Item 08a - Colorado Collection Project at 201 and 225 Colorado Place — Arcadia City Council, March 17, 2026 (part 2 of 3)

'0$V
DQGWKHJUDGLQJLVGHVLJQHGWRFROOHFWDQGFRQYH\VWRUPZDWHUUXQRIILQWKHSURSRVHGGULYH DLVOHVZLWKLQWKHSURSRVHGFXUEDQGJXWWHUWRSURSRVHGFDWFKED VLQVDQGDQXQGHUJURXQGSULYDWH VWRUPGUDLQV\VWHP7KHVWRUPGUDLQV\VWHPVZLOOGLUHFWVWRUPZ DWHUUXQRIIWRDSURSRVHG ,QILOWUDWLRQ7UHQFK6\VWHPLQWKH'0$WRSURPRWHVXEVXUIDFHLQILOWUDWLRQRIWKHHQWLUH6WRUP:DWHU 4XDOLW\'HVLJQ9ROXPH
6:4'Y
(DFK'0$ZLOOKDYHLWVRZQLQILOWUDWLRQ7UHQFK6\VWHP 7KH,QILOWUDWLRQ7UHQFK6\VWHPKDVEHHQGHVLJQHGWRFDSWXUH RIWKH6WRUP:DWHU4XDOLW\ 'HVLJQ9ROXPH
6:4'Y
DQGLQILOWUDWHWKDWYROXPHRYHUDPD[LPXPGUDZGRZQWLPHRIKRXUV 2QFHWKHV\VWHPKDVUHDFKHGFDSDFLW\VWRUPZDWHUUXQRIIZLOORYHUIORZWKURXJKDQXQGHUJURXQG VWRUPGUDLQSLSHLQWRDSDUNZD\FXOYHUWLQWRWKH3XEOLF5LJKWRI:D\ 5HIHUWRWKH3URSRVHG&RQGLWLRQV+\GURORJ\0DSVORFDWHGZLWKLQ$SSHQGL[' 3UHOLPLQDU\+\GURORJ\DQG+\GUDXOLFV5HSRUW
&LW\RI$UFDGLD&RXQW\RI/RV$QJHOHV
_3DJH

9 0HWKRGRORJ\
7KHVLWHZDVDQDO\]HGXVLQJWKH/RV$QJHOHV&RXQW\'HSDUWPHQWR I3XEOLF:RUNV+\GURORJ\ 0DQXDO7KHLQLWLDOVXEDUHDZDVDQDO\]HGIRUDFUHDJHODQGXVHVRLOW\SHSHDNIORZUDWHDQGWLPH RIFRQFHQWUDWLRQDFFRUGLQJWRWKH5DWLRQDO0HWKRGGHVFULEHGLQWKHPDQXDO'UDLQDJHPDQDJHPHQW DUHDVDUHGHOLQHDWHGIRUHDFKSURSRVHGLQOHW2QVLWHFRQGLWLRQVLPSHUYLRXVDUHDSHUFHQWDJHYDOXHV ZHUH DQDO\]HG ZLWK DQ LPSHUYLRXV EDVHG VHOHFWHG ODQG XVH SHU /RV $QJHOHV &RXQW\ 'HSDUWPHQWRI3XEOLF:RUNV+\GURORJ\0DQXDO
,QDFFRUGDQFHZLWKWKH/RV$QJHOHV&RXQW\'HSDUWPHQWRI3XEOLF:RUNV+\GURORJ\0DQXDODOO KDELWDEOHVWUXFWXUHVPXVWKDYHDILQLVKHGIORRUHOHYDWLRQWRDOORZIWRIIUHHERDUGGXULQJWKH \HDUVWRUPHYHQW&DWFKEDVLQVL]LQJDQGWKH\HDUZDWHUVXUIDFHHOHYDWLRQFDOFXODWLRQKDVEHHQ SURYLGHGLQ$SSHQGL[(
9, 'HVLJQ$VVXPSWLRQ
7KHSURSHUW\LVLQWKH&LW\RI$UFDGLD/RV$QJHOHV&RXQW\UDLQIDOOUHJLRQ $FFRUGLQJWRWKH/RV$QJHOHV&RXQW\'HSDUWPHQWRI3XEOLF:RUNV +\GURORJ\0DQXDO <HDU+RXU,VRK\HW0DS+WKHGUDLQDJHDUHDLVLQ6RLO *URXSWKHVLWHUHFHLYHV LQFKHVRIUDLQIDOORYHUD+UVWRUP
4

7KH/$&'3:+\GUR&DOFZDVXWLOL]HGWRGHWHUPLQHWKHWLPHRIFRQF HQWUDWLRQUXQRIISHDN IORZUDWHIRUVLWH
7KHVLWHZDVDQDO\]HGIRUWKHDQG\HDUVWRUPHYHQW VSHUWKHUHTXLUHPHQWVRIWKH -DQXDU\/RV$QJHOHV&RXQW\ 'HSDUWPHQWRI3XEOLF:RUNV+\GU RORJ\0DQXDO7KH 5DWLRQDO0HWKRG$QDO\VLVZDVSH UIRUPHGDQGWKH DSSURSULDWHFDOFXODWLRQVDUHSURYLGHG KHUHLQ
\HDUVWRUPHYHQWIORRGOHYHOSURWHFWLRQDQDO\VLVUHTXLUHGI RUKDELWDEOHVWUXFWXUHVSHUWKH UHTXLUHPHQWVRIWKH/RV$QJHOHV&RXQW\'HSDUWPHQWRI3XEOLF:RUNV+\GURORJ\0DQXDO 3UHOLPLQDU\+\GURORJ\DQG+\GUDXOLFV5HSRUW
&LW\RI$UFDGLD&RXQW\RI/RV$QJHOHV
_3DJH

9,, +\GURORJ\5HVXOWV
$VXPPDU\RIWKHSURMHFWVLWH¶VH[LVWLQJDQGSURSRVHGFRQGLWLRQ VSHDNUXQRIIYDOXHVJHQHUDWHG IURPWKHSURMHFWVLWHKDVEHHQSURYLGHGEHORZ
+\GURORJ\6XPPDU\
([LVWLQJFRQGLWLRQVJHQHUDWHGUXQRIISHDNIORZUDWHVXPPDU\
3UH'HYHORSPHQW&RQGLWLRQV $UHD
DF
4
FIV
4
FIV
4
FIV

'0$;

'0$;
7RWDO

3URSRVHGFRQGLWLRQVRQVLWHJHQHUDWHGUXQRIISHDNIORZUDWHIRUWKHFRQIOXHQFHRXWOHWVVXPPDU\
3RVW'HYHORSPHQW&RQGLWLRQV $UHD
DF
4
FIV
4
FIV
4
FIV

'0$3

'0$3
7RWDO
5HIHUWR$SSHQGL[%RIWKLVUHSRUWIRUDGGLWLRQDOLQIRUPDWLRQ 3UHOLPLQDU\+\GURORJ\DQG+\GUDXOLFV5HSRUW
&LW\RI$UFDGLD&RXQW\RI/RV$QJHOHV
_3DJH

9,,, +\GUDXOLF5HVXOW
&DWFK%DVLQ,QOHW&DSDFLW\6L]LQJ
7KHRQVLWHLQOHWVZLOOEHVL]HGGXULQJILQDOHQJLQHHULQJWRIXO O\LQWHUFHSWLWVRQVLWHWULEXWDU\DUHD JHQHUDWHGUXQRIIGXULQJWKH\HDUVWRUPHYHQW
3LSH6L]LQJ
2QVLWHVWRUPGUDLQDJHSLSHVZLOOEHVL]HGIRU\HDUIUHTXHQF\VWRUPHYHQW7KH4VDUHGHYHORSHG IURPSURUDWLQJWKHIORZJHQHUDWHGLQK\GURORJ\DQDO\VLV3LSHVDUHVL]HGWRIORZLQDQRSHQIORZ FRQGLWLRQ$´SLSHLVWKHPLQLPXPVL]HDQGXVHGIRUVLQJOH\DUGGUDLQV$´SLSHVL]HZLOOFROOHFW PXOWLSOH\DUGGUDLQV3LSHVL]HV´DQGODUJHUDUHFRQVLGHUHGWKHPDLQOLQHGUDLQDJHSLSHVWKDWDUH XVHGWRFRQYH\UXQRIIWRWKHSURSRVHGLQILOWUDWLRQV\VWHP
6LQFHDOOSLSHVDUHVL]HGIRURSHQIORZ:63*K\GUDXOLFSUHVVXUHDQDO\VLVLVQRWZDUUDQWHG,QVWHDG
ܳ
௠௔௫ ൌ
௞ᇱ
௡݀
ݏ
ଵ ଶൗ SHU.LQJ¶V+DQGERRN

N¶
G SLSHGLDPHWHU
IW

Q
Q

6 6
3LSH
'LDPHWHU
0D[ 4

FIV

3LSH
'LDPHWHU
0D[ 4

FIV

$0DQQLQJ¶V5RXJKQHVV&RHIILFLHQWRIKDVEHHQXWLOL]HGW RUHSUHVHQWWKHURXJKQHVV FRHIILFLHQWRI39&DQGRU+'3(SLSLQJ

3DUNZD\&XOYHUW6L]LQJ
7KHSDUNZD\GUDLQVZLOOEHVL]HG IRUWKH\HDUVWRUPHYHQWG XULQJILQDOHQJLQHHULQJXVLQJ +\GUDIORZ([SUHVVIRU$XWRGHVN&LYLO'5HIHUWR$SSHQGL[( <HDU:DWHU6XUIDFH(OHYDWLRQ
:6(

7KHHOHYDWLRQRIWKH\HDUZDWHUVXUIDFHZLOOEHDQDO\]HGGXULQJILQDOHQJLQHHULQJ%XLOGLQJ ILQLVKHGIORRUVZLOOEHVHWDWDPLQLPXPRIDWOHDVWRQHIRRWDERYHWKH\HDU:6(
5HIHUWR$SSHQGL[(RIWKLVUHSRUWIRUDGGLWLRQDOLQIRUPDWLRQIRUK\GUDXOLFFDOFXODWLRQ 3UHOLPLQDU\+\GURORJ\DQG+\GUDXOLFV5HSRUW
&LW\RI$UFDGLD&RXQW\RI/RV$QJHOHV
_3DJH

,; &RQFOXVLRQ
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

SURSRVHGSDUN ZD\GUDLQVDQGLQWR6DQWD5RVD
5RDGDQG&RORUDGR3ODFHIROORZLQJWKHH[LVWLQJGUDLQDJHSDWWHUQ ; 5HIHUHQFHV
/RV$QJHOHV&RXQW\'HSDUWPHQWRI3XEOLF:RUNV³+\GURORJ\0DQXDO´-DQXDU\ /RV$QJHOHV&RXQW\'HSDUWPHQWRI3XEOLF:RUNV³+\GUR&DOF´2XWSXWVDQG'DWD +\GUDXOLF7RROER[)HGHUDO+LJKZD\V$GPLQLVWUDWLRQ%XLOG $XJ
+\GUDIORZ([SUHVV([WHQVLRQVIRU&LYLO'

3UHOLPLQDU\+\GURORJ\DQG+\GUDXOLFV5HSRUW
&LW\RI$UFDGLD&RXQW\RI/RV$QJHOHV

$33(1',;$
0DSVDQG([KLELWV

3UHOLPLQDU\+\GURORJ\DQG+\GUDXOLFV5HSRUW
&LW\RI$UFDGLD&RXQW\RI/RV$QJHOHV

$±9LFLQLW\0DS

3UHOLPLQDU\+\GURORJ\DQG+\GUDXOLFV5HSRUW
&LW\RI$UFDGLD&RXQW\RI/RV$QJHOHV
7$%/(2)&217(176

, 385326( ,, 6,7('(6&5,37,21 ,,, (;,67,1*&21',7,216 ,9 352326('&21',7,216 9 0(7+2'2/2*< 9, '(6,*1$668037,21 9,,+<'52/2*<5(68/76 +\GURORJ\6XPPDU\ 9,,,+<'5$8/,&5(68/7 &DWFK%DVLQ,QOHW&DSDFLW\6L]LQJ 3LSH6L]LQJ 3DUNZD\&XOYHUW6L]LQJ <HDU:DWHU6XUIDFH(OHYDWLRQ
:6(
,; &21&/86,21 ; 5()(5(1&(6
$33(1',&(6

$33(1',;$0$36$1'(;+,%,76
$33(1',;%+<'52/2*<&$/&8/$7,216
([LVWLQJ&RQGLWLRQV±+\GUR&DOF2XWSXWV
3URSRVHG&RQGLWLRQV±+\GUR&DOF2XWSXWV
$33(1',;&+<'5$8/,&6$1$/<6,6
,QOHW6L]LQJ:DWHU6XUIDFH(OHYDWLRQ$QDO\VLV
3LSH6L]LQJ±:63*
3DUNZD\&XOYHUW6L]LQJ
$33(1',;'*(27(&+1,&$/5(3257
$33(1',;(5()(5(1&(0$7(5,$/6

3UHOLPLQDU\+\GURORJ\DQG+\GUDXOLFV5HSRUW
&LW\RI$UFDGLD&RXQW\RI/RV$QJHOHV
_3DJH

, 3XUSRVH
7KLVK\GURORJ\DQGK\GUDXOLFVVWXG\DQWLFLSDWHVZKHWKHUGHWHQWL RQRURWKHUSHDNIORZPLWLJDWLRQ PHWKRGVZLOOEHUHTXLUHGE\FRPSD ULQJWKHGHYHORSPHQW¶VSURSRVH G FRQGLWLRQVWRH[LVWLQJ FRQGLWLRQVSHDNIORZUDWHVIRUWKHDQG\HDUVWRUP HYHQWV7KLVVWXG\SURYLGHV TXDQWLWDWLYHLQIRUPDWLRQWRYHULI\WKHDGHTXDF\RIWKHSURSRVHGVWRUPGUDLQLQIUDVWUXFWXUHGHVLJQ ZKLFKIXOILOOVWKHK\GURORJLFPHWKRGRORJ\RIWKHSURMHFWVLWH7KHYDOXHVDQGVWDWHPHQWVZLWKLQWKH VWXG\FRQILUPWKHVXEMHFWVLWHLVGHVLJQHGDQGSODQQHGLQDFFRUGDQFHZLWKWKH/RV$QJHOHV&RXQW\ +\GURORJ\0DQXDODQGWKH&LW\RI$UFDGLDGUDLQDJHUHTXLUHPHQWV ,, 6LWH'HVFULSWLRQ
7KHSURSRVHGSURMHFWVLWHLVORFDWHGDW&RORUDGR3ODFHLQWKH&LW\RI$UFDGLD&DOLIRUQLD $31

,WLVFRPSULVHGRI
DFUHV7KHVLWHLVERXQGHGE\&RORUDGR3ODFHWRWKH:HVW 6DQ-XDQ'ULYHWRWKHVRXWK6DQWD5RVD5RDGWRWKHHDVWDQGD 3ULYDWH(OHPHQWDU\-XQLRU+LJK 6FKRROWRWKHQRUWK7KHUHLVDQH[LVWLQJ/$&RXQW\)ORRG&RQWU RO&KDQQHODORQJWKHHDVWHUQ SURSHUW\OLQHDVZHOO$FFRUGLQJWRDVEXLOWSODQVWKHFKDQQHO FRQWLQXHVXQGHUJURXQGVRXWK WKURXJKWKHPLGGOHRIWKHVLWH
5HIHUWR$SSHQGL[$IRUDGGLWLRQDOLQIRUPDWLRQRQVLWHORFDWLRQ $FFRUGLQJWRWKHIHGHUDO(PHUJHQ F\0DQDJHPHQW$JHQF\
)(0$
),5 0UDWHPDSQXPEHU
&)HIIHFWLYHGDWH6HSWHPEHUWKHVLWHLVORFDWHGZLWKLQIORRG=RQH;DUHDRI PLQLPDOIORRGKD]DUG
3UHOLPLQDU\+\GURORJ\DQG+\GUDXOLFV5HSRUW
&LW\RI$UFDGLD&RXQW\RI/RV$QJHOHV
_3DJH

,,, ([LVWLQJ&RQGLWLRQV
7KHH[LVWLQJVLWHLVFXUUHQWO\RFFXSLHGE\DFRPPHUFLDOEXLOGLQJDQDVVRFLDWHGSDUNLQJORWDQGD KRWHODQGDVVRFLDWHGSDUNLQJORW,WLVDUHODWLYHO\IODWVLWHZLWKHOHYDWLRQVUDQJLQJEHWZHHQIHHW WRIHHWDERYHPHDQVHDOHYHO'UDLQDJHIURPWKHVLWHLVJHQ HUDOO\GLYLGHGLQWRWZRDUHDV7KH WRSRJUDSK\RIWKHQRUWKHUQ
KRWHO
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¶VRXWK EHIRUHHQWHULQJDFLW\RZQHG&DWFK%DVLQ,WLVDVVXPHGWKDWWK HFDWFKEDVLQIURPWKHQRUWKHUQ SRUWLRQRIWKHVLWHDQGWKHFDWFKEDVLQLQ&RORUDGR3ODFHERWK GLVFKDUJHLQWRWKH$UFDGLD:DVK± (DVW%UDQFK)URPKHUHWKHFDSWXUHGVWRUPZDWHUWUDYHOVVRXWKWRFRQIOXHQFHDW$UFDGLD:DVK± 0DLQ%UDQFKZKLFKWKHQGUDLQVWRWKH5LR+RQGR&KDQQHO5LR+RQGR&KDQQHOWUDYHOVVRXWKHDVW EHIRUHGUDLQLQJWRWKHH[LVWLQJ/RV$QJHOHV5LYHUDQGXOWLPDWHO \WKH3DFLILF2FHDQDW6DQ3HGUR %D\
5HIHUWRWKH([LVWLQJ&RQGLWLRQV+\GURORJ\0DSVORFDWHGZLWKLQ$SSHQGL[' ,9 3URSRVHG&RQGLWLRQV
7KHGHYHORSPHQWSURSRVHVWRFRQVWUXFWIRXUWHHQ

PXOWLIDPLO\UHVLGHQWLDOEXLOGLQJVFRQVLVWLQJ
RIHLJKW\VL[

XQLWVZLWKSULYDWHJDUDJHVSULYDWHGULYHDLVOHVVLGHZDONVJXHVWSDUNLQJDUHDV DQGFRPPRQODQGVFDSHGDUHDV7KHSURMHFWVLWHZLOOEHDFFHVVLEO HYLDDQHQWUDQFHH[LWDORQJ &RORUDGR3ODFHDQGVHFRQGDU\HQWUDQFHH[LWDORQJ6DQWD5RVD5RDG 7KHSURSRVHGUHVLGHQWLDOGHYHORSPHQWKDVEHHQGLYLGHGLQWRWZR 'UDLQDJH0DQDJHPHQW$UHDV

FIV

3LSH
'LDPHWHU
0D[ 4

FIV

$0DQQLQJ¶V5RXJKQHVV&RHIILFLHQWRIKDVEHHQXWLOL]HGW RUHSUHVHQWWKHURXJKQHVV FRHIILFLHQWRI39&DQGRU+'3(SLSLQJ

3DUNZD\&XOYHUW6L]LQJ
7KHSDUNZD\GUDLQVZLOOEHVL]HG IRUWKH\HDUVWRUPHYHQWG XULQJILQDOHQJLQHHULQJXVLQJ +\GUDIORZ([SUHVVIRU$XWRGHVN&LYLO'5HIHUWR$SSHQGL[( <HDU:DWHU6XUIDFH(OHYDWLRQ
:6(

7KHHOHYDWLRQRIWKH\HDUZDWHUVXUIDFHZLOOEHDQDO\]HGGXULQJILQDOHQJLQHHULQJ%XLOGLQJ ILQLVKHGIORRUVZLOOEHVHWDWDPLQLPXPRIDWOHDVWRQHIRRWDERYHWKH\HDU:6(
5HIHUWR$SSHQGL[(RIWKLVUHSRUWIRUDGGLWLRQDOLQIRUPDWLRQIRUK\GUDXOLFFDOFXODWLRQ 3UHOLPLQDU\+\GURORJ\DQG+\GUDXOLFV5HSRUW
&LW\RI$UFDGLD&RXQW\RI/RV$QJHOHV
_3DJH

,; &RQFOXVLRQ
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

SURSRVHGSDUN ZD\GUDLQVDQGLQWR6DQWD5RVD
5RDGDQG&RORUDGR3ODFHIROORZLQJWKHH[LVWLQJGUDLQDJHSDWWHUQ ; 5HIHUHQFHV
/RV$QJHOHV&RXQW\'HSDUWPHQWRI3XEOLF:RUNV³+\GURORJ\0DQXDO´-DQXDU\ /RV$QJHOHV&RXQW\'HSDUWPHQWRI3XEOLF:RUNV³+\GUR&DOF´2XWSXWVDQG'DWD +\GUDXOLF7RROER[)HGHUDO+LJKZD\V$GPLQLVWUDWLRQ%XLOG $XJ
+\GUDIORZ([SUHVV([WHQVLRQVIRU&LYLO'

3UHOLPLQDU\+\GURORJ\DQG+\GUDXOLFV5HSRUW
&LW\RI$UFDGLD&RXQW\RI/RV$QJHOHV

$33(1',;$
0DSVDQG([KLELWV

3UHOLPLQDU\+\GURORJ\DQG+\GUDXOLFV5HSRUW
&LW\RI$UFDGLD&RXQW\RI/RV$QJHOHV

$±9LFLQLW\0DS

3UHOLPLQDU\+\GURORJ\DQG+\GUDXOLFV5HSRUW
&LW\RI$UFDGLD&RXQW\RI/RV$QJHOHV
7$%/(2)&217(176

, 385326( ,, 6,7('(6&5,37,21 ,,, (;,67,1*&21',7,216 ,9 352326('&21',7,216 9 0(7+2'2/2*< 9, '(6,*1$668037,21 9,, +<'52/2*<5(68/76 +\GURORJ\6XPPDU\ 9,,,+<'5$8/,&5(68/7 &DWFK%DVLQ,QOHW&DSDFLW\6L]LQJ 3LSH6L]LQJ 3DUNZD\&XOYHUW6L]LQJ <HDU:DWHU6XUIDFH(OHYDWLRQ
:6(
,; &21&/86,21 ; 5()(5(1&(6
$33(1',&(6

$33(1',;$0$36$1'(;+,%,76
$33(1',;%+<'52/2*<&$/&8/$7,216
([LVWLQJ&RQGLWLRQV±+\GUR&DOF2XWSXWV
3URSRVHG&RQGLWLRQV±+\GUR&DOF2XWSXWV
$33(1',;&+<'5$8/,&6$1$/<6,6
,QOHW6L]LQJ:DWHU6XUIDFH(OHYDWLRQ$QDO\VLV
3LSH6L]LQJ±:63*
3DUNZD\&XOYHUW6L]LQJ
$33(1',;'*(27(&+1,&$/5(3257
$33(1',;(5()(5(1&(0$7(5,$/6

3UHOLPLQDU\+\GURORJ\DQG+\GUDXOLFV5HSRUW
&LW\RI$UFDGLD&RXQW\RI/RV$QJHOHV
_3DJH

, 3XUSRVH
7KLVK\GURORJ\DQGK\GUDXOLFVVWXG\DQWLFLSDWHVZKHWKHUGHWHQWL RQRURWKHUSHDNIORZPLWLJDWLRQ PHWKRGVZLOOEHUHTXLUHGE\FRPSD ULQJWKHGHYHORSPHQW¶VSURSRVH G FRQGLWLRQVWRH[LVWLQJ FRQGLWLRQVSHDNIORZUDWHVIRUWKHDQG\HDUVWRUP HYHQWV7KLVVWXG\SURYLGHV TXDQWLWDWLYHLQIRUPDWLRQWRYHULI\WKHDGHTXDF\RIWKHSURSRVHGVWRUPGUDLQLQIUDVWUXFWXUHGHVLJQ ZKLFKIXOILOOVWKHK\GURORJLFPHWKRGRORJ\RIWKHSURMHFWVLWH7KHYDOXHVDQGVWDWHPHQWVZLWKLQWKH VWXG\FRQILUPWKHVXEMHFWVLWHLVGHVLJQHGDQGSODQQHGLQDFFRUGDQFHZLWKWKH/RV$QJHOHV&RXQW\ +\GURORJ\0DQXDODQGWKH&LW\RI$UFDGLDGUDLQDJHUHTXLUHPHQWV ,, 6LWH'HVFULSWLRQ
7KHSURSRVHGSURMHFWVLWHLVORFDWHGDW&RORUDGR3ODFHLQWKH&LW\RI$UFDGLD&DOLIRUQLD $31

,WLVFRPSULVHGRI
DFUHV7KHVLWHLVERXQGHGE\&RORUDGR3ODFHWRWKH:HVW 6DQ-XDQ'ULYHWRWKHVRXWK6DQWD5RVD5RDGWRWKHHDVWDQGD 3ULYDWH(OHPHQWDU\-XQLRU+LJK 6FKRROWRWKHQRUWK7KHUHLVDQH[LVWLQJ/$&RXQW\)ORRG&RQWU RO&KDQQHODORQJWKHHDVWHUQ SURSHUW\OLQHDVZHOO$FFRUGLQJWRDVEXLOWSODQVWKHFKDQQHO FRQWLQXHVXQGHUJURXQGVRXWK WKURXJKWKHPLGGOHRIWKHVLWH
5HIHUWR$SSHQGL[$IRUDGGLWLRQDOLQIRUPDWLRQRQVLWHORFDWLRQ $FFRUGLQJWRWKHIHGHUDO(PHUJHQ F\0DQDJHPHQW$JHQF\
)(0$
),5 0UDWHPDSQXPEHU
&)HIIHFWLYHGDWH6HSWHPEHUWKHVLWHLVORFDWHGZLWKLQIORRG=RQH;DUHDRI PLQLPDOIORRGKD]DUG
3UHOLPLQDU\+\GURORJ\DQG+\GUDXOLFV5HSRUW
&LW\RI$UFDGLD&RXQW\RI/RV$QJHOHV
_3DJH

,,, ([LVWLQJ&RQGLWLRQV
7KHH[LVWLQJVLWHLVFXUUHQWO\RFFXSLHGE\DFRPPHUFLDOEXLOGLQJDQDVVRFLDWHGSDUNLQJORWDQGD KRWHODQGDVVRFLDWHGSDUNLQJORW,WLVDUHODWLYHO\IODWVLWHZLWKHOHYDWLRQVUDQJLQJEHWZHHQIHHW WRIHHWDERYHPHDQVHDOHYHO'UDLQDJHIURPWKHVLWHLVJHQ HUDOO\GLYLGHGLQWRWZRDUHDV7KH WRSRJUDSK\RIWKHQRUWKHUQ
KRWHO
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¶VRXWK EHIRUHHQWHULQJDFLW\RZQHG&DWFK%DVLQ,WLVDVVXPHGWKDWWK HFDWFKEDVLQIURPWKHQRUWKHUQ SRUWLRQRIWKHVLWHDQGWKHFDWFKEDVLQLQ&RORUDGR3ODFHERWK GLVFKDUJHLQWRWKH$UFDGLD:DVK± (DVW%UDQFK)URPKHUHWKHFDSWXUHGVWRUPZDWHUWUDYHOVVRXWKWRFRQIOXHQFHDW$UFDGLD:DVK± 0DLQ%UDQFKZKLFKWKHQGUDLQVWRWKH5LR+RQGR&KDQQHO5LR+RQGR&KDQQHOWUDYHOVVRXWKHDVW EHIRUHGUDLQLQJWRWKHH[LVWLQJ/RV$QJHOHV5LYHUDQGXOWLPDWHO \WKH3DFLILF2FHDQDW6DQ3HGUR %D\
5HIHUWRWKH([LVWLQJ&RQGLWLRQV+\GURORJ\0DSVORFDWHGZLWKLQ$SSHQGL[' ,9 3URSRVHG&RQGLWLRQV
7KHGHYHORSPHQWSURSRVHVWRFRQVWUXFWIRXUWHHQ

PXOWLIDPLO\UHVLGHQWLDOEXLOGLQJVFRQVLVWLQJ
RIHLJKW\VL[

XQLWVZLWKSULYDWHJDUDJHVSULYDWHGULYHDLVOHVVLGHZDONVJXHVWSDUNLQJDUHDV DQGFRPPRQODQGVFDSHGDUHDV7KHSURMHFWVLWHZLOOEHDFFHVVLEO HYLDDQHQWUDQFHH[LWDORQJ &RORUDGR3ODFHDQGVHFRQGDU\HQWUDQFHH[LWDORQJ6DQWD5RVD5RDG 7KHSURSRVHGUHVLGHQWLDOGHYHORSPHQWKDVEHHQGLYLGHGLQWRWZR 'UDLQDJH0DQDJHPHQW$UHDV

FIV

3LSH
'LDPHWHU
0D[ 4

FIV

PROJECT SITE
3UHOLPLQDU\+\GURORJ\DQG+\GUDXOLFV5HSRUW
&LW\RI$UFDGLD&RXQW\RI/RV$QJHOHV

$±)(0$)ORRG0DS

1DWLRQDO)ORRG+D]DUG/D\HU),50HWWH

)HHW

SEE FIS REPORT FOR DETAILED LEGEND AND INDEX MAP FOR FIRM PANEL LAYOUT

SPECIAL FLOOD

HAZARD AREAS
Without Base Flood Elevation (BFE)
Zone A, V, A99
With BFE or Depth Zone AE, AO, AH, VE, AR
Regulatory Floodway

0.2% Annual Chance Flood Hazard, Areas
of 1% annual chance flood with average
depth less than one foot or with drainage
areas of less than one square mile
Zone X
Future Conditions 1% Annual
Chance Flood Hazard
Zone X
Area with Reduced Flood Risk due to
Levee. See Notes.

Zone X
Area with Flood Risk due to LeveeZone D
NO SCREEN Area of Minimal Flood Hazard Zone X
Area of Undetermined Flood Hazard Zone D
Channel, Culvert, or Storm Sewer
Levee, Dike, or Floodwall
Cross Sections with 1% Annual Chance

17.5 Water Surface Elevation
Coastal Transect
Coastal Transect Baseline
Profile Baseline
Hydrographic Feature
Base Flood Elevation Line (BFE)
Effective LOMRs
Limit of Study
Jurisdiction Boundary
Digital Data Available
No Digital Data Available
Unmapped
This map complies with FEMA's standards for the use of
digital flood maps if it is not void as described below.

The basemap shown complies with FEMA's basemap
accuracy standards
The flood hazard information is derived directly from the authoritative NFHL web services provided by FEMA. This map was exported on 3/17/2025 at 11:11 PM and does not
reflect changes or amendments subsequent to this date and time. The NFHL and effective information may change or
become superseded by new data over time.

This map image is void if the one or more of the following map elements do not appear: basemap imagery, flood zone labels, legend, scale bar, map creation date, community identifiers, FIRM panel number, and FIRM effective date. Map images for unmapped and unmodernized areas cannot be used for
regulatory purposes.
/HJHQG

OTHER AREAS OF

FLOOD HAZARD

OTHER AREAS

GENERAL

STRUCTURES
OTHER

FEATURES

MAP PANELS

% 20.2
The pin displayed on the map is an approximate
point selected by the user and does not represent
an authoritative property location.

:
1

:
1
Basemap Imagery Source: USGS National Map 2023
3UHOLPLQDU\+\GURORJ\DQG+\GUDXOLFV5HSRUW
&LW\RI$UFDGLD&RXQW\RI/RV$QJHOHV

$33(1',;%
+\GURORJ\&DOFXODWLRQV

3UHOLPLQDU\+\GURORJ\DQG+\GUDXOLFV5HSRUW
&LW\RI$UFDGLD&RXQW\RI/RV$QJHOHV

$([LVWLQJ&RQGLWLRQV±+\GUR&DOF2XWSXWV

Peak Flow Hydrologic Analysis
File location: P:/M/MWIG-010/Admin/Reports/Hydrology/X1-Q25.pdf Version: HydroCalc 1.0.3
Input Parameters
Project Name MWIG-010
Subarea ID X1
Area (ac) 2.39
Flow Path Length (ft) 585.93
Flow Path Slope (vft/hft) 0.0119
50-yr Rainfall Depth (in) 7.8
Percent Impervious 0.77
Soil Type 7
Design Storm Frequency 25-yr
Fire Factor 0
LID False
Output Results
Modeled (25-yr) Rainfall Depth (in) 6.8484
Peak Intensity (in/hr) 3.4883
Undeveloped Runoff Coefficient (Cu) 0.7035
Developed Runoff Coefficient (Cd) 0.8548
Time of Concentration (min) 7.0
Clear Peak Flow Rate (cfs) 7.1266
Burned Peak Flow Rate (cfs) 7.1266
24-Hr Clear Runoff Volume (ac-ft) 0.9857
24-Hr Clear Runoff Volume (cu-ft) 42935.1368
Peak Flow Hydrologic Analysis
File location: P:/M/MWIG-010/Admin/Reports/Hydrology/X1-Q50.pdf Version: HydroCalc 1.0.3
Input Parameters
Project Name MWIG-010
Subarea ID X1
Area (ac) 2.39
Flow Path Length (ft) 585.93
Flow Path Slope (vft/hft) 0.0119
50-yr Rainfall Depth (in) 7.8
Percent Impervious 0.77
Soil Type 7
Design Storm Frequency 50-yr
Fire Factor 0
LID False
Output Results
Modeled (50-yr) Rainfall Depth (in) 7.8
Peak Intensity (in/hr) 4.2715
Undeveloped Runoff Coefficient (Cu) 0.761
Developed Runoff Coefficient (Cd) 0.868
Time of Concentration (min) 6.0
Clear Peak Flow Rate (cfs) 8.8618
Burned Peak Flow Rate (cfs) 8.8618
24-Hr Clear Runoff Volume (ac-ft) 1.1261
24-Hr Clear Runoff Volume (cu-ft) 49052.075
Peak Flow Hydrologic Analysis
File location: P:/M/MWIG-010/Admin/Reports/Hydrology/X1-Q100.pdf Version: HydroCalc 1.0.3
Input Parameters
Project Name MWIG-010
Subarea ID X1
Area (ac) 2.39
Flow Path Length (ft) 585.93
Flow Path Slope (vft/hft) 0.0119
50-yr Rainfall Depth (in) 7.8
Percent Impervious 0.77
Soil Type 7
Design Storm Frequency 100-yr
Fire Factor 0
LID False
Output Results
Modeled (100-yr) Rainfall Depth (in) 8.7516
Peak Intensity (in/hr) 4.7926
Undeveloped Runoff Coefficient (Cu) 0.7902
Developed Runoff Coefficient (Cd) 0.8747
Time of Concentration (min) 6.0
Clear Peak Flow Rate (cfs) 10.0196
Burned Peak Flow Rate (cfs) 10.0196
24-Hr Clear Runoff Volume (ac-ft) 1.2672
24-Hr Clear Runoff Volume (cu-ft) 55199.9844
Peak Flow Hydrologic Analysis
File location: P:/M/MWIG-010/Admin/Reports/Hydrology/X2-Q25.pdf Version: HydroCalc 1.0.3
Input Parameters
Project Name MWIG-010
Subarea ID X2
Area (ac) 1.31
Flow Path Length (ft) 332.24
Flow Path Slope (vft/hft) 0.0166
50-yr Rainfall Depth (in) 7.8
Percent Impervious 0.77
Soil Type 7
Design Storm Frequency 25-yr
Fire Factor 0
LID False
Output Results
Modeled (25-yr) Rainfall Depth (in) 6.8484
Peak Intensity (in/hr) 4.0859
Undeveloped Runoff Coefficient (Cu) 0.7507
Developed Runoff Coefficient (Cd) 0.8657
Time of Concentration (min) 5.0
Clear Peak Flow Rate (cfs) 4.6335
Burned Peak Flow Rate (cfs) 4.6335
24-Hr Clear Runoff Volume (ac-ft) 0.5404
24-Hr Clear Runoff Volume (cu-ft) 23539.3306
Peak Flow Hydrologic Analysis
File location: P:/M/MWIG-010/Admin/Reports/Hydrology/X2-Q50.pdf Version: HydroCalc 1.0.3
Input Parameters
Project Name MWIG-010
Subarea ID X2
Area (ac) 1.31
Flow Path Length (ft) 332.24
Flow Path Slope (vft/hft) 0.0166
50-yr Rainfall Depth (in) 7.8
Percent Impervious 0.77
Soil Type 7
Design Storm Frequency 50-yr
Fire Factor 0
LID False
Output Results
Modeled (50-yr) Rainfall Depth (in) 7.8
Peak Intensity (in/hr) 4.6537
Undeveloped Runoff Coefficient (Cu) 0.7824
Developed Runoff Coefficient (Cd) 0.873
Time of Concentration (min) 5.0
Clear Peak Flow Rate (cfs) 5.3218
Burned Peak Flow Rate (cfs) 5.3218
24-Hr Clear Runoff Volume (ac-ft) 0.6173
24-Hr Clear Runoff Volume (cu-ft) 26888.8189
Peak Flow Hydrologic Analysis
File location: P:/M/MWIG-010/Admin/Reports/Hydrology/X2-Q100.pdf Version: HydroCalc 1.0.3
Input Parameters
Project Name MWIG-010
Subarea ID X2
Area (ac) 1.31
Flow Path Length (ft) 332.24
Flow Path Slope (vft/hft) 0.0166
50-yr Rainfall Depth (in) 7.8
Percent Impervious 0.77
Soil Type 7
Design Storm Frequency 100-yr
Fire Factor 0
LID False
Output Results
Modeled (100-yr) Rainfall Depth (in) 8.7516
Peak Intensity (in/hr) 5.2214
Undeveloped Runoff Coefficient (Cu) 0.8091
Developed Runoff Coefficient (Cd) 0.8791
Time of Concentration (min) 5.0
Clear Peak Flow Rate (cfs) 6.013
Burned Peak Flow Rate (cfs) 6.013
24-Hr Clear Runoff Volume (ac-ft) 0.6946
24-Hr Clear Runoff Volume (cu-ft) 30258.856
3UHOLPLQDU\+\GURORJ\DQG+\GUDXOLFV5HSRUW
&LW\RI$UFDGLD&RXQW\RI/RV$QJHOHV

$3URSRVHG&RQGLWLRQV±+\GUR&DOF2XWSXWV

Peak Flow Hydrologic Analysis
File location: P:/M/MWIG-010/Admin/Reports/Hydrology/P1-Q50.pdf Version: HydroCalc 1.0.3
Input Parameters
Project Name MWIG-010
Subarea ID P1
Area (ac) 2.62
Flow Path Length (ft) 660.89
Flow Path Slope (vft/hft) 0.0087
50-yr Rainfall Depth (in) 7.8
Percent Impervious 0.86
Soil Type 7
Design Storm Frequency 25-yr
Fire Factor 0
LID False
Output Results
Modeled (25-yr) Rainfall Depth (in) 6.8484
Peak Intensity (in/hr) 3.2761
Undeveloped Runoff Coefficient (Cu) 0.686
Developed Runoff Coefficient (Cd) 0.87
Time of Concentration (min) 8.0
Clear Peak Flow Rate (cfs) 7.4679
Burned Peak Flow Rate (cfs) 7.4679
24-Hr Clear Runoff Volume (ac-ft) 1.1799
24-Hr Clear Runoff Volume (cu-ft) 51395.2328
Peak Flow Hydrologic Analysis
File location: P:/M/MWIG-010/Admin/Reports/Hydrology/P1-Q50.pdf Version: HydroCalc 1.0.3
Input Parameters
Project Name MWIG-010
Subarea ID P1
Area (ac) 2.62
Flow Path Length (ft) 660.89
Flow Path Slope (vft/hft) 0.0087
50-yr Rainfall Depth (in) 7.8
Percent Impervious 0.86
Soil Type 7
Design Storm Frequency 50-yr
Fire Factor 0
LID False
Output Results
Modeled (50-yr) Rainfall Depth (in) 7.8
Peak Intensity (in/hr) 3.973
Undeveloped Runoff Coefficient (Cu) 0.7436
Developed Runoff Coefficient (Cd) 0.8781
Time of Concentration (min) 7.0
Clear Peak Flow Rate (cfs) 9.1404
Burned Peak Flow Rate (cfs) 9.1404
24-Hr Clear Runoff Volume (ac-ft) 1.3461
24-Hr Clear Runoff Volume (cu-ft) 58637.0772
Peak Flow Hydrologic Analysis
File location: P:/M/MWIG-010/Admin/Reports/Hydrology/P1-Q100.pdf Version: HydroCalc 1.0.3
Input Parameters
Project Name MWIG-010
Subarea ID P1
Area (ac) 2.62
Flow Path Length (ft) 660.89
Flow Path Slope (vft/hft) 0.0087
50-yr Rainfall Depth (in) 7.8
Percent Impervious 0.86
Soil Type 7
Design Storm Frequency 100-yr
Fire Factor 0
LID False
Output Results
Modeled (100-yr) Rainfall Depth (in) 8.7516
Peak Intensity (in/hr) 4.4577
Undeveloped Runoff Coefficient (Cu) 0.7714
Developed Runoff Coefficient (Cd) 0.882
Time of Concentration (min) 7.0
Clear Peak Flow Rate (cfs) 10.3011
Burned Peak Flow Rate (cfs) 10.3011
24-Hr Clear Runoff Volume (ac-ft) 1.5129
24-Hr Clear Runoff Volume (cu-ft) 65900.3861
Peak Flow Hydrologic Analysis
File location: P:/M/MWIG-010/Admin/Reports/Hydrology/P2-Q25.pdf Version: HydroCalc 1.0.3
Input Parameters
Project Name MWIG-010
Subarea ID P2
Area (ac) 1.08
Flow Path Length (ft) 285.53
Flow Path Slope (vft/hft) 0.016
50-yr Rainfall Depth (in) 7.8
Percent Impervious 0.86
Soil Type 7
Design Storm Frequency 25-yr
Fire Factor 0
LID False
Output Results
Modeled (25-yr) Rainfall Depth (in) 6.8484
Peak Intensity (in/hr) 4.0859
Undeveloped Runoff Coefficient (Cu) 0.7507
Developed Runoff Coefficient (Cd) 0.8791
Time of Concentration (min) 5.0
Clear Peak Flow Rate (cfs) 3.8793
Burned Peak Flow Rate (cfs) 3.8793
24-Hr Clear Runoff Volume (ac-ft) 0.4865
24-Hr Clear Runoff Volume (cu-ft) 21189.8241
Peak Flow Hydrologic Analysis
File location: P:/M/MWIG-010/Admin/Reports/Hydrology/P2-Q50.pdf Version: HydroCalc 1.0.3
Input Parameters
Project Name MWIG-010
Subarea ID P2
Area (ac) 1.08
Flow Path Length (ft) 285.53
Flow Path Slope (vft/hft) 0.016
50-yr Rainfall Depth (in) 7.8
Percent Impervious 0.86
Soil Type 7
Design Storm Frequency 50-yr
Fire Factor 0
LID False
Output Results
Modeled (50-yr) Rainfall Depth (in) 7.8
Peak Intensity (in/hr) 4.6537
Undeveloped Runoff Coefficient (Cu) 0.7824
Developed Runoff Coefficient (Cd) 0.8835
Time of Concentration (min) 5.0
Clear Peak Flow Rate (cfs) 4.4406
Burned Peak Flow Rate (cfs) 4.4406
24-Hr Clear Runoff Volume (ac-ft) 0.555
24-Hr Clear Runoff Volume (cu-ft) 24173.6632
Peak Flow Hydrologic Analysis
File location: P:/M/MWIG-010/Admin/Reports/Hydrology/P2-Q100.pdf Version: HydroCalc 1.0.3
Input Parameters
Project Name MWIG-010
Subarea ID P2
Area (ac) 1.08
Flow Path Length (ft) 285.53
Flow Path Slope (vft/hft) 0.016
50-yr Rainfall Depth (in) 7.8
Percent Impervious 0.86
Soil Type 7
Design Storm Frequency 100-yr
Fire Factor 0
LID False
Output Results
Modeled (100-yr) Rainfall Depth (in) 8.7516
Peak Intensity (in/hr) 5.2214
Undeveloped Runoff Coefficient (Cu) 0.8091
Developed Runoff Coefficient (Cd) 0.8873
Time of Concentration (min) 5.0
Clear Peak Flow Rate (cfs) 5.0035
Burned Peak Flow Rate (cfs) 5.0035
24-Hr Clear Runoff Volume (ac-ft) 0.6237
24-Hr Clear Runoff Volume (cu-ft) 27167.8143
3UHOLPLQDU\+\GURORJ\DQG+\GUDXOLFV5HSRUW
&LW\RI$UFDGLD&RXQW\RI/RV$QJHOHV

$33(1',;&
+\GUDXOLFV$QDO\VLV±WREHSURYLGHGGXULQJILQDOHQJLQHHULQJ

3UHOLPLQDU\+\GURORJ\DQG+\GUDXOLFV5HSRUW
&LW\RI$UFDGLD&RXQW\RI/RV$QJHOHV

&,QOHW6L]LQJ:DWHU6XUIDFH(OHYDWLRQ$QDO\VLV

3UHOLPLQDU\+\GURORJ\DQG+\GUDXOLFV5HSRUW
&LW\RI$UFDGLD&RXQW\RI/RV$QJHOHV

&3LSH6L]LQJ±:63*

3UHOLPLQDU\+\GURORJ\DQG+\GUDXOLFV5HSRUW
&LW\RI$UFDGLD&RXQW\RI/RV$QJHOHV

&3DUNZD\&XOYHUW6L]LQJ

3UHOLPLQDU\+\GURORJ\DQG+\GUDXOLFV5HSRUW
&LW\RI$UFDGLD&RXQW\RI/RV$QJHOHV

$33(1',;'
*HRWHFKQLFDO5HSRUW

131 Calle Iglesia, Suite 200, San Clemente, CA 92672 (949) 369-6141 www.lgcgeotechnical.com June 26, 2025 Project No. 25041-01
Mr. Matthew J. Waken
Crestfield Townhomes, LLC
27702 Crown Valley Parkway, Suite D-4-197
Ladera Ranch, CA 92694
Subject: Preliminary Geotechnical Evaluati on and Recommendations, Proposed Residential Development, Located at 225 Colorado Pl ace (Motel 6) and 201 Colorado Place, Arcadia, County of Los Angeles, California
In accordance with your request and authorization, LGC Geotechnical, Inc. has performed a preliminary geotechnical evaluation for the proposed residential development, located at 225 Colorado Place (Motel 6) and 201 Colorado Place in the City of Arcadia, County of Los Angeles, California. The purpose of our study was to evaluate the existing onsite geotec hnical conditions and to provide geotechnical recommendations relative to the proposed residential development.

Should you have any questions regarding this report, please do not hesitate to contact our office. We appreciate this opportunity to be of service.

Respectfully Submitted,
LGC Geotechnical, Inc.

Ryan Douglas, PE, GE 3147 Mason Gonzales, PG 10174
Vice President of Engineering Project Geologist
John Navarrete
Senior Staff Engineer
RLD/JMN/amm
Distribution: (1) Addressee (electronic copy)

Project No. 25041-01 Page i June 26, 2025

TABLE OF CONTENTS

Section Page

1.0 INTRODUCTION ...................................................................................................................................... 1

1.1 Purpose and Scope of Services ............................................................................................. .............. 1

1.2 Project Description ....................................................................................................... .......................... 1

1.3 Subsurface Geotec hnical Evaluation ........................................................................................ ....... 3

1.4 Field Infiltration Testing ................................................................................................ ...................... 3

1.5 Laboratory Testing ........................................................................................................ ......................... 4

2.0 GEOTECHNICAL CONDITIONS ............................................................................................................. 6

2.1 Regional Geology .......................................................................................................... ........................... 6

2.2 Site-Specific Geology and Generalized Subsurface Conditions ............................................... 6

2.3 Groundwater ............................................................................................................... .............................. 7

2.4 Seismic Desi gn Criteria ................................................................................................... ...................... 7

2.5 Faulting .................................................................................................................. ..................................... 8

2.5.1 Liquefaction and Dynamic Settlement .............................................................................. 9

2.5.2 Lateral Spreading ....................................................................................................... ............. 10

2.6 Oversized Material ........................................................................................................ ........................ 10

2.7 Expansion Potential ....................................................................................................... ....................... 10

3.0 CONCLUSIONS ........................................................................................................................................ 11

4.0 PRELIMINARY RECOMMENDATIONS ............................................................................................ 12

4.1 Site Earthwork ............................................................................................................ ........................... 12

4.1.1 Site Preparation ........................................................................................................ ............... 12

4.1.2 Removal and Recompaction Depths and Limits .......................................................... 13

4.1.3 Temporary Excavations ................................................................................................... .... 14

4.1.4 Removal Bottoms and Subgrade Preparation .............................................................. 15

4.1.5 Material for Fill ....................................................................................................... ................. 15

4.1.6 Placement and Compaction of Fills ................................................................................... 16

4.1.7 Trench and Retaining Wall Backfill and Compaction ................................................. 16

4.1.8 Shrinkage an d Subsidence ................................................................................................ .. 17

4.2 Preliminary Foundation Recommendations ............................................................................... 18

4.2.1 Provisional Conventional Foun dation Design Parameters .................................... 18

4.2.2 Provisional Post-Tensioned Fo undation Design Parameters ............................... 18

4.2.3 Post-Tensioned Foundation Subgra de Preparation and Maintenance ............. 18

4.2.4 Slab Underlayme nt Guidelines .......................................................................................... 19

4.3 Soil Bearing and Lateral Resistance ....................................................................................... ....... 20

4.4 Lateral Earth Pressure s for Retaining Walls .............................................................................. 20

4.5 Control of Surface Water and Drainage Control ......................................................................... 22

4.6 Subsurface Water Infiltration ............................................................................................. .............. 23

4.7 Preliminary Asphal t Pavement Sections .................................................................................... 25

4.8 Soil Corrosivity .......................................................................................................... ............................. 26

4.9 Nonstructural Concrete Flatwork ........................................................................................... ........ 27

4.10 Geotechnical Plan Review ................................................................................................. ................. 28 TABLE OF CONTENTS (Cont’d)

Project No. 25041-01 Page ii June 26, 2025

4.11 Geotechnical Observation and Testing During Construction ................................................ 28

5.0 LIMITATIONS ......................................................................................................................................... 29

LIST OF ILLUSTRATIONS, TABLES, AND APPENDICES

Figures

Figure 1 – Site Location Map (Page 2)
Figure 2 – Boring Location Map (Rear of Text)
Figure 3 – Retaining Wall Backfill Detail (Rear of Text)

Tables

Table 1 – Summary of Field Infiltration Testing (Page 4) Table 2 – Seismic Design Parameters (Page 8)
Table 3 – Lateral Earth Pressures – Approved Onsite or Imported Sandy Soils (Page 21) Table 4 – Shallow Surface Infiltration - Reduction Factors Applied to Infiltration Rate (Page 24)
Table 5 – Preliminary Pavement Sections (Page 25)
Table 6 – Nonstructural Concrete Flatwork Guidelines for Very Low Expansion Potential (Page 27)

Appendices

Appendix A – References
Appendix B – Boring Logs
Appendix C – Laboratory Test Results
Appendix D – Infiltration Test Results
Appendix E – General Earthwork and Grading Specifications for Rough Grading

Project No. 25041-01 Page 1 June 26, 2025

1.0 INTRODUCTION

1.1 Purpose and Scope of Services

This report presents the results of our prelim inary geotechnical evaluation for the proposed residential development, located at 225 and 201 Colorado Place in the City of Arcadia, County of Los Angeles, California. Refer to the Site Location Map (Figure 1).

The purpose of our study was to provide a geotechnical evaluation relative to the proposed residential development. As part of our scope of work, we have: 1) reviewed available geotechnical information and in-house geologic maps pertinent to the site (Appendix A); 2) performed a subsurface geotechnical evaluation of the site consisting of the excavation and sampling of eight small-diameter borings ranging from approximately 10.0 to 50.5 feet below existing ground surface, 3) performed four fallin g head infiltration tests within the borings; 4) performed laboratory testing of select soil samples obtained du ring our subsurface evaluation; and 5) prepared this preliminary geotechnical summary report presenting our findings and preliminary conclusions and recommendations for the development of the proposed project.

