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Permit File 1419 Latitude Circle
• aN / F I / I / 1 /' LOT 30 I / I---INLET ^� /l / /' FOR DOWNSTREAM I • • i �� `� 19�PR4VATE �D"� /'�� CATCH BASIN PER ASIN �� / j RETAINING / e SS EASEMENT I LANDED GENTRY M FILTER TYPE i WALL( ,� •I HOMES AND [0l<151uNlrles f /7// IN TPR�TECTION --- --__ - -- • - - I i� PRczz Biocl<a f j 198.4 • — 1� GENERAL NOTES /�� iBS.f / J/ �iRAVEL�ILTERTYPE -.-- GRADE- --- EXIST / -PROPOSED PERIMETER / I GRADE / i OLANDED GENTRY GRADE/ / I LOT LINE SILT FENCING PLACE5I�TFENCINGON I / / OOWM STgEAM SIDE GF.' P 504 E. FAIRNAI�N ,� - • - _ _ STOCK PI E PEgflM C233 I 98233 supuuGT17N, WA l / /� I' ( / i 3d22' // 113.37' ._ _- -_ ..... J I /!/ I l'--- 1-(360)-755-902f 55 00' / fjBUILDING.' z1.15' / / / MAIN FLOOR AREA- 1,787 SF // % 1 --- - I 11 WM LL FLOOR AREA- 1�466 SF / / ",�--JT�y-x•1-' .^w�x_ x a_x�x�c�x--x—x�r - `- // / / I . I �, TOTAL FLOOR AREA-3,'zss SF r p `x ^x�%—x�l-r-X N- 1.• %�<-x11' x .44: I l''' /' GARAGE AREA 794 SF st7 {9� PROP.4"SCH 40 PVC- RAIN LINE , %max 1+ - SS, ull 4 r7 R / I k � �+ ~~~~9~.~~`~�. f �� I! �� _ 69,30N 1o.Du= Z SBILOCAjONILE j F_\_ — — — i ZONING: (UNDERLYING Rz) / I G \4 wi COVERIWITH ( I S�raAacs /// ■I �Ij �U�OIr oyNES 1 iS S-0 M gfENTSf'II I q U / \ / / REAR YARD MIN 20' !' / +�1 I ¢m / ! / I I PROPOS'D PERIMETER FRONT YARD MIN 20' x GONSTR CTtON FENCE ! I1 0 >-W I i / �'� PER BM. C103 / !I a4 I w W Ln / / 41 2D' FROM Y IRD SETBACK F HEIGHT: �! +I I �' („z / / I i I PROOPOSEED:: ER ' LOT LINE / 1 q I I. - I r __ I PARKING: !! rl l I �` / I $ (—EASEM I • PARKING A N C SPACES DRIY®WAY j I _ PROPo9Ed I I / I PERIMETER SILT II MI L® j i I N LINE r I►.N PENCING{TYPI PER i I 5.00' '— 11114"" �— - NMP C23lAr �I I11 f - / / \.G�50\\• !` it If r �+ / I Ili �3 SaoAt RIGHLOT T-OF-WAY LINE I LOT COVERAGE !I r"„ �� i 7 PORCH�o WP�,KWAY I LINE BUILDING AREA: y 1 I I1 I 1 PRO".4"SS $ SC r° I / $94(1 SF. ' I 1 SE'VICE LINE e wo LOT - I I CURB&GUTFER / L79 S.F. I U B 1 ` 1 / L PL72QENT COVERAL; • / ! ; I 9/ I W / f / o - FF MAIN:205.89 •rro, I o / 2940/7,936-37.1A / / I 1 � � MAXIMUM ALLONED: 37.5X 2b' REAR -] FF 11;195.90 / / g TEMPORARY —^ U / / H. I.YARD / f ENTRANCE aN IMPER 1/IOUS COVERAGE / BLF'rlLDlNG GF:205.99 I ENTRANCE PER BM T--- C 11,, I t�90%j1 S TBN'L` ± / i' (SIZE TO FIT) 1, — BurLDINC. 2.s8r SF: II 1 I j i .F:295A9 $ IC..) STEPS ALKYfAY 57 SF. / r' r \,G p\\- F i/ „ !� U POR 170 S.F. 5 /. / a PATIO: 2�035 SF- ,/� i 1 ,IQ0 SOS I o / // 1r ik'hi 1 .� a I 10'UTILITY 'i YAY 3.848 iP 1 j '41 - GARAGE ' �� �I/I• r il��' V� • EASEMENT W LOT AREA. / I 1 PROP.4"SCH 40 PVC DRAT LINE JI( " _ 1 LINE 1 f'' ' 1\1 _2 A r 7,936 SF. 1 �p1� 7 '---I,1 ! VEWA PERCENT COVERAGE Or /' jf !f - ���. i)(} 4646/7.935=45.9[ I / r �' IS')IC:111; V I l! li �/ ' / l J ' 1�,: I- 1i Ii� MAXIMUM ACLOYIED:48.Wf F / — L 1'�/ � ZU o° '�� // GF:205,99 \ _I{/;, J � �' � 9)VI --- - - - ----/ I 8/oq—� ■.■ A ill { I Q o l�jr ♦ /'� OF:295.5D / o {r' 1 1 I i, , I J\,�050\V ■■i■` / -i.x556 p \ — --' - ' •_. T _ `. 1 ! 2 m Co I os ■,�■ , /' I T l cNECK DAMPER EMP / // •" .. • III Pk \'- PROPOSED PERIMETER i O \ czov:cNEcx DAMS, S • I /v\ yo + ASNEEDE9. $ �' — �`� fN'N5P01 • 90T I/' M S� CONSTRUCTION FENCE ' j I, gi / 3:00' _ A • , . 2300' /o'N 4.00' _ 8 �( wed PER BMP C103 // 1 5 . D / . 1 �/ / f CHECK DA I PeaeMP -- --_- i GRAPHIC SCALE 346Y � 59.00' PROP.4"S�H40PVCDRAINLINE Czw:CHEQQKOAMS, B 3 6 92 I / IS NEEOE4. I 1989' /�� I 192.1 - i r / 113 / I EXIST/! PROPOSED PERIMETER/ / ../ /' ( IN FEET) GRp[�E CONSTRUCTION FENCE LOT LINE2pg g Hurts. Scala: 1 Ines a Feet I I -+'ER BMP G103 i EXIST l i — '1 GRADE 7 j / i �, '/ ! 48 NORTH I E,uslmr-< Netes Br Kaaenu„IcmAwaan.GIN alMewrtss ABBREVIATED LEGAL DESCRIPTION: 1 / MAXWELTON LL LOT 23 LOT 29, 4B NORTN,, RA Oa PUD, ST, RN.22, A. Eros/ eallc,� nnr Pnwlme sKal Sahh�m pe.moa�2ced a�,np,w, TOWNSHIP 35 NORTH, RANGE 1 EAST, W.M., CITY i % 3-CAR LEFT I I to / OF ANACORTESi5KAG1T COUNTY.STALE OF / / l'' ' ' / B. The omNee�,ed slid bg Inspected dnmaesv and mmvndlomaslmes,,. WASHINCTOr4,A.F. 201705020025 II rr eanmuaae ae reedee. 1 / 7r. C. The de,drat spurn gh,l be domedriogy(Section]-0r1?AI&else,.r em.seal'''. /' /' ---- - _ ` , ens a.�pre�al�eanaMePdreeaaepenmafl� ��. II EROSION CONTROL PLAN / C. Serdpaed mneeucdopeMmncee and made chef Le Lrs[alled woo Leglrof.drs,n.wcd,., / } h ,. I ,. r i 1` e,d mefnleh,ee dudme ewadanmd,e PO..Adelponaf mebwn m.msyIxd ecru /' / _ ` ;� l hpedeaene��la(peedeaeeaekepldeetiNandaa. ,.ma�am - J{ LOT 29(P133687) ir` E. AnyealleexpoeedrlhalxanothedsNNed for We l2l deya during . -eassrn meawn �) (Ildeye lndn drfaa,an�ml be Im,edlataly Me hn�with Me .••.ESC methods /' �� ` .` 1419 LATITUDE CIRCLE r r`' {.»edbrg.<1 49.pl,sdc w,O.g,eiel yL f �� Ui i' I F. TmlT/awalap1 to lhebeglrailn9 of We vnreeax,,C,aa�er ,tlleWvrbeeam,Map / LOT 28 fV 7# LL ' j' here>teaedloldea,aV1ldoor,(Il,.exeetledla pI'.1•%r-alI.&.,,lx C11dnr,ped / 1 ��' i; ANACORTESI WA rea steel bosomed ulaln me(Il Beek of Ne hryiTFp- velauson.rVl,dIi map 1, " % i of pmseerepi to he seeded and those areas fa ferule.•-m sh.I Le..l,,.d to Na `11F / !' Prtpa hlaaEEer.ThOPrt{ecl Managerw,re9elre aeming in-ddidontl weeeNaeub ��� ; JOfl NG: PLAT OF"4N NORTH" yr..d�+.ar c,,.o adlaxmp yards,ar eralnage rams ` ��/.(+ DESIGNEG: LG G. Pe•yr4"i'u Emslon Con• .Each day Is a a:Jo lord„rolcene rtneundn Choprcc I� Hll{/��p�ry[ 1 I II.E6.leeaes krV,hrbn.Eah6rVis ooneMurmaaifl mnl JNada•,. �+ V. ` _ I i 71 �� Vr 1 1 OF J. orawH: fl' PATE: 08(09/2017 /' ' i1 +` / / / / / SHEET 1 of 1 i I o i rI / 'r _ i 1 r I - a LANDED GENTRY IlONCS AND C_OSINVN'ITICS GENERAL NOTES 01NJER: LANDED GENTRY 504 E. FAIRNAVEN BURLINGTON, WA 98233 1-(360)•-755-8021 BUILDING. MAIN FLOOR AREA- 1,767 SF LL FLOOR AREA- 1,488 SF TOTAL FLOOR AREA-3,253 SF GARAGE AREA- 799 St SITE: TYPICAL ZONING: P.U.0(UNDERLYING R2) SETBACKS ALL SETBACKS IN COMPLIANCE WPM CITY GUIDUNES SIDEYARDS MIN 5', 15'COMBINED REAR YARD MIN 20' FRONT YARD MIN 20' N0GNT:' MAX. ALLOWED: 35' PROPOSED:UNDER PARKING PARKING SPACES PROVIDED= 3 IN GARAGE 3 IN DRIVEWAY . LOT COVERAGE BUILDING AREA: ,., 2,990 SF. LOT AREA: 7,936 SF. t's'F•LPC:Idll p ,+y_,�<� PERCENT COVERAGE: Z940/Z936-37.1X MAXIMUM ALLOWED: 3Z5X • " IMPERVIOUS COVERAGE I BUILDING: 2,581 S.F. PSWDRcH:EP5/WALKWAY: 57 SF. 170 SF. PADO: 2035 S.F. DRIVEWAY: •] TLOOTT AAAREA: 7,938 SF. "1111 i. 1" PERCENT COVERAGE: . 646/7,936-45.9X y MAXIMUM ALLOWED:48.0X • • G friwwin • 111 r ' )I II' SITE LOCATION • a ANACORTES, WA NOT T°SCALE „ T 48 NORTH 46yl!n„NI:roll - t n:,,,a,,l:, MAXWELTON LL • 3-CAR LEFT • EROSION CONTROL PLAN Map data®2O17Google 1000Rh LOT 29(P133687) VICINITY MAP . _ ' 1419 LATITUDE CIRCLE LOT 29 (P133687) ) ANACORTES,WA 1419 LATITUDE CIRCLE AUG11 05N0 PLAT OF"48NORTH' ANACORTES,WA UU �J 1 6r�I�hEo: Lc DRAM: CITY J� © i/•yy } DATE: 2 06/05/9/12017 CITY OF ANACV1 I ES SHEET of —.r 1 f / I f I LOT 30 I // I. LANDED GENTRY / I 1 110�f CS AND COI SIllN lit Cs //A I 8 PASE soa - — /RETAINING SS EASEMENT I GENERAL NOTES 198.4 { • / WALL(E} I EXIST °UNDED GENTRY 504 E.FAIRHAVSN / I f GRADE iI r_ BURDNGTON, wA // I! 98233 // 185.1 1-(360)-755-9021 EXIST I LOT LINE I I` sU8D1NC // GRADE _ - -- 4' MAIN FLOOR AREA- 1,787 SF F -/ 1a - ._. �_ .� — - _ "� .� 113.5.7' 21.15' WM j 141' LL FLOOR FLOOR AREA-EA-3 3 S •� I� 33.22' 59.OD' ? li GARAGE AREA- 794 SF il, SITE: , WM TYPICAL i '- 1nSD 0. PROP.4"SCH 49 PVC DRAIN LINE ZONING: P.U.D LUNDERLYING R2) �, SS(I"t+"�'.+. $ FH G ALL SETBACKS IN COMPLIANCE SETBACKS a5t rl ~~+"+�++�+ f 49.00' �'YN��T -iD.D°' { OlINNES SIDE CITY RDS MN 5', 15'COMBINED _,t 'I ++"•rr 0 l ..Q REAR YARD MIN 20' I i FRONT YARD MIN 20' . i 1 t �I C. I I U I HEIGHT: LOT AK ALLOWED: 35' �I C�¢ PROPOSED:UNDER i 51 Lp —}f 20' PROW,- Y�VRD SETBACK III I $ W I i PARKING: 3 PARKING GARAGE.C3 INRDRIIVEWAY II I vl 0 I I-1EAE T L07 LINE it I �m —{ G �f �ry`M1_' _� LOT RIGHT-=- LOT CO1_RAGE //f I I RIGHT-OF-WAY swLDINc AREA: II to". — II HT I LINE 2,940 SF. ,.. —, A- PORCHw KWAY LOT AREA:7,936SF- UI CURB&GUTTER PERCENT COVERAGE:PROP.4"SS Y LET 1 - I 2840/7,878-37.11L SERVICE LINE I p I I MAXIMUM ALLOWED: 375X J U y I o , 1 - ! I 8 IMPERVIOUS COVERAGE I $ 2561 SF BUILDING` 2I' REAR ( STEPS/WALKWAY. 57 SF CA 17D SF. 'YARD6. 4190% p o- 2D3 SF 0r'BU RpNC -I \ i S. SETBACK 1 /\ w ( ° � 19'UTILITY LOT AREA: EASEMENT E 7sae sF. • I a GARAGE LIME _ PERCENT COVERAGE: 1 PROP.4"SCH 40 PVC DRAIN LINE DRIVEWAY 3.646 7,936 m 45.91E \\\\\ MAXIMUM ALLOWED:48.OX 1 — 1 \ — ~ { \\ L CZ 1 � m� ...... +•++ram+ �T ti. y , 1 ill '8 L6'..2',.s "P ! TO. m.\\L I S 32.00'— �, 23.00'— 44.00' 8 6 D PROP.4"SCH 40 PVC DRAIN LINE GRAPHIC SCALE 79 69` ( IN FEET') I 59.00' Harts. 3cada: i Pnc& -= 6 Faet 1 34.67' 1 G JL 113.3T 192.1 r LOT LINE EXIST 48 NORTH 2013.6 EXIST GRADE MAXWELTON LL GRADE 3-CAR LEFT i SITE PLAN LOT 23 l LOT 29 1 f1 141ANACORLATITUDE , S,WA 1 L©T 28 ►JUI■ CLE i 1�� ' I� N .0 IQ l'i JOB No: PLAT OF'48 NORTH" I::i , I UeslcNso: LG t I I DRAW oA�: 06I2al2017 i I CITY F IANA0014 Tt SHEET 1 7of 1 LI ii I , II ' I 1 • i r ^. i' E� 43 !f LOT 30 m +s - L '1 15 10'PRIVATE 9b& VI'1` � f~ 'RETAINING SSEASEMENr . 1 .!ci + ,i �� LANDED G E I� T RY WALL(E) It I;' + Ij Homes AND COMMUNITIES 1 ! ! I I krl1 'F :-- �' I � GENERAL NOTES z, 185.1 v' 1 1 EXIST .i] .•a-'2 ,' EXIST L 1'! GRADE "S ---4:. 'f �-,__.,,, LOT LINE I:I I __,,,,i) LANDED GENTRY - owNER: �� GRADE �1 �' f {� h�*/�•t��r��r"""'""I''JJI'''� 'L,� HURUldGTON, WAN +i� i;' 1 +` I 4J ♦ IYf'SV 1� ,! 98133 it -113.37'— '--I I I L 1-060)-755-9021 pb --33.22' I ��'' � 59,40' 21'1�' 1 1NM `' T. {I BUILDING: FLOOR AREA- 1,787 SF aR� 1 L LL FLOOR AREA- 1,486 SF TOTAL FLOOR AREA-3,253 SF i ,i v w SD P� I t . GARAGE AREA- 799 SF 5• PROP. SCH 40 PVC DRAIN LINE FI - �' . 55` rrrr#rrr4 r o WM � I iQT1Pl�AL m-"x,11[ SD�IEyr'I ~abir{�{�,yp &5. i '' - i � y�r'y 10.00' q •H' • [ I I P.U.D(UNDERLYING R2) [ . g' 1;i1---- �i #�, .- ..a.rIM r. , 11 I R SETBACKS: B SETBACKS!N COMPLIANCE IH f'1 ,L 1 1 - I I I I ,1 WITH cm'GUIDIINES SIDEY'I III I q U I I I I REAR AYARD RDS MMIN 2IN 015'COMBINED I� i III I �' '` I L� FRONT YARD MIN 20' fh r I1 �,01 20'F!Z N Y r: iE7BAOX d HEIGHT: �t r P MAX. ALLOWED: 35' PROPOSED:UNDER I 1 q IR r LOT LINE �' �+ _ ��1 O q 1 o Co Z r D'Un(1TY 41 ,I .'I h' PARKING: I Ili, F I I 'uN J I i a r 3ARKING IN GARAGE, SINK DRIVEWAY I I I f LOT LINE&�, ,� .J 1 LOT COVERAGE a Li ^ �, RIGHT-OF-WAY 0 l C4 1 1 I PORCH $ I ri'Ah v LINE 1 !; BUftI1INC AREA: r ` _IIII I- 2,940 SF, t 4 ' 1 PROP,4"SS f • - IL �[[\\ll��iiRrr�J - U LOT 9 __ LOT AREA: 1 SERVICE LINE m w I -CURB&GUTTER 7.936 SF. U o 1 J"' L PERCENT COVERAGE: "�*�p o 1 ! - I 7i. w 4t' 2,940/7,936=37.rX 11/ � 1 I �6' �`��� 7 0o I: J f iJ MAXIMUM AUCIIED: 37.5X LL [a 2 ROAR i d o s. 1 $ I �YA D 1 f� I \ I ^ i. B4111. c ; r_ j i IMPERVIOUS COVERAGE ! BUILDING; 2,561 S.F. sEralcx 1 ++ >�°� r i; ' * I: 1 It p STEPS/WALKWAY: 57 S.F. r PORCH: 170 SF. I: '[ 1 d I . IJ U �r FARO: 203 S.F. f; E 11_ ki �o o 10'UTILITY TOTAL: ,54�SF r 1 .. I TOTAL: J,646 S.F. ' '' II 1 LOT AREA:• 1 V GARAGE EASEMENT ,i W �j I PROP.4'SCH 40 PVC DRAIN LINE �� r / i LINE 1 7,936 SF ( L 1 D¢i' j DRIVEWAY _. Ia1 •1 f P3,646/0 ACE:45.9% - II IyPQ� -` . / "_ — e .� MAXIMUM ALLOVS'ED:48.0X 14' . co r —-- F` il L. z 1 . oo - o° f a rr� �' ii01 11 r, Io - LACO } li w .T__ . . -. 0 COo t. I. • !'' _• [,; vi 32.00' oyl1� -23.00' ytibce� 'l 4.00' I- I R 1; I. I 1 o qo' - I i 1T i i GRAPHIC SCALE ;; I- 34.67' 59.00' PROP.4"SCH 40 PVC DRAIN LfNE I 6 0 3 6 /2 1969' P I�i IN 192.1 I, , r 13.37' r EXIST - :' ( IN FEET ) GRADE h` ': LOT LINE l/f GRADE ! Horiz. Scale: f Inch = 6 Feet EXIST { . m� GRADE ' 1 48 NORTH L III,I MAXWELTON LL l 3-CAR LEFT LOT 23 i LANDSCAPE NOTES: k. •LAP QL {�` I, PROVIE(I) TREE (EXISTING OR ADDED) PER 1,000 SQ. FT. OF LOT (S TREES LOT 29 MIN. e VERIFY LOCATION W/ BUILDER) WI A MINIMUM 211 CALIPER (PER CODE 1419 LATITUDE CIRCLE TREES PROVIDED WILL BE A COMBINATION OF DOGWOOD, ALASKAN CEDAR, AANACaRTES,WA LOT ZH VINE MAPLE 4 WESTERN HEMLOCK (VERIFY LOCATIONS W/ BUILDER). VERIFY fIC'i j` TREES TO BE REMOVED IN FIELD WI BLDR. IF APPLICABLE. 1osNa Pu,TOF"asNORTH" C 9ESIGNE9: Of LG i f PROVIDE LANDSCAPING: IN A COMBINATION OF SOD LAWN AND PERENNIAL DRAWN: I ' PLANTING BEDS TO COVER A MINIMUM OF 20% OF THE LOT (I,SSS SO, FT.)" DATE: 06/281zan VERIFY LAYOUT WI BUILDER. SHEET 1,' ll r __ I II I •r .. ._. FLOOR PLAN NOTES: _ "' 9S'-0" a I. ALL DIMENSIONS ARE TO FACE OF STUDS UNLESS NOTED OTHERWISE(11.N.O,), 10-0" I6'-0" 16LO° 14LO" VERIFY DIMENSIONS SHOWN ON PLANS,DO NOT SCALE OFF DRAWINGS �� 2, FRAME EXTERIOR WALLS W/104 5/8"2x6 STUDS•16"O.C.TYPICAL 3'-6" 4'O' 4•-0" 3'$° 3'-6 1/2" 4'-5 1/2' 4'-5 I/2" 3'-6 1/2" 3'-4 1/2" 3'-1 I/2" 3'-T 1/2' 3'-4 1/2' 3. FRAME INTERIOR WALLS W/104 5/S"2.4 STUDS•16"O.C.W/1/2"GYPSUM LANDED GENTRY WALLBOARD BOTH SIDES TYPICAL U.N.O. NN- - - / HOMES AND C 0 AI M U D.: I ES 4. FRAME GARAGE/HOUSE WALL 4 GARAGE EXTERIOR WALLS W/2x6 STUDS• .. - - "� I6"O.G.(VERIFY HEIGHT OF WALL ON-SITE PFR AS-BUILT FOUNDATION) S'.E NOTE•I3 S. PLUMBING WALLS TO BE FRAMED UI/2x6 STUDS•16"O.L. SEE PLANS FOR LOCATIONS(VERIFY JOIST PLACEMENT ASV.AND BELOW FOR CLEARANCE) Q Q m DE 14 m S. ANGLED WALLS TO BE 45 DEGREES TYPICAL U,N,O, T. DIMENSIONAL LUMBER TO BE HEM-FIR•2 TYPICAL U.N.O. 4x6 NF•1(TTp.EA,WOW.) S. UNLESS NOTED OTHERWISE ON FLOOR PLAN INSTALL 4x6 HFO HEADER IN \ \ \ 2 pIC. 5060 XO 7360 PIc.� 204E 8H 4646 PIG, 204E SH1 - 2x6 E 4x EXTERIOR WALLS ASV.DOORS 4 WINDOWS W/R-10(MIN,)INSULATION o -I 6 1 EDGE O-FLAT SOFFIT ICI-, 6 HF7(TYP.EA.WOW.) ,�LI I INTERIOR SIDE OF HEADER. INSTALL 4x6 HF• IN 2 MDR. 2x4 EXTERIOR WALLS PS U (IF APPLICABLE)ADV.DOORS 4 WINDOWS U.N.O. BEAMS I HEADERS TO 4 NAVE 11/2'MIN,BEARING TYP,U,N,O.(BEAMS SHOWN ARE MIN.REDO OR _ L- a 2060 SH 1111Al2°(t •9H BETTER, SIZE 4 GRAPE MAY BE INCREASED PER BUILDER'S DISCRETION) ^lTET4P1 p) T I 1 i it \ S. VERIFY PLACEMENT OF 4x POST IN STUD WALL BELOW ENDS OF GIRDER 4x6 HF•2 6'-0"x S'-0" 4x6 F•l TRUSS ASV.W/ROOF FRAMING PLAN ON SHEET A-4.1 FRENCH DR, 10, PROVIDE 2x6 BACKING IN ALL BATHROOM WALLS FOR TOWEL BARS, _ 4xlO HF•2 -4KITCHEN 0 •- TOILET PAPER DISPENSERS,MEDICINE CABINETS,ETC.,BETWEEN STUDS, i41 Q 1 COORDINATE W/BUILDER/OWNER FOR LOCATIONS 'I' (1 _ 1 -0MASTER BEDROOM _ WU' °o 03. IT U. INSTALL In"HIGH-DENSITY GYPSUM WALLBOARD AT GARAGE/HOUSE WALL Zr V; p V 6 I� AND GARAGE BEARING WALLS,4 5/S B"TYPE-X GW •GARAGE CEILING •• K 6- TYPICAL I i A Q . U '. I WN Q 4m Z I -0 12. INSTALL 20-MINUTE RATED DOOR ASSEMBLY W/SELF-CLOSING HARDWARE • U 5 o p V AULTm Q to6 ``( 13. REQUIRED STAIR RAILINGS TO COMPLY WRH IRC SECTION 312, DECK/PATIO I q Z NG LIVI In Z p RAILINGS TO COMPLY IF DECK/PATIO SURFACE IS 30"OR MORE ABOVE - CI is U1 - FINISH GRAPE(VERIFY ON9ITE) Q a' CEILING RIDGE d p 14. EGRESS WINDOW DIMENSIONS,CLEAR OPENING AND SILL HEIGHT TO COMPLY \ ". G . J W/IRC SECTION 310.1(VERIFY W/WINDOW SUPPLIER AND/OR MANUFACTURER) Zr,`�j{4�) r�yh} 1 ` 13, COMPLIANCE DATA FOR THE 2015 WASHINGTON STATE ENERGY CODE t IRC �� �� I - CHAPTER II lS AS FOLLOWS, " .4 ICE'VANITY Q n C 1- _ SLAB PERIMtItR, R-18 4 z�N MASTER BATH p s ^' z -1- WALLS.FLOOR: R-343 F' 'n 4' 2'6" QK- R-21(R-10 MIN.•HEADERS.TYP.) $II 3'9 IT 6'1" Li 4'-11 in" 2'-0"/ m 11.-9 I/2" l'S" INT.BUNT.WALLS, R-21 C. II* U 1'-10 1/2" / FLAT CEILING: R-49(R-3S IF INSUL.DEPTH IS MAINTAINED TO OUTSIDE - Q 0' �� 3'-6" 4'-1" 6.-0 1/2' '-II I/2 � Q FACE OF EXTERIOR WALL) " _ 3'-0'�.I DOORS, U•.200 MAX.(ONE DOOR UP TO 24 S.F.EXEMPT PER _ 1itri.„,_YII'-li I/2° Q R402.3.4) "' r LINEN 1 Iym'WINDOWS, U",250 MAX.NP TO IS S,F,EXEMPT PER R402.33) h GLAZING, 389,19 S,F.•12.03 OF FLOOR AREAFURNACE TYPE: NATURAL GAS FORCED AIR(VERIFY W/BUILDER) BENCH (1 'i IN DINING 4 REFER TO 2015 WSEC CHAPTER 4 4 IRC CHAPTER I1FOR VERIFICATION OF THESE Q ? 41 OVALUES C` fi . 1 ff, - SEE,n '2 ° dEll NOTE 419 16. MIN/MUM REQUIREMENT FOR ATTIC VENTILATION 18 AS FOLLOWS(CALCULATED 9 S _ `0 1-!S 1/2 W, WII m •1/300th OF ATTIC AREA), "' al4 O MINIMUM REQUIRED, I,344.45 SQ.IN. 9'-0 I/1"�' 5'-4 1/2" .. � ��t� m .p ACTUAL PROVIDED, C3, LT24,03 9o.N. I I !�MI• I WALK-IN Min e. a- Q VENTED BLOCKING: C3: 1,036.T5 80.IN.fll0 a \ \ CLOSET O z 9.425 SQ.IN.EACH) __ p °y iff J_ RIDGE VENT: CS: 264.00 5O.IN.(22 L/F MIN..12 60.1N.PLFJ SEECI) ' _ m M 24+' W 'V ROOF JACK, 03, 423,26 So,IN,(11 a 38.48 SO,IN,ES,) NOTE 41e I .� Y BATH I v r i \ M Ii, SEE ELECTRICAL PLAN ON SHEET E-1.1 FOR LOCATIONS 4 SIZES OF EXHAUST ' - - ' 2Y.6 �. N SO"VANITY FANS. LOCATIONS AND SIZES REQUIRED TO COMPLY WI THE WASHINGTON O _ $ STATE VENTILATION 4 INDOOR AIR QUALITY CODE 4 IRC M16O1,4 ARE AS ® "9,• � +, FOLLOWS, OPTIONAL STACK " OPT.AR•H I ___ F++ ,- KITCHEN, 100 CR1 RANGE HOOD(MIN.) W I D LOCATION . glari LAUNDRY 50 cFM OEM RECOMMENDED) in II like: I? • BATHROOMS, 50 CFM(SO GFM RECOMMENDED) 9_-6 I/2" f 1-10 1/2' •C S n 3 II'-2 I/2" 0 NOTE, ALL FANS ON 20-MINUTE TIMER TYPICAL ELECTRICIAN TO VERIFY - -` - 3{ INSTALLATION OF GFCI OUTLETS IN ALL WET AREAS, VERIFY TYPES AND PULL-ON.STAIR SEE NOTE 412 V 3-0 '"y,t r �J LOCATIONS OF ALL ELECTRICAL FIXTURES W/OWNER AND/OR BUILDER (ATTIC ACCESS,SEE 4��1 �11, O _ w I= CC NOTES Ms 11 4•24) C F� IS, INSULATE ALL ACCESS DOORS/HATCNES TO ORAWLSpACES/ATTICS TO THE '9 n p 41 , BEDROOM•2 m EQUIVALENT RATING OF THE INSULATED FLOOR,WALL OR CEILING THROUGH '� CIA W �f _ 7#i 4i IJ WHICH THEY PENETRATE 1' 1660 FIG „ m I - . ._. I 2 REmp.S 0 m�/ Lt. CAR GARAGE A P 0 19. MOUNT HU)T ON PLATFORM IS"ABOVE GARAGE SLAB PER IRC SECTION MBOL3. 446 HF42 f� U Q STRAP HWT TO WALL PER IRC SECTION 1113101,2, PROVIDE OVERFLOW PAN AND , 9 UI s 9 �? PIPING PER IRC CHAPTER 1B, INSTALL T I P VALVE AND PIPE TOEXTERIOR "Q 4 8 NOTE•14 TERMINATION.INSTALL A VACUUM RELIEFP DEVICE ER MFF2'6.SPECS.TO NWT / C„ - 4x-N'•7 Orb HF•T PER UPG 604.6, 1 {//// x I ICI (2)3060 0 " 20. WHOLE-HOUSE VENTILATION PER NOTE'21,WHOLE HOUSE FAN LOCATED IN I bxb urn OR I LAUNDRY ROOM(VERIFY ul/BUILDER) 6-0''x-ILO'O ERHEAD GARAGE DOOR r Q PORCH C.? 6x10 HF7 TO�[ y --MATCH 21. DISAPPEARING STAIRS OR ATTIC ACCESS PANEL COVERED WI 5/E"TYPE-X = GWB AND PROVIDED WJ WEATHER STRIPPING GASKET(MIN.) B RAILING PER: N bxl•HE-L•2 B -M ELEVATION 22. FIREPLACE TO BE SUPPLIED WITH OUTSIDE COMBUSTION AIR DUCT U/MINIMUM 4x12 HF42(MIN,)HDR, ! , I Q 6 SO.IN.SIZE AND PROVIDE REA0ILT OPERABLE DAMPER. INSTALL GAS 16-0"x l'-0"Oy E•P GARAGE DOOR - -_= P. \ I - - 71����-_-_ ® - - 11 FIREPLACE W/CLEARANCES AND COMBUSTION AIR PER MANUFACTURER'S .