HomeMy WebLinkAbout1213 & 1215 S Birch St - Plan
EC + Associates Engineering
www.ecaengineering.com
1412 Espanol Ave Montebello, CA 90640 P: 562 708 3586
STRUCTURAL CALCULATIONS FOR:
ADDITION, REMODEL & NEW DETACHED ADU
FOR
RAUL MARIN
PROJECT ADDRESS:
1213 & 1215 S BIRCH ST.
SANTA ANA, CA 92707
SIGNED: 10/9/2025
REVISION DESCRIPTION CHECKED DATE
A Building Department Submittal E.C. / A.M. / M.C. 5/23/2025
B Building Department Submittal – REV1 E.C. / A.M. / M.C. 7/72025
C Plan Check 1 Response Submittal E.C. / A.M. / M.C. 10/9/2025
JOB NO.: 25-199
JOB
ENGR. EC 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_____ minimum into undisturbed soil or_____ below finish grade
whichever is lower.
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.
ROOF LOADS
roof rafter
composite shingles 2.5 psf 2.5 psf
re‐roof 2.0 psf 2.0 psf
1/2" plywwod 1.5 psf 1.5 psf
rafters 4.0 psf 4.0 psf
insulation 0.5 psf
Ceiling 3.0 psf
beams/headers 1.0 psf
MP&E/ misc.0.5 psf 0.5 psf
D= 15.0 psf 10.5 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
PROJECT:
JOB NO.
POST AREA ALLOWABLE LOAD (KIPS)-UNSUPPORTED HEIGHT IN FT (LOAD TABLE 100%)
SIZE IN 2 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22
2X4 5.25 1.00
2X4 X 5.25 4.58 3.61 2.87 2.32 1.91 1.60 1.35 1.16 1.00
2X4 5.25 1.05
2X4 X 5.25 4.67 3.72 2.98 2.42 2.00 1.67 1.42 1.22 1.05
2X6 8.25 1.66
2X6 X 8.25 10.49 9.66 8.68 7.65 6.67 5.79 5.04 4.40 3.86 3.41 3.03 2.71 2.43 2.19 1.99 1.81 1.66
2X8 10.88 2.18
2X8 X 10.88 14.3 13.9 13.3 12.5 11.7 10.7 9.8 8.8 7.96 7.17 6.46 5.84 5.29 4.81 4.39 4.01 3.68
3X4 8.75 4.57 3.46 2.70 2.15 1.76
3X4 X 8.75 7.78 6.20 4.97 4.04 3.33 2.79 2.36 2.03 1.76
3X6 13.75 7.14 5.42 4.23 3.38 2.76
3X6 X 13.75 17.5 16.1 14.5 12.8 11.1 9.7 8.39 7.33 6.43 5.68 5.05 4.51 4.05 3.66 3.31 3.02 2.76
3X8 18.13 9.35 7.11 5.56 4.45 3.63
3X8 X 18.13 23.9 23.1 22.1 20.9 19.4 17.9 16.3 14.7 13.3 11.9 10.8 9.7 8.82 8.01 7.31 6.68 6.13
4X4 12.25 10.9 8.68 6.96 5.66 4.67 3.90 3.31 2.84 2.46
4X6 19.25 16.8 13.5 10.9 8.85 7.31 6.12 5.19 4.46 3.86
4X6 X 19.25 24.5 22.5 20.3 17.9 15.6 13.5 11.7 10.3 9.01 7.96 7.07 6.31 5.67 5.12 4.64 4.23 3.86
4X8 25.38 21.8 17.6 14.2 11.6 9.6 8.04 6.83 5.86 5.08
4X8 X 25.38 33.5 32.4 30.9 29.2 27.2 25.0 22.8 20.6 18.6 16.7 15.1 13.6 12.3 11.2 10.2 9.4 8.59
6X6 30.25 27.6 26.3 24.8 23.0 20.9 18.8 16.8 15.0 13.3 11.9 10.7 9.59 8.66 7.84 7.13 6.51 5.97
6X8 41.25 37.6 35.9 33.8 31.3 28.5 25.7 22.9 20.4 18.2 16.2 14.6 13.1 11.8 10.7 9.7 8.9 8.1
6X8 X 41.25 39.3 38.5 37.5 36.2 34.7 33.0 31.0 28.9 26.8 24.6 22.6 20.7 18.9 17.4 15.9 14.7 13.5
6X10 52.25 44.4 42.7 40.4 37.7 34.7 31.5 28.3 25.4 22.7 20.3 18.2 16.4 14.8 13.5 12.3 11.2 10.3
6X10 X 52.25 47.2 46.7 46.2 45.5 44.7 43.8 42.8 41.5 40.2 38.6 37.0 35.2 33.3 31.5 29.6 27.8 26.1
8X8 56.25 53.8 52.8 51.5 50.0 48.1 45.9 43.4 40.7 37.9 35.0 32.3 29.6 27.2 25.0 23.0 21.2 19.6
X INDICATES BRACED IN WEAK DIRECTION
ALL VALUES BASED ON DOUGLAS FIR-LARCH
No
.
1
GR
A
D
E
Co
n
s
t
No
.
2
No
.
2
No
.
2
PROJECT:
JOB NO.
POST AREA ALLOWABLE LOAD (KIPS)-UNSUPPORTED HEIGHT IN FT (LOAD TABLE 125%)
SIZE IN 2 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22
2X4 5.25 1.01
2X4 X 5.25 4.83 3.73 2.94 2.36 1.93 1.61 1.36 1.17 1.01
2X4 5.25 1.06
2X4 X 5.25 4.97 3.87 3.06 2.47 2.03 1.69 1.43 1.23 1.06
2X6 8.25 1.67
2X6 X 8.25 12.40 11.08 9.64 8.26 7.06 6.04 5.20 4.51 3.94 3.47 3.07 2.74 2.46 2.21 2.01 1.82 1.67
2X8 10.88 2.19
2X8 X 10.88 17.5 16.7 15.7 14.5 13.2 11.9 10.6 9.4 8.37 7.47 6.69 6.01 5.42 4.91 4.46 4.07 3.73
3X4 8.75 4.67 3.51 2.72 2.17 1.77
3X4 X 8.75 8.28 6.45 5.11 4.12 3.38 2.82 2.39 2.04 1.77
3X6 13.75 7.32 5.50 4.27 3.41 2.78
3X6 X 13.75 20.7 18.5 16.1 13.8 11.8 10.1 8.67 7.52 6.57 5.78 5.12 4.57 4.09 3.69 3.34 3.04 2.78
3X8 18.13 9.60 7.24 5.62 4.49 3.66
3X8 X 18.13 29.2 27.9 26.2 24.2 22.0 19.8 17.6 15.7 14.0 12.4 11.1 10.0 9.03 8.18 7.44 6.79 6.22
4X4 12.25 11.6 9.03 7.15 5.76 4.73 3.95 3.34 2.86 2.48
4X6 19.25 18.0 14.1 11.2 9.03 7.42 6.19 5.24 4.49 3.89
4X6 X 19.25 28.9 25.8 22.5 19.3 16.5 14.1 12.1 10.5 9.20 8.09 7.17 6.39 5.73 5.17 4.68 4.26 3.89
4X8 25.38 23.5 18.4 14.7 11.9 9.8 8.15 6.90 5.91 5.12
4X8 X 25.38 40.9 39.0 36.7 33.9 30.8 27.7 24.7 21.9 19.5 17.4 15.6 14.0 12.6 11.5 10.4 9.5 8.71
6X6 30.25 33.4 31.4 28.8 26.0 23.1 20.3 17.8 15.7 13.9 12.3 10.9 9.80 8.81 7.97 7.23 6.59 6.03
6X8 41.25 45.6 42.8 39.3 35.4 31.5 27.7 24.3 21.4 18.9 16.7 14.9 13.4 12.0 10.9 9.9 9.0 8.2
6X8 X 41.25 48.5 47.1 45.4 43.3 40.8 38.0 35.0 32.0 29.1 26.4 23.9 21.7 19.7 18.0 16.4 15.0 13.8
6X10 52.25 54.0 51.1 47.4 43.1 38.6 34.3 30.3 26.7 23.7 21.0 18.8 16.8 15.1 13.7 12.4 11.3 10.4
6X10 X 52.25 58.6 57.8 56.9 55.9 54.6 53.0 51.2 49.2 46.9 44.5 41.9 39.3 36.8 34.3 31.9 29.7 27.6
8X8 56.25 66.4 64.7 62.6 60.0 56.8 53.3 49.4 45.4 41.5 37.8 34.4 31.2 28.5 26.0 23.8 21.8 20.0
X INDICATES BRACED IN WEAK DIRECTION
ALL VALUES BASED ON DOUGLAS FIR-LARCH
No
.
1
GR
A
D
E
Co
n
s
t
No
.
2
No
.
2
No
.
2
PROJECT:
JOB NO.
POST AREA ALLOWABLE LOAD (KIPS)-UNSUPPORTED HEIGHT IN FT (LOAD TABLE 160%)
SIZE IN 2 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22
2X4 5.25 1.01
2X4 X 5.25 5.03 3.83 2.99 2.39 1.95 1.63 1.37 1.17 1.01
2X4 5.25 1.07
2X4 X 5.25 5.22 3.99 3.13 2.51 2.05 1.71 1.44 1.23 1.07
2X6 8.25 1.68
2X6 X 8.25 14.56 12.48 10.49 8.78 7.37 6.24 5.34 4.61 4.01 3.52 3.11 2.77 2.48 2.23 2.02 1.84 1.68
2X8 10.88 2.21
2X8 X 10.88 21.6 20.2 18.5 16.6 14.7 12.9 11.3 9.9 8.71 7.71 6.87 6.14 5.53 4.99 4.53 4.13 3.78
3X4 8.75 4.76 3.56 2.75 2.19 1.78
3X4 X 8.75 8.70 6.66 5.22 4.18 3.42 2.85 2.40 2.06 1.78
3X6 13.75 7.46 5.58 4.31 3.43 2.79
3X6 X 13.75 24.3 20.8 17.5 14.6 12.3 10.4 8.90 7.68 6.68 5.86 5.18 4.61 4.13 3.72 3.37 3.06 2.79
3X8 18.13 9.81 7.34 5.68 4.52 3.68
3X8 X 18.13 36.1 33.7 30.8 27.6 24.4 21.4 18.8 16.5 14.5 12.9 11.4 10.2 9.21 8.32 7.55 6.88 6.29
4X4 12.25 12.2 9.32 7.30 5.85 4.79 3.99 3.37 2.88 2.49
4X6 19.25 19.0 14.6 11.4 9.18 7.51 6.25 5.28 4.52 3.91
4X6 X 19.25 34.0 29.1 24.5 20.5 17.2 14.6 12.5 10.7 9.36 8.21 7.26 6.46 5.78 5.21 4.71 4.28 3.91
4X8 25.38 24.8 19.1 15.0 12.1 9.9 8.23 6.96 5.95 5.15
4X8 X 25.38 50.5 47.2 43.2 38.7 34.2 30.0 26.3 23.1 20.3 18.0 16.0 14.3 12.9 11.6 10.6 9.6 8.81
6X6 30.25 40.7 37.2 33.1 28.9 25.0 21.6 18.7 16.3 14.3 12.6 11.2 9.97 8.95 8.07 7.31 6.66 6.08
6X8 41.25 55.6 50.7 45.1 39.4 34.1 29.4 25.5 22.2 19.5 17.2 15.2 13.6 12.2 11.0 10.0 9.1 8.3
6X8 X 41.25 60.7 58.3 55.3 51.6 47.5 43.1 38.8 34.7 31.1 27.8 25.0 22.5 20.3 18.5 16.8 15.3 14.1
6X10 52.25 66.2 61.0 54.9 48.4 42.2 36.6 31.9 27.8 24.4 21.6 19.2 17.1 15.4 13.9 12.6 11.5 10.5
6X10 X 52.25 74.3 73.0 71.4 69.5 67.2 64.5 61.3 57.9 54.2 50.5 46.7 43.1 39.8 36.6 33.8 31.2 28.8
8X8 56.25 83.3 80.3 76.5 72.0 66.7 61.0 55.2 49.7 44.7 40.1 36.1 32.6 29.5 26.8 24.4 22.3 20.4
X INDICATES BRACED IN WEAK DIRECTION
ALL VALUES BASED ON DOUGLAS FIR-LARCH
No
.
1
GR
A
D
E
Co
n
s
t
No
.
2
No
.
2
No
.
2
EC + Associates Engineering
www.ecaengineering.com
1412 Espanol Ave Montebello, CA 90640 P: 562 708 3586
ADU
ROOF FRAMING PLAN - ADU
ROOF - ADU
Member Name Results (Max UTIL %)Current Solution Comments
H1 Passed (41% M)1 piece(s) 4 x 8 DF No.1
H2 Passed (38% M)1 piece(s) 4 x 6 DF No.1
H3 Passed (17% M)1 piece(s) 4 x 4 DF No.1
H4 Passed (25% M)1 piece(s) 4 x 4 DF No.1
H5 Passed (67% M)1 piece(s) 4 x 8 DF No.1
H6 Passed (33% M)1 piece(s) 4 x 4 DF No.1
H7 Passed (52% M)1 piece(s) 4 x 6 DF No.1
H8 Passed (44% M)1 piece(s) 4 x 6 DF No.1
H9 Passed (76% M)1 piece(s) 4 x 6 DF No.1
H10 Passed (37% M)1 piece(s) 4 x 6 DF No.1
25-199 1213 S BIRCH ST. - ADU - RAUL MARIN
JOB SUMMARY REPORT
ForteWEB Software Operator Job Notes 6/10/2025 6:04:42 PM UTC
Alan Mijares
EC+Associates Engineering Inc
(562) 419-7020
AlanM@ecaengineering.com
ForteWEB v3.9
File Name: 25-199 1213 S BIRCH ST. - ADU - RAUL MARIN
Page 1 / 12
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)972 @ 0 3281 (1.50")Passed (30%)--1.0 D + 1.0 Lr (All Spans)
Shear (lbs)601 @ 8 3/4"2741 Passed (22%)0.90 1.0 D (All Spans)
Moment (Ft-lbs)1238 @ 3' 1 1/2"2989 Passed (41%)0.90 1.0 D (All Spans)
Live Load Defl. (in)0.012 @ 3' 1 1/2"0.208 Passed (L/999+)--1.0 D + 1.0 Lr (All Spans)
Total Load Defl. (in)0.058 @ 3' 1 1/2"0.313 Passed (L/999+)--1.0 D + 1.0 Lr (All Spans)
Member Length : 6' 3"
System : Wall
Member Type : Header
Building Use : Residential
Building Code : IBC 2021
Design Methodology : ASD
•Deflection criteria: LL (L/360) and TL (L/240).
•Allowed moment does not reflect the adjustment for the beam stability factor.
•Applicable calculations are based on NDS.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Roof Live Factored Accessories
1 - Trimmer - DF 1.50"1.50"1.50"763 208 972 None
2 - Trimmer - DF 1.50"1.50"1.50"763 208 972 None
•Maximum allowable bracing intervals based on applied load.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)6' 3" o/c
Bottom Edge (Lu)6' 3" o/c
Dead Roof Live
Vertical Loads Location Tributary
Width
(0.90)(1.25)Comments
0 - Self Weight (PLF)0 to 6' 3"N/A 6.4 --
1 - Uniform (PSF)0 to 6' 3"3' 4"35.4 20.0 ROOF (TRUSS)
2 - Tapered (PSF)0 to 3' 1 1/2"5' 9" to 9' 3"16.0 --EXTERIOR WALL
3 - Tapered (PSF)3' 1 1/2" to 6' 3"9' 3" to 5' 9"16.0 --EXTERIOR WALL
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/
document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
Weyerhaeuser Notes
Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.).
MEMBER REPORT PASSED
ROOF - ADU, H1
1 piece(s) 4 x 8 DF No.1
ForteWEB Software Operator Job Notes 6/10/2025 6:04:42 PM UTC
Alan Mijares
EC+Associates Engineering Inc
(562) 419-7020
AlanM@ecaengineering.com
ForteWEB v3.9, Engine: V8.4.3.94, Data: V8.1.7.3
File Name: 25-199 1213 S BIRCH ST. - ADU - RAUL MARIN
Page 3 / 12
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)863 @ 4' 3"3281 (1.50")Passed (26%)--1.0 D + 1.0 Lr (All Spans)
Shear (lbs)623 @ 3' 8"2888 Passed (22%)1.25 1.0 D + 1.0 Lr (All Spans)
Moment (Ft-lbs)910 @ 2' 1 5/8"2390 Passed (38%)1.25 1.0 D + 1.0 Lr (All Spans)
Live Load Defl. (in)0.012 @ 2' 1 1/2"0.142 Passed (L/999+)--1.0 D + 1.0 Lr (All Spans)
Total Load Defl. (in)0.036 @ 2' 1 1/2"0.213 Passed (L/999+)--1.0 D + 1.0 Lr (All Spans)
Member Length : 4' 3"
System : Wall
Member Type : Header
Building Use : Residential
Building Code : IBC 2021
Design Methodology : ASD
•Deflection criteria: LL (L/360) and TL (L/240).
•Allowed moment does not reflect the adjustment for the beam stability factor.
•Applicable calculations are based on NDS.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Roof Live Factored Accessories
1 - Trimmer - DF 1.50"1.50"1.50"573 276 849 None
2 - Trimmer - DF 1.50"1.50"1.50"587 276 863 None
•Maximum allowable bracing intervals based on applied load.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)4' 3" o/c
Bottom Edge (Lu)4' 3" o/c
Dead Roof Live
Vertical Loads Location Tributary
Width
(0.90)(1.25)Comments
0 - Self Weight (PLF)0 to 4' 3"N/A 4.9 --
1 - Uniform (PSF)0 to 4' 3"6' 6"35.4 20.0 ROOF (TRUSS)
2 - Tapered (PSF)0 to 4' 3"6" to 3' 3"7.1 --CALIFORNIA
FRAMING
3 - Uniform (PSF)0 to 4' 3"2' 6"10.0 --INTERIOR WALL
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/
document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
Weyerhaeuser Notes
Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.).
MEMBER REPORT PASSED
ROOF - ADU, H2
1 piece(s) 4 x 6 DF No.1
ForteWEB Software Operator Job Notes 6/10/2025 6:04:42 PM UTC
Alan Mijares
EC+Associates Engineering Inc
(562) 419-7020
AlanM@ecaengineering.com
ForteWEB v3.9, Engine: V8.4.3.94, Data: V8.1.7.3
File Name: 25-199 1213 S BIRCH ST. - ADU - RAUL MARIN
Page 4 / 12
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)321 @ 0 3281 (1.50")Passed (10%)--1.0 D + 1.0 Lr (All Spans)
Shear (lbs)158 @ 5"1323 Passed (12%)0.90 1.0 D (All Spans)
Moment (Ft-lbs)141 @ 1' 1 1/2"804 Passed (17%)0.90 1.0 D (All Spans)
Live Load Defl. (in)0.002 @ 1' 1 1/2"0.075 Passed (L/999+)--1.0 D + 1.0 Lr (All Spans)
Total Load Defl. (in)0.008 @ 1' 1 1/2"0.112 Passed (L/999+)--1.0 D + 1.0 Lr (All Spans)
Member Length : 2' 3"
System : Wall
Member Type : Header
Building Use : Residential
Building Code : IBC 2021
Design Methodology : ASD
•Deflection criteria: LL (L/360) and TL (L/240).
•Allowed moment does not reflect the adjustment for the beam stability factor.
•Applicable calculations are based on NDS.
•This product has a square cross section. The analysis engine has checked both edge and plank orientations to allow for either installation.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Roof Live Factored Accessories
1 - Trimmer - DF 1.50"1.50"1.50"246 75 321 None
2 - Trimmer - DF 1.50"1.50"1.50"246 75 321 None
•Maximum allowable bracing intervals based on applied load.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)2' 3" o/c
Bottom Edge (Lu)2' 3" o/c
Dead Roof Live
Vertical Loads Location Tributary
Width
(0.90)(1.25)Comments
0 - Self Weight (PLF)0 to 2' 3"N/A 3.1 --
1 - Uniform (PSF)0 to 2' 3"3' 4"35.4 20.0 ROOF (TRUSS)
2 - Tapered (PSF)0 to 1' 1 1/2"5' 6" to 6' 9"16.0 --EXTERIOR WALL
3 - Tapered (PSF)1' 1 1/2" to 2' 3"6' 9" to 5' 6"16.0 --EXTERIOR WALL
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/
document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
Weyerhaeuser Notes
Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.).
MEMBER REPORT PASSED
ROOF - ADU, H3
1 piece(s) 4 x 4 DF No.1
ForteWEB Software Operator Job Notes 6/10/2025 6:04:42 PM UTC
Alan Mijares
EC+Associates Engineering Inc
(562) 419-7020
AlanM@ecaengineering.com
ForteWEB v3.9, Engine: V8.4.3.94, Data: V8.1.7.3
File Name: 25-199 1213 S BIRCH ST. - ADU - RAUL MARIN
Page 5 / 12
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)365 @ 3' 3"3281 (1.50")Passed (11%)--1.0 D + 1.0 Lr (All Spans)
Shear (lbs)265 @ 2' 10"1838 Passed (14%)1.25 1.0 D + 1.0 Lr (All Spans)
Moment (Ft-lbs)283 @ 1' 7 15/16"1117 Passed (25%)1.25 1.0 D + 1.0 Lr (All Spans)
Live Load Defl. (in)0.008 @ 1' 7 1/2"0.108 Passed (L/999+)--1.0 D + 1.0 Lr (All Spans)
Total Load Defl. (in)0.025 @ 1' 7 9/16"0.162 Passed (L/999+)--1.0 D + 1.0 Lr (All Spans)
Member Length : 3' 3"
System : Wall
Member Type : Header
Building Use : Residential
Building Code : IBC 2021
Design Methodology : ASD
•Deflection criteria: LL (L/360) and TL (L/240).
•Allowed moment does not reflect the adjustment for the beam stability factor.
•Applicable calculations are based on NDS.
•This product has a square cross section. The analysis engine has checked both edge and plank orientations to allow for either installation.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Roof Live Factored Accessories
1 - Trimmer - DF 1.50"1.50"1.50"224 108 332 None
2 - Trimmer - DF 1.50"1.50"1.50"256 108 365 None
•Maximum allowable bracing intervals based on applied load.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)3' 3" o/c
Bottom Edge (Lu)3' 3" o/c
Dead Roof Live
Vertical Loads Location Tributary
Width
(0.90)(1.25)Comments
0 - Self Weight (PLF)0 to 3' 3"N/A 3.1 --
1 - Uniform (PSF)0 to 3' 3"3' 4"21.2 20.0 ROOF
2 - Tapered (PSF)0 to 3' 3"2' 9" to 6' 6"16.0 --EXTERIOR WALL
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/
document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
Weyerhaeuser Notes
Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.).
MEMBER REPORT PASSED
ROOF - ADU, H4
1 piece(s) 4 x 4 DF No.1
ForteWEB Software Operator Job Notes 6/10/2025 6:04:42 PM UTC
Alan Mijares
EC+Associates Engineering Inc
(562) 419-7020
AlanM@ecaengineering.com
ForteWEB v3.9, Engine: V8.4.3.94, Data: V8.1.7.3
File Name: 25-199 1213 S BIRCH ST. - ADU - RAUL MARIN
Page 6 / 12
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)2120 @ 0 3281 (1.50")Passed (65%)--1.0 D + 1.0 Lr (All Spans)
Shear (lbs)1531 @ 8 3/4"3806 Passed (40%)1.25 1.0 D + 1.0 Lr (All Spans)
Moment (Ft-lbs)2782 @ 2' 7 1/2"4152 Passed (67%)1.25 1.0 D + 1.0 Lr (All Spans)
Live Load Defl. (in)0.025 @ 2' 7 1/2"0.175 Passed (L/999+)--1.0 D + 1.0 Lr (All Spans)
Total Load Defl. (in)0.073 @ 2' 7 1/2"0.262 Passed (L/862)--1.0 D + 1.0 Lr (All Spans)
Member Length : 5' 3"
System : Wall
Member Type : Header
Building Use : Residential
Building Code : IBC 2021
Design Methodology : ASD
•Deflection criteria: LL (L/360) and TL (L/240).
•Allowed moment does not reflect the adjustment for the beam stability factor.
•Applicable calculations are based on NDS.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Roof Live Factored Accessories
1 - Trimmer - DF 1.50"1.50"1.50"1398 722 2120 None
2 - Trimmer - DF 1.50"1.50"1.50"1398 722 2120 None
•Maximum allowable bracing intervals based on applied load.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)5' 3" o/c
Bottom Edge (Lu)5' 3" o/c
Dead Roof Live
Vertical Loads Location Tributary
Width
(0.90)(1.25)Comments
0 - Self Weight (PLF)0 to 5' 3"N/A 6.4 --
1 - Uniform (PSF)0 to 5' 3"13' 9"35.4 20.0 ROOF (TRUSS)
2 - Uniform (PSF)0 to 5' 3"2' 6"16.0 --EXTERIOR WALL
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/
document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
Weyerhaeuser Notes
Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.).
MEMBER REPORT PASSED
ROOF - ADU, H5
1 piece(s) 4 x 8 DF No.1
ForteWEB Software Operator Job Notes 6/10/2025 6:04:42 PM UTC
Alan Mijares
EC+Associates Engineering Inc
(562) 419-7020
AlanM@ecaengineering.com
ForteWEB v3.9, Engine: V8.4.3.94, Data: V8.1.7.3
File Name: 25-199 1213 S BIRCH ST. - ADU - RAUL MARIN
Page 7 / 12
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)454 @ 3' 3"3281 (1.50")Passed (14%)--1.0 D + 1.0 Lr (All Spans)
Shear (lbs)251 @ 2' 10"1323 Passed (19%)0.90 1.0 D (All Spans)
Moment (Ft-lbs)268 @ 1' 8"804 Passed (33%)0.90 1.0 D (All Spans)
Live Load Defl. (in)0.008 @ 1' 7 1/2"0.108 Passed (L/999+)--1.0 D + 1.0 Lr (All Spans)
Total Load Defl. (in)0.032 @ 1' 7 9/16"0.162 Passed (L/999+)--1.0 D + 1.0 Lr (All Spans)
Member Length : 3' 3"
System : Wall
Member Type : Header
Building Use : Residential
Building Code : IBC 2021
Design Methodology : ASD
•Deflection criteria: LL (L/360) and TL (L/240).
•Allowed moment does not reflect the adjustment for the beam stability factor.
•Applicable calculations are based on NDS.
•This product has a square cross section. The analysis engine has checked both edge and plank orientations to allow for either installation.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Roof Live Factored Accessories
1 - Trimmer - DF 1.50"1.50"1.50"314 108 422 None
2 - Trimmer - DF 1.50"1.50"1.50"346 108 454 None
•Maximum allowable bracing intervals based on applied load.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)3' 3" o/c
Bottom Edge (Lu)3' 3" o/c
Dead Roof Live
Vertical Loads Location Tributary
Width
(0.90)(1.25)Comments
0 - Self Weight (PLF)0 to 3' 3"N/A 3.1 --
1 - Uniform (PSF)0 to 3' 3"3' 4"35.4 20.0 ROOF
2 - Tapered (PSF)0 to 3' 3"3' 3" to 7'16.0 --EXTERIOR WALL
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/
document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
Weyerhaeuser Notes
Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.).
MEMBER REPORT PASSED
ROOF - ADU, H6
1 piece(s) 4 x 4 DF No.1
ForteWEB Software Operator Job Notes 6/10/2025 6:04:42 PM UTC
Alan Mijares
EC+Associates Engineering Inc
(562) 419-7020
AlanM@ecaengineering.com
ForteWEB v3.9, Engine: V8.4.3.94, Data: V8.1.7.3
File Name: 25-199 1213 S BIRCH ST. - ADU - RAUL MARIN
Page 8 / 12
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)877 @ 5' 3"3281 (1.50")Passed (27%)--1.0 D + 1.0 Lr (All Spans)
Shear (lbs)547 @ 4' 8"2079 Passed (26%)0.90 1.0 D (All Spans)
Moment (Ft-lbs)901 @ 2' 8 1/4"1720 Passed (52%)0.90 1.0 D (All Spans)
Live Load Defl. (in)0.014 @ 2' 7 7/16"0.175 Passed (L/999+)--1.0 D + 1.0 Lr (All Spans)
Total Load Defl. (in)0.068 @ 2' 7 5/8"0.262 Passed (L/927)--1.0 D + 1.0 Lr (All Spans)
Member Length : 5' 3"
System : Wall
Member Type : Header
Building Use : Residential
Building Code : IBC 2021
Design Methodology : ASD
•Deflection criteria: LL (L/360) and TL (L/240).
•Allowed moment does not reflect the adjustment for the beam stability factor.
•Applicable calculations are based on NDS.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Roof Live Factored Accessories
1 - Trimmer - DF 1.50"1.50"1.50"650 175 825 None
2 - Trimmer - DF 1.50"1.50"1.50"702 175 877 None
•Maximum allowable bracing intervals based on applied load.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)5' 3" o/c
Bottom Edge (Lu)5' 3" o/c
Dead Roof Live
Vertical Loads Location Tributary
Width
(0.90)(1.25)Comments
0 - Self Weight (PLF)0 to 5' 3"N/A 4.9 --
1 - Uniform (PSF)0 to 5' 3"3' 4"35.4 20.0 ROOF
2 - Tapered (PSF)0 to 4'6' to 10' 3"16.0 --EXTERIOR WALL
3 - Tapered (PSF)4' to 5' 3"10' 3" to 8' 6"16.0 --EXTERIOR WALL
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/
document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
Weyerhaeuser Notes
Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.).
MEMBER REPORT PASSED
ROOF - ADU, H7
1 piece(s) 4 x 6 DF No.1
ForteWEB Software Operator Job Notes 6/10/2025 6:04:42 PM UTC
Alan Mijares
EC+Associates Engineering Inc
(562) 419-7020
AlanM@ecaengineering.com
ForteWEB v3.9, Engine: V8.4.3.94, Data: V8.1.7.3
File Name: 25-199 1213 S BIRCH ST. - ADU - RAUL MARIN
Page 9 / 12
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)1334 @ 2"7656 (3.50")Passed (17%)--1.0 D + 1.0 Lr (All Spans)
Shear (lbs)729 @ 9"2888 Passed (25%)1.25 1.0 D + 1.0 Lr (All Spans)
Moment (Ft-lbs)1042 @ 2' 2 5/8"2390 Passed (44%)1.25 1.0 D + 1.0 Lr (All Spans)
Live Load Defl. (in)0.014 @ 2' 3 3/8"0.142 Passed (L/999+)--1.0 D + 1.0 Lr (All Spans)
Total Load Defl. (in)0.041 @ 2' 3 3/8"0.213 Passed (L/999+)--1.0 D + 1.0 Lr (All Spans)
Member Length : 4' 7"
System : Wall
Member Type : Header
Building Use : Residential
Building Code : IBC 2021
Design Methodology : ASD
•Deflection criteria: LL (L/360) and TL (L/240).
•Allowed moment does not reflect the adjustment for the beam stability factor.
•Applicable calculations are based on NDS.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Roof Live Factored Accessories
1 - Trimmer - DF 3.50"3.50"1.50"889 445 1334 None
2 - Trimmer - DF 3.50"3.50"1.50"689 332 1021 None
•Maximum allowable bracing intervals based on applied load.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)4' 7" o/c
Bottom Edge (Lu)4' 7" o/c
Dead Roof Live
Vertical Loads Location Tributary
Width
(0.90)(1.25)Comments
0 - Self Weight (PLF)0 to 4' 7"N/A 4.9 --
1 - Uniform (PSF)0 to 1'13' 9"35.4 20.0 ROOF
2 - Uniform (PSF)1' to 4' 7"7'35.4 20.0 ROOF
3 - Uniform (PSF)0 to 4' 7"2' 6"16.0 --EXTERIOR WALL
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/
document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
Weyerhaeuser Notes
Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.).
MEMBER REPORT PASSED
ROOF - ADU, H8
1 piece(s) 4 x 6 DF No.1
ForteWEB Software Operator Job Notes 6/10/2025 6:04:42 PM UTC
Alan Mijares
EC+Associates Engineering Inc
(562) 419-7020
AlanM@ecaengineering.com
ForteWEB v3.9, Engine: V8.4.3.94, Data: V8.1.7.3
File Name: 25-199 1213 S BIRCH ST. - ADU - RAUL MARIN
Page 10 / 12
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)1713 @ 0 3281 (1.50")Passed (52%)--1.0 D + 1.0 Lr (All Spans)
Shear (lbs)1243 @ 7"2888 Passed (43%)1.25 1.0 D + 1.0 Lr (All Spans)
Moment (Ft-lbs)1820 @ 2' 1 1/2"2390 Passed (76%)1.25 1.0 D + 1.0 Lr (All Spans)
Live Load Defl. (in)0.024 @ 2' 1 1/2"0.142 Passed (L/999+)--1.0 D + 1.0 Lr (All Spans)
Total Load Defl. (in)0.072 @ 2' 1 1/2"0.213 Passed (L/711)--1.0 D + 1.0 Lr (All Spans)
Member Length : 4' 3"
System : Wall
Member Type : Header
Building Use : Residential
Building Code : IBC 2021
Design Methodology : ASD
•Deflection criteria: LL (L/360) and TL (L/240).
•Allowed moment does not reflect the adjustment for the beam stability factor.
•Applicable calculations are based on NDS.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Roof Live Factored Accessories
1 - Trimmer - DF 1.50"1.50"1.50"1128 584 1713 None
2 - Trimmer - DF 1.50"1.50"1.50"1128 584 1713 None
•Maximum allowable bracing intervals based on applied load.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)4' 3" o/c
Bottom Edge (Lu)4' 3" o/c
Dead Roof Live
Vertical Loads Location Tributary
Width
(0.90)(1.25)Comments
0 - Self Weight (PLF)0 to 4' 3"N/A 4.9 --
1 - Uniform (PSF)0 to 4' 3"13' 9"35.4 20.0 ROOF
2 - Uniform (PSF)0 to 4' 3"2' 6"16.0 --EXTERIOR WALL
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/
document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
Weyerhaeuser Notes
Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.).
MEMBER REPORT PASSED
ROOF - ADU, H9
1 piece(s) 4 x 6 DF No.1
ForteWEB Software Operator Job Notes 6/10/2025 6:04:42 PM UTC
Alan Mijares
EC+Associates Engineering Inc
(562) 419-7020
AlanM@ecaengineering.com
ForteWEB v3.9, Engine: V8.4.3.94, Data: V8.1.7.3
File Name: 25-199 1213 S BIRCH ST. - ADU - RAUL MARIN
Page 11 / 12
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)759 @ 4' 3"3281 (1.50")Passed (23%)--1.0 D + 1.0 Lr (All Spans)
Shear (lbs)437 @ 3' 8"2079 Passed (21%)0.90 1.0 D (All Spans)
Moment (Ft-lbs)630 @ 2' 2 1/16"1720 Passed (37%)0.90 1.0 D (All Spans)
Live Load Defl. (in)0.006 @ 2' 1 1/2"0.142 Passed (L/999+)--1.0 D + 1.0 Lr (All Spans)
Total Load Defl. (in)0.031 @ 2' 1 9/16"0.213 Passed (L/999+)--1.0 D + 1.0 Lr (All Spans)
Member Length : 4' 3"
System : Wall
Member Type : Header
Building Use : Residential
Building Code : IBC 2021
Design Methodology : ASD
•Deflection criteria: LL (L/360) and TL (L/240).
•Allowed moment does not reflect the adjustment for the beam stability factor.
•Applicable calculations are based on NDS.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Roof Live Factored Accessories
1 - Trimmer - DF 1.50"1.50"1.50"567 142 708 None
2 - Trimmer - DF 1.50"1.50"1.50"618 142 759 None
•Maximum allowable bracing intervals based on applied load.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)4' 3" o/c
Bottom Edge (Lu)4' 3" o/c
Dead Roof Live
Vertical Loads Location Tributary
Width
(0.90)(1.25)Comments
0 - Self Weight (PLF)0 to 4' 3"N/A 4.9 --
1 - Uniform (PSF)0 to 4' 3"3' 4"35.4 20.0 ROOF
2 - Tapered (PSF)0 to 4' 3"7' 6" to 12'16.0 --EXTERIOR WALL
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/
document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
Weyerhaeuser Notes
Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.).
MEMBER REPORT PASSED
ROOF - ADU, H10
1 piece(s) 4 x 6 DF No.1
ForteWEB Software Operator Job Notes 6/10/2025 6:04:42 PM UTC
Alan Mijares
EC+Associates Engineering Inc
(562) 419-7020
AlanM@ecaengineering.com
ForteWEB v3.9, Engine: V8.4.3.94, Data: V8.1.7.3
File Name: 25-199 1213 S BIRCH ST. - ADU - RAUL MARIN
Page 12 / 12
FOUNDATION PLAN - ADU
FLOOR - ADU
Member Name Results (Max UTIL %)Current Solution Comments
FJ-1 Passed (35% M)1 piece(s) 2 x 6 DF No.2 @ 16" OC
G1 Passed (66% M)1 piece(s) 4 x 6 DF No.1
25-199 1213 S BIRCH ST. - 2 STRUCTURES - RAUL MARIN
JOB SUMMARY REPORT
ForteWEB Software Operator Job Notes 5/12/2025 5:57:24 PM UTC
Alan Mijares
EC+Associates Engineering Inc
(562) 419-7020
AlanM@ecaengineering.com
ForteWEB v3.9
File Name: 25-199 1213 S BIRCH ST. - 2 STRUCTURES - RAUL
MARIN
Page 1 / 4
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)215 @ 2 1/2"2109 (2.25")Passed (10%)--1.0 D + 1.0 L (All Spans)
Shear (lbs)168 @ 9"990 Passed (17%)1.00 1.0 D + 1.0 L (All Spans)
Moment (Ft-lbs)294 @ 3' 1/2"848 Passed (35%)1.00 1.0 D + 1.0 L (All Spans)
Live Load Defl. (in)0.037 @ 3' 1/2"0.189 Passed (L/999+)--1.0 D + 1.0 L (All Spans)
Total Load Defl. (in)0.051 @ 3' 1/2"0.283 Passed (L/999+)--1.0 D + 1.0 L (All Spans)
TJ-Pro™ Rating N/A N/A N/A --N/A
Member Length : 5' 10 1/2"
System : Floor
Member Type : Joist
Building Use : Residential
Building Code : IBC 2021
Design Methodology : ASD
•Deflection criteria: LL (L/360) and TL (L/240).
•Allowed moment does not reflect the adjustment for the beam stability factor.
•A 15% increase in the moment capacity has been added to account for repetitive member usage.
•Applicable calculations are based on NDS.
•No composite action between deck and joist was considered in analysis.
• Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Floor Live Factored Accessories
1 - Stud wall - DF 3.50"2.25"1.50"61 162 223 1 1/4" Rim Board
2 - Stud wall - DF 3.50"2.25"1.50"61 162 223 1 1/4" Rim Board
•Maximum allowable bracing intervals based on applied load.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)5' 11" o/c
Bottom Edge (Lu)5' 11" o/c
Dead Floor Live
Vertical Load Location (Side)Spacing (0.90)(1.00)Comments
1 - Uniform (PSF)0 to 6' 1"16"15.0 40.0 FLOOR
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/
document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
Weyerhaeuser Notes
Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.).
MEMBER REPORT PASSED
FLOOR - ADU, FJ-1
1 piece(s) 2 x 6 DF No.2 @ 16" OC
ForteWEB Software Operator Job Notes 5/12/2025 5:57:24 PM UTC
Alan Mijares
EC+Associates Engineering Inc
(562) 419-7020
AlanM@ecaengineering.com
ForteWEB v3.9, Engine: V8.4.3.94, Data: V8.1.7.3
File Name: 25-199 1213 S BIRCH ST. - 2 STRUCTURES - RAUL
MARIN
Page 3 / 4
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)935 @ 2"7656 (3.50")Passed (12%)--1.0 D + 1.0 L (All Spans)
Shear (lbs)704 @ 9"2310 Passed (30%)1.00 1.0 D + 1.0 L (All Spans)
Moment (Ft-lbs)1270 @ 3' 1/2"1912 Passed (66%)1.00 1.0 D + 1.0 L (All Spans)
Live Load Defl. (in)0.066 @ 3' 1/2"0.192 Passed (L/999+)--1.0 D + 1.0 L (All Spans)
Total Load Defl. (in)0.092 @ 3' 1/2"0.287 Passed (L/753)--1.0 D + 1.0 L (All Spans)
Member Length : 6' 1"
System : Floor
Member Type : Drop Beam
Building Use : Residential
Building Code : IBC 2021
Design Methodology : ASD
•Deflection criteria: LL (L/360) and TL (L/240).
•Allowed moment does not reflect the adjustment for the beam stability factor.
•Applicable calculations are based on NDS.
• Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Floor Live Factored Accessories
1 - Stud wall - DF 3.50"3.50"1.50"266 669 935 Blocking
2 - Stud wall - DF 3.50"3.50"1.50"266 669 935 Blocking
•Maximum allowable bracing intervals based on applied load.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)6' 1" o/c
Bottom Edge (Lu)6' 1" o/c
• Side loads are assumed to not induce cross-grain tension.
Dead Floor Live
Vertical Loads Location (Side)Tributary
Width
(0.90)(1.00)Comments
0 - Self Weight (PLF)0 to 6' 1"N/A 4.9 --
1 - Uniform (PSF)0 to 6' 1" (Front)5' 6"15.0 40.0 FLOOR
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/
document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
Weyerhaeuser Notes
Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.).
MEMBER REPORT PASSED
FLOOR - ADU, G1
1 piece(s) 4 x 6 DF No.1
ForteWEB Software Operator Job Notes 5/12/2025 5:57:24 PM UTC
Alan Mijares
EC+Associates Engineering Inc
(562) 419-7020
AlanM@ecaengineering.com
ForteWEB v3.9, Engine: V8.4.3.94, Data: V8.1.7.3
File Name: 25-199 1213 S BIRCH ST. - 2 STRUCTURES - RAUL
MARIN
Page 4 / 4
PROJECT : PAGE :
CLIENT : DESIGN BY :
Wood Post, Wall Stud, or King Stud Design Based on NDS 2018
INPUT DATA DESIGN SUMMARY
HEIGHT H = 12.5 ft USE:
Effective Length (NDS 3.7)Le, x-x =12.5 ft, (strong axis bending)
Le, y-y =8 ft, (weak axis bending)1. CHECK VERTICAL LOADS : fc < Fc' ?
9 psi < 254 psi [Satisfactory]
AXIAL LOAD PDL =45 lbs
PLL =36 lbs 2. CHECK BENDING LOADS : fb < Fb' ?
Total P = 81 lbs 1010 psi < 2372 psi [Satisfactory]
LATERAL LOAD w = 22 plf
Max Section M = 430 ft-lbs, at 6.25 ft from bottom 0.443 <1 [Satisfactory]
Max Section V =138 bs, at top end
SPECIES (1 = DFL, 2 = SP, 3 = LSL, 4 = PSL) 1 DOUGLAS FIR-LARCH 4. CHECK SHEAR LOADS : fv < Fv' ?
4 No. 2 24 psi < 288 psi [Satisfactory]
999
SECTION 1 pcs, b = 3 in 5. MAXIMUM HORIZONTAL DEFLECTION
h = 4 in =0.85 in, at 6.25 ft from bottom
(H / 177 )
ANALYSIS
COLUMN BASIC DESIGN STRESSES:
COMPRESSIVE STRESS Fc =1350 psi
BENDING STRESS (X-Axis)F = 900 psi
SHEAR STRESS (X-Axis) F = 180 psi
AREA A = 8.75 in
SECTION PROPERTIES Abt. x-x Sx = 5.10 in
Ix = 8.93 in
LENGTH-DEPTH RATIO Le, x-x / dy =42.9
Le, y-y / dx =38.4
ADJUSTMENT FACTORS:F ' F ' F 'E'
DURATION (NDS 2.3.2)CD 1.60 1.60 1.60 MODULUS OF ELASTICITY E'min =580 ksi
MOISTURE FACTOR CM 1.00 1.00 1.00 1.00 COLUMN PARAMETER c = 0.80
TEMPERATURE FACTOR C 1.00 1.00 1.00 1.00 BEAM PARAMETER RB =11.950 < 50
INCISING FACTOR C 1.00 1.00 1.00 1.00
SIZE FACTOR CF 1.50 1.15 1.00 BUCKLING VALUES
FLAT USE FACTOR C F E = 260 psi FbE =4874 psi
COLUMN STABILITY CP 0.102 F * = 2484 psi Fb
* =2484 psi
REPETITIVE (1.15 or 1.0) C 1.15
BEAM STABILITY CL 0.95
MODULUS OF ELASTICITY E' = 1600 ksi AXIAL STRESS F ' = 254 psi
BENDING STRESS (X-Axis) F ' = 2372 psi SHEAR STRESS F ' = 288 psi
AXIAL STRESS f = 9.3 psi SHEAR STRESS f = 24 psi
BENDING STRESSES f = 1010.2 psi
GRADE ( 1, 2, 3, 4, 5, or 6 )
STUD-2
1 - 3'' x 4'' DOUGLAS FIR-LARCH No. 2 @ 16" O.C.
A.M.
E.C.
MARIN RESIDENCE
RAUL MARIN
25-199
2
''
1
1
bxc
c cEx bxc
ff
fF F F
PROJECT : PAGE :
CLIENT : DESIGN BY :
Wood Post, Wall Stud, or King Stud Design Based on NDS 2018
INPUT DATA DESIGN SUMMARY
HEIGHT H = 16 ft USE:
Effective Length (NDS 3.7)Le, x-x =16 ft, (strong axis bending)
Le, y-y =8 ft, (weak axis bending)1. CHECK VERTICAL LOADS : fc < Fc' ?
9 psi < 156 psi [Satisfactory]
AXIAL LOAD PDL =45 lbs
PLL =36 lbs 2. CHECK BENDING LOADS : fb < Fb' ?
Total P = 81 lbs 1655 psi < 2310 psi [Satisfactory]
LATERAL LOAD w = 22 plf
Max Section M = 704 ft-lbs, at 8.00 ft from bottom 0.765 <1 [Satisfactory]
Max Section V =176 bs, at top end
SPECIES (1 = DFL, 2 = SP, 3 = LSL, 4 = PSL) 1 DOUGLAS FIR-LARCH 4. CHECK SHEAR LOADS : fv < Fv' ?
4 No. 2 30 psi < 288 psi [Satisfactory]
999
SECTION 1 pcs, b = 3 in 5. MAXIMUM HORIZONTAL DEFLECTION
h = 4 in =2.27 in, at 8.00 ft from bottom
(H / 85 )
ANALYSIS
COLUMN BASIC DESIGN STRESSES:
COMPRESSIVE STRESS Fc =1350 psi
BENDING STRESS (X-Axis)F = 900 psi
SHEAR STRESS (X-Axis) F = 180 psi
AREA A = 8.75 in
SECTION PROPERTIES Abt. x-x Sx = 5.10 in
Ix = 8.93 in
LENGTH-DEPTH RATIO Le, x-x / dy =54.9
Le, y-y / dx =38.4
ADJUSTMENT FACTORS:F ' F ' F 'E'
DURATION (NDS 2.3.2)CD 1.60 1.60 1.60 MODULUS OF ELASTICITY E'min =580 ksi
MOISTURE FACTOR CM 1.00 1.00 1.00 1.00 COLUMN PARAMETER c = 0.80
TEMPERATURE FACTOR C 1.00 1.00 1.00 1.00 BEAM PARAMETER RB =13.459 < 50
INCISING FACTOR C 1.00 1.00 1.00 1.00
SIZE FACTOR CF 1.50 1.15 1.00 BUCKLING VALUES
FLAT USE FACTOR C F E = 158 psi FbE =3842 psi
COLUMN STABILITY CP 0.063 F * = 2484 psi Fb
* =2484 psi
REPETITIVE (1.15 or 1.0) C 1.15
BEAM STABILITY CL 0.93
MODULUS OF ELASTICITY E' = 1600 ksi AXIAL STRESS F ' = 156 psi
BENDING STRESS (X-Axis) F ' = 2310 psi SHEAR STRESS F ' = 288 psi
AXIAL STRESS f = 9.3 psi SHEAR STRESS f = 30 psi
BENDING STRESSES f = 1655.1 psi
GRADE ( 1, 2, 3, 4, 5, or 6 )
STUD-2
1 - 3'' x 4'' DOUGLAS FIR-LARCH No. 2 @ 16" O.C.
A.M.
E.C.
MARIN RESIDENCE
RAUL MARIN
25-199
2
''
1
1
bxc
c cEx bxc
ff
fF F F
JOB MARIN RESIDENCE
ENGR. EC JOB NO. 25-199 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:
LOADING: TRIB.
( + ) x ft = +
( + ) x ft = +
( + ) x ft = +
w = + = plf
B= plf = ft
psf USE:
(E) CF-3
FLOOR:
WALL:
4015
10 9
3.75 56.25 150
6.5
119.8
66.6
19.95
0
475.2
130162.5
53.2
23.25
595 0.40
1500
ROOF: 25
D L
20
1'-0" WIDE FTG.
1'-0" WIDE FTG.
595
0.63
D L
3.3325 20
15
372
83.25
1500
WALL: 16 0
1'-0" WIDE FTG.1500
669.75
90 81
669.75 0.45
308.75 361
9
FLOOR: 40 1.33
ROOF:
941.5
144
275
130
0
343.75
0
405
48.75
941.5
16
536.5
4015 3.25
WALL: 9
20
D L
ROOF:
FLOOR:
25 13.75
F-CONTINUOUS FOOTINGS-1500
PROJECT:
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:
1.5 12 3.04 8 0.0 12.2 Y 2.7 65.3 Y 7 0.02 0.02 0.72 0.39 0.39 2 # 4
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:
JOB MARIN RESIDENCE
ENGR. EC JOB NO. 25-199 SHEET NO.
SPREAD FOOTINGS
P1 = K FROM G1, SUPPORT 1
P2 = K FROM G1, SUPPORT 2
P3 = K
P4 = K
P TOTAL = K
P ALLOW.= K USE:TYPE 1.
P1 = K FROM, TRUSS "D2" - SUPPORT A
P2 = K
P3 = K
P4 = K
P TOTAL = K
P ALLOW.= K USE:TYPE 2.
P1 = K FROM TRUSS "D2" - SUPPORT I
P2 = K FROM CB-2, SUPPORT 1
P3 = K FROM CB-3, SUPPORT 2
P4 = K
P TOTAL = K
P ALLOW.= K USE:TYPE 2.
0
0
1.87
3.04
3.422
4.529
5.4
F1
0.935
0.935
0
F2
F3
0
5.4
0
0
0
0
3.422
4.529
F-SPREAD FOOTINGS1500 - F1 - F3
1ST FLOOR LATERAL ANALYSIS - ADU
AREA: 926.00 ft²
PERIMETER: 123.75 ft.
LENGTH: 34.00 ft.
WIDTH: 28.25 ft.
ASCE Hazards Report
Address:
1213 S Birch St
Santa Ana, California
92707
Standard:ASCE/SEI 7-16 Latitude:33.732138
Risk Category:II Longitude:-117.870758
Soil Class:D - Default (see
Section 11.4.3)
Elevation:84.63065726198671 ft
(NAVD 88)
Wind
Results:
Wind Speed 95 Vmph
10-year MRI 66 Vmph
25-year MRI 72 Vmph
50-year MRI 76 Vmph
100-year MRI 81 Vmph
Data Source: ASCE/SEI 7-16, Fig. 26.5-1B and Figs. CC.2-1–CC.2-4, and Section 26.5.2
Date Accessed: Fri May 09 2025
Value provided is 3-second gust wind speeds at 33 ft above ground for Exposure C Category, based on linear
interpolation between contours. Wind speeds are interpolated in accordance with the 7-16 Standard. Wind speeds
correspond to approximately a 7% probability of exceedance in 50 years (annual exceedance probability =
0.00143, MRI = 700 years).
Site is not in a hurricane-prone region as defined in ASCE/SEI 7-16 Section 26.2.
Page 1 of 2https://ascehazardtool.org/Fri May 09 2025
PROJECT : PAGE :
CLIENT : DESIGN BY :
JOB NO. : DATE : REVIEW BY :
INPUT DATA
Exposure cate or (B, C or D, ASCE 7-16 26.7.3)B
Importance factor (ASCE 7-16 Table 1.5-2)Iw = 1.00 for all Category
V =95 mph, (152.89 kph)
Kzt =1 Flat
Building height to eave he = 9 ft, (2.74 m)
Building height to ridge hr = 24 ft, (7.32 m)
Building length L = 34 ft, (10.36 m)
Building width, including overhangs B = 28.25 ft, (8.61 m)
Overhang sloped width Oh = 0.5 ft, (0.15 m)
A = 926 Yes
( 86.14 m 2
DESIGN SUMMARY
Max horizontal force normal to buildin len th, L, fac = 8.86 kips, (39 kN), SD level (LRFD level), Typ.
Max horizontal force normal to buildin len th, B, fac = 7.46 kips, (33 kN)
Max total horizontal torsional load = 36.4522 ft-kips, (49 kN-m)
Max total upward force = 15.59 kips, (69 kN)
ANALYSIS
Velocity pressure
qh = 0.00256 Kz Kzt Kd Ke V2 =13.75 psf
where: qh = velocity pressure at mean roof height, h. (Eq. 26.10-1 page 268)
Kz = velocity pressure exposure coefficient evaluated at height, h, (Tab. 26.10-1, pg 268)= 0.70
Kd = wind directionality factor. (Tab. 26.6-1, for building, page 266)= 0.85
h = mean roof height = 16.50 ft
Ke = ground elevation factor. (1.0 per Sec. 26.9, page 268)< 60 ft, [Satisfactory](ASCE 7-16 26.2.1)
< Min (L, B), [Satisfactory](ASCE 7-16 26.2.2)
Design pressures for MWFRS
p = qh [(G Cpf )-(G Cpi )]
where: p = pressure in appropriate zone. (Eq. 28.3-1, page 311). pmin =16 psf (ASCE 7-16 28.3.4)
G Cp f = product of gust effect factor and external pressure coefficient, see table below. (Fig. 28.3-1, page 312 & 313)
G Cp i = product of gust effect factor and internal pressure coefficient.(Tab. 26.13-1, Enclosed Building, page 271)
= 0.18 or -0.18
a = width of edge strips, Fig 28.3-1, page 312, MAX[ MIN(0.1B, 0.1L, 0.4h), MIN(0.04B, 0.04L), 3] =3.00 ft
Net Pressures (psf), Basic Load Cases Net Pressures (psf), Torsional Load Cases
46.72 0.00 46.72
(+GCp i ) (-GCp i )(+GCp i ) (-GCp i )(+GCp i ) (-GCp i )
1 0.56 5.22 10.17 -0.45 -8.66 -3.71 1T 0.56 1.31 2.54
2 0.22 0.60 5.55 -0.69 -11.96 -7.01 2T 0.22 0.15 1.39
3 -0.43 -8.35 -3.41 -0.37 -7.56 -2.61 3T -0.43 -2.09 -0.85
4 -0.37 -7.56 -2.61 -0.45 -8.66 -3.71 4T -0.37 -1.89 -0.65
5 0.40 3.02 7.97 0.00
6 -0.29 -6.46 -1.51
1E 0.69 7.01 11.96 -0.48 -9.07 -4.12 (+GCp i ) (-GCp i )
2E 0.29 1.46 6.41 -1.07 -17.18 -12.23 5T 0.40 0.76 1.99
3E -0.53 -9.73 -4.79 -0.53 -9.76 -4.81 6T -0.29 -1.62 -0.38
4E -0.48 -9.07 -4.12 -0.48 -9.07 -4.12
5E 0.61 5.91 10.86
6E -0.43 -8.39 -3.44
RAUL MARIN A.M.
Roof angle =
G Cp f
Net Pressure with
G Cp f
E.C.
ADU
Net Pressure with
Effective area of components (or Solar Panel area)
MARIN RESIDENCE
Wind Analysis for Low-rise Building, Based on 2021 IBC/ASCE 7-16
Basic wind speed (ASCE 7-16 26.5.1 or 2021 IBC)
Topographic factor (ASCE 7-16 26.8 & Table 26.8-1)
25-199
Surface
Roof angle =
Net Pressure withG Cp f
Surface
Surface
Roof angle =
ft2, <== Overhang? (Yes or No)
Roof angle =
G Cp f
Net Pressure with
Basic Load Case A (Transverse Direction) Basic Load Case B (Longitudinal Direction)
Area Area
(ft2)(+GCp i ) (-GCp i )(ft2)(+GCp i ) (-GCp i )
1 252 1.32 2.56 poverhang =-9.62 psf 2 577 -6.90 -4.04
2 577 0.34 3.20 (ASCE 7-16 28.3.3) 3 577 -4.36 -1.51
3 577 -4.82 -1.96 5 403 1.22 3.21
4 252 -1.91 -0.66 6 403 -2.60 -0.61
1E 54 0.38 0.65 2E 124 -2.12 -1.51
2E 124 0.18 0.79 3E 124 -1.21 -0.59
3E 124 -1.20 -0.59 5E 64 0.38 0.69
4E 54 -0.49 -0.22 6E 64 -0.53 -0.22
Horiz. 8.86 8.86 Horiz. 4.73 4.73
Vert. -3.77 0.98 Vert. -7.83 -3.48
Min. wind Horiz. 8.98 8.98 Min. wind Horiz. 7.46 7.46
28.4.4 Vert. -15.37 -15.37 28.4.4 Vert. -15.37 -15.37
Torsional Load Case A (Transverse Direction) Torsional Load Case B (Longitudinal Direction)
Area Area
(ft2)(+GCp i ) (-GCp i ) (+GCp i ) (-GCp i )(ft2)(+GCp i ) (-GCp i ) (+GCp i ) (-GCp i )
1 99 0.52 1.01 4 7 2 577 -6.90 -4.04 -8 -4
2 227 0.14 1.26 1 6 3 577 -4.36 -1.51 5 2
3 227 -1.89 -0.77 10 4 5 170 0.51 1.35 3 7
4 99 -0.75 -0.26 5 2 6 170 -1.10 -0.26 5 1
1E 54 0.38 0.65 5 9 2E 124 -2.12 -1.51 24 17
2E 124 0.18 0.79 2 8 3E 124 -1.21 -0.59 -14 -7
3E 124 -1.20 -0.59 12 6 5E 64 0.38 0.69 5 9
4E 54 -0.49 -0.22 7 3 6E 64 -0.53 -0.22 7 3
1T 153 0.20 0.39 -2 -3 5T 233 0.18 0.46 -1 -3
2T 350 0.05 0.49 0 -3 6T 233 -0.38 -0.09 -2 -1
3T 350 -0.73 -0.30 -5 -2 23.6 23.6
4T 153 -0.29 -0.10 -2 -1
36 36
Design pressures for components and cladding
p = qh[ (G Cp) - (G Cpi)]
where: p = pressure on component. (Eq. 30.3-1, pg 334)
pmin = 16.00 psf (ASCE 7-16 30.2.2)
G Cp = external pressure coefficient.
see table below. (ASCE 7-16 30.3.2)
= 46.72 o
Effective
Area (ft2) GCP - GCP GCP - GCP GCP - GCP GCP - GCP GCP - GCP GCP - GCP
926 0.50 -1.60 - - - - 0.50 -1.60 0.50 -1.05 0.50 -1.60
Effective
Area (ft2) GCP - GCP GCP - GCP GCP - GCP GCP - GCP GCP - GCP
926 - - 0.50 -1.14 0.50 -1.05 0.70 -0.80 0.70 -0.80
Positive Negative Positive Negative Positive Negative Positive Negative Positive Negative Positive Negative
16.00 -24.47 16.00 -24.47 16.00 -16.88 16.00 -24.47
Positive Negative Positive Negative Positive Negative Positive Negative Positive Negative
16.00 -18.15 16.00 -16.88 16.00 -16.00 16.00 -16.00 24.47 psf)
Torsion (ft-k)
Total Horiz. Torsional Load, MT
Total Horiz. Torsional Load, MT
Surface Pressure (k) with Pressure (k) with
Zone 1 Zone 1'
SurfaceSurface
Surface
Zone 3r
Zone 2 Zone 2n Zone 2r
(The Max Pressure
Pressure (k) with Pressure (k) with
Comp. & Cladding
Pressure
( psf )
Zone 1 Zone 2e
Zone 3 Zone 4Comp.
Zone 1'
Zone 3e
Zone 2e
Zone 3 Zone 3e Zone 3r Zone 4 Zone 5
Zone 5
Zone 2nZone 2 Zone 2r
Torsion (ft-k)
Announcement
ASCE 7-22 is now available.
MARIN RESIDENCE
1213 S Birch St, Santa Ana, CA 92707, USA
Latitude, Longitude: 33.7321501, -117.870683
Date 5/9/2025, 1:10:14 PM
Design Code Reference Document ASCE7-16
Risk Category II
Site Class D - Default (See Section 11.4.3)
Type Value Description
SS 1.287 MCER ground motion. (for 0.2 second period)
S1 0.46 MCER ground motion. (for 1.0s period)
SMS 1.544 Site-modified spectral acceleration value
SM1 null -See Section 11.4.8 Site-modified spectral acceleration value
SDS 1.029 Numeric seismic design value at 0.2 second SA
SD1 null -See Section 11.4.8 Numeric seismic design value at 1.0 second SA
Type Value Description
SDC null -See Section 11.4.8 Seismic design category
Fa 1.2 Site amplification factor at 0.2 second
Fv null -See Section 11.4.8 Site amplification factor at 1.0 second
PGA 0.545 MCEG peak ground acceleration
FPGA 1.2 Site amplification factor at PGA
PGAM 0.653 Site modified peak ground acceleration
TL 8 Long-period transition period in seconds
SsRT 1.287 Probabilistic risk-targeted ground motion. (0.2 second)
SsUH 1.384 Factored uniform-hazard (2% probability of exceedance in 50 years) spectral acceleration
SsD 1.524 Factored deterministic acceleration value. (0.2 second)
S1RT 0.46 Probabilistic risk-targeted ground motion. (1.0 second)
S1UH 0.496 Factored uniform-hazard (2% probability of exceedance in 50 years) spectral acceleration.
S1D 0.6 Factored deterministic acceleration value. (1.0 second)
PGAd 0.626 Factored deterministic acceleration value. (Peak Ground Acceleration)
PGAUH 0.545 Uniform-hazard (2% probability of exceedance in 50 years) Peak Ground Acceleration
CRS 0.929 Mapped value of the risk coefficient at short periods
CR1 0.926 Mapped value of the risk coefficient at a period of 1 s
CV 1.357 Vertical coefficient
5/9/25, 1:10 PM U.S. Seismic Design Maps
https://www.seismicmaps.org 1/2
JOB:
ENGR:JOB NO. SHEET NO.
SEISMIC BASE SHEAR
(ASCE 7-16)
Degrees
Degrees
- Default; No Soils Report (Table 20.3-1)
R =(Table 12.2-1)
SMS =Fa Ss Eq. (11.4-1)
= x
=
SM1 =Fv S1 Eq. (11.4-2)
= x
=
SDS =(2/3)SMS Eq. (11.4-3)
= (2/3)x
=
SD1 =(2/3)SM1 Eq. (11.4-4)
= (2/3)x
=
Ts =SD1 /SDS Sec. (11.3)
=sec.
1.5Ts = x Sec. (11.4-8)
=sec.
Ta =Ct hn Eq. (12.8-7)
=x 17
=sec.
∴
∴
0.548
0.822
Ta ≤ Ts
A Ground Motion Hazard Analysis IS NOT REQUIRED since structure is exempted in accordance with
Sec. 11.4.8, Exception 2: Structures on Site Class D sites with S1 ≥ 0.2 (S1 = 0.46), provided the value of
Cs is determined by Eq. (12.8-2) for values of Ta ≤ 1.5Ts; Cs is determined by 1.5 times the value
computed with Eq. (12.8-3) for values of 1.5Ts < Ta ≤ TL; and Cs is determined by 1.5 times the value
computed with Eq. (12.8-4) for values of TL < Ta
∴
Ta ≤ 1.5Ts
0.8464
Latitude:
Longitude:
33.732138
-117.87076
0.1637
1.5444
1.84 0.46
0.8464
0.564
0.02 0.75
1.5444
1.030
0.548
1.5
MARIN RESIDENCE
25-199
D
1.20 1.29
6.5
EC DATE: 6/10/2025
SITE CLASS:
JOB:
ENGR:JOB NO. SHEET NO.
V = Cs W Eq. (12.8-1)
VMIN = >W Eq. (12.8-5)
=x x 1.0 =W ≥W
VMIN =0.5 S1 I W [For S1 is equal to or greater than 0.6g]Eq. (12.8-6)
= x x W
= W [GOVERNS]
VMAX = W =x W = W Eq. (12.8-3)
x
Eq. (12.8-2)
V = r W =x x W = x W
= W [Strength Level][Includes Rho]Sec. (12.8-1)
V = x W
= W [Allowable Stress Design][Includes Rho]Sec. (12.8-1)
0.044 1.030 0.0453 0.010
0.044 SDS I 0.01
MARIN RESIDENCE
EC DATE: 6/10/2025 25-199
0.7
0.15
0.207
SD1 I
T R
R
0.5 0.4600
1.30.159
0.207
R
1.030 1.0 1.3
6.5
1.0
6.5
0.035
0.5302
SDS I
0.564 1.0
0.164 6.5
JOB:
ENG JOB NO. SHEET NO.
SEISMIC ANALYSIS
WEIGHT
Wroof = ( 25 psf + 2.5 psf ) x ft^2 = kips
Wwall = 16 psf x 12 ft /2 x ft = kips
W2 = kips
BASE SHEAR
= x [Includes Rho]
= x = kips
EC DATE:25-199
lbs/sq ft
(5.848)
MARIN RESIDENCE
6/10/2025
VBASE
VBASE 0.145
5.420.145 37.3
WTOTAL
37.3
25.5
123.75 11.9
926
CITY OF SANTA ANA
Planning and Building Agency
Approved
SHEARWALL_ SCHEDULE
MARK
SHEATHING
( 1 )
NAIL
SIZE
2
EDGE
NAIL
SPACING
FIELD
NAIL
SPACING
SILL TO
yy00D CONN. 1
O
SILL TO
CONC. CONN. (1)
CAST -IN -PLACE
CONCSI
TIT N H
ESR-
P„ h01
SCR♦�VS�Y
713)
LLOW.
HEAR
(PLF)
SHEAR
WALL
TYPE(3)
A615/32
STR O.S.
10d
6"
12"
SDS1/4"x6" ®16"
2x: 5/8"0 A.B. ® 32"
3x: 5/8"0 A.B. 0 48"
2x: 1 2"0 S
/
REW ®32
340
I
®
15/32 STR O.S.
10d
4"
12"
SDS1/4"x6" ® 12"
3x: 5/8"0 A.B. ® 32"
3x: 1/2"0 SCREW ® 24
510
ZL
A3
15/32 STR O.S.
10d
3" STGR(4)
12"
SDS1/4"x6" ® 9"
3x: 5/8"0 A.B. ® 24"
3x: 1/2"0 SCREW @ 18
665
ZL
A2
15/32 STR O.S.
10d
2" STGR(4)
12"
SDS1/4"x6" ® 6"
3x: 5/8"0 A.B. ® 16"
3x: 1/2"0 SCREW @ 12
870
H
4D
15/32 STR D.S.
10d
4"
12"
SDS1/4"x6" ® 6"
3x: 5/8"0 A.B. ® 16"
3x: 1/2"0 SCREW @ 12
1020
IIE
OD
15/32 STR D.S.
10d
3" STGR(4)
12"
SDS1/4"x6" ® 4"
3x: 5/8"0 A.B. ® 12"
3x: 1/2"0 SCREW @ 8"
1330
A
15/32 STR D.S.
10d
2" STGR(4)
12"
SDS1/4"x6" ® 3"
3x: 5/8"0 A.B. ® 8"
3x: 1/2"0 SCREW ® 6"
1740
1Z
SHEARWALL NOTES:
(1) O.S. INDICATES SHEATHING ON ONE SIDE OF WALL AS SHOWN ON PLANS.
D.S. INDICATES DOUBLE SIDED SHEARWALL: SHEATHING ON BOTH SIDES OF WALL.
(2) USE COMMON WIRE NAILS FOR ALL STRUCT-1 SHEATHING.
(3) SEE DETAILS 8/S1.2 & 12/S1.2 FOR SHEARWALL ASSEMBLIES BASED ON SHEARWALL TYPE.
(4) FOR STAGGERED EDGE NAILING REQUIREMENTS SEE DETAILS 8/S1.2 & 12/S1.2.
(5) SEE DETAILS 6/S1.1 AND 7/S1.1 FOR PLATE WASHER SIZE AND MINIMUM ANCHOR BOLT
EMBEDMENT, RESPECTIVELY. TITEN HD SCREWS TO BE USED IN RETROFIT CONDITIONS.
(6) WHERE 3x SILL PLATES AND EDGE STUDS ARE REQUIRED AT EXISTING 2x CONDITION, SEE DETAIL 6/S1.2.
JANCE
1ST FLOOR SHEARWALLS - ADU
JOB
ENGR. EC DATE:JOB NO. SHEET NO.
NOTES:
1-GIVEN CAPACITIES BASED ON INSTALLATION ON STEMWALL/RAISED FOUND.
2-CAPACITIES SHOWN REPRESENT THE LOWEST VALUE BETWEEN HD & A.B.
LARR NO.
LARR NO.
LARR NO.
*
ESR-ICC NO.
ESR 2611 LARR 25827
CAPACITIES BASED ON LARR/ESR-ICC NUMBERS ABOVE &
SIMPSON CATALOG C-C-2019
ESR-ICC NO.
ESR 2330 LARR 25720
IAPMO NO.
IAPMO 0143 LARR 25828
HD12
HD19
ANCHOR
BOLT
11.63 6x6
HD
HDU2
HDU4
HDU5
HDU8
HDU11
HDU14
HDU14
SB5/8x24
SB7/8x24
PAB8
HOLDOWNS
SB5/8x24
SB5/8x24
ALLOWABLE
UPLIFT
3.08
4.57
5.65
6.97
ALLOWABLE
75%
2.31
3.42
4.23
5.23
4x4
4x6
4x6
6x6
9.34
14.45
7.00
10.83
12.5816.78
PAB8
PAB9 15.51
REMARKS
4x4
4x4
6x6
PAB8 14.39 10.79 4x8
PAB9
JOB MARIN RESIDENCE
ENGR. EC DATE:JOB NO. 25-199 SHEET NO.
TAG:X1 ( 9.25 ft),X2 ( 3.25 ft)
FORCE:
WIND GOVERNS
F1= kips Load Comb. :0.67 D + W
SDS : 1.03
SHEAR STRESS
X1 :L1= ft v= lbs = plf
X2 :L2= ft ft
Ltotal= ft
OVERTURNING
height= 9.00 ft
MOT= x x 9 = k-ft
ROOF: psf x ft = plf h/w= 0.97 OK
WALL: psf x ft = plf
w = plf Vallow= 340 PLF
MR= x 9.25 ^2/2 = k-ft USE:
TYPE 6 SHEARWALL
- 0.67 x = kips
kips OK USE:4 x 4 POST w/ H.D.
height= 10.75 ft
MOT= x x 11 = k-ft
ROOF: psf x ft = plf h/w= 2.77 OK
WALL: psf x ft = plf
w = plf Vallow= 340 PLF
MR= x 3.25 ^2/2 = k-ft USE:
TYPE 6 SHEARWALL
- 0.67 x = kips
kips OK USE:4 x 4 POST w/ H.D.
SHEARWALL CALCULATIONS
0.59
9.25 593 47
3.9
Tributary
12.50
9
106
3.25 12.50
12.50
1.66 0.29
0.00
WALL:X1
0.59 9.25
T=
33
0.00
Unit load
WALL:
Tributary
144
250
1.66
X2
3.9
Tallow=3.08
T=
25
1.08
NOTallow=
16 11 172
HDU2
205
0.205 1.08
June 10, 2025
3.25
1
12.50
9.25
0.59
0.250 10.71
Unit load
25
3.25
10.71
4
16
JOB MARIN RESIDENCE
ENGR. EC DATE:JOB NO. 25-199 SHEET NO.
TAG:X3 ( 9.75 ft),0.00 ( 0.00 ft)
FORCE:
WIND GOVERNS
F1= kips Load Comb. :0.67 D + W
SDS : 1.03
SHEAR STRESS
X3 :L1= ft v= lbs = plf
0.00 :L2= ft ft
Ltotal= ft
OVERTURNING
height= 16.00 ft
MOT= x x 16 = k-ft
ROOF: psf x ft = plf h/w= 1.64 OK
WALL: psf x ft = plf
w = plf Vallow= 340 PLF
MR= x 9.75 ^2/2 = k-ft USE:
TYPE 6 SHEARWALL
- 0.67 x = kips
kips OK USE:4 x 4 POST w/ H.D.
SHEARWALL CALCULATIONS
2.53
9.75 2527 259
40.4
Tributary
9.75
16
106
0.00 9.75
9.75
2.97
WALL:X3
2.53 9.75
T=
3.08
256
362
40.4
HDU2Tallow=
June 10, 2025
9.75
0.362 17.22
Unit load
25
17.22
4
16
JOB MARIN RESIDENCE
ENGR. EC DATE:JOB NO. 25-199 SHEET NO.
TAG:X4 ( 6.00 ft),X5 ( 16.00 ft)
FORCE:
WIND GOVERNS
F1= kips Load Comb. :0.67 D + W
SDS : 1.03
SHEAR STRESS
X4 :L1= ft v= lbs = plf
X5 :L2= ft ft
Ltotal= ft
OVERTURNING
height= 11.25 ft
MOT= x x 11 = k-ft
ROOF: psf x ft = plf h/w= 1.88 OK
WALL: psf x ft = plf
w = plf Vallow= 340 PLF
MR= x 6.00 ^2/2 = k-ft USE:
TYPE 6 SHEARWALL
- 0.67 x = kips
kips OK USE:4 x 4 POST w/ H.D.
height= 17.00 ft
MOT= x x 17 = k-ft
ROOF: psf x ft = plf h/w= 0.70 OK
WALL: psf x ft = plf
w = plf Vallow= 340 PLF
MR= x 16.00 ^2/2 = k-ft USE:
TYPE 6 SHEARWALL
- 0.67 x = kips
kips OK USE:4 x 4 POST w/ H.D.
SHEARWALL CALCULATIONS
2.30
6.00 2297 104
7.0
Tributary
22.00
11
58
16.00 22.00
22.00
28.40 0.01
0.70
WALL:X4
2.30 6.00
T=
58
3.08
Unit load
WALL:
Tributary
180
238
28.40
X5
7.0
Tallow=3.08
T=
25
42.27
HDU2Tallow=
16 17 272
HDU2
330
0.330 42.27
June 10, 2025
16.00
2
22.00
6.00
2.30
0.238 4.29
Unit load
25
16.00
4.29
2
16
JOB MARIN RESIDENCE
ENGR. EC DATE:JOB NO. 25-199 SHEET NO.
TAG:Y1 ( 2.75 ft),Y2 ( 3.25 ft),Y3 ( 3.50 ft),0.00 ( 0.00 ft)
FORCE:
SEISMIC GOVERNS
F1= kips Load Comb. :(0.6-.14SDS) D + E
SDS : 1.03
SHEAR STRESS
Y1 :L1= ft v= lbs = plf
Y2 :L2= ft ft
Y3 : L3= ft
0.00 : L4= ft
Ltotal= ft
OVERTURNING
height= 9.00 ft
MOT= x x 9 = k-ft
ROOF: psf x ft = plf h/w= 3.27 WSP Factor=0.84
WALL: psf x ft = plf
w = plf Vallow= 340 x 0.84 = PLF
MR= x 2.75 ^2/2 = k-ft USE:
TYPE 6 SHEARWALL
- 0.46 x = kips
kips OK USE:4 x 4 POST w/ H.D.
height= 9.00 ft
MOT= x x 9 = k-ft
ROOF: psf x ft = plf h/w= 2.77 WSP Factor= 0.90
WALL: psf x ft = plf
w = plf Vallow= 340 x 0.90 = PLF
MR= x 3.25 ^2/2 = k-ft USE:
TYPE 6 SHEARWALL
- 0.46 x = kips
kips OK USE:4 x 4 POST w/ H.D.
325
307
HDU2
9.50
286325
HDU2
PER SDPWS, SEC. 4.3.4:
271
PER SDPWS, SEC. 4.3.4:
9.50
June 10, 2025
725
TributaryUnit load
3.25
3.50
2.58
SHEARWALL CALCULATIONS
2578
0.325
9.50
Y1
2.24
2.75
0.00
2.207.94 1.72
T=
Tallow=
6.7
3.08
WALL:
0.325
16
2.58
2.75
2.75
1.23
1.23
9
6.7
181
144
9.50
Unit load Tributary
7.94
3.25
181
16
25
9
3.25
1.72
WALL:Y2
2.58
144
7
Tallow=3.08
T=
JOB MARIN RESIDENCE
ENGR. EC DATE JOB NO. 25-199 SHEET NO.
height= 10.75 ft
MOT= x x 11 = k-ft
ROOF: psf x ft = plf h/w= 2.57 WSP Factor= 0.93
WALL: psf x ft = plf
w = plf Vallow= 340 x 0.93 = PLF
MR= x 3.50 ^2/2 = k-ft USE:
TYPE 6 SHEARWALL
- 0.46 x = kips
kips OK USE:4 x 4 POST w/ H.D.HDU2
10.2
316
PER SDPWS, SEC. 4.3.4:
0.255
Y3
25 83
2.58 3.50
9.50
172
WALL:
16 11
3
Tallow=3.08
1.56
3.50
10.2
June 10, 2025
Unit load Tributary
255
1.56
T=2.71
JOB MARIN RESIDENCE
ENGR. EC DATE:JOB NO. 25-199 SHEET NO.
TAG:Y4 ( 4.00 ft),Y5 ( 8.00 ft),Y6 ( 5.00 ft),Y7 ( 3.75 ft)
FORCE:
SEISMIC GOVERNS
F1= kips Load Comb. :(0.6-.14SDS) D + E
SDS : 1.03
SHEAR STRESS
Y4 :L1= ft v= lbs = plf
Y5 :L2= ft ft
Y6 : L3= ft
Y7 : L4= ft
Ltotal= ft
OVERTURNING
height= 9.00 ft
MOT= x x 9 = k-ft
ROOF: psf x ft = plf h/w= 2.25 WSP Factor=0.97
WALL: psf x ft = plf
w = plf Vallow= 340 x 0.97 = PLF
MR= x 4.00 ^2/2 = k-ft USE:
TYPE 6 SHEARWALL
- 0.46 x = kips
kips OK USE:4 x 4 POST w/ H.D.
height= 9.00 ft
MOT= x x 9 = k-ft
ROOF: psf x ft = plf h/w= 1.13 OK
WALL: psf x ft = plf
w = plf Vallow= 340 PLF
MR= x 8.00 ^2/2 = k-ft USE:
TYPE 6 SHEARWALL
- 0.46 x = kips
kips OK USE:4 x 4 POST w/ H.D.
325
HDU2
20.75
329325
HDU2
PER SDPWS, SEC. 4.3.4:
137
20.75
June 10, 2025
725
TributaryUnit load
8.00
5.00
2.84
SHEARWALL CALCULATIONS
2838
0.325
20.75
Y4
0.93
4.00
3.75
0.649.85 10.41
T=
Tallow=
4.9
3.08
WALL:
0.325
16
2.84
4.00
4.00
2.60
2.60
9
4.9
181
144
20.75
Unit load Tributary
9.85
8.00
181
16
25
9
8.00
10.41
WALL:Y5
2.84
144
7
Tallow=3.08
T=
JOB MARIN RESIDENCE
ENGR. EC DATE JOB NO. 25-199 SHEET NO.
height= 9.00 ft
MOT= x x 9 = k-ft
ROOF: psf x ft = plf h/w= 1.80 OK
WALL: psf x ft = plf
w = plf Vallow= 340 PLF
MR= x 5.00 ^2/2 = k-ft USE:
TYPE 6 SHEARWALL
- 0.46 x = kips
kips OK USE:4 x 4 POST w/ H.D.
height= 9.00 ft
MOT= x x 9 = k-ft
ROOF: psf x ft = plf h/w= 2.40 WSP Factor= 0.95
WALL: psf x ft = plf
w = plf Vallow= 340 x 0.95 = PLF
MR= x 3.8 ^2/2 = k-ft USE:
TYPE 6 SHEARWALL
- 0.46 x = kips
kips OK USE:4 x 4 POST w/ H.D.
HDU2
6.2
0.325
Y6
25 181
2.84 5.00
20.75
144
WALL:
16 9
7
Tallow=3.08
4.07
5.00
6.2
June 10, 2025
Unit load Tributary
325
4.07
T=
WALL:Y7
2.84 3.75
0.86
4.6
144
25 7 181
20.75
Tributary
Tallow=3.08
0.325 2.29
T= 4.6
HDU2
0.952.29
3.75
325
Unit load
16 9
323
PER SDPWS, SEC. 4.3.4:
South Coast Air Quality Management District
21865 Copley Drive, Diamond Bar, CA 917654182
Phone: (909) 3962336
www.aqmd.gov
Facility ID
210523
Notification Number
885352
Rule 1403 Notification of Routine Demolition
Please maintain a copy of this Notification at the job site, either electronic or paper.
Project Type
Project Type Demolition Project Urgency Routine
Origin Date 4/21/2026 11:31:22 AM
Completed By Fernando Solis Phone Number (951) 2978760
User Email fernando@fsdesigngroup.com
Contractor Information
Company Name FSDESIGN AND CONSTRUCTION Address 28362 VINCENT MORAGE DR
City TEMECULA State CA
Zip 92590
CSLB License #1096835 OSHA REG #
Supervisor #1 Fernando Solis Phone (951) 2978760
Site Information
Site Name Marin Residence Project #
Site Street #1213 Street Name S BIRCH ST
Cross Street RUSSELL AVE Site County ORANGE
City SANTA ANA State CA
Zip 92707
Contact Name Raul Marin Contact Phone (714)8631341
Site Owner Raul Marin Owner Address 1213 S BIRCH ST
City SANTA ANA State CA
Zip 92707
Project Start Date 5/5/2026 Project End Date 5/7/2026
Project Work Shift(s)Day Building Size in Sq.ft 403
Number of Floors 1 Building Age (years)20
Number of Building/Dwelling Units 0 Building Prior Use Other
Asbestos Survey Yes Asbestos Found No
Asbestos Removed NA Building to be Demolished Yes
Describe Work Residential garage Describe Work Location None
Project Information
Demolition Information
All Asbestos containing materials must be removed prior to any demolition activity
Survey Information
Certified Asbestos Inspector Name Dominic Valdiviez, CAC Certification Expiration Date10/21/2026 12:00:00 AM
Survey Plan Date 4/3/2026 12:00:00 AM Phone Number (562)2013706
EMail oplenvironmental@gmail.com
Size of Demolition Project in sq. ft 403 Work Practices at Demolition Site Spray Water
Contingency Demolition plan Stop Work , Isolate Work Area , Notify
Owner , Stabilize , Secure , Characterize
Waste , Survey
Waste Information
Waste Transporter Tierra Verde Industries
Address 8065 Marine Way Irvine, CA 92618 City Irvine
State CA Zip 92618
Landfill Tierra Verde Industries
Address 8065 Marine Way Irvine, CA 92618 City 8065 Marine Way
State CA Zip 92618
Fee Payment
Size of Demolition Project in sq. ft 403
Tracking Number 4715913
Project Size Fee 81.61
Additional Fee 0
Total Fee $ 81.61
Payment Made $ 81.61
Balance Due $ 0
By clicking the Sign & Submit button, I certify that an individual trained in the provisions of SCAQMD Rule 1403 and the Asbestos NESHAP (CFR Title
40, Part 61, Subpart M) will be onsite during the demolition or renovation and evidence that the required training has been accomplished by this
person will be available for inspection during normal business hours. In addition, I certify that all of the information contained herein and information
submitted with this Notification is true and correct.
CONSTRUCTION TYPE:TYPE VB - NON-SPRINKLERS
OCCUPANCY:SINGLE FAMILY RESIDENCY
STORIES:1
OCCUPANCY GROUPS: R-3
ZONING: 00000
EXISTING AREAS:
1213 S BIRCH SINGLE FAMILY DWELLING 1,330 SQ. FT.
STORAGE (TO BE DEMOLISHED) 247 SQ. FT.
DETACHED GARAGE (TO BE DEMOLISHED) 403 SQ. FT.
COVERED PATIO (TO BE DEMOLISHED) 180 SQ. FT.
PROPOSED AREAS:
ADDITION TO MAIN HOUSE 360 SQ. FT.
DETACHED ADU 848 SQ. FT.
TOTAL FAR = 2,538 SQ. FT. = 35%
TOTAL LOT COVERAGE = 2,538 SQ. FT. = 35%
ADU/SFD RATIO = 848 SQ. FT. / 1,330 SQ. FT. = 0.64
SCOPE OF WORK:
NEW 360 SQ. FT. ADDITION TO MAIN DWELLING & NEW 848 SQ. FT. DETACHED ADU
BUILDING INFORMATION:
LEGAL DESCRIPTION:
SITE ADDRESS: 1213 & 1215 S BIRCH ST, SANTA ANA, CA
ZIP CODE: 92707
LOT/PARCEL AREA (CALCULATED): 7,250 SQ. FT.
ASSESSOR PARCEL NO. (APN): 013-152-04
SITE LOCATION
DOOR MARKER
WINDOW MARKER
28
A5.7
28
A5.7 SECTION MARKER
ELEVATION MARKER
DETAIL MARKER CORRECTION #
NORTH ARROW
NORTH
SHEET INDEX
NORTH
28
A5.7
28
A5.7
A1.0 PROJECT INFO
A2.3 EXISTING & PROPOSED MAIN DWELLING ROOF PLAN
A1.0
PROJECT INFO
NO. REVISION DATE
DATE
SCALE
DRAWN BY
JOB NO
02/03/2026
I. BUENO
28362 VINCENT MORAGA DR. STE A1
TEMECULA, CA 92590
626.807.4712
RESTRICTIVE NOTICE:ALL DESIGN, IDEAS, DETAILS, PLANS ANDSPECIFICATIONS INDICATED BY THE DRAWINGS ARE
THE EXCLUSIVE PROPERTY OF FS DESIGN GROUP, THEPLANS WERE CREATED AND DEVELOPED FOR USE ONAND IN CONJUNCTION WITH THE SPECIFIC PROJECTDESCRIBED HEREIN. NOT PART THEREOF SHALL BEREPRODUCED, COPIED, ADAPTED, MODIFIED ORDISTRIBUTE TO OTHERS WITHOUT PRIOR WRITTENAND SPECIFIC CONSENT OF FS DESIGN GROUP
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FERNANDO SOLIS - DESIGNER
ANNUAL SPACES AROUND PIPES, ELECTRIC CABLES, CONDUITS OR OTHER OPENINGS IN SOLE/BOTTOM PLATES AT
EXTERIOR WALLS SHALL BE PROTECTED AGAINST THE PASSAGE OF RODENTS BY CLOSING SUCH OPENINGS WITH CEMENT
MORTAR, CONCRETE MASONRY OR SIMILAR METHODS.
A. ADHESIVE, SEALANTS AND CAULKS SHALL MEET OR EXCEED THE STANDARDS OUTLINED IN SECTION 4.504.2.1 AND COMPLY
WITH THE VOC LIMITS IN TABLES 4.504.1 AND 4.504.2 AS APPLICABLE.
B. PAINTS AND COATINGS SHALL MEET OR EXCEED THE STANDARDS OUTLINED IN SECTION 4.504.2.2. AND COMPLY WITH THE
VOC LIMITS IN TABLE 4.504.3.
C. AEROSOL PAINTS AND COATINGS SHALL MEET OR EXCEED THE STANDARDS OUTLINED IN SECTION 4.504.2.3
D. ALL CARPET INSTALLED IN THE BUILDING INTERIOR SHALL MEET THE TESTING AND PRODUCT REQUIREMENTS OF ONE OF
HE FOLLOWING:
I. CARPET AND RUG INSTITUTE'S GREEN LABEL PLUS PROGRAM OR
II. CALIFORNIA DEPARTMENT OF PUBLIC HEALTH STANDARD METHODS FOR THE TESTING OF VOC EMISSIONS
(SPEC 01350) OR
III. NSF/ANSI 140 AT THE GOLD LEVEL OR
IV. SCIENTIFIC CERTIFICATIONS SYSTEMS INDOOR ADVANTAGE GOLD
E. ALL CARPET CUSHION INSTALLED IN THE BUILDING INTERIOR SHALL MEET THE REQUIREMENTS OF THE CARPET AND RUG
INSTITUTE GREEN LABEL PROGRAM. CARPET ADHESIVES SHALL NOT EXCEED A VOC LIMIT OF 50 G/L.(4.504.3.1,
4.504.3.2)
F. A MINIMUM OF 80% OF FLOOR AREA RECEIVING RESILIENT FLOORING SHALL COMPLY WITH ONE OR MORE OF THE
FOLLOWING:
I. PRODUCTS CERTIFIED AS A LOW-EMITTING MATERIAL IN THE CHPS HIGH PERFORMANCE PRODUCTS
DATABASE OR
II. PRODUCTS CERTIFIED UNDER UL GREEN GUARD GOLD (FORMERLY THE GREEN GUARD CHILDREN &
SCHOOLS PROGRAM), OR
III. CERTIFICATION UNDER THE RFCI FLOORSCORE PROGRAM OR
IV. MEET THE CALIFORNIA DEPARTMENT OF PUBLIC HEALTH STANDARD METHOD FOR THE TESTING OF VOC
EMISSIONS (SPEC 01350)
G. COMPOSITE WOOD PRODUCTS (HARDWOOD PLYWOOD, PARTICLE BOARD, AND MDF) INSTALLED ON THE INTERIOR OR
EXTERIOR OF HE BUILDING SHALL MEET OR EXCEED THE STANDARDS OUTLINED IN TABLE 4.504.5. VERIFICATION OF
COMPLIANCE WITH THESE SECTIONS MUST BE PROVIDED AT HE TIME OF INSPECTION.
