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Home My WebLink About2425 JEFFERSON ST; ; CB081848; PermitCity of Carlsbad .. .., 1635 Faraday Av Carlsbad, CA 92008 01-14-2010 Residential Permit Permit No: CB081848 Building Inspection Request Line (760) 602-2725 Job Address: Permit Type: Parcel No: 2425 JEFFERSON St CBAD RESDNTL Sub Type: SFD Status: Lot#: 0 Applied: Valuation: 1551403800 $597,528.00 Construction Type: 5B Reference #: Entered By: Plan Approved: Occupancy Group: # Dwelling Units: 1 Structure Type: SFD Issued: Bedrooms: 4 Bathrooms: 5 Inspect Area: Project Title: HAGEY RES-NEW SFD 5,195 SF Orig PC#: LIVING, 470 SF GARAGE, 1,025 SF DECKSffERRACES,500 SF CVRD Plan Check# PORCH, ,2 FIREPLACES,A/C,SPRINKLERS Applicant: BERRY GROUP, INC ALISA EICHELBERGER STED 2091 LAS PALMAS DR 92011 760 438 2963 Building Permit Add'I Building Permit Fee Plan Check Add'I Plan Check Fee Plan Check Discount Strong Motion Fee Park in Lieu Fee Park Fee LFM Fee Bridge Fee Other Bridge Fee BTD#2 Fee BTD #3 Fee Renewal Fee Add'I Renewal Fee Other Building Fee HMP Fee Pot. Water Con. Fee Meter Size Add'I Pot. Water Con. Fee Reel. Water Con. Fee Green Bldg Stands (SB1473) Fee · Owner: HAGEY EDWARD H PO SOX 99961 ·$AN DIEGO CA 92169 $2,404.75 Meter Size $0.00 Add'I Reel. Water Con. Fee $1,563.09 Meter Fee $0.00 SDCWA Fee . $0.00 CFO Payoff Fee $59.75 PFF (3105540) $0.00 PFF (4305540) $0.00 l:.icen~e Tax (3104193) ,$0;00 ""jcense Tax (4304193) : · $.0.00 Trc1ffic Impact Fee (3105541) f 1 $0.00 Traffic Impact Fee (4305541.) 1 • ·$o'.oo Sidewalk. Fee· : ' ·$()~()()· PLUMBING TOTAL $0.00 · · · ELECTRICAL T0TAL .. :.$0.d'O .. -MECHANICAL TOTAL · $0.00 Housing l'rnpact Fee .. "$0.qQ c .-. ,-;:Ho,ysi,ng-,lnl,.ieu Fee . $7,988.bO . . ,rjousJng Credit Fee .. D1 Master Drainage Fee $0.00 Sewer Fee $0.00 · Additional Fees ?? TOTAL PERMIT FEES ISSUED 09/29/2008 LSM 01/14/2010 01/14/2010 $0.00 $403.00 $7,188.00 $0.00 $10,875.01 $10,038.47 $0.00 $0.00 $1,245.50 $1,404.50 $0.00 $287.00 $110.00 $98.50 $2,925.00 $0.00 $0.00 $0.00 $1,096.00 ($1,012.80) $46,673.77 Total Fees: $46,673.77 Total Payments To Date: $46,673.77 Balance Due: $0.00 FINAL APPROVAL Date: S · 1 ° · ( 1 Clearance: NOTICE:. Please take NOTICE that approval of your project includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as 'foes/exactions." 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 Cartsbad 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 f es/exactions of which ou hav revi u I b n iven NOTI similar t this or as to which the statute oflimitations has reviousl otherwise ex ired. Ci'ty of Carlsbad 1635 Faraday Av Carl~bad, CA 92008 08_;30-2010 Storm Water Pollution Prevention Plan (SWPPP) Permit Permit No:SW100293 Job Address: Permit Type: Parcel No: Reference #: -CB#: Project Title: 2425 JEFFERSON ST CBAD SWPPP 1551403800 CB081848 HAGEY RESIDENCE Lot#; 0 Priority: CONSTRUCTION OF NEW HOME ON VACANT LOT L Applicarit: TED HAGEY 619 235-9340 Emergency Contact: TED HAGEY 858-361-4249 SWPPP Plan Check SWPPP Inspections Additional Fees TOTAL PERMIT FEES Owner: HAGEY EDWARD H PO BOX99961 SAN PIEGO CA 92169 Status: Applied: Entered By: Issued: Inspect Area: 'rier: ISSUED 08/25/2010 RMA 08/25/2010 RB 1 $0.00 $0.00 $0.00 $0.00 Total F.ees: $0.00 Total Payments To Date: $0.00 Balance Due: FINAL AfPP.ROVAl DATE 1· JD·c:1~CE SIGNATURE ~ ------------ $0.00 -r-"-' ·city of Carlsbad 1635 Faraday Ave., Carlsbad, CA 92008 76Q-602-2717 / 2718/ 2719 Fax: 760-602-8558 Building Permit Application JOB ADDRESS Jefferson Street & Las Flores (Empty Lot) ~4a.6 SUITE#/SPACE#/UNIT# Plan Check No. ~t),< /%41{ Est. Value ~91 15,.._~ Plan Ck. Deposit / t.118. $'~ Date t:f ~q ~ APN 155 140 37 00 CT/PROJECT# LOT# PHASE# # OF UNITS # BEDRQOMS # BATHROOMS TENANT BUSINESS NAME CONSTR, lYPE OCC. GROUP 1 1 4 5 VB R DESCRIPTION OF WORK: Include Square Feet of Affected Area(s) Construct (N) Single Family Dwelling on an existing unimproved pro~sthe intersectjon of Jef(erson St. & ~ E! lf'10 . _ Total ha_bitable floor area -, SF ~\I~ t f7 o_f'c.h S'O O ,__0 ~"' Total non-habitable floor area= 1,213 SF ee-5 EXISTING USE Empty Lot PROPOSED USE ~FD GARAGE (SF) PATIOS (SF) DECKS (SF) FIREPLAC~ AIR CONDITIONING FIRE SPRINKLERS YEs[Zj#e.JN<O YES[Z]NoD YES[Z]NoO 470. 500 CONTACT NAME (If Different Fom Applicant) APPLICANT NAME Alisa Eichelberaer, BEERY GROUP, INC. ADDRESS ADDRESS 2091 Las Palmas Drive, Suite D CITY STATE . ZIP CITY Carlsbad'll\1-.:? STATE ZIP CA 92011 PHONE FAX PHONE 760-438-2963fi. 760-438-2965 EMAIL ~~ . \ ' ;, {J)VY\ alisa@lovemyarchitect.com PROPERTY OWNER NAME TED HAGEY CONTRACTOR BUS. NAME T.B.D. ADDRESS ADDRESS P.O. Box 99961 CITY . STATE ZIP_ CITY STATE ZIP CA 92169 PHONE FAX PHONE FAX EMAIL _ ..1, _ _;, -cJ Q1 EMAIL /;j dll!A__. ;I tedsheadus@yahoo.com ~ct,t"i • nwa.yn'-=-'71,,.,.. • .,t<JYn ARCH/1:>ESIGNER NAME & ADDRESS STATE LIC.# STATELIC.# CLASS CllY BUS. LIC.# See A licant Name for Architect . C-15426 (Sec. 7031.5 Business and Professions Code: Any City·or County which requires a permit to construct, alter, Improve, demolish or repair an~ structure, prior to its issuance, also requires the applicant for such permit to file a signed statement tt\at.he is licensed pursuant to the provisions of-the Contractor's License Law [Chapter 9, commending with Section 7000 of Division 3 of the Business anil Professions Code} or that he is ·exempt therefrom, and the basis for the-alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dol!ars ($5001). _ . . Workers' Compensation Declaration:,/ hereby affirm under penalty of perjury one of the following declarations., D I have and will maintain a certificate of consent to self-insure for workers' compensation as provided by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. D I have and will maintain workers' 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 insurance carrier and policy number are: Insurance Co Policy No, _____________ Expiration Date ________ _ This section need not be completed if the permitis for one hundred dollars ($100) or less, 0 Certificate of Exemption: I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to the Workers' Compensation Laws of California. WARNiNG: Failure to secure workers' compensation coverage is unlawful, and shall subject an employer to criminal penalties and civil fines up to one hundred thousand dollars (&100,000), in addition to.the cost of c_ompensation;damages as provided for in Section 3706 of the La!>or code, interest and attorney's fees. 2S, CONTRACTOR SIGNATURE DATE I hereby affirm that I am exempt from Contractor's License Law for the following reason: D I, as owner of the property or my employees with wages·as their sole compensation, will do the work and the structure is not intended or offered for sale (Sec, 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and who does such work himself or through his own employees, provided that such improvements are not intended or offered for sale, If, however, the building or improvement is sold within one year of completion, the owner-builder will have the burden of proving that he did not build or improve for the purpose of sale), [Z] I, as owner of the property, am exclusively conlracting with licensed contractors to conslruct the project (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of ·property who builds or improves thereon, and contracts for such projects with contractor(s) licensed pursuant to the Contractor's License Law) . .:. 0 I am exempt under Section ____ .Business and Professions Code fpr \his reason: 1. I personally plan to provide the major labor and materials for construction of the proposed·property improvement. 0Yes ONo 2. I (have/ have not) signed an application for a building permit for the proposed work. 3. I have contracted with the following person (firm) to provide the proposed construction (include name address / phone / contractors' license number): 4. I plan to provide portions of the work, but] have hired the following person to coordinate, supervise and provide the major work (include name/ address/ phone/ contractors' license number): 5. I will provide some of the work, but I have contracted (hired) the following persons to provide the work-indicated (include name/ address/ phone/ type of _work): £fPROPl!RTYOWNERSIGNATURE ~~--DAT-E ~· . ,. Is the applicant or future building occupant required to submtt.a busine~S,JM!l, acutely h_azardous materials registration form or risk management and prevention program under Sections 25505, 25533 or 25534 of the Presley-Tanner Hazardous Substance Account Act? D Yes LJNo -_ Is the ap~licant or future building occupant required to obtain a permit from the air pollution control district or'a!!:mlality management district? [Jves O No Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? 0Yes LJNo IF ANY OF THE ANSWERS ARE YES, A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED UNLESS THE APPLICANT HAS MET OR IS MEETING THE REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT. '' ..,. "~ I hereby affirm that there is a construction lending:agency for the performance ~f the work-this permit is issued (Sec. 3097 (i) -Civil Code). Lender's Name Lender's Address I certifythatl have read the application and state that the above information Is correj:land that the Information on the plans Is accurate. I agree to complywith'all City ordinances and State laws relating to building construction. I hereby authorize representative of the City of Calisbad to enter upon the above mentiqned property for inspection purposes. I ALSO AGREE TO SA VE, IN0EMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINSTALL LIABILITIES, JUDGMENTS, COSTS AND-EXPENSES WHICH MAY IN ANY WAY ACCRUEAGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT. OSHA: An OSHA permit is required for excavations over 5'0' deep aid demolition or construction of structures over 3 stories in height. EXPIRATION: Every permft issued by the Building Official under the provisions of this Code shall expire by I irritation and berome null and void if the building or mrk authorized by such penntt is not commenced wfthin 180 days from the date of such pem:,itorifthe building or-mrk authorized by such penritissuspended orallandoned at anytime afterthemrk is commenced fora P!lriod of 180 days (Section 106.4.4 Uniform Building Code). R5APPLICANT'SSIGNATURE X/..Jr"T/ DATE 9 2,°1 0 b Permit Type: !;31.,DG-Residential Application Date: 09/29/2008 Owner: Work Class: Single Family Detached Issue Date: 01/14/2010 Subdivision: Status: Closed -Finaled Expiration Date: 03/27/2017 Address: IVR Number: 671895 Scheduled Actual Inspection Type Inspection No. Date Start Date Inspection Status Primary Inspector 03/30/2017 BLDG-Final 018442-2017 Passed Peter Dreibelbis Inspection Checklist Item COIVl,MENTS BLDG-Plumbing Final BLDG-Mechanical 'F:inal BLDG-Structural Final BLDG-Electrical Final 02/02/2017 02/02/20f7 BLDG-F,inal 012329-2017 Failed-Construction Paul York Inspection Change Needed ChecklistJtem COMMENTS BLDG-Building Deficiency BLDG-Plumbing Final BLDG-Mechanical Final BLDG-Structural Final BLDG-Electrical 'Final 02/08/2017 02/08/2017 BLDG-Final 012979-2017 Failed,Construction Peter Dreibelbis Inspection Change Needed qhecklist Item COMMENTS BLDG-Building Deficiency BLDG-Plumbing Final BLDG-Mechanical·Final BLDG-Structural.Final BLDG-Electrical Final March 30, 2017 2425 Jefferson St Carlsbad, CA Reinspection Passed Yes Yes Yes Yes Reinspection Passed No No No No No Reinspection Passed No No No No No Complete Complete Complete Complete Page 1 of 1 Inspection List . -·--- Permit#: CB081848 Type: RESDNTL SFD HAGEY RES-NEW SFD 5,195 SF LIVING, 470 SF GARAGE, 1,025 SF DECK Date -----lnspecti'on Item Inspector Act Comments 09/26/2016 23 Gas!T est/Repairs PB AP 09/26/2016 92 Compliance Investigation PB NR 08/18/2016 11 Ftg/Foundation/Piers PD GA 03/14/20"16 22 Sewer/Water Service PD AP 10/19/2015 17 Interior Lath/Drywall PY AP 10/19/2015 18 Exterior Lath/Drywall PY AP 10/05/2015 16 Insulation PD AP 09/28/2015 84 Rough Combo PD AP 09/08/2015 ·13 Shear Panels/HD's PD AP 07 /28/201·5 · 13 Shear Panels/HD's PD .PA 06/01/2015 11 Ftg/Foundation/Piers PD AP 04/08/2015 15 Roof/Re roof PD CA 04/07/2015 15 Roof/Reroof PD AP 04/07/2015 32 Const. Service/Agricultural PD AP 04/06/2015 15 Roof/Re roof PD NR Gate locked, no one on site. 01/20/2015 11 Ftg/Foundation/Piers PD CA 01/23/2014 92 Compliance Investigation PD AP 05/06/2013 11 Ftg/Foundation/Piers PD co 10/30/2012 11 Ftg/Foundation/Piers PD AP 04/06/2012 11 Ftg/Foundation/Piers Po AP 03/01/2012 11 Ftg/Foundation/Piers PD PA 10/06/2011 11 Ftg/Foundation/Piers PD AP 09/16/2011 21 Underground/Und~r Floor PD PA 09/02/2011 11 Ftg/Foundation/Piers PD PA 09/02/201°1 21 Under.ground/Under Floor PD PA 02/22/2011 66 Grout PY AP TO EXTEND PERMIT 09/22/2010 11 Ftg/Foundation/Piers PY PA SEE-PLAN 09/22/2010 66 Grout PY AP ' 09/03/2010 11 Ftg/Foundation/Piers PD we 09/03/2010 66 Grout PD AP ON PLAN 09/02/2010 11 Ftg/Foundation/Piers RB co ON '2ND LIFT SEE NOTICE 08/18/2010 11 Ftg/F oundation/Piers RB we 08/18/2010 66 Grout RB AP ON 1 ST LIFT -SEE JOB PLANS 08/17/2010 11 Ftg/Foundation/P1ers RB PA see approved plans 08/17/2010 24 Rough!T opout RB AP 08/17/2010 66 Grout RB PA see approved plans 08/16/2010 11 Ftg/Foundation/Piers RB CA 08/13/2010 11 Ftg/Foundation/Piers RB CA 08/05/2010 24 Rough!Topout RB co 3RD TIME @ GRADE BEAM AREA -SEE NOTICE 08/04/2010 21 Underground/Under Floor RB co STILL MISSING ENG APPROVAL FOR VEN, IN GRADE BEAM Friday, March 31, 2017 Page 1 of 2 08/03/2010 11 Ftg/Fouridation/Piers RB PA SEE JOB f?LANS FOR 8-2-10. 08/03/2010 24 Rough/Topout RB co HAVE ENG APPROVED VENT IS GRADE BEAM. 08/02/2010 61 Footing RB CA BY MARK 07/08/2010 65 Retaining Walls MC PA WALL DRAIN AND LINE 3-4 AND C-F, SEE BACK OF JOB CARD 06/29/2010 61 Footing RB WC 06/29/2010 62 Steel/Bond Beam . RB PA Sl::E JOB PLANS 06/29/2010 66 Grout RB PA SEE JOB PLANS 06/18/2010 11 Ftg/Foundation/Piers RB PA SEE JOB PLANS Friday, March 31, 2017 Page 2 of2 ~~E-w.o. 570 t ,.,,;, e.--~L- DATE •f I -;·} 7',~ ,...., .. NAME. __ -r..,,.,.. __ J_~_-~--t:J~iQ,-.... __ HOURS ___ ~~Z_P-'V __ _ Geotechnical • Coastal • Geologic • Environmental "' FOOTING TRENCH OBSERVATION SUMMARY Client Name: --J>.Jl/4'""'""-'lii{y'=-.... -.; .... · ____ -_____ Project Name: -::::ri.:~1:-~ <;(.'j~ ./}J;(~ ,; /,.,. An -,,,..,.,... ;1 Unit/Phase/Lot(s): ---~--~ .... a ..... ~ .... --........ 6 .... t.. ___ ,tt."""'_ ~_...;.1-'J-'-.N-"-'-·~--------------------- Referenced Geotechnical Report(s): __________________________ _ Observation· Summary ....,.,,.,-;; -.. /f;..~ .Initials '-'lf~ Date I ~ Initials ifb::t_oate 7·~-/ . \ -·· '\ /' Initials 1¥9'\if Date ,;/-4 "'I ·t· I /..& n11as ft/~ Date f l .,. A representative of GeoSoils, Inc. observed onsite soil and footing trench conditions. Soil conditions in the trench are generally free of loose soil and debris, non-yielding and uniform, and plumb; and are in general conformance with those indicated in the geotechnical report, A representative of GeoSoils, Inc. observed and reviewed footing excavation depth/width. Footing excavations generally extend to proper depth and bearing strata, and are in general conformance with recommendations of the geotechnical report. ,. ,,. I A representative of GeoSoils, Inc. reviewed footing setbacks from slope face (if applicable). The setback was in general accordance with the recommendations of the geotechnical report. I ' I. I /_ /!/ ·;,_;,. 1 r_A,e,,., 1-t.,,' '4 ![;,-,,,t.l!if ~ //, /.o,,,.-...., kJll"Y, :r..;,~_r / /:;...,. t"" /} , --p;;:y () ;::-ri~, • ~ a"-c_, 2 9 +;~~ A---r, ~,;,. (,:~,-~t:tt/J Notes to Superintendent/Foreman ·· · l -1/D : v~ ~ --v~ -t..,. . · 1u,zz I(:., "-;i. c A) 1. 2. .3. 4. Footing excavations should be cleaned of (o;se debris and thoroughly moistened just prior to placing concrete. Based on expansion potential of underlying soils, presoaking of soil-below-slabs may be recommended. Consult the geotechnical report for presoaking recommendations. We note that clayey soils may take an extended period of time for such, and the contractor should schedule accordingly. In_ the event of a site change subsequent to our footing observation and prior to concrete placement (i.e., heavy rain, etc.), we should be contacted to perform additional site observations and/or testing. This memo does not confirm the minimum footing dimension as required by the project structural engineer's · design, if different from the geotechnical report. Notes to Building Inspector Soil compaction test results, as well as depth of fill, relative compaction, be8iring'values, co1~0siviJy, and soil expansion index test results are contained in the As-Graded Geotechnical or Final Com/ pefction Rep/' tprovided at the completion of grading. 1 1J ~'.1 ) / / _,, ---/,vui·/;/C// . -. .-,_ ,1-·' -----i , ~~-- 57 41 Palmer Way Carlsbad, CA 92008 (760) 438-3155 1446 E. Chestnut Ave. Santa Ana, CA 92701 (714) 647-0277 rx:.,.;...--, .. --. _J'j<Z--;-J_~...,J f Repra-s,ntatfve of GeoSoiisrlnc. 26590 Madison Ave. Murrieta, CA 92562 (951) 677-9651 ;I . ' • ------~ . ' --,,-- CONC. SLAB & REINF. PER PLAN 1&''11,rJ 1 _,,, . ~f J)~L~ @ I,! 11 o.c 7 ~ALrt,~;Vk{& fiV& JF r•s,111Lt- t •• . ' \ . ::;.\c.::::·::·,~c::;:;:>;:~~;;s:~:::::~,·,:;::n:~'2c:~;'.:;;~.:.:2 " ,, .. UNDERLA YMENT PER SOILS REPORT CONTINOUS FOOTING SCALE: 1"=1'-0" ,,. 1'-3" ..i;; a::: t')-l C..> a::: w 0.. b = '-------oEIN. PER FTG. SCHED. ' ( . . ·_· SPECIAL INSPECTION DAILY REPORT PROVIDED SPECIAL D REINFORCED CONCRETE tJ STRUCT. STEEL ASSEMBLY D WELDING INSPECTION SERVICES D PRE-STRESSED CONCRETE D SPRAY-APPLIED FIREPROOFING D OTHER: FOR THE FOLLOWING: -D STRUCTURAL MASONRY D EPOXY ANCHORS/DOWELS D DATE: 0 ~'-c.8-(/ BUILDING PERMIT: PLAN FILE: \ ARCHITECT: \°<;;--~rz_,y c -Q -;,-'D ENGINEER: St , CONTRACTOR: Lli-'/f-.lC:;-L. SUB-CONTRACTOR: O. S Lit, t=r lL\ \-o b.L \.rf)Q (?._ (( -· SP-CIAL INSPECTION DOES NOT RELIEVE THE OWNER, CONTRACTOR OR BUILDER OF THEIR RESPONSIBILITY TO PERFORM ALL WORK PER THE APPROVED PLANS, SP_ECIFICATIONS AND APPLICABLE BUILDING CODE. FOR ANY NON-CONFORMING ITEMS PLEASE SCHEDULE FOR HE-INSPECTION. ALL WORK PERFORMED IS BILLED IN4 HOUR INCREMENTS PLEASE SEE OUR CURRENT RATE.SCHEDULE. I AGREE TO INDEMNIFY AND HOLD HARMLESS THE INSPECTOR FOR ANY AND.ALL DAMAGES WHETHER ACCIDENTAL OR INTENTIONAL. I WILL PAY FOR ANY AND ALL ATTORNEY AND COURT COSTS. I WILL PAY FOR ANY AND ALL JUDGMENTS BROUGHT AGAINST THE INSPECTOR. . OWNER: _______ ~ _________ .DATE __ _ CONTRACTOR:__,. ____________ D.ATE __ _ CERTIFICATION: r C C. l'.;c:::c$0z <=; ... ' ' , -. POOR QUALITY ORIGINAL S 01/25/2009 22:03 858--457-0946 FEDEX KINKO'S 2693 PAGE 01 . , . .. . .. SAN DIEGO AF,fEA : . RESIDl!NT'fAL ;ciAC.u:ir CARD -AND· tOAq SUMMARY (1890 NEC) ' ADDAESS PEAMn'I· CENSUS TRACT I ~RACTOA a:; I ...... .J ~..;.:. J. AR!A IN SO. FT . ... . PAAEL--------A.1.C. --------VOLTS I 2 •.:• ,~1 • o I _. '!. ', -. ' .. "S ' :;,• ~ - ~: ., 1', ; ' II D 15 ., Jt 21 ·-~ .,' __ j ,;·Jf ,, :,,,,, ; ~ 35 ' • ..... , .. MAIN: fS · ,l.{f>O AMPBICMUSI C)M.O IVS: 6 •e E i. · Na SERVICE &mlMICE ~DEA CONDUCTOM: A) SIZE:*' JS,~ nPE: liJa, [JM.. c,. MU.ATICIN: -mu,,,. · O,CONIMTml:---- SIIIMC! Gf!O}WOIICIND: Al SIZE: NC' \al;'i~ It: 1WI: SJ ci, CJ AL C) c~ lOCAnG)N(lf:' : • ··•;,; 1:a··W91 •.. ,. ii M'mlPPI , ,, , . :.~:-l1(aJ . . . [J CIDJfl)FII) 2IO ... ,, CJ .··, -------.-... ·--·; ... GFCI LOCATIONI 21N, •10: a ·;, a IA'MICOM (IJ • , , • . fClnHH D MIWle (SJ O ~n,a 0 CIUIDIXIRS o· ---- ... _ COMPUTED LOAD t 52., 'I s.~ ...... Ntlftladl. IMCHCIACUITS AIEQURID: ~ UtJHTIGCIACUIIW II 1WO SMALL~e CIRCUITS C)t.AUNDAYCIRqln DJ CENTfW. HMTJNQ IOLll'MENT ' • JD 12 •• " II ao 2Z ,2•.: .• 26 I 21 JD ]J ]. H ll 'O •2 AMI'S • • .,, 4{1IJ ---aD•4(CJ' .. ,. A&MAAICI---------------: ..... \.·------------------- , ..., .. , .. ..,,.,.llllftlhawe IIIM 9nlllN In ...,.,dMceWIII ITIMol,_.,,_.. ....... Mii 1111 .. Mrfl lllNl'I-, llie CINIIIII ~ ,...._,, ... fill ..... If ............... ..,,,.. 181oWN~ E.Av.ro..~ He-aa."{ ·· ~~ £.;L..?F DATE . / 43/40! 1 01(25/2009 21:59 858--457-0946 FEDEX KINKO'S 2693 PAGE 02 ' - IC):~,~ ~·r~-----· -HA G\:e:¥;~~:~·~~ ,!i;;fyB~L-€::_. 0.:.. ..: ... ', .. \ . ..,, I ~ : SINGLE FAMILY-DWELLING ELECTRICAL SE;RVJCE L,QAD CALCULATION , \ t717':·") ·:, .. , -.:: ·. \·.·,.::·,.15 rna 1 1···,:·!' As an llllt!mati•t! ,n~thod, tlM 'STANDARD METHOD, /011~ iii ARTICLE 220 o/tlle Nalional Electric Code, ma, H u1~d l. GENERAL ·LJCllttlNG LOADS DweJlin1 $,J b · sq. ft. x 3 VA= (5, l,, lo VA "! Small appliance ldads -220-16 (a) 1500 VA x _&_cucuits ~ ,'I.,(' a. o v A Laundry Joad-220-16(b) 1.500 VA x 'l ~its= ~Soo VA' · . . General Lighth_l,: Total ~o, 13,·o VA 2. COOKING EO~MENTLOADS • Nameplate Value . Range '•" IQ VA• . ··#1.l,..o. .. o. VA Cookt.op ··· VA• ---VA , .-Oven(s) -· VA• ---VA Cookin1 Equipment Total l,J, t:liO VA 3. ,ELECTRIC DRYER ,i20.11 (Nameplate, S000 VA minimum) Dryer J.,~o VA= _ 4. FIXED APPLIANCE LOADS 2l0-30(b3) Dishwasher= Disposalz · Compactor!!!: Wau::r Heater= Hydromusage·Bathtub • Microwave Oven • Built-in Vacuum• Dryer Total ~,w.o-VA I ~Ot.~ VA liq t!)Q ... VA 1.Joo·vA -VA l~f-oo·vA l;f·~O VA --VA -------=-· ---VA ··· Fixed Appliance Total :rn: o o, 'v A s. OPJ'IONAL SUBTOTAL (Add all of the above .totals) 6. APPLYING DEMAND FACTORS• TAB~ 220-30 ·. Op . ii S '---··' I.~ lin S) { Flnt 10,000 VA x 1 ()()eJ, = non U1111.11A1 (J.IULLI · e · Remaining Jo._-173-r,. VA x 401, = -... t,. ., ...... ,-; 10,000·Yif.\ ,· i iQQ:vA ' . 7. HEATING OR AC LOAD• TABLE220.30 · Larger of-die Heating or AC Load= :: ·' .. •' ' -~·l,t~t~t>o VA .··. ~ . 8. OPI'!ONAL LOADS TOT AL (Add 10ta1s from lines '6 and 7) = "Jl;,(l/2.· VA '· • ~ · ·~-• ,.!,I •1 • ,'-' ! . ; · ' .... ':: . ', ti~iollal Loads'tatal f· 9. MINIMUM SERVICE SIZE • W Volt = !I ... r~· . ... .. :t, . . '· f$ 2.. Ampere (Pl~as, pu.t total "'!./rD!ff ,of card under Compur~d Load) .. ... 01/25/2009 21:59 858--457-0946 FEDEX KINKO'S 2693 PAGE 03 . -.·' SINGLE LINE DIAGRAM r ' SUB 1213 :4 8 ROMU .GROOND PANEL 100 AMP : ' .. . •. SER #1/DAL 4/0AL GROUND . ; SUB PANEL .. 200 AMP : . SER #110AL .. . 4IOAL GROUND MAIN 400 SUB AMP PANEL 200 WATER ' BONDED AMP PIPE t-GROUNDS @MAIN GROUNDING . •uss 7STRAND -.. 1/0-·CU . UF~R ' -. ,. EMBEDDED IN CONCRETE . .. .. . 25' 1/0 cu NOTE: ,•: . . . . . The AIC Rating for the service feeder over~unent devices Is a minimum of 22,000· AIC and that the systam Is designed as a •Seriff Rated System" (in order to limit avallable fault current to 10,000 AMPS on Branch Circuits). -,--·~ ~~' F1, ... A.... "" NPDES INSPECTION REPORT ~:. Building Division ~-,v~•u , "W.."fl!>'t\':.UP" Pursuant to CMC 15.12.100 -A /e{( _j)A-~l/l v6fj Date /I,, L, 1, r Project# .• · Jl(/ /1Jo~ct7, .Inspector Time 11: ¥0 Cl;l Permit# c.tJ o a-r<JtJ8 I Inspection Type · D Compliance A.,F'ollow Up Weather D Heavy Rain D Light Rain ~~unny D Cloudy D Partlv Cloudv D Rain Expec ed t % chance BMP IMPLEMENTATIO.NANO COMPLIANCE BMP and Compliance en 0 :$ CORRECTIVE ACTION REQUIRED w Activity >-z z Are all inactive slopes prooerly stabilized?· .../ D Provide additional erosion control. Are areas flatter than 3:1 covered or protected? .. ·x D Repair/replace erosion control BMPs. Are gravel bags, waddles, silt fences, and other erosion X D Replace broken rock/sand bags. control BMPs in olace and functionino oroperlv? D Desiltation/retention basin(s) requires maintenance. Do basins appear to be maintained as reauired? X D Provide additional perimeter controls. Are oerimeter control BMPs maintained? X D Repair/replace perimeter controls. Is the entrance stabilized to prevent trackina? Iv D Impervious surfaces need to be swept. Are storm drain inlets protected and BMPs maintained? X D Prevent sediment tracking on to street. Are all material and equipment handling, storage and X. D Clean in and around storm drains. reoair areas clean and maintained? D Provide additional protection at storm drain inlets. Are dumpsters and trash receptacles covered? IY D Discard unusable equipment and materials. Has trash and debris accumulated throuohout the site? X D Remove trash and debris from project site. Are stockpiles and spoils protected from runoff? X D Properly store hazardous materials. Are landscaoed areas orotected from erosion? I)< D Immediately clean up spills and leaks. Are natural areas and ooen spaces protected? .x D Maintenance required for washout areas. Are washout areas maintained and protected? X D Protect/Cover materials stored outdoors. Were there any discharges observed IX D Provide spill kit(s) in equipment storage areas. durino the inspection? D Provide cover for dumpster and trash receptacles. Is the SWPPP wall map up to date and accurate? D Immediately discontinue washing or hosing. Was the SWPPP reviewed durina this inspection? D Relocate portable restrooms away from storm drains and/or Are portable restrooms located away from the storm drain X to level areas. and on level ground? D Provide secondary containment for portable restrooms. Do oortable restrooms have secondarv containment? X D Provide additional emergency BMPs. Are BMPs stockpiled for emen::iency deployment? y D Train staff on pollution prevention. Other: D Other: THIS SERVI:$ AS A WARNING NOTICE. Implement corrective actions by . A City Inspector will return on or after the correction date to verify that corrective actions were completed and/or BMPs implemented as required. If you have anv auestions or comments, please contact vour insoector. Comments: ){NO VIOLATIONS OBSERVED DURING THE INSPECTION. CJ VIOLATIONS WERE NOTED DURING THE INSPECTION. D 15.12.050 Prohibited Discharge D 15.16.170 Unlawful Acts D 15.12.080(E) Reduction of Pollutants D 6.08.030 Receptacles Generally D 15.12.090 Storm Water Conveyance System Protection d 6.08.040 Cleanliness of Solid Waste Receptacles D 15.12.110 Failure to Implement Corrective Actions D 6.08.050 Solid Waste Receptacles to be Kept Covered CJ 1512.120 Containment; cleanup, and notification of spills D 6.08.090 l:Jnlawful Placement of Solid Waste /} ,.-_ / D Other ;/;1:_i~ Received By -Pleat¾rint Rec~~re D Mailed Da) t-r/4ve..J . ~ e,,'1 Ll r2.,,f,.1 · Th~. Notte~ '$~ryes As: . D Verbal Warning D Written Warning D Field N!emo D Referred for Action ·l;Uil!P.Asses.sment 5 4 3 2 1 I Knowledge Assessment I 5 4 3 2 1 D Contact not available .. ·, (circle one) · · . <circle one) White: BLDG Yellow: Job Site ,,,.·, SPECIAL INSPECTIO~ DAILY REPORT 'Q PROVIDED SPECIAL INSPECTION SERVICES FOR THE FOLLOWING: ADDRESS: TIMEOUT: m ;E:I D TIMEIN: l!.0 z_ r~ REINFORCED CONGR,ETE D PRE-STRESSED CONCRETE D STRUCTURAL MASONRY ~ STRUCT. STEEL ASSEMBLY D WELDING SPRAY-APPLIED FIREPROOFING D OTHER: EPC,,.XY AN<;:HORS/DOWELS IE DATE:o 8,c 1-I I BUILDING PERMIT: PLAN FI_LE: OWNER: €G:) \-lfo-~ ARC,!ilTE'c:r: 'G t-r lit ~ '1-Lj CONTRACTOR: t:>, SUB-CONTRACTOR: SPECIAL INSPECTION DOES. NOT RELIEVE TH OWNER, CONTRACTOR OR BUILDER OF THEIR RESPONSIBILITY TO PERFORM ALL WORK PER THE APPROVED PLANS, SPECIFICATIONS AND APPLICABLE BUILDING CODE. FOR ANY NON-CONFORMING ITEMS PLEASE SCHEDULE FOR RE-INSPECTION. ALL WORI< PERFORMED IS BILLED IN 4 HOUR INCREMENTS PLEASE SEE OUR CURRENT RATE SCHEDULE. I AGREE TO INDEMNIFY AND HOLD HARMLESS THE INSPECTOR FOR ANY AND ALL DAMAGES WHETHER ACCIDENTAL OR INTENTIONAL. I WILL PAY FOR ANY AND ALL ATTORNEY AND COURT COSTS. I WIL'l:.PAY FOR ANY AND ALL JUDGMENTS BROUGHT AGAINST THE INSPECTOR. OWNER~~?~ DATE __ _ CONTRACTOR: ____________ ,DATE. __ _ CERTIFICATION: 'c..(__ ~Ls-- ;, 'I GEOSOILS, INC. W.O.: 5701-C--SC ------------Geotechnical-Coastal -Geologic-Environmental DATE: 08/01/11 ------------NAME: TODD ------------HOURS: 2 ------------ FOOTING TRENCH OBSERVATION SUMMARY CLIENT NAME: HAGEY PROJECT NAME: RESIDENCE ------------ LOCATION/TRACT: JEFFERSON AVE, CARLSBAD CA 92008 UNIT/PHASE/LOTS: PAD FOOTINGS & CONTINUOUS FOOTINGS REFERENCED GEOTECHNICAL REPORT: 571)1-A OBSERVATION SUMMARY ___ T~G ___ INITIALS 08/01/11 DATE TG INITIALS ---,------ 08/01 / 11 DATE ------- TG INITIALS ------- 08/01/11 DATE TG INITIALS ------- 08/02/11 DATE ------- A representative of GeoSoils, Inc. observed on site soil and footing conditions. Soil conditions in the trench are generally free of loose soil and debris, non-yielding and uniform, and plumb; and are in general conformance with those indicated in the geotechnical report. A representative of GeoSoils, Inc. observed and reviewed footing excavation depth/width. Footing excavations generally extend to proper depth and bearing strata, and are in general confonnance with recommendations of the geotechnical report. A representative of Ge<>Soils, Inc. reviewed footing setbacks from slope face (If applicable). The setback was in general accordance with the recommendations of the geotechnical report. SOIL TRANSITIONS NOTED MAY BE ADDRESSED BY ADDING REINFORCING STEEL PER THE SITE SOIL REPORT. FOR QUESTIONS CALL ROBERT (760) 438-3155 NOTES TO SUPERINTENDENT/FOREMAN 1. Footing excavations should-be c~ned of loose debris and thoroughly moistened just prior to placing concrete. 2. Based on expansion potential of underlying soils, presoaking of soil below slabs may be recommended. Consult the geotechnical report for presoaking recommendations. We note that clayey soils may take an extended period time for such, and the contractor should schedule accordingly. 3. In the event of a site change subsequent to our footing observation and prior to concrete placement (i.e. heavy rain, etc.), we should be contacted to perform additional site observations and/or testing. 4. Thjs memo does not confirm the minimum footing dimension as required by the project structural engineer's design, if different from the geotechnical rePQrt. NOTES TO BUILDING INSPECTOR Soil compaction test results, as well as depth of fill, relative compaction, bearing values,corrosivity, and soil expan&ion index test results are contj:lined In the As-Graded Geotechnical or Final Compaction Report provided at the completion of grading. ~-'~ ·l R. P. I. Deputy Inspections, Inc. (949) 291-3912 Fax(949) 481-5866 www.deputyinspector.com Email: rpaquette4@cox.net 1903 Via Pimpollo San Clemente, CA 92673 REGISTERED INSPECTOR'S REPORT OF: 0 REINFORCED CONCRETE 0 REINFORCED STEEL ~OST TENSION CONCRETE -~ REINFORCED MASONRY D STRUCT. STEEL WELDING D EPOXY B :~&\~PoRT o oTHER G-eo(f'f BLDG. PERMIT# ! \ Q)\'\t..A , I \ _ o I {\Lr n--v .:-r · I HEREBY CERTIFY THAT I HAVE INSPECTED ALL OF THE ABOVE .REPORTED WORK, UNLESS OTHERWISE NOTED, AND TO THE BEST OF MY ABILITY, I HAVE FOUND THIS WORK TO COMPLY WITH THE APPROVED PLANS, SPECIFICATIONS & APPLICABLE BUILDING LAWS. ' MORTAR D OTHER D TYPE: ! ' JV AIR-TEMP: CONG TEMP: 7 fu DATE START STOP REG. HOURS O.T. HOURS All inspections based on a minimum of 4 hours and over 4 hours -8 hour minimum, in addition, any inspection extending past noon hour will be an 8 hour minimum. All late accounts will be charged the highest legal rate of interest, including all collection costs and attorney fees. All returned checks will be subject to a $20.00 fee. Approved By ______________ _ ADMIX: SAMPLES CAST: J \50;_ SLUMP: YDS. PLACED: lJ,-:sr MIXING TIME: 3.S- vr SIGNATURE OF REGISTERED INSPECTO 15 )8 /0 DATE OF REPORT ' ·-=,,_.,,.. . I j, , .. ·. Pel,1lllt Number . .~6~ . · . . . . ..... . . ' Inspeetion1Yi_)e(sf ~:~~ · I l 1Qtfil~~Tt[4~:r: I r I t . Hours ,. . . .... . - List ·Items Requiri,ng ~on-ection, indud'e-uncon-ected-items previously listed '_ ... / -. . A' Comrn~nts: t;J .... \6-1-S\J LI c:.t-J6·. io the best of my knowledge., the work inspected was in accordance with the Building Department approved design drawings, specifications and applicable workmanship provision$ of the 'U .B.C. except as noted above. All inspections based on four hour minin;mm. Inspections exceeding four hours will be billed-at eight hours. Any inspections beginning before 12:00 noon and end ~fter 12:00 noon will be billed as eight hours .. Signed~ . lcif\G~ ,. .· Date 15'!---rH'-1(_7-=...,,,.~t-1~(.,,....,,,\,------,---- Registration No. '3~D~k~·~~SL\~------• FORM SI-02,01 I FOOTING TRENCH OBSERVATION SUMMARY w.o. 5-7 o I -c:.-s:<:.... DATE 7-30 -lo NAME ~. Cn.. I SMe:M HOURS-al~,-~ ___ _ Client Name: /€1.> )/4q,;,,i • . · · Project Name:. Je//4.-_,.,., S-f, z. yi, r· _. '/'/ (/ · /' I I I . . Location/Tract: Jer.fer{:<>.-, >f: (_,/;, ,./J b().I(. C.P/7 0£--:Z 5-, DtJ(; SI >.8 -.:fl/ . . . . i Unit/Phase/Lot(s): &_s(!:..r-,e..,---r; ~Al~ /4vt:: / . & h::>,t.,,, c/2..s e-r-(5,:;>p,.--,.4 s: {e J RelerencedGeot~hnlcal RepOrt{~): . '·?fL>Afr'. Rrn--: dt--1 k~ I (_/.-a;;/ . ~ .~ :::;;,-/4 J. :z;, <-' . . Observatio,n Summary .,,,--Initials· . I Date · --- ~ Initials ___ Dat~ I , ~ · 11niti~·1s ·,... Date ----··1· ----Initials ___ Date A representative of GeoSoils, Inc. observed onsite soil and footing trench conditlons. Soil conditions in· the trench are generally free of loose soil and debris, non-yielding and uniform, and plumb; and · are in g·eneral conformance vvith thos.e indicated in the geotechnical report. A ·r:epreseri~ative of.Geo$oils, Inc. observed and reviewed footing excavation depth/width. Footing. excavations generally extend to proper depth and bearing strata, and are in general conformance with r~commendations oHhe geo.tecnnical/re~or!,· ,,. ·_ , . / ~ , .-. ..-· . . · . . /1 J . ·-I/· -·, . / '( ':-, . A re'presentative of Geo:Sgifi Inc. r~v{ewed footing setbacks from sldpe face (if applicable). The setback was in general' aicotdance with the recommendations of the geotechnical report .. , Notes to Superintendent/Foreman 1. Footir:,g excavations should be cleaned of loose debris and thoroughly moistened just prior to placing concrete. 2. Based on expansion potential of underlying soils, presoaking of soil below slabs may be recommended._ Consult · the geotechnicar report for presoaking recommendations. We note that clayey soils may take an extended period of time for such, and the contractor should schedule accordingly. 3. in the event of a site change subsequent to our footing ob$ervation and prior to concrete placement (i.e., heavy rain, etc.}, we.should be contacted to perform additional site observations and/or testing. 4. This mE3mo does .not confirm the minimum footing dimension as required by the project structural engineer's design, if diff~rent from thE:3 geotechnical report . .. Notes to Building Inspector ,. Soil compaction test results, as well as dep~h of fill, relative dompaction, beari~g values, corrosivity, and soil expansion . index test results are contained in the As-Gr,aded Geotechnical or Final Cqmpaction Report provided at the completion of grading. · 5741 PalmerWay Carlsbad, CA 92008 (760) 438-3155 1446 E. Chestnut Ave. Santa Ana, CA 92701 (714} 647-0277, . 265~0 Madison Ave. Murrieta, CA92562 (951)677-9651 08/02/2010 23:09 7602317150 4FRNTGREEN INC PAGE 01/01 ~ :f' v'fae:f {CA{, vt~ f'&Jsj -l-vo1<.j" ·~ f-+j I 11u_ (re be/.-..; ~.J·j S'kr,~l) ~e. b~; ( {-t>~sec{_ 6)\ olet~: ( ,¼1."3 l ~-arr1ClfE V01" '1'111-,... . . R. P. i. Deputy Inspections, Inc. (949) 291-3912 Fax(949) 481-5866 www.deputyinspector.com Email: rpaquette4@cox.net 1903 Via Pimpollo San Clemente, CA 92673 REGISTERED INSPECTOR'S REPORT OF: n R~FORCED CONQR~TE ~fr:iFORCED STEEL 0 POST TENSION CONCRETE 0 REINFORCED MASONRY /:' j 0 STRUCT. STEEL WELDING D EPOXY 0 FINAL REPORT D BOLTING O OTHER·-----~- BLDG. PERMIT# SUB CONTRACTOR N-1!..A-- LAB TESTING SAMPLES .... I· HEREBY CERTIFY THAT I HAVE SPECTE0, ALL OF THE ABOVE REPORTED WORK, UNLESS OTHERWISE NOTED, AND TO THE BEST OF MY ABILITY, I HAVE FOUND THIS WORK TO cmXPLY WITH THE APPROVED PLANS, SPECIFICATIONS & AP:e.h,!_.OABLE BUILDiNG LAWS. MATERIAL INFORMATION: CONCRETE O GROUT O MORTAR O OTHER O -~ .. · SUPPLIER: MIXNO.: SPEC. P.S.I.: TYPE: AIR-TEMP: CONCTEMP: DATE START STOP REG. HOURS O.T. HOURS All inspections based on a minimum of 4 hours.and over 4 hours -8 hour minimum, in addition, any inspection extending past noon hour will be an 8 hour minimum. All late accounts will be charged the highest legal rate of interest, including all collection costs and attorney fees. All returned checks will be sweet to a $20.00 fee. ,._,.,--) ~. f .,-•,. Approved By ··· '· • _,,. · .._.,...- ADMIX: SLUMP: MIXING TIME: SAMPLES CAST: I . t ., , SIGNATURE OF REGISTERED INSPECTOR / (:t:,,, ·. ' / Jrj1;1~$t>--' 1/1 ' . ' DATE OF REPORT REGISTER NUMBER R.P.I. Deputy Inspection Cell(949) 291-3912 Office(949) 366-9452 Fax(949) 481-5866 Rick Paquette Inspections 1903 Via Pimpollo San Clemente, CA 92673 REGISTERED INSPECTOR'S REPORT OF: ARCHITECT~h....,) ENGINEER ,. '15.v~ www:de 0 REINFORCED CONCRETE 0 REINFORCED STEEL OST TENSION CONCRETE REINFORCED MASONRY 0 STRUCT. STEEL WELDING 0 EPOXY · 0 FINAL REPORT OOTHER LAB_TESTING SAMPLES -J .. ~-\-1'\,, ~ii- V I OSHOP .... ,. ,,. J' ..) I HEREBY CERTIFY THAr'i HAVE INSPECTED ALL OF THE ABOVE REPORTED WORK, UNLESS OTHERWISE NOTED, AND TO THE BEST OF MY ABILITY, I HAVE FOUND THIS WORK TO COMPLY WITH THE APPROVED PLANS, SPECIFICATIONS & APPLICABLE BUILDING LAWS. MATERIAL INFORMATION: CONC'RETE O GROUT O MORTAR O OTHER 0 SUPPLIER: MIXNO.: SPEC. P.S.I.: TYPE: AIR-TEMP: CONCTEMP: I All inspections based on a minimuni' of 4 hours and over 4 hours -8 hour minimum; in addition, any inspection.extending past noon hour will be an 8 hour minimum. All late accounts will be charged the i/li,ef'est legal rate of interest, including all collection costs· and attorney fees. All returneH t. eeks will be subject to a $20.00 fee. Approved By_~·:....· ~)'-· _::,;;;==::.__,__ ______ _ ADMIX: SAMPLES CAST: SLUMP: YDS. PLACED: MIXING TIME: ~ .....,. SIGNATURE OF REGISTERED INSPECTOR . - 1 DATE OF REPORT HEGISTER'NUMl3ER -~· I , R.P.I~ , Deputy Inspection Ce11{949) 291-3912 Office(949) 3,66-9452 Fax{949) .481-5866 ~ . . / Rick Paquette Inspections www.de · 1903'Via Pimpollo San Clemente, CA 92673 REGISTERED INSPECTOR'S REPORT OF: JOBN,AME ENGINEER D REINFORCED CONCRETE D REINFORCED STEEL ~OST TENSION CONCRETE Y, REINFORCED MASONRY D STRUCT. STEEL WELDING D EPOXY '-"· D FINAL REPORT D SHOP / l~'FIELD ... o .. 5)TH,ER_,.,..,.,~--------------• u \Ul?~S c."I, . : V I HEREBY CERTIFY THAT I HAVE INSPECTED ALL OF THE ABOVE REPORTED WORK, UNLESS OTHERWISE NOTED, AND TO THE BEST o'F MY ABILITY, I HAVE FOUND THIS WORK TO COMPLY WITH THE APPROVED PLANS, SPECIFICATIONS & APPLICABLE BUILDING LAWS. MATERIAL INFORMATION: CONCRETE 0 GROUTO MORTAR OTHERD'tt,\ . .fj'" -~·· . ~~ fY\ \ )t SUPPLIER: MIXNO.: ADMIX: H SAMPLES CAST: SPEC. P.S.I.: TYPE: SLUMP: YDS. PLACED: AIR-TEMP: CONCTEMP: MIXING TIME: DATE START STOP REG.HOURS O.T. HOURS t I ·, h~J ff) .y . . • fh,_Cj All inspections based on a minimum of 4 hours and over 4 hours -8 hour minimum, in addition, any inspection extending past noon hour will be an 8 hour minimum. All late (el ~ SIGNATURE OF REGISTERED INSPECTOR accounts will be charged the highest legal rate of interest, including all collection costs· .'ZS:o D::_ and attorney fees. All returned checks will be subject to a $20.00 fee. . ~ -.., 1!. .... SD ios4 ' lrtl l.. "'"'l t I r:-J -Approved By DATE OF Ri;:PORT REGISTER NUMBER Rp-1~,"e:, ...... ~\ -, .. Deput.y Inspection Cell(949) 291~3912 Office(949) 3.66~9452· FfiX(949) 481 ~5866 Rick Paquette Inspections_ 1903 Via Pimpollo San Clemente, CA 92673 REGISTERED INSPECTOR'S REPORT OF: · www.de D REINFORCED CONCRETE D REINFORCED STEEL ..3'POST TENSION CONCRETE ·,i_ REINFORCED MASONRY D STRUCT. STEEL WELDING D EPOXY D Fl NAL REPCHT J CITY OF PERMIT D SHOP DFIELD c~~ · SUB CONTRACTOR LABTESJING ~tES 'Sol.\"Tf\ \,~ IV _. /, 1 ' I HEREBY CERTIFY THAT I HAVE INSPECTED ALL OF THE ABOVE REPORTED WORK, UNLESS OTHERWISE NOTED, AND TO THE .BEST OF MY . , . ABILITY, I HAV.E FOUND THIS WORK TO COMPLY WITH THE APPROVED PLANS, SPECIFICATIONS & APPLICABLE BUILDING LAWS. MATERIAL INFORMATION: CONCRETE O GROUT O MORTAR O OTHER 0 SUPPLIER: MIXNO.: ADMIX: SAMPLES CAST: SPEC. P.S.I.: TYPE: SLUMP: YDS. PLACED: AIR-TEMP: CONCTEMP: MIXING 1:iME: DATE · START STOP REG.HOURS O.T. HOURS ', 'J~ ,.,, \ I f' \ • i \ b~J\f f4J • . ~- All inspections based on a minimum of 4 hours and-over 4 hours • 8 hour minimum, in· On"Ct~~ addition, any inspection extending past nodn hour will be an 8 hour minimum. All lat.e tOI~ l,o SIGNATURE OF REGISTERED INSPECTOR . accounts will l)e charged the highest legal rate of interest, including all collectiqn costs }()$l...\ .. and attorney fees. All returned checks will be subject to a $20.00 fee. 'SD Approved By ., , . DATE OF R!=PORT REGISTER NUMBER 5741 PALMER WAY CARLSBAD, CALIFORNIA 92008 (760) 438-3155 • FAX (760) 931-0915 l.' . MEMO CLIENT_-_/.~' p'--·)-=-{ 1~€~~· Y~----TRACT J°f ff f'f!Sc,t---i DATE . ft) .. 3 ... \D NAM-~ ·· a: 1r\ ,, '- . > _.. HOURS~~-~----~- •• ,-.. {-1 ...... ~, LOCATION ___,(-'\_\\'-,'~t..~:_}-=.· )_M....,,,· Y'--'-'-. _ ~~- SUPT_.-~)1._--r-__ ~1~· _\.,_c-\~A=J~,t--~:\.,...J ____ CONTRACTOR ------~---~-----~~ I ' . . iO C'it~K;)),~ f cr.5f\t-J\'1 F)({ {\\J.,-\'\ lCitJ.~ f()\2 (ff"~t.~;,1. ' ~ ~ ... \~ ( ~ \\"-1\t r\\. s ii'~~l'it-.rr " ( ... If f\SH I J)J V'f µ.k1)1 i.} /{'.'. t ( ½ lj(f 'Ji'- r · E:/wp/forms/inemosant. wpd : ' ·,/ -::-. . ·--~;{ ,.fl ',-;, .• ·11 -::: ,. -i -_' .. -.:·) . ' ' --, ··' : \ --~ ·' .. . j ... _ - -.... R. P. I. Deputy Inspections, Inc. (949) 291-3912 Fax(949) 481-5866 -www.deputyinspector.com Email: rpaquette4@cox.net ,,. 1903 Via Pimpollo San Clemente, CA 92673 REGISTERED INSPECTOR'S REPORT OF: JOB NAME 0 REINFORCED CONCRETE 0 REINFORCED STEEL 0 POST TENSION CONCRETE ~~REINFORCED MASONRY JOBAD~rGS .le _ ARCHITEc:r:) ......... . l:::::e::. t4'"': . ENGINEEi:s D STRUCT. STEEL WELDING D EPOXY D FINAL REPORT /' . ,. D BOLTING D OTHER ____ ~-- BLDG. PERMIT # SUB CONTRACTOR ....- LAB TESTING SAMPLES I HEREBY CERTIFY THAT I HAVE INSPECTED ALL OF THE ABOVE REPORTED WORK, UNLESS OTHERWISE NOTED, AND TO THE BEST OF MY ABILITY, I HAVE FOUND THIS WORK TO COMPLY WITH THE APPROVED PLANS, SPECIFICATIONS & APPLICABLE BUILDING LAWS. MATERIAL INFORMATION: CONCRETE O GROUT O MORTARgj OTHER 0 SAMPLES CAST: SPEC. P.S.I.: TYPE: SLUMP: YDS. PLACED: AIR-TEMP: CONCTEMP: MIXING flME: DATE START STOP REG.HOURS O.T. HOURS ~ ·t~lto AM u f>J ?\f /m /).}V\ I,.. BltSJru Pf" ~~ ChV\ C\,,j ~"")l:t.G,J1c~ A,rt'\ t...; All inspections based on a minimum of 4 hours and over 4 hours -8 hour minimum, in addition, any inspection extending past noon hour will-be an 8 hour minimum. All late 'is'. I~~ B }z~l~~RE OF ;~;Tgros:~~ B-f accounts willr charged the highest legal rate of interest, including all collection costs aJ1;torOJri ~es. All ret~d~ecks will be subject~ $20.00 fee. t: Z] to t App ovetl y DATE OF REPORT REGISTER NUMBER Porter. Structural Inspections & Consulting i 536-.0owns Stre~t-· Phone (760) 889-9762 Fax (7 60) 7 54-2729 E-mail: piersurfl@aol.com Oceanside·,. CA 92054 ~ Job No. For Week Ending REGISTERED INSPECTOR'S l)AILY REPORT I I ., .. .' D Reinforced Concrete TYPE OF · D Structural SteeLAssembly D Quality Control INSPECTION· D Post Tensioned Concrete D Fire Proofing. DOther . REQUIRE0 0 Reinforced Masonry .· D Epoxy Anchors Jo~ Address· ?..4 :'!., 8 ¾ .2L1 'Z. t'"'." .\ .J.~ . .{J ~' rv:::.r·,,/-\ City. ( '_i"1 . Job Name· .. · .()~ .. Ll.-\/\ :..1:: r, I -PermitNo, I Plan File Type of stryctu"re . . ' Architect .. ,Maferial·.Qes~riptior:i .(type, grdde, .sourc;:e) 14-(,,;, 1.r··c ii-.... (i} D Engineer -F~ __..,---. .,I Contractor . ft, t .l .,.>,\r\. , :\ 8,r,1"---4:,-,.. . ,, lnspector(s) Nbme \{\,;/, \ "\"( €,, v2. \..4c, r ' Sub Contractor .. .. TYPE OF SAMPLE SLUMP QUANTITY IN SET ADDITIONAL REMARKS ON SAMPLES . . .. ' .. . .. · . lhspedio_n Summary~. Lotations.o°f work inspected, test samples taken, work rejected, job problems, progress, remarks, etc. Includes '•, . . information about amounts of material pl~ced or work performed, number, type & ident, m.1mber of test,samples . •,·· taken: struct, connections (weld made H'.l qolts torqued) ch~ked, etc. ' r; · ·t · ·, · ~~)&)[~ . ..;n-9.. ,· ~ .. ~ \f"~~ l V"\ ~":> i,C'J.!::!_f"".){ --:-..... ·-.,\--~.,.r".-+4'"'l'-"VM ~·0/\ : 1 i\:-H"l,-r ·~~ vii\ . . ; ,.r . \.t,.-, ,, . ' r('1i~ai;" h?. -· •. ~. \\ f) t.-d . .1.: 1') t • \ ,;c:,~9 ... \'..;,/c·1f'a \ •' , ...... ,. . ('-.{ <. •: t ~-d' { c;. \l'.\ ~ :-. !,?~<)'·.·'t ~ """''"''-" ... r . . . . . i • .·#~,~Jl' C\·t.O .\re. \ $\ \ if.I..· {': r\ :,·..;.~Y.. : .. · . 1~) t n.,,. ~·· 1,M· (\, MA 'ti<.::-' uJa -·. i · ~r-;-1t'1.;'!.n\c:? ·. f', \(., ./1··· . "'>. • \ t:\ ~ ~~·,· l ·, t \ 4~d·' \ 'l. i h t 1 /1?..;. .::f.. r,+ ..., '~:·:r S·K· ·t:JJ1 -~ ' tft. . ..... ,. ,._!)..., ., ,: "~I~ l ~ f-,: r· 'f -~. -f"--' _t,. .. l '• .. A J . ' . t v0 \ \/\ '\-r 1.1t:· I .. . ..rt ..... . l /\..~ .,_/ l .t-1.;,.,r \ ,i\. G C"..:..,~1 of-C.\ ~;; r1..__.,/.; f"u'-4.C. ~ . J . "t;.... .. !A . ,. ;,;k. k '\ ir,e,c\ ,,..,.....#· ·;..td i 1·1~0\ 6 .\A~, 1 r -! " . l,\t) '~-j ( -?/aj-\t \"."J.Y'} ,. '~ .... ' - f.-4,,t ') }~ . . i"'i \ f...,.C.,..i/"\.%t r,. 4/'\$ ,,,.,,,. 4·c? . . _ .. ,..... \\· i .. . CERTIFICATION OF COMPLIANCE I HEREBY CERTIFY THAT I HAVE OBSERVED TO THE BEST OF MY KNOWLEDGE ALL OF THE ABOVE REPORTED WORK UNLESS OTHERWISE NOTED. I HAVE FOUND THIS WORK TO COMPLY WITH THE APP.ROVED PLANS, SPECIFICATIONS, AND APPLICABLE SECTIONS OF THE GOVERNING BUILDING LAWS. . . -·~ "SP.ECIALTY~ CERT NO. l' ) .. '+ I ... it I '':.;<;.: . ' ·. , .. ., ... , ~· .) '{,,: .·· :::-, .... . ; ' ... -~· . ' .·' ,,.¾ :5 t 2-:.:: ,· \ C.,\..-:1· ' '• . .... "' r ·, dkt .-·.· .. t,6,Ci!i(:,. IO,'A I 1' \1. t..• J ~ " \· ... I ,·, ··i . .' . . . " .. .. .. :--~ >1•-~;~ ,. ,. ,, .. . . \}. l -~;,c 4f.Vk' X r i l ,l. .. d ;i ~.Ar "'~1/.i <:>"~CA· -... '. .,,,~. ~ .f .¥, ::.>. ~-b'Jt·,·::..-;,r,., - I . . TIMEIN TIMEOUT REG. HOURS Q.T. HOURS CYLINDERS L/ All inspections based on a minimum of 4 hours and over 4 hours-8 hour minimum in addition, 2.hour show-up minimum for job cancellations. Approved by Project Superinte'ndant ' .... ,. I . · . .,,.. -~--. . 0 ""' ;I ,: . . J < 4 Ii ' .. . J •,, ·-,,~ · . N-~SI ·--~ 6 · ,_/:·A-\-"~ 42O-~9mpass..1Road • O.c::ean~(i~t•~•{92054 li;: . ~ " / 1 /; · ·.,. Office (760) 277-Oft04 • Fax':(76O 4~3-2144 ", .._, .,,,. ! ( ' ' ' ' ' · · NARBETH -STRUCTURAL. INSPE~TIOfil.;'.· .ros N,eii,, . ,. -G)·. ..:.._ ....... 7;.· .~ ~ /),. ~ • , " • ,.__,, i' -........ "" DATE" . '""""f" ~ / . 2 . . •• 1 ... . .... • ..' 'CJ /., ' i ,4 ,p y,,.,.,,. '. . ' Authorized ri:r ACI . . . Ah ,JCBO ~~ C,,!*1• Special Inspector ' ' • "'"';; ( • ft" 0 RSNFORCED _c&i~F.!~ "'(;]1$ll)l1CT. si;:a~EMBLY .. ~D SPF;&\Y-APP .. o PRE-STRESSED CONo/AEJ;.E o "REINFO~oeo6YPSUM r.ijl .... QTJ-iER !i.: D REINFORCED MASOf\/~: D DEEP jou~~noN Y--1. / ~ • ,. ® @ @ DESCRIBE MAT'L (MIX DESIGN, RE-BAR GRADE & MFGA. WELD-ROD, ETC.) , @ GENERAL · NTRACTOR / .. ::; ·:'.,j , . . "\: L:. i.-,JJ'./1,,-> ll., / '7t _ff)/l;.,:;.""" -~ LAB. RECEMNG & TESTING CONSTR. M;&\T'L SAMPLES .@ 11-, ;).:2": l6-' .&\ .;<. .':-· !{:/g~e0@ i~f AL @ ~~~~DOF LOCATION OF WORK INSPECTED, TEST SAMPLES TAKEN, WORK RE:JECTEO, JOB PROBLEMS, PROGRESS, REMARKS, ETC. @ . DATE DEPARTURE WORK INCLUDES INFORMATION ABOUT-AMOUNTS OF MATERIAL PLACED OR WORK PREFORMED, NUMBER, 1YPE & !DENT, NO'S OF "' TIME INSPECTED TEST SAMPLES TAKEN, STRUCT, CONNECTIONS (WELDS MADE, H.T. BOLTS TORQUED) CHECK!~, ETC. • ••• _ / \: : THIS REPORT DOES NOT RELIEVE THif'c6'tffRACTOR OF HIS RESPONSIBILIT'i' TO BUILD .PER THE PLANS, SPECIFICAtlONS AND ALL APPLJCABLE CODES. [ TO THE BEST OF MY KNQWLEDGE,_WORK INSPECTED WAS IN ACCORDANCE WITH 'Jl!E SOIL INVESTIGATION RECOMMENDATIONS. THE APPROVED PLANS, SPECIFICATIONS, AND APPLICABLE SECTIONS OF THE U.B.C. BUILDING CODE, UNLESS OTHERWISE NOTED. WHITE-NS! CANARY,-Contractor PINK -Building Official • I ,J• ' .I U ~ SUN Structural Engineering ENGINEERING Consulting Structural Engineers _ rlA6"~'f ~~~-)t~~~ Date:0!)2015 -·--· .. By: C.S. Sheet-__________ , _______________ , __ _ ·\::°~ df '2,.X.. . \?. T f {}r(-e . '(O f{'GM A,"1 ~~n i?( C.f{.J. wfrl(.. :· . , -~-Pt~V rl)C foi1 ~--_ 1-( o wr,,.,.J tJ_ ~I-s r AlR__ t..AfJ~{f · -l1AC'&'t R~lD~JCG-o.fi"/J14/2-o/5° TEST · NO. ,, FIELD TESTING REPORT LOCATION \ . \ >' ELEV. OR DEPTH MOISTURE DRY CONTENT DENSITY % P.C.F. % RELATIVE COMPACTION TEST SOIL TYPE TYPE PAGE __ -/ ____ . OFr/ ___ _ This field 'l'e'port presents<summary of observations and testing by Geosoils, Inc. personnel. Ourwork does not include supervision or direction of the actual work of the contractor, his employees, or agents. The Contractor should be informed that neither the presence of our field representative, nor the observation and testing by our firm, shall excuse him in any way for defects discovered in his work. It is understood that our firm will not be responsible for job or site safety on this project. ·~ ~ CITY. OF SPECIAL INSPECTION AGRl:EMENT Development Services Bulldlng Division 1635 Faradav Avenue 760-602-2719 www.carlsbadca.gov CARLSBAD . B-45 In accordance-with Chapter 17 of the California Bulldfng Code the followlng mll8t be completed-when work being perfonned requires ..,ac:Jal INpectlon, •tructural obHrvatlon and conawctlon mallariaUesttng. Project/Permit: :B=:~·~oco 6..__9......_ ___ Project Address:_, _____________ _ A. THIS SECTION MUST SE. COMPU:TED BY THE PRC~ERTY OWN!~AUTHORIZED AGENT. Please check if you are Owner• Suiider Q. (If you checked a, owner-builder you must also complete Section 8 of this agreement.) ~ame:(PlessepriJ'ltL. C~1:.,,VC\..,fl....J .µ1. ·---· +1~e.'::f ~Fl111l} Q (M.t) f"\ ~ \_ Mailing Address: .p ,D:: B 'D ~ -\s <:\ C ~ _s c...----Ud,<!.:j'f) CJ\. . 9 ?-l 6 9 em~il· -f-e.J...s ~ e~J., LA£ Pya..t-t ~ 0 c Co v,.-,. Phone: [-s> r<2 )3._b I -vt 2... Lfq tam the: .'MBroperty Owner CJProperty Owner's Agent of Record ClArchltect of-Record OEngineer of Record I ~' . · J State of Califomia Registration Numbe · Expiration Date: AGREEMENT~ I. the undersigned. declare under penalty of perjury under ·the laws of the State of Califomla, that I . have read, understand, acknowledge and promi$e to comply with the City of Carlsbad requirements for special l . inspections, structural observations, construction materials testing and off-site fabrication of building components, as prescnbed in 'the statement of special inspectk>ns noted on the appro'led f?lans and, as required by the Cslifomia B~ilding:Code. <:) l-----L ; Signature.: (___--.--:)-1-Date: --~+f-~2_11...,7,_ft_r .:; _____ , '\ B. CONTRACTOR'S SiATEMENT OF RESPONSIBILITY (07 CBC, Ch 17, Sec,tion 1706). This section must be completed by the contractor I builder J owner.,-builder. Contractor's Company Name~ (91.A.1""' c. "---· (':) v-.:(o4 L"'-. Pleasec:hackifyouareOwner-Bulkfar · Name: (Pl-prlot) . 'f=.,,(v__, "'-.,_ A (--L ~7, ,-<•iral} . (M.1.) (' D s,, ·Mamna Address: P ~. ° C Q-, o x: -q q 9 {, }_ ~ °""" , :!!:fl , (A . q 2-l <; 9 _ .. _ Email:_:f:e.Js h. e.~JCA..S ei> -~~~o ~ . Phone:_Q) 361-Y 2-¼,_j_ state of California Contractor's li~nse Number: __ -___ -"/'"' ___ Expiration Date: ______ _ • I c,cknowledge and, am ttware, of special requirements contained in the statement of special inspections noted on the approved plans; · · ._11 .. • 1 • I acknowledge that control will be exercise<fTto obtain conformance with the construction documents ( approved by the building offtcfat; , ~~ • I will have in.place procedUfeS for exercising control within o&,1r (the contractor's) organiZation, for the method \ and frequency of reporting and the distribution of the repo~; end • !·certify that I will have a qualified person wlthi!'1 our (the con,tractor's)'organizationi exei·se suth control. -~ ~+ )l--.--0 2.½ (D tgnature· ,. . . . . . Date: _________ _ ' Page 1 of 1 Rev. 02/10 ! io 'd f ACiGA ?.no na I '()M VI-I J ... -----... ,_,.__ .... -~ . ··-. (lttn.,n"''" ,." , , ..,.,.. .... ___ _ Ccityof Carlsbad vf-S-farr~ ~Cf II 1a11tl!/L . Development Services Address: Owner: Contractor: PANEL: LOCATION CKT CIRCUIT CARD · 8-36 Building Division 1635 Faraday Avenue 760-602-2719 www.carlsbadca.gov tms CARD MUST BE FILLED OUT AND AV AlLABLE AT THE SERVICE EQUIPMENT FOR THE ROUGH INSPECTION Permit Number: !'Phone: I Phone: Area in Sq. Ft. A.I.C. VOL1S 0 WIRE BKR WIRE, MISC REC REC LTG MISC WIRE BKR CKT LOCATION SIZE SIZE TYPE SIZE TYPE SIZE -~~lvtti 1 2-n I '7 r<,,I .I I f "Z..., (!..,,cl '° 2 Uben . .z.l I.J,,. I hAJrM .U b'3 ,~ /LJ .,,., cl "I '1 h 5 /4' ("'.,,J 15 4 ~dl"lkc:r A- ~ ;-;tr ,4.,.-o 5 /~ ~c? e,..,d ~ II.. , h I It./ l"'.Jt J 1\.< 6 t-t.R"--we--~ ,b I~ -1/'Z,., a,t) n-.~ l:,ttf'A 7 l'f c-v IL I :i-t) 8 ~str 1,,,-1,.. fM 'fr <77~-;:r 9 '2..,n IZ, 6</ ~ I Ill CJ /~ 10 PlrU ' A lk J.,.,f f..!-b :.ifi a.LI /Mt ~t/ /. I ;'/~ cv fZ,,-0 12 J,~f., l ~ J @' ,-li,d.t l •13 "14" /1/ ~.._/ fl y -r 1<..f c.-v . 1.< 14 ~f()oJc,,, D, i,..l">r I 15 je; /Cf Cr./ IZ. ~ . 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 ... 33 34 35 36 37 38 39 i 40 . 41 .,.:_ ~-":':-.. ~ 42 MAIN:D G,o .AMP BRK/FUSE O MLO Computed Load AMPS B.U$: {_ '2. ~ AMP See Calculation Worksheet on back Branch circuits required: Service entrance or feeder conductors: ~ A) Lighting Circuits 220-3(b), 4(d) A) Size: No. ·-fl B) Type: CU O AL B) Two Small Appliance Circuits 210-11(e) C) insulation: :tA 1/ D) Conduit Size: _ C) Laundry Circuit 220 -16(b) Service ground/bond: D) Central Heating Equipment 422-12 A) Size: No. 6 B) Type: E(cu O AL E) Bathroom 210 -52(d) C) Clamp location(s): DUFER 250-50(c) Remarks: 0 Water Pipe 250-104 0 Ground Rod 250 ~s2 D GFCI locations 21 0 -8, 680 -70: I certify that all terminations have been torqued in accordance with manufacturer's D Bathroom(s) D Kitchen instructions and that the work shown on this circuit card represents the full extent of 0 Garage(s)· DHydromassage Tub the work performed under this permit. D Outdoors D ~ner AFCI Protectetl Circ. 210 -12 ntractor_ ~ I t J C:: I I!,~( r;.; D Bedroom(s) D Signed/-'. -~~, ' __, Date ~-P&d s-"° ,~ r ~ r ' B-36 Page 1 of 2 Rev. 03/09 d£ -. L ii,p- r 1. 2. ... 3. 4. 5. SINGLE FAMILY DWELLING ELECTRICAL SERVICE LOAD CALCULATION As an alternative method, the STANDARD METHOD found in ARTICLE 220 of the National Electric Code, may be used GENERAL LIGHTING LOADS Dwelling sq. ft. x 3 VA= 220-3(a) VA Small appliance loads -220-16(a) 1500 VA x circuits= VA Laundry load -220-16(b) 150,0 VA x circuits= VA General Lighting Total COOKING EQUIPMENT LOADS -Nameplate Value. ' \ . VA Range . . VA= · Cooktop VA= VA Oven (s) VA= ,., · VA \ Cooking Equipment Total ELECTRIC DRYER 220-18 (Nameplate, 5000 VA minimum) . Dryer VA= ' D;ryer'total \ FIXED APPLIANCE LOADS 230-30 (b) (3) Dishwasher = VA Disposal= VA Compactor= VA· Water Heater = VA Hydromassage Bathtub = VA Microwave Oven = VA Bullt-in Vacuum = VA = VA Fixed Appliance Total OPTIONAL SUBTOTAL (Add all of the above totals) 6. APPLYING DEMAND FACTORS -TABLE 220-30 . First 10,000 VA x 100% = 10,000 VA ____ VA l Optional Subtotal (from line 5) { Rem~ining ___ VA x 40%= 7. HEATING OR AC LOAD-TABLE 220-30 Larger of the Heating or AC Load = 8. OPTIONAL LOADS TOTAL (Add totals from lines 6 and 7) = 9. MINIMUM SERVICE SIZE = Optional Loads Total = . 240 Volt VA ---- ____ VA ____ Ampere (Please put total on front of card under Computed Load) I ·vA --' !.,. VA VA VA VA Ccityof Carlsbad YV\tli f) Ff-<'7o'r .2-.ooA ~(lb p flf;f'.el Address: Owner: Contractor: PANEL: LOCATION Cl<T l<r.P /,.:CJ: 1 CIRCUIT CARD B-36 Development Services Building Division 1635 Faraday Avenue 760-602-2719 www.carlsbadca.gov THIS CARD MUST BE FILLED OUT AND AVAILABLE AT THE SERVICE EQUIPMENT FOR THE ROUGH INSPECTION Permit Number: Phone: Phone: Area in Sq. Ft. . A.LC. VOLTS 0 WIRE BKR WIRE MISC REC REC LTG MISC WIRE BKR CKT LOCATION SIZE SIZE TYPE srz~ TYPE SIZE 2..o /Z, Cc/ L{ 4-I z,, I.A I ~o 2 ~1t6ffoiN ,, 'I. j !J.C-1({,..,, "3 7 tJ rz_ e,J '-/ -~ l'7-r rJ .. /?-1'1 4 n""I\.-61=]::: n, Cl.vi ,.,('1) ~ 2.o rz 1...-~ ~ I J !Z C,-d ,,,,Zc) 6 PY.e,e-z.