Loading...
The URL can be used to link to this page
Your browser does not support the video tag.
Home
My WebLink
About
Permit File BLD-2017-0335 1420 Latitude Circle
Site Address / / Z ro.Tect le)(A) SF ie-- Buildin• Permit # L b — / 7 — 7 - ..l epartmer� :.,. Notes ; - 1 2.uilding /30 44F , , C I-a-rk- d- RevIcee-.) /6-fre,c)6e4i.s. f ,.,,,sck. *7 6e i reve,d '` ..1—Sske._ 1040,1,\ Ne,,x_. Zi 1 6 e,, ,,,-,Ajtee Co-yyl-dc/4-1. 4-0 -54k Pe, F ic. , arks .s--1C4)--C---- ily ivw-- J__ _ C. 5014 __. —1 eu-,---k311?anning \14„) k.7. 1 00 \ - \I [ EY e - l'--3 kQC-r y ' rerle)iCIC-6 _ - __±-1_1(\ \Ire- k hIe_blel 4 -\) c6\lkiet)(11 0\• 0 vAd "ti) T . 1 1 { _ z-04.4.) zt.---,4-: L.,.. / ,,,JJ (orrawk.5- kiPSA kb ,51,..dvi> jdtkia-lc.- ,,,--01,—eT—: . erdiecArivei 4,, - 0L _ i7!°11 r 0:1 Nfia,A lif.ek xl,i,4-, -- ti , v. gr4144 4417—,7Sc I .- 0136/1? F re.- Meet t_, _ ______ f--- . P' 7? 4-0 '1 S S 1 Project Inter-Departmental Plan Review Tracking LEEE'N] ;/ i �S FENCE --`-n.,.ti.-.x- _,x .--x x /' E NEB^ :-, GAS ____.__.___.a-__.__ ._....,___._. �' 1/ '\ - G��teCUNDERGREIJN➢POWER / / Ica SANITARY :s /001�� _ 5 NSsswER 1 'P11344/ //_ 1 P31584 STEPHE1 STORM ,o / XIST, S ` hl SS LIEBER .. _ DENSITY AREA CALCULATIONS SEWER / .- ` ----_-_I WATER i � I ... ..... , OVERALL SITE AREA 313,501 SF MAIN • ;�� �fil? i NET 7,20 ACRES Power vault II P II `'tip (p i as n .. ......... .. l Latch Basin GROSS 7,48 ACRES W1 1/2 ROW sanitary sewer clean out pp /' - -- ------ i , • -' �" '• i 4 UNITS/ACRE = 29.92 UNITS Sanitary Sewer Man Hole l°J / P31583 ;�-� P31682 "' Cable Ped 0 �° KAMP ' ' Fire Hydrant R J��x pip OF / ' 4n ra -. FireWat Hydateran Valve 1: I FISHFADER _ •,.ic /,` '� o ROW AREA = 53,490 SF CL23 ACRES) Water Meter /` fee S1nEvwx "e ,` 4., +i, ;; .y en NET LOT & LANDSCAPE BUFFER AREA = 260,010 SF (5,96 / ,�_ , / , �' 88 4 16.,2 _ ..'..' '' ✓_ ."�„ c' ACRES) '4 �' ,— -� _ a DATUMi 7500' / S' 1 / M 1 1 ' tip'' ', ,10'PRIVATE - 3 U,. to .3 NAVD $8 -'NEW l2' SD sd' �t .' r � ' � � J fYry c ' SD`ESMT / c V CROssING flAxe / 0 3' /' _ / AVENUE /� ��� / 2 7860 F_: 1.0,6 0 ,SF W =E.w P� i / J 8007�51 a S / �� �,]/ c�i x P4 £ 11229' -/ O �� v `'� 10' PRIG ATE°O� t� l0�BLiC 20' i! c� ��� £A, PP R: �' , r SS•& S➢.ESMT �__ UTILITY urn- i1 .'�, / V, a d 01 :// 'n °1°‘'' ]]57 sF' = :80g2:sF/ VICINITY PLAN 4..r. ` IC° or rN. F11P��� i:1/ ►El. ' ='.ass' 2.- NN SCALE• U8� 2 � so ��+s��` t ..�S��i' A ,�\\ '�,` x� ,pk.�rs ��h../ nY'.PL R=59'�, ''� r �• 5g.31 i�t� �/ :; �m A� ,.' ,: x. / S ,,O ,� Y -' y ;r 6 LEGAL DESCRIPTION PARCEL P31681 -g: - �• 22. ` i 3� - = , '. ' ,1 ; 7500� ` / SECTION 22 TOWNSHIP35oRANGE1EASTLB,�,e �� �" 7500 SE � � �, 8k55 'SF , ,' � :1EyS3F �' yjo, / \� r I / I �- I/ Thatportion of the South l/4 of the Northeast 1/4,of the ng 5 / 5 Ip �; Southeast 1/4,of Section 22,Taenshl 35 North, Ran e I East,W,M„ em cs i 4� 4 �ra� d Qp� � I2• / Ilying Southeasterly of the 'BURROWS BAY ROAD',EXCEPT the 'COPPER �- 453 1. • N 21- , r J,a?'/ •e` .� .• 0' , I /` MINE ROA➢' along the East Une thereof,AN➢ E%CEPT the following rn 1r / �W S �y, // :FIRE / ,w o described tracts, 12 4� £133' (1 `/ - / .d ' ➢KART -I" / ! '� ti Q c] - Io 3a' s q �8129 SF _,5 � 4.6 / -AI I I 2g` a,) Beginningat the Southeast corner of the South 1/4 of the S {_ / � I�' 7935%Sfi•' i I i �j Northeast North 8' the Southeastesto 1/4 of sold Secline o nl .>a LI i �¢ ., ¢ pPKE 37'B" /,'/ }C �� PARK' I^ j -'I500 S7 / thence North Sa'59'46' Vest along the South line of said South if of as c t Os11111', iS s'� gAn3 / I I V2 /o° -_ .- a'i 10' PRLGATE_ ' / C') the Northeast 1/4 of the Southeast 1/4, Z C £y,,s`3g59', ,,��N Js�y9' _ yy - I Opf { I �, • /6552 SF �SS g D ESMT ;1 • 1 / - 30,00 feet to the West One of the 'COPPER MINE ROAD'f Rt,x ,54w' �S y ,fS. / h 1 P R=5.' 116/27 I 03,65' 100.00' thence continue North 88'59'46'Vest 781,00 feed thence North 2'11 ,v co 4 y S,t 6 a�' / a ; • - •�- - r _ i - '29'East 669.34 feet to the North line of the Southwest l/4 of the T �'�,r 'n•1' ' - , I 0 r / a+, � Northeast 1/4 of the Southeast 1/4 and the true point of • `���, tgs It / SEPTIC'TANK I o +t: h lal / , I I / p - ¢ Lam! be Innis of this descrl Ilan,said aint beln the Norhwest toner of J� °~' �,s C� s" •t¢ RIn Ci Z�,9' r 113'7500 SF /� 3,. 2J Q I / �r r ' D g P P 9 S.-4 SY s mum I i' / 2q _ that certain tract conveyed to the Part of Anacartes, a nunldpal a S�yply �$ '�, : l0 PR[VA I� -1 / 7994 SF- Y ' _ _' c corporation, by deed recorded July 22,1968, under Auditor's File No. 4'"' °��� ,' I SS g SD SMT '' I ]93"5 SF' /I/ 3 C� 7I6I64J 0 Sv.us}z"} Ep t rt3tSSco 4��u' zs.s' '56562• //�, / II a ^ I = ( pointg 9v • ce •te,P C. a'a FELT 1 0� i• - I . -thence from said true of be Innis run, South 2'L1 '29' Vest i ,y� yy Ey;, 1NV. P A - r - l' / _ / F CLJ� along the Vest One of said Port of Anacortes tract, a distance of r . a ,t'-cek. n s`+ LEV.135.1E�P E. 1 I:" / o, ,-z .'II - 117Jar 100,00' :7} ''` /100.00' 0 15 feeti c 4q41 P56563 I /- 5' IAF',SET?AG<'-- / - I` r 2-1 thence West parallel with the North line of said Southwest 1/4 of '"I tis}t" P56564 d �I i o / the Northeast 1/4 of the Southeast 1/4 to the Easterlyline of ` UWANAWIC y` ! ^ - 1/. i c I c Sc qya'c u e ANACORTES REAL +" Y I �r 1 the 'BURROWS BAY ROAD') c >�i � atK cJs�= qaA° �!%' I 7500' SF, i! 24 u I 27 f • /4 thence Northerly along said Easterly line to the North line of said 3� �,/ + x' ��Q1 1G061 ESTATE LLC a265y,£ / 3 81 (! 1I-��frl ' 7750 S 1 a. 7,935 . +7+I i,. ) /. 7500 S o Southwest 1/4 of the Northeast 1/4 of the Southeast I/41 ,, i y 4E. to - - -„ _ -€ _ i I }� `1,1 thence East along said North line to the true point of beginning. S''91-&- e-, 11 �A» P4 PI22992 ▪ ' I 4 ' - ? 1 '' 0_--__=_...• / __fx _1 / • 1I ^I bJ Beginning at the Southeast caner of the South 1/2 of the �� kg BU$ONE ] , �Q" � 1 •" 8r MOE 3. lAU 1,1 237'/ - g 9 � �' f I. I j Ir 10000, Northeast 1/4 of the Southeast 1/41 Im • / I'" , - J!.._ - _... P31664 thence North 88'59'46' West along the South line of said subdivision a.) • i p 5'S<p=srr CK 34,00 feet to the West One of the 'COPPER MINE ROAD',and the true k_Cs' CO R S. Iel " 1Sf I ` .I i 6fe.,,., y PORT �� - � c LA15 P122993 0 1�" �ti '+ o L �� point of beglnningl thence continue North 86'59'46' West 78LB8 feed -- 0.� P e ]] 1 SF e 25' 2Cj 10 "� ANACORTES thence North 2'11 '29' East 669.34 feet to the North line of said - _, CUMMINGS Cr :'cLEARk 4 7]l�k" SF' / 8175 SF •/ I ' N o thence So • la ; 1/ 752] F AIRPORT thence South 88.40`237ast along the North line of said subdivision ,,:i a I _ 16' PUBLIC" - W.ry 760.00 feet to the West line of the 'COPPER MINE ROAD', 4w PL R=... FIRE i TO EAST .I I , 1 __�JIILIIr_ PL BM429' F thence South O'18'59' Vest along said road a distance of 664.96 feet La ..--D 4 ., 92,15' . — l_._.._ .._. Ct I P122994 tib -- - -- 4'• 6,, • /IV St`DETAACE4§-' to the true point of beginning. 1 SELESTIAL site se P, i \•�q� • xc v •- ¢/- / ` ,�; ! '�- V/ ;ROAD y �,� / Situate In the City of Anacortes,County of Skagit,State of k K INITIATES € Q P� { e 32' I �° / q Washington�, i� INITIATES RAR URA I[ //, r '�Er'�.Pppa. = ��'.•ID' 0110 - - #' �- ,' . , 1 1` o ?--I ',I hl9 PL4EN 77125'59'w : o.i - `1 . "•2,lW-_— 9 -, -�IU' UP PLC---� °�'ci:� i -' n r-� 7 77.S' , GRAPHIC SCALE gi d . T „I m - UTILITY ESO'IT 6 y; . / 40 0 20 48 80 160• C� ,\ P122995 ,I ., ,s cp_ fi� / 5 t J `J J NAVAS P56573 )i ii 17 i m � �"A Jab LF A ,� FELT /1 12 440 SF 1'�� 1b m it . w - ./1`r�. a 3 8'DI WA.. ,� _ ,min>i or rim Sit �o1 c ,)0 �8092 F / "' j r z� ..ice -lW / our Na. • \ � �� Vfl3 PL 1 R A79,0g•Alx CLEARING / I3 10,8156�F, h� ,,, _%,�,, ,i1• RAT,: 1111 a�_ �� - / a0a0 -• 80,a0' 76.06f ' i 22,98' - NL JOB N0:2p15-53 ;0122996 ° n I x 1 T� x�eo� JOB Jnae 2U15 S :88 59 17E 5-04 42. ExTsr. �z-pr:` � �' sc : '4�' • CANTI� 9y6a' P82595a J4b� c,Cu g21,,'v Ps2597RMMENG ,� P32372 �.. �� s CdNNULLY JONES } P82595 P82594 ` „„,,,, ➢Ratrn:n.>3>taetcsrin ------\ .t iii )50....701 50� P� I STULTZ YOUNG / P82593 , PORT OF 17 �cK 1.B>2 swan b i ANGIER October 31, 2015 �:.' i // ANACORTES sewer OF2 0+00,00!75.5 nasc Q n r 15'17 200 a M • :51C m - -71 174.0 0+55.5C .r I+4.04 0+544o172.75 174 75----. 1.5 . 7 s.mVCH oS 1 94 ;,. C O O 5 0+96 59 Vl 0+19.00 146 3 t - 1+00.00 172.5 171 31 ,- a.m 91j. s .00 144.6 EA L45.33.-.1- P 171.33 VOL R0.£21 ]> z 0+25 146.57 I- H m - 1 1 r -i • e, Z III ! 1+2627 �7 155.8 J 00' I -m I' v72 61 1 0+50.00 148.18 I :-.• tl+fi,00 174 4 II 159.3 j i 450. 1+50.00'174.fi9- 0+75.00 151.43 --- VPF I I 1 o - D 1„am.1¢2618--- ! i� 155. 2+00.00 1179.78.461 - f i 165-6 1+25.00 156.93 1 y ' 1 � ! I 91+500116692.168 _ I I i I---I 2+50.40 181.7 [ 172 4 183.46 -I M 166.43 1 I 2+02.12 175.5 _ ._ _ 176.50�__Y__ �I 1 3+00.00 186A fi7.84 1 17::xi a- f7 D .Ltjj LL {X 3+50.00 19l922.2 3 D3 b z C r Zar 1 c1 4+00 00 196-9 I I 196.61 III j N n J I-1 4+50.00•2009 3> 290 99 I- II 205.6 5+00.00 205.37 o 1[ XI I : V „ 210.8 I 5+49.91 5+50.05 209.76 'I 209.75 -0 vac TJ El , H 2131 , •5}99.91 ry ROW UNE: r. 6+00.0022.20-.-....,..,..-....,..i...,$2-2.24 '12 4.13 • El � 6hd� K R t. Q 210.7 6+49.91 inrti gAg4 ® 8 ® e e !0 „-:: "'' 6+50.00 210:79....._-..........-"--I'_ -'- 210.79 Y m VPF -..-- qii OE 2'-". N12/qm 3-13 N4 z--,1,7,4. g-.n gx r^ 1-E.E Q E E. E - r i r- pp 8� x x dhb! E FJ ,�,66 I o m r .., 9" � H Aril oa ;; ' �d , s p a �` n g �' Q 7+00.00 207.45 ±4-'-..-_.al a g iBNI ly g-kill : ii FI. �`I I Z �� gd. "i v_ zl • P 7+54.00 zoo.-ei.. -E gP E.a �$zl m � g ?, -1 D E.I. aMs2 .Ma - - i ra a ! g < '• m mc� Z o P $ y-.q Cad gpigI 88 r Na s3 $E �tQ?s as IQA yQQ N I. } a+sP.aa 1s7.s ef53.54 2-K2 c 2 2 .y .s 3438i3 th 1 (�I Ir. I 197.43 .I[' -C.�1 V197.19 AC `�tio_ }, u� $ Nyup 0 i- = m @ III -I WI t7�54 a X. E1 ' F g • -..I. - _ a. Cqp� w ;I . 8+3.54 • '- I� m r O I K'IA 9+00.00 i9s 1-----___-----:_i1,:._'.- Ge6..11a6 (/} b • vPc m ;VP 9;19;86: - , ��x 9+39.a6 II v-0, 191 7 VPT?27 0 - 1 o mry 9+50.00.'191.06'-----'-'---'--'_..._.. t__-. Z - ° T ROW UNE • > •-x2 ,,, ,,,-t• ,,, I "I / _ > 10+00.00 184.a6 j a a - • I 9+4.84'x VPC - d :8° i •Z 1796 VPI 10+19f4_.,_:4.- C] 179.33 I 179.46 $ m I ' I +74.BM O rY y I 1 7'17 `+ r,a 11+c4.Po Q Fp 175 ln2 e5 giii.l rp 71j__ � � I i, 11+50. 1715.43 71.43 11+02.25-175.5 no Hasa 0 Ul 1 ii E g 5 � HERRIGSTAD REVISIONS BY DATE Preliminary Site 48 North P.U.D. l' o Q ti ENGINEERING & SURVEYING -- e � � Oakes Avenue �� � � a w 2 Road Profiles Owner: 48 North on Fidalgo Island, LLC DALE K. HERRIGSTAD P.E., P.L.S. 2 LI PO Box 319 4320 WHISTLE LAKE ROAD g g Anacortes, WA 98221 ANACORTES, WA 98221 (360) 299-8804 • ,{ .. — - — - Tree Preservation Plan i • 7;-• - Date: Au:tf ;:ustom - /11Homes • Prf N. t'. f i / \ . ..........,---."-i::::„.,.---...„. 0..... Z•1„,/.6....,:,./;7..,•:,•\\::..y. •Nc . Or .r' Urban Forestry Services, Inc. .. 15119 McLean Rd I Mt, Vernon,WA 98273 • '. � r Key N 0 ' ': ? ' Tree Health ' r - i !, " ;1 Condition `- ,, • Dead -Very Poor f i4 I. 0 Poor 0 Fair \,____Cf\-- 0 Good 4 / / • Excellent ,. r -x- ,•,,„„... Tree Sites Site Type V3 ,„„,, / r '' k O Planting site " 31 Ay'4 ' I . • ::I5te • ,, - ,/� Ail — — Tree Size " I ,.a Diameter at 4.5 feet(Inches) 'i800 1 -12 41fi9 Cl / ../'\/ �.« 13 -24 I7 25 + , \ • 7 Critical Root Zone (ft) 1 ; ....p_irmaAtkokightig' .a714.1%iAT: ON(5Miu-ftitik&A-. -=Mei@ eiR ...crew/ 4lkill,.‹ %., ' , t T M I 0 20 40 80 120 160 Feet i I I ne+ DFSGR1PTlON: A861".r i IITOK 8. 48NORTNPLATNPUG,SEC7IAV22.70WNSf1lP 3S NORTH,RANGE 1 EAST, w.M.,arr �, ANDRD GENTRY LOT 7 W INC70M 1 20TI705020028 STATE OF iliEXISTING uoaies exn coali�uR1T1CS STORMDRAIN ill GENERAL NOTES LWE(TYPICAL4 OWNER: EXIST.SANITARY LANDED GEN1RY SEWEF�LINE504 E.FAIRNA4EN • LOT 29 R8 33GTGN. WA . . -... .� z_ - Y 1 1-{380)-755-9027 i 1 .. �' -- - "- -. 100.00' BUILD7NG: 2d50' - 40,00' 39.50' LOWEY7 LEVEL AREA- 528 SF MAIL I,EVEt AREA- 2528 5F flAOE + CONNE EXJST.SS UPPER I£'VEL AREA- 1.127 SF WM OT8}CTION TOTAL USING AREA- 3.fi8!SF ^ (Lo17) � _ GARAGE- 525 SF .11.0-1. SS so CtF�40UT ���```5'SIGE YARD BUILDING / 7YPLOAL 1; d'SCN - / EGCE KLINE J 60 Ap PVC DRAIN LINE f LOT LINE ZON7NG' .c}� 4 $ _ 214.7 R2-RE5lQEN71AL LOW D(N51TY �,`o +*.` a I-- i — - ,,y( fP0000050 - - - - EXIST SETBACKS: Jf I / WS E 4 ,4 r 7 ,ny5t^'" ALL SETBACKS IN COMPLIANCE / + .�b �U4v �j• U I S+QEYARQS LAIN 6'E 75'GUNBINED COISO.NN Cnurl I I _. •1 • .,•• - I ONTYYARGD WIN310:20'GARAGE O7RI I • } I I IV �l NE1GN7: i MAJL ALLOWED: �`' r I i PROPOSED:UNQL7 Ij a i+l� - i W DRIVEWAY _ PARKING: w o o I GARAGE ( m I 34'REAR YARD BUILDING 2 IN CARAGI,2 7N DRIVEWAY Q ...J N< ��SETBACK LINE ? �U�y/ I I Mg L D T CO/ERA GE i L1. PROPOSED•"DIA. 1� i SANITARY SLAVER o I s MOWING AREA: U 0 Z7S8 S.F. - _ -------_. M I If. LOT AREA: �� f 7,500 Sf. . il , , , PERCENT COYERAGIE }'BPO _ I • - i � 2,188/7,SG0=29.25 f U `tt pq L tell . AfAXIMUM ALLOWED: 37.5x IANDING IPOR.'.H j LOTSAi $ IMPERVIOUS COVERAGE 1 �s ♦ T,. 'OfilLU/NG SMOCK h ; =x; BurLQmc. zo42 sF , ` `�N1. -� I• PAORACOfh 95 5� QRIy�WAY' •391 �F ♦ 'k' .r,�,Ir�, �IIJ TOTAL: Z,6u a.. LOT 28 sL CCYY'`� II PROPOSED LUr ARFJI: I. 1 o Ilrls t UNCOV FRED 7,SOO$.F. LOT LINER ` .I o I \.-^-PRDP05_D 4"DIA. PAT O FitGRTAFWAY LINE 'lT SAN1TARf SEWER pERCINT C04ERA( • PROPOSED 4'SGH��ii 12,Si7/7,500=.�`•2X�- I' 4R PVC DRAIN UNE I $ AVAMMUM ALLOWED:450% 1 N tu i'ONCRETE ! 20'-RONT YARD GARAGE ;, rr ' I CURS6GUTTER BUI-DING SETBACK LINE , K t.l� _ • I— •f S.I .a S i LOT LINE iy CONCRETE .' _ r SIDEWALK 1 ^L C O o a Z tt,;,,, I i I $ T PROPOSED• d'5CN M 40 PVC DRAIN LINE 2DG'— 3e.00' o GRAPHIC SCALE !2 " _��" _ yy 1f1' FRONT YARD ENNLDN9 2151 I I SETBACK & UTILITY EASEIKtNT GRADES ( IN PEST ) t, I `�-21d,d6 v- FIOr1a. SCala: 1 rfwh = 5 Fra • EXIST LOT LINE GRAM I 48 NORTH 1. + zoo, - 40.00' saSD' SHARPE smelt- I _.OD 4¢ - — 100.G0' 2-CAR GARAGE LEFT • SITE PLAN !II . LOT 8 (P133666) 1420 LATITUDE CIRCLE WONT WA tU1LD1NG ' ANACORTES, SACK LOT 9 1 • J09 N0: PLAT 00"48 NORTH" LOT 27 OESIGNE7 LC' DRA DATE: 06128/20/7 1. SHEET 1 of 1 1 - - F 1. E� Id ,38BREVIA7£D LEGAL DESCRIPTION• WWI iU }„ r LOT 8, 48 NORTH PLAT do PUD, SECTION 22, I 7 TOWNSHIP 35 NORTR,RANGE 1 EAST, W.M., CITY EXISTING LOT OF ANAGORTES, 51CAGIT COUNTY, STATE OF STORMDRAIN WASNlNCTAN, A.F.201705020028. LANDED GENTRY 1,: I- VLINE(TYPICAL I I O N C S AND C O M lI U N I T I E S LOT 29 il EXIST.SANITARY ;'I J SEWER LINE GENERAL NOTES s i' OWNER: ri I y .� I LANDED DFGEIRNAT 7� f I I-: „� �! VEN RURLINGTON, WA f 20150' 100.00' 98233 I� 1: E]LIST.SS 40,00' 1-(350)-755-902f WM ��ST I CONNECTION J -+ " _--- 1 (La171;-I GPT-0E I Ai (L078) 39,50' BLOWER LEVEL AREA- 528 SF MAIL LEVEL AREA- 2,026 SF 4 - :'`.�?• _-:-I •i Wht �� I' UPPER LEVEL AREA- r127 SF '�- ' _ ! TOTAL LIVING AREA- ,�,881 SF IlLpp'' l_-s�.k.-_- SS 55 CLEA JWT f' 5,f I -� -- �'' PROPOSED q'SCH - - GARAGE- 525 SF !•1 1 `r..4 � 40 PVC DRAIN LINE �� u�Oa1P �r..'*ft 1.____ o LOT LINE- ATYPICAL 1 1 N ! bra 4 'J -;' - - �' e 2I4.7 ZONING RESIDENTIAL LOW DINSITY 1.i r.ON.. _ � - �" - �' 51:78ACK5 1 ILf:7 II 1�1 \, GRADE ! ALL SETBACKS IN COMPLIANCE 141174 CITY Y(' _ tl + SIAEYARAS MiN 51',E55'COMBINED 5; T 1 - 1 REAR YARD MIN JD' FRON7 YARD MIN f0; 20'GARAGE 1 1 ' Da DRIVEWAY LU g¢ f oo! 1 GARAGE HEIGHT: [ f �� '�'� � MAX. ALLOWED: 35' �„I { I"ii 1 h • ` PROP051'D.•UNAEA 'i U 1 • PARKING: 0� 1 ,Y` 2 IN GARAGE, 2 IN DRIVEWAY A I: I PROPOSED¢'DID. f--, '-•L- L',�„� i I SANITARY S ER o / I i,i a LOT COVERAGE ?I''I F i '� -• q� BUILDING AREA: 2,188 S.F. (� ICI! 1.11,11 ',f! { `C�'yPp i ' 1 �,� -_ €''' LOT AREA: IN -I •; 4a,�,h +�. ,I 7,500 SF. IJri ♦ Iill o PERCENT COVERAGE: ' `� ♦• I— 1 1IPD- . LOT 8 2,185/7,5D0=29.2X '=I •.-. �` • 1 ma, , '1 - MAXIMUM ALLOSWED. 37.59: lij Ii, : Ss tj__ ' I o IMPERI/IOUS COVERAGE LOT 2B • I : ♦♦,I` • -• , - I �' ( n BUILDING: Z042 S.F. ., +` • P RCS/WALKWAY.- 54 S.F III I LOT LINEV I P/A�AyyFOFff'ff 95 S.F. 1 II; RIGHT-0E-WAY LINE ♦ I PROPOS D4"DIA, I TOTAL; 2,637 SF. (1 WAS 39f.SF II f; I' PROP08m4•scx ♦ I SANITAR SEWER LOT AREA: 7 ; 40 PVC DRAIN LINE Y 1 7,500 SF. o I + I N PERCENT 2,fi 7/�,SUD GE 35.2Y. III I - MAXIMUM ALLOWED:48.0X Ir, I i + 8 1ii, CONCRETE ��i s cuRB&CImER 1 '11 1 �`': t I. CONCRETE - 11 I 0 SIDEWAtu = !I 7 -- LOT LINE 2 I fie; _.,A :t.,,-. - - 4.0 ' 9 IF, n L-' _. 7—PROPOSEC 4•SCR .m — _ .— . ;G, - rd p li 40 PVCORAIN LINE Z II I 214A62 -- T I'! �'4 38.p0' Fi EXIST i, I}% GRADE GRAPHIC SCALE �'' I'a= - ,,... - E%Is7 6 0 3 6 12 IJ I ,.L :T II • GRADE Ir- it I? -`�,.- I LOT LINE A 1 ___I IF.:. •�',. - I - + ( IN FEET ) 2 50' il: 8006� '"-.,r,.-_.._.f�, -_x D • 4000' Nortz. Spate: J fnch � B Feet �' } i OO.GO Ts.so' 48 NORTH I^ L — ,. SHARPE I � ' ; I LANDSCAPE NOTES: 2-CAR GARAGE LEFT P I; I I I' PROVIE (I) TREE (EXISTING OR ADDED) PER 1,000 SQ. FT. OF LOT (S TREES L 4DS Ac- P�,4rf� N MIN. - VERIFY' LOCATION WI BUILDER) W/ A MINIMUM 2" CALIPER (P CODE. LOT 8 (P133666) 'I I ' LOT 9 TREES PROVIDED WILL BE A COMBINATION OF DOGWOOD, ALASKAN CEDAR, 1420 LATITUDE CIRCLE LOT 27 I �, c r VINE MAPLE I WESTERN I4EMLOGK (VERIFY LOCATIONS W/ BUILDER), VERIFY ANACORTES,WA ! I I TREES TO BE REMOVED IN FIELD W/ BLDR. IF APPLICABLE. f r., Jos NO: PLAT OF"48NOR'R-r DESIGNED LG II PROVIDE LANDSCAPING IN A COMBINATION OF SOD LAWN AND PERENNIALar=AwN:+ PLANTING BEDS TO COVER A MINIMUM OF 20% OF TI-4E LOT (1,500 SQ. FT.). DATE: 06/261�an11. I !c I VERIFY LAYOUT W/ BUILDER. SHEET 1 of 1 /. j . ___../ / '1 NO OM, £myan Canted!Nees In,RCN}rnrlN Cmeovet'm. - ----- / _ LOT A 48 NORTH PLA + •r' 22, / INLET PROTECTION • `// '� I 70WN5FEP 35 NORTH,RANGE 1 EAST. W.M.. CITY a EAslen cowdeeel lFawpencm PmGkas....bem / FOR DOWNSTREAM / / OF ANACORTES, SKAd7 COUNTY,STA TE OF WM1 armo.aePtea ste Ptar Phrmanr a,noeexuw, / CATCH BASIN PER / I 1 LOT 7/ WASHINCTO,, A.F. 201 705 02 0028 a xTN,emswr co„ ,nap bo mspatsdonm a day vM / C220,CATCHBASIN : EXISTING Inxdxled to moot the tamramding reHmeo,s Hooded. LANDED G R N T RY I STOftMD AiNI I C. Thu emm,met,sr...hallbe deenm aauris«uon / FILTER TYPE II JJ pa7aL Al*Bien",systems systems shell be de,,mwm m• Y / LINE 71CAL I orseParnee«me City o<aremnas oar m oxoelene II O N C E AND CO M)1 u N 1 r 1 CS / 7 s�yxcdl�,weum em,an«,I,rid Halo stall be -/ y IXIST.�5ANI7•RY / molapaasly,abs¢r,Knaolm,anwro'onarr,rrwsrsmA GENERAL NOTES LOT 29 I mrnng uandmormopd«awmpmd a SEWER LIN' PROPOSED PERIMETER / mar be.em.lma star at wash Pacts w enwto mot of /� " SIL7 FENCING{TYP)PER I �/J DWNER: �,. .- _ 8MPC233 paved _ i / J -' _ _ n(__-_. ...Oily expoesincoa LANDED GENTRY . - -_- / ._. _ - — ---T .` _- _ _ Art)eats e.�cece that�lHalbe aewxd wr nw lzi 504 E.FAIRHAVEN '� —,- i daysduM,®Iho wol season w,ever rp days In u,a dry — - - 2d 50' 100.00' ' ' // `� / eacmotwa�t: "mom na hem" r„Ci,In1 98233,'TON, WA ! 40,00' f F. 1.40144dNe Pdry to me noptrvtb,g a the xnlreasnn 1-(36Q-755-9021 f !EXIST.SS / J i (OtMGOr it npdteNroed s,eu shall be mlemab Wµ F0)1Sr All/CONNECTION J J9.50' A...W++bionrsrod neca MyaePxmm.wun t I {Lot?) GRADE (LOT 81 r -- w br relna.Dlsm,bxd eRaa bhaebs xaedsd>Nddr one BUILDING: SERL.EVEL AREA- 528 SF �� , r 111 wnoN al me begtnnmp ormo,rolooaun.A aNmm MA1L LEL'ET.AREA- 2,028 SF WM f�-a�-••x' e+-. x --- —_-. " PPER LEVEL AREA- 1127 SF /111111L /� 1 A x a•-- �•x�.x�-+xr•+. x miemeln nv ar.ende6 M,,,),9lbd Nllw Pmaab �`�� {Lot,, x +t---,—. +c-....x,_„�e.,_ Prof.,. TOTAL U17NG AREA- 661 SF Y•�x Manage,,Tho Prq'ect hlaneperwn rqu48 eeeG�g ,/ 5e* S �55 C I Lk17 e J PROPOSED 4'SCH '-"x x�x-.toll x--•x x x ;t c�_ ednaonete,eee to e,dwmarmoot ceeaoowawra. GARAGE- 528 SF !J Jeafe�et P,ouwves or aalnoos re<aue� '! I 11 - !h'q'PD -gyp . _ ji--- YO P4'ORAI`LINa — o, a LOT IJNE ' ` `� SAaowsiuoo nn�e�ua.a tP��r atIon reedaNad A 9TE: I .€111 ` vinoam,Each dek I.oanNeo,od a anlemmKobvon. TYPICAL 1 �1 ) 4,f Q4 f 4 ���.ST R2-RESIDENTIAL LOW DINSITY 1 yti „ST.SA I I • r' � Gf7A" - - INLET WRDTECTiON caNy. " •. .. -. ..• U •P e -I SETBACKS:SETBACKS IN COMPLIANCE (L �B) •I -9.Ok �, I / 0' 1 SIDE CI7Y G{11DUNE5 „.,/' -' 'PER C220,BLOCK 1 I ' i I SIDEYARDS MIN 5; f5`COMBINED GRAVEL FILTERTYPE �- ' C ., [ 2.11(�J ( e REAR YARD BIN 30' /� ��t 1 1` �`' 1 } TEMPOAAI V GONSTRUCTICN I 1 S i J 0 l'H �s .. p v.1 ENTRaNc:PER EMS Ctas • FRONT YARD MIN 70; ZO'GARAGE J\! GwvF A I 0OC TO F ;•, v1 �- ///f 1 �,' ,I��. �� I t,_ � 1 ,E h R.r "e,�, H AAX. ALLOWED: 35' j ' �j --, �/l�JI �I sal��vIf/�I /' ' - \ PROPASED:UNDCRJ 1 '( - _; - �i : I �s I GF:7n&Ra GARhCE 205.40 P2 1N�G4RAGE 2 fN DRI4EWAY J] A_ �fIJr,\1I'J'�1 7orPiLE7 aG l�`, Ir o-)(r,,;)/ )y" ��ANY$ R• , 'I / WITH rg ION LOT COVERAGE yLf I `� r \ I! \L.r"�� I/ PLASTIC "`� opir.,,,,:. .„4.0„ 1 .2.m'n! ' + /' 11 {STQRM EV NTS) Q�y FENC NG ARO NDLACE 7EXISTING g � A'/�,r'� % F I Sip`-' TREES AT DRIP LINE PLUS 6'. 2,188 f.F./// ' 1 t ? I ,FQO L0,ARFA: h + lfii fi C�Q 7,5D0 SF. ' + x r �I POR /� f �L PERCENT COVERAGE j �t LOT 8 a F 2188/7,500-29.2i a / MAXIMUM ALLOWED: 37.5X INLET PROTECTION i * ` �� ' ' 30'REAR YARQ IMPERVIOUS COVERAGE .1' 1. W PER C224,BLOCK$ (( / 1 FF 6A.! MAD /1� t4UlLQING SETRACK o I f UGRAVEL fLTER TYPE !!1 f �, SPA / FF LL•,219A0 I n BUILDING 2.042 S.F. LOT 28 I I;, 1 ! • p / pD' rL ALKWAr, s4 sF CHECK DAM PER RIP • AA 710.• 95 SF, czD7:CHECK DAMS, U LoiuNEfl + I I o PROPOS D4'DIA. 70P.,SED ASMeFOEC. WA �y�(j f RtcNr-of-WAY ONE 1111 iiikUFJCO RED PLACE CONSTRUCTION ��NII J 1 ; "y SANITAR SEWER �/ pA 14 FENCING AROUND EXISTING a LOT AREA: LL! PROPOSED qq SOH f TREES AT DRIP LINE PLUS f', PROP05ED PERIMETER �sDD sF 0 I 40 PVC DRAW LWE I CONSTRUCTION FENCE Ppp ryT COVERAGE t • // 2Qr ONT IL! N i; PER BMP C103 2,6J7/7,5[XJ=35.2XL.- ri � / YARD�ARAGE / � G� w MAXIMUM ALLOWED:48.OX Z. BUILDING ISETUA t f Q I Q�5�0O (i1J71,g7,7,-,% ._„-1-.--,.a l/ W V~_j "E' • e • `• _ W `_ :„.,1 _ 11 ,/`'"' 0 ■ s DEwALx ! / SOIL STOCKPILE !!l I - LOCATON�,� _ _ o e x LoruNE S { OVE'IWITHG ao �` i o mr�✓/ a // STORM £NHS 8 ._ �. �r .__ _ I Iz I PER 'yG123) �' :POSE°CSCH T`f / } er' �► �!� VC 6RAII9 LAlF A+ p3s.00'(--44.—____ (44—i8 . /I) �� PROPOSED . ��G' 5./f , I PERIME ER SILT 1Q'FRQNT yAJZQgUILDlNG `G� \ GRAPHIC SCALE !f I FamP EN G223 1 PER �s ;.�21s.2-/- INesigi " ii+`� 6 i.u� �ri��CK & UALITYEASEMEN �G / I 214A6 1 I PIACE SILT FENCING ON r E%{GT - DOWN STPfAM SIDE OF LOT LINE , * ! GRADE I S74G1S puF,PER BAlPMK - (IN P`IM' ,) 1! _1O' 4D.DO' - - --- -'- ---- --- --- [1 4" "S& $ SorLz. Scala: i inch. = B Fast /,ii SGGBr� - t e _ J >_�( al 1DEC'0' PROPOSED PERIMETER 3950 +- 1" 48 NORTH /7 INLET PROTECTION CONSTRUCT ION FENCE ` 1 [� SHARPE J FILTTERTYPEATCHBASIN _3- — -- —�— `PERBMPC-iD3— — — _— —/ _ y ' 2-CAR GARAGE LEFT CC WONT � \ /' �n� � ) ONT Ea .— < EROSION CONTROL PLAN SACK 7 / Q LOT 8 (P133666) LOT 27 1 / LOT 9 '`ZC 1420 LATITUDE CIRCLE 1 _I ANACORTES,WA /// f I, i, __I JOB Na PLAT OF"45 NORTH" 1/ "f ` (-- DESIGNED: LG MAYO I, ° _ ___ �I DATE: 08/08/2017 lama. own im LANDED GENTRY ---.: � ryf7 FONT AND CUAI15lJNlT1CS IP9 GENERAL NOTES OWNER: /y 11 LANDED GENTRY BURLING7DN, WA 98233 1—(360)-755-9021 y BUILDING LOWER LE'%1.AREA— 528 SF CITY OF ANACORTES A CORTES MAIL LEVEL AREA— 2,026 SF UPPER ro��7hi1.J 1'i f AREA— 1,127 SF TOT LIIVINGAREA— 4661 SF GARAGE— 525 SF SIT: TYPICAL ZONING R2—RESIDENTIAL LOW D1NSITY SETBACKS ALL SETBACKS IN COMPLIANCE WIN CITY GUIDUNES SIDEYARDS MIN 5', 15'COMBINED REAR YARD MIN 30' FRONT YARD MIN 10; 20'GARAGE NEIGN7• MAX. ALLOWED: 35' PROPOSES UNDER PARKING: 2 1N GARAGE. 2 1N DRIVEWAY 1 LOT COVERAGE BUILDING AREA: ,T, 2,1885E LOT AREA: ' 7,500 SF. L„vric s Seu Ci.`i:.., O.''' PERCENT COVERAGE: 2180/7,500=29.2X MAXIMUM AI1OWED: T7.5X • IMPERVIOUS COVERAGE • BUILDING' 2,042 SF. 31.. . SJW Iv1:nrr I��Fr P CP: ALXWAY.• 54 SF r. PAW: 95 S.F. • .- LOT AREA: r. i 7,500 SF. I; i. PERCENT COVERAGE: 411 7 .• 2 637/7.500—35.2X i' t:11 ri: MAXIMUM ALLOWED:48.0X SI,r, fiau4 ' - ,Itlj,I Ur rue,l,r,(., SITE LOCATION r.,,r,I;,I,,, I !-...)I..,Pahl .,, . , i li ANACORTES• , VITA NOTTOSCALE I 48 NORTH ', tulrr,il,r:1 - �,.,,e,. ...::,,INI«rl �, • SHARPS 2-CAR GARAGE LEFT L.-IIr' EROSION CONTROL PLAN Map data©2017 Google 1000 n1 _ ., LOT 8 (P133666) VICINITY MAP 1420 LATITUDE CIRCLE LOT 8 (P133666) ANACORTES,WA 1420 LATITUDE CIRCLE MONO: PLAT OF"41NORTH' ANACORTES,WA CES16NEO. LG CRAW: GATE: 08/08/201 T SHEET 2 of 2 FLOOR FLAN NOTES: 5 "-O/ r I. ALL DIMENSIONS ARE TO FACE OF STUDS UNLESS NOTED 16. MINIMUM REQUIREMENT FOR ATTIC VENTILATION IS AS FOLLOWS g'Sy" S'_5N" 7-212" 5'-0" g 3'-954° 2'-IIK" 20'-0W3" � . OTHERWISE(LIMO.). VERIFY DIMENSIONS SH N OW ON PLANS, (CALCULATED•143001h OF ATTIC AREA), / 'r / // r 4 / PO NOT SCALE OFF DRAWINGS GARAGE ROOF 1 5-415 Y 5-S ' /2'S /2 ." f ./ 6'-3" 10'-el'' / 6-0 f LANDED GENTRY 0' MINIMUM REQUIRED. 11.52 SQ.IN. 3 -245" 1 I 12'-O" 10'b1," 2, FRAME MAIN FLOOR EXTERIOR WALLS W/104 5/8"2.6 STUDS ACTUAL PROVIDED: 56.55 SQ.IN. / f / HO N 7 S AND COMMUNITIES •I6"O.G.TYPICAL, FRAME LOWER PLR.ExTERIOR WALLS W! VENTED ELKS.: 66,55 5Q.IN.(6•5.425 50.IN.EACH) 104 SIB"2.1.STUDS•16"0,c,(FULL HEIGHT WALLS), VERIFY UPPER ROOF STUD LENGTHS AT STEPPED FOUNDATIONS PER AS-BUILT FON. MIN.READ. 495.14 5O,IN. N ,, NOTES: FRAME LIMPER FLR.EXTERIOR WALLS W/9T 5/5"2.6 STUDS• ACTUAL PROVIDED, 1.143,20 SO.IN. 1.APPUCABLEOODES ARE AS FOLLOWS: 16"o.C.TYP.(VERIFY RAKE WALLS ABV.ROOFS ON-SITE) VENTED ELKS,. 603.20 50.IN.(64•9.425 BQ.IN.EACH) 2E5 UNIFORM PLUMBING CODE RIDGE VENT, 540,00 SD.IN.(45 L/F•1 SO.IN.PLF) I I PATIO RUTS WASHINGTON STATE ENERGY CODE 3. FRAME MAIN FUR.INTERIOR WALLS W/104 S/S"27 STOPS(PER 4'GONG.SLAB _ 20151N7ERNATIONAL RESIDENTIAL CODE. PLAN)•IS"O.G. FRAME LOWER FLR.INTERIOR WALLS W/ IT. SEE ELECTRICAL PLAN ON SHEET E-1.1 FOR LOCATIONS 1 SIZE9 S 104 6/B"2x STUDS(PER PLAN)•16"0,c. FRAME UPPER PLR. OF EXHAUST FANG. LOCATIONS I SIZES REO'D TO COMPLY W/ W I I m INTERIOR WALLS W/92 5/8"2x STUDS(PER ELAN)•IS"O.G. THE WASHINGTON STATE VENTILATION 1 INDOOR AIR QUALITY TYP, INSTALL 1/2"GYPSUM WALLBOARD(OWE)SOTH SIDES OF CODE ARE AS FOLLOWS. 6.6 POET I V,T O. 6.6 POST INTERIOR WALLS TYP.U.N.O.(USE pRIMER/SEALER ON OWE KITCHEN, 100 CFM RANGE HOOD(M1N,) 4x4 HF4 BEFORE AND AFTER TEXTURING) LAUNDRY, 50 EFTS/e0 CFM RECOMMENDED] BATHROOMS, SO CFT1(SO CH1 RECOMMENDED/ , \ 5010 XO 40I•O XOXOIlk I 6080 Fey CH Dy- 4046 XO � , �..� I 4. FRAME GARAGE/HOUSE WALL.W/104 5!S"2x6 STUDS a 16"O.G. NOTE, ALL FANS ON TD-MINUTE TIMER(SHALL VENT TO OUTSIDE r r g 4 R 4410 EF✓1 �i 2,b„ 6 I/Bxl2 GL@ HPR. i ! 1 -�(�--" (REFER TO NOTE*II BEI-OW) AR TYP. ELECTRICIAN TO VERIFY INSTALLATION OF GPO OUTLETS i (3"MIN.BEARkNG) 60�NB! 'f Fill (24F-Y4 DFrpF) -I-p IUf ' `--' IN ALL WET AREAS. VERIFY TYPES AND LOCATIONS OF ALL ELECT. SHOWER W 5. PLUMBING WALLS TO BE FRAMED W/2.6 STUDS•16"O.G. SEE FIXTURES W/OWNER AND/OR SOLDER 1 PLANS FOR LOCATIONS(VERIFY JOIST PLACEMENT ABOVE AND c. WALK-IN I I Alm - `9 BELOW FOR PROPER PIPE CLEARANCES). VERIFY PWMBING 15, 24".35"CRAWLSPACE ACCESS(LOCATE HERE IF BSMT.LOCATION 15 • I 4 FIXTURE LOCATIONS ON-SITE NOT POSSIDLE-BEE SWEET A-3.2). INSULATE ALL ACCESS DOORS/ _ CLOSET I HATCHES TO CRAWLSPACES/ATTICS TO THE EQUIVALENT RATING OF I SEE NOTE"1B 0 TH• ]�] KITCHEN 6. ANGLED WALLS TO SE 45 DEGREES TYPICAL U,N,O. THE INSULATED FLOOR,WALL OR CEILING THROUGH WHICH THEY = STURDY � �� ja Q p W PENETRATE _ 1, DIMENSIONAL LUMBER To BE HEM-FIR 1 TYPICAL U.N.O. I ® u DINING w O 1U IN, MOUNT FIWT ON PLATFORM IS"ABOVE GARAGE SLAB. -STRAP F 3-8 3-Ty -1 15 a x M q G O S. UNLESS NOTED OTHERWISE ON FLOOR PLAN INSTALL 4.6 HF•7 HIT TO WALL PER ERG SECTION 508,2.PROVIDE OVERFLOW I ' m Q IX C HEADER IN 276 EXTERIOR WALLS ABV.DOORS 4 WINDOWS W/ PAN 1 PIPING PER IRC SEC.5OS.4. INSTALL T 1 P VALVE 1 I .�i v IY �-�,�- R-10 MIN.)INSTIL.•INTERIOR SIDE OF HEADER. BEAMS ANC, AND PIPE TO EXTERIOR TERMINATION. INSTALL A VACUUM .'- - HEADERS TO NAVE 1 10"MIN.BEARING TYP.U.N.O.(BEAMS RELIEF DEVICE PER MFR.SPECS.TO HOT WATER TANK PER _N _ I R 0 F SHOWN ARE MIN,REO'P OR BETTER. SIZE AND GRADE MAY UPC 504.6 S __ folD __ �LLj " '� r' -1OP+'y 2x4 WALL W!NDWD.ro BE INCREASED PER BUILDER'S DISCRETION) q' D 'ice-' 1-s� !O 1 CAP MIN.36"ABY. 'X yl 20. VERIFY WHOLE-HOUSE VENTILATION METHOD W/HVAC CON- "-1 2-6• ! > J--r I. 1 NOSINGS 9. VERIFY PLACEMENT OF 4x6 POST IN STUD WALL BELOW ENDS TRACTOR(SEE NOTE•15 OPTION 28,LOCATE FAN IN LAUNDRY ' OF GIRDER TRUSS ABOVE W/ROOF FRAMING PLAN ON SHEET ROOM CEILING-VERIFY WI BOLDER./ Vx Eli A-4.I UP 3 G.R �- 21. DISAPPEARING STAIRS OR ATTIC ACCESS PANEL TO BE GOY- m N _7 v / ."U 1 10. PROVIDE 2xb BACKING IN ALL BATHROOM WS FOR TOWEL ERED W/5I5"TYPE-X GWB AND PROVIDED W/WEATHER K 1 FdLSE BEAM ABOVEDARE TOILET PAPER DISPENSERS,MEDICINE CASMETE,ETC., INSTALL((2"MIh1KFBERGLASS-FAGEP GWB BACKER AT TUElf Q 9 \ BATH B 1 / 3 8 ,} 4' 'a 20-5" I<'s 6' 1 r r J' lail 27, 0 STUN.STUDS. COORDINATE WI BLDR-/OWNER FOR LOCATIONS _ _ / ,�'9h �' •I' 4 r+ aa ,-F� MQ$TC^R r SI (a "p 11-9' 6'-214' 3'-Vi• T x v 1 _ t N 3.THE. 6.-3" 3� "I 4 .` +�, IL INSTALL 1/2"HIGH-DENSITY GWB AT GARAGE/HOUSE WALL AND SHOWER SURROUND S Fyn W GARAGE BEARING WALLS,1 5/8"TYPE-X GWB•GARAGE cLG. ry IUt7T �p 1- jG ,I'IO J' JO m O Fes• TYP.(SCREWS•6"O.G,EDGES•FIELD GARAGE GLG.GWI3 23. PROVIDE MIN.n"x 30"ATTIC ACCESS WI MIN.30"CLEAR- ?' N O �1..9'-', �' LAUNDRY T.2 •'"T �' #' WHERE LIVING SPACE OCCURS ABOVE) ANCE TO FRAMING ABOVE. USE PLED.DAMS TO CONTROL '• X Q d 15,\ � Ti = CEILING INSULATION•OPENING EDGES CI "''B VVV V T° CM IT. INSTALL 20-MINUTE RATED DOOR ASSEMBLY W!SELF-CLOSING - Ci " I m GUEST n C'rJ K'[, HARDWARE 24. PROVIDE PARTICLE BOARD UNDERLAYMENT•VINYL AREAS. k�.. V - ` -. I[' S•R 1 FIREPLACE W/HEARTH ILL IDESMCOORDINATE THICKNESS W/OTHER FLOOR FINISHES TO PRO- I MANTEL 48"ABOVE K. N i 3. REQUIRED STAIR RAILS/OS TO COMPLY W)ERG SECTION 311 VIDE SMOOTH!LEVEL TRANSITIONS 41 6'-0" I, T'-3" (MINIMUM HEIGHT 34",MAX.36"ASV,NOSING PLANE,ENDS 9 / - �" ,�� (SEE NOTE�51 RETURNED TO WALL,MIN.110"CLEARANCE WALL TO RAIL). 25. FIREPLACE TO BE SUPPLIED WITH OUTSIDE COMBUSTION AIR v 41'-T' / 3'-4" / ),= w N } DECK/PATIO RAILINGS TO COMPLY WITH IRC SECTION 312 IF DUCT W/MIN.6 S0.IN.SIZE 4 PROVIDE READILY OPERABLE I GREAT ROOM © Q DECK/PATIO SURFACE IS 30"OR MORE ABv.FINISH GRADE DAMPER. INSTALL GAS FIREPLACE W/CLEARANCES 1 MIN. N I p W - W - S I`�/ WITHIN 36"MEASURED HORIZONTALLY AT THE OPEN SIDE COMBUSTION AIR PER MANUFACTURER'S RECOMMENDATIONS cl+ W 'A 2 - "' N I , (VERIFY ONSITE) AND/OR PER CODE(VERIFY TYPE OF FIREPLACE W/BUILDER) I U. n & I N '{ 14. EGRESS WINDOW DIMENSIONS.CLEAR OPENING 4 SILL HEIGHT 26. USE PRIMER/SEALER ON Gala BEFORE AND AFTER TEXTURING `p ry�p MASTER BEDROOM - ---`%-'-4 � u - TO COMPLY W/IRC SECTION 310.1(VERIFY W!WOW.SUPPLIER 'J` q � AND/OR MANUFACTURER) 71. WHERE 17'NOMINAL DEPTH HEADER REOT'USE SINGLE PLATE - `I I --y ENTRY 4 4 Q m ASV.CONT.FROM CORNER TO CORNER OF WALL. VERIFY OWE N, O 4 O_ Q T 9 ,t O IS. COMPLIANCE DATA FOR THE 2015 WASHINGTON STATE ENERGY NAILER INSTALLED•T.O.WINDOW OPNG.IF NECESSARY ' 'S 'v 6.12 DP•2 'B o CODE IS AS FOLLOWS: • V 3 ,A FLOOR, R-38 •,' 5 1/8.12 GLB HEADER _ FIR,BM. _ ` WALLS, R-21(R-10 MIN.•HEADERS,TYPICAL) a C14F-v4 DFIDE)W!4x6 �T'�� - - CEILING, R-49(R-35 IF INSULATION DEPTH 1B MAINTAINED TO POST BELOW EA,END Q a Y 4x72 HF•2 sx10 NF•T OUTSIDE FACE OF EXTERIOR WAIL N N , II TT� II N •-N 1. DOORS: U•.200 MAX.