HomeMy WebLinkAbout2639 DAVIS AVE; ; CBR2022-1784; PermitBuilding Permit Finaled
Residential Permit
Print Date: 05/06/2024
Job Address: 2639 DAVIS AVE, CARLSBAD, CA 92008-1454
Permit Type: BLDG-Residential Work Class:
Parcel#: 1552720600 Track#:
Valuation: $81,848.14 Lot#:
Occupancy Group:
#of Dwelling Units: 1
Project#:
Plan#:
Bedrooms: Construction Type:
Bathrooms: Orig. Plan Check#:
Occupant Load: Plan Check#:
Code Edition:
Sprinkled:
Project Title:
Second Dwelling Unit
Permit No:
Status:
Applied:
Issued:
{'atyof
Carlsbad
CBR2022-1784
Closed -Expired
05/23/2022
08/10/2022
Finaled Close Out:
Final Inspection:
INSPECTOR:
Description: 2639 DAVIS: NEW ADU (62 SF) ADDITION TO EXISTING DETACHED GARAGE (499 SF) ADDITION FOR 2ND FLOOR ADU
Applicant:
CALPROP GROUP INC
CLAY ZACCAGLINI
6526 VISPERA PL
CARLSBAD, CA 92009-5339
(760) 450-6885
FEE
ATTACHED ACCESSORY & UTILITY USES
BUILDING PLAN CHECK
BUILDING PLAN CHECK
Property Owner:
PHILLIPS FAMILY TRUST
2639 DAVIS AVE
CARLSBAD, CA 92008-1454
BUILDING PLAN REVIEW-MINOR PROJECTS (LOE)
BUILDING PLAN REVIEW-MINOR PROJECTS (PLN)
DECKS/BALCONY -NEW/REPLACE
GREEN BUILDING STANDARDS PLAN CHECK & INSPECTION
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: $4,910.29 Total Payments To Date: $4,910.29 Balance Due:
AMOUNT
$494.00
$536.25
$1,076.40
$194.00
$98.00
$825.00
$175.00
$4.00
$1,162.00
$10.64
$271.00
$64.00
$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 FURTH ER NOTI Fl ED 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 app~V'l1Jfl!J~SfJf!Dl'1ffT€Ction with this
project. NOR DOES IT APPLY to any fees/exactions of which you have previo~AfT'~\f\[!:112}1C~ilillnfYH, tr as to which the
statute of limitation has previously otherwise expired.
Building Division
PERMIT HAS EXPIRED IN ACCORDANCE WITU C.B.C,
SECTION 106.4.4 AS AMENDED BY C.M.C.18.04.0:!0
1.~. ff. ? l 2-_f._ SIG~>.TURE ~ rn1 ~ s .
1635 Faraday Avenue, Carlsbad CA 92008-7314 I 442-339-2719 I 760-602-8560 f I www.carlsbadca.gov
Page 1 of 1
~ City of
Carlsbad
2,t,:19 •''.,, i\\ :
Job Address 2~ Davis Ave, Cartsbad, CA 92008-14s.t''' Unit: APN: 155-272~06-00 , _____ ,
CT/Project #:. ________________ L.ot #: 16 Year Bullt: _19_5_7 ______ _
BRIEF DESCRIPTION OF WORK: 62 SF detached garage extension followed by a 499 SF ADU build above the
detached garage. ADU access will be exterior stairs with landing eads.
IX] New Sf: Living SF,_4_9_9 __ Deck SF,._30 __ Patio SF,. ____ Garage SF _62 __
Is this to create an Atcessory Dwelflng Unit'? e Y O N New Fireplace? O ve N, if yes how many? ___ _
D Remodel: _____ SF of affected area Is the area a conversion or change of use? 0 Y O N
□ Pool/Spa: ____ .SF Additional Gas or Electrical Features? ___________ _
□ Solar:.~ __ KW, ___ Modules, Mounted:QRoof QGround, Tilt: 0 YON, RMA: 0 YO N,
Battery:OYO N, Panel Upgrade: Oy ON
Other: The 30 SF deck noted above is the landing pad at top of stairs.
PRIMARY APPLICANT PROPERTY OWNER
Name: Clayton S. Zaccaglini, Calprop Group, Inc. Name: Elizabeth Phillips & Randall K. Phillips
Addrt!~: Addrwl'i,-: 2637 Davis .,-'\venue ----------------City: Carlsbad State: CA Zip: 92009 City: Carlsbad State: CA Zip: 92008-1454
Phone; 760-450-6885
Emall: clay@calprop.com
DESIGN PROFESSIONAL
Name: De La Riva Design & Build LLC
Address: 2305 Sweetwater Road
City: Sprin Valley State: CA Zip: 91977
Phone: 619-554-6422
Email: delariva_design@yahoo.com
Architect State License: Principal Designer, NA
Phone; 760-803-6431 & 760-917-9112
emall: rkp353@yahoo.com & fabalizevents@gmail.com
CONTRACTOR OF RECORD
Business Name: Calprop Group, Inc.
Address: 6526 Vispera Place
City: Carlsbad State: CA Zip:_9_2_o_o9 ___ _
Phone: 760-450--6885
Emall: clay@calprop.com
CSLB License #: 1054540 Class: B -------
Carlsbad Business License# (Required): BLRE007967-06-2020
APPLICANT CERTIFICATION: I certfjythat I have read the application and state that the above information is correct ona rno, me lflJDrmimon 01 me p11Jns is accurate. I
agree to comply with all Qty ordinances and State laws relating to building construction.
NAME (PRINT): Clayton s. Zaccag/ini SIGN·~ ~~ DATE: 05/13/2022
1635 Faraday Ave Carlsbad, CA 92008 Ph; 442-339-2719
REV. 04122
Oocumellt Ref. HJOCl•XW42.Z03LG-CWBIJ8 Page4ol17
THIS PAGE REQUIRED AT PERMIT ISSUANCE PLAN CHECK NUMBER: ______ _
A BUILDING PERMIT CAN BE ISSUED TO EITHER A STATE LlCENSF.D CONTRACTOR OR A PROPERTV OWNElt IF TH£ PERSON SIGNING
THIS FORM IS AN AGENT FOR EITHER ENTITY AN AUTHORIZATION FORM OR LETTER IS REQUIRED PRIOR TO PERMIT ISSUANCE.
(OPTION A): LICENSED CONTRA(JOR DECLARATION;.
lherebyaffirm underpenaltyof perjurythatl amlicensedunderprovislo~of Chapter9 (commendngwith Section 7000) ofDlvision 3
of the Business and Professions Code, and my license fs in full jorceand effect. I also affirm underpenaltyof perjuryone of the
follow;ns dec:laratfons (CHOOSE ONE):
0 I have and wdl maintain a certificate of consent to self•insure for worl«>rs' compensation provided by Section 3 700 of the Labor C.ode, for the performance of the
wort which !his permit Is lssued. Policy No.,. .........• --·····-····· ---·-.. ·-·······-----------------·-··-·-----·-----
-OR-
O l have and will maintain worker's compensation, as required by Section 3700 of the Labor Code, for the performance of the work for whlch this permit is Issued.
Mywprkers' compensation Insurance carrier and policy number are: lnsuram:eCompany Name:----------------------•
Policy No. __________________________ Expiration Date:----------------•
-OR-
rxl Certificate of Exemption: I certify that In the performance of the work for whkh 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: FaUu re to secure workers compensation coverage Js unlawfu I and shall subject an employer to
crlml nal penalties and dvll fines up to $100,000,00,. ln addition the to the cost of compen.satlon, damageS, as provided for In Section 3706 of the tabor Code,
Interest and attorney's fees.
CONSTRUCTION LENDING AGENCY, If ANY:
I hereby atrim1 that there Is a construction lending agency for the performance of the wone. this pem1it is lssued (Sec. 3097 (i) Civil Code).
Lender's Name: Lenders Address: ____________________ _
CONTRACTOR CERTIFICATION." The applicant certifies that all documents and plans clearly and iccoratelv show all existillll and proposed bulfdlngs, strLllltures, acceH rOilds, and
uttllth,,;/utlllty easements. All propaoed modifications and/or additions are clearly labeled on the site plan. Any potentfally existing detail within these plans locooslstent with the sllle plan are
not approved for oonWuctlon and may be r(!(!ulred to be altered or ramoved. The city's approval of the appttutlon is based on the premise that the submitted doc;uments and plans show
the eorrer.t dimensions of; the property, bulldfngs, structures and their ,etbacks from property Unes and from om, another; aecfiS roads/easements, and utilities. The ~xlstlr,g end proposed
u,e ofeach buildfngasstated ls true and correct; all easementund olher enrumbrances lo dwelopmenthav,, been accurately shoWn and labeled"' well llS all or,-sli.. aradlng/slte prefl"ratlon.
All Improvements e~lstlns on the propertywe,e completed In accordance with all regulations In existence at the time oftbe!t consttuction, unless otherwtsec noted.
NAME (PRINT): Clayton s. Zaccaglini ,.. • DATE: 08/09/2022
NPte: If the person ilgnlng above Is an authorlaed agent for the contractor rovld11 a I
(OPTION 8-): OWNER-BUILDER DECLARATION:
I hereby affirm that I am exempt from Contractor's License Law for the following reason: D I, as owner or the property or my employees with wages as their sole compensation, will do the work and the structure ls not Intended or offered for sale (Sec.
7044, Business and Professions Code: The Contractor's license Law does flOt apply to an owoer of property who builds or improves thereon, and who does such
work himself or throush 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-
□ I, as owner of the propertv, am exclusively contracting with Uc!lnsed conttattors to co~truct 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 Cont.-actor's license Law).
-OR-
DI am exempt under Business and Professions Code Divtsk>n 3, Chapter 9, Article 3 for this reason:
er Builder Acknowledgement and Verification Form" is required for any permit issued to a property owner.
By my si ure below I acknowledge that, except for my personal residence in which I must have resided for at least one year prior to co111pletlon of the
. ements cowred by this peonlt, I cannot legally sell a structure that I have built u5 an owner-builder If it has not been constructed in its entirety by licensed
contractors. J understand that a copy of theapplfcable /aw, Sect ton 7044-of the Bus/nessand Prof essfons Code, /$ available uponrequestwhen this oppltcatfon Is
submftted or at the fol lowing Web site: http:llwww.leginfo.ca, gov/ caiaw.html.
OVVNER CERT/FICA nON: lhe applk;antosrllfles thi>t all documents and plaM dearly and aca.1ratelv show all exlstlnt and proposed buildings, structures, aoceu roads, and utilltles/utlllty
easements, All proposed modtflcatlons and/or addftions ere dearlv labeled ·on the site plan. Any pot,indetty'e~l~tlng ~tall within these plans fnoonslstent with the site plan are not approved
for =structlon and may be required to be altered or removed. The city's ap/)10\/al of the apPlfcatl-On Is based on the premise that the subrhllted docurrWlnCs and plans show the corre<:t
dimenslo!l$ of; the property, bulfdlngs, wuctures and their setbacks from property fines and from one another; accHs rosdl/easements, and utllttles. The existing ~nd proposed use of each
burldll'\8 811 stall!d Is true-and correct; all easements and other encumbrances to dervelopment have b&en accurately shown and labeled as well a$ all or1-slte grading/site pniperation. All
Improvements existing oothe property were complelfld tn accordance with al! regulatfo11$ In existence 111 the time of their wnwucllon, unless oth~wls.e no111d.
Note: lfthe above Is al'! authorized owner Include form B-62 sl owner.
1635 Faraday Ave Carlsbad, CA 92008 Ph: 442-339-2719
2
REV. 04/U.
Document Rst HJDCl•X\IV42•ZOOLG--CWBUS Paga5()f11
( City of
Carlsbad
OWNERS
AUTHORIZED
AGENT FORM
8-62
Development Services
Building Division
1635 Faraday Avenue
442-339-2719
www.carlsbadca.gov
OWNER'SAUTHORIZED AG{NTFORM
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 behalt
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.
Detached Garage Extension & New 499 SF ADU Built Above It
Scope of Construction Project (or Description of Work]: ___________________ _
2637 Davis Avenue, Carlsbad, CA 92008-1454
Fruj~Li LULdiiur1 ur Auul~!,!,; -----------------------------
Clayton S. Zaccaglini, Calprop Group, Inc. 760-450-6885
Name of Authorized Agent: CSLB 1054540 Tel No. ________ _
6526 Vispera Place
Address of Authorized Agent: ____________________________ _
Carlsbad.CA 92009
I declare under penalty of perjury that I am the property owner for the address listed above and I personally filled
out the aoove information anci certify its accuracy.
Eltz..O\\:,eH" Phillips Property Owner's Signature: ____________________ Date: ______ _ 2022-05-14
Ret1<tlal1 K. Pltil/ipr 2022-05-14
1
Document Ref: HJDCI-XVV42-ZD3LG-CWBUB Page 1 of 17
( City of
Carlsbad
Development Services
Building Division
1635 Faraday Avenue
760·602-2719
www.carlsbadca.gov
In accordance with Chapter 17 of the callfornla Bullding Code the ~llr'fi'lg must be completed when work being performed
requires special Inspection, structural observation and constructiOA'm.aterlal ~ting.
l :, I; .• ',,' ,_
ProjecVPermit: ---------~ P . ct Add 2637 Davis Avenue, Carlsbad, CA 92008-1454 roJe ress: ________________ _
A. THIS SECTION MUST BE COMPLETED BY THE PROPERTY OWNER/AUTHORIZED AGENT. Please check if you are Owner-Builder
.!Isl. (If you checked as owner-builder you must also complete Section B of this agreement.)
Name: (Please print,___R_a_n_da_l_l _K_&_E_li_z_a_b_e_th_P_h_ill_ip_s ______________ _
(First) (M.J.J (Last)
Mailing Address: 2637 Davis Avenue, Carlsbad, CA 92008-1454
Email· rkp353@yahoo.com & fabalizevents@gmail.com Phone: 760-803-6431 & 760-917-9112
I am: ■Property Owner □Property Owner's Agent of Record □Architect of Record □Engineer of Record
State of California Registration Numbe • Expiration Date: _______ _
AGREEMENT: I, the undersigned, declare under penalty of perjury under the laws of the State of California, that I have read,
understand, acknowledge and promise to comply with the City of Carlsbad requirements for special inspections, structural
observations, construction materials testing and off-site fabrication of building components, as prescribed in the st~t of
special inspections noted on the approved plans and, as required by the California Building Code. ,,,-
Signature: EHz_~1.et:hJ~0,tili . Date: 2022-05-14 I •
Ra«tlatt I(. PAil/ipl 2022-os-14 -
8. CONTRACTOR'S STATEMENT OF RESPONSIBILITY (07 CBC, Ch 17, Section 1706). This section must be completed« th'\
contractor I builder/ owner-builder. "-'
Contractor's Company Name:. _________________ Please check if you are OWner-BuilderJ(
Name: (Please print) __ R_a_n_d_a_l_l _K_&_E_l_iz_a_b_e_th_P_h_il_li_p_s ________________ ~
(First) (M 1) (Last)
Mailing Address: 2637 Davis Avenue, Carlsbad, CA 92008-1454
Email: rkp353@yahoo.com & fabalizevents@gmail.com Phone· 760-803-6431 & 760-917-9112
State of California Contractor's License Number: _________ Expiration Date: ______ _
• I acknowledge and, am aware, of special requirements contained in the statement of special inspections noted on
the approved plans;
• I acknowledge that control will be exercised to obtain conformance with the construction documents approved by the
building official;
• twill have in-place procedures for exercising control within our (the contractor's) organization, for the method and
frequency of reporting and the distribution of the reports; and
• I r<>rtih1 ff,,.t I u1ill h<>lf<> ,:a n11,:alifiA~ non:,nn 1A1ithin n11r Ith<> ,.,,n♦r,.,-tnr'c,\ nrn<>ni7,atinn tn <>var,-ic<> c11,-h t'nntrnl •.... -.·~•:, ................. ,._ .......... ..., ......... ,.,■--I"' ................. , .. ,.i.., .. , --· , ... ,_ .._._,,.,,,. __ ., __ ..... , -•-t,-••~---.. ·-·· ...... -............ ._.._. ----·· .... ._ ..... , ..... .