-~~ t; N'IY1 k-7 ZtJ l'L lr ... J 3 -;y' /2-v:) -zc, 8 w~~r I" f1ti.rA.; t:: r.:f. 2.<=' /Z, c.v ¥~ ~ /-0 cu oa 10 n,;~e./' l IA ,, Mt' t, 11 1-G' ./4 /t;1 It; r / 6° J c..f cu l~ 12 yf 1 '·h:h.IUri 'Inn,,.,~ 13 I~ /ti. C,c/' OJ '3 i:( I 1'<1 e,u I~ 14 1~,,-rvu ._ /4 J 15 IL /ii /' "./ k 7 I,,., q !'I e,,,cJ I< 16 I t'J .p.f1 I CP 11-:31~/ C# rA '/le;{ ,ri A#_ 17 q.o d i.-J I ' I ½'" co £Id 18 VP/f'&1.t..,. A V 19 . V 20 'J 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 ·37 38 39 I 40 41 42 MAIN:D AMP BRK/FUSE O MLO Computed Load AMPS BUS: AMP See Calculation Worksheet on back Service entrance or feeder conductors: Branch circuits required: A) Size: No. B) TYpe: D CU D AL A) Lighting Circuits 220 -3(b), 4(d) B} Two Small Appliance Circuits 210-11(e} C) Insulation: D) Conduit Size: C) Laundry Circuit 220-16(b) Service ground/bond: D) Central Heating Equipment 422-12 A) Size: No. B} Type: D CU DAL E} Bathroom 210-52(d} C) Clamp location(s): O.UFER 250-50(c) Remf;lrks: D Water·Pipe 250-104 - D Ground Rod 250-52 0 GFCI locations 210-8, 680-70: I certify' that all terminations have been torqued in accordance with manufacturer's D Bathroom(s) D Kitchen instructions and that the work shown on this circuit card-represents the full extent of D Garage(s) DHydromassage Tub the work performed under this permit. D Outdoors 0 D Owner AFCI Protected Clrc. 210-12 o6ontractor rJ. r, ~lt:. a,f::_,. t C D Bedroom(s) D Signer:::) Date 'I ,z~ -if _.,. ~,r~ ./ /t/',1,-" - B-36 Page 1 of 2 Rev. 03/09 1. .2. 3. 4. 5. SINGLE FAMILY DWELLING ELECTRICAL SERVICE LOAD CALCULATION As an alternative method, the STANDARD METHOD found in ARTICLE 220 of the National Electric Code, may be used GENERAL LIGHTING LOADS Dwelling sq. ft. x 3 VA= 220-3(a) VA Small appliance loads -220-1 S(a) 1500 VA x circuits= .. VA Laundry load -220-16(b) 1500 VA x circuits= VA General Lighting Total COOKING EQUIPMENT LOADS -Namepl,a\e Value Range VA = t~1l\ VA Cooktop VA= VA Oveo (s) VA= \ t \ VA \ Cooking Equipment Total ELECTRIC DRYE·R 220-18 (Nameplate, 5000 VA\minimum) ',. Dryer Total Dryer VA=. ... . . FIXED APPLIANCE LOADS 230-30 (b) (3) Dishwasher = VA Disposal= VA'. Compactor= VA·' Water Heater = VA Hydromassage Bathtub = VA Microwave Oven = VA Built-in Vacuum = VA = VA Fixed Appliance Total OPTIONAL SUBTOTAL (Add all of the above totals) . . 6. APPLYING DEMAND FACTORS-TABLE 220-30 First 10,000 VA x 100% = 10,000 VA ____ VA Optional Subtotal (from line 5) { Remaining ___ VA x 40%= 7. HEATING OR AC LOAD -TABLE 220-30 Larger of the Heating or AC Load = 8. OPTIONAL LOADS TOTAL (Add totals from lines 6 and 7) = 9. MINIMUM. SERVICE SIZE = Optional Loads. Total = . 240 Volt ____ VA ____ VA ____ Ampere (Please put total on front of card under Computed Load) VA VA VA VA VA Ccityof Carlsbad CIRCUIT CARD B-36 . Development Services Building Division 1635 Faraday Avenue 760-602-2719 · www.carlsbadca.gov TffiS CARD MUST BE FILLED OUT AND AVAILABLE AT THE SERVICE EQUIPMENT FOR THE ROUGH INSPECTION Address: Permit Number; Owner: I Phone: Contractor: I Phone: Area in Sq. Ft. PANEL: A.I.C. VOLTS 0 WIRE LOCATION CKT BKR WIRE MISC REC REC LTG MISC WIRE BKR CKT LOCATION SIZE SIZE TYPE SIZE TYPE SIZE ( -ru,.fylvl 1 11 .f 4 4v ~ ~ 5 /tJ J tf c,e.J ,~ 2 5'-'u-r kV-. G ,\,-,.,~ Prrc· .,a ln /7_ C,<.I '"'I, I /-Z, cu t,.Z> 4 Gr..,ieff t.. -,_ ~ ~I»~7~1 . 5 7-<' 17 II' J i I f IV cJ 'Z-;-0 6 ~~s-,t-6-tf fl. ~r..(/,,, CA F 7.fJ /7 /~J ;y-~ I Jd /9,:/ I s-8 haJ ---' e.--1<;;;.rJt ,, 1,,,,1" M 9 . J~n la C--t/ , I I l.t C,,,t./ Is;-10 ~Ire Pfil'J J " . ' • . 11 12 13 14' 15 16 17 18 19 20 2~ 22 23 24 25 26 27 28 29 30 31 32 33 34 -.,.-·· ~~ . 35 36 __ .,.,.__ -. 37 38 39 \ 40 41 42 MAIN:0 AMP BRK/FUSE O MLO Computed Load AMPS ' BUS, AMP See Calculation Worksheet on back Service entrance or feeder conductors: Branch circuits.required: A) Size: No. B) Type: 0 CU O AL A).Lightlng Circuits 220-3(b), 4(d) B) Two Small Appliance Circuits 210-11(e) -C) Insulation: D) Conduit Size: C) Laundry Circuit 220-16(b) Service ground/bond: B) Type: 0 CU O AL D) Central Heating Equipment 422-12 A) Size: No. E) Bathroom 210-52(d) C) Clamp location(s): DUFER 250-50(c) Remarks: D Water Pipe 250-104 D Ground Rod 250-52 D GFCI locations 210-8, 680-70: I certify that all terminations have been torqued in accordance with manufacturer's D Bathroom(s) D Kitchen instructions and that the work shown on this circuit card represents the full extent of D Garage(s) OHydromassage Tub the work performed under this pf!rmit. D Outdoors D D Owner l l.-e. c,,+r-( r:;-AFCI Protected Gire. 210-12 ~ontractor J .Q D .Bedroom(s) D Signed./?-~ , ~ rP1-z1'.,..1s ff_\ .,,,,.,.,,,._ ---f .;,, B-36 Page1of2 Rev. 03/09 ::;y ..c__ .. ~ t.:i: r f- SINGLE FAMILY DWELLING ELECTRICAL SERVICE LOAD CALCULATION As an alternative method, the STANDARD METHOD found in ARTICLE 220 of the National Electric Code, may be used 1. GENERAL LIGHTING LOADS Dwelling _______ sq. ft. x 3 VA= 220-3(a) VA Small appliance loads -220-16(a) 1500 VA x ___ circuits·= . ·i · ____ VA Laundry load-220-16(b) 150,0 VAx circuits= ____ VA 2. COOKING EQUIPMENT LOADS -Nameplfite Value Range ________ VA= Cooktop ______ VA= General Lighting Total. ____ VA ____ VA ______ VA Oven (s) ______ VA= \ \ ____ VA 1. Cooking Equipment Total ____ VA 3. ELECTRIC DRYER 220-18 (Namertlate, 5000 VA minimum) Dryer _____ VA= 4. FIXED APPLIANCE LOADS 230-30 (b) (3) Dishwasher = Disposal= Compactor= Water Heater = Hydromassage Bathtub = Microwave Oven = Built-In Vacuum = = 5. OPTIONAL SUBTOTAL (Add all of the above totals) 6. APPL YING DEMAND FACTORS -TABLE 220-30 First 10,000 VA x 100% = Optional Subtotal (from line 5) { Remaining ___ VA x 40%= 7. 'HEATING OR AC LOAD -TABLE 220-30 Larger of the Heating or AC Load .= Dryer Total. ____ VA ____ VA ____ VA ____ VA· ____ VA ____ VA VA ----VA ____ ·VA Fixed Appliance Total ____ VA ____ VA 10,000.VA _____ VA 8. OPTIONAL LOADS TOTAL (Add totals from lines 6 and 7) = ____ VA VA ---- 9. MINIMUM SERVICE SIZE ~ Optional Loads Total = ____ Ampere ·. · 240 Volt (Please put total on front of card under Computed Load) • ~ ' I Ccityof Carlsbad CIRCUIT CARD 8-36 \ Development Services Building Division 1635 Faraday Avenue 760-602-2719 ww.carlsbadca.gov ),vs,~ THIS CARD MUST BE FILLED OUT AND AV AJLABLE AT THE SERVICE EQUIPMENT FOR THE ROUGH INSPECTION Addres~: ~t../:).6 '°'T~ (-,_ f!' Y,5'l'>"" rq,-f-Permit Number: . . j Phone: Owner: Are~_in Sq. Ft. G:1/J S:-Contractor:.::J'O £(~\.o-\C.., I Phone: &, f 't ... 2, Kl ,....~ J L/ ~ ' PANEL: A.LC. VOLTS 0 WIRE LOCATION Cl<T BKR WIRE MISC REC REt:J.i. TG ' MISC WIRE ·BKR CKT LOCATION SIZE SIZE TYPE SIZE TYPE SIZE ~A"'A~JIII 1 Jt-1; I J./, c.~ ry. n 72 Cu 2-:0 2 ,'I 6,:J ~ ""nt-CJA'C V -4 4 V 3 5 , 6 t (0~~,)-S 7 8 f),, ·w ,v-hA,j $ i h ,I} 0 A,< 1'9 . ~,n ?, c.. c-1 J I ~-. I" t) l ... .o 10 Sv b P&t '14! --y 11 . -12 , 13 14 15 16 17 18 19 20 rvt~ih 21 22 ..., 1/(J(J,; 23 24 $ '-t{b Ot<M) 25 ri..l'l/1 % /1."/., I 26 , 27 28 ., '29 30 31 32 33 34 35 36 37 38 39 I 40 41 42 MAIN:if L/0(] AMP BRK/FUSE O MlO Computed Load J~Y AMPS BUS: a,..ao-AMP See ·calculation Worksheet on back Branch circuits required: Service entrance or feeder conductors: A) Lighting Circuits 220-3(b), 4(d) A) Size: No. B) Type: 0 CU tJ AL B) Two Small Appliance Circuits 210-11(e} C) Insulation: D) Conduit Size: ___ C) Laundry Circuit 220-16(b) Service ground/~ D) Central Heating Equipment 422-12 A) Size: No. 7 B) Type: -g'°"cu DAL E) Bathroom 210 -52(d) ~lamp locati (s): ' ~ER 250 -50(c) Remarks: ater Pipe 250 -104 D Ground Rod 250-52 D ~tchen GF~tions 210-8, 680-70: I certify that a/f terminations have been torqued in accordance with manufacturer's ithroom(s) instructions and that the work shown on this circuit card represents the full extent of arage(s) Hydromassage· Tub the Work performed under {his permit. utdoors D 0 Owner A~rotected Ciro. 210-12 SJ/Contractor ..J c;, .Cl,,,,__._-,... ,,. ,-e. BedrooiTI(s) DSlgned./Z-./ ~ _0;;ite tr-,z, 'I-I~ -/~ ---_,-.-., (1/" ~ B-36 Page 1.of2 Rev. 03/09 _,.. --- I SINGLE FAMILY DWELLING ELECTRICAL SERVICE LOAD CALCULATION As an alternative method, the STANDARD METHOD found in ARTICLE 220 of the Na:tional Electric Code, may be used 1. GENERAL LIGHIING LOADS . Dwelling $/J. LIi sq. ft. x 3 VA= 220-3(a) -5 b ~re) VA Small appliance loads -220-16(a) 1500 VA x ;:r-: circuits= · ;lct1c;,¢ VA Laundryload-220-16(b)1500VAx 1 · circuits= /S"'op VA · · _ General Lighting Total tZ::e!Jl!ltJ VA 2.. COOKING EQUIPMENT LOADS -Name~e V~lpe . . Range kt, 0,0 VA= · " i G, Q& VA Cooktop ______ VA= " -VA ·oven(s) ______ VA= I ____ VA 1 Cooking Equipment Total '-'G·o-o VA 3. ELECTRIC DRYER 220.-1'8 (Nameplate, 5000 VA minimum) \ Dryer p (ot:}-0 VA= . Dryer.Total G '-0 cr VA 4. FIXED APPLIANCE LOADS 230-30 (b) (3) Dishwasher = Disposal= Compactor= Water Heater = Hydromassage Bathtub = Microwave Oven·= Built-in Vacuum = = 5. OPTIONAL SUBTOTAL (Add all of the above totals) 6. APPL YING DEMAND FACTORS -TABLE 220-30 First 10,000 VAx 100% = Optional Subtotal (from line 5) { Remainina3 () )ju VA x 40%= 7. HEATING OR AC LOAD -TABLE 220-30 Larger of the Heating or AC Load = l'lO·o VA ' qt()t:,J VA 1 JO {I VA _, _------__ VA ta4,o VA /(ilt9Q VA ....-_ VA Fixed A;;i;-ance i:tal 7 'fud VA Y°" 'l'3t:J VA 10,000 VA I~ ;J-q,·v A 8. OPTIONAL LOADS TOTAL (Add totals from lines 6 and 7) = )f{ L./ <Jo YA . 3h (oCJ'YvA 9. MINIMUM SERVICE SIZE = Optional Loads Total = /~ 'tr' Arnpere . 240 Volt (Please put total on front of card under Computed Load) DATE: April 9, 2009 JURISDICTION: Carlsbad PLAN CHECK NO.: 08-1848 EsGil Corporation In <Partnersfiip witfi government for <Bui{aing Safety SET:IV· PROJECT ADDRESS: 2425 Jefferson Street D APPLICANT ~ ~VIEWER D FILE PROJECT NAME: SFD/Garage/Basement/Covered Porches/Decks for Hagey Residence D The plans transmitted herewith have been corrected Where necessary and substantially comply with the jurisdiction's building codes. IZJ The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and ch$cked by building department staff. D The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. D The applicant's copy of the check list has been sent to: [2:1 Esgil Corporation staff did-not advise the applicant that the plan check has been completed. D EsgH Corporation staff did advise the applicantthat the plan check has been completed. Person contacted: Telephone#: Date contacted: (by: } Fax#: Mail Telephone Fax In Person REMARKS: Scope of work has been clarifiet~95 sq ft of habitable, garage 470 sq ft, covered porches 500 sq ft and decks 1022 sq ft. REMARKS: OK to issue with applicant replacin sh~ in set Ill with the new sheets E-2 marked set IV. Receive . REMARKS: ~Kt~ issue_with he person r~Lii~their preparation signing all final sheets of plans. (California Business and Profe~orsgde;~· . ;,-.· .... By: Bryan upp1ger . Enclosures: Esgil Corporation D GA D M~ D EJ D PC 04/06/2009 9320 Chesi:i.peake Drive, Suite 208 + Sa11 Diego, California 92123 + {858) 560-1468 + Fax (858) 560-1576 .... DATE: March 26, 2009 JURISDICTION: Carlsbad PLAN CHECK NO.: 08-1848 EsGil Corporation In <.Partnersliip witli qowrnment for (Bui(aing Safety SET: III PROJECT ADDRESS: 2425 Jefferson Street D APPLICANT DLA~EVIEWER ~~UR~ D FILE PROJECT NAME: SFD/Garage/Basement/Covered Porches/Decks for Hagey Residence D The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes, D The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. D The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. ~ The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. D lhe applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. ~ The applicant's copy of the check list has been sent to: Beery Group 2091 Las Palmas Drive Suite D Carlsbad,Ca.92011 D Esgil Corporation staff did not advise the applicant that the plan check has been completed. D Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted; Alisa Eichelberger Telephone#: (760) 438-2963 Date contacted.Pf'14/df(by-,J~ ) Fax#: (760) 438-2965 MaiV Telephone Fax-(" In Person D REMARKS: Scope of work has been clarified. 5195 sq ft of habitable, garage 4 70 sq ft, covered porches 500 sq ft and decks 1022 sq ft. By: Bryan Zuppiger Esgil Corporation D GA D MB D EJ D PC Enclosures: 03/23/2009 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (858) 560-1468 + Fax (858) 560-1576 Carlsbad 08-1848 March 26.:. 2009 ,. -. RECHECK CORRECTION LIST . JURISDICTION; Carlsbad PROJECT ADDRESS: 2425 .Jefferson Street DATE PLAN RECEIVED BY ESGIL CORPORATION: 03/23/2009 -REVIEWED BY: Bryan Zuppiger FOREWORD (PLEASE READ): PLAN CHECK NO.: 08-1848 SET:Iil DATE RECHECK COMPLETED: March 26, 2009 This plan review is limited to the technical requirements cont~ined in the Building Code, Plumbing , Code, Mechanical Code, Electrical Code and state laws regulating energy conservation, noise . I attenuation and disabled access. This plan review is based on regulations enforced by the Building Department. You may have other corrections based on laws and ordinances enforced by the Planning Department, Engineering Department or other departments. The following items listed need clarification, modification or chi;:mge. All items must be satisfied before the plans will be in conformance with the cited codes and regulations. The approval of the plans does not permit the violation of any state, county or city law. A. To facilitate rechecking, please identify, next to each item, the sheet of the plans upon which each correction on this sheet has been made and return this sheet with the revised plans. B. The following items have not been resolved from the previous plan reviews. The original correction number has been given for your reference. In case you did not keep a copy of the prior correction list, we have enclosed those pages containing the outstanding corrections. Please contact me if you have any questions regarding these items. C. Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are .located on the plans. Have changes been made not resulting from this list? DYes t:INo Carlsbad 08-1848 March 26.. 2009 " ~ NOTE: The items listed below are from the previous correction list. These remaining items have not been adequately addressed. The numbers of the items are from the previous check list and may not necessarily be in sequence. The notes in bold are current. 1. Please make all corrections on the original tracings, as requested in the correction list. Submit three sets of plans for commercial/industrial projects (two sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: a) Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Avenue, Carlsbad, CA 92008, and (760) 602-2700. The City will route the plans to EsGil Corporation and the Carlsbad Planning, Engineering and Fire Departments. b) Bring one corrected set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, and (858) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. NOTE: Plans that are submitted directly to EsGil Corporation only will not be reviewed by the City Planning, Engineering and t=ire Departments until review by EsGil Corporation is complete. 18. Submit single line diagram and panel schedule for this project on the plans. 24. Provide a letter from the soils engineer confirming that the foundation plan, grading plan and specifications have been reviewed and that it has .been determined that the recommendations in the soils report are properly incorporated into the construction documents (required per page 25 of the soil report). Please provide a positive letter of review. The person responsible for their preparation must sign all final sheets of plans. (California Business and Professions Code). Final structural plans, specifications and calculations must be signed and sealed by the engineer or architect licensed by the State of California Who is responsible for their preparation. Please specify the expiration date of license. (California Business and Professions Code). To speed up the review process, note on this list (or a copy) where each correction item has .been addressed, i.e., plan sheet, note or detail number, calculation page, etc. The jurisdiction has contracted with Esgil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 858/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact Bryan Zuppiger at Esgil Corporation. Thank you. ' DATE: 12/01/08 JURISDICTION: Carlsbad PLAN CHECK NO.: 08-1848 EsGil Corporation In <Partnersfiip witli qovernment for <Buiftfing Safety SET:11 PROJECT ADDRESS: 2425 Jefferson Street ~ANT ~ D PLAN REVIEWER D FILE PROJECT NAME: SFD/Garage/Basement/Covered Porches/Decks for Hagey Residence D 'The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. _ D The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. D The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. i:gj The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. D The applicant's copy of the check list is enclosed for the jurisdiction to· forward to the applicant contact person. i:gj The applicant's copy of the check list has been sent to: Beery Group 2091 Las Palmas Drive Suite D Carlsbad, Ca. 92011 D Esgil Corporation staff did not advise the applicant that the plan check has been completed. D Esgil Corporation stafl'. did advise the applicant that the plan check has been completed. · Person contacted: Alisa Eichelberger Telephone#: (760) 438-2963 Date contacted: I 2-/1 /o ~by)f6J Fax #: (760) 438-2965 Mail /releph0ne Fax /In Person D REMARKS: Scope of.work has been clarified. 5195 sq ft of habitable, garage 470 sq ft, covered porches 500 sq ft and decks 1022 sq ft, By: Ray Fuller Enclosures: Esgil Corporation D GA D MB D EJ Op~ 11/20/08 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (858) 560-1468 + Fax (858) 560-1576 Carlsbad 08-1848 12/01/08 RECHECK CORRECTION LIST JURISDICTION: Carl~bad PROJECT ADDRESS: 2425 Jefferson Street PLAN CHECK NO.: 08-1848 SET: II DATE PLAN RECEIVED BY ESGIL CORPORATION: 11/20/08 REVIEWED BY: Ray Fuller FOREWORD (PLEASE READ): DATE RECHECK COMPLETED: 12/01/08 This plan review is limited to the technical requirements contained in the Building Code, Plumbing ·. Code, Mechanical Code, .Electrical Code and state laws regulating energy conservation, noise attenuation and disabled access. This plan review is based on regulations enforced by the Building Department. You may have other corrections based on laws and ordinances enforced by the Planning Department, Engineering Department or other departments. The following items ·listed need clarification, modification or change. All items must be satisfied before the plans will be in conformance with the cited codes and regulations. The approval of the plans does not permit the violation of any state, county or city law. A. To facilitate rechecking, please identify, next to each item, the sheet of the plans upon which each correction on this sheet has been made and return this sheet with the revi_sed plans. B. The following items have not been resolved from the previous plan reviews. The original correction number has been given for your reference. In case you did not keep a copy of the prior correction list, we have enclosed those pages containing the outstanding corrections. Please contact me if you have any questions regarding these items. C. Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located on the plans. Have changes been made not resulting from this list? DYes DNo Carlsbad 08-1848 12/01/08 NOTE: The items listed below are from the previous correction list. These remaining items have not been adequately addressed. The numbers of the items are from the previous check iist and may not necessarily be in sequence. The notes in bold are current. 1. Please make all corrections on the original tracings, as requested in the correction list. Submit three sets of plans for commercial/industrial projects (two sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of tw0ways:· · 1 ). Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92009, (760) 602-2700. The City will route the plans to EsGil Corporation and the Carlsbad Planning, Engineering and Fire Departments. 2). Bring one corrected set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego; CA 92123, (858) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building · Department for routing. to their Planning, Engineering and Fire Departments.· NOTE: Plans that are submitted directly to EsGil Corporation only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil Corporation is complete 2. Verfiy that the final sets of plans and any new calculations will be stamped and signed by engineer and /or architect of record also. 18. Submit single line diagram, panel schedule and load calculations for this project. Assume this require a 400 amp service: Response was this is to be provided by contractor when pulling permit . This is not generally not a over the counter correct.ion and must be provided now so as can be plan checked. • Single line to reflect correct bonding sizes for water (1/0 cu) and grounding electrode. -· • Specify type of conduit and conductors proposed for all sub feeds, Specify method of proposed grounding sub panels back to the main service (i.e. conduit or conductor). • Sub panels if provided cannot be placed in fire wall, closets, bathrooms or in any are? where that does not provide a minimum 30" clear width, 36" clearance in front and adequate head clearance. • Note on the single line diagram that the AIC rating for the service feeder overcurrent devices is a minimum of 22,000 AIC and that the system is designed as a "Series Rated System"(in order to limit available fault currents to 10,000 amps on branch circuits). 24. Provide a letter from the soils engineer confirming that the foundation plan, grading plan and specifications have been reviev.ied and that it has been determined that the recommendations in the soils report are properly incorporated into the construction documents (required per page 25 of the soil report). Per the soils review letter dated 11/12/08 various details are not reflecting the required 5" slab and details must be changed. See for example detail 11/SD1, 7 & 8/SD2 , detail 5/SDB etc. Please revise all affected details. • lot _. Carlsbad 08-1848 12/01/08 • To speed up the review process, note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet, note or detail number, calculation page, etc. • Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they·are located in the plans. • Have changes been made to the plans not resulting from this correction list? Please indicate: Yes [J No [J • The jurisdiction has contracted with Esgil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 858/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact Ray Fuller at Esgil Corporation. Thank you. ... I ,i I I EsGil Corporation In <Partnersliip witli government for <Bui[aing Safety DATE: 10/09/'08 JURISDICTION:· Carlsbad PLAN CHECK NO.: 08-1848 SET:I a APPLICANT ~:r~EVIEWE~ a FILE PROJECT ADDRESS: 2425 Jefferson Street PROJECT NAME: SFD/Garage/Basetnent/Covered Porches/Decks for Hagey Residence D D D D D D D The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to: Beery Group 2091 Las Palmas Drive Suite D Carlsbad, Ca. 92011 Esgil Corporation staff did not advise the applicant that the plan check has been completed. Esgil Corporation staff did advise the applicant that the plan check has been completed. · Person contac~d: / Ali11,ichelberger Date contacted/ b ff<O(() (b#/:6i Mai~ Telephone Fax 0n Person REMARKS: By: Ray Fuller Esgil Corporation D GA D MB D EJ D PC Telephone#: (760) 438-2963 Fax #: (760) 438-2965 Enclosures: 10/02/08 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (858) 560-1468 + Fax (858) 560-1576 Carlsbad 08-1848 10/09./08 PLAN REVIEW CORRECTION LIST SiNGLE FAMILY DWELLINGS AND DUPLEXES PLAN CHECK NO.: 08-1848 JURISDICTION: Carlsbad PROJECT ADDRESS: 2425 Jefferson Street FLOOR AREA: Dwelling 4952 Basement 243 Garage 470 Covered porches 500 STORIES: 3 Exterior Decks, Balcony, Terraces Stairs 1200 HEIGHT: 35 ft per IBC REMARKS: DATE PLANS RECEIVED BY JURISDICTION: 09/29/08 DATE INITIAL PLAN REVIEW COMPLETED: 10/09/08 FOREWORD (PLEASE READ): DATE PLANS RECEIVED BY ESGIL CORPORATION: 10/02/08 PLAN REVIEWER: Ray Fuller This plan review is limited to the technical requirernents contained in the International Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and access for the disabled. This plan review is based on regulations enforced by the Building Department. You may have other corrections based on laws and ordinance by the Planning Department, Engineering Department, Fire Department or other departments. Clearance from those departments may be required prior to the issuance of a building permit. Present California law mandates that construction comply with the 2007 edition of the California .. Building Code (title 24 ), which adopts the following model codes: 2006 IBC, 2006 UPC, 2006 UMC and 2005 NEC. The above regulations apply, regardless of the code editions adopted by ordinance. The following items listed need clarification, modification or change. All items must be satisfied before the plans will be in conformance with the cited codes and regulations. Per Sec. 105.4 of the 2006 International· Building Code, the approval of the plans does not permit the violation of any state, county or city law. To speed up the recheck process, please note on this list (or a copy) where each correction item has been addressed, i.e., plan sheetnumber, specification section, etc. Be sure to enclose the marked up list when you submit the revised plans. Carlsbad 08-1848 10/09/08 1. Please make all corrections on the original tracings, a$ requested in the correction list. • Submit three sets of plans for commercial/industrial projects (two sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: 1 ). Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92009, (760) 602-2700. The City will route the plans to EsGil Corporation and the Carlsbad Planning, Engineering and Fire Departments. 2). Bring one corrected set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. NOTE: Plans that are submitted directly to EsGil Corporation only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil Corporation is complete 2. Verfiy that the final sets of plans and any new calculations will be stamped and signed by engineer and /or architect of record also. 3. The scope of work.needs to be clc;1rified. Could not locate where the 243 sq ft non habitable basement was. The energy calculations seem to have included this is as sq footage noted to be 521 O instead of 4952 noting on cover sheet and permit application? The area of all decks(30" or greater above grade and exterior stairs need to be include in scope of work (1200?). 4. The site plan is reflecting retaining walls. Are these apart of grading permit? If not then add sq footages to permit application when resubmitting and provide design calculations/details and reference to the plans. 5. Glazing in the following locations should be of safety glazing material in accordance with Section 2406.3 (see exceptions): a) Individual fixed or operable panels, other than those locations described above, that meet all of the following conditions: See windows A thru D on A-1 for example. · i) Exposed area of an individual pane is greater than 9 square feet, and: ii) Exposed bottom edge is less than 18 inches above the floor, and: iii) Exposed top edge is greater than 36 inches above the floor, and: iv) One or more walking surfaces are within 36 inches horizontally of the plane of the glazing. Carlsbad 08-1848 10/09/08 6. Show the thickness of the butted glass and to be supported on all four sides. Verfiy details/calculations provided to show structural support above these locations to include intersection of beams, hanger size and type and straps if required for connections, drag/overturning. 7. Provide stairway and landing details for both interior and exterior where applies. Verfiy the following is reflected on the plans at all applicable locations. a) Maximum dse is 7.:;314" and minimum run is :i,p". Sheet A-1 is noting rise to be slightly above maximum allowed of 7.75? 8. Could not determine what is meant by 3 ft to combustibles for fireplace on A-1? 9. Detail and reference handrails required for any exterior and interior stairs per (CBC Section 1009.10): See stairs from garage to main dwelling which should reflect a compiling handrail as well as exterior stairs. Recheck all locations. a) Shall be provided on at least one side of each stairway. • Exception: Stairs with fewer than four risers do not require any handrails. 10. Verfiy max vertical distance between landings will not exceed 12 ft or immediate landing will be required. Should note this as appears to be exactly 144" for various stairs. 11. FAU requires 30" working clearances in front the unit (generally required in front of the longer dimension as usually longer than wider. Note for FAU in closet ion A-2. 12. Show dryer vent to the exterior with termination to be a minimum of 3 ft from any opening. UMC 504.3.2.2. 13. Please recheck all details to verify that they are complete and/or correct. See for example see where noting I and k on A-1 and no sheet number given. 14. Show roof drains and overflows. Size drains per IBC Section 1503.4. Minimum 3" required if runs horizontal , 2" in vertical and minimum scupper size is 4" . Detail K/Ad-1 is reflec;:ting 2" and main and overflow drains cannot be tied together. Need to be 2 separate 3" .drains. 15. Specify how obtaining the required minimum ¼ inch per foot deck slope for drainage i.e. ripping, sleepers, slope framing etc. If ripping, note maximum taper cut and calculations to reflect this and if sleepers detail attachment to floor joist. 16. Please verify that for any window where sill is more than 6' above the finished grade, the lowest openable part of the window shall be at least 24" above the finished floor of the room. Glazing between the floor and a height of 24" shall be fixed or have openings such that a 4" sphere cannot pass through. Carlsbad 08-1848 1()/09/08 17. The plans to reflect how Class A roof was provided. For example on A-7 the Metal roof is non combustible but is unrated unless a minimum of½ " protected gypsum sheathing is provided, Verfiy with engin.eer of record that this added weight will be ok for vertical and lateral. See also flat roof areas. 18. Submit single line diagram, panel schedule and load calculations for this project. Assume this require a 400 amp service : a) Single line to reflect correct bonding sizes for water (1/0 cu) and grounding electrode . b) Specify type of conduit and conductors proposed for all sub feeds, Specify method of proposed grounding sub panels back to the main service (i.e. conduit or conductor). c) Sub panels if provided cannot be placed in fire wall, closets , bathrooms or in any area where that does not provide a minimum 30" clear width, 36" clearance in front and adequate head clearance. 19. Note on the single line diagram that the AIC rating for the service feeder overcurrent devices is a minimum of 22,000 AIC and that the system is designed as a "Series Rated System"(in order to limit available fault currents .to 10,000 amps on branch circuits). 20. Electrical plan to reflect locations (not general notes) of new T-24 requirements for all rooms i.e. photo control motion detectors, occupancy sensors, dimmers, verify plans reflect locations of required fluorescents/high efficacy fighting etc. The interior and exterior lighting energy design shall be fully detailed on the floor plans. Notes are not acceptable. Floor plan description to include fixture types and control methods demonstrating compliance with the following requirements: See keynote 13 on E-1 In bathrooms, garages, laundry rooms, and utility rooms all fixtures must be high efficacy style or be controlled by a manually-on occupancy sensor. How does light above laundry sink comply on E-1 for example? Recheck all locations. All other rooms require any installed fixtures to be high efficacy or be controlled by a manually-on occupancy sensor or dimmer. (Closets under 70 square feet are exempt). How does lights at hallway and entry comply for example? Recheck all locations. . Outdoor lighting fixtures are required to be high efficacy or controlled by a combination photocontrol/motion sensor. How do lights at decks on E-1 comply for example? Recheck all locations. Note: Generally a high efficacy style of fixture is fluorescent complete with electronic ballasts. Regular incandescent, quartz halogen and halogen MR lamps do not comply. 21. Show on the plans a wall receptacle adjacent to each lavatory sink in the bathroom which is GFCI protected. NEC Art. 210-52(d). Carlsbad 08-1848 lb/09/08 22. Not necessarily a correction but no cooktop located on the plans. Verfiy if provided that GFCi outlets occur within 2 ft of either side of edge of cooktop. 23. When plumbing fixtures are located below the crown level of the Main Sewer, UPC Section 710.0, the following applies; a) Fixtures shall discharge by gravity into an approved sump or receiving tank. From such sump or receiving tank the sewage or other liquid wastes shall be lifted and discharged into the building drain or building sewer by approved ejectors, pumps, or equally efficient approved device. UPC Section 710.2. ·The ejectors, pumps, or equally efficient approved device discharge shall be sized for 1 gallon per minute for every two fixture units. UPC Section 710.5. In no case shall the discharge be less than 20 gallons per minute. UPC Section 710.3.1. The discharge line from the ejectors, pumps, or equally efficient approved device shall be provided with an approved backwater or swing gate check valve. A gate or ball valve shall be located on the discharge side of the backwater or swing gate check v,alve. UPC Section 710.4. All devices mentioned in a), b) and c) shall be accessible for repair and inspection. UPC Section 710.6. Fixtures in the same structure located above the crown level of the Main Sewer shall not discharge into the sump. UPC Section 710.1. b) When plumbing fixture f1009 level rims are below the next upstream manhole the drainage lines serving these fixtures shall be protected by an approved type backwater valve. Fixtures in the same structure that are above the next upstream manhole shall not drain through this valve. UPC Section 710.1. 24. Provide a letter from the soils engineer confirming that the foundation plan, grading plan and specifications have been reviewed and that it has been determined that the recommendations in the soils report are properly incorporated into the construction documents (required per page 25 of the soil report). 25. Soils-engineer has stated that additional recommendations for the foundation design will be provided when grading completed (Page 9). Please provide copies of this and verify engineer of record has reviewed this also. 26. In Seismic Design Categories D, ·E or F, the soils investigation must address liquefaction, and, if retaining walls are proposed, the soils investigation must address increased loading on the walls due to earthquake motions. Section 1802.2.7. Could not locate where report addressed this. 27. Item 5 under foundation notes on S-2 should also items on Page 23-24 i.e. retaining wall sub-drain installation. Carlsbad 08-1848 10/09/08 28. Could not determine why ledgers are not shown as pressure treated for details 7 & 8/8D2 or why footings are not tied to masonry walls to include detail 12/S7 also? 29. Plans need to be reviewed by designer of record, stamp and signed showing that details and floor plans match calculations which in turn show a complete vertical and lateral load path to the foundation. 30. Could not follow lateral calculations in various areas. For example could not locate the 28 ft of shear required for Line E per sheet 61 of the calculations. Could locate 15 ft on line D.6 and if combining line D then that is reflecting type 2 shear instead of type 4 required? 31. For basement shear walls noting the 2-7 ft panels to be on line D? 32. Show maximum height of retained earth on all foundation walls. See foundation details 2.SD1, 8/SD2? 33. Detail 7/SD2, 11/S7 etc. to reflect minimum 18" between floor joist and grade as required by IBC (12" is for girders). 34. Could not locate the design of beams that are left of FB-10 on S-3. They appear to be longer spans with additional point/uniform loads? 35. Where on the plans are deign for 11 ft restrain/retaining wall as shown on page 39 of the calculations (line B). 36. Using exposure B for wind and appears to be directly facing ocean? 37. Verfiy overturning load path to continue to foundation or show in calculations that dead loads from floor framing can resist these loads. 38. No blocking and strapping requrred where openings occur i.e. 12 ft shear panel on.lme 10 on S-5? 39. Recheck plans for correct-hold downs. Could not determine for example why on line 11 a HD1-0 shown on one end and HD2 on other end of 2 ½ ft wall? Recheck all locations. 40. Specify on the plans all beam to beam connections. For example see line B on S-3 with 3 ½ PLM to 5 ½ PLM and how is 5 ¼ secured to masonry wall? Another is FB9 to 31/2 PLM and 6 x12? This occurs thru out. 41. Could not determine why 2/SD1 (i.e. line 8) on S-3 is referenced at this is location as this is the framing plan. Carlsbad 08-1848 , · U>/09/08 42. The special inspection list on S 1.1 should be clarified. It appears noting items that do not apply and could not locate others that do. For example could not locate caissons, 3000 psi concrete as reflected on 2/SD8. In order to send the plans back to the City the requirements for special inspection for this project must be clearly defined. Include in list Fastener spacing of the sheathing where 4" or less oc occurs. • CITY OF CARLSBAD REQUIREMENTS 43. All chimneys attached to any appliance or fireplace that burns solid fuel shall be equipped with an approved spark arrester. The net free area of the spark arrester shall be not less than four times the net free area of the outlet of the chimney. The spark arrester screen shall have heat and corrosion resistance equivalent to twelve gauge wire, nineteen gauge galvanized wire or twenty- .four gauge stainless steel. Openings shall not permit the passage of spheres having a diameter larger than one-half inch and shall not block the passage of spheres having a diameter ofless than three-eight inch. City ordinance 44. Nails for shear transfer connection (using A35's, etc.) may not be driven parallel to the flanges of T Jl's (i.e., along the sides), per city policy. Details or notes on the plans should make this clear 45. New residential units must be pre-plumbed for future solar water heating. Note "two roof jacks must be installed" where the water heater is in the one story garage and directly below the most south facing roof (City Ordinance No. 8093). 46. Note "two 3/4" copper pipes must be installed to the most convenient future solar panel location when the water heater is not in a one story garage and is not directly below the most south facing roof. (City Ordinance No. 8093). 4 7. All piping for present or future solar wate"r heating must be insulated when in areas that are not heated or cooled by mechanical means (City Policy). • To speed up the review process, no.te on this list (or a copy) where each correction item has been addressed, i_.e., plan sheet, note or detail number, calculation page, etc. • Please indicate here if any ehanges have been made to the plans that are not a result of corrections frbm this list. If there are other changes, please briefly describe them and where they are located in the plans. • Have changes been made to the plans not resulting from this correction list? Please indic~te: Yes _O No D ., The jurisdiction has contracted with Esgil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego; California 92123; telephone number of 858/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact Ray Fuller at Esgil Corporation. Thank you. Carlsbad 08-1~48 'l0/'09/08 [DO NOT PAY -THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PREPARED BY: Ray Fuller PLAN CHECK NO.: 08-1848 DATE: 10/09/08 BUILDING ADDRESS: 2425 Jefferson Street BUILDING OCCUPANCY: R3 U TYPE OF CONSTRUCTION: V-B BUILDING AREA Valuation Reg. VALUE PORTION (Sq.Ft.) Multiplier Mod. Dwellin~ 4952 ;r 101.99 Basement 253 I 25.50 Garage 470 ti' 26.61 Covered Porchs 500 / 8.87 Decks/Terraces 1200 ,; 14.41 Fireplaces 2 / 2,42(;5.62 ~ Air Conditioning· 4952 , 3.88 Fire Sprinklers 5422 / 2.88 TOTAL VALUE Jurisdiction Code cb By Ordinance Bldg. Permit Fee by Ordinance l•I Plan Check Fee b~-0-rdin;~ce r,.. , --~~ Type of Review: 0 Complete Review D Structural Only D Repetitive Fee ~ Repeats Comments: D Other D Hourly I Hour* Esgil Plan Review Fee ($) 505,054 6,452 12,507 4,435 17,292 4,853 19,214 15,615 585,422 $2,185.351 $1,420.481 $1,223.801 Sheet 1 of 1 macvalue.doc _, --~ \. Ci·ty of Carlsbad -•=ttUi; 1¥4·1 I !-1111 ¥i h· • 0144 I hi~i 4- \ :;; ~ BUILDING PLANCHECK CHECKLIST DAT-E: 1trct3 BUILDING A O~ESS: _ · . (\() PLANCHECK NO.: Jl(rJS uett~0n s+, . PROJECT DESCRIPTION: __;.,· _/JL-=->etA.?~~-=Si ...... f....;::~-=-----· -------'------ ASSESSOR'S PARCEL NUMBER~ fSS--/'(O ;-3(3. EST. VALUE: c)bs; :5'3 / ENGINEERING DEPARTMENT APPROVAL DENIAL The item you have submitted for review has been approved. The approval is based on plans, information and/or specifications provid~d in your · submittal; therefore any changes to these items after this date, including field modifications, must be reviewed by this office to insure continued conformance with applicable codes. Please review carefully all comments attached, as failure to comply with instructions in this report can result in s7A~ion of,permit to build. . ~~-ight-of-Way permit is required prior to ct\ tructiori f the followin im rov nts: · ' ( . ' ' . . ' ' . ATTACHMENTS 0 Dedication Application D Dedication Checkli~t D Improvement Application 0 Improvement Checklist 0 Neighborhood Improvement Agreement D Grading Permit Application D 'Grading Submittal Checklist · D Right-of-Way Permit Application O Right-of-Way Permit Submittal Checklist and Jnformation Sheet 0 Storm water Applicability Checklist Please see th attached report of deficiencies marked' with . Make necessary-corrections to plans or specifi ti ns for compliance with applicable codes ana sta ards. Submit corrected plans and/or specifications to this office for.review. · Name: JOANNE JUCHNIEWICZ City of Carlsbad Adqress: _ 1635 -Faraday Avenue, Carlsbad, CA 92008 Phone: {760}602-2775 CFO INFORMATION Parcel Map No: Lots: Recordation: Carlsbad Tract: F:1Bu1LD1N'l!'l§'88E¥!:mleffiy"9'\venue • Carlsbad, CA 9200f3-7314 • (760) 602-2720 • FAX (760) 602~'8'5'62 @ ... BU:Dl;;;J;; ;H~T {Mt_ t4?ffeT ~ js-,q~ ~=--------~ ~fe's aj_ l.)j:.e__ df~ C,\VJ\. S/tfe_ rJ:r. ~vi\$.~ (}p.(-~,, }-Su~~.~l. {~J.._ ~ Provide a fully dimensioned site ,,far/drawn to scale. Show: ~ A. North Arrow 8. Existing & Proposed Structures C. Existing Street Improvements D. Property. Lines E. Easements 4/te)D' i=. Right-of-Way Width & Adjacent Streets G. Driveway widths H. Existing or proposed sewer lateral r. ~xisting or proposed water service J. Existing or proposed irrigation service &£C-2. Showon·siteplan: --~ ~Pv'-(..~ r/t?tS A. Drainage Patterns· . 1. Building pad surface drainage must maintain a minimum ·slope of one percent towards an adjoining street or an approved drainage course. 2. ADD THE FOLLOWING NOTE: "Finish grade will provide a minimum positive drainage of 2% to swale 5' away from building." B. · Existing & Proposed Slopes: and Topography C. Size, type, location, alignment of existing or proposed sewer and water service (s) that serves the project. Each unit requires a separate service., however, second dwelling units and apartment complexes are an exception. D. Sewer and water laterals should not be located within proposed driveways, pet . standards. -~3. Include on title sheet: .. /7i. · ~ ~ ~J A, Site address B. Assessor's Parcel Number C. Legal Description For commercial/industrial buildings_ and tenant improvement projects, include: total building square footage with the square footage for .each different use, existing sewer permits showing square footage of different uses (manufacturing, warehouse, office, etc.) previously approved. EXISTING PERMIT NUMBER DESCRIPTION F:IBUILOING PLANCHECK CKLST FORM.doc 2 Rev. 7/14/00 BUILDING PLANCHECK CHECKLIST DISCRETIONARY APPROVAL COMPLIANCE D 4b. All conditions are in compliance. Date: ---------- Y. . . K~ 5D.EDICATION REQUIREMENTS Dedication for all street Rights-of-Way adjacent to the building site and any storm drain or utility easements on the building site is· required for all new buildings and for remodels with a value at or exceeding $ 17,000 , pursuant to Carlsbad I ·· acJ1) Municipal Code Sect.ion 18.40,030. · .PfP ~~i,t', ~) ~~~,~;~t,'!~~~)1{8 :Af>f!Wv'e:J} 1c Rr:toflPi:l) ~~O. if': . . . ~-· 6~ ~ Dedication required: Please have. a _registered Ci~il Engineer or Land Surveyor ( ( (('fa-A -. ,J:O \ prepare the appropriate legal description together with an 8 ½" x 11" plat map and c·\ ,Jf_ submit with a title report. All easement documents must be approved and signed . r;,ev 0, by owner(s) prior to issuance of Building Permit. Attached please find an .~ ./ L1 #-' U\ ) 1. application form and submittal checklist for the dedication process. Submit the :. r) -, "'LJ;,~ completed application form with the required checklist items and fees to the (' ~ v 9 : Engineerin~ Department in pers_on. Applications will not be accept by mail or fax. · l J ,}-Rr/ U} O Dedication completed ~y: ------------------------Date: ___ _ D D-D F:\BUILOING PLANCHECK CKLST FORM.doc IMPROVEMENT REQUIREMENTS 6a. All needed public improvements upon and adjacent to the. building site must be ·constructed at time -of building. --construction whenever the value of the construction exceeds$ 82,000 , pursuant to Carlsbad Municipal Code Section 18.40.-040 . .Public impr-0vements required as follows: ______________ _ . . . Attached · please find an application form and submittal -checklist for the public improvement requirements. A registered Civil Engineer must prepare the appropriate improvement plans and SLJbmit them together with the requirements on the attached checklist to the Engineering Department through a separate plan -check process. The .completed application form and th~ requirements on the 3 . Rev. 7/14/00 t D D D D D D BUILDING PLANCHECK CHECKLIST checklist must be submitted .in person. Applications by mail or fax are ·not accepted. Improvement plans must be approved, appropriate securities posted and fees paid prior to issuance of building permit. · Improvement Plans signed by:______________ Date: ___ _ 6b. Construction of the public improvements may be deferred pursuant to Carlsbad Municipal Code Section 18.40. Please submit a recent property title report or current grant deed on the property and proces&ing fee of $430 so we may prepare the necessary Neighborhood Improvement Agreement. . This agreement must be signed, notarized and approved by the City prior to issuance of a Building permit. Future public improvements required as follows: 6c. Enclosed please find your Neighborhood Improvement Agreement. Please r.eturn agreement signed and notarized to the Engineering Department. Neighborhood Improvement Agreement completed by: Date: · ·O , 6d. No Public Improvements required. SPECIAL NOTE:· ' Damaged or defective improvements found adjacent to building site must be repaired to the satisfaction· of the Citv Inspector prio_r to occupancy._ GRADING PERMIT REQUIREMENTS The conditions that invoke the need for a grading permit are found in Section 15.16.010 of the Municipal Code. 0 0 0 7a. Inadequate information available on Site Plan to make a determination .on gra_ding requirements. Include accurate grading quantities in cubic yards (cut, fill, import, export and rem~dial) This information must be included on the plans. · )(x AA,~p m 0~·1f4Jt1'J · -· . . _ · .. :· .. . .. • • 17b. Grading Perm r&il11red. --'A separate grading plan _prepared by a register.ad Civil . Engineer must be submitt~d together with the completed application form : .. I . ~-r D,, attached. NOTE: The Grading. Permit must be issued and rough grading tJe,411--~$ ~ , '31 • approval obtained prior to Issuance of a Buildidg Permtt. . ~~ ~-. . . . I . ""\ )~A t,,.l:,r A~L' . . 11 . , K Grading Inspector sign off by: (vlvMM1ec:y1~ Date: D )../ . O . 7c. Graded Pad Certification required. (Note: Pad certification may be req ·red ~-if-a grading permit is not required.) · . F:IBUILDING PLANCHECK•CKLST FORM.doc 4 Rev. 7/14/00 ·~ "" 1ST 2ND D D D D D D D 3RD D D D D BUILDING PLAN0HECK CHECKLIST 7d .No Grading Permit r-equired. .• 7e. If grading is not required, write "No Grading" on plot plan. MISCELLANEOUS PERMITS ·a: A RIGHT-OF-WAY PERMIT is required to do work in City Right-of:-Way and/or private work adjacent to the p~blic Right-of-Way. .Types of work iriclude, but are not limited to: str.eet improvements, tree trimming, driveway construction, tying into public storm drain, sewer and water utilities . . Right-of-Way permit required for: 9 • .INDUSTRIAL WASTE PERMIT If your facility is ,located in the City ,of Carlsbad sewer service area, you need to contact the Carlsbad Municipal Water District, . located at 5950 El Camino Real, Carlsbad, CA 92008. District personnel can provide forms and assistance, and will check to see if _your business enterprise is on the EWA Exempt List. You may telephone (760) 438-2722, extension 7138, for assistance. Industrial Waste permit accepted by: Date: 0 10. NPDES PERMIT o· D D· . • F:IBUILDING PLANCHECK CKLST FORM.doc Complies with the City's requirements .of the National Pollutant Discharge Elimination System {NPOES) permit. The applicant shall. provide best management practic.es to reduce surface pollutants to an acceptable level prior to discharge to sensitive areas. Plans for such improvements shall be approv.ed by the City Engineer prior to issuance of grading or building permit, whichever occurs first. 1-0.a.STORM WATER COMPLIANCE FORM u Requires PSWP (project storm water permit): # u Tie·r I/Tier II (Requires SWPPP) -P~ease complete attached forms u Exempt~ Please ~omplete attached exemption form 11. FEES 2:uir.ed fees are attached ~ ~~cfees required 5 Rev. 7/14100 ,. BUILDING PLANCHECK CHECKLIST WATER METER REVIEW 3RD D 12a. Domestic (potable) Use D F:\BUILDING PLANCHECK-CKCST FORM.doc Ensure that the meter pro.posed by the owner/developer is not oversized. Oversized meters are inaccurate during low-flow .conditions. If it is oversized, for the life of the meter, the City will not accurately bill the owner for the water used. • All single family dwelling units received "standard" 1" service with 5/8" service. • If owner/developer proposes a size· other than the "standard", then owner/developer must provide potable. w~ter deman_d calculations, which include total fixture counts and maximum water -demand in gallons per minute (gpm). A typical fixture count and water demand wo"rksheet is attached. Once the gpm is provided, check against the "meter sizing schedule" to verify the anticipated meter size for the unit. · • Maximum service and meter size is a 2" service with a 2" meter. • If a -developer is proposing a_meter greater than 2", suggest the installation of multiple .2" services as needed to provide the anticipated demand. (manifolds are considered on case by case basis to limit multiple trenching into the street). 12b. Irrigation Use (where recycled water is not available) . All irrigation meters must be sized via irrigation calculations (in gpm) prior"to approval. The developer must provide these calculations. Please follow these guidelines: . · · · · · 1. If the project is a newer development (newer than 1998), check the recent improvement plans and observe if the new irrigation service is reflected on the improvement sheets. If so,· at the water meter station, ·the demand in gpm may be listed there. Irrigation services are listed with a circled "I", and potable water is typically a circled "W". The irrigation service should look like: STA 1+00 Install 2" service and 1.5: meter { estimated 1.00 gpm) . -2. If-the improvement plans do not list the irrigation meter and the service/meter will be installed via another instrument such as the building plans or grading plans (w/ a right of way permit of course), then the applicant must provide irrigation calculations for estimated worst-case _irrigation demand (largest zone with the farthest reach). Typically, Larry. Black has already reviewed this if. landscape plans have been prepared, but the applicant must provide the calculations to you for your use: · Once you have received a good example of irrigation-calculations, keep a set for your reference. In general the calculations will include: • Hydraulic-grade line • Elevation at point of connection {POC) • Pressure at POC in pounds per square inch (PSI) • Worse -case zone (largest, ·farthest away from valve • Total Sprinkler heads listed (with gpm use per head) • Include a 10% residual pressure at point of connection 6 Rev. 7/14/00 1.ST D DD . . . F:\BUILDING PLANCHECK CKLST FORM.doc BUILDING PLANCHECK CHEC.KLIST 3. In general, all major -sloped area$ of a subdivision/project are· to be irrigated via separate irrigation meters (unless the project is only SFD with no HOA). As long as the project is located within the City recycled water service boundary, the City intends on switching these irrigation services/meters to a new-recycled water line in the future. 12c. Irrigation Use (where recycled water is available) 1. Recycled water meters are sized-the same as· the irrigation meter above . . 2. If a proj~ct fronts a street with recycled water, then they should be connecting to this line to irrigate slopes within the development. For . subdivisions, this sho1,Jld have been id.entified; and implemented on the improvement pla.ns. Installing recycled water meters is a benefit for the applicant since they are exempt from paying the San Diego County Water Capacity fees. However, if they front a street which the recycled water is there, b1:Jt is not live (sometimes they are· charged with potable water until recycled water is available), then the.applicant must pay the San Diego Water Capacity Charge. If within ·three years, the recycled water line is charged with recycled water by CMWD, then the applicant can. apply for a · refund to the San Diego County Water Authority (SDCWA) for a refund. · However, let the applicant know·that we cannot guarantee the refund, and they must deal with the SDCWA _for this. 13. Additional Comments: 7 Rev. 7/14/00 'I ' . ·• ,,. ENGINEERING DEPARTMENT FEE CALCULATION WORKSHEET .. • ;:Estimate based on unconfirmed information from applicant , . .· . Calculation based on bui_lding plancheck plan submittal. . .. . .· , ' • f I 'f \ .. · • _i ·• • A~d~ess: _ ;.e~s-. ··;r~ ·.&±-:· Blag.:Per~it'~~--CT>o8"t8'/8" ... : Pr~pared by: ·J's.·. ~ , Date: LD((c;/lf!3 Chec_ 1 ~edby:_: . .9:aatt-...... · ,.,_,/ ~, ,_,:r=--~ Uf1> A??"( vV VJ e>g" ~ EDU CALCULATIONS: List types and square footages. for all uses. · · fT ~( --/ Types of Use: S r-rz Sq. Ft/Units: . . • EDU's: _ ___..,l __ _ Types of Use: . Sq. ~t./Units::------EDU's: ____ _ .• .. ~, t ',~ • ADT CALCULATIONS: List types and square footages· for atlases. Types of Use: s-f (2. Sq. Ft./Units: .. ADT's: ------111,----- Types of Use: _______ _ Sq. F=t./Units: ____ _ ADT's: ____ _ FEES REQUIRED: WITHIN CFO: Q YES {no bridge & thoroughfare fee in District #1, reduced Traffic Impact Fee) .=$ d ~/~~~ =$~ DIST.#3 __ ) =$ ~ 1 '' MC'T6/L 1'r'CCNN ~C[W/J ~ tfOP .... , ' 6/J(; 0 . . ... 