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2004-9033 G Draft-For 1"City Plan Check Preliminary Drainage Study For the construction of a new single family home located at: 1868 Crest Drive Encinitas, CA 92024 APN xxx May 18, 2004 Prepared for: Mr. Mitch Chavira 1868 Crest Drive Encinitas, CA 92024 I Prepared by: John Maashoff, P.E. P.O. Box 846 Cardiff, CA 92007 f•\Tl.vnmPnta anti CPttinnc\FA-"\KA,Tlnri.mPntc\Wneri\Fnrinitac Rt»Ffl(`rnet Vlr Tlm;--T I— P.—1 of Z Draft-For 1"City Plan Check Purpose: The purpose of this letter is to review existing and proposed drainage issues as they relate to the construction of a new single family residence,and the associated grading, at 1868 Crest Drive. Discussion: The subject property is currently developed with a single family residence. The property drains in a westerly direction as shown on the associated grading plans. The property is approximately 47,500 square feet in size. The footprint of the existing home is approximately 1450 square feet. The footprint of the proposed structure is approximately 6,600 square feet. The total new impervious surfaces total approximately 10,900 square feet. There are no tributary areas currently draining to the site. Crest Drive conveys runoff from the properties to the north and east in an easterly direction past the subject site. A rolled curb/berm contain flows within the Crest Drive. Runoff from the site and properties north of the site drains in a southerly direction across the site. There is an existing yard drain system that collects runoff from the driveway of the existing house. This system is routed around the structure via an underground system to the west where it is allowed to percolate into the ground where the solid drain pipe is connected to perforated pipe. All runoff from the new development will be conveyed to the west side of the proposed development area where it will outlet in energy dissipaters and then sheet flow approximately 200 feet before it leaves the project site. Runoff from the new driveway areas and roof drains from the easterly portion of the house and garage will be conveyed,via inlets and an underground system, around the north side of the proposed structure. This system will be comprised of grated inlets and yard drains and 6"PVC pipe. The system will terminate at an energy dissipater located just west of the new house and graded yard areas. Runoff from the southerly areas of the project area and portions of the roof will be conveyed westerly along the south side of the lot in a 6" drain system with area drains. Runoff from the westerly portion of the project area will be collected and conveyed westerly via an underground system. Each of these systems will terminate in an energy dissipater. f`_\Tlr.nmm�ntc nnri G,ffinne\F411\Tifi Tlrv.nmPnte\Wnrri\Fnrinitwc Ctnft\f'rnet Tlr Tlrninn(+n T atte.'rinr P-1..fZ Draft-For I I City Plan Check Basin Q C I A acre sf 1 0.25 0.55 7 0.064 2800 2 0.17 0.9 7 0.028 1200 3 0.12 0.95 7 0.018 800 4 0.28 0.75 7 0.053 2300 5 0.38 0.95 7 0.057 2500 6 0.42 0.9 7 0.067 2900 7 0.18 0.95 7 0.028 1200 8 0.30 0.7 7 0.062 2700 My pipe Q total 1.354 inlet 1 - Basin 1 Inlet 2-Basin 7+3 Inlet 3-Basin 6+5 g'Iy pipe Q total 0.277 Basin 4 W ly system Q total 0.477 Basin 2+8 Intensity Calculation 1=7.44*P6*D"-.645 P6 2.6 P24 4.3 P6/P24 60.5% okay D Use 5 minutes for Tc Intensity 6.85 Conclusion: The proposed development of the property will retain similar drainage patterns that currently exist on the property. Development of the site not cause significant changes in the existing drainage patterns of the subject site or surrounding sites. Other than a slight increase in overall site runoff due to new impervious surfaces, impacts due to the proposed grading are expected to be negligible. (`\Tl..rnmPnto anri CPtt;nnC\FA.II\A(v TlnrnmPntc\Wrnrl\Fnrin;tac Ct„M('*PCt Tlr Tlra;nanP T PttPr rinr P—P Capacity calculations for 6" PVC drain @ varying slopes Sewer Pipes -- English Units Civil Tools for Windows (05-10-2004, 12:53:14) Flowrate Diameter Friction Slope Velocity (cfs) (in) () M (fps) 2. 10 6.00 0.011 10.00 10. 68 1.88 6.00 0.011 8 . 00 9. 55 1. 62 6.00 0.011 6. 00 8 .27 1.33 6.00 0. 011 4 .00 6.75 0.94 6.00 0.011 2 .00 4 .78 2.30 6.00 0.011 12.00 11.70 2 .48 6.00 0.011 14 .00 12 . 64 2.65 6. 00 0.011 16.00 13. 51 2 .81 6. 00 0.011 18 .00 14. 33 2 .97 6. 00 0.011 20.00 15. 10 3. 11 6.00 0.011 22. 00 15.84 Appendix A Reduced copy of the project grading plans. Reference material from the County of San Diego Hydrology Manual — — 91 113N 3NOHcl L0026 V3 'JJI(1dtl3 9f8 XOH '0'd �SS3WCV b -- -- C r_ Z rr , ■ �r"r_ •a � �_ � t i ' I ' �In. mo mmm �j I I ` II I Q I I � I I L --� Hs Y 6 W "O U ° o Imperial County o ° �- •ac � ; sLestt • • 'I J r .Q ; : I ,,gip :.1,�k1; p- � •' � o; O p Ib ,54.91 L — :V• .• .. � .� � s� 4°9t w ._` Sz Si L 0 G v •.... t,1 N m •n� h £� i5 §B yy U �/� o s � IA1 V1 E8 W 5' i €fi g �g '� 14 j i�•'I 45 iazws V i z � o U � O iy g Imperial County _ic Ell r C ' o •3a 4 X Yr -• a r, �-Z � Off, 3�•_ 0 N i 0 p �Lt co t o; .. L Jill r T 9 - r '• - • � J w _ z 4 sm Oc ,oe,LLL ,os,LLL u O U -•• , 0 o h N O 2. C d M •-• O� T N In In E r Q M Ch 7 d In r r r 00 6 6 6 � ^ IC O O O O O O O O O O O O O O O O M N oc O y N > r Ln vi r 00 oro C u U t1. C 2 tx N y U oo r r r o v r 3 00 c � c�-i rNi oMO V � In v-i In � t� r o0 00 00 0 °- U � 2 Q 2 00 M o0 00 YN+1 O O O O O O O O O O O O O O O ^O U Q c p cl ti w � � O O vl U U P. it O O v O O v-, O In O O N N M Ct v1 �O 00 00 00 rl O o ti E` U V far `" C] C] Ca Ca Ca Ca Ca Ga C] o U c V O c O Q a O O U O O d\ M cd 7222 •222 .b 7222 .b .b 'Q .b '22 Ep U i a a avi N N 2 w 2 C OG R'. GG �' Z C7 O C7 cn ° L � b 0 O ed C ° G G C C C' O C7 3 O06, p, 7 O y iE iC a� U 2 U b 2 .2 y O 7 cC cd iC c0 .b b Ri �i C4 'b h fn v ~O y 7 Lm O 7 7 7 O O 4. > bq cd gy. 01.0 GG .� .N .� .y f.Y. C .� �-• cv'd O.U O U a� U° Z aCi a�i aCi y ro ai 5 3 z O p Qc QC QCC CCa C .E3 •w 2, O .2 b Q Q Ca 7 Ca i~ U w Q U o o 0 0 o Fes- o —° 5 z cn Ca .a ..a x x U U U U U U .� Ca ___ U)w)tr 10 11 '1 10 v o rC- 2 2 oQ cr j �^ R :air nViY r.arNN r) co 14 N.N ` ILq KK�i• O C I u) Oa.pip ry a:vp R c'i tV tV KV CCy•y J^yy'^ pp i.+t sa Giy m h. 0i t4 w V G f0 L C- in IS {�. N N CJ •� m SO I N_ N-K.W i-thV Os y 6 W K�OC)h d .� N W or u);�uf�r rrri v >• v.