- ��� ,T RECOMMENDATIONS AND PER CODE m Q 23, INSTALL I/2"MIN.FIBERGLASS-FACED GLUE,BACKER AT TUB/9HIUR,SURROUND Q 4x12 HF•2 NPR,CCU , N V MAXWELTON LL 5 I/OS/2 GLB 24F-V4 DF/OF(C3) 24, PROVIDE MIN.22'x30'ATTIC ACCESS W/MIN.30'CLEARANCE TO FRAMING \ \ .I 1 IEII , \ ASV. USE PLYWOOD DAMS TO CONTROL CEILING INSULATION'OPNG.EDGES ------ - - -- P,T.6,6 POST WRAPPED PER 25. PROVIDE PARTICLE BOARD LINDERLAYMENT AT VINYL AREAS, COORDINATE I BUILDER W/I6"xI6"MASTIC-APPLIED MAIN FLOOR PLAN THICKNESS W/OTHER FLOOR FINISHES TO PROVIDE SMOOTH AND LEVEL MASONRY COLUMN BELOW(2 TYP.) TRANSITIONS l'-9 II 4' .4 13'-0' 2 3/4"4 C "� 26. USE PRIMER/SEALER ON GUM BEFORE AND AFTER TEXTURING '-4"2'•8 I/2" -Il I/2' 2'-11 5/4" 3'-4 I/2" 5'-9 3/4" COASTAL 1 & 3 21. TO COMPLY W/2015 WSEC SECTION R406,2,THIS HOUSE(3153 50.FT.., '-6', 6'-0'' 6'/f 4'-0" / 16'-0" / 4,-0" 6-O" 7-10" 12'-T' WILL NEED 3.5 ENERGY CREDITS, TO ACHIEVE THIS,THE FOLLOWING OPTIONS HAVE BE SELECTED FROM TABLE 406.2, 10'-O" ! 24'-O" 21.-0" JOB NO: MAXWELTON LL OPT.la(.5 CREDITS), EPFICIENT BUILDING ENVELOTF. SEE NOTE'15 FOR INSULATION VALVES, _ 65-0 - - RESIGNED; LG OpT.2e.(1.5 CREDITS/. AIR LEAKAGE CONTROL I BSIOIENT VENTILATION, �.,/I RFAWN: JR,BJ,TP I REDUCE THE TESTED AIR r^rAGE TO L5 AIR CHANGES PER HOAR MAN. MAIN FLOOR PLAN ALL WHoLF HOUSE VENTILATION REQUIREMENTS AS DETERMINED PER IRO DQ l-l. HET E[WI A HEAT RECOVERY VENTILATION GARAGE, T94 S.F. ATE' sf2]124'7 4� SYSTEM W/MIN,SENSIBLE HEAT RECOVERY EFFICIENCY OF 0.55. FRONT PORCH: 176 S.F. SCALE; 1/4'•I.-O" 1,161 SQ.FT, SHEET OPT.3e f1.0 CREDITS). '1181-1 EFFICIENCY HVAB.EOUTAMENT. USE GAS BACK DECK: 200 S.F. 3,251 SQUARE FEET TOTAL �` . /IL J FIRED PUPNA''E W/ARE 94x, LOWER FLOOR PATIO, 200 S.F. OPT.5e U.S CREDITS), EFFICIENT WATER HEATING, ALL SHCVIER HEADS 4 KITCHEN OINK FAUCETS SHALL BE RATED AT 1.75 GPM OR LESS.ALL OTHER LAVATORY FAUCETS SHALL BE RATED•1.0 GPM OR LESS. WA mmm S5'-O/ / 11 10-0 45-O/ / 14'-W I/a' 16'IF / 13'-6 12" / LANDED GENTRY 73/" 6-2 3/4" / S'-7 3/4" 13/4" HOMES AND CONI MU N IT I HS 'T ? PT,6x6 POST FONT,FROM P.T.6x6 POST TO FTC,TO UNp WIDE of cap FLOOR JOISTS: m P.T.6%10 BM.ASV-. RAILING a DE K ABY.t?TT'F'.) I Y �'+ LAYOUT SHOWN THIS SHEET IS FOR ax FRAMING.IF \n4_---- ---""---`- --`-`-� --- --- - -- _"-�'— * C I(IE LL CUD I-JOISTS IDE ISTSARE USED. MANUFACTURER ENGINEERED P.T.6x10 DECK BRAN - TO THE BUILDING DEPARTMENT FOR APPROVAL (HANG FROM IXITE3 P.T.6x6 POSTS) PRIOR TO FABRICATION ANO INSTALLATION, FLOOR SHEATHING: 0 - I.USE814-COX OR OSBSTURDLFLCORT&G,GLUE AND m a v S NAIL WI RING SHANK Ws AT&-O.C.EDGES&IY O.C. I S PATIO A' FIELD,FACE GRAIN PERPENDICULAR TO SUPPORTS. r 4"COND.SLAB 2.PROVIDE SOLID BLOCKING IN THE JOIST CAVITY • BENEATH ALL POST LOCATIONS AND BETWEEN UppER DO 00 5050 NO I, ANC LOWER STUDS AT FLOOR TO FLOOR HOLOOWN I 0 II __-_ 11__„__0 Jr- \ \ LOCATIONS_ 4,46 HP 7(CI 1 C3) 4K6 IaP7(CI S C3) 'r ! \ 4xS HF47/CD) 4x10 1./P7(C7) 11 3,PROVIDE BLOCKING BETWEEN I-JOISTS AT INTERIOR (SEE NOTE 14,SHT A3.1) (WEE NOTE 14,0147 A3.1) I BEARING LOCATIONS WHERE THERE IBA LOAD BEAR- INO WALL ABOVE. FRAME 73.6 WALL c STEPPED 606.10 SOD(TEMP.) FRAME 2K6 WALL 6 STEPPED ....../-----FON.WALL W/FIDWD.CAP Amy. ��1 FDA.WALL 01 NDWD.CAP ASV.-�. 4.IF ENGINEERED FLOOR JOISTS ARE USED PROVIDE Ax6 41P2(CI 1 C3) TIMBORSTRANO RIMS WHERE FLOOR JOISTS BEAR AT 63c10 1-IF47(CD) EXTERIOR WALLS. 3.METAL CONNECTORS:SIMPSON COMPANY OR EQUAL BEDROOM•5 S.FIELD CUT ENDS,NOTCHES.AND DRILLED HOLES OF BEDROOM�4 PRESSURE-TREATED WOOD SHALL BE TREATED IN S I THE FIELD IN ACCORDANCE WITHAWPAM4. / 3'-T V7" / " se6„ C O 16'-T V7 / 6'-a 1/7" ..3'4 1'•I 1/2" '-o Ma" 5b In" / _ 7 FASTENERS: METAL ELEMENTS{INCLUDING CONNECTORS)MUST • BE HOT-DIPPED GALVANIZED METAL WHEN IN CONTACT q �� WITH ACZAPRESSURE-TREATED MATERIALS{IRO SEC, FAMILY ROOM z' R71s,9)-SEE a71sP7 \ E z 7.-e„ 4 6-0"BYPASS 6-0"BYPASS C "' \ 4' CLOSET . CLOSET a - SHELF I-ROD HL SHELF 1 Ron 2-e'13, 3 1 N p i I'-I 7/7�° O 8'A" 3'3" 3'-1 in" 1,3'-9 I/7' T's" "\U / 17'-10 1/2' ° > m { BATH v m� d � a'.a., \ ,Pp_ 4, ® LINEN duB NF✓I n _� m - K Il _HPR.� � \�\ `L �— V.F.O�—_ _3 _POyCKEJ__ 1 r=' 1-�-` C3A9 STORAGE A.. 1 Y 3'-0„ STOR _ slr� ?� �S vv\ 1,$,� 3'-5 I)7., D = —N 1 FURN. I ' M J' AIL` PER ARC C a./-E0 /AF 1.4= 4 1s 05.3 p 3 an n 9 � 1 G "' ° pp'W' EC - r i'1ECH. �i �. �.9J F. LALNDRY - 'm - IL - b \.� „ , a '/ 'I — ——-sue-' — I( . ] .. .c. SHEATH CRNLLSPACE SIDE OF II C+i ( 4, " WALL W/72"PLWD.OR 1/I6"ONE a 22"x30"CRAWLSPACE =11 �` ACCESS DOOR Z 9-6° 16 1 5-1" / 7'43' / l a" IT'S / T'T" T'-S I/7" / 17=10 I/7" LL A ; °° °' • Et9 o e. - ll C7=...."'lle E 4 MAXWELTON LL ,_ 1 • ° • LOWER FLOOR PLAN '� ICA . C4 COASTAL 1, 2 & 3 JOB NO: MAX VELTOI4 LL / 15'-0" / 10'-0" DESIGNED', LG - r DRAWN', JR,BJ,TP _ 55'-0"/ / DATE: 8127l2017 SHEET LOWER FLOOR PLAN SCALE: I/4"•1'-O" 1,412 SO.FT. A 3■2 VIA � `Y- O' City of Anacortes Invoice/Permit#: BLD-2017-0336 904 6th Street �:.. Applied date: 06/30/2017 P.O.Box 547 Issue date: 08123/2017 ' ' 0 Anacortes, WA 98221-0547 Expire date: 02/19/2019 ' , (360) 293-1901 , 100fi ., Job Address: 1419 LATITUDE CIR Permit Type: Single Family Residence Permit ANACORTES WA 98221 Project: APN: Remarks: Construct new single family residence per approved plans. 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 - 2,712.95 ' Basement Square Footage 1472 Plan Review Fee 1,563.42 Lot Area 7936 Mechanical Permit Fees 132.55 1st Floor Square Footage 1787 Plumbing Permit Fee 174.00 Garage Square Footage 794 State Building Code Fee 4.50 Deck Square Footage 192 Sewer Inspection Fee 50.00 Porch Square Footage 156 Storm Drain GFC-Residential 1,550.93 Building Valuation 406700 Sewer GFC-Residential 9,206.33 # Forced Air Furnace<=1,000 1 Park Impact Fee 615.00 #of Bathtubs 2 Traffic Impact Fee 900.00 #of Clothes Dryers 2 Total Calculated: 17,109.68 #of Clothes Washers 2 Deposits/Receipts: 200.00 #of Dishwashers 1 #of Gas Fireplace 1 Total Due: 16,909.68 #of Gas Piping 1 #of Gas Water Heaters 1 r, -1 .# r- #of Water Piping 2 #of Hose Bibbs 3 7. g ' V. #of Kitchen Sinks 1 - • ' i H- #of Lavatories 5 ' r- m. r-- o #of Range Hoods 1 7, g cl o i #of Showers 2 ter aP. a FA rmi 4. #of Slop Sinks 1 c -.. co li - #of Ventilation Fans 5 w. a r 's m r , #of Water Closets 3 ,4 '-+ • 1 ro M ee P ' o RD o m co ' r' c+ m ram+ ,- c:' o M T1 h? 1 -:-- tJGn rA ,4 iI, 4 t 0 +� UI m 3 -i a w IT 0 2`:1 - r'. TI. jar• `.,•• I Toti. JK'�p 4,7 'ICY 017:C 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: 1419 Latitude Circle Owner: Landed Gentry Development Inc. Constructed by: Landed Gentry Development Inc. Building Permit #: BLD-2017-0336 Date issued: August 23, 2017 Use Zone: R2 Dated: March 2, 2018 Authorizing Officia . Condition(s) that do not meet Code: Insulation in crawlspace is substandard .T. V_ INSTALLED INSULATION CERTIFICATE P.O41) Box 2921 Office: (360) 424-5179 Mt.Vernon WA - " = Fax (360) 428-5081 klasTurd INSUKATHIN & SERVICES LLB ro),..) ) 0,(s e_ We certify that the following residence has been insulated with the following materials: Flat.Ceiling Blow . VALUE R-49 . . /��� �-- 3 Slope Ceiling Batts . VALUE R-38 0 0 s -{-0 Exterior Walls VALUE R-21 Crawl Space VALUE R-38 — - 2 Address 1419 Latitude Circle,Anacortes.WA Certify by a S eArg c.o- Lo Zc141..o- Date Installed February 2018 • . Title Manager ',, ,,, ', .,,,fit.. T„1N• x i,7, ,W - = ... .• ..-. . - - ----- z-- - - INSTALLED INSULATION CERTIFICATE ! i 40..., A' P:O Box 2921 *; Office: (360) 424-5179 Mt. Vernon WA Fax (360) 428-5081 -#414fr L INSULATION & SERVICES lam We certify that the following residence has been insulated with the following materials: FIat Ceiling Blow VALUE R-49 Slope Ceiling Batts . VALUE R-38 Exterior Walls VALUE R-21 Crawl Space VALUE .R-38 Address.: 1419 Latitude Circle,An.acortes.WA Certify by S erg L-0- LO za- -- Date Installed February 2018 Title Manager . . . . . 1 1 -7__ /- • , -• (Q /41 g • . ,- 9: ':: ' 22. : I 4QI ok v 4 4 • t ,----(1-25 - I I . I 1 I _.------------' 1 1 I )0 \ ,, \ - 1 1 1 , , 1 I , I I ?41 n 1 1 1 , . / 1 , . /2 -/-- . 1 e 1 , , 1 , 1 I I 1 1 1 I II 1 . 1 1 1 . 1 , 1 . ! • I ,lz . .; • . , , 1 1 1 i 1 1 1 I I . , , .i III 1 i 1 1 -(-----s,, 0 , . 1 , , . . i 5 I ?.-"?.,_, 1 i 1 , 1 . -:-. - 1 , 1 1 , H ., . ___._.----,-- , 1 , . , , . . , . . , . , • , • , . . • , , I . , , . , 1 . , . , I 1 741 Marine Drive,Bellingham,WA 98225 www.geotest-1nc.co sVill 20611 67th Ave.NE.Unit A.Arlington,WA 98223 � � �� phone:(360)733.7318 toll free:(888)251"5276 fax: 360 733.7418 - ! 1 l I q t 7 1 adf 4u da Co, Soil Observation Report PROJECT: 48 North Lot 29 JOB#: 17 0622 CLIENT: Landed Gentry Development REPORT#: S0001 CONTRACTOR: Landed Gentry Development PAGE#: 2 of 2 1 Photo 1 : Lot 29 Facing North �'. • r '_ """ 'hi: :s L�.y4. .."r..'W.2!•:if:'? _�•£40t, •:Y _'.'e :ate y1 o - _-- .; ,-. . 1:. � ..r • • Photo 2: Fill placement and . :.; ' # �. ,:;- :-. .{y }'. ;': ;. .•=' compaction to raise grade • ~'. _ . �'4:: ':_.',.,;.a...+ '. '- ""' • • ,tr ' - #'i _ ry k ' 741 Marine Drive,Bellingham,WA 98225 www.geotest-inc.co o eoTe5T 206f 1 67th Ave.NE.Unit A.Arlington,WA 98223 phone:(360)733.73?8 to/I Tree:(888)251.5276 fax:(360)733.7418 I' Soil Observation Report I�PROJECT: 48 North-Lot 29 JOB#: 17-0622 ADDRESS: 1419 Latitude Circle,Anacortes,WA REPORT#: S0001 PERMIT#: 2017-0336 DATE: 9/8/2017 CLIENT: Landed Gentry Development PAGE#: 1 of 2 CONTRACTOR: Landed Gentry Development INSPECTOR: Noah Griffin OBSERVATION OF:Lot 29 Building Pad Subgrade Conditions . `! Weather: Rainy, 60's GeoTest was on-site as requested to observe subgrade conditions for lot 29. Prior to our arrival, the contractor had stripped the site to design grades, with the exception of one area ifs; the southwest corner of the building pad that had to be excavated approximately 2.5' deeper remove and existing tree stump. Exposed soils over the entire building pad were observed to be a tan, damp, silty sand consistent with mapped giaciomarine drift deposits in the area. The subgrade was probed with a 3/8" pointed steel T-probe under full body weight, and refusal was met at 3-6" of penetratio At the time of our visit, the exposed soils were found to be suitable for continued constructional in order to raise the southwest corner to design grades, the contractor placed approximately 2.5' of crushed recycled product from Lakeside -Anacortes. Due to the presence of recycled asphalt product (RAP), nuclear density testing could not be performed on the material. As such GeoTest observed the placement and compaction of the material to verify firm and unyielding conditions. The contractor placed the product in three lifts, and thoroughly compacted each with a jumping jack compactor. Based on our observations on this date, the building footprint appears to be suitably prepared for continued construction. ii • • COPIES: Landed Gentry Development Reviewed by This report shall not he reproduced except in full,without the w ttten approval of GeoTest Services,Inc, GeoTenru representatives are on-site to observe,test and provide recommendations.The Contractor retains sole responsibility for the methods, operations and sequences of construction,including obtaining approval from the design authority end owner prior to proceeding with any change in the work scope and/or any associated costs. �I, 'HERRIGSTAD ENGINEERING & SURVEYING Civil Engineering&Surveying 4320 Whistle Lake Road Dale Herrigstad,P.E.,P.L.S. Anacortes,WA 98221 (360)299-8804 September 5, 2017 Paulingals City Building Inspector City of Anacortes PO Box 547 Anacortes, WA 98221 Subject: 1419 Latitude Circle Lot 29, 48 North,House foundation survey layout. This letter is to inform the building department that I staked out the foundation of the above referenced lot after excavation and prior to concrete foundation footings have been poured on September 5, 2017. House corners were set with hub and tack at 5 foot offsets or as shown on the stakes from the four furthest exterior points of the house foundation. See attached drawing for approved site layout. If you have any questions or need more information please let me know. Sincerely, Dale Herrigstad P.E., P.L.S. dale@herrigstad.com f ,r P I /� INLET FRoiEGTi:' I II LOT 30 FORROWNs�i ',! ,� • • .' �,xN�i�,�4=P / •I: ,.' 17 ' _ csk dliOO'fi, LANDED G E v T R� iiy / ; �. 5,S FILTER TAi uav F4.N4 crtl,,,r,I, f / /,' RETAINING , 1 FG EASEMENT - : NOTES GENERAL N / / GALL .f MEN PR� t ON ��- ' I ' I ,. / F 11990AAE '1 OM1 f PAR cmg.9LOCK8 / 1 E �k1Y ` j/ ,GR4Va FiLTFIi ME // # ' / �56 I { I.' j { LOT LINE ( +rsi Pa 11 _ a �t¢z-°al r Gen°�` fi If ( Ln. _.......„ _ ..,.-. _ _ _...... �., FT 1 PLOoo AFO.A- I.i66 SP j Zl.ib W,pA TOT.'LOOP AREA-)E2",SF r/ AWN FLOOR AMEA- Ire)or / a 1 ... Ss.Oo' _ - �< ! is ! ' // G1Ar6E AREA- na SF • // r^'1 f—'�'- —e—•_I •. --'—- PRGP.<"SCH 10 pYtARAIN LINE _ _-_ — /� ���� ~ J ..,-�... p MYO RY) /- i '�Efw[r a— r (+ if soP2E '_..� gg twxR 1 d / LOCA ON FM' II' J ,1 yj gjea�5 CQWUAHfS / fi {II A �I' w�C� w - V l'or `''''''"Al.,,,, Y_ iO,i I 4 cows for�NgG- I •i i g cvla 5' ItD I i C.�'[S+"` - ' - - `• � -L 1 'M E�EN/� I�gv��,q`¢�u i£AIME'iER 1 tRG`!f Tom&MMIS ZO •r I,I .' it lip °So9g I I /j '' INFR rtIL J FENCE . /'11 �� �a 1 o € L� ri RIP cr m c _ jII, ��1 y l ZO'FRONY�RD SE7BAgC • J / • ( II r $ W I • I 1 1 J u,O,WIOE J N OPo5EIY4Y • • I I T LINE 11 500' i ``� '� • Q - �' it 11 ill 1 ..� L x _ LOT LNG esl LOr COVER9G� ' ert :l' I' 11� r, LINE P/O1R'ac MC.v 1 •r I xMa&F. :f 4' �ylM1 € ��� %•" PORCH�'� WNNRV !_ pY' 1 orM SF r. 1 I I CURS&GUT ER I �i24'F WYERA� 2paf/y0.16-S/.tR U ,. 11' 1 PR,.-a-G LOT 9 � ��i w � r / R' GELINE a ,� il' ! ueblar neP.ax�A nsr U III }, r u o a /an g Yon Fr L° lMPERVIQUS COVERAGE- , f i 6 '� _rR9axCEPERsn emsmucrIN \f\\ . OOLONG zser SF. I • 2 A GL:N S6 x siXF 0R i r\, POR t21.M8 ISO Y / I l• SE76A' i / // F 1 / GARAGE •; - uNE ' cErrwn ookxAGe // I J '1 1 a aRoy,4•SCR 40 PVC DRNk UNE / i • j 9RIM1Li.•`J I' !.. - .64&/7.976-5O / I l 11 / / // 1 MOWN,ueaum+ea.� 'I ' 1 / / ii • �'I j / h>m / 4 w -w4'- 1 FRnPos P ME ER r / / w;.. y� 'pJM1-f.,5 CONSTRUCTION FENCE i I I r r ` / W FM' t j CSC CO S R CAM �( 1 ' II , `7' c�xu (F/ CA— y -2xar *oo' N I_„ ,� / GRAPHIC SCALE' � �/� a�rran I �- .._�.. _.. § 4 s 6 to PROPS HaO PVC GRAIN LWE / �-.-..�.—���,_ :�+.. rey,�o /I �j ,! ACT /. ��. / /- / rmra.sty i i,°�a><�-a n.e 206.6 M1sza�� n_�PuumarEtt/ / /� IXIe-. !EXIST,' /�.+._ ,,., GRAQE I I 48 NORTH GRAdE -• 1 t tl '-^••.� FeR6rn�d:,u>_.�.,.,,. ,__ .,.,.....,.-, I// I MAXWELTON LL I / Q 4' 3-CAR LEFT ' I f 1 / .. ABBRFN PED j i 'f n IC 46 R&AiN.PIAi 2 h4. CMt_ P/. Hpvc•,w.emvn u. 2 S6 MR9MT ,,.4.n..44.. OF fLfil$+S'S _]VP. S7i1iE OF' __ ANn EROSION CONTROL PLAN LOT 2 ,I ; r nn �W 'T wns uxcrzw.�F a&1.a47[Y¢S — I'� LOT 29(P133687) i {', iA19 LATITUDE CIRCLE / 7f �W'��� .^,. /• / / n, ANACORTES,WA • 3 i � LOT 28 L DE591 /// FIAT OF NE NORM' // II -1 oimamon �i I1' Fyrrce, Groc From: Fyrrce, Groc Sent: Friday, July 28, 2017 5:36 PM To: 'Jack Reinstra' Cc: Ingalls, Paul; Kennedy, Jack, Cricchio, Kevin; Nelson, Kait; Lange, Steve Subject: 1419 Latitude Plan Review Landed Gentry Attachments: 1419 Latitude Plan Review Landed Gentry.doc; Plan Revision &Additional Info Cover Sheet.pdf 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 and that there is not adequate drain protection shown on the stormwater plan. Because the fire area is over 3,600 sgft., 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/Permit Technician City of Anacortes (360)293-1901 e0:n y,to/ier+/de oak eovrriurm/ueJ/AimuyA eeurn/1”21,et/II ei<IA4ealiea My incoming and outgoing email messages are subject to public disclosure requirements per RCW z12.56, 1 �7 Anacortes Planning& Community Development Dept. 0 Permit Center #�P• ar• irrie 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 1419 Latitude circle Please address the following items so I can complete the plan review. 1. Please provide another copy of the engineering supplement. 2. Indicate on the plans the egress window in the Master Bedroom or reference Note#14 to the window. 3. Please indicate on the plans a BWL between BWL 2 and 3 on the lower level and the braced walls on that BWL and the lengths of each one. 4. Please indicate on the plans that, per 2015 IRC Table R507.2, for 12' deck joist spans that the deck ledger is required to be installed with 2 staggered rows of 1/2 lag screws at 15" o.c. 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 ANACORTES PUBLIC WORKS DEPARTMENT ° Steven Lange, Project Manager P.O. BOX 547,ANACORTES,WA 98221 PH(360)293-1920 E-MAIL: stevel@cityofanacortes.org FAX(360)293-1938 Memo Date: June 30, 2017 To: Paul Ingalls, Plans T. From: Steven Lange, • -- • Subject: Site Plan Review#1 for 1419 Latitude Circle cc: Eric Shjarback, Justin Symonds The submitted site plan for 1419 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. 41 1'9 Ry • Water • Wastewater • Streets • Storm Drainage • Engineering • Solid Waste • Transportation•Equipment • Capital Projects • Development Services BUILDING PERMIT APPLICATION REVIEW: C3L -- all '\ 'Oi\ DATE: ' 1 PERMIT#: c)Z/(c)1 SITE ADDRESS: \L\ 1 � }} 1,N ��( f PARCEL#: SURVEYED SITE PLAN: 4-yes ❑ n • Does site plan & dimensions match survey yes ❑ no ZONING DISTRICT: V:2-- 1 • Is the land use permitted in zone .,g1 yes ❑ no CRITICAL AREAS: / I • Is any critical areas located either on the subject property or within 300 feet ❑ yes no SHORELINE JURISDICTIO : • ❑ yes no C) L • Shoreline Environment: Setback from OHWM: • Is the land use permitted in environment ❑ yes ❑ no IMPERVIOUS SURFACE MAXIMUM: JMINIMUM SETBACKS: Y2_ -), k-. c (- 11 )(1j-C))c\P\-1Tv G -) MINIMUM LANDSCAPING: ? , \ f MINIMUM #OF TREES: % c ,\l�l.