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HomeMy WebLinkAboutPermit File BLD-2017-0645 1503 Latitude Circle .14 i. d) \\*S-% Viri cQ ° f ( r�I. ��E./4 .1 1 Cf �\t i iv c iit„'�S' S refit ,�\� • I �3 ) `EAI:rrs ,,)1. :Ji, .::3 , . . ;.^f.),7)., }`is... . >S •l; . >„; r 1: ;..,,..tiff. )�::t•)<• x)vf: o •;u:' 1k• ;sir) t)�}st+. \ �, y . A ) r .i,1 V i .4..., . d s .:... .esiti,,,w.,4.44,,:%44: .. . .r...: .::..,,,::...43::?.. 0. . , c i • .x i� 1 €.: tSii:ji . .i4;4} jl1 }} , } frhtcat`:oa 4 2t t>y,U , i 1: tJth• J i Z>0i.#t C.S. Ow sfi t`. , `` � AO ik SIN 4C\ we It's 11\ • • -4--1,„t \ „ � ..o !! ( Ie2. ;:ith.,14.40c.,,: or 1/4 1/4**81.- ' t‘"1 'Lams In �,�`y w; 4 ord i ,k EY`�tjj�f Ili yZ 1 ®fc. „) .„s:i.•.-$..•..q•,4....;4 2 _ ( w` VI .•-.,.(:ip,•.1vJ..1•:..,.t4..%•,t4.„::t.i•3.:1i.ri.i4..i;2:..,3::.:.i4.i1!4,..:.:.!.:i.... \\, ee 3 `J •b• !r R �� y`i 04-:..,17%4 ,%, ,„ . ... �`r\ •:a tit 3 ( 35:. • >ac••iat)). . Jy r a1 'y'i t3Sf ° t ~ ts.13 ser a.e I yt t , s.JFJ '. ( t .4.1. \... 4 f p•Yiiit.t 1 �,{,7t.. 114.41.. 1/4...) 1.7 ZiliS'T�tf �i.it2•` 'G 3' ÷ I Ni"...H15 • , itialia 1/2A ..;:t:,1/2.k‘.?: i �. ty. 3 '„t.ysit, p � . ., o< • la -. • { a < `)J itt if �r ,,,�1a CO 11f)J�4'Str , irk.a��' \ e ` ^ '� •vilL da it t cite juit ) i �it'�J• cosi %I. c ‘i A 0 i . w� n �" t`arag tk . 1 t{{ t gtxn r<i i• 'ire `� % V1�. t�1i fir )4k.."�i: \ �7J ... ��Y 111. CO 4. 1\4 r .„.... • 1.:. , ....),. . \or\ . 1 liz v.....:::cm,:•6;,,.:)S4 *gf d: '� F ' > j }) `# 14 Vic- �J fyt < > �!�� a),, I. 3 ;sii''4f� fi �'•r „ > r _ram.fail. rat yR i Jc _ ,�p _ re" ` w paI ai )i _'4 V) y \Smile \14)11\IIM ...Vkc4), , :p• .„ . cas\see.s..r `f. r > `� y • ,art ♦ • r 1.i ktbz % 4%);) as)a ,:;;• :;.:::.•iii rat' t....—riss. • {/�yI r1 ' .1 0 laaalla y �,,,S _ 0,. �/ / L. •.)t) t`''.`. ♦Jtom.) ) .. , . L • .ms . �. Jt) jJ ] � '• !@y Vr�11i ..A:thi:•:::„.;:i a) vr,....423....x.t.:, ..:.,,:i... 'hi cad sJ 1Sfi } y�\ \ a) ti 1:1t#4110.4 .:" 4.,'' (1) ..4Zrwile.: • s3 ' :t3 4...1.1 .� mac. �MM� es? V ;r t r Cn CD ?. 1U y .• r,f < • =•••=. '1 ° , 44 4 •Q f, knit C V# I a f t�tt� • 1:3 . •MS 'Se . tt !< bo C ' amititi q.vi•?.(... • ni ________L,e a) es. .::,:v. .,..:04.d.:. --—--——---L 4 c_tik‘g"!--5: SH _ It , r,--,,) W 440.11.1 etZilaz M 1 WE C� C d --- a r , g DEC 5 201]N IoT 28 IeA � ammo —� CITY OFANACORTES Wes 'Pfi 54 LANDED GENTRY .I a � ? 10' UTI ITY I HOMES AND CO4iMUNITIES ta I o EASEMENT LINErGENERAL NOTES G 113.37' I II4. a OWNER: 2. 22' LANDED GENTRY 66.00' 504 E. FAIRHAVEN 21.1 IIii UR GTO , WA B LlN N206 98233 EXISava 'momma= 1—(360)-755-9021 EXIST GRADEpLOT LINEMata ate* aala gala ZaRBW mama aka moat RaWa aa =WM Rana €(01161a wawa vastiow mna3m stew mln, j I EBUILDING: ei- SSCO �.g + a` we�y"I WM - �� �, :::1141' '''''‘ 1ST FLOOR AREA- 1,914 SF 11 2ND FLOOR AREA- 1,306 SF ��II I �� TOTAL FLOOR AREA- 3,220 SF C GARAGE AREA- 696 SF sDIYD I — 39.31' i PROP. 4" SS I 215.0 SITE.• WM SDCBgltt.f., s .3, � ",e. I SC I GRADE TYPICAL S _ _ SERVICE LINE I � ZONING: SS .. mb, la ill. mm Mil mmm . mmmm SSCO I /0' UTILITY I ai P.U.D (UNDERLYING R2) to EASEMENT SETBACKS: ill Nt: I4.67 � 12.04' 43 29' 6.00' — LINE ALL SETBACKS IN COMPLIANCE 0 2.00' — 2.6T " " � o SIDEYARD MIN COMBINED 10' DRAINAGE & �.; PROPOSED 4" SCH 40 PVC DRAIN LINE i ' I REAR YARD MIN 20' SEWER EASEMENT ` { d �� •, �' FRONT YARD MlN 20' j I �D z • ; --.'------ -- --------.°"1 1.0. ___ ___ ,� 'Q0 _ _ o �r a — mai 3 , YARD FRONT 1 HEIGHT: 7snr A BUILDING H 11111111111111111111 likiCD lidtilia I 0 PARKING: = ��/ U J d I a Q PARKING SPACES PROVIDED= i �... Q p I Q : 3 IN GARAGE, 3 IN DRIVEWAY I i -, LOTLINE & Q m 1N, • , 2o.5s ‘ RIGHT OF WAY U o�o = LINE I �7 (� es, El LOT COVERAGE I N " LLII aji- BUILDING AREA: d- w yr- U Z 11�I 2,932 S.F. J �� o LOT AREA: PORCH GUCUTTER A w o C\1 Ili 7,936 S.F. N C� = I ..-..,. ._ _ - _-._ _.__ r . ' I o a `r PERCENT COVERAGE. 202REAIR YARD I % . W; ,, ', '1 _.._ " li a a 2,932 7,936 = 37,0% N BUILDING S�TBACK MAXIMUM ALLOWED: 37.5% J i t -,, I O YY LOt27 IMPERVIOUS COVERAGE h BUILDING: 2,585 S.F. Iw > z �� 9��0 STEPS/WALKWAY: 28 S.F. laan PORCH: 139 S.F. o s ,. - ` PATIO. 206 S.F. v _Z — DRIVEWAY: 584 S.F. U fl I TOTAL: 3,542 S.F. �0 co 0 I LOT AREA: 7,936 S.F. LOT LINE I 4=� PERCENT COVERAGE: GARAGE 3,542 / 7,936 = 44.6% L 3 a if ia. n m a i" 1 14 L DRIVEWAY I � MAXIMUM ALLOWED: 48.0% Millil 1111111116110ftes ; 0.02 �� �� I 20.p0 o ..... 41 so o I / I I 1 1 N 0 ba.3. ��.tr ra... .�.r.�.-�r�--asw.wn�r+�nwn�rr�r eti , z o OS S Iwl , PROPOSED 4" SCH 40 PVC DRAIN LINE o 4 I ' I GRAPHIC SCALE 27.67' 2.00' 207.0 66.00' p. EXIST - 19.69' I GRADE 6 0 3 6 12 -- 113.37' � I 4 ( IN FEET ) Hartz. Scale: 1 Inch = 6 Feet IY EXIST I �., Q GRADE SSMH nvti � m I 48 NORTH w LARRABEE LL z 3 3-CAR GARAGE LEFT I 8. �' Ea' C C kOFANAC. .YES SITE PLAN I � ()LANNI 1 G & B 1 ILD G� DEPT N = , PROVE, �� � LOT 27 (P133685) PERMIT#: CS` ', -2 ., \ — �j�� j 1503 LATITUDE CIRCLE Emil' I ADDRESS: ‘ �! {; �` �(�,� ANACORTES, WA 0 1 LOT 26 APPROVED BY. Li SUBJECT TO FIELD I SPECTION. APPR1 VED PLANS JOB NO: PLAT OF "48 NORTH" U �° SHALL NOT BE AL I RED WITHOI ' ' - so - • vi ,, <C 11. DESIGNED: LG �'. DRAWN DATEor : 12/07/2017 SHEET z I 1 of 1 GINIS I 1 eee . / M LOT 28CMS CV ::::.,87,i.t t: I W s. Lu v� / �; _.. 1 LANDED GENTRY i44 I " INLET PROTECTION I 1 ' ` Ll HOMES AND COMMUNITIES Q I b; DOWN STREAM PER INLET PROTECTION PER O J 10'UTILITY C220,CATCHBASIN �120, BLOCK&GRAVEL '„ o EASEMENT FILTER TYPE 1 GENERAL N 0 TES FILTER TYPE —� OWNER: a 113.37' I LANDED GENTRY , r : , 26.22' 66.,00' I I 504 E. FAIRHAVEN I BURLINGTON, WA 21'1f 98233 208.0 . E 1-(360)-755-9021 �, EXIST , , GRADE CHECK DAM PER BMP LOT LINE _ I BUILDING: SSCO C207:CHECK DAMS, I WM a I 1ST FLOOR AREA- 1,914 SF AS NEEDED. AREA-R x-� x�.x x�.x�xx�x��j< x x�x-�x�. I 306 SF TOTALLFO�OOR AREA- 3,220 SF :ow:e x�x�.x—x�x� xx .� ��Sx��x�� x�x�x�'x�-x�-x�x�x� x��x�.x��x—x—x.�.x xI L am'«li YD / BM. •M CONSTRUCTIONr---I 215 0 I ` GARAGE AREA- 696 SF x� x x—.x x� xx =ax Q •OS? OpEPTH PROP 4 SS iRING& p�.tUL I EXIST .G M CfI SDCB _..� SITE: a : T5. QUAI ITYAN SERVICE LINEBMP C233: SILT FENCE 10yBUILDING BMP C121'• • sTFK1 GRADE WM "°' ��`°ISSSOPERIME I ER SIL IPICAL ,. ''' . am FENCING TO PROTECT SETBACK LINE BMP C233: SILT FEN' E 13'.UA N ND pEPTH • Q, TYPICAL SSa 9 PLACE SILT FENC ON SOIL O UTILITY ato mmmm/ ssco DOWNSTREAM / � DOWN STREAM SIvE OF I 10' I • I ZONING: PROPERTIES STOCKPILE P.U.D (UNDERLYING R2) ur EASEMENT; �" VISIBILITY ' 4.67' 112.04' 43.29'x .� -\ / . -* LINE BMP C103: GH ETBACKS: COMPLIANCE kktaRram6 00' K OF PUBLIC SEAT ALL SETBACKS IN 0 2.0�' 1 • - 2.67 x x �x ENTRY INT CONSTRUCTION WITH CITY GUIDLINES PROPOSED 4"SCH 40 PVC DRAIN LINE SITE SIDEYARD MIN 5, 15' COMBINED 10Li 'DRAINAGE& I a ;_ _ �'; REAR YARD MIN 20' SEWER EASEMENT �� II III �, "� � I FRONT YARD MIN 20' x ' �S �� ' Y eulI= �. _ I . f:. lc F. AI�?D DIN b HEicHr_____mm______ __ m_ __."'®` � .._P �CI� I MAX ALLOWED: 35 I .,. I .: ,, �,, . „ , " �` SETBACC PROPOSED:UNDER s! h'<[• ' I I PARKING: I g1 I "., I �a. PARKING SPACES PROVIDED= 11 I �•i.. 3 IN GARAGE, 3 IN DRIVEWAY I / o 1 SOIL STOCKPILE LOCATON < - OT LINE& a' N . FIGHT-OF-WAY 0 I 20.56 � - Y I ' COVERED z BMP MP C123 PLASTIC COVERING NE ....W I • PORCH COVE WITH PLASTIC DURING I L O T COVERAGE I >` x STORM VENTs AND WHEN NOT I 0 220.80 FF MAIN LI' 'BEING ORKED DAYS THAN • ' r ' BUILDING AREA: x W 2,932 S.F. CV I 210.80 FF LL , in CURB & L ill x . 34I A O , PATIO BEL • OW x • GUTTER 07,936ESF. NO U COVERED DECK I '� II Ilas � 2Cf :RE' YARD . ER GE PERCENT COVERAGE: 2,932 / 7,936 = 37.0.E BUILDING SETBACK o ;i r < MAXIMUM ALLOWED: 37.59 I dl ipr tI LT 27 _ La ''•' I Q g: IMPERVIOUS COVERAGE BUILDING: 2,585 S.F. I. I -- - i al ��1 " ' PORCK WALKWAY 139 S.F. I a °& PATIO: 206 S.F. o ,; 218.58 I H a_ I r1 ) N 'RI TC DRWY DRIVEWAY. 584 SF, x ^� N 1 TOTAL: 3,542 S.F. o (( �'al l o j JLWSF' cr LOT LINE I i �;; N �' Q t xill\ i.jQ Q PERCENT 542 /COVERAGE: 44.69a is -• / 3 I 1. 4 GARAGE DRIVEWAY ____ MAXIMUM ALLOWED: 48.09e It\ os• I i 20'BU LDINGo pC121:MULC SITUCTION 20.p0' W SETB/}CK LINE o ` H` B 51g••POSTMA ppEPTH 219.827 BMP C233: SILT FENCE I \ s01L 0UN o TC DRWY I (' PERIME I ER SILT I ; II.; I I �y 1.9% / Z FENCING TO PROTECT x ULCHING DOWNSTREAM BMP C1)L1'M LC TRU ION -� ♦- PROPERTIES I T513'.IP0A N pND DE' H ` ��� j1)11 SOIL 4 O Z .. • r. h PROPOSED 4"SCH 40 PVC DRAIN LINE � p • I zo7.oc. 27.67' , 2.00' I __ ,..„...„. GRAPHIC SCALE EXIST 66.00 ► „01- EXIST } 19.69' ��. Ot 6 0 6 12 3 11337' Erosion Control Notes for Residential Construction-City of Anacortes I ( IN FEET ) 1 I Horiz. Scale: 1 Inch = 6 Feet Y CHECK DAM PER BMP 1 EXIST I SSMH I C207: CHECK DAMS, LOT INE GRADE A. Erosion Control Best Management Practices shall be in place per the p Q AS NEEDED' accepted site plan prior to any construction start. ICt Qj B. The erosion control shall be inspected once a day and modified to meet W - BMP C103: HIGH VISIBILITY I 48 NORTH the surrounding conditions as needed. HLASI IC FENCEI �'° C. The storm drain system shall be cleaned daily(Section 7-07.3).All 41 IC)REDUCE RISK OF PUBLIC ' LARRAB E E LL ENTRY INTO CONSTRUCTION , drainage systems shall be cleaned to the acceptance of the City of O SITE Anacortes prior to acceptance of the project. ? 3-CAR GARAGE LEFT D. Stabilized construction entrances and roads shall be installed at the - q I I ( S ,, P/ beginning of construction and maintained during the duration of the .! L1 ) 'I C Lc)�i1 k S r �c. project. Additional measures may be required such as wash pads to CO ensure that all paved areas are kept clean. No mud is allowed to enter / - ic�� aR�i►Gi�i� � ���� onto City streets. E. Any soils exposed that will not be disturbed for two(2)days during the / LOT 27 (P 133685) wet season or seven (7)days in the dry season shall be immediately 1 I D 1503 LATITUDE CIRCLE stabilized with the approved ESC methods(seeding, mulching, plastic covering, etc.) /��1 F. Two (2)weeks prior to the beginning of the wet season (October 1),all LOT 26 1 1 20t� ANAC�RTES, Y VA disturbed areas shall be reviewed to identify which ones can be seeded V 'a �� i in preparation for the winter rains. Disturbed areas shall be seeded '-" of A AC` within one (1)week of the beginning of the wet season. A sketch map ¢ doh No: PLAT OF "48 NORTH" of those areas to be seeded and those areas to remain uncovered shall g be submitted to the Project Manager. The Project Manager can require ABBREVIATED LEGAL DESCRIPTION. DESIGNED: LG seeding in additional areas in order to protect surface waters,adjacent properties or drainage facilities. LOT 27, 48 NORTH PLAT & PUD, SECTION 22, TOWNSHIP 35 Q DRAWN: G. Penalties for an Erosion Control violation are subject to a$300 to$1000 NORTH, RANGE 1 EAST, W.M. CITY OF ANACOR TES, SKAGI T "' DATE: 02/12/2018 fine under Chapter 17.66- Penalties for Violation. Each day is COUNTY, STATE OF WASHINGTON. J SHEET 1 of 2 considered a different violation. e eel IIIMMElli LANDED GENTRY HOMES AND COMMUNITIES 'M 10-t q`Y 'i'fc ct 9T.. lh . f {r. tK r. .a 4. ''Y (3 ( T II yy '� rc$ ..t F d� xfz ii` i !>' ( vt: dYa: ,f4 ..a..i ^j‘: '. , 1't.te „ a � t a- k , **, }•;' WF,1t R+.e,ym, °4 K,. Bib, kT , YAy i _ _... • �, .. . IIIP ' \ it 4� i k f o-Y .m ac�;� , ...-1ttkra5 SITE LOCATION r ix a' , . ,. �4i, ? 3�} "',:_k' rat "5{'k- Y"' _ .. - - °eR_, .�. �_ � �. ' 4 }�„ CAI / : .. . L e. CC illi 01— a' -, Z rI ANACORTES , WA • �f 48 NORTH f ,cf t11£11.11121V11. ti nK , LARRABEE LL s r t k y e + 3-CAR GARAGE LEFT .33 30 EROSION CONTROL PLAN 3. 33 LOT 27 (P133685) . .r Map data ©a017 G© �e ©ors� 1503 LATITUDE CIRCLE lop,, VICINITY MAP ANACORTES, WA LOT 27 (P133685) 1 H1503 LATITUDE CIRCLE JOB NO: PLAT O , ANACORTES, WA DESIGNED: LG : , i.: DRAWN: # " DATE; 02/12/2018 ,, SHEET 2 of 2 -?tom* 7t.a,s._, * s" y-" �.. : , *,ar.:at':`, ir,'x."X __- mem / 38 -6' ia NO SURCHARGE OR WHEEL FOUNDATION NOTES : / 14 -4 / 24 -21111811 "E" LOADS WITHIN 5'-0" 13 -10 24-1 / I. INSTALL PRESSURE-TREATED 2x6 SILL (MINIMUM) W/ I/2" DIAMETER x 10" / / ANCHOR BOLT t 3 x3 xl/4 PLATE WASHER 40 4'-0 O.C. ATOP NO FLOOR FOR FOUNDATION WALL. MINIMUM 2 BOLTS PER PIECE 3.5"TO 12" FROM END LANDED GENTRY AT LEAST 12" I FRAMED WALL OPTIONAL TYPICAL THROUGHOUT I ^, 1 \ _„_,o-d'- 5 DEGREE MAX.SLOPE 2. INSTALL 4 PVC DRAIN PIPE BELOW FOOTING • LOW POINT FOR \ ,( i DECK LINE A13V- (SEE BHT. A4.3 1 \ \ HOMES AND COMMUNITIES 8" MIN. �.o" [ t SLAB OR SOIL OKAY POSITIVE DRAINAGE DURING CONSTRUCTION. VERIFY PLACEMENT OF 4" I , N 6 . o PERFORATED FOOTING DRAIN PIPE IN FREE-DRAINING GRAVEL BASE 1 J ( ©' REVISIONS BY: f'c=2500psi a, .pcco��g� ll1=111 Ill�lll'slil�lll I O fy=60 ksi, grade 60 ° R045, 3. FOOTING SIZES CALCULATED USING ASSUMED MAXIMUM SOIL BEARING 0 I 2 - 13 - 18 JR W' o o .0r0,0p_MIRA DRAIN 2,000 OR OF 1,500 POUNDS PER SQUARE FOOT F x I O S MIN.SOIL BEARING °. ° 0 g WASHED GRAVEL(OR SIM.) O = 1,500 PSF e ire 2" CLR. 4. INSTALL R-IO RIGID INSULATION • SLAB PERIMETER (VERIFY INSULATION 03 NOTES: MAX. NO. OF STORIES „ °, ° !io VALUE WI FLOOR PLAN NOTES ON SHEET A3,1) r f 1 O O 1. COORDINATE W/MECH. &ELEC. SUPPORTED=2 STICK X •e , )i l0 \ �r o pn ° o ° pq ° o \ FOR LOCATIONS&SIZES OF ^A^ FRAMED RESIDENTIAL e' A (Po 5. BASEMENT TO SE SACKFILLED SO THAT THE MAIN FLOOR IS NO MORE 1 ° I = FOUNDATION/SLABACCESS BLOCKOUTS. FLOORS+ROOF W/ o ^ . oQ THAN 6'-0" ABOVE FINISHED GRADE FOR NO LESS THAN 50% OF THE I ° , r i i , 2. 30x24 CRAWL SPACE ACCESS 25 PSF SNOW MAX. 0 4�0 B o" - - \ PANEL(24x30 MIN)-PROVIDE METAL OR TOTAL FOUNDATION PERIMETER DIMENSION. MAIN FLOOR LEVEL TO BE I v• \„ ' e v- o v• , eg NO MORE THAN 121-0" ABOVE FINISHED GRADE AT ANY POINT (PER IRC I I - o • �, I FIBERGLASS WELL AS NECESSARY. INSTALL ° °n 0°0 IF STUB BARS, MIN. D I " - I SOLID COVER SLOPED AWAY FROM BUILDING- 4"(MIN.)CON(. e ,• ° 0 LAP SPLICE=30" SECTION R301 STORY HEIGHT ABOVE GRADE) e\ I I I = L_ '_ • o I INSTALL 4x8 MIN.BEAM SET ON WALL PLATE SLAB 12'-0"WIDE (MIN.) > n _r., I , I I C, I p I TO SUPPORT WALL ABOVE(OR INSTALL \_1� o �J- 3"DIA. (MIN.) 6. MIN. COVER FOR REINFORCEMENT IN CONCRETE CAST IN REMOVABLE I '° I EXTENDED FOOTING I INTERIOR CRAWL SPACE ACCESS-VERIFY W/ •,•e !a R��ll°��'=.D`4=P14I PERF. DRAIN , I 4 "• • a "• • a "• • a a I I-,I_, I FORMS THAT WILL BE EXPOSED TO THE EARTH OR WEATHER SHALL BE I p OPTIONAL (TYPICAL ' 4 BUILDER&SEE PLAN) i i ♦ i tL-�iL-;C0' Otte TO DAYLIGHT I I/2" FOR "5 BARS AND SMALLER AND 2" FOR "6 BARS AND LARGER. I I 3 PLACES) I 3. 16x8 POUR-IN-PLACE FOUNDATION VENTS(OR \ a s . a a a a 10��0�, I II ° °e " ,9•:, , ,9•e . A•e - Pa . A•e 8^ 0•e . ' .81?-4 (4Q FOR CONCRETE CAST IN REMOVABLE FORMS THAT WILL NOT BE I ° \ 16x6 VENTS IN FLOOR DIAPHRAGM (VERIFY W/ "D" ' "v a$ EXPOSED TO THE EARTH OR WEATHER, MIN. COVER SHALL BE 3/4"• I ° • I U - °,ia ° �. °. ° �?. ° a a " . � Oo SEE IRC R403.1.3.5.3 12"WIDE THICKENEDNCMBER PER SLABP EDGE. ® ► • 1 I I 4. 12"WIDE EDGE. EXTEND \ i •. i•. •. o I �00 I p 0 =c M 4 8"BELOW GRADE. 111=III=111-ill III=Ill=III=111=-Ut= =111 „ I 1 Q I_ 0 5. VENTS TO BE LOCATED WITHIN 2'-0"OF CORNERS. ::),Z," O 1'-4 x 8 CONCRETE FOOTING W/ (2J"4 REBAR CONTINUOUS Cc 1 •1 , B 2' 6" x 9" CONC. FTG. W/ REAR PER GANT.RETAINING WALL DETAIL 1 1 \ II�� THIS SHEET >'. I s I j O I I ; 4• FLOOR JOISTS: TOE / "C^ HEEL I I *IQ _ O i i LAYOUT SHOWN HERE IS FOR 2x FRAMING. IF ' ,; , ENGINEERED JOISTS ARE USED, MANU- O 4'-4" x 12" GONG, FTC. W/ REBAR PER CANT. RETAINING WALL DETAIL d Q °a I Tool O V, I - 1 J FACTURER SHALL PROVIDE AND SUBMIT CANTILEVERED RETAINING WALL DETAIL THIS SHEET t- u r L , -I ; m ; ,-, (TYP. 14 ENGINEERED DESIGN TO THE BUILDING IDEPARTMENT FOR APPROVAL PRIOR TO (3Th / SCALE: 3/4" = 1'-0" O 4'-2" x 12" CONC. FTG- WI REBAR PER BRACED RETAINING WALL Q I ® ® i \ t i O THIS I FABRICATION AND INSTALLATION. DETAIL '$, SHEET A2.2 (VERIFY W/ WALL HEIGHT NEEDED) I o I (TYP. __j__; _ : , ; ROW) 1 o u1 1 I THIS I NI @ ° I Ul FLOOR SHEATHING: CANTILEVER RETAINING WALL SPECIFICATIONS O 6" CONC. FOUNDATION WALL WI REBAR PER R404.1.3.2 4 IRC TABLE Q I . ROW) I 1.USE3/4"CDXOROSBSTURDI-FLOORT&G, 404.1.2(1) - 404.1,2(8 D , -'t-'" F (WITH SLAB AT BASE TO RESIST SLIDING. NO FLOOR DIAPHRAGM CONNECTION AT 1 \ O O (O O ►,° 1 IE GLUE AND NAIL W/RING SHANK 8d's AT 6" TOP OF WALL.) F 8" CONC. FOUNDATION WALL W/ REBAR PER R404.1.3,2 t IRG TABLE IK C I I� ;_ `t_; S • m lJ EDGES& 12" IN THE FIELD. FACE GRAIN I (e PERPENDICULAR TO SUPPORTS. A B C D E W X Y Z O 404.L21U - 404.1,2(8 a_ I 4 . ` ® EXTEND POST , " I , ' IL 2. PROVIDE SOLID BLOCKING IN THE JOIST Z 1 •a TO BOTTOM OF - \ _ I d I z CAVITY BENEATH ALL POST LOCATIONS RETAINED WALL FTG. FTG. WALL VERTICAL HORIZONTAL FOOTING FOOTING O 8" CONC. FOUNDATION WALL 4'-0" TO 6'-0" HIGH WI REAR PER CANT, 0 I �• FLOOR SH7G.) , 1 Q AND BETWEEN UPPER AND LOWER STUDS HEIGHT POSITION WIDTH HGT. THICKNESS REBAR REBAR TRANSVERSE CONTINUOUS RETAINING WALL DETAIL THIS SHEET. STEP FDN. WALL PER GRADE I • I O 1I ) _ ' o I F AT FLOOR TO FLOOR HOLDOWN LOCATIONS. - 0 (VERIFY ON-SITE) p ® ' O , 4 3. PROVIDE BLOCKING BETWEEN I-JOISTS AT 0'-4' 5" 18" 9" 8" #4 @ 18" #4© 12" #4 @ 18" (2)1#4 Z I 'a u n \ ' „ ' „ Q INTERIOR BEARING LOCATIONS WHERE THERE 14 O 2 -4�a / `t 9 -l!a �p 12-6 I I z IS A LOAD BEARING WALL ABOVE. IQ 8" CONC. FOUNDATION WALL 8'-O" TO 10'-0" HIGH PER BRACED Q 1 o • I I p #4 @ 12 #4 @ 16 (3)#4 RETAINING WALL DETAIL "S, SHEET A2.2 a 1 211-0" 5�-0" 21-6" 101-0" I I 4.1'-6' 7" 30" 9" 8" #4 @ 16" LL 4. IF ENGINEERED FLOOR JOISTS ARE USED, /' th = / ( r ' PROVIDE TIMBERSTRAND RIMS WHERE FLOOR 6.1'-8' 10" 40" 10" 8" #5 @ 18" #5 @ 18" #5 @ 18" (4)#5 °In I I l O" I 9 10 i-O" = I I'-9° x 2'-5" CONC. I I JOISTS BEAR AT EXTERIOR WALLS. JO 2'-8" x 2'-8" x 8" CONC. PAD FTG. WI (2)"4 REBAR BOTH WAYS 4 6x6 N r �, �` / I PAD FTG. W/ 4x4 - d) 5.CONNECTIONS: SIMPSON COMPANY OR EQ. POST ON 90" FELT POSTS ON r nS 8.1'- 10' 10" 52" 12" 8" #5 @ 9" #5 @ 12" #5 @ 9" (5)##5 1 p \ , 9O" 6.H HELD CUT ENDS, NOTCHES,AND DRILLED \ a �' \ v o o �\ _ \ FELT (OR EQ.) I �o SHALL BEFTREA TREATED IN THE FIELD IN ACCORDANCE PERSCRIPTIVE TREATED WOOD O I'-4" x I'-4" x 12" CONC. PAD FTG. W/ SIMPSON CBSQ66-SDS2 (OR EQUAL) - - - p ° ' - ° ° ' ° ' ° - \ ® T 10.1'- 12' 12" 64" 12" 10" #6 @ 10" #5 @ 12" #6 @ 10" (6)#5 CONNECTORS TO BE HOT DIPPED GALVANIZED (OR EQ.) I v I I p WITH AWPAM4. NOTE: FLOOR DIAPHRAGM MUST BE CONNECTED BEFORE RETAINED SOIL IS PLACED AGAINST WALL. t I r � , i1 rLOI'-8" x I'-8" x 12" GONG. PAD FTG. W/ SIMPSON CBSQ66-SDS2 (OR EQUAL) 1 ' I O _C I 4x4 POST 1 0 I -O ' . FOUNDATION NOTES: CONNECTORS TO BE HOT DIPPED GALVANIZED (OR EQ.) \ 1 o 1 f I I =_� Q THESE DETAILS REFLECT -` ° G ® I p n , © -I I 'ib ' A GENERAL HIGHER STANDARD THAN THAT IY 2'-3" x 2'-3" x 12" CONC. PAD FIG. WI SIMPSON CBSQ66-SDS2 (OR EQUAL) - FO I La ALLOWED BY THE IRC. THESE DETAILS =.I 2-16d PLATE TO STUD O ; 10 4 - CONNEC70RS TO SE HOT DIPPED GALVANIZED (OR EQ.) , rP ', 1 a 1S \ I , O INDICATE THE FOUNDATION AND REIN- MINIMUM 24 IN.WO:: 0 D. r © ' : I I i ' I • I ' FORCEMENT REQUIREMENTS FOR THIS STRUCTURAL PANEL T n rI o 1 PROJECT. THE CONTRACTOR MAY NOT NO 4" CONC. SLAB W/ NICON FIBER OR FIBERMESH THROUGHOUT (VERIFY 3) - I - 1 _ O," I I D USE THE IRC MINIMUMS WITHOUT WRITTEN W/ BUILDER) SLOPE 1/8" PLF MINIMUM TOWARD GARAGE DOOR(S) ` atoll 1 •a I O I= Q © �I ,� I 9 2I4 1 I PERMISSION OF THE DESIGNER. limm-_--4 ORIENTATION OF STUD - \ ID I p_' , ca 4 cp I ' 4 III MAY VARY AS ALT. ;� 4" CONC. SLAB/STEPS (VERIFY FINISH W/ BUILDER) W/ NICON FIBER OR 1 V O 6.