- .-•- �. N '-' '� _ ' r,•nus o,rt�m rn-rn cK eN aomu: °� In V 6i K3V V .0 •~ „'�' L1 T II - r O+O 7 d)e�i 'V Cr m N 14 co� OQ �) co JJ7 p m ttJ f+ it c�N N w sv c. r a'to w h »u a s y; 'q N 0 raj q r �. �') `N) I CY e:J sr,a e7 evcv ti r t�0 0 0 .� CT v i v�M V)i�J m L R y�n 0 Ir n•tv f n a-i °. ^� E C I' C �G d N �.�a h ry cv,... o 0 C,0000 l)7 "13 ��- L N J1 OO M sr}ff O Y C o O�' in . ^_ V! )N V.?'7 .^ V 11'Vi W U)'T rJ i t4 tN G CL v Q f0 7 .••r n ^.- .- n n r,n en r+ti.ri rn a �i� °y y a n 'n I ' w _ r.. y �1 4� fb CFJ Yl 'It. CO C `'kf N :v ni .-..-r_� ^. n n n 6n n 0 tr 6 6 a v fA C_J 1p QI II (J �"' U IlY i•-O If).�'A Pl t0 iT N W 4 Oc t._� iD ) cj. m ti U) a 4 - o B Hiun Pi))cripilslliuu(illdl(t;) CL n rn n rr, c5 in n ups n Uti n, is u-, to .0 a ri n N CIM vi 4t _ - - to -- , .. d - _ w V r - .: r y r,TIP 9J VA, 7 j t -i- I� I U') c7i t) 1 V ^ .I cn rtr o {f0l4imPui)>tl!su&iul Drainage Study For the construction of a new single family home located at: 1868 Crest Drive Encinitas, CA 92024 APN 262-041-14&15 City of Encinitas Grading Plan 9033-G May 18, 2004 REVISED JULY 5,2004 REVISED SEP. 15,2004 Prepared for: Mr. Mitch Chavira 1868 Crest Drive Encinitas, CA 92024 SEP 2 1 2004 s << t Prepared by: nrY��� f ' z ' John Maashoff, P.E. NU 4 �' P.O. Box 846 s , Cardiff, CA 92007fi rF v f•\Tln�mm�ntc onri Cvttinlre\F A Il\Adv TLv.mm�nte\W�.r.1\Fnrinitac Chaff\(',wet Tlr T1*o+*+n�P T rttor'?Nll!'K aim P.—1 of r Purpose: The purpose of this letter is to review existing and proposed drainage issues as they relate to the construction of a new single family residence, and the associated grading, at 1868 Crest Drive. Discussion: The subject property is currently developed with a single family residence. The property drains in a westerly direction as shown on the associated grading plans. The property is approximately 47,500 square feet in size. The footprint of the existing home is approximately 1450 square feet. The footprint of the proposed structure is approximately 6,600 square feet. The total new impervious surfaces total approximately 10,900 square feet. There are no tributary areas currently draining to the site. Crest Drive conveys runoff from the properties to the north and east in an easterly direction past the subject site. A rolled curbiberm contain flows within the Crest Drive. Runoff from the site and properties north of the site drains in a southerly direction across the site. There is an existing yard drain system that collects runoff from the driveway of the existing house. This system is routed around the structure via an underground system to the west where it is allowed to percolate into the ground where the solid drain pipe is connected to perforated pipe. All runoff from the new development will be conveyed to the west side of the proposed development area where it will outlet in energy dissipaters and then sheet flow approximately 200 feet before it leaves the project site. Runoff from the new driveway areas and roof drains from the easterly portion of the house and garage will be conveyed,via inlets and an underground system, around the north side of the proposed structure. This system will be comprised of grated inlets and yard drains and 6"PVC pipe. The system will terminate in an infiltration basin designed to maintain pre and post development flows. Runoff from the southerly areas of the project area and portions of the roof will be conveyed westerly along the south side of the lot in a 6" drain system with area drains. Runoff from the westerly portion of the project area will be collected and conveyed westerly via an underground system. Each of these systems will terminate in an energy dissipater. ('\TlnrnmPnte an,i Cvttinnc\FA11\Adv TlnrnmontelWrnvi\Fnrinitac Ct„fFl!'—et Tlr Tl.n;.,n—T nttnrINll rTC riM P.—I nfA Calculations: to From table 3-2,Basin 1 is—40%impervioius,therefore a land 5.3.use Use MDR was fort me calculate initial time of concentration. From table 3-2, of concentration. Intensity Calculation 1=7.44*P6*D^-.645 P6 2.6 P24 4.3 P6/P24 60.5% okay D Use 5 minutes for Tc Intensity 6.85 The following page shows how the site was divided up into 5 drainage areas. Three of the basins,Basin 1,2 and 3, are drained through the northerly storm drain system. Basin 5 is conveyed along the southerly property line storm drain system,and Basin 4 is drained directly to the west. The chart on page 5 of the report summarized runoff calculations for the basins. The detention basin has been sized to contain the entire increase in volume of water between pre and post development of the site. The detention basin has a volume of 1812 cubic feet. The total runoff generated from a 100-year storm event, as shown on page 5, is approximately 1785 cubic feet. Basin Inflow 1,2,3,4 1.45cfs outflow Cap. 4"drain @ 1.5% 0.27cfs The calculations above show 1.45 cfs enter the detention basin from drainage basin 1,2,3 and 4. The capacity of the outflow pipe is approximately .27cfs. Therefore the pre and post development runoff quantities are not increased. The total post development Q is approximately .72 cfs where the pre developed conditions was 1.12 cfs. (`•\Tlnrimvntc ani CnMinne\FAINAdv Tlnnnmvntc\Wnrri\Pnninitac .wat Tlr Tlra+nanP T ('K 14^r' Pane Z of _ o C-1 - ka: N z _ ,L to cn D n M- I m v mz .- L -to ZO (`•\Tlnrmm�nte anri Gttinnc\FA-(1\ArTv Tlnr�xr+PnteiWmm7lFnrinitac Cf,if41('rnet Tlr rlrainonP T Pttvr�NTl('K rir.r,. Pnnv d of(, UO M 0 CD C4 N ° 000 o co E n' 000 of U m o m L rnc� o 0 �- � .c m °$ r- N C" o o 0 0 .ci o x o a L N ^ CD � � co g .- 0 O N M C) C 0 0 0 O r � N O � N OdO On OGNV- 0 00000 m a0cio o � c v E 0 M Lo N (0 U) mpg ° o N M 0 00000 � a00 ° 0 ' 0 _ N N CO C1 W v 0Mto mm d o o o 0 0 m Lc) U-) U-) Lo L _ ao ao ao a0 ao � CD cD cD co co ; Lo V MMIoV, LO O Wk N o NO o o 0 0 0 0 o O a CL v cr c cY a b 00. M M M o ° o 0 o a a o o 3 m m 0 0 '4T 04 N Q 0 0 N _ Q Q 0 0 0 0 0 0 0 ° q L L cc I - N I rn v � LnMV ° cv ELO v' N M Z N c co >, N > ca �% C0 co � m m Conclusion: The proposed development of the property will retain similar drainage patterns that currently exist on the property. Development of the site not cause significant changes in the existing drainage patterns of the subject site or surrounding sites. Other than a slight increase in overall site runoff due to new impervious surfaces, impacts due to the proposed grading are expected to be negligible. The detention basin has been sized to contain a volume of wa Outflow from the difference is between pre and post development for a 100 year storm e e controlled such that the Q leaving the site is not increased,yet the basin will drain after rain events. (`•\Tlnn,xnonte anr�CPtfinrtc\F411\A,iv Tln�.,,..,P„tQ\Wnr�\F.,�..;,,;ra�cr„ �r,v, Pwrtn F,of F. APPENDIX Selected sections of the 2003 San Diego County Hydrology Manual used for the preparation of this report. +o A M v v vNi vt'i BOO t` t` O0 o0 00 0o fs M N O O O O O O O O O C O C O C O O yy �p Ci �jf M w V1 00 1- t- O 00 00 - et d t� C a U E N y CIO M C V W) ... 