It should be noted that our evaluation and this report only address geotechnical issues associated with the site and do not address any environmental issues.

1.2 Project Description

The approximately 3.7-acre site is bound to the north by Barnhart School and west by Colorado P l a c e , t o t h e e a s t b y e x i s t i n g r e s i d e n t i a l h o m e s an d t o t h e s o u t h b y S a n J u a n D r i v e . T h e s i t e i s currently occupied by a Motel 6 on the nort hern portion and the California Thoroughbred Breeders Association building on the southern portion.

The site is bisected by an open U-shaped channel (wash) which runs north to south along the east side of the Motel 6 parcel leading into an underground culvert that spits the Motel 6 parcel and Thoroughbred parcel in the southern portion of the overall site. The exact dimensions and details of the channel and culvert are unknown at this time and the agency that owns the channel and culvert may have specific guidelines for lo ading and setback from the improvements. The proposed improvements relative to the existing channel and culvert should be further reviewed when grading plans are further developed and the details regarding the channel/culvert are available for review.

The proposed development consists of 86 multi-fa mily residential units, internal drive alleys, open space and other associated improvements. Design cut and fill information is not available at this time but is expected to be on the order of less than 2 to 3 feet. The proposed residential development is anticipated to consist of relatively light building loads (column and wall loads maximum of 20 kips and 2 kips per linear foot, respectively).

The recommendations given in this report are based upon at-grade structures with estimated structural loads and grading information indicated above. LGC Geotechnical should be provided with any updated project information, plans and/or any structural loads when they become available, in order to either confirm or modify the recommendations provided herein. 6LWH/RFDWLRQ
),*85(
6LWH/RFDWLRQ0DS
-XQH'$7(
(1**(2/
352-(&712
352-(&71$0(
6&$/(
5/'
1RWWR6FDOH
0:,*$UFDGLD
0RWHO &RORUDGR3ODFH

Project No. 25041-01 Page 3 June 26, 2025

1.3 Subsurface Geotechnical Evaluation

A limited subsurface geotechnical evaluation of the site was performed by LGC Geotechnical. Our exploration program consisted of drilling and sampling eight small-diameter exploratory hollow- stem borings (HS-1 through HS-4 and I-1 through I-4) for the purpose of obtaining samples for evaluation and laboratory testing of site soils and performing infiltration testing.

The borings were drilled by Choice Drilling under subcontract to LGC Geotechnical. The depths of the borings ranged from approximately 10.0 to 50.5 feet below existing grade. An LGC Geotechnical representative observed the drilling operations, lo gged the borings, and collected soil samples for laboratory testing. The borings were performed using a truck-mounted drill rig equipped with 8-inch-diameter hollow-stem augers. Bulk samples of the near-surface soils were logged and collected for laboratory testing from select borings. Driven soil samples were collected by means of the Standard Penetration Test (SPT) and Modified California Drive (MCD) sampler generally obtained at 2.5 and 5-foot ve rtical increments. The MCD is a split-barrel sampler with a tapered cutting tip and lined with a s e r i e s o f 1 - i n c h - t all brass rings. The SPT sampler (1.4-inch ID) and MCD sampler (2.4-inch ID, 3.0-inch OD) were driven using a 140- pound automatic hammer falling 30 inches to advance the sampler a total depth of 18 inches or until refusal. The raw blow counts for each 6-inch increment of penetration were recorded on the boring logs. The borings were subsequently backfilled with soil cuttings and tamped and capped with asphalt cold patch. Some settlement of the backfill soils may occur over time.

Infiltration testing was performed within the four borings (I-1 through I-4) to depths of approximately 10 to 15 feet below existing gr ade. An LGC Geotechnical engineer installed standpipes, backfilled the borings with crushed rock and pre-soaked the infiltration holes prior to testing. Infiltration testing was performed per the County of Los Angeles testing guidelines (2021). Standpipes were removed and the location s were subsequently backfilled with native soils at the completion of testing. Some settlement of the backfill soils may occur over time.

The approximate locations of our subsurface expl orations are provided on the Boring Location Map (Figure 2). The boring logs are provided in Appendix B.

1.4 Field Infiltration Testing

Four shallow infiltration test wells were inst alled in Borings I-1 through I-4 to approximate depths of 10 to 15 feet below existing grade. Th e approximate infiltration boring locations are shown on the Boring Location Map (Figure 2). Estimation of infiltration rates was performed in general accordance with the “Boring Percolation Test Procedure” guidelines set forth by the County of Los Angeles testing guidelines (2021). The borings for the infiltration tests were excavated using a drill rig equipped with 8-in ch diameter hollow-stem augers. A 3-inch diameter perforated PVC pipe was placed in the borehole above a thin layer of gravel and the annulus was backfilled wi th gravel. Infiltration tests were performed using relatively clean water free of particulates, silt, etc. The infiltration wells were pre-soaked during the day of drilling and a 30-minute pre-test was performe d during the day of testing. Subsequently, readings were taken a minimum of 6 times or until a “stabilized rate” was established. A “stabilized rate” is when the highest and lowest readings are within 10 percent of each other over three consecutive readings. At the completion of infiltration testing, the pipe was removed, and the holes were backfilled and tamped.

Project No. 25041-01 Page 4 June 26, 2025
Based on the County of Los Angeles testing guidelines (2021), the infiltration rate is calculated by dividing the volume of water discharged by the surface area of the test section (including the sidewalls and bottom of the boring) over a specific time period. The infiltration rate is taken as the average of the last three readings during which a “stabilized rate” is achieved. The infiltration rates are provided in Table 1 below.

TABLE 1

Summary of Field Infiltration Testing

Infiltration Test
Location
Approximate
Infiltration Test
Depth (ft)
Infiltration Rate*
(inch/hr.)
I-1 10.0 0.7
I-2 15.0 6.9
I-3 15.0 5.3
I-4 10.0 4.4
*Does Not Include Required Reduction Factors for Design.

Please note that the values provided in Table 1 do not include reduction factors associated with the test procedure, site variability, and long-ter m siltation plugging that are used to calculate the design infiltration rate. Infiltration test data is presented in Appendix D. Refer to Section 4.6 for recommendations regarding infiltration of stormwater.

1.5 Laboratory Testing

Representative bulk, grab, and driven (relatively undisturbed) samples were retained for laboratory testing during our field evaluation. Laboratory testing included in-situ moisture content and in-situ dry density, expansion index, fines content, Atterberg limits, consolidation, direct shear, laboratory compaction, and corrosion (sulfate, chloride, pH and minimum resistivity).

The following is a summary of the laboratory test results:

x Dry density of the samples collected ranged from approximately 99 pounds per cubic foot (pcf) to 119 pcf, with an average of 110 pcf. Field moisture contents ranged from approximately 2 to 14 percent, with an average of approximately 7 percent. x Two Expansion Index (EI) tests was performed. The results indicate an EI value of 1, corresponding to “Very Low” expansion potential.
x Three samples were tested for fines content indicating a fines content (passing No. 200 sieve) ranging from 4 to 38 percent. Accordin g to the Unified Soils Classification System (USCS), the tested samples are classified as “coarse grained” soil. x Two Atterberg Limit (liquid limit and plastic li mit) test was performed. Results indicated a Plasticity Index (PI) range of 4 to 7.
x Two consolidation tests were performed. The deformation versus vertical stress plots are provided in Appendix C.

Project No. 25041-01 Page 5 June 26, 2025
x Two direct shear test was performed. The plots are provided in Appendix C. x Laboratory compaction of a near-surface bulk sample resulted in a maximum dry density of 130.5 pcf at an optimum moisture content of 8.5 percent. x Corrosion testing indicated soluble sulfate cont ent of less than 0.01 percent, a chloride content ranging from 28 to 29 parts per million (ppm), pH ranging from 7.4 to 7.6 and a minimum resistivity ranging from 13,400 to 15,410 ohm-centimeters.

A summary of the laboratory test results is presented in Appendix C. The moisture and dry density results are presented on the boring logs in Appendix B.

Project No. 25041-01 Page 6 June 26, 2025

2.0 GEOTECHNICAL CONDITIONS

2.1 Regional Geology

The site is located south of the foothills belo w the San Gabriel Mountains in the northern San Gabriel Valley within the transition area of Ca lifornia’s Peninsular and Transverse geomorphic provinces. The Peninsular Ranges are characterized by northwest trending mountain ranges, generally dominated by right lateral strike-slip faulting. The Transverse Ranges are characterized by predominately east-west trending mountain ranges dominated by reverse faulting. The Transverse Ranges geomorphology can be generally be attributed to the effects of the major bend within the northwest trending San Andreas faul t and the subsequent north-south compression that results. The San Gabriel Mountain Range rises steeply north of the site and provides the sediment source for the alluvial fan deposits that underlie the area of the subject site (CGS, 2018).

The site is within the San Gabriel Valley, west of the Santa Anita Wash (Dibblee, et al, 1998).

The subject area is more locally geologically bounded at the north by the Raymond Fault (approximately 700 feet north of the site) and the Sierra Madre Fault Zone (approximately 2 miles north of the site). The Sierra Madre Fault Zone consists of reverse faults dipping to the north. The northeast trending Raymond Fault joins the east west trending Sierra Madre Fault Zone approximately 3 miles to the northeast of the site. The Raymond Fault is a left lateral fault that is generally assumed to be a part of the San Andreas Fault system.

2.2 Site-Specific Geology and Generalized Subsurface Conditions

Based on review of the available geologic map (Dibblee, et al, 1998), the primary geologic unit underlying the site is Quaternary alluvial depo sits. The undissected fan is largely described as alluvial gravel, sand, and silt (Dibblee, et al, 1998).

The field explorations (borings) indicate the nati ve alluvial soils generally consist of variable amounts of clayey sand, silty sand, and sand ra nging from brown to gray, dry to moist, and generally medium dense/medium stiff to very dense/very stiff to the maximum explored depth o f a p p r o x i m a t e l y 5 0 . 5 f e e t b e l o w e x i s t i n g g r a d e . P o t e n t i a l l y u p t o f i v e f e e t o f u n d o c u m e n t e d artificial fill may be present across the site but was not differentiated on the boring logs. Deeper amounts of undocumented fill, not encountered in the borings, may exist locally beneath the current building footprints and in various other areas across the site. These materials should be removed to competent native materials prior to placement of compacted fill.

It should be noted that borings are only representative of the location and time where/when they are performed and varying subsurface conditions may exist outside of the performed location. In addition, subsurface conditions can change over time. The soil descriptions provided above should not be construed to mean that the subs urface profile is uniform, and that soil is homogeneous within the project area. For details on the stratigraphy at the exploration locations, refer to Appendix B.

Project No. 25041-01 Page 7 June 26, 2025

2.3 Groundwater

Groundwater was not encountered to the maxi mum depth of approximately 50.5 feet below existing ground surface during our subsurface ev aluation. Historic high groundwater is greater than 100 feet below current grade per the Seis m i c H a z a r d R e p o r t o f t h e M o u n t W i l s o n 7 . 5 - Minute Quadrangle, (CDMG, 1998). Groundwater is not expected to impact the proposed development.

Seasonal fluctuations of groundwater elevations should be expected over time. In general, groundwater levels fluctuate with the seasons and local zones of perched groundwater may be present due to local seepage caused by irrigati on and/or recent precipitation. Local perched groundwater conditions or surface seepage may develop once site development is completed.

2.4 Seismic Design Criteria

The site seismic characteristics were evaluated per the guidelines set forth in Chapter 16, Section 1613 of the 2022 California Building Code (CBC) and applicable portions of ASCE 7-16 which has been adopted by the CBC. Please note that the following seismic parameters are only applicable for code-based acceleration response spectra and are not applicable for where site-specific ground motion procedures are required by ASCE 7-16. Representative site coordinates of latitu de 34.143305 degrees north and lo ngitude -118.039915 degrees west were utilized in our analyses. The maximum co nsidered earthquake (MCE) spectral response accelerations (SMS and SM1) and adjusted design spectral response acceleration parameters (S DS and SD1) for Site Class D are provided in Table 2 on the following page. Since site soils are Site Class D, additional adjustments are required to code acceleration response spectrums as outlined below and provided in ASCE 7-16. The structural designer should contact the geotechnical consultant if structural conditions (e.g., number of stories, seismically isolated structures, etc.) require site-specific ground motions.

A deaggregation of the PGA based on a 2,475-year average return period (MCE) indicates that an earthquake magnitude of 7.05 at a distance of 8.76 km from the site would contribute the most to this ground motion. A deaggregation of the PGA based on a 475-year average return period (Design Earthquake) indicates that an earthquake magnitude of 6.96 at a distance of

13.79 km from the site would contribute the most to this ground motion (USGS, 2014).

Section 1803.5.12 of the 2022 CBC (per Section 11.8.3 of ASCE 7) states that the maximum considered earthquake geometric mean (MCE G) Peak Ground Acceleration (PGA) should be used for liquefaction potential. The PGA M for the site is equal to 0.958g (SEAOC, 2025). The design PGA is equal to 0.639g (2/3 of PGAM).

Project No. 25041-01 Page 8 June 26, 2025
TABLE 2

Seismic Design Parameters

Selected Parameters from 2022 CBC,
Section 1613 - Earthquake Loads
Seismic
Design
Values
Notes/Exceptions
Distance to applicable faults classifies the site as a
“Near-Fault” site. Section 11.4.1 of ASCE 7
Site Class D* Chapter 20 of ASCE 7
Ss (Risk-Targeted Spectral Acceleration
for Short Periods) 2.000g From SEAOC, 2025
S1 (Risk-Targeted Spectral
Accelerations for 1-Second Periods) 0.736g From SEAOC, 2025 Fa (per Table 1613.2.3(1)) 1.000
For Simplified Design Procedure
of Section 12.14 of ASCE 7, Fa
shall be taken as 1.4 (Section

12.14.8.1)
Fv (per Table 1613.2.3(2)) 1.700
Value is only applicable per
requirements/exceptions per
Section 11.4.8 of ASCE 7
SMS for Site Class D
[Note: SMS = FaSS] 2.000g -
SM1 for Site Class D
[Note: SM1 = FvS1] 1.251g
Value is only applicable per
requirements/exceptions per
Section 11.4.8 of ASCE 7
SDS for Site Class D
[Note: SDS = (2/3)SMS] 1.333g -
SD1 for Site Class D
[Note: SD1 = (2/3)SM1] 0.834g
Value is only applicable per
requirements/exceptions per
Section 11.4.8 of ASCE 7
CRS (Mapped Risk Coefficient at 0.2 sec) 0.888 ASCE 7 Chapter 22 CR1 (Mapped Risk Coefficient at 1 sec) 0.891 ASCE 7 Chapter 22 *Since site soils are Site Class D and S 1 is greater than or equal to 0.2, the seismic response coefficient Cs is determined by Eq. 12.8-2 for value ζ ͳ Ǥ ͷ s and taken equal to 1.5 times the value calculated in accordance with either Eq. 12.8-3 for T L ηεs, or Eq. 12.8-4 εL. Refer to ASCE 7-16.

2.5 Faulting

P r o m p t e d b y d a m a g i n g e a r t h q u a k e s i n N o r t h e r n and Southern California, State legislation and policies concerning the classification and land-u se criteria associated with faults have been developed. Their purpose was to prevent the co nstruction of urban developments across the t r a c e o f a c t i v e f a u l t s , r e s u l t i n g i n t h e A l q u i s t - P r i o l o E a r t h q u a k e F a u l t Z o n i n g A c t . E a r t h q u a k e Fault Zones have been delineated along the traces of active faults within California. Where developments for human occupation are proposed within these zones, the state requires detailed
Project No. 25041-01 Page 9 June 26, 2025
fault evaluations be performed so that engineering geologists can mitigate the hazards associated with active faulting by identifying the location of active faults and allowing for a setback from the zone of previous ground rupture.

T h e s u b j e c t s i t e i s n o t l o c a t e d w i t h i n a S t a t e o f C a l i f o r n i a E a r t h q u a k e F a u l t Z o n e ( A l q u i s t - Priolo) and no active faults are identified on the site (CGS, 2025). The possibility of damage due to ground rupture is considered low since no active faults are known to cross the site.

Secondary effects of seismic shaking resulting from large earthquakes on the major faults in the Southern California region, which may affect the site, include ground lurching and shallow ground rupture, soil liquefaction, and dynamic settlement. These secondary effects of seismic shaking are a possibility throughout the Southern California region and are dependent on the distance between the site and causative fault and the onsite geology. The closest major active faults that could produce these secondary effe cts include the Sierra Madre, Raymond, San Andreas, and Puente Hills Faults, among others. A discussion of these secondary effects is provided in the following sections.

2.5.1 Liquefaction and Dynamic Settlement

Liquefaction is a seismic phen omenon in which loose, saturated, granular soils behave similarly to a fluid when subject to high-intensity ground shaking. Liquefaction occurs when three general conditions coexist: 1) shallow groundwater; 2) low density non- cohesive (granular) soils; and 3) high-intensity ground motion. Studies indicate that saturated, loose near-surface cohesionless soils exhibit the highest liquefaction potential, while dry, dense, cohesionless soils and cohesive soils exhibit low to negligible liquefaction potential. In general, cohesi ve soils are not considered susceptible to liquefaction, depending on their plasticity and moisture content (Bray & Sancio, 2006).

Effects of liquefaction on level ground include settlement, sand boils, and bearing capacity failures below structures. Dynamic settlement of dry loose sands can occur as the sand particles tend to settle and densify as a result of a seismic event.

Based on our review of the State of California Department of Conservation, Earthquake Zones of Required Investigation (CGS, 2025), the subject site is not within a liquefaction hazard zone. Based on our evaluation, site soils are generally not susceptible to liquefaction due to the lack of a static groundwater table within the upper 50 feet and relatively dense on-site soils. However isolat ed sand layers may be susceptible to dry sand seismic settlement. Seismically induce d dry sand settlement s were estimated by the procedures outlined by Pradel (Pradel, 1998) and utilizing the design earthquake parameters. Based on the data obtained from our field evaluation, seismic settlement due to dry sands is estimated to be on the order of about 0.5-inches. Differential seismic settlement may be estimated as one-half of the total settlement over a horizontal span of 40 feet (e.g., 0.25-inch over a horizontal span of 40 feet).

Project No. 25041-01 Page 10 June 26, 2025

2.5.2 Lateral Spreading

Lateral spreading is a type of liquefaction-i nduced ground failure associated with the lateral displacement of surficial blocks of sediment resulting from liquefaction in a s u b s u r f a c e l a y e r . O n c e l i q u e f a c t i o n t r a n s f o r m s t h e s u b s u r f a c e l a y e r i n t o a f l u i d m a s s , gravity plus the earthquake inertial forc es may cause the mass to move downslope towards a free face (such as a river channel or an embankment). Lateral spreading may cause large horizontal displacements and su ch movement typically damages pipelines, utilities, bridges, and structures.

D u e t o t h e l a c k o f g r o u n d w a t e r i n t h e u p p e r 5 0 f e e t , a n d v e r y l o w p o t e n t i a l f o r liquefaction, the potential for lateral spreading is considered very low.

2.6 Oversized Material

Oversized materials (material larger than 8 inches in maximum dimension) may be encountered during site grading based on ou r subsurface evaluation. If encountered, recommendations are provided for appropriate handling of oversized materials in Appendix E.

2.7 Expansion Potential

Based on the results of our laboratory testing, site soils are anticipated to have a “Very Low” expansion potential. Final expansion potential of site soils should be determined at the completion of grading. Results of expansion testing at finish grades will be utilized to confirm final foundation design.

Project No. 25041-01 Page 11 June 26, 2025

3.0 CONCLUSIONS

Based on the results of our geotechnical evaluation, it is our opinion that the proposed development is feasible from a geotechnical standpoint, provided the following conclusions and recommendations are implemented.

The following is a summary of the primary geotechnic al factors that may affect future development of the site:

x In general, field explorations (borings) indicate primarily native soils consisting of variable amounts of sandy clay, sandy silt, sand, silty sand and clayey sand, which are gray to brown, dry to moist, and generally loose/medium stiff to very dense, to the maximum explored depth of approximately 50.5 feet below existing grade. The near-surface loose and compressible soils are not suitable for the planned improvements in their present condition (refer to Section 4.1). x Groundwater was not encountered during our subs urface evaluation to the maximum explored depth of approximately 50.5 feet below current grad e. Historic high groundwater is greater than 100 feet below current grade (CDMG, 1998).
x T h e s u b j e c t s i t e i s n o t l o c a t e d w i t h i n a s t a t e o f C a l i f o r n i a E a r t h q u a k e F a u l t Z o n e ( C G S , 2 0 2 5 ) . T h e main seismic hazard that may affect the site is ground shaking from one of the active regional faults.

The subject site will likely experience strong seismic ground shaking during its design life. x Based on our review of the State of California Department of Conservation, Earthquake Zones of Required Investigation (CGS, 2025), the subject site is not within a liquefaction hazard zone. The potential for liquefaction is considered very low due to the lack of groundwater in the upper 50 feet and very dense on-site soils. However, isolated sand layers may be susceptible to dry sand seismic settlement. Total seismic settlement is estimated to be on the order 0.5-inch. Differential seismic settlement may be estimated as one-half of the total seismic settlement over a horizontal span of 40 feet.
x Based on the results of preliminary laboratory testing, site soils are anticipated to have “Very Low” expansion potential. Final design expansion potent ial must be determined at the completion of grading.
x Some of the onsite soils may not be suitable for retaining wall backfill due to the fines content; therefore, select grading and stockpiling of the onsite sandy soils or import of sandy soils meeting the project requirements should be anticipated by the contractor. x Excavations into the existing site soils should be feasible with heavy construction equipment in good working order. From a geotechnical perspective, the existing onsite soils are suitable material for use as fill, provided that they ar e relatively free from oversized material (larger than 8 inches in maximum dimension), construction debris, and significant organic material. x Oversized material (material larger than 8 inch es in maximum dimension) may be encountered during site grading based on our subsurface evaluation.
Project No. 25041-01 Page 12 June 26, 2025

4.0 PRELIMINARY RECOMMENDATIONS

The following recommendations are to be consider ed preliminary and should be confirmed upon completion of grading and earthwork operations. In addition, they should be considered minimal from a geotechnical viewpoint, as there may be more rest rictive requirements from the architect, structural engineer, building codes, governing agencies, or the owner.

It should be noted that the following geotechnical recommendations are intended to provide sufficient information to develop the site in general accordance with the 2022 CBC requirements. With regard to the potential occurrence of potent ially catastrophic geotechnical hazards such as fault rupture, earthquake-induced landslides, liqu efaction, etc. the following geot echnical recommendations should provide adequate protection for the proposed develo pment to the extent required to reduce seismic risk to an “acceptable level.” The “acceptable level” of risk is de fined by the California Code of Regulations as “that level that provides reasonable protection of the public safety, though it does not necessarily ensure continued structural integrity and functionality of the project” [Section 3721(a)].

Therefore, repair and remedial work of the pr oposed improvements may be required after a significant seismic event. With regards to the potential for less significant geologic hazards to the proposed development, the recommendations cont ained herein are intended as a reasonable protection against the potential damaging effects of geotechnical phenomena such as expansive soils, fill settlement, groundwater seepage, etc. It should be understood, however, that although our recommendations are intended to maintain the stru ctural integrity of the proposed development and structures given the site geotechnical conditions, they cannot preclude the potential for some cosmetic distress or nuisance issues to develop as a result of the site geotechnical conditions.

The geotechnical recommendations contained herein must be confirmed to be suitable or modified based on the actual as-graded conditions.

4.1 Site Earthwork

We anticipate that earthwork at the site will consist of the removal of existing improvements associated with the former land use followed by the required earthw ork removals, precise grading, and construction of the proposed new improvemen ts, including the residential structures, subsurface utilities, interior drive alleys, etc.

W e r e c o m m e n d t h a t e a r t h w o r k o n s i t e b e p e r f o r m e d i n a c c o r d a n c e w i t h t h e f o l l o w i n g recommendations, future grading plan review report(s), the 2022 CBC/City of Arcadia grading requirements, and the General Earthwork and Grading Specifications included in Appendix E. In case of conflict, the following recommendations shall supersede those incl uded in Appendix E.

The following recommendations should be consid ered preliminary and may be revised within the future grading plan review report or based on the actual conditions encountered during site grading.

4.1.1 Site Preparation

Prior to grading of areas to receive structural fill or engineered improvements, the areas should be cleared of existing asphalt, surface obstructions, and demolition debris.
Project No. 25041-01 Page 13 June 26, 2025
Vegetation and debris should be removed and properly disposed of off-site. Holes resulting from the removal of buried obstructions, which extend below proposed finish grades, should be replaced with suitable compacted fill material. Any abandoned sewer or storm drain lines should be completely removed and replaced with properly placed compacted fill. Deeper demolition may be required in order to remove existing foundations. We recommend the trenches as sociated with demolition which extend below the remedial grading depth be backfilled and properly compacted prior to the demolition contractor leaving the site.

If cesspools or septic systems are encountered, they should be removed in their entirety.

The resulting excavation should be backfilled with properly compacted fill soils. As an alternative, cesspools can be backfilled with lean sand-cement slurry. Any encountered wells should be properly abandoned in accordance with regulatory requirements. At the conclusion of the clearing operations, a representative of LGC Geotechnical should observe and accept the site prior to further grading.

4.1.2 Removal and Recompaction Depths and Limits

In order to provide a relatively uniform bearing condition for the planned building structures, upper loose/compressible soils are to be temporarily removed and recompacted as properly compacted fills. Existing undocumented artificial fill within the i n f l u e n c e o f t h e p r o p o s e d s t r u c t u r a l i m p r o v e m e n t s s h o u l d b e r e m o v e d t o s u i t a b l e , competent native materials prior to placement of artificial fill to design grades. For preliminary planning purposes, the depth of required removals and recompaction may be estimated as indicated below. It should be noted that updated recommendations may be required based on changes to building layouts and/or grading plan.

Buildings: Soils shall be temporarily removed and recompacted to a depth ranging from 5 to 6 feet below existing grade or 3 feet be low the bottom of foundations, whichever is deeper. Refer to the Boring Location Map (Figure 2) for recommended remedial grading depths. Where space is available, the enve lope for removal and recompaction should extend laterally a minimum distance equal to the depth of removal and recompaction below finish grade or 5 feet beyond the ed ges of the proposed building improvements, whichever is larger.

Minor Site Structures: For minor site structur es such as free-standing walls, retaining walls, etc., temporary removal and recompacti on should extend a minimum of 3 feet below existing grade or 2 feet below propos ed footings, whichever is greater. Where space is available, the envelope for removal and recompaction should extend laterally a minimum distance of 3 feet beyond the ed ges of the proposed minor site structure improvements.

Pavement and Hardscape Areas: Within pa vement and hardscape areas, temporary removal and recompaction should extend to a depth of at least 2 feet below existing grade or 2 feet below the bottom of the pavement section, whichever is deeper. Pavement areas encountering undocumented fill materials may require deeper removal and recompaction and should be determined based on the conditions exposed during grading. In general, the envelope for removal and recompaction should extend laterally a minimum lateral
Project No. 25041-01 Page 14 June 26, 2025
distance of 2 feet beyond the edges of the proposed pave ment or hardscape improvements.

Local conditions may be encountered during excavation that could require additional over-excavation beyond the above noted mini mum in order to obtain an acceptable subgrade. The actual depths and lateral extents of grading will be determined by the geotechnical consultant, based on subsurface conditions encountered during grading.

Removal areas and areas to be over-excavated should be accurately staked in the field by the Project Surveyor.

4.1.3 Temporary Excavations

Temporary excavations should be performe d in accordance with project plans, specifications, and all Occupational Safe ty and Health Administration (OSHA) r e q u i r e m e n t s . E x c a v a t i o n s s h o u l d b e l a i d b a c k o r s h o r e d i n a c c o r d a n c e w i t h O S H A requirements before personnel or equipment are allowed to enter.

Based on our field evaluation, site soils within the upper 5 to 10 feet are anticipated to be OSHA Type “B” soils (refer to the attached boring logs). Sandy soils are present and should be considered susceptible to caving. Soil conditions should be regularly evaluated during construction to verify conditions are as anticipated. The contractor shall be responsible for providing the “competent pe rson,” required by OSHA standards, to evaluate soil conditions. Clos e coordination with the geotec hnical consultant should be maintained to facilitate construction while providing safe excavations. Excavation safety is the sole responsibility of the contractor.

Where proposed improvements will be adjace nt to property lines, the potential for impacting existing offsite improvements may be reduced by performing “ABC” slot cuts while performing earthwork removal and recompaction. “ABC” slot cuts are defined as excavations perpendicular to sensitive property boundaries that are divided into multiple “slots” of equal width. If slots are labeled A, B, C, A, B, C, etc., then all “A” slots can be excavated at the same time but must be backfilled before all “B” slots can be excavated, etc. Any given slot should be backfilled immediately with properly compacted fill to finish grade prior to excavation of the adjacent two slots. Please note sands susceptible to caving are present at the si te. Recommendations for slot cut dimensions should be evaluated during grading. Protec tion of the existing offsite improvements during grading is the responsibility of the contractor.

Vehicular traffic, stockpiles, and equipment storage should be set back from the perimeter of excavations a distance equivalent to a 1:1 projection from the bottom of the excavation.

O n c e a n e x c a v a t i o n h a s b e e n i n i t i a t e d , i t s h o u l d b e b a c k f i l l e d a s s o o n a s p r a c t i c a l .

Prolonged exposure of temporary excavations may result in some localized instability.

Excavations should be planned so that they are not initiated without sufficient time to shore/fill them prior to weekends, holidays, or forecasted rain.

It should be noted that any excavation that extends below a 1:1 (horizontal to vertical) p r o j e c t i o n o f a n e x i s t i n g f o u n d a t i o n w i l l r e m o v e e x i s t i n g s u p p o r t o f t h e s t r u c t u r e foundation. If requested, temporary shoring parameter will be provided.
Project No. 25041-01 Page 15 June 26, 2025

4.1.4 Removal Bottoms and Subgrade Preparation

In general, removal bottom areas and any ar eas to receive compacted fill should be scarified to a minimum depth of 6 inches, brought to near-optimum moisture content (generally within optimum and 2 percent above optimum moisture content), and re- compacted per project recommendations.

Removal bottoms, over-excavation bottoms and areas to receive fill should be observed and accepted by the geotechnical consultant prior to subsequent fill placement. Soil subgrade for planned footings and improvements (e.g., slabs, etc.) should be firm and competent.

4.1.5 Material for Fill

From a geotechnical perspective, the onsite soils are generally considered suitable for use as general compacted fill, provided they are screened of or ganic materials, construction debris, and oversized material (8 inches in greatest dimension).

From a geotechnical viewpoint, any required import soils for general fill (i.e., non- retaining wall backfill) should consist of clea n, granular soils of “Very Low” expansion potential (expansion index 20 or less based on ASTM D 4829), and generally free of organic materials, construction debris and material greater than 3 inches in maximum dimension. Import for required retaining wall backfill should meet the criteria outlined in t h e f o l l o w i n g p a r a g r a p h . S o u r c e s a m p l e s s h o u l d b e p r o v i d e d t o t h e g e o t e c h n i c a l consultant for laboratory testing a minimu m of four working days prior to planned importation.

Retaining wall backfill should consist of sandy soils with a maximum of 35 percent fines (passing the No. 200 sieve) per American Society for Testing and Materials (ASTM) Test Method D1140 (or ASTM D6913/D422) and a “Very Low” expansion potential (EI of 20 or less per ASTM D4829). Soils should also be screened of organic materials, construction debris, and any material greater than 3 inches in maximum dimension. Some of the onsite soils may not be suitable for retaining wall backfill due to fines content; therefore, select grading and stockpiling of the onsite sandy soils or import of sandy soils meeting the criteria outlined above should be anticipate d by the contractor for obtaining suitable retaining wall backfill soil.

Aggregate base (crushed aggregate base or crushed miscellaneous base) should conform to the requirements of Section 200-2 of the Standard Specifications for Public Works Construction (“Greenbook”) for untrea ted base materials (except processed miscellaneous base) or Caltrans Class 2 aggregate base.

The placement of demolition materials in compacted fill is acceptable from a geotechnical viewpoint provided the demolition material is broken up into pieces not larger than approximately 2 to 4 inches in maximum dimension, and well blended into fill soils with essentially no resulting voids. Demolition m a t e r i a l p l a c e d i n f i l l s m u s t b e f r e e o f construction debris (wood, brick, etc.) and reinforcing steel. If asphalt concrete fragments will be incorporated into the demolition ma terials, approval from an environmental
Project No. 25041-01 Page 16 June 26, 2025
viewpoint may be required and is not the pu rview of the geotechnical consultant. From our previous experience, we recommend that asphalt concrete fragments be limited to fill areas within planned streets, alleys or non-structural areas (i.e., not within building pad areas).

4.1.6 Placement and Compaction of Fills

Material to be placed as fill should be brought to near-optimum moisture content (generally within optimum and 2 percent above optimum moisture content) and recompacted to at least 90 percent relative compaction (per ASTM D1557). Moisture conditioning of site soils will be required in order to achieve adequate compaction. Soils will generally require additional moisture in order to achieve the required compaction.

Drying and/or mixing the very moist soils may also be required prior to reusing the materials in compacted fills.

The optimum lift thickness to produce a uniformly compacted fill will depend on the type and size of compaction equipment used. In general, fill should be placed in uniform lifts not exceeding 8 inches in compacted thickness. Each lift should be thoroughly compacted and accepted prior to subsequent lifts. Generally, placement and compaction of fill should be performed in accordance with local gr ading ordinances and with observation and testing performed by the geotechnical consultant. Oversized material as previously defined should be removed from site fills. During backfill of excavations, the fill should be properly benched into firm and competent soils of temporary backcut slopes as it is placed in lifts.

Aggregate base material should be compacted to at least 95 percent relative compaction a t o r s l i g h t l y a b o v e o p t i m u m m o i s t u r e c o n t e n t p e r A S T M D 1 5 5 7 . S u b g r a d e b e l o w aggregate base should be compacted to at least 90 percent relative compaction per ASTM D1557 at or slightly above optimum moisture content (generally within optimum and 2 percent above optimum moisture content).

I f g a p - g r a d e d ¾ - i n c h r o c k i s u s e d f o r b ackfill (around storm dr ain storage chambers, retaining wall backfill, etc.) it will require co mpaction. Rock shall be placed in thin lifts (typically not exceeding 6 inches) and mech anically compacted with observation by geotechnical consultant. Backfill rock shall meet the requirements of ASTM D2321. Gap- graded rock is required to be entirely wrapped in filter fabric (Mirafi 140N or approved alternative) or at the very minimum to be vertically separated from the trench backfill with filter fabric to prevent the migration of fines into the rock backfill.

4.1.7 Trench and Retaining Wall Backfill and Compaction

The onsite soils will generally be suitable as trench backfill, provided the soils are screened of rocks and other material greate r than 6 inches in diameter, construction debris and organic matter. Trench backfill should be compacted in uniform lifts (generally not exceeding 12 inches in co mpacted thickness) by mechan ical means to at least 90 percent relative compaction (per ASTM Test Method D1557). If trenches are shallow or the use of conventional equipment may result in damage to the utilities, sand having a
Project No. 25041-01 Page 17 June 26, 2025
s a n d e q u i v a l e n t ( S E ) o f 3 0 o r g r e a t e r ( p e r C a l i f o r n i a T e s t M e t h o d [ C T M ] 2 1 7 ) m a y b e used to bed and shade the pipes. Sand backfill within the pipe bedding zone may be densified by jetting or flooding and then tamped to ensure adequate compaction. Sand g r a i n s s h o u l d b e f r o m a n a t u r a l s o u r c e w i t h r o u n d e d s h a p e . M a n u f a c t u r e d s a n d f r o m crushed rock or recycled material is not suit able for jetting/flooding as the grains are typically angular in shape and do not densify well enough with these methods.

Manufactured sand can be used as shading material when mechanical compaction efforts are used. Subsequent trench backfill should be compacted in uniform thin lifts by mechanical means to at least a minimum 90 percent relative compaction (per ASTM D1557). If any ¾-inch rock is used for backfill, see Section 4.1.6 for filter fabric requirements.

Retaining wall backfill should consist of onsite or imported select sandy soils as outlined in preceding Section 4.1.5. The limits of select sandy backfill should extend a minimum ½ the height of the retaining wall or the width of the heel (if applicable), whichever is greater, refer to Figure 3. Retaining wall back fill soils should be compacted in relatively uniform thin lifts to at least 90 percent relative compaction (per ASTM D1557). Jetting or flooding of retaining wall backfill materials should not be permitted.

In backfill areas where mechanical compaction of soil backfill is impractical due to space constraints, typically sand-cement slurry may be substituted for compacted backfill. The slurry should contain about one sack of cement per cubic yard. When set, such a mix typically has the consistency of compacted soil. Sand cement slurry placed near the surface within landscape areas should be evaluated for potential impacts on planned improvements.

A representative from LGC Geotechnical should observe, probe, and test the backfill to verify compliance with the project recommendations.

4.1.8 Shrinkage and Subsidence

Allowance in the earthwork volumes budget should be made for an estimated 5 to 20 percent reduction (shrink) in volume of near-surface (upper approximate 5 feet) soils. It should be stressed that these values are on ly estimates and that an actual shrinkage factor would be extremely difficult to pr edetermine. Subsidence, due to earthwork operations, is expected to be on the order of 0.1 feet. These values are estimates only and exclude losses due to removal of vegetation or debris. The effective shrinkage of onsite soils will depend primarily on the type of compaction equipment and method of compaction used onsite by the contractor and accuracy of the topographic survey.

Due to the combined variability in topographi c surveys, inability to precisely model the removals and variability of on-site near-surface conditions, it is our opinion that the site will not balance at the end of grading. If importing/exporting a large volume of soils is not considered feasible or econom ical, we recommend a balance area be designated onsite t h a t c a n f l u c t u a t e u p o r d o w n b a s e d o n t h e a c t u a l v o l u m e o f s o i l . W e r e c o m m e n d a “balance” area that can accommodate on the order of 5 percent (plus or minus) of the total grading volume be considered.

Project No. 25041-01 Page 18 June 26, 2025

4.2 Preliminary Foundation Recommendations

Provided that the remedial grading recommendations provided herein are implemented, the site may be considered suitable for the support of the residential structures using a conventional or post-tensioned foundation system designed to resist the impacts of expansive soils. Site soils are anticipated to be “Very Low” expansion potential (EI of 20 or less per ASTM D4829) and special design considerations from a geotechnical perspective are not required. The structural designer should use their own judgment in the design of the foundation system. Please note that the following foundation recommendations are preliminary and must be confirmed by LGC Geotechnical at the completion of grading.

Preliminary foundation recommendations are provided in the following sections. Recommended soil bearing and estimated settlement due to structural loads are provided in Section 4.3. The foundation should be designed in consideration of the site seismic settlement as outlined in Section 2.5.1.

4.2.1 Provisional Conventional Foundation Design Parameters

Due to the very low expansion potential of the onsite soils, the foundation/structural engineer may design a conventional foundation system that is tied together based upon the anticipated dead and live loads (wind, seismic) that will be imparted by the structure. The recommendations provided in the “Soil Bearing and Lateral Resistance” section may be utilized in the design of a rigid slab-on-grade conventional foundation designed in accordance with Section 1808 of the 2022 C.B.C.

4.2.2 Provisional Post-Tensioned Foundation Design Parameters

The foundation designer may use a modulus of vertical subgrade reaction (k) of 200 pounds per cubic inch (pounds per square inch per inch of deflection). This value is for a 1-foot by 1-foot square loaded area and sh ould be adjusted by the structural designer for the area of the proposed footing using the following formula:

k = 200 x [(B+1)/2B]2
k = modulus of vertical subgrade reaction, pounds per cubic inch (pci) B = foundation width (feet)

The moisture content of near surface fill soils should be kept at optimum moisture content to a minimum depth of 12 inches prior to trenching and concrete placement.

4.2.3 Foundation Subgrade Preparation and Maintenance

The geotechnical parameters provided herein assume that if the areas adjacent to the foundation are planted and irrigated, these areas will be designed with proper drainage and adequately maintained so that ponding, which causes significant moisture changes below the foundation, does not occur. Our recommendations do not account for excessive irrigation and/or incorrect landscape design. Plants should only be provided
Project No. 25041-01 Page 19 June 26, 2025
with sufficient irrigation for life and not overwatered to saturate subgrade soils. Sunken planters placed adjacent to the foundation sh ould either be designed with an efficient drainage system or liners to prevent moisture infiltration below the foundation. Some lifting of the perimeter foundation beam should be expected even with properly constructed planters.

In addition to the factors mentioned above, future owners/property management p e r s o n n e l s h o u l d b e m a d e a w a r e o f t h e p o t e n t i a l n e g a t i v e i n f l u e n c e s o f t r e e s a n d / o r other large vegetation. Roots that extend near the vicinity of foundations can cause distress to foundations. Future owners (and the owner’s landscape architect) should not plant trees/large shrubs closer to the foundations than a distance equal to half the mature height of the tree or 20 feet, whichever is more conservative unless specifically provided with root barriers to prevent root growth below the building foundation.

It is the owner’s responsibility to perfor m periodic maintenance during hot and dry periods to ensure that adequate watering has been provided to keep soil from separating or pulling back from the fo undation. Future owners and property management personnel should be informed and educated regarding the importance of maintaining a constant level of soil-moisture. The owners should be made aware of the potential negative consequences of both excessive watering, as well as allowing potentially expansive soils to become too dry. Expansive soils can undergo shrinkage during drying, and swelling during the rainy winter season, or when irrigation is resumed. This can result in distress to building structures and hardscape improvements. The builder should provide these recommendations to future owners and property management personnel.

4.2.4 Slab Underl ayment Guidelines

The following recommendations are for informational purposes since they are unrelated to the geotechnical performance of the foundation. Some post-construction moisture migration should be expected belo w the foundation; the foundation engineer must assume soil moisture to be present below the slab. The following recommendations may be superseded by the foundation engineer and/or owner.

In general, interior floor slabs with moisture sensitive floor coverings should be underlain by a minimum 10-15 mil thick vapor retarder, which has a water vapor transmission rate (permeance) of less than 0.3 perms, as determined by ASTM E 96, and meets the applicable code requirements (ASTM E 1745).

It is the responsibility of the contractor to ensure that the moisture/vapor retarder systems are properly installed in accordance with the project plans and manufacturer’s specifications, and that the moisture/vapor retarder materials are free of tears and punctures prior to and as a result of concre te placement. Additional moisture reduction and/or prevention measures may be needed, depending on the performance requirements of future interior floor coverings.

The foundation engineer/architect should determine whether the use of a capillary break (sand or gravel layer) in conjunction with the vapor retarder is necessary or
Project No. 25041-01 Page 20 June 26, 2025
required by code. Sand layer thickness and location (above and/or below vapor retarder) should also be determined by the foundation engineer/architect.

4.3 Soil Bearing and Lateral Resistance

Provided our earthwork recommendations are implemented, an allowable soil bearing pressure of 2,000 pounds per square foot (psf) may be used for the design of footings having a minimum width of 12 inches and minimum embedment of 12 inches below lowest adjacent ground surface.

This value may be increased by 300 psf for each additional foot of em bedment and 150 psf for each additional foot of foundation width to a maximum value of 3,000 psf. A post-tensioned mat foundation a minimum of 6 inches below lowest adjacent grade may be designed for an allowable soil bearing pressure of 1,200 psf. These allo wable bearing pressures are applicable for level (ground slope equal to or flatter than 5H:1V) co nditions only. Bearing values indicated are for ᪞
loading (i.e., wind or seismic loads).

In utilizing the above-mentioned allowable be aring capacity and pr ovided our earthwork recommendations are implemented, foundation settlement due to structural loads is anticipated to be 1-inch or less. Differential static settlement may be taken as half of the static settlement (i.e., ½-inch over a horizontal span of 40 feet). Recommendations for estimated seismic settlement are provided in Section 2.5.1.

Res is tanc e to late ral loa d s c an be p rov id ed by fric tion ac ting a t the bas e of found ations and by passive earth pressure. For concrete/soil frictional resistance, an allowable coefficient of friction of 0.35 may be assumed with dead-load forces. For slabs constructed over a moisture retarder, the allowable friction coefficient should be prov ided by the manufacturer. An allowable passive lateral earth pressure of 250 psf per foot of depth (or pcf) to a maximum of 2,500 psf may be used for the sides of footings poured against properly compacted fill. Allowable passive pressure may be increased to 340 pcf (maximum of 3,400 psf) for short duration seismic loading. This passive pressure is applicable for level (ground slope equal to or flatter than 5H:1V) conditions.

For a 2:1 (horizontal to vertical) downward sloping condition, a reduced passive lateral earth pressure of 100 pcf to a maximum of 1,000 psf may be used. This allowable passive pressure may be increased to 135 pcf to a maximum of 1,350 psf for short duration seismic loading.

Frictional resistance and passive pressure may be used in combination without reduction. We recommend that the upper foot of passive resistan ce be neglected if finished grade will not be covered with concrete or asphalt. The provided allowable passive pressures are based on a factor of safety of 1.5 and 1.1 for static and seismic loading conditions, respectively.

4.4 Lateral Earth Pressures for Retaining Walls

Lateral earth pressures for approved native sa ndy or import soils meeting indicated project requirements are provided below. Lateral earth pressures are provided as equivalent fluid unit weights, in psf per foot of depth (or pcf). These values do not contain an appreciable factor of safety, so the retaining wall designer should appl y the applicable factors of safety and/or load factors during design. A soil unit weight of 120 pcf may be assumed for calculating the actual weight of soil over the wall footing.

Project No. 25041-01 Page 21 June 26, 2025
The following lateral earth pressures are presented in Table 3 below for approved granular soils with a maximum of 35 percent fines (passing the No. 200 sieve per ASTM D-421/422) and a “Very Low” expansion potential (EI of 20 or less per ASTM D4829). Some of the onsite soils may not be suitable for retaining wall backfill due to fines content; therefore, select grading and stockpiling of the onsite soils or import of soil s meeting the criteria outlined above should be anticipated by the contractor for obtaining suitable retaining wall backfill soil. The wall designer should clearly indicate on the retaining wall plans the required select sandy soil backfill criteria.

These preliminary findings should be confirmed during grading.

TABLE 3

Lateral Earth Pressures – Approved Onsite or Imported Sandy Soils

Conditions
Equivalent Fluid Unit
Weight (pcf)
Equivalent Fluid Unit
Weight (pcf)
Level Backfill 2:1 Sloped Backfill
Approved Sandy Soils Approved Sandy Soils
Active 35 55
At-Rest 55 70

If the wall can yield enough to mobilize the full sh ear strength of the soil, it can be designed for “active” pressure. If the wall cannot yield unde r the applied load, the earth pressure will be higher. This would include 90-degree corners of re taining walls. Such walls should be designed for “at-rest.” The equivalent fluid pressure values assume free-draining conditions. If conditions other than those assumed above are anticipated, the equivalent fluid pressure values should be provided on an individual-case basis by the geotechnical engineer.

R e t a i n i n g w a l l s t r u c t u r e s s h o u l d b e p r o v i d e d w i t h a p p r o p r i a t e d r a i n a g e a n d a p p r o p r i a t e l y waterproofed. To reduce, but not eliminate, saturation of near-surface (upper approximate 1- foot) soils in front of the retaining walls, the pe rforated subdrain pipe should be located as low as possible behind the retaining wall. The outlet pipe should be sloped to drain to a suitable o u t l e t . I n g e n e r a l , w e d o n o t r e c o m m e n d r e t a i n i n g w a l l o u t l e t p i p e s b e c o n n e c t e d t o a r e a drains. If subdrains are connected to area drains, special care and information should be provided to homeowners to maintain these drains. Typical retaining wall drainage is illustrated in Figure 3. It should be noted that the recommended subdrain does not provide protection against seepage through the face of the wall and/ or efflorescence. Efflor escence is generally a white crystalline powder (discoloration) that results when water containing soluble salts m i g r a t e s o v e r a p e r i o d o f t i m e t h r o u g h t h e f a c e o f a r e t a i n i n g w a l l a n d e v a p o r a t e s . I f s u c h seepage or efflorescence is undesirable, retainin g walls should be waterp roofed to reduce this potential. Please note that waterproofing an d outlet systems are not the purview of the geotechnical consultant.

Surcharge loading effects from any adjacent stru ctures should be evaluated by the retaining wall designer. In general, structural loads within a 1:1 (horizontal to vertical) upward
Project No. 25041-01 Page 22 June 26, 2025
projection from the bottom of the proposed retaining wall foot ing will surcharge the proposed retaining wall. In addition to the recommended earth pressure, retaining walls adjacent to streets should be designed to resist a unifor m lateral pressure of 80 pounds per square foot (psf) due to normal street vehicle traffic if applicable. Uniform lateral surcharges may be estimated using the applicable coefficient of lateral earth pressure using a rectangular distribution. A factor of 0.45 and 0.3 may be used for at-rest and active conditions, respectively.

The retaining wall designer should contact th e geotechnical engineer for any required geotechnical input in estimating any applicable surcharge loads.

If retaining walls greater than 6 feet in height are proposed, the retaining wall designer should contact the geotechnical engineer for specific seismic lateral earth pressure increments based on the configuration of the planned retaining wall structures.

Soil bearing and lateral resistan ce (friction coefficient and passive resistance) are provided in Section 4.3. Earthwork considerations (temporary backcuts, backfill, compaction, etc.) for retaining walls are provided in Section 4.1 (S ite Earthwork) and the subsequent earthwork related sub-sections.

4.5 Control of Surface Water and Drainage Control

From a geotechnical perspective, positive draina ge of surface water away from structures is v e r y i m p o r t a n t . W a t e r s h o u l d n o t b e a l l o w e d t o p o n d a d j a c e n t t o b u i l d i n g s o r t o f l o w f r e e l y down a graded slope. Per section 1804.4 of the 2022 CBC, positive drainage may be accomplished by providing drainage away from bu ildings at a gradient of at least 5 percent for earthen surfaces for a distance of at least 10 feet away from the face of wall. If a distance of 10 feet cannot be achieved, an alternative of a gradie nt of at least 5 percent to an area drain or swale having a gradient of 2 percent is accept able. Where necessary, drainage paths may be shortened by use of area drains and collector pipes. Eave gutters are recommended and should reduce water infiltration into the subgrade soils if the downspouts are properly connected to appropriate outlets. Ultimately surface drainage and code compliance are the purview of the project civil engineer.

Planters with open bottoms adjacent to building s should be avoided. Planters should not be designed adjacent to buildings unless provisions for drainage, such as catch basins, liners, and/or area drains, are made. Overwatering must be avoided.

P l a n t e r s a d j a c e n t t o a b u i l d i n g o r s t r u c t u r e s h o u l d b e a v o i d e d w h e r e v e r p o s s i b l e o r b e properly designed (e.g., lined with a membrane), to reduce the penetration of water into the adjacent footing subgrades and thereby reduce moisture related damage to the foundation.

P l a n t i n g a r e a s a t g r a d e s h o u l d b e p r o v i d e d with appropriate positive drainage. Wherever possible, exposed soil areas should be above ad jacent paved grades to facilitate drainage.

Planters should not be depressed below adjacent paved grades unless provisions for drainage, such as multiple depressed area drains, are cons tructed. Adequate drainage gradients, devices, a n d c u r b i n g s h o u l d b e p r o v i d e d t o p r e v e n t r u n o f f f r o m a d j a c e n t p a v e m e n t o r w a l k s i n t o t h e p l a n t i n g a r e a s . I r r i g a t i o n m e t h o d s s h o u l d p r o m o t e u n i f o r m i t y o f m o i s t u r e i n p l a n t e r s a n d beneath adjacent concrete flatwork. Overwateri ng and underwatering of landscape areas must be avoided.

Project No. 25041-01 Page 23 June 26, 2025
Area drain inlets should be maintained and kept clear of debris in order to properly function.

H o m e o w n e r s s h o u l d a l s o b e m a d e a w a r e t h a t e x c e s s i v e i r r i g a t i o n o f n e i g h b o r i n g p r o p e r t i e s can cause seepage and moisture conditions on ad jacent lots. Homeowners should be furnished with these recommendations communicating the importance of maintaining positive drainage away from structures, towards streets, when they design their improvements.

