HomeMy WebLinkAbout2801 W Elder Ave & Unit# 2 - PlanPREPARED:
ANH PHAN
Bldg #'s 101120236-37
APPROVALS:
PLNG - F. Arias
BLDG - CSG
POLICE - B. Martin
PUBLIC WORKS - B. Sarlak
2801 W Elder Ave & Unit#
24/15/2025
2801 W Elder Ave & Unit#
24/15/2025
2801 W Elder Ave & Unit#
24/15/2025
2801 W Elder Ave & Unit#
24/15/2025
2801 W Elder Ave & Unit#
24/15/2025
2801 W Elder Ave & Unit#
24/15/2025
2801 W Elder Ave & Unit#
24/15/2025
2801 W Elder Ave & Unit#
24/15/2025
2801 W Elder Ave & Unit#
24/15/2025
2801 W Elder Ave & Unit#
24/15/2025
2801 W Elder Ave & Unit#
24/15/2025
N1
CAL GREEN
REQUIREMENTS
Job #
Sheet No.:
Scale
Date
OWNER:
SEAL:
SHEET DESCRIPTION :
9/27/24
JAMES LE
2801 W ELDER AVE,
SANTA ANA, CA 92704
949 - 331 - 8396
23190
DATE REVISIONSNO:
REVISIONS
9636 GARDEN GROVE BLVD, #7
GARDEN GROVE, CA 92844
TEL: 714 - 487 - 7926
APDESIGNCA@GMAIL.COM
AP DESIGN
CONSULTING, INC
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PREPARED:
ANH PHAN
2801 W Elder Ave & Unit#
24/15/2025
T24.1
TITLE 24
- ADU
Job #
Sheet No.:
Scale
Date
OWNER:
SEAL:
SHEET DESCRIPTION :
9/27/24
JAMES LE
2801 W ELDER AVE,
SANTA ANA, CA 92704
949 - 331 - 8396
23190
DATE REVISIONSNO:
REVISIONS
9636 GARDEN GROVE BLVD, #7
GARDEN GROVE, CA 92844
TEL: 714 - 487 - 7926
APDESIGNCA@GMAIL.COM
AP DESIGN
CONSULTING, INC
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PREPARED:
ANH PHAN
2801 W Elder Ave & Unit#
24/15/2025
Job #
Sheet No.:
Scale
Date
OWNER:
SEAL:
SHEET DESCRIPTION :
9/27/24
JAMES LE
2801 W ELDER AVE,
SANTA ANA, CA 92704
949 - 331 - 8396
23190
DATE REVISIONSNO:
REVISIONS
9636 GARDEN GROVE BLVD, #7
GARDEN GROVE, CA 92844
TEL: 714 - 487 - 7926
APDESIGNCA@GMAIL.COM
AP DESIGN
CONSULTING, INC
Pr
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T24.2
TITLE 24
CONT.
PREPARED:
ANH PHAN
2801 W Elder Ave & Unit#
24/15/2025
DATE:7/9/2024
2801 W ELDER AVE, UNIT 2 (ADU)
SANTA ANA, CA 92704
STRUCTURAL CALCULATIONS FOR
Pro ect:
NEW ATTACHED ADU
ADDRESS:
Page 1 of 22
2801 W Elder Ave & Unit#
24/15/2025
Project:NEW ATTACHED ADU
Address:2801 W Elder Ave, UNIT 2 (ADU), Santa Ana, CA 92704
DATE: 07/09/24
ROOF:SHINGLE
Slope 5:12
Live Load 20 psf
Roof'g Material 4 psf
Sheathing 1.5 psf
Trusses / Rafters 2.0 psf
Ceiling Joists 2.0 psf
Drywall 1.5 psf
Sprinkler 0.5 psf
Solar 3.0 psf
Miscellaneous 0.5 psf
Total D.L.15 psf
Total Load 35 psf
EXTERIOR WALL:
EXTERIOR:9
DRYWALL:3.0
STUDS:2.0
MISC.:1.0
DL=15.0 PSF
INTERIOR WALL:
DRYWALL:3
DRYWALL:3.0
STUDS:2.0
MISC.:2.0
DL=10.0 PSF
LOADING CONDITIONS
Page 2 of 22
2801 W Elder Ave & Unit#
24/15/2025
ASCE Hazards Report
Address:
2801 W Elder Ave
Santa Ana, California
92704
Standard:ASCE/SEI 7-16 Latitude:33.729535
Risk Category:II Longitude:-117.906855
Soil Class:D - Default (see
Section 11.4.3)
Elevation:60.482227329132 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: Tue Jul 09 2024
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 3https://ascehazardtool.org/Tue Jul 09 2024
Page 3 of 22
2801 W Elder Ave & Unit#
24/15/2025
SS : 1.306
S1 : 0.467
F a : 1.2
F v : N/A
SMS : 1.567
SM1 : N/A
SDS : 1.045
SD1 : N/A
T L : 8
PGA : 0.558
PGA M : 0.669
F PGA : 1.2
Ie : 1
C v : 1.361
Seismic
Site Soil Class:
Results:
Data Accessed:
Date Source:
D - Default (see Section 11.4.3)
USGS Seismic Design Maps
Ground motion hazard analysis may be required. See ASCE/SEI 7-16 Section 11.4.8.
