE: DRYERBOX MODEL 425 CAN
BE MOUNTED UPSIDE DOWN FOR
THROUGH FLOOR VENTING
APPLICATIONS
BOTTOM OF DRYERBOX
SHOULD BE 4 1/2"
ABOVE CENTER OF DRYER
EXHAUST
Model 466 Dryerjack
(Optional)
www.dyerjack.com
1'-218"
DRYER BOX MODEL 425 TO ROOF JACK @ 2X6 WALL
The clothes dryer exhaust
duct shall be a minimum
4-inch diameter, be made of
rigid metal, have a smooth
interior surface, vent to
outside air (at least 3 ft away
from any building opening),
and have a maximum duct
length of 14 feet. The
maximum duct length
includes two 90-degree
elbows. [CMC 504.4]
NOTES FOR FUTURE ELEC. APPLIANCES
Cooktop is proposed as gas or propane:
A dedicated 240-volt branch circuit wiring shall be installed within 3 feet from the
cooktop and accessible to the cooktop with no obstructions. The branch circuit
conductors shall be rated at 50 amps minimum. The blank cover shall be identified
as "240V ready." All electrical components shall be installed in accordance with
the California Electrical Code.
The main electrical service panel shall have a reserved space to allow for the
installation of a double pole circuit breaker for a future electric cooktop installation.
The reserved space shall be permanently marked as "For Future 240V use."
Clothes dryer is proposed as gas or propane:
A dedicated 240-volt branch circuit wiring shall be installed within 3 feet from the
clothes dryer location and accessible to the clothes dryer location with no
obstructions. The branch circuit conductors shall be rated at 30 amps minimum.
The blank cover shall be identified as "240V ready." All electrical components shall
be installed in accordance with the California Electrical Code.
The main electrical service panel shall have a reserved space to allow for the
installation of a double pole circuit breaker for a future electric clothes dryer
installation. The reserved space shall be permanently marked as "For Future 240V
use."
60 CMF MIN. EXHAUST FAN SHALL BE
ENERGY STAR RATED, EXHAUSTED
DIRECTLY TO OUTSIDE, W/ HUMIDITY
SENSOR CONTROL
3'-0"
4'
-
0
"
1'
-
6
"
2'
-
0
"
6'
-
5
1
/
2
"
3'
-
1
1
/
2
"
ELEC.
ELEC.
(E) 100 AMP
ELEC. PANEL
(E) 100 AMP
ELEC. PANEL
BATHROOMS, WATER CLOSET
COMPARTMENTS AND OTHER SIMILAR
ROOMS SHALL BE PROVIDED WITH
MECHANICAL VENTILATION CAPABLE
OF 60 CFM EXHAUSTED DIRECTLY TO
THE OUTSIDE (R303.3)
280 CFM MIN, CHANGE EXHAUST FAN
(RANGE HOOD) EXHAUSTED DIRECTLY TO
THE OUTSIDE
1.TWO LAYERS OF GRADE D PAPER SHALL BE INSTALLED OVER
WOOD BASE SHEATHING (CBC 2506.4)
2.WEEP SCREED FOR STUCCO AT THE FOUNDATION PLATE LINE A
MINIMUM OF 4 INCHES ABOVE EARTH OR 2 INCHES ABOVE PAVED
AREAS. (CBC 2512.1.2)
3.EXTERIOR WALL COVERING OVER WEATHER-RESISTIVE BARRIER.
CBC 1403.2
@ 16" O.C
R-15 INSUL.
1/2" DRYWALL
2X SILL PLATE
& FRAM. SCHEDULE
WALL ASSEMBLY DETAIL
PLWD. SHEAR PANEL
SEE FRAM. PLAN &
SCHEDULE
GRADE "D" BUILD.
PAPER (2) LAYERS
16 GA. WIRE LATH
2x4 STUDS
SEE SHEARWALL
CONC. FTG.5/8" A.B
7/8" EXT. PLASTER
26 GA. STUCCO WEEP SCREED
WITH MINIMUM 3-1/2” TALL
ATTACHMENT FLANGE PLACED
AT OR BELOW THE
SILL/CONCRETE INTERFACE
4" MIN. above NG
2" MIN. above FS
8" MIN. above NG
6" MIN. above FS
THRESHOLD DETAIL
CM
SDCM
SD
SD
280 CMF MIN. EXHAUST FAN
SHALL BE ENERGY STAR RATED,
EXHAUSTED DIRECTLY TO
OUTSIDE
(N) ADU
TANKLESS
WH
24"
CLEAR
2'
-
6
"
30
"
C
L
E
A
R
15
"
M
I
N
.
30"MIN.
CLEAR te
m
p
e
r
e
d
tempered
tempered
36x37.5
TH
-
A'
1/01-A1.3
A
1/01-A1.3
1.SMOKE ALARM
a.shall be interconnected hard-wired with
battery backup and shall be installed in
accordance with NFPA 72.
b.smoke alarms placed within 20 feet of a
permanently installed cooking
appliance shall be an ionization or
photoelectric type and shall not be within
10 feet of the appliance.
2.CARBON MONOXIDE ALARM
a.shall be interconnected hard-wired with
battery backup.
b.shall be physically or wirelessly
interconnected in such a manner that the
activation of one alarm shall activate all
the alarms.
CRC R315.5]
FIRE PROTECTION NOTES
FUTURE HPWH
READY SPACE
(see detail HP/-)
HEAT PUMP WATER HEATER DETAIL
TH
WALL ASSEMBLY DETAIL
HP
a. Water closet – 1.28 gallon per flush
b. Shower head – 1.8 gallons per minute at 80 psi.
c. Lavatory faucets – 1.2 gallon per minute at 60 psi.
d. Kitchen faucet – 1.8 gallon per minute at 60 psi.
PLUMBING FIXTURES FLOW RATE LIMITATION (SECTION 4.303)
OF
SHEET NO.
DATE ISSUED DRAWN BY
CHECKED BY SCALE
PRINT:REVISION:
SH
E
E
T
N
A
M
E
:
THESE DRAWINGS, DESIGN AND SPECIFICATIONS ARE THE PROPERTY AND COPY RIGHT OF YOLANDA CASTRO AND/OR C+P DESIGN CONSTULTANTS AND SHALL NOT BE USED ON ANY OTHER WORK EXCEPT BY AGREEMENT WITH YOLANDA CASTRO. WRITTEN DIMENSIONS SHALL TAKE REFERENCE OVER SCALED DIMENSIONS AND SHALL BE VERIFIED ON THE JOB SITE, ANY DISCREPANCY SHALL BE BROUGHT TO THE NOTICE OF YOLANDA CASTRO TO THE COMMENCEMENT OF ANY WORK
PR
O
J
E
C
T
:
OW
N
E
R
:
AD
D
R
E
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S
:
Y.C.
C+P
25
C
P
0
0
6
1
AS SHOWN
5/3/2025
STAMP APPROVAL
11-05-2025
A.
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12-22-2025
2 01-20-2026 02/27/2026
01-A1.1
(E
)
F
L
O
O
R
P
L
A
N
W
I
T
H
DE
M
O
L
I
T
I
O
N
&
(
N
)
A
D
U
FL
O
O
R
P
L
A
N
(N
)
4
:
1
2
(N) RIDGE
(N
)
4
:
1
2
(E
)
4
:
1
2
(E) RIDGE
(E
)
4
:
1
2
1'-0"
1'-0"
1'
-
0
"
22
'
-
1
0
"
(N)4:12
(N)4:12
(N
)
4
:
1
2
(N)4:12
(E)4:12 (E)4:12
(E
)
4
:
1
2
(E
)
4
:
1
2
(E
)
4
:
1
2
(E)4:12
NOTES:
1. INSTALL VENTS SO AS TO PROVIDE PROPER CROSS
VENTILATION.