1
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A1.1 EXISTING & PROPOSED SITE PLAN
A2.4 PROPOSED DETACHED ADU FLOOR PLAN & ROOF PLAN
A3.0 EXISTING MAIN DWELLING WEST & SOUTH ELEVATIONS
A4.0 PROPOSED DETACHED ADU ELEVATIONS
A2.0 EXISTING MAIN DWELLING FLOOR PLAN
PROJECT DESCRIPTION VICINITY MAP
SYMBOL LEGEND
CODES
CONTACT INFORMATION
SITE PREPARATION
SITE NOTES
BUILDING CODE NOTES
1. THE METHOD OF CLEARING AND STRIPPING SHOULD BE VERIFY BY THE CONTRACTOR.
2. ALL SURFACE VEGETATION, DEBRIS AND STRUCTURES TO BE DEMOLISHED SHALL BE REMOVED FROM THE SITE PRIOR TO
COMMENCING SITE PREPARATION, EXCAVATION OR PLACEMENT FILL.
3. FILL FOR FLOOR SLABS AND FOUNDATION TRENCHES SHALL CONSIST OF NATIVE SOIL.
4. NATIVE SOIL PLACED FOR SLAB SUPPORT SHALL BE PLACED IN LAYERS NOT EXCEEDING 4" WHEN COMPACTED.
5. IMPORT FOR SLAB SUPPORT SHALL CONSIST OF SAND, GRAVELY SAND OR SILTY SAND AND SHALL HAVE A EXPANSION INDEX
OF LESS THAN 30.
1. ALL WORK SHALL COMPLY WITH THE 2022 CALIFORNIA BUILDING CODE, TITLE 24 AND ALL APPLICABLE CODES, REGULATIONS
OR REQUIREMENTS OF THE CITY OR COUNTY HAVING JURISDICTION FOR THE PLACE OF THE BUILDING.
2. PERMITS SHALL BE OBTAINED FOR FENCES, POOLS, SPA OR RETAINING WALLS.
3. FINAL GRADING WORK SHALL COMPLY WITH 2022 CBC AND SHALL PROVIDE POSITIVE DRAINAGE FROM ALL PARTS OF THE
BUILDING AND SHALL NOT DRAIN ONTO ADJACENT PROPERTIES.
4. ALL SURFACES SHALL BE SLOPED TO DRAIN WATER AWAY FROM THE BUILDING.
5. AT TIME OF PERMIT ISSUANCE, THE CONTRACTOR SHALL SHOW THEIR VALID "WORKERS COMPENSATION" INSURANCE
CERTIFICATE.
6. ALL WORK SHALL CONFORM TO ALL REQUIREMENTS OF THE INFORMATION INDICATED ON THESE PLANS.
7. BUILDING ADDRESS NUMBERS SHALL BE PROVIDED ON THE FRONT OF ALL BUILDINGS AND SHALL BE VISIBLE AND LEGIBLE
FROM THE STREET FRONTING THE PROPERTY, SAID NUMBERS SHALL CONTRAST WITH THEIR BACKGROUND.
OWNER DESIGNER STRUCTURAL ENGINEER / TITLE 24
SPECIAL HAZARDS
1. ROOF OBSTRUCTIONS SUCH AS TELEVISION ANTENNA, GUY WIRES, SOLAR PANELS, RAZOR RIBBON FENCE, CABLE OR
OTHER OBSTRUCTIONS SHALL NOT PREVENT FIRE DEPARTMENT ACCESS OR EGRESS IN THE EVENT OF FIRE.
2. PROVIDE COLLISION BARRIERS ADEQUATE TO PROTECT CONTROL METERS, REGULATORS AND PIPING FOR HAZARDOUS
MATERIALS THAT ARE EXPOSED TO VEHICULAR DAMAGE
3. THE INDOOR STORAGE OF COMBUSTIBLE MATERIALS SHALL BE REGULATED IN RELATION TO ARRANGEMENT, LOCATION, SIZE
OF AREAS, HEIGHT SEPARATIONS AND HOUSEKEEPING.
NOTES
MISCELLANEOUS
1. THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND CONDITIONS OF THE JOB SITE BEFORE STARTING ANY WORK AND BE
RESPONSIBLE FOR THE SAME, THE ARCHITECT SHALL BE NOTIFY OF ANY DISCREPANCIES WHICH MAY EXIST. CONTRACTOR
SHALL NOT SCALE ANY DRAWINGS.
2. THE SPECIFICATIONS ARE OF A GENERAL NATURE AND MAY REFER TO WORK WHICH IS NOT REQUIRED. THEY ARE NOT
INTENDED TO SUPERSEDE ANY CONTRACTUAL AGREEMENT BETWEEN THE OWNER AND THE CONTRACTOR.
3. THE CONTRACTOR SHALL PROVIDE SUPERVISION TO PROPERLY EXECUTE THE PROJECT AND TO PROVIDE ASSURANCE THE
WORK IS IN ACCORDANCE WITH THE PLANS AND SPECIFICATIONS.
4. ALL NECESSARY PERMITS SHALL BE SECURED BY THE CONTRACTOR PRIOR TO START ANY CONSTRUCTION.
NAME
ADDRESS
NAME
ADDRESS
COMPANY NAME
PHONE #
A. THE CONSTRUCTION SHALL NOT RESTRICT A FIVE-FOOT CLEAR AND UNOBSTRUCTED ACCESS TO ANY WATER OR POWER
DISTRIBUTION FACILITIES (POWER POLES, PULL BOXES, TRANSFORMERS, VAULTS, PUMPS, METERS, APPURTENANCES,
ETC.) OR TO THE LOCATION OF THE HOOK-UP. THE CONSTRUCTION SHALL NOT BE WITHIN TEN FEET OF ANY POWER
LINES - WHETHER OR NOT THE LINES ARE LOCATED ON THE PROPERTY. FAILURE TO COMPLY MAY CAUSE CONSTRUCTION
DELAYS AND/OR ADDITIONAL EXPENSES.
B. AN APPROVED SEISMIC GAS SHUTOFF VALVE WILL BE INSTALLED ON THE FUEL GAS LINE ON THE DOWN STREAM SIDE OF
THE UTILITY METER AND BE RIGIDLY CONNECTED TO THE EXTERIOR OF THE BUILDING OR STRUCTURE CONTAINING THE
FUEL GAS PIPING. (PER ORDINANCE 170, 158) (INCLUDES COMMERCIAL ADDITIONS AND T.I. WORK OVER $10,000)
SEPARATE PLUMBING PERMIT IS REQUIRED.
C. PLUMBING FIXTURES ARE REQUIRED TO BE CONNECTED TO A SANITARY SEWER OR TO AN APPROVED SEWAGE DISPOSAL
SYSTEM (R306.3)
D. KITCHEN SINKS, LAVATORIES, BATHTUBS, SHOWERS, BIDETS, LAUNDRY TUBS AND WASHING MACHINE OUTLES SHALL BE
PROVIDED WITH HOT AND COLD WATER AND CONNECTED TO AN APPROVED WATER SUPPLY (R306.4)
E. BATHTUB AND SHOWER FLOORS, WALLS ABOVE BATHTUBS WITH A SHOWER HEAD, AND SHOWER COMPARTMENTS SHALL
BE FINISHED WITH A NON-ABSORBENT SURFACE. SUCH WALL SURFACES SHALL EXTEND TO A HEIGHT OF NOT LESS THAN
6 FEET AOBVE THE FLOOR (R307.2)
F. PROVIDE ULTRA LOW FLUSH WATER CLOSETS FOR ALL NEW CONSTRUCTION. EXISTING SHOWER HEADS AND TOILETS
MUST BE ADAPTED FOR LOW WATER CONSUMPTION.
G. PROVIDE 72 INCH HIGH NON-ABSORBENT WALL ADJACENT TO SHOWER AND APPROVED SHATTER-RESISTANT MATERIALS
FOR SHOWER ENCLOSURE. (1115B.2 AND 2406.3(5)
H. UNIT SKYLIGHTS SHALL BE LABELED BY AN LA CITY APPROVED LABELING AGENCY. SUCH LABEL SHALL STATE THE
APPROVED LABELING AGENCY NAME, PRODUCT DESIGNATION AND PERFORMANCE GRADE RATING (RESEARCH REPORT
NOT REQUIRED). (R308.6.9)
I. WATER HEATER MUST BE STRAPPED TO WALL (SEC. 507.3, UPC)
M. SMOKE DETECTORS SHALL BE PROVIDED FOR ALL DWELLING UNITS INTENDED FOR HUMAN OCCUPANCY, UPON THE
OWNER'S APPLICATION FOR A PERMIT FOR ALTERATIONS, REPAIRS, OR ADDITIONS, EXCEEDING ONE THOUSAND DOLLARS
($1,000). (R314.6.2)
N.A. WHERE A PERMIT IS REQUIRED FOR ALTERATIONS, REPAIRS OR ADDITIONS EXCEEDING ONE THOUSAND DOLLARS
($1,000), EXISTING DWELLINGS OR SLEEPING UNITS THAT HAVE ATTACHED GARAGES OR FUEL BURNING APPLIANCES
SHALL BE PROVIDED WITH A CARBON MONOXIDE ALARM IN ACCORDANCE WITH SECTIONS R315.1. CARBON
MONOXIDE ALARMS SHALL ONLY BE REQUIRED IN THE SPECIFIC DWELLING UNIT OR SLEEPING UNIT FOR WHICH THE
PERMIT WAS OBTAINED. (R315.2)
N.B. EVERY SPACE INTENDED FOR HUMAN OCCUPANCY SHALL BE PROVIDED WITH NATURAL LIGHT BY MEANS OF
EXTERIOR GLAZED OPENINGS IN ACCORDANCE WITH SECTION R303.1 OR SHALL BE PROVIDED WITH ARTIFICIAL LIGHT
THAT IS ADEQUATE TO PROVIDE AN AVERAGE ILLUMINATION OF 6 FOOT-CANDLES OVER THE AREA OF THE ROOM AT
A HEIGHT OF 30 INCHES ABOVE THE FLOOR LEVEL. (R303.1)
O. A COPY OF THE EVALUATION REPORT AND/OR CONDITIONS OF LISTING SHALL BE MADE AVAILABLE AT THE JOB SITE
FINSIH MATERIAL POLLUTANT CONTROL
FIRE COMMENTS
A. FIRE DEPARTMENT VEHICULAR ACCESS ROADS MUST BE INSTALLED AND MAINTAINED IN A SERVICEABLE MANNER PRIOR
TO AND DURING THE TIME OF CONSTRUCTION.
B. ALL REQUIRED PUBLIC FIRE HYDRANTS SHALL BE INSTALLED, TESTED AND ACCEPTED PRIOR TO BEGINNING
CONSTRUCTION.
C. REQUIRED CARBON MONOXIDE ALARMS SHALL RECEIVE THEIR PRIMARY POWER FROM THE BUILDING WIRING WHERE
SUCH WIRING IS SERVED FROM A COMMERCIAL SOURCE AND SHALL BE EQUIPPED WITH A BATTERY BACK-UP.
RESIDENTIAL CODE R315 & BUILDING CODE 915
D. APPROVED BUILDING ADDRESS NUMBERS, BUILDING NUMBERS OR APPROVED BUILDING IDENTIFICATION SHALL BE
PROVIDED AND MAINTAINED SO AS TO BE PLAINLY VISIBLE AND LEGIBLE FROM THE STREET FRONTING OF THE PROPERTY.
THE NUMBERS SHALL CONTRAST WITH THEIR BACKGROUND, BE ARABIC NUMERALS OR ALPHABET LETTERS, AND BE A
MIM=NIMUM OF 4 INCHES HIGH WITH A MINIMUM STROKE WIDTH OF 0.5 INCHES. FIRE CODE 505.1
E. THE REQUIRED FIRE FLOW IS BASED ON THE FOLLOWING CALCULATION:
F. TYPE OF CONSTRUCTION PER THE BUILDING CODE: V-B VHFHSZ
G. NO FIRE-FLOW CALCULATION AREA: 1,359 SQ.FT.
H. FIRE FLOW BASED ON THE FIRE-FLOW CALCULATION AREA 1,000 GPM REDUCTION FOR FIRE SPRINKLERS (MAXIMUM 50%) 0
GPM TOTAL FIRE FLOW REQUIRED 1,000 GPM
MATERIAL CONSERVATION & RESOURCE EFFICIENCY
ENVIROMENTAL QUALITY
A. AT THE TIME OF ROUGH INSTALLATION, OR DURING STORAGE ON THE CONSTRUCTION SITE AND UNTIL FINAL STARTUP OF
THE HEATING, COOLING, AND VENTILATING EQUIPMENT, ALL DUCT AND OTHER RELATED AIR DISTRIBUTION COMPONENT
OPENINGS SHALL BE COVERED WITH TAPE, PLASTIC, SHEET METAL, OR OTHER ACCEPTABLE METHODS TO REDUCE THE
AMOUNT OF WATER, DUST, AND DEBRIS WHICH MAY ENTER THE SYSTEM.
B. BUILDING MATERIALS WITH VISIBLE SIGNS OF WATER DAMAGE SHALL NOT BE INSTALLED. WALL AND FLOOR FRAMING SHALL
NOT BE ENCLOSED WHEN THE FRAMING MEMBERS EXCEED 19% MOISTURE CONTENT. INSULATION PRODUCTS WHICH ARE
VISIBLE WET OR HAVE HIGH MOISTURE CONTENT SHALL BE REPLACED OR ALLOWED TO DRY PRIOR TO ENCLOSURE IN WALL
OR FLOOR CAVITIES.
C. ALL MECHANICAL EXHAUST FANS IN ROOMS WITH A BATHTUB OR SHOWER SHALL COMPLY WITH THE FOLLOWING:
- FANS SHALL BE ENERGY STAR COMPLIANT AND BE DUCTED TO TERMITE OUTSIDE THE BUILDING.
- FANS MUST BE CONTROLLED BY A HUMIDITY CONTROL CAPABLE OF ADJUSTMENT BETWEEN A RELATIVE HUMIDITY
RANGE OF < 50% TO A MAXIMUM OF 80% UNLESS FUNCTIONING AS A COMPONENT OF A WHOLE HOUSE VENTILATION
SYSTEM.
INTERIOR
PERMIT NOTES
1. PROVIDE 72 INCH HIGH NONABSORBENT WALL ADJACENT TO SHOWER, AND APPROVED SHATTER RESISTANT MATERIALS FOR
SHOWER.
2. ONLY LOW CONSUMPTION WATER CLOSETS SHALL BE PROVIDED. "PROVIDE ULTRA FLUSH WATER CLOSETS FOR ALL NEW
CONSTRUCTION. EXISTING SHOWER HEADS AND TOILETS MUST BE ADAPTED FOR LOW WATER CONSUMPTION."
3. ENCLOSED USABLE SPACE UNDER INTERIOR STAIRWAYS REQUIRES 1-HOUR FIRE RESISTIVE CONSTRUCTION ON ENCLOSED
SIDE.
4. EXIT DOORWAYS SHALL BE NOT LESS THAN 36" X 6'-8" (WIDTH AND HEIGHT). PROJECTIONS INCLUDING PANIC HARDWARE,
SHALL NOT REDUCE THE OPENING TO LESS THAN 32" CLEAR WIDTH.
5. PROVIDE 32" WIDE DOORS TO ALL ACCESSIBLE ROOMS WITHIN A DWELLING UNIT.
6. GLASS SKYLIGHTS SHALL COMPLY WITH 91.2409. PLASTIC SKYLIGHTS WITH 91.1006.12
7. PROVIDE WINDOW WELLS (WITH FIXED LADDER) FOR EGRESS WINDOWS BELOW GRADE.
8. WATER HEATER IS REQUIRED TO BE ANCHORED. "WATER HEATER MUST BE STRAPPED TO WALL."
9. PROVIDE ACCESS TO THE BOTTOM OF COURT FOR CLEANING PURPOSES.
10. COURT MORE THAN TWO STORIES IN HEIGHT SHALL BE PROVIDED WITH A HORIZONTAL AIR INTAKE WITH A MINIMUM AREA OF
10 SQ.FT.
1. APPLICATIONS FOR WHICH NO PERMIT IS ISSUED WITHIN 180 DAYS FOLLOWING THE DATE OF APPLICAITON SHALL
AUTOMATICALLY EXPIRE. (R105.3.2) CRC
2. EVERY PERMIT ISSUED SHALL BECOME INVALID UNLESS WORK AUTHORIZED IS COMMENCED WITHIN 180 DAYS AFTER ITS
ISSUANCE OR IF THE WORK AUTHORIZED IS SUSPENDED OR ABANDONED FOR A PERIOD OF 180 DAYS. A SUCCESSFUL
INSPECTION MUST BE OBTAINED WITHIN 180 DAYS. NOTE ON PLANS. (R105.5 CRC)
3. ALL HERS REQUIRED INSPECTIONS SHALL BE DONE
4. FIRE DEPARTMENT WILL REQUIRE CLEARANCE AND APPROVAL. SEPARATE PERMIT FOR FIRE DEPARTMENT REQUIRED.
ALL WORK SHALL COMPLY WITH THE FOLLOWING CODES INCLUDING AMENDMENTS:
* 2022 CALIFORNIA RESIDENTIAL CODE
* 2022 CALIFORNIA BUILDING CODE
* 2022 CALIFORNIA PLUMBING CODE
* 2022 CALIFORNIA MECHANICAL CODE
* 2022 CALIFORNIA ELECTRICAL CODE
* 2022 CALIFORNIA ENERGY CODE (TITLE 24)
* 2022 CALIFORNIA GREEN BUILDING STANDARDS CODE
RAUL MARIN
1213 S BIRCH ST, SANTA ANA, CA 92707
FERNANDO SOLIS
FS DESIGN GROUP
28362 VINCENT MORAGA DR. STE A1, TEMECULA, CA 92590
626-807-4712
EMAIL FERNANDO@FS-DESIGNGROUP.COM
S1.0A STRUCTURAL NOTES
S1.1 TYPICAL DETAILS
G1.0 GREEN BUILDING NOTES
G1.1 GREEN BUILDING NOTES
T24-1 TITLE 24 - MAIN DWELLING
T24-2 TITLE 24 - ADU
A2.1 PROPOSED MAIN DWELLING FLOOR PLAN
A3.1 EXISTING MAIN DWELLING EAST & NORTH ELEVATIONS
A3.2 PROPOSED MAIN DWELLING WEST & SOUTH ELEVATIONS
A3.3 PROPOSED MAIN DWELLING EAST & NORTH ELEVATIONS
T24-3 TITLE 24 - ADU
ADDRESS
COMPANY NAME
PHONE #
EMAIL
EC + ASSOCIATES ENGINEERING
1412 ESPANO AVE, MONTEBELLO, CA 90640
562-708-3586
INFO@ECAENGINEERING.COM
A2.5 PROPOSED DETACHED ADU ELECTRICAL PLAN
A2.2 PROPOSED MAIN DWELLING ELECTRICAL PLAN
S1.2 TYPICAL DETAILS
S1.3 TYPICAL DETAILS
S1.4 TYPICAL DETAILS
S2.0 FOUNDATION PLAN - SFD
S2.1 ROOF FRAMING PLAN - SFD
S2.2 FOUNDATION PLAN - ADU
S2.3 ROOF FRAMING PLAN - ADU
S3.0 FOUNDATION DETAILS
S3.1 FOUNDATION & ROOF FRAMING DETAILS
S4.0 ROOF FRAMING DETAILS
S4.1 FLOOR FRAMING DETAILS
A4.1 PROPOSED ADU SECTIONS
A MINIMUM 1.62 KWDC RESIDENTIAL SOLAR PV SYSTEM IS REQUIRED PER ENERGY PRESCRIPTIVE
OR PERFORMANC APPROACH AND UNDER SEPARATE PERMIT.
PARK & DEVELOPMENT FEE CALCULATION
EXISTING MAIN DWELLING = 1,330 SQ. FT.
ADDITION TO MAIN DWELLING = 360 SQ. FT.
NEW DETACHED ADU = 848 SQ. FT.
TOTAL MAIN DWELLING = 1,690 SQ. FT.
TOTAL DETACHED ADU = 848 SQ. FT.
TOTAL SQUARE FOOTAGE = 2,538 SQ. FT.
S1.0B STRUCTURAL NOTES
TRUSS DESIGN UNDER DEFFERED SUBMITTAL
(E) GAS METER
(E) 1213 S BIRCH
SINGLE FAMILY DWELLING
1,330 SQ. FT.
(E) 200 AMP ELECTRICAL PANEL
(TO BE RELOCATED)
4'
-
0
"
145'
(E) LANDSCAPE
(E) DRIVEWAY
(E) PAVERS
50'
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(N) LANDSCAPE
145'
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(E) BLOCK WALL(E) BLOCK WALL
(E) BLOCK WALL(E) BLOCK WALL
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WM(E) WATER METER
11
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4'-0"
4'
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21'-5"
4'
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12
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28'-6"
(N) ADDITION
360 SQ. FT.
(N) 1215 S BIRCH
ADU
848 SQ. FT.
UP
UP
(E) DECK
121 SQ. FT.
(N) A/C UNIT
UP
UP
UP
CL
35'-0"
(N) ELECTRIC WATER
HEATER WITH ENCLOSURE
(N) FUTURE ESS LOCATION
NO EQUIPMENT INSTALL 36"X36" CLEAR AREA
(E) GAS METER
(E) SINGLE FAMILY DWELLING
1,330 SQ. FT.
(E) STORAGE UNIT
247 SQ. FT.
(E) GARAGE
403 SQ. FT.
(E) 200 AMP ELECTRICAL PANEL
4'
-
0
"
145'
(E) LANDSCAPE
(E) DRIVEWAY
(E) PAVERS
50'
BI
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(E) COVERED PATIO
180 SQ. FT.
(E) DECK
121 SQ. FT.
(E) D.G.
(E) CONCRETE
145'
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(E) BLOCK WALL(E) BLOCK WALL
(E) BLOCK WALL(E) BLOCK WALL
(E
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PL
PL
PL
(E
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WM(E) WATER METER
11
'
-
0
"
3'
-
1
1
"
4'-7"
6'
-
6
"
CL
35'-0"
A1.1
EXISTING SITE PLAN
NO.
1/8" = 1' - 0"
REVISION DATE
DATE
SCALE
DRAWN BY
JOB NO
02/03/2026
I. BUENO
28362 VINCENT MORAGA DR. STE A1
TEMECULA, CA 92590
626.807.4712
RESTRICTIVE NOTICE:ALL DESIGN, IDEAS, DETAILS, PLANS ANDSPECIFICATIONS INDICATED BY THE DRAWINGS ARE
THE EXCLUSIVE PROPERTY OF FS DESIGN GROUP, THEPLANS WERE CREATED AND DEVELOPED FOR USE ONAND IN CONJUNCTION WITH THE SPECIFIC PROJECTDESCRIBED HEREIN. NOT PART THEREOF SHALL BEREPRODUCED, COPIED, ADAPTED, MODIFIED ORDISTRIBUTE TO OTHERS WITHOUT PRIOR WRITTENAND SPECIFIC CONSENT OF FS DESIGN GROUP
14-24
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FERNANDO SOLIS - DESIGNER
CONSTRUCTION TYPE:TYPE VB - NON-SPRINKLERS
OCCUPANCY:SINGLE FAMILY RESIDENCY
STORIES:1
OCCUPANCY GROUPS: R-3
ZONING: 00000
EXISTING AREAS:
1213 S BIRCH SINGLE FAMILY DWELLING 1,330 SQ. FT.
STORAGE (TO BE DEMOLISHED) 247 SQ. FT.
DETACHED GARAGE (TO BE DEMOLISHED) 403 SQ. FT.
COVERED PATIO (TO BE DEMOLISHED) 180 SQ. FT.
PROPOSED AREAS:
ADDITION TO MAIN HOUSE 360 SQ. FT.
DETACHED ADU 848 SQ. FT.
TOTAL FAR = 2,538 SQ. FT. = 35%
TOTAL LOT COVERAGE = 2,538 SQ. FT. = 35%
ADU/SFD RATIO = 848 SQ. FT. / 1,330 SQ. FT. = 0.64
SCOPE OF WORK:
NEW 360 SQ. FT. ADDITION TO MAIN DWELLING & NEW 848 SQ. FT. DETACHED ADU
BUILDING INFORMATION:
LEGAL DESCRIPTION:
SITE ADDRESS: 1213 & 1215 S BIRCH ST, SANTA ANA, CA
ZIP CODE: 92707
LOT/PARCEL AREA (CALCULATED): 7,250 SQ. FT.
ASSESSOR PARCEL NO. (APN): 013-152-04
PROJECT DESCRIPTION
PROPOSED SITE PLAN SCALE: 1/8" = 1' - 0"NORTH
NORTHEXISTING SITE PLAN SCALE: 1/8" = 1' - 0"
01
A4.1
01
A4.1
01
A4.1
(E) GAS METER
CHIM
LIN
PANTRY
CLOSET CLOSET
(E) DINING ROOM
(E) LIVING ROOM
(E) BEDROOM
(E) STORAGE
(E) BEDROOM
(E) KITCHEN
3'-0"3'-4"1'-8"3'-1"2'-10"2'-10"2'-1"3'-0"2'-11"1'-9"3'-3"1'-4"1'-7"2'-10"5'-0"2'-10"1'-11"8'-2"9'-7"
2'
-
6
"
3'
-
2
"
2'
-
0
"
4'
-
6
"
4'
-
6
"
4'
-
7
"
9"
3'
-
0
"
2'
-
1
0
"
1'
-
0
"
5'
-
0
"
1'
-
2
"
8'-1"13'-7"6'-3"14'-2"17'-9"
42'-0"17'-9"
3'-0"
3'-0"
62'-9"
A
B
D
E
JK I FF
7'
-
8
"
13
'
-
7
"
6'
-
7
"
7'
-
2
"
13
'
-
9
"
0"
2'-5"2'-0"2'-0"2'-0"1'-7"5'-10"4'-7"5'-0"4'-7"15'-0"9'-9"
10'-0"5'-10"14'-2"15'-0"17'-9"17'-9"
2'
-
6
"
7'
-
5
"
5"
2'
-
1
0
"
2'
-
1
1
"
2'
-
1
0
"
1'
-
6
"
2'
-
0
"
2'
-
8
"
3'
-
5
"
13
'
-
1
1
"
10
'
-
6
"
62'-9"
8'
-
1
"
2'
-
6
"
35
'
-
0
"
35
'
-
0
"
CC
F
F
4'
-
0
"
2'
-
6
"
3'-0"5'-0"
(E) OPEN PATIO
DOWN
1.5" MAX.
THRESHOLD
1.5" MAX.
THRESHOLD
1.5" MAX.
THRESHOLD
DOWN
DOWN
DOWN
DOWN
G
H
1
2
3
54 4
45
6
4
(E) WINDOW SCHEDULE
SYM.
3'-2" x 4'-6"
SIZE FUNCTION NOTES SYM.SIZE
2'-6" x 6'-8"
FUNCTION
ENTRY
ENTRY
NOTESGLAZINGTYPEMATERIALMATERIAL
WOOD
GLAZING
6'-0" x 6'-0"FIXED WOOD
2'-0" x 4'-8"CASEMENT WOOD
(LOW E) DUAL
(LOW E) DUAL
(LOW E) DUAL
2'-8" x 6'-8"
CASEMENT
5'-0" x 6'-0"SLIDER WOOD (LOW E) DUAL
2'-10" x 5'-0"SLIDER WOOD (LOW E) DUAL
3'-0" x 4-'0"SLIDER VINYL (LOW E) DUAL
3'-0" x 6'-8"SOLID
4'-0" x 4'-0"SLIDER VINYL (LOW E) DUAL
4'-6" x 6'-0"WOOD (LOW E) DUALFIXED
ENTRY
(E) DOOR SCHEDULE
SOLID
SOLID
WOOD
WOOD
WOOD
1
B
C
D
E
F
G
H
2
3
A
2'-0" x 6'-8"4
2'-4" x 6'-8"5
2'-6" x 6'-8"6
WOOD
HOLLOW CORE WOOD
HOLLOW CORE WOOD
PASSAGE
PASSAGE
PASSAGE
3'-3" x 3'-6"SLIDER I
2'-10" x 3'-0"SLIDERJ
WOOD (LOW E) DUAL
WOOD (LOW E) DUAL
1'-8" x 4'-8"K CASEMENT WOOD (LOW E) DUAL
HOLLOW CORE
A2.0
EXISTING MAIN DWELLING
FLOOR PLAN
NO.
1/4" = 1' - 0"
REVISION DATE
DATE
SCALE
DRAWN BY
JOB NO
02/03/2026
I. BUENO
28362 VINCENT MORAGA DR. STE A1
TEMECULA, CA 92590
626.807.4712
RESTRICTIVE NOTICE:ALL DESIGN, IDEAS, DETAILS, PLANS ANDSPECIFICATIONS INDICATED BY THE DRAWINGS ARE
THE EXCLUSIVE PROPERTY OF FS DESIGN GROUP, THEPLANS WERE CREATED AND DEVELOPED FOR USE ONAND IN CONJUNCTION WITH THE SPECIFIC PROJECTDESCRIBED HEREIN. NOT PART THEREOF SHALL BEREPRODUCED, COPIED, ADAPTED, MODIFIED ORDISTRIBUTE TO OTHERS WITHOUT PRIOR WRITTENAND SPECIFIC CONSENT OF FS DESIGN GROUP
14-24
MA
R
I
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12
1
3
&
1
2
1
5
S
B
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C
H
S
T
,
S
A
N
T
A
A
N
A
,
C
A
.
9
2
7
0
7
SC
O
P
E
O
F
W
O
R
K
:
NE
W
3
6
0
S
Q
.
F
T
.
A
D
D
I
T
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N
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M
A
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84
8
S
Q
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F
T
.
D
E
T
A
C
H
E
D
A
D
U
FERNANDO SOLIS - DESIGNER
EXISTING WALL
NEW FRAME WALLS W/ STUDS @ 16" O.C. 5/8" DRYWALL @
INTERIOR & 7/8" STUCCO @ EXTERIOR
TO BE DEMO
SYMBOL LEGEND
EXISTING MAIN DWELLING FLOOR PLAN SCALE: 1/4" = 1' - 0"NORTH
(E) GAS METER
CHIM
LIN
PANTRY
(E) DINING ROOM
(E) LIVING ROOM
(E) BEDROOM
(E) BEDROOM
(E) KITCHEN
3'-0"3'-4"1'-8"3'-1"2'-10"2'-10"2'-1"3'-0"2'-11"1'-9"3'-3"1'-4"1'-7"2'-10"5'-0"2'-10"1'-11"4'-9"
2'
-
6
"
3'
-
2
"
2'
-
0
"
4'
-
6
"
4'
-
6
"
4'
-
7
"
9"
3'
-
0
"
2'
-
1
0
"
1'
-
0
"
5'
-
0
"
1'
-
2
"
8'-1"13'-7"6'-3"14'-2"
42'-0"17'-1"
3'-0"
3'-0"
62'-1"
A
B
D
E
JK I FF
7'
-
8
"
13
'
-
7
"
6'
-
7
"
7'
-
2
"
13
'
-
9
"
0"
2'-5"2'-0"2'-0"2'-0"1'-7"5'-10"4'-7"5'-0"4'-7"6'-4"
10'-0"5'-10"14'-2"17'-7"
35
'
-
0
"
CC
DOWN
1.5" MAX.
THRESHOLD
1.5" MAX.
THRESHOLD
1.5" MAX.
THRESHOLD
DOWN
DOWN
DOWN
2'-5"
14'-9"2'-5"
(N) MASTER BEDROOM
1'
-
1
0
"
3'
-
0
"
1'
-
6
"
4'
-
0
"
2'
-
0
"
2'
-
8
"
3'
-
5
"
6'
-
4
"
8'
-
1
"
35
'
-
0
"
5'-0"6'-3"4'-10"4'-9"5'-0"
62'-1"
1'
-
9
"
3'-0"5'-6"
L
M
N
N
5
5
7
8
M
L
2'
-
0
"
3'
-
0
"
3'
-
0
"
13
'
-
9
"
6'
-
1
1
"
6'
-
1
1
"
(E) DECK
1'-6"
(N) MASTER BATHROOM
(N)
CLOSET
(N)
CLOSET
(N)
CLOSET
(N)
CLOSET
14'-6"
TV
9
ATTIC
ACCESS
30"X30"
(N) WINDOW SCHEDULE
SYM.
3'-2" x 4'-6"
SIZE FUNCTION NOTES SYM.SIZE
2'-6" x 6'-8"
FUNCTION
ENTRY
ENTRY
NOTESGLAZINGTYPEMATERIALMATERIAL
WOOD
GLAZING
6'-0" x 6'-0"FIXED WOOD
2'-0" x 4'-8"CASEMENT WOOD
(LOW E) DUAL
(LOW E) DUAL
(LOW E) DUAL
2'-8" x 6'-8"
CASEMENT
5'-0" x 6'-0"SLIDER WOOD (LOW E) DUAL
2'-10" x 5'-0"SLIDER WOOD (LOW E) DUAL
3'-0" x 4-'0"SLIDER VINYL (LOW E) DUAL
3'-0" x 6'-8"SOLID
4'-0" x 4'-0"SLIDER VINYL (LOW E) DUAL
4'-6" x 6'-0"WOOD (LOW E) DUALFIXED
ENTRY
(N) DOOR SCHEDULE
SOLID
SOLID
WOOD
WOOD
WOOD
1
B
C
D
E
F
G
H
2
3
A
2'-0" x 6'-8"4
2'-4" x 6'-8"5
2'-8" x 6'-8"7
WOOD
HOLLOW CORE WOOD
HOLLOW CORE WOOD
PASSAGE
PASSAGE
PASSAGE
3'-3" x 3'-6"SLIDER I
5'-0" x 4'-0"SLIDERL
WOOD (LOW E) DUAL
VINYL (LOW E) DUAL
3'-0" x 5'-0"M CASEMENT VYNIL (LOW E) DUAL
HOLLOW CORE
NEW
NEW
3'-0" x 1'-6"N SLIDER VINYL (LOW E) DUAL NEW
EXISTING
EXISTING
EXISTING
EXISTING
EXISTING
EXISTING
EXISTING
EXISTING
EXISTING
9
2'-6" x 6'-8"POCKET DOOR WOOD PASSAGE NEW
NEW
EXISTING
EXISTING
EXISTING
EXISTING
EXISTING
8
2'-0" x 6'-8"HOLLOW CORE WOOD PASSAGE NEW
REFERENCES
1. FRAMING - NOMINAL 2X4 WOOD STUDS, SPACED 16 IN. O.C., DOUBLE TOP PLATES, SINGLE
BOTTOM PLATE
2. 5/8 IN. TYPE X GYPSUM WALLBOARD, 4 FT. WIDE, APPLIED HORIZONTALLY. HORIZONTAL
JOINTS ARE UNBLOCKED. HORIZONTAL APPLICATION OF WALLBOARD REPRESENTS THE
DIRECTION OF LEAST FIRE RESISTANCE AS OPPOSED TO VERTICAL APPLICATION.
3. MINERAL FIBER INSULATION R15
4. 1/2 IN. THICK STRUCTURAL SHEATHING (PLYWOOD)
5. 7/8" EXT. STUCCO OVER WIRE FABRIC LATH OVER 2 LAYERS TYPE "D" BUILDING PAPER
OVER PLYWOOD
1523
EXTERIOR WALLS
INTERIOR WALLS
PER CBC TABLE 721.1 (2) ITEM #15-1.3
01
A2.1
1 HR. FIRE RATED
4
KITCHEN
WASHERS AND DRYERS SHALL BE INSTALLED AT LEAST 18 IN. ABOVE THE
FLOOR UNLESS A FLAMMABLE VAPOR IGNITION RESISTANT IS STALLED, PER
MC 305.1
1. CONDENSERS SHALL BE INSTALLED, PER MFG. REQUIREMENTS AND CMC
903.2.4
1. FURNACE INSTALLATION MUST BE PER MFG. INSTALLATION INSTRUCTIONS,
PER CMC 904.3.
1. ALL LIGHTING SHALL BE HIGH EFFICACY.
2. ALL OUTDOOR LIGHTING SHALL BE CONTROLLED BY A MANUAL ON AND OFF SWITCH THAT
DOES NOT OVERRIDE TO ON AND ON OF THE FOLLOWING: CONTROLLED BY A PHOTOCELL
AND MOTION SENSOR, PHOTO CONTROL AND AUTOMATIC SWITCH CONTROL,
ASTRONOMICAL TIME CLOCK, OR ENERGY MANAGEMENT CONTROL SYSTEM.
3. PROVIDE TAMPER RESISTANT RECEPTACLES FOR ALL NEW RECEPTACLES, PER CEC 406.12 (A)
1. PROVIDE EXHAUST HOOD ABOVE THE RANGE TOP A MINIMUM OF 30" ABOVE THE
COOKING SURFACES.
1. BATHTUB AND SHOWER FLOORS, WALLS ABOVE BATHTUBS WITH A
SHOWERHEAD, AND SHOWER COMPARTMENTS SHALL BE FINISHED WITH A
NONABSORBENT SURFACE EXTENDING TO A HEIGHT OF NOT LESS THAN 6
FEET ABOVE THE FLOOR, PER R307.2
2. WATER CLOSET SHALL HAVE 15 INCHES TO ANY WALL OR OBSTRUCTION ON
EACH SIDE OF ITS CENTERLINE AND 24INCH CLEAR SPACE IN FRONT, PER CPC
402.5.
3. A CERAMIC WALL TITLE FINISH SHALL BE INSTALLED IN TUB AND SHOWER
AREA AS WELL AS WALL PANELS IN SHOWER AREAS PER CRC R702.4.2.
GREEN BOARD SHALL NOT BE USED.
BATHROOM
PLUMBING
1. WATER PIPING MATERIALS WITHIN A BUILDING SHALL BE IN ACCORDANCE
WITH SEC. 604.1 OF THE CALIFORNIA PLUMBING CODE. PEX, CPVC AND OTHER
PLASTIC WATER PIPING SYSTEMS SHALL BE INSTALLED IN ACCORDANCE
WITH THE REQUIREMENTS OF SEC. 604 OF THE CPC, INSTALLATION
STANDARDS OF APPENDIX I OF THE CPC AND MANUFACTURERS
RECOMMENDATION STANDARDS. CPVC WATER PIPING REQUIRES A
CERTIFICATION OF COMPLIANCE AS SPECIFIED IN SEC 604.1.(D) OF THE CPC
PRIOR TO PERMIT ISSUANCE.
2. ALL HOSE BIBS MUST HAVE AN APPROVED ANI-SIPHON DEVICE. (CPC 603.5.7)
ELECTRICAL
CONDENSER
FURNACE
1. NEW DOORS SHALL BE "COLONIST" 6 PANEL REFINISHED AND PREHUNG UNLESS DIRECTED OTHERWISE BY THE
OWNER.
2. GLASS IN INGRESS AND EGRESS DOORS SHALL BE TEMPERED.
3. ALL EXTERIOR DOORS SHALL BE FULLY WEATHER STRIPPED
4. PROVIDE SINGLE CYLINDER DEADBOLT ON EXTERIOR DOORS.
5. INTERIOR DOORS SHALL HAVE ONE PAIR 3 1/2" STANLEY HINGES WITH BRASS FINISH. VERIFY W/ OWNER.
6. EXTERIOR DOORS SHALL HAVE 1 1/2 PAIR 4" STANLEY RD-741 HINGES WITH BRASS FINISH. VERIFY W/ OWNER.
7. INTERIOR DOOR LATCHES SETS AND TRIM SHALL BE SELECTED BY OWNER.
8. ALL HARDWARE SHALL BE INSTALLED COMPLETE WITH ALL ACCESSORIES I.E. SCREWS, STRIKES ETC. AND DOORS SET
TRUE AND SQUARE TO ITS JAMB.
9. ATTIC ACCESS DOOR SHALL HAVE PERMANENTLY ATTACHED INSULATION USING ADHESIVE OR MECHANICAL
FASTENERS AND SHALL BE GASKETED TO PREVENT AIR LEAKAGE, PER CEC 150.0(a) 2
10. PROVIDE FIRE SEPARATION BETWEEN THE GARAGE AND THE RESIDENCE, PER CRC R302.5.1 FOR DOOR INTO HOUSE.
PROVIDE SELF-CLOSING, SELF LATCHING DOOR.
WATER CLOSETS
SHOWERHEADS
WATER EFFICIENCY AND CONSERVATION
LAVATORY FAUCETS
KITCHEN FAUCETS
1.28 GPF
1.8 GPM @ 80 PSI
1.2 GPM @ 60 PSI *
1.8 GPM @ 60 PSI
METERING FAUCETS 0.20 GALLONS PER CYCLE
FIXTURE TYPE MAXIMUM FLOW RATE
* LAVATORY FAUCETS SHALL NOT HAVE A FLOW RATE LESS
THAN 0.8 GPM AT 20 PSI
DATE
SCALE
A2.1
DRAWN BY
PROPOSED MAIN
DWELLING FLOOR PLAN
NO.
1/4" = 1' - 0"
REVISION DATE
JOB NO
02/03/2026
I. BUENO
28362 VINCENT MORAGA DR. STE A1
TEMECULA, CA 92590
626.807.4712
RESTRICTIVE NOTICE:ALL DESIGN, IDEAS, DETAILS, PLANS ANDSPECIFICATIONS INDICATED BY THE DRAWINGS ARE
THE EXCLUSIVE PROPERTY OF FS DESIGN GROUP, THEPLANS WERE CREATED AND DEVELOPED FOR USE ONAND IN CONJUNCTION WITH THE SPECIFIC PROJECTDESCRIBED HEREIN. NOT PART THEREOF SHALL BEREPRODUCED, COPIED, ADAPTED, MODIFIED ORDISTRIBUTE TO OTHERS WITHOUT PRIOR WRITTENAND SPECIFIC CONSENT OF FS DESIGN GROUP
14-24
MA
R
I
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1
3
&
1
2
1
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S
T
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S
A
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A
A
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A
,
C
A
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9
2
7
0
7
SC
O
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W
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W
3
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FERNANDO SOLIS - DESIGNER
NOTES
PROPOSED MAIN DWELLING FLOOR PLAN SCALE: 1/4" = 1' - 0"
DOOR NOTES
WASHER/DRYER
EXISTING WALL
NEW FRAME WALLS W/ STUDS @ 16" O.C. 5/8" DRYWALL @
INTERIOR & 7/8" STUCCO @ EXTERIOR
TO BE DEMO
SYMBOL LEGEND
NORTH
01
A2.1
GRAB BAR REINFORCEMENT
1. GRAB BAR REINFORCEMENT FOR THE BATHROOM IDENTIFIED ON THE FLOOR PLANS FOR
2. “AGING-IN-PLACE AND FALL PREVENTION” COMPLIANCE SHALL BE INSTALLED AT THE WATER
3. CLOSET, SHOWER, BATHTUB AND BATHTUB/SHOWER AS STATED BELOW.
4. WATER CLOSET REINFORCEMENT:
a. REINFORCEMENT SHALL BE INSTALLED ON BOTH SIDE WALLS OF THE FIXTURE, OR ONE SIDE WALL AND THE BACK
WALL.
b. FOR WATER CLOSET NOT PLACED ADJACENT TO A SIDE WALL CAPABLE OF ACCOMMODATING A GRAB BAR,
REINFORCEMENT
SHALL BE INSTALLED FOR FLOOR-MOUNTED, FOLDAWAY OR SIMILAR ALTERNATE GRAB BARS ADJACENT TO THE WATER
CLOSET APPROVED
BY THE ENFORCING AGENCY.
c. REINFORCEMENT OF FLOORS SHALL NOT BE REQUIRED FOR WATER CLOSETS INSTALLED ON CONCRETE SLAB
FLOORS.
3. SHOWER REINFORCEMENT:
a. REINFORCEMENT SHALL BE CONTINUOUS WHERE WALL FRAMING IS PROVIDED.
b. FOR SHOWER ENCLOSURES THAT DO NOT PERMIT INSTALLATION OF REINFORCEMENT AND/OR GRAB BARS,
REINFORCEMENT
SHALL BE INSTALLED FOR FLOOR-MOUNTED GRAB BARS OR AN ALTERNATE METHOD IS APPROVED BY THE ENFORCING
AGENCY.
c. WHERE FACTORY-INSTALLED GRAB BARS OR FACTORY-INSTALLED REINFORCEMENT IS PROVIDED IN PRE-FABRICATED
SHOWER
ENCLOSURES AND BATHTUB WALL PANELS, REINFORCEMENT SHALL NOT BE REQUIRED IN WALL FRAMING.
4. BATHTUB AND COMBINATION BATHTUB/SHOWER REINFORCEMENT:
a. REINFORCEMENT SHALL BE CONTINUOUS ON EACH END OF THE BATHTUB AND THE BACK WALL.
b. ADDITIONALLY, BACK WALL REINFORCEMENT FOR A LOWER GRAB BAR SHALL BE PROVIDED WITH THE BOTTOM EDGE
OF THE
REINFORCEMENT LOCATED NO MORE THAN 6 INCHES ABOVE THE BATHTUB RIM.
c. FOR BATHTUBS WITH NO SURROUNDING WALLS, OR WHERE WALL PANELS DO NOT PERMIT THE INSTALLATION OF
REINFORCEMENT.
d. REINFORCEMENT SHALL BE INSTALLED FOR FLOOR-MOUNTED GRAB BARS ADJACENT TO THE BATHTUB OR AN
ALTERNATE METHOD IS APPROVED BY THE ENFORCING AGENCY.
e. REINFORCEMENT OF FLOORS SHALL NOT BE REQUIRED FOR BATHTUBS INSTALLED ON CONCRETE SLAB FLOORS.
AGING-IN-PLACE DESIGN AND FALL PREVENTION NOTES
REINFORCEMENT MATERIAL AND DIMENSIONS
1. REINFORCEMENT SHALL BE SOLID LUMBER OR OTHER CONSTRUCTION MATERIALS APPROVED BY THE ENFORCING
AGENCY.
2. REINFORCEMENT SHALL NOT BE LESS THAN 2 BY 8 INCH NOMINAL LUMBER OR OTHER CONSTRUCTION MATERIAL
PROVIDING EQUAL HEIGHT AND LOAD CAPACITY.
3. REINFORCEMENT SHALL BE LOCATED BETWEEN 32 AND 39-¼ INCHES ABOVE THE FINISHED FLOOR FLUSH WITH THE
WALL FRAMING.
DOCUMENTATION
1. INFORMATION AND/OR DRAWINGS IDENTIFYING THE LOCATIONS OF THE GRAB BAR REINFORCEMENT SHALL BE PLACED
IN THE OPERATION AND MAINTENANCE MANUAL IN ACCORDANCE WITH THE CALIFORNIA GREEN BUILDING STANDARDS CODE,
CHAPTER 4, DIVISION 4.4.
ELECTRICAL
1. ELECTRICAL RECEPTACLE OUTLETS, SWITCHES AND CONTROLS (INCLUDING CONTROLS FOR HEATING, VENTILATION
AND AIR CONDITIONING) INTENDED TO BE USED BY OCCUPANTS SHALL BE LOCATED NO MORE THAN 48 INCHES MEASURED
FROM THE TOP OF
THE OUTLET BOX AND NOT LESS THAN 15 INCHES MEASURED FROM THE BOTTOM OF THE OUTLET BOX ABOVE THE FINISH
FLOOR.
2. EXCEPTIONS TO THE INSTALLATION HEIGHTS:
a. DEDICATED RECEPTACLE OUTLETS; FLOOR RECEPTACLE OUTLETS; CONTROLS MOUNTED ON CEILING FANS AND
CEILING LIGHTS; AND CONTROLS LOCATED ON APPLIANCES.
b. WALL RECEPTACLE OUTLETS WHERE THE DISTANCE BETWEEN THE FINISHED FLOOR AND A BUILT-IN FEATURE ABOVE
THE FINISH FLOOR, SUCH AS A WINDOW, IS LESS THAN 15 INCHES.
DOORBELL
1. DOORBELL BUTTONS OR CONTROLS, WHEN INSTALLED, SHALL NOT EXCEED 48 INCHES ABOVE EXTERIOR FLOOR OR
LANDING, MEASURED FROM THE TOP OF THE DOORBELL BUTTON ASSEMBLY.
2. WHERE DOORBELL BUTTONS INTEGRATED WITH OTHER FEATURES ARE REQUIRED TO BE INSTALLED ABOVE 48 INCHES
MEASURED FROM THE EXTERIOR FLOOR OR LANDING, A STANDARD DOORBELL BUTTON OR CONTROL SHALL ALSO BE
PROVIDED AT A HEIGHT NOT EXCEEDING 48 INCHES ABOVE EXTERIOR FLOOR OR LANDING, MEASURED FROM THE TOP OF
THE DOORBELL BUTTON OR CONTROL.
INTERIOR DOORS (EFFECTIVE JULY 1, 2024)
1. DOORWAYS FOR THE BATHROOM AND BEDROOM IDENTIFIED ON THE FLOOR PLANS FOR “AGING-IN-PLACE AND FALL
PREVENTION” COMPLIANCE SHALL PROVIDE A NET CLEAR OPENING OF NOT LESS THAN 32 INCHES, MEASURED WITH THE
DOOR POSITIONED AT AN ANGLE OF 90 DEGREES FROM THE CLOSED POSITION.
1.5" MAX.
THRESHOLD
1.5" MAX.
THRESHOLD
DOWN
DOWN
TV
F
SD
S SVS
SVS
SD
GFI
GFI
CM SDNOT IN SCOPE ATTIC
ACCESS
30"X30"
A2.2
1/4" = 1' - 0"
REVISION DATE
DATE
SCALE
DRAWN BY
JOB NO
02/03/2026
I. BUENO
28362 VINCENT MORAGA DR. STE A1
TEMECULA, CA 92590
626.807.4712
RESTRICTIVE NOTICE:ALL DESIGN, IDEAS, DETAILS, PLANS ANDSPECIFICATIONS INDICATED BY THE DRAWINGS ARE
THE EXCLUSIVE PROPERTY OF FS DESIGN GROUP, THEPLANS WERE CREATED AND DEVELOPED FOR USE ONAND IN CONJUNCTION WITH THE SPECIFIC PROJECTDESCRIBED HEREIN. NOT PART THEREOF SHALL BEREPRODUCED, COPIED, ADAPTED, MODIFIED ORDISTRIBUTE TO OTHERS WITHOUT PRIOR WRITTENAND SPECIFIC CONSENT OF FS DESIGN GROUP
14-24
MA
R
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&
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U
FERNANDO SOLIS - DESIGNER
BUILDING STANDARD DUPLEX OUTLET -WEATHER RESISTANT
TYPE RECEPTACLES (OUTSIDE) - TAMPER RESISTANT
SMOKE DETECTOR (CARBON MONOXIDE) HARD WIRE 110 VOLTS
INTER CONNECTED WITH BATTERY BACK-UP.
SINGLE POLE LIGHT SWITCH.
RECESSED LIGHT FIXTURE - LED STYLE
AIR-TIGHT LABELED - JA8- 2019 - E LUMINARIES
FLUORESCENT LIGHT FIXTURE - LED STYLE LUMINAIRES
GFCI PROTECTED OUTLETS IN BATHROOMS. (PROVIDE AT LEAST ONE
20 AMPERE BRANCH CIRCUIT TO SUPPLY BATHROOM RECEPTACLES.
THE BRANCH CIRCUIT SHALL ONLY SUPPLY OUTLETS LOCATED IN THAT
ROOM. SECTION 210.11 (C) (3) 2013.) - TAMPER RESISTANT
CARBON MONOXIDE
ARC FAULT CIRCUIT INTERCEPTOR - TAMPER RESISTANT
SINGLE POLE LIGHT SWITCH WITH DIMMER
SINGLE POLE LIGHT SWITCH WITH VACANCY SENSOR
WALL MOUNTED FIXTURE - LED STYLE - HIGH EFFICACY, BE
MANUALLY ON/OFF SWITCH CONTROLLED, AND HAVE BOTH
MOTION SENSOR AND PHOTOCELL CONTROL
ENERGY STAR RATED EXHAUST FAN (MINIMUM 50 CFM WITH
HUMIDISTAT CAPABLE OF AN ADJUSTMENT BETWEEN 50
AND 80% HUMIDITY, CONTROL DUCTED TO TERMINATE TO
THE OUTSIDE OF THE BUILDING, TYP ALL BATHS & TOILETS -
EXHAUST FANS SHALL BE SWITCHED SEPARATELY FROM
LIGHTING SYSTEM. LIGHTING INTEGRAL TO AN EXHAUST FAN
MAY BE ON THE SAME SWITCH AS THE FAN PROVIDED THE
LIGHTING CAN BE SWITCHED OFF WHILE ALLOWING THE FAN
TO CONTINUE TO OPERATE FOR AN EXTENDED PERIOD OF
TIME. (150(K)2B CEC)
FLOOR MOUNTED DUPLEX OUTLET
GFI
WP
GFI
D
VS
CM
SD
S
F
F
EXISTING WALL
NEW FRAME WALLS W/ STUDS @ 16" O.C. 5/8" DRYWALL @
INTERIOR & 7/8" STUCCO @ EXTERIOR
TO BE DEMO
S
S
1. ALL LIGHTING SHALL BE HIGH EFFICACY.
2. ALL OUTDOOR LIGHTING SHALL BE CONTROLLED BY A MANUAL ON AND OFF SWITCH THAT DOES NOT
OVERRIDE TO ON AND ON OF THE FOLLOWING: CONTROLLED BY A PHOTOCELL AND MOTION SENSOR,
PHOTO CONTROL AND AUTOMATIC SWITCH CONTROL, ASTRONOMICAL TIME CLOCK, OR ENERGY
MANAGEMENT CONTROL SYSTEM.
3. BATHROOM RECEPTACLES SHALL BE SERVED BY A 20 AMP CIRCUIT. THE CIRCUIT SHALL HAVE NO OTHER
OUTLETS. THE CIRCUIT MAY SERVE OTHER BATHROOM RECEPTACLES. (CEC 210.11 (C) (3)
4. AT LEAST ONE RECEPTACLE SHALL BE INSTALLED IN AREAS DESIGNATED FOR THE INSTALLATION OF
LAUNDRY EQUIPMENT ON A SEPARATE 20 AMP CIRCUIT WITH NO OTHER OUTLETS. SHOW RECEPTACLE ON
THE PLANS. (210.52 (F) & 210.11 (C)(2) CEC)
5. A MINIMUM OF 2-20 AMP CIRCUITS ARE REQUIRED TO SERVE THE KITCHEN COUNTERTOP OUTLETS. THESE
CIRCUITS MAY ALSO SERVE THE PANTRY, BREAKFAST ROOM, DINING ROOM OR OTHER SIMILAR AREAS.
6. ALL BRANCH CIRCUITS TO SUPPLY 120-VOLT, SINGLE PHASE, 15 AMP AND 20 AMP OUTLETS IN DWELLING
UNIT KITCHENS, FAMILY ROOMS, DINING ROOMS, LIVING ROOMS, PARLORS, LIBRARIES, DENS, BEDROOMS,
SUNROOMS, RECREATION ROOMS, CLOSETS, HALLWAYS, LAUNDRY AREA, OR SIMILAR ROOMS OR AREAS
SHALL BE ARC-FAULT CIRCUIT INTERRUPTER (AFCI) PROTECTED PER CEC 210.12 (A)
INDOOR AIR QUALITY VENTILATION FAN. MODEL: FV-0511VQ1
WHISPER FIT DC FAN. DIMMABLE LED TIH ADJUSTABLE
COLOR TEMPERATURES 110 CFM
NOTE: THIS FAN TO REMAIN ON DURING ALL HOURS THE
HOUSE IS OCCUPIED.
ELECTRICAL
SMOKE ALARMS
PROPOSED MAIN DWELLING ELECTRICAL PLAN SCALE: 1/4" = 1' - 0"
1. SMOKE ALARMS SHALL BE TESTED AND MAINTAINED IN ACCORDANCE WITH THE MANUFACTURER’S
INSTRUCTIONS. SMOKE ALARMS THAT NO LONGER FUNCTION SHALL BE REPLACED.
2. SMOKE ALARMS SHALL BE INTERCONNECTED IN SUCH A MANNER THAT THE ACTIVATION OF ONE ALARM
WILL ACTIVATE ALL ALARMS.
3. COMBINATION SMOKE AND CARBON MONOXIDE ALARMS SHALL BE PERMITTED TO BE USED IN LIEU OF
SMOKE ALARMS.
4. SMOKE ALARMS SHALL RECEIVE THEIR PRIMARY POWER FROM THE BUILDING WIRING AND BE EQUIPPED
WITH A BATTERY BACKUP.
SYMBOL LEGEND
1. DOMESTIC CLOTHES DRYER DUCT SHALL BE OF METAL AND A MINIMUM OF 4 INCHES IN DIAMETER. THE
EXHAUST DUCT SHALL NOT EXCEED A TOTAL COMBINED HORIZONTAL AND VERTICAL LENGTH OF 14 FEET,
INCLUDING TWO 90 DEGREE ELBOWS. A LENGTH OF 2 FEET SHALL BE DEDUCTED FOR EACH 90 DEGREE
ELBOW IN EXCESS OF TWO. (504.4.2 CMC)
2. EACH BATHROOM CONTAINING A BATHTUB, SHOWER OR TUB/SHOWER COMBINATION SHALL BE
MECHANICALLY VENTILATED FOR PURPOSES OF HUMIDITY CONTROL IN ACCORDANCE WITH CMC,
CHAPTER 4 AND CGBSC, CHAPTER 4, DIVISION 4.5 HUMIDITY CONTROL SHALL BE CAPABLE OF ADJUSTMENT
BETWEEN A RELATIVE HUMIDITY RANGE OF LESS THAN OR EQUAL TO 50% TO A MAXIMUM OF 80% (R303.3.1
CRC)
3. HOOD RANGE TOP A MINIMUM OF 30” ABOVE THE COOKING SURFACE. HOUSEHOLD COOKING APPLIANCES
SHALL HAVE A VERTICAL CLEARANCE ABOVE THE COOKING TOP OF NOT LESS THAN 30 INCHES TO
COMBUSTIBLE MATERIAL OR METAL CABINETS.
4. THE DISTANCE FROM THE PASSAGEWAY ACCESS TO THE FURNACE SHALL NOT EXCEED 20 FEET
MEASURED (FOR HEAD HEIGHT LESS THAN 6 FEET) ALONG THE CENTERLINE OF THE PASSAGEWAY.
5. THE PASSAGEWAY SHALL BE UNOBSTRUCTED AND SHALL HAVE SOLID FLOORING NOT LESS THAN 24
INCHES WIDE FROM THE ENTRANCE OPENING TO THE APPLIANCE.
6. A LEVEL WORKING PLATFORM NOT LESS THAN 30 INCHES BY 30 INCHES SHALL BE PROVIDED IN FRONT OF
THE SERVICE SIDE OF THE APPLIANCE.
7. A PERMANENT 120-VOLT RECEPTACLE OUTLET AND A LIGHTING FIXTURE SHALL BE INSTALLED NEAR THE
APPLIANCE. THE SWITCH CONTROLLING THE LIGHT SHALL BE LOCATED NEAR THE ENTRANCE TO THE
PASSAGEWAY.
8. AIR DUCTS SHALL EXHAUST A MINIMUM OF 3'-0” FROM OPENINGS INTO THE BUILDING, CMC 504.5
MECHANICAL
1. ALL LIGHTING SHALL BE HIGH EFFICACY.
2. ALL OUTDOOR LIGHTING SHALL BE CONTROLLED BY A MANUAL ON AND OFF SWITCH THAT DOES NOT
OVERRIDE TO ON AND ON OF THE FOLLOWING: CONTROLLED BY A PHOTOCELL AND MOTION SENSOR,
PHOTO CONTROL AND AUTOMATIC SWITCH CONTROL, ASTRONOMICAL TIME CLOCK, OR ENERGY
MANAGEMENT CONTROL SYSTEM.
3. ATTIC ACCESS DOORS SHALL HAVE PERMANENTLY ATTACHED INSULATION USING ADHESIVE OR
MECHANICAL FASTENERS. THE ATTIC ACCESS SHALL BE GASKETED TO PREVENT AIR LEAKAGE, PER CEC
150.0(A)2
4. IN BATHROOMS, LAUNDRY ROOM AND GARAGE AT LEAST ONE LUMINARIES SHALL BE CONTROLLED BY A
VACANCY SENSOR, PER 150.0(K)(2)(J) OF THE CALIFORNIA ENERGY CODE.
ENERGY COMPLIANCE
1. EXHAUST DUCT TERMINATION IS AS FOLLOWS PER CMC 502.2:
(a) 3 FEET FROM PROPERTY LINE. (b) 10 FEET FROM A FORCED AIR INLET. (c) 3 FEET FROM OPENING INTO
THE BUILDING.
2. EXHAUST DUCT SHALL NO DISCHARGE ONTO A PUBLIC WAY CMC 502.2
3. UNLESS OTHERWISE PERMITTED OR REQUIRED BY THE DRYER MANUFACTURER'S INSTALLATION
INSTRUCTIONS AND APPROVED BY THE CITY, DOMESTIC DRYER MOISTURE EXHAUST DUCTS SHALL
NOT EXCEED A TOTAL COMBINED HORIZONTAL AND VERTICAL LENGHT OF FOURTEEN FEET, INCLUDING
TWO 90-DEGREE ELBOWS. TWO FEET SHALL BE DEDCUTED FOR EACH 90-DEGREE ELBOW IN EXCESS
OF TWO. CMC 504.4.2
4. FOR ELECTRIC POWER APPLIANCE, SPECIFY A 30 AMP CIRCUIT PER CEC 220.54.
DRYER/WASHER INSTALLATION
NOTES
NORTH
PROPOSED MAIN
DWELLING ELECTRICAL
PLAN
13:12
SLOPE
13:12
SLOPE
13:12
SLOPE
13:12
SLOPE
13:12
SLOPE
13:12
SLOPE
6:12
SLOPE
13:12
SLOPE
13:12
SLOPE
6:12
SLOPE
6:12
SLOPE
6:12
SLOPE
13:12
SLOPE
13:12
SLOPE
13:12
SLOPE
13:12
SLOPE
13:12
SLOPE
13:12
SLOPE
6:12
SLOPE
13:12
SLOPE
13:12
SLOPE
6:12
SLOPE
6:12
SLOPE
6:12
SLOPE
NO ROOF OVERHANG ON THIS SIDE
NO
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NO ROOF OVERHANG ON THIS SIDE
ATTIC AREA: 360 SQ.FT.
360x(1150)= 2.40 SQ. FT.
VENTILATION NEEDED: 2.40 SQ.FT.
VENTILATION PROVIDED:
O'HAGIN ATTIC VENTILATION COBRA RIGID VENT 3 - 4'X9"
LOW PROFILE TAPERED 24"x 24" (INSTALLATION DETAILS ON SHEET N5) RECTANGULAR LOUVERS 14"X12"
(1)x 0.50 = 0.00 SQ.FT. (3)x 0.50= 1.50 SQ.FT. (2)x 0.37= 0.74 SQ.FT.
TOTAL VENTILATION PROVIDED: 2.74 SQ.FT.
(N) COBRA RIGID VENT 3 - 4'X9"
(N) RECTANGULAR LOUVERS 14"X12"
(N) O'HAGIN VENT LOW PROFILE
TAPERED 24"X24"
1.) INSTALL VENTS SO AS TO PROVIDE PROPER CROSS VENTILATION.
2.)VENTS SHALL BE COVERED WITH CORROSION-RESISTANT METAL
MESH WITH MESH OPENINGS OF 1 4 ". 3.) 50% OF OPENINGS TO BE LOCATED 3' ABOVE OTHER ATTIC
VENTILATIONS OPENINGS.
4.) A MINIMUM OF 1" AIR SPACE SHALL BE PROVIDED BETWEEN THE
INSULATION AND THE ROOF SHEATHING AT THE VENT LOCATION PER
CRC R806.3
UNDER FTG. AREA: 1,690 SQ.FT.
1,690 X (1150)= 11.27 SQ. FT.
VENTILATION NEEDED: 11.27 SQ.FT.
VENTILATION PROVIDED:
UNDER FTG. VENT - 14"X6" RECTANGULAR ACCESS 24"X18"
(14)x 0.49= 6.86 SQ.FT) (3)x 1.52= 4.56 SQ. FT.
TOTAL VENTILATION PROVIDED: 11.42 SQ.FT.
A2.3
EXISTING & PROPOSED
MAIN DWELLING ROOF
PLAN
NO.
1/4" = 1' - 0"
REVISION DATE
JOB NO
02/03/2026
I. BUENO
28362 VINCENT MORAGA DR. STE A1
TEMECULA, CA 92590
626.807.4712
RESTRICTIVE NOTICE:ALL DESIGN, IDEAS, DETAILS, PLANS ANDSPECIFICATIONS INDICATED BY THE DRAWINGS ARE
THE EXCLUSIVE PROPERTY OF FS DESIGN GROUP, THEPLANS WERE CREATED AND DEVELOPED FOR USE ONAND IN CONJUNCTION WITH THE SPECIFIC PROJECTDESCRIBED HEREIN. NOT PART THEREOF SHALL BEREPRODUCED, COPIED, ADAPTED, MODIFIED ORDISTRIBUTE TO OTHERS WITHOUT PRIOR WRITTENAND SPECIFIC CONSENT OF FS DESIGN GROUP
14-24
MA
R
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N
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12
1
3
&
1
2
1
5
S
B
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C
H
S
T
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A
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A
A
N
A
,
C
A
.
9
2
7
0
7
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O
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NE
W
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6
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U
FERNANDO SOLIS - DESIGNER
PROPOSED MAIN DWELLING ROOF PLAN SCALE: 1/4" = 1' - 0"
DATE
SCALE
DRAWN BY
NORTH
EXISTING MAIN DWELLING ROOF PLAN SCALE: 1/4" = 1' - 0"NORTH
SYMBOL LEGEND VENT CALCULATIONS
CRAWL SPACE VENT CALCULATIONS VENT NOTES
4'
-
0
"
4'
-
0
"
3'
-
9
"
1'
-
7
"
4'
-
9
"
4'
-
0
"
5'
-
0
"
11
'
-
9
"
13
'
-
9
"
33
'
-
1
0
"
3
C
C
2'
-
5
"
1
3'
-
0
"
6'
-
0
"
15'-4"12'-9"
28'-0"
A
3
3
2
1'
-
6
"
A
4
6'-3"3'-3"6'-0"3'-6"8"3'-5"
12'-9"6'-3"
2'
-
5
"
7'-1"
26'-0"
2'-0"
2'-0"
2'-0"
28'-0"
3'
-
5
"
2'
-
0
"
3'
-
3
"
2'
-
1
0
"
5'
-
0
"
2'
-
1
0
"
1'
-
2
"
3'
-
0
"
1'
-
9
"
5'
-
0
"
3'
-
7
"
8'
-
8
"
10
'
-
8
"
14
'
-
6
"
33
'
-
1
0
"
(N) BEDROOM
(N) BEDROOM
TV
W/D FRIDGE
(N) KITCHEN
(N) LIVING ROOM
D
E
6'-11"4'-0"4'-5"12'-9"
28'-0"
B
3'-0"
1
DOWN
DOWN
DOWN
(P) WINDOW SCHEDULE
SYM.
5'-0" x 4'-0"
SIZE FUNCTION NOTES
SIZE
6'-0" x 6'-8"
FUNCTION
ENTRY
ENTRY
NOTESGLAZINGTYPEMATERIAL
MATERIAL
VINYL
GLAZING
4'-0" x 4'-0"SLIDER VINYL (LOW E) DUAL
(LOW E) DUAL
3'-0" x 6'-8"
SLIDER
3'-0" x 6'-8"SOLID
4'-0" x 4'-0"VINYL (LOW E) DUALSLIDER
PASSAGE
(P) DOOR SCHEDULE
HOLLOW CORE
SLIDING
WOOD
VINYL
B
C
A
WOOD
2'-8" x 6'-8"PASSAGEHOLLOW CORE WOOD
SYM.
1
2
3
4
4'-0" x 3'-0"
D
SLIDER VINYL (LOW E) DUALE
2'-0" x 3'-0"VINYL (LOW E) DUALSINGLE HUNG
13:12
SLOPE
13:12
SLOPE
10:12
SLOPE
10:12
SLOPE
10:12
SLOPE
13:12
SLOPE 10:12
SLOPE
13:12
SLOPE
10:12
SLOPE
NO ROOF OVERHANG ON THIS SIDE
NO
R
O
O
F
O
V
E
R
H
A
N
G
O
N
T
H
I
S
S
I
D
E
NO ROOF OVERHANG ON THIS SIDE
NO
R
O
O
F
O
V
E
R
H
A
N
G
O
N
T
H
I
S
S
I
D
E
NO
R
O
O
F
O
V
E
R
H
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O
N
T
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S
S
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E
NO
R
O
O
F
O
V
E
R
H
A
N
G
ON
T
H
I
S
S
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NO
R
O
O
F
O
V
E
R
H
A
N
G
ON
T
H
I
S
S
I
D
E
ATTIC AREA: 848 SQ.FT.
848x(1150)= 5.65 SQ. FT.
VENTILATION NEEDED: 5.65 SQ.FT.
VENTILATION PROVIDED:
O'HAGIN ATTIC VENTILATION COBRA RIGID VENT 3 - 4'X9"
LOW PROFILE TAPERED 24"x 24" (INSTALLATION DETAILS ON SHEET N5) RECTANGULAR LOUVERS14"X12"
(3)x 0.50 = 1.50 SQ.FT. (5)x 0.50= 2.50 SQ. FT (5)x 0.37= 1.85 SQ.FT.
TOTAL VENTILATION PROVIDED: 5.85 SQ.FT.
(N) O'HAGIN VENT LOW PROFILE
TAPERED 24"X24"
(N) COBRA RIGID VENT 3 - 4'X9"
(N) RECTANGULAR LOUVERS 14"X12"
1.) INSTALL VENTS SO AS TO PROVIDE PROPER CROSS VENTILATION.
2.)VENTS SHALL BE COVERED WITH CORROSION-RESISTANT METAL
MESH WITH MESH OPENINGS OF 1 4 ". 3.) 50% OF OPENINGS TO BE LOCATED 3' ABOVE OTHER ATTIC VENTILATIONS
OPENINGS.
4.) A MINIMUM OF 1" AIR SPACE SHALL BE PROVIDED BETWEEN THE INSULATION
AND THE ROOF SHEATHING AT THE VENT LOCATION PER CRC R806.3
UNDER FTG. AREA: 848 SQ.FT.
848 X (1150)= 5.65 SQ. FT.
VENTILATION NEEDED: 5.65 SQ.FT.
VENTILATION PROVIDED:
UNDER FTG. VENT - 14"X6" RECTANGULAR ACCESS 24"X18"
(6)x 0.49= 2.94 SQ.FT) (2)x 1.52= 3.04 SQ. FT.
TOTAL VENTILATION PROVIDED: 5.98 SQ.FT.32
"
39
-
1
/
4
"
54" MIN
(SUGGESTED)
36" MIN
(SUGGESTED)
SIDE WALL BACK WALL
15
"
MI
N
48
"
M
A
X
TO
T
O
P
O
F
O
U
T
L
E
T
48
"
M
A
X
HEIGHTS ARE TO
FINISH FLOOR
INTERIOR: DOORBELL HEIGHT
IS FROM FLOOR OR LANDING
EXTERIOR:
TO TOP OF DOORBELL
ASSEMBLY
W.
C
.
SHOWER
LA
V
.
OF 2X8 REINFORCEMENT
FOR FUTURE GRAB BARS
EXAMPLE LOCATION
W.
C
.
WATER CLOSET ADJACENT TO ONE SIDE WALL
AND A BACK WALL.
39
-
1
/
4
"
32
"
OF 2X8 REINFORCEMENT
FOR FUTURE GRAB BARS
EXAMPLE LOCATION
WATER CLOSET ADJACENT
TO TWO SIDE WALLS
HEIGHTS FOR ELECTRICAL RECEPTACLE OUTLETS,
SWITCHES, DOORBELL BUTTONS, INCLUDING HVAC CONTROLS
SEE EXCEPTION 4
SEE NOTE #6
NOTES:
1. REINFORCEMENT MUST BE LOCATED BETWEEN THE DIMENSIONS SPECIFIED.
2. REINFORCEMENT MUST BE CONTINUOUS IN BATHTUB, BATHTUB COMBO & SHOWER WALL
ENCLOSURES, WHERE WALL FRAMING IS PROVIDED.
3. REINFORCEMENT MAY BE SOLID LUMBER OR OTHER CONSTRUCTION MATERIALS THAT
PROVIDE EQUAL HEIGHT AND LOAD CAPACITY.
4. THE LOCATION OF THE REINFORCEMENT MUST BE INCORPORATED IN THE OPERATION AND
MAINTENANCE MANUAL (E.G. FLOOR PLAN AND ELEVATION DETAILS) REQUIRED BY CAL GREEN
SECTION 4.410.1
5. ADDITIONAL BACK WALL REINFORCEMENT MUST BE INSTALLED WITH THE BOTTOM EDGE NO
MORE THAN 6-INCHES ABOVE THE BATHTUB RIM.
6. THE SUGGESTED DIMENSIONS ARE TO ACCOMMODATE THE MINIMUM REQUIRED 36-INCHES
CLEARANCE, CENTER TO CENTER, AT A WATER CLOSET; AND MINIMUM 24-INCHES CLEAR
SPACE IN FRONT OF WATER CLOSET (CPC 402.5). AT THIS TIME CRC R327 DOES NOT SPECIFY
THE MINUM LENGHTS AT THE THESE LOCATIONS. HOWEVER, PLEASE CONSULT WITH THE
LOCAL JURISDICTION.
EXCEPTIONS:
1. REINFORCEMENT FOR FUTURE FLOOR-MOUNTED, FOLDAWAY OR SIMILAR ALTERNATE
GRABBAR MAY BE INSTALLED WITH PRIOR APPROVALS FROM THE ENFORCING AGENCY.
2. WALL REINFORCEMENT IS NOT REQUIRED WHERE PRE-FABRICATED SHOWER & BATHTUB
PANELS THAT HAVE INTEGRAL FACTORY-INSTALLED GRAB BARS, OR WHEN
FACTORY-INSTALLED REINFORCEMENT FOR GRAB BARS IS PROVIDED.
3. REINFORCEMENT OF FLOOR IS NOT REQUIRED FOR BATHTUBS AND WATER CLOSETS
INSTALLED ON CONCRETE FLOORS.
4. DEDICATED RECEPTACLE OUTLETS; FLOOR RECEPTACLE OUTLETS; CONTROL MOUNTED ON
CEILING FANS AND CEILING LIGHTS AND CONTROLS LOCATED ON APPLIANCES; AND REQUIRED
RECEPTACLES ON A WALL SPACE THAT HAS A BUILT-IN FEATURE ABOVE FINISH FLOOR LESS
THAN 15-INCHES.
KITCHEN
WASHERS AND DRYERS SHALL BE INSTALLED AT LEAST 18 IN. ABOVE THE
FLOOR UNLESS A FLAMMABLE VAPOR IGNITION RESISTANT IS STALLED, PER
MC 305.1
1. CONDENSERS SHALL BE INSTALLED, PER MFG. REQUIREMENTS AND CMC
903.2.4
1. FURNACE INSTALLATION MUST BE PER MFG. INSTALLATION INSTRUCTIONS,
PER CMC 904.3.
1. ALL LIGHTING SHALL BE HIGH EFFICACY.
2. ALL OUTDOOR LIGHTING SHALL BE CONTROLLED BY A MANUAL ON AND OFF SWITCH
THAT DOES NOT OVERRIDE TO ON AND ON OF THE FOLLOWING: CONTROLLED BY A
PHOTOCELL AND MOTION SENSOR, PHOTO CONTROL AND AUTOMATIC SWITCH
CONTROL, ASTRONOMICAL TIME CLOCK, OR ENERGY MANAGEMENT CONTROL SYSTEM.
3. PROVIDE TAMPER RESISTANT RECEPTACLES FOR ALL NEW RECEPTACLES, PER CEC 406.12 (A)
1. PROVIDE EXHAUST HOOD ABOVE THE RANGE TOP A MINIMUM OF 30" ABOVE THE
COOKING SURFACES.
1. BATHTUB AND SHOWER FLOORS, WALLS ABOVE BATHTUBS WITH A
SHOWERHEAD, AND SHOWER COMPARTMENTS SHALL BE FINISHED WITH A
NONABSORBENT SURFACE EXTENDING TO A HEIGHT OF NOT LESS THAN 6
FEET ABOVE THE FLOOR, PER R307.2
2. WATER CLOSET SHALL HAVE 15 INCHES TO ANY WALL OR OBSTRUCTION ON
EACH SIDE OF ITS CENTERLINE AND 24INCH CLEAR SPACE IN FRONT, PER CPC
402.5.
3. A CERAMIC WALL TITLE FINISH SHALL BE INSTALLED IN TUB AND SHOWER
AREA AS WELL AS WALL PANELS IN SHOWER AREAS PER CRC R702.4.2.
GREEN BOARD SHALL NOT BE USED.
BATHROOM
PLUMBING
1. WATER PIPING MATERIALS WITHIN A BUILDING SHALL BE IN
ACCORDANCE WITH SEC. 604.1 OF THE CALIFORNIA PLUMBING
CODE. PEX, CPVC AND OTHER PLASTIC WATER PIPING SYSTEMS
SHALL BE INSTALLED IN ACCORDANCE WITH THE REQUIREMENTS
OF SEC. 604 OF THE CPC, INSTALLATION STANDARDS OF APPENDIX
I OF THE CPC AND MANUFACTURERS RECOMMENDATION
STANDARDS. CPVC WATER PIPING REQUIRES A CERTIFICATION OF
COMPLIANCE AS SPECIFIED IN SEC 604.1.(D) OF THE CPC PRIOR TO
PERMIT ISSUANCE.
2. ALL HOSE BIBS MUST HAVE AN APPROVED ANI-SIPHON DEVICE.
(CPC 603.5.7)ELECTRICAL
CONDENSER
FURNACE
1. NEW DOORS SHALL BE "COLONIST" 6 PANEL REFINISHED AND PREHUNG UNLESS
DIRECTED OTHERWISE BY THE OWNER.
2. GLASS IN INGRESS AND EGRESS DOORS SHALL BE TEMPERED.
3. ALL EXTERIOR DOORS SHALL BE FULLY WEATHER STRIPPED
4. PROVIDE SINGLE CYLINDER DEADBOLT ON EXTERIOR DOORS.
5. INTERIOR DOORS SHALL HAVE ONE PAIR 3 1/2" STANLEY HINGES WITH BRASS FINISH.
VERIFY W/ OWNER.
6. EXTERIOR DOORS SHALL HAVE 1 1/2 PAIR 4" STANLEY RD-741 HINGES WITH BRASS
FINISH. VERIFY W/ OWNER.
7. INTERIOR DOOR LATCHES SETS AND TRIM SHALL BE SELECTED BY OWNER.
8. ALL HARDWARE SHALL BE INSTALLED COMPLETE WITH ALL ACCESSORIES I.E. SCREWS,
STRIKES ETC. AND DOORS SET TRUE AND SQUARE TO ITS JAMB.
9. ATTIC ACCESS DOOR SHALL HAVE PERMANENTLY ATTACHED INSULATION USING
ADHESIVE OR MECHANICAL FASTENERS AND SHALL BE GASKETED TO PREVENT AIR
LEAKAGE, PER CEC 150.0(a) 2
10. PROVIDE FIRE SEPARATION BETWEEN THE GARAGE AND THE RESIDENCE, PER CRC
R302.5.1 FOR DOOR INTO HOUSE. PROVIDE SELF-CLOSING, SELF LATCHING DOOR.
WATER CLOSETS
SHOWERHEADS
WATER EFFICIENCY AND CONSERVATION
LAVATORY FAUCETS
KITCHEN FAUCETS
1.28 GPF
1.8 GPM @ 80 PSI
1.2 GPM @ 60 PSI *
1.8 GPM @ 60 PSI
METERING FAUCETS 0.20 GALLONS PER CYCLE
FIXTURE TYPE MAXIMUM FLOW RATE
* LAVATORY FAUCETS SHALL NOT HAVE A FLOW RATE LESS
THAN 0.8 GPM AT 20 PSI
A2.4
PROPOSED 848 SQ. FT.
DETACHED ADU FLOOR
PLAN & ROOF PLAN
NO.
1/4" = 1' - 0"
REVISION DATE
DATE
SCALE
DRAWN BY
JOB NO
02/03/2026
I. BUENO
28362 VINCENT MORAGA DR. STE A1
TEMECULA, CA 92590
626.807.4712
RESTRICTIVE NOTICE:ALL DESIGN, IDEAS, DETAILS, PLANS ANDSPECIFICATIONS INDICATED BY THE DRAWINGS ARE
THE EXCLUSIVE PROPERTY OF FS DESIGN GROUP, THEPLANS WERE CREATED AND DEVELOPED FOR USE ONAND IN CONJUNCTION WITH THE SPECIFIC PROJECTDESCRIBED HEREIN. NOT PART THEREOF SHALL BEREPRODUCED, COPIED, ADAPTED, MODIFIED ORDISTRIBUTE TO OTHERS WITHOUT PRIOR WRITTENAND SPECIFIC CONSENT OF FS DESIGN GROUP
14-24
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FERNANDO SOLIS - DESIGNER
PROPOSED DETACHED ADU FLOOR PLAN SCALE: 1/4" = 1' - 0"
NOTES
EXISTING WALL
NEW FRAME WALLS W/ STUDS @ 16" O.C. 5/8" DRYWALL @
INTERIOR & 7/8" STUCCO @ EXTERIOR
TO BE DEMO
SYMBOL LEGEND
DOOR NOTES
WASHER/DRYER
NORTHNORTHPROPOSED DETACHED ADU ROOF PLAN SCALE: 1/4" = 1' - 0"
SYMBOL LEGEND VENT CALCULATIONS
CRAWL SPACE VENT CALCULATIONS
01
A2.1
GRAB BAR REINFORCEMENT
1. GRAB BAR REINFORCEMENT FOR THE BATHROOM IDENTIFIED ON THE FLOOR PLANS FOR
2. “AGING-IN-PLACE AND FALL PREVENTION” COMPLIANCE SHALL BE INSTALLED AT THE WATER
3. CLOSET, SHOWER, BATHTUB AND BATHTUB/SHOWER AS STATED BELOW.
4. WATER CLOSET REINFORCEMENT:
a. REINFORCEMENT SHALL BE INSTALLED ON BOTH SIDE WALLS OF THE FIXTURE, OR ONE SIDE WALL AND THE BACK WALL.
b. FOR WATER CLOSET NOT PLACED ADJACENT TO A SIDE WALL CAPABLE OF ACCOMMODATING A GRAB BAR, REINFORCEMENT
SHALL BE INSTALLED FOR FLOOR-MOUNTED, FOLDAWAY OR SIMILAR ALTERNATE GRAB BARS ADJACENT TO THE WATER CLOSET APPROVED
BY THE ENFORCING AGENCY.
c. REINFORCEMENT OF FLOORS SHALL NOT BE REQUIRED FOR WATER CLOSETS INSTALLED ON CONCRETE SLAB FLOORS.
3. SHOWER REINFORCEMENT:
a. REINFORCEMENT SHALL BE CONTINUOUS WHERE WALL FRAMING IS PROVIDED.
b. FOR SHOWER ENCLOSURES THAT DO NOT PERMIT INSTALLATION OF REINFORCEMENT AND/OR GRAB BARS, REINFORCEMENT
SHALL BE INSTALLED FOR FLOOR-MOUNTED GRAB BARS OR AN ALTERNATE METHOD IS APPROVED BY THE ENFORCING AGENCY.
c. WHERE FACTORY-INSTALLED GRAB BARS OR FACTORY-INSTALLED REINFORCEMENT IS PROVIDED IN PRE-FABRICATED SHOWER
ENCLOSURES AND BATHTUB WALL PANELS, REINFORCEMENT SHALL NOT BE REQUIRED IN WALL FRAMING.
4. BATHTUB AND COMBINATION BATHTUB/SHOWER REINFORCEMENT:
a. REINFORCEMENT SHALL BE CONTINUOUS ON EACH END OF THE BATHTUB AND THE BACK WALL.
b. ADDITIONALLY, BACK WALL REINFORCEMENT FOR A LOWER GRAB BAR SHALL BE PROVIDED WITH THE BOTTOM EDGE OF THE
REINFORCEMENT LOCATED NO MORE THAN 6 INCHES ABOVE THE BATHTUB RIM.
c. FOR BATHTUBS WITH NO SURROUNDING WALLS, OR WHERE WALL PANELS DO NOT PERMIT THE INSTALLATION OF REINFORCEMENT.
d. REINFORCEMENT SHALL BE INSTALLED FOR FLOOR-MOUNTED GRAB BARS ADJACENT TO THE BATHTUB OR AN ALTERNATE METHOD IS
APPROVED BY THE ENFORCING AGENCY.
e. REINFORCEMENT OF FLOORS SHALL NOT BE REQUIRED FOR BATHTUBS INSTALLED ON CONCRETE SLAB FLOORS.
AGING-IN-PLACE DESIGN AND FALL PREVENTION NOTES
VENT NOTES
01
A2.1
TV
W/D FRIDGE
SD
SD
S
SD
SD
SD
F
SVS
SD
CMSD
SD
ATTIC
ACCESS
30"X30"
FAU IN
ATTIC
GFI
GFIGFIGFI
GFIGFI
F
S
GFI
S
SVS
S
SD
GFI S
SD
(N) ELECTRIC WATER
HEATER WITH ENCLOSURE
240 V
240 V
A2.5
1/4" = 1' - 0"
REVISION DATE
DATE
SCALE
DRAWN BY
JOB NO
02/03/2026
I. BUENO
28362 VINCENT MORAGA DR. STE A1
TEMECULA, CA 92590
626.807.4712
RESTRICTIVE NOTICE:ALL DESIGN, IDEAS, DETAILS, PLANS ANDSPECIFICATIONS INDICATED BY THE DRAWINGS ARE
THE EXCLUSIVE PROPERTY OF FS DESIGN GROUP, THEPLANS WERE CREATED AND DEVELOPED FOR USE ONAND IN CONJUNCTION WITH THE SPECIFIC PROJECTDESCRIBED HEREIN. NOT PART THEREOF SHALL BEREPRODUCED, COPIED, ADAPTED, MODIFIED ORDISTRIBUTE TO OTHERS WITHOUT PRIOR WRITTENAND SPECIFIC CONSENT OF FS DESIGN GROUP
14-24
MA
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FERNANDO SOLIS - DESIGNER
BUILDING STANDARD DUPLEX OUTLET -WEATHER RESISTANT
TYPE RECEPTACLES (OUTSIDE) - TAMPER RESISTANT
SMOKE DETECTOR (CARBON MONOXIDE) HARD WIRE 110 VOLTS
INTER CONNECTED WITH BATTERY BACK-UP.
SINGLE POLE LIGHT SWITCH.
RECESSED LIGHT FIXTURE - LED STYLE
AIR-TIGHT LABELED - JA8- 2019 - E LUMINARIES
FLUORESCENT LIGHT FIXTURE - LED STYLE LUMINAIRES
GFCI PROTECTED OUTLETS IN BATHROOMS. (PROVIDE AT LEAST ONE
20 AMPERE BRANCH CIRCUIT TO SUPPLY BATHROOM RECEPTACLES.
THE BRANCH CIRCUIT SHALL ONLY SUPPLY OUTLETS LOCATED IN THAT
ROOM. SECTION 210.11 (C) (3) 2013.) - TAMPER RESISTANT
CARBON MONOXIDE
ARC FAULT CIRCUIT INTERCEPTOR - TAMPER RESISTANT
SINGLE POLE LIGHT SWITCH WITH DIMMER
SINGLE POLE LIGHT SWITCH WITH VACANCY SENSOR
WALL MOUNTED FIXTURE - LED STYLE - HIGH EFFICACY, BE
MANUALLY ON/OFF SWITCH CONTROLLED, AND HAVE BOTH
MOTION SENSOR AND PHOTOCELL CONTROL
ENERGY STAR RATED EXHAUST FAN (MINIMUM 50 CFM WITH
HUMIDISTAT CAPABLE OF AN ADJUSTMENT BETWEEN 50
AND 80% HUMIDITY, CONTROL DUCTED TO TERMINATE TO
THE OUTSIDE OF THE BUILDING, TYP ALL BATHS & TOILETS -
EXHAUST FANS SHALL BE SWITCHED SEPARATELY FROM
LIGHTING SYSTEM. LIGHTING INTEGRAL TO AN EXHAUST FAN
MAY BE ON THE SAME SWITCH AS THE FAN PROVIDED THE
LIGHTING CAN BE SWITCHED OFF WHILE ALLOWING THE FAN
TO CONTINUE TO OPERATE FOR AN EXTENDED PERIOD OF
TIME. (150(K)2B CEC)
FLOOR MOUNTED DUPLEX OUTLET
GFI
WP
GFI
D
VS
CM
SD
S
F
F
EXISTING WALL
NEW FRAME WALLS W/ STUDS @ 16" O.C. 5/8" DRYWALL @
INTERIOR & 7/8" STUCCO @ EXTERIOR
TO BE DEMO
S
S
1. ALL LIGHTING SHALL BE HIGH EFFICACY.
2. ALL OUTDOOR LIGHTING SHALL BE CONTROLLED BY A MANUAL ON AND OFF SWITCH THAT DOES NOT
OVERRIDE TO ON AND ON OF THE FOLLOWING: CONTROLLED BY A PHOTOCELL AND MOTION SENSOR,
PHOTO CONTROL AND AUTOMATIC SWITCH CONTROL, ASTRONOMICAL TIME CLOCK, OR ENERGY
MANAGEMENT CONTROL SYSTEM.