- ' x a I FASTENERS: 16d NAIL @12 FIBERMESH THROUGHOUT (VERIFY W/ BUILDER) ,- -, o `#' °,(TYP. METAL ELEMENTS INCLUDING, GYPSUM WALLBOARD 1 ° 1 \ ® ' 1 D 1 \ ' 'O THIS I CONNECTORS, MUST USE HOT-DIPPED OPTIONAL: STUB 12" LONG "4 REBAR 4" INTO GONG. SLAB FROM I _+ I I I __' ROW) ,. I GALVANIZED METAL WHEN IN CONTACT j1 ' FOUNDATION WALL 24" O.C. TYPICAL. THICKEN SLAB EDGE I -- I 1 O I e I WITH ACZA PRESSURE TREATED MATERIALS. OPT.NO FILLS CTU E I88 lk " , ° •'p I I • o I [R319.31-SEE 37/SP1 (IF NECESSARY) I -+ ` ' I c0 FILLER PANEL 10 -0 I I 0 I - I lIl O ii 5/16-1/2" CONTINOUS WOOD RPOUR SLAB THROUGH DOOR OPENINGS TYPICAL i �a, I ' , I6d COMMON(SUBFLOOR,WFaUCTURAL PANELr ° I A� '4 •'a II1,11% Bd COMMON NAIL(ROOF) BRACED WALL LINE S THICKEN SLAB 70 6" AT GARAGE DOOR OPENING t INSTALL 04 �� ° „•' v" v o e v" a _ °' ' I � EDGE SPACING 6"c.c. O - I ° o ° p - ° o 'I \ - \ I '• •. ° p.,- d - :- ` ° •• ° •p^- ° - Ib ^• ALT STUD INTERMEDIATE SUPPORT 12"o.c. REBAR CONTINUOUS ° r + - - - , - a "a v -• e - I I - -, 1 1 CORN ER DETAIL O 1'-4" x I'-4" x 8" CONC. PAD FTG, W/ 4x4 POST ON 90" FELT (OR EQ E A _ I 1 •.a = pg I 2ot� ��J 1 1 O 1 I I 1 - I -phi I 'o. 1 FEB t 5 kt 3/4"= 1'-0" O 2'-0" x 2'-0" x 8" CONC. PAD FTG. W/ 4x4 POST ON 90' FELT (OR ' Q-) = I I I I o ® Id I ® O O 1 in 4 ° 1 .,, OF /�[`;A`.><�t.?- VO I'-9" x I'-s" x 8" CONC. PAD FTG. W/ 4x4 POST ON $O" FELT (OR Q.) in 1 I OPT. I n I I OPT. I ', 1� \ V ' �` _I DOOR \ I I DOOR I 4 �' L ! I, I O16" x 6" (MIN.) SCREENED FOUNDATION VENT ('1 TYPICAL - SEE --HI1 " „ t H A4.3 FOR ADDITIONAL VENTING REQUIREMENTS), VENTS CAN =E �I a I 1 I © I ' V -11� I 9 -6 1 /1 , 9' ""9 "A"n LOCATED IN THE FOUNDATION WALL OR FRAMED PONY WALL I I I a I ° 8,-9„ 8'_9" II o I A V k `:.;J ABOVE (VERIFY ON-SITE) I I I I O 1.:./ /I L CONTINUOUS RIM JOIST ADDITIONAL FRAMING FULL HEIGHT BLOCKING , z Z a I I MEMBER DIRECTLY ABOVE 18'o.c.ALONG I I 1 - \ 1.- I O ® I . I .. BRACED WALL PANEL BRACED WALL PANEL O II-6" x 8" CONCRETE FOOTING W/ (2)*4REBAR CONTINUOUS = 1 a I E I I E �o I J ` I IL CVQ U Ev J_ I T l o YO 8" CONCRETE FOUNDATION WALL 8'-0" TO 10'-0" HIGH W/ R==AR © 0 I I 0 0 O IIM II II Ill" -�I)I PER CANT. RETAINING WALL DETAIL THIS SHEET. STEP FOUNI"- cp ` at I : I ap p O. t �i X O I I 4 W 131 ATION WALL PER GRADE (VERIFY ON-SITE) I , 1 I c I : _ -IMI `� 1 a N I I Q .p° - F - - - , 111 Imo, I • 1 8d(off 6"o.c.ALONG 8d 6"o.c.ALONG TOE NAIL 3-8d Q = a 0 I �r ° ' I i I BRACED WALL PANEL BRACED WALL PANEL NAILS AT EACH ' ° d) I N ti r, I' y I T I a I MEMBER In I , si , I e , I : 7 - -r ' 1 IK ) © ° BLOCKING „J O (0 I © I p l Q I . l , I I g I I I ° I 1 ' I I , I\t , I ' I LARRABEE BRACED WALL PANEL BRACED WALL PANEL �--BRACED WALL PANEL NOTE: I I I I ' 7 - -1- 1,, FOR ANY CRAWL SPACE AREAS N07 HAVING VENTILATION OPENIN S, I • I © I \ I -\___ � ' • Y ' ' • ° °.• D \ , LOWER LEVEL 3-16d 16"o.c.ALONG 3-16d E 16'o.c.ALONG 3-16d AT EACH THE FOLLOWING CONDITIIONS MUST BE MET: I : a - 1 _ _ 1 _ _ 4, 1 L _ _ L _ BRACED WALL PANEL BRACED WALL PANEL BLOCKING MEMBER 1. EXPOSED EARTH $HALL BE COVERED W/ GLASS I VAPOR RE7"BEER I I I © = y- j W/ JOINTS OVERLAPPED 6" MIN. AND SEALED OR TAPED. EDGES I T ® T I ° I I Q E A SHALL EXTEND 6" UP FOUNDATION WALLS AND ATTACHED 4 SE LED I a I I I I j • ` , I , I I 7 ' 0 y Lo TO FDN. WALLS OR INSULATION (SEE R408.3). I II II � 2- CONTINUOUS MECHANICAL VENTILATION 9 A RATE OF 50 GFM ER �� I1L aOE I FOUNDATION PLAN L II II ` EACH 50 SQUARE FEET OF CRAWL SPACE FLOOR AREA (SEE 1�408.3J O o + lO or _+ I COASTAL 1 & 2 3. INSULATE CRAWL SPACE WALLS (PERMANENTLY ATTACHED) FROM E -I \ • [ I ' I I \ \ ADDITIONAL FRAMING FULL HEIGHT BLOCKING FLOOR ABOVE TO FINISH GRADE AND EXTEND 2 O (MIN.) II �� „_ _ J CONTINUOUS RIM JOIST 1 -4 S -3 Fj MEMBER DIRECTLY ABOVE (0]16"o.c.ALONG VERTICALLY (SEE NI102.2.IU / / // 1,000" ( IN.) L d BRACED WALL PANEL BRACED WALL PANEL 3,500" (MIN-) �� CAPACITY 10 -O HOLDS Y 4 �" 16'_g' ' 416" 5'-g�a" 11'-6 " 2�a JOB NO: LARRABEE LOWER LEVEL WHEN PARALLEL TO FLOOR/CEILING FRAMING HOLD-DOWN / / HOLD-••WN / / / / / / 21'-O" 5'-6" 12'-0" DESIGNED: LG C BRACED WALL PANEL CONNECTION 3-CAR C ,4i�,4C-cE OF ' , 3SI-6" //6'I DRAWN: JR 2 3/4" = 1'-0" „ SCALE: 1/4" = II-0" DATE: 12/13/2017 BUILDER TO VERIFY ALL DIMENSIONS. CONSTRUCTION T SHEET COMPLY WITH THE 2015 INTERNATIONAL RESIDENTIAL COD , FOUNDATION PLAN 2015 UNIFORM PLUMBING CODE, 2015 WASHINGTON STATE ENERG CODE 4 ALL APPLICABLE LOCAL, STATE 4 FEDERAL CODES. SCALE: 1/4" = II-0" A2 . 1 1 WA see d R-21 INSULATIONi 1/2" G.W.B a K. -or-- 5/8"TYPE X G.W.B. `—, K„,--\ 2"x6" STUDS @ 16"O.C. -R-21 INSULATION 5/8"X10"ANCHOR BOLTS, EMBEDED 7"INTO C'' ^Jf—2"x6" STUDS @ 16"O.C. CONCRETE,AT 4'-0"o/c,AND SET BETWEEN 3 2"x6" TREATED PLATE �-) 1/2"AND 12" FROM BOARD ENDS WITH 3"X 3"X \ T 2"x6"TREATED PLATE LANDED L 1/4"THICK WASHERS. MIN. (2)A.B.S PER 4" CONCRETE SLAB �� A N D E D GENTRY BOARD[R403.1.6.1] - 6 MIL VISQUEEN > Z II O M P. S AND C O M M U N I 'I' I E S fl BLOCK OUT GARAGE SLAB TO ' FINISHED GRADE dt ' 111—III=—III-III= BACK OF FNDN WALL @ SIDES REVISIONS BY: II tit I ` s:-:fl?2;2112;:;: - •.12: .*t:6M..:.''! R-10 INSULATION (2') ° I I EH I Ed11=1 FULL WIDTH OF GAR. DR. R.O. SO ° •• - 2"x6" STUDS 16"o.c. . ° .� -I I=1' DRIVEWAY SLAB CAN RUN INTO 1/2"GWB - I 1 =I -I�I-I' SPACE R-21 BATT s� 2 - 13 - IS JR _ I I 1-#4 BAR IN THE UPPER 12" OF WALL ' 1"AIR SPACE - IIII L I 2X6 STUD WALL P.T. 2X6 SILL CONT. - 'p _ SLOPE GARAGE SLAB _.„ , .• iik_..........:_,. ... ,, : , ,. . . ,.., 4"MIN. PERF. PIPE - 1-#4 BAR IN THE NOTE: OR USE P.T. 4 III it UPPER 12" OF WALL CONTINUOUS FOR POSITIVE 4"CONCRETE SLAB ON 2" W/PERVIOUS —� 2x6 STUDS @ 16" O.C. e'; =I DRAINAGE AWAY FROM COMPACTED SAND/GRAVEL I- GRAVEL BED BACKFILL �.�� W/ NO AIR SPACE I SLOPE B STRUCTURE4. z- „„,„,,,,, ,. . . , . , #4 BAR 18"o.c. HORZ. TYPICAL(TYPICAL) 2"x4"TREATED PLAT POWERED NAILED 24" 4 I I=I -III=III I I III 6 FINAL GRADE ° • " , / 8" ► "� #4 BAR 18"O.c. HORZ. COMPACTED FI 1 -I I \ - .-I .I..i - - - 18" 1-#4 BARS HORZ. (TYPICAL) e 4: (TYPICAL) -I I-III III I - -I_ / - \ r 1• I I-III=III=III- z 5/8"X 10"ANCHOR BOLT N tia .• #4 BAR HOOKED 48"o.c. i I Yti°r� _ I g o I SEE DETAIL 1 \ - �,i L'►• (TYPICAL) ••'r`•'• . . (i) T BASEMENT FLOOR I-I " 'y� T��y 1 #4 BARS HORZ. (TYPICAL) � MATERIAL �� a r - R�y MATERL COMPACTED TO 95% R-10 INSULATION SCALE: 3/4" = 1'-O" 8" ° SEE DETAIL 1 FOR \ SEE DETAIL 1 FOR COMPACTED SAND/ / / 4" MIN. PERF. PIPE FOUNDATION CALL-OUTS NOTE: DETAIL IS DRAWN FOUNDATION CALL-OUTS GRAVEL / 16" / W/PERVIOUS AT HIGH POINT OF THE 4" CONC. SLAB W/ BACKFILL (2)#4 BARS AS SHOWN 1/2"x4"TITAN HD 21/2" MIN. COMPACTED FILL DETAIL @ BASEMENT GARAGE O. H . DOOR GARAGE WALL @ 5'-0"O.C. VAPOR BARRIER C� 3/4" = 1'-0" 3 3/4" = 1'-0" K42 3/4" = 1'-0" I SHEATHING 1/2"OR 7/16" 3/4"T&G SHEATHING GLUE SUPPORT MEMBERS SIDING SEE ELEVATIONS GALVANIZED FLASHING 1/2"GWB P.T.2X10 LEDGER w/SIMPSON wdl 2X6 SILL P.T.6X6 HF CB66 _ I (2)SDS 1/4"X3" HDG @ 12"O.C. 4,1 Z 2#4 BAR CONT. w/1/8"PILOT HOLE MAX. CONT. RIM h NOTE: 3', ► SIMPSON HANGER TYPICAL �I-� 12"0 SONOTUBE ___'_____r_____T- ► P.T. 2X6 MUD SILL I • FOOTING TO REST �,-/I II ire PROVIDE HOLD DOWN TENSION 'I �","�„"�'�.�� II■� DEVICE PER NOT LE .4& FIGURE iiitititill-�I ON SOLID BEARING SOIL R507.2.3(1)NOT LESS THAN(2) rd LT�T�T�T�TaTaT�v= LOCATIONS PER DECK,WITHIN 1/2" EXPANSION BOARD113 a 2'-0" FROM EA. END OF DECK. ; GRADE ATTACH LEDGER TO END JST. �Ii EA. DEVICE SHALL HAVE 1,500# ) SLOPE W/1/2"DIA. LAG SCREWS @ 23" MIN. STRESS CAPACITY DETAIL AT INTERIOR FOOTING 4 °2((MAXO SHTGA GE R5D7 2 JI GRADE LINE 9 5 &TABLES R507.2&R507.2.1 & I-I I I- I-III-III-III_ > • SCALE: 3/4" = 1'-0 FIGURES R507.2.1(1)&R507.2.1(2) , 2X10 P.T.JOISTS @16"OC J NM • N- 1 - IF FLR.SHEATHING CONNECTED - D INE DIRECTLY TO P.T.2x PLT.INSTALL , '�Q" 6" 1'-0" 6" 24"X24"X8"THICK NAILS OR SCREWS @ 2"O.C. z� - .L FOOTING STAGGERED �•� o SEE DETAIL 1 FOR w/(2)#4's EACH WAY NO SURCHARGE OR WHEEL 2x F.J.(PARALLEL1L FOUNDATION CALL-OUTS LOADS WITHIN 5'-0" x"E" TO FDN.)PER FLR. WHERE FLOOR JOISTS ARE I FRAMING PLAN +• WHEPERPEN ICULAR LOORJOI STALLAR Zz FLOOR JOIST , i RESIDENCE / DECK - ,=D GARAGE RESIDENCE (8,2 � COLUMN DETAIL A35 EACH JOIST TYPICAL (PERPENDICULAR �, 6 n _ n In _ n WHEN"A°EXCEEDS 4'-0", TO FDNJ PER FLR. _ - 3/4 — 1 -0 �,, 3/4 = 1 -0 PERPENDICULAR JOISTS3/4" = 1'-0" WHERE F.J.ARE PARALLEL FRAMING PLAN INSTALL ML26 W/SDS 1/4x1 1/2 \ ,/EACHBLOCKTYP. ' VI- " ' _ OVER CONCRETE OR MASONRY BLOCK FOUNDATION g a I VI FLOOR SHEATHING SEE FOUNDATION NOTE#1 IIII IIII _1p/ IIII SIMPSON A35 -..1 ' ' IN CI ' ' hir / EXTENT OF HEADER(TWO BRACED WALL SEGMENTS) / @ 48"O.C. \ 4 WHERE F.J. PARALLEL TO ' MIN. 1000 LB TENSION STRAP1. 6" MIN. I °`I•• 1 FDN. INSTALL 2x BLOCKING STRAP SHALL BE CENTERED AT _ _ \ _Ill III`lll_III_ o o ° (MATCH JST.DEPTH)FIRST / EXTENT OF HEADER(ONE BRACED WALL SEGMENT) / BOTTOM OF HEADER. 2 X TREADS o9, '4. . 32"&SCREW OR NAIL SHTH'G (� INTO BLKG.@ 3"O.C.TYPICAL / o 0 0 0 0 •I < o 0 0 0 0 // ���". 5 DEGREE MAX SLOPE �" ° . �F" (SEE COLUMN"G"IN BRACED o 0 0 0 0 •I c o 0 0 0 0 �M 3/4" PLYWOOD RISERS Oopa,° •▪ 4 G RETAINING WALL SPECS. 'i :` T'=` ° 111' CONC.FDN. DAMP-PROOFING 011°. ° , FOR O.C.SPACING OF BLKG.) PONY 0 c 0 IIII I WITH(2) 16d RING- it BE WATERPROOFED, FDN. Qg a 1• WALL ° o SHANK NAILS EACH WALLS THAT RETAIN EARTH& 04% ,4 i HEIGHT1 ° / c ° WOOD BEAM Ili ENCLOSE INTERIOR SPACES -•� STAIR STRINGER o AND FLOORS BELOW GRADE A / 0 0 0 0 0 F 0 0 0 0 0 • a 0 0 0 0 0 0 0 0 0 0 D FROM BE TOP OF THE FT o�. °�. . SHEATHING FILLER IF NEEDED nweni-i-II_ NOTE: ° • ° ° ° � / J ° ° ° ° ° FROM THE TOP OF THE FTG. �OQ,YQ:°° , MIN. 3"X 11-1/4"NET HEADER / / N TO THE FINISHED GRADE 4 DO NOT BACKFILL FOUNDATION 0 0 0 0 0 / c o 0 0 0 o II MIRA DRAIN 2,000 OR _ b °• '° UNTIL FLOOR DIAPHRAGM IS 0 0 0 • c 0 0 0 0 0 I ____ WASHED GRAVEL(OR SIM.)�¢ o CONNECTED TO WALL o 0 0 0 0 I CO 0 0 0 00 III o°. '4 \ 2 X STRINGERS ��? ° i 0 0 o HEADER SHALL BE FASTENED TO THE KING a 0 0 0 "A" SO STUD WITH 6-16D SINKER NAILS TOP PLATE CONTINUITY IS f'c=2500 psi c3oo o °° °° REQUIRED PER R602.3.2 CO °° 16D SINKER NAILS IN 2 II fy=60 ksi,grade 60 0 •0 4 0 0 0 c 0 0 0 ROWS @ 3"O.C. NOTE: SEE FLOOR PLAN FOR RISER HEIGHT 7 3/4" MAX. ��°WFASTEN SHEATHING TO HEADER WITH SD COMMON NAILS IN MIN.SOIL BEARING EQUAL o . X3�'.:` 12' 0 0 3-IN.GRID PATTERN AS SHOWN AND 3 IN.O.C. IN ALL FRAMING CO 0° AND TREAD WIDTH 10" MIN. LENGTH(TYPICAL). =1,500 PSF hQ •° • I TOTAL 0 0 (STUDS AND SILLS)TYP. CO 0 0 Chi NOSING PROJECTION SHALL NOT BE LESS THAN MAX.NO.OF STORIES o I' "X" WALL c 0 o c 0 0 0 3/4"AND NOT MORE THAN 1 1/4" SUPPORTED=2 STICK °° 4 HEIGHT 0 0 0 0 -0 0 0 FRAME RESIDENTIAL q6�°° / IF STUB BARS MINIMUM i STAIR DETAIL FLOORS+ROOF W/ $p"U"' j • LAP SPLICE=24" 0. 0. 0 0 0. WOOD STRUCTURAL PANEL MUST 25 PSF SNOW MAX. o 0 DIRECT FLOOR BE CONTINUOUS FROM TOP OF 11 „H„00 4` 0 0 0 o MINIMUM 1,000 LB HEADER-TO-JACK-STUD STRAP o 0 0 0 �� N.T.S. 4 4"(MIN.)CONC. DIAPHRAGM CO N N. .. 0. SHALL BE CENTERED AT BOTTOM OF HEADER AND / 0 0 0 0 WALL TO BOTTOM OF WALL, OR 0 0 0 o INSTALLED ON BACKSIDE AS SHOWN ON SIDE o 0 0 o PERMITTED SPLICE AREA �o oe q� ' SLAB 12'-0"WIDE(MIN.) FROM TOP OF WALL TO p1 4 ELEVATION (SEE TABLE R602.10.4& BRACED WALL / ," ,� ,I ° PLANS FOR STRAP SIZES FOR VARIOUS OPENINGS ',=j ''j L�.�r'° •- n 4 4 ° ° 4 o0 00 00 00 \ o pC 4 4 4 �• SCREWS OR o 0 0 0 0 0 0 0 00 •° 0'° 0'n 0'° NAILS @ 2"O.C. 10' o 0 0 0 .�`o 0 0 0 0 0 0 0 0 f t II "D" U na• % °a,', ° STAGGERED MAX. \ FOR A PANEL SPLICE (IF NEEDED), PANEL EDGES SHALL OCCUR OVER AND BE goo"a.° o o a�-"Z" ►-�:1 00 00 00 00 h a 0 n A'n O n —� a. HEIGHT NAILED TO COMMON BLOCKING AND OCCUR WITHIN THE MIDDLE 24 IN. OF WAL LAR RAB E E \ =III=111=111=III= I=111 4 0 0 0 o HEIGHT.ONE ROW OF 3 IN.O.C. NAILING IS REQUIRED AT EACH PANEL EDGE. 0 0 0 0 4"DIA.PERF.PIPE "Y" ° ` 0 0 0 0 0 0 0 0 4I 10"MIN. IN FREE-DRAINING `0111 tie; °° ' . 3/4"PLYWOOD RISERS GRAVEL BASE $g • 4 °° o o/ 2'TO 18'(FINISHED WIDTH) / °° °° �I WITH (2) 16d RING-SHANK LOWER LEVEL HEEL/ - C /TOE . ° BEAMS OR o 0 0 0 0 o c 0 �,��� • °• FLOOR JOISTS o 0 o MIN.LENGTH BASED ON 6:1 HEIGHT-TO-WIDTH RATIO. FOR o 0 0 o NAILS AT EACH STAIR PER PLAN �� EXAMPLE: 16 IN. MIN. FOR 8 FT. HEIGHT. BRACED WALL LINE STRINGER (-9—) BRACED RETAINING WALL DETAIL °° °° WITH CONTINUOUS • 00 00 SCALE: 3/4"= " °0 0 of MIN. NUMBER OF STUDS SHOWN SHEATHING 0 0 0 0 f, FULL-LENGTH KING STUDS '� 00 00 00 00 / �'I FOUNDATION DETAILS BRACED RETAINING WALL SPECIFICATIONS °° 0° 00 °° 2X TREADS 0 0 .0 NO. OF JACK STUDS PER o 0 0 0 2"x12"STRINGER �. I f FULL-LENGTH KING STUD TABLE R502.5(1&2) pm- (TOP OF WALL IS CONNECTED TO FLOOR DIAPHRAGM) 0 0 0 0 0 0 0 0 7/16"MIN.THICKNESS WOOD 0 0 0 0 0 0 0 0 STRUCTURAL PANEL Imo_.A y t SHEATHING A B C D E F G W X Y Z / / 0 0 0 0 0 0 0 0 0 ° o ./.., pi RETAINED WALL FTG. FTG. WALL MASA BLOCK VERTICAL HORIZONTAL FOOTING FOOTING C3-16d NAILS III JOB No: LARRABEE LOWER LEVEL SPACING SPACING / - - - HEIGHT POSITION WIDTH HGT. -HICKNESS REBAR REBAR TRANSVERSE CONTINUOUS R (MAX.) (MAX.) \ NOT \ �� SIMPSON H5'S AT 32" DESIGNED: LG o'-4' 10" 28^ 9" 6" 72" REQ'D #4 @ 24" #4 @ 24" #4 @ 24^ (3)#42"x4" 16"o.c. STUDS O.C., STUD TO STRINGER DRAWN: JR 4.1'-6' 12" 34' 9" s° 72" 72" #a@,a" #4@18" #4@19" (3)#4 \ DATE: 12/12/2017 2 ANCHOR BOLTS PER R403.1.6 REQUIRED FOUNDATION PER CODE 6.1'-8' 12" 42" 10" 8" 42" 46" #4 @ 18" #4 @ 18" #4 @ 18" (4)#4 SHEET 8.1'-10.2' 12" 50" 12" 8" 24" 24" #5@14" #5@12" #5@14" (5)i#5 CONTINUOUS SHEETED PORTAL FRAME K STAIR DETAIL 10.3'-12' /Z;T'r 60" 12" 8" 18" 18" #5 @ 9" #5 @ 12" #5 @ 9" (6)IR5 1 O� 1/2" = 1'-0" � /12 / N.T.S. A-2 . 2 NOTE: FLOOR DIAPHRAGM MUST BE CONNECTED BEFORE RETAINED SOIL IS PLACED AGAINST WALL. WA COI LOT 28 0EC 1.15[127171111 N oQ Q;_m CITY OFANACORT: MINIIIMINININIIMI LANDED GENTRY a / INLET PROTECTION J � Z DOWN STREAM PER HOMES AND COMMUNITIES INLET PROTECTION PER C220,CATCHBASIN :,,,:p O 10'UTILITY FILTER TYPE C220, BLOCK&GRAVEL EASEMENT ( i GENERAL NOTES FILTER TYPE , �1 I 113.3T I OWNER: 2".22' I 'IiLANDED GENTRY I 504 E. FAIRHAVEN 66.00' 6 BURLINGTON, WA mmgwowKggIggen US 21.1 98233 EXIST206.0 �, �. , , „ 1-(360)-755-9021 s�assv s ra a9awsz.� gm,s =rem"� GRADE LIE si CHECK DAM PER BMP I BUILDING: SSCO C207: CHE CK DA MS, 1ST FLOOR AREA- i 14 I WM9 SF AS NEEDED. 2ND FLOOR AREA— 1,306 SF rx�xex�x_. -ix---- I 11 _ TOTAL FLOOR AREA— 3,220 SF x1.�x-.max-max x�x—�x��x��x-�.x--x�.x-�.x�-x—�.x x x��x�. t r.4a x x x�.x�.x��x x �x�.x x.L�x x x��x s YD T�y{ING CTION - is� z. GARAGE AREA— 696 SF 39.3/r % 0Q/ BMW C OgMCON PEpTH PROP 4 SS UL HING& EXIST •S 15'" QUAUN SERVICE LINE BMP C233: SILT FENCE 10'BUILDI BMp C121'. gTRUGTIO t GRADE WM SDCB SITE: SS , � '� SO FENCING TO PROTECT UAI ITS TNI • TYPICAL i SETBACK BMP C233: SILT FEN E T5,13'.p ND DEP I b ,� •, _ - PLACE SILT f tNC ON SOILO 1O UTILITY P.U.D UNDERLYING R2) LO m SSC° DOWNSTREAM DOWN STREAM SI La E OF I °r PROPERTIES STOCK PILE k • I ZONING: ZONI t EASEMENT BMP C103: IGH VISIBILITY SETBACKS: I t — 4 67' CE ' 12"04' 43 29' % t 6.00' -- LINE K OF PUBLIC ALL SETBACKS IN COMPLIANCE 0 2.0i' - 2.67' l° x—x x—x • ENTRY TNT CONSTRUCTION WITH CITY GUIDLINES 10'DRAINAGE & I cy PROPOSED 4"SCH 40 PVC DRAIN LINE • SITE SIDEYARD MIN 5, 15' COMBINED SEWER EASEMENT I + REAR YARD MIN 20' \4 i I • I FRONT YARD MIN 20' % r- _.,_ �� .