T h e i m p a c t o f h e a v y i r r i g a t i o n o r i n a d e q u a t e runoff gradients can create perched water conditions. This may result in seepage or shallow groundwater conditions where previously none existed. Maintaining adequate surface drainage and controlled irrigation will significantly reduce the potential for nuisance-type moisture problems. To reduce differential earth movements such as heaving and shrinkage due to the change in moisture content of foundation soils, which may cause distress to a residential structure and associated improvements, moisture content of the soils surrounding the structure should be kept as relatively constant as possible.

Subdrains and v-ditches must be properly maintained, and their outlets kept free draining and clear of any potential obstructions. Routine maintenance should be performed, especially prior to and during the rainy season. Failure to properly maintain these elements may result in slope failures, slumps, excessive erosion, localized saturated zones, nuisance type water issues, etc.

Any future trenches excavated on a slope face for utility or irrigation lines and/or for any purpose should be properly backfilled and compacted to the slope face. Observation/testing and acceptance by the geotechnical consultant during trench backfill are recommended.

A program for the elimination of burrowing animals in both native and graded slope areas must be established and properly maintained to protec t slope stability by reducing the potential for surface water to penetrate into the soil. Cont inuous erosion control, rodent control, and maintenance are essential to the long-term stability of all slopes.

4.6 Subsurface Water Infiltration

It should be noted that intentionally infiltrati ng storm water conflicts with the geotechnical engineering objective of directing surface wate r away from structures and improvements. The geotechnical stability and integrity of a site is reliant upon appropriately handling surface water.

In general, the vast majority of geotechnical distress issues are directly related to improper drainage. Distress in the form of movement of foundations and other improvements could occur as a result of soil saturation and loss of soil support of foundations and pavements, settlement, collapse, internal soil erosion, and/or expansion. Additionally, off-site properties and improvements may be subjected to seepage, spri ngs, instability, movements of foundations or other impacts as a result of water infiltrati on and migration. Infi ltrated water may enter underground utility pipe zones or other highly permeable layers and migrate laterally along these layers, potentially impacting other improv ements located far away from the point of infiltration. Any proposed infiltration system should not be located near slopes or settlement sensitive existing/proposed improvements in order to reduce the potential for slope failures and geotechnical distress issues related to infiltration.

If water must be infiltrated due to regulato ry requirements, we recommend the absolute
Project No. 25041-01 Page 24 June 26, 2025
minimum amount of water be infiltrated and that the infiltration areas not be located near settlement-sensitive existing/proposed improvements, basement/retaining walls, or any slopes.

As with all systems that are designed to concen trate surface flow and direct the water into the subsurface soils, some minor settlement, nuisance type localized saturation and/or other water related issues should be expected. Due to variability in geologic and hydraulic conductivity characteristics, these effects ma y be experienced at the onsite location and/or potentially at other locations beyond the physical limits of the subject site. Infiltrated water may enter underground utility pipe zones or flow along heterogeneous soil layers or geologic structure and migrate laterally impacting other improvements which may be located far away or at an elevation much lower than the infiltration source. Recommendations for subsurface water infiltration are provided below.

The design infiltration rate is determined by dividing the infiltration rate by total reduction factor. The total reduction factor is calculated from a series of reduction factors, including; test procedure (RFt), site variability (RF v) and long-term siltation plugging and maintenance (RF s) as presented listed in Table 4 below (RF t + RFv + RFs). Based on the Los Angeles County testing guidelines (2021), the reduction factor for long-term siltation plugging and maintenance (RF s) is the purview of the infiltration system designer.

TABLE 4

Shallow Surface Infiltration - Reduction Factors Applied to Infiltration Rate

Consideration Reduction Factor
Test procedure, boring percolation, RFt 1.0
Site variability, number of tests, etc., RFv 1.5
Long-term siltation plugging and maintenance, RFs TBD* Total Reduction Factor, RF = RFt + RFv + RFs TBD*
*Reduction Factor for long-term siltation plugging and maintenance to be confirmed by civil engineer

Per the requirements of the Los Angeles County testing guidelines (2021), subsurface materials shall have a design infiltration rate equal to or greater than 0.3 inches per hour. The Total Reduction Factor for test procedure, site variability considerations, and long-term siltation plugging and maintenance (RFt, RFv, and RFs) and the design infiltration rate will be determined by the civil engineer. Results of infiltration testing are provided in Appendix D.

The following should be considered for the design of any expected infiltration system.

x We recommend a minimum setback of 15 feet fr om the limits of the proposed infiltration system to structural improvements.
x W e r e c o m m e n d t h e d e s i g n o f a n y i n f i l t r a t i o n system include at leas t one redundancy or overflow system. It may be prudent to provide an overflow system directly connected to the storm drain system in order to prevent failure of the infiltration system, either as a result of lower than anticipated infiltration and/or very high flow volumes.
Project No. 25041-01 Page 25 June 26, 2025
x Water discharge from any infiltration systems should not occur within the zone of influence of foundation footings (column and load bearing wall locations). x An adequate setback distance be tween any infiltration facility and adjace nt property lines should be maintained.
x The infiltration values provided are based on clean water and this requires the removal of trash, debris, soil particles, etc., and on-going maintenance. Over time, siltation and plugging may reduce the infiltration rate and subsequent effectiveness of the infiltration system. It should be noted that methods to prevent this shall be the responsibility of the infiltration designer and are not the purview of the geotechnical co nsultant. If adequate measures cannot be incorporated into the de sign and maintenance of the system, then the infiltration rates may need to be further reduced. These and other factors should be considered in selecting a design infiltration rate.
x Any designed infiltration system will require routine periodic maintenance. x Contamination and environmental suitability of the site for infiltration was not evaluated by us and should be evaluated by others (environmental consultant). We only addressed the geotechnical issues associated with stormwater infiltration.

LGC Geotechnical should be provided with details for any planned required infiltration system early in the design process for geotechnical input.

4.7 Preliminary Asphal t Pavement Sections

For the purpose of these prelim inary recommendations, we have selected a preliminary design R-value of 40 (assumed) and calculated pavement sections for assumed Traffic Indices (TI) of 5.0 (or less) and 6.0. These recommendations must be confirmed with R-Value testing of representative near-surface soils at the comple tion of grading and afte r underground utilities have been installed and backfilled. Final street sections should be confirmed by the project civil engineer based upon the final design Traffic Index. Determination of the TI is not the purview of the geotechnical consultant. If requested, LGC Geotechnical will provide sections for alternate TI values. Should the city of Arcadia have more stringent requirements, updated pavement recommendations can be provided.

TABLE 5

Preliminary Pavement Sections

Assumed Traffic Index 5.0 (or less) 6.0
R -Value Subgrade 40 40
AC Thickness 4.0 inches 4.0 inches
Base Thickness 5.0 inches 7.0 inches

Due to anticipated construction traffic prior to completion of the project, we recommend that the total thickness (base course and capping course) of AC be placed at essentially the same time. Construction traffic loading on only the base course of the AC will increase the potential for pavement distress. It should be noted that co nstruction traffic such as concrete trucks will
Project No. 25041-01 Page 26 June 26, 2025
likely exceed traffic loading after completion of construction. Additionally, earth moving equipment should not be allowed to drive on pa ved surfaces. The weights of these vehicles far exceed the limits of the pavement and will cause distress, likely requiring the pavement sections to be removed and replaced.

The pavement section thicknesses provided above are considered minimum thicknesses.

Increasing the thickness of any or all of the above layers will reduce the likelihood of the pavement experiencing distress during its serv ice life. The above recommendations are based on the assumption that proper maintenance and irrigation of the areas adjacent to the roadway will occur throughout the design life of th e pavement. Failure to maintain a proper maintenance and/or irrigation program may jeopardize the integrity of the pavement.

Earthwork recommendations regarding aggregat e base and subgrade are provided in the previous Section 4.1 (Site Earthwork) and the related sub-sections of this report.

P l e a s e n o t e t h a t a s t h e g e o t e c h n i c a l c o n s u l t a n t o f r e c o r d w e w i l l o n l y b e p e r f o r m i n g temperature checks of the asphalt and testing the wet density for calculating relative compaction. We recommend obtaining the services of others if material testing and evaluation o f t h e q u a l i t y o f w o r k m a n s h i p b y t h e c o n t r a c t o r i s d e s i r e d o r r e q u i r e d b y t h e r e g u l a t o r y agency.

4.8 Soil Corrosivity

Although not corrosion engineers (LGC Geotechnical is not a corrosion consultant), several governing agencies in Southern California require the geotechnical consultant to determine the corrosion potential of soils to buried concrete and metal facilities. We therefore present the results of our testing with regard to corrosion for the use of the client and other consultants, as they determine necessary.

Results of the corrosion testing indicated a soluble sulfate content ranging from approximately 8 to 32 parts per million (ppm), chloride conten t ranging from 28 to 29 ppm, pH value range of

7.4 to 7.6, and minimum resistivity value ra nging from 13,400 to 15,410 ohm-cm. Note that based on minimum resistivity the soils are considered moderately corrosive to metallic improvements. If improvements that may be su sceptible to corrosion are proposed, it is recommended that further evaluation by a corrosion engineer be performed.

Based on our laboratory test results of representa tive site soil samples, onsite soils should be considered as having a severity categorization of “not applicable” and are designated class “S0” per ACI 318, Table 19.3.1.1 with respect to sulfates. Concrete in direct contact with the onsite soils can be designed according to ACI 318, Table 19.3.2.1 using the “S0” sulfate classification.

L a b o r a t o r y t e s t i n g m a y n e e d t o b e p e r f o r m e d a t t h e c o m p l e t i o n o f g r a d i n g b y t h e p r o j e c t corrosion engineer to further evaluate the as-graded soil corrosivity characteristics, including sulfate, chloride, pH, minimum resistivity, et c. and provide design level recommendations.

Accordingly, revision of the corrosion potential may be needed, should future test results differ substantially from the conditions reported herein. The client and/or other members of the development team should consider this during the design and planning phase of the project and formulate an appropriate course of action.

Project No. 25041-01 Page 27 June 26, 2025

4.9 Nonstructural Concrete Flatwork

Nonstructural concrete flatwork (such as walkwa ys, bicycle trails, patio slabs, etc.) has a potential for cracking due to changes in soil vo lume related to soil-moisture fluctuations. To reduce the potential for excessive cracking and li fting, concrete may be designed in accordance with the minimum guidelines outlined in Tabl e 6 below. These guidelines will reduce the potential for irregular cracking and promote cracking along construction joints but will not eliminate all cracking or lifting. Thickening the concrete and/or adding additional reinforcement will further reduce cosmetic distress.

TABLE 6

Nonstructural Concrete Flatwork Guidelines for Very Low Expansion Potential

Community
Sidewalks
ȋζ4 feet wide)
Patios/ Walkways
(adjacent to homes
ε4 feet
wide)
Private
Vehicular
Driveways
City Sidewalk
Curb and
Gutters
Minimum
Thickness (in.) 4 (full) 4 (full) 4 (full) City/Agency
Standard
Presoaking Wet down prior
to placing
Wet down prior
to placing
Wet down prior
to placing
City/Agency
Standard
Reinforcement
No. 3 at 24
inches on
centers
No. 3 at 24
inches on
centers
City/Agency
Standard
Thickened
Edge (in.) 8 x 8 City/Agency
Standard
Crack Control
Joints
Saw cut or deep
open tool joint to
a minimum of 1/3
the concrete
thickness
Saw cut or deep
open tool joint
to a minimum
of 1/3 the
concrete
thickness
Saw cut or deep
open tool joint
to a minimum
of 1/3 the
concrete
thickness
City/Agency
Standard
Maximum
Joint Spacing 5 feet 6 feet
10 feet or
quarter cut
whichever is
closer
City/Agency
Standard

To reduce the potential for driveways to separate from the garage slab, the builder may elect to install dowels to tie these two elements together. Similarly, future homeowners should consider the use of dowels to connect flatwork to the foundation.

Project No. 25041-01 Page 28 June 26, 2025

4.10 Geotechnical Plan Review

When available, project plans (g rading, foundation, retaining wall, etc.) should be reviewed by LGC Geotechnical in order to verify our ge otechnical recommendations are implemented.

Updated recommendations and/or additional fieldwork may be necessary.

4.11 Geotechnical Observation and Testing During Construction

The recommendations provided in this report are based on limited subsurface observations and geotechnical analysis. Th e interpolated subsurface conditions should be checked in the field during construction by a representative of LGC Geotechnical. Geotechnical observation and testing is required per Section 1705 of the 2022 CBC.

Geotechnical observation and/or testing should be performed by LGC Geotechnical at the following stages:

x During grading (removal bottoms, fill placement, etc.); x During retaining wall backfill and compaction;
x During utility trench backfill and compaction;
x After presoaking building pads and other concrete-flatwork subgrades, and prior to placement of aggregate base or concrete;
x Preparation of pavement subgrade and placement of aggregate base; x After building and wall footing excavation and prior to placing reinforcement and/or concrete; and
x When any unusual soil conditions are enco untered during any construction operation subsequent to issuance of this report.

Project No. 25041-01 Page 29 June 26, 2025

5.0 LIMITATIONS

Our services were performed using the degree of care and skill ordinarily exercised, under similar circumstances, by reputable soils engineers and geologists practicing in this or similar localities. No other warranty, expressed or implied, is made as to the conclusions and professional advice included in this report.

T h i s r e p o r t i s b a s e d o n d a t a o b t a i n e d f r o m l i m i t e d o b s e r v a t i o n s o f t h e s i t e , w h i c h h a v e b e e n extrapolated to characterize the site. While the scop e of services performed is considered suitable to adequately characterize the site geotechnical conditions relative to the proposed development, no practical evaluation can completely eliminate un certainty regarding the an ticipated geotechnical conditions in connection with a subject site. Variations may exist and conditions not observed or described in this report may be encountered during grading and construction.

T h i s r e p o r t i s i s s u e d w i t h t h e u n d e r s t a n d i n g t h a t i t i s t h e r e s p o n s i b i l i t y o f t h e o w n e r , o r o f h i s / h e r representative, to ensure that the information and recommendations contained herein are brought to the attention of the other consultants (at a minimum the civil engineer, structural engineer, landscape architect) and incorporated into their plans. The contractor should properly implement the recommendations during construction and notify the owner if they consider any of the recommendations presented herein to be unsafe, or unsuitable.

The findings of this report are valid as of the presen t date. However, changes in the conditions of a site can and do occur with the passage of time, whether they be due to natural processes or the works of man on this or adjacent properties. The findings, conclusions, and recommendations presented in this report can be relied upon only if LGC Geotechnical has the opportunity to observe the subsurface c o n d i t i o n s d u r i n g g r a d i n g a n d c o n s t r u c t i o n o f t h e p r o j e c t , i n o r d e r t o c o n f i r m t h a t o u r p r e l i m i n a r y findings are representative for the site. This report is intended exclusively for use by the client, any use of or reliance on this report by a third party shall be at such party’s sole risk.

In addition, changes in applicable or appropriat e standards may occur, whether they result from legislation or the broadening of knowledge. Accordingly, the findings of this report may be invalidated wholly or partially by changes outside our control. Therefore, this report is subject to review and modification.

/(*(1'
$SSUR[LPDWH/RFDWLRQRI+ROORZ6WHP$XJHU%RULQJE\
/*&*HRWHFKQLFDO:LWK7RWDO'HSWKLQ)HHW
$SSUR[LPDWH/RFDWLRQRI+ROORZ6WHP$XJHU,QILOWUDWLRQ
%RULQJE\/*&*HRWHFKQLFDO:LWK7RWDO'HSWKLQ)HHW
(VWLPDWHG5HPRYDODQG5HFRPSDFWLRQ'HSWKVLI)HHW
$SSUR[LPDWH6LWH/LPLWV
+6
7'
,
7'
+6
7'
+6
7'
,
7'
,
7'
+6
7'
,
7'
,
7'
+6
7'

),*85(
%RULQJ/RFDWLRQ0DS
(1**(2/
352-(&712
352-(&71$0(
6&$/(
'$7(

-XQH
0:,*$UFDGLD
5/'

/*&*HRWHFKQLFDO,QF
&DOOH,JOHVLD6WH
6DQ&OHPHQWH&$

7(/

)$;

,1&+',$0(7(56&+('8/(3(5)25$7('
39&3,3(72)/2:72'5$,1$*('(9,&(3(5
352-(&7&,9,/(1*,1((5
&203$&7('6$1'%$&.),//

(;3$16,21,1'(;d
0$;,080),1(6

1$7,9(%$&.),//&203$&7('
3(55(3257
0,1,080&8%,&)2273(5/,1($5)227
%855,727<3(68%'5$,1&216,67,1*2)
,1&+&586+('52&.:5$33(',1
0,5$),125$33529('(48,9$/(17
)227,1*:$//3(5'(6,*1(1*,1((5
:$7(53522),1*3(5'(6,*1(1*,1((5
0,1,080
0$;,080
%$&.&873(526+$
(;7(172)5(48,5(',03257('6$1'%$&.),//0,1,080
+((/:,'7+25+:+,&+(9(5,6*5($7(5
:$//+(,*+7+
127(

3/$&(0(172)68%'5$,1
$7%$6(2):$//:,//127
35(9(176$785$7,212)62,/6
%(/2:$1'25,1)52172):$//
),*85(
5HWDLQLQJ:DOO
%DFNILOO'HWDLO
-XQH'$7(
(1**(2/
352-(&712
352-(&71$0(
6&$/(
5/'
1RWWR6FDOH
0:,*$UFDGLD

Appendix A
References

Project No. 25041-01 A-1 June 26, 2025

APPENDIX A

References

A m e r i c a n C o n c r e t e I n s t i t u t e , 2 0 1 9 , B u i l d i n g C o d e R e q u i r e m e n t s f o r S t r u c t u r a l C o n c r e t e ( A C I 3 1 8 - 1 9 ) and Commentary (ACI 318R-19).

American Society of Civil Engineers (ASCE), 2017, Minimum Design Loads for Buildings and Other Structures, ASCE/SEI 7-16, 2017.

________, 2018, Standard 7-16, Minimum Design Loads for Buildings and Associated Criteria for Buildings and Other Structures, Supplement 1, effective: December 12, 2018.

American Society for Testing and Materials (ASTM), Volume 04.08 Soil and Rock (I): D420 – D5876.

Bray, J.D., and Sancio, R. B., 2006, Assessment of Liquefaction Susceptibility of Fine-Grained Soils, Journal of Geotechnical and Geoenvironmental Engineering , ASCE, pp. 1165-1177, dated September 2006.

California Building Standards Commission, 2022, Ca lifornia Building Code, California Code of Regulations Title 24, Volumes 1 and 2, dated July 2022.

California Department of Transportation (Caltrans), 2020, Highway Design Manual, Updated March 20, 2020.

California Department of Conservation, Division of Mines and Geology (CDMG), 1998, Seismic Hazard Zone Report for the Mt. Wilson 7.5-Minute Quadrangle, Los Angeles County, California, Seismic Hazard Zone Report 030, revised January 13, 2006.

________, 1999, State of California Seismic Hazard Zones, Mt. Wilson Quadrangle, Official Map, scale:
1:24,000, dated March 25, 1999.

California Geological Survey (CGS), 2008, Califo rnia Geological Survey Special Publication 117A:

Guidelines for Evaluating and Mitigating Seismic Hazards in California.

_______, 2017, Earthquake Zones of Required Investig ation, Mount Wilson Quadrangle, dated June 15, 2017.

________, 2018, Special Publication 42: Earthquake Fault Zones, A Guide for Government Agencies, Property Owners/Developers, and Geoscience Practitioners for Assessing Fault Rupture Hazards in California, Revised 2018.

________, 2025, Earthquake Zones of Required Investigation website: CGS Earthquake Zones (ca.gov) ; retrieved June 24, 2025.

County of Los Angeles, 2021, Guidelines for Geot echnical Investigation an d Reporting Low Impact Development Stormwater Infiltration, GS200.1, dated June 30, 2021.

Project No. 25041-01 A-2 June 26, 2025
Diblee, et al, 1998, Geologic Map of the Mount Wilson & Azusa Quadrangles, Los Angeles County, California, Dibblee Geology Center Map #DF-67, Last edited 2010.

Historic Aerials, 2025, vi ewed June 24, 2025, Aerial Maps from 1952 to 2022 https://www.historicaerials.com/.

KTGY, 2025, Conceptual Site Plan, Option 5c, Colorado Place, Arcadia, California, dated May 14, 2025.

Lew, et al, 2010, Seismic Earth Pr essures on Deep Basements, Stru ctural Engineers Association of California (SEAOC) Convention Proceedings.

Pradel, Daniel, 1998, Procedure to evaluate earthquake-induced settlement in dry sandy soils, Journal of Geotechnical and Geoenvironmental Engineering, Volume 124(4), pp. 364-368, dated April and October 1998.

Structural Engineers Association of California (SEAOC), 2025, Seismic Design Maps, Retrieved June 24, 2025, from https://seismicmaps.org/

United States Geological Survey (USGS), 2014, Unif ied Hazard Tool, Dynamic: Conterminous U.S. 2014 (update)(v4.2.0), Retrieved June 24, 2025, from:
https://earthquake.usgs.gov/hazards/interactive/

Appendix B
Field Exploration Logs
7+,66800$5<$33/,(621/<$77+(/2&$7,21
2)7+,6%25,1*$1'$77+(7,0(2)'5,//,1*
68%685)$&(&21',7,2160$<',))(5$727+(5
/2&$7,216$1'0$<&+$1*($77+,6/2&$7,21
:,7+7+(3$66$*(2)7,0(7+('$7$
35(6(17(',6$6,03/,),&$7,212)7+($&78$/
&21',7,216(1&2817(5('7+('(6&5,37,216
3529,'('$5(48$/,7$7,9(),(/''(6&5,37,216
$1'$5(127%$6('2148$17,7$7,9(
(1*,1((5,1*$1$/<6,6
&1&2162/,'$7,21
&5&25526,21
$/$77(5%(5*/,0,76
&2&2//$36(6:(//
5959$/8(
3$66,1*6,(9(
',5(&76+($5
0$;,080'(16,7<
6,(9($1$/<6,6
6,(9($1'+<'520(7(5
(;3$16,21,1'(;
7(677<3(6

'6
0'
6$
6 +
(,
6$03/(7<3(6

%%8/.6$03/(
55,1*6$03/(
&$0RGLILHG6DPSOHU

**5$%6$03/(
63767$1'$5'3(1(75$7,21
7(676$03/(
*5281':$7(57$%/(

7\SHRI7HVW'(6&5,37,21
86&66\PERO
0RLVWXUH

'U\'HQVLW\
SFI

%ORZ&RXQW
6DPSOH1XPEHU
*UDSKLF/RJ
'HSWK
IW

(OHYDWLRQ
IW

+ROH'LDPHWHU

+ROH/RFDWLRQ
6HH*HRWHFKQLFDO0DS
'URS

7\SHRI5LJ

3URMHFW1XPEHU

(OHYDWLRQRI7RSRI+ROH
'ULYH:HLJKW

'ULOOLQJ&RPSDQ\

3URMHFW1DPH

'DWH

*HRWHFKQLFDO%RULQJ/RJ%RUHKROH+6

a
06/

7UXFN0RXQWHG5LJ

SRXQGV
&KRLFH'ULOOLQJ
0:,*$UFDGLD
&RORUDGR3O

/RJJHG%\-01
6DPSOHG%\-01
&KHFNHG%\5/'
3DJHRI
#
$VSKDOW&RQFUHWH$JJUHJDWH%DVH
6& #
&OD\H\6$1'
EURZQVOLJKWO\PRLVWORRVH
60 #
6LOW\6$1'
EURZQVOLJKWO\PRLVWPHGLXP
GHQVH

#
6$1'ZLWK6LOW
EURZQGU\PHGLXPGHQVH
#
6$1'ZLWK6LOW
JUD\GU\GHQVH

#
&OD\H\6LOW\6$1'
EURZQPRLVWPHGLXPGHQVH
%

5

5

5

5

637 6&60
6:60

7RWDO'HSWK
*URXQGZDWHU1RW(QFRXQWHUHG
%DFNILOOHGZLWK&XWWLQJVRQ
4XDWHUQDU\$OOXYLDO'HSRVLWV
4D

7+,66800$5<$33/,(621/<$77+(/2&$7,21
2)7+,6%25,1*$1'$77+(7,0(2)'5,//,1*
68%685)$&(&21',7,2160$<',))(5$727+(5
/2&$7,216$1'0$<&+$1*($77+,6/2&$7,21
:,7+7+(3$66$*(2)7,0(7+('$7$
35(6(17(',6$6,03/,),&$7,212)7+($&78$/
&21',7,216(1&2817(5('7+('(6&5,37,216
3529,'('$5(48$/,7$7,9(),(/''(6&5,37,216
$1'$5(127%$6('2148$17,7$7,9(
(1*,1((5,1*$1$/<6,6
&1&2162/,'$7,21
&5&25526,21
$/$77(5%(5*/,0,76
&2&2//$36(6:(//
5959$/8(
3$66,1*6,(9(
',5(&76+($5
0$;,080'(16,7<
6,(9($1$/<6,6
6,(9($1'+<'520(7(5
(;3$16,21,1'(;
7(677<3(6

'6
0'
6$
6 +
(,
6$03/(7<3(6

%%8/.6$03/(
55,1*6$03/(
&$0RGLILHG6DPSOHU

**5$%6$03/(
63767$1'$5'3(1(75$7,21
7(676$03/(
*5281':$7(57$%/(

7\SHRI7HVW'(6&5,37,21
86&66\PERO
0RLVWXUH

'U\'HQVLW\
SFI

%ORZ&RXQW
6DPSOH1XPEHU
*UDSKLF/RJ
'HSWK
IW

(OHYDWLRQ
IW

+ROH'LDPHWHU

+ROH/RFDWLRQ
6HH*HRWHFKQLFDO0DS
'URS

7\SHRI5LJ

3URMHFW1XPEHU

(OHYDWLRQRI7RSRI+ROH
'ULYH:HLJKW

'ULOOLQJ&RPSDQ\

3URMHFW1DPH

'DWH

*HRWHFKQLFDO%RULQJ/RJ%RUHKROH+6
a
06/

SRXQGV
/RJJHG%\-01
6DPSOHG%\-01
&KHFNHG%\5/'
3DJHRI
#
$VSKDOW&RQFUHWH1R$JJUHJDWH%DVH

6&60 #
&OD\H\6LOW\6$1'WR6LOW\6$1'
EURZQVOLJKWO\
PRLVWPHGLXPGHQVH
&/0/ #
6DQG\6,/7&/$<
EURZQVOLJKWO\PRLVWVWLII
#
6LOW\6$1'
EURZQVOLJKWO\PRLVWPHGLXPGHQVH
#
6$1'
RUDQJLVKEURZQGU\PHGLXPGHQVH
#
1R5HFRYHU\
%

5

5

5

7UXFN0RXQWHG5LJ
&KRLFH'ULOOLQJ
0:,*$UFDGLD
&RORUDGR3O

637

637

6& #
&OD\H\6$1'
EURZQPRLVWPHGLXPGHQVH
63 60
5
WR60

$/
0'
'6
(,
&5
&1
4XDWHUQDU\$OOXYLDO'HSRVLWV
4D

'(6&5,37,21

7(677<3(6

'6
0'
6$
6 +
(,
',5(&76+($5
0$;,080'(16,7<
6,(9($1$/<6,6
6,(9($1'+<'520(7(5
(;3$16,21,1'(;

(OHYDWLRQ
IW

'HSWK
IW

*UDSKLF/RJ
6DPSOH1XPEHU
%ORZ&RXQW
'U\'HQVLW\
SFI

0RLVWXUH

86&66\PERO '(6&5,37,21
7\SHRI7HVW
'DWH

3URMHFW1DPH

3URMHFW1XPEHU

(OHYDWLRQRI7RSRI+ROH

+ROH/RFDWLRQ
6HH*HRWHFKQLFDO0DS
'ULOOLQJ&RPSDQ\

7\SHRI5LJ

'URS

'ULYH:HLJKW

+ROH'LDPHWHU

&1&2162/,'$7,21
&5&25526,21
$/$77(5%(5*/,0,76
&2&2//$36(6:(//
5959$/8(
3$66,1*6,(9(
7+,66800$5<$33/,(621/<$77+(/2&$7,21
2)7+,6%25,1*$1'$77+(7,0(2)'5,//,1*
68%685)$&(&21',7,2160$<',))(5$727+(5
/2&$7,216$1'0$<&+$1*($77+,6/2&$7,21
:,7+7+(3$66$*(2)7,0(7+('$7$
35(6(17(',6$6,03/,),&$7,212)7+($&78$/
&21',7,216(1&2817(5('7+('(6&5,37,216
3529,'('$5(48$/,7$7,9(),(/''(6&5,37,216
$1'$5(127%$6('2148$17,7$7,9(
(1*,1((5,1*$1$/<6,6
6$03/(7<3(6

%%8/.6$03/(
55,1*6$03/(
&$0RGLILHG6DPSOHU

**5$%6$03/(
63767$1'$5'3(1(75$7,21
7(676$03/(
*5281':$7(57$%/(

*HRWHFKQLFDO%RULQJ/RJ%RUHKROH+6
&RQW

a
06/

SRXQGV
/RJJHG%\-01
6DPSOHG%\-01
&KHFNHG%\5/'
3DJHRI
5

7UXFN0RXQWHG5LJ
&KRLFH'ULOOLQJ
0:,*$UFDGLD
&RORUDGR3O

7RWDO'HSWK
*URXQGZDWHU1RW(QFRXQWHUHG
&DYLQJ
+ROH0HDVXUHG$SSUR[LPDWHO\
DIWHU5HPRYDO
RIWKH$XJHUV
%DFNILOOHGZLWK&XWWLQJVRQ
#
6LOW\6$1'
RUDQJLVKEURZQGU\YHU\GHQVH
60
6:60
60

60 #
6LOW\6$1'
EURZQVOLJKWO\PRLVWPHGLXP
GHQVH
#
6$1'ZLWK6LOW
JUD\GU\YHU\GHQVH
#
6LOW\6$1'
EURZQVOLJKWO\PRLVWGHQVH
#
6LOW\6$1'
SDOHEURZQVOLJKWO\PRLVWYHU\
GHQVH

637

637

5
5
7+,66800$5<$33/,(621/<$77+(/2&$7,21
2)7+,6%25,1*$1'$77+(7,0(2)'5,//,1*
68%685)$&(&21',7,2160$<',))(5$727+(5
/2&$7,216$1'0$<&+$1*($77+,6/2&$7,21
:,7+7+(3$66$*(2)7,0(7+('$7$
35(6(17(',6$6,03/,),&$7,212)7+($&78$/
&21',7,216(1&2817(5('7+('(6&5,37,216
3529,'('$5(48$/,7$7,9(),(/''(6&5,37,216
$1'$5(127%$6('2148$17,7$7,9(
(1*,1((5,1*$1$/<6,6
&1&2162/,'$7,21
&5&25526,21
$/$77(5%(5*/,0,76
&2&2//$36(6:(//
5959$/8(
3$66,1*6,(9(
',5(&76+($5
0$;,080'(16,7<
6,(9($1$/<6,6
6,(9($1'+<'520(7(5
(;3$16,21,1'(;
7(677<3(6

'6
0'
6$
6 +
(,
6$03/(7<3(6

%%8/.6$03/(
55,1*6$03/(
&$0RGLILHG6DPSOHU

**5$%6$03/(
63767$1'$5'3(1(75$7,21
7(676$03/(
*5281':$7(57$%/(

7\SHRI7HVW'(6&5,37,21
86&66\PERO
0RLVWXUH

'U\'HQVLW\
SFI

%ORZ&RXQW
6DPSOH1XPEHU
*UDSKLF/RJ
'HSWK
IW

(OHYDWLRQ
IW

+ROH'LDPHWHU

+ROH/RFDWLRQ
6HH*HRWHFKQLFDO0DS
'URS

7\SHRI5LJ

3URMHFW1XPEHU

(OHYDWLRQRI7RSRI+ROH
'ULYH:HLJKW

'ULOOLQJ&RPSDQ\

3URMHFW1DPH

'DWH

*HRWHFKQLFDO%RULQJ/RJ%RUHKROH+6
a

06/

SRXQGV
/RJJHG%\--9
6DPSOHG%\--9
&KHFNHG%\5/'
3DJHRI
#
$VSKDOW&RQFUHWH1R$JJUHJDWH%DVH
6&60 #
&OD\H\6LOW\6$1'
ROLYHEURZQPRLVWPHGLXP
GHQVH
6:60 #
6$1'ZLWK6LOW
JUD\LVKEURZQGU\YHU\GHQVH

#
6$1'ZLWK6LOW
JUD\LVKEURZQGU\YHU\GHQVH
#
6$1'ZLWK6LOW
EURZQGU\YHU\GHQVH
#
6LOW\6$1'
EURZQVOLJKWO\PRLVWYHU\GHQVH
%

5

5

7UXFN0RXQWHG5LJ
&KRLFH'ULOOLQJ
0:,*$UFDGLD
0RWHO

*RRJOH(DUWK

637

637
6&60 #
&OD\H\6LOW\6$1'
EURZQPRLVWPHGLXPGHQVH
6360
5
$/

637
60
4XDWHUQDU\$OOXYLDO'HSRVLWV
4D

'(6&5,37,21

7(677<3(6

'6
0'
6$
6 +
(,
',5(&76+($5
0$;,080'(16,7<
6,(9($1$/<6,6
6,(9($1'+<'520(7(5
(;3$16,21,1'(;

(OHYDWLRQ
IW

'HSWK
IW

*UDSKLF/RJ
6DPSOH1XPEHU
%ORZ&RXQW
'U\'HQVLW\
SFI

0RLVWXUH

86&66\PERO '(6&5,37,21
7\SHRI7HVW
'DWH

3URMHFW1DPH

3URMHFW1XPEHU

(OHYDWLRQRI7RSRI+ROH

+ROH/RFDWLRQ
6HH*HRWHFKQLFDO0DS
'ULOOLQJ&RPSDQ\

7\SHRI5LJ

'URS

'ULYH:HLJKW

+ROH'LDPHWHU

%%8/.6$03/(
55,1*6$03/(
&$0RGLILHG6DPSOHU

**5$%6$03/(
63767$1'$5'3(1(75$7,21
7(676$03/(
*5281':$7(57$%/(
*HRWHFKQLFDO%RULQJ/RJ%RUHKROH+6
&RQW

a

06/

SRXQGV
/RJJHG%\--9
6DPSOHG%\--9
&KHFNHG%\5/'
3DJHRI
5

7UXFN0RXQWHG5LJ
&KRLFH'ULOOLQJ
0:,*$UFDGLD
0RWHO

*RRJOH(DUWK

7RWDO'HSWK
*URXQGZDWHU1RW(QFRXQWHUHG
&DYLQJ
1R&DYLQJ
%DFNILOOHGZLWK&XWWLQJVRQ

#
6LOW\6$1'
EURZQPRLVWYHU\GHQVH
6:60
60WR

6:60
60 #
6$1'ZLWK6LOW
EURZQGU\YHU\GHQVH
#
6LOW\6$1'WR6$1'ZLWK6LOW
SDOHEURZQGU\
YHU\GHQVH
#
6$1'ZLWK6LOW
EURZQGU\YHU\GHQVH
#
125(&29(5<

637

637
5
5
6:60

7+,66800$5<$33/,(621/<$77+(/2&$7,21
2)7+,6%25,1*$1'$77+(7,0(2)'5,//,1*
68%685)$&(&21',7,2160$<',))(5$727+(5
/2&$7,216$1'0$<&+$1*($77+,6/2&$7,21
:,7+7+(3$66$*(2)7,0(7+('$7$
35(6(17(',6$6,03/,),&$7,212)7+($&78$/
&21',7,216(1&2817(5('7+('(6&5,37,216
3529,'('$5(48$/,7$7,9(),(/''(6&5,37,216
$1'$5(127%$6('2148$17,7$7,9(
(1*,1((5,1*$1$/<6,6
&1&2162/,'$7,21
&5&25526,21
$/$77(5%(5*/,0,76
&2&2//$36(6:(//
5959$/8(
3$66,1*6,(9(
',5(&76+($5
0$;,080'(16,7<
6,(9($1$/<6,6
6,(9($1'+<'520(7(5
(;3$16,21,1'(;
7(677<3(6

'6
0'
6$
6 +
(,
6$03/(7<3(6

%%8/.6$03/(
55,1*6$03/(
&$0RGLILHG6DPSOHU

**5$%6$03/(
63767$1'$5'3(1(75$7,21
7(676$03/(
*5281':$7(57$%/(

7\SHRI7HVW'(6&5,37,21
86&66\PERO
0RLVWXUH

'U\'HQVLW\
SFI

%ORZ&RXQW
6DPSOH1XPEHU
*UDSKLF/RJ
'HSWK
IW

(OHYDWLRQ
IW

+ROH'LDPHWHU

+ROH/RFDWLRQ
6HH*HRWHFKQLFDO0DS
'URS

7\SHRI5LJ

3URMHFW1XPEHU

(OHYDWLRQRI7RSRI+ROH
'ULYH:HLJKW

'ULOOLQJ&RPSDQ\

3URMHFW1DPH

'DWH

*HRWHFKQLFDO%RULQJ/RJ%RUHKROH+6
a
06/

SRXQGV
/RJJHG%\--9
6DPSOHG%\--9
&KHFNHG%\5/'
3DJHRI
#
$VSKDOW&RQFUHWH1R$JJUHJDWH%DVH
6&60 #
&OD\H\6LOW\6$1'
EURZQVOLJKWO\PRLVWGHQVH
60 #
6LOW\6$1'ZLWK*UDYHO
EURZQPRLVWPHGLXP
GHQVH
#
&OD\H\6LOW\6$1'
EURZQVOLJKWO\PRLVWGHQVH

#
&OD\H\6LOW\6$1'
EURZQPRLVWGHQVH
#
6LOW\6$1'
EURZQPRLVWPHGLXPGHQVH
%

5

7UXFN0RXQWHG5LJ
&KRLFH'ULOOLQJ
0:,*$UFDGLD
0RWHO

*RRJOH(DUWK

637

#
6LOW\6$1'
EURZQVOLJKWO\PRLVWYHU\GHQVH
6&605
'6

(,
&5

5
5
7RWDO'HSWK
*URXQGZDWHU1RW(QFRXQWHUHG
&DYLQJ
1R&DYLQJ
%DFNILOOHGZLWK&XWWLQJVRQ

60

4XDWHUQDU\$OOXYLDO'HSRVLWV
4D

'6
0'
6$
6 +
(,
6$03/(7<3(6

%%8/.6$03/(
55,1*6$03/(
&$0RGLILHG6DPSOHU

**5$%6$03/(
63767$1'$5'3(1(75$7,21
7(676$03/(
*5281':$7(57$%/(

7\SHRI7HVW'(6&5,37,21
86&66\PERO
0RLVWXUH

'U\'HQVLW\
SFI

%ORZ&RXQW
6DPSOH1XPEHU
*UDSKLF/RJ
'HSWK
IW

(OHYDWLRQ
IW

+ROH'LDPHWHU

+ROH/RFDWLRQ
6HH*HRWHFKQLFDO0DS
'URS

7\SHRI5LJ

3URMHFW1XPEHU

(OHYDWLRQRI7RSRI+ROH
'ULYH:HLJKW

'ULOOLQJ&RPSDQ\

3URMHFW1DPH

'DWH

*HRWHFKQLFDO%RULQJ/RJ%RUHKROH,
/RJJHG%\-01
6DPSOHG%\-01
&KHFNHG%\5/'
3DJHRI
#
$VSKDOW&RQFUHWH1R$JJUHJDWH%DVH
7RWDO'HSWK
*URXQGZDWHUQRW(QFRXQWHUHG
3HUIRUDWHG3LSHZLWK)LOWHU6RFN,QVWDOOHG
6XUURXQGHGE\*UDYHODQG3UHVRDNHGRQ
%DFNILOOHGZLWK&XWWLQJVDQG&DSSHGZLWK$&&ROG3DWFK
2Q
a
06/

SRXQGV

5

637
60WR #
6LOW\6$1'WR6DQG\&/$<
SDOHEURZQVOLJKWO\
PRLVWORRVHPHGLXPVWLII
6& #
&OD\H\6$1'
EURZQPRLVWPHGLXPGHQVH

7UXFN0RXQWHG5LJ
&KRLFH'ULOOLQJ
0:,*$UFDGLD
&RORUDGR3O

&/

4XDWHUQDU\$OOXYLDO'HSRVLWV
4D

'6
0'
6$
6 +
(,
6$03/(7<3(6

%%8/.6$03/(
55,1*6$03/(
&$0RGLILHG6DPSOHU

**5$%6$03/(
63767$1'$5'3(1(75$7,21
7(676$03/(
*5281':$7(57$%/(

7\SHRI7HVW'(6&5,37,21
86&66\PERO
0RLVWXUH

'U\'HQVLW\
SFI

%ORZ&RXQW
6DPSOH1XPEHU
*UDSKLF/RJ
'HSWK
IW

(OHYDWLRQ
IW

+ROH'LDPHWHU

+ROH/RFDWLRQ
6HH*HRWHFKQLFDO0DS
'URS

7\SHRI5LJ

3URMHFW1XPEHU

(OHYDWLRQRI7RSRI+ROH
'ULYH:HLJKW

'ULOOLQJ&RPSDQ\

3URMHFW1DPH

'DWH

*HRWHFKQLFDO%RULQJ/RJ%RUHKROH,
/RJJHG%\-01
6DPSOHG%\-01
&KHFNHG%\5/'
3DJHRI
#
$VSKDOW&RQFUHWH1R$JJUHJDWH%DVH
7RWDO'HSWK
*URXQGZDWHUQRW(QFRXQWHUHG
3HUIRUDWHG3LSHZLWK)LOWHU6RFN,QVWDOOHG
6XUURXQGHGE\*UDYHODQG3UHVRDNHGRQ
%DFNILOOHGZLWK&XWWLQJV2Q
a
06/

SRXQGV

5

637 6:60 #
6$1'ZLWK6LOW
EURZQGU\PHGLXPGHQVH
&/ #
6DQG\&/$<
EURZQPRLVWPHGLXPVWLII

7UXFN0RXQWHG5LJ
&KRLFH'ULOOLQJ
0:,*$UFDGLD
&RORUDGR3O

4XDWHUQDU\$OOXYLDO'HSRVLWV
4D

'6
0'
6$
6 +
(,
6$03/(7<3(6

%%8/.6$03/(
55,1*6$03/(
&$0RGLILHG6DPSOHU

**5$%6$03/(
63767$1'$5'3(1(75$7,21
7(676$03/(
*5281':$7(57$%/(

7\SHRI7HVW'(6&5,37,21
86&66\PERO
0RLVWXUH

'U\'HQVLW\
SFI

%ORZ&RXQW
6DPSOH1XPEHU
*UDSKLF/RJ
'HSWK
IW

(OHYDWLRQ
IW

+ROH'LDPHWHU

+ROH/RFDWLRQ
6HH*HRWHFKQLFDO0DS
'URS

7\SHRI5LJ

3URMHFW1XPEHU

(OHYDWLRQRI7RSRI+ROH
'ULYH:HLJKW

'ULOOLQJ&RPSDQ\

3URMHFW1DPH

'DWH

*HRWHFKQLFDO%RULQJ/RJ%RUHKROH,
/RJJHG%\--9
6DPSOHG%\--9
&KHFNHG%\5/'
3DJHRI
#
$VSKDOW&RQFUHWH1R$JJUHJDWH%DVH
7RWDO'HSWK
*URXQGZDWHUQRW(QFRXQWHUHG
3HUIRUDWHG3LSHZLWK)LOWHU6RFN,QVWDOOHG
6XUURXQGHGE\*UDYHODQG3UHVRDNHGRQ
%DFNILOOHGZLWK&XWWLQJV2Q

a
06/

SRXQGV

5
637
6:60 #
6$1'ZLWK6LOW
EURZQGU\YHU\GHQVH

60 #
6LOW\6$1'
EURZQGU\GHQVH

7UXFN0RXQWHG5LJ
&KRLFH'ULOOLQJ
0:,*$UFDGLD
0RWHO

637

#
&OD\H\6LOW\6$1'
EURZQYHU\PRLVWPHGLXP
GHQVH
6&60
%

*RRJOH(DUWK

4XDWHUQDU\$OOXYLDO'HSRVLWV
4D

'6
0'
6$
6 +
(,
6$03/(7<3(6

%%8/.6$03/(
55,1*6$03/(
&$0RGLILHG6DPSOHU

**5$%6$03/(
63767$1'$5'3(1(75$7,21
7(676$03/(
*5281':$7(57$%/(

7\SHRI7HVW'(6&5,37,21
86&66\PERO
0RLVWXUH

'U\'HQVLW\
SFI

%ORZ&RXQW
6DPSOH1XPEHU
*UDSKLF/RJ
'HSWK
IW

(OHYDWLRQ
IW

+ROH'LDPHWHU

+ROH/RFDWLRQ
6HH*HRWHFKQLFDO0DS
'URS

7\SHRI5LJ

3URMHFW1XPEHU

(OHYDWLRQRI7RSRI+ROH
'ULYH:HLJKW

'ULOOLQJ&RPSDQ\

3URMHFW1DPH

'DWH

637

#
&OD\H\6LOW\6$1'
EURZQYHU\PRLVWPHGLXP
GHQVH
6&60
6360
%

4XDWHUQDU\$OOXYLDO'HSRVLWV
4D

Appendix C
Laboratory Test Results

Project No. 25041-01 C-1 June 2025

APPENDIX C

Laboratory Testing Procedures and Test Results

ȋȌ
ȀȋȌǡ Ǥ
Ǥ

ǣ ȋ ʹʹͳ͸Ȍ
ȋʹͻ͵͹Ȍ Ȁ
ǤǤ
ǡ
Ǥ

ǣ

ǡͶͺʹͻǤ

ͷͲ

ͻͲ

Ǥ ͳǦ
Ǧ
ͶǦ
Ǧ

ͳͶͶ

ǤǤ
Sample
Location
Expansion
Index
Expansion
Potential*

Ǧʹ̷ͳǦͷ ͳ

ǦͶ̷ͳǦͷ ͳ
ȗͶͺʹͻ

Ȁ ǣǡ
ȋͶʹͳȌǤ ʹͲͲȋͳͳͶͲȌǤ
ǡǤʹͲͲ ǤǤ

͸ͻͳ͵ȋȌǤ

Sample
Location
Description % Passing # 200
Sieve

Ǧʹ̷ͳͷ Ͷ

Ǧʹ̷ʹͷ ͵ͺ

Ǧʹ̷͵ͷ ʹͻ

Ǧ͵̷ʹͷ ͵͹

ǦͶ̷ͳǦͷ ʹͷ

APPENDIX C (Cont’d)

Laboratory Testing Procedures and Test Results

Project No. 25041-01 C-2 June 2025

ǣ
ȋǲǳȌ

Ͷ͵ͳͺ

Ǧ
ǣ

Sample
Location
Liquid Limit
(%)

Plastic Limit
(%)
Plasticity Index
(%)
USCS Soil
Classification

Ǧʹ̷͹Ǥͷ ʹ͵ ͳͻ Ͷ Ǧ

Ǧ͵̷ʹͷ ʹͶ ͳ͹ ͹ Ǧ

ǣ

ͳͷͷ͹Ǥ ǣ

Sample
Location Sample Description
Maximum
Dry Density
(pcf)
Optimum
Moisture
Content (%)

Ǧʹ̷ͳǦͷ ͳ͵ͲǤͷ ͺǤͷ

ǣ
ʹͶ͵ͷǤȋʹǤͶ
ͳ
Ȍ

Ǥ

ǲǳ

Ǥ

Ǥ

Ǥ

ǣ
Ǧǡ
ʹͶǤ Ǧǡ Ǧ ǡ
Ǧ
ȋ͵ͲͺͲȌǤǤ

APPENDIX C (Cont’d)

Laboratory Testing Procedures and Test Results

Project No. 25041-01 C-3 June 2025
ǣ

ȋͶͳ͹ȌǤ

Ǧ
ǤǤ
Sample
Location
Sulfate Content
(ppm)
Sulfate Exposure
Class *

Ǧʹ̷ͳǦͷ ͺ Ͳ

ǦͶ̷ͳǦͷ ͵ʹ Ͳ
ȗ
͵ͳͺǦͳͶǡͳͻǤ͵ǤͳǤͳ

ǣ

ȋȌ
ͶʹʹǤǤ

Sample Location Chloride Content, ppm

Ǧʹ̷ͳǦͷ ʹͺ

ǦͶ̷ͳǦͷ ʹͻ

ǣ

͸Ͷ͵

Ǥ
Ǥ

Sample
Location pH Minimum Resistivity
(ohms-cm)

Ǧʹ̷ͳǦͷ ͹Ǥ͸ ͳͷǡͶͳͲ

ǦͶ̷ͳǦͷ ͹ǤͶ ͳ͵ǡͶͲͲ

Project Name: Tested By: GB/JD Date: 04/17/25
Project No.: Checked By: J. Ward Date: 04/30/25
Boring No.: Depth (ft.):

Sample No.: Sample Type:

Soil Identification:

Sample Diameter (in.): 2.415
Sample Thickness (in.): 1.000
Weight of Sample + ring (g): 191.83
Weight of Ring (g): 44.27
Height after consol. (in.): 0.9688
Before Test
Wt. of Wet Sample+Cont. (g): 177.47
Wt. of Dry Sample+Cont. (g): 169.32
Weight of Container (g): 39.71
Initial Moisture Content (%) 6.3
Initial Dry Density (pcf) 115.5
Initial Saturation (%): 37
Initial Vertical Reading (in.) 0.1162
After Test
Wt. of Wet Sample+Cont. (g): 256.34
Wt. of Dry Sample+Cont. (g): 237.37
Weight of Container (g): 57.28
Final Moisture Content (%) 13.97
Final Dry Density (pcf): 116.6
Final Saturation (%): 85
Final Vertical Reading (in.) 0.1507
Specific Gravity (assumed): 2.70
Water Density (pcf): 62.43

0.10 0.1165 0.9997 0.00 0.03 0.459 0.03

0.25 0.1190 0.9972 0.05 0.28 0.457 0.23

0.50 0.1209 0.9953 0.12 0.47 0.455 0.35

1.00 0.1247 0.9916 0.21 0.84 0.451 0.63

1.00 0.1250 0.9912 0.21 0.88 0.450 0.67

2.00 0.1286 0.9877 0.31 1.24 0.446 0.92

4.00 0.1346 0.9816 0.41 1.84 0.439 1.43

8.00 0.1437 0.9726 0.52 2.75 0.427 2.23

16.00 0.1603 0.9560 0.64 4.41 0.405 3.77

8.00 0.1589 0.9573 0.59 4.27 0.406 3.68

4.00 0.1573 0.9590 0.53 4.11 0.408 3.58

1.00 0.1531 0.9631 0.39 3.69 0.412 3.30

0.50 0.1507 0.9655 0.33 3.45 0.41 3.120

ONE-DIMENSIONAL CONSOLIDATION
ASTM D 2435
25041-01
Arcadia
Deformation
% of Sample
Thickness
Final
Reading
(in.)
PROPERTIES of SOILS
Ring
Void
Ratio
Pressure
(p)
(ksf) Time Dial Rdgs.
(in.)Date
Apparent
Thickness
(in.)
Load
Compliance
(%)
HS-2
R-2
Square
Root of
Time
Corrected
Deforma-
tion (%)
Olive brown silty sand (SM)
Time Readings
Elapsed
Time (min)

7.5 0.400

0.410

0.420

0.430

0.440

0.450

0.460

0.470

0.10 1.00 10.00
100.

Void Ratio
Pressure, p (ksf)
Inundate with
Tap water
Consol HS-2, R-2 @ 7.5
Initial Final Initial Final Initial Final Initial Final Soil Identification:

Boring
No.

Sample
No.

Depth
(ft.)
Moisture
Content (%)

ONE-DIMENSIONAL CONSOLIDATION
PROPERTIES of SOILS
ASTM D 2435

14.0 116.6HS-2 R-2 6.3
Olive brown silty sand (SM)
Project No.:

Arcadia
04-25
25041-01
Time Readings

0.414 37 85115.5
Degree of
Saturation (%)Dry Density (pcf)

0.460
Void Ratio

7.5 0.0000

0.2000

0.4000

0.6000

0.8000

1.0000

1.2000

0.1 1.0
Deformation Dial Reading (in.)
Log of Time (min.)

