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Home My WebLink About2626 LA GOLONDRINA ST; ; CB890256; PermitDECLARATIONSNDERWORKER'S COMPENSATION OWNCH/OUfLDEfi CONTRACTORDUS3||D gd:I r£§.O 'proviS*clland..full f1 tilor 5 Lg wisionsallegplicah«r«byions ollon 700Professforce anlrm lhai 1 am licehtpter 9 (commel Division 3 ofCode and myfectens«d undeencing witthe Busineslicense is* ~ J^^-i f. -* »• . a -n* ''' "'" " M - r «^ "^-- - J ' ' ' "s~" "* '1 SPECIAL CONDITIONSBUILDINGX_}I MECHANICALGAS/X "' *•?1~-S>""A\~~^f~^~~^>•/ELECTRICAL \r j^r M' .M., jt PLUMBING \ !^•CA/./. FOR FINAL INSPEC7ITEMS ABOVE HA\FINAL .— -%,«t:mo§3:•^ .•§!*'331-0^<1»rntjD-o5)- O2jfc-Hm '--rf'\-,-VENTILATING SYSTEMSi'i-HEAT — AIR COND SYSTEMS^•i••"•—nocoT3jn-D3)mII^zpi5\»fiT £•nTr>z5>r-; ^D BONDING D POOLROUGH ELECTRICD ELECTRIC SERVICE D TEMPCv -'-<D ELECTRIC UNDERGROUND Dc-n~nm3J ELECTRICAL"',D WATER HEATER D SOLAR W. -i3)'oCO-1mCO"] '/'TUB AND SHOWER PAN1 HO-oOcHD>COmD<•S^>m3J-- "!i * T ' s< s ~ s ' -, '. , / f^j , .- I Si" f \ ' /*\ ,' ,s\'j ^ ^'j. -3 ff , ;-,,>- , i - ,»- i _. "* '.*f ••1 i , 1fy *•-• x1 ^ ^''l •C **' < ^ C \-*'V, •*• s „/ ^-•\ % • ,-^~ t 1 r -s V I}-' V ' "s /," ~* t *. ~" * -~ \ ' 1' i u ! ' -. ' '^ Q. }X""•Zy , ^i-•T1- ; . ! ' 1 * --H' */*""i r fi --, •r t 4*$ tf• _$*v* ^' . ' ' t I ^ f / • •*? jt f. (^ i*, 1 i * ' . If A<^f j PILES CAISSONS —J • ' ^T^x • . > / r 'v <~,> ^; i?*« -'', y , h ^I 1 / 'J / . 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' l EXTERIOR LATH iSHEATHING D ROOF D ShjFRAME 'm37\$^"v ^-W^*^H\SUB FRAME D FLOOR D CEILINGs .Tmwvrrr^ -' ~ -X/// • • / JGUNITE OR GROUT ' ' |REINFORCED STEEL X^~uAcnMDV jr/.jo* <-////&?— •/-*'1~~ ^i\,- M*v,N£s. i^\•nOczDHOZ/• •v^BUILDING iSTRUCTURAL CONCFOVER 2000 PSIIT —1m s • - j 1 , 1 -• , fl ^ • , '," • "i'l SOILS COMPLIANCEPRIOR TOFOUNDATION INSP> • V ^ _^ X .INSPECTIONO mrn OO m ^O >2 T3^S gcj go O 1H rr1 Ni & ^ A xj \ J Js. \ ^ *^\** £ \ ^^r-i^j\ -L ' \,rt t // t I'-1 i S - 'mO,c mO C/) T)m O ^ Z mOH O C/1 Z CO mO O33 cn zoHm ,,, —s *[ FIELD INSPECTIOZ 33rnOO 33 D V 3m'-3 \f>N.VlJ.T)mq^a - , - • * r' i Cl,1 ; ^! ' ^ r^yd -l^^M ^^^^Mj^^^^^^^m ^^M4^^Hl •^- 1 DEVELOPMENT PROCESSING SERVICES DIVISION 2075 LAS PALMAS DRIVE CARLSBAD, CA 92009-4859 (619)438-1161 MISCELLANEOUS FEE RECEIPT Applicant Please print And Fill In Shaded Area Only 1 JOB _^i 1 s* ADDRESS ^bi-b L&- ^(9L-G(OOlZ \\J1^ ^ ~J~ i ASSESSOR'S _ - - . 1 PARCEL NO Z I*D^ ^6 ^- O 1 O' OWNER AI//W FfZ^OkL V LAfZE- OWNER'S i MAILING £^i i j£) r-""^ /^ ry £ Q*-i/i 1 *I ADDRESS — ?l**(3 C^ICl5:13\J> *SGfcO LA^^ 'CITY A Njkijn?) VYI Z|p n 2-?o7 TEL 7i4--£?74"l''? CONTRACTOR ^ _ ,-, . , _^"Ty^ c/i^^1^^— * , ] CONTRACTOR'S . MAILING . CITY ZIP TEL STATE tf s>/>s>.s> <L BUSINESS ' LICENSE NO p I- 9^V sO LICENSE NO 1 ~7~2i'7 <3 (4-"^\ SUBPI VISION { fS *- 1 LnT(^) ' ^ LEGAL DESCRIPTION i DESCRIPTION OF WORK 5. F "CX 2 *] 3^ d2>^<^>e- ^o^ ' *P- 1 ; CONTACT PERSON -H2,'^ ^- S*Sl' - CA<Z^^ ADDRESS S>\^^ ^R.tST^TOStcieC' C^^J^ CITY ArN^h^vM, ZIP \2&&1 TEL 7l4"(?'7^~n^f ^* ^y /L^6u~-Ju~<-J L&—*~>^ b/Zrl/ff PLAN ID NO. QO _ | 5048 02/27/89 0001 01 05 Misc 632-00 ? VALIDATION AREA PRTMATFR VAIIIATinM / 7 T^S *4 & / PI AN rHFP.K FFF 001-810-0000-8821 *^f& -? "3 IF THE APPLICANT TAKES NO ACTION WITHIN 180 DAYS, PLAN CHECK FEES WILL BE FORFEITED 1 > & /CHECK IF SUBMITTED / 0^. 2 ENERGY CALCS pi 2 1.987 ENERGY CALCS LJ /FOR NON RESIDENTIAL BLDGS r\S >^TRUCTURAL CALCSv^ s^ ¥\ 2 SOILS REPORTS fj 2 SELF ADDRESSED ENVELOPES DATE GIVEN/ DATE SENT TO APPLICANT LA COSTA LETTER t^/^fl SCHOOL FEE FORM - P & E CORRECTIONS LIST CERTIFICATE OF OCCUPANCY "ANTS SIGNATURE White - File DATE Yellow Applicant Pink Finance Gold - Assessor ^^^ FINAL BUILDING INSPECTION PLAN CHECK NUMBER PROJECT NAME ADDRESS _^ 890256 DATE U-2U-90 2626 La Golondrina PROJECT NO 83-80-143 TYPE OF UNIT SFD UNIT NUMBER NUMBER OF UNITS PHASE NO CONTACT PERSON Frank Carr CONTACT TELEPHONE 71*l-97tt-11 58 Afl excent fir INSPECTED fl_Y _ BY ~^JU**^X ' ^y INSPECTE BY INSPECTED BY DATE INSPECTED DATE INSPECTED DATE INSPECTED ^ /, . lo *J j\<S j]O APPROVED APPROVED APPROVED DISAPPROVED DISAPPROVED DISAPPROVED COMMENTS Rev 1/86 WHITE Suspense BLUE Water District GREEN Engineering CANARY Utilities PINK Planning GOLD Fire FINAL BUILDING INSPECTION PLAN CHECK NUMBER PROJECT NAME ADDRESS 890256 DATE U-24-90 2626 La Colonelrina PROJECT NO 83-80-143 TYPE OF UNIT SFD UNIT NUMBER NUMBER OF UNITS PHASE NO Frank CarrCONTACT PERSON CONTACT TELEPHONF 71 4-Q7ft-11 _AH INSPECTED BY _ INSPECTED BY INSPECTED BY OTED APR 3 0 199° APPROVED DATE INSPECTED DATE INSPECTED APPROVED APPROVED DISAPPROVED DISAPPROVED DISAPPROVED COMMENTS Carlsbad Municipal Water District Engineering Department _ (619)438-3367 . rY^i§©r&nw/f^UJ """ CArfL J.AAH "-• r^\ MUNICIPALWATER DISTRICT Rev 1/66 WHITE Suspense BLUE Water District GREEN Engineering CANARY Utilities PINK Planning GOLD Fire FINAL BUILDING INSPECTION PLAN CHECK NUMBER PROJECT NAME ADDRESS 390256 DATE U-2U-9Q 2626 La Golondrina PROJECT NO 33-30-143 TYPE OF UNIT SP^ UNIT NUMBER NUMBER OF UNITS PHASE NO CONTACT PERSON Ccirr CONTACT TELEPHONE 713-973-1 All tiro INSPECTED BY INSPECTED BY INSPECTED BY DATE INSPECTED DATE INSPECTED DATE INSPECTED APPROVED APPROVED APPROVED DISAPPROVED DISAPPROVED DISAPPROVED COMMENTS Rev 1/86 WHITE Suspense BLUE Water District GREEN Engineering CANARY Utilities PINK Planning GOLD Fire FINAL BUILDING INSPECTION PLAN CHECK NUMBER PROJECT NAME ADDRESS 890256 DATE 4-24-90 2626 La Goiondrina PROJECT NO 83-80-143 TYPE OF UNIT SFD UNIT NUMBER NUMBER OF UNITS PHASE NO CONTACT PERSON Frank Carr CONTACT TELEPHONE 714-974-1158 AH exceot fire INSPECTED HY INSPECTED BY INSPECTED BY DATE INSPECTED DATE INSPECTED DATE INSPECTED APPROVFD APPROVED APPROVED DISAPPROVED DISAPPROVED DISAPPROVED COMMENTS Rev 1186 WHITE Suspense BLUE Water District GREEN Engineering CANARY Utilities PINK Planning GOLD Fire FINAL BUILDING INSPECTION PLAN CHECK NUMBER PROJECT NAME ADDRESS 390256 DATE '1-24-90 2626 PROJECT NO 83-ao-m3 UNIT NUMBER TYPE OF UNIT ;FD NUMBER OF UNITS PHASE NO CONTACT PERSON Frank Cirr CONTACT TELEPHONE 714-974-1158 All INSPE BY 'ECTED fl-/ -W*<^y L -- ^ INSPECTED BY INSPECTED BY DATE INSPECTED DATE INSPECTED DATE INSPECTED APPROVED APPROVED APPROVED DISAPPROVED DISAPPROVED DISAPPROVED COMMENTS Rev 1/86 WHITE Suspense BLUE Water District GREEN Engineering CANARY Utilities PINK Planning GOLD Fire CITY OF CARLSBAD , f*. INSPECTION REQUEST PERMtT#fCB890256 FOR 05/15/90 INSPECTOR AREA TP DESCRIPTION: 2736 SF PLUS 805 SF GARAGE PLANCK# CB890256 FORMER PERMIT 83-80-143 SM SCHOOL DIST OCC GRP TYPE: SFD CONSTR. TYPE NEW JOB ADDRESS: 2626 LA GOLONDRINA ST STR: FL: STE: APPLICANT: CARR, FRANK PHONE: 7149741158 CONTRACTOR: PHONE: OWNER: PHONE: REMARKS: T2/MH/CARR/438-9226 SPECIAL INSTRUCT: TOTAL TIME: INSPECTOR CD LVL DESCRIPTION 19 ST Final Structural 29 PL Final Plumbing 39 EL Final Electrical 49 ME Final Mechanical ACT COMMENTS ***** INSPECTION HISTORY ***** DATE DESCRIPTION 042590 Rough Combo 042590 Insulation 122789 Interior Lath/Drywall 122689 Interior Lath/Drywall 121889 Insulation 121889 Rough Combo 121189 Rough Combo 120689 Frame/Steel/Bolting/Welding 103189 Rough/Topout 101889 Gas/Test/Repairs 101789 Frame/Steel/Bolting/Welding 101789 Rough/Topout 101189 Roof/Reroof ACT AP AP AP NR AP AP CO NS CO NR CO CO AP INSP TP TP TP TP TP TP TP TP TP TP TP TP TP COMMENTS ESGIL, CORPORATION 932O CHESAPEAKE DR.. SUITE 2O8 SAN DIEGO, CA 92123 (619) 56O14«8 DATE: ,3 JURISDICTION: PLAN CHECK NO PROJECT ADDRESS: PROJECT NAME SET: G AEELICANT, JURISDICTIOJ PLAN CHECKED COPY JDESIGNER 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 deficien- cies identified 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 Corp. until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for the jurisdiction to return to the applicant contact person. The applicant's copy of the check list has been sent to: Esgil staff did not advise the applicant contact person that plan check has been completed. 7JTI Esgil staff did advise applicant that the plan check has ^^ been completed. Person contacted: * Date contacted: REMARKS : Telephone # ESGIL CORPORATI \ ESGIL CORPORATION 0320 CHESAPEAKE DR.. SUITE 2O8 SAN DIEGO, CA 02123 {619)560-1468 DATE: JURISDICTION: PLAN CHECK NO:SET: ... AEELXCAMT PROJECT ADDRESS: PROJECT NAME: La. GolQ>AclriY\'^ CHECKER QFILE COPY QUPS QDESIGNER TO'T re lotion's The plans transmitted herewith have be necessary and substantially comply wi building codes. The plans transmitted herewith will il^srantially comply with the jurisdiction's building codes^when minor deficien- cies identified K ' fy j are resolved and checked by building department: The plans transmted Wer^with identified on tha\^xc>osed che and resubmitted f l&r^A complete The check list transmitted her The plans are being held at Es plans are submitted for rechec t deficiencies Id be corrected our infprmatiqm. corrected The applicant's copy of the check list is enclosed for the jurisdiction to return to the applicant contact person. The applicant's copy of the check list has been sent to: . Gnrr 9S Lv\, Esgil staff did not advise the applicant contact person that- plan check has been completed. Esgil staff did advise applicant that the plan check has•* — t t * • r , f\ ^^f Please make all corrections on the original tracings and submit two new sets of prints, and any original plan sets that may have been returned to you by the jurisdiction, to: Esgil Corporation, 9320 Chesapeake Drive, Suite *208, San Diego, California 92123, (619) 560-1468. ,2. please make all corrections on the original tracings and submit two new sets of prints, and any original plan sets that may have been returned to you by the jurisdiction, to: The jurisdiction's building department. Indicate on the Title Sheet of the plans, the name of the legal owner and name of person responsible for the preparation of the plans.Section 302(a)7. 11 sheets of plans roust be signed by the person . responsible for their preparation. (California Business and Professions Code). lans, specifications and calculations shall be signed by the California state licensed engineer, or architect responsible for their preparation, for plans deviating from conventional wood frame construction. Specify expiration date of license. (California Business and Professions / Code}j. , / Specif^ on the Title Sheet of the plans the / gross floor area of each element of this project including dwelling, garage, carport, patio, deck and balcony. Section 302(c). Provide a statement on the Title Sheet of the plans rhat^this project shall coraply-j»ith Title 24 and(l985_)UBC, UMC and UPC and^jL987)NEC. Submit fully dimensioned plot plan drawn to scale showing location, size, and use of all existing and proposed structures on the lot. Identify property lines and show lot dimensions and all easements. Show location of all cut or fill slopes. Show finish floor elevations and show elevations of adjacent finish grade. Show drainage patterns with minimum slopes. Section 302(c). it. 13. lS. IS'. 17. Indicate distance from property proposed building. Section 302(c). lines to 18. iow on the title sheet all structures, pools, walls, etc. included under this application. Any portion of the project shown on the site plan that is not included with the building permit application filed should be clearly identified as "not included." Clearly show if the lower level is a basement or a story, based on the definitions in Sections 403 and 420. Plot the finish grade (as defined) on the elevations and dimension the distance to the floor above, for story determination. TORE PROTECTION Walls closer than 3 feet to property lines shall be one-hour rated construction, have no openings, and shall have 30 inch parapets when the building floor area exceeds 1,000 square feet on any floor. (Table 5-A, Section 1709 (a)). Projections, including eaves, may not extend more than 12 inches into the 3 foot setback from the property line. Eaves over required windows shall be not less than 30 inches from the side and rear property lines. Section 1710 and Section 504 (a) and (b). Plastic skylights shall not be installed within 8,' of an exterior wall located where openings in such exterior wall are prohibited or required to be protected. Section 5207 (a) 7. Projections, including eaves, shall be one- hour fire-resistive construction, heavy timber or of noncombustible material if they project into the 3' setback area from the le.- iow location of permanently "wired smos detector, centrally 'located in corridor or' area giving access to sleeping rooms or above stair if sleeping rooms are on upper level. Section 1210. j^jjh /-£ •_/•£-/ S A smoke detector shall be installed in the basement of dwelling units having a stairway which opens from the basement into the dwelling. Such detector shall be connected to a sounding device or other detector to provide an alarm which will be audible in the sleeping area. Section 1210. When the valuation of a room addition exceeds $1,000, or when sleeping rooms are created, smoke detectors shall be provided at existing bedrooms per item 16 above. n-:? if, V*f Provide stairway and landing details. 3306 (b) & (c). Section a. b. / c. Maximum rise is 7" and minimum run is 11". When the stairs serves less than 10 occupants, or serves an unoccupied roof, rise may be 8" maximum and run 9" minimum. Minimum headroom is 6'6". Minimum width is 36". 41. 43. handrails per Section the following: 3306 (j), shall Provide handrail for stairways with 4 or re risers. Handrail shall be nosing of treads. 30" to 34" above the e handgrip portion of handrail shall not less than 1 1/4" nor more than 2" cross-sectional dimension. Every stairway landing shall have a dimension, measured on the direction of travel, at least equal to the stairvay width. Such dimension need not exceed 36 inches. Section 3306 (g), 3304 (i). A door may open invar d at the top step of a stairway provided the top step is not more than 7 1/2" lower than the floor level. Section 3304 (h). Provide details of vinding stairway complying with Section 3306 (d): a. Minimum tread is 6 inches at any point and minimum 9 inches at a point 12 inches from where the treads are narrowest. b. Maximum rise is 8 inches. c. Minimum width is 36 inches. 44. Provide spiral stairway details, per Section 3306 (f): a. Minimum run is 7 1/2 inches measured at a , point 12 inches from where the treads are the narrowest. b. , Maximum rise is 9 1/2 inches. c.* Minimum headroom is 6 feet 6 inches " d. ' Hie tread must provide a clear walking - area measuring at least 26 inches from the outer edge of the supporting column to the '" inner. edge of the handrail. 43. 46. 47 i 51. S3 Spiral stairways may not be used for required exits when the area served is greater than 400 sq. ft. Section 3306 (f). Provide I.C.B.O. Research Report and number for metal stairway, or submit plans and calculations and approved fabricator registered with the building department or note that the stairway fabrication plans shall be submitted to and approved by the building official prior to installation. In buildings over 2 stories in height, provide 3/4 hour fire-rated assemblies for all openings in the exterior vail below or within 10 feet horizontally of an exterior stairway. An exit balcony with 2 separated stairways is exempt. Section 3306 (1). Openings in exterior walls below or within 10 feet, measured horizontally, of an exterior stair shall be protected by self-closing fire assemblies having a three-fourths-hour fire protection rating when the stair serves a floor level having openings in two or more floors below it. An exit balcony with two separated stairways is exempt. Section 3306 (1). Exterior stairvays shall not project into the 3 foot setback from the property lines. Section 3306 (n). .e vails and soffits of the enclosed usable space under interior stairs shall be protected on the enclosed side as required for one-hour fire-resistive construction. Section 3306 (m). Withui units, show that corridors have a minimum width of 36 inches. Section 3305 (b). RoorrwG Specify roof slope. Roof slope is not adequate for roof type specified. Table 32-B; Section 3203 (h). Specify roof material and application. Chapter 32. .Specify I.C.B.O. or U.L. approval number for roof materials not covered in U.B.C., e.g., tile, etc. Section 107. ,* ?'' /, 12/14/87 > The maximum slope for a fire retardant built- -up roof, with rock or gravel surfacing, is 3 k "'inches in 12 inches. Section 3203 (e) 2. 5?7 °-~ThV"fflinimuia slope for a fire retardant built- - up roof, with cap sheet, surfacing, is 1/2 inch in 12 inches. Section 3203 (e) 3. 58'. Specify minimum 1/4 inch per foot roof slope for drainage or design to support accumulated water. Section 3207 (a), Section 2305 (f) and Section 2511 (d) 6. Show roof drains and overflows. Section 3207. Provide skylight details to show compliance th Sections 3401 and 5207 or provide I.C.B.O^ approval number^ *"" ~~~ tic skylights must be separated from each er by at least 4 feet. Section 5207 (a) 6. ow attic ventilation. Minimum vent area is 150 of attic area or 1/300 of attic area if at least 50% of the required vent is at least 3 feet above eave vents or cornice vents. Show required area and area provided. Section 3205 (c). 64 Provide fireplace construction details or note construction to be per attached fireplace standard drawing. Chapter 37. Show anchored veneer support and connections attached to wood in Seismic Zones 3 and 4, comply with Section 3006 (d)l and Section 2515 'a). Show ties and #9 wire in horizontal oints. ow height and construction .details of all masonry walls. Chapter 24. 66. Note that cleanout openings shall be provided at the bottom of all cells to be grout filled in accordance with Table 24-G. Cleanouts shall be sealed before grouting, after inspection. ^67, Show floor and roof connections to masonry walls. Connection shall resist 200 pounds per lineal foot or the actual design load, whichever is greater. Cross grain tension or bending in wood ledgers is not permitted. Section 2310 & 2312 (j)3A. X68. Provide details for damp proofing the foundation walls, below finish grade, where - usable space exists on the interior side of the walls.. Section 1707 (d). 74 . "75 yT. 78. 79 Show a minimum 2" air space and flashing between planter and building vails. Section 2516 (c) 7. GARAGE AMD CARPORTS •age requires one-hour fire protection on the garage side of walls and ceiling common to the dwelling. Table 5-B, Section 503 (d). 1 elements supporting floor above garage, including vails supporting floor joists, must have one-hour fire- resistive protection on the garage side. Section 503 (b) Show 1 3/8" solid core self-closing door for openings between garage and dwelling. Section 503 (d). Garages are not permitted to open into a room used for sleeping purposes. Section 1104, An occupancy separation is not required between carport and residence, provided the carport is open on two or more sides and has no enclosed uses above. Section 503 (a) Exception 3. Show garage framuig sections, size of header over garage opening, lateral cross bracing at plate line, method bracing garage front and holddowns if required. Chapter 23. NOTE: Maximum shear panel ratio is 3 1/2 to 1 for height-to-width. Table 25-1. oors may open into the garage only if the floor or landing in the garage is not more than one inch lower than the door threshold. Section 3304 (h). Provide an 18" raised platform for any FAU, vater heater, or other device in the garage which may generate a flame or spark. UMC Section 508, UPC Section 1310 (a). FOONuATIOH REOPIKBOTTS Per soils report, note on the plan the soils classification, whether or not the soil is expansive and note the allovable bearing value. Section 2905 (c). The foundation plan does not comply with the soils report recommendations for this project. Please review the report and modify design, notes and details as required to show compliance: ._ 80. 8i 82". &*(. Provide notes on the foundation plan listing the, soils report recommendation for foundations, slab and building pad preparation. 