HomeMy WebLinkAbout1304 BASSWOOD AVE; ; CBR2022-2399; PermitBuilding Permit Finaled
Residential Permit
Print Date: 04/10/2023
Job Address: 1304 BASSWOOD AVE, CARLSBAD, CA 92008-1903
Permit No:
Status:
(city of
Carlsbad
CBR2022-2399
Closed -Finaled
Permit Type: BLDG-Residential
2050520800
$163,997.16
Work Class: Second Dwelling Unit
Parcel#:
Valuation:
Occupancy Group:
#of Dwelling Units: 1
Bedrooms:
Bathrooms:
Occupant Load:
Code Edition:
Sprin~ed: No
Project Title:
Track#:
Lot#:
Project#:
Plan#:
Construction Type:
Orig. Plan Check#:
Plan Check#:
Applied: 07/06/2022
Issued: 10/06/2022
Finaled Close Out: 04/10/2023
Final Inspection: 04/07/2023
INSPECTOR: Kersch, Tim
Alvarado, Tony
Renfro, Chris
Description: 1306 BASSWOOD: NEW (956 SF) DETACHED ADU (2) STORY WITH (770 SF) GARAGE BELOW
Applicant:
SNAPADU
WHITNEY HILL
PO BOX 2685
CARLSBAD, CA 92018-2685
(760) 259-2476
FEE
BUILDING PLAN CHECK
BUILDING PLAN REVIEW -MINOR PROJECTS (LDE)
BUILDING PLAN REVIEW -MINOR PROJECTS (PLN)
CERTIFICATE OF OCCUPANCY
DETACHED ACCESSORY & UTILITY USES
GREEN BUILDING STANDARDS PLAN CHECK & INSPECTION
PUBLIC FACILITIES FEES -outside CFD
SB1473 -GREEN BUILDING STATE STANDARDS FEE
SFD & DUPLEXES
STRONG MOTION -RESIDENTIAL (SMIP)
SWPPP INSPECTION FEE TIER 1-Medium BLDG
SWPPP PLAN REVIEW FEE TIER 1 -Medium
Total Fees: $10,859.13 Total Payments To Date: $10,859.13
Contractor:
SNAPADU
1763 YUCCA RD
OCEANSIDE, CA 92054-6156
(760) 259-1985
Balance Due:
AMOUNT
$1,980.81
$194.00
$98.00
$16.00
$1,015.10
$175.00
$5,739.90
$7.00
$1,251.00
$21.32
$292.00
$69.00
$0.00
Please take NOTICE that approval of your project includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter
collectively referred to as "fees/exaction." You have 90 days from the date this permit was issued to protest imposition of these
fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the
protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section
3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their
imposition.
You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection
fees and capacity changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this
project. NOR DOES IT APPLY to any fees/exactions of which you have previously been given a NOTICE similar to this, or as to which the
statute of limitation has previously otherwise expired.
Building Division Page 1 of 1
1635 Faraday Avenue, Carlsbad CA 92008-7314 I 442-339-2719 I 760-602-8560 f I www.carlsbadca.gov
,>= RESIDENTIAL
{._ C~ of BUILDING PERMIT Carlsf1a8_EIVE PPLICATION
Plan Check Cli?>/2.'2.o,"l_,.-2.3 'f'f
Est. Value .I!( l~!t ct'1 7 ~\ '2
4 JUL O 6 2022 B-1
PC Deposit JI t,CI\. 'CO. ffl
Date '1 -r,,,, -z.o'2 -:a-
l~O
Job Address1"'3ee.J3A9--fiW8§)lfl,l~V ~.~~l.($W,.D, CA. 92008 Unit:_N_A ___ .APN: 205-052-08-00
CT/ProJ·ect #: Lot#: Year Built: 1947 -----------------·-------------
Fire Sprinklers:0,Es{!)NO Air Conditioning:(!}YESQNO Electrical Panel UpgradeQYES0No
BRIEF DESCRIPTION OF WORK:Addition of 1 story (956 SF) detached Accessory Dwelling Unit (ADU). 2 Bedroom, 1 Bathroom
with 770 SF garage
El New SF : 956 Living SF, 956 Deck SF, 0 Patio SF, 0 Garage SF 770
Is this to create an Accessory Dwelling Unit? {!)YQ N New Fireplace? Qv@N, if yes how many? __
D Remodel: SF of affected area -----Is the area a conversion or change of use? Ov Q N
□ Pool/Spa: ____ SF Additional Gas or Electrical Features? ___________ _
0 Solar: ___ KW, ___ Modules, MountedOoof();round, TiltO vO N, RMA:QvQN,
Battery: CJ( ()J, Panel Upgrade: O< O'-J
D Reroof: ·-----------------------------------
□ Plumbing/Mechanical/Electrical
0 Only: Other:
PRIMARY APPLICANT
Name: SnapADU
Address: PO Box 2685
PROPERTY OWNER
Name:Angelina Goldberg
Address: 1306 Basswood Avenue
City: Carlsbad State:_C_A __ Zip: 92018 City: Carlsbad State: CA Zip:_92_0_0_8 __ _
Phone: 760-259-24 76 Phone: 858-442-7656
Email: permits@snapadu.com Email: angelgold@mail.com
DESIGN PROFESSIONAL CONTRACTOR OF RECORD
Name: NA Business Name: SnapADU ---------------------------------Address: Address: PO Box 2685
City:. ______ ~State: ___ Zip:. _____ City: Carlsbad State:_C_A_-'Zip: 92018
Phone: Phone: 760-259-2476
Email: _________________ Email:_P_er_m_it_s_@_s_n_a_pa_d_u_.c_o_m __________ _
Architect State License: ___________ CSLB License#: 1075582 Class: B
Carlsbad Business License # (Required):~-..--------
APPLICANT CERTIFICATION: I certify that I have read the application and state that the above information is correct and that the
information on the plans is accurate. I agree to comply with a(( City ordinances and State laws relating to building
construction. /Jr/J , 11: //)
NAME (PRINT): Whitney Hill SIGN: ~~l-f"l/tf DATE:_6_-2_9_-2_2 ___ _
1635 Faraday Ave Carlsbad, CA 92008 Ph: 760-602-2719 Fax: 760-602-8558 Email: Building@carlsbadca.gov
REV. 07/21
THIS PAGE REQUIRED AT PERMIT ISSUANCE PLAN CHECK NUMBER: ______ _
A BUILDING PERMIT CAN BE ISSUED TO EITHER A STATE LICENSED CONTRACTOR OR A PROPERTY OWNER. IF THE PERSON
SIGNING THIS FORM IS AN AGENT FOR EITHER ENTITY AN AUTHORIZATION FORM OR LETTER IS REQUIRED PRIOR TO
PERMIT ISSUANCE.
(OPTION A): LICENSED CONTRACTOR DECLARATION:
lhereby affirmunderpenaltyofperjurythatlamlicensed underprovisionsofChapter9(commencingwithSection7000)ofDivision3
of t he Business and Professions Code, and my license is in full force and effect. I also affirm under penalty of perjury one of the
following declarations (CHOOSE ONE}:
Q 1 have and will maintain a certificate of consent to self-insure for workers' compensation provided by Section 3700 of the Labor Code, for the performance of the
work which this permit is issued. PolicyNo. _____________________________________ _
-OR-
fe'\1 have and will maintain worker's compensation, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued.
~Y workers' compensation insurance carrier and policy number are: Insurance Company Name: _R_E_C_ha_lx_&_M_socl __ •t•_• ______________ _
Policy No. ATN2221930 Expiration Date: _5/_1_9/_2_3 ____________ _
-OR-O Certificate of Exemption: I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become
subject to the workers' compensation Laws of California. WARNING: Failure to secure workers compensation coverage is unlawful and shall subject an employer to
criminal penalties and civil fines up to $100,000.00, in addition the to the cost of compensation, damages as provided for in Section 3706 of the Labor Code,
interest and attorney's fees.
CONSTRUCTION LENDING AGENCY, IF ANY:
I hereby affirm that there is a construction lending agency for the performance of the work this permit is issued (Sec. 3097 (i) Civil Code).
Lender's Name: ____________________ Lender'sAddress: ___________________ _
CONTRACTOR CERTIFICATION: I certify that I have read the application and state that the above information is correct and that
the information on the plans is accurate. I agree to comply with all City ordinances and State laws relating to building :::;:::~~T): Whitney Hill SIGNATURE: /M DATE: 6-29-22 -------------.. -------,-------Note: If the person signing above is an authorized agent for the contractor provide a letter of authoriz n on contractor letterhead.
-OR -
(OPTION B): OWNER-BUILDER DECLARATION:
I hereby affirm that I am exempt from Contractor's License Law for the following reason: Q I, as owner of the property or my employees with wages as their sole compensation, will do the work and the structure is not intended or offered for sale (Sec.
7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and who does such
work himself or through his own employees, provided that such improvements are not intended or offered for sale. If, however, the building or improvement is sold
within one year of completion, the owner-builder will have the burden of proving that he did not build or improve for the purpose of sale).
-OR-O I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The
Contractor's License Law does not apply to an owner of property who builds or improves thereon, and contracts for such projects with contractor(s) licensed
pursuant to the Contractor's License Law).
-OR-O I am exempt under Business and Professions Code Division 3, Chapter 9, Article 3 for this reason:
AND,
0 FORM B-61 "Owner Builder Acknowledgement and Verification Form" is required for any permit issued to a property owner.
By my signature below I acknowledge that, except for my personal residence in which I must have resided for at least one year prior to completion of the
improvements covered by this permit, I cannot legally sell a structure that I have built as an owner-builder if it has not been constructed in its entirety by licensed
contractors./ understand that a copy of the applicable law, Section 7044 of the Business and Professions Code, isavailableupon request when this application is
submitted or at the following Website: http:I/www.leginfo.ca.gov/calow.html.
OWNER CERTIFICATION: I certify that I have read the application and state that the above information is correct and that the
information on the plans is accurate. I agree to comply with all City ordinances and State laws relating to building
construction.
NAME (PRINT): _W_h_it_n_ey_H_ill _____ _
Note: If the person signing above Is an authorized agent for the property owner in
1635 Faraday Ave Carlsbad, CA 92008 Ph: 760-602-2719 Fax: 760-602-8558 Email: Building@carlsbadca.gov
2 REV. 07/21
('Cityof
Carlsbad
OWNERS
AUTHORIZED
AGENT FORM
8-62
Development Services
Building Division
1635 Faraday Avenue
RECE\
760-602-2719
c rlsbadca.gov
J\Jl 0
CARLSBAD
crTY o\~G O\\J\S\ON
OWNER'SAUTHORIZED AGENTF6~~
Only a property owner, contractor or their authorized agent may submit plans and applications for building
permits. To authorize a third-party agent to sign for a building permit, the owner's third party agent must bring
this signed form, which identifies the agent and the owner who s/he is representing, and for what jobs s/he
may obtain permits. The form must be completed in its entirety to be accepted by the City for each separate
permit application.
Note: The following Owner's Authorized Agent form is required to be completed by the
property owner only when designating an agent to apply for a construction permit
on his/her behalf.
AUTHORIZATION OF AGENT TO ACT ON PROPERTY OWNER'S BEHALF
Excluding the Property Owner Acknowledgement, the execution of which I understand is my personal responsibility,
I hereby authorize the following person(s) to act as my agent(s) to apply for, sign, and file the documents necessary
to obtain an Owner-Builder Permit for my project.
Construction of detached accessory dwelling unit of 956 sf
Scope of Construction Project (or Description of Work): __________________ _
1306 BASSWOOD AVE.CARLSBAD, CA. 92008 Project Location or Address: ___________________________ _
Name of Authorized Agent: Whitney Hill 760-259-24 76 Tel No. ________ _
. PO Box 2685 Address of Authorized Agent: ___________________________ _
Carlsbad, CA 92018
I declare under penalty of perjury that I am the property owner for the address listed above and I personally filled
out the above information and certify its accuracy.
1
PERMIT INSPECTION HISTORY for {CBR2022-2399)
Permit Type: BLDG-Residential Application Date: 07/06/2022 Owner: TRUST GOLDBERG ANGELINA M
Work Class: Second Dwelling Unit
Status: Closed -Finaled
TRUST
Issue Date: 10/06/2022 Subdivision: PATTERSONS ADD
Expiration Date: 08/01/2023
IVR Number: 41792
Address: 1304 BASSWOOD AVE
CARLSBAD, CA 92008-1903
Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection
Date Start Date Status
04/07/2023 04/07/2023 BLDG-Final Inspection 207405-2023 Passed Tony Alvarado
Monday, April 10, 2023
Checklist Item
BLDG-Plumbing Final
BLDG-Mechanical Final
BLDG-Structural Final
BLDG-Electrical Final
NOTES Created By
Angie Teanio
COMMENTS
TEXT
720-648-3894 Danielle
Passed
Yes
Yes
Yes
Yes
Created Date
04/06/2023
Complete
Page 3 of 3
PERMIT INSPECTION HISTORY for (CBR2022-2399)
Permit Type: BLDG-Residential Application Date: 07/06/2022 Owner: TRUST GOLDBERG ANGELINA M
Work Class: Second Dwelling Unit
Status: Closed -Finaled
TRUST
Issue Date: 10/06/2022 Subdivision: PATTERSONS ADD
Expiration Date: 08/01/2023
IVR Number: 41792
Address: 1304 BASSWOOD AVE
CARLSBAD, CA 92008-1903
Scheduled
Date
Actual Inspection Type
Start Date
Inspection No. Inspection Primary Inspector Reinspection Inspection
12/22/2022
01/12/2023
01/19/2023
02/02/2023
Checklist Item
BLDG-Building Deficiency
Status
COMMENTS
November 18, 2022:
1. Foundation, Slab and Footing steel
reinforcement, per structural sheet SD-2,
detail #1 & revised footing step-down
structural footing detail, scope of work per
engineered plans to detail specifications -
approved.
2. Soils geotechnical engineer's certified
site observation letter determining;
footing/slab in compacted competent soil
"safe for intended use"-verified and
approved.
3. Surveyor certification letter, for
footing/slab form height certification and
property line setback certification -verified
and approved.