Tue Jul 09 2024
Page 2 of 3https://ascehazardtool.org/Tue Jul 09 2024
Page 4 of 22
2801 W Elder Ave & Unit#
24/15/2025
The ASCE Hazard Tool is provided for your convenience, for informational purposes only, and is provided “as is” and without warranties of any
kind. The location data included herein has been obtained from information developed, produced, and maintained by third party providers; or
has been extrapolated from maps incorporated in the ASCE standard. While ASCE has made every effort to use data obtained from reliable
sources or methodologies, ASCE does not make any representations or warranties as to the accuracy, completeness, reliability, currency, or
quality of any data provided herein. Any third-party links provided by this Tool should not be construed as an endorsement, affiliation,
relationship, or sponsorship of such third-party content by or from ASCE.
ASCE does not intend, nor should anyone interpret, the results provided by this Tool to replace the sound judgment of a competent
professional, having knowledge and experience in the appropriate field(s) of practice, nor to substitute for the standard of care required of such
professionals in interpreting and applying the contents of this Tool or the ASCE standard.
In using this Tool, you expressly assume all risks associated with your use. Under no circumstances shall ASCE or its officers, directors,
employees, members, affiliates, or agents be liable to you or any other person for any direct, indirect, special, incidental, or consequential
damages arising from or related to your use of, or reliance on, the Tool or any information obtained therein. To the fullest extent permitted by
law, you agree to release and hold harmless ASCE from any and all liability of any nature arising out of or resulting from any use of data
provided by the ASCE Hazard Tool.
Page 3 of 3https://ascehazardtool.org/Tue Jul 09 2024
Page 5 of 22
2801 W Elder Ave & Unit#
24/15/2025
DESIGN AND MATERIAL SPECIFICATIONS (OC)
BUILDING CODE: CBC 2022
Fb F F E
BEAMS 5" OR MORE THICK - NO. 1 1350 675 85 1.6
POSTS 5" OR MORE THICK - NO. 1 1350 675 85 1.6
P.S.L BEAMS ESR - 1387 2900 2025 290 2
DOUGLAS FIR - LARCH - NO. 2 875 575 95 1.6
REINFORCING STEEL:STM A615, GRADE 40
STRUCTURAL STEEL:GRADE A36
FOUNDATIONS: SSUME SOIL PRESSURE IS 1500 PSF
CONCRETE:2500 PSI UNLESS OTHERWISE SPECIFIED
MASONRY:1900 PSI
GROUT : TYPE M
LUMBER: ALL STRUCTURAL MEMBERS SHALL BE DOUGLAS FIR-LARCH UNLESS
Page 6 of 22
2801 W Elder Ave & Unit#
24/15/2025
Level
Member Name Results (Max UTIL %)Current Solution Comments
R1: 2X6 R.R. @ 16" O.C.Passed (101% ΔT)1 piece(s) 2 x 6 DF No.2 @ 16" OC
C1: 2X6 C.J. @ 16" O.C.Passed (100% ΔT)1 piece(s) 2 x 6 DF No.2 @ 16" OC
BM1: HIP BEAM AT BED #1 Passed (38% M)1 piece(s) 2 x 8 DF No.2
BM2: BEAM AT BED #1 Passed (63% M)1 piece(s) 4 x 10 DF No.2
BM3: BEAM AT LIVING Passed (95% ΔT)1 piece(s) 4 x 8 DF No.2
BM4: HEADER AT BED #1 Passed (65% M)1 piece(s) 4 x 8 DF No.2
23190 - 2801 W Elder Ave
JOB SUMMARY REPORT
ForteWEB Software Operator Job Notes 7/9/2024 7:20:42 AM UTC
Anh Phan
AP DESIGN
(714) 487-7926
anhtuanxd04@gmail.com
ForteWEB v3.8
File Name: 23190 - 2801 W Elder Ave
Page 1 / 8
Page 7 of 22
2801 W Elder Ave & Unit#
24/15/2025
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)284 @ 2 1/2"2231 (3.50")Passed (13%)--1.0 D + 1.0 Lr (All Spans)
Shear (lbs)253 @ 8 9/16"1238 Passed (20%)1.25 1.0 D + 1.0 Lr (All Spans)
Moment (Ft-lbs)887 @ 6' 8"1060 Passed (84%)1.25 1.0 D + 1.0 Lr (All Spans)
Live Load Defl. (in)0.589 @ 6' 8"0.700 Passed (L/285)--1.0 D + 1.0 Lr (All Spans)
Total Load Defl. (in)0.940 @ 6' 8"0.933 Passed (L/179)--1.0 D + 1.0 Lr (All Spans)
Member Length : 14' 7 5/8"
System : Roof
Member Type : Joist
Building Use : Residential
Building Code : IBC 2021
Design Methodology : ASD
Member Pitch : 5/12
•Deflection criteria: LL (L/240) and TL (L/180).