6_'IB0 tt0 2/1)1,,,g / .. '' \ I } \' x_. , ~ . .,.; ~-': ' ,,, . -l t~~ .. i .· I ; ''' -\ ' " ; -.. '. CITY OF CARLSBAD GRADING INSPECTION CHECKLIST FOR PARTIAL SITE RELEASE. PROJeCi INSPl:CTOR: MCMAHON _ Cf.? 08-1etf§ (;WJ6 115i ~ ??A \ DATE:j 1/30/09 PROJECT ID: WP 06·25 GRADING PERMIT N.O. GR 080013 LOTS REQUESTED FOR RELEASE NIA = NOT APPLICABLE --/=COMPLETE WESTSIDE OF JEFFERSON ST BTWN LAS FLORES itti~ Je«~tzS~ ~~ 0 ~ INCOMPLETE OR UNACCEPTABLE 1st 2nd . . X X X .x 0 X 0 X X X 1. Site access to requested loti adequate and logically grouped. 2. Site erosion control measures adequate. 3. Overall site adequate for health, safety and welfare of public. 4. Letter from Owner/Dev. requesting partial release of specific lots, pads or bldg. · 5. 8 ½" X 11" site plan (attachment) showing reqijested lots submitted. 6. Compaction report from soils engineer submitted. (If soils report-has been.submitted with a previous partial release, a letter from soils engineer referencing the soils report and identifying specific lots for release lots shall accompany subsequent partial releases). 7. EOW certification of work done with .finish pad elevations of specific lots to be released. Letter must state lot {s) is graded to within a tenth (.1) of the approved grading plan. 8. Geologic engineer's letter if unusual geolog_ic or subsurface com::litio,:is eX'ist. 9. Fully functional fire hydrants within 500 feet of building combustibles and an all weather roads access to site is ~quired. YES. Partial release of grading· for the above stated lots I$ approved for the purpose of building permit issuance. ls$uanc:e of building permits is still subject to all normal City requirements required pursuant to the building permit process. D P~rtial release. of the site is denied for the following reasons: ~~--e4,,,4 ~jeci Inspector _,~ /.,jo/ Zo()_'[ Date ,, ., ..• , Construction Manager Date i -..;!. 0 . · Lh iua nt1veros from: Sent: To: Subject: Attachments: Linda Ontiveros iuesday, December 08, 2009 11 :24 AM 'misael@bgiarchitect.com•· Hagey Residence, 2425 Jefferson St 458-3A 01.tif; 458-3A 02.tif City of Carlsbad building permit reference no.: CB 08-1848 As per our phone conversation, the only pending item for building permit issuance is that the approved/signed grading plans be slipsheeted into the city and owner set of plans. I've attached the approved/signed plans for your convenience. Regards, +l;fT'I' Of CARLSBAD PU blic Works Linda Ontiveros Engineering Technician Development Services City of Carlsbad www.carlsbadca.gov P: 760-602-2773 F: 760-602-1052 linda.ontiveros@carlsbadca.gov Please consider the environment before printing this e-'mail. 1 NOV-10-2009(TUE) 14:31 TC CONSTRUCTION (FAX)6192589751 .. _ IMPORTANT If the eertlficate halcler 1'... an ADDlilONAL INSUREC, the pcllcy(les) must _9' endorsed. A statement on this certffl~to does not cbQfer rights t0 the certifii::ate holder In Ueu of sucb,cnd01$ement(s). If SUBROGATION IS WAIVED, &llbJact to the terms ancl condltlo~f the policy. certain pollclos may require an endorsement A &1ate~t on this certificate d9d°" not confer rights to the certificate holder In Heu or such endorsement{&). The Certificate of Insurance on the verse side of this form does not conatl\ute a contract between the issuing lnsuror(s), aulho representative or pr~ucer, and the certlfleate holder, nor does It afflmlatively or nagatlvely a d, extend or alter the c:average afforded by the pglicieii llstod thereon. i i \ ACOfD 25 (2.001108) P. 025/042 ~/ .. " PLANNING DEPARTMENT BUILDING PLAN CHECK REVIEW CHECKLIST Plan Check No1 ir--4 Plan Check No. CB081848 Address 2425 Jefferson Street ~ ":;:: Planner Uaion-::Sc.m Phone .,..(7-=6-=-0 ..... } =60=2=-_ -.... W .... 6..,.43 _________ _ ~ ~ APN: 155-140-37, 155-140-38 s s ~ . Type of Project & Use: RES Net Project Density: 3.57 DU/AC ~ ca ca 0 0 Zoning: R-3 General Plan: RMH Facilities Management Zone: j_ J ~ CFD (in / out) # _ Date of participation:___ Remaining net dev acres: .Q ~ ~ ~ . (For non-residential development: Type of land used created by this permit: * ~ ~ ... > Circle One N/A) t5 0 0 11· Q) Q) Q) <3 (3 (3 <= <= C: "' "' "' c[ ii: ii: DOD¥ Legend: [gj Item Complete Environmental Review Required: D Item Incomplete -Needs your action YES [gj NO O TYPE MND DATE OF COMPLETION: January 16, 2008 ~<?!nplia!lce __ ~~t_!l_ ~it~~ati~n __ ~easu'2,?lnot, s~,te '}litigation measures which require action. • r~!iti_g~!il9.~--M.~~-e~f~~: :4· ii 10 -,11-1 f c,1 D D D ~ Discretionary Action Required: YES [Z] NO D TYPE CDP igJ DD . D~D APPROVAURESO. NO. 6370 DATE January 16, 2008 PROJECT NO. CDP 06-25 OTHER RELATED CASES: N/A Compliance with conditions or approval? If not, state conditions which require action. t{e1 :.ama,,lf9(Af5p;6v.~1.:: 1-3'.'-: Ie·;·'i»/a15d':!i4 G,J,--, f, ., / c), _ Coastal Zone Assessment/Compliance Project site located in Coastal Zone? YES 1'81 NO 0 CA Coastal Commission Authority? YES D NO 1'81 If California Coastal Commission Authority: Contact them at -7575 Metropolitan Drive, Suite 103, San Diego, CA 92108-4402; (619) 767-2370 Determine status (Coastal Permit Required or Exempt): Exempt Habitat Management Plan Data Entry Completed? YES [Z] NO D If property has Habitat Type identified in Table 11 of HMP, complete HMP Permit application and assess fees in Permits Plus (A/P/Ds, Activity Maintenance, enter CB#, toolbar, Screens, HMP Fees, Enter Acres of Habitat Type impacted/taken, UPDATE!) lnclusionary Housing Fee required: YES [gj NO D (Effectiv.e ~ate .ofi!nclusionary Hou~ing 0rdinance -May 21, 1993.) ~ ~ ,. - Data Entry Completed? YES [gj NO D (NP/Ds, Activity Maint~nance, enter CB#, toolbar, Screens, Housing Fees, Construct Housing Y/N, Enter Fee, UPDATE!) H:\ADMIN\Template\Building Plancheck Review Checklist.doc Rev 4/08 Site Plan: ~-D D ~DD ~DD fZIDD ~DD fZID D ~DD ~DD DD~ Plan Check No. 3 Provide a fully dimensional site plan drawn to scale. Show: North arrow, property lines, easements, existing and proposed structures, streets, existing street improvements, right-of-way width, dimensional setbacks and existing topographical lines (including all side and rear yard· slopes). Provide legal description of property and assessor's parcel number. ' ,. ' Policy 44 -Neighborhood Architec~ural Design Guidelines ,. 1. Applicability: YES D NO t8J I' 2. Project complies: YES [ZI NOD Zoning: 1. Setbacks: Front: Interior Side: Street Side: Rear: Top of slope: Required 20 ft. Required 1 O ft. Required NA Required 20 ft. Required NA ~ • ,. j ' ,~ 1 ~ t t ' 2. Accessory structure setbacks: (None Proposed) Front: Required NA Interior Side: Required NA Street Side: Required NA Rear: Required NA Structure separation: Required NA .~ . ' ..., ' • 3. Lot Coverage: . Required 60% 4. Height: Required 35 ft. 5. Parking: Spaces Required 2 spaces Shown 20'-3" Shown North: 30'-11" lSouth:13'-7" ·. Shown NA Shown >20 ft. Shown NA Shown NA Shown NA Shown NA Shown NA Shown NA Shown 18% Shown <35 ft. Shown 2 spaces (breakdown by uses for commercial and industrial projects required) Residential Guest Spaces Required NA Shown 1 space Additional Comments: OK TO ISSUE AND ENTERED APPROVAL INTO COMPU H:\ADMIN\Template\Building Plancheck Review Checklist.doc Rev4/08 * ~ "' 'll: -"' -"" ""' 0 0 0 1! ell ell .c: .c: (.) C) -() C: C: C: "' "' "' ii: a: a: D D D DOD D~D PLANNING DEPARTMENT BUILDIN.G P-bAN CHECK REVIEW CHECKLIST Plan Check No. CB081848 Address 2425 Jefferson Street Planner ~aso,i~Geffi Phone ...,.(7-=6"""0 .... ) =-60=2;;..-....,1 ... :e_J_a_...,....,. __ ...,....-'--_ APN: 155-140-37, 155-140-38 Type of Project & Use: RES Net Project Density: 3.57 DU/AC Zoning: R-3 General Plan: RMH Facilities Management Zone: .1. CFO (in / out) # __ Date of participation:____ Remaining net dev acres: Q Circle One . (For non-residential development: Type of land.used created by this permit: N/A) Legend: 1Z1 Item Complete Environmental Review Required: D Item Incomplete -Needs your action YES [2J NO O TYPE MND DATE OF C_9MPLETION: January 16, 2008 Compliance with Mitigation Measures? If not, state m'i_tigation measu_res which require action. Mitigation Measures: 1-2, 4-6, 10 Discretionary Action Required: YES [2J NO O TYPE CDP APPROVAL/RESO. NO. 6370 DATE January 16, 2008 PROJECT NO. CDP 06-25 OTHER RELATED CASES: N/A Compliance with conditions or approval? If not, state co,nditions which require action. Conditions of Approval: 8, 10, 13, 18, 20, 23, and 24 'Coastal Zone Assessment/Compliance Prciject site located in Coastal Zone? YES rgJ_ NO D CA Coastal Commission Authority? YES O NO rgJ_ If California-coastal Commission Authority: Contact them at -7575 Metropolitan Drive, Suite 103, S.an Diego, CA 92108-4402; (619) 767-2370 - Determine status (Coastal Permit Required or Exempt): Exempt Habitat Management Plan Data Entry Completed? YES [2J NO 0 If property has Habitat Type identified in Table 11 of HMP, complete HMP Permit application and assess fees in Permits Plus (A/P/Ds, Activity Maintenance, enter CB#, toolbar, Screens, HMP Fees, Enter Acres of Habitat Type impacted/taken, UPDATE!) lnclusionary Housing Fee required: YES ~ NO D (Effective date of lnclusiohary I-lousing Ordinance -May 21, 1993.) ' ' ' Data Entry Completed? YES [2J NO 0 (A/P/Ds, Activity Maintenance, enter CB#, toolbar; Screens, Housing Fees, Construct Housing Y/N, Enter Fee, UPDATE!) H:\ADMIN\Template\Building Plancheck Review Checklist.doc Rev4/08 Sl{a. P.laiil: ·",.¢ ..;:,· "" [8J [8J D Provide a fully dimensional site~plan drawn to scale. Show: North arrow, property lines, easements, existing and proposed structures, streets, existing street improvements, right-of-way width, dimensional setbacks and existing topographical lines (including all side and rear yard slopes). Provi_de legal description of property and assessor's parcel number. Policy 44 -Neighborhood Architectural Design Guidelines 1. Applicability: YES O NO [8J 2. Project complies: YES [gl NOD Zoning: 1. Setbacks: Front: Interior Side: Street Side: Rear: - Top of slope: Required 20 ft. Required 1 O ft. Required NA Required 20 ft. Required NA Shown 20'-3" Shown North: 30'-11" / South:13'-7" Shown NA Shown >20 ft. .Shown NA [8J i:gJ D 2. Accessory structure·setbacks: (None Proposed) Front: Required NA Shown NA Interior Side: Required NA Shown NA Street Side: Required NA Shown NA Rear: Required NA Shown NA Structure separation: Required NA Shown NA i:gJ i:gJ D .,3. Lot Coverage: Required 60% Shown 18% i:gJ i:gJ D 4. Height: Required 35 ft. Shown <35 ft. cgJ i:gJ D 5. Parking: Spaces Required 2 spaces Shown 2 spaces (breakdown by uses for commercial and industrial projects required) Residential Guest Spaces Required NA Shown 1 space ooo· Additional Comments: 1. 2. 3. 4. Sheet T-1/Project Data/Setbacks/Interior Side: The required interior side yard setback is as follows: Not less than 10% of lot width; provided that such side yard shall be not less than 5 ft. and need not exceed 1 O ft. Sheet J-1/Ptoject Data/Setbacks/Rear: The required rear yard setback is as follows: Twice the required side yard, or 20 ft. minimum. · · Sheet T-1/Area Map: Please correct the project location. The area map shows the project being located on the southeast corner of Jefferson Street and Las Flores,. when in fact the project is located on the west side of Jefferson Street, just south of the intersection at J~fferson Street and Las Flores. Sheets A-7 through A-9: Please provide the height dimensions to the various parts of the building elevations. OK TO ISSUE AND ENTERED APPROVAL INTO COMPUTER DATE H:\ADMIN\Template\Building Plancheck Review Checklist.doc Rev 4/08 ;i; ~ ~ ~ Q) ·Q) .s:: .s:: (.) (.) C: C: "' "' 0:: a: ODD ooo· l8l D D l8l D D PLANNING DEPARTMENT BUILDING PLAN CHECK REVIEW CHECKLIST Plan Check No. CB081848 Address 2425 Jefferson Street Planner Biso~ff Phone """'{7-6 ..... 0 ..... } 6~0=2 __ -___ i ..... 64 ..... ·3 __ '. ______ ___ APN: 155-140-37, 155-140-38 Type.of Project & Use: RES Net Project Density: 3.57 DU/AC Zoning: R-3 General Plan: RMH Facilities Management Zone: .1. CFD (in/ diit)# __ Date of participation: __ ._ Reniaining net dev acres: Q Circle One (For non-residential development: Type of land used created by this permit: NIA) Legend: C8J Item Complete Environmental Review Required: D -Item Incomplete -Needs your action YES C8J NO O TYPE MND DATE OF COMPLETION: January 16, 2008 Compliance with Mitigation Measures? If not, state mitigation measures which require action. ~,ug~tiC:Jii' 1y1~~isµre~::: f .. 10 Discretionary Action Required: YES C8J NO O TYPE CDP APPROVAL/RESO. NO. 6370 DATE January 16, 2008 PROJECT NO. CDP 06-25 OTHER RELATED CASES: NIA Compliance with conditions or approval? If not, state conditions which require action . . coiictttri;>ris'otA1>r'tovaT'a. &T3 · Coastal Zone Assessment/Compliance Project site located in Coastal Zone? YES _[81 NO 0 CA Coastal Commission Authority? YES D NO !81 If California Coastal Commission Authority: Contact them at -7575 Metropolitan Drive, Suite 103, San Diego, CA 92108-4402; (619) 767-2370 Determine status (Coastal Permit Required or Exempt): Exempt Habitat Management Plan Data Entry Completed? YES C8J NO O ~l:i..ME):~~~~-ie,.:~1:t~-~b~clto.Gr~ding· Per.mlt: QR 08:-13) If property has Habitat Type identified in Table 11 of HMP, complete HMP Permit application and assess fees in Permits Plus (A/P/Ds, Activity Maintenance, enter CB#, toolbar, ·screens, HMP Fees, Enter Acres of Habitat Type impacted/taken, UPDATE!) lnclusionary Housing Fee required: YES 1:8] NO D -(Effe_ctive date of lnclusionary Housing Ordinance -May 21, 1993.) Data Entry Completed? YES ~ NO .0 (A/P/Ds, Activity Maintenance, enter CB#, toolbar, Screens, Housing Fees, Construct Housing Y/N, Enter Fee, UPDATE!) H:\ADMIN\Template\Building Plancheck Review Checklist.doc Rev 4/08 .f i Site~Plan: ~DD Provide a fully dimensional site plan drawn to scale. Show: North arrow, property lines, easements, existing and proposed structures, streets, existing street improvements, right-of-way width, dimensional setbacks and existing topographical lines (including all side and rear yard slopes). ~DD !8J D D !8J D D !8J D 0 !8J D D !8J D D ~DD [JD D Provide legal description of property and assessor's parcel number. · Policy 44 -Neighborhood Architectural Design Guidelines 1. Applicability: YES O NO [81 2. Project complies: YES [8J NOD Zoning: · 1. Setbacks: Front: Interior Side: Street Side: Rear: Top of slope: Required 20 ft. Required 1 Oft. Required NA Required 20 ft. Required NA 2. Accessory structure setbacks: (None Proposed) Front: Required NA Interior Side: Required NA Street Side: Required NA Rear: Required NA Structure separation: Required NA 3. Lot Coverqge: · Required 60% 4. Height: Required 35 ft. Shown 20'-3" Shown North: 30'-11" / South:13'-7" Shown NA Shown >20 ft. Shown NA Shown NA Shown NA Shown NA Shown NA Shown NA Shown 18% Shown <35 ft. 5. Parking: Spaces Required 2 spaces Shown 2 spaces (breakdown by uses for commercial and industrial projects required) · Residential Guest Spaces Required NA Shown 1 space Additional Comments: Sheet T-1/Project Data/Project Location: Please lab(;?I street address. Sheet T-1/Project Data/Setbacks/Interior Side: The required interior side yard setback is as follows: Not less than 10% of lot width; provided that such side yard shall be not less than 5 ft. and neeq not exceed 1 Oft. Sheet T-1/Project Data/Setbacks/Rear: The required· rear yard setback is as follows: Twice the required side yard; or 20 ft. minimum. SheetT-1/Area Map: Please correct the project location. The area map shows the project being locate_d on the southeast corner of Jefferson Street and Las Flores, when in fact the project is located on the west side of Jefferson Street, just south of the intersection at Jefferson-Street and Las Flores. OK TO ISSUE AND ENTERED APPROVAL INTO COMPUTER DATE H:\ADMIN\Template\Building Plancheck Review Cheicklist.doc Rev 4/08 PROJECT NAME: Date: Project number: Staff Planner: CARLSBAD FIRE DEPARTMENT Fire Prevention Division Land Use Review Report Hagey Residence 10/01/06 CDP 06-25 / HDP 06-06 J. Goff Engineer: Project conditions: (Note: The following identifies specific conditions necessary to achieve Fire Department approval.) Fire Department has reviewed this application and has the following comments or conditions to submit: GR 1. Automatic Fire Sprinklers shall be required. The design standard shall be to NFP A 13 D. This Will also require the installation of a water meter cap~ble of supplying both fire sprinkler and domestic demand. ,, . CARLSBAD FIRE DEPARTMENT Fire Prevention Division PROJECT NAME: Date: Project number: Staff Planner: Land Use Review Report Hagey Residence 04/03/07 CDP 06-25 / HDP 06-06· J. Goff Engineer: Project conditions: (Note: The following identifies specific conditions necessary to achieve Fire Department approval.) Fire Department has reviewed this application and has the following comments or conditions to submit: · 1. Automatic Fire Sprinklers shall be required. The design standard shall be to NFPA 13 D. This will also require the installation of a water meter capable of supplying both fire sprinkler and domestic demand. 2. The applicants "Concept Planting Plan' does not adequately address the policies and requirements of the City's Landscape Manual-Section IV-F: Fire Protection. It has been indicated that the applicant intends to provide Zone J planting 50 feet from the structure and Zone 2 planting 100 feet from the structure. However the conceptual planting plan does not follow these guidelines. The applicant shall prov,ide to City, a complete vegetation management plan. GR PROJECT NAME: Date: Project number: Staff Planner: CARLSBAD FIRE DEPARTMENT Fire Prevention Division Land Use Review Report Hagey Residence 05/02/07 CDP 06-25 / HDP 06-06 J. Goff Engineer: Project conditions: (Note: The following ide,ntifies specific conditions necessary to achieve Fire Department approval.) · Fire Department has reviewed this application and has the following comments or .cc;mditions to submit: -Revise notes on Sheet T-1 making reference to "City of Encinitas Fire Department" and "Encinitas Fire Department" -Revis_e 'Type of Construction' to "Type V Non-rated (Sprinkled) GR PROJECT NAME: Date: Project ,number: · Staff Planner: CARLSBAD FIRE DEPARTMENT Fire Prevention Division Project Review Report Hagey Residence 08/14/07 CDP 06-25 I HDP 06-06 J. Goff Engineer: Project conditions: (Note: The following identifies specific conditions necessary to achieve Fire Department approval.) . Fire Department has reviewed this application. and has no comments or conditions to submit. GR ,. PROJECT NAME: Date: Project number: Staff Planner: CARLSBAD FIRE DEPARTMENT Fire Prevention Division Project Review Report Hagey Residence · 11/05/07 CDP 06-25 I HDP 06-06 J. Goff Engineer: Project conditions: (Note: The following identifies specific conditions necessary to achieve Fire Department approval.) Fir.e Department has reviewed this application and has no comments or conditions to submit. GR . . IJ Carlsbad Fire Department Plan Review Requirem~nts Category: RESDNTL , SFD Date of Report: 10-02-2008 Name: Address: Permit #: CB081848 BERRY GROUP, INC ALISA EICHELBERGER STED 2091 LAS PALMAS DR CARLSBAD 92011 Job Name: HAGEY RES-NEW SFD 4,952 SF . Job Address: 2425 JEFFERSON ST CBAD BLDG. DEPT COPY Reviewed by: INCOMPLETE · The i_tem you have submitted for review is incomplete. At this time, this office cannot adequately conduct a review to determine compliance with the applicable codes and/or standards. Please review carefully all comments attached. Please resubmit the necessary plans and/or specifications, with changes "clouded", to_this office for review and approval. Conditions: Cond: CON0003087 [MET] APPROVED: THIS PROJECT HAS BEEN REVIEWED AND APPROVED FOR THE PURPOSES OF ISSUANCE OF BUILDING PERMIT. THIS APPROVAL IS SUBJECT TO FIELD INSPECTION AND REQUIRED TEST, NOTATIONS HEREON, CONDITIONS IN . . CORRESPONDENCE AND CONFORMANCE WITH ALL APPLICABLE REGULATIONS. THIS APPROVAL SHALL NOT BE HELD TO PERMIT OR APPROVE THE VIOLATION OF ANY LAW. Entry: 10/02/2008 By: df Action: AP Carlsbad Fire Department SUILOING DEFTQ> Plan Review Requirements Category: RESDNTL, SFD Date of Report: 04-06-2009 COP!!~ Reviewed by:--~--~------ Name: Address: Permit #: CB0S 1848 Job Name: HAGEY RES-NEW SFD 4,952 SF Job Address: 2425 JEFFERSON ST CBAD INCOMPLETE The item you have submitted for review is incomplete. At this time, this office cannot adequately conduct a review to determine compliance with the applicable codes and/or standards. Please r~view · carefully all comments attached. Please resubmit the necessary plans· and/or specifications, with changes "clouded", to this office for review and approval. · Conditions: Cond: CON0003384 [NOT MET] 1. SMOKE DETECTORS-make certain that smoke detectors are provided on each level and in each hallway leading t_o sleeping rooms as well as sleeping rooms. 2. Add J-box where fire sprinkler riser will occur and add 1-Box on South-facing wall of garage near passage door between garage and outside for fire sprinkler bell. · 3. No ·plumbing sheets provided unable to determine where fire sprinkler riser is to be located. Fire Dept preference is on South-facing wall of garage where it is accessible (Provide panel access of sufficient size to access all components). Entry: 04/06/2009 By: GR Action: CO ENGINEERING SUN Structural Engineering, Inc. Consulting Structural Engineers 2525 Pio Pico Dr. Suite 102 Carlsbad, CA. 92008 Tel/Fax: 760-434-7928 Structural Calculations Hagey Residence Building Department Correction Title Block Line 1 You can changes this area using the "Settings• menu item • and then using the "Printing & Title Block" selection. Ti Block . 6 Description : Title : Hagey Residence Dsgnr: C.Sun Job# Project Desc.: Project Notes : Material Properties Calculations per IBC 2006, CBC 2007, 2005 NDS Analysis Method : Allowable Stress Design Fb -Compr 2900 psi _E: Modulus of Elasticity Load Combination 2006 IBC & ASCE 7-05 Fb-Tension Fc-Prll 2900 psi Ebend-xx 2000 ksi 2900 psi Eminbend -xx 2000 ksi Wood Species : iLevel Truss Joist Fe -Perp Wood Grade : Parallam PSL 2.0E Fv 750psi 290·psi Ft Beam Bracing : Beam is Fully Braced against lateral-torsion buckling 2025 psi Density 32.21 pcf 9.60ft Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load: D = 0.8220, Lr= 0.1130, L = 0.770 k/ft., Tributary Width= 1.0 ft f,:H~~-~l~ ~~~,,:z.filt;;::;-:;±--------------------11 Maximum Bending Stress Ratio = 0.608: 1 Section used for this span 5.25x11.875 fb:Actual = 1,761.87psi .. FB: Allowable = 2,900.00psi Load Combination +D+L +H Location of maximum on span = 4. 718ft Span #,where maximum occurs = Span.# 1 Maximum Deflection Max Downward l,.ive Load Deflection = Max Upward Live Load Deflection = Live Load Deflection Ratio = 0.112 in 0.000 in 1021 Max Downward Total Deflection = 0.217 in Max Upward Total Deflection = 0.000 in Total Deflection Ratio = 524 Load Combination Max Stress Ratios Maximum Shear Stress Ratio Section used for this span fv: Actual Fv : Allowable Load Combination Location of maximum on span Span # where maximum occurs $ummary of Moment Values . Segment l.:ength Span# M V Mactual · lb-design Fb-allow Overall MAXimum Envelope Length =·9.50 ft +D Length = 9.50 ft -f{}+l-lfi Length = 9.50 ft +D-flr-lfi Length = 9.50 ft +0-f{).750Lr-f{).750L-lfi 0.608 0.505 0.316 0.263 0.608 0.505 0.359 0.299 Length = 9.50 ft 1 0.567 0.472 B'il""-'"~-ii""_,,_ ~.~-.;t'~""·""~'=•.-~·"'"''. _, .• .,..., .. l'l'""'-'jjj"-""..,,.~'"''_,,,, ,i<i~:-· ·,, axr u~··ot"tcu"-~ · · -· ·,.; = ..,, ··,,.tv,~""'"""'·<J t .w,,~!@,,-,,,~.m,.mt.:@.!tl ''. OM;;;,;:v . ~ . " ' . ; .;,gJ}, or"'·¥1f<itit,,i,.~'r'.'2L 18.12 9.43 10.70 16:90 Load Combination · Span Max.·-· Defl Location in Span D +Lr+ L 1 0.2173 4.782 1,761.87 2,900.00 917.11 2,900.00 1,761.87 • 2,900.00 1,041.08 2,900.00 1,643.66 2,900.00 Load Combination = = = = Summary of Shear Values Vactual fv-design Fv-allow 6.09 146.58 290.00 3.17 76.30 290.00 6.09 146.58 290.00 3.60 86.62 290.00 5.68 136.75 290.00 Max.•+• Defl Location in Span 0.0000 0.000 Title Block Line 1 You can changes this area using the •settings• menu item " and then using the 'Printing & Title Block' selection. Title Block · e 6 Description : Title : Hagey Residence Dsgnr: C.Sun Project Desc.: Project Notes : · Load Combination Span Max. Downward Dell Location in Span Max. Upward Deft D Only' 1 0.1057 4.782 Lr Only 1 0.0143 4.782 L Only 1 0.0973 4.782 Lr-+!. Only 1 0.1116 4.782 D+Lr+L 1 0.2173 4.782 toad Combination Overall MAXimum DOnly Lr Only LOnly Lr-+!. Only D+Lr+L Support 1 8.165 3.971 0.537 3.658 4.194 8.165 Support2 8.165 3.971 0.537 3.658 4.194 8.165 Support notation : Far left is #1 0.0000 0.0000 0.0000 0.0000 0.0000 Job# Location in Span 0.000 0.000 0.000 0.000 0.000 To specify your own special title block here, use the "Settings" screen Title : Hagey Residerice Job # : Dsgnr: Page: RY Date: JUN 9,2008 Description .... • and enter your title block information. This Wall in File: z:\residencial\hagey\retaining wall.rp5.rp5 Retain Pro 2007, 5-Dec-2007, (c) 1989-2007 www.retainpro.com/support foi latest release Restrained Retaining Wall Design Code: CBC 2007 Registration#: RP-1168155 2007010 I Criteria ---------.... ----• I Soil Data • I Footing Strengths & Dimensions . Retained Height = 11.00 ft Wall height above soil = 1.00ft Total Wall Height :,: 12.00ft Allow Soil Bearing = 1;500.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 65.0 psf/ft Toe Active Pressure = ·65.0 psf/ft Toe Width = 2.75 ft Heel Width = 2.25 Total Footing Widtt = 5.00 Footing Thickness = 18.00in Top Support Height = 11.00 ft Slope Behind Wal = 0.00: 1 Height of Soil over Toe = 6.00in = Passive Pressure = 250.0 psf/ft Soil Density = 110.00 pcf Footingl!Soil Frictior = 0.300 Key Width = 0.00in Key Depth = 0.00in Key Distance from Toe = 0.00 ft fc = 2,500psi Fy = 60,000 psi Water height over heel 0.0ft Soil height to.ignore for passive pressure = 0.00in Footing Concrete Density = 150.00pcf Windon Stem = Verticar component of active lateral soil pressLJre options: USED for Soil Pressure. 0.0 psf USED for Sliding Resistance. USED for Overturning Resistance. I 7 Sl!lu•r•ch•a•r•g•e•L•o•ad•s ________ _.1 I Uniform Lateral Load Applied .to Stem Surcharge Over Heel = o.o psf »>Used To ResisfSliding & Overturning Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning I Axial Load.Applied to Stem I Axial Dead Load = 0.0 lbs Axial live Load = 0.0 lbs Axial Load Eccentricity = 0.0 in Lateral Load ... Height to Top ... Height to Bottorr = = = 0.0 #!ft 0.00 ft . 0.00 ft I ~arth. Pressure Seismic Load I Kh Soil Density Multiplier = 0.200 g ~~~~~~~~~~~~~~~~~~~~~~~!"- ' Stem Weight Seismic Load I Fp / Wp Weight Multiplier = 0.000 g _,_---~~~~~~~!!!!!!!!~~~~~~~~~-~ I Design Summary -Maso~ry Ste111 Construction Min.As% Cover@Top = 2.00in • I Adjacent Footing Load Adjacent Footing Load Footing Width Eccentricity Wall to Ftg CL Dist Footing Type Base Above/Below Soil at Back of Wall Poisson's Ratio Added seismic per unit area Added seismic per unit area = 0.0018 @Btm.= 3.00 in = = = = = = = = 0.0 lbs 0.00 ft 0.00 in 0.00 ft Line Load 0.0 ft 0.300 0.0 psf 0.0 psf • • Total Bearing Load = 4,476 lbs Thickness = 12.00 in fm = ... resultant ecc. = 6.66 in Wall Weight = 124.0 psf Fs = Soil Pressure @ Toe = 1,491 psf OK Stem is FIXED to top of footing 1,500 psi 24,000 psi Short Term Factor = Equiv. Solid Thick. = n Ratio (Es/Em) = Use Full Stresses 1.000 11.600 in 21.481 Soil. Pressure @ Heel = 299 psf OK Allowable . = 1,500 psf Soil Pressure Less Than Allowable AQI Factored@ Toe = 1,789 psf ACI Factored @ Heel = 359 psf Footing Shear @ Toe = 16.8 psi OK Footing Shear@ Heer = 9.7 psi OK Allowable = 75.0 psi Reaction at Top = 786.5 lbs Reaction,at Bottom = 4,283.5 lbs Sliding Cales Slab Resists All Sliding I Lateral Sliding Force = 4,283.5 lbs Block Type = Medium Weight Design Method = ASD Solid Grouted Design H~ight Above FtG Rebar Size Rebar Spacing Rebar Placed al Rebar Depth 'd' Design Data fb/FB + fa/Fa Moment....Act!,la Moment. .... Allowable Shear Force @ this height Shear ..... Actual Shear ..... Allowable @ Top Support Stem OK = 1·1.00ft = # 5 = 8.00 in = Center = 5.75 in = 0.000 = 0.0 ft-# = 2,911.1 ft-# 786.5 lbs = 13.11 psi = 38.73 psi Mmax Between Top& Base Stem OK 6.10 ft # 5 8.00in. Center 5.75in 0.886 2,579.3 ft-# 2,911.1 ft-# · Load Factors ------------Rebar Lap Required = 25.00 in 25.00 in Building Code Dead Load Live Load Earth, H Wind,W Seismic, E CBC2007 1.200 1.600 1.600 1.600 1'.000 Hooked embedment into footing Other Acceptable Sizes & Spacings: Toe: None Spec'd -or-Not req'd, Mu < S * Fr Heel:None Spec'd -or-Not req'd, Mu< S * Fr Key: No key defined -or-No key defined = @Base of Wall Stem OK 0.00 ft # 6 8.00 in Edge 9.00 in 0.834 . 5,766.5 ft-# 6,915.5 ft-# 3,137.9Ibs 33.33psi 38.73psi 12.60in • To.specify your own special title·block.here, use the "Settings" screen Title : Hagey Residence Job # : Dsgnr: Description .•.. Page: Rs Date: JUN 9,2008 • and enter your title block information. This Wall in File: z:\residencial\hagey\retaining wall.rp5.rp5 Retain Pro 2007 , 5-Dec,2007, (c) 1989-2007 www.retainpro.com/support for latest release Registration#: RP-1168155 2007010 Restrained Retaining Wall Design 1 · Footing De~ign ·R~sults 1 Toe fleel Factored Pressure = 1,789 359 psf Mu': Upward = 5,774 374 ft-# Mu': Downward = 1,271 1,744 ft-# Mu: Des}gn = 4,504 1,370 ft-# Actual 1-Way Shear = 16.75 9.67 psi Allow 1-Way Shear = 75.00 75.00 psi I Summary of Forces on Footing : Slab RESISTS sliding, stem is FIXED at footing Code: CBC 2007 • Forces acting on footing for soil pressure · »> Sliding Forces are restrained by the adjacent slab Load & Moment Summary For Footing : For Soil Pressure.Cales Moment @ Top of Footing Applied from Stem = Surcharge Over Heel = lbs ft Adjacent Footing Load = lbs ft Axial Dead Load on Stem = lbs ft Soil Over Toe = 151.3Ibs 1.38 ft Surcharge Over Toe = lbs ft Stem Weight = 1,488.0lbs 3.25 ft Soil Over Heel = 1,512.Slbs 4.38 ft Footing Weight = 1,125.0lbs 2.50 ft TotalVertical Force = 4,476.0lbs Base Moment = Soll Pressure Resulting Moment = 2,482.!Jt-# DESIGNER NOTES: -5, 766.5 ft-# ft-# ft-# ft-# 208.0ft-# ft-# 4,836.0 ft-# 6,617.2 ft-# 2,812.Sft-# 8,707.2 ft-# l'Aklvi;~1"ff~JA6. ~~-'--~~cf- fN~w& ~1 L pµ~V/R.[ -::: -,,~p (f'·'f A1.,~J !;011...-Bt;~,N& ff<€S~VR<3~ /gov f>S'f -f """' = t&vv ~~ t ~AL. tf'ts.~bor Jo N. 't.fE:~ f>) ll~ l:i' CMt./ W--At.-l, W/-;ff:-6 @__ tB"O•(_ 1 Title Block Line 1 You can c~anges this area using the "Settings" menu item and then using the "Printing & Title Block' selection. Ti e6 Title : Hagey Residence Dsgnr: C.Sun Job# Project Desc.: Project Notes : Calculations per !BC 2006 & ASCE 7-05 85.0 mph V: Basic Wind Speed per Sect 6.5.4 & Figure 1 Roof Slope Angle Qccupancy per Table 1-1 15 degrees II All ~uildings and other structures except Importance Factor per Sect. 6.5.5, & Table 6-1 Exposure Category per 6.5.6.3, .4 & .5 tho~e listed as Categoi:y I, 111, and IV 1.00 Mean Roof height Lambda : per Figure 6.2, Pg 40 Effective Wind Area of Component & Cladding Roof.pitch .for cladding pressure User specified minimum design pressure Topographic Factor Kzt per 6.5.7.2 Horizontal Pressures ... Zone: A = Zone: B = Vertical Pressures .•. Exposure C 22.0 ft 1.31 10.0 f!A2 0 to 7 degrees 10.0 psf 1.00 18.92 psf Zone: -10.00 psf Zone: Zone: E = -11.83 psf Zone: Zone: F = -11.83 psf Zone: Overhangs ... C = D = G = H = Zone: Eoh = -25.36 psf Zone: Goh = rf-:r~-JHalleraaar~···:n--:nr:Wintr'.5.ifsriK-;--:_.~ ,. (::§,IDIL ,.,.,: ... . . ... ,_g.~ Q. .. . ."v.."·· ~ . ""· . .. l "Lambda" is interpolated between height tablular values. ~inimum Additional Load Case per 6.4.2.1.1 = 10 PSF on entire vertical plane 12.61 psf -10.00 psf -12.61 psf -10.00 psf -19.84 psf fy!inimum Additional Load Case per 6.4.2.1.1 = 10 PSF on entire vertical plane Design Wind Pressure= Lambda* Importance• Table 1609.6.2.1(2) & (3) Pressures Roof Zone 1: Positive: -10.000 psf Negative: 0:000 psf RoofZone2: Positive: -10.000 psf Negative: 0.000 psf Roof Zone 3: Positive: -10.000 psf Negative: 0.000 psf Wall Zone 4: Positive: -10.000 psf Negative: 0.000 psf Wall Zone 5: Positive: -10.000 psf Negative: 0.000 psf Roof Overhang Zone 2: -10.000 psf Roof Overhang Zone 3: -10.000 psf ENGINEERING SUN, Structural Engineering, Inc. Consulting Structu_rai Engineers · r>s::. 7':tlc~ tp~ ?0 W ~N,l:> ~f>D£.,Utt(; t1 2_' 13¥·~6 &-o~ K w tr.t J> ~ fG Cf, !) =-s £;" M.~1--< lr-W1<-t~ < ti,~ ~l\f"E-A 1· ~sB ii~'}-'L: ~Sf . vJi,NI) r-c..d3>lf~ -=t:J)~ G, f'.s:= tL•bl f>5t Hagey Residence Date: 10/2008 By: . M.Alula Sht-'R. 1- ~ ~t>NE 'B., f\.::: -to p.s.p fo~ zPNb ~ /)r, c:: -lo rtf -itb~'"tl--l.E: £)(ff.Rto"-(1.H,(;-,'\~ .. J.-A.JA~~ u"'e. ~~-:. Ls8{~'2.-t5f --ft>,:t ~ w-,e:R.teR ~H~~ l,JA U.. <, U-~~ ~: f;2... bl P$F _ ""Tt-l6 N~&-A-11-vi-w irJJ> f o~es e.. -o-te ve~.,..t<-Al-f->Rc.re U\\'.>N of-~l-~b l&Nl'J2.~l), foR T'A6 tl.J o £-rpp..':1 f'A~, ~ ~LJ>{,-• [<;,~ Tf-tE:, t>&~oR SH.eA-R... WALL-~ . I ~~-?-::::: ~>t Llc·Cf~=-9_s-t1f %ut~ ~~ lf ~ !~·~µ:: ~~ I:!.£: ~ w;,~~ $~-fr~ 1'-,At..-~-: (-; ~J-vvf = L~-~ _1~~151. -= ~? p1:f ~Ur}~~-=~ 5(/.;_,-{?1 := f~ ptf:- w' \.o' , SUN Structural Engineering, Inc. ENGINEERING Consulting Structural Engineers frR ~1'&~v~ . $\:\i¾AA wA i...t., 4. ,tf --p~ = ~ i-s,;-z_.-:=. <'. °t,4; )'r'.4 , . ,-v/%t~--;;; ~x Lfo,11-.:.. l~ f1..f ~~AtNFlfi!• ~ ~Jc l~ ~q';2.:::r: fl~ f1f Hagey Residence Date: 10/2008 By: M.Alula Sht-~ ~ 1===1-:\i~ ....._____.I !f o~ ~~-~A~ W~U-$ £ fY\AtN PLc-lf.. ~ w,w-eP-. fLc-z:>" Lf\J£L '2:>1--ceAR__ f'p..c.E~ AR.£ (,oM,p,-A~G~ cf·o:R. eA-ci-\ StteA~ l...bJe ~ ~e't ~ -Pot.{...O'W·w6-f>AG---e, f·r.:R. u t..{..,v I w ) JV 11' ENGINEERING SUN Structural Engineering, Inc. Consulting Structural Engineers Hagey Residence Date: 10/2008 no. By: M.Alula Sht-K /_ i;'f:E; f· b" 0 f OlU'2rlNl C.Aru....-, '9>1-fE.Atf< Lt,v8-&CJJ--S. f>/A..~t;._1'trrA,f)-:-,fttA-W Ff.J,Of:... ~ 1 'l£ {~ 't'~~ l~9 tl..{,t../; /:?, + 'Ltc,_ ~t?, X ~4 ~ /\C/Ob ¼ ~ . ~ . ~~ ~·i,.t~ . ~!¥~ ,, . • "" ~ S,l$M t<... 6-ovr:l.N5>1 SGG f>, , u fJf t)?..t(}(AfA L (..IH .. .c... • ~HEAA. LlNt -£ {__tv-S D1R...e<....1tvN) l~l+.•AJ -ftR' 5 frlt:AR.. u NB-F (N-sh1_~e:<--Tt ~f\/J -t11A-cl\J f~ \/.,,,\N"J)~ 1Z:' ,< I '2,<; + 1~_ <= \ '/ \",-L~ ~/Ir, u~--r~ l-l:VE-L.. ENGINEERING .~ • ~1 SUN'''structural Engineering, Inc. Consulting Structural Engineers . •, ', : •. ·. · ·. -Hagey Residence Date: 10/2008 n l O By: M.Alula Sht-I' fJ<.o M Vf>f'T:R Lev€: l, .,. t p -~ ~~ ~~~ C.. ~'Ve~ 'f)'i tR wi ·NJ) 5f;E ~. bri-of ~ \Gw·!NAL (A,tc.... , ~, S H.,t:A-(.l... LlNG-H (, E-W bft-Bl..-7(b1\.(J -M.,f\1.,N fLc-1>~ ').,\ I I' '.>. .,, V w t'Vb-:.. --:s::. X I ~ ct. 4-J.~ x_q,('~ ~y ~ "l.:;;.q k:· Lf;, ~ ~NJUN~I; ~l?J(?;(.. go SaY'\tl.-G--oveMS <;,gG r''-61-ttof<.\G-··lflJ'ltLCA-L-t• ~\-\,~ L \No-~ LN-!:,J>1rtec:rJoN)-Jp""-lt:~F-~~ (~~M01 W6\t,t.{) I V Wir{D-=~ .)( l q_q 4-~ y lt~ ~ i'i,~1) L'5 ~ ~Uf>f<;R \ L"E--Vt!:.L.- ENGINEERING SUN structural Engineering, Inc. Consulting Structural Engineers Hagey Residence · Date: 10/2008 By: M.Alula Sht-{<. J l Wtl\J!:) C...VbR.NS t)VG~ $ElSMt(.,-.St.E.P, 6'! af ·-pi~~NAL Y+t.{.,, L ,; N'(,.. -r 1rt. op -5,H,(:' Al\ v A lv~ =-'?_/ + t-!. ~ ' 4,, v~ ~,i~ ~ ~ .Plf \.,,t~f S. H.M,~ WA t.-t.. 7Y.·f>s S3/7 -JAL~-:. t($l> ·~Lf 1-, >G ~1M-~~w fH....!)2-. fl>~ ~~~<?WN -~Y tN1rec-r1e,.,J Vw("'D ::.~" 12>":>t-*-x 5:}-<l°\-:: 6~µ, ~ F~1tm~ .1.-f'l&L- /o SFt71l-1tC ~Vf:P-N> O\'t~ Wit.ft)-<.>'E& f, 6<-( of TTtE O~.JG-fN/tL ~I\U..• ~\-lEI\~ L\,No.-'l~-2--3· (E-::W .t>t~6Crlo1\/J l-~~ ':~Gt, f:km& vt.,JiN.b ~ ~i't'} 1= ~ -;:;\ b-Db"l_ W) ·"·--·· rP-fn'A f.t.tw~ ;4'8M€> ;" ?12:Jt,M,«..,. C-.:,Vi?:.RIJ'J '[>110.~ W·tNl> --L;6t p, eS of D;;?.LfrtWAL. Cfit.l!~ . 0\½~ t.;\f\Jb"&)it@) l'b-W J:)1~CC.7ft,f)N) k-w~R L.ed3L.~t V w W!) = ~ ~ }), + '2.c-i-1, -:: 4lcJ,> L!:, 0 ()" 5cL)-tviLL-~1:;~ ~eA.. W/1\t.b -YEi ~ b~ of c&G1r1AL-CA·c.v ENGINEERING . SUN Structural Engineering, Inc. Cons~lting Structural Engineers t:HecJc.. DVt'R7uR.N!AJ6-~G1\vt1\U- · Hagey Residence Date: 07 /2008 By: M.Alula Sht-!~){"2..... · D if· M · :::-. 3-1~~ s' ~: 1 :d~:~~1 fT-4!> R·M· °'" lo•~ -b•('J ,0•21>3)l( ~ll'.fi,:,,~~ ~ fT-~ 1;,~Lh -""1_"JQ8·· -£1 R -= ,.. ·0 ~~ -.. ~ · ---:::attt'l? LB k£151 USG1M~~uN f-:>1--0:>~ f-DR HOL~bllJN ~ fHO,A~ L tN b -® (11/-S })_lf<&gw u) -I s-r F ~ SK£ '\R 'WA u.. ENGINEERiNG · SUN Structural Engineering, Inc. Consulting Structural Engin_eers Hagey Residence Date: 07 /2008 By: M.AJula Sht-{~.J?::, :,H'GAR L~N_!-@ (N->, Plf<..ec.Ttotv )-r.;~/v\€N.f ,;ttE~WALL tr -=-:s:s' ... , · -v~ J[_~ll~f l\_:?1 X (ll:L+ L(l..J-:: 302.-9 J.-B> '"1)% 30~ ~ 3~1rh p!f . °t~, . US 6 S HfA~L.JA C..:L. '"7Y~€ w -JAt.-t,cnJ = ~so 'i::f CHEd<--ov£ R,u~N tNG-fot. 9•S:~IV~t..L .o--r.·M · = -;r·,.of-\6~1'-= ;;~¾ ,=r-L.B f<, M 1 = (1)·t-D·l'f-x o ·tao~) x.t1')(8 ~<f~:: ~f>\? f 1-L1B R"' ~r1'l~ -= ~ U;,. 7.. JJSf. 51111.j>l'.oN !'Hb2-f1J~Mflf.J:,(HI\I &.€,> (w-s. PH~ec...T1of\/) ~Avt,.. ' L-==~ v ~ 1-=t;_' x (111.+'-r~ + ~ x 1;,s-0-= 902--; LB, v::: 9022 ::: fu.02-pl-f · It; I . {!..J,-tf:<-kDVG~ ,wR.N·uv&" I O;T't"./4,=: qo').'"3X f! ~ .· ~_25~ fT-L,5 ~ f(,;v,_.::; Lo·t... ._4x P'863) >-'lf 1Y~ !x 4.. ~t-1'01-,-, R ~ '1e, -t.tiJ.'t ::: b s 12 L.S ENGINEERING SUN Structural Engineering, Inc. Consulting Structural Engineers 2091 Las Palmas Dr. Suite D Carlsbad, CA. 9201 f 'rel/Fax: (760)438-1188 Structural Calculations Hagey Residence ENGINEERING LOADING: ROOF SUN Structural Engineering, Inc. · Consulting ~tructural -Engineers Hagey Residence Date: 09/2008 By: M.Alula Sht-2 METAL ROOF---------------------------------------------------------------3.0 PSF 1/2" PLYWOOD------------------------------------------------1.5 PSF 2x4@ 16" O:C. -------. -----------------------------------------------------1.5 PSF 1/2'' PLYWOOD-------------------------------------------------------------1.5 PSF 2x12@ 16" O.C. ---------------------~----------------------------3.5 PSF IN"SULATION -----------------------------------------------------------------1.0 PSF GYP. BOARD ----------------------------------------------------2.5 PSF MECHANICAL & MISC. -------------------------------------------2.5 PSF FLOOR D.L.= 17.0 PSF L.L.= 20.0 PSF FLOORIN'G -------------------------------------------------------------------5.0 PSF 1-1/2" LIGHT WEIGHT CONC. -------------------------------------------15. 0 PSF 3/4" PLYWOOD----------------·---------------------------------------2.0 PSF Til JOIST@ 16" O.C. --------------------------------------------------4.0 PSF IN"SULATION ---------------------------------------------------------------1. 0 PSF GYP. BOARD --------·----------------·----------------------------2.5 PSF MECHANICAL & MISC. ----.--------------""--------2.5 PSF DECK D.L.= 32.0 PSF L.L.= 40.0 PSF TILE & MORTAR---------------------------------------------------------20.0 PSF 1-1/2" LIGHT WEIGHT CONC.------------------------------------------15.0 PSF 3/4''PLYWOOD -------------------------------------------------------------2.0 PSF Til JOIST@ 16" O.C, ----------------------------------------~---------4.0 PSF IN"SULATION ---------------------------------------------------------------1. 0 PSF GYP. BOARD --------------. ------------------------------.------------------2.5 PSF MECHANICAL & MISC. -----------""--------------------------------2.5 PSF · D.L.= 47.0 PSF L.L.= 60.0 PSF • • Surl Structural Engineering 2525 PioPico Dr.Suite#102 Carlsb~d. CA. 92008 Description : RR-1 Title : Hagey Residence Dsgnr: C.Sun Job# ProjectDesc.: Project Notes : Printea: 17 JUL2008 Material Properties Calculations per !BC '2006, CBC 2001, 2005 NDS -----~~~-----~----~------' --------·-----·--·--··---···------------·-----·--· ---·--------· ·-. ____ ,, Analysis.Method : Allowable Stress Design Load Combination 2006 IBC & ASCE 7-05 Fb -Compr 1,000.0 psi E: Modulus of Elasticity Fb-Tension 1,000.0psi Ebend-xx 1,700.0ksi Fe-Prll 1,500.0 psi Eminbend -xx 620.0ksi Fe-Perp 625.0 psi Fv 180.0 psi Ft 675.0psi : Beam is Fully Braced against lateral-torsion buckling Wood Species : Douglas Fir -Larch Wood Grade : No.1 Beam Bracing Density 32.210pcf 2x12 21.0ft .:·-:fApp)'{~~lJ;:~~~$2:~t:<~,~~~'.L/>lh~:;, __ ~': · ~~~-.: :; ; ; :< ;;;;/;~-~ _ _______ _____ _ ~.'.:~i::~ _loa~:_~~ter:~---~~~~!-~9!.o_~-~il! -~e ~~~:~ '.?.r ca1.~u!ati9~~: .. Load for Span Number 1 Uniform Load : D = 0.0230, Lr= 0.0270 k/ft, Tributary Width = 1.0 ft :;::;~~tq~~S.,.Vli'MAf1f Ji: ii~;i'_.;·-:::.;;,'.-,:;:.; ., ._:.t,.~;_:;,;-~;:\:i'.'.. . . . ,Maximum Bending Stress Ratio = • 0.727. 1 Section used for this span 2x12 fb: Actual = 1,045.29psi FB : Allowable = 1,437.50psi Load Combination +D+Lr+H Location of maximum on span = 10.570ft Span # where maximum occurs = Span-# 1 -Maximum Deflection Max Downward Live Load Deflection"= 0.395 in Max Upward Live Load Deflection = 0.000 in. · Live Load Deflection Ratio = 638 Max Downward Total Deflection = 0.731 in Max Upward Total Deflection = 0.000 in Total Deflection Ratio ::::: 344 Maximum Shear Stress Ratio Section used for this span fv: Actual Fv : Allowable Load Combination Location of maximum on span Span # where maximum occurs Support Reactions (kips) D L+Lr Support#1 0.24 0.28 Support#2 0.24 0.28 = = = s w 0.191 : 1 2x12 42.91' psi 225.00 psi +D+Lr+H 0.000ft Span# 1 E H . summaiy-oH,ioment Values ____ . . ..... -------------_·-_suininaiyot sliear i.iaiues_. Mactual lb-design Fb-allow Vactual fv-design Fv-allow Overall MAXimum Envelope --· --··· ···------··------------------· -··------·-·· -... -- Length = 21.0 ft 1 0.909 0.238 2.76 1,045.29 1, 150;00 0.48 42.91 180.00 +D Length=21.0ft 1 o.418 0.110 1.27 480.83 1,150.00 0.22 19.74 180.00 +D+L+H . Length= 21.0 ft 1 0.418 0.1-10 1.27 480.83 1,150.00 0.22 19.74 180.00 +D+Lr+H Length= 21.0 ft 0.727 0.191 2.76 1,045.29 1.437.50 0.48 42.91 225.00 -rD+0.750Lr+0.750L +H Length=21.0ft 1 0.629 0.165 2.38 904.17 1.437.50 0.42 37.12 225.0G " Sun Structural Engineering 2525 Pio Pico Dr. Suite#102 Carlsbad, CA. 92008 Description : RR-1 ·_\Oveiai12Ml#iiii4m/Qeffie~i.Qn.~·.: :UntaotQfe~:io,qs? //: .: ,, . {, · .. \' Load Combination Span Max."-" Def! Location in Span Title : Hagey Residence Dsgnr: C.Sun Project Desc.: Project Notes : Load Combination Job# Printec: 17 JUL 2008 ----------· ------·· Max. "+" Def! Location in Span D+Lr+L 1 0.7309 10.570 -----------·-·------·------0.0000 ·-0.000 .. ~::.M~xifil'µAfDef!e6tic1os\f~t;~o~d-:combiiia~i~n$'':c·!Ji)(a~:l.ioa$::·~3; ______ _ ----------~-·---.. --------Load Combination Span Max. Downward Dell Location in·Span Max. Upward Def! Location in Span ooii1y 1 o.3362 10.s70=-----------c-o.=oo"'"oo,,.------o.ooo -------·· Lr+L Only 1 0.3947 10.570 0.0000 0.000 D+Lr+L 1 0.7309 10.570 0.0000 0.000 ,:;;Jt1~x)inum.!i¢~~tiqn~-~~!J.nfa·ctor¢d. : ,, -.. -... •7'.. ,_; :. :.).-·::: :·:~ . -----------·-· -----------------·-· .. ----·-.. ------· -------... . Load Combination Overall MAXimum Overall MAXimum DOnly DOnly Lr+L Only Lr+L Only D +Lr+L D+Lr·+L Support Support 1, (D + Lr +L) Support 2, (D +Lr+ L) Support 1 Support~ Support 1 Support 2 '··. Support 1 Support2 Vertical Reaction 0.525. 0.525 0.242 0.242 0.284 0.284 0.525 0.525 < Suril Structural Engineering 2525 Pio Pico Dr. Suite#102 Carlsbad, CA. 92008 · Description : RB-1 Title : Hagey Residence Dsgnr: C.Sun Project Desc.: Project Notes : Job# Pnnted: 17 JUL 2008 _M_at_e_r_ia_l_P_r_o~p_e_rt_ie_s ______________ .. _____ _ _ ____ Calculations PE:_r IBC 2006, CBC ~~~7, 2o~s __ ~os . Analysis Method: Allowable Stress Design Fb-Compr 1,000.0 psi E: Modulus of Elasticity Load Combination 2006 IBC & ASCE 7-05 Fb-Tension 1,000.0 psi Ebend-xx 1,700.0ksi Fe-Prll 1,500.0 psi Eminbend -xx 620.0ksi .Wood Species : Douglas Fir -Larch Fe -Perp . 625.0 psi Wood Grade : No.1 Fv 180.0 psi · Ft 675.0 psi Density 32.210pcf Beam Bracing : Beam is Fully Braced against lateral4orsion buckling 15.0 ft ~·~J~'ppJ1est~~~~ ~.~k>~"-:/: ;::~~3::,;./ .)~--::>. >:·· :_:· .. : .::?' ::·; Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 Va!'YinQ Uniform Load : D(S,E) = 0.0->0.0610, Lr(S,E) = 0.0->0.0720 klft, Extent= 0.0 -» 15.0 ft, Tributary Width= 1.0 ft .,-:·/,:1cC::1·G"fi,(s'•'iil~AM.'' r'il'DY;_-~,-,_.::,,·:-:•::.-" :·:.,-:.i . • ~-: .. .>"-:.:, ~' ..... ~~~!.·.~~J,{-;;);Y'J,'.{I; .~-~-~:r..~,~i'·~·w .... ,_....,.,.:.....,~,.:-"{,...-".,..'>' ,,~..-.w,,..,...,, .... · Maximum Bending Stress Ratio = 0.40S 1 Section used for this span 6x8 fb: Actual = 505.86psi FB : Allowable = 1,250.00psi Load Combination +D+Lr+H Location of maximum on span = 8.557ft Span # where maximum occurs Span # 1 iMaximum Deflection Max Downward Live Load Deflection = Max Upward Live Load Deflection = Live L9ad Deflection Ratio = Max Downward Total Deflection Max Upward Total Deflection Total Deflection Ratio = = Q.126 in 0.000 in 1425 0.265 in 0.000 in 678 :it:Maihx@n'·f ort:~~Jf :$tr~~,$.es:f~rt~>'.ifd::¢9nipi,l'i,~\i~oi:- Maximum Shear Stress Ratio Sectibn used for this span fv: Actual Fv : Allowable Load Combination Location of maximum on span Span # where maximum occurs Support Reactions ( kips ) Supp9rt#1 Support#2 D L+Lr 0.22 0.18 0.37 0.36 s = 0.105: 1 6x8 = 23.63 psi = 225.00 psi +D+Lr+H = 14.396ft = Span# 1 w E H Load Combination · Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mactual fb-design Fb-allow Vactual fv-design Fv-allow Overall MAXimum Envelope Length = 15.0 ft +D Length = 15.0 ft +D-+L+H Length= 15.0 ft +0-+Lr+H Length= 15.0,ft +0+0.750Lr+0.750L +H 0.506 0.131 . 0,264 0,067 0.264 0.067 0,405 0.105 --·····------------· ------··-·-----------------· ---·---. -- 2.17 505.86 1,000.00 0.65 23.63 180.00 1.14 264.15 1,000.00 0.33 12.09 180.00 1.14 264.15 1,000.00 0.33 12.09 180.00 2.17 505.86 1,250.00 0.65 23.63 225.00 {_ Sup Structural Engineering 2525 Pio Pico Dr. Suite#102 Carlsbad, CA. 92008 Description : RB-1 Title : Hagey Residence Dsgnr: C.Sun Project Desc.: Project Notes : Job# s \-C(-6 Printed: 17 JlJl. 2008 Load Combination Max Stress Ratios Summary of Moment Val~e~---___ S_u~~ary of Shear_valu_~~-------- Segment Length Span# M _ V Mactual. fb--design Fb-allow Vactual fv-design Fv-allow Ten-g-th-=-15-.0-ft~-~_--~1---0-.3-5_6 ___ 0_-09_2 _____ 1.01 445.4T--1-,2-so-.o·-o----o.-57 ___ 20.75 ___ 225.00 ·_;\•l;!veriiffM~i1ii(4m;ti>_~trj_ctJ~~~:.unf~~or~d: µ;pa_Q!!-·: ? . .--... ' ::: :-:: ::,-.; -------------Load Combination Span Max. "-" Deft Location in Span Load Combination Max. "-t!' Deft o.oooo" D +Lr+ L 1 0.2654 7.852 _,;,M_~iim1tm-.Q~!e~Jpn~Jp.r;L9ijd Cqin_birtlitio_ns-_~;_ufft~ci:9~i.fL;9aa:~~----- Load Combination Span Max. Downward Deft Location in Span ----., Max. Upward Deft Location in Span Location in Span . 0.000 __ _ -bOnly 1 0.1392 7.752 .. ---0.60~00~--·--c-o.-=-coo=o--· · ------------ Lr+L Only 1 0.1262 7.852 D+Lr+L 1 0.2654 7.852 ;~M~11mui:ifRea"t:tions:~·-unfactored· .. ·: . -:,:, -.. :.~,_-_;_ /:;,\::(/'. M:·-.? _ ---~~-'---1::.:'-X..,'"' '"'' ---~_·' ~ ... ,-~--''-''"'--''--''-'--'-'·· ___ , -~ Load Combination Overall MAXimum Overall MAXimum DOnly DOnly Lr+LOnly Lr+L Only D+Lr+L D +Lr+L Support Support1, (D+Lr+L) Support 2, (D +Lr+ L) Support 1 Support2 Support 1 Support2 Support 1 Support2 t,~,t~.~? D hv\.~r:: D Vertical Reaction ·0.402 0.734 0.222 0.374 0.180 0.360 0.402 0.734 0.0000 0.000 0.0000 0.000 < Title 18lock Line 1 You can changes this .area using the "Settings• menu item and then using the • Printing & Title Block' selection. T Block Line 6 ·,a;~~*~ttr~~ls.fi!'.~'f ;;~':1/;·;1~~;~:~~:.~'.\:·:~~ :. , ··· · · Description : RB-2 Material Properties Analysis Method : Allowable Stress Design Load Combination 2006 IBC & ASCE 7-05 Wood Species : Douglas Fir -Larch Wood Grade : No.1 Title : Hagey Residence Job# Dsgnr: C.Sun Project Desc.: Project Notes : Fb-Compr Fb-Tension Fe-Prll Fe-Perp Fv Ft Calculations per IBC 2006, CBC 2007, 2005 NOS 1,000.0 psi E: Modulus of Elasticity 1,000.0psi Ebend-xx 1,700.0ksi 1,500.0psi Eminbend-xx 620.0ksi 625.0psi 180.0psi Beam Bracing : Beam is Fully Braced against lateral-torsion buckling 675.0 psi Density 32.210pcf 11.50ft Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load : D = 0.1790, Lr= 0210 k/ft, Tributary Width = 1.0 ft :;~'JJ:>J.flJN~UMMA~.-:--,~.,.--~.::.-::.:~-~~"~~L}.:s'. \':~:~--~~:·, ;Maximum Bending Stress Ratio = 0.769: 1 l Section used for this span 6x10 fb: Actual = 960.76psi FB: Allowable = 1,250.00psi Load Combination +D+Lr+H Location of maximum on span · = 5.711 ft J Span # where maximum occurs = Span # 1 ; Maximum Deflection i · Max Downward Live Load Deflection = ! Max Upward Live Load Deflection = Live Load Deflection Ratio = 0.125 in 0.000 in 1103 Max Downward Total Deflection = 0.239 in Max Upward Total Deflection = 0.000 in Total Deflection Ratio = 578 Load Combination Max Stress Ratios Maximum Shear Stress Ratio Section used for this span fv: Actual Fv : Allowable Load Combination Location of-maximum on span Span # where maximum occurs . Summary of Moment Values Segment Length Span # M V Mactual fb-design Fb-allow Overall MAXimum Envelope Length=11.50ft 1 0:961 0.318 6.62 960.76 1,000.00 +D Length=11.50ft 1 0.457 0.151 3.15 457.23 1,000.00 +!:l-tL+H Length= 11.50 ft 0.457 0.151 3.15 457.23 1,000.00 +D+Lr+H Length = 11.50 ft 1 0.769 0.255 6.62 960.76 1,250.00 +Q+0.750Lr+0.750L+H ~ength = 11.50 ft 0.668 0.221 5.76 834.88 1,250.00 -~~1blerari:M~im,.f ·';aeirectio,fi'.;lGJ1fta&orEii:i£oaas/~J-::t•:r:,:;-· ~:: ·..?;; h , .... ,,.,,,,,.,..,,._, ,,_,,.-~,-~ .... IDt.,..,_,, ,,.,,,, ,,, .. ,.,w,·--, "-~ , ,._.,,;.,• ..... .J,~,.,!., .• :-•• ,,, Load Combination Span Max.·-· Deft l:ocation in Span Load Combination D +Lr+ L 1 0.2386 5.789 = = = Vactual 1.99 0.95 0.95 1.99 1.73 0.255: 1 6x10 57.26 psi 225.00 psi +D+Lr+H 0.000 ft Span# 1 Summary of Shear Values fv-design Fv-allow 57.26 180.00 27.25 180.00 27.25 180.00 57.26 225.00 49.76 225.00 Max. "+" Deft Location in Span 0.0000 0.000 < Title 'Block Line 1 You can changes this area using the "Settings' menu item and then using the 'Pnnting & Title Block' selection. Title Block Line 6 Description : RB-2 Load Combination Span Max. Downward Deft D Only 1 0.1135 Lr Only 1 0.1250 Lr-+L Only 1 0.1250 D +Lr.+L · 1 0.2386 71~'1{""""-'•-~ ""~ '«--,~~' "'~ -,. ,,..,,,~~?{~"'\-·..,_ "'",(,.' ~ '?Y ..,., ._,,.. •• --"'W'.--, ,.J'l:#zi.-,. .,,....,._,,,...,,,,-....,.,.~,,.. ,-.~ ,~~)M~,m-~tllbV,~HlP~f FffMtiPfft". ;011ta~9r,~_,f ~0 : ::"·t'" .': :>';: Load Combination Support 1 Support 2 Overall MAXimum 2.304 2.304 · D Only 1.096 1.096 Lr Only 1.208 1.208 Lr-+L Only 1.208 1.208' D +Lr+ L 2.304 2.304 Title : Hagey Residence Dsgnr: C.Sun Project Desc.: Project Notes : .. Location.in Span Max. Upward Deft· 5.789 5.789 5.789 5.789 Support notation : Far left is #1 0.0000 0.0000 0.0000 0.0000 Job# Printed: 11 SEP 2008, 9:09AM Location in Span 0.000 0.000 0.000 0.000 Su1,1 Structural Engineering 2525 PioPico Dr. Suite#102 Carlsbad, CA. 92008 Description: FB-1 Title : Hagey Residence Job# Dsgnr: C.Sun ProjectDesc.: Project Notes : Printeo: 17 JUL 20C8 Material Properties ---·· .... ·----· .. -·-·-·---,.,,, _____ , ......... Calculations per !BC 2006, CBC 2007,_2005 NDS Analysis Method : Allowable Stress Design Load Combinaiion 2006 IBC & ASCE 7-05 Wood Species ·: Truss Joist Wood Grade : Parallam 2.0E Fb -Compr Fb-Tension Fe -Prll. Fe-Perp Fv Ft 2,900.0 psi E: Modulus of Elasticity 2,900.0psi Ebend-xx 2,000.0ksi 1,600.0 psi Eminbend -xx ksi 650.0psi 290.0psi Beam Bracing : Beam is Fully Braced against lateral-torsion buckling 1,000.0psi Density 34.150pcf :'i~A'fipJf~41f&aa1t}t;<'.\<·;::: ,·_:<.,: '· .. :_· ·> / :.'.<\: ·,, Beam -self weight calculated and added to loads Load for Spi,m Number 1 5.25x11.875 20.0 ft Service loads entered. Load Factors will be applied for calculations. Uniform Load: D = 0.2260, Lr= 0.190 k/ft, Extent= 3.50--» 20.0 ft, Tributary Width= 1.0 ft Point Load : D = 0.7890,. Lr= 0.1160, L = 0.7 430 k (m 16.0 ft ·,::__~gs/@lil!.$'JJMMJR't.'.-·;":: ... :;,:._·~~it ·<--· ::.:_ .:":---.. ____ ;·.:t.:::~: . :Maximum Bending Stress Ratio = 0.598 1 Section used for this span 5.25x11.875 fb: Actual = 2,157.62psi FB: Allowable = 3,625.00psi Load Combination +D+Lr+H Location of maximum on span = 10.738ft Span# where maximum.occurs = Span# 1 iMaximum Deflection Max Downward Live Load Deflection = Max Upward Live Load Deflection = Live Load Deflection Ratio = Max Downward Total Deflection Max Upward Total Deflection Total Deflection Ratio = 0.535 in 0.000 in 448 1.182 in 0.000 in 203 .. 'M~xim~in,Fo'tcef&:&ressesiorfoad combi)iaticiris· · Maximum Shear Stress Ratio Section used for this span fv: Actuc1I Fv : Allowable Load Combination Location of maximum on span Span #where maximum occurs Support Reactions ( kips ) Support#1 Support#2 D L+Lr 1.84 1.46 2.97 2.53 = = = = = s 0.299: 1 5.25x11.875 108.43 psi 362.50 RSi +D+0.750Lr+0.750L +H 19.060 ft Span# 1 w E H L.o~d c~~b;;;atio~ ·: . "" ·, .. " .... ". M~x-Stress R~;s· .. __ _ ____ Summary of Moment Values_______ __ __ ___ Summary of Shear Values ....... Segment Length Span # M V Overall MAXimum Envelope Length = 20.0 ft +D Length = 20.0 ft +D+L+H Length= 20.0.ft .+D+Lr+H Length = 20.0 ft .. -------·-· -----· ·-· ---- 1 0.744 0.374· 1 0'.437 0.228 1 0.493 0.277 0.595 0.299 --------Mactual lb-design Fb-allow Vactual fv-design Fv-allow -··--··· --------·-------. ------- 22.19 2,157.62 2,900.00 4.51 108.43 290.00 13.03 1,267.38 2,900.00 2.74 66.01 290.00 14.70 1,430.02 2,900.00 3.34 80.31 290.00 22.19 2,157.62 3,625.00 4.50 108.26 362.50 1. Sun Structural Engineering 2525 Pio Pico Dr. Suite#102 Carlsbad, CA. 92008 Descript,ion : Load Combination -~ax Stre_~s-~~~~- Segrilent Length Span # M V +D-!{}.750Lr-!{}.750l:.+H -----------·-·- Title : Hagey Residence Dsgm: C.Sun Project Desc.: Project Notes : Summary ofcMoment Values Mactual lb-design Fb-allow Job# SUT-tD Pnnteo. 17 JUL 20C8 . ___ Summary of Shear Values-···· _ Vactual fv-design Fv-allow Length = 20.0 ft 1 0.566 0.299 21.11 2,053.04 3,625.00 4.51 108.43 362.50 ) ·:0veralJJ~§XJ!JJY1!1'.Peif ¢.c~l~>ns .• _ u:rit~ctocea l:.Qads /~>. :~ · :-: . -.;: . :-.. . ____ _ __ .... Load Combination Span Max. •.• Deft Location in Span Load Combination Max. "+" Deft Location in Span D +Lr+ L 1 1.1819 10.336 -----., ___ ,, 0.0000"-· -0.000·-- -~M~iim'um,rt~!l~ctfon'ffpr Loacf~o~biti@fipns' ,-, l)of(tt:9r_!£{"'Lp,'~g~: ;:;-; ---··-·· - Load Combination Span Max. Downward Defl Location in Span Max. Upward Defl Location in Span D Only 1 0.6468 10.336 ------~ ---·-· --0.0000-·----· 0.000 -·---- Lr+LOnly 1 0.5351 10.336 0.0000 0.000 D+Lr+L 1 1.1819 10.336 0.0000 0.000 .,jMfax!!!Ll(nf~jaction5::Yn1actpret;I ~:. . '·. ~ . . .. ::· -i> .-; .:.:rL ... Load Combination Support Vertical Reaction Overall MAXimum Support 1, (D +Lr+ L) 3.309 Overall MAXimum Support 2, (D +Lr+ L) 5.499 D Only Support 1 1.844 D Only Support 2 2.970 Lr+L Only Support 1 1.465 Lr+L Only Support 2 2.529 D +Lr+ L Support 1 3.309 D +Lr+ L Support 2 5.499 I I L=3'5 -~ ! I . I qi,S x \~,~ v--... ~ ...,. ~·~ ._ 1/' l t2. -.. "'-e.,t;""--1~!.-1,..,,' --, JI I • 2 £,.. ,o·$· ---.---- Sur,i Structural Engineering 2525 Pio Pico Dr. Suite#102 Carlsbad, CA. 92008 Title : Hagey Residence Dsgnr: C.Sun Job# Project Desc.: Project Notes : Printed: 17 JUL 2008 Description : · HD-1 Material Properties Calculations per !BC 2006, CBC 2007, 2005 NOS Analysis Method : Allowable Stress De~gn Load Combination 2006 IBC & ASCE 7-05 Wood Species. : Truss Joist Wood Grade : Parallam 2.0E Fb-Compr Fb-Tension Fe-Prll Fe-Perp Fv fl Beam Bracing : Beam is Fully Braced against lateral-torsion buckling 5.25x14.0 16.50 ft 2,900.0 psi E: Modulus of Elasticity 2,900.0 psi Ebend-xx 2,000.0ksi 1,600.0 psi Eminbend -xx ksi 650.0psi 290.0psi 1,000.0psi Density 34.150pcf Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load: D = 0.4280, L = 0.410 k/ft, Extent= 0.0-» 14.0 ft, Tributary Width= 1.0ft Uniform Load : D = 0.4290, Lr= 0.1040, L = 0.320 k/fl, Extent= 14.0 -» 16.50 ft, Tributary Width = 1.0 ft Point Load : D = 1.8440, L = 1.4650 k ~ 14.0 ft · · ~ .':f5.c6fc§UcsfiMitf.Ao'f·~-.