• I will provide a final report I letter in compliance with CBC Section 1104.1.2 prior to requesting final
Inspection.
f.l1£.,:?\\:if'"\"i1\ PhilHo~ 2022-05-14 Signature~· __________ 1 ___________ Date: __________ _
Ra1<a'att K. Pltil/ipl 2022-05-14
B-45 Page 1 of 1 Rev. 08/11
Document Ret. HJDCI-XW42,ZD3LG-CWBUB Page 13 of 17
DATE: August 3, 2022
JURISDICTION: Carlsbad
• lW
lNTERWEST
A SAFEbl.lilf COMPANY
PLAN CHECK#.: CB-CBR2022-l 784.RC2
PROJECT ADDRESS: 2639 Davis Avenue
SET III
PROJECT NAME: Clayton Res ADU
□ APPLICANT
□ JURIS.
~ The plans transmitted herewith have been corrected where necessary and substantially comply
with the jurisdiction's building codes.
D The plans transmitted herewith will substantially comply with the jurisdiction's codes
when minor deficiencies identified below are resolved and checked by building department staff.
D The check list transmitted herewith is for the applicant's information. The plans are being held at
lnterwest until corrected plans are submitted for recheck.
D The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant
contact person.
D The applicant's copy of the check list has been sent to the jurisdiction at:
~ lnterwest staff did not advise the applicant that the plan check has been completed.
D lnterwest staff did advise the applicant that the plan check has been completed.
Person contacted: Telephone#:
Date contacted: (by: ) Email:
Mail Telephone Fax In Person
0 REMARKS: Set Ill Partial Set slip sheeted into Set II
By: Greg Favereaux, P.E.
lnterwest
Received on: -
Enclosures:
9320 Chesapeake Drive, Suite 208 ♦ San Diego, California 92123 ♦ (858) 560-1468 ♦ Fax (858) 560-1576
-
DA TE: July 20, 2022
JURISDICTION: Carlsbad
PARTIAL • ft\!
JNTEl'IWESI
PLAN CHECK#.: CB-CBR2022-1784.RC1
PROJECT ADDRESS: 2639 Davis Avenue
PROJECT NAME: Clayton Res ADU
SET: II
D The plans transmitted herewith have been corrected where necessary and substantially comply
with the jurisdiction's codes.
D The plans transmitted herewith will substantially comply with the jurisdiction's codes
when minor deficiencies identified below are resolved and checked by building department staff.
~ The check list transmitted herewith is for the applicant's information. The plans are being held at
lnterwest until corrected plans are submitted for recheck.
D The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant
contact person.
~ The applicant's copy of the check list has been sent to the jurisdiction at:
D lnterwest staff did not advise the applicant that the plan check has been completed.
~ lnterwest staff did advise the applicant that the plan check has been completed.
Person contacted: Clay Zaccaglini Telephone#: 760-450-6885
Date contacted: (by:
Mail Telepl1one Fax In Person
0 REMARKS:
By: Greg Favereaux, P.E.
lnterwest
Received on:
Email: clay@calprop.com
Enclosures:
9320 Chesapeake Drive,, Suite 208 ♦ Sa11 Diego, Califorr,ia 92123 ♦ (858) 560-1468 ♦ Fax (858) 560-1576
-.
Carlsbad CB-CBR2022-1784.RC 1
July 20, 2022
NOTE: The items listed below are from the previous correction list. These remaining items
have not been adequately addressed. The numbers of the items are from the previous check
list and may not necessarily be in sequence. The notes in bold font are current
PLANS
1. Please make all corrections, as requested in the correction list. Submit FOUR new complete
sets of plans for commercial/industrial projects (THREE sets of plans for residential projects).
For expeditious processing, corrected sets can be submitted in one of two ways:
a. Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad
Building Department, 1635 Faraday Ave., Carlsbad, CA 92008, (760) 602-2700. The
City will route the plans to lnterwest and the Carlsbad Planning, Engineering and Fire
Departments.
OR;
b. Bring TWO corrected set of plans and calculations/reports to lnterwest, 9320
Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468. Deliver all
remaining sets of plans and calculations/reports directly to the City of Carlsbad Building
Department for routing to their Planning, Engineering and Fire Departments.
NOTE: Plans that are submitted directly to lnterwest only will not be reviewed by the City
Planning, Engineering and Fire Departments until review by lnterwest is complete.
2. Provide item-by-item responses on an 8-1/2-inch by 11-inch sheet(s) clearly and specifically
indicating where and how each correction item has been addressed (vague responses, such
as "Done" or "See plans," are unacceptable)
EXITS, STAIRWAYS, AND RAILINGS
3. Provide stairway and landing details. Section R311.7.
a) Maximum rise is 7-3/4" and minimum run is 10", measured from the nosing projection. Where
there is no nosing, the minimum run is 11 ".
b) Minimum headroom is 6'-8".
c) Minimum width is 36".
d) The greatest riser height within any flight of stairs shall not exceed the smallest by more than
3/8 inch. The greatest tread depth within any flight of stairs shall not exceed the smallest by more
than 3/8 inch.
RC1: Also include construction/structural details. Plans show 2x12 @ 12" o.c. stringers
from foundation level up to 4x10 beam at landing, etc. Provide details showing
stringers to the stair footing, and connections to of stringers to the 4x10 beam at the
top of the landing/deck.
MISCELLANEOUS
Carlsbad CB-CBR2022-1784.RC1
July 20, 2022
4. Please indicate here if any changes have been made to the plans that are not a result of
corrections from this list. If there are other changes, please briefly describe them and where
they are located in the plans.
• Have changes been made to the plans not resulting from this correction list? Please
indicate:
Yes □
5. The jurisdiction has contracted with lnterwest, located at 9320 Chesapeake Drive, Suite 208,
San Diego, California 92123; telephone number of 858/560-1468, to perform the plan review
for your project. If you have any questions regarding these plan review items, please contact
Greg Favereaux, P.E. at lnterwest. Thank you.
MIKE SURPREN'ANT &: ASSOCIATES
Consulting St:ructuraJ Engineers
STRUCTURAL CALCULATION
(Structural Corrections)
Project:
Davis ADlJ
2637 Davis Avenue
Carlsbad, CA 92008
Prepared for:
Clay Zaccaglini
Calprop Group, Inc.
6526 Vispera Place
Carlsbad, CA 92009
Project No.:
22102
Date:
July 21, 2022
RECEIVED
JUL 2 2 2022
CITY OF CAF\LSBAD
BUILDING Dl\/!SION
CBR2022-1784
2639 DAVIS AVE
2639 DAVIS: NEW ADU (62 SF) ADDITION TO EXISTING
DETACHED GARAGE (499 SF) ADDITION FOR 2ND FLOOR
ADU
1552720600
7/22/2022
CBR2022-1784
> t--0
Mike Surprenant
& Associates
Consulting Srrncmral Fngincns
DAVl~
Correction Response
ADU ZZI 02
U Correction RC 1: The LOR has ,iddcd the rn1uestcd st.air cktaib to th~-plan.
Ple:1se sec 15/SD02 and 1(,/SD02 .. \dditionallv, a footing b.ls bcrn added to the
base of the stringers on sheet SOlU to match the provided dct:llL Lastly, the LOR
bas restamped slwl'tS sno1, S002, som, SDOI, and SD02 to include our latest
2024 stamp.
MIKE SURPRENANT & ASSOCU
Consulting Structural Engineers
STRUCTURAL CALCULATIONS
,e;:;..-------
Project:
Davis ADU
2637 Davis Avenue
Carlsbad, CA 92008
Prepared for:
Clay Zaccaglini
Calprop Group, Inc.
6526 Vispera Place
Carlsbad, CA 92009
Project No.:
22102
Date:
May S. 2022
----
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9975 Dusincsspark Avenue. Suite A San Diego, California 92131 Tel. (858) 693.0757 • Fax. (858) 693.0758
MIKE SURPRENANT
& ASSOCIATES
Consulting Structural Engineers
JOB .... J28Vl ~ ADV 22102
I SHEET NO. ____________ _ OF_-='2.,:.....,--::c-----
CALCULA1ED av ___ T_§ ____ DATE 05, os-· 2-2..->
CHECKED BY ____ J_i ____ DATE ______ _
TABLE OF CONTENTS
PAGE
2 I. PROJECT SCOPE ....................................................................................... --~
2. DESIGN CRITERIA SUMMARY .................................... ·········· ................... , .... . 3
3.
4.
5.
6.
7.
DESIGN LOADS ......................................................................................... .
VERTICAL ANALYSIS;
A. HORIZONTAL MEMBER DESIGN (REAMS, HEADERS, JOISTS, ETC.J ......... _5 __
B. VERTICAL MEMBER DESIGN (COLUMNS, STIJDS, ETC.) ........................ .
LATERAL ANALYSIS:
A. SEISMIC /W!NDCOEFFIClENTS ................ --.......................... .
B. W,, (DEAD LOADS)................. . .. .. .. . . . .. . . . .. ............................ .
C. LATERAL LOAD DJSTRIBIJTJON ..................................................... .
D. LATERAL LOAD-RESISTING DESIGN·
I. SHEARWALL DESIGN ........... , ........................................... .
IL CANTILEVERED STEEL COLUMN ELEMENTS ................. .
/ 'J,.
-~._LJ .....
__j_f__
-·--LS"' __
HI. STEEL MOMENT FRAMES............ . . . . . .................................. --·---···-··
FOUNDA TJON DESIGN:
A. CONTINUOUS FOOTIN<iS .................................................................. _l'l -
B. SPREAD FOOTINGS ....... ,............. .. . . . .. . . .. . . . . . . . . .. . .. . ... ... .. . .. .. . . . . . . .. .... . .. ..11. ... .
C. RETAINING WALLS ....................................................................... .
D. SPECIAL SYSTEMS ... : ..................................................................... .
I. GRADE BEAMS .... ............. . . .............................. ___ _
ll. DEEPENED PIERS ................... ··--·--····--··--·--.................... .
SCIIED\JLES ................................................... , . .. . .. . ...... ......... .. ........ .. . . . . .. ... . -:z.,:;i...
/\ SIIEARWALL SCHEDULh.......... ........ .... ..... ..... ... ..... .. .. ... ....... ... ........ -Z3
B. HOLD DOWN SCHEDL1LL........... . . . . . . . . . . .. . . . . . .. . . . . . . . .. .. . . . . . . . . . . . . . .. . .2-'f ...
l'. SPREAD FOOTING SCHEDULE . . .. . .. . .. . . . . .. . . . . .. .. ... .... .. . . . . .. .. . ... . . 2-?._
Mike Surprenant
& Associates
Consulting Structural Engineers
Joh ___________ 2~2_J_0_Z __
Sheet No. __________ of 7,.,5"
Calculated hy ________ Date ____ _
Checked by _________ Date ____ _
Scak _________________ _
PROJECT SCOPE
□ Provide vertical & lateral load calculations for a proposed second-story ADU
addition over an expanded existing detached one-story garage located at 2637 Davis
Avenue, California 92008. Residence to be constrnctcd utilizing primarily wood-
frame construction. Roof framing to consist of a combination of conventional
stick-frame and prefabricated wood trusses to be designed by other, and the
foundation system to consist of a concrete slab-on-grade w-ith shallow perimeter
footings. A soils report was provided for this project. Therefore, the foundation
design will be based on the minimum soil bearing capacity as specified in the soils
report. Mike Surprenant & Associates makes no representations concerning the
suitability of the soils and/ or minimum soil values allowed by the CBC
These calculations have been prepared for the exclusive use of Clay Zaccaglini
and their design consulta.nts for the specific site listed above. Should
modifications be made to the project subsequent to the preparation of these
calculations, Mike Surprenant & Associates should be notified to review the
modifications with respect to the recommendations/ conclusions provided
herein, to dete1mine if any additional calculations and/ or recommendations are
necessary. Our professional services have been performed, our findings
obtained, and our recommendations prepared 111 accordance \Vith generally
accepted engineering principles and practices.
MIKE SURPRENANT
& ASSOCIATES
22/02 JQB __________________ _
3 2-< SHEETNO _________ OF ______ _
Consulting Strucrural Engineers CA!.CUlATED BY _____ _ DATE ______ _
GOVERNING CODE:
CONCRETE:
MASONRY:
MORTAR:
GROUT:
R£iNFORCINC STEEL:
STRUCTURAL STEEL:
WELOING:
SAWN LUMBER:
I-JOISTS:
MICRO LLAMS/
PARALLAMS/
TIMBERSTRAND
GLULAMS:
SOIL:
CHECKEDBY _________ DATE ______ _
SCALE------------------
DESIGN CRITERIA SUMMARY
2019 C.B.C.
fr·~ 2500 PSI, NO SPECIAL INSPECTION REQ'D, (Li.NO.)
ASTM C90, f'rn = 1500 PS!, SPECIAL INSPECTION RE:Q'D (U.N.O.)
ASTM C270, fr= 1900 PSI, TYPES
ASTM Cl 019, f'r cc 2000 PSJ
ASTM A615, Fy ~ 40 KSI FOR #3 AND SMALLER
ASTM A6l5. Fy = 60 KSI FOR #4 AND LARGER (U.N.O.)
ASTM A992, F, = 50 KSl (ALL ·W' SHAPES, ONLY)
ASTM A36, Fy = 36 KSJ (STRUCTURAL PLATES, ANGLES, CHANNELS)
ASTM A500, GRADE B. F, "=-46 KSI {STRUCTURAL TUBES-HSS)
ASTM A53, GRADE R, F, = 35 KSI (STRUCTURAL PIPES)
E70-T6-TYP. FOR STRUCTURAL STEEL
E90 SERIES FOR A6I5 GRADE 60 REINFORCING BARS
DOUG FIR LARCH, ALLOWABLE UNIT STRESSES PER THE NDS.
BOISE CASCADE -rec ESR-1336 -(BCI JOIST)
BOISE CASCADE -JCC ESR-!040 -(VERSA-LAM)
DOUGLAS FIR OR DOUGLAS FlR1HEM
GRADE 24F-V4 (SIMPLE SPANS) GRADE 24F-V8 (CANTILEVERS)
0 EXISTING NATURAL SOIL VALUES PER CBC TABLE I 806.2
SOIL CLASSlFICAT!ON -____ _
~OILS REPORT BY: 5~rril (reo+uhnic~I Suvias,lric ·~-
DA!l:.D: _1/14/ 1,0fZ_
ALLOWABLE BEAR!N<i PRESSURE
ACTJVE SOIL PRESSURE (CANTILEVER)
ACTIVE SOIL PRESSURE {RESTRAINED)
PASSIVE SOIL PRESSURE
COEFFICIEN-! OF FRICTION
J,500 PSF
___ PCF
---~-PCF
PCF
0 PAOOIJCT 201
'.f:.\~i,w;
........ '-. -· -i
MIKE SURPRENANT
& ASSOCIATES SHffTNQ ____ 'J __ _
2 2 JO Z
Consulting Stnictural Engineers CALCULATED BY __ _ ---~ DAT[ ____ _
DATE. ____ _
ROOF
DEAD LOAD:
SCALE
DESIGN LOADS
MATERIAL:
SLOPE:
CASE 1
LOMP
ROOFING MATERIAL ......... -.•···-················ .. ···········......................................... b.O
SHEATHING ........................ -.. --·-·---·-.. --.......................................................................... 1.5
RAFfERS/C.J. (or) TRUSSES ........ ___ ......................................... .. .... .. ........................ 4.0
INSULATION ................... "................................................................................................ 1.5
DRYWALL .......................................................................................................................... 2.5
OTHER (ELEC., MECH., MISC.) ............. ·---... -... ·-·-· ............................................. -....... _~0.-5_
PSF
TOT AL DEAD LOAD: J b .0 PSF
LIVE LOAD: 20 .0 PSF
TOT AL LOAD: lt, .0 PSF
FLOOR MATERIAL:
DEAD LOAD:
FLOORING FINISH _ ·-.. -.............................................................................................. ..