•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.
• 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 - Beveled Plate - SPF 3.50"3.50"1.50"106 178 284 Blocking
2 - Beveled Plate - SPF 3.50"3.50"1.50"106 178 284 Blocking
•Maximum allowable bracing intervals based on applied load.
•Dimensions for lateral bracing intervals are measured along the length of the member for sloped conditions.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)7' 3" o/c
Bottom Edge (Lu)14' 5" o/c
Dead Roof Live
Vertical Load Location (Side)Spacing (0.90)(1.25)Comments
1 - Uniform (PSF)0 to 13' 4"16"11.0 20.0 Default Load
Member Notes
2X6 R.R. @ 16" O.C. (MAX SPAN = 12'-9")
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 AP DESIGN
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
Level , R1: 2X6 R.R. @ 16" O.C.
1 piece(s) 2 x 6 DF No.2 @ 16" OC
ForteWEB Software Operator Job Notes 7/9/2024 7:20:42 AM UTC
Anh Phan
AP DESIGN
(714) 487-7926
anhtuanxd04@gmail.com
ForteWEB v3.8, Engine: V8.4.1.22, Data: V8.1.6.2
File Name: 23190 - 2801 W Elder Ave
Page 2 / 8
Page 8 of 22
2801 W Elder Ave & Unit#
24/15/2025
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)182 @ 2 1/2"2231 (3.50")Passed (8%)--1.0 D + 1.0 Lr (All Spans)
Shear (lbs)166 @ 9"1238 Passed (13%)1.25 1.0 D + 1.0 Lr (All Spans)
Moment (Ft-lbs)741 @ 8' 6 1/2"1060 Passed (70%)1.25 1.0 D + 1.0 Lr (All Spans)
Live Load Defl. (in)0.696 @ 8' 6 1/2"0.833 Passed (L/287)--1.0 D + 1.0 Lr (All Spans)
Total Load Defl. (in)1.113 @ 8' 6 1/2"1.111 Passed (L/180)--1.0 D + 1.0 Lr (All Spans)
Member Length : 17' 1"
System : Roof
Member Type : 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.
•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 - Stud wall - SPF 3.50"3.50"1.50"68 114 182 Blocking
2 - Stud wall - SPF 3.50"3.50"1.50"68 114 182 Blocking
•Maximum allowable bracing intervals based on applied load.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)9' 10" o/c
Bottom Edge (Lu)17' 1" o/c
Dead Roof Live
Vertical Load Location (Side)Spacing (0.90)(1.25)Comments
1 - Uniform (PSF)0 to 17' 1"16"6.0 10.0 Default Load
Member Notes
2X6 C.J. @ 16" O.C. (MAX SPAN = 16'-6")
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 AP DESIGN
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
Level , C1: 2X6 C.J. @ 16" O.C.
1 piece(s) 2 x 6 DF No.2 @ 16" OC
ForteWEB Software Operator Job Notes 7/9/2024 7:20:42 AM UTC
Anh Phan
AP DESIGN
(714) 487-7926
anhtuanxd04@gmail.com
ForteWEB v3.8, Engine: V8.4.1.22, Data: V8.1.6.2
File Name: 23190 - 2801 W Elder Ave
Page 3 / 8
Page 9 of 22
2801 W Elder Ave & Unit#
24/15/2025
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)363 @ 11' 3 3/4"1406 (1.50")Passed (26%)--1.0 D + 1.0 Lr (Alt Spans)
Shear (lbs)289 @ 10' 8 13/16"1631 Passed (18%)1.25 1.0 D + 1.0 Lr (Alt Spans)
Moment (Ft-lbs)567 @ 7' 10 15/16"1478 Passed (38%)1.25 1.0 D + 1.0 Lr (Alt Spans)
Live Load Defl. (in)0.063 @ 7' 3 7/8"0.435 Passed (L/999+)--1.0 D + 1.0 Lr (Alt Spans)
Total Load Defl. (in)0.096 @ 7' 4 1/8"0.580 Passed (L/999+)--1.0 D + 1.0 Lr (Alt Spans)
Member Length : 11' 11 11/16"
System : Roof
Member Type : Flush Beam
Building Use : Residential
Building Code : IBC 2021
Design Methodology : ASD
Member Pitch : 3.54/12
•Deflection criteria: LL (L/240) and TL (L/180).
•Overhang deflection criteria: LL (2L/240) and TL (2L/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.
• At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger
• ¹ See Connector grid below for additional information and/or requirements.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Roof Live Factored Accessories
1 - Beveled Plate - SPF 3.50"3.50"1.50"141 213 353 Blocking
2 - Hanger on 7 1/4" SPF beam 3.50"Hanger¹1.50"130 233 363 See note ¹
•Maximum allowable bracing intervals based on applied load.
•Dimensions for lateral bracing intervals are measured along the length of the member for sloped conditions.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)11' 10" o/c
Bottom Edge (Lu)11' 10" o/c
Connector: Simpson Strong-Tie
Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories
2 - Face Mount Hanger LRU26Z 1.94"N/A 4-10dx1.5 5-10d
•Refer to manufacturer notes and instructions for proper installation and use of all connectors.