(ONE DOOR uP TO 24 S.F.EXEMPT 3060 pl[r (SEE NOTE•2T) rOSO PIC. PORCH 13060 PIG 90b0 PIG PER R402.3.4) Q s I 4x1 HF'2 4"COMA,BLAB O WRRCH POb d °� WINDOWS: U+.250 MAX,(UP TO 16 S.F.EXEMPT PER R402,3,3) WALL LINE BELOW ���''"�444 II GLAZING, 442,S4 B,F,•MOSS OF FLOOR AREA 1 ''' 6060 XO(EGRES51� p•}OF @E.OW T 6x6 HF+2 3M-ABY. br8 POST ~ N FURNACE TYPE, NATURAL GAS FORCED-AIR(SEE 33 BELOW) _4 ---- - -�---'---*---- ------ �•-•SM.A ,A Q PER WSEG SECTION R406 ADDITIONAL ENERGY EFFICIENCY RE- yt n OUIREPIENT6,MEDIUM DWELLING UNIT(MORE THAN 1,500 B.F.,I Fca P.T.6,6 POST WRAPPED PER zpp THAN 5000 S.F.)REQUIRES 3.5 ENERGY CREDITS AS FOLLOWS. BUILDER UV16"x 16"MASTIC- ''- I N OPTION le T.5 CREDOS).EFFICIENT BUILDING ENVELOPE(SEE APPLIED STONE COLUMN BELOW 1 ZZ 42 HIGH PAINTED ALUM. R-VALUE FOR FLOOR 1 WINDOW U-VALUE LISTED ABOVE) (SEE ELE4ATIONS,2 TYPICAL) '/ 3p U� RAILING W/TvgP.GLASS OPTION 2c(LS CREDITS,AIR LEAKAGE CONTROL 4 EFFICIENT f1 I PANELS(PER HUfLDER) VENTILATION TO REDUCE THE TESTED AIR LEAKAGE TO 1.S RAILING PER EUILDERr 1 TO TSID_EDGE AIR CHANGES PER HOUR PAX. ALL WHOLE-HOUSE VENTILA- (SEE NOTE•13J I - -4,-1-•••nTT -,- OF (LING POST TION REQUIREMENTS AS DEILrtMINED PER IRC SEC.M1501.3 'I 'p SHALL BE MET W/A HEAT-RECOVERY VENTILATION SYSTEM 23k ' ��e'-515" )yY"' W/MIN.SENSIBLE HEAT RECOVERY EFFICIENCY OF 0,96 211i1.5" e'-11" , /-Oki'( 20'-0" 3'-61A f OPTION 33(4.0 CREDITS),HIGH EFFICIENCY HVAG EQUIPMENT, GAS-FIRED FURNACE WJ MIN.949.AFUE / 3•-6• /2•-6" 5-0" B-O• -bsyk 5'/ 3• • I" '515 3'245" ,1 UN'.P'-6 4-O" 8-0 4•(J': 2•-6" T�B-O"21 •' ! ! / OPTION 68(.6 CREDITS),EFFICIENT WATER HEATING:ALL SHOWE-RHEAD AND KITCHEN SINK FAUCETS SHALL BE RATED 10 O" ..• b'-0° 4'-0" .! 4-0 A / / / AT I,TS GPM OR LESS / 22-0 ! S-O / 23-0" / REFER TO 2015 WSEG CHAP.4 RESIDENTIAL ENERGY EFFICIENCY (CLIMATE ZONE 4G)TO VERIFY THESE VALUES , 53'-0" / MAIN FLOOR PLAN SHARPE SCALE, I/4"=I'-0" 2,026 SQ.FT. TOTAL.31,61 SOUQRE FEET GARAGE: S.F. MAIN FLOOR PLAN FRONT PORCH: CHHH:. 47 S,F. BACK PATIO: SR S.F. JOB NO: 48 NORTH LOT 8-SHARPE DESIGNED: LG DRAWN: JR,BJ DATE: 6/2 7120 1 7 SHEET A-3. 1 WA zaz 63.-D" I LANDED ENTRY — HOMES rt In U COMMUNITIES 1 1—f T TT }1 1 }1� T T T TF I I I I III III III I I I I II'I I I t4 'I I s 11 I .1••,10° 1 I I I I I I I I I I I' I I I I • � �, III I I I I I I I I I I I I I I I I ; I I I I II Ii I IIi i i i iJI 11--1 1 i i 1 I I I I I I I I I I I I I I I I I I I I ICI I I 1 1 ICI I I I I I Ix' I I I I I I CRAW SPAGE— IIIIIIllll11111lII i'I I I I 11 III III I I I I 112 121HF GFLd?RISt$mt6'i b.C.1TYPi0AL1 1 1 1 1 1 1 1 1 I I I I 3", 5'-0' 5'a" i 5'-0" 5-0" 4.' s a 4',04" `� " I I I I III III III I I I I ! I I J l 1 11 _ _ ^ _ x/HF•2 BEAM VP. _ _ _ _ I I 11 1 I I I I 14x8'HF•I BE14M IYP,I 11 i 1 1 1 h I 1 " g �,', 1 1 1 1 III 11 1 III I I I I III I I I 1 1 1 1 1 1 1 I I I 1 1 1 1 1 I 22 30'-10" d -__. 1\I I IW REFER TO IRC lOON I/2" / I P,",2'-61`5"�-815 O"/ 11'-T15" Y 19 `-_" I 1 I 1 1 I I'• I11 I I I I I 1 I 1 I I 1 • FOR LOCATING RIRNAGE J JH" 3'-BYq"� 4'-Wi" �, r11111111111111111 I I— 1- _ 1__ a n. s t / / �I I`,1=11 yt I` 1-' 1 tl 3- -t 1 -i'- 71" 1z 1 I! 1 I I 1 1 1 11 1 1 1 1 1 1 1 11 1 1 I `VAN GTTTAs °'4'' o ."� I SEE NOT •'1 TEE OT 2 � � I (AlI A1RN, ��.V,e 74"x18"(MIN. GRAWLb PAGE 11' ''11 I I 1 r 1 1 1 1 1, fi r • I I f I I� I I I I I I I I I I I I I I I I I "°` 2"CDk PLU D.0R ACCESS(SEE NOTE•1/ON 1 SHEET A-3,1)OPT.LOCATION { 'n PLATFORM I&"MIN. 'p lllb OS5 SHEATHING I I �I I 1 I I 1 I I I I I I I I I I I I In 1 I ABOVE GARAGE Q (VERIFY ON-SITE W/BUILDER) I I I I I I I I I I I I I I I U, (VERIFY if BUILDER) ,A SLAB(BEE NOTE•19 e• CRAWL SVE OF WALL FlJRR-oN.GLG 5 1/2" 1 Q V�I� SNT.A-3.11 4 1 1 11 1 1 1 1 1 1 1 1 I I I 1 1 I J 5 I I r 4 ,-1_.i-- — s f 5EE NOTE• Y� '` „,; ' _ \ \s I I I I I I I I I 1 1 1 I 1 ' • = SHEET A-3.I F_F � 1 .4� _ j h-iiiii ! i 7< a i 'b. iT d I I I I I I I _ 7� ,,$� ISM:_ - , �_ m u H n F.J.F ,,li ,c P. i1 H•7 J.•Iv' c. Y WALK-I `GL06ET...�� `�, m I I 1 1 1 I I III I 11 1 1 1 1 + _ I I I I I I I I I 1 1 1 1 6x8 POST BOTH 4 m x6 HF 2 x6_ I se }2 NF•2 9 } 4'6 H ENDS OF BEAM \ --r-_"- k 4x6 HG•]BM _ I I I I I I I II III I I I . I �� I I I I� I� I I 1 11• F 1 i I y' Fi.„., , , 63/-0'n19 Ir!" LB 4F- d F/O,h I G JST•, 6 3(4"x19 I)Z"GLB(74RV4 DF/DF) m - 4x6 HF'f 1 1 1 1 1 1 1 1 1 11 1 11 1 1 1 \I . ST• m I I 1' .�__ __—________________.._.—_2 a 6TOR. T 5„�' 6,,, i AIR OP z •I 1 I I I,�I 1 I I I I I I I I ,I y n T m 1I I I I I I I I II I I I I I y�_ G. • IA A I I GARAGE 'N "' , 4'-0" )2",, IT''--II5" 1'-I15 RI. _. �__I'I 1 I 1 I 1 ,a1 1 1 1 10.1, 1 I 1 I ,I R ,I 01:7q . _ ,— IIIIIIIIIIIIIIIf ' V o I I \ \ - ! BEDROOM •4 r o_ I 1 I I PAT 2112 H1.1 IJ 116'1 G I, I I I I �I —4 ATN•4 r _ IC-,a CI 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1tI t� _ I I I I I I I I I I m T_ � } S�/4"�.21" LH,(24F-V4�+F/<'}F,H,4NG,J57�.) —.—.. 1 1 1 1 I 1 I I 1 1 1, 1 1 I 1 11 O S I HPWp.GAP ON 1,c6 .,S✓t\�i- 1 1 I I I I I I I I I I I ) 1 1 I I I ' (60"TOO/ FURRING BELOW �r 1 ' a I I I I . I I 1 1 I I• I I I I I I r 16'a°x�'a°O GARAGE DOOR I. SHOWER-. I 6x1O OF-L•2 NOR. Y� rU L' 1 1 1 1 1 1 1 1 1 1 Q B 3/4'k21"GL6 _4 OF/OF,__G JSTS.)= Q� - - - --- }} T T V 1046 XOX(EGRESS) ti�Li Q RR.LINE A6V. -. r' 1 I I 1 LL INS'B 1 1 1 1 1 i ENDS OF BEAM Q p \ \ 5 1JBx12 GLB(24F-v4 OF/DFJ �- 1 PLR.LINE ASV. n\ \ . n 498— I I I I I S�E TE1'S I I I I I IA HEADER(MIN.) � iL_i i_i_i_1 i,_i,i__i_a_L Li_IJ .: DECK LINE'NOV. f -0 f l-6 // 1.-W'1'-IIA".i, 6'-IN' )i-IVN° /6-O 0'-0" 6'-0" 0'-0" 20 O" I'-6k /' / If-A" f / / / f 2'-ION"/ I6'3"R.O, f 2'-1015" f 6'3" / 5'-115" 1'-II?, f MAIN FLOOR FRAMING PLAN f z...0 B'a" 23'-0" / SCALE. 1/4“.1'-0" / 53'a" / NOTE: LOWER FLOOR PLAN ONLY BEARING WALLS ANA P,T,PLATES ON FOUNDATIONS SHOWN SCALE. 1/4'•1'-0" blE E.F. FOR DRAWING CLARITY FLOOR FRAMING NOTES: I. ONLY BEARING WALLS 0 PLATE CA FOUNDATION WALL BELOW)SHOWN 2. INSTALL 2x12 BLOCKING BTWN,FLR.JSTS,BELOW INTERIOR BRACED WALL (VERIFY LOCATION AND EXTENT W/BRACED WALL PLAN ON SHEET A-3 N) 3, VERIFY BRACED WALL LOCATION(6)AIDV.W/PLAN ON SHEET A-3.5 4. MINIMUM JOIST SIZES 1 GRADES SHOWN(VERIFY ANY UPGRADES W/BUILDER) 5, NOTCH P.T.2,42 JOISTS•CANTILEVERED DECK I I/4"(VERIFY)SO TOP OF SHARPE DECKING IS I/2"BELOW MAIN FLOOR LEVEL. VERIFY Z-METAL FLASHING A T.O.DECK OLKG,NIALL AND CAULKING H DLKG./JOIST. INSTALL SELF-ADHESIVE RUBBER MFT'IORAN6 OR G.I.FLASHING BTWN,FLOOR JET.BLKG,1 PECK BLKG, EXTENT'1/2'(MINE)BELOW SOFFIT•CANTILEVER FLR.A OVER LOWER WALL SIDING 2x FLOOR JOIST MAX, CLEARSPANS LOWER FLOOR PLAN MAIN FLOOR FRAMING /480,SIMPL5 SPAN, 4O»LL, 50" TL L JOIST TYPE 12"O.C.SPACING IA'0-C.SPACING JOB NO, 48 NORTH LOT 8-SHARPE 2x10 HF•2 15'-2"(.3B"DEFL) B'-1 I/2'(.33'DEFL) UESIUNEU: LG 2x10 DFL•2 I5'-II lit(38"DEFL.) 14'-0}/2"(.31°DEFL) DRAWN: JR,BJ 2x12 HF•2 It-II 112"(,41"PEEL) 15'•B 1/2"(.33"DEFL,./ GATE: 612712917 SHEET 2xI2 DF-L•2 IS'-1"(.41"DEFL) 15-4"(,30"PEEL) A-3.2 WA B3'-0" / IIL 25-99 B'-212" I5'-0" / / / 12'3" 5 9 Y lP." / 4'R4" / 4'Ps" / 6'3" v 12 9 / LANDED GENTRY 2xI2 END J0I5T- 5040 XO WALL LINE BELOW(TYP.J HONES AND COMMUNITIES I' I I 2xIN PLATE 1 III----- r--- ---1 I s m 111 ATTIC CtI• F UI IIr. I ----- __—_♦ I EDGE OF ATTIC-FRAME I V N _ _ _ _ _ 1 _Y TRUSS OPENING 0 U o Q P .'IUMIlkij n C. .____ ____ A _.—. f \$\ It 6HELF.ROD L LfNEN yy ! x' '�T �, Ni 5 L_J SHELF C ROP \ -__� �_ I< I 6TQR`4FpE q �, i I_— —- a —-+� . A CLOSET 6 �'3 y 03 6 �� CLOSET 1 2x12 51STERED 0 IT �J - ^f m s - TH1b51DE C1 —_� �___4 I _bD_BYPASS_rr_bD =PA55_ -�' V^__ I- . 7`5 _60_BYPA55___[ELLBYP4155- 4a"B FOLD 6o B-FOLD 1 °_ r —,(rims re-.e. .♦ 1 < Y /A =\ I, I� `\ H I! U • ■ I , 1 r, 5-19" 6-8" f 3-9j1 X 4,1" / 3-6" 6'413' S :a --'— -----� I il '. - .- rim j Z --_-o .-.-_-_-.-'� ! m Q \ 6EDROOM'3 > w O kril 1 6 DRood r2 -0 \Q T I I- - - - - - - - a - x x 2 k .� d: 9 -' 22.x 30.ATTIC 2 •--- iTh 2_ r $ATH�3 -' w1 ACCE00(5EE NOTE F (I— � - `23 ON BHT,A-5,17 —_—_—_—_—_� m FAMILY ROOM m Q SHOWER 0 j I'FD I�• •� I (' 1. ' ATTIC ACCE55J I U p lIt - -- .^.—.—.—. po-i I DOOR(5 TYP.) qp � —_—_—_—_ Q !aa •---• --•—`------ I c.c.4 a I P-----—• -----------1 I v I -I 5046 XO 5046 XO 2x72 END JOIST 1 L� I 4 WALL LINE WALL LINE 1.? N ♦ ♦�'\ BELOW(DI-P.) BELOW lTYP.S rim\ ♦ `c UPPER FLOOR FRAMING PLAN �� r� 12'S" A9" 4'-10" A 5'A" A 6'A" / 5'A" 6'-3" A 12'-9" / r 0 SCALE, 1/4"•1'O" IS'-0" 16'-O" 19'-o" CS'� 53'-0�i / g=i4 UPPER FLOOR PLAN -' ' u. SCALE: VA".I'-0" 1,123 6Q.FT. r' =I ., i v AOMBER DL DIRECTLY PULL NEIGLONLOC{(INb � CONTINUOUS RIM JOIST MEMBER DIRECTLY ABOVE (gifi'o.a ALONG BRACED WALL PANEL BRACED WALL PANEL II 2-16d PLATE TO STUD11 ^ I Y jr MIN.24 INCH WOOD - STRUCTURAL PANE" f y ALOCHINO Bd I3Oo,C ALONE �Md®6•o.o,ALONG - TOE NAIL38d BRACED WALL PANEL BRACED WALL PANEL MAR EACH ME MBMBER ORIENTATION OF STUD 16d NAIL/g12•o.o I MAY VARY AS ALT. .GYPSUM WALLBOARD BRACED WALL PANEL BRACED WALL PANEL BRACED WALL PANEL SHARP E OPTIONAL I'i 1f5q 16•0.0_ALONG 3-I6d Igo,ALONG 3-144 AT EACH NON-STRUCTURAL �f[I{� �{ BRACED WALL PANEL BRACED WALL PANEL BLOCIONA MEMBER FILLER PANEL A'Ylllllllllll.li� 511317 CONTTNOUS WOOD _ _ � STRUCTURAL PANEL �P 6d COMMON ISUBFLOOR.WALL, BRACED WALL LINE 1�1 V f .._ -y LII(. UPPER FLOOR PLAN II,;}! 6EdDGESPAC�GIB Io c.00F) y IC` �4 UPPER FLR. FRAMING ALT BLUR INTERMEDIATE SUPPORT 12'a.c. —``�\ `CONTINUOUS RIM JOIST ADDITIONAL FRAMING `FULL HEIGHT BLOCKING 000RNER DETAIL MEFIBERDIRECTLY BELOW ocALONG JOB NO 48 NORTH LOT 8-SHARPE 1 BRACED WALL PANEL BRACED WALL PANEL DESIGNED. LG 3/4"=1'-0" �` WHEN PARALLEL TO FLOOR/CEILING FRAMING DRAWN', JR,BJ DATE: 6/27/2017 BRACED WALL PANEL CONNECTION SHEET WA ` S Y 4: ,: City ofAnacortes Invoice/Permit#: BLD-2017-0335 904 6th Street Applied date: 06/30/2017 P.O.Box 547 Issue date: 08/23/2017 s '« Anacortes, WA 98221-0547 Expire date: 02/19/2019 ' (360) 293-1901 Job Address: 1420 LATITUDE C1R Permit Type: Single Family Residence Permit ANACORTES WA 98221 Project: APN: Remarks: Construct new single family residence per approved plan Owner: LANDED GENTRY DEVELOPMENT Contractor: LANDED GENTRY DEVELOPMENT INC Address: 504 E FAIRHAVEN AVE Address: 504 E FAIRHAVEN AVE BURLINGTON WA 98233-1846 BURLINGTON WA 98233-1846 Phone: (360) 755-9021 Phone: (360) 755-9021 License#: LANDEGD062D4 General Information: Fees: Occupancy Group it-1 Plan Review Deposit 200.00 Use Zone R2 Building Permit Fee 2,886.55 Basement Square Footage 518 Plan Review Fee 1,676.26 Lot Area 7500 Mechanical Permit Fees 121.90 1st Floor Square Footage 2026 Plumbing Permit Fee 202.00 2nd Floor Square Footage 1123 State Building Code Fee 4.50 Garage Square Footage 541 Sewer Inspection Fee 50.00 Deck Square Footage 100 Storm Drain GFC-Residential 1,550.93 Porch Square Footage 49 Sewer GFC-Residential 9,206.33 Building Valuation 438000 Park Impact Fee 615.00 # Forced Air Furnace <=1,000 1 Traffic Impact Fee 900.00 #of Backflow Devices 1 Total Calculated: 17,413.47 #of Bathtubs 4 Deposits/Receipts: 200.00 #of Clothes Dryers 1 #of Clothes Washers 1 Total Due: 17,213.47 #of Dishwashers 1 #of Gas Fireplace 1 n —1 -u w #of Gas Piping 1 r i 4 6 m #of Gas Water Heaters 1 P. + : t:+ t4 ti E• #of Water Piping 2 rh, -r a #of Hose Bibbs 3 � o ' 'eh r o #of Kitchen Sinks I 1 10 = 2 Ee4.1 6r-3 a #of Lavatories 5 r ' aD, a em i. F '- #of Range Hoods 1 -- cn GD ` #of Showers 4 m fp #of Ventilation Fans 5 ~` —1 - ' m #of Water Closets 4 CO ,-,. < 7 P h} o M13IN} i m : o i 1A1 in � -Ai -i _ 4B a c-i i o r a Li! � , -i a r o ro Illeale CERTIFICATE OF OCCUPANCY This is to certify that the below listed building or structure has been inspected and occupancy is hereby authorized: Description: New Single Family Residence Location: 1420 Latitude Cir. Owner: Landed Gentry Development Constructed by: Landed Gentry Development Inc. Building Permit#: BLD-2017-0335 Date issued: 08/23/2017 Use Zone: R2 Dated: February 16, 2018 p ( Y) _______ Authorizing Official STALLED INSULATION CERTIFICAT P:O Box 2921 Office: (360) 424-5179 Mt. Vernon WA Fax (360) 428-5081 DiSkuunra 81. SERCL 1°i is We certify that the following residence has been insulated with the following materials: Fiat Ceiling Blow VALUE R-49: Flat Ceiling Batts Unblowable VALUE R-49 Slope Ceiling Rigid VALUE R-38 Exterior Walls VALUE R-21 Crawl Space VALUE RW38 Address: 1420 Latitude Circle,Anacortes WA Certify by . S e-re -,07 Lazo-After Date Installed Januaxy 2018 Title Manager • •• ,•• • . • • ;. „ ; • f .• lv. Co „. I .0111 , • 0,14‘. I • - 1. .1 • .• • 4 • • I) t) • I • • •:1 . . • , Residential Building Air Leakage Test (E1,.twor Door Test) Results permit* No,,. t-N. t-ARA't L*7'. • . E House address or lot number: t-4 20 I-0 A-1 e, r L- . City; PrIrcia co Pc • Zip: , • Cond. Floor Area (ft2): AOS of house: e), N IAA—) Source (circle one): is H EUritsJ Aeasured • Results snail be reported as Air Changes per 1-1Our at Vi Pascals ii-N.Gl-150) and shall be calculated as follows: AC . (CFIVI50 x 60)1 Volume 'LP/here: CF1v160 = Blower door fan flow at 50 P-Ascal pressure difference Volume Conditioned Floor Area of the housing unit x ceiling height • - • , ' Blowtr 13oor lest Result: 3 Acitd5i, ,D2-e:70 CFM(g50Pa . • • ; . • Ring (circle one if applicable): Open: A Blower Door Pan Location:Cc — x•k, ki,y+k-1'41:‘•%-Cf,..Weather Conditions: ca.,'.--••• certify that these blower door results 431.6: 4urate and determined using standard industry protocol. ! : t Company Name: M DM-0'f Technician: Rcpcst,It 0 rY\ Technician Signature: .43* tot,Ofivi. 'Fa"- l&Mone Number:• 2.015 Washington State Energy Code reference; . 114014.1.2 Testing.The building or dwelling[nib shall be tested and verified as having au air leakage rate of not exceeding 5 air changes per hour.Testing shelf conducted wilh a Hower door ai a pressure of 0.2-inches Pasealg),Where required by th,!L'i3de official;ti-suitg shall be conducted by an approved third party, A wrir.W repot/ of the reioths of the test sh1411 he storied by t he,;patty contjuetirm ie8t mu-vided to the ode offta1 I sting shall be performed at any time after creation f:6,11 penetrations of thi ui1ditig thermal envelope,Onee visual inspection has confirmed sealine.(see Table 1,402.4,1.1.),aptlahk;n ind doors manufactured by small 1.w.qaess shad be permitted to be sealed off at the fradcLgyioir to the test, • •: • • • . . 10 t;#riFN1,Thi ;; '.111.. ,f h4 U • P. p Duct Leakage Affidavit (New Construction) Permit#: House address or lot number; d 2-c 41 /—(16) e eiR city; /WLA e S Zip: C>2-2 I Cond.Floor Area (ft2): 3 S 7 Source (circle one): Plans Estimated Measured Duct tightness testing is not required.The total leakage test Is not required for ducts and air handlers located entirely within the building thermal envelope. Ducts located in crawl spaces do not qualify for this exception. P F Air Handler In conditioned space? D yes Air Handler present during test? es El no Circle Test Method: Leakage to Outside Totai Leakage Maximum duct leakage: • Post Construction,total duct leakage:(floor area x .04)= CFMQ25 Pa Post Construction, leakage to outdoors:(floor area x.04)^ CFM@25 Pa Roughan,total duct leakage with air handler installed: (floor area x.04)Y 14 3 CFM(4 25 Pa Rough4n,total duct leakage with air handler not installed:(floor area x .03)= CFM@25 Pa Test Result: t i CFM@25Pa Ring (circle one If applicable): cable : Open 2 3 Duct Tester Location: t Pressure Tap Location: s/4 1 certifythat these ducta leakage rates are accurate and determined using standard duct testing protocol, A Company Name: -o '1 �1�a6 Technician; Technician Signature: Date: (tot t � Phone Number: 3 la•0" 61 G`- /131 I ENGINEERING PW VC Y , Justin Symonds, c' ' 4' Pubic Works Inspector Title w."=_ P.O. BOX 547 Calculated by JUSTIN SYMONDS DATE e� ANACORTES,WA 98221 rrrry S:%' Ceil: (360)661.3547 Checked by DATE E-mail: justins@cityofanacortes.org FAX(1 0)293-1938 Sheet of . SCALE ' W I r''1 - I Ikki , fi MI6 9E6,, 1 • !i/ 04,I aria Mairb :14/li.' aft :� 1111111111111 lam �...��. iili II Illb 11 it NI ItS. ItIIiISl IE11iiiL. Pr ■ 1111111111.. lk III 1,111 I� L ■ (,E. I 1 iii 1N 1 RIIIg� i I jil I Ili , 11 -la , Alt 1 ...,‘ , I ,,____„..„ _____ . , --,,,,,---, ___i 1 i . s I ,_____ ii I I _ 1 ENGINEERING pW# I GArlY O Justin Symonds, Pubic Works Inspector Title P.O. BOX E Calculated by JUSTIN SYMONDS DATE �S AiVACORTES,WA 98221 y�,°v,i. Cell:(360)661.3547 Checked by DATE mail: justins@cityofanacortes.org FAX(360)293-1938 Sheet of SCALE , . .11 illript III II NTI I ''-' 11 PM= . - a In II • ill II Illairld inealli. ■ RI ■■ N M- i ■E. 1..1____ ■ ■■IMMI MIN �■Ii ni■ ■ Iv ■ME i!. !! ■ ill M■ ■M ■ ..ph4iiii• iuuuu VEIL ■ ■ Mil ���u ! III ■■ MEN NM MI LIk' - WEN II= i ■ id n ■E . Ei ■■ ■■■ ■it mik 1 ■■■UI!I ■ ■ ■U ��I e 1 ■■■ ..�._z1p ■E ■ ■■ ■■ ■� IEEE mil , ■ ■ •■ ■ ■■■i MIME ■ 1� ■■■ ■► ■■■■ iIiUl •ullUl nl■ ■■ I► ■■E■ MINN ■ui11 . ■■ M■ MIMES ■ 'Ell �■ ■■■ ■ WEIR ■ !iiiII E` IEEE ■ • ME 1 - ■ a■ ._ 1 111 & ■ ■ ■ M ■ I1■ ■■ j 1 ■` rrl • ■ __ 1■ Fl :■■■■ I■ ■■ ■■■ ■ ■ ■■■ ■ Fyrrce, Groc From: Fyrrce, Groc Sent Friday,July 28, 2017 5:49 PM To: 'Jack Reinstra' Cc: Kennedy, Jack; Cricchio, Kevin; Nelson, Kait;Ingalls, Paul; Lange, Steve Subject:, 1420 Latitude Plan Review Landed Gentry Attachments: 1420 Latitude Plan Review Landed Gentry.doc Hi Jack, The Plan Reviews have been done. The following are the results of the review: Please see my attached Plan Review Notes, for corrections that needs to be addressed so that I can finish my review. Stormwater review was done and our reviewer,Kait Nelson, she stated the she needs 2 copies of the SWPPP, in an approved format, and that there is not adequate inlet protection shown on the stormwater plan. Because the fire area is over 3,600 sqft., the residence needs to be fire-sprinidered, or have an approved fire hydrant, with a minimum flow of 1750 gpm, for the required amount of time. All other reviewers approved the plans as is. Please fill out the attached Plan Revision&Additional Cover Sheet along with a transmittal letter(s) stating the correction required, and how it was corrected, for each item, on each review, and address it to the appropriate party. You do not have to submit separate site plans, if all the items required in each review can be clearly and legibly shown on one site plan. If you have any questions, feel free to address them to the appropriate party. Best regards, Groc Fyrrce Building Inspector/Permit Technician City of Anacortes (360)293-1901 n1i1/27 b;/irrptile dr/e(n➢znanllti l f/invetli.rr/trsirthoi coed(o rration. My incoming and outgoing email messages are subject to public disclosure requirements per RCW 42 56, 1 Anacortes Planning& Community Development Dept. Permit Center #' P.O. Box 547, Anacortes,WA 98221-0547 PH (360)293-1901 Don Measamer, Building Official, Planning Director FAX (360)293-1938 July 28, 2017 Jack Reinstra 504 E. Fairhaven Ave Burlington, WA 98233 RE: Plan Review notes for the proposed New Single Family Residence at 1420 Latitude circle Please address the following items so I can complete the plan review. 1. Please provide another copy of the engineering supplement. 2. Please indicate the plans what the building height at the front of the house is from the average original grade at the front of the house. Average original grade must be taken from the front of house because it is the lowest point. 3. Please provide an Alternate Braced Wall detail on the plans. 4. Please indicate on the plans that a bollard will be installed in front of the furnace in the garage. 5. Please indicate on the plans that, because WSEC Energy Credit la is being taken, R-10 solid insulation needs to be under the entire slab and not just on the perimeter. 6. Please indicate on the plans that the finished stair nosing needs to be 3/4"to 1 1/4". Please contact me if you have any questions about these notes. Public Works and Planning reviews are separate plan review; any corrections resulting from these reviews will be sent to you separately; and, any issues arising from those reviews will need to be address before the permit can be issued. Sincerely, Groc Fyrrce Building Inspector City of Anacortes 360-293-1901 Fyrrce, Groc From: Fyrrce, Groc Sent: Tuesday, August 15, 2017 12:29 PM To: 'Jack Reinstra' Cc: Nelson, Kait; Measamer, Don Subject: RE: 1420 Latitude Circle Hi Jack, You will need to asic Kait that questions, because she has not yet finished her review of your current submittals. If she approves it, then it can be issued. Also, for 1419 Latitude Circle, we are waiting on your resubmittal to my second correction letter before it can be issued. Best regards, Groc Fyrrce Building Inspector/Permit Technician City of Anacortes (360)293-1901 irly toAnfe,ick Jet,4%eommudyi/ieJ/1acrzy/r rdeLeati'n aid ee<beir lion My incoming and outgoing email messages are subject to public disclosure requirements per RCW 42.56, From:Jack Reinstra [mailto:jackr@landedgentry.com] Sent:Tuesday, August 15, 2017 12:08 PM To: Fyrrce, Groc<gfyrrce@cityofanacortes.org> Subject: 1420 Latitude Circle Groc, Can you tell me the status on our permit for 1420 Latitude Circle? I believe correction were sent in around August 4 or 7. Thank you. Jack Reinstra Landed Gentry i Fyrrce, Groc From: Fyrrce, Groc Sent: Friday, July 28, 2017 5:55 PM To: 'Jack Reinstra' Cc: Cricchio, Kevin Subject: FW: 1420 Latitude Plan Review Landed Gentry Attachments: 1420 Latitude Plan Review Landed Gentry.doc Hi Jack, I'm sorry that I did not include the following plan review comments that need to be addressed so that he can finish his plan review: 7-10-17 RE: BLD-2017-0335, 1420 Latitude Circle Jack, I have completed my review of the building permit application for 1420 Latitude Circle. I am good to go with it except for the following: 1. The building permit application references lot#9 of the 48 North Plat& PUD. The plans however list it as lot #8. Which is it? 2. Whether it is lot#8 or lot#9, there are one or more trees (depending upon the lot) that were to have been retained per the tree preservation plan (recorded with Skagit County). Attached is the tree preservation plan. Please show these trees on a revised landscape plan. 3. The trees designated for retention need to be fenced at the drip line plus 6 feet. Please denote this on the plans. Additionally, a tree fence inspection will be required by myself before building permit issuance. Kevin Cricchlo, AICP, WPIT I Associate Planner I Planning, Community & Economic Development Dept. City of Anacortes P.O. Box 547 1904 6th Street I Anacortes, WA 98221 360.293.1937 (work) I kevinc©cityofanacortes.org l www.citvofonacorfes.org My incoming and outgoing email messages are subject to public disclosure requirements per RCW 42.56 From: Fyrrce, Groc Sent: Friday,July 28, 2017 5:49 PM To: 'Jack Reinstra' <jackr@landedgentry.com> Cc: Kennedy,Jack<jackk@cityofanacortes.org>; Cricchio, Kevin <kevinc@cityofanacortes.org>; Nelson, Kait <kaitlynn@cityofanacortes.org>; Ingalls, Paul <pauli@cityofanacortes.org>; Lange, Steve <stevel@cityofanacortes.org> Subject: 1420 Latitude Plan Review Landed Gentry Hi Jack, 1 The Plan Reviews have been done. The following are the results of the review: Please see my attached Plan Review Notes, for corrections that needs to be addressed so that I can finish my review. Stormwater review was done and our reviewer, Kait Nelson, she stated the she needs 2 copies of the SWPPP, in an approved format, and that there is not adequate inlet protection shown on the stormwater plan. Because the fire area is over 3,600 sqft.,the residence needs to be fire-sprinklered, or have an approved fire hydrant, with a minimum flow of 1750 gpm, for the required amount of time. All other reviewers approved the plans as is. Please fill out the attached Plan Revision &Additional Cover Sheet along with a transmittal letter(s) stating the correction required, and how it was corrected, for each item, on each review, and address it to the appropriate party. You do not have to submit separate site plans, if all the items required in each review can be clearly and legibly shown on one site plan. If you have any questions, feel free to address them to the appropriate party. Best regards, Groc Fyrrce Building Inspector/Peiniit Technician City of Anacortes (360)293-1901 ,e�it,y w iro01de dr ea»z'nzrciutr'ej t/rartp/ edreatiaoz-azzd eoo/�erati z9z, My incoming and outgoing email messages are subject to public disclosure requirements per RCW 42.56. 2 ANACORTES PUBLIC WORKS DEPARTMENT Cyr ° Steven Lange, Project Manager P.O. BOX 547,ANACORTES,WA 98221 PH(360)293-1920 E-MAIL:stevel@cityofanacortes.org FAX(360)293-1938 .CO'Fk Memo Date: June 30, 2017 To: Paul Ingalls, Plans Exalter c__ From: Steven Lange Subject: Site Plan Review#1 for 1420 Latitude Circl cc: Eric Shjarback, Justin Symonds The submitted site plan for 1420 Latitude•Circle was reviewed by the Public Works Engineering Department on June 30, 2017. • 06-30-17: Submittal to Public Works Engineering • 06-30-17: Public Works review and memo back to Building Department The following comments are provided: • No additional frontage improvements are required with this proposal. • Please issue the building permit when ready. a K • Water • Wastewater • Streets • Storm Drainage • Engineering • Solid Waste • Transportation •Equipment • Capital Projects • Development Services Cricchio, Kevin From: Cricchio, Kevin Sent: Monday,July 10, 2017 12:30 PM To: Fyrrce, Groc; Ingalls, Paul Cc: Lange, Steve; Nelson, Kait Subject: BLD-2017-0335, 1420 Latitude Circle Attachments: 201707101215.pdf 7-10-17 RE: BLD-2017-0335, 1420 Latitude Circle Groc, I have completed my review of the building permit application for 1420 Latitude Circle. I am good to go with it except for the following: 1. The building permit application references lot#9 of the 48 North Plat & PUD. The plans however list it as lot #8. Which is it? 2. Whether it is lot#8 or lot#9, there are one or more trees (depending upon the lot) that were to have been retained per the tree preservation plan (recorded with Skagit County). Attached is the tree preservation plan. Please show these trees on a revised landscape plan. 3. The trees designated for retention need to be fenced at the drip line plus 6 feet. Please denote this on the plans. Additionally, a tree fence inspection will be required by myself before building permit issuance. Kevin Cricchio, AICP, WPIT Associate Planner I Planning, Community & Economic Development Dept. City of Anacortes I P.O. Box 547 I 904 61h Street I Anacortes, WA 98221 360.293.1937 (work) I kevinc©cityofanacortes.orq www.cityofanacortes.org My incoming and outgoing email messages are subject to public disclosure requirements per RCW 42.56 1 BUILDING PERMIT APPLICATION REVIEW: 0,- -`..-2,k3 Pr-- 63SC3 DATE: -- \( -- \ _. PERMIT#: SITE ADDRESS: \\...,.\.4 L +ie/ 1 �� PARCEL#: SURVEYED SITE PLAN: yes no • Does site plan & dimensions match survey yes ❑ no . ZONING DISTRICT: S)<2 • Is the land use permitted in zone Jyes ❑ no JCRITICAL AREAS: • Is any critical areas located either on the subject property or within 300 feet ❑ yes no J SHORELINE JURISDICTI N: • ❑ yes no • Shoreline Environment: Setback from OHWM: • Is the land use permitted in environment ❑ yes ❑ no '\i IMPERVIOUS SURFACE MAXIMUM: f) c_.)_ MINIMUM SETBACKS: _ —` � P --, ) rj ) V,,,„ , i (.)(2\k:— ez 7--- Z_Q MINIMUM LANDSCAPING: f ) 5 ' S 1 MINIMUM # OF TREES: CD 1\r' (., c\n n \ (\n V nr) _ ---1 cit Ai2 r\cvf) y 1 MAX LOT COVERAGE: - /4,1 L) ( eac e\i‘. ,....) k MAX PERMITTED HEIGHT: J _ --1- Q___P.'S c e , , .: EASEMENTS: r '` r • Print Window Page 1 of 1 Details for Parcel:P133666 Jurisdiction: ANACORTES Zoning Designation: • Please contact the city of ANACORTES for ANACORTES zoning information. Excise Affidavits Document scans of excise affidavits Parcel Number XreflD Quarter Section Township Range P133666 6042-000-006-0000 SE 22 35 01 Owner information Site Addresses) Map Links 48 NORTH ANACORTES LLC 1420 LATITUDE CIRCLE Open in iMap 504 E FAIRHAVEN AVENUE Anacortes,WA(Jurisdiction,State) Assessor's Parcel Map: BURLINGTON,WA 98233 Zip Code Lookup I Site Address Information PDF I DWF Current Legal Description Abbreviation Definitions (0.1722 AC)LOT 8,48 NORTH PLAT AND PUD,RECORDED MAY 2,2017,-UNDER SKAGiT COUNTY AUDITOR'S FILE NO.201705020028, 2016 Values for 2017 Taxes* Sale Information 2017 Property Tax Summary Building Market Value $.00 Deed Type WARRANTY DEED No Tax Data was returned Land Market Value +$.00 Sale Date 2017-06-02 Total Market Value $.00 Sale Price$4,350,000.00 Please call the Treasurer's office for Assessed Value $.00 related tax information(360)416-1750. Taxable Value $.00 *Effective date of value is January 1 of the assessment year(2016) Legal Description at time of Assessment *Land Use (111)HOUSEHOLD,SFR,INSIDE CITY WAC 458-53-030 Neighborhood (21AVIEW)ANACORTES VIEW RESIDENTIAL Levy Code 0900 Fire District School District SD103 Exemptions Utilities *SEW,WTR-P Acres NaN Improvement 1 Attributes Summary Building Style RESIDENTIAL HOMESITE Year Built Foundation Above Grade Living Area Exterior Walls Finished Basement Roof Covering *Total Living Area Heat(Air Conditioning Unfinished Basement Fireplace *Total Garage Area Bedrooms Bathrooms For additional information on individual segments see Improvements tab *Land Use codes are for assessment administration purposes and do not represent jurisdictional zoning.Please contact the appropriate planning department in your jurisdiction for land use questions. *Total living area includes above grade living area and finished basement area. *Garage square footage includes all garage areas;basement garages,attached garages,detached garages,etc. Assessment data for improvements is based on exterior inspections.Please contact the Assessor's office if the information does not accurately reflect the interior characteristics. • https://w-wv.skagiteounty.net/Search/Property/ 7/10/2017 AUG 0 9 201] ; CITY OF ANACOFtTE� INNS LANDED � �. GENTRY HOMES AND COMMUNITIES LANDED GENTRY 504 East Fairhaven Avenue Burlington, WA 98233 (360) 755-9021 Transmittal Sheet To: Groc Fyrrce From: Steve Baughn Re: 48 North, Lot 8, 1420 Latitude Circle Date: August 8, 2017 Planning, Community& Economic Dev. CC: ❑ Urgent ❑ For Review 0 Please Comment 0 Please Reply 0 Please Recycle Attention: Kait Nelson Re: Responses to the memo from Groc Fyrrce to Jack Reinstra dated July 28, 2017, regarding your comments about the review of the above reference project. • Submit 2 copies of the SWPPP in an approved format. Response: ,;.