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Home My WebLink About2410 GRANADA WAY; ; CBR2022-2229; PermitBuilding Permit Finaled Residential Permit Print Date: 02/23/2023 Job Address: Permit Type: Parcel#: Valuation: Occupancy Group: #of Dwelling Units: Bedrooms: Bathrooms: Occupant Load: Code Edition: Sprinkled: Project Title: 2410 GRANADA WAY, CARLSBAD, CA 92010-2159 BLDG-Residential 1673820900 $0,00 Work Class: Track#: Lot#: Project#: Plan#: Construction Type: Orig. Plan Check#: Plan Check#: Repair Permit No: Status: (_ City of Carlsbad CBR2022-2229 Closed -Finaled Applied: 06/24/2022 Issued: 01/12/2023 Finaled Close Out: 02/23/2023 Final Inspection: 02/02/2023 INSPECTOR: de Roggenbuke, Dirk Description: FOUNDATION STABUZATION (FOR DOCUMENTATION ONLY, DOES NOT GUARANTEE A FIX) Applicant: FOUNDATIONS ON THE LEVEL PETER ZOSCHAK JR PO BOX 194 CARLSBAD, CA 92018-0194 (760) 889-8150 FEE BUILDING PLAN CHECK FOUNDATION REPAIR-RESIDENTIAL Property Owner: CO-OWNERS JOHN AND REBECCA ANGELOS 2410 GRANADA WAY CARLSBAD, CA 92010-2159 SB1473 -GREEN BUILDING STATE STANDARDS FEE Total Fees: $850.75 Total Payments To Date: $850.75 Contractor: ISLAND CONSULTANTS INC PO BOX 1921 CARLSBAD, CA 92018-1921 (760) 889-8150 Balance Due: AMOUNT $334.75 $515,00 $1.00 $0.00 Please take NOTICE that approval of your project includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as "fees/exaction." You have 90 days from the date this permit was issued to protest imposition of these fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition. You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project. NOR DOES IT APPLY to any fees/exactions of which you have previously been given a NOTICE similar to this, or as to which the statute of limitation has previously otherwise expired. Building Division Pagelofl 1635 Faraday Avenue, Carlsbad CA 92008-7314 I 442-339-2719 I 760-602-8560 f I www.carlsbadca.gov r \, (~it V C>f c·:c11~1 sb,1d RESIDENTIAL BUILDING PERMIT APPLICATION B-1 ::.r· L>-\·nJ :,n ,.,,. 1,,lzv,b@ Job Address Z'/rc~ (;,.<?<'..'"/\I ~A t-11.~ Y Unit:. _____ .APN: __ l_<r_~;;_,_-_,:i_· _f_~:-_, _-_v_· _?_-_o_(_,_ CT/Project#: ___________ / _____ Lot #:_.Z,_· -_'/ __ Year Built: ________ _ &_w~A'.?lo/11 $J,4 /'JJ/t.lZAno'r,,/ 0 New SF: Living SF, ____ Deck SF, ___ Patio SF, ____ Garage SF ---C 1.,.,1 r,, , './: . , ; , Is this to create an Accessory Dwelling Unit? O Y fl( N New Fireplace? O '?t N, if yes ho.'1'tTh~t ", , , Is the area a conversion or change of use? O Y }ti N D Remodel: SF of affected area ----- □ Pool/Spa: ____ ,SF Additional Gas or Electrical Features? ------------ 0 Solar: ___ KW, ___ Modules, Mounted: 0Roof O Ground, Tilt: 0 YON, RMA: 0 VO N, Battery:OYO N, Panel Upgrade: Ov ON Electric Meter number: ------------0th er: Name: /7i"L,v•1•;.',J,!. l•N hn:..''l'-. _,;_ 1-.. Name: -72;.1;1N f]/4-::1.¼.'-:7:.(A-/f/\,'6-c'2'.c6 Address: /'z J.' r o'-1 Address: 2-/~:,:,, -C~'f7>/t-n:~y City: (~':/'!I._\;,,•,,,,_,, State: (. ,";-Zip: 9=1 s City: C.'..AAif/;;v/6 State:(' 4-Zip: <-/ 2 E/C Phone: 71x>-&r")-P;so Phone: ':i.Ji-,,1'ir5-✓.}DC Email: fu@Ao,v-1,+rtoN',50N77tf'!/4=--VC:Z., (orf Email:,,?Z; --,-..:Al,,._ --17,-,.-v,-(4.;,--.,.-. -,✓,"",_<(,.....77_1' ... ,1/l_'/-;_-.,1,_/;_,_.,.-~_:z-.£-•-:)_;_C_u_·_r,-{---- Name: /~(//~ ~ ,f,.519Cf AT&"'v Address:.7'96't0 l</«.JTllv er City:A£'1b.N.1jz State: CA Zip: t/2.b73 Phone: 9o '1-3 89-7.:3tb Email: 0:,7ZE'l/4? hlt:3U:7f!/u-t-A5(£)C/,+rC::;, ,CoM = CcJ.3 8'f D "r<,)6 '--1-b Business Name: m°'0/\.·14 77c.vli' v/\/ /;'ti:= ~G' L... Address: /o2, / 9 2.. I City: 6/;tlL;.:,b+') State: C ,4 Zip: 9 2°15' Phone~-8'&''3-&/ S'O Email:~ @:;kavJ,+n-cw·[cwT,'f(f;Lc7/6z.-CoM CSLB License#: 97e :s .Z..6 Class: L) a3 O Carlsbad Business License# (Required): /()L~c? 12 <f3 9JC, APPLICANT CERTIFICATION: I certify that I have read the application and state that the bove information is correct and that the information of the plans is accurate. I agrtt to comply with all City ordinances and State laws relating to building construction. 1635 Faraday Ave Carlsbad, CA 92008 Ph: 442-339-2719 Email: 1 REV. 041'22 • n;~s PAGE REQUIRED AT PERMIT ISSUANCE PLAN CHECK NUMBER: ______ _ ·1: i1)h1C f) :f;;r . .,";'J ::.J·.f\1 i:;,1 l\(ii}f"!: Tr, FiTl·lrR ,:{1.,:, :-,'.'\j /\:_·,;::'.)! ft)•' '·il'.1'.·.ii !,.f,_!'lify N r-·····,··-·-·---···-·"··~-·---· ·-·-·-.. ··-·· -. ---.. ·-·-·· ... l ; ~;r:~~~ffi~;~~~er ;.::i;;:,~~j~ry that I am licensed under provisions of Chapter 9 ( commencing with Section 7000/ of Division] I of the Business and Professions Code, and my license is in full force and effect. I also affirm under penalty of perjury one of the · fallowing declarations (CHOOSE ONE): 01 have and will maintain a certificate of consent to self-insure for workers' compensation provided by Section 3700 of the labor Code, for the performance of the work which this permit is issued. PolicyNo. ____________________________________________ _ -OR-~ have and will maintain wori<er's compensation, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. My workers' compensation insu ;:i9~e carrier and policy number are: Insurance Company Name: -------~=~.,,..,.,...,.,.-,-cc-.---------- Policy No. N'J WC-tJC;:,L$',J.. Expiration Date: C.l'Z./11/ 1...02 Q -OR· t 0 Certrficate of Exemption: I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become ! subject to the workers' compensation Laws of California. WARNING: Failure to secure workers compensation coverage Is unlawful and shaU subject an employer to f criminal penalties and cMI fines up ta $100,000.00, In addition the to the cast of compensation, damages as provided for in Section 3706 of the Labor Code, j interest and attorney's fees, · \,_, f.!'J{.Y, _ _n-,\j\JY: I hereby affirm that there is a construction lending agency for the performance of the work this permit is issued (Sec. 3097 (i) Civil Code}. Lender'sName: _____________________ Lender'sAddress: _____________________ _ i CONTRACTOR CERTIFICATION: The applicant certifies that all documents and plans clearly and accurately show all existing and proposed bulldings, structures, access roads, and J utilities/utility easements. All proposed modifications and/or additions are dearly labeled on the site plan. Any potentially existing detail within these plans inconsistent with the site plan are • not approved for construction and may be required to be altered or removed. The city's approval of the appllcation Is based on the premise that the submitted documents and plans show ~ the c:orrect dimensions of; the property, buildings, structures and their setbacks from property lines and from one another; access roads/easements, and utilities. The existing and proposed j \Jie of each bulldtng as stated Is true and correct; alt easements and other encumbrances to development have een accurately shown and labeled as well as all on•site grading/site preparatlon. f: All improvements existing on the property were completed in accordance with all regulations in existence a e time of their construction, unless otherwise noted. l NAME (PRINT): /4~/,:;l/,'¥(VA, SIGNATURE: \ 1· /,JP~ / / DATE: 1:)1.:j/L J._. j Note: If the person signing above is an authorized agent for the contractor uthorizatlon on contractor letterhead. '·-··-.. -------··-·--·--·--'"---·-------· ··-·-·---,-·-·· ··-·· «••-····--" ./ I( .•,J df ()\,\;'t-,lf. P-L1,Ull.,_;)H(! .. H:(_l;\f;/d!1 il\l. I hereby affirm that I am exempt from Contractor's License Law for the following reason: 0 I, as owner of the property or my employees with wages as their sole compensation, will do the work and the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractor's Ucense Law does not apply to an owner of property who builds or improves thereon, and who does such work himself or through his own employees, provided that such improvements are not intended or offered for sale. If, however, the building or Improvement is sold within one year of completion, the owner-builder will have the burden of proving that he did not build or improve for the purpose of sale). -OR-DI, as owner of the property, am e:,:ciusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who bu!lds or improves thereon, and contracts for such projects with contractor(s) licensed pursuant to the Contractor's License Law). -OR-01 am exempt under Business and Professions Code Division 3, Chapter 9, Article 3 for this reason: AND, 0 FORM 8·61 "owner Builder Acknowledgement and Verification Form" is required for any permit issued to a property owner. By my signature below I acknowledge that, except for my personal residence In which I must have resided for at least one year prior to completion of the improvements covered by this permit, I cannot legally sell a structurt:! that I have built as an owner-builder if it has not been constructed In its entirety by licensed contractors./ understand that a copy of the applicable law, Section 7044of the Business and Professions Code, is available upon request when this application is submitted or at the following Web site; http: I lwww.leginfo.ca.gov/ca(aw.html. OWNER CERT/FICA TION: The applicant certifies that all documents and plans clearly and accurately show all elllstlng and proposed buildings, structures, access roads, and utilities/utility easements. All proposed modifications and/or additions are dearly labeled on the site plan. Any potentlalty exl5ting detail within these plans inconsistent with the site plan are not approved for construction and may be required to be altered or removed. The city's approval of the application is based on the premise that the submitted documents and plans show the correct dimensions of; the property, buildings, structures and their setbacks from property lines and from one another; access roads/easements, and utilities. The existing and proposed use of each building as stated is true and correct; all easements and other encumbrances to development have been accurately shown and labeled as well as al! on•site grading/site preparation. AU improvements existing on the property were completed in accordance with all regulations in existence at the time of their construction, unless otherwise noted . . NAME (PRINT): __________ SIGN: _________ DATE: _____ _ ; ' t Note: If !11.! ,erson s1gn1na; above ls an authorlied a,1ent for the praperty owner include form 8-62 signed by property owner. ___________ .J 1635 Faraday Ave Carlsbad, CA 92008 Ph: 442·339-2719 Email: 2 REV. 04/22 Building Permit Inspection History Finaled (_ City of Carlsbad PERMIT INSPECTION HISTORY for (CBR2022-2229) Permit Type: BLDG-Residential Application Date: 06/24/2022 Owner: CO-OWNERS JOHN AND REBECCA ANGELOS Work Class: Repair Issue Date: 01/12/2023 Subdivision: CARLSBAD TCT#76-02 Status: Closed -Finaled Expiration Date: 08/01/2023 Address: 2410 GRANADA WAY CARLSBAD, CA 92010-2159 IVR Number: 41541 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Date Start Date Status 02/02/2023 02/02/2023 BLDG-11 202089-2023 Passed Dirk de Roggenbuke Foundation/Ftg/Piers (Rebar) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-Final Inspection 202315-2023 Passed Dirk de Roggenbuke Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-Structural Final Yes Thursday, February 23, 2023 Inspection Complete Complete Page 1 of 1 SPECIAL INSPECTION AGREEMENT B-45 Building Division,. 1635 Faraday Avenue 760-602-2719 www.carlsbadca.gov In accordance with Chapter 17 of the Callfornla Building Code the following must be completed when won< being parfonnad require■ special Inspection. structural observation and construction m-rl•I tectlng. A. THIS SECTION MUST BE COMPLETED BY THE PROPERTY OWNER/AUTHORIZED AGENT. Please check if you are Owner-Builder 0. (If you checked as owner-builder you must also complete Section B of this agreement.) Name: (Please p~nt) Pe7oA. ..2'c,~A'AI< VA (Flml IM.1.) Malling Address: />Dl!J l'l 2./ CA-..U,,.~ ~A. 9Z1J//3J Ila■) Email· /)~®H~Tl'Ol'dt:JN7}(6~'WJZ ,CtJ!j Phone· 76!J,899-&t5'tJ I am: □Property Owner Ji(Property Owner's Agent of Record □Architect of Record □Engineer of Record State of California Registration Number: 9'705'.z.6 Expiration Date: W ~ /u.zz. AGREEMENT: I, the undersigned, declare under penatty of perjury under the laws of the State of California, th at I have read, understand. acknowledge and promise to comply with the City of Carlsbad requirements for special inspections, structural observations, con truction materials testing and off-site fabrication of building components, as prescribed in the statement of special inspectio noted on the approved plans and, as required by the California Building Code. ~ ·.,/J -"/ -Slgnatu · ~ · Date: ....:@a::· ..