• 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' 3 3/4"N/A 2.8 --
1 - Tapered (PLF)0 to 2' 9 15/16"N/A 0.0 to 32.3 0.0 to 56.6 Generated from
Roof Geometry
2 - Tapered (PLF)2' 9 15/16" to 11' 3 3/4"N/A 0.0 to 43.1 0.0 to 84.9 Generated from
Roof Geometry
Member Notes
HIP BEAM AT BED #1
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
Level , BM1: HIP BEAM AT BED #1
1 piece(s) 2 x 8 DF No.2
ForteWEB Software Operator Job Notes 7/9/2024 7:20:42 AM UTC
Anh Phan
AP DESIGN
(714) 487-7926
anhtuanxd04@gmail.com
ForteWEB v3.8, Engine: V8.4.1.22, Data: V8.1.6.2
File Name: 23190 - 2801 W Elder Ave
Page 4 / 8
Page 10 of 22
2801 W Elder Ave & Unit#
24/15/2025
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 AP DESIGN
Weyerhaeuser Notes
ForteWEB Software Operator Job Notes 7/9/2024 7:20:42 AM UTC
Anh Phan
AP DESIGN
(714) 487-7926
anhtuanxd04@gmail.com
ForteWEB v3.8, Engine: V8.4.1.22, Data: V8.1.6.2
File Name: 23190 - 2801 W Elder Ave
Page 5 / 8
Page 11 of 22
2801 W Elder Ave & Unit#
24/15/2025
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)1188 @ 0 3281 (1.50")Passed (36%)--1.0 D + 1.0 Lr (All Spans)
Shear (lbs)1009 @ 10 3/4"4856 Passed (21%)1.25 1.0 D + 1.0 Lr (All Spans)
Moment (Ft-lbs)3534 @ 5' 11 7/16"5615 Passed (63%)1.25 1.0 D + 1.0 Lr (All Spans)
Live Load Defl. (in)0.139 @ 6' 2 5/8"0.433 Passed (L/999+)--1.0 D + 1.0 Lr (All Spans)
Total Load Defl. (in)0.269 @ 6' 2 5/16"0.650 Passed (L/581)--1.0 D + 1.0 Lr (All Spans)
Member Length : 13'
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 - SPF 1.50"1.50"1.50"600 587 1188 None
2 - Trimmer - SPF 1.50"1.50"1.50"303 319 622 None
•Maximum allowable bracing intervals based on applied load.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)13' o/c
Bottom Edge (Lu)13' o/c
Dead Roof Live
Vertical Loads Location Tributary
Width
(0.90)(1.25)Comments
0 - Self Weight (PLF)0 to 13'N/A 8.2 --
1 - Uniform (PSF)0 to 13'1' 4"6.0 10.0 Default Load
2 - Point (lb)6' 3"N/A 130 233
3 - Uniform (PSF)0 to 6' 3"2'15.0 -
4 - Uniform (PSF)0 to 6' 3"4'15.0 20.0
Member Notes
BEAM AT BED #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 AP DESIGN
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
Level , BM2: BEAM AT BED #1
1 piece(s) 4 x 10 DF No.2
ForteWEB Software Operator Job Notes 7/9/2024 7:20:42 AM UTC
Anh Phan
AP DESIGN
(714) 487-7926
anhtuanxd04@gmail.com
ForteWEB v3.8, Engine: V8.4.1.22, Data: V8.1.6.2
File Name: 23190 - 2801 W Elder Ave
Page 6 / 8
Page 12 of 22
2801 W Elder Ave & Unit#
24/15/2025
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)1075 @ 10' 9"3281 (1.50")Passed (33%)--1.0 D + 1.0 Lr (All Spans)
Shear (lbs)955 @ 10' 1/4"3806 Passed (25%)1.25 1.0 D + 1.0 Lr (All Spans)
Moment (Ft-lbs)2786 @ 6'3737 Passed (75%)1.25 1.0 D + 1.0 Lr (All Spans)
Live Load Defl. (in)0.158 @ 5' 7 3/16"0.358 Passed (L/817)--1.0 D + 1.0 Lr (All Spans)
Total Load Defl. (in)0.297 @ 5' 7 5/16"0.313 Passed (L/435)--1.0 D + 1.0 Lr (All Spans)
Member Length : 10' 9"
System : Wall
Member Type : Header
Building Use : Residential
Building Code : IBC 2021
Design Methodology : ASD
•Deflection criteria: LL (L/360) and TL (5/16").