LT. WEIGHT CONCRETE ( __ in.} ........................................................................... .
SHEATHING ............................................................................... ,. .............. ----
JOISTS ........................................................................ _ ................................ _ ................... .
DRYWALL ......... _ ........................................................................................................... ..
OTHER (ELEC., MECH., MISC.) ................................................................................... ..
TOT AL DEAD LOAD:
LIVE LOAD:
TOTAL LOAD:
EXTERIOR WALL FINISH:
STUDS ............................................................................................................................ .
DRYWALL ....................... , ............................................................................................. .
INSULATION _ .............................................................................................................. .
EXTERJOR RNISH ............................................................................................... .
OTHER ......................................................................................................................... .
TOTAL LOAD:
INTERIOR WALL
FLOOR
~QQQ
'9.o PSr
2.0
3.5
2.5
3.0
j ,; .0 PSF
40 .Q PSF
6.5 .0 PSF
sfvuo
1.0 PSF
2.5
1.5
ID .0
l.0
lb .0 PSF
CASE 11
PSF
1.5
4.0
1.5
2.5
0.5
.0 PSF .o PSF
.0 PSF
Y.E,gi
WOOD
4.0 PSF
2.0
3.5
2.5
J.Q
IS .0 PSI'
bo.o PSF
=,s .o PSF
1.0 PSF
2.5
1.5
.0
1.0
.0 PSF
STUDS .......................................................................................................................................... ,... ... 1.0 PSF
DRYWALL .................................................................................................... -....................... ... ....... ......... 5.0
OTHER ................................................................................................ , ...................................................... __ J.0
TOT AL LOAD: r.0 PSF
2Zt0Z JOB ________ _
MlK.li SURPRENANT
& ASSOCIATES
Consulting Structural Engineers
SHEG ~;e _____ , _____ Of-2"fL
CAtCUlATED BY ___ l~~'t----DATE ______ _
CHECKED SY _________ DATE ______ _
SCI\LE ___________________ _
HORIZONTAL MEMBER DESIGN
LEVEL: IZOOF
MEMBERS:___,_1--t-'-'tA~D..;::f.~fl. ____ _
SPA N= _ __.,j __ FT.
rn----lll\lFORM LOAD
0 POINT LOAD (CENTERED)
0 C! lSTOM LOADlNti 1.SEL OlAt,RAMl
W1 = (2~/z.)(~r-,t):. 622. f'lf ( i.iZP/t'IOLr)
W2 =
P1 =
P2 =
USE: _ _.;.4_"_1_0 ___ GRADE: 4t I C:. __ _
ALT: GRADE: _____ C: ___ _
LABEL: ___ _ SPAN= ____ FT.
0 l 1NIHJkM LOAD
0 POIN J LOAD 1CEXlERED)
0 Cl ISTOM LOADING (SEE UIA(iRAM)
W1 ...-
W2 ·~
USE: _______ GRADE: _____ C: ___ _
ALT: GRADE: C: __ _
LABEL: ___ _ SPAN= ____ FT.
0 ll~IFORM LOAD
□ l'OINt LOAD iCENTERF.DJ
0 ct :s IUM I OADING (SH·. DIA< iR.AM 1
W1 C.
W2 C
P1
Pi
USE: _______ GRADE: _____ C: ___ _
ALT: GRADE: C: __ _
~ 1
RL-23'J/ lb~
OL= lbs
LLa= lbs
LL= lbs
~ 1
RL= lbs
DL lb~
LLR= lbs
LL~ lbs
Rr.
l>L
------····-···-lhs
___ lbs
~ 1
Rx'"' 23'Z/ lbs
DL= lbs
LLR= lbs
LL= lbs
~ 1
RR~ lbs
DL~ lbs
LLR"" lbs
LL~ lbs
1
RR"___________ lhs
DL~ ____ lh~
LLR"' lb~
LL-·-lbs
Project Title:
Engineer:
Davis ADU
TG
Project 10:
Project Oascr:
2210~
Sheet No . ~-of 2. "'>
[wood Beam
LICII: KW-060164=7e~_=eu~ild-·20~.22-.4~.1-6 _____ _ --·-MIKE SUPRENAr-if&ASSOClATES
DESCRIPTION: RH-1
CODE REFERENCES
Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16
Load Combination Set: ASCE 7-16
Material Properties
Project File: Dav'.~~~-~_]
(c) ENERCALC INC 1983-2022
Analysis Method : Allowable Stress Design
Load Combin<11ion ASCE 7-16
Fb,.
Fb •
1,350.0psi
1,350.0psi
925.0psi
625.0psi
170.0psi
675.0psi
E • Modulus of Elasticity
Wood Species
Wood Gr<1de
Beam Bracing
Douglas Fir-Larch
No.1
Fe-Pr11
Fe· Perp
Fv
Ft
Beam is Fully Braced against lateral-torsional buckling
4x10
Span ~9.0 ft
-------··-----------•-----
Ebend-xx 1,600.0ksi
Eminbend • xx 580.0ksi
Density 31.210pcf
A.,pplied Loads ____ ____ Service loads entered Load Factors will be applied for calcula1,ons.
Beam self weight calculated and added to loading
Uniform Load : D = 0.2320, Lr= 0.290 , Tributary Width = 1 .0 ft, (W 1)
DESIGN SUMMARY
M;:,ximum Bending Stress Ratio = 0.638 1 M6x,mum Sh8dr Stress Ratio
Section used for this span 4x10 Section used for this span
fb: Actual = 1,287.79psi fv: Actual
Fb: Allowable ,.. 2,025.00psi F11: Allowable
Load Combination +0,.Lr Load Combination
Location of maximum on span = 4.500ft Location of maximum on span
Span # where maximum occurs = Span# 1 Span # where maXimum occurs
Maximum Deflection
Max Downward Transient Deflection 0.117 in Ratio= 926 >=360 Span: 1 . Lr Only
Ma)! Upward Transient Deflection Qin Ratio= C<360 nla
Max Downward Total Deflection 0.213 in Ratio= 507>=240 Span; 1 : ,.O+Lr
Max Upward Total Deflection O in Ratio= 0<240 n/a
Maximum Forces & Stresses for Load Combinations
=
=
=
=
=
Desi n OK
0.432: 1
4x10
91.78 psi
212.50 psi
+D,.Lr
8.245ft
Span# 1
Load Combination ·1vrax·srress R'atios .. ·----------rJooieiifVaTues --• SffeafValu ~
Segment Length Span# M V Cd CFN C1 Cr Cm CI CL M lb F-;-b V tv F'v . ---------··-··· -------~·----~-------···--------·--OOnly 0.00 0.00 0.00 0.00
Length = 9.0 ft 0.399 0.271 0.90 1.200 1.00 1.00 1.00 1.00 1.00 2.42 581.84 1458.00 0.90 41.47 153.00
+D,.Lr 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0 00 0.00 0.00
Length = 9.0 ft 1 0.636 0.432 1.25 1200 1.00 1.00 100 1.00 1.00 5.36 1,287.79 2025.00 1.98 91.78 212.50
+D+0.750Lr 1.200 1.00 1.00 100 1.00 1.00 0.00 0.00 0.00 0.00
Length = 9.0 ft 1 0.549 0.373 1,25 1.200 1.00 1,00 1.00 1.00 1.00 4.62 1,111.30 202500 1.71 79.20 212.50
+0.60D 1.200 1.00 1.00 1.00 1.00 1.00 0.00 o.oo 0.00 0.00
Length -= 9.0 ft 1 0.135 0.091 1.60 1.200 1.00 1.00 1.00 1.00 1.00 1.45 349.10 2592.00 0.54 24.88 272.00
Overall Maximum Deflections
Load Combination Span Max. " -" Deft Location in Span -Load Combination -Ma~. ·+· Def! Location in Span
,.D+Lr ··-0.2127 4.533 --·-.... ~-----o 0000 o.~
fiAi ---•• ·-... ----·.····· ~ood Beam
UC# : KW-06016476:Build:20.22.4~fil-
0ESCRIPTl0N: RH-1
Vertical Reactions
load Combination
Overall MAXimum ---
Overall MINimum
DOnly
+D+Lr
+O+0.750Lr
+0.60D
Lr Only
Project Title;
Engineer:
Project ID:
Project Descr:
MIKE SUPRENANT & ASSOCIATES
Davis ADU
TG
??101
Sheet No. _1"
Project File: Davls.ec6 \
----,--,--=--·······""' __________ ] (c) ENERCALC INC 1963-2022
Support notation : Far left is #1 Values in KIPS ---·-· -··--------·---··· ·--Support 1 Support 2 ., .. -~2.3'81 ---2.3'8,----
1.305 1.305
1.076 1.076
2.381 2.381
2.054 2.054
0.645 0.645
1.305 1 305
JOB __________ ~ 2,Z,/ oz
MIKE SURPRENANT
& ASSOCIATES SHEETNO _______ ~_<o_ OF z s--
C,onsulting Structural Engineers CALCUUllED BY _____ Ti---=~+-----DATE···-------
CH£Cl(E0 av ________ _ OAT!; _______ _
SCALE __________________ _
LEVEL: FLOO~
MEMBERS: JOI ~i Z.. litl\Df.~
LABEL: f J-1 SPAN= '1-0 FT.
[l("UN!FORM LOAD
0 POINT LOAD (CENTERED)
0 CUSTOM LOADING (SEF DIAGRAM)
W1 ~ 55 p,f @ '' 0.(. (15D/40l)
W2 =
P1 =
P2 =
I¾;' II usE: 1 z gG1 en .. o.c. GRADE: b5M-,. ~ c:. __ _
ALT: _______ GRADE: _____ C: ___ _
LABEL: FH-1 SPAN= lb.~ FT.
(It" UNIFORM WAD
0 POINT LOAD (CENTERED)
□ CUSTOM LOADING !SEF DIAGRA!.,,1)
W1 = (3.6~(?i6r,sf) 1-( q ') ( lbrs.f) i: z:;o p If ( 'J,,O(P /-:,,o l,r)
Wz ~ ( 20/4) (5'5~fJ""' 650 plf (15DP/400L)
Pi"'
P2 =
I II I If
USE: :Vz. "lb11 &Lli GRADE: 24F..-Vi C: STD
ALT: _______ GRADE: _____ C: ___ _
LABEL: ___ _ SPAN= ____ FT.
0 UNIFORM LOAD
□ POINT LOAD (CENTERLD)
0 CUSTOM LOADING (Sf-E DIAGRAM)
W1
USE: _______ GRADE: _____ C: ___ _
ALT: GRADE: C: ___ _
R1,= 550 lhs
DL=.c I £;0 lhs
LL11= __ '":~_lbs
LL= 400 lbs
~ 1
R1. 6 zq, lbs
DL= lbs
LLR=" lhs
LL~ lbs
R1_ ~ _______ lh~
DL · .. ·. _____ _lbs
LLR = _____ lbs
LL~ ___ lh,
1
RR' S5 O lbs
OL, ____ lbs
LLR = _::: ____ lbs
LL= ____ lbs
k 1
RR= __f._2C/ I lhs -DL~ lbs .. __
LLR= lbs
LL= lbs
1
RR ____ lbs
DL ~ ______ lbs
LLR= ___ lbs
LL" _ .. _lbs
BC CALC® Member Report
Build 8410
Job name: Davis (22102)
Address:
City, State, Zip:
Customer:
Single 11-7/8" BCI® 6500-1.8 OF
J01 (Joist)
Dry 11 span I No cant. 112 OCS I Repetitive
Filename: FJ-1
Description:
Specifier:
Designer: Tristan Gamboa
I PASSED I
May 3, 2022 09:20:31
Code reports: ESR-1336 Company: Mike Surprenant & Associates
. . .
20-00-00 B1
Total Horizontal Product Length = 20-00-00
Reaction Summary (Down I Uplift) (lbs)
Bearing Live Dead Snow Wind
B1 , 3-112• 400/0 150/0
B2, 3-1/2" 400 IO 150 / 0
Load Summary
Tag Description Load Tvpe Ref. Start End
1 W1 Unf. Area (lb/ff) L 00-00--00 20-00-00
Controls Summa!l Value
Pos. Moment 2625ft-lbs
End Reaction 550Ibs
End Shear 534Ibs
Total Load Deflection U427 (0.55")
Live Load Deflection L/587 (0,4")
Max Defl. 0.55"
Span I Depth 19.7
Bearing Supports Dim. (LxW)
81 Wall/Plate 3-1/2" x 2-9/16~
82 Wall/Plate 3-1/2" x 2-9/16"
Notes
o/• Allowable
58.4%
38.6%
31.9%
84.4%
81 .8%
55.0%
Value
5501bs
550Ibs
¾Allow
Support
n\a
n\a
Design meets User specified (U360) Total load deflection criteria.
Design meets User specified (U480) Live load deffection criteria.
Design meets arbitrary (1•) Maximum Total load deflection aiterla.
Design based on Dry Service Condition.
BC CALC® analysis is based on IBC 2016 .
Calculations assume member is fully braced.
Page 1 of 1
Duration
100%
100%
100%
n\a
n\a
n\a
%Allow
Member
38.6%
38.6%
Live Dead
Loe. 100o/o 90%
Top 40 15
Case Location
1 10-00-00
1 00-00-00
1 00-03-08
1 10-00-00
2 10-00-00
10-00-00
Material
Unspecified
Unspecified
• •
82
Roof live
Snow Wind Roof ocs
Live
115•;. 160% 125°k
12
Disclosure
Use of 1he Boise cascade Software is
subject to the terms of the End User
license Agreement (EULA).
Completeness and accuracy of input
must be reviewed and verified by a
qualified engineer or other appropriate
expert lo assure its adequacy, prior to
anyone relying on such output as
evidence of suitability for a particular
application. The output here Is based on
building code-accepted design
properties and analysis methods.
Installation of Boise Cascade
engineered wood products must be in
accordance with current Installation
Guide and applicable building codes. To
obtain Installation Guide or ask
questions, please can (800)23U>788
before installation.
BC CALC®, BC FRAMER® , AJS "'.
AllJOIST®, BC RIM BOARD™, BC'®.
BOISE GLULAMTlll. BC FloorValue®.
VERSA-LAM®. VERSA-RIM PLUS® ,
Project Title: Davis ADU
TG Engineer.
Project ID:
Project Descr:
22101
Sheet No D
Wood Beam
LI # : KW-06016476,
DESCRIPTION: FH-1
CODE REFERENCES
Project File: Davis.ec6
MIKE UPRENANT & ASSOCIATE 1983-2022
----------------Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16
Load Combination Set : ASCE 7-16
Material Properties
Analysis Method : Allowable Stress Design
Load Combination ASCE 7-16
Fb +
Fb-
2400psi
1850 psi
1650 psi
E : Modulus of Elasticity
Wood Species
Wood Grade
Beam Bracing
DF/DF
24F-V4
Fc -Prll
Fe -Perp
Fv
Ft
Beam is Fully Braced against lateral-torsional buckling
f 0(0.2) LJ(Q.07) f
3 5x145
Span = 16.50 ft
650psi
265psi
1100 psi
Ebend-><>< 1800ksi
Eminbend -xx 950ksi
Ebend-yy 1600ksi
Eminbend -yy 850ksi
Density 31.21 pcf
0
l
\ )
A lied Loads Service loads entered Load Factors will be applied for calculations.