2. A) VENTILATION OPENINGS SHALL HAVE A LEAST DIMENSION OF 116" MIN. AND 14"
MAX. AND PROVIDED WITH CORROSION-RESISTANT WIRE CLOTH SCREENING,
HARDWARE CLOTH, OR SIMILAR MATERIAL.
B) TILE ROOFING SHALL BE INSTALLED PER THE PROVISIONS OF SECTION R905.3
AND LISTED & TESTED AS A CLASS "A" ROOFING IN ACCORDANCE WITH UL 790 OR
ASTM E108.
3. a. IF SPACES ARE CREATED BETWEEN THE ROOF COVERING (MAINLY TILES) AND
THE COMBUSTIBLE ROOF DECKING (SHEATHING), THEN THE SPACES SHALL BE
EITHER:
III. PROVIDE ONE LAYER OF NO. 72 MINERAL-SURFACE
NONPERFORMANCE CAP SHEET MEETING ASTM D3909
b. VALLEY FLASHING SHALL BE NOT LESS THAN 0.019-INCH (NO. 26 GALVANIZED
SHEET GAGC) CORROSION- RESISTANT METAL INSTALLED OVER A 36-IN. WIDE
UNDERLAYMENT CONSISTING OF ONE LAYER OF NO. 72 CAP SHEET RUNNING
THE FULL LENGTH OF THE VALLEY.
ATTIC VENTILATION REQUIRED
1/150 OF ATTIC AREA (785/150)
785 SQ.FT.
5.23 SQ.FT. / NFA
5.23X144 754 SQ.IN. / NFA
ATTIC AREA
432 SQ.IN / NFAPROVIDE 6 VENTS
792 SQ.IN / NFATOTAL VENTILATION PROVIDED (EXHAUST & INTAKE)
REQUIRED
INTAKE
72 SQ.IN / NFA
PROVIDE 5 VENTS 360 SQ.IN / NFA
377/72 SQ.IN / NFA
O'hagin standard* composition shingle, slate & shake
(natural/synthetic)
72 SQ.IN / NFAO'hagin standard* composition shingle, slate & shake
(natural/synthetic)
12'-11"1'-0"1'-0"27'-2"
1'
-
0
"
54
'
-
4
"
1'
-
0
"
1'-0"22'-2"1'-0"
1'
-
0
"
28
'
-
9
"
1'
-
0
"
24
'
-
7
"
1'
-
0
"
1'
-
1
1
/
2
"
1'
-
0
"
12
'
-
9
1
/
2
"
1'
-
0
"
(N) ROOF PLAN1SCALE: 3/16"=1'-0" OR
T
H
NS
W
E
377/72 SQ.IN / NFA
O'hagin standard*
composition shingle, slate &
shake (natural/synthetic)O'hagin standard*
composition shingle, slate &
shake (natural/synthetic)
RIGID INSULATION - "PROVIDE R30-VALUE/DEPTH PER CLIMATE
ATTIC INSULATION
SITE BUILT ATTIC ENCLOSURE - MECHANICALLY SECURED
SEAL AT WEATHERSTRIPPING
MECHANICAL LATCH TO PRESSURE
WHOLE HOUSE FAN
A.ALL CONTINUOUSLY OPERATING FANS SHALL BE RATED AT A MAXIMUM OF 1.0
SONE.
B.EXHAUST FAN WILL BE CONTROLLED BY A STANDARD ON/OF SWITCH BUT
SWITCH MUST BE LABELED TO INFORM THE OCCUPANT THAT EXHAUST FAN IS
THE WHOLE-BUILDING VENTILATION. LABEL NEEDS TO MAKE CLEAR WHAT THE
CONTROL IS FOR AND THE IMPORTANCE OF OPERATING THE SYSTEM. THIS MAY
BE AS SIMPLE AS "VENTILATION CONTROL" OR MIGHT INCLUDE WORDING SUCH
AS: "OPERATE WHEN THE HOUSE IS IN USE" OR "KEEP ON EXCEPT WHEN GONE
OVER 7 DAYS" OR "FAN IS TO BE LEFT ON TO ENSURE INDOOR AIR QUALITY"
C.EXHAUST FANS SHALL BE SWITCHED SEPARATELY FROM LIGTHLING SYSTEM
[150.0(k)2B]
WHOLE HOUSE FAN
1 1
WALL SWITCH SINGLE POLE
WALL POLE SWITCHS
3S WALL SWITCH 3-WAY
DS WALL SWITCH W/DIMMER
DUPLEX 110 V RECEPTACLE OUTLET
ARC FAULT CIRCUIT INTERUPTER
FLUORESCENT LIGHTF
RECESSED LIGHT FIXTURE
LIGHT SYMBOLS
SMOKE DETECTORS EXHAUST FANS
WEATHERPROOF SWITCH SINGLE POLEWPS
WEATHERPROF DUPLEXWP
GFI
OUTDOOR WALL HUNG LIGHT
FIXTURE MOTION (SENSOR WITH
PHOTO) CONTROL U.N.O.
F
MS WALL SWITCH SENSOR WITH PHOTO
GROUND FAULT INTERRUPTER
(1) 20 AMP. DEDICATED OWN CIR. BREAKER
CABLE TELEVISION HOOK-UP.
TELEPHONE HOOK-UP JACK.
RECESSED CAN LIGHT FIXTURE
(FLUORESCENT).F
SPECIALTY LIGHT (IE STRIP
LIGHTING OVER VANITY).
2-TUBE X 4'-0" FLUORESCENT
SURFACE LIGHT FIXTURE.
60" ABV. FINISH FLR.
COMBINATION LIGHT/FAN
(FLUORESCENT).
VSS WALL SWITCH W/VACANT SENSOR
NOTES:
1.ALL PERMANENTLY INSTALLED OUTDOOR LIGHTING MUST BE HIGH EFFICACY
AND MUST BE CONTROLLED BY A MANUAL ON AND OFF SWITCH AND USE ONE
OF THESE AUTOMATIC CONTROL TYPES AS PER CALIFORNIA ENERGY CODE
150.0(K)3 AND TABLE 150.0-A
A). PHOTOCONTROL AND MOTION SENSOR, OR
B). PHOTOCONTROL AND AUTOMATIC TIME SWITCH CONTROL, OR
C). ASTRONOMICAL TIME CLOCK THAT AUTOMATICALLY TURN OUTDOOR
LIGHTING OFF DURING DAYLIGHT HOURS , OR ENERGY MANAGEMENT CONTROL
SYSTEM (EMCS) THAT PROVIDES THE FUNCTIONALLY OF AN ASTRONOMICAL
TIME CLOCK. EMCS DOES NOT HAVE AN OVERRIDE OR BYPASS THAT ALLOWS
THE LUMINARIES TO ALWAYS ON AND IS PROGRAMMED TO AUTOMATICALLY
TURN THE OUTDOOR LIGHTING OFF DURING DAYLIGHT HOURS .