•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 - SPF 1.50"1.50"1.50"294 330 624 None
2 - Trimmer - SPF 1.50"1.50"1.50"525 550 1075 None
•Maximum allowable bracing intervals based on applied load.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)10' 9" o/c
Bottom Edge (Lu)10' 9" o/c
Dead Roof Live
Vertical Loads Location Tributary
Width
(0.90)(1.25)Comments
0 - Self Weight (PLF)0 to 10' 9"N/A 6.4 --
1 - Uniform (PSF)0 to 10' 9"1' 4"15.0 20.0 Default Load
2 - Point (lb)6'N/A 130 233
3 - Uniform (PSF)6' to 10' 6"2'15.0 -
4 - Uniform (PSF)6' to 10' 6"4'15.0 20.0
Member Notes
BEAM AT LIVING
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 AP DESIGN
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
Level , BM3: BEAM AT LIVING
1 piece(s) 4 x 8 DF No.2
ForteWEB Software Operator Job Notes 7/9/2024 7:20:42 AM UTC
Anh Phan
AP DESIGN
(714) 487-7926
anhtuanxd04@gmail.com
ForteWEB v3.8, Engine: V8.4.1.22, Data: V8.1.6.2
File Name: 23190 - 2801 W Elder Ave
Page 7 / 8
Page 13 of 22
2801 W Elder Ave & Unit#
24/15/2025
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)1581 @ 5' 6"3281 (1.50")Passed (48%)--1.0 D + 1.0 Lr (All Spans)
Shear (lbs)1260 @ 4' 9 1/4"3806 Passed (33%)1.25 1.0 D + 1.0 Lr (All Spans)
Moment (Ft-lbs)2441 @ 3' 3"3737 Passed (65%)1.25 1.0 D + 1.0 Lr (All Spans)
Live Load Defl. (in)0.038 @ 2' 9 5/16"0.183 Passed (L/999+)--1.0 D + 1.0 Lr (All Spans)
Total Load Defl. (in)0.071 @ 2' 9 3/8"0.275 Passed (L/928)--1.0 D + 1.0 Lr (All Spans)
Member Length : 5' 6"
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 - SPF 1.50"1.50"1.50"678 790 1468 None
2 - Trimmer - SPF 1.50"1.50"1.50"733 849 1581 None
•Maximum allowable bracing intervals based on applied load.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)5' 6" o/c
Bottom Edge (Lu)5' 6" o/c
Dead Roof Live
Vertical Loads Location Tributary
Width
(0.90)(1.25)Comments
0 - Self Weight (PLF)0 to 5' 6"N/A 6.4 --
1 - Uniform (PSF)0 to 5' 6"12'16.2 20.0 Default Load
2 - Point (lb)3' 3"N/A 303 319
Member Notes
HEADER AT BED #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 AP DESIGN
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
Level , BM4: HEADER AT BED #1
1 piece(s) 4 x 8 DF No.2
ForteWEB Software Operator Job Notes 7/9/2024 7:20:42 AM UTC
Anh Phan
AP DESIGN
(714) 487-7926
anhtuanxd04@gmail.com
ForteWEB v3.8, Engine: V8.4.1.22, Data: V8.1.6.2
File Name: 23190 - 2801 W Elder Ave
Page 8 / 8
Page 14 of 22
2801 W Elder Ave & Unit#
24/15/2025
Page 15 of 22
2801 W Elder Ave & Unit#
24/15/2025
WIND LOAD (ASCE 7-16 MWFRS)
Analysis Method Analytic Directional Procedure
Basic Wind Speed (ultimate) 95.00 MPH
Topography Factor Kzt =1.00
Directionality Factor Kd =0.85
Gust Effect Factor G = 0.85
Internal Pressure Coefficients (GCpi) =0.18 -0.18
Roof Pitch 5.00 :12 22.62 DEG
Roof Eve Height 9.000 ft
Peak Roof Height 14.750 ft
Mean Roof Height 11.875 ft
Terrain Exp. Category C
Building Length, Parallel to wind direction, L= 33.33 ft L/B = 1.39
Builing Width, Perpendicular to wind direction, B = 24 ft h/L = 0.36
Elevation Ht. 60.48 ft
Ke =1.00
α = 9.5
zg = 900
Velocity Pressures q z =.00256K z K zt K K e V
Height (ft)Kz Kzt Kd Ke V (MPH)qz
9.00 0.849 1.00 0.85 1.00 95.00 16.63
11.88 0.849 1.00 0.85 1.00 95.00 16.63
11.875 0.849 1.00 0.85 1.00 95.00 16.63
0.849 1.00 0.85 1.00 95.00 16.63
0.849 1.00 0.85 1.00 95.00 16.63
0.849 1.00 0.85 1.00 95.00 16.63
Design Pressures p = qGC p - q h (GC pi )
Note: Pressures are limit state design pressures for strength design. Multiple by 0.6 for ASD.