3. BATHROOM RECEPTACLES SHALL BE SERVED BY A 20 AMP CIRCUIT. THE CIRCUIT SHALL HAVE NO OTHER
OUTLETS. THE CIRCUIT MAY SERVE OTHER BATHROOM RECEPTACLES. (CEC 210.11 (C) (3)
4. AT LEAST ONE RECEPTACLE SHALL BE INSTALLED IN AREAS DESIGNATED FOR THE INSTALLATION OF
LAUNDRY EQUIPMENT ON A SEPARATE 20 AMP CIRCUIT WITH NO OTHER OUTLETS. SHOW RECEPTACLE ON
THE PLANS. (210.52 (F) & 210.11 (C)(2) CEC)
5. A MINIMUM OF 2-20 AMP CIRCUITS ARE REQUIRED TO SERVE THE KITCHEN COUNTERTOP OUTLETS. THESE
CIRCUITS MAY ALSO SERVE THE PANTRY, BREAKFAST ROOM, DINING ROOM OR OTHER SIMILAR AREAS.
6. ALL BRANCH CIRCUITS TO SUPPLY 120-VOLT, SINGLE PHASE, 15 AMP AND 20 AMP OUTLETS IN DWELLING
UNIT KITCHENS, FAMILY ROOMS, DINING ROOMS, LIVING ROOMS, PARLORS, LIBRARIES, DENS, BEDROOMS,
SUNROOMS, RECREATION ROOMS, CLOSETS, HALLWAYS, LAUNDRY AREA, OR SIMILAR ROOMS OR AREAS
SHALL BE ARC-FAULT CIRCUIT INTERRUPTER (AFCI) PROTECTED PER CEC 210.12 (A)
INDOOR AIR QUALITY VENTILATION FAN. MODEL: FV-0511VQ1
WHISPER FIT DC FAN. DIMMABLE LED TIH ADJUSTABLE
COLOR TEMPERATURES 110 CFM
NOTE: THIS FAN TO REMAIN ON DURING ALL HOURS THE
HOUSE IS OCCUPIED.
ELECTRICAL
SMOKE ALARMS
PROPOSED DETACHED ADU ELECTRICAL PLAN SCALE: 1/4" = 1' - 0"
1. SMOKE ALARMS SHALL BE TESTED AND MAINTAINED IN ACCORDANCE WITH THE MANUFACTURER’S
INSTRUCTIONS. SMOKE ALARMS THAT NO LONGER FUNCTION SHALL BE REPLACED.
2. SMOKE ALARMS SHALL BE INTERCONNECTED IN SUCH A MANNER THAT THE ACTIVATION OF ONE ALARM
WILL ACTIVATE ALL ALARMS.
3. COMBINATION SMOKE AND CARBON MONOXIDE ALARMS SHALL BE PERMITTED TO BE USED IN LIEU OF
SMOKE ALARMS.
4. SMOKE ALARMS SHALL RECEIVE THEIR PRIMARY POWER FROM THE BUILDING WIRING AND BE EQUIPPED
WITH A BATTERY BACKUP.
SYMBOL LEGEND
1. DOMESTIC CLOTHES DRYER DUCT SHALL BE OF METAL AND A MINIMUM OF 4 INCHES IN DIAMETER. THE
EXHAUST DUCT SHALL NOT EXCEED A TOTAL COMBINED HORIZONTAL AND VERTICAL LENGTH OF 14 FEET,
INCLUDING TWO 90 DEGREE ELBOWS. A LENGTH OF 2 FEET SHALL BE DEDUCTED FOR EACH 90 DEGREE
ELBOW IN EXCESS OF TWO. (504.4.2 CMC)
2. EACH BATHROOM CONTAINING A BATHTUB, SHOWER OR TUB/SHOWER COMBINATION SHALL BE
MECHANICALLY VENTILATED FOR PURPOSES OF HUMIDITY CONTROL IN ACCORDANCE WITH CMC,
CHAPTER 4 AND CGBSC, CHAPTER 4, DIVISION 4.5 HUMIDITY CONTROL SHALL BE CAPABLE OF ADJUSTMENT
BETWEEN A RELATIVE HUMIDITY RANGE OF LESS THAN OR EQUAL TO 50% TO A MAXIMUM OF 80% (R303.3.1
CRC)
3. HOOD RANGE TOP A MINIMUM OF 30” ABOVE THE COOKING SURFACE. HOUSEHOLD COOKING APPLIANCES
SHALL HAVE A VERTICAL CLEARANCE ABOVE THE COOKING TOP OF NOT LESS THAN 30 INCHES TO
COMBUSTIBLE MATERIAL OR METAL CABINETS.
4. THE DISTANCE FROM THE PASSAGEWAY ACCESS TO THE FURNACE SHALL NOT EXCEED 20 FEET
MEASURED (FOR HEAD HEIGHT LESS THAN 6 FEET) ALONG THE CENTERLINE OF THE PASSAGEWAY.
5. THE PASSAGEWAY SHALL BE UNOBSTRUCTED AND SHALL HAVE SOLID FLOORING NOT LESS THAN 24
INCHES WIDE FROM THE ENTRANCE OPENING TO THE APPLIANCE.
6. A LEVEL WORKING PLATFORM NOT LESS THAN 30 INCHES BY 30 INCHES SHALL BE PROVIDED IN FRONT OF
THE SERVICE SIDE OF THE APPLIANCE.
7. A PERMANENT 120-VOLT RECEPTACLE OUTLET AND A LIGHTING FIXTURE SHALL BE INSTALLED NEAR THE
APPLIANCE. THE SWITCH CONTROLLING THE LIGHT SHALL BE LOCATED NEAR THE ENTRANCE TO THE
PASSAGEWAY.
8. AIR DUCTS SHALL EXHAUST A MINIMUM OF 3'-0” FROM OPENINGS INTO THE BUILDING, CMC 504.5
MECHANICAL
1. ALL LIGHTING SHALL BE HIGH EFFICACY.
2. ALL OUTDOOR LIGHTING SHALL BE CONTROLLED BY A MANUAL ON AND OFF SWITCH THAT DOES NOT
OVERRIDE TO ON AND ON OF THE FOLLOWING: CONTROLLED BY A PHOTOCELL AND MOTION SENSOR,
PHOTO CONTROL AND AUTOMATIC SWITCH CONTROL, ASTRONOMICAL TIME CLOCK, OR ENERGY
MANAGEMENT CONTROL SYSTEM.
3. ATTIC ACCESS DOORS SHALL HAVE PERMANENTLY ATTACHED INSULATION USING ADHESIVE OR
MECHANICAL FASTENERS. THE ATTIC ACCESS SHALL BE GASKETED TO PREVENT AIR LEAKAGE, PER CEC
150.0(A)2
4. IN BATHROOMS, LAUNDRY ROOM AND GARAGE AT LEAST ONE LUMINARIES SHALL BE CONTROLLED BY A
VACANCY SENSOR, PER 150.0(K)(2)(J) OF THE CALIFORNIA ENERGY CODE.
ENERGY COMPLIANCE
1. EXHAUST DUCT TERMINATION IS AS FOLLOWS PER CMC 502.2:
(a) 3 FEET FROM PROPERTY LINE. (b) 10 FEET FROM A FORCED AIR INLET. (c) 3 FEET FROM OPENING INTO
THE BUILDING.
2. EXHAUST DUCT SHALL NO DISCHARGE ONTO A PUBLIC WAY CMC 502.2
3. UNLESS OTHERWISE PERMITTED OR REQUIRED BY THE DRYER MANUFACTURER'S INSTALLATION
INSTRUCTIONS AND APPROVED BY THE CITY, DOMESTIC DRYER MOISTURE EXHAUST DUCTS SHALL
NOT EXCEED A TOTAL COMBINED HORIZONTAL AND VERTICAL LENGHT OF FOURTEEN FEET, INCLUDING
TWO 90-DEGREE ELBOWS. TWO FEET SHALL BE DEDCUTED FOR EACH 90-DEGREE ELBOW IN EXCESS
OF TWO. CMC 504.4.2
4. FOR ELECTRIC POWER APPLIANCE, SPECIFY A 30 AMP CIRCUIT PER CEC 220.54.
5. ELECTRIC CLOTHES DRYER READY (CEC150.0(V))- CLOTHES DRYER USING GAS TO SERVE INDIVIDUAL
DWELLING UNITS SHALL INCLUDE A DEDICATED 240 VOLT, MINIMUM 30 AMPS BRANCH CIRCUIT WIRING
SHALL BE INSTALLED 3-FT FROM THE CLOTHES DRYER LOCATION FOR A FUTURE ELECTRIC CLOTHES
DRYER INSTALLATION.
DRYER/WASHER INSTALLATION
NOTES
NORTH
PROPOSED DETACHED ADU
ELECTRICAL PLAN
1. DOORBELL BUTTONS OR CONTROLS, WHEN INSTALLED, SHALL NOT EXCEED 48 INCHES ABOVE EXTERIOR
FLOOR OR LANDING, MEASURED FROM THE TOP OF THE DOORBELL BUTTON ASSEMBLY. WHERE DOORBELL
BUTTONS INTEGRATED WITH OTHER FEATURES ARE REQUIRED TO BE INSTALLED ABOVE 48 INCHES
MEASURED FROM THE EXTERIOR FLOOR OR LANDING, A STANDARD DOORBELL BUTTON OR CONTROL
SHALL ALSO BE PROVIDED AT A HEIGHT NOT EXCEEDING 48 INCHES ABOVE EXTERIOR FLOOR OR LANDING,
MEASURED FROM THE TOP OF THE DOORBELL BUTTON OR CONTROL. (R327.1.4)
DOORBELL BUTTONS/CONTROLS
1. ELECTRICAL RECEPTACLE OUTLET, SWITCH AND CONTROL HEIGHTS - ELECTRICAL RECEPTACLE OUTLETS,
SWITCHES, AND CONTROLS (INCLUDING CONTROLS FOR HEATING, VENTILATION, AND AIR CONDITIONING)
INTENDED TO BE USED BY OCCUPANTS, SHALL BE LOCATED NO MORE THAN 48 INCHES MEASURED FROM
THE TOP OF THE OUTLET BOX AND NOT LESS THAN 15 INCHES MEASURED FROM THE BOTTOM OF THE
OUTLET BOX ABOVE THE FINISH FLOOR. (R327.1.2) EXCEPTIONS: A. DEDICATED RECEPTACLE OUTLETS;
FLOOR RECEPTACLE OUTLETS; CONTROLS MOUNTED ON CEILING FANS AND CEILING LIGHTS; AND
CONTROLS LOCATED ON APPLIANCES. B.RECEPTACLE OUTLETS REQUIRED BY THE CALIFORNIA
ELECTRICAL CODE ON A WALL SPACE WHERE THE DISTANCE BETWEEN THE FINISHED FLOOR AND A
BUILT-IN FEATURE ABOVE THE FINISH FLOOR, SUCH AS A WINDOW, IS LESS THAN 15 INCHES.
ELECTRICAL RECEPTACLE OUTLET, SWITCH AND CONTROL HEIGHTS
PROVIDE AN ESS READY INTERCONNECTION EQUIPMENT WITH
A MINIMUM BACKED-UP CAPACITY OF 60 AMPS AND A MINIMUM
OF FOUR ESS-SUPPLIED BRANCH CIRCUITS.
ENERGY STORAGE SYSTEMS (ESS) READY (CEC150.0(S))- ALL SINGLE-FAMILY RESIDENCES THAT INCLUDE ONE
OR TWO DWELLING UNITS SHALL MEET THE FOLLOWING:
A.AT LEAST ONE OF THE FOLLOWING SHALL BE PROVIDED:
I.ESS READY INTERCONNECTION EQUIPMENT [AUTO TRANSFER SWITCH AND PANEL] WITH A MINIMUM
BACKED-UP CAPACITY OF 60 AMPS AND A MINIMUM OF FOUR ESS-SUPPLIED BRANCH CIRCUITS, OR
II.A DEDICATED, MINIMUM 1”RACEWAY FROM THE MAIN SERVICE TO A SUBPANEL THAT SUPPLIES THE BRANCH
CIRCUITS IN SECTION 150.0(S)(2).
B.A MINIMUM OF FOUR BRANCH CIRCUITS SHALL BE SUPPLIED BY THE ESS: THE REFRIGERATOR, ONE LIGHTING
CIRCUIT SHALL BE LOCATED NEAR THE PRIMARY EGRESS, AND AT LEAST ONE CIRCUIT SHALL SUPPLY A
SLEEPING ROOM RECEPTACLE OUTLET.
C.THE MAIN PANELBOARD SHALL HAVE A MINIMUM BUSBAR RATING OF 225 AMPERES WITH SPACE TO INSTALL
FUTURE ISOLATION EQUIPMENT/TRANSFER SWITCH WITHIN 3 FEET.
ENERGY STORAGE SYSTEM (ESS) READY
ELECTRIC COOKTOP READY (CEC150.0(U))- SYSTEM USING GAS TO
SERVE INDIVIDUAL DWELLING UNITS SHALL INCLUDE THE FOLLOWING
SHALL INCLUDE A DEDICATED 240 VOLT, MINIMUM 50 AMPS CIRCUIT
WIRING SHALL BE INSTALLED WITHIN 3-FT FROM THE COOKTOP FOR A
FUTURE ELECTRIC COOKTOP INSTALLATION.
ESS READY – FUTURE ENERGY STORAGE SYSTEM
1. DWELLING UNIT SHALL BE ENERGY STORAGE SYSTEM (ESS) READY IN ACCORDANCE WITH
THE CALIFORNIA ENERGY CODE AS ADOPTED BY THE CITY OF SANTA ANA.
2. NO ENERGY STORAGE SYSTEM (ESS) EQUIPMENT IS INSTALLED AT THIS TIME. ESS-READY
PROVISIONS ARE FOR FUTURE INSTALLATION ONLY.
3. PROVIDE (1) EMPTY CONDUIT, 1" MINIMUM EMT OR PVC, WITH CONTINUOUS PULL STRING,
FROM MAIN ELECTRICAL PANEL TO DESIGNATED ESS LOCATION.
4. CONDUIT SHALL BE CAPPED AT BOTH ENDS AND ROUTED CONCEALED WITHIN WALLS AND/OR
CEILINGS WHERE FEASIBLE.
5. DESIGNATE FUTURE ESS LOCATION AT [GARAGE WALL / EXTERIOR WALL – NON-HABITABLE
SIDE]. PROVIDE MINIMUM 36" WIDE x 36" HIGH CLEAR AREA (TYP.).
6. MAIN ELECTRICAL PANEL RATED 100A AND SIZED TO ACCOMMODATE FUTURE ESS
CONNECTION. NO ESS BREAKER, DISCONNECT, OR INVERTER REQUIRED AT THIS TIME.
7. LABEL CONDUIT AT BOTH ENDS: "ESS READY – FUTURE ENERGY STORAGE SYSTEM"
8. LABEL MAIN ELECTRICAL PANEL: "ESS READY – FUTURE ENERGY STORAGE SYSTEM"
HEAT PUMP SPACE HEATER (FURNACE) READY (CEC150.0(T))- SYSTEM
USING GAS FURNACE TO SERVE INDIVIDUAL DWELLING UNITS SHALL
INCLUDE A DEDICATED 240 VOLT, MINIMUM 30 AMPS BRANCH CIRCUIT
WIRING SHALL BE INSTALLED WITHIN 3-FT FROM THE FURNACE FOR A
FUTURE HEAT PUMP SPACE HEATER INSTALLATION.
PL PL
2'
-
1
"
8'
-
0
"
8'
-
5
"
18
'
-
6
"
FINISH FLOOR
FINISH CEILING
MAX. BUILDING HEIGHT
GRADE
1 2
13
12
2'
-
1
"
8'
-
0
"
8'
-
5
"
18
'
-
6
"
FINISH FLOOR
FINISH CEILING
MAX. BUILDING HEIGHT
GRADE
1 2
13
12
2
(E) 7/8" EXT. STUCCO OVER WIRE FABRIC LATH
OVER 2 LAYERS TYPE "D" BUILDING PAPER OVER
PLYWOOD
(E) ROOF: CLASS A FIRE RESISTANCE CERTAIN TEED 30
YEAR ASPHALT SHINGLES, OVER ONE LAYER OF 30# FELT
PAPER OVER 1/2" APPROVED ROOF SHTNG. (CDX OR OSB)
W/ RADIANT BARRIER, W/ 8D NAILS @6,6,12 , INSTALLATION
SHALL BE IN ACCORDANCE WITH MANUFACTURER'S
SPECIFICATIONS ROOF PITCH: 4/ 12 MAX (ICC# ESR-1389)
1
SYMBOL LEGEND
A3.0
EXISTING MAIN DWELLING
WEST & SOUTH
ELEVATIONS
NO.
1/4" = 1' - 0"
REVISION DATE
DATE
SCALE
DRAWN BY
JOB NO
02/03/2026
I. BUENO
28362 VINCENT MORAGA DR. STE A1
TEMECULA, CA 92590
626.807.4712
RESTRICTIVE NOTICE:ALL DESIGN, IDEAS, DETAILS, PLANS ANDSPECIFICATIONS INDICATED BY THE DRAWINGS ARE
THE EXCLUSIVE PROPERTY OF FS DESIGN GROUP, THEPLANS WERE CREATED AND DEVELOPED FOR USE ONAND IN CONJUNCTION WITH THE SPECIFIC PROJECTDESCRIBED HEREIN. NOT PART THEREOF SHALL BEREPRODUCED, COPIED, ADAPTED, MODIFIED ORDISTRIBUTE TO OTHERS WITHOUT PRIOR WRITTENAND SPECIFIC CONSENT OF FS DESIGN GROUP
14-24
MA
R
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&
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S
B
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T
,
S
A
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T
A
A
N
A
,
C
A
.
9
2
7
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7
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3
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S
Q
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U
FERNANDO SOLIS - DESIGNER
SCALE: 1/4" = 1' - 0"EXISTING SOUTH ELEVATION
SCALE: 1/4" = 1' - 0"EXISTING WEST ELEVATION
2'
-
1
"
8'
-
0
"
8'
-
5
"
18
'
-
6
"
FINISH FLOOR
FINISH CEILING
MAX. BUILDING HEIGHT
GRADE
12
PL PL
6
12
6
12
2'
-
1
"
8'
-
0
"
8'
-
5
"
18
'
-
6
"
FINISH FLOOR
FINISH CEILING
MAX. BUILDING HEIGHT
GRADE
12
13
12
2
(E) 7/8" EXT. STUCCO OVER WIRE FABRIC LATH
OVER 2 LAYERS TYPE "D" BUILDING PAPER OVER
PLYWOOD
(E) ROOF: CLASS A FIRE RESISTANCE CERTAIN TEED 30
YEAR ASPHALT SHINGLES, OVER ONE LAYER OF 30# FELT
PAPER OVER 1/2" APPROVED ROOF SHTNG. (CDX OR OSB)
W/ RADIANT BARRIER, W/ 8D NAILS @6,6,12 , INSTALLATION
SHALL BE IN ACCORDANCE WITH MANUFACTURER'S
SPECIFICATIONS ROOF PITCH: 4/ 12 MAX (ICC# ESR-1389)
1
SYMBOL LEGEND
A3.1
EXISTING MAIN DWELLING
EAST & NORTH ELEVATIONS
NO.
1/4" = 1' - 0"
REVISION DATE
DATE
SCALE
DRAWN BY
JOB NO
02/03/2026
I. BUENO
28362 VINCENT MORAGA DR. STE A1
TEMECULA, CA 92590
626.807.4712
RESTRICTIVE NOTICE:ALL DESIGN, IDEAS, DETAILS, PLANS ANDSPECIFICATIONS INDICATED BY THE DRAWINGS ARE
THE EXCLUSIVE PROPERTY OF FS DESIGN GROUP, THEPLANS WERE CREATED AND DEVELOPED FOR USE ONAND IN CONJUNCTION WITH THE SPECIFIC PROJECTDESCRIBED HEREIN. NOT PART THEREOF SHALL BEREPRODUCED, COPIED, ADAPTED, MODIFIED ORDISTRIBUTE TO OTHERS WITHOUT PRIOR WRITTENAND SPECIFIC CONSENT OF FS DESIGN GROUP
14-24
MA
R
I
N
R
E
S
I
D
E
N
C
E
12
1
3
&
1
2
1
5
S
B
I
R
C
H
S
T
,
S
A
N
T
A
A
N
A
,
C
A
.
9
2
7
0
7
SC
O
P
E
O
F
W
O
R
K
:
NE
W
3
6
0
S
Q
.
F
T
.
A
D
D
I
T
I
O
N
T
O
M
A
I
N
D
W
E
L
L
I
N
G
&
N
E
W
84
8
S
Q
.
F
T
.
D
E
T
A
C
H
E
D
A
D
U
FERNANDO SOLIS - DESIGNER
SCALE: 1/4" = 1' - 0"EXISTING NORTH ELEVATION
SCALE: 1/4" = 1' - 0"EXISTING EAST ELEVATION
PL PL
2'
-
1
"
8'
-
0
"
8'
-
5
"
18
'
-
6
"
FINISH FLOOR
FINISH CEILING
MAX. BUILDING HEIGHT
GRADE
1 2
13
12
2'
-
1
"
8'
-
0
"
8'
-
5
"
18
'
-
6
"
FINISH FLOOR
FINISH CEILING
MAX. BUILDING HEIGHT
GRADE
1 2
13
12
344
2
(E) 7/8" EXT. STUCCO OVER WIRE FABRIC LATH
OVER 2 LAYERS TYPE "D" BUILDING PAPER OVER
PLYWOOD
(E) ROOF: CLASS A FIRE RESISTANCE CERTAIN TEED 30
YEAR ASPHALT SHINGLES, OVER ONE LAYER OF 30# FELT
PAPER OVER 1/2" APPROVED ROOF SHTNG. (CDX OR OSB)
W/ RADIANT BARRIER, W/ 8D NAILS @6,6,12 , INSTALLATION
SHALL BE IN ACCORDANCE WITH MANUFACTURER'S
SPECIFICATIONS ROOF PITCH: 4/ 12 MAX (ICC# ESR-1389)
1
SYMBOL LEGEND
4
(N) 7/8" EXT. STUCCO OVER WIRE FABRIC LATH
OVER 2 LAYERS TYPE "D" BUILDING PAPER OVER
PLYWOOD TO MATCH EXISTING HOUSE
(N) ROOF: CLASS A FIRE RESISTANCE CERTAIN TEED 30
YEAR ASPHALT SHINGLES, OVER ONE LAYER OF 30# FELT
PAPER OVER 1/2" APPROVED ROOF SHTNG. (CDX OR OSB)
W/ RADIANT BARRIER, W/ 8D NAILS @6,6,12 , INSTALLATION
SHALL BE IN ACCORDANCE WITH MANUFACTURER'S
SPECIFICATIONS ROOF PITCH: 4/ 12 MAX (ICC# ESR-1389) TO
MATCH EXISTING HOUSE
3
A3.2
PROPOSED MAIN
DWELLING WEST & SOUTH
ELEVATIONS
NO.
1/4" = 1' - 0"
REVISION DATE
DATE
SCALE
DRAWN BY
JOB NO
02/03/2026
I. BUENO
28362 VINCENT MORAGA DR. STE A1
TEMECULA, CA 92590
626.807.4712
RESTRICTIVE NOTICE:ALL DESIGN, IDEAS, DETAILS, PLANS ANDSPECIFICATIONS INDICATED BY THE DRAWINGS ARE
THE EXCLUSIVE PROPERTY OF FS DESIGN GROUP, THEPLANS WERE CREATED AND DEVELOPED FOR USE ONAND IN CONJUNCTION WITH THE SPECIFIC PROJECTDESCRIBED HEREIN. NOT PART THEREOF SHALL BEREPRODUCED, COPIED, ADAPTED, MODIFIED ORDISTRIBUTE TO OTHERS WITHOUT PRIOR WRITTENAND SPECIFIC CONSENT OF FS DESIGN GROUP
14-24
MA
R
I
N
R
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S
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E
N
C
E
12
1
3
&
1
2
1
5
S
B
I
R
C
H
S
T
,
S
A
N
T
A
A
N
A
,
C
A
.
9
2
7
0
7
SC
O
P
E
O
F
W
O
R
K
:
NE
W
3
6
0
S
Q
.
F
T
.
A
D
D
I
T
I
O
N
T
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M
A
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N
D
W
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L
L
I
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&
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W
84
8
S
Q
.
F
T
.
D
E
T
A
C
H
E
D
A
D
U
FERNANDO SOLIS - DESIGNER
SCALE: 1/4" = 1' - 0"PROPOSED SOUTH ELEVATION
SCALE: 1/4" = 1' - 0"PROPOSED WEST ELEVATION
2'
-
1
"
8'
-
0
"
8'
-
5
"
18
'
-
6
"
FINISH FLOOR
FINISH CEILING
MAX. BUILDING HEIGHT
GRADE
12
PL PL
6
12
6
12
43
ACCESS
2'
-
1
"
8'
-
0
"
8'
-
5
"
18
'
-
6
"
FINISH FLOOR
FINISH CEILING
MAX. BUILDING HEIGHT
GRADE
12
13
12
43 4
ACCESS
2
(E) 7/8" EXT. STUCCO OVER WIRE FABRIC LATH
OVER 2 LAYERS TYPE "D" BUILDING PAPER OVER
PLYWOOD
(E) ROOF: CLASS A FIRE RESISTANCE CERTAIN TEED 30
YEAR ASPHALT SHINGLES, OVER ONE LAYER OF 30# FELT
PAPER OVER 1/2" APPROVED ROOF SHTNG. (CDX OR OSB)
W/ RADIANT BARRIER, W/ 8D NAILS @6,6,12 , INSTALLATION
SHALL BE IN ACCORDANCE WITH MANUFACTURER'S
SPECIFICATIONS ROOF PITCH: 4/ 12 MAX (ICC# ESR-1389)
1
SYMBOL LEGEND
4
(N) 7/8" EXT. STUCCO OVER WIRE FABRIC LATH
OVER 2 LAYERS TYPE "D" BUILDING PAPER OVER
PLYWOOD TO MATCH EXISTING HOUSE
(N) ROOF: CLASS A FIRE RESISTANCE CERTAIN TEED 30
YEAR ASPHALT SHINGLES, OVER ONE LAYER OF 30# FELT
PAPER OVER 1/2" APPROVED ROOF SHTNG. (CDX OR OSB)
W/ RADIANT BARRIER, W/ 8D NAILS @6,6,12 , INSTALLATION
SHALL BE IN ACCORDANCE WITH MANUFACTURER'S
SPECIFICATIONS ROOF PITCH: 4/ 12 MAX (ICC# ESR-1389) TO
MATCH EXISTING HOUSE
3
A3.3
PROPOSED MAIN
DWELLING EAST & NORTH
ELEVATIONS
NO.
1/4" = 1' - 0"
REVISION DATE
DATE
SCALE
DRAWN BY
JOB NO
02/03/2026
I. BUENO
28362 VINCENT MORAGA DR. STE A1
TEMECULA, CA 92590
626.807.4712
RESTRICTIVE NOTICE:ALL DESIGN, IDEAS, DETAILS, PLANS ANDSPECIFICATIONS INDICATED BY THE DRAWINGS ARE
THE EXCLUSIVE PROPERTY OF FS DESIGN GROUP, THEPLANS WERE CREATED AND DEVELOPED FOR USE ONAND IN CONJUNCTION WITH THE SPECIFIC PROJECTDESCRIBED HEREIN. NOT PART THEREOF SHALL BEREPRODUCED, COPIED, ADAPTED, MODIFIED ORDISTRIBUTE TO OTHERS WITHOUT PRIOR WRITTENAND SPECIFIC CONSENT OF FS DESIGN GROUP
14-24
MA
R
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12
1
3
&
1
2
1
5
S
B
I
R
C
H
S
T
,
S
A
N
T
A
A
N
A
,
C
A
.
9
2
7
0
7
SC
O
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K
:
NE
W
3
6
0
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Q
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84
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A
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D
A
D
U
FERNANDO SOLIS - DESIGNER
SCALE: 1/4" = 1' - 0"PROPOSED NORTH ELEVATION
SCALE: 1/4" = 1' - 0"PROPOSED EAST ELEVATION
13
12
1'
-
6
"
8'
-
0
"
11
'
-
2
"
20
'
-
8
"
GRADE
FINISH FLOOR
FINISH CEILING
1
PL
MAX. BUILDING HEIGHT
13
12
2
1
2
(N) 7/8" EXT. STUCCO OVER WIRE FABRIC LATH
OVER 2 LAYERS TYPE "D" BUILDING PAPER OVER
PLYWOOD
(N) ROOF: CLASS A FIRE RESISTANCE CERTAIN TEED 30
YEAR ASPHALT SHINGLES, OVER ONE LAYER OF 30# FELT
PAPER OVER 1/2" APPROVED ROOF SHTNG. (CDX OR OSB)
W/ RADIANT BARRIER, W/ 8D NAILS @6,6,12 , INSTALLATION
SHALL BE IN ACCORDANCE WITH MANUFACTURER'S
SPECIFICATIONS ROOF PITCH: 4/ 12 MAX (ICC# ESR-1389)
SYMBOL LEGEND
1'
-
6
"
8'
-
0
"
11
'
-
2
"
20
'
-
8
"
GRADE
FINISH FLOOR
10
12
PL
12
MAX. BUILDING HEIGHT
FINISH CEILING
ACCESS
1'
-
6
"
8'
-
0
"
20
'
-
8
"
GRADE
FINISH FLOOR
1 2
FINISH CEILING
11
'
-
2
"
PL
MAX. BUILDING HEIGHT
ACCESS
1'
-
6
"
8'
-
0
"
11
'
-
2
"
20
'
-
8
"
GRADE
FINISH FLOOR
10
12
21
MAX. BUILDING HEIGHT
PL
FINISH CEILING
A4.0
PROPOSED DETACHED ADU
ELEVATIONS
NO.
1/4" = 1' - 0"
REVISION DATE
DATE
SCALE
DRAWN BY
JOB NO
02/03/2026
I. BUENO
28362 VINCENT MORAGA DR. STE A1
TEMECULA, CA 92590
626.807.4712
RESTRICTIVE NOTICE:ALL DESIGN, IDEAS, DETAILS, PLANS ANDSPECIFICATIONS INDICATED BY THE DRAWINGS ARE
THE EXCLUSIVE PROPERTY OF FS DESIGN GROUP, THEPLANS WERE CREATED AND DEVELOPED FOR USE ONAND IN CONJUNCTION WITH THE SPECIFIC PROJECTDESCRIBED HEREIN. NOT PART THEREOF SHALL BEREPRODUCED, COPIED, ADAPTED, MODIFIED ORDISTRIBUTE TO OTHERS WITHOUT PRIOR WRITTENAND SPECIFIC CONSENT OF FS DESIGN GROUP
14-24
MA
R
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12
1
3
&
1
2
1
5
S
B
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R
C
H
S
T
,
S
A
N
T
A
A
N
A
,
C
A
.
9
2
7
0
7
SC
O
P
E
O
F
W
O
R
K
:
NE
W
3
6
0
S
Q
.
F
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O
N
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&
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W
84
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F
T
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E
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A
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H
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D
A
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U
FERNANDO SOLIS - DESIGNER
SCALE: 1/4" = 1' - 0"PROPOSED NORTH ELEVATION
SCALE: 1/4" = 1' - 0"PROPOSED SOUTH ELEVATION
SCALE: 1/4" = 1' - 0"PROPOSED EAST ELEVATION
SCALE: 1/4" = 1' - 0"PROPOSED WEST ELEVATION
13
12
FOOTING
WEEP SCREED
7/8" EXT. STUCCO
R-15 INSULATION
1/2" DRYWALL
4 X HDR WHERE OCCURS
R-19 INSULATION
2 X 4 STUDS @ 16" O.C.
ROOF RAFTERS
5/8" TYPE X
10
12
PL
(N) BEDROOM(N) KITCHEN
FOOTING
WEEP SCREED
7/8" EXT. STUCCO
R-15 INSULATION
1/2" DRYWALL
4 X HDR WHERE OCCURS
R-19 INSULATION
2 X 4 STUDS @ 16" O.C.
ROOF RAFTERS
3"
5
12
5/8" TYPE X
7/8" STUCCO
CONCRETE TILE ROOFING
2X SOLID BLOCKING
R-38 HP ATTIC
INSULATION
R-21
INSULATION
PROVIDE 2X BLOCKING
BEHIND THE STUCCO
01
A4.1
1 HR. FIRE RATED EAVE
A4.1
PROPOSED ADU CROSS
SECTIONS
NO.
1/4" = 1' - 0"
REVISION DATE
DATE
SCALE
DRAWN BY
JOB NO
02/03/2026
I. BUENO
28362 VINCENT MORAGA DR. STE A1
TEMECULA, CA 92590
626.807.4712
RESTRICTIVE NOTICE:ALL DESIGN, IDEAS, DETAILS, PLANS ANDSPECIFICATIONS INDICATED BY THE DRAWINGS ARE
THE EXCLUSIVE PROPERTY OF FS DESIGN GROUP, THEPLANS WERE CREATED AND DEVELOPED FOR USE ONAND IN CONJUNCTION WITH THE SPECIFIC PROJECTDESCRIBED HEREIN. NOT PART THEREOF SHALL BEREPRODUCED, COPIED, ADAPTED, MODIFIED ORDISTRIBUTE TO OTHERS WITHOUT PRIOR WRITTENAND SPECIFIC CONSENT OF FS DESIGN GROUP
14-24
MA
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12
1
3
&
1
2
1
5
S
B
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C
H
S
T
,
S
A
N
T
A
A
N
A
,
C
A
.
9
2
7
0
7
SC
O
P
E
O
F
W
O
R
K
:
NE
W
3
6
0
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Q
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84
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FERNANDO SOLIS - DESIGNER
SCALE: 1/4" = 1' - 0"PROPOSED LONGITUDINAL CROSS SECTION
SCALE: 1/4" = 1' - 0"PROPOSED TRANSVERSE CROSS SECTION
I. BUENO
RESTRICTIVE NOTICE:ALL DESIGN, IDEAS, DETAILS, PLANS ANDSPECIFICATIONS INDICATED BY THE DRAWINGS ARE
THE EXCLUSIVE PROPERTY OF FS DESIGN GROUP, THEPLANS WERE CREATED AND DEVELOPED FOR USE ONAND IN CONJUNCTION WITH THE SPECIFIC PROJECTDESCRIBED HEREIN. NOT PART THEREOF SHALL BEREPRODUCED, COPIED, ADAPTED, MODIFIED ORDISTRIBUTE TO OTHERS WITHOUT PRIOR WRITTENAND SPECIFIC CONSENT OF FS DESIGN GROUP
SC
O
P
E
O
F
W
O
R
K
:
FERNANDO SOLIS - DESIGNER
I. BUENO
RESTRICTIVE NOTICE:ALL DESIGN, IDEAS, DETAILS, PLANS ANDSPECIFICATIONS INDICATED BY THE DRAWINGS ARE
THE EXCLUSIVE PROPERTY OF FS DESIGN GROUP, THEPLANS WERE CREATED AND DEVELOPED FOR USE ONAND IN CONJUNCTION WITH THE SPECIFIC PROJECTDESCRIBED HEREIN. NOT PART THEREOF SHALL BEREPRODUCED, COPIED, ADAPTED, MODIFIED ORDISTRIBUTE TO OTHERS WITHOUT PRIOR WRITTENAND SPECIFIC CONSENT OF FS DESIGN GROUP
SC
O
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E
O
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W
O
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K
:
FERNANDO SOLIS - DESIGNER
T24-1
TITLE 24 - MAIN DWELLING
NO.
1/4" = 1' - 0"
REVISION DATE
DATE
SCALE
DRAWN BY
JOB NO
02/03/2026
I. BUENO
28362 VINCENT MORAGA DR. STE A1
TEMECULA, CA 92590
626.807.4712
RESTRICTIVE NOTICE:ALL DESIGN, IDEAS, DETAILS, PLANS ANDSPECIFICATIONS INDICATED BY THE DRAWINGS ARE
THE EXCLUSIVE PROPERTY OF FS DESIGN GROUP, THEPLANS WERE CREATED AND DEVELOPED FOR USE ONAND IN CONJUNCTION WITH THE SPECIFIC PROJECTDESCRIBED HEREIN. NOT PART THEREOF SHALL BEREPRODUCED, COPIED, ADAPTED, MODIFIED ORDISTRIBUTE TO OTHERS WITHOUT PRIOR WRITTENAND SPECIFIC CONSENT OF FS DESIGN GROUP
14-24
MA
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12
1
3
&
1
2
1
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A
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9
2
7
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7
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3
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FERNANDO SOLIS - DESIGNER
T24-2
TITLE 24 - ADU
NO.
1/4" = 1' - 0"
REVISION DATE
DATE
SCALE
DRAWN BY
JOB NO
02/03/2026
I. BUENO
28362 VINCENT MORAGA DR. STE A1
TEMECULA, CA 92590
626.807.4712
RESTRICTIVE NOTICE:ALL DESIGN, IDEAS, DETAILS, PLANS ANDSPECIFICATIONS INDICATED BY THE DRAWINGS ARE
THE EXCLUSIVE PROPERTY OF FS DESIGN GROUP, THEPLANS WERE CREATED AND DEVELOPED FOR USE ONAND IN CONJUNCTION WITH THE SPECIFIC PROJECTDESCRIBED HEREIN. NOT PART THEREOF SHALL BEREPRODUCED, COPIED, ADAPTED, MODIFIED ORDISTRIBUTE TO OTHERS WITHOUT PRIOR WRITTENAND SPECIFIC CONSENT OF FS DESIGN GROUP
14-24
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1
3
&
1
2
1
5
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C
A
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9
2
7
0
7
SC
O
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:
NE
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3
6
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FERNANDO SOLIS - DESIGNER
T24-3
TITLE 24 - ADU
NO.
1/4" = 1' - 0"
REVISION DATE
DATE
SCALE
DRAWN BY
JOB NO
02/03/2026
I. BUENO
28362 VINCENT MORAGA DR. STE A1
TEMECULA, CA 92590
626.807.4712
RESTRICTIVE NOTICE:ALL DESIGN, IDEAS, DETAILS, PLANS ANDSPECIFICATIONS INDICATED BY THE DRAWINGS ARE
THE EXCLUSIVE PROPERTY OF FS DESIGN GROUP, THEPLANS WERE CREATED AND DEVELOPED FOR USE ONAND IN CONJUNCTION WITH THE SPECIFIC PROJECTDESCRIBED HEREIN. NOT PART THEREOF SHALL BEREPRODUCED, COPIED, ADAPTED, MODIFIED ORDISTRIBUTE TO OTHERS WITHOUT PRIOR WRITTENAND SPECIFIC CONSENT OF FS DESIGN GROUP
14-24
MA
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1
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&
1
2
1
5
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A
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C
A
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7
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FERNANDO SOLIS - DESIGNER
CHAPTER 4
RESIDENTIAL MANDATORY MEASURES
DIVISION 4.1 PLANNING AND DESIGN
DIVISION 4.3 WATER EFFICIENCY AND CONSERVATION
4.406 ENHANCED DURABILITY AND REDUCED MAINTENANCE
4.406.1 RODENT PROOFING. Annular spaces around pipes, electric cables, conduits or other openings in
sole/bottom plates at exterior walls shall be protected against the passage of rodents by closing such
openings with cement mortar, concrete masonry or a similar method acceptable to the enforcing
agency.
4.408 CONSTRUCTION WASTE REDUCTION, DISPOSAL AND RECYCLING
4.408.1 CONSTRUCTION WASTE MANAGEMENT. Recycle and/or salvage for reuse a minimum of 65
percent of the non-hazardous construction and demolition waste in accordance with either Section
4.408.2, 4.408.3 or 4.408.4, or meet a more stringent local construction and demolition waste
management ordinance.
Exceptions:
1. Excavated soil and land-clearing debris.
2. Alternate waste reduction methods developed by working with local agencies if diversion or
recycle facilities capable of compliance with this item do not exist or are not located reasonably
close to the jobsite.
3. The enforcing agency may make exceptions to the requirements of this section when isolated
jobsites are located in areas beyond the haul boundaries of the diversion facility.
4.408.2 CONSTRUCTION WASTE MANAGEMENT PLAN. Submit a construction waste management plan
in conformance with Items 1 through 5. The construction waste management plan shall be updated as
necessary and shall be available during construction for examination by the enforcing agency.
1. Identify the construction and demolition waste materials to be diverted from disposal by recycling,
reuse on the project or salvage for future use or sale.
2. Specify if construction and demolition waste materials will be sorted on-site (source separated) or
bulk mixed (single stream).
3. Identify diversion facilities where the construction and demolition waste material collected will be
taken.
4. Identify construction methods employed to reduce the amount of construction and demolition waste
generated.
5. Specify that the amount of construction and demolition waste materials diverted shall be calculated
by weight or volume, but not by both.
4.408.3 WASTE MANAGEMENT COMPANY. Utilize a waste management company, approved by the
enforcing agency, which can provide verifiable documentation that the percentage of construction and
demolition waste material diverted from the landfill complies with Section 4.408.1.
Note: The owner or contractor may make the determination if the construction and demolition waste
materials will be diverted by a waste management company.
4.408.4 WASTE STREAM REDUCTION ALTERNATIVE [LR]. Projects that generate a total combined
weight of construction and demolition waste disposed of in landfills, which do not exceed 3.4
lbs./sq.ft. of the building area shall meet the minimum 65% construction waste reduction requirement in
Section 4.408.1
4.408.4.1 WASTE STREAM REDUCTION ALTERNATIVE. Projects that generate a total combined
weight of construction and demolition waste disposed of in landfills, which do not exceed 2 pounds
per square foot of the building area, shall meet the minimum 65% construction waste reduction
requirement in Section 4.408.1
4.408.5 DOCUMENTATION. Documentation shall be provided to the enforcing agency which demonstrates
compliance with Section 4.408.2, items 1 through 5, Section 4.408.3 or Section 4.408.4..
Notes:
1. Sample forms found in "A Guide to the California Green Building Standards Code
(Residential)" located at www.hcd.ca.gov/CALGreen.html may be used to assist in
documenting compliance with this section.
2. Mixed construction and demolition debris (C & D) processors can be located at the California
Department of Resources Recycling and Recovery (CalRecycle).
4.410 BUILDING MAINTENANCE AND OPERATION
4.410.1 OPERATION AND MAINTENANCE MANUAL. At the time of final inspection, a manual, compact
disc, web-based reference or other media acceptable to the enforcing agency which includes all of the
following shall be placed in the building:
1. Directions to the owner or occupant that the manual shall remain with the building throughout the
life cycle of the structure.
2. Operation and maintenance instructions for the following:
a. Equipment and appliances, including water-saving devices and systems, HVAC systems,
photovoltaic systems, electric vehicle chargers, water-heating systems and other major
appliances and equipment.
b. Roof and yard drainage, including gutters and downspouts.
c. Space conditioning systems, including condensers and air filters.
d. Landscape irrigation systems.
e. Water reuse systems.
3. Information from local utility, water and waste recovery providers on methods to further reduce
resource consumption, including recycle programs and locations.
4. Public transportation and/or carpool options available in the area.
5. Educational material on the positive impacts of an interior relative humidity between 30-60 percent
and what methods an occupant may use to maintain the relative humidity level in that range.
6. Information about water-conserving landscape and irrigation design and controllers which conserve
water.
7. Instructions for maintaining gutters and downspouts and the importance of diverting water at least 5
feet away from the foundation.
8. Information on required routine maintenance measures, including, but not limited to, caulking,
painting, grading around the building, etc.
9. Information about state solar energy and incentive programs available.
10. A copy of all special inspections verifications required by the enforcing agency or this code.
11. Information from the Department of Forestry and Fire Protection on maintenance of defensible
space around residential structures.
12. Information and/or drawings identifying the location of grab bar reinforcements.
4.410.2 RECYCLING BY OCCUPANTS. Where 5 or more multifamily dwelling units are constructed on a
building site, provide readily accessible area(s) that serves all buildings on the site and are identified for the
depositing, storage and collection of non-hazardous materials for recycling, including (at a minimum) paper,
corrugated cardboard, glass, plastics, organic waster, and metals, or meet a lawfully enacted local recycling
ordinance, if more restrictive.
Exception: Rural jurisdictions that meet and apply for the exemption in Public Resources Code Section
42649.82 (a)(2)(A) et seq. are note required to comply with the organic waste portion of
this section.
DIVISION 4.4 MATERIAL CONSERVATION AND RESOURCE
EFFICIENCY
DIVISION 4.5 ENVIRONMENTAL QUALITY
4.303 INDOOR WATER USE
4.303.1 WATER CONSERVING PLUMBING FIXTURES AND FITTINGS. Plumbing fixtures (water closets and
urinals) and fittings (faucets and showerheads) shall comply with the sections 4.303.1.1, 4.303.1.2, 4.303.1.3,
and 4.303.4.4.
Note: All noncompliant plumbing fixtures in any residential real property shall be replaced with water-conserving
plumbing fixtures. Plumbing fixture replacement is required prior to issuance of a certificate of final
completion, certificate of occupancy, or final permit approval by the local building department. See Civil
Code Section 1101.1, et seq., for the definition of a noncompliant plumbing fixture, types of residential
buildings affected and other important enactment dates.
4.303.1.1 Water Closets. The effective flush volume of all water closets shall not exceed 1.28 gallons per
flush. Tank-type water closets shall be certified to the performance criteria of the U.S. EPA WaterSense
Specification for Tank-type Toilets.
Note: The effective flush volume of dual flush toilets is defined as the composite, average flush volume
of two reduced flushes and one full flush.
4.303.1.2 Urinals. The effective flush volume of wall mounted urinals shall not exceed 0.125 gallons per flush.
The effective flush volume of all other urinals shall not exceed 0.5 gallons per flush.
4.303.1.3 Showerheads.
4.303.1.3.1 Single Showerhead. Showerheads shall have a maximum flow rate of not more than 1.8
gallons per minute at 80 psi. Showerheads shall be certified to the performance criteria of the U.S. EPA
WaterSense Specification for Showerheads.
4.303.1.3.2 Multiple showerheads serving one shower. When a shower is served by more than one
showerhead, the combined flow rate of all the showerheads and/or other shower outlets controlled by
a single valve shall not exceed 1.8 gallons per minute at 80 psi, or the shower shall be designed to only
allow one shower outlet to be in operation at a time.
Note: A hand-held shower shall be considered a showerhead.
4.303.1.4 Faucets.
4.303.1.4.1 Residential Lavatory Faucets. The maximum flow rate of residential lavatory faucets shall
not exceed 1.2 gallons per minute at 60 psi. The minimum flow rate of residential lavatory faucets shall
not be less than 0.8 gallons per minute at 20 psi.
4.303.1.4.2 Lavatory Faucets in Common and Public Use Areas. The maximum flow rate of lavatory
faucets installed in common and public use areas (outside of dwellings or sleeping units) in residential
buildings shall not exceed 0.5 gallons per minute at 60 psi.
4.303.1.4.3 Metering Faucets. Metering faucets when installed in residential buildings shall not deliver
more than 0.2 gallons per cycle.
4.303.1.4.4 Kitchen Faucets. The maximum flow rate of kitchen faucets shall not exceed 1.8 gallons
per minute at 60 psi. Kitchen faucets may temporarily increase the flow above the maximum rate, but not
to exceed 2.2 gallons per minute at 60 psi, and must default to a maximum flow rate of 1.8 gallons per
minute at 60 psi.
Note: Where complying faucets are unavailable, aerators or other means may be used to achieve
reduction.
4.303.1.4.5 Pre-rinse spray valves.
When installed, shall meet the requirements in the California Code of Regulations, Title 20 (Appliance
Efficiency Regulations), Sections 1605.1 (h)(4) Table H-2, Section 1605.3 (h)(4)(A), and Section 1607
(d)(7) and shall be equipped with an integral automatic shutoff.
FOR REFERENCE ONLY: The following table and code section have been reprinted from the California
Code of Regulations, Title 20 (Appliance Efficiency Regulations),Section 1605.1 (h)(4) and Section
1605.3 (h)(4)(A).
Title 20 Section 1605.3 (h)(4)(A): Commercial prerinse spray values manufactured on or after January
1, 2006, shall have a minimum spray force of not less than 4.0 ounces-force (ozf)[113 grams-force(gf)]
4.303.2 Submeters for multifamily buildings and dwelling units in mixed-used residential/commercial
buildings.
Submeters shall be installed to measure water usage of individual rental dwelling units in accordance with the
California Plumbing Code.
4.303.3 Standards for plumbing fixtures and fittings. Plumbing fixtures and fittings shall be installed in
accordance with the California Plumbing Code, and shall meet the applicable standards referenced in Table
1701.1 of the California Plumbing Code.
TABLE - MAXIMUM FIXTURE WATER USE
FIXTURE TYPE FLOW RATE
SHOWER HEADS (RESIDENTIAL)1.8 GMP @ 80 PSI
LAVATORY FAUCETS (RESIDENTIAL)MAX. 1.2 GPM @ 60 PSI MIN. 0.8 GPM @ 20
PSI
LAVATORY FAUCETS IN COMMON & PUBLIC
USE AREAS 0.5 GPM @ 60 PSI
KITCHEN FAUCETS 1.8 GPM @ 60 PSI
METERING FAUCETS 0.2 GAL/CYCLE
WATER CLOSET 1.28 GAL/FLUSH
URINALS 0.125 GAL/FLUSH
4.304 OUTDOOR WATER USE
4.304.1 OUTDOOR POTABLE WATER USE IN LANDSCAPE AREAS. Residential developments shall comply with
a local water efficient landscape ordinance or the current California Department of Water Resources' Model Water
Efficient Landscape Ordinance (MWELO), whichever is more stringent.
NOTES:
1. The Model Water Efficient Landscape Ordinance (MWELO) is located in the California Code Regulations,
Title 23, Chapter 2.7, Division 2. MWELO and supporting documents, including water budget calculator, are
available at: https://www.water.ca.gov/
ABBREVIATION DEFINITIONS:
HCD Department of Housing and Community Development
BSC California Building Standards Commission
DSA-SS Division of the State Architect, Structural Safety
OSHPD Office of Statewide Health Planning and Development
LR Low Rise
HR High Rise
AA Additions and Alterations
N New
NOTE:
THIS TABLE COMPILES THE DATA IN SECTION 4.303.1, AND IS INCLUDED AS A
CONVENIENCE FOR THE USER.
SECTION 4.102 DEFINITIONS
4.102.1 DEFINITIONS
The following terms are defined in Chapter 2 (and are included here for reference)
FRENCH DRAIN. A trench, hole or other depressed area loosely filled with rock, gravel, fragments of brick or similar
pervious material used to collect or channel drainage or runoff water.
WATTLES. Wattles are used to reduce sediment in runoff. Wattles are often constructed of natural plant materials
such as hay, straw or similar material shaped in the form of tubes and placed on a downflow slope. Wattles are also
used for perimeter and inlet controls.
4.106 SITE DEVELOPMENT4.106.1 GENERAL. Preservation and use of available natural resources shall be accomplished through evaluation
and careful planning to minimize negative effects on the site and adjacent areas. Preservation of slopes,
management of storm water drainage and erosion controls shall comply with this section.
4.106.2 STORM WATER DRAINAGE AND RETENTION DURING CONSTRUCTION. Projects which disturb less
than one acre of soil and are not part of a larger common plan of development which in total disturbs one acre
or more, shall manage storm water drainage during construction. In order to manage storm water drainage
during construction, one or more of the following measures shall be implemented to prevent flooding of adjacent
property, prevent erosion and retain soil runoff on the site.
1. Retention basins of sufficient size shall be utilized to retain storm water on the site.
2. Where storm water is conveyed to a public drainage system, collection point, gutter or similar
disposal method, water shall be filtered by use of a barrier system, wattle or other method approved
by the enforcing agency.
3. Compliance with a lawfully enacted storm water management ordinance.
Note: Refer to the State Water Resources Control Board for projects which disturb one acre or more of soil, or
are part of a larger common plan of development which in total disturbs one acre or more of soil.
(Website: https://www.waterboards.ca.gov/water_issues/programs/stormwater/construction.html)
4.106.3 GRADING AND PAVING. Construction plans shall indicate how the site grading or drainage system will
manage all surface water flows to keep water from entering buildings. Examples of methods to manage surface
water include, but are not limited to, the following:
1. Swales
2. Water collection and disposal systems
3. French drains
4. Water retention gardens
5. Other water measures which keep surface water away from buildings and aid in groundwater
recharge.
Exception: Additions and alterations not altering the drainage path.
4.106.4 Electric vehicle (EV) charging for new construction. New construction shall comply with Section 4.106.4.1
or 4.106.4.2. Electric vehicle supply equipment (EVSE) shall comply with the California Electrical Code.
Exceptions:
1. On a case-by-case basis, where the local enforcing agency has determined EV charging and
infrastructure are not feasible based upon one or more of the following conditions:
1.1 Where there is no local utility power supply or the local utility is unable to supply adequate
power.
1.2 Where there is evidence suitable to the local enforcing agency substantiating that additional
local utility infrastructure design requirements, directly related to the implementation of Section
4.106.4, may adversely impact the construction cost of the project.
2. Accessory Dwelling Units (ADU) and Junior Accessory Dwelling Units (JADU) without additional
parking facilities.
4.106.4.1 New one- and two-family dwellings and townhouses with attached private garages. For each
dwelling unit, install a listed raceway to accommodate a dedicated 208/240-volt branch circuit. The raceway
shall not be less than trade size 1 (nominal 1-inch inside diameter). The raceway shall originate at the main
service or subpanel and shall terminate into a listed cabinet, box or other enclosure in close proximity to the
proposed location of an EV charger. Raceways are required to be continuous at enclosed, inaccessible or
concealed areas and spaces. The service panel and/or subpanel shall provide capacity to install a 40-ampere
208/240-volt minimum dedicated branch circuit and space(s) reserved to permit installation of a branch circuit
overcurrent protective device.
Exemption: A raceway is not required if a minimum 40-ampere 208/240-volt dedicated EV branch circuit is
installed in close proximity to the proposed location of an EV charger at the time of original construction in
accordance with the California Electrical Code.
4.106.4.1.1 Identification. The service panel or subpanel circuit directory shall identify the overcurrent
protective device space(s) reserved for future EV charging as "EV CAPABLE". The raceway termination
location shall be permanently and visibly marked as "EV CAPABLE".
CHAPTER 3
GREEN BUILDING
SECTION 301 GENERAL
301.1 SCOPE. Buildings shall be designed to include the green building measures specified as mandatory in
the application checklists contained in this code. Voluntary green building measures are also included in the
application checklists and may be included in the design and construction of structures covered by this code,
but are not required unless adopted by a city, county, or city and county as specified in Section 101.7.
301.1.1 Additions and alterations. [HCD] The mandatory provisions of Chapter 4 shall be applied to
additions or alterations of existing residential buildings where the addition or alteration increases the
building's conditioned area, volume, or size. The requirements shall apply only to and/or within the
specific area of the addition or alteration.
The mandatory provision of Section 4.106.4.2 may apply to additions or alterations of existing parking
facilities or the addition of new parking facilities serving existing multifamily buildings. See Section
4.106.4.3 for application.
Note: Repairs including, but not limited to, resurfacing, restriping and repairing or maintaining existing
lighting fixtures are not considered alterations for the purpose of this section.
Note: On and after January 1, 2014, residential buildings undergoing permitted alterations, additions, or
improvements shall replace noncompliant plumbing fixtures with water-conserving plumbing fixtures.
Plumbing fixture replacement is required prior to issuance of a certificate of final completion, certificate
of occupancy or final permit approval by the local building department. See Civil Code Section 1101.1,
et seq., for the definition of a noncompliant plumbing fixture, types of residential buildings affected and
other important enactment dates.
301.2 LOW-RISE AND HIGH-RISE RESIDENTIAL BUILDINGS. [HCD] The provisions of
individual sections of CALGreen may apply to either low-rise residential buildings high-rise residential
buildings, or both. Individual sections will be designated by banners to indicate where the section applies
specifically to low-rise only (LR) or high-rise only (HR). When the section applies to both low-rise and
high-rise buildings, no banner will be used.
SECTION 302 MIXED OCCUPANCY BUILDINGS
302.1 MIXED OCCUPANCY BUILDINGS. In mixed occupancy buildings, each portion of a building
shall comply with the specific green building measures applicable to each specific occupancy.
Exceptions:
1. [HCD] Accessory structures and accessory occupancies serving residential buildings shall
comply with Chapter 4 and Appendix A4, as applicable.
2. [HCD] For purposes of CALGreen, live/work units, complying with Section 419 of the California
Building Code, shall not be considered mixed occupancies. Live/Work units shall comply with
Chapter 4 and Appendix A4, as applicable.
4.106.4.2 New multifamily dwellings, hotels and motels and new residential parking facilities.
When parking is provided, parking spaces for new multifamily dwellings, hotels and motels shall meet the
requirements of Section 4.106.4.2.2. Calculations for spaces shall be rounded up to the nearest whole number. A
parking space served by electric vehicle supply equipment or designed as an EV charging space shall count as at
least one standard automobile parking space only for the purpose of complying with any applicable minimum parking
space requirements established by a local jurisdiction. See Vehicle Code Section 22511.2 for further details.
4.106.4.2.1 Reserved.
4.106.4.2.2 Multifamily dwellings, hotels and motels
1. EV ready parking spaces with receptacles.
a. Hotels and motels. Forty (40) percent of the total number of parking spaces shall be equipped
with low power Level 2 EV charging receptacles.
b. Multifamily parking facilities. Forty (40) percent of the total number of parking spaces shall be
equipped with low power Level 2 EV charging receptacles. EV charging receptacles required by
this section shall be located in at least one assigned parking space per dwelling unit where
assigned parking is provided but need not exceed forty (40) percent of the total number of assigned
parking spaces provided on the site.
Exception: Areas of parking facilities served by parking lifts, including but not limited to
automated mechanical-access open parking garages as defined in the California Building
Code; or parking facilities otherwise incapable of supporting electric vehicle charging.
c. Receptacle power source. EV charging receptacles in multifamily parking facilities shall be
provided with a dedicated branch circuit connected to the dwelling unit’s electrical panel, unless
determined as infeasible by the project builder or designer and subject to concurrence of the local
enforcing agency.
Exception: Areas of parking facilities served by parking lifts, including but not limited to
automated mechanical-access open parking garages as defined in the California Building
Code; or parking facilities otherwise incapable of supporting electric vehicle charging.
d. Receptacle configurations. 208/240V EV charging receptacles shall comply with one of
the following configurations:
1. For 20-ampere receptacles, NEMA 6-20R
2. For 30-ampere receptacles, NEMA 14-30R
3. For 50-ampere receptacles, NEMA 14-50R
2. EV ready parking spaces with EV chargers.
a. Hotels and motels. Ten (10) percent of the total number of parking spaces shall be equipped
with Level 2 EV chargers. At least fifty (50) percent of the required EV chargers shall be equipped
with J1772 connectors.
b. Multifamily parking facilities. Ten (10) percent of the total number of parking spaces shall be
equipped with Level 2 EV chargers. At least fifty (50) percent of the required EV chargers shall be
equipped with J1772 connectors. Where common use parking or unassigned parking is provided,
EV chargers shall be located in common use or unassigned parking areas and shall be available
for use by all residents or guests.
Where low power Level 2 EV charging receptacles or Level 2 EV chargers are installed beyond
the minimum required, an automatic load management system (ALMS) may be used to reduce
the maximum required electrical capacity to each space served by the ALMS. The electrical system
and any on-site distribution transformers shall have sufficient capacity to deliver at least 3.3 kW
simultaneously to each EV charging station (EVCS) served by the ALMS. The branch circuit shall
have a minimum capacity of 40 amperes, and installed EV chargers shall have a capacity of not
less than 30 amperes.
4.106.4.2.2.1 Electric vehicle charging stations (EVCS).
Electric vehicle charging stations required by Section 4.106.4.2.2, Item 2, with EV chargers installed shall
comply with Section 4.106.4.2.2.1.1.
Exception: Electric vehicle charging stations serving public accommodations, public housing, motels and hotels
shall not be required to comply with this section. See California Building Code, Chapter 11B, for applicable
requirements.
4.106.4.2.2.1.1 Electric vehicle charging stations (EVCS) spaces with EV chargers installed; dimensions
and location.
EVCS spaces shall be designed to comply with the following:
1. The minimum length of each EVCS space shall be 18 feet (5486 mm).
2. The minimum width of each EVCS space shall be 9 feet (2743 mm).
3. One in every 25 EVCS spaces, but not less than one, shall also have an 8-foot (2438 mm) wide minimum
aisle. A 5-foot (1524 mm) wide minimum aisle shall be permitted provided the minimum width of the
EVCS space is 12 feet (3658 mm). Surface slope for this EVCS space and the aisle shall not exceed 1
unit vertical in 48 units horizontal (2.083 percent slope) in any direction. These EVCS spaces shall also
comply with at least one of the following:
a. The EVCS space shall be located adjacent to an accessible parking space meeting the requirements
of the California Building Code, Chapter 11A, to allow use of the EV charger from the accessible parking
space.
b. The EVCS space shall be located on an accessible route, as defined in the California Building Code,
Chapter 2, to the building.
Exception: Electric vehicle charging stations designed and constructed in compliance with the California
Building Code, Chapter 11B, are not required to comply with Section 4.106.4.2.2.1.1.
4.106.4.2.2.1.2 Accessible electric vehicle charging station spaces.
In addition to the requirements in Section 4.106.4.2.2.1.1, all EV chargers, where installed, shall comply with the
accessibility provisions for EV chargers in the California Building Code, Chapter 11B. EV ready spaces and
EVCS in multifamily developments shall comply with California Building Code, Chapter 11A, Section 1109A.
4.106.4.2.3 Reserved.
4.106.4.2.4 Reserved.
4.106.4.2.5 Electric vehicle ready space signage.
Electric vehicle ready spaces shall be identified by signage or pavement markings, in compliance with Caltrans
Traffic Operations Policy Directive 13-01 (Zero Emission Vehicle Signs and Pavement Markings) or its
successor(s).
4.106.4.3 Electric vehicle charging for additions and alterations of parking facilities serving existing
multi-family buildings.
Where new parking facilities are added, or electrical systems or lighting of existing parking facilities are added or
altered and the work requires a building permit, ten (10) percent of the total number of parking spaces added or
altered shall be EV capable spaces to support future Level 2 electric vehicle supply equipment. The service panel
or subpanel circuit directory shall identify the overcurrent protective device space(s) reserved for
future EV charging purposes as “EV CAPABLE.”
Notes:
1.Construction documents are intended to demonstrate the project’s capability and capacity for facilitating future
EV charging.
2.There is no requirement for EV spaces to be constructed or available until EV chargers are installed for use.
SECTION 4.501 GENERAL
4.501.1 Scope
The provisions of this chapter shall outline means of reducing the quality of air contaminants that are odorous,
irritating and/or harmful to the comfort and well being of a building's installers, occupants and neighbors.
SECTION 4.502 DEFINITIONS
5.102.1 DEFINITIONS
The following terms are defined in Chapter 2 (and are included here for reference)
AGRIFIBER PRODUCTS. Agrifiber products include wheatboard, strawboard, panel substrates and door
cores, not including furniture, fixtures and equipment (FF&E) not considered base building elements.
COMPOSITE WOOD PRODUCTS. Composite wood products include hardwood plywood, particleboard and
medium density fiberboard. "Composite wood products" does not include hardboard, structural plywood,
structural panels, structural composite lumber, oriented strand board, glued laminated timber, prefabricated
wood I-joists or finger-jointed lumber, all as specified in California Code of regulations (CCR), title 17, Section
93120.1.
DIRECT-VENT APPLIANCE. A fuel-burning appliance with a sealed combustion system that draws all air for
combustion from the outside atmosphere and discharges all flue gases to the outside atmosphere.
DISCLAIMER:THIS DOCUMENT IS PROVIDED AND INTENDED TO BE USED AS A MEANS TO INDICATE AREAS OF COMPLIANCE WITH THE CALIFORNIA GREEN BUILDING STANDARDS (CALGREEN) CODE. DUE TO THE VARIABLES BETWEEN BUILDING DEPARTMENT JURISDICTIONS, THIS CHECKLIST IS TO BE USED ON AN INDIVIDUAL PROJECT BASIS AND MAY BE MODIFIED BY THE END USER TO MEET THOSE INDIVIDUAL NEEDS. THE END USER ASSUMES ALL RESPONSIBILITY ASSOCIATED WITH THE USE OF THIS DOCUMENT, INCLUDING VERIFICATION WITH THE FULL CODE.
Y N/AY N/AY N/AY N/A RESPON.
PARTY
RESPON.
PARTY
RESPON.
PARTY
RESPON.
PARTY
2022 CALIFORNIA GREEN BUILDING STANDARDS CODE
RESIDENTIAL MANDATORY MEASURES, SHEET 1 (July 2024 Supplement)Y = YESN/A = NOT APPLICABLE
RESPON. PARTY = RESPONSIBLE PARTY (ie: ARCHITECT, ENGINEER,
OWNER, CONTRACTOR, INSPECTOR ETC.)
4.201 GENERAL
4.201.1 SCOPE. For the purposes of mandatory energy efficiency standards in this code, the California Energy
Commission will continue to adopt mandatory standards.
DIVISION 4.2 ENERGY EFFICIENCY
TABLE H-2
STANDARDS FOR COMMERCIAL PRE-RINSE SPRAY
VALUES MANUFACTURED ON OR AFTER JANUARY 28, 2019
PRODUCT CLASS
[spray force in ounce force (ozf)]MAXIMUM FLOW RATE (gpm)
Product Class 1 (≤1.00
Product Class 2 (> 5.0 ozf and ≤1.20
Product Class 3 (> 8.0 ozf)1.28
X CONTRACTOR
X CONTRACTOR
X CONTRACTOR
X CONTRACTOR
X CONTRACTOR
X CONTRACTOR
X
X
X
X
X
X
X
X
X
X
X
X CONTRACTOR
CONTRACTOR
CONTRACTOR
CONTRACTOR
CONTRACTOR
CONTRACTOR
X
X CONTRACTOR
G1.0
GREEN NOTES
NO. REVISION DATE
DATE
SCALE
DRAWN BY
JOB NO
02/03/2026
I. BUENO
28362 VINCENT MORAGA DR. STE A1
TEMECULA, CA 92590
626.807.4712
RESTRICTIVE NOTICE:ALL DESIGN, IDEAS, DETAILS, PLANS ANDSPECIFICATIONS INDICATED BY THE DRAWINGS ARE
THE EXCLUSIVE PROPERTY OF FS DESIGN GROUP, THEPLANS WERE CREATED AND DEVELOPED FOR USE ONAND IN CONJUNCTION WITH THE SPECIFIC PROJECTDESCRIBED HEREIN. NOT PART THEREOF SHALL BEREPRODUCED, COPIED, ADAPTED, MODIFIED ORDISTRIBUTE TO OTHERS WITHOUT PRIOR WRITTENAND SPECIFIC CONSENT OF FS DESIGN GROUP
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MAXIMUM INCREMENTAL REACTIVITY (MIR). The maximum change in weight of ozone formed by adding a
compound to the "Base Reactive Organic Gas (ROG) Mixture" per weight of compound added, expressed to
hundredths of a gram (g O³/g ROC).
Note: MIR values for individual compounds and hydrocarbon solvents are specified in CCR, Title 17, Sections 94700
and 94701.
MOISTURE CONTENT. The weight of the water in wood expressed in percentage of the weight of the oven-dry wood.
PRODUCT-WEIGHTED MIR (PWMIR). The sum of all weighted-MIR for all ingredients in a product subject to this
article. The PWMIR is the total product reactivity expressed to hundredths of a gram of ozone formed per gram of
product (excluding container and packaging).
Note: PWMIR is calculated according to equations found in CCR, Title 17, Section 94521 (a).
REACTIVE ORGANIC COMPOUND (ROC). Any compound that has the potential, once emitted, to contribute to
ozone formation in the troposphere.
VOC. A volatile organic compound (VOC) broadly defined as a chemical compound based on carbon chains or rings
with vapor pressures greater than 0.1 millimeters of mercury at room temperature. These compounds typically contain
hydrogen and may contain oxygen, nitrogen and other elements. See CCR Title 17, Section 94508(a).
4.503 FIREPLACES4.503.1 GENERAL. Any installed gas fireplace shall be a direct-vent sealed-combustion type. Any installed
woodstove or pellet stove shall comply with U.S. EPA New Source Performance Standards (NSPS) emission limits as
applicable, and shall have a permanent label indicating they are certified to meet the emission limits. Woodstoves,
pellet stoves and fireplaces shall also comply with applicable local ordinances.
4.504 POLLUTANT CONTROL4.504.1 COVERING OF DUCT OPENINGS & PROTECTION OF MECHANICAL EQUIPMENT DURING
CONSTRUCTION. At the time of rough installation, during storage on the construction site and until final
startup of the heating, cooling and ventilating equipment, all duct and other related air distribution component
openings shall be covered with tape, plastic, sheet metal or other methods acceptable to the enforcing agency to
reduce the amount of water, dust or debris which may enter the system.
4.504.2 FINISH MATERIAL POLLUTANT CONTROL. Finish materials shall comply with this section.
4.504.2.1 Adhesives, Sealants and Caulks. Adhesives, sealant and caulks used on the project shall meet the
requirements of the following standards unless more stringent local or regional air pollution or air quality
management district rules apply:
1. Adhesives, adhesive bonding primers, adhesive primers, sealants, sealant primers and caulks
shall comply with local or regional air pollution control or air quality management district rules where
applicable or SCAQMD Rule 1168 VOC limits, as shown in Table 4.504.1 or 4.504.2, as applicable.
Such products also shall comply with the Rule 1168 prohibition on the use of certain toxic
compounds (chloroform, ethylene dichloride, methylene chloride, perchloroethylene and
tricloroethylene), except for aerosol products, as specified in Subsection 2 below.
2. Aerosol adhesives, and smaller unit sizes of adhesives, and sealant or caulking compounds (in
units of product, less packaging, which do not weigh more than 1 pound and do not consist of more
than 16 fluid ounces) shall comply with statewide VOC standards and other requirements, including
prohibitions on use of certain toxic compounds, of California Code of Regulations, Title 17,
commencing with section 94507.
4.504.2.2 Paints and Coatings. Architectural paints and coatings shall comply with VOC limits in Table 1 of
the ARB Architectural Suggested Control Measure, as shown in Table 4.504.3, unless more stringent local limits
apply. The VOC content limit for coatings that do not meet the definitions for the specialty coatings categories
listed in Table 4.504.3 shall be determined by classifying the coating as a Flat, Nonflat or Nonflat-High Gloss
coating, based on its gloss, as defined in subsections 4.21, 4.36, and 4.37 of the 2007 California Air Resources
Board, Suggested Control Measure, and the corresponding Flat, Nonflat or Nonflat-High Gloss VOC limit in
Table 4.504.3 shall apply.
4.504.2.3 Aerosol Paints and Coatings. Aerosol paints and coatings shall meet the Product-weighted MIR
Limits for ROC in Section 94522(a)(2) and other requirements, including prohibitions on use of certain toxic
compounds and ozone depleting substances, in Sections 94522(e)(1) and (f)(1) of California Code of
Regulations, Title 17, commencing with Section 94520; and in areas under the jurisdiction of the Bay Area Air
Quality Management District additionally comply with the percent VOC by weight of product limits of Regulation
8, Rule 49.
4.504.2.4 Verification. Verification of compliance with this section shall be provided at the request of the
enforcing agency. Documentation may include, but is not limited to, the following:
1. Manufacturer's product specification.
2. Field verification of on-site product containers.
CHAPTER 7
INSTALLER & SPECIAL INSPECTOR QUALIFICATIONS
702 QUALIFICATIONS
702.1 INSTALLER TRAINING. HVAC system installers shall be trained and certified in the proper
installation of HVAC systems including ducts and equipment by a nationally or regionally recognized training or
certification program. Uncertified persons may perform HVAC installations when under the direct supervision and
responsibility of a person trained and certified to install HVAC systems or contractor licensed to install HVAC systems.
Examples of acceptable HVAC training and certification programs include but are not limited to the following:
1. State certified apprenticeship programs.
2. Public utility training programs.
3. Training programs sponsored by trade, labor or statewide energy consulting or verification organizations.
4. Programs sponsored by manufacturing organizations.
5. Other programs acceptable to the enforcing agency.
702.2 SPECIAL INSPECTION [HCD]. When required by the enforcing agency, the owner or the
responsible entity acting as the owner's agent shall employ one or more special inspectors to provide inspection or
other duties necessary to substantiate compliance with this code. Special inspectors shall demonstrate competence
to the satisfaction of the enforcing agency for the particular type of inspection or task to be performed. In addition to
other certifications or qualifications acceptable to the enforcing agency, the following certifications or education may be
considered by the enforcing agency when evaluating the qualifications of a special inspector:
1. Certification by a national or regional green building program or standard publisher.
2. Certification by a statewide energy consulting or verification organization, such as HERS raters, building
performance contractors, and home energy auditors.
3. Successful completion of a third party apprentice training program in the appropriate trade.
4. Other programs acceptable to the enforcing agency.
Notes:
1. Special inspectors shall be independent entities with no financial interest in the materials or the
project they are inspecting for compliance with this code.
2. HERS raters are special inspectors certified by the California Energy Commission (CEC) to rate
homes in California according to the Home Energy Rating System (HERS).
[BSC] When required by the enforcing agency, the owner or the responsible entity acting as the owner's agent shall
employ one or more special inspectors to provide inspection or other duties necessary to substantiate compliance with
this code. Special inspectors shall demonstrate competence to the satisfaction of the enforcing agency for the
particular type of inspection or task to be performed. In addition, the special inspector shall have a certification from a
recognized state, national or international association, as determined by the local agency. The area of certification
shall be closely related to the primary job function, as determined by the local agency.
Note: Special inspectors shall be independent entities with no financial interest in the materials or the
project they are inspecting for compliance with this code.
703 VERIFICATIONS
703.1 DOCUMENTATION. Documentation used to show compliance with this code shall include but is not
limited to, construction documents, plans, specifications, builder or installer certification, inspection reports, or other
methods acceptable to the enforcing agency which demonstrate substantial conformance. When specific
documentation or special inspection is necessary to verify compliance, that method of compliance will be specified in
the appropriate section or identified applicable checklist.
4.505 INTERIOR MOISTURE CONTROL4.505.1 General. Buildings shall meet or exceed the provisions of the California Building Standards Code.
4.505.2 CONCRETE SLAB FOUNDATIONS. Concrete slab foundations required to have a vapor retarder by
California Building Code, Chapter 19, or concrete slab-on-ground floors required to have a vapor retarder by the
California Residential Code, Chapter 5, shall also comply with this section.
4.505.2.1 Capillary break. A capillary break shall be installed in compliance with at least one of the
following:
1. A 4-inch (101.6 mm) thick base of 1/2 inch (12.7mm) or larger clean aggregate shall be provided with
a vapor barrier in direct contact with concrete and a concrete mix design, which will address bleeding,
shrinkage, and curling, shall be used. For additional information, see American Concrete Institute,
ACI 302.2R-06.
2. Other equivalent methods approved by the enforcing agency.
3. A slab design specified by a licensed design professional.
4.505.3 MOISTURE CONTENT OF BUILDING MATERIALS. Building materials with visible signs of water damage
shall not be installed. Wall and floor framing shall not be enclosed when the framing members exceed 19 percent
moisture content. Moisture content shall be verified in compliance with the following:
1. Moisture content shall be determined with either a probe-type or contact-type moisture meter.Equivalent
moisture verification methods may be approved by the enforcing agency and shall satisfy requirements
found in Section 101.8 of this code.
2. Moisture readings shall be taken at a point 2 feet (610 mm) to 4 feet (1219 mm) from the grade stamped end
of each piece verified.
3. At least three random moisture readings shall be performed on wall and floor framing with documentation
acceptable to the enforcing agency provided at the time of approval to enclose the wall and floor framing.
Insulation products which are visibly wet or have a high moisture content shall be replaced or allowed to dry prior to
enclosure in wall or floor cavities. Wet-applied insulation products shall follow the manufacturers' drying
recommendations prior to enclosure.
4.506 INDOOR AIR QUALITY AND EXHAUST4.506.1 Bathroom exhaust fans. Each bathroom shall be mechanically ventilated and shall comply with the
following:
1. Fans shall be ENERGY STAR compliant and be ducted to terminate outside the building.
2. Unless functioning as a component of a whole house ventilation system, fans must be controlled by a
humidity control.
a. Humidity controls shall be capable of adjustment between a relative humidity range less than or
equal to 50% to a maximum of 80%. A humidity control may utilize manual or automatic means of
adjustment.
b. A humidity control may be a separate component to the exhaust fan and is not required to be
integral (i.e., built-in)
Notes:
1. For the purposes of this section, a bathroom is a room which contains a bathtub, shower or
tub/shower combination.
2. Lighting integral to bathroom exhaust fans shall comply with the California Energy Code.
4.507 ENVIRONMENTAL COMFORT4.507.2 HEATING AND AIR-CONDITIONING SYSTEM DESIGN. Heating and air conditioning systems shall be
sized, designed and have their equipment selected using the following methods:
1. The heat loss and heat gain is established according to ANSI/ACCA 2 Manual J - 2011 (Residential
Load Calculation), ASHRAE handbooks or other equivalent design software or methods.
2. Duct systems are sized according to ANSI/ACCA 1 Manual D - 2014 (Residential Duct Systems),
ASHRAE handbooks or other equivalent design software or methods.
3. Select heating and cooling equipment according to ANSI/ACCA 3 Manual S - 2014 (Residential
Equipment Selection), or other equivalent design software or methods.
Exception: Use of alternate design temperatures necessary to ensure the system functions are
acceptable.
TABLE 4.504.1 - ADHESIVE VOC LIMIT1,2
(Less Water and Less Exempt Compounds in Grams per Liter)
ARCHITECTURAL APPLICATIONS VOC LIMIT
INDOOR CARPET ADHESIVES 50
CARPET PAD ADHESIVES 50
OUTDOOR CARPET ADHESIVES 150
WOOD FLOORING ADHESIVES 100
RUBBER FLOOR ADHESIVES 60
SUBFLOOR ADHESIVES 50
CERAMIC TILE ADHESIVES 65
VCT & ASPHALT TILE ADHESIVES 50
DRYWALL & PANEL ADHESIVES 50
COVE BASE ADHESIVES 50
MULTIPURPOSE CONSTRUCTION ADHESIVE 70
STRUCTURAL GLAZING ADHESIVES 100
SINGLE-PLY ROOF MEMBRANE ADHESIVES 250
OTHER ADHESIVES NOT LISTED 50
SPECIALTY APPLICATIONS
PVC WELDING 510
CPVC WELDING 490
ABS WELDING 325
PLASTIC CEMENT WELDING 250
ADHESIVE PRIMER FOR PLASTIC 550
CONTACT ADHESIVE 80
SPECIAL PURPOSE CONTACT ADHESIVE 250
STRUCTURAL WOOD MEMBER ADHESIVE 140
TOP & TRIM ADHESIVE 250
SUBSTRATE SPECIFIC APPLICATIONS
METAL TO METAL 30
PLASTIC FOAMS 50
POROUS MATERIAL (EXCEPT WOOD)50
WOOD 30
FIBERGLASS 80
1. IF AN ADHESIVE IS USED TO BOND DISSIMILAR SUBSTRATES TOGETHER,
THE ADHESIVE WITH THE HIGHEST VOC CONTENT SHALL BE ALLOWED.
2. FOR ADDITIONAL INFORMATION REGARDING METHODS TO MEASURE
THE VOC CONTENT SPECIFIED IN THIS TABLE, SEE SOUTH COAST AIR
QUALITY MANAGEMENT DISTRICT RULE 1168.
TABLE 4.504.2 - SEALANT VOC LIMIT
(Less Water and Less Exempt Compounds in Grams per Liter)
SEALANTS VOC LIMIT
ARCHITECTURAL 250
MARINE DECK 760
NONMEMBRANE ROOF 300
ROADWAY 250
SINGLE-PLY ROOF MEMBRANE 450
OTHER 420
SEALANT PRIMERS
ARCHITECTURAL
NON-POROUS 250
POROUS 775
MODIFIED BITUMINOUS 500
MARINE DECK 760
OTHER 750
TABLE 4.504.5 - FORMALDEHYDE LIMITS1
MAXIMUM FORMALDEHYDE EMISSIONS IN PARTS PER MILLION
PRODUCT CURRENT LIMIT
HARDWOOD PLYWOOD VENEER CORE 0.05
HARDWOOD PLYWOOD COMPOSITE CORE 0.05
PARTICLE BOARD 0.09
MEDIUM DENSITY FIBERBOARD 0.11
THIN MEDIUM DENSITY FIBERBOARD2 0.13
1. VALUES IN THIS TABLE ARE DERIVED FROM THOSE SPECIFIED
BY THE CALIF. AIR RESOURCES BOARD, AIR TOXICS CONTROL
MEASURE FOR COMPOSITE WOOD AS TESTED IN ACCORDANCE
WITH ASTM E 1333. FOR ADDITIONAL INFORMATION, SEE CALIF.
CODE OF REGULATIONS, TITLE 17, SECTIONS 93120 THROUGH
93120.12.
2. THIN MEDIUM DENSITY FIBERBOARD HAS A MAXIMUM
THICKNESS OF 5/16" (8 MM).
TABLE 4.504.3 - VOC CONTENT LIMITS FOR
ARCHITECTURAL COATINGS2,3
GRAMS OF VOC PER LITER OF COATING, LESS WATER & LESS EXEMPT
COMPOUNDS
COATING CATEGORY VOC LIMIT
FLAT COATINGS 50
NON-FLAT COATINGS 100
NONFLAT-HIGH GLOSS COATINGS 150
SPECIALTY COATINGS
ALUMINUM ROOF COATINGS 400
BASEMENT SPECIALTY COATINGS 400
BITUMINOUS ROOF COATINGS 50
BITUMINOUS ROOF PRIMERS 350
BOND BREAKERS 350
CONCRETE CURING COMPOUNDS 350
CONCRETE/MASONRY SEALERS 100
DRIVEWAY SEALERS 50
DRY FOG COATINGS 150
FAUX FINISHING COATINGS 350
FIRE RESISTIVE COATINGS 350
FLOOR COATINGS 100
FORM-RELEASE COMPOUNDS 250
GRAPHIC ARTS COATINGS (SIGN PAINTS)500
HIGH TEMPERATURE COATINGS 420
INDUSTRIAL MAINTENANCE COATINGS 250
LOW SOLIDS COATINGS1 120
MAGNESITE CEMENT COATINGS 450
MASTIC TEXTURE COATINGS 100
METALLIC PIGMENTED COATINGS 500
MULTICOLOR COATINGS 250
PRETREATMENT WASH PRIMERS 420
PRIMERS, SEALERS, & UNDERCOATERS 100
REACTIVE PENETRATING SEALERS 350
RECYCLED COATINGS 250
ROOF COATINGS 50
RUST PREVENTATIVE COATINGS 250
SHELLACS
CLEAR 730
OPAQUE 550
SPECIALTY PRIMERS, SEALERS &
UNDERCOATERS 100
STAINS 250
STONE CONSOLIDANTS 450
SWIMMING POOL COATINGS 340
TRAFFIC MARKING COATINGS 100
TUB & TILE REFINISH COATINGS 420
WATERPROOFING MEMBRANES 250
WOOD COATINGS 275
WOOD PRESERVATIVES 350
ZINC-RICH PRIMERS 340
1. GRAMS OF VOC PER LITER OF COATING, INCLUDING WATER &
EXEMPT COMPOUNDS
2. THE SPECIFIED LIMITS REMAIN IN EFFECT UNLESS REVISED LIMITS
ARE LISTED IN SUBSEQUENT COLUMNS IN THE TABLE.
3. VALUES IN THIS TABLE ARE DERIVED FROM THOSE SPECIFIED BY
THE CALIFORNIA AIR RESOURCES BOARD, ARCHITECTURAL COATINGS
SUGGESTED CONTROL MEASURE, FEB. 1, 2008. MORE INFORMATION IS
AVAILABLE FROM THE AIR RESOURCES BOARD.
DIVISION 4.5 ENVIRONMENTAL QUALITY (continued)
4.504.3 CARPET SYSTEMS. All carpet installed in the building interior shall meet the requirements of the California
Department of Public Health, "Standard Method for the Testing and Evaluation of Volatile Organic Chemical Emissions
from Indoor Sources Using Environmental Chambers," Version 1.2, January 2017 (Emission testing method for
California Specification 01350)
See California Department of Public Health's website for certification programs and testing labs.
https://www.cdph.ca.gov/Programs/CCDPHP/DEODC/EHLB/IAQ/Pages/VOC.aspx.
4.504.3.1 Carpet cushion. All carpet cushion installed in the building interior shall meet the requirements of the
California Department of Public Health, "Standard Method for the Testing and Evaluation of Volatile Organic
Chemical Emissions from Indoor Sources Using Environmental Chambers," Version 1.2, January 2017
(Emission testing method for California Specification 01350)
See California Department of Public Health's website for certification programs and testing labs.
https://www.cdph.ca.gov/Programs/CCDPHP/DEODC/EHLB/IAQ/Pages/VOC.aspx.
4.504.3.2 Carpet adhesive. All carpet adhesive shall meet the requirements of Table 4.504.1.
4.504.4 RESILIENT FLOORING SYSTEMS. Where resilient flooring is installed , at least 80% of floor area receiving
resilient flooring shall meet the requirements of the California Department of Public Health, "Standard Method for the
Testing and Evaluation of Volatile Organic Chemical Emissions from Indoor Sources Using Environmental Chambers,"
Version 1.2, January 2017 (Emission testing method for California Specification 01350)
See California Department of Public Health's website for certification programs and testing labs.
hhtps://www.cdph.ca.gov/Programs/CCDPHP/DEODC/EHLB/IAQ/Pages/VOC.aspx.
4.504.5 COMPOSITE WOOD PRODUCTS. Hardwood plywood, particleboard and medium density fiberboard
composite wood products used on the interior or exterior of the buildings shall meet the requirements for
formaldehyde as specified in ARB's Air Toxics Control Measure for Composite Wood (17 CCR 93120 et seq.),
by or before the dates specified in those sections, as shown in Table 4.504.5
4.504.5.1 Documentation. Verification of compliance with this section shall be provided as requested
by the enforcing agency. Documentation shall include at least one of the following:
1. Product certifications and specifications.
2. Chain of custody certifications.
3. Product labeled and invoiced as meeting the Composite Wood Products regulation (see
CCR, Title 17, Section 93120, et seq.).
4. Exterior grade products marked as meeting the PS-1 or PS-2 standards of the Engineered
Wood Association, the Australian AS/NZS 2269, European 636 3S standards, and Canadian CSA
0121, CSA 0151, CSA 0153 and CSA 0325 standards.
5. Other methods acceptable to the enforcing agency.
DISCLAIMER:THIS DOCUMENT IS PROVIDED AND INTENDED TO BE USED AS A MEANS TO INDICATE AREAS OF COMPLIANCE WITH THE CALIFORNIA GREEN BUILDING STANDARDS (CALGREEN) CODE. DUE TO THE VARIABLES BETWEEN BUILDING DEPARTMENT JURISDICTIONS, THIS CHECKLIST IS TO BE USED ON AN INDIVIDUAL PROJECT BASIS AND MAY BE MODIFIED BY THE END USER TO MEET THOSE INDIVIDUAL NEEDS. THE END USER ASSUMES ALL RESPONSIBILITY ASSOCIATED WITH THE USE OF THIS DOCUMENT, INCLUDING VERIFICATION WITH THE FULL CODE.
Y N/AY N/AY N/AY N/A RESPON.
PARTY
RESPON.
PARTY
RESPON.
PARTY
RESPON.
PARTY
2022 CALIFORNIA GREEN BUILDING STANDARDS CODE
RESIDENTIAL MANDATORY MEASURES, SHEET 2 (July 2024 Supplement)Y = YES
N/A = NOT APPLICABLERESPON. PARTY = RESPONSIBLE PARTY (ie: ARCHITECT, ENGINEER,
OWNER, CONTRACTOR, INSPECTOR ETC.)
X
X
X
X CONTRACTOR
X CONTRACTOR
X CONTRACTOR
X CONTRACTOR
X CONTRACTOR
X CONTRACTOR
X CONTRACTOR
X CONTRACTOR
X CONTRACTOR
X CONTRACTOR
X CONTRACTOR
X CONTRACTOR
X CONTRACTOR
X CONTRACTOR
X CONTRACTOR
X CONTRACTOR
X CONTRACTOR
G1.1
GREEN NOTES
NO. REVISION DATE
DATE
SCALE
DRAWN BY
JOB NO
02/03/2026
I. BUENO
28362 VINCENT MORAGA DR. STE A1
TEMECULA, CA 92590
626.807.4712
RESTRICTIVE NOTICE:ALL DESIGN, IDEAS, DETAILS, PLANS ANDSPECIFICATIONS INDICATED BY THE DRAWINGS ARE
THE EXCLUSIVE PROPERTY OF FS DESIGN GROUP, THEPLANS WERE CREATED AND DEVELOPED FOR USE ONAND IN CONJUNCTION WITH THE SPECIFIC PROJECTDESCRIBED HEREIN. NOT PART THEREOF SHALL BEREPRODUCED, COPIED, ADAPTED, MODIFIED ORDISTRIBUTE TO OTHERS WITHOUT PRIOR WRITTENAND SPECIFIC CONSENT OF FS DESIGN GROUP
14-24
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1
C I T Y OF S A N T A A N A F O R M "PCC-06"S P E C I A L I N S P E C T I O N
Planning & Building Agency
Building and Safety Division
20 Civic Center PlazaP.O. Box 1988 (M-19)
Santa Ana, CA 92702
(714)-647-5800
www.santa-ana.org
SOILS REPORT EXEMPTIONS
PCC‐06
REV: 7/1/2024 Page 1 of 1
A. REFERENCES
2022 California Building Code (CBC), Section 1803 for Geotechnical Investigations
B. SOILS REPORT REQUIRED
Soils reports prepared by a California registered geotechnical engineer shall be provided in
accordance with code requirements in Chapter 18 of the current CBC. Two copies of the soils
report that are stamped and signed by the geotechnical engineer shall be provided at the time
of plan submittal.