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 (when required by the soil report). The soils report recoooendations excavations be reviewed by soils engineer. Note on the foundation plan that "Prior to the contractor requesting a Building Department foundation inspection, the soils engineer shall advise the building official in writing that: 1. The building pad was prepared in " accordance vith the soils report, 2. The utility trenches have been properly backfilled and compacted, and 3. The foundation excavations, formings and reinforcements comply with the soils report and approved plan." Show height of all foundation vails. Chapter 23. Show height of retained earth on all foundation Chapter 23. If cut or fill slopes exist, show distance of foundation to edge of cut or fill slopes and show steepness and heights of cuts and fills. Chapter 29. Note on plans that wood shall be 6" minimum above finish grade. Section 2907 (a). ote on plans that surface vater will drain away from building and show drainage pattern and key elevations. On graded sites, the top of any exterior foundation shall extend above the street gutter at point of discharge or the inlet to a drainage device a minimum of 12" plus 2 percent. Section 2905 (f), 2907 (d) 5. Off. Dimension foundation per U.B.C. Table 29A: Floors Supported* 1 2 3 Stemyall Width Footing Depth Thickness 6" 8" 10" 12" 15" 18" 12" 18" 24" 6" 7" 8" ,49. Show foundation sills to be pressure treated, or equal. Section 2516 (c) 3. 9d.Show foundation bolt size and spacing. Section 2907 (f). Specify size, I.C.B.O. number and manufacturer of power driven pins. Show edge and end distances and spacing. Section 302 (c). If required by structural calculations, show size, imbedment and location of hold down anchors on foundation plan. Section 2312 (f), 302 92. 93VJ/If ho"Wi'orowns are required by calculations, T^note on plan that hold down anchors mustJte ^tied in place Prior to foundation inspection. section 305 (e) 1. Show adequate footings under all bearing walls and shear walls. Section 2907 (b). 95^. Show on the plans stepped footings for slopes steeper than 1:10. Section 2907 (c). 96. Show minimum 18" clearance from grade to bottom of floor joists and minimum 12" clearance to bottom of girders. Section 2516 (c) 2. 97\ Show pier size, spacing and depth into undisturbed soil. Table 29-A. 98. 99. Show minimum underfloor access Section 2516 (c). of 18" x 2k". Show minumim underfloor ventilation equal to 1 sq. ft. for each 150 sq. ft. of underfloor area. Openings shall be as close to corners as practicable and shall provide cross ventilation on at least two approximately opposite sides. Section 2516 (c) 6. 100. Specify that posts embedded in concrete shall be pressure treated per UBC Std. No. 25-12. Section 2516 (c) 1. FRAKCTG 101. Show wall bracing. Every exterior wood stud wall and main cross partition shall be braced at each end at least every 25 feet of length with 1x4 diagonal let-in braces or equivalent. Section 2517 (g) 3. 102, ^Foundations may support a roof in addition to the floors.V Where- only a roof is supported, use foundation for one floor. - . Note cross bridging or blocking. Floor joists and rafters 12" or more in depth shall be supported laterally by bridging at intervals not exceeding 8 feet, unless both edges are held inline.,^Sec. 2506 (h), 2517 (a) 6. 12/U787 Show "oiK the plans all structural requirements -"developed in the~ structural calculations. Section 302 (c). (See conroents below or at * 126. Columns and posts located on concrete or masonry floors or decks exposed to the weather or to \.ater splash or in basements and which support pernanent structures shall be supported by concrete piers or metal pedestals projecting above floors unless approved wood of natural resistance to decay or treated wood is used. Section 2516 (c) 4. 127. Individual concrete or masonry piers shall project at least 8 inches above exposed ground unless the columns or posts which they support are of approved wood of natural resistance to decay or treated wood is used. Section 2516 (c) *• 128. Show location of attic access with minimum size 22" x 30". Section 3205. 129'. 130. 131. 132. 133. 134. 135, is£ 138, Show draft separation for attic areas between units in a duplex. Section 2516 (f). Specify plywood grade and panel identification index. Table 25-N. When roof pitch is less than 3:12, design ridge as a beam. Section 2517 (h). If foundation cripple wall studs are less than 14" high, framing shall be solid blocking. Section 2517 (g) 4. Cripple vail studs exceeding 4 feet in height .shall be 3 inch by 4 inch or 2 inches by 6 inches when supporting 2 stories. Section 2517 (g) 4. Show plywood sheathing over exposed eaves, or other weather exposed areas, is exterior grade. Section 2516 (i). Show a weep screed at the foundation plate line on all exterior stud walls to be stuccoed. Section 4706 (e). Detail truss layout for 30" x 30" attic access, if requir&d for equipment in the attic. Ridges, hips, and valleys shall be at least one size larger than supported rafters. Section 2517 (h) 3. In open beam construction, provide strap ties across the beams at the ridge support. Section 2501 (b). , „ , < a .. *~*~~-_ ImoaAJflCAL fOKIFORM MKHAJTICAL CODKl Allvheating, ventilating, and cooling systems and Lances shall comply with the Uniform Mechanical tow the s ize, location and type of al 1 Cheating and cooling appliances or systems. 140. Show source of combustion air to furnace, per Chapter 6, INC. 141. Every dwelling unit shall be provided with heating facilities capable of maintaining a room temperature of 70 degrees F. at 3 feet above the floor in all habitable rooms. Show basis for compliance. UBC, Sec. 1212. 142. Show minimum 30" deep unobstructed working space in front of furnace. Section 5>05, UMC. 143. Note on plans, "clearances to be per manufacturer's listing." Section 504, UMC. Furnace shall not be installed in any bedroom, bathroom or in a closet or confined space with access only through such room unless specified as direct vent appliance, enclosed furnace or electric heating appliance. Section 704 UMC. Show I.C.B.O. fireplace. approval number for prefab We. Show access to the attic or underfloor furnace to be minimum 30 inches by 30 inches. Section 708 & 709 UMC. 147. Note that passageway to the attic furnace shall be unobstructed and have continuous solid flooring not less than 24 inches wide. Section 708 UMC. 148. Show permanent electrical outlet and lighting fixture controlled by a switch for the attic furnace. Section 708 UMC. 149. Show details to comply with Section 709 for furnace under the floor, or Section 710 for roof or outside furnace. 'O. Note on plan: Gas vents and non-combustible piping, in walls, passing through three floors or less shall be effectively draft stopped at each floor or ceiling. UBC, Section 1706 (a) 6. > Provide dryer 903. vent to outside. UMC, Section 12/14/87-r-J^ -*&$' **-, 8*1 8§yip4'^^ '-v";^\;t,r ^a$^^ja •A-*'^'-^'-*-,^J - '»•«.•" H^,;r^ct T-^^^^3l>^r.£ - ^"-^^-y^ii-vT-/--^ "» -.— ,,=<, %•?,., _i. ,-^ >-,- - , .. \ J ., ,]^j Vjs, , 4- - . < s. - "-* '-,<-*» jr; *„_!. r. „ (, ( ''All'wiring" shall comply vith the National Electrical 152? Show on the plan the amperage of the electrical - ~*o~service, the location of the service panel and _ the location of any sub-panels. >how location of all electrical receptacles. ectrical receptacle loca£i«rfs'"and/or t; not adeQua"te In /'/"nyj^^ ^ /P* L 155 .\Show at least one convenience outlet other than outlets for laundry, etc., outdoors, in garages and basements. NEC, Art. 210-52.•- - -ote convenience outlets in bathgoomfl) kitchen nter- top(s) within 6 feet of the kitchen sink, out da era > nad — in — fi***^8* — and bMaaontc fpUieg Shan fog iannfay and ajjilar-aqyipaent1) shall be GFI protected. NEC, Art. 210-8. X157. Note electrical system ground to be provided / per NEC, Art. 250-81. PUMBUC fUNTTOEM FUMBDC COOK1) 156. Show water heater siz-e, type and location on plans. UPC, Section 1301. 59. / 160. Show source for providing combustion air to fuel burning water heater. If vail openings in an enclosure are used, at least one-half of the required opening area shall extend into theupper twelve inches of the enclosure and one-half within the lower twelve inches. UPC,Section 1307. Fuel combustion water heater shall not be installed in bath or bedroom or in a closet opening into bath or bedroom. UPC, Section1309. 161. Provide adequate barrier to protect water heater from vehicle damage. UPC, Section 1310. ow T and P valve on water heater and show route of dischai-ge line to exterior.C, Section 1007 (e). '?163. Note on the jjlan that hose bibbs and lawn sprinkler systea shall nave approved backf low prevention devices. UPC, Section 1003(h) & • (i). 164V Show shower stall" can accommodate a' 30" circle7 and has a ainiaua floor area of 1,021* sq. in. UPC 909 (d). IO1SI IHSULAT1CH 165 / 166 167 Show details of duplex cocoon (party) walls and floor/ceiling assemblies to achieve a Sound Transmission Class (STC) rating in walls of SO decibels and an Impact Insulation Class (IIC) rating on floor/ceiling of SO decibels. Title 25. Show how penetrations of assemblies for piping, electrical devices, recessed cabinets, bathtubs, soffits, or heating ventilating, or exhaust ducts shal 1 be sealed , 1 ined , or insulated to maintain required sound transmission rating. Title 25. Provide insulation in walls and ceiling to achieve STC of 50 between garage and living area if garage use is not controlled by resident. Title 25. Permit applications received after June 30, 1988, are regulated by the new Residential Energy Standards. Provide plans, calculations and worksheets to show compliance. new regulations require a properly _pmp_le£ed and properlysigned Form CF-IS to be either imprinted oh the plans, taped to the plans or "sCicky backed" on the plans, to allow the building inspector to readily compare the actual construction with the requirements of the approved energy design. Section 1403(a)l, Title 24, states that Form CF-1R shall be signed by the person responsible for its preparation. The signer shall be a civil engineer^ mechanical engineer, electrical engineer, architect, jjeneral Duilding contractor^ mechanical . orelectrical contractor licensed or registered to practice by the State of California or other individual eligible under Division 3 of the Business and Professions Code to sign such documents. Document signers axe subject to the limitations in Division 3 of the Business and Professions Code. Please provide the signature. 9-, ; '•"" $ j. * ... _ „ z^:! ^. v^**^-£V4>£'i"•' ~r < X*;T^^p^tww^^-^^^p^;^ -i-r-^-S- ,,7 ^X -.T'1 *^ * "-^P/ ' ." ^;^j^ *-, 7_ energy^ items shwn ^>n"the "plaft*^ia«t ba In.^i *^\ , * agreement with - the information-ysHowh"1* on" the ^~ "»"_J_ properly completed Form CF-1R. ^ on the building plans/' all 'of theidatory energy- conservation, requirements as listed on the enclosure titled,' "Mandatory Energy Conservation Requirements" . . the make, model ande heating (or cooling) loss calculations if 45,000 BTU/Hr. efficiency of the system and provide the output exceeds For room additions, show that the glazing area *of the addition does not exceed 16X of the newly-conditioned floor area, plus glazing removed or relocated due to the addition. ' ' -f'!.', j iPlease see additional corrections, 6n the" following page.or remarks, jurisdiction has contracted with Esgil Corporation located at 9320 Chesapeake Drive, Suite 208, San^ Diego, California 92123; telephone number of 619/560-1468, to perform the plan check for your project.' -• If you have any questions regarding these plan check items, please contact J __ . at Esgil Corporation Thank you. 07/29/88- ^, ,^~'d^{Sw*vfrt'^H'^-^-r^iv/. -'i'j '!N- " , ESGIL CORPORATION 9320 CHESAPEAKE DR., SUITE 2O8 SAN DIEGO, CA 92123 (619) 5601468 DATE: y^ ~~ & " _ I ^APPLICANT <~\ I / /JURISDICTION: L^» - >3 I* =>-^( „ _ -P— QFILE COPYPLAN CHECK. NO: ^ 7 - S.Q U? _ SET: J— fjDESIGNER PROJECT ADDRESS: ^ G? S. G Lc, PROJECT NAME: ^ FD 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 deficien- cies identified 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 Corp. until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for the jurisdiction to return to the applicant contact person. The applicant's copy of the check list has been sent to: ; ^_^ ' i _/~ /*" ^*vi fc. -^"-J C Of r^ v , -^ / ~j -^ 13 f *i-C--vi 5 *£ -"* "^ C2 C^, *"7 Esgil staff did not advise the applicant contact person that plan check has been completed. Esgil staff did advise applicant that the plari check has been completed. Person contacted: /• ^c^-nt_ - "" ^ r _ Date contacted: J? - ? - 7'? _ Telephone # 7; V "j 7^ - !l REMARKS: L a. Enclosures: CORPORATION PLAN CHECK NO FOREWORD: PLEASE READ JURISDICTION: ( TO: &fCLOSDRES: PROJECT ADDRESS:/ I"f-'5*7C7''t FLOOR AREA: STORIES: HEIGHT: • r O ''•? REMARKS: PLAN CORRECTION SHEET STHra.lt FAMTT.y AND OOPLEX DWELLINGS Date plans received by jurisdiction: Date plans received by Esgil Corporation: /Date initial plan check copipleted/ f~\ __ /\~? /Y /jfo -,/ / . / >>6. Applicant,co»tact person: _Te 1 ephone: ^^^j. Plan check is limited to technical requirements contained in the Uniform Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state lav-s regulating energy conservation, noise attenuation and access for the handicapped. The plan check is based on regulations enforced by the Building Inspection Department. You may have other corrections based on laws and ordinances by the Planning Department, Engineering Department or other departments. Present California law mandates that residential construction comply with Title IU and the following model codes: 19S5 UBC (eff. 7/31/87) 19SS UPC (eff. 3/30/87) 1987 NEC (eff. 10/28/87) 1985 UMC (eff. 8/28/87) The above regulations apply to residential construction, regardless of the code editions adopted by ordinance. The circled items listed need clarification, modification or change. All items have to be satisfied before the plans will be in conformance with the cited codes and regulations. Per Sec. 303(c), 1985 Unform 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, note on this list for a copy") where, each correction item has been addressed i.g.^plan sheet, specification, etc. Be sure to enclose the marked up_list when you submit the^ revised plans. NICE: PAGE HWBEKS ARE NOT IN SEQUENCE AS PAGES HAVING NO ITEMS REEDING CORRECTIORS VERB EELETED. List No. 60, General Single Family Dwelling and Duplex Without Supplements. (1985 UBC) PUNS Please make all corrections on the original tracings and submit two new sets of prints, and any original plan sets that may have been returned to you by the jurisdiction, to: Esgil Corporation, 9320 Chesapeake Drive, Suite fi2Q8, San Diego, California 92123, (619) 560-1468. Please make all corrections on the original tracings and submit two new sets of prints, and any original plan sets that may have been returned to you by the jurisdiction, to. The jurisdiction's building department. Indicate on the Title Sheet of the plans, the name of the legal owner and name of person responsible for the preparation of the plans. Section 302(a)7. All sheets of plans must be signed by the person responsible for their preparation. (California Business and Professions Code). Plans, specifications and calculations shall be signed by the California state licensed engineer or architect responsible for their preparation, for plans deviating from conventional wood frame construction. Specify expiration date of license. (California Business and Professions Code}../ Ctjf£ 8. Specify on the Title Sheet of the plans the gross floor area of each element of this project including dwelling, garage, carport, patio, deck and balcony. Section 302(c). Provide a statement on the Title Sheet of the plans that^rhis project shall conpiy-->ith Title 24 and(l985)UBC, UMC and UPC and^l987j NEC . Submit fully dimensioned plot plan drawn to scale showing location, size, and use of all existing and proposed structures on the lot. Identify property lines and show lot dimensions and all easements. Show location of all cut or fill slopes. Show finish floor elevations and show elevations of adjacent finish grade. Show drainage patterns with minimum slopes. Section 302(c) 9.Indicate distance from property proposed building. Section 302(c). lines to 10. v/Show on the title sheet all structures, pools, ^—-~^ walls, etc. included under this application. Any portion of the project shown on the site plan that is not included with the building permit application filed should be clearly identified as "not included." 11. Clearly show if the lower level is a basement or a story, based on the definitions in Sections 403 and 420. Plot the finish grade (as defined) on the elevations and dimension the distance to the floor above, for story determination. FIRE FROD9CTIOS 12". Walls closer than 3 feet to property lines shall be one-hour rated construction, have no openings, and shall have 30 inch parapets when the building floor area exceeds 1,000 square feet on any floor. (Table 5-A, Section 1709 (a)). 13 Projections, including eaves, may not extend more than 12 inches into the 3 foot setback from the property line. Eaves over required windows shall be not less than 30 inches from the side and rear property lines. Section 1710 and Section 504 (a) and (b). 14. Plastic skylights shall not be installed within 8' of an exterior wall located where openings in such exterior vail are prohibited or required to be protected *\ Section 5207 (a) 7. 15'. Projections, including eaves, shall be one- hour fire-resistive construction, heavy timber or of noncombustible material if they project into the 3' setback area from the property line. Section 1710. ®Show location of permanently wired smoke detector, centrally located in corridor or area giving access to sleeping rooms or above stair if sleeping, rooms are on upper level. Section 1210. Jgyf'/sL /-— > -" / G 17. A smoke detector shall be installed in the basement of dwelling units having a stairway which opens from the basement into the dwelling. Such detector shall be connected to a sounding device or other detector to provide an alarm which will be audible in the sleeping area. Section 1210. 18. When the valuation of a room addition exceeds $1,000, or when sleeping rooms are created, smoke detectors shall be provided at existing; bedrooms per item 16 above. 12/14/87 BOCM SIZES. LJCKT. VBTnLATIOM AHD CTAZDC /19. Habitable rooms, other than kitchens, shall contain at least 70 square feet of floor area At least one room shall have not less than 120 square feet of floor area. Section 1207 (b). 26. Window area ttrust be at least 1/10 of the floor area and a minimum of 10 square feet per Section 1205 (a). Appears to be deficient in Openable window area in habitable rooms must be 1/20 of the floor area and a minimum of 5 square feet. In bathrooms, laundry rooms and similar rooms 1/20 of area is required and minimum is 1.5 sq. ft. (Section 1205 (a)) At least 1/2 of the common wall must be open and have an opening not less than 25 sq. ft. nor one tenth of the floor area of the interior room if light and ventilation is being supplied from an adjacent room. Section 1205 (a). Required windows shall not open into a roofed porch unless the ceiling height is at least 7 feet, the longer side is at least 65H open, and the porch abuts a street, yard or court. Section 1205 (a). Provide mechanical ventilation capable of providing five air changes per hour in bathrooms, water closet compartments, laundry rooms and similar rooms if required openable windows are not provided. Section 1205 (a). & 25 26 / 27, 28. 29. No habitable room, other than a kitchen, shall be less than 710" in any dimension. Section 1207 (c). Show that ceiling height for habitable rooms is a minimum of 7'6". Section 1207 (a). Show ceiling height for laundry rooms, hallways, corridors, and bathrooms is a minimum of 7'0". Section 1207 (a). Dimension on the plans the 30" clear width for vater closet compartments and 2k" clearance in front of water closet. Section 511 (a) Specify safety glazing for glazing in hazardous locations such as glass doors, glazing adjacent to such doors and glazing adjacent to walking surfaces Section 5406 32;y 33. 34. 35. 36. 