-..-.-; ,.~ i< :'i .:· \,. _;: ,-··: . : . ·.-·:~ .. ·, -~,.: >' ::,, :f::9-.,""~,~-,:,..,:~-{\, >,':l',.,,;,t:J~.,,-~)f:"».-'"':::'';" -... -.... ~l'";;t"'-:-"·"'"":""•··~·.-?-''" y~,:~~·-;.·:~ -·-· ·Maximum Bending Stress Ratio = 0.802 1 Section used for this span 5.25x14.0 fb : Actual = 2,326.18 psi FB: Allowable = 2,900.00psi Load Combination Location of maximum on span = Span # where.maximum occurs = 'Maximum Deflection Max Downward ·Live. Load Deflection = Max Upward Live Load Deflection = Live Load Deflection Ratio = Max Downward Total Deflection = Max Upward Total Deflection = Total Defl13ction Ratio = +D+L+H 8.859ft Span# 1 0.332 iri 0.000 in 595 0.701 in 0.000 in 282 Maximum Shear Stress Ratio Section used for this span fv: Actual Fv : Allowable Load Combination Location of maximum on span Span # where maximum occurs Support Reactions ( kips ) Support#1 Support#2 D L+Lr ·3.95 3.61 5.24 4.66 = 0.620: 1 5.25x14.0 = 179.81 psi = 290.00 psi +D+L+H = 15.393ft = Span# 1 s w E H ::;:~N~i~mU:m:·~or~A~;~§t~@~~~~,t9li ~9a~rn0A*Jqp~-: . __ --· _____ . __ ...... __ ____ _ ____________ .... __ .... _________ . -----.. ______ _ ____ . Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values . Segment Length Span# M V -·Mactuai_ .. _ ~esign ___ _!_~~}~~---·---~~~-~~~1. -_____ fv_~~~ ~-: F~l\~w Overall MAXimum Envelope Length== 16.50 ft 1 0:802 0.620 33.24 2,326.18 2,900.00 8.81 179.81 290.00 +D. Length= 16.50 ft 1 0'.424 0.334 17.55 1,228.18 2,900.00 4.75 96.88 290.DD +D+L+H Length= 16.50 ft 1 0.802 0.620 33.24 2,326.18 2,900.00 8.81 179.81 290.00 +D+Lr+H Sun Structural Engfneering 2525 Pio Pico Dr. Suite#102 Carlsbad, CA. 92008 Title : Hagey Residence Dsgnr: C.Sun Project Desc.: Project Notes : t~~~~i~~~~~~~~~{~nk:~~~~~~'.~f~1~;~~;-:::~~-:~~:~v~~;~i~,i~G.~:~~~~t£,:~:~:~;,~-~,3::#~i~~;211: .. , ... , . Description : HD-1 Load Combination Max Stress Ratios Summary of Moment Values S_egment Length Span # M V Mactlial .fb-design Fb-allow ~--,-,-'-~c-='~----~--~~-~-----~~ Length= 16.50 ft 1 0.428 0.343 17.73 1,240.42 2,900.00 +D+0.750Lr+0.750L +H Length".' 16.50ft 1 0.711 0.555 29.45 2,060.84 2,900.00 Job# £\--H-\2 Printed: 17 JUL 2008 Summary of Shear Values Vactual fv-design Fv-allow 4.87 99.44 290.00 7.89 160.99 290.00 ·:,~ ;0~¢~Wtf ¥.iniurr.f t>~t1.~.,~tl~rl~: -~_:unt~~Qr~g;i:;!>'~ds:~. ,;t :>: · . · · ·: :_;~ ~-----------------------------Load Combination Span Max. " -" Defl location in Span Load Combination Max. "+" Defl Location in Span D +Lr+L 1 , 0.7005 8.416 0.0000 -0.000 -,\ 1M~~rm\iiit.:o~'f!~ct16b~ff p1f~9a~~: c·1>m1>~o~tion• . ~\lf ~fattore~ :~2i~~-:. 3 ;;; _ Load Combination · · Span Max. Downward Deft location in Span___ --M-ax-. -Up_w_a_r_d D-e-fl--Lo-c-ati-on-in_S_p-an ____________ _ o Only 1 o.3681 8.416 ________ 0_0-o~oo _____ o_·o~o-o ____ _ Lr+L Only 1 0.3324 8.416 0.0000 0.000 D+Lr+L 1 0.7005 8.416 0.0000 0.000 ?.:feaxiroiiro°!"R[~~i<iosJtJ.nf~~tor.~~--: ·. · ·_:_:' .· ;:-. ·_: _ • --: .. : :;:-:_:: :::-:. ·· Load Combi(lation Support Vertical Reactio_n Overall MAXinium Overall MAXimum DOnly Support 1, (D +Lr+L) Support 2, (D + Lr + L) Support 1 7.562 9.900 3.954 5.242 3.607 4.658 7.562 9.900 DOnly Lr+LOnly Lr+LOnly D +Lr+.L D+Lr+L Support2 Support 1 Support2 Support 1 Support2 PAR, \AL LL"' \~0-\Vv\ L.~ .1§1$ d \_-:::: 0 1 -t1.' • f j ,a' ~1\ 1-v !!i_ ! -t--~?( ~'-~ l-fi-£ f L:C. Wd)l..--:: '-'l.J ~ V ~1--o-5 '"'2---\ wJD c .!s!. x 32. -t "'l-. . I I W, -::. l 5,t; A()b +-ff--;::_.L{ t_L.!;....t L-1:...;.J't"-----Lt-. ""l-11>~s' WL,t,~ ~ x. qo-:e ~~ f::f ~-fouv1 L,ffAA, ,· ~ l~4l!S / ft-\ tu-~ lt.tk5 ~ ) . · f. Sufi Structural Engineering 2525 Pio Pico Dr. Suite#102 Carlsbad, CA. 92008 Title : Hagey Residence Dsgnr: C.Sun Project Desc.: Project Notes : Job# '5)-(,i-t3 Printec: 17 JUL 2JC8 ':~kst~~~r: · ·-: ,:~~!tlQlf~~~-:;~:~.;:r~1fi,~;:;;:J::'.;i~~·-~s·1?:f;:&::r;'~:~~~~;,,i:::~:Jl~~~1P3~~ttfuL~1~~~1~{. ,,., .... Description : FB-2 Material P~opertie~ Analysis Method·: Allowable Stress Design Load·Combination 2006 IBC & ASCE 7-05 . Wood Species : Truss Joist Wood Grade : Parallam 2.0E Fb-Compr Fb-Tensi.on Fc-Prll Fe-Perp Fv Ft Calculations per !BC 2006, CBC 2007, 2005 N[)_S __ 2,900.0 psi E: Modulus of Elasticity 2,900.0 psi Eb~nd-xx 2,000.0ksi 1,600.0 psi Eminbend -xx ksi 650.0_psi 290.0psi Beam Bracing : Beam is Fully Braced against lateral-torsion buckling 1,000.0psi Density _34.150pcf ~~-:l'ifii:ltied.tfid$'7/:~:?::.::/:·~:.:;:?·,'::.:,;. ::.\~_:;_;<,_:: .)t:; Beam self weight calculated and added to loads Load for Span Number 1 5.25x11.875 13.0 ft Service loads entered. Load Factors will be applied for calculations. Uniform Load : 8 = 0.6130, Lr= 0.170, L = 0.390 k/ft, Tributary Width= 1.0 ft :;i?f,~ff/ff i~iiiiMllf:l:,:;;~~~;;~<· :J;:~ . .;,~ .:~ .'i~:~, \;~. :·:~ .... :Maximum Bending Stress Ratio = 0.721: 1 ' Section used for this span 5.25x11.875 fb : Actual ' = 2,090.93psi FB: Allowable = 2,900.00psi Load Combination +D+L +H Location of maximum on-span = 6.456ft Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Live Load Deflection = Max Upward Live Load Deflection = Live Load Deflection Ratio = Max Downward Total Deflection Max Upward. Total Deflection Total Deflection Ratio = = = 0.248 in 0.000 in 628 0.527 in 0.000 in 296 ._,. "'1.J,...~<;s,'t, "',"P ),'' F,>l~~"I'~ ,;~ '•,_, '• .,.,, ~ ">• -=,_, .,._ • • \ ~ •,.. t • •<•,' " "' Maximum Shear Stress Ratio Section used for this span fv: Actual Fv : Allowable Load Combination Location of maximum on span Span# where maximum occurs Support Reactions ( kips ) D L+Lr s . --,,._ --.. --·-... - Support#1 Support#2 4,08 3.64 4.08 3.64 = 0.468: 1 5.25x11.875 = 135.67 psi = 290.00 psi +D+L+H = 12.040ft = Span# 1 w E H 'Z:t\ .. _a.:x.111J!J.ntP:.4tc~~-·~,s.tr~l?Je~J9,r:L.;9~_d .. C~mbJ~-•tiQ\i,~·, Load Combination · Max Stress Ratios . Summary of Mom-en,,.,,\ V.,-,al~ue-s --· -·------~~:-:: S.u'!!_mary of Shear Values Segment Length Span # M V Mactual lb-design Fb-allow Vactual fv-design Fv-allow O-ve-ra711 M;-:A,-;:X.,,-im_u_m-::Ec-'nv-:el,-op_e _____________ _ Length= 13.0 ft 0.742 0.482 +D Length= 13.0 ft 1 0.445 0.289 +D+L+H Length = 13.0 ft 1 0'.721 0.468 +D+Lr+H Length= 13,0 ft 1 0.452 0.293 +D+0.750Lr-+:0.750L +H 22.13 13.26 21.50 16.85 2,152.56 1,289.72 2,090.93 1,638.96 2,900.00 2,900.00 2;900.00 3,625.00 5.81 3.48 5.64 4.42 ----·----·· -·- 139.67 290.00 83.68 290.00 135.67 290.00 106.34 362.50 '1. Sur,1 Structural Engineering 2525 Pio Pico Dr. Suite#102 Carlsbad, CA. 92008 Description : FB-2 Title : Hagey Residence Dsgnr: C.Sun Project Desc.: ProjectNotes: Job# S l-TT-I y Printea: 17 JUL 2008 Load Combination Max StreSl) Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mac(ual fb-design Fb-allow Vactual fv-design Fv-allow ~L-en_g_th-'-=~13~.0~ft------'----~1----0.5-9~4--~0-.3-85----2~2-.13 ___ 2_, 1~5-2.5~6---3-,6-25-.0-0----~5.~81--~139.67 362.50 J~'Ov~raTfoM~fihum{P.~fl~~i~n~>4)~fa~Qte~.LC?~.~$ ~-" '?t:· . · .... ~---·---_,, _________________ _ Load·Combination Span Max.•.• Deft Location in Span LoacJ Combination Max."+' Deft Location in Span D +Lr+ L 1 0,5266 6.544 0.0000 0.000 ,};M~~i.mgnfQ~fl~q(i~d'~.:fqr:,9)t~:,¢9mb.h'.iiitions;/OrU~~~r~cft~:a=.~""""~·-•: ;_.,·"-; __ ---------· ---· ·--·-.. ··-·--·- Load Combination · · Span ,• Max. Downward.Def! Location in Span Max. Upward Deft Location in Span D Only 1 0.2783 ----=6~.54~4---·-----o-cc.o=oo~o----~o,....,.o,,,.ooc------ Lr+L Only 1 0.2483 6.544 0.0000 0.000 D + Lr +L 1 0.5266 6.544 0.0000 0.000 :;:;Miximuiii,:Reatti<:ins:1'Urifacto~ecl· · · · · : .. ·:,:: .:,,.,,..,;:. . ..:'>:··, ...:;...~~:i.£:.;,,.,....,, ,v,, ,_ ---~~'"'-~' ,, ---,,-¥_ ~ ,, • ,;_-, _____ -------------·-----··· ---·-··--·--" -. Load Combination Support Vertical Reaction -Ov-e-ra-ll-MA-X-im_u_m _____ S_up_p_ort-1-,-(D_+_Lr-+·L-)-~----7.7'.21 Overall MAXimum Support 2, (D +Lr+ L) 7.721 b Only Support 1 4.081 D Only Support 2 4.081 Lr+L Only Support 1 3.640 Lr+L Only Support 2 3.640 D +Lr+. L Support 1 7.721 D +Lr+ L Support 2 7.721 f I I W.bc ~ Le'T + ~~ x s2.~ (r>'~1b ~-l~x (T ~ 4)L? f:lf I w~~ rt~~ -::: 1~ r-lf I .. \.,J/.-L.--:: ~-z_. x.bOt:5~ X lfO -i>9;0 flf .. Sur,i Structural Engineering 2525 Pio Pico Dr. Suite#102 Carlsbad, CA. 92008 Description : FB-3 Title : Hagey Residence Dsgnr: C.Sun Job# Project Desc.: Project Notes : Printed: 17 JUL 2008 Material Propertie~ Calculations per !BC 2006, CBC 200_7, 2005 NDS Analysis Method : Allowable Stress Design Load Combination 2006 IBC & ASCE 7-Cl5 Fb-Compr Fb-Tension Fc-Prll 2,900.0 psi E: Modulus of Elasticity 2,900.0 psi Ebend-xx 2,000.0ksi 1,600.0 psi Eminbend -xx ksi Wood Species : Truss Joist Fe-Perp Fv 650.0psi _ 290.0psi Wood Grade : Parallam 2.0E Beam Bracing Ft : Beam is Fully Braced against lateral-torsion buckling 1,000.0psi Density 34.150pcf 3.5x11.875 13.0 ft :t:fpfil'te~l9Jai.~·~'.:'.;.::'.:~:·:_.\,':).;··:\'.:~:<:·:;/· .. _:_: /: -',':,.\'/_'''; Service loads entered. Load Factors will be applied for calculations. ""-"-==--"-"=~-"-C:..:..........,.,...C:...,-"'--'"'-'-'""""-~"--'-""'""-'-'-'--'--'""''------~----------·--------------------· - Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load: D = 0.1650, L = 0.210 k/ft, Tributary Width= 1.0 ft VaryinA Uniform Load : D(S,E) = 0.0->0.2080, L(S,E) = 0.0->0.260 k/ft, Extent= 0.0 -» 13.0 ft, Tributary Width = 1.0 ft fiee§f9..'&£t~-Mfi!~Jtr;l~r;J~);::;.,, 4-~ -~-::_: :,.;;;;~-. :~_;;:,_ . . .. . . =Maximum Bending Stress Ratio = 0.660 1 Maximum Shear Stress Ratio Section used for this span 3.5x11.875 Section used for this span fb: Actual = 1,914.65psi fv: Actual FB: Allowable = 2,900.00psi . Fv: Allowable Load Combination +D+L +H Load Combination Location of maximum on span = 6.893ft Location of maximum on span Span # where maximum occurs = Span·# 1 Span # where maximum occurs ;Maximum Deflection Support Reactions ( kips) Max Downward Live Load Deflection = 0.226 in D L +Lr Max Upward Live Load Deflection = 0.000 in Su_pport#1 Live Load Deflection Ratio = 690 1.59 1.93 Max Downward Total Deflection Max Upward Total Deflection Total Deflection Ratio = = = 0.412 in 0.000 in 379 ~~'.M-~x)m~mlQi~i{J~ri$§ij:for J;o~cf:Q9n1tiin_~ti~ril{ Support #2 2.04 2.49 s = 0.464: 1 3.5x11.875 = 134.53 psi = 290.00 psi +D+L+H = 12.040ft = Span# 1 w E H Load Combination · Max Stress Ratios Summary of Moment Values __ S_ummary of Shear Values _______ _ Segmentlength Span# M V Overall MAXimum Envelope Length= 13.0 ft 1 0.660 0.464 +D Length = 13.0 ft 1 0,297 0.209 +D+L+H Length= 13.0-ft 1 0.660 0.464 +D+Lr+H Length= 13,0 ft 1 0.297 0.209 Mactual lb-design Fb-allow Vactual fv-design Fv-allow · 13.12 5.91 13.12 5.91 1,914,65 862.65 1,914.65 862.65 2,900.00 2,900.00 2,900.00 2,900.00 3.73 1.68 3.73 1.68 134.53 60.55 134.53 60.55 290.00 290.00 290.00 290.00 1. Sur,i Structural Engineering 2525 Pio Pico Dr. Suite#102 Carlsbad, CA. 92008 Description : FB-3 Title : Hagey Residence Dsgnr: C.Sun Project Desc.: Project Notes : . Job# st--cr--Uo Printed: 17 JUL 2008 Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values ... Segment Length Span# M V Mactual lb-design Fb-allow Vactual fv-design Fv-allow +D+0.750Lr+0.750L +H • Length::: 13.0 ft 1 0.570 0.400 11.32 1,651.65 2,900.00 3.22 116.04 290.00 \:ovifiii;M~lmi'.irrf'E>etnfofr ris it-Unta totecito·'ds-.<:: :':: >:~:-._.-:i ... "' .. J ........... , " ..... Q ..... C.,, ,,a .... , ... _:-..,,~---------------------·----- . Load C9mbination Span Max. "-' Defl Location in Span Load Combination Max. "-¥' Defl Location in Span D+Lr+l 1 0.4115 6.631 0.0000 0.000 y::M~x(miimj)if1~~di?hffcit:~oad·;c.bm.!>1ri?!iPTI$ .;,~_l)fa'ct6re~~~~gs;t~-'--; ------~---------- Load Combination Span Max. Downward Deft Location in Span Max. Upward Defl Location in Span D Only 1 0.1854 6.631 0.0000 0.000 Lr+L Only 1 0.2261 6.631 0.0000 0.000 D +Lr+ L 1 0.4115 6.631 0.0000 0.000 ./:r,,~irourll:ir{fa~fori~'TiJnra~9red: ::· :· -f-'.:':\ .. \': '.". ··;\f.; ______________ ------------· _____ _ Load Combination Support Vertical Reaction Overall MAXimum· Overall MAXimum DOnly Support1, (D+Lr+L) Support 2, (D +Lr+ L) Support 1 DOnly Lr+L Only Lr+LOnly D+Lr+L D+Lr+L Support2 Support 1 Support2 Support 1 Support2 BtA-M S\>A-N == 13' l,,J J> L-:: ~ ~ Lt~::=-{CS. f>Lf WLL = 1:1-' -1... bO -:::: ')..(O Pf ""}..- @1-Brf ~:O ~J)...l,,::; 0 3.516 4.530 1.587 2.038 1.928 2.492 3.516 4.530 Sun.Structural Engineering 2525 Pio Pico Dr. Suite#102 Carlsbad, CA. 92008 Title : Hagey Residence Job# Dsgnr: C.Sun Project Desc.: Project Notes : Printed: 17 JUL 2008 Description : FB-4 x::1M:~Eirii1:~f<>'p~i(l~s::<·i.Ir:: .. ·~'.:: '3.\1.!."i ·.•·,,;:, Calculations per!BC 2006, CBC 2007, 13th AISC_ Analysis Method : Allowable Stress Design Fy: Steel Yield : 50.0 ksi Beam Bracing : Beam is Fully Braced agaifl.St lateral-torsion buckling E: Modulus : 29,000.0 ksi Bending Axis : Major Axis Bending Load Combination 200_6 IBC & ASCE 7-05 .-¥~~~~iii!:~--~~~~~. -~;~;1,~vs:·'._;,~~1~1;~~=t~m&~~r(ii~ , : , ,, --~ ;," ,, _:..i, ,4v~, *;I',+' :,-., i '' ,';', '"' • , ~ ,,~,r ~'r!: ,, -~.,;~4:.) .:, W8X31 15.0 ft ~pp(~,i;~~-:~:-;:·y~\;'.:'_':??i ;/.~,--,: ·:-; .·: ·:;{-' Service loads entered. Load Factors will be applied for calculations. -------------------·---- Beam self weiflht calculated and added to loads Load(s} forSpan Number 1 PointLoad: 0=8.160, L=7.280k~7.50ft :$ri~sl(illl~fiMM'ARt~,:~··:· :;;,1,(-,,: ·::· -. 7t·--·, )>::~ l~.v~~ .. -~~----~-... ,.1::_.,.,,..,. __ -->"v .... -~, ...(--'w,-,,J ••• ~.,., .,,.,.v ..... < _ _,_ ··---Maximum Bending Stress Ratio = 0. 771 : 1 Section used for this span W8X31 Mu : Applied 58.384 k-ft Mn / Omega : Allowable • 75. 767 k-ft Load Combination +D+L +H Location of m?ximum oli span 7.450ft Span# where maximum occurs Span # 1 : Maximum Deflection Max Downward Live Load Deflection Max Upward Live Load Deflection Live Load Deflection Ratio Max Downward Total Deflection Max Upward Total Deflection Total Deflection Ratio 0.280 in 0.000 in 642 0.605 in 0.000 in 297 ........ Maxinii.im Shear Stress Ratio = Section used for this span Vu: Applied Vn/Omega : Allowable Load Combination Location of maximum on span Span # where maximum occurs Support Reactions ( kips ) Support#1 Support#2 D L+Lr 4.31 3.64 4.31 3,64 s w 0.174: 1 W8X31 7.9528 k 45.60 k +D+L+H 15.000 ft Span# 1 E H i:iMa~i "''u·m1fo:f~es~atst ·e[sesJ.di"iLoa"d,CombinaHcr· s;l .,,, ,, ... m. ·--" .. ,, ..... r ............... ,,,,,JL."" _____ .. _____ ,, ___________________________ ,, _____________________________________ _ Load Combination Max Stress Ratios ___ Summary of Moment Values Summary of Shear Values Segment length Span# · M V Mmax + · Mmax"::-fvia:Max·-----Mnx Omega*Mnx Cb Rm Va Max Vnx Omega*Viix Ove°r"all MAXimum Envelope ----------o· -------------------·------~----·-----·····--· - Dsgn. L =· 15.00-ft 1 0.771 0.174 58.38 58.38 126.53 75.77 1.00 1.00 7.95 68.40 45.60 +D Dsgn. L = 15.00 ft -<-D+L+H Dsgn. L = 15,00 ft -<-D+Lr+H Dsgn. L = 15.00.ft -<-0+0.750Lr+0:150L +H 0.413 0.771 0.413 ' 0.095 31.27 0.174 58,38 0.095 31.27 Dsgn. L = 15.00 ft 1 0.681 0.154 51.61 .:·:~¢x~1~JJ~.M~fffiijri{;tie,~icti9ri~::.: Onf~~tore~:tQad.(\';::,,,:;:~~::. -.. i:;~< Load Combination Span Max.·-· Defl location in Span D +Lr+ L 1 0.6052 _ 7,550 31.27 .126.53 75.77 1.00 1.00 4.31 58.38 126.53 75.77 1.00 1.00 7.95 31.27 126,53 75.77 1.00 1.00 4.31 51.61 126.53 75.77 1.00 1.00 7.04 Load Combination Max.'+" Deft ,_ .. --. . .. 0.0000 \ J~axinfoin\P~fie.c:tions:f~i°rifoad~Oi>mbinatfons' :~l1rit~ctoreatlic:i'~ds",';) -~· -~-·L"L·'~~-~~vY" _,, , ,-·,' ," -• _.:.-.~ \ ..... ~M~-4,.M.~-~-' ~-'!__·-~-----· ~---~ -·-·-·---·--------- Load Combination Span Max. Downward Defl Location in Span Max. Upward Deft Location in Span 68.40 45.60 68.40 45.60 68.40 45.60 68.40 45.60 Location in Span 0.000--- .... D Only 1 0,3251 7:550 --------0.0000 ---. -----0.000 ----·-··-· Lr+L Only 1 0.2801 7.550 0.0000 0.000 Surt Structural Engineering 2525 Pio Pico Or. Su/te#102 Carlsbad, CA. 92008 Description : Title : Hagey Residence Job# Dsghr: C.Sun Project Desc.: Project Notes : Printed: 17 JUL 2008 t:1M~froi:i}n:;~~1i~~if P6§1c>~~~~a ¢omb'i.n~tiQI'!~, •. ,urit~¢tbie,~,~9.M~~?~';;;:i _____ , __ ... ----~----------- Load Combination Span Max. Downward Defl Location in -Span Max. Upward ·oefl Location in Span o +Lr+ L 1 o.6052 -=-r ,5=5""'0---------=-o.""oo=o::-o -----=-o.-=-oo=o,---·-... · -.. --· ;;;:~MijxlmWi'Riia~foni ~:~hjf~c;tqre,ct ; :·' ,·. ':.,?; f:!:. .. -----·-·---~--- Lo~d Combination Support Vertical Reaction overall MAXimum Support 1, {D +Lr+ L) Overall iAAXimum Support 2, (D +Lr+ L) D Only Support1 D Only Support 2 Lr+L Only Support 1 Lr+L Only Support2 D +Lr+ L Support1 D + Lr+L Support2 -7.953 7.953 4.313 4.313 3.640 3:640 7.953 7.953 :tstfiif~Qi~lPioM#.t~j ;,;_)vaX,3t~_·_. :/. :· :'.:~~-;.,_ : ,: :.:.·: Depth = · 8.000 in lxx -~-=---1""1,:-o.=oo,...·,...inA°"'4 _______ ... -· Web Thick = Flange Width = Flange Thick = Area Weight Kdesign K1 rts Ycg = 0.285 in 8.000 in 0.435 in 9,120 inA2 31.044 plf 0.829 in 0.750 in 2 .. 260 in 4.000 in . . Sxx = 27,50 inA3 Rxx = 3.470 in zx = 30.400 inA3 I yy = 37,100 inA4 Syy = 9.270 inA3 Ryy = 2.020 in Zy = 14,100 inA3 rT = 2.180 in ~Lf§M, Note: Only non-zero reactions are listed. J Cw Wno sw Qf Qw = = = = = 0.536 inA4 530.00 inA6 15,100 inA2 13.200 inA4 6,350 inA3 15.000 inA3 Su11 Structural Engineering . 2525 Pio Pico Dr. Suite#102 Carlsbad, CA. 92008 Description: . Title : Hagey Residence Dsgnr: C.Sun Project Desc.: Project Notes : Load Combination Max Stress Ratios Summary of Moment Values Segment Length Span # M V Mactual lb-design Fb-allow --.c..,..-..-:--------------~-L en gt h = 20.50 ft 1 0.530 0.269 36.60 1-,920.65 3,625.00 t".<:>v.~r-iiifMaiJoftim,:P~f!e~liq~~ ~llnf~cforefL!)acf~ '.: ,-~:;:;·> -~' :,: Load Combination Span Max."-" Deft Location in $pan Load Combination D +Lr+ L 1 0.9852 10.319 Job# f}tf-li Printed: 17 JUL 2008 ·Summary of Shear Values Vactual fv-design Fv-allow 6.37 97.57 362.50 Max."+" Deft Location in Span 0.0000 0.000 .· (:;'r;t'a~imum~Defleclions'::fdr<t.oacf Combinations'.-~ ·unfa'cto't'ecl ..L6a6s·:~.L' -'I,,,,_,,,''"'"'"'~"-,',,,,,;;.,,, ,, .,,,, .,., .• ,,,,,'J,•'-,,,,,, -~.,,,,,},:-, ·--· '-------------------- Load Combination Span Max. Downward Deft Location in Span Max. Upward Deft D Only 1 0.5411 10.319 0.0000 Lr+L Only 1 0.4442 10.319 0.0000 D+Lr+L 1 0.9852 10.319 0.0000 Location in Span 0.000 0.000 0.000 1.~M~!,Qiii'.m:~~~~n$Ylfrifa¢J<ir~!:t _.,:, ·. '.~·-·_·, <: ;: : :; '-, :;:~,:'. .. "; __ ---·· ·-----·-------_____ ----· ·-____ _ Load Combination Support Vertical Reaction Overall MAXimum Support 1, · (D +Lr+ L) 8.049 Overall MAXimum Support 2, (D +Lr+ L) 8.049 D Only Support 1 4.420 D Only Support 2 4.420 Lr+L Only Support 1 3.629 Lr+L Only Support 2 3.629 D +Lr+ L Support 1 8.049 D +Lr+ L Support 2 8.049 I • W..hc-\'$~-')( 14-r~, ,( ( ~+-Jl')'J(' Fr~ !fer~ (:lf f~R LLvG L!5k,P R<bJ>Uc,.Tt O cl ' ' _, ,, ' /tr= ~iS x ('.'3~ +-~ +~~) ::= 11'1+ fT2... ff.~A~ -=, ~ 9, t-K ?-:-:==-~. 9 9 L( fT )_ -. • ' • I LL== LDx.(_~-2 st-_(£_ 2 -:;-l[CX, (o,-zs-+~-) ==")__9 ~f ~~~ J~~ ~ ~~ llVE L'DA-.t> ~bu crrol\{ . ' AT=-L(q:r-fr~ l--v--~ k I!\ M_ {<,-:::: (,2-oo-,,.(4T-1-z..-fi,.QD(xtt<t"t--= o,1-o3> f<-1---= \.c.O Lr,r-:.. c· ,--~ -x. 2.-i) :::: f4. ~ S>p W1..t:-r, :.tz 1.-°i, ::: \ tt.G ?LF Suf\,Structural Engineering 2525 Pio Pico Dr. Suite#102 Carlsbad, CA. 92008 Description : · FB-5 Title : Hagey Residence Job# D~gnr: C.Sun Project Desc.: Project Notes : Printed: 17 JUL 2J08 Material Properties Calculations per !BC 2006, CBC 2007, 2005 NI:?_~_ Analysis Method : Allowable Stress Destgn Load Combination 2006 IBC & ASCE 7-05 Fb-Compr Fb-Tension Fe-Prll 2,900.0 psi E: Modulus of Elasticity 2,900.0 psi Ebend-xx 2,000.0ksi 1,600.0 psi Eminbend -xx ksi Wood Species : Truss Joist. Wood Grade : Parallam 2.0E Fe-Perp Fv 650.0psi 290.0psi Beam Bracing Ft : Beam is Fully Braced against lateral-torsion buckling 1,000.0psi Density 34.150pcf .... .,,. .. .:._'.. 7:0x14.0 20.50 ft ;,:~A~pifi!~f~zo~~,$'f/i{~,~-;·0:1rr ·:~·:-:~::~'.-~ .. :r; ~5':;;,::: ·:>:·_Y:\,v '; Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load: D = 0.4080, Lr= 0.1580, L = 0.1960 k/ft, Tributary Width= 1.0 ft '.'.';;iJHsrGJi.f('i'.iiiili..'o''ff;,'./:.,,c: ~: ~?::·;, ,:'.. ,, : :·.··,,::.\-: ;<,-.:. -.''' ~\"f_.,~~~~!--!~~M!l!1~~N9,•~7-.:::-~·:-t--i+,~..,,-,.,=,--· "<"'°<-'--i,,-~.'::..:..........:i-~-"~'~-~~ -·-__ ,_,,_ ·--· , ....... "' .. · •• 'Maximum Bending $tress Ratio = 0;596 1 Maximum Shear Stress Ratio Section used for this span 7.0x14.0 Section used for this span fb : Actual = 1,729.06 psi fv : Actual FB: Allowable = 2,900.00psi Fv: Allowable Load Combination +D+L +H Load Combination Location of maximum on span ~ 10.319ft Location of maximum on span Span# where maximum.occurs = Span # 1 Span·# where maximum occurs Maximum Deflection Support Reactions ( kips ) ; Max Downward Liye Load Deflection = 0.444 in D L +Lr Max Upward Live Load Deflection = 0.000 in Support#1 4:42 !-ive Load Deflection Ratio = 553 3.63 Support #2 4.42 3.63 Max Downward Total Deflection = 0.985 in Max Upward Total Deflection = 0.000 in Total Deflection Ratio = 249 ,, ., . ~ ... ' ", Load Combination Max Stress Ratios Summary of Moment Values · Segment Length $pan# M V Mactual lb-design Fb-allow Overall MAXimum Envelope Length = 20.50 ft 0.662 0.336 36.60 1,920.65 2,900.00 +D Length= 20.50 ft Q.410 0.208 22.65 +D+L+H 1,188.77 2,900.00 Length = 20.50 ft 0,596 0:303 32.95 +D+Lr+H 1,729.06 2,900.00 Length = 20.50 ft 0.448 0:228 30.95 1,624.31 3,625.00 +D+0.750Lr+0.750L +H = 0.303: 1 7.0x14.0 = 87.84 psi = 290.00 psi +D+L+H = 0.000ft = Span# 1 s w E H Summary of Shear Values Vactual fv-design Fv-allow 6.37 97,57 290.00 3.95 60.39 290.00 5.74 87.84 290.00 5.39 82.52 362.50 Sun Structural' Engineering 2525 Pio Pico Dr. Suite#102 Carlsbad, CA. 92008 Material Prop~rties Analysis Method : Allowable Stress Design Load Combination 2006 IBC & ASCE 7-05 Wood Species : Truss Joist Wood Grade : Parallam 2.0E Title : Hagey Residence Job# Dsgnr: C.Sun Project Desc.: Project Notes : Fb-Compr .Fb -Tension Fe-Prll Fe-Perp Fv Ft Printed: 17 JUL 2008 Calculations per IBC 2006, CBC 2007, 2005 ND~ 2,900.0 psi E: Modulus of Elasticity 2,900.0 psi Ebend-xx 2,000.0ksi 1,600.0 psi Eminbend -xx ksi 650.0psi 290.0psi 1,000.0 psi Beam Bracing : Beam is Fully Braced against lateral-torsion buckling Density 34.150pcf .... _,, _______ ·---------------··-... _ .. _,, ___ .. .. .. .... _D(4:4'2)L(3.63) 7.0x14.0 . 12.0 ft. .. _ ...... Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load-: D = 0.5950, Lr= 0.210, L= 0.420 k/ft, Tributary Width= 1.0ft Point Load : D = 4.420, L = 3.630 k ~ 7.50 ft f'';fj_1:'§ji31.'i,!§_(jiii,XiS;..v;:'7-?_";.: :.:.. :"' ·-,:; ··:c:· :,. ··;. " :-::::: :-:,: ,\4-' ~-;;,,,,;,.,.,!!~-..._,,;1r1,1~r~-W.."7-"'r~~~~T-~~·~~~--~-~·:.;:::·;--.#"":"''"'~·fJ~-~ .,H~n ~ -·· iMaximum Bending Stress Ratio = 0.726: 1 · Section used for this span 7.0x14.0 fb: Actual = 2,106.80psi FB : Allowable = 2,900.00psi ' Load Combination +D+L +H Location of maximum on span = 7.490ft Span # where maximum occurs = Span # 1 'Maximum Deflection MaxDownward Live Load Deflection= Max Upward Live Load Deflection = Live Load Deflection Ratio = Max Downward Total Deflection Max Upward Total Deflection Total Deflection Ratio = = = 0.158 in 0.000 in 911 0.329 in 0:000 in 438 .. ,/ ~f~if~ (",' <$<~'7{-,, < "'<v'•,fv,r,-1:< ,• ,-,•, '/ '• ',,,, _. ," , _.,,.,,,A' '.~1, ~~!!ii.!J:tn::Fi>r,~e~~-~r~.s'.e~~fQr-:!:,.J>·,~;:_C9,m~it1~Wn$l: Load Combination · Max Stress Rati9s Segment Length Span# M V Maximum Shear Stress Ratio Section used for this span fv: Actual Fv : Allowable load Combination Location of maximum on span Span # where maximum occurs Support Reactions ( kips ) Support #1 Support#2 -·-.... --.. _., D . L+Lr 5.37 5.14 6.47 6.05 Summary of MomentVal~_E:5 ______ Mactual lb-design Fb-allow Overall MAXimum Envelope ------ Length = 12.0 ft · 1 0.726 0.533 40.15 +D 2,106.80 2,900.00 Length = 12.0 ft 0.414 0.305 +D+L+H 22.86 1,199.48 2,900.00 . Length= 12.0 ft 0.726 0.533 40.15 2,106.80 2,900.00 +D+Lr+H Length= 12.0 ft 1 0.382 0.287 26.40 1,385.61 3,625.00 ;:: 0.533: 1 7.0x14.0 ;:: 154.44 psi = 290.00 psi +D+L+H = 10.872ft = Span# 1 s w E H Summary of Shear Values ~------Vactual fv-design Fv-allow 10.09 154.44 290.00 5.77 88.39 290.00 10.09 154.44 290.00 6.80 104.05 362.50 Sun, Structural Engineering 2525 Pio Pico Dr. Suite#102 Carlsbad, CA. 92boa Description : FB-6 Max Stress Ratios Title : Hagey Residence Dsgnr: . C.Sun Project Desc.: Project Notes : ___ s_ummary of Mome~t Values Job# SKf-22... Printed: 17 JUL 2008 ,,;i h~' Summary of Shear Values Load Combination Segment Length +D+0.750Lr+0.750L +H Span# M V Mactual lb-design Fb-allow Vactual fv-design Fv-allow Length= 12.0'ft 1 0.557 0.413 38.48 2,019.57 3,625.00 9.78 149.67 362.50 F;,©Vetair\tJl~xirriumS-oetle·ctlons ·: :untactorediL:oact's--·; ·:::--_: ;: \ ., · \ , • p , ,,, " " '' ~ ' ~ ,, ,_ . , > , -' ' , ' , ' ---, " " , , , ' " •• ~ .. Load·Combination Span Max.'-' Deft Location in Span Load Combination Max. "+" Deft Location in Span D +Lr+ L 1 0.3286 6.201 0.0000 0.000 :~.'~iifm~Jn1;p~t,~cti.1>.n~}fQj.:t;,~·attQqn,~i_n@t!9'1$-~Jint~~or~a:,ijaqi,,-~.:'.""-:1 ___________ ------- Load Combination Span Max. Dow,nward Deft Location.in Span Max. Upward Dell Location in Span -o=-=on...,.Iy---------...,.1-~------,o=-.1=70=5,------......,,.6."""28=2------0.0000 0.000 Lr+L Only 1 0.1581 6.201 0.0000 0.000 D +Lr+ L 1 0.3286 6.201 0.0000 0.000 ~~M!~irh\JOfRt~,~lQ1fS~;~-lJ,fl.f~~t9r~d/,: ·· __ .". , __ -~,._ .-~·-~_;·:·:: .. .-;{;t:-:; Load Combination Overall MAXimum Overall MAXimum DOnly DOnly Lr+L Only Lr+LOnly D+Lr+L D+Lr+L Support Support 1, (D +Lr+ L) Support 2, (D + Lr + L) Support 1 Support2 Support 1 Support2 Support 1 Support2 Vertical Reaction . 10.508 12.521 5.367 6.472 5.141 6.049 10.508 12.521 J f r wt>(:-J,..~ "-._ 1) L--+-(.0 x~+-L~ X r+ -::-s-qs Plf WL,t,.~ ~'<ltD-= Lt~ Pt.£ Wq .. -= ~ ',(_-i.,o o:: ~to pUf L.- Sun,Structural Engineering 2525 Pio Pico Dr. Suite#102 Carlsbad, CA. 92008 Title : Hagey Residence Dsgnr: C.Sun Job# Project Desc.: -Project Notes : Printed: 17 JUL 2008 Description : FB-7 ;;.;M~}r~1rp,ri>.pe~t~i:t:.:_,:::.:;:_r·,:':.,-:,.: · ... <-tt·· · · Calculations per !BC 2006, CBC 2007, 13th AISC · Analysis Method : Allowable Stress Design Fy: Steel Yield : 50.0 ksi Beam Bracing : Beam is Fully Braced against lateral-torsion buckling E: Modulus: 29,000.0 ksi Bending Axis : Major Axis Bending • Load Combination 2006 IBC & ASCE 7-0,5 W10X33 11.50 ft . Service loads entered. Load Factors will be applied for calculations. Beam self weiQht calculated and added to loads Load for Span Number 1 VaryinQ Uniform Load: D(S,E) = 0.1410->0.2940, L(S,E) = 0.180->0.3750 k/ft,.Extent = 0.0-» 11.50 ft, Tributary Width= 1.0 ft f:;;bESJGi'JrsOMMMii'K,i:·~ Y(t.\:F.\ · ~ .· ··.·.')'.j :"rvf~ximum0BendingSt~ss'·Ratlo"·;,. ·-0~400: f ..... ·- Section used for this span W1 OX33 Mu : Applied 38. 753 k-ft Mn / Omega : Allowable 96.806 k-ft Load Combination +D+L +H Location of maximum on span 0.000ft Span # _where maximum occurs Span # 1 · Maximum Deflection Max Downward Live Load Deflection , Max Upward Live Load Deflection · Live Load Deflection Ratio Max Downward Total Deflection Max Upward Total Deflection Total Deflection Ratio 0.245in 0.000 in 1126 0.462 in · 0.000 in 596 ·Maximum Shear ·sfress Ratio;;; Section. used for this span Vu: Applied . Vn/Omega : Allowable Load Combination Locat~n of maxim~m on span Span #'wJ;wre maximum occurs Support Reactions ( kips ) Support #1 Support#2 0 L+Lr 2.88 3.19 s 0.108: 1 W10X33 6.0726 k 56.4340 k +D+L+H 0.000 ft Span# 1 w E H Load Combination Max Stress Ratios ______ Summary of.Moment Values ____ · -=-~-----Summary of Shear Values Segment Length Span# M V Mmax + Mmax -Ma -Max Mnx Omega*Mnx Cb Rm Va Max Vnx Omega*Vnx Overall MAXimum Envelope ---------- Dsgn. L = 11.50 ft 0.400 0.108 -38.75 38.75 +D Dsgn. L = 11.50ft +D+L+H Dsgn. L = 11.50 ft +D+Lr+H Dsgn. L = 11.50 ft +D-t0.750Lr-t0.750L +H 0.189 0.051 OAOO 0.108 0.189 0.051 -18.25 18.25 -38.75 38.75 -18.25 18.25 161.67 96.81 1.00 1.00 6.07 84.65 161.67 96.81 1.00 1.00 2.88 84.65 161.67 96.81 1.00 1.00 6.07 84.65 161.67 96.81 1.00 1.00 2.88 84.65 Dsgn. L = 11.50ft 1 0.347 0.093 -33.63 33.63 161.67 96.81 1.00 1.00 5.27 84.65 J@Wf~J~M~*im~im.Qef.t~iffi~ns.·~vnt~~Qred{R@!l· .. ·:-;::r;~;::0.:;:·:. { _______ .. ________ • ________ ... ------·--________ .... _________ •• ______ __ 56.43 56.43 56.43 56.43 56.43 Load Combination Span • Max.•.• Defl Location in.Span Load Combination Max."+" Defl Location in Span D+Lr+L 1 0.4620 11.500 -·------~-------···--·------. 0.0000 ----0.000-- ·'\ '..M~hntrm:o~fi€c~i6,fr~!f~t;~~~ 09mbio~t1Qn*'~1J.iifliforig~~:2~:ci~'r~~f ______ ... __ : _____ . __________________ .. _________________ .. __ _ Load Combination Span Max. Downward Defl Location in Span Max. Upward Deft Location in Span DOnly · 1 0.2171 11.500 0.0000 0.000 Lr+L Only 1 0.2450 11.500 0.0000 0.000 Sun, Structural Engineering 2525 Pio Pico Dr. Suite#102 Carlsbad, CA. 92008 Title : Hagey Residence Dsgnr: C.Sun Project Desc.: Project Notes : Job# Pri~ted: 17 JUL2008 Load Combination Span Max. Downward Defl Location in Span Max. Upward Deft Location in Span Load Combination Support Vertical Reaction Overall MAXimum Support 1, (D +Lr+ L) 6.073 D Only Support 1 2.881 Lr+L Only Support 1 3.191 D·+ Lr+ I:. Support 1 6.073 _,:: .:sl~~Jf f~ijf Q~T~i:~i>-eiife~fr: .. : \wtOX33 ~ :/ · : _:~<r:-:::-/;-~: Depth = 9.730 in I xx = 171.00 in"4 Web Thick = 0.290 in S xx = 35.00 in"3 Flange Width = 7.960 in R xx = 4.190 in Flange Thick = 0.435 in zx = 38.800 in"3 Area = 9.710 in"2 I yy = 36.600 in"4 Weight = 33.053 plf S yy = 9,200 in"3 Kdesign = ·0.935 in • R yy = 1.940 in ~ = Q~0 ~ ~ = 14.000 in"3 rts = 2,200 in rT = 2.140 in Ycg = 4.865 in 0.0000 ----=o-=.o=oo,------- _____ N_ot_e_: O_n-'ly'-n_o_n-~_ero reactions are liste~. _ .. J Cw Wno Sw Qf Qw = 0.583 in"4 = = = 791.00 in"6 18.500 in"2 16.000 in"4 7.750 in"3 18.900 in"3 ,. Sun, Structural Engineering 2525 Pio Pico Dr. Suite#102 Carlsbad, CA. 92008 Tille : Hagey Residence Dsgnr: C.Sun . Project Desc.: Project Notes : Job# s \,-q -<-~ Printed. 17 JUL 2008 Materiai Properties Calculations per IBC 2006, CBC 2007, 2005 N~~- . Analysis Method : Allowable Stress Design Fb -Compr 2,900.0 psi E: Modulus of Elasticity Load Combination 2006 IBC & ASCE 7-05 Fb-Tension Fc-Prll 2,900.0 psi Ebend-xx 2,000.0ksi 1,600.0 psi Eminbend -xx ksi Wood Species : Truss Joist Fe-Perp Wood Grade : Parallam 2.0E Fv 650.0psi 290.0psi Ft Beam Bracjng : Beam is Fully Braced against lateral-torsion buckling 1,000.0 psi Density 34.150pcf 7.0x11.875 17.0 ft ~·\,\ppJJg(i)Jl,li,tj'i![;(:~(~';'.: :· :) :;:::~-. '/. :~·.-;~:: .·. \ ~:,\.'.-i-: .) Service loads entered. Load Factors will be applied for calculations. Beam self weight-calculated and added to loads Load for Span Number 1 Uniform.Load : D =·0.2590, L = 0.220 k/ft, Extent= 0.0-» 3.50 ft, Tributary Width= 1.0 ft Uniform ~oad : D = 0.5420, Lr= 0.0850, L = 0.340 k/ft, Extent= 3.50 -» 17.0 ft, Tributary Width= 1.0 ft ::,?tr;i{ig1f:!eii?li!.iRYfi:~r2;?;t:~_~;:,~~~:\:.-:~/. ~~:) ~-:.'.·:/.: ____ . . .. . . .. . .. . ... ·Maximum Bending Stress Ratio = 0.789: 1 Maximum Shear Stress Ratio Section used for this span 7 .0x11.875 Section used for this span fb : Actual = 2,286.81 psi · fv : Actual FB: Allowable = · 2,900.00psi Fv: Allowable Load Combination Location of maximum on span = Span # where maximum occurs = Maximum Deflection. Ma~ Downward Live Load Deflection = Max Upward Live Load Deflection = Live Load Deflection Ratio = Max Downward Total Deflection .= Max Upward Total Deflection = Total Deflection Ratio = +D+L+.H 8.671ft Span# 1 0.393 in 0.000 in 518 0.912 in 0.000 in 223 ~~:r~i~·miffni'f.$f~~~i~~t~~ie~:t9r:tQa·cJ-.cQ.ooQ1n.ad~~,,1 Load Combination Location of maximum on span Span # where maximum occurs Support Reactions ( kips ) D L+Lr Suppo_rt #1 Support#2 3.89 2.97 4.67 3.54 Load Combination Max Stress Ratios Summary of Moment Values Segment Length $pan # M V Mactual fb-design Fb-allow = 0.417 : 1 7.0x11.875 = 120.84 psi = 290.00 psi +D+L+H = 16.087ft = Span# 1 s w E H ______ SummaryofShearValues .. __ Vactual fv-design Fv-allow Overall MAXimum Envelope -------_______ .,~ ·--·-- Length = 17.0 ft 1 0.789 0.417 +D Length= 17.0 ft 1 0.489 0.259 +D+L+H Length= 17.0 ft 1 o'.789 0.417 +D+Lr+H Length= 17.0 ft 0.448 0.238 31.35 2,286.81 ' 19.43 1,417.55 31.35 2,286.81 22.25 1,622.83 2,900.00 2,900.00 2,900.00 3,625.00 6.70 4.16 6.70 4.77 120.84 75.07 120.84 86.15 290.00 290.00 290.00 362.50 Sun1Structural Engineering 2525 Pio Pico Dr. Suite#102 Carlsbad, CA. 92008 Title : Hagey Residence Dsgnr: C.Sun Project Desc.: Project Notes : Job# Printed: 17 JUL 2008 Description: FB-8 Load Combination Segment Length +D+0.750Lr+0.750L +H Span# Max Stress Ratio~ M V . Length= 17.0 ft 1 0.613 0.325 : . Summary of Moment Values Summary of Shear Values Mactual fb-design Fb-allow Vactual fv-design Fv-allow 30.48 2,223.45 3,625.00 6.52 117.71 362.50 ~\:9.y'.er~1fM~~lih'1,i_m:'o~fi~ctJons:~·oo'~c;tqf~d:~o~d~:.::: :'::·_;; :_:~;('<' ·\ . -------------------·-- Load Combination · Span · Max."-" Defl Location in.Span Load Combination Max."+" Defl Location in Span D +Lr+ L 1 . 0.9123 8.557 0.0000 ·o.0D0 ---/\ij~J!hJOjt(Qif!i#.190s :f~t~9,~:¢prn~~inationi · .. Qtifa~tc~r~.~ ~oacti:;: ___ 'f.:; . Load Combination · Span Max. Downward Defl Location in Spa_n__ Max. Upward Defl Location in Span D Only 1 0.5188 8.671 -----0,-,.0~00c-c0-----'70'7.00=o- Lr+L Only 1 0.3934 8,557 0.0000 0.000 D +Lr+ L 1 0.9123 8.557 0.0000 0.000 f:Maidroam·Rii~i~n$:~;u:r.i"t~~9re~,-:.: · ·· ··: :~.:::,:: r:'~-~,.:,· ;;:·, Load Combination Overall MAXimum Overall MAXimum DOnly DOnly Lr+L Only Lr+L Only D +Lr+L D +Lr+L Support Support 1, (D + Lr+ L) Support 2, (D + Lr + L) Support 1 Support2 Support 1 Support2 Suppoct 1 Support2 Vertical Reaction 6.855 8.211 3:886 4.673 2.969 3.539 6.855 8.211 13EA1-'\A, Sp l"N -:::: \ -=r-! ~R.,lAL lx:JA-.hS I / I t--:::: D -'3~ 5,, W~ <==-~ X l,,jT-::-.2-S°) .f>lf W4.,= t X 4D-= 27-0 P':f ------------ wt>L-~;;f. x~':\-t1,:i,s 1>ctb+~><3"2..+ ~~f. +'2.--s-')xr+~ Sl.f"Lf>Lf WL-i.-:::: (_~+ ~) x tto= '3'-{o rLf W t..t-== ( 1 L +-2-, s-1 '} xio -=: 'BS fl Lf: Sun,Structural Engineering 2525 PioPico Dr. Suite#102 Carlsbad, CA. 92008 Description : DB-1 Max Stress Ratios Title : Hagey Residence Dsgnr: C.Sun Project Desc.: Project Notes : Summary of Moment Values Job# sw-2r Printed: 17 JUL2008 Summary of Shear Values Load Combination Segment Length Length = 21.0 ft +b+0.750Lr+0.750L-i+i Span# 1 M V Mactual fb-design Fb-allow Vactual fv-design Fv-allow 0.251 0.129 --------7.48 727.94 2,900.00 1.55 37.38--296-XJO Length = 21.0 ft 1 0.394 0.204 11.73 1,141.19 2,900.00 2.45 59.04 290.00 ,:·;;Qjef~ft'.M~lmuni 'J)eJJ~i9ps,:.~ ·Oi1fa'4tQr~~·: !,.,cia~~~.i:,/ :: ~:_;:c'.'. :: ; Loc1d Combination Span · Max. "·' Defl Location in Span Load Combination Max."+' Deft Location in Span . D+Lr+L 1 0.7381· 10.711 0.0000 0.00f ___ _ ;,:~."1~x.1m~.m';ciM1~~ii~n$·f6t~qad'Q9mqi~t,~ns!_ ~.Unt~'!;{Qi,~,d,.t""'o:..::.· a=~sc...:,..,,·::·""'_ .. 1~-------------_____ _ Load Combination Span Max. Downward-Deft Location fn Span D Only 1 0.4197 10.711 Lr+L Only 1 0.3184 10.711 D +Lr+ L 1 0.7381 10.711 Ji_'M.ij.Ki:m~in)~.~~~(Qns,',.Unfac(9i:_etf,_: .. ,. -.:::.-.. · ' .. ~-... :;::r::· .. ' Load Combination Support VerticalReaction Overall MAXimum Overall MAXimum DOnly DOnly Lr+LOnly. Lr+LOnly D +Lr+L D +Lr+L Support 1, (D +Lr+ l) Support 2, (D + Lr + L) Support 1 Support2 Support 1 Support2 Support1 Support2 'B 'cf.rr.,0 SpA-N -;:. ')..l , Pf\K "TI f\ L. I . 0 A,!?S L:::: O'-~·S' I · f L~ =1-·5 -lb @_ Uf'1 f. / ( \,;_= . i.,6--A::::l WJ:>t? '=r( PLf Wt.-~ ~D Plf @. L~FTr W.t>L..= 14.i r1{f W4,_,.-::. I ?-t') _pL-P, 2.952 3.297 1.668 1.854 1.284 1.443 2.952 3.297 Max. Upward Defl 0.0000 0.0000 0.0000 Location in Span 0.000 0.000 0.000 e.~ cw; lA1c t x_1fr--::: 1-1 P~ wll.-'.::. l_ >\ ljt)Z '0 flf: ' .// w..b L: r--;:___;e L1 =t-= / ti, ( ?if lA..L_-== ~ x 4X> ~ l 2-D1Plf SuniStructural Engineering .2525 PioPico Dr. Suite#102 Carlsbad, CA. 92008 Description : DB, 1 Title : Hagey Resi_dence Dsgnr: C.Sun Job# Project Desc.: Project Notes : Pn~ted: 17 JUL 2008 Material Prope~ies Calculations per IBC 2006, CBC 2007, 200?.!'E~-- Analysis Method : Allowable Stress Design Loc1d Combination 2006 IBG & ASCE 7-05 Wood Species : Truss Joist Woo'd-Grade : Parallam 2.0E Fb-Compr Fb-Tension Fe-Prll Fe-Perp Fv Ft Beam Bracing : Be?m is Fully Braced against lateral-torsion buckling ... , 5.25x11.875 21.0 ft 2,900.0 psi E: Modulus of Elasticity 2,900.0 psi Ebend-xx 2,000.0ksi 1,600,0 psi Eminbend -xx ksi 650.0psi 290.0psi 1,000.0 psi Density 34.150pcf ;/~ppUi<111i~ag$: -:<_:.<:~ f /:' :: -;: : j;".;::<·.:.,,> _: · . :: \;::: :_: : Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated andadded to loads Load for Span Number 1 Varyin!l Uniform Load: D(S,E) = 0.2470->0.0710, L(S,E) = 0.210~>0.060 k/ft, Extent= 0.0--» 7.50 ft, Tributary Width= 1.0 ft Varyin!l Uniformload: D(S,E) = 0.0710->0.1410, L(S,E) = 0.060->0.120 k/ft, Extent= 7.50 -» 16.0 ft, Tributary Width= 1.0 ft VarvinQUniform load-: D(S,E) = 0.1410->0.3060, L(S,E) = 0.120->0.260 k/ft, Extent= 16.0-» 21.0 ft, Tributary Width= 1.0 ft ::;Jn'fs1c§Kt~i;,i'iii:4ky, ::·.:;:_:;;::,_\, ,,:·,,, ,:-}~~: ·.<: f', ,,, ~~~+' ., ),,'-,. ,.,,.-..~L-.,a.Y-}!!1!J:, .:-,:~-G. '{-~,'-;, ~.%1---:...:,~·r-.,;.'"--:-·:--·":.:-... :,.,. '· , •• ,., ........ ,,.,.,;.,;_o.,.,,·... ~ -·. ·-• . . • ~. :Maximum Bending Stress Ratio = 0.441: 1 Maximum Shear Stress Ratio Section used for this span 5.25x11.875 Section used for this span 'fb : Actual = 1,278.94psi fv : Actual FB : Allowable . = 2,900.00psi Fv , Allowable Load Combination +D+L +H Load Combination Location of maximum on span = 11. 134 ft Location of maximum on span 1 Span # where maximum occurs = Span # 1 Span # where maximum occurs iMaximum Deflection Support Reactions ( kips) · Max Downward Live Load Deflection= 0.318 in D L+Lr Max Upward Live Load Deflection = 0.000 in Live Load Deflection Ratio = 791 Support #1 1.67 1.28 Support #2 1.85 1.44 Max Downward Total Deflection Max Upward Total Deflection Total Deflection Ratio = = = 0.738 in 0.000 in 341 _;>-!it:~xtmlmf-Far.~e~-'&;·$tt.~$~&,.~9,·t~~d1.o<>.m~,n,i16i:1~,, ___ .... _____ _ = = = = s 0.228: 1 5.25x11.875 66.26 psi 290.00 psi +D+L+H 20.013ft Span# 1 w E H Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Overall MAXimum Envelope Length= 21.0 ft +D Length = 21.0 ft +D+L+H Length= 21.0 ft +D+Lr+H 0.441 0.228' 0.251 0.129 . 0.441 0.228 -Mactual lb-design Fb-allow Vactual fv-design Fv-allow . ·--------·-----·--·-·-·--.... , __ ------·-·----·-· ----- 13.15 1,278.94 2,900.00 2.75 66.26 290.00 7.48 727.94 2,900.00 1.55 37.38 290.00 13.15 1,278,94 2,900.00 2.75 66.26 290.00 Sun, Structural Engineering 2525 Pio Pico Dr. Suite#102 Carlsbad, CA. 92008 Description : FB-9 Title : Hagey Residence Dsgnr: C.Sun Project Desc.: Project Notes : Job# Sl{T-2-'\ Pri~ted: 17 JUL 2008 Material 'Properties Calculations per !SC 2006, CBC 2007, 20~~-!':ll?~ Analysis Method : Ailowable Stress Design Load Combination 2006 IBC & ASCE 7-05 Fb-Compr Fb-Tension Fe -Prl] Fc-Perp 2,900.0 psi E: Modulus of Elasticity 2,900.0 psi Ebend-xx 2,000.0ksi 1,600.0 psi Eminbend -xx ksi Wood Species : Truss Joist Wood Grade : Parallam 2.0E Fv 650.0psi 290.0psi Beam Bracing Ft : Beam is Fully Braced against lateral-torsion buckling 1,000.0psi Density 34.150pcf 5.25x11.875 14.0 ft Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load : D = 0.4510, L = 0.460 k/ft, Tributary Width = 1.0 ft }::q~~tttt~~MMi~ft::\/::.;J:~~.\::.~~-~;'-· "· i,'' Maximum Bending Stress Ratio = · .. · ·o."748 1 Section used for this span 5.,25x11.875 fb : Actual = 2, 170.56psi FB: Allowable = 2,900.00psi Load Combination +D+L +H Location of maximum on span = 6.953ft Span # where maximum occurs = Span # 1 : Maximum Deflection Max Downward Live Load Deflection = Max Upward Live Load Deflection = Live Load Deflection Ratio = Max Downward Total Deflection = Max Upward Total Deflection = Total Deflection Ratio = 0.274 in 0.000 in 612 0.543 in 0:000 in 309 ---. .. -- Maximum Shear Stress Ratio Section used for this span fv: Actual Fv : Allowable Load Combination Location of m~ximum on span Span # where maximum occurs Support Reactions (kips) D L+Lr s --·--· . Support #1 3.16 3.22 Support#2 3.16 3.22 ·.-:_;r,;:~~i.tn~Qi~f§fo~-;;~:$tr~ss~:lor:liic!d:.0Qm~.:11a~i~~---·------·--·-·---~---Load Combination Max Stress Ratios Summary of Mom-en--c-t v'""a-,-lu-es ___ _ = 0.458: 1 5.25x11.875 = 132.84 psi = 290.00 psi +D+L+H = 13.060ft -Span# 1 w E H SummaryofShearValues --- Vactual fv-design Fv-allow Segmentlength . Span# M V -------~:~-~---~~~:i~n ______ ,:~-allo~ Overall MAXimum Envelope ---------·-·-·---· ·----·. - Length= 14.0 ft 0.748 0.458 2~.32 2,170.56 2,900.00 5:52 132.84 290.00 +D Length= 14.0 ft 0.371 0.227 11.05 1,074.56 2,900.00 2.73 65.76 290.00 +D-+l+H Length= 14.0 ft 1 0.748 0.458 22.32 2;170.56 2,900.00 5.52 132.84 290.00 +D+Lr+H Length= 14.0 ft 1 o.~71 0.227 11.05 1,074.56 2,900.00 2:73 65.76 290.00 +D+0.750Lr+0.750L +H Length= 14.0 ft o'.654 0.400 19.50 1,896.56 2,900.00 4.82 116,07 290.00 Sun>Structural Engineering 2525 Pio Pico Dr. Suite#102 Carlsbad, CA. 92008 Description : FB-9 /S'q~ti:~WM,aifmµ~n\oefli_c.tlons:~:u.nfa~Qr~d lifaas· _ / · ·, , ;; ·.:-:;;:, ,.~ Title : Hagey Residence Dsgnr: C.Sun Project Dest.: Project-Notes: Load Combination · Span Max."-" Deft Loqation·in Span Load Combination D +Lr+ L 1 0.5432 7.047 .:::'1M'i~imumloe.f1e~tio.n~-foi!2oad;ci>m~in~ii<>n$;,~·unt~g~rec1tq~c1s::::\ Load Combination Span Max. Downward Deft Location in Span Max. Upward Deft D Only 1 0.2689 7.047 Lr+L Only 1 0.2743 7.047 D+Lr+L 1 0.5432 7.047 0.0000 0.0000 0.0000 /:M~iHi4in:,r{iae.t(~nf~:tJijtaijgr~~t :··:: .. : : ':· · ·· , .. ~;' ~;/::. ·:, --· ·,_: __________ _ ~oad Combination Overall MAXimum Overall MAXimum . DOnly DOnly Lr+LOnly Lr+L.Only D+·Lr+L D +Lr+L Support Support 1, (D +Lr+ L) Support 2, (D + Lr+ L) Support 1 Support2 Support 1 Support2 Support 1 Support2 Vertie~! Reaction 6.377. 6.377 3.157 3.157 3.220 3.220 6.377 6.377 l5GA1V) ~AN:= flf' _....,_ __ _ ""':bL-J ~ x Lf + + ) ~-x 32-:::: 4S { r"L-f: l ! '-',tt,~ ~-+~) ~4D -==Lebo Pl£: Job# Max."+" Deft 0.0000 Location in Span 0.000 0.000 0.000 Pri~ted: 17 JUL 2008 Location in Span 0.000 Sun 6tnJctural Engineering -2525 Pio Pico Dr. Suite#102 Carlsbad, CA. 92008 Description : Title : Hagey Residence Dsgnr: C.Sun Job# Project Desc.: Project Notes : Printed: 29 JUL 2008 Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mactual fb-design Fb-allow Vactual fv-design Fv-allow ~L-en-gt-h--'--=-7.0_ft_..:cc_ ____ 1~--0-.3~9~0 ---0.-33_3 ____ 15~.5~2--1,1=32~.2~3--2,-90-0-.00-----,-5~.3.,,.--5 96.47 290.66 +D+0.750Lr+0.750L +H Length= 7.0 ft 1 0.645 0.550 25.66 1,871.43 2,900.00 8.84 159.44 290.00 -,;;-:0J{~i~i,1J~ax_irliii,f.P~e"tf~~,9tii( -:DMa~Qr(!~l r:9i~~;/ : ···· · :_f ~:;, \ ""'-"''-'-"--'---'------- Load Conibination Span Max."-" Defl Location in Span Load Combination Max.'+" Deft Location in Span -o=-+"'"'L,....r_+,....L ----.-------,1---o.,.....1.,.,1=25,-----=3-=_e=17,--------------------=-o.o=o=:-oo 0.000 '·:· ';Mlixfmiffil-bet1'ictfdnsitoilciad· co· · t>i"r1at1ot1s ·,. l.lnfact<>red Loiqs ·: .: ;-: ......... ., . ., . , .... , ... --..... m_ ... ---..... ·--~·-·-·--· ----------------------- Load Combination Span Max. Downward Deft Location in Span D Only . 1 0.0599 3.617 Lr+L Only 1 0.0527 3.617 D+Lr+L 1 0.1125 3.617 ?;;.:,rr1ixi'riii(m!Bea~,9~$\ .. J~fitactQt~li-. _,_ ·· · ,. _:_t~·', . -:'.r:{ Load Combination Overall MAXimum Overall MAXimum DOnly DOnly Lr+LOnly Lr+LOnly D +Lr+L D+Lr+L Support Support 1, (D +Lr+ L) Support 2, (D +Lr+ L) Support 1 Support2 Support 1 Support2 Support 1 Support·2 Vertical Reaction 9.986 10.594 5.204 5.666 ---~ 4.781 4.929 9.986 10.594 Max. Upward Deft 0.0000 .0.0000 0.0000 Location in Span 0.000 0.000 0.000 Suq Structural Engineering 2525 Pio Pico Dr. Suite#102 Carlsbad, CA. 92008 Description : Material Properties Analysis Method : Allowable Stress Design Load Combination 2006·1BC & ASCE 7-05 Wood Species : Truss Joist Wood Grade : Parallam 2.0E Beam Bracing ' , '"H-i Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load : D = 0.3040, L = 0.280 k/ft, Tributary Width = 1.0 ft Title : Hagey Residence Dsgnr: O.Sun Job# Project Desc.: Project Notes : Printea: 29 JUL 2008 Calculations per !BC 2006, CBC 2007, 2005 ~DS _ 2,900.0 psi E: Modulus of Elasticity 2,900.0 psi Ebend-xx 2,000.0ksi 1,600.0 psi Eminbend -xx ksi 650.0psi 290.0 psi 1,000.0psi Density 34.150pcf 7.0x11.875 7,Qft.,' _., ................... . Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.3360, L = 0.420 k/ft, Extent= o:o -» 4.0 ft, Tributary Width = 1.0 ft Point Load : D = 7.260, L::: 6.070 k Ca} 4.0 ft ;/:q,~$[tj}if.s/Jjjj~ij}t~{t:?2.:?,::?t:~;~,_t:~,L!. }li.~.-~.}. . .. . :Maximum Bending Stress Ratio · = 0.730 1 Section used for this span 7 .0x11.815 fb : Actual = 2, 117.83psi FB: Allowable = 2,900.00psi Load Combination Location of maximum on span = Span # where maximum occurs = :Maximum Deflection Max Downward Live Load Deflection = Max Upward Live Load Deflection = Live Load Deflection Ratio = Max Downward Total Deflection = Max Upward Total Deflection = Total Deflection Ratio . +D+L+H 3.993ft Span# 1 0.053 in 0.000 in 1594 0.113in 0.000 in 746 r ·::M-iiif 1t1um~Eotc~'~;-St'res's · ·· :'for:toai:combf natiohs: Maximum Shear Stress Ratio Section used for this span fv: Actual Fv : Allowable Load Combination Location of maximum on span Span # where maximum occurs Support Reactions ( kips ) Support #1 Support#2 D L+Lr 5.20 4.78 5.67 4.93 s = 0.622: 1 7.0x11.875 = 180.42 psi = 290.00 psi +O+L+H = 6.013ft = Span# 1 w E H _,,,,,,,,, .... , ,, 't""_r''"''", .,,,<~ •• ,, '""~-_,,. ... '• '' ,,.,,,_ ' •• ~---:...~---------~----------,..,..,.--------Load Combination Max Stress Ratios Summary of Moment Values ·-Surriiiiary of Shear Vaiires _· ----.. · Segment Length Span # M V Mactual lb-design Fb-allow Vactual fv-design Fv-anow ---~-------Overall MAXimum Envelope Length= 7.0 ft 1 0.730 0.622 29.04 2,117.83 2,900.00 10.00 180.42 290,00 +D Length= 7.0 ft_ 1 0.390 0.333 15.52 1,132.23 2,900.00 5.35 96.47 290.00 +D+L+H Length=7.0ft 0.730 0.622 29.04 2,117.83 2,900.00 10.00 180.42 290.00 +D+Lr+H To specify your own special title block here, use the "Setting_s" screen and enter your title block information. Title • CMU WALL-3 Job # ; ... New... Dsgnr: Description ... . Page: ')j Date: SEP 3,2008 This Wall in_ File: z:\residencial\~agey\retaining wall.rp5.rp5 . Retain'Pro 2007, 5-Dec-2007, (c) 1989-2007 'www.retainpro.com/support for latest release Registration#: RP-1168155 2007010 Cantilevered Retaining Wall Design( ~1:1urJE. ';, 2.) Code: CBC 2007 I Criteria_ ___________ ... I Soil Data, I I Footing Di_mensions & Strengths • Retained: Height = 6.00'ft Wall height abovt:l soil = 0.50ft Slope Behind Wall = 0;00: 1 Height of Soil over Toe = 6.00 in Water height over heel = 0.0 ft Wind on Stem = 0.0 psf Vertical component of active lateral soil-pressure options: l)SED for'Soil Pressure. NOT USED for Sliding Resistance. USED for Overturning Resistance. I Surcharge Loads Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe ,-,o.o psf Used for Slidin -~,P.Y~PJ:!f ·ng Axial Dead Load Axial Live Load- = = Axial Load Eccentricity = 0.0 lbs O,O lbs 0.0 in • I *Design Summary • Wall Stability Ratios Overturning = 1. 78 OK Slab Resists All Sliding ! Total Bearing Load ... resultant ecc. = = 2,288 lbs 8.31 in Soil Pressure @. Tqe = 1,442 psf OK Soil Pressure @ Heel = O psf OK Allowable ;:: 1,500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,520 psf ACI Factored @ Heel = O psf Footihg Shear@ Toe = 7.5 psi OK Footing Shear@ Heel = 7.8 psi OK Allowable = 75.0 psi Sliding Cales Slab Resists All Sliding ! Lateral Sliding Force = 1,175.6 lbs less 67 % Passive Force = -335.0 lbs less 100% Friction' Force = -602.9 lbs • Added Force Req'd = 237 .8 lbs NG ... .for :1 .5 : 1 Stability = 825.6 lbs NG Allow· Soil Bearing 1,500.0 psf Toe Width = 1.75ft Equivalent Fluid Pressure Method' Heel Width = 1.75 'Heel Active Pressure = 45.0 psf/ft Total Footing Width = 3.50 Toe Active Pressure = 45.0 psf/ft Footing Thickness = 18.00 in Passive Pressure = 250.0 psf/ft Soil Density, Heel · 110.00 pcf Key Width = 0.00in = Key Depth = O.OOin Soil Density, Toe 0.00 pc;:f Key Distance from Toe = 1.50 ft Footingl!Soil Friction , = 0.300 Soil height to ignore fc = 2,500psi Fy = 60,000 psi Footing Concrete Density = 150.00pcf for passive-pressure = O.OOin Min.As% = 0.0018 Cover@Top = 2.00in @ Btm.= 3.00 in I Lateral Load Applied to Stem • I Adjacent Footing Load • Lateral Load = 0.0#/ft ... Height to top = 0.00 ft = 0.00 ft ... Heighl'to Bottom ~ ,,r,l,%i\i lf;;,\'.~;-~;:,·, .. 44 I Stem Construction Design Height Above Fti; Wall Material Above "Ht" Thickness Rebar Size Rebar Spacing RebarPlaced at Design Data fb/FB + fa/Fa · Total Force@ Section Moment....Actual Moment. .... Allowable Sh~ar ..... Actual • ft= = = = --- = lbs= ft-#= = psi= Shear ..... Allowable psi = Wall Weight = Rebar Depth 'd' in = LAP SPLICE IF ABOVE in= LAP SPLICE IF BELOW in = Top Stem Stem OK 0.00 Masonry 8.00 # 5 16.00 Center 0.752 1,287.0 2,590.5 3,446.5 32.4 69.7 78.0 3.75 45.00 HOOK EMBED INTO FTG in= 7.00 Adjacent Footing Load = 0.0 lbs Footing Width = 0.00 ft Eccentricity = 0.00 in Wall to Ftg CL~Dist · . -i::: 0.00 ft Footing Type Line Load Base Above/Below Soil = 0.0 ft at Back of Wall Poisson's Ratio = 0.300 MasonryData -~~---------------------- frn psi = 1,500 Fy psi= 60,000 Solid Grouting = Yes Load Factors --------~---= 21.48 Building Code Dead Load Live,Load Earth, H Wind,W Seismic, E CBC2007 1.200 1.600 1.600 1.600 1.000 Modular Ratio 'n' Equiv. Solid Thick. Masonry Block Type Masonry Design Method in= 7.60 = Medium Weight LRFD Concrete Data. --~--~------------------ fc Fy psi= psi= To specify your own special title block here, use the "Settings" screen and enter your title:block information. Title : CMU WALL-3 Job# : ... New... Dsgnr: Description ... . Page:~ lf Date: SEP 3,2008 This Wall in File: z:\residencial\hagey\retaining wall.rp5.rp5 Retain Pro 2007, 5-Dec-2007, (c) 1989-2007 www.retainpro.comtsupportfor1atestre1ease Cantilevered Retaining Wall Design£. ~b, t,.tn"" "3•)_ Code: CBC 2007 Registration#: RP-1168155 2007010 V 1" Ci I Footing Design Results • Toe Heel Factored Pressure = 1,520 O psf Mu' : Upward = 2,230 63 ft-# Mu': Downward -617 1,312 ft-# Mu: Design -1,613 1,249 ft-# Actual 1-Way Shear = 7.47 7.84 psi Allow 1-Way Shear 75.00 75.00 psi Other Acceptable Sizes & Spacings Toe Reinforcing = None Spec'd Toe: Not req'd, Mu < S * Fr Heel Reinforcing = None Spec'd Heel: Not req'd, Mu < S * Fr Key Reinforcing = None Spec'd Key: No key defined I Summary of Overturning & Resisting Forces & Moments ..... OVERTURNING ..... Force Distance Moment ~-~ ft ~ Heel Active Pressure = Toe Active Pressure = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = Total = Resisting/Overturning Ratio 1,265.6 -90 .. 0 2.50 0.67 1,175.6 O.T.M. = = 1.78 3,164.1 -60.0 3,104.1 Soil Over Heel = Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = Soil Over Toe = Surcharge Over T9e = Stem Weight{s) = E;arth @Stem Transitions= Pooling Weighf = Key Weight = Vert. Component = .. ... RESISTING ..... Force Distance Moment lbs ft ft-# 715.0 2.96 2,115.2 0.00 0.88 507.0 2.08 1,056.3 787.5 1.75 1,378.1 1.50 Vertical Loads used for Soil Pressure = 2,287.7 lbs 278.2 . ___ ..=.:...c 3.50 973.7 Vertical component of active pressure used for soil pressure Total= 2,287.7 lbs R.M.= 5,523.3 DESIGNER NOTES: . -*i (£. t6 11 tJ · ( • {~! ;,/J._t cOIVTA f- l ~' ~ Is-<= P~1,1 s; fl E w /1<... tAK>(>fcnoN Rt:&'.b ") ~~Wift''9f!".,•.if}':•r:., , . • To specify your own special title block here, use the "Settings" screen and enter your title block information. Title : Hagey Residence Job # : Dsgnr: Description .... Page:~ Date: JUN 9,2008 This Wall in File: z:\residencial\hagey\retaining wall.rp5.rp5 Retain Pro2007, 5~Dec-2007, (c) 1989-2007 www.reta1npro.comtsupport tor latest release Cantilevered Retaining Wall Design ~ ;:?,iJ;> L, e~ IC O . .Q. Code: CBC 2007 Registration#: RP-1168155 · 2007010 1\1 '-I I Criteria - Retained Height = Wall ·height above soil = Slope Behind Wall = Height of Soil over Toe = Water height over heel = Windon Stem - Vertical component of active l~teral soil pressure options: 8.00 ft 0.50 ft 0.00: 1 6.00in 0.0ft o.o psf USED for Soil Pressure. NOT USED for Sliding Resistance. USED for Overturning Resistance . • I.S~il Data Allow Soil Bearing = 1,500.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 45.0 psf/ft Toe Active Pressure = 45.0 psf/ft Passive Pressure = 250.0 psf/ft Soil Density, Heel = 110.00 pcf Soil Density, Toe 0.00 pcf Footing!ISoil Friction = 0.300 Soil height to ignore for passive pressure = 0.00 in I I Footing Dimensions & Strengths I Toe Width = 2.75 ft Heel Width = 2.25 Total Footing Width = 5.00 Footing Thickness = 18.00 in Key Width = 0.00in Key Depth = 0.00in Key Distance from Toe = 2.00 ft fc = 2,500psi Fy = 60,000 psi Footing Concrete Density = 150.00pcf Min.As% = 0.0018 Cover@Top = 2.00in @ Btm.= 3.00 in .,I S 11111 u.r.ch•a•rlll!g•e•L•oa.d.s ____ a11111_.. I Lateral Load Applied to Stem Surcharge Over Heel = o.o psf • I Adjacent Footing Load Adjacent Footing Load Footing Widtli Eccentricity • Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning I Axial Load Applied to Stem I Axial Dead Load Axial Live Load = Axial Load Eccentricity = I *Design Summary Wall Stability Ratios . 0.0 lbs 0.Olbs 0.0 in • Overturning = 2.05 OK Slab Resists All Sliding ! · Total Bearing Load .:.resultantecc. = = 3,667 lbs 8.03 in Soil Pressure @ Toe = 1,323 psf OK Soil Pressure@ Heel = 144 psf OK Allowable = 1,500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,334 psf ACI Factored @ Heel = 146 psf • Footing Shear@ Toe = 10.3 psi OK Footing Shear @ Heel = 10.8 psi OK Allowable = 75.0 psi Sliding Cales Slab Resists All Sliding ! Lateral Sliding Force = 1,940.6Ibs less 67 % Passive Force = -335.0 lbs less 100% Friction Force = -.966.3 lbs Added Force Req'd = 639.3 lbs NG ... Jar 1.5 : 1 Stability = 1,609.6 lbs NG Lateral Load ... Height to Top ... Height to Bottom = = = 0.0#/ft 0.00 ft 0.00 ft I Stem Construction • Top Stem Design Height Above Fte Wall Material Above "Ht" Thickness Rebar Size Rebar Spacing Rebar Placed at Design Data fb/FB + fa/Fa Total Force@ Section Moment....Actual Moment. .... Allowable Shear ..... Actual ft= = = = = = = lbs= ft-#= ft-#= psi= Shear ..... Allowable psi = Wall Weight psf = Rebar Depth 'd' in = LAP SPLICE IF ABOVE in= LAP SPLICE IF BELOW in = Stern OK 4.25 Masonry 8.00 # 5 16.00 Center 0.348 316.4 395.5 1,136.9 8.0 38.7 78.0 3.75 30.00 30.00 Wall to Ftg CL Dist Footing Type Base Above/Below Soil at Back of Wall Poisson's Ratio Stern OK 0.00 Masonry 12.00 # 6 8.00 Edge 0.555 1,434.4 3,839.1 6,915.5 15.2 38.7 124.0 9.00 36.00 HOOK EMBED INTO FTG in= 12.60 = = = = = 0.0 lbs 0.00 ft o.oo in 0.00 ft Line Load 0.0 ft 0.300 Masonry.Data ---~-~------------------- fm psi = 1,500 1,500 Fs psi= 20,000 24,000 Solid Grouting = Yes No Load Factors -,-------------Use Full Stresses Modular Ratio 'n' = Yes Yes Building Code Dead Load Live Load Earth, H Wind,W Seismic, E CBC2007 1.200 1.600 1.600 1.600 1.000 Short Term Factor Equiv. Solid Thick. Masonry Block Type Masonry Design Method = 21.48 21.48 = 1.000 1.000 in= 7.60 11.60 = Medium Weight = ASD Concrete Data ------------------------ fc Fy psi= psi= To specify your own special title block here, · use the "Sett(ngs" screen and enter your title block information. Title : Hagey Residence Job # : Dsgnr: Page:'3b._ Date: JUN 9,2008 Description .... This Wall in File: z:\residencial\hagey\retaining wall.rp5.rp5 Retain Pro2007, 5-Dec-2007, (c) 1989-2007 www.retainpro.comtsu1>port tor latest release c. antilevered Retaining Wa:11 Design Code: CBC 2007 Registration~: RP-1168155 2007010 I Footing Design Results • ~ Heel Factored-Pressure = 1,334 146 psf Mu' : Upward -4,935 298 ft-# Mu': Downward = 1,512 2,384 ft-# Mu: Design = 3,423 2,087 ft-# Actual 1sWay Shear = 10.26 10.77 psi Allow 1-Way Shear = 75.00 75.00 psi Other Acceptable Sizes & Spacings Toe Reinforcing = None Spec'd Toe: Not req'd, Mu < s·* Fr Heel Reinforcing = None Spec'd Heel: Not req'd, Mu < S * Fr Key Reinforcing = None Spec'd Key: No key defined· I Summary of Overturning & Resisting Forces & Moments Item Heel Active Pressure Toe Active Pressure Surcharge Over Toe . Adjacent ·Footing Load Added· Lateral Load = = = = = Load @Stem Above.Soil= Total = . ..... OVERTURNING .. : .. Force Distance ·Moment lbs ft ft-# 2,030.6 3.17 6,430.3 -90.0 0.67 -60.0 1,940.6 O.T.M. 6,370.3 Resisting/Overturning Ratio = 2.05 Soil Over Heel = Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = Soil Over Toe = Surcharge Over Toe = Stem Weight(s) = Earth @ Stem Transitions= Footing Weight = Key Weight = Vert. Component = .. ... RESISTING ..... Force Distance Moment lbs ft ft-# 1,100.0 4.38 4,812.5 0.00 1.38 858.5 3.19 2,734.9 137.5 3.58 492.7 1,125.0 2.50 2,812.5 2.00 446.4 5.00 2,231.8 Vertical Loads used for Soil Pressure= 3,667.4 lbs ----- Vertical component of active pressure used for soil pressure Total= 3,667.4 lbs R.M.