4. OK to pour concrete.
12/22/2022 BLDG-83 Roof Sheating, 199566-2022
Exterior Shear (13, 15)
Passed Chris Renfro
01/12/2023
01/19/2023
02/02/2023
Checklist Item
BLDG-Building Deficiency
BLDG-13 Shear Panels-HD (ok
to wrap)
BLDG-15 Roof
Sheathing-Reroof
COMMENTS
BLDG-18 Exterior 200610-2023
Lath/Drywall
Checklist Item COMMENTS
BLDG-Building Deficiency Wrong inspection
BLDG-84 Rough 201013-2023
Combo(14,24,34,44)
Checklist Item COMMENTS
BLDG-Building Deficiency
BLDG-14
Frame-Steel-Bolting-Welding
(Decks)
BLDG-24 Rough-Topout
BLDG-34 Rough Electrical
BLDG-44
Rough-Ducts-Dampers
BLDG-18 Exterior 202127-2023
Lath/Drywall
Checklist Item COMMENTS
BLDG-Building Deficiency
Cancelled Chris Renfro
Passed Chris Renfro
Passed Chris Renfro
Monday, April 10, 2023
Passed
Yes
Complete
Passed
Yes
Yes
Yes
Reinspection Incomplete
Passed
No
Complete
Passed
Yes
Yes
Yes
Yes
Yes
Complete
Passed
Yes
Page 2 of 3
Building Permit Inspection History Finaled
{city of
Carlsbad
PERMIT INSPECTION HISTORY for (CBR2022-2399)
Permit Type: BLDG-Residential Application Date: 07/06/2022 Owner: TRUST GOLDBERG ANGELINA M
Work Class: Second Dwelling Unit
Status: Closed -Finaled
TRUST
Issue Date: 10/06/2022 Subdivision: PATTERSONS ADD
Expiration Date: 08/01/2023
IVR Number: 41792
Address: 1304 BASSWOOD AVE
CARLSBAD, CA 92008-1903
Scheduled
Date
Actual Inspection Type
Start Date
Inspection No. Inspection Primary Inspector Reinspection Inspection
10/31/2022
11/04/2022
11/16/2022
11/18/2022
10/31/2022 BLDG-SW-Pre-Con
Checklist Item
195360-2022
COMMENTS
Status
Passed Chris Renfro
BLDG-Building Deficiency
11/04/2022 BLDG-21
Underground/Underflo
or Plumbing
Checklist Item
195832-2022 Partial Pass Tim Kersch
COMMENTS
BLDG-Building Deficiency Main tie in complete.
11/16/2022 BLDG-21
Underground/Underflo
or Plumbing
Checklist Item
196718-2022 Passed Chris Renfro
COMMENTS
BLDG-Building Deficiency
11/18/2022 BLDG-11
Foundation/Ftg/Piers
(Rebar)
Checklist Item
196918-2022 Passed Tony Alvarado
COMMENTS
BLDG-Building Deficiency November 18, 2022:
BLDG-12 Steel/Bond
Beam
1. Foundation, Slab and Footing steel
reinforcement, per structural sheet SD-2,
detail #1 & revised footing step-down
structural footing detail, scope of work per
engineered plans to detail specifications -
approved.
2. Soils geotechnical engineer's certified
site observation letter determining;
footing/slab in compacted competent soil
"safe for intended use"-verified and
approved.
3. Surveyor certification letter, for
footing/slab form height certification and
property line setback certification -verified
and approved.
4. OK to pour concrete.
196919-2022 Passed Tony Alvarado
Monda~April 1~2023
Complete
Passed
Yes
Reinspection Incomplete
Passed
Yes
Complete
Passed
Yes
Complete
Passed
Yes
Complete
Page 1 of 3
.....
MARTIN
STRUCTURAL CONSUL TING, INC.
I STRUCTURAL CALCULATIONS
Goldberg ADU
1306 Basswood Ave.
Carlsbad, CA
CBR2022-2399
June l, 1306 BASSWOOD AVE
t 2022
> 1--0
2244 Foradoy Ave. -/1202 Carlsbad, C
tod@martinstructurolconsutting.com -h
1306 BASSWOOD: NEW (956 SF) DETACHED ADU (2)
STORY WITH (770 SF) GARAGE BELOW
2050520800
9/16/2022
CBR2022-2399
CALCULATIONS lll--C MARTIN PROJECT: L,,;,~ 1' .Ai, STRUCTURAL CONSUL TING, INC.
22« FARADAY AVf.. #202 CARLSBAD, CA 92008 PROJ. NO.: -zt., 0 DATE: ~/1"'7/l .. <._
BY: ~~-... SHEET: I
Loads
Dead Loads:
Exterior Wall Roof
stucco 8.0 psf Roofing 2.0 pst
2x6 Studs@ 16" o.c. 1.5 Ply 1.5
Top and Sill Plate 0.5 Trusses 2.5
1 /2" Gypsum Board 2.2 Gypsum 2.2
Insulation/Misc. 1.8 Misc 3.8
Total 14.0 psf Total 12.0 psf
Interior Wall
(2) 1/2" Gypsum Board 4.4 psf
2x4@ 16" o.c. 1.0
Top and Sill plates 0.5
Misc. 1.1
Total 7 psf
Live Loads:
Roof -20 psf
Lateral Loads: See calculations for detennlnatlon of loads
Vs= .09
Horizontal wind pressure= 16 psf at wall, 8 psf at roof
CALCULATIONS ITI---C MARTIN PROJECT: /..~•t>S£/tJ., STRUCTURAL CONSUL TING, INC.
PROJ. NO.: DATE: t//?/1..-1... ~,'-c? 22« FARADAY Al/f.. #202 CARLSBAD, CA 92008
BY: r,:. • ., SHEET: -i..
/}LA>:> , ,<. , I ~~;r-,11
I
vv'.c l"f ,-.,,& , JS M/t,,.
r-,£.r,df;A-..12..,.__
I
7 " .. t,
" ~ I , ") ",. r
vJ I,._ I t, .. • C .. ,
i:: l . , r' _s--•'f></17,yvL
J -.L ~
I '
v ft..,A.F,r ~ /'-~ •
c:..-¥ ., t ., I -..ifZ,,.,-t+-.::-I 6' '"II"
Title Block Line 1
You can change this area
using the "Settings" menu item
and then using the "Printing &
Title Block" selection.
Trtle Block Line 6
l Multiple Simple Beam
Project Title: Goldberg
Engineer:
Project ID: 2260
Project Descr:
)
Pnnteo 17 JUN 2022. 4 03PM
=ile.;. o:lliNfl~\Tod °Asus L '™SC proiecta\2260 Goldt,erg~.ec:6 .
Softwant copyright ENERCALC, INC. 1983-2018, Bulkl:10.18.12.13 . •
Description_: . _____ .. .. ... _ --..... . .. __ _
Wood Beam Design : Headers with 19' trib
Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16 6x6, Sawn,F.ully Unbraced ·--· ........ -·--···· . .. ..... _
Using Allowable Stress Design with ASCE 7-16 load Combinations, Major Axis Bending
BEAMSize :
Wood Species : Douglas Fir-Larch Wood Grade : No.1
Fb -Tension 1350 psi Fe -Prll 925 psi Fv 170 psi Ebend· xx
Fb • Compr 1350 psi Fe • Perp 625 psi Ft 675 psi Eminbend • xx
Applied Loads
Unif Load: D = 0.0120, Lr= 0.020 k/ft, Trib= 19.0 ft
Design Summary
Max fb/Fb Ratio =
fb : Actual :
Fb : Allowable :
Load Comb :
Max fv/FvRatio = fv : Actual :
Fv ; Allowable ;
load Comb :
0.955; 1
1,611 .59 psi at
1,687.50 psi
+D+Lr+H
0.434: 1 92.15psi at
212.50 psi
+D+Lr+H
3.500 ft in Span# 1
6.557 ft In Span # 1 f-·
1600ksi
580ksi
Density 31 .21 pcf
Max Reactions (k) 12 J. LL 1.33
1.33
Vi l:i
· Mix1'iiftections
Transient Downward
Ratio
0.169in Total Downward 0.271 In
Left Support 0.80
Right Support 0.80
Wood Beam Design : Headers with 19' trib
496 >360 Ratio 310 >180
LC: +D+Lr+H LC: Lr Only
Transient Upward 0.000 in Total Upward 0.000 in
Ratio 9999 Ratio 9999
LC: LC:
C.lculatlons per NOS 2018, IBC 2018, CBC 2019, ASCE 7-18 El°EA-M Size : 6x8, Sawn: Fuliy Unbraced .. ,_____ . . -·-.. --. -.. .. -. ···-.
Using Allowable Stress Design with ASCE 7-16 Load Combinations, Major Axis Bending
Wood Species : Douglas Fir-Larch Wood Grade : No.1
Fb • Tension 1,350.0 psi Fe· Prll 925.0 psi Fv 170.0 psi Ebend-xx
Fb • Compr 1,350.0 psi Fe · Perp 625.0 psi Ft 675.0 psi Eminbend • xx
1,600.0ksi
580.0ksl
Density 31.210 pcf
Applied Loads
Unit load: D = 0.0120, Lr= 0.020 k/ft, Trib= 19.0 ft
Desion Summary
Max fb/Fb Ratio =
fb : Actual :
Fb : Allowable :
Load Comb :
Max fv/FvRatio =
fv : Actual :
Fv : Allowable :
Load Comb :
0.953; 1 1,596.28 psi at
1,675.51 psi
+D+Lr+H
0.432: 1
91.72 psi at
212.50 psi
+D+Lr+H
12 L Max Reactions (kl
Left Support
Right Support 1.08
J.r
1.81
1.81 1.08
4.750 ft in Span# 1
0.000 ft in Span #-1
Vi li
------------:--~. ----;· -
axe
9.50ft
Max Deflections
Transient Downward 0.226 in Total Downward 0.362 in
Ratio 503 >360 Ratio 314 >180
LC: +D+Lr+H LC: Lr Only
Transient Upward 0.000 in Total Upward 0.000 fn
Ratio 9999 Ratio 9999
LC: LC:
Title Block Line 1
You can change this area
using the •settings" menu item
and then using the "Printing &
Title Block" selection.
Trtle Block Line 6
,.--····-----· . --·
1 Multiple Simple Beam
Wood Beam Design : Headers with 19' trib
Project rrtle: Goldberg
Engineer:
Project ID: 2260
Project Descr:
'(
Pnnteo 17 JUN 2022. 4 03PM
=lie • O:\UNfS\bnat11Dropbo1M\Tod ASUS L l'MSC projedll\22110 Goldberg\cak:l.d .
Softwal'e ENERCALC, INC.1983-20111, Bulld:10.111.12.13 . •
Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16
e·EAM Size : 6x10, Sawn, Fully Unbraced
Using Allowable Stress Design with ASCE 7-16 Load Combinations, Major Axis Bending
Wood Species : Douglas Fir-Larch Wood Grade : No.1
Fb • Tension 1,350.0 psi Fe• Prtl 925.0 psi Fv 170.0 psi Ebend-xx 1,600.0ksi
580.0ksl
Density 31 .210pcf
Fb • Compr 1,350.0 psi Fe· Perp 625.0 psi Ft 675.0 psi Eminbend • xx
Applied Loads
Unif Load: D = 0.0120, Lr = 0.020 k/ft, Trib= 19.0 ft
Dgsign Summary
Max fb/Fb Ratio =
1b : Actual :
Fb : Allowable :
Load Comb:
Max fv/FvRatio =
fv : Actual:
Fv : Allowable :
Load Comb :
0.952; 1 1,587.<44 psi at 6.000 ft in Span# 1
1,666.76 psi
+D+Lr+H
0.430: 1
91.46 psi at 11.240 ft in Span# 1
212.50 psi
+O+Lr+H
12 L Yi. Ma,c Reactions (k)
Left Support Right Support 1.37
Lr 2.28 2.28 1.37
Wood Beam Design:· Headers with 19' trib
f-· . -·· --.
·-· Viix Oetledions
fj Transient Downward 0.283 in Total Downward 0.454 in
317 >180 Ratio 507 >360 Ratio
LC: Lr Only LC: +D+Lr+H
Transient Upward 0.000 in Total Upward 0.000 in
Ratio 9999 Ratio 9999
LC: LC:
Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16
·· ·aEAtlsiie·: ~:~x~t~vit::,~~!~l:i'~~~~~~~ com~~~~. M~:;~ ee~i~ ·· ·
Wood Species : Boise Cascade Wood Grade : Versa Lam 2800
Fb-Tension 2800psi fc-Prtl 3000psl Fv 285psi Ebend-xx 2000ksi Density 41.76pcf
Fb-Compr 2800psi Fc-Perp 750psi Ft 2100psi Emlnbend-xx530120482ksi
Applied Loads
Unif Load: D = 0.0120, Lr = 0.020 k/ft, Trib= 19.0 ft
Design Summary
Max fb/Fb Ratio = 0.714; 1 fb : Actual : 2,394.TT psi at
Fb : Allowable : 3,355.98 psi
Load Comb : +D+Lr+H
Max fv/FvRatio = 0.330: 1
fll : Actual : 117.61 psi at Fv : Allowable : 356.25 psi
Load Comb : +D+Lr+H
Max Reactions (k) I2 J.
Left Support 2.05 Right Support 2.05
I.!
3.42 3.42
9.000 ft in Span t 1
0.000 ft in Span# 1
.E
,._ 5.25x11 .875 4
!1
18.0 ft
Max 'Cielledions . -.
Transient Downward 0.616in Total Downward
Ratio 350 <360 Ratio
0.985 in
219 >1 80
LC: Lr Only LC: +D+Lr+H
Transient Upward 0.000 in Total Upward 0.000 In
Ratio 9999 Ratio 9999
LC: LC:
6/17/22, 3:12 PM U.S. Seismic Design Maps )
1306 Basswood Ave, Carlsbad, CA 92008, USA
Latitude, Longitude: 33.1617638, -117.3372475
9
Q Village Pl aza
Smnrt & Final Extra!
'
~+. ~ '% ~ v· .,, 9 Kruger House Prescho0i
{3 North Coast Y Christian Fellowship
OSHPD
9 Sunpowered.life 9
Carlsbad High
School Tennis Court
Carlsbad tackle Q
Saven Pavers I
Pavinq Contractor San ...
An1erican .Glass t\ 9
& M!rror Co T Go gle Holiday Park Map data ·•-•2022
Date
O..lgnCocle.......,_~
Rieke-gory
SlttCIH&
Type v. ...
Sg 1.05
s, 0.381
Sws 1.21!
S.., null-&le Secllon 1U.8
Sos 0.114
So, nul-SeeS.C00,,11.4.8
Type Yalue
soc nul -See Seclion 11.U
F, 1.2
F• null -See Section 11.,.a
POA OM2
FPOA 1.2
PGAw 0.554
Tl 8
SIRT 1.05
S.UH 1.171
SID 1.5
S1RT 0.381
SIUH 0.,2
S10 0.6
PGAd 0.5'3
C115 0.1196 ~. 0.907
https://seismicmapa.o,g
~
6117/2022, 3;12:311 PM
ASCl:7-16
II
D • Oefauh (See Sedion 11.4.3)
MCER grauftd mollon. !for 0.2 MCOnd period)
DMcrlpllon
MCft1 g,ot,nd mollon. (for1.0s period)
SIie-modified ~ •CDOlamion VKle
SIIIHn()(Hed ~ •cceloration value
Numenc Nivnic design,_,. al 0.2 teOOnd SA
N.-!cseismicdeoigll-.-a11.0.-ICISA
Saitmic design catego,y
Stte ~ ,_,,. 81 0.2 second
~ amptiftca1ion IKtor at 1.0 second
MCEa peal< ground aa:elonltion
Sil., a1-.Micalu1 fllClor al PGA
Sile modified peak ground aa:e1era1ion
Lon~ nn,iition period in MCOndo
Prdlabilillic ,u..tarveted gnu\d rnaclon. (0.2 NC1011d)
Fadantd urilomH>&Zad (2% probobllily al -in 50 ~) ~ 8C0llontion
F-.d-.:--...(D.2 oeca,d)
Prob-risk.._,veled ground mollon. (1.0 eeccnd)
Faclored uniform.ha2ard (2% p,obabili\y al excaedenc:e in 50 yeara) apeclr•I ac:caorslion.