0.00 0.50

1.00 1.50

2.00 2.50

3.00 3.50

4.00 0.10 1.00 10.00 100.00
Deformation (%)
Pressure, p (ksf)

0.0000

0.2000

0.4000

0.6000

0.8000

1.0000

1.2000

0.0 10.0
Square Root of Time (min.1/2)
Inundate with
Tap water
Project Name: Arcadia Tested By: G. Bathala Date: 04/23/25 Project No.: 25041-01 Checked By: J. Ward Date: 04/30/25 Boring No.: Sample Type: 90% Remold
Sample No.: Depth (ft.): 1-5
Soil Identification:

2.415 2.415 2.415

1.000 1.000 1.000
199.35 196.45 199.23

45.39 42.26 44.97
Before Shearing
218.81 218.81 218.81
207.98 207.98 207.98

77.77 77.77 77.77

0.2626 0.2739 0.0000

0.2713 0.2884 -0.0245
After Shearing
225.12 217.32 209.92
207.21 199.34 192.80

67.40 59.14 52.64

2.70 2.70 2.70

62.43 62.43 62.43
HS-2
Dark brown silty sand (SM)
Sample Diameter(in):

Weight of Wet Sample+Cont.(gm):

Vertical Rdg.(in): Final
Vertical Rdg.(in): Initial
Sample Thickness(in.):

Weight of Sample + ring(gm):

B-1
',5(&76+($57(67
&RQVROLGDWHG'UDLQHG$670'
Water Density(pcf):

Specific Gravity (Assumed):

Weight of Container(gm):

Weight of Dry Sample+Cont.(gm):

Weight of Ring(gm):

Weight of Container(gm):

Weight of Dry Sample+Cont.(gm):

Weight of Wet Sample+Cont.(gm):

DS HS-2, B-1 @ 1-5
Normal Stress (kip/ft²)
Peak Shear Stress (kip/ft²)
Shear Stress @ End of Test (ksf)
Deformation Rate (in./min.)
Initial Sample Height (in.)
Diameter (in.)
Initial Moisture Content (%)
Dry Density (pcf)
Saturation (%)
Soil Height Before Shearing (in.)
Final Moisture Content (%)
04-25
Project No.: 25041-01
Sample Type:
90% Remold
Dark brown silty sand (SM)

52.7 0.9913

12.8 Arcadia',5(&76+($57(675(68/76
&RQVROLGDWHG'UDLQHG$670'

53.1 0.9755

12.2 1.000

0.912

0.777

0.0033

1.000

2.415

1.000

2.415

2.000

1.625

1.449

0.0033

4.000

3.122

2.804

0.0033

53.0 0.9855

12.8 Soil Identification:

8.32 118.4

8.32 118.2 118.4

1.000

2.415

8.32 Boring No.

Sample No.

Depth (ft)
HS-2
B-1
1-5

6KHDU6WUHVV
NVI

+RUL]RQWDO'HIRUPDWLRQ
LQ

6KHDU6WUHVV
NVI

1RUPDO6WUHVV
NVI

DS HS-2, B-1 @ 1-5
Project Name: MWIG - Arcadia Tested By: J. Domingo Date: 06/04/25 Project No.: 25041-01 Checked By: J. Ward Date: 06/12/25 Boring No.: Sample Type: Ring
Sample No.: Depth (ft.): 7.5
Soil Identification:

2.415 2.415 2.415

1.000 1.000 1.000
175.86 176.56 178.72

45.03 45.39 42.81
Before Shearing
172.82 172.82 172.82
165.19 165.19 165.19

67.11 67.11 67.11

0.2737 0.2863 0.0000

0.2903 0.3168 -0.0573
After Shearing
193.66 199.08 201.22
166.85 174.96 180.45

49.74 56.35 57.05

2.70 2.70 2.70

62.43 62.43 62.43
',5(&76+($57(67
&RQVROLGDWHG'UDLQHG$670'
Water Density(pcf):

Specific Gravity (Assumed):

Weight of Container(gm):

Weight of Dry Sample+Cont.(gm):

Weight of Ring(gm):

Weight of Container(gm):

Weight of Dry Sample+Cont.(gm):

Weight of Wet Sample+Cont.(gm):

HS-4
Brown silty sand with gravel (SM)g
Sample Diameter(in):

Weight of Wet Sample+Cont.(gm):

Vertical Rdg.(in): Final
Vertical Rdg.(in): Initial
Sample Thickness(in.):

Weight of Sample + ring(gm):

R-2
DS HS-4, R-2 @ 7.5
Normal Stress (kip/ft²)
Peak Shear Stress (kip/ft²)
Shear Stress @ End of Test (ksf)
Deformation Rate (in./min.)
Initial Sample Height (in.)
Diameter (in.)
Initial Moisture Content (%)
Dry Density (pcf)
Saturation (%)
Soil Height Before Shearing (in.)
Final Moisture Content (%)
104.9

1.000

2.415

7.78 Boring No.

Sample No.

Depth (ft)
HS-4
R-2

7.5 31.6

0.9695

20.3 Soil Identification:

7.78 101.2

7.78 101.0

1.185

0.0033

4.000

2.842

2.836

0.0033

1.000

0.742

0.732

0.0033

1.000

2.415

1.000

2.415

2.000

1.191

31.4 0.9834

22.9 MWIG - Arcadia
',5(&76+($57(675(68/76
&RQVROLGDWHG'UDLQHG$670'

34.6 0.9427

16.8 06-25
Project No.: 25041-01
Sample Type:

Ring
Brown silty sand with gravel
(SM)g

6KHDU6WUHVV
NVI

+RUL]RQWDO'HIRUPDWLRQ
LQ

6KHDU6WUHVV
NVI

1RUPDO6WUHVV
NVI

DS HS-4, R-2 @ 7.5

Appendix D
Infiltration Test Results

ǣ
ȋ

Ȍ
ͳͲ
ͺ
͵
ǦȀǦ
Ǥ
ȋʹͶǣ
Ȍ

ȋʹͶǣ
Ȍ

ȋȌ

ȋȌ

ȋȌ

ȋȌ
Ǧ ͺǣ͵ͻ ͻǣͲͻ ͵ͲǤͲ ͹ǤͲʹ ͹Ǥ͸͸ ͲǤ͸Ͷ

ͳ ͻǣͳͲ ͻǣͶͲ ͵ͲǤͲ ͹ǤͲͲ ͹Ǥͷͺ ͲǤͷͺ ͸Ǥ͸͵ ͲǤ͹
ʹ ͻǣͶͳ ͳͲǣͳͳ ͵ͲǤͲ ͹ǤͲͲ ͹Ǥͷͺ ͲǤͷͺ ͸Ǥ͸͵ ͲǤ͹
͵ ͳͲǣͳͺ ͳͲǣͶͺ ͵ͲǤͲ ͹ǤͲʹ ͹Ǥ͸ͳ ͲǤͷͻ ͸Ǥͷͻ ͲǤ͹
Ͷ ͳͲǣͷͲ ͳͳǣʹͲ ͵ͲǤͲ ͸Ǥͻͺ ͹Ǥͷ͵ ͲǤͷͷ ͸Ǥ͸͹ ͲǤ͹
ͷ ͳͳǣʹʹ ͳͳǣͷʹ ͵ͲǤͲ ͹ǤͲʹ ͹Ǥ͸ͳ ͲǤͷͻ ͸Ǥͷͻ ͲǤͺ
͸ ͳͳǣͷͶ ͳʹǣʹͶ ͵ͲǤͲ ͸Ǥͻͺ ͹Ǥͷʹ ͲǤͷͶ ͸Ǥ͸͹ ͲǤ͹
ͲǤ͹

ǣ ǣ

ͳ͵ͳ
ǡǡͻʹ͸͹ʹǤȋͻͶͻȌ͵͸ͻǦ͸ͳͶͳ
ǣ

Ǧ

ǣ ʹͷͲͶͳǦͲͳ
ǣ ͶȀͳͷȀʹͲʹͷ

Ǧͳ
ȋ
Ȍ
ȋȌȗǣ ȋȌǣ
ȋ
Ȍǣ ȋȌǣ
ȋ
Ȍǣ ȋȌǣ
ȗ

Ǥ
ȋʹͶǣ
Ȍ

ȋʹͶǣ
Ȍ

ǡ
ȋȌ

ǡ
ȋȌ

ǡ
ȋȌ

ǣͲ͸ȀʹͲʹͳ
ǣ͸ȀʹʹȀʹͲʹ͵

ǡ
ȋȌ

ḭ̑ʹȌ

ȋȀȌ

ǣ
ȋ

Ȍ
ͳͷ
ͺ
͵
ǦȀǦ
Ǥ
ȋʹͶǣ
Ȍ

ȋʹͶǣ
Ȍ

ȋȌ

ȋȌ

ȋȌ

ȋȌ
Ǧ ͺǣͶͶ ͻǣͲ͸ ʹʹǤͲ ͳʹǤͲͷ ͳͷ ʹǤͻͷ

ͳ ͻǣͲ͹ ͻǣͳ͹ ͳͲǤͲ ͳͳǤ͹Ͳ ͳ͵Ǥͺ͵ ʹǤͳ͵ ͹Ǥʹ͸ ͹ǤͶ
ʹ ͻǣʹͲ ͻǣ͵͵ ͳ͵ǤͲ ͳͳǤͻͷ ͳͶǤ͵ͷ ʹǤͶͲ ͸Ǥ͹Ͷ ͸Ǥͻ
͵ ͻǣ͵ͺ ͻǣͶͺ ͳͲǤͲ ͳͳǤͻ͵ ͳ͵ǤͺͶ ͳǤͻͳ ͸Ǥ͹ͺ ͹Ǥͳ
Ͷ ͻǣͷͲ ͳͲǣͲͲ ͳͲǤͲ ͳͳǤͻʹ ͳ͵Ǥͺͺ ͳǤͻ͸ ͸ǤͺͲ ͹Ǥʹ
ͷ ͳͲǣͲ͵ ͳͲǣͳ͵ ͳͲǤͲ ͳͳǤͻͶ ͳ͵ǤͺͲ ͳǤͺ͸ ͸Ǥ͹͸ ͸Ǥͻ
͸ ͳͲǣͳͷ ͳͲǣʹͷ ͳͲǤͲ ͳͳǤͻͲ ͳ͵Ǥ͹Ͷ ͳǤͺͶ ͸ǤͺͶ ͸Ǥͺ
͹ ͳͲǣʹͺ ͳͲǣ͵ͺ ͳͲǤͲ ͳͳǤͻͶ ͳ͵Ǥ͹͹ ͳǤͺ͵ ͸Ǥ͹͸ ͸Ǥͺ
ͺ ͳͲǣͶͳ ͳͲǣͷͳ ͳͲǤͲ ͳͳǤͻ͵ ͳ͵Ǥ͹ͺ ͳǤͺͷ ͸Ǥ͹ͺ ͸Ǥͻ
ͻ ͳͲǣͷͶ ͳͳǣͲͶ ͳͲǤͲ ͳͳǤͻʹ ͳ͵Ǥͺʹ ͳǤͻͲ ͸ǤͺͲ ͹ǤͲ
ͳͲ ͳͳǣͲ͹ ͳͳǣͳ͹ ͳͲǤͲ ͳͳǤͻͺ ͳ͵Ǥͺͳ ͳǤͺ͵ ͸Ǥ͸͹ ͸Ǥͻ
ͳͳ ͳͳǣʹͲ ͳͳǣ͵Ͳ ͳͲǤͲ ͳͳǤͻʹ ͳ͵Ǥͺ ͳǤͺͺ ͸ǤͺͲ ͸Ǥͻ
ͳʹ ͳͳǣ͵͵ ͳͳǣͶ͵ ͳͲǤͲ ͳͳǤͻʹ ͳ͵Ǥͺ ͳǤͺͺ ͸ǤͺͲ ͸Ǥͻ
͸Ǥͻ

ǣ ǣ
ȋ
Ȍ

ͳ͵ͳ
ǡǡͻʹ͸͹ʹǤȋͻͶͻȌ͵͸ͻǦ͸ͳͶͳ
ǣ

Ǧ

ǣ ʹͷͲͶͳǦͲͳ
ǣ ͶȀͳͷȀʹͲʹͷ

Ǧʹ
ȋȌȗǣ ȋȌǣ
ȋ
Ȍǣ ȋȌǣ
ȋ
Ȍǣ ȋȌǣ
ȗ
ǣ͸ȀʹʹȀʹͲʹ͵

͵Ͳ
Ǥ
ȋʹͶǣ
Ȍ

ȋʹͶǣ
Ȍ

ǡ
ȋȌ

ǡ
ȋȌ

ǡ
ȋȌ

ǡ
ȋȌ

ḭ̑ʹȌ

ȋȀȌ

ǣͲ͸ȀʹͲʹͳ

>ŽĐĂƚŝŽŶ͗
dĞƐƚŚŽůĞĚŝŵĞŶƐŝŽŶƐ;ŝĨĐŝƌĐƵůĂƌͿ
ϭϱ
ϴ
ϯ
WƌĞͲ^ŽĂŬͬWƌĞͲdĞƐƚ
EŽ͘ ^ƚĂƌƚdŝŵĞ
;Ϯϰ͗,ZͿ
^ƚŽƉdŝŵĞ
;Ϯϰ͗,ZͿ
dŝŵĞ/ŶƚĞƌǀĂů
;ŵŝŶͿ
/ŶŝƚŝĂůĞƉƚŚƚŽ
tĂƚĞƌ;ĨĞĞƚͿ
&ŝŶĂůĞƉƚŚ
ƚŽtĂƚĞƌ;ĨĞĞƚͿ
dŽƚĂůŚĂŶŐĞ
ŝŶtĂƚĞƌ>ĞǀĞů
;ĨĞĞƚͿ
WƌĞͲdĞƐƚ ϳ͗Ϯϯ ϳ͗ϱϯ ϯϬ͘Ϭ ϭϯ͘ϵϵ ϭϰ͘ϳϵ Ϭ͘ϴ
DĂŝŶdĞƐƚĂƚĂ
ϭ ϳ͗ϱϴ ϴ͗Ϯϴ ϯϬ͘Ϭ ϭϭ͘ϵϭ ϭϰ͘ϯϴ Ϯ͘ϰϳ ϲ͘ϴϮ ϯ͘Ϭ
Ϯ ϴ͗ϯϮ ϴ͗ϰϮ ϭϬ͘Ϭ ϭϭ͘ϵϲ ϭϯ͘ϱϵ ϭ͘ϲϯ ϲ͘ϳϮ ϲ͘ϭ
ϯ ϴ͗ϰϱ ϴ͗ϱϱ ϭϬ͘Ϭ ϭϭ͘ϵϱ ϭϯ͘ϰϳ ϭ͘ϱϮ ϲ͘ϳϰ ϱ͘ϳ
ϰ ϴ͗ϱϳ ϵ͗Ϭϳ ϭϬ͘Ϭ ϭϭ͘ϵϲ ϭϯ͘ϰϰ ϭ͘ϰϴ ϲ͘ϳϮ ϱ͘ϱ
ϱ ϵ͗Ϭϵ ϵ͗ϭϵ ϭϬ͘Ϭ ϭϭ͘ϵϱ ϭϯ͘ϰϵ ϭ͘ϱϰ ϲ͘ϳϰ ϱ͘ϳ
ϲ ϵ͗ϮϮ ϵ͗ϯϮ ϭϬ͘Ϭ ϭϭ͘ϵϲ ϭϯ͘ϰϭ ϭ͘ϰϱ ϲ͘ϳϮ ϱ͘ϰ
ϳ ϵ͗ϯϰ ϵ͗ϰϰ ϭϬ͘Ϭ ϭϭ͘ϵϵ ϭϯ͘ϯϴ ϭ͘ϯϵ ϲ͘ϲϱ ϱ͘ϯ
ϴ ϵ͗ϰϱ ϵ͗ϱϱ ϭϬ͘Ϭ ϭϭ͘ϵϴ ϭϯ͘ϰϰ ϭ͘ϰϲ ϲ͘ϲϳ ϱ͘ϱ
ϵ ϵ͗ϱϴ ϭϬ͗Ϭϴ ϭϬ͘Ϭ ϭϭ͘ϵϱ ϭϯ͘ϰϳ ϭ͘ϱϮ ϲ͘ϳϰ ϱ͘ϳ
ϭϬ ϭϬ͗ϭϮ ϭϬ͗ϮϮ ϭϬ͘Ϭ ϭϭ͘ϵϲ ϭϯ͘ϰϮ ϭ͘ϰϲ ϲ͘ϳϮ ϱ͘ϱ
ϭϭ ϭϬ͗Ϯϰ ϭϬ͗ϯϰ ϭϬ͘Ϭ ϭϭ͘ϵϱ ϭϯ͘ϰϬ ϭ͘ϰϱ ϲ͘ϳϰ ϱ͘ϰ
ϭϮ ϭϬ͗ϯϲ ϭϬ͗ϰϲ ϭϬ͘Ϭ ϭϭ͘ϵϭ ϭϯ͘ϯϮ ϭ͘ϰϭ ϲ͘ϴϮ ϱ͘Ϯ
ϭϯ ϭϬ͗ϱϵ ϭϭ͗Ϭϵ ϭϬ͘Ϭ ϭϭ͘ϵϳ ϭϯ͘ϯϵ ϭ͘ϰϮ ϲ͘ϳϬ ϱ͘ϯ
ϭϰ ϭϭ͗ϭϮ ϭϭ͗ϮϮ ϭϬ͘Ϭ ϭϭ͘ϵϲ ϭϯ͘ϯϳ ϭ͘ϰϭ ϲ͘ϳϮ ϱ͘ϯ
ϭϱ ϭϭ͗Ϯϰ ϭϭ͗ϯϰ ϭϬ͘Ϭ ϭϭ͘ϵϳ ϭϯ͘ϯϱ ϭ͘ϯϴ ϲ͘ϳϬ ϱ͘Ϯ
ϭϲ ϭϭ͗ϯϲ ϭϭ͗ϰϲ ϭϬ͘Ϭ ϭϭ͘ϵϱ ϭϯ͘ϰ ϭ͘ϰϱ ϲ͘ϳϰ ϱ͘ϰ
ϱ͘ϯ
d
d
^ŬĞƚĐŚ͗ EŽƚĞƐ͗
ZĂǁ
WĞƌĐŽůĂƚŝŽŶ
ZĂƚĞ;ŝŶͬŚƌͿ
/ŶĨŝůƚƌĂƚŝŽŶZĂƚĞ
&ĂĐƚŽƌŽĨ^ĂĨĞƚǇ
ĞƐŝŐŶ/ŶĨŝůƚƌĂƚŝŽŶZĂƚĞ
ĂƐĞĚŽŶ'ƵŝĚĞůŝŶĞƐĨƌŽŵ͗>ŽƵŶƚǇĚĂƚĞĚϬϲͬϮϬϮϭ
^ƉƌĞĂĚƐŚĞĞƚZĞǀŝƐĞĚŽŶ͗ϲͬϮϮͬϮϬϮϯ
ŽŵŵĞŶƚƐ
dƌŝĂůEŽ͘ ^ƚĂƌƚdŝŵĞ
;Ϯϰ͗,ZͿ
^ƚŽƉdŝŵĞ
;Ϯϰ͗,ZͿ
dŝŵĞ/ŶƚĞƌǀĂů͕
Δƚ;ŵŝŶͿ
/ŶŝƚŝĂůĞƉƚŚƚŽ
tĂƚĞƌ͕Ž
;ĨĞĞƚͿ
&ŝŶĂůĞƉƚŚƚŽ
tĂƚĞƌ͕Ĩ
;ĨĞĞƚͿ
ŚĂŶŐĞŝŶ
tĂƚĞƌ>ĞǀĞů͕
Δ;ĨĞĞƚͿ
^ƵƌĨĂĐĞƌĞĂŽĨ
dĞƐƚ^ĞĐƚŝŽŶ
;ĨĞĞƚΔϮͿ
ΎŵĞĂƐƵƌĞĚĂƚƚŝŵĞŽĨƚĞƐƚ
ŽƌŝŶŐĞƉƚŚ;ĨĞĞƚͿΎ͗ WŝƚĞƉƚŚ;ĨĞĞƚͿ͗
ŽƌŝŶŐŝĂŵĞƚĞƌ;ŝŶĐŚĞƐͿ͗ Wŝƚ>ĞŶŐƚŚ;ĨĞĞƚͿ͗
WŝƉĞŝĂŵĞƚĞƌ;ŝŶĐŚĞƐͿ͗ WŝƚƌĞĂĚƚŚ;ĨĞĞƚͿ͗
ĂƚĞ͗ ϱͬϮϵͬϮϬϮϱ
/Ͳϯ
dĞƐƚƉŝƚĚŝŵĞŶƐŝŽŶƐ;ŝĨƌĞĐƚĂŶŐƵůĂƌͿ
/ŶĨŝůƚƌĂƚŝŽŶdĞƐƚĂƚĂ^ŚĞĞƚ
>''ĞŽƚĞĐŚŶŝĐĂů͕/ŶĐ
ϭϯϭĂůůĞ/ŐůĞƐŝĂ^ƵŝƚĞ͕^ĂŶůĞŵĞŶƚĞ͕ϵϮϲϳϮƚĞů͘;ϵϰϵͿϯϲϵͲϲϭϰϭ WƌŽũĞĐƚEĂŵĞ͗ Dt/'ͲƌĐĂĚŝĂ
WƌŽũĞĐƚEƵŵďĞƌ͗ ϮϱϬϰϭͲϬϭ

>ŽĐĂƚŝŽŶ͗
dĞƐƚŚŽůĞĚŝŵĞŶƐŝŽŶƐ;ŝĨĐŝƌĐƵůĂƌͿ
ϭϱ
ϴ
ϯ
WƌĞͲ^ŽĂŬͬWƌĞͲdĞƐƚ
EŽ͘ ^ƚĂƌƚdŝŵĞ
;Ϯϰ͗,ZͿ
^ƚŽƉdŝŵĞ
;Ϯϰ͗,ZͿ
dŝŵĞ/ŶƚĞƌǀĂů
;ŵŝŶͿ
/ŶŝƚŝĂůĞƉƚŚƚŽ
tĂƚĞƌ;ĨĞĞƚͿ
&ŝŶĂůĞƉƚŚ
ƚŽtĂƚĞƌ;ĨĞĞƚͿ
dŽƚĂůŚĂŶŐĞ
ŝŶtĂƚĞƌ>ĞǀĞů
;ĨĞĞƚͿ
WƌĞͲdĞƐƚ ϴ͗Ϭϳ ϴ͗ϯϳ ϯϬ͘Ϭ ϭϮ͘ϭϱ ϭϰ͘Ϯ Ϯ͘Ϭϱ
DĂŝŶdĞƐƚĂƚĂ
ϭ ϴ͗ϯϵ ϴ͗ϰϵ ϭϬ͘Ϭ ϭϭ͘ϰϰ ϭϮ͘ϵϰ ϭ͘ϱϬ ϳ͘ϴϭ ϰ͘ϴ
Ϯ ϴ͗ϱϬ ϵ͗ϬϬ ϭϬ͘Ϭ ϭϭ͘ϵϯ ϭϯ͘Ϭϵ ϭ͘ϭϲ ϲ͘ϳϴ ϰ͘ϯ
ϯ ϵ͗ϬϮ ϵ͗ϭϮ ϭϬ͘Ϭ ϭϭ͘ϴϱ ϭϮ͘ϵϮ ϭ͘Ϭϳ ϲ͘ϵϱ ϯ͘ϵ
ϰ ϵ͗ϭϰ ϵ͗ϱϬ ϯϲ͘Ϭ ϭϭ͘ϵϱ ϭϰ͘Ϭϳ Ϯ͘ϭϮ ϲ͘ϳϰ Ϯ͘Ϯ
ϱ ϵ͗ϱϯ ϭϬ͗Ϭϯ ϭϬ͘Ϭ ϭϭ͘ϴϬ ϭϮ͘ϵϴ ϭ͘ϭϴ ϳ͘Ϭϱ ϰ͘Ϯ
ϲ ϭϬ͗Ϭϱ ϭϬ͗ϭϱ ϭϬ͘Ϭ ϭϭ͘ϵϯ ϭϯ͘ϬϬ ϭ͘Ϭϳ ϲ͘ϳϴ ϰ͘Ϭ
ϳ ϭϬ͗ϭϴ ϭϬ͗Ϯϴ ϭϬ͘Ϭ ϭϭ͘ϵϴ ϭϯ͘ϭϬ ϭ͘ϭϮ ϲ͘ϲϳ ϰ͘Ϯ
ϴ ϭϬ͗ϯϮ ϭϬ͗ϰϮ ϭϬ͘Ϭ ϭϭ͘ϵϳ ϭϯ͘ϭϮ ϭ͘ϭϱ ϲ͘ϳϬ ϰ͘ϯ
ϵ ϭϭ͗Ϭϲ ϭϭ͗ϭϲ ϭϬ͘Ϭ ϭϭ͘ϴϮ ϭϮ͘ϴϮ ϭ͘ϬϬ ϳ͘Ϭϭ ϯ͘ϲ
ϭϬ ϭϭ͗ϭϴ ϭϭ͗Ϯϴ ϭϬ͘Ϭ ϭϭ͘ϵϱ ϭϮ͘ϴϲ Ϭ͘ϵϭ ϲ͘ϳϰ ϯ͘ϰ
ϭϭ ϭϭ͗ϯϬ ϭϭ͗ϰϬ ϭϬ͘Ϭ ϭϭ͘ϵϳ ϭϮ͘ϵϵ ϭ͘ϬϮ ϲ͘ϳϬ ϯ͘ϴ
ϭϮ ϭϭ͗ϰϯ ϭϭ͗ϱϯ ϭϬ͘Ϭ ϭϭ͘ϵϴ ϭϯ͘Ϭϰ ϭ͘Ϭϲ ϲ͘ϲϳ ϰ͘Ϭ
ϭϯ ϭϭ͗ϱϳ ϭϮ͗Ϭϳ ϭϬ͘Ϭ ϭϭ͘ϵϯ ϭϯ͘Ϭϱ ϭ͘ϭϮ ϲ͘ϳϴ ϰ͘Ϯ
ϭϰ ϭϮ͗Ϭϵ ϭϮ͗ϭϵ ϭϬ͘Ϭ ϭϭ͘ϵϱ ϭϯ͘ϭϬ ϭ͘ϭϱ ϲ͘ϳϰ ϰ͘ϯ
ϭϱ ϭϮ͗Ϯϱ ϭϮ͗ϯϱ ϭϬ͘Ϭ ϭϭ͘ϵϳ ϭϯ͘ϭϴ ϭ͘Ϯϭ ϲ͘ϳϬ ϰ͘ϱ
ϭϲ ϭϮ͗ϯϴ ϭϮ͗ϰϴ ϭϬ͘Ϭ ϭϭ͘ϵϱ ϭϯ͘ϭϰ ϭ͘ϭϵ ϲ͘ϳϰ ϰ͘ϰ
ϰ͘ϰ
d
d
^ŬĞƚĐŚ͗ EŽƚĞƐ͗
ZĂǁ
WĞƌĐŽůĂƚŝŽŶ
ZĂƚĞ;ŝŶͬŚƌͿ
/ŶĨŝůƚƌĂƚŝŽŶZĂƚĞ
&ĂĐƚŽƌŽĨ^ĂĨĞƚǇ
ĞƐŝŐŶ/ŶĨŝůƚƌĂƚŝŽŶZĂƚĞ
ĂƐĞĚŽŶ'ƵŝĚĞůŝŶĞƐĨƌŽŵ͗>ŽƵŶƚǇĚĂƚĞĚϬϲͬϮϬϮϭ
^ƉƌĞĂĚƐŚĞĞƚZĞǀŝƐĞĚŽŶ͗ϲͬϮϮͬϮϬϮϯ
ŽŵŵĞŶƚƐ
dƌŝĂůEŽ͘ ^ƚĂƌƚdŝŵĞ
;Ϯϰ͗,ZͿ
^ƚŽƉdŝŵĞ
;Ϯϰ͗,ZͿ
dŝŵĞ/ŶƚĞƌǀĂů͕
Δƚ;ŵŝŶͿ
/ŶŝƚŝĂůĞƉƚŚƚŽ
tĂƚĞƌ͕Ž
;ĨĞĞƚͿ
&ŝŶĂůĞƉƚŚƚŽ
tĂƚĞƌ͕Ĩ
;ĨĞĞƚͿ
ŚĂŶŐĞŝŶ
tĂƚĞƌ>ĞǀĞů͕
Δ;ĨĞĞƚͿ
^ƵƌĨĂĐĞƌĞĂŽĨ
dĞƐƚ^ĞĐƚŝŽŶ
;ĨĞĞƚΔϮͿ
ΎŵĞĂƐƵƌĞĚĂƚƚŝŵĞŽĨƚĞƐƚ
ŽƌŝŶŐĞƉƚŚ;ĨĞĞƚͿΎ͗ WŝƚĞƉƚŚ;ĨĞĞƚͿ͗
ŽƌŝŶŐŝĂŵĞƚĞƌ;ŝŶĐŚĞƐͿ͗ Wŝƚ>ĞŶŐƚŚ;ĨĞĞƚͿ͗
WŝƉĞŝĂŵĞƚĞƌ;ŝŶĐŚĞƐͿ͗ WŝƚƌĞĂĚƚŚ;ĨĞĞƚͿ͗
ĂƚĞ͗ ϱͬϮϵͬϮϬϮϱ
/Ͳϰ
dĞƐƚƉŝƚĚŝŵĞŶƐŝŽŶƐ;ŝĨƌĞĐƚĂŶŐƵůĂƌͿ
/ŶĨŝůƚƌĂƚŝŽŶdĞƐƚĂƚĂ^ŚĞĞƚ
>''ĞŽƚĞĐŚŶŝĐĂů͕/ŶĐ
ϭϯϭĂůůĞ/ŐůĞƐŝĂ^ƵŝƚĞ͕^ĂŶůĞŵĞŶƚĞ͕ϵϮϲϳϮƚĞů͘;ϵϰϵͿϯϲϵͲϲϭϰϭ WƌŽũĞĐƚEĂŵĞ͗ Dt/'ͲƌĐĂĚŝĂ
WƌŽũĞĐƚEƵŵďĞƌ͗ ϮϱϬϰϭͲϬϭ

Appendix E
General Earthwork & Grading Specifications
for Rough Grading

General Earthwork and Grading Specifications for Rough Grading

1.0 General

1.1 Intent
7KHVH *HQHUDO (DUWKZRUN DQG *UDGLQJ 6SHFLILFDWLRQV DUH IRU WKH JUDGLQJ DQGHDUWKZRUN VKRZQRQWKHDSSURYHGJUDGLQJSODQ
V
DQGRULQGLFDWHGLQWKHJHRWHFKQLFDOUHSRUW
V
7KHVH
6SHFLILFDWLRQV DUH D SDUW RI WKH UHFRPPHQGDWLRQV FRQWDLQHG LQ WKHJHRWHFKQLFDOUHSRUW V
,Q
FDVHRIFRQIOLFWWKHVSHFLILFUHFRPPHQGDWLRQVLQWKHJHRWHFKQLFDOUHSRUWVKDOOVXSHUVHGHWKHVH PRUH JHQHUDO 6SHFLILFDWLRQV 2EVHUYDWLRQV RI WKH HDUWKZRUN E\ WKH SURMHFW *HRWHFKQLFDO &RQVXOWDQW GXULQJ WKH FRXUVH RI JUDGLQJ PD\ UHVXOW LQ QHZ RU UH YLVHG UHFRPPHQGDWLRQV WKDWFRXOGVXSHUVHGHWKHVHVSHFLILFDWLRQVRUWKHUHFRPPHQGDWLRQVLQWKHJHRWHFKQLFDOUHSRUW V

1.2 The Geotechnical Consultant of Record

3ULRUWRFRPPHQFHPHQWRIZRUNWKHRZQHUVKDOOHPSOR\D TXDOLILHG*HRWHFKQLFDO&RQVXOWDQW RI 5HFRUG
*HRWHFKQLFDO &RQVXOWDQW
7KH *HRWHFKQLFDO &RQVXOWDQW VKDOO EH UHVSRQVLEOH IRU UHYLHZLQJWKH DSSURYHGJHRWHFKQLFDOUHSRUW
V
DQGDFFHSWLQJWKHDGHTXDF\RIWKHSUHOLPLQDU\
JHRWHFKQLFDO ILQGLQJV FRQFOXVLRQV DQG UHFRPPHQGDWLRQVSULRU WR WKH FRPPHQFHPHQWRI WKH JUDGLQJ

3ULRU WR FRPPHQFHPHQW RI JUDGLQJ WKH *HRWHFKQLFDO &RQVXOWDQW VKDOO UHYLHZ WKH ZRUN SODQSUHSDUHGE\WKH(DUWKZRUN&RQWUDFWRU
&RQWUDFWRU
DQGVFKHGXOHVXIILFLHQWSHUVRQQHOWR
SHUIRUPWKHDSSURSULDWHOHYHORIREVHUYDWLRQPDSSLQJDQGFRPSDFWLRQWHVWLQJ
'XULQJ WKH JUDGLQJ DQG HDUWKZRUN RSHUDWLRQV WKH *HRWHFKQLFDO &RQVXOWDQW VKDOO REVHUYH PDSDQGGRFXPHQWWKHVXEVXUIDFHH[SRVXUHVWRYHULI\WKHJHRWHFKQLFDOGHVLJQDVVXPSWLRQV,I WKH REVHUYHG FRQGLWLRQV DUH IRXQG WR EH VLJQLILFDQWO\ GLIIHUHQW WKDQ WKH LQWHUSUHWHG DVVXPSWLRQV GXULQJ WKH GHVLJQ SKDVH WKH *HRWHFKQLFDO &RQVXOWDQW VKDOO LQIRUP WKH RZQHU UHFRPPHQG DSSURSULDWH FKDQJHV LQ GHVLJQ WR DFFRPPRGDWH WKH REVHUYHG FRQGLWLRQV DQG QRWLI\WKHUHYLHZDJHQF\ZKHUHUHTXLUHG

7KH *HRWHFKQLFDO &RQVXOWDQW VKDOO REVHUYH WKH PRLVWXUHFRQGLWLRQLQJDQG SURFHVVLQJ RI WKH VXEJUDGHDQGILOOPDWHULDOVDQGSHUIRUPUHODWLYHFRPSDFWLRQWHVWLQJRIILOOWRFRQILUPWKDWWKH DWWDLQHGOHYHORIFRPSDFWLRQLVEHLQJDFFRPSOLVKHGDVVSHFLILHG7KH*HRWHFKQLFDO&RQVXOWDQW VKDOOSURYLGHWKHWHVWUHVXOWVWRWKHRZQHUDQGWKH&RQWUDFWRURQDURXWLQHDQGIUHTXHQWEDVLV

1.3 The Earthwork Contractor
7KH (DUWKZRUN &RQWUDFWRU
&RQWUDFWRU
VKDOO EH TXDOLILHGH[SHULHQFHGDQG NQRZOHGJHDEOH LQ HDUWKZRUN ORJLVWLFV SUHSDUDWLRQ DQG SURFHVVLQJ RI JURXQG WR UHFHLYH ILOO PRLVWXUH FRQGLWLRQLQJ DQG SURFHVVLQJ RI ILOO DQG FRPSDFWLQJ ILOO 7KH &RQWUDFWRU VKDOO UHYLHZ DQG DFFHSW WKH SODQV JHRWHFKQLFDO UHSRUW
V
DQG WKHVH 6SHFLILFDWLRQV SULRU WR FRPPHQFHPHQW RI JUDGLQJ7KH &RQWUDFWRUVKDOO EH VROHO\UHVSRQVLEOHIRUSHUIRUPLQJWKHJUDGLQJLQDFFRUGDQFH ZLWK WKH SURMHFW SODQV DQG VSHFLILFDWLRQV 7KH &RQWUDFWRU VKDOO SUHSDUH DQG VXEPLW WR WKH RZQHUDQGWKH*HRWHFKQLFDO&RQVXOWDQWD ZRUNSODQWKDWLQGLFDWHVWKHVHTXHQFHRIHDUWKZRUN JUDGLQJWKHQXPEHURI³HTXLSPHQW´RI ZRUNDQG WKH HVWLPDWHGTXDQWLWLHVRI GDLO\ HDUWKZRUN General Earthwork and Grading Specifications for Rough Grading Page 1 FRQWHPSODWHGIRU WKH VLWH SULRU WR FRPPHQFHPHQW RI JUDGLQJ 7KH &RQWUDFWRU VKDOO LQIRUP WKH RZQHU DQG WKH
*HRWHFKQLFDO&RQVXOWDQWRIFKDQJHVLQZRUNVFKHGXOHVDQGXSGDWHVWRWKHZRUNSODQDWOHDVW KRXUV LQ DGYDQFH RI VXFK FKDQJHV VR WKDW DSSURSULDWH SHUVRQQHO ZLOO EH DYDLODEOH IRU REVHUYDWLRQDQG WHVWLQJ 7KH &RQWUDFWRUVKDOO QRW DVVXPHWKDW WKH *HRWHFKQLFDO&RQVXOWDQWLV DZDUHRIDOOJUDGLQJRSHUDWLRQV

7KH&RQWUDFWRUVKDOOKDYHWKHVROHUHVSRQVLELOLW\WRSURYLGHDGHTXDWHHTXLSPHQWDQGPHWKRGV WR DFFRPSOLVK WKH HDUWKZRUN LQ DFFRUGDQFH ZLWK WKH DSSOLFDEOH JUDGLQJ FRGHV DQG DJHQF\ RUGLQDQFHV WKHVH 6SHFLILFDWLRQV DQG WKH UHFRPPHQGDWLRQV LQ WK H DSSURYHG JHRWHFKQLFDO UHSRUW
V
DQGJUDGLQJSODQ
V
,ILQWKHRSLQLRQRIWKH*HRWHFKQLFDO&RQVXOWDQWXQVDWLVIDFWRU\ FRQGLWLRQV VXFK DV XQVXLWDEOH VRLO LPSURSHU PRLVWXUH FRQGLWLRQ LQDGHTXDWH FRPSDFWLRQ LQVXIILFLHQW EXWWUHVV NH\ VL]H DGYHUVH ZHDWKHU HWF DUH UHVXOWLQJ LQ D TXDOLW\ RI ZRUN OHVV WKDQ UHTXLUHG LQ WKHVH VSHFLILFDWLRQV WKH *HRWHFKQLFDO &RQVXOWDQWVKDOO UHMHFW WKH ZRUN DQG PD\UHFRPPHQGWRWKHRZQHUWKDWFRQVWUXFWLRQEHVWRSSHGXQWLOWKHFRQGLWLRQVDUHUHFWLILHG,W LVWKHFRQWUDFWRU¶VVROHUHVSRQVLELOLW\WRSURYLGHSURSHUILOOFRPSDFWLRQ

2.0 Preparation of Areas to be Filled

2.1 Clearing and Grubbing

9HJHWDWLRQ VXFK DV EUXVK JUDVV URRWV DQG RWKHU GHOHWHULRXVPDWHULDOVKDOOEH VXIILFLHQWO\ UHPRYHG DQG SURSHUO\ GLVSRVHG RI LQ D PHWKRG DFFHSWDEOHWRWKHRZQHUJRYHUQLQJDJHQFLHV DQGWKH*HRWHFKQLFDO&RQVXOWDQW

7KH *HRWHFKQLFDO &RQVXOWDQW VKDOO HYDOXDWH WKH H[WHQW RI WKHVH UHPRYDOV GHSHQGLQJ RQ VSHFLILF VLWH FRQGLWLRQV (DUWK ILOO PDWHULDO VKDOO QRW FRQWDLQ PRUH WKDQ SHUFHQW RI RUJDQLF PDWHULDOV
E\YROXPH
1HVWLQJRIWKHRUJDQLFPDWHULDOVVKDOOQRWEHDOORZHG
,I SRWHQWLDOO\ KD]DUGRXV PDWHULDOV DUH HQFRXQWHUHG WKH &RQWUDFWRU VKDOO VWRS ZRUN LQ WKH DIIHFWHG DUHD DQG D KD]DUGRXV PDWHULDO VSHFLDOLVW VKDOO EH LQIRUPHG LPPHGLDWHO\ IRU SURSHU HYDOXDWLRQDQGKDQGOLQJRIWKHVHPDWHULDOVSULRUWRFRQWLQXLQJWRZRUNLQWKDWDUHD
$V SUHVHQWO\ GHILQHG E\ WKH 6WDWH RI &DOLIRUQLD PRVW UHILQHG SHWUROHXP SURGXFWV JDVROLQH
GLHVHOIXHOPRWRURLOJUHDVHFRRODQWHWF
KDYHFKHPLFDOFRQVWLWXHQWVWKDWDUHFRQVLGHUHGWREH
KD]DUGRXV ZDVWH $V VXFK WKH LQGLVFULPLQDWH GXPSLQJ RU VSLOODJH RI WKHVH IOXLGV RQWR WKH JURXQG PD\ FRQVWLWXWH D PLVGHPHDQRU SXQLVKDEOH E\ ILQHV DQGRU LPSULVRQPHQW DQG VKDOO QRWEHDOORZHG7KHFRQWUDFWRULVUHVSRQVLEOHIRUDOOKD]DUGRXVZDVWHUHODWLQJWRKLVZRUN7KH *HRWHFKQLFDO&RQVXOWDQWGRHVQRWKDYHH[SHUWLVHLQWKLVDUHD,IKD]DUGRXVZDVWHLVDFRQFHUQ WKHQWKH&OLHQWVKRXOGDFTXLUHWKHVHUYLFHVRIDTXDOLILHGHQYLURQPHQWDODVVHVVRU

2.2 Processing
([LVWLQJ JURXQG WKDW KDV EHHQ GHFODUHG VDWLVIDFWRU\ IRU VXSSRUW RI ILOO E\ WKH*HRWHFKQLFDO &RQVXOWDQW VKDOO EH VFDULILHG WR D PLQLPXP GHSWK RI LQFKHV([LVWLQJJURXQGWKDWLVQRW VDWLVIDFWRU\ VKDOO EH RYHUH[FDYDWHG DV VSHFLILHG LQ WKH IROORZLQJ VHFWLRQ 6FDULILFDWLRQVKDOO FRQWLQXHXQWLOVRLOVDUHEURNHQGRZQDQGIUHHRIRYHUVL]HPDWHULDODQGWKHZRUNLQJVXUIDFH LV UHDVRQDEO\XQLIRUPIODWDQGIUHHRIXQHYHQIHDWXUHVWKDWZRXOGLQKLELWXQLIRUPFRPSDFWLRQ General Earthwork and Grading Specifications for Rough Grading Page 2

2.3 Ove r-excavation
,Q DGGLWLRQ WR UHPRYDOV DQG RYHUH[FDYDWLRQV UHFRPPHQGHG LQ WKH DSSURYHG JHRWHFKQLFDO UHSRUW
V
DQG WKH JUDGLQJ SODQ VRIW ORRVH GU\ VDWXUDWHG VS RQJ\ RUJDQLFULFK KLJKO\ IUDFWXUHG RU RWKHUZLVH XQVXLWDEOH JURXQG VKDOO EH RYHUH[FDYDWHG WR FRPSHWHQWJURXQGDV HYDOXDWHGE\WKH*HRWHFKQLFDO&RQVXOWDQWGXULQJJUDGLQJ

2.4 Benching
:KHUHILOOVDUHWREHSODFHGRQJURXQGZLWKVORSHVVWHHSHUWKDQ
KRUL]RQWDOWRYHUWLFDOXQLWV

WKH JURXQG VKDOO EH VWHSSHG RU EHQFKHG 3OHDVH VHH WKH 6WDQGDUG 'HWDLOV IRU D JUDSKLF LOOXVWUDWLRQ7KH ORZHVW EHQFK RU NH\ VKDOO EH D PLQLPXPRI IHHW ZLGH DQG DWOHDVW IHHW GHHS LQWR FRPSHWHQW PDWHULDO DV HYDOXDWHG E\ WKH *HRWHFKQLFDO&RQVXOWDQW2WKHUEHQFKHV VKDOO EH H[FDYDWHG D PLQLPXP KHLJKW RI IHHW LQWR FRPSHWHQW PDWHULDO RU DV RWKHUZLVH UHFRPPHQGHG E\ WKH *HRWHFKQLFDO &RQVXOWDQW)LOO SODFHG RQ JURXQG VORSLQJIODWWHUWKDQ
VKDOODOVREHEHQFKHGRURWKHUZLVHRYHUH[FDYDWHGWRSURYLGHDIODWVXEJUDGHIRUWKHILOO

2.5 Evaluation/Acceptance of Fill Areas

$OO DUHDV WR UHFHLYH ILOO LQFOXGLQJ UHPRYDO DQGSURFHVVHGDUHDVNH\ERWWRPVDQGEHQFKHV VKDOOEHREVHUYHGPDSSHGHOHYDWLRQVUHFRUGHGDQGRU WHVWHG SULRU WR EHLQJ DFFHSWHG E\ WKH *HRWHFKQLFDO &RQVXOWDQW DV VXLWDEOH WR UHFHLYH ILOO 7KH &RQWUDFWRU VKDOO REWDLQ D ZULWWHQ DFFHSWDQFH IURP WKH *HRWHFKQLFDO &RQVXOWDQW SULRU WR ILOO SODFHPHQW $ OLFHQVHG VXUYH\RU VKDOO SURYLGH WKH VXUYH\ FRQWURO IRU GHWHUPLQLQJ HOHYDWLRQV RISURFHVVHG DUHDV NH\V DQG EHQFKHV

3.0 Fill Material

3.1 General
0DWHULDO WR EH XVHG DV ILOO VKDOO EH HVVHQWLDOO\ IUHH RI RUJDQLF PDWWHU DQG RWKHUGHOHWHULRXV VXEVWDQFHV HYDOXDWHG DQG DFFHSWHG E\ WKH *HRWHFKQLFDO&RQVXOWDQWSULRU WRSODFHPHQW 6RLOV RI SRRU TXDOLW\VXFK DV WKRVH ZLWK XQDFFHSWDEOHJUDGDWLRQKLJK H[SDQVLRQ SRWHQWLDO RU ORZ VWUHQJWKVKDOOEHSODFHGLQDUHDVDFFHSWDEOHWRWKH*HRWHFKQLFDO&RQVXOWDQWRUPL[HGZLWKRWKHU VRLOVWRDFKLHYHVDWLVIDFWRU\ILOOPDWHULDO

3.2 Oversize

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
General Earthwork and Grading Specifications for Rough Grading Page 3

3.3 Import

,I LPSRUWLQJ RI ILOO PDWHULDO LV UHTXLUHG IRU JUDGLQJ SURSRVHG LPSRUW PDWHULDO VKDOOPHHW WKH UHTXLUHPHQWVRIWKHJHRWHFKQLFDOFRQVXOWDQW7KHSRWHQWLDOLPSRUWVRXUFHVKDOOEHJLYHQWRWKH *HRWHFKQLFDO&RQVXOWDQWDWOHDVWKRXUV
ZRUNLQJGD\V
EHIRUHLPSRUWLQJEHJLQVVRWKDWLWV
VXLWDELOLW\FDQEHGHWHUPLQHGDQGDSSURSULDWHWHVWVSHUIRUPHG

4.0 Fill Placement and Compaction

4.1 Fill Layers
$SSURYHG ILOO PDWHULDO VKDOO EH SODFHG LQ DUHDV SUHSDUHG WR UHFHLYH ILOO SHU6HFWLRQ
LQ
QHDUKRUL]RQWDO OD\HUV QRW H[FHHGLQJ LQFKHV LQ ORRVH WKLFNQHV V 7KH *HRWHFKQLFDO &RQVXOWDQW PD\ DFFHSW WKLFNHU OD\HUV LI WHVWLQJ LQGLFDWHV WKH J UDGLQJ SURFHGXUHV FDQ DGHTXDWHO\ FRPSDFW WKH WKLFNHU OD\HUV (DFK OD\HU VKDOO EH VSUH DG HYHQO\ DQG PL[HG WKRURXJKO\WRDWWDLQUHODWLYHXQLIRUPLW\RIPDWHULDODQGPRLVWXUHWKURXJKRXW

4.2 Fill Moisture Conditioning

)LOO VRLOV VKDOO EH ZDWHUHG GULHG EDFN EOHQGHG DQGRU PL[HG DV QHFHVVDU\ WR DWWDLQ D UHODWLYHO\ XQLIRUP PRLVWXUH FRQWHQW DW RU VOLJKWO\ RYHU RSWLPXP 0D[LPXP GHQVLW\ DQG RSWLPXP VRLO PRLVWXUH FRQWHQW WHVWV VKDOO EH SHUIRUPHG LQ DFFRUGDQFH ZLWK WKH $PHULFDQ 6RFLHW\RI7HVWLQJDQG0DWHULDOV
$6707HVW0HWKRG'

4.3 Compaction of Fill

$IWHU HDFK OD\HU KDV EHHQ PRLVWXUHFRQGLWLRQHG PL[HG DQG HYHQ O\ VSUHDG LW VKDOO EH XQLIRUPO\ FRPSDFWHG WR QRW OHVV WKDQ
SHUFHQW RI PD[LPXP GU\GHQVLW\
$670 7HVW
0HWKRG '
&RPSDFWLRQ HTXLSPHQW VKDOO EH DGHTXDWHO\ VL]HG DQG EHHLWKHUVSHFLILFDOO\ GHVLJQHGIRUVRLOFRPSDFWLRQRURISURYHQUHOLDELOLW\WRHIILFLHQWO\DFKLHYHWKHVSHFLILHGOHYHORI FRPSDFWLRQZLWKXQLIRUPLW\

4.4 Compaction of Fill Slopes

,Q DGGLWLRQ WR QRUPDO FRPSDFWLRQ SURFHGXUHV VSHFLILHG DERYHFRPSDFWLRQRIVORSHVVKDOOEH DFFRPSOLVKHGE\EDFNUROOLQJRIVORSHVZLWKVKHHSVIRRWUROOHUVDW LQFUHPHQWV RI WR IHHW LQ ILOO HOHYDWLRQ RU E\ RWKHU PHWKRGV SURGXFLQJ VDWLVIDFWRU\ UHVX OWV DFFHSWDEOH WR WKH *HRWHFKQLFDO &RQVXOWDQW8SRQ FRPSOHWLRQ RI JUDGLQJ UHODWLYHFRPSDFWLRQRIWKHILOORXWWR WKHVORSHIDFHVKDOOEHDWOHDVW
SHUFHQWRIPD[LPXPGHQVLW\SHU$6707HVW0HWKRG'

4.5 Compaction Testing

)LHOG WHVWV IRU PRLVWXUH FRQWHQW DQG UHODWLYH FRPSDFWLRQ RI WKH ILOOVRLOV VKDOO EH SHUIRUPHG E\ WKH *HRWHFKQLFDO&RQVXOWDQW/RFDWLRQ DQG IUHTXHQF\ RI WHVWVVKDOO EH DW WKH &RQVXOWDQW V
GLVFUHWLRQ EDVHG RQ ILHOG FRQGLWLRQV HQFRXQWHUHG &RPSDFWLRQ WH VW ORFDWLRQV ZLOO QRW QHFHVVDULO\ EH VHOHFWHG RQ D UDQGRP EDVLV 7HVW ORFDWLRQV VKDOO EH VHOHFWHG WR YHULI\ DGHTXDF\RIFRPSDFWLRQOHYHOVLQDUHDVWKDWDUHMXGJHGWREHSU RQHWRLQDGHTXDWHFRPSDFWLRQ

VXFKDVFORVHWRVORSHIDFHVDQGDWWKHILOOEHGURFNEHQFKHV
General Earthwork and Grading Specifications for Rough Grading Page 4