= 13,084.4 DESIGNER NOTES: . u S-E. }:i I ·::~11 w A (.,,L f &1<--,11(E 15fJ"rtt:uv, 1.-/-1.e/<: 1PtJt:rtDtJ Gv A L-L • w,-rfrf =Jl:-6€_ ~l( eec...·VE-R.TlLA-{..__ AN.b .M.=Lf @_{~ (( (),(_• H~fe_()~:A;L-\_ . USG ?3 11 CM.u WA'tL--fvR TM€ To{:> Pot{Tilf:N ~P CMU !AJALL- w 1-n~ #5 e tei 11 0--L, V€ ItT/l-A'L / *~ Gi (6 tr(),(_' l~\,P"R'~DNcJtl- To specify your own special title block here, use the "Settings" screen and enter your title block information. Title : Hagey Residence Job # : Dsgnr: Page:31:__ Date: JUN 9,2008 Description .... This Wall in File: z:\residencial\hagey\retaining wall.rp5.rp5 Retain Pro 2007, 5-Dec-2007, (c) 1989-2007 www,retainpro.com/support for latest release Re istration #: RP,1168155 2007010 Restrained Retaining Wall Design p·i' ~ kj/t-1..-Code: CBC 2007 I.criteria • jsoil Data -~ I Footing Strengths & Dimensions Retained Height = 11.00 ft Wall height above soil = 1.00.ft Total Wall Height = 12.00ft Allow Soil Bearing = 1,500.0 psf Toe Width = 2.75 ft Equivalent Fluid Pressure Method Heel Width = 2.25 Heel Active Pressure = 65;0 psf/ft Total Footing Widtt = 5.00 Toe Active.Pressure = 65.0 psf/ft Footing Thickness = 18.00 in Top Support Height -11 ,00ft Slope Behind Wal = 0.00: 1 = 6.00 in Passive Pressure = 250.0 psf/ft Key Width 0.00in = Soil Density = 110.00 pcf Key Depth = 0.00in Footingl!Soil Frictior = 0.300 Key Distance from Toe = 0.00ft Height of Soil over Toe Water height over heel = 0.0 ft ·soil height to ignore re= 2,500 psi Fy = 60,000 psi for passive pressure = 0.00 in Windon Stem = Vertical component of active lateral soil pressure options: USED for Soil Pressure. 0.0 psf USED for Sliding Resi.stance. USED for Overturning Resistance. 71 S•u•r•c•ha111rlliig•e•L•o•a•ds_.. _______ _.. 1 · Uniform Lateral Load Applied to Stem Surcharge Over Heel. = 0.0 psf »>Used To Resist Sliding.& Overturning • · Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning I Axial Load Applied to Stem. I Axial Dead Load 0.0 lbs Axial Live Load, = 0.0 lbs Axial Load Eccentricity = 0.0 in Lateral Load ... Height to Top ... Height to .B6ttorr = = = 0.0 #/ft 0.00 ft 0.00 ft I Earth Pressure Seismic Load. I Kh Soil Density Multiplier= 0.200 g I Stem Weight Seismic Load · • Fp / WP Weight Multiplier = 0.000 g ~ '7_•_•_•_•_•_•_•_•_·~-'-·--------------~---------·-~ I Design Summary -Masonry Stem Construction Footing Concrete Density Min.As% Cover@Top = 2.00in • I Adjacent Footing Load Adjacent Footing Load Footing Width Eccentricity Wall to Ftg CL Dist Footing Type Base Above/Below Soil at Back of Wall Poisson's Ratio Added seismic per unit area Added seismic per unit area = 150.00 pcf = 0.0018 @ Btm.= 3.00 in = = = = = = = = 0.0 lbs 0.00 ft o.oo in 0.00 ft Line Load 0.0 ft 0.300 0.0 psf 0.0 psf • • Total Bearing Load ·· = 4,476 lbs Thickness = 12.00 in rm = ... resultant·e9c. = 6.66 in Wall Weight = 124.0 psf Fs = Stem is FIXED to top. of footing Block Type = Medium Weight Soil Pressure @Toe = 1,491 psf OK Soil Pressure @ Heel = 299 psf OK. 2,500 psi 24,000 psi Short Term Factor = Equiv. Solid Thick.= n Ratio (Es/Em) = Use Full Stresses 1.000 11.6D0in 12.889 Design Method = ASD Solid Grouted Allowable = 1,500 psf Soil Pressure Less Than Allowable ACI Factored @Toe = 1,789 psf ACI Factored @ Heel = 359 psf Footing Shear @ Toe = 16.8 psi OK Footing Shear @ Heel = 9.7 psi OK Allowable = 75.0 psi Design Height Above Fte Rebar Size Rebar Spacing Rebar Placed at Reaction at Top = 786.5 lbs Reaction at Bottom = 4,283.5 lbs • Rebar Depth 'd' Design Data fb/FB + fa/Fa Sliding Cales Slab Resists All Sliding ! Lateral Sliding Force = 4,283.5 lbs Moment....Actua Moment. .... Allowable Shear Force @ this height Shear ..... Actual Shear ..... Allowable @ Top Support Stern OK = 11.00 ft = # 5 = 8.00 in = Center = 5.75in = 0.000 = 0.0 ft-# = 4,099.8 ft-# = 786.5 lbs = 12.75 psi = 50.00 psi Mmax Between Top& Base Stern OK. 6.10 ft # 5 8.00 in Center 5.75in 0.629 2,579.3 ft-# 4,099.8 ft-# Load Factors ---------------'-Rebar Lap Required = 25.0Din 25.00 in Building Coqe Dead Load Live Load Earth,H Wind,W Seismic, E CBC2007 1.200 1.600 t.600 1.600 UDO Hooked embedment into footing Other Accepta!'>le Sizes & Spacings: Toe: None Spec'd -or-Not req'd, Mu < S * Fr Heel:None Spec;'d -or-Not req'd, Mu< S * Fr Key, No key defined -or-No key defined = @Base of Wall Stern OK 0.00 ft # 6 8.00 in Edge 9.00 in 0.594 5,766.5 ft-# 9, 705.6 ft-# 3,137.91bs 32.44psi 50.00psi 12.60in I To specify your own special title bJock here, use the "Settings" screen and enter your title block informatio·n. Title : Hagey Residence Job # : Dsgnr: Page:18_ Date: JUN 9,2008 Description .... This Wall in File: z:\residencial\hagey\retaining wa11.rp5.rp5 Retain Pro 2001 , 5-Dec-2007, (c) 1989-2007 www.retainpro.com/support for latest release Restrained Retaining Wall Design Code: CBC 2007 Registration#: RP-1168155 . 2007'010 I Footing Design Results I _k_ Heel Factored Pressure = 1,789 359 psf Mu; : Upward = O 37.4 ft"-# Mu' : Downward = 0 1,744 ft-# Mu: Design = 3,839 1,370 ft-# Actual 1~way Shear = 16.75 9.67 psi Allow 1-Way Shear = 75.00 75.00 psi I Summary of Forces on Footing : Slab RESISTS sliding, stem is FIXED at footing Forces acting on footing for soil pressure Load & Moment Summary For Footing : For Soil Pressure Cales Moment@ Top of Footing Applied from Stem Surcharge Over Heel = lbs Adjacent Footing Load = lbs Axial Dead Loa<;! on Stem = lbs Soil Over Toe Surcharge Over Toe Stem Weight Soil Over Heel Footing Weight Total Vertical Force = = = = = = 151.31bs lbs 1,488.0lbs 1,512.51bs 1,125.0lbs 4,476.0lbs Soil Pressure Resulting Moment = DESIGNER NOTES: :;: ft ft ft 1.38 ft ft 3.25 ft 4.38 ft 2.50 ft Base Moment = 2,482.!ft-# »> Sliding Forces are restrained by the adjacent slab -5, 766.5 ft-# ft-# ft-# ft-# 208.0ft-# ft-# 4,836.0 ft-# 6,617 .2 ft-# 2,812.5 ft-# 8, 707 .2 ft-# . IJ~G (i' c.M,<A ..,; ALL---fi>-f< Ttrtf J,r.fT'To--M. 6'-.f/1 -~·fl/<TlDN WALL w 11\-\ t 6 &. ~.tt e ,e-. · vf:-e-n<--~L ANJ>. ~ t..r e lb u e, L-· P-to£t ~-M--rAl-, • To specify your own special title block here, use the "Settings" screen and enter your title block information. Title : Hagey Residence Jot? # : Dsgnr: Page: 1A Date: JUN 9,2008 Description .... This Wall in File: z:\residencial\hagey\retaining wall.rp5.rp5 Retain Pro 2007, 5-Dec-2007, (c) 1989-2007 www.retainpro.com/supporHor 'latest release Registration#: RP-1168155 2007010 Restrained Retaining Wall Design ~b>\1.U,""L,l, eP:> Code: CBC 2001 I Criteri~ • !Soil Data I I Footing Strengths & Dimensions Retained Height = 11.00 ft Wall height above soil = foott Total Wall Heigh~ = 12.0QJt Allow Soil Bearing = 1,500.0 psf Toe Width = 2.75ft Equivalent Fluid Pressure Method Heel Width = 2.25 Heel Active Pressure = 65.0 psf/ft Total Footing Widtt = 5.00 Toe Active Pressure = 65.0 psf/ft Footing Thickness = 18.00 in Top Support Height = 11.00 ft Slope Behind Wal 0.00: 1 Height of Soil over Toe = 6,00 in = 0.0 ft Passive Pressure = 250.0 psf/ft Key Width O.OOin = Soil Density = 110.00 pcf Key Depth = O.OOin FootingHSoil Frictior = 0.300 Key Distance from Toe = 0.00ft Soil height to ignore .fc = 2,500psi Fy = 60,000 psi Water height over heel for passive pressure = 0.00 in Footing Concrete Density = 150.00 pcf Wind on Stem = Vertical compcinentof active lateral soil pressure options: USED for Soil Pressure. 0.0 psf USED for Sliding Resistance. USED for Overturning Resistance. Lj S•u•r•c•h•ar111g•e•L•o•a•ds_1111111 ______ _.I I Uniform Lateral Load Applied to Stem Surcharge OverHeel = 0.0 psf »>l.)sed To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning j Axial Load Applied to Stem Axial Dead Load = 0.0 lbs Axial Live Load = 0.0 lbs Axial Load Eccentricity -0.0 in Lateral Load ... Height to Top ... Height to Bottari • = = = 0.0 #/ft 0.00 ft 0.00 ft j Earth Pressure Seismic Load I Kh Soil Density Multiplier = 0.200 g I Stem Weight Seismic Load • Fp/ WP Weight Multiplier = 0.000 g _., ___________ --.. _ ---~ --------------------·-~ I Design Summary II Masonry Stem Construction Min.As% = 0.0018 Cover@Top = 2.00in @ Btm.= 3.00 in • j Adjacent Footing Load I Adjacent Footing Load = 0.0 lbs Footing Width = 0.00 ft Eccentricity = 0.00 in Wall to Ftg CL Dist = 0.00 ft Footing Type Line Load Base Above/Below Soil 0.0 ft at Back of Wall = Poisson's Ratio = 0.300 Added seismic per unit area = 0.0 psf Added seismic per unit area = 0.0 psf • Total Bearing Load = 4,327 lbs Thickness = 8.00 in fm = ... resultant ecc. = 7.25 in Wall Weight = 78.0 psf Fs = Stem is FIXED to top of footing Block Type = Medium Weight Soil Pressure-@toe = 1,493 psf OK Soil Pressure @ Heel = 238 psf OK 2,500 psi 24,000 psi Short Term Factor = Equiv. Solid Thick.= n Ratio (Es/Em) = Use Full Stresses 1.000 7.600in 12.889 Design Method =-ASD Solid Grouted Allowable = 1,500 psf Soil Pressure Less Than Allowable ACI Factored @Toe = 1,792 psf ACI Factored @ Heel = 285 psf Footing Shear@Toe = 16.5 psi OK Footing Shear @ Heel = 11.9 psi OK Allowable = 75.0 psi Design Height Above Ft, Rebar Size Rebar Spacing Rebar Placed at Reaction at Top = 786.5 lbs Reaction at·aottorri = 4,283.5 lbs Rebar Depth 'd' Design Data fb/FB + fa/Fa Sliding Cales Slab Resists All Sliding ! Lateral Sliding Force = 4,283.5 lbs Moment. ... Actua Moment. .... Allowable Shear Force @ this height Shear ..... Actual Shear ..... Allowable @ Top Support Stem OK :::: 11.00 ft = # 5 = 8.00 in = Center = 3.75in 0.000 = 0.0 ft-# = 2,010.2 ft-# = 786.5 lbs = 19.98 psi = . 50.00 psi Mmax Between Top&Base Bending NG! 6.10 ft # 5 8.00in Center 3.75in 1.283 2,579.3 ft-# 2,010.2 ft-# Load Factors -----~-------Rebar Lap Required = 25.00 in 25.60 in Building Code Dead Load tive Load Earth,H Wind,W Seismic, E CBC2007 1.200 1.600 1.600 1.600 1.000 Hooked embedment into footing other Acceptable Sizes &.Spacings: Toe: None.Spec'd -or-Not req'd, Mu< S * Fr Heel:None·Spec'd -or-Not req'd, Mu < S * Fr Key: No key defined -or-No key defined = @BaseofWall Shear NG! 0.00 ft # 6 8.00 in Edge 5.25 in 1.457 5,766.5 ft-# 3,957.2 ft-# 3,137.91bs 57.13psi 50.00psi 12.60in I Title : Hagey Residence Job # : Dsgnr: Description: ... Page:EiL_ Date: JUN 9,2008 To specify your own special title block here, use the "Settings" screen and enter your title block information. This Wall in File: z:\residencial\hagey\retaining wall.rp5.rp5 Retain Pro 2007, 5-Dec-2007, (c) 1989-2007 www.retalnpro.com/support for latest release Restrained Retaining Wall Design. Code: CBC 2007 Registration#: RP-1168155 2007010 I Footing Design Results I · Toe fteel Factored Pressure = 1,792 285 psf Mu' : Upward -O 557 ft-# Mu' : Downward = 0 2,663 ft-# Mu: Design = 3,839 2,106 ft-# Actual 1-Way Shear -16.46 11.91 psi Allow 1-Way Shear = 75.00 75.00 psi I Summary of Forces on Footing : Slab RESISTS sliding, stem is FIXED at footing Forces acting on footing for soil pressure »> Sliding Forces are restrained by the adjacent slab Load & Moment Summary For Footing : For Soil Pressure Cales Moment@Top of Footing Applied from Stem = Surcharge Over Heel = lbs ft Adjacent Footing Load = lbs Axial Dead Load· on Stem = lbs Soil Over Toe = 151.31bs surcharge Over Toe = lbs Stem Weighf -936.0lbs Soil Over Heel = 1,915.Blbs Footing Weight = 1,125.0lbs Total Vertical Force = 4,327.41bs Soil Pressure Resulting Moment =. DESIGNER NOTES: . ft ft 1.38 ft ft 3.08 ft 4.21 ft 2;50 ft Base Moment = 2,615.!ft-# -5, 766.5 ft-# ft-# ft-# ft-# 208.0ft-# ft-# 2,886.0 ft-# 8,062.5 ft-# 2,812.5 ft-# 8,202.5 ft-# F0 R.. -Ct,f'f>O't..TtON Of (:_M~ W.L\l--L-A&ov& · ~-6 (! t11 (r(rf • L-tsE # S, e'cf 0·,L Vt.R..TrcAL. A"JJ:> -:#.Y ~ ti; 11 ti~<-~ t(.otJ~WT ftL SUN Structural Engineering, Inc. 2091 Las Palmas Dr. Suite D Carlsbad, CA. 92008 ENGINEERING Description: Material Properties fc : Concrete 28 day strength = Fy : RebarYield . = Ee : Conctete Elastic Modulus = Concrete Density = <I> Values Flexure = Shear. = 2,500.0 ksi 60.0 ksi 3,122.0 pcf 145.0 ksi 0.90 0.850 Analysis Settings · Min Steel% BendingReinf. = .00140 Min Allow % Temp Reinf. = .00180 Min. Overturning Safety Factor = 1.50 : 1 Min. Overturning Safety Factor = 1.50 : 1 AutoCalc Footing Weight as DL Yes AutoCalc Pedestal Weight as DL No >:,;nrroijnJioiii::: .. ;~~§;";.:::)\' · :~·:'. :··::.:tI; · . '::; · ·?t'·· ··.i Width along X-X Axis -5.0 ft Length along Z-Z Axi = 5.0 ft Footing Thicknes = 24.0 in Load location offset from footing center ... ex : Along X-X Axis in ez : Along Z-Z Axis. = in Pedestal dimensions ... px : Along X-X Axis = in pz : Along Z-Z Axis = in Height = in Rebar Centerline to Edge of Concrete .. at Top of footing = 3.0 in at Bottom of footing = 3.0 in Bars along X-X Axis Number of Bars = 9.0 Reinforcing Bar Size = # 5.0 Bars along Z-Z Axis 9.0 Number of Bars = Reinforcing Bar SizE = # 5.0 Bandwidth Distribution Check (ACl·15.4.4.2) Direction Requiring Closer Separation n/a # Bars required within zone = n/a # Bars required on each side of zone n/a D P : Column Load = '13.20 OB : Overburden = M-xx = M-zz = V-x = V-z = Lr Title : Hagey Residence Dsgnr: C.Sun Job# Project Desc.: Project Notes : Printed: 11 SEP 2008. 2:12PM Calculations per !BC 2006, CBC 2007, ACI 318-05 . Soil Design Values Allowable Soil Bearing Increase ~earing By Footing Weight Soil Passive Resistance (for Sliding) Soil/Concrete Friction Coeff. Increases based on footing Depth Reference Depth below Surface Allow. Pressure Increase per foot of depth when base footing is _below Increases based on footing Width Allow. Pressure Increase per foot of width when footing is wider than . L s w 13.240 = = = = = = = = = E 1.50 ksf No 250.0 pcf 0.350 2.0 ft 0.30 ksf 2.0 ft ksf ft H k ksf k-ft k-ft k k ENGINEERING Description : SUN Structural Engineering, Inc. 2091 Las Palmas Dr. Suite D Carlsbad, CA. 92008 Pad Footing-A 1:?Dtsl$N)$UMMAR¥ :'.~.:->.:·•.· .' ·., ·:-; Min. Ratio Item PASS 0;89840 Soil Bearing PASS n/a Overturning -X-X PA$S n/a Overturning -l-Z PASS n/a Sliding-X-X PASS n/a Sliding-Z-Z PASS n/a Uplift PASS 0.087751 Z Flexure ( +X) PASS 0.087751 Z Flexure (-X) PASS 0.087751 X Flexure (+Z) PASS 0.087751 . X Flexure (-Z) PASS .0QJ6030 1-way Shear (+X) PASS .0016030 1-way Shear (~X) PASS .0016030 1-way Shear (+Z) PASS .0016030 1-way Shear (-Z) PASS .0033980 2-way Punching . f~petiIT~ciJ~~~lif:;:: .. · }1:· :·t·, Soil Bearing 'Rotation Axis & -, ' ? . '-~-; Applied 1.3476 ksf o:o k-ft 0.0 k-ft 0.0 k 0.0 k 0.0 k 4.6272 k-ft 4.6~72 k-ft 4.6272 k-ft 4.6V2 k-ft 4.3097 psi 4.3097psi 4.3097 psi 4.3097 psi 18.2685 psi ; , ~-: Load Combination ... Gross Allowable Xecc Zecc X-X, +D 1.50 ksf n/a 0.0in X-X, +D+L+H 1.50 ksf nla 0.0 in X-X, +D+Lr+H 1.50 ksf n/a 0.0in X-X. +D+0.750Lr+0.750L +H 1.50 ksf n/a Q.0in Z-Z. +D 1.50 ksf 0.0in n/a Z-Z. +D+L+H 1.50 ksf 0.0in n/a Z-Z. +D+Lr+H 1.50 ksf 0.0 in n/a .. J.~~-· tl?-:.Q:I§0~ric?5.0~.:f:I ·-~ 1.50 ksf 0.0 in n/a · ,\:.:Pv~rt~i:n.1.!19-~Jatill1ty,._ ·• . · -·t,,' Rotation Axis & Load Combination ... Overturning Moment X-X. +D None X-X. +D+L+H None X-X. +D+Lr+H None X-X. +D+S+H None X-X. +D+0.750Lr+0.750L+H None X-X, +D+0.750L +0.750S+H None X-X, +D+W+H None X-X. +D+0.70E+H None X-X. +D+0.750Lr+0.750L +0.750W+H None X-X. +D+0.750L +0.750S+0.750W+H None X-X. +D+0.750Lr+0;750L +0.5250E+H None X-X. +D+0:750L +0.750S+0.5250E+H None X-X. +0.60D+W+H None X-X. +0,60D+0.70E+H None Z-Z. +D None Z-Z,.+D+L+H None Z-l. +D+Lr+H None Z-Z. +D+S+H None Z-Z, +D+0.750Lr+0.750L +H None ZsZ, +D+0.750L +0.750S'lf! None. Z-Z.+D+W+H None Z-Z. +D+0.70E+H None Z-Z. +D+0.750Lr+0.750L +0.750W+H None Z-Z. +D+0.750L +0.750S+0.750W+H None Z-Z, +D+0.750Lr+0.750L+0:5250E+H None Z-Z. +D+0.750L +0.750S+0.5250E+H None Title : Hagey Residence Dsgnr: · C.Sun Job# Project Desc.: Project Notes : Printed. 11 S::P 2008 2:12P'.1 Capacity Governing Load Combination 1.50 ksf +D+L+H 0.0 k-ft No Overturning 0.0 k-ft No Overturning 0.0 k No Sliding 0.0 k No Sliding 0.0 k No Uplift 52.7310 k-ft + 1.20D+0.50Lr+ 1.60L + 52.7310 k-ft +1.20D+0.50Lr+1.60L + 52.7310 k-ft +1.20D+0.50Lr+1.60L + 52.7310 k-ft + 1.20D+0.50Lr+1.60L + 2,687.94 psi + 1.20D+0.50Lr+ 1.60L + 2,687.94 psi +1.20D+0.50Lr+1.60L + 2,687.94 psi +1.20b+0.50Lr+1.60L + 2,687.94 psi +1.20D+0.50Lr+1.60L + 5,375.87 psi + 1.20D+0 .50Lr+ 1.60L + Actual Soil Bearing Stress Actual I Allowable +Z +Z -X -X Ratio 0.8180 ksf 0.8180 ksf n/a ksf n/a ksf 0.545 1.3476 ksf 1.3476 ksf n/a ksf n/a ksf 0.898 0.8180 ksf 0.8180 ksf n/a ksf n/a ksf 0.545 1.2152 ksf 1.2152 ksf n/a ksf n/a ksf 0.810 n/a ksf n/a ksf 0.8180 ksf 0.8180 ksf 0.545 n/a ksf n/a ksf 1.3476 ksf 1.3476 ksf 0.898 n/a ksf n/a ksf 0.8180 ksf 0.8180 ksf 0.545 n/a ksf n/a ksf 1.2152 ksf 1.2152 ksf 0.810 Resisting Mo~ent Stability Ratio Status 0.0 k-ft lnfinitv OK 0.0 k-ft Infinity OK 0.0 k-ft lnfinitv OK 0.0k-ft Infinity OK 0.0 k-ft Infinity OK 0.0 k-ft Infinity OK 0.0 k-ft lnfinitv OK 0.0k-ft Infinity OK 0.0 k-ft lnfinity OK 0.0 k-ft Infinity OK 0.0 k-ft Infinity OK 0.0 k-ft Infinity OK 0.0 k-ft lnfinitv OK 0.0 k-ft lnfinitv OK 0.0 k-ft Infinity OK o:o k-ft Infinity OK 0:0k-ft Infinity OK 0.0 k-ft lnfinitv OK 0.0 k-ft Infinity OK 0.0 k-ft lnfinitv OK 0.0 k-ft lnfinitv OK 0.0 k-ft lnfinitv OK 0.0 k-ft Infinity OK 0.0 k-ft Infinity OK 0.0 k-ft lnfinitv OK 0.0 k-ft Infinity OK , Ln ENG!NEERING Description : SUN Structural Engineering, Inc. 2091 Las Palmas Dr. Suite D Carlsbad, CA. 92008 '"''."0· \;.;•-",Yr·n· 1·n ';$li.1j'"1l"tfl•-. './J'.. . .•. : .. , ,. .-r'!I.~~,, . JQ\. ~ . ~1, <·•.: ,· ., - Rotation Axis & · Load Combination ... Overturning Moment None None Force Application Axis Load. Combination ... Sliding Force X-X. +O. X-X, +D+L+H X,X, +D+Lr+H X-X. +D+S+H X-X. +D+0.750Lr+0.750L +H X-X. +b+0.750L+0.750S+H X-X. +D+W+H . X-X. +D+0.70E+H X-X. +D+0.750Lr+0.750L +0.750W+H X-X. +0+0.750L +0.750S+0.750W+H X-X. +D+0.750Lr+0.750L +0.5250E+H X-X. +D+0.750L +0.750S+0.5250E+H X-X. +0.60D+W+H X-X. +0.600+0.?0E+H Z-Z. +D z0z. +D+L+H Z-Z. +O+Lr+H Z-Z. +D+S+H Z-Z, +D+0.750Lr+0.750L +H Z-Z. +D+0.750L+0,750S+H Z-Z. +D+0.750Lr+0.750L +0.5250E+H Z-Z. +D+0.750L+0.750S+0.5250E+H Z-Z. +0.60D+W+H Z-Z. +0.60D+0.70E+H Z-Z. +D+W+H Z-Z, +D+O.?OE+H Z-Z, +D+0.750Lr+0.750L +0.750W+H f/i9~l:sli~~1~·f1~~t;7~~1;1:i_. .:"'"·· · ·. :-·: :,~::~r ·-·: .. : O.Ok O.Ok O.Ok O.Ok o.d k O.Ok 0.0 k O.Ok 0.0 k O.Ok 0.0 k O.Ok 0.0 k 0.0 k O.Ok O.Ok O.Ok 0.0 k o.dk O.Ok O.Ok O.Ok 0.0 k O.Ok 0.0 k O.Ok O.Ok O.Ok Footing Flexure Which Tension @ Bot. Load Combination... Mu Side ? or Top ? X-X. +1.400 2.3096 k-ft +Z Bottom X-X. +1.400 2.3096 k-ft -Z Bottom X-X. +1.20D+0.50Lr+1.60L +1.60H 4.6272 k-ft +Z Bottom X-X. +1.20D+0.50Lr+1.60L+1.60H 4.6272 k-ft -Z Bottom X-X, +1.20D+1.60Lr+0.50L 2.8070 k-fi +Z Bottom 2 I :ugg+1.60Lr+0,50L ~:~~i~ t~ =~ ~~~~~ Z-Z. +1.400 2.3096 k-ft +X Bottom Z-Z. +1.20D+0.50Lr+1.60L +1.60H 4.6272 k-ft -X Bottom 2-Z. +1.20D+0.50Lr+1.60L+1.60H 4.6272 k-ft +X Bottom Z-Z, +1.200+1.60Lr+0.501:. 2.8070 k-ft -X Bottom C~6~~*~Q~~~~iq,TI~f%~,:;~~-.. ,· '·'.: ·_3·-~.0~0~t,::::·,·'.~~-i· 'z Bottom Title : Hagey Residence Dsgnr: · C.Sun Project Desc.: Project Notes : Resisting Moment 0.0 k-ft 0.0 k-ft Resisting Force 9.6575 k 14.2915 k 9.6575 k 9.6575 k 13.1330 k 13.1330k 9,6575 k 9.6575 k 13.1330 k 13.1330k 13.1330 k 13.1330 k 6.7945 k 6.7945 k 9.6575 k 14.2915 k 9.6575 k 9.6575 k 13.1330k 13.1330 k 13.1330 k 13.1330k 6.7945 k 6.7945 k 9.6575 k 9.6575 k 13.1330 k 13.1330k As Req'd Gvrn.As 0.5184-in2/ft Minimum Soec'd 0.5184 in2/ft Minimum Soec'd 0.5184 in2/ft Minimum Soec'd 0.5184 in2/ft Minimum Soec'd 0.5184 in2/ft Minimum Soec'd 0.5184 in2/ft Minimum Soec'd 0.5184 in2/ft Minimum Soec'd 0;5184 in2/ft Minimum Soec'd 0.5184 in2/ft Minimum Soec'd 0.5184 in2/ft Minimum Soec'd 0.5184 in2ift Minimum Soec'd 0.5184 in2/ft Minimum Soec'd Job# Stability Ratio Status lnfinitv OK lnfinitv OK Sliding SafetyRatio Status No Slidina OK NoSlidina OK No Slidina OK NoSlidina OK No Slidina OK NoSlidina OK NoSlidina OK No Slidina OK No Slidina OK NoSlidina OK No Slidina OK NoSlidina OK NoSlidina OK NoSlidina OK No Slidina OK NoSlidina OK No Slidina OK NoSlidina OK NoSlidina OK No Slidina OK NoSlidina OK No Slidina OK NoSlidina OK No Slidina OK No Slidina OK No Slidina OK No Slidina OK NoSlidina OK Actual As Phi*Mn Status 0.5580 in2/ft 52.7310 k-ft OK 0.5580 in2/ft 52.7310 k-ft OK 0.5580 in2/ft 52.7310 k-ft OK 0.5580 in2/ft 52. 7310 k-ft OK 0 .5580 in2/ft 52.7310 k-ft OK 0.5580 in2/ft 52. 7310 k-ft OK 0.5580 in2/ft 52.7310 k-ft OK 0.5580 in2/ft 52.7310 k-ft OK 0.5580 in2/ft 52.7310 k-ft OK 0.5580 in2/ft 52.7310 k-ft OK 0.5580 in2/ft 52.7310 k-ft OK 0.5580 in2/ft 52.7310 k-ft OK Load Co.mbioation... Vu @ -X Vu @ +~ Vu @ -Z . Vu@ +Z Vu;Max Phi Vn Phi*Vn / Vu Status ---'--------------"-'=.CCC. +1.400 2.1511 osi 2.1511 osi 2.1511 osi 2.15H osi 2.1511 osi 2.687.94 osi .00080osi OK + 1.20D+0.50Lr+ 1.60L + 1.60H 4.3097 osi 4.3097 osi 4.3097 osi 4.3097 osi 4.3097 osi 2.687 .94 osi .00160300s i OK pp~iii~'\fk{t~~~=-"?f~i:::·.""'}("·::, ::::},6:1r-~si \~.: ?:?144 osi 2.6144 osi 2.6144 osi 2.6144 osi 2,687.94 osi .0009730osi OK Load Combination ... +1.400 +1.20D+0.50Lr+1.60L +1,60H +1.200+1.60Lr+0.50L Vu 9.1185 osi 18.2685 osi 11.0823 osi Phi*Vn 5,375.87osi 5.375.87osi 5,375.87osi Phi*Vn /Vu .0016960 osi .0033980 osi .0020610 osi Status OK OK OK SUN Structural Engineering, Inc. 2091 Las Palmas Dr. Suite:D Carlsbad, CA. 92008 Description·: Pad Footing-B Material Properties fc : Concrete 28 day strength = Fy : Rebar Yield = Ee : Concrete Elastic Modulus = Concrete Density = cp Values Flexure = . Shear = Analysis Settings = = Min Steel % Bending Reinf. Min Allow% Temp Reinf. Min. Overturning Safety Factor = Min. Overturning Safety Factor = AutoCalc Footing Weight as DL AutoCalc Pedestal Weight as DL : 2,500.0 ksi , 60.0 ksi 3,122.0 pcf 145.0 ksi 0.90 0.850 .00140 .00180 1.50 : 1 1.50 : 1 Yes No (:i~Jmiffitaiiit.·::· :::~?.147s:·":_·,\:\:'·\': : ·:. :·:· '.-,, ~; Width along X-X Axis Length along Z-Z Axi Footing Thicknes = = = Load location offset from footing center ... ex : Along X-X Axis = ez : Along Z-Z Axis = Pedestal dimensions ... px : Along X-X Axis pz: Along Z-Z Axis Height = = = Rebar Centerline to Edge of Concrete .. at T qp of footing = at Bottom of footing = "1 ·R~~'f~•f ····"'·.--:·. ·,:. "~ ,,. i,,L~~'-11 ,9:t<m19:t. · . :' Bars along X-X Axis Number of Bars Reinforcing Bar Size Bars. along Z-Z Axis Number of Bars Reinforcing Bar SizE = = = 4.0 ft 4.0 ft 24.0 in in in in in in 3.0in 3.0 in ., 'l " , ~ '$ ' ~-, -- •''""' ,,,., ,_,,,.,,,,' 7.0 # 5.0 7.0 # 5.0 Bandwidth Distribution Check {ACI 15.4.4.2) Direction Requiring Closer Separation n/a # Bar~ required,within zone = n/a # Bars required on each side of zone = n/a '-.' ''(:":_ .. ~~--", ;'('(, --,•,__') D P : Column Load = 9.3120 OB : Overburden = M-xx = M-zz = V-x .- V-z = Lr Title : Hagey Residence Job# Dsgnr: C.Sun Project Desc.: Project Notes : Calculations per IBC 2006, CBC 2007, ACI 318-05 Soil Design Values Allowable Soil Bearing = Increase Bearing By Footing Weight = Soil Passive Resistance (for Sliding) = Soil/Concrete Friction Coeff. = Increases based on footing Depth Reference Depth below Surface = Allow. Pressure Increase per foot of depth = when base footing is below = Increases based on footing Width Allow. Pressure Increase per foot of width = . when footing is wider than = ! I L----·----4··r------~ L s w E 9.2290 1.50 ksf No 250.0 pcf 0.350 2.0 ft 0.30 ksf 2.0 ft ksf ft H k ksf . ____ ,. -- k-ft k-ft k k SUN Structural Engineering, Inc. 2091 Las Palmas Dr. Suite D Carlsbad, CA. 92008 ENGINEERING Description: Pad Footing-B r7?fiEs,ci,tsurJi.fA"kY-"-~.t· ,, · , : : , ·• 'V,S--.,( ;A, ,, V ~ -, , , ' ; ~' " , ,f ..,, Min. Ratio Item PASS 0.96588 Soil Bearing PASS .n/a Overturning -X-X PASS n/a Overturning -Z-Z PASS n/a Sliding -x~x PASS n/a Slidin~ -Z-Z PASS n/a Uplift PASS 0.063239 Z Flexure (+X) PASS 0.063239 Z Flexure (-X) PASS 0,063239 X Flexure (+Z) PASS 0.063239 X Flexure (-Z) PASS .0006380 1-way Shear ( +X) PASS .0006380 1-way Shear (-X) PASS .000_6380 1-way Shear ( +Z) PASS .0006380 1-way Shear (-Z) PASS .0022060 2-way Punching l"'i5etiilfid~ijsu'lts'. v~:-,:.:,·: /'.':" .. ·. ' ',· >·<, .,_ ' :~~d,_...:, --~, ,~,.,,,,_,., , ' .,.,,,... .. ., .,_ ·: , ',... .-, :· ', , ,-r ... ,. 'w A: Soil .Bearing Rotation Axis & Load Combination ... Gross Allowable XsX, +D X-X, +D+L+H X-X, +D+Lr+H XsX, +D+0.750Lr+0.750L +H Z-Z, +D Z-Z, +D+L+H Z-Z. +D+Lr+H .. ,,k~, ;t:.Q~750L[-i;QJ(5_QLtl;i, .... ;.: gv,er,tunJ_1n_g,~T,lljfy '. ·,·. :;_,?· 1 Rotation Axis & Load Combination ... X-X, +D X-X. +D+L+H X-X. +D+Lr+H X-X, +D+S+H X-X. +D+0.750Lr+0.750L +H X-X. +D+0.750L +0.750S+H X-X.+D+W+H X-X, +D+0.70E+H X-X. +D+0.750Lr+0.750L +0.750W+H X-X, +0+0.750L+0.750S+0.750W+H X-X, +D+0.750Lr+0.750L +0.5250E+H X-X. +D+0.750L +0.750S+0.5250E+H. X-X, +0.60D+W+H X-X, +0.600+0.70E+H Z-Z, +D Z-Z. +b+L+H Z-Z, +D+Lr+H Z-Z. +D+S+H Z-Z, +D+0.750Lr+0.?50L +H Z-Z, +0+0.750L+0.750S+H Z-Z,+D+W+H Z-Z. +D+0.70E+H Z-Z. +D+O.'l50Lr+0.750L +0.750W+H Z-Z, +D+0.750L +0.750S+0.750W+H Z-Z. +D+0.750Lr+0.750L +0.5250E+H Z-Z, +D+0.750L+0.?50S+0.5250E+H 1.50 ksf 1.50 ksf 1.50 ksf 1.so·ksf 1.50ksf 1.50 ksf 1.50ksf 1.50 ksf Applied 1.4488 ksf 0.0 k-ft 0.0 k-ft 0.0 k 0.0 k 0.0 k 3.2420 k-ft 3.2420 k-ft 3.2420 k-ft 3.2420 k-ft 1.7157 psi. . 1.7157 psi 1.7157 psi 1.7157 psi 11.8587 psi ,• ~~/\~ Xecc Zecc n/a 0.0 in ri/a O.Q-in nla 0.0 in n/a O.Oin 0.0 in n/a 0.0 in nla O.Oin n/a O.Oin n/a Overturning Moment None None None None None None None None None None None None None None None None None None None None None None None None None None Title : Hagey Residence Dsgnr: C.Sun Job# Project Desc.: Prdject Notes : Prtnted: 11 SEP 2008. 2:13PM . , . .Capacity Governing Load Combination 1.50 ksf +D+L+H 0.0 k-ft No Overturning o:o k-ft No Overturning o.o k No Sliding 0.0 k No Sliding 0.0 k No Uplift 51.2663 k-ft +1.2QD+0.50Lr+1.60L + 51.2663 k-ft +1.20D+0.50Lr+1.60L + 51.2663 k-ft +1.20D+0.50Lr+ 1.60L + 51.2663 k-ft +1.200+0.50Lr+1.60L+ 2,687.94 psi +1.20D+0.50Lr+1.60L + 2,687.94 psi +1.20D+0.50Lr+1.60L + 2,687.94 psi +1.20D+0.50Lr+1.60L + 2,687.94 psi +1.20D+0.50Lr+1.60L + 5,375.87 psi +1.200+0.50Lr+1.60L + Actual Soil Bearing Stress · Actual I Allowable +Z +Z ·X -x Ratio 0:8i720 ksf 0.8720 ksf n/a ksf n/a ksf 0.581 1.4488 ksf 1.4488 ksf n/a ksf n/a ksf 0.966 0.8720 ksf 0.8720 ksf n/a ksf n/a ksf 0.581 1.3046 ksf 1.3046 ksf n/a ksf n/a ksf 0.870 n/a ksf n/a ksf 0.8720 ksf 0.8720 ksf 0.581 n/aksf n/a ksf 1.4488 ksf 1.4488 ksf 0.966 n/a ksf n/a ksf 0.8720 ksf 0.8720 ksf 0.581 n/a ksf n/a ksf 1.3046 ksf 1.3046 ksf · 0.870 Resisting Moment Stability Ratio Status 0.0 k~ft Infinity OK o:o k-ft lnfinitv OK 0.0 k-ft lnfinitv OK 0.0 k-ft Infinity OK 0:0 k-ft Infinity OK 0.0 k-ft Infinity OK 0.0 k-ft lnfinitv OK 0.0 k-ft Infinity OK 0.0 k-ft Infinity OK 0.0 k-ft lnfinitv OK 0.0 k-ft lnfinitv OK 0.0 k-ft lnfinitv OK 0.0 k-ft Infinity OK 0.0 k-ft Infinity OK 0.0 k-ft Infinity OK 0.0 k-ft Infinity OK 0.0 k-ft Infinity OK 0.0 k-ff Infinity OK 0.0 k-ft Infinity OK 0,0 k-ft Infinity OK 0.0 k-ft Infinity OK 0.0 k-ft Infinity OK 0.0 k-ft Infinity OK 0.0 k-ft Infinity OK 0.0 k-ft lnfinitv OK 0.0 k-ft Infinity OK tn ENGINEERING SUN Structural Engineering, Inc. 2091 Las Palmas Dr. Suite D Carlsbad, CA. 92008 Title : Hagey Residence Job# Dsgnr: C.Sun Project Desc.: Project Notes : Printeo. 11 SEP 2008. 2:13PM ~:~,~!:ti!?~~~finb: ib~stgn;:;;:. : .. ::±y/. -~ -:;f0::'.: :_!'.df/<:/\~~:::~--~J37;:, :i;~;f.:;,~~S~z§~;:L:1~;~::~;L:'0t~~--- ... I•' I . . e Description : Pad Footing-B Rotation Axis & Load Combination ... Z-Z, +0;60D+W+H ~Jr~. Jtfi~tt· ?:-;_:·-_·: Force Application Axis ~oad Combination ... X-X. +D X-X;+D+L+H X-X. +D+Lr+H X-X. +D+S+H X-X. +D+0.750Lr+0.750L +H X-X. +0+0.750L +0.750S+H X-X. +D+W+H X-X. +D+0.70E+H X-X. -t-0+0.750Lr+0.750L +0.750W+H X-X. +D+O. 750L +O. 750S'I{). 750W+H X-X. +D+0.750Lr+0.750L +0.5250E+H X-X. +D+O. 750L +O. 750S+0.5250E+H X-X, +0.60D+W+H X-X. +0.60D+0.70E+H Z-Z. +D Z-Z. +D+L+H Z-Z, +D+Lr+H Z-Z. +D+S+H Z-Z, +D+0.750Lr+0.750L +H Z-Z, +D+0.750L+0.750S+H Z-Z. +D+0.750Lr+0.750L +0.5250E+H Z-Z. +D+0.750L+0.750S+0.5250E+H Z-Z. +0.60D+W+H Z-Z. +0.60D+0.70E+H Z-Z. +D+W+H Z-Z. +b+0.70E+H Z-Z. +D+0.750Lr+0.750L +0.750W+H Overturning Moment None None Sliding Force -~&~vi11i~~it:~~,~!~··?~~t-:". ,:. · -:·.· ,.· ::·?.:.:: ,z._i O.Ok 0.0 k O.Ok O.Ok O.Ok 0.0 k O.Ok Mk O.Ok 0.0 k O.Ok 0.0 k O.Ok O.Ok O.Ok O.Ok 0.0 k 0.0 k 0.0 k 0.0 k O.Ok 0.0 k O.Ok 0.0 k O.Ok O.Ok O.Ok O.Ok Footing Flexure Resisting Moment 0.0 k-ft 0.0 k-ft Resisting Force . 6.8832 k 10.1134 k 6.8832 k 6.8832 k 9.3058 k 9.3058 k 6.8832 k 6.8832 k 9.3058 k 9.3058 k 9.3058 k 9.3058 k 4.9299 k 4.9299 k 6.8832 k 10.1134 k 6.8832 k 6.8832 k 9.3058 k 9.3058 k 9.3058 k 9.3058 k 4.9299 k 4.9299 k 6.8832 k 6.8832 k 9.3058 k 9.3058 k Stability Ratio Infinity lnfinitv Sliding SafetyRatio NoSlidina NoSlidina NoSlidina No Slidina NoSlidina NoSlidina NoSlidina No Slidina NoSlidina No Slidina No Slidina No Slidina NoSlidina No Slidina No Slidina No Slidina No Slidina No Slidina No Slidina No Slidina No Slidina NoSlidina No Slidina NoSlidino No Slidina NoSlidina No Slidina NoSlidina Status OK OK Status OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK load Combination ... Which Tension @Bot. Mu Side? or Top? As Req'd Gvrn,. As Actual As Phi*Mn Status X-X, +1.40D X-X. +1.400 X-X. +1.20D+0.50Lr+1.60L +1.60H X-X. +1.20D+0.5dlr+1.60L +1.60H X-X. +t20D+1.60Lr+0.50L X-X. +1.200+1.60Lr+0.50L Z-Z. +1.40D Z-Z. +1.400 Z-Z, +1.20D+0.50Lr+1.60L +1.60H Z-Z. +1:20D+0.50Lr+1.60L + 1.60H t.-z. +1.200+1.60Lr+0.50L ;· '6tT + ?B,t}i~?~r~;:9.k l ~,' ).,,,,, ! , '< ,s'-<,~ , 'v Load Combination ... Load Combination ... +1.40D +1.20D+0.50Lr+1.60L +1.60H +1.20D+1.60Lr+0.50L 1.6293 k-ft +Z Bottom 0.5184 in2/ft Minimum Soec'd 0.5425 in2/ft 51.2663 k-ft 1.6293 k-ft -Z Bottom 0.5184-in2/ft MinimumSoec'd 0.5425 in2/ft 51.2663 k-ft 3.2420 k-ft +Z Bottom 3:2420 k-ft -Z Bottom 0.5184 in2/ft Minimum Soec'd 0.5425 in2/ft 51.2663 k-ft 0.5184 in2/ft Minimum Soec'd 0.5425 in2/ft 51.2663 k-ft 1.9733 k-ft +Z Bottom 0.5184 in2/ft Minimum Soec'd 0.5425 in2/ft 51.2663 k-ft 1.9733 k-ft -Z Bottom 1.6293 k-ft ,X Bottom 0,5184 in2/ft Minimum Soec'd · 0.5425 in2/ft 51.2663 k-ft 0.5184 in2/ft. Minimum Soec'd 0.5425 in2/ft 51.2663 k-ft 1.6293 k-ft +X B.ottom 0.5184 jn2/ft Minimum Soec'd 0.5425 in2/ft 51.2663 k-ft 3.2420 k-ft -X Bottom 0.5184 in2/ft Minimum Soec'd 0.5425 in2/ft 51.2663 k-ft 3.2420 k-ft +X Bottom 0.5184 in2/ft Minimum Soec'd 0 .5425 in2/ft 51.2663 k-ft 1.9733 k-ft -X Bottom 0.5184 in2/ft Minimum Soec'd 0.5425 in2/ft 51.2663 k-ft .,1;973~ kJt .. :tX., ~ Bottom ' :-!<_ :-,~~.: ,; 0.5184 in2/ft Minimum Soec'd 0.5425 in2/ft 51.2663 k-ft Vu@-X Vu@+X Vu@-Z Vu@+Z Vu:Max Phi Vn Phi*Vn / Vu 0.86222 osi 0.86222 osi 0.86222 osi 0.86222 osi 0.86222 osi 2.687.94 osi .0003210osi 1.7157osi 1.7157osi 1.7157osi 1.7157osi 1.7157osi 2.687.94 osi .0006380osi . , .... 1 .. 0.Y,2 psj ,.--... ,,:LQ442 osi 1.0442 osi 1.0442 osi 1.0442 osi \ ':,;,:,", ,y:-, ~) ,'vt:,,,' ,: '_.,,:, 2.687.94 osi .0003880osi OK OK OK OK OK OK OK OK OK OK OK OK Status OK OK OK Vu Phi*Vn PhrVn/Vu Status 5.9597 osi 11.8587 osi 7.2178 osi 5.375;87osi 5,375.87osi 5.375.87osi .0011090 osi .0022060 osi .0013430 osi OK OK OK L'I SUN Structural Engineering, Inc. 2091 Las Palmas Dr. SuiteD Carlsbad, CA. 92008 ENGINEERING Description: ~i;\Gifiiijr:iofqfm~1ig,f: .--'.--,:-~:" i:.: ::_,: · :•,......, ''\ "''=', ,~.'Y'/'t ',.,' --~-: -r_-, ,,; Material Properties fc : Concrete 28 day ~trength = Fy : Rebar Yield = Ee : Concrete Elastic Modulus = Concrete Density · = <f> Values Flexure = Shear = Analysis Settings Min Steel% Bending Reinf. = Min Allow% Temp Reinf. = Min. Overturning Safety Factor = Min. Overturning Safety Factor = AutoCalc Footing Weight as DL AutoCalc Pedestal Weight as DL : 2,500.0 ksi 60.0 ksi 3,122.0 pcf 145.0 ksi 0.90 0.850 .00140 .00180 1.50: 1 1.50 :1 Yes No f;:ip]Qji~lot:11?~~:r _t·:,\r ": ,~::,:-.,?:t~. -,, :, : ";Is:.·;"~:::.' Width along X-X Axis Length along Z-Z Axi Footing Thicknes = = = 'Load location offset from footing center ... 3.0 ft • 3.0 ft · 24.0 in ex : Along X-X Axis = in ez : Along Z-Z Axis = in Pedestal dimensions ... px : Along X-X Axis pz : Along Z-Z Axis Height = = Rebar Centerline to Edge of Concrete .. atTopoffooting = at Bottom offooting · = Bars along X-X Axis Number of Bars = Reinforcing Bar Size = Bars along Z-Z Axis Number-of Bars = Reinforcing Bar SizE = in in in 3.0 in 3.0 in 6.0 # 5.0 6,0 -#5.0 Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation n/a # Bars required within zone = n/a # Bars required on each side of zone • nla D P : Column Load = 5.670 OB : Overburden = M-xx = M-zz = V-x = V-z = Title : Hagey Residence Dsgnr: C.Sun Job# Project Desc.: Project Notes : Calculations per IBC 2006, CBC 2007, ACI 318-05 Soil Design Values Allowable Soil Bearing = Increase Bearing By Footing Weight = Soil PassiveResistance (for Sliding) = Soil/Concrete Friction Coe ff. = lncre;;lses based on footing Depth Reference Depth below Surface = Allow. Pressure Increase per.foot of depth = when base footing is below = Increases based on footing Width Allow. Pressure Increase per foot of width = when footing is wider than = ---·· ,--~------.. Lr L s w E 4.930 1.50 ksf No 250.0 pcf 0.350 2.0 ft 0.30 ksf 2.0 ft ksf ft H k ksf k-ft k-ft k k 'L'I SUN Structural Engineering, Inc. 2091 Las Palmas Dr. Suije D Carlsbad, CA. 92008 · ENGINEERING Description : Min. Ratio· Item PASS 0.97852 Soil Bearing PASS n/a Overturning -X-X PASS n/a Overturning-2-Z . PASS n/a Sliding -X-X PASS n/a Sliding -2-Z PASS rr/a . Uplift PASS 0.031339 Z Flexure (+X) PASS 0.031339 Z Flexure (-X) PASS 0.031339 X Flexure (+Z) PASS 0.031339 X Flexure-(-2) PASS n/a 1-way Shear(+X) PASS 0.0 1-way Shear (-X) • PASS n/a 1-way Shear(+Z) PASS n/a 1-way Shear(-2) PASS n/a 2-way Punching ;:.r~ijitinilftrf~ioits,~)~:·;;;. ~·'..-;_;r::::-:._.< :· · ;: ~ ·· · Soil Bearing Rotation Axis & Load Combination ... Grqss Allowable x~x. +D X-X, +D+L+H X-X. +D+Lr+H X-X, +D+0.750Lr+0.750L+H Z-Z. +D Z-Z. +D+L+H Z-Z. +D+Lr+H :F ~~rl~~li~~t~.?::t~~:-_: :, i Rotation Axis & L9ad Combination ... X-X. +D X-X. +D+L+H X-X, +D+Lr+H X-X. +D+S+H X-X, +D+0.750Lr+0.750L +H X-X. +D+0.750L +0.750S+H X-X,+O+W+H X-X. +D+0.70E+H X-X. +D+0.750Lr+0.750L +0.750W+H X-X. +0+0.750L +0.750S+0.750W+H X-X. +D+0.750Lr+0.750L +0.5250E+H X-X. +D+O. 750L +O. 750S+0.5250E+H X-X. +0.60D+W+H X-:X, +0.60D+0.70E+H Z-Z. +D Z-Z. +D+L+H Z-Z. +D+Lr+H Z-Z. +D+S+H Z-Z. +D+Q.750Lr+0.750L +H Z-Z. +D+0.750L 'l{).750S+H Z-Z. +D+W+H . Z-Z. +0+0.70E+H Z-Z. +D+0.750Lr+0.750L +0.750W+H Z-Z. +D+0.750L +0.750S+0.750W+H Z-Z. +D+0.750Lr+0.750L +0.5250E+H Z-Z. +D+0.750L+0.750S+0:5250E+H 1.50 ksf 1.50 ksf 1.50 ksf 1.50 ksf 1.50ksf 1.50 ksf 1.50 ksf · 1.50 ksf Applied 1.4678 ksf 0.0 k-ft 0.0 k-ft 0.0 k 0.0 k 0.0 k 1.8362 k-ft 1.8362 k-ft 1.8362 k~ft 1.8362 k-ft 0.0 psi 0.0 psi 0.0 psi 0.0 psi 5.5910 psi , ',v' ~-"' ~--::. ?'~ ~ ,,.,,, ' Xecc Zecc n/a 0.0 in n/a O.Oin n/a 0:0 in n/a 0.0 in o.o in n/a O.Oin n/a O.Oin n/a 0.0 in n/a Overturning Moment None None None None None None None None None None None None None Nolie None None None None None None None None None None None None Title : Hagey Residence Job# Dsgnr: G:.Sun Project Desc.: Project Notes : Pnntec: 11 SEP 2008. 2:13PM Capacity Governing Load Combination 1.50 ksf +D+L+H 0.0 k-ft No Overturning 0.0 k-ft No Overturning 0.0 k No Sliding 0.0 k No Sliding O.Ok No Uplift 58.590 k-ft +1.20D+0.50Lr+1.60L + 58.590 k-ft +1.20D+0.50Lr+1.60L + 58.590 k-ft +1.20D+0.50Lr+1.60L + 58.590 k-ft +1.200+0.50Lr+1,60L + 2,687.94 psi nla 0.0 psi n/a 2,687.94 psi n/a 2,687.94 psi n/a 2,687.94 psi +1.20D+0.50Lr+1.60L + Actual Soil Bearing Stress Actual I Allowable +Z +Z -X -X Ratio 0.920 ksf 0.920 ksf n/a ksf n/a ksf 0.613 1.4678 ksf 1.4678 ksf n/a ksf n/a ksf 0.979 0.920 ksf 0.920 ksf n/a ksf n/a ksf 0.613 1.3308 ksf 1.3308 ksf n/a ksf n/a ksf 0.887 n/a ksf n/a ksf 0.920 ksf 0.920 ksf 0.613 n/a ksf n/a ksf 1.4678 ksf 1.4678 ksf 0.979 n/a ksf n/a ksf 0.920 ksf 0.920 ksf 0.613 n/a ksf n/a ksf 1.3308 ksf 1.3308 ksf 0.887 Resisting Moment Stability Ratio Status 0.0 k-ft lnfinitv OK 0.0 k-ft lnfinitv OK 0.0 k-ft Infinity OK 0.0 k-ft Infinity OK 0.0 k-ft lnfinitY OK 0.0 k-ft Infinity OK 0.0 k-ft Infinity OK 0.0 k-ft Infinity OK 0.0 k-ft lnfinitY OK 0.0 k-ft lnfinitY OK 0.0 k-ft Infinity OK 0.0 k-ft lnfinitv OK 0.0 k-ft lnfinitv OK 0.0 k-ft lnfinitY OK 0.0 k-ft Infinity OK 0.0 k-ft lnfinitY OK 0.0 k-ft Infinity OK 0.0 k-ft lnfinitv OK 0.0 k-ft Infinity OK 0.0 k-ft lnfinitY OK 0.0 k-ft lnfinitY OK 0.0 k-ft lnfinitY OK 0.0 k-ft lnfinitY OK 0.0 k-ft Infinity OK 0.0 k-ft Infinity OK O.Ok-ft Infinity OK SUN Structural Engineering, Inc. 2091 LasPalmas Dr. Suite D Carlsbad, CA. 92008 Description : Pad Fo9ting-C :·:Y9_v.~,rt,Ul'Oif'\9·:$~Qility · t.:\ ) . ;: · Rotation Axis & Load Combination ... Z-Z. +0.60D+W+H . Overturning Moment None None Title : Hagey Residence Job# Dsgnr: C.Sun Project Desc.: Project Notes : Printed: 11 SEP 2008. 2:13PM Resisting Moment Stability Ratio Status 0.0 k-ft Infinity OK 0.0 k-ft Infinity OK . -~·?,it9·[QDiJ:-7DJ;:tH :_;;~h~rng,~~~•!ity_,. . . · · ··\:·.:-.. -._: "--"'~-~·-· ·_· ~--~----~--------- Force Application Axis Load Combination .. ; X-X. +D X-X,+D+L+H X-X. +D+Lr+H X-X. +D+S+H X-X. +D+0.750Lr+0.750L +H X-X. +D+0.750L +0.75dS+H X-X.+D+W+H X-X. +D+O.?OE+H X-X. +D+0.750Lr+0.750L +0.750W+H X-X. +D+0.750L +0.750S+0.750W+H XsX. +D+0.750Lr+0.750L +0.5250E+H X-X. +D+0.750L +0.750S+0.5250E+H X-X. +0.60D+W+H X-X. +0.60D+0.70E+H Z-Z. +D Z-Z. +D+L+H Z-Z. +D+Lr+H Z-Z. +D+S+H Z-Z. +D+0.750Lr+0.750L +H Z-Z. +D+0.750L+0.750S+H Z-Z. +D+0.750Lr+0.750L+0.5250E+H Z-Z. +D+0.750L+0.750S+0.5250E+H Z-Z. +0.60D+W+H Z-Z. +0.60D+0.70E+H Z-Z, +D+W+H Z-Z. +D+0.70E+H Z-Z, +D+0.750Lr+0.750L +0.750W+H . ~4:f; .. ~:!Q,IJi9ki{),?,p0,~-t0.75,0yY:f, :: .,:FCloJm_g;f!e!qr9;;s,~ ~--.· . ,:: ·:· ;_ . Footing Flexure Load Combination ... X-X, +1.40D X-X. +1.40D X-X, +1.20D+0.50Lr+1.60L +1.60H X0X. +1,20D+0.50Lr+1.60L +1.60H x~x. +1.20D+1.60Lr+0.50L x~x. +1.20D+1.60Lr+0.50L Z-Z, +1.40D Z-Z, +1.40D Z-Z, +1.20D+0.50Lr+1.60L +1.60H Z-Z. +1.20D+0.50Lr+1.60L+1.60H Z-Z. +1.20D+1.60Lr+0.50L Sliding Force 0.0 k 0.0 k O.Ok O.Ok O.Ok O.Ok 0.0 k 0.0 k 0.0 k O.Ok O.Ok O.Ok 0.0 k O.Ok O.Ok O.Ok O.Ok 0.0 k 0.0 k O.Ok 0.0 k 0.0 k 0.0 k 0.0 k 0.0 k O.Ok O.Ok 0.0 k Which Tension @ Bot. Mu Side? or Top ? 0.99207 k-ft +Z Bottom 0.99207 k-ft -Z Bottom 1.8362 k-ft +Z · Bottom 1.8362 k-ft -Z Bottom 1.1584 k-ft +Z Bottom 1.1584 k-ft -Z Bottom 0.99207 k-ft ~x Bottom 0.99207 k-ft +X Bottom 1.8362 k-ft -X Bottom 1.8362 k-ft +X Bottom 1.1584 k-ft -X Bottom .1. 1 q84 ~:tt . ,, .. "tX.. . . Bottom ;::itJw~i~~tf~i~_brt50~ ':.i" '_:;~~ ,_ -, -f , .. ' --: ,,:' Load Combination ... Load Combination ... +1.40D +1.20D+0.50Lr+1.60L +1.60H +1.20D+1.90Lr+0.50L Vu@-X Vu@+X 0.0 osi 0.0 osi 0.0 osi 0.0 osi .O.Q.plli .. , . ·,~; f 0,0 osi :::, I , " ' -, ~ Vu 3.0208 osi 5;5910 osi 3.5273 osi Vu@-Z Resisting Force Sliding SafetyRatio Status 4.3980 k No Slidina OK 6.1235 k NoSlidina OK 4.3980 k NoSlidina OK 4.3980 k No Slidina OK 5.6921 k No Slidina · OK 5.6921 k No Slidina OK 4.3980 k No Slidina OK 4.3980 k NoSlidina OK 5.6921 k No Slidina OK 5.6921 k NoSlidina OK 5.6921 k No Slidina OK 5.6921 k NoSlidina OK 3.2388 k No Slidina OK 3.2388 k No Slidina OK 4.3980 k No Slidina OK 6.1235 k No Slidina OK 4.3980 k NoSlidina OK 4.3980 k No Slidina OK 5.6921 k No Slidina OK 5.6921 k No Slidina OK 5.6921 k No Slidina OK 5.6921, k NoSlidina OK 3.2388 k No Slidina OK 3.2388 k No Slidina OK 4.3980 k No Slidina OK 4.3980 k No Slidina OK 5.6921 k NoSlidina OK 5.6921 k No Slidina OK As Req'd Gvrn.As Actual As Phi*Mn Status 0.5184 in2/ft Minimum Soec'd 0.6200 in2/ft 58.590 k-ft OK 0.5184 in2/ft Minimum Soec'd 0.6200 in2/ft 58.590 k-ft OK 0.5184 in2/ft Minimum Soec'd 0.6200 in2/ft 58.590 k-ft OK 0.5184 in2/ft Minimum Soec'd 0.6200 in2/ft 58.590 k-ft OK 0.5184 in2/ft Minimum Soec'd 0.6200 in2/ft 58.590 k-ft OK 0.5184 in2/ft Minimum Soec'd 0.6200 in2/ft 58.590 k-ft OK 0.5184 in2/ft Minimum Soec'd 0.6200 in2/ft 58.590 k-ft OK 0:5184 in2/ft Minimum Soec'd 0.6200 in2/ft 58.590 k-ft OK 0.5184 ili2/ft Minimum Soec'd 0.6200 in2/ft 58.590 k-ft OK 0.5184 in2/ft Minimum Soec'd 0.6200 in2/ft 58.590 k-ft OK 0.5184 in2/ft Minimum Soec'd 0.6200 in2/ft 58.590 k-ft OK 0.5184 in2/ft Minimum Soec'd 0.6200 in2/ft 58.590 k-ft OK Vu@+Z Vu:Max Phi Vn Phi*Vn / Vu Status O.Oosi 0.0 osi 0.0 osi Phi*Vn 5.375.87osi 5,375.87 osi 5,375.87osi 0.0 osi 0.0 osi 0.0 osi O.Oosi O.Oosi O.Oosi Phi*Vn/Vu .0005620 osi .001040 osi .0006560 osi 2,687.94 osi O.Oosi 2.687.94 osi O.Oosi 2.687.94 osi O.Oosi OK OK OK Status OK OK OK POOR QUALITY ORIGINAL S • l,. 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VE ,_ f r ~ ~>-H/t~ 1~9 ~!f r" W !Nj) L...~ AT 2!1P 'FtAo~ U::-v&L ~ Fwwv)).:: ~>\ ,s',t:: l~9)~tf AT / .ST Plin)R_ 1-EVEL; F = u!\, t~·-Cf ~ Jtrt-r;)it . i•J!NJ.;), "L. 1 I I I ! I ! 1 I l i 11, Hagey Residence Date: 07 /2008 By: M.Alula Sht-5 5 (DI / .. s Jo' > 10' ----=- t I ' I I.. J ENGINEERING L::::Jl.f·.S' SUN Stru'ctural Engineering, Inc. Consulting Structural Engineers Hagey Residence Date: 07 /2008 By: M.Alula Sht-5 b V = ~~1 + 2·S-') )( ( lt/-f + C)b) :;: ),_"t-'B5 LP:;> t) =' ~$' -;= ('12. ptL C "IV _, --------.!.-,_ ug; _,.NER~ WA c,_ 7Y~€ . 1-4·~ . VA Lt...trw -= 1-90 Plf . C. l,{ec1"-O\l.E,;crU[W{f.j(s 0 ;-p M_ ( -; 2 't'SS. X. i' = ,2-1-2 g D FT-li!? • . 'lo ~ rv.,_, ~ ( V, b-b ,f 4 . .\c 0-'!50'3) X-(_~,..xlc+-lf x:( 1-) x 1 ~~ -:::: /½Z'b'79 fT-l.i~ 'R::: 1,-)...Bo -1Yff~~ -== s-~?... L~ . 14 . . 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Consulting Structural Engineers Hagey Residence Date: 07 /2008 _ By: M.Alula Sht-b _;> ~\A~Ak L1AJ~tw® &® ( !;-W P1?-G.C..TU)1'(). BASe/V\eN, 5HtA~ WALL L == --+' + 1g' + l s,s '.::: '-fD 4 5 I . f 1 ! ·f 'L-.=·'1-0<5 -r-g --tF:,L5 -=.4~ V ~ 1:t x ';\!,-'\ x J.._ + '"" q'i3 ~:. 1}\ ;'""t + ~ :.tl,666 + 31'1, \F!-l ")tj~i '< L-t~l( --;::: 2-5 l\-ct7 l.J5 ,J ~ ;?.%2;n "' fpr Plf W,E S,H~R. WAl-L-IY\>f '\12'. 'V,4LLt>W::: bb',' 7i::.1..f C-HGGk .. 'D\J €.~ ru RN IJ\JC1 1s' wl-\LL ,. I 0 1T·M· = bO-=t-X '8 x..ll.:: 5~'-ttb f-\-L?, 1. R, 1\/\1 ~ l D, 6-o, (Cp., o~19Ds) ~( 13x i\1 +---3~} X =l -= 448b ca fT-d:, R -;:: ~?>\Lt.{; -Lj B 6 ~ . ::= b 'f":>r:t-~ + ·5 1 ----!),SE SJ1Vtf!::oN lfDtsPr fe>Ft-l{OU>tri'\ff\J ENGINEERiNG \ SUN Structural Engineering, Inc. Consulting Structural Engineers Hagey Residence Date: 07 /2008 By: M.Alula Sht-,~ 'J , I ,. I / -,, .,J.,,Y;> >)jl ~ ~---~--,-, ----+- T•'? :::. r-if.,.. t • ,,,, ?. / , ... ,', I -.'• /) .~ 1-.. 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Label Lu :Z ft Lu:XY K:Z K:XY Cm Cb ! 1.06 Internal infernal --i A B C ! Materials ... Member Label 10.500 7.500 10.500 Youngs ksi 10.500 7.500 10.500 ., 1.00 1.00 1.00 1;00 · 1.00 ··- Density Thermal kcf in/1 00d I Internal Internal .. ~ - Yield ksi Internal Internal I Default 1.00 0.000 . r··· 0.000000 .. --·-r---·-· ···· 1.00 ······----··· . -·------· ·-· _: Ste.el 1 29,000:00 0.490 I 0.000650 I 50.00 ~I S_e_c_t-io-n~s'-e~c-t-io_n_s-'--.. -. --~----'-----~-------·---··-----·-· .. l Prop Label Group Tag Default W10x33 Beam W8x40 Column I Node Loads ... : I I T I ! -, I Material Default I I Steel -l- I I Steel T I Area 1.000 in2 9.710 in2 11.700 in2 Depth Width 0.000 in 0.000 in 9.730 in 7.960 in 8.250 in 8.07.0 in Tf Tw 0.000 in 0.000 in 0.435 in 0.290 in 0.560 in 0.360 in lxx lyy 1.00 in4 0.00 in4 170.00 in4 36.60 in4 146.00 in4 49.10 in4 I I Concentrated Loads and Moments Load Case Factors ____ N~od_e_L __ a_b_e_l __,1 ___ :.;:X __ _.:., __ Y.:..-___ ...:.M:.:.o::.:m:.:.e::.:n.:.::.t __ _,_ ___ #_1 ___ # 2 # 3 _____ .J_~--· .. # 5 ____ , 2 2 3 3 I -5.000k 1.000 -5.900k 1.000 I -2.550k 1.000 ! -3.090k 1.000 I Member Point Loads .... I Magnitude Distance from "I" Node Load 1 I Member I I ' I Label I Direction I, # 1 Load Case Factors i l ______ _,_~ ----------.,------'--.,---# 2 ____ ......... !~ .. ·----·. # _4 ___ # 5 .. ...l 8 I -2.040 k 2.soo ft I Global Y I 1.000 B I . -2.490 k 2.500 ft _ -··--· J_ Global Y _ .. I-·---·-·---...... _1_.o_oo ______ ----.. -··-· __ _ I Member ·Distributed Loads .... -----, I Member Load Magnitudes Load Exten~-Load I Load Case Factors Label Start Finish S~rt Fm:h Direction i # 1 # 2 # 3 # 4 # 5 ! '-"--------s,-----------·-------·-·---·-·------·--··-· ·----·-----···---··-_l ______ ··----·-··---·--··· ---· .. _______ .. J B s· B B B -0.235 -0.235 k/ft 0.000 2.500 Global Y 1.000 -0.300 -0.300 k/ft 0.000 2.500 Global Y 1.000 -0.368 -0.368 k/ft 2.500 7.500 Global Y 1.000 -0.460 -0.460 k/ft 2.500 7.500 Global Y 1.000 1.045 1.045 k/ft 0.000 7..500 Global X 1.000 ----'-· --------·--. ····--· (c) 1988-2001 ENERCALC Z:\residencial\Hagey\moment frame. FFW V5.0.9 Title : Job# : Dsgnr: Description .... I 4 14PM ~5 JUL ' 08 F tf' as rame 2-D Frame Analysis -----------------.• v s.o.e -Page 2 Load Combinations ... I Load Combination Stress J Gravity Load Factors Load Combination Factors Description Increase I X y #1 #2 #3 #4 #5 i C:ONNEyTION+ 1.000 -1.200 1.360 3.300 CONNECTION-1.000 -0.900 0.740 -3.300 DL+LL 1.000 -1.00Q 1.000 1.000 DL+SEISMIC 1.000 -1.000 1.112 1.000 DL-SEISMIC 1.000 -0.600 0.488 -1.000 DRIFT+ 1.000 -1.000 1.112 1.430 DRIFT-1.000 -0.600 0.488 -1.430 -DEi~L~rJ' o-F-M&tvt~f~J. ( AL1---0W· Si~tSS J)t.Sl&-r-/ LEVf-L-) {[) C l,.-o +o•t'-t >p~) J> +-~ = (,. D + D' f;tp.· o,q.l>) ).D L + )t/')l"IAI(. -:= (,{Jl!>L t-(00 ~H',Mi(., . t-5fA~r'\tL- Fo~<...~ 'f:>N r>AG& . ~ ( D• b '=-O · l'-1 s~ ~) D ~ o ,'rE ""' (b ·6 -o, I 'I xo-'i\03),t, L-S1=1>r1t L-=O·'i l'M3.b!..-1 ,oSfl>lllt <. -;:I:;€~!.6-rJ Df c_rsNNl:.Cno·rJ-c,> ( s,t<.,~&-TH LE-Vf: L) -W\11rl. 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I Node Label I Load Combination I Node Displa~ements I Node Reactions I X y z X y z I in in Radians k k k-ft I ---·--------·--! 1 DL+LL I 0 0 0 0.58536 16.96500 -2.01280 1 DL+SEISMIC 3,622.E-014 0 0 -3.62165 3.89499 21.56276 1 DL-SEISMIC l -4,051.E-014 0 0 4.05109 8.91850 -23.04124 2 DL-SEISMIC -0.19939 -0.00327 0.00063 0 0 0 2 DL+LL 0.00081 -0.00622 -0.00038 0 0 0 2 DL+SEISMIC 0.19994 -0.00137 -0.00091 0 0 0 3 DL+LL 0.00062 -0.00388 0.00036 0 0 0 3 DL+SEISMIC . 0.19984 -0.00384. -0.00054 0 0 0 3 DL-SEISMIC -0.19943 0.00094 0.00080 0 0 0 4 DL+SEISMIC I 4,216.E-014 0 0 -4.21585 10.55234 23.63821 4 DL-SEISMIC ! -3,786.E-014 0 0 3.78641 -2.40364 -22.11674 4 DL+LL . I 0 0 0 -0.58536 10,66637 2.07644 Steei Stress Checks ... ----I Member Load Combination i Overall @Left End 1/4 Span 1/2 Span 3/4Span @ Right Ent -~hear I Label i Maximum I A DL+LL 0.095 0.071 0:055 0.059 0.076 0.09· 0.010 A DL+SEISMIC 0.255 0.255 0.151 0.047 0.079 0.19' 0.061 A DL-SEISMIC 0.286 0.286 0.170 0.054 0.113 0.241 0.068 B DL+LL 0,097 0.049 0.062 0.088 0.049 0.03, 0.100 B DL+SEISMIC 0.240 0.201 0.146 0.053 0.076 0.241 0.125 B DL-SEISMIC 0.237 0.237 0.104 0.014 0.114 0.22 0.110 C DL+LL 0.075 0.075 0.059 0.042 0.034 0.05 0.010 C DL+SEISMIC 0.296 0.262 0.14:1 0.037 0.158 0.291 0.071 C DL-SEISMIC 0.258 0.207 0:098 0.025 0.134 0.25, 0.064 (c) 1988-2001 ENERCALC Z:-\residenciai\Hag~y\moment frame.FFW -··-----·-··--· ·-·-·· ------· ·· ·--· V 5.0.9 r ( Title Job# Oescription .... Dsgnr: Date: 3:48PM, 25 JUL 08 FastFrame 2-D Frame Analysis V 5.0.9-Page 1 I Member End Forces ... Member I Load Combination Label i A A B B c C CONNECTION+ CONNECTION- CONNECTION+ CONNECTION- CONNECTION+ CONNECTION- Node " I " End Forces Axial $hear k k -12.31995 12.5(3880 18.65196 -13.13243 -12.56880 -12.82159 13.13243 18.2757-3 19.19475 13.29495 0 14.74676 -12.73131 Moment ft-k 73.31712 -75.20399 -58.65528 62.68658 63.74350 -59.87588 . : • rr,,,:=.-=::::-_==---·=)>~--'-_-_-_-_-_-_-_-_-_-_-_-_-_-_-_-~---_-_-_-_-_---t .. i H-- M(f 11 T= 6Lt~\2. "=/-°) {<tf':. -~ ·'i-"'.;> -1:Rt;fx!) -1-°J .~ D-"i.' -:,-,q-', X: $b lJ-;; & Co M-N--El"B P t;Nf;TR.f\-]1 c-t:,LJ1:J t,b,,,D __ . . ___ ... ,,,..,, .. -- (c) 1988-2001 ENERCALC Z:\residencial\Hagey\moment fi'ame.FFW I Node " J " End Forces I I Axial Shear Moment k k ft-k 12.82159 -12.56880 58.65528 -18.27573 13.13243 -62.68658 -13.29495 19.19475 -63.74350 12.73131 -14.74676 59.87588 -19.69639 -13.29495 75.85349 14.37053 12.73131 -73.80293 . ---,.___ V5.0.9 Title Job# : Description .... [ 4:07PM, 25 JUL 08 FastFrame 2-D Frame Analysis Node Displacements & Reactions Node Label· 1 I Load Combination I 1 DRIFT+ 1 DRIFT- 2 DRIFT+ 2 DRIFT- 3 DRIFT+ 3 DRIFT- 4 DRIFT+ 4 DRIFT- Node Displacements X y z in in Radians 5,307.E-014 0 0 -5,736.E-014 0 0 0.28639 0.00148 -0.00123 -0.28491 -0.00315 0.00094 0.28629 -0.00358 -0.00086 -0.28496 0.00219 0.00110 5,901.E-014 0 0 -5,471.E-014 0 0 \.,JH-6 ~f Cd ,: ~, 0 :t.-'-I· D I I Dsgnr: Date: V 5.0.9-Page -11 ·-. -·-7 Node Reactions ! X y z I k k k-ft i -5.30672 -3.78580 --31.30294 5.73615 8.61019 -32.74056 0 0 0 0 0 0 0 0 0 0 0 0 -5.90091 9.83753 33.37840 5.47147 -5.77973 -31.81606 (c) 1988-2001 ENERCALC ---------·-----··------------------·-Z:\residencial\Hagey\moment frame.FFW V5.0.9 GeQtecJ'uiical O Geologic e Coastal e Environmental 5741 Palmer Way • Carlsbad, California-92010 • (760) 438-3155 • FAX (760) 931-0915 November12;2008 Mt. Ted Hagey c/o Beery Group, Inc. 5751 Palmer Way, Suite G-3 Carlsbad, California 9201 o Attention: Ms. Alisa Eichelberger W.O. 5701-A-SC Subject: Geotechnical Plan Review, APN 155-140-37/38-00, Jefferson Street at Las Flores, City of Carlsbad, $an Diego Cot,1nty,. California Dear Ms. Eichelberger: ·in accordance with your request, and in response to plan check comments from the Esgil Corporation (.EC, 2008), GeoSoiis, Irie. (GS[) has performed a review of our geotechnical reports (GSI, 2003 and 2008b), the architecturaJ pf ans prepared by The Beery Group (BG, 2008), and the structured plans/notes, and details prepared by Sun Structural Engineering, Inc. (SSEl,'2008}, for the purpose of evaluating if the plans, notes, and details arer in gen(;:)ral con{o.tmance with the intent of th~ geotechnical report(s) (see the Appendix). GSl's scope of services included a review of the referenced reports and plans, analysis of data, and preparation of this· summary letter. Recommendations contained in GSI (2008b), which are not specifically superceded l;)y this letter, should be properly incorporated into the design and constr.uction phases of site development. PLAN 'REVIEW The plans reviewed (BG, 2008; SSEI, 2008) generally appear to be in accordance with the .int~nt of the soils report{s), provided that the following additional comments/r~comrnendations are reviewed and incorporated into the construction plans: l. Detail 11, shown on Sheet SD1 of· SSEI (2008), indicates a 4-inch thick slab. This appears to be in conflict With "Foundation Note No~ 2 (Sheet S-2 of SSEI [2008]) and the soils report (GSI, .2ooab), and should be revised accordingly. 2. Details 7 and 8, shown on Sheet SD2 of SSEI (2008), indicates a 4-inch thick slab. These details appear to be in conflict with "Fo.wndation Note No. 2 (Sheet S-2 of SSEI [2008]) arid the soils report (GSI, 200$b), and they should be revised accordingly. C6oflt~f 3. Details 5, shown .on Sheet SD8 of SSEI {2008), also indicates a 4-inch thick slab. This appears to be in conflict with "Foundation Note No. 2 (Sheet S-2 of SSE! [2008]) and the soils repprt (GSI, 2008b), and should be revised accordingly. SUMMARY OF RECOMMENDATIONS .REGARDING GEOTECHNICAL OBSERVATION AND TEStlNG We recommend that observation and/or testing be performed by GSI at each of the f0Uow1ng construction stages: • During grading/recertification. • During significant exCc;lvation (Le., higher than 4 fee,). • During placement of .subdrains, toe drains, or other subdrainage devices, prior to placing fill andior backfill. • After excavatjon of building fo0tings, retaining. wall footings, and free standing wall .footings, prior to the placement of reinforcing steel or concrete. • Prior to pouring a,ny slabs or flatwork, after presoaking/presaturation of building pads and other flatwork subgrade, bef,ore the placement of concrete, reinforcing steel, capillary break (i.e .. , sand, pea-gravel, etc.), orvapor retarders (i.e., visqueen, etc.). • During retaining wall subdrain installation, prior to backfill placement. • During placement of backfill for area drain, interior plumbing, utility line trenches, and retaining wall backfill. · • During slope construction/repair. • When any unusual soil conditions are encountered during any construction operations; s~bsequenf to the issuance of this report. • When any, developer or homeowner improvements,_ such as flatwork, spas, pools, walls·, etc.,. are constructed. • A report of geotechnical observation and testing should be provided at the conclusion of each of the above stages., in order to provide concise and clear doo4rr1entation of site work-,. and/or to comply with code requirements. Mr; Ted Hagey APN 15!?