Beam self weight calculated and added to loading
Uniform Load : D = 0.20, Lr= 0.070, Tributary Width= 1.0 ft, (W1)
Uniform Load: D = 0.150, L = 0.40, Tributary Width = 1.0 ft, (W2)
DESIGN SUMMARY
Maximum Bending Stress Ratio = 0.817. 1 Maximum Shear Stress Ratio
Section used for this span 3.5x16.5 Section used for this span
lb: Actual = 1,960.76psi fv: Actual
Fb: Allowable = 2,400.00psi Fv: Allowable
Load Combination +O+L Load Combination
Location of maximum on span = 8.250ft Location of maximum on span
Span # where maximum occurs = Span# 1 Span # where maximum occurs
Maximum Deflection
Max Downward Transienr Deflection 0 .285 in Ratio = 695>=360 Span: 1 : L Only
Max Upward Transient Deflection O in Ralio = 0<360 n/a
Max Downward Total Deflection 0.542 in Ratio= 365>=240 Span: 1 : +D+l
Max Upward Total Deflection 0 in Ratio= 0 <240 n/a
Maximum Forces & Stresses for Load Combinations
Load Combination menf'\Talues
Segment Length Span# V CFN Ci Cr Cm Ct CL M lb
DOnly
Length= 16.50 ft 1 0.432 0.273 0.90 1.000 1.00 1.00 1.00 1.00 1.00 12.34 932.19
+D+L 1.000 1.00 1.00 1.00 1.00 1.00
Length = 16.50 fl 1 0.817 0.518 1.00 1.000 1.00 1.00 1.00 1.00 1.00 25.95 1,960.76
+D+Lr 1.000 1.00 1.00 1.00 1.00 1.00
Length= 16.50 ft 1 0.371 0.235 1.25 1.000 1.00 1.00 1.00 1.00 1.00 14.72 1,112.19
+D+O. 750Lr+O . 750L 1.000 1.00 1.00 1.00 1.00 1.00
length= 16.50 ft 1 0.613 0.388 1.25 1.000 1.00 1.00 1.00 1.00 1.00 24.33 1,838.61
+0+0.750L 1.000 1.00 1.00 1.00 1.00 1.00
Length= 16.50 ft 0.617 0.391 1.15 1.000 1.00 1.00 1.00 1.00 1.00 22.55 1.703.61
+0.600 1.000 1.00 1.00 1.00 1.00 1.00
Length = 16.50 ft 0.146 0.092 1.60 1 000 1.00 1 00 1.00 1 00 1 00 7.40 559.31
Design OK
= 0.518: 1
3.5x16.5
--137.16psi
= 265.00 psi
+D+L
= 0.000ft
= Span# 1
F'b V fv
0.00 0.00 0.00 0.00
2160 00 2.51 65.21 238 50
0.00 0.00 0.00 0.00
2400.00 5.28 137.16 265.00
0.00 0.00 0.00 0.00
3000.00 3.00 77.80 331 .25
0.00 0.00 0.00 0.00
3000.00 4.95 128.61 331 .25
0.00 0.00 0.00 0.00
2760.00 4.59 119.17 304.75
0.00 0.00 0.00 0.00
3840.00 1.51 39.12 424.00
Wood Beam
LIC# : KW-00016476. Bulld:20.22.4.16
DESCRIPTION: FH-1
Overall Maximum Deflections
Project TiUe:
Engineer:
Project ID:
Project Descr:
MIKE SUPRENANT & AS OCIATE
Davis ADU
TG
22101 Sheet No _ll _of -i.~
Project File: Davis.ec6
(c) ENERCALC INC 1983-2022
Load Combination
+D+L
Span Max."-" Defl Location in Span Load Combination Max. "+" Defl Location in Span
Vertical Reactions
Load Combination
era Imum
Overall MINimum
DOnly
+D+L
+D+Lr
+0+O. 750Lr+O. 750L
+D+0.750L
+0.600
Lr Only
LOnly
0.5424 8.310
Support notation : Far left is #1 ---------Support 1 Support 2
. 1 6.
3_300 3.300
2.991 2.991
6.291 6.291
3.568 3.568
5.899 5.899
5.466 5.466
1-794 1.794
0.578 0.578
3.300 3.300
0.0000
Values in KIPS
0.000
Mike Surprenant Job ______ 1_2-_1_0_'2.. __ _
& ssoaatcs
Consulting Structural Engineers
Sheet No.
Calculated by __
Checked by ___ _
WIND DESIGN
Main W ind Force Resisting System:
Melhod Used = Analytical Procedure
Maximum Building Height (z) =C=:]Q)feet
Design Wind Speed =c:::::!QQ]mph (100 mph for California)
I<,,= 0.85
I = 1.00
Exposure Category = ,-1 --a""'I (per ASCE-7, 26.7.3)
K,= 0.70
Kz1 = 1.00
G = 0.85
Ge'"= -0.16
Cp = 0.80 and -0.5 {windWard and leeward walls)
41, -1t,.:.!4 pst
p =1 10.531psf (Note: Reduced by factor of 1.6 for ASD Design)
Exposure a °'11 a ti" a 6
CHOSEN EXPOSURE = B 7.0 1200 0.14 0.84 0.25 0.45
C 9.5 900 0.11 1.00 0.15 0.65
D 11.5 700 0.09 1.07 0.11 0.80
SEISMIC DESIGN
Date
Date ____ _
C I E
0.30 320 0.33
0.20 500 0.20
0.15 650 0.13
4ffll
30
15
7
I~11e 1.,1 ,.:>1=u.1 l~l=U . .:' l~l-"U,;;J ~l=U.'I , ~1=u.o
Method used = Equivalent Lateral Force Procedure A 0.8 0.8 0.8
Occupancy Category =,;;;2 __ -
R =!6.5
i = 1.0
Site Class =.,._D __ --1
Ss = 1.061 g
s, = 0.385 g
Seismic Design Category (SOS)= D
Seismic Oe5ign C;,tegory (S01) =t!!D-----t
Ta = 0.26
Cs= 0.13
Csmu = 0.29
Csmin= 0.04
Cs9CI =i .. o-,-3-,-..
sec
(1,2.M) (Residential= 2)
(6.5 for wood shear walls)
{Residential = 1.0)
B
C
D
E
(A,B,C,D,E)
(0.2 sec)
(1 sec)
F.= ~
F,= ~
0.8
1.5
2.4
4.2
0.8 0.8
1.5 1.5
2.2 2.0
3.3 2.8
Sos= 0.849 g
So,= 0.492 g
(Use the worst case seismic design category)
p=1 __ , __ 3, ~ v =I o.1211wx
0.8 0.8
0.8 0.8
1.5 1.5
1.9 1.8
2.4 2.2
Z-2102.
MIKE SURPRENANT
& ASSOCIATES
Consulting Strucmral Engineers
SHEE1 NO. ________ \J. -
CALCUlA TED BV ___ -_I -l~e---
CHECKEDi:r, _____ _
SCALE ________ _
Wt (DEAD LOADS)
(SEISMIC)
ROOF WEIGHT:
Diaphragm= ( 1 q1, &' F) (I b p&f):::
Exterior Wall Weight = [ q O 1) ( q/2 J l / b_~~f )~: __
Interior Wall Weight= ( 45 ') ( \rz,) l 1 psf) ..
Total Weight (Tributary to Diaphragm) = __________ _
?,, n"1 FLOOR WEIGHT:
---Of ,z:_..,
DAit
DATE __ _
l 2-16,z
b'1'l0
I "i I g
'1-0bb6
Diaphragm"' ( 500 s;-p) ( 15+p:c.....:if...L_)_., _____________ -=/500
Exterior Wall Weight= ( 'JO ')( ½)(l&ysr)• b4'6"0 12 Z"?o
lnteriorWallWeighl-=' ( 0 ')(~/z){'1 j!f)1-14JC6~ 1'1 Ii
LBS
LBS
LBS
LBS
LBS
LBS
LAS
Total Weight (Tributary to Diaphragm)=-----~----------Z f 15"~ ____ LBS
__ FLOOR WEIGHT:
Diaphragm= ________________ _ _____________ LBS
Exterior Wall Weight= ______________ _ _ ____ LBS
Interior Wall Weight= ______________________________ LBS
Total Weight (Tributary to Diaphragm)= ~---~----------------
TOTAL DEAD LOAD, Wt=--------_____________ '1 J <g 2-4
BASESHEAR,V"" (Q.12.I} +(20VoAddn'IF'.O.S.) Wt= [0.1452-)(41<i"l,--'4=)_=-__ b_0_1'l_
LBS
LBS
LBS
UNIT SHEAR, v = V / Area (Applies to single level structures only)= _ ---------~----PSF
P~Ol)Ct 20/
_,..,\ • Z.2...JOZ
. · '1{; _\_,,,r:jif--MIKE SURPRENANT
& ASSOCIATES SMEFT NQ ____ _ ------------4 or_Z~-5'"' __ _ ,,
... ..;.;.._ Consulting Structural Engineers CAtCULA 1 ED BY T9 OAT[ ___ _
SCALF _
LATERAL LOAD DISTRIBUTION
DIAPHRAGM Fp,= ~(V)
w h, w, h, w4 h~ I w,h; A v,=(fp,/A) LEVEL • ik) (ft) (k-fL) .... ,1-,. (lbs) {ft2) (psf} ,._. Wjll1
ROOF 20.bbb 11 3;J2 O. bb "I OD~ 1" S S.02
t"~ Fl.OOR ZI. l6'b q l"JO 0.31 2-Db~ soo .t\.13 ---·~_J-,LOOR
! • .. Sb'2 LOO i,0?3
V-=----~b~D_1"_3 ___ lbs
~JIBARW ALL DESIGN LATERAL LOAD&
WINDLOAD =
SEISMJC LOAD =
PRESSURE (P) x PROJECTED VERTICAL HEIGHT (h)
STORY SHEAR (v,) x DIAPHRAGM DEPTH (d)
ROOF DIAPHRAGM: A=
WIND: P ___ (psi) x ___ (ft} = ______ (plf)
SEISMIC: v, (p~t) x -~-(ft} = ___ (plf)
E-W: 'j I I
p \o.H (pst)x V.z..r"f tft) = 'fO (pit) WIND:
SEISMIC: v, s.oi (psf) x 2.1,!> {fl) = _J?,_'i,_(plf)
LEVEL DIAPHRAGM:
N-S:
WIND: P ___ (psf) x --.. ·---.. -(fl) = ___ (pli)
SEISMIC: v, (psi) x -···------(ft) = ___ , _____ (plf)
E-W: ii I 't /
p IQ,&;~ (psf) X ~♦ Yz_ (ft) =
N-S:
WIND:
SEISMIC: v, ~.13 (psf) X ___ 2. 0 _ (ft) =
LEVEL lJIAPHRAGM:
'JO (pit)
ii 3. (pit)
WIND: P ___ (psf) x ___ (ft) = ___ (plfJ
SEISM[C: v, _________ (psf) x (ft) = _____ (plf)
E-W:
WlND: P ___ (psf) x -···---·-· _ (ft) = _______ ,, ___ (plf)
SEISMIC: v, ______ (psf) x ___ (ft) "' ___ (pit)
_____ GOVERNS
S[I.Ct-1 IC GOVERNS
____ GOVERNS
S £! ~ t-,1 \~~ GOVERNS
(CIAfl'\l'hl.,I l°'h Vt'. I~)
____ GOVERNS
GOVERNS
0 PR(JDUC T :w
2-Z {OZ JOB ______________ ------
MIKE SURPRENANT
& ASSOCIATES
Consulting Srructura] Engineers
SHEET NO. ____ _ Z,'5'"
DATE
CHECKE:D BY _________ DATE _________ _
SCALE ________ _
SHEARWALL DESIGN
z"LA N S ___ Story Shearwal1s -• Direction llnit Lateral Load, v = 5. 02 psf
Gridline I ). 1.5'
Tributary Area (This Level): ___,(.,__,--,-½-"-)-=-f l~'l_'~)_:: ___________________ ___,.__
Lateral Load (This Level): ___,_(~3-~4~'i~J(~5_. o_z_.) .... ~-------------------'---=__..___
Lateral Load (Level Above): --------------------------=---
3 qq
~003-
Total Load (All Levels), F,"' ------~-
Shearwall(s) Length, L = __ b_._~_'•-~_1 "'_l_l_.s: ____ ft.
Zoo3
Unit Wall Shear, v == F.fL ::: 17" "1 plf
Shcarwall Type: 0 1'?1 p IF L 2-6{) p J.f
Overturning: L = ____ ft. ~kay by Inspection
Uplift=------------------------~ Lbs
Holdown Anchor Type: □
Gridline 2-I
Tributary Area (This Level): ( i 1-5/:z.} ( J'I' j = 3'1q
Lateral Load (This Level): (i~tt1(5.o:z.)" 2003
Lateral Load (Level Above):
10.s Total Load (All Levels), F, = 2..D03
Shearwall(s) Length, L = ft.
Unit Wall Shear, v = FJL = I~ t plf
Shearwall Type: @ I '11 p/f L 2--60 rlf
Overturning: L:::::: ft. V __ Okay by Inspection
Uplift= Lbs
Holdown Anchor Type: □
Gridline
Tributary Area (This Level):
Lateral Load (This Level):
Lateral Load (Level Above):
Total Load (All Levels}, F, =
Shearwall(s) Length, L "' ft.
Unit Wall Shear, v = F,/L = plf
Shearwall Type: <J
Overturning: L:::::: ft. __ Okay by Inspection
Uplift= Lbs
Holdown Anchor Type: □
sq. ft.
Lbs
Lbs
Lbs
sq. ft.
Lbs
Lbs
Lbs
sq. fL
Lbs
Lbs
Lbs
.IOB __ _ 1-2/0Z
MIKE SURPRENANT
& ASSOCIATES
Consulting Structural Engineers
SHFCT NO ---------\l,.,..~ OF_z..~s-=----------
CALCUJ..ATEOBY ______ T __ ~~ ----DATE ______ _
CHECl(EIJBV ___________ OATE ___________ ---
SCALE _____________________ _
' ,:-1 :·
t'lA ___ Story Shearwalls _G __ -_-_rv_ Direction Unit Lateral Load, v = s.oz psr
G-:mline . _ A_ , 2,.Q/ 1 • _
Tnbutary Area (This Level): / i1.6'j{ ½.J-3qq sq. ft.
Lateral Load (This Level): (~111\J{S,02.);. -1,.003. Lbs
Lateral Loa<,! (Level Above):~-_____ ....;._ ____________________ Lbs
Total Load (All Levels), F, = Z003 Lbs
Shearwall(s) Length, L ____ • ·_7-..... 0'-----fi. '
Un.ii Wall Shear, v=F,/L = _ I 00 plf
Shearwall Type: @ . loo_ pl.f L 2-60 p/-F
Overturnhqi:: L == ____ fL
Upiift ==-----,.,-----~--------------Lbs
Holdown Anchor Type:
~ay by Inspectjon
□
Gridline ___ B ___ _
Tributary Alea (This Level):_• -="'(=---1,--=-7-.-· 6..,,.,J'-"£:....~.....::4/2~1'k.a£.j_: ___________ ~ _______ 3_'t~'1~-sq. ft.
LateralLoad(ThisLevel): (1'1"1)/s.o.,_)~ z.003 Lbs
Lateral Load (Level Above): . Lbs
Total Load (All Levels), f, == ____ __:::.2,_0....,,0::....:3=--Lbs
rt. [1.2.s-o.ti.s(¾:)J(i')• s.i.~s
[f.2 5 -o. 12.~ ( 'Ji·)] (3 -:., ... z J,i.s'
Shearwall(s) Length, L =
Unit Wall Shear, v = F.IL = ---"-3-"-D-'~'---plf
Shearwall Type: @ plf L-350 f/F
Overturning: L -:::; --~--ft, __ Okay by Inspection
Up.lift== ( aQ'i) ( ,.L= _____________ 2_?_1_2_ Lbs
Hn.ldown Anchor Type: IIJ ;!. ? :/1-/ b..i L 42-35 lbs ---------------------
Gridline
Tributary Are~ (Thi1,; Level):______ scJ. ft.
Lateral Load (This Leve!): ___________________________ Lbs
Lateral Load (Level Above):__ Lbs
Total Load (All Levels), f,= ________ Lbs
Shearwall(s) Length. L = __________ ft
Unil Wall Shear. v = F,/L == ______ plf
Shearwall Type: CJ -----·--------
Overturning: L "' ____ ft. __ Okay hy lnspcclion
lJplif1 = ________________________________ _
!Jnldo"·n Arn:hor Typ.:: □
.!OB_ ZZ/02..