00 t- 5 N M M n "q h` t- 00 00 00 00 ° O p C O O O O O O O O O O O O O O «+ to �Q \0 000 0MO oMO v ; W d N N M M -1: r8• V1 '� t--� t'� O C O O O O O C C G C O O O O b C O c+ p N N tn OM ,r O- 000 00 0 0 00 0, � O rl �I 1 � c ow W 75 .� wo Gz, W 0 o 0 0 O w w w O O O O U U V � � O 0 O 0 O O O U Ao AO i o •� •� w a g Z ° ' N N -t � o v� Cl et U ou c CA N o y ° ° ° G r o�G A A o o o � � A A A '� '� � � � � U U as ''� ° '� .,, • a� a c a c ow a 4- i-ei PL gy., RS C C C C C V v 00 z aoi i i 6 A U `1 IDR ° Cam' o O U O O O p O 0 Section: 3 San Diego County Hydrology Manual page: 12 of 26 Date: June 2003 Note that the Initial Time of Concentration should be reflective of the general land-use at the upstream end of a drainage basin. A single lot with an area of two or less acres does not have a significant effect where the drainage basin area is 20 to 600 acres. Table 3-2 provides limits of the length(Maximum Length (LM)) of sheet flow to be used in hydrology studies. Initial Ti values based on average C values for the Land Use Element are also included. These values can be used in planning and design applications as described below. Exceptions may be approved by the "Regulating Agency" when submitted with a detailed study. Table 3-2 MAXIMUM OVERLAND FLOW LENGTH (LM) & INITIAL TIME OF CONCENTRATION T; 3% 5% 10 Element* DU/ 5% 1% 2% % Acre LM Ti LM Ti LM Ti LM Ti 100 LM T, LM T, Natural 50 13.2 70 12.5 85 10.9 10.3 100 8.7 100 6.9 LDR 1 50 12.2 70 11.5 85 10.0 100 9.5 100 8.0 100 6.4 LDR 2 50 11.3 70 10.5 85 9.2 100 8.8 100 7.4 100 5.8 LDR 2.9 50 10.7 70 10.0 85 8.8 95 8.1 100 7.0 100 5.6 MDR 4.3 50 10.2 70 9.6 80 8.1 95 7.8 100 6.7 100 5.3 MDR 7.3 50 9.2 65 8.4 80 7.4 95 7.0 100 6.0 100 4.8 MDR 10.9 1 50 1 8.7 65 7.9 80 6.9 90 6.4 100 5.7 100 4.5 MDR 14.5 50 8.2 65 7.4 80 6.5 90 6.0 100 5.4 100 4.3 HDR 24 50 6.7 65 6.1 75 5.1 90 4.9 95 .3 100 3.5 HDR 43 50 5.3 65 4.7 75 4.0 85 3.8 95 3.4 100 2.7 N. Com 50 5.3 60 4.5 75 4.0 85 3.8 95 3.4 100 2.7 G. Com 50 4.7 60 4.1 75 3.6 85 3.4 90 2.9 100 2.4 O.P./Com 50 4.2 60 3.7 70 3.1 80 2.9 90 2.6 100 2.2 Limited I. 50 4.2 60 3.7 70 3.1 80 2.9 90 2.6 100 2.2 General I. 50 3.7 60 3.2 70 2.7 80 2.6 90 2.3 100 1.9 *See Table 3-1 for more detailed description 3-12 .J i ,i •i R -.........- -.�.�.----•--��iwi:iii• -�.�-......u...--.----r.-� _ ....i..'.. MMM=r-r . ONO r aI �nuu�",i:no SO rr�ffiAWiArrr.� ,,mMMw �� r iii ,� iii\ MIMWAIMMM MEMO _ f�■�f�rr��a�,r��-��—��—����� �I/I II/ I��A� �ii�i1��%��������so=goes rAMMAILMrAML YAM Alloolissome mom M E M /1I%%%N AM/IN A 111111111/111■■■■■N iii • - lMM �rFfffff_Ar M OMEA+1N_i�ii11111111111111niiiii NNN MONNFAWAUFA /INS /�Illlllllli�ll��■■■■■ No IN IME -..-..-�ii............r----- �.rr r-r-.r-r.�-�w.rw..�.•r�rir.�- _—��o.u.a o.--------- /1•���I—Irl��I�l�I�_� ■....t...■fffr�����rf _ rrrr=�.�w---//I_�.�_ ��! ��1�����----_— -�.--�-.--.�...�.— .r--_���-. ----_-•---_--. �.�.�.-r•�.I�- I-.-,.�..��--- -.- ��--i����...........f..rrrr-1-� -f=.= wA=.—n.�w�-�r.r�-..............rrr--- JMMMf MEMO MEMO —_�_ �_�_ 'AMA 11251111 FANSFAVor—ANVANOWFAM 01 ma WE WA 2 .126512054 nol%,WArAWArAWAIWAM� 1111 mmprArWAMW,iW�' owl ii�riiiiiiiii■A i.�ir�==am■�■1N Ni/Ii/rAW AWA ���r�NNNNINN�111/111111����■�■■■� I/A7r/� ARWA_ iAM ,_NOMM�_�_�_1111111111�11�■■SEEN MEN I"'A`I"�-_-_WA MEOINESN_N_IIIIIIIIIIII ■■N orA=IFA � --�������1111111111�111�����N //I // N �i��i ������� ///III �11111111111111■��■■� '�ini�W AN■ ��—NNNNNNMi■N�i■iiiiiiiiiiiiiuiiiiN .,I„-_ _-__—��N���NIIIIIIIIIIIIIN■�■■� W S3lnNIW NI Will MOI J ONVIUBAO l cl N O Fy (5,D CL O m 1 III � O V Z O U 0 1 � V p U m Q C m _E O ca gwUc m N 1 aw m b 1 79 C 1 80 ° �_ 1334 NI 3ONV1SIa 3sunoO2131VM Q U D 0 � �aa y — Fit 11 45 0 � L) � U' C7 � � ✓'� $� �4fb � 5 � � A 0 M � � z N T 1 G mper{aCoun y-- a N .. .. ,1 ' .... '� ..... .. .,. _..... ,_ SL 9LL r 3 � I u� .. U X . 54 9LL S49LL � < i '—s : " y< 3 Ii iEl m 4 < . E P du - U _ 7 a Cj+]b �• 4 y H L 9 g 114 ¢ r � o 8 (mpena(Couniy: tY:. • '. , 4 • i &1... r 1( , A. r , •: . -,0£.914 4-0, , n fd via - o • 1 z. F r S491k _ s T. •,. _. r co +J: f .00411 •• ' u�� lk S . " r y 1�s , d l � ' , t. �r • 1 olt d G can w , 0 c�3 cn Jig_ ' 1 N x z N U ° 0 M ..... c _. in . ------ ty Ai % Imperial Coup r, 5tst k: i • �4f r , A&ett ., ,� : rti 1 , Ih r , S4.94t , c ., fd , ,�O �g •gym •'� ti � x , }r , • , �j ry._ , y . .• ,._ � ,OO,Ltk a •.. 1'�. � fP r A ,Y rte.. -•' * 1 h - S " _ staLll.. t Y � _ Vote ". W t1 A 6 r 4fl W OGeaz� , P a M.Ltt. OU _ Tl iE ORIG�NAL OF !HIS DOCUMENT A'A.-NE-COkDED ON SEP 07 2004 Recording Requested By: u"x'!jME N T r„6 MBER 2004-0849971. City Engineer ) F»o�Y j r,� H c:OIJN T Y RECORDER R RECORDER'S OFFICE; TIME 407 PM When Recorded Mail To: City Clerk ) City of Encinitas 505 South Vulcan Avenue Encinitas, CA 92024 COVENANT REGARDING REAL PROPERTY: HOLD CITY HARMLESS FOR DRAINAGE Assessor's Parcel Planning Case: 03-260 CDP No.262-041-14 261-041-15 Work Order: 9033-G A. William Mitchell Chavira and Bethann Marion Chavira, ("OWNER" hereinafter) is the owner of real property which is known as ("PROPERTY" hereinafter) and which is described as follows: EXHIBIT"A"ATTACHED HERETO AND MADE A PART HEREOF;and B. In consideration of 9033-G By the City of Encinitas ("CITY" hereinafter), OWNER hereby covenants and agrees for the benefit of CITY, to do the following: SEE ATTACHMENT"B"ATTACHED HERETO AND MADE A PART HEREOF. C. This Covenant shall run with the land and be binding upon and inure to the benefit of the future owners, encumbrancers, successors, heirs, personal representatives, transferees and assigns of the respective