Exemptions: A soils report will not be required for the following:
1. Accessory structures to an existing single family dwelling such as patio covers and
carports
2. Light standards where the height is 25 feet or less
3. Fences and blockwalls where the height is 10 feet or less
4. Retaining walls retaining 6 feet or less of level grade, not supporting surcharge
5. The following types of buildings complying with the “Minimum Foundation Construction
Requirements” in Section C below are met:
a. Detached one-story garage serving a single family dwelling
b. One-story and two-story attached additions to an existing single family dwelling
c. New detached one-story accessory dwelling units (ADU) with a maximum building
area of 750 sq. ft.
The building official reserves the right to require a soils report for any project where
questionable soil or slope instability conditions at the site warrant a foundation and soils
investigation.
C. MINIMUM FOUNDATION CONSTRUCTION REQUIREMENTS UNDER EXEMPTION #5 ABOVE
1. Depth of foundations below the natural grade shall not be less than 18 inches.
2. Continuous foundations shall be reinforced with at least four continuous #4 reinforcing
bars, two #4 bars at the top and two #4 bars at the bottom.
3. Slab construction shall be minimum 4” thick, reinforced with #4 bars at 18” on center
each way.
4. Doweling of the new foundations and slabs into the existing foundations and slabs shall
be required. Dowels shall be a minimum of 6” into the existing concrete and shall extend
a minimum of 24” into the new concrete. Dowels shall be minimum #3 bars at 18” on
center or #4 bars at 24” on center.
D. [NEW] ALTERNATE SOILS REPORT POLICY
ICC Orange Empire Chapter document “Foundation Requirements for Residential Projects
and Accessory Structures (Approved September 22, 2021)” which is attached, may be used
as alternate soils report policy when the document is complied with in its entirety. Code
references in this document shall be construed to apply to the corresponding provisions in the
current code.
Foundation Requirements for
Residential Projects and Accessory Structures
(Approved September 22, 2021)
BACKGROUND:
1. Section R401.4 of 2019 California Residential Code (CRC) requires a soils test to determine the soil’s
characteristics if expansive soils are likely to be present.
2. Section 1803.5.11 of 2019 California Building Code (CBC) requires a “geotechnical investigation” for
any structure determined to be in Seismic Design Category C, D, E, or F in accordance with Section
1613.
3. Exception to Section 1803.2 states, “The building official shall be permitted to waive the requirement
for a geotechnical investigation where satisfactory data from adjacent areas is available that
demonstrates an investigation is not necessary for any of the conditions in Sections 1803.5.1 through
1803.5.6, and Sections 1803.5.10 and 1803.5.11.”
POLICY:
Since the majority of jurisdictions in Orange County is located in Seismic Design Category D and due to the
presence of expansive soil in some areas, this policy is developed to comply with the 2019 CRC and CBC.
Geotechnical investigation report is required for all projects except as prescribed below.
Exception:
1. One story room addition(s) to a single‐family dwelling/accessory dwelling unit (SFD/ADU) up to
1,200 sf of individual areas located in non‐liquefaction area.
2. One story detached SFD/ADU, or accessory structure up to 1,200 sf located in non‐liquefaction
area.
3. One story room addition(s) to a SFD/ADU up to 500 sf of individual areas located in liquefaction
area.
4. (a) Room addition(s) to a SFD/ADU larger than 500 sf of individual areas but not more than 1,200
sf located in liquefaction area shall require 4’ of overexcavation.
(b) Detached accessory structure or SFD/ADU larger than 500 sf but not more than 1,200 sf located
in liquefaction area shall require 4’ overexcavation.
5. One story detached accessory structure up to 500 sf located in liquefaction area.
6. Second story addition above existing first floor within the footprint of existing dwelling.
For item 6, a letter from a California Licensed Geotechnical Engineer or Civil Engineer practicing
soil engineering is required, stating the condition of existing foundation and supporting subgrade
soils and providing foundation recommendations due to the added vertical and lateral loads from
the proposed second story addition.
Foundation Requirements for
Residential Projects and Accessory Structures
Exempted projects as described above in item 1 through 5 shall follow the alternate method as outlined
below in lieu of geotechnical investigation report provided minimum foundation clearance from slope
is maintained based on Section 1808.7, R403.1.7, or local Grading Code, whichever is more restrictive:
A. For slab on grade construction:
• Scarify top 12” or recompact 4’ overexcavation prior to trenching for the utility and/or
foundation. 90% compaction report is required at the time of foundation inspection. Damp
proofing, base course and pre‐saturation are required.
• Provide 5” slab on grade reinforced with #4 at 18” on centers each way over 4” base of ½”
or larger clean aggregate with 10 mil vapor retarder in direct contact with concrete. Slab
shall be tied‐in to continuous 12” wide X 24” (minimum embedment into firm soil)
foundation.
• Continuous foundation must be reinforced with 2 #5 (or 3 #4) top and bottom.
See slab on grade foundation detail ‘A’ below for additional information.
B. For raised foundation construction:
• Provide continuous foundation with 12” wide X 24” (minimum embedment into firm soil)
around the perimeter of the addition.
• Continuous foundation must be reinforced with 2 #5 (or 3 #4) top and bottom.
• Provide 18” (minimum embedment) for all interior pier footing.
See raised floor foundation detail ‘B’ below for additional information.
Note: All concrete shall be fc’=4,500 psi (minimum) with type V cement maximum water cement
ratio of 0.45. No special inspection required if concrete truck mix ticket is provided.
This policy does not apply to projects that require grading plans and permit per local Grading Code.
Foundation Requirements for
Residential Projects and Accessory Structures
S1.0B
R E V I S I O N
REVISIONSMARKDATE
SHEET OF 14
TITLE
CHECK AND VERIFY ALL
DIMENSIONS BEFORE
PROCEEDING WITH THE
WORK. REPORT
DISCREPANCIES TO THE
ENGINEER. ALL
CONSTRUCTION SHALL
CONFORM TO THE C.B.C.
JOB #:DRAWN:
DATE:CHECKED:
25-199 A.M.*
E.C. / M.C.Oct. 9, 25
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PC110/09/25
STRUCTURAL
NOTES
2
4 DETAIL 3 DETAIL 2 DETAIL 1 DETAIL
8 DETAIL 7 DETAIL 6 DETAIL 5 DETAIL
12 DETAIL 11 DETAIL 10 DETAIL 9 DETAIL
DETAIL
R E V I S I O N
REVISIONSMARKDATE
SHEET OF 14
TITLE
CHECK AND VERIFY ALL
DIMENSIONS BEFORE
PROCEEDING WITH THE
WORK. REPORT
DISCREPANCIES TO THE
ENGINEER. ALL
CONSTRUCTION SHALL
CONFORM TO THE C.B.C.
JOB #:DRAWN:
DATE:CHECKED:
25-199 A.M.*
E.C. / M.C.Oct. 9, 25
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REV107/7/25
PC110/09/25
TYPICAL
DETAILS
S1.1
3
4 DETAIL 2 DETAIL
8 DETAIL 6 DETAIL 5 DETAIL
12 DETAIL 10 DETAIL 9 DETAIL
R E V I S I O N
REVISIONSMARKDATE
SHEET OF 14
TITLE
CHECK AND VERIFY ALL
DIMENSIONS BEFORE
PROCEEDING WITH THE
WORK. REPORT
DISCREPANCIES TO THE
ENGINEER. ALL
CONSTRUCTION SHALL
CONFORM TO THE C.B.C.
JOB #:DRAWN:
DATE:CHECKED:
25-199 A.M.*
E.C. / M.C.Oct. 9, 25
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REV107/7/25
PC110/09/25
TYPICAL
DETAILS
S1.2
4
4 DETAIL 2 DETAIL 1 DETAIL
12 DETAIL 11 DETAIL 10 DETAIL 9 DETAIL
R E V I S I O N
REVISIONSMARKDATE
SHEET OF 14
TITLE
CHECK AND VERIFY ALL
DIMENSIONS BEFORE
PROCEEDING WITH THE
WORK. REPORT
DISCREPANCIES TO THE
ENGINEER. ALL
CONSTRUCTION SHALL
CONFORM TO THE C.B.C.
JOB #:DRAWN:
DATE:CHECKED:
25-199 A.M.*
E.C. / M.C.Oct. 9, 25
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PC110/09/25
TYPICAL
DETAILS
S1.3
5
4 DETAIL 3 DETAIL 2 DETAIL 1 DETAIL
8 DETAIL 7 DETAIL 6 DETAIL
12 DETAIL 11 DETAIL 10 DETAIL 9 DETAIL
TYPICAL
DETAILS
S1.4
R E V I S I O N
REVISIONSMARKDATE
SHEET OF 14
TITLE
CHECK AND VERIFY ALL
DIMENSIONS BEFORE
PROCEEDING WITH THE
WORK. REPORT
DISCREPANCIES TO THE
ENGINEER. ALL
CONSTRUCTION SHALL
CONFORM TO THE C.B.C.
JOB #:DRAWN:
DATE:CHECKED:
25-199 A.M.*
E.C. / M.C.Oct. 9, 25
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REV107/7/25
PC110/09/25
6
FOUNDATION PLAN - SFD
scale: 1/4"=1'-0"
PLAN NOTES
LEGEND
GENERAL CONTRACTOR NOTES
NOTE:
CONTRACTOR IS RESPONSIBLE TO VERIFY ALL THE
EXISTING CONDITION AND SHALL NOTIFY THE
ENGINEER OF RECORD IF ANY DISCREPANCIES FOUND.
ADDITIONAL PLAN NOTES
R E V I S I O N
REVISIONSMARKDATE
SHEET OF 14
TITLE
CHECK AND VERIFY ALL
DIMENSIONS BEFORE
PROCEEDING WITH THE
WORK. REPORT
DISCREPANCIES TO THE
ENGINEER. ALL
CONSTRUCTION SHALL
CONFORM TO THE C.B.C.
JOB #:DRAWN:
DATE:CHECKED:
25-199 A.M.*
E.C. / M.C.Oct. 9, 25
1
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REV107/7/25
PC110/09/25
FOUNDATION
PLAN - SFD
7
S2.0
ROOF FRAMING PLAN - SFD
scale: 1/4"=1'-0"
GENERAL CONTRACTOR NOTES
ADDITIONAL NOTES
PLAN NOTES
LEGEND
NOTE:
CONTRACTOR IS RESPONSIBLE TO VERIFY ALL THE
EXISTING CONDITION AND SHALL NOTIFY THE
ENGINEER OF RECORD IF ANY DISCREPANCIES FOUND.
R E V I S I O N
REVISIONSMARKDATE
SHEET OF 14
TITLE
CHECK AND VERIFY ALL
DIMENSIONS BEFORE
PROCEEDING WITH THE
WORK. REPORT
DISCREPANCIES TO THE
ENGINEER. ALL
CONSTRUCTION SHALL
CONFORM TO THE C.B.C.
JOB #:DRAWN:
DATE:CHECKED:
25-199 A.M.*
E.C. / M.C.Oct. 9, 25
1
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REV107/7/25
PC110/09/25
ROOF
FRAMING
PLAN - SFD
8
S2.1
FOUNDATION PLAN - ADU
scale: 1/4"=1'-0"
PLAN NOTES
LEGEND
GENERAL CONTRACTOR NOTES
ADDITIONAL PLAN NOTES
R E V I S I O N
REVISIONSMARKDATE
SHEET OF 14
TITLE
CHECK AND VERIFY ALL
DIMENSIONS BEFORE
PROCEEDING WITH THE
WORK. REPORT
DISCREPANCIES TO THE
ENGINEER. ALL
CONSTRUCTION SHALL
CONFORM TO THE C.B.C.
JOB #:DRAWN:
DATE:CHECKED:
25-199 A.M.*
E.C. / M.C.Oct. 9, 25
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REV107/7/25
PC110/09/25
FOUNDATION
PLAN - ADU
9
S2.2
ROOF FRAMING PLAN - ADU
scale: 1/4"=1'-0"
GENERAL CONTRACTOR NOTES
ADDITIONAL NOTES
PLAN NOTES
LEGEND
TRUSS CRITERIA
ADDITIONAL CITY PLAN NOTES (TRUSS DESIGN BY OTHERS)R E V I S I O N
REVISIONSMARKDATE
SHEET OF 14
TITLE
CHECK AND VERIFY ALL
DIMENSIONS BEFORE
PROCEEDING WITH THE
WORK. REPORT
DISCREPANCIES TO THE
ENGINEER. ALL
CONSTRUCTION SHALL
CONFORM TO THE C.B.C.
JOB #:DRAWN:
DATE:CHECKED:
25-199 A.M.*
E.C. / M.C.Oct. 9, 25
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PC110/09/25
ROOF
FRAMING
PLAN - ADU
10
S2.3
4 DETAIL 3 DETAIL 2 DETAIL 1 DETAIL
8 DETAIL 7 DETAIL 6 DETAIL 5 DETAIL
12 DETAIL 11 DETAIL 10 DETAIL 9 DETAIL
R E V I S I O N
REVISIONSMARKDATE
SHEET OF 14
TITLE
CHECK AND VERIFY ALL
DIMENSIONS BEFORE
PROCEEDING WITH THE
WORK. REPORT
DISCREPANCIES TO THE
ENGINEER. ALL
CONSTRUCTION SHALL
CONFORM TO THE C.B.C.
JOB #:DRAWN:
DATE:CHECKED:
25-199 A.M.*
E.C. / M.C.Oct. 9, 25
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REV107/7/25
PC110/09/25
S3.0
FOUNDATION
DETAILS
11
4 DETAIL 3 DETAIL 2 DETAIL 1 DETAIL
8 DETAIL 7 DETAIL 6 DETAIL 5 DETAIL
12 DETAIL 11 DETAIL 10 DETAIL 9 DETAIL
R E V I S I O N
REVISIONSMARKDATE
SHEET OF 14
TITLE
CHECK AND VERIFY ALL
DIMENSIONS BEFORE
PROCEEDING WITH THE
WORK. REPORT
DISCREPANCIES TO THE
ENGINEER. ALL
CONSTRUCTION SHALL
CONFORM TO THE C.B.C.
JOB #:DRAWN:
DATE:CHECKED:
25-199 A.M.*
E.C. / M.C.Oct. 9, 25
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REV107/7/25
PC110/09/25
S3.1
FOUNDATION &
ROOF FRAMING
DETAILS
12
4 DETAIL 3 DETAIL 2 DETAIL 1 DETAIL
8 DETAIL 7 DETAIL 6 DETAIL 5 DETAIL
12 DETAIL 11 DETAIL 10 DETAIL 9 DETAIL
NOT USED
R E V I S I O N
REVISIONSMARKDATE
SHEET OF 14
TITLE
CHECK AND VERIFY ALL
DIMENSIONS BEFORE
PROCEEDING WITH THE
WORK. REPORT
DISCREPANCIES TO THE
ENGINEER. ALL
CONSTRUCTION SHALL
CONFORM TO THE C.B.C.
JOB #:DRAWN:
DATE:CHECKED:
25-199 A.M.*
E.C. / M.C.Oct. 9, 25
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REV107/7/25
PC110/09/25
S4.0
ROOF
FRAMING
DETAILS
13
4 DETAIL 3 DETAIL 2 DETAIL 1 DETAIL
8 DETAIL 7 DETAIL 6 DETAIL
12 DETAIL 11 DETAIL 10 DETAIL 9 DETAIL
R E V I S I O N
REVISIONSMARKDATE
SHEET OF 14
TITLE
CHECK AND VERIFY ALL
DIMENSIONS BEFORE
PROCEEDING WITH THE
WORK. REPORT
DISCREPANCIES TO THE
ENGINEER. ALL
CONSTRUCTION SHALL
CONFORM TO THE C.B.C.
JOB #:DRAWN:
DATE:CHECKED:
25-199 A.M.*
E.C. / M.C.Oct. 9, 25
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REV107/7/25
PC110/09/25
S4.1
FLOOR
FRAMING
DETAILS
14
Planning & Building Agency
Building and Safety Division
20 Civic Center Plaza
P.O. Box 1988 (M-19)
Santa Ana, CA 92702
(714)-647-5800
www.santa-ana.org
DETACHED ADU
GRADING PERMIT
WAIVER REQUEST
PCC-20
ISSUED: 7/1/2024 Page 1 of 1
THIS WAIVER SHALL BE COMPLETED BY THE LEGAL PROPERTY OWNER(S)
A grading permit is required for all new detached buildings including new detached Accessory
Dwelling Unit (ADU) projects. Precise grading plans prepared and stamped by a registered
professional engineer shall be required to be submitted before or concurrently with the
architectural plans submittal to the Building Safety Division.
Grading Permit Waiver:Residential detached Accessory Dwelling Unit (ADU) projects with a
total building area of 1,200 sq. feet or less may be eligible for a grading permit waiver request if
all of the following conditions are met. The property owner(s) shall take full responsibility for the
site drainage by signing this waiver request agreement below. In order to qualify for the grading
permit waiver, the property owner(s) shall complete all sections, check appropriate boxes, and
sign this waiver request. A copy of this completed checklist shall be made part of the each set of
plans. If answering NO to any of the questions, a grading plan and permit shall be required.
Project Property Address:
Yes No
1.The project property is NOT located on a FEMA designated flood zone (Zone A
or AE).
2.The total amount of soil being cut or filled on this project is less than 50 cubic
yards.
3.The site drainage shall be constructed such that surface water flows away from
buildings and adjoining property lines, in accordance with all applicable codes.
4.The site drainage shall be constructed such that the drainage will not adversely
affect the adjoining properties.
5.The project plans includes a site plan that shows site drainage patterns.
Grading Permit Waiver Request
I/we are requesting a waiver from the standard requirements for a precise grading plan and permit
for our ADU project to be constructed at the project address indicated above. In doing so, I/we
accept that the design of the site drainage patterns must adhere to the minimum requirements
set forth in the current building codes and the County of Orange Drainage Design Manual. By
signing this waiver request: (1) I/we certify that I/we are the legal property owner(s); (2) I/we agree
to take full liability for the site drainage; (3) I/we agree that the checked box conditions above are
true; and (4) I/we agree to defend, indemnify, and hold harmless the City of Santa Ana, its officials,
employees, and agents against any and all claims for damages and costs arising out of the site
drainage at the project property.
Owner Name(s): (Print)
Owner Signature(s):
Date: Phone Number:
Notes: 1. The building official reserves the right to require a grading permit based on site conditions.
2. This grading permit waiver request does not apply to projects in the FEMA Flood Zones.
Sign.com Document ID:10b4629c30 - Page 1/1
714-863-134108/20/2025
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 to Total Resulting Stories: Area Added in Past 2 Years
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
2. ADU – Is this a new Accessory Dwelling Unit (ADU) on the same property as a house that already has (PR400-402) Fire Sprinkler
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 *(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
*(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
(PR400-402) Fire Sprinkler
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
*(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
*(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
*(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
CERTIFICATE NO. 100044
SANTA ANA UNIFIED SCHOOL DISTRICT
SCHOOL FACILITIES FEE CERTIFICATION OF COMPLIANCE
AND
RECEIPT FOR PAYMENT
FOR
Project Number:PRJ-8828909
Project Request ID:QXVSZOP7BF
Request Contact:Raul Marin (OWNER)
Job Location / Address: 1213 S Birch St, Santa Ana, CA 92707
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-182876
Address Development Type Construction Type Square Feet
1213 S Birch St, Santa Ana,
CA 92707
Residential Addition(s)360
Permit Number
101124815
182876-Residential Addition(s) fees as required in the amount of:$1,861.20
($5.17 [Rate] x 360 [Square Footage])Note: Fee not included in developer fees total due to
square footage requirement not being met.
Developer Fees Paid:$0.00
Julie Molloy
School District Representative Date: 03/11/2026
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.
CERTIFICATE NO. 100043
SANTA ANA UNIFIED SCHOOL DISTRICT
SCHOOL FACILITIES FEE CERTIFICATION OF COMPLIANCE
AND
RECEIPT FOR PAYMENT
FOR
Project Number:PRJ-8642281
Project Request ID:E55AD4SDE0
Request Contact:Raul Marin (OWNER)
Job Location / Address: 1215 S Birch St, Santa Ana, CA 92707
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-795102
Address Development Type Construction Type Square Feet
1215 S Birch St, Santa Ana,
CA 92707
Residential Accessory Dwelling
Unit (ADU)
848
Permit Number
101124816
795102-Residential Accessory Dwelling Unit (ADU) fees as required in the amount of:$4,384.16
($5.17 [Rate] x 848 [Square Footage])
Developer Fees Paid:$4,384.16
Payment Method: CHECK: xxxx 3652 Check Date: 03/11/2026 02:21 pm
Julie Molloy
School District Representative Date: 03/11/2026
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.
EC + Associates Engineering
www.ecaengineering.com
1412 Espanol Ave Montebello, CA 90640 P: 562 708 3586
STRUCTURAL CALCULATIONS FOR:
ADDITION, REMODEL & NEW DETACHED ADU
FOR
RAUL MARIN
PROJECT ADDRESS:
1213 & 1215 S BIRCH ST.
SANTA ANA, CA 92707
SIGNED: 10/9/2025
REVISION DESCRIPTION CHECKED DATE
A Building Department Submittal E.C. / A.M. / M.C. 5/23/2025
B Building Department Submittal – REV1 E.C. / A.M. / M.C. 7/72025
C Plan Check 1 Response Submittal E.C. / A.M. / M.C. 10/9/2025
JOB NO.: 25-199
JOB
ENGR. EC 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_____ minimum into undisturbed soil or_____ below finish grade
whichever is lower.
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.
ROOF LOADS
roof rafter
composite shingles 2.5 psf 2.5 psf
re‐roof 2.0 psf 2.0 psf
1/2" plywwod 1.5 psf 1.5 psf
rafters 4.0 psf 4.0 psf
insulation 0.5 psf
Ceiling 3.0 psf
beams/headers 1.0 psf
MP&E/ misc.0.5 psf 0.5 psf
D= 15.0 psf 10.5 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
PROJECT:
JOB NO.
POST AREA ALLOWABLE LOAD (KIPS)-UNSUPPORTED HEIGHT IN FT (LOAD TABLE 100%)
SIZE IN 2 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22
2X4 5.25 1.00
2X4 X 5.25 4.58 3.61 2.87 2.32 1.91 1.60 1.35 1.16 1.00
2X4 5.25 1.05
2X4 X 5.25 4.67 3.72 2.98 2.42 2.00 1.67 1.42 1.22 1.05
2X6 8.25 1.66
2X6 X 8.25 10.49 9.66 8.68 7.65 6.67 5.79 5.04 4.40 3.86 3.41 3.03 2.71 2.43 2.19 1.99 1.81 1.66
2X8 10.88 2.18
2X8 X 10.88 14.3 13.9 13.3 12.5 11.7 10.7 9.8 8.8 7.96 7.17 6.46 5.84 5.29 4.81 4.39 4.01 3.68
3X4 8.75 4.57 3.46 2.70 2.15 1.76
3X4 X 8.75 7.78 6.20 4.97 4.04 3.33 2.79 2.36 2.03 1.76
3X6 13.75 7.14 5.42 4.23 3.38 2.76
3X6 X 13.75 17.5 16.1 14.5 12.8 11.1 9.7 8.39 7.33 6.43 5.68 5.05 4.51 4.05 3.66 3.31 3.02 2.76
3X8 18.13 9.35 7.11 5.56 4.45 3.63
3X8 X 18.13 23.9 23.1 22.1 20.9 19.4 17.9 16.3 14.7 13.3 11.9 10.8 9.7 8.82 8.01 7.31 6.68 6.13
4X4 12.25 10.9 8.68 6.96 5.66 4.67 3.90 3.31 2.84 2.46
4X6 19.25 16.8 13.5 10.9 8.85 7.31 6.12 5.19 4.46 3.86
4X6 X 19.25 24.5 22.5 20.3 17.9 15.6 13.5 11.7 10.3 9.01 7.96 7.07 6.31 5.67 5.12 4.64 4.23 3.86
4X8 25.38 21.8 17.6 14.2 11.6 9.6 8.04 6.83 5.86 5.08
4X8 X 25.38 33.5 32.4 30.9 29.2 27.2 25.0 22.8 20.6 18.6 16.7 15.1 13.6 12.3 11.2 10.2 9.4 8.59
6X6 30.25 27.6 26.3 24.8 23.0 20.9 18.8 16.8 15.0 13.3 11.9 10.7 9.59 8.66 7.84 7.13 6.51 5.97
6X8 41.25 37.6 35.9 33.8 31.3 28.5 25.7 22.9 20.4 18.2 16.2 14.6 13.1 11.8 10.7 9.7 8.9 8.1
6X8 X 41.25 39.3 38.5 37.5 36.2 34.7 33.0 31.0 28.9 26.8 24.6 22.6 20.7 18.9 17.4 15.9 14.7 13.5
6X10 52.25 44.4 42.7 40.4 37.7 34.7 31.5 28.3 25.4 22.7 20.3 18.2 16.4 14.8 13.5 12.3 11.2 10.3
6X10 X 52.25 47.2 46.7 46.2 45.5 44.7 43.8 42.8 41.5 40.2 38.6 37.0 35.2 33.3 31.5 29.6 27.8 26.1
8X8 56.25 53.8 52.8 51.5 50.0 48.1 45.9 43.4 40.7 37.9 35.0 32.3 29.6 27.2 25.0 23.0 21.2 19.6
X INDICATES BRACED IN WEAK DIRECTION
LL VALUES BASED ON DOUGLAS FIR-LARCH
No
.
1
GR
A
D
E
Co
n
s
t
No
.
2
No
.
2
No
.
2
PROJECT:
JOB NO.
POST AREA ALLOWABLE LOAD (KIPS)-UNSUPPORTED HEIGHT IN FT (LOAD TABLE 125%)
SIZE IN 2 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22
2X4 5.25 1.01
2X4 X 5.25 4.83 3.73 2.94 2.36 1.93 1.61 1.36 1.17 1.01
2X4 5.25 1.06
2X4 X 5.25 4.97 3.87 3.06 2.47 2.03 1.69 1.43 1.23 1.06
2X6 8.25 1.67
2X6 X 8.25 12.40 11.08 9.64 8.26 7.06 6.04 5.20 4.51 3.94 3.47 3.07 2.74 2.46 2.21 2.01 1.82 1.67
2X8 10.88 2.19
2X8 X 10.88 17.5 16.7 15.7 14.5 13.2 11.9 10.6 9.4 8.37 7.47 6.69 6.01 5.42 4.91 4.46 4.07 3.73
3X4 8.75 4.67 3.51 2.72 2.17 1.77
3X4 X 8.75 8.28 6.45 5.11 4.12 3.38 2.82 2.39 2.04 1.77
3X6 13.75 7.32 5.50 4.27 3.41 2.78
3X6 X 13.75 20.7 18.5 16.1 13.8 11.8 10.1 8.67 7.52 6.57 5.78 5.12 4.57 4.09 3.69 3.34 3.04 2.78
3X8 18.13 9.60 7.24 5.62 4.49 3.66
3X8 X 18.13 29.2 27.9 26.2 24.2 22.0 19.8 17.6 15.7 14.0 12.4 11.1 10.0 9.03 8.18 7.44 6.79 6.22
4X4 12.25 11.6 9.03 7.15 5.76 4.73 3.95 3.34 2.86 2.48
4X6 19.25 18.0 14.1 11.2 9.03 7.42 6.19 5.24 4.49 3.89
4X6 X 19.25 28.9 25.8 22.5 19.3 16.5 14.1 12.1 10.5 9.20 8.09 7.17 6.39 5.73 5.17 4.68 4.26 3.89
4X8 25.38 23.5 18.4 14.7 11.9 9.8 8.15 6.90 5.91 5.12
4X8 X 25.38 40.9 39.0 36.7 33.9 30.8 27.7 24.7 21.9 19.5 17.4 15.6 14.0 12.6 11.5 10.4 9.5 8.71
6X6 30.25 33.4 31.4 28.8 26.0 23.1 20.3 17.8 15.7 13.9 12.3 10.9 9.80 8.81 7.97 7.23 6.59 6.03
6X8 41.25 45.6 42.8 39.3 35.4 31.5 27.7 24.3 21.4 18.9 16.7 14.9 13.4 12.0 10.9 9.9 9.0 8.2
6X8 X 41.25 48.5 47.1 45.4 43.3 40.8 38.0 35.0 32.0 29.1 26.4 23.9 21.7 19.7 18.0 16.4 15.0 13.8
6X10 52.25 54.0 51.1 47.4 43.1 38.6 34.3 30.3 26.7 23.7 21.0 18.8 16.8 15.1 13.7 12.4 11.3 10.4
6X10 X 52.25 58.6 57.8 56.9 55.9 54.6 53.0 51.2 49.2 46.9 44.5 41.9 39.3 36.8 34.3 31.9 29.7 27.6
8X8 56.25 66.4 64.7 62.6 60.0 56.8 53.3 49.4 45.4 41.5 37.8 34.4 31.2 28.5 26.0 23.8 21.8 20.0
X INDICATES BRACED IN WEAK DIRECTION
LL VALUES BASED ON DOUGLAS FIR-LARCH
No
.
1
GR
A
D
E
Co
n
s
t
No
.
2
No
.
2
No
.
2
PROJECT:
JOB NO.
POST AREA ALLOWABLE LOAD (KIPS)-UNSUPPORTED HEIGHT IN FT (LOAD TABLE 160%)
SIZE IN 2 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22
2X4 5.25 1.01
2X4 X 5.25 5.03 3.83 2.99 2.39 1.95 1.63 1.37 1.17 1.01
2X4 5.25 1.07
2X4 X 5.25 5.22 3.99 3.13 2.51 2.05 1.71 1.44 1.23 1.07
2X6 8.25 1.68
2X6 X 8.25 14.56 12.48 10.49 8.78 7.37 6.24 5.34 4.61 4.01 3.52 3.11 2.77 2.48 2.23 2.02 1.84 1.68
2X8 10.88 2.21
2X8 X 10.88 21.6 20.2 18.5 16.6 14.7 12.9 11.3 9.9 8.71 7.71 6.87 6.14 5.53 4.99 4.53 4.13 3.78
3X4 8.75 4.76 3.56 2.75 2.19 1.78
3X4 X 8.75 8.70 6.66 5.22 4.18 3.42 2.85 2.40 2.06 1.78
3X6 13.75 7.46 5.58 4.31 3.43 2.79
3X6 X 13.75 24.3 20.8 17.5 14.6 12.3 10.4 8.90 7.68 6.68 5.86 5.18 4.61 4.13 3.72 3.37 3.06 2.79
3X8 18.13 9.81 7.34 5.68 4.52 3.68
3X8 X 18.13 36.1 33.7 30.8 27.6 24.4 21.4 18.8 16.5 14.5 12.9 11.4 10.2 9.21 8.32 7.55 6.88 6.29
4X4 12.25 12.2 9.32 7.30 5.85 4.79 3.99 3.37 2.88 2.49
4X6 19.25 19.0 14.6 11.4 9.18 7.51 6.25 5.28 4.52 3.91
4X6 X 19.25 34.0 29.1 24.5 20.5 17.2 14.6 12.5 10.7 9.36 8.21 7.26 6.46 5.78 5.21 4.71 4.28 3.91
4X8 25.38 24.8 19.1 15.0 12.1 9.9 8.23 6.96 5.95 5.15
4X8 X 25.38 50.5 47.2 43.2 38.7 34.2 30.0 26.3 23.1 20.3 18.0 16.0 14.3 12.9 11.6 10.6 9.6 8.81
6X6 30.25 40.7 37.2 33.1 28.9 25.0 21.6 18.7 16.3 14.3 12.6 11.2 9.97 8.95 8.07 7.31 6.66 6.08
6X8 41.25 55.6 50.7 45.1 39.4 34.1 29.4 25.5 22.2 19.5 17.2 15.2 13.6 12.2 11.0 10.0 9.1 8.3
6X8 X 41.25 60.7 58.3 55.3 51.6 47.5 43.1 38.8 34.7 31.1 27.8 25.0 22.5 20.3 18.5 16.8 15.3 14.1
6X10 52.25 66.2 61.0 54.9 48.4 42.2 36.6 31.9 27.8 24.4 21.6 19.2 17.1 15.4 13.9 12.6 11.5 10.5
6X10 X 52.25 74.3 73.0 71.4 69.5 67.2 64.5 61.3 57.9 54.2 50.5 46.7 43.1 39.8 36.6 33.8 31.2 28.8
8X8 56.25 83.3 80.3 76.5 72.0 66.7 61.0 55.2 49.7 44.7 40.1 36.1 32.6 29.5 26.8 24.4 22.3 20.4
X INDICATES BRACED IN WEAK DIRECTION
LL VALUES BASED ON DOUGLAS FIR-LARCH
No
.
1
GR
A
D
E
Co
n
s
t
No
.
2
No
.
2
No
.
2
EC + Associates Engineering
www.ecaengineering.com
1412 Espanol Ave Montebello, CA 90640 P: 562 708 3586
ADU
ROOF FRAMING PLAN - ADU
ROOF - ADU
Member Name Results (Max UTIL %)Current Solution Comments
H1 Passed (41% M)1 piece(s) 4 x 8 DF No.1
H2 Passed (38% M)1 piece(s) 4 x 6 DF No.1
H3 Passed (17% M)1 piece(s) 4 x 4 DF No.1
H4 Passed (25% M)1 piece(s) 4 x 4 DF No.1
H5 Passed (67% M)1 piece(s) 4 x 8 DF No.1
H6 Passed (33% M)1 piece(s) 4 x 4 DF No.1
H7 Passed (52% M)1 piece(s) 4 x 6 DF No.1
H8 Passed (44% M)1 piece(s) 4 x 6 DF No.1
H9 Passed (76% M)1 piece(s) 4 x 6 DF No.1
H10 Passed (37% M)1 piece(s) 4 x 6 DF No.1
25-199 1213 S BIRCH ST. - ADU - RAUL MARIN
JOB SUMMARY REPORT
ForteWEB Software Operator Job Notes 6/10/2025 6:04:42 PM UTC
Alan Mijares
EC+Associates Engineering Inc
(562) 419-7020
AlanM@ecaengineering.com
ForteWEB v3.9
File Name: 25-199 1213 S BIRCH ST. - ADU - RAUL MARIN
Page 1 / 12
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)972 @ 0 3281 (1.50")Passed (30%)--1.0 D + 1.0 Lr (All Spans)
Shear (lbs)601 @ 8 3/4"2741 Passed (22%)0.90 1.0 D (All Spans)
Moment (Ft-lbs)1238 @ 3' 1 1/2"2989 Passed (41%)0.90 1.0 D (All Spans)
Live Load Defl. (in)0.012 @ 3' 1 1/2"0.208 Passed (L/999+)--1.0 D + 1.0 Lr (All Spans)
Total Load Defl. (in)0.058 @ 3' 1 1/2"0.313 Passed (L/999+)--1.0 D + 1.0 Lr (All Spans)
Member Length : 6' 3"
System : Wall
Member Type : Header
Building Use : Residential
Building Code : IBC 2021
Design Methodology : ASD
•Deflection criteria: LL (L/360) and TL (L/240).
•Allowed moment does not reflect the adjustment for the beam stability factor.
•Applicable calculations are based on NDS.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Roof Live Factored Accessories
1 - Trimmer - DF 1.50"1.50"1.50"763 208 972 None
2 - Trimmer - DF 1.50"1.50"1.50"763 208 972 None
•Maximum allowable bracing intervals based on applied load.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)6' 3" o/c
Bottom Edge (Lu)6' 3" o/c
Dead Roof Live
Vertical Loads Location Tributary
Width
(0.90)(1.25)Comments
0 - Self Weight (PLF)0 to 6' 3"N/A 6.4 --
1 - Uniform (PSF)0 to 6' 3"3' 4"35.4 20.0 ROOF (TRUSS)
2 - Tapered (PSF)0 to 3' 1 1/2"5' 9" to 9' 3"16.0 --EXTERIOR WALL
3 - Tapered (PSF)3' 1 1/2" to 6' 3"9' 3" to 5' 9"16.0 --EXTERIOR WALL
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/
document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
Weyerhaeuser Notes
Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.).
MEMBER REPORT PASSED
ROOF - ADU, H1
1 piece(s) 4 x 8 DF No.1
ForteWEB Software Operator Job Notes 6/10/2025 6:04:42 PM UTC
Alan Mijares
EC+Associates Engineering Inc
(562) 419-7020
AlanM@ecaengineering.com
ForteWEB v3.9, Engine: V8.4.3.94, Data: V8.1.7.3
File Name: 25-199 1213 S BIRCH ST. - ADU - RAUL MARIN
Page 3 / 12
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)863 @ 4' 3"3281 (1.50")Passed (26%)--1.0 D + 1.0 Lr (All Spans)
Shear (lbs)623 @ 3' 8"2888 Passed (22%)1.25 1.0 D + 1.0 Lr (All Spans)
Moment (Ft-lbs)910 @ 2' 1 5/8"2390 Passed (38%)1.25 1.0 D + 1.0 Lr (All Spans)
Live Load Defl. (in)0.012 @ 2' 1 1/2"0.142 Passed (L/999+)--1.0 D + 1.0 Lr (All Spans)
Total Load Defl. (in)0.036 @ 2' 1 1/2"0.213 Passed (L/999+)--1.0 D + 1.0 Lr (All Spans)
Member Length : 4' 3"
System : Wall
Member Type : Header
Building Use : Residential
Building Code : IBC 2021
Design Methodology : ASD
•Deflection criteria: LL (L/360) and TL (L/240).
•Allowed moment does not reflect the adjustment for the beam stability factor.
•Applicable calculations are based on NDS.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Roof Live Factored Accessories
1 - Trimmer - DF 1.50"1.50"1.50"573 276 849 None
2 - Trimmer - DF 1.50"1.50"1.50"587 276 863 None
•Maximum allowable bracing intervals based on applied load.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)4' 3" o/c
Bottom Edge (Lu)4' 3" o/c
Dead Roof Live
Vertical Loads Location Tributary
Width
(0.90)(1.25)Comments
0 - Self Weight (PLF)0 to 4' 3"N/A 4.9 --
1 - Uniform (PSF)0 to 4' 3"6' 6"35.4 20.0 ROOF (TRUSS)
2 - Tapered (PSF)0 to 4' 3"6" to 3' 3"7.1 --CALIFORNIA
FRAMING
3 - Uniform (PSF)0 to 4' 3"2' 6"10.0 --INTERIOR WALL
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/
document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
Weyerhaeuser Notes
Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.).
MEMBER REPORT PASSED
ROOF - ADU, H2
1 piece(s) 4 x 6 DF No.1
ForteWEB Software Operator Job Notes 6/10/2025 6:04:42 PM UTC
Alan Mijares
EC+Associates Engineering Inc
(562) 419-7020
AlanM@ecaengineering.com
ForteWEB v3.9, Engine: V8.4.3.94, Data: V8.1.7.3
File Name: 25-199 1213 S BIRCH ST. - ADU - RAUL MARIN
Page 4 / 12
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)321 @ 0 3281 (1.50")Passed (10%)--1.0 D + 1.0 Lr (All Spans)
Shear (lbs)158 @ 5"1323 Passed (12%)0.90 1.0 D (All Spans)
Moment (Ft-lbs)141 @ 1' 1 1/2"804 Passed (17%)0.90 1.0 D (All Spans)
Live Load Defl. (in)0.002 @ 1' 1 1/2"0.075 Passed (L/999+)--1.0 D + 1.0 Lr (All Spans)
Total Load Defl. (in)0.008 @ 1' 1 1/2"0.112 Passed (L/999+)--1.0 D + 1.0 Lr (All Spans)
Member Length : 2' 3"
System : Wall
Member Type : Header
Building Use : Residential
Building Code : IBC 2021
Design Methodology : ASD
•Deflection criteria: LL (L/360) and TL (L/240).
•Allowed moment does not reflect the adjustment for the beam stability factor.
•Applicable calculations are based on NDS.
•This product has a square cross section. The analysis engine has checked both edge and plank orientations to allow for either installation.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Roof Live Factored Accessories
1 - Trimmer - DF 1.50"1.50"1.50"246 75 321 None
2 - Trimmer - DF 1.50"1.50"1.50"246 75 321 None
•Maximum allowable bracing intervals based on applied load.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)2' 3" o/c
Bottom Edge (Lu)2' 3" o/c
Dead Roof Live
Vertical Loads Location Tributary
Width
(0.90)(1.25)Comments
0 - Self Weight (PLF)0 to 2' 3"N/A 3.1 --
1 - Uniform (PSF)0 to 2' 3"3' 4"35.4 20.0 ROOF (TRUSS)
2 - Tapered (PSF)0 to 1' 1 1/2"5' 6" to 6' 9"16.0 --EXTERIOR WALL
3 - Tapered (PSF)1' 1 1/2" to 2' 3"6' 9" to 5' 6"16.0 --EXTERIOR WALL
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/
document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
Weyerhaeuser Notes
Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.).
MEMBER REPORT PASSED
ROOF - ADU, H3
1 piece(s) 4 x 4 DF No.1
ForteWEB Software Operator Job Notes 6/10/2025 6:04:42 PM UTC
Alan Mijares
EC+Associates Engineering Inc
(562) 419-7020
AlanM@ecaengineering.com
ForteWEB v3.9, Engine: V8.4.3.94, Data: V8.1.7.3
File Name: 25-199 1213 S BIRCH ST. - ADU - RAUL MARIN
Page 5 / 12
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)365 @ 3' 3"3281 (1.50")Passed (11%)--1.0 D + 1.0 Lr (All Spans)
Shear (lbs)265 @ 2' 10"1838 Passed (14%)1.25 1.0 D + 1.0 Lr (All Spans)
Moment (Ft-lbs)283 @ 1' 7 15/16"1117 Passed (25%)1.25 1.0 D + 1.0 Lr (All Spans)
Live Load Defl. (in)0.008 @ 1' 7 1/2"0.108 Passed (L/999+)--1.0 D + 1.0 Lr (All Spans)
Total Load Defl. (in)0.025 @ 1' 7 9/16"0.162 Passed (L/999+)--1.0 D + 1.0 Lr (All Spans)
Member Length : 3' 3"
System : Wall
Member Type : Header
Building Use : Residential
Building Code : IBC 2021
Design Methodology : ASD
•Deflection criteria: LL (L/360) and TL (L/240).
•Allowed moment does not reflect the adjustment for the beam stability factor.
•Applicable calculations are based on NDS.
•This product has a square cross section. The analysis engine has checked both edge and plank orientations to allow for either installation.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Roof Live Factored Accessories
1 - Trimmer - DF 1.50"1.50"1.50"224 108 332 None
2 - Trimmer - DF 1.50"1.50"1.50"256 108 365 None
•Maximum allowable bracing intervals based on applied load.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)3' 3" o/c
Bottom Edge (Lu)3' 3" o/c
Dead Roof Live
Vertical Loads Location Tributary
Width
(0.90)(1.25)Comments
0 - Self Weight (PLF)0 to 3' 3"N/A 3.1 --
1 - Uniform (PSF)0 to 3' 3"3' 4"21.2 20.0 ROOF
2 - Tapered (PSF)0 to 3' 3"2' 9" to 6' 6"16.0 --EXTERIOR WALL
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/
document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
Weyerhaeuser Notes
Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.).
MEMBER REPORT PASSED
ROOF - ADU, H4
1 piece(s) 4 x 4 DF No.1
ForteWEB Software Operator Job Notes 6/10/2025 6:04:42 PM UTC
Alan Mijares
EC+Associates Engineering Inc
(562) 419-7020
AlanM@ecaengineering.com
ForteWEB v3.9, Engine: V8.4.3.94, Data: V8.1.7.3
File Name: 25-199 1213 S BIRCH ST. - ADU - RAUL MARIN
Page 6 / 12
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)2120 @ 0 3281 (1.50")Passed (65%)--1.0 D + 1.0 Lr (All Spans)
Shear (lbs)1531 @ 8 3/4"3806 Passed (40%)1.25 1.0 D + 1.0 Lr (All Spans)
Moment (Ft-lbs)2782 @ 2' 7 1/2"4152 Passed (67%)1.25 1.0 D + 1.0 Lr (All Spans)
Live Load Defl. (in)0.025 @ 2' 7 1/2"0.175 Passed (L/999+)--1.0 D + 1.0 Lr (All Spans)
Total Load Defl. (in)0.073 @ 2' 7 1/2"0.262 Passed (L/862)--1.0 D + 1.0 Lr (All Spans)
Member Length : 5' 3"
System : Wall
Member Type : Header
Building Use : Residential
Building Code : IBC 2021
Design Methodology : ASD
•Deflection criteria: LL (L/360) and TL (L/240).
•Allowed moment does not reflect the adjustment for the beam stability factor.
•Applicable calculations are based on NDS.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Roof Live Factored Accessories
1 - Trimmer - DF 1.50"1.50"1.50"1398 722 2120 None
2 - Trimmer - DF 1.50"1.50"1.50"1398 722 2120 None
•Maximum allowable bracing intervals based on applied load.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)5' 3" o/c
Bottom Edge (Lu)5' 3" o/c
Dead Roof Live
Vertical Loads Location Tributary
Width
(0.90)(1.25)Comments
0 - Self Weight (PLF)0 to 5' 3"N/A 6.4 --
1 - Uniform (PSF)0 to 5' 3"13' 9"35.4 20.0 ROOF (TRUSS)
2 - Uniform (PSF)0 to 5' 3"2' 6"16.0 --EXTERIOR WALL
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/
document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
Weyerhaeuser Notes
Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.).
MEMBER REPORT PASSED
ROOF - ADU, H5
1 piece(s) 4 x 8 DF No.1
ForteWEB Software Operator Job Notes 6/10/2025 6:04:42 PM UTC
Alan Mijares
EC+Associates Engineering Inc
(562) 419-7020
AlanM@ecaengineering.com
ForteWEB v3.9, Engine: V8.4.3.94, Data: V8.1.7.3
File Name: 25-199 1213 S BIRCH ST. - ADU - RAUL MARIN
Page 7 / 12
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)454 @ 3' 3"3281 (1.50")Passed (14%)--1.0 D + 1.0 Lr (All Spans)
Shear (lbs)251 @ 2' 10"1323 Passed (19%)0.90 1.0 D (All Spans)
Moment (Ft-lbs)268 @ 1' 8"804 Passed (33%)0.90 1.0 D (All Spans)
Live Load Defl. (in)0.008 @ 1' 7 1/2"0.108 Passed (L/999+)--1.0 D + 1.0 Lr (All Spans)
Total Load Defl. (in)0.032 @ 1' 7 9/16"0.162 Passed (L/999+)--1.0 D + 1.0 Lr (All Spans)
Member Length : 3' 3"
System : Wall
Member Type : Header
Building Use : Residential
Building Code : IBC 2021
Design Methodology : ASD
•Deflection criteria: LL (L/360) and TL (L/240).
•Allowed moment does not reflect the adjustment for the beam stability factor.
•Applicable calculations are based on NDS.
•This product has a square cross section. The analysis engine has checked both edge and plank orientations to allow for either installation.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Roof Live Factored Accessories
1 - Trimmer - DF 1.50"1.50"1.50"314 108 422 None
2 - Trimmer - DF 1.50"1.50"1.50"346 108 454 None
•Maximum allowable bracing intervals based on applied load.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)3' 3" o/c
Bottom Edge (Lu)3' 3" o/c
Dead Roof Live
Vertical Loads Location Tributary
Width
(0.90)(1.25)Comments
0 - Self Weight (PLF)0 to 3' 3"N/A 3.1 --
1 - Uniform (PSF)0 to 3' 3"3' 4"35.4 20.0 ROOF
2 - Tapered (PSF)0 to 3' 3"3' 3" to 7'16.0 --EXTERIOR WALL
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/
document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
Weyerhaeuser Notes
Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.).
MEMBER REPORT PASSED
ROOF - ADU, H6
1 piece(s) 4 x 4 DF No.1
ForteWEB Software Operator Job Notes 6/10/2025 6:04:42 PM UTC
Alan Mijares
EC+Associates Engineering Inc
(562) 419-7020
AlanM@ecaengineering.com
ForteWEB v3.9, Engine: V8.4.3.94, Data: V8.1.7.3
File Name: 25-199 1213 S BIRCH ST. - ADU - RAUL MARIN
Page 8 / 12
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)877 @ 5' 3"3281 (1.50")Passed (27%)--1.0 D + 1.0 Lr (All Spans)
Shear (lbs)547 @ 4' 8"2079 Passed (26%)0.90 1.0 D (All Spans)
Moment (Ft-lbs)901 @ 2' 8 1/4"1720 Passed (52%)0.90 1.0 D (All Spans)
Live Load Defl. (in)0.014 @ 2' 7 7/16"0.175 Passed (L/999+)--1.0 D + 1.0 Lr (All Spans)
Total Load Defl. (in)0.068 @ 2' 7 5/8"0.262 Passed (L/927)--1.0 D + 1.0 Lr (All Spans)
Member Length : 5' 3"
System : Wall
Member Type : Header
Building Use : Residential
Building Code : IBC 2021
Design Methodology : ASD
•Deflection criteria: LL (L/360) and TL (L/240).
•Allowed moment does not reflect the adjustment for the beam stability factor.
•Applicable calculations are based on NDS.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Roof Live Factored Accessories
1 - Trimmer - DF 1.50"1.50"1.50"650 175 825 None
2 - Trimmer - DF 1.50"1.50"1.50"702 175 877 None
•Maximum allowable bracing intervals based on applied load.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)5' 3" o/c
Bottom Edge (Lu)5' 3" o/c
Dead Roof Live
Vertical Loads Location Tributary
Width
(0.90)(1.25)Comments
0 - Self Weight (PLF)0 to 5' 3"N/A 4.9 --
1 - Uniform (PSF)0 to 5' 3"3' 4"35.4 20.0 ROOF
2 - Tapered (PSF)0 to 4'6' to 10' 3"16.0 --EXTERIOR WALL
3 - Tapered (PSF)4' to 5' 3"10' 3" to 8' 6"16.0 --EXTERIOR WALL
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/
document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
Weyerhaeuser Notes
Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.).
MEMBER REPORT PASSED
ROOF - ADU, H7
1 piece(s) 4 x 6 DF No.1
ForteWEB Software Operator Job Notes 6/10/2025 6:04:42 PM UTC
Alan Mijares
EC+Associates Engineering Inc
(562) 419-7020
AlanM@ecaengineering.com
ForteWEB v3.9, Engine: V8.4.3.94, Data: V8.1.7.3
File Name: 25-199 1213 S BIRCH ST. - ADU - RAUL MARIN
Page 9 / 12
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)1334 @ 2"7656 (3.50")Passed (17%)--1.0 D + 1.0 Lr (All Spans)
Shear (lbs)729 @ 9"2888 Passed (25%)1.25 1.0 D + 1.0 Lr (All Spans)
Moment (Ft-lbs)1042 @ 2' 2 5/8"2390 Passed (44%)1.25 1.0 D + 1.0 Lr (All Spans)
Live Load Defl. (in)0.014 @ 2' 3 3/8"0.142 Passed (L/999+)--1.0 D + 1.0 Lr (All Spans)
Total Load Defl. (in)0.041 @ 2' 3 3/8"0.213 Passed (L/999+)--1.0 D + 1.0 Lr (All Spans)
Member Length : 4' 7"
System : Wall
Member Type : Header
Building Use : Residential
Building Code : IBC 2021
Design Methodology : ASD
•Deflection criteria: LL (L/360) and TL (L/240).
•Allowed moment does not reflect the adjustment for the beam stability factor.
•Applicable calculations are based on NDS.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Roof Live Factored Accessories
1 - Trimmer - DF 3.50"3.50"1.50"889 445 1334 None
2 - Trimmer - DF 3.50"3.50"1.50"689 332 1021 None
•Maximum allowable bracing intervals based on applied load.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)4' 7" o/c
Bottom Edge (Lu)4' 7" o/c
Dead Roof Live
Vertical Loads Location Tributary
Width
(0.90)(1.25)Comments
0 - Self Weight (PLF)0 to 4' 7"N/A 4.9 --
1 - Uniform (PSF)0 to 1'13' 9"35.4 20.0 ROOF
2 - Uniform (PSF)1' to 4' 7"7'35.4 20.0 ROOF
3 - Uniform (PSF)0 to 4' 7"2' 6"16.0 --EXTERIOR WALL
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/
document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
Weyerhaeuser Notes
Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.).
MEMBER REPORT PASSED
ROOF - ADU, H8
1 piece(s) 4 x 6 DF No.1
ForteWEB Software Operator Job Notes 6/10/2025 6:04:42 PM UTC
Alan Mijares
EC+Associates Engineering Inc
(562) 419-7020
AlanM@ecaengineering.com
ForteWEB v3.9, Engine: V8.4.3.94, Data: V8.1.7.3
File Name: 25-199 1213 S BIRCH ST. - ADU - RAUL MARIN
Page 10 / 12
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)1713 @ 0 3281 (1.50")Passed (52%)--1.0 D + 1.0 Lr (All Spans)
Shear (lbs)1243 @ 7"2888 Passed (43%)1.25 1.0 D + 1.0 Lr (All Spans)
Moment (Ft-lbs)1820 @ 2' 1 1/2"2390 Passed (76%)1.25 1.0 D + 1.0 Lr (All Spans)
Live Load Defl. (in)0.024 @ 2' 1 1/2"0.142 Passed (L/999+)--1.0 D + 1.0 Lr (All Spans)
Total Load Defl. (in)0.072 @ 2' 1 1/2"0.213 Passed (L/711)--1.0 D + 1.0 Lr (All Spans)
Member Length : 4' 3"
System : Wall
Member Type : Header
Building Use : Residential
Building Code : IBC 2021
Design Methodology : ASD
•Deflection criteria: LL (L/360) and TL (L/240).
•Allowed moment does not reflect the adjustment for the beam stability factor.
•Applicable calculations are based on NDS.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Roof Live Factored Accessories
1 - Trimmer - DF 1.50"1.50"1.50"1128 584 1713 None
2 - Trimmer - DF 1.50"1.50"1.50"1128 584 1713 None
•Maximum allowable bracing intervals based on applied load.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)4' 3" o/c
Bottom Edge (Lu)4' 3" o/c
Dead Roof Live
Vertical Loads Location Tributary
Width
(0.90)(1.25)Comments
0 - Self Weight (PLF)0 to 4' 3"N/A 4.9 --
1 - Uniform (PSF)0 to 4' 3"13' 9"35.4 20.0 ROOF
2 - Uniform (PSF)0 to 4' 3"2' 6"16.0 --EXTERIOR WALL
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/
document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
Weyerhaeuser Notes
Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.).
MEMBER REPORT PASSED
ROOF - ADU, H9
1 piece(s) 4 x 6 DF No.1
ForteWEB Software Operator Job Notes 6/10/2025 6:04:42 PM UTC
Alan Mijares
EC+Associates Engineering Inc
(562) 419-7020
AlanM@ecaengineering.com
ForteWEB v3.9, Engine: V8.4.3.94, Data: V8.1.7.3
File Name: 25-199 1213 S BIRCH ST. - ADU - RAUL MARIN
Page 11 / 12
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)759 @ 4' 3"3281 (1.50")Passed (23%)--1.0 D + 1.0 Lr (All Spans)
Shear (lbs)437 @ 3' 8"2079 Passed (21%)0.90 1.0 D (All Spans)
Moment (Ft-lbs)630 @ 2' 2 1/16"1720 Passed (37%)0.90 1.0 D (All Spans)
Live Load Defl. (in)0.006 @ 2' 1 1/2"0.142 Passed (L/999+)--1.0 D + 1.0 Lr (All Spans)
Total Load Defl. (in)0.031 @ 2' 1 9/16"0.213 Passed (L/999+)--1.0 D + 1.0 Lr (All Spans)
Member Length : 4' 3"
System : Wall
Member Type : Header
Building Use : Residential
Building Code : IBC 2021
Design Methodology : ASD
•Deflection criteria: LL (L/360) and TL (L/240).
•Allowed moment does not reflect the adjustment for the beam stability factor.
•Applicable calculations are based on NDS.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Roof Live Factored Accessories
1 - Trimmer - DF 1.50"1.50"1.50"567 142 708 None
2 - Trimmer - DF 1.50"1.50"1.50"618 142 759 None
•Maximum allowable bracing intervals based on applied load.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)4' 3" o/c
Bottom Edge (Lu)4' 3" o/c
Dead Roof Live
Vertical Loads Location Tributary
Width
(0.90)(1.25)Comments
0 - Self Weight (PLF)0 to 4' 3"N/A 4.9 --
1 - Uniform (PSF)0 to 4' 3"3' 4"35.4 20.0 ROOF
2 - Tapered (PSF)0 to 4' 3"7' 6" to 12'16.0 --EXTERIOR WALL
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/
document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
Weyerhaeuser Notes
Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.).
MEMBER REPORT PASSED
ROOF - ADU, H10
1 piece(s) 4 x 6 DF No.1
ForteWEB Software Operator Job Notes 6/10/2025 6:04:42 PM UTC
Alan Mijares
EC+Associates Engineering Inc
(562) 419-7020
AlanM@ecaengineering.com
ForteWEB v3.9, Engine: V8.4.3.94, Data: V8.1.7.3
File Name: 25-199 1213 S BIRCH ST. - ADU - RAUL MARIN
Page 12 / 12
FOUNDATION PLAN - ADU
FLOOR - ADU
Member Name Results (Max UTIL %)Current Solution Comments
FJ-1 Passed (35% M)1 piece(s) 2 x 6 DF No.2 @ 16" OC
G1 Passed (66% M)1 piece(s) 4 x 6 DF No.1
25-199 1213 S BIRCH ST. - 2 STRUCTURES - RAUL MARIN
JOB SUMMARY REPORT
ForteWEB Software Operator Job Notes 5/12/2025 5:57:24 PM UTC
Alan Mijares
EC+Associates Engineering Inc
(562) 419-7020
AlanM@ecaengineering.com
ForteWEB v3.9
File Name: 25-199 1213 S BIRCH ST. - 2 STRUCTURES - RAUL
MARIN
Page 1 / 4
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)215 @ 2 1/2"2109 (2.25")Passed (10%)--1.0 D + 1.0 L (All Spans)
Shear (lbs)168 @ 9"990 Passed (17%)1.00 1.0 D + 1.0 L (All Spans)
Moment (Ft-lbs)294 @ 3' 1/2"848 Passed (35%)1.00 1.0 D + 1.0 L (All Spans)
Live Load Defl. (in)0.037 @ 3' 1/2"0.189 Passed (L/999+)--1.0 D + 1.0 L (All Spans)
Total Load Defl. (in)0.051 @ 3' 1/2"0.283 Passed (L/999+)--1.0 D + 1.0 L (All Spans)
TJ-Pro™ Rating N/A N/A N/A --N/A
Member Length : 5' 10 1/2"
System : Floor
Member Type : Joist
Building Use : Residential
Building Code : IBC 2021
Design Methodology : ASD
•Deflection criteria: LL (L/360) and TL (L/240).
•Allowed moment does not reflect the adjustment for the beam stability factor.
•A 15% increase in the moment capacity has been added to account for repetitive member usage.
•Applicable calculations are based on NDS.
•No composite action between deck and joist was considered in analysis.
• Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Floor Live Factored Accessories
1 - Stud wall - DF 3.50"2.25"1.50"61 162 223 1 1/4" Rim Board
2 - Stud wall - DF 3.50"2.25"1.50"61 162 223 1 1/4" Rim Board
•Maximum allowable bracing intervals based on applied load.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)5' 11" o/c
Bottom Edge (Lu)5' 11" o/c
Dead Floor Live
Vertical Load Location (Side)Spacing (0.90)(1.00)Comments
1 - Uniform (PSF)0 to 6' 1"16"15.0 40.0 FLOOR
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/
document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
Weyerhaeuser Notes
Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.).
MEMBER REPORT PASSED
FLOOR - ADU, FJ-1
1 piece(s) 2 x 6 DF No.2 @ 16" OC
ForteWEB Software Operator Job Notes 5/12/2025 5:57:24 PM UTC
Alan Mijares
EC+Associates Engineering Inc
(562) 419-7020
AlanM@ecaengineering.com
ForteWEB v3.9, Engine: V8.4.3.94, Data: V8.1.7.3
File Name: 25-199 1213 S BIRCH ST. - 2 STRUCTURES - RAUL
MARIN
Page 3 / 4
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)935 @ 2"7656 (3.50")Passed (12%)--1.0 D + 1.0 L (All Spans)
Shear (lbs)704 @ 9"2310 Passed (30%)1.00 1.0 D + 1.0 L (All Spans)
Moment (Ft-lbs)1270 @ 3' 1/2"1912 Passed (66%)1.00 1.0 D + 1.0 L (All Spans)
Live Load Defl. (in)0.066 @ 3' 1/2"0.192 Passed (L/999+)--1.0 D + 1.0 L (All Spans)
Total Load Defl. (in)0.092 @ 3' 1/2"0.287 Passed (L/753)--1.0 D + 1.0 L (All Spans)
Member Length : 6' 1"
System : Floor
Member Type : Drop Beam
Building Use : Residential
Building Code : IBC 2021
Design Methodology : ASD
•Deflection criteria: LL (L/360) and TL (L/240).
•Allowed moment does not reflect the adjustment for the beam stability factor.
•Applicable calculations are based on NDS.
• Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Floor Live Factored Accessories
1 - Stud wall - DF 3.50"3.50"1.50"266 669 935 Blocking
2 - Stud wall - DF 3.50"3.50"1.50"266 669 935 Blocking
•Maximum allowable bracing intervals based on applied load.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)6' 1" o/c
Bottom Edge (Lu)6' 1" o/c
• Side loads are assumed to not induce cross-grain tension.
Dead Floor Live
Vertical Loads Location (Side)Tributary
Width
(0.90)(1.00)Comments
0 - Self Weight (PLF)0 to 6' 1"N/A 4.9 --
1 - Uniform (PSF)0 to 6' 1" (Front)5' 6"15.0 40.0 FLOOR
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/
document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
Weyerhaeuser Notes
Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.).
MEMBER REPORT PASSED
FLOOR - ADU, G1
1 piece(s) 4 x 6 DF No.1
ForteWEB Software Operator Job Notes 5/12/2025 5:57:24 PM UTC
Alan Mijares
EC+Associates Engineering Inc
(562) 419-7020
AlanM@ecaengineering.com
ForteWEB v3.9, Engine: V8.4.3.94, Data: V8.1.7.3
File Name: 25-199 1213 S BIRCH ST. - 2 STRUCTURES - RAUL
MARIN
Page 4 / 4
PROJECT : PAGE :
CLIENT : DESIGN BY :
Wood Post, Wall Stud, or King Stud Design Based on NDS 2018
INPUT DATA DESIGN SUMMARY
HEIGHT H = 12.5 ft USE:
Effective Length (NDS 3.7)Le, x-x =12.5 ft, (strong axis bending)
Le, y-y =8 ft, (weak axis bending)1. CHECK VERTICAL LOADS : fc < Fc' ?
9 psi < 254 psi [Satisfactory]
AXIAL LOAD PDL =45 lbs
PLL =36 lbs 2. CHECK BENDING LOADS : fb < Fb' ?
Total P = 81 lbs 1010 psi < 2372 psi [Satisfactory]
LATERAL LOAD w = 22 plf
Max Section M = 430 ft-lbs, at 6.25 ft from bottom 0.443 <1 [Satisfactory]
Max Section V =138 bs, at top end
SPECIES (1 = DFL, 2 = SP, 3 = LSL, 4 = PSL) 1 DOUGLAS FIR-LARCH 4. CHECK SHEAR LOADS : fv < Fv' ?
4 No. 2 24 psi < 288 psi [Satisfactory]
999
SECTION 1 pcs, b = 3 in 5. MAXIMUM HORIZONTAL DEFLECTION
h = 4 in =0.85 in, at 6.25 ft from bottom
(H / 177 )
ANALYSIS
COLUMN BASIC DESIGN STRESSES:
COMPRESSIVE STRESS Fc =1350 psi
BENDING STRESS (X-Axis)F = 900 psi
SHEAR STRESS (X-Axis) F = 180 psi
AREA A = 8.75 in
SECTION PROPERTIES Abt. x-x Sx = 5.10 in
Ix = 8.93 in
LENGTH-DEPTH RATIO Le, x-x / dy =42.9
Le, y-y / dx =38.4
ADJUSTMENT FACTORS:F ' F ' F 'E'
DURATION (NDS 2.3.2)CD 1.60 1.60 1.60 MODULUS OF ELASTICITY E'min =580 ksi
MOISTURE FACTOR CM 1.00 1.00 1.00 1.00 COLUMN PARAMETER c = 0.80
TEMPERATURE FACTOR C 1.00 1.00 1.00 1.00 BEAM PARAMETER RB =11.950 < 50
INCISING FACTOR C 1.00 1.00 1.00 1.00
SIZE FACTOR CF 1.50 1.15 1.00 BUCKLING VALUES
FLAT USE FACTOR C F E = 260 psi FbE =4874 psi
COLUMN STABILITY CP 0.102 F * = 2484 psi Fb
* =2484 psi
REPETITIVE (1.15 or 1.0) C 1.15
BEAM STABILITY CL 0.95
MODULUS OF ELASTICITY E' = 1600 ksi AXIAL STRESS F ' = 254 psi
BENDING STRESS (X-Axis) F ' = 2372 psi SHEAR STRESS F ' = 288 psi
AXIAL STRESS f = 9.3 psi SHEAR STRESS f = 24 psi
BENDING STRESSES f = 1010.2 psi
GRADE ( 1, 2, 3, 4, 5, or 6 )
STUD-2
1 - 3'' x 4'' DOUGLAS FIR-LARCH No. 2 @ 16" O.C.
A.M.
E.C.
MARIN RESIDENCE
RAUL MARIN
25-199
2
''
1
1
bxc
c cEx bxc
ff
fF F F
PROJECT : PAGE :
CLIENT : DESIGN BY :
Wood Post, Wall Stud, or King Stud Design Based on NDS 2018
INPUT DATA DESIGN SUMMARY
HEIGHT H = 16 ft USE:
Effective Length (NDS 3.7)Le, x-x =16 ft, (strong axis bending)
Le, y-y =8 ft, (weak axis bending)1. CHECK VERTICAL LOADS : fc < Fc' ?
9 psi < 156 psi [Satisfactory]
AXIAL LOAD PDL =45 lbs
PLL =36 lbs 2. CHECK BENDING LOADS : fb < Fb' ?
Total P = 81 lbs 1655 psi < 2310 psi [Satisfactory]
LATERAL LOAD w = 22 plf
Max Section M = 704 ft-lbs, at 8.00 ft from bottom 0.765 <1 [Satisfactory]
Max Section V =176 bs, at top end
SPECIES (1 = DFL, 2 = SP, 3 = LSL, 4 = PSL) 1 DOUGLAS FIR-LARCH 4. CHECK SHEAR LOADS : fv < Fv' ?
4 No. 2 30 psi < 288 psi [Satisfactory]
999
SECTION 1 pcs, b = 3 in 5. MAXIMUM HORIZONTAL DEFLECTION
h = 4 in =2.27 in, at 8.00 ft from bottom
(H / 85 )
ANALYSIS
COLUMN BASIC DESIGN STRESSES:
COMPRESSIVE STRESS Fc =1350 psi
BENDING STRESS (X-Axis)F = 900 psi
SHEAR STRESS (X-Axis) F = 180 psi
AREA A = 8.75 in
SECTION PROPERTIES Abt. x-x Sx = 5.10 in
Ix = 8.93 in
LENGTH-DEPTH RATIO Le, x-x / dy =54.9
Le, y-y / dx =38.4
ADJUSTMENT FACTORS:F ' F ' F 'E'
DURATION (NDS 2.3.2)CD 1.60 1.60 1.60 MODULUS OF ELASTICITY E'min =580 ksi
MOISTURE FACTOR CM 1.00 1.00 1.00 1.00 COLUMN PARAMETER c = 0.80
TEMPERATURE FACTOR C 1.00 1.00 1.00 1.00 BEAM PARAMETER RB =13.459 < 50
INCISING FACTOR C 1.00 1.00 1.00 1.00
SIZE FACTOR CF 1.50 1.15 1.00 BUCKLING VALUES
FLAT USE FACTOR C F E = 158 psi FbE =3842 psi
COLUMN STABILITY CP 0.063 F * = 2484 psi Fb
* =2484 psi
REPETITIVE (1.15 or 1.0) C 1.15
BEAM STABILITY CL 0.93
MODULUS OF ELASTICITY E' = 1600 ksi AXIAL STRESS F ' = 156 psi
BENDING STRESS (X-Axis) F ' = 2310 psi SHEAR STRESS F ' = 288 psi
AXIAL STRESS f = 9.3 psi SHEAR STRESS f = 30 psi
BENDING STRESSES f = 1655.1 psi
GRADE ( 1, 2, 3, 4, 5, or 6 )
STUD-2
1 - 3'' x 4'' DOUGLAS FIR-LARCH No. 2 @ 16" O.C.
A.M.
E.C.
MARIN RESIDENCE
RAUL MARIN
25-199
2
''
1
1
bxc
c cEx bxc
ff
fF F F
JOB MARIN RESIDENCE
ENGR. EC JOB NO. 25-199 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:
LOADING: TRIB.
( + ) x ft = +
( + ) x ft = +
( + ) x ft = +
w = + = plf
B= plf = ft
psf USE:
(E) CF-3
FLOOR:
WALL:
4015
10 9
3.75 56.25 150
6.5
119.8
66.6
19.95
0
475.2
130162.5
53.2
23.25
595 0.40
1500
ROOF: 25
D L
20
1'-0" WIDE FTG.
1'-0" WIDE FTG.
595
0.63
D L
3.3325 20
15
372
83.25
1500
WALL: 16 0
1'-0" WIDE FTG.1500
669.75
90 81
669.75 0.45
308.75 361
9
FLOOR: 40 1.33
ROOF:
941.5
144
275
130
0
343.75
0
405
48.75
941.5
16
536.5
4015 3.25
WALL: 9
20
D L
ROOF:
FLOOR:
25 13.75
F-CONTINUOUS FOOTINGS-1500
PROJECT:
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)act (k)all (k)OK?act (k)all (k)OK? (k-in) (in) (Req'd)(200/Fy)(.0018) Use USE:
1.5 12 3.04 8 0.0 12.2 Y 2.7 65.3 Y 7 0.02 0.02 0.72 0.39 0.39 2 # 4
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:
JOB MARIN RESIDENCE
ENGR. EC JOB NO. 25-199 SHEET NO.
SPREAD FOOTINGS
P1 = K FROM G1, SUPPORT 1
P2 = K FROM G1, SUPPORT 2
P3 = K
P4 = K
P TOTAL = K
P ALLOW.= K USE:TYPE 1.
P1 = K FROM, TRUSS "D2" - SUPPORT A
P2 = K
P3 = K
P4 = K
P TOTAL = K
P ALLOW.= K USE:TYPE 2.
P1 = K FROM TRUSS "D2" - SUPPORT I
P2 = K FROM CB-2, SUPPORT 1
P3 = K FROM CB-3, SUPPORT 2
P4 = K
P TOTAL = K
P ALLOW.= K USE:TYPE 2.
0
0
1.87
3.04
3.422
4.529
5.4
F1
0.935
0.935
0
F2
F3
0
5.4
0
0
0
0
3.422
4.529
F-SPREAD FOOTINGS1500 - F1 - F3
1ST FLOOR LATERAL ANALYSIS - ADU
AREA: 926.00 ft²
PERIMETER: 123.75 ft.
LENGTH: 34.00 ft.
WIDTH: 28.25 ft.
ASCE Hazards Report
Address:
1213 S Birch St
Santa Ana, California
92707
Standard:ASCE/SEI 7-16 Latitude:33.732138
Risk Category:II Longitude:-117.870758
Soil Class:D - Default (see
Section 11.4.3)
Elevation:84.63065726198671 ft
(NAVD 88)
Wind
Results:
Wind Speed 95 Vmph
10-year MRI 66 Vmph
25-year MRI 72 Vmph
50-year MRI 76 Vmph
100-year MRI 81 Vmph
Data Source: ASCE/SEI 7-16, Fig. 26.5-1B and Figs. CC.2-1–CC.2-4, and Section 26.5.2
Date Accessed: Fri May 09 2025
Value provided is 3-second gust wind speeds at 33 ft above ground for Exposure C Category, based on linear
interpolation between contours. Wind speeds are interpolated in accordance with the 7-16 Standard. Wind speeds
correspond to approximately a 7% probability of exceedance in 50 years (annual exceedance probability =
0.00143, MRI = 700 years).
Site is not in a hurricane-prone region as defined in ASCE/SEI 7-16 Section 26.2.
Page 1 of 2https://ascehazardtool.org/Fri May 09 2025
PROJECT : PAGE :
CLIENT : DESIGN BY :
JOB NO. : DATE : REVIEW BY :
INPUT DATA
Exposure cate or (B, C or D, ASCE 7-16 26.7.3)B
Importance factor (ASCE 7-16 Table 1.5-2)Iw = 1.00 for all Category
V =95 mph, (152.89 kph)
Kzt =1 Flat
Building height to eave he = 9 ft, (2.74 m)
Building height to ridge hr = 24 ft, (7.32 m)
Building length L = 34 ft, (10.36 m)
Building width, including overhangs B = 28.25 ft, (8.61 m)
Overhang sloped width Oh = 0.5 ft, (0.15 m)
A = 926 Yes
( 86.14 m 2
DESIGN SUMMARY
Max horizontal force normal to buildin len th, L, fac = 8.86 kips, (39 kN), SD level (LRFD level), Typ.
Max horizontal force normal to buildin len th, B, fac = 7.46 kips, (33 kN)
Max total horizontal torsional load = 36.4522 ft-kips, (49 kN-m)
Max total upward force = 15.59 kips, (69 kN)
ANALYSIS
Velocity pressure
qh = 0.00256 Kz Kzt Kd Ke V2 =13.75 psf
where: qh = velocity pressure at mean roof height, h. (Eq. 26.10-1 page 268)
Kz = velocity pressure exposure coefficient evaluated at height, h, (Tab. 26.10-1, pg 268)= 0.70
Kd = wind directionality factor. (Tab. 26.6-1, for building, page 266)= 0.85
h = mean roof height = 16.50 ft
Ke = ground elevation factor. (1.0 per Sec. 26.9, page 268)< 60 ft, [Satisfactory](ASCE 7-16 26.2.1)
< Min (L, B), [Satisfactory](ASCE 7-16 26.2.2)
Design pressures for MWFRS
p = qh [(G Cpf )-(G Cpi )]
where: p = pressure in appropriate zone. (Eq. 28.3-1, page 311). pmin =16 psf (ASCE 7-16 28.3.4)
G Cp f = product of gust effect factor and external pressure coefficient, see table below. (Fig. 28.3-1, page 312 & 313)
G Cp i = product of gust effect factor and internal pressure coefficient.(Tab. 26.13-1, Enclosed Building, page 271)
= 0.18 or -0.18
a = width of edge strips, Fig 28.3-1, page 312, MAX[ MIN(0.1B, 0.1L, 0.4h), MIN(0.04B, 0.04L), 3] =3.00 ft
Net Pressures (psf), Basic Load Cases Net Pressures (psf), Torsional Load Cases
46.72 0.00 46.72
(+GCp i ) (-GCp i )(+GCp i ) (-GCp i )(+GCp i ) (-GCp i )
1 0.56 5.22 10.17 -0.45 -8.66 -3.71 1T 0.56 1.31 2.54
2 0.22 0.60 5.55 -0.69 -11.96 -7.01 2T 0.22 0.15 1.39
3 -0.43 -8.35 -3.41 -0.37 -7.56 -2.61 3T -0.43 -2.09 -0.85
4 -0.37 -7.56 -2.61 -0.45 -8.66 -3.71 4T -0.37 -1.89 -0.65
5 0.40 3.02 7.97 0.00
6 -0.29 -6.46 -1.51
1E 0.69 7.01 11.96 -0.48 -9.07 -4.12 (+GCp i ) (-GCp i )
2E 0.29 1.46 6.41 -1.07 -17.18 -12.23 5T 0.40 0.76 1.99
3E -0.53 -9.73 -4.79 -0.53 -9.76 -4.81 6T -0.29 -1.62 -0.38
4E -0.48 -9.07 -4.12 -0.48 -9.07 -4.12
5E 0.61 5.91 10.86
6E -0.43 -8.39 -3.44
RAUL MARIN A.M.
Roof angle =
G Cp f
Net Pressure with
G Cp f
E.C.
ADU
Net Pressure with
Effective area of components (or Solar Panel area)
MARIN RESIDENCE
Wind Analysis for Low-rise Building, Based on 2021 IBC/ASCE 7-16
Basic wind speed (ASCE 7-16 26.5.1 or 2021 IBC)
Topographic factor (ASCE 7-16 26.8 & Table 26.8-1)
25-199
Surface
Roof angle =
Net Pressure withG Cp f
Surface
Surface
Roof angle =
ft2, <== Overhang? (Yes or No)
Roof angle =
G Cp f
Net Pressure with
Basic Load Case A (Transverse Direction) Basic Load Case B (Longitudinal Direction)
Area Area
(ft2)(+GCp i ) (-GCp i )(ft2)(+GCp i ) (-GCp i )
1 252 1.32 2.56 poverhang =-9.62 psf 2 577 -6.90 -4.04
2 577 0.34 3.20 (ASCE 7-16 28.3.3) 3 577 -4.36 -1.51
3 577 -4.82 -1.96 5 403 1.22 3.21
4 252 -1.91 -0.66 6 403 -2.60 -0.61
1E 54 0.38 0.65 2E 124 -2.12 -1.51
2E 124 0.18 0.79 3E 124 -1.21 -0.59
3E 124 -1.20 -0.59 5E 64 0.38 0.69
4E 54 -0.49 -0.22 6E 64 -0.53 -0.22
Horiz. 8.86 8.86 Horiz. 4.73 4.73
Vert. -3.77 0.98 Vert. -7.83 -3.48
Min. wind Horiz. 8.98 8.98 Min. wind Horiz. 7.46 7.46
28.4.4 Vert. -15.37 -15.37 28.4.4 Vert. -15.37 -15.37
Torsional Load Case A (Transverse Direction) Torsional Load Case B (Longitudinal Direction)
Area Area
(ft2)(+GCp i ) (-GCp i ) (+GCp i ) (-GCp i )(ft2)(+GCp i ) (-GCp i ) (+GCp i ) (-GCp i )
1 99 0.52 1.01 4 7 2 577 -6.90 -4.04 -8 -4
2 227 0.14 1.26 1 6 3 577 -4.36 -1.51 5 2
3 227 -1.89 -0.77 10 4 5 170 0.51 1.35 3 7
4 99 -0.75 -0.26 5 2 6 170 -1.10 -0.26 5 1
1E 54 0.38 0.65 5 9 2E 124 -2.12 -1.51 24 17
2E 124 0.18 0.79 2 8 3E 124 -1.21 -0.59 -14 -7
3E 124 -1.20 -0.59 12 6 5E 64 0.38 0.69 5 9
4E 54 -0.49 -0.22 7 3 6E 64 -0.53 -0.22 7 3
1T 153 0.20 0.39 -2 -3 5T 233 0.18 0.46 -1 -3
2T 350 0.05 0.49 0 -3 6T 233 -0.38 -0.09 -2 -1
3T 350 -0.73 -0.30 -5 -2 23.6 23.6
4T 153 -0.29 -0.10 -2 -1
36 36
Design pressures for components and cladding
p = qh[ (G Cp) - (G Cpi)]
where: p = pressure on component. (Eq. 30.3-1, pg 334)
pmin = 16.00 psf (ASCE 7-16 30.2.2)
G Cp = external pressure coefficient.
see table below. (ASCE 7-16 30.3.2)
= 46.72 o
Effective
Area (ft2) GCP - GCP GCP - GCP GCP - GCP GCP - GCP GCP - GCP GCP - GCP
926 0.50 -1.60 - - - - 0.50 -1.60 0.50 -1.05 0.50 -1.60
Effective
Area (ft2) GCP - GCP GCP - GCP GCP - GCP GCP - GCP GCP - GCP
926 - - 0.50 -1.14 0.50 -1.05 0.70 -0.80 0.70 -0.80
Positive Negative Positive Negative Positive Negative Positive Negative Positive Negative Positive Negative
16.00 -24.47 16.00 -24.47 16.00 -16.88 16.00 -24.47
Positive Negative Positive Negative Positive Negative Positive Negative Positive Negative
16.00 -18.15 16.00 -16.88 16.00 -16.00 16.00 -16.00 24.47 psf)
Torsion (ft-k)
Total Horiz. Torsional Load, MT
Total Horiz. Torsional Load, MT
Surface Pressure (k) with Pressure (k) with
Zone 1 Zone 1'
SurfaceSurface
Surface
Zone 3r
Zone 2 Zone 2n Zone 2r
(The Max Pressure
Pressure (k) with Pressure (k) with
Comp. & Cladding
Pressure
( psf )
Zone 1 Zone 2e
Zone 3 Zone 4Comp.
Zone 1'
Zone 3e
Zone 2e
Zone 3 Zone 3e Zone 3r Zone 4 Zone 5
Zone 5
Zone 2nZone 2 Zone 2r
Torsion (ft-k)
Announcement
ASCE 7-22 is now available.
MARIN RESIDENCE
1213 S Birch St, Santa Ana, CA 92707, USA
Latitude, Longitude: 33.7321501, -117.870683
Date 5/9/2025, 1:10:14 PM
Design Code Reference Document ASCE7-16
Risk Category II
Site Class D - Default (See Section 11.4.3)
Type Value Description
SS 1.287 MCER ground motion. (for 0.2 second period)
S1 0.46 MCER ground motion. (for 1.0s period)
SMS 1.544 Site-modified spectral acceleration value
SM1 null -See Section 11.4.8 Site-modified spectral acceleration value
SDS 1.029 Numeric seismic design value at 0.2 second SA
SD1 null -See Section 11.4.8 Numeric seismic design value at 1.0 second SA
Type Value Description
SDC null -See Section 11.4.8 Seismic design category
Fa 1.2 Site amplification factor at 0.2 second
Fv null -See Section 11.4.8 Site amplification factor at 1.0 second
PGA 0.545 MCEG peak ground acceleration
FPGA 1.2 Site amplification factor at PGA
PGAM 0.653 Site modified peak ground acceleration
TL 8 Long-period transition period in seconds
SsRT 1.287 Probabilistic risk-targeted ground motion. (0.2 second)
SsUH 1.384 Factored uniform-hazard (2% probability of exceedance in 50 years) spectral acceleration
SsD 1.524 Factored deterministic acceleration value. (0.2 second)
S1RT 0.46 Probabilistic risk-targeted ground motion. (1.0 second)
S1UH 0.496 Factored uniform-hazard (2% probability of exceedance in 50 years) spectral acceleration.
S1D 0.6 Factored deterministic acceleration value. (1.0 second)
PGAd 0.626 Factored deterministic acceleration value. (Peak Ground Acceleration)
PGAUH 0.545 Uniform-hazard (2% probability of exceedance in 50 years) Peak Ground Acceleration
CRS 0.929 Mapped value of the risk coefficient at short periods
CR1 0.926 Mapped value of the risk coefficient at a period of 1 s
CV 1.357 Vertical coefficient
5/9/25, 1:10 PM U.S. Seismic Design Maps
https://www.seismicmaps.org 1/2
JOB:
ENGR:JOB NO. SHEET NO.
SEISMIC BASE SHEAR
(ASCE 7-16)
Degrees
Degrees
- Default; No Soils Report (Table 20.3-1)
R =(Table 12.2-1)
SMS =Fa Ss Eq. (11.4-1)
= x
=
SM1 =Fv S1 Eq. (11.4-2)
= x
=
SDS =(2/3)SMS Eq. (11.4-3)
= (2/3)x
=
SD1 =(2/3)SM1 Eq. (11.4-4)
= (2/3)x
=
Ts =SD1 /SDS Sec. (11.3)
=sec.
1.5Ts = x Sec. (11.4-8)
=sec.
Ta =Ct hn Eq. (12.8-7)
=x 17
=sec.
∴
∴
0.548
0.822
Ta ≤ Ts
A Ground Motion Hazard Analysis IS NOT REQUIRED since structure is exempted in accordance with
Sec. 11.4.8, Exception 2: Structures on Site Class D sites with S1 ≥ 0.2 (S1 = 0.46), provided the value of
Cs is determined by Eq. (12.8-2) for values of Ta ≤ 1.5Ts; Cs is determined by 1.5 times the value
computed with Eq. (12.8-3) for values of 1.5Ts < Ta ≤ TL; and Cs is determined by 1.5 times the value
computed with Eq. (12.8-4) for values of TL < Ta
∴
Ta ≤ 1.5Ts
0.8464
Latitude:
Longitude:
33.732138
-117.87076
0.1637
1.5444
1.84 0.46
0.8464
0.564
0.02 0.75
1.5444
1.030
0.548
1.5
MARIN RESIDENCE
25-199
D
1.20 1.29
6.5
EC DATE: 6/10/2025
SITE CLASS:
JOB:
ENGR:JOB NO. SHEET NO.
V = Cs W Eq. (12.8-1)
VMIN = >W Eq. (12.8-5)
=x x 1.0 =W ≥W
VMIN =0.5 S1 I W [For S1 is equal to or greater than 0.6g]Eq. (12.8-6)
= x x W
= W [GOVERNS]
VMAX = W =x W = W Eq. (12.8-3)
x
Eq. (12.8-2)
V = r W =x x W = x W
= W [Strength Level][Includes Rho]Sec. (12.8-1)
V = x W
= W [Allowable Stress Design][Includes Rho]Sec. (12.8-1)
0.044 1.030 0.0453 0.010
0.044 SDS I 0.01
MARIN RESIDENCE
EC DATE: 6/10/2025 25-199
0.7
0.15
0.207
SD1 I
T R
R
0.5 0.4600
1.30.159
0.207
R
1.030 1.0 1.3
6.5
1.0
6.5
0.035
0.5302
SDS I
0.564 1.0
0.164 6.5
JOB:
ENG JOB NO. SHEET NO.
SEISMIC ANALYSIS
WEIGHT
Wroof = ( 25 psf + 2.5 psf ) x ft^2 = kips
Wwall = 16 psf x 12 ft /2 x ft = kips
W2 = kips
BASE SHEAR
= x [Includes Rho]
= x = kips
EC DATE:25-199
lbs/sq ft
(5.848)
MARIN RESIDENCE
6/10/2025
VBASE
VBASE 0.145
5.420.145 37.3
WTOTAL
37.3
25.5
123.75 11.9
926
CITY OF SANTA ANA
Planning and Building Agency
Approved
SHEARWALL_ SCHEDULE
MARK
SHEATHING
( 1 )
NAIL
SIZE
2
EDGE
NAIL
SPACING
FIELD
NAIL
SPACING
SILL TO
yy00D CONN. 1
O
SILL TO
CONC. CONN. (1)
CAST -IN -PLACE
CONCSI
TIT N H
ESR-
P„ h01
SCR♦�VS�Y
713)
LLOW.
HEAR
(PLF)
SHEAR
WALL
TYPE(3)
A615/32
STR O.S.
10d
6"
12"
SDS1/4"x6" ®16"
2x: 5/8"0 A.B. ® 32"
3x: 5/8"0 A.B. 0 48"
2x: 1 2"0 S
/
REW ®32
340
I
®
15/32 STR O.S.
10d
4"
12"
SDS1/4"x6" ® 12"
3x: 5/8"0 A.B. ® 32"
3x: 1/2"0 SCREW ® 24
510
ZL
A3
15/32 STR O.S.
10d
3" STGR(4)
12"
SDS1/4"x6" ® 9"
3x: 5/8"0 A.B. ® 24"
3x: 1/2"0 SCREW @ 18
665
ZL
A2
15/32 STR O.S.
10d
2" STGR(4)
12"
SDS1/4"x6" ® 6"
3x: 5/8"0 A.B. ® 16"
3x: 1/2"0 SCREW @ 12
870
H
4D
15/32 STR D.S.
10d
4"
12"
SDS1/4"x6" ® 6"
3x: 5/8"0 A.B. ® 16"
3x: 1/2"0 SCREW @ 12
1020
IIE
OD
15/32 STR D.S.
10d
3" STGR(4)
12"
SDS1/4"x6" ® 4"
3x: 5/8"0 A.B. ® 12"
3x: 1/2"0 SCREW @ 8"
1330
A
15/32 STR D.S.
10d
2" STGR(4)
12"
SDS1/4"x6" ® 3"
3x: 5/8"0 A.B. ® 8"
3x: 1/2"0 SCREW ® 6"
1740
1Z
SHEARWALL NOTES:
(1) O.S. INDICATES SHEATHING ON ONE SIDE OF WALL AS SHOWN ON PLANS.
D.S. INDICATES DOUBLE SIDED SHEARWALL: SHEATHING ON BOTH SIDES OF WALL.
(2) USE COMMON WIRE NAILS FOR ALL STRUCT-1 SHEATHING.
(3) SEE DETAILS 8/S1.2 & 12/S1.2 FOR SHEARWALL ASSEMBLIES BASED ON SHEARWALL TYPE.
(4) FOR STAGGERED EDGE NAILING REQUIREMENTS SEE DETAILS 8/S1.2 & 12/S1.2.
(5) SEE DETAILS 6/S1.1 AND 7/S1.1 FOR PLATE WASHER SIZE AND MINIMUM ANCHOR BOLT
EMBEDMENT, RESPECTIVELY. TITEN HD SCREWS TO BE USED IN RETROFIT CONDITIONS.
(6) WHERE 3x SILL PLATES AND EDGE STUDS ARE REQUIRED AT EXISTING 2x CONDITION, SEE DETAIL 6/S1.2.
JANCE
1ST FLOOR SHEARWALLS - ADU
JOB
ENGR. EC DATE:JOB NO. SHEET NO.
NOTES:
1-GIVEN CAPACITIES BASED ON INSTALLATION ON STEMWALL/RAISED FOUND.
2-CAPACITIES SHOWN REPRESENT THE LOWEST VALUE BETWEEN HD & A.B.
LARR NO.
LARR NO.
LARR NO.
*
ESR-ICC NO.
ESR 2611 LARR 25827
CAPACITIES BASED ON LARR/ESR-ICC NUMBERS ABOVE &
SIMPSON CATALOG C-C-2019
ESR-ICC NO.
ESR 2330 LARR 25720
IAPMO NO.