4.6 Frequency of Compaction Testing

7HVWVVKDOOEHWDNHQDWLQWHUYDOVQRWH[FHHGLQJIHHWLQYHUWLFDOULVHDQGRUFXELF\DUGVRI FRPSDFWHGILOOVRLOVHPEDQNPHQW ,QDGGLWLRQDVDJXLGHOLQHD W OHDVW RQH WHVW VKDOO EH WDNHQ RQVORSHIDFHVIRUHDFKVTXDUHIHHWRIVORSHIDFH DQGRU HDFK IHHW RI YHUWLFDO KHLJKW RI VORSH7KH &RQWUDFWRU VKDOO DVVXUH WKDW ILOOFRQVWUXFWLRQ LV VXFK WKDW WKH WHVWLQJ VFKHGXOH FDQ EH DFFRPSOLVKHG E\ WKH *HRWHFKQLFDO &RQVXOWDQW 7KH &RQWUDFWRU VKDOO VWRS RU VORZ GRZQ WKH HDUWKZRUNFRQVWUXFWLRQLI WKHVHPLQLPXPVWDQGDUGVDUHQRWPHW

4.7 Compaction Test Locations

7KH *HRWHFKQLFDO &RQVXOWDQW VKDOO GRFXPHQW WKH DSSUR[LPDWH HOHY DWLRQ DQG KRUL]RQWDO FRRUGLQDWHVRIHDFKWHVWORFDWLRQ7KH&RQWUDFWRUVKDOOFRRUGLQDWHZLWKWKHSURMHFWVXUYH\RUWR DVVXUH WKDW VXIILFLHQW JUDGH VWDNHV DUH HVWDEOLVKHG VR WKDW WKH *HRWHFKQLFDO &RQVXOWDQW FDQ GHWHUPLQH WKH WHVW ORFDWLRQV ZLWK VXIILFLHQW DFFXUDF\$W DPLQLPXPWZRJUDGHVWDNHVZLWKLQ DKRUL]RQWDOGLVWDQFHRIIHHWDQGYHUWLFDOO\OHVVWKDQ IHHWDSDUWIURPSRWHQWLDOWHVWORFDWLRQVVKDOOEHSURYLGHG

5.0 Subdrain Installation

6XEGUDLQ V\VWHPV VKDOO EH LQVWDOOHG LQ DFFRUGDQFH ZLWK WKH DSSU RYHG JHRWHFKQLFDO UHSRUW V
WKH
JUDGLQJ SODQ DQG WKH 6WDQGDUG 'HWDLOV 7KH *HRWHFKQLFDO &RQVXOWDQW PD\ UHFRPPHQG DGGLWLRQDO VXEGUDLQV DQGRU FKDQJHV LQ VXEGUDLQ H[WHQW ORFDWLRQ JUDGH RU PDWHULDO GHSHQGLQJ RQ FRQGLWLRQV HQFRXQWHUHGGXULQJJUDGLQJ$OOVXEGUDLQVVKDOOEHVXUYH\HGE\DODQGVXUYH\RUFLYLOHQJLQHHUIRUOLQH DQGJUDGHDIWHULQVWDOODWLRQDQGSULRUWREXULDO6XIILFLHQWWLPHVKRXOGEHDOORZHGE\WKH&RQWUDFWRUIRU WKHVHVXUYH\V

6.0 Excavation

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

7.0 Trench Backfills

7.1 7KH &RQWUDFWRU VKDOO IROORZ DOO 2+6$ DQG &DO26+$ UHTXLUHPHQWVIRU VDIHW\ RI WUHQFK H[FDYDWLRQV

7.2 $OO EHGGLQJ DQG EDFNILOO RI XWLOLW\ WUHQFKHV VKDOO EH GRQH LQ DFFRUGDQFH ZLWK WKH DSSOLFDEOH SURYLVLRQV RI 6WDQGDUG 6SHFLILFDWLRQV RI 3XEOLF :RUNV &RQVWUXFWLRQ%HGGLQJ PDWHULDOVKDOO KDYH D 6DQG (TXLYDOHQWJUHDWHUWKDQ
6(!
7KH EHGGLQJVKDOO EH SODFHGWR IRRWRYHU
General Earthwork and Grading Specifications for Rough Grading Page 5 General Earthwork and Grading Specifications for Rough Grading Page 6 WKH WRS RI WKH FRQGXLW DQG GHQVLILHG E\ MHWWLQJ %DFNILOO VKDOO EH SODFHG DQG GHQVLILHG WR D PLQLPXPRI
SHUFHQWRIPD[LPXPIURPIRRWDERYHWKHWRSRIWKHFRQGXLWWRWKHVXUIDFH

7.3 7KH MHWWLQJ RI WKH EHGGLQJ DURXQG WKH FRQGXLWV VKDOO EH REVHUYH G E\ WKH *HRWHFKQLFDO &RQVXOWDQW

7.4 7KH*HRWHFKQLFDO&RQVXOWDQWVKDOOWHVWWKHWUHQFKEDFNILOOIRUUHODWLYHFRPSDFWLRQ$WOHDVWRQH WHVWVKRXOGEHPDGHIRUHYHU\IHHWRIWUHQFKDQGIHHWRIILOO

7.5 /LIWWKLFNQHVVRIWUHQFKEDFNILOOVKDOOQRWH[FHHGWKRVHDOORZHGLQWKH6WDQGDUG6SHFLILFDWLRQV RI 3XEOLF :RUNV &RQVWUXFWLRQ XQOHVV WKH &RQWUDFWRU FDQ GHPRQVWUDWH WR WKH *HRWHFKQLFDO &RQVXOWDQW WKDW WKH ILOO OLIW FDQ EH FRPSDFWHG WR WKH PLQLPXP UHODWLYH FRPSDFWLRQ E\ KLV DOWHUQDWLYHHTXLSPHQWDQGPHWKRG

3UHOLPLQDU\+\GURORJ\DQG+\GUDXOLFV5HSRUW
&LW\RI$UFDGLD&RXQW\RI/RV$QJHOHV

$33(1',;(
7HQWDWLYH7UDFW0DS

3UHOLPLQDU\/RZ,PSDFW'HYHORSPHQW3ODQ
&RORUDGR&RQQHFWLRQ$UFDGLD

3UHSDUDWLRQ'DWH
6HSWHPEHU

3UHOLPLQDU\/RZ,PSDFW'HYHORSPHQW
/,'
3ODQ

3UHSDUHGIRU

0:,QYHVWPHQW*URXS
&URZQ9DOOH\3DUNZD\
6XLWH'

/DGHUD5DQFK&D

0DWW:DNHQ

3URSHUW\

&RORUDGR&RQQHFWLRQ
&RORUDGR3ODFH$UFDGLD
770

$31
&RORUDGR3ODFH
$UFDGLD&$

3UHSDUHGE\

& 9&RQVXOWLQJ,QF

,UYLQH&HQWHU'ULYH
,UYLQH&$

'DQH0F'RXJDOO3(

3UHOLPLQDU\/RZ,PSDFW'HYHORSPHQW3ODQ
&RORUDGR&RQQHFWLRQ$UFDGLD

0:,QYHVWPHQW*URXS 6HFWLRQ
6HSWHPEHU LL
5HFHLSWRI:','
5(3/$&(7+,66+((7

7REHSURYLGHGSULRUWRILQDODSSURYDO

3UHOLPLQDU\/RZ,PSDFW'HYHORSPHQW3ODQ
&RORUDGR&RQQHFWLRQ$UFDGLD

0:,QYHVWPHQW*URXS 6HFWLRQ
6HSWHPEHU LLL
1RWLFHRI,QWHQW
5(3/$&(7+,66+((7

7REHSURYLGHGSULRUWRILQDODSSURYDO
3UHOLPLQDU\/RZ,PSDFW'HYHORSPHQW3ODQ
&RORUDGR&RQQHFWLRQ$UFDGLD

0:,QYHVWPHQW*URXS 6HFWLRQ
6HSWHPEHU LY
7DEOHRI&RQWHQWV
6(&7,21 3$*(

6(&7,21
&29(5 , 5(&(,372):',' ,,ϙ 127,&(2),17(17 ,,,ϙ /,672)),*85(6 ,9ϙ /,672)$33(1',&(6 ,9ϙ 352-(&72:1(5¶6&(57,),&$7,21 9ϙ (1*,1((5&(57,),&$7,219,ϙ 6(&7,21 ϙ $&RQWDFW,QIRUPDWLRQ/LVWRI5HVSRQVLEOH3DUWLHV ϙ 6(&7,21 ϙ $5HIHUHQFHV ϙ 6(&7,21±%2'<2)/,' ϙ $2EMHFWLYHV0HWKRGRORJ\ ϙ %3URMHFW%DFNJURXQGDQG'HVFULSWLRQ ϙ &9LFLQLW\0DS ϙ '([LVWLQJ6LWH'UDLQDJH&RQGLWLRQ ϙ (3URSRVHG6LWH'UDLQDJH&RQGLWLRQV ϙ )/,'3URMHFW7\SHV&KDUDFWHULVWLFV $FWLYLWLHV ϙ *3ROOXWDQW6RXUFH,GHQWLILFDWLRQDQG%036HOHFWLRQ ϙ +1RQ6WUXFWXUDO%03V ϙ ,6WUXFWXUDO6RXUFH&RQWURO%03V ϙ -%030DLQWHQDQFH,QVSHFWLRQDQG5HSDLU ϙ .,QVSHFWLRQ0DLQWHQDQFHDQG5HVSRQVLELOLW\IRU%03V ϙ /2SHUDWLRQ0DLQWHQDQFH)XQGLQJDIWHU3URMHFW&RPSOHWLRQ ϙ

/LVWRI)LJXUHV
)LJXUH
3URMHFW9LFLQLW\0DS
)LJXUH
%03([KLELW
)LJXUH
,PSDLUHG:DWHUV

/LVWRI$SSHQGLFHV
$SSHQGL[$
9ROXPHDQG,QILOWUDWLRQ&DOFXODWLRQV ϙ
$SSHQGL[%
6LWH%03Vϙ
$SSHQGL[&
,QILOWUDWLRQ7UHQFK6L]LQJ ϙ
$SSHQGL['
&DWFK%DVLQ6WHQFLO([DPSOHVDQG&DWFK%DVLQ&OHDQL QJϙ $SSHQGL[(
*HQHUDO(GXFDWLRQ0DWHULDOV ϙ
$SSHQGL[)
2SHUDWLRQDQG0DLQWHQDQFH3ODQ ϙ
$SSHQGL[*
*HRWHFKQLFDO,QYHVWLJDWLRQ ϙ
ϙ
3UHOLPLQDU\/RZ,PSDFW'HYHORSPHQW3ODQ
&RORUDGR&RQQHFWLRQ$UFDGLD

0:,QYHVWPHQW*URXS 6HFWLRQ
6HSWHPEHU Y

3URMHFW2ZQHU¶V&HUWLILFDWLRQ
RIWKH
3UHOLPLQDU\/RZ,PSDFW'HYHORSPHQW
/,'
3ODQ

3URMHFW1DPH
&RORUDGR&RQQHFWLRQ

3URMHFW1XPEHU
7HQWDWLYH7UDFW0DS1R

$31

3URMHFW$GGUHVV
&RORUDGR3ODFH
$UFDGLD&$

7KLV 3UHOLPLQDU\ /RZ ,PSDFW 'HYHORSPHQW
/,'
3ODQ IRU WKH &RORUDGR &RQQHFWLRQ

770

SURMHFWKDVEHHQSUHSDUHGIRU0:,QYHVWPHQW*URXSE\& 9&RQVXO WLQJ ,QF,WLVLQWHQGHGWRFRPSO\ZLWKWKHUHTXLUHPHQWVRIWKH&LW\ RI$UFDGLD¶V&RQGLWLRQVRI $SSURYDO

7KHXQGHUVLJQHG LV DXWKRUL]HG WRDSSURYH LPSOHPHQWDWLRQ RISURYLVLRQVRI WKLV SODQDV DSSURSULDWH DQG ZLOO VWULYH WR KDYH WKH SODQ FDUULHG RXW E\ VXFFHVVRUV FRQVLVWHQW ZLWK WKH &RXQW\ RI /RV $QJHOHV /,' 0DQXDO DQG WKH LQWHQW RI WKH 13'( 6 VWRUP ZDWHU UHTXLUHPHQWV

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´

2ZQHU¶V1DPH
0DWW:DNHQ
2ZQHU¶V7LWOH
0DQDJLQJ0HPEHU
&RPSDQ\
0:,QYHVWPHQW*URXS
$GGUHVV
&URZQ9DOOH\3DUNZD\6XLWHG'
/DGHUD5DQFK&D

(PDLO

7HOHSKRQH1R

6LJQDWXUH
'DWH

3UHOLPLQDU\/RZ,PSDFW'HYHORSPHQW3ODQ
&RORUDGR&RQQHFWLRQ$UFDGLD

0:,QYHVWPHQW*URXS 6HFWLRQ
6HSWHPEHU YL

(QJLQHHU&HUWLILFDWLRQ

(QJLQHHU¶V1DPH
'DQH0F'RXJDOO
(QJLQHHU¶V7LWOH
3ULQFLSDO
&RPSDQ\
& 9&RQVXOWLQJ,QF
$GGUHVV

,UYLQH&HQWHU'ULYH,UYLQH&$

(PDLO
GPFGRXJDOO#FYFLQFQHW
7HOHSKRQH1R

,KHUHE\FHUWLI\WKDWWKLV/RZ,PSDFW'HYHORSPHQW3ODQLVLQFR PSOLDQFHZLWKDQGPHHWV WKH UHTXLUHPHQWV VHW IRUWK LQ 2UGHU 1R 5 RI WKH /RV $QJHOHV 5HJLRQDO :DWHU4XDOLW\&RQWURO%RDUG
(QJLQHHU¶V6LJQDWXUH 'DWH
3ODFH6WDPS+HUH

3UHOLPLQDU\/RZ,PSDFW'HYHORSPHQW3ODQ
&RORUDGR&RQQHFWLRQ$UFDGLD

0:,QYHVWPHQW*URXS 6HFWLRQ
6HSWHPEHU
6HFWLRQ

$ &RQWDFW,QIRUPDWLRQ/LVW RI5HVSRQVLEOH3DUWLHV

7KHSURSHUW\FRQWDFWLQIRUPDWLRQLV

0DWW:DNHQ
&URZQ9DOOH\3DUNZD\6XLWH'

/DGHUD5DQFK&D

7KH SURSHUW\ RZQHU VKDOO KDYH SULPDU\ UHVSRQVLELOLW\ DQG VLJQLILFDQW DXWKRULW\ IRU WKH LPSOHPHQWDWLRQ PDLQWHQDQFH DQG LQVSHFWLRQ RI WKH SURSHUW\ %03 V ' X W L H V R I W K H 2ZQHULQFOXGHEXWDUHQRWOLPLWHGWR

• ,PSOHPHQWLQJDOOHOHPHQWVRIWKH/,'LQFOXGLQJEXWQRWOLPLWH GWR
o ,PSOHPHQWDWLRQ RI SURPSW DQG HIIHFWLYH HURVLRQ DQG VHGLPHQW FR QWURO PHDVXUHV
o ,PSOHPHQWLQJDOOQRQVWRUPZDWHUPDQDJHPHQWDQGPDWHULDOVDQG ZDVWH PDQDJHPHQW DFWLYLWLHV VXFK DV
PRQLWRULQJ GLVFKDUJHV JHQHUDO V L W H
FOHDQXS
YHKLFOHDQGHTXLSPHQWFOHDQLQJVSLOOFRQWURO
JRRGF RQVWUXFWLRQ
KRXVHNHHSLQJ WR HQVXUH WKDW QR PDWHULDOV RWKHU WKDQ VWRUP ZDWHU D U H GLVFKDUJHG ZKLFK PD\ KDYH DQ DGYHUVH HIIHFW RQ UHFHLYLQJ ZDWHUV R U VWRUPGUDLQV\VWHPVHWF
• 3UHVWRUPLQVSHFWLRQV
• 6WRUPHYHQWLQVSHFWLRQV
• 3RVWVWRUPLQVSHFWLRQV
• 5RXWLQHLQVSHFWLRQVDVGHVFULEHGLQWKH/,'
• (QVXULQJHOLPLQDWLRQRIDOOXQDXWKRUL]HGGLVFKDUJHV • 7KH 2ZQHU VKDOO EH DVVLJQHG DXWKRULW\ WR PRELOL]H FUHZV LQ RUG HU WR PDNH LPPHGLDWHUHSDLUVWRWKHFRQWUROPHDVXUHV
• &RRUGLQDWH DOO RI WKH QHFHVVDU\ FRUUHFWLRQVUHSDLUV DUH PDGH LPPHGLDWHO\ DQG WKDWWKHSURMHFWFRPSOLHVZLWKWKH/,'DWDOOWLPHV
• 0DQDJLQJDQGUHSRUWDQ\,OOLFLW&RQQHFWLRQVRU,OOHJDO'LVFKDU JHV

3UHOLPLQDU\/RZ,PSDFW'HYHORSPHQW3ODQ
&RORUDGR&RQQHFWLRQ$UFDGLD

0:,QYHVWPHQW*URXS 6HFWLRQ
6HSWHPEHU
6HFWLRQ

$ 5HIHUHQFHV
7KHIROORZLQJGRFXPHQWVDUHPDGHDSDUWRIWKLV/,'E\UHIHUHQFH

• 3URMHFW SODQV DQG VSHFLILFDWLRQV IRU WKH &LW\ RI $UFDGLD WR VXSSRUW WKH &RORUDGR &RQQHFWLRQ
770

SURMHFWSUHSDUHGE\& 9&RQVXOWLQJ,QF
,UYLQH
&HQWHU'ULYH,UYLQH&$

• &RXQW\ RI /RV $QJHOHV 'HSDUWPHQW RI 3XEOLF :RUNV /RZ ,PSDFW 'HYHORSPHQW 6WDQGDUGV0DQXDOGDWHG)HEUXDU\

• 6WDWH :DWHU 5HVRXUFHV &RQWURO %RDUG
6:5&%
1DWLRQDO 3ROOXWDQW 'LVFKDUJH
(OLPLQDWLRQ 6\VWHP
13'(6
*HQHUDO 3HUPLW IRU 6WRUP :DWHU 'LVFK DUJHV
$VVRFLDWHG ZLWK &RQVWUXFWLRQ DQG /DQG 'LVWXUEDQFH $FWLYLWLHV 2UGHU 1R

':413'(61R&$6GDWHG-XO\

• &DOLIRUQLD6WRUPZDWHU%03+DQGERRN±&RQVWUXFWLRQ-DQXDU\

• &DOLIRUQLD6WRUPZDWHU%03+DQGERRN±1HZ'HYHORSPHQWDQG5HGHY HORSPHQW -DQXDU\

• /RV$QJHOHV&RXQW\0XQLFLSDO6WRUPZDWHU13'(63HUPLW2UGHU5

3UHOLPLQDU\/RZ,PSDFW'HYHORSPHQW3ODQ
&RORUDGR&RQQHFWLRQ$UFDGLD

0:,QYHVWPHQW*URXS 6HFWLRQ
6HSWHPEHU
6HFWLRQ±%RG\RI/,'
$ 2EMHFWLYHV0HWKRGRORJ\
7KLV/RZ,PSDFW'HYHORSPHQW
/,'
3ODQKDVWKHIROORZLQJPDLQREMHFWLYHV

,GHQWLI\ DOO SROOXWDQW VRXUFHV LQFOXGLQJ VRXUFHV RI VHGLPHQ W WKDW PD\ DIIHFW WKH TXDOLW\ RI VWRUP ZDWHU GLVFKDUJHV DVVRFLDWHG ZLWK GDLO\ XVH DFWLYLW\ VWRUP ZDWHU

GLVFKDUJHV
IURPWKHSURSHUW\VLWH

,GHQWLI\ FRQVWUXFW LPSOHPHQW DQG PDLQWDLQ %HVW 0DQDJHPHQW3UDFWLFHV %03V
WR
UHGXFH RU HOLPLQDWH SROOXWDQWV LQ VWRUP ZDWHU GLVFKDUJHV DQG DXWKRUL]HG QRQVWRUP ZDWHUGLVFKDUJHVIURPWKHSURSHUW\VLWH

'HYHORS D PDLQWHQDQFH VFKHGXOH IRU %03V GHVLJQHG WR UHGXFH R U HOLPLQDWH SROOXWDQWV
7KH PHWKRG RI TXDQWLI\LQJ VWRUPZDWHU GHVLJQ FDSWXUH YROXPH ZDV WR XWLOL]H WKH /RV $QJHOHV &RXQW\ 3XEOLF :RUNV¶ +\GUR&DOF SURJUDP IRU WKH SURMHFWVLWH 6LQFH WKH WK SHUFHQWLOHUDLQIDOOGHSWK
LQFK
ZDVGHWHUPLQHGWREHJUHDW HUWKDQWKHLQUDLQIDOO GHSWKWKH WKSHUFHQWLOH UDLQIDOOGHSWK ZDVDSSOLHG WR WKHDQDO\VLV WR REWDLQ WKH KU FOHDUUXQRIIYROXPH

% 3URMHFW%DFNJURXQGDQG'HVFULSWLRQ

7KH SURSRVHG SURMHFW VLWH LV ORFDWHG DW &RORUDGR 3ODFH LQ W KH &LW\ RI $UFDGLD &DOLIRUQLD
$31
,W LV FRPSULVHG RI
DFUHV 7KH VLWH LV ERXQGHG E\
&RORUDGR3ODFHWRWKH:HVW6DQ-XDQ'ULYHWRWKHVRXWK6DQWD 5RVD5RDGWRWKHHDVW DQG D 3ULYDWH (OHPHQWDU\ -XQLRU +LJK 6FKRRO WR WKH QRUWK 7KHUH LV DQ H[LVWLQJ /$ &RXQW\)ORRG&RQWURO&KDQQHODORQJWKHHDVWHUQSURSHUW\OLQHDV ZHOO$FFRUGLQJWRDV EXLOW SODQV WKH FKDQQHO FRQWLQXHV XQGHUJURXQG VRXWK WKURXJK WKH PLGGOH RI WKH VLWH 5HIHUWR)LJXUHIRUWKH9LFLQLW\0DS

7KH GHYHORSPHQW SURSRVHV WR FRQVWUXFW IRXUWHHQ

PXOWLIDPLO\ UHVLGHQWLDO EXLOGLQJV
FRQVLVWLQJ RI HLJKW\VL[

XQLWV ZLWK SULYDWH JDUDJHV SULYDW H G U L Y H D L V O H V V L G H Z D O N V JXHVWSDUNLQJDUHDVDQGFRPPRQODQGVFDSHGDUHDV7KHSURMHFWV LWHZLOOEHDFFHVVLEOH YLD DQ HQWUDQFHH[LW DORQJ &RORUDGR 3ODFH DQG VHFRQGDU\ HQWUDQFH H[LW DORQJ 6DQWD 5RVD5RDG

7KHH[LVWLQJVLWHLVFXUUHQWO\RFFXSLHGE\DFRPPHUFLDOEXLOGLQ JDQDVVRFLDWHGSDUNLQJ ORW DQG D KRWHO DQG DVVRFLDWHG SDUNLQJ ORW ,W LV D UHODWLYHO\ IODW VLWH ZLWK HOHYDWLRQV UDQJLQJ EHWZHHQ IHHW WR IHHW DERYH PHDQ VHD OHYHO 3HUY LRXV FRYHUDJH LV DSSUR[LPDWHG WR EH IRU WKH H[LVWLQJ FRQGLWLRQ RI WKH VLWH SHU DHULDO WRSRJUDSK\ 3URSRVHGFRQGLWLRQFRYHUDJHLVDVVXPHGWREHLPSHUYLRXVEDV HGRQODQGXVHSHU +\GURORJ\0DQXDO

3UHOLPLQDU\/RZ,PSDFW'HYHORSPHQW3ODQ
&RORUDGR&RQQHFWLRQ$UFDGLD

0:,QYHVWPHQW*URXS 6HFWLRQ
6HSWHPEHU
& 9LFLQLW\0DS

7KHVLWHLVORFDWHGDW&RORUDGR3ODFHLQWKH&LW\RI$UFDGL D&RXQW\RI/RV$QJHOHV 7KH VLWH LV ERXQGHG E\ D VFKRRO WR WKH QRUWK 6DQ -XDQ 'ULYH WR WKH 6RXWK DQ /$ &RXQW\)ORRG&RQWURO&KDQQHODQG6DQWD5RVD5RDGWRWKHHDVWDQG&RORUDGR3ODFHWR WKHZHVW

5HIHUWR)LJXUHIRUWKH9LFLQLW\0DS

' ([LVWLQJ6LWH'UDLQDJH&RQGLWLRQ

7KHH[LVWLQJVLWHLVFXUUHQWO\RFFXSLHGE\DFRPPHUFLDOEXLOGLQ JDQDVVRFLDWHGSDUNLQJ ORW DQG D KRWHO DQG DVVRFLDWHG SDUNLQJ ORW ,W LV D UHODWLYHO\ IODW VLWH ZLWK HOHYDWLRQV UDQJLQJEHWZHHQIHHWWRIHHWDERYHPHDQVHDOHYHO'UDL Q DJH IU R PW KH VLWHLV JHQHUDOO\ GLYLGHG LQWR WZR DUHDV 7KH WRSRJUDSK\ RI WKH QRUWKHUQ KRWHO
SRUWLRQ RI WKH
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¶VRXWKEHIRUHHQWHULQJDF LW\RZQHG&DWFK%DVLQ ,W LV DVVXPHG WKDW WKH FDWFK EDVLQ IURP WKH QRUWKHUQ SRUWLRQ RI WKH VLWH DQG WKH FDWFK EDVLQ LQ &RORUDGR 3ODFH ERWK GLVFKDUJH LQWR WKH $UFDGLD :DVK ±(DVW %UDQFK )URP KHUH WKH FDSWXUHG VWRUPZDWHU WUDYHOV VRXWK WR FRQIOXHQFH DW $U FDGLD :DVK ± 0DLQ %UDQFK ZKLFK WKHQ GUDLQV WR WKH 5LR +RQGR &KDQQHO 5LR +RQGR &K DQQHO WUDYHOV VRXWKHDVW EHIRUH GUDLQLQJ WR WKH H[LVWLQJ /RV $QJHOHV 5LYHU DQG XOWLPDWHO\ WKH 3DFLILF 2FHDQDW6DQ3HGUR%D\

:DWHUERGLHVGRZQVWUHDPRIWKHSURMHFWVLWHDUHOLVWHGRQWKHP RVWFXUUHQW G
/LVW
DVIROORZV

• 5LR+RQGR&KDQQHO
o, U R Q
o 'LVVROYHG2[\JHQ
o ,QGLFDWRU%DFWHULD
• /RV$QJHOHV5LYHU
o $PPRQLD
o &DGPLXP
o &ROLIRUP%DFWHULD
o 'LVVROYHG&RSSHU
o &\DQLGH
o 'LD]LQRQ
o /HDG
o 1XWULHQWV
$OJDH

oS +
3UHOLPLQDU\/RZ,PSDFW'HYHORSPHQW3ODQ
&RORUDGR&RQQHFWLRQ$UFDGLD

0:,QYHVWPHQW*URXS 6HFWLRQ
6HSWHPEHU
o7 U D V K
o 'LVVROYHG=LQF
• 6DQ3HGUR%D\
o &KORUGDQH

$OO IDFLOLWLHV GRZQVWUHDP RI WKH SURMHFW VLWH DUH HQJLQHHUHG W KHUHIRUH WKH SURMHFW LV H[HPSWIURP+\GURPRGLILFDWLRQ&RQWUROUHTXLUHPHQWV

( 3URSRVHG6LWH'UDLQDJH&RQGLWLRQV

7KHSURSRVHGSURMHFWLVFRPSULVHGRI
DFUHVDQGLVORFDWHG DW&RORUDGR3ODFH
LQWKHFLW\RI$UFDGLDLQ/RV$QJHOHV&RXQW\7KHVLWHLVERXQG HGE\&RORUDGR3ODFHWR WKH :HVW 6DQ -XDQ 'ULYH WR WKH VRXWK 6DQWD 5RVD 5RDG WR WKH HDVW DQG D 3ULYDWH (OHPHQWDU\-XQLRU+LJK6FKRROWRWKHQRUWK

7KH RQVLWH UHVLGHQWLDO GHYHORSPHQW ZLOO EH DQDO\]HG DV WZR VXED UHDV WKH QRUWKHUQ GUDLQDJH PDQDJHPHQW DUHD
'0$ 3
DQG WKH VRXWKHUQ GUDLQDJH PDQDJHPHQW DUHD

'0$ 3
'0$ 3 ZLOO FRQVLVW RI IRXU

JUDWHG LQOHW FDWFK EDVLQV DQG RQH

FXUE
LQOHW FDWFK EDVLQ '0$ 3 ZLOO EH HTXLSSHG ZLWK IRXU
FXUE LQOHW FDWFK EDVLQV $OORI
WKHVHLQOHWVZLOOEHHTXLSSHGZLWK)OR*DUGLQOHWILOWHUVZKLFK ZLOOSUHWUHDWUXQRIISULRUWR HQWHULQJ WKH XQGHUJURXQG LQILOWUDWLRQ WUHQFKHV 7KH LQILOWUDWLRQ WUHQFKHV ZLOO EH VL]HG WR GHWDLQ DQG LQILOWUDWH WKH
WK SHUFHQWLOH UDLQ HYHQW LQ FRQIRUPDQFH ZLWK ZDWHU TXDOLW\ WUHDWPHQW VWDQGDUGV 'XULQJ WKH GHVLJQ VWRUP HYHQW ZKHQ WKH LQI LOWUDWLRQ GHWHQWLRQ V\VWHPUHDFKHVIXOOFDSDFLW\H[FHVVUXQRIIZLOOSRQGZLWKLQWK HPRVWGRZQVWUHDPFDWFK EDVLQ DQG ZLOO EH FRQYH\HG WKURXJK D SURSRVHG SDUNZD\ GUDLQ LQWR WKH ULJKW RI ZD\ '0$ 3 ZLOO GLVFKDUJH H[FHVV UXQRII LQWR &RORUDGR 3ODFH DQG '0$ 3 ZLOO GLVFKDUJH H[FHVV UXQRII LQWR 6DQ -XDQ 'ULYH 5XQRII IURP WKH VLWH ZLOO IR OORZ KLVWRULF GUDLQDJH SDWWHUQVWRWKH3DFLILF2FHDQ
3HU WKH *HRWHFKQLFDO (YDOXDWLRQ SUHSDUHG E\ /*& *HRWHFKQLFDO,QF GDWHG -XQH ³)RXU VKDOORZ LQILOWUDWLRQ WHVW ZHOOV ZHUH LQVWDOOHG LQ %RULQJV , WKURXJK , WR DSSUR[LPDWH GHSWKV RI WR IHHW EHORZ H[LVWLQJ JUDGH 7KH DSSUR[LPDWH LQILOWUDWLRQ ERULQJ ORFDWLRQV DUH VKRZQ RQ WKH %RULQJ /RFDWLRQ 0DS )LJXUH
(VWLPDWLRQ RI
LQILOWUDWLRQUDWHVZDVSHUIRUPHGLQJHQHUDODFFRUGDQFHZLWKWKH ³%RULQJ3HUFRODWLRQ7HVW 3URFHGXUH´JXLGHOLQHVVHWIRUWKE\WKH&RXQW\RI/RV$QJHOHVWH VWLQJJXLGHOLQHV

7KHERULQJVIRUWKHLQILOWUDWLRQWHVWVZHUHH[FDYDWHGXVLQJDG ULOOULJHTXLSSHGZLWKLQFK GLDPHWHUKROORZVWHPDXJHUV$LQFKGLDPHWHUSHUIRUDWHG39&S LSHZDVSODFHGLQWKH ERUHKROH DERYH D WKLQ OD\HU RI JUDYHO DQG WKH DQQXOXV ZDV EDFNI LOOHG ZLWK JUDYHO ,QILOWUDWLRQWHVWVZHUHSHUIRUPHGXVLQJUHODWLYHO\FOHDQZDWHU IUHHRISDUWLFXODWHVVLOWHWF 7KHLQILOWUDWLRQZHOOVZHUHSUHVRDNHGGXULQJWKHGD\RIGULOOL QJDQGDPLQXWHSUHWHVW ZDVSHUIRUPHGGXULQJWKHGD\RIWHVWLQJ6XEVHTXHQWO\UHDGLQJV ZHUHWDNHQDPLQLPXP RI WLPHV RU XQWLO D ³VWDELOL]HG UDWH´ ZDV HVWDEOLVKHG $ ³VWDELOL]HG UDWH´ LV ZKHQ WKH KLJKHVWDQGORZHVWUHDGLQJVDUHZLWKLQSHUFHQWRIHDFKRWKHU RYHUWKUHHFRQVHFXWLYH UHDGLQJV$WWKHFRPSOHWLRQRILQILOWUDWLRQWHVWLQJWKHSLSHZ DVUHPRYHGDQGWKHKROHV ZHUHEDFNILOOHGDQGWDPSHG
%DVHG RQ WKH &RXQW\ RI /RV $QJHOHV WHVWLQJ JXLGHOLQHV
WKH LQILOWUDWLRQ UDWH LV
FDOFXODWHG E\ GLYLGLQJ WKH YROXPH RI ZDWHU GLVFKDUJHG E\ WKH VXUIDFH DUHD RI WKH WHVW 3UHOLPLQDU\/RZ,PSDFW'HYHORSPHQW3ODQ
&RORUDGR&RQQHFWLRQ$UFDGLD

0:,QYHVWPHQW*URXS 6HFWLRQ
6HSWHPEHU
VHFWLRQ
LQFOXGLQJ WKH VLGHZDOOV DQG ERWWRP RI WKH ERULQJ RYHU D VSHFLILF WLPH SHULRG
7KH LQILOWUDWLRQ UDWH LV WDNHQ DV WKH DYHUDJH RI WKH ODVW WKUHH UHDGLQJV GXULQJ ZKLFK D ³VWDELOL]HGUDWH´LVDFKLHYHG7KHLQILOWUDWLRQUDWHVDUHSURYLGHGLQ7DEOHEHORZ
7DEOH
6XPPDU\RI)LHOG,QILOWUDWLRQ7HVWLQJ
,QILOWUDWLRQ
7HVW/RFDWLRQ
$SSUR[LPDWH,QILOWUDWLRQ
7HVW'HSWK
IW

,QILOWUDWLRQ5DWH

LQFKKU

,
,

,
,

'RHV1RWLQFOXGHUHTXLUHGUHGXFWLRQIDFWRUVIRUGHVLJQ ³*URXQGZDWHU ZDV QRW HQFRXQWHUHG WR WKH PD[LPXP GHSWK RI DSSUR[LPDWHO\ IHHW EHORZ H[LVWLQJ JURXQG VXUIDFH GXULQJ RXU VXEVXUIDFH HYDOXDWLRQ +LVWRULF KLJK JURXQGZDWHU LV JUHDWHU WKDQ IHHW EHORZ FXUUHQW JUDGH SHU WK H 6HLVPLF +D]DUG 5HSRUWRIWKH0RXQW:LOVRQ0LQXWH4XDGUDQJOH
&'0*

*URXQGZDWHULVQRW
H[SHFWHGWRLPSDFWWKHSURSRVHGGHYHORSPHQW´
7KHUHVXOWVRIWKHLQILOWUDWLRQWHVWVGRQRWLQFOXGHWKHIDFWRU RIVDIHW\ WKHUHIRUHDVDIHW\
IDFWRURIZDVDSSOLHGWRREWDLQWKHGHVLJQLQILOWUDWLRQUDWH ZLWKLQWKHLQILOWUDWLRQV\VWHP DQDO\VLV
5HIHUWR$SSHQGL[**HRWHFKQLFDO5HSRUWIRUDGGLWLRQDOLQILOWUDWLRQLQIRUPDWLRQ
5HIHUWR)LJXUH%03([KLELWIRUDGGLWLRQDOLQIRUPDWLRQ
) /,'3URMHFW7\SHV&KDUDFWHULVWLFV $FWLYLWLHV

3HUWKH/RV$QJHOHV'HSDUWPHQWRI3XEOLF:RUNV
/$&'3:
/RZ,PSDFW'HYHORSPHQW
6WDQGDUGV 0DQXDO GDWHG )HEUXDU\ WKH SURSRVHG SURMHFW LV FODVVLILHG DV D ³'HVLJQDWHG3URMHFW´$³'HVLJQDWHG3URMHFW´LVGHILQHGE\WKH/$&'3:DVIROORZV
³5HGHYHORSPHQW SURMHFWV ZKLFK DUH GHYHORSPHQWV WKDW UHVXOW LQ FUHDWLRQ RU DGGLWLRQ RU UHSODFHPHQW RI HLWKHU

VTXDUH IHHW RU PRUH RI LPSHUYLRXV
VXUIDFH RQ D VLWH WKDW ZDV SUHYLRXVO\ GHYHORSHG DV GHVFULEHG LQ WKH DERYH

EXOOHWV
RU

VTXDUH IHHW RU PRUH RI LPSHUYLRXV VXUIDFH DUHD RQ D VLWH WKDWZDVSUHYLRXVGHYHORSHGDVDVLQJOHIDPLO\KRPH´

* 3ROOXWDQW6RXUFH,GHQWLILFDWLRQDQG%036HOHFWLRQ

7KH IROORZLQJ LV D OLVW RI PDWHULDOV WR EH XVHG LQ WKH GDLO\ FRQVWUXFWLRQ DFWLYLWLHV DW WKH SURMHFWVLWHZKLFKZLOOSRWHQWLDOO\FRQWULEXWHWRSROOXWDQWV RWKHUWKDQVHGLPHQWWRVWRUP ZDWHUUXQRII&RQWURO3UDFWLFHVIRUHDFKDFWLYLW\DUHLGHQWLILHGEHORZ
• 9HKLFOH IOXLGV LQFOXGLQJ RLO JUHDVH SHWUROHXP DQG FRRODQWV IURP SHUVRQDO YHKLFOHV
3UHOLPLQDU\/RZ,PSDFW'HYHORSPHQW3ODQ
&RORUDGR&RQQHFWLRQ$UFDGLD

0:,QYHVWPHQW*URXS 6HFWLRQ
6HSWHPEHU
• /DQGVFDSLQJPDWHULDOVDQGZDVWHV
WRSVRLOSODQWPDWHULDOVKH UELFLGHVIHUWLOL]HUV
PXOFKSHVWLFLGHV

• *HQHUDOWUDVKGHEULVDQGOLWWHU
• 3HWZDVWH
EDFWHULDIHFDOFROLIRUPV

3URMHFW SURSRQHQWV VKDOO LPSOHPHQW 6LWH 'HVLJQ FRQFHSWV WKDW DF KLHYH HDFK RI WKH

IROORZLQJ

• 0LQLPL]H8UEDQ5XQRII
• 0LQLPL]H,PSHUYLRXV)RRWSULQW
• &RQVHUYH1DWXUDO$UHDV
• 0LQLPL]H'LUHFWO\&RQQHFWHG,PSHUYLRXV$UHDV
'&,$V

7KH%HVW0DQDJHPHQW3UDFWLFHV
%03V
WKDWKDYHEHHQVHOHFWHGIR ULPSOHPHQWDWLRQRQ
WKLVSURMHFWDUHGHWDLOHGLQWKHIROORZLQJVHFWLRQV

+ 1RQ6WUXFWXUDO%03V
1RQVWUXFWXUDO %03V DUH JHQHUDOO\ PDQDJHULDO HGXFDWLRQDO LQVS HFWLRQ DQG RU PDLQWHQDQFH RULHQWHG 7KHVH LWHPV FRQVLVW RI HGXFDWLQJ HPSOR\HH V DQG RFFXSDQWV GHYHORSLQJDQGLPSOHPHQWLQJ+2$JXLGHOLQHVLPSOHPHQWLQJ%03VDQGHQIRUFLQJ&RGH UHTXLUHPHQWV
7DEOH
1RQ6WUXFWXUDO6RXUFH&RQWURO%03V

%03 7(&+1,48(
,1&/8'('"
127(6<(6 12
1 (GXFDWLRQIRU3URSHUW\2ZQHUV
7HQDQWVDQG2FFXSDQWV ; +2$WRFRPSO\
1 $FWLYLW\5HVWULFWLRQV ; +2$WRFRPSO\
1 &RPPRQ$UHD/DQGVFDSH
0DQDJHPHQW ; +2$WRFRPSO\
1 %030DLQWHQDQFH ; +2$WRPDLQWDLQ
1 7LWOH&&5&RPSOLDQFH
+RZ
GHYHORSPHQWZLOOFRPSO\
; +2$WRFRPSO\
1 /RFDO,QGXVWULDO3HUPLW
&RPSOLDQFH ; 1RW$SSOLFDEOH
1 6SLOO&RQWLQJHQF\3ODQ ; 1RW$SSOLFDEOH
1 8QGHUJURXQG6WRUDJH7DQN
&RPSOLDQFH ; 1RW$SSOLFDEOH
1 +D]DUGRXV0DWHULDOV
'LVFORVXUH&RPSOLDQFH ; 1RW$SSOLFDEOH
1 8QLIRUP)LUH&RGH
,PSOHPHQWDWLRQ ; 1RW$SSOLFDEOH
1 &RPPRQ$UHD/LWWHU&RQWURO ; +2$WRFRPSO\
1 (PSOR\HH7UDLQLQJ ; +2$WRFRPSO\
3UHOLPLQDU\/RZ,PSDFW'HYHORSPHQW3ODQ
&RORUDGR&RQQHFWLRQ$UFDGLD

0:,QYHVWPHQW*URXS 6HFWLRQ
6HSWHPEHU
%03 7(&+1,48(
,1&/8'('"
127(6<(6 12
1 +RXVHNHHSLQJRI/RDGLQJ
'RFNV ; 1RW$SSOLFDEOH
1 &RPPRQ$UHD&DWFK%DVLQ
,QVSHFWLRQ ; +2$WRFRPSO\
1 6WUHHW6ZHHSLQJ3ULYDWH
6WUHHWVDQG3DUNLQJ/RWV ; +2$WRFRPSO\
1 5HWDLO*DVROLQH2XWOHWV ; 1RW$SSOLFDEOH

(GXFDWLRQIRU(PSOR\HHVDQG2FFXSDQWV
3UDFWLFDO LQIRUPDWLRQDO PDWHULDOV ZLOO EH SURYLGHG WR KRPHRZQHU V + 2 $ D Q G HPSOR\HHVRQJHQHUDOJRRGKRXVHNHHSLQJSUDFWLFHVWKDWFRQWULEXW HWRSURWHFWLRQRI VWRUP ZDWHU TXDOLW\ $PRQJ RWKHU WKLQJV WKHVH PDWHULDOV ZLOO GHVFULEH WKH XVH RI FKHPLFDOV
LQFOXGLQJKRXVHKROGW\SH
WKDWVKRXOGEHOLPLWHGWR WKHSURSHUW\ZLWKQR
GLVFKDUJHRIVSHFLILHGZDVWHVYLD KRVLQJRURWKHUGLUHFWGLVFKD UJHWRJXWWHUVFDWFK EDVLQV DQG VWRUP GUDLQV ,QLWLDOO\ WKH 2ZQHU ZLOO SURYLGH WKHV H PDWHULDOV 7KHUHDIWHUVXFKPDWHULDOVZLOOEHDYDLODEOHWKURXJKWKH+2$HGXFDWLRQSURJUDP
7KLVSURJUDPPXVWEHPDLQWDLQHGHQIRUFHGDQGXSGDWHGSHULRGLF DOO\E\WKH+2$ (GXFDWLRQDO PDWHULDOV LQFOXGLQJ EXW QRW OLPLWHG WR WKH PDWHUL DOV LQFOXGHG LQ WKH $SSHQGL[(RIWKLVSODQZLOOEHPDGHDYDLODEOHWRWKHHPSOR\HHV DQGFRQWUDFWRUVRI WKH+2$

$FWLYLW\5HVWULFWLRQV
$FWLYLWLHV RQ WKLV VLWH ZLOO EH OLPLWHG WR DFWLYLWLHV UHODWHG WR UHVLGHQWLDO OLYLQJ 7KH SURMHFW¶V&RQGLWLRQV&RYHQDQWVDQG5HVWULFWLRQV
&& 5V
ZLOO RXWOLQHWKHDFWLYLWLHV
WKDW DUH UHVWULFWHG RQ WKH SURSHUW\ 6XFK DFWLYLWLHV UHODWHG WRW K H / , ' L Q F O X G H F D U ZDVKLQJ FDU PDLQWHQDQFH DQG GLVSRVDO RI XVHG PRWRU IOXLGV SHWZ D V W H F O H D Q X S DQGWUDVKFRQWDLQHUDUHDV

&RPPXQLW\&DU:DVK5DFNV
1RFRPPXQLW\FDUZDVKUDFNRUDUHDZLOOEHSURYLGHGWKHUHIRUH YHKLFOHZDVKLQJE\ UHVLGHQWVRQWKHSURSHUW\ZLOOQRWEHDOORZHGSHUWKH&& 5V
6HOI&RQWDLQHG:DVKLQJ
6HOIFRQWDLQHGZDVKLQJRIYHKLFOHVE\UHVLGHQWVRURZQHUVRQWK HSURSHUW\ZLOOQRW EHDOORZHGSHUWKH&& 5V

2XWGRRU0DWHULDO6WRUDJH$UHDV
2XWGRRUPDWHULDOVWRUDJHDUHDVUHIHUWRVWRUDJHDUHDVRUVWRUDJ HIDFLOLWLHVVROHO\IRU WKH VWRUDJH RI PDWHULDOV ,PSURSHU VWRUDJH RI PDWHULDOV RXWGRRUV PD\ SURYLGH DQ RSSRUWXQLW\ IRU WR[LF FRPSRXQGV RLO DQG JUHDVH KHDY\ PHWDOV QXWULHQWV VXVSHQGHG VROLGV DQG RWKHU SROOXWDQWV WR HQWHU WKH VWRUP ZDWHU FRQYH\DQFH V\VWHP2XWGRRU6WRUDJHE\UHVLGHQWVRURZQHUVRQWKHSURSHUW\ ZLOOQRWEHDOORZHG SHUWKH&& 5V
3UHOLPLQDU\/RZ,PSDFW'HYHORSPHQW3ODQ
&RORUDGR&RQQHFWLRQ$UFDGLD

0:,QYHVWPHQW*URXS 6HFWLRQ
6HSWHPEHU

&RPPRQ$UHD/DQGVFDSHG0DQDJHPHQW
,GHQWLI\ RQJRLQJ ODQGVFDSH PDLQWHQDQFH UHTXLUHPHQWV WKDW DUH F RQVLVWHQW ZLWK WKRVHLQWKH&RXQW\:DWHU&RQVHUYDWLRQ5HVROXWLRQ
RUFLW\HTXL YDOHQW
WKDWLQFOXGH
IHUWLOL]HUDQGRUSHVWLFLGHXVDJHFRQVLVWHQWZLWK0DQDJHPHQW*X LGHOLQHVIRU8VHRI )HUWLOL]HUV

5XQRII0LQLPL]LQJ/DQGVFDSH'HVLJQ
$VSDUWRIWKHGHVLJQRIDOOFRPPRQDUHDODQGVFDSHDUHDVVLPLO DUSODQWLQJPDWHULDO ZLWK VLPLODU ZDWHU UHTXLUHPHQWV ZLOO EH XVHG LQ RUGHU WR UHGXFH H[FHVV LUULJDWLRQ UXQRIIDQGSURPRWHVXUIDFHILOWUDWLRQ6XFKFRPPRQDUHDVZLOO EHPDLQWDLQHGE\WKH +2$

%030DLQWHQDQFH
7KH +2$ ZLOO LPSOHPHQW PDLQWHQDQFH RI HDFK QRQVWUXFWXUDO %03 DQG VFKHGXOHG FOHDQLQJDQGRUPDLQWHQDQFHRIDOOVWUXFWXUDO%03IDFLOLWLHV
&RPPRQ$UHD/LWWHU&RQWURO
7KH +2$ PXVW LPSOHPHQW WUDVK PDQDJHPHQW DQG OLWWHU FRQWURO SURF HGXUHV LQ FRPPRQ DUHDV DLPHG DW UHGXFLQJ SROOXWLRQ RI GUDLQDJH ZDWHU 7KH + 2 $ P D \ FRQWUDFWDODQGVFDSHPDLQWHQDQFHFRPSDQ\WRSURYLGHWKLVVHUYLF HGXULQJUHJXODUO\ VFKHGXOHG PDLQWHQDQFH ZKLFK ZLOO FRQVLVW RI OLWWHU SDWURO DQG QRWLQJ WUDVK GLVSRVDO YLRODWLRQVDQGUHSRUWLQJWKHYLRODWLRQVWRWKH+2$IRULQYHVWLJDWLRQ
(PSOR\HH7UDLQLQJ
$ WUDLQLQJ SURJUDP ZLOO EH HVWDEOLVKHG DV LW ZRXOG DSSO\ WR IXW XUH HPSOR\HHV FRQWUDFWRUV DQG KRPHRZQHUV RI WKH +2$ WR LQIRUP DQG WUDLQ LQ P DLQWHQDQFH DFWLYLWLHV UHJDUGLQJ WKH LPSDFW RI GXPSLQJ RLO SDLQWV VROYHQWV RU RWKHU SRWHQWLDOO\ KDUPIXO FKHPLFDOV LQWR VWRUP GUDLQV
WKH SURSHU XVH RI IHUWLOL]HUV DQG SHVWLFLGHV LQ ODQGVFDSLQJPDLQWHQDQFHSUDFWLFHV
DQGWKHLPSDFWVRIOLWWHULQJ DQGLPSURSHUZDWHU
GLVSRVDO

7KH +2$
RU D KLUHG ILUP
ZLOO FRQGXFW WKH WUDLQLQJ SURJUDP ZKL F K Z L O O L Q F O X G H WDUJHWHG WUDLQLQJ VHVVLRQV ZLWK VSHFLILF FRQVWUXFWLRQ GLVFLSOLQ HV ODQGVFDSLQJ
FRQFUHWH ILQLVKHUV SDLQWHUV HWF
6HH $SSHQGL[ ( IRU H[DPSOH V RI HGXFDWLRQDO
PDWHULDOVWKDWZLOOEHSURYLGHGWRWKH(PSOR\HHV

7KHSURMHFW¶V&& 5VZLOOLQFOXGHSURYLVLRQVIRUIXWXUHHPSOR\HH WUDLQLQJSURJUDPV FRQGXFWHGRQD\HDUO\EDVLVSULRUWRWKHUDLQ\VHDVRQ
'UDLQDJH)DFLOLW\,QVSHFWLRQ 0DLQWHQDQFH
7KH +2$ ZLOO EH UHVSRQVLEOH IRU LPSOHPHQWLQJ HDFK RI WKH %03V GHWDLOHG LQ WKLV SODQ7KH+2$ZLOODOVREHUHVSRQVLEOHIRUFOHDQLQJDQGPDLQWD LQLQJWKH%03VRQD UHJXODUEDVLV5HIHUWR$SSHQGL[&IRUVLWHVSHFLILFGUDLQDJH% 03LQIRUPDWLRQ5HIHU WR$SSHQGL[)IRUWKH2SHUDWLRQDQG0DLQWHQDQFH3ODQGXULQJ)LQDO(QJLQHHULQJ
3UHOLPLQDU\/RZ,PSDFW'HYHORSPHQW3ODQ
&RORUDGR&RQQHFWLRQ$UFDGLD

0:,QYHVWPHQW*URXS 6HFWLRQ
6HSWHPEHU
&DWFK%DVLQ,QVSHFWLRQ
7KH +2$ ZLOO PDLQWDLQ WKH GUDLQDJH V\VWHPV LQFOXGLQJ FDWFK EDVLQV DQG FXOYHUWV 7KH +2$ LV UHTXLUHG WR KDYH FDWFK EDVLQV LQVSHFWHG DQG LI QHFHVVDU\ FOHDQHG SULRUWRWKHVWRUPVHDVRQQRODWHUWKDQ2FWREHUWKHDFK\HDU RUSULRUWRWKHILUVW KRXUVWRUPHYHQWZKLFKHYHURFFXUVILUVW7KHVHGXWLHVPD\E HFRQWUDFWHGRXWWR WKHODQGVFDSHPDLQWHQDQFHILUPKLUHGE\WKH+2$
5HIHUWR$SSHQGL['IRUDGGLWLRQDOLQVSHFWLRQ,QIRUPDWLRQ
6WUHHW6ZHHSLQJLQ3ULYDWH6WUHHWVDQG3DUNLQJ/RWV
7KH +2$ VKDOO KDYH DOO VWUHHWV DQG SDUNLQJ ORWV VZHSW RQ D ZHHNO\ EDVLV 7KLV SURFHGXUH ZLOO EH LQWHQVLILHG DURXQG 2FWREHU
WK RI HDFK \HDU SULRU WR DQG
WKURXJKRXWUDLQVWRUPSHULRG