Transverse Direction:
z (ft)qz (psf) Cp qGCp (+GCpi) (-GCpi)
11.88 16.63 0.80 11.31 8.32 14.31
0.00 16.63 0.80 11.31 8.32 14.31
0.00 16.63 0.80 11.31 8.32 14.31
0.00 16.63 0.80 11.31 8.32 14.31
11.88 16.63 -0.42 -5.97 -8.96 -2.98
Windward Roof (Positive)11.88 16.63 0.19 2.68 -0.31 5.68
Windward Roof (Negative)11.88 16.63 -0.29 -4.10 -7.10 -1.11
11.88 16.63 -0.60 -8.48 -11.48 -5.49
-11.16 -11.16
8.00
Longitudinal Direction:
z (ft)qz (psf) Cp qGCp (+GCpi) (-GCpi)
11.88 16.63 0.80 11.31 8.32 14.31
0.00 16.63 0.80 11.31 8.32 14.31
0.00 16.63 0.80 11.31 8.32 14.31
0.00 16.63 0.80 11.31 8.32 14.31
11.88 16.63 -0.50 -7.07 -10.06 -4.08
Windward Roof (Positive)11.88 16.63 0.11 1.53 -1.47 4.52
Windward Roof (Negative)11.88 16.63 -0.35 -4.89 -7.88 -1.89
11.88 16.63 -0.60 -8.48 -11.48 -5.49
-10.01 -10.01
8.00
Longitudinal Transverse
1 11.875 2.875 9.00 106 103
Windward Wall
Leeward Wall
Leeward Roof
Total Roof load, pr =
MIN (SIN* pr , 8) =
Level Height Height Above Below Wind Load (plf)
Windward Wall
Leeward Wall
Leeward Roof
Total Roof load, pr =
MIN (SIN* pr , 8) =
Page 16 of 22
2801 W Elder Ave & Unit#
24/15/2025
SEISMIC LOAD ASCE 7-16
Risk Category II
Importance Factor (I) 1.00
Site Class D - Default
Seismic Design Category D
Response Spectral Acc. (0.2 sec) (Ss) =1.306
Response Spectral Acc. (1.0 sec) (S1) =0.467
Fa =1.200
Fv =1.833
Max. Considered earthquake acc. SMS 1.567
Max. Considered earthquake acc. SM1 0.856
Design spectral acc. At short period S DS 1.045
Design spectral acc. at 1s period SD1 0.571
Response modification coefficient (R) 6.5
System overstrength coefficient (Ω) 2.5
Building period coeficient (CT) =0.02
Building Height (ft) 14.75 (65ft maximum)
Building period T=Ta (sec)0.151
Long Period Transition Period (TL) =8
Minimum Cs 0.046
Maximum Cs 0.583
Seismic response coefficient C s 0.161
Adjusted Cs 0.161
Design Base Shear V = 0.161W
Page 17 of 22
2801 W Elder Ave & Unit#
24/15/2025
BUILING WEIGHT
Section
Roof/ Floor Weight: P floor = A*(Q partion + Q floor/roof) Wall Weight Pwall = Qwall * hwall *L perimeter
Area (A) = 800 sqft Qwall = 15 psf
Q partion = 5 psf hwall = 4.5 ft
Q floor/roof = 15 psf Lperimeter = 114.75 ft
P floor = 16000 lbs Pwall = 7745.625 lbs
Cs =0.161 ta =0.151
Total Weight, W = 23746 lbs k =1.000
V = CsW = 3818 lbs SDS =1.045
Shear Wall Force Linear Forces for Shear Wall
hxwx Area Qe (psf)
Section hx (ft)wx (lbs)hxwx (ft-lbs)hxwx CvxV
9.0 23,746 213711 1.00 3,818 800 4.77
0.0 0 0 0.00 0 0 0.00
0 0 0.00 0 0.00
0 0 0.00 0 0.00
0 0 0
Page 18 of 22
2801 W Elder Ave & Unit#
24/15/2025
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2801 W Elder Ave & Unit#
24/15/2025
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Page 20 of 22
2801 W Elder Ave & Unit#
24/15/2025
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Page 21 of 22
2801 W Elder Ave & Unit#
24/15/2025
FOUNDATION: ADDTION
1500 psf
Trib Trib Wall Height
DL(psf) LL(psf) roof(ft) DL(psf) LL(psf) floor(ft) DL(psf) wall(ft)
15 20 14 15 9
Roof: (DL+LL) (Trib) = 490 plf
Floor: (DL+LL) (Trib) = 0 plf
Wall: DL (Height)= 135 plf
625 plf
625 /(12"/12) = 625 psf< 1500 psf
P(allowable)
P(allowable) = 5167.5 #
18
"
Allowable soil bearing value:
Roof Floor
use 12" wide cont. ftg w/ 2-#4 top & bott.