IAPMO 0143 LARR 25828
HD12
HD19
ANCHOR
BOLT
11.63 6x6
HD
HDU2
HDU4
HDU5
HDU8
HDU11
HDU14
HDU14
SB5/8x24
SB7/8x24
PAB8
HOLDOWNS
SB5/8x24
SB5/8x24
ALLOWABLE
UPLIFT
3.08
4.57
5.65
6.97
ALLOWABLE
75%
2.31
3.42
4.23
5.23
4x4
4x6
4x6
6x6
9.34
14.45
7.00
10.83
12.5816.78
PAB8
PAB9 15.51
REMARKS
4x4
4x4
6x6
PAB8 14.39 10.79 4x8
PAB9
JOB MARIN RESIDENCE
ENGR. EC DATE:JOB NO. 25-199 SHEET NO.
TAG:X1 ( 9.25 ft),X2 ( 3.25 ft)
FORCE:
WIND GOVERNS
F1= kips Load Comb. :0.67 D + W
SDS : 1.03
SHEAR STRESS
X1 :L1= ft v= lbs = plf
X2 :L2= ft ft
Ltotal= ft
OVERTURNING
height= 9.00 ft
MOT= x x 9 = k-ft
ROOF: psf x ft = plf h/w= 0.97 OK
WALL: psf x ft = plf
w = plf Vallow= 340 PLF
MR= x 9.25 ^2/2 = k-ft USE:
TYPE 6 SHEARWALL
- 0.67 x = kips
kips OK USE:4 x 4 POST w/ H.D.
height= 10.75 ft
MOT= x x 11 = k-ft
ROOF: psf x ft = plf h/w= 2.77 OK
WALL: psf x ft = plf
w = plf Vallow= 340 PLF
MR= x 3.25 ^2/2 = k-ft USE:
TYPE 6 SHEARWALL
- 0.67 x = kips
kips OK USE:4 x 4 POST w/ H.D.
SHEARWALL CALCULATIONS
0.59
9.25 593 47
3.9
Tributary
12.50
9
106
3.25 12.50
12.50
1.66 0.29
0.00
WALL:X1
0.59 9.25
T=
33
0.00
Unit load
WALL:
Tributary
144
250
1.66
X2
3.9
Tallow=3.08
T=
25
1.08
NOTallow=
16 11 172
HDU2
205
0.205 1.08
June 10, 2025
3.25
1
12.50
9.25
0.59
0.250 10.71
Unit load
25
3.25
10.71
4
16
JOB MARIN RESIDENCE
ENGR. EC DATE:JOB NO. 25-199 SHEET NO.
TAG:X3 ( 9.75 ft),0.00 ( 0.00 ft)
FORCE:
WIND GOVERNS
F1= kips Load Comb. :0.67 D + W
SDS : 1.03
SHEAR STRESS
X3 :L1= ft v= lbs = plf
0.00 :L2= ft ft
Ltotal= ft
OVERTURNING
height= 16.00 ft
MOT= x x 16 = k-ft
ROOF: psf x ft = plf h/w= 1.64 OK
WALL: psf x ft = plf
w = plf Vallow= 340 PLF
MR= x 9.75 ^2/2 = k-ft USE:
TYPE 6 SHEARWALL
- 0.67 x = kips
kips OK USE:4 x 4 POST w/ H.D.
SHEARWALL CALCULATIONS
2.53
9.75 2527 259
40.4
Tributary
9.75
16
106
0.00 9.75
9.75
2.97
WALL:X3
2.53 9.75
T=
3.08
256
362
40.4
HDU2Tallow=
June 10, 2025
9.75
0.362 17.22
Unit load
25
17.22
4
16
JOB MARIN RESIDENCE
ENGR. EC DATE:JOB NO. 25-199 SHEET NO.
TAG:X4 ( 6.00 ft),X5 ( 16.00 ft)
FORCE:
WIND GOVERNS
F1= kips Load Comb. :0.67 D + W
SDS : 1.03
SHEAR STRESS
X4 :L1= ft v= lbs = plf
X5 :L2= ft ft
Ltotal= ft
OVERTURNING
height= 11.25 ft
MOT= x x 11 = k-ft
ROOF: psf x ft = plf h/w= 1.88 OK
WALL: psf x ft = plf
w = plf Vallow= 340 PLF
MR= x 6.00 ^2/2 = k-ft USE:
TYPE 6 SHEARWALL
- 0.67 x = kips
kips OK USE:4 x 4 POST w/ H.D.
height= 17.00 ft
MOT= x x 17 = k-ft
ROOF: psf x ft = plf h/w= 0.70 OK
WALL: psf x ft = plf
w = plf Vallow= 340 PLF
MR= x 16.00 ^2/2 = k-ft USE:
TYPE 6 SHEARWALL
- 0.67 x = kips
kips OK USE:4 x 4 POST w/ H.D.
SHEARWALL CALCULATIONS
2.30
6.00 2297 104
7.0
Tributary
22.00
11
58
16.00 22.00
22.00
28.40 0.01
0.70
WALL:X4
2.30 6.00
T=
58
3.08
Unit load
WALL:
Tributary
180
238
28.40
X5
7.0
Tallow=3.08
T=
25
42.27
HDU2Tallow=
16 17 272
HDU2
330
0.330 42.27
June 10, 2025
16.00
2
22.00
6.00
2.30
0.238 4.29
Unit load
25
16.00
4.29
2
16
JOB MARIN RESIDENCE
ENGR. EC DATE:JOB NO. 25-199 SHEET NO.
TAG:Y1 ( 2.75 ft),Y2 ( 3.25 ft),Y3 ( 3.50 ft),0.00 ( 0.00 ft)
FORCE:
SEISMIC GOVERNS
F1= kips Load Comb. :(0.6-.14SDS) D + E
SDS : 1.03
SHEAR STRESS
Y1 :L1= ft v= lbs = plf
Y2 :L2= ft ft
Y3 : L3= ft
0.00 : L4= ft
Ltotal= ft
OVERTURNING
height= 9.00 ft
MOT= x x 9 = k-ft
ROOF: psf x ft = plf h/w= 3.27 WSP Factor=0.84
WALL: psf x ft = plf
w = plf Vallow= 340 x 0.84 = PLF
MR= x 2.75 ^2/2 = k-ft USE:
TYPE 6 SHEARWALL
- 0.46 x = kips
kips OK USE:4 x 4 POST w/ H.D.
height= 9.00 ft
MOT= x x 9 = k-ft
ROOF: psf x ft = plf h/w= 2.77 WSP Factor= 0.90
WALL: psf x ft = plf
w = plf Vallow= 340 x 0.90 = PLF
MR= x 3.25 ^2/2 = k-ft USE:
TYPE 6 SHEARWALL
- 0.46 x = kips
kips OK USE:4 x 4 POST w/ H.D.
325
307
HDU2
9.50
286325
HDU2
PER SDPWS, SEC. 4.3.4:
271
PER SDPWS, SEC. 4.3.4:
9.50
June 10, 2025
725
TributaryUnit load
3.25
3.50
2.58
SHEARWALL CALCULATIONS
2578
0.325
9.50
Y1
2.24
2.75
0.00
2.207.94 1.72
T=
Tallow=
6.7
3.08
WALL:
0.325
16
2.58
2.75
2.75
1.23
1.23
9
6.7
181
144
9.50
Unit load Tributary
7.94
3.25
181
16
25
9
3.25
1.72
WALL:Y2
2.58
144
7
Tallow=3.08
T=
JOB MARIN RESIDENCE
ENGR. EC DATE JOB NO. 25-199 SHEET NO.
height= 10.75 ft
MOT= x x 11 = k-ft
ROOF: psf x ft = plf h/w= 2.57 WSP Factor= 0.93
WALL: psf x ft = plf
w = plf Vallow= 340 x 0.93 = PLF
MR= x 3.50 ^2/2 = k-ft USE:
TYPE 6 SHEARWALL
- 0.46 x = kips
kips OK USE:4 x 4 POST w/ H.D.HDU2
10.2
316
PER SDPWS, SEC. 4.3.4:
0.255
Y3
25 83
2.58 3.50
9.50
172
WALL:
16 11
3
Tallow=3.08
1.56
3.50
10.2
June 10, 2025
Unit load Tributary
255
1.56
T=2.71
JOB MARIN RESIDENCE
ENGR. EC DATE:JOB NO. 25-199 SHEET NO.
TAG:Y4 ( 4.00 ft),Y5 ( 8.00 ft),Y6 ( 5.00 ft),Y7 ( 3.75 ft)
FORCE:
SEISMIC GOVERNS
F1= kips Load Comb. :(0.6-.14SDS) D + E
SDS : 1.03
SHEAR STRESS
Y4 :L1= ft v= lbs = plf
Y5 :L2= ft ft
Y6 : L3= ft
Y7 : L4= ft
Ltotal= ft
OVERTURNING
height= 9.00 ft
MOT= x x 9 = k-ft
ROOF: psf x ft = plf h/w= 2.25 WSP Factor=0.97
WALL: psf x ft = plf
w = plf Vallow= 340 x 0.97 = PLF
MR= x 4.00 ^2/2 = k-ft USE:
TYPE 6 SHEARWALL
- 0.46 x = kips
kips OK USE:4 x 4 POST w/ H.D.
height= 9.00 ft
MOT= x x 9 = k-ft
ROOF: psf x ft = plf h/w= 1.13 OK
WALL: psf x ft = plf
w = plf Vallow= 340 PLF
MR= x 8.00 ^2/2 = k-ft USE:
TYPE 6 SHEARWALL
- 0.46 x = kips
kips OK USE:4 x 4 POST w/ H.D.
325
HDU2
20.75
329325
HDU2
PER SDPWS, SEC. 4.3.4:
137
20.75
June 10, 2025
725
TributaryUnit load
8.00
5.00
2.84
SHEARWALL CALCULATIONS
2838
0.325
20.75
Y4
0.93
4.00
3.75
0.649.85 10.41
T=
Tallow=
4.9
3.08
WALL:
0.325
16
2.84
4.00
4.00
2.60
2.60
9
4.9
181
144
20.75
Unit load Tributary
9.85
8.00
181
16
25
9
8.00
10.41
WALL:Y5
2.84
144
7
Tallow=3.08
T=
JOB MARIN RESIDENCE
ENGR. EC DATE JOB NO. 25-199 SHEET NO.
height= 9.00 ft
MOT= x x 9 = k-ft
ROOF: psf x ft = plf h/w= 1.80 OK
WALL: psf x ft = plf
w = plf Vallow= 340 PLF
MR= x 5.00 ^2/2 = k-ft USE:
TYPE 6 SHEARWALL
- 0.46 x = kips
kips OK USE:4 x 4 POST w/ H.D.
height= 9.00 ft
MOT= x x 9 = k-ft
ROOF: psf x ft = plf h/w= 2.40 WSP Factor= 0.95
WALL: psf x ft = plf
w = plf Vallow= 340 x 0.95 = PLF
MR= x 3.8 ^2/2 = k-ft USE:
TYPE 6 SHEARWALL
- 0.46 x = kips
kips OK USE:4 x 4 POST w/ H.D.
HDU2
6.2
0.325
Y6
25 181
2.84 5.00
20.75
144
WALL:
16 9
7
Tallow=3.08
4.07
5.00
6.2
June 10, 2025
Unit load Tributary
325
4.07
T=
WALL:Y7
2.84 3.75
0.86
4.6
144
25 7 181
20.75
Tributary
Tallow=3.08
0.325 2.29
T= 4.6
HDU2
0.952.29
3.75
325
Unit load
16 9
323
PER SDPWS, SEC. 4.3.4:
EC + Associates Engineering
www.ecaengineering.com
1412 Espanol Ave Montebello, CA 90640 P: 562 708 3586
STRUCTURAL CALCULATIONS FOR:
ADDITION, REMODEL & NEW DETACHED ADU
FOR
RAUL MARIN
PROJECT ADDRESS:
1213 S BIRCH ST.
SANTA ANA, CA 92707
SIGNED: 7/7/2025
REVISION DESCRIPTION CHECKED DATE
Buildin Department Submittal E.C.5/23/2025
B Buildin Department Submittal REV1 E.C.7/7/2025
JOB NO.: 25-199
JOB
ENGR. EC 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_____ minimum into undisturbed soil or_____ below finish grade
whichever is lower.
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.
ROOF LOADS
roof rafter
composite shingles 2.5 psf 2.5 psf
re‐roof 2.0 psf 2.0 psf
1/2" plywwod 1.5 psf 1.5 psf
rafters 4.0 psf 4.0 psf
insulation 0.5 psf
Ceiling 3.0 psf
beams/headers 1.0 psf
MP&E/ misc.0.5 psf 0.5 psf
D= 15.0 psf 10.5 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
PROJECT:
JOB NO.
POST AREA ALLOWABLE LOAD (KIPS)-UNSUPPORTED HEIGHT IN FT (LOAD TABLE 100%)
SIZE IN 2 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22
2X4 5.25 1.00
2X4 X 5.25 4.58 3.61 2.87 2.32 1.91 1.60 1.35 1.16 1.00
2X4 5.25 1.05
2X4 X 5.25 4.67 3.72 2.98 2.42 2.00 1.67 1.42 1.22 1.05
2X6 8.25 1.66
2X6 X 8.25 10.49 9.66 8.68 7.65 6.67 5.79 5.04 4.40 3.86 3.41 3.03 2.71 2.43 2.19 1.99 1.81 1.66
2X8 10.88 2.18
2X8 X 10.88 14.3 13.9 13.3 12.5 11.7 10.7 9.8 8.8 7.96 7.17 6.46 5.84 5.29 4.81 4.39 4.01 3.68
3X4 8.75 4.57 3.46 2.70 2.15 1.76
3X4 X 8.75 7.78 6.20 4.97 4.04 3.33 2.79 2.36 2.03 1.76
3X6 13.75 7.14 5.42 4.23 3.38 2.76
3X6 X 13.75 17.5 16.1 14.5 12.8 11.1 9.7 8.39 7.33 6.43 5.68 5.05 4.51 4.05 3.66 3.31 3.02 2.76
3X8 18.13 9.35 7.11 5.56 4.45 3.63
3X8 X 18.13 23.9 23.1 22.1 20.9 19.4 17.9 16.3 14.7 13.3 11.9 10.8 9.7 8.82 8.01 7.31 6.68 6.13
4X4 12.25 10.9 8.68 6.96 5.66 4.67 3.90 3.31 2.84 2.46
4X6 19.25 16.8 13.5 10.9 8.85 7.31 6.12 5.19 4.46 3.86
4X6 X 19.25 24.5 22.5 20.3 17.9 15.6 13.5 11.7 10.3 9.01 7.96 7.07 6.31 5.67 5.12 4.64 4.23 3.86
4X8 25.38 21.8 17.6 14.2 11.6 9.6 8.04 6.83 5.86 5.08
4X8 X 25.38 33.5 32.4 30.9 29.2 27.2 25.0 22.8 20.6 18.6 16.7 15.1 13.6 12.3 11.2 10.2 9.4 8.59
6X6 30.25 27.6 26.3 24.8 23.0 20.9 18.8 16.8 15.0 13.3 11.9 10.7 9.59 8.66 7.84 7.13 6.51 5.97
6X8 41.25 37.6 35.9 33.8 31.3 28.5 25.7 22.9 20.4 18.2 16.2 14.6 13.1 11.8 10.7 9.7 8.9 8.1
6X8 X 41.25 39.3 38.5 37.5 36.2 34.7 33.0 31.0 28.9 26.8 24.6 22.6 20.7 18.9 17.4 15.9 14.7 13.5
6X10 52.25 44.4 42.7 40.4 37.7 34.7 31.5 28.3 25.4 22.7 20.3 18.2 16.4 14.8 13.5 12.3 11.2 10.3
6X10 X 52.25 47.2 46.7 46.2 45.5 44.7 43.8 42.8 41.5 40.2 38.6 37.0 35.2 33.3 31.5 29.6 27.8 26.1
8X8 56.25 53.8 52.8 51.5 50.0 48.1 45.9 43.4 40.7 37.9 35.0 32.3 29.6 27.2 25.0 23.0 21.2 19.6
X INDICATES BRACED IN WEAK DIRECTION
LL VALUES BASED ON DOUGLAS FIR-LARCH
No
.
1
GR
A
D
E
Co
n
s
t
No
.
2
No
.
2
No
.
2
PROJECT:
JOB NO.
POST AREA ALLOWABLE LOAD (KIPS)-UNSUPPORTED HEIGHT IN FT (LOAD TABLE 125%)
SIZE IN 2 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22
2X4 5.25 1.01
2X4 X 5.25 4.83 3.73 2.94 2.36 1.93 1.61 1.36 1.17 1.01
2X4 5.25 1.06
2X4 X 5.25 4.97 3.87 3.06 2.47 2.03 1.69 1.43 1.23 1.06
2X6 8.25 1.67
2X6 X 8.25 12.40 11.08 9.64 8.26 7.06 6.04 5.20 4.51 3.94 3.47 3.07 2.74 2.46 2.21 2.01 1.82 1.67
2X8 10.88 2.19
2X8 X 10.88 17.5 16.7 15.7 14.5 13.2 11.9 10.6 9.4 8.37 7.47 6.69 6.01 5.42 4.91 4.46 4.07 3.73
3X4 8.75 4.67 3.51 2.72 2.17 1.77
3X4 X 8.75 8.28 6.45 5.11 4.12 3.38 2.82 2.39 2.04 1.77
3X6 13.75 7.32 5.50 4.27 3.41 2.78
3X6 X 13.75 20.7 18.5 16.1 13.8 11.8 10.1 8.67 7.52 6.57 5.78 5.12 4.57 4.09 3.69 3.34 3.04 2.78
3X8 18.13 9.60 7.24 5.62 4.49 3.66
3X8 X 18.13 29.2 27.9 26.2 24.2 22.0 19.8 17.6 15.7 14.0 12.4 11.1 10.0 9.03 8.18 7.44 6.79 6.22
4X4 12.25 11.6 9.03 7.15 5.76 4.73 3.95 3.34 2.86 2.48
4X6 19.25 18.0 14.1 11.2 9.03 7.42 6.19 5.24 4.49 3.89
4X6 X 19.25 28.9 25.8 22.5 19.3 16.5 14.1 12.1 10.5 9.20 8.09 7.17 6.39 5.73 5.17 4.68 4.26 3.89
4X8 25.38 23.5 18.4 14.7 11.9 9.8 8.15 6.90 5.91 5.12
4X8 X 25.38 40.9 39.0 36.7 33.9 30.8 27.7 24.7 21.9 19.5 17.4 15.6 14.0 12.6 11.5 10.4 9.5 8.71
6X6 30.25 33.4 31.4 28.8 26.0 23.1 20.3 17.8 15.7 13.9 12.3 10.9 9.80 8.81 7.97 7.23 6.59 6.03
6X8 41.25 45.6 42.8 39.3 35.4 31.5 27.7 24.3 21.4 18.9 16.7 14.9 13.4 12.0 10.9 9.9 9.0 8.2
6X8 X 41.25 48.5 47.1 45.4 43.3 40.8 38.0 35.0 32.0 29.1 26.4 23.9 21.7 19.7 18.0 16.4 15.0 13.8
6X10 52.25 54.0 51.1 47.4 43.1 38.6 34.3 30.3 26.7 23.7 21.0 18.8 16.8 15.1 13.7 12.4 11.3 10.4
6X10 X 52.25 58.6 57.8 56.9 55.9 54.6 53.0 51.2 49.2 46.9 44.5 41.9 39.3 36.8 34.3 31.9 29.7 27.6
8X8 56.25 66.4 64.7 62.6 60.0 56.8 53.3 49.4 45.4 41.5 37.8 34.4 31.2 28.5 26.0 23.8 21.8 20.0
X INDICATES BRACED IN WEAK DIRECTION
LL VALUES BASED ON DOUGLAS FIR-LARCH
No
.
1
GR
A
D
E
Co
n
s
t
No
.
2
No
.
2
No
.
2
PROJECT:
JOB NO.
POST AREA ALLOWABLE LOAD (KIPS)-UNSUPPORTED HEIGHT IN FT (LOAD TABLE 160%)
SIZE IN 2 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22
2X4 5.25 1.01
2X4 X 5.25 5.03 3.83 2.99 2.39 1.95 1.63 1.37 1.17 1.01
2X4 5.25 1.07
2X4 X 5.25 5.22 3.99 3.13 2.51 2.05 1.71 1.44 1.23 1.07
2X6 8.25 1.68
2X6 X 8.25 14.56 12.48 10.49 8.78 7.37 6.24 5.34 4.61 4.01 3.52 3.11 2.77 2.48 2.23 2.02 1.84 1.68
2X8 10.88 2.21
2X8 X 10.88 21.6 20.2 18.5 16.6 14.7 12.9 11.3 9.9 8.71 7.71 6.87 6.14 5.53 4.99 4.53 4.13 3.78
3X4 8.75 4.76 3.56 2.75 2.19 1.78
3X4 X 8.75 8.70 6.66 5.22 4.18 3.42 2.85 2.40 2.06 1.78
3X6 13.75 7.46 5.58 4.31 3.43 2.79
3X6 X 13.75 24.3 20.8 17.5 14.6 12.3 10.4 8.90 7.68 6.68 5.86 5.18 4.61 4.13 3.72 3.37 3.06 2.79
3X8 18.13 9.81 7.34 5.68 4.52 3.68
3X8 X 18.13 36.1 33.7 30.8 27.6 24.4 21.4 18.8 16.5 14.5 12.9 11.4 10.2 9.21 8.32 7.55 6.88 6.29
4X4 12.25 12.2 9.32 7.30 5.85 4.79 3.99 3.37 2.88 2.49
4X6 19.25 19.0 14.6 11.4 9.18 7.51 6.25 5.28 4.52 3.91
4X6 X 19.25 34.0 29.1 24.5 20.5 17.2 14.6 12.5 10.7 9.36 8.21 7.26 6.46 5.78 5.21 4.71 4.28 3.91
4X8 25.38 24.8 19.1 15.0 12.1 9.9 8.23 6.96 5.95 5.15
4X8 X 25.38 50.5 47.2 43.2 38.7 34.2 30.0 26.3 23.1 20.3 18.0 16.0 14.3 12.9 11.6 10.6 9.6 8.81
6X6 30.25 40.7 37.2 33.1 28.9 25.0 21.6 18.7 16.3 14.3 12.6 11.2 9.97 8.95 8.07 7.31 6.66 6.08
6X8 41.25 55.6 50.7 45.1 39.4 34.1 29.4 25.5 22.2 19.5 17.2 15.2 13.6 12.2 11.0 10.0 9.1 8.3
6X8 X 41.25 60.7 58.3 55.3 51.6 47.5 43.1 38.8 34.7 31.1 27.8 25.0 22.5 20.3 18.5 16.8 15.3 14.1
6X10 52.25 66.2 61.0 54.9 48.4 42.2 36.6 31.9 27.8 24.4 21.6 19.2 17.1 15.4 13.9 12.6 11.5 10.5
6X10 X 52.25 74.3 73.0 71.4 69.5 67.2 64.5 61.3 57.9 54.2 50.5 46.7 43.1 39.8 36.6 33.8 31.2 28.8
8X8 56.25 83.3 80.3 76.5 72.0 66.7 61.0 55.2 49.7 44.7 40.1 36.1 32.6 29.5 26.8 24.4 22.3 20.4
X INDICATES BRACED IN WEAK DIRECTION
LL VALUES BASED ON DOUGLAS FIR-LARCH
No
.
1
GR
A
D
E
Co
n
s
t
No
.
2
No
.
2
No
.
2
EC + Associates Engineering
www.ecaengineering.com
1412 Espanol Ave Montebello, CA 90640 P: 562 708 3586
ADU
ROOF FRAMING PLAN - ADU
ROOF - ADU
Member Name Results (Max UTIL %)Current Solution Comments
H1 Passed (41% M)1 piece(s) 4 x 8 DF No.1
H2 Passed (38% M)1 piece(s) 4 x 6 DF No.1
H3 Passed (17% M)1 piece(s) 4 x 4 DF No.1
H4 Passed (25% M)1 piece(s) 4 x 4 DF No.1
H5 Passed (67% M)1 piece(s) 4 x 8 DF No.1
H6 Passed (33% M)1 piece(s) 4 x 4 DF No.1
H7 Passed (52% M)1 piece(s) 4 x 6 DF No.1
H8 Passed (44% M)1 piece(s) 4 x 6 DF No.1
H9 Passed (76% M)1 piece(s) 4 x 6 DF No.1
H10 Passed (37% M)1 piece(s) 4 x 6 DF No.1
25-199 1213 S BIRCH ST. - ADU - RAUL MARIN
JOB SUMMARY REPORT
ForteWEB Software Operator Job Notes 6/10/2025 6:04:42 PM UTC
Alan Mijares
EC+Associates Engineering Inc
(562) 419-7020
AlanM@ecaengineering.com
ForteWEB v3.9
File Name: 25-199 1213 S BIRCH ST. - ADU - RAUL MARIN
Page 1 / 12
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)972 @ 0 3281 (1.50")Passed (30%)--1.0 D + 1.0 Lr (All Spans)
Shear (lbs)601 @ 8 3/4"2741 Passed (22%)0.90 1.0 D (All Spans)
Moment (Ft-lbs)1238 @ 3' 1 1/2"2989 Passed (41%)0.90 1.0 D (All Spans)
Live Load Defl. (in)0.012 @ 3' 1 1/2"0.208 Passed (L/999+)--1.0 D + 1.0 Lr (All Spans)
Total Load Defl. (in)0.058 @ 3' 1 1/2"0.313 Passed (L/999+)--1.0 D + 1.0 Lr (All Spans)
Member Length : 6' 3"
System : Wall
Member Type : Header
Building Use : Residential
Building Code : IBC 2021
Design Methodology : ASD
•Deflection criteria: LL (L/360) and TL (L/240).
•Allowed moment does not reflect the adjustment for the beam stability factor.
•Applicable calculations are based on NDS.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Roof Live Factored Accessories
1 - Trimmer - DF 1.50"1.50"1.50"763 208 972 None
2 - Trimmer - DF 1.50"1.50"1.50"763 208 972 None
•Maximum allowable bracing intervals based on applied load.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)6' 3" o/c
Bottom Edge (Lu)6' 3" o/c
Dead Roof Live
Vertical Loads Location Tributary
Width
(0.90)(1.25)Comments
0 - Self Weight (PLF)0 to 6' 3"N/A 6.4 --
1 - Uniform (PSF)0 to 6' 3"3' 4"35.4 20.0 ROOF (TRUSS)
2 - Tapered (PSF)0 to 3' 1 1/2"5' 9" to 9' 3"16.0 --EXTERIOR WALL
3 - Tapered (PSF)3' 1 1/2" to 6' 3"9' 3" to 5' 9"16.0 --EXTERIOR WALL
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/
document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
Weyerhaeuser Notes
Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.).
MEMBER REPORT PASSED
ROOF - ADU, H1
1 piece(s) 4 x 8 DF No.1
ForteWEB Software Operator Job Notes 6/10/2025 6:04:42 PM UTC
Alan Mijares
EC+Associates Engineering Inc
(562) 419-7020
AlanM@ecaengineering.com
ForteWEB v3.9, Engine: V8.4.3.94, Data: V8.1.7.3
File Name: 25-199 1213 S BIRCH ST. - ADU - RAUL MARIN
Page 3 / 12
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)863 @ 4' 3"3281 (1.50")Passed (26%)--1.0 D + 1.0 Lr (All Spans)
Shear (lbs)623 @ 3' 8"2888 Passed (22%)1.25 1.0 D + 1.0 Lr (All Spans)
Moment (Ft-lbs)910 @ 2' 1 5/8"2390 Passed (38%)1.25 1.0 D + 1.0 Lr (All Spans)
Live Load Defl. (in)0.012 @ 2' 1 1/2"0.142 Passed (L/999+)--1.0 D + 1.0 Lr (All Spans)
Total Load Defl. (in)0.036 @ 2' 1 1/2"0.213 Passed (L/999+)--1.0 D + 1.0 Lr (All Spans)
Member Length : 4' 3"
System : Wall
Member Type : Header
Building Use : Residential
Building Code : IBC 2021
Design Methodology : ASD
•Deflection criteria: LL (L/360) and TL (L/240).
•Allowed moment does not reflect the adjustment for the beam stability factor.
•Applicable calculations are based on NDS.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Roof Live Factored Accessories
1 - Trimmer - DF 1.50"1.50"1.50"573 276 849 None
2 - Trimmer - DF 1.50"1.50"1.50"587 276 863 None
•Maximum allowable bracing intervals based on applied load.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)4' 3" o/c
Bottom Edge (Lu)4' 3" o/c
Dead Roof Live
Vertical Loads Location Tributary
Width
(0.90)(1.25)Comments
0 - Self Weight (PLF)0 to 4' 3"N/A 4.9 --
1 - Uniform (PSF)0 to 4' 3"6' 6"35.4 20.0 ROOF (TRUSS)
2 - Tapered (PSF)0 to 4' 3"6" to 3' 3"7.1 --CALIFORNIA
FRAMING
3 - Uniform (PSF)0 to 4' 3"2' 6"10.0 --INTERIOR WALL
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/
document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
Weyerhaeuser Notes
Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.).
MEMBER REPORT PASSED
ROOF - ADU, H2
1 piece(s) 4 x 6 DF No.1
ForteWEB Software Operator Job Notes 6/10/2025 6:04:42 PM UTC
Alan Mijares
EC+Associates Engineering Inc
(562) 419-7020
AlanM@ecaengineering.com
ForteWEB v3.9, Engine: V8.4.3.94, Data: V8.1.7.3
File Name: 25-199 1213 S BIRCH ST. - ADU - RAUL MARIN
Page 4 / 12
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)321 @ 0 3281 (1.50")Passed (10%)--1.0 D + 1.0 Lr (All Spans)
Shear (lbs)158 @ 5"1323 Passed (12%)0.90 1.0 D (All Spans)
Moment (Ft-lbs)141 @ 1' 1 1/2"804 Passed (17%)0.90 1.0 D (All Spans)
Live Load Defl. (in)0.002 @ 1' 1 1/2"0.075 Passed (L/999+)--1.0 D + 1.0 Lr (All Spans)
Total Load Defl. (in)0.008 @ 1' 1 1/2"0.112 Passed (L/999+)--1.0 D + 1.0 Lr (All Spans)
Member Length : 2' 3"
System : Wall
Member Type : Header
Building Use : Residential
Building Code : IBC 2021
Design Methodology : ASD
•Deflection criteria: LL (L/360) and TL (L/240).
•Allowed moment does not reflect the adjustment for the beam stability factor.
•Applicable calculations are based on NDS.
•This product has a square cross section. The analysis engine has checked both edge and plank orientations to allow for either installation.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Roof Live Factored Accessories
1 - Trimmer - DF 1.50"1.50"1.50"246 75 321 None
2 - Trimmer - DF 1.50"1.50"1.50"246 75 321 None
•Maximum allowable bracing intervals based on applied load.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)2' 3" o/c
Bottom Edge (Lu)2' 3" o/c
Dead Roof Live
Vertical Loads Location Tributary
Width
(0.90)(1.25)Comments
0 - Self Weight (PLF)0 to 2' 3"N/A 3.1 --
1 - Uniform (PSF)0 to 2' 3"3' 4"35.4 20.0 ROOF (TRUSS)
2 - Tapered (PSF)0 to 1' 1 1/2"5' 6" to 6' 9"16.0 --EXTERIOR WALL
3 - Tapered (PSF)1' 1 1/2" to 2' 3"6' 9" to 5' 6"16.0 --EXTERIOR WALL
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/
document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
Weyerhaeuser Notes
Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.).
MEMBER REPORT PASSED
ROOF - ADU, H3
1 piece(s) 4 x 4 DF No.1
ForteWEB Software Operator Job Notes 6/10/2025 6:04:42 PM UTC
Alan Mijares
EC+Associates Engineering Inc
(562) 419-7020
AlanM@ecaengineering.com
ForteWEB v3.9, Engine: V8.4.3.94, Data: V8.1.7.3
File Name: 25-199 1213 S BIRCH ST. - ADU - RAUL MARIN
Page 5 / 12
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)365 @ 3' 3"3281 (1.50")Passed (11%)--1.0 D + 1.0 Lr (All Spans)
Shear (lbs)265 @ 2' 10"1838 Passed (14%)1.25 1.0 D + 1.0 Lr (All Spans)
Moment (Ft-lbs)283 @ 1' 7 15/16"1117 Passed (25%)1.25 1.0 D + 1.0 Lr (All Spans)
Live Load Defl. (in)0.008 @ 1' 7 1/2"0.108 Passed (L/999+)--1.0 D + 1.0 Lr (All Spans)
Total Load Defl. (in)0.025 @ 1' 7 9/16"0.162 Passed (L/999+)--1.0 D + 1.0 Lr (All Spans)
Member Length : 3' 3"
System : Wall
Member Type : Header
Building Use : Residential
Building Code : IBC 2021
Design Methodology : ASD
•Deflection criteria: LL (L/360) and TL (L/240).
•Allowed moment does not reflect the adjustment for the beam stability factor.
•Applicable calculations are based on NDS.
•This product has a square cross section. The analysis engine has checked both edge and plank orientations to allow for either installation.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Roof Live Factored Accessories
1 - Trimmer - DF 1.50"1.50"1.50"224 108 332 None
2 - Trimmer - DF 1.50"1.50"1.50"256 108 365 None
•Maximum allowable bracing intervals based on applied load.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)3' 3" o/c
Bottom Edge (Lu)3' 3" o/c
Dead Roof Live
Vertical Loads Location Tributary
Width
(0.90)(1.25)Comments
0 - Self Weight (PLF)0 to 3' 3"N/A 3.1 --
1 - Uniform (PSF)0 to 3' 3"3' 4"21.2 20.0 ROOF
2 - Tapered (PSF)0 to 3' 3"2' 9" to 6' 6"16.0 --EXTERIOR WALL
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/
document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
Weyerhaeuser Notes
Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.).
MEMBER REPORT PASSED
ROOF - ADU, H4
1 piece(s) 4 x 4 DF No.1
ForteWEB Software Operator Job Notes 6/10/2025 6:04:42 PM UTC
Alan Mijares
EC+Associates Engineering Inc
(562) 419-7020
AlanM@ecaengineering.com
ForteWEB v3.9, Engine: V8.4.3.94, Data: V8.1.7.3
File Name: 25-199 1213 S BIRCH ST. - ADU - RAUL MARIN
Page 6 / 12
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)2120 @ 0 3281 (1.50")Passed (65%)--1.0 D + 1.0 Lr (All Spans)
Shear (lbs)1531 @ 8 3/4"3806 Passed (40%)1.25 1.0 D + 1.0 Lr (All Spans)
Moment (Ft-lbs)2782 @ 2' 7 1/2"4152 Passed (67%)1.25 1.0 D + 1.0 Lr (All Spans)
Live Load Defl. (in)0.025 @ 2' 7 1/2"0.175 Passed (L/999+)--1.0 D + 1.0 Lr (All Spans)
Total Load Defl. (in)0.073 @ 2' 7 1/2"0.262 Passed (L/862)--1.0 D + 1.0 Lr (All Spans)
Member Length : 5' 3"
System : Wall
Member Type : Header
Building Use : Residential
Building Code : IBC 2021
Design Methodology : ASD
•Deflection criteria: LL (L/360) and TL (L/240).
•Allowed moment does not reflect the adjustment for the beam stability factor.
•Applicable calculations are based on NDS.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Roof Live Factored Accessories
1 - Trimmer - DF 1.50"1.50"1.50"1398 722 2120 None
2 - Trimmer - DF 1.50"1.50"1.50"1398 722 2120 None
•Maximum allowable bracing intervals based on applied load.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)5' 3" o/c
Bottom Edge (Lu)5' 3" o/c
Dead Roof Live
Vertical Loads Location Tributary
Width
(0.90)(1.25)Comments
0 - Self Weight (PLF)0 to 5' 3"N/A 6.4 --
1 - Uniform (PSF)0 to 5' 3"13' 9"35.4 20.0 ROOF (TRUSS)
2 - Uniform (PSF)0 to 5' 3"2' 6"16.0 --EXTERIOR WALL
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/
document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
Weyerhaeuser Notes
Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.).
MEMBER REPORT PASSED
ROOF - ADU, H5
1 piece(s) 4 x 8 DF No.1
ForteWEB Software Operator Job Notes 6/10/2025 6:04:42 PM UTC
Alan Mijares
EC+Associates Engineering Inc
(562) 419-7020
AlanM@ecaengineering.com
ForteWEB v3.9, Engine: V8.4.3.94, Data: V8.1.7.3
File Name: 25-199 1213 S BIRCH ST. - ADU - RAUL MARIN
Page 7 / 12
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)454 @ 3' 3"3281 (1.50")Passed (14%)--1.0 D + 1.0 Lr (All Spans)
Shear (lbs)251 @ 2' 10"1323 Passed (19%)0.90 1.0 D (All Spans)
Moment (Ft-lbs)268 @ 1' 8"804 Passed (33%)0.90 1.0 D (All Spans)
Live Load Defl. (in)0.008 @ 1' 7 1/2"0.108 Passed (L/999+)--1.0 D + 1.0 Lr (All Spans)
Total Load Defl. (in)0.032 @ 1' 7 9/16"0.162 Passed (L/999+)--1.0 D + 1.0 Lr (All Spans)
Member Length : 3' 3"
System : Wall
Member Type : Header
Building Use : Residential
Building Code : IBC 2021
Design Methodology : ASD
•Deflection criteria: LL (L/360) and TL (L/240).
•Allowed moment does not reflect the adjustment for the beam stability factor.
•Applicable calculations are based on NDS.
•This product has a square cross section. The analysis engine has checked both edge and plank orientations to allow for either installation.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Roof Live Factored Accessories
1 - Trimmer - DF 1.50"1.50"1.50"314 108 422 None
2 - Trimmer - DF 1.50"1.50"1.50"346 108 454 None
•Maximum allowable bracing intervals based on applied load.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)3' 3" o/c
Bottom Edge (Lu)3' 3" o/c
Dead Roof Live
Vertical Loads Location Tributary
Width
(0.90)(1.25)Comments
0 - Self Weight (PLF)0 to 3' 3"N/A 3.1 --
1 - Uniform (PSF)0 to 3' 3"3' 4"35.4 20.0 ROOF
2 - Tapered (PSF)0 to 3' 3"3' 3" to 7'16.0 --EXTERIOR WALL
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/
document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
Weyerhaeuser Notes
Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.).
MEMBER REPORT PASSED
ROOF - ADU, H6
1 piece(s) 4 x 4 DF No.1
ForteWEB Software Operator Job Notes 6/10/2025 6:04:42 PM UTC
Alan Mijares
EC+Associates Engineering Inc
(562) 419-7020
AlanM@ecaengineering.com
ForteWEB v3.9, Engine: V8.4.3.94, Data: V8.1.7.3
File Name: 25-199 1213 S BIRCH ST. - ADU - RAUL MARIN
Page 8 / 12
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)877 @ 5' 3"3281 (1.50")Passed (27%)--1.0 D + 1.0 Lr (All Spans)
Shear (lbs)547 @ 4' 8"2079 Passed (26%)0.90 1.0 D (All Spans)
Moment (Ft-lbs)901 @ 2' 8 1/4"1720 Passed (52%)0.90 1.0 D (All Spans)
Live Load Defl. (in)0.014 @ 2' 7 7/16"0.175 Passed (L/999+)--1.0 D + 1.0 Lr (All Spans)
Total Load Defl. (in)0.068 @ 2' 7 5/8"0.262 Passed (L/927)--1.0 D + 1.0 Lr (All Spans)
Member Length : 5' 3"
System : Wall
Member Type : Header
Building Use : Residential
Building Code : IBC 2021
Design Methodology : ASD
•Deflection criteria: LL (L/360) and TL (L/240).
•Allowed moment does not reflect the adjustment for the beam stability factor.
•Applicable calculations are based on NDS.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Roof Live Factored Accessories
1 - Trimmer - DF 1.50"1.50"1.50"650 175 825 None
2 - Trimmer - DF 1.50"1.50"1.50"702 175 877 None
•Maximum allowable bracing intervals based on applied load.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)5' 3" o/c
Bottom Edge (Lu)5' 3" o/c
Dead Roof Live
Vertical Loads Location Tributary
Width
(0.90)(1.25)Comments
0 - Self Weight (PLF)0 to 5' 3"N/A 4.9 --
1 - Uniform (PSF)0 to 5' 3"3' 4"35.4 20.0 ROOF
2 - Tapered (PSF)0 to 4'6' to 10' 3"16.0 --EXTERIOR WALL
3 - Tapered (PSF)4' to 5' 3"10' 3" to 8' 6"16.0 --EXTERIOR WALL
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/
document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
Weyerhaeuser Notes
Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.).
MEMBER REPORT PASSED
ROOF - ADU, H7
1 piece(s) 4 x 6 DF No.1
ForteWEB Software Operator Job Notes 6/10/2025 6:04:42 PM UTC
Alan Mijares
EC+Associates Engineering Inc
(562) 419-7020
AlanM@ecaengineering.com
ForteWEB v3.9, Engine: V8.4.3.94, Data: V8.1.7.3
File Name: 25-199 1213 S BIRCH ST. - ADU - RAUL MARIN
Page 9 / 12
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)1334 @ 2"7656 (3.50")Passed (17%)--1.0 D + 1.0 Lr (All Spans)
Shear (lbs)729 @ 9"2888 Passed (25%)1.25 1.0 D + 1.0 Lr (All Spans)
Moment (Ft-lbs)1042 @ 2' 2 5/8"2390 Passed (44%)1.25 1.0 D + 1.0 Lr (All Spans)
Live Load Defl. (in)0.014 @ 2' 3 3/8"0.142 Passed (L/999+)--1.0 D + 1.0 Lr (All Spans)
Total Load Defl. (in)0.041 @ 2' 3 3/8"0.213 Passed (L/999+)--1.0 D + 1.0 Lr (All Spans)
Member Length : 4' 7"
System : Wall
Member Type : Header
Building Use : Residential
Building Code : IBC 2021
Design Methodology : ASD
•Deflection criteria: LL (L/360) and TL (L/240).
•Allowed moment does not reflect the adjustment for the beam stability factor.
•Applicable calculations are based on NDS.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Roof Live Factored Accessories
1 - Trimmer - DF 3.50"3.50"1.50"889 445 1334 None
2 - Trimmer - DF 3.50"3.50"1.50"689 332 1021 None
•Maximum allowable bracing intervals based on applied load.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)4' 7" o/c
Bottom Edge (Lu)4' 7" o/c
Dead Roof Live
Vertical Loads Location Tributary
Width
(0.90)(1.25)Comments
0 - Self Weight (PLF)0 to 4' 7"N/A 4.9 --
1 - Uniform (PSF)0 to 1'13' 9"35.4 20.0 ROOF
2 - Uniform (PSF)1' to 4' 7"7'35.4 20.0 ROOF
3 - Uniform (PSF)0 to 4' 7"2' 6"16.0 --EXTERIOR WALL
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/
document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
Weyerhaeuser Notes
Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.).
MEMBER REPORT PASSED
ROOF - ADU, H8
1 piece(s) 4 x 6 DF No.1
ForteWEB Software Operator Job Notes 6/10/2025 6:04:42 PM UTC
Alan Mijares
EC+Associates Engineering Inc
(562) 419-7020
AlanM@ecaengineering.com
ForteWEB v3.9, Engine: V8.4.3.94, Data: V8.1.7.3
File Name: 25-199 1213 S BIRCH ST. - ADU - RAUL MARIN
Page 10 / 12
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)1713 @ 0 3281 (1.50")Passed (52%)--1.0 D + 1.0 Lr (All Spans)
Shear (lbs)1243 @ 7"2888 Passed (43%)1.25 1.0 D + 1.0 Lr (All Spans)
Moment (Ft-lbs)1820 @ 2' 1 1/2"2390 Passed (76%)1.25 1.0 D + 1.0 Lr (All Spans)
Live Load Defl. (in)0.024 @ 2' 1 1/2"0.142 Passed (L/999+)--1.0 D + 1.0 Lr (All Spans)
Total Load Defl. (in)0.072 @ 2' 1 1/2"0.213 Passed (L/711)--1.0 D + 1.0 Lr (All Spans)
Member Length : 4' 3"
System : Wall
Member Type : Header
Building Use : Residential
Building Code : IBC 2021
Design Methodology : ASD
•Deflection criteria: LL (L/360) and TL (L/240).
•Allowed moment does not reflect the adjustment for the beam stability factor.
•Applicable calculations are based on NDS.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Roof Live Factored Accessories
1 - Trimmer - DF 1.50"1.50"1.50"1128 584 1713 None
2 - Trimmer - DF 1.50"1.50"1.50"1128 584 1713 None
•Maximum allowable bracing intervals based on applied load.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)4' 3" o/c
Bottom Edge (Lu)4' 3" o/c
Dead Roof Live
Vertical Loads Location Tributary
Width
(0.90)(1.25)Comments
0 - Self Weight (PLF)0 to 4' 3"N/A 4.9 --
1 - Uniform (PSF)0 to 4' 3"13' 9"35.4 20.0 ROOF
2 - Uniform (PSF)0 to 4' 3"2' 6"16.0 --EXTERIOR WALL
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/
document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
Weyerhaeuser Notes
Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.).
MEMBER REPORT PASSED
ROOF - ADU, H9
1 piece(s) 4 x 6 DF No.1
ForteWEB Software Operator Job Notes 6/10/2025 6:04:42 PM UTC
Alan Mijares
EC+Associates Engineering Inc
(562) 419-7020
AlanM@ecaengineering.com
ForteWEB v3.9, Engine: V8.4.3.94, Data: V8.1.7.3
File Name: 25-199 1213 S BIRCH ST. - ADU - RAUL MARIN
Page 11 / 12
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)759 @ 4' 3"3281 (1.50")Passed (23%)--1.0 D + 1.0 Lr (All Spans)
Shear (lbs)437 @ 3' 8"2079 Passed (21%)0.90 1.0 D (All Spans)
Moment (Ft-lbs)630 @ 2' 2 1/16"1720 Passed (37%)0.90 1.0 D (All Spans)
Live Load Defl. (in)0.006 @ 2' 1 1/2"0.142 Passed (L/999+)--1.0 D + 1.0 Lr (All Spans)
Total Load Defl. (in)0.031 @ 2' 1 9/16"0.213 Passed (L/999+)--1.0 D + 1.0 Lr (All Spans)
Member Length : 4' 3"
System : Wall
Member Type : Header
Building Use : Residential
Building Code : IBC 2021
Design Methodology : ASD
•Deflection criteria: LL (L/360) and TL (L/240).
•Allowed moment does not reflect the adjustment for the beam stability factor.
•Applicable calculations are based on NDS.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Roof Live Factored Accessories
1 - Trimmer - DF 1.50"1.50"1.50"567 142 708 None
2 - Trimmer - DF 1.50"1.50"1.50"618 142 759 None
•Maximum allowable bracing intervals based on applied load.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)4' 3" o/c
Bottom Edge (Lu)4' 3" o/c
Dead Roof Live
Vertical Loads Location Tributary
Width
(0.90)(1.25)Comments
0 - Self Weight (PLF)0 to 4' 3"N/A 4.9 --
1 - Uniform (PSF)0 to 4' 3"3' 4"35.4 20.0 ROOF
2 - Tapered (PSF)0 to 4' 3"7' 6" to 12'16.0 --EXTERIOR WALL
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/
document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
Weyerhaeuser Notes
Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.).
MEMBER REPORT PASSED
ROOF - ADU, H10
1 piece(s) 4 x 6 DF No.1
ForteWEB Software Operator Job Notes 6/10/2025 6:04:42 PM UTC
Alan Mijares
EC+Associates Engineering Inc
(562) 419-7020
AlanM@ecaengineering.com
ForteWEB v3.9, Engine: V8.4.3.94, Data: V8.1.7.3
File Name: 25-199 1213 S BIRCH ST. - ADU - RAUL MARIN
Page 12 / 12
FOUNDATION PLAN - ADU
FLOOR - ADU
Member Name Results (Max UTIL %)Current Solution Comments
FJ-1 Passed (35% M)1 piece(s) 2 x 6 DF No.2 @ 16" OC
G1 Passed (66% M)1 piece(s) 4 x 6 DF No.1
25-199 1213 S BIRCH ST. - 2 STRUCTURES - RAUL MARIN
JOB SUMMARY REPORT
ForteWEB Software Operator Job Notes 5/12/2025 5:57:24 PM UTC
Alan Mijares
EC+Associates Engineering Inc
(562) 419-7020
AlanM@ecaengineering.com
ForteWEB v3.9
File Name: 25-199 1213 S BIRCH ST. - 2 STRUCTURES - RAUL
MARIN
Page 1 / 4
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)215 @ 2 1/2"2109 (2.25")Passed (10%)--1.0 D + 1.0 L (All Spans)
Shear (lbs)168 @ 9"990 Passed (17%)1.00 1.0 D + 1.0 L (All Spans)
Moment (Ft-lbs)294 @ 3' 1/2"848 Passed (35%)1.00 1.0 D + 1.0 L (All Spans)
Live Load Defl. (in)0.037 @ 3' 1/2"0.189 Passed (L/999+)--1.0 D + 1.0 L (All Spans)
Total Load Defl. (in)0.051 @ 3' 1/2"0.283 Passed (L/999+)--1.0 D + 1.0 L (All Spans)
TJ-Pro™ Rating N/A N/A N/A --N/A
Member Length : 5' 10 1/2"
System : Floor
Member Type : Joist
Building Use : Residential
Building Code : IBC 2021
Design Methodology : ASD
•Deflection criteria: LL (L/360) and TL (L/240).
•Allowed moment does not reflect the adjustment for the beam stability factor.
•A 15% increase in the moment capacity has been added to account for repetitive member usage.
•Applicable calculations are based on NDS.
•No composite action between deck and joist was considered in analysis.
• Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Floor Live Factored Accessories
1 - Stud wall - DF 3.50"2.25"1.50"61 162 223 1 1/4" Rim Board
2 - Stud wall - DF 3.50"2.25"1.50"61 162 223 1 1/4" Rim Board
•Maximum allowable bracing intervals based on applied load.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)5' 11" o/c
Bottom Edge (Lu)5' 11" o/c
Dead Floor Live
Vertical Load Location (Side)Spacing (0.90)(1.00)Comments
1 - Uniform (PSF)0 to 6' 1"16"15.0 40.0 FLOOR
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/
document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
Weyerhaeuser Notes
Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.).
MEMBER REPORT PASSED
FLOOR - ADU, FJ-1
1 piece(s) 2 x 6 DF No.2 @ 16" OC
ForteWEB Software Operator Job Notes 5/12/2025 5:57:24 PM UTC
Alan Mijares
EC+Associates Engineering Inc
(562) 419-7020
AlanM@ecaengineering.com
ForteWEB v3.9, Engine: V8.4.3.94, Data: V8.1.7.3
File Name: 25-199 1213 S BIRCH ST. - 2 STRUCTURES - RAUL
MARIN
Page 3 / 4
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)935 @ 2"7656 (3.50")Passed (12%)--1.0 D + 1.0 L (All Spans)
Shear (lbs)704 @ 9"2310 Passed (30%)1.00 1.0 D + 1.0 L (All Spans)
Moment (Ft-lbs)1270 @ 3' 1/2"1912 Passed (66%)1.00 1.0 D + 1.0 L (All Spans)
Live Load Defl. (in)0.066 @ 3' 1/2"0.192 Passed (L/999+)--1.0 D + 1.0 L (All Spans)
Total Load Defl. (in)0.092 @ 3' 1/2"0.287 Passed (L/753)--1.0 D + 1.0 L (All Spans)
Member Length : 6' 1"
System : Floor
Member Type : Drop Beam
Building Use : Residential
Building Code : IBC 2021
Design Methodology : ASD
•Deflection criteria: LL (L/360) and TL (L/240).
•Allowed moment does not reflect the adjustment for the beam stability factor.
•Applicable calculations are based on NDS.
• Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Floor Live Factored Accessories
1 - Stud wall - DF 3.50"3.50"1.50"266 669 935 Blocking
2 - Stud wall - DF 3.50"3.50"1.50"266 669 935 Blocking
•Maximum allowable bracing intervals based on applied load.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)6' 1" o/c
Bottom Edge (Lu)6' 1" o/c
• Side loads are assumed to not induce cross-grain tension.
Dead Floor Live
Vertical Loads Location (Side)Tributary
Width
(0.90)(1.00)Comments
0 - Self Weight (PLF)0 to 6' 1"N/A 4.9 --
1 - Uniform (PSF)0 to 6' 1" (Front)5' 6"15.0 40.0 FLOOR
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/
document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
Weyerhaeuser Notes
Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.).
MEMBER REPORT PASSED
FLOOR - ADU, G1
1 piece(s) 4 x 6 DF No.1
ForteWEB Software Operator Job Notes 5/12/2025 5:57:24 PM UTC
Alan Mijares
EC+Associates Engineering Inc
(562) 419-7020
AlanM@ecaengineering.com
ForteWEB v3.9, Engine: V8.4.3.94, Data: V8.1.7.3
File Name: 25-199 1213 S BIRCH ST. - 2 STRUCTURES - RAUL
MARIN
Page 4 / 4
PROJECT : PAGE :
CLIENT : DESIGN BY :
Wood Post, Wall Stud, or King Stud Design Based on NDS 2018
INPUT DATA DESIGN SUMMARY
HEIGHT H = 12.5 ft USE:
Effective Length (NDS 3.7)Le, x-x =12.5 ft, (strong axis bending)
Le, y-y =8 ft, (weak axis bending)1. CHECK VERTICAL LOADS : fc < Fc' ?
9 psi < 254 psi [Satisfactory]
AXIAL LOAD PDL =45 lbs
PLL =36 lbs 2. CHECK BENDING LOADS : fb < Fb' ?
Total P = 81 lbs 1010 psi < 2372 psi [Satisfactory]
LATERAL LOAD w = 22 plf
Max Section M = 430 ft-lbs, at 6.25 ft from bottom 0.443 <1 [Satisfactory]
Max Section V =138 bs, at top end
SPECIES (1 = DFL, 2 = SP, 3 = LSL, 4 = PSL) 1 DOUGLAS FIR-LARCH 4. CHECK SHEAR LOADS : fv < Fv' ?
4 No. 2 24 psi < 288 psi [Satisfactory]
999
SECTION 1 pcs, b = 3 in 5. MAXIMUM HORIZONTAL DEFLECTION
h = 4 in =0.85 in, at 6.25 ft from bottom
(H / 177 )
ANALYSIS
COLUMN BASIC DESIGN STRESSES:
COMPRESSIVE STRESS Fc =1350 psi
BENDING STRESS (X-Axis)F = 900 psi
SHEAR STRESS (X-Axis) F = 180 psi
AREA A = 8.75 in
SECTION PROPERTIES Abt. x-x Sx = 5.10 in
Ix = 8.93 in
LENGTH-DEPTH RATIO Le, x-x / dy =42.9
Le, y-y / dx =38.4
ADJUSTMENT FACTORS:F ' F ' F 'E'
DURATION (NDS 2.3.2)CD 1.60 1.60 1.60 MODULUS OF ELASTICITY E'min =580 ksi
MOISTURE FACTOR CM 1.00 1.00 1.00 1.00 COLUMN PARAMETER c = 0.80
TEMPERATURE FACTOR C 1.00 1.00 1.00 1.00 BEAM PARAMETER RB =11.950 < 50
INCISING FACTOR C 1.00 1.00 1.00 1.00
SIZE FACTOR CF 1.50 1.15 1.00 BUCKLING VALUES
FLAT USE FACTOR C F E = 260 psi FbE =4874 psi
COLUMN STABILITY CP 0.102 F * = 2484 psi Fb
* =2484 psi
REPETITIVE (1.15 or 1.0) C 1.15
BEAM STABILITY CL 0.95
MODULUS OF ELASTICITY E' = 1600 ksi AXIAL STRESS F ' = 254 psi
BENDING STRESS (X-Axis) F ' = 2372 psi SHEAR STRESS F ' = 288 psi
AXIAL STRESS f = 9.3 psi SHEAR STRESS f = 24 psi
BENDING STRESSES f = 1010.2 psi
GRADE ( 1, 2, 3, 4, 5, or 6 )
STUD-2
1 - 3'' x 4'' DOUGLAS FIR-LARCH No. 2 @ 16" O.C.
A.M.
E.C.
MARIN RESIDENCE
RAUL MARIN
25-199
2
''
1
1
bxc
c cEx bxc
ff
fF F F
PROJECT : PAGE :
CLIENT : DESIGN BY :
Wood Post, Wall Stud, or King Stud Design Based on NDS 2018
INPUT DATA DESIGN SUMMARY
HEIGHT H = 16 ft USE:
Effective Length (NDS 3.7)Le, x-x =16 ft, (strong axis bending)
Le, y-y =8 ft, (weak axis bending)1. CHECK VERTICAL LOADS : fc < Fc' ?
9 psi < 156 psi [Satisfactory]
AXIAL LOAD PDL =45 lbs
PLL =36 lbs 2. CHECK BENDING LOADS : fb < Fb' ?
Total P = 81 lbs 1655 psi < 2310 psi [Satisfactory]
LATERAL LOAD w = 22 plf
Max Section M = 704 ft-lbs, at 8.00 ft from bottom 0.765 <1 [Satisfactory]
Max Section V =176 bs, at top end
SPECIES (1 = DFL, 2 = SP, 3 = LSL, 4 = PSL) 1 DOUGLAS FIR-LARCH 4. CHECK SHEAR LOADS : fv < Fv' ?
4 No. 2 30 psi < 288 psi [Satisfactory]
999
SECTION 1 pcs, b = 3 in 5. MAXIMUM HORIZONTAL DEFLECTION
h = 4 in =2.27 in, at 8.00 ft from bottom
(H / 85 )
ANALYSIS
COLUMN BASIC DESIGN STRESSES:
COMPRESSIVE STRESS Fc =1350 psi
BENDING STRESS (X-Axis)F = 900 psi
SHEAR STRESS (X-Axis) F = 180 psi
AREA A = 8.75 in
SECTION PROPERTIES Abt. x-x Sx = 5.10 in
Ix = 8.93 in
LENGTH-DEPTH RATIO Le, x-x / dy =54.9
Le, y-y / dx =38.4
ADJUSTMENT FACTORS:F ' F ' F 'E'
DURATION (NDS 2.3.2)CD 1.60 1.60 1.60 MODULUS OF ELASTICITY E'min =580 ksi
MOISTURE FACTOR CM 1.00 1.00 1.00 1.00 COLUMN PARAMETER c = 0.80
TEMPERATURE FACTOR C 1.00 1.00 1.00 1.00 BEAM PARAMETER RB =13.459 < 50
INCISING FACTOR C 1.00 1.00 1.00 1.00
SIZE FACTOR CF 1.50 1.15 1.00 BUCKLING VALUES
FLAT USE FACTOR C F E = 158 psi FbE =3842 psi
COLUMN STABILITY CP 0.063 F * = 2484 psi Fb
* =2484 psi
REPETITIVE (1.15 or 1.0) C 1.15
BEAM STABILITY CL 0.93
MODULUS OF ELASTICITY E' = 1600 ksi AXIAL STRESS F ' = 156 psi
BENDING STRESS (X-Axis) F ' = 2310 psi SHEAR STRESS F ' = 288 psi
AXIAL STRESS f = 9.3 psi SHEAR STRESS f = 30 psi
BENDING STRESSES f = 1655.1 psi
GRADE ( 1, 2, 3, 4, 5, or 6 )
STUD-2
1 - 3'' x 4'' DOUGLAS FIR-LARCH No. 2 @ 16" O.C.
A.M.
E.C.
MARIN RESIDENCE
RAUL MARIN
25-199
2
''
1
1
bxc
c cEx bxc
ff
fF F F
JOB MARIN RESIDENCE
ENGR. EC JOB NO. 25-199 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:
LOADING: TRIB.
( + ) x ft = +
( + ) x ft = +
( + ) x ft = +
w = + = plf
B= plf = ft
psf USE:
(E) CF-3
FLOOR:
WALL:
4015
10 9
3.75 56.25 150
6.5
119.8
66.6
19.95
0
475.2
130162.5
53.2
23.25
595 0.40
1500
ROOF: 25
D L
20
1'-0" WIDE FTG.
1'-0" WIDE FTG.
595
0.63
D L
3.3325 20
15
372
83.25
1500
WALL: 16 0
1'-0" WIDE FTG.1500
669.75
90 81
669.75 0.45
308.75 361
9
FLOOR: 40 1.33
ROOF:
941.5
144
275
130
0
343.75
0
405
48.75
941.5
16
536.5
4015 3.25
WALL: 9
20
D L
ROOF:
FLOOR:
25 13.75
F-CONTINUOUS FOOTINGS-1500
PROJECT:
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)act (k)all (k)OK?act (k)all (k)OK? (k-in) (in) (Req'd)(200/Fy)(.0018) Use USE:
1.5 12 3.04 8 0.0 12.2 Y 2.7 65.3 Y 7 0.02 0.02 0.72 0.39 0.39 2 # 4
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:
JOB MARIN RESIDENCE
ENGR. EC JOB NO. 25-199 SHEET NO.
SPREAD FOOTINGS
P1 = K FROM G1, SUPPORT 1
P2 = K FROM G1, SUPPORT 2
P3 = K
P4 = K
P TOTAL = K
P ALLOW.= K USE:TYPE 1.
P1 = K FROM, TRUSS "D2" - SUPPORT A
P2 = K
P3 = K
P4 = K
P TOTAL = K
P ALLOW.= K USE:TYPE 2.
P1 = K FROM TRUSS "D2" - SUPPORT I
P2 = K FROM CB-2, SUPPORT 1
P3 = K FROM CB-3, SUPPORT 2
P4 = K
P TOTAL = K
P ALLOW.= K USE:TYPE 2.
0
0
1.87
3.04
3.422
4.529
5.4
F1
0.935
0.935
0
F2
F3
0
5.4
0
0
0
0
3.422
4.529
F-SPREAD FOOTINGS1500 - F1 - F3
1ST FLOOR LATERAL ANALYSIS - ADU
AREA: 926.00 ft²
PERIMETER: 123.75 ft.
LENGTH: 34.00 ft.
WIDTH: 28.25 ft.
ASCE Hazards Report
Address:
1213 S Birch St
Santa Ana, California
92707
Standard:ASCE/SEI 7-16 Latitude:33.732138
Risk Category:II Longitude:-117.870758
Soil Class:D - Default (see
Section 11.4.3)
Elevation:84.63065726198671 ft
(NAVD 88)
Wind
Results:
Wind Speed 95 Vmph
10-year MRI 66 Vmph
25-year MRI 72 Vmph
50-year MRI 76 Vmph
100-year MRI 81 Vmph
Data Source: ASCE/SEI 7-16, Fig. 26.5-1B and Figs. CC.2-1–CC.2-4, and Section 26.5.2
Date Accessed: Fri May 09 2025
Value provided is 3-second gust wind speeds at 33 ft above ground for Exposure C Category, based on linear
interpolation between contours. Wind speeds are interpolated in accordance with the 7-16 Standard. Wind speeds
correspond to approximately a 7% probability of exceedance in 50 years (annual exceedance probability =
0.00143, MRI = 700 years).
Site is not in a hurricane-prone region as defined in ASCE/SEI 7-16 Section 26.2.
Page 1 of 2https://ascehazardtool.org/Fri May 09 2025
PROJECT : PAGE :
CLIENT : DESIGN BY :
JOB NO. : DATE : REVIEW BY :
INPUT DATA
Exposure cate or (B, C or D, ASCE 7-16 26.7.3)B
Importance factor (ASCE 7-16 Table 1.5-2)Iw = 1.00 for all Category
V =95 mph, (152.89 kph)
Kzt =1 Flat
Building height to eave he = 9 ft, (2.74 m)
Building height to ridge hr = 24 ft, (7.32 m)
Building length L = 34 ft, (10.36 m)
Building width, including overhangs B = 28.25 ft, (8.61 m)
Overhang sloped width Oh = 0.5 ft, (0.15 m)
A = 926 Yes
( 86.14 m 2
DESIGN SUMMARY
Max horizontal force normal to buildin len th, L, fac = 8.86 kips, (39 kN), SD level (LRFD level), Typ.
Max horizontal force normal to buildin len th, B, fac = 7.46 kips, (33 kN)
Max total horizontal torsional load = 36.4522 ft-kips, (49 kN-m)
Max total upward force = 15.59 kips, (69 kN)
ANALYSIS
Velocity pressure
qh = 0.00256 Kz Kzt Kd Ke V2 =13.75 psf
where: qh = velocity pressure at mean roof height, h. (Eq. 26.10-1 page 268)
Kz = velocity pressure exposure coefficient evaluated at height, h, (Tab. 26.10-1, pg 268)= 0.70
Kd = wind directionality factor. (Tab. 26.6-1, for building, page 266)= 0.85
h = mean roof height = 16.50 ft
Ke = ground elevation factor. (1.0 per Sec. 26.9, page 268)< 60 ft, [Satisfactory](ASCE 7-16 26.2.1)
< Min (L, B), [Satisfactory](ASCE 7-16 26.2.2)
Design pressures for MWFRS
p = qh [(G Cpf )-(G Cpi )]
where: p = pressure in appropriate zone. (Eq. 28.3-1, page 311). pmin =16 psf (ASCE 7-16 28.3.4)
G Cp f = product of gust effect factor and external pressure coefficient, see table below. (Fig. 28.3-1, page 312 & 313)
G Cp i = product of gust effect factor and internal pressure coefficient.(Tab. 26.13-1, Enclosed Building, page 271)
= 0.18 or -0.18
a = width of edge strips, Fig 28.3-1, page 312, MAX[ MIN(0.1B, 0.1L, 0.4h), MIN(0.04B, 0.04L), 3] =3.00 ft
Net Pressures (psf), Basic Load Cases Net Pressures (psf), Torsional Load Cases
46.72 0.00 46.72
(+GCp i ) (-GCp i )(+GCp i ) (-GCp i )(+GCp i ) (-GCp i )
1 0.56 5.22 10.17 -0.45 -8.66 -3.71 1T 0.56 1.31 2.54
2 0.22 0.60 5.55 -0.69 -11.96 -7.01 2T 0.22 0.15 1.39
3 -0.43 -8.35 -3.41 -0.37 -7.56 -2.61 3T -0.43 -2.09 -0.85
4 -0.37 -7.56 -2.61 -0.45 -8.66 -3.71 4T -0.37 -1.89 -0.65
5 0.40 3.02 7.97 0.00
6 -0.29 -6.46 -1.51
1E 0.69 7.01 11.96 -0.48 -9.07 -4.12 (+GCp i ) (-GCp i )
2E 0.29 1.46 6.41 -1.07 -17.18 -12.23 5T 0.40 0.76 1.99
3E -0.53 -9.73 -4.79 -0.53 -9.76 -4.81 6T -0.29 -1.62 -0.38
4E -0.48 -9.07 -4.12 -0.48 -9.07 -4.12
5E 0.61 5.91 10.86
6E -0.43 -8.39 -3.44
RAUL MARIN A.M.
Roof angle =
G Cp f
Net Pressure with
G Cp f
E.C.
ADU
Net Pressure with
Effective area of components (or Solar Panel area)
MARIN RESIDENCE
Wind Analysis for Low-rise Building, Based on 2021 IBC/ASCE 7-16
Basic wind speed (ASCE 7-16 26.5.1 or 2021 IBC)
Topographic factor (ASCE 7-16 26.8 & Table 26.8-1)
25-199
Surface
Roof angle =
Net Pressure withG Cp f
Surface
Surface
Roof angle =
ft2, <== Overhang? (Yes or No)
Roof angle =
G Cp f
Net Pressure with
Basic Load Case A (Transverse Direction) Basic Load Case B (Longitudinal Direction)
Area Area
(ft2)(+GCp i ) (-GCp i )(ft2)(+GCp i ) (-GCp i )
1 252 1.32 2.56 poverhang =-9.62 psf 2 577 -6.90 -4.04
2 577 0.34 3.20 (ASCE 7-16 28.3.3) 3 577 -4.36 -1.51
3 577 -4.82 -1.96 5 403 1.22 3.21
4 252 -1.91 -0.66 6 403 -2.60 -0.61
1E 54 0.38 0.65 2E 124 -2.12 -1.51
2E 124 0.18 0.79 3E 124 -1.21 -0.59
3E 124 -1.20 -0.59 5E 64 0.38 0.69
4E 54 -0.49 -0.22 6E 64 -0.53 -0.22
Horiz. 8.86 8.86 Horiz. 4.73 4.73
Vert. -3.77 0.98 Vert. -7.83 -3.48
Min. wind Horiz. 8.98 8.98 Min. wind Horiz. 7.46 7.46
28.4.4 Vert. -15.37 -15.37 28.4.4 Vert. -15.37 -15.37
Torsional Load Case A (Transverse Direction) Torsional Load Case B (Longitudinal Direction)
Area Area
(ft2)(+GCp i ) (-GCp i ) (+GCp i ) (-GCp i )(ft2)(+GCp i ) (-GCp i ) (+GCp i ) (-GCp i )
1 99 0.52 1.01 4 7 2 577 -6.90 -4.04 -8 -4
2 227 0.14 1.26 1 6 3 577 -4.36 -1.51 5 2
3 227 -1.89 -0.77 10 4 5 170 0.51 1.35 3 7
4 99 -0.75 -0.26 5 2 6 170 -1.10 -0.26 5 1
1E 54 0.38 0.65 5 9 2E 124 -2.12 -1.51 24 17
2E 124 0.18 0.79 2 8 3E 124 -1.21 -0.59 -14 -7
3E 124 -1.20 -0.59 12 6 5E 64 0.38 0.69 5 9
4E 54 -0.49 -0.22 7 3 6E 64 -0.53 -0.22 7 3
1T 153 0.20 0.39 -2 -3 5T 233 0.18 0.46 -1 -3
2T 350 0.05 0.49 0 -3 6T 233 -0.38 -0.09 -2 -1
3T 350 -0.73 -0.30 -5 -2 23.6 23.6
4T 153 -0.29 -0.10 -2 -1
36 36
Design pressures for components and cladding
p = qh[ (G Cp) - (G Cpi)]
where: p = pressure on component. (Eq. 30.3-1, pg 334)
pmin = 16.00 psf (ASCE 7-16 30.2.2)
G Cp = external pressure coefficient.
see table below. (ASCE 7-16 30.3.2)
= 46.72 o
Effective
Area (ft2) GCP - GCP GCP - GCP GCP - GCP GCP - GCP GCP - GCP GCP - GCP
926 0.50 -1.60 - - - - 0.50 -1.60 0.50 -1.05 0.50 -1.60
Effective
Area (ft2) GCP - GCP GCP - GCP GCP - GCP GCP - GCP GCP - GCP
926 - - 0.50 -1.14 0.50 -1.05 0.70 -0.80 0.70 -0.80
Positive Negative Positive Negative Positive Negative Positive Negative Positive Negative Positive Negative
16.00 -24.47 16.00 -24.47 16.00 -16.88 16.00 -24.47
Positive Negative Positive Negative Positive Negative Positive Negative Positive Negative
16.00 -18.15 16.00 -16.88 16.00 -16.00 16.00 -16.00 24.47 psf)
Torsion (ft-k)
Total Horiz. Torsional Load, MT
Total Horiz. Torsional Load, MT
Surface Pressure (k) with Pressure (k) with
Zone 1 Zone 1'
SurfaceSurface
Surface
Zone 3r
Zone 2 Zone 2n Zone 2r
(The Max Pressure
Pressure (k) with Pressure (k) with
Comp. & Cladding
Pressure
( psf )
Zone 1 Zone 2e
Zone 3 Zone 4Comp.
Zone 1'
Zone 3e
Zone 2e
Zone 3 Zone 3e Zone 3r Zone 4 Zone 5
Zone 5
Zone 2nZone 2 Zone 2r
Torsion (ft-k)
Announcement
ASCE 7-22 is now available.
MARIN RESIDENCE
1213 S Birch St, Santa Ana, CA 92707, USA
Latitude, Longitude: 33.7321501, -117.870683
Date 5/9/2025, 1:10:14 PM
Design Code Reference Document ASCE7-16
Risk Category II
Site Class D - Default (See Section 11.4.3)
Type Value Description
SS 1.287 MCER ground motion. (for 0.2 second period)
S1 0.46 MCER ground motion. (for 1.0s period)
SMS 1.544 Site-modified spectral acceleration value
SM1 null -See Section 11.4.8 Site-modified spectral acceleration value
SDS 1.029 Numeric seismic design value at 0.2 second SA
SD1 null -See Section 11.4.8 Numeric seismic design value at 1.0 second SA
Type Value Description
SDC null -See Section 11.4.8 Seismic design category
Fa 1.2 Site amplification factor at 0.2 second
Fv null -See Section 11.4.8 Site amplification factor at 1.0 second
PGA 0.545 MCEG peak ground acceleration
FPGA 1.2 Site amplification factor at PGA
PGAM 0.653 Site modified peak ground acceleration
TL 8 Long-period transition period in seconds
SsRT 1.287 Probabilistic risk-targeted ground motion. (0.2 second)
SsUH 1.384 Factored uniform-hazard (2% probability of exceedance in 50 years) spectral acceleration
SsD 1.524 Factored deterministic acceleration value. (0.2 second)
S1RT 0.46 Probabilistic risk-targeted ground motion. (1.0 second)
S1UH 0.496 Factored uniform-hazard (2% probability of exceedance in 50 years) spectral acceleration.
S1D 0.6 Factored deterministic acceleration value. (1.0 second)
PGAd 0.626 Factored deterministic acceleration value. (Peak Ground Acceleration)
PGAUH 0.545 Uniform-hazard (2% probability of exceedance in 50 years) Peak Ground Acceleration
CRS 0.929 Mapped value of the risk coefficient at short periods
CR1 0.926 Mapped value of the risk coefficient at a period of 1 s
CV 1.357 Vertical coefficient
5/9/25, 1:10 PM U.S. Seismic Design Maps
https://www.seismicmaps.org 1/2
JOB:
ENGR:JOB NO. SHEET NO.
SEISMIC BASE SHEAR
(ASCE 7-16)
Degrees
Degrees
- Default; No Soils Report (Table 20.3-1)
R =(Table 12.2-1)
SMS =Fa Ss Eq. (11.4-1)
= x
=
SM1 =Fv S1 Eq. (11.4-2)
= x
=
SDS =(2/3)SMS Eq. (11.4-3)
= (2/3)x
=
SD1 =(2/3)SM1 Eq. (11.4-4)
= (2/3)x
=
Ts =SD1 /SDS Sec. (11.3)
=sec.
1.5Ts = x Sec. (11.4-8)
=sec.
Ta =Ct hn Eq. (12.8-7)
=x 17
=sec.
∴
∴
0.548
0.822
Ta ≤ Ts
A Ground Motion Hazard Analysis IS NOT REQUIRED since structure is exempted in accordance with
Sec. 11.4.8, Exception 2: Structures on Site Class D sites with S1 ≥ 0.2 (S1 = 0.46), provided the value of
Cs is determined by Eq. (12.8-2) for values of Ta ≤ 1.5Ts; Cs is determined by 1.5 times the value
computed with Eq. (12.8-3) for values of 1.5Ts < Ta ≤ TL; and Cs is determined by 1.5 times the value
computed with Eq. (12.8-4) for values of TL < Ta
∴
Ta ≤ 1.5Ts
0.8464
Latitude:
Longitude:
33.732138
-117.87076
0.1637
1.5444
1.84 0.46
0.8464
0.564
0.02 0.75
1.5444
1.030
0.548
1.5
MARIN RESIDENCE
25-199
D
1.20 1.29
6.5
EC DATE: 6/10/2025
SITE CLASS:
JOB:
ENGR:JOB NO. SHEET NO.
V = Cs W Eq. (12.8-1)
VMIN = >W Eq. (12.8-5)
=x x 1.0 =W ≥W
VMIN =0.5 S1 I W [For S1 is equal to or greater than 0.6g]Eq. (12.8-6)
= x x W
= W [GOVERNS]
VMAX = W =x W = W Eq. (12.8-3)
x
Eq. (12.8-2)
V = r W =x x W = x W
= W [Strength Level][Includes Rho]Sec. (12.8-1)
V = x W
= W [Allowable Stress Design][Includes Rho]Sec. (12.8-1)
0.044 1.030 0.0453 0.010
0.044 SDS I 0.01
MARIN RESIDENCE
EC DATE: 6/10/2025 25-199
0.7
0.15
0.207
SD1 I
T R
R
0.5 0.4600
1.30.159
0.207
R
1.030 1.0 1.3
6.5
1.0
6.5
0.035
0.5302
SDS I
0.564 1.0
0.164 6.5
JOB:
ENG JOB NO. SHEET NO.
SEISMIC ANALYSIS
WEIGHT
Wroof = ( 25 psf + 2.5 psf ) x ft^2 = kips
Wwall = 16 psf x 12 ft /2 x ft = kips
W2 = kips
BASE SHEAR
= x [Includes Rho]
= x = kips
EC DATE:25-199
lbs/sq ft
(5.848)
MARIN RESIDENCE
6/10/2025
VBASE
VBASE 0.145
5.420.145 37.3
WTOTAL
37.3
25.5
123.75 11.9
926
CITY OF SANTA ANA
Planning and Building Agency
Approved
SHEARWALL_ SCHEDULE
MARK
SHEATHING
( 1 )
NAIL
SIZE
2
EDGE
NAIL
SPACING
FIELD
NAIL
SPACING
SILL TO
yy00D CONN. 1
O
SILL TO
CONC. CONN. (1)
CAST -IN -PLACE
CONCSI
TIT N H
ESR-
P„ h01
SCR♦�VS�Y
713)
LLOW.
HEAR
(PLF)
SHEAR
WALL
TYPE(3)
A615/32
STR O.S.
10d
6"
12"
SDS1/4"x6" ®16"
2x: 5/8"0 A.B. ® 32"
3x: 5/8"0 A.B. 0 48"
2x: 1 2"0 S
/
REW ®32
340
I
®
15/32 STR O.S.
10d
4"
12"
SDS1/4"x6" ® 12"
3x: 5/8"0 A.B. ® 32"
3x: 1/2"0 SCREW ® 24
510
ZL
A3
15/32 STR O.S.
10d
3" STGR(4)
12"
SDS1/4"x6" ® 9"
3x: 5/8"0 A.B. ® 24"
3x: 1/2"0 SCREW @ 18
665
ZL
A2
15/32 STR O.S.
10d
2" STGR(4)
12"
SDS1/4"x6" ® 6"
3x: 5/8"0 A.B. ® 16"
3x: 1/2"0 SCREW @ 12
870
H
4D
15/32 STR D.S.
10d
4"
12"
SDS1/4"x6" ® 6"
3x: 5/8"0 A.B. ® 16"
3x: 1/2"0 SCREW @ 12
1020
IIE
OD
15/32 STR D.S.
10d
3" STGR(4)
12"
SDS1/4"x6" ® 4"
3x: 5/8"0 A.B. ® 12"
3x: 1/2"0 SCREW @ 8"
1330
A
15/32 STR D.S.
10d
2" STGR(4)
12"
SDS1/4"x6" ® 3"
3x: 5/8"0 A.B. ® 8"
3x: 1/2"0 SCREW ® 6"
1740
1Z
SHEARWALL NOTES:
(1) O.S. INDICATES SHEATHING ON ONE SIDE OF WALL AS SHOWN ON PLANS.
D.S. INDICATES DOUBLE SIDED SHEARWALL: SHEATHING ON BOTH SIDES OF WALL.
(2) USE COMMON WIRE NAILS FOR ALL STRUCT-1 SHEATHING.
(3) SEE DETAILS 8/S1.2 & 12/S1.2 FOR SHEARWALL ASSEMBLIES BASED ON SHEARWALL TYPE.
(4) FOR STAGGERED EDGE NAILING REQUIREMENTS SEE DETAILS 8/S1.2 & 12/S1.2.
(5) SEE DETAILS 6/S1.1 AND 7/S1.1 FOR PLATE WASHER SIZE AND MINIMUM ANCHOR BOLT
EMBEDMENT, RESPECTIVELY. TITEN HD SCREWS TO BE USED IN RETROFIT CONDITIONS.
(6) WHERE 3x SILL PLATES AND EDGE STUDS ARE REQUIRED AT EXISTING 2x CONDITION, SEE DETAIL 6/S1.2.
JANCE
1ST FLOOR SHEARWALLS - ADU
JOB
ENGR. EC DATE:JOB NO. SHEET NO.
NOTES:
1-GIVEN CAPACITIES BASED ON INSTALLATION ON STEMWALL/RAISED FOUND.
2-CAPACITIES SHOWN REPRESENT THE LOWEST VALUE BETWEEN HD & A.B.
LARR NO.
LARR NO.
LARR NO.
*
ESR-ICC NO.
ESR 2611 LARR 25827
CAPACITIES BASED ON LARR/ESR-ICC NUMBERS ABOVE &
SIMPSON CATALOG C-C-2019
ESR-ICC NO.
ESR 2330 LARR 25720
IAPMO NO.
IAPMO 0143 LARR 25828
HD12
HD19
ANCHOR
BOLT
11.63 6x6
HD
HDU2
HDU4
HDU5
HDU8
HDU11
HDU14
HDU14
SB5/8x24
SB7/8x24
PAB8
HOLDOWNS
SB5/8x24
SB5/8x24
ALLOWABLE
UPLIFT
3.08
4.57
5.65
6.97
ALLOWABLE
75%
2.31
3.42
4.23
5.23
4x4
4x6
4x6
6x6
9.34
14.45
7.00
10.83
12.5816.78
PAB8
PAB9 15.51
REMARKS
4x4
4x4
6x6
PAB8 14.39 10.79 4x8
PAB9
JOB MARIN RESIDENCE
ENGR. EC DATE:JOB NO. 25-199 SHEET NO.
TAG:X1 ( 9.25 ft),X2 ( 3.25 ft)
FORCE:
WIND GOVERNS
F1= kips Load Comb. :0.67 D + W
SDS : 1.03
SHEAR STRESS
X1 :L1= ft v= lbs = plf
X2 :L2= ft ft
Ltotal= ft
OVERTURNING
height= 9.00 ft
MOT= x x 9 = k-ft
ROOF: psf x ft = plf h/w= 0.97 OK
WALL: psf x ft = plf
w = plf Vallow= 340 PLF
MR= x 9.25 ^2/2 = k-ft USE:
TYPE 6 SHEARWALL
- 0.67 x = kips
kips OK USE:4 x 4 POST w/ H.D.
height= 10.75 ft
MOT= x x 11 = k-ft
ROOF: psf x ft = plf h/w= 2.77 OK
WALL: psf x ft = plf
w = plf Vallow= 340 PLF
MR= x 3.25 ^2/2 = k-ft USE:
TYPE 6 SHEARWALL
- 0.67 x = kips
kips OK USE:4 x 4 POST w/ H.D.
SHEARWALL CALCULATIONS
0.59
9.25 593 47
3.9
Tributary
12.50
9
106
3.25 12.50
12.50
1.66 0.29
0.00
WALL:X1
0.59 9.25
T=
33
0.00
Unit load
WALL:
Tributary
144
250
1.66
X2
3.9
Tallow=3.08
T=
25
1.08
NOTallow=
16 11 172
HDU2
205
0.205 1.08
June 10, 2025
3.25
1
12.50
9.25
0.59
0.250 10.71
Unit load
25
3.25
10.71
4
16
JOB MARIN RESIDENCE
ENGR. EC DATE:JOB NO. 25-199 SHEET NO.
TAG:X3 ( 9.75 ft),0.00 ( 0.00 ft)
FORCE:
WIND GOVERNS
F1= kips Load Comb. :0.67 D + W
SDS : 1.03
SHEAR STRESS
X3 :L1= ft v= lbs = plf
0.00 :L2= ft ft
Ltotal= ft
OVERTURNING
height= 16.00 ft
MOT= x x 16 = k-ft
ROOF: psf x ft = plf h/w= 1.64 OK
WALL: psf x ft = plf
w = plf Vallow= 340 PLF
MR= x 9.75 ^2/2 = k-ft USE:
TYPE 6 SHEARWALL
- 0.67 x = kips
kips OK USE:4 x 4 POST w/ H.D.
SHEARWALL CALCULATIONS
2.53
9.75 2527 259
40.4
Tributary
9.75
16
106
0.00 9.75
9.75
2.97
WALL:X3
2.53 9.75
T=
3.08
256
362
40.4
HDU2Tallow=
June 10, 2025
9.75
0.362 17.22
Unit load
25
17.22
4
16
JOB MARIN RESIDENCE
ENGR. EC DATE:JOB NO. 25-199 SHEET NO.
TAG:X4 ( 6.00 ft),X5 ( 16.00 ft)
FORCE:
WIND GOVERNS
F1= kips Load Comb. :0.67 D + W
SDS : 1.03
SHEAR STRESS
X4 :L1= ft v= lbs = plf
X5 :L2= ft ft
Ltotal= ft
OVERTURNING
height= 11.25 ft
MOT= x x 11 = k-ft
ROOF: psf x ft = plf h/w= 1.88 OK
WALL: psf x ft = plf
w = plf Vallow= 340 PLF
MR= x 6.00 ^2/2 = k-ft USE:
TYPE 6 SHEARWALL
- 0.67 x = kips
kips OK USE:4 x 4 POST w/ H.D.
height= 17.00 ft
MOT= x x 17 = k-ft
ROOF: psf x ft = plf h/w= 0.70 OK
WALL: psf x ft = plf
w = plf Vallow= 340 PLF
MR= x 16.00 ^2/2 = k-ft USE:
TYPE 6 SHEARWALL
- 0.67 x = kips
kips OK USE:4 x 4 POST w/ H.D.
SHEARWALL CALCULATIONS
2.30
6.00 2297 104
7.0
Tributary
22.00
11
58
16.00 22.00
22.00
28.40 0.01
0.70
WALL:X4
2.30 6.00
T=
58
3.08
Unit load
WALL:
Tributary
180
238
28.40
X5
7.0
Tallow=3.08
T=
25
42.27
HDU2Tallow=
16 17 272
HDU2
330
0.330 42.27
June 10, 2025
16.00
2
22.00
6.00
2.30
0.238 4.29
Unit load
25
16.00
4.29
2
16
JOB MARIN RESIDENCE
ENGR. EC DATE:JOB NO. 25-199 SHEET NO.
TAG:Y1 ( 2.75 ft),Y2 ( 3.25 ft),Y3 ( 3.50 ft),0.00 ( 0.00 ft)
FORCE:
SEISMIC GOVERNS
F1= kips Load Comb. :(0.6-.14SDS) D + E
SDS : 1.03
SHEAR STRESS
Y1 :L1= ft v= lbs = plf
Y2 :L2= ft ft
Y3 : L3= ft
0.00 : L4= ft
Ltotal= ft
OVERTURNING
height= 9.00 ft
MOT= x x 9 = k-ft
ROOF: psf x ft = plf h/w= 3.27 WSP Factor=0.84
WALL: psf x ft = plf
w = plf Vallow= 340 x 0.84 = PLF
MR= x 2.75 ^2/2 = k-ft USE:
TYPE 6 SHEARWALL
- 0.46 x = kips
kips OK USE:4 x 4 POST w/ H.D.
height= 9.00 ft
MOT= x x 9 = k-ft
ROOF: psf x ft = plf h/w= 2.77 WSP Factor= 0.90
WALL: psf x ft = plf
w = plf Vallow= 340 x 0.90 = PLF
MR= x 3.25 ^2/2 = k-ft USE:
TYPE 6 SHEARWALL
- 0.46 x = kips
kips OK USE:4 x 4 POST w/ H.D.
325
307
HDU2
9.50
286325
HDU2
PER SDPWS, SEC. 4.3.4:
271
PER SDPWS, SEC. 4.3.4:
9.50
June 10, 2025
725
TributaryUnit load
3.25
3.50
2.58
SHEARWALL CALCULATIONS
2578
0.325
9.50
Y1
2.24
2.75
0.00
2.207.94 1.72
T=
Tallow=
6.7
3.08
WALL:
0.325
16
2.58
2.75
2.75
1.23
1.23
9
6.7
181
144
9.50
Unit load Tributary
7.94
3.25
181
16
25
9
3.25
1.72
WALL:Y2
2.58
144
7
Tallow=3.08
T=
JOB MARIN RESIDENCE
ENGR. EC DATE JOB NO. 25-199 SHEET NO.
height= 10.75 ft
MOT= x x 11 = k-ft
ROOF: psf x ft = plf h/w= 2.57 WSP Factor= 0.93
WALL: psf x ft = plf
w = plf Vallow= 340 x 0.93 = PLF
MR= x 3.50 ^2/2 = k-ft USE:
TYPE 6 SHEARWALL
- 0.46 x = kips
kips OK USE:4 x 4 POST w/ H.D.HDU2
10.2
316
PER SDPWS, SEC. 4.3.4:
0.255
Y3
25 83
2.58 3.50
9.50
172
WALL:
16 11
3
Tallow=3.08
1.56
3.50
10.2
June 10, 2025
Unit load Tributary
255
1.56
T=2.71
JOB MARIN RESIDENCE
ENGR. EC DATE:JOB NO. 25-199 SHEET NO.
TAG:Y4 ( 4.00 ft),Y5 ( 8.00 ft),Y6 ( 5.00 ft),Y7 ( 3.75 ft)
FORCE:
SEISMIC GOVERNS
F1= kips Load Comb. :(0.6-.14SDS) D + E
SDS : 1.03
SHEAR STRESS
Y4 :L1= ft v= lbs = plf
Y5 :L2= ft ft
Y6 : L3= ft
Y7 : L4= ft
Ltotal= ft
OVERTURNING
height= 9.00 ft
MOT= x x 9 = k-ft
ROOF: psf x ft = plf h/w= 2.25 WSP Factor=0.97
WALL: psf x ft = plf
w = plf Vallow= 340 x 0.97 = PLF
MR= x 4.00 ^2/2 = k-ft USE:
TYPE 6 SHEARWALL
- 0.46 x = kips
kips OK USE:4 x 4 POST w/ H.D.
height= 9.00 ft
MOT= x x 9 = k-ft
ROOF: psf x ft = plf h/w= 1.13 OK
WALL: psf x ft = plf
w = plf Vallow= 340 PLF
MR= x 8.00 ^2/2 = k-ft USE:
TYPE 6 SHEARWALL
- 0.46 x = kips
kips OK USE:4 x 4 POST w/ H.D.