37. Glazing, in the same wall plane as a door, must be safety glazing if Mthm 12" of the door and less than 60" above the walking surface, unless the glazing is leaded or faceted glass. Section 5406 (d) 6. Glazing in shower and tub enclosures shall be tempered, laminated or approved plastic (including vindo\.s within 5 feet of tub or shower floor). Section 5V06 (d) 5. J -Sleeping rooms shall have axvindow or exterior door for enrergency exit. Sill height shall not exceed 44" above the floor. The window must have an openable area of at least 5.7 square feet with the minimum openable width 20" and the minimum openable height 24". Section 1204. A mezzanine is an intermediate floor and may not have a floor area exceeding 33 1/3 percent of the total floor area in the room below. The oezzanine floor must have a clear height of 7 feet, above and below, and must have the long side open to the room below except for posts and protective walls or railings not exceeding 42" in height. Section 1716. The loft you show does not comply as a mezzanine floor and is, by Uniform Building Code definition, a story. Section 1716. EXITS. STAIRWAYS. AHD F*TT.TTCS Floors above the second story shall have not less than 2 exits. Occupied roofs may have one exit if such occupied areas are less than 500 square feet and located no higher than immediately above the second story Section 3303 (a). Required exit doorways shall be not less than 36" in width and not less than 6'8" in height, and shall be capable of opening at least 90 degrees. Section 3304 (e). Provide 36" high protective railing for porches, balconies, and open sides of stair landings. Openings between railing shall be less than 6". Section 1711. Show how guardrail connection details are adequate to support 20 pounds per lineal foot at a right angle to the top rail Table 23-B. 12/14/87 /^\ '39.) Provide stairway and landing details. Section - X 3306 (b) & (c). US. a. b. c. Maximim rise is 7" and minimum run is 11". When the stairs serves less than 10 occupants, or serves an unoccupied roof, rise may be 8" maximum and run 9" minunum. Minimum headroom is 6'6". Minimum width is 36". 40.) All handrails per Section 3306 (j), shall -—-^ satisfy the following: a.Provide handrail for stairways with 4 or aore risers. b. Handrail shall be 30" to 34" above the nosing of treads. c. The handgrip portion of handrail shall be not less than 1 1/4" nor more than 2" in cross-sectional dimension. 41. Every stairway landing shall have a dimension, measured in the direction of travel, at least equal to the stairway width. Such dimension need not exceed 36 inches. Section 3306 (g), 3304 (i). 42. A door may open inward at the top step of a stairway provided the top step is not more than 7 1/2" lower than the floor level. Section 3304 (h). 43. Provide details of winding stairway complying with Section 3306 (d)- a. Minimum tread is 6 inches at any point and minimum 9 inches at a point 12 inches from where the treads are narrowest. b. Maximum rise is 8 inches. c. Minimum width is 36 inches. 44. Provide spiral stairway details, per Section 3306 (f): a. Minimum run is 7 1/2 inches measured at a point 12 inches from where the treads are the narrowest. b. Maximum rise is 9 1/2 inches. c. Minimum headroom is 6 feet 6 inches d. The tread must provide a clear walking area measuring at least 26 inches from the outer edge of the supporting column to the inner edge of the handrail. 48. Spiral stairways may not be used for required exits when the area served is greater than 400 sq. ft. Section 3306 (f). Provide I.C.B.O. Research Report and number for metal stairway, or submit plans and calculations and approved fabricator registered with the building departjoent or note that the stairway fabrication plans shall be submitted to and approved by the building official prior to installation. In buildings over 2 stories in height, provide 3/4 hour fire-rated assemblies for all openings in the exterior wall below or within 10 feet horizontally of an exterior stairway. An exit balcony with 2 separated stairways is exempt. Section 3306 (1). Openings in exterior walls below or within 10 feet, measured horizontally, of an exterior stair shall be protected by self-closing fire assemblies having a three-fourths-hour fire protection rating when the stair serves a floor level having openings in two or more floors below it. An exit balcony with two separated stairways is exempt. Section 3306 (1). Exterior stairways shall not project into the 3 foot setback from the property lines. Section 3306 (n). The walls and soffits of the enclosed usable space under interior stairs shall be protected on the enclosed side as required for one-hour fire-resistive construction. Section 3306 51. Within units, show that corridors have a minimum width of 36 inches. Section 3305 (b). ROOFCTG 52. Specify roof slope. 53. Roof slope is not adequate for roof type specified. Table 32-B; Section 3203 (h). 49. 54 .y Specify roof Chapter 32. material and application. Specify I.C.B.O. or U.L. approval number for roof materials not covered in U B.C., e.g , tile, etc. Section 107. 12/14/87 56. The maximum slope for a fire retardant built- up roof, with rock or gravel surfacing, is 3 inches in 12 inches. Section 3203 (e) 2. 57. The minimum slope for a fire retardant built- up roof, v,ith cap sheet surfacing, is 1/2 inch in 12 inches. Section 3203 (e) 3. 58. Specify minimum 1/4 inch per foot roof slope for drainage or design to support accumulated vater. Section 3207 (a), Section 2305 (f) and Section 2511 (d) 6. 59. Show roof drains and overflows. Section 3207. 60.) --—^ 61J S~\ 64. Provide skylight details to show compliance with Sections 3401 and 5207 or provide I.C.B.O. approval number. Plastic skylights must be separated from each other by at least 4 feet. Section 5207 (a) 6. Show attic ventilation. Minimum vent area is 1/150 of attic area or 1/300 of attic area if at least 50% of the required vent is at least 3 feet above eave vents or cornice vents. Show required area and area provided. Section 3205 (c). KASOSCT Provide fireplace construction details or note construction to be per attached fireplace standard drawing. Chapter 37. Show anchored veneer support and connections attached to wood in Seismic Zones 3 and 4, comply with Section 3006 (d)l and Section 2515 (a). Show ties and P9 wire in horizontal joints. 65_J Show height ~~masonry walls. and construction Chapter 2k. details of all 66. Note that cleanout openings shall be provided at the bottom of all cells to be grout filled in accordance with Table 24-G. Cleanouts shall be sealed before grouting, after inspection. 67. Show floor and roof connections to masonry walls. Connection shall resist 200 pounds per lineal foot or the actual design load, whichever is greater. Cross grain tension or bending in wood ledgers is not permitted. Section 2310 & 2312 (j)3A. ,68. Provide details for damp proofing the foundation walls, below finish grade, where usable space exists on the interior side of the walls. Section 1707 (d). 74 75. 78. 79 Show a minimum 2" air space and flashing between planter and building vails. Section 2516 (c) 7. GARAGE AND CARPORTS Garage requires one-hour fire protection on the garage side of vails and ceiling coagson to the dwelling. Table 5-B, Section 503^[d). All elements supporting floor above garage, including vails supporting floor joists, must have one-hour fire-resistive protection on the garage side. Section 503 (b) Show 1 3/8" solid core self-closing door for openings between garage and dwelling. Section 503 (d). Garages are not permitted to open into a room used for sleeping purposes. Section 1104. An occupancy separation is not required between carport and residence, provided the carport is open on two or more sides and has no enclosed uses above. Section 503 (a) Exception 3. Show garage framing sections, size of header over garage opening, lateral cross bracing at plate line, method bracing garage front and holddowns if, required. Chapter 23. NOTE: Maximum shear panel ratio is 3 1/2 to 1 for height-to-width. Table 25-1. Doors may open into the garage only if the floor or landing in the garage is not more than one inch lower than the door threshold. Section 3304 (h). Provide an 18" raised platform for any FAU, water heater, or other device in the garage which may generate a flame or spark. UMC Section 508, UPC Section 1310 (a). FOOHDATIOW RBOJOIKEMBrrS Per soils report, note on the plan the soils classification, whether or not the soil is expansive and note the allowable bearing value Section 2905 (c). The foundation plan does not comply with the soils report recommendations for this project. Please review the report and modify design, notes and details as required to show compliance: Ujhy~ / ^ rr~ cJ v ' 0%~s r ^/o.n^y <cp <r V- f— . -/"- /" ^ r r-Y:r •P«J: j> < } -P^iA. C : •-• i .- 5 -^~ UA ^ C U. ~>~^\cA -/-? .A^r -Mf / ~\i_ LA ^ <y t- > f ,•• x4;*~i /-/"xHWV /^ 12/14/87 J 80. 81, 82". 85-. Provide notes on the foundation plan listing the soils report recommendation for foundations, slab and building pad preparation. 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 (when required by the soil report). The soils report reconzaendations excavations be reviewed by soiIs engineer. Note on the foundation plan that "Prior to the contractor requesting a Building Department foundation inspection, the soils engineer shall advise the building official in writing that: 1. The building pad t«as prepared in accordance vith the soils report, 2. The utility trenches have been properly backfilled and compacted, and 3. The foundation excavations, formings and reinforcements comply with the soils report and approved plan.11 Show height of all 23. foundation i*alls. Chapter Show height of retained earth on all foundation walls. Chapter 23. If cut or fill slopes exist, show distance of foundation to edge of cut or fill slopes and show steepness and heights of cuts and fills. Chapter 29. Note on plans that wood shall be 6" minimum above finish grade. Section 2907 (a). Note on plans that surface water wall drain away from building and show drainage pattern and key elevations On graded sites, the top of any exterior foundation shall extend above the street gutter at point of discharge or the inlet to a drainage device a minimum of 12" plus 2 percent. Section 2905 (f), 2907 (d) 5. Dimension foundation per U.B.C. Table 29A Floors Supported* Stemwall Width Footing Depth Thickness 6" 8" 10" 12" 15" 18" 12" 18" 2V 6" 7" 8" ,89. 90. Show foundation sills to be pressure treated, or equal. Section 2516 (c) 3. Show foundation bolt size and spacing. Section 2907 (f) """Foundations may support a roof in addition to the floors. Where only a roof is supported, use foundation for one floor. 91^. Specify size, I.C.B.O. number and manufacturer of power driven pins. Shov edge and end distances and spacing. Section 302 (c). 92. If required by structural calculations, show size, irabedment and location of hold down anchors on foundation plan. Section 2312 (f), 302 (c). 93./If hold downs are required by calculations, —' note on plan that hold down anchors must be tied in place prior to foundation inspection Section 305 (e) 1. X 94. Show adequate footings under all bearing walls and shear walls. Section 2907 (b) 95"! Show on the plans stepped footings for slopes steeper than 1.10. Section 2907 (c). 96 97 98. 99 Show minimum 18" clearance from grade to bottom of floor joists and minimum 12" clearance to bottom of girders. Section 2516 (c) 2. Show pier size, spacing and depth into undisturbed soil. Table 29-A. Show minimum underfloor access Section 2516 (c). of 18" x 2V. Show minimum underfloor ventilation equal to 1 sq. ft. for each 150 sq. ft. of underfloor area. Openings shall be as close to corners as practicable and shall provide cross ventilation on at least two approximately opposite sides. Section 2516 (c) 6. 100. Specify that posts embedded in concrete shall be pressure treated per UBC Std. No. 25-12. Section 2516 (c) 1. FRAHTHG K)l Show wall bracing. Every exterior wood stud wall and roam cross partition shall be braced at each end at least every 25 feet of length with 1x4 diagonal let-in braces or equivalent. Section 2517 (g) 3 102. Note cross bridging or blocking. Floor joists and rafters 12" or more in depth shall be supported laterally by bridging at intervals not exceeding 8 feet, unless both edges are held inline. Sec. 2506 (h), 2517 (a) 6. 12/14/87 103. Show blocking at ends and at supports of floor joists, rafters and trusses at exterior walls. Section 2517 (d) 3, 2517 (h) 6. 10ft. Show double joists. Floor joists shall be doubled under bearing partitions running parallel with the joists. Section 2517 (d) 5. 105. Bearing partitions, perpendicular to joists, shall not be offset from supporting girders, beams, walls or partitions, more than the depth of the joist. Section 2517 (d) 5. 106. Show rafter ties. Rafter ties shall be spaced not more than ft feet on center and be just above the ceiling joists, where rafters and ceiling joists are not parallel. Section 2517 (h) ft. 107. Show rafter purlin braces to be not less than ft5 degrees to the horizontal. Section 2517 (h) 5. 108. Show 1/2" minimum clearance between top plate of interior partitions and bottom chord of trusses. (To ensure loading will be as designed). 109. Show double top plate with minimum ft8n lap splice. Section 2517 (g) 2. 110. Show nailing will be in compliance with Table 25-Q. Show or note fire stops at the following locations per Section 2516 (f): / <^£^t?--^ C?~~*~\ *€"•£- 7 : - - a. In concealed spaces of stud vails and partitions, including furred spaces, at the ceiling and floor levels and at 10 foot intervals along the length of the wall; b. at all interconnections between concealed vertical and horizontal spaces such as occur at soffits, drop ceilings and cove ceilings; c. In concealed spaces between stair stringers at the top and bottom of the run and between studs along and inline with the run of stairs if the walls under the stairs are unfinished; and d. in openings around vents, pipes, ducts, chimneys, fireplaces and similar openings which afford a passage for fire at ceiling and floof levels, with noncorabustible materials. 112. Show stud size and spacing. Maximum allowable stud heights: Bearing wall: 2 xft and 2x6 max. 10'; Non-bearing: 2x4 nax. 1ft1, 2 x 6 max. 20'. Table 25-R-3. 113. Studs supporting ceiling must be 3 Table 25-R-3. two floors, a roof and x ft or 2 x 6 at 16" o.c. lift. 115. Note on A.I.T.C. Certificate of Compliance for glued laminated wood members shall be given to the building inspector prior to installation. Section 306 (f). Detail all post-to-beam and post-to-footing connections and reference the detail to the plan. Section 2516 (m). Detail shear transfer connections, including roof and floor diaphragms, to shear walls. Section 2513. Specify nail size and spacing for all shear walls, floor and roof diaphragms. Indicate required blocking. Maintain maximum diaphragm dimension ratios. [Tables 25 I, J, K and Section ft713 (d)]. Show 3" x 4" or 2" x 6" studs in first story of three story building. Table 25-R-3. Provide truss details and truss calculations for this project. Specify truss identification numbers on the plans. Provide roof framing plan and floor framing plan. Section 302 (c). 121. Provide framing sections through 118. 119. Section 302 (c). 122. Specify all header sizes for opening over ft1 wide. Section 2517 (g) 5. 123. Provide calculations for main vertical and horizontal framing members and post footings. Section 302 (b). 12ft. Provide calculations for lateral loads, shear panels, shear transfer and related. Section 302 (b). 125. Show on the plans all structural requirements developed in the structural calculations . Section 302 (c). (See comments below or at end. ) 126. Columns and posts located on concrete or masonry floors or decks exposed to the weather or to vater splash or in basements and which support permanent structures shall be supported by concrete piers or metal pedestals projecting above floors unless approved wood of natural resistance to decay or treated wood is used. Section 2516 (c) 4. 127. Individual concrete or masonry piers shall project at least 8 inches above exposed ground unless the columns or posts which they support are of approved wood of natural resistance to decay or treated wood is used. Section 2516 (c) 4. 128. Show location of attic access with minimum size 22" x 30". Section 3205. 129. / 130. 131. 132. 133. 134. 135. /•13* 137 138 Show draft separation for attic areas between units in a duplex. Section 2516 (f). Specify plywood grade and panel identification index. Table 25-N. When roof pitch is less than 3:12, design ridge as a beam. Section 2517 (h). If foundation cripple wall studs are less than 14" high, framing shall be solid blocking. Section 2517 (g) 4. Cripple wall studs exceeding 4 feet in height shall be 3 inch by 4 inch or 2 inches by 6 inches when supporting 2 stories. Section 2517 (g) 4. Show plywood sheathing over exposed eaves, or other weather exposed areas, is exterior grade. Section 2516 (i). Show a weep screed at the foundation plate line on all exterior stud walls to be stuccoed. Section 4706 (e). Detail truss layout for 30" x 30" attic access, if required for equipment in the attic. Ridges, hips, and valleys shall be at least one size larger than supported rafters. Section 2517 (h) 3. In open beam construction, provide strap ties across the beams at the ridge support. Section 2501 (b). MECHANICAL (UHTFOKM MECHAHICAL COOK) All heating, ventilating, and cooling systems and appliances shall comply with the Uniform Mechanical Code. i 139/ Show the size, location and type of all ^— -^ heating and cooling appliances or systems. /140. Show source of combustion air to furnace, per Chapter 6, UMC. 141. Every dwelling unit shall be provided with heating facilities capable of maintaining a room temperature of 70 degrees F. at 3 feet above the floor in all habitable rooms. Show basis for compliance. UBC, Sec. 1211. 142. Show minimum 30" deep unobstructed working space in front of furnace Section 505, UMC. 143. Note on plans, "clearances to be per manufacturer's listing." Section 504, UMC. 144. Furnace shall not be installed in any bedroom, bathroom or in a closet or confined space with access only through such room unless specified as direct vent appliance, enclosed furnace or electric heating appliance. Section 704 UMC. 149. ISO. Show I.C.B.O. fireplace. approval number for prefab 146. Show access to the attic or underfloor furnace to be minimum 30 inches by 30 inches. Section 708 & 709 UMC. 147. Note that passageway to the attic furnace shall be unobstructed and have continuous solid flooring not less than 24 inches wide. Section 708 UMC. 148. Show permanent electrical outlet and lighting fixture controlled by a switch for the attic furnace. Section 708 UMC ST~\ Show details to comply with Section 709 for furnace under the floor, or Section 710 for roof or outside furnace. Note on plan: Gas vents and non-combustible piping, in walls, passing through three floors or less shall be effectively draft stopped at each floor or ceiling. UBC, Section 1706 (a) 6. Provide dryer 1903. vent to outside. UMC, Section 12/14/87 ELECTRICAL fHAnOHAL ELECTRICAL POM) All wiring shall comply Mth the National Electrical Code. 152. Show on the plan the amperage of the electrical service, the location of the service panel and the location of any sub-panels. 153. Show location of all electrical receptacles. "~^154]. Electrical receptacle locations and/or spacing is not adequate in /i^-7.5 *~V /? /^ _u/~^__A'f 155. Show at least one convenience outlet other than outlets for laundry, etc., outdoors, in garages and basements. NEC, Art. 210-52. Note convenience outlets in bathrooms, kitchen counter top(s) within 6 feet of the kitchen sink, outdoors, and in garages and basements (other than for laundry and similar equipment) shall be GFI protected. NEC, Art. 210-8. Note electrical system ground to be provided per NEC, Art. 250-81. FUMBIHG (UHTFOKM PUMBCTG CODE) 164. Show shower stall can accommodate a 30" circle and has a minimum floor area of 1,024 sq. in. UPC 909 (d). BOISE IHSULATIOH fDPPLEXES) 165^ Show details of duplex common (party) walls and floor/ceiling assemblies to achieve a Sound Transmission Class (STC) rating in walls of 50 decibels and an Impact Insulation Class (IIC) rating on floor/ceiling of 50 decibels. Title 25. /166. Show how penetrations of assemblies for piping, electrical devices, recessed cabinets, bathtubs, soffits, or heating ventilating, or exhaust ducts shall be sealed, lined, or insulated to maintain required sound transmission rating. Title 25. 