parties. D. OWNER agrees that OWNER's duties and obligations under this Covenant are a lien upon the PROPERTY. Upon notice and opportunity to respond, CITY may add to the property tax bill of the PROPERTY any past due financial obligation owing to CITY by way of This Covenant. Attachment `A" Legal Description of Real Property APNs 262-041-14,15 All that portion of Lot 3 in Block D of Palomares Heights, in the City of Encinitas, County of San Diego, State of California, according to Map thereof No. 2114, filed in the Office of the County Recorder of San Diego County. ATTACHMENT B TO COVENANT REGARDING REAL PROPERTY: HOLD CITY HARMLESS FOR DRAINAGE PROJECT NO. 9033-G OWNER'S DUTIES AND OBLIGATIONS 1. For claims that are alleged to have arisen, directly or indirectly, from drainage or runoff associated with the PROPERTY or the plans, design, construction or maintenance of OWNER' s improvements, OWNER unconditionally waives all present and future claims against CITY and CITY's officers, officials, employees, and agents. This waiver does not apply to claims that are alleged to have arisen out of the sole, active negligence or deliberate wrongful act of CITY. 2. It is further understood and agreed that all of OWNER'S rights under §1542 of the Civil Code of, the State of California and any similar law of any state or territory of the United States are hereby expressly waived. 9 1542 reads as follows: 1542. Certain claims not affected by general release. A general release does not extend to claims, which the creditor does not know or suspect to exist in his favor at the time of executing the release, which if known by him must have materially affected his settlement with the debtor. 3. OWNER agrees to indemnify and hold CITY and CITY's officers, officials, employees and agents harmless from, and against any and all liabilities, claims, demands, causes of action, losses, damages and costs, including all costs of defense thereof, arising out of, or in any manner connected directly or indirectly with, any acts or omissions of OWNER or OWNER's agents, employees, subcontractors, officials, officers or representatives. Upon demand, OWNER shall, at its own expense, defend CITY and CITY's officers, officials, employees and agents, from and against any and all such liabilities, claims, demands, causes of action, losses, damages and costs. OWNER' s obligation herein includes, but is not limited to, alleged defects in the plans, specifications and design of the improvements; but does not extend to liabilities, claims, demands, causes of action, losses, damages or costs that arise out of a defect in the plans, specifications or design that is a result of a change required by CITY to the OWNER's proposed plans, specifications or design so long as such change is objected to, in writing, by OWNER, and the writing is filed with the City Engineer more than ten days prior to the commencement of work. OWNER's obligation herein includes, but is not limited to, alleged defects in the construction of the improvements; alleged defects in the materials furnished in the construction of the improvements; alleged injury to persons or property; and any alleged inverse condemnation of property as a consequence of the design, construction, or maintenance of the improvements. By approving the improvement plans, specifications and design or by inspecting or approving the improvements, CITY shall not have waived the protections afforded herein to CITY and CITY's officers, officials, employees and agents or diminished the obligation of OWNER who shall remain obligated in the same degree to indemnify and hold CITY and CITY's officers, officials, employees and agents, harmless as provided above. OWNER's obligation herein does not extend to liabilities, claims, demands causes of action, losses, damages or costs that arise out of the CITY's intentional wrongful acts, CITY's violations of law, or CITY's sole active negligence. 4. OWNER hereby agrees not to develop in any manner the PROPERTY except as authorized by CITY's ordinances and then only in accordance with issued permits. Among other things, but without limitation, this shall prohibit the alteration of landforms, removal of vegetation and the erection of structures of any type, except as permitted or authorization by CITY. 5. This Covenant does not Preclude OWNER taking emergency, protective measures as approved by CITY. E. If either party is required to incur costs to enforce the provisions of this Covenant, the prevailing party shall be entitled to full reimbursement of all costs, including reasonable attorneys' fees, from the other party. F. Failure of OWNER to comply with the terms of this Covenant shall constitute consent to the filing by CITY of a Notice of Violation of Covenant. ACCEPTED AND AGREED: OWNER I F / Z v Date William Mitchell havira ��P.f"/Z/.Lh`t //lq/I,IUIZI�a.U1/1l Bethann Marion Chavira Date (Notarization of OWNER signature is attached.) II l I CITY OF ENGINITAS Dated glzc, lcq by (Notarization not required) Peter Cota-Robles Director of Engineering Services CALIFORNIA ALL-PURPOSE ACKNOWLEDGMENT State of California ss. County of . > A 4 , before me, Lit 1C`i a G t 1C s On 7 L Date Name and Title of officer(e.g., Jane Doe,Notary Pubic f personally appeared Name(s)of Signers) r' ❑personally known to me proved to me on the basis of satisfactory S I� 'evidence h to be the personal whose name(!i).