=io:.,,1_-_."-0 ·'-'/.=£:....• ____ _ B. CONTRACTOR'S STATEMENT OF RESPONSIBILITY (07 CBC, Ch 17, Section 1706). This section must be completed by the contractor I builder/ owner-builder. Contractor's Company Name: ~~ON'., CA/ ~ l.etle'"l. Please check w you are OWner-Bullder □ Name: (Please print) -=-A~~-·-~---'----------=-:--,-------.Z-"~J~e._N"A,1(---,---'--=-~----- A (first) (M.I.) (Leal) Malling Address: i:,~ tt!/i/ .C~~) C ,.,_, 9 .Z.IJ,' S Email: ~@/i~tw',j,D,v7;'fts J.J:=veZ ,(,oM State of California Contractor's License Number: 9?'t,S-.Z.h Phone: 7b$• 889·ti/So Expiration Date: ¥14D/2o2.Z_ • 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; • I will have In-place procedures tor exercising control within our (the contractor's) organization, for the method and frequency of reporting and the distribution of the reports; and • I certify that I will heve a qualified person within our (the contractor's) organization to exercise such control. • I will prvvlde a ffna/ report I letter In compliance with CBC Section 1704.1.2 pt1pr tu requntlna ffnal lnsaectlon. / -7/!f-'d Page 1 of 1 Rev. 03120 I February 1st, 2023 Foundations on the Level Peter Zochak Email: SUBJECT: pet_o_r\~1tQur_1q_at1ooso_n_u_1e1~ve_1.com_ Tilford.ptr,,gmail,com COMPLETION REPORT Justin and Rebecca Angelos Residence 2410 Grenada Way Carlsbad, CA 92010 Project No. 220340 RECORD COP' City of Carlsbad i-'-'J O 2 ·: , ,_L , 1 ·,, BUILDING DIVISION This report summarizes my review of installation records and photographs of the work performed by Foundations-on-the-Level. This work was performed between 1/23/23 and 2/1/23. The manufacturer of the piers and brackets was Earth Contact Products (ECP). Bracket Model 300 was used to attach the piers to the existing foundation using Simpson Titen bolts. The piers were installed using a Pengo RS 6 torque motor with a capacity of 6700 ft.-lbs. The location, inclination, final installation depths of the piers comply with the approved construction documents. The installation logs are attached to this report. HELICAL PIERS 17 helical piers were installed below the affected footings of the home. Installed depths ranged from 10 feet to 19 feet. Final installation torques ranged from 3239 ft.-lbs to 4590 ft.-lbs. CONCLUSIONS The piers were installed in general accordance with the approved plans. The piers were used to lift the affected part of the house to stabilize the affected part of the house. The completed work satisfies the intent of the approved plans to stabilize the house foundations. The risk of future foundation setting has been eliminated, but it is important to note that the homes in the surrounding area without piers may still be at risk. The completed underpinning work was designed and constructed to improve the vertical stability of the house foundation system by supporting the house on deeper, more competent soils and bedrock. This system has been installed to successfully stabilize hundreds of homes in Southern California over the past 20+ years. Completion Report 2410 Granada Way Carlsbad, CA 92010 Page No. 2 I appreciate the opportunity to assist you in this matter. Please call if you have any questions. Very truly yours, Helfrich-Associates, Inc. ',~-C~f,~J~l \ EXf 12/31/23 Steven C. Helfrich, P.E., G.E. California Licenses C40046, GE389 Enclosed: Special Inspection Report Pier installation Logs (5 pages) RECORD COPY City of Carlsbad FEB O 2 2Gi3 BUILDING DIVISION 30640 Kristin Court, Redlands, CA 92373 --909-389-7316 -Fax 909-389-7326 -www.helfrlch-assoclates.com [ DEPtJ-rv ·1 11\i:sPECTION SERVi°cE uic] DEPT. OF BLDG. 8, SAFETY ?5121 DE SALLE ST, LAGUNA HILLS, CA 92653 1 -800 -DEPUTY 1 = 1 -800 · 337 -0891 SPECIAL INSPECTIOIIJ REPORT fluildin,J l'ormil No CBR2022-22291 Job No. Job lndentification / Address ____ An~os Res/ 2410 Granada_Way __ Genoral Contractor i Address __ Q_wne_r ___ _ Sub Contractor/ Address ___ Foundation_s_o_11 theLe_vtl_ ____ _ Structural Engineer/ Address ___ Helfrich ______________ _ CITY OF _ Carlsbad COUl\ffV OF 1/31/2023 Arch r IH·INl'OnCf"IJ CONCHF:TE MASONRY HI-TENSILE BOITING -··-, ---=-1 CHEMICAL ANCHORS 1 I l'lllSTfl[SSED CONCll[TE WELDING GYPSUM COi\lCHETE_ I I ; ! _____________ , ·-:::=========·-·-·· -----··----,-----·-· -.,..,......,_.,_..... _________ ..., • ..__,-:-.<.11·:.,.· .nr~,._=-...,,.. .. -=== -,.-.~1=) ==---=--=~~---=---r....-~----....iez....,,..=::,,_ • • • j • .. , ... -,._ ...... '"'~ ............. ._,_,.,...i • .r. ! I WELDER 1 RECEIPT NUMBER 1 WELDER I RECEIPT NUMBER , I i ' I I ---~--------1, L... ......... ,_,,_ -'""-•""""' .... "'-__i_~=-~ ,_,,,_,_._,_ ....... -.... .-... , ...... _._,. .. ......,._._..___,..,...-'--•"·'""'··•---·' -.. _ ....... -••~--c. .. -..--..-.........._..,._,_,iJ_._,.__Jth! 1/31/23 Periodic inspection of the (17)Helical anchors for the foundation stabilization. ' I -Verified the specs for the material prior to installation -! ,' -<J!iservea the installation process for proper procedure with a calibrated jack j :. -w 1tnessed the placement orthe connect10n brackets to the foundation ~ ------· -·--· -Observed the anchor installation of#l4 to 10' total depth and 1,200 PSI --· -------· ----Read and reviewed the installation log kept by the contractor ,...u. , -L ('-, .-t ..... I,...,. .J --7 ... ., -I nr-~--eRe t:c'j ~ 2 zr7J j e---: ., ... '-' -- ' eePv -----~Ol[Dll'ilG Dll71SIOl'il -----·------. --· I J HOURS SAMPLES DATE Reg. OT Time In Time Out Grout Mortar Concrete Block Density 1/31 MIN 12:00 Prisms ----- All inspections based on a minimum of 4 hours & over 4 hour:-8 hour~ minimum. Any inspection extending pas11ho noon hour will be billod n-. B ' hour minimum. In addition, any inspection cxtnnding pn~I ;1n 8 hour pe riod, or Saturday inspection will ba billed nt time and a h.111 /\TTOHNEY"S FEES -F :1n1 ;1chnn ,1! !.,w o: '" •::nu\·/ 1:. :.,:<,w;h: :n enforce or 1nr0.~uot :he terms ot :h,~. c, n!~:1<.:. lhr> pr1:·.··r1 '1nq rur1y ~r:a!l l;c• r:ntitled to rnJ,:.,o:'.ab,c :.lt'.Df'll'y·:. i1~cs. co~;t~; ariu •1cct-:;s:t';/ -:J:soursc-ments r--• .:tdciitor :o any o'.hc~ rnl, .f :;; · .... •;uch !J:trty rri;\'•_:t:" P.rit·tl-:~J SPECIAL INSPECTION REPORT ) Inspector's Name:______ Chad Brummel Inspector's Signature: -~==_,-,:iS=-,;~=::::'::o.._~ I.D. No. 5257075 lin:, bocn l1lcrl and 1\ s:ate,, ti:;;\ \Im above work to the l)ost of his/her knowlndgc, cornph0.s with 1hr, piov1s1on:; o! \lie Uniform Fluild1119 Cod" and meet:; approvfoc, plans and specificat,ons . ..__ Rosp8cllt1lly ~;ubm1f!P.CI. l ! HELFRICH ASSOCIATES ENGINEERING • CONSTRUCTION June 8th, 2022 L______.I _____, C O N S U LT I N G Revised September 6th, 2022 Justin Angelos Email: SUBJECT: justin@justinangelos.com x:,.\'1~~ SOILS REPORT a.~ C 'L~tl. PROPOSED FOUNDATION STABILIZATIOl'J • '\)X-\, 1:1 i '?-\.' 2410 Granada Way x Cf>,: ,, Carlsbad, CA 92010 :'i'{ 0 ~G Q Project No. 220340 c\ 0 \\,Q\ -e, ON ON 0'>0 ON N-o::,~ C')N r--...... <D ...... 0) N N N I N N 0 N ~ al (.) The following report presents our assessment of subsurface conditions at the above property and provides foundation underpinning design and construction recommendations to address adverse conditions. A visit was made to the property by the undersigned on April 19, 2022, to observe and document conditions. Subsurface exploration was performed at two locations on May 11, 2022. The east side of the home has settled a maximum of about 2 inches. > 1- Site Description The subject property, APN 167-382-09-00, is roughly parallelogram in shape, approximately 0.31 acres in area, and is located at 2410 Granada Way in the City of Carlsbad, San Diego County, California (Site Location Map, A-1). The site currently is occupied by a two-story, single-family residence with attached garage. The property is located on a shallow hillside; a low hilltop is located northwest of the property. The highest point on the site is approximately 261 feet above mean sea level (MSL) near the northwest corner, and the lowest is approximately 233 feet MSL near the southeast corner, with total relief of approximately 28 feet, and an average, downhill gradient of about 4:1 (horizontal : vertical) toward the southeast. The housepads along Granada Way appear to have been graded as cut along their upslope sides and fill along their downslope sides. But actual grading transitions were not available for this report. 2:1 (H:V) fill slopes up to about eight feet in height were present along the south and east sides of the property. The site is situated in southeast quarter of projected section 32, Township 11 South, Range 4 West and extends into the northeast quarter of projected Section 5, Township 12 South, Range 4 West, San Bernardino Principal Meridian, at latitude 33.168450° north, longitude 117.317081° west. 30640 Kristin Court, Redlands, CA 92373 -909-389-7316 -Fax 909-389-7326 -www.helfrlch-associates.com -·· (.) ... ,_ Soils Report 2410 Granada Way Page No. 2 Landscape areas were noted on the southeast and south sides of the property close to the house. The subject property is bounded by Granada Way to the south and by residential properties on the remaining sides. Site Exploration and Subsurface Conditions The site exploration program consisted of two hand-auger borings to about 10 feet below existing ground surface. Bulk samples were obtained from the borings for laboratory testing. The depths and descriptions of samples are shown on the attached boring logs presented in the Appendix. The boring locations are shown on the Site Plan, presented in the Appendix. The subsurface soil profile consisted of artificial fill soils underlain by sedimentary bedrock. Encountered fill soil consisted of silty sand (SM), clayey sand (SC), silty sand to clayey sand (SM/SC), and clayey sand to sandy, fat clay (SC/CH) which was gray to dark gray, and orange mottled, damp to moist, and loose to medium dense or stiff in consistency. The bedrock consisted of Santiago formation, which in this location was clayey sandstone, which was gray with orange-brown blebs, moist, and medium dense. Laboratory Testing Laboratory testing was performed by Terra Pacific. The laboratory program included testing for direct shear and in-situ moisture tests. Results are included on the exploratory logs. A representative sample, sent to Clarkson Laboratory and Supply Company, was tested for corrosivity characteristics including sulfates, chlorides, minimum resistivity, and pH. Laboratory test results appear in the Appendix. Soil classifications provided in our geotechnical investigation are in general accordance with the Unified Soil Classification System (USCS). Helfrich Associates has reviewed the laboratory test results and accepts the results for use in our analysis. Regional Geologic Setting The subject site is situated in the Peninsular Ranges Geomorphic Province, one of eleven such provinces recognized in California Geological Survey Note 36. The geomorphic provinces are topographic-geologic groupings of convenience based primarily on landforms, characteristic lithologies, late-Cenozoic structural and geomorphic history. The northern portion of the Peninsular Ranges province encompasses southwestern California west of the Imperial-Coachella Valley trough including the California coast and Santa Catalina and San Clemente Islands, and south of the major portion of the Transverse Ranges geomorphic province. Most of the Peninsular Ranges province lies outside California, continuing south to include the Baja California Peninsula. The province contains a diverse array of metamorphic, sedimentary, volcanic, and intrusive igneous rocks. Near the coastline, younger rocks include thick sequences of marine and non-marine elastic and pelltic sedimentary rocks of Mesozoic and Tertiary age, ranging from claystones to conglomerate, along with extensive surficial deposits of late Tertiary 30640 Kristin Court, Redlands, CA 92373 -909-389-7316 -Fax 909-389-7326 -www.helfrlch-assoclates.com . ' Soils Report 2410 Granada Way Page No. 3 and Quaternary, non-marine sedimentary sequences. A regional geology map and index are included in the Appendix. GEOLOGIC