Page 22 of 22
2801 W Elder Ave & Unit#
24/15/2025
SANTA ANA CITY COUNCIL
Mayor
vamezcua@santa-ana.org
Mayor Pro Tem, Ward 1
tphan@santa-ana.org
Ward 2
bvazquez@santa-ana.org
Ward 3
jessielopez@santa-ana.org
Ward 4
pbacerra@santa-ana.org
Ward 5
jryanhernandez@santa-ana.org
Ward 6
dpenaloza@santa-ana.org
MAYOR
Valerie Amezcua
MAYOR PRO TEM
Thai Viet Phan
COUNCILMEMBERS
Phil Bacerra
Johnathan Ryan Hernandez
Jessie Lopez
David Penaloza
Benjamin Vazquez CITY OF SANTA ANA
PLANNING AND BUILDING AGENCY
20 Civic Center Plaza ● P.O. Box 1988
Santa Ana, California 92702
www.santa-ana.org
ACTING CITY MANAGER
Alvaro Nuñez
CITY ATTORNEY
Sonia R. Carvalho
CITY CLERK
Jennifer L. Hall
Also sent via email to: jamesle01051986@gmail.com
April 3, 2024
James Le
2801 W. Elder Avenue
Santa Ana, CA. 92704
Subject: Address Assignment for a new Accessory Dwelling Unit located at 2801 West
Elder Avenue and (APN: 407-043-16) in Santa Ana, CA
Dear James,
The City of Santa Ana Planning and Building Agency (PBA) is the responsible agency for legal
addressing within the City of Santa Ana’s jurisdiction. This letter confirms the address assignment
for a new Accessory Dwelling Unit located at 2801 West Elder Avenue and (APN:
407-043-16). Notice is hereby given that the following assigned address(es) shall be posted
onsite per the approved address plan, attached hereto as Exhibit A.
Address(es) to be Activated/Posted
1. 2801 W. Elder Avenue, Unit 2 (Address for new ADU)
To subdivide commercial and/or residential units into multiple units, a building permit (and all other
associated permits), plans, and inspection approvals by the PBA are required. Address(es) will
be verified during inspections by the Building Safety Division.
Please update your records accordingly. Should you have any questions, feel free to contact me
by phone at (714) 667-2709 or by email at ASevilla@santa-ana.org.
Sincerely,
Alexis Sevilla
Planning Technician
Reviewed by: Jerry Guevara, Senior Planner
2801 W Elder Ave & Unit#
24/15/2025
Address Letter for 2801 W Elder Avenue
Page 2 of 2
Exhibit A – Address Plan
c:
Vencent Quaglia, United States Post Office
Chris Tuiolosega, United States Post Office
Cipriano Corona, Marketing Manager, United States Post Office
Alex Alvarez, Postmaster Santa Ana, United States Post Office
Federal Express, Administration
Cathy Joseph, Garden Grove Unified School District
Christine Hy, Garden Grove Unified School District
Cathy Slader, Orange Unified School District
Orin Williams, Santa Ana Unified School District
Yvette Miranda, Santa Ana Unified School District
Cristina Bernal, Tustin Unified School District
Orange County Fire Authority
Neal Kelly, Registrar of Voters
Members, Board of Supervisors
Southern California Gas Company
Southern California Edison Company
Claude Parrish, County Assessor's Office
SAG, AT&T
UPS, Administration
City Manager’s Office
Beverly Martin, Police Community Services Specialist
Boris Duran, Police Systems Manager
Jennifer Mendoza, Police Communications Manager
Chris Hubbard, Police Systems Support Analyst
Alejandra Gutierrez, Treasury & Customer Services Manager
Hector Jimenez, Revenue Supervisor
Alfonso Chavez, Utilities Customer Services Supervisor
Judson Brown, Housing & Neighborhood Development Manager
Rudy Rosas, Principal Civil Engineer
Zdenek (Zed) Kekula, Principal Civil Engineer
Jason Kwak, Building Safety Manager
Evelyn LaRocca, Permit Supervisor
Kathy Hernandez, Permit Technician
Julie Amsden, Permit Technician
Ali Pezeshkpour, Planning Manager
Jerry Guevara, Senior Planner
Alvaro Nunez, PBA Assistant Director and Code Enforcement Manager
2801 W Elder Ave & Unit#
24/15/2025
(E) 2801 W ELDER AVE
(N) 2801 W ELDER AVE
UNIT 2
EXHIBIT A - ADDRESS PLAN
2801 W Elder Ave & Unit#
24/15/2025
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 EXEMPTION
CHECKLIST
PCC-16
REV: 09/03/2020 Page 1 of 1
THIS FORM SHALL BE COMPLETED BY A CALIFORNIA REGISTERED CIVIL ENGINEER.
Instructions: In order to qualify for the grading permit exemption for detached Accessory
Dwelling Unit (ADU) projects per handout PCC-15, the registered civil engineer of record shall
complete all sections, check all boxes and sign the certification section below. A copy of this
checklist shall be attached to each of TWO sets of plans. If answering NO to any of the
questions, a grading permit shall be required.
Project Address:
Yes No
1. ☐☐ I have provided two sets of site drainage plans that is stamped, signed and
dated by a California professional civil engineer, to be submitted with the
building submittal package.
2. ☐☐ I have calculated the total amount of soil being cut or filled on this project is less
than 50 cubic yards.
3. ☐☐
The site drainage plans include the following, but not limited to, location of all
existing and proposed structures, property lines, right-of-way lines, and
easements, including dimensions and setbacks; drainage slopes and flow
patterns, drainage systems such as swales, french drains, water collection and
disposal systems, etc.
4. ☐☐ I have designed drainage such that surface water flows away from buildings and
adjoining property lines, in accordance with all applicable codes.
5. ☐☐ I have designed grading such that it will not adversely affect the adjoining
properties.