167. Provide insulation in walls and ceiling to achieve STC of 50 between garage and living area if garage use is not controlled by resident. Title 25. 157. 15*. 15/. Show water plans. UPC, heater sise, type and location on Section 1301. Show source for providing combustion air to fuel burning water heater. If wall openings in an enclosure are used, at least one-half of the required opening area shall extend into the upper twelve inches of the enclosure and one- half within the lower twelve inches. UPC, Section 1307. Fuel combustion *ater heater shall not be installed in bath or bedroom or in a closet opening into bath or bedroom. UPC, Section 1309. 161 . Provide adequate barrier to protect water heater from vehicle damage. UPC, Section 1310. / 160. ,( 162. ,/Show T and P valve on water heater and show V ___ /route of discharge line to exterior. UPC, Section 1007 (e). 163. Note on the plan that hose bibbs and lawn sprinkler system shall have approved backflow prevention devices. UPC, Section 1003(h) & (i). 168. Permit applications received after June 30, 1988, are regulated by the new Residential Energy Standards. Provide plans, calculations and worksheets to show compliance. S~\169.) The new regulations require a properly completed and properly signed Form CF-1R to be either^ imprinted on the plans, taped to the ~Z^f' plans o"r ^stlci^ backed" on the plans, to allow the building inspector to readily compare the actual construction with the __ requirements of the approved energy design. ( 170 ./Section 1403(a)l, Title 24, states that Form CF-1R shall be signed by the person responsible for its preparation. The signer shall be a civil engineer, mechanical engineer, electrical engineer, architect, general building contractor, mechanical contractor, or electrical contractor licensed or registered to practice by the State of California or other individual eligible under Division 3 of the Business and Professions Code to sign such documents. Document signers are subject to the limitations in Division 3 of the Business and Professions Code. Please provide the signature. 7/29/88 171J All energy items shown on the plans must be in agreement with the information shown on the properly completed Form CF-1R. 172,1 Specify on the building plans all of the mandatory energy conservation requirements as listed on the enclosure titled, "Mandatory Energy Conservation Reauirements". 173. /Show the make, model and efficiency of the space heating (or cooling) system and provide heat loss calculations if the output exceeds AS,000 BTU/Hr. 17iT. For room additions, show that the glazing area / of the addition does not exceed 16% of the newly-conditioned floor area, plus glazing removed or relocated due to the addition. 175. Please see additional corrections, or remarks, on the following page. The jurisdiction has contracted with Esgil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 619/560-1A68, to perform the plan check for your project. If you have any questions regarding these plan check items „ pjease contact {_k items, pl L 7^ ^- ^j. at Esgil Corporation. Thank you. / I --•/' ,»^J'^ >-:. T 'T" 7 07/29/88 10 Certificate of Compliance: Residential (.rage i 01 ProJeclTlUe Project Addren Documentation Author Compliance Method (Pictige, Point Syrtem or Computer) Date Telephone Buddm j Permit i Qiedtcd By / Due CUmate Zone Enforcemaa Ajency U»e Only GENERAL INFORMATION Total Conditioned Floor Area:fV Building Type- (check one or more) Front Entry Orientation: Number of Dwelling Units: Floor Construction Type: Infiltration Control: Single Family Multi-Family (less than 4 stories) Multi-Family (4 or more stories) Hotel/Motel Addition Exisung-PIus-Addiuon North / East / South / West / All Orientations (circle one or more) Slab /Raised Floor (circle one or both) Standard/Tight (circle one) BUILDING SHELL INSULATION Component Insulation Location/Comments Type R-Value (ttoc. to garage, typical, etc ) Wall Wall Roof Roof Floor Floor Slab Edge GLAZING Shading Devices Glazing Orientation Area (sf) Glass Type (single, double) Interior (roller bbnd, etc ) Exterior (shadescreen. etc ) Overhang (yes/no) Framing Type (metal/wood) Front.... ( ) Front.... ( ) Left.... ( ) Left ( ) Rear .. ( ) Rear ... ( ) Right... ( ) Right... ( ) Skylight Skylight THERMAL MASS Type/Covering (slab/exposed, ble. etc ) Area (sO Thickness (inches)Location/Description (Vitchen. bath, etc ) Certificate of Compliance: Residential (Page 2 of 2)CF-1R Project TWe Date HVAC SYSTEMS Minimum Duct Type (furnace, air Efficiency Location conditioner, heal pump) (SE. SEER.HSPF) (unc. etc ) Duct Output Manufacturer / Model # R-Value (Btuh) (or approved equal) Maximum Furnace Heating Output.Btuh HOT WATER SYSTEMS ^ Manufacturer/Model # System Type (storage gas, eic) Capacity (or approved equal)Special Feature(s) SPECIAL FEATURES/REMARKS (Add extra sheets if necessary) COMPLIANCE STATEMENT Tms certificate of compliance lists the building features and performance specifications needed to comply with Title 24, Chapter 2-53 and Title 20, Chapter 2, Subchapter 4, Article 1 of the California Administrative code. This certificate has been signed by the individual with overall design responsibility and the building owner, who shall retain a copy of it and transmit the certificate to any subsequent purchaser of the building When this certificate of compliance is submitted for a single building plan to be built m multiple onentations, all building conservation features wruch vary are indicated in the Special Features/Remarks section. Designer Name. Tide/Firm Address. Telephone. Lie # Building Owner Name Title/Firm: Address: Telephone. (signature)(dale)(signature)(date) Documentation Author Name: Tide/Firm: Address: Telephone. Enforcement Agency Name: Agency. Telephone' (signature) Form Revised Mirch 198* (date)(signature or stamp)(date) THE FOLLOWING NOTES SPECIFYING MANDATORY REQUIREMENTS SBDU1D BE INCORPORATED OH PLAN SHhKTS, OR CONTAINED wrmra JOB SPECIFICATION MOMENTS. HAKDATOKY EKERGY CONSERVATION KKpUU&KEKTS OF THE STATE OP r*T.TPnCTTA (1) All heating, ventilating, air conditioning, and water heating equipment shall meet all of the requirements of the Appliance Efficiency Standards and shall be certified by the California Energy Commission. (1) A two stage thermostat, which controls the supplementary heat on its second stage, shall be provided for heat pumps. (3) Thermostats shall be equipped with an automatic setback, which the building occupant can program to automatically set back the thermostat twice in 2k- hours. (4) Equipment which requires preventive maintenance to maintain efficient operation shall be furnished with complete necessary maintenance information. (5) All gas-fired fan type central furnaces, gas-fired fan type wall furnaces, and cooking appliances shall be equipped with an intermittent ignition device. (6) All fan systems exhausting air to the outside shall be provided with backdraft dampers. (7) All transverse duct, plenum, and fitting joints shall be sealed with pressure sensitive tape or mastic to prevent air loss and shall be insulated to conform to the provisions of Section 1005 of the UMC, 1982 Edition. (8) A vapor barrier is required in climate zone 1, IS and 16. (9) All manufactured windows and sliding glass doors shall meet the 1972 ANSI air infiltration standards and shall be certified and labeled. (10) All s-inging doors and windows leading to unconditioned areas shall be fully weather-stripped. (11) Storage type \.ater heaters and storage and backup tanks for solar systems shall be externally wrapped with R-12 insulation or greater. (12) The five feet of pipe closest to the water heater, if outside condrtioned space, shall be insulated with a raininun of R-3. Steam and steam condensation return piping and recirculating hot water piping outside the building envelope shall be insulated in accordance with T20-lW)6(d). (13) I^mps used in luminaries for general lighting in kitchens and bathrooms shall have an efficiency of not less than 25 lumens per watt. (14) Showerheads and faucets shall be equipped with flow restrictors as outlined in the appliance efficiency standards and shall be certified to the Energy Commission. (15) Masonry and factory-built fireplaces on exterior walls, shall be equipped with tight-fitting closeable metal or glass doors covering the entire opening of the firebox; a combustion air intake equipped with a readily accessible, operable, and tight fitting damper to draw air from the outside of the building, and a tight fitting flue damper with a readily accessible control. (16) Insulation used shall comply with California Quality Standards. (17) The insulation installer shall post a signed certificate..-Section 276. Insulation Certificate (All Occupancies). After installing insulation, the installer shall post in a conspicuous location ui the building a certificate signed by the installer and the builder stating that the installation conforms the requirements of Title 24, Part 2, Chapter 2-53, and that the materials installed conform with the requirements of Title 20, Chapter 2, Subchapter i*, Article 3. The certificate shall state the manufacturer's name and material identification, the installed "R" value, and (in applications of loose fill insulation) the minimum installed weight per square foot consistent with the manufacturer's labeled density for the desired "R" value. (18) For infiltration control all openings and penetrations must be caulked and sealed, such as around windows, at sole plates, and openings for utility pipes and wires. Form ECH Datet<3 Jurisdiction f P ^ As b -> :: \ Prepared by/{ VALUATION AND PLAN CHECK FEE Q Bldg. Dept. Q Esgil PLAN CHECK NO.^9 ~ BUILDING ADDHESS a APPLICANT/CONTACT BUILDING OCCUPANCY PHONE NO. DESIGNER PHONE TYPE OF CONSTRUCTION CONTRACTOR PHONE BUILDING PORTION -JS /^ O frt £)^ c /£_ Air Conditioning Commercial Residential Res. or Comm. Fire Snrinklers Total Value BUILDING AREA ^"73 6 ^O^ET ^^ $ -2-7^ t* VALUATION MULTIPLIER ^6~ / 7 " J, 5^ - @ o i ^^ e VALUE /^ 6~7^ /v5-^^~ <S^77 • ^ 5^!^ zo^/o^ Building Permit Fee $ Plan Check Fee $ C 0 H ME N TS; / SHEET / OF /12/87 03 0)4-1reQ > 03 T30) *V *>0) * •MreQ 00 •oD•p 0> >tya: n n n n Date: S /Zt ENGINEERING CHECKLIST LEGEND Pian Check No. Project Address: Project Name: Field Check Date: © 1,2,3 Item Complete I tern I ncomplete - Needs Your Action Number in circle indicates plancheck number that deficiency was identified LEGAL REQUIREMENTS Site Plan 1.Provide a fully dimensioned site plan drawn to scale. Show. North arrow, property lines, easements, existing and proposed Structures, streets, existing street improvements, pt§fit-of-way "width) and dimensioned setbacks. P ^f • eitjnt1 2.Show on Site Plan: Finish floor elevations, elevations of finish grade adjacent to building, existing topographical fines, existing and proposed slopes, driveway and percent (%) grade and drainage patterns. 3. Provide legal description of property. 4. Provide assessor's parcel number. D nan a D ana ana ana nan a a D ] D D PERMITS REQUIRED Grading Grading permit required. (Separate submittal to Engineering Department required for Grading Permit). Grading plans in plan check PE . Need the following completed prior to building permit issuance: A. Grading plans signed. B. Grading permit issued. C. Grading completed. D. Certification letter and compaction reports submitted, E. Grading inspected' and permit signed off by City Inspector. Right-of-Way Permit required for work in public right-of-way (e.g., driveway approach, sidewalk, connection to water main, etc). Industrial Waste Permit application required. To be filled out completely and returned to Development Processing. CKD • FEES REQUIRED D D D a a a a p D a a D a 10. Park-in-Lieu fees required. Quadrant: , Fee Per Unit:, Total Peer 11. Traffic impact fee required. „ . Fee Per Unit £&?£>**-_. Total Fee: g 6 7Q .* 12. Bridge and Thoroughfare fee required. Fee Per Unif 6"^^- Total Fee: 13. Public facilities fee required. 14. Facilities management fee required. Fee: 15. Additional EDU's required: ' Sewer connection fee//Z5 O.crpy Sewer permit no. 16. Sewer lateral required-\3?/ REMARKS: O.K. to issue:^ Date If you have any questions about any of the above items identified on this plan check, please call the Development Processing Department at 438-1161. (Qo DO -Q 0) £.£">o>o: V 0]Q CO •g v£0) *>V OC V (0a CO •oat£.£'>V£ =«!= ro u u uQ. a. a. n a 0/n p a n n n D n a Plan Check No. PLANNING CHECKLIST Address // Type of Project and Use Zone )<*— ( Setback: Front OK Facilities Management Zone (p School District San Dieguito Carlsbad Discretionary Action Required Environmental Required Landscape Plan Required Comments Use Allowed? YES Side O}\ Rear QK NO YES YES YES Encinitas San Marcos [X. NO tf Type NO tf NO fV Coastal Permit Required Additional Comments YES OK TO I!DATE GOUVIS ENGINEERING PROJECT: STRUCTURAL CALCULATIONS FOR THE FRANK CARR RESIDENCE JOB NO. : 9754 DATE : February 14, 1989 PLAN NO. : Custom LOCATION : Carlsbad, California OWNER : Frank Carr DESIGN CRITERIA: A. CODE: 1985 UBC, EXPOSURE C B. WOOD SPECIES: DOUGLAS FIR LARCH (NORTH) NOTE: WOOD MEMBER SIZES SELECTED IN THE FOLLOWING CALCULATIONS ARE DRESSED (S4S) SIZES. ALL 4Xs, 6Xs AND 8Xs TO BE DOUGLAS FIR NO. 1. WHEN RESAWN MEMBERS ARE DESIRED, INCREASE DEPTH OF SPECIFIED MEMBER BY TWO (2) INCHES. C. ULTIMATE STRENGTH CONCRETE: 2000 PSI (MIN) D. ULTIMATE COMPRESSIVE STRENGTH MASONRY: 1350 PSI E. STRUCTURAL STEEL (A36) F. NON-MONOLITHIC POUR FOUNDATION SYSTEM SOILS AND GEOLOGY: REPORT BY- SAN DIEGO SOILS ENGINEERING, INC. NOTE: THIS REPORT TO BE CONSIDERED AS A PART OF THESE CALCULATIONS IN ALL OF ITS REQUIREMENTS. ALLOWABLE SOIL BEARING PRESSURE: 1500 PSF *** MINIMUM FOUNDATION DEPTH, WIDTH, REINFORCING STEEL AND EXPANSIVE SOIL REQUIREMENTS TO BE VERIFIED PRIOR TO CONSTRUCTION *** NOTICE: USE RESTRICTIONS OF THESE CALCULATIONS THE ATTACHED CALCULATIONS ARE VALID ONLY WHEN BEARING ORIGINAL SIGNATURE OF NICHOLAS A. GOUVIS, HEREON. PHOTO-COPY SIGNATURE IS VOID. IOLAS A*. GOUVIS, PRESIDENT, RCE 12360 GOUVIS ENGINEERING EXP. DATE 03/31/89 1383 REDONDOBLVD SUITE 201-LONG BEACH, CALIFORNIA 90804 (213) 597 6621-(800) 874 6221 -FAX (213) 597 6408 2150 EAST TAHOUITZ McCALLUM, SUITE 9 - PALM SPRINGS, CALIFORNIA 92262 • {619)323 5090 • FAX {619)325 2863 2031 ORCHARD DRIVE SUITE 220 - SANTA ANA HEIGHTS, CALIFORNIA 92707 - (714)4741442* FAX (714)474 1851 GOUVIS ENGINEERING SHEET : 2 JOB NO. : 9754 CLIENT : Frank Carr PLAN NO. : Custom DATE : February 14, 1989 TABLE OF CONTENTS SHEETS REVISIONS 3 SPAN TABLES 4 - 6 SHEAR WALL SCHEDULE 7 ANCHOR BOLT ALTERNATE CHART 8 POST ANCHOR ALTERNATE CHART AND NOTE: CALCULATIONS ARE DESIGNED FOR NON-MONOLITHIC POUR FOUNDATION. PLAN 1: BEAMS B-l - B-22 LATERAL FORCE ANALYSIS L-l - L-10 FOUNDATION F-l - F-2 GOUVIS ENGINEERING SHEET JOB NO. CLIENT PLAN NO DATE 3 9754 Frank Cam Custom 1-30-89 REVISIONS DATE SHEET QOUVIS ENGINEERING SHEET JOB NO. CLIENT PLAN NO DATE 4 9754 Frank Cam Custom 1-30-89 RESIDENTIAL SPAN TABLE: NO. 2 DFL WITH CEILING DRYWALL NOTE; TOTAL DFL: L/240.0 SLOPE FLAT <4;12 TILE <4:12 SHAKE 4:12. TILE 4:12 SIZE 2X4 2X6 2X8 2X10 2X12 2X14 SPC 12 16 24 12 16 24 12 16 24 12 16 24 12 16 24 12 16 24 10. / 6.0 CLG JST 10-10 9-10 8- 7 17- 0 15- 5 13- 6 22- 5 20- 4 17- 9 28- 7 26- 0 22- 8 34- 9 31- 7 27- 7 40-11 37- 2 32- 6 20./16.0 RFT 8- 4 7- 7 6- 7 13- 1 11-1 1 10- 6 17- 3 15- 8 13- 8 22- 0 20- 0 17- 6 26- 9 24- 4 21- 3 31- 7 28- 8 25- 0 20./19.0 RFT 8- 0 7- 4 6- 5 12- 8 11- 6 10- 0 16- 8 15- 2 13- 3 21- 3 19- 4 16-10 25-10 23- 6 20- 6 30- 5 27- 8 24- 2 16./13.0 RFT 8-10 8- 1 7- 0 13-11 12- 8 11- 1 18- 5 16- 8 14- 7 23- 5 21- 4 18- 7 28- 6 25-11 22- 8 33- 7 30- 6 26- 8 16./19.0 RFT 8- 4 7- 7 6- 7 13- 1 11-11 10- 5 17- 3 15- 8 13- 8 22- 0 20- 0 17- 6 '26- 9 24- 4 21- 3 31- 7 28- 8 25- 0 GOUVIS ENGINEERING SHEET JOB NO. CLIENT PLAN NO. DATE 5 9754 Frank Cam C ustom 1-30-89 RESIDENTIAL SPAN TABLE: NO. 2 DFL WITHOUT CEILING DRYWALL NOTE: TOTAL DFLi L/240.0 FLAT TILE SHAKE TILE SLOPE SIZE 2X4 2X6 2X8 2X10 2X12 2X14 SPC 12 16 24 12 16 24 12 16 24 12 16 24 12 16 24 12 16 24 . . <4 : 1 2 . . 20./15.0 RFT 8- 4 7- 7 6- 7 13- 1 1 1-1 1 10- 5 17- 3 15- 8 13- 8 22- 0 20- 0 17- 6 26- 9 24- 4 21- 3 31- 7 28- 8 25- 0 . . * <4 : 12 . 20./17.0 RFT 8- 2 7- 5 6- 6 12-10 11- 8 10- 2 16-11 15- 5 13- 5 21- 7 19- 8 17- 2 26- 3 23-11 20-10 31- 0 28- 2 24- 7 . . . . 4:12. 16. /1 1 .0 RFT 9- 1 8- 3 7- 3 14- 3 13- 0 11- 4 18-10 17- 1 14-11 24- 0 21-10 19- 1 29- 2 26- 6 23- 2 34- 5 31- 3 27- 4 4:12 16./17.0 RFT 8- 6 7- 9 6- 9 13- 4 12- 2 10- 7 17- 7 16- 0 14- 0 22- 5 20- 5 17-10 27- -4 24-10 21- 8 32- 2 29- 3 25- 6 GOUVIS ENGINEERING SHEET : 6 JOB NO. : 9754 CLIENT : Frank Q O_l cco O -J _l UJ _J U_ H <LU 2- OC >co o a:uj z a 0£ O O CD -J Z< . t~t ^ H -1 H 2 « Z • UJ UJ H Oa _j»— < X CO O HUJ \ i-ta; 2 2 40./12.0 FLR JST , o\- zto o •-f Oo-1 'J-oc 2 -i O ' -J0 H <_J _l 2u. >- • OC_J H O < U.»-» • CD H CXZ Z tO HI UJ _l O » *-n v-t ^ UJto i- o UJ \ C£ 2 <« 40./22.0 FLR JST CD Z>-*_1 *-*UJo U. CO » CO UJto a. a h- D tO 0 _1h-t 10 O O Z -J-1 II M _J <£ ^ * • 2 O _J -J >UJ . • flCo _j o o 60./12.0 FLR JST PLAN DATE h- U-• O" tO*s. *t _J•«* _J r- UJ < 1- 2LL CO UJ >» to uj a: octo a a o a I- ID ZCO 0 _J O CD »-< (D O O Zo z >-«-1 II w • -1h- n ^ • • 2 UJ O -J -I • O UJ . . H Q _J O _l ttf 60./26.0 FLR JST Carr kiQ . Custom * J 1-30-89 t^f tz o 0 O Z < 11 O OHO— J »-* H • -Ja a: H -io < 2 <o a -2_J H >-u. • _j cc.H a_J U- • < • H CDM O U. Z 0 CO • •-«OC O1 -JUJ » CO -HE 0 \UJ £ CM ** Oo \ •*0 2 <- i« 50./46.0 FLR JST • CD ^ H Z O U. »-• Z0 • _J O < O1 •-« O 0 CO UJ -1 XO •n H OC 0 t« 2o o* 0 0 H _J U_ CO < -J LL CO UJ Oa o _j o — 1 Z) 2 < 0 _l Z ^ i-« in O O O Z >-« -1OC II *M H -J UJ >-i < E • • H JtE -J — J Oi >- O ' • < CCo _J o a. a 50./32.C FLR JSTSIZE 2X4 2X6 2X8 2X10 2X12 2X14 SPC 12 16 24 12 16 24 12 16 24 12 16 24 12 16 24 12 16 24 40./12.0 FLR JST 7- 0 6- 4 5- 6 10-11 9-1 1 8- 5 14- 5 13- 1 11- 1 18- 5 16- 9 14- 1 22- 5 20- 4 17- 2 26- 4 23-11 20- 2 40./22.0 FLR JST 6-11 6- 3 5- 3 10-10 9- 5 7- 8 14- 3 12- 5 10- 1 18- 2 15-10 12-11 22- 2 19- 3 15- 8 26- 1 22- 8 18- 6 60./12.0 FLR JST 6- 1 5- 6 4-10 9- 7 8- 8 7- 2 12- 7 11- 5 9- 5 16- 1 14- 7 12- 0 19- 7 17- 9 14- 7 23- 0 20-1 1 17- 2 60./26.0 FLR JST 6- 1 5- 5 4- 5 9- 3 8- 0 6- 6 12- 2 10- 6 8- 7 15- 6 13- 5 11- 0 18-10 16- 4 13- 4 22- 3 19- 3 15- 8 50./46.0 FLR JST 5-11 5- 2 4- 1 8- 9 7- 7 6- 2 11- 6 10- 0 8- 2 14- 8 12- 9 10- 5 17-10 15- 5 12- 7 21- 0 * 18- 2 14-10 50./32.C FLR JST 6- 3 5- 7 4- 6 9- 5 8- 2 6- 8 12- 5 10- 9 8-10 15-11 13- 9 11- 3 19- 4 16- 9 13- 8 22- 9 19- 8 16- 1 GOUVIS ENGINEERING SHEET : JOB NO. : t „ CLIENT - Frank Carr PLAN NO - Custom ri_MIN NU. . . DATE : ' iU Sy SHEAR WALL SCHEDULE REVISED 05/28/87 1 SHEAR WALL IS OK BY STANDARD CONSTRUCTION 100tt/' (SEE UBC SECTION 2517 g~3) (I.E. USE SHEAR WALL TYPE 2 OR 3 AT INTERIOR WALLS, OR TYPE 8 AT EXTERIOR WALLS OR TYPE 10.) 