HAZARDS Site Geology The subject site lies on a hillside, southeast of a low hilltop, which is composed of Tertiary sedimentary rock. Topography in the area of the subject property is generally moderate relief. Faulting and Ground Rupture The subject site is not located within an Alquist-Priolo (AP) Earthquake Fault Zone; there is no AP map for the San Luis Rey Quadrangle. As with most of southern California, the subject site is situated in an area of active and potentially active faults. Active faults present several potential risks to structures, the most common of which are strong ground shaking, dynamic densification, liquefaction, mass wasting, and surface rupture at the fault plane. The following four factors are the principal determinants of seismic risk at a given location: • Distance to seismogenically capable faults. • The maximum or "characteristic" magnitude earthquake for a capable fault. • Seismic recurrence interval, in turn related to tectonic slip rates. • Nature of earth materials underlying the site. Based upon proximity to regionally significant, active faults, ground shaking is considered to be the primary hazard most likely to affect the site. Characteristics of the major active fault zones selected for inclusion in analysis of strong ground shaking are listed in the following table. Numerous significant fault zones are located at distances exceeding 40 kilometers from the site, but greater distances, lower slip rates, and/or lesser maximum magnitudes indicate much lower risk to the site from the latter fault zones than those listed below. Fault Zone1 Distance from Fault Length Slip Rate Reference Fault Site (km) (km)1 (mm/yr)1 Earthquake M( M.,)1 Type1 Newport-Inglewood/Rose Canyon 6.2 70±7 1.5±0.5 7.2 B (rl-ss) Coronado Bank (rl-ss) 33 185±19 3.0±1.0 7.6 B Elsinore, Temecula section 34 43±4 5.0±2.0 6.8 A (rl-ss) San Andreas (Cochella Segment) 93 96±10 25.0±5.0 7.2 A (rl-ss) 30640 Kristin Court, Redlands, CA 92373 -909-389-7316 -Fax 909-389-7326 -www.helfrlch-associates.com Soils Report 2410 Granada Way Page No. 4 1. California Department of Conservation, Geologlcal Survey, 2007 (Appendix A), California Fault Parameters for the National Seismic Hazard Maps and Working Group on California Earthquake Probabilities, CGS Special Report 203A, USGS Open File Report 2007-1437A. 2. U.S. Department of the Interior, Geological Survey, 2008, website: 2008 National Seismic Hazards Maps -Source Parameters, https:(/earthguake.usgs.gov/cfusion/haztaults 2008 search/gyery results.ctm. 3. Southern California Earthquake Data Center, website: Significant Earthquakes and Faults, http://scedc.caltech.edu/significant/fault•lndex.html 4. Fault Geometry: (ss) strike slip; (r) reverse; (n) normal; (rl) right lateral; (II) left lateral; (0) oblique; (45 N) direction. Landslides The area of the subject site has not been evaluated by the State of California, Seismic Hazards Zones program. The subject site lies outside the limits of the City of San Diego Seismic Safety Element Study. Tan & Giffen (1995) place the property within a zone classified as "generally susceptible" for landslide activity. No landslides have been mapped on or near the subject site. No landslide evidence was noted during the field investigation. The probability that landslide activity could affect the subject site is considered to be low. Groundwater No groundwater was encountered within the exploratory boring on the subject site. Water well information was available through the State of California Department of Water Resources, Water Data Library. The closest well, number 11S05W24B001.S, which was located about 3.8 miles northwest of the subject site and at an elevation more than 200 feet lower. Due to the distance, the elevation difference, and the different geological conditions, groundwater information from this well was deemed irrelevant to conditions on the subject property. A check with Geotracker indicates the subject site lies outside any known groundwater basin. Groundwater is not considered to be a constraint for this project. Liquefaction The area of the subject site has not been evaluated by the State of California for its Seismic Hazards Zones program. The subject site lies just outside the limits of the City of San Diego Seismic Safety Element Study. Based on the shallow depth to well-consolidated, sedimentary bedrock and the lack of shallow groundwater, liquefaction is not considered to be a geologic constraint. Flooding Flood Insurance Rate Maps (FIRM) compiled by the Federal Emergency Management Agency (FEMA) for the Flood Insurance Program, are available for most areas within the United States at the FEMA web site (http://msc.fema.gov/). The FEMA Flood Map and FEMA Flood Map Legend (attached in Appendix) were created from FIRMs specific to the area of the subject site. The FEMA Flood Map shows the site is located within 'Zone X', which in this case, indicates the site is located within a minimal flood risk area 30640 Kristin Court, Redlands, CA 92373 -909-389-7316 -Fax 909-389-7326 -www.helfrich-associates.com Soils Report 2410 Granada Way Page No. 5 Seiching Selching is the oscillation of an enclosed body water, usually due to strong ground shaking following a seismic event. Seiching can affect lakes, water towers, and swimming pools. During a seismic event, water from the onsite swimming pool could slosh toward the house. However, due to the nature of helical coils and their installation, water sloshed from a swimming pool cannot be expected to adversely affect the proposed underpinning. No other enclosed bodies of water were found in close enough proximity to the subject site to be considered hazardous. Seiching is not expected to adversely affect the proposed project. Tsunamis Tsunamis are not considered to be a geologic hazard at the subject site due to its elevation and inland location. CONCLUSIONS Based on our observations and investigation, the most likely causes of the foundation movement is fill settlement. The proposed improvements presented below are intended to stabilize the foundations. The proposed underpinning project is feasible from a geological and geotechnical engineering standpoint, provided the recommendations presented in this report are implemented during design and construction. RECOMMENDATIONS RE-LEVELING USING HELICAL PIERS The structure should be lifted and stabilized using resistance piers. The specifications for the piers (approximately 2 7 /8-inch diameter) have been placed on the plans. Piers should be installed to a minimum torque of 3400 ft-lbs. At this installation torque, the allowable vertical capacity of the helical pier is 15.0k (Factor of Safety is 2.0). The capacity of the helical piers is determined from published correlations with the installation torque and should be verified by loading testing during installation. The helical piers should consist of 8-inch and 10-inch diameter helical plates. Construction and inspection requirements for installation of the helical piers should be placed on the repair plans. The piers should be installed to target depth of 15 feet below the ground surface. The effect of group action will not be significant when the piers are spaced at least 3 times the diameter. Helical piers shall be placed a minimum of 2 feet six inches and a maximum of 7 feet apart. 30640 Kristin Court, Redlands, CA 92373 -909-389-7316 -Fax 909-389-7326 -www.helfrlch-assoclates.com Soils Report 2410 Granada Way Page No. 6 Helical piers for this project are not intended to resist seismic, wind or lateral loads. Total and differential settlement of the foundations where the piers have been installed under their design loads is expected to be less than ½ and ¼ inch respectively. EXTERIOR REPAIR RECOMMENDATIONS The recommended stabilization should be performed by coordinated raising of the perimeter and interior of the structure until the maximum lifts presented on the plans is achieved. Upon completion of the stabilization operation, it is recommended that the foundation be observed for cracks in the footings and stemwalls. Cracks in the footings and stemwalls greater than 1/8 Inch should be structurally evaluated and repaired so that the structural integrity of the footing is maintained. Foundation cracks less than or equal to 1/8-inch- wide should be injection grouted with Simpson ETI-LV or GV epoxy. After the piers are installed and the building is lifted, structural grout should be injected into the space below the foundations and slabs to restore the original soil support to the structure. The recommended stabilization may cause distress to the utility connections to the building. Care should be taken to protect the connections, and they should be monitored and tested upon completion of the stabilization activities and repaired, as necessary. Exterior repairs should be performed after the foundation repairs are made to restore the landscaping, irrigation, and patios/sidewalks to their preconstruction condition. Planters should be provided with area drains to prevent water ponding. Irrigation systems should be carefully installed and monitored to ensure that soils near the building and/or slopes are not over-irrigated. DRAINAGE Surface drainage should be maintained sloping away from the structure to ensure that water does not pond next to the foundations. The site should be graded so that surface water flows away from structures at a minimum gradient of 2 percent to area drains. Water should not be allowed to flow over graded areas or natural areas. Graded areas should be planted or otherwise protected from erosion by wind or water. The roof should be provided with gutters and downspouts so that water does not collect in the planters and landscaped areas next to the structure. NON-STRUCTURAL REPAIR RECOMMENDATIONS Additional distress to the building, such as drywall cracking may occur during the stabilization. Therefore, it is recommended that a qualified contractor who specializes in performing such stabilization performs the repairs. Cosmetic repairs to the building are likely to consist of repairs to the interior and exterior walls, cellings, and floor surfaces. This work should be done after the stabilization work is completed. It is recommended that any cracks within the interior floor slab be repaired as detailed below. Details for 30640 Kristin Court, Redlands, CA 92373 -909-389-7316 -Fax 909-389-7326 -www.helfrich-assoclates.com Soils Report 2410 Granada Way Page No. 7 connecting the exterior patio slabs to the house foundation are presented on the repair plans. Slab cracks less than or equal to 1/4-inch-wide should be injection grouted with Simpson ETI-LV or GV epoxy. Slab cracks greater than 1/ 4-inch-wide but less than 1/2-inch-wide should be filled with Simpson ETI-LVor GVepoxy and reinforced with Fortress Carbon Fiber Staples at 18 inches on center across the crack. Cracks greater than 1/2 inches or more than 1/8 inches vertical offset should be removed and replaced. The cracked section should be saw-cut and replaced with a new slab doweled into the existing slab. The removed portions of the slab may be replaced with a new slab of the same thickness or thicker. The replacement slab should be reinforced with at least No. 4 steel reinforcing bars placed in both directions at 18 inches on center. The reinforcement should be placed in the middle one-third of the slab height. It is recommended that "chairs" be utilized to aid in the placement and support of the reinforcement. If a moisture barrier is present, it should be reconstructed. The concrete utilized in the new slab should have a slump of 4 inches or less. Cracks in the concrete can occur due to shrinkage. The above recommendations regarding the reinforcement and concrete design should be taken only as minlmal and should be verified by the project Structural Engineer. If ceramic tiles are installed as a future floor covering, it is recommended that the floor tiles be underlain with a slip sheet or other method for reducing the potential for future cracking of the tiles. Any underlayment should be installed in accordance with the recommendations of a qualified tile contractor. ADJACENT PROPERTIES STATEMENT Based on our field investigation and laboratory testing results, it is our opinion that the proposed underpinning will be safe against hazards from landslide, settlement or