� 1.MAX LOT COVERAGE: b ' 7- \„1 % j(-- c_)ULD MAX PERMITTED HEIGHT: OFF-STREET PARKING: EASEMENTS: Print Window Page 1 of 1 Details for Parcel:P133687 - t .7.r-- Jurisdiction: E Please contact the city of ANACORTESANACORTS for ANACORTES zoning information. Excise Affidavits Document scans of exciseZoning affidavitsDesignation: Parcel Number XreflD Quarter Section Township Range P133687 6042-000-029-0000 SE 22 35 01 Owner Information Site Address(es} Map Links 48 NORTH ANACORTES LLC 1419 LATITUDE CIRCLE Omen in iMap 504 E FAIRHAVEN AVENUE Anacortes,WA(Jurisdiction, State) Assessors Parcel Map: BURLINGTON,WA 98233 Zip Code Lookup I Site Address Information PDF I DWF Current Legal Description Abbreviation Definitions (0.1822 AC)LOT 29,48 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(2015) 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://www.skagitcounty.net/SearchliProperty/ 7/10/2017 ' $11111TRIN I AUDITORS - TIFICATE 48 NORTH PLAT 8c PUD 6"af2oly Paje or :45SfisAO bla12ot7 reye i or 31t:6oAM RECORD OF SURVEY AT"its OF DICE K.HERftlGSTPD w,",,; '""fit, SECTION 22, TOWNSHIP 35 NORTH, RANGE 1 EAST, W.M. ,� ': �6 ,. CITY OF ANACORTES, WASHINGTON _y� <r J !1. � 1.0, `�e PeR ��UD IR GENERAL INFORMATION DEDICATION 1. Assessor's Account Na.s 350 1 22-4-004-00 00, P31681.. SKAGIT COUNTY t TREASURERS CERTIFICATE ', I certify that all taxes heretofore levied and which have become a lion upon the Knew All Men by these Present Ll K Tr STrjo BA' rtgage Yioderl and 2. Desceptlon and exception information is f the 3rd hands heroin described have been fully paid nil discharged idle. • 46 NORTH ON FIDALGO ISLAND. BC ppiaperty„?Ow T of ISpd hereby platted, Revision to Subdivision Guarantee. Order No: 153377-0A, records of my office. up to and including the year of 20�[[_o el•S :,f declare this plat and dedirol Oo e33e 144'public P ewlv., streets end dated March 7. 2017. ofFlcut n avenues shown hereon andp dLuse er71'o`f Stir all pylt)ic rposes consistent 3. This property Is SUBJECT TO and TOGETHER MTH nil -45 with the use thereof far pblic 4 h pLe ses el with the right to make easements. reservations, restrictions, covenants and other Certifi this day of . 20 1/ . F- tom, g nil necessary slope for co " i'fis u p ti+e kits brooks shown hereon in instruments of record including but not limited to those //�� ��• JJ + it the original reaor°'•gra aiisucT sileet�.nnd avenues shown hereon. instruments referred to in the Subdivision Guarantee / Js'- �,�,( • The Owners ands a A y iveaPr. iJAvtrolrns for damages against referenced under Note 2 above. Said report lists documents Skagi Ceuw,Treo rer f v �lill �r which may be ss a pkiperles by the construction, recorded under Auditors File Number AF 732440 (Avigatiion � t drainage svffk ma . i�sii r d d or area. Easement).Al 200607220033 (Record of Survey).AF CITY OF ANACORTES APPROVALS 201607050142 (10' wide Puget Sound Easement over new The Planning Comrr� Son of thpp City of Anacartes meeting In regular �+�,,l ' utilities), AF 20 1 6120 60069 (10' wide Puget Sound Easement ion on L '.. Ze\`f(11 did find that the 46 North Plat& 'l :yg�.(�, ' 4 over new utilities),SF 201 61 21901 47 (Covenants. Conditone POD serves the public use & interest& hos authorized the Subdivision �1v .PPVt: and Restrictions on adjoining property) and AF 201702240096 Administrator to execute its written approval. 441 RTH ON°F I /�0, LLC (access and utility easement over Lot 17 as shown on the \ —Y--- � '''"'.,t 'hiw t { Plat). Deed of Trust recorded under AF 201605130063 Signature of Preening Director .tr' .,^"°°' k,., a i,''C/I (Skagit State Bonk). A- Y I _ iL I by the,,��pp��n�ail� f th City of Anacortes,WA, this 4. Residential Low Density (R2). J day of LYSiitL'Ll O��d. 1 Sf�A fT K 5. Water Supply: City of Anocortes. .1,,,,p� g' e' 6- Sewer Disposal: City of Anocortes ATTEST: City Clerk /I-dFSrC1 ,�, ,=os, '` Oil;of Washington 7. Storm Sewer. City of Anacartes ,l „/,, aw ur+Pyy of Skagit Examined a approved this 7.S day of AcIt1.--.e .?i't 1i. ""`^"r ntr that I know of have satisfactory evil nee that N IS Tlr Oz"v Lit g 20 y_ �h �M y,,;argned this instrument, on oath stated that�hy/she') _4/are) authorized to execute the p 5 instrument end acknowledged it as the 1Yi8rn L1hi of City a +,p;.,w � 48 NORTH ON FIDALGO ISLAND, LLC to be the free and • „ uu.�.,, 'S rl' voluntary act of such party for the uses and purposes mentioned in the Instrument. „or<ifwvmv LT wry ¢"'tq rcu Gven under my hand and official seal this 2tFP' day of t4 201`7 , 'p l isLs,,,,.„„,,,,.." Notary Public in and for the State of Washington 1 , ,, pt 4, Name printed PVZf4n 1)L%Aid 11 t/ a'Neu y.,, �'y �` Residing at , s10 Tr2Z.:Cti t,JA `2?�'ssi0k ,�? NOTES °,E My commissions expires kt/l 7ZOIa , i' v_uor'-'' 1. Subject to Declaration of Covenants. Conditions, r1, d"'4 Peal ruse o= Restrictions, (CCeeR's), recorded under. N. %y':,.,,,r„,,,,N' AfN I9(75 , 2 1 yAs,: %. ye F1D MONUMENT IN I � C P �" CASE WITH COVER 2. This plat is subject to the Tree Preservation Plan doted _ -�'x 20 0 e� 2610.39' \f 2-19--TIf09 August 12, 2015 and recorded under, " 7 A '�5, � I�° �C.`� „�� s'S�"69' 652.60' • Slate of Washington �I--F .` k a it ` i� - ' County of Skagit AFT! t Ip ��� ems,„,,,e,,, .'u4 M q N Q r I certify that I know of have satisfactory e tint tare) authorized ued to wuen `"^ G ^ %QO signed this instrument on oath stated that y� she/) a/ore) authorized to execute The 3. The PUO reference number PUD-2015-0003 end date.#bf ti ^ w �'°•y fj,e+ cy co S 8839'46 E ' a d instrument and acknowledged it as the YICCP,�j:dMt of approval shall be included In all deeds and contracts ? �`�. LOT 2 _ 655.36 65536' a SkAnt STATE act suKch to be the free and rk. 1ny p voluntary act of such party far the uses and purposes mentioned in the instrument. S. S 'ii. O, 44"I p Given under my hand and official seal this 2, '1 day of April , 20 h 4. View Protection Covenant under Auditor'g 'a„ �,� `,,, tir c f,, , r.IT� q Notary Public in and for the slate of Washington • Fire No. /,e'' �e=v'` -1��h `J I M N Duna, i,,,,. ' -, per- �r N Name printed�Lrnn D L leLl4id� at.W.Etr,y To ba feccrded a t La{ee ileac. �, �g3 1 GO g ,`�y,,o^' a / GO CZ Co Lt Residing of Anct4o(ie9 LOA ;t ..B1.'y,' ° R � ""� ��/ 504.12' 658.13" ' My commissions expires �/f/2alS ) ?a`?03 :o` r �S 88'59'17"E N, ~ 812.14' --' `N c, '3,,,,_ ^w.o.'&' i �h; 5`i� 13]6.26' 5 88'S9']7"E ,,,rFOF'w'P�s,.,, � � u ,rT �f • , 1316.26' _ n,,,r ` �4 1/16THin 'co ft Jr SURVEYff CERT�' r.TE'Ast":. co CORNER o c, _ ' `_ J I c s that the,!� rth Pet& PUS is based upon Lrl C� r.� eF Ci co V) i. ' .by ur iq I dt4fv�e and sir performed by me or under my h FND MONUMENT IN m r ,+ / sup a r okSei n 22 ship 35 North. Range 1 East, O a CASE WITH COVER ti '°° E -2009 ^% ,-iW*FE n Jsupi roe r,igg nddcourses that l aavegcampted with shown eirweayearrect representation of the ond F�qLC�7>_p CORNER 2-19 1327.27' 22"*,3 OWNER DEVELOPER LAND SURVEYOR M„,,,,,„ ' q ''�,) �' WI statutes and plattingregulations and that Z4'�17 • I monuments have been established nt seen 48 NORTH ON FIDALGO ISLAND LLC DALE HERRIGSTAD PLS �'4,, 'r n every c'3r5(rolling corner of the parcel of land being S 89'3749"E 2654.53' 27 26 PO BOX 319 4320 WHISTLE LAKE ROAD 4~ +'A \�Ir 4 dhfded SECTION TOWNSHIP ANACORTES, WA 98221 ANACORTES, WA 98221 SHEET I OF 3 4 DAALE X. HERRIGSTAD, P.LS. 22 TOWNSHIP J Ll - ' ) Certificate No. 27807 35N, RANGE 1 EAST, W.M. PUD-2015-0003 PW #16-005—DEV *4�, Date J�1 F�L Z�}r 2017 DwN di' ok HERRIGSTAI) ENGINEERING & SURVEYING s� E NOTED SCALE: O Ir DATE APRiL 2017 4320 Whistle Loke Road. Anecortes, WA 98221 (360) 299-8804 .i09 2015-53 A ZOO t y168.0a sk.91,o t`�''W'h at14aAM PLAT & p�D , t � ;, NORTH1 EAST, M' O 35 NORTH, AGE SECTION 22, TOOFs CORTES, IIASIIINGTON I�rlara 'N '� ,#` v al station TawnahP CITY prat �lF},east il49Fi� act Pt 0.22.'CDPPER Thai portion of the souV,1(2. ° z.,OY+S ''f., DEDICATIONS �f (I °f -a°mod treats ftTES, 3g Noah,Ranges 1odw'ta, SS EASEMENT eyed to the CITY of ANFRO ONE ROAD along sae et e FRONTIER e 4 eo �M1� UTILITY and ed for ana aonveY :Lye so 06DQa9), .,aio� U Northeast 1/4a1 ` nt is hereby resary 20t6070on eyedUto t CAS CCNPA aAd O offf Northeast 1�4 U Sa°iyaosl 1 4 • p T CONDITIONS An esau 0 EwFR wa{AF. ND. CA17 if R Pit. sal6 south)<i of the tWrlh L d' PUD AND pWDNE CQMPAhrf, ras saliva sWcce1 � � PLAT de PUD CpN,tAUMIt�TEt£nSIDN COMPANf a d rat,o a9 she lot y $P°• 1°Ilefwlth ar void Section, '�-Rp i Im�j •�'°1e 0 llfhE - North 8S5�6• � �rio 0 AS FiOi2Tt5-OD03 'flndm4s of Fact and CO''9'' an Na front ten( es within the P to construct, �5a�cikC1^9 PUD-2 - uh'¢et to the don the 21 st assigns undtr and P tracts and sP°spaces the plat. [n which conduits. ++,s$$tl. ^t4° ; • et ..�"r' munwrP �'rV �fl�fed:• Southwest subdivision ore e J C Count to he lines ap 1ste. shaven round 1>iP�• Na the p itionles ,iY frank bounden strcet(s), a underg point beginning of this s Ali parcels within the regain aft Pablua f6 teat and entar9 roand or ground mounted ,q `of 4^. ecri°in tract conveyed the Part ah 4 e sat art �i of the at Eaw` as odopitd by Conditi°ns were ape edj, m ai air, p convenient underg nil other �� ,� dudi�rs File o. d P E.9°c'A"_^A2 description,�d mint p Gondusron rah.2i. p0 h1e fiolWwinq pperote, maintain. 10 ar ass of safwin4 this subdrvis,on o r with file i u 711 nl 0 f he 51Wf a Northeast day of Ma of the Plot, water, wires oP„eaas,tel service.toge�ror the odh ° on the face su6leat to appliWbla cables and thereto for tteleV a and of t d tmas her uti1Ry J ,�a Identified tees and tfalioertaUon, pees and wi and spaces° t HH or`$t an.�£d0�P 'duly 22,49��� • .W n The tots in pia subdivision°hookup .n a eat of rpperiy with tlecfnco g°s tots,tracts Q;� the tJartheos 1_ (FF �10) I focdity and a able of tousle i ht W enter upon the streets. lD t s a af'�"� �ai`w F`I$o'st°�^B fN• �of snld Saulh�ip�of the � ontl stormwatar 90^mfhese ices are a Y those Ica levels .ithe Month k f o th 4 wdr of the'BURR said�,a,west 1i4 of dlffar from n4 gain stoked. o e of sewerand Pam impost fens- a and m Y 6a paY°hle. purposes meet arse% y t t W N ° reserved f fire, Fat issuanc charges may 'vote%tort^ 000 or.. flat is hereby r cod t of a9 0 the time of sum;o Siz and water latecomer 2 q 70 foot pn shown on the plat {1 service lots 2. ,,.,",�y t .�.,. A��A,�n}b.pn i,h��°n9 tiw Foster oid Fasted k eGross to 3 and Tract B°S 4e for storm lace and enlar4e ,>;� t 4 east .iA t to a est tlnt of TtON: Eats e d 10 lots 2.3 k maintAle,raPatr, rep h rein- Thai m��! y N4 t tF#t11)ZONING INFORMA co L Ye o erata. rwnq the tots a o;ana 4.5„ ,,�j, �" ncemEosl obn9 sad an 0.d0 t e ih true pain 2. ( Rasidenliol District{R2) whi h to eanslrvcl p a of responslhility d ask tamer of itro Sanlh _ beginning, t 1�4 of fi,e SaJli,ea4t 1f4; Underlying A re zone: 7,5DQ Scluore feet RDW) es, thereto for the Pa ement'AI be the b,)Begkmin9 at the Sa Minimum tot o4 s (included ity obulting pL o ements t°the undary o ong s Wet ins t• g N l f 2�f lhnfrd,v,s e SnWh 11rw of so' s ... 3 e ih Zones 7.AH Acre Grose Acre the mPr" hw rry"edto the e Gross Acrao9e: 7,20 Acres (Du)per Gro to 30 DU the henefrting lots. easemanl°aross�,�t1E"`w°Ftm � � °n 760 �,' ,� U,ertce Nodh Rom- and �point of beginning; 4 D e1Gng Units{ rounded loot private sanitary sewer lot 7s hereby h¢`" t. Net Acruog pens q'DU 7.48 Acres= 29.92. an the P u lot in +°f CO''aPUIR a line of said t° point f ra the'COPPER lit Maximumpes Bien Zones Park g, A ID fTmat 9 as shown to sere, a pipsl5 ank 'I he as North o 9 toss feet the W tltl t� �}6^w feet tothe North Nn 21t'29' East al.n1 the North a c o sal wdil Density C°Iculet,on:30 Eots fl Gtback i l lot 1 and sanitary sewer lace nis to Ute i o ce Ia t North 9 .feet d Lots: to lata2 mointoin,rep°1r, replace and enlarge the'COP roe distance Propose c of tea mhi10S the• PFR IAH£RDAD'; operate. The ma5ntananc [[ tlt9'S9�West along e°1d 4 a � of B All other t for the residence&20 of s'rvinq tat 2. a t't. across the beginning. f ko9 to I ^ sethock is id nee espensib,Gty of lot 2. a"°''":ia, fo 9c t•,� th!-yorcb/of& Front totYors 1 oe I the front for the Coone, the saw d•`°&, $m^ 'ham' h ofArmories, FRe rots 3- yard setback Alb foot pm,'site saatten,_Ie a},; ha2 ory taata 1.7 been o Washington. Corny a Skagit,State�the C feet for garages. t the 20 foot front Y 4, of Lois 27, 2 do 36 d h t° lots must tee27. n vets for All other 20 taut to 30 con boundary cones to a f9 reserved for 27,n- u r and pip,,, from and as�rvirep � neon setiwck is increased r e .e the baneflhn d,'{y t once Reer Yard: for the R2 Zone. storm drainoa9e pip, n,w,3hf otelred thO m 9 for c lot�s - i7 only,the aril sethock construct. operate, the Wls ht7+! �� �,T`o a �`f 9 TIO{�IS Far rats 3-� 20 foot rear Y se of serving respa^e' k z^ is° u5 COVERAT a tot xnP ca feel. lots must meet the the purpose will be the `L dro3nage eosemeni across thr d • the plot IMPERVIOUS the easement water design far thclFlat th A11 other sewer '`� ° d �,,5�'',N� eriiaus vmo a as rs uirements for the R2 to ,,,,;,r is he 8,2Q.21 & t A�g520 &2 far aorta 90 on 1h°stone Side Yard: side yord sethock 9 g. A 10 fa7C to Lots 1I 1$' 9, 0 n 21 n which Al! lots shall meet the R2 to Yfest boureu h.- nil eon'+eyed$ervice lots 17. Ile 1 tstoblished and hereby rose a•age Pipes , and er,toge undergroundprovpnm nts Zone. shad 6e rack A). sewer&slarm�,,¢¢r d b benefiting t aparal'ury srein. The mat^tenant.of the i homeownzfs associationbioretenUon swa4a(T lntmnr,d�p ' inP. t a ''fIlots. 3. {e with Atha mniMonanco of the ark(Trott C) cari+NVa•$e ai 9e n hid of onsblty of and shared Y r 1uii00$. i i responsible for root a and community ) t .J eQ ant wd, es ent on andd kcr I"° fontlscopin9 huller� the°PPliwni shalt record 'iE � �' eo���Po public woler^ea' n eossQ v C li;-50.t2Q(c l provides a pauhlfahereby nn'�t FF 7g) Pursuant to AM dare OItice which Pr° ation ,eos;the 5.�i fie 4 - co 1s rate, mot oats ar d con e'YE °too dC n1 ge 4. main, raPae. PI°Gd° this subdivision an others ProPar, Ska t County fan and actions '+,? 13' i streets,lots,v notice c0 n sePprover tree P onIO Seer that rim tat one o�sheet tiB Mo _ nstruct, f eervin title to Y property: number es for the P° os ° ht to enter Pon retard of o Y rscardin9 N. o r IF nil p�P tageUter with the ng herein stated- th [b � w of hcatian of this �� ,j serv,c. tydo oPP the properly ., ° of all limes!or tho se a 17 s described or affecting sloe is subject to the Tree Preseeervcc��at> `' ` s, on on across t 5. (fF )Thrs Subdv, shill.be md+ntaco sit^' - . and utility easement o A d ra Lot I_ r d�n prove for re• nd all by the City of An ,n, -"An oats°% D D96 �`t*'- 's FA.No-2Dt7 2240 . Dated August 12, roved removal 15 9tmk'D 6e xiTtri..• Auditor to the City of 0i,Cori A 0Sll 6e trnainraioeNdb by omens.unless°2P existing is dedicated of root The &. {� r21) maximum meth highitted s eight f° ii• PL fee..--✓tr a/ canvep�onee and water Asre treatment fouh . C upkeep requirements..be . ore Them ciutt of � 8. watef quality t;wn and the ty reguiremenf _ Zti feet fro ,o,0,e}}:�f• vev �4. qg North Nome to twenty-five { ) ct'R'' tea Dc. -1 Ass of 2.mom 1nn nce and upkeep the maintenance and shwslm rk°]'' ikhi. Home the I nce aonts.Conditions,ond,wans.kee Re gon •f}ad fret even and North ocorded Declaration er the �r� NL oth maintenance Lot coverage is Sae Not �` ofof 3. o for FU Modificotions) raen4.a �« Sae Note it1 on sheei I Anocortae- Ay�G U _ 7. { flue (35)Pe of the City �y bon p• ,mnm,.,e�w,o maximum of thlstY- 'y ^' , _ .Tea responsibility ted to the hb North w°meawn x rklfkh';?� 1 ore Wolf ( -'' Trott 8 is hereby dedica Iandsc0Pe rnointertence' for the d `�-" Asa f t` ➢' of IandscaPr^9 and North womeewnere Association for 46 € j? f j A� , 7!t{ 6 .qa urry0 Cis hereby dedicated to the ^tamed by to tiersHom As oci Association.a 48 z'A: Nil. �{� • y ,� 10. .A rocs o Community Pork to r pansibil',tY and owned by the and Lot �} .iP}'-- �,�i� ..Y '� sees of walls will be the eS otross act iy '`'� �'` tit r e '� rsialntn9 foal wide ease - ranked to '"'""aj "?,��r� 11. All 0 length Association. A 5Yrsd P/°t^'iOP w Declar ietian of e 4 ' ANn SURVEYOR . ' q'N.a;, 't, 34 ro N Na 9 ocCaron�fo slap ee asntdeni fie tlhe recorded OPER DA E HERRIG on sheet 1 of 3. $TAD P� y { strichons. see Note I� pWNER�DEVEL ¢� WHISTLELAKE ROAD SALT g OF 3 v m t amaow ors As EL FIDALGD ISLAND I.LC Covenants,Conditions.a Ro 48 NDRTN ApR7F$ WA 9822f PO COR 319 -D "i ems. 3 Pw ao"�� OCX wa 9822i i 6- V. ScntE.idDTFD PAD' 20irJ-�QUNGINEERING 015 3 �� Se SURVEYING �QB 2 _d E }299-RSDa `re".^^-..vim , rho WA 98221 {3S "`, A. 'a �`oo.,-)t DwN BY' D HERRIG5TAD ke Rood,Anaaartt5. +n- APR0.R k320 Whistle 1� _T+t w Np. DAZE: Ot? i N.�y '''e _ DIY , ft OMMUNITY &ECONOMIC DEVELOPMENT DEPARTMENT (' .� = 1SlON /ADDITIONAL INFORMATION COVER SHEET 1 �1 -�_ y • i: AUG 1 �] °1 0 2 }1 Jailing Address: P.O. Box 547, Anacortes, WA 98221 ,e9 � ck'i �kJk! •ffice Location: 904 6'h Street, Anacortes WA 98821 Phone: (360) 299-1984, Fax: (360) 293-1938 CITY OF ANACORTES Please use this form to submit revisions or additional information to your permit application. Ali Permit/Project#: Date: 6 Project Name: 4 l cF`TI ,l".L -° 2_4 Project Address: I 4-1 `(T (So Re.ot-e Project Contact: j t € & + 113 Company Name: UNtkA eNrr Contact Phone: 1-3 - .. 21 l Contact Email: .C.JI r a 1 ar1 pca Pl r ,ram-t Has the permit been issued yet? ❑ Yes till No All revisions must be either clouded or highlighted &wet stamped by an architect/engineer(if applicable). Has this been done? I. Yes ❑ No Is the plan revision or additional information, in response to a plan review letter? Yes. A copy of the plan review letter with itemized responses to each item is required. ❑ No, the revision or additional information is initiated by the applicant, designer, or builder. If not in response to a Plan Review Letter, please explain the nature of the revisions and/or additional information: Are you submitting a full replacement (. Yes r7 No If not,what page#or title is being replaced: / �� A . t A ita, ,1 Two full sized copies of all revised /additional information is required. Has this been done? Yes 0 No Check the box next to the type of plan, report, or calculation where revisions or additional information can be found. ❑ Site Plan ftl Building Plans ❑ Structural Plan ❑ Landscape Plan 0 Parking PIan ❑ Tree Preservation Plan ❑ Arborist Report ❑ SEPA checklist ❑ Wetland Report ❑ Geotechnical Report a Storm Drainage Analysis ❑ TESC Plan ❑ Civil Plan 0 Lot Coverage Calculations ❑ Impervious Surface Calculations ❑ FAR Calculations ❑ Grading Plan 0 Survey (Boundary/Topographic) O Mechanical Plan 0 Plumbing Plan 0 Other: ROUTED: ROUTED TO: TWIT, APPROVED BY: DATE. ROUTED: APPROVED: ❑ Building Department ❑ Planning Department ❑ Stormwater ❑ Public Works Department ❑ Fire Department ❑ Third Party Review August 8, 2017 Anacortes Planning& Community Development Dept. Attn: Groc Fyrrce RE: Plan review corrections for proposed home at 1419 Latitude Circle Please note the following items have been addressed as described: 1. Another copy of the engineering supplement has been provided. 