2.RECESSED DOWNLIGHT LUMINAIRES IN CEILING, FOR INSTANCE, PIN-BASED CFLS
MUST BE JA8 CERTIFIED TO BE INSTALLED IN CEILING RECESSED DOWNLIGHTS.
ALL CEILING RECESSED DOWNLIGHTS AND ENCLOSED LUMINARIES MUST BE
CONTROLLED BY A DIMMER OR VACANCY SENSOR AS PER CALIFORNIA ENERGY
CODE 150.0(K)(C).
3.NEW RECEPTACLES SHALL BE TAMPER PROOF
280 CFM MIN, CHANGE EXHAUST FAN
(RANGE HOOD)
1.785SF x 3 WATTS
2.5 x 1,500 WATTS APPLIANCES
3.ADDITIONAL APPLIANCES
4.LAUNDRY CIRCUIT
5.SUBTOTAL
6.1ST 3,000 WATTS @100%
DIFFERENCE
7. BALANCE @35% =11,355 x 0.35
8.DRYER - 1 TOTAL
9.AC LOAD 5,000
10.APPLIANCES IN PLACE
A.WATER HEATER
B.MICROWAVE
C.DISHWASHER
D.CLOTHES WASHER
E.GARBAGE DISPOSAL
F.KITCHEN OVEN
G.EV CHARGING STATION
11.TOTAL APPLIANCES IN PLACE
12.75% OF 14,574= 14,574x 0.75
13.TOTAL NUMBER OF WATTS
TOTAL LOAD / 240V =10930/ 240= 46AMP
SERVICE AMPS=
2,355
7,500
3,000
1,500
=14,355
-3,000
=11,355
=3,974
3,000
5,000
3,600
3,000
2,500
800
700
10,600
10,930
55.61
CONCEPT WATTS
USE 125 AMP
ELECTRICAL PANEL SIZE
AFCI
ROPE LIGHTING
LANDSCAPING FLOOR LAMP
SPOT LIGHT
WHOLE HOUSE EXHAUST FAN
CLOTHES DRYER MOISTURE EXHAUST DUCT
MUST BE 4-IN. IN DIAMETER AND LENGTH IS
LIMITED TO 14-FT. WITH 2 ELBOWS. THE
DUCT LENGTH SHALL BE REDUCED BY 2-FT.
FOR EVERY ELBOW IN EXCESS OF TWO. (MC
504.4.2)
PROVIDE J-BOX.
PUSH BUTTON.
HOSE BIBB
GFI RECEPTACLE OUTLET MAX (6 1 2 FT) ABOVE GRADE
LEVEL WITH WEATHERPROOF CASING
FLOOR OUTLET
CLOTHES WASHER
220 VOLT
DISHWASHER
CW
DW
(N) SCHEMATIC ELEC. PLAN2SCALE: 3/16"=1'-0" OR
T
H
NS
W
E
F F
F F
F
F
F
F
F
F
F
F
F
F
F
F
F
F
FFF
F
F
D
S
S S
DS
D
DSS
DS
DS
D
S S
D
DS
F
F
DS
DS
MSDS
DS
DSDS
DS
S
D F
DS
S V
S
S SD
S
D
MS
S M
M
S
CW DW
4" CLOTHES DRYER MOISTURE
EXHAUST DUCT TO ROOF
W/BACK-DRAFT DAMPER
+15"
WP
GFI
+48"
WP
GFI
+60"
WP
GFI
AF
C
I
WP
GFI
+42
WP
GFI
+42
WP
GFI
+34
WP
GFI
+34
+60"
TV
AF
C
I
AF
C
I
+60"
TV
OWNER DECIDES TO UPGRADE TO 200 AMPS
ELECTRICAL PANEL IF NOT USE 125 AMP ELEC
PANEL
(E)
KITCHEN
Ch=8'-0"
(E)
LIVING AREA
Ch=8'-0"
(N)
BEDROOM #1
h=8'-0"
(N)
BEDROOM #2
Ch=8'-0"
(N)
HALLWAY
h=8'-0"
(N)
BATH
ch=8'-0"
shower
closet
closet
(N)
DEN
Ch=8'-0"
(E)
BREEZEWAY
SDCM
SD
SD
INTERCONNECTED HARD-WIRED CARBON
MONOXIDE ALARM WITH BATTERY BACKUP
OUTSIDE OF EACH BEDROOM, AND OCCUPIABLE
LEVEL IF DWELLING UNIT. (R315)
INTERCONNECTED HARD-WIRED “SMOKE ALARM”
WITH BATTERY BACKUP IN EACH SLEEPING
ROOM, IMMEDIATE VICINITY OF THE BEDROOMS,
EACH ADDITIONAL STORY OF DWELLING, AND
NOT LESS THAN 3-FT FROM THE BATHROOM THAT
CONTAINS BATHTUB OR SHOWER. (R314)
SD MECHANICAL VENTILATION
CAPABLE OF 60 CFM EXHAUSTED
DIRECTLY TO THE OUTSIDE (R303.3)
WITH HUMIDITY SENSOR
CM
60 CMF MIN. EXHAUST FAN SHALL BE
ENERGY STAR RATED, EXHAUSTED
DIRECTLY TO OUTSIDE, W/ HUMIDITY
CONTROL
280 CMF MIN. EXHAUST FAN
SHALL BE ENERGY STAR RATED,
EXHAUSTED DIRECTLY TO
OUTSIDE
OF
SHEET NO.
DATE ISSUED DRAWN BY
CHECKED BY SCALE
PRINT:REVISION:
SH
E
E
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A
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:
THESE DRAWINGS, DESIGN AND SPECIFICATIONS ARE THE PROPERTY AND COPY RIGHT OF YOLANDA CASTRO AND/OR C+P DESIGN CONSTULTANTS AND SHALL NOT BE USED ON ANY OTHER WORK EXCEPT BY AGREEMENT WITH YOLANDA CASTRO. WRITTEN DIMENSIONS SHALL TAKE REFERENCE OVER SCALED DIMENSIONS AND SHALL BE VERIFIED ON THE JOB SITE, ANY DISCREPANCY SHALL BE BROUGHT TO THE NOTICE OF YOLANDA CASTRO TO THE COMMENCEMENT OF ANY WORK
PR
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J
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T
:
OW
N
E
R
:
AD
D
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S
S
:
Y.C.
C+P
25
C
P
0
0
6
1
AS SHOWN
5/3/2025
STAMP APPROVAL
11-05-2025
A.
P
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N
.
40
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-
2
2
3
-
0
6
12-22-2025
2 01-20-2026 02/27/2026
01-A1.2
RO
O
F
P
L
A
N
&
S
C
H
E
M
A
T
I
C
EL
E
C
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P
L
A
N
WEST ELEVATIONWSCALE: 3/16"=1'-0" FRONT VIEW
NORTH ELEVATIONNSCALE: 3/16"=1'-0" LEFT SIDE VIEW
SOUTH ELEVATIONSSCALE: 3/16"=1'-0" RIGHT SIDE VIEW
EAST ELEVATIONESCALE: 3/16"=1'-0" FRONT VIEW
9
(N) 5 8" TYPE X
GYPSUM BOARD
(E
)
L
I
V
I
N
G
A
R
E
A
(N
)
A
.
D
.
U
.
L
I
V
I
N
G
A
R
E
A
4"
CONC. SLAB
(E)2X4 STUDS
@16" or 24" oc
Location: Between units
Fire rating: 1 hr
(N)R-15 MINERAL
WOOL INSULATION
(FULL HEIGHT)
CEILING HT.