MJKE SURPRENANT
& ASSOCIATES
Consulting Structural Engirn .. 1:•r~
SH~CT P-/0. _______________ --i]::_ 01' Ls-___ . ____ _
CALCULATED BY _____ I~----DATE----
GHEcCKfD BY ______ _
SCAIE ___________________________________ _
l ~t
-~-Sfory ShearwaUs N-S Direction Unit Lateral Load, ,, = 1. 13 psf
Gndlint ______ ,
Tributary Area (This Level): ( '-0/2 )(zs') 4• (.,.o/2..)(3]-= 1 'ifO
Lateral Load (This Level): _ ___.(_2---=<i=-=o::.....).,_l.._1.,_,._,_l"'"~,t...}_" -------------------'-"--=--..;:=_
Lateral Load {Level Above):-------------------------....::.....:~-=--
/156
ZOO!,
Shearwali{s) Length, L ~ Z 5. 5 3/5q Total Load {AU Levels), Fx:;;;: ---------'"--'---"~
ft.
Unit Wall Shear, v = F,/L = 13 c:j pJf
Shearwall Type: ffi \_J •
Overturning; L = ____ ft. ~kay by Inspection
Uplift::: ___ -----,-____________________ Lbi,;
Holdown Anchor Type: □
sq. ft.
Lbs
Lbs
Lb:;
C ridline Z-1 /
Tributary Area (This Level): ! 2-0/.z)(zS'} t-( J. O/:,...)( 3')-: .l~-sq. It
Lateral Load (This Level): _,._.(°i'--'i""'0::;...)'-'{"--"1-=-_,_,J 3"--'),_~_· -------------~ 11 5 t;;. Lbs
Lateral Load (Level Above): ________________________ ___,:z.._o_r;,c......-3_ Lbs
Total Load (All Levels), F,= 3/S"f Lbs
ShearwalHs) Length, L "" __ 4_' -+-_3_. 1_5_',-: ____ ft. [Ll.S-O. ll 5 (¾•)] (!>').,. z:1s.,
Unit Wall Shear. v = lVL = Jt b~ plf
Shearwall Type: @ ~----4_b_'6_p_lf ______ c_~_s_o,_/f _____ _
Overturning: L = ~
Uplift= ( 4 b'i) ( <'6) ;
__ Okay by InspectiDn
_____ 3_=J,_"'{_c:f_ Lbs
HoJduwn Anchor Type: [§J
Gridline _____ _
Tributary Area (This Level); ___ _ sq. ft.
Lateral Load (This Level):--··__________ _ _______________ Lbs
Lateral Load (Level Above}: ______ ~~----------------Lbs
Total Load ( All Levels), F, = ----·-----____ Lbs
She.arwall(~) Length, L __________ ft.
Unit Wall Shear. v = FJL = -·----plf
Shearwall Typ~: Cl
Overturning; L = ____ ft. Okay by lmpcction
Uplift = ___________ _ Lb,
Boldown Anchrn Typt': 0
22-( 02. ··----------,,•----.----------MIKE SURPRENANT
& ASSOCIATES l~ SHEET NO _______________ OF 2-~ __ ,_, ____ _
Consulting Strucumll Engineers CALCULATED BY __ , l)ATF _______ _
CHECKED EiV __________ _ DATE _____ _
1~t ___ Story Shearwalls E .-,,i.,,J Direction Unit Laten1I Load, v = _-1_._1_3_ psi
G~.dline A.
Tributary Area (Thi~ Level): __,-,(,_2,0-----"c')'-'(~Z_6:..:Y2.:::;,),_-_---------------------,--
Lateral Load (This Level): _{'-1-_s_o=-)"-'{.._'1_,_,_ • .,_,13""')'----------------------~--
Lateral Load (Level Above): --------------------------'-~"'-"--
2-50
/033
20 3
Shearwall(s} Length, L = / 41
Unit Wall Shear, v = F/L = 1-I 1' plf
Shearwa!l Type: 0
Ol'erturning: L :;;:: '6'
Uplift~ Ci J 1) /,g) =-
ft
Ha1down Anchor Type: ~
3030 Total Load (Al! Levels), F, = -------"'-'<-=
ft
___ Okay by Inspection
__________ /_--:r-3 __ 6_ Lbs
l13b lbs L 30rS lbs
sq. fL
Lbs
Lbs
Lbs
Gridline ___ f:, ___ _
Tributary Area (This Level): (1--01Je3/~)1" (1-0 1)(?/) =-"! ID sq. ft
Lateral Load (This Leve]): __,{'--3'-'/,__.0'""}'-'{'--'f,!.;:_._,_,13.,,)0_:: ___________________ )]:_16Q_ __ Lbs
Lateral Load (Level Above): '2-00 3 Lbs
3 2'ir 3 Lbs Total Load (All Levels), F, =
Shearwall(s) Length. L = _____ Z_():::__ ___ ft.
Unit Wall Shear, v = F/L = __ _,_I =b-"9'-_ plf
Shearwall Type: lb1 pff L 2-6 op/F
(herturnlng: L = ____ ft. V----Okay by lnspection
Uplift= ____________________________ Lb5
HoJdown Anchor Type·
Gridline
Tributary Area (This Level) ____ , __________________ ~q ft.
Lateral Load (This Level):_ -------------------~ Lbs
Lateral Load (Level Above): ______________________________ Lbs
Total Load (All LevelsJ, F, = _______ _ Lb.,
Shearwall(s) Length, L = __________ ft
Unit Wall She.:-ar, ,, = F,!L = _______ plf
Shearwall Type: ()
OH~rturning: L =------.. ~ft, _____ OkJJ)' by lmpect11.,n
Uplift=.,, ________ .. __ ,, ___ ,, ___ _, ______ _
lfoldown Andmr Type: 0
MlKE SURPRENANT
& ASSOCIATES
Consulting Structural Eng1neer~
JOB ________ _
\1 SHEET NO. ________ _
T§ CALCULATED BY---~'-
CHECK~OBY _______ _
SCALE _____ _
'
FOUNDATION DESIGN
ALLOWABLE APPLIED LOADS
Allowable Soil Bearing Pressure (ASBP) = 2 5 DO psf (Per Design Crileria)
CONTINUOUS FOOTINGS
'
}
!w~
t LJ . . ,,.
7
hl
OF
DATE
DATE
' '
h
MAJ{K: CF-J ( t XI ~Ti N~)
Ftg. Width (b) = 1.0 fl. Depth of Ftg. (h) = 1. 0 ft.
W AUOW = ASBP (b) = ( J-SqQ_) (I .Q}"" 2. 500 plf
j USE: IL " WIDE x 12. " DEEP. WITH -# -TOP & BOTTOM
MARK: CF-2 ( N [vV)
Ftg. Width (b};;;;; _!:__D __ ft Deplh of Fig. (h) = __ f_. O __ ft.
W Aiww = ASBP (b) = -~( 2:,f.QQ_) [ / .1S) ~ 312 S plf
j lJ$E: IS "WIDE x l'l "DEEP. WITH 2.. # q TOP & BOTTOM
WMAX@ Gridline Y.z. = ___ I 0_12-__ plf
WMAX @ Grid!inc _L = qoq plf
WMAX@ Gridlinc ·----= plf
WMA}i @ Gridline ----~ = plf
USE: CF-Yz
USE: CF-_2._
USE: CF-
USE: CF-
22102
2., s------
. ' '
,··µ ljG;~f:~
JOB __ .. _____ _ ____ 2_2-_l~D_Z. __
1)) OF 1,. ,:;;-MIKE SURPRENANT
& ASSOCIATES SHHTNO. ______ _
l ,i,L: C,onsulting Structural Engineers CALGUI.ATED BY ___ _
CHECKED BY_~-
CONTINUOUS FOOTINGS -MAX POST LOADS
I
iPmax
l 2h (ft.)
'1
MARK: CF-1
PMAX = AsBP(b)(2h)::: (isoo )(l.O)(i.1<1.0)=
MARK:£[;1
T~ ·--·--·-·· OATf ___ _
I/ ,,
h (ft.)
l 1
,5 000 LBS.
JOB J-2-102... ---------·--------
SHEfl NO --------~-____ --21___ or ____ 2s=: __ _ MIKE SURPRENANT
& ASSOCIATES
Consultini;; Structural Enginttrs CALCUL.ATEDBY, __________ J_(q-+ •• ___ DATE _______________ ~--
CHECKED RY __
SCALE ___ _
SPREAD FOOTINGS -MAX. ALLOWABLE CONCENTRATED LOADS
PMAX , ..
=l(ft.) ---
l b (fi.} l
MARK: P-1
.,, 1
PMAX =ASBP(b)2 =. (2-SOQ}(it::: IDDOQ LBS.
f USE: 24" SQUARE x I?, "DEEP WITH (2) # 4 EACH WAY @ BOTTOM I
MARK: P-2
PMAx = ASBP (b)2 = ( ZSOb) (2. 5) 1 =-I 6 6Z5 LBS
I USE: 30" SQUARE x Ii "DEEP WITH (3) # 4 EACH WAY @ BOTTOM
""""---l
MARK: P-3
PMAx = ASBP (h)2 = ( 2,.500 )( 3/= 2Z5DO LBS.
[ USE: 36" SQUARE x 1 'l "DEEP WITH (4) # 4 EACH WAY @ BOTTOM I
MARK: P-4
PMAx = ASBP (b)2 = (2.5DQ )(3.Sj1· =-~ 0 bZ-5 LBS. --
I USE: 42" SQUARE x I 'Z "DEEP WITH (5) # 4 EACH WAY @ BOTTOM I -
MARK: P-5
pl'l1AX :::: ASBP (b)2 = ( 2soo ) ( 1Y·: 40000_ LBS.
---I USE: 48" SQlJARE x / i "DEEP WITH (6) # 4 EACH WAY@ BOTTOM I
,,__:_\'_._r
·:;; •t· .. :.
MIKE SURPRENANT
& ASSOCIATES
Consulting Srruc:rural Engineers
...... , .......... ~., ··---·· .. ,,. ......... -.~-···--··----........... -............... ~.----....... ·•·~· ••• &.• •••••
').-2, 102... -----
SHEET NO----··-.. ---··· 1,,11 or__..2...c...:~:----
CALCULATED av ______ ., ____ _ DAlf _______ _
CHECKED 8V -· . !}Alf ___ _
St;J\L.f __ _
SCHEDULES
I-AL-
SHEARWALLSCHEDULE
DE&GRIFTfct-1 $1-EA~L NAILING Ci!)@ 51-!EAR TRA\15R:R
SF'fc.® G)@@® 3x@ NAIL SILL An.Aa .. 1·1en<D0~ BOTTCM PLATE@ TOP PLATE
&'!11BOL VALUE iN5P MATEl,llAL ~ BN. t EN. FN. (F'LF J SIZE ®@ Rf:;Q'D J.EQ'D ?!!!-"• AS. &PACING NAILS • LAG$ CLIPS
0 I I
26£1 NO 31!3' /JPA RATED 51-EATHI»:, NO 8d 6'
12+
,18' oc 16d • 6' OC. A)5 • lb' O.C. I
I I 0 i 5132' :,T.alCT\JRAL I ~ NO RATED &1-lEATI-IN:'.:, NO 10d 6' '1 12' 32' O.C. 16d • 6' OC. A3!i • 12' oc.
'
0 3Cl0 YES ; 3/!3' APA RA TED &HEATl-ltN::; NO ed 4' 12' 31' o.c 16d • 4' 0.C. A:lo • 11' OC..
' ' ~
0 i 3/e' 5T!ar.TUR4L I 1/4'♦ X b' 505 • ,4' 0.C. &&£1
\
YES '!'ES 8d 3' 11' 24' oc A:3;, • 8' OC, !i!A TED s.!EA THIN(,, : (ST~ TO 4x 6LK'Cs)
0 I II 1/4 •· )( (,' SD5 • 3' 0.C, ' ! 3/e' STT<IJC~ I ' 7.30 i YES I RA TED 51-!EA 11-IING 'r'ES !ld i· 11' I.,' 0.C. r5T~ TO 4x ei.K'GJ I LTP4 • 8' OC
0, 810 ! YES 15132' 5T"1JCTUi;v.L I YE& i 1-'d 2' 12' ! It>' o.c. ¼'♦ X 6' 505 • 21..,' o.c. LTP4 • 8' OC. I RATED Si-lEATI-I~ I i (Sl~D TO 4x 6LK'C.)
("'; a: 0 = -"' ~~ C
5· ~ (I) ,,_
rJ) 00 c:: ~ 0~ " ~ "ti e ... > g; =--t!l ~z ::, '~ ~~ 5' " " ;i ...,
0 1 ! 5132' ST!i:OCTURAL I f¼1ED
i
I I : 13-W i YES I !>HEATl-lk'; <AFFLIED TO @ ns 10d I 2' 12' a·oc 518'• X If LA6S • 8' OC. LTP4 • 6' OC I i I OOTI-1 SIDE& a:-IIJALU i (ST~i.:ED TO -4• fill('<,)
51-lEARIJJALL SCHEDULE FOOTNOTES,
V) 0 0 V) 6 0 r ► I 'f:. ,., r "' a,
() " '.:'.l ,,., " C: ,,., ~ z "'
!?.! "' 0
0
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El"OXIED Ul!Tll 1' MINMJ'1 ~ MO 11£ !)<!$TN'., FOOTNG6 AT TllE &PACH:', INOICATfD N ABOYE ~ uei; ~ 'SEl .)(?' El'OX'r, tt-~-~ (&FECJAL ~Pl fl!Q.J'-EOl
CD ..(
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ENVIRONMENTAL • GEOTECHNICAL • GEOLOGY • HYDROGEOLOGY • MINING• MATERIALS TESTING• INSPECTION
Calprop Group Inc.
6526 Vispera Place
Carlsbad, CA 92009
clay@calprop.com
Subject: GEOTECHNICAL INVESTIGATION
Proposed Over-Garage ADU
2637 Davis Avenue
Carlsbad, Ca1ifornia
April 14, 2022
.... i ,•"
(_~,\ \
We herein submit the results of our geotechnical investig.\tlor\.-for the proposed accessory
dwelling unit (ADU) to be added to above the existing detached garage located at the
subject site. Our work was performed in general accordance with our Work Order
agreement dated March 11, 2022.
Based upon our field and laboratory investigation, engineering analyses and professional
judgment, it is our opinion that construction of the proposed improvement is feasible from
a geotechnical standpoint, provided the recommendations included within this report are
incorporated into the design and carried out during construction. The primary geologic
and geotechnical constraint to development is the potential seismic hazard associated
with ground shaking from nearby regional faults.
The condusions and recommendations presented herein are considered site specific and
based upon the subsurface conditions encountered at the locations of the exploration.
They should not be extrapolated to other areas or used for other projects.
We appreciate the opportunity to be of service to you. Should you have any questions
regarding this report, please do not hesitate to contact us.
Respectfully,
SIERRA GEOTECHNICAL SER
Joseph A. Adler
Principal Geologist
CEG 2198 (exp 3/31/2023)
2
I
NE
Thomas A. Platz
Principal Engineer
PE 41039 (exp 3/31/2023)
CARLSBAD OFFICE: 7040 AVENJDA ENCINAS, SUITE 104-469, CARLSBAD, CA 92011 • Phn: (760) 937-4608
BISHOP OFFICE: 169 WILLOW STREET, BISHOP, CA 93S14 • Phn: (760) 937-4789
MAMMOTH OFFICE: PO BOX 5024, MAMMOTH LAKES, CA 93546 • Phn: (760) 937-4608
www.sqsi.11s
> 1--0
"'~~
1Dal 11
* ~
SIER~Crs~.INC
LIMITED GEOTECHNICAL INVESTIGATION
FOR
2637 DAVIS AVENUE ADU
CARLSBAD, CALIFORNIA
APRIL 14, 2022
PROJECT NO. 3.31866
Prepared By:
SIERRA GEOTECHNICAL SERVICES, INC.
7040 A VENIDA ENCINAS, SUITE 104-469
CARLSBAD, CA 92011
www.sgsi.us
TABLE OF CONTENTS
fAGE.