-140~37/38-00, Garl$bad Rle;!'):\wp9\57QP\5701 a.gpr GeoSoUs; Irie .. W.O. 5701-A-SC November 12, 2008 Page2 ------~-~------- -OTHER DESIGN PROFESSIONALS/CONSULTANTS The design civil engineer, stn-1ctural engineer, post-tension designer, architect, landscape architect, wall designer, etc.; should review the tecommendations provided herein, incorporate those recommenda,tion~ into all their respective plans, and by explicit reference, make this and previous reports pc:trt of their project plans. This and previous rep.or.ts present minimum design criteria for the design of slabs, foundations and other elements possibly applicable to t.he project. Th~se criteria should not be considered as substitutes for act[.Jal designs by 1he structural engineer/designer. The structural engineer/designer should analyze actual soil-structure interaction and consider, as needed, bearing, expansive .soil influence, aAd strength, stiffness and deflections in the various slab, foundation, and other elements in order to develop appropriate, design- specific details. As conditions dictate, it is possible that other influences will also have to be.consid~red. The structural engineer/designer-should consider all applicable codes and authoritative sources where needed. If analyses by the structural engineer/designer result in less critical details than are provided herein as minimums, the minimums presented herein should be adopted . .It is considered likely that some, more restrictive details will be .required. If the structural engineer/designer has any questions or requires further assistance, they should not hesitate to call or otherwise transmit their requests to GSI. ADDITIO.NAL PLAN REVIEW Any additional revisions to the· plans reviewed herein, or any new plans, should be reviewed by this office prior to construction, so that construction is in accordance with the conclusion~ and recommendations of this and prior reports. Based on our review, su°J:>plemental recommendations and/or·further gebtechnical studies may be warranted. LIMITATIONS The materials encountered oh the project site and utilized for our analysis are believed representative of the area; however, soil and bedrock materials vary in character between excavations and natural outcrops or conditions. exposed during mass grading. Site coriditions may vary due to seasonal changes or other factors. Inasmuch as our study is based upon our review and engineering analyses and laboratory data, the conciusions and recommendations c;:1.re professional opinions. These opinions have been derived in accordance with current standards· of practice, and no warranty is express or implied. Standards of practice are subject to change with time. GSI assumes no respon$ibility or liability for work or testing performed by others, or their inaction; or work performed ·when GSI is not requested to be onsite, to evaluate if our recommendatii;:ms have been properly implemeMted. Use of this report constitutes an Mr. Ted''Hagey APN 155:-140-37/38-00, Carlsbad File:e:\wpS\$700\5'701 a.gpr W.O. 570i-A-SC November 12, 2008 Page3 agreement ar:id consent by the user to all the limit~tion$ outlined above, notwithstanding any other agreements that may be in place. !n addition, this report may be subject to review by the coritrolllng authorities .. Thus, this report brings to completion our scope of services for this portion of the project. The opportunity to be of service is greatiy appreciated. If you have any questions concerning thi$ report, or if we may be of further assistance, please do not hesitate to contact any of the undersigned. Respectfully submitted, GeoSoils, Inc. RGO/DWS/JPF/jk Attachment Reference -Appendix Distribution: (4) Addressee Mr. Ted Hagey APN 155-140-37/38-00, Carlsbad File:e:\wp9\570b\5701 a.gpr .GeoSoils, lnJ:. W.O. 5701-A-SC November 12, 2008 Page4 · -APPENDIX REFERENCES Beery Group, Inc .• 2008, Site plan: Hagey residence, Jefferson Street, Carlsbad, Ca., Sheet T-t, 0-1, A-1 throwgt-J, A-11, Job no. 2610, dated May 30. California Building Standards Commission, 2007, California building code. Esgil Cor:poration, 2008, Plan check comments for the Hagey residence, Plan Chec:k Carlsbad 08-18481 dated October 9,. GeoSoils, Inc,, 2008a, Memorandum.: Discussion of soil suitability for beach sand replenishment, Jefferson Street Property, City of Carlsbad, San Diego County, California, W.O. 5701-A.,SC, di:!ted Oct9ber 28,. __ , 2008b, Update preliminary geotechnical evaluation, APNs 155-140-37 and -38, Jefferson Street, City of Carlsbad, San Diego County, California, W.O. 5701-A-SC, dated June 17. _. _, 2003, Preliminary,geotechnical evaluation, APNs 155-140-37 and 155-140-38, City of Carlsbad, San Diego County; California, W~O. 3213-A-SC, dated September 18. ___ , 1'993, Preliminarygeotechnicaf evaluation, Parcel 155-140-09, Carlsbad, California, W.O. 1624-SD, dated November 2. Sun Structural Engineering, Inc., 2008; Hagey residence, Jefferson Street, Carlsbad, Ca., $heets, S1 .1 through S-5, and SDl through SD8, No job no., dated November 7. GeoSoils, lne .. '·' . , .. j. ·,, .1· -~' .· , /.'•' , , . t-., ::~ _., ... '., ( ,· ,· '', ':' ,: . .• ·,·, ' ; '~ . .-.. _>~:. ~ .j ' ~; ' -, ~ : ~ .~ .. ' ' ' ~,, ' .. ,.:-' ~ ' ·':_. ,, \{: ',,..); ,, , '~. t -· :-· . . ·_,, ,' ._ .. -. ~.: . ··, .. \/vO. ',, .,,., ,;.,,•. .\ . ' '}_) ·:,·. . ' ~-, ... _' . ', '. , I ~,. '.':~-': , .... : . , ... ;- ,,· .; :', I .,,- .. .:, ": -... ' '·,·' '. -~ . , ... _, ~, ,, . ~ -~ · ...... ~··' .:', -'' '¼ : .. '< •, :".1 t.-., C ,-,_, j" •• .,.,' ' --·,r'' ' . ..,, .· ' <:-'~' ;' ... · '_t.: ' ,, ·I..,,-: ... _:··· . ' ~ ' ,., .. ·'· ,_ , .. , '-~·· ; • I • ,·~ •• -: '· ' .. - r: .:'• '.,'.', ··.,.,... . \', .<, '.• ,, '·' _-••• A' ,,'•, ,' .. ··, ... ·., ·;',>. ·'~: •, . , • ~ I : .• ' , 1' .,-!, . ·uP,oA ~E P.i:U:LIMlNJ:\AY GE(?Tf;CHN1,c)u;. :E\1A~~AT.JqN;: · ·· .. APNS·155'-1'4.o:.37 AN0•-38 JEFFERSON-SlJREET .· CITY OF CARJ:.:$8.AD,:SAN 0.JEGO'COUNJ'{:,.CAl.:,u=ORNIA ,, · • ' 1 ' ' • • • ': •••• , ' : ~ ' ' ' •• '' ' , • ~ ~·-\ \ ,: • ,. ' ' • • ' ' • ' 'FOR ·,' , ~ ,, ..... .:,,,._ .' ·,MR. T.ED:HAGE¥ .... : P;O.-BOX: 999~1 · ... sAN 011:Go; 'cA~1FoRN1A 9?·1s~-~gsv· . ... . . '-, '' ., ..... ' I •• .; •,'" ... ·-:,, .. · ,; ·' I '"f'. ,,.. ,•., ·~ -,•' ' . .,, ,_,; ', ',', l ··, , .. . .:::_., '.' l,,_' ,, ''• ' ' ,~ ' ·, '. _, '.:_ . -,. <, '.,,, '' ' : " ., ,t, ~ • '. •,; f '~ ' ._,>-_ .. ; ,,•t •, _.,. •', '•';,'-{. "1• '• .' ,:, ' .. , ;,, ~. '.'1 --··v:·-. ,-':·· , .. · .... _··· .. ~·-. n.: ·,·~'-.; .', ~~/'t.' '. b: ( ~ -~,u. . .. , . " ' . I • ' ' ,,. • l ,,, 'n ,L I•,', ._ ,· • Geotechnical • Geologic • Coastal • Environmental 5741 Palmer Way • Carlsbad, California 92010 • (760) 438-3155 • FAX (760) 931-0915 Mr. Ted Hagey P.O. Box 99961 San Diego, California 92169-3961 June 17, 2008 W.O. 5701-A-SC Subject: Update Preliminary Geotechnical Evaluation, _APNs 155-140-37 and -38, Jefferson Street, City of Carlsbad, San Diego County, California Dear Mr. Hagey: In accordance with your request and authorization, GeoSoils, Inc. (GSI) has prepared this report for the purpose of updating the preliminary geotechnical report (GSI, 2003) in light of the proposed construction. Unless specifically superceded in the text of this report, the conclusions and recommendations presented in GSI {2003) should be considered valid and applicable. SCOPE OF SERVICES The scope of our services has included the following: 1. Review of the available· geologic literature for the site (see the Appendix). 2. Geologic site reconnaissance. 3. Evaluation of seismic design parameters. 4. Engineering and geologic analysis of data collected. 5. Preparation of this report and accompaniments. SITE DESCRIPTION AND PROPOSED CONSTRUCTION The subject property is a irregularly-shaped parcel, approximately½ acre in size, bounded by Jefferson Street on the east, an adjacent residential property to the south, and a condominium complex to the north. Open space associated with the Buena Vista Lagoon area bounds-the western side of the property (Figure 1, Site Location Map). The property I I Base Map= TOPOI® ©2003 National Geographic, U.S.G.S. San Luis Rey Quadrangle, California -- San_ Diego Co., 7.5 Minute, dated 1997, current 1999. Base Map: The Thomas Guide, San Diego County, Street Guide and Directory, 2008 Edition, by Thomas Bros. Maps, page 1106. Reproduced with permission granted by Thomas Bros. Maps This map ls copyrighted by Thomas Bras. Maps. II ls unlawful lo copy or reproduce all or any part thereof, whether for personal use or resale, without permission. All rights reserved. N l-. e. w.o. 5701-A-SC SITE LOCATION MAP Figure 1 itself consists of a relatively level pad area adjacent to Jefferson Street, and a large natural slope which descends approximately 50 to 55 feet westward from the pad area to Buena Vista Lagoon. Between the pad elevation of approximately 65 feet Mean Sea Level (MSL) and an elevation of approximately 25 feet MSL, the slope descends at an approximate gradient of 2½:1 (horizontal:vertical [h:v]). From an elevation of 25 feet MSL to the lagoon level, the slope flattens to a gradient of approximately 4 ½: 1 (h:v). Several small 3-to 5-foot wide hand cut {?) terraces are present in the upper portion of the slope. Existing improvements to the property consist of remnants of an old foundation system (retaining walls and concrete slab) located in the upper portion of the existing pad area, near Jefferson Street. Vegetation on the property in the vicinity of the pad area consists of some small trees and scattered grasses. Vegetation on the slope consists of primarily grasses. Drainage within the property is predominately by sheet flow directed toward Jefferson Street, or down the slope face toward Buena Vista Lagoon. It is our understanding that the proposed development would consist of preparing the site for the construction of a mutli-story, split-level residential structure to be built into the existing hillside {BGI, 2008). Cut and fill grading techniques are anticipated to be utilized to construct the building pad. A review of BGI (2008} indicates predominantly cut excavation. Lessor backfills behind various retaining walls are also anticipated. A site plan showing the limits of the planned structure is included in this report as Plate 1 . Plate 1 uses the site plan for the project, prepared by the BGI {2008}, as a base. Plans indicate a main floor (street level) with an upper floor above the main floor, and a lower floor, located below the western portion of the main floor. Foundations are anticipated to utilize continuous/spread footings for support. Concrete slab on grade are planned for the lower level guest room and the main floor garage slab. All other floor areas appear to utilize raised wood flooring systems. Building loads are unknown at this time but are assumed typical for this type of relatively light construction, and appear to vary from one to two floor loads across the structure. Sewage disposal is to be accommodated by tying into the regional municipal system. PREVIOUS WORK A preliminary geotechnical study was performed for the site by GSI in 1993 (GSI, 1993}. This study evaluated the site based on the industry standards at that time, and provided earthwork and foundation design construction recommendations for the proposed structure. Following the completion of the preliminary report, an additional update report was completed in 2003 (GSI, 2003}. This study was also based on the industry standards at that time, and provided earthwork and foundation design construction recommendations for the proposed structure. Mr. Ted Hagey Jefferson Street, Carlsbad File:e:\wp9\5700\5701 a.upg GeoSoils, Ine. W.O. 5701-A-SC June 17, 2008 Page3 EARTH MATERIALS A review of GSI (1993 and 2004) indicate that formati'onal soils underlying the site consist of Quaternary-age terrace deposits (silty sand [SM]), underlain at depth by sedimentary bedrock (silty to clayey sandstone [SM-SC]) belonging to the Eocene-age Santiago Formation. Surficial "native" deposits of colluvium and older alluvium are also present onsite, as well as localized, surficial deposits of undocumented fill. An in-depth discussion of site soils is presented in GSI (2003). Based on our review of BGI (2008), the contact between terrace deposits (Map Symbol Qt) and the Santiago Formation (Map Symbol Tsa) will be encountered during site excavation (see Plate 1). GROUNDWATER Groundwater was encountered in preparation of GSI (1993 and 2003). Perched water tables (seepage) were noted slightly beneath the contact between terrace deposits and the underlying Santiago Formation (i.e., approximately 18 to 19 feet below the main floor elevation, MSL = 49 feet), and at depths of 34 feet (MSL = 31 feet) below the main floor elevation. The regional groundwater table was apparently encountered at a depth of 52 feet (MSL = 13 feet), where water levels appear to coincide with the groundwater gradient to the adjacent coastal lagoon. Seepage may occur locally (due to heavy precipitation or irrigation) in areas where relatively permeable soils overlie relatively impermeable soils or bedrock. Such materials may be encountered in the earth units that exist onsite. Thus, this potential for perched groundwater is significant on the subject site, both during and after development and this potential should be disclosed to all interested/affected parties. Perched groundwater conditions along fill/bedrock contacts, and along zones of contrasting permeabilities, should not be precluded from occurring in the future due to site irrigation, poor drainage conditions, or damaged utilities, and should be anticipated, especially where seepage near the terrace/bedrock contact occurs at a depth of approximately 18 to 19 feet (MSL = 46 to 47 feet). Should perched groundwater conditions develop elsewhere, this office could assessthe affected area(s) and provide the appropriate recommendations to mitigate the observed groundwater conditions. Again, this should be disclosed to the owner of the facility and all interested/affected parties. Recommendations for the mitigation of anticipated perched groundwater conditions are presented in a later section of this report. SEISMIC DESIGN PARAMETERS Based on the site conditions, and Chapter 16 of the Uniform Building Code/California Building Code ([UBC/CBCJ, International Conference of Building Officials [ICBO], 1997; Mr. Ted Hagey Jefferson Street, Carlsbad File:e:\wp9\5700\5701 a.upg GeoSoils, lne. W.O. 5701-A-SC June 17, 2008 Page4 r ~ \ I California Building Standards Commission [CBSC], 2007), minimal seismic parameters are provided in the following tables: ~~~l¾llI'"',i'."""'"""z'f"'"""'"2f"'·~-""'"'·v,,.,, .... , aJ?''iil-~"'@,~~'1(;" .. ~~.._.,,,.,_,.,.~,.,.,,.·w"',.,,,~··,. ·"''. ,,, ... , .. ·. ·1 ~-,· --~--:,,,,.:;1: _;,;y;_r1;99 ,:;UBG CB.G'iGA:AeIE. ~t6\r'-i ·,.w.>.' 1t;• · :,SEISMlC-iPARAMETERSY.;,\/ '""" ,,,<&,.'l:'c;-~ .... ~ .•• , ••••• ~ ~---,., ............ fy ....... .,.,;& •••• .-1.. .. lJl;)/;.r. ·°''· . .,,.,J~ 'fil;,,.,,...... .. "" ...... , , .. . .... , • , Seismic Zone (per Figure 16-2*) 4 Seismic Zone Factor (per Table 16-1*) 0.40 Soil Profile Type (per Table 16-J*) So Seismic Coefficient Ca (per Table 16-Q*) 0.44Na Seismic Coefficient Cv (per Table 16-R*) 0.64Nv Near Source Factor Na (per Table 16-S*) 1.0 Near Source Factor Nv (per Table 16-T*) 1.0 Distance to Seismic Source 6.6 mi (10.6 km) . , Seismic Source Type (per Table 16-U*) 8 Upper Bound Earthquake (Rose Canyon fault) Mw6.9 PHSA (1 O percent probability of exceedance in 50 vears) 0.25q I* Figure and Table references from Cha~ter 16 of the UBC/CBC (ICBO, 1997; CBSC, 2007}. I The table below summarizes the site-specific design criteria obtained from the 2007 CBC. We used the computer program Seismic Hazard Curves and Uniform Hazard Response Spectra, provided by the U.S.G.S. The short spectral response uses a period of 0.2 seconds. Site Class Spectral Response -(0.2 sec), S5 Spectral Response -(1 sec), S1 Site Coefficient, Fa Site Coefficient, Fv Maximum Considered Earthquake Spectral Response Acceleration (0.2 sec), SMs Maximum Considered Earthquake Spectral Response Acceleration (1 sec), SM1 5% Damped Design Spectral Response Acceleration (0.2 sec), S05 5% Damped Design Spectral Response Acceleration 1 sec S Mr. Ted Hagey Jefferson Street, Carlsbad File:e:\wp9\5700\5701 a.upg 1.165g 0.441g 1.034 1.6 1.205g 0.687g 0.803g 0.458g GeoSoils, Ine. Table 1613.5.2 Figure 1613.5(3) Figure 1613.5(4) Table 1613.5.3(1) Table 1613.5.3(2) Section 1613.5.3 (Eqn 16-37) Section 1613.5.3 (Eqn 16-38) Section 1613.5.4 (Eqn 16-39) Section 1613.5.4 E n 16-40 W.O. 5701-A-SC June 17, 2008 Pages Conformance to the criteria above for seismic design does not constitute any kind of guarantee or assurance that significant structural damage or ground failure will not occur in the event of a large earthquake. The primary goal of seismic design is to protect life, not to eliminate all damage, since such design may be economically prohibitive. Cumulative effects of seismic events are not included in the code and regular maintenance and repair following significant seismic events (i.e., Mw4.5, or greater) will likely be necessary. PRELIMINARY CONCLUSIONS AND RECOMMENDATIONS General Based on our previous field exploration, laboratory testing (GSI, 1993 and 2003), and our engineering and geologic analyses, it is our opinion that the project site appears suited for the proposed use from a soils engineering and geologic viewpoint, provided that the recommendations presented herein are incorporated into the design and construction phases of site development. The primary geotechnical concerns with respect to the proposed development are: • • • • • • Earth materials characteristics and depth to competent bearing material, depth of foundations, etc. On-going expansion and corrosion potential of site soils . Subsurface water and potential for perched water to occur during grading and after development. Slope stability, including temporary slope stability during construction . Non-structural zone on unmitigated perimeter conditions (proposed improvements subject to distress). Regional seismic activity . The recommendations presented herein, and in GSI (1993 and 2003), consider these as well as other aspects of the site. The engineering analyses performed concerning site preparation and the recommendations presented herein have been completed using the information provided and obtained during our field work. In the event that any significant changes are made to proposed site development, the conclusions and recommendations contained in this report shall not be considered valid unless the changes are reviewed and the recommendations of this report evaluated or modified, in writing, by this office. Foundation design parameters are considered preliminary until the foundation design, layout, and structural loads are provided to this office for review. Mr. Ted Hagey Jefferson Street, Carlsbad File:e:\wp9\5700\5701 a.upg GeoSoils, Inc. W.O. 5701-A-SC June 17, 2008 Page6 EARTHWORK CONSTRUCTION RECOMMENDATIONS All grading should conform to the guidelines presented in the UBC/CBC (ICBO, 1997; CBSC, 2007), the requirements of the City, and as indicated in GSI (2003). Prior to grading, a GSI representative should be present at the preconstruction meeting to provide additional grading guidelines, if needed, and review the earthwork schedule. During earthwork construction; all site preparation and the general grading procedures of the contractor should be observed and the fill selectively tested by a representative(s) of GSI. If unusual or unexpected conditions are exposed in the field, they should be reviewed by this office and, if warranted, modified and/or additional recommendations will be offered. All applicable requirements of local and national construction and general industry safety orders, the Occupational Safety and Health Act (Cal-OSHA), and the Construction Safety Act should be met. While not grading plans, site plans (BGI, 2008) and Plate 1 generally indicate cut excavation to attain the desired gradetj configurations. Excavation in the vicinity of the "lower terrace" arid "guest room" may expose unsuitable soils near pad grade, as pad grade "daylights"· at the natural slope. In these areas, deepened footings may be necessary to penetrate unsuitable near-surface soils, and/or remedial grading to remove and recompact any unsuitable soil beneath slabs/foundations may be performed. General earthwork and grading guidelines, and preliminary criteria, are provided in Appendix B. Subdrainage to control seepage from along bedding/formational contacts exposed during grading/excavation will likely be recommended, and should be anticipated. Subdrainage will likely consist of "burrito" type gravel drains placed on backcut benches, and at appropriate elevations, during grading/wall construction. General construction guidelines for drains are included in the retaining walls section of this report. The ultimate location of drain(s) will be based on conditions exposed during grading/excavation operations. TEMPORARY CONSTRUCTION SLOPES Temporary cuts for wall construction should be constructed at a gradient of ½:1, or flatter, for slopes exposing sedimentary bedrock to a maximum height of 20 feet, per Cal-OSHA for Type A soils, assuming no groundwater. Temporary cuts should be constructed at a gradient of 1: 1 (h:v), or flatter, for slopes exposing existing fill, per Cal-OSHA for Type B soils, again, assuming no groundwater. If groundwater is encountered, construction should be stopped until the geotechnical consultant has analyzed this condition and amends these recommendations, in writing. Construction materials and/or stockpiled soil should not be stored within 5 feet of the top of any temporary slope. Temporary /permanent provisions should be made to direct any potential runoff away from the top of temporary slopes. Temporary slopes should be evaluated during construction by the geotechnical engineer for any comments, or revisions to this recommendation. Removals and/or temporary cuts should be made with sufficient space to allow for subdrains and/or wall back drains as recommended. Mr. Ted Hagey Jefferson Street, Carlsbad File:e:\wp9\5700\5701 a.upg GeoSoils, lne. W.O. 5701-A-SC June 17, 2008 Page? PRELIMINARY FOUNDATION RECOMMENDATIONS General Based on our review, the foundation design and construction recommendations presented in GSI (2003) generally remain valid and applicable, unless specifically superceded in the text of this report. The preliminary foundation design and construction recommendations are based on laboratory testing and engineering analysis of onsite earth materials by GSI. In the event that the information concerning the proposed development plan is not correct or any changes in the design, location, or loading conditions of the proposed structures are made, the conclusions and recommendations contained in this report shall not be considered valid unless the changes are reviewed and conclusions of this report are modified or approved in writing by this office. Foundation designers should consider the following information as minimums, from a geotechriical standpoint, and meet the minimum design criteria provided in the UBC/CBC (ICBO, 1997; CBSC, 2007) to reduce the potential for on-going adverse effects of expansive and/or corrosive soils. As indicated, the information and recommendations presented in this section are considered minimums and are not meant to supercede design(s) by the project structural engineer or civil engineer specializing in structural design. Upon request, GSI could provide additional consultation regarding soil parameters, as related to foundation design. Soil Expansion Potential and Foundation Design Based on a review of GSI (1993 and 2003) site soils are considered to be very low expansive. However, the presence of higher expansive soils cannot be precluded at this time and will need to be re"'evaluated during site grading/excavation. The foundation design and construction recommendations are based on prior laboratory testing and engineering analysis of onsite earth materials by GSI. Recommendations for foundation systems are provided in the following sections. The foundation systems may be used to support the proposed structure, provided they are founded in competent bearing material. The proposed foundation systems should be designed and constructed in accordance with the guidelines contained in the UBC/CBC (ICBO, 1997; CBSC, 2007). The following foundation construction recommendations are presented as a minimum criteria from a soils engineering viewpoint. The onsite soils expansion potentials generally appear to range from very low (El. = Oto 20) range to medium (El. = 51 to 90). For very low to low expansive soils with a P.I. less than 15, conventional foundation design and construction may be used. For low to medium expansive soils (El. = 21 to 90) with a P.I. greater than 15, foundation design/construction in consideration of expansive soils are recommended (i.e., post-tension, welded wire/post-tension method), in accordance with the UBC/CBC (ICBO, 1997; CBSC, 2007), Section 1815 and/or 1816. Recommendations by the project's design-structural engineer or architect, which may exceed the soils engineer's recommendations, should take precedence over the following Mr. Ted Hagey Jefferson Street, Carlsbad File:e:\wp9\5700\5701 a.upg GeoSoils, Inc. W.O. 5701-A-SC June 17, 2008 Pages minimum requirements. Final foundation design will be provided based on the expansion potential of the near-surface soils encountered during grading and/or the depths SOIL MOISTURE CONSIDERATIONS GSI has evaluated the potential for vapor or water transmission through any new slab, in light of typical floor coverings and improvements. Please note that generally slab moisture emission rates range from about 2 to 27 lbs/24 hours/1 ,000 square feet from a typical slab (Kanare, 2005), while floor covering manufacturers generally recommend about 3 lbs/24 hours as an upper limit. Thus, the Client will need to evaluate the following in light of a cost v. benefit analysis (owner complaints and repairs/replacement), along with disclosure to interested/affected parties. Considering the anticipated typical water vapor transmission rates, floor coverings and improvements (to be chosen by the Client) that can tolerate those rates without distress, the following alternatives are provided: • Slabs should be a minimum of 5 inches thick. • Concrete slab underlayment should consist of a 10-mil to 15-mil vapor retarder, or equivalent, with all laps sealed per the UBC/CBC (ICBO, 1997; CBSC, 2007) and the manufacturer's recommendation. The vapor retarder should comply with the ASTM E 17 45 -Class A or B criteria, and be installed in accordance with ACI 302.1 R-04. • The 10-to 15-mil vapor retarder (ASTM E 17 45 -Class A or B) shall be installed per the recommendations of the manufacturer, including all penetrations (i.e., pipe, ducting, rebar, etc.). • The vapor retarder may be placed near the mid-point of a 4-inch thick layer of clean sand (S.E. >30), placed over properly compacted subgrade soil. • Concrete should have a maximum water/cement ratio of 0.50. This does not supercede Table 19-A-4 of the UBC/CBC (ICBO, 1997; CBSC, 2007) for corrosion or other corrosive requirements. Additional concrete mix design recommendations should be provided by the structural consultant and/or waterproofing specialist. Concrete finishing and workablity should be addressed by the structural consultant and a waterproofing specialist. • Where slab water/cement ratios are as indicated above, and/or admixtures used, the structural consultant should also make changes to the concrete in the grade beams and footings in kind, so that the concr~te used in the foundation and slabs are designed and/or treated for more uniform moisture protection. Mr. Ted Hagey Jefferson Street, Carlsbad File:e:\wp9\5700\5701 a.upg GeoSoils, Ine. W.O. 5701-A-SC June 17, 2008 Page9 • The owner(s) should be specifically advised which areas are suitable for tile flooring, wood flooring, or other types of water/vapor-sensitive flooring and which are not suitable. In all planned floor areas, flooring shall be installed per the manufactures recommendations. • Additional recommendations regarding water or vapor transmission should be provided by the architect/structural engineer/slab or foundation designer and should be consistent with the specified floor coverings indicated by the architect. Regardless of the mitigation, some limited moisture/moisture vapor transmission through the slab should be anticipated. Construction crews may require special training for installation of certain product(s), as well as concrete finishing techniques. The use of specialized product(s) should be approved by the slab designer and water-proofing consultant. A technical representative of the flooring contractor should review the slab and moisture retaroer plans qnd provide comment prior to the construction of the foundatio!'ls or im-provements. The vapor retarder contractor should have representatives onsite during the initial installation. PRELIMINARY WALL DESIGN PARAMETERS Conventional Retaining Walls The design parameters provided below assume that either non-expansive soils (typically Class 2 permeable filter material or Class 3 aggregate base) or native onsite materials (up to and including an E.1. of 50) are used to backfill any retaining walls. The type of backfill (i.e., select or native), should be specified by the wall designer, and clearly shown on the plans. Building walls, below grade, should be water-proofed. The foundation system for the proposed retaining walls should be designed in accordance with the recommendations presented in this and preceding sections of this report, as appropriate. Footings should be embedded a minimum of 18 inches below adjacent grade (excluding landscape layer, 6 inches) and should be 24 inches in width. If retaining walls are proposed in planted areas, they should be deepened to 24 inches (excluding the top 6 inches). There should be no increase in bearing for footing width. Recommendations for specialty walls (i.e., crib, earthstone, geogrid, etc.) can be provided upon request, and would be based on site specific conditions. For walls that are part of the building structure, wall backfill should be compacted to at least 95 percent relative compaction if wall footing are founded in formational soil. Restrained Walls Any retaining walls that will be restrained prior to placing and compacting backfill material or that have re-entrant or male corners, should be designed for an at-rest equivalent fluid pressure (EFP) of 65 pounds per cubic foot (pct), plus any applicable surcharge loading. Mr. Ted Hagey Jefferson Street, Carlsbad File:e:\wp9\5700\5701 a.upg GeoSoils, Inc. W.O. 5701-A-SC June 17, 2008 Page 10 For areas of male or re-entrant corners, the restrained wall design should extend a minimum distance of twice the height of the wall (2H) laterally from the corner. For walls that are part of the building structure, wall backfill should be compacted to at least 95 percent relative compaction if wall footing are founded in formational soil. Cantilevered Walls The recommendations presented below are for cantilevered retaining walls up to 1 0 feet high. Design parameters for walls less than 3 feet in height may be superceded by City and/or County standard design. Active earth pressure may be used for retaining wall design, provided the top of the wall is not restrained from minor deflections. An equivalent fluid pressure approach may be used to compute the horizontal pressure against the wall. Appropriate fluid unit weights are given below for specific slope gradients of the retained material. These do not include other superimposed loading conditions due to. traffic, structures, seismic events or adv~rse geologic .C:onditions: When wall ·configuration~ are finalized, the appropriate loading conditions for superimposed loads can be provided upon request. For walls that are part of the building structure, wall backfill should be compacted to at least 95 percent relative compaction if wall footing are founded in formational soil. Level* 3 to 1 38 55 45 60 * Level backfill behind a retaining wall is defined as compacted earth materials, properly drained, without a slope for a distance of 2H behind the wall. ** E.l.<20, P.l.<15, SE>30, <10% passing No. 200 Sieve. ***E.l.<50, P.l.<15, SE>25, <15% assin No. 200 Sieve. Retaining Wall Backfill and Drainage For walls that are part of the building structure, wall backfill should be compacted to at least 95 percent relative compaction if wall footing are founded informational soil. Positive drainage must be provided behind all retaining walls in the form of gravel wrapped in geofabric and outlets. A backdrain system is considered necessary for retaining walls that are 2 feet or greater in height. Details 1, 2, and 3, present the back drainage options discussed below. Backdrains should consist of a 4-inch diameter perforated PVC or ABS pipe encased in either Class 2 permeable filter material or ¾-inch to 1 ½-inch gravel wrapped in approved filter fabric (Mirafi 140 or equivalent). For low expansive backfill, the filter material should extend a minimum of 1 horizontal foot behind the base of the walls and upward at least 1 foot. For native backfill that has up to an El. of 50, continuous Mr. Ted Hagey Jefferson Street, Carlsbad Rle:e:\wp9\5700\5701 a.upg GeoSoils, Inc. W.O. 5701-A-SC June 17, 2008 Page 11 (1) Waterproofing membrane -- CMU or reinforced-concrete wall Structural footing or settlement...,.sensitive improvement Provide surface drainage via an engineered V-ditch (see civil plans for details) 2=1 (h:v) slope :-_-:. ... -.. · .. . . .. .... . ·-.· . · .... ·-· .. ·:·: .,, ~ .. -{; Proposed grade t - sloped to drain per precise civil drawings (5) Weep hole Footing and wall design by others-""'-- Native backfill 1=1 (h=v) or flatter backcut to be properly benched (6) Footing (1) Waterproofing membrane. (2) Gravel: Clean, crushed, ¾ to 1½ inch. (3) Filter fabric: Mirafi 140N or approved equivalent. (4) Pipe: 4-:inch-diameter perforated PVC, Schedule 40, or approved alternative with minimum of 1 percent gradient sloped to suitable, approved outlet point (perforations down). (5) Weep hole: Minimum 2-inch diameter .placed at 20-foot centers along the wall and placed 3 inches above finished surface. Design civil engineer to provide drainage at toe of wall. No weep holes for below-grade walls. (6) Footing: If bench is created behind the footing greater than the footing width, use level fill or cut natural earth materials. An additional "heel" drain will likely be required by geotechnical consultant. -~ ~c.-RETAINING WALL DETAIL ALTERNATIVE A · Detail 1 (1) Waterproofing membrane (optional)-~ CMU or reinforced-concrete wall Structural footing or settlement-sensitive improvement Provide surface drainage via engineered V-ditch ($ee civil plan details) 2:1 (h:v) slope : . ·" . .. . -... . ·... . · ... ., l . :: ,.: ·.:·:_-~_-:; __ -~_'._:_.:_.,_._~}.·::~-·1?_ .. _~e .. :~-:,~,)~Y~f << > :: ' .d ••• ~ 6 inches -t (5) Weep hole ,____._ -, .. -.. ~:· ...... . --·-: --·.: . ··-. ·. ·-. ·-:. :· '···. ··-::. . . ·- .: ;. <· :: >:··--.i ·::·< .. ·-~ ·=:·=::: ~.-.:'. ·:_;./ ·:~. ·::·,.::_ --~ .-... : ... :: ~:: --~--:'if'-' ·. _.:: ... .--·.··_:.··.·. ·-:. :{2)":Cor.nposite·._:,._ '·':·-... ,,, .:·-.. :. ··· :._; -: ... , ·.-··ara.ir-·(· .. :. ·.-·· ... i. :· .... : <01/ .. ·. . . : ·:: ..... : ···.· : . ::_. .. ·. ~. -:· ~:.: :: .-· ~ Proposed grade sloped to drain per precise civil drawings · : ... ·.· -~ ·.:. .· ···. ·. (s).Fnfer-1abr.i · -~ .; :' '. :-,;::\ '. ::: :<< \ C ,/~'' Native backfill \~\y(\~~\)S§\~'\ Footing and wall design by others~-- 1:1 (h:v) or flatter backcut to be properly benched ----(6) 1 cubic foot of ¾-inch crushed rock (7) Footing (1) Waterproofing membrane (optional): Liquid boot or approved mastic equivalent. (2) Drain= Miradrain 6000 or J-drain 200 or equivalent for non-waterproofed walls; Miradrain 6200 or J-drain 200 or equivalent for waterproofed walls (all perforations down). (3) Filter fabric= Mirafi 140N or approved equivalent; place fabric flap behind core. (4) Pipe: 4-inch-diameter perforated PVC, Schedule 40, or approved alternative with minimum of 1 percent gradient fo proper outlet point (perforations down). (5) Weep hole: Minimum 2-inch diameter placed at 20-foot centers along the wall and placed 3 inches above finished surface. Design civil engineer to provide drainage at toe of wall. No weep holes for below-grade walls. (6) Gravel: Clean, crushed, ¾ to 1½ inch. (7) Footing: If bench is created behind the footing greater than the footing width, use level fill or cut natural earth materials. An additional "heel" drain will likely be required by geotechnical consultant. RETAINING WALL DETAIL -ALTERNATIVE 8 Detail 2 ., . . (1) Waterproofing membrane-~ Structural footing or settlement-sensitive improvement CMUor reinforced-concrete wall ----=t Footing and wall design by others ±12 inches ~-Provide surface drainage 2=1 (h:v) slope (4) Pipe (7) Footing (1) Waterproofing membrane: Liquid boot or approved masticequivalent. (2) Gravel= Clean, crushed, ¾ to 1½ inch. (3) Filter fabric: Mirafi 140N or approved equivalent. 1=1 (h=v) or flatter backcut to be properly benched (4) Pipe= 4-inch-diameter perforated PVC, Schedule 40, or approved alternative with minimum of 1 percent gradient to proper outlet point (perforations down). (5) Weep hole= Minimum 2-inch diameter placed at 20-foot centers along the wall and placed 3 inches above finished surface. Design civil engineer to provide drainage at toe of wall. No weep holes for below-grade walls. (6) Clean sand backfill: Must have sand equivalent value (S.E.) of 35 or greaten-can be densified by water jetting upon approval by geotechnical engineer. (7) Footing: If bench is created behind the footing greater than the footing width, use level fill or cut natural earth materials. An additional "heel" drain will likely be required by geotechnical consultant. (8) Native backfill: If E.1. {21 and S.E. L35 then all sand requirements also may not be required and will be reviewed by the geotechnical consultant. RETAINING WALL DETAIL ALTERNATIVE C Detail 3 Class 2 permeable drain materials should be used behind the wall. This material should be continuous (i.e., full height) behind the wall, and it should be constructed in accordance with the enclosed Detail 1 (Typical Retaining Wall Backfill and Drainage Detail). For limited access and confined areas, (panel) drainage behind the wall may be constructed in accordance with Detail 2 (Retaining Wall Backfill and Subdrain Detail Geotextile Drain). Materials with an El. potential of greater than 50 should not be used as backfill for retaining walls. For more onerous expansive situations, backfill and drainage behind the retaining wall should conform with Detail 3 (Retaining Wall And Subdrain Detail Clean Sand Backfill). Outlets should consist of a 4-inch diameter solid PVC or ABS pipe spaced no greater than ± 100 feet apart, with a minimum of two outlets, one on each end. The use of weep holes, only, in walls higher than 2 feet, is not recommended. The surface of the backfill should be sealed by pavement or the top 18 inches compacted with native soil (El. <50). Proper surface drainage should also be provided. For additional mitigation, consideration should · be given to applying a water-proof membrane to the back of all retaining structures. The use of a waterstop should be considered for all concrete and masonry joints. · Wall/Retaining Wall Footing Transitions Site walls are anticipated to be founded on footings designed in accordance with the recommendations in this report. Should wall footings transition from cut to fill, the civil designer may specify either: a) A minimum of a 2-foot overexcavation and recompaction of cut materials for a distance of 2H, from the point of transition. b) Increase of the amount of reinforcing steel and wall detailing (i.e., expansion joints or crack control joints) such that a angular distortion of 1 /360 for a distance of 2H on either side of the transition may be accommodated. Expansion joints should be placed no greater than 20 feet on-center, in accordance with the structural engineer's/wall designe(s recommendations, regardless of whether or nottransition conditions exist. Expansion joints should be sealed with a flexible, non-shrink grout. c) Embed the footings entirely into native formational material (i.e., deepened footings). If transitions from cut to fill transect the wall footing alignment at an angle of less than 45 degrees (plan view), then the designer should follow recommendation 11a11 (above) and until such transition is between 45 and 90 degrees to the wall alignment. Mr. Ted Hagey Jefferson Street, Carlsbad File:e:\wp9\5700\5701 a.upg GeoSoils, Ine. W.O. 5701-A-SC June 17, 2008 Page 15 DEVELOPMENT CRITERIA Slope Deformation Compacted fill slopes designed using customary factors of safety for gross or surficial stability and constructed in general accordance with the design specifications should be expected to undergo some differential vertical heave or settlement in combination with differential lateral movement in the out-of-slope direction, after grading. This post-construction movement occurs in two forms: slope creep, and lateral fill extension (LFE). Slope creep is caused by alternate wetting and drying of the fill soils which results in slow downslope movement. This type of movement is expected to occur throughout the life of the slope, and is anticipated to potentially affect improvements or structures (e.g., separations and/or cracking), placed near the top-of-slope, up to a maximum distance of approximately 15· feet from the top-of-slope, depending on the slope height. This movement generally results in rotation and differential settlement of improvements located within the creep zone. LFE occurs due to deep wetting from irrigation and rainfall on slopes comprised of expansive materials. Although some movement should be expected, long-term movement from this source may be minimized, but not eliminated, by placing the fill throughout the slope region, wet of the fill's optimum moisture content. It is generally not practical to attempt to eliminate the effects of either slope creep or LFE. Suitable mitigative measures to reduce the potential of lateral deformation typically include: setback of improvements from the slope faces (per the 1997 UBC and/or adopted California Building Code), positive structural separations (i.e., joints) between improvements, and stiffening and deepening of foundations. Expansion joints in walls should be placed no greater than 20 feet on-center, and in accordance with the structural engineer's recommendations. All of these measures are recommended for design of structures and improvements. The ramifications of the above conditions, and recommendations for mitigation, should be provided to any homeowners association or other interested/affected parties. Slope Maintenance and Planting Water has been shown to weaken the inherent strength of all earth materials. Slope stability is significantly reduced by overly wet conditions. Positive surface drainage away from slopes should be maintained and only the amount of irrigation necessary to sustain plant life should be provided for planted slopes. Over-watering should be avoided as it adversely affects site improvements, and causes perched groundwater conditions. Graded slopes constructed utilizing onsite materials would be erosive. Eroded debris may be minimized and surficial slope stability enhanced by establishing and maintaining a suitable vegetation cover soon after construction. Compaction to the face of fill slopes would tend to minimize short-term erosion until vegetation is established. Plants selected for landscaping should be light weight, deep rooted types that require little water and are capable of surviving the prevailing climate. Jute-type matting or other fibrous covers may Mr. Ted Hagey· Jefferson Street, Carlsbad File:e:\wp9\5700\5701 a.upg GeoSoils, lne. W.O. 5701-A-SC June 17, 2008 Page 16 aid in allowing the establishment of a sparse plant cover. Utilizing plants other than those recommended above will increase the potential for perched water, staining, mold, etc., to develop. A rodent control program to prevent burrowing should be implemented. Irrigation of natural (ungraded) slope areas is generally not recommended. These recommendations regarding plant type, irrigation practices, and rodent control should be provided to the homeowners association or other interested/affected parties. Over-steepening of slopes should be avoided during building construction activities and landscaping. Drainage Adequate lot surface drainage is a very important factor in reducing the likelihood of adverse perfor:mance offoundations, hardscape, and slopes. Surface drainage should be sufficientto prevent ponding of water anywhere on a lot, and especially near structures and tops of slopes.-Lot surface drainage should be carf?fully-taken into consideration during fine grading, landscaping, and building construction. Therefore, care should be taken that future landscaping or construction ·activities do ~ot create adverse drainage conditions. Positive site drainage within lots and common areas should be provided and maintained at all times. Drainage should not flow uncontrolled down any descending slope. Water should be directed away from foundations and not allowed to pond and/or seep into the ground. In general, the area within 5 feet around a structure should slope away from the structure. We recommend that unpaved lawn and landscape areas have a minimum gradient of 1 percent sloping away from structures, and whenever possible, should be above adjacent paved areas. Consideration should be given to avoiding construction of planters adjacent to structures (buildings, pools, spas, etc.). Pad drainage should be directed toward the street or other approved area(s). Although not a geotechnical requirement, roof gutters, down spouts, or other appropriate means may be utilized to control roof drainage. Down spouts, or drainage devices should outlet a minimum of 5 feet from structures or into a subsurface drainage system. Areas of seepage may develop due to irrigation or heavy rainfall, and should be anticipated. Minimizing irrigation will lessen this potential. If areas of seepage develop, recommendations for minimizing this effect could be provided upon request. Toe of Slope Drains/Toe Drains Where significant slopes intersect pad areas, surface drainage down the slope allows for some seepage into the subsurface materials, sometimes creating conditions causing or contributing to perched and/or ponded water. Toe of slope/toe drains may be beneficial in the mitigation of this condition due to surface drainage. The general criteria to be utilized by the design engineer for evaluating the need for this type of drain is as follows: • Is there a source of irrigation above or on the slope that could contribute to saturation of soil at the base of the slope? Mr. Ted Hagey Jefferson Street, Carisbad File:e:\wp9\5700\5701 a.upg GeoSoils, Inc. W.O. 5701-A-SC June 17, 2008 Page 17 • Are the slopes hard rock and/ot impermeable, or relatively permeable, or; do the slopes already have or are they proposed to have subdrains (i.e., stabilization fills, etc.)? • Are there cut-fill transitions (i.e., fill over bedrock), within the slope? • Was the lot at the base of the slope overexcavated or is it proposed to be overexcavated? Overexcavated lots located at the base of a slope could accumulate subsurface water along the base of the fill cap. • Are the slopes north facing? North facing slopes tend to receive less sunlight (less evaporation) relative to south facing slopes and are more exposed to the currently prevailing seasonal storm tracks. • What is the slope height? It has· been our experience that slopes with heights in excess ·of approximately 10 feet tend to have more problems due to storm runoff and irrigation than slopes of a lesser height. • Do the slopes "toe out" into a lot or a lot where perched or ponded water may adversely impact its proposed use? Based on these general criteria, the construction of toe drains may be considered by the design engineer along the toe of slopes, or at retaining walls in slopes, descending to the rear of such lots. Following are Detail 4 (Schematic Toe Drain Detail) and Detail 5 (Subdrain Along Retaining Wall Detail). Other drains may be warranted due to unforeseen conditions, owner irrigation, or other circumstances. Where drains are constructed during grading, including subdrains, the locations/elevations of such drains should be surveyed, and recorded on the final as-built grading plans by the design engineer. It is recommended that the above be disclosed to any affected/interested parties, including homeowners association or other interested/affected parties. Erosion Control Cut and fill slopes will be subject to surficial erosion during and after grading. Onsite earth materials have a moderate to high erosion potential. Consideration should be given to providing hay bales and silt fences for the temporary control of surface water, from a geotechnical viewpoint. Landscape Maintenance Only the amount of irrigation necessary to sustain plant life should be provided. Over-watering the landscape areas will adversely affect proposed site improvements. We would recommend that any proposed open-bottom planters adjacent to proposed Detail structures be eliminated for a minimum distance of 1 o feet. As an alternative, Mr. Ted Hagey Jefferson Street, Carlsbad File:e:\wp9\5700\5701 a.upg GeoSoils, Inc. W.O. 5701-A-SC June 17, 2008 Page 18 2=1 (H:V) slope (typical) Backfill with compacted ~/ native soils Top of wan /4.Y'-<' ½~ .. -.~\~\/ .-.·:< Retaining wall ------i Finish grade ~--Mirafi 140 filter Wall footing 4-inch drain _J 1 to 2 feJ NOTES: I 12 I I inches[- 1. Soil cap compacted to 90 percent relative compaction. · fabric or equivalent ¾-inch crushed gravel 2. Permeable material may be gravel wrapped in filter fabric (Mirafi 140N or equivalent). 3. 4-inch-diameter, perforated pipe (SDR...,.35 or equivalent) with perforations down. 4. Pipe to maintain a minimum 1 percent fall. 5. Concrete cut-off wall to be provided at transition to solid outlet pipe. 6. Solid outlet pipe to drain to approved area. 7. Cleanouts are recommended at each property line. 8. Effort to compact should be applied to drain rock. SUBDRAIN ALONG RETAINING WALL DETAIL Detail 5 Drain pipe Pad grade •. ··--· .· ... -· ·.-. -.. • . . --·'I,_.. . -·.: ·,·Native·. _- · :. . soil ···.·.: · 12-anch . :·. cap ... : minimum . ·-· .. . . :.-...... _ . . .. -. -, .·-. . .... . ·.:" .. · :· .... ·- Permeable material ::::.·:::::.·::: 24-inch .·:.·:.·.·.·.·.·.·.·.·.·.· minimum _.r"',._ ____ ____,,_ Drain may be constructed into, or at, the toe-of-slope 1. Soil cap compacted to 90 percent relative compaction. 2. Permeable material may be gravel wrapped in filter fabric (Mirafi 140N or equivalent). 3. 4-inch-diameter, perforated pipe (SDR-35 or equivalent) with perforations down. 4. Pipe to maintain a minimum 1 percent fall. 5. Concrete cut-off wall to be provided at transition to solid outlet pipe. 6. Solid outlet pipe to drain to approved area. 7. Cleanouts are recommended at each property line. lt.c. ~-SCHEMATIC TOE DRAIN DETAIL Detail 4 closed-bottom type planters could be utilized. An outlet placed in the bottom of the planter, could be installed to direct drainage away from structures or any exterior concrete flatwork. If planters are constructed adjacent to structures, the sides and bottom of the planter should be provided with a moisture barrier to prevent penetration of irrigation water into the subgrade. Provisions should be made to drain the excess irrigation water from the planters without saturating the subgrade below or adjacent to the planters. Graded slope areas should be planted with drought resistant vegetation. Consideration should be given to the type of vegetation chosen and their potential effect upon surface improvements (i.e., some trees will have an effect on concrete flatwork with their extensive root systems). From a geotechnical standpoint leaching is not recommended for establishing landscaping. If the surface soils are processed for the purpose of adding amendments, they should be recompacted to 90 percent minimum relative compaction. Gutters and Downspouts As previously discuss~d in the "_Drainage" section, the installation of gutters and downspouts should be considered to collect roof water that may otherwise infiltrate the soils adjacent to the structures. If utilized, the downspouts should be drained into PVC collector pipes or other non-erosive devices (e.g., paved swales or ditches; below grade, solid tight-lined PVC pipes; etc.), that will carry the water away from the building, to an appropriate outlet, in accordance with the recommendations of the design civil engineer. Downspouts and gutters are not a requirement; however, from a geotechnical viewpoint, provided that positive drainage is incorporated into project design (as discussed previously). Subsurface and Surface Water Subsurface and surface water are not anticipated to affect site development, provided that the recommendations contained in this report are incorporated into final design and construction and that prudent surface and subsurface drainage practices are incorporated into the construction plans. Perched groundwater conditions along zones of contrasting permeabilities may not be precluded from occurring in the future due to site irrigation, poor drainage conditions, or damaged utilities, and should be anticipated. Should perched groundwater conditions develop, this office could assess the affected area(s) and provide the appropriate recommendations to mitigate the observed groundwater conditions. Groundwater conditions may change with the introduction of irrigation, rainfall, or other factors. Site Improvements If in the future, any additional improvements (e.g., pools, spas, etc.) are planned for the site, recommendations concerning the geological or geotechnical aspects of design and construction of said improvements could be provided upon request. Pools and/or spas should not be constructed without specific design and construction recommendations from Mr. Ted Hagey Jefferson Street, Carlsbad File:e:\wp9\5700\5701 a.upg GeoSoils, Inc. W.O. 5701-A-SC June 17, 2008 Page 21 GSI, and this construction recommendation should be provided to the homeowners association or other interested/affected parties. This office should be notified in advance of any fill placement, grading of the site, or trench backfilling after rough grading has been completed. This includes any grading, utility trench and retaining wall backfills, flatwork, etc. Tile Flooring Tile flooring can crack, reflecting cracks in the concrete slab below the tile, although small cracks in a conventional slab may not be significant. Therefore, the designer should consider additional steel reinforcement for concrete slabs-on-grade where tile will be placed. The tile installer should consider installation methods that reduce possible cracking of the tile such as slipsheets. Slipsheets or a vinyl crack isolation membrane (approved by the Tile Council of America/Ceramic Tile Institute) are recommended between tile and concrete slabs on grade. Additional Grading This office should be notified in advance of any fill placement, supplemental regrading of the site, or trench backfilling after rough grading has been completed. This includes completion of grading in the street, driveway approaches, driveways, parking areas, and utility trench and retaining wall backfills. Footing Trench Excavation All footing excavations should be observed by a representative of this firm subsequent to trenching and prior to concrete form and reinforcement placement. The purpose of the observations is to evaluate that the excavations have been made into the recommended bearing material and to the minimum widths and depths recommended for construction. If loose or compressible materials are exposed within the footing excavation, a deeper footing or removal and recornpaction of the subgrade materials would be recommended at that time. Footing trench spoil and any excess soils generated from utility trench excavations should be compacted to a minimum relative compaction of 90 percent, if not removed from the site. Trenching/Temporary Construction Backcuts Considering the nature of the onsite earth materials, it should be anticipated that caving or sloughing could be a fact~r in subsurface excavations and trenching. Shoring or excavating the ·trench walls/backcuts at the angle of repose (typically 25 to 45 degrees [except as specifically superceded within the text of this report]), should be anticipated. All excavations should be observed by an engineering geologist or soil engineer from GSI, prior to workers entering the excavation or trench, and minimally conform to Cal-OSHA, state, and local safety codes. Assuming no groundwater, "Type B" soils may be assumed. Mr. Ted Hagey Jefferson Street, Carlsbad File:e:\wp9\5700\5701 a.upg GeoSoils, Ine. W.O. 5701-A-SC June 17, 2008 Page 22 Should adverse conditions exist, appropriate recommendations would be offered at that time. The above recommendations should be provided to any contractors and/or subcontractors, or homeowners association or other interested/affected parties, etc., that may perform such work. Utility Trench Backfill 1 . All interior utility trench backfill should be brought to at least 2 percent above optimum moisture content and then compacted to obtain a minimum relative compaction of 90 percent of the laboratory standard. As an alternative for shallow (12-inch. to 18-inch) under-slab trenches, sand having an S.E. value of 30, or greater, may be utilized and jetted or flooded into place. Observation, probing and testing should be provided to evaluate the desired results. 