slippage and the proposed construction will have no adverse effect on the geologic stability of the adjacent properties or future developments provided the recommendations presented in this report are followed. CLOSURE The recommended repairs are intended to stabilize the foundations and slabs in the affected parts of the site. Due to the nature of the subsurface conditions at the property, additional future movement of the building and surrounding concrete slabs should be anticipated. Areas of the property that have not been repaired may experience damage in the future, although the extent of this damage is anticipated to be minor, provided good irrigation and maintenance practices are followed as provided in Appendix C. We appreciate the opportunity to submit this report. Please call if you have any further 30640 Kristin Court, Redlands, CA 92373 -909-389-7316 -Fax 909-389-7326 -www.helfrich-assoclates.com Soils Report 2410 Granada Way Page No. 8 questions. Very truly yours, Helfrich-Associates, Inc. Steven C. Helfrich, P.E., G.E. o. GE0038 xp. 12/31/ or "c, Enclosures: Appendix A -Field and Laboratory Test Results Appendix B -Maps Appendix C -Maintenance Recommendations 30640 Kristin Court, Redlands, CA 92373 -909-389-7316 -Fax 909-389-7326 -www.hellrich-associates.com Soils Report 2410 GranadaWay Page No. 9 REFERENCES California Department of Water Resources, Water Data Library Station Map, 2022, https://wdl. water .ca.gov /waterdata Ii bra ry/ California Department of Water Resources, Control Board, 2022, Geotracker Website, https://geotracker.waterboards.ca.gov California Department of Conservation, Geological Survey Web Site, 2010 Fault Activity Map of California, July 2015. California Department of Conservation, Division of Mines and Geology, Tan, S.S., and Giffen, D.G., 1995, Landslide Hazards in the Southern Part of the San Diego Metropolitan Area, San Diego County, California, San Luis Rey Quadrangle, Open File Report 95-01, Plate 35A, Scale 1:24,000. California Department of Conservation, Geological Survey, Kennedy, M.P., and S.S. Tan, 2007, Geologic Map of the Oceanside 30' x 60' Quadrangle, California, Regional Geologic Map Series, Scale 1:100,000. San Diego, City of, 2008, Seismic Safety Study, Geologic Hazards and Faults, no applicable grid tile, Scale 1:800. Structural Engineers Association, California, 2022, OSHPD Seismic Design Maps, USGS, Earthquake Hazards Program, Unified Hazard Tool, Web Site http://earthguake.usgs.gov/hazards/interactive/. U.S. Department of the Interior, Geological Survey, 2022, Unified Hazard Tool, Web Site http://earthquake.usgs.gov/hazards/interactive/. U.S. Department of Homeland Security, Federal Emergency Management Administration, 2012, Flood Map Panel 06073C 0762G, Scale 1:6,000. U.S. Department of the Interior, Geological Survey, 2021, San Luis Rey Quadrangle, California, 7.5 Minutes Series, Scale 1:24,000. 30640 Kristin Court, Redlands, CA 92373 -909-389-7316 -Fax 909-389-7326 -www.helfrlch-associates.com HELFRICH ASSOCIATES ENGINEERING• CONSTRUCTION L---11 ~CONSULTING June 8, 2022 Justin Angelos Email: SUBJECT: justln@justinangelos.com SOILS REPORT PROPOSED FOUNDATION STABILIZATION 2410 Granada Way Carlsbad, CA 92010 Project No. 220340 The following report presents our assessment of subsurface conditions at the above property and provides foundation underpinning design and construction recommendations to address adverse conditions. A visit was made to the property by the undersigned on April 19, 2022, to observe and document conditions. Subsurface exploration was performed at two locations on May 11, 2022. The east side of the home has settled a maximum of about 2 inches. Site Description The subject property, APN 167-382-09-00, is roughly parallelogram in shape, approximately 0.31 acres in area, and is located at 2410 Granada Way in the City of Carlsbad, San Diego County, California (Site Location Map, A-1). The site currently is occupied by a two-story, single-family residence with attached garage. The property is located on a shallow hillside; a low hilltop is located northwest of the property. The highest point on the site is approximately 261 feet above mean sea level (MSL) near the northwest corner, and the lowest is approximately 233 feet MSL near the southeast corner, with total relief of approximately 28 feet, and an average, downhill gradient of about 4:1 (horizontal : vertical) toward the southeast. The housepads along Granada Way appear to have been graded as cut along their upslope sides and fill along their downslope sides. But actual grading transitions were not available for this report. 2:1 (H:V) fill slopes up to about eight feet in height were present along the south and east sides of the property. The site is situated in southeast quarter of projected section 32, Township 11 South, Range 4 West and extends into the northeast quarter of projected Section 5, Township 12 South, Range 4 West, San Bernardino Principal Meridian, at latitude 33.168450° north, longitude 117.317081 ° west. 30640 Kristin Court, Redlands, CA 92373-909-389-7316 -Fax 909-389-7326 -www.helfrlch-associates.com Soils Report 2410 Granada Way Page No. 2 Landscape areas were noted on the southeast and south sides of the property close to the house. The subject property is bounded by Granada Way to the south and by residential properties on the remaining sides. Site Exploration and Subsurface Conditions The site exploration program consisted of two hand-auger borings to about 10 feet below existing ground surface. Bulk samples were obtained from the borings for laboratory testing. The depths and descriptions of samples are shown on the attached boring logs presented in the Appendix. The boring locations are shown on the Site Plan, presented in the Appendix. The subsurface soil profile consisted of artificial fill soils underlain by sedimentary bedrock. Encountered fill soil consisted of silty sand (SM), clayey sand (SC), silty sand to clayey sand (SM/SC), and clayey sand to sandy, fat clay (SC/CH) which was gray to dark gray, and orange mottled, damp to moist, and loose to medium dense or stiff in consistency. The bedrock consisted of Santiago formation, which in this location was clayey sandstone, which was gray with orange-brown blebs, moist, and medium dense. Laboratory Testing Laboratory testing was performed by Terra Pacific. The laboratory program included testing for direct shear and in-situ moisture tests. Results are included on the exploratory logs. A representative sample, sent to Clarkson Laboratory and Supply Company, was tested for corrosivity characteristics including sulfates, chlorides, minimum resistivity, and pH. Laboratory test results appear in the Appendix. Soil classifications provided in our geotechnical investigation are in general accordance with the Unified Soil Classification System (USCS). Helfrich Associates has reviewed the laboratory test results and accepts the results for use in our analysis. Regional Geologic Setting The subject site is situated in the Peninsular Ranges Geomorphic Province, one of eleven such provinces recognized in California Geological Survey Note 36. The geomorphic provinces are topographic-geologic groupings of convenience based primarily on landforms, characteristic lithologies, late-Cenozoic structural and geomorphic history. The northern portion of the Peninsular Ranges province encompasses Southwestern California west of the Imperial-Coachella Valley trough including the California coast and Santa Catalina and San Clemente Islands, and south of the major portion of the Transverse Ranges geomorphic province. Most of the Peninsular Ranges province lies outside California, continuing south to include the Baja California Peninsula. The province contains a diverse array of metamorphic, sedimentary, volcanic, and intrusive igneous rocks. Near the coastline, younger rocks Include thick sequences of marine and non-marine elastic and pelitic sedimentary rocks of Mesozoic and Tertiary age, ranging from claystones to conglomerate, along with extensive surflcial deposits of late Tertiary 30640 Kristin Court, Redlands, CA 92373 -909-389-7316 -Fax 909-389-7326 -www.helfrlch-associates.com , ' Soils Report 2410 Granada Way Page No. 3 and Quaternary, non-marine sedimentary sequences. A regional geology map and index are included in the Appendix. GEOLOGIC HAZARDS Site Geology The subject site lies on a hillside, southeast of a low hilltop, which is composed of Tertiary sedimentary rock. Topography in the area of the subject property is generally moderate relief. Faulting and Ground Rupture The subject site is not located within an Alquist-Priolo (AP) Earthquake Fault Zone; there is no AP map for the San Luis Rey Quadrangle. As with most of Southern California, the subject site is situated in an area of active and potentially active faults. Active faults present several potential risks to structures, the most common of which are strong ground shaking, dynamic densification, liquefaction, mass wasting, and surface rupture at the fault plane. The following four factors are the principal determinants of seismic risk at a given location: • Distance to seismogenically capable faults. • The maximum or "characteristic" magnitude earthquake for a capable fault. • Seismic recurrence interval, in turn related to tectonic slip rates. • Nature of earth materials underlying the site. Based upon proximity to regionally significant, active faults, ground shaking is considered to be the primary hazard most likely to affect the site. Characteristics of the major active fault zones selected for inclusion in analysis of strong ground shaking are llsted in the following table. Numerous significant fault zones are located at distances exceeding 40 kilometers from the site, but greater distances, lower slip rates, and/or lesser maximum magnitudes indicate much lower risk to the site from the latter fault zones than those listed below. Fault Zone1 Distance from Fault Length Slip Rate Reference Fault Site (km) (km)1 (mm/yr)1 Earthquake M(Ma.)1 Type1 Newport-Inglewood/Rose Canyon 6.2 70±7 1.5±0.5 7.2 B (rl-ss) Coronado Bank (rl-ss) 33 185±19 3.0±1.0 7.6 B Elsinore, Temecula section 34 43±4 5.0±2.0 6.8 A (rl-ss) San Andreas (Cochella Segment) 93 96±10 25.0±5.0 7.2 A (rl-ss) 30640 Kristin Court, Redlands, CA 92373 -909-389-7316 -Fax 909-389-7326 -www.helfrlch-assoclates.com Soils Report 2410 Granada Way Page No. 4 1. California Department of Conservation, Geological Survey, 2007 (Appendix A), California Fault Parameters for the National Seismic Hazard Maps and Working Group on California Earthquake Probabilities, CGS Special Report 203A, USGS Open File Report 2007-1437A. 2. U.S. Department of the Interior, Geological Survey, 2008, website: 2008 National Seismic Hazards Maps -Source Parameters, https:/ /earthguake.usgs.gov/cfuslon/hazfaults 2008 search/query results.cfm. 3. Southern California Earthquake Data Center, website: Significant Earthquakes and Faults, http://scedc.caltech.edu/signiflcant/fault-index.html 4. Fault Geometry: (ss) strike slip; (r) reverse; (n) normal; (rl) right lateral; (II) left lateral; (0) oblique; (45 N) direction. Landslides The area of the subject site has not been evaluated by the State of California, Seismic Hazards Zones program. The subject site lies outside the limits of the City of San Diego Seismic Safety Element Study. Tan & Giffen (1995) place the property within a zone classified as "generally susceptible" for landslide activity. No landslides have been mapped on or near the subject site. No landslide evidence was noted during the field investigation. The probability that landslide activity could affect the subject site is considered to be low. Groundwater No groundwater was encountered within the exploratory boring on the subject site. Water well information was available through the State of California Department of Water Resources, Water Data Library. The closest well, number 1.1SOSW24B001S, which was located about 3.8 miles northwest of the subject site and at an elevation more than 200 feet lower. Due to the distance, the elevation difference, and the different geological conditions, groundwater information from this well was deemed irrelevant to conditions on the subject property. A check with Geotracker indicates the subject site lies outside any known groundwater basin. Groundwater