�., of Ike S1 PI'I' have been attached with this submittal. along with the Iviininlum Requirements I-S, as 1 was not sure if the baiter was also a rcquiretuen1. • There is not adequate inlet protection shown on the stoimwater plan. Itesponsc: Relerence to the drain protection- RIVIP L'220: Store] Drain Inlet Protection, has heen added to the Erosion Control Plan in both onisile and olTite locations with appropriate reference LC] the type of protection in each location. List of items included with this transmittal: (2) Complete Residential Stormwater Plan Checklist — Mininum Requirements 1-5 with Exhibit"A" (written descriptions). (2) 13 Elements of SWPPP (Construction Stormwater Pollution Prevention Plan), with Exhibits "B"(written descriptions), and "C" (list of primary BMPs). (2) Revised Erosion Control Plan sheet 1 of 2 and 2 of 2, full sized. (2) Revised Erosion Control Plan sheet 1 of 2 and 2 of 2, reduced to 11"x17". LAU O92011 Attention: Groc Fyrrce CITY OF ANACORTES Re: Responses to your memo to Jack Reinstra dated July 28, 2017. • Because the fire area is over 3,600 sq. ft., the residence needs to be fire-sprinklered, or have an approved fire hydrant, with a minimum flow of 1750 gpm, for the required time. espouse• I t.uillai led Jack Kertned f ire Marshal, City oi 1rnacortes, N;Ito I okc:d up the lire flow test iur the lire hydraini located al 141 rJ latitude C`iic1e_ pertorined on April 26, 2{117', as part of the approval process rot the Plat of 48 and he Iiidic:.iled tlia! I1y+dra:il Flow ie ied al 2,800 t;prn at 2{) psi. This exceeds Ile threshold required fnr single family residences in excess of l.600 xgiEire I believe lha1 it would he more tlfiicieril for you too hook up this data, l{1r recently recorded plats, as you have access to this data and I do not. It would save time and cl't art, as well as cliniinate [1w possibility ofduplic-atioti oFteslitig uiidlor instal lion clan expensive sprinkler system [bait is not required. August 4, 2017 Anacortes Planning&Community Development Dept. Attn: Groc Fyrrce RE: Plan review corrections for proposed home at 1420 Latitude Circle Please note the following items have been addressed as described: Another copy of the engineering supplement has been provided. The building height from the average original grade is shown from the front of the house on sheet A6.1. An Alternate Braced Wall (ABW) detail has been added to sheet A5.1. G4'+A bollard is shown and called on the lower floor plan on sheet A3.2. r.5. Note "N" on sheet A2.1 calls out R-10 rigid insulation under the entire slab and refers to note#15 on sheet A3.1 where a note has been added indicating R-10 rigid insulation is required under the entire slab. A note indicating min. and max. nosing requirements has been added to the stair details on sheet A5.2. All the above mentioned changes have been "clouded" and labeled with reference "1"for your convenience in finding them. I have included (2) full-sized copies of each changed sheet for your approval. Jack Reinstra Landed Gentry U h . ( 1 fG0901/ (1 } Y �.;F ANA QRTES STY Anacortes Planning& Community Development Dept. Permit Center cog, P.O. Box 547, Anacortes, WA 98221-0547 PH(360)293-1901 Don Measamer, Building Official,Planning Director FAX(360) 293-1938 July 28, 2017 Jack Reinstra 504 E. Fairhaven Ave Burlington, WA 98233 RE: Plan Review notes for the proposed New Single Family Residence at 1420 Latitude circle Please address the following items so I can complete the plan review. 1. Please provide another copy of the engineering supplement. 2. Please indicate the plans what the building height at the front of the house is from the average original grade at the front of the house. Average original grade must be taken from the front of house because it is the lowest point. 3. Please provide an Alternate Braced Wall detail on the plans. 4. Please indicate on the plans that a bollard will be installed in front of the furnace in the garage. 5. Please indicate on the plans that, because WSEC Energy Credit la is being taken,R-10 solid insulation needs to be under the entire slab and not just on the perimeter. 6. Please indicate on the plans that the finished stair nosing needs to be 3/4"to 1 1/4". Please contact me if you have any questions about these notes. Public Works and Planning reviews are separate plan review; any corrections resulting from these reviews will be sent to you separately; and, any issues arising from those reviews will need to be address before the permit can be issued. Sincerely, Groc Fyrrce Building Inspector , .> r,, City of Anacortes ''5 E J2 17) 360-293-1901 d AUG 0 9 NV CITY OF Af1AGOR'i ES iligt1 MIN RECGRO o�DaRvTErO AT Rrt�a iF "OF DALETIFI KA waYw 7" 02 n AuNevr s'�� �y Sku9i4 C�u>y el g1t:4aAN' 'Sr. F K` -w--r �Tlga17 Pfl9m "' '�N: ;1, T , 4g NOR SLAT RANGE i EAST, W.M.w.M. ,r ,- .' P; , UD1.R TO NSIHP 35 NORTH, GTQN „-.,`"� { SECTION 22, g WASHIN � "° ,, CITY OF ANACORTE .. A�� '^��w'rtgoga hafdar, and DEDICATION `�Sf d hereby PI°Had' CERTIFICATE on the k"°"'�i Man hY these Present to aSt¢a^' °oFc 1 ALGG 5�' TREASURERS a Ren upon i8 NORTH ONI and dedico A, ° SKAGIT COUNTY OnE which hove Taco n ord t c� n declare thin P � l,s, .'r°r ��°I t} O trLL ° illi heretofore le beLn evied and nod dlsahorged q ca - r avenues shown hereon �u t blo army do q IhIFORI�/iA-FEOId f certify fy that Ii lazes fu14Y p41 the Year°f 2011 u3 pFm,,, ' with the use n here for Y= a ,L#x�' avenues sho n hereon 004-0000•P31881.. fonds herein described ha to and ion o0109 aN the slops for cu eip Is."nd w mnae t count No.s 350122-4-is from the 3rd ds of my office. up )`s7I �� c gra 9 '� a tloima for domogas o9ainst 1.R sion too{a and exception infon++aBo''` 153377-GA, recor nd 20 1--}-' �fn�trT'f1r fix ari9inat b s+ 5� tea a construct 2, 9escnpti°n Br ,/��,I''/f`�{ w Mil The Owners td or,�7o Revision 5uhdiv,is S BJECT tee,Order ER W0H day of- J— which mo7'be Y a ''a aiQ a ~o is by th construction, Oil. TO and Certifie this dg,.mo�rl4 {'� '^ .r' dated refeMarcrenced 7.2. i dram 9 This property is.SUBJECT. en ants and other �� 3" resorvoGons, restrictions.co'f °a ` ��.e,, easements. Coen teas tar 'lt,���' instruments of record incFile N5 ber AFln 32440 to than... S 4i / APPRO`JALS in regular .�Y Nate dacureents OF ANACGRIES of Anacortas meettn9 Plat k Ll: ip, LLC }Easemen), referred C a 2 va e.u Said report Av atian CITE i fon of City hl r d undo Number AE asemeG j did find thot the 49 o5ubdvis- roferance under Auditors EdeSury ltre Plonnm9 °"' - authorized the xo �r,RTH ON,t utilities), recorded 200607220053D0 ( {Record of Puget s o d new saysian°n public use in arast a has autha .•, ,nn p?Q. ° Easement), y.-ida Pu21gat Sound Easement PUD serves the p wri° t&hot. uG18G705Ofb2 (i D• ;O' wide Puget Sound Eosement Administrator to execute i � '*•, OF 201612480089 � Covenants,Conditons - K atill{i Reutilities),AF joinin property) t and Af 201702240096 r S A'�i,' aver new adjoining ed under W) Plannin Director WA.tots R nt acute the 17 as shown on the Signoture of g City of Anaaortas• and Restrictions o°easement over Lot r.,,,,nail of th gt om a ex {access and utility Ned under AE 20ifi05f300H3 proY 1 dp�tne ,�0 `Fe�`�n a t a !g of of Washington that ��'" �'ed �Yy of$Ita94 awdhncshen Deed of Trust taco °{ 4 �� x 'y "x4 a'°m-..tea' t'" a is i 1 knocnef onoo to stated that°° fore11:: Plat)- City Glefk + r� (Skagit State Bank)'Density (R2}. ATfESr: _day of �—, 20tx 4 5 ""0f" d this instnun as the be - a ins q, Rasidantlal Low City of Macedon. the free and 5. Water Supply 1 city of ace o n. a approved this instrument T}{ of FlDh1.GO ISLAND, the uaas a d purposes n' ennoa the frame Ano 40 2ptl 6. Sewer Drso r of Anecortes Examined I voluntary aai of such Party �L-tl'?day ai m• 7- Storm Scwer. City ''` nd:.-^''�ske� GNen under my hand and official seol this- - m of Washm9.- „a, 'm Ci e .4ie r- w- �s�+,„. E 4,r'' NotaN Public in and for the State4�� `.,`geo,,,e �o E Noma Printed w:��tMr ti"-o V 4' 1 Rasie of tt L Dfr'3 _ `»m MY commissions expire a1 suet' �eh' M1� .r,�F WP„ y5i yf 1. S of covenants. Conditions. 4 END MONUMENT Subject to Declorat-ron a'tt �¢ ri` CASE Yjllft OMR 1- otioCCdcR's),recorded under Z-19-ZOD9 oozed o execute the Restrictions,( �,d°`" aY5 �,Yr'" Ar B'd 2610.39' Stole of Woshin9ton � or Skagit v satisfactory ev,enae khat fora) aulh�Yed of rn� ` • 652.60 652.60' Stole of have AFN Preservation Plan dated t F �u,,.j r Isignedy ihoi 1 knowon oath stoked that h- shad Be Tree : N Q b goad this nslNment, a e F.i 2- This plat 5 subject to ,- -, ` N Instrument. 0 August 32.2015 and recorded under, p C7 - f o e ume of and Knto be theed freeand oses mentioned m the2 t'I ��� uses and purposes dM of —�� „"'"0 is IV h S 88'39 46"E ti sp ry neat o each arty for flea 211'L' 0 Q °� ,w rM ,�,G ro 655.36' o n n '� dt'� 655.36 Given under mY haa" d an doteC\] ' LOT 2 Notary Public in and rot the Slate of Washington 201g_0003 and 1� - "- CJ Linn FJ L l J¢! =24�u `C^�q _ 3. the PUD reference number PUD' fl�"itTT Y ��� 1111 4T� `� N Nome pdnte -- _�A '.''' .. , r•:z file No. it opprnvd shall be included In all deeds and contracts- g (t,,,�3 ,F� ��O Re��ng of ns e P = - ,. sd'•^t �• �2"'we-" r." ^ yiy eommiss o x ices ^�� F Zpi io Auditor$F. yy" -N. f t[t .�U i�r7 '.�'-'•aMua;"�2^s' View Protection covenant under ems'r ",N'Y,�, ° , ,, bra �'-n 5�4.72' 65B.7.3 w t „n,�tt o'ATE PF•iyp"' 4- ale t / . „„„, L �o be rcca a h[ctkr tat, "y� g "E 1., 812,14 deaf z .,,,-- + S 88"59'17 3 S 88'59'17' E z � 1316.26' � T316.26' �"4�� . i ,` / 1/16TH C, �° r 1 d =--�"au. e M4NUFI�Ej•fT IN `�,nw�°,�n,,,,µn.�,rg,�awm,N�. wr 1 CERTI 7 ?, on WDFI COVER LAND SURVEYOR ft V P1&t&PUD iisob based mY �t 2_ig-2009 DALE NERRIG5TAD PI$ SURV toot the aAk, N performed maa by 23 OWNER/DEVELOPER ISLAND LLC LAKE ROAD SHEET and subd'v s n Prth. Tf�CORNER 132727' }$ NORTH ON FIDE GO 4320 WHISTLE4F g 1 Enst, O O '^tk°`'4 u' ,n1tly -n eorrecl3 representation of the land �ALCOL fvi WA 9622 0 7327.27" �Fj AN DOX 319 ANACDRTES, lay}PA:�a'i'at i a ` courses and distances r are shown 26Jr¢.53' z� WA 96221 — '''' uo117'vr,�u eY' `ufn and that I hove ° w S 89"37'49 E -TOWNSHIP ANACORTES, �TrT i a o e�—`DE �"�R ulattons and thot i 2�15���03 r, V � i 'v�-.r`-n^"�aa�C�ytotutes °�have Geen�a'lablshd aF each SECTION 22 P SURVEYING SCALE:ND"IFD 'q I�Fr �4,con 1 monl+mef of the parcel of lend being � WA 9822t (360) _00 J 2015-53 t"�Lary a rolling come .M. ENGINEERING & S N RANGES t x �ed- 35�1 $ERRIGSTAD 299-E804 0WN(3Y: Dldl Rood.Anaaartes, ` � -R,, 't, DAIE�IS.H AD-P.L.S- 27607 NONE 4320 Whistle Lake f. Certificate Na. DATE.pPRIL 2017 'k,,, , Bole • 'PAIL 4}2DI7 SCALE 1II`I a21 itee o° r D 5 �� � R p■EAST, v.v. ' en GE KF 48 35 NpRTSt GTON -ate , „ ,:. saa;an�.fawnshP �,�+ft}N 22, T°�s��oR'PEs, ��'�� 1P71 N �t;��4°i`h�'�m+*�aeAt`t"'�'•acEPr uw coPPEa SE`1+ OF LECA ,f me SOa}h+I7 _ a} �, ;pyd varA� CITY nws3at'' `°' aaat 11'1°+v��aihaost pf° mat ParYion e}East.'N. ,,dd � {�,a NTS & D� � OF ANACAiES' Ra�an9 ties the � -il+a Na[ft' +� t Nz I Cj convey Cffit �^�"# 9 the Northeast r-�CE ed to /� a for and 2Qt61246048 AND 4}, UT M( on GAS 60,?Al yER 4P s l-,erebY 20+�CppE¢NIATUPld- ors vn f Am dasemanl+ �G.(A-F.NO. cth,e success the pCvt. of of sad Sa ,,,,,,,�t ,4 n9°t I �°•�f",- cUon; n 4 6aN SauN CONDITION SOUND� dgPoc.0 COMPANY. ytair espe s shown a, plat with n a N8 W 9`�pe;bSp n`a'C PER� R� � eaal T PUGEi Feet, 8'd0. 1 � W�E$'feat d 6ne of the 5dsthtest ttm',said P° e n and lot y ,1, 4 W the Nod thin de muniiWdi CR �D �� COMMUNICATIONF TEl£d5101^1 COkAPAN'Y t4) or v kt'e P 1'n9�nsfry 9r+�6�. auiP PVD PUO n art the ttan to art 48 NORTN PST t Fad Md �OMCF5t ry s° 1. est aan9 a d swpoaes D04] I 17 y'Tot c o the 21st ssigns u,,b °Ilnes all laks. ewer, ° wdh+n hkoh to n the Plat,m'" ddu d Pcloy of Ma t.. ,abject Gi Cavncil en b°undcgaN Pybeto sireet(ee) ner, ttndergrou oVP9.,d a11'ero _ of " ns waro re4ulrad to to front, .c ntng rePlazo and underground t}W k;oef,�S ]A �to:S'u.,..b:a‘ riNw��{ � `��"��Yba9fanhoot a°°vet n� ddar s°Foe Nn.71616Y, Ptheubdiv'sion acorlat tY thm suddS t,o -� 71,t968 �ti19W adsels wits+^ t dbytheAn, and°d3 aintein. raporr. ar convenient inservice.to9°ther�{he N ot+drCdnd'k:o np°rote. �^wiresdl nacassary atsere 9 fa+ &ta^• antn4 ° er < I N � (+ sAll part on at Law °s TNePabowinq �oseutdity s s P° �} Msbss esY+�°t theclusi a water, and the R p other at alllima m thI d� f March F�Ofaca of the lot. °f to aPPlicob! o�on, cohle�en°nces etOgas,telW fo+s,tractss acorn �'y4 _adAn� �6 pi sold`�°uth"1� �e�+a of the NorN+ahT+ p that h and P % a ore subja {ransP aPP° alecti ia, of of M f ynlh of the' + fires of said the Identified°n tact to this tubdiv;si and fear and at with streets, �.� �fk r adY � oretipona idosoaffec}cvls Prof o fah oP°n the eat across the N°Hztor uand� b' 5, "'.t dt0�e vFd Eosl Yne of b°9 Ida S°udreast Or rlg} ha anxral facility able at levels fora hla ght to ei rivo1e- ement hereby reser,,e ] f * �f daoosn9 s lfti • 1. ( n"wQatr fees-Throe fee Qnd map,dolor from nY bx Pay° Pure rm drains° {at{s }ots env 1fYBA� t fA; {hc 4 of of sewer, and k imR t issuance et char9e9 m +O fora+private ns shown t drainage to se and enlarges V y-- 1�,nPl' �a sad North few to +2 of tlu 7Jortheast 1/f�Y0�West!'�na fire, and POrbw1din9 Pertrw water latecam 2 A 3 and Tract 3 M q for storm repair,replace - ,u.1. , td ;, E°s!alo°4 it pi the`'°"d'at sw'6 ` 4"78.E the time In efleat;sewer and lDtt _ Lots maintain• oto seraic o • $tfr �1 ha ° ared r�5 '^� currently Peres 0 eonvay�ta'tlract.°ParuNeosa afnsto 1 ore the ra.hp: biiity°f % 'ut "a. b. Be9'n 5d`"y`{� t o °f ae91n"tnY wn; 6ns of ++)ZONING INFORM strict(R2) P pates,the veto for to eh ^tam yr°5'�dE 2. t Res.,„..at th4O cSguadeiFe tob....q ROw) nd 7 Ur derlY'n4 Zone: 7.5 o e a e a .,tt1Y t t,j.VryYacl.+ mn�t pWE 859•�' asp 7&L.bd a Rrg of 1,13 6Q p feat P m Lp{Sixe the mP take. easarr"t d'' •.f°p'$h Nor 3+feat - iu m t reA eagle. 20ese (1^ ° r Gross Acre pU the tenefeem sewer y sp the eo9' Acres A 1Dfia9 la gas shown�a'the plot we IO ebY, °,:ndh Pv` r„&"', {bed theab A0*2'` �lonce of 6Wgfi tea V'"1+r+" Oros Acreage¢ 7-20 pwaNin9 Units ZDs2 per to Lott on toot priaota tart sawar Pipes to erdarge un • to the• ° '•" thence 88-4923ADbeets d road° the Net Dan°i4''W 7 48 Acres `ants � b the�LOPPER ykt ufso9 d 9 _ ri>n Zonis Matimam CommanitY Park torn fePlaae and a impr°we (P18'S9" as Cron:3Q Lots+1 t^onto of th ties"pa 5°'dd of W Nn tm'' Density Ca3-1 &24 dPeU°to2^'lot 2 The mom a 3`' eats th h deSWIt'a 4 Stat Proposed Lots: of syrym9 p{lot 2 n x A oiC 4F"thf•.�a rcb r M;n4 i La a °f to feet for the residence ._3 - r a d'7 artsprility tIC ,u� SrAChS. 20 loot is the P2 Zone- the repp Ill sanitary sew G,.,- 51W front '&.2 'D e ltrnY ste Front loot 17 only the rd setback for t0 foot of Lon 2t° • {, 27. & wh ich to ale i the 4 rA�° • For lets 3— +oral{rook Y° w,�t ba^dory vayed 27. t�, a under9f°und piIear.ants h t feet for 9°rag�-st moat the 20 teat to 3{1 for aedpcvn ..';:, a and ig_a of the benefiting rats- LI1,111TAT10N5 aua r raga tar a°e mu to sc mn � All other lots teased from 2P roservad g E , draino9 k;s ins Zone- sttdoer PucrpOgePnf+ mO>Se\seoresPamn-1 T+'f dNd ored555s5 by Roar Y �i7 only+t'a rear setback �d setback for khe cor's servant un9 onsf �h�+�,r'" �" en{aar°ss the f2'�IQI}5 ED�1tE �for the P�tlw P.�t taW1 im For Eats 24 foot rear Y 2 tp the e° Nyata sanitary sewar2 �° A1g 24 n&o21c the Pnw eh to B the °� es fore,. must meet the far the R +8, ak 21 Alf alder pats uirernents C. A 14 fa °8 Lots 18. 19.sdQ•to Lott loos 17, shofar.' 19,24 and RiPr'For Ihd an GUM w d side yard setback re4 yteat bound' and convey ser�rx end enlarge under°imP vamaots. ro p rshdl meet the R2 d1lshed and be hereby re ar'Y y aye p+P°^ r°P1p°°°rna finance°+ Uenefrtin9 1 °++retl to es wolx(Taaet A)• sewer& f n h he Zone. ossociaCmn p �4Gt�°Po{°se in SP 2,..t ny---97,', ,a{ The.(Ff.f�15)A hamapwner s of the blaruaark(Tract C) ® M'-`kha arcs+ n. °d a vrad Y Los ff� 'b9itY° and Across icy pts 3. ( a maintenance community P d eat ant wl °L u lt.water mole fosem lconva ied a° andGen o9a tesP°^9tble far th roc+g) nod ftcont shall rotor �na,"c�n. hereby _ Crram ith tuHarthe aPpovidet a PoU11' the 6 'Hl �r't tn4,+� 's^ b 'nttho^,o a to tl opt ao landscaping A o""°20)).which itaions on rods, ' .5,--.41•f t as stru g Mn9 s subdn she a seb lots t 19)Pursue it aunty Aud"dor s one� t3` c aye to enter P° with+dor aKo9i sarvoi;n ppan°^d aitotior's on acts V � a_ es {or the P ft'a right skated- 4' ( tree pro and khat„imitations °^sh et r�x AA` ra nd PiP� together tb purposes hatee+ rs doe in noliat o oppreved the PropartY rdieg N sac for a d 17 _ record of m this opartY may e%�sL Seeto the Tree Fretera'}PTYtih�. "',, 'a °a a ell times t::: as Lotoft°�r' ts anFfy— Thisetofby th Cty 24PQ �� nsstormd2remava tre r 2CitY �{ oft, nth he m°rYha Dote unteaa apW 9 ,. M eaistin9 " 8 Tmat d waiter 4u°ptYeU oo min o dlL i^nd�Fi`eeP,ragW Rastricbens. owners. rt °Pe"n'niddh point of R 15 f ea :,,tfi'' 'dove once 15 Owna ,,,nano Coord+ the ape N',., p' and ry Ass a wns. Y Nome r anats- FF�F21)The odes+ re the 9 n• a• "c, a^r the qg NarkP' socWUon of Gov and upkeep rs - 6, ( (25)feat �',• 'S 4,f•%t1) b1:1 Homn the taco dad De 3aratfAll other maintenance or tda to twenty—five rf from „y„seuep° identified $f on sheet 1 ooff AeYacnr+°s, '+alias+ _ - grade- ovet°ge is ;ywx"nrirta°f See Meta 11 om - Lot° a, {y of the COY erc°nt.tb�t% -,t' qg F�kdr17'k Modiflcntfonsf (]5)F "k � re9Pvns tF,e nae.a� nets Asses � �,�.rtv.°� � jq.. 7. (FFxv dedicated t° a momtano ° {thirty—'v ` Is derebY. to^dscop Nam llomeownars Ass°rPs .,�I for the mox�murr' s 6,:o. n �' g, purp °t IandscaPl^g and the� t the Nameowne 41114 -�. zrem � �.LL�ilY i t t one half(37.5�. Tn „Y1. is hereby d"d1t°ked to ba ma'vtainad Y = , �i owned by the'+B ok s ''. +';,.ro , rei Tobb _ Y.j "w f0.trot+C 'A"t,` wal°s ht...sn4.d� ,..., ed.d il,3rd QALE HERR R,OA(7 as of a the t nted to the of �`' '�,.°"`� -�`'�'�' purport reMinmg wave foot wide aosam t 4r° n SURVEYOR N„��n,,,,.,.,.ewdnm�,,m" OF 9 al.'" ii. Ad common Yoeact°t+°n. A art the roc°road D IGSTA SET 's'+r R, North 1+O ea 7e 9++'i' td° S 1tm3�l# Hnmeawna s Assadatwn�Rt opna. Sea Note$+ °^ ! QNO FlDALGD SAND �C �ppCOR�S+ A gap_71 Ev �` b Covenants,Conditions, FO �� 3j4 q� :17.5yusH:0,04 V ANACORiES,WA 9 � !� f W scuff ND3 • 3 fie Y, `,r,e.,w:u TAD EN WA 98221 (3&3) v�,,,ti°`""« pV,1d 8Y: 4KH j�RRIGS;stie Lakes Rood,CC'acorles. 4320 `'aw" - y `y,'a�'` phTE APRIc 2077 1 err N,,, 'N 'lt k 4�y -.ran�,A-9"• � u4.�- 18579 W. Lakeview Lane Ti rn K. Garrison, P.E. Mount Vernon, WA 98274 Consulting Engineer Phone: (360) 708-1865 timg@BuifdersEngineer.corn Structural Analysis: Retaining Walls At Various Locations In WA For Landed Gentry Homes and Communities Client: Landed Gentry Homes and Communities CCI Job Number: T15076 Building Design: Landed Gentry Homes and Date: July 21, 2015 Communities $•GAR ji Y f 28$7.11, l'04443/sr , `�f•�1W °'Ih_ :- INDEX: Design Sketches and Callouts SKI —SK2, CO1 Standard Specifications. B—D Calculations. Cl —C20 Total No. of pages excluding cover sheet: 26 Notes, Disclaimers: ConstructionCalc,Inc. (CCI) takes responsibility only for items specifically addressed within this report set. This report is valid only for the specific project shown above and herein. Further,this report is valid only if it is stapled or otherwise bound as it originally left this office, and contains all of the sheets as originally bound. Any sheets that are not bound to the original complete set are not valid and shall not be used (excluding authorized, stamped addendums). 4UG 4 1011 CITY OF ANACORTES Fe-A E, W4 Lc._) o T 0 N �B �e�p 2 1 I � �i T\��.1, A l,-L, L A T 12'' i I — t 4 L L o AP, Wy 1 A 6-V FT }y COTS) 7— I _} — ' ' cl 2: cLg- 1� 00 b ':' d� - a.ir�.t �0 0i 4. C7 r 4—lE3 -. iAvEL. --rz__ 1 F A aD s)b 1 AL . csz,5 Ax . ' /A • PLACE- _ Z L'' 1� 614 4x' r i Vic_5eS/ - lq(D-E. )i, 1 4 . 44 cs i i v.:__ . -------:Llif2- irr• 70E- 14E€L. as r ' ii/ 5 j QAGEDAtki�6 3 a v/Au, (KITS, li: JoV,T n J ucatLs O C� ��R N U3 :" .'t -F I': i " ' 1 : k 41. Li__ ,, c, F sb5 ,r,x ii_2_ ,, ..4 -. ',I. 4----------- N g•1 y. F hi iu 1�F1 �r1JDtGu 11{L W )63 i (; Tx, s.iCT ?7 Ac.�F_LLC.� I'f - J G = ZSoo p, , J !!Grid_ fLooQ CIA P'M c.Cyc t.,€LT&' TO t_. i *. T !it GEa c6l�J - ,o LL fg 1 = I?" ?5't� - AAx LOAD- t a-Gs. _ ` MI{Z�1�2 Loco SYo4 tE� a � F / X ! 82 wASl.{EA r S D1rzELI �Wo2- 7Z5 e`54 W114)c 5hd9w _ ( ��A 4,V€t_ oQ i�,t , tf If._ 5`CtSa� AfLS� �d�;(,t9�1 (Or JNEGT IOC SC(z�1^J5 A, IiI\N1l4 4"CoN- . S.L ,$1 gliC : rAtrc LA? ca_6Cr_. i A./Att.-5 @ Z" • = Zqg OC, S'C4i 4A.4 i;?:, L le —{- • C\NI,;,, lZ' Wt D�. , . : I;� IIIIE«, = lp- �� , _ C P;Sa sts eI { ,i. _fat',n gee. P U TOE. d-6L Cantilever Retaining Wall A B C D E W X Y Z Retained Wall Footing Footing Wall Vertical Horiz. Footing Footing Ht. Position Width Height Thiclmess Rebar Rebar Transv. Cont. - - 0' -4' 10" 28" 9" 6" #4 @ 24" #4 @ 24" #4 @ 24" 3, #4 4'- 6' 12" 36" 9" 6" #4@18" #4@18" #4@18" 3 #4 6' -8' 9" 45" 12" 8" #5 @ 18" #4 @ 18" #5 @ 18" 4, #5 8' - 10' 12" 60" 12" 8" #6 @ 12" #4 @ 18" #5 @ 12" 6, #5 Braced Retaining Wall A B C D E F G W X Y Z Retained Wall Footing Footing Wall MASA Block Vertical Horiz. Footing Footing Ht. Position Width Height Thickness Spacing Spacing Rebar Rebar Transv. Cont. 0' -4' 10" 28" 9" 6" 72" Not Reqd #4 @ 24" #4 @ 24" #4 @ 24" 3,#4 4'-6' 12" 34" 9" 6" 72" 72" #4 @ 18" #4 @ 18" #4 @ 18" 3, #4 6'- 8' 12" 42" 10" 8" 42" 46" #4 @ 18" #4 @ 18" #4 @ 18" 4, #4 8'- 10' 21" 60" 12" 8" 26" 29" #5 @ 13" #5 @ 18" #5 @ 13" 6, #5 General Notes: * Columns C, D, E, W, X, Y, Z are minimums. May use greater. * Columns F, G are maximums. May use less. 1 B Standard Structural Specifications©— Copyright, Tim K. Garrison, P.E. BASIS OF DESIGN—APPLICABLE CODES: Code. The designs herein are prepared in accordance with the 2012 IBC. Construction shall conform with the most recent building code adopted by the approving jurisdiction. LIMITED SCOPE OF CONSULTANT'S WORK: Consultant. The consultant in responsible charge of this work is Tim K. Garrison,P.E., doing business as ConstructionCalc, Inc., hereafter indicated as"CCI." Scope of Consultant's Work. The scope of work of CCI is limited to structural analysis of: O Braced retaining walls of various heights. O Cantilever retaining walls of various heights. O Assumptions are listed in these Specifications and on SKI and SK2. The retaining walls designed herein may be used on any Landed Gentry project in WA where the assumptions listed herein are adhered to. CCI takes responsibility only for items specifically addressed in our drawings and calculations. CCI has not analyzed any other portion of any building, including but not limited to: foundations, beams, columns, walls, floors, floor framing systems, roof framing system, connections,etc. LOADS Following are the loads used for the subject design/analysis: O Roof live: 20 psf. 0 Deck dead: 0 psf O Roof+ ceiling dead: 15 psf 0 Exterior wall dead: 10 psf O Roof snow: 25 psf 0 Interior wall dead: 0 psf O Roof tributary width: 20 ft. 0 Adjacent surcharge load: 0 lb. O Floor live: 40 psf 0 Assumed allowable soil bearing pressure: O Floor dead: 15 psf 1,500 psf. O Floor tributary width: 2 floors at 7.5 ft. 0 Load Summary: Live= 1000 plf. Dead= each; or I floor at 15 ft. 705 plf. Snow=500 plf. O Deck live: 0 psf SINGLE CLIENT: The calculations, drawings,notes, specifications, and/or tables prepared by CCI are valid only for Landed Gentry Homes and Communities in WA. These documents are not valid, are not applicable to, and shall not be used for any other client. INSPECTIONS: CCI recommends that the Contractor,Builder, or Owner retains a qualified structural specialist to inspect the items analyzed/designed herein. Note,this is not a requirement for"special inspection"per the building code. COMPETENT CONSTRUCTION PERSONNEL/SAFETY: Only competent personnel familiar with construction and safety practices germane to the project shown herein should be employed to assemble and construct the work. C- Contractor shall be responsible to comply with all OSHA and State Labor and Industries Standards. Contractor assumes full responsibility as to construction methods used, safety provisions employed, and the finished as-built condition of the structure and related systems. TEMPORARY SUPPORT AND BRACING: Retaining Walls. Do not backfill against retaining walls until concrete has cured to at least 2,500 psi (okay to use high early strength admixtures or additional cement in the mix to achieve this). For retaining walls that are to be connected at their top to horizontal floor diaphragms, do not backfill against the retaining wall until such horizontal diaphragms are in place and properly connected to the retaining wall. FOOTINGS,FOUNDATIONS, SLABS ON GRADE: Geotechnical Report: CCI is not aware of a geotechnical report for this project. CCI strongly recommends that a geotechnical report be performed by a qualified geotechnical engineer for all construction projects. Soils analysis and geotechnical engineering are not a specialty of CCI. CCI depends on others for the provision of soils data, which includes but is not limited to: allowable bearing capacity, liquefaction potential, slope stability, active and passive lateral pressures, internal friction angle, and cohesion. In the absence of a geotechnical report CCI will make assumptions regarding soil parameters, however, CCI takes no responsibility or liability for future settlement, or damage or injury due to earth movement or failure of any kind. Structural Fill: "Structural Fill" shall be granular material conforming to local or state highway specifications for imported road base or sub base; or use sand or other clean granular materials no larger than pea gravel. All structural fill must be compacted per the following section. Compaction: Place all fill materials in lifts not exceeding 8-inches. Compact using mechanical(vibratory or impact)methods. In paved areas and under structures,use structural backfill compacted to 95%relative compaction. When roots,rocks, or other undesirable materials cause over-excavation, fill over-excavation and compact per the above. Foundations, Footings on Soil: All footings and foundations to bear on undisturbed existing soil or structural fill. All organic and deleterious material beneath footings and foundations to be removed and replaced with structural fill. Bottom of footings to be below locally prescribed frost zone,not less than 12". Footing Drains. Footing drains, with washed drain rock or Mira Drain or equivalent extending to finished grade, shall be provided at the base of all footings and retaining walls which will have earth placed against them. Footing drains shall be 4"perforated pipe routed downgradient to daylight, unless otherwise specified. MATERIALS AND METHODS: Provide and install all materials in accordance with manufacturer's requirements and recommendations. It is the contractor's responsibility to ensure all field personnel understand and adhere to this. STANDARD CONCRETE: Standard Concrete. Concrete for footings, slabs, and walls shall attain a minimum 28 day strength of fc= 2,500 psi unless otherwise noted on Plans. Maximum water/cement ratio shall be 0.45. All materials shall be in accordance with ACI 318, latest edition. Mixing and placing of all concrete to be in accordance with IBC and ACI 304, latest edition. Admixtures. Industry recognized and approved admixtures affecting set time, flowability, and/or waterproofing may be used provided the strength and durability of the concrete is not adversely affected. _ b Air Entrainment. Provide 5%air entraining in all concrete exposed to the earth or weather. Flv Ash. High quality fly ash or other natural pozzolan may be used in accordance with ASTM C618 with a corresponding reduction in cement content. Any such concrete shall obtain at least the strength and durability characteristics as Standard Concrete listed above. CONCRETE REINFORCING: Strength, Splicing, Bending.Reinforcing bars (rebar) shall be grade 60 (Fy= 60 ksi) or better,unless otherwise specified in the Plans. All reinforcing shall be spliced, detailed,bent, and supported in accordance with applicable ACI code. CONVENTIONAL WOOD FRAMING: General Construction: Predrill all nail holes where required to avoid splitting. Connect all wood members per the Plans and applicable building code. Anchor Bolts. Shear wall anchor bolts connecting mud sills,use 5/8"diameter x 8"min embedment at the spacing shown in the Plans but never greater than 60" OC and within 12"of ends and corners,with 3"x 3"x .229"steel washers, wrench tight. Wet set anchor bolts shall have a hook or head on the embedded end. Rotohammered anchor bolts at the same spacing may be used in lieu of wet set -see specifications in previous section. An alternate to wet-set anchor bolts and washers may be Simpson MASA or MASAP at the same spacing specified for wet set anchor bolts. Non-shear wall anchor bolts shall be spaced a maximum of 72-inches and within 12-inches of ends and corners and shall be fitted with 2"steel plate washers. Use either 1/2"diameter x 8"min embedment wet- set, or 1/2"Titen HD with 4"min embedment. Non-shear wall anchors may be 0.145" diameter powder-actuated pins with 1-1/2"min concrete embedment, at 16" OC,unless otherwise shown . Pressure Treated Lumber.Use pressure treated lumber in contact with concrete and /or soil, and when directly exposed to weather. Pressure treating chemicals shall be inert, or otherwise non-reactive with metal connectors (including nails,bolts, framing connectors, etc.) or structural steel members. In certain cases non-pressure treated lumber may butt against concrete. In these cases use a layer of heavy, asphaltic-treated construction paper between wood and concrete. Floors. All wood floor diaphragms shall be nailed or screwed and glued.Use thickness as required to support the intended loads,never less than 5/8". Contractor to verify all span ratings of plywood. Where otherwise not shown on Plans, connect floor diaphragm with 8d(ring shank or screw shank nails, or similar sized screws) at 6" on edges, 12"in field, non-blocked, per IBC Case 1 pattern. Install in accordance with APA guidelines. PRE-FABRICATED FRAMING CONNECTORS: Manufacturer: Simpson brand is specified, however any other nationally recognized brand may be used provided that they are equivalent in their ability to carry all applied loads in all orientations. Installation: The Contractor shall install all prefabricated items in strict accordance with the manufacturer's recommendations and requirements. The load carrying capacity of the prefabricated item cannot be guaranteed if this provision is not adhered to. Nails and screws which will be exposed to weather shall be galvanized or stainless steel. If installation risks cracking of wood, contact engineer for alternate nailing and /or alternate connector. Ci C RetainCalc ConstructionCalc,Inc. CAS t113711 ® va,o1 Job Name - ( Wall I,D, 4'max cantilever Other Info 7/20/2015 Soil Under Footing SOH Type [Class 5:Clay,sandy Clay,silty clay,clayey silt,silt and sandy sill IJ Soil bearing capacity,unfactored I 1,500 psf Sol coefficient of friction NA Soil lateral sliding resistance,Cl.5 only. 130 psf Retained Soil Behind Wall Retained height,ft 4.00 ft Tot.wail ht. Vertical distance from retained soil to top of wall,ft 0.50 ft 4.50 ft Soil Type Granlual/clay mix,dense Moisture Content Moist V Can top of wall move slightly? Yes V Unit weight,pc(I 130 pcf Angle of internal friction,degrees 30 deg Depth to groundwater,if any,lt - 8ackffll angle,degrees to horiz. 