+s/are subscribed to the within instrument and acknowledged to me that 4e4he/they executed the same in h+sfher/their authorized ' OFFICMt SEAL and that b f�ie/tref/their capacity(io), Y M)TARY>o" CAIJ signature(HJ on the instrument the person(,or a COMM.NO.146296 the entity upon behalf of which the persony� ? SAN DIEGO COUN11l/ acted, executed the instrument. MY cOMM.EXP.APAL 13.MR ESS y hand aylff icial seal. Signatu f Notaffy Public ^> �1 OPTIONAL Though the information below is not required by law,it may prove valuable to persons relying on the document and coul preve �y fraudulent removal and reattachment of this form to another document. I Description of Attached Document ) Title or Type of Document: �, N er of Pages: ! Document Date: .,c l Signer(s)Other Than Named Above: �S 1 � Capacity(ies) Claimed by Signer Signer's Name: • Top of thumb here � ❑ Individual ❑ Corporate Officer—Title(s): ❑ Partner—❑ Limited ❑G eral ❑ Attorney-in-Fact -i ❑ Trustee ❑ Guardian or onservator ❑ Other: 'BSI ' ner Is Representing: Prod-No.5907 Reorder:Call Toll-Free 1-800-8766827 ©1999 National Notary Association-9350 De Soto Ave.,Po.Box 24 02-Chatsworth,CA 91313-2402•www.nationalnotary.org Covenants Required for this Project: Covenants are required to be recorded prior to the final approval of this project. Please ensure that the covenants are complete, with: 1) A complete and correct attached property description; 2) A plat attachment if required; 3) Signatures of all owners on the document; 4) Notary documentation. Please submit the completed covenants with a check payable to the San Diego Country Recorder (one for each covenant) for an amount of the sum: $7.00 for the first page $3.00 for each additional page, including the notary page $1.00 for the conformed copy (required) No payment is necessary for covenants recorded "for the benefit of the City". Please contact me at (760) 633-2839 if you have any questions. BARRY AND ASSOCIATES D -1 GEOTECHNICAL ENGINEERING D ' P.O. Box 230348 E , ncinitas CA 92023-0348 (760) 753-9940 ENGINEERING SERVICES CITY OF ENCINITAS May 11 , 2004 Mitch Chavira 1868 Crest Dr. Encinitas, California 92024 Subject: PRELIMINARY GEOTECHNICAL INVESTIGATION Proposed Single Family Residence and Garage 1868 Crest Drive Encinitas , California 92024 A.P.N. 262-042-1500 Dear Mr. Chavira, In response to your request, we have performed a preliminary geotechnical investigation at the subject property for the proposed two story single family residence and subterranean garage. The findings of the investigation, laboratory test results and recommendations for foundation design are presented in this report. From a geotechnical point of view, it is our opinion that the site is suitable for the proposed project, provided the recommendations in this report are implemented during design and construction. If you have any questions , please contact us at (760) 753-9940 . Respectfully submitted, A.R. BARRY AND ASSOCIATES �OQFtOFESS jONq .c G� A.R. Barry, P.E. w Gootls m Principal Engine r °G EXP- 3/31/06 * G, CFCALIFO� n V . PRELIMINARY GEOTECHNICAL INVESTIGATION Proposed Single Family Residence and Garage 1868 Crest Drive Encinitas , California 92024 A.P.N. 262-041-1500 Prepared For Mr. Mitch Chavira 1868 Crest Drive Encinitas, California 92024 May 11 , 2004 W.O. P-1752 Prepared By: A.R. BARRY AND ASSOCIATES P.O. Box 230348 Encinitas , CA 92023-0348 TABLE OF CONTENTS INTRODUCTION. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .2 SITE CONDITIONS. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .2 PROPOSED DEVELOPMENT. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .2 SITE INVESTIGATION. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .2 LABORATORY TESTING. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3 GEOTECHNICAL CONDITIONS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3 A. SOIL CLASSIFICATION. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .3 B. EXPANSIVE SOILS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3 C. SEISMIC. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3 D . LIQUEFACTION. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4 CONCLUSIONS AND RECOMMENDATIONS . . . . . . . . . . . . . . . . . . . . . . . . . . . . .5' A. GENERAL. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .5 B. GRADING. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .5 C. FOUNDATION. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .5 D. SLABS ON GRADE. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 6 E. RETAINING WALLS. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 7 F. DRAINAGE . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .7 G. FOOTING INSPECTIONS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 7 H. PLAN REVIEW. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 8 LIMITATIONS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 8 APPENDIX A. . . . . . . . . . . . . . . . . . . .REFERENCES . . . . . . . . . . . . . . . . . .LOG OF TEST TRENCH . . . . . . . . . . . . . . . . . . . .LABORATORY TEST RESULTS . . . . . . . . . . . . . . . . . . . .VICINITY MAP . . . . . . . . . . . . . . . . . . . .TEST TRENCH LOCATION PLAN . . . . . . . . . . . . . . . . . . . .FIGURE 1 .. . . . . . . . . . . . . . . . . . .FIGURE 2 APPENDIX B. . . . . . . . . . . . . . . . . . . .GRADING SPECIFICATIONS . .. ......... .. May 11, 2004 W.O. #P-1752 Page 2 INTRODUCTION This report presents the results of our preliminary geo technical investigation. The purpose of this study is to evaluate the nature and characteristics of the earth materials underlying the site and their influence on the proposed two story single family residence and subterranean garage. SITE CONDITIONS The rectangular shaped lot is located on the west side of Crest Drive, between Birmingham Drive and the southerly terminus of Crest Drive, in the City of Encinitas, California. (See Vicinity Map, Appendix A. ) The property contains a single family residence and attached garage, which will be converted to a guest house. PROPOSED DEVELOPMENT Plans are being prepared by Mark Radford of Escondido, California. The plans will provide for a 2 story residence with attached subterranean garage . SITE INVESTIGATION The site investigation was performed on June 11 , 2003 . Five exploratory trenches were excavated to a maximum depth of 5 ' with a backhoe . (See Test Trench Location Plan, Appendix A) Two of the test trenches were excavated on the lot adjacent to and north of the site. The owners of the adjacent site have postponed their May 11, 2004 W.O. #P-1752 Page 3 plans to build, however these two test trenches are included in this report. Soil was found to be the same on both lots . Earth materials in the excavations were visually classified and logged by our field engineer. Bulk soil samples were obtained and transported to the laboratory for testing. LABORATORY TESTING Testing included verification of soil type and a Proctor test in order to determine the maximum soil density and optimum moisture content in accordance with A. S .T.M standards . GEOTECHNICAL CONDITIONS Soil Classification The on site soils consist of SM (tan fine to medium grained silty sand. (weathered sandstone) See Log Of Test Trenches Expansive Soils Detrimentally expansive soils were not encountered in our exploratory trenches , and are not anticipated to be encountered during soil excavation and soil compaction. The potential for expansion is estimated to be in the very low to low range . Seismic The review of available geologic maps including Maps of Known May 11, 2004 W.O. #P-1752 Page 4 Active Faults Near-Source Zones in California and Adjacent Portions of Nevada published by ICBO (1998) indicate that the nearest active fault is the Rose Canyon Fault located approximately 6 kilometers south west of the subject site. The Rose Canyon Fault is a class B fault capable of generating a magnitude 6. 