is not considered to be a constraint for this project. Liquefaction The area of the subject site has not been evaluated by the State of California for its Seismic Hazards Zones program. The subject site lies just outside the limits of the City of San Diego Seismic Safety Element Study. Based on the shallow depth to well-consolidated, sedimentary bedrock and the lack of shallow groundwater, liquefaction is not considered to be a geologic constraint. Flooding Flood Insurance Rate Maps (FIRM) compiled by the Federal Emergency Management Agency (FEMA) for the Flood Insurance Program, are available for most areas within the United States at the FEMA web site (http://msc.fema.gov/). The FEMA Flood Map and FEMA Flood Map Legend (attached in Appendix) were created from FIRMs specific to the area of the subject site. The FEMA Flood Map shows the site is located within 'Zone X', which in this case, indicates the site is located within a minimal flood risk area. 30640 Kristin Court, Redlands, CA 92373 -909-389-7316 -Fax 909-389-7326 -www.helfrlch-associates.com Soils Report 2410 Granada Way Page No. S Seiching Seiching is the oscillation of an enclosed body water, usually due to strong ground shaking following a seismic event. Seiching can affect lakes, water towers and swimming pools. During a seismic event, water from the onsite swimming pool could slosh toward the house. However, due to the nature of helical coils and their installation, water sloshed from a swimming pool cannot be expected to adversely affect the proposed underpinning. No other enclosed bodies of water were found in close enough proximity to the subject site to be considered hazardous. Seiching is not expected to adversely affect the proposed project. Tsunamis Tsunamis are not considered to be a geologic hazard at the subject site due to its elevation and inland location. CONCLUSIONS Based on our observations and investigation, the most likely cause of the foundation movement is fill settlement. The proposed improvements presented below are intended to stabilize the foundations. The proposed underpinning project is feasible from a geological and geotechnical engineering standpoint, provided the recommendations presented in this report are implemented during design and construction. RECOMMENDATIONS RE-LEVELING USING HELICAL PIERS The structure should be lifted and stabilized using helical piers. The specifications for the piers (approximately 2 7 /8-inch diameter) have been placed on the plans. Piers should be installed to a minimum torque of 3400 ft-lbs. At this installation torque, the allowable vertical capacity of the helical pier is 15.0k (Factor of Safety is 2.0). The capacity of the helical piers is determined from published correlations with the installation torque and should be verified by loading testing during installation. The helical piers should consist of 8-inch and 10-inch diameter helical plates. Construction and inspection requirements for installation of the helical piers should be placed on the repair plans. The piers should be installed to target depth of 15 feet below the ground surface. The effect of group action will not be significant when the piers are spaced at least 3 times the diameter. 30640 Kristin Court, Redlands, CA 92373 -909-389-7316 -Fax 909-389-7326 -www.helfrlch-associates.com Soils Report 2410 Granada Way Page No. 6 Helical piers for this project are not intended to resist seismic, wind or lateral loads. Total and differential settlement of the foundations where the piers have been installed under their design loads is expected to be less than ½ and ¼ inch respectively. EXTERIOR REPAIR RECOMMENDATIONS The recommended stabilization should be performed by coordinated raising of the perimeter and interior of the structure until the maximum lifts presented on the plans is achieved. Upon completion of the stabilization operation, it is recommended that the foundation be observed for cracks in the footings and stemwalls. Cracks in the footings and stemwalls greater than 1/8 inch should be structurally evaluated and repaired so that the structural integrity of the footing is maintained. Foundation cracks less than or equal to 1/8-inch- wide should be injection grouted with Simpson ETI-LV or GV epoxy. After the piers are installed and the building is lifted, structural grout should be injected into the space below the foundations and slabs to restore the original soil support to the structure. The recommended stabilization may cause distress to the utility connections to the building. Care should be taken to protect the connections, and they should be monitored and tested upon completion of the stabilization activities and repaired, as necessary. Exterior repairs should be performed after the foundation repairs are made to restore the landscaping, irrigation, and patios/sidewalks to their preconstruction condition. Planters should be provided with area drains to prevent water ponding. Irrigation systems should be carefully installed and monitored to ensure that soils near the building and/or slopes are not over-irrigated. DRAINAGE Surface drainage should be maintained sloping away from the structure to ensure that water does not pond next to the foundations. The site should be graded so that surface water flows away from structures at a minimum gradient of 2 percent to area drains. Water should not be allowed to flow over graded areas or natural areas. Graded areas should be planted or otherwise protected from erosion by wind or water. The roof should be provided with gutters and downspouts so that water does not collect in the planters and landscaped areas next to the structure. NON-STRUCTURAL REPAIR RECOMMENDATIONS Additional distress to the building, such as drywall cracking may occur during the stabilization. Therefore, it is recommended that a qualified contractor who specializes in performing such stabilization performs the repairs. Cosmetic repairs to the building are likely to consist of repairs to the interior and exterior walls, ceilings, and floor surfaces. This work should be done after the stabilizatlon work is completed. It is recommended that any cracks within the interior floor slab be repaired as detailed below. 30640 Kristin Court, Redlands, CA 92373 -909-389-7316 -Fax 909-38!1-7326 -www.helfrlch-assoclates.com Soils Report 2410 Granada Way Page No. 7 Slab cracks less than or equal to 1/4-inch-wide should be injection grouted with Simpson ETI-LV or GV epoxy. Slab cracks greater than 1/ 4-inch-wide but less than 1/2-inch-wide should be filled with Simpson ETI-LV or GV epoxy and reinforced with Fortress Carbon Fiber Staples at 18 inches on center across the crack. Cracks greater than 1/2 inches or more than 1/8 inches vertical offset should be removed and replaced. The cracked section should be saw-cut and replaced with a new slab doweled into the existing slab. The removed portions of the slab may be replaced with a new slab of the same thickness or thicker. The replacement slab should be reinforced with at least No. 4 steel reinforcing bars placed in both directions at 18 inches on center. The reinforcement should be placed in the middle one-third of the slab height. It is recommended that "chairs" be utilized to aid in the placement and support of the reinforcement. If a moisture barrier is present, it should be reconstructed. The concrete utilized in the new slab should have a slump of 4 inches or less. Cracks in the concrete can occur due to shrinkage. The above recommendations regarding the reinforcement and concrete design should be taken only as minimal and should be verified by the project Structural Engineer. If ceramic tiles are installed as a future floor covering, it is recommended that the floor tiles be underlain with a slip sheet or other method for reducing the potential for future cracking of the tiles. Any underlayment should be installed in accordance with the recommendations of a qualified tile contractor. ADJACENT PROPERTIES STATEMENT Based on our field investigation and laboratory testing results, it is our opinion that the proposed underpinning will be safe against hazards from landslide, settlement or slippage and the proposed construction will have no adverse effect on the geologic stability of the adjacent properties or future developments provided the recommendations presented In this report are followed. CLOSURE The recommended repairs are intended to stabilize the foundations and slabs in the affected parts of the site. Due to the nature of the subsurface conditions at the property, additional future movement of the building and surrounding concrete slabs should be anticipated. Areas of the property that have not been repaired may experience damage in the future, although the extent of this damage is anticipated to be minor, provided good irrigation and maintenance practices are followed as provided in Appendix C. We appreciate the opportunity to submit this report. Please call if you have any further 30640 Kristin Court, Redlands, CA 92373 -909-389-7316 -Fax 909-389-7326 -www.helfrlch-associates.com Soils Report 2410 Granada Way Page No. 8 questions. Very truly yours, Helfrich-Associates, Inc. Steven C. Helfrich, P.E., G.E. Enclosures: Appendix A -Field and Laboratory Test Results Appendix B -Maps Appendix C -Maintenance Recommendations C. Hr< 1;;, C, No. GE00389:r: Exp. 12/31/23 Q ::v <-"'01rc1-1~' c, OF CAll't 30640 Kristin Court, Redlands, CA 92373 -909-389-7316 -Fax 909-389-7326 -www.helfrlch-assoclates.com Soils Report 2410 Granada Way Page No. 9 REFERENCES California Department of Water Resources, Water Data Library Station Map, 2022, https://wdl.water.ca.gov/waterdatalibrary/ California Department of Water Resources, Control Board, 2022, Geotracker Website, https://geotracker.waterboards.ca.gov California Department of Conservation, Geological Survey Web Site, 2010 Fault Activity Map of California, July 2015. California Department of Conservation, Division of Mines and Geology, Tan, S.S., and Giffen, D.G., 1995, Landslide Hazards in the Southern Part of the San Diego Metropolitan Area, San Diego County, California, San Luis Rey Quadrangle, Open File Report 95-01, Plate 35A, Scale 1:24,000. California Department of Conservation, Geological Survey, Kennedy, M.P., and S.S. Tan, 2007, Geologic Map of the Oceanside 30' x 60' Quadrangle, California, Regional Geologic Map Series, Scale 1:100,000. San Diego, City of, 2008, Seismic Safety Study, Geologic Hazards and Faults, no applicable grid tile, Scale 1:800. Structural Engineers Association, California, 2022, OSHPD Seismic Design Maps, USGS, Earthquake Hazards Program, Unified Hazard Tool, Web Site http://earthquake.usgs.gov/hazards/interactive/. U.S. Department of the Interior, Geological Survey, 2022, Unified Hazard Tool, Web Site http://earthquake.usgs.gov/hazards/lnteractive/. U.S. Department of Homeland Security, Federal Emergency Management Administration, 2012, Flood Map Panel 06073C 07626, Scale 1:6,000. U.S. Department of the Interior, Geological Survey, 2021, San Luis Rey Quadrangle, California, 7.5 Minutes Series, Scale 1:24,000. 