FIC!Ored clelem1alillic accelenltion villle. ( 1 .O second)
F-.c! _,,.,,iollc--... {Pe,k Ground .-.CC.__,) ~,,.....,,,...,_.-.....c __ ,,__
~ va,e of !he ritk -..n1 ate period of I •
1/2
CALCULATIONS
m==C MARTIN PROJECT: STRUCTURAL CONSUL TING, INC. 1-------'L""''"'--''llo..: '-~==..ii::.._;;_LA...~t.,:,.__ _________ ~
DATE: 22-4-4 FAAAOAY AVE. #202 CARLSBAD, CA 92008
Cs ==--.r .. "' / 1t-_ .,
:s //-£ .n'"'-........ /),'1-4,.. "> ;
,,t.-,.. J
PROJ. NO.: "l.. "t..t_,J
BY: ~.., SHEET:
✓ ,,._ "" -J "'-o I'., r .J s I.! -= '{7{,, .,.OLF _,_,..._
....,/<> ~,c, .. , .. a.. ~ t,.,.rl-= ~..,v ,4..r
r-v
r.::.. ,. 1-t -1. , ,~
'~o:--· -
-'"',,--c a ~
-
ft\. JI/L = ~"" 'L n'
t,
✓5,,,,. ~~"? ,, ... ~-.,,. /. 7,C.
✓.,,,~ '-' "''Lv~ ~.')'JC ,1...wi/h" "2..-c.:f--1: .7J,.)yi::, .. ~~7, .. <Pl<-
11 ==-v::, ..,. .!:.£-.. ) f ?
:,ry --v"l c::. "l. 1/ J
.. ,
russ
A01
russ ype
Common Supported Gable
Angelina Goldberg Carlsbad
Job Reference o tlonal
Run: 8.430 s Jun 17 2021 Prlnt: 8.430 s Jun 17 2021 MITek lndustrtes, Inc. Sun Jun 12 04:48:06 2022 Page 1 I D:eqrKdw6svgybB66r _n8IR8y663Y-83qhFn3r _ hwzPLosP0R?8wKyn5Eu5JOXhHWzcuz7ILd
18-3-0
18-3-0 36-6-0 r6t 18-3-0 -0-
4.50[12
3x8 --
3x8 = 38 37 36 35
8-1-0
Plate Offsets X Y 28:0-2-0 0-1-8 32:0-2-0 0-1-8
LOADING(psf) SPACING-2-0-0
TCLL 20.0 Plate Grip DOL 1.25
TCDL 14.0 Lumber DOL 1.25
BCLL 0.0 • Rep Stress Iner YES
BCDL 10.0 Code IBC2018/TPl2014
LUMBER-
34 33
CSI.
TC 0.16
BC 0.11
WB 0.10
Matrix-$
5x6 =
11
32 31 30
3x8 =
36-6-0
36-6-0
DEFL.
Vert(LL)
Vert(CT)
Horz(CT)
26
in (loc) 1/defl
0.01 21 n/r
0.02 21 n/r
0.00 20 n/a
25 24
Ud
120
120
n/a
23 22
PLATES
MT20
GRIP
220/19
Scale = 1 :61.2
20211f
3x8 =
Weight: 187 lb FT = 20%
TOP CHORD 2x4 DF No.2 G
BOT CHORD 2x4 DF No.2 G
BRACING-
TOPCHORD
BOT CHORD
Structural wood sheathing directly applied or 6-0-0 oc pur1ins.
Rigid ceiling directly applied or 10-0-0 oc bracing.
OTHERS 2x4 DF Std G MiTek recommends that Stabilizers and required cross bracing be
installed during truss erection, in accordance with Stabilizer
Installation uide.
REACTIONS. All bearings 36-6-0.
(lb)-Max Horz2=-124(LC 10)
Max Uplift All uplift 100 lb or less at joint(s) 2, 31, 33, 34, 35, 36, 37, 38, 29,
27,26,25,24,23,22,20
Max Grav All reactions 250 lb or less atjoint(s) 2, 30, 31, 33, 34, 35, 36, 37, 29,
27, 26, 25, 24, 23, 20 except 38=366(LC 23), 22=366(LC 24)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
WEBS 3-38=-268/135, 19-22=-268/135
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.0psf; BCDL=6.0psf; h=12ft; B=52ft; L=36ft; eave=2ft; Cat. II; Exp
C; Enclosed; MWFRS (directional) and C-C Comer(3E)-1-0-0 to 2-7-13, Exterior(2N) 2-7-13 to 18-3-0, Comer(3R) 18-3-0 to 21-10-13,
Exterior(2N) 21-10-13 to 37-6-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable
End Details as applicable, or consult qualified building designer as per ANSI/TPI 1.
4) All plates are 2x4 MT20 unless otherwise indicated.
5) Gable requires continuous bottom chord bearing.
6) Gable studs spaced at 2-0-0 oc.
7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
8) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit
between the bottom chord and any other members.
9) A plate rating reduction of 20% has been applied for the green lumber members.
10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) 2, 31 , 33, 34, 35, 36, 37,
38,29,27,26,25,24,23,22,20.
11) This truss is designed in accordance with the 2018 International Building Code section 2?"'-' • ---' ·-<--nnr...< ctannD,n AN!':lfTPI 1.
LOAD CASE(S) Standard
CBR2022-2399
1306 BASSWOOD AVE
1306 BASSWOOD: NEW (956 SF) DETACHED ADU (2)
STORY WITH (770 SF) GARAGE BELOW
2050520800
7/6/2022
CBR2022-2399
-0-
russ
A02
6-0-6
6-0-6
russ ype
Scissor
12-0-13
6-0-7
18-3-0
6-2-3
y Angelina Goldberg Carlsbad
Job Reference o tlonal
Run: 8.430 s Jun 17 2021 Print: 8.430 s Jun 17 2021 MITek Industries, Inc. Sun Jun 12 04 48 07 2022 Page ID:eqrKdw6svgybB66r_n8IR8y663Y-<:GO3T64Uk_2q1VN3zkyEhBtygVQtqYog
24-5-3 30-5-10 36-6-0
6-2-3 6-0-7 6-0-6
Scale = 1 :62.1
5x6 II
4.50[12
3x8 ~ 3x8 ;:::-
7x8 = :r
5x6 ::o 6x8 ::o 6x8 "= 5x6 :::c N 11 "t ~-'-"""---....__ I;!;
4x10 ::o
0-5-8(0-1-12)
1669#/-57#
8-1-0 6-0-6
6-0-6
12-0-13
6-0-7
2.00[12
18-1-3
6-0-6
Plate Offsets (X Y}--[2·0-3-11 0-0-71 110·0-3-11 0-0-71 115·0-4-0 0-4-41 ' ' ' ' ' '
LOADING (psi) SPACING• 2-0-0 CSI.
TCll 20.0 Plate Grip DOl 1.25 TC 0.86
TCDl 14.0 lumber DOl 1.25 BC 0.77
BCLl 0.0 * Rep Stress Iner YES WB 0.98
BCDl 10.0 Code IBC2018/TPl2014 Matrix-S
LUMBER-
18-4-12
1 0
0-3
0-1-13
DEFL.
Vert(ll)
Vert(CT)
Horz(CT)
24-5-3
6-0-6
in
-0.50
(loc)
15
-1.72 13-15
0.84 10
1/defl
>860
>252
n/a
30-5-10
6-0-7
Ud
240
180
n/a
2x4 II
PLATES
MT20
36-6-0
6-0-6
4x10"=
0-5-8(0-1-12)
1669#/-57#
8-1-0
GRIP
220/195
Weight: 184 lb FT= 20%
TOP CHORD 2x4 DF No.2 G
BRACING-
TOPCHORD
BOT CHORD
Structural wood sheathing directly applied.
BOT CHORD 2x6 DF No.2 G *Except*
B1: 2x6 DF No.1&Btr G
WEBS 2x4 DF Std G
REACTIONS. (lb/size) 2=1669/0-5-8 (min. 0-1-12), 10=1669/0-5-8 (min. 0-1-12)
Max Horz2=-124(lC 10)
Max Uplift2=-57(lC 12), 10~57(lC 12)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-19~6191/212, 3-19=-6118/227, 3-4~5425/202, 4-5=-5360/225, 5-20=-4077/174,
6-20~3997/189, 6-21 =-3997/187, 7-21 =-4077/172, 7-8=-5360/227, 8-9=-5425/204,
9-22~6118/228, 10-22=-6191/214
BOT CHORD 2-18~167/5780, 17-18=-167/5799, 16-17=-109/5083, 15-16=-102/5096, 14-15~107/5096,
13-14=-113/5083, 12-13=-171/5799, 10-12=-171/5780
WEBS 3-17~753/64, 5-17=0/424, 5-15=-1341/117, 6-15~1212420, 7-15=-1341/117,
7-13=0/424, 9-13~753/64
NOTES-
1) Unbalanced roof live loads have been considered for this design.
Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required cross bracing be
installed during truss erection, in accordance with Stabilizer
Installation uide.
2) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.0psf; BCDL=6.0psf; h=12ft; B=52ft; L=36ft; eave=5ft; Cat. II; Exp
C; Enclosed; MWFRS (directional) and C-C Exterior(2E)-1-0-0 to 2-7-13, lnterior(1) 2-7-13 to 18-3-0, Exterior(2R) 18-3-0 to 21-10-13,
lnterior(1) 21-10-13 to 37-6-0 zone;C-C for members and forces & MWFRS for reactions shown; l umber DOl=1.60 plate grip DOl=1.60
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit
between the bottom chord and any other members.
5) A plate rating reduction of 20% has been applied for the green lumber members.
6) Bearing at joint(s) 2, 10 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity
of bearing surface.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 10.
8) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1.
LOAD CASE(S) Standard
rl-'._---------,rTnru"'sc.-s-----------,Tnru"'ss-"y"'pe=-------------,,~ ... --.,p1y Angelina Goldberg Carlsbad
A03 ROOF SPECIAL Job Reference o tional
5-2-4 10-4-8 10 1 -814-3-12 18-3-0
Run: 8.430 s Jun 17 2021 Prlnt: 8.430 s Jun 17 2021 Milek Industries, Inc. Sun Jun 12 04:48:08 2022 Page 1
ID:eqrKdw6svgybB66r_n8IR8y663Y-4SyRgS46VIAhffyFXRTTDLQ7Bum6ZO~t/?Ahmz7ILb
24-5-3 30-5-10 36-6-0 11!:fi
-0-5-2-4 5-2-4 ()l6!Q 3-5-4 3-11-4 6-2-3 6-0-7 6-0-6 -0-
0-5-8(0-1-13)
1674#1-54#
8-1-0
5x6 II
4.50[12
3x8 -;::.
3x8 -:::-
7x8 =
18 2.00[12
4x10 = 2x4 II
5-2-4 10-4-8 1or1P,-8 18-1-3 18~~-o
5-2-4 5-2-4 Ql6!Q 7-2-11 0-
Plate Offsets (X Y}-[11 ·0-3-11 0-0-7] [16·0-4-0 0-4-4] [17·0-3-12 0-4-4] [20·0-3-9 0-2-01 I I I I I I I I
LOADING (psi) SPACING-2-0-0 CSI. OEFL.
TCLL 20.0 Plate Grip DOL 1.25 TC 0.87 Vert(LL)
TCDL 14.0 LumberDOL 1.25 BC 0.77 Vert(CT)
BCLL 0.0 • Rep Stress Iner YES WB 0.93 Horz(CT)
BCDL 10.0 Code IBC2018/TPl2014 Matrix-S
LUMBER-
axe :::: 5x6 ::::
24-5-3
6-2-3
in (lac) I/dell
-0.46 14-16 >934
-1.59 14-16 >272
0.75 11 n/a
30-5-10
6-0-7
Ud
240
180
n/a
2x4 II
PLATES
MT20
Scale = 1 :62.1
0-5-8(0-1-12)
1671#1-56#
36-6-0
6-0-6
GRIP
220/195
8-1-0
Weight: 189 lb FT = 20%
TOP CHORD 2x4 OF No.2 G
BRACING-
TOP CHORD
BOT CHORD
Structural wood sheathing directly applied.
BOT CHORD 2x6 OF No.2 G •Except•
B 1: 2x4 OF No.2 G, 84: 2x6 OF No.1 &Bir G
WEBS 2x4 OF Std G •Except•
W7,W3: 2x4 OF No.2 G
REACTIONS. (lb/size) 2=1674/0-5-8 (min. 0-1-13), 11=1671/0-5-8 (min. 0-1-12)
Max Horz 2=-124(LC 10)
Max Uplift2=-54(LC 12), 11 =-56(LC 12)
FORCES. (lb)• Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-21=-3795/140, 3-21=-3734/152, 3-4=-5628/209, 4-5=-5560/229, 5-6=-5656/270,
6-7=-4051/181, 7-22=-4006/180, 8-22=-4087/165, 8-9=-5371/223, 9-10=-5435/200,
10-23=-6126/222, 11-23=-6200/207
BOT CHORD 2-20=-97/3469, 16-17=-99/4561, 15-16=-98/5109, 14-15=-109/5094, 13-14=-165/5807,
11-13=-165/5788
WEBS 7-16=-30/2487, 8-16=-1333/125, 8-14=0/411, 10-14=-755/60, 5-17=-303/82,
3-20=-1009/104, 17-20=-102/3560, 3-17=-20/1739, 6-16=-883/131, 6-17=-37/1071
NOTES-
1) Unbalanced roof live loads have been considered for this design.
Rigid ceiling directly applied or '10-0-0 oc bracing.
MiTek recommends that Stabilizers and required cross bracing be
installed during truss erection, in accordance with Stabilizer
Installation uide.
2) Wind: ASCE 7-16; Vult=1 10mph (3-second gust) Vasd=87mph; TCDL=6.0psf; BCDL=6.0psf; h=12ft; B=52ft; L=36ft; eave=Sft; Cat. II; Exp
C; Enclosed; MWFRS (directional) and C-C Exterior(2E)-1-0-0 to 2-7-13, lnterior(1) 2-7-13 to 18-3-0, Exterior(2R) 18-3-0 to 21-10-13,
lnterior(1) 21-10-13 to 37-6-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads.
4) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit
between the bottom chord and any other members.
5) A plate rating reduction of 20% has been applied for the green lumber members.
6) Bearing at joint(s) 11 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of
bearing surface.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 11.
8) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1.
LOAD CASE(S) Standard
russ
A04
russ ype
Common
Angelina Goldberg Cartsbad
Job Reference o tlonal
646 12-8-12 18-3-0
Run: 8.430 s Jun 17 2021 Print: 8.430 s Jun 17 2021 MITek Industries, Inc. Sun Jun 12 04:48:09 2022 Page 1
ID:eqrKdw6svgybB66'a-'tlffBy663Y-YeVpuo5kGclYGoWR59_imZyNWIAOIVuz~J~QPz7Ila
23-9-4 30-1-10 36-6-0 7-6-
-0-6-4-6 646 5-6-4 5-6-4 6-4-6 6-4-6 -0-
3x4 ,;;.
11
3x8 = 18
0-5-8(0-1-8) 2x4 II
950#/-50#
8-1-0
6-4-6 12-8-12
6-4-6 6-4-6
LOADING (psf) SPACING-2-0-0
TCLL 20.0 Plate Grip DOL 1.25
TCDL 14.0 LumberDOL 1.25
BCLL 0.0 • Rep Stress Iner YES
BCDL 10.0 Code IBC2018/TPl2014
LUMBER-
4.50 f12
5x6 :::,
3x8 -,:;.
17
3x4 =
CSI.