2. A note referring to window egress has been added to the Master Bedroom Window on sheet A3.1. 3. Please show me in the code where it is required that we must have an additional braced wall line between existing braced wall line 1 and 2. We are in compliance with what the code allows as the plan exists. We are less than 35' max. on our line spacing, our single room within that space is less than 900 sq. ft. and also,you have approved this same plan for 1606 Latitude Circle (lot 21) with no additional braced wall lines. We used this allowance so we could have less braced wall lines. 4. The lag screw spacing has been change to 15" O.C. in the deck ledger note on sheet A4.1. 5. A note 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. 6. A note indicating min. and max. nosing requirements has been added to the stair details on sheet A5.1. 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 Anacortes Planning& Community Development Dept. o�.r°a 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 1419 Latitude circle Please address the following items so I can complete the plan review. 1. Please provide another copy of the engineering supplement. 2. Indicate on the plans the egress window in the Master Bedroom or reference Note#14 to the window. 3, Please indicate on the plans a BWL between BWL 2 and 3 on the lower level and the braced walls on that BWL and the lengths of each one. 4. Please indicate on the plans that,per 2015 IRC Table R507.2, for 12' deck joist spans that the deck ledger is required to be installed with 2 staggered rows of%2 lag screws at 15" o.c. 5. Please indicate on the plans that,because WSEC Energy Credit 1a 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 %". 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 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 29, 1419 Latitude Circle Date: August 9,2017 Planning, Community& Economic Dev. CC: ❑ Urgent 0 For Review 0 Please Comment 0 Please Reply 0 Please Recycle Attention: Kait Nelson Re: Responses the memo from Groc Fyrrce dated July 28, 2017, regarding the above reference project. • Kait Nelson stated that she needs 2 copies of the SWPPP. Response: 2 sets of the 8 WP1'111 have becri attached with this submittal, along. with the .Miiulltuni P..equirenients I .5. Is I was not mire. it the Itrrtci. was also a requirement. • There is not adequate drain protection shown on the stormwater plan. Response: ReIereli : i,, (sit.: {Irdin protection, RMI` C`2. tJ. : torn) Drain [tile! I iotedioli. bets heal, added to he I rosiot, Cviilrol Plait for Iloth olisite and offsite locations with appropriate reference to the type u l protection in each location, List of items included with this transmittal: (2) 13 Elements of SWPPP (Construction Stormwater Pollution Prevention Plan), with Exhibits "B" (written descriptions), and "C" (list of primary BMPs). (2) Complete Residential Stormwater Plan Checklist—Mininum Requirements 1-5. (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"x l 7". u r' . AUG 1 o 2011 CITY OF ANACORTES Attention: Groc Fyrrce Re: Responses to your memo to Jack Reinstra dated July 28, 2017, regarding fire protection. • Because the fire area is over 3,600 sq. ft., the residence needs to be fire-sprinklered, or have an approved fire hydrant, with minimum flow of 1,750 gpm, for the required amount of time. 14.: ;,iitiiisc: I he exiling lire hytli mil located al the iuortheasl corner Dr Lhe sLilliecl r perty was Clow tesic i on April 26, 21117, with ei flow 01- 2,800 glom[ at 2(1 psi This now rale exceeds the linioilman requited rate of 1,750 gpm. The City roFAn ccxrle•s has Ibis flaw [es! tin CGcoidl Filready. 1` L L 'i [ : liAUG 1 .0 2011 1 Li ; CITY OF ANAGari Eg AUG 13 2011 CITY OF ANACORTES August 8, 2017 Anacortes Planning & Community Development Dept. Attn: Groc Fyrrce; Don Measamer RE: Plan review corrections for proposed home at 1419 Latitude Circle I believe you are misinterpreting Table R602.10.1.3. I "am" using the exception for the family room. That is why the braced wall lines are located where they are, as the room extends almost the entire depth of the lower floor. The room (within the lower floor) is less than 900 s.f. and the braced walls are less than 35 feet apart, all within the code. The code does not say there cannot be other rooms within the spacing of the wall lines. Please have your supervisor examine this, as you have approved this situation previously and we need to resolve this for the future, as it occurs often. You are the only jurisdiction that is not accepting this. I added another braced wall line as you requested. This change has not been clouded, as the whole sheet changed. I have included (2) full-sized copies of the changed sheet for your approval. Jack Reinstra Landed Gentry Anacortes Planning& Community Development Dept. 01T.Y[?� Permit Center 'wpploolrw P.O. Box 547, Anacortes,WA 98221-0547 PH (360) 293-1901 Don Measamer,Building Official,Planning Director FAX(360) 293-1938 August 11, 2017 Jack Reinstra 504 E. Fairhaven Ave Burlington, WA 98233 RE: Second Plan Review notes for the proposed New Single Family Residence at 1419 Latitude circle Please address the following items so I can complete the plan review. 2015 IRC R602.10.1.3 Spacing of Brace Wall Lines refers to Table R602.10.1.3, which states that in the SDC D1 that the maximum spacing of Braced Walls is 25 feet (see attached scanned document). The exception to this maximum spacing of 25' states the following: "Up to 35 feet to allow for a single room not to exceed 900 square feet. Spacing of all other braced wall lines shall not exceed 25 feet(see attached scanned document)." The lower floor area is 1, 472 square feet, which is over 900 square feet. The exception can be used for the Family Room, but cannot be used for all the areas in the lower floor, which includes Bedroom#4, Bedroom#5, storage, bath, laundry and mechanical rooms; therefore, a braced wall line needs to be indicated on the plans between BWL 2 and 3 on the lower level to brace both sections of the house on either side of the Family Room. Please indicate on the plans the length of each braced wall. Please contact me if you have any questions about these notes. Sincerely, Groc Fyrrce Building Inspector City of Anacortes 360-293-1901 WALL CONSTRUCTION • R602.10.1.4 Angled walls.Any portion of a wall along with this section and the bracing iinethods specified in Sec- a braced wall line shall be permitted to angle out of lion R602.10.4. plane for a maximum diagonal length of 8 feet (2438 R602.10.2.1 Braced wall panel uplift load path. The mm). Where the angled wall occurs at a corner, the bracing lengths in Table R602.10.3(1)apply only when length of the braced wall line shall be measured from uplift loads are resisted in accordance with Section the projected corner as shown in Figure R602.10.1,4. R602.3.5, . Where the diagonal length is greater than 8 feet(2438 mm), it shall be considered a separate braced wall line R602.10.2.2 Locations of bra'Ced wall panels. A and shall be braced in accordance with Section braced wall panel shall begin within 10 feet(3810 mm) R602.10.1. from each end of a braced wall line as determined in R602.10.2 graced wall panels. Braced wall panels shall Section R602.10,1.1. The distance between adjacent be full-height sections of wall that shall not have vertical edges of braced wall panels along braced wall line or horizontal offsets. Braced wall panels shall be con- shall be not greater than 20 feet(6096 mm)as shown in structed and placed along a braced wall line in accordance Figure R602.10.2.2. TABLE R602,10.1.3 BRACED WALL LINE SPACING ' BRACED WALL UNE SPACING chittR1A APPLICATION . CONDITION • BUILDING TYPE Maximum Spacing Exception to l axlmutil Spacing — • Ultimate design Detached, Wind bracing wind speed 100 mph 60 feet None to<140 mph townhouse SDC A—C Detached Use wind bracing , • SDC A—B Townhouse Use wind bracing , Up to 50 feet when length of required bracing per SDC C Townhouse 35 feet Table R602,10.3(3)is adjusted in accordance with Table R60110.3(4). Seismic bracing Detached, Up to 35 feet to allow for a single morn not to exceed SDC Do,D„D2 townhouses,one- 25 feet 900 square feet.Spacing of all other braced wall lines and two-story only shall not exceed 25 feet• l Detached, Up to 35 feet when length of*aired bracing per SDC Do,D„D2 townhouse 25 feet Table R602.10.3(3)is adjusted in accordance With Table R602.1.0,3(4). • For SI: 1 foot=304.8 mm,1 square foot=0.0929 m3,1 mile per hour=0.447 m/s. • • • Ad BRACED WALL LINE'1 be PROJECTED CORNER *,,II,,4 PROJECTED LENGTH OF BRACING _�� +i • . a't� • NOTE IF THE DIAGONAL WALLIS GREATER THAN 8 FEET LONG,THEN IT MUST BE TREATED A5 A.SEPARATE BRACED WALL LINE • o to For SI: 1 foot=304.8 mm, FIGURE R502.10.1.4 ANGLED WALLS . 2015 INTERNATIONAL RESIDENTIAL CODE° 175 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 August 11, 2017 Jack Reinstra 504 E. Fairhaven Ave Burlington, WA 98233 RE: Second Plan Review notes for the proposed New Single Family Residence at 1419 Latitude circle Please address the following items so I can complete the plan review. 2015 IRC R602.10.1.3 Spacing of Brace Wall Lines refers to Table R602.10.1.3, which states that in the SDC D1 that the maximum spacing of Braced Walls is 25 feet (see attached scanned document). The exception to this maximum spacing of 25' states the following: "Up to 35 feet to allow for a single room not to exceed 900 square feet. Spacing of all other braced wall lines shall not exceed 25 feet (see attached scanned document)." The lower floor area is 1, 472 square feet, which is over 900 square feet. The exception can be used for the Family Room, but cannot be used for all the areas in the lower floor, which includes Bedroom#4, Bedroom#5, storage,bath, laundry and mechanical rooms; therefore, a braced wall line needs to be indicated on the plans between BWL 2 and 3 on the lower level to brace both sections of the house on either side of the Family Room. Please indicate on the plans the length of each braced wall. Please contact me if you have any questions about these notes. Sincerely, Groc Fyrrce Building Inspector City of Anacortes 360-293-1901 WALL CONSTRUCTION • R602.10.1.4 Angled walls.Any portion of a wall along with this section and the bracing methods specified in Sec- a braced wall line shall be permitted to angle out of tion R602.10.4. plane for a maximum diagonal length of 8 feet (2438 R602.10.2.1.Braced wall panel uplift load path. The mm). Where the angled wall occurs at a corner, the bracing lengths in Table R602.1.0.3(1)apply only when length of the braced wall line shall be measured from uplift loads are resisted in accordance with Section the projected corner as shown in Figure R602.10.1.4. R602.3.5. Where the diagonal length is greater than 8 feet(2438 m),it shall be considered a separate braced wall line R602.10.2.2 Locations of braced, wall panels. A m and shall be braced in accordance with Section braced wall panel shall begin within 10 feet(3810 mm) R602.10.1. from each end of a braced wall line as determined in R602.10.2 Braced wall panels. Braced wall panels shall Section R602.10.1.1. The distance between adjacent be full-height sections of wall that shall not have vertical edges of braced wall panels along a braced wall line or horizontal offsets. Braced wall panels shall be con- shall be not greater than 20 feet(6096 him)as shown in structed and placed along a braced wall line in accordance Figure R602.10.2.2. TABLE R602,10.1.3 BRACED WALL LINE SPACING • BRACED WALL LINE SPACING'CIRItRIA APPLICATION . CONDITION BUILDING TYPE Maximum Spacing Exception to MaximuiiS Spacing Ultimate design Detached, Wind bracing wind speed 100 mph townhouse 60 feet None to<140 mph SDC A—C Detached Use wind bracing SAC A—B Townhouse Use wind bracing Up to 50 feet when length of required bracing per SDC C Townhouse 35 feet Table R602.10.3(3)is adjusted in accordance with Table R602.10.3(4). Seismic bracing Detached, Up to 35 feet to allow for a single room not to exceed SDC Do,Di,D2 townhouses,one- 25 feet 900 square feet.Spacing of all other braced wall lines and two-story only shall not exceed 25 feet. Detached, Up to 35 feet when length of requited bracing per SDC Do,D„D2 townhouse 25 feet Table R602.10.3(3)is adjusted in accordance with Table R602.10,3(4). For Si: 1 foot=304.8 mm,1 square foot=0.0929 m2,1 mile per hour=0.447 m/s. • BRACED WALL UNE 1 Ar PROJECTED 111.41 CORNER r I lie PROJECTED LENGTH OF BRACING -- • NOTE IF THE DIAGONAL WALLIS GREATER • THAN 8 FEET LONG,THEN IT MUST BE TREATED ❑ AS A.SEPARATE BRACED WALL LINE uJ m For SI: 1 foot=304.8 mm. • • FIGURE R602.10.1.4 ANGLED WALLS 2015 INTERNATIONAL RESIDENTIAL CODE® 175 PLANNING,COMMUNITY,&ECONOMIC DEVELOPMENT DEPARTMENT Mailing Address:PO Box 547,Anacortes,WA 98221 Phone:360.299.1984,Fax: 360.293.1938 c �T� Complete Residential Stormweter K1 Checklist Minimum Requirements 1 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, Stormwater 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, R 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—Minimum Requirements 1-9 if the SWMMWW apply.If Minimum requirements 1-9 apply,please see the Large Scale Stormwater Plan Checklist for additional submittal requirements. Owner Name: Site Address: • Brief Description of the Project: L777 W:/ 11. Pm I veioped Conditions&Runoff of the Site: AUG 1 '4Tall e - OF ACC T Page 1 of 4 March 22,2017 Developed Conditions,<Runoff of the Site: Summarize difficult site parameters,the natural drainage system,and ds,.inage to and from adjacent properties,including bypass floes: ❑ Hydrological Site Plan:Collect and analyze information on existing conditions to aid in determining low impact development feasibility—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 swabs,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 storrnwater 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: ® Up to 10%slopes e 2 ft.contours • Over 10%to less than 20%slopes=5 ft.contours a 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.(Solis Report Page 2 of 4 March 22, 2017 must include details as listed on Pg.79). In addition,describe soils by name,erodibiiity, settleability,permeability,depth,texture,and soil structure. Testing should occur between December 1 and Awl!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). ❑ 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 logs)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 Riffs.Provide design details,figures, and maintenance instructions for each BMP. Provide a written summary of how it complies with the applicable requirements. Prior t:•• Final Occupancv 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. ❑ eclaration of Covenant f...r Privately MaInt:lned glow Cositrel&Treatment Facilities and On- Site Stormwater Management BMPs: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 VIP shall be attached.A map showing the location of newly planted and retained trees claimed as flow reduction credits shall also be attached. 0 Record Documents:Record total impervious surface area of the site and their locations with the county auditor. By signing bel'w,you are certifying that you have read and understand the stormwater requirements. Be sure that you have checked off all applicable bi es. i4‘7' c< Applicant Signature Date Page 4 of 4 March 22, 2017 EXHIBIT "A" 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 1419 Latitude Circle, which is Lot 29, Plat of 48 North, and is 7,936 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 30, 48 North. EAST: Fully improved street of Latitude Circle. SOUTH: Lot 28, 48 North. WEST: Tract C, 48 North. Developed Conditions & Runoff of The Site: The proposed improvements are as follows: Construct a SFR with an approximate lot coverage of 37.1%, and an impervious lot coverage of 45.9%. 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 29 is located at the northeasterly corner of Lot 29, and near Tract C and Lot 30. 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 28 to the south. However, the stormwater runoff from Lot 28 will be directing to the existing stormwater collection facilities located within said Lot 28 and will not impact Lot 29. 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. 'SUN 3 0 2011 18579 W. Lakeview Lane Tim K. Garrison, P.E. Mount Vernon,WA 98274 CITY OF ANACOFITES Phone: (360)708-1865 Consulting Engineer tirng@BuildersEngineer.com 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 �. u .O '.f / % 1eRl UMW illoW 1/Vd is INDEX: Design Sketches and Callouts SK1 —SK2, CO] Standard Specifications, B—D Calculations. CI —C20 Total No. of pages excluding cover sheet: 26 Notes, Disclaimers: ConstructionCalc,Inc. (CO) 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). ii —'U No ��ooZ- I I �'" �Rdrn�� w4ccI at' li0uC� Q F TA ti a.l,1 1iLi i.64sr i 2" I wNrEE c. Lo AP a w(i,u 6--FT- z f I. 5 ' SAX 1 1G = �c L ¢Z,cioo q - F = ‘o Ksb , ei{2ADE coo 2 c Lg. - t'in.t `31L_ $C�12t,L167 E 1 �ioo { 'M1 tA,'.1 2aooi of 4-lE,�. .,AA✓EL &- - MAC 1�10 of c'io2 5 O/ Scinno. ka SuiPoosrED = Z SVtc,k— FAA ft‘ s a b&S TiA L_ .Ku ea 5 + 2.00F CV( VS pc,c s+ 1ow, Ip, x , Sturm, i/Yz-s, 1-11+.a LAP n su 4, SPuc,�. = 2/1- C1m+c `5t r3 K �1 IL' — — — - I ' • Kt/ , _LLB - - V °t`� 2 c — 1 -Toe HEEL -? t.194 61 0 �111 � l 1►._ ,1 I i f! r^ i w 1 . .i. . . ,t, .... A, ,.. , ..„ 6 I , ,.; --_—__4__ _ — _ - _ - !, ; 1 S ADS ) r l.Al ., v`i 5 -) ,,i' t v6 ® 3—s y2 35 ! 9 � Z �V-vile-1 W ` y4 X -> 1c-i a-- 52.1'�01s, 'S9--03 C'V71 xY4 • • /C'l 41/--T '1--V-71 01.- .:.1a7.-'03rYcYCI) Ta-7/Si_Na? 4' a 5,,i 6,3/ 6) 1 11¢ • m 3032 r n !I*1- 1 ' .— r � t -i sa s c ` ` t �� l 1 as. ,-b< V rv5ri^1 f_ i.\. i. o x 1�1� �1cZ J co C`1V f c ll ZFacr'?j M g--)-1 y--ci tvd S r^3o'�s r . l Sl O f' Lt. (S-1.IN) -1`N I.Nr 111 I c-32wig "V z 1- ----, Cantilever Retaining Wall A B C D E VV _ X Y Z Retained Wall Footing Footing Wall Vertical Honz. Footing Footing Ht. Position Width Height Thickness 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" L #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. 