(N)CEILING HT.
B
ELEVATION KEY NOTES
CRICKET
(E) WINDOW
3
6
12 (N) 7 8" THICK STUCCO (EXTERIOR FINISH)
2-LAYERS OF GRADE "D" PAPER, PAINTED WITH
EVERSHIELD Exterior Flat Paint, Icy White DEHW 10 OR
SIMILAR
2
1 (E) ROOF CLASS A 4:12 ASPHALT SHINGLE OVER
(N) DOOR (ALL EXTERIOR DOORS ARE SOLID CORE)
5
(N) CLEAR GLASS WINDOW
7
(N)TEMPERED GLASS
9 (E) STUCCO (EXTERIOR FINISH)
13 (N) RED BRICK SIDING, MATCH TO EXISTING
14
(N) FROSTY TEMPERED GLASS WINDOW
8
(N) ROOF CLASS A 4:12 ASPHALT SHINGLE OVER
2-15#FELT. ICC ESR #1475
15/32" OSB W/RADIANT BARRIER OR CDX
PLYWD.
USE GAF - Timberline Cool Series - Weathered Roof
CRRC Product ID# 0676-0042
Solar Reflectance : Initial = 0.28
3 year = 0.27
Thermal Emittance: Initial = 0.92
3 year = 0.90
SRI: Initial = 30
3 year = 28
ASTM D3161 Class F (110 mph) and ASTM
D7158 Class H (150 mph)
BUILDING ADDRESS. MUST BE A MINIMUM OF 4" TALL
WITH EACH STROKE A MINIMUM OF 1/2" WIDE.
NUMBERS ARE REQUIRED TO BE ON A BACKGROUND
OF A CONTRASTING COLOR.
15
15 16
1
99
15
1
8"
6'
-
8
"
1'
-
4
"
8"
1 1 1 2
1 23
4
ADDRESS
8"
6'
-
8
"
1'
-
4
"
8"
8"
6'
-
8
"
1'
-
4
"
8"
8"
6'
-
8
"
1'
-
4
"
8"
1
1
1
3
2
2
4
4
5
5
5 5
5 5 5
5
10 (E) RED BRICK SIDING (EXTERIOR FINISH)
10
10
6 66 6 6 6
8
8 8 8
(E) FENCE (SEE PLOT PLAN FOR SPECS)
14
16 (E) PREMANUFACTURED BY OWNER METAL DOOR
16
13
13
12
12
12
9
9
9
9
9
9
9
12
'
-
1
1
"
11
'
-
4
"
13
'
-
3
1
/
2
"
13
'
-
3
1
/
2
"
12
'
-
1
1
"
1515
FIRE BLOCKING
AT TOP PLATE
FIRE RESISTIVE
SEALANT AT FLOOR
LINE
(N) 7/8" 25 GA
RESILIENT CHANNEL
@ 24" O.C. MAX
INSTALLED PER
GA-216
tempered tempered tempered tempered
1
1
/
2
"
6'
-
8
"
8'
-
0
"
CROSS SECTION A-A'1 SCALE: 3/16"=1'-0"
STONE VENEER OR BRICK DETAIL
(N) 5 8" TYPE X
GYPSUM BOARD
1.ALL PENETRATIONS SHALL BE SEALED
WITH APPROVED ACOUSTICAL
SEALANT.
2.NO BACK-TO-BACK ELECTRICAL
BOXES PERMITTED.
1 HR WOOD STUD FIRE PARTITION
GA FILE NO. WP 3655 WITH RESILIENT CHANNEL
(ENHANCED SOUND CONTROL)
FIRE RESISTIVE
SEALANT AT FLOOR
LINE
CONTINUOS CAULK
BLOCKING BOTH SIDES
2
OF
SHEET NO.
DATE ISSUED DRAWN BY
CHECKED BY SCALE
PRINT:REVISION:
SH
E
E
T
N
A
M
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:
THESE DRAWINGS, DESIGN AND SPECIFICATIONS ARE THE PROPERTY AND COPY RIGHT OF YOLANDA CASTRO AND/OR C+P DESIGN CONSTULTANTS AND SHALL NOT BE USED ON ANY OTHER WORK EXCEPT BY AGREEMENT WITH YOLANDA CASTRO. WRITTEN DIMENSIONS SHALL TAKE REFERENCE OVER SCALED DIMENSIONS AND SHALL BE VERIFIED ON THE JOB SITE, ANY DISCREPANCY SHALL BE BROUGHT TO THE NOTICE OF YOLANDA CASTRO TO THE COMMENCEMENT OF ANY WORK
PR
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J
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:
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R
:
AD
D
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S
S
:
Y.C.
C+P
25
C
P
0
0
6
1
AS SHOWN
5/3/2025
STAMP APPROVAL
11-05-2025
A.
P
.
N
.
40
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6
12-22-2025
2 01-20-2026 02/27/2026
01-A1.3
EL
E
V
A
T
I
O
N
S
SLAB OR WOOD FRAME
SLIDING DOOR
PROTECTO WRAP
MEMBRANE OR
PROTECTO DECK
DECK LEDGER BOARD
1. PROTECTOWRAP
2. REFER TO TECHNICAL DATA SHEET FOR MORE INFORMATION
3. PROTECTO WRAP UNDERLAYMENTS SHOULD BE INSTALLED TO FORM WATER-SHEDDING LAPS
4. ALL SURFACES MUST BE CLEAN, DRY, FREE OF DIRT AND OTHER FOREIGN MATERIALS.
5. CUT A PIECE OF PROTECTO PREMIUM DUAL GUARD THRESHOLD TAPE THE LENGTH OF THE THRESHOLD OPENING EXTENDING
APPROXIMATELY 1" MINIMUM UP THE SIDES OF THE DOOR JAM.
6. PEEL OFF RELEASE LINER AND BEGIN APPLYING PROTECTO PREMIUM DUAL GUARD THRESHOLD TAPE TO THE DOOR SILL PLATE BY
SMOOTHING AS THE ADHESIVE COMES INTO CONTACT WITH THE DOOR SILL.
7. PLACE THE THRESHOLD OVER THE PROTECTO PREMIUM DUAL GUARD THRESHOLD TAPE AND SECURE.
PROTECTO SEALANT 25XL
PROTECTO PREMIUM
DUAL GUARD THRESHOLD TAPE
DOOR THRESHOLD
EXTERIOR DOOR SILL CROSS SECTION SHOWING
PROTECTO PREMIUM DUAL GUARD THRESHOLD TAPE
1. PROTECTO WRAP
2. REFER TO TECHNICAL DATA SHEET FOR MORE INFORMATION
3. PROTECTO WRAP UNDERLAYMENTS SHOULD BE INSTALLED TO FORM WATER-SHEDDING LAPS
4. ALL SURFACES MUST BE CLEAN, DRY, FREE OF DIRT AND OTHER FOREIGN MATERIALS.
5. CUT A PIECE OF PROTECTO PREMIUM DUAL GUARD THRESHOLD TAPE THE LENGTH OF THE THRESHOLD
OPENING EXTENDING APPROXIMATELY 1" MINIMUM UP THE SIDES OF THE DOOR JAM.