TC
BC
WB
0.52
0.44
0.82
Matrix-S
16
3x6 =
18-3-0
5-6-4
Scale = 1 :61.2
5x6 =
6
5x6 .::::
15 14 13 12 3x8 =
4x10 = 3x8 = 3x4 = 2x4 II 0-5-8(0-2-4) 0-5-8(0-1-8)
2090#/-22# 394#1-43#
8-1-0 8-1-0
23-9-4 30-1-10 36-6-0
5-6-4 6-4-6 6-4-6
DEFL. in (loc) I/defl Ud PLATES GRIP
Vert(LL) -0.06 18 >999 240 MT20 220/195
Vert(CT) -0.22 17-18 >999 180
Horz(CT) 0.05 13 nla n/a
Weight: 172 lb FT= 20%
TOP CHORD 2x4 OF No.2 G
BOT CHORD 2x4 OF No.2 G
BRACING-
TOPCHORD
BOT CHORD
Structural wood sheathing directly applied or 4-2-10 oc purtins.
Rigid ceiling directly applied or 6-0-0 oc bracing.
WEBS 2x4 OF Std G
REACTIONS. (lb/size) 2=944/0-!H! (min. 0-1-8), 10=304/0-5-8 (min. 0-1-8), 13=2090/0-5-8 (min. 0-2-4)
Max Horz 2=-124(LC 10)
Max Uplif12=-50(LC 12), 10=-43(LC 12), 13=-22(LC 12)
Max Grav2=950(LC 23), 10=394(LC 24), 13=2090(LC 1)
. FORCES. (lb)-Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-19=-1792/70, 3-19=-1724/86, 3-4=-1003/102, 4-5=-866/104, 5-20=-288/94,
7-21=-276/96, 7-8=0/932, 8-9=0/795, 9-22=-232/289, 10-22=-299/250
BOT CHORD 2-18=-29/1602, 17-18=-29/1602, 16-17=0/868, 15-16=0/868, 14-15=-802/95,
13-14=-802/95
WEBS 7-15=-21/1315, 7-13=-1663/134, 9-13=-850/54, 9-12=0/276, 5-15=-888/82, 5-17=0/460,
3-17=-789/52, 3-18=0/27 4
NOTES-
1) Unbalanced roof live loads have been considered for this design.
MiTek recommends that Stabilizers and required cross bracing be
installed during truss erection, in accordance with Stabilizer
Installation uide.
2) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.0psf; BCDL=6.0psf; h=12fl; B=52fl; L=36fl; eave=5ft; Cat. II; Exp
C; Enclosed; MWFRS (directional) and C-C Exterior(2E)-1-0-0 to 2-7-13, lnterior(1) 2-7-13 to 18-3-0, Exterior(2R) 18-3-0 to 21-10-13,
lnterior(1) 21-10-13 to 37-6-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit
between the bottom chord and any other members.
5) A plate rating reduction of 20% has been applied for the green lumber members.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 10, 13.
7) This truss is designed in accordance with the 2018 lntemational Building Code section 2306.1 and referenced standard ANSI/TPI 1.
LOAD CASE($) Standard
russ
A04A
russ ype
Attic
ly Angelina Goldberg Carlsbad
Job Reference o tlonal
6-4-6 12-8-12 18-3-0
Run: 8.430 s Jun 17 2021 Print: 8.430 s Jun 17 2021 MiTek Industries, Inc. Sun Jun 12 04:48:10 2022 Pag_e 1 ID:eqrKdw6svgybf;\6 !en8IR8y663Y-1 r3B586M1 vQOuy5eesWxJmVWriTL 1 ~Blfz7ILZ
23-9-4 "2 -10 27-3-6 29-5-0 36-6-0 7-6
-0-6-4-6 6-4-6 5-6-4 5-6-4 -1-2-5-2 2-1-11 7-1-0 -0-
0-5-8(0-1-8)
1051#1-51#
8-1-0
6-4-6
6-4-6
19
2x4 II
12-8-12
6-4-6
Plate Offsets (X YI-[20·0-2-4 0-3-01 ' I
LOADING (psf) SPACING-2-0-0
TCLL 20.0 Plate Grip DOL 1.25
TCDL 14.0 LumberDOL 1.25
BCLL 0.0 • Rep Stress Iner YES
BCDL 10.0 Code IBC2018/TPl2014
LUMBER-
4.50[12
18
3x4 = 3x8 =
18-3-0
5-6-4
CSI.
TC 0.67
BC 0.59
WB 0.82
Matrix-S
Scale = 1 :62.2
7x8 =
16 14 5x6 = 5x6 = 13 3x8 =
3x8 = 3x8 = 5x6 II 5x6 II 0-5-8(0-1-15) 0-5-8(0-1-8)
1829#10# 596#1-37#
8-1-0 8-1-0
23-9-4 2t10t 29-5-0 36-6-0
5-6-4 -1-4-6-13 7-1-0
DEFL. in (loc) I/defl Ud PLATES GRIP
Vert(LL) -0.22 11-13 >695 240 MT20 220/195
Vert(CT) -0.78 11-13 >193 180 MT20HS 165/146
Horz(CT) 0.07 11 n/a n/a
Attic -0.20 13-14 695 360 Weight: 188 lb FT = 20%
TOP CHORD 2x4 OF No.1 &Bir G
BOT CHORD 2x4 OF No.2 G •Except•
83: 2x6 OF No.2 G
BRACING-
TOPCHORD
BOT CHORD
WEBS
Structural wood sheathing directly applied or 4-3-13 oc pur1ins.
Rigid ceiling directly applied or 6-0-0 oc bracing.
1 Row at midpt 6-20
WEBS
REACTIONS.
2x4 DF Std G
(lb/size) 2=1051/0-5-8 (min. 0-1-8), 14=1829/0-5-8 (min. 0-1-15), 11=517/0-5-8 (min. 0-1-8)
Max Horz2=-124(LC 10)
Max Uplift2=-51(LC 12), 11=-37(LC 12)
Max Grav2=1051(LC 1), 14=1829(LC 1), 11=596(LC 25)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-21=-2061/79, 3-21=-1993/95, 3-4=-1284/111, 4-5=-1147/114, 5-22=-563/101,
6-22=-489/122, 6-23=0/1528, 7-23=0/1454, 7-8=0/1560, 8-9=-5/1488, 9-10=-377/156,
10-24=-488/94, 11-24=-579/57
BOT CHORD 2-19=-37/1853, 18-19=-37/1853, 17-18=0/1130, 16-17=0/1130, 15-16=-86/433,
14-15=-86/433, 13-14=-72/454, 11-13=-72/454
WEBS 6-16=0/476, 9-20=-1851/62, 14-20=-1552/126, 7-20=-294/117, 5-16=-895/82,
5-18=0/468, 3-18=-776/52, 3-19=0/270, 16-20=-121/531, 6-20=-2132/64
NOTES-
1) Unbalanced roof live loads have been considered for this design.
MiTek recommends that Stabilizers and required cross bracing be
installed during truss erection, in accordance with Stabilizer
Installation uide.
2) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.0psf; BCDL=6.0psf; h=12ft; 8=52ft; L=36ft; eave=5ft; Cat. II; Exp
C; Enclosed; MWFRS (directional) and C-C Exterior(2E)-1-0-0 to 2-7-13, lnterior(1) 2-7-13 to 18-3-0, Exterior(2R) 18-3-0 to 21-10-13,
lnterior(1) 21-10-13 to 37-6-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) All plates are MT20 plates unless otherwise indicated.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) • This truss has been designed for a liva load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit
between the bottom chord and any other members.
6) Bottom chord live load (25.0 psf) and additional bottom chord dead load (5.0 psf) applied only to room. 13-14
7) A plate rating reduction of 20% has been applied for the green lumber members.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 11.
9) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1.
10) Attic room checked for U360 deflection.
LOAD CASE(S) Standard
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CBR2022-2399
1306 BASSWOOD AVE
1306 BASSWOOD: NEW (956 SF) DETACHED ADU (2)
STORY WITH (770 SF) GARAGE BELOW
2050520800
7/6/2022
CBR2022-2399
GEOTEK C
LIMITED GEOTECHNICAL EVALUATION
PROPOSED Auxiliary Dwelling Unit (ADU)
1306 BASSWOOD AVENUE
CARLSBAD, CALIFORNIA 92008
PREPARED FOR
SNAPADU
YUCCA ROAD
OCEANSIDE, CALIFORNIA 92054
PREPARED BY
GEOTEK, INC.
1384 POINSETTIA AVENUE
VISTA, CALIFORNIA 92081
SEP 1 6 2022
CBR2022-2399
PROJECT No. 3758.008-SD 1306 BASSWOOD AVE
r\
> 1--0
1306 BASSWOOD: NEW (956 SF) DETACHED ADU (2)
STORY WITH (770 SF} GARAGE BELOW
GEOTECHNICAL I ENVIR◄
2050520800
9/16/2022
CBR2022-2399
GeoTek, Inc.
1384 Poinsettia Avenue. Suite A Vista, CA 92081-8505
(760) 599-0509 (760) 599-0593 www.geotekusa.com
SnapADU
Yucca Road
Oceanside, CA 92054
Attention:
Subject:
Mr. Mike Moore
Limited Geotechnical Evaluation
Proposed Auxiliary Dwelling Unit (ADU)
1306 Basswood Ave.
Carlsbad, California 92008
Dear Mr. Moore,
June 27, 2022
Project No. 3758.008-SD
GeoTek, Inc. (GeoTek) is pleased to provide results of this Limited Geotechnical
Evaluation for the subject improvement. Based upon review, site construction appears
feasible from a geotechnical viewpoint, provided that the recommendations included
herein are incorporated into the design and construction phases of site improvements.
The opportunity to be of service is sincerely appreciated. If you should have any questions,
please do not hesitate to call Geo T ek.
Respectfully submitted,
GeoTek, Inc.
Christopher D. Livesey
CEG 2733, Exp. 05/30/2023
Associate Vice President
Farhad Bastani
RCE 79962, Exp. 09/30/2022
Geotechnical Engineer
SnapADU
Limited Geotechnical Evaluation
1306 Basswood Ave .. Carlsbad, California 92008
TABLE OF CONTENTS
Project No. 3758.008-SD
June 27, 2022
Pai:e i
1. PURPOSE AN D SCOPE OF SERVICES .................................................................................................... 1
2. SITE DESCRCPTJON AND PROPOSED DEVELOPMENT .................................................................... 1
SITE DESCRIP110N ............................................................................................................................................. I
PROPOSED DEVELOPMENT ................................................................................................................................. I
3. FIELD STUDY AND LABO RA TORY TESTING ...................................................................................... 2
FIELD EXPLORATION ......................................................................................................................................... 2
LABORATORY TESTING ..................................................................................................................................... 2
4. GEOLOGIC AND SOILS CONDITIONS ................................................................................................... 2
4.1 EARTII MATERlALS ............................................................................................................................ 2
4.1.1 ARTIFIC IAL FrLL ....................................................................................................................................... 2
4.1.2 QUATERNARY VERY OLD PARALIC DEPOSITS (QVOP) ........................................................................... 3
4.2 SURFACE ANO G ROUND WATER ................................................................................................................ 3
4.2.1 Surface waler ................................................................................................................................. 3
4.2.2 Groundwaler .................................................................................................................................. 3
4.3 E ARTHQUAKE AND SEISMIC liAZARDS ....................................................................................................... 3
5. CONCLUSlONS AND RECOMl\ilENDATlONS ........................................................................................ 3
GENERAL ........................................................................................................................................................... 3
5.1. I Sile Clearing and Building Pad Preparalion ................................................................................. 4
DESIGN RECOMMENDATIONS ............................................................................................................................ 4
5.1.2 Fo11ndatio11s ................................................................................................................................... 4
5.1.3 Seismic Design Parameters ............................................................................................................ 7
5.1.4 Soil Sulfa le Con1e111 ........................................................................................................................ 7
CONSTRUCTION OBSERVATIONS ........................................................................................................................ 7
6. INT.ENT ........................................................................................................................................................... 8
7. Lll\1JTATIONS ............................................................................................................................................... 8
8. SELECTED REFERENCES ......................................................................................................................... 9
ENCLOSURES
Figure I -Site Location Map
Figure 2 -Geotechnical Map
Appendix A -logs of Exploration
Appendix B -Results of Laboratory Testing
GEOTEK
SnapADU
Limited Geotechnical Evaluation
1306 Basswood Ave .. Carlsbad. California 92008
Project No. 3758.008-SD
June 27, 2022
Pa~e I
I . PURPOSE AND SCOPE OF SERVICES
The purpose of this study was to assess the site geotechnical conditions with regards to the
proposed improvements. Services provided for this study included the following:
► Research and review of readily available geologic data and general information pertinent to
the site.
► Excavation of two manual auger borings and collection of ring and bulk samples for
subsequent laboratory testing.
► Laboratory testing of soil samples collected during field exploration.
► Review and analysis of geologic and geotechnical engineering data.
► Compilation of this geotechnical report which presents Geo T ek's findings of pertinent site
geotechnical conditions and geotechnical recommendations for site development.
2. SITE DESCRIPTION AND PROPOSED DEVELOPMENT
SITE DESCRIPTION
The proposed construction is located on the property of 1306 Basswood Avenue. in the City of
Carlsbad, California (See Figure I). The property is currently improved with a single-family
residence (primary dwelling), co ncrete driveway, various flatwork improvements, and a 6-foot-
high fence surrounding the property. The property is bounded to the north, east, and west by
residential property and to the south by Basswood Avenue.
This report is limited to the area of proposed improvements as discussed herein and located
within the boundaries presented on the Geotechnical Map, Figure 2. The area of planned
construction (referred to herein as the "site") is located southeast of the existing single-family
residence in the northwestern portion of the property.
PROPOSED DEVELOPMENT
The proposed site improvements consist of an approximate 1,805 square foot accessory dwelling
unit (ADU). A site plan provided to Geo T ek on June I 0th, 2022. was used as the basis for the
approximate location of the exploratory borings as shown on Figure 2 (geotechnical map). The
ADU is anticipated to be constructed with additional utility improvements and driveway access
GEOTEK
SnapADU
Limited Geotechnica l Evaluation
1306 Basswood Ave .• Carlsbad. California 92008
Project No. 3758.008-SD
June 27, 2022
Pai:e 2
to Basswood Avenue. No additional site grading (cuts and fill s to change grades) is proposed at
this time.
3. FIELD STUDY AND LABORATORYTESTING
FIELD EXPLORATION
The fie ld exploration for this study was conducted on June 13, 2022, and consisted of a site
reconnaissance, excavation of two manual auger borings and collection of ring and bulk soil
samples for subsequent laboratory testing. A representative from GeoTek visually logged the
excavations as depicted on the Logs of Exploration, presented in Appendix A The approximate
location of the test borings are presented on the Geotechnical Map, Figure 2.
LABO RA TORY TESTING
Laboratory tests were performed on t he soil sample collected during the field exploration. The
purpose of the laboratory testing was to evaluate their physical and chemical soil properties for
use in engineering design and analysis. Results of the laboratory testing program, along with a
brief description and relevant information regarding testing procedures, are included in
Appendix B.
4. GEOLOGIC AND SOILS CONDITIONS
4.1 EARTH MA TE RIALS
A brief description of the earth materials encountered during the subsurface exploration is
presented in the following sections. Based on review of published geologic maps and the site
specific evaluation, the subject site is locally underlain by fill soil over Quaternary Old Paralic
Deposits.