� �. 11.1 _.�. •�S� D. 1 �� 0' FRONT ' HEIGHT.•-S _ YARD BUILDING, 35' 61� • MAX. ALLOWED: �-� SETBACK i PROPOSED:UNDER '` I I PARKING: i • PARKING SPACES PROVIDED= • 3 IN GARAGE, 3 IN DRIVEWAY "I iz ' i 1. o SOIL j;TOCKPILE LOCATON LOT LINE& L I Y i „ I I ; •I \ : RIGHT-OF-WAY "' 20.56 U I COVERED BMP C123: PLASTIC COVERING LINE w � -;,. I 0 _ �I PORCH xSTORM EVENTS ANDIWHHEN DURING NOT i COVER,WITH LOT COVERAGE t - ING VfORKED FOR MORE THAN • BUILDING AREA: �" 220.80 FF MAIN GI t TWO DAYS 2,932 S.F. N II 210.80FFLL ' 1/4 uJ ':: CURB& > o x • , .;* GUTTER LOT AREA: PATIO BELOW AI' � h 7,936 S.F. I'm IN COVERED DECK '! 20' `REAR YARD j[ ALL COVERAGE. 3 A• V • fib* > .. Q BUILDING SETBACK aj _._ • 2,932 / 7,936 = 37.0% ' 401111r its MAXIMUM ALLOWED: 37.5% I LOt 27 I 7.4� LO I Q II/PERVIOUS COVERAGE I r ) n �i BUILDING: ?_,585 S.F. I zit! = (65.S6 STEPS/WALKWAY 28 S.F. I PORCH: 139 S.F. w z co o PATIO: 206 S.F. I y02 21858 I DRIVEWAY 584 SF.Pn N TC DRWI ( I TOTAL: 3,542 S.F- a = H 1 ', m LOT AREA: o 7,936 S.F. LOT LINE 3 '' 6-ti RI I PERCENT COVERAGE. ` ;' `: ° 3,542 / 7,936 = 44.6% GARAGE DRIVEWAY I MAXIMUM ALLOWED: 48.0% 21 1YD— II os �. 20'BU LDING bAuLCHING& I I SETBACK LINE o� BMp C121. CONSTRUCTION t 20.p0' 219.82 I I{ i O 'f5.13:OPOA TM &ND DEPTH TC DRWY BMP C233: SILT FENCE - 9 SOIL ! p PERIMETER SILT--� t' 1.9% p Z FENCING TO PROTECT I ION DOWNSTREAM B�P3�pSTC�NppE N �• PROPERTIES , 4 SOILL}Up t 1-----N __ . 114140" — M I o os os • I . •' • • `n • • • PROPOSED 4"SCH 40 PVC DRAIN LINE 0 • • • • • • • • • • Ld • __ GRAPHICSCALE 207.0 mmm 27.s7' -- 2.00' + ss.oo' mm II GRADEEXIST .... 19 69 6 0 3 I6 12 -. �,.- . . �.. •� , Erosion Control Notes for Residential Construction- City of Anacortes ( IN FEET ) I his Horiz. Scale: 1 Inch = 6 Feet CHECK DAM PER BMP I220.8 C207: CHECK DAMS, LOT INE GRADE EXIST SSMH A. Erosion Control Best Management Practices shall be in place per the O t . AS NEEDED.' e accepted site plan prior to any construction stark. m ) B. The erosion control shall be inspected once a day and modified to meet W — BMP C103: HIGH VISIBILITY \ I P 48 NORTH the surrounding conditions as needed. FLAB i IC FENCE n C. The storm drain system shall be cleaned daily(Section 7-07.3). All Li.l IN REDUCEINT CONSTRUCTIONRISN PUBLIC �1 Td - , a LARRABEE LL drainage systems shall be cleaned to the acceptance of the City of ENTRYI INTO 1 Anacortes prior to acceptance of the project. O Uf 1 S�Q ) 3-CAR GARAGE LEFT D. Stabilized construction entrances and roads shall be installed at the / " / I U C beginning of construction and maintained during the duration of the , CD j N`r 1 project. Additional measures may be required such as wash pads toEROSION CONTROL PLAN ensure that all paved areas are kept clean. No mud is allowed to enter � � G onto City streets. / �� �^ LOT 27 (P 133685) E. Any soils exposed that will not be disturbed for two(2)days during the / / q `wet season or seven (7)days in the dry season shall be immediately I LQ 1503 LATITUDE CIRCLE stabilized with the approved ESC methods(seeding, mulching, plastic - covering, etc.) LOT 26 , F. Two (2)weeks prior to the beginning of the wet season(October 1), all ANACORTES WA disturbed areas shall be reviewed to identify which ones can be seeded in preparation for the winter rains. Disturbed areas shall be seeded within one (1)week of the beginning of the wet season. A sketch map U JOB NO: PLAT OF "48 NORTH" of those areas to be seeded and those areas to remain uncovered shall Z be submitted to the Project Manager. The Project Manager can require ABBREVIATED LEGAL DESCRIPTION. DESIGNED: LG seeding in additional areas in order to protect surface waters,adjacentCt properties or drainage facilities. LOT 27, 48 NORTH PLAT & PUD, SECTION 22, TOWNSHIP 35 DRAWN: G. Penalties for an Erosion Control violation are subject to a$300 to$1000 NORTH, RANGE 1 EAST, W.M., CITY OF ANACOR TES, SKAGI T DATE: 12/07/2017 fine under Chapter 17.66 - Penalties for Violation. Each day is COUNTY, STATE OF WASHING TON. considered a different violation. SHEET I I 1 of 2 . •n 11111111111111 DEC 1'5 2011 0 .......... CITY of ANACORTES LANDED GENTRY HOMES AND COMMUNITIES n x L `T''.f w -iF 5.P- 42 -3, c- L f, 4 », - 1 ' - 1 r • 1 . §1V S,.n ,, 2 k, .sJ•e'. Y'" S:. H'?A t ' Y £wE$} k drtr"' a y� A ° °, ° ° I„ ,(, ..,.. , ., ,.° : .. °' t,"tif-):-'',,''' , -.'-' :1 4.k. °e5 S�yyss - n .'ak ' r ?ry t' K 3 Nam` a<� w v " � L b - .k °, i • u w,. 1^: : .e >£< 'yak—n . v i .. ti Y:� eLh4.n i .Y .. - ih l >>a-, ar ���P';a � a tp h ry r pp F i3 Oa v'&'e V. K ° Y' :5 : H . « i''':— :S:''''':''''' :'''-'''''S ' .. 1:":- ''' ' ", - '''''',17",s,' s'is":":,'— ' ''4 ":"S'isssiSSis Siii:„i:''':'• ''.-SiSSS:siii..si„7,.iiiiiiii-Sils:Si.),:.:iiiii:ii,„,„silisis.::::"Siix*ii i' kx ° T- :4''''' k tr. mot£" ° gilli "'S4! a qbl' .. if a' Y. i K Pax rc, v..Y ��ti` .. �°...r pa *¢ �. ., . .<< . .. ... ° '^tasty Si h ra. aw- : st �.# la"#, tare y , AO -• .. / SITE LOCATION ct illr 0 . z I " I , „ ••;:f.),,,,::::,,," ; ANACORTES , WA 48 NORTH LARRABEE LL 3-CAR GARAGE LEFT LI CTAN �}17 Goagie 1000 r� � �, � LOT EROSION 27 (P133685) 1503 LATITUDEON CIRCLEROLPL VICINITY MAP ANACORTES, WA Map data a2 LOT 2 (P133660) JOB NO: PLAT OF "48NORTH"1406 LATITUDE CIRCLE ANACORTES, WA DESIGNED: LG } DRAWN: DATE: 12/07/2017 SHEET �` 2 of 2 .:,.--, iiii F.,....0OR FLAN NOTES : / 38'-6" '-O"/ iNI IIIMMO / 14'-4" / 241-2" ino ALL DIMENSIONS ARE TO FACE OF STUD WALL UNLESS NOTED OTHERWISE, 21. TO COMPLY W/ 2015 WSEC SECTION R406.2, THIS HOUSE (3,041 SQ. FT.) 4'_g3/4" 4'-101/2" 4'-n" 4'-lO1 " 8'-4 ° S'-2° 5'-9° iii ii VERIFY DIMENSIONS SHOWN ON PLANS, DO NOT SCALE OFF DRAWINGS, WILL NEED 3.5 ENERGY CREDITS, TO ACHIEVE THIS, THE FOLLOWING / / / / / / -II/ / / OPTIONS HAVE BE SELECTED FROM TABLE 406,2: 13'-101/2" 24'-7�1" 2. FRAME MAIN FLOOR EXTERIOR WALLS W/ 104 5/S" 2x6 STUDS a 16" O.G. OPT. la (.5 CREDITS): EFFICIENT BUILDING ENVELOPE. SEE NOTE *15 / / / LANDED GENTRY TYPICAL. FRAME LOWER FLOOR EXTERIOR WALLS W/ 104 5/8" 2x6 STUDS FOR INSULATION VALUES. 23e 24'-2" dp,24'4" a I6" O.C. TYPICAL OPT. 3a MO CREDITS): HIGH EFFICIENCY HVAC EQUIPMENT. USE GAS FIRED FURNACE W/ MIN. AFUE OF 94%. USE CHAMPION GAS FURNACE HOMES AND COMMUNITIES 3. FRAME MAIN FLOOR INTERIOR WALLS W/ 104 5/8" 2x4 STUDS a lb' O.C. WI (OR EQ. - VERIFY W/ BLDR.) W/ 95.5% AFUE. \ \ \ I/2" GYPSUM WALLBOARD BOTH SIDES TYPICAL, FRAME LOWER FLOOR OPT, So (.5 CREDITS): EFFICIENT WATER HEATING, ALL SHOWER HEADS 4 ALUM. BALING WI TEMP. INTERIOR WALLS W/ 104 5/8" 2x4 STUDS a l6" O.C. W/ 1/2" GWB BOTH SIDES KITCHEN SINK FAUCETS SHALL BE RATED AT 1.15 GPM OR LESS, ALL OTHER 1 I TYPICAL UNLESS NOTED OTHERWISE, LAVATORY FAUCETS SHALL BE RATED a 1.0 GPM OR LESS. LASS PANELS (VERIFY P.T.! 6x6 POST s W/ BUILDER - TYPICAL) s F (0 TYPICAL) OPT. Sc (1,5 CREDITS): EFFICIENT WATER HEATING. WATER HEATING SYSTEM 0 = COVERED DECK it 4, FRAME GARAGE WALLS W/ 2x6 STUDS a lb" O.C. (VERIFY HEIGHT OF SHALL INCLUDE GAS WATER HEATER W/ A MIN. EF OF 0,91. USE NAVEN WALL ON-SITE PER AS-BUILT FOUNDATION) NPE-ISOA (OR EQ. - VERIFY W/ BLDR.). UNIFORM ENERGY FACTOR OF .96, 74 O 5/4x4 54S CEDAR 01 O RECOVERY EFFICIENCY OF 99%, (2)4660 XO DECKING (OR EQ.) 0I 5. PLUMBING WALLS TO BE FRAMED W/ 2x6 STUDS a 16" O.C. SEE PLANS (SEE NOTE *14) I FOR LOCATIONS (VERIFY JOIST PLACEMENT ABOVE AND BELOW FOR \ \ \ —� ❑ n D r--- I \ \ CLEARANCE) 4x6 HF*2 4x6 HF*2 5060 XO 5060 XO O • 6. ANGLED WALLS TO BE 45 DEGREES TYPICAL UNLESS NOTED OTHERWISE fin- \ o ;,:a,= T�"! \ N\ 11 I l tl, ' t;, 4x6 HF*2 4x6 t *?' 60E30 FRENCH DOOR ill 19 1. DIMENSIONAL LUMBER TO BE HEM-FIR *2 TYPICAL UNLESS NOTED -th - 4x12 14F*2 OTHERWISE O . 8. UNLESS NOTED OTHERWISE USE 4x6 HF*2 HEADER IN 2x6 EXTERIOR WALLS \ I ABOVE DOORS AND WINDOWS W/ R-IO (MIN.) INSULATION. USE 4x6 HF*2 _^ 2 > I I r �i HEADER IN 2x4 EXTERIOR WALLS (IF APPLICABLE) ABOVE DOORS AND O U to Q I I jL o m WINDOWS U.N.O. BEAMS AND HORS. TO HAVE I I/2" MINIMUM BEARING = ' Q_ F. Y -1 _ I I = r , rc TYPICAL U.N.O. (BEAMS SHOWN ARE MINIMUM REQUIRED OR BETTER Q \ 0 s -� I 0 \ I MASTER BEDROOM x SIZE AND GRADE MAY BE INCREASED PER BUILDER'S DISCRETION) r 0 It _J = I I tt 2 9. VERIFY PLACEMENT OF 4x6 POST IN STUD WALL BELOW ENDS OF Q c J'V i Q Z 9 mI _1I d iGIRDER TRUSS ABOVE W/ ROOF FRAMING PLAN ON SHEET A4.1 4 -to -' �I4 =` �i \ [il VAULTED I +1) 01 10, PROVIDE 2x6 BACKING IN ALL BATHROOM WALLS FOR TOWEL BARS, — J IZ \ GREAT ROOM O TOILET PAPER DISPENSERS, MEDICINE CABINETS, ETC, BETWEEN STUDS. N IH I a COORDINATE W/ BUILDER/OWNER FOR LOCATIONS 1 l7 Q 2 \ `� /14 -2 1 S 7 12 -10 > 9 -10 2-O v 0 IF. INSTALL I/2" HIGH-DENSITY GYPSUM WALLBOARD AT GARAGE/HOUSE tO x / I / I ,y /� ai WALL AND GARAGE BEARING WALLS, 4 5/8" TYPE-X GWB a GARAGE = a? I J I l CEILING \ \ Ucm 34 I/2" HIGH 2x4 N N T 12. INSTALL 20-MINUTE RATED DOOR ASSEMBLY W/SELF-CLOSING HARDWARE I STUD WALL BELOW 13. REQUIRED STAIR RAILINGS TO COMPLY WITH IRC SECTION 312, DECK rn 12" VANITY �" U I I I RAILINGS TO COMPLY IF DECK IS 30" OR MORE ABOVE FINISH GRADE (VERIFY ON-SITE). N i� I 0 L 8 -81I 21-2" -21I I I .4 I �9 \ O w = � II � N I �� � c0 I II 3 14, EGRESS WINDOW DIMENSIONS, CLEAR OPENING AND SILL HEIGHT TO 10'-0" .Ev cn "I, I, \ \ r I 0 �� _ - COMPLY W/ IRC SECTION 310,1 (VERIFY W/ WINDOW SUPPLIER AND/OR / m M to V MASTER BATH 4I" s a R -n 3 a MANUFACTURER) O 2-6 \ r Q W — \ � t- I O ui II O � IS. COMPLIANCE DATA FOR THE 2015 WASHINGTON STATE ENERGY CODE 4 - I a �\ I I Q X 7 IS \ IRC CHAPTER ll IS AS FOLLOWS: , / I O co I I I VAULTED V 7 SLAB: R-10 a PERIMETER 4 UNDER ENTIRE SLAB -Si10 > V I I I KITCHEN O o 4 \ \ - WALK-IN I 1- �fl _ FLOOR: R-38 (a ADJACENT TO UNCONDITIONED SPACES) Q� I m � _ WALLS: R-2l (R-10 MIN, a HEADERS, TYP.) = ' C I CLOSET I Q Q ' ' INT, BSMT, WALLS: R-21 _l e (...:, 1 S N W O 51 FLAT CEILING: R-49 (R-38 IF INSUL, DEPTH IS MAINTAINED TO - �7 N 0 12-4 I OUTSIDE FACE OF EXT, WALL) ` 111 • Ical 0 Cull1 VAULTED CEILING: R-38 3'-O �\ I - I c0 TO24 S.F. EXEMPT) --' - OPT, _ 4'-3" 6'-3i2" 2'-I1" - J c0 _ I DOORS: U=.200 MAX, (ONE DOOR UP �- S a R V , WINDOWS: U=.280 MAX, t �� / / N REFG, ANGE W, 1 GLAZING: 551,0 S.F. = 11.1% OF FLOOR AREA s 0 1- V.T.O. -h - -- , -, I - \ \ N AROiHEOD- - - I _r _O SKYLIGHTS: U=.500 MAX. I FURNACE TYPE: NATURAL GAS FORCED AIR W/ MIN. AFUE OF 94% tL \ \ �0 \ v 1-1\cpW D �, _C 1 , o , \ \REFER TO 2OI5 WSEC CHAPTER 4 a IRC CHAPTER II FOR VERIFICATION OF scil LIN. U THESE VALUES C 0 W v cil N \ IK U N + �4 rn tY in 0 c BEDROOM *2 I ?'Qe I, 39" VANITY ���JJJ 0 w 0- 0 n_ cm ,� 16. MINIMUM REQUIREMENT FOR ATTIC VENTILATION IS AS FOLLOWS = c' 0 Z s LAUNDRY �o _ \ - 0 Si 0 \ n1 (CALCULATED a I/300th OF ATTIC AREA): \ N W N r 3 -O BATH N i+ 2-CAR GARAGE: 3 CAR GARAGE N 13'-5�2" `^ 2'-6" Ill ?' + AMIN.CTUAL p. 1,302.24 SO, IN, N a�� __,-1- / L \ y iv ti1 PROVIDED: 1,630,88 SQ, IN. " " " ° " m S -O 4 -10 3 -� 11 i4 -9 S \ \ h VENTED BLKG.: 106.88 SQ, IN. (15 a 9.425 SQ. IN, EACH) 1 m / / SEE N I D 11 EQ, R. 0 I =� RIDGE VENT: 924.00 SQ, IN. (11 L/F a 12 SQ. IN. PLF) ¶ , / al m �i Q 3-GAR GARAGE: 12" BYPASS = NOTE *12 /ti Q U r MIN. REQ'D: 1,401,56 SQ. IN. \ CLOSET 2' SI' M J 0 '\ I /H{ I LF 4CAP LL / Q Q U i �nI c<1 ACTUAL PROVIDED: 1,816.03 SQ, IN. 7 �\ \ \ I ' O \ SHELF 4 RODin si VENTED BLKG,: 688.03 SQ. IN. (13 a 9,425 SQ, IN. EACH) o+ OAS DN. 5 EQ. RI ERS N Q I O Vx = rRIDGE VENT: 1,128,00 SQ, IN, (94 L/F a 12 SQ. IN. PLF) \ N \ 00_ AS FURIZI. ki Q) cv 3 I 1- I u I II IN ATTIC FIER " 0 la " 1 II II J,1 -11a 1. SEE ELECTRICAL PLAN ON SHEET ELI FOR LOCATION 8 SIZE OF EXHAUST 3'-O I 10'-O/z Z -6 5 -2 2 -S 8 -Oh 3 -6 ' " cnFANS, LOCATIONS AND SIZES REQUIRED TO COMPLY W/ THE STATE OF N / OP7 / / ' / IIiC 105_.3 / i / / / WASHINGTON VENTILATION 4 AIR QUALITY CODE 4 IRC MI5O1,4 N 31-5i2' _ \ _ \ I �I ENTRY, 8 a R ARE AS FOLLOWS: 4x12 HF"2 HDR. CONT. —� PLATFORM 18"S2 I ICLOSET KITCHEN: 100 CFM RANGE HOOD ABOVE SLAB LAUNDRY: 50 CFM 80 CFM RECOMMENDED) \ \ PULL-DN = \ BATHROOMS: 50 CFM (SO CFM RECOMMENDED) 8-O x1-0 OVERHEAD (SEE NOTE *19) STAIR �Q S _ 6'-O" BYPASS NOTE: ALL FANS ON 20-MINUTE TIMER TYPICAL, ELECTRICIAN TO GARAGE DOOR x j1.-= — ,j W N ATTIC ACCESS CI c±l + VERIFY INSTALLATION OF GFCI OUTLETS IN ALL WET AREAS. VERIFY �\ BOLLARD r 4'-OI' 4'-2 " 0 O = N\ TYPES 4 LOCATIONS OF ALL ELECTRICAL FIXTURES W/ OWNER AND/OR r 'n Z BUILDER 1'-S " S'-O" 6 " / �'-S" 3'-1 " 8'-2'h" 7 / / // N IS. INSULATE ALL ACCESS DOORS/HATCHES TO CRAWLSPACES/ATTICS / 10'-OII / 2-CAR GARAGETO THE EQUIVALENT RATING OF THE INSULATED FLOOR, WALL OR , O CEILING THROUGH WHICH THEY PENETRATE 1- - cal r al e4- - "' 4x.• HF*2 STUDY to — IS. MOUNT HWT ON PLATFORM IS" ABOVE GARAGE SLAB PER 1RC 1301.3. 3-CAR GARAC E OFDT. " Q U 1I \ r t7 STRAP HWT TO WALL PER IRC MI3O1,2, PROVIDE OVERFLOW PAN 8 • 0 1660 PIPING PER IRC CHAPTER 28, INSTALL T 4 P VALVE 4 PIPE TO EXTERIOR 1/4" = lI " ADD 220 S.F. Plc O LARRABEE TERMINATION, INSTALL A VACUUM RELIEF DEVICE PER MFR SCALE: -O'S SPECS. TOTEMP. 0 HWT PER UPC 504,E zii LOWER LEVEL a 4x6 HF*2 20, WHOLE-HOUSE VENTILATION PER IRC MI501.3, WHOLE HOUSE FAN LOCATED 1 13 II 014 \ \ \ IN LAUNDRY ROOM (VERIFY W/ BUILDER) 0 5050 XO ' (SEE NOTE *14) I I 21. DISAPPEARING STAIRS OR ATTIC ACCESS PANEL COVERED W/ 5/8" 0 w I I - GWB AND PROVIDED W/ WEATHER STRIPPING GASKET FRONT PORCH 01 I Tri1- o MAIN FLOOR PLAN ' 22, FIREPLACE TO BE SUPPLIED WITH OUTSIDE COMBUSTION AIR DUCT AT 4" CONC. SLAB -RI I -R I I COASTAL 2 LEAST 6 SQ, IN, AND PROVIDE READILY OPERABLE DAMPER. INSTALL I GA5 FIREPLACE W/ CLEARANCES AND COMBUSTION AIR PER 6x12 HF*2 HDR. CONT. 6x10 HF*2 �/ 6x10 HF*2 MANUFACTURERS RECOMMENDATIONS AND PER CODE \ \ \ 1 \ -- N - \ N N MAIN FLOOR FLAN`l 16'-O"x1'-0" OVERHEAD GARAGE DOOR ` =s 23, 12 - l6 FIBERGLASS FACED GWB BACKER AT TUB/SHOWER SURROUND mc\v JOB NO: LARRABEE LOWER LEVEL 5'-5%" 11'-6 " 12% P.T. 6x6 POST WRAPPED 24, PROVIDE MINIMUM OF 22" x 30" ATTIC ACCESS W/ MINIMUM OF 30" HEAD SCALE: 1/4" = 1'-0" 1,914 S.F, / / PER BLDR. W/ 16" x 16" DESIGNED: LG I CLEARANCE PER IRC 801, USE PLYWOOD DAMS TO CONTROL CEILING / 21-6" / 16 1-0" / 2I-6II )-I II/ 2I-lII )...1011/ 6I-0II / 6 -OII / MASTIC-APPLIED STONE DRAWN: JR INSULATION REQUIRED 3,220 TOTAL S.F. / 211-0" / S'-6" / 12'-0" / COLUMN BELOW (2 TYP.) DATE: 12/13/2017 25, PROVIDE PARTICLE BOARD UNDERLAYMENT AT VINYL. COORDINATE GARAGE: 476 S.F. 30I-6" SHEET THICKNESS W/ OTHER FLOOR FINISHES TO PROVIDE SMOOTH AND FRONT PORCH: 121 S.F. / / LEVEL TRANSITIONS BACK DECK: 196 S.F. 26. USE PRIMER/SEALER ON GWB BEFORE AND AFTER TEXTURING LOWER PATIO: 196 S.F. A3 • 1 WA / 38'-6" � / / 14'-4" / 24'-2" / SI a 7 4 -5ia / 5 -51h 7 4 -5ia / Z-6�a / 10 -10/a / 5 -9 / 13'-Iok" / 24'--va" , LANDED GENTRY OVER CONCRETE OR MASONRY BLOCK FOUNDATION 244 12'-I" / 12'-I° 4,2%a" HOMES ANDCOMMUNITIES / EXTENT OF HEADER(TWO BRACED WALL PANELS) / WITH DOUBLE PORTAL FRAMES / EXTENT OF HEADER(ONE BRACED WALL PANEL) / \ X N IX \ WITH SINGLE PORTAL FRAME // P.T. 6x12 DE-L*2 P.T. 6x12 DF-L*2 / I 0 0 o 0 0 c - c o 0 0 0 0 P.T. 6x6 POST O 0 0 (3 TYPGAU COVERED PATIO _ PONY 0 c 0 ° MIN. 1000 LB TENSION STRAP 9 4" CONC. SLAB (IF USING CRAWL O WALL o 0 ° f PER TABLE R602.10.6.4(ON 0 SPACE OPT, PATIO BECOMES O HEIGHT1 OPPOSITE SIDE OF SHEATHING) DECK (SEE SHEET A4.3) O c P o (2)4660 XO CO 0 0 0 0 0 °• a o 0 0 o X (SEE NOTE *14, SHT, A3,1) / 0 0 0 0 o c 0 0 0 0 0 0 0 0 0 o c MIN. 3"X 11-1/4"NET HEADER / c 0 0 ° 0 0 SHEATHING FILLER IF NEEDED —� �_ \ \ 0 0 0 0 o c (STEEL HEADER PROHIBITED) 0 0 0 0 0 ° 4x6 HF*2 4x6 HF*2 ' I Coo 0 0 o 8060 XOX \ \ O 0 0 0o c `c ° 0 0 0 0 0 \ 00 0 0 0 0 0 0 0 0 5 1/8x.3 GLB 24F-V4 DF/D 608O FRENCH DOOR I 0 o C \ FASTEN SHEATHING TO HEADER WITH 8D COMMON OR c o 0 o FASTEN TOP PLATE TO 4x10 HF*2 GALVANIZED BOX NAILS IN 3" GRID PATTERN AS SHOWN 0 0 o c 0 0 0 HEADER W/TWO ROWS I 12' 0 0 ° o° OF 16D SINKER NAILS - OTAL °° ° c o 0 0 @ 3"O.C.TYPICAL N # w BEDROOM 4 WALL 0 0 o c MINIMUM 1000 LB HEADER-TO-JACK-STUD STRAP CO 0 0 N S I I I HEIGHT °o °a PER TABLE R602.10.6.4 BOTH SIDES OF OPENING ./. o 0 0 0 14'-2" 3'-Z " I ON OPPOSITE SIDE OF SHEATHING (SEE BRACED /- / �. - I} °° °° WALL PLAN FOR STRAP SIZE PER SPECIFIC OPNG.) °° °° WOOD STRUCTURAL PANEL MUST /" „ U s Ul 00 0 0 on 00 BE CONTINUOUS FROM TOP OF / 5-4 a 5-2/4 / I I FALSE BEAM ASV. (TYP.) 1 n- LA 1< 0 0 0 o WALL TO BOTTOM OF WALL, OR �-� °° °° MIN. DOUBLE 2x4 FRAMING COVERED WI MIN. 3/8" THICK O pin \ WOOD STRUCTURAL PANEL SHEATHING W/8D COMMON 0 0 0 0 FROM TOP OF WALL TO I I I - w x CO Co-4 / PERMITTED SPLICE AREA O `Y ID _ 0 0 0 0 OR GALVANIZED BOX NAILS @ 3"O.C. IN ALL FRAMING / 0 0 0 0 Ify 0 0 0 0 (STUDS, BLOCKING&SILLS)TYPICAL 0 0 0 0 12" BIPASS -,I I O 0- 11 _, I O O 0 0 0 0 0 0 \` 1= J L \ Q 1 LL m 10' 0 0 0 0 o 0 00 0 0 0 00 � - CLOSET rn 8-I I Ca V I a x O MAX. °° o o FOR A PANEL SPLICE(IF NEEDED), PANEL EDGES SHALL OCCUR OVER AND BE 0 0 0 0 �i ,, 10 LI FAMILY ROOM z p 0 w_ \ ," HEIGHT NAILED TO COMMON BLOCKING AND OCCUR WITHIN THE MIDDLE 24 IN. OF WALL n SHELF 4 ROD 6 —0 2 -S Q Ui I I O I Q .. 