2 1/2" DRYWALL WITH 50 COOLER NAILS (D 7" O.C. EDGE & FIELD (TABLE 47-1 UBC) 100»/' 3 5/8" DRYWALL WITH 6D COOLER NAILS (9 7" O.C. EDGE & FIELD 100*/' 4 1/2" DRYWALL WITH 5D COOLER NAILS ffl 4" O.C. EDGE & FIELD 125tt/f 5 5/8" DRYWALL WITH 6D COOLER NAILS ID 4" O.C. EDGE & FIELD 125«/r 6 1/2" BLOCKED DRYWALL WITH 5D COOLER NAILS (D 4" O.C. EDGE & FIELD (TABLE 47-1 UBC) 1508/' 7 5/8" BLOCKED DRYWALL WITH 6D COOLER NAILS 9 4" O.C. EDGE & FIELD 175tt/' 8 7/8" STUCCO OVER PAPER-BACKED LATH W/16 GAUGE STAPLES ffl 6" O.C. AT TOP & BOTTOM PLATES, EDGE OF SHEAR WALL & ON FIELD 180tt/' [WALL SECTIONS HAVING HEIGHT TO LENGTH RATIOS IN EXCESS OF 1-1/2 TO 1 SHALL BE BLOCKED] (ICBO REPORT tt1823f 2/84 OR IC60 REPORT 81318, 8/84) 9 7/8" STUCCO OVER PAPER-BACKED LATH W/16 GAUGE STAPLES (9 3" O.C. AT TOP & BOTTOM PLATES, EDGE OF SHEAR WALL & 6" O.C. ON FIELD 325»/' [WALL SECTIONS HAVING HEIGHT TO LENGTH RATIOS IN EXCESS OF 1-1/2 TO 1 SHALL BE BLOCKED] (ICBO REPORT #1823, 2/84 OR ICBO REPORT »1318, 8/84) 10 3/8" APA RATED PLYWOOD WITH 8D NAILS 9 6" O.C. AT EDGES AND 12" O.C. FIELD (TABLE 25-K UBC) 264tt/' 11 3/8" APA RATED PLYWOOD WITH 8D NAILS ID 4" O.C. AT EDGES AND 12" O.C. FIELD (TABLE 25-K UBC) 384tt/' 12 3/8" APA RATED PLYWOOD WITH 8D NAILS 9 3" O.C. AT EDGES AND 12" O.C. FIELD (TABLE 25-K UBC) 4928/1 13 3/8" APA RATED PLYWOOD WITH 8D NAILS 0 2" O.C. AT EDGES AND 12" O.C. FIELD (TABLE 25-K UBC) 636tt/' (PROVIDE 3" NOMINAL OR WIDER FRAMING & NAILS STAGGERED) 14 15/32" STRUCTURAL I PLYWOOD WITH 10D NAILS ffl 2" O.C. AT EDGES AND 12" O.C. FIELD * 870W/' (PROVIDE 3" NOMINAL OR WIDER FRAMING & NAILS STAGGERED) QOUVIS ENGINEERING SHEET JOB NO. CLIENT PLAN NO. DATE : 8 : 9754 : Frank Cam : Custom : 1-30-89 ALTERNATES TO ANCHOR BOLTS SPACING SHEAR LOAD 124 140 158 181 211 253 316 422 633 844 925 1266 1/2"DIA.A.B. REVISED 06/28/87 72" 72" 64" , 56" 48H 40" 32" 24" 16" 12" X 8" SIMPSON MAS ON PTDF * 68" 60" 52" 46" 40" 32" 24" 18" 12" X 8" X SIMPSON MA 2X4 ON PDTF * 54" 45" 40" 36" 30" 24" • 20" 12" X 8" X X SIMPSON MA 3X4 OR 2X6 ON PTDF * 72" 68" 60" 54" 46" 38" 30" 24" 16" 12" X 8" SILVER FA23 ON PTDF 60" 52" 45" 40" 32" 24" 20" 16" 12" X 8" X SILVER FA23 ON RDWD 48" 40" 36" 32" 28" 24" 16" 12" 8" X X X *SIMPSON MA AND MAS ANCHORS REQUIRE MONOLITHIC SLAB OR FOUNDATION A.B. IN CONCRETE: U8C TABLE 25F [SECTION 2510 (b)]. ' V » 635(1.33) • 844.5 WOOD GOVERNS SILVER: ALLOWABLE LOAD PARALLEL TO PLATE ON 2X4 OR 2X6 PRESSURE TREATED O.F. = 620tt, PER ICBO 2108 (AUG. 1983) "4. WHERE USED TO REPLACE FOUNDATION BOLTS REQUIRED BY SECTION 2907(e) OF THE CODE, THE 2-BY 4-INCH AND 2-BY 6-INCH FOUNDATION ANCHORS SHALL 8E INSTALLED WITH A MAXIMUM SPACING OF 5 FEET FOR DOUGLAS FIR-LARCH OR SOUTHERN PINE AND 4-FEET FOR REDWOOD. THERE SHALL BE A MINIMUM OF TWO ANCHORS PER PIECE, WITH ONE ANCHOR LOCATED WITHIN 12-INCHES OF EACH END." SIMPSON: ALLOWABLE LOAD PARALLEL TO PLATE FOR PRESSURE } • 720« SIMPSON MAS TREATED D.F. } » 550« SIMPSON MA W/2X4 SILL « 830» SIMPSON MA W/3X4 OR 2X6 SILL .ullVI S SHfcL'T JOL> N'J. LLlLNT PL Art NO. OATfc K C4RR CUSTOM 1-3C-B9 cW DESIGN LJADS : ROOJ- LL 13L KUCr 1.1C SHEATHIi.G RAFTrRS CirIL JST. CEIL INi? TOTAL TOTAL 0 . L * LG'AD 16.OOPS 3.00 L „ 6 C l./.Q ^.00 3.20 3.G- 12.00 23.00 FLOOR Ll_ Ou FI,'4 FL SHLATH1 Ub JOI 3T5 CfclLING PARTI nun TOTAL [}.L* TOTAL LOAO 40.00PST ^ .CO ^.bU j. uO 2.UU 0*0 0.0 12.oO 52.00 :ATI- • QUVIS SHEET J'Jb NO CLIENT 975^ FR<XiNK CAR* c u s r o -4 1-30-39 = v-; 6LA.M NUMBER : 1 "=- •= LL-NbTH LOCATION :hOk AT REAR ELtV QFFICS/BLCN LuAOS : TOTAL 40 Jf- T01 **L rt«LL TOTAL FLOUR TOTAL .11 SC 0 * L • L. . IL-TAL UNIFORM LGAO MAX KLACTIOi^ - 36.3.02 FT. 2 £* 1<+, L 7j £- i 00 X 00 X 0 J X Id. 0. 0. JO 50 0 / 2 / 2 = 2b2* = /. 0. 0» 20. 779. OOP, JOP. 0 P. 0 0 OOP. L«F. L,F. L , F . ! .F . r -1>OJ.OO |^ (.. ; b - us,: ; '*/ f -1200.00 •<c'"J : S - usr- : ox LOCATION : LOADS : TOTAL V - s^ *Q, 1.73 I 0 V - dO.Ol 2.16 I - 6 HDR A T R*IA'< cLt TOTAL r,QOF- TOTAL '^ALL TOTAL FLIG^ TOTAL llbL UNIFORM uOAD T = ia4j A - 3*31 2X ^ TRii'i;H;i {MIN KtU FuR BRG) j 1.63 M = 3 . / u 2X fc TRIMMtR {f"IN iUrQ FuR t?RG) v f'»'sT "to/ir : 6p" hT* 28. uO X 21.00 / 2 294-.OOP.L.F. 1-V.OO X o.'j - 0.0 P. L. P. ^2.0C< O.J / 2 = O.OP.L.P. 0*0 Bl^.OOP.L.F MAX REACTION - F = REQ USE S - V = 90.00 9.97 I =ID A =10.7'J F =1200,00 V = 65.00 •MI ^ : S- 12.A-6 I = 0 S L : 6 X 6 =12.01 6tA.'l LOADS : TOTAL F =1500.00 Kt-Q : b ~ USi: : 4X F =1^00.00 REG : S = JS_ : 6X -• -. :- h e A ; i LOCATION : LOADS : •* TOTAL F =ltOJ.OO ,ifcj : S = USE : 4X1 F =1350.00 KEU : S = USE : 6X " vj U 1 1 ti t R : 3 : -'- * L t N G T H riOR AT kLVi tLr_V KAST 3ATH \< TOTAL KOLJh 23.00 X 2 TOTAL dALL 14, OU X TOTAL CL'JO,- J2.CJO X TTTAL :'ISC U . L . j . UNIFORM LGAb MAX KuAC I lU'j = ; 295. 25 V = ? 5 . C J 17,37 I- 44,03 § 2 A 4 FRlf-, V = oo.OO 21.71 I -= 49.50 6 2X 6 TRIM NUHHiEP : ^ v.:-, Lt£,^rH tiN AT ^Lf bED RIDGE S^T TOTAL ROOF 2^J.OO X 2 TOTAL >JALL 14.00 X TOTAL FLQO^ t>2.00 X TOTAL MISC D.L.B. UNIFORM L040 flAX RFACTKJN = 2051.57 V = 95.00 40.32 I = 1^3. c'b 0 2- 2X 4 1R V = " ^5. OC 45.35 I = 1/3.20 8 2X 6 TRlV SHLtT : 3-3 JOB MiJ. : 9^54 CLILNT : FRANK CARR PLAN '40.: CUSTOM )AIb : 1-30-39 3.25 FT. 1.30 / 2 - ?9^.LiO?.L.F. 0.0 ~ 0.0 P.L.F. O.'J / 2 - 0.0 P.L.F. 0.0 20.0 314.L.CP.L.F* -~ ( I. 77 -It K 1MIU KL^ f OR bHGl \ - 16.51 hU \< _i_M!N KciJ FUR L'rs'oJL : 12.25 FT. 2.50 / 2 = 315.00P.L.F. O.'J = O.OP.L.F. U.O / 2 = O.OP.L.r. 0*0 20.0 , 335.0UP.L.F. • \ = 22.99 ir"-1ER (MIM REQ FOR SKG) A = 2 o . 4 0 1FK £MIN RLQ FOR 3KO) GOUVI S ENGI SHFET : 8-4- : y / b 4 ARR CUSTOM. 1-30-59 c h 3-J5 FT LCLATIU'f :riuR AT MAST jEJ/h-ALL COOK LOADS : TOTAL <OGF TOTAL ^ALL T JT AL ~- LU Oi\ TOT\L USL D.L.o. TOTAL UriIF-ORM LOAt; : MAX kcACTlu-J - 2 3, 1 '+. J^ iL 4 00 j'J uO X X A 2 'j - J 0 J.75 u . J / 2 / 2 = J64. = 10. 0, 0. 20. uOj^. L.F. bOP.L.f-, J P. L.F. 0 0 Jt> F =1^00.00 RtEQ : " 5 = V = 3.40 3.39 5*93 f =1^00.00 REQ : S = V = 35.00 Z5 I =.31 6.62 •'-:- 6EAM NLMfafcR : 6 * =: -: LENGTH LOCATION :3M AT rtATH 2 RIOGt SPT 14 FT LOADS : TOTAL ROOF TJTAL --JALL TOTAL FLOOR TOIAL MISC D.L.6. TOTAL UNIFORM LOAJ I1AX REACirUiN; 28.00 X ^^.CO / 2 364.0GP. 14.00 X 0.0 = 0.0 P. 52.00 X J.Q / 2 = 0.0 P. 0.0 20.0 L.F. L.F. L.F. 3 b4. UGP . L. F. 2730.00 r =1500.00 V ~ 95.00 : S = 63-19 I = 277, 7v A = 30.40 F ^1350.00 V - 30.00 : S = 70.21 I -312. SI 34*7 SHfctiT JJn NO. CLIENT PL AM •JO 7 UVuR-ALL LfcNGTH: J.Co P^TS nT: O.J ;-00 APPLIPU L'^ADb (DU^^i *) 3^^. 3 (28)(.^/2-Xo,g)+a^(4 7?) J-Lo UJIF LOAD tf REACTIONS {UF -*• ) : LEFT: *^3?«9 r'luHT: ". -» 2 * 7 . -::; - - JSh M01 JFL ^rA u • A= i9.25u s^ 17.646 i= 4 .:,;& r~V= 95. '1=1300000* wF-UJO CRIT SHLAR = 3/0. AT 2.54 I . ^-' V/ { A- F V': JF ) - U.3J .SPAN 'MAX MOM = 400. FT.LEj AT 1»50 FB=1500. r'/ (Fa: b-'DF) - 0* l 6 -O.Cl AT i«30 L/340.= 0,15 d tiM AT riLAR DrC.< OVrR-ALL LENGTH: d.OU RCTS AT' 0.0 3.00 A'PPLIET) LOADS (DUVnN +J l~l± ^"ITs^/l+la U.MlF LOAD « REACTIONS (UP +J: LFFT: 1088.0 ,<IGHT: 1383-0 «2^>0 S = I7.o46 I - 4iu(^26 s:. c=l800JOO. DF = 1.00 SHEAR = 9o3. AT 7.^4 1 . 5vtf/ ( A-' FV*UF) = 0.79 4.0J U Jim f'U. : ClIcM : 1= PLAN N 0 . : C-U £~ro A— ^ 9 i>M AT KtAR UCCK OVER-ALL LLNGTH: 11.30 APPLIED LOADS (DOWN 1904 AT 3.5 j 1904 AT 7, 20 ?Vt REACTIONS (UP LEFT: 2184.6 RC7 FV= 85* L=160CDOO. CRIT SHL-AR = 2169. L.HT: I 'il> j,4 US': MQl JFL 6X10 AT 0.79 i SPAN MAX MCM =813n. FT.L^i FB=1350. ' M/(F3--S-:DF}^ 0.3? UEFL—O.JG AT 5.67 L/240.= 11.50 C'JNC LOAD tf cGMC LOAD ?; UN IF LOAD # .'V/(A'.F • 7.00 0.73 10 AT KEAR ELLV KB SPT -AL<_ Li-NGTH: o.Z5 Rc HU LOADS (DUK^ +) 1932.6 AT 3.^ C7^-U 7 /a.; (.-7 t^") 1242, 5 AT 7 IHX4 S /i)Cv £=-7) 20 \2K\ v>i-r KtiAL 1 I J.NS (UP +) : LLJ-T: 1383.6 KlGHT: 1 PAU i = 51.563 19^-4. AT MAX .iir: = 47; 7.L 3.0 Cll^C LOAD / CU,\'L L'GAO J, U^IF LOAD //LF 1 . ^-:-V/ (A ''FV :-Oi AT 3.30 ?. i 1 0 • ti .^ GGUVI S 11 .-UK "* ELCV CIN ALL LLNGTH: 4.2:3 APPLIED LOADS (DOWN +} 384 (£l>(t42} 304,7 AT 2 E, 35t5,6 FROM 0 TO REACTIONS (UP * LEFT: 1865. 4 f IGHT: 1^-71.0 111- JOb N'J* CLIENT PLAM JO, DATE & - 8> 9 754 - & -6 & UN IF LOAD / U>J1F LOAD TJ; CDNC LOAD .V P'TL LOAD # SPAN MAX ^OM = 1928. FT. Leo il/t FtJ-'S-OF j = O.bO AT 2*0& L/^40.= 0.21 1. 3 . ;/ ( A-'=PV -. At 2. • 0 0 12 HOF AT kF-AR OF F4.1IL/ R ^ OVL'R-ALL LL"jgGT^: B.^5 APPLIED LQ,-DS iJOV,1, * ; 390 19^7 AT l.b REACTIONS (IP + ) : : -'.=' - USh 24F GLri FV=165. F = 1800000* -j. GRIT SHCAR - 4271, AT J 2 7 , I 1.13 SPA.\ MAX I)0r1 - DEFL--0.10 AT 3 * 2 5 imp LOAD r. CU-JC LOAD -V j :','/ ( A "F V vOF ) = 0.92 9111. FT.LbS AT ' L / 2 4 0 . = U . 4 1 GOUVIS SHF.ET JOB NU. PLAi'g 3 - 13 HDR AT LcV KIT OVLR-ALL Lf-MGTH: 6 . 2 :> KC1 S A APPLIED LOADS (DOWM *) jia (52)oa/O 10-i2*7 AT 5 ^3 (.E-tb eY L t>.^ ) 361.2 FKOf. Ji TO 6.25 £2g) (W/2H- 2~)(o 8} - 20 SM, vJT REACTIONS (UH +): LtFT: 1293.2 RIGHT: 2286.0 ( 134-3. O (2£4-£. i 0.0 A= 32*37:> FC'= ?(3. CKIT Shtft 49.911 03J* 1752. AT 5.^5 UOIF LOAD CONG LOAO P'TL LUAD LMiF LOAD '( A . FV ' 1)1- } 3 . C 9 14 HOT^ AT WNCW 3ETrt' DIN OVLR-ALL LENGTH: 1 . i'5 \PPLU-0 LOADS (UCJW'-j +) 598 (S2.^(2.3/i) 20 G^A U^T REACTIONS (UD *): LhFT: 340-7 M / ENTRY PCTS AT:0.0 1.75 U:MIF LOAO, ^/LF UNlF LOAD ,'i/LF 540, A= 1^.250 CKIT SHEAR = $= 17.6'+b E=iaooooo. 2'jrf. AT Ol 'JFL 4X o -• 1= 43.526 JF-1.00 1,2 1 . SPAN MAX M0.1 = 237. FT.Lbb ^F Fb=l:>00. ,M/( Fb- S-DF)= vj.ll JEFL--0.00 AT O.Bci L/240.= 0.09 0.21 O.d8 -OUVIS SMcET JOB NO CLlbNT PLAfvl N UK Tr; M 13 HOR AT r'aR JVh'k-ALL LtNuTH: APHLl-b LOADS (J -59e 2 0 ^LACTIJNS (UP LtFT: 1004,2 btTW L'l^ KM / L,\T*Y 3. J3 * RC. I 3 AT . 'j.U CRIT i>HEAR = 72 SPAN MAX .10M = FB=1500. " iV : U/Q't.2 .01 -JFL AT 2,7? 4 A UN IF LOAD # U JIF LiJ.\0 X /III l^t *V"DF) = M I 1 0. 16 16 HOR AT tNTR dbTW FAM RM / HAi_L e,^s ROTS AT:LENGTH: e, APPLIEU LUAOS (DOWN *) SO d/oJ (6 291.2 C2-a 20 BM, UJ77 J• LEFT: 3U10.0 ( 37-37. $"} U.SUF LOAD ; UNIF LOAD U'';11F LOAD U^jlF LOAD ;/LF klbHT: 3Q1U.O C 3 2, ? -7- $ ) \•***.>:* use -MOI OI-L ^ALZ -..-;•:-.- A= 39.375 S= 73,828 1= 415,283 FV- 9S. fc=lbOOJO(j. JF=i*00 CKIT SHfcAK = 2107. AT 5.31 1 . i V/( A :F ^-^ JF ) ^ SPAN FB-1SOO. AT 47'33. FT.Lbb ,. I •D S-'DF)= 0.51 3,13 L/2fO.= u.31 , 3 . i • bUVIS SHCCT : JJb NO. : CtlEN T : PLAN ^jU.: OAT£ : /-<?/-<? 9 17 HOK AI b/jTK aerw 3AR / HALL OVER-ALL LbN^TH: 3.75 RCTj A1. 0.0 3*75 APPLlnD LOADS (CJW-J +J b72 ^C2)C2-a./t) LHIF LUAO ,V/LF 522.76 AT 2.3 R^ C^eo^cto) CU'^'t LuAD ^ 371*2 rkUfi 2.b TO J,7b C»°X3)-+- C^&X2fe/2X°--S^ 1- * TL LOAu V/LF 20 P.M. i^T- U.'MlF LGAD /r/LF fit ACT IONS (UP *) : L&FT: L361.D KIuHT: l-l'tS.^ d.4-lt O 0999 5) - -™-v - USE islQl OFL 4< d -' - A^ 2^.37j S= 30.661 1= 1 1 U 1 '* 3 FV= 95. E=1300000. DF=1.00 CRIT SHEAR = 1263. AT 3.15 1 . <v:- v / (AvfV*OF) = 0.79 SPAN MAX MOM = 1566. FT.LLi^ AT 2.30 FB^1500* M/(FbvS*DF)= 0.41 OEFL=-0*J2 AT 1.92 L/240.= 0.19 18 HDR AT ENTK BbTW KIT / PANlKY OVER-ALL LENGTH: 2.25 RCTS AT. o.o 2.25 APPLIED LOADS (DOW.N +) 67o ^2>Ci6/2_; UNIF'LOAO V 80 C8)C/°) U.MIF LOAD ii/L? 20 A'A/ tor. UN IF LOAD ti REACTIONS (OF +) : L c FT : 873,0 K I VrlT : ^7 3 . 0 A= 1^.250 S= 17 FV^ 95. E= Id 00000. OF=1. JO CRIT SHf-AR - 517. AT I . 7 "t 1 . , . V/ £ A-: (- V =DF ) = 4?1. TT.L^b AT 1,13 J j-OF}= C.^2 i.lj L^^Ci," J.ll GoJVIS SHEfcT JOB i\3 CLIENT PLAN ,\ DAtt -/2- 19 OtiL FLK JST AT LbFT tLr£V A^V EuTr.Y RC7S AT: 0.0 08) OVER-ALL LENGTH: b.25 APPLIFD LOADS (DUWN +) 263*2 FRUM 0 TO 1.5 0* 235.2 FPOH 6.5 TO 8.25 (.14) Oi) 54,58 <:52!)0.?.?/O +-.2.0 22d.9 AT 1.5 B2.8X3)Co-8)+ 223.9 AT 6.5 - // , . RcACTIOMS (UP *): LEFT: 863.5 kloHT: 83 d 5> 0 . 7 A= 16,875 FV = 95. CRIT SPAN *V -I',::.-: USE ^01 S= 31.641 I- 177.',79 1BOOOOO. DF-1.00 579. AT 7.31 1. b '- MAX J10M = * M/( AT 1166. PT.LBS AT 0.41 P ' TL P'TL UNIF CJfJC COMC 0,25 LOAD rf LOAD ?; LOAD « LOAD ,7 LOAD -.7 20 bM AT STAIK CASE FKMG a FL=- SPT uVtR-A^L L FNGT H= 7 *5J kCTS AT: 0.0 APPLIL b LOADS (>TUvJN +) 104 (S'i-X ^-/i ) 2U L? ^ uoT REACTIONS £UP +): LEFT: 465.0 i-'IGHT: UNIF LOAD / U.N1F LOAD « •:"-': • LJSu \L>1 JFL ^^ i •; A- 3>.575 S= 73.ti2H 1= 415.J83 FV- 95. f=1300000* 0^=1*UU L.XIT JHfc AR - 3^-9, AT b.56 1 . -> • V/ ( A 'F V OF )0.14 JUVI S S.-lttT jut:. NU CLIENT bATt : / -3/-8J 21 bM AT STAIK CASc OVER-ALL LfcN&TH: fc APPLIED LUAD5 (DOWN 465 AT 4 £L0 34.6 FRO:1 0 TO 4 (.S 34,6 (.S2)C/33/O-7*-7 31 AT 0.5 L 0.8X2X0 31 AT 3 ' ' - > • 124.3 FROI^ 3 TO a. 25 RfcACriONS (UP +) : LfcFT: 905*7 B/,SPT RCTS AT U30COLO 8^ RIGHT: A= 3^.373 V^A ---- USc , b= /3.82b FV^ 9*>. £=1800000. GRIT ShT:AK = 797. AT J1AX AT 4.17 3 JFL 4X1J 1= 413.2GJ 8.23 C JiNC LUAD P'TL LOAD UMIF LOAD CONC LOAD CGiMC LUAD P'TL LCAD t/LF X/Lf 7.31 .5 -v/( A :-F v:-OF ) AT 4.00 - 0.27 L/24U*- 0.-+1 0.32 22 HDR AT CLilSbT / HALL QVL'R-ALL Lt.MGTH: 2.75 APPLILD LOADS (03^.^ *) 104 C^^K & Si-) 20 & M vj-r KtACTIQNS (UP *) : L£FT: 170. S RluH RC1 S 0.0 2 . 7 b UKIF LUAD ,V U JIF LOAD i' 170. -j A= 1 9 . 2 50 FV= ';3* cE GRIT SMEAR = SPAN /1AX FB^ISGO. DEFL^-O.OC : -• •" USf 17 . o46 HH T 4,\ 'i 4 tJ . 52 6 2.29 1 . 'j , // ( A--R V "DF ) = 0.09 AT 117. ' FI.LLS AT ^-S- UF ) = 0.05 1.38 L/Z'*C*= 0. 14 GGUVIS S H E E T JUB NO. CLIENT PLAN NO DATE B-I4- /-JX-.99 23 HOR AT HALL INTERSECT .TVER-ALL LENGTH: 3.7t> RCTS AT APPLIED LOADS {DOWN +} 221 ("52-X3 s/i) 20 BfA \NJ~T REACTIONS (UP + ) : LEFT: 451.9 RIGHT: ^ a.. 9 -=- :' -'=-- USE i\Gl DFL A A^ 19,250 3= 17.646 1= 4 FV= ^b» t=1800iJOO. JF-UuO GRIT SHEAK = 341. ^T 3.29 SPAN MAX FB=lr'OC. JfcrL--O.Oi UNIF UiUF 3*75 LOAD LOAD AT 4^4. FT.LB3 AT i3"S' UF)= G.I" 1.88 L/Z^O.= U.I? 1 . 5-' \f / ( A-.-F / i . ', 0 :QFJ 0.28 BK Af LEFT ELE<y UALL SP T JVER-ALL LENOIH: 3.75 APPLIED LOADS (UOvJM *• ) 241 154 3S2.3 REACTIONS (UP *}: LEFT: 1402.1 RIGHT: d/5^7. 5) ..:>:,= :;:. =,c USE A^ 19.260 S= 17*646 FV- 9b. E^IBOOOOO. RCTS AT: 1402.1 ^547 S- Q1 LFL 1^ DF=1*00 0.0 48*526 UMIF LOAO r^ U'silt- LGAO ^ UiNilF LUAD ft AL.T' CR1T SHEAR = 1059. MAX MOM = AT SPAN Fb-1500* JErL = -0*04 1314. F'ULBS AT J1/{FjJ =S-OF ) - 0.60 T 1.56 L/?40.^ T. 1 7. i.5''=V/( A!-FV*DF) = 0.87 AT 1.88 GOUVIS ENGINEERING SHEET : JOB NO. : CLIENT : PLAN UU. : C-US-rcM HATE : / - 3/-S 25 HDR AT E^TRY / LIV RKi OVER-ALL LENGTH: 3.2? Rcrs AT. APPLIED LOA05 (I30W.J * ) 241 CS'OC 8-S /*-) ~f'3-° UNIF LGAD J/LF 110 Oo.>(_iO UwIF LOAD >/LF 274.4 ^aX?/2_ +-/5 £/O C^-8 2 U.JIF LOAD ;/LF REACT i 3i^S (UP -•-) : L F F T : IC16.3 ^ 1 o H T : Ul'a.3 C//2.7, 7) A= 19*250 S- 17-646 I- 4C.526 FV= 95. i^lOOOOOO. DF=1.00 CKIT SHEAR = 730. *T 2.79 1 . b •' V/ (A -F y;:OF ) - 0,60 SPAN 1AX V.OM = 326. FT.L^S Al 1.63 OEFL--0»u2 AT I.b3 L/?40.= 0.16 26 HOR AT SHOP AREA ! OVER-ALL LENGTH: 2.75 RCTS AT: o.o 2*75 APPLIcD LOADS (DOWN +) 540 CS2.)C^-^/2 +/S-S/2,') +-L-0 0^ UNIF LOAD « REACTIONS (UP *)' LEFT: 742.5 PIoHT: 742.5 OFL 4X t) -.•:-.--,.-;- A= 19.250 S= 17,646 1= 43.^26 FV^ 95. L^iaOOOOO. OF=l.OO GRIT SrIEAR = 49:.- AT 0.46 l.^V/f^FV-UF) = 0.41 SPAN MAX -40M = 510. rT.LK^ AT 1.38 F6=15GO. i1/(F^--S:-L)F}^ 0,23 -0.01 AT 1*38 L/2nO.^ 0.14 GOUVIS :NGINbERING SutcT jOri NO. CLInNT PLAN \(J OATc 27 BM AT 3EO 2 OVER-ALL LENGTH: 14.25 APPLIED LOADS (DOWM +) 384 £ £2 X/'4-/-2- > ^'£o 394.4 PROM 0 TO 1.25 394.4 FROM 3.5 TO 14 533 AT 1,25 R -7 533 AT 3.5 i " PEAGTION5 LEFT: 5 +) A^ 8^*250 FV= 35* GRIT SHfcAK = SPAN FB-1312 ^ 220.229 L600000. 4570* MAX k1JM = M/{F AT RCTS AT: DFL 6A16 l- I- 1705. 77o 14.25 UNIF LOAD R'TL LOAD P'TL LOAD LONG LOAD CONC LOAD ALT, VLH AT 1?.96 19971. FT.LES ^QF}= 0,63 ^ . V/ ( A" F VvjF ) T 7.03 0.95 CAM 0. 26 03L FLR JST AT LIV K^ L UALL SPT OVtR-ALL LfcNGTrl: 1^.00 APPLIED LOAD'S (DCJri.^ +) 129. 8 FRjf" 0 lu KEAC I IONS (UP * ) LtFT: 11U5.7 A= lo.87 RCT T: ' - JS- NG1 31.641 177.97? FV^ 95. fc=18JOOOO CK1T SHEAR = 1013.AT MAX MOM = AT 3813. FT.LB 3f-= 0. 96/ AT 7, 1 UNIF LOAD # H ' TL LOAD /; '{ A-'"FV;'-OF J = 6.4J GOUVIS ENGI SHEET JOB NJ. CLIENT PLAN NO DATE - 30-82 £9 HDR AT ROT ELEV BCD a OVF.R-ALL LENGTH: 2*2'j APPLIED LOADS (OOW\ +} 410 ^£2>C'V2.} ^35. 2 ^2-8^ (.2 XO S) REACTIUNS (UP *- ) : LEFT: 725. B RIGHT: AT: ( 74-4 73 A- 19.2bO S^ 17.646 1= FV= 95* £^=1800000. DF=1«00 CRIT SHLAR = 430. AT 1*79 0.0 2.25 U.JlF LOAD ii UN IF LOAD X MAX MOM = FB=1500. M/(F3-S^ JF.FL=-0-00 AT 1*13 o. FT.LriS AT = 0.19 L/240*= "> * 1 1 5 - V/ ( £-F U13 0.35 30 HUK AT FPNT cLtV LIv r LJVLR-ALL LE.NGTH: APPLIED LOADS 272 63 REACTIONS (UP LLFT: 711.9 +) 8J8J -h KIoHT: A= 1^-250 S= FV= 95. F=13 CRIT ShCAK = 553 --' ,JSt 17-6^-6 HCTS AT: 1 1 . o.u AX ^ - I- 43. 3/0 F=1.00 4.25 UN1F LOAD J,rt LOAD ff/LF AT 3*77 ] SPAN MAX MOM = 756« FT.Lbb AT FB-1500- M/(FB--S"OF)= 0.34 DEFL^-0.03 AT 2-13 L/240.= 0.21 (AvFv-OF) = 2* 13 GOUVIS ENGINEERING SHEET JJ3 NO. C L 1 £N1 PLAN NO. DATE 31 SM AT GRG RF L FLK SPT (3 FTj OVtR-ALL LbNGIH: 8.0J RCTS AT- APPLILD LOAOS (DOWN 410 30 d4)C5 KltK-ER-/ KEACTIUi^S (UP *}: LEFT; 3059.2 FV- ac-). GRIT SHEAR - SPAiM r6=13bO UMF U-MIF UN IF 8.00 LOAD LOAD LO^D frl/LF 2454- MAX MOM = ;V(F- AT 4 GHT: 3359*2 USE NiJl 'JFL 6A 10 ' "-' AT 7.21 1*3'-//(A FiT 6113. FT.LfciS AT /f .Qu DF) = 32 3M. AT GkG £ FLR SPT { ) FT } 9.23 RCTSOVER-ALL LbNGTH: 9.23 RCTS AT: j.j APPLIED LOADS (DOWN +) 39b FROM 0 TO 4.5 182 FROM 4.5 TO 9.25 324.8 FROM 0 TO 7.5 347.2 FROM 7.5 TO 9. 50 t&)CZ)-t-^0 REACTIONS (UP *): LtFT: 3287*2 kIGHT 9,25 > l) (o}/<.}< LL +. 2833 sj Co- S1-) &M ^T- .4 P'TL P*TL P'TL PfTL Ui-4 1 F LOAD LOAD LOAD LOAD LOAD •:--=v^:,, u$e ljoi OFL 6XiO .-!v^' A= b2*250 S^ 32.729 1= 392.96^ FV^ 35. t-1600000. OF=1.00 GRIT SHCAR = 26d2. AT 0.79 I.r.-V/( SPAN FB-13bO. MAX AT 4.5a ^- FT.LSS AT = 0, /6 L/ 240 • = 0.46 .V/LF AL.T, 0.91 GGUVIS ENGINEERING SHEET : J0t3 Ml). : CLIENT : PLAN NG.: DATL :/ - 33 6M AT GRG RF £ FLK SPT (11 FT) OVER-ALL LENGTH: 11.25 RCTS AT' APPLITU LUAOS (CaW'J *) 162 (:S23CJ) REACTIONS (UD ; 3Z5o.O KI^HT: 0,0 3258.0 37^« a ) OFL 6X10 A=1S^ 32.7/9 FV^ 35. h=1600000. i)F=1.00 GRIT SHEAR = 2799* AT i0.46 11.25 LJNIF LOAD ONIF LOAD UMIF LL3AD ;/L 1 , 5 '-V/ ( A-F V .= OF ) = 0.9S SPAN MAX JQ^ - FB^1350. iV(FL>'"S- OtFL=-0.33 AT b.63 3. FT.L35 AT = O.Jb ^ J. 5- BM AT tLEV RF SPT QVtR-ALL LENGTH: 7.50 RC I S AT: ^APPLIED LOAO^ ( DOWi^ *) 149.6 <:2-8^C9Vi^7jj)^,g^ y-^o KhACTIONS (UP +}: LticT: 561,0 KI3HT: D6Uu C fe>8^ ^> C&(5^ . v^-^ov* USh -JJ1 DFL A= 19.250 S= 17.646 1= FV= 95. F^IBOOOOO. 13F=1. JG CKIT SHEAR = 492. AT 7. OH 0.0 7.b 0 UNIF LOAD ,'; 1 . 5:' V/ ( A ;F V=-DF ) = 0.40 SPAN MAX MCH = F3=1^00. M/( J£FL=-0.12 AT 1052. FT.LB5 AT 3.7 3vS'iOF)= 0.43 3. 75 L/240.= u. j8 , GGUVIS ENGl -JEcRlNG SHLtrT JOB NO CLIENT PLAN JJI DATE 35 HDR AT GRG (2-CAKj OVER-ALL LENGTH: i6.:5 RLTS *T. o.o 10.25 APPLIED LOADS ID3£M *} 237,3 (2.&JC ('I O /J-CiO )£o <5V V-iS UNIF LOAD REACTIONS (UP +) : LtFT: 1932.1 RIGH7: i?o2.1 •sv^v^v USr -jQI OFL 'tXl't -:••- :•---.- A= 4o.57b S= 102.411 1= 67J.47o FV^ 95. E^iBOOOOO. OF=I.OO GRIT SHEAR = 1670. AT 15.15 1 . :>/V/(A>F tf*DF ) - 0.57 SPAN MAX MO.M = 7849. FT.L3S AT 3,13 FB = 1484* M/(Fb-: S*DF)= 0.62 = -0.31 AT 8.13 L/2^tO.= 0.61 36 SMALL GAR, DR HDR OVER-ALL LENGTH: B.^b PLIS AT. o.o 3.25 APPLIED LOADS (VOW +} ^l^riZ^A^'^-VlK-tf1*'** UJIF LOAD tf REACTIONS {UP +) : LEFT: 1295.2 RIGHT: 1295.2 A= 2^.375 S= 30.661 I- 1] 1.1^-3 FV= 93. (.-180000C. ^F=Z.JO LR IT SHEAR = 1106. AT 7.0D i . b . y/ ( A .'F Vs'OF ) = 0.6? c6n • f-i.LDS ^ r 't.i3 l\ is GCJ/IS b'j&IWJEkl.'JC STUD ANALYSIS JUb.'i ------------- PLANS GUSTO bkAOe: OCUGLAS FUR STUD G*A_)c HEIGHT^ 9.00 FT EXPOSURE: B DEAD LOAO=282.00 L6/FT LATERAL PRLSSURE^ 11.83 <JSf- E^ 1500000,00 PSI £<3= T^j.OC ? J S I Fv^ 600*00 P5I :-: 2X4 AT 1.6" C/C - ': A= 5.2cj S= 3.06 3- 3.5 9.00 ='=12/ 3.5 = 30.36 K=.&71::-SwRT(L/FC)=.671vSu!KT(lbOOOOO,OQ/ 600.00)- J3.55 P/A=232.00 * 1.33/ 5.2^= 71.44 PSI .W*Lv*e-*12/8=11.83'' 1.33v 9.00*v2°-12/3= 1911.67 LB-IN M/S= 1911.67/ 3.06= 624-12 PSI L*12/D .GT.ll JUT. LT. K. F'C = FC-( 1-1/3(L-: 12/D/K)--4)= 600.00 -{ 1- 1/3 ^(30.66/ 33, 55 ) ,'v-4) =456. 09 PSI J^((L*12/D}-11)/{K~11) = ( 30.a6-ll)/( 33.'^-11)=0.68 (F/A)/F'C + (M/S)/(Fi3-J-(P/A) ) = . 71.44/ 456.89 + 624.12/{ 925.00-(0.86: 71,44)}= 0.88 ENGINEER SHEET : L -/ JOb NO. : 9754 LLIL.JT : f RA ^K CARR PLAil Nu* : CUSTOM GATE : l-30-d9 LATERAL ANALYSIS SECTION 1 LUrJG I 1 U'J I'.N AL VvIND LOAD ROOF : U-8:iX (27. 00-13. 50 ) = 159.70PLF WIND LOAD 1ST FLR: 11.83X(13.50- 4.50)= 1G6.47PLF TOTAL : 266.17PLF SEISMIC ROOF : DL ROOF =12.00X 5o.OO = 672.00 DL tXT WALL=14.00X IX{la.00-13.50) = 63,00 DL INT WALL-10.00X 2X ( 1 ,l,, 00- i 3. 50 ) ^ = 90,00 SHfcAR = U- 186X( 672.00 + 63.00 + vo.00)= 153 SEISMIC 1ST FLR: DL FLOOR =12.00X 45.00 DL cXT WALL = 14.00X( 1X{13.50- 9.00} + 2X( 9.00- 4.50) )= 169.00 DL INT WALL=10.00X( 2X(13.*>0- 9.00) + 2X( 9.00- 4.50))= 180-00 SHt-\R-U.186X( 54C.OO + 189.00 + ltiU.OO)= 169.07PLF' TJTAL : 322.52PLF SEISMIC GOVclR''iS : 322.52PLF ROOF DIAPHRAGM : V= 1 •> 3 . 45PLF MAX SHLAR=153.45X 31.30/{ Z X 56*00)= USE CHOkD FORCE =153. 45X jl*^OX 3i.50/{ 3 X 56.00}= 339. B7 CnOKD FORCL =322*32X f6.0DX 46.00, ( rf / 45-30}= 1595.72 SPLlCc WITH SIMPSOr( ST62S6 GOUVI S LATLRAL A JALYSIS SECTION I TrtAM SHECT JOB NO. CLIENT PLAN NO 97f;>4 FRANK CARR CUSTOM 1-30-39 WIND LOAD ROOF : 1 1 , 83X ( 22 . 00- 1 3 . 30 ) = 100.55PLF WIND LUAD 1ST FLR: 1 1 . B3X ( I ... 50- ^.5u)= 106.47PLF T'JTAL : 207.Q2PLF SEISMIC DL ROOF =12.QOX 50.00 DL tXT WALL=14.00X 2X ( 1 6 . 00- 1 3. 5 0 ) OL INT WALL=1Q.OOX 2X ( 1 3 . 00- 1 3 . SO ) SHtAR-Q.186X( 600.00 + 126,00 >- ; = 600,00 = 126.00 = 90, OJ ScISfUC 1ST FLR: OL FLOOR =12.00X 4-t.OO = b2b.OJ OL EXT WALL=14.00A( 2X(13.50- 9.0J) + 2X{ 9.00- 4.50))= 252.00 DL INT !niALL = 10.UOX( 2X(13.50- 9.00) + 2X( 9.00- 4.50))= 180,00 5h£AR-=0«lt36X{ 528.00 + 252.00 + 180.00)= 17^.56PLF TOTAL ; 330.34PLF ^ill^lC^Goy^RNS i 330._342.LF MAX SHtAR = 151 .73X 18.0G/( 2 X 50,00)= 27.32PLF CHORD FuRCL- =151.78X 13*OOX U.OO/( 8 X 50.00)= 122.94 1ST FLR DIAPHRAGM: V=i;i.73+176,j6=330.34 MAX 5HtAR = 330.34X 34-.00/( 2 X 44 . 00 ) - 1 2 7 . 63^ Lf CHORD FORCE =330.34X 34.00X 34.00/{ 8 X 44.00)= 100*t»d5 SPLICE WITH 10-16D-S GOUVIS RING JOB NO. CLIENT PLAN NO OAFc L-3 9754 FRANK C CUSlDM 1-30-89 LATERAL ANALYSIS StCTION 2 TRA JSVCRS WINJ LOAD ROOF TOTAL - 6.JU)- 76*89PLF 3EISMIC ROOF OL ROOF ^IZ.OOX 42.00 OL fcXf WALL-14.00X 2X{12.00- 6.00) CL INT ^ALL^lu.OUX OXtl^.OO- 6-OOj ShtAR=Q.lobX( 504,00 * I6c.JO + 0-0 }= 124.99PLF TOTAL ShISMIC G I24.9VPLF = 504.00 - 168.00 = 0,0 ROOF DIAPHRAGM : V=1J4.99PLF MAX SHcAR = 12f.9^X 24.00/{ 2 X 42,00)- 3CJ CHORD FORCE: =124. 