4.1 . I Artificial Fill
Artificial Fill was encountered to the depth of 3.5 foot of the exploration. Artificial fills consisted
of fine to medium silty sand (SM soil type based upon the Unified Soil Classification System), dark
brown, moist in the upper 2 feet and more dense and light brown at the depth of 2 feet to 3.5
feet. Based on our site specific evaluation, artificial fill over lies Old Paralic Deposits.
GEOTEK
SnapADU
Limited Geotechnical Evaluation
1306 Basswood Ave .. Carlsbad. California 92008
4.1 .2 Quaternary Old Paralic Deposits (QOP)
Project No. 3758.008-SD
June 27, 2022
Pa~e 3
Old Paralic Deposits were encountered in test borings HA-I and HA-2 at 2 to 3.5 feet below
ground to the full depth of exploration and consisted of silty fine to medium sand, reddish brown
(SM soil type based upon the Unified Soil Classification System).
4.2 SURFACE AND GROUND WATER
4.2.1 Surface water
Surface water was not observed during the site visit and exploration. If encountered during
earthwork construction, surface water on this site will likely be the result of precipitation or
possibly some minor surface runoff.
4.2.2 Groundwater
Groundwater or localized perched water was not encountered in the exploration and is not
anticipated to be a factor in the proposed construction.
4.3 EARTHQUAKE AND SEISMIC HAZARDS
No active or potentially active fault is known to exist at this site nor is the site situated within an
"Alquist-Priolo" Earthquake Fault Zone or a Special Studies Zone (Bryant and Hart, 2007). No
faults are identified on the geologic maps reviewed for the immediate proximity of the study area.
The liquefaction potential and seismic settlement potential on this site are considered negligible
due to the dense formational material (Old Paralic deposits) and absence of a shallow
groundwater table.
Evidence of ancient landslides or gross slope instabilities at this site was not observed during this
study or indicated on regional geologic maps. Thus, the potential for landslides is considered
negligible.
5. CONCLUSIONS AND RECOMMENDATIONS
GENERAL
The proposed improvements appear feasible from a geotechnical viewpoint provided that the
project design and construction comply with ordinances of the 2019 California Building Code
(CBC), City of Carlsbad guidelines and recommendations contained in this report.
GEOTEK
SnapADU
Limited Geotechnical Evaluation
1306 Basswood Ave., Carlsbad, California 92008
5.1.1 Site Clearing and Building Pad Preparation
Project No. 3758.008-SD
June 27, 2022
Pa~e :4
Site clearing of vegetation (if any) and debris should be performed prior to preparation of the
structure building pad. The upper 8 inches of the ground surface within the proposed building
pad should be reprocessed after site clearing. Reprocessing should consist of ripping/scarification
to a depth of 8 inches, moisture conditioning to near optimum moisture content and compacting
to a minimum of 90% of maximum dry density as determined by ASTM D 1557 test procedures.
If soils are needed to raise pad grades after stripping of unsuitable materials, acceptable
engineered fill materials should be placed in horizontal lifts not exceeding 8 inches in loose
thickness, moisture conditioned to at or slightly above the optimum moisture content and
compacted to a minimum relative compaction of 90% of maximum dry density as determined by
ASTM D 1557 test procedures.
In addition, after excavation of the building footings and before concrete forms and reinforcement
bar has been placed, the footing bottom should be moisture conditioned to near optimum
moisture content and compacted to a minimum 90% of maximum dry density as determined by
ASTM D 1557 test procedures.
DESIGN RECOMMENDATIONS
The following design recommendations are prepared based on conversations with the client and
experience with similar projects.
5.1 .2 Foundations
If reprocessing of the building pad is not prepared as recommended under section 5. 1.1, the
structural engineer should design an appropriate slab based on the understanding that subgrade
that typically supports a slab spanning the length between footings may not perform as well as a
building slab supported on fill compacted to a minimum relative compaction of 90% of maximum
dry density as determined by ASTM D 1557 test procedures. The structural engineer should
also design the slab and beam reinforcement based on actual loading condit ions.
As verified by laboratory testing, the near surface subgrade soils are considered to have a "very
low" (El<20) expansion index based upon ASTM D4829 test procedures. The following criteria
is for the design of the project's building foundation system.
GEOTEK
SnapADU
Limited Geotechnical Evaluation
1306 Basswood Ave .. Carlsbad. California 92008
Project No. 3758.008-SD
June 27, 2022
Pai:e s
MINIMUM DESIGN REQUIREMENTS FOR CONVENTIONALLY
REINFORCED FOUNDATIONS
DESIGN PARAMETER "Very Low0
Expansion Index (El<20)
Foundation Embedment Depth or Minimum
Perimeter Beam Depth (inches below lowest 12 inches
adjacent finished ~rade)
Minimum Foundation Width 12inches
Minimum Slab Thickness 4 inches
Pre-Saturation of Subgrade Soil (percent of Minimum I 00% to a depth of 12
optimum moisture content) inches
Minimum Footing Reinforcement Two No. 4 Reinforcing Bars,
two top and two bottom
It should be noted that the above recommendations are based on soil support characteristics
only. The structural engineer should design the slab and beam reinforcement based on actual
loading conditions.
Footings bearing on compacted engineered fills extends the service life and performance of the
foundation. Prior to construction of concrete forms and reinforcement, the footing bearing
surface should be moisture conditioned and compacted with a jumping-jack style compaction
equipment or a mini-excavator/backhoe with a compaction wheel attachment.
• For footings supported within suitable bearing materials, as observed and documented by
a Geo T ek representative, these footings may be dimensioned based on an allowable soil
bearing pressure of 2,000 psf. The allowable soil bearing pressure may be increased by
one-third for short term wind and/or seismic loads.
• The passive earth pressure for footings within the engineered fill may be computed as an
equivalent fluid having a density of 200 psf per foot of depth, to a maximum earth pressure
of 2,000 psf. A coefficient of friction between soil and concrete of 0.30 may be used with
dead load forces. When combining passive and frictional resistance, the passive pressure
component should be reduced by one-third.
A moisture and vapor retarding system should be placed below slabs-on-grade where moisture
migration through the slab is undesirable. Guidelines for these are provided in the 2019 California
Green Building Standards Code (CALGreen) Section 4.505.2, the 2019 CBC Section 1907.1 and
ACI 360R-I 0. The vapor retarder design and construction should also meet the requirements
GEOTEK
SnapADU
Limited Geotechnical Evaluation
1306 Basswood Ave .. Carlsbad. California 92008
Project No. 3758.008-SD
June 27, 2022
Pai:e 6
of ASTM E 1643. A portion of the vapor retarder design should be the implementation of a
moisture vapor retardant membrane.
It should be realized that the effectiveness of the vapor retarding membrane can be adversely
impacted as a result of construction related punctures (e.g. stake penetrations, tears, punctures
from walking on the vapor retarder placed atop the underlying aggregate layer, etc.). These
occurrences should be limited as much as possible during construction. Thicker membranes are
generally more resistant to accidental puncture than thinner ones. Products specifically designed
for use as moisture/vapor retarders may also be more puncture resistant. Although the CBC
specifies a 6 mil vapor retarder membrane, it is Geo Tek's opinion that a minimum IO mil thick
membrane with joints properly overlapped and sealed should be considered, unless otherwise
specified by the slab design professional.
Moisture and vapor retarding systems are intended to provide a certain level of resistance to
vapor and moisture transmission through the concrete, but do not eliminate it. The acceptable
level of moisture transmission through the slab is to a considerable extent based on the type of
flooring used and environmental conditions. Ultimately, the vapor retarding system should be
comprised of suitable elements to limited migration of water and reduce transmission of water
vapor through the slab to acceptable levels. The selected elements should have suitable
properties (i.e., thickness, composition, strength, and permeability) to achieve the desired
performance level.
Moisture retarders can reduce, but not eliminate, moisture vapor rise from the underlying soils
up through the slab. Moisture retarder systems should be designed and constructed in
accordance with applicable American Concrete Institute, Portland Cement Association, Post-
Tensioning Concrete Institute, ASTM and California Building Code requirements and guidelines.
Geo T ek recommends that a qualified person, such as the flooring contractor, structural engineer,
architect, and/or other experts specializing in moisture control within the building be consulted
to evaluate the general and specific moisture and vapor transmission paths and associated
potential impact on the proposed construction. That person (or persons) should provide
recommendations relative to the slab moisture and vapor retarder systems and for migration of
potential adverse impact of moisture vapor transmission on various components of the
structures, as deemed appropriate.
In addition, the recommendations in this report and GeoTek's services in general are not
intended to address mold prevention; since GeoTek, along with geotechnical consultants in
general, do not practice in the area of mold prevention. If specific recommendations addressing
potential mold issues are desired, then a professional mold prevention consultant should be
contacted.
GEOTEK
SnapADU
Limited Geotechnical Evaluation
1306 Basswood Ave., Carlsbad, Caljfornja 92008
5.1.3 Seismic Design Parameters
Project No. 3758.008-SD
June 27, 2022
Pa~e 7
The site is located at approximately 33.1 617638 Latitude and -117.3372475 Longitude. Site
spectral accelerations (Ss and SI), for 0.2 and 1.0 second periods for a risk targeted two (2)
percent probability of exceedance in 50 years (MCER) were determined using the web interface
provided by SEAOC/OSHPD (https://seismicmaps.org) to access the USGS Seismic Design
Parameters. A Site Class "C" is deemed appropriate for this site based on the apparent density
of the old paralic deposits underlying the project site.
SITE SEISMIC PARAMETERS
Mapped 0.2 sec Period Spectral Acceleration, S, 1.05g
Mapped 1.0 sec Period Spectral Acceleration, S1 0.381g
Site Coefficient for Site Class "C," F. 1.2
Site Coefficient for Site Class "C," Fv 1.5
Maximum Considered Earthquake Spectral 1.26g Response Acceleration for 0.2 Second, SMs
Maximum Considered Earthquake Spectral 0.571 Response Acceleration for 1.0 Second, SM,
5% Damped Design Spectral Response 0.84g Acceleration Parameter at 0.2 Second, Sos
5% Damped Design Spectral Response 0.381g Acceleration Parameter at I second, Soi
5.1.4 Soil Sulfate Content
The soil soluble sulfate content was determined in the laboratory for an on-site soil sample. The
results indicate that the water-soluble sulfate result is less than 0.1 percent by weight, which is
considered "negligible" as per Table 4.2.1 of ACI 318. Based on the test results and Table 4.3.1
of ACI 318, no special recommendations for concrete are required for this project due to soil
sulfate exposure.
CONSTRUCTION OBSERVATIONS
GeoTek representatives should be present during site grading and foundation construction to
check for proper implementation of the geotechnical recommendations. These representatives
should perform at least the following duties:
• Observe site clearing and grubbing operations for proper removal of unsuitable
materials.
• Observe and test bottom of removals prior to fill placement/subgrade
recompaction
• Evaluate the suitability of onsite and import materials for fill placement, if needed,
and collect soil samples for laboratory testing where necessary.
GEOTEK
SnapADU
Limited Geotechnical Evaluation
1306 Basswood Ave .. Carlsbad. California 92008
• Observe the fi ll for uniformity during placement.
■ Perform field density testing of the fill and backfill materials.
Project No. 3758.008-SD
June 27, 2022
Paee a
• Observe and probe foundation and slab subgrade excavations to confirm
suitability of bearing materials. This observation should be performed prior to
placement of reinforcement.
6. INTENT
It is the intent of this report to aid in the design and construction of the proposed development.
Implementation of the advice presented in this report is intended to reduce risk associated with
construction projects. The professional opinions and geotechnical advice contained in this report
are not intended to imply total performance of the project or guarantee that unusual or variable
conditions will not be discovered during or after construction.
The scope of this evaluation is limited to the area explored that is shown on Figure 2. This
evaluation does not and should in no way be construed to encompass any areas beyond the
specific area of the proposed construction as indicated to us by the client. Further, no evaluation
of any existing site improvements is included. The scope is based on Geo T ek's understanding of
the project and the client's needs, and geotechnical engineering standards normally used on
similar projects in this region.
7. LIMITATIONS
GeoTek's findings are based on site conditions observed and t he stated sources. Thus. GeoTek's
comments are professional opinions that are limited to the extent of the available data.
Geo T ek has prepared this report in a manner consistent with that level of care and skill ordinarily
exercised by members of the engineering and science professions currently practicing under
similar conditions in the jurisdiction in which the services are provided, subject to the time limits
and physical constraints applicable to this report.
Since Geo T ek's recommendations are based on the site conditions observed and encountered
and laboratory testing, the conclusions and recommendations provided in this report are
professional opinions that are limited to the extent of the available data. Observations during
construction are important to allow for any change in recommendations found to be warranted.
These opinions have been derived in accordance with current standards of practice and no
warranty of any kind is expressed or implied. Standards of care/practice are subject to change
with time.
GEOTEK
SnapADU
Limited Geotechnical Evaluation
l 306 Basswood Ave .. Carlsbad. California 92008
8. SELECTED REFERENCES
Project No. 3758.008-SD
June 27, 2022
Pa~e 9
American Society of Civil Engineers (ASCE), 2016, "Minimum Design Loads for Buildings and
Other Structures," ASCE/SEI 7-16.
___ , ASCE Tsunami Hazard Tool, 2018, ASCE Tsunami Design Geodatabase Version 2016-
1.0, updated March 3, 2018, accessed February I, 2021 at https://asce7tusnami.online/
ASTM International (ASTM), "ASTM Volumes 4.08 and 4.09 Soil and Rock."
Bryant, W .A., and Hart E.W., 2007, Fault Rupture Hazard Zones in California, Alquist-Priolo
Earthquake Fault Zoning Act with Index to Earthquake Fault Zone Maps, California
Geological Survey: Special Publication 42.
California Code of Regulations, Title 24, 2019 "California Building Code," 2 volumes.
California Geological Survey (CGS, formerly referred to as the California Division of Mines and
Geology), 1977, "Geologic Map of California."
__ , 1998, "Maps of Known Active Fault Near-Source Zones in California and Adjacent
Portions of Nevada," International Conference of Building Officials.
Geo Tek, Inc., In-house proprietary information.
Kennedy, M.P., and Tan, S.S., 2007, "Geologic Map of the San Diego 30x60-minute Quadrangle,
California," California Geological Survey, Regional Geologic Map No. 2, map scale
I: 100,000.
SnapADU Design, 2022, "Site Plan, 1306 Basswood Ave., Carlsbad, California 92008, APN:
2050520800," Job No. 268114, I sheet, dated March 3, 2022.
Structural Engineers Association of California/California Office of Statewide Health Planning and
Development (SEOC/OSHPD), 2021 , Seismic Design Maps web interface, accessed at
https://seismicmaps.org.
Terzaghi, K. and Peck, R.B., 1967, "Soil Mechanics in Engineering Practice, Second Edition.