5 deg Resisting Conditions In Front Of Wall Condition Concrete slab or asphalt on top of footing,against wall V Soil lateral(passive)capacity,unfactored,psI/ft depth 0 psf Unit weight of material over top of toe,pcf I 145 pcf Depth of resisting soil,Dbf,inches. 0.0 In If asphalt or concrete on top of ftg,thickness,inches 4.0 in Loads at Top Of Wall Gravity loads: All gravity loads applied to top of wan V If ledger,what is its width(eccentricity,horiz dim),in. Live.osf Dead,psf Trib Width,fl Live Dead Snow Roof (no snow) 20.0 psf 15.0 psf 20.00 ft Top 400.0 pif 300.0 pif Loads From Conlin- Roof Snow(only) 25.6 psf 500.0 pif uous Members? No v., Floor 3 Loads Top V 0.0 pif 0.0 pif Floor 2 Loads 40.0 psf 15.0 psf 7.50 ft Top V 300.0 pif 112.5 pif Floor 1 Loads 40.0 psf 15.0 psf 7,50 ft Top V 300.0 pif 112.5 pif Wall Dead Load 10.0 psf 18.00 ft Top V 180.0 pif Other'psf load and Crib width Top r. 0.0 pif 0.0 pif Other gravity loads,pif Descdp'n,opt'I: Top V 0.0 pif Other gravity toads,pit Descrip'n,opfl: Top V Subtotals,gravity loads,unfactored: 1,000 pif 705 plf 500 pif Additional Moments,ft-lb Cl ckwLse:opposite of ledger-applled moment, V Subtotals,moments,unfactored: 0 ft-lb 0 ft-lb 0 ft-lb Surcharge Load Horiz distance from wall,b',ft. Horiz width of applied load,a',ft. Pressure of applied load,q',psf Earthquake Loading Seismic load? Zero seism,load V Reduce seismic loads? - V Use 1/3 increase to allowable soil bearing? EM Include wall weight In seismic force? No V RelainCalcV2 02.xis 7/20/2015 GZ Horizontal seismic sod coefficient,kh I 0 00 I Vertical seismic soil coefficient,kvl 0.00 1 Wall Type Wall Type. Cantilever(not restrained at top) V Wall and Footing Construction-Cantilever and Braced Stability Eccentricity,°e" 0.0 In Wall. Concrete,normal weight • Allow soli prest 1,500 psf Wall compressive strength,psi, fc= 2500 Thl Toe Soil press 1,457 psf F S Load Comb Okay? Compressive strength to use,psi 2,500 psi Heel soil press 1,485 psi 1.03 D+L+S Okay Wall thickness,In l61:1 Overturning 683 ft-lb Wall thickness to use,In. 600 In Resisting 3,440 ft-lb 5.04 D+5 Okay Fob Footing width,9 2 33 ft 28.0 In Sliding Force 436 lb Fooling height,In 9 00 In Resisting NA NA D+L Okay Location of wall on footing Input your own wall location .1 Heel projn Wall Design Unity Load Comb Okays Wall location to use,In I I 12.0 In I 10 0 in Max mom apld 659 ft-lb Footing compressive strength,fc 12,500 psI IvI Moment allow 2,610 ft-lb 0.25 90+1E+16H Okay Key height,In 0.00 in Key width,in 0.00 in Shear appl'd 494 lb Shear allow 4,018 lb 0.02 .91)+1E+16H Okay Wall Reinforcement Provided Required Unity Wall rebar grade Grave 60 Vert steel,min 0.13 sq-in 0.09 sq-in 0.65 Okay Vertical rebar size a 4 • Horiz stl,spcg 18.0 In O.0 11.1 in O.C. 1.62 N.G Number of rebar layers(mats) I s Min Read Length Layer 1,vertical rebar location(depth) Edge,earth side leMeasured fromStub vertical embed in wall 24.0 In Layer 1,cover to use,In 2 00 In Earth face Stub 90-degree bend In footing 6.01n Layer 1,vertical rebar center-to-center spacing,In. 18 00 In Footing Design Layer 2,vertical rebar location(depth) N/A,no 2nd layer a• Toe Unity Load Comb Okay' Layer 2,cover to use,in Tension on Bottom s/,� Layer 2,vertical rebar center-to-center spacing,in Moment appl'd 964 ft-lb �`a7(��4 0 rip 4 D/L Horizontal rebar size x 4 0 Moment allow 3,357 ft-lb 0 29 ID+1 6H+1 6L+ Okay Horizontal rebar center-to-center spacing,in. 18 OD In Shear appl'd 1,889 lb Footing Reinforcement Shear allowed 5,175 lb 0.36 'D+1.6H+1.6L+ Okay Fooling rebar grade Grade 6D V Hook regd7 No Transverse rebar size 4 4 V Heel Number of rebar layers(mats) t ar Tension on Bottom Layer 1,transverse rebar location Bottom,minimum cover,3" V Moment appl'd 182 ft-lb Layer 1,cover to use,In 300 In Moment allow 3,362 it-lb 0.05 9D+1E+1 6H Okay Layer 1,transverse rebar center-to-center spacing,in 18.00 in Shear appl'd 360 lb Layer 2,transverse rebar location N/A,no 2nd layer V Shear allowed 5,175 lb 0.07 90+1E+1 6H Okay Layer 2,cover to use,In Hook req'd7 No Layer 2,transverse rebar center-to-center spacing,in. Lonoitud'I Stee Provided Required Unity Okay' Longitudinal rebar size a a O Rpm No of Bars Area of steel 0 24 sq-In 0.22 eq-in 0.90 Okay Longitudinal rebar center-to-center spacing,max,In. 10 00 In 3 Ea Spacing 10.0 in O.C. 13.3 in O.C. 0 75 Okay Wall Shear Forces F S Load Comb Top wall V 0 lb NA Base wall V 494 lb 1.20+1 6H+1 6L+5S Max V ' 494 lb 120+16H+1.6L+55 Loc'n from lop 4.00 ft Wall Moments F S Load Comb Max pos. 659 ft-lb 1 20+1 6H+1.6L+5S Loc'n from top 4.00 ft Max neg 0 ft-lb NA Loc'n from top NA Base well M 659 ft-lb 1.2D+1 6H+1 6L+5S RelainCalcV2 02 xis 7/20/2015 C, ConstructronCaic,Inc. CYIONCALC RetainCalc v2,01 Job Name 4.149433 ,7t oj6 Wall I.D. 6'max cantilever Other info 7/20/2015 Soil Under Footing Soil Type Class 5:Clay,sandy clay,silty clay,clayey silt,sill and sandy sill V Soil bearing capacity,unfactored 1,500 psf Soil coefficient of friction NA Soil lateral sliding resistance,CI,5 only. I 130 psf Retained Soil Behind Wall Retained height,ft 6.00 ft Tot.wall ht. Vertical distance from retained soil to lop o1 wall,ft 0.56 ft 6.50 ft Soil Type I Granlualr/clay mix,dense V Moisture Content Moist V Can top of wall move slightly? yes V Unit weight,pcf; 130 pcf Angle of Internal friction,degrees I 30 deg Depth to groundwater,if any,ft - Backfill angle,degrees to horiz. 5 deg ResIstin Conditions In Front Of Wall Condition 1Concuete slab or asphalt on top of footing,ageing_wall V' Soil lateral(passive)capacity,unfactored,psflfl depth 0 psf Unit weight of material over top of toe,pcf I 145 pcf I Depth of resisting soil,DPI,Inches. 0.0 in If asphalt or concrete on lop of ftg,thickness,inches 4.0 in • Loads at Top Of Walt Gravity loads: All gravity leads applied to top of wall V If ledger,what is Its width(eccentricity,horiz dim),In. Live,psi Dead,psf Trib Width,ft Live Dead Snow Roof(no snow) 20.0 psf 15.0 psf 20.00 ft Top V 400.0 pif 300.0 pit Loads From Conl n- Roof Snow(only) 25.0 psi 500.0 pif uous Members? No s Floor 3 Loads Top V 0.0 pif 0.0 Of Floor 2 Loads 40.0 psf 15.0 psi 7.50 ft Top V 300.0 pif 112.5 pif Floor 1 Loads 40.0 psi 15.0 psf 7.50 ft Top I V 300.0 pif 112.5 pit Wall Dead Load 10.0 psf 18.00 ft Top V 180.0 pif Other'psf load and trib width Top + 0.0 pif 0.0 pif • Other gravity loads,pif Descrlp'n,opt'l: . Top V 0.0 pit Other gravity loads,pit Descrlp'n,opi': Top V Subtotals,gravity loads,unfactored: 1,000 pH 905 pit 500 pif Additional Moments,ft-lb Clockwise:opposite of ledger-applied moment, V Subtotals,moments,unfactored: 0 ft-lb O ft-lb O ft-lb Surcharge Load Horiz distance from wall,b',ft. Hor1z width of applied load,a',ft. Pressure of applied load,q',psf Earthquake Loading Seismic load? km seismic load Reduce seismic loads? - V Use 1/3 increase to allowable soil bearing? No 71 Include wall weight in seismic force? No v RetalnCalcV2_02.xls 7/20/2015 64 Horizontal seismic soil coefficient,khl 0.00 Vertical seismic soil coefficient.kv� 000 I Wall Type Wall Type: [nbvver(not restrained at top) r- Wall and Footing Construction-Cantilever and Braced Stability Eccentricity,"e' 0.2 In Wall- concrete,normal weighs v Allow soil press 1,500 pet Wall compressive strength,psi, fc= 11900 [- Toe Soil press 1,445 pst F S. Load Comb Okay? Compressive strength to use,psi I 2,500 psi 1 Heel soil press 1,344 psi 1.04 O+L+S Okay Wall thickness,In e • Overturning 1,960 ft-lb Wall thickness to use,in 6 00 in Resisting 6,409 ft-lb 3 27 0+S Okay Footing. Footing width,ft 3 00 ft 36.0 in Sliding Force 880 lb Footing height,in 9,00 In Resisting NA NA Oft Okay Location of wall on fooling Inert your own wall location • Heel proj'n Wall Design Unity Load Comb Okay? Wall location to use,In I 18.0 In 1 12 01n Max mom apid 2,223 ft-lb Footing compressive strength,fc 3,500 psi • Moment allow 2,296 ft-lb 0.97 .9D+1 E+1 6H Okay Key height,In 0.00 In Key width,In 0.00 in Shear appl'd 1,113 lb Shear allow 4,076 lb 0.18 90+1E+1 6H Okay Wall Reinforcement Provided I, qtal Uoiio Wall rebar grade cads 60 0 Vert steel,min 0.13 sq-in 0.09 sq-m 0.65 Okay Vertical rebar size a a v Horiz all,spcg 10 0 In O.C. 11.1 In O.C. 1.62 N.G. Number of rebar layers(mats) 1 I• Min Read Length Layer 1,vertical rebar location(depth) sage,earth side . Measured from Stub vertical embed in wall 24.0 in Layer 1,cover to use,in, 2.00 In Earth face Stub 90-degree bend in footing 6.0 in Layer 1,vertical rebar center-to-center spacing,in 18 00 in Footing Design Layer 2.vertical rebar location(depth) N/A,no 2nd layer V Toe Unity Load Comb Okay? Layer 2,cover to use,in. Tension on Bottom Layer 2,vertical rebar center-to-center spacing,In. Moment appi'd 2,234 ft-lb Horizontal rebar size a s • Moment allow 3,356 ft-lb 0.67 '0+1.6H+1,6L+ Okay Horizontal rebar center-tocenler spacing,In 18.00 in Shear appl'd 2,835 lb Footing Reinforcement Shear allowed 5,175 lb 0.55 '0+1 6H+1 6L+. Okay Footing rebar grade c,ade 60 • Hook req'd? Yes 6-in,min. Transverse rebar size s a v Hbe Number of rebar layers(mats) IMO Tension on Bottom Layer 1,transverse rebar iccalion Bottom,minimum cover,3" o Moment appl'd 630 ft-lb Layer 1,cover to use,In 300 In Moment allow 3,358 ft-lb 0.19 9D+1E+1.6H Okay Layer 1,transverse rebar center-to-center spacing,In. 18.00 in Shear appl'd 1,223 lb Layer 2,transverse rebar location N/A,noind layer V Shear allowed 5,115 lb 0.24 9D+1E+1.6H Okay Layer 2,cover to use,in. Hook req'd? No Layer 2,transverse rebar center-to-center spacing,in Loneitud'I Stee Provided Required Unity Oksy! Longitudinal rebar size a 1 v Equiv No of Bars Area of steel 0.24 sq-In 0.22 sq-in 0.90 Okay Longitudinal rebar center-to-center spacing,max,In iD OD in 3 Ea Spacing 10.0 in 0.L. 13.3 In O.C. 0.75 Okay Wall Shear Forces F.S.. Load Comb Top wall V 0 lb NA Base wall V 1,113 lb 1 20+1.6H+1.6L+.55 Max V 1,113 lb 1.2D+1.6H+1 6L+5S Loc'n from top 6.00 ft Wall Moments F S Load Comb Max pos 2,223 ft-lb 1 2D+1 6H+1 6L+5S Loin from top 6.00 ft Max neg 0 ft-lb NA Loc'n from top NA Base wall M 2,223 ft-lb 1 20+1 6H+1 6L+55 RetainCalcV2 02 xis 1120/2015 G fT CanstructionCalc Inc. CCI) I5 RUCTION(_:ALC.r" RetainCaic Job Name ".6016 Wall I.O. 8'max cantilever,case 1 full gray. Other Info 7/20/2015 Soil Under Footing Soil Type Clays 5:Clay,sandy clay,silly clay,clayey sat,slit and sandy silt V Soil bearing capacity,unfactored I 1,500 psi I Soil coefficient of friction NA Soil lateral sliding resistance.CI.5 only. 130 psf Retained Soil Behind Wall Retained height,tt 8.00 ft Tot.wall ht. Vertical distance from retained soil to lop of wall,ft 0.50 ft 8.50 ft Soil Type Granluah(clay mix,dense V Moisture Content Mnlvc w I Can lop of wall move slightly? yes 0 Unit weight,pct 130 pcf Angle of internal friction,degrees 30 deg Depth to groundwater,if arty,ft - Beckfill angle,degrees to horlz. 5 deg Resistin Conditions In Front Of Wall Condition Concrete slab or asphalt on top or footing,against wall V Soil lateral(passive)capacity,unfactored,psf/ft depth 0 psf ' I Unit weight of material over lop of toe,pcf I 145 pcf Depth of resisting soil,Dbf,inches. 0.0 in If asphalt or concrete on top of ftg,Ihlckness,Inches 4,0 in Loads at Top Of Wall Gravity loads: All gravity loads applied to top or wall V If ledger,what is its width(eccentricity,horiz dim),In. Live.osf Dead,psf Trib Width,ft Live Dead Snow Roof (no snow) 20,0 psi 15.0 psf 20.00 ft Top "l 400.0 plf 300.0 pif Loads From Contra- Roof Snow(only) 25.0 psi 500.0 plf unus Members'? No V Floor 3 Loads Top V 0.0 plf 0.0 plf Floor 2 Loads 40.0 psf 15.0 psi 7.50 ft Top r 300.0 plf 112.5 plf Floor 1 Loads 40,0 psf 15,0 psf 7.50 ft Top V 306.0 plf 112.5 plf Wall Dead Load 16.0 psf 18.00 ft Top V 180.0 plf Other'pet'load and trib width Top V 0.0 pit 0.0 pit Other gravity loads,plf 0escrlp'n,opt'1: lap V 0.0 plf Other gravity loads,pll 0escrip'n,opt'i: Top V Subtotals,gravity loads,unfactored: 1,000 Of 705 plf 500 plf Additional Moments,ft-lb Clockwlse:opposite of ledger-applied moment. Subtotals,moments,unfactored: O ft-lb O ft-lb 0 ft-lb Surcharge Load Horiz distance from wall,b',ft. Horl2 width of applied load,a',ft. Pressure of applied load,q',psf Earthquake Loading Seismic load? zero seismic load V Reduce seismic loads? - Use 113 increase to allowable soil bearing'? No CI Include wall weight in seismic force? Na RetainCaicV2 02.xIs 7/20/2015 6‘ Horizontal seismic soil coefficient,kh I 0.00 Vertical seismic soli coefficient,kv! 0.00 Wall Type Wall Type: Cantilever(not restrained at top) V Wall and Footing Construction-Cantilever and Braced Stability Eccentricity,'e" 0.4 In Wall: Concrete,normal weight v Allow soil Ares: 1,500 psi Wall compressive strength,psi, Fe= men v Toe Soil press 1,430 psi F.S.. Load Comb Okay? I Compressive strength to use,psi 1 2,500 psi I Heel soil press 1,279 psi 1,05 D+L+S Okay Wall thickness,in, e v Overturning 4,647 ft-lb Wall Thickness to use,in. 8.00 In Resisting 10,123 ft-lb 2.18 D+S Okay Fooling: Fooling width,ft. 3.50 ft 42.0 In Sliding Force 1,565 lb Footing height,In. 12,00 in Resisting NA NA D+L Okay Location of wall on footing Input your own wall location V Heel proj'n Wall Design Unity Load Comb Okay? Wall locaton to use,in.! 28.0 in 1 6.0 in Max mom apld 5,269 ft-lb Footing compressive strength,f c 2,500 psi v I Moment allow 5,333 ft-lb 0.99 .9D+1 E+1,6H Okay Key height,In. 0,00 in Key width,in 0.00 in Shear appl'd 1,978 lb Shear allow 6,198 lb 0.24 .9D+1E+1.6H Okay Wail Reinforcement Provided Required Unity Wall rebar grade Grade SO V Vert steel,min 0.21 sq-In 0.14 sq-in 0.70 Okay Vertical rebar size a s v Horiz oil,spcg 18.0 in O.C. 10.3 in D.C. 1.74 NOV. . Number of robot layers(mats) t I v Min Redd Length Ojr Layer 1,vertical rebar location(depth) Edge,earn Sloe v Measured from Stub vertical embed in wall 30.0 In Layer 1,cover to use,in. 2.00 in Earth face Stub 90-degree bend in footing 7.5 In Layer 1.vertical rebar canter-to-center spacing,in, 18.00 In Footing Design Layer 2,vertical rebar location(depth) NIA,no end layer V Toe Unity Load Comb Okay? Layer 2,cover to use,in. Tension on Bottom Layer 2,vertical rebar center-to-center spacing,in. Moment appl'd 5,572 ft-lb Horizontal rebar size a s v Moment allow 6,749 ft-lb 0.83 !D+1.6H+1.6L+. Okay Horizontal rebar center-lc-center spacing,In. 18.00 in Shear appl'd 4,271 lb Footing Reinforcement Sheer allowed 6,750 lb 0.63 !D+1.6H+1.6L+ . Okay Footing rebar grade Grade 60 121 Hook req'd7 No Transverse rebar size a s v Heel Number of rebar layers(mats) t v Tension on Bottom Layer 1,transverse rebar location Centered In footing V Moment appi'd 125 fl-lb Layer 1,cover to use.in. 4,19 in Moment allow 6,772 ft-lb 0.02 10+1.6H+1.6L+, Okay Layer 1,transverse rebar center-to-center spacing,in. 18.00 in Shear appl'd 421 lb Layer 2,transverse rebar localion N/A,no and layer v Shear allowed 6,759 lb 0.06 '-D+1.6H+1.6L+, Okay Layer 2,cover to use,in. Hook req'd? No Layer 2,transverse rebar center-to-center spacing,in, Lonoltud'l Stee Provided Required Unity Okay.? Longitudinal rebar size a 5 v Equiv.No of Bars: Area of steel 0.37 sq-in 6.36 sq-in 0.97 Okay Longitudinal rebar center-to-center spacing,max,in, 10.00 in 4 Ea. Spacing 10,0 in O.C. 12.4 in O.C. 0.81 Okay Wall Shear Forces F.S.. Load Comb Top wall V 0 lb NA Base wail V 1,97E lb 1.2D+1.6H+1.6L+.5S Max V 1,978 lb 1.213+1.6H+1 6L+.5S Loc'n from lop B.OD ft Wall Moments F_S Load Comb Max pos. 5,269 ft-lb 1.20+1.6H+1.6L+.55 Loc'n from top 8.00 ft Max neg. 0 ft-lb NA Loc'n from top NA Base wail M 5,269 ft-lb 1 2D+1.6H+1.6L+,5S RelalnCalcV2_02.xls 7/2 612 0 1 5 G7 Cy '" RetainCaicS RLICTION�ALC ConstructionCalc,Inc. w, ni:nv vi-a nnu tp Cein,4gnnostsv v2.09 Job Name wall I.D. B'max cantilever,case 2,no gray. Other info 7/20/2015 Soil Under Footing Soil Type 1-yss 5:Clay,sandy clay,silty clay,clayey silt,silt and sandy s}lt I._ Soil bearing capacity,unfactored 1 1,500 psi I Soil coefficient of friction NA Soil lateral sliding resistance,CI,5 only. E 130 psi i Retained Soil Behind Wall Retained height,ft 8.00 ft Tot.wall ht. Vertical distance from retained soil to top of wall,ft 0.50 ft 8.50 ft Soil Type Granlualr/clay mix,dense V Moisture Content Moist Can lop of wail move slightly? yes Unit weight,pcfl 130 psi Angle of Internal friction,degrees 30 deg Depth to groundwater,if any,ft - Backfiil angle,degrees to hodz. 5 deg Resisting Conditions In Front Of Wall Condition Concrete slab a asphalt on top of footing,against wall f' Soil lateral(passive)capacity,unfactored,psf/ft depth 0 psi Unit weight of material over top of toe,pcf I 145 pcf Depth of resisting soil,Dbf.inches. 0.0 in If asphalt or concrete on top of ftg,thickness,inches 4.0 in Loads at Top Of Wall Gravity loads: All gravity loads applied to bop of wall V If ledger,what Is Its width(eccentricity,horiz dim),In. Live.osf Dead,psf Trib Width,ft Live pead Snow Roof (no snow) 20,0 psf 15.0 psf 0.00 ft LTop f v 0.0 plf 0.0 plf Loads From Contle- Roof Snow(only) 25.0 psf 0.0 pit uous Members? No V Floor 3 Loads Top V 0.0 plf 0.0 plf Floor 2 Loads 40,0 psf 15.0 psf 0.00 ft Top + 0.0 plf 0.0 plf Floor 1 Loads 40.0 psi 15.0 psi 0.00 ft Top ► 0.0 plf 0.0 plf Wal}Dead Load 10.0 psf 0.00 ft lop V 0.0 plf Other'psi'load and Trib width Top V 0.0 plf 0.0 plf Olher gravity loads,plf Descdp'n,opl'l: Top [V. 0.0 plf Other gravity loads,pif Descrip'n,opfl: Top V Subtotals,gravity loads,unfactored: 0 plf 0 plf 0 plf Additional Moments,It-Ib Clockwise:opposite of ledger-applied moment. V Subtotals,moments,unfactored: O ft-ib 0 ft-lb O ft-lb Surcharge Load Horiz distance from wall,b',ft. Hods width of applied load,a',ft. Pressure of applied load,q',psi Earthquake Loading Seismic load? Zero seismic load V Reduce seismic loads? • s Use 1/3 increase to allowable soil bearing? No V Include wall weight In seismic force? No V RelainCalcV2 02.xis 7/20/2015 Honzontal seismic soil coefficient,khl G 0.00 Vertical seismic soil coefficient,kvl 0.00 Wall Type Wall Type Cantilever(nor restrained at top) V Wall and Footing Construction•Cantilever and Braced Stability Eccentricity,"e" 7.7 In Wall. [ncrete,normal weight • Allow soil Ares: 1,500 psf Wall compressive strength,psi, fc= 2500 I V Toe Soil press 1,535 psf F S Load Comb Okay? Compressive strength to use,psi I 2,500 psi i Heel soil press (24 psf) 0.98 ✓ D+L+S N.G. ✓Olt- Wall thickness,In. a V Overturning 4,647 ft-lb Wall thickness to use,In. 800 In Resisting 8,133 ft-lb 1.75 D+L Okay Fob Fooling width,ft. 3 75 ft 45.0 In Sliding Force 1,565 lb Footing height.In 12 00 in Resisting NA NA D+L Okay Location of wall on fooling Input your own wan location • Heel profit Wall Design Unity Load Comb Okay? 1 Wall location to use,In. 28.0 In I 9 0 In Max mom apld 5,269 ft-lb Fooling compressive strength,fc 2,s00 psi H Moment allow 5,206 ft-lb 1.01 90+1E+1 6H N.G. ✓/1 Key height,in 0 00 in Key width,in 0 OD In Shear appl'd 1,978 lb P_ Shear allow 5,913 lb 0,29 9D+1E+1.6H Okay Wall Reinforcement Provided Required lay Wall rebar grade Grade a0 • Veit steel,min 0.21 sq-In 0.14 sq-in 0.70 Okay Vertical rebar size a 5 • Honz stl,spcg 18.O in O.C. 10.3 In O.C. 1.74 N.G.Leng ✓oY Number of rebar layers(mats) 1 - Min Rend th F Layer 1,vertical rebar location(depth) Edge,earth side < Measured from Stub vertical embed In wall 30.0 In Layer 1,cover to use,In. 2 00 in Earth face Stub 90-degree bend In footing 7.5 In Layer 1,vertical rebar center-to-center spacing,In. 18.00 in Footing Design Layer 2,vertical rebar location(depth) N/A,no and layer V Toe Unity Load Comb Okay? Layer 2,cover to use,in Tension on Bottom Layer 2,vertical rebar center-to-center spacing,in Moment appl'd 4,050 ft-lb Horizontal rebar size a5 V Moment allow 6,749 ft-lb 072 'D+1,6H+1.6L+, Okay Horizontal rebar center-to-center spacing,In. 18.00 In Shear appl'd 3,324 lb Footing Reinforcement Shear allowed 6,750 lb 0.49 t0+16H+16L+ Okay Footing rebar grade Grade 60 V Hook req'd? No Transverse rebar size a 5 V Hee Number of rebar layers(mats) MO Tension on Bottom Layer 1,transverse rebar location centered In rooting a Moment appl'd 455 ft-lb Layer 1.cover to use,in. 4.19 In Moment allow 6,755 ft-lb 0.07 'D+1 6H+1 6L+ Okay Layer 1,transverse rebar center-to-center spacing,in 18 00 in Shear appl'd 1,211 lb Layer 2,transverse rebar location N/A,no end layer V Shear allowed 6,750 lb 0.18 '0+1 6H+1 6L+ Okay Layer 2,cover to use,in. Hook req'd' No Layer 2,transverse rebar center-to-center spacing,in Lonoltud'I Stee Provided Remixed Unliv Okav? Longitudinal rebar size o s s Equiv.No of Bars Area of steel 0.37 sq-In 0.36 sq-in 0.97 Okay Longitudinal rebar center-to-center spacing,max,in 10 00 In 4 Ea. Spacing 10.0 in O.C. 12.4 in O.C. 0.81 Okay Wall Shear Forces F S Load Comb Top wall V 0 lb NA Base wall V 1,978 lb 1 20+1,6H+1.6L+5S Max V 1,978 lb 1.20+1 6H+1.6L+55 Loc'n from top 8.00 ft Wall Moments F.S.. Load Comb Max pos 5,269 ft-lb 1.2D+1 6H+1.6L+55 Loc'n from top 8 00 ft Max neg. 0 ft-lb NA Loc'n from top NA Base wall M 5,269 ft-lb 1 20+1.6H+1.6L+,5S RetainCalcV2 02 xis 7/20/2015 G9 ConstructionCalc,Inc. C iTRUCTION RetainCalc v2.01 Job Name' t t50-p Wall I.D. 10'max cantilever,case 1 full gray. Other Info 7/20/2015 Soil Under Footing. Soil Type Class 5:Clay,sandy clay,silty clay,clayey silt,sill and sandy silt Soil bearing capacity,unfactored 1,500 psi Soil coefficient of friction NA Soil lateral sliding resistance,Cl.5 only. 130 psi Retained Soil Behind Wall Retained height,ft 10.00 ft Tot.wall ht, Vertical distance from retained soil to top of wall,ft 0.50 ft 10.50 ft Soil Type Granlvalr/day mix,dense 7 Moisture Content Mow' r Can lop of wall move slightly? Yes V Unit weight,pcf 130 pcf Angle of internal friction,degrees i 30 deg Depth to groundwater,if any,ft - Back-11ll angle,degrees to horiz. 5 deg Resistin Conditions In Front Of Wall Condition Console slab or asphall on top of footing,against wall V Soil lateral(passive)capacity,unfactored,psflfl depth 0 psf Unit weight of material over top of toe,pcf 145 pcf Depth of resisting soil,Dbf,Inches. 0.0 in If asphall or concrete on top of fig,thickness,inches 4.0 in Loads at To Of Wail _ Gravity loads: All gravity loads applied to lop of wail V If ledger,what is its width(eccentricity,horiz dim),in. Live.psf Dead,psf Trib Width.ft Live Dead Snow Roof(no snow) 20.0 psf 15.0 psf 20.00 ft Top w 400.0 pif 390.0 pit Loads From Conlin- Roof Snow(only) 25.0 psi 560.0 pif uous Members? No Floor 3 Loads Top V 0.0 ptf 0.0 pif Floor 2 Loads 40.0 psi 15.0 psf 7.50 ft Top v 300.0 pif 112.5 pit Floor 1 Loads 40.0 psi 15.0 psf 7.50 ft Top ip 300.0 pif 112.5 pit Wall Dead Load 10.0 psf 18.00 ft Top V 180.0 pll Other'par load and Mb width Top V 0.0 pIt 6.0 pit Other gravity loads,pif Descrip'n,opfi: Top + 0.0 pif Other gravity loads,phi Descrip'n,0041: Top r Subtotals,gravity loads,unfactored: 1,000 pif 705 pif 500 pif Additional Moments,ft-lb Clockwise,opposite of ledger-applied moment e Subtotals,moments,unfactored: 0 fit-lb 0 ft-lb 0 ftfb Surcharge Load Horiz distance from wall,b',ft. Horiz width of applied load,a',ft. Pressure of applied load,q',psf Earthquake Loading Seismic load? Zero seismic load 7 Reduce seismic loads? V Use 1/3 increase to allowable soil bearing? No Include wall weight in seismic force? No V RetainCalcV2_02xis 7/20/2015 Gib Horizontal seismic soil coefficient,khi 0.00 Vertical seismic sod coefficient,kvi 0.00 Wall Type Wall Type. Cantilever(not restrained at V Wall and Footing Construction-Cantilever and Braced Stability Eccentricity,"e" 0.2 in Wall' Concrete,normal weight T_Iv Allow soil press. 1,500 psi Wall compressive strength,psi, fc= 2500 Toe Soil press 1,280 psf F S Load Comb Okay? Compressive strength to use,psi I 2,500 psi 1 Heel soil press 1,227 psf 1.17 D+L+S Okay Wall thickness,in. e V Overturning 8,484 ft-lb Wall thickness to use,In 800 in Resisting 20,374 f1-lb 2.40 0+5 Okay Fob Footing width,ft 5.00 ft 60 0 in Sliding Force 2,337 lb Footing height,in 12 00 in Resisting NA NA D+L Okay Location of wall on footing Input your wn wail location V Heel props Wall Design Unity Load Comb Okay? Wall location to use,In 400 in i 120 In Max mom apld 10,291 ft-lb Footing compressive strength,fc 2,SOo psi U Moment allow 10,338 ft-lb 1.00 90+1E+1 6H Okay Key height,in 0001n Key width,in 000 In Shear appl'd' 3,090 lb Shear allow 12,577 lb 0.20 9D+IE+1 6H Okay Wall Reinforcement Provided Required Unity Wall rebar grade Grade w V Vert steel,min 0.44 sq-in 0.14 sq-In 033 Okay Vertical rebar size a s v Honz sll,spcg 18.0 In O.C. 10.3 In O.0 1.74 N.G. Number of rebar layers(mats) t v Min Read Length BY' Layer 1,vertical rebar location(depth) Edge,earth side ® Measured from Stub vertical embed In wall 36.0 in Layer 1,cover to use,In. 2 00 In Earth face Stub 90-degree bend In fooling 9,0 In Layer 1,vertical rebar center-to-center spacing,in. 12.00in Footing Design Layer 2,vertical rebar location(depth) N/A,no 2nd layer V Toe Unity Load Comb Okay? Layer 2,cover to use,In Tension on Bottom Layer 2,vertical rebar center-to-center spacing,in Moment appl'd 9,902 ft-lb Horizontal rebar size a 5 v Moment allow 9,954 ft-lb 0.99 'D+l 6H+1 6L+ Okay Horizontal rebar center-to-center spacing,in. 18.00 In Shear appl'd 5,327 lb Footing Reinforcement Shear allowed 6,750 lb O.79 'D+16H+16L+ Okay Fooling rebar grade Grade 50 ! Hook req'd? No Transverse rebar size r 5 v eel Number of rebar layers(mats) t v Tension on Bottom Layer 1,transverse rebar location Centered in wing vs Moment appl'd 1,284 ft-lb Layer 1,cover to use,In 4.19 in Moment allow 9,957 ft-lb 0.13 90+1E+1.6H Okay Layer 1,transverse rebar center-to-center spacing,in 12 0O In Shear appl'd 2,554 lb Layer 2,transverse rebar location N/A,no 2nd lave, V Shear allowed 6,750 lb 0.38 9D+1E+1.6H Okay Layer 2,cover to use,In. Hook req'd? No Layer 2,transverse rebar center-to-center spacing,in Lonoitud'I Stee Provided Required Unlly Okay? Longitudinal rebar size e 5 v Equiv No of Bars Area of steel 0.37 sq-in 0.36 sq-in 0 97 Okay Longitudinal rebar center-to-center spacing,max,in. 10 00 in 6 Ea Spacing 10.0 In O.0 12,4 in O.C. 0.81 Okay Wall Shear Forces F.S Load Comb Top wall V 0 lb NA Base wall V 3,090 lb 1 2D+1 6H+1.6L+.55 Max V 3,090 lb 1 2D+1 6H+1,6L+55 Loc'n from top 10.00 ft Wall Moments F S Load Comb Max pos. 10,291 ft-lb 1.2D+1.6H+1,6L+55 Loc'n from lop 10.00 ft Max neg. 0 ft-lb NA Loc'n from top NA Base wall M 10,291 ft-lb 1 2D+1.6H+1 6L+5S RetalnCalcV2_02 xis 7/20/2015 GI/ C0 I ��RUCTIONCALC RetainCalc ConstructionCalc,Inc. v2.01 Job Name tlt'p'(ep Wall I.D. 10'max cantilever,case 2,no gray. Other Info 7/20/2015 Soil Under Footing Soil Type roam 5.Clay,sandy clay,sllly clay,clayey sup silt and sandy sat m Soil bearing capacity,unfaclored 1,500 psf Soil coefficient of friction NA Soil lateral sliding resistance,CI 5 only. 130 psi Retained Soil Behind Wall Retained height,ft 10 00 ft Tot wall ht. Vertical distance from retained soil to top of wall,ft 0.50 fl 10 50 ft Soil Type r�meair/clay mix,dense v Moisture Content f Moist •' Can top of wall move slightly? yes V Unit weight,poll 130 pcf 1 Angle of Internal friction,degrees! 30 deg Depth to groundwater,II any,ft - Backfill angle,degrees to honz 5 deg Resisting Conditions In Front Of Wall Condition 1coeciete slab of asphalt on lop of!peeing,against wail s Soil lateral(passive)capacity,unfactored,psi/ft depth 0 psf Unit weight of material over top of toe,pcf I 145 pcf Depth of resisting soil,Dbf.Inches 0.0 In If asphalt or concrete on top of fig,thickness,Inches 9.0 In Loads at Top Of Wall Gravity loads I All gravlry bads appllm to top of wall o If ledger,what Is its width(eccenlnclly,honz dim),In Live.osf Dead oaf Trib Width fl Live Dead Snow Roof (no snow) 20.0 psf 15 0 psf 0.00 ft Top • 0 0 plf 0.0 plf Loads From Conlin- Roof Snow(only) 250 psf 0.0 plf uous Members? No • Floor 3 Loads sop s 0.0 pit 0 0 plf Floor 2 Loads 40 0 psf 15 0 psf 0.00 ft fop V o 0 plf 0 0 plf Floor 1 Loads 40.0 psf 150 psf 000 ft Top V 0.0 plf 00 plf Wall Dead Load 10.0 psf 0.00 ft Top • 00 plf Other'psf load and lob width !Top V 0,0 plf 0.0 plf , Other gravity loads,plf Descnp'n,opt) Top V 0.0 plf Other gravity loads,ph Descnp'n,opl'I. Top V Subtotals,gravity loads,unfactored 0 plf 0 plf 0 plf Additional Moments,ft-lb ciorkwiel opposes of ledger-applied moment. Subtotals,moments,unfactored. 0 ft-lb 0 ft-lb 0 ft-lb Surcharge Load Honz distance from wall,b'.ft Portz width of applied load,a',ft. Pressure of applied load,g',psf Earthquake Loading Seismic load? zero seismic load s Reduce seismic loads? • 112 Use 1/3 increase to allowable soil bearing? No a Include watt weight In seismic force? No RelainCalcV2_02 xis 7/20/2015 Horizontal seismic soil coefficient,kh 000 G 1 D-' Vertical seismic sot coefficient,kv 0 00 Wall Type Wall Type. cantilever(not restrained at top) V Wall and Footing Construction-Cantilever and Braced Stability Eccentnclly,'e" 7.91n Wall: concrete,normal weyt4 • Allow soil press 1,500 psf Wall compressive strength,psi, fc= Soo an Toe Soil press 1,456 psI F.S.. load Comb Okay? Compressive strength to use,psi I 2,500 psi I Heel soil press 168 psi 1.03 D+L+S Okay Wall thickness,in. a V Overturning 8,464 ft-lb Wall thickness to use,in. 6.001n Resisting 15,956 ft-lb 1.88 D+L Okay Footlno Fooling width.ft. 500 ft 600 in Sliding Force 2,337 lb Footing height,in 12 00 In Resisting NA NA D+L Okay Location of wall on footing input von own wan loomon s Heel groin Wall Design Unity Load Comb Okay? Wall location to use,in I 400 In I 12.0 in Max mom apld 10,291 ft-lb Footing compressive strength,fc 7,soo psi U Moment allow 10,246 ft-lb 6A0 .9D+1E+1 6H N.G. Key height,in. 0 00 in Key width,in 0001n Shear appl'd 3,090 lb re Shear allow 12,291 lb 0.23 9D+tE+1.6H Okay Wall Reinforcement Provided Required la Wall rebar grade Grade 60 o Verl steel,min 0.44 sq-In 0 14 sq-in 0.33 Okay Vertical rebar size x 6 • Horiz stl,spcg 18.0 in 0.C. 10.3 In O.0 1.74 ✓ N.G. Number of rebar layers(mats) 1 s Min Read Length OIL Layer 1,vertical rebar location(depth) edge,ea°side v Measured from Stub vertical embed in wall 36.0 In Layer 1,cover to use,In. 2 00 in Earth face Stub 90-degree bend in footing 9.0 In Layer 1,vertical rebar center-to-center spacing.In. 12.001n Footing Design Layer 2,vertical rebar location(depth) IN/A,no zna layer V 3 Unity Load Comb Okay? Layer 2,cover to use,In Tension on Bottom Layer 2,vertical rebar center-to-center spacing,In Moment appl'd 9,233 ft-lb Horizontal rebar size >5 • Moment allow 9,954 ft-lb 0.93 0+1.6H+1 6L+ Okay Horizontal rebar center-to-center spacing,in 16.00 in Shear appl'd 4,369 lb Footing Reinforcement Shear allowed 6,750 lb 0.65 'D+1 6H+1 6L+ Okay Footing rebar grade Grade 60 V Hook req'd? No Transverse rebar size a 5 • Heel Number of rebar layers(mats) 1 • Tension on Bottom Layer 1,transverse rebar location Centered In fooung i Moment appl'd 1,296 ft-lb Layer 1,cover to use,In. 4 19 in Moment allow 9,957 ft-lb 0.13 'D+1 6H+1.6L+ Okay Layer 1,transverse rebar center-to-center spacing,in 12 00 in Sheer appl'd 2,593 lb Layer 2,transverse rebar location N/A,no and layer V Shear allowed 6,750 lb 0.38 D+1 6H+1.6L+ Okay Layer 2,cover to use,in Hook req'd? No Layer 2,transverse rebar center-to-center spacing,in Lonoitud'I Stee Provided Reomred Unity Okay? Longitudinal rebar size n 5 • Equiv No of Bars: Area of steel 0.37 sgdn 0.36 sq-In 0.97 Okay Longitudinal rebar center-to-center spacing,max,In 1000 In 6 Ea Spacing 10.0 In O.C. 1241n O.C. 0.81 Okay Wall Shear Forces F_& Load Comb Top wall V 0 lb NA Base wall V 3,090 lb 1 2D+1.6H+1,6L+.55 Max V 3,090 lb 1,2D+1 6H+1 6L+5S Loc'n from top 10.00 ft Wall Moments FS Load Comb Max pos. 10,291 ft-lb 120+1 6H+1 6L+5S Loc'n from lop 10.00 ft Max neg 0 ft-lb NA Loc'n from lop NA Base wall M 10,291 ft-lb 1 20+1.6H+1 BLISS RetainCalcV2_02 xis 7/20/2015 Gib C RUCTIoNCALC RetainCalc Constrt�ctionCalc,Inc. / v2 01 •�Job Name (560.1 Wall 1.0, 4 4'max braced. Other Info 7/21/2015 Soil Under Footing Soil Type Class s:Clay,sandy clay,silty clay,clayey silt,silt and sandy slit V Soil bearing capacity,unfaclored I 1,500 psf Soil coefficient of friction NA Soil lateral sliding resistance,CI.5 only. I 130 psf Retained Soil Behind Wall • Retained height,ft 4.00 ft Tot.watt hi Vertical distance from relarned soil to tap of wall,ft 0.5011 4.50 ft Soil Type Granlualr/clay mix,dense V Moisture Content Moist Can top of wall move slightly? Yes V Unit weight,pcf 130 pcf Angle of Internal friction,degrees; 30 deg Depth to groundwater,If any,ft - BackTlll angle,degrees to horz. 5 deg Resisting Conditions In Front Of Wall Condition Concrete slap or asphalt on top of tooting,against wall Soft lateral(passive)capacity,unfaclored,psf/ft depth 0 psf Unit weight of material over top of toe,pcf I 145 pc( I Depth of resisting soil,Dbf,inches. 