1. PURPOSE AND SCOPE OF SERVICES .............................................................................................. 1
2. SITE DESCRIPTION ................................................................................................................................ 1
3. PROJECT DESCRIPTION ....................................................................................................................... 2
4. GEOLOGIC AND GEOTECHNICAL SITE CONSTRAINTS .......................................................... 2
5. GEOLOGY AND SUBSURFACE CONDITIONS ............................................................................... 2
5.1 Subsurface Exploration ..................................................................................................... 3
5.1.1 Old Paralic Deposits (Units 6 and 7) ............................................................... 3
5.2 Groundwater .......................................................................................................................... 3
6. FAULTING ................................................................................................................................................... 4
6.1 Rose Canyon Fault Zone .................................................................................................... 4
7. CBC SEISMIC DESIGN PARAMETERS .............................................................................................. 4
8. SECONDARY EARTHQUAKE EFFECTS ........................................................................................... 5
8.1 Ground Rupture .................................................................................................................... 5
8.2 Soil Lurching .......................................................................................................................... 6
8.3 Liquefaction and Seismically Induced Settlement ................................................. 6
8.4 Tsunamis .................................................................................................................................. 6
9. LANDSLIDES ............................................................................................................................................. 6
10. FLOOD HAZARDS ................................................................................................................................... 6
11. EXPANSIVE SOILS .................................................................................................................................. 7
12. SUBSIDENCE ............................................................................................................................................ 7
13. CONCLUSIONS ......................................................................................................................................... 7
14. RECOMMENDATIONS .......................................................................................................................... 8
14.1 General Earthwork ............................................................................................................ 8
14.2 Site Preparation .................................................................................................................. 8
14.3 Foundation Design ............................................................................................................. 9
14.3.1 Foundation Construction ................................................................................ 9
14.4 Foundation Setback...................................................................................................... 10
14.5 Concrete Slab-on-Grade Floors............................................................................... 10
15. DRAINAGE .............................................................................................................................................. 11
16. QUALITY CONTROL ........................................................................................................................... 11
17. LIMITATIONS ........................................................................................................................................ 12
18. REFERENCES ........................................................................................................................................ 13
FIGURE 1
FIGURE 2
FIGURE 3
FIGURE 4
FIGURE 5
APPENDIX A
APPENDIXB
APPENDIX C
LIST OF ATTACHMENTS
VICINITY MAP
REGIONAL FAULT MAP
SITE GEOLOGIC MAP
SUBSURFACE LOCATION MAP
TSUNAMI INUNDATION MAP
APPENDICES
EXPLORATORY TEST LOGS
LABORATORY TESTING
GENERAL EARTHWORK AND GRADING RECOMMENDATIONS
1. PURPOSE AND SCOPE OF SERVICES
April 14, 2022
Project No. 3.31/i66
Page 1
This report presents the results of our geotechnical investigation for the proposed over-
garage Accessory DweHing Unit (ADU) to be constructed at 2637 Davis Avenue in Carlsbad,
California (Figure 1). The purpose of this study was to obtain information on the
subsurface conditions within the proposed project area; to evaluate the competency of the
soi1s to support the proposed addition; evaluate data relative to site geologic and seismic
hazards; evaluate data relative to foundation design; and provide conclusions and
recommendations for earthwork, foundation design, and construction of the proposed
structure as influenced by subsurface conditions.
Specifically, our scope of work consisted of:
2.
• A review of readily available published and unpublished geotechnical literature,
topographic maps, geologic maps, fault maps, and aerial photographs.
• Performance of a subsurface exploration consisting of logging and sampling of a
single hand dug exploratory test pit in the foundation area.
• Laboratory testing of representative soil samples obtained during our field
investigation to evaluate soi] properties for design purposes.
• Geologic and geotechnical evaluation and analysis of the collected field and
laboratory data.
• Preparation of this written report presenting the results of our findings,
conclusions, geotechnical recommendations, and construction considerations for
the proposed development.
SITE DESCRIPTION
The property site is located on the east side of Davis Avenue, approximately 312-feet
southeast of the intersection of Knowles Avenue and Davis Avenue, in Carlsbad, San Diego
County, California (Figure 1). The APN is 155-272-06. Site coordinates are 33.1662, -
117.3459.
Topographically, the site is relatively flat to slightly west sloping. The elevation is 66' MSL.
The parcel is 0.14-ac, rectangular, and presently occupied by a 1102-sf, single-story,
single-family residence, and a detached approximate 400-sf two-garage. The home was
built in 1957. The construction date of the garage is unknown but based on aerial review
predates 1994. The property is bordered by developed properties on each side.
3. PROJECT DESCRIPTION
April 14, 2022
Project 11/o. 3.31866
Page 2
Based upon conversations with the project general contractor, the proposed project wm
primarily include the construction of an ADU over the existing detached garage.
Foundation details are not yet available but will likely indude use of the existing sha11ow
concrete footings, with a retrofit thereto, and the addition of new strip and spread footings
to accommodate the new addition and second floor loads.
SGSI should review foundation plans prior to building department approval to assure that
they are in conformance with this report; some of the geotechnical recommendations
contained herein may need to be revised after reviewing.
4. GEOLOGIC AND GEOTECHNICAL SITE CONSTRAINTS
Geotechnical constraints to development indude the potential for strong ground shaking
along the nearby Newport-Inglewood-Rose Canyon fault zone, Oceanside section, located
offshore and approximately 4.8-mi southwest of the site (Figure 2).
5. GEOLOGY AND SUBSURFACE CONDITIONS
Re&ional; The project site is located within the coastal portion of the Peninsular Ranges
Geomorphic Province of California. This province, which extends approximately 900 miles
from Southern California to the southern tip of Baja California, is characterized by
northwest-trending structural blocks. The coastal portion of the province in San Diego
County is typically comprised of upper Cretaceous-aged to Tertiary-aged (1.8 million to 65
mil1ion years) marine and non-marine sedimentary bedrock units that have been
deposited within a northwest trending basin known as the San Diego Embayment (Norris
& Webb, 1976). Recent geologic uplift along the San Diego coastal margin, combined with
sea level changes, have created marine terraces and associated deposits consisting of near-
shore marine, beach estuarine, and ]agoonal facies. These deposits range from early to
mid-Quaternary-aged (45,000 to 1.5 million years) and are designated in geologic
literature as Paralic Deposits.
The Peninsular Ranges Province is traversed by sub-parallel faults and fault zones
trending generally northwest. The Elsinore, San Jacinto and San Andreas faults are active
fault systems located northeast of the project area and the Rose Canyon, Coronado Bank,
San Diego Trough, and San Clemente faults are active faults located to the west. The
location of the site relative to these regional faults is shown on Figure 2.
April 14. 2022
Project iVo. 3.31866
Page 3
Local: The site area is located near the western margin of the coastal terrain and is
underlain by Old Paralic Deposits composed of poorly sorted, moderately permeable,
reddish-brown, interfingered strandline, beach, estuarine and colluvial deposits
composed of siltstone, sandstone, and conglomerate (Kennedy and Tan, 2007) {Figure 3).
5.1 Subsurface Exploration
Our subsurface exploration was conducted on March 19th, 2022 and consisted of
logging and sampling of a single hand dug exploratory test pit within the proposed
building area. In-place density and moisture as well as a bulk soil sample were
obtained from the excavation. The sample was transported to our in-house
geotechnical laboratory for testing. The approximate location of the exploratory
test pit is shown on Figure 4. A log is included in Appendix A.
5.2
5.1.1 Old Paralic Deoosits (Units 6 and 7)
Early to middle Pleistocene-aged paralic deposits were encountered below
an 8-inch layer of undocumented fill in the test pit. In general, the paralic
deposits consisted of a dark reddish-brown, moist, medium dense to dense,
silty to clayey, very fine to fine sand (Unified Soi) Classification Symbol: SC-
SM). Based on laboratory analysis and in-place density, relative compaction
of this material at the anticipated foundation depth was 86-percent. The
expansion potential as tested was very low (EI= 12).
The native soils are considered suitable for foundation support provided the
foundation and earthwork recommendations provided within this report
are adhered to during site development. Excavations in this material will be
achievable with using standard earthmoving equipment.
Groundwater
Groundwater was not encountered during our field investigation. The groundwater
table is expected to be below a depth that will influence any planned improvements.
However, minor amounts of seepage from rainfall, irrigation, changes in drainage,
etc. could be encountered during and after construction. Since the prediction of the
location and elevation of such conditions is difficult to determine, they are typically
mitigated if or when they occur.
6. FAULTING
April 14, 2022
Project No. 3.3/866
Page 4
There are no active or potentially active faults that run directly through the project site.
Additionally, the California Geological Survey does not include Carlsbad on its list of cities
affected by Alquist-Priolo Earthquake Fault Zones. The nearest known active fault is the
Newport-Inglewood-Rose Canyon fault zone, Oceanside section, located offshore and
approximately 4.8-mi southwest of the subject site (Figure 2). Other faults in the region
include the Coronado Bank, La Nacion, Elsinore, Agua Caliente, and San Jacinto.
Fault activity has the potential to result in ground shaking, which can be of varying
strength depending on the intensity of earthquake activity, proximity to that activity, and
local soils and geology conditions. The Carlsbad area is located within a seismically active
region, and earthquakes have the potential to cause ground shaking of significant
magnitude. Carlsbad lies within a medium-low probabilistic peak ground acceleration
zone.
7.
6.1 Rose Canyon Fault Zone
The RCFZ consists of predominantly right-lateral strike-slip faults that extend
southeast to northwest through the San Diego metropolitan area and extend
offshore at La Jolla and continue north-northwest subparallel to the coastline.
The fault is classified as Type "A" (USGS Quaternary Fault and Fold Database of the
United States, 2017). The estimated slip rate is between 1.0 and 5.0 mm/yr. with a
recurrence interval of approximately 4,000 years. Three events have been dated
since 8,100 14C yr. BP; the last event may have been within past 225-500 yr.
(Lindva11 and Rockwell, 1995).
CBC SEISMIC DESIGN PARAMETERS
Table I presents the seismic parameters for use in preparing a Design Response Spectra for
the site. Site coordinates 33.1662, -117.3459.
TABLE I
SEISMIC PARAMETER
ASCE 7-16
Site Class
Risk Cate~ory
Fa
Ss
S1
SMs
Sns
PGA/PGAM
RECOMMENDED
VALUE (g)
D -Default
II
1.2
1.061
0.385
1.273
0.848
0.467 /0.56
April 14, 2022
Project No. 3.31866
Page 5
Conformance to the above criteria for strong ground shaking does not constitute any kind
of guarantee or assurance that significant structural damage or ground failure will not
occur during a large magnitude earthquake. Design of structures should comply with the
requirements of the governing jurisdictions, building codes, and standard practices of the
Association of Structural Engineers of California.
8. SECONDARY EARTHQUAKE EFFECTS
Secondary effects that can be associated with severe ground shaking following a relatively
large earthquake include ground rupture, soil lurching, liquefaction and seismically
induced settlement, and tsunamis. These secondary effects of seismic shaking are
discussed in the following sections.
8.1 Ground Rupture
Ground surface rupture results when the movement along a fault is sufficient to
cause a gap or break along the upper edge of the fault zone on the surface. Our
review of available geologic literature indicated that there are no known active,
potentially active, or inactive faults that transect the subject site.
8.2 Soil Lurchin1
Soil lurching refers to the rol1ing motion on the ground surface by the passage of
seismic surface waves. Effects of this nature are likely to be most severe where the
thickness of soft sediments varies appreciably under structures. In its present
April 14, 2022
Project iVo. 3.31866
Page6
condition, the potential for lurching at the site is considered low based upon site
geology and findings from the excavations.
8.3 Liquefaction and Seismically Induced settlement
Liquefaction of cohesionless soils can be caused by strong vibratory motion due to
earthquakes. Research and historical data indicate that loose granular soils and
non-plastic silts that are saturated by a relatively shallow groundwater table are
susceptible to liquefaction. Based on the relatively dense nature of the underlying
earth materials and the absence of shallow groundwater, it is our opinion that the
potential for liquefaction and seismically induced settlement to occur at the site is
considered very low. In addition, the potential for ground failures associated with
liquefaction, i.e., post liquefaction reconsolidation, sand boils, and lateral spreading
are considered insignificant.
8.4 Tsunamis
Tsunamis are long wavelength seismic sea waves (long compared to the ocean
depth) generated by sudden movements of the ocean bottom during submarine
earthquakes, landslides, or volcanic activity. Based on a review of the Tsunami
Inundation Map for Emergency Planning, Encinitas Quadrangle (CalEMA, CGS,USC,
June 2009) the site is not located within a tsunami inundation area (Figure 5).
9. LANDSLIDES
Based on our review of published landslide hazard maps, geologic maps, and aerial
photographs, as well as our site reconnaissance, landslides or indications of deep-seated
slope instability were not observed at the project site. Further, the site area is generally
flat and there are no significant slopes in close proximity, nor are there any planned as part
of the proposed project. Landslides are therefore not a design consideration.
10. FLOOD HAZARDS
Based upon a review of the FEMA Flood Insurance Rate Map, 06073C0761H, effective on
12/20/2019; the site is located in Zone X-Area of Minimal Flood Hazard.
11. EXPANSIVE SOILS
April 14, 2022
Project No. 3.31866
Page 7
Expansive soils are soils that swell when subjected to moisture. Shrink/swell potential is
the relative change in volume to be expected with changes in moisture content; that is, the
extent to which the soil shrinks as it dries or swells when it gets wet. The extent of
shrinking and swe11ing is influenced by the amount and kind of clay in the soil. Shrinking
and swelling of soils causes damage to building foundations, roads, and other structures.
Based on laboratory testing, the expansion potential of the near surface on-site soils is very
low (El = 12) and will not require mitigation.
12. SUBSIDENCE
The subject site is not located within an area known for past cases of substantial
subsidence due to fluid removal. It is our opinion that the potential for significant
subsidence due to the extraction of fluids is negligible. Significant soil settlement
associated with wetting of the subgrade materials is not anticipated.
13. CONCLUSIONS
Based upon the results of this study, it is our opinion that geologic hazards at the site area
are nominal and any future construction within, is feasible from a geologic and
geotechnical standpoint. The following more explicitly summarize our findings.
• Seismic hazards at the site may be caused by ground shaking during seismic events
on regional active faults. Accordingly, the potential for relatively strong seismic
ground motions should be considered in the project design.
• The nearest known active regional fault is the Newport-Inglewood-Rose Canyon
fault zone, Oceanside section, located offshore and approximately 4.8-mi southwest
of the subject site.
• Evidence of past soil fai1ures, or landslides on the site were not encountered.
• Groundwater was not encountered during our field investigation. Groundwater is
not anticipated to be encountered during site development due to the location of
the site with respect to overall drainage.
• The project site is underlain by very thin surficial soils and old paralic deposits. The
old paralic deposits are considered suitable for foundation support.
14.
April 14, 2022
Project lv'o. 3.31866
Page8
• Reasonable construction observation and review during foundation installation
allows for evaluation of the actual soil conditions and the ability to provide
appropriate revisions where required during construction.
• Excavations will be achievable using standard earthmoving equipment.
• This study did not include an environmental review of the site area.
RECOMMENDATIONS
The following recommendations should be adhered to during site development. These
recommendations are based on empirical and analytical methods typical of the standard
of practice in California. If these recommendations appear not to cover any specific feature
of the project, please contact our office for additions or revisions to the recommendations.
14.1 General Earthwork
Earthwork should be performed in accordance with the General Earthwork and
Grading Specifications in Appendix C and the following recommendations. The
recommendations contained in Appendix C are general grading specifications
provided for typical grading projects. Some of the recommendations may not be
strictly applicable to this project. The specific recommendations contained in the text
of this report supersede the general recommendations in Appendix C.
14.2 Site Preparation
Prior to excavation, the proposed structural improvement areas (i.e., all structural
fill, pavements areas and structural building, etc.) of the site should be cleared of
surface and subsurface obstructions, including vegetation. Vegetation and debris
should be disposed of offsite. Holes resulting from removal of buried obstructions,
which extend below the recommended removal depths described herein or below
finished site grades (whichever is lower) should be filled with properly compacted
soil. Should existing underground utilities be encountered they should be
completely removed and properly backfilled. Alternatively, if the utility is not
within the influence zone of the foundation it may be abandoned in place by fully
grouting the pipe.