99X 24.00X 24.00/( 8 X 4^.214,27 -OUVT S ENGINEERING -X = SHEAR riALL TOTAL FURLt : 1 LUC AT UN 2X 17,:jO/2 = Z SHtfLT J06 NO. CLIFNT PLAN ,JO DATE A TL E FE L. ~ 4- 9754 FRANK CARR CUSTOM 1-30-J9 5.0J+3.00^ 10. Ou 10,0= 252.21HLF LbNGTH OF PANcL HtlGHT JF PANtL KOUF DL ( 12. OX FLOOR OL ( 12. OX PANEL OL ( 14. uX TOTAL OVERTURNING MOMENT UPLIFT FORCE 5»OOF[ 0.0/2)= 1.5/2)- 9.0) = 0.0 PLF 7.90PLF 126.0u?LF 133.9oPLh 1 1024. 62F T. L3S 2204.92LP.S LENGTH OF PANEL HEIGHT OF PANfcL ROOF OL { 12. OX FLOOR DL ( 12. OX PANEL OL { 14. OX TOTAL OVERTURNING MOMI.-NT UPLIFT 0.0/?) 1*3/2) ^.0) 5.00FT 9.00FT 0.0 PLF 7.9dPLF 126*OOPLF 133.9oPLF 1 1024. 62TT. LBS 4 BAR T0° C riOT 3.5 FT PAST PAUtL tACH WAV GOUVIS ENGINEERING SHEET JOB ND* CLItNT PLAN i\u L ' 9754 FRANK CARR CUSTOM 1-30-89 TOTAL FORCE S/, LENGTH : ;> : 2 3?2«^?X LOCATION' ' A£_MI_0 = 7740.&7LBS OVERTURNING ANALYSIS TO'; SHt:Ai< /JAt_L 2 LENGTH OF PANEL HTIGHT OF PANEL ROOF DL ( 12. CX 0 FLOOR DL ( 12. OA 2 WALL DL ( 14. OX 4 PANEL DL { 14. OX a TOTAL OVERTURNING MOMENT UPLIFT FORCE - ; •0/2)= •7/2)= .0) = .0) = = — 1 4 . 7 > F T 3. CUFT G.O PLF 1 6 , 0 ^ P L F b 6 . 0 0 P L F 112.00PLF 134.02PLF 12314. 3bFT.L6S 334.8/LBS LENGTH OF PANEL HcIGHT OF PANEL ROOF OL ( 12.OX WALL DL { 14-CX PANEL DL ( 14.OX TJTAL OVERTURNING MOMENT UPLIFT FORCE 4. 2. 8, 0/2) 0) 0) 13. SOFT ^ 8.00FT 24.00PLF 28.00PLF 112.COPLF LBS , - / BAR TOP 30T AL,H_END PAST PANEL'ACH WAY GOUVI S SHEET : i- - to JOB NO. : 9754 CLIENT : FRANK CARR PLAN NO.: CUSTOM UaTc : 1-30-39 '""•" ihEAK ,-JALL It '• 3 LOCATION : Aj__;f_!GH jT^LLLji/ TOTAL KJRCE : 322.b2X 3i.';0/£.= :>G 7'?. 7t»LBS S^J LENGTH : 22.bO+ 9 . !j 0 - 3?. SU V DB.AG_FORCE;_CONNECT_igN_DE^I,bN TOTAL FORCE AT WALL 3 =-5079./5LBS LENGTH OF DIAPHRAGM = 58.00FT SHEAR uIAPHRAGM (SO) = 87.58LB3/FT SUM OF SHEAR WALL LENGTH = 32.UOFT ShhAR WALLS (SW) = 158 MAX DRAG FORCE = 1601.II SPLICE WITH 16-16D'S OVtRTUk'rnNG ANALYSIS FOR Snr.AR JALL 3 LENGTH OF PANEL : 22-^L HcIGHT OF, PANEL - : 9.0JF1 ROOF DL ( 12.OA 0.0/2)= 0.0 PtF FLOOR OL ( 12.OX 1.3/2)= 7, PANEL OL { 14.OX 9*0) = 126. TOTAL - 133.98PEF OVERTURNING MOMENT = -1 768 - 3oF i . L t3 S UPLIFT FORCE = -78,59L3S Mk_SIGNlFJLCAi>)T_yPL.7iFT.L NO_H_gLO_DOW^S LENGTH OF PANEL : 9.5uFT HEIGHT OF PANEL : ^.OOFT ROOF UL ( i2.0X 4.0/2)- 24.0Uv5LF WALL DL ( 14.OX 6.0) = 64-JOPLF PANEL CL ( 14.OX 9.0; = 126.0L'Pi_F TJTAL - = 234.00PLF C\/ERTUKNIN^ MOflcNT = 301J.2ii-r.LiiS UPLIFT FORCE = 317.I'M S GOUV1S ENGINEERING Sht L~ ~ JN G- 975 4- Date 2 /1/# 9 Client FQAtJK CAJ2_I°_ e 2. 34- f/S\of/ 2.7- * 5 -4955.^i I 4 5 ^ 3 O FT . 33 GUUVIS ENGINEERING SHEET : ' JOB NO, : 9754 CLIENT : FRANK CARR PLAN NO.: CUSTOM DATE : 1-30-39 =:•** SHEAR WALL 1! : 4 LOCATION : A J__R£AR_ELE_V. TOTAL FORCE : 330. 34X JO. 00/2 = 4955.04L8S SW LENGTH : 9 75: * 5,75 = 15. SO FT SvJ : 495r.04//5.S - TOTAL FORCE AT WALL 4 ~ ^95Lj*u4LI3S LENGTH UF DIAPHRAGM - ^6-uOTT SHEAR DIAPHRAGM { SU ) = 10T.T21BS/FT SUM OF SHEAR WALL. LENGTH = /5 S FT SHEAR VMi_LS (SW) = ^/^,^S Lb S/FT MAX DRAG FORCE = 13^-6. 4o SPLICE WITH 14-160'S LENGTH OF PAiNEL : "975" FT HEIGHT OF PAiMtL : 9.0UTT RHOF OL { 12-OX 0.0/2)= 0.0 PLF FLOOR UL ( 12.CX 18.0/2)= 108.3UPLF PANEL DL ( 14.OX 9.0} - 12&.GUPLF TOTAL ~ 234.0UPLI- OVLRTURNING MOMENT - / 923 6> 'FT. L6S UPLIFT FORC I_£4_3AR._TQP_£_IJU£ 3^0_FT_PAj;T_PANEL_EAUH_WAY_ LENGTH OF PANEL : $ 75 Ff HEIGHT OF PANbL : 9.00FT ROOF DL ( 12.OX 0.0/2)= 0,0 PLF FLOOR DL ( 12.OX 15.0/2)= 90.00PLF PANEL DL ( 14.OX 9.0) = 126.00PLF TOTAL = 216.00PLF OVERTURNING MOMtNT = / 2,^72-7 FT.LBS UPLIFT FORCE \\PMm, - ^Z<^ / LBS BAR TOP L SOT 2,5 FT PAST PANi_L EACH GOUVIS ENGINbtRlNG SHEET JOB NO. CLIENT PLAN NO 9754 FRANK CARR CUSTOM 1-30-89 WALL LOCATION AT MIU SECTION TOTAL FORCE SW LENGTH : USE 11 9.50+ 16.50= 26.Ou 8390,53/ 26.0= J22.7i.PLF TJTAL FJRCE AT WALL 5 LENGTH OF DIAPHRAGM SHEAR DIAPHRAGM (SD) SUM UF SHLAR SHEAR U'ALLS MAX DRAG FORC SPLICE WI1H WALL LEN (SW) TH OtfbRTURNlNG ANALYSIS FOR SHEAR ^ALL LENGTH OF PANEL : HEIGHT OF PANEL : ROOF DL ( 12,OX 0*0/2)= FLOUR OL ( 12.OX 15.0/2)= PANEL OL ( 10.OX 8.0) TOTAL OVERTURNING MOMENT UPLIFT FORCE /./^A USE SIMPSON /> HOLOOWN 9 . 5 j F f b * 0 0 F T 0*0 P L F 90.00PLF d 0 , 0 3 P L F I70.0UPLF 16854.91FT.L5S 1774.2GL3S EACH END 1 #H BAR TOP LENGTH HEIGHT ROOF FLOOR PANEL TOTAL OF PA &SOT 3.0 FT P N6L : OF PANE UL ( 1 2. ;JL ( 12, LJL { 1 OVERTURNING UPLIFT USE SI FORCE MPSON 1 #4 BAR T&P 0. L OX 0. OX 3. OX 8. 0/2 0/2 0) ) ) MOMENT jnZA- A HOLDOWN £3QT 2.5 : - •= = = = 25 1 I AST 16 8 0 48 80 28 * • . * • . 174, 5 EACH FT P 25 E „ 1 1 AST PANEL EACH 50FT 00 FT 0 PLF OUPLF OOPLF 00? LF OoFT. L3S 7^L jS D KAMtL EACH WAY WAY GOJVIS SHEET : t- ~ / ° JOB NO. : 9754 CL1FNT : FRANK CARR PLAN NO-: CUSTOM DATE : 1-30-39 ;.= .-:..: SHEAR *ULL # : 6 LOCATION : AT_FROQT_tLEV ________ TOTAL FORCE : , 211o.ilLBS ^ Mffi i-~{ Svj LENGTH : 4% 00 + J.QO = 7.00 SW : 21U.11/ 7,0= 30<f.30['LF TOTAL FORCE AT WALL 6 = <rli6»ilLb:> LENGTH UF DIAPHKA^M = 33*uOFl SHEAR DIAPHRAGM (SUJ - 64.i^LB3/FT SUM 'OF SHtAR WALL LfcNGTH = 7.0GFT SHLAR WALLS (SW) - 30a.30LbS/FT MAX-SDKAG FORCE = 1154.2s- SPLICE WITH 12-16D'S _ __ __ Oyj.RIUR^^^I^LYlIS_FnR__SHtAR_WALL. 6 * LENGTH OF PANEL : ' 4-ODFT HEIGHT -OF PANEL : 8.00FT ROOF DL ( 12.OX 20.0/2}^ 120.00PLF PANEL DL { 14.OX 3.U) - 112.00PuF TOTAL * - 232.00PLF OVERTURNING MOMENT = 7817 ,6bFT.LBS UPLIFT FORC6 Mf>2A - 1934.41L3S 1 £4 BAR TOP S 30T 5.0 FT PAST PANEL EACH WAY LENGTH ,QF PANEL : 3*OOFT HEIGHT OF PANEL : " 8.00FT ROOF OL ( 12.OX 20.0/2}= 120,OOPtF PANEL OL ( 14.OX 3,0) = 112.00PLF TOTAL = 232.00PLF OVERTURNING MOMENT = 62ll.2^Ff. OPL1FT FORCt 3AR TOP e. 807 5*5 FT PAST ?A.\EL EACH WAY GQUVIS ENGINCCRINC FOUNDATION ANALYSIS SHEET: JOB NO. 5CLIENT; PLAN NO, ; DATE; 2. - /- CAP.R, (SB) SOIL BEARING = *- PSF TO BE CONFIRMED PRIOR TO CONSTRUCTION __?5__ CONFIRMED BY GQILS REPORT CONTINUOUS FOOTING 6 LOADS TO FOOTING: ROOF WALL FLOOR WT. OF FTG < /) < « 00)4-42.O 2.5/. ^ TOTAL ( jz £9, > */nr (W) WIDTH REQUIRED = _j2'_<?^__fL"C_r_/a^-vo USE __/_lTL__" WIDE X ___/_^ ' DEEP CUNT* FTC @ 1 -STORY PORTIONS USE .'(_?-__' WIDE X __7^ ' DEEP CONT* FTG I? 2-STORY PORTIONS ALLOWABLE POINT LOAD ON CONTINUOUS FOOTING P MAX = SB X S X 144 P MAX t? <1 -STORY) = _.. * P MAX 8 (2-STORY) = &L^:=L * C P allow = P ms;; - TOTAL (S/12) 3 ALL CONTINUOUS EXTERIOR FOOTINGS TO HA^'C i/2' flJAMETCR X 10" A.B WITH 1-1/2' DIAMETER WASHERS t? 72' 0/C UNLESS OTHCRUISf NOTfD ON PLANS. MINIMUM 2 ADs FTR SILL PLATE PER SIICAR PANEL* ALL INTERIOR SMEAR WALLS AND NON-SHEAR WALLS TO HAVF RAMSET SHOT PINS #3330 Q 24" 0/C S 4O" 0/C RESPECTIVELY, TO BC INSTALLCZ? IN ACCORDANCE WITH ICDO REPORT Nf)« 1147r MARCH 1902. SLAB 7IIICKNCSC TO BE 5' MINIMUM* GCE GENERAL NOTES (INCLUDED IN CALCULATIONS) FOR ALTERNATE SHOT PINS* GOUV1S E.NGTNI CRINO nr PAIUi SIILET JOB Ntf CLIENT PLAN N DftTC P = U5C R2-7 SQUARC X rn EP C"l ,_•! USE .SQUARE X W/. .DI.EP p = use *S-3 SQUARE X DCCT P SQUARE X 7 _ j#- -^fZ^. ~ TT^ f DI cr r, UGE SQUARE X __„nrcr SAN DIEGO SOILS ENGINEERING, INC SOIL ENGINEERING & ENGINEERING GEOLOGY August 31, 1983 Ponderosa Homes 11300 Sorrento Valley Road Suite 100 San Diego, California 92121 Attention: Mr. Ron Shackelford Job No: Log No: SD1183-10 SD3-2702 SUBJECT:AS-GRADED GEOTECHNICAL REPORT Carlsbad Tract No. 73-29 Carrillo Estates, Unit No. 2 Carlsbad, California Gentlemen: Submitted herewith is the report of observation and testing per- formed during the preparation of existing ground, excavation of on-site materials and the placing and compaction of fill at the subject site. Field density test results are tabulated on Table I, Results of Compaction Tests. Test locations and geologic data are shown on the attached As-Graded Geotechnical Maps, Plates 1 through 8. The purpose of the grading and compaction was to create relatively level building sites, street subgrade and proper site drainage. GEOLOGY Geologic Setting The geology of the site observed during grading was found to be generally as described in our referenced "Supplemental Geotechnical Investigation." The site is underlain by Eocene Delmar Formation sediments and Jurassic Santiago Peak Volcanics. SUBSIDIARY OF IRVINE CONSULTING GROUP, INC 4891 MERCURY STREET • SAN DIEGO, CA 92111 • (714)268-8266 ir Ponderosa Homes Job No: SD1183-10 August 31, 1983 Log No: SD3-2702 Page Two The Santiago Peak Volcanics (Map Symbol Jsp) are exposed in the southeastern portion of the El Fuerte alignment. The Delmar Formation underlies the remainder of the site, including all of Unit 2 and the northern portion of El Fuerte. The Delmar Formation consists of a clean to clayey sandstone , and is relatively flat lying. The distribution of the geolo- gic units is shown on the As-Graded Geotechnical Maps, Plates 1 throuah 8 . B. Faulting No evidence of active or inactive faulting was noted during our Supplemental Geotechnical Investigation or during grading. C. Groundwater No static groundwater surface was observed on-site. Locally perched groundwater was encountered along the El Fuerte Street Alignment. D. Subdrains Subsurface drains were installed in conjunction with grading operations. They were installed in the canyon under the El Fuerte alignment, and in the small canyon fills associated with Lots 153, 154, 179, 180 and 181. The approximate loca- tions of the subdrains are shown on the As-Graded Geotechnical Maps . PREPARATION OF MATURAI The site was cleared of surface obstructions and stripped of vege- tation. All topsoil, alluvLum, existing suitable uncompacted fill and soft soils were removed down to firm natural ground. Ponderosa Homes Job No: SD1183-10 August 31, 1983 Log No: SD3-2702 Page Three Previously dumped uncontrolled fills were removed and utilized in the off-site El Fuerte Street. Subdrains were placed at the bottom of all fills in ma3or drainage courses. Prior to placement of fills, the exposed subgrade soils were scarified to a depth of 6 to 8-inches, brought to about optimum moisture content and compacted to at least 90 percent relative compac- tion. The natural ground is considered suitable for the support of the fill placed at the site. SOIL TVPES The various materials used as fill are tabulated in Table II, Laboratory Test Results. All fill materials were derived from on-site or immediately adjacent sources. FILL PLACEMENT Fill soils were placed in 6 to 8-inch lifts, brought to approxi- mate optimum moisture content and compacted to a minimum of 90 percent of the maximum density based upon ASTM Test Method D 1557-78 (Five-Layer Method). The equipment used for com- paction consisted of a steel-wheel compactor, sheepsfoot rollers and other heavy earth-moving equipment. Grading operations were started and completed to rough grade during the period covered by this report (April through September, 1983). 1 Ponderosa Homes Job No: SD1183-10 August 31, 1983 Log No: SD3-2702 Page Four Density tests were made in accordance with ASTM: D1556-64 (Sand- Cone Method) and ASTM: D 2937-71 (Drive-Cylinder Method), the results of these tests are tabulated in Table I, Results of Com- paction Tests. FILL SLOPES Slopes were constructed in accordance with the project plans and specifications. All fill slopes had keys cut to equipment width minimums, founded in bedrock materials and tilted back into the slopes. Back drains were constructed behind the fill slopes in accordance with the project plans and specifications. The locations of the back drains are indicated on the attached As- Graded Geotechnical Maps. The maximum fill slope height was approximately 50 feet with a maximum slope ratio of 2:1 (horizontal vertical). Fill slopes up to 17 feet in height at 1.5:1 (hori- zontal ;vertical) were used between the numerous lots. car SLOPES Cut slopes over 17 feet were limited to a slope ratio of 2:1 (horizontal:vertical), nominal. Cut slopes up to 17 feet in height at 1.5:1 (horizontal:vertical) were constructed between lots. Cut slopes were reviewed by the Engineering Geologist during grading and the geologic data is shown on the As-Graded Geotechnical Maps, 1 Ponderosa Homes Job No: SD1183-10 August 31, 1983 Log No: SD3-2702 Page Five NATURAL SLOPES Natural slopes are located around the northern perimeter of the Unit 2 area and on both sides of the El Fuerte alignment The natural slopes adjacent to Lots 166 through 177 are relatively steep and may be subject to surficial erosion or sloughing. This slope area is discussed in detail in our referenced "Addendum to Supplemental Geotechnical Investiga- tion." As a precautionary measure, we have recommended a structural setback of 10 feet from the top of slope. This limit is shown on our As-Graded Geotechnical Maps. TRAMS ITT ON LOTS Lots having cut/fill transitions at finish grade elevations were undercut to provide uniform bearing conditions in compacted fill. Lots with significant cut fill transitions (fill depths greater than one foot) were undercut a minimum of three feet below finish grade. These lots are as follows: 143, 144, 145, 146, 147, 148, 153, 154, 178, 183 and 209. Transition lots with less than one foot of fill were scarified 6 to 8-inches and compacted to 90 percent relative compaction. These shallow transitions occurred on lots that were previously rough graded and were completed during this grading. The lots included are as follows: 161, 164, 165, 166, 188, 189, 190, 191, 197, 217, 228, 229, 230, 231, 232, 233, 246, 247, 248, 249 and 250. Ponderosa Homes August 31, 1983 Job No:, SD1183-10 Log No: SD3-2702 Page Six EXPANSION TESTS Expansion tests were performed on representative samples of the finished pad soils remolded and tested under a surcharge of 144 pounds per square foot in accordance with Uniform Building Code Standard No. 29-2. The test results are as follows: EXPANSION TEST RESULTS TEST NO 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 ' 17 18 19 20 21 22 23 24 25 26 27 28 29 30 TEST LOCATION LOT NOS. 143,144 145,146 147,148 149,150,151 152,153,154 155,156,157 158,159,160 161 through 167 168 through 171 172 through 179 180,182,183 184,185,186 187 188,189 190,191 192,193,194 195,196,197 198,199,200 201 through 205 206,207,208 209,210,211,212 213,214 215,216 217,218 219,220 221 222 223,224 225,226 227,228,229,230 EXPANSION INDEX 16 14 69 51 3 13 5 10 8 46 0 10 92 10 26 11 28 9 53 26 10 3 42 95 3 - 39 21 56 57 12 EXPANSION POTENTIAL Very Low Very Low Medium Medium Very Low Very Low Very Low Very Low Very Low Low Very Low Very Low High Very Low Low Very Low Low Very Low Medium Low Very Low Very Low Low High Very Low Low Low Medium Medium Very Low 1 Ponderosa Homes August 31, 1983 Job No: SD1183-10 Log No: SD3-2702 Page Seven EXPANSION TEST RESULTS (Continued) TEST NO 31 32 33 34 35 36 37 38 39 TEST LOCATION LOT NQS. 231,232,233 234,235,236 237,238,239 240,241,242 243,244 245,246,247 248,249,250,251 252 253 EXPANSION INDEX 60 71 70 0 11 54 20 18 29 EXPANSION POTENTIAL Medium Medium Medium Very Low Very Low Medium Low Low Low SULFATE TESTS Sulfate tests were performed on samples obtained near finished grades. The test results are listed below: TEST NO. 1 2 3 SULFATE TEST RESULTS TEST LOCATION Lot 170 Lot 211 Lot 221 PERCENT SOLUBLE SULFATE 0.0271 0.0206 0.0087 1 Ponderosa Homes Job No: SD1183-10 August 31, 1983 Log No: SD3-2702 Page Eight CONCLUSIONS AWP RECOMMENDATIONS A. General Based on the results of the observations and testing as noted herein, it is this firm's opinion that the grading and compaction was performed in accordance with our recom- mendations and the requirements of the City of Carlsbad. Overall cut and fill slopes, as built, are considered to possess stability in excess of generally accepted minimum standards. Further discussion regarding stability is pre- sented below. In order to enhance the performance of slopes, these areas should be landscaped at the completion of grading. Plants - should consist of deep-rooted varieties requiring little watering. A landscape architect would be the best party to consult regarding actual types of plants and planting confi- guration. The irrigation system should be anchored on the slope face; not placed in excavated trenches. If automatic timing devices are utilized in conjunction with irrigation systems, provisions should be made for interrupting normal watering during and following periods of rainfall. Homeowners and maintenance personnel should be made aware that improper slope maintenance, altering site drainage, over-watering and burrowing animals can be detrimental to slope stability. Until landscaping is fully established, plastic sheeting should be kept reasonably accessible in order to protect the slopes from periods of prolonged and/or heavy rainfall. Ponderosa Homes ^Tob No: SD1183-10 August 31, 1983 Log No: SD3-2702 x Page Nine B. Foundation and Slab Recommendations for Expansive Soils 1. General The results of our testing and inspection during pre- cise grading indicates that the on-site soils exhibit a very low to high potential for expansion. The fol- lowing recommendations are empirically derived in consideration of expansion potential. These recommenda- tions are considered generally consistent with the Standards of Practice. The implementation of these recommendations should serve to reduce the risk of distress resulting from expansive soil. The potential for favorable foundation performance can be further enhanced by maintaining uniform moisture conditions. The concrete configurations and reinforcement recommenda- tions herein should not be considered to preclude more restrictive criteria by the governing agencies or by structural considerations. A Structural Engineer should evaluate configuration and reinforcement requirements for structural loadings, shrinkage and temperature stresses. Occasional cemented zones in the bedrock cut lots may be difficult to excavate through the footings and utilities, re- quiring heavy equipment or removal of the cemented area. 2. Lots with Very Low Expansion Potential (Lots 143 through 146, 152 through 171, 180 through 186, 188, 189, 192, 193, 194, 198, 199, 200, 209 through 214, 219, 220, 227, 228, 229, 230, and 240 through 244) a. Foundations i Exterior and interior footings should be continuous and founded 12-inches below slab sufagrade for one- story and 18-inches below slab subgrade for two-story buildings. ]Ponderosa Homes Job No: SD1183-10 August 31, 1983 Log No: SD3-2702 Page Ten b. Slabs Living and garage areas should be a nominal 4-inches thick (3.5-inches actual). Living area slabs should be underlain by a 6-mil visqueen moisture barrier, plus and minimum of 1-inch of clean sand between the slab and Visqueen. c. Pre-Soaking Beneath Slabs Pre-soaking is not required. Areas to receive con- crete should be thoroughly moistened prior to placing concrete. 