00 HEIGHT. ONE ROW OF 3 IN. O.C. NAILING IS REQUIRED IN EACH PANEL EDGE. 0 0 0 0 \ \ / / / , N }1 I Q I "I I O oc �0 00 00 e'' 2'TO 18'(FINISHED WIDTH)OF OPENING I' o 0 0 0 U. QI U. o 1 W 7 m N °c '°/ l TYPICAL PORTAL FRAME FOR SINGLE OR DOUBLE PORTAL \ S) I \ 0 c 0 0 0 0 0 o CONSTRUCTION q� — r x -0-* o c MIN. LENGTH OF PANEL PER TABLE R602.10.5 00 00 ry - - _ ._ i ate-- (16"MIN. ONE-STORY;24"MIN. TWO-STORY) MIN. 1,000 LB. HOLD- ' ^ 0 ± a� o c 0 0 DOWN DEVICE °° °° MIN. DOUBLE 2x4 ' nj O W _ - T r BEAM ABV. T N m E L -i-? MIN. (2)3,500 LBPODOWNS I I u(SE£ SHT. A42)EMBEDDED INTOEDED 00 0 o STUDS PER TABLE INTO FRAMING NAILED INTO FRAMING o 0 0 o R502.5(1)&(2) - U I- lL I N Q - ... O �p °° ° °° ° ,-fin \—,. z Q BEDROOM *3 in �� < o v FULL-LENGTH KING STUD NO. OF JACK STUDS PER �p t �x a Q W c0 ' I °` D°�— (MIN. NUMBER OF STUDS TABLE R502.5(1&2) ► 0 0 0 0 7/16"MIN.THICKNESS WOOD N d' * V \ al 1L _ °C 0 0 SHOWN) 0 0 0 0 - STRUCTURAL PANEL O W =1 V 1 j �� SHEATHING z _ �0 / / b o 0 0 0 0' o 0 0 0 0 0 / x z CI SI N - u n u u _..- i u r Jr/ In � 4 I1 , 4 -6 2-5 9 G 1 -lis le MIN 1 ANCHOR BOLT PER R602.10.6.2 �= r - \ \ �� �� �\ SIDE ELEVATION \�. -- � _ REQUIRED W/2x2x3/16 PLATE WASHER FOUNDATION PER CODE a J 3 _p� C f� i '1- Q� w I— I PORTAL FRAME WITH HOLD DOWNS (PFH ) z \ _ a ro D I ir.,- N- ,„ . .�o - , BATH 9 0 'n N 4 . \ \ / \ D r 41_1" 2'-10" z -' t z 10'-O" m 2, 8 p'-p" J in P , HALF WALL W/ ', HDWD. CAP ��o-e _ 6" X 2,-8" ,// • 4" — Aa 44 'P UP II EQ, RISERS / u �Q m 3 -6 , in \ 4/ °° e V. L rD °V4 > d• �' o e v �d e V — \ \ � � 4 I o< I a 1, :o . t FLOOR LINE ABOVE FLOOR , Lir 5 EQ, R. LINE ABV. • D ie 4 4 . ? D I :14 1:t'is114,'' av • 4 4 4 p, ,,, 1 CV , In (n • . 1 LARRABEE , e ° LOWER LEVEL 1 e4 o D , o . D D ° 0 1 O 4 o LOWER FLOOR PLAN v o _ o 0 4 0 COASTAL 1 & 2 - 0 C JOB No: LARRABEE LOWER LEVEL 101-0" 21'-0" 5'-6" 12'-O" DESIGNED: LG / / / // /� GA RA / 361-6" / DRAWN: JR DATE: 3—CAR GARAGE OFT. LOWER FLOOR FLAN SHEET 12/13/2017 SCALE: 1/4" = II-0" 2 SCALE: 1/4" = 1'-O" 1,306 S.F. A3 ■ WA _ , 1 D Q 8 AEIS 3E1 ill SEISMIC CALCULATIONS: IRC TABLE R602,10,3(4) IMO 48'-6° / -°" SEMI / 11 ADJUSTMENTS 2-6NIMINIMP 1 " 1 -6 1l-6 21 -0 / STORY HEIGHT 1.0 1,2'-5%."/ 9'-41/2" /2'-5�4",2'-3 "/ I 10'-41" / 2'-8" / 6'-2" / 2'-8" 4 LANDED GENTRY WALL DEAD LOAD 1.0L HOMES AND COMMUNITIES ROOF/CEILING DEAD LOAD 1.0 I STONE/MASONRY IN SDC C-D2 N/A II 1I CRIPPLE WALL N/A I SEE NOTE *8 I I I SEISMIC FACTOR TOTAL 1.0 CS-WSP CS-WS ' I SEE NOTE *8 \ \ \ \ i 0 n -ir H o (12" HIGH OPNGS ) O (MIN x12 1,4 BRACED WALL LINE - SEISMIC COMPLIANCE (SECTION R602) °- CS-WSP CS-PF - NEA ER) CS-PFI, re? R BRACED BRACING BRACED WALL REQ'D BRACING: B.W.L. SPACING SEISMIC FACTOR: BRACED WALL ACTUAL ' , U , (12" HIGH OPNGS,) C96" HIGH OPNG.) N 9 WALL LINE METHOD: LINE (B.W,L.) RATIO TABLE FACTOR: RATIO STORY HEIGHT REQ'D (AFTER BRACED WALL _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ - - N_ INDICATOR TABLE R602.10.4 TOTAL LENGTH R602.IO.3(3) TABLE R602.10.3(4) TABLE RS02.10.3(4) ADJUSTMENTS) PROVIDED CS-WSP/ 1,000* (MIN.) CAPACITY U \ 1 PF/PFH 48-6 8.25 1.0 1,0 8.25' 12.58 TENSION STRAP NOR. 2 WSP/GB 48'-6" 14,55' 1.0 1.0 14.55' 29.13' - S4 I TO DBL. STUDS BELOW 1 I = In I ' 3 UPPER GB 38'-6" 11,55' 1.0 I,0 11,55' 12.15' 9 I I _, 4 UPPER CS-WSP/PF 38'-6 6.55' 1,0 1.0 6,55' 12,58' 10 - m 1/41' I I 0 A UPPER CS-WSP 58'-0" 9.86' 1.0 1.0 9,86' 32.96' C 1 I ' + r1 I c-ziI I I B UPPER WSP/GB 66'-0" 19,80' 1,0 1,0 19.80' 33.04' \ N ii I 1 C UPPER CS-WSP 42'-0 I/2" 1.15' 1.0 1,0 1.15' 23,83' / 3'-11/2" I W �I a D CS-WSP 21'-1l 1/2" 3,13' 1.0 1.0 3.15' I8.19' 0 m\� ) Q ID r I N I I (II \ � w~ U K_____IcE, __ I N WIND CALCULATIONS: IRC TABLE R602.10.3(2) FOOTNOTES I I I NOTE: I a I - DESIGN WALL HEIGHT FOR BRACED N ; NUMBERED WALL LINES LETTERED WALL LINES 1 \ I ' WALL CALCULATIONS: 9' TYPICAL 1/4Q 9 = I I `t I U ' Y I EXPOSURE CATEGORY 1.0 1.0 I 1- m I \ IIS\ t ' II I ROOF EAVE-TO-RIDGE HEIGHT 1.0 1.0 \ I I WALL HEIGHT 1.01,0 = Val 1[U I d Y 7 'II I 01 10 1 NUMBER OF BRACED WALL LINES 1.45 1,45 _a i N m I'L8 "ylI 13'-3�" \ WIND FACTOR TOTAL 1,45 1.45 (�' �, / m u a BRACED WALL LINE: WIND SPEED COMPLIANCE (SECTION R602) ' / 12 -8 �" GB / I 7 III-1" d di r 1? (61-41/4") m (5'-91/2") U r BRACED BRACING BRACED REQ'D BRACING: WIND GYPSUM PANELS rx \ �ry I GB WALL LINE METHOD: WALL LINE RATIO TABLE FACTOR FACTOR W/ .(OLD- TOTAL. BRACING ACTUAL BRACED , INDICATOR TABLE R602,10,4 SPACING R602.10.3(1) TOTAL TOTAL DOWNS LENGTH READ WALL PROVIDED S I ' I I I �I y ' ' 1 CS-WSP/ ' 20'-0" 3,00' 1,45 N/A N/A 4,35' 12.58' i6 \ PF/PFH tY i 2 WSP/GB 20'-0" 6,50' 1.45 N/A N/A 9,43' 29.13' �' �q , I I -ccm v 3 UPPER GB 25'-0" 1.15' 1.45 N/A N/A 11,24' 12,15' \ L I � L -I a \ I ,- 4 UPPER CS-WSP/PF 25'-0" 3.15' 1,45 N/A N/A 5.44' 12.58' = a \* `f) U m 3 A UPPER CS-WSP 21'-O" 3.15' 1.45 N/A N/A 4.51' 32.96' 1I U I I I \ (n WSP = GB GB 5 UPPER WSP/GB 25'-0" 1.15' 1.45 N/A N/A 11.24' 33.04' \ \ (L-�- I GIB Nry _ K-11 01 ris C UPPER CS-WSP Ill-6" 2.63' 1.45 N/A N/A 3.81' 23,83 T, U I I .-- o l D CS-WSP 25'-0" 3.15' 1.45 N/A N/A 5.44' 18.19' 3 -'- / ' s I a I� 3'-O" I I GB m N I OPT. / ' - - - ' `D GB cv , � WALLNOTES . `"\ I S E \ f I id-sit" / 9'-1" 5 "// 1'-lIh" /, 13'-5 " Ty l'-5a" - 1, PER IRC TABLE R602.IO.4 INTERMITTENT BRACING METHODS: „ METHOD GB: INSTALL 1/2" GYPSUM WALLBOARD WI NAILS OR SCREWS s 1" SPACING AT PANEL EDGES INCLUDING TOP 4 BOTTOM PLATES I (4-6 1/2 ) 3'-012"1 I il: al 4 1" O.G, IN FIELD: FOR ALL BRACED WALL PANEL LOCATIONS, EXTERIOR SHEATHING NAIL OR SCREW SIZE, SEE TABLE R602.3(1); FOR / I INTERIOR GYPSUM BOARD NAIL OR SCREW SIZE, SEE TABLE R102.3.5 ' O I I I 9i 2, PER IRC SECTION R602.10.6,4 CS-PF: CONTINUOUSLY SHEATHED PORTAL FRAME (`+ O� �' CONTINUOUSLY SHEATHED PORTAL FRAME BRACED WALL PANELS SHALL BE CONSTRUCTED IN ACCORDANCE WITH FIGURE R602.10,6.4 a a AND TABLE R602.10.6.4 (GARAGE DOOR OPNG.) it N I I u U Si 3. NOT USED THIS SHEET - U - U r 4, PER IRC SECTION R602,10,4 CONTINUOUS SHEATHING BRACED WALL PANELS. LARRAB E E CONTINUOUS SHEATHING METHODS REQUIRE STRUCTURAL PANEL SHEATHING TO BE USED ON ALL SHEATHABLE SURFACES ON ONE SIDE ( 1 ',° °» (MIN.) CAPACITY LOWER LEVEL OF A BRACED WALL LINE INCLUDING AREAS ABOVE AND BELOW OPENINGS AND GABLE END WALLS, BRACED WALL PANELS SHALL SE =1 II - N N CONSTRUCTED IN ACCORDANCE WITH ONE OF THE METHODS LISTED IN TABLE R6O2.10.4. DIFFERENT BRACING METHODS, OTHER THAN T NSION STRAP HDR, a_ CS-WSP CS-WSP THOSE LISTED IN TABLE R602.10.4 SHALL NOT BE PERMITTED ALONG A BRACED WALL LINE WITH CONTINUOUS SHEATHING TC pBL. STUDS BELO 2,250* (MIN.) CAPACITY I 9 ' I TENSION STRAP HDR. - Q1 ( OY TO DBL. STUDS BELOW MAIN FLOOR 5, PER IRC TABLE R6O2,IO.4 CONTINUOUS SHEATHING METHODS: - Iin - L " - - - - _ - - - - - 1 J s ,_- BRACED WALL PLAN METHOD CS-WSP: INSTALL MINIMUM 1/16" WOOD STRUCTURAL PANEL W/ 8d COMMON NAILS S 6" SPACING PANEL EDGES AND 12" SPACING MIN. 1 FIELD, OR 16 GAUGE x 1 3/4" STAPLES 3" SPACING PANEL EDGES AND 6" SPACING FIELD q \ PFH MIN.IMUN 4x12 HEADER I I O 3-CAR GARAGE OPT. 6, PER IRC FIGURE R602.IO,SCll WHERE FLOOR JOISTS ARE PERPENDICULAR TO BRACED WALL PANEL INSTALL FULL HEIGHT BLOCKING (CEN- -en , - - - - - - - - - - - - - - - - -�- - - X _ _ _ _ \ m\ TERED) CONTINUOUS ALONG LENGTH OF BRACED WALL PANEL. NAIL BOTTOM PLATE TO EACH BLOCK BELOW WI (3)16d NAILS. IF FLOOR CS-PF (MINIMUM 4x12 HEADER) CS-PF COASTAL 2 ABOVE NAIL EACH BLOCK W/ 8d NAILS TOENAILED 6 6 O.C. TO DOUBLE PLATE BELOW (MAXIMUM SPACING) 3,500* (MIN.) CAPACITY I 000* (MIN,) CAPACITY I I 1, PER IRC FIGURE R602.10.8(2) WHERE FLOOR JOISTS ARE PARALLEL TO BRACED WALL PANEL NAIL BOTTOM PLT, TO SINGLE FLOOR JOIST HOLDDOWN HOLDDOWN JOB NO: LARRABEE LOWER LEVEL CENTERED BELOW (OR PONY WALL 6 CRAWLSPACE) W/ 16d NAIL A 5" O.C. MAX. IF NO JOIST BELOW INSTALL FULL-HEIGHT BLKG. ' 16" O.C. I 1 " " I " . I I DESIGNED: LG -4/2 16 -3 4/s / / 3 -3 / 5 -6 / 3 -3 / 4 NAIL BOTTOM PLATE TO BLKG. W/ (3)16d EA. BLOCK, NAIL BLOCK TO FLOOR JOISTS W/ (2)16d EA, END. IF FLOOR ABV, NAIL FLR. JST. DRAWN: JR (CENTERED) TO DBL. TOP PLATE W/ 8d NAILS e 6" O.C. ALONG BRACED WALL LINE. IF BLKG. ABV, NAIL EA, BLOCK TO TOP PLT, W/ 1'-4" / I 8'-8" 21'-0" I / 5-6" / 12'-0" (3)Sd NAILS 4 NAIL BLKG. TO JSTS, W/ (2)16d NAILS EA, END 2'-6" LI 25'-0" it, 21 ,�-O -01 DATE: 12/13/2017 / SHEET S. PER IRC TABLE R602.10.5 MINIMUM BRACED WALL PANEL LENGTH PER ADJACENT CLEAR OPENING HEIGHT IS AS FOLLOWS (9' WALL): < = 12" OPENING: 21" MINIMUM PANEL WIDTH MAIN FLOOR 'BRACED WALL PLAN 84" OPNG,: 32" MIN, PANEL WIDTH 96" OPNG, 41" MIN. PANEL WIDTH SCALE: 1/4" = 1'-011 ■ WA INII elle IMO MI OD Mlle SIMI IMMIIIIIIIIIIII SEISMIC CALCULATIONS: IRC TABLE R6 02.I0.3(4) LANDED GENTRY ADJUSTMENTS HOMES AND COMMUNITIES STORY WEIGHT 1.0 WALL DEAD LOAD 1.0 la 8 A . ROOF/CEILING DEAD LOAD 1.0 10'-0" i. . 381-6" STONE/MASONRY IN SDC C-D2 N/A 1 1l1-6" I 21'-0'I j CRIPPLE WALL N/A 1,21-53i4", 9'-41a" ,2'-5%", 3'-654" , 8l-O" f 31-94" / 61-2" / 2'-8° 4, SEISMIC FACTOR TOTAL 1.0 r I N Id BRACED WALL LINE - SEISMIC COMPLIANCE (SECTION R602) 0 I I BRACED BRACING BRACED WALL REQ'D BRACING: SPACING SEISMIC FACTOR: BRACED WALL ACTUAL SEE NOTE *5 WALL LINE METHOD: LINE B.W.L.) RATIO TABLE FACTOR: RATIO STORY HEIGHT REQ'D (AFTER BRACED WALL INDICATOR TABLE R6O2.IO.4 TOTAL LENGTH R602.IO.3(3) TABLE R6O2.IO.3(4) TABLE R6O2.IO.3(4) ADJUSTMENTS) PROVIDED SEE NOTE •8 GCS-WSP C12 HIGH OPNCsSJ GS-WS 3 LOWER WSP/GB 38'-6" 23.10' 1.0 1.0 23.10' 25.21' \ \ \ -�J a h a I + \ _ \ (MI !Ft.) O Q LOWER CS-WSP/PF 38'-6" 14.63' LO LO 14.63' 14.92' CS-WSP CS-WSP 4x12 GS-PFL, 4 "III M M h -I- - - v v t N\ (12" 1-I1GP OPNG.J C96" HIGH `t O�A LOWER CS-WSP 25' 2" 9.56' 1.0 I.O 9.56' 14.11' I IIr11 - --11 - - - - - - - - - - - - - - - - - - - - - - - - - - I---' - - - - - ,\�- B LOWER GB 39'-10" 23.46' 1.0 1.0 23.46' 21.05' I I 1,000* (MIN.) CAPACITY / - - I TENSION STRAP HDR. / N C LOWER CS-WSP 21'-4" 10,39' 1.0 1.0 10.39' 22,33' I 1 TO DEL, STUDS BELOW I QI I I I N I- 0I I0 ' U 6n III WIND CALCULATIONS: IRC TABLE R602,10,3(2) FOOTNOTES I 1 , \ NUMBERED WALL LINES LETTERED WALL LINES y 3 -4 r I U I �' I \ EXPOSURE CATEGORY 1.0 1.0 NOTE: ' `* DESIGN WALL HEIGHT FOR BRACED ROOF EAVE-TO-RIDGE HEIGHT 1.0 1.0 N I 1- WALL CALCULATIONS: 9' TYPICAL I I WALL WEIGHT 1.0 1.0 - I v O _ '' O O N NUMBER OF BRACED WALL LINES 1.0 1.30 l -7 'i I \ 11- N WIND FACTOR TOTAL 1.0 1.30 \ - II 11 ' II O Is II I ~ \ BRACED WALL LINE: WIND SPEED COMPLIANCE (SECTION R602) in W/ H L l�I I� O 1 IW I ' BRACED BRACING BRACED REQ'D BRACING: WIND GYPSUM PANELS TOTAL BRACING ACTUAL BRACED \ 13'-5" I 12'-4II 11'-9 " N WALL LINE METHOD: WALL LINE RATIO TABLE FACTOR FACTOR OLD- lQ INDICATOR TABLE R602.10.4 SPACING R602.10.3(IJ TOTAL TOTAL 1- \4.00' GTH REQ'D WALL PROVIDED I 1 , / ' 3 LOWER WSP/GB 25'-0" 14.00' 1.00 N/A N/A 25.21' SI w' - I> I,11%2" U cn 0 WSP T ` GE 4 LOWER CS-WSP/PF 25'-0" 6.15' 1,00 N/A N/A 6.15' 14.92' GB GB \ A LOWER CS-WSP 21'-0" 5.15' 1.30 N/A N/A \ 1.48' 14.111 9 0 5 LOWER GB 211-0" 12.00' 1.30 N/A N/A P5.60' 21.08' I 31-6" ° 1 ' o C LOWER CS-WSP 11'-6" 4.58' 1.30 N/A N/A 6,34' 22.33' / o �. C °• BRACED WALL NOTES . . I �Q sT I (CRAWLSPACE) '4 'Ca I 4 O v I1/41 -,ctr IJ 1, PER IRC TABLE R602.IO.4 INTERMITTENT BRACING METHODS: N Io al METHOD GB: INSTALL 1/2" GYPSUM WALLBOARD W/ NAILS OR SCREWS 6 1" SPACING AT PANEL EDGES INCLUDING TOP 4 BOTTOM PLATES D 1 i m 4 1" O.G. IN FIELD; FOR ALL BRACED WALL PANEL LOCATIONS, EXTERIOR SHEATHING NAIL OR SCREW SIZE, SEE TABLE R602,3(1): FOR INTERIOR GYPSUM BOARD NAIL OR SCREW SIZE, SEE TABLE R1O2,3,5 D ' , a 1 I{H 1 N a - 2. PER IRC SECTION R602,10.6.4 CS-PF: CONTINUOUSLY SHEATHED PORTAL FRAME a I - I CONTINUOUSLY SHEATHED PORTAL FRAME BRACED WALL PANELS SHALL BE CONSTRUCTED IN ACCORDANCE WITH FIGURE R602.10.6.4 A • 1 AND TABLE R602.10.6.4 (GARAGE DOOR OPNG.) \ \ o o I 4 1 i a > d - a p a • a D� a s D . \ I 3, NOT USED THIS PLAN Va ", I :a 4. PER IRC SECTION R602.IO.4 CONTINUOUS SHEATHING BRACED WALL PANELS. • CONTINUOUS SHEATHING METHODS REQUIRE STRUCTURAL PANEL SHEATHING TO BE USED ON ALL SHEATHABLE SURFACES ON ONE SIDE h OF A BRACED WALL LINE INCLUDING AREAS ABOVE AND BELOW OPENINGS AND GABLE END WALLS. BRACED WALL PANELS SHALL BE .' CONSTRUCTED IN ACCORDANCE WITH ONE OF THE METHODS LISTED IN TABLE R602.IO.4. DIFFERENT BRACING METHODS, OTHER THAN \--Ns THOSE LISTED IN TABLE R602.10.4 SHALL NOT BE PERMITTED ALONG A BRACED WALL LINE WITH CONTINUOUS SHEATHING °° °' ' o 0 5, PER IRC TABLE R602.10.4 CONTINUOUS SHEATHING METHODS: " ' METHOD CS-WSP: INSTALL MINIMUM 1/16" WOOD STRUCTURAL PANEL W/ 8d COMMON NAILS 6 6" SPACING PANEL EDGES AND 12" SPACING N N N LARRABEE FIELD, OR 16 GAUGE x I 3/4" STAPLES e 3" SPACING PANEL EDGES AND 6" SPACING FIELD LOWER LEVEL 6. PER IRC FIGURE R602.10.5(1) WHERE FLOOR JOISTS ARE PERPENDICULAR TO BRACED WALL PANEL INSTALL FULL-HEIGHT BLOCKING (CEN- TERED) CONTINUOUS ALONG LENGTH OF BRACED WALL PANEL. NAIL BOTTOM PLATE TO EACH BLOCK BELOW W/ (3)16d NAILS. IF FLOOR LOWER FLOOR ABOVE NAIL EACH BLOCK W/ Sd NAILS TOENAILED e 6" O.C. TO DOUBLE PLATE BELOW (MAXIMUM SPACING) LOWER FLOOR BRACED WALL FLAN 1. PER IRC FIGURE R602.10.8(2) WHERE FLOOR JOISTS ARE PARALLEL TO BRACED WALL PANEL NAIL BOTTOM PLT. TO SINGLE FLOOR JOIST BRACED WALL PLAN CENTERED BELOW (OR PONY WALL 6 CRAWLSPACE) W/ I6d NAIL e 5" O.G. MAX. IF NO JOIST BELOW INSTALL FULL-HEIGHT BLKG. e 16" O.G. SCALE: 1/4" = I'-O" 3-CAR GARAGE OPT. 4 NAIL BOTTOM PLATE TO BLKG. W/ (3)16d EA. BLOCK. NAIL BLOCK TO FLOOR JOISTS W/ (2)16d EA. END. IF FLOOR ABV. NAIL FLR. JST. (CENTERED) TO DEL. TOP PLATE W/ 8d NAILS 6 6" O.C. ALONG BRACED WALL LINE. IF BLKG. ABV. NAIL EA. BLOCK TO TOP PLT. W/ COASTAL 1 & 2 (3)8d NAILS 4 NAIL BLKG, TO JSTS. W/ (2)I6d NAILS EA. END 8. PER IRC TABLE R602.10.5 MINIMUM BRACED WALL PANEL LENGTH PER ADJACENT CLEAR OPENING HEIGHT IS AS FOLLOWS (9' WALL): JOB NO: LARRABEE LOWER LEVEL < = 12" OPENING: 21" MINIMUM PANEL WIDTH DESIGNED: LG 84" OPNG.: 32" MIN, PANEL WIDTH DRAWN: JR 96" OPNG, 41" MIN, PANEL WIDTH DATE: 12/13/2017 SHEET A3 . 4 WA I. iniEll i Si Si ii 0. o LANDED GENTRY \ I HOMES AND COMMUNITIES $, \ I Win 1 z1 s x Q W u_ �\ it o�. DSO i III N b OD5 1 1 I 1E: 1 $i12 ^ 1v`� / /I -O� 11px`� — RIDGE OMIT TAIL ON TRUSSES , U I '' 2 6 RIPGE -n LINE ----HROP LEG 2 — 6 DINING ROOM BAY kJ (SEE PLANS) 12 WI-1 ` —i ip a \\ -1 W Q1 J1 4<<• 1 O f 14'-2" 23'-l0 " 51h/ �� I W I �7 1 �e ` J `n W )' 6" 381-6 -�/ Q U 1 O I W1 O W U I TRUSS PROFILE *4 II 1 W IlDr O N I 1 I SCALE: I/4" = 1'-0" , I II ill J [ .. y s !€`.•fig....,. :„ . TRUSS NOTES : I, - I. ENGINEERED MONO-TRUSSES (2 TRUSSES W/ HIP PACKAGE II 9 24" O,C., SPAN 5'-11 I/4" IS" TAIL 2, ENG'D TRUSSES m 24" O.G., SPAN 211-0", IS" TAIL ONE END ONLY, EXCEPT TWO TRUSSES W/ NO TAILS II Ii 3. ENG'D TRUSSES m 24" O.G., SPAN 3S'-6", IS" TAILS, EXCEPT TEN TRUSSES 1 Ma II 1 W/ IS" TAIL ONE END ONLY OD& 4. ENG'D SCISSOR TRUSSES 6 24" O.C., SPAN 38'-6", 18" TAILS, EXCEPT ` I I SIX TRUSSES W/ 18" TAIL ONE END ONLY (SEE TRUSS PROFILE) r S. ENG'D TRUSSES 9 24" O.Ccn ., SPAN 24'-7 1/2", IS" TAILS \ L ; 6. ENG'D GIRDER TRUSS, SPAN 12'-0 I/2", NO TAILS -cf< OZ SEE NaTE * �_ <F` 1, ENG'D TRUSSES m 24" O.G., SPAN 12'-0 1/2", IS" TAILS r ill ��'Y cp I, S. ENG'D TRUSSES 9 24" O.C., SPAN 211-II 1/2", IS" TAILS I_ \ r O env \ \ I I S. ENG'D GIRDER TRUSS, SPAN 211-11 I/2", NO TAILS `� A A A \_ r TRUSS HANGERS, CONNECTORS AND HURRICANE TIES TO SE SPE RED BY _ _ RDGE INE _ 2x1' RIDGE SD. ` I I TRUSS ENGINEER AND/OR MANUFACTURER. PLAN AND PROFILE OWN L _ / ARE DESIGNER'S CONCEPT, VERIFY ANY CHANGES TO THIS PLA W r I, TRUSS ENGINEER AND/OR MANUFACTURER p O / I 1 tti HI N L - ��'� a II LARRABEE ��v I oUll LOWER LEVEL �J ODS r i LP '� ROOF FRAMING PLAN r , * _i I -k z SE: NOT= •I I 11 W �` n 12x4 1111-° 3-CAR GARAGE OPT. °°5 s d' I 6x10 F*2 COASTAL 2 I s =-'s JOB NO: LARRABEE LOWER LEVEL I DESIGNED: LG DRAWN: JR ROOF FRAMING FLAN DATE: 12i13/2017 SHEET SCALE: 1/4" = 1'-0" 1 A 4 . 1 WA a-- IIIIIINIMMISilia S. III u i IIIIIMMI 1111111111111111111111111 LANDED GENTRY PROVIDE HOLD DOWN TENSION DEVICE PER R501.2.4 4 FIGURE HOMES AND COMMUNITIES R501.2.3(I) NOT LESS THAN (2) LOCATIONS PER DECK, WITHI P.T. 6xI2 DF-L"2 P.T, 6x12 DF-L*2 2'-0" FROM EA, END OF DECK. . EA. DEVICE SHALL HAVE 1,500* MIN. STRESS CAPACITY ATTACH LEDGER TO END JST, P.T. 2x8 P.T. 2x& (M N,) DEC JOISTS e 16" 0,C. WI 1/2" DIA, LAG SCREWS e 23" LEDGER �\ 4 R - r O,C, (2 ROWS STAGGERED) - I/2" (MAX.) SHTG. SEE R501,2 4x6 HF*2 4x6 HF*2 II N V II 4 TABLES R501.2 E R501.2,1 S —1 / IPI H1 II ,' ii FIGURES R5O1,2,1(I) 4 R501.2.1(2) P.TL JI- JL JL JL JL JL JLxSJEE J ER JLJL° JL JL 'i,JL JL _IL JL JI r -----4 3 /Sx9 GLB 24:-V4 DF/DF 4xlO HF"2 _, , O (2)2x12 JL > ca 0 D r r Ql 0 x \ pry' 4 z N V _t L w ' di 1— h a3 I L 0 Q w - - r 1 / 2x 2 I-F*2 FLOOR JOISTS 9 12' O°G. TYP. (.33' DEFL) r w.. , NON-SEARING WALL - 4 / II OR 2xI2 DF-L"2 'LOOK JOIS S 12" O,C. �� I- N _ a cm a 1= = = = — r - - - -1 _d I _ X = Q w h Jn L v -1cV r Y i e 6 __I IC 0 -16 3/4x24 G_B 24F-V. D:/D: C ° (2)2x12 A. JLJLJLJLJLJLNJ�RGJ(HAN J8 S�LJLJLJLJLI C JL JL (� 2)zx12 , ,; � r1r riW1r1r1r1rrr1r1nr1r1r1r1nr1r1nnr I— '', _- c� N I 3 o .r Q Q II 0 Ca O � D II UJ4 ` `' z 2x12 U _i 2xI2 -IF*2 FLOOR JOISTS e 12" 0°C. (TYP ) v - SIP rq ' Id QYII Sli a w u • Q Q -N,€ a `nm a ,, „„:_** r_ x LJLJLJLJL _ , 2x12 . . _ . .