9 earthquake. The following seismic factors are in accordance with the 1997 Uniform Building Code. Parameter Table Symbol Factor Seismic Zone Factor 16-I Z 0 . 4 Soil Profile Type 16-J - SD Seismic Coefficient 16-Q Ca 0 . 44Na Seismic Coefficient 16-R Cv 0 . 64Nv Near Source Factor 16-S Na 1 . 00 Near Source Factor 16-T Nv 1 . 16 Seismic Source Type - B Maximum Moment Magnitude. . . . . . . . . . 6 . 9 Slip Rate, SR. . . . . . . . . . . . . . . . . . . . . 1 . 5 mm/yr . Licruef action In accordance with reference #5 (Planning Scenario For A Major Earthquake, San Diego-Tijuana Metropolitan Area, published by the California Department of Conservation, Division of Mines and Geology) the site is not located in an area of seismically induced liquefaction. The soils on the site are not considered subject to May 11, 2004 W.O. #P-1752 Page 5 seismically induced liquefaction based on such factors as soil density, soil type, and lack of groundwater. CONCLUSIONS AND RECOMMENDATIONS General The on site soils are suitable for the proposed project and for the support of the proposed structure, provided the recommendations in this report are implemented during the design and construction. Grading Grading will consist of cut and fill . According to the site plan the maximum depth of cut will be approximately 5 ' to 6 ' and fill Hpoe GCpTH Uf FiLL I/ Pr/t Prow! approximately 2 ' to 3 ' . Since a cut/fill transition will be created the cut section should be over-excavated a minimum of 2 feet in order to prevent differential settlement. The final depth of all cuts will be determined be the field engineer . See Grading Specifications , Appendix B Foundation Footings for the proposed two story residence should be a minimum of 15" wide and 18" below lowest adjacent finish grade . Footings founded a minimum of 18" below grade may be designed for a bearing value of 1500 psf . Basement retaining walls should be designed by the structural engineer in accordance with the soil parameters presented in the Retaining Wall section of the report. May 11, 2004 W.O. #P-1752 Page 6 The bearing value indicated above is for the total of dead and applied live loads . This value may be increased by 33 percent for short durations of loading, including the effects of wind and seismic forces . Resistance to lateral load may be provided by friction acting at the base of foundations and passive earth pressure. A coefficient of friction of 0 .25 should be used with dead-load forces . A passive earth pressure of 30,0 pounds per square foot, per foot of depth of fill penetrated to a maximum of 1500 pounds should be used in the design. Minimum steel reinforcement in the continuous footings should consist of 4-#4 bars , 2 placed 3" from the bottom of the footing and 2 placed 2" below the top of the footings . Concrete piers if used should be a minimum of 24" below grade and reinforced with # 4 bars 12" on center each way. Slabs on grade Slab on grade should be a minimum of 4 . 0 inches thick and reinforced in both directions with No. 3 bars , placed 18 inches on center. The slab should be underlain by a minimum 4-inch sand blanket which incorporates a minimum 6 . 0-mil Visqueen or equivalent moisture barrier in its center. May 11 , 2004 W.O. #P-1752 Page 7 Retaining- Walls Retaining walls should be designed in accordance with the following soil perimeters : Soil Type Equivalent Additional Uniform Fluid Pressure (PCF) Pressure (PSF) (Unrestrained Walls) (Restrained Walls) Native Soil 33 6xH* (Level Backfill) *H= Height of wall in feet Walls should be adequately drained to prevent build-up of hydrostatic pressures . Footings should be designed in accordance with the previous foundation recommendations . Drainage All roof water should be collected and conducted to a suitable location via non-erodible devices . Roof gutters are recommended. Pad water should be directed away from foundations and around the residence to a suitable location. Pad water should not pond. Footing- Inspections Footing excavations should be inspected by a representative of this firm prior to the placement of reinforcing steel . May 11, 2004 W.O. #P-1752 Page 8 Plan Review A copy of the final building plans should be submitted to this office for review, prior to the initiation of construction. Additional recommendations may be necessary at that time. Should any unforeseen geotechnical conditions be encountered during construction, additional recommendations may be necessary at that time. LIMITATIONS This report is presented with the provision that it is the responsibility of the owner or the owner' s representative to bring the information and recommendations given herein to the attention of the project' s architects and/or engineers so that they may be incorporated into the plans . If conditions encountered during construction appear to differ from those described in this report, our office should be notified so that we may consider whether or not modifications are needed. No responsibility for construction compliance with design concepts, specifications or recommendations given in this report is assumed unless on-site review is performed during the course of construction. The conclusions and recommendations of this report apply as of the current date. In time, however, changes can occur on a property whether caused by acts of man or nature on this or adjoining properties . Additionally, changes in professional standards maybe brought about by legislation or the expansion of knowledge. May 11, 2004 W.O. #P-1752 Page 9 Consequently, the conclusions and recommendations of this report may be rendered wholly or partially invalid by events beyond our control . This report is therefore subject to review and should not be relied upon after the passage of three years . The professional judgments presented herein are founded partly on our assessment of the technical data gathered, partly on our understanding of the proposed construction and partly on our general experience in the geotechnical field. If you have any questions please call us at 760-753 9940 Respectfully submitted, A.R. BARRY AS SOC IAT Q�OFESS/ON R.84, VI/FyG' CO G00119 Z CD Fn A.R. Barry, P.E. Exp. 3/31/06 T Principal Engine d'X voTECIA q�OFCM-W APPENC) IX A May 11, 2004 W.O .