0.0 in If asphalt or concrete en top of ftg,thickness,Inches 4.0 In Loads at Top Of Wall Gravity loads:�II gravity loads applied to top of wall f if ledger,what is its width(eccentricity,horn dim),in, Live.os( Dead,psf Trib Width.ft Live Dead Snow Roof (no snow) 20.0 psf 15.0 psf 20.00 ft Top V 400.0 pif 300.0 plf Loads From Conlin- Roof Snow(only) 25.0 psf 500.0 pif uous Members? No V Floor 3 Loads Top V 0.0 pif 0.0 pif Floor 2 Loads 40,0 psi 15.0 psf 7.50 ft Top V 300.0 pit 112.5 pif Floor 1 Loads 40.0 psf 15.0 psf 7.59 ft Top v 300.0 plf 112.5 pif Wall Dead Load 10.0 psf 18.00 ft Top J V 180.0 pit Other'per load and trib width Top V 0.0 pif 0.0 pIt Other gravity loads,pif ❑escrip'n,opl'l: Top V I 0.0 pi( Other gravity loads,p11 Oescdp'n,opt?: Top V Subtotals,gravity loads,unfaclored: 1,000 pif 705 pH 500 pH Additional Moments,ft-lb Cluckwtse:opposite or ledger-applled moment. Subtotals,moments,unfaclored: 0 ft•lb 0 ft-lb 0 ft-lb Surcharge Load Horiz distance from wall,b',ft Horiz width of applied load,a',ft, Pressure of applied load,q',psf Earthquake Loading Seismic load? Zero seismic load V Reduce seismic loads? - V Use 1/3 increase to allowable soil bearing? No V Include wall weight In seismic force? No V RetainCalcV2 02.x1s 7121/2015 Horizontal seismic soil coefficient,khl 00D - C i 4 Vertical seismic soil coefficient,kvi 000 I I Wall TYPO Wall Type: Braced,idea(momenereseiing)at base Wall and Footing Construction-Cantilever and Braced Stability Eccentricity,"e" 0.0 In Wall' Concrete,nomral weight r-sI Allow soil press 1,500 psf Wall compressive strength,psi, fc= )Soo a Toe Soil press 1,491 psf ES Load Comb Okay? Compressive strength to use,psi 2,500 psi j Heel soil press 1,496 psf 1.00 D+L+S Okay Wall thickness,In re s Overturning NA Wall thickness to use,In 6 00 In Resisting NA NA NA Okay Footing. Fooling width,0 2 30 ft 27.6 in Sliding Force 383 lb Fooling height,In. 9.001n Resisting NA NA D+L+S Okay Location of wall on fooling Input your own walllocaton 0 Heel proj'n Wall Design in Load Comb Okay? Wan location to use,In I 11 4 in j 10 3 In Max mom apld -175 ft-lb Fooling compressive strength,fc 2,5go psi U Moment allow -3,817 tt-lb 0.05 90+1E+1 6H Okay Key height,in. 0.00 In Key width,In 0 00 In Shear appl'd 437 lb Shear allow 3,118 lb 0.01 90+1E+1 6H Okay Wall Reinforcement Provided Required Unlly Waif rebar grade Grade 60 V Vert steel,min 0.10 sq-in 0.09 so-In 0.86 Okay Vertical rebar size a 4 s Horiz sill,spcg 18.0 in 0.C. 11.1 In D.C. 1.62 N.G. Number of rebar layers(mats) r s Min Read Length Layer 1,vertical rebar location(depth) Centered m wail s Measured from Stub vertical embed In wall 24 0In Layer t,cover to use,In. 3 63 In Toe face Stub 90-degree bend In foaling 6.0 In Layer 1,vertical rebar center-to-center spacing,in 24.00 In Max allowed per Footing Design Layer 2,vertical rebar location(depth) N/A,no end layer I IF I per ACI=10" Toe Unity Load Comb Okay? Layer 2,cover to use,in Tension on Bottom Layer 2,vertical rebar center-to-center spacing,in Moment appfd 1,021 ft-lb Horizontal rebar size a • Moment allow 2,535 N-lb 0.40 '0+1 6H+1 6L+ Okay Horizontal rebar center-to-center spacing,In 18 00 In Shear appl'd 2,449 lb Footing Reinforcement Shear allowed 5,1751b 047 '0+1.6H+1.6L+ Okay Footing rebar grade Grade 60 V Hook req'd? Yes 6-In,min. Transverse rebar size a 4 v dpiaj Number of rebar layers(mats) t v Tension on Top Layer 1,transverse rebar location eaters,minimum cover,3' V Moment appl'd 415 ft-lb Layer 1,cover to use,In. 300 In Moment allow 1,410 ft-lb 0.29 '0+1 6H+1 6L+ Okay Layer 1,transverse rebar center-to-center spacing,in 24 0D in Shear appl'd 964 lb Layer 2,transverse rebar location N/A,no lad layer V Shear allowed 2,925 lb 0.33 '0+1 6H+1 6L+ Okay Layer 2,cover to use,in Hook req'd? No Layer 2,transverse rebar center-to-center spacing,In Lonoltud'I Slee Provided Required Uni Okav? Longitudinal rebar size e 1 s Equiv No of Bars. Area of steel 0.22 sq-in 0.22 sq-in 0.99 Okay Longitudinal rebar center-to-center spacing,max,in 11 00 in 2 Ea Spacing 11.0 In 0.0 12.1 in 0.0 0.91 Okay Wall Shear Forces ES Load Comb Top wall V 58 lb 1.2DH.6H+1.6L+5S Base wall V 437 lb 1 2D+1 6H+1 6L+5S Max V 437 lb 1.2D+1.6H+1 6L+.5S Loc'n from top 3.20 fr Wall Moments F S Load Comb Max pos. 178 ft-lb 1.2D+1.6H+1.6L+55 Loc'n from top 3.10 ft Max neg -175 ft-lb 1.20+1 6H+1 6L+.55 Loc'n from lop 4 00 ft Base wall M -175 ft-lb 1 20+1 6H+1 6L+5S RelainCalcV2_02.xis 7/21/2015 r, {5 C S‘RUCTION ACC" RetainCalc ConstructionCalc,Inc. 1' v2.01 doh Name '€1,e9oi b Wall I.D. 6'max braced. Other Info 7/21/2015 Soil Under Footing Soil Type Class 5:Clay,sandy clay,silty clay,clayey sill,slit and sandy silt V I Solt bearing capacity,unfaclored 1,500 psf l Soil coefficient of friction NA Soil lateral sliding resistance,Cl.5 only. 130 psf Retained Soil Behind Wall Retained height,ft 6.00 ft Tot.wait hl. Vertical distance from retained soil to top of wall,ft 0.50 ft 6.50 f1 Soil Type Granialr!clay mh,dense 'tW Moisture Content moist Can top of wall move slightly? Yes V Unit weight,pcf 130 pcf Angle of internal friction,degrees I 30 deg Depth to groundwater,If any,ft - Backliill angle,degrees to horiz. 5 deg Resistln Conditions In Front Of Wall Condition Concrete slab or asphalt on top of rooting,against wall r Soil lateral{passive)capacity,unfaclored,psf/ft depth 0 psf l Unit weight of material over top of toe,pcf 145 pcf Depth of resisting soil,Dbf,Inches. 0.0 in It asphalt or concrete on top of ftg,thickness,inches 4.0 In Loads at Top Of Wall Gravity loads: All gravity loads applied to top of wall �7 If ledger,what Is its wldlh(eccentricity,horiz dim),in. Liva'os1 Dead,osf Trib Width.ft Live Dead Snow Roof (no snow) 20.0 psf 15.0 psf 20.00 ft Top V 400.0 pH- 300.0 plf Loads From Contin- Roof Snow(only) 25.0 pet 500.0 pit uous Members? No Floor 3 Loads Top V 0.0 plf 0.0 plf Floor 2 Loads 40.0 psf 15.0 psf 7.50 ft Top V 300.0 pit 112,5 plf Floor 1 Loads 40.0 psf 15,0 psf 7.50 ft Top v 300.0 plf 112.5 Of Wall Dead Load 10.0 psf 18.00 ft Top V 180.0 oft Other'psf load and 1rib width Top V 0,0 ph 0,0 plf Other gravity loads,plf Descdp'n,opt'I: Top V 0.0 plf Other gravity loads,p11 Deecrip'n,opl'I: Top s Subtotals,gravity loads,unfaclored: 1,000 pif 705 Of 500 pif Additional Moments,ft-lb Clockwise:opposite or ledger-npptled moment. 7 Subtotals,moments,unfactored: 0 ft-113 0 ft-lb 0 ft-lb Surcharge Load Horiz distance from wall,b',ft. Horiz wldlh of applied load,a',ft. Pressure of applied load,q',psf Earthquake Loading Seismic load? Zero selsmk load V Reduce seismic loads? - Use 113 increase to allowable soil bearing? No V Include wall weight in seismic force? No V RelalnCalcV2_02,xls 7/21/2015 C Rs 1 Horizontal seismic soli coefficient,kh) 0.00 1 Vertical seismic soil coefficient.kvl 0.00 Wall Type Wall Type Braced,sued(moment'a bong)at base V Wall and Footing Construction-Cantilever and Braced Stability Eccentricity,"e" 0.1 in Wall: Concrete,normal weight Br Allow soil press 1,500 psf Wall compressive strength,psi, fc m 2500 s Toe Soil press 1,491 psf F S Load Comb OkaN Compressive strength to use,psi 1 2,500 psi 1 Heel soil press 1,445 psf 1.01 D+L+S Okay Wall thickness,In 6 s Overturning NA Wall thickness to use,in 6.00 in Resisting NA NA NA Okay Fooling' Footing width,ft 2.83 ft 34 0 in Sliding Force 768 lb Footing height,in 9 00 in Resisting NA NA D+L+S Okay Location of wall on footing input your own wall Beaten • Heel projn Wall Design Uod Load Comb Okay? Wall location to use,in i 16.0 In 1 120 In Max mom apld 626 ft-lb Footing compressive strength,fc 2,500 psi U Moment allow 1,310 ft-lb 0.48 .90+1E+1 6H Okay Key height,in 000In Key width,in 0001n Shear appl'd 973 lb Shear allow 4,076 lb 0.14 .9D+1E+1.6H Okay Wall Reinforcement Provided Required UaIy Wall rebar grade Grade 60 sr Vert steel,min 0.13 sq-in 0.09 sq-in 0.65 Okay Vertical rebar size a 4 s Horiz sll,spcg 18.0 in O.C. 11.1 In O.C. 1.62 N.G. Number of rebar layers(mats) t s Min Read Length Layer 1.vertical rebar location(depth) Centered la wall • Measured from Slub vertical embed in wall 24.0 In Layer 1,cover to use,In 3 63 in Toe face Stub 90-degree bend In fooling 6.0 In Layer 1,vertical rebar center-to-center spacing,In. 18.00 in Footing Design Layer 2,vertical rebar location(depth) N/A,no 2nd layer s Toe Unity Load Comb Okay? Layer 2,cover to use,in Tension on Bottom Layer 2.vertical rebar center-to-center spacing,In Moment appl'd 1,993 ft-lb Honzonlal rebar size a e • Moment allow 3,356 ft-lb 0.59 iD+1 6H+1 6L+ Okay Honzonlal rebar center-to-center spacing,in. 18 00 in Shear appl'd 3,391 lb FootinQReinforcement Shear allowed 5,175 lb 0.66 10+1.6H+16L+ Okay Fooling rebar grade Grads to • Hook req'd? Yes 6-In,min. Transverse rebar size or 4 • Hpit Number of rebar layers(mats) 1 • Tension on Bottom Layer 1,transverse rebar location Bottom,minimum cover,3" V Moment appl'd 544 ft-lb Layer 1,cover to use,In. 300 in Moment allow 3,358 ft-lb 016 .90+1 E+1.6H Okay Layer 1,transverse rebar center-to-center spacing,in 18.00 In Shear appl'd 973 lb Layer 2,transverse rebar location N/A,no 2nd layer • Shear allowed 5,175 lb 0.19 .9D+1E+1.6H Okay Layer 2,cover to use,in Hook req'd? No Layer 2,transverse rebar center-to-center spacing,in. Lonollud'I Sloe Provided Required Unity Okay? Longitudinal rebar size a 4 s Equly No of Bars Area of steel 0.24 sq-In 0.22 sq-in 0.90 Okay Longitudinal rebar center-to-center spacing.max,in. 10.00 in 3 Ea Spacing 10.0 In O.0 13.31n 0.C. 0.75 Okay Wall Shear Forces F S Load Comb Top wall V 139 lb 1.20+1 6H+1.6L+.55 Base wall V 973 lb 1 2D+I.6H+1.6L+.5S Max V 973 lb 1 20+1 6H+1 6L+5S Loc'n from top 4.65 ft Wall Moments F S. Load Comb Max pos. 626 ft-lb 1 20+1 6H+1.6L+58 Loc'n from lap 4.50 ft Max neg -812 ft-lb 1 2D+1 6H+1.6L+.5S Loc'n from top 6,00 ft Base wall M -812 ft-lb 1.20+1 6H+1 6L+.55 RetainCalcV2_02 xis 7/21/2015 (7 C CAIs3RUCTIQNCACC RetainCaic ConstructionCalc,Ioc. r,;,.o�, d2.07 Job Name Wall I.D. 8'max braced. Other Info 7/21/2015 Soil Under Footing Soil Type Crass 5:Gay,sandy clay,silty clay,clayey silt,slit and sandy silt V Soil bearing capacity,unfaclored 1,500 psf Soil coefficient of friction NA Soil lateral sliding resistance,Cl.5 only. 130 psf Retained Soil Behind Wall Retained height,ft 8.00 ft Tot.wall ht. Vertical distance from retained soil to top of wall,ft 0.50 ft 8.50 ft Soil Type Granloalr i clay mix,dense V Moisture Content Mots) I� Can top of wall move slightly? Yes i Unit weight,poll 130 pcf Angle of Internal friction,degrees! 30 deg Depth to groundwater,if any,fl - Backfill angle,degrees to horiz. 5 deg Resistin9 Conditions In Front Of Wall Condition Concrete slab or asphalt on top of footing,against wall V Soil lateral(passive)capacity,unfaclored,psf/ft depth 0 psf Unit weight of material over lop of toe,pet I 145 pcf j Depth of resisting soli,Dbf,inches. 0.0 in II asphalt or concrete on top of ftg,thickness,inches 4.0 in Loads at Top Of Wall Gravity loads: All gravity loads applied to top or wall i If ledger,what is its width(eccentricity,horiz dim),In. Live.psf Dead,psi Trlb Width,ft Live Dead Snow Root (no snow) 20.0 psf 15.0 psf 20.00 ft Tap 400.0 pif 300.0 pif Loads From Gonl n- Roof Snow(only) 25.0 psi 500.0 pif uous Members? No Floor 3 Loads Top V 0.0 pit 0.0 pit Floor 2 Loads 40.0 psf 15.0 psi 7.50 ft Top mr 300.0 pif 112.5 pif Floor 1 Loads 40-0 psf 15.0 psf 7.50 ft Top v 300,0 pif 112.5 pif Wall Dead Load 10.0 psf 18.00 ft Top V 180.0 pit Other'psi'load and trib width Top V 0.0 pif 0.0 pif Other gravity loads,phi Descrip'n,opet: Top V 0.0 plf Other gravity loads,phi ❑escdp'n,opt'r Top V Subtotals,gravity loads,unfaclored: 1,000 p1f 705 pif 500 pit Additional Moments,ft-lb Clockwise:opposite of ledger-applied moment. V Subtotals,moments,unfaclored: Oft-lb 0 ft-lb 0 ft-lb Surcharge Load Horiz distance from wall,b', Horiz width of applied load,a',ft. Pressure of applied load,q',psf Earthquake Loading Seismic load? Zero seismic load V Reduce seismic loads? - V Use 1/3 increase to allowable soft bearing? No Include wall weight in seismic force? No V RelainCalcV2 02.xls 7/21/2015 ,Horizontal seismic soil coefficient,khl 000 I Vertical seismic soil coefficient,kvl 000 1 Wall Type Wall Type Braced,axed(mome,mrezlzung)at base s Wall and Footing Construction-Cantilever and Braced Stability Eccentricity,"e" 01 In WAIL concrete,normal weight a Allow soil press 1,500 psf Wall compressive strength,psi, fc= 250o U Toe Soil press 1,497 psf F.S Load Comb Okay? i Compressive strength to use,psi I 2,500 psiI Heel soil press 1,438 psf 1 00 O+L+S Okay Wall thickness,In. 6 Led Overturning NA Wall thickness to use,in 800 In Resisting NA NA NA Okay F0 Footing width,6. 3 50 ft 42 0 in Sliding Force 1,310 lb Fooling height,In 10.00 in Resisting NA NA D+L+S Okay Location of wall on footing snout your awn wall location a Heel profn Wall Design 'lofty Load Comb Oka Wall location to use,in I 22 0 In I 12,0 in Max mom apld -2,180 ft-lb Fooling compressive strength,fc 2,500 psi a I Moment allow -2,434 ft-lb 0.90 .9D+1E+1.6H Okay Key height,In. 0 OD In Key width,in 0.00 m Shear appl'd 1,721 lb Shear allow 4,218 lb 0.31 90+1E+1 6H Okay Wall Reinforcement Provided RequiredUnity Wall rebar grade Grade 60 V Vert steel,min 0.13 sq-In 0.12 sq-in 0.86 Okay Vertical rebar size s, a Horiz stir spcg 18.0 In O.C. 8.3 In O.C. 216 N.G. Number of rebar layers(mats) 1 I a Min Reo'd Length aIC r Layer 1,vertical rebar location(depth) Centered in wall wrMeasured from Stub vertical embed In wall 24.0 In Layer 1,cover to use,In. 3.63 in Toe face Stub 90-degree bend in footing 6.0 In Layer 1,vertical rebar center-to-center spacing,in 18.001n Footing Design Layer 2,vertical rebar location(depth) N/A,no and layer i The Uo0 Load Comb Okay? Layer 2,cover to use,in Tension on Bottom Layer 2,vertical rebar center-to-center spacing,In Moment appl'd 3,712 ft-lb Horizontal rebar size x 4 a Moment allow 3,956 ft-lb 0.94 'D+1.6H+1.6L+ Okay Horizontal rebar center-to-center spacing,in 18.00 In Shear appl'd 4,603 lb Footing Reinforcement Shear allowed 6,075 lb 0.76 'Del 6H+16L+ Okay Footing rebar grade Grade 60 s Hook req'd? Yes 6-in,min Transverse rebar size /4 a Heel Number of rebar layers(mars) 1 a Tension on Bottom Layer 1,transverse rebar location Bottom,minimum rarer,3" V Moment appl'd 857 fl-lb Layer 1,cover to use,In 300 In Moment allow 3,958 ft-lb 0.22 9D+1 E+1 6H Okay Layer 1,transverse rebar center-to-center spacing,in. 18 00 in Shear appl'd 1,610 lb Layer 2,transverse rebar location N/A,no snd layer V Shear allowed 6,095 lb 0.26 9D+1 E+1 6H Okay Layer 2,cover to use,in. Hook req'd? No Layer 2,transverse rebar center-to-center spacing,in Longltud'I Stela Provided Required Unity Okay? Longitudinal rebar size e 5 a Equiv.No of Bars: Area of steel 0.31 sq-in 0.30 sq-In 0.97 Okay Longitudinal rebar center-socenter spacing,max,in 12.00 In 3 Ea. Spacing 12.0 in O.C. 12.4 In O.C. 0.97 Okay 4)-Fta'-" Wall Shear Forces F_S. Load Comb Top wall V 257 lb 1 20+1 6H+1 6L+5$ Base wall V 1,721 lb 1 20+1.6H+1 6L+5S Max V 1,721 lb 1 2D+1.6H+1 6L+.5S Loin from top 6.00ft Wall Moments F_S Load Comb Max pas 1,488 ft-lb 1 2D+1.6H+1 6L+,5S Loc'n from lop 5.80 ft Max neg -2,180 ft-lb 1 2D+1.6H+1 6L+.56 Loon from top 8.00 ft Base wall M -2,180 ft-lb 1.20+1 6H+1 6L+.55 RetalnCalcV2_02 xis 7/21/2015 G 19 Le STRUCTIONJCALC RetainCalc ConstructionCa�c,Inc. g� v2.01 Job Name 't{561 Wall I.D. 10'max braced. Other Info 7/21/2015 Soil Under Footing Soil Type Class 5:Clay,sandy clay,silly clay,clayey silt,silt and sandy silt 7 Soil bearing capacity,unfactored 1,500 psi Soil coefficient of friction NA Soli lateral sliding resistance,CI.5 only. I 130 psf Retained Soil Behind Wall Retained height,ft 10.00 f1 Tot.wall ht. Vertical distance from retained soil to top of wall,ft 0.50 ft 10.50 ft Soil Type Granlualr I clay mix,dense s Moisture Content t4olsl V Can lop of wall move slightly? Yes V Unit weight,pcf 130 pcf Angle of Internal friction,degrees 30 deg I Depth to groundwater,if any,ft - Backfill angle,degrees to horiz. 5 deg Resisting Conditions In Front Of Wall Condition I Concrete slab or asphalt on lop of footing,against wall V Soil lateral(passive)capacity,unfactored,pstlit depth 0 psf Unit weight of material over top of toe,pcf I 145 pcf Depth of resisting soil,Dbf,inches. 0.0 In If asphalt or concrete on top of fig,thickness,Inches 4.0 in Loads at Top Of Wall Gravity loads: As gravity loads applied to top of wall V If ledger,what is its width(eccentricity,horiz dim),in. Live,tel Dead,psf Trlb Width.ft Live Pead Snow Roof (no snow) 20.0 psi 15.0 psf 20.00 ft .Top V 400.0 plf 300.0 pit Loads From Carlin- Roof Snow(only) 25.0 psi 500.0 pit uous Members? No 7 Floor 3 Loads Top V 0.0 plf 0.0 plf Floor 2 Loads 40.0 psf 15.0 psf 7.50 tt Top V 300.0 pit 112,5 plf Floor 1 Loads 40.0 psf 15.0 psf 7.50 ft Top 300.0 plf 112.5 plf Wail Dead Load 10.0 psf 18.00 it Top V 180.0 pit Other'psf load and trhb width Top V 0.0 Of 0.0 plf Other gravity loads,pit Descrlp n,opft: Top V 0.0 pit Other gravity loads,p11 Descrip'n,opl'l: Top V Subtotals,gravity loads,unfactored: 1,000 plf 705 plf 500 plf Additional Moments,ft-lb clakw5e:opposite of ledgerapplied moment, 7 Subtotals,moments,unfactored: O ft-lb O ft-lb O ft-lb Surcharge Load Herfs distance from wall,b',ft. Hertz width of applied load,a',ft. Pressure of applied load,p',psf Earthquake Loading Seismic load? Zero seismic load V Reduce seismic hoods? • V Use 1/3 increase to allowable soil bearing? Include wall weight in seismic force? No V RetalnCatcV2_02.xls 7121/2015 C.,Horizontal seismic sot coefficient,khI 0.00 1 Vertical seismic soil coefficient,kvl 000 Wall Type Wall Type eased,fixed(moment-resisting)at base i Wall and Footing Construction-Cantilever and Braced Stability Eccentricity,"e" -0.1 in WAIL [Concrete,corset weight n Allow soil press 1,500 psf Wall compressive strength,psi, fc= 2500 - Toe Soil press 1,435 psf F S. Load Comb Okay' I Compressive strength to use,psi ` 2,500 psi Heel soil press 1p52 psf 1.03 D+L+S Okay Wall thickness,in e s Overturning NA Wall thickness to use,In. 8 00 in Resisting NA NA NA Okay Footing: Fooling width.ft 500 fl 60.0 In Sliding Force 2,025 lb Footing height,In. 12 00 In Resisting NA NA O+L+5 Okay Location of wall on footing Inlaid your own wail Watron • Heel proi'n Wall Design Unity Load Comb Okay? Wall location to use,In. 31 0 In 1 21 0 in Max mom apld -4,554 ft-lb Footing compressive strength.fc I7,500 psf I.1 Moment allow 4,808 ft-lb 0.95 9D+1 E+1.6H Okay Key height,in, 000 in Key width,In 0.00 In Shear appl'd 2,680 lb Shear allow 8,423 lb 0.26 9O+1E+1 6H Okay Wall Reinforcement Provided RZe2 Unity Wall rebar grade [ade 60 V Vert steel,min 0.29 sq-In 0,14 sq-in 0.50 Okay Vertical rebar size a s w Hertz stl,spcg 18.0 in O.C. 10.3 In O.0 1.74 N.G. Number of rebar layers(mats) t ® Min Req'd Length Layer 1,vertical rebar location(depth) cenered in watt ! Measured from Stub vertical embed in wall 30.0 In Layer 1,cover to use,in 3 63 In Toe face Stub 90-degree bend In footing 7.51n Layer 1,vertical rebar center-to-center spacing,in 1300 in Footing Design Layer 2,vertical rebar location(depth) NIA,no end layer V Toe Unitvr Load Comb Okay? Layer 2,cover to use,In. Tension on Bottom Layer 2,vertical rebar center-to-center spacing.In. Moment appi'd 6,702 ft-lb Horizontal rebar size as s Moment allow 9,225 ft-lb 0.73 D+16H+1.6L+ Okay Horizontal rebar center-to-center spacing,in 18 00 in Shear appl'd 5,956 lb Footing Reinforcement Shear allowed 6,750 lb 0.88 '3+16H+16L+ Okay Footing rebar grade bade 60 V Hook regal No Transverse rebar size a 5 • Heel Number of rebar layers(mats) 1 J Tension on Bottom Layer 1,transverse rebar location centered In footing V Moment appl'd 5,338 ft-lb Layer 1,cover to use.In. 4.19 in Moment allow 9,225 ft-lb 0.58 9D+1E+1.6H Okay Layer 1,transverse rebar center-to-center spacing,In. 13.00 in Shear appl'd 5,838 lb Layer 2,transverse rebar location NIA,no end layer I-q Shear allowed 6,750 lb 0.86 .9D+1E+1.6H Okay Layer 2,cover to use,in. Hook raid, No Layer 2,transverse rebar center-to-center spacing,in Longllud'I Stee Provided Required Unity Okay? Longitudinal rebar size ONO Equiv No of Bars: Area of steel 0.37 sq-In 0.36 sg-ln 0.97 Okay Longitudinal rebar center-to-center spacing,max,In. 10 00 in 6 Ea. Spacing 10.0 In O.C. 12 4 In 0 C. 0.81 Okay Wall Shear Forces F.S.. Load Comb Top wall V 410 lb 1 2D+1,6H+1.6L+5S Base wall V 2,680 lb 120+1.6H+1.6L+,55 Max V 2,680 lb 1 20+1 6H+1 6L+5S Loin from top 7.25 ft Wall Moments F.S., Load Comb Max pos 2,869 ft-lb 1 20+1 6H+1 6L+58 Loeb from top 7.00 ft Max neg 4,554 ft-lb 1.2D+1 6H+1 6L+5S Loon from top 1000 ft Base wall M -4,554 ft-lb 1,20+1 6H+1 6L+55 RelalnCalcV2 02 xis 7/21/2015 1-19 l �� Planning, Community, & Economic Development Department PO Box 547, Anacortes, WA 98221 PH: 360.299.1984 13 Elements of SWPPP (C;-natruction Stormwater Pollution Preventb n Plan) Please check off boxes to show that each element has been read and understood.Provide details where applicable and if certain aspects are unnecessary or exempt,clearly justify. Details of the 13 Elements and the correlating BMVIPs are listed on Pg.236 of the 2014 Stormwater Management Manual for Western Washington(SWMMWW).A link is provided on the City of Anacortes website,under Planning, Community, & Economic Development Department,as well as under Stormwater on the Engineering Division of Public Work's page. Owner Name: ( i.'. Kt'Ai J Site Address:_£ Prepared By: �a ' ; ' . r44;e617 I lc The Stormwater checklist or building permit determined that: 0 The 13 elements must be addressed for ❑ These elements must be addressed for construction activity adding under 2,000 construction activity adding 2,000 sq.ft. sq.ft.of hard surface area. or more of hard surface area. This means that an attached narrative and site plan are required with this document. Under each element, ex.,lain the best management practices ` MPS)used or jcstiff reasoning for those that will nit be used. if needed, please attach a narrative tt.further explain plans r justification. Exagft C 1-1), . t- ELEMENT 1: Preserve Vegetation/Mark Clearing Limits ❑ Before beginning land disturbing activities, including clearing and grading,clearly mark all clearing limits,sensitive areas and their buffers,and trees that are to be preserved within the construction area. ❑ Retain the duff layer, native top soil,and natural vegetation in an undisturbed state to the maximum degree practical. Page 1of8 March, 2017 ELEME •'T 2:Establish Construction Access ❑ Limit construction vehicle access and exit to one route,if possible. ❑ Stabilize access points with a pad of quarry spans,crushed rock,or other equivalent BMPs,to minimize tracking onto roads. ❑ Locate wheel wash or tire baths on site, if the stabilized construction entrance is not effective In preventing tracking sediment onto roads. ❑ If sediment is tracked off site, clean the affected roadway thoroughly at the end of each day,or more frequently as necessary(ex:wet weather). Remove sediment from roads by shoveling, sweeping,or pick up and transport the sediment to a controlled sediment disposal area. ❑ Conduct street washing only after sediment is removed in accordance with the above bullet. ❑ Control street wash wastewater by pumping back on site or otherwise preventing it from discharging into systems tributary to waters of the State. ELEMENT 3: Control Flow Rates ❑ Protect properties and waterways downstream of development sites from erosion and the associated discharge of turbid waters due to increases in the velocity and peak volumetric flow rate of stormwater runoff from the project site. 0 Where necessary to comply with the bullet above,construct stormwater retention or detention facilities as one of the first steps in grading.Assure that detention facilities function properly before constructing site improvement(e.g. impervious surfaces). ❑ If permanent infiltration ponds are used for flow control during construction,protect these facilities from siltation during the construction phase. ELE ENT 4 Install Sediment Controls ❑ Design,install,and maintain effective erosion controls and sediment controls to minimize the discharge of pollutants. ❑ Construct sediment control BMPs(sediment ponds,traps,filters,etc.)as one of the first steps in grading.These BMPs shall be functional before other land disturbing activities take place. ❑ Minimize sediment discharges from the site.The design, installation and maintenance of erosion and sediment controls must address factors such as the amount,frequency, Intensity and duration of precipitation,the nature of resulting stormwater runoff,and soil characteristics, including the range of soil particle sizes expected to be present on the site. O Direct stormwater runoff from disturbed areas through a sediment pond or other appropriate sediment removal BMP, before the runoff leaves a construction site or before discharge to an Page 2 of B March, 2017 infiltration facility. Runoff from fully stabilized areas may be discharged without a sediment removal BMP,but must meet the flow control performance standard in Element#3,bullet#1. ❑ Locate BMPs intended to trap sediment on-site in a manner to avoid interference with the movement of juvenile salmonids attempting to enter off-channel areas or drainages. ❑ Provide and maintain natural buffers around surface waters,direct stormwater to vegetated areas to increase sediment removal,and maximize stormwater infiltration. ❑ Where feasible,design outlet structures that withdraw impounded stormwater from the surface to avoid discharging sediment that is still suspended lower in the water column. ELEMENT 5: Stabilize Soils ❑ Stabilize exposed and unworked soils by application of effective BMPs that prevent erosion. Applicable BMPs include,but are not limited to:temporary and permanent seeding,sodding, mulching,plastic covering,erosion control fabrics and matting,soil application of polyacrylamide(PAM),the early application of gravel base early on areas to be paved,and dust control. ❑ Control stormwater volume and velocity within the site to minimize soil erosion. ❑ Control stormwater discharges, including both peak flow rates and total stormwater volume,to minimize erosion at outlets and to minimize downstream channel and stream bank erosion. ❑ Soils must not remain exposed and unworked for more than the time periods set forth below to prevent erosion. o During the dry season(May 1—Sept 30):7 days o During the wet season(Oct 1 Apr 30):2 days ❑ Stabilize soils at the end of the shift before a holiday or weekend if needed based on the weather forecast. ❑ Stabilize soil stockpiles from erosion, protect with sediment trapping measures,and where possible, be located away from storm drain inlets,waterways,and drainage channels. ❑ Minimize the amount of soil exposed during construction activity. ❑ Minimize the disturbance of steep slopes. ❑ Minimize soil compaction and, unless infeasible, preserve topsoil. ELEMENT 6: Protect Slopes ❑ Design and construct cut-and-fill slopes in a manner to minimize erosion.Applicable practices include, but are not limited to, reducing continuous length of slope with terracing and diversions, reducing slope steepness,and roughening slope surfaces(Ex:track walking). Page 3 of March, 2017 ❑ Divert off-site stormwater(run-on)or ground water away from slopes and disturbed areas with interceptor dikes,pipes,and/or swales.Off-site stormwater should be managed separately from stormwater generated on the site. D At the top of slopes,collect drainage in pipe slop drains or protected channels to prevent erosion. o 'Temporary pipe slope drains must handle the peak volumetric flow rate calculated using a 10-minute time step from a Type 1A, 10-year,24-hour frequency storm for the developed condition.Alternatively,the 10-year, 1-hour flow rate predicted/indicated by an approved continuous runoff model,increased by a factor of 1.6,may be used.The hydrologic analysis must use the existing land cover condition for predicting flow rates from tributary areas outside the project limits.For tributary areas on the project site, the analysis must use the temporary or permanent project land cover condition, whichever will produce the highest flow rates. If using the Western Washington Hydrology Model(WWHM)to predict flows,bare soil areas should be modeled as "landscaped"area. o Where 15-minute time steps are available in an approved continuous runoff model,they may be used directly without a correction factor. O Place excavated material on the uphill side of trenches,consistent with safety and space considerations. ❑ Place check dams at regular intervals within constructed channels that are cut down a slope. ❑ Consider soil types and its potential for erosion. O Stabilize soils on slopes, as specified in Element 5. ❑ BMP combinations are the most effective method of protecting slopes►with disturbed soils.Ex: Use both mulching and straw erosion control blankets. ELEMENT 7: Protect Drain inlets ❑ Protect all storm drain inlets made operable during construction so that stormwater runoff does not enter the conveyance system without first being filtered or treated to remove sediment. D Clean or remove and replace inlet protection devices when sediment has filled one-third of the available storage(unless a different standard is specified by the product manufacturer). D Where possible,protect all existing storm drain inlets so that stormwater runoff does not enter the conveyance system without first being filtered or treated to remove sediment. D Keep all approach roads clean. Do not allow sediment and street wash water to enter storm drains without prior and adequate treatment unless treatment is provided before the storm drain discharges to waters of the State. 