6. PEEL OFF RELEASE LINER AND BEGIN APPLYING PROTECTO PREMIUM DUAL GUARD
THRESHOLD TAPE TO THE DOOR SILL PLATE BY SMOOTHING AS THE ADHESIVE COMES INTO CONTACT WITH
THE DOOR SILL.
7. PLACE THE THRESHOLD OVER THE PROTECTO PREMIUM DUAL GUARD THRESHOLD TAPE AND SECURE.
SLAB OR WOOD FRAME
SWING DOOR
PROTECTO SEALANT 25XL
PROTECTO PREMIUM
DUAL GUARD THRESHOLD TAPE
DOOR THRESHOLD
PROTECTO WRAP
MEMBRANE OR
PROTECTO DECK
DECK LEDGER BOARD
EXTERIOR DOOR SILL CROSS SECTION SHOWING
PROTECTO PREMIUM DUAL GUARD THRESHOLD TAPE
1. PROTECTOWRAP
2. REFER TO TECHNICAL DATA SHEET FOR MORE INFORMATION
3. PROTECTO WRAP UNDERLAYMENTS SHOULD BE INSTALLED TO FORM WATER-SHEDDING LAPS
4. INSTALL PROTECTO WRAP PRODUCTS IN ORDER AS SHOWN BY NUMBERS
5. SCORE AND FOLD WEATHER RESISTIVE BARRIER ABOVE HEADER TO ALLOW PROTECTO WRAP PRODUCTS
TO BE INSTALLED
6. INSTALL HEAD FLASHING UNDER WEATHER RESISTIVE BARRIER; MECHANICALLY FASTEN AS NECESSARY
7. FOLD WEATHER RESISTIVE BARRIER BACK OVER HEAD FLASHING AND SEAL EDGES
2
3
WEATHER RESISTIVE
BARRIER (CHECK LOCAL
BUILDING CODE FOR
REQUIREMENTS)
2 MECHANICALLY FASTEN
AS NECESSARY IN
CORNERS THROUGH
PROTECTO WRAP
MEMBRANE
4
4
5
EXTERIOR SHEATHING
FOLD UP WEATHER
RESISTIVE BARRIER AND
TEMPORARILY SECURE
1
1
PROTECTO WRAP
MEMBRANE
SILL PLATE
SEAL TOP OF JOISTS
UNDER DECKING
WITH PROTECTO DECK
ACQ FLASHING TAPE
PROTECTO WRAP MEMBRANE
OR PROTECTO DECK
ACQ FLASHING TAPE
BEHIND WRB
SEE PW-PD05
PROTECTO DETAIL TAPE WRAP
CUT WRB BACK
FROM OPENING
EXTERIOR SLIDING DOOR WITH DECK FLASHING
INSTALLATION AFTER WEATHER RESISTIVE BARRIER
1. PROTECTOWRAP
2. REFER TO TECHNICAL DATA SHEET FOR MORE INFORMATION
3. PROTECTO WRAP UNDERLAYMENTS SHOULD BE INSTALLED TO FORM
WATER-SHEDDING LAPS
1
WEATHER RESISTIVE
BARRIER OVER PW
MEMBRANE (CHECK LOCAL
BUILDING CODE FOR
REQUIREMENTS)
DOOR ROUGH OPENING
PROTECTO PREMIUM DUAL GUARD
THRESHOLD TAPE, WRAPPED UP
SIDES 1"
SUBFLOOR
RIM JOIST
PROTECTO WRAP
MEMBRANE OR
PROTECTO DECK ACQ
FLASHING TAPE
3
PROTECTO DECK
ACQ FLASHING TAPE
SEAL TOP OF JOISTS
UNDER DECKING
2
PROTECTO DECK
ACQ FLASHING TAPE
UNDER HANGERS
PROTECTO WRAP DETAIL TAPE
EXTERIOR DOOR SILL CORNER
ATTACH SILL STRIP WITH TOP EDGE LEVEL WITH
ROUGH SILL; EXTEND BEYOND EDGE OF ROUGH
OPENING AT LEAST 8". SECURE ALL BUILDING PAPER
OR SIMILAR APPROVED FLASHING MATERIAL WITH
GALVANIZED NAILS OR POWER DRIVEN STAPLES.
ATTACH JAMB STRIPS WITH SIDE EDGE EVEN WITH
ROUGH-JAMB FRAMING. START STRIP 1" BELOW
LOWER EDGE OF SILL STRIP AND EXTEND 4" ABOVE
LOWER EDGE OF LINTEL.
INSTALL WINDOW INTO ROUGH OPENING WITH SILL
AND JAMB FLANGES OVER PREVIOUSLY INSTALLED
FLASHING. ATTACH HEAD FLASHING OVER THE
WINDOW FLANGE.
COMMENCING AT THE BOTTOM(SOLE PLATE) OF THE WALL, LAY
BUILDING PAPER UNDER SILL STRIP. CUT ANY EXCESS BUILDING
PAPER THAT MAY EXTEND CUT ANY EXCESS BUILDING PAPER
THAT MAY EXTEND ABOVE THE SILL FLANGE LINE ON EACH SIDE
OF OPENING (SHOWN AS DASHED LINE). DO NOT CUT BUILDING
PAPER HORIZONTALLY SO THE PAPER WILL LAP OVER THE JAMB
STRIPS. INSTALL SUCCESSIVE LINES OF BUILDING PAPER (B,C,D
ETC) OVER JAMB AND HEAD FLANGES, LAPPING EACH COURSE.