325
HDU2
20.75
329325
HDU2
PER SDPWS, SEC. 4.3.4:
137
20.75
June 10, 2025
725
TributaryUnit load
8.00
5.00
2.84
SHEARWALL CALCULATIONS
2838
0.325
20.75
Y4
0.93
4.00
3.75
0.649.85 10.41
T=
Tallow=
4.9
3.08
WALL:
0.325
16
2.84
4.00
4.00
2.60
2.60
9
4.9
181
144
20.75
Unit load Tributary
9.85
8.00
181
16
25
9
8.00
10.41
WALL:Y5
2.84
144
7
Tallow=3.08
T=
JOB MARIN RESIDENCE
ENGR. EC DATE JOB NO. 25-199 SHEET NO.
height= 9.00 ft
MOT= x x 9 = k-ft
ROOF: psf x ft = plf h/w= 1.80 OK
WALL: psf x ft = plf
w = plf Vallow= 340 PLF
MR= x 5.00 ^2/2 = k-ft USE:
TYPE 6 SHEARWALL
- 0.46 x = kips
kips OK USE:4 x 4 POST w/ H.D.
height= 9.00 ft
MOT= x x 9 = k-ft
ROOF: psf x ft = plf h/w= 2.40 WSP Factor= 0.95
WALL: psf x ft = plf
w = plf Vallow= 340 x 0.95 = PLF
MR= x 3.8 ^2/2 = k-ft USE:
TYPE 6 SHEARWALL
- 0.46 x = kips
kips OK USE:4 x 4 POST w/ H.D.
HDU2
6.2
0.325
Y6
25 181
2.84 5.00
20.75
144
WALL:
16 9
7
Tallow=3.08
4.07
5.00
6.2
June 10, 2025
Unit load Tributary
325
4.07
T=
WALL:Y7
2.84 3.75
0.86
4.6
144
25 7 181
20.75
Tributary
Tallow=3.08
0.325 2.29
T= 4.6
HDU2
0.952.29
3.75
325
Unit load
16 9
323
PER SDPWS, SEC. 4.3.4:
EC + Associates Engineering
www.ecaengineering.com
1412 Espanol Ave Montebello, CA 90640 P: 562 708 3586
STRUCTURAL CALCULATIONS FOR:
ADDITION, REMODEL & NEW DETACHED ADU
FOR
RAUL MARIN
PROJECT ADDRESS:
1213 S BIRCH ST.
SANTA ANA, CA 92707
SIGNED: 6/27/2025
REVISION DESCRIPTION CHECKED DATE
Buildin Department Submittal E.C. 5/23/2025
B Buildin Department Submittal REV1 E.C. 6/27/2025
JOB NO.: 25-199
JOB
ENGR. EC 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_____ minimum into undisturbed soil or_____ below finish grade
whichever is lower.
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.
ROOF LOADS
roof rafter
composite shingles 2.5 psf 2.5 psf
re‐roof 2.0 psf 2.0 psf
1/2" plywwod 1.5 psf 1.5 psf
rafters 4.0 psf 4.0 psf
insulation 0.5 psf
Ceiling 3.0 psf
beams/headers 1.0 psf
MP&E/ misc.0.5 psf 0.5 psf
D= 15.0 psf 10.5 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
PROJECT:
JOB NO.
POST AREA ALLOWABLE LOAD (KIPS)-UNSUPPORTED HEIGHT IN FT (LOAD TABLE 100%)
SIZE IN 2 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22
2X4 5.25 1.00
2X4 X 5.25 4.58 3.61 2.87 2.32 1.91 1.60 1.35 1.16 1.00
2X4 5.25 1.05
2X4 X 5.25 4.67 3.72 2.98 2.42 2.00 1.67 1.42 1.22 1.05
2X6 8.25 1.66
2X6 X 8.25 10.49 9.66 8.68 7.65 6.67 5.79 5.04 4.40 3.86 3.41 3.03 2.71 2.43 2.19 1.99 1.81 1.66
2X8 10.88 2.18
2X8 X 10.88 14.3 13.9 13.3 12.5 11.7 10.7 9.8 8.8 7.96 7.17 6.46 5.84 5.29 4.81 4.39 4.01 3.68
3X4 8.75 4.57 3.46 2.70 2.15 1.76
3X4 X 8.75 7.78 6.20 4.97 4.04 3.33 2.79 2.36 2.03 1.76
3X6 13.75 7.14 5.42 4.23 3.38 2.76
3X6 X 13.75 17.5 16.1 14.5 12.8 11.1 9.7 8.39 7.33 6.43 5.68 5.05 4.51 4.05 3.66 3.31 3.02 2.76
3X8 18.13 9.35 7.11 5.56 4.45 3.63
3X8 X 18.13 23.9 23.1 22.1 20.9 19.4 17.9 16.3 14.7 13.3 11.9 10.8 9.7 8.82 8.01 7.31 6.68 6.13
4X4 12.25 10.9 8.68 6.96 5.66 4.67 3.90 3.31 2.84 2.46
4X6 19.25 16.8 13.5 10.9 8.85 7.31 6.12 5.19 4.46 3.86
4X6 X 19.25 24.5 22.5 20.3 17.9 15.6 13.5 11.7 10.3 9.01 7.96 7.07 6.31 5.67 5.12 4.64 4.23 3.86
4X8 25.38 21.8 17.6 14.2 11.6 9.6 8.04 6.83 5.86 5.08
4X8 X 25.38 33.5 32.4 30.9 29.2 27.2 25.0 22.8 20.6 18.6 16.7 15.1 13.6 12.3 11.2 10.2 9.4 8.59
6X6 30.25 27.6 26.3 24.8 23.0 20.9 18.8 16.8 15.0 13.3 11.9 10.7 9.59 8.66 7.84 7.13 6.51 5.97
6X8 41.25 37.6 35.9 33.8 31.3 28.5 25.7 22.9 20.4 18.2 16.2 14.6 13.1 11.8 10.7 9.7 8.9 8.1
6X8 X 41.25 39.3 38.5 37.5 36.2 34.7 33.0 31.0 28.9 26.8 24.6 22.6 20.7 18.9 17.4 15.9 14.7 13.5
6X10 52.25 44.4 42.7 40.4 37.7 34.7 31.5 28.3 25.4 22.7 20.3 18.2 16.4 14.8 13.5 12.3 11.2 10.3
6X10 X 52.25 47.2 46.7 46.2 45.5 44.7 43.8 42.8 41.5 40.2 38.6 37.0 35.2 33.3 31.5 29.6 27.8 26.1
8X8 56.25 53.8 52.8 51.5 50.0 48.1 45.9 43.4 40.7 37.9 35.0 32.3 29.6 27.2 25.0 23.0 21.2 19.6
X INDICATES BRACED IN WEAK DIRECTION
LL VALUES BASED ON DOUGLAS FIR-LARCH
No
.
1
GR
A
D
E
Co
n
s
t
No
.
2
No
.
2
No
.
2
PROJECT:
JOB NO.
POST AREA ALLOWABLE LOAD (KIPS)-UNSUPPORTED HEIGHT IN FT (LOAD TABLE 125%)
SIZE IN 2 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22
2X4 5.25 1.01
2X4 X 5.25 4.83 3.73 2.94 2.36 1.93 1.61 1.36 1.17 1.01
2X4 5.25 1.06
2X4 X 5.25 4.97 3.87 3.06 2.47 2.03 1.69 1.43 1.23 1.06
2X6 8.25 1.67
2X6 X 8.25 12.40 11.08 9.64 8.26 7.06 6.04 5.20 4.51 3.94 3.47 3.07 2.74 2.46 2.21 2.01 1.82 1.67
2X8 10.88 2.19
2X8 X 10.88 17.5 16.7 15.7 14.5 13.2 11.9 10.6 9.4 8.37 7.47 6.69 6.01 5.42 4.91 4.46 4.07 3.73
3X4 8.75 4.67 3.51 2.72 2.17 1.77
3X4 X 8.75 8.28 6.45 5.11 4.12 3.38 2.82 2.39 2.04 1.77
3X6 13.75 7.32 5.50 4.27 3.41 2.78
3X6 X 13.75 20.7 18.5 16.1 13.8 11.8 10.1 8.67 7.52 6.57 5.78 5.12 4.57 4.09 3.69 3.34 3.04 2.78
3X8 18.13 9.60 7.24 5.62 4.49 3.66
3X8 X 18.13 29.2 27.9 26.2 24.2 22.0 19.8 17.6 15.7 14.0 12.4 11.1 10.0 9.03 8.18 7.44 6.79 6.22
4X4 12.25 11.6 9.03 7.15 5.76 4.73 3.95 3.34 2.86 2.48
4X6 19.25 18.0 14.1 11.2 9.03 7.42 6.19 5.24 4.49 3.89
4X6 X 19.25 28.9 25.8 22.5 19.3 16.5 14.1 12.1 10.5 9.20 8.09 7.17 6.39 5.73 5.17 4.68 4.26 3.89
4X8 25.38 23.5 18.4 14.7 11.9 9.8 8.15 6.90 5.91 5.12
4X8 X 25.38 40.9 39.0 36.7 33.9 30.8 27.7 24.7 21.9 19.5 17.4 15.6 14.0 12.6 11.5 10.4 9.5 8.71
6X6 30.25 33.4 31.4 28.8 26.0 23.1 20.3 17.8 15.7 13.9 12.3 10.9 9.80 8.81 7.97 7.23 6.59 6.03
6X8 41.25 45.6 42.8 39.3 35.4 31.5 27.7 24.3 21.4 18.9 16.7 14.9 13.4 12.0 10.9 9.9 9.0 8.2
6X8 X 41.25 48.5 47.1 45.4 43.3 40.8 38.0 35.0 32.0 29.1 26.4 23.9 21.7 19.7 18.0 16.4 15.0 13.8
6X10 52.25 54.0 51.1 47.4 43.1 38.6 34.3 30.3 26.7 23.7 21.0 18.8 16.8 15.1 13.7 12.4 11.3 10.4
6X10 X 52.25 58.6 57.8 56.9 55.9 54.6 53.0 51.2 49.2 46.9 44.5 41.9 39.3 36.8 34.3 31.9 29.7 27.6
8X8 56.25 66.4 64.7 62.6 60.0 56.8 53.3 49.4 45.4 41.5 37.8 34.4 31.2 28.5 26.0 23.8 21.8 20.0
X INDICATES BRACED IN WEAK DIRECTION
LL VALUES BASED ON DOUGLAS FIR-LARCH
No
.
1
GR
A
D
E
Co
n
s
t
No
.
2
No
.
2
No
.
2
PROJECT:
JOB NO.
POST AREA ALLOWABLE LOAD (KIPS)-UNSUPPORTED HEIGHT IN FT (LOAD TABLE 160%)
SIZE IN 2 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22
2X4 5.25 1.01
2X4 X 5.25 5.03 3.83 2.99 2.39 1.95 1.63 1.37 1.17 1.01
2X4 5.25 1.07
2X4 X 5.25 5.22 3.99 3.13 2.51 2.05 1.71 1.44 1.23 1.07
2X6 8.25 1.68
2X6 X 8.25 14.56 12.48 10.49 8.78 7.37 6.24 5.34 4.61 4.01 3.52 3.11 2.77 2.48 2.23 2.02 1.84 1.68
2X8 10.88 2.21
2X8 X 10.88 21.6 20.2 18.5 16.6 14.7 12.9 11.3 9.9 8.71 7.71 6.87 6.14 5.53 4.99 4.53 4.13 3.78
3X4 8.75 4.76 3.56 2.75 2.19 1.78
3X4 X 8.75 8.70 6.66 5.22 4.18 3.42 2.85 2.40 2.06 1.78
3X6 13.75 7.46 5.58 4.31 3.43 2.79
3X6 X 13.75 24.3 20.8 17.5 14.6 12.3 10.4 8.90 7.68 6.68 5.86 5.18 4.61 4.13 3.72 3.37 3.06 2.79
3X8 18.13 9.81 7.34 5.68 4.52 3.68
3X8 X 18.13 36.1 33.7 30.8 27.6 24.4 21.4 18.8 16.5 14.5 12.9 11.4 10.2 9.21 8.32 7.55 6.88 6.29
4X4 12.25 12.2 9.32 7.30 5.85 4.79 3.99 3.37 2.88 2.49
4X6 19.25 19.0 14.6 11.4 9.18 7.51 6.25 5.28 4.52 3.91
4X6 X 19.25 34.0 29.1 24.5 20.5 17.2 14.6 12.5 10.7 9.36 8.21 7.26 6.46 5.78 5.21 4.71 4.28 3.91
4X8 25.38 24.8 19.1 15.0 12.1 9.9 8.23 6.96 5.95 5.15
4X8 X 25.38 50.5 47.2 43.2 38.7 34.2 30.0 26.3 23.1 20.3 18.0 16.0 14.3 12.9 11.6 10.6 9.6 8.81
6X6 30.25 40.7 37.2 33.1 28.9 25.0 21.6 18.7 16.3 14.3 12.6 11.2 9.97 8.95 8.07 7.31 6.66 6.08
6X8 41.25 55.6 50.7 45.1 39.4 34.1 29.4 25.5 22.2 19.5 17.2 15.2 13.6 12.2 11.0 10.0 9.1 8.3
6X8 X 41.25 60.7 58.3 55.3 51.6 47.5 43.1 38.8 34.7 31.1 27.8 25.0 22.5 20.3 18.5 16.8 15.3 14.1
6X10 52.25 66.2 61.0 54.9 48.4 42.2 36.6 31.9 27.8 24.4 21.6 19.2 17.1 15.4 13.9 12.6 11.5 10.5
6X10 X 52.25 74.3 73.0 71.4 69.5 67.2 64.5 61.3 57.9 54.2 50.5 46.7 43.1 39.8 36.6 33.8 31.2 28.8
8X8 56.25 83.3 80.3 76.5 72.0 66.7 61.0 55.2 49.7 44.7 40.1 36.1 32.6 29.5 26.8 24.4 22.3 20.4
X INDICATES BRACED IN WEAK DIRECTION
LL VALUES BASED ON DOUGLAS FIR-LARCH
No
.
1
GR
A
D
E
Co
n
s
t
No
.
2
No
.
2
No
.
2
EC + Associates Engineering
www.ecaengineering.com
1412 Espanol Ave Montebello, CA 90640 P: 562 708 3586
ADU
ROOF FRAMING PLAN - ADU
ROOF - ADU
Member Name Results (Max UTIL %)Current Solution Comments
H1 Passed (41% M)1 piece(s) 4 x 8 DF No.1
H2 Passed (38% M)1 piece(s) 4 x 6 DF No.1
H3 Passed (17% M)1 piece(s) 4 x 4 DF No.1
H4 Passed (25% M)1 piece(s) 4 x 4 DF No.1
H5 Passed (67% M)1 piece(s) 4 x 8 DF No.1
H6 Passed (33% M)1 piece(s) 4 x 4 DF No.1
H7 Passed (52% M)1 piece(s) 4 x 6 DF No.1
H8 Passed (44% M)1 piece(s) 4 x 6 DF No.1
H9 Passed (76% M)1 piece(s) 4 x 6 DF No.1
H10 Passed (37% M)1 piece(s) 4 x 6 DF No.1
25-199 1213 S BIRCH ST. - ADU - RAUL MARIN
JOB SUMMARY REPORT
ForteWEB Software Operator Job Notes 6/10/2025 6:04:42 PM UTC
Alan Mijares
EC+Associates Engineering Inc
(562) 419-7020
AlanM@ecaengineering.com
ForteWEB v3.9
File Name: 25-199 1213 S BIRCH ST. - ADU - RAUL MARIN
Page 1 / 12
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)972 @ 0 3281 (1.50")Passed (30%)--1.0 D + 1.0 Lr (All Spans)
Shear (lbs)601 @ 8 3/4"2741 Passed (22%)0.90 1.0 D (All Spans)
Moment (Ft-lbs)1238 @ 3' 1 1/2"2989 Passed (41%)0.90 1.0 D (All Spans)
Live Load Defl. (in)0.012 @ 3' 1 1/2"0.208 Passed (L/999+)--1.0 D + 1.0 Lr (All Spans)
Total Load Defl. (in)0.058 @ 3' 1 1/2"0.313 Passed (L/999+)--1.0 D + 1.0 Lr (All Spans)
Member Length : 6' 3"
System : Wall
Member Type : Header
Building Use : Residential
Building Code : IBC 2021
Design Methodology : ASD
•Deflection criteria: LL (L/360) and TL (L/240).
•Allowed moment does not reflect the adjustment for the beam stability factor.
•Applicable calculations are based on NDS.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Roof Live Factored Accessories
1 - Trimmer - DF 1.50"1.50"1.50"763 208 972 None
2 - Trimmer - DF 1.50"1.50"1.50"763 208 972 None
•Maximum allowable bracing intervals based on applied load.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)6' 3" o/c
Bottom Edge (Lu)6' 3" o/c
Dead Roof Live
Vertical Loads Location Tributary
Width
(0.90)(1.25)Comments
0 - Self Weight (PLF)0 to 6' 3"N/A 6.4 --
1 - Uniform (PSF)0 to 6' 3"3' 4"35.4 20.0 ROOF (TRUSS)
2 - Tapered (PSF)0 to 3' 1 1/2"5' 9" to 9' 3"16.0 --EXTERIOR WALL
3 - Tapered (PSF)3' 1 1/2" to 6' 3"9' 3" to 5' 9"16.0 --EXTERIOR WALL
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/
document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
Weyerhaeuser Notes
Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.).
MEMBER REPORT PASSED
ROOF - ADU, H1
1 piece(s) 4 x 8 DF No.1
ForteWEB Software Operator Job Notes 6/10/2025 6:04:42 PM UTC
Alan Mijares
EC+Associates Engineering Inc
(562) 419-7020
AlanM@ecaengineering.com
ForteWEB v3.9, Engine: V8.4.3.94, Data: V8.1.7.3
File Name: 25-199 1213 S BIRCH ST. - ADU - RAUL MARIN
Page 3 / 12
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)863 @ 4' 3"3281 (1.50")Passed (26%)--1.0 D + 1.0 Lr (All Spans)
Shear (lbs)623 @ 3' 8"2888 Passed (22%)1.25 1.0 D + 1.0 Lr (All Spans)
Moment (Ft-lbs)910 @ 2' 1 5/8"2390 Passed (38%)1.25 1.0 D + 1.0 Lr (All Spans)
Live Load Defl. (in)0.012 @ 2' 1 1/2"0.142 Passed (L/999+)--1.0 D + 1.0 Lr (All Spans)
Total Load Defl. (in)0.036 @ 2' 1 1/2"0.213 Passed (L/999+)--1.0 D + 1.0 Lr (All Spans)
Member Length : 4' 3"
System : Wall
Member Type : Header
Building Use : Residential
Building Code : IBC 2021
Design Methodology : ASD
•Deflection criteria: LL (L/360) and TL (L/240).
•Allowed moment does not reflect the adjustment for the beam stability factor.
•Applicable calculations are based on NDS.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Roof Live Factored Accessories
1 - Trimmer - DF 1.50"1.50"1.50"573 276 849 None
2 - Trimmer - DF 1.50"1.50"1.50"587 276 863 None
•Maximum allowable bracing intervals based on applied load.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)4' 3" o/c
Bottom Edge (Lu)4' 3" o/c
Dead Roof Live
Vertical Loads Location Tributary
Width
(0.90)(1.25)Comments
0 - Self Weight (PLF)0 to 4' 3"N/A 4.9 --
1 - Uniform (PSF)0 to 4' 3"6' 6"35.4 20.0 ROOF (TRUSS)
2 - Tapered (PSF)0 to 4' 3"6" to 3' 3"7.1 --CALIFORNIA
FRAMING
3 - Uniform (PSF)0 to 4' 3"2' 6"10.0 --INTERIOR WALL
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/
document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
Weyerhaeuser Notes
Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.).
MEMBER REPORT PASSED
ROOF - ADU, H2
1 piece(s) 4 x 6 DF No.1
ForteWEB Software Operator Job Notes 6/10/2025 6:04:42 PM UTC
Alan Mijares
EC+Associates Engineering Inc
(562) 419-7020
AlanM@ecaengineering.com
ForteWEB v3.9, Engine: V8.4.3.94, Data: V8.1.7.3
File Name: 25-199 1213 S BIRCH ST. - ADU - RAUL MARIN
Page 4 / 12
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)321 @ 0 3281 (1.50")Passed (10%)--1.0 D + 1.0 Lr (All Spans)
Shear (lbs)158 @ 5"1323 Passed (12%)0.90 1.0 D (All Spans)
Moment (Ft-lbs)141 @ 1' 1 1/2"804 Passed (17%)0.90 1.0 D (All Spans)
Live Load Defl. (in)0.002 @ 1' 1 1/2"0.075 Passed (L/999+)--1.0 D + 1.0 Lr (All Spans)
Total Load Defl. (in)0.008 @ 1' 1 1/2"0.112 Passed (L/999+)--1.0 D + 1.0 Lr (All Spans)
Member Length : 2' 3"
System : Wall
Member Type : Header
Building Use : Residential
Building Code : IBC 2021
Design Methodology : ASD
•Deflection criteria: LL (L/360) and TL (L/240).
•Allowed moment does not reflect the adjustment for the beam stability factor.
•Applicable calculations are based on NDS.
•This product has a square cross section. The analysis engine has checked both edge and plank orientations to allow for either installation.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Roof Live Factored Accessories
1 - Trimmer - DF 1.50"1.50"1.50"246 75 321 None
2 - Trimmer - DF 1.50"1.50"1.50"246 75 321 None
•Maximum allowable bracing intervals based on applied load.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)2' 3" o/c
Bottom Edge (Lu)2' 3" o/c
Dead Roof Live
Vertical Loads Location Tributary
Width
(0.90)(1.25)Comments
0 - Self Weight (PLF)0 to 2' 3"N/A 3.1 --
1 - Uniform (PSF)0 to 2' 3"3' 4"35.4 20.0 ROOF (TRUSS)
2 - Tapered (PSF)0 to 1' 1 1/2"5' 6" to 6' 9"16.0 --EXTERIOR WALL
3 - Tapered (PSF)1' 1 1/2" to 2' 3"6' 9" to 5' 6"16.0 --EXTERIOR WALL
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/
document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
Weyerhaeuser Notes
Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.).
MEMBER REPORT PASSED
ROOF - ADU, H3
1 piece(s) 4 x 4 DF No.1
ForteWEB Software Operator Job Notes 6/10/2025 6:04:42 PM UTC
Alan Mijares
EC+Associates Engineering Inc
(562) 419-7020
AlanM@ecaengineering.com
ForteWEB v3.9, Engine: V8.4.3.94, Data: V8.1.7.3
File Name: 25-199 1213 S BIRCH ST. - ADU - RAUL MARIN
Page 5 / 12
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)365 @ 3' 3"3281 (1.50")Passed (11%)--1.0 D + 1.0 Lr (All Spans)
Shear (lbs)265 @ 2' 10"1838 Passed (14%)1.25 1.0 D + 1.0 Lr (All Spans)
Moment (Ft-lbs)283 @ 1' 7 15/16"1117 Passed (25%)1.25 1.0 D + 1.0 Lr (All Spans)
Live Load Defl. (in)0.008 @ 1' 7 1/2"0.108 Passed (L/999+)--1.0 D + 1.0 Lr (All Spans)
Total Load Defl. (in)0.025 @ 1' 7 9/16"0.162 Passed (L/999+)--1.0 D + 1.0 Lr (All Spans)
Member Length : 3' 3"
System : Wall
Member Type : Header
Building Use : Residential
Building Code : IBC 2021
Design Methodology : ASD
•Deflection criteria: LL (L/360) and TL (L/240).
•Allowed moment does not reflect the adjustment for the beam stability factor.
•Applicable calculations are based on NDS.
•This product has a square cross section. The analysis engine has checked both edge and plank orientations to allow for either installation.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Roof Live Factored Accessories
1 - Trimmer - DF 1.50"1.50"1.50"224 108 332 None
2 - Trimmer - DF 1.50"1.50"1.50"256 108 365 None
•Maximum allowable bracing intervals based on applied load.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)3' 3" o/c
Bottom Edge (Lu)3' 3" o/c
Dead Roof Live
Vertical Loads Location Tributary
Width
(0.90)(1.25)Comments
0 - Self Weight (PLF)0 to 3' 3"N/A 3.1 --
1 - Uniform (PSF)0 to 3' 3"3' 4"21.2 20.0 ROOF
2 - Tapered (PSF)0 to 3' 3"2' 9" to 6' 6"16.0 --EXTERIOR WALL
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/
document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
Weyerhaeuser Notes
Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.).
MEMBER REPORT PASSED
ROOF - ADU, H4
1 piece(s) 4 x 4 DF No.1
ForteWEB Software Operator Job Notes 6/10/2025 6:04:42 PM UTC
Alan Mijares
EC+Associates Engineering Inc
(562) 419-7020
AlanM@ecaengineering.com
ForteWEB v3.9, Engine: V8.4.3.94, Data: V8.1.7.3
File Name: 25-199 1213 S BIRCH ST. - ADU - RAUL MARIN
Page 6 / 12
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)2120 @ 0 3281 (1.50")Passed (65%)--1.0 D + 1.0 Lr (All Spans)
Shear (lbs)1531 @ 8 3/4"3806 Passed (40%)1.25 1.0 D + 1.0 Lr (All Spans)
Moment (Ft-lbs)2782 @ 2' 7 1/2"4152 Passed (67%)1.25 1.0 D + 1.0 Lr (All Spans)
Live Load Defl. (in)0.025 @ 2' 7 1/2"0.175 Passed (L/999+)--1.0 D + 1.0 Lr (All Spans)
Total Load Defl. (in)0.073 @ 2' 7 1/2"0.262 Passed (L/862)--1.0 D + 1.0 Lr (All Spans)
Member Length : 5' 3"
System : Wall
Member Type : Header
Building Use : Residential
Building Code : IBC 2021
Design Methodology : ASD
•Deflection criteria: LL (L/360) and TL (L/240).
•Allowed moment does not reflect the adjustment for the beam stability factor.
•Applicable calculations are based on NDS.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Roof Live Factored Accessories
1 - Trimmer - DF 1.50"1.50"1.50"1398 722 2120 None
2 - Trimmer - DF 1.50"1.50"1.50"1398 722 2120 None
•Maximum allowable bracing intervals based on applied load.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)5' 3" o/c
Bottom Edge (Lu)5' 3" o/c
Dead Roof Live
Vertical Loads Location Tributary
Width
(0.90)(1.25)Comments
0 - Self Weight (PLF)0 to 5' 3"N/A 6.4 --
1 - Uniform (PSF)0 to 5' 3"13' 9"35.4 20.0 ROOF (TRUSS)
2 - Uniform (PSF)0 to 5' 3"2' 6"16.0 --EXTERIOR WALL
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/
document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
Weyerhaeuser Notes
Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.).
MEMBER REPORT PASSED
ROOF - ADU, H5
1 piece(s) 4 x 8 DF No.1
ForteWEB Software Operator Job Notes 6/10/2025 6:04:42 PM UTC
Alan Mijares
EC+Associates Engineering Inc
(562) 419-7020
AlanM@ecaengineering.com
ForteWEB v3.9, Engine: V8.4.3.94, Data: V8.1.7.3
File Name: 25-199 1213 S BIRCH ST. - ADU - RAUL MARIN
Page 7 / 12
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)454 @ 3' 3"3281 (1.50")Passed (14%)--1.0 D + 1.0 Lr (All Spans)
Shear (lbs)251 @ 2' 10"1323 Passed (19%)0.90 1.0 D (All Spans)
Moment (Ft-lbs)268 @ 1' 8"804 Passed (33%)0.90 1.0 D (All Spans)
Live Load Defl. (in)0.008 @ 1' 7 1/2"0.108 Passed (L/999+)--1.0 D + 1.0 Lr (All Spans)
Total Load Defl. (in)0.032 @ 1' 7 9/16"0.162 Passed (L/999+)--1.0 D + 1.0 Lr (All Spans)
Member Length : 3' 3"
System : Wall
Member Type : Header
Building Use : Residential
Building Code : IBC 2021
Design Methodology : ASD
•Deflection criteria: LL (L/360) and TL (L/240).
•Allowed moment does not reflect the adjustment for the beam stability factor.
•Applicable calculations are based on NDS.
•This product has a square cross section. The analysis engine has checked both edge and plank orientations to allow for either installation.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Roof Live Factored Accessories
1 - Trimmer - DF 1.50"1.50"1.50"314 108 422 None
2 - Trimmer - DF 1.50"1.50"1.50"346 108 454 None
•Maximum allowable bracing intervals based on applied load.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)3' 3" o/c
Bottom Edge (Lu)3' 3" o/c
Dead Roof Live
Vertical Loads Location Tributary
Width
(0.90)(1.25)Comments
0 - Self Weight (PLF)0 to 3' 3"N/A 3.1 --
1 - Uniform (PSF)0 to 3' 3"3' 4"35.4 20.0 ROOF
2 - Tapered (PSF)0 to 3' 3"3' 3" to 7'16.0 --EXTERIOR WALL
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/
document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
Weyerhaeuser Notes
Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.).
MEMBER REPORT PASSED
ROOF - ADU, H6
1 piece(s) 4 x 4 DF No.1
ForteWEB Software Operator Job Notes 6/10/2025 6:04:42 PM UTC
Alan Mijares
EC+Associates Engineering Inc
(562) 419-7020
AlanM@ecaengineering.com
ForteWEB v3.9, Engine: V8.4.3.94, Data: V8.1.7.3
File Name: 25-199 1213 S BIRCH ST. - ADU - RAUL MARIN
Page 8 / 12
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)877 @ 5' 3"3281 (1.50")Passed (27%)--1.0 D + 1.0 Lr (All Spans)
Shear (lbs)547 @ 4' 8"2079 Passed (26%)0.90 1.0 D (All Spans)
Moment (Ft-lbs)901 @ 2' 8 1/4"1720 Passed (52%)0.90 1.0 D (All Spans)
Live Load Defl. (in)0.014 @ 2' 7 7/16"0.175 Passed (L/999+)--1.0 D + 1.0 Lr (All Spans)
Total Load Defl. (in)0.068 @ 2' 7 5/8"0.262 Passed (L/927)--1.0 D + 1.0 Lr (All Spans)
Member Length : 5' 3"
System : Wall
Member Type : Header
Building Use : Residential
Building Code : IBC 2021
Design Methodology : ASD
•Deflection criteria: LL (L/360) and TL (L/240).
•Allowed moment does not reflect the adjustment for the beam stability factor.
•Applicable calculations are based on NDS.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Roof Live Factored Accessories
1 - Trimmer - DF 1.50"1.50"1.50"650 175 825 None
2 - Trimmer - DF 1.50"1.50"1.50"702 175 877 None
•Maximum allowable bracing intervals based on applied load.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)5' 3" o/c
Bottom Edge (Lu)5' 3" o/c
Dead Roof Live
Vertical Loads Location Tributary
Width
(0.90)(1.25)Comments
0 - Self Weight (PLF)0 to 5' 3"N/A 4.9 --
1 - Uniform (PSF)0 to 5' 3"3' 4"35.4 20.0 ROOF
2 - Tapered (PSF)0 to 4'6' to 10' 3"16.0 --EXTERIOR WALL
3 - Tapered (PSF)4' to 5' 3"10' 3" to 8' 6"16.0 --EXTERIOR WALL
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/
document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
Weyerhaeuser Notes
Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.).
MEMBER REPORT PASSED
ROOF - ADU, H7
1 piece(s) 4 x 6 DF No.1
ForteWEB Software Operator Job Notes 6/10/2025 6:04:42 PM UTC
Alan Mijares
EC+Associates Engineering Inc
(562) 419-7020
AlanM@ecaengineering.com
ForteWEB v3.9, Engine: V8.4.3.94, Data: V8.1.7.3
File Name: 25-199 1213 S BIRCH ST. - ADU - RAUL MARIN
Page 9 / 12
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)1334 @ 2"7656 (3.50")Passed (17%)--1.0 D + 1.0 Lr (All Spans)
Shear (lbs)729 @ 9"2888 Passed (25%)1.25 1.0 D + 1.0 Lr (All Spans)
Moment (Ft-lbs)1042 @ 2' 2 5/8"2390 Passed (44%)1.25 1.0 D + 1.0 Lr (All Spans)
Live Load Defl. (in)0.014 @ 2' 3 3/8"0.142 Passed (L/999+)--1.0 D + 1.0 Lr (All Spans)
Total Load Defl. (in)0.041 @ 2' 3 3/8"0.213 Passed (L/999+)--1.0 D + 1.0 Lr (All Spans)
Member Length : 4' 7"
System : Wall
Member Type : Header
Building Use : Residential
Building Code : IBC 2021
Design Methodology : ASD
•Deflection criteria: LL (L/360) and TL (L/240).
•Allowed moment does not reflect the adjustment for the beam stability factor.
•Applicable calculations are based on NDS.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Roof Live Factored Accessories
1 - Trimmer - DF 3.50"3.50"1.50"889 445 1334 None
2 - Trimmer - DF 3.50"3.50"1.50"689 332 1021 None
•Maximum allowable bracing intervals based on applied load.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)4' 7" o/c
Bottom Edge (Lu)4' 7" o/c
Dead Roof Live
Vertical Loads Location Tributary
Width
(0.90)(1.25)Comments
0 - Self Weight (PLF)0 to 4' 7"N/A 4.9 --
1 - Uniform (PSF)0 to 1'13' 9"35.4 20.0 ROOF
2 - Uniform (PSF)1' to 4' 7"7'35.4 20.0 ROOF
3 - Uniform (PSF)0 to 4' 7"2' 6"16.0 --EXTERIOR WALL
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/
document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
Weyerhaeuser Notes
Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.).
MEMBER REPORT PASSED
ROOF - ADU, H8
1 piece(s) 4 x 6 DF No.1
ForteWEB Software Operator Job Notes 6/10/2025 6:04:42 PM UTC
Alan Mijares
EC+Associates Engineering Inc
(562) 419-7020
AlanM@ecaengineering.com
ForteWEB v3.9, Engine: V8.4.3.94, Data: V8.1.7.3
File Name: 25-199 1213 S BIRCH ST. - ADU - RAUL MARIN
Page 10 / 12
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)1713 @ 0 3281 (1.50")Passed (52%)--1.0 D + 1.0 Lr (All Spans)
Shear (lbs)1243 @ 7"2888 Passed (43%)1.25 1.0 D + 1.0 Lr (All Spans)
Moment (Ft-lbs)1820 @ 2' 1 1/2"2390 Passed (76%)1.25 1.0 D + 1.0 Lr (All Spans)
Live Load Defl. (in)0.024 @ 2' 1 1/2"0.142 Passed (L/999+)--1.0 D + 1.0 Lr (All Spans)
Total Load Defl. (in)0.072 @ 2' 1 1/2"0.213 Passed (L/711)--1.0 D + 1.0 Lr (All Spans)
Member Length : 4' 3"
System : Wall
Member Type : Header
Building Use : Residential
Building Code : IBC 2021
Design Methodology : ASD
•Deflection criteria: LL (L/360) and TL (L/240).
•Allowed moment does not reflect the adjustment for the beam stability factor.
•Applicable calculations are based on NDS.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Roof Live Factored Accessories
1 - Trimmer - DF 1.50"1.50"1.50"1128 584 1713 None
2 - Trimmer - DF 1.50"1.50"1.50"1128 584 1713 None
•Maximum allowable bracing intervals based on applied load.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)4' 3" o/c
Bottom Edge (Lu)4' 3" o/c
Dead Roof Live
Vertical Loads Location Tributary
Width
(0.90)(1.25)Comments
0 - Self Weight (PLF)0 to 4' 3"N/A 4.9 --
1 - Uniform (PSF)0 to 4' 3"13' 9"35.4 20.0 ROOF
2 - Uniform (PSF)0 to 4' 3"2' 6"16.0 --EXTERIOR WALL
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/
document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
Weyerhaeuser Notes
Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.).
MEMBER REPORT PASSED
ROOF - ADU, H9
1 piece(s) 4 x 6 DF No.1
ForteWEB Software Operator Job Notes 6/10/2025 6:04:42 PM UTC
Alan Mijares
EC+Associates Engineering Inc
(562) 419-7020
AlanM@ecaengineering.com
ForteWEB v3.9, Engine: V8.4.3.94, Data: V8.1.7.3
File Name: 25-199 1213 S BIRCH ST. - ADU - RAUL MARIN
Page 11 / 12
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)759 @ 4' 3"3281 (1.50")Passed (23%)--1.0 D + 1.0 Lr (All Spans)
Shear (lbs)437 @ 3' 8"2079 Passed (21%)0.90 1.0 D (All Spans)
Moment (Ft-lbs)630 @ 2' 2 1/16"1720 Passed (37%)0.90 1.0 D (All Spans)
Live Load Defl. (in)0.006 @ 2' 1 1/2"0.142 Passed (L/999+)--1.0 D + 1.0 Lr (All Spans)
Total Load Defl. (in)0.031 @ 2' 1 9/16"0.213 Passed (L/999+)--1.0 D + 1.0 Lr (All Spans)
Member Length : 4' 3"
System : Wall
Member Type : Header
Building Use : Residential
Building Code : IBC 2021
Design Methodology : ASD
•Deflection criteria: LL (L/360) and TL (L/240).
•Allowed moment does not reflect the adjustment for the beam stability factor.
•Applicable calculations are based on NDS.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Roof Live Factored Accessories
1 - Trimmer - DF 1.50"1.50"1.50"567 142 708 None
2 - Trimmer - DF 1.50"1.50"1.50"618 142 759 None
•Maximum allowable bracing intervals based on applied load.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)4' 3" o/c
Bottom Edge (Lu)4' 3" o/c
Dead Roof Live
Vertical Loads Location Tributary
Width
(0.90)(1.25)Comments
0 - Self Weight (PLF)0 to 4' 3"N/A 4.9 --
1 - Uniform (PSF)0 to 4' 3"3' 4"35.4 20.0 ROOF
2 - Tapered (PSF)0 to 4' 3"7' 6" to 12'16.0 --EXTERIOR WALL
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/
document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
Weyerhaeuser Notes
Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.).
MEMBER REPORT PASSED
ROOF - ADU, H10
1 piece(s) 4 x 6 DF No.1
ForteWEB Software Operator Job Notes 6/10/2025 6:04:42 PM UTC
Alan Mijares
EC+Associates Engineering Inc
(562) 419-7020
AlanM@ecaengineering.com
ForteWEB v3.9, Engine: V8.4.3.94, Data: V8.1.7.3
File Name: 25-199 1213 S BIRCH ST. - ADU - RAUL MARIN
Page 12 / 12
FOUNDATION PLAN - ADU
FLOOR - ADU
Member Name Results (Max UTIL %)Current Solution Comments
FJ-1 Passed (35% M)1 piece(s) 2 x 6 DF No.2 @ 16" OC
G1 Passed (66% M)1 piece(s) 4 x 6 DF No.1
25-199 1213 S BIRCH ST. - 2 STRUCTURES - RAUL MARIN
JOB SUMMARY REPORT
ForteWEB Software Operator Job Notes 5/12/2025 5:57:24 PM UTC
Alan Mijares
EC+Associates Engineering Inc
(562) 419-7020
AlanM@ecaengineering.com
ForteWEB v3.9
File Name: 25-199 1213 S BIRCH ST. - 2 STRUCTURES - RAUL
MARIN
Page 1 / 4
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)215 @ 2 1/2"2109 (2.25")Passed (10%)--1.0 D + 1.0 L (All Spans)
Shear (lbs)168 @ 9"990 Passed (17%)1.00 1.0 D + 1.0 L (All Spans)
Moment (Ft-lbs)294 @ 3' 1/2"848 Passed (35%)1.00 1.0 D + 1.0 L (All Spans)
Live Load Defl. (in)0.037 @ 3' 1/2"0.189 Passed (L/999+)--1.0 D + 1.0 L (All Spans)
Total Load Defl. (in)0.051 @ 3' 1/2"0.283 Passed (L/999+)--1.0 D + 1.0 L (All Spans)
TJ-Pro™ Rating N/A N/A N/A --N/A
Member Length : 5' 10 1/2"
System : Floor
Member Type : Joist
Building Use : Residential
Building Code : IBC 2021
Design Methodology : ASD
•Deflection criteria: LL (L/360) and TL (L/240).
•Allowed moment does not reflect the adjustment for the beam stability factor.
•A 15% increase in the moment capacity has been added to account for repetitive member usage.
•Applicable calculations are based on NDS.
•No composite action between deck and joist was considered in analysis.
• Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Floor Live Factored Accessories
1 - Stud wall - DF 3.50"2.25"1.50"61 162 223 1 1/4" Rim Board
2 - Stud wall - DF 3.50"2.25"1.50"61 162 223 1 1/4" Rim Board
•Maximum allowable bracing intervals based on applied load.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)5' 11" o/c
Bottom Edge (Lu)5' 11" o/c
Dead Floor Live
Vertical Load Location (Side)Spacing (0.90)(1.00)Comments
1 - Uniform (PSF)0 to 6' 1"16"15.0 40.0 FLOOR
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/
document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
Weyerhaeuser Notes
Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.).
MEMBER REPORT PASSED
FLOOR - ADU, FJ-1
1 piece(s) 2 x 6 DF No.2 @ 16" OC
ForteWEB Software Operator Job Notes 5/12/2025 5:57:24 PM UTC
Alan Mijares
EC+Associates Engineering Inc
(562) 419-7020
AlanM@ecaengineering.com
ForteWEB v3.9, Engine: V8.4.3.94, Data: V8.1.7.3
File Name: 25-199 1213 S BIRCH ST. - 2 STRUCTURES - RAUL
MARIN
Page 3 / 4
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)935 @ 2"7656 (3.50")Passed (12%)--1.0 D + 1.0 L (All Spans)
Shear (lbs)704 @ 9"2310 Passed (30%)1.00 1.0 D + 1.0 L (All Spans)
Moment (Ft-lbs)1270 @ 3' 1/2"1912 Passed (66%)1.00 1.0 D + 1.0 L (All Spans)
Live Load Defl. (in)0.066 @ 3' 1/2"0.192 Passed (L/999+)--1.0 D + 1.0 L (All Spans)
Total Load Defl. (in)0.092 @ 3' 1/2"0.287 Passed (L/753)--1.0 D + 1.0 L (All Spans)
Member Length : 6' 1"
System : Floor
Member Type : Drop Beam
Building Use : Residential
Building Code : IBC 2021
Design Methodology : ASD
•Deflection criteria: LL (L/360) and TL (L/240).
•Allowed moment does not reflect the adjustment for the beam stability factor.
•Applicable calculations are based on NDS.
• Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Floor Live Factored Accessories
1 - Stud wall - DF 3.50"3.50"1.50"266 669 935 Blocking
2 - Stud wall - DF 3.50"3.50"1.50"266 669 935 Blocking
•Maximum allowable bracing intervals based on applied load.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)6' 1" o/c
Bottom Edge (Lu)6' 1" o/c
• Side loads are assumed to not induce cross-grain tension.
Dead Floor Live
Vertical Loads Location (Side)Tributary
Width
(0.90)(1.00)Comments
0 - Self Weight (PLF)0 to 6' 1"N/A 4.9 --
1 - Uniform (PSF)0 to 6' 1" (Front)5' 6"15.0 40.0 FLOOR
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/
document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
Weyerhaeuser Notes
Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.).
MEMBER REPORT PASSED
FLOOR - ADU, G1
1 piece(s) 4 x 6 DF No.1
ForteWEB Software Operator Job Notes 5/12/2025 5:57:24 PM UTC
Alan Mijares
EC+Associates Engineering Inc
(562) 419-7020
AlanM@ecaengineering.com
ForteWEB v3.9, Engine: V8.4.3.94, Data: V8.1.7.3
File Name: 25-199 1213 S BIRCH ST. - 2 STRUCTURES - RAUL
MARIN
Page 4 / 4
PROJECT : PAGE :
CLIENT : DESIGN BY :
Wood Post, Wall Stud, or King Stud Design Based on NDS 2018
INPUT DATA DESIGN SUMMARY
HEIGHT H = 12.5 ft USE:
Effective Length (NDS 3.7)Le, x-x =12.5 ft, (strong axis bending)
Le, y-y =8 ft, (weak axis bending)1. CHECK VERTICAL LOADS : fc < Fc' ?
9 psi < 254 psi [Satisfactory]
AXIAL LOAD PDL =45 lbs
PLL =36 lbs 2. CHECK BENDING LOADS : fb < Fb' ?
Total P = 81 lbs 1010 psi < 2372 psi [Satisfactory]
LATERAL LOAD w = 22 plf
Max Section M = 430 ft-lbs, at 6.25 ft from bottom 0.443 <1 [Satisfactory]
Max Section V =138 bs, at top end
SPECIES (1 = DFL, 2 = SP, 3 = LSL, 4 = PSL) 1 DOUGLAS FIR-LARCH 4. CHECK SHEAR LOADS : fv < Fv' ?
4 No. 2 24 psi < 288 psi [Satisfactory]
999
SECTION 1 pcs, b = 3 in 5. MAXIMUM HORIZONTAL DEFLECTION
h = 4 in =0.85 in, at 6.25 ft from bottom
(H / 177 )
ANALYSIS
COLUMN BASIC DESIGN STRESSES:
COMPRESSIVE STRESS Fc =1350 psi
BENDING STRESS (X-Axis)F = 900 psi
SHEAR STRESS (X-Axis) F = 180 psi
AREA A = 8.75 in
SECTION PROPERTIES Abt. x-x Sx = 5.10 in
Ix = 8.93 in
LENGTH-DEPTH RATIO Le, x-x / dy =42.9
Le, y-y / dx =38.4
ADJUSTMENT FACTORS:F ' F ' F 'E'
DURATION (NDS 2.3.2)CD 1.60 1.60 1.60 MODULUS OF ELASTICITY E'min =580 ksi
MOISTURE FACTOR CM 1.00 1.00 1.00 1.00 COLUMN PARAMETER c = 0.80
TEMPERATURE FACTOR C 1.00 1.00 1.00 1.00 BEAM PARAMETER RB =11.950 < 50
INCISING FACTOR C 1.00 1.00 1.00 1.00
SIZE FACTOR CF 1.50 1.15 1.00 BUCKLING VALUES
FLAT USE FACTOR C F E = 260 psi FbE =4874 psi
COLUMN STABILITY CP 0.102 F * = 2484 psi Fb
* =2484 psi
REPETITIVE (1.15 or 1.0) C 1.15
BEAM STABILITY CL 0.95
MODULUS OF ELASTICITY E' = 1600 ksi AXIAL STRESS F ' = 254 psi
BENDING STRESS (X-Axis) F ' = 2372 psi SHEAR STRESS F ' = 288 psi
AXIAL STRESS f = 9.3 psi SHEAR STRESS f = 24 psi
BENDING STRESSES f = 1010.2 psi
GRADE ( 1, 2, 3, 4, 5, or 6 )
STUD-2
1 - 3'' x 4'' DOUGLAS FIR-LARCH No. 2 @ 16" O.C.
A.M.
E.C.
MARIN RESIDENCE
RAUL MARIN
25-199
2
''
1
1
bxc
c cEx bxc
ff
fF F F
PROJECT : PAGE :
CLIENT : DESIGN BY :
Wood Post, Wall Stud, or King Stud Design Based on NDS 2018
INPUT DATA DESIGN SUMMARY
HEIGHT H = 16 ft USE:
Effective Length (NDS 3.7)Le, x-x =16 ft, (strong axis bending)
Le, y-y =8 ft, (weak axis bending)1. CHECK VERTICAL LOADS : fc < Fc' ?
9 psi < 156 psi [Satisfactory]
AXIAL LOAD PDL =45 lbs
PLL =36 lbs 2. CHECK BENDING LOADS : fb < Fb' ?
Total P = 81 lbs 1655 psi < 2310 psi [Satisfactory]
LATERAL LOAD w = 22 plf
Max Section M = 704 ft-lbs, at 8.00 ft from bottom 0.765 <1 [Satisfactory]
Max Section V =176 bs, at top end
SPECIES (1 = DFL, 2 = SP, 3 = LSL, 4 = PSL) 1 DOUGLAS FIR-LARCH 4. CHECK SHEAR LOADS : fv < Fv' ?
4 No. 2 30 psi < 288 psi [Satisfactory]
999
SECTION 1 pcs, b = 3 in 5. MAXIMUM HORIZONTAL DEFLECTION
h = 4 in =2.27 in, at 8.00 ft from bottom
(H / 85 )
ANALYSIS
COLUMN BASIC DESIGN STRESSES:
COMPRESSIVE STRESS Fc =1350 psi
BENDING STRESS (X-Axis)F = 900 psi
SHEAR STRESS (X-Axis) F = 180 psi
AREA A = 8.75 in
SECTION PROPERTIES Abt. x-x Sx = 5.10 in
Ix = 8.93 in
LENGTH-DEPTH RATIO Le, x-x / dy =54.9
Le, y-y / dx =38.4
ADJUSTMENT FACTORS:F ' F ' F 'E'
DURATION (NDS 2.3.2)CD 1.60 1.60 1.60 MODULUS OF ELASTICITY E'min =580 ksi
MOISTURE FACTOR CM 1.00 1.00 1.00 1.00 COLUMN PARAMETER c = 0.80
TEMPERATURE FACTOR C 1.00 1.00 1.00 1.00 BEAM PARAMETER RB =13.459 < 50
INCISING FACTOR C 1.00 1.00 1.00 1.00
SIZE FACTOR CF 1.50 1.15 1.00 BUCKLING VALUES
FLAT USE FACTOR C F E = 158 psi FbE =3842 psi
COLUMN STABILITY CP 0.063 F * = 2484 psi Fb
* =2484 psi
REPETITIVE (1.15 or 1.0) C 1.15
BEAM STABILITY CL 0.93
MODULUS OF ELASTICITY E' = 1600 ksi AXIAL STRESS F ' = 156 psi
BENDING STRESS (X-Axis) F ' = 2310 psi SHEAR STRESS F ' = 288 psi
AXIAL STRESS f = 9.3 psi SHEAR STRESS f = 30 psi
BENDING STRESSES f = 1655.1 psi
GRADE ( 1, 2, 3, 4, 5, or 6 )
STUD-2
1 - 3'' x 4'' DOUGLAS FIR-LARCH No. 2 @ 16" O.C.
A.M.
E.C.
MARIN RESIDENCE
RAUL MARIN
25-199
2
''
1
1
bxc
c cEx bxc
ff
fF F F
JOB MARIN RESIDENCE
ENGR. EC JOB NO. 25-199 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:
LOADING: TRIB.
( + ) x ft = +
( + ) x ft = +
( + ) x ft = +
w = + = plf
B= plf = ft
psf USE:
(E) CF-3
FLOOR:
WALL:
4015
10 9
3.75 56.25 150
6.5
119.8
66.6
19.95
0
475.2
130162.5
53.2
23.25
595 0.40
1500
ROOF: 25
D L
20
1'-0" WIDE FTG.
1'-0" WIDE FTG.
595
0.63
D L
3.3325 20
15
372
83.25
1500
WALL: 16 0
1'-0" WIDE FTG.1500
669.75
90 81
669.75 0.45
308.75 361
9
FLOOR: 40 1.33
ROOF:
941.5
144
275
130
0
343.75
0
405
48.75
941.5
16
536.5
4015 3.25
WALL: 9
20
D L
ROOF:
FLOOR:
25 13.75
F-CONTINUOUS FOOTINGS-1500
PROJECT:
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)act (k)all (k)OK?act (k)all (k)OK? (k-in) (in) (Req'd)(200/Fy)(.0018) Use USE:
1.5 12 3.04 8 0.0 12.2 Y 2.7 65.3 Y 7 0.02 0.02 0.72 0.39 0.39 2 # 4
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:
JOB MARIN RESIDENCE
ENGR. EC JOB NO. 25-199 SHEET NO.
SPREAD FOOTINGS
P1 = K FROM G1, SUPPORT 1
P2 = K FROM G1, SUPPORT 2
P3 = K
P4 = K
P TOTAL = K
P ALLOW.= K USE:TYPE 1.
P1 = K FROM, TRUSS "D2" - SUPPORT A
P2 = K
P3 = K
P4 = K
P TOTAL = K
P ALLOW.= K USE:TYPE 2.
P1 = K FROM TRUSS "D2" - SUPPORT I
P2 = K FROM CB-2, SUPPORT 1
P3 = K FROM CB-3, SUPPORT 2
P4 = K
P TOTAL = K
P ALLOW.= K USE:TYPE 2.
0
0
1.87
3.04
3.422
4.529
5.4
F1
0.935
0.935
0
F2
F3
0
5.4
0
0
0
0
3.422
4.529
F-SPREAD FOOTINGS1500 - F1 - F3
1ST FLOOR LATERAL ANALYSIS - ADU
AREA: 926.00 ft²
PERIMETER: 123.75 ft.
LENGTH: 34.00 ft.
WIDTH: 28.25 ft.
ASCE Hazards Report
Address:
1213 S Birch St
Santa Ana, California
92707
Standard:ASCE/SEI 7-16 Latitude:33.732138
Risk Category:II Longitude:-117.870758
Soil Class:D - Default (see
Section 11.4.3)
Elevation:84.63065726198671 ft
(NAVD 88)
Wind
Results:
Wind Speed 95 Vmph
10-year MRI 66 Vmph
25-year MRI 72 Vmph
50-year MRI 76 Vmph
100-year MRI 81 Vmph
Data Source: ASCE/SEI 7-16, Fig. 26.5-1B and Figs. CC.2-1–CC.2-4, and Section 26.5.2
Date Accessed: Fri May 09 2025
Value provided is 3-second gust wind speeds at 33 ft above ground for Exposure C Category, based on linear
interpolation between contours. Wind speeds are interpolated in accordance with the 7-16 Standard. Wind speeds
correspond to approximately a 7% probability of exceedance in 50 years (annual exceedance probability =
0.00143, MRI = 700 years).
Site is not in a hurricane-prone region as defined in ASCE/SEI 7-16 Section 26.2.
Page 1 of 2https://ascehazardtool.org/Fri May 09 2025
PROJECT : PAGE :
CLIENT : DESIGN BY :
JOB NO. : DATE : REVIEW BY :
INPUT DATA
Exposure cate or (B, C or D, ASCE 7-16 26.7.3)B
Importance factor (ASCE 7-16 Table 1.5-2)Iw = 1.00 for all Category
V =95 mph, (152.89 kph)
Kzt =1 Flat
Building height to eave he = 9 ft, (2.74 m)
Building height to ridge hr = 24 ft, (7.32 m)
Building length L = 34 ft, (10.36 m)
Building width, including overhangs B = 28.25 ft, (8.61 m)
Overhang sloped width Oh = 0.5 ft, (0.15 m)
A = 926 Yes
( 86.14 m 2
DESIGN SUMMARY
Max horizontal force normal to buildin len th, L, fac = 8.86 kips, (39 kN), SD level (LRFD level), Typ.
Max horizontal force normal to buildin len th, B, fac = 7.46 kips, (33 kN)
Max total horizontal torsional load = 36.4522 ft-kips, (49 kN-m)
Max total upward force = 15.59 kips, (69 kN)
ANALYSIS
Velocity pressure
qh = 0.00256 Kz Kzt Kd Ke V2 =13.75 psf
where: qh = velocity pressure at mean roof height, h. (Eq. 26.10-1 page 268)
Kz = velocity pressure exposure coefficient evaluated at height, h, (Tab. 26.10-1, pg 268)= 0.70
Kd = wind directionality factor. (Tab. 26.6-1, for building, page 266)= 0.85
h = mean roof height = 16.50 ft
Ke = ground elevation factor. (1.0 per Sec. 26.9, page 268)< 60 ft, [Satisfactory](ASCE 7-16 26.2.1)
< Min (L, B), [Satisfactory](ASCE 7-16 26.2.2)
Design pressures for MWFRS
p = qh [(G Cpf )-(G Cpi )]
where: p = pressure in appropriate zone. (Eq. 28.3-1, page 311). pmin =16 psf (ASCE 7-16 28.3.4)
G Cp f = product of gust effect factor and external pressure coefficient, see table below. (Fig. 28.3-1, page 312 & 313)
G Cp i = product of gust effect factor and internal pressure coefficient.(Tab. 26.13-1, Enclosed Building, page 271)
= 0.18 or -0.18
a = width of edge strips, Fig 28.3-1, page 312, MAX[ MIN(0.1B, 0.1L, 0.4h), MIN(0.04B, 0.04L), 3] =3.00 ft
Net Pressures (psf), Basic Load Cases Net Pressures (psf), Torsional Load Cases
46.72 0.00 46.72
(+GCp i ) (-GCp i )(+GCp i ) (-GCp i )(+GCp i ) (-GCp i )
1 0.56 5.22 10.17 -0.45 -8.66 -3.71 1T 0.56 1.31 2.54
2 0.22 0.60 5.55 -0.69 -11.96 -7.01 2T 0.22 0.15 1.39
3 -0.43 -8.35 -3.41 -0.37 -7.56 -2.61 3T -0.43 -2.09 -0.85
4 -0.37 -7.56 -2.61 -0.45 -8.66 -3.71 4T -0.37 -1.89 -0.65
5 0.40 3.02 7.97 0.00
6 -0.29 -6.46 -1.51
1E 0.69 7.01 11.96 -0.48 -9.07 -4.12 (+GCp i ) (-GCp i )
2E 0.29 1.46 6.41 -1.07 -17.18 -12.23 5T 0.40 0.76 1.99
3E -0.53 -9.73 -4.79 -0.53 -9.76 -4.81 6T -0.29 -1.62 -0.38
4E -0.48 -9.07 -4.12 -0.48 -9.07 -4.12
5E 0.61 5.91 10.86
6E -0.43 -8.39 -3.44
RAUL MARIN A.M.
Roof angle =
G Cp f
Net Pressure with
G Cp f
E.C.
ADU
Net Pressure with
Effective area of components (or Solar Panel area)
MARIN RESIDENCE
Wind Analysis for Low-rise Building, Based on 2021 IBC/ASCE 7-16
Basic wind speed (ASCE 7-16 26.5.1 or 2021 IBC)
Topographic factor (ASCE 7-16 26.8 & Table 26.8-1)
25-199
Surface
Roof angle =
Net Pressure withG Cp f
Surface
Surface
Roof angle =
ft2, <== Overhang? (Yes or No)
Roof angle =
G Cp f
Net Pressure with
Basic Load Case A (Transverse Direction) Basic Load Case B (Longitudinal Direction)
Area Area
(ft2)(+GCp i ) (-GCp i )(ft2)(+GCp i ) (-GCp i )
1 252 1.32 2.56 poverhang =-9.62 psf 2 577 -6.90 -4.04
2 577 0.34 3.20 (ASCE 7-16 28.3.3) 3 577 -4.36 -1.51
3 577 -4.82 -1.96 5 403 1.22 3.21
4 252 -1.91 -0.66 6 403 -2.60 -0.61
1E 54 0.38 0.65 2E 124 -2.12 -1.51
2E 124 0.18 0.79 3E 124 -1.21 -0.59
3E 124 -1.20 -0.59 5E 64 0.38 0.69
4E 54 -0.49 -0.22 6E 64 -0.53 -0.22
Horiz. 8.86 8.86 Horiz. 4.73 4.73
Vert. -3.77 0.98 Vert. -7.83 -3.48
Min. wind Horiz. 8.98 8.98 Min. wind Horiz. 7.46 7.46
28.4.4 Vert. -15.37 -15.37 28.4.4 Vert. -15.37 -15.37
Torsional Load Case A (Transverse Direction) Torsional Load Case B (Longitudinal Direction)
Area Area
(ft2)(+GCp i ) (-GCp i ) (+GCp i ) (-GCp i )(ft2)(+GCp i ) (-GCp i ) (+GCp i ) (-GCp i )
1 99 0.52 1.01 4 7 2 577 -6.90 -4.04 -8 -4
2 227 0.14 1.26 1 6 3 577 -4.36 -1.51 5 2
3 227 -1.89 -0.77 10 4 5 170 0.51 1.35 3 7
4 99 -0.75 -0.26 5 2 6 170 -1.10 -0.26 5 1
1E 54 0.38 0.65 5 9 2E 124 -2.12 -1.51 24 17
2E 124 0.18 0.79 2 8 3E 124 -1.21 -0.59 -14 -7
3E 124 -1.20 -0.59 12 6 5E 64 0.38 0.69 5 9
4E 54 -0.49 -0.22 7 3 6E 64 -0.53 -0.22 7 3
1T 153 0.20 0.39 -2 -3 5T 233 0.18 0.46 -1 -3
2T 350 0.05 0.49 0 -3 6T 233 -0.38 -0.09 -2 -1
3T 350 -0.73 -0.30 -5 -2 23.6 23.6
4T 153 -0.29 -0.10 -2 -1
36 36
Design pressures for components and cladding
p = qh[ (G Cp) - (G Cpi)]
where: p = pressure on component. (Eq. 30.3-1, pg 334)
pmin = 16.00 psf (ASCE 7-16 30.2.2)
G Cp = external pressure coefficient.
see table below. (ASCE 7-16 30.3.2)
= 46.72 o
Effective
Area (ft2) GCP - GCP GCP - GCP GCP - GCP GCP - GCP GCP - GCP GCP - GCP
926 0.50 -1.60 - - - - 0.50 -1.60 0.50 -1.05 0.50 -1.60
Effective
Area (ft2) GCP - GCP GCP - GCP GCP - GCP GCP - GCP GCP - GCP
926 - - 0.50 -1.14 0.50 -1.05 0.70 -0.80 0.70 -0.80
Positive Negative Positive Negative Positive Negative Positive Negative Positive Negative Positive Negative
16.00 -24.47 16.00 -24.47 16.00 -16.88 16.00 -24.47
Positive Negative Positive Negative Positive Negative Positive Negative Positive Negative
16.00 -18.15 16.00 -16.88 16.00 -16.00 16.00 -16.00 24.47 psf)
Torsion (ft-k)
Total Horiz. Torsional Load, MT
Total Horiz. Torsional Load, MT
Surface Pressure (k) with Pressure (k) with
Zone 1 Zone 1'
SurfaceSurface
Surface
Zone 3r
Zone 2 Zone 2n Zone 2r
(The Max Pressure
Pressure (k) with Pressure (k) with
Comp. & Cladding
Pressure
( psf )
Zone 1 Zone 2e
Zone 3 Zone 4Comp.
Zone 1'
Zone 3e
Zone 2e
Zone 3 Zone 3e Zone 3r Zone 4 Zone 5
Zone 5
Zone 2nZone 2 Zone 2r
Torsion (ft-k)
Announcement
ASCE 7-22 is now available.
MARIN RESIDENCE
1213 S Birch St, Santa Ana, CA 92707, USA
Latitude, Longitude: 33.7321501, -117.870683
Date 5/9/2025, 1:10:14 PM
Design Code Reference Document ASCE7-16
Risk Category II
Site Class D - Default (See Section 11.4.3)
Type Value Description
SS 1.287 MCER ground motion. (for 0.2 second period)
S1 0.46 MCER ground motion. (for 1.0s period)
SMS 1.544 Site-modified spectral acceleration value
SM1 null -See Section 11.4.8 Site-modified spectral acceleration value
SDS 1.029 Numeric seismic design value at 0.2 second SA
SD1 null -See Section 11.4.8 Numeric seismic design value at 1.0 second SA
Type Value Description
SDC null -See Section 11.4.8 Seismic design category
Fa 1.2 Site amplification factor at 0.2 second
Fv null -See Section 11.4.8 Site amplification factor at 1.0 second
PGA 0.545 MCEG peak ground acceleration
FPGA 1.2 Site amplification factor at PGA
PGAM 0.653 Site modified peak ground acceleration
TL 8 Long-period transition period in seconds
SsRT 1.287 Probabilistic risk-targeted ground motion. (0.2 second)
SsUH 1.384 Factored uniform-hazard (2% probability of exceedance in 50 years) spectral acceleration
SsD 1.524 Factored deterministic acceleration value. (0.2 second)
S1RT 0.46 Probabilistic risk-targeted ground motion. (1.0 second)
S1UH 0.496 Factored uniform-hazard (2% probability of exceedance in 50 years) spectral acceleration.
S1D 0.6 Factored deterministic acceleration value. (1.0 second)
PGAd 0.626 Factored deterministic acceleration value. (Peak Ground Acceleration)
PGAUH 0.545 Uniform-hazard (2% probability of exceedance in 50 years) Peak Ground Acceleration
CRS 0.929 Mapped value of the risk coefficient at short periods
CR1 0.926 Mapped value of the risk coefficient at a period of 1 s
CV 1.357 Vertical coefficient
5/9/25, 1:10 PM U.S. Seismic Design Maps
https://www.seismicmaps.org 1/2
JOB:
ENGR:JOB NO. SHEET NO.
SEISMIC BASE SHEAR
(ASCE 7-16)
Degrees
Degrees
- Default; No Soils Report (Table 20.3-1)
R =(Table 12.2-1)
SMS =Fa Ss Eq. (11.4-1)
= x
=
SM1 =Fv S1 Eq. (11.4-2)
= x
=
SDS =(2/3)SMS Eq. (11.4-3)
= (2/3)x
=
SD1 =(2/3)SM1 Eq. (11.4-4)
= (2/3)x
=
Ts =SD1 /SDS Sec. (11.3)
=sec.
1.5Ts = x Sec. (11.4-8)
=sec.
Ta =Ct hn Eq. (12.8-7)
=x 17
=sec.
∴
∴
0.548
0.822
Ta ≤ Ts
A Ground Motion Hazard Analysis IS NOT REQUIRED since structure is exempted in accordance with
Sec. 11.4.8, Exception 2: Structures on Site Class D sites with S1 ≥ 0.2 (S1 = 0.46), provided the value of
Cs is determined by Eq. (12.8-2) for values of Ta ≤ 1.5Ts; Cs is determined by 1.5 times the value
computed with Eq. (12.8-3) for values of 1.5Ts < Ta ≤ TL; and Cs is determined by 1.5 times the value
computed with Eq. (12.8-4) for values of TL < Ta
∴
Ta ≤ 1.5Ts
0.8464
Latitude:
Longitude:
33.732138
-117.87076
0.1637
1.5444
1.84 0.46
0.8464
0.564
0.02 0.75
1.5444
1.030
0.548
1.5
MARIN RESIDENCE
25-199
D
1.20 1.29
6.5
EC DATE: 6/10/2025
SITE CLASS:
JOB:
ENGR:JOB NO. SHEET NO.
V = Cs W Eq. (12.8-1)
VMIN = >W Eq. (12.8-5)
=x x 1.0 =W ≥W
VMIN =0.5 S1 I W [For S1 is equal to or greater than 0.6g]Eq. (12.8-6)
= x x W
= W [GOVERNS]
VMAX = W =x W = W Eq. (12.8-3)
x
Eq. (12.8-2)
V = r W =x x W = x W
= W [Strength Level][Includes Rho]Sec. (12.8-1)
V = x W
= W [Allowable Stress Design][Includes Rho]Sec. (12.8-1)
0.044 1.030 0.0453 0.010
0.044 SDS I 0.01
MARIN RESIDENCE
EC DATE: 6/10/2025 25-199
0.7
0.15
0.207
SD1 I
T R
R
0.5 0.4600
1.30.159
0.207
R
1.030 1.0 1.3
6.5
1.0
6.5
0.035
0.5302
SDS I
0.564 1.0
0.164 6.5
JOB:
ENG JOB NO. SHEET NO.
SEISMIC ANALYSIS
WEIGHT
Wroof = ( 25 psf + 2.5 psf ) x ft^2 = kips
Wwall = 16 psf x 12 ft /2 x ft = kips
W2 = kips
BASE SHEAR
= x [Includes Rho]
= x = kips
EC DATE:25-199
lbs/sq ft
(5.848)
MARIN RESIDENCE
6/10/2025
VBASE
VBASE 0.145
5.420.145 37.3
WTOTAL
37.3
25.5
123.75 11.9
926
CITY OF SANTA ANA
Planning and Building Agency
Approved
SHEARWALL_ SCHEDULE
MARK
SHEATHING
( 1 )
NAIL
SIZE
2
EDGE
NAIL
SPACING
FIELD
NAIL
SPACING
SILL TO
yy00D CONN. 1
O
SILL TO
CONC. CONN. (1)
CAST -IN -PLACE
CONCSI
TIT N H
ESR-
P„ h01
SCR♦�VS�Y
713)
LLOW.
HEAR
(PLF)
SHEAR
WALL
TYPE(3)
A615/32
STR O.S.
10d
6"
12"
SDS1/4"x6" ®16"
2x: 5/8"0 A.B. ® 32"
3x: 5/8"0 A.B. 0 48"
2x: 1 2"0 S
/
REW ®32
340
I
®
15/32 STR O.S.
10d
4"
12"
SDS1/4"x6" ® 12"
3x: 5/8"0 A.B. ® 32"
3x: 1/2"0 SCREW ® 24
510
ZL
A3
15/32 STR O.S.
10d
3" STGR(4)
12"
SDS1/4"x6" ® 9"
3x: 5/8"0 A.B. ® 24"
3x: 1/2"0 SCREW @ 18
665
ZL
A2
15/32 STR O.S.
10d
2" STGR(4)
12"
SDS1/4"x6" ® 6"
3x: 5/8"0 A.B. ® 16"
3x: 1/2"0 SCREW @ 12
870
H
4D
15/32 STR D.S.
10d
4"
12"
SDS1/4"x6" ® 6"
3x: 5/8"0 A.B. ® 16"
3x: 1/2"0 SCREW @ 12
1020
IIE
OD
15/32 STR D.S.
10d
3" STGR(4)
12"
SDS1/4"x6" ® 4"
3x: 5/8"0 A.B. ® 12"
3x: 1/2"0 SCREW @ 8"
1330
A
15/32 STR D.S.
10d
2" STGR(4)
12"
SDS1/4"x6" ® 3"
3x: 5/8"0 A.B. ® 8"
3x: 1/2"0 SCREW ® 6"
1740
1Z
SHEARWALL NOTES:
(1) O.S. INDICATES SHEATHING ON ONE SIDE OF WALL AS SHOWN ON PLANS.
D.S. INDICATES DOUBLE SIDED SHEARWALL: SHEATHING ON BOTH SIDES OF WALL.
(2) USE COMMON WIRE NAILS FOR ALL STRUCT-1 SHEATHING.
(3) SEE DETAILS 8/S1.2 & 12/S1.2 FOR SHEARWALL ASSEMBLIES BASED ON SHEARWALL TYPE.
(4) FOR STAGGERED EDGE NAILING REQUIREMENTS SEE DETAILS 8/S1.2 & 12/S1.2.
(5) SEE DETAILS 6/S1.1 AND 7/S1.1 FOR PLATE WASHER SIZE AND MINIMUM ANCHOR BOLT
EMBEDMENT, RESPECTIVELY. TITEN HD SCREWS TO BE USED IN RETROFIT CONDITIONS.
(6) WHERE 3x SILL PLATES AND EDGE STUDS ARE REQUIRED AT EXISTING 2x CONDITION, SEE DETAIL 6/S1.2.
JANCE
1ST FLOOR SHEARWALLS - ADU
JOB
ENGR. EC DATE:JOB NO. SHEET NO.
NOTES:
1-GIVEN CAPACITIES BASED ON INSTALLATION ON STEMWALL/RAISED FOUND.
2-CAPACITIES SHOWN REPRESENT THE LOWEST VALUE BETWEEN HD & A.B.
LARR NO.
LARR NO.
LARR NO.
*
ESR-ICC NO.
ESR 2611 LARR 25827
CAPACITIES BASED ON LARR/ESR-ICC NUMBERS ABOVE &
SIMPSON CATALOG C-C-2019
ESR-ICC NO.
ESR 2330 LARR 25720
IAPMO NO.
IAPMO 0143 LARR 25828
HD12
HD19
ANCHOR
BOLT
11.63 6x6
HD
HDU2
HDU4
HDU5
HDU8
HDU11
HDU14
HDU14
SB5/8x24
SB7/8x24
PAB8
HOLDOWNS
SB5/8x24
SB5/8x24
ALLOWABLE
UPLIFT
3.08
4.57
5.65
6.97
ALLOWABLE
75%
2.31
3.42
4.23
5.23
4x4
4x6
4x6
6x6
9.34
14.45
7.00
10.83
12.5816.78
PAB8
PAB9 15.51
REMARKS
4x4
4x4
6x6
PAB8 14.39 10.79 4x8
PAB9
JOB MARIN RESIDENCE
ENGR. EC DATE:JOB NO. 25-199 SHEET NO.
TAG:X1 ( 9.25 ft),X2 ( 3.25 ft)
FORCE:
WIND GOVERNS
F1= kips Load Comb. :0.67 D + W
SDS : 1.03
SHEAR STRESS
X1 :L1= ft v= lbs = plf
X2 :L2= ft ft
Ltotal= ft
OVERTURNING
height= 9.00 ft
MOT= x x 9 = k-ft
ROOF: psf x ft = plf h/w= 0.97 OK
WALL: psf x ft = plf
w = plf Vallow= 340 PLF
MR= x 9.25 ^2/2 = k-ft USE:
TYPE 6 SHEARWALL
- 0.67 x = kips
kips OK USE:4 x 4 POST w/ H.D.
height= 10.75 ft
MOT= x x 11 = k-ft
ROOF: psf x ft = plf h/w= 2.77 OK
WALL: psf x ft = plf
w = plf Vallow= 340 PLF
MR= x 3.25 ^2/2 = k-ft USE:
TYPE 6 SHEARWALL
- 0.67 x = kips
kips OK USE:4 x 4 POST w/ H.D.
SHEARWALL CALCULATIONS
0.59
9.25 593 47
3.9
Tributary
12.50
9
106
3.25 12.50
12.50
1.66 0.29
0.00
WALL:X1
0.59 9.25
T=
33
0.00
Unit load
WALL:
Tributary
144
250
1.66
X2
3.9
Tallow=3.08
T=
25
1.08
NOTallow=
16 11 172
HDU2
205
0.205 1.08
June 10, 2025
3.25
1
12.50
9.25
0.59
0.250 10.71
Unit load
25
3.25
10.71
4
16
JOB MARIN RESIDENCE
ENGR. EC DATE:JOB NO. 25-199 SHEET NO.
TAG:X3 ( 9.75 ft),0.00 ( 0.00 ft)
FORCE:
WIND GOVERNS
F1= kips Load Comb. :0.67 D + W
SDS : 1.03
SHEAR STRESS
X3 :L1= ft v= lbs = plf
0.00 :L2= ft ft
Ltotal= ft
OVERTURNING
height= 16.00 ft
MOT= x x 16 = k-ft
ROOF: psf x ft = plf h/w= 1.64 OK
WALL: psf x ft = plf
w = plf Vallow= 340 PLF
MR= x 9.75 ^2/2 = k-ft USE:
TYPE 6 SHEARWALL
- 0.67 x = kips
kips OK USE:4 x 4 POST w/ H.D.
SHEARWALL CALCULATIONS
2.53
9.75 2527 259
40.4
Tributary
9.75
16
106
0.00 9.75
9.75
2.97
WALL:X3
2.53 9.75
T=
3.08
256
362
40.4
HDU2Tallow=
June 10, 2025
9.75
0.362 17.22
Unit load
25
17.22
4
16
JOB MARIN RESIDENCE
ENGR. EC DATE:JOB NO. 25-199 SHEET NO.
TAG:X4 ( 6.00 ft),X5 ( 16.00 ft)
FORCE:
WIND GOVERNS
F1= kips Load Comb. :0.67 D + W
SDS : 1.03
SHEAR STRESS
X4 :L1= ft v= lbs = plf
X5 :L2= ft ft
Ltotal= ft
OVERTURNING
height= 11.25 ft
MOT= x x 11 = k-ft
ROOF: psf x ft = plf h/w= 1.88 OK
WALL: psf x ft = plf
w = plf Vallow= 340 PLF
MR= x 6.00 ^2/2 = k-ft USE:
TYPE 6 SHEARWALL
- 0.67 x = kips
kips OK USE:4 x 4 POST w/ H.D.
height= 17.00 ft
MOT= x x 17 = k-ft
ROOF: psf x ft = plf h/w= 0.70 OK
WALL: psf x ft = plf
w = plf Vallow= 340 PLF
MR= x 16.00 ^2/2 = k-ft USE:
TYPE 6 SHEARWALL
- 0.67 x = kips
kips OK USE:4 x 4 POST w/ H.D.
SHEARWALL CALCULATIONS
2.30
6.00 2297 104
7.0
Tributary
22.00
11
58
16.00 22.00
22.00
28.40 0.01
0.70
WALL:X4
2.30 6.00
T=
58
3.08
Unit load
WALL:
Tributary
180
238
28.40
X5
7.0
Tallow=3.08
T=
25
42.27
HDU2Tallow=
16 17 272
HDU2
330
0.330 42.27
June 10, 2025
16.00
2
22.00
6.00
2.30
0.238 4.29
Unit load
25
16.00
4.29
2
16
JOB MARIN RESIDENCE
ENGR. EC DATE:JOB NO. 25-199 SHEET NO.
TAG:Y1 ( 2.75 ft),Y2 ( 3.25 ft),Y3 ( 3.50 ft),0.00 ( 0.00 ft)
FORCE:
SEISMIC GOVERNS
F1= kips Load Comb. :(0.6-.14SDS) D + E
SDS : 1.03
SHEAR STRESS
Y1 :L1= ft v= lbs = plf
Y2 :L2= ft ft
Y3 : L3= ft
0.00 : L4= ft
Ltotal= ft
OVERTURNING
height= 9.00 ft
MOT= x x 9 = k-ft
ROOF: psf x ft = plf h/w= 3.27 WSP Factor=0.84
WALL: psf x ft = plf
w = plf Vallow= 340 x 0.84 = PLF
MR= x 2.75 ^2/2 = k-ft USE:
TYPE 6 SHEARWALL
- 0.46 x = kips
kips OK USE:4 x 4 POST w/ H.D.
height= 9.00 ft
MOT= x x 9 = k-ft
ROOF: psf x ft = plf h/w= 2.77 WSP Factor= 0.90
WALL: psf x ft = plf
w = plf Vallow= 340 x 0.90 = PLF
MR= x 3.25 ^2/2 = k-ft USE:
TYPE 6 SHEARWALL
- 0.46 x = kips
kips OK USE:4 x 4 POST w/ H.D.
325
307
HDU2
9.50
286325
HDU2
PER SDPWS, SEC. 4.3.4:
271
PER SDPWS, SEC. 4.3.4:
9.50
June 10, 2025
725
TributaryUnit load
3.25
3.50
2.58
SHEARWALL CALCULATIONS
2578
0.325
9.50
Y1
2.24
2.75
0.00
2.207.94 1.72
T=
Tallow=
6.7
3.08
WALL:
0.325
16
2.58
2.75
2.75
1.23
1.23
9
6.7
181
144
9.50
Unit load Tributary
7.94
3.25
181
16
25
9
3.25
1.72
WALL:Y2
2.58
144
7
Tallow=3.08
T=
JOB MARIN RESIDENCE
ENGR. EC DATE JOB NO. 25-199 SHEET NO.
height= 10.75 ft
MOT= x x 11 = k-ft
ROOF: psf x ft = plf h/w= 2.57 WSP Factor= 0.93
WALL: psf x ft = plf
w = plf Vallow= 340 x 0.93 = PLF
MR= x 3.50 ^2/2 = k-ft USE:
TYPE 6 SHEARWALL
- 0.46 x = kips
kips OK USE:4 x 4 POST w/ H.D.HDU2
10.2
316
PER SDPWS, SEC. 4.3.4:
0.255
Y3
25 83
2.58 3.50
9.50
172
WALL:
16 11
3
Tallow=3.08
1.56
3.50
10.2
June 10, 2025
Unit load Tributary
255
1.56
T=2.71
JOB MARIN RESIDENCE
ENGR. EC DATE:JOB NO. 25-199 SHEET NO.
TAG:Y4 ( 4.00 ft),Y5 ( 8.00 ft),Y6 ( 5.00 ft),Y7 ( 3.75 ft)
FORCE:
SEISMIC GOVERNS
F1= kips Load Comb. :(0.6-.14SDS) D + E
SDS : 1.03
SHEAR STRESS
Y4 :L1= ft v= lbs = plf
Y5 :L2= ft ft
Y6 : L3= ft
Y7 : L4= ft
Ltotal= ft
OVERTURNING
height= 9.00 ft
MOT= x x 9 = k-ft
ROOF: psf x ft = plf h/w= 2.25 WSP Factor=0.97
WALL: psf x ft = plf
w = plf Vallow= 340 x 0.97 = PLF
MR= x 4.00 ^2/2 = k-ft USE:
TYPE 6 SHEARWALL
- 0.46 x = kips
kips OK USE:4 x 4 POST w/ H.D.
height= 9.00 ft
MOT= x x 9 = k-ft
ROOF: psf x ft = plf h/w= 1.13 OK
WALL: psf x ft = plf
w = plf Vallow= 340 PLF
MR= x 8.00 ^2/2 = k-ft USE:
TYPE 6 SHEARWALL
- 0.46 x = kips
kips OK USE:4 x 4 POST w/ H.D.
325
HDU2
20.75
329325
HDU2
PER SDPWS, SEC. 4.3.4:
137
20.75
June 10, 2025
725
TributaryUnit load
8.00
5.00
2.84
SHEARWALL CALCULATIONS
2838
0.325
20.75
Y4
0.93
4.00
3.75
0.649.85 10.41
T=
Tallow=
4.9
3.08
WALL:
0.325
16
2.84
4.00
4.00
2.60
2.60
9
4.9
181
144
20.75
Unit load Tributary
9.85
8.00
181
16
25
9
8.00
10.41
WALL:Y5
2.84
144
7
Tallow=3.08
T=
JOB MARIN RESIDENCE
ENGR. EC DATE JOB NO. 25-199 SHEET NO.
height= 9.00 ft
MOT= x x 9 = k-ft
ROOF: psf x ft = plf h/w= 1.80 OK
WALL: psf x ft = plf
w = plf Vallow= 340 PLF
MR= x 5.00 ^2/2 = k-ft USE:
TYPE 6 SHEARWALL
- 0.46 x = kips
kips OK USE:4 x 4 POST w/ H.D.
height= 9.00 ft
MOT= x x 9 = k-ft
ROOF: psf x ft = plf h/w= 2.40 WSP Factor= 0.95
WALL: psf x ft = plf
w = plf Vallow= 340 x 0.95 = PLF
MR= x 3.8 ^2/2 = k-ft USE:
TYPE 6 SHEARWALL
- 0.46 x = kips
kips OK USE:4 x 4 POST w/ H.D.
HDU2
6.2
0.325
Y6
25 181
2.84 5.00
20.75
144
WALL:
16 9
7
Tallow=3.08
4.07
5.00
6.2
June 10, 2025
Unit load Tributary
325
4.07
T=
WALL:Y7
2.84 3.75
0.86
4.6
144
25 7 181
20.75
Tributary
Tallow=3.08
0.325 2.29
T= 4.6
HDU2
0.952.29
3.75
325
Unit load
16 9
323
PER SDPWS, SEC. 4.3.4:
EC + Associates Engineering
www.ecaengineering.com
1412 Espanol Ave Montebello, CA 90640 P: 562 708 3586
STRUCTURAL CALCULATIONS FOR:
ADDITION, REMODEL & NEW DETACHED ADU
FOR
RAUL MARIN
PROJECT ADDRESS:
1213 S BIRCH ST.
SANTA ANA, CA 92707
SIGNED: 5/23/2025
REVISION DESCRIPTION CHECKED DATE
Buildin Department Submittal E.C. 5/23/2025
JOB NO.: 25-199
JOB
ENGR. EC 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_____ minimum into undisturbed soil or_____ below finish grade
whichever is lower.
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.
ROOF LOADS
roof rafter
composite shingles 2.5 psf 2.5 psf
re‐roof 2.0 psf 2.0 psf
1/2" plywwod 1.5 psf 1.5 psf
rafters 4.0 psf 4.0 psf
insulation 0.5 psf
Ceiling 3.0 psf
beams/headers 1.0 psf
MP&E/ misc.0.5 psf 0.5 psf
D= 15.0 psf 10.5 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
PROJECT:
JOB NO.
POST AREA ALLOWABLE LOAD (KIPS)-UNSUPPORTED HEIGHT IN FT (LOAD TABLE 100%)
SIZE IN 2 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22
2X4 5.25 1.00
2X4 X 5.25 4.58 3.61 2.87 2.32 1.91 1.60 1.35 1.16 1.00
2X4 5.25 1.05
2X4 X 5.25 4.67 3.72 2.98 2.42 2.00 1.67 1.42 1.22 1.05
2X6 8.25 1.66
2X6 X 8.25 10.49 9.66 8.68 7.65 6.67 5.79 5.04 4.40 3.86 3.41 3.03 2.71 2.43 2.19 1.99 1.81 1.66
2X8 10.88 2.18
2X8 X 10.88 14.3 13.9 13.3 12.5 11.7 10.7 9.8 8.8 7.96 7.17 6.46 5.84 5.29 4.81 4.39 4.01 3.68
3X4 8.75 4.57 3.46 2.70 2.15 1.76
3X4 X 8.75 7.78 6.20 4.97 4.04 3.33 2.79 2.36 2.03 1.76
3X6 13.75 7.14 5.42 4.23 3.38 2.76
3X6 X 13.75 17.5 16.1 14.5 12.8 11.1 9.7 8.39 7.33 6.43 5.68 5.05 4.51 4.05 3.66 3.31 3.02 2.76
3X8 18.13 9.35 7.11 5.56 4.45 3.63
3X8 X 18.13 23.9 23.1 22.1 20.9 19.4 17.9 16.3 14.7 13.3 11.9 10.8 9.7 8.82 8.01 7.31 6.68 6.13
4X4 12.25 10.9 8.68 6.96 5.66 4.67 3.90 3.31 2.84 2.46
4X6 19.25 16.8 13.5 10.9 8.85 7.31 6.12 5.19 4.46 3.86
4X6 X 19.25 24.5 22.5 20.3 17.9 15.6 13.5 11.7 10.3 9.01 7.96 7.07 6.31 5.67 5.12 4.64 4.23 3.86
4X8 25.38 21.8 17.6 14.2 11.6 9.6 8.04 6.83 5.86 5.08
4X8 X 25.38 33.5 32.4 30.9 29.2 27.2 25.0 22.8 20.6 18.6 16.7 15.1 13.6 12.3 11.2 10.2 9.4 8.59
6X6 30.25 27.6 26.3 24.8 23.0 20.9 18.8 16.8 15.0 13.3 11.9 10.7 9.59 8.66 7.84 7.13 6.51 5.97
6X8 41.25 37.6 35.9 33.8 31.3 28.5 25.7 22.9 20.4 18.2 16.2 14.6 13.1 11.8 10.7 9.7 8.9 8.1
6X8 X 41.25 39.3 38.5 37.5 36.2 34.7 33.0 31.0 28.9 26.8 24.6 22.6 20.7 18.9 17.4 15.9 14.7 13.5
6X10 52.25 44.4 42.7 40.4 37.7 34.7 31.5 28.3 25.4 22.7 20.3 18.2 16.4 14.8 13.5 12.3 11.2 10.3
6X10 X 52.25 47.2 46.7 46.2 45.5 44.7 43.8 42.8 41.5 40.2 38.6 37.0 35.2 33.3 31.5 29.6 27.8 26.1
8X8 56.25 53.8 52.8 51.5 50.0 48.1 45.9 43.4 40.7 37.9 35.0 32.3 29.6 27.2 25.0 23.0 21.2 19.6
X INDICATES BRACED IN WEAK DIRECTION
LL VALUES BASED ON DOUGLAS FIR-LARCH
No
.
1
GR
A
D
E
Co
n
s
t
No
.
2
No
.
2
No
.
2
PROJECT:
JOB NO.
POST AREA ALLOWABLE LOAD (KIPS)-UNSUPPORTED HEIGHT IN FT (LOAD TABLE 125%)
SIZE IN 2 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22
2X4 5.25 1.01
2X4 X 5.25 4.83 3.73 2.94 2.36 1.93 1.61 1.36 1.17 1.01
2X4 5.25 1.06
2X4 X 5.25 4.97 3.87 3.06 2.47 2.03 1.69 1.43 1.23 1.06
2X6 8.25 1.67
2X6 X 8.25 12.40 11.08 9.64 8.26 7.06 6.04 5.20 4.51 3.94 3.47 3.07 2.74 2.46 2.21 2.01 1.82 1.67
2X8 10.88 2.19
2X8 X 10.88 17.5 16.7 15.7 14.5 13.2 11.9 10.6 9.4 8.37 7.47 6.69 6.01 5.42 4.91 4.46 4.07 3.73
3X4 8.75 4.67 3.51 2.72 2.17 1.77
3X4 X 8.75 8.28 6.45 5.11 4.12 3.38 2.82 2.39 2.04 1.77
3X6 13.75 7.32 5.50 4.27 3.41 2.78
3X6 X 13.75 20.7 18.5 16.1 13.8 11.8 10.1 8.67 7.52 6.57 5.78 5.12 4.57 4.09 3.69 3.34 3.04 2.78
3X8 18.13 9.60 7.24 5.62 4.49 3.66
3X8 X 18.13 29.2 27.9 26.2 24.2 22.0 19.8 17.6 15.7 14.0 12.4 11.1 10.0 9.03 8.18 7.44 6.79 6.22
4X4 12.25 11.6 9.03 7.15 5.76 4.73 3.95 3.34 2.86 2.48
4X6 19.25 18.0 14.1 11.2 9.03 7.42 6.19 5.24 4.49 3.89
4X6 X 19.25 28.9 25.8 22.5 19.3 16.5 14.1 12.1 10.5 9.20 8.09 7.17 6.39 5.73 5.17 4.68 4.26 3.89
4X8 25.38 23.5 18.4 14.7 11.9 9.8 8.15 6.90 5.91 5.12
4X8 X 25.38 40.9 39.0 36.7 33.9 30.8 27.7 24.7 21.9 19.5 17.4 15.6 14.0 12.6 11.5 10.4 9.5 8.71
6X6 30.25 33.4 31.4 28.8 26.0 23.1 20.3 17.8 15.7 13.9 12.3 10.9 9.80 8.81 7.97 7.23 6.59 6.03
6X8 41.25 45.6 42.8 39.3 35.4 31.5 27.7 24.3 21.4 18.9 16.7 14.9 13.4 12.0 10.9 9.9 9.0 8.2
6X8 X 41.25 48.5 47.1 45.4 43.3 40.8 38.0 35.0 32.0 29.1 26.4 23.9 21.7 19.7 18.0 16.4 15.0 13.8
6X10 52.25 54.0 51.1 47.4 43.1 38.6 34.3 30.3 26.7 23.7 21.0 18.8 16.8 15.1 13.7 12.4 11.3 10.4
6X10 X 52.25 58.6 57.8 56.9 55.9 54.6 53.0 51.2 49.2 46.9 44.5 41.9 39.3 36.8 34.3 31.9 29.7 27.6
8X8 56.25 66.4 64.7 62.6 60.0 56.8 53.3 49.4 45.4 41.5 37.8 34.4 31.2 28.5 26.0 23.8 21.8 20.0
X INDICATES BRACED IN WEAK DIRECTION
LL VALUES BASED ON DOUGLAS FIR-LARCH
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No
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2
PROJECT:
JOB NO.