0 inlets should be inspected weekly at a minimum and daily during storm events. Page 4 of 8 March, 2017 ELEMENT g:Stabilize Channels and Outlets O Design,construct,and stabilize all on-site conveyance channels to prevent erosion from the following expected peak flows: o *Channels must handle same peak volumetric flow rate as temporary pipe slope drains listed in Element 6,above. ❑ Provide stabilization,including armoring material,adequate to prevent erosion of outlets, adjacent streambanks,slopes, and downstream reaches at the outlets of all conveyance systems. O The best method for stabilizing channels is to completely line the channel with a blanket product first,then add check dams as necessary to function as an anchor and to slow the flow of water. ELEMENT 9: Control Pollutants O Design,install, implement,and maintain effective pollution prevention measures to minimize the discharge of pollutants. ❑ Handle and dispose of all pollutants, including waste materials and demolition debris that occur on-site in a manner that does not cause contamination of stormwater. O Provide cover,containment, and protection from vandalism for all chemicals,liquid products, petroleum products,and other materials that have the potential to pose a threat to human health or the environment. On-site fueling tanks must include secondary containment. Secondary containment means placing tanks or containers within an impervious structure capable of containing 110%of the volume contained in the largest tank within the containment structure. Double-walled tanks do not require additional secondary containment. O Conduct maintenance,fueling,and repair of heavy equipment and vehicles using spill prevention and control measures. Clean contaminated surfaces immediately following any spill incident. O Discharge wheel wash or tire bath wastewater to a separate on-site treatment system that prevents discharge to surface water,such as closed-loop recirculation or upland land application, or to the sanitary sewer,with local sewer district approval. Wheel wash or tire bath wastewater should not include wastewater from concrete washout areas. 0 Apply fertilizers and pesticides in a manner and at application rates that will not result in loss of chemical to stormwater runoff. Follow manufacturers' label requirements for application rates and procedures. 0 Use 8MPs to prevent contamination of stormwater runoff by pH-modifying sources.The sources for this contamination include,but are not limited to:bulk cement,cement kiln dust,fly ash, new concrete washing and curing waters,waste streams generated from concrete grinding and sawing,exposed aggregate processes,dewatering concrete vaults,concrete pumping,and mixer washout waters.Adjust the pH of stormwater if necessary to prevent violations of the water quality standards. Page S of 8 March, 2017 0 Assure that washout of concrete trucks is performed off-site or in designated concrete washout areas only.Do not wash out concrete trucks onto the ground,or into storm drains,open ditches, streets,or streams, Do not dump excess concrete on site,except in designated concrete washout areas.Concrete spillage or concrete discharge to surface waters of the State is prohibited. Do not use upland land applications for discharging wastewater from concrete washout areas. ❑ Obtain written approval from Ecology and provide to the City before using chemical treatment other than CO2 or dry ice to adjust pH. ❑ Woody debris may be chopped and spread on site. ❑ Conduct oil changes,hydraulic system drain down,solvent and de-greasing cleaning operations, fuel tank drain down and removal,and other activities which may result in discharge or spillage of pollutants to the ground or into stormwater runoff using spill prevention measures,such as drip pans. ❑ Clean contaminated surfaces immediately following any discharge or spill incident.Emergency repairs may be performed on-site using temporary plastic placed beneath and,if raining,over the vehicle. ELEMENT 10: Control De-Watering ❑ Discharge foundation,vault,and trench dewatering water,which have characteristics similar to stormwater runoff at the site, into a controlled conveyance system before discharge to a sediment trap or sediment pond. ❑ Discharge clean, non-turbid de-watering water, such as well-point ground water,to systems tributary to,or directly into surface waters of the State,as specified in Element 8,provided the de-watering flow does not cause erosion or flooding of receiving waters or interfere with the operation of the system.Do not route clean dewatering water through stormwater sediment ponds. Note that"surface waters of the State"may exist on a construction site as well as off site;for example,a creek running through a site. ❑ Handle highly turbid or contaminated dewatering water separately from stormwater. O Other treatment or disposal options may include: 1. infiltration 2. Transport off-site In a vehicle,such as a vacuum flush truck,for legal disposal in a manner that does not pollute state waters. 3. Ecology-approved on-site chemical treatment or other suitable treatment technologies. 4. Sanitary or combined sewer discharge with local sewer district approval,if there is no other option. 5. Use of a sedimentation bag with outfall to a ditch or swale for small volumes of localized dewatering. ❑ Construction equipment operation,clamsheil digging,concrete tremie pour,or work Inside a cofferdam can create highly turbid or contaminated dewatering water. ❑ Discharging sediment-laden(muddy)water into waters of the State likely constitutes a violation Page 6of8 March, 2017 of water quality standards for turbidity.The easiest way to avoid discharging muddy water Is through infiltration and preserving vegetation. ELEMENT 11: Maintain BMPs ❑ Maintain and repair all temporary and permanent erosion and sediment control BMPs as needed to assure continued performance of their intended function in accordance with BMP specifications. ❑ Remove all temporary erosion and sediment control BMPs within 30 days after achieving final site stabilization or after the temporary BMPs are no longer needed.Some temporary erosion and sediment control BiMPs are bio-degradable and designed to remain in place following construction such as compost socks. ❑ Provide protection to all BMPs installed for the permanent control of stormwater from sediment and compaction.All BMPs that are to remain in place following completion of construction shall be examined and placed in full operating conditions. If sediment enters the BMPs during construction, it shall be removed and the facility shall be returned to the conditions specified in the construction documents. 0 Remove or stabilize trapped sediment on site. Permanently stabilize disturbed soil resulting from removal of BMPs or vegetation. ELEMENT 12: Manage the Project—Projects subject to Minimum Requirements 1-9 must have a Certified Erosion and Sediment Control Lead (CESCL)for site inspections. Projects subject to Minimum Requirements 1-5 do not require the inspector to be certified. By the initiation of construction, the SWPPP must identify the CESCL or inspector, who shall be present on-site or on-call at all times. Management details starting on r. .- ❑ Phase development projects to the maximum degree practicable and take into account seasonal work limits to prevent soil erosion and prevent transporting sediment from the site during construction. ❑ Inspection and monitoring—Inspect,maintain, and repair all BMPs as needed to assure continued performance of their intended function. ❑ Maintain, update,and implement the SWPPP. ❑ Clearing and grading activities for developments shall be permitted only if conducted using an approved site development plan(e.g.,subdivision approval). ❑ From Oct 1 through Apr 30,clearing,grading, and other soil disturbing activities is permitted only if shown that the site operator will prevent silt-laden runoff from leaving the site through a combination of the following: Page 7of8 March, 2017 1. Site conditions including existing vegetative coverage,slope,soil type,and proximity to receiving waters. 2. Limit activities and the extent of disturbed areas. 3. Proposed erosion and sediment control measures. Weather conditions can influence the seasonal limitation on site disturbance.The City of Anacortes has the authority to take enforcement action per AMC 19.76 Stormwater. D The following activities are exempt from the seasonal clearing and grading limitations: 1. Routine maintenance and necessary repair of erosion and sediment control BMPs; 2. Routine maintenance of public facilities or existing utility structures that do not expose the soil or result in the removal of the vegetative cover to soil 3. Activities where there is 100%infiltration of surface water runoff within the site in approved and installed erosion and sediment control facilities. ELEMENT 3:Protect Low Impact Development l3MPS ❑ if implementing any bioretention facilities or rain gardens, see : for requirements. ( a 1 x/ �f Appiicont Signature i?arfe Page 8 of 8 March, 2017 EXHIBIT "B" (1420 Latitude Circle —Lot 8, Plat of 48 North) Responses to the "13 Elements of SWPPP" (Construction Stormwater Pollution Prevention Plan) ELEMENT 1: Preserve Vegetation/Mark Clearing Limits The clearing limits will be marked by using either BMP C233: Silt Fence, or BMP C103: High Visibility Plastic or Metal Fence, as shown on the Erosion Control Plan. C233 is to be used along the west and north property lines and the C103 along the east and south property lines. Preservation of the native top soil will be preserved as much as is practical by use of a stock pile as shown on the Erosion Control Plan. Stock pile location may vary. Stock pile shall be protected as indicated on the Erosion Control Plan. ELEMENT 2: Establish Construction Access BMP C105 shall be used as the construction access. Only one access point is proposed. No wheel wash is proposed. Any track out shall be cleaned daily by shoveling and/or sweeping. More frequent cleaning as necessary. ELEMENT 3: Control Flow Rates No flow rate controls are designed for the individual lot. However, erosion control BMPs described in ELEMENT 4, below will reduce velocity of flows. ELEMENT 4: Install Sediment Controls The following BMPs are proposed as temporary sediment controls: C233: Silt Fence To be place along the perimeter of the site to protect downstream properties from the transport of coarse sediment, as well as to mark the clearing limits for the construction crew and to alert the public as to the potential dangers of the ongoing onsite construction activity. C105: Stabilized Construction Entrance To be place in the location of the future driveway off of Latitude Circle,to provide a stable and clean point of access for construction vehicles. C121: Mulching To provide immediate temporary protection of exposed soil from erosion, as well as conserving moisture. C123: Plastic Covering Primarily used to protect the stock pile from erosion. May be used as a short term cover of small areas of exposed soil. Not intended for large areas. C140: Dust Control As this project will be constructed during the dry season, dust control may be necessary to protect the surrounding neighborhood. The primary source of dust control will be from spraying of the disturbed area with water. C220: Storm Drain Inlet Protection Onsite inlet protection will use Block & Gravel Curb Inlet Protection. Offsite inlet protection will use Catch Basin Filters manufactured for use at construction sites. C207: Check Dams Where drainage swale are created to convey stormwater, temporary gravel check dams may be used to reduce velocity and to dissipate flow energy. The following BMP improvement(s) are proposed for permanent sediment controls: C124: Sodding Sodding is to establish permanent turf for immediate erosion protection. C125:Top Soiling Provides a suitable growth medium for final site stabilization with vegetation. T5.13: Post-Construction Soil Quality and Depth Establishes soil quality and depth regains greater stormwater functions in the post development landscape, provides increased treatment of pollutants and sediments that result from development and habitation. ELEMENT 5: Soil Stabilization The following are temporary soil stabilization BMPs: C233: Silt Fence To be place along the perimeter of the site to protect downstream properties from the transport of coarse sediment, as well as to mark the clearing limits for the construction crew and to alert the public as to the potential dangers of the ongoing onsite construction activity. C105: Stabilized Construction Entrance To be place in the location of the future driveway on 15th Street, to provide a stable and clean point of access for construction vehicles. C121: Mulching To provide immediate temporary protection of exposed soil from erosion, as well as conserving moisture. C123: Plastic Covering Primarily used to protect the stock pile from erosion. May be used as a short term cover of small areas of exposed soil. Not intended for large areas. C140: Dust Control As this project will be constructed during the dry season, dust control may be necessary to protect the surrounding neighborhood. The primary source of dust control will be controlled spraying of the disturbed area with water. C220: Storm Drain Inlet Protection Onsite inlet protection will use Block & Gravel Curb Inlet Protection. Offsite inlet protection will use Catch Basin Filters manufactured for use at construction sites. C207: Check Dams Where drainage swale are created to convey stormwater,temporary gravel check dams may be used to reduce velocity and to dissipate flow energy. The following are permanent soil stabilization BMPs: C124: Sodding Establishes permanent turf for immediate erosion protection. C125: Top Soiling Provides a suitable growth medium for final site stabilization with vegetation. T5.13: Post-Construction Soil Quality and Depth Establishes soil quality and depth regains greater stormwater functions in the post development landscape, provides increased treatment of pollutants and sediments that result from development and habitation. ELEMENT 6: Protect Slopes C235: Straw Wattles Straw Wattles reduce the velocity and can spread the flow of rill and sheet runoff, and can capture and retain sediment. ELEMENT 7: Protect Drain Inlets C220: Storm Drain Inlet Protection Onsite inlet protection will use Block & Gravel Curb Inlet Protection. Offsite inlet protection will use Catch Basin Filters manufactured for use at construction sites. ELEMENT 8: Stabilize Channels and Outlets C207: Check Dams Where drainage swale are created to convey stormwater, temporary gravel check dams may be used to reduce velocity and to dissipate flow energy. ELEMENT 9: Control Pollutants All fuel, lubricants, paint, and/or other hazardous material shall be stored in a lockable, covered storage container if kept on site. ELEMENT 10: Control De-Watering While excavating to install the sanitary sewer, stormdrain, and water systems to depths up to 14 feet, no ground water was encountered. Therefore, no dewatering is anticipated. ELEMENT 11: Maintain BMPs A trained Certified Erosion and Sedimentation Control Lead (CESCL) will be on the job site. CESCL personnel are trained in and responsible for the proper maintenance of the erosion control BMPs. The CESCL will work with the City of Anacortes Inspector to maintain all BMPs. ELEMENT 12: Manage the Project A trained Certified Erosion and Sedimentation Control Lead (CESCL) will be on the job site. CESCL personnel are trained in and responsible for the proper maintenance of the erosion control BMPs. The CESCL will work with the City of Anacortes Inspector to maintain all BMPs. ELEMENT 13: Protect Low Impact Development BMPs No low impact development BMPs are planned or required for this individual lot. ir ; 0 PLANNING,COMMUNITY,&ECONOMIC DEVELOPMENT DEPARTMENT )1 eft C. r. Mailing Address:PO Box 547,Anacortes,WA 98221 Phone:360.299.1984,Fax:360.293.1938 4- ,40 Complete Residential Stormwater Plan Checklist Minimum Requirements 1-5 Stormwater requirements are based on the 2012 Stormwater Management Manual for Western Washington(SWMMWW).A link is provided on the City of Anacortes website,under Planning Department,Storrnwater Regulations,as well as under the Engineering Division of Public Works. Residential construction is exempt from additional stormwater provisions if it involves no expansion of hard surfaces, no use beyond that previously existing,and results in no significant adverse hydrological impact. Building permit applications for lots that are part of a subdivision that was recorded no more than 10 years prior to the date of the complete building permit application may continue to use the stormwater codes in effect at the time the subdivision application was submitted, if stormwater was addressed at the subdivision/plat level. If construction has not started as of January 1,2022,the site will be subject to the 2012/2014 manual. If your project adds less than 2,000 sq.ft.of new plus replaced hard surface area,AND which disturbs less than 7,000 square feet of land,you must consider all 13 Elements of the Construction Stormwater Pollution Plan(SWPPP). Fill out the SWPPP Checklist and explain how the elements are considered,or describe how site conditions render the element unnecessary and the exemption from that element is clearly justified.You will not need to continue with this document. If your project adds 2,000 sq.ft.or more of new plus replaced hard surface area,OR which disturbs 7,000 sq.ft.or more of land-Minimum Requirements 1-5 of the SWMMWW apply,and you can continue with this document. If adding 5,000 sq.ft.or more of new hard surfaces/OR converting 32,670 sq.ft.or more of vegetation to lawn or landscaped area/OR converting 108,900 sq.ft.or more of native vegetation to pasture d-Minimum Requirements 1-9 of the SWMMWW apply.If Minimum requirements 1-9 apply, please see the Large Scale Storrnwater Plan Checklist for additional submittal requirements. Owner Name:'` /JO1 Site Address: , rJlt chi- Brief Description of the Project: rl V _ 4.et. e.5 eNd1 t,1 -11 1 r@IE Pre Developed Conditions&Runoff of the Site: AU6 0 9 2011 Page 1 of 4 CITY OF ANACORTES March 22, 2017 Developed Conditions&Runoff::pf the Site: Summarize difficult site parameters,the natural drainage system,and drainage to and from adjacent properties,Including bypass flows: 0 Hydrological Site Plan:Collect and analyze information on existing conditions to aid in determining low impact development feasibility m which locations are most appropriate to evaporate,transpire, and infiltrate, with the following information: o Survey by Land Surveyor,Engineer,or other qualified professional:Show existing public and private development,utility infrastructure,hydrological features(seeps, springs, closed depression areas,drainage swales,streams,wetlands,and water body survey and classification report showing wetland and buffer boundaries),flood hazard areas,geological hazards, buffers,aquifer and wellhead protection areas,topographic features that may act as natural stormwater storage, infiltration,or conveyance. Include the natural receiving waters that stormwater runoff will either directly or eventually discharge.Show topography,display acreage and outlines of all drainage basins;existing stormwater drainage to and from the site;routes to existing,construction,and future flows at all discharge points;and the length of travel from the farthest upstream end of a proposed storm drainage system to any proposed flow control and treatment facility. Identify areas of potential erosion problems Show contours as follows: O Up to 10%slopes=2 ft. contours g Over 10%to less than 20%slopes=5 ft. contours O 20%or greater slopes= 10 ft.contours • Elevations at 25 ft, intervals o Soils Report:Done by a soil scientist certified by Soil Science Society of America, licensed sewage designer,or other suitably trained persons working under the supervision of a professional engineer,geologist,hydrologist, or any other professional supervised by an engineering geologist registered in Washington State. (Soils Report Page 2 of 4 March 22, 2017 must include details as listed on Pg.79). In addition,describe soils by name,erodibility, settleability, permeability,depth,texture,and soil structure. Testing should occur between December 1 and April 1. o Soils Map: Based on the report. o Preliminary Development Site Plan Layout:Locate proposed buildings,roads, parking lots, landscaping features,on-site stormwater management BMPS(Determine BMPs starting on Pg. 95.Suggested BMPs correlate with responses to the 13 elements of the SWPPP,Pg. 237,and preliminary location of stormwater treatment and retention/detention facilities. Considerations are on Pg. 83.These methods could reduce required facility sizes, but are not required for approval.Show existing and proposed contours,show all cut and fill slopes indicating top and bottom of slope catch lines,and identify developed condition drainage basins. o Survey of existing native vegetation cover:This is only required if there are native soil and vegetation protection areas proposed for the site.Survey shall be done by a licensed architect,arborist,qualified biologist or project proponent Identifying any forest areas on the site and a plan to protect those areas.The preserved area should be placed in a separate tract or protected through recorded easements for individual lots. o Vicinity Map:Clearly locate the property, identify all roads bordering the site,show the route of stormwater off-site to the local natural receiving water,and show significant geographic features and sensitive/critical areas(streams,wetlands,lakes,steep slopes, etc). 0 Construction Stormwater Pollution Prevention Plan(SWPPP)—The SWPPP shall be implemented beginning with initial land disturbance and until final stabilization.From October 1 through April 30,clearing,grading,and other soil disturbing activities shall only be permitted if shown that silt-laden runoff will be prevented from leaving the site through methods listed on pg. 44. Best Management Practices (BMPs)Standards and Specifications are listed on pg.261. Please see pg. 230 for details on using the Site Analysis to produce the following materials: o Narrative:Explain and justify the pollution prevention decisions made.This will contain concise information concerning existing site conditions,construction schedules,wet season construction activity,constraints, and other pertinent items that are not contained on the drawings.This is based on the 13 Construction Elements,which must be considered unless site conditions render the element unnecessary and the exemption is clearly justified. Elements listed on pg. 44&described in detail starting on pg. 236. o Drawings&Notes:Where and when the BMPs should be installed,the performance the BMPs are expected to achieve,and actions that will be taken if the performance goals are not achieved.Show water quality monitoring locations. o Special Reports&Studies:Include any studies(I.e.wetlands delineation). If a facility is required and feasible for Minimum Requirement 5,a PIT Test must be done in the location that the facility location is proposed based on the preliminary development site plan layout. ❑ Other permits:Any other necessary permits as required by other regulatory agencies.Identify if those permits include conditions that affect the drainage plan,or contain more restrictive drainage-related requirements. Prior to Final Stormwater Inspection ❑ Permanent Stormwater Control Plan Drawing:Select BMPs based on the Preliminary Development Site Plan Layout from the Site Analysis Summary. Provide a scale drawing of the Page 3 of 4 March 22, 2017 lot(s)and any public ROW that displays the location of On-Site BMPs and the areas served by them.These documents will be recorded and attached to a declaration of covenant and grant of easement associated with each lot that includes On-site BMPs.Provide design details,figures, and maintenance instructions for each BMP. Provide a written summary of how it complies with the applicable requirements. Prior tr. Final Occueaancv 0 operation&Maintenance Manual: Include a manual for each flow control and treatment facility, including any distributed bioretention facilities that are used to help meet flow control and/or treatment requirements.The manual shall include a description of the facility,what it does,and how it works. It must also identify and describe the maintenance tasks,and the frequency of each task.The tasks and frequencies must meet the standards of the SWMMWW. include a maintenance activity log that will indicate what actions will have been taken and where it should be kept and made available for inspection by the City. ❑ Declaration of Covenant for Privately Maintained Flow C ntrol&Treatment Facilities and On- Site Stormwater Management EMPs:Any flow control&treatment facilities and On-Site Stormwater management BMPs for which the applicant identifies operation&maintenance to be the responsibility of a private party must have a declaration of covenant and grant of easement.After City approval,the declaration of covenant and grant of easement must be signed and recorded. Design details,figures,and maintenance instructions for any BMP shalt be attached.A map showing the location of newly planted and retained trees claimed as flow reduction credits shall also be attached. ❑ Record Documents:Record total impervious surface area of the site and their locations with the county auditor. By signing below,you are certifying that you have read and understand the stormwater requirements. Be sure that you have checked off all applicable boxes. /r Applicak Signature Da Page 4 of 4 March 22, 2017 EXHIBIT "A" (1420 Latitude Circle —Lot 8, Plat of 48 North) Responses to the "Complete Residential Stormwater Plan Checklist—Minimum Requirements 1-5". Brief Description of the Project: To construct one Single-Family Residence (SFR) on a single legal lot within the City of Anacortes. The existing property is located at 1420 Latitude Circle, which is Lot 8, Plat of 48 North, and is 7,500 square feet in size, Zoned as R2. Pre Developed Conditions & Runoff on the Site: The property is vacant. The site slopes from the southeast to the northwest at a grade of approximately 12%. The property is bounded as follows: NORTH: Lot 7, 48 North. EAST: Port of Anacortes property, P31664. SOUTH: Lot 9, 48 North. WEST: Fully improved street of Latitude Circle. Developed Conditions & Runoff of The Site: The proposed improvements are as follows: Construct a SFR with an approximate lot coverage of 29.2%, and an impervious lot coverage of 35.2%. No detention was required for the Plat of 48 North, but there is an existing water quality bio-swale for the plat. A roof drains and footing drains will be hard lined to the existing stormwater collection system. The point of connection for Lot 8 is located at the northeasterly corner of Lot 8 near the Latitude Circle. After construction, landscaping will be provided to permanently stabilize the site from erosion. Summarize difficult site parameters, the natural drainage system, and drainage to and from adjacent properties, including bypass flows: The site slopes from the southeast to the northwest at an approximate grade of 12% and the disturbed soil has been seeded and/or mulched to reduce erosion. The only tributary drainage the lot could receive is from Lot 9 to the south and from the Port of Anacortes property to the east. However, the stormwater runoff from Lot 9 will be directing to the existing stormwater collection facilities located within said Lot 9 and will not impact Lot 8, and the Port of Anacortes property is well vegetated and will have minimal impact on Lot 8. Hydrological Site Plan: Survey: A topographic survey has been performed by Herrigstad Engineering, showing the existing improvements around and within the subject property, along with the existing contours at 2-foot intervals. Soils Report: A Geologic Hazard Assessment and Geotechnical Engineering Services report was prepared by GeoEngineers, dated July, 21, 2015, and is already part of the record documents provided to the City of Anacortes. Preliminary Development Site Plan Layout: A "Site Plan" has been prepared by Landed Gentry Development, Inc., showing both the existing and proposed improvements as requested, along with an "Erosion Control Plan". See attached. A "Survey of existing native vegetation cover" was performed by the Urban Forestry Services, Inc., for the project, dated August 12, 2015, and a tree preservation plan was developed and adopted by the City of Anacortes. A "Vicinity Map" has been provided on Sheet 2 of 2 of the "Erosion Control Plan", attached. Construction Stormwater Pollution Prevention Plan (SWPPP): See Exhibit "B", attached. Other Permits: Building Permit for SFR. f o EXHIBIT "C" PRIMARY BMPs 1 i .