30640 Kristin Court, Redlands, CA 92373 -909-389-7316 -Fax 909-389-7326 -www.helfrich-assoclates.com APPENDIX A Field and Laboratory Test Results SUBSURFACE EXPLORATION LEGEND UNIFIED SOIL CLASSIFICATION SYSTEM CONSISTENCY I RELATIVE Visual-Manual Procedure (ASTM D2488) DENSITY MAJOR DIVISIONS GROUP TYPICAL NAMES CRITERIA SYMBOLS GW Well Graded Gravels and Gravel-Reference: 'Foundation Engineering', Peck, Hansen, Clean Sand Mixtures, Little or no Fines Thornburn, 2nd Edition. Gravels Gravels Poorly Graded Gravels and 50 % or more GP Gravel-Sand Mixtures, Little or Stamfanl Penetration Ti!!;l of Coarse no Fines Granular Soils Fraction Retained on GM Silty Gravels, Gravel-Sand-Silt Penetration Resistance, Relative Coarse-No. 4 Sieve Gravels Mixturcs0 N, (Blows f Foot) Density Grained with Soils• Fines GC Clayey Gravel, Gravel-Sand-Clay Mixturcs0 0-4 Very Loose More than SW Well Graded Sands and Gravely 4 -10 Loose 50% Sands, Little or no Fines Retained Clean 10 -30 Medium on No. 200 Sands Sands Poorly Graded Sands and Sieve SP Gravely Sands, Little or no Fines 30 -50 Dense More than 50 % of Coarse Sands SM Silty Sands, Sand-Silt Mixtun:s•• > 50 Very Dense Fraction Passes with No. 4 Sieve Fines SC Clayey Sands, Sand-Clay Mixtures .. ML Inorganic Silts, Sandy Silts, Rock Standard Penetration Test Flour Cohesive Soils Silts and Clays CL Inorganic Clays of Low to Penetration Consistency Unconfmed Medium Plasticity, Gravelly Resistance, N, Compressive Liquid Limits 50 % or less Clays, Sandy Clays, Silty Clays, (Blows I Foot) Strength, Fine Lean Clays (Tons/ Sq. Grained Ft.) sons• OL Organic Silts and Organic silty Clays of Low Plasticity <2 Vety Soft < 0.25 50%or MH Inorganic Silts, Micaceous or 2 -4 Soft 0.25 -0.5 more Diatomacoous silts, Plastic Silts Passes No. 4 -8 Medium 0.5 -LO 200 Sieve Silts and Clays CH Inorganic Clays of High Plasticity, Fat Clays 8 -I 5 Stiff 1.0-2.0 Liquid Limits Greater than 50 % 15 -30 Vety Stiff 2.0-4.0 OH Organic Clays of Medium to High plasticity > 30 H~d >4.0 Highly Organic Soils PT Peat, Muck, or Other Highly Organic Soils • Based on material passing the 3-inch sieve . •• More than 12% passing the No. 200 sieve; 5% to 12% passing No. 200 sieve requires use of duel symbols (i.e., SP-SM., GP-GM, SP-SC, GP-GC, etc,); Border line classifications are designated as CH/Cl, GM/SM, SP/SW, etc. U.S. Standard Sieve Size 1211 3" 3/4" #4 #10 #40 #200 Unified Soil Classification Boulders Cobbles Gravel Sand Silt and Deslgnadon I I I Clay Coarse Fim: Coarse Medium Fine Moisture Condition Material Quanti!Y Other Srmbols Dry Absence of moisture, dusty, Trace <5 % C -Core Sample dry to the touch. Slightly 5 -12% S -SPT Sample Moist Damp but no visible moisture. Little 12 -25% B -Bulk Sample Wet Visible free water, usually Some 25 -50 % CK -Chunk Sample below the water table. R -Ring Sample N -Nuclear Gauge Test V -Water Table M~ ~~!~~~~!~ 2022 50l4ClblHIIICouH R-,C.-. 92373 Simplified uses Soils Classification Chart ~7119 --~ 909-389-712S FIUI RG -.tEI.FIIIO-TILCOII CONSULTING File Name: Granda SBCI DIRECT SHEAR TEST File No.: SBCI Laboratory Report Date: 5/24/2022 Technician: JMS 2000 LL I -500PSF --ti) 1500 I -1000PSF ~ !:. I I 1/) --I -2000PSF 1/) 1000 Q) ~ ~ -J ti) 500 ~ I .. Q) i,r .c 0 ti) . 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Strain(%) 4000 ' ' LLLI I I I I ! . ft ■ Peak Strength Test -, 3500 ~ Results ' _. Ultimate Strength Test ' ~-.. - ' -f-------Results 3000 ,-~ ' -I -I " LL 2500 i-- ti) !:. ~ - 1/) 2000 1/) ' ~ ~ . ... . i ti) 1500 ~ .. ' Q) .c -~ ti) 1000 I. ' ' ~~ 500 ~ --I I-~ -I ~ -t ,_ ' 0 0 500 1000 1500 2000 2500 3000 3500 4000 Normal Stress (PSF) Sample No.& B-2 2-2.5' Location: Peak Ultimate Friction Angle <ll' (deg) 36 35 Soil Description: Grey Sandy Clay Cohesion C' (psf) 300 260 Sample Type: Intact Specimen Inundated Preoaration: Project Name: FOTL/Granada Type of Rig: Hand auger tools Drill Hole Dia.: 5 inch ------ 1 ---------f---sc--·------------------- 2-- ----+--I 3------- 14.2 '3UBSURFACE EXPLORATION LOG BORING NO. B-1 Date: 511112022 Drive Wt. NIA Drop: NIA " ~ Logged By: SCB Elevation: 240 ± Depth of Boring (ft.): 10.0 ~ "C Description • " 0 " c:, Qaf ,~rtmc1al Fill: Silty sand with 3/8" gravel, gray, damp, loose ---------s11rysruia\Vrth-craycni1nks~gray-andaai1-gray,-sngKtTY-rrio1s1,-mcarum--- dense. Likely derived from Santiago formation. SCTCH ---------------------C:fayey sand to sandy iat cfay (SCTCH), gray and orange mottfecf, mo!St, ------l---1--~--l-medium dense to stiff. 4 _,._ _ _,_ ___ --sc--------c'.;fayey sand, gray, moist, meaium dense. -----115.0 12.3 ------------ ----+---l 9.7 5 _,__..._ __ _,_ __ s~--·---------------------· m1ty sand, gray. damp, mednlm-aense~---------------------------------------------·- 6--------- -----·-14.1 _ 7 -+---l---+SM7SC ------l-='-1--------Silty sand to clayey sand. gray, moist, medium dense. Witfi lew sandstone clasts. ------- 8-------------- 9------- -------------~ --~--,.,--------------------■ I Isa "antiago r ormation: -----Likely formational material. Clayey sandstone, gray with orange-brown IO+-+---+----+----+----+---,!._. blebs, moist, medium dense. ---__ ...._ _ _, 11-- -------- 12-- ----- S -SPT Sample total Uepth l V leet. No groundwater encountered. Backfilled with soil cuttings. R -Ring Sample B -Bulk Sample N -Nuclear Gauge Test D -Disturbed Sample *Hand equipment cannot be calibrated. NOT to be used for density calculations. I~ HELFRICH SUBSURFACE EXPLORATION LOG ---BORING NO. B-2 IA!.~.~.~~(!!,~; -11,11,mTI ---__ ,u. ... --i CONSULTING Project Name: FOTL/Granada Date: 5/11/2022 Logged By: SCB Type of Rig: Hand auger tools Drive Wt. NIA Elevation: 240 ± Drill Hole Dia.: 5 inch Drop: NIA Depth of Boring (ft.): 10.0 • = " • 0 >, • "' -~ >, 0 • :;, .-::: t • ~ E-< -~ 0 • 00 g ~ = 0 = . ~ Description • • 5 ·-" = 0 "' .. 0. tt Cl "' E • 0 = ~ . ·• 00 ;:: 00 ~ • "' ~ 00 .. = 00 :-;::: aj C; :a ·• . 0 • • • 0 0 ~ " o-::l Cl (/J 0.. i:. (/J u Cle :.u (!) OIVI/SL Qaf l\..rtihc1al Fill: Silty sand to clayey sand, gray. slightly moist, medium dense. With --gray sandstone clasts. ------ I -- ·-------·----- 2 -- -------- 3 ----------------4 --------12.0 --------5 -- --·-----6 ----------------7 ---some dark gray clods in fill. ------------· ------------------------------------------·-----11.9 8 --------- 9 --------""l'sa ---~~~ro~~~-------------- Likely formational material. Clayey sandstone, gray with --orange-brown blebs, moist, medium dense. 10 12.8 Total Depth 10 reet ·-----No groundwater encountered. --Backfilled with soil cuttings. ·---- S -SPT Sample R -Ring Sample B -Bulk Sample N -Nuclear Gauge Test D -Disturbed Sample *Hand equipment cannot be calibrated. NOT to be used for density calculations. LABORATORY REPORT Telephone (619) 425-1993 Fax 425-7917 Established 1928 CLARKSON LABORATORY AND SUPPLY INC. 350 Trousdale Dr. Chula Vista, Ca. 91910 www.clarksonlab.com A N A L Y T I C A L A N D C O N S U L T I N G C H E M I S T S Date: May 26, 2022 Purchase Order Number: FILE SBCI-22 Sales Order Number: 55766 Account Number: TERP To: *-------------------------------------------------* TerraPacific Consultants Inc 4010 Morena Boulevard Ste 108 San Diego, CA 92117 Attention: Sarah McMillin Laboratory Number: SO8853 Customers Phone: 858-521-1190 Fax: 858-521-1199 Sample Designation: *-------------------------------------------------* One soil sample received on 05/23/22 at 1:30pm, taken from Granada/HA/SBCI File SBCI-22 marked as B-1@2-2. 5' . Analysis By California Test 643, 1999, Department of Transportation Division of Construction, Method for Estimating the Service Life of Steel Culverts. pH 7.4 Water Added (ml) 27 35 49 62 76 10 5 5 5 5 5 5 years years years years years to perforation to perforation to perforation to perforation to perforation Water Soluble Sulfate Water Soluble Chloride RMB/arr for a for a for a for a for a Calif. Calif. 16 gauge metal 14 gauge metal 12 gauge metal 10 gauge metal 8 gauge metal Test 417 Test 422 Resistivity (ohm-cm) 2800 culvert. culvert. culvert. culvert. culvert. 1400 910 740 740 810 870 0.006% 0.009% APPENDIX B Maps Reference: United States Department of the Interior, Geological Survey, 2022, San Luis Rey Quadrangle, California, 7.5-Minute Topographic, Scale 1 :24,000 . .....,.,_...._......, il1l !~~~f~ RG ~CONSULTING aN40Klt.,.COutn ltlDl.UClll.,CA92a7.1 -HIU ..... 712.FAX ._.Jm.l'ltlClt-MIOTU.COII 0 2000 4000 1------==i i Scale Approx1m_a.,.te_1_n-F_e_e.,.t __ _. Site Location Map 241 o Granada Way Carlsbad, California -i A-1 r--/ ----...P.mP.£~ Line / ----/ ----.., / I / I I I I I I I I I I I I I I I I I I I I I I I / I 0/ I ~ I ~ I ~ I ~1 /~ I ~ ,' ,t I l!2 / B-2 fl. I ~/ I I I I / I I I I I I I / B-1 / I ~ I I I L Prop / ---~line --I ----I Granaa ----I a Wa,/ ----I ., ---._ J Legend B-2 ~ -Approximate locations of exploratory soil borings. Reference: San Diego County GIS, 2022, Parcel Lookup Tool and Geographic Boundary Viewer, https://sdgis.sandag.org 0 30 Scale Approximate in Feet Site Plan 241 O Granada Way Carlsbad, California 60 A-2 Reference: California Department of Conservation, Geological Survey, Kennedy, M.P., and Tan, S.S., 2007, Geologic Map of the Oceanside 30' x 60' Quadrangle, California, Regional Geologic Map Series, Scale 1:100,000. 0 2000 4000 ,.. Scale Approximate in Feet I Regional Geologic Map 2410 Granada Way Carlsbad, California A-3 Legend for Geologic Symbols and Units ---•••• ••••• Contact (left)-Separates geologic-map units.Solid where meets map-accuracy standard; dashed where may not meet map-accuracy standard; dotted where concealed I I I I I I I I I I .L .I.L..L U ..J.. .L. Contact (left)-Separates terraced alluvial units where younger alluvial unit is incised into older alluvial unit; hachures at base of slope, point toward 20 topographically lower surface. Solid where meets map-accuracy standard; dashed 1 where may not meet map-accuracy standard. '::,, I I I I ...__ --. • • • ?. • • Fault (above)-Solid where meets map-accuracy standard; dashed where may not meet map accuracy standard. Dotted where concealed by mapped covering unit; queried where existence uncertain. Hachures indicate scarp, with hachures on downdropped block. Paired arrows indicate relative movement; single arrow indicates direction and amount of fault-plane dip. Bar and ball on down-thrown block. 0 Alluvial flood plain deposits (late Holocene) G Landslide deposits, undivided (Holocene, Pleistocene). E] Old alluvial flood plain deposits, undivided (late to middle Pleistocene). I CoP2-4 I Old paralic deposits, units 2 to 4 (late to middle Pleistocene). I Qvop13 I Very old paralic deposits, unit 13 (middle to early Pleistocene). I avop12 I Very old paralic deposits, unit 12 (middle to early Pleistocene). -Santiago formation (middle Eocene). 0 Tonalite, undivided (Cretaceous). -Metasedimentary and metavolcanic rocks, undivided (Mesozoic). INolOKa•TINCOU.t IIIIIUM)&, CA 92173 --an-nu tof-.M .. 7&21 FAX -~TD.COIi Regional Geologic Map Legend 241 o Granada Way Carlsbad, California A-3a Reference: FEMA Flood lnsurace Rate Map, 05/16/2012, Panel 06073C 0762G. FEMA Flood Map 2410 Granada Way Carlsbad, California 11111111 I A-4 -LEGEND SPEQAL FLOOD HAZARD AREAS SUBJECT TO INUNDATION _ __ __ _ BY THE 1 % ANNUAL CHANCE FLOOO 0.2% annual dlance ~in boooda(y FIOodwaV boundary Zone D b0undarV Base Flood eie,,atton line ano value; eleYalion In reet• ZONE A ZONEAE ZONE AH No Base Flood Elevaticns determined. ~513~ (EL 987) Base Flood ElevatiOn value where !dorm wittin zone; elevation tn reet• ZONE NJ ZONE AR ZONE AH ZONEV ZONE VE Base Flood Ele',atlons del8'mlned. Flood dellths r:I I to 3 feet (usually areas r:I ponding); Base Flood • Referenoed to the North American Vertical Datum r:11988 Ele',MlonS dea!rmlned. @------0 Cross sec:tlon line Flood de¢1s r:11 to 3 feet (usually sheet now on sloping tl!rraln); average @-___ ---@ Transect Nne ~ determined. Fcr areas r:I alkMal ran flooding, Yelodties atso 87'07'45", 3T2Z30" GeoQraciniC ooordlnates refe-enced to the North American Datum r:11983 (NAO 83), Western Hemisphere Spedaf Flood Hazard Nell rormeny proted!(! from the 1 % amuat dlance flood bV a flood control Syst!m that was Slbsequent!y decertified. Zone AR Indicates that the former flood CX>ntrol syste,n ts being restored to proYlde protection from tt,e I% annual chanCe or grea1e' flood. Nell to be ~ from 1% annual chance flood bV a Fecleral flood protection systen under cons1rudi0n; no Base Flood Elevati0<1S determined. coastal flood zone witn velocity hazard (wave action); no Base Flood Elevations detl!rmined. coastal flood zone with velocity hazard (wave action); Base Flood Ele\lations dea!rmlned. FLOODWAY AREAS IN ZONE Af:. 600000 FT DX5510x •M1.5 1000-metlir lMllverslll Transverse Mercator glid values, zone UN SOOO·foot grid ticks: callomia State Plane coordinate system, zone V (FlPS20Ne 0405), Lambert Confonnal Conic projection Bench ma,1( (see expi.natlon In Notes to Users section r:I this FIRM panel) River Mile MAP REPOSITORY Rof•r lo Usling of Map R•pos~o,;.s °" Map Index The floodway iS the ctoannel r:I a stream plus l/nf ad)aCent floodplain areas that rrust be kept rree r:I encroadunent so that the 1% annual diance flood can be carried wlthout 5'.CStantlal Increases In flood heights. m:::-::i t::::::::::J ZONEX OTHER FLOOD AREAS Areas r:I 0.2% annual Chance flood; areas r:11% annual dlance flood wlll average depths or less than 1 root or with drainage ares tess than 1 square mile; and areas prctectl!d bV tevees rrorn 1% amUII dlance flood. ~ OTHER AREAS Fer cgnmunlty map revision history prtor to CX>Untywlde mapping, refer to the Conmunity Map HiS11lfy table tocatl!d In the FIOod insurance Study report for thiS Jurisdiction. ZONEX ZONED Neas determined to be owlde the 0.2% annual Chance ffcodpaln. Ne/JS In which flood hazards are undetermined, bit possible. COASTAL BARRIER RESOURCES SYSTEM (CBRS) AREAS To determine If ffood lnsinnce ts available In thiS oommunlty, contact your Insurance agent or call the National Flood Insura. 