# P-1752 REFERENCES 1 . Site Plan Prepared by John Maashoff of Cardiff, California. 2 . Building Plans Are Being Prepared by Mark Radford of San Marcos, California 3 . Uniform Building Code, 1997 Addition. 4 . Maps Of Known Active Fault Near Source Zones in California And Adjacent Portions Of Nevada, Published by (I .C.B.O. ) 1998 California Division And Mines And Geology. 5 . Planning Scenario For A Major Earthquake San Diego, Tijuana Metropolitan Area, Published By I .C.B.O. 1990 . W.O. P-1752 Mitch Chavira 1868 Crest Dr. LOG OF EXPLORATORY TRENCH TRENCH # DEPTH CLASSIFICATION DESCRIPTION TT-1 0 - 1 ' SM Weathered Sandstone Tan fine to medium grained silty sand, dry, loose to moderately dense 1 ' -5' SM Weathered Sandstone Tan fine to medium grained silty sand, dry, moderately dense to dense TT-2 0-1 ' SM Weathered Sandstone Tan fine to medium grained silty sand, loose to moderately dense 1 ' -5' SM Weathered Sandstone Tan fine to medium grained silty sand, dry, moderately dense to dense TT-3 0-1 ' SM Weathered Sandstone Tan fine to medium grained silty sand, dry, loose to moderately dense 1 ,-5 ' SM Weathered Sandstone Tan fine to medium grained silty sand, dry, moderately dense to dense. TT-4 0-1 ' SM Weathered Sandstone Tan fine to medium grained silty sand, dry, loose to moderately dense 1 ' -5 ' Weathered Sandstone Tan fine to medium grained silty Sand, dry, moderately dense to dense. W.O. P-1752 (cont) TT-5 0-1' Weathered Sandstone Tan fine to medium grained silty sand, dry, loose to moderately dense. 1 ' -5 ' Weathered Sandstone Tan fine to medium grained silty sand, dry, moderately dense to dense. W.O. #P-1752 APPENDIX "A" LABORATORY TEST RESULTS TABLE I Maximum Dry Density and Optimum Moisture Content (Laboratory Standard ASTM D-1557-78) Max. Dry Optimum Sample Moisture Content (�) Location Density (pcf) TT-2 @ 2 . 0 ' 124 .2 10 . 0 lilt, 11 b I IA " 9 1 i^ � o j. LOS US Tb4LE � d, a A � � v �� r,�� V3 TA -� ,irk o �• I JiUI�Q $ 0��01 o CL 4�0o R?0 m 00 'fir o I ORI�� NCNO N SERENq RD SA EL I JO �l�1pZP LAGOONr� l000 « A �3 a ` ROSITA IP SAN �N 5 ��Se "�5��� S A11 Gq A'SANSA a o•.. oG StP '���� , t b° RICARDO C7 c � SNRA MIDEM CJ� ��P < �P m.'. SAN PAtRICIO TNt Y" Q' pEICIA �siyr�cr 4 E 6785 o ? ° 'S�(gp Soo HELENA �r PATTY -ORl CIA _J)R ktr 2 =50o r«er FMS'�Pr S NTA _NO_R LN T1 — En Z `" T13S 5 �p0 R `; •• 15 't�.;, •1`��� "� C .y 1 , .r��I L I j IiF W.Q.#P- 1752 S; to N �j L. •M1 s1 ' 1187 0 .125 .25 .375 .5 SEEP miles 1 in. =1900 ft. ' � r1 '" 'o 1 �' o�_, '/ i �)� � / ' r7��-�J Y�,. 1. / �J �, _ , •( I ll.rpS..w�l i ? �'� Q%,?:'�:•:% r. ��>� �— � t!'R 9.,s: ,� i ( .M '_�-\ it � r• r � -��}�'• ( _ .:A�-rr",..,, - jx loar io ._ , �-rK�T'»1„� :`(._ a��s� .::�tk .a�` � �* �, 4��` '•t'��C ''t rt 7+ .5,- �i - .. _ i' � _ r'”, rtiv.� r � ,.+�r .\^ '.j:t:;: ^ _ � •ri` Y 1 11- 1� -I�r r i. .\:� - �7.1' 'LlrO uny ' ' - , `Z iC� � 1' ..: r r�4.; �a•� 1"'�.'Pi: w I 1�J "..�` ✓"� i 00 Y; 1 f � 977 / - / ! �/ -- Y`l I .. � •'`- \ ltd r 4 lJaZj-+ "lam 9 ` i 1� !fill Y } _ 1 ^O r• , . ' fk NIQI :u -,,, ., Ou�ar�of�r-Onrn in .rnUO¢a L. �.r �. e.. LD . 'R -� - I Z Z A N I f Z � i W I I � h-_ Q Q_ _ 9 AI—G 153230 9 9� m N l7 I I 6 I lJ I c W G� Lz ^fi 11 ' -I c ,6Y 1 II `dyy p y `IVY 1u O 6,_ UIII Xm�iZ I N 6 y =`mow _t L)U � - o I / w I < ILiim II < z II I m po � O od W > QI i dal d I �; z I Cy W I Yo 1 I d � W �u N tiF5 F.. �+ I j °�3 w z W5< W U _ II I I - M I W b � 3 2 C1 y{ I I z o Owl O C p yaj Z_, I a II N ci 4> ab Ik z �� I I 11 I w Ix Lj XX �a I I I W J W W I rr F 88 a 'F w � w �z V I J� I o ' rLL I i _ ---I-- 'T--_ a Q ¢ W Ld a W ZO Y o h¢ W W '¢ 2 XO Ld �yQ I Vl N LE O F' J¢ O W O yW J r W En Zoo ¢ I �_ W iv3 az a �� I I z CL ft I a W c3 L N�ve13s av3a _ i � I • • d rip- ir e�c ��• qty i� ~� �-" •i;.�\NRM` , iy��i � �•► All Qz III lip �1 �,//�' `•��lJ `aid� � \�5��'I��� .41 � MI'�RSw.o C � Mh O i •/ •�r Ole t, FEE- PIE r4 v w' JW APPEN CDIX B APPENDIX B RECOMMENDED GRADING SPECIFICATIONS GRADING INTENT The intent of these specifications is to establish procedures for clearing, compacting natural ground, preparing areas to be filled and placing and compacting fill soil to the lines and grades shown on the accepted plans. The recommendations contained in the preliminary geotechnical investigation report are a part of the recommended grading specifications and would supersede the provisions contained herein in case of conflict. INSPECTION AND TESTING A geotechnical engineer should be employed to observe and test the earthwork in accordance with these specifications. It will be necessary that the geotechnical engineer or his representative make adequate observations so that he may provide a memorandum that the work was or was not accomplished as specified. Deviations from these specifications will be permitted only upon written authorization from the geotechnical engineer. It should be the responsibility of the contractor to assist the geotechnical engineer and to keep him apprised of work schedules, changes and new information and data so that he may provide the memorandum to the owner and governmental agency as required. If in the opinion of the geotechnical engineer, substandard conditions such as questionable soil, poor moisture control, inadequate compaction, adverse weather, etc. are encountered, the contractor should stop construction until the conditions are remedied. Unless otherwise specified, fill material should be compacted by the contractor while near the optimum moisture content to a density that is no less than 90 percent of the maximum dry density determined in accordance with ASTM Test