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 1 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. Air Entrainment. Provide 5% air entraining in all concrete exposed to the earth or weather. Fly 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,Bendinn. 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 bobs 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. Gi '" RetainCalc ConstructionCalc Inc. .u�. RllCTIC1N ALC f I�d.ti+,�c.��d..,mingagmemnso v2.41 Job Namer Wall I.D. 4'max cantilever Other Info 7/20/2015 • Soil Under Footing) Soli Type Class 5;Clay,sandy clay,silty clay,clayey sill,sill and sandy sill Soil bearing capacity,unfactored ? 1,500 psf Soil coefficient of friction NA Soil lateral sliding resistance,Ct.5 only. 130 psf Retained Soil Behind Wall Retained height,ft 4.00 ft Tot,wall ht. Vertical distance from retained soil to top of wall,ft 0.50 ft 4.50 ft Soil Type Granlaalr/clay mix,dense V Moisture Content No[sl V Can lop of wall move slightly? Yes V Unit weight,pcf I 13Q pcf Angle of internal friction,degrees I 30 deg Depth to groundwater,if any,ft - Backfill angle,degrees to horiz, 5 deg Resisting Conditions In Front Of Wall Condition Concrete slab or asphalt on lop of footing,against wall '7 Soil lateral{passive)capacity,unfactored,psflft depth 0 psf Unit weight of material over lop of toe,pcf 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 wall V ff ledger,what is its width(eccentricity,horiz dim),in. Live,psf Dead,psf Trib Width.ff Live Dead Snow Roof (no snow) 20.0 psf 15.0 psf 20.00 ft Top 1:1400.0 plf 309.0 pit Loads From Conlin- Roof Snow(only) 25.0 psf 500.0 plf uous Members? No ' Floor 3 Loads Top V 0.0 ph' 0.0 plf Floor 2 Loads 40.0 psf 15.0 psf 7.50 ft Tap vx 300.0 plf 112.5 plf Floor 1 Loads 40.0 psf 15.0 psf 7.5D h Top 30D.0 plf 112.5 plf Wall Dead Load 10.0 psi 18,00 ft Top V 180.0 plf Other'psf load and trib width Top V 0.0 plf 0.0 pll Other gravity loads,plf oescrip'n,opfl: Top V 0.0 pit Other gravity loads,pit Oescrip n,oprl: Top s Subtotals,gravity loads,unfactored: 1,000 plf 705 plf 500 plf Additional Moments,ft-lb Clackwlse:opposite of ledger-applied 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 seismic load t Reduce seismic loads? - V Use 1/3 increase to allowable soil bearing? 1140 V Include wall weight in seismic force? No v RetainCalcV2_02.xls 712012016 GL Horizontal seismic soil coefficient,kh! 0,00 j Vertical seismic soil coefficient.kid 0.00 1 Wall Type Wall Type, Cantilever(not renalnsd at top) V Wall and Footing Construction-Cantilever and Braced Stability Eccentricity,'e' 0.0 In Wall. Concrete,normal weight • Allow soil press 1,50D pse Wall compressive strength,psi, fc= 2500 • Toe Soil press 1,457 psi F S Load Comb Okay? Compressive strength to use,psi I 2,500 psi 1 Heel soil press 1,485 psi 1.03 D+L+S Okay Wail thickness,In. 6 s Overturning 683 ft-lb Wall thickness to use,In 6.00 In Resisting 3,440 ft-lb 5.04 D+S Okay Fooling Footing width,ft 2 33 fl 28 0 in Sliding Force 436 lb Footing height,In. 9 00 In Resisting NA NA D+L Okay Location of wall on fooling tnpei your own wall lemon s Heel proi'n Wall Design tinily Load Comb Okay? Wall location to use,in j 12.01n ! 10.01n Max mom apld 659 ft-lb Fooling compressive strength,fc `2,500 psi U Moment allow 2,610 ft-lb 0.25 90+1E+1 6H Okay Key height,In 0.00 In Key width,in 000 in Shear appl'd 494 lb Shear allow 4,018 lb 002 .9D+1E+16H Okay Wall Reinforcement Provided Required Unity Wall rebar grade bade 50 V Vert steel,min 0.13 sq-In 0.09 sq-In 0.65 Okay Vertical rebar size 4 4 • Horiz all,spcg 18.0 In O.C. 11.1 in O.C. 1.62 N,G Number of rebar layers(mats) IMO Mm Reed Length Layer 1,vertical rebar location(depth) edge,earth side CI Measured from Stub vertical embed in wall 24.0 in Layer 1,cover to use,In. 2001n Earth face Stub 90-degree bend in fooling 6.0 In Layer 1,vertical rebar center-to-center spacing,in, 1800 In Footing Design Layer 2,vertical rebar location(depth) N/A no and Myer V Toe (Sy Load Comb Okay? Layer 2,cover to use,In Tension on Bottom q,�3. ly�� Layer 2,vertical rebar center-to-center spacing,in Moment appl'd 964 ft-lb Pr - G 4 l y o ._- Horizonlalrebarsize o4 O Moment allow 3,357 ft-lb 0.29 0+16H+16L+ Okay Horizontal rebar center-to-center spacing.In. 1800 in Shear appl'd 1,889 lb Footing Reinforcement Shear allowed 5,175 lb 0.36 !DM 6H+16L+ Okay Footing rebar grade Grade 60 V Hook req'd? No Transverse rebar size r 4 V Heel Number of rebar layers(mats) 1 r 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 3 OD in Moment allow 3,362 ft-lb 0.05 9D+1 E+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 and layer V Shear allowed 5,175 lb 0.07 .90+1E+1 6H Okay Layer 2,cover to use,In Hook req'd? No Layer 2,transverse rebar center-to-center spacing,in Longllud'I Stee Provided Required Uoff Okay? Longitudinal rebar size 4 4 O 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 10.001n 3 Ea Spacing 10.0 In 0 C. 13,3 In 0 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 1,20+1 6H+1 6L+5S Loc'n from top 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 400 ft Max neg 0 ft-lb NA Loc'n from top NA Base wall M 659 ft-lb 1 20+1 6H+1,6L+SS RetainCalcV2 02 xis 7/20/2015 c3 -CC '" RetainCalc ConstructionCalc Inc. tfi1S RUCTION CALC a ao,i'iJ A:i rr:53 nO'n'stEv YLO1 Job Name „Elfio-7 rs Wall I.D. 6'max cantilever Other Info 7/20/2015 Soil Under Footing Soil Type Gass 5:Clay,sandy clay,silly clay,clayey silt,slit and sandy silt Soil bearing capacity,unfactored 1,500 psf Soil coefficient of friction NA Soil lateral sliding resistance,Cl.5 only. L 130 psf Retained Soil Behind Wall Retained height,ft 6.00 ft Tot wall ht. Vertical distance from retained soil to fop of wall,ft 0.50 ft 6.50 ft Sail Type Grantuan!clay mix,dense V Moisture Content Moist Can top of wall move slightly? Yes V Unit weight,pcf I 130 pcf Angle of infernal friction,degrees i 30 dog Depth to groundwater,If any,ft - BackBll angle,degrees to horiz. 5 deg Resistin Conditions In Front Of Wall _ Condition Concrete slab or asphalt on top of rooting,against wall V Soli lateral(passive)capacity,unfactored,psf/ft depth 0 psf Unit weight of material over lop of toe,psi L--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: All gravity loads applied to top or wall 1 V If ledger,what Is ifs width(eccentricity,horiz dim),In. Live,psf Dead,psf Trib Width,ft Live Dead Snow Roof (no snow) 20.0 psi 15.0 psf 20.00 ft Top s 400.0 plf 300.0 pif Loads From Conlin- Roof Snow(only) 25.0 psf 500.0 plf uous Members? Nov 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 plf 112.5 pit Floor 1 Loads 40,0 psf 15.0 psf 7.50 ft Top v 300.0 plf 112.5 pll Wall Dead Load 10.0 pal 18.00 ft Top V 180.0 plf Other'psf load and Trib width Top V 0.0 plf 0.0 plf Other gravity loads,pit oescrip'n,opt'I: Top V 0.0 plf Other gravity loads,pli Oescrip'n,opt'I: Top V Subtotals,gravity loads,unfactored: 1,000 plf 705 plf 590 pi( Additional Moments,ft-lb ❑oclonNe:opposite of ledger-applied moment. V Subtotals,moments,unfaclored: O ft-lb 0 ft•Ib O ft-lb Surcharge Load Hartz distance from wall,b',ft. Horiz width of applied load,a',ft. Pressure of applied load,q',psi Earthquake Loading Seismic load? Zero seismic load V Reduce seismic loads? I- Use 1/3 increase to allowable soil bearing? No _1 Include wall weight in seismic force? No V RetainCaicV2 02.xis 7/20/2015 G4 Horizontal seismic soli coefficient,kill 0 00 j Vertical seismic sod coefficient,kvi 0 00 1 Wall Type Wall Type ranblever net restrained at top) V Wall and Footing Construction-Cantilever and Braced Stability Eccentricity,"e" 0.in Wall' concrete,normal weight sr Allow soil Ares: 1,500 psf Wall compressive strength,psi, fc= Loo 1.1 Toe Soil press 1,445 psf F.S Load Comb Okav7 1 Compressive strength to use,psi 2,500 psi Heel soil press 1,344 psf 1.04 D+L+S Okay Wall thickness,In 6 CI Overturning 1,960 ff-lb Wall thickness to use,in. 600 In Resisting 6,409 f-lb 3.27 D+S Okay F000tin Footing width,it 3.00 ft 36 0 In Sliding Force 880 lb Fooling height,in 9.00 in Resisting NA NA D+L Okay Location of wall on fooling input your own wall Amason v Heel prof n Wall Design Unity Load Comb Okay? Wall location to use,In 1 18 0 In 1 12 0 in Max mom apid 2,223 ft-lb Fooling compressive strength,fc 2,s00 psi • Moment allow 2,296 ft-lb 0.97 .91)+1E+1 6H Okay Key height,In 0.00 In Key width.In 000 In Shear appl'd 1,113 lb Shear allow 4,076 lb 0.16 9D+1E+1 6H Okay Wall Reinforcement Provided Required Unity Wall rebar grade Grade 60 o Vert steel,min 0.13 sq-In 0.09 sq-m 0.65 Okay Vertical rebar size r g v Honz stl.spcg 18.0 in O.C. 17.1 In 0 C. 1.62 N.G. Number of rebar layers(mats) I a v I Min Ree'd Length Layer 1,vertical rebar location(depth) edge,earth side V 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, 1800 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 2,234 ft-lb Honzontal rebar size r 9 v Moment allow 3,358 tt-lb 0 67 10+1 6H+1 6L+ Okay Horizontal rebar center-to-center spacing,In. 18 00 in Shear appl'd 2,8351b Footing Reinforcement Shear allowed 5,175 lb 0.55 'D+1.6H+1.6L+ Okay Footing rebar grade Grade 60 II Hook req'd7 Yes 6-in,min. Transverse rebar size NI V Heel Number of rebar layers(mats) 1 v Tension on Bottom Layer 1,transverse rebar location Bottom,minimum cover,3" V Moment appl'd 630 ft-lb Layer 1,cover to use,In. 3.0D in Moment allow 3,358 ft-lb 0.19 .90+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,no and layer i Shear allowed 5,175 lb 0.24 .90+1E+1 6H Okay Layer 2,cover to use,in Hook req'd' No Layer 2,transverse rebar center-to-center spacing,In. Lonoltudl Stee Provided Required Unity Okay? Longitudinal rebar size a a v Eqpt)/ 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 1n 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 1,113 lb 1 20+1 6H+1,6L+5S Max V 1,113 lb 1 20+1 6H+1.6L+.5S Loc'n from top 6.00 it Wall Moments FF S Load Comb Max pos 2,223 ft-lb 1.20+1.6H+1 6L+ss Loc'n from top 6.00 tt Max nag 0tt-Ib NA Loc'n from lop NA Base wall M 2,223 tt-lb 1 2D+1 6H+1.6L+.5S RetalnCalcV2_02 xis 7/20/2015 S�RUCTIONL-- ALC RetainCaic ConstructionCalc,Inc. I .raivirilrvaaarcari vreeta M J v2.O1 Job Name - 601e6t Wall I.D. 8'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,slit and sandy sill V Soil bearing capacity,unfactored 1 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 8.00 ft Tot.wall hi. Vertical distance from retained soil to top of wall,ft 0.50 ft 8.50 ft Soil Type Granlualr/clay mix,dense Moisture Content MOLst V I Can top of wall move slightly? Yes Unit weight,pcf 1 130 pcf Angle of internal friction,degrees 1 30 deg Depth to groundwater,if any,fl Backlit'angle,degrees to horiz. 5 deg Resistlnqr Conditions In Front Of Wall Condition Concrete slab or asphalt on top of rooting,against wall V Soil lateral(passive)capacity,unfactored,psflft depth 0 psf Unit weigh)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 grdvlty loads applied to top Orwell V If ledger,what Is Its width(eccentricity,horiz dim),in. Live,psf Deed.psi Tab Width.ft Lkve Dead Snow Roof (no snow) 20.0 psf 15.0 psf 20.00 ft Top vl 400.0 plf 300.0 plf_ Loads From Contln- Roof Snow(only) 25.0 psf 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 ft Top V 300.0 plf 112.5 plf Floor 1 Loads 40.0 psf 15.0 psf 7.50 ft Top v 300.0 plf 112.5 plf Wall Dead Load 10.0 psf 18.00 ft Top V 180.0 plf Other'psf load and tab width Top V 0.0 plf 0.0 pit Other gravity loads,plf Descrip'n,opfl: Top v1 6,0 pIf Other gravity loads,pli Descrip'n,opt'): Top ar J Subtotals,gravity loads,unfactored: 1,000 plf 705 plf 500 plf Additional Moments,ft-lb Clockwise:opposite or ledger-applied moment. V Subtotals,moments,unfactored: O ft-lb O ft-lb O 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 selsrolc load V Reduce seismic loads? - V Use 1/3 increase to allowable soil bearing'? ko V Include walk weight in seismic force? No r RelainCalcV2 02.xls 7/20/2015 Horizontal seismic soil coefficient,kh l 0 00 G 6 Vertical seismic soil coefficient,kvi 0 00 Wall Type Wall Type. Cantilever(not restrained at lop) V Wall and Footing Construction-Cantilever and Braced Stability Eccentricity,'e` 0.4 in Wall. I Concrete,normal weight • Allow soil press 1,500 psi Wall compressive strength,psi, fc= 2500 U Toe Soil press 1,430 psi F S Load Comb Okay, Compressive strength to use,psi 2,500 psi I Heel soil press 1,279 psi 1.05 D+L+S Okay Wall thickness,In, e V OvertumIng 4,647 ft-lb Wall thickness to use,in 8 00 in Resisting 10,123 fl-lb 2.18 D+S Okay Fooling' Fooling width,fl 3.50 ft 42.0 in Sliding Force 1,565 lb Footing height,in 12.00 in Resisting NA NA Del Okay Location of wall on fooling srpet year ewe rat ioratar V Heel prol'n Wall Design Uoity Load Comb Okay? Wall location to use,In I 28 0 In i 6.0 In Max mom apld 5,269 ft-lb Footing compressive strength,fc 2,500 psi 0 Moment allow 5,333 ft-lb 099 9D+1E+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 .90+1E+1.6H Okay Wall Reinforcement ProvIded Reuulred la Wall rebar grade Grade 60 V Vert steel,min 0.21 sq-In 0.14 sq-In 0.70 Okay Vertical rebar size a 5 s Flora stl,spcg 18.0 In O.C. 10.3 in O.C. 1.74 N.G.' Number of rebar layers(mats) r- s Min Reo 0 Length O.- Layer 1,vertical rebar location(depth) Edge,earth side I Measured from Stub vertical embed In wall 30.0 in Layer 1,cover to use,in, 200 in Earth face Stub 90-degree bend In looting 7.5 In Layer 1,vertical rebar center-to-center spacing,In, 18,00 In Footing Design Layer 2,vertical rebar location(depth) 0/A,no end 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 5,572 ft-lb Horizontal rebar size a s G Moment allow 6,749 ft-lb 0.83 'D+1 6H+1 6L+ Okay Horizontal rebar center-to-center spacing,in 16.001n Shear appl'd 4,271 lb Footing Reinforcement Shear allowed 6,750 lb 063 !D+1.6H+1.6L+ Okay Footing rebar grade Grade 60 V Hook req'd? No Transverse rebar size a s • Heel Number of rebar layers(mats) 1E0 Tension on Bottom Layer 1,transverse rebar location Centered in footing a Moment appl'd 125 ft-lb Layer 1,cover to use,In, 4.19 in Moment allow 6,772 it-lb 0.02 :D+1 6H+1 6L+ Okay Layer 1,transverse rebar center-to-center spacng,In 18.001n Shear appl'd 421 lb Layer 2,transverse rebar location rUh no 2nd layer V Shear allowed 6,750 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. Lonultud'I Slee Provided Reouired Unity Okav4 Longitudinal rebar size a 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.0 0.81 Okay Wall Shear Forces F.S.. Load Comb Top wall alb NA Base wall V 1,978 lb 1.2D+1 6H+1 6L+55 Max V 1,978 lb 12D+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+.5S 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 2D+1 6H+1 6L+5S RetalnCalcV2_02.xls 7I20/2015 67 (ZCIS RUCTION ALC RetainCalc ConstructionCalc,Inc. „z of Job Name t, 5°1(,y Wall I.D. 8'max cantilever,case 2,no gray. Other Info 7/20/2015 Soil Under Footing Soil Type Class 5:Clay,sandy day,silty clay,clayey sill,slit and sandy sill V Soil bearing capacity,unfaclored 1,500 psi Soil coefficient of friction NA Soil lateral sliding resistance,Cl.5 only. 130 psi Retained Soil Behind Wall • Retained height,ft 8.00 fl Tot wall ht, Vertical distance from retained soil to top of wall,ft 0.50 ft 8.56 ft Soil Type Granwalr/clay mix,dense V Moisture Content Most 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 Resisting Conditions In Front Of Wall Condition Concrete slab or asphalt on top of footing,against wall '• Soil lateral(passive)capacity,unfaclored,psflil depth 0 psf Unit weight of material over top of toe,pcf 145 pcf Depth of resisting soil,Dbf,inches. 0.0 in If asphalt or concrete on top of rig,thickness,Inches 4.0 in Loads at Top Of Wall Gravity loads: All gravity Loads applied to top of wall t If ledger,what is its width(eccentricity,horiz dim),In. Live.osf Dead.psi Trib Width,ft Live Dead Snvw Roof(no snow) 20.0 psf 15.0 psf 0.00 ft Top V 0.0 plf 0.0 plf Loads From Conlin- Roof Snow(only) 25.0 psf 0.0 plf vows Members? No V Floor 3 Loads [Top V 0.0 p8 0.0 pit Floor 2 Loads 40.0 psi 15.0 psf 0.00 ft Top V 0.0 pit 0.0 plf Floor 1 Loads 40.0 psf 15.0 psf 0.00 ft Top w 0.0 pif 0.0 pit Wall Dead Load 10.0 psf 0.00 ft Top V 0.0 plf Other'psf load and trib width Top • 0.0 plf 0.0 plf Other gravity loads,plf Descdp'n,opt'i: Top V 0.0 plf Other gravity loads,pit Descrip n,opt'I: Top V • Subtotals,gravity loads,unfaclored: 0 plf 0 pH 0 plf Additional Moments,ft-lb Clockwise:opposite or ledger-applied moment. V Subtotals,moments,unfaclored: 0 fblb 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',psi Earthquake Loading Seismic load? Zero selsmk load V Reduce seismic loads? - •' Use 1/3 Increase to allowable soil bearing? No V Include wall weight in seismic force? No w, RelalnCalcV2_02.xls 7/20/2015 G€, Horizontal seismic soil coefficient,kh 000 Vertical seismic soil coefficient,kvl 0.00 1 Wall Type Wall Type cantilever(net restrained atCI Wall and Footing Construction-Cantilever and Braced Stability Eccentricity.'e^ 7.7 In Wall. concrete,normal weight • Allow soil press 1,500 psf Wall compressive strength,psi, fc= 2500 L I Toe Soil press 1,535 psf F.S Load Comb Okay? Compressive strength to use,psi . 