WINDOW FLASHING DETAIL
1. PROTECTO WRAP
2. REFER TO TECHNICAL DATA SHEET FOR MORE INFORMATION
3. PROTECTO WRAP UNDERLAYMENTS SHOULD BE INSTALLED TO FORM WATER-SHEDDING LAPS
SILL PLATE
WALL SHEATHING
PROTECTO WRAP
DETAIL TAPE
IN LOWER
CORNERS
PROTECTO SILL
DRAINAGE SYSTEM
BEAD OF PROTECTO
SEALANT 25XL IN CORNER,
AT EDGE OF PSDS
PROTECTO WRAP
MEMBRANE, OVER WRB
AND DETAIL TAPE, UNDER
PSDS
WRB "BIB"
PROTECTO WRAP
MEMBRANE
PROTECTO SILL
DRAINAGE SYSTEM
1
3
2
WRB "BIB" INSTALLED TO
ALLOW MIN. 1" ADHESION
OF FLASHING TO
SHEATHING
PROTECTO SEALANT
25XL, OPTIONAL
ALONG TOP
EDGE OF PSDS
BACKDAM
1. PROTECTOWRAP
2. REFER TO TECHNICAL DATA SHEET FOR MORE INFORMATION
3. PROTECTO WRAP UNDERLAYMENTS SHOULD BE INSTALLED TO FORM WATER-SHEDDING LAPS
4. PROTECTO WRAP COMPANY RECOMMENDS AN INTERIOR AIR SEAL WHEN USING THESE OPTIONS
OPTION B
SILL PLATE
"L" METAL OR
EQUIVALENT
BACKDAM
RECOMMENDED
OPTION A
PROTECTO WRAP MEMBRANE
COMPATIBLE
TAPERED
WOOD SIDING
SILL PLATE
WALL SHEATHING
PROTECTO WRAP
DETAIL TAPE
PROTECTO WRAP
MEMBRANE
PROTECTO WRAP MEMBRANE
WALL SHEATHING
PROTECTO WRAP
DETAIL TAPE
PROTECTO WRAP
MEMBRANE
PROTECTO SEALANT 25XL
WRB "BIB" INSTALLED TO
ALLOW MIN. 1" ADHESION
OF SILL FLASHING TO
SHEATHING
WRB "BIB" INSTALLED TO
ALLOW MIN. 1" ADHESION
OF SILL FLASHING TO
SHEATHING
WINDOW SILL PAN PROTECTO SILL
DRAINAGE SYSTEM
WINDOW SILL PAN OPTIONS A & B
WEATHER
RESISTIVE
BARRIER
(OPTIONAL)
PROTECTO
WRAP
UNDERLAYMENT
WALL SHEATHING
PROTECTO WRAP
DETAIL TAPE
CONTINUOUS BEAD OF
PROTECTO WRAP
JS160 H MASTIC
PROTECTO
WRAP
UNDERLAYMENT
SL
O
P
E
1. PROTECTO WRAP
2. REFER TO TECHNICAL DATA SHEET FOR MORE INFORMATION
3. PROTECTO WRAP UNDERLAYMENTS SHOULD BE INSTALLED
TO FORM WATER-SHEDDING LAPS
4. EDGE LAPS ARE MINIMUM 2" AND END LAPS ARE MINIMUM 6"-
REFER TO TECHNICAL DATA SHEET FOR PRODUCT SPECIFIC REQUIREMENTS
SLOPE
ROOF
DECK
1. PROTECTOWRAP
2. REFER TO TECHNICAL DATA SHEET FOR MORE INFORMATION
3. EXTEND PROTECTO WRAP UNDERLAYMENT ON THE WALL SHEATHING ABOVE THE HIGHEST EXPECTED LEVEL OF SNOW AND
ICE
3. EXTEND PROTECTO WRAP UNDERLAYMENT ON THE ROOF DECK ABOVE THE HIGHEST EXPECTED LEVEL OF WATER BACK-UP
FROM ICE DAMS
4. EXTEND PROTECTO WRAP UNDERLAYMENT BEYOND EAVE ONTO VERTICAL SIDE WALL
5. THE METAL FLASHING IS INSTALLED OVER THE PROTECTO WRAP UNDERLAYMENT
6. INSTALL PROTECTO WRAP UNDERLAYMENT IN ORDER AS SHOWN BY NUMBERS
7. PROTECTO WRAP UNDERLAYMENTS SHOULD BE INSTALLED TO FORM WATER-SHEDDING LAPS
8. EDGE LAPS ARE MINIMUM 2" AND END LAPS ARE MINIMUM 6"- REFER TO TECHNICAL DATA SHEET FOR PRODUCT SPECIFIC
REQUIREMENTS
METAL DRIP EDGE
BY OTHERS
ROOF DECK
VERTICAL
SIDEWALL
PROTECTO WRAP
UNDERLAYMENT
KICK OUT FLASHING
(OPTIONAL)
EXPOSED ROOF
COVERING
EXPOSED WALL
COVERING
WEATHER RESISTIVE
BARRIER (OPTIONAL)
METAL STEP
FLASHING
CONTINUOUS BEAD OF
JS 160 H MASTIC
PROTECTO WRAP
UNDERLAYMENT
PROTECTO WRAP
UNDERLAYMENT
CONTINUOUS BEAD OF
JS 160 H MASTIC AT SEAMS
1
4
3
2
1
2
1
EXTEND PROTECTO WRAP
UDERLAYMENT ABOVE HIGHEST
EXPECTED LEVEL OF SNOW AND
ICE BUILD-UP
VERTICAL SIDE WALL
1. VALLEYS REQUIRE A MINIMUM 18" WIDE ROLL CENTERED DOWN THE FULL LENGTH OF THE VALLEY
2. INSTALL MEMBRANE STARTING AT THE LOWEST POINT OF ROOF SLOPE AND WORK UP THE SLOPE
3. PROTECTO WRAP UNDERLAYMENTS SHOULD BE INSTALLED TO FORM WATER-SHEDDING LAPS
4. INSTALL IN ORDER AS SHOWN BY NUMBERS
5. REFER TO TECHNICAL DATA SHEET FOR MORE INFORMATION
6. VISIT PROTECTOWRAP.COM FOR THE MOST CURRENT INFORMATION
1
2
26" min.
PROTECTO WRAP
UNDERLAYMENT
LAP
VALLEY FLASHING DETAIL
9" min
.
OUTSIDE CORNER WALL TO ROOF DECK 3
2
1
7
6
5
11
10
9
8
4
CLASS A FIRE RESISTANT
ROOFING / ROOF ASSEMBLY
SOLID BLOCKING
FROM TOP PLATE TO UNDER
SIDE OF ROOF SHEATING.
EAVES BETWEEN 2 AND 5 FEET :
7/8" STUCCO FINISH
CLASS A FIRE RESISTANT
ROOFING / ROOF ASSEMBLY
FIRE RESISTANT EXTERIOR WALL
AND EAVE PROTECTION (TYP.)
EN
EN
EN
45°
PROTECT UNDERSIDE OF
EAVE WITH 1-HOUR PROTECTION AND
NO EAVES VENTS. STUCCO FINISH (TYP.)
EAVES BETWEEN 2 AND 5 FEET :
PROTECT UNDERSIDE OF
EAVE WITH 1-HOUR PROTECTION AND
EAVES BETWEEN 2 AND 5 FEET :
FIRE RESISTANT EXTERIOR WALL
AND EAVE PROTECTION (TYP.)
FR2FR1
11
5/8" TYPE "X" GYP BD.
2X4 STUD WALL WITH R-15 INSULATION
5/8" TYPE "X" GYP BD.
2X4 STUD WALL WITH R-15 INSULATION
OPENINGS PER STORY (DOORS, WINDOWS, MECHANICAL VENTS,
SCUPPERS) ARE ALLOWED WHERE THE CUMULATIVE AREA OF THE
OPENINGS NOT EXCEED 25% OF THE EXTERIOR WALL AREA PER STORY
5'-5"
5'-0"
5'-5"
5'-0"
7/8" STUCCO FINISH
OPENINGS PER STORY (DOORS, WINDOWS, MECHANICAL VENTS,
SCUPPERS) ARE ALLOWED WHERE THE CUMULATIVE AREA OF THE
OPENINGS NOT EXCEED 25% OF THE EXTERIOR WALL AREA PER STORY
NO EAVES VENTS. STUCCO FINISH (TYP.)
PR
O
P
E
R
T
Y
L
I
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E
PR
O
P
E
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T
Y
L
I
N
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OF
SHEET NO.