� ° _ . . , ..y{r.. -- _ ._ - W I in 2x12 FUR, Jr. BELOW 2xI2 FLR° yST, BELOW - BRACED WALL A> II; BRACED WALL ABOVE o' 2x12 SOLID BLKG. BELOW -- E BRACED WALL ABOVE 4. Ul LI s OVtRLAF PLR. JS I S. 3.' m \ I WALL/BEAM BEARING 4 — z € NAIL TOGETHER W/ (3)IOd ° NAILS PER IRC R502.6.1 (2)2xI2 `tFF = _ [. �l D , TYPICAL 1 r BEARING J `( WALL I- "0 t CA z _a FLOOR LINE ASV. 0 p . Ix N P.T. SLEEPERS ON SLAB FOR FLOOR a _ AREA ABOVE 1- CO4 A . 0 O - , , D • 4 e ; . a O 4 N D, °Q ncit e . X f a o w -- N D I v.4 t 4 LARRABEE D , LOWER LEVEL p _ u MAIN FLOOR 4 e. ,N . FRAMING PLAN COASTAL 1 & 2 ., D JOB NO: LARRABEE LOWER LEVEL I DESIGNED: LG DRAWN: JR 3-CAR GARAGE OFT. MAIN FLOOR FRAMING FLAN DATE: 12/12/2017 • . SCALE: 1/4" = 1'-0" SCALE: 1/4" = 1'-O" SHEET 4 ,.,..., ,, A4 2 „,,i, WA en k IIMMININD n 11111111110 SIMS IMMIIIIIIIIS PROVIDE HOLD DOWN TENSION DEVICE PER R5O1.2.4 4 FIGURE LANDED GENTRY R501.2.3(I) NOT LESS THAN (2) LOCATIONS PER DECK, WITHIN P.7. 6xI2 DF-L*2 P.7, 6x12 DF-L•2 HOMES AND COMMUNITIES 2'-0" FROM EA. END OF DECK, EA, DEVICE SHALL HAVE 1,500* MN. STRESS CAPACITY P.T. 2x8 \ P.T. 2x8 (MIN.) DECK JOISTS ATTACH LEDGER TO END JST. 16' O.G. W/ I/2" DIA. LAG SCREWS 9 23" I .. LEDGER O.G. (2 ROWS STAGGERED) 4 I/2" (MAX.) SWIG. SEE RS01.2 6 TABLES R5O1.2 4 R501,2.1 4 FIGURES R501,2,1(ll 4 R501.2.1(2) 1 I Pt 2x8 LEDGER "IL JL JL JL JL JL JL JL JL JL JL JL JL JL JL JL JLi JL JI nL NOTE: FLOOR JOIST 70 SIT ATOP PONY WALL OR HANG FROM - \ e - TOP EDGE OF PONY WALL m (VERIFY ON-SITE 4 W/ BLDR.) N ��` 1° OVERLAP FLR, JSTS. 3" e �" 8 -o11 / r� NAIL TOGETHER W/T(3)IOd o NAILS PER IRC R502.6.I P ! (2)2xI2 TYPICAL 1 II a', �'I E a II 18x24 (MN.) CRAWL f (2)2x12 ar Ca 16" x 6" CRAWL SPACE VENTS SPACE ACCESS n- I- (14 TYPICAL) LOCATED IN u FRAMED PONY WALL OR IN- -► _ w O w I CONC. FDN. WALL (VERIFY H v = x ON-SITE 4 W/ BUILDER) 6x6 POST (EXTEND TO BOTTOM OF- - 1 FLOOR SHEATHING) ~ il 11111 (K Cr a.t : 1 4x4 POST "C., �}� Y oe o o. . o' o (2)2X12 N (2)2X12 „, _ o D� o o e o _1 .M € L J c . P.T. 2x12 �� ` a L LEDGER J N. C o I— ll".4 n L L pa - 0 a I— P.7. 2x12 4 L q LEDGER 111 l.44RC. Y ._� °O� a L CO __ID gat 4 � _ � 1 ' !L ,°a D 4 L * J 1 -'a , r c9 1 ° L V _1 , 0 D I— 1 L J L il a A . c D , C. . . � a . e ® . C _ . o _ - . J Ov °e — L J d D d d D� d A D� d a a I� °DOL � ° a r 1 a ° I— P.7. 2x12 1 a p, o LEDGER _1 . I b., r 1 II 4L J� : a Va, 4 a 0 D v ^ G o, 4 i _ 0 a ` D v a v a ° e O A o a LARRABEE LOWER LEVEL e o . a ,, LOWER FLOOR FRAMING PLAN D I COASTAL 1 & 2 1 JOB NO: LARRABEE LOWER LEVEL DESIGNED: LG 3—CAR GARAGE OFT- LOWER FLOOR FRAMING FLAN DRAWN: :12/2017 DATE: SCALE: 1/4" = 1'-0" SCALE: 1/4' 1 -O" SHEET A 3 1 A4 A4 . 3 WA sea S S 4111 INIIIIII i fla/ MAND I LANDED GENTRY HOMES AND COMMUNITIES 2 4 4 I/2" PLYWD. OR 1/16" 0515 ON 1/2' PLYWD. OR 1/16" 0515 ON ` ENG'D. TRUSSES e 16" O.C. ENG'D. TRUSSES e 16" O.G. ` ENG D. GIRDER TRUSS _ `\� 2x4 VENTED 2 BLKG, 2 2x4 VENTED BLKG. 5/4x8 FASCIA- 5/8" TYPE "X" GYP. BD. 5/8" TYPE "X" 5/4x8 FASCIA 2x4 STUDS 9 16" O.C. GYP. BD. W/ I/2" GYP. BOARD 2x6 STUDS o 16" O.C. W/ I/2" HIGH-DENSITY 2x4 STUDS 9 16" O.C. EACH SIDE OR 5/8" GYP. BD - W/ I/2" GYP, BOARD 2x6 STUDS 9 16" O.C.- �� I/2" GYP. BD. (TYP.) 2x6 STUDS a 16" O,G, A GARAGE SIDE EACH SIDE ' 3/4" T 4 G PLYWD (VERIFY) - SUBFLR, ON 2xI2 PLR, JSTS, 2x12 BLKG. (TYP:) 4" CON(. SLAB PER FDN, I/2" GYP. BD, (7YP.) 3/4" T 4 G PLYWD (VERIFY) PER FLR. FRAMING PLAN SUBFLR. ON 2x12 FLR. JSTS, e PLAN TO SLOPE 1/8" PLF, TOWARD GARAGE DOOR a. 9 16" 0,C, r P.T. 2x6 MUD SILL pl_II�II=11� IIII` _ • -uiu-n m=n�u-u „°� I �� 4x8 BEAM ON 4x4 0 ' PER PDN. PLAN WALL r CONC. PDN, I/2" GYP. BD, 1/2" BLANK PANEL �° POST ON 90" FELT -lllu-u� SOFFIT (VERIFY) 6 MIL, VAPOR BARRIER - ' ° I (OR EQ.) ON CON(, q" PERFORATED 2x6 STUDS 9 16" O.C. THROUGH-OUT CRAWL SPACE \� 2x4 STUDS 6 16 O,C, (3)2X12 ' FTC. PER FDN, PLAN o DRAIN �'y'' E/EACH SIDE BOARD4. -11-II -1�11_' CONC. FTG. PER SIDE FDN, PLAN 3/4" T 4 G PLYWD (VERIFY) 'BUILDING SECTION 6 STUDY/GARAGE SUBFLR. ON 2xI2 FLR, JSTS. 2x6 FURRING g 16" O.C. W/ I/2" GYP, BD, E - m 16" 0,G, HDWD. CAP ° SCALE: 1/4" = 1'-O" III-11 11-11�o° - ., III=11111=11 ° I ° CONC. FDN. WALL a " 4x8 BEAM ON 4x4 POST ON a PER FDN. PLAN ',0 90* FELT (OR EQ.) ON CONC. o 4" PERFORATED -�s� ° a FTG. PER FOUNDATION PLAN < A DRAIN �f 111=11111_II- 11_19 11=11 III=1111=11 11-1 I 1= ` - CONC. FTG. PER 6 MIL. VAPOR BARRIER - FDN, PLAN THROUGH-OUT CRAWL SPACE SUILDIN& SECTION 6 GREAT iRM,/FAMILY RM,/SDZMS. SCALE: I/4" = 1'-0" or • S r r r r r t I/2" PLYWD, OR 1/16" OSB 12 -ON ENG'. MONO-TRUSSES e a b a 4 A 16" O,C. ENG'D, TRUSSES PER 2x NAILER �w h 1 r4-- ROOF FRAMING PLAN -2x4 VENTED BLKG, / ��6x1O HF*2 BEAM *IF---. i 5/4x8 FASCIA 2x10 NAILER - / (BEYOND) I I BLANK PANEL SOFFIT P.T. 6x6 POST II P.T. 6x6 POST PER BUILDER WRAPPED PER (BEYOND) I I BUILDER • n 6x10 BEAM (BEYOND) 2x6 LEDGER V 2" ALUM. RAILING W/ I I 16" x 16" MASTIC- 2x4j*e‘ �--TEMP. GLASS INSERTS 1 I APPLIED STONE g 16" O.C, (VERIFY W/ BLDR.) I COLUMN 2x6 LEDGER FOREGROUND 5/4 x 4 DECKING PER I 1 STAIRS IN 4" CONC. SLAB 2x12 JOIST- -BLDR, ON P.T. 2x8 11 PER FDN. PLAN 2x6 FURRING o - DECK JOISTS 6 16 O.C. ' `., / 16" O,C, - DECK TRIM PER ' ° C/ .-- A 2x4 LANDING JOIST 2x8 LEDGERS BUILDER ap�lpl�ll� 6 16" O.C. P.T. 6x12 DF-L*2 BEAM `k III"?-an=II 'P 1 2" O 2x4 LEDGER P.T, 6x6 POST - H FORMED U Imo- —(BEYOND) HANDRAIL / 2x BLOCKING /� ' y 2x6 LEDGER 5/4 x 4 DECKING PER 2" ALUM. RAILING W/ 'BUILDING SECTION FRONT �ORC} 1 LARRABEE V c° BLDR. ON P.T. 2x8 TEMP. GLASS INSERTS q� BLOCK THRUST m �— (3)2xI2 STRINGERS DECK JOISTS 6 16" O.C, (VERIFY W/ BLDR) LOWER LEVEL ° - 2x4 STUDS ® 16 O.C. DECK TRIM PER SCALE: I/4 = I'-O IoBUILDER P.7, 6x12 DF-L'"2 SEAM BUILDING SECTIONS Rg 2x8 LEDGER P.T. 6x6 POST —V— a (BEYOND) GONG. FIG. BEYOND COASTAL STAL 2 STAIR DETAIL ° 1�1 PER FDN. PLAN - ' /—� ,//�� k00 it �I I_ SCALE: I/4" = I'-O" JOB NO: LARRABEE LOWER LEVEL BUILDING SECTION 6 SACK DECKS DESIGNED: LG DRAWN: JR SCALE: 1/4" = 1'-0" DATE: 12/13/2017 SHEET a A5 . 1 - WA see SP S OEM al ala il Sla LANDED GENTRY 11 HOMES AND COMMUNITIES - SIDING PER ELEVATION 1 ��- WALL SHEATHING lJ HEADER SEE STRUC. CAULKING R-10 INSULATION Nip*. a- METAL'Z' FLASHING 5 y� / VINYL WINDOW FRAME 2X6 WINDOW TRIM �♦�♦ WINDOW FLANG V���(/ H- __��\\\\ --, ♦♦ '� J/� WINDOW FLANGE z ía �A 5/4"WINDOW TRIM @ FRONT& �� BACK ELEVATIONS ONLY(VERIFY) L VINYL WINDOW FRAME 'g' 1 11 WALL SHEATHING STUD WALL SIDING OR BATTS J i WINDOW HEADER WINDOW SILL I/ SCALE 3" = 1'-0" C�� SCALE 3" = 1'-0" COMPOSITION ROOFING (VERIFY TYPE W/ BUILDER) ON (2) LAYERS 90* FELT PER ELEVATIONS 12 (OR EQ,) ON I/2" PLYWD, OR 1/16" OSB AND/OR SECTIONS SHEATHING (VERIFY) ON ENGINEERED 4. ENGINEERED TRUSSES m 24" 0,G, TRUSSES e 24" O.G. 5/4x6 S1S2E PRIMED SPRUCE /� WINDOW WEATHER STRIPPING FASCIA (VERIFY W/ BUILDER) 5/8 TYPE "X" GYP, BOARD 1. INSTALL BUILDING WRAP PER MANUFACTURERS INSTRUCTIONS WRAPPING INTO OPENING. 2x4 VENTED BLOCKING 2. INSTALL 6"SELF ADHESIVE FLASHING TAPE AT SILL BENDING INTO OPENING 2-1/2"OVER 45° BOTTOM CORNER PIECES OR PLASTIC CORNERS. (2)2x6 TOP PLATE 3. INSTALL WINDOW PER MANUFACTURERS RECOMMENDATIONS& BEDDED IN CAULK. 2X6 STUDS 'm len 0.G, I/21' GYP. BOARD 4. INSTALL 4"WIDE SELF ADHESIVE FLASHING TAPE OVER JAMB FLANGE EXTENDING PAST HEAD MIN. 2 1/2"&OVER SILL TAPE. SIDING PERELEVATIONS ON I/2" 5. INSTALL 4"WIDE SELF ADHESIVE FLASHING TAPE SHEATHING (VERIFY W/ BUILDER) OVER HEAD FLANGE LAPPING OVER JAMB TAPES. 6. INSTALL WALL BATTS OR SIDING AND WINDOW TRIM. INSTALL METAL"Z" FLASHING OVER TOP OF TRIM.* 7. CAULK BOTTOM, SIDE, & HEAD TRIM TO WINDOW FRAME AND SIDING. FLASHING TO BE UNDER BUILDING PAPER CONTINUING 2x10 RIM JOIST (VERIFY W/ BUILDER) UPWARD. P.T. 2x6 PLATE W/ I/2" DIA. x 10" 2x6 PLATE ANC± EZ PLATE WAS 3/411t4GG ( ON WALL W/ (SEE SHEET A4.2) REBAR PER FDN, PLAN, R403,1,3,1 4 Y IRC TABLES 404,1,2(1) - 404,1,2(8), FOR i. 4x8 HFK2 BEAM ON 4x4 POST (4x6 9 "i SPLICE) ON 90* FELT (OR SIM-) ON FDN, WALLS TALLER THAN 48II, USE *4 �- it, PAD FTC, PER FOUNDATION PLAN VERTICAL REBAR W/ 3" HOOK INTO �111=III'-11�=5501° FOOTING '0 48" O.C. 9 In 16 x S CONCRETE FOOTING W/ a . SEEA5.1 °• `� °c_ _ REBAR PER FDN, PLAN 4 R403,1,3,I m �'.,'G3 FOR HEADER DETAILSZn 4 PERFORATED DRAIN IN =��k--�tt=11c-II( ,r '1 FREE-DRAINING GRAVEL BASE 4 irSEEA51 FOR HEADER DETAILS ; w TYPICAL WALL DETAIL 6 CRAWLSPACE AREAS SCALE: 1/2" = 11_0" Z . a Lll 08 SEE DETAIL *9 ON SHEET A-2.2 FOR BASEMENT WALL DETAIL L. m = N C a LARRABEE ` LOWER LEVEL f WALL DETAILS 9'-1 1/8" TYPICAL WALL 8'-1 1/8" TYPICAL WALL SCALE 1/2"= 1'-0" TYPICAL MAIN LEVEL SCALE 1/2"= 1'-0" TYPICAL UPPER LEVEL JOB NO: LARRABEE LOWER LEVEL L DESIGNED: LG • DRAWN: JR,BJ I DATE: 12/12/2017 SHEET `a A- 5 . 2 ,. WA ales IIS IMI III IMMIIIMIII al LANDED GENTRY HOMES AND COMMUNITIES DECORATIVE KNEE BRACE 4 BRACING PER BUILDER SHINGLE SIDING (VERIFY TYPE W/ BUILDER) 5/4x8 PRIMED SPRUCE BARGE *e r 12 BOARD WI tx4 TRIM A TOP EDGE '.Mk ,1 g�t' Q 4 COMPOSITION ROOFING (VERIFY � • , TYPE 4 COLOR W/ BUILDER) _ + All /4 l � _ 'mull 5 x8 PRIMED SPRUCE FASCIA _isSi.� A$ - r == W/ 5" CONT, PAINTED METAL GU F i tR (TYPICAL) 2x10 TRIM BOARD W/ 1/2" - - _addling. - MI �011 111MIt�_ � i CHAMFER 9 TOP EDGE a.... r■ 11111wS..- �i 5/4x6 DOOR/WINDOW TRIM / I •• TOP: 5/4x4 DOOR/WDW, — I � T e SIDES/BOTTOM (TYPICAL { J - ' T i 1 1)- ' I I ' , I Jz. FRONT a BACK ELEVATIONS) IJ M M EH EH 1 , , .. .. .. .. ■■ ■■ .. ■■ .. ■■_ , _T: 6 P.T. 6x6 POST WRAPPED PER BUILDER ' I - � I I � � � LAP SIDING (VERIFY TYPE STONE VENEER (VERIFY TYPE ■ 4 EXPOSURE W/ BUILDER 4 LOCATION W/ BUILDER) I I I • _ I - le 16" MASTIC-APPLIED — 1 ____I - I ' �' `- STONE COLUMN _ 1 • ' I FONT ELEVATION 4111 ,its SCALE: I/4" = 1 -0" illt ,\gar Iii Or 4 BUILDING WEIGHT - - - - -N \ 17 - - - MAIN FLOOR PLT, HGT, MAIN FLOOR PLT, HGT. - // `�� - - P.T. r 1 6x6 POST (TYP.) - - - - —1 - - lo 7 -1m 01 ALUM, RAILING W/ - °' r, TEMP. GLASS PANELS - - - PER BUILDER / // / a - MAIN FLOOR LEVEL- - / - _ _ MAIN FLOOR LEVELin i R\ _ -LOWER FLOOR PLT_HG7_ _ - y I - - - ARAGE DOORS L SLAB LEVEL o OPTIONAL DOOR - _ (VERIFY W/ BUILDER) _ _ - - - - - - APPROX. ORIGI GRADE - - - - _ AVERAGE ORIGINAL GRADE LARRABEE i LOWER LEVEL LOWER FLOOR LEVEL // _ - - - - FRONT & LEFT _ _ _ _ - - - - - - - ELEVATIONS - - - - - - 3-CAR GARAGE OPT. LEFT ELEVATION COASTAL 2 SCALE: I/4" = I'-O" JOB NO: LARRABEE LOWER LEVEL • DESIGNED: LG DRAWN: JR DATE: 12/13/2017 SHEET A6 . 1 1 WA i tr 7 en Ilial 1.1111. 10 a al Mlle LANDED GENTRY HOMES AND COMMUNITIES — 12 4 .,,c=‹ 1: 46MtThTh _ ___--r-rf 1 I l I I I I I I I 1T, 1 7/. 7/M -// /A -///// / / 2x8 TRIM BOARD W/ I/2" CHAMFER 9 TOP EDGE P.T. 6x6 POST (TYP.) - 7ñ//Ø 7 // //, 1 SACK ELEVATION SCALE: 1/4" = 11-0" -i24—r ____ _ - _ ..12 - 1 LARRABEE �\,\ \\ \ LOWER LEVEL BACK & RIGHT ELEVATIONS RICE-IT 3-CAR GARAGE OPT. SCALE: 1/4" _ , -o" COASTAL 2 JOB NO: LARRABEE LOWER LEVEL DESIGNED: LG DRAWN: JR DATE: 12/13/2017 SHEET A6 . 2 WA i N L NOTES ; PLUMBING (CONT'D): see iip ilin 2 108, HOSE BIBBS SHALL BE PROTECTED BY AN APPROVED NON-REMOVABLE TYPE BACKFLOW PREVENTION DEVICE a i PER IRC CHAPTER 29 ass - SITE PREPARATION: FLOOR FRAMING (CONY D.: 109, ALL PLUMBING FIXTURES, INCLUDING TOILETS, SHALL BE CAULKED OR SEALED AT THEIR BASE I UPC SEC. 401,2 ]BEFORE STARTING ANY SITEWORK CALL 1-800-424-5555 TO HAVE UNDERGROUND UTILITIES LOCATED 53. JOISTS, RAFTERS AND TRUSSES MUST BE SUPPORTED TO PREVENT ROTATION BY INSTALLING SOLID BLOCKING AT EACH 110. ALL WATER LINES TO BE PROTECTED FROM FREEZING. IF WATER LINES ARE NOT LOCATED COMPLETELY BETWEEN LANDED GENTRY BEARING POINT OR AS REQ'D BY MANUFACTURER [ IRC SEC. 502.11 HEATED SPACE AND INSULATION PROVIDE MIN. R-3 INSULATION WHERE REQUIRED TO ASSURE PIPES ARE PROTEC- 2, ALL STUMPS AND ROOTS SHALL BE REMOVED FROM THE GROUND TO A DEPTH OF 12" IN THE AREA OCCUPIED BY THE TED FROM FREEZING HOMES AND COMMUNITIES BUILDING. NO EXCAVATED MATERIAL IS TO BE USED FOR BACKFILL UNDER ANY CONCRETE WITHOUT APPROVAL OF THE 54. BEARING PARTITIONS PERPENDICULAR TO JOISTS MUST NOT BE OFFSET FROM SUPPORT BY MORE THAN THE DEPTH OF BUILDING OFFICIAL. ALL FILL UNDER CONCRETE TO BE STRUCTURAL AND SHALL BE COMPACTED TO 95% THE JOISTS. AT MINIMUM DOUBLE JOISTS ARE REQ'D UNDER PARALLEL BEARING PARTITIONS, JOISTS FRAMED INTO MECHANICAL: PER IRC 2015 SIDES OF BEAMS MUST BE SUPPORTED BY JOIST HANGERS OR LEDGER STRIPS I IRC SEC. 502.4 ] SEAMS AND JOISTS: 55, IN FLOOR CONSTRUCTION JOISTS AND BEAMS MUST HAVE NO LESS THAN 11/2" OF BEARING ON WOOD OR METAL AND NO 121. NO MECHANICAL SYSTEM OR EQUIPMENT REGULATED BY THIS CODE MAY BE CONNECTED TO FUEL SOURCE UNTIL LESS THAN 3" BEARING ON CONCRETE I IRC SEC. 502.6 I APPROVED BY THE BUILDING OFFICIAL [ IRC SEC. 111.1 / NFPA 541.1.1.1 ] 21. DIMENSIONAL LUMBER TO BE HEM-FIR 472 TYP. N.N.O.). UNLESS NOTED OTHERWISE USE 4x6 HF'2 HEADER IN EXTERIOR WALLS ABOVE DOORS AND WINDOWS (SEE DETAIL 'G' ON SHEET AS.I). NOTE: HEARTWOOD BEAMS ARE NOT TO BE USED 56. ALL PLYWOOD OR OSB SUBFLOORING IS TO BE GLUED TO THE SUPPORTING FRAMING MEMBERS, GLUE IS TO BE APPLIED 122. GAS PIPING SHALL BE TESTED AT A MINIMUM PRESSURE OF 3 PSI, GAUGES USED FOR TESTING MUST HAVE AN WI 4x DEPTH. BEAMS AND HEADERS TO HAVE 11/2" MIN. SEARING TYP. U.N.O. BEAMS SHOWN ARE MINIMUM REQ'D OR IN STRICT CONFORMANCE WITH MANUFACTURERS DIRECTIONS UPPER RANGE OF NOT MORE THAN 5 TIMES THE TEST PRESSURE I IRC SEC. G2411,4.I / NFPA 54 I BETTER-SIZE AND GRADE MAY BE INCREASED PER BUILDER'S DISCRETION. CHANGES TO PLAN MADE DURING CON- STRUCTION SHOULD BE VERIFIED WI DESIGNER SINCE ALL STRUCTURAL MEMBERS ARE SIZED FOR THEIR SPECIFIC ROOF FRAMING: 123, CLOTHES DRYER DUCTS SHALL BE CONSTRUCTED OF MINIMUM 0.016" THICK RIGID METAL HAVING SMOOTH INTER- OGO IOR FINISHES WITH JOINTS RUNNING IN THE DIRECTION OF AIR FLOW, NO SCREWS SHALL BE USED, TRANSITION t LOADS DUCTS SHALL NOT BE CONCEALED WITHIN CONSTRUCTION AND BE NO MORE THAN 12" IN LENGTH. DUCT SIZE MIN. 22. WOOD JOISTS CLOSER THAN 18" OR WOOD BEAMS CLOSER THAN 12" TO THE GROUND MUST BE OF TREATED WOOD OR 61, PLYWOOD ROOF SHEATHING IF EXPOSED ON THE UNDERSIDE MUST BE EXTERIOR GRADE AND IDENTIFIED AS EXPOSURE I 4" DIAMETER (OR AS REQ'D BY DRYER LISTING 4 PER MANUFACTURER INSTALLATION INSTRUCTIONS). DUCT SHALL WOOD OF NATURAL RESISTANCE TO DECAY [ IRC SEC. 311.1 1 I IRC SEC, 803.2.1,1 I TERMINATE AT OUTSIDE OF BUILDING WITH TERMINATION PER DRYER MFR. SPECIFICATIONS, TERMINATE MIN, 3 FEET FROM ANY OPENINGS INTO BUILDING, DUCT SHALL HAVE BACKDRAFT DAMPER AND SHALL NOT BE SCREENED, 23. ALL WOOD IN CONTACT WITH CONCRETE, MASONRY OR EARTH MUST BE PRESSURE-TREATED WOOD OR FOUNDATION- 62, ENCLOSED ATTIC 4 RAFTER SPACES MUST HAVE CROSS-VENTILATION FOR EACH SEPARATE SPACE BY VENT OPENINGS MAXIMIM DUCT LENGTH SHALL BE 35 FEET AND SHALL BE REDUCED IN ACCORDANCE WITH IRC TABLE G2439.1,4.1. GRADE CEDAR OR REDWOOD AND MARKED BY AN APPROVED AGENCY. CUT ENDS OF TREATED POSTS MUST BE PROTECTED AGAINST THE ENTRANCE OF RAIN OR SNOW. THE TOTAL NET FREE VENTILATING AREA SHALL NOT BE LESS DRYER EXHAUST SYSTEMS SHALL BE INDEPENDENT OF OTHER SYSTEMS RE-TREATED OR BE PROVIDED WITH PROTECTION FROM CONTACT WITH CONCRETE I IRC SEC, 311.1 1 THAN 1/15O OF THE AREA OF THE SPACE VENTILATED EXCEPT THAT REDUCTION OF THE TOTAL AREA TO 1/300 IS PER- MI PRESSURE-TREATED WOOD SHALL BE USED FOR THOSE PORTIONS OF WOOD MEMBERS WHICH FORM THE STRUCTURAL TTED PROVIDED THAT AT LEAST 40% AND NOT MORE THAN 50% OF THE REQ'D VENTILATING AREA IS PROVIDED BY 124, WHOLE-HOUSE EXHAUST FAN (IF REQUIRED) TO HAVE A BONE RATING OF 1,5 OR LESS 4 BE WIRED TO A TIMER OR VENTILATORS LOCATED IN THE UPPER PORTION OF THE SPACE TO BE VENTILATED AT LEAST 3 FEET ABV. THE EAVE OR DEHUMIDISTAT, VERIFY PROPER INSTALLATION OF BAFFLES TO MAINTAIN REQUIRED VENT OPENINGS IN CEILING. IF SUPPORT OF BUILDINGS, BALCONIES, PORCHES, ETC. WHEN SUCH MEMBERS ARE EXPOSED TO THE WEATHER WITHOUT ADEQUATE CORNICE VENTS I IRC SEC. 806.2 L THE OPENINGS MUST BE COVERED WITH A CORROSION-RESISTANT 1/4" MESH SCREEN FRESH AIR SYSTEM IS INSTALLED CONNECT TO RETURN AIR WITHIN FOUR FEET OF THE AIR HANDLING UNIT. PROVIDE PROTECTION FROM A ROOF, EAVE, OVERHANG OR OTHER COVERING, SUCH MEMBERS MAY INCLUDE OUTDOOR INTAKE DUCT WITH DAMPER TO LIMIT AIR FLOW TO 145 CFM UNDER NORMAL OPERATING CONDITIONS. SEAMS, JOISTS 4 DECKING, POSTS, POLES 4 COLUMNS I IRC SEC, 311,1,3 1 63, AN INSULATION DAM MUST BE PROVIDED AT THE ATTIC ACCESS OPNG. WHEN USING BLOWN-IN INSULATION UNDERCUT INTERIOR DOORS TO ALLOW AIR MOVEMENT 25, ENDS OF BEAMS ENTERING CONCRETE OR MASONRY WALLS SHALL BE PROVIDED WITH A MINIMUM AIR SPACE OF 1/2" 64. TRUSSES MUST BE DESIGNED BY A REGISTERED DESIGN PROFESSIONAL IN ACCORDANCE WITH ANSI/TPI I STANDARDS 125. EXHAUST FAN LOCATIONS 4 SIZES REQUIRED TO COMPLY WITH THE WASHINGTON STATE VENTILATION t INDOOR AIR AT TOPS, SIDES AND ENDS [ IRC SEC. 311.1 1 [ IRC SEC. 802.10.2 I QUALITY (VIAQ) CODE ARE AS FOLLOWS: KITCHEN: 100 CFM (RANGE HOOD ACCEPTABLE) 26, STRUCTURAL EXTERIOR POSTS, BEAMS, JOISTS AND DECKING TO BE CEDAR OR TREATED MATERIAL I IRC SEC. 311 ] 65. TRUSS BRACING MUST BE PROVIDED TO PREVENT LATERAL ROTATION AND PROVIDE LATERAL STABILITY IN ACCOR- LAUNDRY: 50 CFM MIN. DANCE WITH THE INDIVIDUAL TRUSS DESIGN DRAWINGS [ IRC SEC. 802,10.3 ] BATHROOMS: 50 CFM MIN, 21. FASTENERS FOR PRESSURE-TREATED AND FIRE-RETARDANT WOOD