3. Lots with Low Expansion Potential (Lots 172 through 179, 190, 191, 195, 196, 197, 206, 207, 208, 215, 216, 221, 222, and 248 through 253) a. Foundations Exterior and interior footings should be continuous and founded 12-inches below slab subgrade for one- story and 18-inches below slab subgrade for two- story buildings. Reinforcement in exterior and interior continuous footings should consist of two No. 4 reinforcing bars, placed one at the top and one at the bottom. A 12-inch deep grade beam should be poured across garage door openings and reinforced as for footings. b. Slabs Living area slabs should be a nominal 4-inches thick (3.5-inches actual), reinforced with 6x6-10/10 welded 1 J Ponderosa Homes job No: SD1183-10 August 31, 1983 Log No: SD3-2702 Page Eleven wire mesh located at mid-height. Living area slabs should be underlain by 2-inches of rounded gravel or clean sand and a 6-mil visgueen moisture barrier, plus a minimum of 1-inch of clean sand between the slab and visqueen. c. Pre-Soaking Beneath Slabs Living area and garage slab subgrade soils should be soaked to at least four percent above optimum moisture content to a depth of 12-inches below slab subgrade prior to placement of concrete. The moisture penetration should be verified by the Soils Engineer. Lots with Medium Expansion Potential (Lots 147 through 151, 201 through 205, 223 through 226, 231 through 239, 245, 246, and 247) a. Foundations Exterior footings for one and two-story buildings should be continuous and founded 18-inches below subgrade. Interior footings for one and two-story buildings should be continuous and founded 12-inches and 18-inches below subgrade, respectively. Reinforcement in exterior and interior footings should consist of two No. 4 reinforcing bars, placed one at the top and one at the bottom. In living areas, dowels consisting of No. 3 reinforcing bars should be placed at 36-inch center to center in the footing and bent 3 feet into the slab. j Ponderosa Homes Job No: SD1183-10 August 31, 1983 ^ Log No: SD3-2702 Page Twelve An 18-inches deep grade beam should be poured across the garage door opening and reinforced as for footings. b. Slabs Living area slabs should be of 4-inches (net) thickness reinforced with 6x6-10/10 welded wire mesh located at mid-height. Living area slabs should be provided with 4-inches of rounded gravel or clean sand followed by a 6-mil "visqueen" (or equivalent) moisture barrier. The moisture barrier should be sealed at all splices and overlain by at least 1-inch of clean sand. In garage slab areas, reinforcement should be a 6x6-10/10 welded wire mesh located at mid-height and the slabs should be saw-cut or form-jointed for crack control. Garage slabs should be isolated from stem wall footings-and underlain by 4-inches of crushed rock, gravel or clean sand. c. Pre-Soaking Beneath Slabs Living area and garage slab subgrade soils should be soaked to at least five percent above optimum moisture content to a depth of 18-inches below slab subgradej* prior to placement of concrete. Subgrade moisture should be tested by the Geotechnical Consultant for conformance with this recommendation. 5. Lots with High Expansion Potential (Lots 187, 217 and 218) ^a. Foundation Exterior footings for one and two-story buildings should be continuous and founded 24-inches below i I Ponderosa Homes Job No: SD1183-10 August 31, 1983 Log No: 303^2702 Page Thirteen slab subgrade. Interior footings should be con- tinuous and founded 12-inches below slab subgrade for one-story buildings and 18-inches for two-story ! buildings. Reinforcement in exterior and interior footings should consist of two No. 5 reinforcing bars, , placed one at the top and one at the bottom. in 1 living areas, dowels consisting of No. 3 reinforcing I bars should be placed at 36-inches center to center in the footing and bent 3 feet into the slab. t A 24-inch deep grade beam should be poured across the garage door opening and reinforced as for footings. i b. Slabs Living area slabs should be of 4-inch (net) thickness reinforced with 6x6-6/6 welded wire mesh located at j mid-height. Living area slabs should be provided with 4-inches of rounded gravel or clean sand fol- i lowed by a 6-mil "visqueen" (or equivalent) moisture i barrier. The moisture barrier should be sealed at i all splices and overlain by at least 1-inch of clean sand. In garage slab areas, reinforcement should be a 6x6-6/6 welded wire mesh located at mid-height and j the slabs are saw-cut or form-jointed for crack control. Garage slabs should be isolated from stem wall i footings and underlain by 4-inches of crushed rock,i gravel or clean sand. Ponderosa Homes Job No: SD1183-10 August 31, 1983 Log No: SD3-2702 Page Fourteen c. Pre-Soaking Beneath Slabs Living area and garage slab subgrade soils should be soaked to at least five percent above optimum mois- ture content to a depth of 24-inches below slab sub- grade prior to placement of concrete. Subgrade moisture should be tested by the Geotechnical Consultant for conformance with this recommendation. 6. Foundation and Slab Details Recommended details accompany this report as Figure 1. C. Post-Tensioned Foundations Post-tensioned slabs can be used as an alternative to con- ventional foundations, although they are typically more expensive, they have an excellent performance record. 1. Design Criteria Post-tensioned slabs should be designed by a Structural Engineer for an allowable dead plus live load bearing pressure of 600 pounds per square foot. The differential movement recommended for design purposes is a two percent gradient in 10 feet horizontal. 2. Subgrade Treatment i Post-tensioned slabs in living areas should be underlain by a 10-mil moisture barrier with 1-inch of clean 'sand placed between the slab and moisture barrier. The barrier should be sealed at all splices and care should be taken not to puncture the barrier during construction. FOlWoATION AND SLAB RECOMM^DATIONS FOR EXPANSIVE SOILS (ONE AND TWO-STORY RESIDENTIAL BUILDINGS) EXPANSION INDEX EXPANSION INDEX EXPANSION INDEX EXPANSION INDEX 0-20 21-50 51 - 90 91 - 130 VERY LOW EXPANSION LOW EXPANSION MEDIUM EXPANSION HIQH EXPANSION 1-STORY FOOTINQS ALL FOOTINGS 12 INCHES ALL FOOTINGS 12 INCHES EXTERIOR FOOTINGS IS EXTERIOR FOOTINGS 24 INCHES DEEP FOOTING* DEEP FOOTINGS INCHES DEEP INTERIOR DEEP INTERIOR FOOTINGS 11 CONTINUOUS NO STEEL CONTINUOUS 1-NO 4 BAH FOOTINGS 12 INCHES DEEP INCHES DEEP 1-NO 6 BAR TOP REQUIRED FOR EXPANSION TOP AND BOTTOM 1-NO 4 BAR TOP AND AND BOTTOM FORCES BOTTOM t-STORY FOOTINGS ALL FOOTINGS IS INCHES ALL FOOTINGS IS INCHES ALL FOOTINGS 16 INCHES EXTERIOR FOOTINGS 24 INCHES DEEP FOOTINGS DEEP FOOTINGS OE£P FOOTINQS DEEP INTERIOR FOOTINGS 1< CONTINUOUS NO STEEL CONTINUOUS 1-NO 4 BAR CONTINUOUS 1-NO 4 BAR INCHES DEEP. t-NO 5 BAR TO* REQUIRED FOR EXPANSION TOP AND BOTTOM TOP AND BOTTOM AND BOTTOM FORCES BARAOE DOOR GRADE NOT REQUIRED 12 INCHES DEEP 1-NO 4 BAR 16 INCHES DEEP 1-NO BEAM TOP AND BOTTOM TOP AND BOTTOM 4 BAR 24 INCHES DEEP 1-NO 0 BAR TOP AND BOTTOM LIVING AREA FLOOR BLABS 3 1/2 INCHES THICK NO MESH 3 1/2 INCHES THICK 3 1/2 INCHES THICK 4 INCHES THICK • X 6-6/6 REQUIRED FOR EXPANSION 6 X 6-10/10 WIRE MESH AT 6 X 6-10/10 WIRE MESH AT WIRE MESH AT MID-HEIGHT FORCES NO BASE REQUIRED MID-HEIGHT 2 INCHES MID-HEIGHT 4 INCHES NO 3 DOWELL8 FROM FOOTING 6 MIL VISOOEEN MOISTURE GRAVEL OR SAND BASE 6 QAAVEL OR SAND BASE 6 TO SLAB AT 36 INCHES ON BARRIER PLUS 1 INCH SAND MIL VISQUEEN MOISTURE MIL VISOUEEN MOISTURE CENTER 4 INCHES GRAVEL OR BARRIER PLUS 1 INCH 3ANO BARRIER PLUS 1 INCH »ANO SAND BASE 6 MIL VISQUEEN MOISTURE BARRIER PLUS 1 INCH SAND OARAGE FLOOR SLAVS 31/2 INCHES THICK NO MESH 3 1/2 INCHES THICK 3 1/2 INCHES THICK 4 INCHES THICK 6 X 6-6/6 REQUIRED FOR EXPANSION B X 6-10/tO WIRE MESH OH 6 X 6-10/10 WIRE MESH OR WIRE MESH OR QUARTER FORCES NO BASE REQUIRED QUARTER SLABS ISOLATE QUARTER SLABS ISOLATE SLABS ISOLATE FROM STEM NO MOISTURE BARRIER FROM STEM WALL FOOTINGS FROM STEM WALL FOOTINGS WALL FOOTINQS 4 INCHES REQUIRED 2 INCHES ROCK GRAVEL OR 4 INCHES ROCK GRAVEL OR ROCK, GRAVEL OR SAND BASE SAND BASE NO MOISTURE 3AND BASE NO MOISTURE NO MOISTURE BARRIER BARRIER REQUIRED BARMCR REQUIRED REQUIRED. PRE-SOAKINQ OF LIVING NOT REQUIRED MOISTEN SOAK TO 12 INCHES DEPTH SOAK TO 16 INCHES DEPTH SOAK TO 24 INCHES DEPTH TO AREA AND GARAGE 8LAB PRIOR TO POURING TO 4* ABOVE OPTIMUM TO 5% ABOVE OPTIMUM 5% ABOVE OPTIMUM MOI3TUHE •OILS CONCRETE MOISTURE CONTENT MOISTURE CONTENT CONTENT NOTES 1) ALL DEPTHS ARE RELATIVE TO 3LAB SUBGHADE 2) SPECIAL DESIGN IS REQUIRED FOR VERY HIGHLY EXPANSIVE SOILS. FOUNDATION AND SLAB DETAIL (NOT TO SCALE) SLAB SUBGRADE v WIRE MESH , J 8AMD LAYEB \ \ / , VISQUEEN DOWEL (WHEN REQUIRED) \ \ SLAB 1 \ / / . GRAVEL O« SAND BASE (WHEN REQUIRED) 1 k°S?|"-^ ^"S* A^-y ^^-...n/n^/^.fefl '£$" \ v ) / / , /•• *cU Vj A >, / 4.U ^^mjj. A "^'"""I*"* '"*^;^S?* * *"*'' "" 7 / ' " ""*' f* * " * ijjjc, | '« 1?3»; ? DEPTH OF ^ SOj, ' ? ~ai I INTERIOR fj/4rtj ^ ' EXTERIOR ^ °'<?,0°"' ' PRE-8OAKED j ^ 3<Sf)'C\'C'6 FOOTING n ''ftft <f BOIL 4 ^ iVff/v* "^ „ I^^Ki I ,.,E-,o, ,00,,-aI/ |;c t* y\ REINFORCING BAR £ Y (WHEN REQUIRED) 5ifiA/<L #T?.rv-U ^ EXTERIOR FOOTING FOUNDATION AND SLAB RECOMMENDATIONS JOB NO.: SD1183-10 °ATE: AUGUST, 1983 FIGURE NO.: -, SAN DIEGO SOILS ENGINEERING. INC. 1 1 Ponderosa Homes job No: SD1183-10 August 31, 1983 Log No: SD3-2702 Page Fifteen 3. Thickened Edge Post-tensioned slabs should have a thickened perimeter edge extending at least 12-inches into the slab sub- grade soils. D. Structural Setback Our referenced report of July 12, 1983 "Structural Setback" recommended a setback line for structures on Lots 166 through 177. The setback line is shown on Plates 4 and 5. All per- manent structures should be built at least 10 feet back from the top of slope unless footings are deepened to maintain 10 feet lateral distance, measured horizontally from slope day- light to the bottom edge of the footing. Masonry walls at the top of slope are not recommended. E. Allowable Bearing Pressure for Footings Footings may be designed for an allowable dead plus live load bearing pressure of 1,500 pounds per square foot with a one-third increase for short-term wind or seismic loads. Footings should have a minimum width of 12-inches and, where located adjacent to utility trenches, should extend below a one-to-one plane projected upward from the inside bottom corner of the trench. No footing should straddle a cut/fill line. F. Lateral Load Resistance Lateral loads against buildings may be resisted by friction between the bottom of footings and the supporting soils. 1 1 J Ponderosa Homes Job No: SD1183-10 August 31, 1983 Log No: SD3-2702 Page Sixteen An allowable friction coefficient of 0.35 is recommended. An allowable lateral bearing pressure equal to an equivalent fluid weight of 300 pounds per cubic foot acting against the footings may be used, provided the footings are poured tight against undisturbed soils; however, if lateral bearing is utilized in combination with friction, the above value for lateral bearing should be reduced by one-third. G. Retaining Structures For design of retaining walls (Cantilevered), minimum equi- valent fluid weights for statically applied active soil pressure of 30 pounds per cubic foot and 43 pounds per cubic foot respectively for level backfill conditions and ascending 2:1 (horizontal:vertical) conditions may be utilized. The above values assume that predominantly granular free draining backfill will be utilized. Unless wall designs provide for pressure influences by seepage and/or hydrostatic forces, walls should incorporate appropriately designed wall back- drain systems. Allowances should be made in the design for anticipated surcharge loads. It should be noted that the use of heavy compaction equipment in close proximity to retaining structures can result in excess wall movement (i.e. strains greater than those normally associated with the development of active conditions) and/or wall pressures exceeding design values. In this regard, care should be taken when compacting backfill. The area behind the walls should be reviewed by the Geotechnical Consultant prior to the placement of back- fill or drainage system. Backfill should be tested by the Geotechnical Consultant for compaction. H. Asphaltic Concrete Pavement Asphaltic concrete pavement design should be performed in J accordance with the requirements of the County of San Diego. 1 _J I Ponderosa Homes Job No: SD1183-10 August 31, 1983 , Log No: SD3-2702 , -- Page Seventeeni I. Type Cement for Construction i Based on the results of our sulfate tests, Type I or II cement can be used for all concrete in contact with the sub- grade soils. J. Foundation Inspection All excavations should be observed by the Soils Engineeri j prior to placement of forms, reinforcement or concrete, for verification of conformance with the intention of these re- - commendations. All excavations should be trimmed neat, leveli and square. All loose or sloughed material should be removed i prior to the placement of concrete. Materials from footing 1 excavations should not be spread in slab-on-grade areas I unless compacted. K. DrainageiiI To enhance future site performance, it is recommended that all pad drainage should be collected and directed away from proposed structures to disposal areas. For soil areas, we recommend that a minimum of 2 percent gradient be maintained. Due to the expansive nature of the on-site soils, it isi important that drainage be directed away from foundations j and that recommended drainage patterns be established at the time of fine-grading and maintained throughout the life of •f the structures. Property owners should be aware that altering i drainage patterns, landscaping, the addition of patios, planters, and other improvements, as well as irrigation and variations in seasonal rainfall/ al'l affect subsurface moisture*. conditions, which in turn affect structural performance with- i * in expansive soil areas. j Ponderosa Homes Job No: SD1183-10 August 31, 1983 Log No: SD3-2702 Page Eighteen L. Trench Backfill It is our opinion that utility trench and/or wall backfill consisting of the on-site material types could be best placed by mechanical compaction to a minimum of 90 percent , of the laboratory maximum density. Exterior trenches extending below a 1:1 (horizontaltvertical) projection from the outer edge of foundations should be mechanically compacted to a minimum of 90 percent of the laboratory maximum density. M. Subsequent Grading Operations Prior to the commencement of additional grading operations on-site, including backfilling of trenches and retaining walls, the Soils Engineer should be notified at least two working days in advance in order to schedule appropriate observation and testing services as needed. SUMMARY Our description of grading operations, as well as observations and testing services herein, have been limited to those grading operations performed between April, 1983 through September, 1983. The conclusions and recommendations contained herein have been based upon our observation and testing as noted. No representa- tions are made as to the quality or extent of materials not observed. Based upon our observations and testing, it is our opinion, as aforementioned, that the work performed has been done in accordance with the }ob specifications as well as the require- Ponderosa Homes August 31, 1983 Job No: SD1183-10 Log No: SD3-2702 Page Nineteen ments of the regulating agencies. It is our further opinion that the site as graded is suitable for the construction now proposed. This report should be considered subject to review by the con- trolling authorities. The opportunity to be of service is appreciated questions, please call this office. Very truly yours, SAN DIEGO SOILS ENGINEERING, INC. If you have any Tara S. Sikh, R.C.E. 35454 Senior Engineer isen, C.E.G. 1074 Mana'ger, Geologic Services KS:TSS:SWJ:llr Enclosures:Plates 1 through 8 Tables I and II Distribution: (4) Submitted - Ponderosa Homes, Irvine (2) Attention: Ron Federici REFERENCES "Structural Setback, Lots 166-177, Carrillo Estates, Unit 2, Carlsbad, California" by San Diego Soils Engineeringf Inc., dated July 12, 1983 "Interim Compaction Report and Foundation Recommendations, Lots 161 through 191, Carrillo Estates, Unit 2, Carlsbad, California" by San Diego Soils Engineering, Inc., dated June 20, 1983 "Addendum to Supplemental Geotechnical Investigation, Carrillo Estates, Phase 2, Carlsbad, California" by San Diego Soils Engineering, Inc., dated May 20, 1983 "Interim Compaction Report and Foundation Recommendations, Model Lots 143 through 148, Carrillo Estates, Unit 2, Carlsbad, California" by San Diego Soils Engineering, Inc., dated May 3, 1983 "Supplemental Geotechnical Investigation, Carrillo Estates, Phase 2, Carlsbad, California" by San Diego Soils Engineering, Inc., dated March 31, 1983 "Update Soil and Geologic Investigation, Carrillo Estates, Unit 2, Carlsbad, California" by Woodward-Clyde Consultants, dated May 5, 1981 "Soil Investigation for the Proposed Carrillo Estates, Carlsbad, California" by Woodward Gizienski and Associates, dated September 6, 1973 TABLE I JOB NO.: TEST NO 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 RESULTS OF COMPACTION TESTS SD1183-10 MAUF- Carrillo Estates, Unit 2 HATE. August 1983 DATE 4/15/83 » 4/19/83 ii ii it u ii H II II H tr ii it it 4/22/83 ii n u ii ii it 4/25/83 u n u ii u ii ELEVATION 320 320 342 344 346 348 350 404 400 397 395 352 402 354 356 ~ 358 360 358 360 362 364 405 401 366 365 368 370 372 397 395 MOISTURE CONTENT <%) 15.6 - 17.4 16.3 19.8 18.3 15.6 17.6 15.6 13.0 11.1 14.3 17.6 11.7 15.6 14.3 17.0 19.0 17.0 18.3 15.6 17.0 17.6 15.6 15.6 14.9 13.6 12.4 14.3 17.6 14.3 UNIT DRY DENSITY CPCF) 101.1 104.5 103.5 102.7 104.5 105.4 106.5 108.7 102.3 103.2 107.1 108.5 108.9 109.3 109.4 108.4 106.1 106.3 107.9 109.2 107.4 102.7 103.5 108.5 107.6 107.6 107.1 110.6 102.6 103.9 RELATIVE COMPACTION (%) 90 93 93 92 93 90 91 93 92 92 91 92 93 93 93 92 90 91 92 92 90 91 92 92 92 90 91 93 91 92 SOIL TYPE 2 2 4 4 3 1 1 1 4 3 1 1 1 1 1 1 1 1 1 5 5 3 3 1 1 5 1 5 3 3 SEE PLAN FOR TEST LOCATIONS *SAND-CONE TEST, ALL OTHERS DRIVE-CYLINDER **TEST FAILED. SEE RETEST SAN DIEGO SOILS ENGINEERING, INC. TABLE I JOB NO: TEST NO 31 32 33* 34* 35* 36* 37 38 39 40 41* 42 43 44* 45 46* 47* 48* 49 50 51 52 53* 54* 55 56 57 58 59 60 RESULTS OF COMPACTION TESTS SD1183-10 NAME. Carnllo Estates, Unit 2 DATE 4/25/83 ii ii ii ti ii 4/26/83 11 ii n ii n 4/27/83 ti M 11 11 II 11 II 11 II 4/28/83 H II II tl 5/2/83 » " ELEVATION 391 399 398 395 392 389 280 284 286 288 290 292 294 296 298 300 302 304 306 308 306 310 310 314 312 316 318 316 316 318 MOISTURE CONTENT (%) 16.3 13.0 17.0 13.6 17.6 16.3 17.9 13.9 14.8 14.4 16.3 12.2 17.0 18.3 18.3 18.3 12.8 18.6 17.3 18.0 17.3 18.0 18.3 19.0 18.3 17.6 16.3 19.0 22.2 20.5 DATE- August 1983 UNIT DRY DENSITY(PCF) 101.6 109.4 107.6 104.1 109.4 110.3 106.1 112.3 106.9 107.2 101.7 106.1 110.0 111.5 100.5 113.3 111.5 100.9 107.3 106.2 103.5 103.4 112.6 113.3 108.2 103.4 109.6 99.1 105.9 101.9 RELATIVE COMPACTION (%) 90 93 92 93 93 94 93 94 94 94 90 94 92 94 91 95 94 91 90 90 91 91 95 95 95 92 92 87** 93 90 SOIL TYPE 3 1 1 3 1 1 6 5 6 6 6 6 •5 5 4 5 5 4 5 5 6 6 5 5 6 6 5 6 6 6 Retest on #59 Retest of #58 SEE PLAN FOR TEST LOCATIONS *SAND-CONE TEST, ALL OTHERS DRIVE-CYLINDER **TEST FAILED. SEE RETEST SAN DIEGO SOILS ENGINEERING, INC. TABLE I JOB NO- TEST NO 61 62 63 64* 65* 66 67* 68 69 70 71 72* 73* 74* 75* 76* 77* 78* 79* 80* 81* 82* 83* 84 85 86 87 88* 89* 90* RESULTS OF COMPACTION TESTS SD1183-10 NAME: Carrillo Estates, Unit 2 DATE: August 19835 DATE 5/2/83 u 11 ii 5/3/83 ii tt ii u M u 5/4/83 u i* u u M H It M 11 II 11 M 11 II II It 5/10/83 u ELEVATION 318 316 320 320 322 324 324 322 326 326 328 405 401 398 395 392 389 -2' -1.51 -1.5' -1.5' -1.51 -1.5' 326' 328 330 332 392 -1.5' -1.5' MOISTURE CONTENT (%) 19.0 23.5 22.8 20.5 17.0 17.6 18.3 16.3 17.6 19.0 18.3 18.3 16.3 18.0 17.6 14.9 19.0 14.2 14.9 16.3 14.9 17.0 18.3 17.6 18.3 1 16.3 17.0 18.3 19.8 19.8 UNIT DRY DENSITY (PCF) 103.9 103.2 103.7 107.6 106.6 98.5 105.6 110.0 106.0 111.4 101.4 104.0 104.6 102.0 105.0 105.6 106.6 105.6 103.5 102,2 104.3 102.9 102.0 105.3 106.5 10'S.O 109.0 103.7 97.4 95.6 RELATIVE COMPACTION (%) 92 91 91 90 94 87**' 93 93 96 94 91 92 92 90 93 93 94 93 91 90, 92' 90 90 93 94 95 92 92 86** 86** SOIL TYPE 6 , 6 6 5 6 6 6 5 6 5 4 6 6 6 6 6 6 6 6 6 6 6 6 6 6 6 5 6 6 4 1 Retest on #67 Retest of #66 Retest on #326 Retest on #327* SEE PLAN FOR TEST^LOCATIONS *SAND-CONE TEST. ALL OTHERS DRIVE-CYLINDER **TEST FAILED. SEE RETEST SAN DIEGO SOILS ENGINEERING, INC TABLE I JOB NO TEST NO 91* 92* 93 94 95 96 97 98 99 100* 101 102 103 104 105 106 107 108 109 110 111 112 113 114 115 116 117 118 119 120 SD1183-1 DATE 5/11/83 5/12/83 ii ii 11 M 11 " H 11 5/13/83 11 n 11 Tl 11 II n M 5/16/83 n n M II H 5/17/83 n a n it RESULTS OF COMPACTION TESTS 0 NAMF Carrillo Estates. Unit 2 DATE August, 1983 ELEVATION 142 138 143 141 142 145 148 147 140 146 147 149 146 146 148 149 150 144 148 148 150 150 148 151 152 152 152 153 151 153 MOISTURE CONTSNT (%) 11.1 15.6 8.7 16.3 15.0 15.6 19.0 13.0 11.7 11.1 12.4 22.7 19.8 16,3 17.6 18.3 17,0 19.8 23.5 17.0 16.3 21.2 16.3 14.9 20.5 18.3 22.7 19.8 23.5 19.0 UNIT DRY DENSITY (PCF) 101.8 103.6 103.4 102.0 101.3 103.0 108.2 114.0 113.4 104.5 106.1 105.8 102.7 106.5 108.8 107.3 109.0 108.0 103.1 106.7 108.3 108.0 112.5 106.2 107.0 107.4 108.0 109.0 103.4 114.2 RELATIVE COMPACTION (%) 91 93 92 91 90 92 91 91 96 93 94 90 87** 90 92 91 92 91 87** 90 92 92 90 90 90 91 92 92 87** 97 SOIL TYPE 3 4 3 3 3 3 10 9 7 3 3 7 8 8 7 7 8 10 7 7 8 7 9 8 7 8 8 7 7 7 Retest on #104 Retest of #103 Retest on #110 Retest of #109 Retest on #125 SEE PLAN FOR TEST LOCATIONS *SAND-CONE TEST, ALL OTHERS DRIVE-CYLINDER **TEST FAILED. SEE RETEST SAN DIEGO SOILS ENGINEERING. INC. V W TABLE I JOB NO. TEST NO. 121 122 123 124 125 126 127 128 129 130* 