2,500 psi i Heel soli press (24 psf) 0.98 ✓ D+L+S N.G. 1-42 j- Wall thickness,in 8 • Overturning 4,647 ft-lb Wall thickness to use.in 8 00 In Resisting 8,133 ft-lb 1.75 D+L Okay Footing Footing width,ft 375 ft 45.O In Sliding Force 1,565 lb Footing height,in 12 00 In Resisting NA NA O+L Okay Location of wall on fooling input your own wall lecauoe V Heel prol'n Wall Design Unity Load Comb Okay? Wall location to use,in I 28,0 in 1 9 0 in Max mom apld 5,269 ft-lb Fooling compressive strength,fc 2,500 psi • Moment allow 5,206 ft-lb 1.01 .90+1E+1,6H N G. PIE ✓D Key height,In. 0.00 In Key width,in 0.00 In Shear appl'd 1,978 lb Shear allow 5,913 lb 0.29 9D+1E+1.6H Okay Wall Reinforcement Provided Required Unity Wall rebar grade Grade 60 V Vert steel,min 0.21 sq-in 0.14 sq-In 0.70 Okay Vertical rebar size a 5 • Hodz ill,spcg 18.0 in O.C. 10.3 In O.C. 1.74 N.G.1/0 Number of rebar layers(mats) 1 I• Min Read Lenolh I_ 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 fooling 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 2nd layer V Toe Unity Load Comb Okay? Layer 2,cover to use,in. Tension on Bottom Layer 2,vertcal rebar center-to-center spacing,in Moment appi'd 4,850 ft-lb Horzontal rebar size as • Moment allow 6,749 ft-lb 072 'D+1.6H+1.6L+ Okay Horizontal rebar center-locenter spacing,in. 18 00 In Shear appl'd 3,324 lb Footing Reinforcement Shear allowed 6,750 lb 0.49 'D+16H+16L+ 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 Ioca0on[enaied in roonng V 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 1800 in Shear appl'd 1,211 lb Layer 2,transverse rebar location N/A,no ma layer V Shear allowed 6,750 lb 0.18 'D+1 6H+1.6L+ Okay Layer 2,cover to use,in Hook req'd? No Layer 2,transverse rebar center-to-cenier spacing,in. Loneitud'I Stee Provided Required Unity Okay? Longitudinal rebar size a 5 • 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 001n 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 2D+1 6H+1 6L+,5S Max V 1,978 lb 1.20+1 6H+1.6L+5S Loc'n from top 8.00 ft Wall Moments F S Load Comb Max pus 5,269 ft-lb 1 20+1 6H+1 6L+5S Loc'n from top 8.00 ft Maxneg Oft-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 I � RUCTIONCALC RetainCaic ConstructionCalc,Inc. ln.,.'. aaw' he4stt Crnr,,;9;airiling v2.01 Job Name t t 50/ Wall I.D. 10'max cantilever,case 1 full gray. Other Info 7/20/2015 Soli Under Footing Soil Type Class 5:Clay,sandy clay,silty clay,clayey slit,silt and sandy slit V Soil bearing capacity,unfactored 1,500 psf Soil coefficient of friction NA Soil lateral sliding resistance,Cl.5 only. I 139 psf Retained Soil Behind Wall Retained height,ft 10.00 ft Tol.wall ht. Vertical distance from retained soil to lop of wail,ft 0.59 ft 10.50 ft Soil Type Granlualr I day mix,dense CI Moisture Content 11olst V Can top of wall move slightly? Yes Unit weight,pod 130 pcf Angle of internal friction,degrees' 30 deg Depth to groundwater,if any,ft Backfil angle,degrees to horiz. 5 deg Resistin Conditions In Front Of Wall Condition Concrete slab or asphalt on top of Fooling,against wall Solt lateral{passive)capacity,unfactored,psi/ft depth 0 psf 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 fig,thickness,inches 4.0 In Loads at Top Of Wall _ Gravity loads: All gravity loads applied to top or wall I W If ledger,what Is its width{eccentricity,boric dim).In, Live.osf Dead.osf Tilt)WlgLtn f{ Live Dead Snow Roof {no snow) 20.0 psf 15.0 psf 20.00 ft ToP v 400.0 Of 300.0 plf Loads From Contin• Roof Snow{only) 25.0 psf 500,0 Of uous Members? No Floor 3 Loads Top v 0.0 pif 0.0 pit Floor 2 Loads 40.0 psf 15.0 psi 7.50 ft Top v 300.0 pit 112.5 pif Floor 1 Loads 40.0 psf 15.0 psf 7.50 ft 'Fop v 300.0 pif 112.5 pif Wall Dead Load 10.0 psi 18.00 ft Top V 180.0 plf Other'psf load and rib width Top V 0.0 pif 0.0 plf Other gravity loads,pif Descdp'n,opl'E: Top V 0.0 pif Other gravity loads,ph Descrip'n,opfl: Top V Subtotals,gravity loads,unfactored: 1,000 pif 705 Of 500 pif Additional Moments,ft-lb Clockwise,opposite or ledger-applied moment, r 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 seismic load V Reduce seismic loads? ' s Use 113 increase to allowable soil bearing? too V Include wall weight In seismic force? No V RetainCalcV2_02,xls 7/20/2015 C.l 05 Horizontal seismic soil coefficient,kh1 0.00 Vertical seismic soil coefficient,kvl 0.00 Wall Type Wall Type: Cantilever(not restrained at top) V Wall and Footing Construction-Cantilever and Braced Stability Eccentricity,-e" 0.2 in Wall: Concrete,normal.weight v Allow soil presi 1,500psi Wall compressive strength,psi, rc= 2500 + Toe Soil press 1,280 psi F.S.. Load Comb Okay? i Compressive strength to use,psi 2,500 psi J Heel soil press 1,227 psi 1.17 D+L+S Okay Wall thickness,In. L f V Overturning 8,484 ft-lb Wall thickness 10 use.In. 8.00 In Resisting 20,374 ft-lb 2.40 D+S Okay Footing: Fooling width,fl. 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 fooling Input your own wan location V Heel prof ni Wall Design Unity Load Comb Okay? I Wall location to use,in.; 40.0 in 1 12.0 in Max mom apld 10,291 ft-lb Footing compressive strength,rc 12,500 psi I w I Moment allow 10,338 ft-lb 1.00 .9D+1 E+1.6H Okay Key height,in. 0.00 In Key width,In 0.00 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 crude On V Vert steel,min 0.44 sq-in 0.14 sq-In 0.33 Okay / Vertical rebar size a 6 V Hens sli,spcg 18.0 In O.C. 10.3 in O.C. 1.74 N.G.' Number of rebar layers(mats) t s I Min Read Length De- Layer 1,vertical rebar location(depth) Edge,earth side V' Measured from Stub vertical embed In waif 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. 12.00 In Footing Design Layer 2,vertical rebar location(depth) WA,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 9,902 ft-lb Horizontal rebar size a s Moment allow 9,954 ft-lb 0.99 tD+1.6H+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 0.79 i:0+1.6H+1.6L+, Okay Footing rebar grade Grade 60 ' Hook req'd? No Transverse rebar size a s V Heel Number of rebar layers(mats) IMO Tension on Bottom Layer 1,transverse rebar location Centred in rooting 12 Moment appl'd 1,284 ft-lb Layer 1,cover to use,in. 4.19 in Moment allow 9,957 ft-lb 0.13 .9D+1 E+1,6H Okay Layer 1,transverse rebar center-to-center spacing,in. 12.00 in Shear appl'd 2,554 lb Layer 2,transverse rebar location WA,no end layer V Shear.eliowed 6,750 lb 0.38 .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. Longitud'I Stee Provided Required Unity Okay? Longitudinal rebar size a 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.C. 12.4 In D.C. 0.81 Okay Wall Shear Forces P.S.. Load Comb Top wall V 0 lb NA Base wall V 3,090 lb 1.213+1.6H+1.6L+.5S Max V 3,080 lb 1.20+1.6H+1.6L+.5S Loc'n from top 10.00 fit Wall Moments F.S.. Load Comb Max pos. 10,291 ft-lb 1.2n+1.6H+1,6L+,5S Loc'n from top 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 RetainCalcV2 02.xts 712012 0 1 5 LLt CcAl5TRUCTIowcALC RetainCalc ConstructionCale,Inc. f v2.O1 Job Name t}r?p`(4 Wall I.D. 10'max cantilever,case 2,no gray. Other Info 7/20/2015 Soil Under Footing Soil Type Class 5:Clay,sandy clay,ulsy day,clayey slit,silt and sandy silt Soil bearing capacity,unfactored 1,500 psi Soil coefficient of friction NA Soil lateral sliding resistance,CI,5 only. I 130 psi Retained Soil Behind Wall Retained height,ft 10.00 ft Toi.wall ht. Vertical distance from retained soil to lop of wall,ft 0.50 ft 10.50 ft Soil Type Granlualr/clay mix,dense 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 - BackUll angle.degrees to horiz. 5 deg Resisting Conditions In Front Of Wall • Condition Concrete slab or asphalt en top Sr footlpg,against wall Soil lateral(passive)capacity,unfactored,psfitt depth 0 psf Unit weight of material over lop of toe,pcf 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 al Top Of Wall Gravity loads: AN gravity loads applied to top or wall V If ledger,what Is its width(eccentricity,hods dim),in. LIye,psf Dead,psf Trlb Width.ft ive Dead Snow Roof(no snow) 20,0 psf 15.0 psf 0.00 ft Top 0.0 pif 0.0 pif Loads From Conlin- Roof Snow(only) 25.0 psi 0,0 pif uous Mernbers? No V' Floor 3 Loads Top V 0.0 pif 0.0 plf Floor 2 Loads 40,0 psf 15.0 psi 0.00 it Top V 0.0 pif 0.0 pif Floor 1 Loads 40.0 psi 15.0 psf 0.00 ft Top V 0.0 plf 0.0 pif Wall Dead Load 10.0 psf 0.00 f1 Top 'V 0.0 pif Other'psi'load and Irib width 1Top V 0.0 pif 0.0 pif Other gravity loads,pif Descrip'n,ogre Top V 0.0 pif Other gravity loads,pll Descrip'n,opl'I: Top V Subtotals,gravity loads,unfactored: 0 pit 0 pif 0 pIt Additional Moments,ft-lb Clockwise:opposite of ledger-applied moment. Subtotals,moments,unfaclored: 0 ft-lb 0 ft-lb Oft-lb Surcharge Load Horiz distance from wall,b',ft. Horiz width of applied load,a',ft. Pressure of applied load,q',pst Earthquake Loading Seismic toad? Zero seismic load V Reduce seismic loads? - V Use 1/3 increase to allowable soil bearing? No me Include wail weight in seismic force? NO 0 RelainCalcV2_02.xis 7/20/2015 Horizontal seismic sod coefficient,khI D 00 1 6Iti Vertical seismic soil coefficient,kvl 000 1 1 Wall Type Wall Type: Lcanukver(net restrained at top) V Wall and Footing Construction-Cantilever and Braced Stability Eccentricity,^e' 1.9 in Wall. concrete,normal weight V Allow soil press. 1,500 psf Wall compressive strength,psi, fc= 2500 U Toe Soil press 1,456 psf F S Load Comb Okay? r Compressive strength to use,psi 2,500 psi I Heel soil press 1613 psf 1.03 D+L+S Okay Wall thickness.in. re te Overturning 8,484 ft-lb Wall thickness to use,In 8 00 In Resisting 15,956 ft-lb 1 88 O+L Okay Footing' Footing width,ft. 5.00 ft 60.0 In Sliding Force 2,337 lb Footing height,In. 12 001n Resisting NA NA D+L Okay Location of wall on footing Mita Radown wall tootmn s Heel prof n Wall Design Unity Load Comb Okay? Wall location to use,In.! 400 in I 12.O In Max mom apld 10,291 ft-lb Footing compressive strength,fc zsoo psi U Moment allow 10,246 ft-lb 1.0 .g0+)E+1.6H N.G Key height,In. 000 in Key width,in 0 0D in Shear appl'd 3,090 lb ®K'V Shear allow 12,291 lb 0 23 90+1E+1 6H Okay Wall Reinforcement Provided Required unity Wall rebar grade Grade 60 Veil steel.min OA45q-In 0145q-in 0.33 Okay Vertical rebar size e 6 V Hodz se,spcg 18.0 In O.C. 10.3 In O.C. 1.74 t/ N G. Number of rebar layers(mats) 1 • Min Req'd Length OIL Layer 1,vertical rebar location(depth) Edge,earth sae VMeasured 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. 12.00 In Footing Design Layer 2,vertical rebar location(depth) N/A no and layer i Toe Undv 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 e 5 0 Moment allow 9,954 ft-lb 0.93 '0+1.6H+1 6L+, Okay Honzontal rebar center-to-center spacing,in 18.00 in Shear appl'd 4,369 lb Footing Reinforcement Shear allowed 6,750 lb 065 'D+16H+16L+ Okay Footing rebar grade Grade 60 El Hook req'd? No Transverse rebar size a 5 V Heel Number of rebar layers(mats) 1 v Tension on Bottom Layer 1,transverse rebar location Centered In reouny s 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+l.6L+ Okay Layer 1,transverse rebar center-locenter spacing,in 12 OD In Shear appl'd 2,593 lb Layer 2,transverse rebar locahon N/A no2nd layer • 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 Lonnilud'I Stee Provided Required Unity Okay? Longitudinal rebar size a 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 6 Ea Spacing 10.0 in O.C. 124 in O.C. 0.81 Okay Wall Shear Forces F.S Load Comb Top wall V 01b NA Base wall V 3,090 lb 1.20+1.6H+1,6L+SS Max V 3,090 lb 1 20+1 6H+1 6L+5S Loc'n from top 10.007t Wall Moments F.S. Load Comb Max pos 10,291 ft-lb 1 20+1 6H+1 6L+5S Loc'n from top 10.00 ft Max neg. Oft-Ib NA Loc'n from top NA Base wall M 10,291 fit-lb 12D+1.6H+1.6L+.55 RetalnCalcV2_02 xis 7/20I2015 Ll� Cc RUCTIoNCAL RetainCalc ConstructionCalc,Inc. Yz.ot Job Name t(507 Wall I.D. 4'max braced. Other Info 7/21/2015 Soil Under Footing Soil Type Class 5:Clay,sandy clay,silty clay,clayey slit,slit and sandy sill V Soil bearing capacity,unfactored 1,500 psf Soil coefficient of friction NA Soil lateral sliding resistance,Cl.5 only. 130 psf Retained Soil Behind Wall Retained height,ft 4.00 ft Tot.wall ht. Vertical distance from retained soil to lop of wall,ft 0.50 ft 4,50 ft Soil Type Granioah/clay mix,dense 9 Moisture Content Moist V Can top of watt move slightly?II 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 Resisting Conditions In Front Of Wall Condition 1Concrele 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 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 grayly loads applied to top or wall r If lodger,what is its width(eccentricity,horiz dim),in. Live.psi Dead,psf Trlb Width,ft Live Dead Snow Roof (no snow) 20.0 psf 15.0 psf 20.00 ft Top V 1 400.0 plf 300.0 plf Loads From Conlin- Roof Snow(only) 25.0 psf 500.D plf uous Members? No f Floor 3 Loads Top V 0.0 pif 0.0 plf Floor 2 Loads 40.0 psf 15.0 psf 7.50 11 Top V 300.0 plf 112.5 plf Floor 1 Loads 40.0 psf 15.0 psi 7.50 ft Tap v 300.0 plf 112.5 pit Wall Dead Load 10.0 psf 18.00 ft Top V 180.0 Of Other'per load and trib width Top F 0.0 pit 0.0 plf Other gravity loads,plf Descrip'n,opfl: Top V 0.0 Of Other gravity loads,pit Descrlp'n,opfi; Top Subtolals,gravity loads,unfactored: 1,000 pH 705 pIt 500 pH Additional Moments,it-lb Ciocicwlse:opposite of ledger-applied moment. V Subtotals,moments,unfactored: O ft-Ib 0 tt 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 selsmlc load V Reduce seismic loads? !- V Use 1/3 increase to allowable soil bearing? No • Include wall weight in seismic force? No V RetainCalcV2 02,xls 7/21/2015 Honzontal seismic soil coefficient,kh 0 00 C i Vertical seismic soil coefficient,kv 0 00 Wall Type Wall Type Braced,axed(momenPreslsung)at base V Wall and Footing Construction-Cantilever and Braced Stability Eccentricity,"e' 0.01n Wall' concrete,normal welgnt V Allow soli press 1,500 psf Wall compressive strength,psi, rc= 2tee n Toe Soli press 1p91 pal F.S.. Load Comb Okay? Compressive strength to use,psi 1 2,500 psi I Heel soil press 1,496 psf 1.00 D+L+S Okay Wall thickness,In 6 V Overturning NA Wall thickness to use,In 6,00 In Resisting NA NA NA Okay Foo�lln<'- Footing width,It. 2 30 ft 27,6 In Sliding Force 383 lb Footing height,In, 9.00 in Resisting NA NA D+L+S Okay Location of wall on footing spat your oats wall iecatbn s Heel projn Wall Design Unity Load Comb Okay? 1 Wall location to use,In, 11 4 In 1 10 3 In Max mom apld -175 ft-lb Footing compressive strength,rc 2soo psi I TJ Moment allow -3,817 ft-lb 0.05 90+1E+1,6H Okay Key height,In 0 OD in Key width,in 0 00 in Shear appl'd 437 lb Shear allow 3,116 lb 0.01 90+1E+1 6H Okay Wall Reinforcement Provided Required Unity Wall rebar grade Grade 60 V Vert steel,min 010 sq-In 0.09 sq-In 0.86 Okay Vertical rebar size a 4 • Hodz stl,spcg 18.0 in O.C. 11,1 In O C. 1.62 N.G. Number of rebar layers(mats) 1 s Min Reo'd Length Layer 1,vertical rebar location(depth) Centered in wall . Measured from Stub vertical embed In wall 24.0 In Layer 1,cover to use,In 3 631n Toe face Stub 90-degree bend in footing 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 and layer i per ACI=16" 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 1,021 ft-lb Horizontal rebar size s 4 O Moment allow 2,535 ft-lb 0.40 !DM,6H+1 6L+ Okay Horizontal rebar center-to-center spacing,In 18,00 In Shear appl'd 2,449 lb Footing Reinforcement Shear allowed 5,175 lb 0A7 '0+1,6H+16L+ Okay Footing rebar grade Grade 60 V Hook req'd? Yes 6-In,mln. Transverse rebar size a 4 V Heel ' Number of rebar layers(mats) 1 v Tension on Top Layer 1,transverse rebar location Bottom,minimum cover,3" V Moment appl'd 415 ft-lb Layer 1,cover to use,in 3.00 In Moment allow 1,410 ft-lb 0.29 'D+1.6H+1 6L+ Okay Layer 1,transverse rebar center-to-center spacing,In, 24.00 In Shear appl'd 964 lb Layer 2,transverse rebar location N/A,no 2n0 layer V Shear allowed 2,925 lb 033 !DM,6H+16L+ Okay Layer 2,cover to use,in Hook req'd? No Layer 2,transverse rebar center-to-center spacing,in Lonollud't Sloe Provided Required Unity Okav4 Longitudinal rebar size z a V 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 O C. 12.1 in O.C. 0.91 Okay Wall Shear Forces F S Load Comb Top wall V 58 lb 1,20+1,6H+1 6L+5S Base wall V 437 lb 1 2D+1 6H+1,6L+5S Max V 437 lb 1 20+1 6H+1 6L+55 Loon from top 3.20 ft Wall Moments F 5 Load Comb Max pos 178 ft-lb 1 21)+1.6H+1 6L+5S Loch from top 3.1011 Max neg -175 ft-lb 1 20+1 6H+1 6L+55 Loc'n from top 4.00 ft Base wall M -175 ft-lb 1,20+1 6H+1 6L+.5S RetainCalcV2_02 xis 7/21/2015 cy C�ASIRIJCTIONC�ALC RetainCalc Con51CItCt101]Cale,Inc. [sr. 1:,11;.n v2.01 Job Name 'LL1(101/p Wall I.D. 6'max braced. Other info 7/21/2015 Soil Under Footing Soil Type Class Sr Clay,sandy clay,silty clay,clayey silt,silt and sandy slit V ~Soil bearing capacity,unfactored 1,500 psf Soil coefficient of friction NA Sod lateral sliding resistance,CI.5 only. I 130 psf Retained Soil Behind Wall Retained height,fi 6.06 ft Tot.wall hi Vertical distance from retained soil to top of wall,ft 0.50 ft 6 50 ft Soil Type Granluak I clay ode,dense V Moisture Content Mob V Can lop of wall move slightly? Yes V Unit weight,pcf 130 pcf I Angie of internal friction,degrees I 30 deg Depth to groundwater,If any,ft - Backfill angle,degrees to horiz. 5 deg ResistinQ Conditions In Front Of Wall Condition Concrete slab or asphalt on top of footing,against wall V Soli lateral(passive)capacity,unfaclored,psflft depth 0 psf Unit weight of meter-lei over top of toe,pcf 145 pcf Depth of resisting soli,Dbf,Inches. 0,0 in It asphalt or concrete on top of fig,thickness,Inches 4.0 in Loads at Top Of Wall Gravity toads: All nobly loads applied to top or wall V If ledger,what is its width(eccentricity,horiz dim),In. Live.osf Dead,psi Trib Width,f( Live 12 _g Snow Roof (no snow) 20.0 psf 15.0 psf 20.00 ft Top U 400.0 pit 300.0 pll Loads From Conlin- Roof Snow(only) 25.0 pst 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 1a.00 ft Top V 180.0 pif Other'psf load and trib width Top V 0.0 pif 0.0 pit Other gravity loads,pit ❑escdp'n,apl'I; Top v 0.0 pif Other gravity loads,pll Oescrip'n,opfl: Top s Subtotals,gravity loads,unfactored: 1,000 pif 705 p6 500 pif Additional Moments,ft-lb Clockwise:opposite of ledger-applied moment V Subtotals,moments,unfactored: 0 ft-lb 0 ft•Ib 0 ft•Ib Surcharge Load Horiz distance from wall,b',ft. Horiz width of applied load,a',f1. Pressure of applied load,q',pst Earthquake Loading Seismic Toad? zero sekmlc load V Reduce seismic loads? • V Use 113 increase to allowable soil bearing? No V Include wall weight In seismic force? No V RetainCalCV2_02.xls 7/21/2015 C.I' Honzontal seismic soil coefficient,kb! 0.00 Vertical seismic soil coefficient,kv 0.00 Wall Type Wall Type, Braced,fixed(moment-restating)at base Wall and Footing Construction-Cantilever and Braced Stability Eccenlnclly,"e" 0.1 In Wall' concrete,normal weight L Allow soil Ares! 1,500 psf Wall compressive strength,psi, fc= 2500 - Toe Soil press 1,491 psf F.S.. Load Comb Okay? 