GEOTEK
Carlsbad
N
Not to Scale
Imagery from US Forestry Service, 2022
SnapADU
1306 Basswood Ave
Carlsbad, California
PN: 3758.008-SD DATE: June 2022
Approximate Site
Location
Figure I
Site Location Map GE O TEK
1384 Poinsettia Avenue, Suite A
Vista, California 9208 I
0
HA-2
♦
LEGEND
Approximate Location of Manual
Auger Boring
--Approximate Limits of Study, this report
20 -
Scale: I " = 40'
40
N
80 --
Plan adapted from "Site Plan" by SnapADU
SnapADU
1306 Basswood Ave
Carlsbad, California
PN: 3758.008-SD DA TE: June 2022
Figure 2
Geotechnical Map
A
GEOTEK
1384 Poinsettia Avenue, Suite A
Vista, California 92081
APPENDIX A
LOGS OF EXPLORATION
GEOTEK
Pae A-1
A -FIELD TESTING AND SAMPLING PROCEDURES
The Modified Split-Barrel Sampler (Rin~)
The ring sampler is driven into the ground in accordance with ASTM Test Method D 3550. The sampler,
with an external diameter of 3.0 inches, is lined with I-inch long, thin brass rings with inside diameters of
approximately 2.4 inches. The sampler is typically driven into the ground 12 or 18 inches with a 140-
pound hammer free falling from a height of 30 inches. Blow counts are recorded for every 6 inches of
penetration as indicated on the log of boring. The samples are removed from the sample barrel in the
brass rings, sealed, and transported to the laboratory for testing.
Bulk Samples (Lar~e)
These samples are normally large bags of earth materials over 20 pounds in weight collected from the
field by means of hand digging or exploratory cuttings.
B -BORING/TRENCH LOG LEGEND
The following abbreviations and symbols often appear in the classification and description of soil and rock
on the logs of borings/trenches:
SOILS
uses
f-c
f-m
GEOLOGIC
B: Attitudes
J: Attitudes
C: Contact line
Unified Soil Classification System
Fine to coarse
Fine to medium
Bedding: strike/dip
Joint: strike/dip
Dashed line denotes USCS material change
Solid Line denotes unit / formational change
Thick solid line denotes end of boring/trench
(Additional denotations and symbols are provided on the log of borings/trenches)
CLIENT:
PROJECT NAME:
PROJECT NO.:
LOCATION·
SAMPLES
g 8. .£
! >-"' !.s ... .. ;; E E "l5. i .. " ~ enz
en ID
. BB-1 . .
1.0-~ -~ R-1 --
2.0-I----
3.0--
-
4.0--
-
5.0----------
7.5----------
10----------
12.5----------
15--
Q Samele !lrne: z IAI fB Lab testing: -'
GeoTek, Inc.
LOG OF EXP LORA TORY BORING
SnapADU DRILLER: GeoTek LOGGED BY: MRF
1306 Basswood Ave DRILL METHOD: Boring OPERATOR: MRF
3758.008-SD HAMMER: RIG TYPE: Manual Auger
Garlsbad CA ELEVATION· 130 ft DATE· 6/13/2022
'lj Laboralorv Testing
.0 1: [ BORING NO.: HA-1 .si -~ en i;_ !l!c, l!! en U ;f. ~~ i () ii -0 en ~ :, MATERIAL DESCRIPTION ANO COMMENTS ~ 0
Mlll!.lil Elli ll!tl El.MD SM Silty fine to medium SAND, dark brown. moist, loose, angular cobbles, little
vegetation, wood mulch until 2 inches
Ring sample attemped, excellent recovery 6/6 rings, soil becomes slightly more
moist
9.2 115.7 co
SM Silty fine to medium SAND, light brown, moist. becomes slightly more dense
SM Silty fine to medium SAND, more dense, difficulty in turning auger
Old Parallc Oeooslts to ool
Silty fine to medium silty SAND, reddish brown, moist, slightly dense
Silty fine to medium silty SAND, more reddish brown, moist, more dense
HOLE TERMINATED AT 4.6 FEET
No groundwater encountered
Backfilled with soi cuttings
■ -Ring 1-SPT 0 -Smal!Bulk ~-Large Bulk D •-No Recovery ~ -Water Table
AL = Atterberg Limits
SR = Sulfate/Resisitivity Test
El = Expansion Index
SH = Shear Test
SA = Sieve Analysis RV = R-Value Test
CO = Consolidation test MD = Maximum Density
GeoTek, Inc.
LOG OF EXPLORATORY BORING
CLIENT: SnapAOU DRILLER: GeoTek LOGGED BY: MRF
PROJECT NAME: 1306 Basswood Ave DRILL METHOD: ___ Bor_ing __ _ OPERATOR: _____ M_R_F ___ _
PROJECT NO.:
LOCATION:
3758.008-SD
Carlsbad. CA
HAMMER: ELEVATION: ----130_ft __ _ RIG TYPE: Manual Auger DATE: ____ 6/_1_3/20~22~---
SAMPLES :8 Laboratory Testing
§: 8. 1: .!: E BORING NO.: HA-2 JI ~ t ,._
CD ! .8 Ji S -.. I!! I-
" 1 en c:c Q) " Q. E E u U"# ~~ ~ 0 ":, ii-i5 E en z en i?:-" a, :::) MATERIAL DESCRIPTION AND COMMENTS " 0 en ;:
-A[!l!ls;lgl FIii (&!
SM Silty fine to medium SAND, dark brown, moist, loose, surficIal vegetation, wood ----R-1 mulch chips until 4 inches, presence of roots and root casts
1.0 -Ring sample attempted, excellent recovery 6/6 rings --SM Silty fine to medium silty SAND, brown, moist, slightly more dense -
2.0 ----
3.0--
Old Parallc Oeoosits /Qool -
4.0 Siltv fine to medium SAND reddish brown moist sliohtlv dense
--HOLE TERMINATED AT 4 FEET
-No groundwater encountered 5 --Backfill with adjacent soil cuttings
--------
7.5 ----------
10----------
12.5----------
15--
Q Sam11le !J111e: ■ -Ring 1 -SPT 0 -smallBulk ~-Large Bulk □ -No Recovery ~ -WaterTable z "' C, AL = Atterberg Limits El = Expansion Index SA = Sieve Analysis RV = R-Value Test "' Lab testing: _,
SR= Sulfate/Resisitivity Test SH = Shear Test CO = Consolidation test MD = Maximum Density
APPENDIX B
RESULTS OF LABORATORY TESTING
GEOTEK
SnapADU
Limited Geotechnical Evaluation
1306 Basswood Ave .. Carlsbad. California 92008
SUMMARY OF LABORATORY TESTING
Moisture/Density Modified Proctor
Project No. 3758.008-SD
June 27, 2022
Pa~e B2
Laboratory testing was performed on one sample collected during the subsurface exploration.
The laboratory maximum dry density and optimum moisture content for the soil was determined
in general accordance with ASTM D 1557 test procedures. The test results are presented
graphically in Appendix B.
Expansion Index
Expansion Index testing was performed on a representative site soil sample obtained from the
subsurface exploration. Testing was performed in general accordance with ASTM D 4829 test
procedures. The results of the testing are presented in Appendix B.
Sulfate Content
The soluble sulfate content of a representative site soil sample was determined by Geo T ek's
subconsultant, Project X, in general accordance with ASTM D 4327 test procedures. The results
of the testing are provided in Appendix B.
Collapse
One-dimensional swell or collapse of soils testing was performed on a representative site soil
sample obtained from the subsurface exploration. Testing was performed in general accordance
with ASTM D 4546 test procedures. The results of the testing are presented in Appendix B.
GEOTEK
A
B
C
D
E
F
G
H
I
J
K
GEOTEK
EXPANSION INDEX TEST
(ASTM D4829)
Project Name: 1306 Basswood
Project Number: 3758.008-SD
Project Location: Carlsbad, CA
Ring Id: 12 Ring Dia.": 4" Ring I~
Loadin wei ht: 5516. rams
DENSITY DETERMINATION
Weight of compacted sample & ring 791
Weight of ring 370
Net weight of sample 421
Wet Density, lb/ ft3 (C*0.3016) 127.0
Dry Density, lb/ ft3 (D/1.F) 117.3
SATURATION DETERMINATION
Wet Weight of sample & tare 156.2
Dry Weight of sample & tare 144.7
Tare 4.8
Initial Moisture Content, % 8.2
(E*F) 964.5
(E/167.232) 0.70
(1.-H) 0.30
(62.4*1) 18.6
(G/J)= L % Saturation 51.8
!EXPANSION INDEX=
Tested/ Checked By: CH Lab No 3915
Date Tested: 6/21/2022
Sample Source: HA-1 BB-1
Sample Description: Light Brown Silty Sand
READINGS
DATE TIME
6/21/2022 15:00
15:10
15:11
15:16
6/2212022 15:00
15:20
READING
155
155
154
153
153
153
Initial
10 min/Dry
1 min/Wet
5 min/Wet
Random
Final
FINAL MOISTURE
0
sample & tare sample & tare Tare Moisture
189.8 169.1 4.8 12.6%
1
GEO TE K
MOISTURE/DENSITY RELATIONSHIP
Client: SnapADU
Project: 1306 Basswood Ave
Location: Carlsbad, CA
Material Type: Light Brown Silty F-M Sand
Material Supplier: -
Material Source:-_------------
Sample Location: HA-1 88-1 ------------
Sampled By: _M_R_F _________ _
Received By: MRF --------------Tested By: MRF ------------Reviewed By:_-___________ _
Test Procedure: ASTM D1557
Job No.: 3758.008-SD
Lab No.: 3915
Date Sampled:_6_/_13_/_20_2_2 ___ _
Date Received: 6/13/2022
Date Tested: -6-✓-1-9/_2_0_2_2 ___ _
Date Reviewed:-_--------
Oversized Material(%): 0.0
Method: A
Correction_R_e_q_u-ir_e_d_: Qes x no
135
133
131
u.. 129 (.) 0..
~ 127
cii 125 z w C 123 ► a:: 121 C
119
117
115
MOISTURE/DENSITY RELATIONSHIP CURVE
\
\ \
I\
~ \ \ ... v N r--. ' ,_ ~' \\ \
\
I J ~ \ -.__ I\ -1-V \ II\
/ \ \ \ ~
l.l ' \ I'\
V \
\
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17
MOISTURE CONTENT, %
• DRY DENSITY (pcf):
■ CORRECTED DRY DENSITY (pct).
ZERO AIR VOIDS DRY DENSITY (pcf)
• S.G. 2.7
• S G. 2.8
-Poly. (DRY DENSITY (pcf):)
---• OVERSIZE CORRECTED
--ZERO AIR VOIDS
Poly (S.G. 2.7)
--Poly. (S G. 2 8)
MOISTURE DENSITY RELATIONSHIP VALUES
Maximum Ory Density, pcf~ @ Optimum Moisture, %~
Corrected Maximum Dry Density, pcfc==J @ Optimum Moisture, %c==J
MATERIAL DESCRIPTION
Grain Size Distribution:
§% Gravel (retained on No. 4)
% Sand (Passing No. 4, Retained on No. 200)
% Silt and Clay (Passing No. 200)
Classification:
Unified Soils Classification:
Atterberg Limits:
§Liquid Limit, %
Plastic Limit, %
Plasticity Index,%
STRESS IN KIPS PER SQUARE FOOT
0.1 1.0 10.0 100.0
0.00 -
-----
~ ---------~ ----
~ 1.00 ff)
ff) -----------_,_ w z ~ (.)
:i: --·--1-I--------f--
.....
w -_J 2.00 a. ~ <(
ff) --
u. 0 ..... >----------I----------1--
z w ------c----_,__
(.) a:: 3.00 w • a. -~ z ~ ----
0 --~ <( --~ Q _J ---A 0 ff) 4.00 z 0 -----------_,__
(.)
I-..
--~ --1----~ ·-----
>---------
5.00
__ .... ___ Seating Cycle
• Loading Prior to Inundation • Loading After Inundation --•---Rebound Cycle
PERFORMED IN GENERAL ACCORDANCE WITH ASTM D 4546
C!-COLLAPSE REPORT
,--~
G E <> T E K Sample: HA-1 @ 1.5 feet
Plate C-1
CHECKED BY: CH Lab: Vista
PROJECT NO.: 3758.008-SD Date: 06/16/22
Project X
Corrosion Engineering
Corrosion Control -Soil, Water, Metallurgy Testing Lab
REPORT S220623B
Page I
Results Only Soil Testing
for
1306 Basswood Avenue,
Carlsbad -ADU
June 23, 2022
Prepared for:
Chris Livesey
GeoTek, Inc.
1384 Poinsettia Ave, Suite A
Vista, CA, 92081
clivesey@geotekusa.com
Project X Job#: S220623B
Client Job or PO#: 3758.008-SD
Eduardo Hernandez, M.Sc., P.E.
Sr. Corrosion Consultant
NACE Corrosion Technologist #16592
Professional Engineer
California No. M37102
ehemandez@projectxcorrosion.com
29990 Technology Dr, Suite 13, Murrieta, CA 92563 Tel: 213-928-7213 Fax: 951-226-l 720
www.projectxcorrosion.com
►:◄ Project X
Corrosion Engineering
Corrosion Control -Soil, Water, Metallurgy Testing Lab
Soil Analysis Lab Results
Client: GeoTek, Inc.
Job Name: 1306 Basswood Avenue, Carlsbad -ADU
Client Job Number: 3758.008-SD
Project X Job Number: S2206238
June 23, 2022
Method ASTM
D4327
Bore#/ Description Depth Sulfates
sot
(ft) (mg/kg)
HA-1 / BB-1 Brown Silty 0-4 145.0 Sand
Cations and Anions, except Sulfide and Bicarbonate, tested with Ion Chromatography
mg/kg= milligrams per kilogram (pans per million) of dry soil weight
ND= 0 = Not Detected I NT= Not Tested I Unk = Unknown
Chemical Analysis performed on I :3 Soil-To-Water extract
PPM = mg/kg (soil)= mg/L (Liquid)
(wt%)
0.0145
29990 Technology Dr., Suite 13, Murrieta, CA 92563 Tel: 213-928-7213 Fax: 951-226-1720
www.projectxcorrosion.com
REPORT S2206238
Page 2
Project X
C.:orrosion F.11gm,:c:1·ins
._ •• __..._..,,._.., ... -Y.-t"-11.,"-...-~•,-
;ProJttt X Job Nambu $ 2.2.0, z_~ g (oa,o \ e
Lal> R<qllCSI Sbttt <.l>liD orC.mody
Phone-t21 ll 9zg. n ll Fo,q 9S I) 22b-I 720 · www.p,-OJCCIX<0<10SIC>ll.C0ffl
Ship Samples To: 29990 Technology Dr, Suite 13, Murrieta, CA 92563
re.ooS-s~ l~O,b ~We / )0
IMPORTANT: Pldff cOA>lpltU PrOf«C ud S-.pk ldcatilka1ioa Data a 7°" woatd • 1t IO 1ppa, la .-.port & Ind-1'ls form witll IIIDlplu.
Co111pooy Namo:I Geo T ek, Inc.
Molllar;Alklr<,,.,11384 Poinsetta Ave, Ste A, Vista, CA 92081
Accoonlla~ Conlan:IAccounts Pav able
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lo,·oltc £ ... u,I ~n(@nP.otP.kusa.com: lwhite@geotekusa.
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' Ccityof
Carlsbad
CERTIFICATION OF SCHOOL FEES PAID
This form must be completed by the City, the applicant, and the appropriate school districts and returned to the City
prior to issuing a building permit. The City will not issue any building permit without a completed school fee form.