2. Exterior trenches adjacent to, and within areas extending below a 1 :1 plane projected from the outside bottom edge of the footing, and all trenches beneath hardscape features and in slopes, should be compacted to at least 90 percent of the laboratory standard. Sand backfill, unless excavated from the trench, should not be used in these backfill areas. Compaction testing and observations, along with probing, should be accomplished to evaluate the desired results. 3. All trench excavations should conform to Cal-OSHA, state, and local safety codes. 4. Utilities crossing grade beams, perimeter beams, or footings should either pass below the footing or grade beam utilizing a hardened collar or foam spacer, or pass through the footing or grade beam in accordance with the recommendations of the structural engineer. SUMMARY OF RECOMMENDATIONS REGARDING GEOTECHNICAL OBSERVATION AND TESTING We recommend that obse-rvation and/or testing be performed by GSI at each of the following construction stages: • During grading/recertification. • During excavation. • During placement of subdrains, toe drains, or other subdrainage devices, prior to placing fill and/or backfill. • After excavation of building footings, retaining wall footings, and free standing walls footings, prior to the placement of reinforcing steel or concrete. Mr. Ted Hagey Jefferson Street, Carlsbad File:e:\wp9\5700\5701 a.upg GeoSoils, Inc. W.O. 5701-A-SC June 17, 2008 Page 23 • Prior to pouring any slabs or flatwork, after presoaking/presaturation of building pads and other flatwork subgrade, before the placement of concrete, reinforcing steel, capillary break (i.e., sand, pea-gravel, etc.), or vapor retarders (i.e., visqueen, etc.). • During retaining wall subdrain installation, prior to backfill placement. • During placement of backfill for area drain, interior plumbing, utility line trenches, and retaining wall backfill. • Ouring slope construction/repair. • When any unusual soil conditions are encountered during any construction operations, subsequent to the issuance of this report. • When any improvements, such asflatwork, spas, pools, walls, etc., are constructed, prior to construction. • A report of geotechnical observation and testing should be provided at the conclusion of each of the above stages, in order to provide concise and clear documentation of site work, and/or to comply with code requirements. • GSI should review documents to homeowners associations or other interested/affected parties for geotechnical aspects, including irrigation practices, the conditions outlined above, etc., prior to any sales. At that stage, GSI will provide maintenance guidelines which should be incorporated into such documents. OTHER DESIGN PROFESSIONALS/CONSULTANTS The design civil engineer, structural engineer, post-tension designer, architect, landscape architect, wall designer, etc., should review the recommendations provided herein, incorporate those recommendations into all their respective plans, and by explicit reference, make this report part of their project plans. This report presents minimum design criteria for the design of slabs, foundations and other elements possibly applicable to the project. The~e criteria should not be considered as substitutes for actual designs by the structural engineer/designer. The structural engineer/designer should analyze actual soil-structure interaction and consider, as needed, bearing, expansive soil influence, and strength, stiffness and deflections in the various slab, foundation, and other elements in order to develop appropriate, design-specific details. As conditions di_ctate, it is possible that other influences will also have to be considered. The structural engineer/designer should consider all applicable codes and authoritative sources where needed. If analyses by the structural engineer/designer result in less critical details than are provided herein as minimums, the minimums presented herein should be adopted. It is considered likely Mr. Ted Hagey Jefferson Street, Carlsbad Rfe:e:\wp9\5700\5701 a.upg GeoSoils, Ine. W.O. 5701-A-SC June 17, 2008 Page24 that some, more restrictive details will be required. If the structural engineer/designer has any questions or requires further assistance, they should not hesitate to call or otherwise transmit their requests to GSI. In order to mitigate potential distress, the foundation and/or improvement's designer should confirm to GSI and the governing agency, in writing, that tne proposed foundations and/or improvements can tolerate the amount of differential settlement and/or expansion characteristics and design criteria specified herein. PLAN REVIEW Final project plans (grading, precise grading, foundation, retaining wall, landscaping, etc.), should be reviewed by this office prior to construction, so that construction is in accordance with the conclusions and recommendations of this report. Based on our review, supplemental recommendations and/or further geotechnical studies may be warranted. LIMITATIONS The materials encountered on the project site and utilized for our analysis are believed representative of the area; howeve~, soil and bedrock materials vary in character between excavations and natural outcrops or conditions exposed during mass grading. Site conditions may vary due to seasonal changes or other factors. Inasmuch as our study is based upon our review and engineering analyses and laboratory data, the conclusions and recommendations are professional opinions. These opinions have been derived in accordance with current standards of practice, and no warranty, either express or implied, is given. Standards of practice are subject to change with time. GSI assumes no responsibility or liability for work or testing performed by others, or their inaction; or work performed when GSI is not requested to be onsite, to evaluate if our recommendations have been properly impletnented. Use of this report constitutes an agreement and consent by the user to all the limitations outlined above, notwithstanding any other agreements that may be in place. In addition, this report may be subject to review by the controlling authorities. Thus, this report brings to completion our scope of services for this portion of the project. Mr. Ted Hagey Jefferson Street, Carlsbad File:e:\wp9\5700\5701 a.upg GeoSoils, Inc. W.O. 5701-A-SC June 17, 2008 Page 25 The opportunity to be of service is sincerely appreciated. If you should have any questions, please do not hesitate to contact our office. GeoSoils, Inc. RGC/DWS/JPF/jk Attachments: Distribution: Mr. Ted Hagey Appendix A -References Appendix 8 -Grading Guidelines Plate 1 -Geotechnical Map (4) Addressee Jefferson Street, Carlsbad File:e:\wp9\5700\5701 a.upg GeoSoils, Inc. W.O. 5701-A-SC June 17, 2008 Page 26 ._,,.,_.,. •ri- . ,. ·.; ,, ' ,-,1 .•-.,.. ( ,. \ •,. ,.',t-J.,, ,, •' \~ ' ' : '. -;·. ,_ ,. : '" ;~,-.. ;' ~-· _\~' ' !'-.~ .: ... -: i~ ~: <, .·' ! /~ ' .~ I ' ";'. ~.: ' '1' ' ·,~': ', ,/ . ,: ·:, , .. ·. ::,"' ',' ;., ',.·.,.-. , ', ,,,, _;, ,. ) , ... ,,,, ' -~., .-' ·.,. ,. '-s~ ,, '".'.', + :~ ~. , •• : :' 1/ •• J .._ •• __ ... ~- ' '' 1 ! ~.--,, -... ·.-.,. .:~· _, ,' ' ,• ., ' ~ ~ . ··-.. \ '., ' ,,,1-, ., '~' -:-· --~ •,'_..:,,• ·:·:.'' ;:,•: . ;~ ',,' ' '., •'l,\' ' ' ',~, ., ·" ., :~ ,• ~ •, , • ~': ' ' ,I'' ,,· ' ' ,:.1' "., 11,,.,-_.,. ',· ' .......... -, '• -~ ''; ·\: • f ,. _ 1 ,; ... __ .. : • -_ '. ' ' ,·._1 '• { ';, ·, ··, -, ,,.,. ·,,1, . ,•• •, ,, ;,"' )~ ' ' '~. ' ,,, ,, ,, .. '., (' ;·-,.,-, ... ,··!'i·" ''{ ,' ( · APPE.NDIX: A::::··: ' '' ' .. ' ~-' : '; ,< ,, ,,, '•_:,·1 •' ,- ' , ·,,.,' ·,/•' ,,, .. y',' ,- ,•-,·',_.,,I _/:.-:-.· ••', '1.', .::-, . 't, :.-,,., ...:. :, ,. -,_ ·: ·: .,· ,··· , ,,r,. APPENDIX REFERENCES ACI Committee 302, 2004, Guide for concrete floor and slab construction, ACI 302.1 R-04, dated June. ASTM E 1745-97, 2004, Standard specification for water vapor retarders used in contact with soil or granular fill under concrete slabs. Beery Group, Inc., 2008, Site plan: Hagey residence, Jefferson Street, Carlsbad, Ca., Sheet C-1, Job no. 2610, dated 2008. California Building Standards Commission, 2007, California building code. GeoSoils, Inc., 2003, Preliminary geotechnical evaluation, APNs 155-140-37 and 155-140-38, City of Carlsbad, San DiegoCounty, California, W.O. 3213-A-SC, dated September 18. __ , 1993,Preliminarygeotechnical evaluation, Parcel 155-140-09, Carlsbad, California, W.O. 1624-SD, dated November 2. International Conference of Building Officials, 1997, Uniform building code: Whittier, California, International conference of building officials, Volumes 1 , 2, and 3. Kanare, Howard, M., 2005, Concrete floors and moisture, Engineering Bulletin 119, Portland Cement Association. State of California, 2008, Civil Code, Sections 896-897. GeoSoils, Ine. ~-'.: •' , , .. ,-'~ - ,'- -.. , I ,':--~ '., 'i•' ,' .. t ,-' . . ~ ,·::. ··:-..,!,· . -_.·,. ' . \; ~' '-, '·~-. ' . :: ··:· '·,-:, ·,1'. a'-,,,• I '~ • /' 1:..,.> ·-. .. ;'•:,· 1-,. . \ ,,',; '· .,, ', 1 ... , ,.,,i-···\ •• ~' ', ... ' ', "·• . ', .,:-·; . ·~ ~; .:-: . . ..... . : ,,,, . .. ···· ,-_. l-:: '" • ~' ,: .. . , I ~";t~'~ . ', ,. ~ . -·. . : ; :, <·-,_:_:\; ·.;. ,· . ': '·':::· ,, ' ,. ,'., ~; . '5.·.:, ''. ,:. ,"l: ~. ,' ,._ . ,,. ... ~ h. . ~: \ ,-, , .. ·,,,. -, . ' ~-'··, -_,.,-:,,.}~·,I,·~·.:,.: ~ ' ,!· ' -{ ,'• ,'.' :,• ~, ·,, ',,. -·1-, ...... .~ , -! ' ' ,' .'; ~ ' . 1,. '·· -, . : '~ ~ ~ :.< ' . ' ' - ->, -, \ ,-,-, ,-- ~ ·'' •• -· ... 1 '!-.•' • ~"I '. ·':' ,··t_..· .., . \ -~' ' 1 • ' ·. ,•, ·~ ,, ,,I ,, . ' ' .) ~' ~ : < ' • , :-,1 ~r" '~"-. ' .-' : ; ,'"• .. : ~ -~" :, ' ~'./ ' '-,)· ; \ ., .1' '' < ' ,' -: ~_.,~ , ; .'· ' . ,, ' ,.- ~ ' ,... ' :·:-·,. .- ,, --',; ., 7,.. ', ' ',,',' ... -'~ _; .· ...... '.:._• -.. ,.-,,,,'\ ·. •' ~ ,I,,, '·...;~ ·. .~ .r :: ' . '. • . . ,,..,, ''. 1.~ ~ , ' -• . ·.,. '-~' : . ~ \ ;~ ·,: .::~ ·~,, ... ' _::::._-·· .. ".,. _, ,I•',. '-., ·, ... ·.,\_ •. .. ' ' ··:, !-,· . <, ,·.::'\-".' /•, ~ • _1..., ,, '. --:~' "'r;: ',-: .·-' ,,,',- ':,. , . ~ -,,:.-. '', ~.; ' ,•, .. ., {-.:, '·.~-·' r,~ ·'".! ,,: -, . "; ,·· ;:· ·. '; \; ~ ' . : -' ·. -~ .. : ~~{ ~·~' ·: : ': ':';...- ' I ; ' , , r\ . ,, •,., ".,,: ', ', ' ... ··. ,., , ~~. ... ..... .... ·. '. -~ . ~ • I • I ~ 1;. ' ',.7 ;, '."· ... , '.:-_"'·-. . ··-,.' ',,· ,. '! ... ')'. ; .. ·\",'·· ' .. ~ ·,• ~,. .: : ~. . .:~, ',· .... '~. :.. -~ ' ' ' ',,••,, '· -,,;. .~·· '/ •• , " ,l .,··, I}~./\' '>; ",r' • ,:: ,_,""::!-'., -·: •'\ . -~-.' ,:, .! , ' :-';) t.' . :._ l' ,'.· .·-·, ..... ' I ~. ". ~ \ ·' , . " .,:, ', ~· ' '· 1,1, •.!· l _t ' l _j~: ';. ,_ ... \1} ,;' : ' , ; 'i', , ; 1 ·:,, , ~ •. . ·.-r .• -..,; , •' I' ' ~ 'i 'j' -. ,, I ''.. :: : .. .-· • ~.' !, .• 1 ,-;, ,''' ', · ,., ... ' •• y ... , .. ; .. ,,'f, •., .,·, '. 1 • -~. '.-. ',' . · •,, '·~ ,, "i', ':,:, ,_. 'l,, GENERAL EARTHWORK, GRADING GUIDELINES, AND PRELIMINARY CRITERIA General These guidelines present general procedures and requirements for earthwork and grading as shown on the approved grading plans, including preparation of areas to be filled, placement of fill, installation of subdrains, excavations, and appurtenant structures or flatwork. The recommendations contained in the geotechnical report are part of these earthwork and grading guidelines and would supercede the provisions contained hereafter in the case of conflict. Evaluations performed by the consultant during the course of grading may result in new or revised recommendations which could supercede these guidelines or the recommendations contained in the geotechnical report. Generalized details follow this text. The contractor is responsible for the satisfactory completion of all earthwork in accordance with provisions of the project plans and specifications and latest adopted code. In the case of conflict, the most onerous provisions shall prevail. The project geotechnical engineer and engineering geologist (geotechnical consultant), and/or their representatives, should provide observation and testing services, and geotechnical consultation during the duration of the project. EARTHWORK OBSERVATIONS AND TESTING Geotechnical Consultant Prior to the commencement of grading, a qualified geotechnical consultant (soil engineer and engineering geologist) should be employed for the purpose of observing earthwork procedures and testing the fills for general conformance with the recommendations of the geotechnical report(s), the approved grading plans, and applicable grading codes and ordinances. The geotechnical consultant should provide testing and observation so that an evaluation may be made that the work is being accomplished as specified. It is the responsibility of the contractor to assist the consultants and .keep them apprised of anticipated work schedules and changes, so that they may schedule their personnel accordingly. All remedial removals, clean-outs, prepared ground to receive fill, key excavations, and subdrain installation should be observed and documented by the geotechnical consultant prior to placing any fill. It is the contractor's responsibility to notify the geotechnical consultant when such areas are ready for observation. Laboratory and Field Tests Maximum dry density tests to determine the degree of compaction should be performed in accordance with American Standard Testing Materials test method ASTM designation D-1557. Random or representative field compaction tests should be performed in GeoSoils, Inc. accordance with test methods ASTM designation D-1556, D-2937 or D-2922, and D-3017, at intervals of approximately ±2 feet of fill height or approximately every 1,000 cubic yards placed. These criteria would vary depending on the soil conditions and the size of the project. The location and frequency of testing would be at the discretion of the geotechnical consultant. Contractor's Responsibility All clearing, site preparation, and earthwork performed on the project should be conducted by the contractor, with observation by a geotechnical consultant, and staged approval by the governing agencies, as applicable. It is the contractor's responsibility to prepare the ground surface to receive the fill, to the satisfaction qf the geotechnical consultant, and to place, spread, moisture condition, mix, and compact the fill in accordance with the recommendations of the geotechnical consultant. The contractor should also remove all non-earth material considered unsatisfactory by the geotechnical consultant. Notwithstanding the services provided by the geotechnical consultant, it is the sole responsibility of the contractor to provide adequate equipment and methods to accomplish the earthwork in strict accordance with applicable grading guidelines, latest adopted codes or agency ordinances, geotechnical report(s), and approved grading plans. Sufficient watering apparatus and compaction equipment should be provided by the contractor with due considerationforthe fill material, rate of placement, and climatic conditions. If, in the opinion of the geotechnical consultant, unsatisfactory conditions such as questionable weather, excessive oversized rock or deleterious material, insufficient support equipment, etc., are resulting in a quality of work that is not acceptable, the consultant will inform the contractor, and the contractor is expected to rectify the conditions, and if necessary, stop work until conditions are satisfactory. During construction, the contractor shall properly grade all surfaces to maintain good drainage and prevent ponding of water. The contractor shall take remedial measures to control surface water and to prevent erosion of graded areas until such time as permanent drainage and erosion control measures have been installed. SITE PREPARATION All major vegetation, including brush, trees, thick grasses, organic debris, and other deleterious material, should be removed and disposed of off-site. These removals must be concluded prior to placing fill. In-place existing fill, soil, alluvium, colluvium, or rock materials, as evaluated by the geotechnical consultant as being unsuitable, should be removed prior to any fill placement. Depending upon the soil conditions, these materials may be reused as compacted fills. Any materials incorporated a? part of the compacted fills should be approved by the geotechnical consultant. Mr. Ted Hagey File: e:\5700\5701 .upg GeoSoils, Inc. Appendix B Page2 Any underground structures such as cesspools, cisterns, mining shafts, tunnels, septic tanks, wells, pipelines, or other structures not located prior to grading, are to be removed or treated in a manner recommended by the geotechnical consultant. Soft, dry, spongy, highly fractured, or otherwise unsuitable ground, extending to such a depth that surface processing cannot adequately improve the condition, should be overexcavated down to firm ground and approved by the geotechnical consultant before compaction and filling operations continue. Overexcavated and processed soils, which have been properly mixed and moisture conditioned, should be re-compacted to the minimum relative compaction as specified in these guidelines. Existing ground, which is determined to be satisfactory for support of the fills, should be scarified (ripped) to a minimum depth of 6 to 8 inches, or as directed by the geotechnical consultant. After the scarified ground is brought to optimum moisture content, or greater and mixed, the materials should be compacted as specified herein. If the scarified zone is greater than 6 to 8 inches in depth, it may be necessary to remove the excess and place the material in lifts restricted to about 6 to 8 inches in compacted thickness. Existing ground which is not satisfactory to support compacted fill should be overexcavated as required in the geotechnical report, or by the on-site geotechnical consultant. Scarification, disc harrowing, or other acceptable forms of mixing should continue until the soils are broken down and free of large lumps or clods, until the working surface is reasonably uniform and free from ruts, hollows, hummocks, mounds, or other uneven features, which would inhibit compaction as described previously. Where fills are to be placed on ground with slopes steeper than 5:1 (horizontal to vertical [h:v]), the ground should be stepped or benched. The lowest bench, which will act as a key, should be a minimum of 15 feet wide and should be at least 2 feet deep into firm material, and approved by the geotechnical consultant. In fill-over-cut slope conditions, the recommended minimum width of the lowest bench or key is also 15 feet, with the key founded on firm material, as designated by the geotechnical consultant. As a general rule, unless specifically recommended otherwise by_the geotechnical consultant, the minimum width of fill keys should be equal to ½ the height of the slope. Standard benching is generally 4 feet (minimum) vertically, exposing firm, acceptable material. Benching may be used to remove unsuitable materials, although it is understood that the vertical height of the bench may exceed 4 feet. Pre-stripping may be considered for unsuitable materials in excess of 4 feet in thickness. All areas to receive fill, including processed areas, removal areas, and the toes of fill benches, should be observed and approved by the geotechnical consultant prior to placement of fill. Fills may then be properly placed and compacted until design grades (elevations) are attained. Mr. Ted Hagey File: e:\5700\5701.upg GeoSoils, Ine. Appendix B Page3 COMPACTED FILLS Any earth materials imported or excavated on the property may be utilized in the fill provided that each material has been evaluated to be suitable by the geotechnical consultant. These materials should be free of roots, tree branches, other organic matter, or other deleterious materials. All unsuitable materials should be removed from the fill as directed by the geotechnical consultant. Soils of poor gradation, undesirable expansion potential, or substandard strength characteristics may be designated by the consultant as unsuitable and may require blending with other soils to serve as a satisfactory fill material. Fill materials derived from benching operations should be dispersed throughout the fill area and blended with other approved material. Benching operations should not result in the benched material being placed only within a single equipment width away from the fill/bedrock contact. Oversized materials defined as rock, or other irreducible materials, with a maximum dimension greater than 12 inches, should not be buried or placed in fills unless the location of materials and disposal methods are specifically approved by the geotechnical consultant. Oversized material should be taken offsite, or placed in accordance with recommendations of the geotechnical consultant in areas designated as suitable for rock disposal. GSI anticipates that soils to be utilized as fill material for the subject project may contain some rock. Appropriately, the need for rock disposal may be necessary during grading operations on the site. From a geotechnical standpoint, the depth of any rocks, rock fills, or rock blankets, should be a sufficient distance from finish grade. This depth is generally the same as .any overexcavation due to cut-fill transitions in hard rock areas, and generally facilitates the excavation of structural footings and substructures. Should deeper excavations be proposed (i.e., deepened footings, utility trenching, swimming pools, spas, etc.), the developer may consider increasing the hold-down depth of any rocky fills to be placed, as appropriate: In addition, some agencies/jurisdictions mandate a specific hold-down depth for oversize materials placed in fills. The hold-down depth, and potential to encounter oversize rock, both within fills, and occurring in cut or natural areas, would need to be disclosed to all iQterested/affected parties. Once approved by the governing agency, the hold-down depth for oversized rock (i.e., greater than 12 inches) in fills on this project is provided as 10 feet, unless specified differently in the text of this report. The governing agency may require that these materials need to be deeper, crushed, or reduced to less than 12 inches in maximum dimension, at their discretion. To facilitate future trenching, rock (or oversized material), should not be placed within the hold-down depth feetfrom finish grade, the range of foundation excavations, future utilities, or underground construction unless specifically approved by the governing agency, the geotechnical consultant, and/or the developer's representative. If import material is required for grading, representative samples of the materials to be utilized as compacted fill should be analyzed in the laboratory by the geotechnical consultant to evaluate it's physical properties and suitability for use onsite. Such testing Mr. Ted Hagey File: e:\5700\5701.upg GeoSoils, Inc. Appendix B Page4 should be performed three (3) days prior to importation. If any material other than that previously tested is encountered during grading, an appropriate analysis of this material should be conducted by the geotechnical consultant as soon as possible. Approved fill material should be placed in areas prepared to receive fill in near horizontal layers, that when compacted, should not exceed about 6 to 8 inches in thickness. The geotechnical consultant may approve thick lifts if testing indicates the grading procedures are such that adequate compaction is being achieved with lifts of greater thickness. Each layer should be spread evenly and blended to attain uniformity of material and moisture suitable for compaction. Fill layers at a moisture content less than optimum should be watered and mixed, and wet fill layers should be aerated by scarification, or should be blended with drier material. Moisture conditioning, blending, and mixing of the fill layer should continue until the fill materials have a uniform moisture content at, or above, optimum moisture. After each layer has been evenly spread, moisture conditioned, and mixed, it should be uniformly compacted to a minimum of 90 percent ofthe maximum density as evaluated by ASTM test designation D-1557, or as otherwise recommended by the geotechnical consultant. Compaction equipment should be adequately sized and should be specifically designed for soil compaction, or of proven reliability to efficiently achieve the specified degree of compaction. Where tests indicate that the density of any layer of fill, or portion thereof, is below the required relative compaction, or improper moisture is in evidence, the particular layer or portion shall be re-worked until the required density and/or moisture content has been attained. No additional fill shall be placed in an area until the last placed lift of fill has been tested and found to meet the density and moisture requirements, and is approved by the geotechnical consultant. In general, per the 1997 UBC and/or latest adopted version of the California Building Code (CBC), fill slopes should be designed and constructed at a gradient of 2:1 (h:v), or flatter. Compaction of slopes should be accomplished by over-building a minimum of 3 feet horizontally, and subsequently trimming back to the design slope configuration. Testing shall be performed as the fill is elevated to evaluate compaction as the fill core is being developed. Special efforts may be necessary to attain the specified compaction in the fill slope zone. Final slope shaping should be performed by trimming and removing loose materials with appropriate equipment. A final evaluation of fill slope compaction should be based on observation and/or testing of the finished slope face. Where compacted fill slopes are designed steeper than 2:1 (h:v), prior approval from the governing agency, specific material types, a higher minimum relative compaction, special reinforcement, and special grading procedures will be recommended. Mr. Ted Hagey File: e:\5700\5701 .upg Geo&oils, Inc. Appendix B Pages If an alternative to over-building and cutting back the compacted fill slopes is selected, then special effort should be made to achieve the required compaction in the outer 1 o feet of each lift of fill by undertaking the following: 1. An extra piece of equipment consisting of a heavy, short-shanked sheepsfoot should be used to roll (horizontal) parallel to the slopes continuously as fill is placed. The sheepsfoot roller should also be used to roll perpendicular to the slopes, and extend out over the slope to provide adequate compaction to the face of the slope. 2. Loose fill should not be spilled out over the face of the slope as each lift is compacted. Any loose fill spilled over a previously completed slope face should be trimmed off or be subject to re-rolling. 3. Field compaction tests will be made in the outer (horizontal) +2_to ±8 feet of the slope at appropriate vertical intervals, subsequent to compaction operations. 4. After completion of the slope, the slope face should be shaped with a small tractor and then re-rolled with a sheepsfoot to achieve compaction to near the slope face. Subsequent to testing to evaluate compaction, the slopes should be grid-rolled to achieve compaction to the slope face. Final testing should be used to evaluate compaction after grid rolling. 5. Where testing indicates less than adequate compaction, the contractor will be responsible to rip, water, mix, and recompact the slope material as necessary to achieve compaction. Additional testing should be performed to evaluate compaction. SUBDRAIN INSTALLATION Subdrains shoul_~ be ihstalled in approved ground in accordance with the approximate alignment and details inqicated by the geotechnical consultant. _Subdrain locations or materials should not be changed or modified without approval of the geotechnical consultant. The geotechnical consultant may recommend and direct changes in subdrain line, grade, and drain material in the field, pending exposed conditions. The location of constructed subdrains, especially the outlets, should be recorded/surveyed by the project civil engineer. Drainage at the subdrain outlets should be provided by the project civil engineer. EXCAVATIONS Excavations and cut slopes should be examined during grading by the geotechnical consultant. If directed by the geotechnical consultant, further excavations or overexcavation and refilling of cut areas should be performed, and/or remedial grading of Mr. Ted Hagey File: e:\5700\5701 .upg GeoSoils, Inc. Appendix B Page6 cut slopes should be performed. When fill-over-cut slopes are to be graded, unless otherwise approved, the cut portion of the slope should be observed by the geotechnical consultant prior to placement of materials for construction of the fill portion of the slope. The geotechnical consultant should observe all cut slopes, and should be notified by the contractor when excavation of cut slopes commence. If, during the course of grading, unforeseen adverse or potentially adverse geologic conditions are encountered, the geotechnical consultant should investigate, evaluate, and make appropriate recommendations for mitigation of these conditions. The need for cut slope buttressing or stabilizing should be based on in-grading evaluation by the geotechnical consultant, whether anticipated or not. Unless otherwise specified in geotechnical and geological report(s), no cut slopes should be excavated higher or steeper than that allowed by the ordinances of controlling governmental agencies .. Additionally, short-term stability of temporary cut slopes is the contractor's responsibility. Erosion control and drainage devices should be designed by the project civil engineer and should be constructed in compliance with the ordinances of the controlling governmental agencies, and/or in accordance with the recommendations of the geotechnical consultant. COMPLETION Observation, testing, and consultation by the geotechnical consultant should be conducted during the grading operations in order to state an opinion that all cut and fill areas are graded in accordance with the approved project specifications. After completion of grading, and after the geotechnical consultant has finished observations of the work, final reports should be submitted, and may be subject to review by the controlling governmental agencies. No further excavation or filling should be undertaken without prior notification of the geotechnical consultant or approved plans. All finished cut and fill slopes should be protected from erosion and/or be planted in accordance with the project specifications and/or as recommended by a landscape architect. Such protection and/or planning should be undertaken as soon as practical after completion of grading. PRELIMINARY OUTDOOR POOL/SPA DESIGN RECOMMENDATIONS The following preliminary recommendations are provided for consideration in pool/spa design and planning. Actual recommendations should be provided by a qualified geotechnical consultant, based on site specific geotechnical conditions, including a subsurface investigation, differential settlement potential, expansive and corrosive soil potential, proximity of the proposed pool/spa to any slopes with regard to slope creep and lateral fill extension, as well as slope setbacks per code, and geometry of the proposed Mr. Ted Hagey File: e:\5700\5701 .upg GeoSoils, Inc. Appendix B Page? improvements. Recommendations for pools/spas and/or deck flatwork underlain by expansive soils, or for areas with differential settlement greater than ¼-inch over 40 feet horizontally, will be more onerous than the preliminary recommendations presented below. The 1 :1 {h:v) influence zone of any nearby retaining wall site structures should be delineated on the project civil drawings with the pool/spa. This 1 : 1 {h :v) zone is defined as a plane up from the lower-most heel of the retaining structure, to the dayUght grade of the nearby building pad or slope. If pools/spas or associated pool/spa improvements are constructed within this zone, they should be re-positioned {horizontally or vertically) so that they are supported by earth materials that are outside or below this 1 : 1 plane. If this is not possible given the area of the building pad, the owner should consider eliminating these improvements or allow for increased potential for lateral/Vertical deformations and associated distress that may render these improvements unusable in the future, unless they are periodically repaired and maintained. The conditions and recommendations presented herein should be disclosed to all homeowners and any interested/affected parties. General 1 . The equivalent fluid pressure to be used for the pool/spa design should be 60 pounds per cubic foot (pct) for pool/spa walls with level backfill, and 75 pcf for a 2:1 sloped backfill condition. In addition, backdrains should be provided behind pool/spa walls subjacent to slopes. · 2. Passive earth pressure may be computed as an equivalent fluid having a density of 150 pct, to a maximum lateral earth pressure of 1,000 pounds per square foot (psf). 3. An allowable coefficient of friction between soil and concrete of 0.30 may be used with the dead load fortes. 4. When combining passive pressure and frictional resistance, the passive pressure component should be reduced by one-third. 5. Where pools/spas are planned near structures, appropriate surcharge loads need to be incorporated into design and construction by the pool/spa designer. This in<;;ludes, but is not limited to landscape berms, decorative walls, footings, built-in barbeques, utility poles, etc. 6. All pool/spa walls should be designed as "free standing" and be capable of supporting the water in the pool/spa without soil support. The shape of pool/spa in cross section and plan view may affect the performance of the pool, from a geotechnical standpoint. Pools and spas should also be designed in accordance with Section 1806.5 of the 1997 UBC. Minimally, the bottoms of the pools/spas, should maintain a distance H/3, where H is the height of the slope (in feet), from the slope face. This distance should not be less than 7 feet, nor need not be greater than 40 feet. Mr. Ted Hagey File: e:\5700\5701.upg GeoSoils, Inc. Appendix B Pages 7. The soil beneath the pool/spa bottom should be uniformly moist with the same stiffness throughout. If a fill/cut transition occurs beneath the pool/spa bottom, the cut portion should be overexcavated to a minimum depth of 48 inches, and replaced with compacted fill, such that there is a uniform blanket that is a minimum of 48 inches below t.he pool/spa shell. If very low expansive soil is used for fill, the fill should be placed at a minimum of 95 percent relative compaction, at optimum moisture conditions. This requirement should be 90 percent relative compaction at over optimum moisture if the pool/spa is constructed within or near expansive soils. The potential for grading and/or re-grading of the pool/spa bottom, and attendant potential for shoring and/or slot excavation, needs to be considered during all aspects of pool/spa planning, design, and construction. 8. If the pool/spa is founded entirely in compacted fill placed during rough grading, the deepest portion of the pool/spa should correspond with the thickest fill on the lot. 9. Hydrostatic pressure relief valves should be incorporated into the pool and spa designs. A pool/spa under-drain system is also recommended, with an appropriate outlet for discharge. 1 0. All fittings and pipe joints, particularly fittings in the side of the pool or spa, should be properly sealed to prevent water from leaking into the adjacent soils materials, and be fitted with slip or expandible joints between connections transecting varying soil conditions. 11. An elastic expansion joint (flexible waterproof sealant) should be installed to prevent water from seeping into the soil at all deck joints. 12. A reinforced grade beam should be placed around skimmer inlets to provide support and mitigate cracking around the skimmer face. 13. In order to reduce unsightly cracking, deck slabs should minimally be 4 inches thick, and reinforced with No. 3 reinforcing bars at 18 inches on-center. All slab refnforcement should be supported to ensure proper mid-slab positioning during the placement of concrete. Wire mesh reinforcing is specifically not recommended. Deck slabs should not be tied to the pool/spa structure. Pre-moistening and/or pre-soaking of the slab subgrade is recommended, to a depth of 12 inches (optimum moisture content), or 18 inches (120 percent of the soil's optimum moisture content, or 3 percent over optimum moisture content, whichever is greater), for very low to low, and medium expansive soils, respectively. This moisture content should be maintained in the subgrade soils during concrete placement to promote uniform curing of the concrete and minimize the development of unsightly shrinkage cracks. Slab underlayment should consist of a 1-to 2-inch leveling course of sand (S.E, >30) and a minimum of 4 to 6 inches of Class 2 base compacted to 90 percent. Deck slabs within the H/3 zone, where H is the height of the slope (in feet), will have an increased potential for distress relative to other areas outside of the H/3 zone. If distress is undesirable, Mr. Ted Hagey File: e:\5700\5701 .upg GeoSoils, Inc. Appendix B Page9 improvements, deck slabs or flatwork should not be constructed closer than H/3 or 7 feet (whichever is greater) from the slope face, in order to reduce, but not eliminate, this potential. 14. Pool/spa bottom or deck slabs should be founded entirely on competent bedrock, or properly compacted fill. Fill .should be compacted to achieve a minimum 90 percent relative compaction, as discussed above. Prior to pouring concrete, subgrade soils below the pool/spa decking should be throughly watered to achieve a moisture content that is at least 2 percent above optimum moisture content, to a depth of at least 18 inches below the bottom of slabs. This moisture content should be maintained in the subgrade soils during concrete placement to promote uniform curing of the concrete and minimize the development of unsightly shrinkage cracks. 15. In order to reduce unsightly cracking, the.outer edges of pool/spa decki~g to be bordered by landscaping, and the edges immediately adjacent to the pool/spa, should be underlain by an 8-inch wide concrete cutoff shoulder (thickened edge) extending to a depth of at least 12 inches below the bottoms of the slabs to mitigate excessive infiltration of water under the pool/spa deck. These thickened edges should be _reinforced with two No. 4 bars, one at the top and one at the bottom. Deck slabs may be minimally reinforced with No. 3 reinforcing bars placed at 18 inches on-center, in both directions. All slab reinforcement should be supported on chairs to ensure proper mid-slab positioning during the placement of concrete. 16. Surface and shrinkage cracking of the finish slab may be reduced if a low slump and water-cement ratio are maintained during concrete placement. Concrete utilized should have a minimum compressive strength of 4,000 psi. Excessive water added to concrete prior to placement is likely to cause shrinkage cracking, and should be avoided. Some concrete shrinkage cracking, however, is unavoidable. 17. Joint and sawcut loca~ions for the pool/spa deck should be determined by the design engineer and/or contractor. However, spacings should not exceed 6 feet on center. 18. . Considering the nature of the onsite earth materials, it should be anticipated that caving or sloughing could be a factor in subsurface excavations and trenching. Shoring or excavating the trench walls/backcuts at the angle of repose (typically 25 to 45 degrees), should be anticipated. All excavations should be observed by a representative of the geotechnical consultant, including the project geologist and/or geotechnical engineer, prior to workers entering the excavation or trench, and minimally conform to Cal/OSHA ("Type C" soils may be assumed), state, and local safety codes. Should adverse conditions exist, appropriate recommendations should be offered atthattime by the geotechnical consultant. GSI does not consult in the area of safety engineering and the safety of the construction crew is the responsibility of the pool/spa builder. Mr. Ted Hagey File: e:\5700\5701.upg GeoSoils, Inc. Appendix B Page 10 19. It is imperative that adequate provisions for surface drainage are incorporated by the homeowners into their overall improvement scheme. ponding water, ground saturation and flow over slope faces, are all situations which must be avoided to enhance long term performance of the pool/spa and associated improvements, and reduce the likelihood of distress. 20. Regardless of the methods employed, once the pool/spa is filled with water, should it be emptied, there exists some potential that if emptied, significant distress may occur. Accordingly, once filled, the pool/spa should not be emptied unless evaluated by the geotechnical consultant and the pool/spa builder. 21. For pools/spas built within (all or part) of the 1997 Uniform Building Code (UBC) setback and/or geotechnical setback, as indicated in the site geotechnical documents, special foundations are recommend~d to miti~ate the affects of creep, lateral fill extension, expansive soils and settlement on the proposed pool/spa. Most municipalities or County reviewers do not consider these effects in pool/spa plan approvals. As such, where pools/spas are proposed on 20 feet or more of fill, medi~m or highly expansive soils, or rock fill with limited "cap soils" and built within 1997 UBC setbacks, or within the influence of the creep zone, or lateral fill extension, the following should be considered during design and construction: OPTION A: Shallow foundations with or without overexcavation of the pool/spa "shell," such that the pool/spa is surrounded by 5 feet of very low to low expansive soils (without irreducible particles greater that 6 inches), and the pool/spa walls closer to the slope(s) are designed to be free standing. GSI recommends a pool/spa under-drain or blanket system (see attached Typical Pool/Spa Detail). The pool/spa builders and owner in this optional construction technique should be generally satisfied with pool/spa performance under this scenario; however, some settlement, tilting, cracking, and leakage of the pool/spa is likely over the life of the project. OPTION B: Pier supported pool/spa foundations with or without overexcavation of the pool/spa shell such thatthe pool/spa is surrounded by 5 feet of very low to low expansive soils (without irreducible particles greater than 6 inches), and the pool/spa walls closer to the slope{s) are designed to be free standing. The need for a pool/spa under-drain system may be installed for leak detection purposes. Piers that support the pool/spa should be a minimum of 12 inches in diameter and at a spacing to provide vertical and lateral support of the pool/spa, in accordance with the pool/spa designers recommendations, local code, and the 1997 UBC. The pool/spa builder and owner in this second scenario construction technique should be more satisfied with pool/spa performance. This construction will reduce settlement and creep effects on the pool/spa; however, it will not eliminate these potentials, nor make the pool/spa "leak-free." Mr. Ted Hagey File: e:\5700\5701.upg GeoSoils, Inc. Appendix B Page 11 22. The temperature of the water lines for spas and pools may affect the corrosion properties of site soils, thus, a corrosion specialist should be retained to review all spa and pool plans, and provide mitigative recommendations, as warranted. Concrete mix design should be reviewed by a qualified corrosion consultant and materials engin_eer. · 23. All pool/spa utility trenches should be compacted to 90 percent of the laboratory standard, under the full-time observation and testing of a qualified geotechnical consultant. Utility trench bottoms should be sloped away from the primary structure on the property (typically the residence). 24. Pool and spa utility lines should not cross the primary structure's utility lines (i.e., not stacked, or sharing of trenches, etc.). 25. The pool/spa or associated utilities should not intercept, interrupt, or otherwise adversely impact any area drain, roof drain, or other drainage conveyances. If it is necessary to modify, move, or disrupt existing area drains, subdrains, or tightlines, then the design civil engineer should be consulted, and mitigative measures provided. Such measures should be further reviewed and approved by the geo~echnical consultant, prior to proceeding with any further construction. 26. The geotechnical consultant should review and approve all aspects of pool/spa and flatwork design prior to construction. A design civil engineer should review all aspects of such design, including drainage and setback conditions. Prior to acceptance of the pool/spa construction, the project builder, geotechnical consultant and civil designer should evaluate the performance of the area drains and other site drainage pipes, following pool/spa construction. 27. All aspects of construction should be reviewed and approved by the geotechnical consultant, including during excavation, prior to the placement of any additional fill, prior to the placement of any reinforcement or pouring of any concrete. 28. Any changes in design or location of the pool/spa should be reviewed and approved by the geotechnical and design civil engineer prior to construction. Field adjustments should not be allowed until written approval of the proposed field changes are obtained from the geotechnical and design civil engineer. 29. Disclosure should be made to homeowners and builders, contractors, and any interested/affected parties, that pools/spas built within about 15 feet of the top of a slope, and/or H/3, where H is the height of the slope (in feet), will experience some movement or tilting. While the pool/spa shell or coping may not necessarily crack, the levelness of the pool/spa will likely tilt toward the slope, and may not be esthetically pleasing. The same is true with decking, flatwork and other improvements in this zone. Mr. Ted Hagey File: e:\5700\5701.upg GeoSoils, Ine. Appendix B Page 12 30. Failure to adhere to the above recommendations will significantly increase the potential for distress to the pool/spa, flatwork, etc. 31. Local seismicity and/or the design earthquake will cause some distress to the pool/spa and decking or flatwork, possibly including total functional and economic loss. 32. The information and recommendations discussed above should be provided to any contractors and/or subcontractors, or homeowners, interested/affected parties, etc., that may perform or may be affected by such work. JOB SAFETY General At GSI, getting the job done safely is of primary concern. The following is the company's safety considerations for use by all employees on multi-employer construction sites. On-ground personnel are at highest risk of injury, and possible fatality, on grading and construction projects. GSI recognizes that construction activities will vary on each site, and that site safety is the prime responsibility of the contractor; however, everyone must be safety conscious and responsible at all times. To achieve our goal of avoiding accidents, cooperation between the client, the contractor, and GSI personnel must be maintained. In an effort to minimize risks associated with geotechnical testing and observation, the following precautions are to be implemented for the safety of field personnel on grading and construction projects: Safety Meetings: GSI field personnel are directed to attend contractor's regularly schedt1led and documented safety meetings. Safety Vests: Safety vests are provided for, and are to be worn by GSI personnel, at all times, when they are working in the field. Safety Flags: Two safety flags are provided to GSI field technicians; one is to be affixed to the vehicle when on site, the other is to be placed atop the spoil pile oh all test pits. Flashing Lights: All vehicles stationary in the grading area shall use rotating or flashing amber beacons, or strobe lights, on the vehicle during all field testing. While operating a vehicle in the grading area, the emergency flasher on the vehicle shall be activated. In the event that the contractor's representative observes any of our personnel not following the above, we request that it be brought to the attention of our office. Mr. Ted Hagey File: e:\5700\5701 .upg GeoSoils, Inc. Appendix B Page 13 Test Pits Location, Orientation, and Clearance The technician is responsible for selecting test pit locations. A primary concern should _be the technician's safety. Efforts will be made to coordinate locations with the grading contractor's authorized representative, and to select locations following or behind the established traffic pattern, preferably outside of current traffic. The contractor's authorized representative {supervisor, grade checker, dump man, operator, etc.) should direct excavation of the pit and safety during the test period. Of paramount concern should be the soil technician's safety, and obtaining enough tests to represent the fill. Test pits should be excavated so that the spoil pile is placed away from oncoming traffic, whenever possible. The technician's vehicle is to be placed next to the test pit, opposite the spoil pile. This necessitates the fill be maintained in a driveable condition. Alternatively, the contractor may wish to park a piece of equipment in front of the test holes, particularly in small fill areas or those with limited access. A zone of non-encroachment should be established for all test pits. No grading equipment should enter this zone during the testing procedure. The zone should extend approximately 50 feet outward from the center of the test pit. This zone is established for safety and to avoid excessive ground vibration, which typically decreases test results. When taking slope tests, the technician should park the vehicle directly above or below the test location. If this is not possible, a prominent flag should be placed at the top of the slope. The contractor's representative should effectively keep all equipment at a safe operational distance {e.g., SQ feet) away from the slope during this testing. The technician is directed to withdraw from the active portion of the fill as soon as possible following testing. The technician's vehicle should be parked at the perimeter of the fill in a highly visible location, well away from the equipment traffic pattern. The contractor should inform our personnel of all changes to haul roads, cut and fill areas or other factors that may affect site access and site safety.· In the event that the technician's safety is jeopardized or compromised as a result of the contractor's failure to comply with any of the above, the technician is required, by company policy, to immediately withdraw and notify his/her supervisor. The grading contractor's representative will be contacted in an effort to affect a solution. However, in the interim, no further testing will be performed until the situation is rectified. Any fill placed can be considered unacceptable and subject to reprocessing, recompaction, or removal. In the event that the soil technician does not comply with the above or other established safety guidelines, we request that the contractor bring this to the technician's attention and notify this office. Effective communication and coordination between the contractor's representative and the soil technician is strongly encouraged in order to implement the above safety plan. Mr. Ted Hagey File: e:\5700\5701.upg GeoSoils, lne. Appendix B Page 14 Trench and Vertical Excavation It is the contractor's responsibility to provide safe access into trenches where compaction testing is needed. Our personnel are directed not to enter any excavation or vertical cut which: 1) is 5 feet or deeper unless shored or laid back; 2) displays any evidence of instability, has any loose rock or other debris which could fall into the trench; or 3} displays any other evidence of any unsafe conditions regardless of depth. All trench excavations or vertical cuts in excess of 5 feet deep, which any person enters, should be shored or laid back. Trench access should be provided in accordance with Cal/OSHA and/or state and local standards. Our personnel are directed not to enter any trench by being lowered· or "riding down" on the equipment. If the contractor fails to provide safe access to trenches for compaction testing, our company policy requires that the soil technician withdraw and notify his/her supervisor. The contractor's representative will be contacted in an effort to affect a solution. All backfill not tested due to safety concerns or other reasons could be subject to reprocessing and/or removal. . If GSI personnel become aware of anyone working beneath an unsafe trench wall or vertical excavation, we have a legal obligation to put the contractor and owner/developer on notice to immediately correct the situation. If corrective steps are not taken, GSI then has an obligation to notify Cal/OSHA and/or the proper controlling authorities. Mr. Ted Hagey File: e:\5700\5701.upg GeoSoils, lne. Appendix B Page 15 ' TliLE 24 REPORT ' ~ Title 24 Report for: The Hagey Residence Jefferson St. Carlsbad, CA Project Designer: --~---... ---. Beery Group Inc. -2091 Las Palmas Drive, Suite D . Carlsbad, CA 92011 760.438.2963 r~ ~ Report Prepared By: • --0 Julie A. Gustine GMS I Murphy Mechanical 140 Vallecitos de Oro San Marcos, CA 92069 (760) 591-9172 Job Number: 08-02.1633 • Date: 7/28/2008 The En·ergyPro·computer program has been used to perform the calculations summarized in this compliance report. This program has approval and is authorize\'.! by the Californh:! Energy Commission for use with both the Residential and Nonresidential 2005 Building Energy Efficiency Standards. This program developed by EnergySoft, LLC -www.energysoft.com. EnergyPrp 4.3 by-EnergySoft Job Num~er: 08-02.1633 User Number: 1536 - ' TABLE OF CONTENTS Cover Page 1 Table of Contents 2 Form CF-1 R Certificate of Compliance 3 Form MF-1 R Mandatory Measures Summary 7 HVAC System Heating and Cooling Loads Summary 9 Room Load Summary 11 EnergyPro 4.3 by EnergySoft Job Number: 08-02.1633 User Number: 1536 · Certificate Of Compliance · Residential (Part 1 of 4) CF-1R The Hagey Residence 7/28/2008~-- . Project Title r---=-Da=t=-e---------~ .Jefferson St Carlsbad Project Address · Building Permit# GMS / Mucnhv Mechanical {760) 591-9172 =p1-an-C-lie-c~k/~Da-te _____ _ Documentation Alifiror--Telephone Energy Pro 7 =Fi:-e1,---,d----=ccc--h-ec-,-k/-=o:-a-,-te ______ _ Compliance Method Climate Zone TDV Standard Proposed Compliance (kBtu/sf-yr) Design Design Margin Space He~ting 10.65 12.24 -1.59 Space Cooling 2.71 3.24 -0.53 Fans 0. 