, 6WUXFWXUDO6RXUFH&RQWURO%03V

3URMHFW SURSRQHQWV VKDOO LPSOHPHQW 6LWH 'HVLJQ FRQFHSWV WKDW DF KLHYH HDFK RI WKH

IROORZLQJ

• 0LQLPL]H8UEDQ5XQRII
• 0LQLPL]H,PSHUYLRXV)RRWSULQW
• &RQVHUYH1DWXUDO$UHDV
• 0LQLPL]H'LUHFWO\&RQQHFWHG,PSHUYLRXV$UHDV
'&,$V

7DEOHDQG7DEOHLGHQWLILHVWKHVRXUFHFRQWURODQGWUHDWPHQW %03VDQGKRZHDFKLV LPSOHPHQWHGWRDFKLHYHHDFK6LWH'HVLJQFRQFHSW%03IDFWVKHHW VDUHSURYLGHGE\WKH /$&'3: /RZ ,PSDFW 'HYHORSPHQW 6WDQGDUGV 0DQXDODQG WKH &DOLIRUQLD 6WRUPZDWHU 4XDOLW\$VVRFLDWLRQ

7DEOH
/$&'3:6RXUFH&RQWURO%03V

%03 7(&+1,48(
,1&/8'('" %5,() '(6&5,37,21 2)
0(7+2'<(6 12
6 6WRUP'UDLQ0HVVDJHDQG
6LJQDJH ;
6 2XWGRRU0DWHULDO6WRUDJH$UHD ; 1RW$SSOLFDEOH 6 2XWGRRU7UDVK6WRUDJHDQG
:DVWH+DQGOLQJ$UHD ;
6 2XWGRRU/RDGLQJ8QORDGLQJ
'RFN$UHD ; 1R/RDGLQJ'RFN$UHDV
6 2XWGRRU5HSDLU0DLQWHQDQFH
$UHD ; 1R0DLQWHQDQFH%D\V
6
2XWGRRU
9HKLFOH(TXLSPHQW¶V$FFHVVRU\
:DVKLQ
J$UHD
; 1R:DVK$UHDV
6 )XHOLQJ$UHD ; 1R)XHOLQJ$UHDV
3UHOLPLQDU\/RZ,PSDFW'HYHORSPHQW3ODQ
&RORUDGR&RQQHFWLRQ$UFDGLD

0:,QYHVWPHQW*URXS 6HFWLRQ
6HSWHPEHU
%03 7(&+1,48(
,1&/8'('" %5,() '(6&5,37,21 2)
0(7+2'<(6 12
6 /DQGVFDSH,UULJDWLRQ3UDFWLFHV ;
6
%XLOGLQJ0DWHULDOV6HOHFWLRQ ;
6 $QLPDO&DUHDQG+DQGOLQJ
)DFLOLWLHV ; 1R$QLPDO&DUH)DFLOLW\
6 2XWGRRU+RUWLFXOWXUH$UHDV ; 1RW$SSOLFDEOH
3UHOLPLQDU\/RZ,PSDFW'HYHORSPHQW3ODQ
&RORUDGR&RQQHFWLRQ$UFDGLD

0:,QYHVWPHQW*URXS 6HFWLRQ
6HSWHPEHU
7DEOH
&$64$6RXUFH&RQWURO%03VIRU'HVLJQ

%03 7(&+1,48(
,1&/8'('"
127(6<(6 12
6( 6WUHHW6ZHHSLQJDQG
9DFXXPLQJ ; 3HWZDVWHFROOHFWLRQVWDWLRQV+2$
6' 6LWH'HVLJQ
/DQGVFDSH3ODQQLQJ ; &RPPRQ/DQGVFDSH$UHD'HVLJQ +2$
6' 5RRI5XQRII&RQWUROV ; 5RRIGUDLQVZLOOEHGLVFRQQHFWHGIURP WKH06
6' (IILFLHQW,UULJDWLRQ ; /DQGVFDSHGHVLJQZLOOLPSOHPHQW HIILFLHQWLUULJDWLRQ
6' 6WRUP'UDLQ6LJQDJH ; &DWFKEDVLQVZLOOEHDSSURSULDWHO\ PDUNHG
6' 3HUYLRXV3DYHPHQWV ; 6LWHGHVLJQGRHVQRWDOORZIRUWKLV %03
6' $OWHUQDWLYH%XLOGLQJ
0DWHULDOV ; 1RW$SSOLFDEOH
6' )XHOLQJ$UHDV ; 1RW$SSOLFDEOH
6' 0DLQWHQDQFH%D\V
'RFNV ; 1RW$SSOLFDEOH
6' 7UDVK6WRUDJH$UHDV ;
6' 9HKLFOH:DVKLQJ
$UHDV ; 1RW$SSOLFDEOH
6' 2XWGRRU0DWHULDO
6WRUDJH$UHDV ; 1RW$SSOLFDEOH
6' 2XWGRRU:RUN$UHDV ; 1RW$SSOLFDEOH
6' 2XWGRRU3URFHVVLQJ
$UHDV ; 1RW$SSOLFDEOH
3UHOLPLQDU\/RZ,PSDFW'HYHORSPHQW3ODQ
&RORUDGR&RQQHFWLRQ$UFDGLD

0:,QYHVWPHQW*URXS 6HFWLRQ
6HSWHPEHU
6WRUP'UDLQ6WHQFLOLQJ6LJQDJH
3KUDVH1R'XPSLQJ±'UDLQVWR2FHDQRUHTXDOO\HIIHFWLYHSKUD VHWREHVWHQFLOHG RQ FDWFK EDVLQV WR DOHUW WKH SXEOLF WR WKH GHVWLQDWLRQ RI SROOXWDQWV GLVFKDUJHG LQWR VWRUPZDWHU7KLVVWHQFLOLQJZLOOEHLQVSHFWHGDQGUHVWHQFLOH GRQDSHULRGLFEDVLV E\WKH+2$
5HIHUWR$SSHQGL['IRUVWHQFLOLQJH[DPSOH

6WRUP'UDLQ6LJQDJH
6WRUP 'UDLQ 6LJQDJH ZLOO EH SURYLGHG RQ DOO SURSRVHG RQVLWH FD WFK EDVLQV WR SUHYHQW UHVLGHQFH IURP GLVFDUGLQJ SROOXWDQWV WR WKH VWRUP GUDLQ V\VWHP DQG SRWHQWLDOO\REVWUXFWLQJWKHSURSRVHG%03WUHDWPHQWIDFLOLW\7 KHSODFDUGRUVWHQFLO ZLOO LQGLFDWH WKH XOWLPDWH GHVWLQDWLRQ RI WKH UXQRII HQWHULQJ WKHGHYLFH 7KLV VWHQFLO VKDOO EH DOZD\V ZHDWKHUSURRI DQG YLVLEOH 7KH +2$ ZLOO EH UHVS RQVLEOH IRU PDLQWDLQLQJWKHVLJQDJHDIWHUWKHFRQVWUXFWLRQLVFRPSOHWHG6 HH$SSHQGL['IRUDQ H[DPSOH

2XWGRRU7UDVK6WRUDJHDQG:DVWH+DQGOLQJ$UHD
3URSRVHGWUDVKHQFORVXUHVZLOOEHGHVLJQHGLQDFFRUGDQFHZLWKD OOVWDQGDUGVVHWE\ ORFDOEXLOGLQJDQGILUHFRGHVFXUUHQW&RXQW\RUGLQDQFHVDQG]R QLQJUHTXLUHPHQWV DVZHOODVWKHGHVLJQVSHFLILFDWLRQVRXWOLQHGLQWKH/RV$QJHOHV&RXQW\/,'0DQXDO
7UDVK6WRUDJH$UHDV
3URSRVHGWUDVKHQFORVXUHVZLOOEHGHVLJQHGLQDFFRUGDQFHZLWKD OOVWDQGDUGVVHWE\ ORFDOEXLOGLQJDQGILUHFRGHVFXUUHQW&RXQW\RUGLQDQFHVDQG]R QLQJUHTXLUHPHQWV DVZHOODVWKHGHVLJQVSHFLILFDWLRQVRXWOLQHGLQWKH/RV$QJHOHV&RXQW\/,'0DQXDO
/DQGVFDSH ,UULJDWLRQ6\VWHP'HVLJQ
$V SDUW RI WKH GHVLJQ RI DOO FRPPRQ DUHD ODQGVFDSH LUULJDWLRQ VKDOO HPSOR\ ZDWHU FRQVHUYDWLRQ SULQFLSOHV LQFOXGLQJ EXW QRW OLPLWHG WR VXFK SU RYLVLRQV DV ZDWHU VHQVRUV SURJUDPPDEOH LUULJDWLRQ WLPHV
IRU VKRUW F\FOHV
HWF ZLOO EH XVHG 6XFK
FRPPRQDUHDVZLOOEHPDLQWDLQHGE\WKH+2$

(IILFLHQW/DQGVFDSH6\VWHP /DQGVFDSH0DLQWHQDQFH
0DQDJHPHQW SURJUDPV ZLOO EH GHVLJQHG DQG HVWDEOLVKHG E\ WKH +2$ ZKR ZLOO PDLQWDLQ WKH FRPPRQ DUHDV ZLWKLQ WKH SURMHFW VLWH 7KHVH SURJUDPV ZLOO LQFOXGH KRZ WRPLWLJDWH WKH SRWHQWLDO GDQJHUV RI IHUWLOL]HU DQG SHVWLFLGH XVDJH UHIHU WR WKH
0DLQWHQDQFHDQG)UHTXHQF\7DEOH
2QJRLQJPDLQWHQDQFHZLOOEH FRQVLVWHQWZLWK
WKH6WDWHRI&DOLIRUQLD0RGHO:DWHU(IILFLHQW/DQGVFDSH2UGLQD QFH)HUWLOL]HUDQG SHVWLFLGHXVDJHVKDOOEHFRQVLVWHQWZLWK&RXQW\0DQDJHPHQW*XLG HOLQHVIRUXVHRI )HUWLOL]HUVDQG3HVWLFLGHV

%XLOGLQJ0DWHULDOV6HOHFWLRQ
0DWHULDO VHOHFWLRQ ZLOO PLQLPL]H WKH XVH RI FRSSHU JDOYDQL]HG PHWDOV DQG RWKHU PDWHULDOV WKDW FRXOG DGG VLJQLILFDQW DPRXQWV RI KDUPIXO SROOXWD QWV WR VWRUPZDWHU UXQRII

3UHOLPLQDU\/RZ,PSDFW'HYHORSPHQW3ODQ
&RORUDGR&RQQHFWLRQ$UFDGLD

0:,QYHVWPHQW*URXS 6HFWLRQ
6HSWHPEHU
6WUHHW6ZHHSLQJDQG9DFXXPLQJ
7KH +2$ VKDOO KDYH DOO VWUHHWV DQG SDUNLQJ ORWV VZHSW RQ D ZHHNO\ EDVLV 7KLV SURFHGXUH ZLOO EH LQWHQVLILHG DURXQG 2FWREHU WK RI HDFK \HDU SULRU WR DQG WKURXJKRXWUDLQVWRUPSHULRG

5RRI5XQRII&RQWUROV
$OO URRI UXQRII ZLOO EH FROOHFWHG DQG GLUHFWHG WR VSODVK EORFNV WKHQ RQWR JUDVV RU YHJHWDWHG VZDOHV EHIRUH GLVFKDUJLQJ WR WKH VWUHHW RU VWRUP GUDL Q V\VWHP $UHD GUDLQVZLWKLQWKHRQVLWHODQGVFDSLQJEHWZHHQEXLOGLQJVZLOOIOR ZWRRQVLWHLQILOWUDWLRQ V\VWHPZKHUHIORZVZLOOEHWUHDWHG

(IILFLHQW,UULJDWLRQ
$V SDUW RI WKH GHVLJQ RI DOO FRPPRQ DUHD ODQGVFDSH LUULJDWLRQ VKDOO HPSOR\ ZDWHU FRQVHUYDWLRQ SULQFLSDOV LQFOXGLQJ EXW QRW OLPLWHG WR VXFK SU RYLVLRQV DV ZDWHU VHQVRUVSURJUDPPDEOHLUULJDWL RQWLPHV
IRUVKRUWF\FOHV
HWF ZLOOEHXVHG6XFK
FRPPRQDUHDVZLOOEHPDLQWDLQHGE\WKH+2$

6WUXFWXUDO%03V
6WUXFWXUDO %03V VKDOO EH LQVWDOOHG E\ WKH GHYHORSHU WKURXJK WK H FRQVWUXFWLRQ DQG GHYHORSPHQW RI WKH SURMHFW IRU LQVWDQFH
ODQGVFDSLQJ DQG LUULJDWLRQ V\VWHPV VKDOO EH
GHVLJQHG E\ OLFHQVHG ODQGVFDSH DUFKLWHFWV DQG LQVWDOOHG E\ TXDO LILHG FRQWUDFWRUV WR VSHFLILFDWLRQV DQG VWDQGDUGV RI WKH &LW\ RI $UFDGLD 7KH VWUXFWXUDO %03V XVHG IRU WKLV SURMHFWDUHVXPPDUL]HGEHORZ

([SHFWHG SROOXWDQWV DVVRFLDWHG ZLWK WKLV GHYHORSPHQW LQFOXGH YHKLFOH GLVFKDUJH IOXLGV ODQGVFDSLQJPDWHULDOVDQGZDVWHOLWWHUDQGSHWZDVWH7RPLWL JDWHWKHVHSROOXWDQWVWKH VWUXFWXUDOEHVWPDQDJHPHQWSUDFWLFHVDUHVXPPDUL]HGEHORZ

7DEOH
6WRUPZDWHU4XDOLW\&RQWURO%03V

%03 1$0(
,1&/8'('" ,)127$33/,&$%/(67$7(%5,()
5($621<(6 12
9(* 9HJHWDWHG)LOWHU
6WULS ; $OWHUQDWLYH%03VHOHFWHG
9(* 9HJHWDWHG6ZDOH ; 6SDFHQRWDYDLODEOHIRU%03 03 0HGLD)LOWHU ; $OWHUQDWLYH%03VHOHFWHG
03 'UDLQ,QVHUWV ; 2OGFDVWOH)OR*DUG&DWFK%DVLQLQVHUWV ZLOOEHXWLOL]HGRQWKLVVLWH
7 6DQG)LOWHU ; $OWHUQDWLYH%03VHOHFWHG
7 &RQVWUXFWHG
:HWODQG ; $OWHUQDWLYH%03VHOHFWHG
7 ([WHQGHG'HWHQWLRQ
%DVLQ ; $OWHUQDWLYH%03VHOHFWHG
7 :HW3RQG ; $OWHUQDWLYH%03VHOHFWHG
3UHOLPLQDU\/RZ,PSDFW'HYHORSPHQW3ODQ
&RORUDGR&RQQHFWLRQ$UFDGLD

0:,QYHVWPHQW*URXS 6HFWLRQ
6HSWHPEHU
%03 1$0(
,1&/8'('" ,)127$33/,&$%/(67$7(%5,()
5($621<(6 12
7 3HUPHDEOH
3DYHPHQWZLWKDQ
8QGHUGUDLQ
; $OWHUQDWLYH%03VHOHFWHG
5(7 %LRUHWHQWLRQ ; $OWHUQDWLYH%03VHOHFWHG
5(7 ,QILOWUDWLRQ%DVLQ ; $OWHUQDWLYH%03VHOHFWHG 5(7 ,QILOWUDWLRQ7UHQFK
; 3URSRVHG,QILOWUDWLRQ%03ZLOOEHXWLOL]HG
LQWKHSURSRVHGGHYHORSPHQWDQG
SURYLGHIXOOWUHDWPHQWRIWKH6:4'9
5(7 'U\ZHOO ; $OWHUQDWLYH%03VHOHFWHG
5(7
3HUPHDEOH
3DYHPHQWZLWKRXW
DQ8QGHUGUDLQ
; $OWHUQDWLYH%03VHOHFWHG
7& 0HGLD)LOWHU ; $OWHUQDWLYH%03VHOHFWHG
%,2 %LRILOWUDWLRQ ; $OWHUQDWLYH%03VHOHFWHG

3UHOLPLQDU\/RZ,PSDFW'HYHORSPHQW3ODQ
&RORUDGR&RQQHFWLRQ$UFDGLD

0:,QYHVWPHQW*URXS 6HFWLRQ
6HSWHPEHU
,QILOWUDWLRQ7UHQFK6\VWHP
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

'UDLQDJH
0DQDJHPHQW
$UHD
'0$

6L]H
DF
6:4'9
FI

'HWHQWLRQ
&DSDFLW\
FI

KU
7UHDWPHQW
&DSDFLW\
FI

3
3

/RV$QJHOHV&RXQW\'HSDUWPHQWRI3XEOLF:RUNV
/$&'3:
+\GUR&D OF6RIWZDUHZDV
XWLOL]HG WR FDOFXODWH VWRUPZDWHU TXDOLW\ GHVLJQ YROXPH 6:4'9
7KH JRYHUQLQJ
IORZUDWHSHUWKHWK3HUFHQWLOHVWRUPHYHQWZDVXWLOL]HGIRUGHVLJQ5HIHUWR$SSHQ GL[$ IRU+\GUR&DOFRXWSXWV
7KH ,QILOWUDWLRQ V\VWHP ZLOO DGGUHVV WKH SROOXWDQWV RI FRQFHUQ DVVRFLDWHG ZLWK WKH GHYHORSPHQW W\SH 5HIHU WR $SSHQGL[ & IRU PRUH LQIRUPDWLRQ RQ , QILOWUDWLRQ 7UHQFK 6\VWHP VL]LQJ 7UHDWPHQW 9ROXPHV DUH WR EH YHULILHG ZLWK SURSRVHG SHUYLRXVQHVV SHU ILQDOVLWHSODQGXULQJ)LQDO(QJLQHHULQJ

- %030DLQWHQDQFH,QVSHFWLRQDQG5HSDLU

,QVSHFWLRQVZLOOEHFRQGXFWHGDVIROORZV

• $QQXDOO\DQGSULRUWRWKHVWDUWRIWKHUDLQ\VHDVRQ • (YHU\

PRQWKGXULQJUDLQ\VHDVRQ
• $WDQ\RWKHUWLPH
V
RULQWHUYDOV RIWLPHVSHFLILHGLQWKHFRQWUDFWGRFXPHQWV
5HSDLUV DQG RU PDLQWHQDQFH SURFHGXUHV VKDOO EH FDUULHG RXW DWWKH VRRQHVW SRVVLEOH WLPH

. ,QVSHFWLRQ0DLQWHQDQFHD QG5HVSRQVLELOLW\IRU%03V 7DEOHDQG7DEOHVKRZWKHOLVWVRIWKHSRVWFRQVWUXFWLRQ%03V URXWLQHQRQVWUXFWXUDO
DQG VWUXFWXUDO
WKH UHTXLUHG RQJRLQJ PDLQWHQDQFH WKH LQVSHFWL RQ DQG PDLQWHQDQFH IUHTXHQF\WKHLQVSHFWLRQFULWHULDDQGWKHHQWLW\RUSDUW\UHV SRQVLEOHIRULPSOHPHQWDWLRQ PDLQWHQDQFHDQGRULQVSHFWLRQ

3UHOLPLQDU\/RZ,PSDFW'HYHORSPHQW3ODQ
&RORUDGR&RQQHFWLRQ$UFDGLD

0:,QYHVWPHQW*URXS 6HFWLRQ
6HSWHPEHU

7DEOH
1RQ6WUXFWXUDO%030DLQWHQDQFH5HVSRQVLELOLW\)UHTXHQF\0DWUL[ %03 5(63216,%,/,7< )5(48(1&<
+RPHRZQHU
%XVLQHVVRZQHU
(GXFDWLRQ
$FWLYLW\
5HVWULFWLRQV
+2$ZLOOSURYLGH
HGXFDWLRQDOPDWHULDOV
7KRVHPDWHULDOVDQG
UHVSRQVLELOLWLHVPXVWEH
SDVVHGRQWRVXEVHTXHQW
SURSHUW\RZQHUV
&RQWLQXRXV&& 5VWREHSURYLGHGWR
KRPHRZQHUVDWWKHWLPHWKH\SXUFKDVHWKH
SURSHUW\DQGXSGDWHVSURYLGHGE\WKH+2$DV
WKH\RFFXU
&RPPRQ$UHD
/DQGVFDSH
0DQDJHPHQW
+2$ZLOODSSRLQWD
ODQGVFDSHPDLQWHQDQFH
FRQWUDFWRU
0RQWKO\GXULQJUHJXODUPDLQWHQDQFHDQGXVH
ZLWKPDQDJHPHQWJXLGHOLQHVIRUXVHRI
IHUWLOL]HUVDQGSHVWLFLGHV
3DUNLQJ$UHDV
DQG'ULYH$LVOH
0DQDJHPHQW
+2$
7KH'ULYHV$LVOHVDUHWREHVZHSWRQDURXWLQH
VFKHGXOHGEDVLVWRIDFLOLWDWHWKHSLFNXSRIWUDVK
DQGGHEULV
SODQWRURWKHUZLVH
DQGWRUHPRYH
H[FHVVLYHRLOJUHDVHDQGEXLOGXS'XULQJ
VZHHSLQJGHEULVLVWREHUHPRYHGIURPWKH
SDUNLQJDUHDVDQGGULYHVDQGWKHQVFUXEEHG
DQGULQVHG7KLVVZHHSLQJVFKHGXOHZLOOEHDWD
PLQLPXPRFFXUUHQFHRIRQFHDZHHNDQGDV
QHFHVVDU\WRULGUHGXFHDFWLYHSROOXWDQWVIURP
WKHSDYHPHQWDUHDV7KLVPDLQWHQDQFH
UHTXLUHPHQWZLOOEHOLVWHGLQWKH&RQYHQW
&RQGLWLRQVDQG5HVWULFWLRQV
&& 5V
RIWKLV
SURMHFW7KHVH&& 5VZLOOEHUHFRUGHGWRWKH
SURSHUW\DWWKH&RXQW\5HFRUGHU¶V2IILFHDQG
EHLQFOXGHGRQWKHILQDO7LWOHUHSRUWRIWKHVH
SURSHUWLHV
/LWWHU&RQWUROE\
6ZHHSLQJ +2$
:HHNO\LQVSHFWLRQRIWUDVKUHFHSWDFOHVWR
HQVXUHWKDWOLGVDUHFORVHGDQGSLFNXSDQ\
H[FHVVWUDVKRQWKHJURXQGQRWLQJWUDVK
GLVSRVDOYLRODWLRQVWRWKH+2$IRUUHPHGLDWLRQ
(PSOR\HH
7UDLQLQJ +2$
0RQWKO\IRUPDLQWHQDQFHSHUVRQQHODQG
HPSOR\HHVWRLQFOXGHWKHHGXFDWLRQDOPDWHULDOV
FRQWDLQHGLQWKHDSSURYHG/,'
&RPPRQ$UHD
&DWFK%DVLQ
,QVSHFWLRQ
&OHDQLQJ
+2$ZLOODSSRLQWD
ODQGVFDSHPDLQWHQDQFH
FRQWUDFWRUIRUFRPPRQ
DUHDVDQGVWRUPGUDLQ
IDFLOLWLHV
,QVSHFWEDVLQVRQFHDPRQWK&OHDQGHEULVDQG
VLOWLQERWWRPRIFDWFKEDVLQVDVQHHGHG
,QWHQVLILHGRQRUDERXW2FWREHUWKHDFK\HDU
RUSULRUWRWKHILUVWKRXUVWRUPHYHQW
ZKLFKHYHURFFXUVILUVW
5HIHUWR$SSHQGL[(
3UHOLPLQDU\/RZ,PSDFW'HYHORSPHQW3ODQ
&RORUDGR&RQQHFWLRQ$UFDGLD

0:,QYHVWPHQW*URXS 6HFWLRQ
6HSWHPEHU

7DEOH
6WUXFWXUDO%030DLQWHQDQFH5HVSRQVLELOLW\)UHTXHQF\0DWUL[ %03 5(63216,%,/,7< )5(48(1&<
&RPPRQ$UHD
(IILFLHQW,UULJDWLRQ
+2$ZLOODSSRLQWD
ODQGVFDSH
FRQWUDFWRUDIWHU
FRQVWUXFWLRQ
2QFHDZHHNLQFRQMXQFWLRQZLWKPDLQWHQDQFH
DFWLYLWLHV9HULI\WKDWUXQRIIPLQLPL]LQJODQGVFDSH
GHVLJQFRQWLQXHVWRIXQFWLRQE\FKHFNLQJWKDW
ZDWHUVHQVRUVDUHIXQFWLRQLQJSURSHUO\WKDW
LUULJDWLRQKHDGVDUHDGMXVWHGSURSHUO\WRHOLPLQDWH
RYHUVSUD\WRKDUGVFDSHDUHDVDQGWRYHULI\WKDW
LUULJDWLRQWLPLQJDQGF\FOHOHQJWKVDUHDGMXVWHGLQ
DFFRUGDQFHZLWKZDWHUGHPDQGVJLYHQWLPHRI
\HDUZHDWKHUDQGGD\RUQLJKWWLPHWHPSHUDWXUHV
&RPPRQ$UHD
5XQRII(IILFLHQW
/DQGVFDSH
'HVLJQ
+2$ZLOODSSRLQWD
ODQGVFDSLQJ
FRQWUDFWRU
2QFHDZHHNLQFRQMXQFWLRQZLWKPDLQWHQDQFH
DFWLYLWLHVDQGSULRUWRILQDOL]LQJDQ\UHSODQWLQJ
VFKHPHV9HULI\WKDWSODQWVFRQWLQXHWREH
JURXSHGDFFRUGLQJWRVLPLODUZDWHUUHTXLUHPHQWV
LQRUGHUWRUHGXFHH[FHVVLUUL
JDWLRQUXQRII
,QILOWUDWLRQ7UHQFK +2$
,QILOWUDWLRQ7UHQFKPDLQWHQDQFHZLOOFRQIRUPWR
SLSHPDQXIDFWXUHU¶VVSHFLILFDWLRQV$GGLWLRQDO
LQIRUPDWLRQWREHSURYLGHGGXULQJILQDOHQJLQHHULQJ
LQ$SSHQGL[&
'UDLQ,QVHUWV +2$
'UDLQLQVHUWVPDLQWHQDQFHZLOOFRQIRUPWR
PDQXIDFWXUHU¶VVSHFLILFDWLRQV$GGLWLRQDO
LQIRUPDWLRQWREHSURYLGHGGXULQJILQDOHQJLQHHULQJ
LQ$SSHQGL[&

3UHOLPLQDU\/RZ,PSDFW'HYHORSPHQW3ODQ
&RORUDGR&RQQHFWLRQ$UFDGLD

0:,QYHVWPHQW*URXS 6HFWLRQ
6HSWHPEHU

/ 2SHUDWLRQ0DLQWHQDQFH)XQGL QJDIWHU3URMHFW&RPSOHWLRQ
7KHSRVWFRQVWUXFWLRQ%03VDVGHVFULEHGDERYHZLOOEHIXQGHGDQGPDLQWDLQHGE\

0DWW:DNHQ
&URZQ9DOOH\3DUNZD\
6XLWH'

/DGHUD5DQFK&D

0DLQWHQDQFHDQGUHTXLUHPHQWVRIWKHPDLQWHQDQFHIRUWKHSURSHUW LHVZLOOEHOLVWHGLQWKH &RQYHQW &RQGLWLRQV DQG 5HVWULFWLRQV
&& 5V
RI WKLV SURMHFW DQ G ZLOO EH WKH
UHVSRQVLELOLW\RIWKHSURSHUW\RZQHUDWDOOWLPHV7KHVH&& 5V ZLOOEHUHFRUGHGWRWKH SURSHUW\ DW WKH &RXQW\ 5HFRUGHU¶V 2IILFH DQG EH LQFOXGHG RQ WKH 7LWOH UHSRUW RI WKHVH SURSHUWLHV

3UHOLPLQDU\/RZ,PSDFW'HYHORSPHQW3ODQ
&RORUDGR&RQQHFWLRQ$UFDGLD

)LJXUH

3URMHFW9LFLQLW\0DS

Vicinity Map
Not to Scale
3UHOLPLQDU\/RZ,PSDFW'HYHORSPHQW3ODQ
&RORUDGR&RQQHFWLRQ$UFDGLD

)LJXUH

%03([KLELW

3UHOLPLQDU\/RZ,PSDFW'HYHORSPHQW3ODQ
&RORUDGR&RQQHFWLRQ$UFDGLD

)LJXUH

,PSDLUHG:DWHUV

!"^$
%&g(
?l
%&l(
!"`$!"`$
!"`$
%&o(
%&o(
?l
?l
?q
?q
?q
?Õ
%&q(
%&q(
%&d(
?» ?»
?£
AË
?ò
$9
$9
%9
$9 )227 +,//
*5$1'
$9
+<
%9
%$6( /,1( 5'
$9
72:1(
%9
67 67
67 %9 1
1 5'
%9
$9
5'
7+
3<
6$1
+<5'
5'
+<
$1*(/(6
07 5('
%2;
78-81*$
5'
+<
%9
5'
%$5
%9
%9
5'
9$//(<
%9
%9
%9
0$*12/,$$9
%9
'5
&2/25$'2 +817,1*721
5'
/,9(
67 2$.
5'
$552<2
5'
$552:$9
'5
)227+,//
$=86$%9
%9
$9
$/267$
07 5'
$/$0,726$9
$9
%9
% 67
67 67
$57(6,$
%9
125:$/.
),5(6721(
$7/$17,&
%9
%9
%9
+</()),1*:(//
5'
%9
&2/,0$
2))
&87
5'
125:$/.
5'
%9
$9
$9
67 &$5621
7+
$7/$17,&
:,//2:
%9 +<
67 %,*
3,1(6
+<
5'
%2%
6 *$3
5'
9$/<(502
5'
*/(1'$/(
9(5'8*2
+817,1*721
0,66,21
0$,1
3(&.
*$%5,(/
%$/'<
&$1<21
%,*
&5(67
$1*(/(6
)25(67
$1*(/(6
&5(67
:,/621
%,*
52&.
&5((.
%52$':$< 9$//(<
0$,1
+$&,(1'$
)8//(5721
',$021'
0,66,21
*5$1'
%5($
&1
%5($
&1
2&($1
$/$0('$
526(0($'
&5<67$/
/$.(
&$1<21
:+,77,(5
/$6781$6 '5
*/(1'25$$9
/$.(:22'
%9
&2817<
6$1
%(51$5',12
&2817<
25$1*(
5, 9 ( 5
/26$1*(/(6
5,9(5
/26$1*(/(6
6$1
*$%5,(/
5,9(5
6$1
*$%5,(/
5,9(5
:(67 )25.
6$1 5,9 ( 5*$%5,(/
( $67
) 25.
* $%5,(/ 5,9(5
6 $1
/(**

/$.(
%,*
6$17$
$1,7$
5(6(592,5 6$:3,7
&$1<21
5(6(592,5
&2*6:(//
5(6(592,5
6$1*$%5,(/
5(6(592,5
0255,6
5(6(592,5
&5<67$/
/$.(
%,*'$/721
5(6(592,5
6$1',0$6
5(6(592,5
6$1$1721,2
5(6(592,5
7+203621
&5((.
5(6(592,5/,9(2$.
5(6(592,5
38'',1*6721(
5(6(592,5
%,*78-81*$
5(6(592,5
:+,77,(51$552:6

'$0
6$17$)(
'$0
($721
:$6+
'$0
'(9,/
6 *$7(
'$0
5(6
&5((.
&5((.
0$56+$//&$1<21
&+$11(/
/,9(2$.&<1
%,*'$/721&$1<21
08//&+$11(/*25'21&+$11(/
025*$1
&5((. +$0&$1<21&+$11(/
38'',1*6721(&+$11(/
&+$57(52$.:$6+
:$6+
%$.(5
:$6+
&5((.
6287+6$1-26(
&5((.
&+,12
&+$11(/
$/+$0%5$
6$1-26(
&5((.
6<&$025(&$1<21
$552<26(&2
&5((.
:$6+
6$1
3$648$/
0,//&5((.
(5'8*2
:$6+
6<&$025(:$6+
'($'+256(&$1<21&+$11(/
6<&$025(6&+2//
',9(56,21
52<$/&$1<21&+$11(/
5(<12/'6
&2857
/$7 6$1$1721,2:$6+
:$/187&5((.
&$1<21
/,77/( 6$1 ',0$6
'$/721
%,*'$/721
:$6+
6$1$1721,2
&5((.7+203621
6$1-26(
&5((.
%($77<&$1<21
&+$11(/
9$17$66(/&$1<21&+$11(/0$''2&.&+$11(/
63,1.6&+$11(/
%5$'%85<
&+$11(/
$552<26(&2
&+$11(/
6&+2//
&+$11(/
&+$11(/
6<&$025(
&$1<21
&/(0(176/$7(5$/
&$6&$',$
/$7(5$/
/(125(&+$11(/
&+$11(/
%8(1$9,67$
%8(1$9,67$
&+$11(/
6,(55$0$'5(
:$6+
6$:3,7:$6+
%5$'%85<&+$11(/
&5((.
$5&$',$
$5&$',$($67%5$1&+:$6+
%$/':,1$9(
/,0$67
6$1-26(
38(17(
&5((.
:$6+
58%,2
:$6+
%,*'$/721
:$6+($67%5$1&+
%,*'$/721:$6+
(1*/(:,/'
&+$11(/+$552:&+$11(/
:$6+ :$6+
($721
5,2+21'2&+$11(/
/,9(2$.
7+203621
%5$')25''5
%,*'$/721:$6+
:$/187&+$11(/
:$/187&+$11(/
:(67)25.
0$56+$//&$1<21(0(5$/':$6+
/,9(2$.
&5((.
&5((.
20,1*8(=
5,2+21'2 9(5'(
1257+)25.
7$&2%,&5((.
&203721
&203721&5((.
9(5121&+$11(/
%5($&$1<21&+$11(/
&+$11(/
($67%5$1&+
&+$11(/
/$0,5$'$
&5((.
/$&$1$'$
&2<27(
&2<27(
&5((.
&2<27(
/26&(55,726&+$11(/
$7%(//
&+$11(/
%5($&$1<21&+$11(/
&$1<21
:$6+
:$6+
$&721
&$1<
&+$11(/
9(5'8*2:$6+
*266&<1
,1/(748$,/ &5((.
&/28'&5((.
&+$11(/
($*/(:$5'
&+$11(/
&+$11(/
&$1<21
'81608,5
&+$11(/
&$1<21
&22.6
6+,(/'6&$1<21
6816(7/$7$/7$'(1$
6<67(0
58%,2
58%,2
',9(56,21
:$6+
*226(%(55<&5((.
&+$11(/
%/$1&+$5'
&$1<21
&+$11(/
:(%%(5&$1<21&+$11(/
&+$11(/+,//&5(67
%5$1'&$1<21&+$11(/
(1*/(+($5'
&$1<21&+$11(/
:$6+
9(5'8*2
3,&.(16&$1<21&+$11(/
+$//6&$1<21&+$11(/
:,1(5<&$1<21&+$11(/+$<&$1<21&+$11(/
)/,17&$1<21&+$11(/
*28/'&$1<21
3$5$',6(&$1<21&+$11(/
&+$11(/
:$6+
&$1<21
$1,7$
6$17$
/,77/(
&$1<21
%$,/(<
6,(55$0$'5(9,//$&+$11(/
&$55,$*(+286(
&$1<21
$8%851
&+$11(/
/$11$1&+$11(/
&$1<21
$1,7$
6$17$
$5&$',$
/$7(5$/
:$6+
&5((.
:$6+
6$17$
$1,7$
&+$57(52$.:$6+
/21*
%($&+
/26
$1*(/(6
32021$
3$6$'(1$
*/(1'25$
&$5621
:+,77,(5
$=86$
'2:1(<
6$1
',0$6
$5&$',$
&/$5(0217
:(67
&29,1$
&203721
:$/187
125:$/.
&(55,726
',$021'
%$5
/$.(:22'
'8$57(
$/+$0%5$
3,&2
5,9(5$
9(5121
0217(%(//2
6287+
*$7(
/$
0,5$'$
%(//
/<1:22'
%(//)/2:(5
%$/':,1
3$5.
3$5$02817
0217(5(<
3$5.
/$
+$%5$
+(,*+76
6$1
0$5,12
*/(1'$/(
021529,$
,1'8675<
&29,1$
,5:,1'$/(
/$
9(51(
&200(5&(
(/
0217(526(0($'
6$17$
)(
635,1*6
/$
&$1$'$
)/,175,'*(
6$1
*$%5,(/
/$
38(17(
$57(6,$
7(03/(
&,7<
%5$'%85<
6287+
3$6$'(1$
6,*1$/
+,//
&8'$+<
6287+
(/
0217(
%(//
*$5'(16
+817,1*721
3$5.
0$<:22'
+$:$,,$1
*$5'(16
6DQ*DEULHO5LYHU:DWHUVKHG
$&721
:$776
1$3/(6
0$<)$,5
9 $/,1'$%$66(77
9$/<(502
)/25(1&(
$/ 7$'(1$
/26$/726
'20,1*8(=
+2//<'$/(
(&+23 $5.
:,/0,1*721
/261,(726
($*/(52&.
:$/1873$5.
:,//2:%522.
&+$57(52$.
%,;%<.12//6
&,7<7(55$&(
&<35(663$5.
-81,3(5+,//6
%(/02176+25(
%2</(+(,*+76
+,*+/$1'3$5.
07:$6+,1*721*/$66(//?3$5.
3+,//,365$1&+
0217(5(<+,//6
7(50,1$/,6/$1'
$92&$'2+(,*+76
125:22'9,//$*(
5$1&+2'20,1*8(=
1257+/21*%($&+
:22'6,'(9,//$*(
($67/26$1*(/(6
6287+6$1*$%5,(/
6287+6$1-26(+,//6
5()
??SZJLVG?PSPJLV?030*,6?SURMHFWV?PSP?JLVPDSV?ZNB?6DQ*DEULHO5LYHUBZWUVKHGP[G'$7(
'DWDFRQWDLQHGLQWKLVPDSLVSURGXFHGLQZKROH
RUSDUWIURPWKH/RV$QJHOHV&RXQW\'HSDUWPHQW
RI3XEOLF:RUNV
GLJLWDOGDWDEDVH

0,/(6
I
0DSSLQJ 3URSHUW\0DQDJHPHQW'LYLVLRQ0DSSLQJ *,66HUYLFHV6HFWLRQ /(*(1'
6$1*$%5,(/5,9(5:$7(56+('
81,1&25325$7('$5($
'$0/$.(5(6(592,5
0$-255,9(5
0$-25&+$11(/
&2817<2)/26$1*(/(6
6$1*$%5,(/5,9(5:$7(56+('
Proposed
Project Site
3UHOLPLQDU\/RZ,PSDFW'HYHORSPHQW3ODQ
&RORUDGR&RQQHFWLRQ$UFDGLD

$SSHQGL[$

9ROXPHDQG)ORZUDWH&DOFXODWLRQV +\GURORJLF5HSRUW

7KH SURSRVHG GHYHORSPHQW ZDV DQDO\]HG IRU WKH WK 3HUFHQWLOH VWRUP HYHQW XVLQJ WKH /$&'3: +\GUR&DOF VRIWZDUH 7KH JRYHUQLQJ GHVLJQ VWRUP HYHQW LV GHWHUPLQHG WR EH WK SHUFHQWLOHDVLWLVJUHDWHUWKDQWKHLQVWRUPHYHQWLQDFF RUGDQFHZLWKWKH/$&RXQW\%03 'HVLJQ0DQXDO%HORZLVDVXPPDU\RIWKH+\GUR&DOFRXWSXWV
WK3HUFHQWLOH6WRUP(YHQW
LQ

'0$ WK3HUFHQWLOH6WRUP9
9ROXPH
FI
)ORZUDWH
FIV

3
3

5HIHU WR /$&'3: +\GUR&DOF 2XWSXW 'DWD ZLWKLQ WKLV $SSHQGL[ IRU 9 R O X P H D Q G ) O R Z U D W H &DOFXODWLRQV

Peak Flow Hydrologic Analysis
File location: P:/M/MWIG-010/Admin/Reports/LID/Preliminary/MWIG-010 - DMA P1.pdf Version: HydroCalc 1.0.3
Input Parameters
Project Name MWIG-010
Subarea ID DMA P1
Area (ac) 2.62
Flow Path Length (ft) 680.25
Flow Path Slope (vft/hft) 0.0105
85th Percentile Rainfall Depth (in) 1.0
Percent Impervious 0.86
Soil Type 7
Design Storm Frequency 85th percentile storm
Fire Factor 0
LID True
Output Results
Modeled (85th percentile storm) Rainfall Depth (in) 1.0 Peak Intensity (in/hr) 0.2531
Undeveloped Runoff Coefficient (Cu) 0.1
Developed Runoff Coefficient (Cd) 0.788
Time of Concentration (min) 31.0
Clear Peak Flow Rate (cfs) 0.5225
Burned Peak Flow Rate (cfs) 0.5225
24-Hr Clear Runoff Volume (ac-ft) 0.1706
24-Hr Clear Runoff Volume (cu-ft) 7432.5072
Peak Flow Hydrologic Analysis
File location: P:/M/MWIG-010/Admin/Reports/LID/Preliminary/MWIG-010 - DMA P2.pdf Version: HydroCalc 1.0.3
Input Parameters
Project Name MWIG-010
Subarea ID DMA P2
Area (ac) 1.08
Flow Path Length (ft) 257.17
Flow Path Slope (vft/hft) 0.005
85th Percentile Rainfall Depth (in) 1.0
Percent Impervious 0.86
Soil Type 7
Design Storm Frequency 85th percentile storm
Fire Factor 0
LID True
Output Results
Modeled (85th percentile storm) Rainfall Depth (in) 1.0 Peak Intensity (in/hr) 0.3186
Undeveloped Runoff Coefficient (Cu) 0.1
Developed Runoff Coefficient (Cd) 0.788
Time of Concentration (min) 19.0
Clear Peak Flow Rate (cfs) 0.2711
Burned Peak Flow Rate (cfs) 0.2711
24-Hr Clear Runoff Volume (ac-ft) 0.0703
24-Hr Clear Runoff Volume (cu-ft) 3063.758
3UHOLPLQDU\/RZ,PSDFW'HYHORSPHQW3ODQ
&RORUDGR&RQQHFWLRQ$UFDGLD

$SSHQGL[%

6LWH%03V

TECHNICAL GUIDANCE DOCUMENT APPENDICES
XIV-43 December 20, 2013
INF-7: Underground Infiltration
Underground infiltration is a vault or chamber with an open bottom that used to store runoff and percolate into the subsurface. A number of vendors offer proprietary
infiltration products that allow for similar or enhanced rates of infiltration and subsurface storage while offering durable prefrabricated structures. There are many varieties of
proprietary infiltration BMPs that can be used for roads and parking lots, parks and open spaces, single and multi-family residential, or mixed-use and commercial uses.
)HDVLELOLW\6FUHHQLQJ&RQVLGHUDWLRQV
x ,QILOWUDWLRQEDLQVVKDOOSDVVLQIHDVLEOHVFUHHQLQJFULWHULDWR EHFRQVLGHUHGIRUXVH
x 8QGHUJURXQGLQILOWUDWLRQJDOOHULHVSRVHDSRWHQWLDOULVNRIJU RXQGZDWHUFRQWDPLQDWLRQ
SUHWUHDWPHQWVKRXOGEHXVHG
2SSRUWXQLW\&ULWHULD
x 6RLOVDUHDGHTXDWHIRULQILOWUDWLRQRUFDQEHDPHQGHGWRSURYL GHDQDGHTXDWHLQILOWUDWLRQUDWH x $SSURSULDWHIRUVLWHVZLWKOLPLWHGVXUIDFHVSDFH x &DQEHSODFHGEHQHDWKURDGVSDUNLQJORWVSDUNVDQGDWKOHWLF ILHOGV x 3RWHQWLDOIRUJURXQGZDWHUFRQWDPLQDWLRQFDQEHPLWLJDWHGWKURX JKLVRODWLRQRISROOXWDQWVRXUFHV SUHWUHDWPHQWRILQIORZDQGRUGHPRQVWUDWLRQRIDGHTXDWHWUHDWPHQWFDSDFLW\RIXQGHUO\LQJVRLOV x Infiltration is into native soil, or depth of engineered fill is 5 feet from the bottom of the facility to QDWLYHPDWHULDODQGLQILOWUDWLRQLQWRILOOLVDSSURYHGE\DJHRWHFKQLFDOSURIHVVLRQDO x 7ULEXWDU\DUHDODQGXVHVLQFOXGHPL[HGXVHDQGFRPPHUFLDOVQJ OHIDPLO\DQGPXOWLIDPLO\URDGV DQGSDUNLQJORWVDQGSDUNVDQGRSHQVSDFHV+LJKSROOXWDQWODQGXVHVVKRXOGQRWEHWULEXWDU\WR LQILOWUDWLRQ%03V
2&6SHFLILF'HVLJQ&ULWHULDDQG&RQVLGHUDWLRQV
Ƒ
3ODFHPHQWRI%03VVKRXOGREVHUYHJHRWHFKQLFDOUHFRPPHQGDWLRQVZ LWKUHVSHFWWRJHRORJLFDO KD]DUGV
HJODQGVOLGHVOLTXHIDFWLRQ]RQHVHURVLRQHWF
DQ GVHWEDFNV
HJIRXQGDWLRQV
XWLOLWLHVURDGZD\VHWF

Ƒ 0LQLPXPVHSDUDWLRQWRPRXQGHGVHDVRQDOO\KLJKJURXQGZDWHURIIHHWVKDOOEHREVHUYHG Ƒ 0LQLPXP SUHWUHDWPHQW VKRXOG EH SURYLGHG XSVWUHDP RI WKH LQILOWUDWLRQ IDFLOLW\ DQG ZDWHU E\SDVVLQJSUHWUHDWPHQWVKRXOGQRWEHGLUHFWHGWRWKHIDFLOLW\ Ƒ 8QGHUJURXQGLQILOWUDWLRQVKRXOGQRWEHXVHGIRUGUDLQDJHDUHDV ZLWKKLJKVHGLPHQWSURGXFWLRQ SRWHQWLDOXQOHVVSUHFHGHGE\IXOOWUHDWPHQWFRQWUROZLWKD%03HIIHFWLYHIRUVHGLPHQWUHPRYDO Ƒ 'HVLJQLQILOWUDWLRQUDWHVKRXOGEHGHWHUPLQHGDVGHVFULEHGLQAppendix VII Ƒ ,QVSHFWLRQ SRUWV RU VLPLODU GHVLJQ IHDWXUHV VKDOO EH SURYLGHG WR YHULI\ FRQWLQXHG V\VWHP SHUIRUPDQFHDQGLGHQWLI\QHHGIRUPDMRUPDLQWHQDQFH
Also known as:
¾ Infiltration vault
¾ Recharge vault
8QGHUJURXQG,QILOWUDWLRQ
Source: http://www.contech-cpi.com

TECHNICAL GUIDANCE DOCUMENT APPENDICES
XIV-44 December 20, 2013
Ƒ )RULQILOWUDWLRQIDFLOLWLHVEHQHDWKURDGVDQGSDUNLQJDUHDVVW UXFWXUDOUHTXLUHPHQWVVKRXOGPHHW +ORDGUHTXLUHPHQWV
&RPSXWLQJ8QGHUJURXQG,QILOWUDWLRQ'HYLFH6L]H
8QGHUJURXQGLQILOWUDWLRQGHYLFHVYDU\E\GHVLJQDQGE\SURSULHWDU\GHVLJQV7KHVL]LQJPHWKRGVHOHFWHG IRUXVHPXVWEHEDVHGRQWKH%03W\SHLWPRVWVWURQJO\UHVHPEOHV x )RUXQGHUJURXQGLQILOWUDWLRQGHYLFHVZLWKRSHQSRUHYROXPH H JYDXOWVFUDWHVSLSHVHFWLRQV
HWF
VL]LQJZLOOEHPRVWVLPLODUWRLQILOWUDWLRQEDVLQV
x )RUXQGHUJURXQGLQILOWUDWLRQGHYLFHVZLWKSRUHVSDFH HJDJ JUHJDWHUHVHUYRLUV
VL]LQJZLOOEH
PRVWVLPLODUWRSHUPHDEOHSDYHPHQW

$GGLWLRQDO5HIHUHQFHVIRU'HVLJQ*XLGDQFH
x /RV$QJHOHV8QLILHG6FKRRO'LVWULFW
/$86'
6WRUPZDWHU7HFKQLFDO0DQXDO&KDSWHU

http://www.laschools.org/employee/design/fs-studies-and- reports/download/white_paper_report_material/Storm_Water_Technical_Manual_2009-opt- red.pdf?version_id=76975850

&RXQW\RI/RV$QJHOHV ( )HEUXDU\
5(7
,QILOWUDWLRQ7UHQFK
'HVFULSWLRQ
$QLQILOWUDWLRQWUHQFKLVDQDUURZWUHQFK
FRQVWUXFWHGLQQDWXUDOO\SHUYLRXVVRLOV
GHVLJQHGIRUUHWDLQLQJDQGLQILOWUDWLQJ
VWRUPZDWHUUXQRIILQWRWKHXQGHUO\LQJQDWLYH
VRLOVDQGJURXQGZDWHUWDEOH,QILOWUDWLRQ
WUHQFKHVDUHW\SLFDOO\ILOOHGZLWKJUDYHODQG
VDQGDOWKRXJKXVHRIPDQXIDFWXUHG
SHUFRODWLRQWDQNPRGXOHVPD\EH
FRQVLGHUHGLQSODFHRIJUDYHOILOO,QILOWUDWLRQ
WUHQFKHVSURYLGHVWRUPZDWHUUXQRII
WUHDWPHQWWKURXJKDYDULHW\RIQDWXUDO
PHFKDQLVPV
LHILOWUDWLRQDGVRUSWLRQ
ELRORJLFDOGHJUDGDWLRQ
DVZDWHUIORZVWKURXJKWKHVRLOSURILOH
,QILOWUDWLRQWUHQFKHVGLIIHUIURPLQILOWUDWLRQEDVLQVLQWKDWWKHIRUPHUDUHXVHGIRUVPDOO GUDLQDJHDUHDVDQGVWRUHVVWRUPZDWHUUXQRIIRXWRIVLJKWXQGHUJURXQGZLWKLQWKHYRLG VSDFHVRIURFNVRUVWRQHVRUSHUFRODWLRQWDQNPRGXOHV,QILOWUDWLRQEDVLQVDUHXVHGIRU ODUJHUGUDLQDJHDUHDVDQGVWRUPZDWHULVVWRUHGZLWKLQDYLVLEOHSRQGHGVXUIDFH ,QILOWUDWLRQYDXOWVDQGLQILOWUDWLRQOHDFKILHOGVDUHVXEVXUIDFHYDULDWLRQVRIWKHLQILOWUDWLRQ WUHQFKFRQFHSWLQZKLFKVWRUPZDWHUUXQRIILVGLVWULEXWHGWRWKHXSSHU]RQHRIWKH VXEVXUIDFHJUDYHOEHGE\PHDQVRISHUIRUDWHGSLSHV
$VFKHPDWLFRIDW\SLFDOLQILOWUDWLRQWUHQFKLVSUHVHQWHGLQ)LJXUH( /,'2UGLQDQFH5HTXLUHPHQWV
,QILOWUDWLRQWUHQFKHVFDQEHXVHGWRPHHWWKHRQVLWHUHWHQWLRQUHTXLUHPHQWVRIWKH/,' 2UGLQDQFH,QILOWUDWLRQWUHQFKHVZLOOSUHYHQWSROOXWDQWVLQWKH6:4'YIURPEHLQJ GLVFKDUJHGRIIVLWH
$GYDQWDJHV
• 5HGXFHVRUHOLPLQDWHVVWRUPZDWHUUXQRIIGLVFKDUJHWRUHFHLYLQJZDWHUIRUPRVW VWRUPHYHQWV
• 5HGXFHVSHDNVWRUPZDWHUUXQRIIZKLFKSURYLGHVHURVLRQFRQWURO • 3URYLGHVJURXQGZDWHUUHFKDUJH
• 3URYLGHVHIIHFWLYHWUHDWPHQWWKURXJKVHWWOLQJDQGILOWHULQJZKLOHUHTXLULQJUHODWLYHO\ VPDOOVSDFH
• )LWVLQQDUURZDUHDVDQGXQXVHGDUHDVRIDGHYHORSPHQWVLWH • ,VVXLWDEOHIRUXVHZKHQZDWHULVQRWDYDLODEOHIRULUULJDWLRQRUEDVHIORZ 6RXUFH
:DVKLQJWRQ &RXQW\