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 e V Overturning NA Wall thickness to use,In 6 00 In Resisting NA NA NA Okay Footing: Fooling width,fl 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 owe wall location - Heel profn Wall Design Unity Load Comb Okay? Wall location to use,in, 160 In j 120 In Max mom apld 626 ft-lb Footing compressive strength,fc 2,s0o psi • Moment allow 1,310 Wlb 0.48 90+1E+1 6H Okay Key height,In 000 In Key width,in 000 In Shear appl'd 973 lb Shear allow 4,076 lb 0.14 9D+1E+16H Okay Wall Reinforcement Provided Required Uni Wall rebar grade Grade 60 V Vert steel,min 0.13 sq-in 0.09 sq-in 0.65 Okay Vertical rebar size a a - Hodz stl,spcg 18.O In O,C. 11.1 In 0 C. 1.62 N.G. Number of rebar layers(mats) 1 • Min Rend Length Layer 1,vertical rebar location(depth) Centered In wall V Measured 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 00 In Footing Design Layer 2,vertical rebar location(depth) N/A no and area 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 1,993 ft-lb Horizontal rebar size a 4 • Moment allow 3,356 fl-lb 0.59 'D+1 6H+1 6L+ Okay Horizontal rebar center-to-center spacing,In 18.00 In Shear appl'd 3,391 lb Footing Reinforcement Shear allowed 5,175 lb 0.66 'D+1.6H+1.6L+ Okay Footing rebar grade Grade 60 V' Hook req'd? Yes 6-In,min. Transverse rebar size a 4 V ee Number of rebar layers(mats) laO Tension on Bottom Layer 1,transverse rebar location Bottom,minimum corer,3" CI Moment appl'd 544 ft-lb Layer 1,cover to use.In. 3 00 in Moment allow 3,358 ft-lb 0 16 96)+1 E+1 6H Okay Layer 1,transverse rebar center-to-center spacing,in. 1800 In Shear appl'd 978 lb Layer 2,transverse rebar location N/A,no god Nyer i Shear allowed 5,175 lb 019 9D+1E+16H Okay Layer 2,cover to use,in Hook req'd? No Layer 2,transverse rebar center-to-center spacing,In. Longltud'I Stee Provided Required Unity Okay? Longitudinal rebar size a a s 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. 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 139 lb 1.20+1.6H+1.6L+.55 Base wall V 973 lb 1 2D+1.6H+1 6L+5S Max V 973 lb 1 2D+1.6H+1 6L+5S Loc'n from top 4.65 ft Wall Moments F S Load Comb Max pos. 626 ft-lb 1 2D 1.6H+1.6L+.55 Loc'n from lop 4.50 ft Max neg -812 fl-lb 1 2D+1.6H+1 6L+,55 Loc'n from lop 6.00 ft Base wall M -1312 ft-lb 1 2D+1 6H+1 6L+.55 RetainCalcV2_02 xis 7/21/2015 ( 7 ConstructionCaic,Inc. i S RUCTIOhf FtetainCaic v2.01 Job Name Wall lb. 8'max braced. Other info 7/21/2015 Soil Under Footing Soil Type Class s:clay,sandy clay,slily clay,clayey slit,sill and sandy sat V Soil bearing capacity,unfactored 1,500 psf Soli coefficient of friction NA Soil lateral sliding resistance,Cl.5 only. It. 130 psf Retained Soil Behind Wall Retained height,k 8.00 ft Tot.wall ht. Vertical distance from retained soil to lop of waif,k 0.50 fl 8.50 k Soil Type Granluair/clay mix,dense V Moisture Content Molsi Can top of wall move slightly? Yes V Unit weight,pcf 130 pcf Angie of internal friction,degrees! 30 deg Depth to groundwater,it any,ft - Backfiil angle,degrees to horiz. 5 deg ResistlnC-�r Conditions In Front Of Wall Condition Concrete slab or asphalt on top of fooling,against wall Soil lateral(passive)capacity,unfactored,psf/ft depth 0 psf Unit weight of material over top of toe,pcf 145 pcf Depth of resisting soil,Dbf,inches. 0.0 In_Y If asphalt or concrete on lop of fig,thickness,inches 4.0 In Loads at Top Of Wall Gravity loads: All cruelly bads applied to top of wall It ledger,what is Its width(eccentricity,horiz dim),in. Live,psi Dead,psf Trib Width,fl Live Dead Snow Roof(no snow) 20.0 psf 15.0 psf 20.00 ft Top V 400,0 plf 300.0 plf Loads From Conlin- Roof Snow(only) 25.0 psf 500.0 plf uous Members? No V' Floor 3 Loads Top V 0.0 plf 0.0 pit Floor 2 Loads 40.0 psf 15.0 psf 7,50 ft Top v 300.0 plf 112.5 plf Floor 1 Loads 40.0 psf 15.0 psf 7.50 ft Tap w 300.0 plf 112.5 plf Wail Dead Load 10.0 psf 18.00 ft Top V 180.0 plf Other'psf load and trib width Top V 0.0 plf 0.0 ph` Other gravity loads,plf Descdp'n,oprl: Top V 0.0 plf Other gravity loads,pit Descrip'n,oprl: Top I w Subtotals,gravity loads,unfactored: . 1,000 plf 705 pill 500 plf Additional Moments,ft-lb Oockwise:apposite of ledger-applied moment. V Subtotals,moments,unfactored: 0 ft-lb 0 ft-lb 0 ft•Ib • Surcharge Load Horiz distance from wall,b',ft. Horiz width of applied load,a',ft. Pressure of applied load,q',psi Earthquake Loading Seismic load? Zero selsmicMad V Reduce seismic loads? - V Use 1/3 increase to allowable soil bearing? No 121 Include wall weight in seismic force? No RelainCalcV2_02.xls 7121/2D15 I LIe Horizontal seismic soil coefficient,khl 0.00 l Vertical seismic soil coefficient,kvi 0.00 Wall Type Wall Type. Braced,reed(moment-res5nng)at base V Wall and Footing Construction-Cantilever and Braced Stability Eccentricity,-e' 0.1 In Wall I concrete,normal weight U Allow soil press 1,500 psi Wall compressive strength,psi, fc= 3500 Toe Soil press 1,497 pet F S Load Comb Okay? Compressive strength to use,psi I 2,500 psi 1 Heel soil press 1,438 psi 1.00 D+L+S Okay Wall thickness,In a V Overturning NA Wall thickness to use,in 8.00 in Resisting NA NA NA Okay Fo0ling' Fooling width,ft 350 ft 42.0 in Sliding Force 1,310 lb Footing height,in 10.00 in Resisting NA NA D+L+S Okay Location of wall on footing [et vow awn wall location V Heel projn Wall Design Unity Load Comb Okay? Wall location to use,Ind 22 0 In 12 0 in Max mom epld -2,180 ft-lb Footing compressive strength,Pc 2,500 psi w Moment allow -2,434 ft-lb 0.90 .90+1E+1 6H Okay Key height,In 0.00 In Key width,In 000 in Shear appfd 1,721 lb Shear allow 4,218 lb 0.31 .9D+1E+1 6H Okay Wall Reinforcement Provided Required Unity Wall rebar grade Gracie to a Vert steel,min 0.13 se-in 0.12 sq-in 0.66 Okay Venice)rebar size 4 a e Horiz sll,spcg 18.0 In O.C. 8.3 In O.C. 2.16 N G. ✓ Number of rebar layers(mats) r v Min Read Length PIG r Layer 1,vertical rebar location(depth) Centered in wail ! Measured from Stub vertical embed In wall 24.0 In Layer 1,cover to use,In 3.63 in Toe face Stub 9D-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 end layer i Toe Unity Load Comb OOly Layer 2,cover to use,in Tension on Bottom Layer 2,vertical rebar center-to-center spacing,in Moment appfd 3,712 ft-lb Horizontal rebar size i5 • Moment allow 3,956 ft-lb 0.94 'D+1,6H+1.6L+, Okay Horizontal rebar center-to-center spacing,in 1800 In Shear appfd 4,603 lb Footing Reinforcement Shear allowed 6,075 lb 0.76 '0+1 6H+1 6L Okay Footing rebar grade Gaaeto V Hook req'd? Yes 6-In,min. Transverse rebar size 41 • Heel Number of rebar layers(mats) J i le Tension on Bottom Layer 1,transverse rebar location Bottom,minimem cover,3" Moment appl'd 857 ft-lb Layer 1,cover to use,In. 300 In Moment allow 3,958 ft-lb 0.22 .9D+1E+1.6H Okay Layer 1,transverse rebar center-to-center spacing,in 18.00 in Shear appfd 1,610 lb Layer 2,transverse rebar location N/A no End Byer V Shear allowed 6,075 lb 0.26 .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 U y Okay' Longitudinal rebar size r 5 V Equiv.No of Bars; Area of steel 0.31 sq-in 0.30 sq-in 0 97 Okay Longitudinal rebar center-to-center spacing,max,in. 12 00 In 3 Es Spacing 12 0 in O.C. 12.4 in 0.C. 0.97 Okay 4 1-4 4 D4 ✓ Wall Shear Forces E . Load Comb Top wall V 257 lb 1 2D+1.6H+1 6L+.5S Base wall V 1,721 lb 1 2D+1 6H+1 6L+.5S Max V 1,721 lb 1.2D+1.6H+1 6L+5S Loc'n from lop 6.00R Wall Moments E,S. Load Comb Max pos 1,488 ft-lb 1.20+1 6H+1,6L+5S Loc'n from top 5.80 ft Max neg -2,180 ft-Ib 1 2D+1 6H+1 6L+.55 Loc'n from top 8.00 ft Base wall M -2,180 ft-lb 1 2D+1 6H+1 6L+5S RetalnCalcV2_02 xis 7f21/2015 Gc9 �+ ConstructiooCaic,Inc. sC RUCTION AL RtetainCalcC v2.01 Job Name (yo 7 Wall W. 10'max braced. Other Info 7/21/2015 Soil Under Footing Soil Type Class 5:Clay,sandy day,spry day,clayey silt,sill and sandy sill s Soil bearing capacity,untaclored 1,500 pet I Soil coefficient of friction NA Soil lateral sliding resistance,CI.5 only. 139 psi t i 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 Granluali/clay ma,dense V Moisture Content Moist Can top of wall move slightly'? Yes V Unit weight,pctj 130 pcf Angle of Internal friction,degrees! 39 deg Depth to groundwater,If any,ft - Backfill angle,degrees to horiz. 5 deg Resisting Conditions In Front Of Wall _ Condition Concrete slab or asphalt on top or footing,against wall V Soil lateral(passive)capacity,unfaclored,psi/tt depth 0 psi Unit weight of material over top of toe,pet 145 pcf Depth of resisting soil,Dbf,inches. 0.0 in If asphalt or concrete on lop of fig,thickness,Inches 4,0 In Loads at Top Of Wail Gravity loads' All graoIty loads applied to top of wall If ledger,what is Its width(eccentricity,horiz dim),In. Live,psi Dead.psi Trlb Width,ft Live Dead Snow Roof (no snow) 20.0 psi 15.0 psi 20.00 ft rep v 400.0 plf 300.0 plf Loads From Contln- Root Snow(only) 25.0 psi 500.0 plf uous Members? No El Floor 3 Loads Top V 0.0 plf 0.0 plf Floor 2 Loads 40.0 psi 15.0 psi 7.50 ft Top s 300.0 pit 112.5 plf Floor 1 Loads 40.0 psi 15.0 psi 7.50 ft Top v 300.0 pit 112.5 plf Wall Dead Load 10.0 psi 18.00 ft Top v 180.0 pit Other'psi load and rib width Top V 0.0 pit 0.0 pit Other gravity loads,plf Descrip'n,opt'1: Top ---T 0,0 pit Other gravity loads,phDescrip'n,opl'1: Top I-v Subtotals,gravity loads,unfaclored: 1,000 plf 705 plf 500 pit Additional Moments,ft-lb Clockwise:apposite of ledger-applied moment. t 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',psi Earthquake Loading Seismic load? Zero seismic load V Reduce seismic loads? - Use 1/3 increase to allowable soil bearing? No V Include wall.weight In seismic force? No V RetalnCalcV2_02.xls 7/21/2015 C20 Horizontal seismic soil coefficient,khi 0.00 Vertical seismic soil coefficient,kvi 0 00 1 Wall Type Wall Type Braced,fixed(moment-misting)at base v Wall and Footing Construction-Cantilever and Braced Stability Eccemrlcily,"e" -0.1 In Wall' concrete,normal weight a Allow soil prest 1,500 psf Wall compressive slrenglh,psi, fc a r2500 a Toe Soil press 1,435 psf F S. Load Comb Okay? Compressive strength to use,psi I 2,500 psi , Heel soil press 1p52 pal 1.03 D+L+S Okay Wall thickness,in e V Overturning NA Wall thickness to use,in 8 00 in Resisting NA NA NA Okay F0� Footing width,ft 5 00 ft 60.0 in Sliding Force 2,025 lb Fooling height,In. 12 00 in Resisting NA NA D+L+S Okay Location of wall on fooling Caput aol own wall location a Heel prof n Wall Design Unity Load Comb Okay' Wall location to use,In, 31 0 In I 21,0 In Max mom apld -4,554 N-lb Fooling compressive strength,fc 2,500 psi • Moment allow -4,808 ft-lb 0.95 90+1E+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+IE+1,6H Okay Wall Reinforcement provided Required UoIW Wall rebar grade [rode 60 v Vert steel,min 0.29 sq-In 0.14 sq-In 050 Okay Vertical rebar size r s a Horiz stl,spcg 18.0 in 0 C. 10.3 In O.C. 1.74 N.G Number of rebar layers(mats) I a Min Read Length Layer 1,vertical rebar location(depth( Centered Is wail V 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 5 In Layer 1,vertical rebar center-to-center spacing,In 13 00 in Footing Design Layer 2,vertical rebar location(depth) N/A,no sad 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 6,702 ftdb Honzontal rebar size a s a Moment allow 9,225 ft-lb 0.73 'D+1 6H+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 OEM 'OH 6H+1.6L+, Okay Footing rebar grade Grade 60 v Hook req'd? No Transverse rebar size a s O Heel Number of rebar layers(mats) 1 V Tension on Bottom Layer 1,transverse rebel location centered in rooting 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 90+1E+1 6H Okay Layer 1,transverse rebar center-lo-center spacing,in 1300 in Shear appl'd 5,838 lb Layer 2,transverse rebar location N/A,no Ind layer v Shear allowed 6,750 lb 0.86 90+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 Undy Okay? Longitudinal rebar size a s a 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.C. 12.4 in O.C. 0 81 Okay Wall Shear Forces F S Load Comb Top wall V 410 lb 1 20+1 6H+1 6L+.55 Base wall V 2,680 lb 1 2D+1.6H+1 6L+5S Max V 2,680 lb 1 20+1.6H+1.6L+.56 Loon from top 7.25 ft Wall Moments F S Load Comb Max pos 2,869 ft-lb 1 20+1 6H+l 6L+,55 Loon from top 7.00ft Max neg. -4,554 ft-lb 1.20+1 6H+1 6L+.55 Lac'n from lop 10.00 ft Base wall M -4,554 Wlb 1.2D+1.6H+1 6L+5S RelainCalcV2_02 xls 7/21(2015 or 21 AI ej Planning, Community, & Economic Development Department • PO Box 547, Anacortes, WA 98221 PH: 36O299.19:' oti 13 Elements of SW PPP • (C:,•nstructlo i Stormwater P4 altrtfn Prevents m 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 BMPs 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 Works page. Owner Name: • 91/1 741 Site Address: _ al/ . k #Prepared By: ! •'I ..,�a�� "`� .�,•'+°?,. ' �=T.: _•%�f� A� � � !+�"'� r The Stormwater checklist or building permit determined that: 0 The 13 elements must be addressed for 0 These elements must be addressed for construction activity adding under 2,O00 construction activity adding 2,000 sq.Et. 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. Binder each element.e. ;.lain the best marsaRement practices l MPsl used or justify reasoning r th.se that will n t be used. if needed,please attach a narrative t further explain Plans or ivatifl ELEMENT 1: Preserve Vegetation/Mark Clearing Limits 0 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. � nn Ali \ Page 1 of a March, 2017 CITY OF ANACO IES ELEMENT 2:Establish Construction Access ❑ Limit construction vehicle access and exit to one route, if possible. ❑ Stabilize access points with a pad of quarry spells, 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. O 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. O Control street wash wastewater by pumping back on site or otherwise preventing it from discharging into systems tributary to waters of the State. ELEME'eT 3e 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. O 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. Ei�E T 47 Install Sediment Controls O Design,install,and maintain effective erosion controls and sediment controls to minimize the discharge of pollutants. O 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. O 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. 0 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 8 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. O Locate IiMPs 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 storm water 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 S: 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 m 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. ELE ;E• 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 8 March, 2017 O 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. O 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. ❑ 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. ❑ 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. ❑ 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). ❑ 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. ❑ 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. ❑ Inlets should be inspected weekly at a minimum and daily during storm events. Page 4 of g March,2017 ELEMENT 8:Stabilize Channels and Outlets ❑ 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. ❑ The best method for stabilizing channels Is to completely line the channel with a blanket product first,then add check dams as necessa t to function as an anchor and to slow the flow of water. ELE SENT 9: Control Pollutants D Design, install, implement,and maintain effective pollution prevention measures to minimize the discharge of pollutants. O Dandle 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. ❑ 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. ❑ 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. O Use BMPs 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 5 off g 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. O 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. O 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. EU ; "i£rdT 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. ❑ 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. O Construction equipment operation,clamshell digging,concrete tremie pour,or work inside a cofferdam can create highly turbid or contaminated dewatering water. O Discharging sediment-laden(muddy)water into waters of the State likely constitutes a violation Page 6 of 8 March,2017 of water quality standards for turbidity.The easiest way to avoid discharging muddy water is through infiltration and preserving vegetation. ELIE Vf NT 11 Maintain EiMPs O 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. O Remove all temporary erosion and sediment control B°•'Ps within 30 days after achieving final site stabilization or after the temporary BMPs are no longer needed.Some temporary erosion and sediment control BMPs are biodegradable 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. ❑ Remove or stabilize trapped sediment on site. Permanently stabilize disturbed soil resulting from removal of BMPs or vegetation. I£LE,,`ENT 12: Manage the Project m Projects subject to Minimum Requirements 1-9 must have a Certified Erosion and Sediment Control Lead(CESCL)f•r 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 CMSCL or inspector,who shall be present on-site or on-call at ail times. Management details starting on ❑ Phase development projects to the maximum degree practicable and take into account seasonal work limits to prevent soli 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. O 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 7ofB 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. eather 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. ❑ 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 19 %infiltration of surface water runoff within the site in approved and installed erosion and sediment control facilities. 1.1' Protect Low Impact Development r3MPS ❑ If implementing any bioretention facilities or rain gardens,see Pg. 1 for requirements. d r , j AppI ....:it Signature r Date Page g of 8 March,2017 EXHIBIT "B" 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 stormwaterfunctions 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. r 46 N EXHIBIT "C" PRIMARY BMPs A 6 10 2011 CITY OF ANAL RTE, BMP C124 Sodding Purpose The purpose of sodding is to establish permanent turf for immediate i 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. • Disturbed areas that require immediate vegetative cover. • 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 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 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 l permeability is less than 0.6 inches per hour. Compost used should meet Ecology publication 94-038 specifications for Grade A quality compost. • Fertilize according to the supplier's recommendations. • 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 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. Maintenance 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 some other cause,the sod shall be removed,the area seeded with an appropriate mix, and protected with a net or blanket. 