MUST BE OF HOT-DIPPED GALVANIZED STEEL, STAIN- NOTE: ALL EXHAUST FANS ON 20-MINUTE TIMER. EXHAUST FANS TO VENT TO OUTSIDE AIR NO CLOSER THAN 3 FEET LESS STEEL OR COPPER (EXCEPTION: 1/2" DIA, OR GREATER STEEL BOLTS) I IRC SEC, 311.3,1 1 66, TRUSS MEMBERS MUST NOT BE CUT, NOTCHED, DRILLED, SPLICED OR OTHERWISE ALTERED IN ANY WAY WITHOUT THE FROM ANY OPENING APPROVAL OF A REGISTERED DESIGN PROFESSIONAL, ALTERATIONS RESULTING IN THE ADDITION OF LOADS THAT 28. PORTIONS OF GLUE-LAMINATED TIMBERS THAT FORM THE STRUCTURAL SUPPORTS OF A BUILDING OR OTHER STRUCTURE EXCEED THE DESIGN LOAD FOR THE TRUSS WILL NOT BE PERMITTED WITHOUT VERIFICATION THAT THE TRUSS IS CAPA- 126. ALL GAS COMBUSTION APPLIANCES (EXCEPT KITCHEN RANGE 4 CLOTHES DRYER) TO HAVE COMBUSTION AIR DUCTED AND ARE EXPOSED TO THE WEATHER AND NOT PROPERLY PROTECTED BY A ROOF, EAVE OR SIMILAR COVERING BLE OF SUPPORTING SUCH ADDITIONAL LOADING I IRC SEC. 802,10.4 ] DIRECTLY TO THEM SHALL BE PRESSURE-TREATED WITH PRESERVATIVE OR BE MANUFACTURED FROM NATURAL DURABLE WOOD [ IRC SEC. 311.1,5 ] 61. TRUSS BOTTOM CHORDS SHALL BE DESIGNED FOR LOAD WHERE CONDITIONS IN TABLE R3O1.5 ARE PRESENT (TRUSS WASHINGTON STATE ENERGY CODE COMPLIANCE: WALLI ENGINEER AND/OR MANUFACTURER TO VERIFY) WALL FRAMING: (IN GENERAL MIN. REQ'MENTS PER IRC CHAPTER 6, AS DEFINED HEREIN OR SHOWN ON DRAWINGS) EXTER IOR SHELL: 131, COMPLIANCE DATA FOR THE 2015 WASHINGTON STATE ENERGY CODE (IRC CHAPTER II) IS AS FOLLOWS: 31. FRAME MAIN FLOOR EXTERIOR WALLS W/ 104 5/8" 2x6 STUDS 41 16" O.C. TYPICAL, FRAME UPPER FLOOR EXTERIOR WALLS FLOOR: R-30 W/ 92 5/8" 2x6 STUDS o 16" O.C. TYP. (VERIFY EXTERIOR SHEATHING TYPE W/ BUILDER). FRAME MAIN FLOOR INTERIOR WALLS: R-21 WALLS W/ 104 5/8" 2x STUDS (PER PLAN) 0 16" O.C. WI 1/2" GYPSUM WALLBOARD BOTH SIDES TYPICAL UNLESS NOTED 11, FLASH AND COUNTER-FLASH ALL EXTERIOR OPENINGS AS REQUIRED TO MAKE THEM WEATHERPROOF. INSTALLATION FLAT CEILING: R-49 (R-38 ALLOWED IF INSULATION DEPTH MAINTAINED TO OUTSIDE FACE OF EXTERIOR WALL) OTHERWISE BY BUILDER, FRAME UPPER FLOOR INTERIOR WALLS W/ 92 5/8" 2x4 STUDS o IS" O.C. WI 1/2" GWB BOTH SIDES INSTRUCTIONS SHALL BE PROVIDED FOR EACH WINDOW BY THE MANUFACTURER VAULTED CEILING: R-38 DOORS: U=.200 MAXIMUM (VERIFY WEATHERSTRIP IS INSTALLED) TYP. (U,N.O,), FRAME GARAGE WALLS W/ 104 5/8" 2x STUDS (PER PLAN) s IC O.C. ANGLED WALLS TO BE 45 DEGREES WINDOWS: U=.400 MAX. TYP. UNLESS NOTED OTHERWISE 12, ALL EXTERIOR TRIM AND SIDING JOINTS TO BE AS SHOWN ON THE ELEVATIONS. WHERE TWO BOARDS BUTT ENE TO END, SIDING OR TRIM PROVIDE A 15-DEGREE (MINIMUM) BEVEL ON ENDS OF JOINING BOARDS,'P:.ASH CONTINUOUS ABOVE SKYLIGHTS: U=.550 MAX, 32, STUDS PARTITIONS CONTAINING PLUMBING, HEATING OR OTHER PIPES SHALL BE SO FRAMED AND THE JOIST BELOW SO ALL PROJECTING WOOD TRIM [ IRC SEC. 103 ] WATER LINES IN UNHEATED AREAS TO BE INSULATED TO R-3, HEAT DUCTS TO BE R-8 MIN. 4 EXHAUST DUCTS MIN. R-4 (SEAL JOINTS, CORNERS AND BOOTS). VERIFY INSULATION IS INSTALLED BEHIND PARTITIONS, IN CORNERS, FITTED SPACED AS TO GIVE PROPER CLEARANCE FOR THE PIPING, WHERE A PARTITION CONTAINING SUCH PIPING RUNS AROUND WIRING 4 PIPES AND IN SPACES BEHIND BATHTUBS t SHOWERS. INSULATE ALL ACCESS DOORS/HATCHES TO PARALLEL TO THE FLOOR JOISTS THE JOISTS UNDERNEATH SUCH PARTITION SHALL BE DOUBLED AND SPACED TO PERMIT SAFETY: CRAWLSPACES/ATTICS TO THE EQUIVALENT RATING OF THE INSULATED FLOOR, WALL OR CEILING THROUGH WHICH THEY PASSAGE OF SUCH PIPES AND SHALL BE BRIDGED, WHERE PLUMBING, HEATING OR OTHER PIPES ARE PLACED IN OR PENETRATE 4 INSTALL WEATHERSTRIP TO MINIMIZE AIR LEAKAGE. SEAL OPENINGS AROUND INTERIOR PLUMBING PIPES PARTLY IN A PARTITION NECESSITATING THE CUTTING OF SOLES OR PLATES A METAL TIE NOT LESS THAN I/8' THICK i o EXTERIOR WALLS, REFER TO 2015 WSEC CHAPTER 4 4 IRC CHAPTER 11 FOR VERIFICATION OF INSULATION VALUES 1 1/2" WIDE SHALL BE FASTENED TO THE PLATE ACROSS AND TO EACH SIDE OF THE OPENING WITH NOT LESS THAN (8)16d 81, EVERY DWELLING MUST HAVE ITS ADDRESS PLAINLY LEGIBLE AND VISIBLE FROM THE STREET I IRC SEC. 319.1 ] (CHECK WITH BUILDING DEPARTMENT OF JURISDICTION FOR ADDITIONAL INSULATION REQUIREMENTS THAT EXCEED THE NAILS EA. SIDE [ R602.6.1 I 2015 WSEC) 82. EVERY BASEMENT, HABITABLE ATTIC AND EVERY SLEEPING ROOM MUST HAVE AT LEAST ONE OPERABLE WINDOW 33. DOORS THAT ARE NOT DIMENSIONED TO HAVE TWO STUDS (3") BETWEEN R.O. AND NEAREST WALL OR EXTERIOR DOOR APPROVED FOR EMERGENCY EGRESS OR RESCUE, WINDOWS MUST HAVE A MIN, NET CLEAR 132, INSULATION TO FILL ALL EXTERIOR WALL CAVITIES--DO NOT COMPRESS! CUT TO FIT AROUND PIPES, WIRES t OUTLET OPENING OF 5.1 SQUARE FEET (5.0 S.F. IF LOCATED ON GRADE FLOOR), A MIN, NET FREE OPENING HEIGHT OF 24" 34. INSTALL 2x6 BACKING FOR TOWEL BARS BETWEEN STUDS CENTERED 48" A.F.F. AND A MIN. NET CLEAR OPENING WIDTH OF 20 INCHES. FINISHED SILL HEIGHT MAY NOT BE MORE THAN 44" ABV, BOXES. RECESSED FIXTURES IN EXTERIOR WALLS TO HAVE MIN, R-5 INSULATION BEHIND THEM THE FLOOR. ESCAPE WINDOWS SHALL BE OPERABLE FROM THE INSIDE WITHOUT THE USE OF KEYS, TOOLS OR 133, BLOWN-IN ATTIC INSULATION TO BE INSTALLED IN STRICT CONFORMANCE WITH MANUFACTURER'S RECOMMENDATIONS FOR 35, CRIPPLE WALLS MUST BE FRAMED OF STUDS NOT LESS IN SIZE THAN THE STUDDING ABOVE, WHEN EXCEEDING 4 FEET IN SPECIAL KNOWLEDGE [ IRC SEC, 310 I HEIGHT SUCH WALLS MUST BE FRAMED OF STUDS HAVING THE SIZE REOD FOR AN ADDITIONAL STORY. CRIPPLE WALLS DENSITY 4 COVERAGE. PROVIDE VENTILATION BAFFLES IN ATTIC WHERE REQ'D TO MAINTAIN I" AIR SPACE. BAFFLE TO LESS THAN 14" HIGH MUST BE SHEATHED ON AT LEAST ONE SIDE AND FASTENED TO TOP AND BOTTOM PLATES OR THE 83. ATTIC ACCESS TO BE MINIMUM 22"x30", BE READILY ACCESSIBLE AND MUST HAVE 30" UNOBSTRUCTED HEADROOM EXTEND 6" VERTICALLY ABOVE THE BATTS AND 12" VERTICALLY ABV. LOOSE-FILL INSULATION, PROTECT ALL FOAM CRIPPLE WALL WILL HAVE SOLID BLOCKING. CRIPPLE WALLS MUST BE BRACED WITH 15% MORE BRACING THAN AS REQ' ABOVE I IRC SEC. 01 ] INSULATION WITH METAL, PLASTIC OR PARGING AT BELOW-GRADE CONDITIONS 4 WHERE EXPOSED ASV. GRADE TO PRE- . FOR THE WALL ABOVE, WITH WALL PANEL SPACING NOT MORE THAN 14 FEET I IRC SECTIONS 602,9 AND 602.10.11.1 1 VENT DAMAGE 84, WHEN WORK IS PERFORMED THAT REQUIRES A PERMIT OR WHEN A SLEEPING ROOM IS CREATED THE ENTIRE BUILDING 134. A ONE-PERM (OR LESS) VAPOR RETARDER (KRAFT PAPER, PYA PAINT, ETC,) IS TO BE INSTALLED ON THE WARM SIDE 36, WOOD COLUMNS MUST SE RESTRAINED TO PREVENT LATERAL DISPLACEMENT [ IRC SEC, 401.3 1 MUST BE PROVIDED WITH SMOKE ALARMS. A SMOKE ALARM MUST BE INSTALLED IN EACH SLEEPING ROOM AND OF THE INSULATION OUTSIDE THE SLEEPING ROOM IN THE IMMEDIATE VICINITY. THERE MUST BE AT LEAST ONE SMOKE ALARM ON EVERY 31. ALL TRIMMERS AND HEADERS FRAMING AN OPENING SHALL BE PER IRC TABLES R6O2.10) AND R602.1(2) OR AT THE MIN. FLOOR LEVEL. ALL SMOKE ALARMS SHALL BE HARDWIRED WITH BATTERY BACKUP AND BE INTERCONNECTED. ALL 35, ALL RECESSED LIGHT FIXTURES IN THE THERMAL ENVELOPE TO BE CERTIFIED UNDER ASTM E-283 AND SO LABELED OR SHALL BE DOUBLED OR LUMBER OF EQUIVALENT CROSS-SECTION AND EA, END SUPPORTED WITH PROPER-SIZED FRAMING ALARMS SHALL BE LISTED IN ACCORDANCE WITH UL 211 AND HOUSEHOLD FIRE WARNING EQUIPMENT PROVISIONS OF SEAL AROUND THE EXTERIOR IN AN APPROVED MANNER TO BE AIR-TIGHT ANCHORS UNLESS ADEQUATE BEARING PROVIDED THROUGH OTHER MEANS NFPA 12 I IRC SEC. 314 1 38, PLACE A VAPOR BARRIER OF TYVEK (OR EQUAL) OVER ALL EXTERIOR WALLS [ IRC SEC. 103.2 1 85, FOR NEW CONSTRUCTION AN APPROVED CARBON MONOXIDE ALARM SHALL BE INSTALLED OUTSIDE EACH SEPARATE 136, SOLE PLATE IS TO BE CAULKED OR GLUED TO FLOOR. RIM JOIST BTWN, STORIES TO BE CAULKED/SEALED. ALL HOLES SLEEPING AREA IN THE IMMEDIATE VICINITY OF THE BEDROOMS IN DWELLING UNITS WITHIN WHICH FUEL-FIRED APPLIANCES N BUILDING ENVELOPE TO BE CAULKED/SEALED INCLUDING BUT NOT LIMITED TO ELECTRICAL, PLUMBING t µVAC PENE- 39. WOOD STUD WALLS MUST BE CAPPED WITH A DOUBLE TOP PLATE INSTALL TO PROVIDE OVERLAPPING AT CORNERS AND ARE INSTALLED AND IN DWELLING UNITS THAT HAVE ATTACHED GARAGES I IRC SEC. 315 1 TRATIONS, OUTLETS, SWITCH BOXES AND RECESSED FIXTURES ON EXTERIOR WALLS OR CEILINGS ARE TO BE CAULKED/ INTERSECTIONS WITH BEARING PARTITIONS. END JOINTS MUST BE OFFSET AT LEAST 24 INCHES I IRC SEC, 602.3.2 L SINGLE SEALED WITH APPROVED SEALANT OR HAVE FOAM FACE GASKETS INSTALLED, ALL RECESSED LIGHTS TO BE IC RATED, TOP-PLATE CONSTRUCTION IS NOT TO BE USED ON THIS PROJECT 86, PORCHES, BALCONIES, RAMPS OR RAISED FLOOR SURFACES LOCATED MORE THAN 30" ABOVE THE FLOOR OR GRADE AIR TIGHT t SEALED TO SURROUNDING GWB. ROUGH OPENING AROUND ALL WINDOWS 4 DOORS TO BE SEALED/CAULKED BELOW SHALL HAVE GUARDS NOT LESS THAN 36" IN HEIGHT. OPEN SIDES OF STAIRS WITH A TOTAL RISE OF MORE THAN 40. ANY STUD IN AN EXTERIOR WALL OR BEARING PARTITION MAY BE CUT OR NOTCHED TO A DEPTH NOT TO EXCEED 25% 30" ABV. THE FLOOR OR GRADE BELOW SHALL HAVE GUARDS NOT LESS THAN 34" IN HEIGHT MEASURED ABOVE THE 131. THE BUILDING OR DWELLING UNIT SHALL BE TESTED 4 VERIFIED AS HAVING AN AIR LEAKAGE RATE OF NOT EXCEEDING " OF ITS WIDTH. STUDS IN NON-BEARING PARTITIONS MAY BE NOTCHED TO A DEPTH NOT TO EXCEED 40% OF A SINGLE NOSING OF THE TREADS. GUARDS SHALL HAVE INTERMEDIATE RAILS OR ORNAMENTAL CLOSURES THAT DO NOT ALLOW 5 AIR CHANGES PER HOUR, TESTING SHALL BE CONDUCTED WITH A BLOWER DOOR AT A PRESSURE OF 0.2 INCHES W,G. STUD WIDTH. ANY STUD MAY BE BORED OR DRILLED PROVIDED THAT THE DIAMETER OF THE RESULTING HOLE IS NO A SPHERE 4" IN DIAMETER TO PASS I IRC SEC. 312.1 I (50 PASCALS). WHERE REQUIRED BY THE CODE OFFICIAL, TESTING SHALL BE CONDUCTED BY AN APPROVED THIRD GREATER THAN 40% OF THE STUD WIDTH, THE EDGE OF THE HOLE IS NO CLOSER THAN 5/8 INCH TO THE EDGE OF THE PARTY. A WRITTEN REPORT OF THE RESULTS OF THE TEST SHALL BE SIGNED BY THE PARTY CONDUCTING THE TEST AND STUD AND THE HOLE IS NOT LOCATED IN THE SAME SECTION AS A CUT OR NOTCH [ IRC FIGURES R602,6(1) 4 R602.6(2) 1 81, INSTALL 1/2" GYPSUM WALLBOARD (MIN.) AT GARAGE/HOUSE WALL AND GARAGE BEARING WALLS, INSTALL 5/8" TYPE-X PROVIDED TO THE CODE OFFICIAL. TESTING SHALL BE PREFORMED AT ANY TIME AFTER CREATION OF ALL PENETRATIONS TOP PLATES IF NOTCHED OR DRILLED TO MORE THAN 50% OF THEIR WIDTH SHALL HAVE A 16-GAUGE METAL TIE I I/2" GYPSUM WALLBOARD AT GARAGE CEILING TYPICAL, INSTALL 20-MINUTE RATED DOOR BETWEEN HOUSE AND GARAGE OF THE BUILDING THERMAL ENVELOPE. ONCE VISUAL INSPECTION HAS CONFIRMED SEALING (SEE WSEC TABLE R402.4.1,1), IN WIDTH INSTALLED PER IRC FIGURE R602.6,1 I IRC SEC, 302.6 1 NOTE: SELF-CLOSING HARDWARE REQ'D BY CODE OPERABLE WINDOWS 4 DOORS MANUFACTURED BY SMALL BUSINESS SHALL BE PERMITTED TO BE SEALED OFF AT THE EXCEPTIONS: FRAME PRIOR TO THE TEST [ WSEC R402,4,1,2 I A. A STUD MAY BE BORED TO A DIAMETER NOT EXCEEDING 50% OF ITS WIDTH PROVIDED THAT SUCH STUDS LOCATED 88, THE FLOOR SURFACE IN A GARAGE SHALL BE NON-COMBUSTIBLE AND SLOPED TOWARD THE MAIN VEHICLE ENTRY DOOR- EXTERIOR WALLS OR BEARING PARTITIONS ARE DOUBLED AND THAT NOT MORE THAN TWO SUCCESSIVE STUDS ARE WAY [ IRC SEC. 309.1 L AUTOMATIC GARAGE DOOR OPENERS SHALL BE LISTED IN ACCORDANCE WITH UL 325 C IRC SEC. ABBREV IAT IONS: BORED 309,4 ] B. APPROVED STUD SHOES MAY BE USED WHEN INSTALLED IN ACCORDANCE WITH THE MANUFACTURER'S SPECIFICATIONS [ IRC SEC• 602.6 1 89. BATHTUB AND SHOWER FLOORS AND WALLS ABOVE BATHTUBS WITH INSTALLED SHOWER HEADS AND IN SHOWER COMPART- 0 AT EL. ELEVATION MAX, MAXIMUM SH SINGLE-HUNG PROVIDE METAL NAIL PLATES IN ALL LOCATIONS WHERE PLUMBING OR WIRING COMES WITHIN I" OF THE EDGE OF ANY STUD MENTS SHALL BE FINISHED WITH A NON-ABSORBENT SURFACE TO EXTEND TO A HEIGHT NOT LESS THAN 12" ABOVE THE A.B. ANCHOR BOLT ELEC. ELECTRICAL M.B. MACHINE BOLT (WINDOW) FLOOR [ IRC SEC. 301 ] ADD. ADDITION ELEV. ELEVATOR MECH, MECHANICAL SHWR, SHOWER 41, FIRE BLOCKING SHALL BE PROVIDED TO CUT-OFF CONCEALED DRAFT OPENINGS (BOTH VERTICAL AND HORIZONTAL) AND TO ADJ. ADJUSTABLE ENG'R ENGINEERING) MEMB. MEMBRANE SHTH'G SHEATHING FORM AN EFFECTIVE FIRE BARRIER BETWEEN STORIES AND BETWEEN ATOP-STORY AND THE ROOF SPACE [ IRC SEC. 302.11 I 90. FURNACE SHALL BE INSTALLED IN ACCORDANCE WITH THE MANUFACTURER'S INSTALLATION INSTRUCTIONS AND THE REQUIRE- A,F,F, ABOVE FINISH FLOOR EQ, EQUAL MICRO, MICROWAVE SIM, SIMILAR INSTALL FIRE BLOCKING AT: MENTS OF IRC CHAPTERS 13 THROUGH 20 4 CHAPTER 24, IF LOCATED IN GARAGE FURNACE AND HOT WATER TANK SHALL ALT, ALTERNATE EQUIP. EQUIPMENT MIN, MINIMUM SPEC. SPECIFICATION A. IN CONCEALED SPACES OF STUD WALLS AND PARTITIONS INCLUDING FURRED SPACES t PARALLEL ROW OF STUDS OR BE ELEVATED SO THAT PILOTS, BURNERS, HEATING ELEMENTS AND SWITCHES ARE MIN. 18" ABOVE GARAGE SLAB, STRAP ALUM. ALUMINUM EXP. J7, EXPANSION JOINT MTL. METAL SQ. SQUARE STAGGERED-STUDS AS FOLLOWS: HWT TO WALL I IRC SEC. M13O1.3 I, PROVIDE OVERFLOW PAN t PIPING AND INSTALL TEMPERATURE 4 PRESSURE RELIEF BA, BATH EXIST, EXISTING N.I.C. NOT IN CONTRACT S.S. STAINLESS STEEL a. VERTICALLY AT THE CEILING AND FLOOR LEVELS VALVE (W/ PIPE TO EXTERIOR TERMINATION) PER IRC CHAPTER 28. VERIFY PROTECTION FROM IMPACT BY AUTOS BDRM, BEDROOM EXT. EXTERIOR N.T.S. NOT TO SCALE STD. STANDARD b. HORIZONTALLY AT INTERVALS NOT TO EXCEED 10 FEET; BLDG. BUILDING F.D. FLOOR DRAIN O.C. ON CENTER SM. STEEL LARRABEESLKG, BLOCKING FIN. FINISH ODWH ON-DEMAND WATER S70R, STORAGE B. AT ALL INTERCONNECTIONS BETWEEN CONCEALED VERTICAL AND HORIZONTAL SPACES SUCH AS OCCUR AT SOFFITS, DROP CEILINGS AND COVE CEILINGS: PLUMBING' B.O. BY OWNER F.F. FINISHED FLOOR HEATER STRUCT, STRUCTURAL C. IN CONCEALED SPACES BETWEEN STAIR STRINGERS AT THE TOP AND BOTTOM OF THE RUN; SOT. BOTTOM FLR, FLOOR O.F,C.I, OWNER TO FURNISH, SUSP. SUSPENDED LOWER LEVEL D. AT OPENINGS AROUND VENTS, PIPES AND DUCTS AT THE CEILING AND FLOOR LEVEL WITH AN APPROVED MATERIAL TO BUMP BRACED WALL PANEL FDN, FOUNDATION CONTRACTOR INSTALL T 4 G TONGUE 4 GROOVE RESIST THE FREE-PASSAGE OF FLAME AND PRODUCTS OF COMBUSTION: 101. NO PLUMBING OR DRAINAGE SYSTEM OR BUILDING SEWER MAY BE COVERED, CONCEALED OR PUT INTO USE UNTIL IT HAS CAB, CABINET F.O.C. FACE OF CONCRETE OH, OVERHANG TEMP, TEMPERED E. FOR SITE-BUILT CHIMNEYS AND FIREPLACES, FIRE BLOCKING MUST BE A MIN. OF I" THICK AND SUPPORTED ON METAL BEEN TESTED, INSPECTED AND APPROVED [ UPC SEC. 103.5,1.3 ] CSMT. CASEMENT (WINDOW) F,O.S. FACE OF STUDS O.H. OVERHEAD INK, THICKNESS STRIPS OR METAL LATH: CENTERLINE FT, FOOT OR FEET OPNG, OPENING T.O, TOP OF F, FIRE BLOCKING OF CORNICES OF ATWO-FAMILY DWELLING IS REQ'D AT THE LINE OF DWELLING SEPARATION 102, PLUMBING SUPPLY PIPING SHALL B£ TESTED WITH WORKING WATER PRESSURE OR, EXCEPT PLASTIC PIPING, 50 PSI AT GLKG, CAULKING F.E. FIRE EXTINGUISHER OPT, OPTIONAL T. TELEVISION PRESSURE [ UPG SEC, 609.4 1 CLO, CLOSET FRPLC, FIREPLACE PH PHONE TYP. TYPICAL CMU CONC. MASONRY UNIT FURN. FURNACE PIC PICTURE (FIXED WDW.) U.N.O. UNLESS NOTED GENERAL NOTES 42, FIELD-CUT NOTCHES, ENDS AND DRILLED HOLES OF PRESERVATIVE TREATED WOOD SHALL BE TREATED IN FIELD IN ACCORD- ANCE WITH AWPA M4 [ IRC SEC• 311.1,1 1 103. PLUMBING DRAINS SHALL BE TESTED WITH WATER FILLED TO THE HIGHEST VENT IN THE SYSTEM OR 5 PSI AIR PRESSURE COL. COLUMN GA, GAUGE P.LP, GONG, POURED-IN-PLACE OTHERWISE I UPC SEC. 112.2,3 ] CONC. CONCRETE GALV, GALVANIZED CONCRETE V.T.O. VENT TO OUTSIDE CONST. CONSTRUCTION G.B. GRAB BAR P. LAM PLASTIC LAMINATE VERT. VERTICAL FLOOR FRAMING: 104. ALL PIPING PASSING UNDER OR THROUGH WALL SHALL BE PROTECTED FROM BREAKAGE, APPROVED PROVISIONS CONT. CONTINUOUS GLU-LAM GLUE-LAMINATED PLAS, PLASTIC VEST, VESTIBULE SHALL BE MADE FOR EXPANSION OF HOT WATER PIPING. VOIDS AROUND PIPING PASSING THROUGH CONCRETE FLOORS CPT. CARPET GR, GRADE PLWD. PLYWOOD VIN. VINYL ON THE GROUND SHALL BE APPROPRIATELY SEALED I UPC SEC. 313.11 C.T, CERAMIC TILE GWB GYPSUM WALLBOARD PR. PAIR W WASHER JOB No: LARRABEE LOWER LEVEL 51, JOISTS FRAMING INTO THE SIDE OF A WOOD GIRDER SHALL BE SUPPORTED BY APPROVED FRAMING ANCHORS OR ON DIA. DIAMETER HIS HOSE BIBB P.T. PRESSURE-TREATED WI WITH LEDGER STRIPS NOT LESS THAN NOMINAL 2" x 2" I IRC SEC. 502,6.2 1 105, HORIZONTAL PIPING SHALL BE SUPPORTED AT SUFFICIENTLY CLOSE INTERVALS TO PREVENT SAGGING, PIPE SUPPORTS D DRYER HDWD, HARDWOOD R RISER WC WATER CLOSET DESIGNED: LG FOR ABS MAY NOT EXCEED 4 FEET ON CENTER I UPC SECS. 314.5 4 314,5,1 ] DBL. DOUBLE HORIZ, HORIZONTAL R.D. ROOF DRAIN WD, WOOD DRAWN: BJ/JR 2. ALL JOISTS SHALL BE SUPPORTED LATERALLY AT THE ENDS 4 OVER SUPPORTS WITH 2" NOMINAL WIDTH BY FULL JOIST DF DOUGLAS FIR HWT HOT WATER TANK REF. REFERENCE WDW, WINDOW DEPTH SOLID BLOCKING, RIM JOIST, JOIST HANGER OR OTHER APPROVED MEANS. NOTCHES AT THE ENDS OF JOISTS 106, WHIRLPOOL BATHTUBS SHALL BE PROVIDED WITH A REMOVABLE PANEL OF SUFFICIENT DIMENSION TO ACCESS THE PUMP D.F. DRINKING FOUNTAIN INSUL, NSULATION REFG, REFRIGERATOR W/O WITHOUT DATE: 12/12/2017 " [ IRC P2120 ] DN. DOWN INT. INTERIOR REQ'D REQUIRED WP WATERPROOF SHALL NOT EXCEED 25% OF THE JOIST'S DEPTH AND BORED HOLES ARE NOT TO BE WITHIN 2 OF THE TOP OR BOTTOM OF DR. DOOR KIT. KITCHEN RM, ROOM W.W.F. WELDED WIRE SHEET E JOIST. HOLES ARE NOT TO BE ANY BIGGER THAN I/3 THE DEPTH OF THE JOIST, HOLES AND NOTCHES MUST NOT DTI- DETAIL JST, JOIST R.O. ROUGH OPENING FABRIC BE WITHIN 2" OF EACH OTHER. NOTCHES IN THE TOP OR BOTTOM OF THE JOISTS SHALL NOT EXCEED 1/6 THE JOIST DEPTH 101. SHOWERS AND LAVATORIES TO HAVE 2.5 AND 2.2 GALLON PER MINUTE FLOW RATE, RESPECTIVELY. WATER CLOSET SHALL AND ARE NOT PERMITTED IN THE MIDDLE THIRD OF THE SPAN [ IRG SEC. 502.1 4 502.8 L FOR NOTCHING AND BORING OFSHELF 4 ROD BE ISGALLON/FLUSH MAX, R DWG. DRAW N M G ER AIL. MATERIALY S.F.8 4FEET SQUARE XO SLIDER (WINDOW) A- 7 . 