DATE ISSUED DRAWN BY
CHECKED BY SCALE
PRINT:REVISION:
SH
E
E
T
N
A
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E
:
THESE DRAWINGS, DESIGN AND SPECIFICATIONS ARE THE PROPERTY AND COPY RIGHT OF YOLANDA CASTRO AND/OR C+P DESIGN CONSTULTANTS AND SHALL NOT BE USED ON ANY OTHER WORK EXCEPT BY AGREEMENT WITH YOLANDA CASTRO. WRITTEN DIMENSIONS SHALL TAKE REFERENCE OVER SCALED DIMENSIONS AND SHALL BE VERIFIED ON THE JOB SITE, ANY DISCREPANCY SHALL BE BROUGHT TO THE NOTICE OF YOLANDA CASTRO TO THE COMMENCEMENT OF ANY WORK
PR
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THESE DRAWINGS, DESIGN AND SPECIFICATIONS ARE THE PROPERTY AND COPY RIGHT OF YOLANDA CASTRO AND/OR C+P DESIGN CONSTULTANTS AND SHALL NOT BE USED ON ANY OTHER WORK EXCEPT BY AGREEMENT WITH YOLANDA CASTRO. WRITTEN DIMENSIONS SHALL TAKE REFERENCE OVER SCALED DIMENSIONS AND SHALL BE VERIFIED ON THE JOB SITE, ANY DISCREPANCY SHALL BE BROUGHT TO THE NOTICE OF YOLANDA CASTRO TO THE COMMENCEMENT OF ANY WORK
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4
STRUCTURAL NOTES
S1.0
SHEET NUMBER
PR
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C
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A
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S
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:
SHEETSOF
REVISIONS
CONSTRUCTION SHALL CONFORM
TO THE ENGINEER. ALL
WORK. REPORT DISCREPANCIES
BEFORE PROCEEDING WITH THE
CHECK AND VERIFY ALL DIMENSIONS
DRAWN :
CHECKED :
DATE :
JOB NO.
TO THE C.B.C.
MARK DATE
PROJECT:
25-5096
JUVENTINO
MC
10 FEB 26
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ENGINEER:
Margarito Castillo, S.E.
CASTILLO ENGINEERING
T: 562-961-5600
WWW.CASTILLOENGINEERING.COM
1147 E. MARKET ST. LONG BEACH, CA 90805
STRUCTURAL
NOTES
TYPICAL DETAIL1TYPICAL DETAIL2TYPICAL DETAIL4
TYPICAL DETAIL5TYPICAL DETAIL6TYPICAL DETAIL7TYPICAL DETAIL8
TYPICAL DETAIL12 TYPICAL DETAIL11 TYPICAL DETAIL10 TYPICAL DETAIL9
TYPICAL DETAIL3
S1.1
SHEET NUMBER
PR
O
J
E
C
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A
D
D
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E
S
S
:
SHEETSOF
REVISIONS
CONSTRUCTION SHALL CONFORM
TO THE ENGINEER. ALL
WORK. REPORT DISCREPANCIES
BEFORE PROCEEDING WITH THE
CHECK AND VERIFY ALL DIMENSIONS
DRAWN :
CHECKED :
DATE :
JOB NO.
TO THE C.B.C.
MARK DATE
PROJECT:
25-5096
JUVENTINO
MC
10 FEB 26
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ENGINEER:
Margarito Castillo, S.E.
CASTILLO ENGINEERING
T: 562-961-5600
WWW.CASTILLOENGINEERING.COM
1147 E. MARKET ST. LONG BEACH, CA 90805
TYPICAL
DETAILS
TYPICAL DETAIL2TYPICAL DETAIL4
TYPICAL DETAIL5TYPICAL DETAIL6TYPICAL DETAIL8
TYPICAL DETAIL12 TYPICAL DETAIL9TYPICAL DETAIL10 S1.2
SHEET NUMBER
PR
O
J
E
C
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A
D
D
R
E
S
S
:
SHEETSOF
REVISIONS
CONSTRUCTION SHALL CONFORM
TO THE ENGINEER. ALL
WORK. REPORT DISCREPANCIES
BEFORE PROCEEDING WITH THE
CHECK AND VERIFY ALL DIMENSIONS
DRAWN :
CHECKED :
DATE :
JOB NO.
TO THE C.B.C.
MARK DATE
PROJECT:
25-5096
JUVENTINO
MC
10 FEB 26
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TITLE
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ENGINEER:
Margarito Castillo, S.E.
CASTILLO ENGINEERING
T: 562-961-5600
WWW.CASTILLOENGINEERING.COM
1147 E. MARKET ST. LONG BEACH, CA 90805
TYPICAL
DETAILS
TYPICAL DETAIL1TYPICAL DETAIL2TYPICAL DETAIL4
TYPICAL DETAIL12 TYPICAL DETAIL11
TYPICAL DETAIL3
TYPICAL DETAIL9TYPICAL DETAIL10 S1.3
SHEET NUMBER
PR
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C
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A
D
D
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S
S
:
SHEETSOF
REVISIONS
CONSTRUCTION SHALL CONFORM
TO THE ENGINEER. ALL
WORK. REPORT DISCREPANCIES
BEFORE PROCEEDING WITH THE
CHECK AND VERIFY ALL DIMENSIONS
DRAWN :
CHECKED :
DATE :
JOB NO.
TO THE C.B.C.
MARK DATE
PROJECT:
25-5096
JUVENTINO
MC
10 FEB 26
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ENGINEER:
Margarito Castillo, S.E.
CASTILLO ENGINEERING
T: 562-961-5600
WWW.CASTILLOENGINEERING.COM
1147 E. MARKET ST. LONG BEACH, CA 90805
TYPICAL
DETAILS
TYPICAL DETAIL1TYPICAL DETAIL2TYPICAL DETAIL4
TYPICAL DETAIL6TYPICAL DETAIL7TYPICAL DETAIL8
TYPICAL DETAIL12 TYPICAL DETAIL11
TYPICAL DETAIL3
TYPICAL DETAIL10 TYPICAL DETAIL9 S1.4
SHEET NUMBER
PR
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J
E
C
T
A
D
D
R
E
S
S
:
SHEETSOF
REVISIONS
CONSTRUCTION SHALL CONFORM
TO THE ENGINEER. ALL
WORK. REPORT DISCREPANCIES
BEFORE PROCEEDING WITH THE
CHECK AND VERIFY ALL DIMENSIONS
DRAWN :
CHECKED :
DATE :
JOB NO.
TO THE C.B.C.
MARK DATE
PROJECT:
25-5096
JUVENTINO
MC
10 FEB 26
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ENGINEER:
Margarito Castillo, S.E.
CASTILLO ENGINEERING
T: 562-961-5600
WWW.CASTILLOENGINEERING.COM
1147 E. MARKET ST. LONG BEACH, CA 90805
TYPICAL
DETAILS
N1FOUNDATION PLAN
SHEET NUMBER
PR
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:
SHEETSOF
REVISIONS
CONSTRUCTION SHALL CONFORM
TO THE ENGINEER. ALL
WORK. REPORT DISCREPANCIES
BEFORE PROCEEDING WITH THE
CHECK AND VERIFY ALL DIMENSIONS
DRAWN :
CHECKED :
DATE :
JOB NO.
TO THE C.B.C.
MARK DATE
PROJECT:
25-5096
JUVENTINO
MC
10 FEB 26
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ENGINEER:
Margarito Castillo, S.E.
CASTILLO ENGINEERING
T: 562-961-5600
WWW.CASTILLOENGINEERING.COM
1147 E. MARKET ST. LONG BEACH, CA 90805
S2.0
FOUNDATION
PLAN
GENERAL NOTES:1. Sill plates along braced wall lines in buildings assigned to Seismic Design Category D shall be anchored with anchor bolts not less than 1/2" diameter with steel plate washers between the foundation sill plate and the nut, or approved anchor straps load-rated in accordance with Section 2304.10.4 and spaced to provide equivalent anchorage. Plate washers shall be not less than 0.229 inch by 3 inches by 3 inches in size. The hole in the plate washer is permitted to be diagonally slotted with a width of up to 3/16 inch larger than the bolt diameter and a slot length not to exceed 13/4 inches, provided that a standard cut washer is placed between the plate washer and the nut. CBC 2308.3.1.12. Concrete shall be poured monolithically with slab or clearly show the required 7 embedment below the cold joint for two pour concrete option. (CBC 2022, 2308.3.1)
N1ROOF FRAMING PLAN
C.J.