11.1 i`- 4-28 Volume II- Construction Stormwater Pollution Prevention February 2005 BMP T6.13 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 I' pollution-generating pervious surfaces due to increased use of pesticides, fertilizers and other landscaping and household/industrial chemicals,the concentration of pet wastes,and pollutants that accompany roadside lifter. 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 state to 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 importing 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 1-2.4 Applicability of the Minimum Requirements(p.35))must implement on-site stormwater management BMP's (See I-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 1-2.5.5 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 Stom7water Management Manual for Western Washington Volume V-Chapter 5-Page 915 4 .. 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 1-2.5.5 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 111-3.1.1 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 L No Lots suitable for Yes Use Bioretention or Rain Garden Infiltration? "I 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) Figure • III-3.1.1 Flow Diagram Showing Selection of uVia Roof Downspout Controls DEPARTMENT OF Revised November 2015 ECOLOGY please see httplhvw,v.ecy.wa.gov/copynghthfrl/forcopyright notice Including permissions, State of Washington limitation of liability,and disclaimer. I 2014 Stormwater Management Manual for Western Washington Volume ill- Chapter 3-Page 451 111-3.1.1 Downspout Full Infiltration Systems (SNIP 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 Figure 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 Grave 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 Stormwater 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 Drywalls 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 or a licensed geologist, hydrogeologist, or engineering geologist, and with jurisdiction approval. 2014 Stormwater 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: Snstall t ion • Maximize the depth of the topsoil wherever possible to provide the 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 j 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 11- Construction Stormwater Pollution Prevention 4-29 ri 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 11/ 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. l • If topsoil and subsoil are not properly bonded,water will not infiltrate the soil profile evenly and it will be difficult to establish vegetation. 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. /1111 • 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. 1 • 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 1 4-30 Volume II-- Construction Stormwater Pollution Prevention February 2005 and September 30, an interceptor dike with gravel outlet and silt fence shall be installed lithe 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 I through September 30) of the formation of the stockpile. Native topsoil stockpiles shall not be covered with plastic. • Topsoil 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. • 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 mycorrhi721 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. iP I,< i February 2005 Volume it- Construction Stormwater Pollution Prevention 4-31 BMP C103: High Visibility Plastic or Metal Fence Purpose Fencing is intended to: (1)restrict cleating 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. L 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. L 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 SWPPP. 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 spells 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 D3'786-80a) 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 spells. 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 Stormwaler Pollution Prevention February 2005 • Whenever possible, the entrance shall be constructed on a finn, 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. • 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 spans 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 C104)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 sheet meal the KOMI nleol the pEmBalg epemy II Is IacMimelded• Ihei tiva eMmsce be crowned so Vial moll Peed drains oll me pad huldldbmv nt ` \ ay a.f. . /\J II meleisa oadatde a`a: !tI ditch ryesenl <'.q'4uar7 spells ` (•,•1.1cc, Gaoler& It'min Ihidness`r ^5 Pmvlda Id width al I gree✓egress area Figure 4.2—Stabilized Construction Entrance February 2005 Volume 11-Construction Storm water Pollution Prevention 4-9 f`'! , BMP C121: Mulching . Purpose Thepurpose of mulchingsoils is toprovide immediate temporary ' { '3 rP protection from erosion. Mulch also enhances plant establishment by ! .:. ' }.f E 0conserving moisture, holding fertilizer, seed, and topsoil in place, and '` •.ki moderating soil temperatures. There is an enormous variety of mulches f . T- a that can be used. Only the most common types are discussed in this i,section. •,:1" Conditions of Use As a temporary cover measure, mulch should be used: IS ' • 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. 11 • During the wet season on slopes steeper than 3H:1V with more than 10 feet of vertical relief. 0 • 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 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. % Standards • Any areas that experience erosion shall be remulched and/or protected \ ,:., : with a net or blanket. If the erosion problem is drainage related,then the problem shall be fixed and the eroded area remulched. • ?. 1 i I 4-20 Volume II-- Construction Storrnwater Pollution Prevention February 2005 BMP C123: Plastic Covering • Purpose Plastic coveting 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. • 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 ;: .4 the wet season started earlier than normal. Clear plastic should not be rx ; 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 berms,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: l, Temporary ditch liner; 2. Pond liner in temporary sediment pond; 3. Liner for bermed 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 ii— Construction Stormwater 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 rips, 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 Stormwater 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 j Installation where planting,mulching,or paving is impractical, apply gravel or Specifications landscaping rock. • 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 !f practical. f. • 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 C105). • 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 II—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 sinlace 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 it—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.ecv.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 11— Construction Storm water 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. •Genera] 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 N— Construction Storm water Pollution Prevention February 2005 1:. 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. • Check dams may not be placed in streams unless approved by the State Department of Fish and Wildlife. Check dams 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 sahnonid fly. 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 dam 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 dams 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 II- Construction Stormwater Pollution Prevention 4-75 • • Use filter fabric foundation under a rock or sand bag check darn. If a 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. 1,1:w • Rock check dams shall be constructed of appropriately sized rock. sThe rock must be placed by hand or by mechanical means(noPrej . .: dumping of rock to form dam)to achieve complete coverage of the y 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. • 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. i 4-76 Volume 11- Construction Stormwater Pollution Prevention February 2005 I i View Looking Upstream A 18"(0.5m) -� Y 12"(150mm) i'r • i !: 1 i.i.:P ,.'i.: /\//,'>/, \,\.% :9. •S(5,08ig.M3*( zrer.114.44-; /.\ •/` \2/440/6\m/r tTf '0° oo. NOTE: ap =, OeQg80 ,C Key stone into channel banks and "./jam//\//� \/ extend it beyond the abutments a '\,,�� \\/;\ minimum of 18"(0.5m)to prevent — A flow around dam. • Section A - A FLow 24"(0.6m) aoo 8'(2.4m) Spacing Between Check Dams 'L'= the distance such that points'A'and 'B'are of equal elevation. L' 00 4,4 ,••.,° 1 .—POINT 'A' POINT'B' %/%//i„/i//A/%\/f\\/ /\ \ \ \ E. o...a NOT TO SCALE Figure 4.13 -Check Dams February 2005 Volume ll- Construction Stormwater Pollution Prevention 4-77 BMP C220: Storm Drain Inlet Protection :'',j -,b.-• , , i is...~; Purpose To prevent coarse sediment from entering drainage systems prior to permanent stabilization of the disturbed area. Conditions of Use Where storm drain inlets are to be made operational before permanent :a '= :�JS. stabilization of the disturbed drainage area. Protection should be provided ', . 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 =`••;.':_.•t. system will still require cleaning. :r w. 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 1.4, less. Emergency overflows may be required where stormwater ponding would cause a hazard. If an emergency overflow is provided, additional end-of-pipe treatment may be required. ,.* Table 4.9 Storm Drain Inlet Protetion Applicable for 4. Type of Inlet Emergency Paved/Earthen Protection Overflow Surfaces Conditions of Use O 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. , ____ _ I4-82 Volume it— Construction Soormwater Pollution Prevention February 2005 4 Ii i 1 .ir Design and Excavated Drop Inlet Protection -An excavated impoundment around the 1 t: 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. t, • 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. t_. • Install provisions for draining to prevent standing water problems. 's, • Clear the area of all debris. `,,. • Grade the approach to the inlet uniformly. ` • Drill weep holes into the side of the inlet. ;1' • Protect weep holes with screen wire and washed aggregate. :ry • 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. ,fit Block and Gravel Filter- A barrier formed around the storm drain inlet :• with standard concrete blocks and gravel. See Figure 4.14. / • Height 1 to 2 feet above inlet. ( 'k F_p • Recess the first row 2 inches into the ground for stability. r-. • Support subsequent courses by placing a 2x4 through the block opening. 4 • 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 %-inch openings over all block openings. ,u • 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. l; • 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 Y2- to 3/4-inch at a minimum thickness of 1-foot. I I February 2005 Volume II—Construction Stormwater Pollution Prevention 4-83 1 Plan View A Drain_ .--7410 2)r of .q . Grate ,".D.,�,.,y °Oapg•�. co;��> o . ▪ " u;J�j*;oolj Concrete 0k� �,.�. • o Block .0: i 00001 ' (,q0 .. = u`Q'JO� nunI II IIII r\o G O IL rIJ IJ, ' �r '-1; d Gravel o Backtill . e IJ . JGc�o�. �5 0 O oe'�gif• A Section A - A Concrete Block Wire Screen or Filter Fabric Gravel Backflll Overflow Water Ponding Height —Egssse •!.�4+: 8 • Water) a �j f^° -. , ... /mir e;/. \ \// \ prop Inlet — ice'.✓ 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 downslope to prevent runoff from bypassing the inlet A temporary dike may be necessary on the dowslope side of the stricture. Figure 4.14—Block and Gravel Filter Gravel and Wire Mesh Filter- A gravel bather placed over the top of the inlet. This structure does not provide an overflow. • Hardware cloth or comparable wire mesh with ih-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 1-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 11— Construction Stormwater Pollution Prevention February 2005 Catchbasin 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 ''Vz-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 V2-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 for protecting a culvert inlet. February 2005 Volume 11—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. i I 4-86 Volume li— Construction Storm water 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 419 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 2'x2"by 14 Qa.wire or equivalent to attach fabric to posts eqquivalent It standard 1, sirengih fabric used Finer fabric it it I' E I I ...:: I II>r I I. ❑ :�. II—,—.. ;L li .u. It=n' 11=11t': II•='11=11�Ii II—If�li VI. 0 li II. _ ® 1-11=it 1 6'max— Tc� Minimum 4"x4"trench " —I �E I I I `u �Bor 3/4 trench with dnativegravel soil el Post spacing may be Increased or 3/4`•1.5°washed gravel to 6'if wire backing is used 2"x2"wood posts,steel fence posts,or equivalent Figure 4.19-Silt Fence Design and • Drainage area of 1 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 II- Construction Storm water Pollution Prevention February 2005 1 I° BMP C235: Straw Wattles :f' � Purpose Straw wattles are temporary erosion and sediment control barriers consisting of straw that is wrapped in biodegradable tubular plastic or similar encasing material. They reduce the velocity and can spread the ;; flow of rill and sheet runoff,and can capture and retain sediment. Straw 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. Conditions of Use • Disturbed areas that require immediate erosion protection. • Exposed soils during the period of short construction delays, or over winter months. • On slopes requiring stabilization until permanent vegetation can be established. • Straw wattles are effective for one to two seasons. • If conditions are appropriate,wattles can be staked to the ground using willow cuttings for added revegetation. • Ruing 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 111( direction and parallel to the slope contour. • Narrow trenches should be dug across the slope on contour to a depth 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. • 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. 1111 • Install the wattles snugly into the trenches and abut tightly end to end. Do not overlap the ends. • Install stakes at each end of the wattle,and at 4-foot centers along entire length of wattle. • If required, install pilot holes for the stakes using a straight bar to drive 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. I 4-100 Volume ll-Construction Storrnwater Pollution Prevention February 2005 4 ;'f Maintenance • Stakes should be driven through the middle of the wattle, leaving 2 to 3 - v Standards inches of the stake protruding above the wattle. E. • Wattles may require maintenance to ensure they are in contact with soil ` and thoroughly entrenched, especially after significant rainfall on steep i sandy soils. • Inspect the slope after significant storms and repair any areas where wattles are not tightly abutted or water has scoured beneath the wattles. r 3�' -_.-1 ') :\ (1.2m) 4•-<- . ter° 1:# Straw Rolls Must `'' . f i - - Be Placed Along \ _ �.; � �' Slope Contours �� �; - %v//.� .,� Adjacent rolls shall / r tightly abut . ,. , 10'-25'(3-8m) �,?� 1 Spacing Depends f - on Soil Type and � \� Sediment,organic matter, Slope Steepness v� and native seeds are ;' ;� / captured behind the rolls. s- ' 0 tit 3"-5 (75-125mm) • / S,, ,.. 8"-t0"DIA. .A%.• �,/� • `� ' /, (200-250mm) ; y` • ",,,,. .. • r r .,� Live Stake ` . •,� / /:;),\•,>.>7...,,,,..,.. lr \ • S� K 1 Stake , . /1 7not to scale {25 x 2Smm} .,:. ....,, NOTE: / ,, a }°r 1.Straw roll installation requires the placement and secure staking of the roll in a trench,3"-5"(75-1 25mm) deep,dug on contour.-runoff must not be allowed to run under or around roll. " 1 Ail Figure 4.21 -Straw Wattles • t itik ,I February 2005 Volume II- Construction Stormwater Pollution Prevention 4-101 '. � , 3m Minimum r. e - e Lath and flagging OI_ = =I 0 on 3 sides r-a-a. . . Sandbag 1 r ' ' Berm Sandbag 10 mil plastic lining Varies O A O A 1m 1 r-. Berm - LSM PS‘ ) ( ) Section A-A 10 mil plastic lining Plan Notes: 1. Actual layout determined in the field. Type "Below Grade" 2. A concrete washout sign shall be installed within 10 m of the 3m Minimum temporary concrete washout facility Wood frame B Ttace securely fastened around entire perimeter with two stakes10 milplastic lining X (typ) Section B-B 10 mil plastic lining Two-stacked 2x12 rough Plan wood frame Type "Above Grade" with Wood Planks NOT TO SCALE SMin Figure II-4. 1 .7a Concrete Washout Area DEPARTMENT OF Revised June 2015 ECOLOGY Please see http://www.ecy.wa.gov/copyright.html for copyright notice including permissions, State of Washington limitation of liability, and disclaimer. Straw bale 10 mil plastic lining Binding wire Staples Native material (2 per bale) (optional)Wood or 011 rr!■I. Plywood metal stakes It ■I■ 1200 mm x 610 mm Wood post 2 bale) \i■r_._. _._ ■I■ ( per I I painted white (89 mm x 89 mm Lag screws x 2.4 m) Section B-B (12 5 mm) ICONCRETEii Black letters it WASHOUT 150 mm height 915 mm I_I 1915 mm 3m Minimum Concrete Washout Sign Stake (typ) Detail (or equivalent) UI . ■ . ■ ■ ■ B • B Varies INN w 3 — F 50 mm • • 200 mm 3.05 mm dia. steel wire Staple Detail Straw bale 10 mil plastic lining Notes: (typ) 1. Actual layout Plan determined in the field. 2. The concrete washout sign shall be installed within 10 m of the temporary concrete washout facility. Type "Above Grade" with Straw Bales NOT TO SCALE Figure II-4. 1 .7b Concrete Washout Area DEPARTMENTRevised June2015 ECOLOGYPlease see http.//www.ecy.wa.gov/copyright.html for copyright notice including permissions, State of Washington limitation of liability, and disclaimer. 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