1 1 MANUFACTURED FLOOR JOISTS REFER TO THE MANUFACTURER'S SPECIFICATIONS AND FOLLOW THEIR RECOMMENDATIONS DR EACH HEM-FIR SGD SLIDING-GLASS FULLYEA. WA NOTE: ••a EXCEPT FOR EXHAUST FANS AND SMOKE DETECTORS, FIXTURE LOCATIONS ARE iMMO DESIGNER'S SUGGESTION ONLY (VERIFY ALL FIXTURE TYPES AND LOCATIONS WI IMINIIII SUIS OWNER). EXHAUST FANS TO COMPLY WI 2015 IRC MI503, FAN NOISE NOT TO IMI EXCEED 1,5 SONES ' 0.1 INCHES WATER GAUGE, EXHAUST FANS TO BE VENTED LANDED TO OUTSIDE AIR TYP. VERIFY ANY ADDITIONAL LIGHTING, A/V OR COMPUTER L N D D GENTRY WIRING REQUIREMENTS W/ OWNER AND/OR BUILDER HOMES AND COMMUNITIES INTERIOR LIGHTING: A MINIMUM OF 50 PERCENT OF ALL a N ELECTRICAL PLAN KEY LUMINAIRIIES SHALL BE HIGH EFFICIENCY LUMINAIRIES. 131 v WALL SCONCE EXTERIOR LIGHTING: LUMINAIRIES PROVIDING OUTDOOR I LIGHTING AND PERMANENTLY MOUNTED TO A RESIDENTIAL _ I I RECESSED CAN BUILDING OR TO OTHER BUILDINGS ON THE SAME LOT SHALL - _ - - ! - [•� I I I CEILING FIXTURE BE HIGH EFFICIENCY LUMINAIRIES. 1 " - - r R , \ I EYEBALL CAN II \ � '{ II — _ _ II • _ � _ ,, II 0 ❑ • I ii Aso SMOKE DETECTOR II \ Y'-1II / II II - - -��� - II 0 11 \V� -— p -- - EXHAUST FAN rl� _ r— , 9wn ! ; --�--^j ❑ � ❑ q �,;a� ; �:i� P 'S;�� I /" s �4 S LIGHT SWITCH 0 _ 1 i I 33 3-WAY LIGHT SWITCH 0 \ - 0 I I I 0 WALL OUTLET 120 VOLTS I 7V/TEED I I 220 VOLT OUTLET(DRYER&OVEN PLUG) i I I - WATER PROOF GROUND FAULT QTV/TEL -{� " 1 �•J \ O 0 �•J LA I P INTERRUPTER OUTLET 120 VOLTS C \ \ TV/TEL II O� GROUND FAULT INTERRUPTER \ \ / \I =L iv it, TELEVISION,TELEPHONE /TE_ I " 1 + - AND INTERNET MODULE II t jw1 PULL CHAIN LIGHT / FIXTURE I= _ _ _ I I ' - WALL MOUNTED LIGHT \ o / \ / cr) ® HARDWIRE OUTLET 0- 711 W \ `J \ 0 O SD / Pig 114 NOTE: } I SD \ W - cn - S S4 I I OI SMOKE DETECTOR(SD)SSD110V INTERCONNECTED Q O /i SD 11 I S I N I j —I I I \ I - WITH BATTERY BACKUP �- SSS ` II 1 / cq \ it - - - - T - - - - - - - -r 9 � u II II t I I 1 11 / ' \ TV/TEL ► 1 , , L II I I / � I • I II �� I I 71 I titi" _I 2 ❑ IQE II I I � / 83 HII . diPli QZ ( �rI� P I e \, - - o Q M Q I L�J 50 CFM S W I = 50 CFM - \ (MIN.) 0. I �, - I II(MIN.) OEX. FAN, - - -- - }/ II II ,7 �I EX. FAN �. I �S y� m� Q 0 0 / ` 5344 Q I 7 H� r TO GARBAGE I ' I • DISPOSAL a t %, ?O CFM A 1 / I R o • , -K(5k e, /4- : O a I \ ` k I I (MIN ) Luis ° . \ch RANGE W/ IOO CFM 1 • ' i�X. FAN 8 r REFG. MICRO/1400a ABY._ — _i 2' : , I l /0 0 I o Ito oc e I t . k G t'1191ttti. '.� A ,. , % � � Q D W \ LIN. `� A - TO MICRO. a O Imo ,_ ,7 ° TV/TEL D n . eLL D0 C SO CFM 7 11 o yi p - (MIN.) �I ' // p 50 GFM a \ EX. FAN l �op ` (MIND �° I yL I S EX. FAN �� d d I = y o I 4 /, / �•J - ISD / �- - / 1 I a = TO OOER O I ; 1 - - y(I I �;.. ' I II p e a s D. a o e ° D�v a G .. ., ° p, v S3 I I III LI Y GAS b _ =_ = = i, ,.. CsAS \� , \ S S \ .a Ig 70 MAIN HUT II FURN. 11 \ V n / l , FLOOR � _ _ _ = a LN_ATTI� OPT. OPT. 2 [4 - - X I i"� 4 j r - DOOR / DEDICATED 70 /� /- OOR /" '\ / FREEZER - ' ° v ° - 7 c„r>_ - / `� HANGI�Gl S =gyp N, FIXT hE ` 8 \ • -( 11 / \, 4 04 NOTE: , T ° ALL GARAGE OUTLETS TO BE 48" A.F.F. U.N.O. I' I ' ° v / i o 0 / n o Q TV/TEL e CLG. TO GARAGE 0 4 v INTERIOR — — ' JI IO r N. ^ - , LIGHTS e CLG, l \ Q , lit a LARRABEE 'l LOWER LEVEL I o 0 \ Cr e, - - H 4 ELECTRICAL PLANS �' COASTAL 2 — ° 7o GARAGEL 1 I _� 7 \I I/ o �— iei .. •> o c v o a o o a o ____ _-� EXTERIOR / / \ ' LIGHTS _ JOB NO: LARRABEE LOWER LEVEL -- - —._ _ _ DESIGNED: LG 3—CAR C ,4RA E OPT. DRAWN: JR SCALE: I/4" = 1'-0" MAIN FLOOR ELECTRICAL FLAN LOUDER FLOOR ELECTRICAL FLAN DATE: 12/12/2017 SCALE: I/4" = I'-O° SCALE: I/4" - 1'-O" SHEET uE1 1 . WA aas / 38'4'" / �_ I '� I /� � I NOTES : S NO SURCHARGE OR WHEEL FOUNDATION NOTES : / 14 -4 / 24 -2 / SD / "E" LOADS WITHIN 5' 0" / 13 -10 " / 24 --1 / as am I. INSTALL PRESSURE-TREATED 2x6 SILL (MINIMUM) W/ 1/2" DIAMETER x 10" ANCHOR BOLT 4 3"x3"x1/4" PLATE WASHER • 4'-0" O.C. ATOP 254" 12'-I" / 12'-I" /y 254" NO FLOOR FOR r^1�- 1 FOUNDATION WALL. MINIMUM 2 BOLTS PER PIECE 3.5"TO 12" FROM END A N D E D GENTRY AT LEAST 12" I I� FRAMED WALL OPTIONAL I TYPICAL THROUGHOUT ' 5 DEGREE MAX. SLOPE ( ) DECK LINE ASV. (SEE SHT. A4.3 HOMES AND COMMUNITIES \ "D VI° / 2. INSTALL 4 PVC DRAIN PIPE BELOW FOOTING • LOW POINT FOR \ I \ \ 8" MIN. o' � , / SLAB OR SOIL OKAY 1 POSITIVE DRAINAGE DURING CONSTRUCTION. VERIFY PLACEMENT OF 4" I O' N iii PERFORATED FOOTING DRAIN PIPE IN FREE-DRAINING GRAVEL BASE 1 REVISIONS BY: °o ° " �04111=111 111=111=III�III O fc=2500psi •� 1 fy=60 ksi,grade 60 ° 100 3, FOOTING SIZES CALCULATED USING ASSUMED MAXIMUM SOIL BEARING 9 0 2 - I3 - IS JR "W" P D . _o\A MIRA DRAIN 2,000 OR OF 1,500 POUNDS PER SQUARE FOOT �Q O X Q x4 MIN.SOIL BEARING °• ° 1Q�oo WASHED GRAVEL(OR SIM.) NOTES: = 1,500 PSF ° I �o� 2" CLR. 4, INSTALL R-IO RIGID INSULATION • SLAB PERIMETER (VERIFY INSULATION O OXC13 1. COORDINATE WI MECH. &E MAX. NO.OF STORIES a, 9 D • 1�io VALUE W/ FLOOR PLAN NOTES ON SHEET A3,1) ► \ \ \ \ CFOORINATELOCATIONS&SIZES ELEC. F SUPPORTED=2 STICK „X., a /i0p o o a .D^ o a o o a 'pn n o FOUNDATION/SLAB BLOCKOUTS. "A" FRAMED RESIDENTIALr. D .fps 5. BASEMENT TO BE BACKFILLED SO THAT THE MAIN FLOOR IS NO MORE I " 1 Q 2. 30x24 CRAWL SPACE ACCESS FLOORS+ROOF WI ° o(� THAN 6'-O" ABOVE FINISHED GRADE FOR NO LESS THAN 50q OF THE a . r 1 , \ c� PANEL(24x30 MIN)-PROVIDE METAL OR 25 PSF SNOW MAX. ,•a 41 �o'B TOTAL FOUNDATION PERIMETER DIMENSION, MAIN FLOOR LEVEL TO BE I • p _ o o \p o e d - o> o o - o o O 4 p^, a , a p , a , a p a , I FIBERGLASS WELL AS NECESSARY. INSTALL c.• °A s,�00 IF STUB BARS, MIN. NO MORE THAN 12'-0" ABOVE FINISHED GRADE AT ANY POINT (PER IRC I p I ; - - - O. r I SOLID COVER SLOPED AWAY FROM BUILDING- 4" (MIN.)CONC. ,Aa ,4 AOC 0 LAP SPLICE=30" SECTION R301 STORY HEIGHT ABOVE GRADE) 1 c° i ' i i ° o INSTALL 4x8 MIN. BEAM SET ON WALL PLATE SLAB 12'-0"WIDE(MIN.) Q ° TO SUPPORT WALL ABOVE(OR INSTALL ° • • -0 3"DIA.(MIN.) 5, MIN. COVER FOR REINFORCEMENT IN CONCRETE CAST IN REMOVABLE I `° EXTENDED FOOTING INTERIOR CRAWL SPACE ACCESS-VERIFY WI \ a, °• ��„ -e `I Igi FORMS THAT WILL BE EXPOSED TO THE EARTH OR WEATHER SHALL BE �' OPTIONAL (TYPICAL a I BUILDER&SEE PLAN) °I•° • ,.� PELF. DRAIN °e'. 1 3 PLACES) 3. 16x8 POUR-IN-PLACE FOUNDATION VENTS(OR 4 A•t ° A,, 4,, ° A.• A Y[io 1Io II 1% TO DAYLIGHT 1 I/2" FOR "5 BARS AND SMALLER AND 2" FOR •6 BARS AND LARGER. I dp \ I °° 16x6 VENTS IN FLOOR DIAPHRAGM (VERIFY WI 4 4 4 4 4a 4 00 ,„IS BUILDER). NUMBER PER PLAN. a 9 Oa 4•a ,�'a ,A'a $" Oa �•.�00 FOR CONCRETE CAST IN REMOVABLE FORMS THAT WILL NOT BE I as I 1 BUI ) D D • D A A • A r D .' D 0�1 EXPOSED TO THE EARTH OR WEATHER, MIN. COVER SHALL BE 3/4 . 1 } U °a-4 °" •zr • '•�°• ' A4 4 Oo0 �.�o SEE IRG R403.I,3,5.3 ® 4 4. 8" BELOW G"WIDE IRADE.ATEDLWITHDN 2'-0"EOF CORNERS \ M •n a A'A A a a ° 4•a 000 �00 D. 1 I 5. VENTS TO BE LOCATED Iii�lll=111.II1_111_Ill_111=111�111E5 =111 i Z,. Kip I'-4" x 8" CONCRETE FOOTING W/ (2)"4 REBAR CONTINUOUS t, I , I �� •a I \ "Y" 2'-6 x 9 CONC. FTC. W/ REBAR PER GANI,R£TAINING WALL DETAIL FLOOR JOISTS: THIS SHEET P * _ - a I LAYOUT SHOWN HERE IS FOR 2x FRAMING. IF TOE / /HEEL , ftIQ ry Q �4 I o. I ENGINEERED JOISTS ARE USED, MANU- 4'-4" x 12" CONC. FTG, W/ REBAR PER CANT, RETAINING WALL DETAIL I a I 4 w \ ' I , FACTURER SHALL PROVIDE AND SUBMIT t Q t o I TO in t I i 3• CANTILEVERED RETAINING WALL DETAIL THIS SHEET 4 DEP RTME TFORDESIGN TO THE PPROVA BUILDING r U r 1 ' i (TYP. 4 U O I n1 o I DEPARTMENT FOR APPROVAL PRIOR TO • SCALE: 3/4" = 1'-O" 4'-2" x 12" CONC. FTC, W/ REBAR PER BRACED RETAINING WALL N I °� U \ t , OV THIS 1 FABRICATION AND INSTALLATION. DETAIL *9, SHEET A2,2 (VERIFY WI WALL HEIGHT NEEDED) t I I (TYP. --}_ ROW) I 1 o I THIS I �f' NI ® ° 1 w FLOOR SHEATHING: CANTILEVER RETAINING WALL SPECIFICATIONS O a I ROW) . 4 „ I 4 1. USE 3/4"CDX OR OSB STURDI-FLOOR T&G, E 6" GONG, FOUNDATION WALL W/ REBAR PER R404,1,3,2 d IRC TABLE , (WITH SLAB AT BASE TO RESIST SLIDING. NO FLOOR DIAPHRAGM CONNECTION AT 404.1.2(1) - 404,I,2(b l07 I �,° t ° \ O w O I ►,•' I V GLUE AND NAIL W/RING SHANK 8d's AT 6" �0 x I Ul o, I 0 EDGES& 1.2"IN THE FIELD. FACE GRAIN TOP OF WALL.) I - \ t' I - I (!' PERPENDICULAR TO SUPPORTS. O 8" CON(, FOUNDATION WALL W/ REBAR P£R R404,1,3.2 d IRG TABLE W a © I 2. PROVIDE SOLID BLOCKING IN THE JOIST A B C D E W X Y Z 404,1,2M - 404.1,2(8 p a I EXTEND POST CAVITY BENEATH ALL POST LOCATIONS Z I .a TO BOTTOM OF - \ I� ' I 4 I z AND BETWEEN UPPER AND LOWER STUDS RETAINED WALL FTG. FTG. WALL VERTICAL HORIZONTAL FOOTING FOOTING K� S" GONG, FOUNDATION WALL 4'-0" TO 6'-O" HIGH W/ REBAR PER CANT, O P. FLOOR $HTGJ ' HEIGHT POSITION WIDTH HGT. THICKNESS REBAR REBAR TRANSVERSE CONTINUOUS J RETAINING WALL DETAIL THIS SHEET, STEP FDN. WALL PER GRADE o AT FLOOR TO FLOOR HOEDOWN LOCATIONS. 4 I O Q o Q 3. PROVIDE BLOCKING BETWEEN I-JOISTS AT (VERIFY ON SITE) Q I 14'-0" 2'-4/4" \ ' -, " I Q INTERIOR BEARING LOCATIONS WHERE THERE z s 9 -�%4' �0 12-(o I z 0'-4' 5" 18" 9" 8" #4 @ 18" #4 @ 12" #4 @ 18" (2)#4 O I D,1 ' -, / ' � IS A LOAD BEARING WALL ABOVE. is 8" CONC. FOUNDATION WALL 8'-0" TO 10'-0" HIGH PER BRACED " " " O 4. IF ENGINEERED 1FLOOR JOISTS ARE USED, IL 1 21 -0 5 -O 2 -6 10 -0 a 4.1'-6' 7" 30" 9" 8" #4 @ 16" #4 @ 12" #4 @ 16" (3)#4 RETAINING WALL DETAIL *9, SHEET A2.2 (L I /' I / PROVIDE TIMBERSTRAND RIMS WHERE FLOOR w j a, 11'-O" I 10 -O" _ �I'-9" x 2'-5" CONC. W JOISTS BEAR AT EXTERIOR WALLS. 6.1'-8' 10" 40" 10" 8" #5 @ 18" #5 @ 18" #5 @ 18" (4)it5 O 2'-0" x 2'-8" x 8" CONC, PAD FTG, W/ (2)"4 REBAR BOTH WAYS 4 6x6 w r L / 5. POST ON 90* FELT ' °° \ POD Tr:OCR 901 4 - J 4 FIELD CUT ENDS,INOTCHES,MPSON AND DRIMPANY ILLLLED R EQ. 8.1'-10' 10" 52" 12" 8" #5 @ 9" #5 @ 12" #5 @ 9" (5)#5 p. ct 1 6 HOLES OF PERSCRIPTIVE TREATED WOOD x \ e v- o \ • v a o a a , o p rt\ :a- FELT (OR EQ.) i ED IN THE FIELD IN ACCORDANCE I< 1'-4" x I'-4" x 12" CONC, PAD FTG. WI SIMPSON CBSQ66-SDS2 (OR EQUAL) ° "" v WPAM4. I - � - � - �� � 1 \ oo WITH ABE TREAT 10.1'- 12' 12" 64" 12" 10" #6© 10" #5 @ 12" #6© 10" (6I#5 3 SHALL CONNECTORS 70 BE NOT DIPPED GALVANIZED (OR EQ.) ' I I NOTE: FLOOR DIAPHRAGM MUST BE CONNECTED BEFORE RETAINED SOIL IS PLACED AGAINST WALL. • f I .' FOUNDATION NOTES: 4x4 POST 4 I O 1'-8" x I'-8" x 12" CONC. PAD FTG. W/ SIMPSON CBSQ66 SDS2 (OR EQUAL) O CONNECTORS TO BE HOT DIPPED GALVANIZED (OR EQ.) ' Co v bi O °, 0 THESE DETAILS REFLECT ° oFe., C ' ' A GENERAL HIGHER STANDARD THAN THAT -1-• I ' 4 LI1 ALLOWED BY THE IRC. THESE DETAILS On 2'-3" x 2'-3" x 12" CONC. PAD FIG, W/ SIMPSON CBSQ66-SDS2 (OR EQUAL) Il ; 1i IriIO 4 0 NDICATE THE FOUNDATION AND REIN- 2-16dPLATETOSTUD CONNECTORS TO BE HOT DIPPED GALVANIZED (OR EQ.) , 9 j. I '•° II� \ , I I ' � I ' FORCEMENTREQUIREMENTSFORTHIS MINIMUM 24 IN.WO:: S 4 O L_ _ �` D'* I ' o I �Q PROJECT. THE CONTRACTOR MAY NOT STRUCTURAL PANEL i4" LONG. SLABW/ NIGON FIBER OR FIB£RMESHTHROUGHOUT (VERIFY +� 1 - - I _ 's O - s I " I USE THE IRC MINIMUMS WITHOUT WRITTEN l , a,4IPERMISSION OF THE DESIGNER. / BUILDER) SLOPEI/8" PLF MINIMUM TOWARD GARAGE DOORS) �+ • OOI= Q = 4 1 .a�4 - w" t0!n I x IUoto x1(pORIENTATION OF STUD MAY VARY AS ALT. 4" GONG, SLAB/STEPS (VERIFY FINISH W/ BUILDER) W/ NICON FIBER OR <I O L- • FASTENERS: �i o. 16d NAIL @12 FIBERMESH THROUGHOUT (VERIFY W/ BUILDER) o METAL ELEMENTS INCLUDING, a (TYP. GYPSUM WALLBOARD ^ \ I ®I D, \ ' 'O THIS ', CONNECTORS, MUST USE HOT-DIPPED OPTIONAL: STUB 12" LONG "4 REBAR 4" INTO LONG, SLAB FROM ROW) .4 GALVANIZED METAL WHEN IN CONTACT `-1O °•a ic_�. FOUNDATION WALL • 24" O.C. TYPICAL. THICKEN SLAB EDGE I I 1 _ WITH ACZA PRESSURE TREATED MATERIALS. ►_� J 9 I e o I [R319.3]-SEE 37/SP1 OPT.NON-STRUCTU'. (III " (IF NECESSARY) „ I - = °• I ' G •$ p FILLER PANEL I/U��11� 10 -0 l a O I , -to M 5/16'-i/2" CONTINOUS WOOD /R POUR SLAB THROUGH DOOR OPENINGS TYPICAL , . ' ' A, 6d 1 I IS 6d COMMON(SUBFLOOR,WPB*UCTURAL PANEL J in o I� 4 L , u I`I 8d COMMON NAIL(ROOF) BRACED WALL LINE THICKEN SLAB TO 6" At GARAGE DOOR OPENING d INSTALL "4 ac-T _ D -� ,' ' I 1 I EDGE SPACING 6"o.c. SO a D^• o 'Dom,- o • o •p„, t . p ���I REBAR CONTINUOUS I a r \ \ • o a ALT STUD INTERMEDIATE SUPPORT 12"o.c. e' I0 J II-4" x 1'-4" x 8" CONC. PAD FTG- W/ 4x4 POST ON 90* FELT (OR EQ.) N - - - - _ I I - , I I 4 CORNER DETAIL O aj _ I I I 1 :,1 I I I 11 11 11 « 1 I �, ,�, L J e 0 3/4"= 1'-0" O 2'-0 x 2'-0 x 8 CON(, PAD FTG. W/ 4x4 POST ON 90 FELT (OR EQ-) I; ® m I I ® O © I I cfl I 4 ° I 0 1'-9" x I'-9" X 8" CONC. PAD FIG. W/ 4x4 POST ON 90* FELT (OR EQ.) t11 I OPT, 1 OPT. I a \ v , o a ° . Q a • ° \ I DOOR \--[ -r I DOOR I �' 5 - - D. O 16" x 6" (MIN.) SCREENED FOUNDATION VENT (1 TYPICAL - SEE SHT �T - I I rj a I © -J 1'-111h" 9'-6 " fi A4.3 FOR ADDITIONAL VENTING REQUIREMENTS), VENTS CAN BE I a I Jr I II LOCATED IN THE FOUNDATION WALL OR FRAMED PONY WALL I I I a I I °o/ g'_g" g'-9° v ABOVE (VERIFY ON-SITE) a I O / 11 jr 1 CONTINUOUS RIM JOIST ADDITIONAL FRAMING FULL HEIGHT BLOCKING Z Z 4 I MEMBER DIRECTLY ABOVE @ 16"o.c.ALONG I a l f i I o f 1 �-�- ' O ® I I BRACED WALL PANEL BRACED WALL PANEL I'-6" x 5" CONCRETE FOOTING W/ (2)"4 REBAR CONTINUOUS I a I I I , I © I o u 11• J I n t - 8" CONCRETE FOUNDATION WALL 8'-0" TO 10'-O" HIGH W/ REBAR - I - I 0. - I I © p- I ',4 O A -�� O I w I ^I trill PER CANT, RETAINING WALL DETAIL THIS SHEET, STEP FOUND- N I © I �p I -� , I x O L , rcp 2 h01B 16. N II II ATION WALL PER GRADE (VERIFY ON-SITE) I I I a I I 'o 7 I ° N I i fCD L I I a I O N I Q I c L - F - , ' I , L. �� O 0 = I o Q 0 I o' •\ y a ° 1 , I �'-(' i I ,, I �e Bd @ 6"o.c.ALONG Sd @ 6'o.c.ALONG TOE NAIL 3-8tl a N (j I I N H o r I I, a I -�O I CITY OF ANeL1�eQ(�i.Tr^P BRACED WALL PANEL BRACED WALL PANEL NAILS AT EACH Ill I I te _ _ _ T MEMBER © (Q 1 1 i , © • I O I a• l ' I O 1 . 1 BLOCKING I - I I . I V LARRABE I ` I BRACED WALL PANEL f BRACED WALL PANEL f - BRACED WALL PANEL NOTE: I i i I Q p -I - -1- a L i J o I FOR ANY CRAWL SPACE AREAS NOT HAVING VENTILATION OPENINGS, t I 1 I \ Y \• P a y o ,- a \ \ LOWER LEVEL THE FOLLOWING CONDITIIONS MUST BE MET: I . I a I L _ 1 _ 1 _ _ 1 �_ 1 1 _ _ L _I 3-16d @ 16"o.c.ALONG 3-16d @ 16"o.c.ALONG 3-16d AT EACH a I O f- y BRACED WALL PANEL BRACED WALL PANEL BLOCKING MEMBER 1, EXPOSED EARTH SHALL BE COVERED W/ CLASS 1 VAPOR RETARDER T W/ JOINTS OVERLAPPED 6" MIN, AND SEALED OR TAPED. EDGES I - I a I I N I ® A I SHALL EXTEND 6" UP FOUNDATION WALLS AND ATTACHED 4 SEALED I a I I I I o I I Kc 1 ` L 1 , l a l I 7- I O I y ]� ' TO FDN, WALLS OR INSULATION (SEE R408,3J. I I O tT f O I o O FOUNDATION PLAN 9I 2. CONTINUOUS MECHANICAL VENTILATION • A RATE OF 50 GFM PER ' L a I ,_ e� EACH 50 SQUARE FEET OF CRAWL SPACE FLOOR AREA (SEE R408.3) O \ _ r J p 7 - ,O O ° COASTAL 1 & 2 \ 3. INSULATE CRAWL SPACE WALLS (PERMANENTLY ATTACHED) FROM -I I , I �- I J + L J -(- ADDITIONALFRAMING `- FULL HEIGHT BLOCKING FLOOR ABOVE TO FINISH GRADE AND EXTEND 2-0" (MIN.) '_4" 8'-3�� ` 5-"- - - - \ \ \ ` V J L _ J ` IJ \ N BRACED WALL PANEL BRACED WALL PANEL 10'-0" - I,000• (MIN.) CONTINUOUS RIM JOIST @16"o.c.ALONG CAPACITY ��CAPACITY y'-4%�", 16'-3" /2'-4 "/ 5'-5% / 11'-6�" 2%" JOB NO: LARRABEE LOWER LEVEL MEMBER DIRECTLY ABOVE VERTICALLY (SEE NII02,2,IU • (MIN,) r HOW-DOWN �\ - WHEN PARALLEL TO FLOOR/CEILING FRAMING HOLD-DOWN ' " ' " ' " / 21 -O , 5 -6 , 12 -O , DESIGNED: LG BRACED WALL PANEL CONNECTION 3-CARS GARAGE OPT- , 38' �" „ro" DRAWN: JR 2 J 3/4" = 1'-0" SCALE: 1/4" = I'-0" DATE: 12/13/2017 BUILDER TO VERIFY ALL DIMENSIONS. CONSTRUCTION TO il I I /� * I FLAN SHEET COMPLY WITH THE 2015 INTERNATIONAL RESIDENTIAL CODE, FOUNDATION A2 . I 2015 UNIFORM PLUMBING CODE, 2015 WASHINGTON STATE ENERGY CODE 4 ALL APPLICABLE LOCAL, STATE 4 FEDERAL CODES. 1J SCALE: 1/4" = II-0" WA Ina ii rr R-21 INSULATION �T •r- 1/2"G.W.B a tis 5/8"TYPE X G.W.B. Kr Illiii vy 2"x6" STUDS @ 16"O.C. R-21 INSULATION ma 5/8"X10"ANCHOR BOLTS,EMBEDED 7"INTO �J • 2"x6"STUDS @ 16"O.C. CONCRETE,AT 4'-0"o/c,AND SET BETWEEN 3 `^ 2"x6"TREATED PLATE Cr) 1/2"AND 12"FROM BOARD ENDS WITH 3"X 3"X w 2"x6"TREATED PLATE LANDED GENTRY 1/4"THICK WASHERS. MIN. (2)A.B.'S PER — 4"CONCRETE SLAB _HM BOARD[R403.1.6.1] 6 MIL VISQUEEN \Z _ HOMES AND COMMUNITIES FINISHED GRADE '�•''''' ' ' - _ BACK OFFNDNWALL BLOCK OUT GARAGE SLABTO REVISIONS BY: . • .11 I I-I 11 rl 11=1 11= @SIDES " , R-10 INSULATION (2') ^' ' . ° III-I I I7=III-I FULL WIDTH OF GAR. DR. R.O. SO _ ' -� 2"x6"STUDS 16"o.c. ' ' •• .;• I I I=1 I 1=T DRIVEWAY SLAB CAN RUN INTO 4 1/2"GWB I _—I 1 I-1 i SPACE R-21 BATT -� 2 - 15 - 18 JR I 1-#4 BAR IN THE UPPER 12"OF WALL 1"AIR SPACE "IIII —I I 2X6 STUD WALL ►�, 4"MIN. PERF.PIPE I- p.^ —III I 1-#4 BAR IN THE SLOPE GARAGE SLAB C NOTE: OR USE P.T. ti III-I I CONTINUOUS FOR POSITIVE P.T.2X6 SILL CONT. W/PERVIOUS 4°` UPPER 12" OF WALL 4"CONCRETE SLAB ON 2" COMPACTED SAND/GRAVEL 2x6 STUDS @ 16" O.C. =I I DRAINAGE AWAY FROM mot.,,, I GRAVEL BED BACKFILL �� y� r W/NO AIR SPACE •I I ___ , STRUCTURE . ��; •� SLOPE X-�!X Y 10 #4 BAR 18"o.c. HORZ. (TYPICAL) 2"x4"TREATED PLATE - . .