14.3 Foundation Desi&n
April 14, 2022
Project lV'o. 3.31866
Page9
Shallow, spread, or continuous footings may be used to support the proposed
structure provided they are founded entirely upon properly compacted fil1, or
competent native deposits. Continuous and isolated column foundations should be
sized according to the allowable soil bearing pressures shown in Table II below.
The pressures shown on Table II are for dead loads plus long-term live load.
TABLE II
Allowable Soil Passive Resistance
Bearing Pressure (psf) (psf/ft)
FS =3.0 FS =1.5
2,500 250
An al1owable coefficient of friction of 0.25 may be used between the concrete and
the underlying soil. When combining passive pressure and frictional resistance, the
passive pressure component should be reduced by one-third. In addition, when
passive resistance is calculated, the upper one foot of soil should be neglected
unless the ground surface is covered by pavement.
Footings may be constructed according to California Building Code requirements
regarding width (minimum 12-inches). Footings shall be founded within
competent native soils. Foundations shall have a minimum embedment depth of
12-inches below outside adjacent grade.
14.3.1 Foundation construction
Based upon our observations and past experience relative to the general site
area, very low expansive soils exist onsite. The following preliminary
recommendations assume very low to low expansive soils near finish pad
grade.
• Footings should be designed in accordance with the structural engineer's
requirements. Footings shall be founded within competent native soils.
• All footing excavations should be observed by a representative of SGSI
prior to placement of reinforcing steel, in order to assure proper
embedment into suitable soils.
April 14, 2022
Project lv'o. 3.31866
Page 10
• Footing trenches should not have any rocks or boulders protruding into
the trench bottom. Soft soil pockets created by rock removal during
foundation excavation shall be replaced with approved fill material and
compacted to 90-percent of the material's maximum dry density.
• Any import soils shall be tested for suitability in advance by the project
Geotechnical Engineer. Earth fill material shall not contain more than 1-
percent of organic materials (by volume). Imported fill shall have a
maximum plasticity index of :5: 12, and a 1iquid limit less than 40 when
measured in accordance with ASTM D 4318.
14.4 Foundation Setback
Utility trenches that parallel or nearly parallel structure footings should not encroach
within a 1:1 plane extending downward and outward from the outside edge of the
footing.
14.5 Concrete Slab-on-Grade Floors
Interior: Building slabs shall be supported by with a very low expansion potential (EI
< 20) soil Slab thickness shall meet the requirements of the Structural Engineer of
record. Likewise, control joints and reinforcement should be designed by the Structural
Engineer.
Concrete slabs in habitable areas should be underlain by of minimum of 2-inches of
clean sand underlain by vapor barrier/retarder (Stego Wrap or equivalent -10 mil
minimum thickness), which is in turn, underlain by a 4-inch layer of¾" crushed stone.
The membrane should have a high puncture resistance and should be installed so that
there are no openings or holes. All seams should be overlapped and sealed at the laps
per the manufacturer's recommendations. Where pipes extend through the membrane,
the barrier should be sealed to the pipes.
Moisture retarders can reduce, but not eliminate moisture vapor movement from the
underlying soils up through the slab. We recommend that the floor coverings installer
test the moisture vapor flux rate prior to attempting application of the flooring.
"Breathable" floor coverings should be considered if the vapor flux rates are high. A
slip-sheet should be used if crack sensitive floor coverings are planned.
The use of reinforcement in slabs and foundations will generally reduce the potential
for drying and shrinkage cracking. However, some cracking may be expected as the
15.
April 14, 2022
Project No. 3.31866
Page 11
concrete cures. Concrete cracking and/or spalling is often aggravated by a high cement
ratio, high or low concrete temperature at the time of placement, small nominal
aggregate size, rapid moisture loss, or the addition of water during placement. The use
of low slump concrete (not exceeding 4-inches at the time of placement), a water-
cement ratio no greater than 0.45 by weight, and proper curing methods can reduce
the potential for shrinkage cracking.
Exterior Concrete Flatwork: Concrete flatwork should be a minimum 4-inches in
thickness. Control joints and reinforcement shall meet the requirements of the Civil
Engineer, or Architect of record. A vapor retarder is not needed.
DRAINAGE
Roof, pad, and slope drainage should be diverted away from structures to suitable
discharge areas by non-erodible devices (e.g., gutters, downspouts, concrete swales, etc.).
Positive drainage adjacent to structures should be estab1ished and maintained. Positive
drainage may be accomplished by providing drainage away from the foundations of the
structure at a gradient of 5-percent or steeper for a distance of 10-feet or more outside the
building perimeter.
16. QUALITY CONTROL
The recommendations in this report are based on limited subsurface information. The
nature and extent of variation across the site may not become evident until construction.
If variations are exposed during construction, it may be necessary to re-evaluate our
recommendations.
In addition, the recommendations presented herein assume that sufficient fie Id testing and
construction review wiH be provided during all phases of construction.
17. LIMITATIONS
April 14, 2022
Project No. 3.31866
Page 12
This document has been prepared for the sole use and benefit of our client. The
conclusions of this document pertain only to the site(s) investigated. The consulting
provided, and the contents of this document may not be perfect. Any errors or omissions
noted by any party reviewing this document and/or any other geologic or geotechnical
aspects of the project should be reported to this office in a timely fashion. The client is the
only party intended by this office to directly receive this advice. Unauthorized use of or
reliance on this document constitutes an agreement to defend and indemnify Sierra
Geotechnical Services Incorporated from and against any liability, which may arise as a
result of such use or reliance, regardless of any fault, negligence, or strict liability of Sierra
Geotechnical Services Incorporated.
Conclusions presented herein are based upon the evaluation of technical information
gathered, experience, and professional judgment. Other consultants could arrive at
different conclusions and recommendations. Final decisions on matters presented are the
responsibility of the client and/or the governing agencies. No warranties in any respect
are made as to the performance of the project.
Please also note that our evaluation was limited to assessment of the geologic aspects of
the project, and did not include evaluation of structural issues, environmental concerns,
or the presence of hazardous materials.
18. REFERENCES
April 14, 2022
Project No. 3.31866
Page 13
California Geological Survey, 1999, Seismic Shaking Hazard Maps of California: Map Sheet
48.
California Building Standards Commission, 2019, California Building Code, Title 24, Part 2,
Volumes 1 and 2,
California Emergency Management Agency, Ca1ifornia Geological Survey, University of
Southern California, 2009, Tsunami Inundation Map for Emergency Planning, State of
California ~ County of San Diego, Encinitas Quadrangle.
Hart, Earl W., and Bryant, William A 1999. Fault-rupture Hazard Zones in California,
California Geological Survey Special Publication 42, 38p.
Jennings, C.W., 2010, Fault Activity Map of California and Adjacent Areas: California
Geological
Kennedy, M.P. and Tan, S.S, 2007, Geologic Map of the Oceanside 30' x 60' Quadrangle, San
Diego County, California: California Geological Survey, Scale 1:100,000
United States Federal Emergency Management Agency (FEMA), Flood Insurance Rate Map
(FIRM), Map Number 06073C0761H, effective on 12/20/2019.
United States Geological Survey, 2017, US Seismic Design Maps, World Wide Web,
https://earthquake.usgs.gov /designmaps/beta/usf.
I
0
\
. 9
-~
\
I . 9
I q
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0 : Q
~ 9 Q
0 ...
0 • 0
26370.vit/iwe
NOT TO SCALE
9
9
-0 --
9
0
/
9
99
" 9 Q
PROJECT SITE
9··
9 -
VICINITY MAP
2637 DA v7S A VENUE
DATE1 C□□RD1
33. 1662,-117.3459 4/2022
DRA'wING DRA'wN l1Y1 FIGURE 1.DWG JAA
JOB N□., F"IGURE,
3.31866 FIGURE 1
CA1..lr0RNIAFAULT ACTMrY
-lilSTORICI\I.LVACTIVE
--riVi.v<.,E.Nr.AC.Tlvt:
I.ATE QUATERNARY --(POIENTIAI.LYACTIVE)
JMnin_gs C.W . ~nd Bryant. W.A · j
C~Morn· Geologieal S<1rvey
__ QUATERNARY
(POTENTL'LLY ACTIVE!
--!,,f1'rt:11.,.VUNIYoUUNuAk¥
NOT TO SCA/.£
PR□JECT• REGIONAL FA ULT MAP
2637 DA VlS A VENUE
CCIJR!ll DATE:O 33. 1662, -11 7. 3459 4/2022
:MAVING FIGURE 2. D WG :MA"'N BY•
JAA
nGURE,
3.31866 FIGURE 2
NOT TO SCALE
PROJECT• SITE GEOLOGIC MAP
2637 DA v7S A VENUE
COORD DATE• 33. I 662, -117. 3459 4/2022
DRA'IJil6 FIGURE 3. D WG DRA\t'N BY•
JAA
JOB ND.• nGURE)
3.31866 FIGURE 3
PROJECT, SUBSURFACE LOCATION MAP LEGEND 2637 DA 1.15 A VENUE TP-1 SCALE• DATE•
4/2022 ~ APPROXIMATE LOCATION OF NTS TEST PIT
DRAYING, FIG 4.DWG DRAVN BY•
JAA
,INl -OB t,0,1 F!GURE• 331866 FIGURE 4
I I I
I
I
I
I
i
I
\
TSUNAMI INUNDATION MAP
FOR EMERGENCY PLANNING
S«•t• ol C■lllornla -County ol San DltOO
i.NCtNITA& QUADRANGLE
June I. 2009
MAP EXPLANATION
""'-Tsunami Inundation Line
Tsunami Inundation Area
PROJECT• TSUNAMI INUNDATION HAZARD MAP
2637 DA WS A VENUE
CCIORD, DATE) 33. 1662, -117. 3459 4/2022
IRAYil'G FIGURE 5. D WC IRAYN BY•
JAA
.Alli NO.• 3.31866 FIGURE 5
APPENDIX A
EXP LORA TORY TEST PIT LOGS
A subsurface field investigation was performed on March 191h, 2022 that included the
excavation of one hand exploratory test pit adjacent the existing detached garage area
foundation. Soil materials were visually classified in the field according to the Unified Soil
Classification System (USCS). A log of the exploratory test pit is presented herein. The
approximate location of the exploratory test pit is shown on the Subsurface Location Map
(Figure 4).
A representative soil sample was obtained during the field investigation for laboratory
testing (Appendix B).
SIERRA GEOTECHNICAL SERVICES INC.
7040 A VEN IDA ENCINAS, SUITE 104-469
CARLSBAD, CA 92011
JOB NO:
DATE:
EQUIP:
TEST
PIT
1
3,31866
3/19/2022
Hand Dug Excavation
u.s.c.s.
DEPTH GROUP SAMPLE
SYMBOL DEPTH
0-8" SM
8"-2 SC-SM 1-2
TEST PIT LOG
PERCENT
MOISTURE
8.9
DRY
DENSITY
(pcf)
105.4
PROJECT: 2637 payis Ayenue, Carlsbad
LOGGED BY: D, Dougherty
DESCRIPTION
flL.!..
Dark brown, moist, loose, silty, very fine to
fine SAND, with rootlets.
OLD PARALIC DEPOSITS
Dark reddish-brown, moist, medium dense,
to dense, silty to clayey, very fine to medium
SAND. Massive.
Total Depth -2Jeet. No 9roundwater.
Location: See Figure 4.
Ft De th -8"
APPENDIXB
LABORATORY TESTING
Laboratory tests were performed on the representative test samples to provide a basis for
development of design parameters. Soil materials were visually classified in the field
according to the Unified Soil Classification System (USCS). Laboratory tests were
performed in general accordance with the American Society of Testing and Materials
(ASTM) procedures. The results of our laboratory testing are presented herein. USCS
classifications are presented on the test pit log (Appendix A). Selected sample was tested
for the following parameters:
Classification Soils were visually and texturally classified in accordance with the Unified Soil
Classification System (USCS) in general accordance with ASTM D 2488.
Ex;pansjon Index;
The expansion potential of a selected sample was evaluated by the Expansion Index Test
per ASTM D 4829.
Jn-Piace Moisture and Density Tests
The moisture content and dry density of a relatively undisturbed sample obtained from
the exploratory test pit was evaluated in general accordance with ASTM D 2937. The test
result is presented on the test pit log in Appendix A.
Gradation Analysis A gradation analysis test was performed on a selected representative soil sample in
general accordance with ASTM D 422. The test result was utilized in evaluating the soil
classifications in accordance with the uses.
Proctor Density Test The maximum dry density and optimum moisture content of a selected representative soil
sample was evaluated using the Modified Proctor method in general accordance with
ASTM D 1557.
SIERRA GEOTECHNICAL SERVICES, INC.
ENVIRONMENTAL• GEOTECHNICAL • GEOL03Y • HYDR03EOLOGY •MINING• MATERIALS
Caltrans Lab #214
EXPANSION INDEX OF SOILS (ASTM 4829)
TEST DATA
INITIAL SETUP DATA FINAL TAKE-DOWN DATA
Sample + Tare Weight (g) 794.9 Sample + Tare Weight (g) 843.3
Tare Weight (g) 368.1 Tare Weight (g) 368.1
Moisture Content Data Moisture Content Data
Wet Weight + Tare (g} 201.8 Wei Weight + Tare (g) 843.3
Dry Weight + Tare (g) 187.9 Dry Weight+ Tare (g} 721.8
Tare Weight (g) 0 Tare Weight (g) 368.1
Moisture Content (%) 7.4 Moisture Content(%) 16.8
Initial Volume (ft3) 0.O:l7272 Initial Volume (fl') 0.007591
Re molded Wei Density (pcf) 129.4 Remolded Wet Density (pcf) 138.0
Remolded Dry Density (pcf) 120.5 Remolded Dry Density (pcf} 118.2
Degree of Saturation 50.5 Degree of Saturation 107.2
EXPANSION READINGS Classification of Expansive Soil
Initial Gauge Reading (in) 0.000 El Potential Expansion
Final Gauge Reading (in) 0011 0-20 Very Low
Expansion (in) 0.011 21-50 Low
51-90 Medium
Uncorrected Expansion Index 11 91-130 High
Corrected Expansion Index, El 12 >130 Very High
Remarks: The material has a Very Low Potential Expansion.
T~ A Platz, PE..C-tl039 )'WcW#F9iFfYJ
1
PARTICLE S1ZE DISTR/Bl/TION REPORT
PF:R ASTM TF:ST MF:THODS D2ll/7 ,i' DfHIIJ
Slfltf: SIZE . ~~~~ t' :... ' '. ... Cl) ~ ~ <:, ~ ~ ~~ § ~ ~ <o .... ....... "' 100 ,,,
: i1 " ,_
I I I I ! ~ I 11 ' I I I I I
i ---------· -+-~. i i .. . ----·--
I I I 11 I I I ~ I I I I 90 I ' I I I I 11 I I I 1ri I I I I I _ _l______.__ ,I I _ _l _j_ _ ___ 1 _ ~ L___J_ ___ _) __ ... l 1..-.J__ """" ··•---.. 1--~-•-~----~-t----·--• • •r .. -----I I I I I 11 I I I I I I I I
80 I I I I I 11 I I I r\ I I I I I
I I ~ ' ' I ' I I I I I 11 ! I I I I I I l ---------y-----... ·-~--·t--· -------·· ·t·· . ~ I---j --t-··l --1------------···-
I I I I I 11 I I I I I I I l
70 I I I I ' i I I I I I I I I 11 I "" _Lr,---_L L •---I.. L . j_ _ _j I ----··-···--•·----,-j_ __ ~ i I I I I I 11 i i I I I \ : I I I I I
vi 60 I ' I ! I Ii I I I I I I I :11 : I
I I II I 1: I I I ~ I I I ! I I! I I I I ! I I I I I I
h. +---1-,-. .• ----·1-·---~--7-~ I-. • ~r•• ----------------T--
~ : I I I I I I I I I I I I I I I I
50 (j I ! I I 11 I I I _J ____ .~ I ! I : I e5 ___ .L i ,_...L __ -,,--
<t. I I I I 11 I I I I i ~ I I I I
40 I j I I 11 I i ! I I I I 11 I
I I I I I 11 I : ! i I i. :1 I I i ' I I I I I I 11 I I I I I I I ' -----i-r---1r---i--•----1•-n-; ·,-r------·---i ---
I I I I I 11 I I I I I I I
30 it-t I I I I I 11 I I I I I I I
~ --------_[___ Lt .. _ J. ___ --... 1 ... ···-··-•--L . ... 1 .... -l,., _ ----· __ .,_ ------... . -.-L ~-·-··
I I I ii I I 11 I I I I I I I
20 I I I 'I I I i I I I I I I I
I I 11 I I 11 I I I I I ® I I I I I I I I 11 I I I I I I ~-... ,_, ·1·--T"'" -------, ~ --·-·-· .. .,... I : ----------·· "·'··· --1-
! I I I I 'I I I I I I I 10 i I ! I I 11 I I I ! I ' I I
-----·-·r--• ~-. -l.-_, -----------: I I : I 11 I ,:I I I I I I I
0 11 I I f I I
100 10 7 0.1 0.01 0.001
PARTICLE SIZE IN MILLIMETERS
% GRA~l %SAND % FINES % >3" ---.. --···-····~---
Coorse Flne Coors.tJ I Medium Fine s,n Clay
1--''" . n·;•••
I
----~------
0 0 0 O.f 19.3 62.8 17.8 n/a
SIEVE PERCENT I PERCENT SPECIFIED PASS?