77 0.93 -0.15 Domestic Hot Water 8.55 5.97 2.58 Pumps 0.00 0.06 -0.06 Totals 22.68 22.43 0.25 Percent better than Standard: 1 .1 % ! BUILDING COMPLIES -HERS VERIFICATION REQUIRED Building Type: [x] Single Family 0Addition Total Conditioned Floor Area: 5,210 ft2 n/a ft2 2,210 ft2 1,008 ft2 10.0 ft 1.00 . D Multi Family Existing Floor Area: . Building .Front Orientation: D Existing + Add/Alt (E) 90 deg Propane Raised Floor Area: Fuel Type: Slab on Grade Area: Fenestration: Average Ceiling Height: Area: 1,155 ft 2 Avg. U: · 0.66 Number of Dwelling Units: R~tio: 22.2% Avg. SHGC: 0.39 Number of Stories: 2 BUILDING ZONE INFORMATION #of Thermostat Vent Zone Name Floor Area """(2-1-) .... N.._.ew~-~fr~Ia..,,_n,_.l_,_,_Jn=it~-~----__ .,,.,4,202 2 Ion Unit 1,0QB Volume 42,020 10,080 Units _Q_fil_ ____D.19__ Zone Type Conditioned Conditioned Type _setback Setbac.k__ Hgt. Area _a __nLa __ 8 __of_a OPAQUE SURFACES Insulation Act. Gains Condition Type Frame Area U-Fac;:. Cav. Cont. Az_m. Tilt Y / N Status JA IV Reference Location/ Comments Elaa[ Woad Wall Wood Wall Wood ~~---2,2fil_QQ48_ B-19 B-00 ___Q____j_BQ D ~New 21-A4 -E-ira-t-an_d_S_e-co_n_d_E_k ____ _ -~36-2 __QjJl2_ ~---8::Q.Q__A.5___90 [XI DNew ~G9=-=A3~---Eirat and Second Fir __ 4=1~2 _:0.102_ -8::U -8::QJL__3i5_--9Q [XI D New Q9-A3 Eirat and Second Ek Wall Wood Wall Wood Wa1L_ Wood Wall Wood Wall Wood __ 3=4~5 __QjJ12_ -8::U __B::QO_ ___135___90 [XI D New illl::A Eirat and Second Ek _ __...22.._._1 __QjJ12_ -8::13_ __B::QO_ ___o___ao [XI O New Q9-A3 Eirat and Second Ek -~2..,4~2 __QjJ12_ -8::U __B::QO_ ---225.__90 [XI D New Q9-A3 Ersumd Second El[ -~6-2 __Qjj12_-8::13__R:b.0___90_--9Q [XI DNew illl::A Eirat and Second Ek -~fi-Sfi-__QjJ12_ --8.::13_'_&CLQ_ __180____90 [XI D New Q9-A3 Fi rat and Second Ek Wall Woop Boof Wood- Wall Wood Wall Woad .wan Wood W;:ill Wood .wan Wood -~4-53-__Qjj12_ -8::U __B::QO_ -2ZQ--9Q [XI D New 09-A3 Fi rat and Second Ek 3,000 __QJ132_ __R:30_ ___&CLll_ ___o____a [XI D New 0 1-A1 Z Firat and Second Ek __ 4=8=0 __QjJl2_ -8::13_ __B::QO_ __A.5___90 [XI D New 09-A3 _,_,I o=w=e~[ ~El=oo.LL,[ ______ _ -~5=0 _ _D_1D2_-8::13___Rdl.Q___225___9Q [XI DNew 09-A3 _,_,lo=w=e~c~El=oa.LL,[ ______ _ __ 3=4=6 __QjJ)2:_ -8::U --8.::0.Q ___135_--9Q [XI D New Q9-A3 _._l o,..,,w""'e.,_[ L,El""oo.,.,r ______ _ _ __.1_,_,78.,_ __QjJl2_ -8::13_--8.::0.Q __31_5___90 [XI D New Q9-A3 .... Lo,..,,w""e.,_r '-"EJ"""oo.,._r ______ _ 86 __QjJ12_ -8::U ---8::Q.Q -2ZQ--9Q [XI D New 09-A3 Lawer Floor --~-=--=---~ ______________ DD ~~~~-------___ ----___________ oo ___________________ _ _____________________ oo ___________________ _ ____________________ oo ___________________ _ _______________ · _____ oo ___________________ _ _____________________ oo ___________________ _ ________ oo ___________________ _ _____________________ oo ___________________ _ ----------======----88-------------------- Run Initiation Time: 07/28/08 14:05:47 Run Code: 1217279147 EnergyPro 4.3 by l;nergySoft User Number, 1536 Job Number: 08-02.1633 Page:3 of 12 · Certificate Of Compliance · Residential (Part 2 of 4) CF-1R The Hagey Residence 7/28/2008 Project Title Date FENESTRATION SURFACES # Type Area U-Factor1 True Cond. SHGC2 Azm. Tilt Stat. Glazing Type Location/ Comments j_ Wiodow Bigbt (NE) ---8J1. _Q__6filJ _N.EBC_.:0.39 _N.EBC_ ______45_ _9ll.. New L Window Rear (NW) 217.5 0.660 NFRC 0.39 NFRC __M§_ _Jill_ New ~-Ele.e.twoo~d~A=lu=m~ _____ .£irsi.and Secood Fir Fleetwood Alum First and Second Fir _a_ Window Front (~E) _A,_Q_ 0.660 NFRC 0.39 NFRC ~ . 90 New Fleetwood Alum First and Second Fir A_ Window Right {N) 149.0 0.660 .NFRC 0.39 NFRC __ O _ _fill_ New Fleetwood Alum First and Second Fir L Window, Left (SW) 397.5 0.660 NFRC 0.39 NFRC ~ _JlQ_ New Fleetwood Alum First and Second Fir .ft_ Window Front (E) 38.0 0.660 NFRC 0.39 NFRC _..9Q_ _fill_ New =~-Fleetwood Alum First and Second Fir L Window Left (S) _.A..Q_ 0.660 NFRC 0.39 NFRC _j_filL 90 New '-'==---Fleetwood Alum First and Second Fir 8 Window Rear (W) 127.0 0.660 NFRC 0.39 NFRC ~ 90 New Fleetwood Alum First and Second Fir _9_ Window Front (SE) _.A..Q_ 0.660 NFRC 0.39 NFRC ~ 90 New Fleetwood Alum Lower Floor .10. Window Rear (NW) -1Q2J1 0.660 NFRC 0.39 NFRC _lli_ 90 New Fleetwood Alum Lower Floor jj_ Window Rear (W) 104.0 0.660 NFRC 0.39 NFRC ---2IQ_ ~ New Fleetwood Alum Lower Floor --------.--------- --------------· ---- ----------------------------·--------- ----------------------------·--------- ------------------------------------- 1. Indicate source either from-NFRC or Table 116A. 2. Indicate source either from NFRC or Table 1168. INTERIOR AND EXTERIOR SHADING # Exterior Shade Type SHGC 1 Bug Screen 0. 76 2 Bug Screen 0.76 3 Bug Screen 0. 76 ±_ Bug Screen 0.76 5 Bug Screen 0.76 6 Bug Screen 0.76 7 Bug Screen 0.76 8 Bug Screen 0.76 9 Bug Screen 0.76 ..1Q Bug Screen 0.76 11 Bug Screen 0.76 Window Hgt. Wd. 4.0 4.0 4.0 4.0 ____£Q ~ -4.Q _A.Q -4.Q ~ -4.Q _A.Q 4.0 4.0 4] 7:] 4.0 4.0 4.0 4.0 4] 7:] --, THERMAL MASS FOR HIGH MASS DESIGN Area Thick. Heat Inside Type (sf) (jn.) Cap. Cond. R-Val. --------------- --------------- --------------------------------------------- PERIMETER LOSSES Insulation Type Length R-Val. Location Overhang Len. Hgt. LExt. 0.0 0.1 0.0 0.0 0.1 0.0 _Q,Q _QJ 0.0 _JLll __Qj _JLll _JLll ___Q,_1 _JLll _JLll __Qj _JLll 0.0 0.1 0.0 7f.6 Cl.1 7f.6 0.0 0.1 0.0 0.0 0.1 _Q,Q 7f.6 0.1 0.0 JA IV Reference RExt. 0.0 0.0 ____Q,Q _QJ)_ _QJ)_ _QJ)_ 0.0 (l.Q 0.0 0.0 0.0 Left Fin Dist. Condition Status Len. Hgt. Location/ Comments Condition Location/ JA IV Reference Status Comments Right Fin Dist. Len. Hgt. Slab Perimeter 100 None No Insulation =26~-A~1 _______ ~N=ew~---L=o~w~e~r~Fl=o=or _______ _ Run Initiation Time: 07/28/08 14:05:47 Run Code: 1217279147 EnergyPro 4.3 by EnergySoft User Number: 1536· Job Number: 08-02.1633 Page:4 of 12 · Certificate Of Compliance · Residential . (Part 3 of 4) CF-1R . The Hagey Residence Project Title HVAC SYSTEMS Location (2) New·5 ton Units 2 Ton Unit HVAC DISTRIBUTION Location (2) New 5 Ton·Units 2 Ton Unit Hydronic Piping Pipe Heating Type Central Furnace Central Furnace Heating Ducted Ducted Pipe S:tstem Name Length Diameter WATER HEATING SYSTEMS Minimum Eff 82%AFUE 80%AFUE Cooling Ducted Ducted lnsul. Thick. Water Heater System Name Type TAKAGJ T-K2 Large Gas Multi-Family Central Water Heating Details Hot Water Pump Distribution Recfrc/Demand Control # HP Type ---------------------- ---------------------- ---------------------- REMARKS COMPLIANCE STATEMENT 7/28/2008 Date Cooling Minimum Condition Thermostat Type Eff Status Type Split Air Conditioner 13.0 SEER New Setback Split Air Conditioner 10.2 SEER New Setback Duct Duct Condition Ducts Location R-Value Status Tested? Attic ---1,L New Yes Attic ---1,L New Yes --- Rated Tank Energy Tanklnsul. #in Input Cap. Condition Factor Standby R-Value Syst. {Btu/hr} {gal} Status or RE Loss(%) Ext. 2 185,000 0 New 0.85 0.00% 0.0 Hot Water Piping Length (ft) In Plenum Outside Buried Add 1/2" Insulation This certificate of compliance lists the building-features and specifications needed to comply with Title 24, Parts 1 and 6 of the California Code of Regulations, and the administrative regulations to implement them. This certificate has been signed by the individual with overall design responsibility. The undersigned recognizes that compliance using duct design; duct sealing, verification of refrigerant charge and TXVs, insulation installation quality, and builqing envelope sealing require installer testing and certification and field verification by an approved HERS rater. Designer or Owner (per Business & Professi9ns Code) Documentation Author Name: ~~ Jaa:L'( Name: _J_ul_ie_A_._G_u_s_tin_e ______________ _ Title/Firm: Beery Group Inc. Title/Firm: -=G=Mc:..:S=..,/'-'M.,.,.u=r=p=hy'-'M=ec=h'-"a""n""ic=al,___ __________ _ Address: . 2091 Las Palmas Drive, Suite D Address: ...c.14-'-0=-V_,_a=l=le=ci=to=s-'d=e--'Oc..cr=o ____________ _ Carlsbad CA 92011 Enfo ement Agency Name: Title/Firm: Address: Lie.#: Telephone: ___________________ _ (signature) Energ Pro 4.3 by Energ Soft User Number: 1536 (signature) Job Number: 08-02.1633 Pa e:5 of 12 "Certificate Of Compliance · Residential (Part 4 of 4) CF-1R The Hagey Residence Project Title 7/28/2008 Date Special Features and Modeling Assumptions The loc.al enforcement agency should pay special attention to the items specified in this checklist. These items require special written justification and documentation, and special verification to be used with the performance approach. The local enforcement agency determines th-e adequacy of the justification, and rriay reject a building or design that otherwise complies based on the adequacy, of the special justification and documentation submitted. The DHW System "TAKAGI T-K2" is a Large Gas water heater with Pilot Loss= 1 btuh. HERS Requir~d Verification Items in this-section require field testing and/or verification by a certified home energy rater under the supervision of a CEC- approved HERS provider using CEC approved testing-and/or verification methods and must be reported on the CF-4R installation certificate. The HVAC System "(2) New 5 Toh Units" incorporates HERS verified Quct Leakage. Target leakage is calculated and documented on the CF-4R. '.fhe HVAC System "2 Ton Unit" incorporates HERS verified Duct Leakage. Target leakage is calculated and documented on the CF- 4R. :47 Run o e: 1217279147 Plan Field Plan Field EnergyPro 4.3 by EnergySoft User Number: 1536 Job Number: 08-02.1633 Page:6 of 12 Mandatory Measures Summary: Residential (Page 1 of 2) MF-1R NOTE: Lowrise residential buildings subject to the Sta_ndards must contain these measures regardless of the compliance approach used. More stringent compliance requirement!, from the Certificate of Compliance supercede the. items marked with an asterisk(*) below. When this checklist is incorporated into the permit documents, theJeatures_noted shall be considered by all parties as minimum component performance specifications for the mandatory measures whether they are shown elsewhere in the documents or on this checklist only. DESCRIPTION Check or initial applicable boxes or check NA if not applicable and included with the ENFORCE- permit application documentation. NIA DESIGNER MENT Building Envelope Measures *§ 150(a): Minimum-R-19 in wood ceiling insulation or equivalent U-factor in metal frame ceiling. D [2s] D § 150(b ):. Loose fill insulation manufacturer's labeled R-Value: D D D *§ ~50(c): Minimum R-13 wall insulation in wood framed walls or equivalent U-factor in metal frame walls (does not D [2s] D apply to exterior mass walls) . . D [2s] D § 150(d): Minimum R-13 raised.floor insulation in framed floors or equivalent U-factor. § 150(eJ: Installation of Fireplaces, Decorative Gas Appliances and Gas Logs. 1. Masonry and fact9ry-built fireplaces have: a. closable metal o~ glass door covering the entire opening of the firebox D [2s] D b, outside air intake with damper anp control, flue damper and control D [2s] D . 2. No continuous burning gas pilot lights allowed. D [2s] D § 150(1): Air retarding wrap installed to comply with §151 meets requirements specifiep in the ACM Residential Manual. D D D § 150(g): Vapor barriers mandatory in Climate Zones 14 and 16 ohly. D D D § 150(1): Slab edge insulation -water absorption rate for the insulation alone without facings no greater than 0.3%, water vapor D D D permeance rate no greater than 2.0 perm/inch. § 118: Insulation specified or installed meets insulation-installation quality standards. Indicate type and include D [2s] D C::F-6R Form: § 116-17: Fenestration Products, Exterior Doors, and lnfiltration/Exfiltration Controls. 1. Doors and windows between conditioned and unconditioned spaces-designed to limit air leakage. D [2s] D '2. Fenestration products (except·field fabricated) have iabel with ce_rtified U-Factor, certified Solar Heat Gain D [2s] D Coefficient (SHGC), and infiltration certification. 3. l;:xterior doors an~ windows weatherstripped; all joints and penetrations caulked and sealed. D [2s] D Space Conditioning, Water Heating and Plumbing System Measures § 110-13: HVAC equipment, water heaters, showerheads and faucets certified by the Energy Commission. D [2s] D - § 150(h): Heating and/or cooling loads calculated in accordance with ASH RAE, SMACNA or.ACCA. D [2s] D § 150(i): Setback thermostat on all applicable heating and/or cooling systems. D [2s] D § 1500): Water system pipe and tank insulation and cooling systems line insulation. 1. Storage gas water heaters rated with an Energy Factor less than 0.58 must be externally wrapped with insulation D [2s] D having an installed thermal resistance of R-12 or greater. 2. Back-up tanks for solar systems, unfired storage tanks, or other indirect hot water tanks have R-12 external D [2s] D insulation,or R-16 in!ernal insulation and indicated on the exterior of the tank showing the R-value. 3. The following piping is insulated according to Table 150-NB or Equation 150-A Insulation Thickness: 1. First S-feet of-hot and cold water pipes closest to water heater tank, non-recirculating systems, and entire D D D length of recirculating.sections of hot.water pipes ·shall be insulated to Table 150B. D D D 2. Cooling system piping (suction, chilled water, or brine lines), piping insulated between heating source and indirect hot water tank shall be insulated to Table 150-B and Equation 150-A 4. Steam hydronic heating systems or·hot water systems> 15 psi, meet requirements of Table 123-A. D D D -5. Insulation must be protected from damage, including that due to sunlight, moisture, equipment maintenance, D D D and wind. 6. Insulation for chilled water piping and refrigerant suction piping includes a vapor retardant or is enclosed D D D entirely in-conditioned space. 7. Solar water-heating systems/collectors are certified by the Solar Rating and Certification Corporation. D D D EnergyPro 4.3 bY, EnergySoft Oser Number: 1536 Job Number: 08-02.1633 Page:? of 12 Mandatory Measures Summary: Residential (Page 2 of 2) MF-1R NOTE: Lowrise residential buildings subject to the Standards must contain these measures regardless of the compliance approach used. More stringent compliance requirements from the Certificate of Compliance supercede the items marked with an asterisk (*) below. When this checklist is incorporated into the permit documents, the features noted shall be considered by all parties as minimum component performance specifications for the mandatory measures whether they are shown elsewhere in the documents or on this checklist only. DESCRIPTION Instructions: Check or initial applicable boxes when completed or check N/A if not ENFORCE- applicable. N/A DESIGNER MENT Space Conditioning, Water Heating and Plumbing System Measures: (continued) § 150(m): Ducts and Fans 1. All ducts· and plenums installed, ·sealed and insulated to meet the requirements of the CMG Sections 601, 602, 603, 604, 0 0 D 605, and Standard 6-5; supply-air and return-air ducts and plenums are insulated to a minumum installed level of R-4.2 or enclosed'eritirely in conditioned space. Openings-shall be sealed with mastic, tape or other duct-closure system that meets the applicable requirements of UL 181, UL 181A, or UL 181B or aerosol sealant that meets the requirements of UL 72~. If mastic or tape is used to seal openings greater than 1/4 inch, the combination of mastic and either mesh or tape shall be used. 2: Building cavities, support platforms for air handlers, ana plenums defined or constructed with materials other than D 0 D sealed-sheet metal, duct board or flexible duct shall not be used for conveying conditioned air. Building cavities and support platforms m·ay contain ducts. Qucts installed in cavities and suppo_rt platforms shall not be compressed to cause reductions in'the cross-sectional area of the ducts. 3. Joints and seams of duct systems and their components shall not be sealed with cloth back rubber adhesive D 0 D duct tapes unless such tape is used in combination with mastic and draw bands. 4. Exhaust fan systems have back draft or automatic dampers. D 00 D 5. Gravity ventilating systems serving conditioned space have either automatic or readily accessible, manually operating D 00 D dampers. 6. Protection-of Insulation. Insulation shall be protected from damage, including that due to sunlight, moisture, equipment D 0 D maintenance, and. wind. Cellular foam insulation shall be protected as above or painted with a coating that is water retardant and provides shieldiog from solar radiation that can c;:ause degradation of the material. 7. Flexible ducts cannot have porous inner cores. D 00 D § 114: Pool and Spa Heating Systems and Equipment 1. A thermal efficiency that complies with the Appliance Efficiency-Regulations, on-off switch mounted outside of the D D D heater, weatherproof operating instructions, no electric resistance heating and no pilot light. 2. System is installed with: a. At-least 36" of pipe between filter and heater for future solar heating. D D D b. Cover for outdoor pools or outdoor spas. D D D 3. Pool system has directional inlets-and a.circulation pump time switch. D D D § 115: Gas fired fan-type central furnaces, pool heaters, spa heaters or household cooking appliances have no continuously burning pilot light. (Exception: Non-electrical-cooking-appliances with pilot< 150 Btu/hr) D 00 D § 118 (i): Cool Roof material meets specified criteria D D D Lighting Measures D 00 D § 150(k)1: HIGH EFFICACY LUMINAIRES QTHERTHAN OUTDOOR HID: contain only high efficacy lamps as outlined in Table 150-C, and do.not contain a medium screw base socket (E~4/E26). Ballasts for lamps 13 Watts or greater are electric and have an output frequency no less than 20 kHz. § 150(k)1: HIGH EFFICACY LUMINAIRES -OUTDOOR HID: contain only high efficacy lamps as outlined in Table 150-C, luminaire has factory installed HID ballast. D 00 D § 150(k)2: Permanently i_nstalled luminaires in kitchens shall be high efficacy lu_minaires. Up to 50% of the Wattage, as determined D 0 D in Section 13Q(c), of permanently installed luminaires in kitchens may be in luminaires that are not high efficacy luminaires, provided that these luminaires are controlled by switches separate from those controlling the high efficacy luminaires. _§ 150(k)3: Permanently installed luminaires in bathrooms, garages, laundry rooms, utility rooms shall be high efficacy luminaires. D OR are controlled by.an occupant sensor(s) certfied to comply with Section 119(d). 00 D § 150(k)4: Permanentl~ installed luminaires located ·other than in kichens, bathrooms, garages, laundry rooms, and utility rooms shall be hig efficacy luminaires (exceptclosets less than 70 ft) OR are controlled by a dimmer switch OR are controlled by an occupant sensor that complies with-Section i19(d) that does not turn on automatically or have an D 00 D always-on option. § 150(k)5: Luminaires that are recessed into insulated ceilings are approved for ?ero clearance insulation cover (IC} and are D 00 D certified to ASTM E283 and labeled-as air tight (AT) to-less than 2.0 CFM at 75 Pascals. § 150(k)6: Luminaires providing outdoor lighting and permanently mounted to a residential building or to 0th.er buildings on the D 0 D same lot shall be high efficacy luminaires·(not including lighting around swimming pools/water features or other Article 680 locations) OR are controlled by occupant sensors with integral photo control certified to comply with Section 119(d). § 150(k)7: Lighting for parking lots for 8 or more vehicles stiall have lighting that complies with Sections 130, 132, and 147. D D D Lighting for parking garages for 8 or more vehicles shall.have lighting that complies with Section 130, 131, and 146. § 150(k)B: Permanently installed lighting in the enclosed, non-dwelling spaces of low-rise residential buildings with four or more D D D dwelling units shall be high efficacy luminaires OR are controlled by occupant sensor(s) certified to comply with Section 119(d}. EnergyPro 4.3 by EhergySoft User Number: 1536 Job Number: 08-02.1633 Page:B of 12 ·IHVAC SYSTEM HEATIN~ AND COOLING LOADS SUMMARY PROJECT NAME DATE •, The HaQey Residence 7/28/2008 SYSTEM NAME FLOOR AREA (2) New 5 Ton Units 4,202 ENGINE.ERING CHECKS SYSTEM LOAD I Number of Systems I 21 COIL COOLING PEAK COIL HTG. PEAK Heating System CFM Sensible Latent CFM Sensible Output per System 80,000 Total Room Loads 1,550 38,436 895 1,266 47,778 Total Output (Btuh) 160,000 Return Vented Lighting 0 Output (Btuh/sqft) 38.1 Return Air Ducts 1,898 3,027 Cooling System Return Fan 0 0 Output per System 57,0Q0 Ventilation 0 0 0 0 0 :rotal Output (Btuh) 114,000 Supply Fan 0 0 Total Output (Tons) 9.5 Supply Air Ducts 1,898 3,027 Total Output (Btuh/sqft) 27.1; TOTAL SYSTEM LOAD I 42,2321 8951 I 53,8321 Total Output (sqft/Ton) 442.3 ·Air System HVAC EQUIPMENT SELECTION CFM-per System 1,905 ~ Airflow (cfm) 3,810 BDP Cb. 561AJ060-** 94,925 17,216 Airflow (cfm/sqft) 0.91 Airflow (cfm/.Ton) 401.1 Total Adjusted System Output / 94,9251 17,2161 I 160,oool Outside Air(%) 0.0 (Adjusted for Peak Design Conditions) Outside Air(cfm/sqft) 0.00 TIME OF SYSTEM PEAK I Aug 2 pml I Jan 12 aml Note: values above given at ARI conditions HEATING SYSTEM PSYCHROMETRICS (Airstream Temperatures at Time of Heatina Peak) 34.0 °F 69.3 °F 69.3°F 105,0°F ~h Supply Air Ducts q """1, ~ J ~ ~ ,. ,-,, @ ,, . Outside Air 0-cfm ) ti 104.3 °F Supply Fan Heating Coil ,~ . 3810 cfm I ROOMS I 69.3 6F 70.0°F Return Air Ducts s~ I ,# J i h " ,-" COOLING SYSTEM PSYCHROMETRICS (Airstrearri Temperatures at Time of Coolina Peak) 82.7 /66.7°F 78.5 / 62.3 °!:,____ 78.5 J 62.1°F 55.0 / 53.5 °F ~h Supply Air Ducts q """1, ~ .,, ~ r I ~ ,. r ,. @ , Outside Air 0 cfm )~ Supply Fan Cooling Coil 55.5 / 53, 7 °F JI\ 3810 cfm 40.6% R.H. ) ROOMS/ 78.5 / 62.3 °i= 78.0 / 62.1 °F I ,# J i h Return Air Ducts s~ " r ,., EnergyPro 4.3 by EnergySoft User !'Jul'nber: 1536 Job Number: 08-02, 1633 Page:9 of 12 ·IHVAC SYSTEM HEATING AND COOLING LOADS SUMMARY PROJECT NAME DATE The Haaev Residence 7/28/2008 SYSTEM NAME FLOOR AREA 2 Ton Unit 1,008 ENGINEERING CHECKS SYSTEM LOAD !Number of Systems I 11 COIL COOLING PEAK COIL HTG. PEAK Heating System CFM Sensible Latent CFM Sensible Output per System 53,000 Total Room Loads 468 11,599 823 362 13,680 Total Output (Btuh) 53,000 Return Vented Lighting 0 Output (Btuh/sqft) 52.6 Return Air Ducts 573 867 Cooling System Return Fan 0 0 Output per System 22,400 Ventilation 0 0 0 0 0 Total Output (Btuh) 22,400 Supply Fan 0 0 Total Output(Tons) 1.9 Supply Air Ducts 573 867 Total Output (Btuh/sqft) 22.2 TOTAL SYSTEM LOAD I 12,7451 ad I 15,4141 Total Output (sqft/Ton) 540.0 Air System HVAC EQUIPMENT SELECTION CFM per System 950 a -Airflow (cfm) 950 BOP CO. 561AJ024 18,258 3,861 Airflow (cfm/sqft) 0.94 Airflow (cfm/Ton) 508.9. Outside Air (%) 0.0 Total Adjusted System Output J (Adjusted for Peak Design Conditions) 18,2581 3,8611 I 53,oool Outside Air (cfm/sqft) 0.00 TIME OF SYSTEM PEAK I Aug 2 pmJ I Jan 12 amJ Note: values above given at ARI conditions HEATING SYSTEM PSYCHROMETRICS CAirstream Temoeratures at Time of Heatina Peak) 34.0 °F 69.2°F 69.2 °F 105.0°F ~h .. .J .. .. Supply Air Ducts g ~ r ,-r @ r Outside Air 0cfm )~ 104.2 °F Supply Fan Heating Coil '~ 950 cfm I ROOMS I 69.2 °F 70.0°F I i .J ,# h Return Air Ducts 9 ~ ... ,-... COOLING SYSTEM PSYCHROMETRICS (Airstream Temoeratures at Time of Coolina Peak) 82.7 I 66.7 °F 78.6 / 62.5 °£__ 78'.6 / 62.3 °F 55.0 I 53.5 °F ~h Supply Air Ducts g ~ .... . J ... ,: I '-- r r , @ , Outsidel:,ir 0 cfm ) " Supply Fan Cooling Coil 55.6 / 53.7 °F '~ 950 cfm 41.3% R.H. I ROOMS I 78.6 / 62.5 OF 78.0 / 62.3 °F ~ .J. i h Return Air Ducts s~ I ... r ' EnergyPro 4.3 by EnergySoft User Number: 1536 Job Number: 08-02.1633 Page:10 of 12 ·fROOM LQAD SUMMARY PROJECT NAME DATE _ The Haaev Residence 7/28/2008 SYSTEM NAME FLOOR AREA (2) New 5 Ton Units 4,202 ROOM LOAD SUMMARY ROOM COOLING PEAK COIL COOLING PEAK COIL HTG. PEAK ZONE NAME _ ROOM NAME Mult. CFM SENSIBLE LATENT CFM SENSIBLE LATENT CFM SENSIBLE 1 ~t and 2nd Floors First and Second Fir 1 1,550 38,436 895 1,550 38,436 895 1,266 47,778 PAGE TOTAL I 1,550 I 38,4361 89511 1,2661 47,7781 TOTAL · I 1,5501 38,4361 89511 1,2661 47,7781 En_ergyPro By EnergySoft User Number: User Job Number: 08-02.1633 Page:11 of 12 ~IROOM LOAD SUMMARY PROJECT NAME DATE .. The Haqey Residence 7/28/2008 SYSTEM NAME FLOOR AREA 2 Ton Unit 1,008 ROOM LOAD SUMMARY ROOM COOLING PEAK COIL COOLING PEAK COIL HTG. PEAK ZONE NAME ROOM NAME Mult. CFM SENSIBLE LATENT CFM SENSIBLE LATENT CFM SENSIBLE Lower Floor Lower Floor 1 468 11,599 823 468 11,599 823 362 13,680 - -- ,_ PAGETQTAL I 4681 11,5991 82311 3621 13,680 I TOTAL I 4681 11,5991 82311 3621 13,680 I I · EnergyPro By EnergySoft User Number: User Job Number: 08-02.1633 Page:12 of 12 Ii \l :I ', i,\ 'j ,i ~~GE~·1~2~'sF/ . -· ···x~.. ·-· ' ~~---, .. ~: 1_·-··-:;.: 7 : :r:::w2r~t~ij..,....''.;;; j ---~r·.......,,, .,,,. ;;:::-r,'7''"• Swr~ot?3 i °t /cttq joB -rD C!AJ'f -4.. (556--J L-w; T·_;,.<f, '!ff/1/', '5~T- <.» 1 LL &r-, ,-Jc,-11J 3rd ~e, -tpf:>"-1:p.1 ,e J~0--6r Cj (} K. -, I -=~--==~~=~~~ ~ Aro~ ! Building i ;o+or (SJi}& lt/Jt/P! t S/-11-Jr rfeLJ6fL. .~tir 3/Jc:u-&;1-~ 11 j.;i5'/o8 \o1-\ 1 \o~ J(tq(oq_ ~~-°4 JI: (!, PC 65& l L. LU'(\ ~ £.l-#-TIC fo ~-~ J,/ 121-/ /LA1!J 70 bo ro F!-f1:. /J CfT-/()[JAY 7D JJ l.. J/Jl{lfl/(t.-[/) ~J Li-~ :tt 1» ~ . ~ Planning j__-t--,;~ /1. 1 Engineering ' Fire Health / F.O.G. HazMat/Air Quality Comments Building Planning Engineering Fire PFF PE&M Special-Insp. Pjre Sewer Fees Complete \}--\., --u~, ~ B.)' LuY) ~ \ \-:icj\ l£ -?~"1\\ \ t'f.~ ~ -\D ~>/ \.O\?()f1 / {3£,~I~ . l s /;,to I D'I . e.e.,p £-a. o., ':I lTW .:S\'\ ;:rr:: :se..--, <-f\B/01 ~:';s~-= ~i~'~ / <!o• ~ I e,~ ----~ --tr, -.... 1· 'rl~/tjO{ ~ ~t~~ i ' -·-------/ · ~ \Mf \\~ ~c\~~)~ . . . ~ . . . __ ,,__ , .. --~-' -·- .. , . ,........ \.. ~, ·s; ~---· ~~---' E 1.,., ' , ,I& 1{4 4 ----'""'l j . I ' ' _,, ' i City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 06-30-2010 Plan Check Revision Permit No:PCR10069 Job Address: Permit Type: Parcel No: Valuation: Reference #: PC#: Project Title: Applicant: MISAEL ARELLANO 760-438-2963 Building Inspection Request Line (760) 602-2725 2425 JEFFERSON ST CBAD PCR Lot#: 0 Construction Type: 5B Status: Applied: Entered By: 1551403800 $0.00 CB081848 Plan Approved: HAGEY:STRUCTURALCHANGES Owner: HAGEY EDWARD H P .Q BOX 99961 SANDIEGOCA 92169 Issued: Inspect Area: Plan Check Revision Fee Additional Fees Tqtal Fees: $120;00 Total Payments To Date: $120.00 Balance Due: I j ii • I . ' ISSUED 06/14/2010 JMA 06/30/2010 06/30/2010 $120.00 $0.00 Inspector: FINAL APPROVAL Date: Clearance: _____ _ $0.00 NOTICE: Please take NOTICE that approval of your project includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as '1ees/exactions." 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 Mun·icipal 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 vou have oreviouslv been aiven a NOTICE similar to this or as to which the statute of limitations has oreviouslv otherwise exoired. ' ' ~ «--'~ ~ CITY OF PLAN CHECK REVISION APPLICATION Development Services Building Department 1635 Faraday Avenue 760-602-2719 www.carlsbadca.gov CARLSBAD B-15 -PlaffCfiecf< Revlsion N·o .. :f:C(te.; \ Qj b'1 . Original Plari Check No. _c_· -~-·-=6=,-..="r---'--_..:..__-e:.__ Project Address --z4-'2-S:-,. ~~t-4--SL , Date~b~l---+-tf-----'t---.---- Contact Ml.sA:'EL A~wJaih"7.fb-4-~82::;(;3 Fax 76o-~&7JQ;Email vn'!'~ 1~ ,ted c:.~--..., . . }.? l 2.., :::> Contact Address 2-cflt Ws, ?A-L~ TI42---:i±J:=> City~ ~L.<;:,!$4r.i Zip '9zo r I General Scope of Work ~o>::i> ~~ ~'7o2-U4Uo2A-l.: t. a <-eytvi '=---{, AooiJ&. ~Q/2. ~W\ HD '\"'c:>"""-r 1;:r-wAU-, 1 Original pl~ns prepared by an architect or engineer, revisiorys must be signed & stamped by that person. 1 Elements revised: m Plans fl[ Calculations D Soils_ D Energy D Other __________ _ 2 Describe revisions in detail 3 List page(s) where each revision is shown .-/ A-3 5 Does this revision, in any way, alter the exterior of the project? D Yes ){No 6 Does this revision add ANY new floor area(s)? 7 Does this revision affect any fire related issues? D Yes D Yes 8 Is this a complete set? ?' D ~ J? _ .efSignaturl"~-- )i1o £No 4 1635 Faraday Avenue, Carlsbad, CA 92008 Phone: 7 60-602-27 l 7 / 2718 / 2719 Fax: 7 60-602-8558 www.carlsbadca.gov 1. -~ «,~~ '¥ CITY OF CARLSBAD -t+A:.-G~y 'Ee-~ BUILDING Plan Check Comments Development Services Building Division 1635 Faraday Avenue 760-602-2719 www.carlsbadca.gov By: Steve Borossay (Contact Hours for Steve: Tues.-Fri., 1pm-5pm) Phone: 760-602-7541 Permit;f(~tC06~/4e,og,848Address: Z-42,.s:: Te.ffe.r!:>c:.""-~ Date: 6p3/1 ° / • When corrections from all departments are received please run new prints. • D Provide: A statement on the Title Sheet of the plans stating that the project shall comply with the 2007 CA Building Code, 2007 CMC, 2007 CPC, 2007 CEC and the 2008 CA Energy Efficiency Standards. D Provide: A note titled "Scope of Work" describing the work to be performed under this permit. "t=~()t.V\..e:..~ 7~(}"'-- z.. 1r o vt:,d ~ 1/-z . .'' 50... f S -she..e..+s +r ~tf~~rrt- Je_~\ ~t:>C, lov:J 11:.-r gtCJJ\.(t-1 ;) . Co.\.\. .f>, ~ ~c...L ~ V'\, s.r ~c;:;_+w\A_ far C 1'.:)C... Tc. b \e:.. \ '1 c-4-.-; . ~~h.e.cl. "'\". :i& e_,__~ b =. ""-h.c.~ ,._,,. CH L)) ~ j Approved on:--~-~-6-'f-f-~~/-,._Z_to __ --By:~-----=-~~· ------ . C . /! . 7 I ENGINEERING SUN Structural Engineering, Inc. Consulting Str~ctural Engineers 2091 Las Palmas Dr. Suite D Carlsbad, CA. 92011 Tel/Fax: 760-438-1188 Structural Calculations Hagey Residence Revision Jefferson street Carlsbad, California I SUN Structural Engineering, Inc. Consulting Structural Engineers Hagey Residence Date: 04/20 I 0 ENGINEERING By: M.Alula Sht-2., t w r- ,..., -r-,-_ T"f -,r--i-,,:--'""'17r::r:r=c:1=c ! ::r :~ '.:>. "),.~----..----..,--.. ,-r J v . r ~ t!-t /7/777 13·G' , , , -, ' ~.,...t --------"'t,{ V~'i'tc.Al LtN1fc~ l...o/t!) I _£_ Si:€ !.,~(NC,.(!: D~~f l'/M.J.At,C. ~~ ~ ,l ~~-----= 2½ ?Lf '· 2 . . ... ---- Wt,..L, ~ • 1:[_ ,<. '70 fsf _= }01:> ?!::t T ~e-lo J\,b\N'G-~ D~te:rltlAf.-C).,u:. .• ~t~,l--}S~ Y = i"'b ?i3 ~q= $f:t:; f,~fl:!>P,OA,!li.ltlP{L cAt.t..• v--= ,:r'13-;;:, = 5£o ~.c .1"3·6' __ !::L, · ' to-5 I 1 Title Job# : Description .... Dsgnr: · Date: 3:40PM, 28 APR 10 FastFrame 2-D Frame Analysis V5.0.9-7 Nodes ... Node Node Coordinates I I Node Label X y X Restraint YRestraint i Z Restraint Temf ft ft I deg 1 0.000 0.000 Fixed Fixed I Fixed 0 2 0.000 10.500 0 3 13.500 10.500 0 4 13.500 0.000 Fixed Fixed 0 Member ... Member J Property Label I Endpoint Nodes Member I End Releases J End Releases Length Label A 8 C W8x48 W10x33 W8x48 I Node 1 2 3 Member Stress Check Data ... JNode 2 3 4 ft 10.500 13.500 10.500 X y Member Unbraced .Lengths Slenderness Factors Label Lu:Z ft A 10.500 B 13.500 C 10.500 Materials ... Member I Youngs Label ksi Default I 1.00 Steel 29,000.00 Section Sections ... Prop Label Group Tag Default W10x33 Beam W8x48 column Node Loads .... Material I Default ' T Steel T T Steel T Lu:XY 10.500 13.500 10.500 I I Area 1.000 in2 9.710 in2 14.100 in2 Density kcf 0.000 0.490 K:Z K:XY 1.00 1.00 1.00 l I Depth Width 0.000 in 0.000 in 9.750 in 7.964 in 8.500 in 8.110 in 1.00 1.00 1.00 Thermal in/100d 0.000000 0.000650 Node Label I Concentrated Loads and Moments I X y Moment #1 2 -5.310k 1.000 2 -4.920k 3 -8.470k 1.000 3 -9.0?0k Member Distributed Loac;ls .... Member Load Magnitudes Load Extents Load Label Start Finish Start Finish Direction ft ft B -0.235 -0.235 k/ft 0.000 13.500 GlobalY B -0.300 -0.300 k/ft 0.000 13.500 GlobalY 8 0.580 0.580 k/ft 0.000 13.500 GlobalX (c) 1988-2001 ENERCALC Z:\RESIDl;NCIAL\HAGEY\MOMENT FRAME.FFW l I z I X y I AISC Bending & Stability Factors Cm Internal Internal Internal Tf Tw 0.000 in 0.000 in 0.433 in 0.292 in 0.685 in 0.400 in Yield ksi 1.00 50.00 Cb Internal Internal Internal lxx lyy 1.00 in4 0.00 in4 171.00 in4 36.50 in4 184.00 in4 60.90 in4 Load Case Factors z #2 #3 #4 #5 1.000 1.000 Load Case Factors #1 #2 #3 #4 #5 1.000 1.000 1.000 I V5.0.9 I I I ! I ! I I I I Title Job# : Description .... Dsgnr: Date: I 1 :50PM, 28 APR 10 FastFrame 2-D Frame Analysis V5.0.9--. I I Load Combinations ... ! Load Combination Stress Gravity Load Factors Load Combination Factors L Description Increase X y #1 #2 #3 #4 #5 CONNECTION+ 1.000 -1.200 1.360 3.300 CONNECTION-1.000 I -0.900 0.740 -3.300 DL+LL 1.000 I -1.000 1.000 1.000 ! DL+SEISMIC 1.000 -1.000 1.112 1.000 DL+SEISMIC2 1.000 -1.000 1.112 -1.000 CL-SEISMIC 1.000 -0.600 0.488 -1.000 DL-SEISMIC2 1.000 -0.600 0.488 1.000 DRIFT+ 1.000 -1.000 1.112 1.430 DRIFT-1.000 -0.600 0.488 -1.430 ~ .D'E~S)G-N of fv'i. E 1v1B:>e~7 l. 4t.-tow A~l-6 ~T~iS> bBS.J6-N J lt·D+ D·{'l~~>) J:> + 1:>•fC. = (t·o+o•fLf-'(0·~03).l> +se~r-.'I{(_,.:: i·H2t>+J·0.:8~ t~~K.~ f~c-e, Lo·b-~·l4¼~JJ:>-0 11""t-: c~·(,-Odtpc01 ~,).h -SGt<,f\ri,C. ~o·tt!fal)f-{,o<,f;¥,Mf(. .bL. + LL --== .f·-vl>L + f•o LL "* .l:>e.SlG-N of ~Ntv6<-,,toN$ (S.,~&-..l(r-1'rf u;\ltl-J-W / ov~'T~ffH f~aoA,, CD © .st,0~?·0.,,LJ·:,c ~ ~ /A'J (J--z.+o•'2--S.bs)D+.n.o Q€. ~ (i,--i.+e,"ba>·So~)!) +-(}.:,~)~~"-=/-~(..bL+1·;,tie:t6M~ J .. -t-b~Lf'T Cl{cC..-K_ ~Wit tsL& $;,'11t6S)~l(J-N) -t;;>n)-~.~c... FIJkc.f u~e,.b f; f;..~t,.i(r'r"H LP-IEL~ ft:~S'-f~-1s P:-B•t (l,t>tOt(Y~bf:,JJ:) +Qe: -;::-(t_•-t:s+O·ltf~O-B~)~+ ~.~t<... = Hl-~+-l-~-; Sf!~/i{(_ ( I:•"""'-/::'\~ -(o-~/-()t(L(_)(£)•'3c,';'-.. -~-«SA\~ ;: D.Uf3411 p -fr~, SE!~II" ~~b -0'-~'l ?US/,,;; -~\.'.'.: -I» +:;'-.;':f-~t-D -"" (c) 1988-2001 ENERCALC Z:\RESIDENCIAL\HAGEY\MOMENT FRAME.FFW VS.0.9 3:43PM, 28 APR 10 Title Job# : Description .... FastFrame 2-D Frame Analysis Dsgnr: Date: V5.0.9- Node Displacements & Reactions Node Label l Load Combination l Node Displacements I Node Reactions X y z X y in in Radians k k I 1 DL+LL 0 0 01 0.61985 14.47993 1 DL+SEISMIC 5,757.E-014 0 0 -5.75740 5.15686 1 DL +SEISMIC2 -6,400.E-014 0 0 6.40009 11.54232 1 DL-SEISMIC -6,226.E-014 0 0 6.22561 6.97319 1 DL-SEISMIC2 5,932.E-014 0 0 -5.93188 0.58774 2 CL-SEISMIC2 0.32255 -0.00013 -0.00218 0 0 2 CL-SEISMIC -0.31431 -0.00210 0.00190 0 0 2 CL+SEISMIC 0.32746 -0.00151 -0.00234 0 0 2 CL+SEISMIC2 -0.30940 -0.00348 0.00174 0 0 2 CL+LL 0.01749 -0.00438 -0.00058 0 0 3 CL+LL 0.01713 -0.00669 0.00048 0 0 3 DL+SEISMIC 0.32852 -0.00459 -0.00055 0 0 3 CL +SEISMIC2 -0.31083 ~0.00262 0.00105 0 0 3 CL-SEISMIC -0.31564 -0.00062 0.00091 0 0 3 DL-SEISMIC2 0.32371 -0.00259 -0.00069 0 0 4 CL-SEISMIC -1,604.E-014 0 0.00330 1.60439 2.17180 4 CL-SEISMIC2 1,898.E-014 0 -0.00351 -1.89812 8.55725 .4 CL+SEISMIC2 -1,430.E-014 0 0.00318 1.42991 8.76248 4 OL+SEISMIC 2,073.1;-014 0 -0.00364 -2.07260 15.14793 4 CL+LL 0 0 -0.00044 -0.61985 21.96619 Steel Stress Checks ... Member Load Combination Overall @Left End 1/4Span 1/2Span 3/4Span @Right Enc Label Maximum A OL+LL 0.084 0.045 0.038 0.052 0.067 0.08, A CL+SEISMIC 0.368 0.368 0.233 0.098 0.061 0.21. A DL +SEISMIC2 0.394 0.394 0.245 0.095 0.110 0.28 A CL-SEISMIC 0.381 0.381 0.235 0.089 0.090 0.25" A DL-SEISMIC2 0.360 0.360 0.221 0.082 0.059 0.21, B DL+LL 0.104 0.072 0.055 0.103 0.077 0.04, B CL+SEISMIC 0.270 0.270 0.201 0.101 0.032 0.22 B CL +SEISMIC2 0.335 0.335 0.154 0.014 0.119 0.211 B CL-SEISMIC 0.318 0.318 0.166 0.029 0.098 0.21, B DL-SEISMIC2 0.288 0.288 0.189 0.076 0.053 0.21- C DL+LL 0.111 0.111 0.097 0.082 0.068 0.05 C DL+SEISMIC 0.236 0.236 0.187 0.139 0.090 0.03 C DL +SEISMIC2 0.158 0.158 0.125 0.091 0.058 0.02• C DL-SEISMIC 0.160 0.160 0.123 0.085 0.047 0.00, C DL-SEISMIC2 0.204 0.204 0.159 0.115 0.070 0.021 (c) 1988-2001 ENERCALC Z:\RESIDENCIAL\HAGEY\MOMENT FRAME.FFW S }tt-S Page I I z l k-ft ' _ _j -1.18977 38.49422 -39.73209 -39.39653 38.82979 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Shear 0.009 0.085 0.094 0.092 0.087 0.066 0.084 0.090 0.072 0.068 0.009 0.030 0.021 0.024 0.028 V5.0.9 Title Job# : Description .... Dsgnr: Date: Stff-b 3:45PM, 28APR 10 FastFrame 2-D Frame Analysis V5.0.9- j Member End Forces ... Member I Load Combination I Node '' I " End· Forces Label Axial Shear Moment k k ft-k A CONNECTION+ ! -0.34088 19.66768 128.31813 A CONNECTION--4.81043 19.83751 128.64444 B CONNECTION+ -19.66768 -8.16702 -78.19251 B CONNECTION--19.83751 -9.19323 -79.64938 C CONNECTION+ 24.53809 6.17132 64.79886 C CONNECTION-18.21013 6.00149 63.01568 ... _ T ~. ~ ~- ~( ~ .> ~ .,.__.,.. ,, ....-Wlox -. -. • ... f• ~0 F-1°' ... \(. X h.'llff'l' '·Tl\~ ~"J)= 3,i le ~ O• -:2...S" -+,, ,,., '<->1> \(.~\ {c) 1988-2001 ENERCALC Z:\RESIDENCIAL\HAGEY\MOMENT FRAME.FFW Node" J " End Forces Axial Shear Moment k k ft-k 0.94542 -19.66768 78.19251 5.26383 -19.83751 79.64938 -6.17132 13.01689 -64.79886 -6.00149 11.94233 -63.01568 -25.14062 -6.17132 0 -18.66353 -6.00149 0 V5.0.9 I i I Title Job# : Description .... 3:45PM, 28APR 10 FastFrame 2-D Frame Analysis Node Displacements & Reactions I I Node~bel Load Combination j 1· DRIFT+ 1 DRIFT- 2 DRIFT+ 2 DRIFT- 3 DRIFT+ 3 DRIFT- 4 DRIFT+ 4 DRIFT- o·;~-D•t.t""=t-* 0)' :=: Let ~t. I ., Node Displacements I X y z in in Radians 8,371.E-014 0 0 -8,839.E-014 0 0 0.46438 -0.0010g -0.00322 -0.45124 -0.00253 0.00278 0.46598 -0.00501 -0.000901 -0.45310 -0.00020 0.001261 2,826.E-014 0 -0.005101 -2,357.E-014 0 0.00477 wH.€~ ~-: ~-0 :t<:z{,O -. (•"ti ,, Dsgnr: Date: V5.0.9- X Node Reactio_ns .. y k k -8.37126 3.78399 8.83947 8.34607 0 0 0 0 0 0 0 0 -2.82564 16.52081 2.35743 0.79892 :,_f" Ll-11u.ow= l),~ ,;::--~-02. ><(o--s\et,: ?.•$1.'' -ct.!::_ (c) 1988-2001 ENERCALC Z:\RESIOENCIAL\HAGEY\MOMENT FRAME.FFW l I ' I z I k-ft ! 55.31288 -56.21518 0 0 0 0 / 0 0 V5.0.9 I\:,, Title BJ.ock Line 1 You can changes this area using the 'Settings" menu item and then using the 'Printing & Title Block' selection. Ti 6 Description : FB-A Title : Hagey Residence Dsgnr: C.Sun Job# Project Desc.: Project Notes : Calculations per IBC 2006, CBC 2007, 13th AISC_ Analysis Method : Allowable Stress Design Fy: Steel Yield: 50.0 ksi Beam Bracing : Beam is Fully Braced against lateral-torsion buckling E: Modulus: 29,000.0 ksi Bending Axis : Major Axis Bending Load Combination 2006 IBC & ASCE 7-05 ----· ------_,, --·--------,-.... ,.,._, _____ .. ,.,-... ---· -·--·-.............. _,____ -. ___ , __ ,_,,., -.. ,_, __ ---· . ·-,, __ ., -" .. -. ' W12X50 -·· 14.0ft_ -·· Service loads entered. Load Factors will be applied for calculations. Beam self wei~ht calculated and added to loads Load(s} for Span Number 1 Point Load: D = 9.760, L = 12.20 k ~ 6.0 ft Point Load: D = 4.670, L = 3.540 k ~ 9.750 ft Point Load: D = 2.0540, L = 1.0910 ktm 7.50 ft Uniform Load : D = 0.0480, L = 0.060 k/ft, Extent= 0.0-» 6.0 ft, Tributary Width = 1.0 ft Uniform Load: D = 0.2190, Lr= 0.060 k/ft, Extent= 5.50-» 10.0 ft, Tributary Width= 1.0 ft ~E~'Jt!'); '~~gpD ' Maximum Ben g tress Ratio = . ·"" o.sriVf i Section used for this span W12X50 Mu : Applied 103.852 k-ft Mn/ Omega: Allowable 179.391 k-ft Load Combination +D+L +H Location of maximum on span 6.013ft Span # where maximum occurs Span # 1 - : Maximum Deflection Max Downward Live Load Deflection Max Upward Live Load Deflection . Live Load Deflection Ratio 0.143 in 0.000 in 1176 Max Downward Total Deflection 0.290 in Max Upward Total Deflection 0.000 in Total Deflection Ratio 578 Maximum Shear Stress Ratio = Section used for this span Vu :Applied Vn/Omega : Allowable Load Combination Location of maximum on span Span # where maximum occurs ------·-----·--------··-·------·--·---·-----·--------·---,,-, .. ---·--·---______ ,,_ -··---·--·------.. -.. t~YMiiimHffi1~"&~'f~~IF:~inffi~'ai~-:'.! -· ,"5!.~~,1!!!:'b£.r:l,~~~~!.~~ --"~J.!~ · Load Combination Max Stress Ratios Summary of Moment Values Segment Length Span# M V Mmax+ Mmax -Ma -Max Mnx Omega*Mnx Cb Rm Overall MAXimum Envelope Dsgn. L = 14.00 ft +D Dsgn. L = 14;00 ft +D+L+H Dsgn. L = 14.00 ft +D+Lr+H Dsgn. L = 14.00 ft +D+0.750Lr+0.750L+H 0.579 0.290 0.579 0.294 0.198 103.85 0.105 51.97 0.198 103.85 0.107 52.69 Dsgn.L= 14.00ft 0.510 0.176 91.42 -,-,-~-:m · -·, --::.::1;,•tu-i..;.:r-,;;;;;:~.'Q;..:r,;'=:h.-,,:;.; ti-~~ w;~~JN.$;¾-1~~,~-,~ 103.85 51.97 103.85 52.69 91.42 299.58 299.58 299.58 299.58 299.58 179.39 179.39 179.39 179.39 179.39 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Design OK ··o. fas .. : --r ----- w12xso 17.8462 k 90.280 k +D+L+H 14.000 ft Span# 1 Summary of Shear Values Va Max Vnx Omega*Vnx 17.85 135.42 90.28 9.49 135.42 90.28 17.85 135.42 90.28 9.64 135.42 90.28 15.87 135.42 90.28 Load Combination Span Max. •.• Def! Location in Span Load Combination Max."+" Defl Location in Span 0.0000 0.000 Load Combination Span Max. Downward Defl Location in Span Max. Upward Defl Location in Span D Only 1 0.1476 7.047 Lr Only 1 0.0022 7.235 0.0000 0.000 0.0000 0.000 L Only 1 0.1405 6.953 0.0000 0.000 Title Block Line 1 You can changes this area using the "Settings• menu item and then using the 'Printing & Title Block" selection. TitleBloc · 6 Title : Hagey Residence Dsgnr: C.Sun Project Desc.: Project Notes : Max. Upward Dell Lr+L Only 1 0.1427 S:953 D+Lr+L 1 0.2903 6.953 Support notation : Far left is #1 Load Combination Support 1 Support 2 Overall MAXimum 17.919 17.996 D Only 8.963 9.491 Lr Only 0.121 0:149 L Only 8.835 8.356 Lr+L Only 8.956 8.505 D -t:-Lr+L 17.919 17.996 Depth = = 391.00 in"4 Web Thick = = 64.20 in"3 Flange Width = = 5.180 in Flange Thick = 0.640 in = 71.900 in"3 Area = 14.600 ln"2 lyy = 56.300 in"4 Weight = 49.698 plf Syy = 13.900 in"3 Kdeslgn = 1.140 in Ryy = 1.960 in K1 = 0.938 in Zy = 21.300 in"3 r1s = 2.250 in rT = 2.170 in Ycg = 6.100 in 0.0000 0.0000 J Cw Wno Sw Qf Qw Job# ?\-tT-1 Location in Span = = = = = 0.000 0.000 • =-- 1.710 in"4 1,880.00 in"6 23.400 in"2 30.200 in"4 14.300 in"3 35.400 in"3 Title Blqck Line 1 You can changes this area using the "Settings' menu item and then using the "Printing & Title Block" selection. T 6 Description: Title : Hagey Residence Dsgnr: C.Sun Job# Project Desc.: Project Notes : Calculations per !BC 2006, CBC 2007, AC! 318-05_ Material Properties fc : Concrete 28 day strength = Fy : Rebar Yield Ee : Concrete Elastic Modulus = = Concrete Density = <I> Values Flexure = Shear = 2,500;0 ksi 60.0 ksi 3, 122.0· ksi 145.0 pcf 0.90 0.850 Analysis Settings Min Steel% Sending Reinf. = .00140 MinAllow%TempReinf. = .00180 Min. Overturning Safety Factor = 1.50 : 1 Min. Overturning Safety Factor = 1.50 : 1 AutoCalc Footing Weight as DL Yes AutoCalc Pedestal Weight as DL : No ,•>o/'n"-"m·-~~'<lf.''J1!~~W,"':-"A~•\,~' <','•' '.. •' /, ,.,.,. ~., •'"-',"• -~r,-;~·-~~~.u~J,g~~;;t~~s0,,,~~~i"'-~::i~.._~ .. ~~'t~-\.:st: __ <t., . :'-!:·~ ~·,.__~;~. Width along x~x Axis = 4.0 ft Length along 2-ZAxi = 4.0 ft Footing Thicknes = 24.0 in Load location offset from footing center ... ex : Along X-X Axis = 0.0 in ez: Along 2-2 Axis = 0.0 in Pedestal dimensions ... px : Along X-X Axis = 0.0 in pz : Along 2-Z Axis = 0.0 in Height = 0.0 in Rebar Centerline to Edge of Concrete .. 3.0 in at Top of footing = at Bottom of footing = 3.0 in Soil Design Values AllowableSoil Bearing = Increase Bearing By Footing Weight = Soil Pas~ive Resistance (for Sliding) = Soil/Concrete Friction Coeff. = Increases based on footing Depth Reference Depth below Surface = Allow. Pressure Increase per foot of depth = when base footing is below = Increases based on footing Width Allow. Pressure Increase per foot of width = When footing is wider than = : I Bars along X-X Axis Number of Bars = 7.0 -----"F---------___J Reinforcing Bar Size = #5.0 Bars.along 2-2 Axis Number of Bars = 7.0 Reinforcing Bar Siz1 = # 5.0 Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation n/a # Bars required within zone = n/a # Bars required on each side of zone n/a D Lr L s w E P : Columnload = 9.4910 0.1490 8.3560 0.0 0.0 0.0 OB : Overburden = 0.0 0.0 6.0 0.0 0.0 0.0 -·--·---·· -. . ..,, _____ ,,,_.... _,, ·-..... ·----·---· ----·---·-...... .. , M-xx = 0.0 O.Q 0.0 0.0 0.0 0.0 M-zz = 0.0 0.0 0.0 0.0 0.0 0.0 __ ,.,,.,, _______ , -·---·-·--------·· . ·-·-·-·-· -· .............. -, .. -... ··-.. -·-.. V-x = 0.0 0.0 0.0 0.0 0.0 0.0 V-z = 0.0 0.0 0.0 0.0 0.0 0.0 1.50 ksf No 250.0 pcf 0.350 2.0ft 0.30 ksf 2.0 ft 0.0 ksf 0.0 ft H 0.0k o.o ksf 0.0 k-ft 0.0 k-ft 0.0k 0.0 k Title Block Line 1 You can changes this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Ti . e6 Description: Pad Footing @ Pipe Column Min. Ratio Item PASS 0.93696 Soil Bearing PASS n/a Overturning -X-X PASS n/a Overturning -Z-Z PASS n/a Sliding-X-X PASS n/a Sliding-Z-Z PASS n/a Uplift PASS 0.060539 Z Flexure ( +X) PASS 0.060539 Z Flexure (-X) PASS 0.060539 X Flexure ( +Z) PASS 0.060539 X Flexure (-Z) PASS .0006110 1-way Shear (+X} PASS .0006110 1-way Shear (-X) PASS .0006110 1-way Shear(+Z) PASS .0006110 1-way Shear (-Z) PASS .0021120 2-way Punching Applied 1.4054 ksf 0.0 k-ft 0.0 k-ft 0.0 k 0.0 k 0.0 k 3.1036 k-ft 3.1036 k-ft 3.1036 k-ft 3.1036 k-ft 1.6424 psi 1.6424 psi 1.6424 psi 1.6424 psi 11.3524 psi .:.• tjialiRif ~_s_~(f_;~~$> .. -t~~ft~~~~n)~1.'fe.,¼'Cs'fg,:~"(.•~~~ ,:~~ ", ~-:'% ~-i; .. ,,_ ,,. l . ;' ""81 ... ~: ~ ~'.J\~~~~~~-:~,.:~·~;rtf.;t;.l:·}~·~i~ ;{/fl:'Mf1 Soil Bearing Rotation Axis & .Load Combination ... Gross Allowable X-X. +D X-X.+D+L+H X-X, +D+Lr+H X-X.+D+S+H X-X, +D+0.750Lr+0.750L+H X-X. +D+0.750L+0.750S+H X-X.+D+W+H X-X. -t0+0.70E+H X-X. +D+0.750Lr+0.750L+0.750W+H X-X. +D+0.750L+0.750S+0.750W+H X-X. +D+0.750Lr+0.750L+0.5250E+H X-X. +D+0.750L+0.750S+0.5250E+H X-X. +0.60D+W+H ~X. +0.60D+0.70E+H Z-2. +D Z-Z, +D+L+H Z-2. +D+Lr+H Z-Z. +D+S+H Z-Z. +D+0.750Lr+0.750L +H Z-Z. +D+0.750L+0.750S+H Z-Z.+D+W+H Z-Z. +D+0.70E+H Z-Z. +D+0.750Lr+0.750L+0.750W+H Z-Z. +D+0.750L+0.750S+0.750W+H Z-Z. +D+0.750Lr+0.750L+0.5250E+H Z-Z. +D+0.750L+0.750S+0,5250E+H 1.50 ksf 1.50 ksf 1.50 ksf 1.50 ksf 1.50 ksf 1.50 ksf 1.50 ksf 1.50 ksf Xecc Zecc. n/a 0.0in n/a 0.0in n/a 0.0in n/a 0.0in 0.0in n/a 0.0in n/a 0.0in nla 0.0in n/a Overturning Moment None None None None None None None None None None None None None None None None None None None None None None None None None None Title : Hagey Residence Dsgnr: C.Sun Job# Project Desc.: Project Notes : SHT.-l\ Capacity Governing Load Combination 1.50 ksf +D+L+H 0.0 k-ft No Overturning 0.0 k-ft No Overturning 0.0 k No Sliding 0.0 k No Sliding 0.0 k No Uplift 51.2663 k-ft + 1.20D+0.50Lr+ 1.60L + 51.2663 k-ft +1.20D+0.50Lr+1.60L + 51.2663 k-ft + 1.20D+0.50Lr+ 1.60L + 51.2663 k-ft +1.20D+0.50Lr+1.60L + 2,687.94 psi +1.20D+0.50Lr+ 1.60L + 2,687.94 psi +1.20D+0.50Lr+ 1.60L + 2,687.94 psi +1.20D+0.50Lr+1.60L + 2,687.94 psi + 1.20D+0.50Lr+ 1.60L + 5,375.87 psi +1.20D+0.50Lr+1.60L + Actual Soil Bearing Stress Actual / Allowable +Z +Z -X -X Ratio 0.88319 ksf 0.88319 ksf n/a ksf n/a ksf 0.589 1.4054 ksf 1.4054 ksf n/a ksf n/a ksf 0.937 0.89250 ksf 0.89250 ksf n/a ksf n/a ksf 0.595 1.2819 ksf 1.2819 ksf n/a ksf n/a ksf 0.855 n/a ksf n/a ksf 0.88319 ksf 0.88319 ksf 0.589 n/a ksf n/a ksf 1.4054 ksf 1.4054 ksf 0.937 n/a ksf n/a ksf 0.89250 ksf 0.89250 ksf 0.595 n/a ksf n/a ksf 1.2819 ksf 1.2819 ksf 0.855 -------•w-•---·--•-•• Resisting Moment Stability Ratio Status 0.0 k-ft Infinity OK 0.0 k-ft lnfinitv OK 0.0 k-ft lnfinitv OK 0.0 k-ft lnfinitv OK 0.0 k-ft Infinity OK 0.0 k-ft lnfinitv OK 0.0 k-ft lnfinitv OK 0.0 k-ft lnfinitv OK 0.0 k-ft lnfinitv OK 0.0 k-ft lnfinitv OK 0.0 k-ft Infinity OK 0.0 k-ft Infinity OK 0.0 k-ft lnfinitv OK 0.0 k-ft lnfinitv OK 0.0 k-ft lnfinitv OK 0.0 k-ft lnfinitv OK 0.0 k-ft lnfinitv OK 0.0 k-ft lnfinitv OK 0.0 k-ft lnfinitv OK 0.0 k-ft lnfinitv OK 0.0 k-ft lnfinitv OK 0.0 k-ft lnfinitv OK 0.0 k-ft lnfinitv OK 0.0 k-ft lnfinitv OK 0.0 k-ft lnfinitv OK 0.0 k-ft Infinity OK ~ Title ~ock Line 1 You can changes this area using the •settings• menu item and then using the "Printing & Title Block" selection. Ti Block Lin 6 Description: ;\'1\1~}.;!Y~l~ 1---½~ ~,S:?!i'-~ dfi~~ Rotation Axis & Title : Hagey Residence Dsgnr: C.Sun Job# Project Desc.: Project Notes : Load Combination ... Overturning Moment Resisting Moment Stability Ratio Status Z-Z. -+0.60D+W+H None 0.0 k-ft lnfinitv OK Z-~ None 0.0 k-ft lnfinitv OK ''st"''· ' _;~Jz~::fl¢J~{£~~%7:~i~t~3~~~ -,;-, __ ). Force Application Axis Load ~ombination ... Sliding Force Resisting Force Sliding SafetyRatio Status X-X. +D 0.0k 6.9459k NoSlidina OK X-X. +D+L+H 0.0k 9.8705k NoSlidina OK X-X. +D+Lr+H 0.0 k 6.9980k No Slidina OK X-X, +D+S+H 0.0k 6.9459 k NoSlidina OK X-X. +D+0.750Lr+O. 750L +H 0.0k 9.1784k NoSlidina OK X-X. +D+0.750L+0.750S+H 0.0k 9.1393 k NoSlidina OK X-X,+D+W+H 0.0k 6.9459k NoSlidina OK X-X. +D+0.70E+H 0.0k 6.9459 k NoSlidina OK X-X. +D+O. 750Lr+O. 750L+O. 750W+H 0.0k 9.1784k NoSlidina OK X-X. +D+0.750L +0.750S+0.750W+H 0.0k 9.1393 k NoSlidina OK X-X. +D+0.750Lr+0.750L +0.5250E+H 0.0k 9.1784 k No Slidina OK x~x. +D+0.750L +0.750S+0.5250E+H 0.0k 9.1393 k NoSlidina OK X-X. +0.60D+W+H 0.0k 4.9675 k NoSlidina OK X-X. -+0.60D+0.70E+H 0.0k 4.9675 k No Slidina OK Z-Z, +D 0.0k 6.9459 k NoSlidina OK Z-Z, +D+L+H 0.Ok 9.8705 k No Slidina OK Z-Z. +D+Lr+H 0.0k 6.9980 k NoSlidina OK Z-Z, +D+S+H 0.0k 6.9459k No Slidina OK Z-Z. +D+0.750Lr-+0.750L+H 0.0k 9.1784k NoSlidina OK Z-Z, +D+0.750L-+0.750S+H 0.Ok 9.1393 k NoSlidina OK Z-Z, +D+0.750Lr-+0.750L-+0.5250E+H 0.0k 9.1784k NoSlidina OK Z-Z. +D+0.750[+0.750S+0.5250E+H 0.0k 9.1393 k NoSlidina OK Z-Z, +0.60D+W+H 0.Ok 4.9675 k No Slidina OK Z-Z. +0.60D+0.70E+H 0.0k 4.9675 k NoSlidina OK Z-Z.+D+W+H 0.Ok 6.9459 k No Slidina OK Z-Z, +D+0.70E+H 0.0k 6.9459 k NoSlidina OK Z-Z, +D+0.750Lr+0.750L+0.750W+H 0.0k 9.1784 k NoSlidina OK _;.,,,,~.i£~A~~~~j9~~~~,),.-,,;,-r. ·-·· .,, .. -,,.,.-.,,,, "~~-11::,-.-0.Ok 9.1393 k No Slidina OK -:~ ",,~~----~, ~:+ ~' ,A,~,~::i~~1f,:~t:5!•¥;{}'•!$;,i:r;~Jtft>:;2~~~}~{tiB Footing Flexure · Load Combination ... Mu Which Tension @ Bot. Side? or Top? AsReq'd Gvrn.As Actual As Phi*Mn X-X, +1.40D 1.6606 k-ft +Z Bottom 0.5184 in2/ft Minimum Soec'd 0.5425 in2/ft 51.2663 k-ft X-X. +1.400 1.6606 k-ft -Z Bottom 0.5184 in2/ft Minimum Soec'd 0.5425 in2/ft 51.2663 k-ft X-X, +1.20D-+0.50Lr+1.60L +1.60H 3.1036 k-ft +Z Bottom 0.5184 in2/ft Minimum Soec'd 0.5425 in2/ft 51.2663 k-ft X-X, +1.20D+0.50Lr+1.60L+1.60H 3.1036 k-ft -Z Bottom 0.5184 in2/ft Minimum Soec'd 0.5425 in2/ft 51.2663 k-ft X-X. +1.20O+1.60lr+0.50L 1.9754 k-ft +Z Bottom 0.5184 in2/ft Minimum Soec'd 0.5425 in2/ft 51.2663 k-ft X-X. +1.20O+1.60Lr+0.50L 1.9754 k-ft -Z Bottom 0.5184 in2/ft Minimum Soec'd 0.5425 in2/ft 51.2663 k-ft Z-Z.+1.40O 1.6606 k-ft -X Bottom 0.5184 in2/ft Minimum Soec'd 0.5425 in2/ft 51.2663 k-ft Z-Z.+1.40O 1.6606 k-ft +X Bottom 0.5184 in2/ft Minimum Soec'd 0.5425 in2/ft 51.2663 k-ft Z-Z, +1.20D+0.50Lr+1.60L+1.60H 3.1036 k-ft -X Bottom 0 .5184 in2/ft Minimum Soec'd 0.5425 in2/ft 51.2663 k-ft Z-Z. +1.20D+0.50Lr+1.60L+1.60H 3.1036 k-ft +X Bottom 0.5184 in2/ft Minimum Soec'd 0.5425 in2/ft 51.2663 k-ft Z-Z. +1.20O+1.60Lr-+0.50L 1.9754 k-ft -X Bottom 0.5184 in2/ft Minimum Soec'd 0.5425 in2/ft 51.2663 k-ft Bottom 0.5184 in2/ft Minimum Soec'd 0.5425 in2/ft 51.2663 k-ft Load Combination ... Vu@-X Vu@+X Vu@-Z Vu@ +Z Vu:Max Phi Vn Phi*Vn / Vu 0.87880 osi 0.87880 osi 0.87880 osi 0.87880 osi 0.87880 osi 2,687.94 osi .0003270osi 1.6424 osi 1.8424 osi 1.6424 osi 1 ,Q.1~?J,~--Lt,-r) ,?453 osl 1.0453 osi .. n_,~;s~~?--t·--~i1;lJJ~ 1.6424 osi 1.6424 osi 1.0453 osi 1.0453 osi 2.687.94 osi .0006110osi 2.687.94 osi .0003890osi Status OK OK OK OK OK OK OK OK OK OK OK OK Status OK OK OK -=L=oa=dc..:::C=om=b=in=a=tlo=n= .. '-' _________ V::.::u'--------~Ph=i*--'-V"'-n _____ P_hi_*V_n_/V_u ________ Status +1.40D 6.0742 osi 5.375.87osi .001130 osi +1.20D+0:50Lr+1.60L+1.60H 11.3524 osi 5.375.87osi .0021120 osi +1.20D+1.60Lr+0.50L 7.2254 osi 5.375.87osi .0013440 osi OK OK OK - Afu Ooa Qt Tsa • Exletln9 l:lld9. \ \ I I I ,' '\ Project 60U11dr~ I I \IS! \~ : / ___ ~ '~\ _______________ J \ \ \ \ \ \ \ \ \ , Ill ' \ \ \ Exlotrng Bld.J. ADJACENT STRUCTURE PLAN N.T.6. ------'\ \ \ ' ' \ j ,.- _/ / \ I I I , ' / I I ·-, \ ' ' \ ' I ::- ;/ /I AFN -,$-140-30 Map "16~4 LOJoEJ;! LEVEL REQUIRE& EJECTION FIT t PRIVATE FUMP FER 5E1"ER LINE INVERT ELE\IT AION. G.C. TD VEl'<IF'r. HOIJ5E 5l-lALL HAYE RAIN a.lJTTER5. GUTTERS 5HALL 6E COLLECTED ~D DISCHAFo.'J!:D TO Jl:lfl:F<SQN 5tl<!:l:T To AVOID INcl<l::Ae!: IN~ DIRECTl:D TOWARD LAGOal c;.c. SHALL FE~ UTILl"t'r F!ESEARCH TO VERIFY EXISTIN& UND~l-'JUND FACILITIE& IN Jl:ffi:RSal P6i! GENERAL APPLICATION REGlUIFIEMENT5 SECTION, I. •-6EE !l.lEET T -1 b. 6EE 51-EET C-1 c.N I A d.N I A e. SI:!, Si-lEl,T C-1 f. C-1 g.Nt A h. 51:1: Si-lE=T T -1 i. N / A --~:..-·--------' \ I \ \ \ \ \ \ 5•.t,• oide><ail< I ' I I \ 24'·,i,· L<> ii, c,f &ties> ,--_ N 89° 7'1B' Y'< I I ,-~---8_ 3' I I I ' I ' ;g :R -~ '. I ,,;. I ~· ' /' I l ~ i \ ~ I \ I I \ t/l I carl•bad TCT "12-22 Lc,L I ----------, ... ' l I I ' I ' \ ----------- ' I ----- / -- -----\ I I ' -------- --------....._ ---... ,, \ \ ' I I , I I fl I I ' ' ' , , . / , , ' \ \ I , I I I I I ' I I ' i I ; I I I • I I ' I : I ~ ' I j /,If- / I I : I I ' I ~p~ I ' [·1 l, I / I ) ' i : ;, / I I ' ' ~-/ T'sa -' I I I I ' I I I r\ / I ! I I ! ' / , I // / ,,.) I ' r' o-5 I i / ~J, i ; I ,-I I I I / / ) / / / / I I I ," ' J I ' I \ ; I I I / _J /" ~ ., j'----- i J ./ 1 ' I , I ' I I I f I I I I I I I ' I I ' I ' \ ! I , . I \ l \ I z \ (/) \ \ I I (/) (/) \ \ "> \ I '.:;< \ I J: \ \ J: I CDF-iU>-2S REF:::REt-lC::: '-IORT,- INFORMATION 51-tOV'IN ON THIS PLAN 06T AINED FROM INFORMATION PROVIDED B'f THE Ol-'lNER N01E, C:s.C. Vl:i<!IFY SITING OF ~51: ON LOT AND Fl<OXIMITY TO Sl:T6ACKS PRIOR TO COMMENC!:11ENT OF CONSTFi!UCTION oa 1,1 W..ter Lat..c..__~-v1----+--1-----~ I .!\) } Arttticial fill -undocumented Quaternary alluvium -older Quaternary terrace deposits Tertiary Santiago Formation . , i ' ' I I ' ' ; ' i I I i ' ~ I , , ' ,'Jf ' ' I ! I , I I I / ! I if I I j I , ' LEGEND Approximate location of geologic contact, queried where uncertain I I / I I ! I i 8-5 () 8-1 s HA-4 • , I ' I I ' ' ! I I ~ ' i I / \ ~ i I , I / ! I ! , ! i I , i ' , ! I ! f Approximate location of exploratory hand-auger boring {GSI, 2003) Approximate location of exploratory large-diameter boring {GSI, 1993) Approximate location of exploratory hand-auger boring (GSI, 1993) ' I I ' I ' I • ' ' , JI' ' ' ' ' ; ' ' , ; ' ' I I i I ! I ' 4- i i , I I I i ' ' J . > -' I --~ ; I ' .Jr I ' ' I ' I 1 I I I I ' ,;p I ' ' I ' I ! I I I I ' AFN "155-140-41 Map '111'1 I ; / ' I I I / I . , 1,l)f i ' ' , Carlobad TCT• • TCT 3 4 Pc,r. TCT I -Re>& 3312 SITE PLAN -' \ ! ! f 13 I ! (E) Retaining / ~11 removed (E) i-landrall / tc, be rem"ved Fe,,,::e, G.C. Yerlf\j ( \._ ·, &tandard paeoeri9er vehlclso can maneuver lhs 9rads brsal<.e apprc,achlng the 9ara9,o ·-- Note, Ao a condltl"'1 c,f proJo,ct approval,• deed restricted q,en space e.!oemenl Hill be placed ever th,, proJa::L ells In tl-s locilion of th. ""'" 100 foot Hstland buffer. Thr• area ... 111 be reatrtcted frc,m an~ t~ps of future development pc,tentlal I I I I I I I I I W.O. Note, The Tnv,ort ,olevaticn "' (E! i,ew,.,. Is 5S.l!I' (6.C. v"'lf'\I) th!, Hain and Upper Fic,<>r &hall be oervsd b~ gravlt~ 1ho Lcwsr Flcar &hall require a private pump 1taticn tGl •srvlcs thB Gu&t Bath,.,... Le....,. Fic,<>r Plan). ALL LOCATIONS ARE APPROXIMATE RIVERSIDE CO. ORANGE CO. SAN DIEGO CO. GEOTECHNICAL MAP Plate 1 of 1 5701-A-SC DATE 06/08 SCALE 1"=10' RE'IISIONS ... • 0 z .. Dote Scale flZ)'-12)"=1" Drown by: 6H Job No. 26 l'7J Sheet C-1 Of Sheets