1~20. ~ OTHERWISE PROTECTED AREAS (OPAs) CBRS areas and a>As are normally located within or adjacent to Special Flood Hazard Ne/IS. 1% annual ChanOe ~ boooda(y ............. ---1 [iill !.rtf ~f ~ RG ~CONSULTING IOMOKltllTINCouaT lltlDI..Mml.CA 92171 -•Jut 9"-U•7J2t FAX -~TU.COM Map Scale 1" = 500' FEMA Flood Map Legend 241 0 Granada Way Carlsbad, California A-4a Palusso Family~ Christmas Light Display T OSHPD {Q°! t ¼. i o- f:!; Jeffrey Nelson C, Kitty Kat Electrolysis C, Valholl Digital q -Gdtigle1esign C, Date Design Code Reference Document Risk Category Site Class Type Value Ss 0.993 S1 0.363 SMs 1.192 SM1 null -See Section 11.4.8 Sos 0.795 So1 null -See Section 11.4.8 Type Value soc null -See Section 11.4.8 Fa 1.2 Fv null -See Section 11.4.8 PGA 0.434 FPGA 1.2 PGAM 0.521 TL 8 SsRT 0.993 SsUH 1.102 SsD 1.5 S1RT 0.363 S1UH 0.399 S1D 0.6 PGAd 0.5 CRs 0.901 Description Webb Information ft Systems T Description 5/26/2022, 3:37:38 PM ASCE7-16 II D -Default (See Section 11.4.3) MCER ground motion. (for 0.2 second period) MCER ground motion. (for 1.0s period) Site-modified spectral acceleration value Site-modified spectral acceleration value Numeric seismic design value at 0.2 second SA Numeric seismic design value at 1.0 second SA Seismic design category Site amplification factor at 0.2 second Site amplification factor at 1.0 second MCEG peak ground acceleration Site amplification factor at PGA Site modified peak ground acceleration Long-period transition period in seconds Probabilistic risk-targeted ground motion. (0.2 second) Factored uniform-hazard (2% probability of exceedance in 50 years) spectral acceleration Factored deterministic acceleration value. (0.2 second) Probabilistic risk-targeted ground motion. (1.0 second) Factored uniform-hazard (2% probability of exceedance in 50 years) spectral acceleration. Factored deterministic acceleration value. (1.0 second) Factored deterministic acceleration value. (Peak Ground Acceleration) Mapped value of the risk coefficient at short periods Map data ©2022 0.911 Mapped value of the risk coefficient at a period of 1 s DISCLAIMER While the information presented on this website is believed to be correct, SEAOC /OSHPD and its sponsors and contributors assume no responsibility or liability for its accuracy. The material presented in this web application should not be used or relied upon for any specific application without competent examination and verification of its accuracy, suitability and applicability by engineers or other licensed professionals. SEAOC I OSHPD do not intend that the use of this information replace the sound judgment of such competent professionals, having experience and knowledge in the field of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the seismic data provided by this website. Users of the information from this website assume all liability arising from such use. Use of the output of this website does not imply approval by the governing building code bodies responsible for building code approval and interpretation for the building site described by latitude/longitude location in the search results of this website. U.S. G~ological Survey-Earthquake Hazards Program Unified Hazard Tool Please do not use this tool to obtain ground motion parameter values for the design code reference documents covered by the U.S. Seismic Design MaP-S web tools (e.g., the International Building Code and the ASCE 7 or 41 Standard). The values returned by the two applications are not identical. " Input Edition Spectral Period ~I _o_y_n_a_m_ic_:_c_o_n_te_r_m_i_n_o_u_s_u_.s_._2_0_14_(u_p_, __ ~I I Peak Ground Acceleration Latitude Time Horizon Decimal degrees Return period in years ~I _3_3._16_8_4_5 __________ ~1 I 2475 Longitude Decimal degrees, negative values for western longitudes I -117.317081 Site Class 259 m/s (Site class D) "' Hazard Curve Please select "Edition" "Location" & "Site Class" above to ' compute a hazard curve. Compute Hazard Curve "' Deaggregation Component Total 1' ~ 0 N ro U) I~ 0 ~ C 0 ~~ .0 ·;:: ~ C 0 UU1 <'s • •• • •• .. ... ':, .. .. 'I, 'l ■ £ = (-00 .. -2.5) ■ £ = [-2.5 .. -2) ■ £= [-2 .. -1.5) 11111 ,=[-1.5 .. -1) □ £ = [-1.. -0.5) □ £ = [-0.5 .. 0) □ £= [0 .. 0.5) □ £= [0.5 .. 1) ■ £= [l .. 1.5) ■ £=[1.5 .. 2) ■ £= [2.. 2.5) ■ £ = [2.5 .. +oo) Summary statistics for I Deaggregation: Total Deaggregation targets Return period: 24 75 yrs Exceedance rate: 0.0004040404 yr' PGA ground motion: 0.52178958 g Totals Binned: 100 % Residual: o % Trace: 0.09 % Mode (largest m-r bin) m: 6.9 r: 10.61 km £,: L02o Contribution: 12.99 % Discretization r: min= 0.0, max= 1000.0, t, = 20.0 km m: min= 4.4, max= 9.4, t, = 0.2 £: min=-3.0,max=3.0,b.=O.So Recovered targets Return period: 276L5078 yrs Exceedance rate: 0.00036212101 yr' Mean (overall sources) m: 6.65 r: 15.73km £,: L29 u Mode (largest m-r-,, bin) m: 6.91 r: 10.11 km £,: 0.89 u Contribution: 6. 79 % Epsilon keys £0: [-00 .. -2.5) £1: [-2.5 .. -2.0) £2: [-2.0 .. -LS) E3: [-LS .. -LO) £4: [-LO .. -0.5) ES: [-0.5 .. 0.0) £6: [0.0 .. 0.5) £7: [0.5 .. LO) £8: [LO .. LS) £9: [LS .. 2.0) £10: [2.0 .. 2.5) £11: [2.5 .. +oo] Deaggregation Contributors Source Set .. Source Type r m •• Ion lat az % UC33brAvg_FM31 System 33.65 Rose Canyon [18] 10.07 6.95 0.96 ll 7.407°W 33.118°N 236.16 18.17 Oceanside alt! [0] 15.88 7.05 1.12 117.596°W 33.057°N 244.63 3.63 Elsinore (Temecula) rev [5] 34.57 7.59 1.83 117.008°W 33.341°N 56.19 2.45 Carlsbad [5] 15.74 7.20 1.08 117.477°W 33.049°N 228.17 1.71 San Jacinto (Anza) rev [OJ 73.23 8.11 2.30 116.871°W 33.712°N 34.26 1.22 Rose Canyon [16] 12.58 6.64 1.30 117.362°W 33.062°N 199.50 1.10 UC33brAvg_FM32 System 29.78 Rose Canyon [18] 10.07 6.98 0.95 117.407°W 33.118°N 236.16 17.27 Elsinore (Temecula) rev [S] 34.57 7.62 1.80 117.008°W 33.341°N 56.19 2.58 Oceanside alt2 [6] 15.70 7.59 0.80 117.598°W 33.061°N 245.44 2.10 San Jacinto (Anza) rev [OJ 73.23 8.10 2.30 116.871"W 33.712°N 34.26 1.21 Coronado Bank alt2 [10] 36.18 7.53 1.94 117.573°W 32.924°N 221.29 1.10 UC33brAvg_FM31 (opt) Grid 18.43 PointSourceFinite: -117 .317, 33.200 6.07 5.71 0.87 117.317°W 33.200°N 0.00 3.10 PointSourceFinite: -117.317, 33.200 6.07 5.71 0.87 117.317°W 33.200°N 0.00 3.10 UC33brAvg_FM32 (opt) Grid 18.14 PointSourceFinite: -117.317, 33.200 6.07 5.71 0.87 117.317"W 33.200"N 0.00 3.10 PointSourceFinite: -117.317, 33.200 6.07 5.71 0.87 117.317°W 33.200"N 0.00 3.10 APPENDIX C Maintenance Recommendations ... ' .. MAINTENANCE RECOMMENDATIONS The most important aspect of slope maintenance is proper control of surface drainage. Uncontrolled water from broken pipes, improperly maintained irrigation systems, and rainfall are the most prevalent cause of slope instability in Southern California. The following recommended procedures should be followed by the property owner to minimize slope instability: 1) Homes should be provided with roof drains, gutters, and downspouts, and these facilities should be checked at least twice per year. 2) All drainage devices should be checked at least twice per year to ensure that they are not blocked. All blockages should be cleared. 3) Drains at the top of slopes should not allow water to overflow onto the slope. 4) Terrace drains and brow ditches on slopes or at the tops of slopes are designed to carry runoff water to an appropriate discharge point. These drains should be checked at least twice per year, and cleaned of any accumulation of dirt and other debris. Water that backs up in surface drains will overflow and seep into the slope, creating instability. 5) Water should not be permitted to collect or pond in yard areas. This water will either seep into the ground (loosening the soils) or will overflow onto the slope. Once erosion is started, it is difficult to control and severe damage can occur quickly. 6) Loose soil or debris should not be left on slopes. Loose soils soak up water more readily than compacted fill, and will often slide downslope. This material may clog terrace drains, and may cause additional slope damage. 7) Slopes should not be over-irrigated. Naturally, ground cover will require some moisture during the hot summer months, but during the wet season, irrigation can cause heavy ground cover to move, which not only destroys the cover, but also may begin slope surface erosion. Heavy ground cover can cause surface sloughing when saturated due to the increased weight and weakening of the near surface soil. 8) Water should not be allowed to collect against foundations, retaining walls, or basement walls. These walls are typically built to withstand the effects of normal soil moisture, and may require subsurface drains to collect and transfer excessive water away from the structures. 9) Irrigation systems should not be left running on or near a slope, particularly during the rainy season. 10) Swales that have been graded around the home or on the lot should not be blocked. These swales are typically constructed to provide drainage toward the driveways, street or other positive outlet. 11) Building pad and slope surfaces should be periodically inspected for rodent activity. Burrowing rodents will reduce slope stability by allowing additional water infiltration and channeling of surface runoff into the slope soils. ON ON (J) 0 ON N-. 00 ,q-(') c::! I'--CD CD ..-- 0) N N N I N N 0 N a:: al 0 Project: Foundation Stabilization 2410 Granada Way Carlsbad, CA 92010 Design Calculations For: Justin Angelos Calculations Prepared by: Steven C. Helfrich, P. E. Date: June 16, 2022 Helfrich-Associates, Inc. 30640 Kristin Court Redlands, CA 92373 (909) 389-7316 Project No. 2022-55 / 220340 > 1--0 Project Info. f»roject l11formation: __ 2_0~2-55 I 220340 __ Project:_ For: Foundation Rehabilitation -. Justin Angelos~------ ------------------~-------- Qwners:____ _ _ __ J11stin & Rebecca ~ngelo_s_ Project Address:__ _ 2410 Granada Way ---· --------· - Carlsbad, CA 92010 -------~-- A.P.N. 167.382-09 -----Year Built: 1978 . ----------.. ---~------------# Stories: Two --_,, _________________ ----------------- Garage/Carpo_rt __ _ _ 400 sf 1st Floor (approx,c.) _____________ 1_, 1 oo sf 2ndFl()_or (approx) 797 3rd Floor ------------------------·-------- "fo!~ BuilclillgArea: _ ___ _ _ . 2,2_9_7__:_sf _ _ _ _ _ _ , _ _ Roof Area (Projected): _____________________ ~! _______ _ A-1 Wor1< Scope: ------siructurai anatysisideslfln---_ _ __ _ _____ ·_ · __ ,-_· -_--__ --_--__ -_-__ -____ _ ------=-~_:::~__:_-: References: ------------ -·--_ Site Notes, Ph-otographs _---~ -- Design Criteria -_. __ ---: ____ Roofing_:___ ___ ___ -Mission Tile __ ___ __ _ _ _ _ , Exterior Wall Framing: __ I.Nood_frame 1 gucco_/ W_oc,d -· ----------------lriterior-WallFraming: --Wood frame . Foundation Walls: -Concrete ···-------------------------------------------· ___ Sn~w_Loact ______ :0_psf --+----- ---·------------------- Table of Contents ------------- --Contents: Cover Project Info -,Loads --------------+----------G_ravity_ Loads _____ _ ··-Design __ _ Pier Table ------------------------ -_§lclpe Stability Pier Design ___ _ Foundation checks 'References Fdn/Pier Plan I---------------------~-- _EC_P helical piers (ESR3_5_!;9 cover) 6/16/2022 1:55 PM Page 1 -----Section -P e # A 1 A-1 B B-1 _____________ --------=D--1~ D-2 __ Total Pag_es ____ 9 _ ' ___ _ 2022-55 FOTL-Granada Way Fdn Stab. Cales Gravity Loads _ 2022-55 / 220340 -------------------- ___ 2410 Granada Way,Carlsbad, CA 92010 -----------------------Roof load 1 Loads Unit Rise= Unit Run= .... ···---------~--4-.00-:-Slope = 12 i Ratio·= ------------12.65 1.05 -----+------·-------·-Adjusted Notes Item --~Tile.... ______ _ ______ :_:'___ ___ 12.00' 12.65!psf(hor.) 18.4 15/32" Plywood -__ _ __ .. 1.6'7 1.76;psf(llor.) _ ·rRoof rafters, 2 x 8 @2'0" O.C_. __ -_--·_-_-·~=-___ 2.55 2.69 psf (hor.)~-- Blocking, ties & beams = 1.00 1.05 psf {hor.) • Cl9_-!_s_ts@_16°()_C __ = 0.00 0.00 psf (her.) . _. ___ . 5/8_" _GWB1 _Cei_ling___ • -2.