SIZE RETAINED PASSING PERCENT (Yes or No)
-... ~-·-
.J-7/2" I i
---., .. SOIL DESCRIP 770N 3• ------.. ~ -----
2-1/2" ----I I SHty sand ... ·-----2" -----····---. --
1-1/2" ATTERBERG LIMITS •·--... ~,·~-I 1" PL = n/tl LL = n/a Pl= NP ----
3/4" ·--~-_, .... , .. . ----•--______J_/'_2. 0 100 COE"FFICJENTS .. n~ --··-·· ·-
Jft" --Des"' n/a D60= 0.26 D50= 0.25 -···· -----·----
No. 4 0 100 ---D30= 0.17 D15= n/a o,o= n/a --·--·-
No. 8 --Cu = n/a Cc = n/a -• ·------------------··
No. 10 0.1 99..9 . ..
No. 16 --CLASS/FICA T!ON --· --~~---
No. 20 1.5 98.5 uses= SC-SM AASHTO = n/a -
No. 30 7.1 92 . .9 . ~------.. -------. .......
No. 40 19.4 I 80.6 REMARKS ---------·-
No. 50 --Specific Gravity (per ASTM D854) = n/a -· -----
No. 60 5-1-.1 45..9
No. 100 74.1 25.9 --------
No. 140 79. 1 2a9 ~---
No. 200 82.2 17.8 :
PROJECT 2637 Davis Ave Cll[IIT
SIER~Cf's~, INC.
Carlsbad, CA Ca/prop Group, Inc
---lrJCATl □N i DEPTH -.
t-1A 1 [RIAL --)AM~'Lf
TP-1 at 1'-2' dl16P Natiw Subgrade
:-:-AMPL-lfl---·---~--·--itl(l lVEF,'CD --~-----~ u.:/n:f ___ ,._" _-._--·--·-rt'Sr(ri -ri'r. •••••c-cc-•
F:Nv1RONUENTAL at:O 71:CH/II/CAL GEOI.OOY Gf?OIJM)WA TU? MINING UA71:!?1ALS .J/18/2022 J/18/2022 .J/24/2022 GC 1173 NORTH /JAIN STRffr, SU/Tc 150, BISHOP, CALIFORNIA SJ.514
PO BOX 5024. lilAMMOTH LAKES. CALIFORNIA 935~6 ]□Blm .,,.,_ or.;,Arrr11 11,.. Ftv1t 1..r[.D r:P
www.sgs1:us 3.31866 OD I OD/JA
SIERRA GEOTECHNICAL SERVICES
GEOTECHNICAL •GEOLOGY• HYDROGEOLOGY ·ENVIRONMENTAL• MINING• MATERIALS
Caltrans Lab #214
MAXIMUM DENSITY•MOISTURE CURVE (PROCTOR)
per ASTM D1 557
Protect Name
2637 Davis Ave, Carlsbad, CA
Client
Calprop Group, Inc.
Mah:ll•jal
Native Subgrade
Proctor No !Te.st Date ITest Pit X
1 3/28/22
130.0 \
125.0
= :, () 'ii, .r:, ;;:;.
~ 120.0
"' C a, 0
i!' 0
115.0
110.0
0 5
Laboratory Data:
Soil&
Test# Mold (lb) Mold (lb)
1 13.766 9.690
2 14.010 9.690
3 14.064 9.690
Contact
Clay Zaccaglini
locatmn
TP-1 @ 1'-2' deep
1B•ltCut Screen Chule
\ \ \ \
\ \ \ \ \
\ \ \ \
\ \ \ \ \
\ \ :\ \
\ \ \ \ \
\ \ \ \ \ I\
\ j,.._ \ \ \
\/ \ \ \ \
/
/
/
Soil (lb)
4.076
4320
4.374
\ ,, \ \
\ \ \.. \ \
\ -\ \ \
\ \ \
\ \ \
\
\
:\
10
Moisture(%)
Wet
Density (pcf)
123.5
130.9
132.5
\
\
\ \
\
\
Percent
Moisture
5.0
8.1
14.8
\
Note: ZAV=Zero Air Voids per Specific Gravity of Soil Solids
} ,'
i A-:_J' ..
THQme& A Platz PE c.t1039
Pr□i~ct No.
3.31866
Deliver □.ate
3/18/2022
Sarnpl•d By Dellve,ed By
DD DD
Stockpile rruck Tested By Reviewed By
GC DD/JA
--+--·•-'lAV<~~
\ ---------l.A.V•2,J
\ --6-" l.AV"-:J:J
\ ·--~------·-· :ZA'l/!!2 6
\ \ --·-• ---1A.'l .. '2."I
\ -......-or,,ti-1111y;~
\ ----·-····-··-
\
\ \
~
\ ll\ \
', \ I
\ \ \ I\
\ \ \ \
\ \ \ \
15 20
Dry Mold Max. Dry Optimum
Density (pcf) Volume (cf) Density (pcf) Moisture (%)
117.7 0.03300 I 122.3 I 9.6
121.1
119.0 With Rock
Correction
I n/a I
I
APPENDIXC
EARTHWORK AND GRADING RECOMMENDATIONS
These earthwork and grading specifications are for the grading and earthwork shown on
the approved grading or construction plan(s) and/or indicated in the geotechnical
report( s ). Earthwork and grading should be conducted in accordance with applicable
grading ordinances, the current California Building Code, and the recommendations of this
report. The following recommendations are provided regarding specific aspects of the
proposed earthwork construction. These recommendations should be considered subject
to revision based on field conditions observed by the geotechnical consultant during
grading.
Geotechnjcal Consultant of Record
Prior to commencement of work, the owner shall employ the Geotechnical
Consultant of Record. The Geotechnical Consultant shall be responsible for reviewing
the approved geotechnical report(s) and accepting the adequacy of the preliminary
geotechnical findings, conclusions, and recommendations prior to the
commencement of grading or construction.
During grading and earthwork operations, the Geotechnical Consultant shall
observe, map, and document the subsurface exposures to verify the geotechnical
design assumptions. If the observed conditions are found to be significantly different
than the interpreted assumptions during the design phase, the Geotechnical
Consultant shall inform the owner, recommend appropriate changes in design to
accommodate the observed conditions, and notify the review agency where
required. Subsurface areas to be geotechnically observed, mapped, elevations
recorded, and/or tested include natural ground, after it has been cleared for
receiving fill but before it has been placed, bottoms of all "remedial removal areas,
all key bottoms, and benches made on sloping ground to receive fill.
The Geotechnical Consultant shall observe the moisture-conditioning and processing
of the subgrade and fill materials and perform relative compaction testing of fill to
determine the attained level of compaction. The Geotechnical Consultant shall
provide the test results to the owner and the contractor on a routine and frequent
basis.
The Earthwork Contractor
The Earthwork Contractor shall be solely responsible for performing the grading in
accordance with the plans and specifications. The Earthwork Contractor shall review
and accept the plans, geotechnical report(s), and these Specifications prior to the
commencement of grading. The Earthwork Contractor shall have the sole
responsibility to provide adequate equipment and methods to accomplish the
earthwork in accordance with applicable grading codes and agency ordinances,
these Specifications, and the recommendations in the approved geotechnical
report(s) and grading plan(s). If, in the opinion of the Geotechnical Consultant
unsatisfactory conditions, such as unstable soil, improper moisture condition,
inadequate compaction, adverse weather, etc .... are resulting in a quality of work less
than required in these Specifications, the Geotechnical Consultant shall reject the
work and may recommend to the owner that construction be stopped until the
conditions are rectified.
Site Preparation
General: Site preparation includes removal of deleterious materials, unsuitable
materials, and existing improvements from areas where new improvements or new
fills are planned. Deleterious materials, which include vegetation, trash, and debris,
should be removed from the site, and legally disposed of off-site. Unsuitable
materials include loose or disturbed soils, undocumented fills, contaminated soils, or
other unsuitable materials. The Geotechnical Consultant shall evaluate the extent of
these removals depending on specific site conditions. Earth fill material shall not
contain more than 1-percent of organic materials (by volume). Nesting of the organic
materials shall not be allowed.
If potentially hazardous materials are encountered, the contractor shall stop work in
the affected area, and a hazardous material specialist shall be informed immediately
for proper evaluation and handling of these materials prior to continuing to work in
that area.
As presently defined by the State of California, most refined petroleum products
(gasoline, diesel fuel, motor oil, grease, coolant etc.) have chemical constituents that
are considered to be hazardous waste. As such, the indiscriminate dumping or
spillage of these fluids onto the ground may constitute a misdemeanor, punishable
by fine and/or imprisonment and shall not be allowed.
Any existing subsurface utilities that are to be abandoned should be removed and
the trenches backfilled and compacted. If necessary, abandoned pipelines may be
filled with grout or slurry cement as recommended by, and under the observation of,
the Geotechnical Consultant.
Excavation
Excavations, as well as over-excavation for remedial purposes, shall be evaluated by
the Geotechnical Consultant during grading. The actual extent of removal shall be
determined by the Geotechnical Consultant based on the field evaluation of exposed
conditions during grading. Where fill-over-cut slopes are to be graded, the cut
portion of the slope shall be made, evaluated, and accepted by the Geotechnical
Consultant prior to placement of materials for construction of the fill portion of the
slope, unless otherwise recommended by the Geotechnical Consultant.
In addition to removals and over-excavations recommended in the approved
geotechnical report(s) and the grading plan, soft, loose, dry, saturated, spongy,
organic-rich, highly fractured, or otherwise unsuitable ground shall be over-
excavated to competent ground as evaluated by the Geotechnical Consultant during
grading.
All areas to receive fill, including removal and processed areas, key bottoms, and
benches, shall be observed, mapped, elevations recorded, and/or tested prior to
being accepted by the Geotechnical Consultant as suitable to receive fill. The
Contractor shall obtain a written acceptance from the Geotechnical Consultant prior
•
to fill placement. A licensed surveyor shall provide the survey control for
determining elevations of processed areas, keys, and benches.
Fill Compaction
The onsite soils are suitable for placement as compacted fill provided the organics,
oversized rock (greater than 6-inches in diameter) and deleterious materials are
removed. Rocks greater than 6-inches and less than 2-feet in diameter can be placed
in the bottom of deeper fills or approved areas provided they are selectively placed
in such a manner that no large voids are created. All rocks shall be placed a minimum
of 4-feet below finish grade elevation unless used for landscaping purposes. Any
import soils shall be tested for suitability in advance by the project Geotechnical
Engineer.
After making the recommended removals prior to fill placement, the exposed ground
surface should be scarified to a depth of approximately 12-inches, moisture
conditioned as necessary, and compacted to at least 95-percent of the maximum dry
density obtained using ASTM D1557 as a guideline. Surfaces on which fill is to be
placed which are steeper than 5:1 (Horizontal to vertical) should be benched so that
the fill placement occurs on relatively level ground.
For parking areas and other improvements, a one-foot removal is recommended
depending on site conditions (i.e., depth of root zone, and depth of disturbance which
may have locally deeper removal depths). The removal bottom should be observed
(tested as needed) by the geotechnical consultant prior to placing fill soils. The upper
12-inches of subgrade material along with the Class II Aggregate Base and the
Asphaltic concrete shall be compacted to a minimum of 95-percent of the materials
maximum dry density as determined by ASTM D1557. The subgrade and aggregate
base shall be moisture-conditioned and compacted to 95-percent of the material's
maximum dry density as determined by ASTM D1557 to a depth of 12-inches.
All fill and backfill to be placed in association with the proposed construction should
be accomplished slightly over optimum moisture content using equipment that is
capable of producing a uniformly compacted product throughout the entire fill lift.
Fill materials at less than optimum moisture should have water added and the fill
mixed to result in material that is uniformly above optimum moisture content. Fill
materials that are too wet can be aerated by blading or other satisfactory methods
until the moisture content is as required. The wet soils may be mixed with drier
materials in order to achieve an acceptable moisture content.
The fill and backfill should be placed in horizontal lifts at a thickness appropriate for
equipment spreading, mixing, and compacting the material, but generally should not
exceed eight inches in thickness.
No fill soils shall be placed during unfavorable weather conditions. When work is
interrupted by rains, fill operations shall not be resumed until the field tests by the
geotechnical engineer indicate that the moisture content and density of the fill are as
previously specified.
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Slopes
All slopes shall be compacted in a single continuous operation upon completion of
grading by means of sheepsfoot or other suitable equipment, or all loose soils
remaining on the slopes shall be trimmed back until a firm compacted surface is
exposed. Slope compaction tests shall be made within one foot of slope surface.
Cut and fill slopes shall be a maximum of 2:1 (horizontal to vertical) unless approved
by the Geotechnical Consultant.
Planting and irrigation of cut and fill slopes and/or installation of erosion control and
drainage devices should be completed due to the erosion potential of the soil.
Temporary Excavations
Temporary excavation shall be made no steeper than 1:1 (horizontal to vertical). The
recommended slope for temporary excavations does not preclude local raveling and
sloughing. Where wet soils are exposed, flatter excavation of slopes and dewatering
may be necessary. In areas of insufficient space for slope cuts, or where soils with
little or no binder are encountered, shoring shall be used.
All large rocks exposed above temporary cuts shall be removed prior to foundation
excavation. In addition, any rocks exposed during development from raveling and
sloughing should be removed immediately.
All excavations should comply with the requirements of the California Construction
and General Industry Safety Orders and the Occupational Safety and Health Act and
other public agencies having jurisdiction.
Utility Trench BackfiH
All utility trenches in structural areas shall be compacted to a minimum of90-percent
per ASTM D1557. All trenches in non-structural areas shall be compacted to a
minimum of BS-percent per ASTM D1557.
All material used for utility trench backfill shall be approved by the Geotechnical
Engineer prior to placement. All bedding and backfill of utility trenches shall be done
in accordance with the applicable provisions of Standard Specifications of Public
Works Construction. Bedding material shall have a Sand Equivalent greater than 30
(SE>30). The bedding shall be placed to 1-foot over the top of the conduit and
densified by jetting. Backfill shall be placed and densified to a minimum of90-percent
of maximum from 1-foot above the top of the conduit to the surface.
Lift thickness of utility trench backfill shall not exceed those allowed in the Standard
Specifications of Public Works Construction unless the Contractor can demonstrate
to the Geotechnical Consultant that the fill lift can be compacted to the minimum
relative compaction by his alternative equipment and method.
Regulations of the governing agency may supersede the above, and all trench
excavations should conform to all applicable safety codes. The Contractor shall follow
all OSHA and Cal/OSHA requirements for safety of trench excavations.