POST AREA ALLOWABLE LOAD (KIPS)-UNSUPPORTED HEIGHT IN FT (LOAD TABLE 160%)
SIZE IN 2 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22
2X4 5.25 1.01
2X4 X 5.25 5.03 3.83 2.99 2.39 1.95 1.63 1.37 1.17 1.01
2X4 5.25 1.07
2X4 X 5.25 5.22 3.99 3.13 2.51 2.05 1.71 1.44 1.23 1.07
2X6 8.25 1.68
2X6 X 8.25 14.56 12.48 10.49 8.78 7.37 6.24 5.34 4.61 4.01 3.52 3.11 2.77 2.48 2.23 2.02 1.84 1.68
2X8 10.88 2.21
2X8 X 10.88 21.6 20.2 18.5 16.6 14.7 12.9 11.3 9.9 8.71 7.71 6.87 6.14 5.53 4.99 4.53 4.13 3.78
3X4 8.75 4.76 3.56 2.75 2.19 1.78
3X4 X 8.75 8.70 6.66 5.22 4.18 3.42 2.85 2.40 2.06 1.78
3X6 13.75 7.46 5.58 4.31 3.43 2.79
3X6 X 13.75 24.3 20.8 17.5 14.6 12.3 10.4 8.90 7.68 6.68 5.86 5.18 4.61 4.13 3.72 3.37 3.06 2.79
3X8 18.13 9.81 7.34 5.68 4.52 3.68
3X8 X 18.13 36.1 33.7 30.8 27.6 24.4 21.4 18.8 16.5 14.5 12.9 11.4 10.2 9.21 8.32 7.55 6.88 6.29
4X4 12.25 12.2 9.32 7.30 5.85 4.79 3.99 3.37 2.88 2.49
4X6 19.25 19.0 14.6 11.4 9.18 7.51 6.25 5.28 4.52 3.91
4X6 X 19.25 34.0 29.1 24.5 20.5 17.2 14.6 12.5 10.7 9.36 8.21 7.26 6.46 5.78 5.21 4.71 4.28 3.91
4X8 25.38 24.8 19.1 15.0 12.1 9.9 8.23 6.96 5.95 5.15
4X8 X 25.38 50.5 47.2 43.2 38.7 34.2 30.0 26.3 23.1 20.3 18.0 16.0 14.3 12.9 11.6 10.6 9.6 8.81
6X6 30.25 40.7 37.2 33.1 28.9 25.0 21.6 18.7 16.3 14.3 12.6 11.2 9.97 8.95 8.07 7.31 6.66 6.08
6X8 41.25 55.6 50.7 45.1 39.4 34.1 29.4 25.5 22.2 19.5 17.2 15.2 13.6 12.2 11.0 10.0 9.1 8.3
6X8 X 41.25 60.7 58.3 55.3 51.6 47.5 43.1 38.8 34.7 31.1 27.8 25.0 22.5 20.3 18.5 16.8 15.3 14.1
6X10 52.25 66.2 61.0 54.9 48.4 42.2 36.6 31.9 27.8 24.4 21.6 19.2 17.1 15.4 13.9 12.6 11.5 10.5
6X10 X 52.25 74.3 73.0 71.4 69.5 67.2 64.5 61.3 57.9 54.2 50.5 46.7 43.1 39.8 36.6 33.8 31.2 28.8
8X8 56.25 83.3 80.3 76.5 72.0 66.7 61.0 55.2 49.7 44.7 40.1 36.1 32.6 29.5 26.8 24.4 22.3 20.4
X INDICATES BRACED IN WEAK DIRECTION
LL VALUES BASED ON DOUGLAS FIR-LARCH
No
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1
GR
A
D
E
Co
n
s
t
No
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No
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2
No
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2
EC + Associates Engineering
www.ecaengineering.com
1412 Espanol Ave Montebello, CA 90640 P: 562 708 3586
MAIN
DWELLING
ROOF FRAMING PLAN - SFD
ROOF - SFD
Member Name Results (Max UTIL %)Current Solution Comments
RR-1 Passed (54% M)1 piece(s) 2 x 8 DF No.2 @ 16" OC
RR-2 Passed (29% M)1 piece(s) 2 x 8 DF No.2 @ 16" OC
CJ-1 Passed (73% M)1 piece(s) 2 x 8 DF No.2 @ 16" OC
CJ-2 Passed (63% M)1 piece(s) 2 x 6 DF No.2 @ 16" OC
CB-1 Passed (4% M)1 piece(s) 4 x 10 DF No.1
CB-2 Passed (10% R)1 piece(s) 3 1/2" x 9 1/4" 2.2E Parallam® PSL
CB-3 Passed (13% M)1 piece(s) 4 x 10 DF No.1
CB-4 Passed (4% M)1 piece(s) 4 x 10 DF No.1
CB-5 Passed (55% ΔT)1 piece(s) 5 1/4" x 9 1/4" 2.2E Parallam® PSL
CB-6 Passed (27% R)1 piece(s) 5 1/4" x 9 1/4" 2.2E Parallam® PSL
CB-7 Passed (11% R)1 piece(s) 5 1/4" x 9 1/4" 2.2E Parallam® PSL
H1 Passed (13% M)1 piece(s) 4 x 6 DF No.1
H2 Passed (15% M)1 piece(s) 4 x 4 DF No.1
H3 Passed (30% R)1 piece(s) 3 1/2" x 9 1/4" 2.2E Parallam® PSL
H4 Passed (33% M)1 piece(s) 4 x 6 DF No.1
H5 Passed (77% M)1 piece(s) 4 x 6 DF No.1
25-199 1213 S BIRCH ST. - 2 STRUCTURES - RAUL MARIN
JOB SUMMARY REPORT
ForteWEB Software Operator Job Notes 5/23/2025 5:21:12 PM UTC
Alan Mijares
EC+Associates Engineering Inc
(562) 419-7020
AlanM@ecaengineering.com
ForteWEB v3.9
File Name: 25-199 1213 S BIRCH ST. - 2 STRUCTURES - RAUL
MARIN
Page 1 / 18
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)288 @ 13' 10 1/2"3281 (3.50")Passed (9%)--1.0 D + 1.0 Lr (Alt Spans)
Shear (lbs)253 @ 13' 3"1631 Passed (16%)1.25 1.0 D + 1.0 Lr (Alt Spans)
Moment (Ft-lbs)923 @ 7' 3 1/4"1700 Passed (54%)1.25 1.0 D + 1.0 Lr (Alt Spans)
Live Load Defl. (in)0.301 @ 7' 3 3/16"0.740 Passed (L/591)--1.0 D + 1.0 Lr (Alt Spans)
Total Load Defl. (in)0.476 @ 7' 3 3/16"0.986 Passed (L/373)--1.0 D + 1.0 Lr (Alt Spans)
Member Length : 16' 9/16"
System : Roof
Member Type : Joist
Building Use : Residential
Building Code : IBC 2021
Design Methodology : ASD
Member Pitch : 6/12
•Deflection criteria: LL (L/240) and TL (L/180).
•Overhang deflection criteria: LL (2L/240) and TL (2L/180).
•Birdsmouth cut has not been analyzed.
•A 15% increase in the moment capacity has been added to account for repetitive member usage.
•Applicable calculations are based on NDS.
• Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Roof Live Factored Accessories
1 - Birdsmouth - DF 3.50"3.50"1.50"114 194 308 Blocking
2 - Beveled Plate - DF 3.50"3.50"1.50"107 182 288 Blocking
•Dimensions for lateral bracing intervals are measured along the length of the member for sloped conditions.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)Continuous
Bottom Edge (Lu)Continuous
Dead Roof Live
Vertical Load Location (Side)Spacing (0.90)(1.25)Comments
1 - Uniform (PSF)0 to 14' 1"16"10.5 20.0 ROOF
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/
document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
Weyerhaeuser Notes
Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.).
MEMBER REPORT PASSED
ROOF - SFD, RR-1
1 piece(s) 2 x 8 DF No.2 @ 16" OC
ForteWEB Software Operator Job Notes 5/23/2025 5:21:12 PM UTC
Alan Mijares
EC+Associates Engineering Inc
(562) 419-7020
AlanM@ecaengineering.com
ForteWEB v3.9, Engine: V8.4.3.94, Data: V8.1.7.3
File Name: 25-199 1213 S BIRCH ST. - 2 STRUCTURES - RAUL
MARIN
Page 3 / 18
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)214 @ 10' 4 1/2"3281 (3.50")Passed (7%)--1.0 D + 1.0 Lr (Alt Spans)
Shear (lbs)179 @ 9' 9"1631 Passed (11%)1.25 1.0 D + 1.0 Lr (Alt Spans)
Moment (Ft-lbs)498 @ 5' 6 5/16"1700 Passed (29%)1.25 1.0 D + 1.0 Lr (Alt Spans)
Live Load Defl. (in)0.088 @ 5' 6 3/16"0.544 Passed (L/999+)--1.0 D + 1.0 Lr (Alt Spans)
Total Load Defl. (in)0.139 @ 5' 6 3/16"0.725 Passed (L/940)--1.0 D + 1.0 Lr (Alt Spans)
Member Length : 12' 1 5/8"
System : Roof
Member Type : Joist
Building Use : Residential
Building Code : IBC 2021
Design Methodology : ASD
Member Pitch : 6/12
•Deflection criteria: LL (L/240) and TL (L/180).
•Overhang deflection criteria: LL (2L/240) and TL (2L/180).
•Birdsmouth cut has not been analyzed.
•A 15% increase in the moment capacity has been added to account for repetitive member usage.
•Applicable calculations are based on NDS.
• Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Roof Live Factored Accessories
1 - Birdsmouth - DF 3.50"3.50"1.50"87 148 234 Blocking
2 - Beveled Plate - DF 3.50"3.50"1.50"79 135 214 Blocking
•Dimensions for lateral bracing intervals are measured along the length of the member for sloped conditions.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)Continuous
Bottom Edge (Lu)Continuous
Dead Roof Live
Vertical Load Location (Side)Spacing (0.90)(1.25)Comments
1 - Uniform (PSF)0 to 10' 7"16"10.5 20.0 ROOF
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/
document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
Weyerhaeuser Notes
Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.).
MEMBER REPORT PASSED
ROOF - SFD, RR-2
1 piece(s) 2 x 8 DF No.2 @ 16" OC
ForteWEB Software Operator Job Notes 5/23/2025 5:21:12 PM UTC
Alan Mijares
EC+Associates Engineering Inc
(562) 419-7020
AlanM@ecaengineering.com
ForteWEB v3.9, Engine: V8.4.3.94, Data: V8.1.7.3
File Name: 25-199 1213 S BIRCH ST. - 2 STRUCTURES - RAUL
MARIN
Page 4 / 18
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)272 @ 2 1/2"3281 (3.50")Passed (8%)--1.0 D + 1.0 L (All Spans)
Shear (lbs)236 @ 10 3/4"1305 Passed (18%)1.00 1.0 D + 1.0 L (All Spans)
Moment (Ft-lbs)867 @ 6' 9 1/2"1183 Passed (73%)1.00 1.0 D + 1.0 L (All Spans)
Live Load Defl. (in)0.237 @ 6' 9 1/2"0.658 Passed (L/668)--1.0 D + 1.0 L (All Spans)
Total Load Defl. (in)0.355 @ 6' 9 1/2"0.878 Passed (L/445)--1.0 D + 1.0 L (All Spans)
Member Length : 13' 7"
System : Ceiling
Member Type : Attic Joist
Building Use : Residential
Building Code : IBC 2021
Design Methodology : ASD
Member Pitch : 0/12
•Deflection criteria: LL (L/240) and TL (L/180).
•Allowed moment does not reflect the adjustment for the beam stability factor.
•Applicable calculations are based on NDS.
• Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Floor/Ceiling
Live Factored Accessories
1 - Stud wall - DF 3.50"3.50"1.50"91 181 272 Blocking
2 - Stud wall - DF 3.50"3.50"1.50"91 181 272 Blocking
•Maximum allowable bracing intervals based on applied load.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)10' 10" o/c
Bottom Edge (Lu)13' 7" o/c
• Only vertical loads are available for Attic Joist member types. No tension loading will be considered in the design for these members.
Dead
Floor/Ceiling
Live
Vertical Load Location (Side)Spacing (0.90)(1.00)Comments
1 - Uniform (PSF)0 to 13' 7"16"10.0 20.0 CEILING
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/
document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
Weyerhaeuser Notes
Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.).
MEMBER REPORT PASSED
ROOF - SFD, CJ-1
1 piece(s) 2 x 8 DF No.2 @ 16" OC
ForteWEB Software Operator Job Notes 5/23/2025 5:21:12 PM UTC
Alan Mijares
EC+Associates Engineering Inc
(562) 419-7020
AlanM@ecaengineering.com
ForteWEB v3.9, Engine: V8.4.3.94, Data: V8.1.7.3
File Name: 25-199 1213 S BIRCH ST. - 2 STRUCTURES - RAUL
MARIN
Page 5 / 18
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)202 @ 2 1/2"3281 (3.50")Passed (6%)--1.0 D + 1.0 L (All Spans)
Shear (lbs)172 @ 9"990 Passed (17%)1.00 1.0 D + 1.0 L (All Spans)
Moment (Ft-lbs)467 @ 5' 1/2"737 Passed (63%)1.00 1.0 D + 1.0 L (All Spans)
Live Load Defl. (in)0.157 @ 5' 1/2"0.483 Passed (L/737)--1.0 D + 1.0 L (All Spans)
Total Load Defl. (in)0.236 @ 5' 1/2"0.644 Passed (L/491)--1.0 D + 1.0 L (All Spans)
Member Length : 10' 1"
System : Ceiling
Member Type : Attic Joist
Building Use : Residential
Building Code : IBC 2021
Design Methodology : ASD
Member Pitch : 0/12
•Deflection criteria: LL (L/240) and TL (L/180).
•Allowed moment does not reflect the adjustment for the beam stability factor.
•Applicable calculations are based on NDS.
• Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Floor/Ceiling
Live Factored Accessories
1 - Stud wall - DF 3.50"3.50"1.50"67 134 202 Blocking
2 - Stud wall - DF 3.50"3.50"1.50"67 134 202 Blocking
•Maximum allowable bracing intervals based on applied load.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)10' 1" o/c
Bottom Edge (Lu)10' 1" o/c
• Only vertical loads are available for Attic Joist member types. No tension loading will be considered in the design for these members.
Dead
Floor/Ceiling
Live
Vertical Load Location (Side)Spacing (0.90)(1.00)Comments
1 - Uniform (PSF)0 to 10' 1"16"10.0 20.0 CEILING
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/
document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
Weyerhaeuser Notes
Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.).
MEMBER REPORT PASSED
ROOF - SFD, CJ-2
1 piece(s) 2 x 6 DF No.2 @ 16" OC
ForteWEB Software Operator Job Notes 5/23/2025 5:21:12 PM UTC
Alan Mijares
EC+Associates Engineering Inc
(562) 419-7020
AlanM@ecaengineering.com
ForteWEB v3.9, Engine: V8.4.3.94, Data: V8.1.7.3
File Name: 25-199 1213 S BIRCH ST. - 2 STRUCTURES - RAUL
MARIN
Page 6 / 18
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)215 @ 2"7656 (3.50")Passed (3%)--1.0 D + 1.0 Lr (All Spans)
Shear (lbs)130 @ 1' 3/4"4856 Passed (3%)1.25 1.0 D + 1.0 Lr (All Spans)
Moment (Ft-lbs)260 @ 2' 9 13/16"6239 Passed (4%)1.25 1.0 D + 1.0 Lr (All Spans)
Live Load Defl. (in)0.001 @ 2' 10 3/4"0.273 Passed (L/999+)--1.0 D + 1.0 Lr (All Spans)
Total Load Defl. (in)0.004 @ 2' 10 1/2"0.364 Passed (L/999+)--1.0 D + 1.0 Lr (All Spans)
Member Length : 5' 9 1/2"
System : Roof
Member Type : Flush Beam
Building Use : Residential
Building Code : IBC 2021
Design Methodology : ASD
Member Pitch : 0/12
•Deflection criteria: LL (L/240) and TL (L/180).
•Allowed moment does not reflect the adjustment for the beam stability factor.
•Applicable calculations are based on NDS.
• Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Roof Live Factored Accessories
1 - Stud wall - DF 3.50"3.50"1.50"137 77 215 Blocking
2 - Stud wall - DF 3.50"3.50"1.50"112 77 189 Blocking
•Maximum allowable bracing intervals based on applied load.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)5' 10" o/c
Bottom Edge (Lu)5' 10" o/c
• Side loads are assumed to not induce cross-grain tension.
Dead Roof Live
Vertical Loads Location (Side)Tributary
Width
(0.90)(1.25)Comments
0 - Self Weight (PLF)0 to 5' 9 1/2"N/A 8.2 --
1 - Uniform (PSF)0 to 5' 9 1/2" (Front)1' 4"16.8 20.0 ROOF
2 - Tapered (PSF)0 to 5' 9 1/2" (Front)2' 6" to 0 10.0 --CRIPPLE WALL
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/
document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
Weyerhaeuser Notes
Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.).
MEMBER REPORT PASSED
ROOF - SFD, CB-1
1 piece(s) 4 x 10 DF No.1
ForteWEB Software Operator Job Notes 5/23/2025 5:21:12 PM UTC
Alan Mijares
EC+Associates Engineering Inc
(562) 419-7020
AlanM@ecaengineering.com
ForteWEB v3.9, Engine: V8.4.3.94, Data: V8.1.7.3
File Name: 25-199 1213 S BIRCH ST. - 2 STRUCTURES - RAUL
MARIN
Page 7 / 18
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)802 @ 2"7656 (3.50")Passed (10%)--1.0 D + 1.0 Lr (All Spans)
Shear (lbs)242 @ 1' 3/4"7824 Passed (3%)1.25 1.0 D + 1.0 Lr (All Spans)
Moment (Ft-lbs)483 @ 1' 6 1/4"15519 Passed (3%)1.25 1.0 D + 1.0 Lr (All Spans)
Live Load Defl. (in)0.001 @ 1' 6 1/4"0.135 Passed (L/999+)--1.0 D + 1.0 Lr (All Spans)
Total Load Defl. (in)0.003 @ 1' 6 1/4"0.181 Passed (L/999+)--1.0 D + 1.0 Lr (All Spans)
Member Length : 3' 1/2"
System : Roof
Member Type : Flush Beam
Building Use : Residential
Building Code : IBC 2021
Design Methodology : ASD
Member Pitch : 0/12
•Deflection criteria: LL (L/240) and TL (L/180).
•Allowed moment does not reflect the adjustment for the beam stability factor.
• Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Roof Live Factored Accessories
1 - Stud wall - DF 3.50"3.50"1.50"399 403 802 Blocking
2 - Stud wall - DF 3.50"3.50"1.50"399 403 802 Blocking
•Maximum allowable bracing intervals based on applied load.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)3' 1" o/c
Bottom Edge (Lu)3' 1" o/c
• Side loads are assumed to not induce cross-grain tension.
Dead Roof Live
Vertical Loads Location (Side)Tributary
Width
(0.90)(1.25)Comments
0 - Self Weight (PLF)0 to 3' 1/2"N/A 10.1 --
1 - Uniform (PSF)0 to 3' 1/2" (Front)13' 3"16.8 20.0 ROOF & CEILING
2 - Uniform (PSF)0 to 3' 1/2" (Front)6'5.0 --CRIPPLE WALL
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/
document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
Weyerhaeuser Notes
Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.).
MEMBER REPORT PASSED
ROOF - SFD, CB-2
1 piece(s) 3 1/2" x 9 1/4" 2.2E Parallam® PSL
ForteWEB Software Operator Job Notes 5/23/2025 5:21:12 PM UTC
Alan Mijares
EC+Associates Engineering Inc
(562) 419-7020
AlanM@ecaengineering.com
ForteWEB v3.9, Engine: V8.4.3.94, Data: V8.1.7.3
File Name: 25-199 1213 S BIRCH ST. - 2 STRUCTURES - RAUL
MARIN
Page 8 / 18
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)600 @ 2"7656 (3.50")Passed (8%)--1.0 D + 1.0 Lr (All Spans)
Shear (lbs)483 @ 1' 3/4"4856 Passed (10%)1.25 1.0 D + 1.0 Lr (All Spans)
Moment (Ft-lbs)790 @ 1' 9 1/4"6239 Passed (13%)1.25 1.0 D + 1.0 Lr (All Spans)
Live Load Defl. (in)0.001 @ 1' 9 1/4"0.160 Passed (L/999+)--1.0 D + 1.0 Lr (All Spans)
Total Load Defl. (in)0.003 @ 1' 9 1/4"0.214 Passed (L/999+)--1.0 D + 1.0 Lr (All Spans)
Member Length : 3' 6 1/2"
System : Roof
Member Type : Flush Beam
Building Use : Residential
Building Code : IBC 2021
Design Methodology : ASD
Member Pitch : 0/12
•Deflection criteria: LL (L/240) and TL (L/180).
•Allowed moment does not reflect the adjustment for the beam stability factor.
•Applicable calculations are based on NDS.
• Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Roof Live Factored Accessories
1 - Stud wall - DF 3.50"3.50"1.50"351 249 600 Blocking
2 - Stud wall - DF 3.50"3.50"1.50"351 249 600 Blocking
•Maximum allowable bracing intervals based on applied load.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)3' 7" o/c
Bottom Edge (Lu)3' 7" o/c
• Side loads are assumed to not induce cross-grain tension.
Dead Roof Live
Vertical Loads Location (Side)Tributary
Width
(0.90)(1.25)Comments
0 - Self Weight (PLF)0 to 3' 6 1/2"N/A 8.2 --
1 - Uniform (PSF)0 to 3' 6 1/2" (Front)1' 4"16.8 20.0 ROOF
2 - Tapered (PSF)0 to 1' 9 1/4" (Front)5' to 6'10.0 --CRIPPLE WALL
3 - Tapered (PSF)1' 9 1/4" to 3' 6
1/2" (Front)6' to 5'10.0 --CRIPPLE WALL
4 - Point (lb)1' 9 1/4" (Front)N/A 399 403 Linked from: CB-2,
Support 1
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/
document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
Weyerhaeuser Notes
Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.).
MEMBER REPORT PASSED
ROOF - SFD, CB-3
1 piece(s) 4 x 10 DF No.1
ForteWEB Software Operator Job Notes 5/23/2025 5:21:12 PM UTC
Alan Mijares
EC+Associates Engineering Inc
(562) 419-7020
AlanM@ecaengineering.com
ForteWEB v3.9, Engine: V8.4.3.94, Data: V8.1.7.3
File Name: 25-199 1213 S BIRCH ST. - 2 STRUCTURES - RAUL
MARIN
Page 9 / 18
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)210 @ 5' 7 1/2"7656 (3.50")Passed (3%)--1.0 D + 1.0 Lr (All Spans)
Shear (lbs)127 @ 4' 8 3/4"4856 Passed (3%)1.25 1.0 D + 1.0 Lr (All Spans)
Moment (Ft-lbs)255 @ 2' 11 5/8"6239 Passed (4%)1.25 1.0 D + 1.0 Lr (All Spans)
Live Load Defl. (in)0.001 @ 2' 10 3/4"0.273 Passed (L/999+)--1.0 D + 1.0 Lr (All Spans)
Total Load Defl. (in)0.003 @ 2' 10 15/16"0.364 Passed (L/999+)--1.0 D + 1.0 Lr (All Spans)
Member Length : 5' 9 1/2"
System : Roof
Member Type : Flush Beam
Building Use : Residential
Building Code : IBC 2021
Design Methodology : ASD
Member Pitch : 0/12
•Deflection criteria: LL (L/240) and TL (L/180).
•Allowed moment does not reflect the adjustment for the beam stability factor.
•Applicable calculations are based on NDS.
• Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Roof Live Factored Accessories
1 - Stud wall - DF 3.50"3.50"1.50"110 77 187 Blocking
2 - Stud wall - DF 3.50"3.50"1.50"133 77 210 Blocking
•Maximum allowable bracing intervals based on applied load.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)5' 10" o/c
Bottom Edge (Lu)5' 10" o/c
• Side loads are assumed to not induce cross-grain tension.
Dead Roof Live
Vertical Loads Location (Side)Tributary
Width
(0.90)(1.25)Comments
0 - Self Weight (PLF)0 to 5' 9 1/2"N/A 8.2 --
1 - Uniform (PSF)0 to 5' 9 1/2" (Front)1' 4"16.8 20.0 ROOF
2 - Tapered (PSF)0 to 5' 9 1/2" (Front)0 to 2' 3"10.0 --CRIPPLE WALL
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/
document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
Weyerhaeuser Notes
Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.).
MEMBER REPORT PASSED
ROOF - SFD, CB-4
1 piece(s) 4 x 10 DF No.1
ForteWEB Software Operator Job Notes 5/23/2025 5:21:12 PM UTC
Alan Mijares
EC+Associates Engineering Inc
(562) 419-7020
AlanM@ecaengineering.com
ForteWEB v3.9, Engine: V8.4.3.94, Data: V8.1.7.3
File Name: 25-199 1213 S BIRCH ST. - 2 STRUCTURES - RAUL
MARIN
Page 10 / 18
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)2921 @ 2"11484 (3.50")Passed (25%)--1.0 D + 1.0 Lr (All Spans)
Shear (lbs)2501 @ 1' 3/4"11736 Passed (21%)1.25 1.0 D + 1.0 Lr (All Spans)
Moment (Ft-lbs)10320 @ 7' 4 3/4"23279 Passed (44%)1.25 1.0 D + 1.0 Lr (All Spans)
Live Load Defl. (in)0.263 @ 7' 4 3/4"0.723 Passed (L/661)--1.0 D + 1.0 Lr (All Spans)
Total Load Defl. (in)0.532 @ 7' 4 3/4"0.964 Passed (L/326)--1.0 D + 1.0 Lr (All Spans)
Member Length : 14' 9 1/2"
System : Roof
Member Type : Flush Beam
Building Use : Residential
Building Code : IBC 2021
Design Methodology : ASD
Member Pitch : 0/12
•Deflection criteria: LL (L/240) and TL (L/180).
•Allowed moment does not reflect the adjustment for the beam stability factor.
• Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Roof Live Factored Accessories
1 - Stud wall - DF 3.50"3.50"1.50"1479 1442 2921 Blocking
2 - Stud wall - DF 3.50"3.50"1.50"1479 1442 2921 Blocking
•Maximum allowable bracing intervals based on applied load.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)14' 10" o/c
Bottom Edge (Lu)14' 10" o/c
• Side loads are assumed to not induce cross-grain tension.
Dead Roof Live
Vertical Loads Location (Side)Tributary
Width
(0.90)(1.25)Comments
0 - Self Weight (PLF)0 to 14' 9 1/2"N/A 15.2 --
1 - Uniform (PSF)0 to 14' 9 1/2" (Front)9' 9"16.8 20.0 ROOF & CEILING
2 - Uniform (PSF)0 to 14' 9 1/2" (Front)4' 3"5.0 --CRIPPLE WALL
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/
document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
Weyerhaeuser Notes
Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.).
MEMBER REPORT PASSED
ROOF - SFD, CB-5
1 piece(s) 5 1/4" x 9 1/4" 2.2E Parallam® PSL
ForteWEB Software Operator Job Notes 5/23/2025 5:21:12 PM UTC
Alan Mijares
EC+Associates Engineering Inc
(562) 419-7020
AlanM@ecaengineering.com
ForteWEB v3.9, Engine: V8.4.3.94, Data: V8.1.7.3
File Name: 25-199 1213 S BIRCH ST. - 2 STRUCTURES - RAUL
MARIN
Page 11 / 18
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)3073 @ 2"11484 (3.50")Passed (27%)--1.0 D + 1.0 Lr (All Spans)
Shear (lbs)2954 @ 1' 3/4"11736 Passed (25%)1.25 1.0 D + 1.0 Lr (All Spans)
Moment (Ft-lbs)4696 @ 1' 9"23279 Passed (20%)1.25 1.0 D + 1.0 Lr (All Spans)
Live Load Defl. (in)0.056 @ 5' 2 3/16"0.560 Passed (L/999+)--1.0 D + 1.0 Lr (All Spans)
Total Load Defl. (in)0.132 @ 5' 3"0.747 Passed (L/999+)--1.0 D + 1.0 Lr (All Spans)
Member Length : 11' 6 1/2"
System : Roof
Member Type : Flush Beam
Building Use : Residential
Building Code : IBC 2021
Design Methodology : ASD
Member Pitch : 0/12
•Deflection criteria: LL (L/240) and TL (L/180).
•Allowed moment does not reflect the adjustment for the beam stability factor.
• Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Roof Live Factored Accessories
1 - Stud wall - DF 3.50"3.50"1.50"1680 1392 3073 Blocking
2 - Stud wall - DF 3.50"3.50"1.50"520 358 878 Blocking
•Maximum allowable bracing intervals based on applied load.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)11' 7" o/c
Bottom Edge (Lu)11' 7" o/c
• Side loads are assumed to not induce cross-grain tension.
Dead Roof Live
Vertical Loads Location (Side)Tributary
Width
(0.90)(1.25)Comments
0 - Self Weight (PLF)0 to 11' 6 1/2"N/A 15.2 --
1 - Uniform (PSF)0 to 11' 6 1/2" (Front)1' 4"16.8 20.0 ROOF
2 - Tapered (PSF)0 to 11' 6 1/2" (Front)5' to 0 10.0 --CRIPPLE WALL
3 - Point (lb)1' 9" (Front)N/A 1479 1442 Linked from: CB-5,
Support 1
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/
document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
Weyerhaeuser Notes
Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.).
MEMBER REPORT PASSED
ROOF - SFD, CB-6
1 piece(s) 5 1/4" x 9 1/4" 2.2E Parallam® PSL
ForteWEB Software Operator Job Notes 5/23/2025 5:21:12 PM UTC
Alan Mijares
EC+Associates Engineering Inc
(562) 419-7020
AlanM@ecaengineering.com
ForteWEB v3.9, Engine: V8.4.3.94, Data: V8.1.7.3
File Name: 25-199 1213 S BIRCH ST. - 2 STRUCTURES - RAUL
MARIN
Page 12 / 18
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)1210 @ 7' 10 1/2"11484 (3.50")Passed (11%)--1.0 D + 1.0 Lr (All Spans)
Shear (lbs)1051 @ 6' 11 3/4"11736 Passed (9%)1.25 1.0 D + 1.0 Lr (All Spans)
Moment (Ft-lbs)1586 @ 5' 4 1/4"23279 Passed (7%)1.25 1.0 D + 1.0 Lr (All Spans)
Live Load Defl. (in)0.008 @ 4' 3 5/8"0.385 Passed (L/999+)--1.0 D + 1.0 Lr (All Spans)
Total Load Defl. (in)0.025 @ 4' 2 13/16"0.514 Passed (L/999+)--1.0 D + 1.0 Lr (All Spans)
Member Length : 8' 1/2"
System : Roof
Member Type : Flush Beam
Building Use : Residential
Building Code : IBC 2021
Design Methodology : ASD
Member Pitch : 0/12
•Deflection criteria: LL (L/240) and TL (L/180).
•Allowed moment does not reflect the adjustment for the beam stability factor.
• Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Roof Live Factored Accessories
1 - Stud wall - DF 3.50"3.50"1.50"377 179 556 Blocking
2 - Stud wall - DF 3.50"3.50"1.50"772 438 1210 Blocking
•Maximum allowable bracing intervals based on applied load.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)8' 1" o/c
Bottom Edge (Lu)8' 1" o/c
• Side loads are assumed to not induce cross-grain tension.
Dead Roof Live
Vertical Loads Location (Side)Tributary
Width
(0.90)(1.25)Comments
0 - Self Weight (PLF)0 to 8' 1/2"N/A 15.2 --
1 - Uniform (PSF)0 to 8' 1/2" (Front)1' 4"16.8 20.0 ROOF
2 - Tapered (PSF)0 to 6' 6" (Front)0 to 6'16.0 --EXTERIOR
CRIPPLE WALL
3 - Tapered (PSF)6' 6" to 8' 1/2" (Front)6' to 5'16.0 --EXTERIOR
CRIPPLE WALL
4 - Point (lb)6' 6" (Front)N/A 399 403 Linked from: CB-2,
Support 2
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/
document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
Weyerhaeuser Notes
Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.).
MEMBER REPORT PASSED
ROOF - SFD, CB-7
1 piece(s) 5 1/4" x 9 1/4" 2.2E Parallam® PSL
ForteWEB Software Operator Job Notes 5/23/2025 5:21:12 PM UTC
Alan Mijares
EC+Associates Engineering Inc
(562) 419-7020
AlanM@ecaengineering.com
ForteWEB v3.9, Engine: V8.4.3.94, Data: V8.1.7.3
File Name: 25-199 1213 S BIRCH ST. - 2 STRUCTURES - RAUL
MARIN
Page 13 / 18
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)376 @ 0 3281 (1.50")Passed (11%)--1.0 D + 1.0 Lr (All Spans)
Shear (lbs)241 @ 7"2888 Passed (8%)1.25 1.0 D + 1.0 Lr (All Spans)
Moment (Ft-lbs)305 @ 1' 7 1/2"2390 Passed (13%)1.25 1.0 D + 1.0 Lr (All Spans)
Live Load Defl. (in)0.003 @ 1' 7 1/2"0.108 Passed (L/999+)--1.0 D + 1.0 Lr (All Spans)
Total Load Defl. (in)0.007 @ 1' 7 1/2"0.162 Passed (L/999+)--1.0 D + 1.0 Lr (All Spans)
Member Length : 3' 3"
System : Wall
Member Type : Header
Building Use : Residential
Building Code : IBC 2021
Design Methodology : ASD
•Deflection criteria: LL (L/360) and TL (L/240).
•Allowed moment does not reflect the adjustment for the beam stability factor.
•Applicable calculations are based on NDS.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Roof Live Factored Accessories
1 - Trimmer - DF 1.50"1.50"1.50"197 179 376 None
2 - Trimmer - DF 1.50"1.50"1.50"197 179 376 None
•Maximum allowable bracing intervals based on applied load.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)3' 3" o/c
Bottom Edge (Lu)3' 3" o/c
Dead Roof Live
Vertical Loads Location Tributary
Width
(0.90)(1.25)Comments
0 - Self Weight (PLF)0 to 3' 3"N/A 4.9 --
1 - Uniform (PSF)0 to 3' 3"5' 6"16.8 20.0 ROOF
2 - Uniform (PSF)0 to 3' 3"1' 6"16.0 --EXTERIOR WALL
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/
document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
Weyerhaeuser Notes
Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.).
MEMBER REPORT PASSED
ROOF - SFD, H1
1 piece(s) 4 x 6 DF No.1
ForteWEB Software Operator Job Notes 5/23/2025 5:21:12 PM UTC
Alan Mijares
EC+Associates Engineering Inc
(562) 419-7020
AlanM@ecaengineering.com
ForteWEB v3.9, Engine: V8.4.3.94, Data: V8.1.7.3
File Name: 25-199 1213 S BIRCH ST. - 2 STRUCTURES - RAUL
MARIN
Page 14 / 18
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)209 @ 0 3281 (1.50")Passed (6%)--1.0 D + 1.0 Lr (All Spans)
Shear (lbs)153 @ 5"1838 Passed (8%)1.25 1.0 D + 1.0 Lr (All Spans)
Moment (Ft-lbs)165 @ 1' 7 3/16"1117 Passed (15%)1.25 1.0 D + 1.0 Lr (All Spans)
Live Load Defl. (in)0.005 @ 1' 7 1/2"0.108 Passed (L/999+)--1.0 D + 1.0 Lr (All Spans)
Total Load Defl. (in)0.015 @ 1' 7 7/16"0.162 Passed (L/999+)--1.0 D + 1.0 Lr (All Spans)
Member Length : 3' 3"
System : Wall
Member Type : Header
Building Use : Residential
Building Code : IBC 2021
Design Methodology : ASD
•Deflection criteria: LL (L/360) and TL (L/240).
•Allowed moment does not reflect the adjustment for the beam stability factor.
•Applicable calculations are based on NDS.
•This product has a square cross section. The analysis engine has checked both edge and plank orientations to allow for either installation.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Roof Live Factored Accessories
1 - Trimmer - DF 1.50"1.50"1.50"144 65 209 None
2 - Trimmer - DF 1.50"1.50"1.50"131 65 196 None
•Maximum allowable bracing intervals based on applied load.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)3' 3" o/c
Bottom Edge (Lu)3' 3" o/c
Dead Roof Live
Vertical Loads Location Tributary
Width
(0.90)(1.25)Comments
0 - Self Weight (PLF)0 to 3' 3"N/A 3.1 --
1 - Uniform (PSF)0 to 3' 3"2'16.8 20.0 ROOF
2 - Tapered (PSF)0 to 3' 3"3' 9" to 2' 3"16.0 --EXTERIOR WALL
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/
document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
Weyerhaeuser Notes
Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.).
MEMBER REPORT PASSED
ROOF - SFD, H2
1 piece(s) 4 x 4 DF No.1
ForteWEB Software Operator Job Notes 5/23/2025 5:21:12 PM UTC
Alan Mijares
EC+Associates Engineering Inc
(562) 419-7020
AlanM@ecaengineering.com
ForteWEB v3.9, Engine: V8.4.3.94, Data: V8.1.7.3
File Name: 25-199 1213 S BIRCH ST. - 2 STRUCTURES - RAUL
MARIN
Page 15 / 18
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)2268 @ 2"7656 (3.50")Passed (30%)--1.0 D + 1.0 Lr (All Spans)
Shear (lbs)2078 @ 1' 3/4"7824 Passed (27%)1.25 1.0 D + 1.0 Lr (All Spans)
Moment (Ft-lbs)2320 @ 1' 3"15519 Passed (15%)1.25 1.0 D + 1.0 Lr (All Spans)
Live Load Defl. (in)0.006 @ 1' 3"0.108 Passed (L/999+)--1.0 D + 1.0 Lr (All Spans)
Total Load Defl. (in)0.014 @ 1' 3"0.162 Passed (L/999+)--1.0 D + 1.0 Lr (All Spans)
Member Length : 3' 7"
System : Wall
Member Type : Header
Building Use : Residential
Building Code : IBC 2021
Design Methodology : ASD
•Deflection criteria: LL (L/360) and TL (L/240).
•Allowed moment does not reflect the adjustment for the beam stability factor.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Roof Live Factored Accessories
1 - Trimmer - DF 3.50"3.50"1.50"1235 1033 2268 None
2 - Trimmer - DF 3.50"3.50"1.50"735 552 1287 None
•Maximum allowable bracing intervals based on applied load.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)3' 7" o/c
Bottom Edge (Lu)3' 7" o/c
Dead Roof Live
Vertical Loads Location Tributary
Width
(0.90)(1.25)Comments
0 - Self Weight (PLF)0 to 3' 7"N/A 10.1 --
1 - Uniform (PSF)0 to 3' 7"2'16.8 20.0 ROOF
2 - Tapered (PSF)0 to 1' 3"5' 9" to 6' 3"16.0 --EXTERIOR WALL
3 - Tapered (PSF)1' 3" to 3' 7"6' 3" to 5' 3"16.0 --EXTERIOR WALL
4 - Point (lb)1' 3"N/A 1479 1442 Linked from: CB-5,
Support 2
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/
document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
Weyerhaeuser Notes
Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.).
MEMBER REPORT PASSED
ROOF - SFD, H3
1 piece(s) 3 1/2" x 9 1/4" 2.2E Parallam® PSL
ForteWEB Software Operator Job Notes 5/23/2025 5:21:12 PM UTC
Alan Mijares
EC+Associates Engineering Inc
(562) 419-7020
AlanM@ecaengineering.com
ForteWEB v3.9, Engine: V8.4.3.94, Data: V8.1.7.3
File Name: 25-199 1213 S BIRCH ST. - 2 STRUCTURES - RAUL
MARIN
Page 16 / 18
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)607 @ 0 3281 (1.50")Passed (18%)--1.0 D + 1.0 Lr (All Spans)
Shear (lbs)472 @ 7"2888 Passed (16%)1.25 1.0 D + 1.0 Lr (All Spans)
Moment (Ft-lbs)796 @ 2' 7 1/2"2390 Passed (33%)1.25 1.0 D + 1.0 Lr (All Spans)
Live Load Defl. (in)0.023 @ 2' 7 1/2"0.175 Passed (L/999+)--1.0 D + 1.0 Lr (All Spans)
Total Load Defl. (in)0.048 @ 2' 7 1/2"0.262 Passed (L/999+)--1.0 D + 1.0 Lr (All Spans)
Member Length : 5' 3"
System : Wall
Member Type : Header
Building Use : Residential
Building Code : IBC 2021
Design Methodology : ASD
•Deflection criteria: LL (L/360) and TL (L/240).
•Allowed moment does not reflect the adjustment for the beam stability factor.
•Applicable calculations are based on NDS.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Roof Live Factored Accessories
1 - Trimmer - DF 1.50"1.50"1.50"318 289 607 None
2 - Trimmer - DF 1.50"1.50"1.50"318 289 607 None
•Maximum allowable bracing intervals based on applied load.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)5' 3" o/c
Bottom Edge (Lu)5' 3" o/c
Dead Roof Live
Vertical Loads Location Tributary
Width
(0.90)(1.25)Comments
0 - Self Weight (PLF)0 to 5' 3"N/A 4.9 --
1 - Uniform (PSF)0 to 5' 3"5' 6"16.8 20.0 ROOF
2 - Uniform (PSF)0 to 5' 3"1' 6"16.0 --EXTERIOR WALL
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/
document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
Weyerhaeuser Notes
Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.).
MEMBER REPORT PASSED
ROOF - SFD, H4
1 piece(s) 4 x 6 DF No.1
ForteWEB Software Operator Job Notes 5/23/2025 5:21:12 PM UTC
Alan Mijares
EC+Associates Engineering Inc
(562) 419-7020
AlanM@ecaengineering.com
ForteWEB v3.9, Engine: V8.4.3.94, Data: V8.1.7.3
File Name: 25-199 1213 S BIRCH ST. - 2 STRUCTURES - RAUL
MARIN
Page 17 / 18
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)1403 @ 0 3281 (1.50")Passed (43%)--1.0 D + 1.0 Lr (All Spans)
Shear (lbs)1091 @ 7"2888 Passed (38%)1.25 1.0 D + 1.0 Lr (All Spans)
Moment (Ft-lbs)1841 @ 2' 7 1/2"2390 Passed (77%)1.25 1.0 D + 1.0 Lr (All Spans)
Live Load Defl. (in)0.057 @ 2' 7 1/2"0.175 Passed (L/999+)--1.0 D + 1.0 Lr (All Spans)
Total Load Defl. (in)0.111 @ 2' 7 1/2"0.262 Passed (L/569)--1.0 D + 1.0 Lr (All Spans)
Member Length : 5' 3"
System : Wall
Member Type : Header
Building Use : Residential
Building Code : IBC 2021
Design Methodology : ASD
•Deflection criteria: LL (L/360) and TL (L/240).
•Allowed moment does not reflect the adjustment for the beam stability factor.
•Applicable calculations are based on NDS.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Roof Live Factored Accessories
1 - Trimmer - DF 1.50"1.50"1.50"681 722 1403 None
2 - Trimmer - DF 1.50"1.50"1.50"681 722 1403 None
•Maximum allowable bracing intervals based on applied load.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)5' 3" o/c
Bottom Edge (Lu)5' 3" o/c
Dead Roof Live
Vertical Loads Location Tributary
Width
(0.90)(1.25)Comments
0 - Self Weight (PLF)0 to 5' 3"N/A 4.9 --
1 - Uniform (PSF)0 to 5' 3"13' 9"16.8 20.0 (E) ROOF
2 - Uniform (PSF)0 to 5' 3"1' 6"16.0 --EXTERIOR WALL
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/
document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
Weyerhaeuser Notes
Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.).
MEMBER REPORT PASSED
ROOF - SFD, H5
1 piece(s) 4 x 6 DF No.1
ForteWEB Software Operator Job Notes 5/23/2025 5:21:12 PM UTC
Alan Mijares
EC+Associates Engineering Inc
(562) 419-7020
AlanM@ecaengineering.com
ForteWEB v3.9, Engine: V8.4.3.94, Data: V8.1.7.3
File Name: 25-199 1213 S BIRCH ST. - 2 STRUCTURES - RAUL
MARIN
Page 18 / 18
FOUNDATION PLAN - SFD
FLOOR - SFD
Member Name Results (Max UTIL %)Current Solution Comments
FJ-1 Passed (38% M)1 piece(s) 2 x 6 DF No.2 @ 16" OC
G1 Passed (52% M)1 piece(s) 4 x 6 DF No.1
25-199 1213 S BIRCH ST. - 2 STRUCTURES - RAUL MARIN
JOB SUMMARY REPORT
ForteWEB Software Operator Job Notes 5/9/2025 11:38:23 PM UTC
Alan Mijares
EC+Associates Engineering Inc
(562) 419-7020
AlanM@ecaengineering.com
ForteWEB v3.9
File Name: 25-199 1213 S BIRCH ST. - 2 STRUCTURES - RAUL
MARIN
Page 1 / 4
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)225 @ 2 1/2"2109 (2.25")Passed (11%)--1.0 D + 1.0 L (All Spans)
Shear (lbs)177 @ 9"990 Passed (18%)1.00 1.0 D + 1.0 L (All Spans)
Moment (Ft-lbs)321 @ 3' 2"848 Passed (38%)1.00 1.0 D + 1.0 L (All Spans)
Live Load Defl. (in)0.044 @ 3' 2"0.197 Passed (L/999+)--1.0 D + 1.0 L (All Spans)
Total Load Defl. (in)0.061 @ 3' 2"0.296 Passed (L/999+)--1.0 D + 1.0 L (All Spans)
TJ-Pro™ Rating N/A N/A N/A --N/A
Member Length : 6' 1 1/2"
System : Floor
Member Type : Joist
Building Use : Residential
Building Code : IBC 2021
Design Methodology : ASD
•Deflection criteria: LL (L/360) and TL (L/240).
•Allowed moment does not reflect the adjustment for the beam stability factor.
•A 15% increase in the moment capacity has been added to account for repetitive member usage.
•Applicable calculations are based on NDS.
•No composite action between deck and joist was considered in analysis.
• Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Floor Live Factored Accessories
1 - Stud wall - DF 3.50"2.25"1.50"63 169 232 1 1/4" Rim Board
2 - Stud wall - DF 3.50"2.25"1.50"63 169 232 1 1/4" Rim Board
•Maximum allowable bracing intervals based on applied load.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)6' 2" o/c
Bottom Edge (Lu)6' 2" o/c
Dead Floor Live
Vertical Load Location (Side)Spacing (0.90)(1.00)Comments
1 - Uniform (PSF)0 to 6' 4"16"15.0 40.0 FLOOR
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/
document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
Weyerhaeuser Notes
Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.).
MEMBER REPORT PASSED
FLOOR - SFD, FJ-1
1 piece(s) 2 x 6 DF No.2 @ 16" OC
ForteWEB Software Operator Job Notes 5/9/2025 11:38:23 PM UTC
Alan Mijares
EC+Associates Engineering Inc
(562) 419-7020
AlanM@ecaengineering.com
ForteWEB v3.9, Engine: V8.4.3.94, Data: V8.1.7.3
File Name: 25-199 1213 S BIRCH ST. - 2 STRUCTURES - RAUL
MARIN
Page 3 / 4
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)856 @ 2"7656 (3.50")Passed (11%)--1.0 D + 1.0 L (All Spans)
Shear (lbs)615 @ 9"2310 Passed (27%)1.00 1.0 D + 1.0 L (All Spans)
Moment (Ft-lbs)1004 @ 2' 8"1912 Passed (52%)1.00 1.0 D + 1.0 L (All Spans)
Live Load Defl. (in)0.039 @ 2' 8"0.167 Passed (L/999+)--1.0 D + 1.0 L (All Spans)
Total Load Defl. (in)0.055 @ 2' 8"0.250 Passed (L/999+)--1.0 D + 1.0 L (All Spans)
Member Length : 5' 4"
System : Floor
Member Type : Drop Beam
Building Use : Residential
Building Code : IBC 2021
Design Methodology : ASD
•Deflection criteria: LL (L/360) and TL (L/240).
•Allowed moment does not reflect the adjustment for the beam stability factor.
•Applicable calculations are based on NDS.
• Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Floor Live Factored Accessories
1 - Stud wall - DF 3.50"3.50"1.50"243 613 856 Blocking
2 - Stud wall - DF 3.50"3.50"1.50"243 613 856 Blocking
•Maximum allowable bracing intervals based on applied load.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)5' 4" o/c
Bottom Edge (Lu)5' 4" o/c
• Side loads are assumed to not induce cross-grain tension.
Dead Floor Live
Vertical Loads Location (Side)Tributary
Width
(0.90)(1.00)Comments
0 - Self Weight (PLF)0 to 5' 4"N/A 4.9 --
1 - Uniform (PSF)0 to 5' 4" (Front)5' 9"15.0 40.0 FLOOR
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/
document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
Weyerhaeuser Notes
Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.).
MEMBER REPORT PASSED
FLOOR - SFD, G1
1 piece(s) 4 x 6 DF No.1
ForteWEB Software Operator Job Notes 5/9/2025 11:38:23 PM UTC
Alan Mijares
EC+Associates Engineering Inc
(562) 419-7020
AlanM@ecaengineering.com
ForteWEB v3.9, Engine: V8.4.3.94, Data: V8.1.7.3
File Name: 25-199 1213 S BIRCH ST. - 2 STRUCTURES - RAUL
MARIN
Page 4 / 4
JOB MARIN RESIDENCE
ENGR. EC JOB NO. 25-199 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:
LOADING: TRIB.
( + ) x ft = +
( + ) x ft = +
( + ) x ft = +
w = + = plf
B= plf = ft
psf USE:
(E) CF-3
FLOOR:
WALL:
4015
16 14.75
6 90 240
2
180
40
52.5
0
290.5
4030
140
13
470.5 0.31
1500
ROOF: 15
D L
20
1'-0" WIDE FTG.
1'-0" WIDE FTG.
470.5
0.30
D L
215 20
15
208
30
1500
WALL: 16 0
1'-0" WIDE FTG.1500
853.5625
236 217.56
853.56 0.57
356 497.56
14.75
FLOOR: 40 3.5
ROOF:
454.9
128
145
53.2
0
108.75
0
198.2
19.95
454.9
16
256.7
4015 1.33
WALL: 8
20
D L
ROOF:
FLOOR:
15 7.25
F-CONTINUOUS FOOTINGS-1500
PROJECT:
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)act (k)all (k)OK?act (k)all (k)OK? (k-in) (in) (Req'd)(200/Fy)(.0018) Use USE:
1.5 12 3.04 8 0.0 12.2 Y 2.7 65.3 Y 7 0.02 0.02 0.72 0.39 0.39 2 # 4
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:
JOB MARIN RESIDENCE
ENGR. EC JOB NO. 25-199 SHEET NO.
SPREAD FOOTINGS
P1 = K FROM G1, SUPPORT 1
P2 = K FROM G1, SUPPORT 2
P3 = K
P4 = K
P TOTAL = K
P ALLOW.= K USE:TYPE 1.
P1 = K FROM CB-1, SUPPORT 2
P2 = K
P3 = K
P4 = K
P TOTAL = K
P ALLOW.= K USE:TYPE 1.
P1 = K FROM CB-1, SUPPORT 1
P2 = K
P3 = K
P4 = K
P TOTAL = K
P ALLOW.= K USE:TYPE 1.
P1 = K FROM CB-3
P2 = K
P3 = K
P4 = K
P TOTAL = K
P ALLOW.= K USE:TYPE 1.
P1 = K FROM CB-4, SUPPORT 2
P2 = K
P3 = K
P4 = K
P TOTAL = K
P ALLOW.= K USE:TYPE 1.3.04
0.21
0
0
0
0.21
F5
0
0
F4
0.6
0.6
3.04
0
0.215
3.04
F1
0.856
0.856
0
F2
F3
0
3.04
0
0
0
0
0.189
0.215
0
0
1.712
3.04
0.189
F-SPREAD FOOTINGS1500 - F1 -F5
JOB MARIN RESIDENCE
ENGR. EC JOB NO. 25-199 SHEET NO.
SPREAD FOOTINGS
P1 =K FROM CB-4, SUPPORT 1
P2 =K
P3 =K
P4 =K
P TOTAL = K
P ALLOW.= K USE:TYPE 1.
P1 =K FROM CB-6, SUPPORT 2
P2 =K
P3 =K
P4 =K
P TOTAL = K
P ALLOW.= K USE:TYPE 1.
P1 =K FROM CB-6, SUPPORT 1
P2 =K FROM CB-7, SUPPORT 2
P3 =K
P4 =K
P TOTAL = K
P ALLOW.= K USE:TYPE 2.
P1 =K FROM CB-7, SUPPORT 1
P2 =K
P3 =K
P4 =K
P TOTAL = K
P ALLOW.= K USE:TYPE 1.
P1 =K FROM H3, SUPPORT 2
P2 =K
P3 =K
P4 =K
P TOTAL = K
P ALLOW.= K USE:TYPE 1.3.04
1.287
0
0
0
1.287
F10
0
0
F9
0.556
0.556
3.04
0
4.283
5.4
F6
0.187
0
0
F7
F8
0
3.04
0
0
1.21
0
0.878
3.073
0
0
0.187
3.04
0.878
F-SPREAD FOOTINGS1500 - F6-F10
JOB MARIN RESIDENCE
ENGR. EC JOB NO. 25-199 SHEET NO.
SPREAD FOOTINGS
P1 = K FROM H3, SUPPORT 1
P2 = K
P3 = K
P4 = K
P TOTAL = K
P ALLOW.= K USE:TYPE 1.
0
2.268
3.04
F11
2.268
0
0
F-SPREAD FOOTINGS1500 - F11
PROJECT FXIST|zr'G fooTt//O CAPA Crr(PROJECT NO.
DATE ENGINEER EC oHEoKED ev Fc-SHT.-OF
2A
1ST FLOOR LATERAL ANALYSIS - SFD
AREA: 1,661.50 ft²
PERIMETER: 199.75 ft.
LENGTH: 62.25 ft.
WIDTH: 35.00 ft.
ASCE Hazards Report
Address:
1213 S Birch St
Santa Ana, California
92707
Standard:ASCE/SEI 7-16 Latitude:33.732138
Risk Category:II Longitude:-117.870758
Soil Class:D - Default (see
Section 11.4.3)
Elevation:84.63065726198671 ft
(NAVD 88)
Wind
Results:
Wind Speed 95 Vmph
10-year MRI 66 Vmph
25-year MRI 72 Vmph
50-year MRI 76 Vmph
100-year MRI 81 Vmph
Data Source: ASCE/SEI 7-16, Fig. 26.5-1B and Figs. CC.2-1–CC.2-4, and Section 26.5.2
Date Accessed: Fri May 09 2025
Value provided is 3-second gust wind speeds at 33 ft above ground for Exposure C Category, based on linear
interpolation between contours. Wind speeds are interpolated in accordance with the 7-16 Standard. Wind speeds
correspond to approximately a 7% probability of exceedance in 50 years (annual exceedance probability =
0.00143, MRI = 700 years).
Site is not in a hurricane-prone region as defined in ASCE/SEI 7-16 Section 26.2.
Page 1 of 2https://ascehazardtool.org/Fri May 09 2025
PROJECT : PAGE :
CLIENT : DESIGN BY :
JOB NO. : DATE : REVIEW BY :
INPUT DATA
Exposure cate or (B, C or D, ASCE 7-16 26.7.3)B
Importance factor (ASCE 7-16 Table 1.5-2)Iw = 1.00 for all Category
V = 95 mph, (152.89 kph)
Kzt =1 Flat
Building height to eave he = 8 ft, (2.44 m)
Building height to ridge hr = 16.5 ft, (5.03 m)
Building length L = 62.25 ft, (18.97 m)
Building width, including overhangs B = 35 ft, (10.67 m)
Overhang sloped width Oh = 0.5 ft, (0.15 m)
A = 1661.5 Yes
( 154.56 m 2
DESIGN SUMMARY
Max horizontal force normal to buildin len th, L, fac = 12.07 kips, (54 kN), SD level (LRFD level), Typ.
Max horizontal force normal to buildin len th, B, fac = 6.86 kips, (31 kN)
Max total horizontal torsional load = 63.616 ft-kips, (86 kN-m)
Max total upward force = 35.40 kips, (157 kN)
ANALYSIS
Velocity pressure
qh = 0.00256 Kz Kzt Kd Ke V2 =13.75 psf
where: qh = velocity pressure at mean roof height, h. (Eq. 26.10-1 page 268)
Kz = velocity pressure exposure coefficient evaluated at height, h, (Tab. 26.10-1, pg 268)= 0.70
Kd = wind directionality factor. (Tab. 26.6-1, for building, page 266)= 0.85
h = mean roof height = 12.25 ft
Ke = ground elevation factor. (1.0 per Sec. 26.9, page 268)< 60 ft, [Satisfactory](ASCE 7-16 26.2.1)
< Min (L, B), [Satisfactory](ASCE 7-16 26.2.2)
Design pressures for MWFRS
p = qh [(G Cpf )-(G Cpi )]
where: p = pressure in appropriate zone. (Eq. 28.3-1, page 311). pmin =16 psf (ASCE 7-16 28.3.4)
G Cp f = product of gust effect factor and external pressure coefficient, see table below. (Fig. 28.3-1, page 312 & 313)
G Cp i = product of gust effect factor and internal pressure coefficient.(Tab. 26.13-1, Enclosed Building, page 271)
= 0.18 or -0.18
a = width of edge strips, Fig 28.3-1, page 312, MAX[ MIN(0.1B, 0.1L, 0.4h), MIN(0.04B, 0.04L), 3] =3.50 ft
Net Pressures (psf), Basic Load Cases Net Pressures (psf), Torsional Load Cases
25.91 0.00 25.91
(+GCp i ) (-GCp i )(+GCp i ) (-GCp i )(+GCp i ) (-GCp i )
1 0.55 5.05 10.00 -0.45 -8.66 -3.71 1T 0.55 1.26 2.50
2 -0.16 -4.65 0.30 -0.69 -11.96 -7.01 2T -0.16 -1.16 0.07
3 -0.45 -8.67 -3.72 -0.37 -7.56 -2.61 3T -0.45 -2.17 -0.93
4 -0.39 -7.90 -2.95 -0.45 -8.66 -3.71 4T -0.39 -1.97 -0.74
5 0.40 3.02 7.97 0.00
6 -0.29 -6.46 -1.51
1E 0.74 7.63 12.58 -0.48 -9.07 -4.12 (+GCp i ) (-GCp i )
2E -0.28 -6.30 -1.35 -1.07 -17.18 -12.23 5T 0.40 0.76 1.99
3E -0.60 -10.66 -5.71 -0.53 -9.76 -4.81 6T -0.29 -1.62 -0.38
4E -0.55 -9.97 -5.02 -0.48 -9.07 -4.12
5E 0.61 5.91 10.86
6E -0.43 -8.39 -3.44
ft2, <== Overhang? (Yes or No)
Roof angle =
G Cp f
Net Pressure withNet Pressure withG Cp f
Surface
Surface
Roof angle =
RAUL MARIN A.M.
Roof angle =
G Cp f
Net Pressure with
G Cp f
E.C.
Net Pressure with
Effective area of components (or Solar Panel area)
MARIN RESIDENCE
Wind Analysis for Low-rise Building, Based on 2021 IBC/ASCE 7-16
Basic wind speed (ASCE 7-16 26.5.1 or 2021 IBC)
Topographic factor (ASCE 7-16 26.8 & Table 26.8-1)
25-199
Surface
Roof angle =
SFD
Basic Load Case A (Transverse Direction) Basic Load Case B (Longitudinal Direction)
Area Area
(ft2)(+GCp i ) (-GCp i )(ft2)(+GCp i ) (-GCp i )
1 442 2.23 4.42 poverhang =-9.62 psf 2 1075 -12.86 -7.54
2 1075 -5.00 0.32 (ASCE 7-16 28.3.3) 3 1075 -8.13 -2.81
3 1075 -9.32 -4.00 5 367 1.11 2.92
4 442 -3.49 -1.30 6 367 -2.37 -0.55
1E 56 0.43 0.70 2E 136 -2.34 -1.67
2E 136 -0.86 -0.18 3E 136 -1.33 -0.66
3E 136 -1.45 -0.78 5E 62 0.37 0.67
4E 56 -0.56 -0.28 6E 62 -0.52 -0.21
Horiz. 8.86 8.86 Horiz. 4.36 4.36
Vert. -14.96 -4.17 Vert. -19.01 -8.89
Min. wind Horiz. 12.20 12.20 Min. wind Horiz. 6.86 6.86
28.4.4 Vert. -34.86 -34.86 28.4.4 Vert. -34.86 -34.86
Torsional Load Case A (Transverse Direction) Torsional Load Case B (Longitudinal Direction)
Area Area
(ft2)(+GCp i ) (-GCp i ) (+GCp i ) (-GCp i )(ft2)(+GCp i ) (-GCp i ) (+GCp i ) (-GCp i )
1 193 0.98 1.93 13 27 2 1075 -12.86 -7.54 -10 -6
2 469 -2.18 0.14 -13 1 3 1075 -8.13 -2.81 6 2
3 469 -4.07 -1.75 25 11 5 152 0.46 1.22 3 8
4 193 -1.52 -0.57 21 8 6 152 -0.98 -0.23 6 1
1E 56 0.43 0.70 12 19 2E 136 -2.34 -1.67 30 21
2E 136 -0.86 -0.18 -10 -2 3E 136 -1.33 -0.66 -17 -8
3E 136 -1.45 -0.78 18 9 5E 62 0.37 0.67 6 11
4E 56 -0.56 -0.28 15 8 6E 62 -0.52 -0.21 8 3
1T 249 0.31 0.62 -5 -10 5T 214 0.16 0.43 -1 -3
2T 606 -0.70 0.04 5 0 6T 214 -0.35 -0.08 -3 -1
3T 606 -1.31 -0.56 -9 -4 28.6 28.6
4T 249 -0.49 -0.18 -8 -3
64 64
Design pressures for components and cladding
p = qh[ (G Cp) - (G Cpi)]
where: p = pressure on component. (Eq. 30.3-1, pg 334)
pmin = 16.00 psf (ASCE 7-16 30.2.2)
G Cp = external pressure coefficient.
see table below. (ASCE 7-16 30.3.2)
= 25.91 o
Effective
Area (ft2) GCP - GCP GCP - GCP GCP - GCP GCP - GCP GCP - GCP GCP - GCP
1661.5 0.30 -1.80 - - - - 0.30 -1.80 0.30 -2.20 0.30 -2.20
Effective
Area (ft2) GCP - GCP GCP - GCP GCP - GCP GCP - GCP GCP - GCP
1661.5 - - 0.30 -1.70 0.30 -1.70 0.70 -0.80 0.70 -0.80
Positive Negative Positive Negative Positive Negative Positive Negative Positive Negative Positive Negative
16.00 -27.22 16.00 -27.22 16.00 -32.72 16.00 -32.72
Positive Negative Positive Negative Positive Negative Positive Negative Positive Negative
16.00 -25.84 16.00 -25.84 16.00 -16.00 16.00 -16.00 32.72 psf)
Zone 3r Zone 4 Zone 5
Zone 5
Zone 2nZone 2 Zone 2r
Torsion (ft-k)
( psf )
Zone 1 Zone 2e
Zone 3 Zone 4Comp.
Zone 1'
Zone 3e
Zone 2e
Zone 3 Zone 3e
Pressure (k) with Pressure (k) with
Comp. & Cladding
Pressure
Surface
Zone 3r
Zone 2 Zone 2n Zone 2r
(The Max Pressure
SurfaceSurface
Torsion (ft-k)
Total Horiz. Torsional Load, MT
Total Horiz. Torsional Load, MT
Surface Pressure (k) with Pressure (k) with
Zone 1 Zone 1'
Announcement
ASCE 7-22 is now available.
MARIN RESIDENCE
1213 S Birch St, Santa Ana, CA 92707, USA
Latitude, Longitude: 33.7321501, -117.870683
Date 5/9/2025, 1:10:14 PM
Design Code Reference Document ASCE7-16
Risk Category II
Site Class D - Default (See Section 11.4.3)
Type Value Description
SS 1.287 MCER ground motion. (for 0.2 second period)
S1 0.46 MCER ground motion. (for 1.0s period)
SMS 1.544 Site-modified spectral acceleration value
SM1 null -See Section 11.4.8 Site-modified spectral acceleration value
SDS 1.029 Numeric seismic design value at 0.2 second SA
SD1 null -See Section 11.4.8 Numeric seismic design value at 1.0 second SA
Type Value Description
SDC null -See Section 11.4.8 Seismic design category
Fa 1.2 Site amplification factor at 0.2 second
Fv null -See Section 11.4.8 Site amplification factor at 1.0 second
PGA 0.545 MCEG peak ground acceleration
FPGA 1.2 Site amplification factor at PGA
PGAM 0.653 Site modified peak ground acceleration
TL 8 Long-period transition period in seconds
SsRT 1.287 Probabilistic risk-targeted ground motion. (0.2 second)
SsUH 1.384 Factored uniform-hazard (2% probability of exceedance in 50 years) spectral acceleration
SsD 1.524 Factored deterministic acceleration value. (0.2 second)
S1RT 0.46 Probabilistic risk-targeted ground motion. (1.0 second)
S1UH 0.496 Factored uniform-hazard (2% probability of exceedance in 50 years) spectral acceleration.
S1D 0.6 Factored deterministic acceleration value. (1.0 second)
PGAd 0.626 Factored deterministic acceleration value. (Peak Ground Acceleration)
PGAUH 0.545 Uniform-hazard (2% probability of exceedance in 50 years) Peak Ground Acceleration
CRS 0.929 Mapped value of the risk coefficient at short periods
CR1 0.926 Mapped value of the risk coefficient at a period of 1 s
CV 1.357 Vertical coefficient
5/9/25, 1:10 PM U.S. Seismic Design Maps
https://www.seismicmaps.org 1/2
JOB:
ENGR:JOB NO. SHEET NO.
SEISMIC BASE SHEAR
(ASCE 7-16)
Degrees
Degrees
- Default; No Soils Report (Table 20.3-1)
R =(Table 12.2-1)
SMS =Fa Ss Eq. (11.4-1)
= x
=
SM1 =Fv S1 Eq. (11.4-2)
= x
=
SDS =(2/3)SMS Eq. (11.4-3)
= (2/3)x
=
SD1 =(2/3)SM1 Eq. (11.4-4)
= (2/3)x
=
Ts =SD1 /SDS Sec. (11.3)
=sec.
1.5Ts = x Sec. (11.4-8)
=sec.
Ta =Ct hn Eq. (12.8-7)
=x 12
=sec.
∴
∴
0.548
0.822
Ta ≤ Ts
A Ground Motion Hazard Analysis IS NOT REQUIRED since structure is exempted in accordance with
Sec. 11.4.8, Exception 2: Structures on Site Class D sites with S1 ≥ 0.2 (S1 = 0.46), provided the value of
Cs is determined by Eq. (12.8-2) for values of Ta ≤ 1.5Ts; Cs is determined by 1.5 times the value
computed with Eq. (12.8-3) for values of 1.5Ts < Ta ≤ TL; and Cs is determined by 1.5 times the value
computed with Eq. (12.8-4) for values of TL < Ta
∴
Ta ≤ 1.5Ts
0.8464
Latitude:
Longitude:
33.732138
-117.87076
0.131
1.5444
1.84 0.46
0.8464
0.564
0.02 0.75
1.5444
1.030
0.548
1.5
MARIN RESIDENCE
25-199
D
1.20 1.29
6.5
EC DATE: 5/9/2025
SITE CLASS:
JOB:
ENGR:JOB NO. SHEET NO.
V = Cs W Eq. (12.8-1)
VMIN = >W Eq. (12.8-5)
=x x 1.0 =W ≥W
VMIN =0.5 S1 I W [For S1 is equal to or greater than 0.6g]Eq. (12.8-6)
= x x W
= W [GOVERNS]
VMAX = W =x W = W Eq. (12.8-3)
x
Eq. (12.8-2)
V = r W =x x W = x W
= W [Strength Level][Includes Rho]Sec. (12.8-1)
V = x W
= W [Allowable Stress Design][Includes Rho]Sec. (12.8-1)
25-199
0.044 1.030 0.0453 0.010
0.044 SDS I 0.01
MARIN RESIDENCE
EC DATE: 5/9/2025
0.7
0.15
0.207
SD1 I
T R
R
0.5 0.4600
1.30.159
0.207
R
1.030 1.0 1.3
6.5
1.0
6.5
0.035
0.6629
SDS I
0.564 1.0
0.131 6.5
JOB:
ENG JOB NO. SHEET NO.
SEISMIC ANALYSIS
WEIGHT
Wroof = ( 15 psf + 2.5 psf ) x ft^2 = kips
Wwall = 16 psf x 8 ft /2 x ft = kips
W2 = kips
BASE SHEAR
= x [Includes Rho]
= x = kips
EC DATE:25-199
lbs/sq ft
(3.653)
MARIN RESIDENCE
5/9/2025
VBASE
VBASE 0.145
6.070.145 41.9
WTOTAL
41.9
29.1
199.75 12.8
1661.5
CITY OF SANTA ANA
Planning and Building Agency
Approved
SHEARWALL_ SCHEDULE
MARK
SHEATHING
( 1 )
NAIL
SIZE
2
EDGE
NAIL
SPACING
FIELD
NAIL
SPACING
SILL TO
yy00D CONN. 1
O
SILL TO
CONC. CONN. (1)
CAST -IN -PLACE
CONCSI
TIT N H
ESR-
P„ h01
SCR♦�VS�Y
713)
LLOW.
HEAR
(PLF)
SHEAR
WALL
TYPE(3)
A615/32
STR O.S.
10d
6"
12"
SDS1/4"x6" ®16"
2x: 5/8"0 A.B. ® 32"
3x: 5/8"0 A.B. 0 48"
2x: 1 2"0 S
/
REW ®32
340
I
®
15/32 STR O.S.
10d
4"
12"
SDS1/4"x6" ® 12"
3x: 5/8"0 A.B. ® 32"
3x: 1/2"0 SCREW ® 24
510
ZL
A3
15/32 STR O.S.
10d
3" STGR(4)
12"
SDS1/4"x6" ® 9"
3x: 5/8"0 A.B. ® 24"
3x: 1/2"0 SCREW @ 18
665
ZL
A2
15/32 STR O.S.
10d
2" STGR(4)
12"
SDS1/4"x6" ® 6"
3x: 5/8"0 A.B. ® 16"
3x: 1/2"0 SCREW @ 12
870
H
4D
15/32 STR D.S.
10d
4"
12"
SDS1/4"x6" ® 6"
3x: 5/8"0 A.B. ® 16"
3x: 1/2"0 SCREW @ 12
1020
IIE
OD
15/32 STR D.S.
10d
3" STGR(4)
12"
SDS1/4"x6" ® 4"
3x: 5/8"0 A.B. ® 12"
3x: 1/2"0 SCREW @ 8"
1330
A
15/32 STR D.S.
10d
2" STGR(4)
12"
SDS1/4"x6" ® 3"
3x: 5/8"0 A.B. ® 8"
3x: 1/2"0 SCREW ® 6"
1740
1Z
SHEARWALL NOTES:
(1) O.S. INDICATES SHEATHING ON ONE SIDE OF WALL AS SHOWN ON PLANS.
D.S. INDICATES DOUBLE SIDED SHEARWALL: SHEATHING ON BOTH SIDES OF WALL.
(2) USE COMMON WIRE NAILS FOR ALL STRUCT-1 SHEATHING.
(3) SEE DETAILS 8/S1.2 & 12/S1.2 FOR SHEARWALL ASSEMBLIES BASED ON SHEARWALL TYPE.
(4) FOR STAGGERED EDGE NAILING REQUIREMENTS SEE DETAILS 8/S1.2 & 12/S1.2.
(5) SEE DETAILS 6/S1.1 AND 7/S1.1 FOR PLATE WASHER SIZE AND MINIMUM ANCHOR BOLT
EMBEDMENT, RESPECTIVELY. TITEN HD SCREWS TO BE USED IN RETROFIT CONDITIONS.
(6) WHERE 3x SILL PLATES AND EDGE STUDS ARE REQUIRED AT EXISTING 2x CONDITION, SEE DETAIL 6/S1.2.
JANCE
1ST FLOOR SHEARWALLS - SFD
JOB MARIN RESIDENCE
ENGR. EC DATE:JOB NO. 25-199 SHEET NO.
TAG:X1 ( 8.00 ft),X2 ( 6.00 ft)
FORCE:
SEISMIC GOVERNS
F1= kips Load Comb. :((0.6-.14SDS) D + 0.7 E
SDS : 1.29
SHEAR STRESS
X1 :L1= ft v= lbs = plf
X2 :L2= ft ft
Ltotal= ft
OVERTURNING
height= 8.00 ft
MOT= x x 8 = k-ft
ROOF: psf x ft = plf h/w= 1.00 OK
WALL: psf x ft = plf
w = plf Vallow= 340 PLF
MR= x 8.00 ^2/2 = k-ft USE:
TYPE 6 SHEARWALL
- 0.42 x = kips
kips OK USE:4 x 4 POST w/ H.D.
height= 8.00 ft
MOT= x x 8 = k-ft
ROOF: psf x ft = plf h/w= 1.33 OK
WALL: psf x ft = plf
w = plf Vallow= 340 PLF
MR= x 6.00 ^2/2 = k-ft USE:
TYPE 6 SHEARWALL
- 0.42 x = kips
kips OK USE:4 x 4 POST w/ H.D.
0.211 6.74
Unit load
15
6.00
6.74
6
16
HDU2
211
0.211 3.79
May 23, 2025
6.00
6
14.00
8.00
2.52
Tallow=3.08
T=
15
3.79
HDU2Tallow=
16 8 128
83
3.08
Unit load
WALL:
Tributary
128
211
8.64
X2
11.5
8.64 1.18
1.09
WALL:X1
2.52 8.00
T=
8
83
6.00 14.00
14.00
11.5
Tributary
14.00
SHEARWALL CALCULATIONS
2.52
8.00 2521 180
JOB MARIN RESIDENCE
ENGR. EC DATE:JOB NO. 25-199 SHEET NO.
TAG:X3 ( 5.00 ft),X4 ( 4.00 ft)
FORCE:
SEISMIC GOVERNS
F1= kips Load Comb. :((0.6-.14SDS) D + 0.7 E
SDS : 1.29
SHEAR STRESS
X3 :L1= ft v= lbs = plf
X4 :L2= ft ft
Ltotal= ft
OVERTURNING
height= 8.00 ft
MOT= x x 8 = k-ft
ROOF: psf x ft = plf h/w= 1.60 OK
WALL: psf x ft = plf
w = plf Vallow= 340 PLF
MR= x 5.00 ^2/2 = k-ft USE:
TYPE 6 SHEARWALL
- 0.42 x = kips
kips OK USE:4 x 4 POST w/ H.D.
height= 8.00 ft
MOT= x x 8 = k-ft
ROOF: psf x ft = plf h/w= 2.00 OK
WALL: psf x ft = plf
w = plf Vallow= 340 PLF
MR= x 4.00 ^2/2 = k-ft USE:
TYPE 6 SHEARWALL
- 0.42 x = kips
kips OK USE:4 x 4 POST w/ H.D.
0.211 2.63
Unit load
15
4.00
2.63
6
16
HDU2
211
0.211 1.68
May 23, 2025
4.00
6
9.00
5.00
1.18
Tallow=3.08
T=
15
1.68
HDU2Tallow=
16 8 128
83
3.08
Unit load
WALL:
Tributary
128
211
4.20
X4
5.2
4.20 0.87
0.83
WALL:X3
1.18 5.00
T=
8
83
4.00 9.00
9.00
5.2
Tributary
9.00
SHEARWALL CALCULATIONS
1.18
5.00 1181 131
JOB MARIN RESIDENCE
ENGR. EC DATE:JOB NO. 25-199 SHEET NO.
TAG:X5 ( 6.50 ft),X6 ( 6.00 ft)
FORCE:
SEISMIC GOVERNS
F1= kips Load Comb. :((0.6-.14SDS) D + 0.7 E
SDS : 1.29
SHEAR STRESS
X5 :L1= ft v= lbs = plf
X6 :L2= ft ft
Ltotal= ft
OVERTURNING
height= 8.00 ft
MOT= x x 8 = k-ft
ROOF: psf x ft = plf h/w= 1.23 OK
WALL: psf x ft = plf
w = plf Vallow= 340 PLF
MR= x 6.50 ^2/2 = k-ft USE:
TYPE 6 SHEARWALL
- 0.42 x = kips
kips OK USE:4 x 4 POST w/ H.D.
height= 8.00 ft
MOT= x x 8 = k-ft
ROOF: psf x ft = plf h/w= 1.33 OK
WALL: psf x ft = plf
w = plf Vallow= 340 PLF
MR= x 6.00 ^2/2 = k-ft USE:
TYPE 6 SHEARWALL
- 0.42 x = kips
kips OK USE:4 x 4 POST w/ H.D.
0.237 5.00
Unit load
15
6.00
5.00
7
16
HDU2
237
0.237 4.26
May 23, 2025
6.00
7
12.50
6.50
2.15
Tallow=3.08
T=
15
4.26
HDU2Tallow=
16 8 128
109
3.08
Unit load
WALL:
Tributary
128
237
8.26
X6
8.9
8.26 1.08
1.05
WALL:X5
2.15 6.50
T=
8
109
6.00 12.50
12.50
8.9
Tributary
12.50
SHEARWALL CALCULATIONS
2.15
6.50 2150 172
JOB MARIN RESIDENCE
ENGR. EC DATE:JOB NO. 25-199 SHEET NO.
TAG:Y1 ( 6.00 ft),Y2 ( 6.00 ft),Y3 ( 7.25 ft),0.00 ( 0.00 ft)
FORCE:
WIND GOVERNS
F1= kips Load Comb. :0.67D+W
SDS : 1.29
SHEAR STRESS
Y1 :L1= ft v= lbs = plf
Y2 :L2= ft ft
Y3 : L3= ft
0.00 : L4= ft
Ltotal= ft
OVERTURNING
height= 11.50 ft
MOT= x x 12 = k-ft
ROOF: psf x ft = plf h/w= 1.92 OK
WALL: psf x ft = plf
w = plf Vallow= 340 PLF
MR= x 6.00 ^2/2 = k-ft USE:
TYPE 6 SHEARWALL
- 0.67 x = kips
kips OK USE:4 x 4 POST w/ H.D.
height= 11.50 ft
MOT= x x 12 = k-ft
ROOF: psf x ft = plf h/w= 1.92 OK
WALL: psf x ft = plf
w = plf Vallow= 340 PLF
MR= x 6.00 ^2/2 = k-ft USE:
TYPE 6 SHEARWALL
- 0.67 x = kips
kips OK USE:4 x 4 POST w/ H.D.
214
HDU2
19.25
214
HDU2
194
19.25
May 23, 2025
215
TributaryUnit load
6.00
7.25
3.73
SHEARWALL CALCULATIONS
3731
0.214
19.25
Y1
1.80
6.00
0.00
1.8013.37 3.85
T=
Tallow=
13.4
3.08
WALL:
0.214
16
3.73
6.00
6.00
3.85
3.85
12
13.4
30
184
19.25
Unit load Tributary
13.37
6.00
30
16
15
12
6.00
3.85
WALL:Y2
3.73
184
2
Tallow=3.08
T=
JOB MARIN RESIDENCE
ENGR. EC DATE JOB NO. 25-199 SHEET NO.
height= 11.50 ft
MOT= x x 12 = k-ft
ROOF: psf x ft = plf h/w= 1.59 OK
WALL: psf x ft = plf
w = plf Vallow= 340 PLF
MR= x 7.25 ^2/2 = k-ft USE:
TYPE 6 SHEARWALL
- 0.67 x = kips
kips OK USE:4 x 4 POST w/ H.D.HDU2
16.2
0.214
Y3
15 30
3.73 7.25
19.25
184
WALL:
16 12
2
Tallow=3.08
5.62
7.25
16.2
May 23, 2025
Unit load Tributary
214
5.62
T=1.71
JOB MARIN RESIDENCE
ENGR. EC DATE:JOB NO. 25-199 SHEET NO.
TAG:Y4 ( 3.25 ft),Y5 ( 4.00 ft)
FORCE:
WIND GOVERNS
F1= kips Load Comb. :0.67 D + W
SDS : 1.29
SHEAR STRESS
Y4 :L1= ft v= lbs = plf
Y5 :L2= ft ft
Ltotal= ft
OVERTURNING
height= 10.50 ft
MOT= x x 11 = k-ft
ROOF: psf x ft = plf h/w= 3.23 OK
WALL: psf x ft = plf
w = plf Vallow= 340 PLF
MR= x 3.25 ^2/2 = k-ft USE:
TYPE 6 SHEARWALL
- 0.67 x = kips
kips OK USE:4 x 4 POST w/ H.D.
height= 10.50 ft
MOT= x x 11 = k-ft
ROOF: psf x ft = plf h/w= 2.63 OK
WALL: psf x ft = plf
w = plf Vallow= 340 PLF
MR= x 4.00 ^2/2 = k-ft USE:
TYPE 6 SHEARWALL
- 0.67 x = kips
kips OK USE:4 x 4 POST w/ H.D.
0.198 1.05
Unit load
15
4.00
1.05
2
16
HDU2
198
0.198 1.58
May 23, 2025
4.00
2
7.25
3.25
0.81
Tallow=3.08
T=
15
1.58
HDU2Tallow=
16 11 168
30
3.08
Unit load
WALL:
Tributary
168
198
4.68
Y5
3.8
4.68 0.91
0.96
WALL:Y4
0.81 3.25
T=
11
30
4.00 7.25
7.25
3.8
Tributary
7.25
SHEARWALL CALCULATIONS
0.81
3.25 808 111
JOB
ENGR. EC DATE:JOB NO. SHEET NO.
NOTES:
1-GIVEN CAPACITIES BASED ON INSTALLATION ON STEMWALL/RAISED FOUND.
2-CAPACITIES SHOWN REPRESENT THE LOWEST VALUE BETWEEN HD & A.B.
LARR NO.
LARR NO.
LARR NO.
*
ESR-ICC NO.
ESR 2611 LARR 25827
CAPACITIES BASED ON LARR/ESR-ICC NUMBERS ABOVE &
SIMPSON CATALOG C-C-2019
ESR-ICC NO.
ESR 2330 LARR 25720
IAPMO NO.
IAPMO 0143 LARR 25828
HD12
HD19
ANCHOR
BOLT
11.63 6x6
HD
HDU2
HDU4
HDU5
HDU8
HDU11
HDU14
HDU14
SB5/8x24
SB7/8x24
PAB8
HOLDOWNS
SB5/8x24
SB5/8x24
ALLOWABLE
UPLIFT
3.08
4.57
5.65
6.97
ALLOWABLE
75%
2.31
3.42
4.23
5.23
4x4
4x6
4x6
6x6
9.34
14.45
7.00
10.83
12.5816.78
PAB8
PAB9 15.51
REMARKS
4x4
4x4
6x6
PAB8 14.39 10.79 4x8
PAB9
EC + Associates Engineering
www.ecaengineering.com
1412 Espanol Ave Montebello, CA 90640 P: 562 708 3586
ADU
ROOF FRAMING PLAN - ADU
ROOF - ADU
Member Name Results (Max UTIL %)Current Solution Comments
RR-1 Passed (7% M)1 piece(s) 2 x 6 DF No.2 @ 16" OC
RR-2 Passed (15% M)1 piece(s) 2 x 8 DF No.2 @ 16" OC
RR-3 Passed (14% M)1 piece(s) 2 x 8 DF No.2 @ 16" OC
RR-4 Passed (64% ΔT)1 piece(s) 2 x 8 DF No.2 @ 16" OC
RR-5 Passed (60% ΔT)1 piece(s) 2 x 8 DF No.2 @ 16" OC
RR-6 Passed (26% M)1 piece(s) 2 x 6 DF No.2 @ 16" OC
CJ-1 Passed (48% M)1 piece(s) 2 x 6 DF No.2 @ 16" OC
CJ-2 Passed (79% M)1 piece(s) 2 x 8 DF No.2 @ 16" OC
CJ-3 Passed (76% M)1 piece(s) 2 x 8 DF No.2 @ 16" OC
CJ-4 Passed (65% M)1 piece(s) 2 x 8 DF No.2 @ 16" OC
CB-1 Passed (11% R)1 piece(s) 5 1/4" x 9 1/4" 2.2E Parallam® PSL
CB-2 Passed (33% ΔT)1 piece(s) 3 1/2" x 9 1/4" 2.2E Parallam® PSL
CB-3 Passed (52% ΔT)1 piece(s) 5 1/4" x 9 1/4" 2.2E Parallam® PSL
CB-4 Passed (41% ΔT)1 piece(s) 5 1/4" x 9 1/4" 2.2E Parallam® PSL
H1 Passed (52% M)1 piece(s) 4 x 6 DF No.1
H2 Passed (12% M)1 piece(s) 4 x 4 DF No.1
H3 Passed (21% M)1 piece(s) 4 x 4 DF No.1
H4 Passed (50% M)1 piece(s) 4 x 6 DF No.1
H5 Passed (26% M)1 piece(s) 4 x 4 DF No.1
H6 Passed (43% M)1 piece(s) 4 x 6 DF No.1
H7 Passed (28% M)1 piece(s) 4 x 6 DF No.1
H8 Passed (32% M)1 piece(s) 4 x 6 DF No.1
H9 Passed (27% R)1 piece(s) 4 x 8 DF No.1
25-199 1213 S BIRCH ST. - 2 STRUCTURES - RAUL MARIN
JOB SUMMARY REPORT
ForteWEB Software Operator Job Notes 5/13/2025 6:14:40 PM UTC
Alan Mijares
EC+Associates Engineering Inc
(562) 419-7020
AlanM@ecaengineering.com
ForteWEB v3.9
File Name: 25-199 1213 S BIRCH ST. - 2 STRUCTURES - RAUL
MARIN
Page 1 / 25
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)94 @ 4' 4 1/2"3281 (3.50")Passed (3%)--1.0 D + 1.0 Lr (Alt Spans)
Shear (lbs)67 @ 1' 1 3/8"1238 Passed (5%)1.25 1.0 D + 1.0 Lr (All Spans)
Moment (Ft-lbs)77 @ 2' 6 5/8"1060 Passed (7%)1.25 1.0 D + 1.0 Lr (Alt Spans)
Live Load Defl. (in)0.007 @ 2' 6 1/4"0.264 Passed (L/999+)--1.0 D + 1.0 Lr (Alt Spans)
Total Load Defl. (in)0.012 @ 2' 6 5/16"0.352 Passed (L/999+)--1.0 D + 1.0 Lr (Alt Spans)
Member Length : 6' 11 5/16"
System : Roof
Member Type : Joist
Building Use : Residential
Building Code : IBC 2021
Design Methodology : ASD
Member Pitch : 12/12
•Deflection criteria: LL (L/240) and TL (L/180).
•Overhang deflection criteria: LL (2L/240) and TL (2L/180).
•Birdsmouth cut has not been analyzed.
•A 15% increase in the moment capacity has been added to account for repetitive member usage.
•Applicable calculations are based on NDS.
• Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Roof Live Factored Accessories
1 - Birdsmouth - DF 3.50"3.50"1.50"51 68 119 Blocking
2 - Beveled Plate - DF 3.50"3.50"1.50"40 55 94 Blocking
•Dimensions for lateral bracing intervals are measured along the length of the member for sloped conditions.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)Continuous
Bottom Edge (Lu)Continuous
Dead Roof Live
Vertical Load Location (Side)Spacing (0.90)(1.25)Comments
1 - Uniform (PSF)0 to 4' 7"16"10.5 20.0 ROOF
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/
document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
Weyerhaeuser Notes
Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.).
MEMBER REPORT PASSED
ROOF - ADU, RR-1
1 piece(s) 2 x 6 DF No.2 @ 16" OC
ForteWEB Software Operator Job Notes 5/13/2025 6:14:40 PM UTC
Alan Mijares
EC+Associates Engineering Inc
(562) 419-7020
AlanM@ecaengineering.com
ForteWEB v3.9, Engine: V8.4.3.94, Data: V8.1.7.3
File Name: 25-199 1213 S BIRCH ST. - 2 STRUCTURES - RAUL
MARIN
Page 3 / 25
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)165 @ 2 1/2"3281 (3.50")Passed (5%)--1.0 D + 1.0 Lr (All Spans)
Shear (lbs)132 @ 8 5/8"1631 Passed (8%)1.25 1.0 D + 1.0 Lr (All Spans)
Moment (Ft-lbs)261 @ 3' 5"1700 Passed (15%)1.25 1.0 D + 1.0 Lr (All Spans)
Live Load Defl. (in)0.027 @ 3' 5"0.454 Passed (L/999+)--1.0 D + 1.0 Lr (All Spans)
Total Load Defl. (in)0.050 @ 3' 5"0.605 Passed (L/999+)--1.0 D + 1.0 Lr (All Spans)
Member Length : 10' 3 3/16"
System : Roof
Member Type : Joist
Building Use : Residential
Building Code : IBC 2021
Design Methodology : ASD
Member Pitch : 12/12
•Deflection criteria: LL (L/240) and TL (L/180).