131* 132* 133* 134* 135* 136 137 138 139 140 141 142 143 144 145 146 147 148 149 150 RESULTS OF COMPACTION TESTS SD1183-10 NAME- Carnllo Estates, Unit 2 DATE? August 1983 DATE 5/17/83 ii 11 11 ii 5/18/83 ti n ii n n n ii n 11 TI II 11 11 11 11 II 5/19/83 11 n ti M 5/20/83 ii n ELEVATION 154 155 154 156 151 158 156 156 153 327 328 327 329 330 330 153 152 154 155 158 158 157 162 161 162 166 160 160 159 163 MOISTURE CONTENT (%) 16.3 17.6 22.0 20.5 22.6 19.0 19.0 22.0 20.5 16.3 17.6 19.0 13.6 14.9 14.7 20.5 17.6 16.3 19.0 17.6 16.3 18.3 18.3 19.0 19.0 20.5 14.9 21.2 21.2 9.8 UNIT DRY DENSITY (PCF) 113.3 113.6 109.0 108.5 109.0 110.0 108.0 110.0 109.8 104.1 105.9 107.2 102.9 104.6 102.2 111.3 112.1 112.5 113.5 110.2 109.2 113.8 113.0 108.6 106.3 108.0 112.0 106.8 112.5 115.2 RELATIVE COMPACTION (%) 96 91 92 92 92 93 91 93 93 93 94 95 92 93 91 94 95 95 91 93 93 91 90 92 90 91 95 91 95 92 SOIL TYPE 10 9 7 7 7 7 7 7 7 3 3 3 3 3 3 7 7 7 7 7 8 9 9 10 7 10 8 8 10 9 Retest of #119 ' SEE PLAN FOR TEST LOCATIONS *SAND-CONE TEST, ALL OTHERS DRIVE-CYLINDER **TEST FAILED, SEE RETEST SAN DIEGO SOILS ENGINEERING, INC. TABLE I JOB NO: TEST NO 151 152 153 154 155 156 157 158 159 160 161 162 163 164 165 166 167 168 169 170 171 172 173* 174* 175* 176* 177* 178 179 180 RESULTS OF COMPACTION TESTS " SD1183-10 MAME. Carrillo Estates, Unit 2 DATE 5/20/83 11 » 5/23/83 " " " u » " " 5/24/83 11 u " 5/25/83 11 " u II II II II II II II 5/26/83 " " ELEVATION 164 165 166 163 169 164 168 167 172 168 171 163 167 165 170 174 171 167 170 168 170 348 358 356 353 349 170 177 190 MOISTURE CONTENT/a* v\™>f 16.3 13.0 18.3 23.5 19.8 22.0 20.5 14.9 19.0 19.0 19.0 20.5 23.5 22.7 25.8 17.0 17.6 19.0 16.3 20.5 23.5 12.4 14.9 13.6 15.3 19.0 20.5 19.0 20.5 DATE August 1983 UNIT DRY DENSITY CPCF) 108.2 105.9 110.4 110.0 109.5 110.7 107.9 116.2 111.6 110.0 105.6 107.9 109.6 105.9 110.5 112.0 109.3 110.6 109.8 111.2 110.9 99.3 101.7 99.1 99.6 98.0 108.5 114.2 105.1 RELATIVE COMPACTIONfOf \\ To/ 92 90 93 93 92 94 91 93 94 93 90 91 93 90 93 95 92 94 92 94 93 88** 91 88** 86** 87** 92 91 94 SOIL TYPE 8 8 7 7 7 8 8 9 7 8 8 7 7 7 7 7 7 8 5 7 5 3 3 3 3 3 8 9 3 Test # not used. Retest on #177 Retest on #319 Revest on #318 Retest on #317 Retest on #320 SEE PLAN FOR TEST LOCATIONS *SAND-CONE TEST, ALL OTHERS DRIVE-CYLINDER **TEST FAILED. SEE RETEST SAN DIEGO SOILS ENGINEERING, INC, TABLE I JOB NO: TEST NO 181 181 182 183 184 185 186 187 188 189 190 191 192 193 194 195 196 197 198 199 200 201 202 203 204 205 206 207 208 209 RESULTS OF COMPACTION TESTS SD1183-10 NAME- Carrillo Estates, Unit 2 DATE- August 1983 DATE 5/26/83 n it 1! » 11 ir 5/27/83 11 ii n M II 11 5/31/83 ii n ii n 11 ii u 11 ii ii ii ii 6/1/83 n tt ELEVATION 190 174 172 172 179 175 174 171 176 174 177 176 178 178 178 180 178 180 174 182 179 180 178 179 182 184 182 184 185 186 MOISTURE CONTENT (%) 20.5 19.0 19.0 21.2 22.0 14.9 13.0 9.9 12.3 8.7 9.9 16.3 14.9 15.6 12.4 11.1 14.9 13.6 14.3 14.9 16.3 17.6 15.6 16.3 14.9 17.6 16.9 10.5 12.4 13.0 UNIT DRY DENSITY (PCF) 105.1 113.7 110.3 110.1 106.4 102.7 101.8 101.3 103.6 101.5 102.4 103.4 105.6 105.9 104.4 112.0 105.0 104.7 108.0 102.0 105.8 108.0 106.0 104.2 107.8 102.2 107.0 101.8 104.0 102.6 RELATIVE COMPACTION (%) 94 96 93 93 95 91 91 90 91 90 90 92 93 94 92 98 93 93 95 90 93 95 94 92 91 90 94 91 92 91 SOIL TYPE 3 7 7 7 3 3 3 3 6 6 6 3 6 3 6 6 3 3 6 6 6 6 3 6 7 6 6 3 3 3 SEE PLAN FOR TEST LOCATIONS *SAND-CONE TEST, ALL OTHERS DRIVE-CYLINDER **TEST FAILED. SEE RETEST SAN DIEGO SOILS ENGINEERING, INC. TABLE I JOB NO: TEST NO. 210 211 212 213 214 215 216 217 218 219 220 221 222 223 224 225 226 227 228 229 230 231 232 233 234 235 236 237 238 239 RESULTS OF COMPACTION TESTS SD1183-10 NAME Carrillo Estates r Unit 2 DATF- August 1983 DATE 6/1/83 ii it ti 11 ti M it 6/2/83 it ii u ii M II II II It II M II II 6/3/83 M II II II It II II ELEVATION 186 193 198 188 190 190 190 195 190 195 195 198 200 208 200 204 208 211 220 206 230 240 246 249 198 184 188 192 193 196 MOISTURE CONTENT (%) 7.5 13.6 14.9 12.4 16.3 12.4 14.3 11.7 14.9 10.5 17.0 9.9 11.1 12.4 14.9 13.0 13.6 14.9 14.9 10.5 17.0 9.9 14.9 16.3 15.6 16.3 17.6 15.6 14.9 18.3 UNIT DRY DENSITY (PCF) 108.0 101.9 103.6 102.5 104.7 103.4 102.5 103.4 102.3 105.3 103.0 104.0 105.0 101.5 102.8 105.2 106.5 101.3 102.3 105.3 103.0 104.0 105.8 105.8 109.0 102. 2; 102.5 102.4 101.7 103.2 RELATIVE COMPACTION (%) 96 91 92 91 92 91 90 92 90 93 91 93 93 90 91 94 95 90 90 93 91 93 94 93 96 90 90 90 90 92 SOIL TYPE 3 3 3 3 6 6 6 3 3 6 6 3 3 3 3 3 3 3 3 6 6 3 6 6 6 6 6 6 3 3 i SEE PLAN FOR TEST LOCATIONS *SAND-CONE TEST. ALL OTHERS DRIVE-CYLINDER **TEST FAILED, SEE RETEST SAN DIEGO SOILS ENGINEERING, INC. TABLE I ^ JOB NO.: TEST NO 240 241 242 243 244 245 246 247 248 249 250 251 252 253 254 255 256 257 258* 259 260 261 262 263 264 265 266 267 268 269 RESULTS OF COMPACTION TESTS SD1183-10 NAMF- Carrillo Estates, Unit 2 DATE: August 1983~ DATE 6/3/83 11 » n " " " ii 6/6/83 11 " " •r " " " " " " 6/7/83 " " " " " " " " ELEVATION 194 200 204 - 202 198 202 200 194 204 206 210 214 218" 223 227 220 224 228 234 k 244 246 250 253 215 228 208 212 219 222 MOISTURE CONTENT 18.3 17.6 11.1 12.4 14.9 11.7 11.1 13.6 17.0 9.9 16.3 12.4 9.9 13.6 17.6 11.1 16.3 17.6 15.6 18.3 16.3 13.0 16.3 13.6 14.9 13.0 17.6 18/3 15.6 UNIT DRY DENSITY (PCF) 101.4 106.5 101.8 "l03.6 102.9 102.0 103.7 104.0 106.3 105.2 108.0 102.5 103.3 103.2 107.9 104.9 103.0 102.0 101.6 102.3 101.9" 101.0 103.3 104.5 105.3 106.5 103.7 105.7 105.5 RELATIVE COMPACTION 90 94 91 92 91 90 92 93 95 94 96 91 92 92 95 93 91 90 90 91 91 90 91 92 94 - 95 92 93 93 SOIL TYPE 3 6 3 3 6 6 3 3 3 3 3 3 3 3 6 3 6 6 3 3 3 3 6 6 3 3 3 6 6 Test # not used. * SEE PLAN FOR TEST LOCATIONS *SAND-CONE TEST. ALL OTHERS DRIVE-CYLINDER **TEST FAILED. SEE RETEST SAN DIEGO SOILS ENGINEERING, INC. -J TABLE Z JOB NO.: TEST NO, 270 271 272 273 274 275 276 277 278 279 280 281 282 283 284 285 286 287 288 289 290 291 292 293 294 295 296* 297* 298* 299* RESULTS OF COMPACTION TESTS SD1183-10 NAME. Carrillo Estates, Unit 2 DATE. August 1983 DATE 6/7/83 it ii ii ii n ti 6/8/83 n « n M Tt It II II II II II II II 6/9/83 M n H ii M M 6/10/83 ii ELEVATION 234 236 246 184 186 189 192 188 190 194 197 202 204 208 333 212 255 256 260 262 264 206 209 215 206 217 295 300 304 306 MOISTURE CONTENT (%) 14.9 16.3 15.6 17.6 9.3 12.4 9.9 15.6 14.9 12.4 13.0 14.9 16.3 14.3 13.6 16.3 15.6 11.7 13.0 13.6 14.9 13.6 12.4 13.0 19.0 14.3 13.0 11.7 11.1 13.6 UNIT DRY DENSITY (PCF) 101.7 102.4 103.7 106.0 103.4 100.7 100.7 110.6 102.0 103.0 104.5 104.0 104.9 109.0 105.7 107.3 102.3 104.6 106.9 107.9 103.3 99.4 108.0 103.8 102.7 108.0 115.8 105.0 113.4 114.7 RELATIVE COMPACTION (%) 90 90 92 94 92 90 90 98 91 92 92 93 92 96 93 95 91 93 95 95 91 88** 96 92 91 96 92 93 90 91 SOIL TYPE 3 6 3 3 3 3 3 3 3 3 6 3 6 6 6 6 3 3 3 6 3 3 3 3 3 3 13 3 13 13 Retest on #294 Retest of #291 SEE PLAN FOR TEST LOCATIONS *SAND-CQNE TEST. ALL OTHERS DRIVE-CYLINDER **TEST FAILED. SEE RETEST SAN DIEGO SOILS ENGINEERING, INC. TABLE I ^ JOB NO.- TEST NO 300* 301* 302 303 304 305 306 307 308 309 310 311 312 313 314 315 316 317 318 319 320 321 322 323 324 325 326 327 328 329 RESULTS OF COMPACTION TESTS SD1183-10 NAMF Carrillo Estates, Unit 2 DATE 6/10/83 ii 6/13/83 M It II II 6/14/83 n n ii n it n M ii n ii n 6/15/83 11 " 6/16/83 " n " 6/17/83 n 11 11 DATE- August 1983 ELEVATION 340 312 216 218 240 220 223 335 333 333 333 333 222 228 228 336 339 358 356 353 349 334 232 238 244 230 367 355 345 362 MOISTURE CONTENT 15.6 14.9 14.3 16.3 14.9 16.3 14.3 14.9 8.7 9.9 9.9 11.1 11.1 16.3 14.9 17.0 15.6 13.6 12.4 11.7 9.9 12.4 11.1 9.9 13.6 14.3 16.3 19.0 12.4 16.3 UNIT DRY DENSITY (PCF) 113.7 116.3 102.3 105.6 104.4 105.6 104.0 106.4 104.9 104.0 104.8 109.5 105.5 111.0 104.5 102.0 104.5 106.3 104.0 110.8 111.0 103.0 107.8 105.6 108.8 103.3 104.9 108.4 103.5 108.8 RELATIVE COMPACTION 90 92 90 93 92 93 92 95 93 93 93 97 93 98 92 90 92 95 93 98 98 92 95 93 96 91 92 96 91 96 SOIL TYPE 13 13 6 6 6 6 6 3 3 3 3 3 6 6 6 6 6 3 3 6 6 3 6 6 6 6 6 6 6 6 , Retest of #176 Retest of #175 Retest of #174 Retest of #177 Retest of #89 Retest of #90 SEE PLAN FOR TEST LOCATIONS *SAND-CONE TEST, ALL OTHERS DRIVE-CYLINDER **TEST FAILED, SEE RETEST SAN DIEGO SOILS ENGINEERING, INC. TABLE I ^ JOB NO : TEST NO. 330 331 332 333 334 335 336 337 338* 339* 340* 341 342 343 344 345 346 347 348 RESULTS OF COMPACTION TESTS SD1183-10 NAME- Carrillo Estates, Unit 2 DATE 6/17/83 ii it 6/20/83 ii ri ii ii M 11 ii u n u M II M 6/21/83 u DATE- -August 1983 ELEVATION 339 338 341 227 237 243 247 250 310 312 310 141 142 142 142 142 142 42 41 MOISTURE CONTENT (%) 12.4 11.1 14.9 16.3 14.9 17.6 14.3 12.4 11.1 9.9 13.6 15.6 15.6 14.9 13.6 14.9 14.9 15.6 14.9 UNIT DRY DENSITY (PCF) 104.7 104.0 106.9 105.0 101.7 101.0 101.3 103.9 113.7 116.0 113.6 106.6 110.3 108.0 105.4 111.3 112.6 109.4 103.0 RELATIVE COMPACTION (%) 93 93 95 93 90 90 90 92 90 92 90 95 98 96 94 99 100 97 92 SOIL TYPE 3 3 3 3 3 3 3 3 13 13 13 3 3 3 3 3 3 3 3 SEE PLAN FOR TEST LOCATIONS *SAND-CONE TEST, ALL OTHERS DRIVE-CYLINDER **TEST FAILED, SEE RETEST SAN DIEGO SOILS ENGINEERING, INC. TABLE I JOS NO: TEST NO 349 350 351 352 353 354 355 356 357 358 359 360 361 362 363 364 365 366 367 368 369 370 371 372 373 374 375 376 377 RESULTS OF COMPACTION TESTS 1183-10 NAMF- Carrillo Estates DATE- A^gust 1983 DATE 6/22/83 n it ii H ii Tl II ri ti 6/23/83 n it n ii ii ii n n )i H ii it ti n n u 6/27/83 ti ELEVATION 224 232 247 235 241 215 222 256 260 251 222 237 259 265 264 267 270 317 315 315 312 306 310 320 322 316 320 190 196 MOISTURE CONTENT (%) 16.3 14.9 15.6 11.1 9.9 12.4 13.0 11.1 14.9 16.3 13.6 12.4 11.7 13.6 16.3 13.6 15.6 17.6 14.9 17.0 15.6 13.6 14.9 13.0 14.3 16.3 15.6 13.6 16.3 UNIT DRY DENSITY (PCF) 106.6 103.5 105.5 116.5 116.4 113 116.6 114.8 105.8 106.6 105 114 115.4 114.7 103.5 106.8 106.8 114.6 117.4 115.9 112.5 116.5 115 119.4 118.7 115 115.9 104.7 105.8 RELATIVE COMPACTION (%) 94 92 93 93 93 90 93 91 94 95 93 91 92 91 92 95 95 91 93 92 90 93 91 95 94 91 92 93 94 SOIL TYPE 6 3 6 13 13 13 13 13 3 3 3 13 13 13 3 3 3 13 13 13 13 13 13 13 13 13 13 3 3 ' SEE PLAN FOR TEST LOCATIONS *SAND-CONE TEST, ALL OTHERS DRIVE-CYLINDER **TEST FAILED, SEE RETEST SAN DIEGO SOILS ENGINEERING, INC. TABLE I JOB NO TEST NO. 378 379 380 381 382 383 384 385 386 387 388 389 390 391 392 393 394 395 396 397 398 399 400 401 402 403 404 405 406 407 1183-10 RESULTS OF COMPACTION TESTS NAME- Carrillo Estates DATE? August 1983 DATE 6/27/83 ii it ii it 6/28/83 it M n 11 M II n 11 ii 11 M It 6/29/83 6/30/83 11 7/1/83 ii it ti ii ii ii M 11 ELEVATION 210 322 328 326 330 193 198 210 225 195 200 203 205 214 218 225 231 255 332 334 336 237 242 245 252 255 400 397 394 388 MOISTURE CONTENT (%) 14.3 14.9 13.6 16.3 15.6 16.3 13.6 16.3 11.1 14.9 13.6 15.3 17.0 14.9 16.3 14.3 15.6 13.6 14.9 13.6 14.9 16.3 14.9 15.6 17.0 16.3 11.1 8.1 16.3 19.0 UNtT DRY DENSITY (PCF) 106.4 120.8 113.3 113.6 112.5 102.8 101.9 104.4 104.6 102.6 105.4 103.5 102 101 104 108 105.5 104.7 113.4 115.3 114.9 106.5 110 108.6 109.7 104.9 106.6 106.6 100.0 94,0 RELATIVE COMPACTION (%) 95 96 90 90 90 91 91 92 93 90 93 91 91 90 92 96 93 92 90 92 91 94 97 96 97 92 94 94 88** 84** SOIL TYPE 3 13 13 13 13 3 3 6 3 6 6 3 3 3 6 3 6 6 13 13 13 6 6 6 6 6 6 6 6 3 Retest on #446^ Retest on #448 SEE PLAN FOR TEST LOCATIONS *SAND-CONE TEST. ALL OTHERS DRIVE-CYLINDER **TEST FAILED. SEE RETEST SAN DIEGO SOILS ENGINEERING, INC. 1 1 ^ TABLE I ^ JOB NO : TEST NO. 408 409 410 411 412 413 414 415 416 417 418 419 420 421 422 423 424 425 426 427 428 429 430 431 432 433 434 435 436 437 1183-10 RESULTS OF COMPACTION TESTS NAMP- Camllo Estates DATE: August 1983- DATE 7/1/83 7/5/83 ii n it M ti 7/6/83 n n ii u u u n u 11 ii M 11 M II II II 7/7/83 n n n ii ti DEPTH 385 391 270 270 266 272 264 275 276 278 270 263 260 255 272 268 275 278 282 285 284 260 265 244 250 256 260 265 270 MOISTURE CONTENT (%) 26.6 17.6 14.9 13.0 16.3 14.9 15.6 13.6 16.3 ''12.4 16.3 17.6 14.9 15.4 13.6 16.3 14.9 12.4 14.9 13.6 16.3 15.6 14,3 17.0 13.6 16.3 14.9 17.6 15.6 14.9 UNIT DRY DENSITY (PCF) 91.8 99.7 117.7 103.4 104.7 103.0 104.7 103.3 103.4 105.2 105.3 104.6 103.0 105.8 106.5 103.4 102.0 103.2 105.0 103.8 105.8 103.8 103.5 104.4 104.7 104.7 101.0 102.0 104.4 102.6 RELATIVE COMPACTION C%) 82** 89** 93 91 92 92 93 92 91 93 94 93 91 94, 94 91 90 91 93 92 93 92 91 92 93 92 90 90 93 90 SOIL TYPE 3 3 13 6 6 3 3 3 6 6 3 3 6 3 6 6 6 6 6 3 6 3 6 6 6 6 6 6 3 6 Retest on #449 Retest on #447 ' SEE PLAN FOR TEST LOCATIONS *SAND-CONE TEST. ALL OTHERS DRIVE-CYLINDER **TEST FAILED. SEE RETEST SAN DIEGO SOILS ENGINEERING. INC. ^ TABLE I ^ JOB NO : TEST NO 438 439 440 441 442 443 444 445 446 447 448 449 450 451 452 453 454 455 456 457 458 459 - 1183-10 RESULTS OF COMPACTION TESTS NAMF- Carrillo Estates DATE: August 1983 DATE 7/7/83 " ii " " " " " " - " " 11 " 7/8/83 " DEPTH 273 290 290 287 284 280 277 290 394 391 388 385 391 385 388 391 377 374 388 398 398 398 MOISTURE CONTENT /{V \\^v/ 14.3 19.0 13.6 14.9 17.0 17.0 14.9 13.6 8.7 13.6 39.0 23.5 16.3 23.5 16.3 13.6 16.3 13.6 12.4 20.5 12.2 10.5 UNIT DRY DENSITY <PCF) 104.0 102.4 104.0 104.2 104.6 105.3 102.6 103.4 102.4 95.0 88.0 92.0 107.0 100.2 94.5 100.0 99.0 102.0 108,9 106.6 111.0 107.6 RELATIVE COMPACTION 92 ' 90 93 93 92 94 91 91 90 84** 78** 81** 94 88** 83** 88** 88** 91 96 94 97 94 SOIL TYPE 6 6 3 3 6 3 3 6 6 3 6 6 6 6 6 6 3 3 6 6 13 13 Retest of #406 Retest of #409 Retest on #453 Retest of #407 Retest on #448 Retest of #408 Retest on #451 Retest of #449 Retest on #463 Retest of #448 Retest on #456 Retest of #447 Retest on #462 Retest on #482 Retest of #452 i SEE PLAN FOR TEST LOCATIONS *SAND-pONE TEST, ALL OTHERS DRIVE-CYLINDER **TEST FAILED. SEE RETEST SAN DIEQO SOILS ENGINEERING, INC. TABLE I ^ JOB NO. TEST NO. 460 461 462 463 464 465 466 467 468 469 470 471 472 473 474 475 476 477 478 479 480 481 482 483 484 485 486 487 488 489 1183-10 RESULTS OF COMPACTION TESTS WAMF Carrillo Estates DATE- August 1983 DATE 7/8/83 " 7/11/83 " " " » 11 » " » » n 7/12/83 " " » " » « 7/13/83 " 11 » » 7/15/83 11 ELEVATION 397 397 447 451 463 292 300 290 305 464 385 383 380 377 374 371 158 155 149 147 151 155 454 246 295 294 300 394 394 MOISTURE CONTENT 17.0 18.3 16.3 22.7 20.5 16.3 19.0 14.3 17.0 17.6 21.2 18.3 17.6 12.4 16.3 17.6 11.1 13.6 8.7 6.4 8.7 16.3 11.1 16.3 11.1 13.6 14.9 14.3 12.4 13.0 UNIT DRY DENSITY (PCF) 96.8 106.5 103.0 100.0 97.7 107.9 102.2 101.3 101.6 101.8 106.0 105.0 102.0 106.0 104.2 106.9 104.4 94.0 103.3 101.9 108.5 110.5 104.7 96.6 102.8 103.2 104.2 106.7 114.8 106.0 RELATIVE COMPACTION 86.0** 92.6 91.6 88.0** 87.0** 96.0 90.8 90.0 90.3 90.0 93.4 92.5 90.0 94.3 91.8 94.2 92.8 83.0** 91.0 90.6 96.4 93.6 93.0 85.8** 91.4 91.0 91.8 94.0 100.0 93.4 SOIL TYPE 3 13 3 3 3 3 3 3 3 6 6 6 6 3 6 6 3 3 3 3 3 8 3 3 3 6 6 6 6 6 Retest on #461 Retest of #460 Retest of #447 Retest of #451 Retest on #464 Retest of #463 Retest on #469 Retest on #552 Retest on #546 SEE PLAN FOR TEST LOCATIONS *SAND-CONE TEST, ALL OTHERS DRIVE-CYLINDER **TEST FAILED, SEE RETEST SAN DIEGO SOILS ENGINEERING, INC. TABLE I JOB NO:_ TEST NO 490 491 492 493 494 495 496 497 498 499 500 501 502 503 504 505 506 507 508 509 510 511 512 513 514 515 516 517 518 519 1183-10 RESULTS OF COMPACTION TESTS NAMF- Carrillo Estates DATE: August 1983 DATE 7/15/83 ti it ii u H it ti 7/18/63 ii u n ii u II II II It It II II II It II II II 7/19/83 ti u ii ELEVATION 394 160 167 175 180 187 192 392.5 393 393.5 394 394 394 394 393.6 392 328 320 315 310 318 325 318 328 315 334 340 338 327 320 MOISTURE CONTENT (%) 14.9 9.9 11,1 11.1 11,1 7.5 13.6 14.9 13.0 11.7 9.9 15.6 9.9 9.9 14.9 14.3 11.1 12.4 19.8 15.6 20.5 14.3 16.3 12.4 13.6 12.4 14.9 17.6 17.0 13.6 UNIT DRY DENSITY (PCF) 106.7 102.2 100.5 93.5 100.9 99.0 100.9 106.7 101.0 115.0 107.0 114.5 110.0 107.0 104.4 108.7 99.3 104.4 98.0 104.8 93.2 103.5 104.6 98.0 107.6 105.2 108.8 103.2 100.9 107.7 RELATIVE COMPACTION (%) 94.0 91.0 90.0 83.0** 90.0 90.0 90.0 94.0 90.0 100.0 94.0 100.0 98.0 95.0 92.0 95.7 88.0** 92.0 88.3** 92.4 84.2** 91.0 93.0 87.0** 94.8 92.7 96.0 91.8 90.0 95.0 SOIL TYPE 6 3 3 3 3 3 3 6 3 12 6 12 3 3 6 6 4 6 4 6 4 6 3 3 6 6 6 3 3 6 Retest on #548 Retest on #529 Retest on #528 Retest on #527 Retest on #526 SEE PLAN FOR TEST LOCATIONS *SAND~CONE TEST, ALL OTHERS DRIVE-CYLINDER **TEST FAILED, SEE RETEST SAN DIEGO SOILS ENGINEERING, INC. $ TABLE I • JOB NO.: TEST NO. 520 521 522 523 524 525 526 527 528 529 530 531 532 533 534 535 536 537 538 539 540 541 542 543 544 545 546 547 548 549 1183-10 RESULTS OF COMPACTION TESTS NAME- Carrillo Estates DATE- August 1983 DATE 7/19/83 ii n M ii n ii ii it \t 7/26/83 M II 11 ii ii M II II II II 8/3/83 H ti n n M 8/4/83 11 DEPTH 310 305 300 294 288 284 328 318 315 328 204 209 237 262 271 281 310 192 291 280 273 267 192 281 271 262 246 190 175 158 MOISTURE CONTENT (%) 13.6 16.3 1613 14.9 13.6 16.3 13.6 17.6 17.0 12.4 16.3 11.7 14.3 12.4 16.9 13.0 14.3 13.6 12.4 12.4 14.9 19.0 13.6 15.8 15.6 20.5 17.6 9.9 11.1 8.7 UNIT DRY DENSITY CPCF) 111.5 104.4 107.7 113.0 111.5 109.8 103.9 103.8 103.0 104.0 104.4 100.0 100.0 96.0 97.9 98.5 103.5 94.0 101.8 100.9 104.4 101.0 94.5 97.0 104.2 95.6 90.0 101.3 102.0 96.6 RELATIVE COMPACTION (%) 98.0 92.0 95.0 100.0 98.0 96.7 92.0 93.6 92.8 92.6 92.8 90.0 90.0 85.0** 85.5** 88.0** 92.0 84.0** 90.4 90.0 92.8 90.0 84.0** 86.0** 92.0 84.0** 80.0** 90.0 91.0 85.8** SOIL TYPE 6 6 6 6 6 6 3 4 4 3 3 3 3 3 6 3 3 3 3 3 3 3 3 3 6 6 3 3 3 3 Retest of #513 Retest of #510 Retest of #508 Retest of #506 Retest on #545 Retest on #544 Retest on #543 Retest on #542 Retest of #537 Retest on #555 Retest of #535 Retest on #554 Retest of #534 Retest of #533 Retest on #553 Retest on #551 Retest of #493 Retest on #550 SEE PLAN FOR TEST LOCATIONS *SAND-CONE TEST. ALL OTHERS DRIVE-CYLINDER **TEST FAILED. SEE RETEST SAN DIEGO SOILS ENGINEERING. INC. • TABLE I • RESULTS OF COMPACTION TESTS JOB wo- 1183-10 NAME: Carrillo Estates nATE.August 1983 TEST NO. 550 551 552 553 554 555 556 DATE 8/4/83 9/9/83 it 9/16/83 " " 11 ' DEPTH 156 -1.0 -1.0 -1.0 -1.0 -1.0 -1.0 MOISTURE CONTENT 11.1 9.3 6.4 11.1 11.1 12.4 13.5 UNIT DRY DENSITY (PCF) 94.5 106.0 101.0 103.0 101.0 101.0 101.0 RELATIVE COMPACTION 84.7** 93.0 90.0 92.0 90.0 90.0 90.0 SOIL TYPE 3 6 6 3 3 3 3 Retest of #549 Retest on #556 Retest of #545 Retest of #543 Retest of #542 Retest of #556 SEE PLAN FOR TEST LOCATIONS *SAND-CONE TEST. ALL OTHERS DRIVE-CYLINDER **TEST FAILED. SEE RETEST SAN DIEGO SOILS ENGINEERING. INC. ~ TABLE 31 ~ LABORATORY TEST RESULTS J08 Mn. SD1183-QQ MAUF. Carnllo Estates, Unit 2 August 1983 SOIL TYPE CLASSIFICATION MAXIMUM DENSITY (PCF) OPTIMUM MOISTURE 1 3 4 5 6 7 8 9 10 11 12 13 Light green yellow silty fine SAND Light grey slightly sandy SILT*, Brown slightly sandy SILT with clay Light brown slightly clayey SILT Tan sandy SILT Black silty CLAY Tan clayey fine to medium SAND Dark brown fine sandy CLAY Light brown-SILT Tan SAND and rock , White silty SAND Brown clayey SAND with fractured rock 117.5 112.5 111.0 119.0 113.5 118.5 118.0 125.0 118.5 130.5 115.0 126.0 12.5 15.0 15.5 13.0 14.5 11.5 13.0 8.5 12.0 10.5 14.5 12.0 SAN DIEGO SOILS ENGINEERING. INC. Dote Received From Address Carlsbad Unified 6350 Yarrow Drive Ste. A Carlsbad, CA 92QQ9 (438-5710) Encinitas Union Elemencary 189 Union Street Encinicas, CA 92024 (944-4306) Project Applicant Project Address: RESIDENTIAL: SQ. FT. of living area SQ. FT. of covered area COMMERCIAL/ INDUSTRIAL. SQ. FT. AREA Prepared By Co verify No building ,igned by Che -> artmenc. San Marcos Unified 270 WesC San Marcos Blvd. San Marcos, CA 92069 (744-4776) San Dieguito Union High School 710 Encinitas Boulevard Encinitas, CA 92024 (753-6491) 5/~- fi Number of dwelling units SQ. FT. of garage area && Date /<f FEE CERTIFICATION (To be completed by the School District) Applicant has complied with fee requirement undeiT GoVeT Project is subject to an existing fee agreement j &CTF ] rt,fD _ _ Project is exempt from Government Code 53080 - - /?- Final Kap approval and construction s t ar t eaT>e'£~or~e ~S"ep"t emb~er IT (other school fees paid) Other Residential Fee Levied: 5 rf^t '? J' / __ ev-ied: $ / based on based on sq. ft.@ /. sq. ft.@ **. Scnool District Official Title Date'7 AB 2926 ana S3 201 fees are capped at $1 53 per square foot for residential. A3 2926 is caoped ar 3 25 per square foot for commercial/industrial. -£7"20 ^ £~ W t> >*•V ^vV • 3C \0fz a. \o^a:in 7 o*rIU i to H f- ] lu£**• \oITCO n DCMl1- ^ \o 5 -im '--, \^5 \ — --"""d^~CSR 7^P1 ^^ ci» v ' ^ -^ *>'vSo ^