Project# & Name:
Permit#: CBR2022-2399
Project Address: 1306 BASSWOOD AVE
Assessor's Parcel #: 2050520800
Project Applicant: TRUST GOLDBERG ANGELINA M TRUST
(Owner Name)
Residential Square Feet:
New/Additions:
Second Dwelling Unit: 956 ----------------
Commercial Square Feet:
New/Additions:
City Certification: City of Carlsbad Building Division Date: 10/04/2022
Certification of ApplicanUOwners. The person executing this declaration ("Owner")
certifies under penalty of perjury that (1) the information provided above is correct and true
to the best of the Owner's knowledge, and that the Owner will file an amended
certification of payment and pay the additional fee if Owner requests an increase in the
number of dwelling units or square footage after the building permit is issued or if the
initial determination of units or square footage is found to be incorrect, and that (2) the
Owner is the owner/developer of the above described project(s), or that the person
[Z] Carlsbad Unified School District
6225 El Camino Real
Carlsbad CA 92009
Phone: (760) 331-5000
D Encinitas Union School District
101 South Rancho Santa Fe Rd
Encinitas, CA 92024
Phone: (760) 944-4300 x1166
D San Dieguito Union H.S. District
684 Requeza Dr.
Encinitas, CA 92024
Phone: (760) 753-6491 Ext 5514
(By Appt. Only)
D San Marcos Unified Sch. District
255 Pico Ave Ste. 100
San Marcos, CA 92069
Phone: (760) 290-2649
Contact: Katherine Marcelja
(By Appt.only)
D Vista Unified School District
1234 Arcadia Drive
Vista CA 92083
Phone: (760) 726-2170 x2222
RECF=/\tfo
SCHOOL DISTRICT SCHOOL FEE CERTIFICATION ocr o 6 2 (To be completed by the school district(s)) 022
THIS FORM INDICATES THAT THE SCHOOL DISTRICT REQUIREMENfs/Ty or '--;ARLSB
FOR THE PROJECT HAVE BEEN OR WILL BE SATISFIED. BU/Lf' ,... r-11 ,/S AD
• 10 N
The undersigned, being duly authorized by the applicable School District, certifies that the developer, builder, or
owner has satisfied the obligation for school facilities. This is to certify that the applicant listed on page 1 has
paid all amounts or completed other applicable school mitigation determined by the School District. The City may
issue building permits for this project.
Signature of Authorized School District Official:'l)./\,_..._~~~ ~
c_c:_. -6:' ~~~'-\J"''"'-"0
Title: -Date: J (.) -lt> -d-08--~
CARLSBAD UNIFIED SCHOOL DISTRICT
Name of School District: --6225..EL.CAMIN.O..REAL __ Phone: <'tl!J O 33 l -.5:c::xx)
CARLSBAD CA 92009 COMMUNITY DEVELOPMENT -iiuilding Division
1635 Faraday Ave I Carlsbad, CA 92008-7314 I 442-339-2719 I 760-602-8560 f I building@carlsbadca.gov I www.carlsbadca.gov
«~'» ~ CITY OF
STORM WATER COMPLIANCE FORM
TIER 1 CONSTRUCTION SWPPP
E-29
Development Services
Land Development Engineering
1635 Faraday Avenue
760-602-2750
www.carlsbadca.gov CARLSBAD This fom, Is required for all pools, retaining walls or whenever a building footprint is enlarged.
STORM WATER COMPLIANCE CERTIFICATE
✓ My project is not in a category of permit types exempt from the Construction
SWPPP requirements
✓ My project is not located inside or within 200 feet of an environmentally
sensitive area with a significant potential for contributing pollutants to nearby
receiving waters by way of storm water runoff or non-storm water
discharge(s).
✓ My project does not require a grading plan pursuant to the Carlsbad
Grading Ordinance (Chapter 15.16 of the Ca~sbad Municipal Code)
✓ My project will not result in 2,500 square feet or more of soils disturbance
including any associated construction staging, stockpiling, pavement
removal, equipment storage, refueling and maintenance areas that meets
one or more of the additional follaNing criteria:
located within 200 feet of an environmentally sensitive area or the
Pac~ic Ocean; and/or.
disturbed area is loce1ed on a slope with a grade at or exceeding 5
horizontal to 1 vertical; and/or
disturbed area is located along or within 30 feet of a storm drain inlet, an
open drainage channel or watercourse; and/or
construction will be initiated during the rainy season or will extend into
the rainy season (Oct. 1 through April 30)
I CERTIFY TO THE BEST OF MY KNOWLEDGE THAT ALL OF THE ABOVE
CHECKED STATEMENTS ARE TRUE AND CORRECT. I AM SUBMITTING
FOR CITY APPROVAL A TIER 1 CONSTRUCTION SWPPP PREPARED IN
ACCORDANCE WITH THE REQUIREMENTS OF CITY STANDARDS.
I UNDERSTAND AND ACKNOWLEDGE THAT I MUST: (1) IMPLEMENT BEST
MANAGEMENT PRACTICES (BMPS) DURING CONSTRUCTION ACTIVITIES
TO THE MAXIMUM EXTENT PRACTICABLE TO MINIMIZE THE
MOBILIZATION OF POLLUTANTS SUCH AS SEDIMENT AND TO MINIMIZE
THE EXPOSURE OF STORM WATER TO CONSTRUCTION RELATED
POLLUTANTS; AND, (2) ADHERE TO, AND AT ALL TIMES, COMPLY WITH
THIS CITY APPROVED TIER 1 CONSTRUCTION SWPPP THROUGHOUT THE
DURATION OF THE CONSTRUCTION ACTIVITIES UNTIL THE
CONSTRUCTION WORK IS COMPLETE AND APPROVED BY THE CITY OF
CARLSBAD.
Whitney Hill, CEO
0WNER(S)/0WNER'S AGENT NAME (PRINT)
W~ HUL
OWNER(S)/OWNER'S AGENT NAME (SIGNATURE)
E-29
10/4/22
DATE
STORM WATER POLLUTION PREVENTION NOTES
1. ALL NECESSARY EQUIPMENT AND MATERIALS
SHALL BE AVAILABLE ON SITE TO FACILITATE
RAPID INSTALLATION OF EROSION AND
SEDIMENT CONTROL BMPS WHEN RAIN IS
EMINENT.
2. THE OWNER/CONTRACTOR SHALL RESTORE
ALL EROSION CONTROL DEVICES TO
WORKING ORDER TO THE SATISFACTION OF
THE CITY ENGINEER AFTER EACH RUN-OFF
PRODUCING RAINFALL.
3. THE OWNER/CONTRACTOR SHALL INSTALL
ADDITIONAL EROSION CONTROL MEASURES
AS MAY BE REQUIRED BY THE CITY
ENGINEERING OR BUILDING INSPECTOR DUE
TO UNCOMPLETED GRADING OPERATIONS OR
UNFORESEEN CIRCUMSTANCES WHICH MAY
ARISE.
4. ALL REMOVABLE PROTECTIVE DEVICES SHALL
BE IN PLACE AT THE END OF EACH WORKING
DAY WHEN THE FIVE (5) DAY RAIN
PROBABILITY FORECAST EXCEEDS FORTY
PERCENT (40%). SILT AND OTHER DEBRIS
SHALL BE REMOVED AFTER EACH RAINFALL.
5 ALL GRAVEL BAGS SHALL BE BURLAP TYPE
WITH 3/4 INCH MINIMUM AGGREGATE
6. ADEQUATE EROSION AND SEDIMENT
CONTROL AND PERIMETER PROTECTION BEST
MANAGEMENT PRACTICE MEASURES MUST BE
INSTALLED AND MAINTAINED.
SPECIAL NOTES
Page 1 of 3
PROJECT INFORMATION
Site Address: 1304 BASSWOOD
Assesso(s Parcel Number: 2052100100
Project ID: CBR2022-2399
Construction Permit No.: _______ _
Estimated Construction Start Date 10/15/22
Project Duration -'3'--___ Months
Emergency Contact:
Name: Danielle Boulila. Proiect Manaper
24 hour Phone: 760-259-24 76
Perceived Threat to Storm Water Quality
D Medium
0 Low
If medium box is checked. must attach a site plan
sheet showing proposed work area and location
of proposed structural BMPs
For City Use Only
CITY OF CARLSBAD
STANDARD TIER 1 SWPPP
Approved By: _________ _
Date: ________ _
REV 4/30/10
Erosion Control Tracking Non-Storm Water Waste Management and Materials Sediment Control BMPs Control BMPs BMPs Management BMPs Pollution Control BMPs
"C -~ -~ -~ 5; ~ 5;
"' C ~ i C g> ;; E I ~ ;; "' Q '5 .2' ,Q. "' "' j :;; g> ~Ji e CJ) -~ li "§ "' ;; " £ :, t 8 !! a. "' lg> 2: ·c ,, <T Best Management Practice "'~ .5 w C ! "' £ "' ~ Ill 0 :ri "' e, i ·"' "' i' (BMP) Description ➔ .!. "' .!. (.) ~ (.) § -g ,; "' * "' ~ (I) E "' CJ) Ill '&l~ jj "' :;; a, "' _gi :, .a; 8, I!! ~ 1: "' 'ii "' ~§ CJ) 5~ '&l >, jJ
Cl ::, I il ~ ~ j J :;; Cl Cl Ill ll jj ~ ~~ a, a: 2: di ~~ ~i _gi "' E "" ,; i ! u.. " 2i ~ !~ "C ~~ ,,
)2 "' i -~ i .2! " Hi ,, "' ~ ;; i,! 8 ~ "' S o 0 WO (I) (I) (.) u: e, (I)> (I) (I) 0.. (I) -(I) a: 0.. :;; (I) (I) J: (.)
CASQA Designation ➔ ... "? ~ ~ w <'/ 'i "I 'I? ... "? 0 ~ ~ ch <'/ ... "? i i <'/ 'i "I 'I? "? (.) (.) (.) c..', w w w w w w J, (I) (I) (I) ~ ~ ~ ~ ~ w w w (I) (I) (I) (I) (I) (I) (I) f-f-z z z z Construction Activity w (I)
GradinQ/Soil Disturbance
X TrenchinQ/Excavation ;<.. ;<.. X
Stockoilino
Drillina/Borino
Concrete/Asphalt Saw
cuttina
Concrete flatwork
Paving
Conduit/Pioa Installation
Stucco/Mortar Wort<
Waste Dis=al
Staaina/Lav Down Area
Equipment Maintenance
and Fuelina
Hazardous Substance
Use/Storaae
Dewatering
Site Access Across Dirt
Other(iisll:
Instructions· Begin by reviewing the list of construction activities and checking the box to the left of any activity that will occur during the proposed construction. Add any other activity descriptions in the
blank activity descnption boxes provided for that purpose and place a check in the box 1mmed1alely to the left of the added activity description. For each activity descrribed, pick one or more best
management practices (BMPs) from the list located along the top of the fonn. Then place an X in the box at the place where the activity rCYN intersects with the BMP column Do this for each activity that was
checked off and for each of the selected BMPs selected from the list. For Example -if the project includes site access across dirt, then check the box to the left of •site Access Across Dirt'. Then review
the list for something that applies such as ·stabilized Construction Ingress/Egress' under Tracking Control. Follow along the "Site Access Across Dirt" row until you get to the 'Stabilized Construction
Ingress/Egress" column and place an X in the box where the two meet. As another example say the project included a stockpile that you intend to cover with a plastic sheet. Since plastic sheeting is not on
the list of BMPs, then write in ~cover with Plastic• in the blank column under the heading Erosion Control BMPs. Then place an X in the box where !he "Stockpiling~ rCtN intersects the new -cover with
Plastic" column.
To learn more about what each BMP description means, you may wish to review the BMP Reference Handout prepared to assist applicants in the selection of appropriate Best Management Practice
measures. The reference also explains the California Stonnwater Quality Association (CASOA) designation and how to apply the various selected BMPs to a project.
E-29 Page 2 of 3 REV 4/30/10
{ City of
Carlsbad
PURPOSE
CLIMATE ACTION PLAN
CONSISTENCY CHECKLIST-
B-50 SEP 1 6 2022
Development Services
Building Division
1635 Faraday Avenue
(760) 602-2719
www.carlsbadca.gov
This checklist is intended to help building permit applicants identify which Climate Action Plan (CAP) ordinance requirements
apply to their project. This completed checklist (8-50) must be included with the building permit application. The Carlsbad
Municipal Code (CMC) can be referenced during completion of this document by clicking on the provided links to each
municipal code section.
NOTE: The following type of permits are not required to fill out this form
❖ Patio I ❖ Decks I ❖ PME (w/o panel upgrade) I ❖ Pool
Consultation with a certified Energy Consultant is encouraged to assist in filling out this document. Appropriate
certification includes, but is not limited to: Licensed, practicing Architect, Engineer, or Contractor familiar with Energy
compliance, IECC/HERS Compliance Specialist, ICC G8 Energy Code Specialist, RESNET HERS rater certified, certified
ICC Residential Energy Inspector/Plans Examiner, ICC Commercial Energy Inspector and/or Plans Examiner, ICC CALgreen
Inspector/Plans Examiner, or Green Building Residential Plan Examiner.
If an item in the checklist is deemed to be not applicable to a project, or is less than the minimum required by ordinance,
check NIA and provide an explanation or code section describing the exception.
Details on CAP ordinance requirements are available at each section by clicking on the municipal code link provided. The
project plans must show all details as stated in the applicable Carlsbad Municipal Code (CMC) and/or Energy Code and
Green Code sections.
"-----------------------------------------
Project Name/Building
Permit No.:
App1fcdoo1nrorniation
1306 Basswood -Goldberg ADU
Property Address/APN : 205-052-08-00
Applicant Name/Co.: Snap ADU
Applicant Address: PO Box 2685, Carlsbad, CA 92018
Contact Phone: 760-259-2476 Contact Email: permits@snapadu.com
Contact information of person completing this checklist (if different than above):
Name:
Company
name/address:
Whitney Hill
SnapAOU, see above
Contact Phone: 760-259-2476
Contact Email: permits@snapadu.com
Applicant Signature: __ W:..;.c.:.h:.:.:itn.:.:e"'-y-'-H.:.:.:il'--1 _........,e ... --... ~"'-':""--==--____ Date: 6-29-22
B-50 Page 1 of 7 Revised 04/21
Use the table below to determine which sections of the Ordinance checklist are applicable to your project. For
alterations and additions to existing buildings, attach a Permit Valuation breakdown on a separate sheet.
Building Permit Valuation (BPV) $ breakdown _6~0 ..... 0_0_0 _____ _
I Construction Type I Complete Section(•) I Notes:
A high-rise residential building is 4 or more stories, including a
Low-rise High-rise mixed-use building in which at least 20% of its condijioned floor -[!] Residential r -~ area is residential use
I!!! New construction r 2A*, 3A*, ~~,28, *Includes detached, newly constructed ADU 4A*, 8,4A
'-_/,
I!!! Additions and alterations:
I!!! BPV < $60,000 NIA N/A All residential additions and alterations
D BPV ~ $60,000 1A,4A 4A 1-2 family dwellings and townhouses with attached garages
D Electrical service panel upgrade only only.