C.J.
X2.1
Y3
.
1
SHEET NUMBER
PR
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C
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A
D
D
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S
S
:
SHEETSOF
REVISIONS
CONSTRUCTION SHALL CONFORM
TO THE ENGINEER. ALL
WORK. REPORT DISCREPANCIES
BEFORE PROCEEDING WITH THE
CHECK AND VERIFY ALL DIMENSIONS
DRAWN :
CHECKED :
DATE :
JOB NO.
TO THE C.B.C.
MARK DATE
PROJECT:
25-5096
JUVENTINO
MC
10 FEB 26
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ENGINEER:
Margarito Castillo, S.E.
CASTILLO ENGINEERING
T: 562-961-5600
WWW.CASTILLOENGINEERING.COM
1147 E. MARKET ST. LONG BEACH, CA 90805
S2.2
ROOF
FRAMING
PLAN
DETAIL1DETAIL2DETAIL4
DETAIL5DETAIL6DETAIL7DETAIL8
DETAIL12 DETAIL11 DETAIL10 DETAIL9
DETAIL3
S3.0
SHEET NUMBER
PR
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C
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A
D
D
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S
S
:
SHEETSOF
REVISIONS
CONSTRUCTION SHALL CONFORM
TO THE ENGINEER. ALL
WORK. REPORT DISCREPANCIES
BEFORE PROCEEDING WITH THE
CHECK AND VERIFY ALL DIMENSIONS
DRAWN :
CHECKED :
DATE :
JOB NO.
TO THE C.B.C.
MARK DATE
PROJECT:
25-5096
JUVENTINO
MC
10 FEB 26
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TITLE
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ENGINEER:
Margarito Castillo, S.E.
CASTILLO ENGINEERING
T: 562-961-5600
WWW.CASTILLOENGINEERING.COM
1147 E. MARKET ST. LONG BEACH, CA 90805
FOUNDATION
DETAILS
DETAIL1DETAIL2DETAIL4
DETAIL5DETAIL6DETAIL7DETAIL8
DETAIL12 DETAIL11 DETAIL10 DETAIL9
DETAIL3
S5.0
SHEET NUMBER
PR
O
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E
C
T
A
D
D
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S
S
:
SHEETSOF
REVISIONS
CONSTRUCTION SHALL CONFORM
TO THE ENGINEER. ALL
WORK. REPORT DISCREPANCIES
BEFORE PROCEEDING WITH THE
CHECK AND VERIFY ALL DIMENSIONS
DRAWN :
CHECKED :
DATE :
JOB NO.
TO THE C.B.C.
MARK DATE
PROJECT:
25-5096
JUVENTINO
MC
10 FEB 26
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ENGINEER:
Margarito Castillo, S.E.
CASTILLO ENGINEERING
T: 562-961-5600
WWW.CASTILLOENGINEERING.COM
1147 E. MARKET ST. LONG BEACH, CA 90805
ROOF
FRAMING
DETAILS
DETAIL1DETAIL2DETAIL4
DETAIL6DETAIL8
DETAIL12 DETAIL11 DETAIL10 DETAIL9
DETAIL3
S5.1
SHEET NUMBER
PR
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C
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A
D
D
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S
S
:
SHEETSOF
REVISIONS
CONSTRUCTION SHALL CONFORM
TO THE ENGINEER. ALL
WORK. REPORT DISCREPANCIES
BEFORE PROCEEDING WITH THE
CHECK AND VERIFY ALL DIMENSIONS
DRAWN :
CHECKED :
DATE :
JOB NO.
TO THE C.B.C.
MARK DATE
PROJECT:
25-5096
JUVENTINO
MC
10 FEB 26
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ENGINEER:
Margarito Castillo, S.E.
CASTILLO ENGINEERING
T: 562-961-5600
WWW.CASTILLOENGINEERING.COM
1147 E. MARKET ST. LONG BEACH, CA 90805
ROOF
FRAMING
DETAILS
CERTIFICATE NO. 100059
SANTA ANA UNIFIED SCHOOL DISTRICT
SCHOOL FACILITIES FEE CERTIFICATION OF COMPLIANCE
AND
RECEIPT FOR PAYMENT
FOR
Project Number:PRJ-3382461
Project Request ID:8ARTXSLW8L
Request Contact:YOLANDA CASTRO (DEVELOPER)
Job Location / Address: 406 S. Western Ave 2, Santa Ana, CA 92703
Permit Issuing Office: City of Santa Ana
This is to certify that all fees due to the Santa Ana Unified School District under Provision of Government Code Section
65995 as a prerequisite to the issuance of a Building Permit have been received, based on the above referenced
information, this Certification is hereby Executed.
PMT-419613
Address Development Type Construction Type Square Feet
406 S Western Ave unit #2,
Santa Ana, CA 92703
Residential Accessory Dwelling
Unit (ADU)
785
Permit Number
101125303
Plan Check Number
101125303
419613-Residential Accessory Dwelling Unit (ADU) fees as required in the amount of:$4,058.45
($5.17 [Rate] x 785 [Square Footage])
Address Development Type Construction Type Square Feet
406 S Western Ave Unit #2,
Santa Ana, CA 92703
Residential Tear-Down / Rebuild 291
Permit Number
See other attachments
419613-Residential Tear-Down / Rebuild Credit given as required in the amount of:$-1,504.47
($5.17 [Rate] x 291 [Square Footage])
Developer Fees Paid:$2,553.98
Payment Method: ECHECK: xxxx 7763 Payment Date: 03/31/2026 09:23 am
Jeremy Cogan
School District Representative Date: 03/31/2026
CERTIFICATE NO. 100059
NOTICE OF 90-DAY PERIOD FOR PROTEST OF FEES
Pursuant to Section 66020 of the California Government Code and other applicable law, you have a period of ninety (90)
days from the date of payment of school fees, mitigation payments or other extractions to protest the validity thereof. This
ninety (90) day period commences upon such payment of performance of any other requirement as provided in Section
66020. Any such protest must be in writing and received by the Santa Ana Unified School District within ninety (90)
calendar days of the date of the School District Certification above.
Page 1 of 1
EXISTING ONE & TWO FAMILY DWELLINGS
ELECTRICAL SERVICES UNDERGROUND
EXCEPTION
CEC 2022 ELC-04
All new utility connections are required to be installed below grade by Santa Ana Municipal Code 41-
626(b). There is a standing exception for one and two family dwellings. This exception
applies only when the new electrical service is designed to be fed from below grade as well as
overhead.
This diagram is a typical unit. The utility is able to feed this cabinet from the top or the bottom without
interfering with the distribution wiring. All the circuit breakers and branch circuits are contained in the
circuit breaker side of this cabinet.
Only listed combination overhead and underground feed service boxes may be used to connect to
an overhead utility drop. This exception to an underground fed service applies only to existing single
family and two family residences.
Planning & Building Agency
Permits & Plan Check Section
20 Civic Center Plaza
P.O. Box 1988 (M-19)
Santa Ana, CA 92702
(714) 647-5800
Rigid
Conduit
Service
Entrance
Conductor
Riser
Underground
Service
Lateral
METER
Rev. 1/21/2020