No. D1557-78 or other density test methods that will yield equivalent results. CLEARING AND PREPARATION OF AREAS TO RECEIVE FILL All trees, brush, grass and other objectionable material should be collected, piled and burned or otherwise disposed of by the contractor so as to leave the areas that have been cleared with a neat and finished appearance, free from unsightly debris. APPENDIX B Page 2 All vegetable matter and objectionable material should be removed by the contractor from the surface upon which the fill is to be placed, and any loose or porous soils should be removed or .compacted to the depth determined by the geotechnical engineer. The surface should then be plowed or scarified to a minimum depth of 6 inches until the surface is free from uneven features that would tend to prevent uniform compaction by the equipment to be used. When the slope of the natural ground receiving fill exceeds 20 percent (5 horizontal to 1 vertical) , the original ground should be stepped or benched as shown on the attached plate. Benches should be cut to a firm, competent soil condition. The lower bench should be at least 10 feet wide and all other benches at least 6 feet wide, ground slopes flatter than 20 percent should be benched when considered necessary by the geotechnical engineer. FILL MATERIAL Materials for compacted soil should consist of any material imported or excavated from the cut areas that in the opinion of the geotechnical engineer is suitable for use in construction fills. The material should contain no rocks or hard lumps greater than 12 inches in size and should contain at least 40 percent of material smaller than 1 /4 inch in size. (Materials greater than 6 inches in size should be placed by the contractor so that they are surrounded by compacted fines; no nesting of rocks will be permitted. ) No material of a perishable, spongy or otherwise improper nature should be used in filling. Material placed within 36 inches of rough grade should be select material that contains no rocks or hard lumps greater than 6 inches in size and that swells less than 3 percent when compacted (as specified later herein for compacted fill) and soaked under an axial pressure of 150 psf. Potentially expansive soils may be used in fills below a depth of 36 inches and should be compacted at a moisture greater than the optimum moisture content for the material. PLACING, SPREADING AND COMPACTING OF FILL Approved material should be placed in areas prepared to receive fill in layers not to exceed 6 inches in compacted thickness. Each layer should have a uniform moisture content in the range that will allow the compaction effort to be efficiently applied to achieve the specified degree of compaction to a minimum specified density with adequately sized equipment, either specifically designed for soil compaction or of proven reliability. Compaction should be continuous over the entire area and the equipment should make APPENDIX B Page 3 sufficient trips to ensure that the desired density has been obtained throughout the fill. When moisture content of the fill material is below that specified by the geotechnical engineer, water should be added by the contractor until the moisture content is as specified. When the moisture content of the fill material is above that specified by the geotechnical engineer, the fill material should be aerated by the contractor by blading, mixing or other satisfactory methods until the moisture content is as specified. The surface of fill slopes should be compacted and there should be no excess loose soil on the slopes. UNIFIED SOIL CLASSIFICATION Identifying Criteria Group Symbol Soil Description COARSE-GRAINED (more than 50 percent larger than #200 sieve) Gravel (more than 50 percent GW Gravel, well-graded larger than #4 sieve but gravel-sand mixture, smaller than three inches) little or no fines Non-plastic GP Gravel, poorly grad- ed gravel-sand mix- ture, little or no fines GM Gravel, silty, poor- ly graded, gravel- sand-silt mixtures GC Gravel, clayey, poorly graded, grav- el-sand-clay mixture Sands (more than 50 percent SW Sand, well-graded, smaller than #4 sieve) gravelly sands, little or no fines SP Sand, poorly graded, gravelly sands, little or no fines APPENDIX B Page 4 SM Sand, silty, poorly graded, sand-clay mixtures FINE-GRAINED (more than 50 percent but smaller than #200 sieve) Liquid limit less than 50 ML Silt, inorganic silt and fine sand, sandy silt or clayey-silt- sand mixtures with slight plasticity CL Clay, inorganic clay of low to medium plasticity, gravelly clays, sandy clays, silty clays, lean clays Liquid limit greater than 50 OL Silt, inorganic , silts and organic silt-clays of low plasticity MH Silt, inorganic, silts micaceous or diatomaceous fine, sandy or silty soils elastic silts CH Clay, inorganic, clays of medium to high plasticity, fat clays OH Clay, organic, clays of medium to high plasticity HIGHLY ORGANIC SOILS PT Peat, other highly organic swamp soils APPENDIX B Page 5 INSPECTION Observation and compaction tests will be made by the geotechnical engineer during the filling and compacting operations so that he can state whether the fill was constructed in accordance with the specifications . The geotechnical engineer will make field density tests in accordance with ASTM Test No. D1557-78 . Density tests will be made in the compacted materials below the surface where the surface is disturbed. When these tests indicated that the density of any layer of fill or portion thereof is below the specified density, that particular layer or portion should be reworked until the specified density has been obtained. The location and frequency of the tests well be at the soil engineer' s discretion. In general, the density tests will be made at an interval not exceeding 2 feet in vertical rise and/or 500 cubic yards of embankment. PROTECTION OF WORK During construction, the contractor should properly grade all excavated surfaces to provide positive drainage and prevent ponding of water. He should control surface water to avoid damage to adjoining properties or to finished work on the site. The contractor should take remedial measures to prevent erosion of freshly graded areas and until such time as permanent drainage and erosion control features have been installed.