-22 ,_ ---2~22 ~psf ·(hor.) -----~--- Insulation, R-30 = -------0.80 0.80,psf (her.) · . ·Misc. loads ------------= -------~-------------··0~3·--------0.83:psf (hOr:y 21.07 . ---+-·· -------__ 22.00ipsf __ _ 'Total DL -,Basic-Roof LL _______ '= ___ '(NotCrit.) 20. 00 psf ________ .1. · Roof snow load ·:Total ioaif bI+Snow controls --------·- Exterlor_'Jl,faU (Stuccot --------~ :stucco Siding, 7/8" Th. __:Stud wall, 2 .x 4@ 16'' OC _ 318"' plywood . --_ . 1/2" GWB (x 1 side) · :-1nsuia1,ori, R1:f · -______ _ 'Misc. loads DL ------'------------------------------------- lnte_rlor WaHJIIVood Frame) __ __ · Stud w_all, __ 2 l<_4_@.__1_~0()C __ _ 3/8" plywood • i3wa, 1 /2" (x 2 side) -------.: lnsulation,_R-13,_ 3-1/T ____ _ Misc. loads :DL Exte.rior Foundation Wall ht= Hei ht=' = Critical Load· 0. 00 i psf ( non reducible) 22.00 -st ------- plf psf = = 87.50 10.94'psf 19.69, --2.46:psf-- = = 10.00 1.25 psf · ·· ----:13'-'-.36'-c 1.67,psf ··· · --i-----'-2.so· cf.35ii,s~1_···---~--- 2.64· 0.33:psf = 136.0 17.00 psf 8.00 pff psf = = 17.5cc0~_---c2cc.1cc9c--'psf _______ _ 0.00 ___ 0,Q0,psf_ ------'---- = 35.20 4 40_J>S_f _____ _ = = 2.80' 0.35 psf 8.48: 1.06 psf · · ----- 64.0 8.00 psf 8.0'psf 0.00 If sf ;concrete wall = o.oo: 0.00 .psf ,Concrete footing, 1t5''x20" . -------_--__ -__ --_---333.33 333.33 _:.fi_sf ---~--> . ,~W~!J{2~~ _<~_? ~-i~_~L_____ . --·-----~-o.oo, o.oo : pst ;Insulatio~~13, 3-1/2'1 ____ -~-------=-O.oo: 0.00 -,pSf-------------·--. ·.;;M~is:::c~. _,,lo:,:a,,,d.,,_s ___________ ~=----+----='o?..c'-00=-0.00 ·.cce.:csf'------- DL -333.3 333.33 sf 6/16/2022 1 :55 PM Page 1 2022-55 FOTL-Granada Way Fdn Stab. Cales PIER TABLE 2022-55 / 220340 ,. ..... _______ ------------- ~41_(l_(;ranad!' 'vVay,Carlsbad, CA_~2010_ Struct. Helical Pier Helical Pier Helical Pier Pier No. -------L·O~id--k • Load k • Ca ·: w SOil" k -.-.--~ -·-ci··-.:-steef k •• -Notes ---------1 Helical 7.0 11.2 11.2 15.0 37.4 / 22.6 ·· 2-· • Helical 7.0 11.2 -·11~2---· 15.0 37.4 / 22.6 -------------------------------------------· 3 Helical 7.0 11.6 11.6 15.0 37.4 / 22.6 I-------------------------------· 4 Helical 7.0 11.6 11.6 15.0 37.4/22.6 -------------------------------------------------- 5 Helical 7.0 ·--. 11.2 _ . _J_1.1_ 15.0 37.4_/ 22.6 6 .· ......... Helical 7.0 11.2 11.2 15.0 37.4/22.6 __ ~ ... _ 7 Helical 7.0 11.2_~_ 11.2 15.0 37.4/22.6 --f -Helical 7.0 11.2 11.2 15.0 37.4/22-.6 _______ _, 9 Helical . 7.0 11.2 ------11.2 ·--·· --15.0 37Xt22.6 10 ..... _l-i~lical 7.0 11~_,_ 11.2-15.0 ___ 374{22,6 __ ,_~:___---- 11 Helical 7.0 11.2 11.2 15.0 37.4/22.6 12 .. Helical 7.0 11.2 11.2 15.0 -·-----37.4/2-2-.6-~-··-·-···---·- --------------------------------- 13 Helical 7.0 11.2 11.2 15.0 37.4/22.6 -=-~1;r ___ t:'le!ical ·-10-11.2 __ 11.2 --15.0 --___ 37.4T22-.6-_-__ -.-__ -_-_-_-- 15 -~H-'e~li~ca=l __ ~7-'.o 11.6 11.6 15.0 37.4/22.6~~-------I ·~-.,.-6 Helical 7.0 11.6 . 11.6 15.0 37.4/22.6 .. ·17 ... -Helical 7.0 11.2 . 11.2 -15~0 ---3'7:.f/22.6 --,. ------------------ ---~---------------------'--- * Based on Soils (F.S. = 2.0) " ** Basedon-ECP IA-28~-60:a:10 Heffcal f>ie'is(Fc.;:·=s:....--=_-·=2·c.:c6,__) __ -_--_-_--_--_·-_-_·_ ·_·-_···_--_·J_ ____ -----. Ref. 1: ESR 3559 . ---- 2022-55 FOTL-Granada Way Fdn Stab. Cales 6/16/20221 :56 PM HELFRICH ASSOCIATES ENGINEERING • CONSTRUCTION CONSULTING f!i't 30640 KRISTIN COURT, REDLANDS, CA 92373 • 909-389-7316 • 909-389-7326 FAX • WWW .HELFRICH-ASSOCIATES.COM DATE: /,., 'P. / 1/ Jos: 0 f; //If, 1 f: 'I j f, · ~ PROJECT No. -·---------PAGE _ OF_ ( . . ' . .,,, I • I O. -,,-;_::-. . _, ::. z. t) HELFRICH ASSOCIATES ENGINEERING • CONSTRUCTION CONSULTING 30640 KRISTIN COURT, REDLANDS, CA 92373 • 909-389-7316 • 909-389-7326 FAX • WWW.HELFRICH-ASSOCIATES.COM Joe: foJZ---Gf-b./A,/bA Pu .,,,,.. /s,o"-(2,c) ::c-~D.c:J- DH,M, : /5 pt, (k~ .. Sq~ Fer~ PAGE _OF_ L/5G /;;C-f 1"/><U>&-bO-&b Ha./ c..h-f'u;::J<-S 'fk,.. /f;,O~ Pu~ ~Lor-. PHIN, = /5 F1? ',t II-{. -/· 1D'J FT. LJ35. Project No.: 2022-66 / 220340 HELFRICH ASSOCIATES ENGINEERING • CONSTRUCTION CONSULTING 6/16/2022 Project Name: 2410 Granada Way, Cartabad, CA 92010 FOUNDATION STABILIZATION -Support spacing design Footing -Unreinforced Determine distributed loads on fdn: Roof Dead Load: Tributary width of roof: 2nd Floor dead load: Tributary width of floor (0 for 1 story): Wall weight: Wall height: 1st Floor dead load: Tributary width of floor (0 for 1 story): Foundation Wall wt.: Foundation Wall ht.: Weight of Foundation: Roof load: 2nd Floor load: 1st Floor load: Wall load: Foundation Wall: Footing load: Total applied DL (per ft.): Total applied LL (per ft.): Unfactored DL + LL Factored DL (wu= 1.4w): Determine lift spacing based on bending: Mu=wuL2/8 Solve for L: L=(8Mjw0)"0.5 Substitute fMn for Mu: L= Determine lift spacing based on shear: V0=w0U2 Solve for L: L = (2V./Wu) Substitute V n for Vu: L= Use pier spacing of: Alt. Spacing = Exist. Soll Pressure: Mark No. I A -Unrelnf. Side Wall 22.0 psf 14.0 ft 12.0 psf 10.0 ft 17.0 psf ;~.u ft 52.0 psf 10.0 ft 100.0 plf ft 333.3 plf 308 plf 120 ptf 520 plf 323 plf plf 333 plf 1,604 plf 680 plf 2,284 plf 2,246 plf 6.9 ft 11.4 ft. 6.91ft, 7.01ft, 1,t13 fpst 4 .A f = C " hr= 20 " ... ,... ti IQ Footing geometry c= 10 Area= 320 Sm= 1,067 Allowable Moment: M0=5(fc)112Sm ACI 22.5 M0: 22,222 lb-ft. 4>: 0.6 ACI 9.3.5 4>Mn: 13,333 lb-ft. Allowable Shear: ACI 22.5 Vn = 4/3(f c) 112bwh Vn: 21 ,333 lb. 4>: 0.6 ACI 9.3.5 4>Vn: 12,800 lb. Pmu = I 15.Slk Factoredl 1!.,lk Unfactoredl 11.~lk Project No.: 2022-55 I 220340 HELFRICH ASSOCIATES ENGINEERING • CONSTRUCTION CONSULTING Project Name: 2410 Granada Way, Carlsbad, CA 92010 FOUNDATION STABILIZATION -Support spacing des-lg .. n ____ .. Footing -Unreinforced Mark No. I Fdn O -Unrelnf, I Openings Detennlne distributed loads on fdn: Roof Dead Load: Tributary width of roof: 2nd Floor dead load: Tributary width of floor (0 for 1 story): Wall weight: Wall height: 1st Floor dead load: Tributary width of floor (0 for 1 story): Foundation Wall wt.: Foundation Wall ht.: Weight of Foundation: Roof load: 2nd Floor load: 1st Floor load: Wall load: Foundation Wall: Footing load: SPAN LOAD: Total applied DL (per ft.): Total applied LL (per ft.): Unfactored DL + LL Factored DL (wu = 1 .4w): PIER LOAD: Total applied DL (per ft.): Total applied LL (per ft.): Unfactored DL + LL Factored DL (Wu= 1 .4w): Detennlne 11ft spacing based on bending: Mu=wuL2/8 (Solve for L:) L=(8MJwu)"0.5 Substitute ♦Mn for Mu: L= Detennlne lift spacing based on shear: Vu=wuU2 (Solve for L:) L = (2V.Jwu) Substitute V n for Vu: L= Max. Pier Spacing: Design Pier Spacing = Exist Soll Pressure: 22.0 psf 14.0 ft 12.0 psf 10.0 fl 17.0 psf 17.0 ft 52.0 psf 10.0 fl 100.0 plf ft 333.3 plf 308 plf 120 plf 520 plf 289 plf plf 333 plf 853 plf 400 plf 1,253 plf 1,195 plf 597 plf 740 plf 1,337 plf 836 plf 9.4 ft 21.4 ft. 9.41ft 8.01ft 940 IP•' ff h,= A 4 A bi= 16 " Footing geometry c= 10 Area= 320 Sm= 1,067 Allowable Moment: Mn=5(f c) 112Sm ACI 22.5 Mn: 22,222 lb-ft. ♦: 0.6 ACI 9.3.5 ♦Mn: 13,333 lb-ft. Allowable Shear: ACI 22.5 Vn = 4/3(f c) 112b.jl Vn: 21 ,333 lb. 4>: 0.6 ACI 9.3.5 4>Vn: 12,800 lb. P,,...= ~k Factored[]])k Unfactoredrnk Plus Post Load[!!)k Total Pier Loadl11 .6lk 6/16/2022 2,500 psi 20 " ~ 0 -1(4 -718 ·11" LEGEND -2 1/8 MANOIETER SURIIEY READINGS 14 INCHES !8! r--, HEUCAl PERS (17)-ECP MODEi. TA-28MG-a-10. o_ • 15 ti:. T,.•3, .. 0011:. lls.. P._ • 15.0 k (EVALUATION REPORT ESR-3558) 1 I PIERPITS-CUTl4C0NCRETE L--.J ~ GROUT AAEA UNOER LIFTED FOOTINGS & SlAII CRACK REPAIRS ~ .,u n -2118 \J., 181a 1§5 -11/8 1 17/8 I 1819 c= = c= :~ 1-:--MAX LIFT= 1.5" = 181 .i~ D °18111 181 12 11 -2'11 __./. ~ ,~□ °181 -2114 1--i 16 1, = = REPAIR PLAN SCALE: tU• • 1'-0- \ \ (NOTE: 00 NOT INSTALL HELICAi. PIERS UNDER OPENINGS) I ~[ill. •• ·I ...;;..;.....==: --_,.,---:::(..L ·=--- ~ (!) =pt.AVATIQH 1/) ...J ~ 0 ~ i ~::: ll. tr a: 8 ii ~ tu w ~u a: 3§ l !3~~ du 'ICl.)le> (.)Wfz ~~-s u.ob ...,JOll/l !·w Cl.) z . Cl.) 0 I<C u ,.,...,.,, .,---...... ~ 2 ,,: . : f:_,,.'.~ l ,;.; !, ft '.: k \ 1-. ! www.icc-es.org I (800) 423-6587 I (582) 699-0543 ICC-ES Evaluation Report ESR-3559 DIVISION: 31 00 00--EARTHWORK Section: 31 63 00-Sored Plies REPORT HOLDER: EARTH CONTACT PRODUCTS, LLC. EVALUATION SUBJECT EARTH CONTACT PRODUCTS (ECP) HELICAL FOUNDATION SYSTEMS 1.0 EVALUATION SCOPE Compliance with the following codas: ■ 2018, 2015, 2012 and 2009 fntemational Building Code® (IBC) ■ 2018, 2015, 2012 and 2009 International Residential Code®(IRC) Properties evaluated: ■ Structural ■ Geotechnical 2.0 USES 2.1 IBC: Under the IBC, ECP Helical Foundation Systems are used either to underpin foundations of existing structures or to form deep foundations for new structures; and are designed to lransfer compression and tension loads from the supported structures to suitable soil bearing strata. Underpinning of existing foundations is generally achieved by attaching the helical piles to the retrofit brackets (Type A side-load brackets), which support compression loads only. Deep foundations for new construction are generally obtained by attaching the helical piles to new construction brackets (Type B direct-load brackets) that are embedded in concrete pile caps or grade beams, which support both tension and compression loads. 2.2 IRC: Under the IRC, ECP Helical Foundation Systems may be used as an alternative foundation system supporting light- frame construction, exterior porch deck, elevated walkway and stairway construction and accessory structures. \ Compliance with lntern.ational CodH • Compliance with State Codi~ A Subsidiary of the lntemational Code Counci/e Reissued August 2021 Revised December 202 This report is subject to renewal August 2023. 3.0 DESCRIPTION 3.1 General: The ECP helical foundation systems consist of a helical pile and a bracket that allows for attachment to the supported structures. Each helical pile, consisting of a lead section and one or more extension sections, is screwed into the ground by application of torsion to a depth that confomis to project requirements for avoidance of unsatisfactory subsurface conditions and ensures a suitable soil or bedrock bearing stratum has been reached. The bracket is then installed to connect the pile to the concrete foundation of the supported structure. 3.2 System Components: The ECP helical foundation systems include either one of the following: a Model TA-150, a Model TA-175. a Model TA-288, or a Model TA-350 helical pile (shaft with helices) and either a Type A side-load bracket (underpinning bracket) or a Type B direct-load bracket (new construction bracket), for attachment to concrete foundations. Refer to tables below for bracket and pile model combinations. Type A Side Load Bracket Model PIie Model TAB-175-LUB TA-175 TAB-288-LUB TA-288 Model-300 TAB-350-LUB TA-350 Type B Direct Load Bracket Model PIie Model TAB-150-NC TA-150 TAB-175-NC TA-175 TAB-288-NC TA-288 TAB-350-NC TA-350 3.2.1 Helical PIie Lead Sections and Exlenslon Sections: The ECP Model TA-150, Model TA-175. Model TA-288, and Model TA-350 helical pile lead sections consist of multiple helical-shaped circular steel plates (helices} factory-welded to a central steel shaft. The depth of the IC( ·-ES Eva/uollon Repons on IIQf 10 be .;orutnied as repre.,emmg ueJ1h,ttlcs f1r any other ot1r1bu1es no/ &pec-,jic-ally oddreHed, nor arc they 10 be cqnst~d as an endor.~ement of the .mhJ<!c:I of the repnn or a re,vmmenda1wn for tH use. lneJY IJ no warran~ by ]CC Ew1lua1wn Sen1/c1t. LLC. txpre.f~ or Implied. as to any finding or mher matter J,i this reporl, orw lo any product covered by the report Copyright C 2021 ICC EvaluatiOn Serviee, LLC. All rights reserved Page 1 of33 RECEIVED .JAN 1 2 2023 CITY OF CI\HLSBAD [:lUILDING DIVISION Cs1<..2o2-z-ZZ2! STORM WATER COMPLIANCE FORM TIER 1 CONSTRUCTION SWPPP CB E-29 SW - STORM WATER POlLUTION PREVENTION NOTES BEST MANAGEMENT PAACT1CES (BMP)Sfl.ECTION TA8LE --............. ,_ --_,.,.._,RI~ 1. Al.I. 1ECESSNtY £WPl,IENT Nil MATERIALS SHALL BE ... ... .... -----A\IAILA8lE QM 9fE TO f'AQUTA'lt RAPIJ INSTM.L.AllON t (F ER09Cfl Nil ENENT CCl,ITRQ. ~ \ltlEN RAIN I H l 1 i 5""""'· j A f ~ I 1 2. lME OINR~ACTOR SHAU. R£SJW. ALL ER090N ;1 i ii f1 J j ft f 1!1 11 ~-CONlRQ.. TO JIIRKIHG OROOt TO 11£ SATl!iFACllON Blll~tF1racllce' • f ! . I i, ~] (F Tl£ OTY INSPECTIR Af1ER EAOl RUN-Off PROOUCINC (BMP)~ ➔ ! J'i f J, r ,_.,_ i J 1 .t .i j I i l J. THE OWER/CONlRACTilR SH.ltU. NSTAU. AOOITIOOAL EROSION ClllfTRU. MEASURES M MAY m'. 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