6. ☐ ☐
I have designed the grade to fall not fewer than 6 inches within the first 10 feet
from the foundation walls. Where lot lines, walls, slopes or other physical
barriers prohibit 6 inches of fall within 10 feet, I have designed drains or swale to
ensure drainage away from the structure. I have designed any impervious
surfaces within 10 feet of the building foundation to be sloped not less than 2
percent away from the building.
7. ☐☐ I will provide a final certification letter stating that the grades were constructed
per the approved site drainage plan, and will submit this certification letter to the
building inspector prior to final inspection.
I certify under penalty of perjury under the laws of the State of California that the above is true:
Print Name: Signature:
Licensed Number: Date:
Phone Number: Email Address:
1213 S Flower St, Santa Ana, CA 92707
X
X
X
X
X
X
X
MICHAEL MALCOLM PHILLIPS
C68338
657-444-7194
9/27/2023
mike@phillipsconsulting.us
1314 S JOANE WAY, SANTA ANA, CA 927042801 W ELDER AVE, UNIT 2 (ADU), SANTA ANA, CA 92704
7/4/2024
2801 W Elder Ave & Unit#
24/15/2025
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:
Area to
be Added:
Total Resulting
Area:
Stories: Area Added in Past 2 Years
(excluding this project):
Yes No Questionnaire OCFA Plan Type if “Yes”
1. New – Is this a new single family residence or duplex? *(PR160) Residential Site
with Water Availability
(PR400-402) Fire Sprinkler
2. ADU – Is this a new Accessory Dwelling Unit (ADU) on the same property as a house that already has
fire sprinklers or a house that will have fire sprinklers added as part of this project?
(PR400-402) Fire Sprinkler
3. Addition – Is this (A) an addition to a currently sprinklered building, or (B) an addition requiring a fire
sprinkler retrofit based on a threshold set by local ordinance?
(PR400-402) Fire Sprinkler
4. Distance – Is the most remote portion of the addition, ADU or other detached structure greater than
140-feet from the fire access roadway?
*(PR160) Residential Site
5. Total Area – Will the addition result in a total area of greater than 3,600 square feet (sf) for non-
sprinklered buildings, or greater than 6,200 sf for sprinklered buildings, including the area of all
enclosed spaces, such as garages, stairs, and detached structures separated by less than 10-feet?
*(PR160) Residential Site
with Water Availability
6. Remodel – Is this a remodel of a sprinklered building with a scope of work that includes adding or
removing any interior walls? Note: If “Yes”, then project must be evaluated by a C-16 licensed
contractor to determine if a fire sprinkler modification is needed.
(PR400-402) Fire Sprinkler
7. Detached Structure – Is this a new detached utility or accessory structure (not an ADU), such as a
garage, workshop, game room, pool house, barn, etc., requiring fire sprinklers based on a threshold
set by local ordinance?
*(PR160) Residential Site
(PR400-402) Fire Sprinkler
8. Gate – Is a gate being installed across a driveway or road that is designated as a fire department
access roadway, or a driveway or road that serves more than a single home/duplex?
(PR180) Gate
9. Methane – Is project located in or less than 100’ from a “Division of Oil, Gas, and Geothermal
Resources” (DOGGR) field boundary or well (active or abandoned), less than 300-feet from an oil/gas
seep, or less than 1000-feet from a landfill? (Note: For projects in Yorba Linda, this requirement only
applies to new homes, enclosed accessory structures, addition to existing structure greater than 1000
sf, and ADU’s).
*(PR160) Residential Site
*(PR172-174) Methane
Test/Mitigation Plans
10. Vegetation – Is the property/structure (A) on the perimeter of a community containing, or adjacent to
slopes or hills, or (B) adjacent to an open space or wildland area containing non-irrigated vegetation,
or (C) in a State Responsibility Area or Local Responsibility Area “Fire Hazard Severity Zone”, as
defined by the State, or (D) near an area that could be affected by a wildfire in the open space.
*(PR125) Fuel Modification
(PR182) Accessory
Structure
*OCFA approval required before issuance of a grading/building permit. All other plans types may be deferred submittals.
Applicant Certification
I certify, under penalty of perjury, under the laws of the State of California, that the information above is true:
Print Name:_______________________________________ Signature:___________________________________________ Date:______________
Phone Number:_____________________________________________ Email:_____________________________________________________________
Attention Building Department Staff – After you’ve verified all questions were answered accurately as “No”, then you may accept this signed form as a
written release that an OCFA review is not required. If any questions were answered as “Yes”, then the plan type on the right side may be required.
______If all answers are “No” and the Building Department still requires the applicant to have their plans reviewed by OCFA, or if any answers are “Yes”
and the Building Department prefers for OCFA to determine if a review is required, please initial this line and provide an explanation on the Plan Referral
Form (on the reverse), to be submitted along with the appropriate plans to OCFA for a determination.
For questions and submittal information, please visit ocfa.org, or call OCFA at (714) 573-6100
SFR
2801 W Elder Ave & Unit#
24/15/2025
2801 W Elder Ave & Unit#
24/15/2025