•Birdsmouth cut has not been analyzed.
•A 15% increase in the moment capacity has been added to account for repetitive member usage.
•Applicable calculations are based on NDS.
• Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Roof Live Factored Accessories
1 - Birdsmouth - DF 3.50"3.50"1.50"74 91 165 Blocking
2 - Beveled Plate - DF 3.50"3.50"1.50"74 91 165 Blocking
•Dimensions for lateral bracing intervals are measured along the length of the member for sloped conditions.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)Continuous
Bottom Edge (Lu)Continuous
Dead Roof Live
Vertical Loads Location (Side)Spacing (0.90)(1.25)Comments
1 - Uniform (PSF)0 to 6' 10"16"10.5 20.0 ROOF
2 - Point (PLF)3' 5"16"10.0 --CALIFORNIA
FRAMING
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/
document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
Weyerhaeuser Notes
Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.).
MEMBER REPORT PASSED
ROOF - ADU, RR-2
1 piece(s) 2 x 8 DF No.2 @ 16" OC
ForteWEB Software Operator Job Notes 5/13/2025 6:14:40 PM UTC
Alan Mijares
EC+Associates Engineering Inc
(562) 419-7020
AlanM@ecaengineering.com
ForteWEB v3.9, Engine: V8.4.3.94, Data: V8.1.7.3
File Name: 25-199 1213 S BIRCH ST. - 2 STRUCTURES - RAUL
MARIN
Page 4 / 25
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)159 @ 7' 1 1/2"3281 (3.50")Passed (5%)--1.0 D + 1.0 Lr (Alt Spans)
Shear (lbs)126 @ 6' 7 3/8"1631 Passed (8%)1.25 1.0 D + 1.0 Lr (Alt Spans)
Moment (Ft-lbs)240 @ 3' 10 7/8"1700 Passed (14%)1.25 1.0 D + 1.0 Lr (Alt Spans)
Live Load Defl. (in)0.027 @ 3' 10 11/16"0.458 Passed (L/999+)--1.0 D + 1.0 Lr (Alt Spans)
Total Load Defl. (in)0.048 @ 3' 10 3/4"0.611 Passed (L/999+)--1.0 D + 1.0 Lr (Alt Spans)
Member Length : 10' 11 11/16"
System : Roof
Member Type : Joist
Building Use : Residential
Building Code : IBC 2021
Design Methodology : ASD
Member Pitch : 12/12
•Deflection criteria: LL (L/240) and TL (L/180).
•Overhang deflection criteria: LL (2L/240) and TL (2L/180).
•Birdsmouth cut has not been analyzed.
•A 15% increase in the moment capacity has been added to account for repetitive member usage.
•Applicable calculations are based on NDS.
• Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Roof Live Factored Accessories
1 - Birdsmouth - DF 3.50"3.50"1.50"78 104 182 Blocking
2 - Beveled Plate - DF 3.50"3.50"1.50"68 92 159 Blocking
•Dimensions for lateral bracing intervals are measured along the length of the member for sloped conditions.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)Continuous
Bottom Edge (Lu)Continuous
Dead Roof Live
Vertical Load Location (Side)Spacing (0.90)(1.25)Comments
1 - Uniform (PSF)0 to 7' 4"16"10.5 20.0 ROOF
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/
document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
Weyerhaeuser Notes
Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.).
MEMBER REPORT PASSED
ROOF - ADU, RR-3
1 piece(s) 2 x 8 DF No.2 @ 16" OC
ForteWEB Software Operator Job Notes 5/13/2025 6:14:40 PM UTC
Alan Mijares
EC+Associates Engineering Inc
(562) 419-7020
AlanM@ecaengineering.com
ForteWEB v3.9, Engine: V8.4.3.94, Data: V8.1.7.3
File Name: 25-199 1213 S BIRCH ST. - 2 STRUCTURES - RAUL
MARIN
Page 5 / 25
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)317 @ 13' 4 1/2"3281 (3.50")Passed (10%)--1.0 D + 1.0 Lr (Alt Spans)
Shear (lbs)283 @ 12' 10 3/8"1631 Passed (17%)1.25 1.0 D + 1.0 Lr (Alt Spans)
Moment (Ft-lbs)1012 @ 7' 1/2"1700 Passed (60%)1.25 1.0 D + 1.0 Lr (Alt Spans)
Live Load Defl. (in)0.412 @ 7' 1/8"0.900 Passed (L/524)--1.0 D + 1.0 Lr (Alt Spans)
Total Load Defl. (in)0.763 @ 7' 3/16"1.200 Passed (L/283)--1.0 D + 1.0 Lr (Alt Spans)
Member Length : 19' 9 3/4"
System : Roof
Member Type : Joist
Building Use : Residential
Building Code : IBC 2021
Design Methodology : ASD
Member Pitch : 12/12
•Deflection criteria: LL (L/240) and TL (L/180).
•Overhang deflection criteria: LL (2L/240) and TL (2L/180).
•Birdsmouth cut has not been analyzed.
•A 15% increase in the moment capacity has been added to account for repetitive member usage.
•Applicable calculations are based on NDS.
• Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Roof Live Factored Accessories
1 - Birdsmouth - DF 3.50"3.50"1.50"151 187 338 Blocking
2 - Beveled Plate - DF 3.50"3.50"1.50"142 175 317 Blocking
•Dimensions for lateral bracing intervals are measured along the length of the member for sloped conditions.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)Continuous
Bottom Edge (Lu)Continuous
Dead Roof Live
Vertical Loads Location (Side)Spacing (0.90)(1.25)Comments
1 - Uniform (PSF)0 to 13' 7"16"10.5 20.0 ROOF
2 - Point (PLF)7' 1/2"16"17.5 --CALIFORNIA
FRAMING
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/
document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
Weyerhaeuser Notes
Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.).
MEMBER REPORT PASSED
ROOF - ADU, RR-4
1 piece(s) 2 x 8 DF No.2 @ 16" OC
ForteWEB Software Operator Job Notes 5/13/2025 6:14:40 PM UTC
Alan Mijares
EC+Associates Engineering Inc
(562) 419-7020
AlanM@ecaengineering.com
ForteWEB v3.9, Engine: V8.4.3.94, Data: V8.1.7.3
File Name: 25-199 1213 S BIRCH ST. - 2 STRUCTURES - RAUL
MARIN
Page 6 / 25
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)305 @ 13' 4 1/2"3281 (3.50")Passed (9%)--1.0 D + 1.0 Lr (Alt Spans)
Shear (lbs)271 @ 12' 10 3/8"1631 Passed (17%)1.25 1.0 D + 1.0 Lr (Alt Spans)
Moment (Ft-lbs)938 @ 7' 1/4"1700 Passed (55%)1.25 1.0 D + 1.0 Lr (Alt Spans)
Live Load Defl. (in)0.412 @ 7' 3/16"0.900 Passed (L/524)--1.0 D + 1.0 Lr (Alt Spans)
Total Load Defl. (in)0.717 @ 7' 3/16"1.200 Passed (L/301)--1.0 D + 1.0 Lr (Alt Spans)
Member Length : 19' 9 3/4"
System : Roof
Member Type : Joist
Building Use : Residential
Building Code : IBC 2021
Design Methodology : ASD
Member Pitch : 12/12
•Deflection criteria: LL (L/240) and TL (L/180).
•Overhang deflection criteria: LL (2L/240) and TL (2L/180).
•Birdsmouth cut has not been analyzed.
•A 15% increase in the moment capacity has been added to account for repetitive member usage.
•Applicable calculations are based on NDS.
• Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Roof Live Factored Accessories
1 - Birdsmouth - DF 3.50"3.50"1.50"139 187 327 Blocking
2 - Beveled Plate - DF 3.50"3.50"1.50"130 175 305 Blocking
•Dimensions for lateral bracing intervals are measured along the length of the member for sloped conditions.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)Continuous
Bottom Edge (Lu)Continuous
Dead Roof Live
Vertical Load Location (Side)Spacing (0.90)(1.25)Comments
1 - Uniform (PSF)0 to 13' 7"16"10.5 20.0 ROOF
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/
document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
Weyerhaeuser Notes
Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.).
MEMBER REPORT PASSED
ROOF - ADU, RR-5
1 piece(s) 2 x 8 DF No.2 @ 16" OC
ForteWEB Software Operator Job Notes 5/13/2025 6:14:40 PM UTC
Alan Mijares
EC+Associates Engineering Inc
(562) 419-7020
AlanM@ecaengineering.com
ForteWEB v3.9, Engine: V8.4.3.94, Data: V8.1.7.3
File Name: 25-199 1213 S BIRCH ST. - 2 STRUCTURES - RAUL
MARIN
Page 7 / 25
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)171 @ 7' 7 1/2"3281 (3.50")Passed (5%)--1.0 D + 1.0 Lr (Alt Spans)
Shear (lbs)142 @ 7' 2 5/8"1238 Passed (11%)1.25 1.0 D + 1.0 Lr (Alt Spans)
Moment (Ft-lbs)279 @ 4' 1 7/8"1060 Passed (26%)1.25 1.0 D + 1.0 Lr (Alt Spans)
Live Load Defl. (in)0.085 @ 4' 1 11/16"0.494 Passed (L/999+)--1.0 D + 1.0 Lr (Alt Spans)
Total Load Defl. (in)0.147 @ 4' 1 11/16"0.658 Passed (L/806)--1.0 D + 1.0 Lr (Alt Spans)
Member Length : 11' 6 7/16"
System : Roof
Member Type : Joist
Building Use : Residential
Building Code : IBC 2021
Design Methodology : ASD
Member Pitch : 12/12
•Deflection criteria: LL (L/240) and TL (L/180).
•Overhang deflection criteria: LL (2L/240) and TL (2L/180).
•Birdsmouth cut has not been analyzed.
•A 15% increase in the moment capacity has been added to account for repetitive member usage.
•Applicable calculations are based on NDS.
• Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Roof Live Factored Accessories
1 - Birdsmouth - DF 3.50"3.50"1.50"82 111 194 Blocking
2 - Beveled Plate - DF 3.50"3.50"1.50"73 98 171 Blocking
•Dimensions for lateral bracing intervals are measured along the length of the member for sloped conditions.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)Continuous
Bottom Edge (Lu)Continuous
Dead Roof Live
Vertical Load Location (Side)Spacing (0.90)(1.25)Comments
1 - Uniform (PSF)0 to 7' 10"16"10.5 20.0 ROOF
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/
document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
Weyerhaeuser Notes
Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.).
MEMBER REPORT PASSED
ROOF - ADU, RR-6
1 piece(s) 2 x 6 DF No.2 @ 16" OC
ForteWEB Software Operator Job Notes 5/13/2025 6:14:40 PM UTC
Alan Mijares
EC+Associates Engineering Inc
(562) 419-7020
AlanM@ecaengineering.com
ForteWEB v3.9, Engine: V8.4.3.94, Data: V8.1.7.3
File Name: 25-199 1213 S BIRCH ST. - 2 STRUCTURES - RAUL
MARIN
Page 8 / 25
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)177 @ 2 1/2"3281 (3.50")Passed (5%)--1.0 D + 1.0 L (All Spans)
Shear (lbs)147 @ 9"990 Passed (15%)1.00 1.0 D + 1.0 L (All Spans)
Moment (Ft-lbs)354 @ 4' 5"737 Passed (48%)1.00 1.0 D + 1.0 L (All Spans)
Live Load Defl. (in)0.090 @ 4' 5"0.421 Passed (L/999+)--1.0 D + 1.0 L (All Spans)
Total Load Defl. (in)0.136 @ 4' 5"0.561 Passed (L/744)--1.0 D + 1.0 L (All Spans)
Member Length : 8' 10"
System : Ceiling
Member Type : Attic Joist
Building Use : Residential
Building Code : IBC 2021
Design Methodology : ASD
Member Pitch : 0/12
•Deflection criteria: LL (L/240) and TL (L/180).
•Allowed moment does not reflect the adjustment for the beam stability factor.
•Applicable calculations are based on NDS.
• Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Floor/Ceiling
Live Factored Accessories
1 - Stud wall - DF 3.50"3.50"1.50"59 118 177 Blocking
2 - Stud wall - DF 3.50"3.50"1.50"59 118 177 Blocking
•Maximum allowable bracing intervals based on applied load.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)8' 10" o/c
Bottom Edge (Lu)8' 10" o/c
• Only vertical loads are available for Attic Joist member types. No tension loading will be considered in the design for these members.
Dead
Floor/Ceiling
Live
Vertical Load Location (Side)Spacing (0.90)(1.00)Comments
1 - Uniform (PSF)0 to 8' 10"16"10.0 20.0 CEILING
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/
document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
Weyerhaeuser Notes
Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.).
MEMBER REPORT PASSED
ROOF - ADU, CJ-1
1 piece(s) 2 x 6 DF No.2 @ 16" OC
ForteWEB Software Operator Job Notes 5/13/2025 6:14:40 PM UTC
Alan Mijares
EC+Associates Engineering Inc
(562) 419-7020
AlanM@ecaengineering.com
ForteWEB v3.9, Engine: V8.4.3.94, Data: V8.1.7.3
File Name: 25-199 1213 S BIRCH ST. - 2 STRUCTURES - RAUL
MARIN
Page 9 / 25
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)282 @ 2 1/2"3281 (3.50")Passed (9%)--1.0 D + 1.0 L (All Spans)
Shear (lbs)246 @ 10 3/4"1305 Passed (19%)1.00 1.0 D + 1.0 L (All Spans)
Moment (Ft-lbs)934 @ 7' 1/2"1183 Passed (79%)1.00 1.0 D + 1.0 L (All Spans)
Live Load Defl. (in)0.275 @ 7' 1/2"0.683 Passed (L/597)--1.0 D + 1.0 L (All Spans)
Total Load Defl. (in)0.412 @ 7' 1/2"0.911 Passed (L/398)--1.0 D + 1.0 L (All Spans)
Member Length : 14' 1"
System : Ceiling
Member Type : Attic Joist
Building Use : Residential
Building Code : IBC 2021
Design Methodology : ASD
Member Pitch : 0/12
•Deflection criteria: LL (L/240) and TL (L/180).
•Allowed moment does not reflect the adjustment for the beam stability factor.
•Applicable calculations are based on NDS.
• Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Floor/Ceiling
Live Factored Accessories
1 - Stud wall - DF 3.50"3.50"1.50"94 188 282 Blocking
2 - Stud wall - DF 3.50"3.50"1.50"94 188 282 Blocking
•Maximum allowable bracing intervals based on applied load.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)9' 8" o/c
Bottom Edge (Lu)14' 1" o/c
• Only vertical loads are available for Attic Joist member types. No tension loading will be considered in the design for these members.
Dead
Floor/Ceiling
Live
Vertical Load Location (Side)Spacing (0.90)(1.00)Comments
1 - Uniform (PSF)0 to 14' 1"16"10.0 20.0 CEILING
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/
document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
Weyerhaeuser Notes
Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.).
MEMBER REPORT PASSED
ROOF - ADU, CJ-2
1 piece(s) 2 x 8 DF No.2 @ 16" OC
ForteWEB Software Operator Job Notes 5/13/2025 6:14:40 PM UTC
Alan Mijares
EC+Associates Engineering Inc
(562) 419-7020
AlanM@ecaengineering.com
ForteWEB v3.9, Engine: V8.4.3.94, Data: V8.1.7.3
File Name: 25-199 1213 S BIRCH ST. - 2 STRUCTURES - RAUL
MARIN
Page 10 / 25
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)277 @ 2 1/2"3281 (3.50")Passed (8%)--1.0 D + 1.0 L (All Spans)
Shear (lbs)241 @ 10 3/4"1305 Passed (18%)1.00 1.0 D + 1.0 L (All Spans)
Moment (Ft-lbs)900 @ 6' 11"1183 Passed (76%)1.00 1.0 D + 1.0 L (All Spans)
Live Load Defl. (in)0.255 @ 6' 11"0.671 Passed (L/631)--1.0 D + 1.0 L (All Spans)
Total Load Defl. (in)0.383 @ 6' 11"0.894 Passed (L/421)--1.0 D + 1.0 L (All Spans)
Member Length : 13' 10"
System : Ceiling
Member Type : Attic Joist
Building Use : Residential
Building Code : IBC 2021
Design Methodology : ASD
Member Pitch : 0/12
•Deflection criteria: LL (L/240) and TL (L/180).
•Allowed moment does not reflect the adjustment for the beam stability factor.
•Applicable calculations are based on NDS.
• Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Floor/Ceiling
Live Factored Accessories
1 - Stud wall - DF 3.50"3.50"1.50"92 184 277 Blocking
2 - Stud wall - DF 3.50"3.50"1.50"92 184 277 Blocking
•Maximum allowable bracing intervals based on applied load.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)10' 3" o/c
Bottom Edge (Lu)13' 10" o/c
• Only vertical loads are available for Attic Joist member types. No tension loading will be considered in the design for these members.
Dead
Floor/Ceiling
Live
Vertical Load Location (Side)Spacing (0.90)(1.00)Comments
1 - Uniform (PSF)0 to 13' 10"16"10.0 20.0 CEILING
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/
document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
Weyerhaeuser Notes
Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.).
MEMBER REPORT PASSED
ROOF - ADU, CJ-3
1 piece(s) 2 x 8 DF No.2 @ 16" OC
ForteWEB Software Operator Job Notes 5/13/2025 6:14:40 PM UTC
Alan Mijares
EC+Associates Engineering Inc
(562) 419-7020
AlanM@ecaengineering.com
ForteWEB v3.9, Engine: V8.4.3.94, Data: V8.1.7.3
File Name: 25-199 1213 S BIRCH ST. - 2 STRUCTURES - RAUL
MARIN
Page 11 / 25
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)257 @ 2 1/2"3281 (3.50")Passed (8%)--1.0 D + 1.0 L (All Spans)
Shear (lbs)221 @ 10 3/4"1305 Passed (17%)1.00 1.0 D + 1.0 L (All Spans)
Moment (Ft-lbs)771 @ 6' 5"1183 Passed (65%)1.00 1.0 D + 1.0 L (All Spans)
Live Load Defl. (in)0.187 @ 6' 5"0.621 Passed (L/796)--1.0 D + 1.0 L (All Spans)
Total Load Defl. (in)0.281 @ 6' 5"0.828 Passed (L/531)--1.0 D + 1.0 L (All Spans)
Member Length : 12' 10"
System : Ceiling
Member Type : Attic Joist
Building Use : Residential
Building Code : IBC 2021
Design Methodology : ASD
Member Pitch : 0/12
•Deflection criteria: LL (L/240) and TL (L/180).
•Allowed moment does not reflect the adjustment for the beam stability factor.
•Applicable calculations are based on NDS.
• Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Floor/Ceiling
Live Factored Accessories
1 - Stud wall - DF 3.50"3.50"1.50"86 171 257 Blocking
2 - Stud wall - DF 3.50"3.50"1.50"86 171 257 Blocking
•Maximum allowable bracing intervals based on applied load.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)12' 8" o/c
Bottom Edge (Lu)12' 10" o/c
• Only vertical loads are available for Attic Joist member types. No tension loading will be considered in the design for these members.
Dead
Floor/Ceiling
Live
Vertical Load Location (Side)Spacing (0.90)(1.00)Comments
1 - Uniform (PSF)0 to 12' 10"16"10.0 20.0 CEILING
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/
document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
Weyerhaeuser Notes
Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.).
MEMBER REPORT PASSED
ROOF - ADU, CJ-4
1 piece(s) 2 x 8 DF No.2 @ 16" OC
ForteWEB Software Operator Job Notes 5/13/2025 6:14:40 PM UTC
Alan Mijares
EC+Associates Engineering Inc
(562) 419-7020
AlanM@ecaengineering.com
ForteWEB v3.9, Engine: V8.4.3.94, Data: V8.1.7.3
File Name: 25-199 1213 S BIRCH ST. - 2 STRUCTURES - RAUL
MARIN
Page 12 / 25
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)1320 @ 8' 4 1/2"11484 (3.50")Passed (11%)--1.0 D + 1.0 Lr (All Spans)
Shear (lbs)998 @ 7' 5 3/4"11736 Passed (9%)1.25 1.0 D + 1.0 Lr (All Spans)
Moment (Ft-lbs)2610 @ 4' 3 11/16"23279 Passed (11%)1.25 1.0 D + 1.0 Lr (All Spans)
Live Load Defl. (in)0.019 @ 4' 3 5/16"0.410 Passed (L/999+)--1.0 D + 1.0 Lr (All Spans)
Total Load Defl. (in)0.047 @ 4' 3 3/8"0.547 Passed (L/999+)--1.0 D + 1.0 Lr (All Spans)
Member Length : 8' 6 1/2"
System : Roof
Member Type : Flush Beam
Building Use : Residential
Building Code : IBC 2021
Design Methodology : ASD
Member Pitch : 0/12
•Deflection criteria: LL (L/240) and TL (L/180).
•Allowed moment does not reflect the adjustment for the beam stability factor.
• Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Roof Live Factored Accessories
1 - Stud wall - DF 3.50"3.50"1.50"737 534 1271 Blocking
2 - Stud wall - DF 3.50"3.50"1.50"786 534 1320 Blocking
•Maximum allowable bracing intervals based on applied load.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)8' 7" o/c
Bottom Edge (Lu)8' 7" o/c
• Side loads are assumed to not induce cross-grain tension.
Dead Roof Live
Vertical Loads Location (Side)Tributary
Width
(0.90)(1.25)Comments
0 - Self Weight (PLF)0 to 8' 6 1/2"N/A 15.2 --
1 - Uniform (PSF)0 to 8' 6 1/2" (Front)6' 3"21.2 20.0 ROOF
2 - Tapered (PSF)1' 6" to 5' 3" (Front)3' 9" to 0 7.1 --CALIFORNIA
FRAMING
3 - Tapered (PSF)5' 3" to 8' 6 1/2" (Front)0 to 3' 9"7.1 --CALIFORNIA
FRAMING
4 - Tapered (PSF)1' 6" to 5' 3" (Front)0 to 4' 9"10.0 --CRIPPLE WALL
5 - Tapered (PSF)5' 3" to 8' 6 1/2" (Front)4' 9" to 0 10.0 --CRIPPLE WALL
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/
document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
Weyerhaeuser Notes
Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.).
MEMBER REPORT PASSED
ROOF - ADU, CB-1
1 piece(s) 5 1/4" x 9 1/4" 2.2E Parallam® PSL
ForteWEB Software Operator Job Notes 5/13/2025 6:14:40 PM UTC
Alan Mijares
EC+Associates Engineering Inc
(562) 419-7020
AlanM@ecaengineering.com
ForteWEB v3.9, Engine: V8.4.3.94, Data: V8.1.7.3
File Name: 25-199 1213 S BIRCH ST. - 2 STRUCTURES - RAUL
MARIN
Page 13 / 25
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)1867 @ 2"7656 (3.50")Passed (24%)--1.0 D + 1.0 Lr (All Spans)
Shear (lbs)1136 @ 1' 3/4"5633 Passed (20%)0.90 1.0 D (All Spans)
Moment (Ft-lbs)3623 @ 5' 8 1/2"11174 Passed (32%)0.90 1.0 D (All Spans)
Live Load Defl. (in)0.070 @ 6' 3 1/4"0.610 Passed (L/999+)--1.0 D + 1.0 Lr (All Spans)
Total Load Defl. (in)0.271 @ 6' 2 1/8"0.814 Passed (L/540)--1.0 D + 1.0 Lr (All Spans)
Member Length : 12' 6 1/2"
System : Roof
Member Type : Flush Beam
Building Use : Residential
Building Code : IBC 2021
Design Methodology : ASD
Member Pitch : 0/12
•Deflection criteria: LL (L/240) and TL (L/180).
•Allowed moment does not reflect the adjustment for the beam stability factor.
• Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Roof Live Factored Accessories
1 - Stud wall - DF 3.50"3.50"1.50"1449 418 1867 Blocking
2 - Stud wall - DF 3.50"3.50"1.50"969 418 1387 Blocking
•Maximum allowable bracing intervals based on applied load.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)12' 7" o/c
Bottom Edge (Lu)12' 7" o/c
• Side loads are assumed to not induce cross-grain tension.
Dead Roof Live
Vertical Loads Location (Side)Tributary
Width
(0.90)(1.25)Comments
0 - Self Weight (PLF)0 to 12' 6 1/2"N/A 10.1 --
1 - Uniform (PSF)0 to 12' 6 1/2" (Front)3' 4"21.2 20.0 ROOF
2 - Tapered (PSF)0 to 12' 6 1/2" (Front)14' to 0 16.0 --EXTERIOR
CRIPPLE WALL
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/
document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
Weyerhaeuser Notes
Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.).
MEMBER REPORT PASSED
ROOF - ADU, CB-2
1 piece(s) 3 1/2" x 9 1/4" 2.2E Parallam® PSL
ForteWEB Software Operator Job Notes 5/13/2025 6:14:40 PM UTC
Alan Mijares
EC+Associates Engineering Inc
(562) 419-7020
AlanM@ecaengineering.com
ForteWEB v3.9, Engine: V8.4.3.94, Data: V8.1.7.3
File Name: 25-199 1213 S BIRCH ST. - 2 STRUCTURES - RAUL
MARIN
Page 14 / 25
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)3829 @ 2"11484 (3.50")Passed (33%)--1.0 D + 1.0 Lr (All Spans)
Shear (lbs)3180 @ 1' 3/4"11736 Passed (27%)1.25 1.0 D + 1.0 Lr (All Spans)
Moment (Ft-lbs)11377 @ 6' 3 1/4"23279 Passed (49%)1.25 1.0 D + 1.0 Lr (All Spans)
Live Load Defl. (in)0.178 @ 6' 3 1/4"0.610 Passed (L/825)--1.0 D + 1.0 Lr (All Spans)
Total Load Defl. (in)0.425 @ 6' 3 1/4"0.814 Passed (L/345)--1.0 D + 1.0 Lr (All Spans)
Member Length : 12' 6 1/2"
System : Roof
Member Type : Flush Beam
Building Use : Residential
Building Code : IBC 2021
Design Methodology : ASD
Member Pitch : 0/12
•Deflection criteria: LL (L/240) and TL (L/180).
•Allowed moment does not reflect the adjustment for the beam stability factor.
• Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Roof Live Factored Accessories
1 - Stud wall - DF 3.50"3.50"1.50"2230 1599 3829 Blocking
2 - Stud wall - DF 3.50"3.50"1.50"2230 1599 3829 Blocking
•Maximum allowable bracing intervals based on applied load.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)12' 7" o/c
Bottom Edge (Lu)12' 7" o/c
• Side loads are assumed to not induce cross-grain tension.
Dead Roof Live
Vertical Loads Location (Side)Tributary
Width
(0.90)(1.25)Comments
0 - Self Weight (PLF)0 to 12' 6 1/2"N/A 15.2 --
1 - Uniform (PSF)0 to 12' 6 1/2" (Front)12' 9"21.2 20.0 ROOF
2 - Uniform (PSF)0 to 12' 6 1/2" (Front)14'5.0 --CRIPPLE WALL
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/
document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
Weyerhaeuser Notes
Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.).
MEMBER REPORT PASSED
ROOF - ADU, CB-3
1 piece(s) 5 1/4" x 9 1/4" 2.2E Parallam® PSL
ForteWEB Software Operator Job Notes 5/13/2025 6:14:40 PM UTC
Alan Mijares
EC+Associates Engineering Inc
(562) 419-7020
AlanM@ecaengineering.com
ForteWEB v3.9, Engine: V8.4.3.94, Data: V8.1.7.3
File Name: 25-199 1213 S BIRCH ST. - 2 STRUCTURES - RAUL
MARIN
Page 15 / 25
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)2356 @ 13' 10 1/2"11484 (3.50")Passed (21%)--1.0 D + 1.0 Lr (All Spans)
Shear (lbs)2025 @ 12' 11 3/4"11736 Passed (17%)1.25 1.0 D + 1.0 Lr (All Spans)
Moment (Ft-lbs)8106 @ 7' 5/16"23279 Passed (35%)1.25 1.0 D + 1.0 Lr (All Spans)
Live Load Defl. (in)0.142 @ 7' 1/4"0.685 Passed (L/999+)--1.0 D + 1.0 Lr (All Spans)
Total Load Defl. (in)0.376 @ 7' 1/4"0.914 Passed (L/438)--1.0 D + 1.0 Lr (All Spans)
Member Length : 14' 1/2"
System : Roof
Member Type : Flush Beam
Building Use : Residential
Building Code : IBC 2021
Design Methodology : ASD
Member Pitch : 0/12
•Deflection criteria: LL (L/240) and TL (L/180).
•Allowed moment does not reflect the adjustment for the beam stability factor.
• Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Roof Live Factored Accessories
1 - Stud wall - DF 3.50"3.50"1.50"1441 913 2354 Blocking
2 - Stud wall - DF 3.50"3.50"1.50"1444 913 2356 Blocking
•Maximum allowable bracing intervals based on applied load.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)14' 1" o/c
Bottom Edge (Lu)14' 1" o/c
• Side loads are assumed to not induce cross-grain tension.
Dead Roof Live
Vertical Loads Location (Side)Tributary
Width
(0.90)(1.25)Comments
0 - Self Weight (PLF)0 to 14' 1/2"N/A 15.2 --
1 - Uniform (PSF)0 to 14' 1/2" (Front)6' 6"21.2 20.0 ROOF
2 - Tapered (PSF)0 to 7' 2" (Front)3' 6" to 0 7.1 --CALIFORNIA
FRAMING
3 - Tapered (PSF)7' 2" to 14' 1/2" (Front)0 to 3' 6"7.1 --CALIFORNIA
FRAMING
4 - Tapered (PSF)0 to 7' 2" (Front)0 to 8'10.0 --CRIPPLE WALL
5 - Tapered (PSF)7' 2" to 14' 1/2" (Front)8' to 0 10.0 --CRIPPLE WALL
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/
document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
Weyerhaeuser Notes
Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.).
MEMBER REPORT PASSED
ROOF - ADU, CB-4
1 piece(s) 5 1/4" x 9 1/4" 2.2E Parallam® PSL
ForteWEB Software Operator Job Notes 5/13/2025 6:14:40 PM UTC
Alan Mijares
EC+Associates Engineering Inc
(562) 419-7020
AlanM@ecaengineering.com
ForteWEB v3.9, Engine: V8.4.3.94, Data: V8.1.7.3
File Name: 25-199 1213 S BIRCH ST. - 2 STRUCTURES - RAUL
MARIN
Page 16 / 25
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)691 @ 0 3281 (1.50")Passed (21%)--1.0 D + 1.0 Lr (All Spans)
Shear (lbs)456 @ 7"2079 Passed (22%)0.90 1.0 D (All Spans)
Moment (Ft-lbs)897 @ 3' 1 1/2"1720 Passed (52%)0.90 1.0 D (All Spans)
Live Load Defl. (in)0.019 @ 3' 1 1/2"0.208 Passed (L/999+)--1.0 D + 1.0 Lr (All Spans)
Total Load Defl. (in)0.095 @ 3' 1 1/2"0.313 Passed (L/787)--1.0 D + 1.0 Lr (All Spans)
Member Length : 6' 3"
System : Wall
Member Type : Header
Building Use : Residential
Building Code : IBC 2021
Design Methodology : ASD
•Deflection criteria: LL (L/360) and TL (L/240).
•Allowed moment does not reflect the adjustment for the beam stability factor.
•Applicable calculations are based on NDS.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Roof Live Factored Accessories
1 - Trimmer - DF 1.50"1.50"1.50"545 146 691 None
2 - Trimmer - DF 1.50"1.50"1.50"545 146 691 None
•Maximum allowable bracing intervals based on applied load.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)6' 3" o/c
Bottom Edge (Lu)6' 3" o/c
Dead Roof Live
Vertical Loads Location Tributary
Width
(0.90)(1.25)Comments
0 - Self Weight (PLF)0 to 6' 3"N/A 4.9 --
1 - Uniform (PSF)0 to 6' 3"2' 4"21.2 20.0 ROOF
2 - Tapered (PSF)0 to 3' 1 1/2"5' 9" to 9' 3"16.0 --EXTERIOR WALL
3 - Tapered (PSF)3' 1 1/2" to 6' 3"9' 3" to 5' 9"16.0 --EXTERIOR WALL
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/
document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
Weyerhaeuser Notes
Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.).
MEMBER REPORT PASSED
ROOF - ADU, H1
1 piece(s) 4 x 6 DF No.1
ForteWEB Software Operator Job Notes 5/13/2025 6:14:40 PM UTC
Alan Mijares
EC+Associates Engineering Inc
(562) 419-7020
AlanM@ecaengineering.com
ForteWEB v3.9, Engine: V8.4.3.94, Data: V8.1.7.3
File Name: 25-199 1213 S BIRCH ST. - 2 STRUCTURES - RAUL
MARIN
Page 17 / 25
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)222 @ 0 3281 (1.50")Passed (7%)--1.0 D + 1.0 Lr (All Spans)
Shear (lbs)109 @ 5"1323 Passed (8%)0.90 1.0 D (All Spans)
Moment (Ft-lbs)97 @ 1' 1 1/2"804 Passed (12%)0.90 1.0 D (All Spans)
Live Load Defl. (in)0.001 @ 1' 1 1/2"0.075 Passed (L/999+)--1.0 D + 1.0 Lr (All Spans)
Total Load Defl. (in)0.005 @ 1' 1 1/2"0.112 Passed (L/999+)--1.0 D + 1.0 Lr (All Spans)
Member Length : 2' 3"
System : Wall
Member Type : Header
Building Use : Residential
Building Code : IBC 2021
Design Methodology : ASD
•Deflection criteria: LL (L/360) and TL (L/240).
•Allowed moment does not reflect the adjustment for the beam stability factor.
•Applicable calculations are based on NDS.
•This product has a square cross section. The analysis engine has checked both edge and plank orientations to allow for either installation.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Roof Live Factored Accessories
1 - Trimmer - DF 1.50"1.50"1.50"169 53 222 None
2 - Trimmer - DF 1.50"1.50"1.50"169 53 222 None
•Maximum allowable bracing intervals based on applied load.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)2' 3" o/c
Bottom Edge (Lu)2' 3" o/c
Dead Roof Live
Vertical Loads Location Tributary
Width
(0.90)(1.25)Comments
0 - Self Weight (PLF)0 to 2' 3"N/A 3.1 --
1 - Uniform (PSF)0 to 2' 3"2' 4"21.2 20.0 ROOF
2 - Tapered (PSF)0 to 1' 1 1/2"5' 6" to 6' 9"16.0 --EXTERIOR WALL
3 - Tapered (PSF)1' 1 1/2" to 2' 3"6' 9" to 5' 6"16.0 --EXTERIOR WALL
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/
document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
Weyerhaeuser Notes
Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.).
MEMBER REPORT PASSED
ROOF - ADU, H2
1 piece(s) 4 x 4 DF No.1
ForteWEB Software Operator Job Notes 5/13/2025 6:14:40 PM UTC
Alan Mijares
EC+Associates Engineering Inc
(562) 419-7020
AlanM@ecaengineering.com
ForteWEB v3.9, Engine: V8.4.3.94, Data: V8.1.7.3
File Name: 25-199 1213 S BIRCH ST. - 2 STRUCTURES - RAUL
MARIN
Page 18 / 25
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)298 @ 3' 3"3281 (1.50")Passed (9%)--1.0 D + 1.0 Lr (All Spans)
Shear (lbs)158 @ 2' 10"1323 Passed (12%)0.90 1.0 D (All Spans)
Moment (Ft-lbs)167 @ 1' 8 1/4"804 Passed (21%)0.90 1.0 D (All Spans)
Live Load Defl. (in)0.006 @ 1' 7 1/2"0.108 Passed (L/999+)--1.0 D + 1.0 Lr (All Spans)
Total Load Defl. (in)0.020 @ 1' 7 9/16"0.162 Passed (L/999+)--1.0 D + 1.0 Lr (All Spans)
Member Length : 3' 3"
System : Wall
Member Type : Header
Building Use : Residential
Building Code : IBC 2021
Design Methodology : ASD
•Deflection criteria: LL (L/360) and TL (L/240).
•Allowed moment does not reflect the adjustment for the beam stability factor.
•Applicable calculations are based on NDS.
•This product has a square cross section. The analysis engine has checked both edge and plank orientations to allow for either installation.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Roof Live Factored Accessories
1 - Trimmer - DF 1.50"1.50"1.50"189 76 265 None
2 - Trimmer - DF 1.50"1.50"1.50"222 76 298 None
•Maximum allowable bracing intervals based on applied load.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)3' 3" o/c
Bottom Edge (Lu)3' 3" o/c
Dead Roof Live
Vertical Loads Location Tributary
Width
(0.90)(1.25)Comments
0 - Self Weight (PLF)0 to 3' 3"N/A 3.1 --
1 - Uniform (PSF)0 to 3' 3"2' 4"21.2 20.0 ROOF
2 - Tapered (PSF)0 to 3' 3"2' 9" to 6' 6"16.0 --EXTERIOR WALL
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/
document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
Weyerhaeuser Notes
Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.).
MEMBER REPORT PASSED
ROOF - ADU, H3
1 piece(s) 4 x 4 DF No.1
ForteWEB Software Operator Job Notes 5/13/2025 6:14:40 PM UTC
Alan Mijares
EC+Associates Engineering Inc
(562) 419-7020
AlanM@ecaengineering.com
ForteWEB v3.9, Engine: V8.4.3.94, Data: V8.1.7.3
File Name: 25-199 1213 S BIRCH ST. - 2 STRUCTURES - RAUL
MARIN
Page 19 / 25
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)902 @ 0 3281 (1.50")Passed (27%)--1.0 D + 1.0 Lr (All Spans)
Shear (lbs)702 @ 7"2888 Passed (24%)1.25 1.0 D + 1.0 Lr (All Spans)
Moment (Ft-lbs)1184 @ 2' 7 1/2"2390 Passed (50%)1.25 1.0 D + 1.0 Lr (All Spans)
Live Load Defl. (in)0.030 @ 2' 7 1/2"0.175 Passed (L/999+)--1.0 D + 1.0 Lr (All Spans)
Total Load Defl. (in)0.071 @ 2' 7 1/2"0.262 Passed (L/885)--1.0 D + 1.0 Lr (All Spans)
Member Length : 5' 3"
System : Wall
Member Type : Header
Building Use : Residential
Building Code : IBC 2021
Design Methodology : ASD
•Deflection criteria: LL (L/360) and TL (L/240).
•Allowed moment does not reflect the adjustment for the beam stability factor.
•Applicable calculations are based on NDS.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Roof Live Factored Accessories
1 - Trimmer - DF 1.50"1.50"1.50"522 381 902 None
2 - Trimmer - DF 1.50"1.50"1.50"522 381 902 None
•Maximum allowable bracing intervals based on applied load.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)5' 3" o/c
Bottom Edge (Lu)5' 3" o/c
Dead Roof Live
Vertical Loads Location Tributary
Width
(0.90)(1.25)Comments
0 - Self Weight (PLF)0 to 5' 3"N/A 4.9 --
1 - Uniform (PSF)0 to 5' 3"7' 3"21.2 20.0 ROOF
2 - Uniform (PSF)0 to 5' 3"2' 6"16.0 --EXTERIOR WALL
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/
document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
Weyerhaeuser Notes
Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.).
MEMBER REPORT PASSED
ROOF - ADU, H4
1 piece(s) 4 x 6 DF No.1
ForteWEB Software Operator Job Notes 5/13/2025 6:14:40 PM UTC
Alan Mijares
EC+Associates Engineering Inc
(562) 419-7020
AlanM@ecaengineering.com
ForteWEB v3.9, Engine: V8.4.3.94, Data: V8.1.7.3
File Name: 25-199 1213 S BIRCH ST. - 2 STRUCTURES - RAUL
MARIN
Page 20 / 25
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)378 @ 3' 3"3281 (1.50")Passed (12%)--1.0 D + 1.0 Lr (All Spans)
Shear (lbs)274 @ 2' 10"1838 Passed (15%)1.25 1.0 D + 1.0 Lr (All Spans)
Moment (Ft-lbs)294 @ 1' 7 15/16"1117 Passed (26%)1.25 1.0 D + 1.0 Lr (All Spans)
Live Load Defl. (in)0.008 @ 1' 7 1/2"0.108 Passed (L/999+)--1.0 D + 1.0 Lr (All Spans)
Total Load Defl. (in)0.026 @ 1' 7 9/16"0.162 Passed (L/999+)--1.0 D + 1.0 Lr (All Spans)
Member Length : 3' 3"
System : Wall
Member Type : Header
Building Use : Residential
Building Code : IBC 2021
Design Methodology : ASD
•Deflection criteria: LL (L/360) and TL (L/240).
•Allowed moment does not reflect the adjustment for the beam stability factor.
•Applicable calculations are based on NDS.
•This product has a square cross section. The analysis engine has checked both edge and plank orientations to allow for either installation.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Roof Live Factored Accessories
1 - Trimmer - DF 1.50"1.50"1.50"237 108 345 None
2 - Trimmer - DF 1.50"1.50"1.50"269 108 378 None
•Maximum allowable bracing intervals based on applied load.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)3' 3" o/c
Bottom Edge (Lu)3' 3" o/c
Dead Roof Live
Vertical Loads Location Tributary
Width
(0.90)(1.25)Comments
0 - Self Weight (PLF)0 to 3' 3"N/A 3.1 --
1 - Uniform (PSF)0 to 3' 3"3' 4"21.2 20.0 ROOF
2 - Tapered (PSF)0 to 3' 3"3' 3" to 7'16.0 --EXTERIOR WALL
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/
document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
Weyerhaeuser Notes
Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.).
MEMBER REPORT PASSED
ROOF - ADU, H5
1 piece(s) 4 x 4 DF No.1
ForteWEB Software Operator Job Notes 5/13/2025 6:14:40 PM UTC
Alan Mijares
EC+Associates Engineering Inc
(562) 419-7020
AlanM@ecaengineering.com
ForteWEB v3.9, Engine: V8.4.3.94, Data: V8.1.7.3
File Name: 25-199 1213 S BIRCH ST. - 2 STRUCTURES - RAUL
MARIN
Page 21 / 25
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)753 @ 5' 3"3281 (1.50")Passed (23%)--1.0 D + 1.0 Lr (All Spans)
Shear (lbs)451 @ 4' 8"2079 Passed (22%)0.90 1.0 D (All Spans)
Moment (Ft-lbs)739 @ 2' 8 7/16"1720 Passed (43%)0.90 1.0 D (All Spans)
Live Load Defl. (in)0.014 @ 2' 7 7/16"0.175 Passed (L/999+)--1.0 D + 1.0 Lr (All Spans)
Total Load Defl. (in)0.058 @ 2' 7 5/8"0.262 Passed (L/999+)--1.0 D + 1.0 Lr (All Spans)
Member Length : 5' 3"
System : Wall
Member Type : Header
Building Use : Residential
Building Code : IBC 2021
Design Methodology : ASD
•Deflection criteria: LL (L/360) and TL (L/240).
•Allowed moment does not reflect the adjustment for the beam stability factor.
•Applicable calculations are based on NDS.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Roof Live Factored Accessories
1 - Trimmer - DF 1.50"1.50"1.50"526 175 701 None
2 - Trimmer - DF 1.50"1.50"1.50"578 175 753 None
•Maximum allowable bracing intervals based on applied load.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)5' 3" o/c
Bottom Edge (Lu)5' 3" o/c
Dead Roof Live
Vertical Loads Location Tributary
Width
(0.90)(1.25)Comments
0 - Self Weight (PLF)0 to 5' 3"N/A 4.9 --
1 - Uniform (PSF)0 to 5' 3"3' 4"21.2 20.0 ROOF
2 - Tapered (PSF)0 to 4'6' to 10' 3"16.0 --EXTERIOR WALL
3 - Tapered (PSF)4' to 5' 3"10' 3" to 8' 6"16.0 --EXTERIOR WALL
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/
document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
Weyerhaeuser Notes
Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.).
MEMBER REPORT PASSED
ROOF - ADU, H6
1 piece(s) 4 x 6 DF No.1
ForteWEB Software Operator Job Notes 5/13/2025 6:14:40 PM UTC
Alan Mijares
EC+Associates Engineering Inc
(562) 419-7020
AlanM@ecaengineering.com
ForteWEB v3.9, Engine: V8.4.3.94, Data: V8.1.7.3
File Name: 25-199 1213 S BIRCH ST. - 2 STRUCTURES - RAUL
MARIN
Page 22 / 25
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)572 @ 4' 3"3281 (1.50")Passed (17%)--1.0 D + 1.0 Lr (All Spans)
Shear (lbs)332 @ 3' 8"2079 Passed (16%)0.90 1.0 D (All Spans)
Moment (Ft-lbs)475 @ 2' 2 1/4"1720 Passed (28%)0.90 1.0 D (All Spans)
Live Load Defl. (in)0.004 @ 2' 1 1/2"0.142 Passed (L/999+)--1.0 D + 1.0 Lr (All Spans)
Total Load Defl. (in)0.023 @ 2' 1 9/16"0.213 Passed (L/999+)--1.0 D + 1.0 Lr (All Spans)
Member Length : 4' 3"
System : Wall
Member Type : Header
Building Use : Residential
Building Code : IBC 2021
Design Methodology : ASD
•Deflection criteria: LL (L/360) and TL (L/240).
•Allowed moment does not reflect the adjustment for the beam stability factor.
•Applicable calculations are based on NDS.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Roof Live Factored Accessories
1 - Trimmer - DF 1.50"1.50"1.50"422 99 521 None
2 - Trimmer - DF 1.50"1.50"1.50"473 99 572 None
•Maximum allowable bracing intervals based on applied load.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)4' 3" o/c
Bottom Edge (Lu)4' 3" o/c
Dead Roof Live
Vertical Loads Location Tributary
Width
(0.90)(1.25)Comments
0 - Self Weight (PLF)0 to 4' 3"N/A 4.9 --
1 - Uniform (PSF)0 to 4' 3"2' 4"21.2 20.0 ROOF
2 - Tapered (PSF)0 to 4' 3"7' 6" to 12'16.0 --EXTERIOR WALL
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/
document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
Weyerhaeuser Notes
Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.).
MEMBER REPORT PASSED
ROOF - ADU, H7
1 piece(s) 4 x 6 DF No.1
ForteWEB Software Operator Job Notes 5/13/2025 6:14:40 PM UTC
Alan Mijares
EC+Associates Engineering Inc
(562) 419-7020
AlanM@ecaengineering.com
ForteWEB v3.9, Engine: V8.4.3.94, Data: V8.1.7.3
File Name: 25-199 1213 S BIRCH ST. - 2 STRUCTURES - RAUL
MARIN
Page 23 / 25
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)730 @ 0 3281 (1.50")Passed (22%)--1.0 D + 1.0 Lr (All Spans)
Shear (lbs)530 @ 7"2888 Passed (18%)1.25 1.0 D + 1.0 Lr (All Spans)
Moment (Ft-lbs)776 @ 2' 1 1/2"2390 Passed (32%)1.25 1.0 D + 1.0 Lr (All Spans)
Live Load Defl. (in)0.013 @ 2' 1 1/2"0.142 Passed (L/999+)--1.0 D + 1.0 Lr (All Spans)
Total Load Defl. (in)0.031 @ 2' 1 1/2"0.213 Passed (L/999+)--1.0 D + 1.0 Lr (All Spans)
Member Length : 4' 3"
System : Wall
Member Type : Header
Building Use : Residential
Building Code : IBC 2021
Design Methodology : ASD
•Deflection criteria: LL (L/360) and TL (L/240).
•Allowed moment does not reflect the adjustment for the beam stability factor.
•Applicable calculations are based on NDS.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Roof Live Factored Accessories
1 - Trimmer - DF 1.50"1.50"1.50"422 308 730 None
2 - Trimmer - DF 1.50"1.50"1.50"422 308 730 None
•Maximum allowable bracing intervals based on applied load.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)4' 3" o/c
Bottom Edge (Lu)4' 3" o/c
Dead Roof Live
Vertical Loads Location Tributary
Width
(0.90)(1.25)Comments
0 - Self Weight (PLF)0 to 4' 3"N/A 4.9 --
1 - Uniform (PSF)0 to 4' 3"7' 3"21.2 20.0 ROOF
2 - Uniform (PSF)0 to 4' 3"2' 6"16.0 --EXTERIOR WALL
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/
document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
Weyerhaeuser Notes
Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.).
MEMBER REPORT PASSED
ROOF - ADU, H8
1 piece(s) 4 x 6 DF No.1
ForteWEB Software Operator Job Notes 5/13/2025 6:14:40 PM UTC
Alan Mijares
EC+Associates Engineering Inc
(562) 419-7020
AlanM@ecaengineering.com
ForteWEB v3.9, Engine: V8.4.3.94, Data: V8.1.7.3
File Name: 25-199 1213 S BIRCH ST. - 2 STRUCTURES - RAUL
MARIN
Page 24 / 25
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)2069 @ 2"7656 (3.50")Passed (27%)--1.0 D + 1.0 Lr (All Spans)
Shear (lbs)923 @ 10 3/4"3806 Passed (24%)1.25 1.0 D + 1.0 Lr (All Spans)
Moment (Ft-lbs)1028 @ 1' 11 11/16"4152 Passed (25%)1.25 1.0 D + 1.0 Lr (All Spans)
Live Load Defl. (in)0.007 @ 2' 3 1/16"0.142 Passed (L/999+)--1.0 D + 1.0 Lr (All Spans)
Total Load Defl. (in)0.018 @ 2' 2 7/8"0.213 Passed (L/999+)--1.0 D + 1.0 Lr (All Spans)
Member Length : 4' 7"
System : Wall
Member Type : Header
Building Use : Residential
Building Code : IBC 2021
Design Methodology : ASD
•Deflection criteria: LL (L/360) and TL (L/240).
•Allowed moment does not reflect the adjustment for the beam stability factor.
•Applicable calculations are based on NDS.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Roof Live Factored Accessories
1 - Trimmer - DF 3.50"3.50"1.50"1352 718 2069 None
2 - Trimmer - DF 3.50"3.50"1.50"535 365 900 None
•Maximum allowable bracing intervals based on applied load.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)4' 7" o/c
Bottom Edge (Lu)4' 7" o/c
Dead Roof Live
Vertical Loads Location Tributary
Width
(0.90)(1.25)Comments
0 - Self Weight (PLF)0 to 4' 7"N/A 6.4 --
1 - Uniform (PSF)0 to 4' 7"7' 3"21.2 20.0 ROOF
2 - Uniform (PSF)0 to 4' 7"2' 6"16.0 --EXTERIOR WALL
3 - Point (lb)6"N/A 969 418 Linked from: CB-2,
Support 2
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/
document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
Weyerhaeuser Notes
Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.).
MEMBER REPORT PASSED
ROOF - ADU, H9
1 piece(s) 4 x 8 DF No.1
ForteWEB Software Operator Job Notes 5/13/2025 6:14:40 PM UTC
Alan Mijares
EC+Associates Engineering Inc
(562) 419-7020
AlanM@ecaengineering.com
ForteWEB v3.9, Engine: V8.4.3.94, Data: V8.1.7.3
File Name: 25-199 1213 S BIRCH ST. - 2 STRUCTURES - RAUL
MARIN
Page 25 / 25
FOUNDATION PLAN - ADU
FLOOR - ADU
Member Name Results (Max UTIL %)Current Solution Comments
FJ-1 Passed (35% M)1 piece(s) 2 x 6 DF No.2 @ 16" OC
G1 Passed (66% M)1 piece(s) 4 x 6 DF No.1
25-199 1213 S BIRCH ST. - 2 STRUCTURES - RAUL MARIN
JOB SUMMARY REPORT
ForteWEB Software Operator Job Notes 5/12/2025 5:57:24 PM UTC
Alan Mijares
EC+Associates Engineering Inc
(562) 419-7020
AlanM@ecaengineering.com
ForteWEB v3.9
File Name: 25-199 1213 S BIRCH ST. - 2 STRUCTURES - RAUL
MARIN
Page 1 / 4
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)215 @ 2 1/2"2109 (2.25")Passed (10%)--1.0 D + 1.0 L (All Spans)
Shear (lbs)168 @ 9"990 Passed (17%)1.00 1.0 D + 1.0 L (All Spans)
Moment (Ft-lbs)294 @ 3' 1/2"848 Passed (35%)1.00 1.0 D + 1.0 L (All Spans)
Live Load Defl. (in)0.037 @ 3' 1/2"0.189 Passed (L/999+)--1.0 D + 1.0 L (All Spans)
Total Load Defl. (in)0.051 @ 3' 1/2"0.283 Passed (L/999+)--1.0 D + 1.0 L (All Spans)
TJ-Pro™ Rating N/A N/A N/A --N/A
Member Length : 5' 10 1/2"
System : Floor
Member Type : Joist
Building Use : Residential
Building Code : IBC 2021
Design Methodology : ASD
•Deflection criteria: LL (L/360) and TL (L/240).
•Allowed moment does not reflect the adjustment for the beam stability factor.
•A 15% increase in the moment capacity has been added to account for repetitive member usage.
•Applicable calculations are based on NDS.
•No composite action between deck and joist was considered in analysis.
• Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Floor Live Factored Accessories
1 - Stud wall - DF 3.50"2.25"1.50"61 162 223 1 1/4" Rim Board
2 - Stud wall - DF 3.50"2.25"1.50"61 162 223 1 1/4" Rim Board
•Maximum allowable bracing intervals based on applied load.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)5' 11" o/c
Bottom Edge (Lu)5' 11" o/c
Dead Floor Live
Vertical Load Location (Side)Spacing (0.90)(1.00)Comments
1 - Uniform (PSF)0 to 6' 1"16"15.0 40.0 FLOOR
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/
document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
Weyerhaeuser Notes
Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.).
MEMBER REPORT PASSED
FLOOR - ADU, FJ-1
1 piece(s) 2 x 6 DF No.2 @ 16" OC
ForteWEB Software Operator Job Notes 5/12/2025 5:57:24 PM UTC
Alan Mijares
EC+Associates Engineering Inc
(562) 419-7020
AlanM@ecaengineering.com
ForteWEB v3.9, Engine: V8.4.3.94, Data: V8.1.7.3
File Name: 25-199 1213 S BIRCH ST. - 2 STRUCTURES - RAUL
MARIN
Page 3 / 4
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)935 @ 2"7656 (3.50")Passed (12%)--1.0 D + 1.0 L (All Spans)
Shear (lbs)704 @ 9"2310 Passed (30%)1.00 1.0 D + 1.0 L (All Spans)
Moment (Ft-lbs)1270 @ 3' 1/2"1912 Passed (66%)1.00 1.0 D + 1.0 L (All Spans)
Live Load Defl. (in)0.066 @ 3' 1/2"0.192 Passed (L/999+)--1.0 D + 1.0 L (All Spans)
Total Load Defl. (in)0.092 @ 3' 1/2"0.287 Passed (L/753)--1.0 D + 1.0 L (All Spans)
Member Length : 6' 1"
System : Floor
Member Type : Drop Beam
Building Use : Residential
Building Code : IBC 2021
Design Methodology : ASD
•Deflection criteria: LL (L/360) and TL (L/240).
•Allowed moment does not reflect the adjustment for the beam stability factor.
•Applicable calculations are based on NDS.
• Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Floor Live Factored Accessories
1 - Stud wall - DF 3.50"3.50"1.50"266 669 935 Blocking
2 - Stud wall - DF 3.50"3.50"1.50"266 669 935 Blocking
•Maximum allowable bracing intervals based on applied load.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)6' 1" o/c
Bottom Edge (Lu)6' 1" o/c
• Side loads are assumed to not induce cross-grain tension.
Dead Floor Live
Vertical Loads Location (Side)Tributary
Width
(0.90)(1.00)Comments
0 - Self Weight (PLF)0 to 6' 1"N/A 4.9 --
1 - Uniform (PSF)0 to 6' 1" (Front)5' 6"15.0 40.0 FLOOR
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/
document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
Weyerhaeuser Notes
Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.).
MEMBER REPORT PASSED
FLOOR - ADU, G1
1 piece(s) 4 x 6 DF No.1
ForteWEB Software Operator Job Notes 5/12/2025 5:57:24 PM UTC
Alan Mijares
EC+Associates Engineering Inc
(562) 419-7020
AlanM@ecaengineering.com
ForteWEB v3.9, Engine: V8.4.3.94, Data: V8.1.7.3
File Name: 25-199 1213 S BIRCH ST. - 2 STRUCTURES - RAUL
MARIN
Page 4 / 4
JOB MARIN RESIDENCE
ENGR. EC JOB NO. 25-199 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:
576.5
16
301.5
4015 3.25
WALL: 9
20
D L
ROOF:
FLOOR:
15 7.25
FLOOR: 40 1.33
ROOF:
576.5
144
145
130
0
108.75
0
275
48.75
518.7 0.35
1500
1'-0" WIDE FTG.
1'-0" WIDE FTG.
518.7
0.38
D L
2.3315 20
15
364
34.95
1500
WALL: 16 0
99.8
46.6
19.95
0
418.9
53.2
22.75
F-CONTINUOUS FOOTINGS-1500
PROJECT:
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)act (k)all (k)OK?act (k)all (k)OK? (k-in) (in) (Req'd)(200/Fy)(.0018) Use USE:
1.5 12 3.04 8 0.0 12.2 Y 2.7 65.3 Y 7 0.02 0.02 0.72 0.39 0.39 2 # 4
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:
JOB MARIN RESIDENCE
ENGR. EC JOB NO. 25-199 SHEET NO.
SPREAD FOOTINGS
P1 = K FROM G1, SUPPORT 1
P2 = K FROM G1, SUPPORT 2
P3 = K
P4 = K
P TOTAL = K
P ALLOW.= K USE:TYPE 1.
P1 = K FROM CB-1, SUPPORT 2
P2 = K
P3 = K
P4 = K
P TOTAL = K
P ALLOW.= K USE:TYPE 1.
P1 = K FROM CB-1, SUPPORT 1
P2 = K FROM CB-2, SUPPORT 1
P3 = K FROM CB-3, SUPPORT 2
P4 = K
P TOTAL = K
P ALLOW.= K USE:TYPE 2.
P1 = K FROM H9, SUPPORT 1
P2 = K
P3 = K
P4 = K
P TOTAL = K
P ALLOW.= K USE:TYPE 1.
P1 = K FROM CB-3, SUPPORT 1
P2 = K FROM CB-3, SUPPORT 2
P3 = K
P4 = K
P TOTAL = K
P ALLOW.= K USE:TYPE 2.8.44
3.829
3.829
0
0
7.658
F5
0
0
F4
2.069
2.069
3.04
0
6.967
8.44
F1
0.935
0.935
0
F2
F3
0
3.04
0
3.829
1.867
0
1.32
1.271
0
0
1.87
3.04
1.32
F-SPREAD FOOTINGS1500 - F1 -F5
JOB MARIN RESIDENCE
ENGR. EC JOB NO. 25-199 SHEET NO.
SPREAD FOOTINGS
P1 =K FROM CB-3, SUPPORT 1
P2 =K
P3 =K
P4 =K
P TOTAL = K
P ALLOW.= K USE:TYPE 2.
P1 =K FROM CB-4
P2 =K
P3 =K
P4 =K
P TOTAL = K
P ALLOW.= K USE:TYPE 1.
F6
3.829
0
0
F7
0
3.04
0
2.356
0
0
3.829
5.4
2.356
F-SPREAD FOOTINGS1500 - F6-F7
PROJECT FXIST|zr'G fooTt//O CAPA Crr(PROJECT NO.
DATE ENGINEER EC oHEoKED ev Fc-SHT.-OF
2A
1ST FLOOR LATERAL ANALYSIS - ADU
AREA: 926.00 ft²
PERIMETER: 123.75 ft.
LENGTH: 34.00 ft.
WIDTH: 28.25 ft.
ASCE Hazards Report
Address:
1213 S Birch St
Santa Ana, California
92707
Standard:ASCE/SEI 7-16 Latitude:33.732138
Risk Category:II Longitude:-117.870758
Soil Class:D - Default (see
Section 11.4.3)
Elevation:84.63065726198671 ft
(NAVD 88)
Wind
Results:
Wind Speed 95 Vmph
10-year MRI 66 Vmph
25-year MRI 72 Vmph
50-year MRI 76 Vmph
100-year MRI 81 Vmph
Data Source: ASCE/SEI 7-16, Fig. 26.5-1B and Figs. CC.2-1–CC.2-4, and Section 26.5.2
Date Accessed: Fri May 09 2025
Value provided is 3-second gust wind speeds at 33 ft above ground for Exposure C Category, based on linear
interpolation between contours. Wind speeds are interpolated in accordance with the 7-16 Standard. Wind speeds
correspond to approximately a 7% probability of exceedance in 50 years (annual exceedance probability =
0.00143, MRI = 700 years).
Site is not in a hurricane-prone region as defined in ASCE/SEI 7-16 Section 26.2.
Page 1 of 2https://ascehazardtool.org/Fri May 09 2025
PROJECT : PAGE :
CLIENT : DESIGN BY :
JOB NO. : DATE : REVIEW BY :
INPUT DATA
Exposure cate or (B, C or D, ASCE 7-16 26.7.3)B
Importance factor (ASCE 7-16 Table 1.5-2)Iw = 1.00 for all Category
V =95 mph, (152.89 kph)
Kzt =1 Flat
Building height to eave he = 9 ft, (2.74 m)
Building height to ridge hr = 24 ft, (7.32 m)
Building length L = 34 ft, (10.36 m)
Building width, including overhangs B = 28.25 ft, (8.61 m)
Overhang sloped width Oh = 0.5 ft, (0.15 m)
A = 926 Yes
( 86.14 m 2
DESIGN SUMMARY
Max horizontal force normal to buildin len th, L, fac = 8.86 kips, (39 kN), SD level (LRFD level), Typ.
Max horizontal force normal to buildin len th, B, fac = 7.46 kips, (33 kN)
Max total horizontal torsional load = 36.4522 ft-kips, (49 kN-m)
Max total upward force = 15.59 kips, (69 kN)
ANALYSIS
Velocity pressure
qh = 0.00256 Kz Kzt Kd Ke V2 =13.75 psf
where: qh = velocity pressure at mean roof height, h. (Eq. 26.10-1 page 268)
Kz = velocity pressure exposure coefficient evaluated at height, h, (Tab. 26.10-1, pg 268)= 0.70
Kd = wind directionality factor. (Tab. 26.6-1, for building, page 266)= 0.85
h = mean roof height = 16.50 ft
Ke = ground elevation factor. (1.0 per Sec. 26.9, page 268)< 60 ft, [Satisfactory](ASCE 7-16 26.2.1)
< Min (L, B), [Satisfactory](ASCE 7-16 26.2.2)
Design pressures for MWFRS
p = qh [(G Cpf )-(G Cpi )]
where: p = pressure in appropriate zone. (Eq. 28.3-1, page 311). pmin =16 psf (ASCE 7-16 28.3.4)
G Cp f = product of gust effect factor and external pressure coefficient, see table below. (Fig. 28.3-1, page 312 & 313)
G Cp i = product of gust effect factor and internal pressure coefficient.(Tab. 26.13-1, Enclosed Building, page 271)
= 0.18 or -0.18
a = width of edge strips, Fig 28.3-1, page 312, MAX[ MIN(0.1B, 0.1L, 0.4h), MIN(0.04B, 0.04L), 3] =3.00 ft
Net Pressures (psf), Basic Load Cases Net Pressures (psf), Torsional Load Cases
46.72 0.00 46.72
(+GCp i ) (-GCp i )(+GCp i ) (-GCp i )(+GCp i ) (-GCp i )
1 0.56 5.22 10.17 -0.45 -8.66 -3.71 1T 0.56 1.31 2.54
2 0.22 0.60 5.55 -0.69 -11.96 -7.01 2T 0.22 0.15 1.39
3 -0.43 -8.35 -3.41 -0.37 -7.56 -2.61 3T -0.43 -2.09 -0.85
4 -0.37 -7.56 -2.61 -0.45 -8.66 -3.71 4T -0.37 -1.89 -0.65
5 0.40 3.02 7.97 0.00
6 -0.29 -6.46 -1.51
1E 0.69 7.01 11.96 -0.48 -9.07 -4.12 (+GCp i ) (-GCp i )
2E 0.29 1.46 6.41 -1.07 -17.18 -12.23 5T 0.40 0.76 1.99
3E -0.53 -9.73 -4.79 -0.53 -9.76 -4.81 6T -0.29 -1.62 -0.38
4E -0.48 -9.07 -4.12 -0.48 -9.07 -4.12
5E 0.61 5.91 10.86
6E -0.43 -8.39 -3.44
RAUL MARIN A.M.
Roof angle =
G Cp f
Net Pressure with
G Cp f
E.C.
ADU
Net Pressure with
Effective area of components (or Solar Panel area)
MARIN RESIDENCE
Wind Analysis for Low-rise Building, Based on 2021 IBC/ASCE 7-16
Basic wind speed (ASCE 7-16 26.5.1 or 2021 IBC)
Topographic factor (ASCE 7-16 26.8 & Table 26.8-1)
25-199
Surface
Roof angle =
Net Pressure withG Cp f
Surface
Surface
Roof angle =
ft2, <== Overhang? (Yes or No)
Roof angle =
G Cp f
Net Pressure with
Basic Load Case A (Transverse Direction) Basic Load Case B (Longitudinal Direction)
Area Area
(ft2)(+GCp i ) (-GCp i )(ft2)(+GCp i ) (-GCp i )
1 252 1.32 2.56 poverhang =-9.62 psf 2 577 -6.90 -4.04
2 577 0.34 3.20 (ASCE 7-16 28.3.3) 3 577 -4.36 -1.51
3 577 -4.82 -1.96 5 403 1.22 3.21
4 252 -1.91 -0.66 6 403 -2.60 -0.61
1E 54 0.38 0.65 2E 124 -2.12 -1.51
2E 124 0.18 0.79 3E 124 -1.21 -0.59
3E 124 -1.20 -0.59 5E 64 0.38 0.69
4E 54 -0.49 -0.22 6E 64 -0.53 -0.22
Horiz. 8.86 8.86 Horiz. 4.73 4.73
Vert. -3.77 0.98 Vert. -7.83 -3.48
Min. wind Horiz. 8.98 8.98 Min. wind Horiz. 7.46 7.46
28.4.4 Vert. -15.37 -15.37 28.4.4 Vert. -15.37 -15.37
Torsional Load Case A (Transverse Direction) Torsional Load Case B (Longitudinal Direction)
Area Area
(ft2)(+GCp i ) (-GCp i ) (+GCp i ) (-GCp i )(ft2)(+GCp i ) (-GCp i ) (+GCp i ) (-GCp i )
1 99 0.52 1.01 4 7 2 577 -6.90 -4.04 -8 -4
2 227 0.14 1.26 1 6 3 577 -4.36 -1.51 5 2
3 227 -1.89 -0.77 10 4 5 170 0.51 1.35 3 7
4 99 -0.75 -0.26 5 2 6 170 -1.10 -0.26 5 1
1E 54 0.38 0.65 5 9 2E 124 -2.12 -1.51 24 17
2E 124 0.18 0.79 2 8 3E 124 -1.21 -0.59 -14 -7
3E 124 -1.20 -0.59 12 6 5E 64 0.38 0.69 5 9
4E 54 -0.49 -0.22 7 3 6E 64 -0.53 -0.22 7 3
1T 153 0.20 0.39 -2 -3 5T 233 0.18 0.46 -1 -3
2T 350 0.05 0.49 0 -3 6T 233 -0.38 -0.09 -2 -1
3T 350 -0.73 -0.30 -5 -2 23.6 23.6
4T 153 -0.29 -0.10 -2 -1
36 36
Design pressures for components and cladding
p = qh[ (G Cp) - (G Cpi)]
where: p = pressure on component. (Eq. 30.3-1, pg 334)
pmin = 16.00 psf (ASCE 7-16 30.2.2)
G Cp = external pressure coefficient.
see table below. (ASCE 7-16 30.3.2)
= 46.72 o
Effective
Area (ft2) GCP - GCP GCP - GCP GCP - GCP GCP - GCP GCP - GCP GCP - GCP
926 0.50 -1.60 - - - - 0.50 -1.60 0.50 -1.05 0.50 -1.60
Effective
Area (ft2) GCP - GCP GCP - GCP GCP - GCP GCP - GCP GCP - GCP
926 - - 0.50 -1.14 0.50 -1.05 0.70 -0.80 0.70 -0.80
Positive Negative Positive Negative Positive Negative Positive Negative Positive Negative Positive Negative
16.00 -24.47 16.00 -24.47 16.00 -16.88 16.00 -24.47
Positive Negative Positive Negative Positive Negative Positive Negative Positive Negative
16.00 -18.15 16.00 -16.88 16.00 -16.00 16.00 -16.00 24.47 psf)
Torsion (ft-k)
Total Horiz. Torsional Load, MT
Total Horiz. Torsional Load, MT
Surface Pressure (k) with Pressure (k) with
Zone 1 Zone 1'
SurfaceSurface
Surface
Zone 3r
Zone 2 Zone 2n Zone 2r
(The Max Pressure
Pressure (k) with Pressure (k) with
Comp. & Cladding
Pressure
( psf )
Zone 1 Zone 2e
Zone 3 Zone 4Comp.
Zone 1'
Zone 3e
Zone 2e
Zone 3 Zone 3e Zone 3r Zone 4 Zone 5
Zone 5
Zone 2nZone 2 Zone 2r
Torsion (ft-k)
Announcement
ASCE 7-22 is now available.
MARIN RESIDENCE
1213 S Birch St, Santa Ana, CA 92707, USA
Latitude, Longitude: 33.7321501, -117.870683
Date 5/9/2025, 1:10:14 PM
Design Code Reference Document ASCE7-16
Risk Category II
Site Class D - Default (See Section 11.4.3)
Type Value Description
SS 1.287 MCER ground motion. (for 0.2 second period)
S1 0.46 MCER ground motion. (for 1.0s period)
SMS 1.544 Site-modified spectral acceleration value
SM1 null -See Section 11.4.8 Site-modified spectral acceleration value
SDS 1.029 Numeric seismic design value at 0.2 second SA
SD1 null -See Section 11.4.8 Numeric seismic design value at 1.0 second SA
Type Value Description
SDC null -See Section 11.4.8 Seismic design category
Fa 1.2 Site amplification factor at 0.2 second
Fv null -See Section 11.4.8 Site amplification factor at 1.0 second
PGA 0.545 MCEG peak ground acceleration
FPGA 1.2 Site amplification factor at PGA
PGAM 0.653 Site modified peak ground acceleration
TL 8 Long-period transition period in seconds
SsRT 1.287 Probabilistic risk-targeted ground motion. (0.2 second)
SsUH 1.384 Factored uniform-hazard (2% probability of exceedance in 50 years) spectral acceleration
SsD 1.524 Factored deterministic acceleration value. (0.2 second)
S1RT 0.46 Probabilistic risk-targeted ground motion. (1.0 second)
S1UH 0.496 Factored uniform-hazard (2% probability of exceedance in 50 years) spectral acceleration.
S1D 0.6 Factored deterministic acceleration value. (1.0 second)
PGAd 0.626 Factored deterministic acceleration value. (Peak Ground Acceleration)
PGAUH 0.545 Uniform-hazard (2% probability of exceedance in 50 years) Peak Ground Acceleration
CRS 0.929 Mapped value of the risk coefficient at short periods
CR1 0.926 Mapped value of the risk coefficient at a period of 1 s
CV 1.357 Vertical coefficient
5/9/25, 1:10 PM U.S. Seismic Design Maps
https://www.seismicmaps.org 1/2
JOB:
ENGR:JOB NO. SHEET NO.
SEISMIC BASE SHEAR
(ASCE 7-16)
Degrees
Degrees
- Default; No Soils Report (Table 20.3-1)
R =(Table 12.2-1)
SMS =Fa Ss Eq. (11.4-1)
= x
=
SM1 =Fv S1 Eq. (11.4-2)
= x
=
SDS =(2/3)SMS Eq. (11.4-3)
= (2/3)x
=
SD1 =(2/3)SM1 Eq. (11.4-4)
= (2/3)x
=
Ts =SD1 /SDS Sec. (11.3)
=sec.
1.5Ts = x Sec. (11.4-8)
=sec.
Ta =Ct hn Eq. (12.8-7)
=x 17
=sec.
∴
∴
MARIN RESIDENCE
25-199
D
1.20 1.29
6.5
EC DATE: 5/12/2025
SITE CLASS:
1.84 0.46
0.8464
0.564
0.02 0.75
1.5444
1.030
0.548
1.5
0.8464
Latitude:
Longitude:
33.732138
-117.87076
0.1637
1.5444
∴
Ta ≤ 1.5Ts
0.548
0.822
Ta ≤ Ts
A Ground Motion Hazard Analysis IS NOT REQUIRED since structure is exempted in accordance with
Sec. 11.4.8, Exception 2: Structures on Site Class D sites with S1 ≥ 0.2 (S1 = 0.46), provided the value of
Cs is determined by Eq. (12.8-2) for values of Ta ≤ 1.5Ts; Cs is determined by 1.5 times the value
computed with Eq. (12.8-3) for values of 1.5Ts < Ta ≤ TL; and Cs is determined by 1.5 times the value
computed with Eq. (12.8-4) for values of TL < Ta
JOB:
ENGR:JOB NO. SHEET NO.
V = Cs W Eq. (12.8-1)
VMIN = >W Eq. (12.8-5)
=x x 1.0 =W ≥W
VMIN =0.5 S1 I W [For S1 is equal to or greater than 0.6g]Eq. (12.8-6)
= x x W
= W [GOVERNS]
VMAX = W =x W = W Eq. (12.8-3)
x
Eq. (12.8-2)
V = r W =x x W = x W
= W [Strength Level][Includes Rho]Sec. (12.8-1)
V = x W
= W [Allowable Stress Design][Includes Rho]Sec. (12.8-1)
1.0
6.5
0.035
0.5302
SDS I
0.564 1.0
0.164 6.5
1.30.159
0.207
R
1.030 1.0 1.3
6.5
0.7
0.15
0.207
SD1 I
T R
R
0.5 0.4600
MARIN RESIDENCE
EC DATE: 5/12/2025 25-199
0.044 1.030 0.0453 0.010
0.044 SDS I 0.01
JOB:
ENG JOB NO. SHEET NO.
SEISMIC ANALYSIS
WEIGHT
Wroof = ( 15 psf + 2.5 psf ) x ft^2 = kips
Wwall = 16 psf x 16.5 ft /2 x ft = kips
W2 = kips
BASE SHEAR
= x [Includes Rho]
= x = kips4.720.145 32.5
WTOTAL
32.5
16.2
123.75 16.3
926
EC DATE:25-199
lbs/sq ft
(5.095)
MARIN RESIDENCE
5/12/2025
VBASE
VBASE 0.145
CITY OF SANTA ANA
Planning and Building Agency
Approved
SHEARWALL_ SCHEDULE
MARK
SHEATHING
( 1 )
NAIL
SIZE
2
EDGE
NAIL
SPACING
FIELD
NAIL
SPACING
SILL TO
yy00D CONN. 1
O
SILL TO
CONC. CONN. (1)
CAST -IN -PLACE
CONCSI
TIT N H
ESR-
P„ h01
SCR♦�VS�Y
713)
LLOW.
HEAR
(PLF)
SHEAR
WALL
TYPE(3)
A615/32
STR O.S.
10d
6"
12"
SDS1/4"x6" ®16"
2x: 5/8"0 A.B. ® 32"
3x: 5/8"0 A.B. 0 48"
2x: 1 2"0 S
/
REW ®32
340
I
®
15/32 STR O.S.
10d
4"
12"
SDS1/4"x6" ® 12"
3x: 5/8"0 A.B. ® 32"
3x: 1/2"0 SCREW ® 24
510
ZL
A3
15/32 STR O.S.
10d
3" STGR(4)
12"
SDS1/4"x6" ® 9"
3x: 5/8"0 A.B. ® 24"
3x: 1/2"0 SCREW @ 18
665
ZL
A2
15/32 STR O.S.
10d
2" STGR(4)
12"
SDS1/4"x6" ® 6"
3x: 5/8"0 A.B. ® 16"
3x: 1/2"0 SCREW @ 12
870
H
4D
15/32 STR D.S.
10d
4"
12"
SDS1/4"x6" ® 6"
3x: 5/8"0 A.B. ® 16"
3x: 1/2"0 SCREW @ 12
1020
IIE
OD
15/32 STR D.S.
10d
3" STGR(4)
12"
SDS1/4"x6" ® 4"
3x: 5/8"0 A.B. ® 12"
3x: 1/2"0 SCREW @ 8"
1330
A
15/32 STR D.S.
10d
2" STGR(4)
12"
SDS1/4"x6" ® 3"
3x: 5/8"0 A.B. ® 8"
3x: 1/2"0 SCREW ® 6"
1740
1Z
SHEARWALL NOTES:
(1) O.S. INDICATES SHEATHING ON ONE SIDE OF WALL AS SHOWN ON PLANS.
D.S. INDICATES DOUBLE SIDED SHEARWALL: SHEATHING ON BOTH SIDES OF WALL.
(2) USE COMMON WIRE NAILS FOR ALL STRUCT-1 SHEATHING.
(3) SEE DETAILS 8/S1.2 & 12/S1.2 FOR SHEARWALL ASSEMBLIES BASED ON SHEARWALL TYPE.
(4) FOR STAGGERED EDGE NAILING REQUIREMENTS SEE DETAILS 8/S1.2 & 12/S1.2.
(5) SEE DETAILS 6/S1.1 AND 7/S1.1 FOR PLATE WASHER SIZE AND MINIMUM ANCHOR BOLT
EMBEDMENT, RESPECTIVELY. TITEN HD SCREWS TO BE USED IN RETROFIT CONDITIONS.
(6) WHERE 3x SILL PLATES AND EDGE STUDS ARE REQUIRED AT EXISTING 2x CONDITION, SEE DETAIL 6/S1.2.
JANCE
1ST FLOOR SHEARWALLS - ADU
JOB
ENGR. EC DATE:JOB NO. SHEET NO.
NOTES:
1-GIVEN CAPACITIES BASED ON INSTALLATION ON STEMWALL/RAISED FOUND.
2-CAPACITIES SHOWN REPRESENT THE LOWEST VALUE BETWEEN HD & A.B.
LARR NO.
LARR NO.
LARR NO.
*
ESR-ICC NO.
ESR 2611 LARR 25827
CAPACITIES BASED ON LARR/ESR-ICC NUMBERS ABOVE &
SIMPSON CATALOG C-C-2019
ESR-ICC NO.
ESR 2330 LARR 25720
IAPMO NO.
IAPMO 0143 LARR 25828
HD12
HD19
ANCHOR
BOLT
11.63 6x6
HD
HDU2
HDU4
HDU5
HDU8
HDU11
HDU14
HDU14
SB5/8x24
SB7/8x24
PAB8
HOLDOWNS
SB5/8x24
SB5/8x24
ALLOWABLE
UPLIFT
3.08
4.57
5.65
6.97
ALLOWABLE
75%
2.31
3.42
4.23
5.23
4x4
4x6
4x6
6x6
9.34
14.45
7.00
10.83
12.5816.78
PAB8
PAB9 15.51
REMARKS
4x4
4x4
6x6
PAB8 14.39 10.79 4x8
PAB9
JOB MARIN RESIDENCE
ENGR. EC DATE:JOB NO. 25-199 SHEET NO.
TAG:X1 ( 9.25 ft),X2 ( 3.25 ft)
FORCE:
WIND GOVERNS
F1= kips Load Comb. :0.67 D + W
SDS : 1.03
SHEAR STRESS
X1 :L1= ft v= lbs = plf
X2 :L2= ft ft
Ltotal= ft
OVERTURNING
height= 9.00 ft
MOT= x x 9 = k-ft
ROOF: psf x ft = plf h/w= 0.97 OK
WALL: psf x ft = plf
w = plf Vallow= 340 PLF
MR= x 9.25 ^2/2 = k-ft USE:
TYPE 6 SHEARWALL
- 0.67 x = kips
kips OK USE:4 x 4 POST w/ H.D.
height= 10.75 ft
MOT= x x 11 = k-ft
ROOF: psf x ft = plf h/w= 2.77 OK
WALL: psf x ft = plf
w = plf Vallow= 340 PLF
MR= x 3.25 ^2/2 = k-ft USE:
TYPE 6 SHEARWALL
- 0.67 x = kips
kips OK USE:4 x 4 POST w/ H.D.
SHEARWALL CALCULATIONS
0.58
9.25 582 47
3.9
Tributary
12.50
9
64
3.25 12.50
12.50
1.63 0.29
0.00
WALL:X1
0.58 9.25
T=
20
0.00
Unit load
WALL:
Tributary
144
208
1.63
X2
3.9
Tallow=3.08
T=
15
1.01
NOTallow=
16 11 172
HDU2
192
0.192 1.01
May 12, 2025
3.25
1
12.50
9.25
0.58
0.208 8.89
Unit load
15
3.25
8.89
4
16
JOB MARIN RESIDENCE
ENGR. EC DATE:JOB NO. 25-199 SHEET NO.
TAG:X3 ( 9.75 ft),0.00 ( 0.00 ft)
FORCE:
WIND GOVERNS
F1= kips Load Comb. :0.67 D + W
SDS : 1.03
SHEAR STRESS
X3 :L1= ft v= lbs = plf
0.00 :L2= ft ft
Ltotal= ft
OVERTURNING
height= 16.50 ft
MOT= x x 17 = k-ft
ROOF: psf x ft = plf h/w= 1.69 OK
WALL: psf x ft = plf
w = plf Vallow= 340 PLF
MR= x 9.75 ^2/2 = k-ft USE:
TYPE 6 SHEARWALL
- 0.67 x = kips
kips OK USE:4 x 4 POST w/ H.D.
0.328 15.58
Unit load
15
15.58
4
16
May 12, 2025
9.75
HDU4Tallow=4.57
264
328
40.9 3.13
WALL:X3
2.48 9.75
T=
17
64
0.00 9.75
9.75
40.9
Tributary
9.75
SHEARWALL CALCULATIONS
2.48
9.75 2480 254
JOB MARIN RESIDENCE
ENGR. EC DATE:JOB NO. 25-199 SHEET NO.
TAG:X4 ( 6.00 ft),X5 ( 16.00 ft)
FORCE:
WIND GOVERNS
F1= kips Load Comb. :0.67 D + W
SDS : 1.03
SHEAR STRESS
X4 :L1= ft v= lbs = plf
X5 :L2= ft ft
Ltotal= ft
OVERTURNING
height= 11.25 ft
MOT= x x 11 = k-ft
ROOF: psf x ft = plf h/w= 1.88 OK
WALL: psf x ft = plf
w = plf Vallow= 340 PLF
MR= x 6.00 ^2/2 = k-ft USE:
TYPE 6 SHEARWALL
- 0.67 x = kips
kips OK USE:4 x 4 POST w/ H.D.
height= 17.00 ft
MOT= x x 17 = k-ft
ROOF: psf x ft = plf h/w= 0.70 OK
WALL: psf x ft = plf
w = plf Vallow= 340 PLF
MR= x 16.00 ^2/2 = k-ft USE:
TYPE 6 SHEARWALL
- 0.67 x = kips
kips OK USE:4 x 4 POST w/ H.D.
0.215 3.87
Unit load
15
16.00
3.87
2
16
HDU2
307
0.307 39.29
May 12, 2025
16.00
2
22.00
6.00
2.25
Tallow=3.08
T=
15
39.29
HDU2Tallow=
16 17 272
35
3.08
Unit load
WALL:
Tributary
180
215
27.87
X5
6.9
27.87 0.10
0.72
WALL:X4
2.25 6.00
T=
11
35
16.00 22.00
22.00
6.9
Tributary
22.00
SHEARWALL CALCULATIONS
2.25
6.00 2254 102
JOB MARIN RESIDENCE
ENGR. EC DATE:JOB NO. 25-199 SHEET NO.
TAG:Y1 ( 2.75 ft),Y2 ( 3.25 ft),Y3 ( 3.50 ft),0.00 ( 0.00 ft)
FORCE:
SEISMIC GOVERNS
F1= kips Load Comb. :(0.6-.14SDS) D + E
SDS : 1.03
SHEAR STRESS
Y1 :L1= ft v= lbs = plf
Y2 :L2= ft ft
Y3 : L3= ft
0.00 : L4= ft
Ltotal= ft
OVERTURNING
height= 9.00 ft
MOT= x x 9 = k-ft
ROOF: psf x ft = plf h/w= 3.27 WSP Factor=0.84
WALL: psf x ft = plf
w = plf Vallow= 340 x 0.84 = PLF
MR= x 2.75 ^2/2 = k-ft USE:
TYPE 6 SHEARWALL
- 0.46 x = kips
kips OK USE:4 x 4 POST w/ H.D.
height= 9.00 ft
MOT= x x 9 = k-ft
ROOF: psf x ft = plf h/w= 2.77 WSP Factor= 0.90
WALL: psf x ft = plf
w = plf Vallow= 340 x 0.90 = PLF
MR= x 3.25 ^2/2 = k-ft USE:
TYPE 6 SHEARWALL
- 0.46 x = kips
kips OK USE:4 x 4 POST w/ H.D.
T=
Tallow=3.08
WALL:Y2
2.25
144
7
Unit load Tributary
6.92
3.25
109
16
15
9
3.25
1.33
0.96
0.96
9
5.9
109
144
9.50
T=
Tallow=
5.9
3.08
WALL:
0.253
16
2.25
2.75
2.75
1.946.92 1.33
SHEARWALL CALCULATIONS
2246
0.253
9.50
Y1
1.97
2.75
0.00
9.50
May 12, 2025
715
TributaryUnit load
3.25
3.50
2.25
236
PER SDPWS, SEC. 4.3.4:
9.50
286253
HDU2
PER SDPWS, SEC. 4.3.4:
253
307
HDU2
JOB MARIN RESIDENCE
ENGR. EC DATE JOB NO. 25-199 SHEET NO.
height= 10.75 ft
MOT= x x 11 = k-ft
ROOF: psf x ft = plf h/w= 2.57 WSP Factor= 0.93
WALL: psf x ft = plf
w = plf Vallow= 340 x 0.93 = PLF
MR= x 3.50 ^2/2 = k-ft USE:
TYPE 6 SHEARWALL
- 0.46 x = kips
kips OK USE:4 x 4 POST w/ H.D.
222
1.36
T=2.36
Tallow=3.08
1.36
3.50
8.9
May 12, 2025
Unit load Tributary
172
WALL:
16 11
3
0.222
Y3
15 50
2.25 3.50
9.50
PER SDPWS, SEC. 4.3.4:
HDU2
8.9
316
JOB MARIN RESIDENCE
ENGR. EC DATE:JOB NO. 25-199 SHEET NO.
TAG:Y4 ( 4.00 ft),Y5 ( 8.00 ft),Y6 ( 5.00 ft),Y7 ( 3.75 ft)
FORCE:
SEISMIC GOVERNS
F1= kips Load Comb. :(0.6-.14SDS) D + E
SDS : 1.03
SHEAR STRESS
Y4 :L1= ft v= lbs = plf
Y5 :L2= ft ft
Y6 : L3= ft
Y7 : L4= ft
Ltotal= ft
OVERTURNING
height= 9.00 ft
MOT= x x 9 = k-ft
ROOF: psf x ft = plf h/w= 2.25 WSP Factor=0.97
WALL: psf x ft = plf
w = plf Vallow= 340 x 0.97 = PLF
MR= x 4.00 ^2/2 = k-ft USE:
TYPE 6 SHEARWALL
- 0.46 x = kips
kips OK USE:4 x 4 POST w/ H.D.
height= 9.00 ft
MOT= x x 9 = k-ft
ROOF: psf x ft = plf h/w= 1.13 OK
WALL: psf x ft = plf
w = plf Vallow= 340 PLF
MR= x 8.00 ^2/2 = k-ft USE:
TYPE 6 SHEARWALL
- 0.46 x = kips
kips OK USE:4 x 4 POST w/ H.D.
T=
Tallow=3.08
WALL:Y5
2.47
144
7
Unit load Tributary
8.58
8.00
109
16
15
9
8.00
8.09
2.02
2.02
9
4.3
109
144
20.75
T=
Tallow=
4.3
3.08
WALL:
0.253
16
2.47
4.00
4.00
0.618.58 8.09
SHEARWALL CALCULATIONS
2473
0.253
20.75
Y4
0.84
4.00
3.75
20.75
May 12, 2025
715
TributaryUnit load
8.00
5.00
2.47
119
20.75
329253
HDU2
PER SDPWS, SEC. 4.3.4:
253
HDU2
JOB MARIN RESIDENCE
ENGR. EC DATE JOB NO. 25-199 SHEET NO.
height= 9.00 ft
MOT= x x 9 = k-ft
ROOF: psf x ft = plf h/w= 1.80 OK
WALL: psf x ft = plf
w = plf Vallow= 340 PLF
MR= x 5.00 ^2/2 = k-ft USE:
TYPE 6 SHEARWALL
- 0.46 x = kips
kips OK USE:4 x 4 POST w/ H.D.
height= 9.00 ft
MOT= x x 9 = k-ft
ROOF: psf x ft = plf h/w= 2.40 WSP Factor= 0.95
WALL: psf x ft = plf
w = plf Vallow= 340 x 0.95 = PLF
MR= x 3.8 ^2/2 = k-ft USE:
TYPE 6 SHEARWALL
- 0.46 x = kips
kips OK USE:4 x 4 POST w/ H.D.HDU2
0.861.78
3.75
253
Unit load
16 9
323
PER SDPWS, SEC. 4.3.4:
Tallow=3.08
0.253 1.78
T= 4.0
4.0
144
15 7 109
20.75
Tributary
253
3.16
T=
WALL:Y7
2.47 3.75
0.78
Tallow=3.08
3.16
5.00
5.4
May 12, 2025
Unit load Tributary
144
WALL:
16 9
7
0.253
Y6
15 109
2.47 5.00
20.75
HDU2
5.4