5(7
,QILOWUDWLRQ7UHQFK
&RXQW\RI/RV$QJHOHV ( )HEUXDU\

)LJXUH(,QILOWUDWLRQ7UHQFK6FKHPDWLF

5(7
,QILOWUDWLRQ7UHQFK
&RXQW\RI/RV$QJHOHV ( )HEUXDU\
'LVDGYDQWDJHV
• ,VQRWDSSURSULDWHIRUDUHDVZLWKWRRORZRUWRRKLJKSHUPHDELOLW\VRLOV • 0D\QRWEHDSSURSULDWHIRULQGXVWULDOVLWHVRUORFDWLRQVZLWKFRQWDPLQDWHGVRLOVRU ZKHUHVSLOOVPD\RFFXUEHFDXVHRIWKHSRWHQWLDOWKUHDWWRJURXQGZDWHU FRQWDPLQDWLRQ
• 0XVWEHSURWHFWHGIURPKLJKVHGLPHQWORDGV
• 0D\UHVXOWLQVWDQGLQJZDWHUZKLFKPD\DOORZYHFWRUEUHHGLQJ • ,VQRWDSSURSULDWHRQILOORUVLWHVZLWKVWHHSVORSHV *HQHUDO&RQVWUDLQWVDQG,PSOHPHQWDWLRQ&RQVLGHUDWLRQV
• ,QILOWUDWLRQWUHQFKHVFDQEHLQWHJUDWHGLQWRRSHQVSDFHEXIIHUVDQGRWKHU ODQGVFDSHDUHDV
• 7KHSRWHQWLDOIRUJURXQGZDWHUFRQWDPLQDWLRQPXVWEHFDUHIXOO\FRQVLGHUHG ,QILOWUDWLRQWUHQFKHVDUHQRWVXLWDEOHIRUVLWHVWKDW

o 8VHRUVWRUHFKHPLFDOVRUKD]DUGRXVPDWHULDOVXQOHVVWKH\DUHSUHYHQWHG IURPHQWHULQJWKHWUHQFK
RU
o 8QUHPHGLDWHG³EURZQILHOGVLWHV´ZKHUHWKHUHLVNQRZQJURXQGZDWHURUVRLO FRQWDPLQDWLRQ
• ,QILOWUDWLRQWUHQFKHVVKRXOGEHVLWHGDZD\IURPWUHHGULSOLQHVDQGNHSWIUHHRI YHJHWDWLRQ
• ,IWKHFRUUHFWHGLQVLWXLQILOWUDWLRQUDWHH[FHHGLQKUWKHQVWRUPZDWHUUXQRII PD\QHHGWREHIXOO\WUHDWHGZLWKDQXSVWUHDPVWRUPZDWHUTXDOLW\FRQWURO PHDVXUHSULRUWRLQILOWUDWLRQWRSURWHFWJURXQGZDWHUTXDOLW\ • ,QILOWUDWLRQWUHQFKHVFDQQRWEHORFDWHGRQVLWHVZLWKDVORSHJUHDWHUWKDQ SHUFHQW
• 3UHWUHDWPHQWWRUHPRYHVHGLPHQWLVUHTXLUHGWRSURWHFWLQILOWUDWLRQWUHQFKIURP KLJKVHGLPHQWORDGV
• ,ISRVVLEOHWKHHQWLUHWULEXWDU\DUHDRIWKHLQILOWUDWLRQWUHQFKVKRXOGEHVWDELOL]HG EHIRUHFRQVWUXFWLRQEHJLQV,IWKLVLVQRWSRVVLEOHDOOIORZVVKRXOGEHGLYHUWHG DURXQGWKHLQILOWUDWLRQWUHQFKWRSURWHFWLWIURPVHGLPHQWORDGVGXULQJFRQVWUXFWLRQ RUWKHWRSWZRLQFKHVRIVRLOIURPWKHLQILOWUDWLRQWUHQFKIORRUVKRXOGEHUHPRYHG DIWHUWKHVLWHKDVEHHQVWDELOL]HG([FDYDWHGPDWHULDOVKRXOGEHVWRUHGVXFKWKDW LWFDQQRWEHZDVKHGEDFNLQWRWKHLQILOWUDWLRQWUHQFKLIDVWRUPRFFXUVGXULQJ FRQVWUXFWLRQ
• 7KHHTXLSPHQWXVHGWRFRQVWUXFWWKHLQILOWUDWLRQWUHQFKVKRXOGKDYHH[WUDZLGH ORZSUHVVXUHWLUHV&RQVWUXFWLRQWUDIILFVKRXOGQRWHQWHUWKHLQILOWUDWLRQWUHQFK EHFDXVHLWFDQFRPSDFWVRLOZKLFKUHGXFHVLQILOWUDWLRQFDSDFLW\,IKHDY\ HTXLSPHQWLVXVHGRQWKHEDVHRIWKHLQILOWUDWLRQWUHQFKWKHLQILOWUDWLYHFDSDFLW\ PD\EHUHVWRUHGE\WLOOLQJRUDHUDWLQJSULRUWRSODFLQJWKHLQILOWUDWLYHEHG 5(7
,QILOWUDWLRQ7UHQFK
&RXQW\RI/RV$QJHOHV ( )HEUXDU\
• &OHDQZDVKHGJUDYHOVKRXOGEHSODFHGLQWKHH[FDYDWHGWUHQFKLQOLIWVDQGOLJKWO\ FRPSDFWHGZLWKDSODWHFRPSDFWRU8VHRIXQZDVKHGJUDYHOFDQUHVXOWLQ FORJJLQJ
• $JHRPHPEUDQHOLQHUVKRXOGEHLQVWDOOHGJHQHURXVO\ZLWKRYHUODSSLQJVHDPVRQ VLGHVERWWRPDQGRQHIRRWEHORZWKHVXUIDFHRIWKHLQILOWUDWLRQWUHQFK • $IWHUFRQVWUXFWLRQLVFRPSOHWHGWKHHQWLUHWULEXWDU\DUHDRIWKHLQILOWUDWLRQWUHQFK VKRXOGEHVWDELOL]HGEHIRUHDOORZLQJVWRUPZDWHUUXQRIIWRHQWHULW • $QREVHUYDWLRQZHOOPXVWEHLQVWDOOHGWRFKHFNZDWHUOHYHOVGHWHQWLRQWLPHDQG HYLGHQFHRIFORJJLQJ$QDFFHVVURDGDORQJWKHHQWLUHOHQJWKRIWKHLQILOWUDWLRQ WUHQFKLVUHTXLUHGXQOHVVLWLVORFDWHGDORQJDQH[LVWLQJURDGRUSDUNLQJORWWKDW FDQEHVDIHO\XVHGIRUPDLQWHQDQFHDFFHVV
'HVLJQ6SHFLILFDWLRQV
7KHIROORZLQJVHFWLRQVSURYLGHGHVLJQVSHFLILFDWLRQVIRULQILOWUDWLRQWUHQFKHV *HRWHFKQLFDO
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
,QILOWUDWLRQWUHQFKHVDUHDSSURSULDWHIRUVRLOVZLWKDPLQLPXPFRUUHFWHGLQVLWXLQILOWUDWLRQ UDWHRILQKU7KHJHRWHFKQLFDOUHSRUWPXVWGHWHUPLQHLIWKHSURSRVHGSURMHFWVLWHLV VXLWDEOHIRUDQLQILOWUDWLRQWUHQFKDQGPXVWUHFRPPHQGDGHVLJQLQILOWUDWLRQUDWH VHH
³'HVLJQ,QILOWUDWLRQ5DWH´XQGHUWKH³6L]LQJ´VHFWLRQ
7KHJHRWHFKQLFDOLQYHVWLJDWLRQ
VKRXOGEHVXFKWKDWDJRRGXQGHUVWDQGLQJLVJDLQHGDVWRKRZWKHVWRUPZDWHUUXQRIIZLOO PRYHWKURXJKWKHVRLO
KRUL]RQWDOO\RUYHUWLFDOO\
DQGLIWKHUHDUHDQ\JHRORJLFDO
FRQGLWLRQVWKDWFRXOGLQKLELWWKHPRYHPHQWRIZDWHU
3UHWUHDWPHQW
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
,QILOWUDWLRQ7UHQFK
&RXQW\RI/RV$QJHOHV ( )HEUXDU\
VHGLPHQWUHGXFWLRQ
HJYHJHWDWHGVZDOHVYHJHWDWHGILOWHUVWULSVVHGLPHQWDWLRQ PDQKROHVDQGSURSULHWDU\GHYLFHV

6HWEDFNV
,QILOWUDWLRQWUHQFKHVPXVWEHVLWHGIROORZLQJWKHVHWEDFNVIURPWKHPRVWUHFHQW*0(' 3ROLF\*6
*HRPHWU\
• ,QILOWUDWLRQWUHQFKHVPXVWEHGHVLJQHGDQGFRQVWUXFWHGWREHDWOHDVWLQFKHV ZLGHDQGWRIHHWGHHS
• 7KHORQJLWXGLQDOVORSHRIWKHWUHQFKVKRXOGQRWH[FHHGWKUHHSHUFHQW • 7KHILOWHUEHGPHGLDOD\HUVPXVWKDYHWKHIROORZLQJFRPSRVLWLRQDQGWKLFNQHVV
o 7RSOD\HU
LQFKHVRISHDJUDYHO
o 0LGGOHOD\HU
WRIHHWRIZDVKHGWRLQFKJUDYHO
YRLGVSDFHVVKRXOG
EHDSSUR[LPDWHO\WRSHUFHQW
o %RWWRPOD\HU
LQFKHVRIVDQGRUJHRPHPEUDQHOLQHUHTXLYDOHQW
6L]LQJ
,QILOWUDWLRQWUHQFKHVDUHVL]HGDVLPSOHVL]LQJPHWKRGZKHUHWKH6:4'YPXVWEH FRPSOHWHO\LQILOWUDWHGZLWKLQ
KRXUV,QILOWUDWLRQWUHQFKHVSURYLGHVWRUPZDWHUUXQRII VWRUDJHLQWKHYRLGVRIWKHURFNILOORUSHUFRODWLRQWDQNPRGXOHV 6WHS
'HWHUPLQHWKH6:4'Y
,QILOWUDWLRQWUHQFKHVPXVWEHGHVLJQHGWRFDSWXUHDQGUHWDLQWKH6:4'Y VHH6HFWLRQ
IRU6:4'YFDOFXODWLRQSURFHGXUHV

6WHS
'HWHUPLQHWKHGHVLJQLQILOWUDWLRQUDWH
'HWHUPLQHWKHFRUUHFWHGLQVLWXLQILOWUDWLRQUDWH

IGHVLJQ
RIWKHQDWLYHVRLOXVLQJWKH
SURFHGXUHVGHVFULEHGLQWKHPRVWUHFHQW*0('3ROLF\*6 6WHS
&DOFXODWHWKHVXUIDFHDUHD
'HWHUPLQHWKHVL]HRIWKHUHTXLUHGLQILOWUDWLRQVXUIDFHE\DVVXPLQJWKH6:4'YZLOOILOO WKHDYDLODEOHYRLGVSDFHVRIWKHJUDYHOVWRUDJHOD\HU7KHPD[LPXPGHSWKRI VWRUPZDWHUUXQRIIWKDWFDQEHLQILOWUDWHGZLWKLQWKHPD[LPXPUHWHQWLRQWLPH

KUV
LV
FDOFXODWHGXVLQJWKHIROORZLQJHTXDWLRQ

ௗ௘௦௜௚௡
ͳʹݐ

5(7
,QILOWUDWLRQ7UHQFK
&RXQW\RI/RV$QJHOHV ( )HEUXDU\
:KHUH

GPD[ 0D[LPXPGHSWKRIZDWHUWKDWFDQEHLQILOWUDWHGZLWKLQWKHPD[LPXP UHWHQWLRQWLPH>IW@

I
GHVLJQ 'HVLJQLQILOWUDWLRQUDWH>LQKU@
DQG
W 0D[LPXPUHWHQWLRQWLPH
PD[
KUV
>KU@
6HOHFWWKHLQILOWUDWLRQWUHQFKGHSWK
GW
VXFKWKDW

௠௔௫
௧
:KHUH

GW 'HSWKRILQILOWUDWLRQWUHQFK>IW@

GPD[ 0D[LPXPGHSWKRIZDWHUWKDWFDQEHLQILOWUDWHGZLWKLQWKHPD[LPXP UHWHQWLRQWLPH>IW@
DQG
Q
W ,QILOWUDWLRQWUHQFKILOOSRURVLW\
&DOFXODWHWKHLQILOWUDWLQJVXUIDFHDUHD
ERWWRPRIWKHLQILOWUDWLRQWUHQFK
UHTXLUHG

ݒܦܹܳܵ
௧
:KHUH

$ 6XUIDFHDUHDRIWKHERWWRPRIWKHLQILOWUDWLRQWUHQFK>IW@
6:4'Y 6WRUPZDWHUTXDOLW\GHVLJQYROXPH>IW@

GW 'HSWKRILQILOWUDWLRQWUHQFKILOO>IW@
DQG
QW ,QILOWUDWLRQWUHQFKSRURVLW\
)ORZ(QWUDQFHDQG(QHUJ\'LVVLSDWLRQ
(QHUJ\GLVVLSDWLRQFRQWUROVFRQVWUXFWHGRIVRXQGPDWHULDOVVXFKDVVWRQHVFRQFUHWHRU SURSULHWDU\GHYLFHVWKDWDUHUDWHGWRZLWKVWDQGWKHHQHUJ\RIWKHLQIOXHQWIORZPXVWEH LQVWDOOHGDWWKHLQOHWWRWKHLQILOWUDWLRQWUHQFK)ORZYHORFLW\DWWKHLQOHWPXVWEHIWVRU OHVV&RQVXOWZLWK/$&'3:IRUWKHW\SHDQGGHVLJQRIHQHUJ\GLVVLSDWLRQVWUXFWXUH 'UDLQDJH
7KHVSHFLILFDWLRQVIRUGHVLJQLQJGUDLQDJHV\VWHPVIRULQILOWUDWLRQWUHQFKHVDUHSUHVHQWHG EHORZ

• 7KHERWWRPRILQILOWUDWLRQWUHQFKPXVWEHQDWLYHVRLOWKDWLVRYHUH[FDYDWHGDWOHDVW RQHIRRWLQGHSWKZLWKWKHVRLOUHSODFHGXQLIRUPO\ZLWKRXWFRPSDFWLRQ$PHQGLQJ WKHH[FDYDWHGVRLOZLWKWZRWRIRXULQFKHV
aWRSHUFHQW
RIFRDUVHVDQGLV
UHFRPPHQGHG
5(7
,QILOWUDWLRQ7UHQFK
&RXQW\RI/RV$QJHOHV (
)HEUXDU\
• 7KHXVHRIYHUWLFDOSLSLQJHLWKHUIRUGLVWULEXWLRQRULQILOWUDWLRQHQKDQFHPHQWLV SURKLELWHG7KLVDSSOLFDWLRQPD\EHFODVVLILHGDVD&ODVV9,QMHFWLRQ:HOOSHU &)53DUW
H

• 7KHLQILOWUDWLRQFDSDFLW\RIWKHVXEVXUIDFHOD\HUVVKRXOGEHVXIILFLHQWWRHQVXUHD PD[LPXPGHWHQWLRQWLPHRI
KRXUV$QREVHUYDWLRQZHOOPXVWEHLQVWDOOHGWR
DOORZREVHUYDWLRQRIGHWHQWLRQWLPH
+\GUDXOLF5HVWULFWLRQ/D\HU
7KHHQWLUHLQILOWUDWLYHDUHDLQFOXGLQJWKHVLGHVORSHVPXVWOLQHGZLWKDJHRPHPEUDQH OLQHUWRSUHYHQWVRLOIURPPLJUDWLQJLQWRWKHWRSOD\HUDQGUHGXFLQJWKHLQILOWUDWLRQ FDSDFLW\7KHVSHFLILFDWLRQVRIWKHJHRPHPEUDQHOLQHUDUHSUHVHQWHGLQ7DEOH(7KH HQWLUHWUHQFKDUHDLQFOXGLQJWKHVLGHVPXVWEHOLQHGZLWKDJHRPHPEUDQHOLQHUSULRUWR SODFLQJWKHPHGLDEHG3URYLGHJHQHURXVRYHUODSDWWKHVHDPV 7DEOH(*HRPHPEUDQH/LQHU6SHFLILFDWLRQVIRU,QILOWUDWLRQ7UHQFKHV 3DUDPHWHU 7HVW0HWKRG 6SHFLILFDWLRQV
0DWHULDO 1RQZRYHQJHRPHPEUDQHOLQHU
8QLWZHLJKW R]\G

PLQLPXP

)LOWUDWLRQUDWH LQVHF

PLQLPXP

3XQFWXUHVWUHQJWK $670'
0RGLILHG
OEV

PLQLPXP

0XOOHQEXUVWVWUHQJWK $670' OELQ

PLQLPXP

7HQVLOHVWUHQJWK $67' OEV

PLQLPXP

(TXLYRSHQLQJVL]H 866WDQGDU G6LHYH 1R

PLQLPXP

2EVHUYDWLRQ:HOO
7KHREVHUYDWLRQZHOOLVDYHUWLFDOVHFWLRQRISHUIRUDWHG39&SLSHIRXUWRVL[LQFK GLDPHWHULQVWDOOHGIOXVKZLWKWKHWRSRIWKHLQILOWUDWLRQWUHQFKRQDIRRWSODWHDQGZLWKD ORFNLQJUHPRYDEOHFDS7KHREVHUYDWLRQZHOOLVQHHGHGWRPRQLWRUWKHLQILOWUDWLRQUDWHLQ LQILOWUDWLRQWUHQFKDQGLVXVHIXOIRUPDUNLQJWKHORFDWLRQRIWKHLQILOWUDWLRQWUHQFK 9HJHWDWLRQ
• ,QILOWUDWLRQWUHQFKHVPXVWEHNHSWIUHHRIYHJHWDWLRQ • 7UHHVDQGRWKHUODUJHYHJHWDWLRQVKRXOGEHSODQWHGDZD\IURPLQILOWUDWLRQ WUHQFKHVVXFKWKDWGULSOLQHVGRQRWRYHUKDQJWKHLQILOWUDWLRQDUHD 5HVWULFWHG&RQVWUXFWLRQ0DWHULDOV
8VHRISUHVVXUHWUHDWHGZRRGRUJDOYDQL]HGPHWDODWRUDURXQGDQLQILOWUDWLRQWUHQFKLV SURKLELWHG
5(7
,QILOWUDWLRQ7UHQFK
&RXQW\RI/RV$QJHOHV ( )HEUXDU\
2YHUIORZ'HYLFH
$QRYHUIORZGHYLFHPXVWEHSURYLGHGLQWKHHYHQWWKDWVWRUPZDWHUUXQRIIRYHUWRSVWKH LQILOWUDWLRQWUHQFKRULIWKHLQILOWUDWLRQWUHQFKEHFRPHVFORJJHG7KHRYHUIORZGHYLFHPXVW EHDEOHWRFRQYH\VWRUPZDWHUUXQRIIWRDGRZQVWUHDPFRQYH\DQFHV\VWHPRURWKHU DFFHSWDEOHGLVFKDUJHSRLQW
0DLQWHQDQFH$FFHVV
7KHLQILOWUDWLRQWUHQFKPXVWEHVDIHO\DFFHVVLEOHGXULQJZHWDQGGU\ZHDWKHUFRQGLWLRQVLI LWLVSXEOLFO\PDLQWDLQHG$QDFFHVVURDGDORQJWKHHQWLUHOHQJWKRIWKHLQILOWUDWLRQWUHQFK LVUHTXLUHGXQOHVVWKHWUHQFKLVORFDWHGDORQJDQH[LVWLQJURDGRUSDUNLQJORWWKDWFDQEH VDIHO\XVHGIRUPDLQWHQDQFHDFFHVV,IWKHLQILOWUDWLRQWUHQFKEHFRPHVSOXJJHGDQG IDLOVDFFHVVLVQHHGHGWRH[FDYDWHWKHLQILOWUDWLRQWUHQFKDQGUHSODFHWKHILOWHUEHG PHGLD$OOGLPHQVLRQVRIWKHLQILOWUDWLRQWUHQFKVKRXOGDOVREHLQFUHDVHGE\WZRLQFKHV WRSURYLGHDIUHVKVXUIDFHIRULQILOWUDWLRQ7RSUHYHQWGDPDJHDQGFRPSDFWLRQDFFHVV PXVWDEOHWRDFFRPPRGDWHDEDFNKRHZRUNLQJDW³DUP¶VOHQJWK´IURPWKHLQILOWUDWLRQ WUHQFK
0DLQWHQDQFH5HTXLUHPHQWV
0DLQWHQDQFHDQGUHJXODULQVSHFWLRQVDUHLPSRUWDQWIRUSURSHUIXQFWLRQRILQILOWUDWLRQ WUHQFKHV7KHIROORZLQJDUHJHQHUDOPDLQWHQDQFHUHTXLUHPHQWV
• &RQGXFWUHJXODULQVSHFWLRQDQGURXWLQHPDLQWHQDQFHIRUSUHWUHDWPHQWGHYLFHV • ,QVSHFWLQILOWUDWLRQWUHQFKDQGLWVREVHUYDWLRQZHOOIUHTXHQWO\WRHQVXUHWKDWZDWHU LQILOWUDWHVLQWRWKHVXEVXUIDFHFRPSOHWHO\ZLWKLQWKHPD[LPXPGHWHQWLRQWLPHRI
KRXUV,IZDWHULVSUHVHQWLQWKHREVHUYDWLRQZHOOPRUHWKDQ KRXUVDIWHUD
PDMRUVWRUPWKHLQILOWUDWLRQWUHQFKPD\EHFORJJHG0DLQWHQDQFHDFWLYLWLHV WULJJHUHGE\DSRWHQWLDOO\FORJJHGIDFLOLW\LQFOXGH

o &KHFNIRUGHEULVVHGLPHQWDFFXPXODWLRQUDNHVXUIDFHDQGUHPRYH VHGLPHQW
LIDQ\
DQGHYDOXDWHSRWHQWLDOVRXUFHVRIVHGLPHQWDQG
YHJHWDWLYHRURWKHUGHEULV
LHHPEDQNPHQWHURVLRQFKDQQHOVFRXU
RYHUKDQJLQJWUHHV
,IVXVSHFWHGXSVWUHDPVRXUFHVDUHRXWVLGHRIWKH
&RXQW\
VMXULVGLFWLRQDGGLWLRQDOSUHWUHDWPHQW
LHWUDVKUDFNVYHJHWDWHG
VZDOHV
PD\EHQHFHVVDU\
o $VVHVVWKHFRQGLWLRQRIWKHWRSDJJUHJDWHOD\HUIRUVHGLPHQWEXLOGXSDQG FUXVWLQJ5HPRYHWKHWRSOD\HURISHDJUDYHODQGUHSODFH,IVORZGUDLQLQJ FRQGLWLRQVSHUVLVWWKHHQWLUHLQILOWUDWLRQWUHQFKPD\QHHGWREHH[FDYDWHG DQGUHSODFHG
• (OLPLQDWHVWDQGLQJZDWHUWRSUHYHQWYHFWRUEUHHGLQJ • ,QVSHFWLQILOWUDWLRQWUHQFKHVDQQXDOO\5HPRYHDQGGLVSRVHRIWUDVKDQGGHEULV DVQHHGHGEXWDWOHDVWSULRUWRWKHEHJLQQLQJRIWKHZHWVHDVRQ • ,QVSHFWRYHUIORZGHYLFHVIRUREVWUXFWLRQVRUGHEULVZKLFKVKRXOGEHUHPRYHG LPPHGLDWHO\5HSDLURUUHSODFHGDPDJHGSLSHVXSRQGLVFRYHU\ 5(7
,QILOWUDWLRQ7UHQFK
&RXQW\RI/RV$QJHOHV ( )HEUXDU\
$VXPPDU\RISRWHQWLDOSUREOHPVWKDWPD\QHHGWREHDGGUHVVHGE\PDLQWHQDQFH DFWLYLWLHVLVSUHVHQWHGLQ7DEOH(
7KH&RXQW\UHTXLUHVH[HFXWLRQRIDPDLQWHQDQFHDJUHHPHQWWREHUHFRUGHGE\WKH SURSHUW\RZQHUIRUWKHRQJRLQJPDLQWHQDQFHRIDQ\SULYDWHO\PDLQWDLQHGVWRUPZDWHU TXDOLW\FRQWUROPHDVXUHV7KHSURSHUW\RZQHULVUHVSRQVLEOHIRUFRPSOLDQFHZLWKWKH PDLQWHQDQFHDJUHHPHQW$VDPSOHPDLQWHQDQFHDJUHHPHQWLVSUHVHQWHGLQ$SSHQGL[ +
7DEOH(,QILOWUDWLRQ7UHQFK7URXEOHVKRRWLQJ6XPPDU\ 3UREOHP &RQGLWLRQV:KHQ0DLQWHQDQFH,V
1HHGHG 0DLQWHQDQFH5HTXLUHG
7UDVKDQG'HEULV 7UDVKDQGGHEULV!IW IW 5HPRYHDQGGLVSRVHRIWUDVK DQGGHEULV
&RQWDPLQDQWVDQG3ROOXWLRQ $Q\HYLGHQFHRIRLOJDVROLQH FRQWDPLQDQWVRURWKHUSROOXWDQWV
5HPRYHDQ\HYLGHQFHRIYLVXDO
FRQWDPLQDWLRQ
(URVLRQ6HGLPHQW
$FFXPXODWLRQ
8QGHUFXWRUHURGHGDUHDVDWLQOHW
VWUXFWXUHV
5HSDLUHURGHGDUHDVDQGUH
JUDGHLIQHFHVVDU\
$FFXPXODWLRQRIVHGLPHQWGHEULV
DQGRLOJUHDVHLQSUHWUHDWPHQW
GHYLFHV
5HPRYHVHGLPHQWGHEULVDQGRU
RLOJUHDVH
$FFXPXODWLRQRIVHGLPHQWGHEULV
DQGRLOJUHDVHRQVXUIDFHLQOHWRU
RYHUIORZVWUXFWXUHV
5HPRYHVHGLPHQWGHEULVDQGRU
RLOJUHDVH
:DWHU'UDLQDJH5DWH 6WDQGLQJZD WHURUE\LQVSHFWLRQRI REVHUYDWLRQZHOOV
5HPRYHWKHWRSOD\HURIWKH
LQILOWUDWLRQWUHQFKERWWRPDQG
UHSODFHLIQHFHVVDU\

County of Los Angeles D-1 February 2014
S-1: Storm Drain Message and Signage
Purpose
Waste material dumped into storm drain inlets can adversely impact surface and ground waters. In fact, any material discharged into the storm drain system has the potential to significantly impact downstream receiving waters. Storm drain messages have become a popular method of alerting and reminding the public about the effects of and the prohibitions against waste disposal into the storm drain system. The signs are typically stenciled or affixed near the storm drain inlet or catch basin. The message simply informs the public that dumping of wastes into storm drain inlets is prohibited and/or that the drain ultimately discharges into receiving waters.

General Guidance
x The signs must be placed so they are easily visible to the public. x Be aware that signs placed on sidewalk will be worn by foot traffic.

Design Specifications
x Signs with language and/or graphical icons that prohibit illegal dumping, must be posted at designated public access points along channels and streams within the project area. Consult with Los Angeles County Department of Public Works (LACDPW) staff to determine specific signage requirements for channels and streams.
x Storm drain message markers, placards, concrete stamps, or stenciled language/icons (e.g., “No Dumping – Drains to the Ocean”) are required at all storm drain inlets and catch basins within the project area to discourage illegal or inadvertent dumping. Signs should be placed in clear sight facing anyone approaching the storm drain inlet or catch basin from either side (see Figure D-1 and Figure D-2). LACDPW staff should be contacted to determine specific requirements for types of signs and methods of application. A stencil can be purchased for a nominal fee from LACDPW Building and Safety Office by calling (626) 458-3171. All storm drain inlet and catch basin locations must be identified on the project site map.

Maintenance Requirements
Legibility and visibility of markers and signs should be maintained (e.g., signs should be repainted or replaced as necessary). If required by LACDPW, the owner/operator or homeowner’s association shall enter into a maintenance agreement with the agency or record a deed restriction upon the property title to maintain the legibility of placards and signs.

S-1: Storm Drain Message and Signage
County of Los Angeles D-2 February 2014
Figure D-1. Storm Drain Message Location – Curb Type Inlet Figure D-2. Storm Drain Message Location – Catch Basin/Area Type Inlet

CONCRETE

PERIMETER

County of Los Angeles D-19 February 2014
S-8: Landscape Irrigation Practices
Purpose
Irrigation runoff provides a pathway for pollutants (i.e., nutrients, bacteria, organics, sediment) to enter the storm drain system. By effectively irrigating, less runoff is produced resulting in less potential for pollutants to enter the storm drain system.

General Guidance
x Do not allow irrigation runoff from the landscaped area to drain directly to storm drain system.
x Minimize use of fertilizer, pesticides, and herbicides on landscaped areas. x Plan sites with sufficient landscaped area and dispersal capacity (e.g., ability to receive irrigation water without generating runoff).
x Consult a landscape professional regarding appropriate plants, fertilizer, mulching applications, and irrigation requirements (if any) to ensure healthy vegetation growth.

Design Specifications
x Choose plants that minimize the need for fertilizer and pesticides. x Group plants with similar water requirements and water accordingly. x Use mulch to minimize evaporation and erosion.
x Include a vegetative boundary around project site to act as a filter. x Design the irrigation system to only water areas that need it. x Install an approved subsurface drip, pop-up, or other irrigation system.1 The irrigation system should employ effective energy dissipation and uniform flow spreading methods to prevent erosion and facilitate efficient dispersion. x Install rain sensors to shut off the irrigation system during and after storm events. x Include pressure sensors to shut off flow-through system in case of sudden pressure drop. A sudden pressure drop may indicate a broken irrigation head or water line.
x If the hydraulic conductivity in the soil is not sufficient for the necessary water application rate, implement soil amendments to avoid potential geotechnical hazards (i.e., liquefaction, landslide, collapsible soils, and expansive soils). 1 If alternative distribution systems (e.g., spray irrigation) are approved, the County will establish guidelines to implement these new systems.

S-8: Landscape Irrigation Practices
County of Los Angeles D-20 February 2014
x For sites located on or within 50 feet of a steep slope (15% or greater), do not irrigate landscape within three days of a storm event to avoid potential geotechnical instability.
2 x Implement Integrated Pest Management practices.

For additional guidelines and requirements, refer to the Los Angeles County Department of Health Services.

Maintenance Requirements
Maintain irrigation areas to remove trash and debris and loose vegetation. Rehabilitate areas of bare soil. If a rain or pressure sensor is installed, it should be checked periodically to ensure proper function. Inspect and maintain irrigation equipment and components to ensure proper functionality. Clean equipment as necessary to prevent algae growth and vector breeding. Maintenance agreements between LACDPW and the owner/operator may be required. Failure to properly maintain building and property may subject the property owner to citation.
2 As determined by the City of Los Angeles, Building and Safety Division County of Los Angeles D-21 February 2014
S-9: Building Materials Selection
Purpose
Building materials can potentially contribute pollutants of concern to stormwater runoff through leaching. For example, metal buildings, roofing, and fencing materials may be significant sources of metals in stormwater runoff, especially due to acidic precipitation.

The use of alternative building materials can reduce pollutant sources in stormwater runoff by eliminating compounds that can leach into stormwater runoff. Alternative building materials may also reduce the need to perform maintenance activities (i.e., painting) that involve pollutants of concern, and may reduce the volume of stormwater runoff. Alternative materials are available to replace lumber and paving.

Design Specifications
Lumber
Decks and other house components constructed using pressure-treated wood that is typically treated using arsenate, copper, and chromium compounds are hazardous to the environment. Pressure-treated wood may be replaced with cement-fiber or vinyl.

Roofs, Fencing, and Metals
Minimizing the use of copper and galvanized (zinc-coated) metals on buildings and fencing can reduce leaching of these pollutants into stormwater runoff. The following building materials are conventionally made of galvanized metals:
x Metal roofs;
x Chain-link fencing and siding; and
x Metal downspouts, vents, flashing, and trim on roofs.

Architectural use of copper for roofs and gutters should be avoided. As an alternative to copper and galvanized materials, coated metal products are available for both roofing and gutter application. Vinyl-coated fencing is an alternative to traditional galvanized chain-link fences. These products eliminate contact of bare metal with precipitation or stormwater runoff, and reduce the potential for stormwater runoff contamination.

Roofing materials are also made of recycled rubber and plastic.

Green roofs may be an option. Green roofs use vegetation such as grasses and other plants as an exterior surface. The plants reduce the velocity of stormwater runoff and absorb water to reduce the volume of stormwater runoff. One potential problem with using green roofs in the Los Angeles County area is the long, hot and dry summers, which may kill the plants if they are not watered. See the Green Roof Fact Sheet (RET- 7) in Appendix E.

S-9: Building Materials Selection
County of Los Angeles D-22 February 2014
Pesticides
The use of pesticides around foundations can be reduced through the use of alternative barriers. Sand barriers can be applied around foundations to deter termites, as they cannot tunnel through sand. Metal shields also block termites from tunneling.

Additionally, diatomaceous earth can be used to repel or kill a wide variety of other pests.

Maintenance Requirements
The integrity of structural elements that are subject to damage (e.g., signs) must be maintained by the owner/operator as required by local codes and ordinances.

Maintenance agreements between LACDPW and the owner/operator may be required.

Failure to properly maintain building and property may subject the property owner to citation.

TECHNICAL GUIDANCE DOCUMENT APPENDICES
XIV-78 December 20, 2013
PRE-2: Catch Basin Insert Fact Sheet
Catch basin inserts are manufactured filters or fabric placed in a drop inlet to remove sediment and debris and may include sorbent media (oil absorbent pouches) to remove floating oils and grease. Catch basin inserts are selected specifically based upon the orientation of the inlet and the expected sediment and debris loading.
2SSRUWXQLW\&ULWHULD
x &DWFKEDVLQLQVHUWVFRPHLQVXFKDZLGHUDQJHRI
FRQILJXUDWLRQVWKDWLWLVSUDFWLFDOO\LPSRVVLEOHWRJHQHUDOL]H WKHH[SHFWHGSHUIRUPDQFH,QVHUWVVKRXOGPDLQO\EHXVHGIRU FDWFKLQJFRDUVHVHGLPHQWVDQGIORDWDEOHWUDVKDQGDUH
HIIHFWLYHDVSUHWUHDWPHQWLQFRPELQDWLRQZLWKRWKHUW\SHVRI VWUXFWXUHVWKDWDUHUHFRJQL]HGDVZDWHUTXDOLW\WUHDWPHQW %03V7UDVKDQGODUJHREMHFWVFDQJUHDWO\UHGXFHWKHHIIHFWLYHQHVVRIFDWFKEDVLQLQVHUWVZLWK UHVSHFWWRVHGLPHQWDQGK\GURFDUERQFDSWXUH
x &DWFKEDVLQLQVHUWVDUHDSSOLFDEOHIRUGUDLQDJHDUHDWKDWLQFO XGHSDUNLQJORWVYHKLFOH PDLQWHQDQFHDUHDVDQGURDGZD\VZLWKFDWFKEDVLQVWKDWGLVFKDUJHGLUHFWO\WRDUHFHLYLQJZDWHU 2&6SHFLILF'HVLJQ&ULWHULDDQG&RQVLGHUDWLRQV
Ƒ
)UHTXHQWPDLQWHQDQFHDQGWKHXVHRIVFUHHQVDQGJUDWHVWRNHHS WUDVKRXWPD\GHFUHDVHWKH OLNHOLKRRGRIFORJJLQJDQGSUHYHQWREVWUXFWLRQDQGE\SDVVRILQFRPLQJIORZV Ƒ&RQVXOWSURSULHWRUVIRUVSHFLILFFULWHULDFRQFHUQLQJWKHGHVLJQRIFDWFKEDVLQLQVHUWV Ƒ&DWFKEDVLQLQVHUWVFDQEHLQVWDOOHGZLWKVSHFLILFPHGLDIRUSROOXWDQWVRIFRQFHUQ 3URSULHWDU\0DQXIDFWXUHU6XSSOLHU:HEVLWHV
x Table XIV.2LVDOLVWRIPDQXIDFWXUHUVWKDWSURYLGHFDWFKEDVLQLQVHUWV7KHLQFOXVLRQRIWKHVH PDQXIDFWXUHUVGRHVQRWUHSUHVHQWDQHQGRUVHRIWKHLUSURGXFWV2WKHUGHYLFHVDQGPDQXIDFWXUHUV PD\EHDFFHSWDEOHIRUSUHWUHDWPHQW
Table XIV.2: Proprietary Catch Basin Insert Manufacturer Websites 'HYLFH 0DQXIDFWXUHU :HEVLWH
$E7HFK,QGXVWULHV8OWUD
Urban Filter™ $E7HFK,QGXVWULHV www.abtechindustries.com $TXDVKLHOG$TXD
Guardian™ Catch Basin
,QVHUW
Aquashield™ Inc. www.aquashieldinc.com
Bowhead StreamGuard™ %RZKHDG(QYLURQPHQWDO 6DIHW\ ,QF http://www.shopbowhead.com/
&RQWHFK7ULWRQ&DWFK
Basin Filter™
&RQWHFK&RQVWUXFWLRQ3URGXFWV
,QF www.contech-cpi.com
&RQWHFK7ULWRQ&XUE,QOHW
Filter™
&RQWHFK&RQVWUXFWLRQ3URGXFWV
,QF www.contech-cpi.com
Also known as:
¾ Drop Inlet Filters
¾ Catch Basin Filters
&DWFK%DVLQ,QVHUW
DrainPac™

TECHNICAL GUIDANCE DOCUMENT APPENDICES
XIV-79 December 20, 2013
Table XIV.2: Proprietary Catch Basin Insert Manufacturer Websites 'HYLFH 0DQXIDFWXUHU :HEVLWH
&RQWHFK7ULWRQ%DVLQ
StormFilter™
&RQWHFK&RQVWUXFWLRQ3URGXFWV
,QF www.contech-cpi.com
&RQWHFK&XUE,QOHW
StormFilter™
&RQWHFK&RQVWUXFWLRQ3URGXFWV
,QF www.contech-cpi.com
&XUE,QOHW%DVNHW 6XQ7UHH7HFKQRORJLHV,QF www.suntreetech.com &XUE,QOHW*UDWHV EcoSense International™ http://www.ecosenseint.com/ 'UDLQ3DF70 8QLWHG6WRUP:DWHU,QF http://www.unitedstormwater.com *UDWH,QOHW6NLPPHU%R[ 6XQ7UHH7HFKQRORJLHV,QF www.suntreetech.com .UL6WDU)OR*DUG3/86 .UL6WDU(QWHUSULVHV,QF www.kristar.com .UL6WDU)OR*DUG .UL6WDU(QWHUSULVHV,QF www.kristar.com .UL6WDU)OR*DUG/R3UR
0DWUL[)LOWHU .UL6WDU(QWHUSULVHV,QF www.kristar.com 1\ORSODVW6WRUP385(
&DWFK%DVLQ,QVHUW
1\ORSODVW(QJLQHHUHG6XUIDFH
'UDLQDJH3URGXFWV www.nyloplast-us.com
6WRUP%DVLQ )DE&R,QGXVWULHV,QF www.fabco-industries.com 6WRUPGUDLQ6ROXWLRQV
,QWHUFHSWRU )DE&R,QGXVWULHV,QF www.fabco-industries.com 6WRUPGUDLQ6ROXWLRQV
,QFHSWRU 6WRUPGUDLQ6ROXWLRQV www.stormdrains.com
6WRUP3RG )DE&R,QGXVWULHV,QF www.fabco-industries.com 6WRUPZDWHU)LOWUDWLRQ
6\VWHPV EcoSense International™ http://www.ecosenseint.com/ 8OWUD&XUE*XDUG 8OWUD7HFK,QWHUQDWLRQDO,QF www.spillcontainment.com 8OWUD'UDLQ*XDUG 8OWUD7HFK,QWHUQDWLRQDO,QF www.spillcontainment.com 8OWUD*UDWH*XDUG 8OWUD7HFK,QWHUQDWLRQDO,QF www.spillcontainment.com 8OWUD*XWWHU*XDUG 8OWUD7HFK,QWHUQDWLRQDO,QF www.spillcontainment.com 8OWUD,QOHW*XDUG 8OWUD7HFK,QWHUQDWLRQDO,QF www.spillcontainment.com

Drain Inserts MP-52
January 2003 California Stormwater BMP Handbook 1 of 3
New Development and Redevelopment
www.cabmphandbooks.com
Description
Drain inserts are manufactured filters or fabric placed in a drop inlet to remove sediment and debris. There are a multitude of inserts of various shapes and configurations, typically falling into one of three different groups: socks, boxes, and trays. The sock consists of a fabric, usually constructed of polypropylene. The fabric may be attached to a frame or the grate of the inlet holds the sock. Socks are meant for vertical (drop) inlets. Boxes are constructed of plastic or wire mesh. Typically a polypropylene “bag” is placed in the wire mesh box. The bag takes the form of the box. Most box products are one box; that is, the setting area and filtration through media occur in the same box. Some products consist of one or more trays or mesh grates. The trays may hold different types of media. Filtration media vary by manufacturer. Types include polypropylene, porous polymer, treated cellulose, and activated carbon.

California Experience
The number of installations is unknown but likely exceeds a thousand. Some users have reported that these systems require considerable maintenance to prevent plugging and bypass.

Advantages
Does not require additional space as inserts as the drain inlets are already a component of the standard drainage systems.

Easy access for inspection and maintenance.

As there is no standing water, there is little concern for mosquito breeding.

A relatively inexpensive retrofit option.

Limitations
Performance is likely significantly less than treatment systems that are located at the end of the drainage system such as ponds and vaults. Usually not suitable for large areas or areas with trash or leaves than can plug the insert.

Design and Sizing Guidelines
Refer to manufacturer’s guidelines. Drain inserts come any many configurations but can be placed into three general groups:
socks, boxes, and trays. The sock consists of a fabric, usually constructed of polypropylene. The fabric may be attached to a frame or the grate of the inlet holds the sock. Socks are meant for vertical (drop) inlets. Boxes are constructed of plastic or wire mesh. Typically a polypropylene “bag” is placed in the wire mesh box. The bag takes the form of the box. Most box products are Design Considerations
Use with other BMPs
Fit and Seal Capacity within Inlet
Targeted Constituents
Sediment
Nutrients
Trash
Metals
Bacteria
Oil and Grease
Organics
Removal Effectiveness
See New Development and
Redevelopment Handbook-Section 5.

MP-52 Drain Inserts
2 of 3 California Stormwater BMP Handbook January 2003
New Development and Redevelopment
www.cabmphandbooks.com
one box; that is, the setting area and filtration through media occurs in the same box. One manufacturer has a double-box. Stormwater enters the first box where setting occurs. The stormwater flows into the second box where the filter media is located. Some products consist of one or more trays or mesh grates. The trays can hold different types of media. Filtration media vary with the manufacturer: types include polypropylene, porous polymer, treated cellulose, and activated carbon.

Construction/Inspection Considerations
Be certain that installation is done in a manner that makes certain that the stormwater enters the unit and does not leak around the perimeter. Leakage between the frame of the insert and the frame of the drain inlet can easily occur with vertical (drop) inlets.

Performance
Few products have performance data collected under field conditions.

Siting Criteria
It is recommended that inserts be used only for retrofit situations or as pretreatment where other treatment BMPs presented in this section area used.

Additional Design Guidelines
Follow guidelines provided by individual manufacturers.

Maintenance
Likely require frequent maintenance, on the order of several times per year.

Cost
The initial cost of individual inserts ranges from less than $100 to about $2,000. The cost of using multiple units in curb inlet drains varies with the size of the inlet.

The low cost of inserts may tend to favor the use of these systems over other, more effective treatment BMPs. However, the low cost of each unit may be offset by the number of units that are required, more frequent maintenance, and the shorter structural life (and therefore replacement).

References and Sources of Additional Information
Hrachovec, R., and G. Minton, 2001, Field testing of a sock-type catch basin insert, Planet CPR, Seattle, Washington
Interagency Catch Basin Insert Committee, Evaluation of Commercially-Available Catch Basin Inserts for the Treatment of Stormwater Runoff from Developed Sites, 1995 Larry Walker Associates, June 1998, NDMP Inlet/In-Line Control Measure Study Report Manufacturers literature
Santa Monica (City), Santa Monica Bay Municipal Stormwater/Urban Runoff Project - Evaluation of Potential Catch basin Retrofits, Woodward Clyde, September 24, 1998 Drain Inserts MP-52
January 2003 California Stormwater BMP Handbook 3 of 3
New Development and Redevelopment
www.cabmphandbooks.com
Woodward Clyde, June 11, 1996, Parking Lot Monitoring Report, Santa Clara Valley Nonpoint Source Pollution Control Program.

3UHOLPLQDU\/RZ,PSDFW'HYHORSPHQW3ODQ
&RORUDGR&RQQHFWLRQ$UFDGLD

$SSHQGL[&

,QILOWUDWLRQ7UHQFK6L]LQJDQG'UDZ'RZQ7LPH&DOFXODWLRQV
&RORUDGR&RQQHFWLRQ
751R

&RORUDGR3ODFH
$UFDGLD&D

3HU3UHOLPLQDU\*HRWHFKQLFDO(YDOXDWLRQDQG5HFRPPHQGDWLRQVSUH SDUHGE\/*&*HRWHFKQLFDO LQFGDWHG-XQHDQLQILOWU DWLRQ%03ZDVGHWHUPLQHGWR EHIHDVLEOH7KHLQILOWUDWLRQUDWH HQFRXQWHUHG DW IHHW GHHS LQ 7HVWLQJ ORFDWLRQ , ZDV LQKU $IWHU DSSO\LQJ D PLQLPXP IDFWRURIVDIHW\RIWKHLQILOWUDWLRQUDWHXVHG IRUGHVLJQ. GHVLJQZDV HTXDOWRLQFKHVSHU KRXU7KHLQILOWUDWLRQUDWHHQFRXQWHUHGDWIHHWGHHSLQ7HVW LQJORFDWLRQ,ZDV LQKU$IWHU
DSSO\LQJ D PLQLPXP IDFWRU RI VDIHW\ RI WKH LQILOWUDWLRQ UDWH XVHG IRU GHVLJQ .GHVLJQ ZDV HTXDOWRLQFKHVSHUKRXU

5HIHUWR$WWDFKPHQW)RIWKLVUHSRUWIRULQILOWUDWLRQWHVWLQJLQIRUPDWLRQ
'0$3
$UHD
DFUHV
5HTXLUHG7UHDWPHQW9ROXPH
FIW
3URSRVHG/LQHDO)HHWRI´+'3(
3HUIRUDWHG

IW
3URYLGHG6WRUDJH9ROXPH
FIW
,QVWDOOHG6\VWHP6XUIDFH$UHD
VLGHV

VIW
'HVLJQ,QILOWUDWLRQ5DWH
LQFKKU
KRXU,QILOWUDWHG
7UHDWHG
9ROXPH
FIW
'UDZGRZQ7LPHRI5HTXLUHG'&9

KUV

'0$3
$UHD
DFUHV
5HTXLUHG7UHDWPHQW9ROXPH
FIW
3URSRVHG/LQHDO)HHWRI´+'3(
3HUIRUDWHG

IW
3URYLGHG6WRUDJH9ROXPH

FIW
,QVWDOOHG6\VWHP6XUIDFH$UHD
VLGHV

VIW
'HVLJQ,QILOWUDWLRQ5DWH
LQFKKU
KRXU,QILOWUDWHG
7UHDWHG
9ROXPH
FIW
'UDZGRZQ7LPHRI5HTXLUHG'&9
KUV

3UHOLPLQDU\/RZ,PSDFW'HYHORSPHQW3ODQ
&RORUDGR&RQQHFWLRQ$UFDGLD

$SSHQGL['

(3$&DWFK%DVLQJ&OHDQLQJ6WHQFLO([DPSOHV

6DPSOH6WHQFLO
6DPSOH6WHQFLO

3UHOLPLQDU\/RZ,PSDFW'HYHORSPHQW3ODQ
&RORUDGR&RQQHFWLRQ$UFDGLD

$SSHQGL[(

*HQHUDO(GXFDWLRQ0DWHULDOV

Wipe pots, pans,
and work areas
prior to washing.

Do not pour
cooking residue
directly into
the drain.

Do not pour waste
oil directly into the
drain, parking lot
or street.

Do not wash floor
mats outside where
water will run off
directly into the
storm drain.

Do not rinse spills
into the street.
1 2
2 3
3 4
41 Dispose of food
waste directly
into the trash.

Avoid using the
garbage disposal.

Place greasy food
in the trash.

Clean mats inside
over a utility sink.

Use dry clean up
for spills.

Collect waste
oil and store
for recycling.

THE

RIGHT WAY
THE

WRONG WAY
Good Cleaning Practices
Managing FATS, OIL and GREASE

POST IN CLEANUP/ WORK AREA
www.lacsd.org

PUBLIC WORKS
County of Los Angeles Department of Public Works
For more information call (888) CLEAN LA or visit www.888CleanLA.com Are You a Litter Bug Are You a Litter Bug
and and DoDon’t Know It?t Know It?
Take our quiz!
Have you ever...
• Dropped a cigarette butt or trash on the ground?
• Failed to pick up after your dog while out on a walk? • Overwatered your lawn after applying
fertilizers/pesticides?
• Disposed of used motor oil in the street,
gutter or garbage?
If you answered yes to any of these actions, then

YOU ARE A LITTER BUG
!
Each of these behaviors contribute to stormwater
pollution, which contaminates our ocean and
waterways, kills marine life and causes beach closures.

You can become part of the solution!
To find out how, flip this card over.

For more information, call or visit:

Follow these simple steps to
prevent stormwater pollution
• Put your garbage where it belongs — in the trash can. • Pick up after your dog when out on a walk.
• Reduce pesticide and fertilizer use; don’t overwater after application or apply if rain is forecast.
• Dispose of used motor oil at an oil recycling center or at a free Household Hazardous Waste/E-Waste
collection event.

A message from the County of Los Angeles Department of Public Works.Printed on recycled paper.

Follow these simple steps to Follow these simple steps to prevent stormwater pollution:prevent stormwater pollution:

DoDon’t Paint the’t Paint the Town Red!Town Red!
Storm drains are for rain…
they’re not for paint disposal.

More than 197,000 times each month, L.A. County residents wash their dirty paint brushes under an outdoor faucet.

This dirty rinse water flows into the street, down the
storm drain and straight to the ocean — untreated.

Remember to clean water-based paint brushes in the
sink, rinse oil-based paint brushes with paint thinner, and take old paint and paint-related products to a Household Hazardous Waste/E-Waste collection event.

Tips for Paint Clean-Up:

L.A. County residents can help solve the stormwater
pollution problem by taking these easy steps when
working with paint and paint-related products…
• Never dispose of paint or paint-related products in the gutters or storm drains. This is called illegal dumping.

Take them to a Household Hazardous Waste/E-Waste
collection event. Call 1 (888) CLEAN LA or visit
www.888CleanLA.com to locate an event near you.
• Buy only what you need. Reuse leftover paint for
touch-ups or donate it to a local graffiti abatement
program. Recycle or use excess paint.
• Clean water-based paint brushes in the sink.
• Oil-based paints should be cleaned with paint thinner.

Filter and reuse paint thinner. Set the used thinner
aside in a closed jar to settle-out paint particles.
• Store paints and paint-related products in rigid,
durable and watertight containers with
tight-fitting covers.