• BMP C 124: Sodding II Purpose The purpose of sodding is to establish permanent turf for immediate erosion protection and to stabilize drainage ways where concentrated overland flow will occur. Conditions of Use Sodding may be used in the following areas: • Disturbed areas that require short-term or long-term cover. III • Disturbed areas that require immediate vegetative cover. II • All waterways that require vegetative lining. Waterways may also be seeded rather than sodded, and protected with a net or blanket. Design and Sod shall be free of weeds, of uniform thickness(approximately 1-inch 1 Installation thick), and shall have a dense root mat for mechanical strength. Specifications The following steps are recommended for sod installation: • Shape and smooth the surface to final grade in accordance with the approved grading plan. The swale needs to be overexcavated 4 to 6 III inches below design elevation to allow room for placing soil amendment and sod. • Amend 4 inches (minimum) of compost into the top 8 inches of the I( soil if the organic content of the soil is less than ten percent or the j permeability is less than 0.6 inches per hour. Compost used should meet Ecology publication 94-038 specifications for Grade A quality Icompost. • Fertilize according to the supplier's recommendations. III • Work lime and fertilizer 1 to 2 inches into the soil,and smooth the surface. • Lay strips of sod beginning at the lowest area to be sodded and perpendicular to the direction of water flow. Wedge strips securely III into place. Square the ends of each strip to provide for a close, tight fit. Stagger joints at least 12 inches. Staple on slopes steeper than 3H:1 V. Staple the upstream edge of each sod strip. • Roll the sodded area and irrigate. :: • When sodding is carried out in alternating strips or other patterns, seed the areas between the sod immediately after sodding. iiiMaintenance If the grass is unhealthy, the cause shall be determined and appropriate Standards action taken to reestablish a healthy groundcover. If it is impossible to ,; establish a healthy groundcover due to frequent saturation, instability, or 0 some other cause, the sod shall be removed,the area seeded with an appropriate mix, and protected with a net or blanket. II( I4-28 Volume II— Construction Stormwater Pollution Prevention February 2005 BMP T5.13 Post-Construction Soil Quality and Depth Purpose and Definition Naturally occurring (undisturbed)soil and vegetation provide important stormwater functions including: water infiltration; nutrient, sediment, and pollutant adsorption; sediment and pollutant biofiltration; water interflow storage and transmission; and pollutant decomposition. These functions are largely lost when development strips away native soil and vegetation and replaces it with minimal topsoil and sod. Not only are these important stormwater functions lost, but such landscapes themselves become pollution- generating pervious surfaces due to increased use of pesticides, fertilizers and other landscaping and household/industrial chemicals,the hI concentration of pet wastes, and pollutants that accompany roadside litter. Establishing soil quality and depth regains greater stormwater functions in the post development landscape, provides increased treatment of pollutants and sediments that result from development and habitation, and minimizes the need for some landscaping chemicals,thus reducing pollution through prevention. Applications and Limitations Establishing a minimum soil quality and depth is not the same as preservation of naturally occurring soil and vegetation. It also does not maximize the stormwater functions that could be attained through greater soil depth and more specialized formulations as presented in BMP T5.35, Engineered Soil/Landscape Systems. However, establishing a minimum soil quality and depth will provide improved on-site management of stormwater flow and water quality. Soil organic matter can be attained through numerous materials such as compost, composted woody material,biosolids,and forest product residuals. It is important that the materials used to meet the soil quality and depth BMP be appropriate and beneficial to the plant cover to be established. Likewise,it is important that imported topsoils improve soil conditions and do not have an excessive percent of clay fines. Design Guidelines • Soil retention. The duff layer and native topsoil should be retained in an undisturbed stateto the maximum extent practicable. In any areas requiring grading remove and stockpile the duff layer and topsoil on site in a designated,controlled area,not adjacent to public resources and critical areas, to be reapplied to other portions of the site where feasible. • Soil quality, All areas subject to clearing and grading that have not been covered by impervious surface, incorporated into a drainage facility or engineered as structural fill or slope shall,at project completion, demonstrate the following; 5-12 Volume V—Runoff Treatment AMPS August 2001 1. Retention or enhancement of the moisture infiltration rate and soil moisture holding capacity of the original undisturbed soil native to the site. Areas which have been compacted or have removed some or all of the duff layer or underlying top soil shall be amended to mitigate for lost moisture infiltration and moisture holding capacity; and 2. A topsoil layer with a minimum organic matter content of ten percent dry weight and a pH from 6.0 to 8.0 or matching the pH of the original undisturbed soil. The topsoil layer shall have a minimum depth of eight inches except where tree roots limit the depth of incorporation of amendments needed to meet the criteria. Subsoils below the topsoil layer should be scarified at least 4 inches with some incorporation of the upper material to avoid stratified layers, where feasible. • These criteria can be met by using on-site native topsoil, incorporating amendments into on-site soil, or Sporting blended topsoil. If blended topsoil is imported, then fines should be limited to twenty-five percent passing through a 200 sieve. • The resulting soil should be conducive to the type of vegetation to be established. Maintenance • Soil quality and depth should be established toward the end of construction and once established, should be protected from compaction, such as from large machinery use, and from erosion. • Soil should be planted and mulched after installation. • Plant debris or its equivalent should be left on the soil surface to replenish organic matter. • It should be possible to reduce use of irrigation, fertilizers, herbicides and pesticides. These activities should be adjusted where possible, rather than continuing to implement formerly established practices. August 2001 Volume V—Runoff Treatment BMPs 5-13 BMP T5.14A: Rain Gardens Purpose and Definition Land development projects may not be of sufficient size such that it is practical to con- struct engineered stormwater facilities for flow reduction and pollutant removal. However, the cumulative impact of smaller development projects on the natural hydro- logy and water quality of local waters can be significant. To reduce that cumulative impact, small projects (see I-2.4 Applicability of the Minimum Requirements (p.35))must implement on-site stormwater management BMP's (See 1-2.5.5 Minimum Requirement #5: On-site Stormwater Management(p.55)). Rain gardens are an on-site stormwater ; . management BMP that can provide effective removal of many stormwater pollutants, and provide reductions in stormwater runoff quantity and surface runoff flow rates. Rain gardens are non-engineered, shallow, landscaped depressions with compost- amended soils and adapted plants. The depression ponds and temporarily stores storm- water runoff from adjacent areas.A portion of the influent stormwater passes through the amended soil profile and into the native soil beneath. Stormwater that exceeds the stor- age capacity is designed to overflow to an adjacent drainage system. Applications and Limitations Rain gardens are an on-site stormwater management BMP option for projects that have to comply with Minimum Requirements#1 -#5, but not Minimum Requirements#6-#9. For projects electing to use List#1 of I-2.5.5 Minimum Requirement#5: On-site Storm- water Management (p.55), rain gardens are to be used to the extent feasible for runoff from roofs and other hard surfaces unless a higher priority BMP is feasible. Infeasibility criteria for rain gardens are the same as for bioretention. Please see Biore- tention infeasibility criteria in BMP T7.30: Bioretention Cells, Swales, and Planter Boxes (p.959). Although not required, Ecology recommends installation by a landscaping company with experience in rain garden construction. Rain gardens constructed with imported compost materials should not be used within one-quarter mile of phosphorus-sensitive waterbodies. Preliminary monitoring indicates that new rain gardens can add phosphorus to stormwater. Therefore, they should also not be used with an underdrain when the underdrain water would be routed to a phos- phorus-sensitive receiving water. Design Guidelines Refer to the Rain Garden Handbook for Western Washington (2013)for rain garden spe- cifications and construction guidance. 2014 Stormwater Management Manual for Western Washington Volume V- Chapter 5- Page 915 For amending the native soil within the rain garden, Ecology recommends use of com- post that meets the compost specification for bioretrention (see BMP T7.30: Bioretention Cells, Swales, and Planter Boxes (p.959)). Compost that includes biosolids or manures shall not be used. For design on projects subject to I-2.5.5 Minimum Requirement#5: On-site Stormwater Management(p.55), and choosing to use List#1 of that requirement, rain gardens shall have a horizontally projected surface area below the overflow which is at least 5% of the total impervious surface area draining to it. If lawn/landscape area will also be draining to the rain garden, Ecology recommends that the rain garden's horizontally projected sur- face area below the overflow be increased by 2% of the lawn/landscape area. Underdrains Ecology does not recommend the use of underdrains for rain gardens. Design and con- struction of an underdrain system likely requires professional expertise.Where a muni- cipality intends to require or allow underdrained rain gardens in areas with initial infiltration rates between 0.3 and 0.6 inches per hour, the invert of the underdrain shall be 6 inches above the bottom of the aggregate bedding for the underdrain. A larger dis- tance between the underdrain and the bottom of the aggregate bedding is desirable, but cannot be used to trigger infeasibility due to inadequate vertical separation to the sea- sonal high water table, bedrock, or other impermeable layer. Ecology recommends that the municipality establish standard design specifications and drawings. Maintenance Please refer to the Rain Garden Handbook for Western Washington (2013)for tips on mulching, watering, weeding, pruning, and soil management. The "Western Washington Low Impact Development (LID) Operation and Maintenance (O&M)Guidance Docu- ment" may be consulted for more detailed guidance. BMP T5.14B: Bioretention Purpose and Definition Bioretention areas are shallow landscaped depressions, with a designed soil mix and plants adapted to the local climate and soil moisture conditions, that receive stormwater from a contributing area. Bioretention provides effective removal of many stormwater pollutants by passing storm- water through a soil profile that meets specified characteristics. Bioretention can also reduce stormwater runoff quantity and surface runoff flow rates significantly where the exfiltrate from the design soil is allowed to infiltrate into the surrounding native soils. 2014 Stormwater Management Manual for Western Washington Volume V- Chapter 5-Page 916 Figure 111-3.1A Flow Diagram Showing Selection of Roof Downspout Controls Large native area Yes Use Full Dispersion or set aside or high on-site infiltration? Full Infiltration Systems No Lots suitable for Yes Use Bloretention or Rain Garden infiltration? depending on project size No Criteria for Downspout Yes Use Dispersion met? Downspout Dispersion Systems No Connect downspouts to street drainage system with perforated stub-outs (see Section 31.3) rfl Figure III-3.1.1 Flow Diagram Showing Selection of Roof Downspout Controls DEPARTMENT OF Revised November 2015 ECOLOGY Please see hllp./fwww.ecywa.gov/copyrighthiml for copyright notice including permissions, State of Washington limitation of liability,and disclaimer. 2014 Stormwater Management Manual for Western Washington Volume Ill- Chapter 3-Page 451 111-3.1.1 Downspout Full Infiltration Systems (BMP T5.10A) Downspout full infiltration systems are trench or drywell designs intended only for use in infiltrating runoff from roof downspout drains. They are not designed to directly infiltrate runoff from pollutant-generating impervious surfaces. Application Projects subject to 1-2.5.5 Minimum Requirement#5 On-site Stormwater Management (p.55) must provide for individual downspout full infiltration systems or full dispersion if feasible. Evaluate the feasibility, or applicability, of downspout full infiltration unless full dispersion is proposed. Use the evaluation procedure below to determine the feasibility of downspout full infiltration. Runoff Modeling for Roof Downspout Full Infiltration If roof runoff is infiltrated according to the requirements of this section, the roof area may be discounted from the project area used for sizing stormwater facilities. Procedure for Evaluating Feasibility 1. Have one of the following prepare a soils report to determine if soils suitable for infiltration are present on the site: . A professional soil scientist certified by the Soil Science Society of America (or an equivalent national program) . A locally licensed on-site sewage designer . A suitably trained person working under the supervision of a professional engineer, geologist, hydrogeologist, or engineering geologist registered in the State of Washington. The report shall reference a sufficient number of soils logs to establish the type and limits of soils on the project site. The report should at a minimum identify the limits of any outwash type soils (i.e., those meeting USDA soil texture classes ranging from coarse sand and cobbles to medium sand)versus other soil types and include an inventory of topsoil depth. 2. If the lots or site does not have outwash or loam soils, and full dispersion is not feasible, then consider a rain garden or bioretention BMPs (the next lower priority on-site stormwater management system). 3. Complete additional site-specific testing on lots or sites containing outwash (coarse sand and cobbles to medium sand)and loam type soils. Individual lot or site tests must consist of at least one soils log at the location of the infiltration system, a minimum of 4 feet in depth from the proposed grade and at 2014 Stormwater Management Manual for Western Washington Volume Ill- Chapter 3- Page 452 least 1 foot below the expected bottom elevation of the infiltration trench or dry well. Identify the NRCS series of the soil and the USDA textural class of the soil horizon through the depth of the log, and note any evidence of high ground water level, such as mottling. 4. Downspout infiltration is considered feasible on lots or sites that meet all of the fol- lowing: . 3 feet or more of permeable soil from the proposed final grade to the sea- sonal high ground water table. . At least 1-foot of clearance from the expected bottom elevation of the infilt- ration trench or dry well to the seasonal high ground water table. . The downspout full infiltration system can be designed to meet the minimum design criteria specified below. Design Criteria for Infiltration Trenches Fin ure III-3.1.2 Typical Downspout Infiltration Trench (p.455)shows a typical downspout infiltration trench system, and Figure III-3.1.3 Alternative Downspout Infiltration Trench System for Coarse Sand and Gravel (p.456) presents an alternative infiltration trench sys- tem for sites with coarse sand and cobble soils. These systems are designed as spe- cified below. General 1. The following minimum lengths (linear feet)per 1,000 square feet of roof area based on soil type may be used for sizing downspout infiltration trenches. Coarse sands and cobbles: 20 LF Medium sand: 30 LF Fine sand, loamy sand: 75 LF Sandy loam: 125 LF Loam: 190 LF 2. Maximum length of trench shall not exceed 100 feet from the inlet sump. 3. Minimum spacing between trench centerlines shall be 6 feet. 4. Filter fabric shall be placed over the drain rock as shown on Figure III-3.1.2 Typical Downspout Infiltration Trench (p.455)prior to backfilling. 5. Infiltration trenches may be placed in fill material if the fill is placed and compacted under the direct supervision of a geotechnical engineer or professional civil 2014 Storm water Management Manual for Western Washington Volume Ill- Chapter 3-Page 453 • engineer with geotechnical expertise, and if the measured infiltration rate is at least 8 inches per hour. Trench length in fill must be 60 linear feet per 1,000 square feet of roof area. Infiltration rates can be tested using the methods described in Section 3.3. 6. Infiltration trenches should not be built on slopes steeper than 25% (4:1).A geo- technical analysis and report may be required on slopes over 15 percent or if loc- ated within 200 feet of the top of slope steeper than 40%, or in a landslide hazard area. 7. Trenches may be located under pavement if a small yard drain or catch basin with grate cover is placed at the end of the trench pipe such that overflow would occur ' out of the catch basin at an elevation at least one foot below that of the pavement, and in a location which can accommodate the overflow without creating a sig- nificant adverse impact to downhill properties or drainage systems. This is inten- ded to prevent saturation of the pavement in the event of system failure. Design Criteria for Infiltration Drywells Figure III-3.1.4 Typical Downspout Infiltration Drywell (p.457) shows a typical downspout infiltration drywell system. These systems are designed as specified below. General 1. Drywell bottoms must be a minimum of 1 foot above seasonal high ground water level or impermeable soil layers. 2. When located in course sands and cobbles, drywells must contain a volume of gravel equal to or greater than 60 cubic feet per 1000 square feet of impervious sur- face served. When located in medium sands, drywells must contain at least 90 cubic feet of gravel per 1,000 square feet of impervious surface served. 3. Drywells must be at least 48 inches in diameter(minimum) and deep enough to contain the gravel amounts specified above for the soil type and impervious sur- face served. 4. Filter fabric (geotextile) must be placed on top of the drain rock and on trench or dry- well sides prior to backfilling. 5. Spacing between drywells must be a minimum of 10 feet. 6. Downspout infiltration drywells must not be built on slopes greater than 25% (4:1). Drywells may not be placed on or above a landslide hazard area or on slopes greater than 15% without evaluation by a professional engineer with geotechnical expertise ora licensed geologist, hydrogeologist, or engineering geologist, and with jurisdiction approval. 2014 Stomiwater Management Manual for Western Washington Volume Ill- Chapter 3-Page 454 BMP C125: Topsoiling Purpose To provide a suitable growth medium for final site stabilization with vegetation. While not a permanent cover practice in itself,topsoiling is an integral component of providing permanent cover in those areas where there is an unsuitable soil surface for plant growth. Native soils and disturbed soils that have been organically amended not only retain much more stormwater, but they also serve as effective biofilters for urban pollutants and, by supporting more vigorous plant growth,reduce the water, fertilizer and pesticides needed to support installed landscapes. Topsoil does not include any subsoils but only the material from the top several inches including organic debris. Conditions of • Native soils should be left undisturbed to the maximum extent Use practicable. Native soils disturbed during clearing and grading should be restored,to the maximum extent practicable,to a condition where moisture-holding capacity is equal to or better than the original site conditions. This criterion can be met by using on-site native topsoil, incorporating amendments into on-site soil, or importing blended topsoil. • Topsoiling is a required procedure when establishing vegetation on shallow soils, and soils of critically low pH (high acid) levels. • Stripping of existing,properly functioning soil system and vegetation for the purpose of topsoiling during construction is not acceptable. If an existing soil system is functioning properly it shall be preserved in its undisturbed and uncompacted condition. • Depending on where the topsoil comes from, or what vegetation was on site before disturbance, invasive plant seeds may be included and could cause problems for establishing native plants,landscaped areas, or grasses. • Topsoil from the site will contain mycorrhizal bacteria that are necessary for healthy root growth and nutrient transfer. These native mycorrhiza are acclimated to the site and will provide optimum conditions for establishing grasses. Commercially available mycorrhiza products should be used when topsoil is brought in from off-site. Design and If topsoiling is to be done,the following items should be considered: Installation ' • Maximize the depth of the topsoil wherever possible to provide the Specifications maximum possible infiltration capacity and beneficial growth medium. Topsoil depth shall be at least 8 inches with a minimum organic content of 10 percent dry weight and pH between 6.0 and 8.0 or matching the pH of the undisturbed soil. This can be accomplished either by returning native topsoil to the site and/or incorporating organic amendments. Organic amendments should be incorporated to a minimum 8-inch depth except where tree roots or other natural February 2005 Volume II— Construction Stormwater Pollution Prevention 4-29 qi . features limit the depth of incorporation. Subsoils below the 12-inch -. depth should be scarified at least 2 inches to avoid stratified layers, where feasible. The decision to either layer topsoil over a subgrade or incorporate topsoil into the underlying layer may vary depending on ". the planting specified. • If blended topsoil is imported,then fines should be limited to 25 percent passing through a 200 sieve. • The final composition and construction of the soil system will result in a natural selection or favoring of certain plant species over time. For example, recent practices have shown that incorporation of topsoil II may favor grasses, while layering with mildly acidic,high-carbon amendments may favor more woody vegetation. • Locate the topsoil stockpile so that it meets specifications and does not interfere with work on the site. It may be possible to locate more than one pile in proximity to areas where topsoil will be used. • Allow sufficient time in scheduling for topsoil to be spread prior to seeding, sodding, or planting. • Care must be taken not to apply to subsoil if the two soils have contrasting textures. Sandy topsoil over clayey subsoil is a particularly poor combination, as water creeps along the junction between the soil layers and causes the topsoil to slough. • If topsoil and subsoil are not properly bonded, water will not infiltrate the soil profile evenly and it will be difficult to establish vegetation. 0 The best method to prevent a lack of bonding is to actually work the topsoil into the layer below for a depth of at least 6 inches. • Ripping or re-structuring the subgrade may also provide additional benefits regarding the overall infiltration and interflow dynamics of the soil system. • Field exploration of the site shall be made to determine if there is surface soil of sufficient quantity and quality to justify stripping. Topsoil shall be friable and loamy (loam, sandy loam, silt loam, sandy clay loam, clay loam). Areas of natural ground water recharge should be avoided. • Stripping shall be confined to the immediate construction area. A 4-to 6-inch stripping depth is common, but depth may vary depending on the particular soil. All surface runoff control structures shall be in place prior to stripping. Stockpiling of topsoil shall occur in the following manner: • Side slopes of the stockpile shall not exceed 2:1. { •• An interceptor dike with gravel outlet and silt fence shall surround all topsoil stockpiles between October 1 and April 30. Between May I 4-30 Volume II-- Construction Stormwater Pollution Prevention February 2005 F ~ and September 30, an interceptor dike with gravel outlet and silt fence shall be installed if the stockpile will remain in place for a longer period of time than active construction grading. • Erosion control seeding or covering with clear plastic or other mulching materials of stockpiles shall be completed within 2 days (October 1 through April 30) or 7 days (May 1 through September 30) of the formation of the stockpile. Native topsoil stockpiles shall not be covered with plastic. • TopsoiI shall not be placed while in a frozen or muddy condition, when the subgrade is excessively wet, or when conditions exist that may otherwise be detrimental to proper grading or proposed sodding or seeding. r • Previously established grades on the areas to be topsoiled shall be maintained according to the approved plan. • When native topsoil is to be stockpiled and reused the following should apply to ensure that the mycorrhizal bacterial, earthworms, and other beneficial organisms will not be destroyed: 1. Topsoil is to be re-installed within 4 to 6 weeks; 2. Topsoil is not to become saturated with water; 3. Plastic cover is not allowed. Maintenance • Inspect stockpiles regularly, especially after large storm events. Standards Stabilize any areas that have eroded. Y"+ February 2005 Volume If - Construction Stormwater Pollution Prevention 4-31 • BMP C103: High Visibility Plastic or Metal Fence Purpose Fencing is intended to: (1)restrict clearing to approved limits; (2)prevent disturbance of sensitive areas, their buffers,and other areas required to be left undisturbed; (3)limit construction traffic to designated construction entrances or roads; and,(4)protect areas where marking with survey tape may not provide adequate protection. Conditions of Use To establish clearing limits,plastic or metal fence may be used: • At the boundary of sensitive areas,their buffers, and other areas required to be left uncleared. • As necessary to control vehicle access to and on the site. Design and • High visibility plastic fence shall be composed of a high-density Installation polyethylene material and shall be at least four feet in height, Posts Specifications for the fencing shall be steel or wood and placed every 6 feet on center(maximum)or as needed to ensure rigidity. The fencing shall be fastened to the post every six inches with a polyethylene tie. On long continuous lengths of fencing, a tension wire or rope shall be used as a top stringer to prevent sagging between posts. The fence color shall be high visibility orange. The fence tensile strength shall be 360 lbs./ft, using the ASTM D4595 testing method. • Metal fences shall be designed and installed according to the . manufacturer's specifications. • Metal fences shall be at least 3 feet high and must be highly visible. • Fences shall not be wired or stapled to trees. Maintenance • If the fence has been damaged or visibility reduced, it shall be Standards repaired or replaced immediately and visibility restored. 4-6 Volume ii-Construction Stormwater Pollution Prevention February 2005 BMP C105: Stabilized Construction Entrance Purpose Construction entrances are stabilized to reduce the amount of sediment transported onto paved roads by vehicles or equipment by constructing a ,. '`.: stabilized pad of quarry spalls at entrances to construction sites. Conditions of Use Construction entrances shall be stabilized wherever traffic will be leaving a construction site and traveling on paved roads or other paved areas within 1,000 feet of the site. On large commercial,highway, and road projects, the designer should include enough extra materials in the contract to allow for additional stabilized entrances not shown in the initial Construction SWPIPP. It is difficult to determine exactly where access to these projects will take place; additional materials will enable the contractor to install them where needed, Design and • See Figure 4.2 for details. Note: the 100' minimum length of the Installation entrance shall be reduced to the maximum practicable size when the Specifications size or configuration of the site does not allow the full length(100'). • A separation geotextile shall be placed under the spalls to prevent fine sediment from pumping up into the rock pad. The geotextile shall meet the following standards: Grab Tensile Strength (ASTM D4751) 200 psi min. Grab Tensile Elongation(ASTM D4632) 30%max. Mullen Burst Strength (ASTM D3786-80a) 400 psi min. AOS (ASTM D4751) 20-45(U.S. standard sieve size) • Consider early installation of the first lift of asphalt in areas that will paved; this can be used as a stabilized entrance. Also consider the installation of excess concrete as a stabilized entrance. During large concrete pours, excess concrete is often available for this purpose. • Hog fuel (wood-based mulch)may be substituted for or combined with quarry spalls in areas that will not be used for permanent roads.Hog fuel is generally less effective at stabilizing construction entrances and should be used only at sites where the amount of traffic is very limited. Hog fuel is not recommended for entrance stabilization in urban areas. The effectiveness of hog fuel is highly variable and it generally requires more maintenance than quarry spalls. The inspector may at any time require the use of quarry spalls if the hog fuel is not preventing sediment from being tracked onto pavement or if the hog fuel is being carried onto pavement. Hog fuel is prohibited in permanent roadbeds because organics in the subgrade soils cause degradation of the subgrade support over time. • Fencing(see BMPs C103 and.C104) shall be installed as necessary to restrict traffic to the construction entrance. 4-8 Volume II—Construction Stormwater Pollution Prevention February 2005 1" • Whenever possible, the entrance shall be constructed on a firm, compacted subgrade. This can substantially increase the effectiveness of the pad and reduce the need for maintenance. Maintenance • Quarry spalls (or hog fuel) shall be added if the pad is no longer in Standards accordance with the specifications. • If the entrance is not preventing sediment from being tracked onto pavement,then alternative measures to keep the streets free of sediment shall be used. This may include street sweeping,an increase in the dimensions of the entrance, or the installation of a wheel wash. a Any sediment that is tracked onto pavement shall be removed by shoveling or street sweeping. The sediment collected by sweeping shall be removed or stabilized on site. The pavement shall not be cleaned by washing down the street,except when sweeping is ineffective and there is a threat to public safety. If it is necessary to wash the streets, the construction of a small sump shall be considered. The sediment would then be washed into the sump where it can be controlled. • Any quarry spalls that are loosened from the pad,which end up on the roadway shall be removed immediately. • If vehicles are entering or exiting the site at points other than the construction entrance(s), fencing(see BMPs C103 and Cl04)shall be installed to control traffic. • Upon project completion and site stabilization, all construction accesses intended as permanent access for maintenance shall be permanently stabilized. Driveway shell meal the requirements of the permitting agency It b mcomneneed Mal greonire dMCa crowned so tat ronoll Poap dream ell lie pad 2,ttapag ����/ Install driveway cuing g • /\\\y II mere le aroedslde `t7f<,� b. ditch present %Vitt ,..: ��e ;j :;. trir quarry spate oeolaHge '' tC t2'min thickness 4it � `3(cc\cY Provide lug width al Ingress/egress area Figure 4.2—Stabilized Construction Entrance February 2005 Volume II— Construction Stormwater Pollution Prevention 4-9 ;''' ' , BMP C121: Mulching ' 0 - Purpose Thepurpose of mulchingsoils is toprovide immediate temporary 'IT ii x2 p Y I •<.'3. , protection from erosion. Mulch also enhances plant establishment by ' `x '`r ., conserving moisture,holding fertilizer, seed, and topsoil in place, and `::' moderating soil temperatures. There is an enormous variety of mulches f' : =::. !. that can be used. Only the most common types are discussed in this section. 