*Multi-family dwellings only where interior finishes are removed
D BPV ~ $200,000 1A, 4A* 18,4A* and significant site work and upgrades to structural and
mechanical, electrical, and/or plumbing systems are proposed
D Nonresidential
D New construction 18, 28, 38, 4B and 5
D Alterations:
D BPV ~ $200,000 or additions~ 1,000 18, 5 square feet
D BPV ~ $1 ,000,000 1B, 28, 5 Building alterations of~ 75% existing gross floor area
D ~ 2,000 sq. ft. new roof addition 28,5 1B also applies if BPV ~ $200,000
Checklist Item
Check the appropriate boxes, e,cplain all not applics>le and e,coeption items, and provide supporting cakuations and cb:lmentation as neaissary.
1. Energy Efficiency
Please refer to Cartsbad Municipal Code (CMC) 18.21.155 and 18.30.190,and the California Green Building Standards Code (CAL Green) for more
information. Appropriate details and notes must be placed on the plans according to selections chosen in the design.
A D Residentialadditionoralterationc:$60,000buildingpermitvaluation. I!! N/A Value< $60,000
DetallsofselectionchosenbelowmustbeplacedontheplansreferencingCMC □ Exception: Home energy score~ 7
18.30.190. (attach certification)
Year Built Single-family Requirements Multi-family Requirements
□ Before 1978 Select one option:
□ Ductsealing D Attic insulation □Cool roof □ Attic insulation
□ 1978 and later Select one option:
□ Lighting package D Water heating Package
□ Between1978and1991 Select one option:
□ Ductsealing D Attic insulation □Cool roof
□ 1992 and later Select one option:
□ Lighting package D Water heating package
Updated 4/16/2021 3
B. D Nonresidentiar new construction or alterations 2: $200,000 building pennit valuation,
or additions 2: 1,000 square feet. See CMC 18.21 .155and CAL Green Appendix A5 D N/A Value < $60,000
A5.203.1.1 Choose one: D .1 Outdoorlighting D .2 Restaurant service water heating (CEC 140.5)
D .3Warehousedocksealdoors. D.4Daylightdesign PAFs 0 .5Exhaustairheatrecovery □ N/A Value< $60,000
A5.203.1.2.1 Choose one: D .95 Energy budget (Projects with indoor lighting OR mechanical)
D .90 Energybudget (ProjectswithindoorlightingANDmechanical) □ N/A
A5.211 .1"" D On-site renewable energy:
D N/A
A5.211.3"" □Green power: (If offered by local utility provider, 50% minimum renewable sources)
D N/A
A5.212.1 D Elevators and escalators: (Project with more than one elevatoror two escalators)
D N/A
A5.213.1 D Steel framing: (Provide details on plans for options 1-4 chosen)
D NIA'"---------
• Includes hotels/motels and high-rise residential buildings
""Foralterations~$1,000,000BPVandaffecting> 75%existinggrossfloorarea,0Ralterationsthatadd2,000squarefeetofnewroofaddition:comply
with CMC 18.30.130 (section 28 below)instead.
2. Photovoltaic Systems
A. Iii Residential new construction (for low-fise residential building pennit applications submitted after 1/1/20). Refer to 2019 California
Energy Code section 150.1 (c)14 for requirements. If project includes installation of an electric heat pump water heater pursuant to
CAP section 3B below (low-nse residential Water Heating), Increase system size by .3kWdc if PV offset option Is selected.
Floor Plan ID (use additional CFA #d.u. Calculated kWdc*
sheets if necessary)
Ground Floor 956SF 1 1.75
' ,_.
Total System Size: l o I D
kWdc = (CFAx.572) / 1,000 + (1.1 5 x #d.u.)
*Fomiula calculation where CFA = conditional floor area, #du= number of dwellings per plan type
If proposed system size is less than calculated size, please explain.
kWdc
Exception
D Tankless natural gas water heat
D Tankless natural gas water heat,
D Tankless natural gas water heat,
D Tankless nat ural gas water heat,
B. D Nonresidential new construction or alterations ~$1,000,000 BPV AND affecting ~75% existing floor area, OR addition that increases
roof area by 2:2,000 square feel Please refer to CMC 18.30.130 when completing this section. *Note: This section also applies to
high-rise residential and hotel/motel buildings.
Choose one of the following methods:
D Gross Floor Area (GFA) Method
GFA:
D lf <10,000s.f. Enter:SkWdc
Min. System Size:
D If.: 10,000s.f. calculate: 15 kWdcx (GFN10,000) ••
kWdc
**Round building size factor to nearest tenth, and round system size to nearest whole number.
Updated 4/16/2021 4
D Time-Dependent Valuation Method
Annual TDV Energy use:*** ______ x .80= Min. system size: ______ kWdc
***Attach calculation documentation using modeling software approved by the California Energy Commission.
3. Water Heating
A. Iii Residential and hotel/motel new construction. Refer to CMC 18.30.170 when completing this section.
Provide complete details on the plans.
D For systems serving individual dwelling units choose one system:
D Heat pump water heater AND Compact hot water distribution AND Drain water heat recovery (low-rise
residential only)
D Heat pump water heater AND PV system .3 kWdc larger than required in CMC 18.30.130 (high rise
residential hotel/motel) or CA Energy Code section 150.1(c) 14 (low-rise residential)
D Heat pump water heater meeting NEEA Advanced Water Heating Specification Tier 3 or higher
D Solar water heating system that is either .60 solar savings fraction or 40 s.f. solar collectors
~ Exception: Tankless natural gas water heater proposed
D For systems serving multiple dwelling units, install a central water-heating system with ALL of the following:
D Gas or propane water heating system
D Recirculation system per CMC 18.30.150(8) (high-rise residential, hotel/motel) or CMC 18.30.170(8) (low-
rise residential)
D Solar water heating system that is either:
D .20 solar savings fraction
D .15 solar savings fraction, plus drain water heat recovery
□ Exception: Tankless natural gas water heater proposed
B. D Nonresidential new construction. Refer to CMC 18.30.150 when completing this section. Provide
complete details on the plans.
D Water heating system derives at least 40% of its energy from one of the following (attach documentation):
D Solar-thermal D Photovoltaics D Recovered energy
D Water heating system is (choose one):
D Heat pump water heater
D Electric resistance water heater(s)
□Solar water heating system with .40 solar savings fraction
D Exception: Tankless natural gas water heater proposed
It may be necessary to supplement the completed checklist with supporting materials, calculations or certifications, to
demonstrate full compliance with CAP ordinance requirements. For example, projects that propose or require a
performance approach to comply with energy-related measures will need to attach to this checklist separate calculations
and documentation as specified by the ordinances.
Updated 4/ 16/21 5
4. Electric Vehicle Charging
A [ii Residential New construction and major alterations*
Please refer to CMC 18.21.140 when completing this section.
!!!!I One and two-family residential dwelling or townhouse with attached garage:
D One EVSE Ready parking space required !!!!I Exception : Detached Accessory Dwelling Unit
D Multi-family residential· D Exception ·
Total Par1<.ing Spaces EVSE Spaces
Proposed EVSE (10% of total) I Installed (50% of EVSE) I Other "Ready" I Other "Capable"
I I I
Calculations: Total EVSE spaces= .1 Ox Total parking spaces proposed (rounded up to nearest whole number) EVSE Installed = Total EVSE
Spaces x .50 (rounded up to nearest whole number) EVSE other may be "Ready" or "Capable"
*Major alterations are: ( 1 )for one and two-family dwellings and townhouses with attached garages, alterations have a building permit
valuation~$60,000 or include an electrical service panel upgrade; (2) for multifamily dwellings (three units or more without altached
garages), alterations have a building permit valuation~ $200,000, interior finishes are removed and significant site work and upgrades to
structural and mechanical, electrical, and/or plumbing systems are proposed.
*ADU exceptions for EV Ready space (no EV ready space required when):
(1) The accessory dwelling unit is located within one-half mile of public transit.
(2) The accessory dwelling unit is located within an architecturally and historically significant historic district.
(3) The accessory dwelling unit is part of the proposed or existing primary residence or an accessory structure.
(4) When on-street parking permits are required but not offered to the occupant of the accessory dwelling unit.
(5) When there is a car share vehicle located within one block of the accessory dwelling unit.
B. D Nonresidential new construction (includes hotels/motels) □ Exception : Tankless natural gas water heater pre
Please refer to CMC 18.21.150 when completing this section
Total Par1<.ing Spaces
Proposed EVSE (10% of total) I Installed (50% of EVSE) I Other "Ready" I Other "Capable"
I I I
Calculation: Refer to the table below:
Total Number of Parking Spaces provided Number of required EV Spaces Number of required EVSE Installed Spaces
D 0-9 1 1
D 10-25 2 1
D 26-50 4 2
D 51-75 6 3
D 76-100 9 5
□ 101-150 12 6
D 151-200 17 9
D 201 andover 1 O percent of total 50 percent of Required EV Spaces
Calculations: Total EVSE spaces= .10 x Total parking spaces proposed (rounded up to nearest whole number) EVSE Installed = Total EVSE
Spaces x .50 (rounded up to nearest whole number) EVSE other may be "Ready" or "Capable"
Updated 4/16/2021 6
5. D Transportation Demand Management (TDM): Nonresidential ONLY
An approved Transportation Demand Management (IDM) Plan is required for all nonresidential projects that meet a threshold of employee-generated ADT.
City staff will use the table below based on your submitted plans to determinewhetherornoryourpermit requires a TOM plan. lfTDM is applicable to your
permi~ staff will contact the applicant to develop a site-specific TOM plan based on the permit details.
Acknowledgment:
Employee ADT Estimation for Various Commercial Uses
Office (all)2 20
Restaurant 11
Retaib 8
Industrial 4
Manufacturing 4
Warehousing 4
, Unless otherwise noted, rates estimated from /TE Trip
Generation Manual, 10thEdition
13
11
4.5
3.5
3
1
2 For all office uses, use SAN DAG rate of 20 ADT/1,000 sf to
calculate employee ADT
3 Retail uses include shopping center, variety store, supermarket,
gyms, pharmacy, etc.
Other commercial uses may be subject to special
consideration
Sample calculatjons;
Office: 20,450 sf
1. 20,450 sf/ 1000 x 20 = 409 Employee ADT
Retail: 9,334 sf
1. First 1,000 sf = 8 ADT
2. 9,334 sf -1,000 sf= 8,334 sf
3. (8,334 sf/ 1,000 x 4.5) + 8 = 46 Employee ADT
I acknowledge that the plans submitted may be subject to the City of Carlsbad's Transportation Demand Management Ordinance. I agree to be contacted should
my permit require a TOM plan and understand that an approved TOM plan is a condition of permit issuance.
w,A .. J...Ab,i J-li).1, ApplicantSignature: ___ "_vvi_ ~-~-------------6-29-22 Date: ______ _
Person other than Applicant to be contacted for TDM compliance (if applicable):
Name(Printed}: __________________ _ Phone Number: _____ _
Email Address: ___________________ _
Updated 4/16/202 1 7
(°Cityof
Carlsbad
CLIMATE ACTION PLAN (CAP) COMPLIANCE
CAP Building Plan
Template
B-55
Development Services
Building Division
1635 Faraday Avenue
442-339-2719
www .carlsbadca.gov
The following summarizes project compliance with the applicable Climate Action Plan ordinances of the Carlsbad Municipal Code and
California Green Building Standards Code (CALGreen), current version. Use this form to summarize all applicable CAP measures for your
project. IF CAP MEASURES ARE APPLICABLE, IMPRINT THIS COMPLETED FORM ONTO PROJECT PLANS.
1. ENERGY EFFICIENCY APPLICABLE: 181YES □ NO
2.
Complies with CMC 18.30.190
& 18.21.lSS ~Yes ON/A
Existing Structure, year built: _1_9_4_7 __ _
Prepared Energy Audit? 0Yes ~ No
Energy Score: _____ _
Efficiency Measures included in scope:
PHOTOVOLTAIC SYSTEM APPLICABLE: ~YES □ NO
Complies with CMC section 18.30.130 and 2019 California Energy
Code section 150.l(c)14 ~ Yes ON/A
Size of PV system (kWdc):
Sizing PV by load calculations
If by Load Calculations:
Required Provided
2.19Kw __ _ D Yes IK]No
Total calculated electrical load:
80% of load:
0Yes ~ □Yes □No
Hardship Request ed
Hardship Approved
3. ALTERNATIVE WATER HEATING SYSTEM APPLICABLE: ~ YES □ NO
4.
Complies with CMC sections 18.30.150
and 18.30.170? ~Yes □N/A
Alternative Source:
□ Electric
□ Passive Solar
Hardship Requested
Hardship Approved
0Yes
O Yes
~No
~No
ELECTRIC VEHICLE (EV)CHARGING APPLICABLE: □ YES ~NO
Complies with CMC
section 18.21.140?
Panel Upgrade?
Total EV Parking Spaces:
No. of EV Capable Spaces:
No. of EV Ready Spaces:
No. of EV Installed Spaces:
Hardship Requested
Hardship Approved
0 a
0
0 Yes ~N/A
0Yes 0No
Required Provided
a
0Yes ~No
□Yes □No
5. TRAFFIC DEMAND MANAGEMENT APPLICABLE: □ YES ~ NO
Compliant? D Yes 0No
TOM Report on file with city? D Yes D No
RECEIVED
JUL O 6 2022
ARLSBAD ~3~~1~~ 0 1v1s10N
C cityof
Carlsbad
HOUSING DEVELOPMENT
TRACKING
Development Services
Planning Division
1635 Faraday Avenue
(442) 339-2610
www.carlsbadca.gov P-20
The following information is required by to the State of Citltfptljl~ }/ new housing development for all
~ncome levels. Please complete this form to the best of y~~owledg6 ' ~ ubmit prior to building permit
issuance. Jj\_ \1
Project Name: 1306 Basswood -Goldberg ADU , cfi80UP~I?~~~
Project Address: 1306 Basswood Ave., Carlsbad, CA ~~ ~~ o,~M-052~----oa .... _---o ..... o ___ _
Structure Description:
D Single-Family
0 Single-Family + ADU
D Two -Four Unit
D 5 + Unit Structure
IZI Accessory Dwelling Unit
D Mobile Home (new spaces added)
D Remodel/Reconstruction (new dwelling units added)
D Commercial/Residential (mixed-use)
Project's planned initial occupancy is for: D Rental occupant I&! Owner occupant
For single-family, do you intend to use this property as your personal residence? igj Yes
If yes, please provide the estimated market value: __ $_2_,5_0_0 _____ _
Will an affordable housing deed restriction be recorded on the property? D Yes
Which units in the project will be deed restricted? ~
Please indicate the number of units for each bedroom type that will be provided and a priceange.
Individual responses will not be shared with outside parties.
Number of units for sale
Number of units for rent
OWNER(S):
ADDRESS:
Angelina Goldberg
(Last, First, Middle Initial or Firm Name)
1306 Basswood Avenue
CITY, STATE, ZIP: Carlsbad, CA 92008
TELEPHONE: 858-442-7656
SIGNATURE:
P-20
Bedrooms per unit
Studios
1 bd
2bd
3bd
4+ bd
Bedrooms per unit
Studios
1 bd
2bd
3bd
4+ bd
DEVELOPER(S):
ADDRESS:
CITY, STATE, ZIP:
TELEPHONE:
Page 1 of 1
Price range (low and high)
$
$
$
$
$
Rent range (low and high)
$
$
$
$
$
SnapADU
(Last, First, Middle Initial or Firm Name)
PO Box 2685
Carlsbad, CA 92018
760-259-24 76
DATE: 6-29-22
Revised 3/22