A message from the County of Los Angeles Department of Public Works.Printed on recycled paper.

Storm drains are for rain…
they’re not pooper scoopers.

L.A. County residents walk a dog without picking up
the droppings more than 62,000 times per month.

Disease-causing dog waste washes from the
ground and streets into storm drains and
flows straight to the ocean — untreated.

Remember to bring a bag and
clean up after your dog.

PPickick UpUp AfterAfter YourYour Pooch!Pooch!

Dog owners can help solve the stormwater pollution
problem by taking these easy steps…
• Clean up after your dog every single time.
• Take advantage of the complimentary waste bags
offered in dispensers at local parks.
• Ensure you always have extra bags in your car so
you are prepared when you travel with your dog.
• Carry extra bags when walking your dog and make
them available to other pet owners who are without.
• Teach children how to properly clean up after a pet.

Encourage them to throw the used bags in the
nearest trash receptacle if they are away from home.
• Put a friendly message on the bulletin board at
the local dog park to remind pet owners to clean
up after their dogs.
• Tell friends and neighbors about the ill effects of animal waste on the environment. Encourage
them to clean up after their pets as well.

Tips for Dog Owners:

Are You a Litter Bug Are You a Litter Bug
and and DoDon’t Know It?t Know It?
Take our quiz!
Have you ever...
• Dropped a cigarette butt or trash on the ground?
• Failed to pick up after your dog while out on a walk? • Overwatered your lawn after applying
fertilizers/pesticides?
• Disposed of used motor oil in the street,
gutter or garbage?
If you answered yes to any of these actions, then

YOU ARE A LITTER BUG
!
Each of these behaviors contribute to stormwater
pollution, which contaminates our ocean and
waterways, kills marine life and causes beach closures.

You can become part of the solution!
To find out how, flip this card over.

For more information, call or visit:

A message from the County of Los Angeles Department of Public Works.Printed on recycled paper.

Follow these simple steps to Follow these simple steps to prevent stormwater pollution:prevent stormwater pollution:

Swimming
Pool Tips
Make sure all
chemicals are
dissipated before
draining a pool or
spa
Do not drain pools
within 5 days of
adding chemicals
Never backwash a
filter into the street
or stormdrain
Cleanup chemical
spills with
absorbent, don’t
wash it down the
drain
Dispose of leftover
chemicals and paints
through a licensed
hazardous waste
disposal provider
Follow these simple steps to
prevent stormwater pollution…
SStormdrains
take runoff
directly to creeks
and the ocean without treatment.

Pool chemicals can harm our
natural creeks and waterways.

Anything going into our
stormdrains that isn’t
rainwater contributes to
stormwater pollution, which
contaminates our creeks and
ocean, kills marine life and
causes beach closures.
...not pool chemicals
Storm Drains are
for Rain...

AA YardYard is ais a Terrible Terrible
ThingThing toto Waste!Waste!
Storm drains are for rain…not yard waste.

Residential yard waste represents about 13 percent
of the total waste generated in L.A. County.

Pesticides, fertilizer and yard waste such as leaves and mowed grass wash from the ground and streets into storm drains and flow straight to the ocean — untreated.

Remember to use pesticides and fertilizer
wisely and pick-up yard waste.

Tips For Yard Care:

L.A. County residents can help solve the stormwater
pollution problem by taking these easy steps…
• Do not over-fertilize and do not use fertilizer or pesticides near ditches, gutters or storm drains.
• Do not use fertilizer or pesticides before a rain.
• Follow the directions on the label carefully.
• Use pesticides sparingly — more is not better.
“Spot” apply, rather than “blanket” apply.
• When watering your lawn, use the least amount of
water possible so it doesn’t run into the street carrying pesticides and other chemicals with it.
• Use non-toxic products for your garden and lawn
whenever possible.
• If you must store pesticides or fertilizer, make sure they are in a sealed, water-proof container in a
covered area to prevent runoff.
• Do not blow, sweep, hose or rake leaves or other
yard trimmings into the street, gutter or storm drain.

A message from the County of Los Angeles Department of Public Works.Printed on recycled paper. 3UHOLPLQDU\/RZ,PSDFW'HYHORSPHQW3ODQ
&RORUDGR&RQQHFWLRQ$UFDGLD

$SSHQGL[)

2SHUDWLRQDQG0DLQWHQDQFH3ODQ
7REHSURYLGHGGXULQJILQDOHQJLQHHULQJ

WĂŐĞϭŽĨϵ

KƉĞƌĂƚŝŽŶƐĂŶĚDĂŝŶƚĞŶĂŶĐĞ;KΘDͿWůĂŶ

>Žǁ/ŵƉĂĐƚĞǀĞůŽƉŵĞŶƚWůĂŶ
&Žƌ

ϮϬϭŽůŽƌĂĚŽWůĂĐĞ
ƌĐĂĚŝĂ͕

WE͗ϱϳϳϱͲϬϭϭͲϬϯϮ
KǁŶĞƌͬĞǀĞůŽƉĞƌ͗
Dt/ŶǀĞƐƚŵĞŶƚ'ƌŽƵƉ
ϮϳϳϬϮƌŽǁŶsĂůůĞǇWĂƌŬǁĂǇ
^ƵŝƚĞͲϰͲϭϵϳ
>ĂĚĞƌĂZĂŶĐŚ͕ĂϵϮϲϵϰ
ŽŶƚĂĐƚ͗DĂƚƚtĂŬĞŶ

,ŽŵĞŽǁŶĞƌ͛ƐƐƐŽĐŝĂƚŝŽŶ͗
dŽďĞĚĞƚĞƌŵŝŶĞĚ
WĂŐĞϮŽĨϵ

KƉĞƌĂƚŝŽŶƐĂŶĚDĂŝŶƚĞŶĂŶĐĞWůĂŶ

DW
ƉƉůŝĐĂďůĞ͍
zĞƐͬEŽ
DWEĂŵĞĂŶĚDW/ŵƉůĞŵĞŶƚĂƚŝŽŶ͕DĂŝŶƚĞŶĂŶĐĞ͕ĂŶĚ
/ŶƐƉĞĐƚŝŽŶWƌŽĐĞĚƵƌĞƐ
/ŵƉůĞŵĞŶƚĂƚŝŽŶ͕DĂŝŶƚĞŶĂŶĐĞ͕ĂŶĚ
/ŶƐƉĞĐƚŝŽŶ&ƌĞƋƵĞŶĐǇĂŶĚ^ĐŚĞĚƵůĞ
WĞƌƐŽŶŽƌ
ŶƚŝƚǇǁŝƚŚ
KƉĞƌĂƚŝŽŶĂŶĚDĂŝŶƚĞŶĂŶĐĞ
ZĞƐƉŽŶƐŝďŝůŝƚǇ
EŽŶͲ^ƚƌƵĐƚƵƌĂů^ŽƵƌĐĞŽŶƚƌŽůDWƐ
zĞƐ
Eϭ͘
ĚƵĐĂƚŝŽŶĨŽƌWƌŽƉĞƌƚǇKǁŶĞƌƐ͕dĞŶĂŶƚƐ͕ĂŶĚKĐĐƵƉĂŶƚƐ
dŚŝƐǁŝůůďĞĂĚĚƌĞƐƐĞĚƚŚƌŽƵŐŚĞĚƵĐĂƚŝŽŶĂůŵĂƚĞƌŝĂůƐ͘ůů ŝŶĐůƵĚĞĚŵĂƚĞƌŝĂůƐƉƌŽǀŝĚĞǁĂǇƐŽĨŵŝƚŝŐĂƚŝŶŐƐƚŽƌŵǁĂƚĞƌ ƉŽůůƵƚŝŽŶŝŶĞǀĞƌǇĚĂǇĂĐƚŝǀŝƚŝĞƐĂƐƐŽĐŝĂƚĞĚǁŝƚŚƌĞƐŝĚĞŶƚƐĂƐǁĞůů ĂƐĞŵƉůŽǇĞĞƐŽĨƚŚĞƉƌŽƉĞƌƚǇŵĂŶĂŐĞŵĞŶƚĐŽŵƉĂŶǇĂŶĚƚŚĞŝƌ ƐƵďͲĐŽŶƚƌĂĐƚŽƌƐ͘WƌĂĐƚŝĐĂůŝŶĨŽƌŵĂƚŝŽŶĂůŵĂƚĞƌŝĂůƐĂƌĞƉƌŽǀŝĚĞĚ ƚŽƌĞƐŝĚĞŶƚƐ͕ŽĐĐƵƉĂŶƚƐ͕ŽƌƚĞŶĂŶƚƐƚŽŝŶĐƌĞĂƐĞƚŚĞƉƵďůŝĐ͛Ɛ ƵŶĚĞƌƐƚĂŶĚŝŶŐŽĨƐƚŽƌŵǁĂƚĞƌƋƵĂůŝƚǇ͕ƐŽƵƌĐĞƐŽĨƉŽůůƵƚĂŶƚƐ͕ĂŶĚ ǁŚĂƚƚŚĞǇĐĂŶĚŽƚŽƌĞĚƵĐĞƉŽůůƵƚĂŶƚƐŝŶƐƚŽƌŵǁĂƚĞƌ͘
,KͬKtE
ZƚŽƉƌŽǀŝĚĞĞĚƵĐĂƚŝŽŶĂů
ŵĂƚĞƌŝĂůƐ͕ĂĐŽƉǇŽĨƚŚĞĂƉƉƌŽǀĞĚtYDW
ĂŶĚKƉĞƌĂƚŝŽŶΘDĂŝŶƚĞŶĂŶĐĞWůĂŶ;KΘDͿ
ƚŽŶĞǁƉƌŽƉĞƌƚǇŽǁŶĞƌƐ͕ƚĞŶĂŶƚƐ͕ŽĐĐƵƉĂŶƚƐ
ΘĞŵƉůŽǇĞĞƐ͕ĂƚƚŝŵĞŽĨŚŝƌĞ͕ůĞĂƐŝŶŐĂŶĚͬŽƌ
ŚŽŵĞƉƵƌĐŚĂƐĞ͘
,KͬKtE
ZzĞƐ
EϮ͘ĐƚŝǀŝƚǇZĞƐƚƌŝĐƚŝŽŶ
ZƵůĞƐŽƌŐƵŝĚĞůŝŶĞƐĨŽƌĚĞǀĞůŽƉŵĞŶƚƐĂƌĞĞƐƚĂďůŝƐŚĞĚǁŝƚŚŝŶƚŚĞ ĂƉƉƌŽƉƌŝĂƚĞĚŽĐƵŵĞŶƚƐǁŚŝĐŚƉƌŽŚŝďŝƚĂĐƚŝǀŝƚŝĞƐƚŚĂƚĐĂŶƌĞƐƵůƚ ŝŶĚŝƐĐŚĂƌŐĞƐŽĨƉŽůůƵƚĂŶƚƐ͘
,KͬKtE
ZĞŵƉůŽǇĞĞƐŶŽƚŝĨŝĞĚŽĨ
ĂĐƚŝǀŝƚŝĞƐƚŚĂƚĂƌĞƉƌŽŚŝďŝƚĞĚďǇ
ŚŽŵĞŽǁŶĞƌƐ͘
ZĞƐƚƌŝĐƚŝŽŶƐŝĚĞŶƚŝĨŝĞĚŝŶ

ŵƉůŽǇĞĞDĂŶƵĂůĂŶĚ
ƌĞǀŝĞǁĞĚǇĞĂƌůǇďǇĞŵƉůŽǇĞĞƐ͘
zĞƐ
Eϯ͘ŽŵŵŽŶƌĞĂ>ĂŶĚƐĐĂƉĞĚDĂŶĂŐĞŵĞŶƚ
^ƉĞĐŝĨŝĐƉƌĂĐƚŝĐĞƐĂƌĞĨŽůůŽǁĞĚ͕ĂŶĚŽŶŐŽŝŶŐŵĂŝŶƚĞŶĂŶĐĞŝƐ ĐŽŶĚƵĐƚĞĚƚŽŵŝŶŝŵŝǌĞĞƌŽƐŝŽŶĂŶĚŽǀĞƌͲŝƌƌŝŐĂƚŝŽŶ͕ĐŽŶƐĞƌǀĞ ǁĂƚĞƌ͕ĂŶĚƌĞĚƵĐĞƉĞƐƚŝĐŝĚĞĂŶĚĨĞƌƚŝůŝǌĞƌĂƉƉůŝĐĂƚŝŽŶƐ͘ WƌŽĨĞƐƐŝŽŶĂůůĂŶĚƐĐĂƉĞĐŽŵƉĂŶǇƚŽĐŽŶĚƵĐƚ
ŵĂŝŶƚĞŶĂŶĐĞŽĨůĂŶĚƐĐĂƉŝŶŐƚŽŵĞĞƚĐƵƌƌĞŶƚ
ǁĂƚĞƌĞĨĨŝĐŝĞŶĐǇĂŶĚŬĞĞƉƉůĂŶƚƐŚĞĂůƚŚǇĂŶĚ
ďŝŽĂƌĞĂƐŵĂŝŶƚĂŝŶĞĚǁŝƚŚƉƌŽƉĞƌƐŽŝů
ĂŵĞŶĚŵĞŶƚƐ͘ZĞŐƵůĂƌŵĂŝŶƚĞŶĂŶĐĞŽŶĐĞĂ
ǁĞĞŬĂŶĚŵŽŶƚŚůǇŝŶƐƉĞĐƚŝŽŶƚŽĚĞƚĞƌŵŝŶĞ
ĚĞĨŝĐŝĞŶĐŝĞƐ
dŚĞ,KͬKtE
Zǁŝůů
ŵĂŝŶƚĂŝŶŽƌŚŝƌĞƉƌŽĨĞƐƐŝŽŶĂůƐ
ƚŽŵĂŶĂŐĞƚŚĞƵƉŬĞĞƉŽĨƚŚĞ
ƉƌŽũĞĐƚ͛ƐůĂŶĚƐĐĂƉĞĚĂƌĞĂƐ͘
zĞƐ
Eϰ͘DWDĂŝŶƚĞŶĂŶĐĞ
/ŶŽƌĚĞƌƚŽĞŶƐƵƌĞĂĚĞƋƵĂƚĞĂŶĚĐŽŵƉƌĞŚĞŶƐŝǀĞDW
ŝŵƉůĞŵĞŶƚĂƚŝŽŶ͕ĂůůƌĞƐƉŽŶƐŝďůĞƉĂƌƚŝĞƐĂƌĞŝĚĞŶƚŝĨŝĞĚĨŽƌ ŝŵƉůĞŵĞŶƚŝŶŐĂůůŶŽŶͲƐƚƌƵĐƚƵƌĂůĂŶĚƐƚƌƵĐƚƵƌĂůDWƐ͕ĐůĞĂŶŝŶŐ͕ ŝŶƐƉĞĐƚŝŽŶ͕ĂŶĚŽƚŚĞƌŵĂŝŶƚĞŶĂŶĐĞĂĐƚŝǀŝƚŝĞƐĂƌĞƐƉĞĐŝĨŝĞĚ ŝŶĐůƵĚŝŶŐƌĞƐƉŽŶƐŝďůĞƉĂƌƚŝĞƐĨŽƌĐŽŶĚƵĐƚŝŶŐƐƵĐŚĂĐƚŝǀŝƚŝĞƐ͘
ŵŝŶŝŵƵŵϮ/ŶƐƉĞĐƚŝŽŶƐͬůĞĂŶŝŶŐƐƉĞƌ
ǇĞĂƌƉĞƌŵĂŶƵĨĂĐƚƵƌĞƌ͛ƐƐƉĞĐŝĨŝĐĂƚŝŽŶƐƉƌŝŽƌ
ƚŽKĐƚŽďĞƌϭ
Ɛƚ;ďĞĨŽƌĞƚŚĞƌĂŝŶǇƐĞĂƐŽŶͿ

,KͬKtE
ZƚŽŚŝƌĞ
ƉƌŽĨĞƐƐŝŽŶĂůDWŵĂŝŶƚĞŶĂŶĐĞ
ĐŽŵƉĂŶǇƚŽĐŽŶĚƵĐƚƌĞŐƵůĂƌ
ŝŶƐƉĞĐƚŝŽŶƐ͕ƌĞƉĂŝƌƐ͕ĂŶĚ
ĐůĞĂŶŝŶŐƉĞƌŵĂŶƵĨĂĐƚƵƌĞƌ͛Ɛ
ƐƉĞĐŝĨŝĐĂƚŝŽŶƐ͘

EŽ
Eϱ͘dŝƚůĞϮϮZŽŵƉůŝĂŶĐĞ
,ĂǌĂƌĚŽƵƐǁĂƐƚĞŝƐŵĂŶĂŐĞĚƉƌŽƉĞƌůǇƚŚƌŽƵŐŚĐŽŵƉůŝĂŶĐĞǁŝƚŚ ĂƉƉůŝĐĂďůĞdŝƚůĞϮϮƌĞŐƵůĂƚŝŽŶƐ͘,ĂǌĂƌĚŽƵƐŵĂƚĞƌŝĂůƐŽƌǁĂƐƚĞƐ ǁŝůůďĞŐĞŶĞƌĂƚĞĚ͕ŚĂŶĚůĞĚ͕ƚƌĂŶƐƉŽƌƚĞĚ͕ŽƌĚŝƐƉŽƐĞĚŽĨŝŶ
WĂŐĞϯŽĨϵ

ĂƐƐŽĐŝĂƚŝŽŶǁŝƚŚƚŚĞƉƌŽũĞĐƚ͖ŵĞĂƐƵƌĞƐĂƌĞƚĂŬĞŶƚŽĐŽŵƉůǇǁŝƚŚ ĂƉƉůŝĐĂďůĞůŽĐĂů͕ƐƚĂƚĞ͕ĂŶĚĨĞĚĞƌĂůƌĞŐƵůĂƚŝŽŶƚŽĂǀŽŝĚŚĂƌŵƚŽ ŚƵŵĂŶƐĂŶĚƚŚĞĞŶǀŝƌŽŶŵĞŶƚ͘
EŽ Eϳ͘^ƉŝůůŽŶƚŝŶŐĞŶĐǇWůĂŶ
EŽ Eϴ͘hŶĚĞƌŐƌŽƵŶĚ^ƚŽƌĂŐĞdĂŶŬŽŵƉůŝĂŶĐĞ
EK
EϭϬ͘hŶŝĨŽƌŵ&ŝƌĞŽĚĞ/ŵƉůĞŵĞŶƚĂƚŝŽŶ
,KͬKtE
ZƚŽĐŽŵƉůǇǁŝƚŚĨŝƌĞƌĞŐƵůĂƚŝŽŶƐĂŶĚŬĞĞƉŝŶĨŽƌŵĞĚ
ŽĨƚŚĞůĂƚĞƐƚƌƵůĞƐĂŶĚƌĞƋƵŝƌĞŵĞŶƚƐ͘
ŽŵƉůǇǁŝƚŚĂŶŶƵĂůĨŝƌĞŝŶƐƉĞĐƚŝŽŶƐĂŶĚ
ŵĂŝŶƚĂŝŶďƵŝůĚŝŶŐĂŶĚĂĐĐĞƐƐƉĞƌƚŚĞůĂƚĞƐƚ
ĨŝƌĞĐŽĚĞƐ͘

,KͬKtE
Z
zĞƐ
Eϭϭ͘ŽŵŵŽŶƌĞĂ>ŝƚƚĞƌŽŶƚƌŽů
dŚĞƉƌŽƉŽƐĞĚƉƌŽũĞĐƚǁŝůůŚĂǀĞǀĂƌŝŽƵƐƚƌĂƐŚƌĞĐĞƉƚĂĐůĞƐůŽĐĂƚĞĚ ŶĞĂƌƚŚĞĐŽŵŵŽŶĂƌĞĂƐ͘dƌĂƐŚŵĂŶĂŐĞŵĞŶƚĂŶĚůŝƚƚĞƌĐŽŶƚƌŽů ƉƌŽĐĞĚƵƌĞƐĂƌĞƐƉĞĐŝĨŝĞĚǁŝƚŚŝŶƚŚŝƐƌĞƉŽƌƚ͕ŝŶĐůƵĚŝŶŐ ƌĞƐƉŽŶƐŝďůĞƉĂƌƚŝĞƐ͕ĂŶĚŝŵƉůĞŵĞŶƚĞĚƚŽƌĞĚƵĐĞƉŽůůƵƚŝŽŶŽĨ ĚƌĂŝŶĂŐĞǁĂƚĞƌ͘

KŶĐĞƉĞƌǁĞĞŬƉƌŽǀŝĚĞůŝƚƚĞƌƌĞŵŽǀĂůŽĨƐŝƚĞ
ƉĂƌŬŝŶŐůŽƚĂŶĚůĂŶĚƐĐĂƉĞĂƌĞĂƐĂŶĚƚŽ
ĞŵƉƚǇĐŽŵŵŽŶĂƌĞĂƚƌĂƐŚďŝŶƐ͘
,KͬKtE
Z
zĞƐ
EϭϮ͘
ŵƉůŽǇĞĞdƌĂŝŶŝŶŐ
WƌĂĐƚŝĐĂůŝŶĨŽƌŵĂƚŝŽŶĂůŵĂƚĞƌŝĂůƐĂŶĚͬŽƌƚƌĂŝŶŝŶŐĂƌĞƉƌŽǀŝĚĞĚƚŽ ĞŵƉůŽǇĞĞƐĂƚƚŚĞŝŶŝƚŝĂůƚŝŵĞŽĨŚŝƌŝŶŐďǇƚŚĞ,KͬKtE ZƚŽ
ŝŶĐƌĞĂƐĞƚŚĞŝƌƵŶĚĞƌƐƚĂŶĚŝŶŐŽĨƐƚŽƌŵǁĂƚĞƌƋƵĂůŝƚǇ͕ƐŽƵƌĐĞƐŽĨ ƉŽůůƵƚĂŶƚƐ͕ĂŶĚƚŚĞŝƌƌĞƐƉŽŶƐŝďŝůŝƚǇĨŽƌƌĞĚƵĐŝŶŐƉŽůůƵƚĂŶƚƐŝŶ ƐƚŽƌŵǁĂƚĞƌ͘

dŚĞĚŝƐƚƌŝďƵƚŝŽŶŽĨƚŚĞƐĞŵĂƚĞƌŝĂůƐǁŝůůďĞ
ƚŚĞƌĞƐƉŽŶƐŝďŝůŝƚǇŽĨƚŚĞ,KͬKtE
ZĂƚƚŚĞ
ŝŶŝƚŝĂůŚŝƌŝŶŐŽĨƚŚĞĞŵƉůŽǇĞĞ͘
,KͬKtE
Z
EŽ Eϭϯ͘,ŽƵƐĞŬĞĞƉŝŶŐŽĨ>ŽĂĚŝŶŐŽĐŬƐ
zĞƐ
Eϭϰ͘ŽŵŵŽŶƌĞĂĂƚĐŚĂƐŝŶ/ŶƐƉĞĐƚŝŽŶ
/ŶŽƌĚĞƌƚŽĞŶƐƵƌĞĂĚĞƋƵĂƚĞĂŶĚĐŽŵƉƌĞŚĞŶƐŝǀĞDW
ŝŵƉůĞŵĞŶƚĂƚŝŽŶ͕ĂůůƌĞƐƉŽŶƐŝďůĞƉĂƌƚŝĞƐĂƌĞŝĚĞŶƚŝĨŝĞĚĨŽƌ ŝŵƉůĞŵĞŶƚŝŶŐĂůůŶŽŶͲƐƚƌƵĐƚƵƌĂůĂŶĚƐƚƌƵĐƚƵƌĂůDWƐ͕ĐůĞĂŶŝŶŐ͕ ŝŶƐƉĞĐƚŝŽŶ͕ĂŶĚŽƚŚĞƌŵĂŝŶƚĞŶĂŶĐĞĂĐƚŝǀŝƚŝĞƐĂƌĞƐƉĞĐŝĨŝĞĚ ŝŶĐůƵĚŝŶŐƌĞƐƉŽŶƐŝďůĞƉĂƌƚŝĞƐĨŽƌĐŽŶĚƵĐƚŝŶŐƐƵĐŚĂĐƚŝǀŝƚŝĞƐ͘ /ŶƐƉĞĐƚŝŽŶƚǁŝĐĞƉĞƌŵŽŶƚŚŽĨĐŽŵŵŽŶ
ĂƌĞĂƐǁŚĞƌĞĐĂƚĐŚďĂƐŝŶƐĂƌĞůŽĐĂƚĞĚǁŝƚŚŝŶ
ƚŚĞƐƵƌƌŽƵŶĚŝŶŐĂƌĞĂĂŶĚƌĞŵŽǀĞĂŶǇƚƌĂƐŚͬ
ĚĞďƌŝƐ͘

,KͬKtE
Z
zĞƐ
Eϭϱ͘^ƚƌĞĞƚ^ǁĞĞƉŝŶŐWƌŝǀĂƚĞ^ƚƌĞĞƚƐĂŶĚWĂƌŬŝŶŐ>ŽƚƐ
ZĞŐƵůĂƌƐǁĞĞƉŝŶŐŝƐĐŽŶĚƵĐƚĞĚƚŽƌĞĚƵĐĞƉŽůůƵƚŝŽŶŽĨĚƌĂŝŶĂŐĞ ǁĂƚĞƌ͘
ŝƚǇ͛Ɛ^ƚƌĞĞƚ^ǁĞĞƉŝŶŐ^ĞƌǀŝĐĞƐŽƌĂƉƉƌŽǀĞĚ
WƌŝǀĂƚĞŽŵƉĂŶǇŽŶĂǁĞĞŬůǇďĂƐŝƐ

,KͬKtE
Z
EŽ Eϭϳ͘ZĞƚĂŝů'ĂƐŽůŝŶĞKƵƚůĞƚƐ

WĂŐĞϰŽĨϵ

^ƚƌƵĐƚƵƌĂů^ŽƵƌĐĞŽŶƚƌŽůDWƐ
zĞƐ
WƌŽǀŝĚĞ^ƚŽƌŵƌĂŝŶ^ǇƐƚĞŵ^ƚĞŶĐŝůŝŶŐĂŶĚ^ŝŐŶĂŐĞ
ĂƚĐŚĂƐŝŶ^ƚĞŶĐŝůŝŶŐĂŶĚ^ŝŐŶĂŐĞǁŝůůďĞƉůĂĐĞĚŽŶĂůůŽŶͲƐŝƚĞ ĐĂƚĐŚďĂƐŝŶƐƚŽƚŚĞƐĂƚŝƐĨĂĐƚŝŽŶŽĨƚŚĞŝƚǇ
ŶŐŝŶĞĞƌ͘
/ŶƐƉĞĐƚĂŶĚƌĞƉĂŝƌĂƐŶĞĞĚĞĚĂůůŽŶƐŝƚĞ
ƐƚŽƌŵĚƌĂŝŶƐƚĞŶĐŝůůŝŶŐΘƐŝŐŶĂŐĞ͘/ŶƐƉĞĐƚŝŽŶ
ƐŚŽƵůĚŽĐĐƵƌĂƚŵŝŶŝŵƵŵƚǁŝĐĞƉĞƌǇĞĂƌ͘
,KͬKtE
Z
EŽ ĞƐŝŐŶĂŶĚŽŶƐƚƌƵĐƚKƵƚĚŽŽƌDĂƚĞƌŝĂů^ƚŽƌĂŐĞƌĞĂƐƚŽ ZĞĚƵĐĞWŽůůƵƚĂŶƚ/ŶƚƌŽĚƵĐƚŝŽŶ
EŽ ĞƐŝŐŶĂŶĚŽŶƐƚƌƵĐƚdƌĂƐŚĂŶĚtĂƐƚĞ^ƚŽƌĂŐĞƌĞĂƐƚŽ ZĞĚƵĐĞWŽůůƵƚĂŶƚ/ŶƚƌŽĚƵĐƚŝŽŶ;ƚƌĂƐŚĞŶĐůŽƐƵƌĞƐͿ
zĞƐ
hƐĞ
ĨĨŝĐŝĞŶƚ/ƌƌŝŐĂƚŝŽŶ^ǇƐƚĞŵƐĂŶĚ>ĂŶĚƐĐĂƉĞĞƐŝŐŶ
^ŝƚĞĞĨĨŝĐŝĞŶƚŝƌƌŝŐĂƚŝŽŶĂŶĚůĂŶĚƐĐĂƉŝŶŐŚĂƐďĞĞŶŝŵƉůĞŵĞŶƚĞĚ ďǇƚŚĞƉƌŽũĞĐƚ͛ƐůĂŶĚƐĐĂƉĞĂƌĐŚŝƚĞĐƚƚŽƚŚĞƐĂƚŝƐĨĂĐƚŝŽŶŽĨƚŚĞ ŝƚǇ
ŶŐŝŶĞĞƌĂŶĚWůĂŶŶŝŶŐĞƉĂƌƚŵĞŶƚ͘
,KͬKtE
ZƚŽƉƌŽǀŝĚĞŵĂŝŶƚĞŶĂŶĐĞŽĨ
ůĂŶĚƐĐĂƉŝŶŐƚŽŵĞĞƚĐƵƌƌĞŶƚǁĂƚĞƌĞĨĨŝĐŝĞŶĐǇ
ƐƚĂŶĚĂƌĚƐĂŶĚŬĞĞƉƉůĂŶƚƐŚĞĂůƚŚŝůǇ͘ZĞŐƵůĂƌ
ŵĂŝŶƚĞŶĂŶĐĞŽŶĐĞĂǁĞĞŬĂŶĚŵŽŶƚŚůǇ
ŝŶƐƉĞĐƚŝŽŶƚŽĚĞƚĞƌŵŝŶĞĂŶǇǁĂƚĞƌ
ĚĞĨŝĐŝĞŶĐŝĞƐ͘
dŚĞ,KͬKtE
Zǁŝůů
ŵĂŝŶƚĂŝŶŽƌŚŝƌĞƉƌŽĨĞƐƐŝŽŶĂůƐ
ƚŽŵĂŶĂŐĞƚŚĞƵƉŬĞĞƉŽĨƚŚĞ
ƉƌŽũĞĐƚ͛ƐůĂŶĚƐĐĂƉĞĚĂƌĞĂƐ͘
EŽ WƌŽƚĞĐƚ^ůŽƉĞƐĂŶĚŚĂŶŶĞůƐĂŶĚWƌŽǀŝĚĞ
ŶĞƌŐǇŝƐƐŝƉĂƚŝŽŶ
EŽ >ŽĂĚŝŶŐŽĐŬƐ
EŽ DĂŝŶƚĞŶĂŶĐĞĂǇƐ
EŽ sĞŚŝĐůĞtĂƐŚƌĞĂƐ
EŽ KƵƚĚŽŽƌWƌŽĐĞƐƐŝŶŐƌĞĂƐ
EŽ
ƋƵŝƉŵĞŶƚtĂƐŚƌĞĂƐ
EŽ &ƵĞůŝŶŐƌĞĂƐ
EŽ ,ŝůůƐŝĚĞ>ĂŶĚƐĐĂƉŝŶŐ
EŽ tĂƐŚtĂƚĞƌŽŶƚƌŽůƐĨŽƌ&ŽŽĚWƌĞƉĂƌĂƚŝŽŶƌĞĂ
>/ΘdƌĞĂƚŵĞŶƚŽŶƚƌŽůDWƐ
zĞƐ
dƌĞĂƚŵĞŶƚŽŶƚƌŽůDW
&ůŽ'ĂƌĚĂƚĐŚĂƐŝŶ&ŝůƚĞƌ
^ĞĞĂƚƚĂĐŚĞĚĨŽƌƐƉĞĐŝĨŝĐDWĚĞƚĂŝůĞĚŝŶĨŽƌŵĂƚŝŽŶƉĞƌƚĂŝŶŝŶŐƚŽ ŽƉĞƌĂƚŝŽŶĂŶĚŵĂŝŶƚĞŶĂŶĐĞ͘
/ŶƐƉĞĐƚŝŽŶƐͬůĞĂŶŝŶŐƐƐŚŽƵůĚ
ŽĐĐƵƌĂƚůĞĂƐƚƚŚƌĞĞƚŝŵĞƐƉĞƌ
ǇĞĂƌĂŶĚďĞĨŽƌĞƚŚĞƐƚĂƌƚŽĨ
ƚŚĞƌĂŝŶǇƐĞĂƐŽŶ;KĐƚŽďĞƌϭƐƚͿ͘
ZĞĨĞƌƚŽŵĂŶƵĨĂĐƚƵƌĞƌ͛ƐƐƉĞĐŝĨŝĐĂƚŝŽŶƐĨŽƌ
ĂĚĚŝƚŝŽŶĂůŝŶĨŽƌŵĂƚŝŽŶ͘
,KͬKtE
ZǁŝůůďĞƌĞƋƵŝƌĞĚ
ƚŽŚŝƌĞĂƉƌŽĨĞƐƐŝŽŶĂů
ŵĂŝŶƚĞŶĂŶĐĞĐŽŵƉĂŶǇƚŽ
ƉƌŽǀŝĚĞƌĞŐƵůĂƌŝŶƐƉĞĐƚŝŽŶ͕
ƌĞƉĂŝƌƐ͕ĂŶĚĐůĞĂŶŝŶŐƉĞƌ
ŵĂŶƵĨĂĐƚƵƌĞƌ͛ƐƐƉĞĐŝĨŝĐĂƚŝŽŶƐ͘
ůůƚƌĂƐŚͬĚĞďƌŝƐĂŶĚůŽŽƐĞ
ƐĞĚŝŵĞŶƚͬƐŝůƚƐŚĂůůďĞƌĞŵŽǀĞĚ
ƉĞƌŵĂŶƵĨĂĐƚƵƌĞƌ͛
ƐƉĞĐŝĨŝĐĂƚŝŽŶƐ͘
zĞƐ
dƌĞĂƚŵĞŶƚŽŶƚƌŽůDW
hŶĚĞƌŐƌŽƵŶĚĞƚĞŶƚŝŽŶͬ/ŶĨŝůƚƌĂƚŝŽŶdƌĞŶĐŚ^ǇƐƚĞŵ
/ŶƐƉĞĐƚŝŽŶƐͬůĞĂŶŝŶŐƐƐŚŽƵůĚ
ŽĐĐƵƌĂƚůĞĂƐƚƚǁŽƚŝŵĞƐƉĞƌ
ǇĞĂƌĂŶĚďĞĨŽƌĞƚŚĞƐƚĂƌƚŽĨ
,KͬKtE
ZǁŝůůďĞƌĞƋƵŝƌĞĚ
ƚŽƉƌŽǀŝĚĞƌĞŐƵůĂƌ
WĂŐĞϱŽĨϵ

^ĞĞĂƚƚĂĐŚĞĚĨŽƌƐƉĞĐŝĨŝĐDWĚĞƚĂŝůĞĚŝŶĨŽƌŵĂƚŝŽŶƉĞƌƚĂŝŶŝŶŐƚŽ ŽƉĞƌĂƚŝŽŶĂŶĚŵĂŝŶƚĞŶĂŶĐĞ͘
ƚŚĞƌĂŝŶǇƐĞĂƐŽŶ;KĐƚŽďĞƌϭƐƚͿ͘
ZĞĨĞƌƚŽDWĨĂĐƚƐŚĞĞƚĨŽƌĂĚĚŝƚŝŽŶĂů
ŝŶĨŽƌŵĂƚŝŽŶ͘

ŝŶƐƉĞĐƚŝŽŶ͕ƌĞƉůĂĐĞŵĞŶƚŽĨ
ƉůĂŶƚŝŶŐŵĞĚŝĂͬŐƌĂǀĞůĂŶĚ
ŵŽǁĂƐĨƌĞƋƵĞŶƚůǇĂƐŶĞĞĚĞĚ͘
sŝƐƵĂůŝŶƐƉĞĐƚŝŽŶƌĞƋƵŝƌĞĚĂĨƚĞƌ
ŵĂũŽƌƌĂŝŶĞǀĞŶƚƚŽĞŶƐƵƌĞŶŽ
ƐƚĂŶĚŝŶŐǁĂƚĞƌŝƐƉƌĞƐĞŶƚ͖
ĚĞǁĂƚĞƌŝĨƐƚĂŶĚŝŶŐǁĂƚĞƌŝƐ
ƉƌĞƐĞŶƚĂĨƚĞƌϳϮŚŽƵƌƐƚŽ
ƉƌĞǀĞŶƚŵŽƐƋƵŝƚŽďƌĞĞĚŝŶŐ͘

WĂŐĞϲŽĨϵ

ZĞƋƵŝƌĞĚWĞƌŵŝƚƐ
dŚŝƐƐĞĐƚŝŽŶŵƵƐƚůŝƐƚĂŶǇƉĞƌŵŝƚƐƌĞƋƵŝƌĞĚĨŽƌƚŚĞŝŵƉůĞŵĞŶƚĂƚŝŽŶ͕ŽƉĞƌĂƚŝŽŶ͕ĂŶĚŵĂŝŶƚĞŶĂŶĐĞŽĨ ƚŚĞDWƐ͘

EŽƉĞƌŵŝƚƌĞƋƵŝƌĞĚĂƚƚŚŝƐƚŝŵĞ͘

&ŽƌŵƐƚŽZĞĐŽƌĚƚŚĞDW/ŵƉůĞŵĞŶƚĂƚŝŽŶ͕DĂŝŶƚĞŶĂŶĐĞ͕ĂŶĚ/ŶƐƉĞĐƚŝŽŶ dŚĞĨŽƌŵƚŚĂƚǁŝůůďĞƵƐĞĚƚŽƌĞĐŽƌĚƚŚĞŝŵƉůĞŵĞŶƚĂƚŝŽŶ͕ŵĂŝŶƚĞŶĂŶĐĞ͕ĂŶĚŝŶƐƉĞĐƚŝŽŶŽĨƚŚĞ DWƐŝƐĂƚƚĂĐŚĞĚ͘

ZĞĐŽƌĚŬĞĞƉŝŶŐ
ůůƌĞĐŽƌĚƐŵƵƐƚďĞŵĂŝŶƚĂŝŶĞĚĨŽƌŝŶĚĞĨŝŶŝƚĞůǇĂŶĚŵƵƐƚďĞŵĂĚĞĂǀĂŝůĂďůĞĨŽƌƌĞǀŝĞǁƵƉŽŶ ƌĞƋƵĞƐƚ͘

EŽƚŝĐĞƚŽKǁŶĞƌ͗
dŚĞƉƌŽƉĞƌƚǇŝƐĐƵƌƌĞŶƚůǇŽǁŶĞĚďǇ^sWWWƌŽƉĞƌƚŝĞƐ͘dŚĞKǁŶĞƌǁŝůůďĞƌĞƐƉŽŶƐŝďůĞĨŽƌƚŚĞůŽŶŐͲ ƚĞƌŵŵĂŝŶƚĞŶĂŶĐĞŽĨƚŚĞƉƌŽũĞĐƚ͛ƐƐƚŽƌŵǁĂƚĞƌĨĂĐŝůŝƚŝĞƐĂŶĚĐŽŶĨŽƌŵĂŶĐĞƚŽƚŚŝƐ>/ĂĨƚĞƌ ĐŽŶƐƚƌƵĐƚŝŽŶŝƐĐŽŵƉůĞƚĞ͘
dŚĞŽǁŶĞƌŝƐĂǁĂƌĞŽĨƚŚĞŵĂŝŶƚĞŶĂŶĐĞƌĞƐƉŽŶƐŝďŝůŝƚŝĞƐŽĨƚŚĞƉƌŽƉŽƐĞĚDWƐ͘ĨƵŶĚŝŶŐ ŵĞĐŚĂŶŝƐŵŝƐŝŶƉůĂĐĞƚŽŵĂŝŶƚĂŝŶƚŚĞDWƐĂƚƚŚĞĨƌĞƋƵĞŶĐǇƐƚĂƚĞĚŝŶƚŚĞ>/͘

WĂŐĞϳŽĨϵ

Z
KZK&DW/DW>
D
Edd/KE͕D/Ed
EE
͕E/E^W
d/KE

d Ž Ě Ă Ǉ ͛ Ɛ Ă ƚ Ğ ͗

E Ă ŵ Ğ Ž Ĩ W Ğ ƌ Ɛ Ž Ŷ W Ğ ƌ Ĩ Ž ƌ ŵ ŝ Ŷ Ő Đ ƚ ŝ ǀ ŝ ƚ Ǉ ͗ ; W ƌ ŝ Ŷ ƚ Ğ Ě Ϳ

^ŝŐŶĂƚƵƌĞ͗

DWEĂŵĞ
;Ɛ^ŚŽǁŶŽŶKΘDWůĂŶͿ
ƌŝĞĨĞƐĐƌŝƉƚŝŽŶŽĨ/ŵƉůĞŵĞŶƚĂƚŝŽŶ͕
DĂŝŶƚĞŶĂŶĐĞ͕ĂŶĚ/ŶƐƉĞĐƚŝŽŶĐƚŝǀŝƚǇWĞƌĨŽƌŵĞĚ
&ůŽ'ĂƌĚĂƚĐŚĂƐŝŶ&ŝůƚĞƌʹηϭ
&ůŽ'ĂƌĚĂƚĐŚĂƐŝŶ&ŝůƚĞƌʹηϮ
&ůŽ'ĂƌĚĂƚĐŚĂƐŝŶ&ŝůƚĞƌʹηϯ
&ůŽ'ĂƌĚĂƚĐŚĂƐŝŶ&ŝůƚĞƌʹηϰ
&ůŽ'ĂƌĚĂƚĐŚĂƐŝŶ&ŝůƚĞƌʹηϱ
&ůŽ'ĂƌĚĂƚĐŚĂƐŝŶ&ŝůƚĞƌʹηϲ
&ůŽ'ĂƌĚĂƚĐŚĂƐŝŶ&ŝůƚĞƌʹηϳ
&ůŽ'ĂƌĚĂƚĐŚĂƐŝŶ&ŝůƚĞƌʹηϴ
&ůŽ'ĂƌĚĂƚĐŚĂƐŝŶ&ŝůƚĞƌʹηϵ
WĂŐĞϴŽĨϵ

&ůŽ'ĂƌĚĂƚĐŚĂƐŝŶ&ŝůƚĞƌʹηϭϬ
hŶĚĞƌŐƌŽƵŶĚĞƚĞŶƚŝŽŶͬ/ŶĨŝůƚƌĂƚŝŽŶdƌĞŶĐŚ
^ǇƐƚĞŵWϭ

hŶĚĞƌŐƌŽƵŶĚĞƚĞŶƚŝŽŶͬ/ŶĨŝůƚƌĂƚŝŽŶdƌĞŶĐŚ
^ǇƐƚĞŵWϮ

Z
KZK&DWD/Ed
EE
E/E^W
d/KEdZ/E/E'

d Ž Ě Ă Ǉ ͛ Ɛ Ă ƚ Ğ ͗

E Ă ŵ Ğ Ž Ĩ W Ğ ƌ Ɛ Ž Ŷ W Ğ ƌ Ĩ Ž ƌ ŵ ŝ Ŷ Ő d ƌ Ă ŝ Ŷ ŝ Ŷ Ő ͗ ; W ƌ ŝ Ŷ ƚ Ğ Ě Ϳ

^ŝŐŶĂƚƵƌĞ͗

EĂŵĞŽĨdƌĂŝŶĞĞ ĂƚĞ

WĂŐĞϵŽĨϵ

GENERAL SPECIFICATIONS FOR MAINTENANCE OF
FLO-GARDTM+PLUS CATCH BASIN INSERT FILTERS
SCOPE:

Federal, State and Local Clean Water Act regulations and those of insurance carriers require that stormwater filtration systems be maintained and serviced on a recurring basis. The intent of the regulations is to ensure that the systems, on a continuing basis, efficiently remove pollutants from stormwater runoff thereby preventing pollution of the nation’s water resources. These Specifications apply to the Flo-Gard TM
+Plus Catch Basin Insert Filter.

RECOMMENDED FREQUENCY OF SERVICE:

Drainage Protection Systems (DPS) recommends that installed Flo-GardTM +Plus Catch Basin Insert Filters be serviced on a recurring basis. Ultimately, the frequency depends on the amount of runoff, pollutant loading and interference from debris (leaves, vegetation, cans, paper, etc.); however, it is recommended that each installation be serviced a minimum of three times per year, with a change of filter medium once per year. DPS technicians are available to do an on-site evaluation, upon request.

RECOMMENDED TIMING OF SERVICE:

DPS guidelines for the timing of service are as follows:

1. For areas with a definite rainy season: Prior to, during and following the rainy season.

2. For areas subject to year-round rainfall: On a recurring basis (at least three times per year).

3. For areas with winter snow and summer rain: Prior to and just after the snow season and during the summer rain season.

4. For installed devices not subject to the elements (washracks, parking garages, etc.): On a recurring basis (no less than three times per year).

SERVICE PROCEDURES:

1. The service shall commence with collection and removal of sediment and debris (litter, leaves, papers, cans, etc.) and broom sweeping around the drainage inlet. Accumulated materials shall be placed in a DOT approved container for later disposal.

2. The catch basin shall be visually inspected for defects and possible illegal dumping. If illegal dumping has occurred, the proper authorities and property owner representative shall be notified as soon as practicable.

3. The catch basin grate shall be removed and set to one side. Using an industrial vacuum, the collected materials shall be removed from the liner. (Note: DPS uses a truck-mounted vacuum for servicing Flo-Gard
TM +Plus catch basin inserts.)

4. When all of the collected materials have been removed, the filter medium pouches shall be removed by unsnapping the tether from the D-ring and set to one side. The filter liner, gaskets, stainless steel frame and mounting brackets, etc. shall be inspected for continued serviceability.

Minor damage or defects found shall be corrected on-the-spot and a notation made on the Maintenance Record. More extensive deficiencies that affect the efficiency of the filter (torn liner, etc.), if approved by the customer representative, will be corrected and an invoice submitted to the representative along with the Maintenance Record.

5. The filter medium pouches shall be inspected for defects and continued serviceability and replaced as necessary and the pouch tethers re-attached to the liner’s D-ring. See below.

6. The grate shall be replaced.

EXCHANGE AND DISPOSAL OF EXPOSED FILTER MEDIUM AND COLLECTED DEBRIS The frequency of filter medium pouch exchange will be in accordance with the existing DPS-Customer Maintenance Contract. DPS recommends that the medium be changed at least once per year. During the appropriate service, or if so determined by the service technician during a non-scheduled service, the filter medium pouches will be replaced with new pouches and the exposed pouches placed in the DOT approved container, along with the exposed debris. Once the exposed pouches and debris have been placed in the container, DPS has possession and must dispose of it in accordance with local, state and federal agency requirements.

Note: As the generator, the landowner is ultimately responsible for the proper disposal of the exposed filter medium and debris. Because the materials likely contain petroleum hydrocarbons, heavy metals and other harmful pollutants, the materials must be treated as an EPA Class 2 Hazardous Waste and properly disposed of. DPS relieves the landowner of the actual disposal task, and provides certification of its completion in accordance with appropriate regulations.

DPS also has the capability of servicing all manner of catch basin inserts and catch basins without inserts, underground oil/water separators, stormwater interceptors and other such devices. All DPS personnel are highly qualified technicians and are confined space trained and certified. Call us at (888) 950-8826 for further information and assistance.
05/04/04

MAINTENANCE, INSPECTION, AND REPAIR LOG
Site: 18616 Rorimer Street, La Puente Page: of

Date: Inspector: Followup:

0LVVLRQ'ULYH5RVHPHDG
Inspection and Maintenance Guide
FLOGARD+PLUS®

CATCH BASIN INSERT FILTER
'5$,1$*( 3527(&7,21 6<67(06
A division of
Oldcastle Precast
SCOPE:

Federal, State and Local Clean Water Act regulations and those of insurance carriers require that stormwater ﬁltration systems be maintained and serviced on a recurring basis. The intent of the regulations is to ensure that the systems, on a continuing basis, efﬁciently remove pollutants from stormwater runoff thereby preventing pollution of the nation’s water resources. These speciﬁcations apply to the FloGard+Plus® Catch Basin Insert Filter.

RECOMMENDED FREQUENCY OF SERVICE:

Drainage Protection Systems (DPS) recommends that installed FloGard+Plus Catch Basin Insert Filters be serviced on a recurring basis. Ultimately, the frequency depends on the amount of runoff, pollutant loading and interference from debris (leaves, vegetation, cans, paper, etc.); however, it is recommended that each installation be serviced a minimum of three times per year, with a change of filter medium once per year. DPS technicians are available to do an onsite evaluation, upon request.

RECOMMENDED TIMING OF SERVICE:

DPS guidelines for the timing of service are as follows:

1. For areas with a deﬁnite rainy season: Prior to, during and following the rainy season.

2. For areas subject to year-round rainfall: On a recurring basis (at least three times per year).

3. For areas with winter snow and summer rain: Prior to and just after the snow season and during the summer rain season.

4. For installed devices not subject to the elements (washracks, parking garages, etc.): On a recurring basis (no less than three times per year).

SERVICE PROCEDURES:

1. The catch basin grate shall be removed and set to one side. The catch basin shall be visually inspected for defects and possible illegal dumping. If illegal dumping has occurred, the proper authorities and property owner representative shall be notiﬁed as soon as practicable.

2. Using an industrial vacuum, the collected materials shall be removed from the liner. (Note: DPS uses a truck-mounted vacuum for servicing FloGard+Plus catch basin inserts.)

3. When all of the collected materials have been removed, the ﬁlter medium pouches shall be removed by unsnapping the tether from the D-ring and set to one side. The ﬁlter liner, gaskets, stainless steel frame and mounting brackets, etc., shall be inspected for continued serviceability. Minor damage or defects found shall be corrected on-the-spot and a notation made on the Maintenance Record.

More extensive deﬁciencies that affect the efﬁciency of the ﬁlter (torn liner, etc.), if approved by the customer representative, will be corrected and an invoice submitted to the representative along with the Maintenance Record.

4. The ﬁlter medium pouches shall be inspected for defects and continued serviceability and replaced as necessary and the pouch tethers re-attached to the liner’s D-ring. See below.

5. The grate shall be replaced.

REPLACEMENT AND DISPOSAL OF EXPOSED FILTER MEDIUM AND COLLECTED DEBRIS The frequency of ﬁlter medium exchange will be in accordance with the existing DPS-Customer Maintenance Contract. DPS recommends that the medium be changed at least once per year. During the appropriate service, or if so determined by the service technician during a non-scheduled service, the ﬁlter medium will be replaced with new material. Once the exposed pouches and debris have been removed, DPS has possession and must dispose of it in accordance with local, state and federal agency requirements.

DPS also has the capability of servicing all manner of storm drain ﬁlters, catch basin inserts and catch basins without inserts, underground oil/water separators, stormwater interceptors and other such devices.

All DPS personnel are highly qualiﬁed technicians and are conﬁned space trained and certiﬁed. Call us at (888) 950-8826 for further information and assistance.
2 www.oldcastlestormwater.com
800-579-8819

BUILDING

STRUCTURES

OUR MARKETS

TRANSPORTATION
WATER

ENERGYCOMMUNICATIONS
FLOGARD+PLUS®

CATCH BASIN INSERT FILTER
3UHOLPLQDU\/RZ,PSDFW'HYHORSPHQW3ODQ
&RORUDGR&RQQHFWLRQ$UFDGLD

$SSHQGL[*

*HRWHFKQLFDO,QYHVWLJDWLRQ

131 Calle Iglesia, Suite 200, San Clemente, CA 92672 (949) 369-6141 www.lgcgeotechnical.com June 26, 2025 Project No. 25041-01
Mr. Matthew J. Waken
Crestfield Townhomes, LLC
27702 Crown Valley Parkway, Suite D-4-197
Ladera Ranch, CA 92694
Subject: Preliminary Geotechnical Evaluati on and Recommendations, Proposed Residential Development, Located at 225 Colorado Pl ace (Motel 6) and 201 Colorado Place, Arcadia, County of Los Angeles, California
In accordance with your request and authorization, LGC Geotechnical, Inc. has performed a preliminary geotechnical evaluation for the proposed residential development, located at 225 Colorado Place (Motel 6) and 201 Colorado Place in the City of Arcadia, County of Los Angeles, California. The purpose of our study was to evaluate the existing onsite geotec hnical conditions and to provide geotechnical recommendations relative to the proposed residential development.