3 Conditions of Use . As a temporary cover measure, mulch should be used: 10 • On disturbed areas that require cover measures for less than 30 days. • As a cover for seed during the wet season and during the hot summer months. • During the wet season on slopes steeper than 3H:I V with more than 10 feet of vertical relief. 1 • Mulch may be applied at any time of the year and must be refreshed periodically. Design and For mulch materials, application rates, and specifications, see Table 4.7. Installation Note: Thicknesses may be increased for disturbed areas in or near I Specifications sensitive areas or other areas highly susceptible to erosion. Mulch used within the ordinary high-water mark of surface waters should be selected to minimize potential flotation of organic matter. Composted organic materials have higher specific gravities(densities) than straw, wood• , or chipped material. Maintenance • The thickness of the cover must be maintained. i Standards • Any areas that experience erosion shall be remuiched and/or protected with a net or blanket. If the erosion problem is drainage related,then 4 .,, the problem shall be fixed and the eroded area remulched. ; 11 ir. r. 4-20 Volume II— Construction Stormwater Pollution Prevention February 2005 I - � BMP C123: Plastic Covering • Purpose Plastic covering provides immediate, short-term erosion protection to slopes and disturbed areas. Conditions of • Plastic covering may be used on disturbed areas that require cover Use measures for less than 30 days, except as stated below. • Plastic is particularly useful for protecting cut and fill slopes and stockpiles. Note: The relatively rapid breakdown of most polyethylene sheeting makes it unsuitable for long-term(greater than six months) applications. I • Clear plastic sheeting can be used over newly-seeded areas to create a greenhouse effect and encourage grass growth if the hydroseed was ' installed too late in the season to establish 75 percent grass cover, or if I.. the wet season started earlier than normal. Clear plastic should not be used for this purpose during the summer months because the resulting _' high temperatures can kill the grass. • Due to rapid runoff caused by plastic sheeting, this method shall not be used upslope of areas that might be adversely impacted by concentrated runoff. Such areas include steep and/or unstable slopes. • While plastic is inexpensive to purchase, the added cost of installation, maintenance, removal, and disposal make this an expensive material, up to $1.50-2.00 per square yard. • Whenever plastic is used to protect slopes,water collection measures must be installed at the base of the slope. These measures include plastic-covered bonus, channels, and pipes used to covey clean rainwater away from bare soil and disturbed areas. At no time is clean runoff from a plastic covered slope to be mixed with dirty runoff from a project. • Other uses for plastic include: 1. Temporary ditch liner; 2. Pond liner in temporary sediment pond; 3. Liner for termed temporary fuel storage area if plastic is not reactive to the type of fuel being stored; 4. Emergency slope protection during heavy rains; and, 5. Temporary drainpipe("elephant trunk") used to direct water. 4-26 Volume it—Construction Stormwafer Pollution Prevention February 2005 Design and • Plastic slope cover must be installed as follows: Installation 1. Run plastic up and down slope, not across slope; Specifications 2. Plastic may be installed perpendicular to a slope if the slope length is less than 10 feet; 3. Minimum of 8-inch overlap at seams; 4. On long or wide slopes, or slopes subject to wind, all seams should be taped; 5. Place plastic into a small (12-inch wide by 6-inch deep)slot trench at the top of the slope and backfill with soil to keep water from flowing underneath; 6. Place sand filled burlap or geotextile bags every 3 to 6 feet along seams and pound a wooden stake through each to hold them in place; 7. Inspect plastic for lips, tears,and open seams regularly and repair immediately. This prevents high velocity runoff from contacting bare soil which causes extreme erosion; 8. Sandbags may be lowered into place tied to ropes. However, all sandbags must be staked in place. • Plastic sheeting shall have a minimum thickness of 0,06 millimeters. • If erosion at the toe of a slope is likely, a gravel berm,riprap,or other suitable protection shall be installed at the toe of the slope in order to reduce the velocity of runoff. Maintenance • Torn sheets must be replaced and open seams repaired. Standards • If the plastic begins to deteriorate due to ultraviolet radiation,it must be completely removed and replaced. • When the plastic is no longer needed, it shall be completely removed. • Dispose of old tires appropriately. February 2005 Volume II— Construction Stormwaler Pollution Prevention 4-27 BMP C140: Dust Control Purpose Dust control prevents wind transport of dust from disturbed soil surfaces onto roadways, drainage ways, and surface waters. Conditions of Use • In areas(including roadways)subject to surface and air movement of dust where on-site and off-site impacts to roadways, drainage ways, or surface waters are likely. Design and • Vegetate or mulch areas that will not receive vehicle traffic, In areas Installation where planting, mulching, or paving is impractical, apply gravel or Specifications landscaping rock. t .. • Limit dust generation by clearing only those areas where immediate activity will take place,leaving the remaining area(s) in the original condition, if stable. Maintain the original ground cover as long as practical. • Construct natural or artificial windbreaks or windscreens. These may be designed as enclosures for small dust sources. • Sprinkle the site with water until surface is wet. Repeat as needed. To prevent carryout of mud onto street,refer to Stabilized Construction Entrance(BMP C 105). • Irrigation water can be used for dust control. Irrigation systems should be installed as a first step on sites where dust control is a concern. • Spray exposed soil areas with a dust palliative, following the manufacturer's instructions and cautions regarding handling and application. Used oil is prohibited from use as a dust suppressant. Local governments may approve other dust palliatives such as calcium chloride or PAM. • PAM(BMP C126) added to water at a rate of 0.5 lbs.per 1,000 gallons of water per acre and applied from a water truck is more effective than water alone. This is due to the increased infiltration of water into the soil and reduced evaporation. In addition, small soil particles are bonded together and are not as easily transported by wind. Adding PAM may actually reduce the quantity of water needed for dust control, especially in eastern Washington. Since the wholesale cost of PAM is about$ 4.00 per pound,this is an extremely cost- effective dust control method. Techniques that can be used for unpaved roads and lots include: • Lower speed limits. High vehicle speed increases the amount of dust stirred up from unpaved roads and lots. • Upgrade the road surface strength by improving particle size, shape, and mineral types that make up the surface and base materials. 4-40 Volume 11—Construction Stormwater Pollution Prevention February 2005 • Add surface gravel to reduce the source of dust emission. Limit the amount of fine particles (those smaller than .075 mm) to 10 to 20 percent. • Use geotextile fabrics to increase the strength of new roads or roads undergoing reconstruction. • Encourage the use of alternate,paved routes, if available. • Restrict use by tracked vehicles and heavy trucks to prevent damage to road surface and base. • Apply chemical dust suppressants using the admix method,blending the product with the top few inches of surface material. Suppressants may also be applied as surface treatments. • Pave unpaved permanent roads and other trafficked areas. • Use vacuum street sweepers. • Remove mud and other dirt promptly so it does not dry and then turn • into dust. • Limit dust-causing work on windy days. • Contact your local Air Pollution Control Authority for guidance and training on other dust control measures. Compliance with the local Air Pollution Control Authority constitutes compliance with this BMP. Maintenance Respray area as necessary to keep dust to a minimum. Standards February 2005 Volume 11— Construction Stormwater Pollution Prevention 4-41 BMP C160: Certified Erosion and Sediment Control Lead Purpose The project proponent designates at least one person as the responsible representative in charge of erosion and sediment control (ESC),and water quality protection. The designated person shall be the Certified Erosion and Sediment Control Lead (CESCL)who is responsible for ensuring compliance with all local, state, and federal erosion and sediment control and water quality requirements. Conditions of Use A CESCL shall be made available on projects one acre or larger that discharge stormwater to surface waters of the state • The CESCL shall: • Have a current certificate proving attendance in an erosion and sediment control training course that meets the minimum ESC training and certification requirements established by Ecology (see details below). Ecology will maintain a list of ESC training and certification providers at: www.ecy.wa.gov/programs/wq/stormwater. OR • Be a Certified Professional in Erosion and Sediment Control (CPESC); for additional information go to: www.cpesc.net Specifications • Certification shall remain valid for three years. • The CESCL shall have authority to act on behalf of the contractor or developer and shall be available, on call, 24 hours per day throughout the period of construction. • The Construction SWPPP shall include the name, telephone number, fax number, and address of the designated CESCL. • A CESCL may provide inspection and compliance services for multiple construction projects in the same geographic region. Duties and responsibilities of the CESCL shall include,but are not limited to the following: • Maintaining permit file on site at all times which includes the SWPPP and any associated permits and plans. • Directing BMP installation, inspection, maintenance,modification, and removal. • Updating all project drawings and the Construction SWPPP with changes made. February 2005 Volume/I—Construction Stormwater Pollution Prevention 4-47 • Keeping daily logs,and inspection reports. Inspection reports should include: •Inspection date/time. •Weather information; general conditions during inspection and approximate amount of precipitation since the last inspection. •A summary or list of all BMPs implemented, including observations of all erosion/sediment control structures or practices. The following shall be noted: 1) Locations of BMPs inspected, 2) Locations of BMPs that need maintenance, 3) Locations of BMPs that failed to operate as designed or intended, and 4) Locations of where additional or different BMPs are required. •Visual monitoring results,including a description of discharged stormwater. The presence of suspended sediment,turbid water, discoloration, and oil sheen shall be noted, as applicable, •Any water quality monitoring performed during inspection. • General comments and notes, including a brief description of any BMP repairs,maintenance or installations made as a result of the inspection. • Facilitate,participate in, and take corrective actions resulting from inspections performed by outside agencies or the owner. 4-48 Volume II—Construction Stormwater Pollution Prevention February 2005 BMP C207: Check Dams Purpose Construction of small dams across a swale or ditch reduces the velocity of concentrated flow and dissipates energy at the check dam. Conditions of Use Where temporary channels or permanent channels are not yet vegetated, channel lining is infeasible, and velocity checks are required. L�--- • Check dams may not be placed in streams unless approved by the State Department of Fish and Wildlife. Check darns may not be placed in wetlands without approval from a permitting agency. • Check dams shall not be placed below the expected backwater from any salmonid bearing water between October 1 and May 31 to ensure that there is no loss of high flow refuge habitat for overwintering juvenile salmonids and emergent salmonid fry. Design and Whatever material is used,the dam should form a triangle when viewed Installation from the side. This prevents undercutting as water flows over the face of Specifications the dam rather than falling directly onto the ditch bottom. Check dams in association with sumps work more effectively at slowing flow and retaining sediment than just a check darn alone. A deep sump should be provided immediately upstream of the check dam. • In some cases, if carefully located and designed,check dams can remain as permanent installations with very minor regrading. They may be left as either spillways, in which case accumulated sediment would be graded and seeded, or as check dams to prevent further sediment from leaving the site. • Check dams can be constructed of either rock or pea-gravel filled bags. Numerous new products are also available for this purpose. They tend to be re-usable, quick and easy to install,effective, and cost efficient. • Check darns should be placed perpendicular to the flow of water. • The maximum spacing between the dams shall be such that the toe of the upstream dam is at the same elevation as the top of the downstream dam. • Keep the maximum height at 2 feet at the center of the dam. • Keep the center of the check dam at least 12 inches lower than the outer edges at natural ground elevation. • Keep the side slopes of the check dam at 2:1 or flatter. • Key the stone into the ditch banks and extend it beyond the abutments a minimum of 18 inches to avoid washouts from overflow around the dam. February 2005 Volume 11- Construction Stormwater Pollution Prevention 4-75 V. • Use filter fabric foundation under a rock or sand bag check dam. If a :r blanket ditch liner is used, this is not necessary, A piece of organic or synthetic blanket cut to fit will also work for this purpose. • Rock check dams shall be constructed of appropriately sized rock. The rock must be placed by hand or by mechanical means(no dumping of rock to form dam)to achieve complete coverage of the ditch or swale and to ensure that the center of the dam is lower than • the edges. The rock used must be large enough to stay in place given the expected design flow through the channel. eF • In the case of grass-lined ditches and swales,all check dams and accumulated sediment shall be removed when the grass has matured sufficiently to protect the ditch or swale -unless the slope of the swale is greater than 4 percent. The area beneath the check dams shall be seeded and mulched immediately after dam removal. • Ensure that channel appurtenances, such as culvert entrances below check dams, are not subject to damage or blockage from displaced stones. Figure 4.13 depicts a typical rock check dam. • Maintenance Check dams shall be monitored for performance and sediment Standards accumulation during and after each runoff producing rainfall. Sediment shall be removed when it reaches one half the sump depth. • Anticipate submergence and deposition above the check dam and erosion from high flows around the edges of the dam. • If significant erosion occurs between dams,install a protective riprap liner in that portion of the channel. 111 • i is 4-76 Volume II— Construction Stormwater Pollution Prevention February 2005 el 1 ,N1 View Looking Upstream . 18 (0.5m) • tg l 44 — A •— 12" (150mm) 114, ` ,f ;. /�\//,\//,\�\v,- o°��Oa A u�o o fl'JO /\. `24'(0 6m) rg.al NOTE: • 'e0° gPto00g�° 1 r; Key stone into channel banks and `'//' % 7`'/���/ extend it beyond the abutments a \'\����\'\\/\�\ minimum of 18"(0.5m) to prevent A flow around dam. • Section A - A . FLOW 1 .., . 24"(0.6m) o+=Q . q. ° g 0.%.6' •o�O ,•\ \/.: . 8'(2.4m) - — Spacing Between Check Dams 'L'=the distance such that points 'A'and 'B'are of equal elevation. . - •L' • , •..° —POINT 'A' POINT'B' i,1\ \/ j\\/�\ \\/\ \ /\ /\//,.%/ NOT TO SCALE 1 . Figure 4.13 Check Dams February 2005 Volume 11- Construction Stormwater Pollution Prevention 4-77 • il ::V,.'-..',.:-:' BMP C220: Storm Drain Inlet Protection i ,.,., Purpose To prevent coarse sediment from entering drainage systems prior to • ' permanent stabilization of the disturbed area. r . .. , Conditions of Use Where storm drain inlets are to be made operational before permanent ;,; stabilization of the disturbed drainage area. Protection should be provided} . 5`-„,,, for all storm drain inlets downslope and within 500 feet of a disturbed or -,'`,'`` construction area, unless the runoff that enters the catch basin will be conveyed to a sediment pond or trap. Inlet protection may be used anywhere to protect the drainage system. It is likely that the drainage - system will still require cleaning. Table 4.9 lists several options for inlet protection. All of the methods for storm drain inlet protection are prone to plugging and require a high frequency of maintenance. Drainage areas should be limited to 1 acre or k less. Emergency overflows may be required where stormwater ponding ,�_�.._- -- I would cause a hazard. If an emergency overflow is provided, additional i end-of-pipe treatment may be required. Table 4.9 Storm Drain Inlet Protetion Applicable for Type of inlet Emergency Paved/Earthen Protection Overflow Surfaces • Conditions of Use Drop Inlet Protection Excavated drop inlet Yes, Earthen Applicable for heavy flows. Easy protection temporary to maintain. Large area flooding will Requirement: 30'X 30'/acre occur Block and gravel drop Yes Paved or Earthen Applicable for heavy concentrated inlet protection flows. Will not pond. Gravel and wire drop No Applicable for heavy concentrated inlet protection flows. Will pond. Can withstand traffic. Catch basin filters Yes Paved or Earthen Frequent maintenance required. Curb Inlet Protection • Curb inlet protection Small capacity Paved Used for sturdy, more compact with a wooden weir overflow •installation. Block and gravel curb Yes Paved Sturdy, but limited filtration. inlet protection Culvert Inlet Protection Culvert inlet sediment 18 month expected life. trap I4-82 Volume ll- Construction Soormwater Pollution Prevention February 2005 .r Design and Excavated Drop Inlet Protection - An excavated impoundment around the ' y Installation storm drain. Sediment settles out of the stormwater prior to entering the Specifications storm drain. • Depth 1-2 ft as measured from the crest of the inlet structure. • Side Slopes of excavation no steeper than 2:1. • Minimum volume of excavation 35 cubic yards. • Shape basin to fit site with longest dimension oriented toward the longest inflow area. • Install provisions for draining to prevent standing water problems. • Clear the area of all debris. • Grade the approach to the inlet uniformly. • Drill weep holes into the side of the inlet. • Protect weep holes with screen wire and washed aggregate. • Seal weep holes when removing structure and stabilizing area. • It may be necessary to build a temporary dike to the down slope side • of the structure to prevent bypass flow. Block and Gravel Filter- A bather formed around the storm drain inlet with standard concrete blocks and gravel. See Figure 4.14, -1: • Height 1 to 2 feet above inlet. • Recess the first row 2 inches into the ground for stability. • Support subsequent courses by placing a 2x4 through the block I opening. • Do not use mortar. • Lay some blocks in the bottom row on their side for dewatering the pool. • Place hardware cloth or comparable wire mesh with %2-inch openings over all block openings. • Place gravel just below the top of,blocks on slopes of 2:1 or flatter. • An alternative design is a gravel donut. • Inlet slope of 3:1. fir. • Outlet slope of 2:1. • 1-foot wide level stone area between the structure and the inlet. • Inlet slope stones 3 inches in diameter or larger. • Outlet slope use gravel '/2- to 3/4-inch at a minimum thickness of 1-foot. r February 2005 Volume II— Construction Stormwater Pollution Prevention 4-83 J Plan View A Drain °4 ^ %Cr%()I 9a^oGrate � � o�^a�P4 p 1n • J:I'Y1••10 � +—•<>G I ` �,;� o p , Concrete Ao;,uzi 7 k_ .^<ar\•°o;'o Block �lOp %'o t7 �.v �oG.');�Y r( 06., J OZ.� Gravel IraBackfill ,•�. q'V Sao:( 1`�;11•�J' coy-)'Q o5ys�oQo A h\ Section A - A Concrete Block Wire Screen or Filter Fabric Gravel Backfill Overflow Water Ponding Height oo „ Ol o q za Water •..•.......'( 6' tq„-, yno /y• .c Drop Inlet �;: \ Notes. 1. Drop inlet sediment barriers are to be used for small,nearly level drainage areas.(less than 5%) 2.Excavate a basin of sufficient size adjacent to the drop inlet. 3.The top of the structure(ponding height)must be well below the ground elevation dowuslope to prevent runoff from bypassing the inlet A temporary dike may be necessary on the dowslope side of the structure. Figure 4.14—Block and Gravel Filter Gravel and Wire Mesh Filter- A gravel barrier placed over the top of the inlet. This structure does not provide an overflow. • Hardware cloth or comparable wire mesh with '/-inch openings. • Coarse aggregate. • Height 1-foot or more, 18 inches wider than inlet on all sides. • Place wire mesh over the drop inlet so that the wire extends a minimum of I-foot beyond each side of the inlet structure. • If more than one strip of mesh is necessary, overlap the strips. • Place coarse aggregate over the wire mesh. • The depth of the gravel should be at least 12 inches over the entire inlet opening and extend at least 18 inches on all sides. 4-84 Volume II— Construction Stormwater Pollution Prevention February 2005 ' I Catciibasin Filters-Inserts should be designed by the manufacturer for use at construction sites. The limited sediment storage capacity increases the amount of inspection and maintenance required, which may be daily for heavy sediment loads. The maintenance requirements can be reduced by combining a catchbasin filter with another type of inlet protection. This type of inlet protection provides flow bypass without overflow and therefore may be a better method for inlets located along active rights-of- way. • 5 cubic feet of storage. • Dewatering provisions. • High-flow bypass that will not clog under normal use at a construction site. • The catchbasin filter is inserted in the catchbasin just below the grating. Curb Inlet Protection with Wooden Weir—Barrier formed around a curb inlet with a wooden frame and gravel. • Wire mesh with %-inch openings. • Extra strength filter cloth. • Construct a frame. • Attach the wire and filter fabric to the frame. • Pile coarse washed aggregate against wire/fabric. • Place weight on frame anchors. Block and Gravel Curb Inlet Protection-Barrier formed around an inlet with concrete blocks and gravel. See Figure 4.14. • Wire mesh with t/z-inch openings. • Place two concrete blocks on their sides abutting the curb at either side of the inlet opening. These are spacer blocks. • Place a 2x4 stud through the outer holes of each spacer block to align the front blocks. • Place blocks on their sides across the front of the inlet and abutting the spacer blocks. • Place wire mesh over the outside vertical face. • Pile coarse aggregate against the wire to the top of the barrier. Curb and Gutter Sediment Barrier—Sandbag or rock berm(riprap and aggregate)3 feet high and 3 feet wide in a horseshoe shape. See Figure 4.16.. • Construct a horseshoe shaped berm, faced with coarse aggregate if using riprap, 3 feet high and 3 feet wide, at least 2 feet from the inlet. • Construct a horseshoe shaped sedimentation trap on the outside of the berm sized to sediment trap standards fir protecting a culvert inlet. February 2005 Volume II-Construction Stormwater Pollution Prevention 4-85 Maintenance • Catch basin filters should be inspected frequently, especially after ( Standards storm events. If the insert becomes clogged, it should be cleaned or replaced. • For systems using stone filters: If the stone filter becomes clogged with sediment, the stones must be pulled away from the inlet and cleaned or replaced. Since cleaning of gravel at a construction site may be difficult, an alternative approach would be to use the clogged stone as fill and put fresh stone around the inlet. • Do not wash sediment into storm drains while cleaning. Spread all excavated material evenly over the surrounding land area or stockpile and stabilize as appropriate. z 6. f k. r � 1 4-86 Volume 1l— Construction Stormwater Pollution Prevention February 2005 BMP C233: Silt Fence Purpose Use of a silt fence reduces the transport of coarse sediment from a construction site by providing a temporary physical barrier to sediment and reducing the runoff velocities of overland flow. See Figure 4.19 for details on silt fence construction, Conditions of Use Silt fence may be used downslope of all disturbed areas. • Silt fence is not intended to treat concentrated flows,nor is it intended to treat substantial amounts of overland flow. Any concentrated flows must be conveyed through the drainage system to a sediment pond. The only circumstance in which overland flow can be treated solely by a silt fence,rather than by a sediment pond, is when the area draining to the fence is one acre or less and flow rates are less than 0.5 cfs. • Silt fences should not be constructed in streams or used in V-shaped ditches. They are not an adequate method of silt control for anything deeper than sheet or overland flow. Joints in filter fabric shall be spliced al posts.Use staples,wire rings or 24x2"by 14 Ga.wire or equivalent to attach fabric to posts equivalent,it standard strength fabric used .......?...... -:r.;:: I •'Tar' Filter fabric I I •::::::',:I:: ::::: I : II I I Aft=Et, ii- r. ,l�u=flF.il,=•u ..�..�ur..��11=11 11:71.=11. •r+ll,=.fl=0 {t-�tt;?!1=If�flr-11=11CTTTf1^tlryliltr r- _ -'l�jf i,,l�g_ 7 6'max •l T`4 I Minimum 4"x4 f E"trench I + I Bar 3 4-1.5 with nd tivegravel elsoil' Post spacing may be Increased or 314Y-3.5"washed gravel to 8'if wire backing is used 2"x2"wood posts,steel fence posts,or equivalent Figure 4.19-Silt Fence Design and • Drainage area of I acre or less or in combination with sediment basin Installation in a larger site. Specifications • Maximum slope steepness (normal (perpendicular)to fence line) 1:1. • Maximum sheet or overland flow path length to the fence of 100 feet. • No flows greater than 0.5 cfs. • The geotextile used shall meet the following standards. All geotextile properties listed below are minimum average roll values(i.e.,the test result for any sampled roll in a lot shall meet or exceed the values shown in Table 4.10): 4-94 Volume 11- Construction Stormwater Pollution Prevention February 2005 I 1 i1 ,"?ti, ti. .; BMP C235: Straw Wattles - Purpose Straw wattles are temporary erosion and sediment control barriers J consisting of straw that is wrapped in biodegradable tubular plastic or j : .'+' similar encasing material. They reduce the velocity and can spread the flow of rill and sheet runoff, and can capture and retain sediment. Straw i 11 wattles are typically 8 to 10 inches in diameter and 25 to 30 feet in length. ` '- The wattles are placed in shallow trenches and staked along the contour of disturbed or newly constructed slopes. See Figure 4.21 for typical construction details. ; i Conditions of Use • Disturbed areas that require immediate erosion protection. 1 • Exposed soils during the period of short construction delays, or over winter months. 0 • On slopes requiring stabilization until permanent vegetation can be established. 1 0 • Straw wattles are effective for one to two seasons. • If conditions are appropriate, wattles can be staked to the ground using 1 willow cuttings for added revegetation. • lolling can occur beneath wattles if not properly entrenched and water can pass between wattles if not tightly abutted together. Design Criteria • It is critical that wattles are installed perpendicular to the flow direction and parallel to the slope contour. I, , Narrow trenches should be dug across the slope on contour to a depth 1 of 3 to 5 inches on clay soils and soils with gradual slopes. On loose soils, steep slopes, and areas with high rainfall, the trenches should be dug to a depth of 5 to 7 inches, or 1/2 to 2/3 of the thickness of the wattle. • Start building trenches and installing wattles from the base of the slope and work up. Excavated material should be spread evenly along the uphill slope and compacted using hand tamping or other methods. 1111 • Construct trenches at contour intervals of 3 to 30 feet apart depending on the steepness of the slope, soil type, and rainfall. The steeper the slope the closer together the trenches. I . Install the wattles snugly into the trenches and abut tightly end to end. Do not overlap the ends. it • Install stakes at each end of the wattle, and at 4-foot centers along it entire length of wattle. • If required, install pilot holes for the stakes using a straight bar to drive 111 holes through the wattle and into the soil. • At a minimum, wooden stakes should be approximately 3/4 x 3/4 x 24 ( inches. Willow cuttings or 3/8-inch rebar can also be used for stakes. II ii i 4-100 Volume II—Construction Stormwater Pollution Prevention February 2005 1 4+ Maintenance • Stakes should be driven through the middle of the wattle, leaving 2 to 3 - Standards inches of the stake protruding above the wattle. • Wattles may require maintenance to ensure they are in contact with soil and thoroughly entrenched, especially after significant rainfall on steep sandy soils. • Inspect the slope after significant storms and repair any areas where . i , wattles are not tightly abutted or water has scoured beneath the wattles. 0 32)� 4, 1 (1.2m) I,f , ;`` -\\ w \11/ .,/,...A . !\\,k ''., -... Straw Rolls Must -,-;.\:: ' r • ,,., ,, ,. „, Be Placed Along �j + 1" `, Slope Contours n y Adjacent rolls shall p • , `Clr AN y /� ': \ 1 Spacing Depends / on Soil Type and '4' Sediment,organic matter, Slope Steepness ✓ and native seeds are '•/, " captured behind the rolls. i .s,r' ' •,, 3"-5"(75-125mm) `, •>/ - \ fj, (200-250mm) -• Live Stake / ;,��, ray \� .� \f` ��..} S. \ 1„ X1" Stake not to scale (25 x 25mm) °" ;. . NOTE: rT ;}' .� 1.Straw roll installation requires the placement and secure staking of the roll in a trench,3"-5"(75-125mm) r. deep,dug on contour, runoff must not be allowed to run under or around roll. fii.}.r Figure 4.21 —Straw Wattles kx'M1 ;r February 2005 Volume II— Construction Stormwater Pollution Prevention 4-101 .: 1,1