�yyy •••o,""••" 8„ POWERED NAILED 24„ I I-I I -III-III I I-I 1 II - - Co FINAL GRADE _ / " . \ #4 BAR 18 O.C. HORZ. COMPACTED FI1- - I '' I 16" 1-#4 BARS HORZ. (TYPICAL) • e. . t (TYPICAL) 1=I I I _ III-III=I I II I _IIII- 1 II � ' I-III-III-III- I I— 5/8"X 10"ANCHOR BOLT / ♦o ,�i #4 BAR HOOKED 48"o.c. i � g -•��� _� SEE DETAIL 1 NT _'°"n44# f ` ` TYPICAL I I 1=1 j I— DETAIL AT BASEMENT FLOOR "� 1= I III ! �f .t� f �f� s_4� °1° I r° e� a , I- FILL TO BE GRANULAR • i • •� rk . ''. . FILL TO BE GRANULAR MATERIAL • ••y a 4Y��YY- 1-#4 BARS HORZ. (TYPICAL) ; • • MATERIAL COMPACTED TO 95% \„ i) �ti = a COMPACTED TO 95% o SCALE: 3/4" = 1'-0" R-10 INSULATION 8" • SEE DETAIL 1 FOR O • SEE DETAIL 1 FOR COMPACTED SAND/ / / 4" MIN. PERF. PIPE FOUNDATION CALL-OUTS NOTE: DETAIL IS DRAWN FOUNDATION CALL OUTS GRAVEL t 16" W/PERVIOUS AT HIGH POINT OF THE 4" CONC. SLAB W/ BACKFILL SLAB (2)#4 BARS AS SHOWN 1/2"x4"TITAN HD 2 1/2" MIN. COMPACTED FILL @5'-0' O.C. VAPOR BARRIER DETAIL GARAGE O. H . DOOR \i � GARAGE WALL�2 3/4" = 1'-0" ny 3/4" = 1'-0" 3/4" = 1 0" .� 3/4"T&G SHEATHING GLUE • SUPPORT MEMBERS SHEATHING 1/2"OR 7/16" SIDING SEE ELEVATIONS &NAIL TO GALVANIZED FLASHING til 1/2"GWB . . >. .. �' 2X6 SILL P.T.6X6 HF a. P.T.2X10 LEDGER w/SIMPSON I CB66 (2)SDS 1/4"X3"HDG @ 12"O.C. �� 2#4 BAR CONT. w/1/8"PILOT HOLE MAX. CONT. RIM NOTE:• t- lia.S1 SIMPSON HANGER TYPICAL �I-� P.T. 2X6 MUD SILL 12"RJ SONO TUBE -- 1FOOTING TO REST �� PROVIDE HOLD DOWN TENSION 'I FIGURE ON SOLID BEARING SOIL / \ \ \ / \ / 1�• i • R507.2.3(1)NOT L ESSTHAN (2) (I lll LOCATIONS PER DECK,WITHIN 1/2"EXPANSION BOARD •70 2'-0"FROM EA. END OF DECK. j' GRADE ATTACH LEDGER TO END JST. EA. DEVICE SHALL HAVE 1,500# SLOPE W/ 1/2"DIA. LAG SCREWS @ 23" MIN.STRESS CAPACITY L w 5 DETAIL AT INTERIOR FOOTING _ W O.C. (2 ROWS STAGGERED)& 7• GRADE LINE 1/2"(MAX.)SHTG. SEE R507.2 e: III III �� SCALE: 3/4" = 1'-0" &TABLES R507.2&R507.2.1 & _ —I FIGURES R507.2.1(1)&R507.2.1(2) HI I I I 2X10 P.T•JOISTS @16"OC I I I-I I—III—I I I �- II eo - Inn IF FLR.SHEATHING CONNECTED r ° DIRECTLY TO P.T.2x PLT.INSTALL 'C C, so��` .., i, • . - 6" 1'-0" 6" 24"X24"X8"THICK NAILS OR SCREWS @2"O.C. .L :"; FOOTING STAGGERED ' • SEE DETAIL 1 FOR NO SURCHARGE OR WHEEL 2x F.J.(PARALLEL FOUNDATION CALL-OUTS w/(2)#4's EACH WAY LOADS WITHIN 5'-0" "E" y , TO FDN.)PER FLR. WHERE FLOOR JOISTS ARE _I--.,� FRAMING PLAN RESIDENCE / DECK . GARAGE RESIDENCE PERPENDICULAR INSTALL 2x FLOOR JOIST COLUMN DETAIL A35 EACH JOIST TYPICAL (PERPENDICULAR y\{ E6 3/4" = 1'-0" 0 3/4" 1'-0" PERPENDICULAR JOISTS WHEN"A"EXCEEDS 4'-0"; TO FDN.)PER FLR. 1 = 3/4" = 1'-0" WHERE F.J.ARE PARALLEL FRAMING PLAN INSTALL ML26 W/SDS 1/4x1 1/2 N. EACH BLOCK TYP. NI � ' _ ' OVER CONCRETE OR MASONRY BLOCK FOUNDATIONSEE FOUNDATION NOTE#1 r / IN /./ IN 1 a act IN FLOOR SHEATHING "N a EXTENT OF HEADER(TWO BRACED WALL SEGMENTS) / SI @ 48"O.C. �6" MIN. .t. •.°t WHERE F.J.PARALLEL TO MIN. 1000 LB TENSION STRAP1. FDN.INSTALL 2x BLOCKING STRAP SHALL BE CENTERED AT »I_III=pl;111 apl- o a • • (MATCH JST.DEPTH)FIRST EXTENT OF HEADER(ONE BRACED WALL SEGMENT) BOTTOM OF HEADER. ......1.1 2 X TREADS •° t 32"&SCREW OR NAIL SHTH'G / r 5 DEGREE MAX.SLOPE I.o . "F" INTO BLKG.@ 3"O.C.TYPICAL / 'I0 0 0 0 o c J c 0 000 0 //° (SEE COLUMN"G"IN BRACED o00 00Q ( c o 000 0 _ ° RETAINING WALL SPECS. 0 0 c 0 11I(� 3/4"PLYWOOD RISERS RING- CONC. FDN.DAMP-PROOFING gaq,� I FOR O.C.SPACING OF BLKG.) PONY o 0 IIII WITH (2) 16d ��TO BE WATERPROOFED,FDN. Olt 1° • WALL ° ° SHANK NAILS EACH WALLS THAT RETAIN EARTH 8 ° •°t HEIGHTI ° ° c ° = �� STAIR STRINGER ENCLOSE INTERIOR SPACES p ," a • 0 o c o WOOD BEAM AND FLOORS BELOW GRADE 0 ° °I / 0 0 0 0 o c( c o a o 0 5z ° o 0 0 0 0 0 0 0 0 0 0 SHALL BE DAMPPROOFED € ° . t FROM THE TOP OF THE FTG. `60 ,• , . NOTE: ° ow 0 ° c o 0 0 0 0 ° MIN. 3"X 11-1/4"NET HEADER SHEATHING FILLER IF NEEDED TO THE FINISHED GRADE • ° DO NOT BACKFILL FOUNDATION 0 a 0 0 0 0 Jr, o 0 0 00 MIRA DRAIN 2,000 OR �i ° t UNTIL FLOOR DIAPHRAGM IS 0 0 o c I c o o 0 0 0 WASHED GRAVEL(OR SIM.) "I1 A . CONNECTED TO WALL o 0 0 0 0 c•o 0 0 0 0 0 7. a 2 X STRINGERS "A" 0 e 4 o 0 o c HEADER SHALL BE FASTENED TO THE KING CO 0 0 441 STUD WITH 6-16D SINKER NAILS J TOP PLATE CONTINUITY IS f'c=2500 psi CacJp o• ,a• °° ° REQUIRED PER R602.3.2 CO °° ddr\ 16D SINKER NAILS IN 2 ii fy=60 ksi,grade 60 ., ,.° � . •W o 0 o c o 0 o ROWS 3"O.C. NOTE: SEE FLOOR PLAN FOR RISER HEIGHT 7 3/4"MAX. FASTEN SHEATHING TO HEADER WITH 8D COMMON NAILS IN MIN.SOIL BEARING EQUAL C�i • n A . 12 °° a 3-IN. GRID PATTERN AS SHOWN AND 3 IN. O.C. IN ALL FRAMING CO 0 0 AND TREAD WIDTH 10"MIN. LENGTH(TYPICAL). MAX. =1,500 PSF n4•' ,° ;• TOTAL °o (STUDS AND SILLS)TYP. c 0 0 0 NOSING PROJECTION SHALL NOT BE LESS THAN MAX.NO.OF STORIES a o li•�-"X" WALL 0 0 o c c o 0 0 SUPPORTED=2 STICK ° ° HEIGHT 3/4•AND NOT MORE THAN 1 1/4" FRAME RESIDENTIAL q ° t IF STUB BARS MINIMUM o 0 o 0 0 0 0 0 FLOORS+ROOF W/ ' ,. ., . LAP SPLICE=24" 00 00 00 00 � �� STAIR DETAIL 25 PSF SNOW MAX. °•• , DIRECT FLOOR 0 0 0 0 .. 00 WOOD STRUCTURAL PANEL MUST B' n I. t MINIMUM 1,000 LB HEADER-TO-JACK-STUD STRAP BE CONTINUOUS FROM TOP OF l N.T.S. 4"(MIN.)CONC. DIAPHRAGM CONN. .. 00 SHALL BE CENTERED AT BOTTOM OF HEADER AND o 0 0 o WALL TO BOTTOM OF WALL,OR FROM C� 'a .I°0' SLAB 12'-0 WIDE(MIN.) o 0 ch. INSTALLED ON BACKSIDE AS SHOWN ON SIDE 0 0 0 0 FROM TOP OF WALL TO �•-�--q= '° t ELEVATION (SEE TABLE R602.10.4&BRACED WALL 4 PERMITTED SPLICE AREA Ifc•l{T%14 dl1 r. • '• . ° • G • . ° • . ° • . ° 00 00 00 00 o� _‘1 9%1=‘'"� e•1, , Q•0 - Ia . 0•° - d•° - d•° • SCREWS OR PLANS FOR STRAP SIZES FOR VARIOUS OPENINGS ��• 00 00 00 00 i 1 C� '° �'° 8° 4'4 • 4'4 NAILS @ 2"O.C. 10' 0 0 0 0 0 0 0 .le o 0 0 0 0 0 0 0 0 1 "D" U -KI1�1j• " D D .'e' D STAGGERED ���. g"1 ° • %2_ ••• e ;rase-- .;I MAX. FOR A PANEL SPLICE (IF NEEDED), PANEL EDGES SHALL OCCUR OVER AND BE O- "_' Z" 00 00 00 00 C)4 o Si 8,‘,:-.,Aa 4•° °t•° ►,,I. HEIGHT NAILED TO COMMON BLOCKING AND OCCUR WITHIN THE MIDDLE 24 IN. OF WALL �111`alll_Ill_lll I=111 ° • °° °° HEIGHT.ONE ROW OF 3 IN.O.C.NAILING IS REQUIRED AT EACH PANEL EDGE. °° °° 4 LARRABEE 4"DIA.PERF.PIPE 00 00 00 00 111 IN FREE-DRAINING "'C alp oir •° ' 10"MIN. GRAVEL BASE �- o f • ° 0 0 0 0/ 2'TO 18'(FINISHED WIDTH) 0 0 0 0 3/4"PLYWOOD RISERS LOWER LEVEL "C" '° BEAMS OR iI WITH(2) 16d RING-SHANK HEELi TOE 01 00 00 00 00 • >' • A. FLOOR JOISTS MIN. LENGTH BASED ON 6:1 HEIGHT-TO-WIDTH RATIO. FOR �� NAILS AT EACH STAIR PER PLAN o 0 o EXAMPLE: 16 IN. MIN. FOR 8 FT.HEIGHT. o 0 0 0 BRACED WALL LINE STRINGER BRACED RETAINING WALL DETAIL °° °O WITH CONTINUOUS °° °° 9 0 0 0 of- MIN. NUMBER OF STUDS SHOWN SHEATHING o 0 0 0� FULL-LENGTH KING STUDS 1jii_ . SCALE: 3/4" = " o 0 0 0 0 0 0 o BRACED RETAINING WALL SPECIFICATIONS °° °° °° °° FOUNDATION DETAILS 00 0o NO.OFJACKSTUDSPER 00 00 2"x12" STRINGER 2 X TREADS f- FULL-LENGTH KING STUD TABLE R502.5(1&2) (TOP OF WALL IS CONNECTED TO FLOOR DIAPHRAGM) 0 0 0 0 00 0 0 7/16"MIN.THICKNESS WOOD 00 00 00 00 �- STRUCTURAL PANEL " A B C D E F G W X Y Z i ° s 0 0 S 0 0 0 0 0 0 0 1 SHEATHING RETAINED WALL FTG. FTG. WALL MASH - BLO K VERTICAL HORIZONTAL FOOTING FOOTING I [ SPACING SPACING / r L ) �- 3-16d NAILS JOB N . LARRABEE LOWER LEVEL HEIGHT POSITION WIDTH HGT. THICKNESS (MAX) (MAX.) REBAR REBAR TRANSVERSE CONTINUOUS NOT I - - - ` -_- 0'-4' 10" 28" 9" 6" 72" R CID #4@24" #4@24" #4@24" (3)1l4 ` DESIGNED: LG Sit � SIMPSON H5'S AT 32" 2"x4"16"o.c. STUDS O.C.,STUD TO STRINGER DRAWN: JR li 4.1'-6' 12" 3a" 9" 6" 72" 72" #4@18• #4@18" #4@18" (3)if4 I SIDE ELEVATION 2 ANCHOR BOLTS PER R403.1.6 REQUIREDN FOUNDATION PER CODE 1 DATE: 12/12/2017 6.1'-8' 12" 42" 10" 8" 42" 46" #4 @ 18" #4 @ 18" #4 @ 18" (4)#4 SHEET - 8.11-10.2' 12" 50" 12" 8" 24" 24" #5@14" #5@12" #5@14" OM 1- CONTINUOUS SHEETED PORTAL FRAME STAIR DETAIL 12 10.3'-12' 12" 60" 12" 8" 18" 18" #5 @ 9" #5 @ 12" #5 @ 9" (6)#5 �" OJ 1/2" = 1'-0" - -- N.T.S. A-2 . 2 NOTE: FLOOR DIAPHRAGM MUST BE CONNECTED BEFORE RETAINED SOIL IS PLACED AGAINST WALL. WA Ina ii rr R-21 INSULATION �T •r- 1/2"G.W.B a tis 5/8"TYPE X G.W.B. Kr Illiii vy 2"x6" STUDS @ 16"O.C. R-21 INSULATION ma 5/8"X10"ANCHOR BOLTS,EMBEDED 7"INTO �J • 2"x6"STUDS @ 16"O.C. CONCRETE,AT 4'-0"o/c,AND SET BETWEEN 3 `^ 2"x6"TREATED PLATE Cr) 1/2"AND 12"FROM BOARD ENDS WITH 3"X 3"X w 2"x6"TREATED PLATE LANDED GENTRY 1/4"THICK WASHERS. MIN. (2)A.B.'S PER — 4"CONCRETE SLAB _HM BOARD[R403.1.6.1] 6 MIL VISQUEEN \Z _ HOMES AND COMMUNITIES FINISHED GRADE '�•''''' ' ' - _ BACK OFFNDNWALL BLOCK OUT GARAGE SLABTO REVISIONS BY: . • .11 I I-I 11 rl 11=1 11= @SIDES " , R-10 INSULATION (2') ^' ' . ° III-I I I7=III-I FULL WIDTH OF GAR. DR. R.O. SO _ ' -� 2"x6"STUDS 16"o.c. ' ' •• .;• I I I=1 I 1=T DRIVEWAY SLAB CAN RUN INTO 4 1/2"GWB I _—I 1 I-1 i SPACE R-21 BATT -� 2 - 15 - 18 JR I 1-#4 BAR IN THE UPPER 12"OF WALL 1"AIR SPACE "IIII —I I 2X6 STUD WALL ►�, 4"MIN. PERF.PIPE I- p.^ —III I 1-#4 BAR IN THE SLOPE GARAGE SLAB C NOTE: OR USE P.T. ti III-I I CONTINUOUS FOR POSITIVE P.T.2X6 SILL CONT. W/PERVIOUS 4°` UPPER 12" OF WALL 4"CONCRETE SLAB ON 2" COMPACTED SAND/GRAVEL 2x6 STUDS @ 16" O.C. =I I DRAINAGE AWAY FROM mot.,,, I GRAVEL BED BACKFILL �� y� r W/NO AIR SPACE •I I ___ , STRUCTURE . ��; •� SLOPE X-�!X Y 10 #4 BAR 18"o.c. HORZ. (TYPICAL) 2"x4"TREATED PLATE - . .�yyy •••o,""••" 8„ POWERED NAILED 24„ I I-I I -III-III I I-I 1 II - - Co FINAL GRADE _ / " . \ #4 BAR 18 O.C. HORZ. COMPACTED FI1- - I '' I 16" 1-#4 BARS HORZ. (TYPICAL) • e. . t (TYPICAL) 1=I I I _ III-III=I I II I _IIII- 1 II � ' I-III-III-III- I I— 5/8"X 10"ANCHOR BOLT / ♦o ,�i #4 BAR HOOKED 48"o.c. i � g -•��� _� SEE DETAIL 1 NT _'°"n44# f ` ` TYPICAL I I 1=1 j I— DETAIL AT BASEMENT FLOOR "� 1= I III ! �f .t� f �f� s_4� °1° I r° e� a , I- FILL TO BE GRANULAR • i • •� rk . ''. . FILL TO BE GRANULAR MATERIAL • ••y a 4Y��YY- 1-#4 BARS HORZ. (TYPICAL) ; • • MATERIAL COMPACTED TO 95% \„ i) �ti = a COMPACTED TO 95% o SCALE: 3/4" = 1'-0" R-10 INSULATION 8" • SEE DETAIL 1 FOR O • SEE DETAIL 1 FOR COMPACTED SAND/ / / 4" MIN. PERF. PIPE FOUNDATION CALL-OUTS NOTE: DETAIL IS DRAWN FOUNDATION CALL OUTS GRAVEL t 16" W/PERVIOUS AT HIGH POINT OF THE 4" CONC. SLAB W/ BACKFILL SLAB (2)#4 BARS AS SHOWN 1/2"x4"TITAN HD 2 1/2" MIN. COMPACTED FILL @5'-0' O.C. VAPOR BARRIER DETAIL GARAGE O. H . DOOR \i � GARAGE WALL�2 3/4" = 1'-0" ny 3/4" = 1'-0" 3/4" = 1 0" .� 3/4"T&G SHEATHING GLUE • SUPPORT MEMBERS SHEATHING 1/2"OR 7/16" SIDING SEE ELEVATIONS &NAIL TO GALVANIZED FLASHING til 1/2"GWB . . >. .. �' 2X6 SILL P.T.6X6 HF a. P.T.2X10 LEDGER w/SIMPSON I CB66 (2)SDS 1/4"X3"HDG @ 12"O.C. �� 2#4 BAR CONT. w/1/8"PILOT HOLE MAX. CONT. RIM NOTE:• t- lia.S1 SIMPSON HANGER TYPICAL �I-� P.T. 2X6 MUD SILL 12"RJ SONO TUBE -- 1FOOTING TO REST �� PROVIDE HOLD DOWN TENSION 'I FIGURE ON SOLID BEARING SOIL / \ \ \ / \ / 1�• i • R507.2.3(1)NOT L ESSTHAN (2) (I lll LOCATIONS PER DECK,WITHIN 1/2"EXPANSION BOARD •70 2'-0"FROM EA. END OF DECK. j' GRADE ATTACH LEDGER TO END JST. EA. DEVICE SHALL HAVE 1,500# SLOPE W/ 1/2"DIA. LAG SCREWS @ 23" MIN.STRESS CAPACITY L w 5 DETAIL AT INTERIOR FOOTING _ W O.C. (2 ROWS STAGGERED)& 7• GRADE LINE 1/2"(MAX.)SHTG. SEE R507.2 e: III III �� SCALE: 3/4" = 1'-0" &TABLES R507.2&R507.2.1 & _ —I FIGURES R507.2.1(1)&R507.2.1(2) HI I I I 2X10 P.T•JOISTS @16"OC I I I-I I—III—I I I �- II eo - Inn IF FLR.SHEATHING CONNECTED r ° DIRECTLY TO P.T.2x PLT.INSTALL 'C C, so��` .., i, • . - 6" 1'-0" 6" 24"X24"X8"THICK NAILS OR SCREWS @2"O.C. .L :"; FOOTING STAGGERED ' • SEE DETAIL 1 FOR NO SURCHARGE OR WHEEL 2x F.J.(PARALLEL FOUNDATION CALL-OUTS w/(2)#4's EACH WAY LOADS WITHIN 5'-0" "E" y , TO FDN.)PER FLR. WHERE FLOOR JOISTS ARE _I--.,� FRAMING PLAN RESIDENCE / DECK . GARAGE RESIDENCE PERPENDICULAR INSTALL 2x FLOOR JOIST COLUMN DETAIL A35 EACH JOIST TYPICAL (PERPENDICULAR y\{ E6 3/4" = 1'-0" 0 3/4" 1'-0" PERPENDICULAR JOISTS WHEN"A"EXCEEDS 4'-0"; TO FDN.)PER FLR. 1 = 3/4" = 1'-0" WHERE F.J.ARE PARALLEL FRAMING PLAN INSTALL ML26 W/SDS 1/4x1 1/2 N. EACH BLOCK TYP. NI � ' _ ' OVER CONCRETE OR MASONRY BLOCK FOUNDATIONSEE FOUNDATION NOTE#1 r / IN /./ IN 1 a act IN FLOOR SHEATHING "N a EXTENT OF HEADER(TWO BRACED WALL SEGMENTS) / SI @ 48"O.C. �6" MIN. .t. •.°t WHERE F.J.PARALLEL TO MIN. 1000 LB TENSION STRAP1. FDN.INSTALL 2x BLOCKING STRAP SHALL BE CENTERED AT »I_III=pl;111 apl- o a • • (MATCH JST.DEPTH)FIRST EXTENT OF HEADER(ONE BRACED WALL SEGMENT) BOTTOM OF HEADER. ......1.1 2 X TREADS •° t 32"&SCREW OR NAIL SHTH'G / r 5 DEGREE MAX.SLOPE I.o . "F" INTO BLKG.@ 3"O.C.TYPICAL / 'I0 0 0 0 o c J c 0 000 0 //° (SEE COLUMN"G"IN BRACED o00 00Q ( c o 000 0 _ ° RETAINING WALL SPECS. 0 0 c 0 11I(� 3/4"PLYWOOD RISERS RING- CONC. FDN.DAMP-PROOFING gaq,� I FOR O.C.SPACING OF BLKG.) PONY o 0 IIII WITH (2) 16d ��TO BE WATERPROOFED,FDN. Olt 1° • WALL ° ° SHANK NAILS EACH WALLS THAT RETAIN EARTH 8 ° •°t HEIGHTI ° ° c ° = �� STAIR STRINGER ENCLOSE INTERIOR SPACES p ," a • 0 o c o WOOD BEAM AND FLOORS BELOW GRADE 0 ° °I / 0 0 0 0 o c( c o a o 0 5z ° o 0 0 0 0 0 0 0 0 0 0 SHALL BE DAMPPROOFED € ° . t FROM THE TOP OF THE FTG. `60 ,• , . NOTE: ° ow 0 ° c o 0 0 0 0 ° MIN. 3"X 11-1/4"NET HEADER SHEATHING FILLER IF NEEDED TO THE FINISHED GRADE • ° DO NOT BACKFILL FOUNDATION 0 a 0 0 0 0 Jr, o 0 0 00 MIRA DRAIN 2,000 OR �i ° t UNTIL FLOOR DIAPHRAGM IS 0 0 o c I c o o 0 0 0 WASHED GRAVEL(OR SIM.) "I1 A . CONNECTED TO WALL o 0 0 0 0 c•o 0 0 0 0 0 7. a 2 X STRINGERS "A" 0 e 4 o 0 o c HEADER SHALL BE FASTENED TO THE KING CO 0 0 441 STUD WITH 6-16D SINKER NAILS J TOP PLATE CONTINUITY IS f'c=2500 psi CacJp o• ,a• °° ° REQUIRED PER R602.3.2 CO °° ddr\ 16D SINKER NAILS IN 2 ii fy=60 ksi,grade 60 ., ,.° � . •W o 0 o c o 0 o ROWS 3"O.C. NOTE: SEE FLOOR PLAN FOR RISER HEIGHT 7 3/4"MAX. FASTEN SHEATHING TO HEADER WITH 8D COMMON NAILS IN MIN.SOIL BEARING EQUAL C�i • n A . 12 °° a 3-IN. GRID PATTERN AS SHOWN AND 3 IN. O.C. IN ALL FRAMING CO 0 0 AND TREAD WIDTH 10"MIN. LENGTH(TYPICAL). MAX. =1,500 PSF n4•' ,° ;• TOTAL °o (STUDS AND SILLS)TYP. c 0 0 0 NOSING PROJECTION SHALL NOT BE LESS THAN MAX.NO.OF STORIES a o li•�-"X" WALL 0 0 o c c o 0 0 SUPPORTED=2 STICK ° ° HEIGHT 3/4•AND NOT MORE THAN 1 1/4" FRAME RESIDENTIAL q ° t IF STUB BARS MINIMUM o 0 o 0 0 0 0 0 FLOORS+ROOF W/ ' ,. ., . LAP SPLICE=24" 00 00 00 00 � �� STAIR DETAIL 25 PSF SNOW MAX. °•• , DIRECT FLOOR 0 0 0 0 .. 00 WOOD STRUCTURAL PANEL MUST B' n I. t MINIMUM 1,000 LB HEADER-TO-JACK-STUD STRAP BE CONTINUOUS FROM TOP OF l N.T.S. 4"(MIN.)CONC. DIAPHRAGM CONN. .. 00 SHALL BE CENTERED AT BOTTOM OF HEADER AND o 0 0 o WALL TO BOTTOM OF WALL,OR FROM C� 'a .I°0' SLAB 12'-0 WIDE(MIN.) o 0 ch. INSTALLED ON BACKSIDE AS SHOWN ON SIDE 0 0 0 0 FROM TOP OF WALL TO �•-�--q= '° t ELEVATION (SEE TABLE R602.10.4&BRACED WALL 4 PERMITTED SPLICE AREA Ifc•l{T%14 dl1 r. • '• . ° • G • . ° • . ° • . ° 00 00 00 00 o� _‘1 9%1=‘'"� e•1, , Q•0 - Ia . 0•° - d•° - d•° • SCREWS OR PLANS FOR STRAP SIZES FOR VARIOUS OPENINGS ��• 00 00 00 00 i 1 C� '° �'° 8° 4'4 • 4'4 NAILS @ 2"O.C. 10' 0 0 0 0 0 0 0 .le o 0 0 0 0 0 0 0 0 1 "D" U -KI1�1j• " D D .'e' D STAGGERED ���. g"1 ° • %2_ ••• e ;rase-- .;I MAX. FOR A PANEL SPLICE (IF NEEDED), PANEL EDGES SHALL OCCUR OVER AND BE O- "_' Z" 00 00 00 00 C)4 o Si 8,‘,:-.,Aa 4•° °t•° ►,,I. HEIGHT NAILED TO COMMON BLOCKING AND OCCUR WITHIN THE MIDDLE 24 IN. OF WALL �111`alll_Ill_lll I=111 ° • °° °° HEIGHT.ONE ROW OF 3 IN.O.C.NAILING IS REQUIRED AT EACH PANEL EDGE. °° °° 4 LARRABEE 4"DIA.PERF.PIPE 00 00 00 00 111 IN FREE-DRAINING "'C alp oir •° ' 10"MIN. GRAVEL BASE �- o f • ° 0 0 0 0/ 2'TO 18'(FINISHED WIDTH) 0 0 0 0 3/4"PLYWOOD RISERS LOWER LEVEL "C" '° BEAMS OR iI WITH(2) 16d RING-SHANK HEELi TOE 01 00 00 00 00 • >' • A. FLOOR JOISTS MIN. LENGTH BASED ON 6:1 HEIGHT-TO-WIDTH RATIO. FOR �� NAILS AT EACH STAIR PER PLAN o 0 o EXAMPLE: 16 IN. MIN. FOR 8 FT.HEIGHT. o 0 0 0 BRACED WALL LINE STRINGER BRACED RETAINING WALL DETAIL °° °O WITH CONTINUOUS °° °° 9 0 0 0 of- MIN. NUMBER OF STUDS SHOWN SHEATHING o 0 0 0� FULL-LENGTH KING STUDS 1jii_ . SCALE: 3/4" = " o 0 0 0 0 0 0 o BRACED RETAINING WALL SPECIFICATIONS °° °° °° °° FOUNDATION DETAILS 00 0o NO.OFJACKSTUDSPER 00 00 2"x12" STRINGER 2 X TREADS f- FULL-LENGTH KING STUD TABLE R502.5(1&2) (TOP OF WALL IS CONNECTED TO FLOOR DIAPHRAGM) 0 0 0 0 00 0 0 7/16"MIN.THICKNESS WOOD 00 00 00 00 �- STRUCTURAL PANEL " A B C D E F G W X Y Z i ° s 0 0 S 0 0 0 0 0 0 0 1 SHEATHING RETAINED WALL FTG. FTG. WALL MASH - BLO K VERTICAL HORIZONTAL FOOTING FOOTING I [ SPACING SPACING / r L ) �- 3-16d NAILS JOB N . LARRABEE LOWER LEVEL HEIGHT POSITION WIDTH HGT. THICKNESS (MAX) (MAX.) REBAR REBAR TRANSVERSE CONTINUOUS NOT I - - - ` -_- 0'-4' 10" 28" 9" 6" 72" R CID #4@24" #4@24" #4@24" (3)1l4 ` DESIGNED: LG Sit � SIMPSON H5'S AT 32" 2"x4"16"o.c. STUDS O.C.,STUD TO STRINGER DRAWN: JR li 4.1'-6' 12" 3a" 9" 6" 72" 72" #4@18• #4@18" #4@18" (3)if4 I SIDE ELEVATION 2 ANCHOR BOLTS PER R403.1.6 REQUIREDN FOUNDATION PER CODE 1 DATE: 12/12/2017 6.1'-8' 12" 42" 10" 8" 42" 46" #4 @ 18" #4 @ 18" #4 @ 18" (4)#4 SHEET - 8.11-10.2' 12" 50" 12" 8" 24" 24" #5@14" #5@12" #5@14" OM 1- CONTINUOUS SHEETED PORTAL FRAME STAIR DETAIL 12 10.3'-12' 12" 60" 12" 8" 18" 18" #5 @ 9" #5 @ 12" #5 @ 9" (6)#5 �" OJ 1/2" = 1'-0" - -- N.T.S. A-2 . 2 NOTE: FLOOR DIAPHRAGM MUST BE CONNECTED BEFORE RETAINED SOIL IS PLACED AGAINST WALL. WA O _' Cityof Anacortes Invoice/Permit#: BLD-2017-0645 904 6th Street Applied date: 12/15/2017 `" '"111611tOftir P.O.Box 547 ° "` ` a- Anacortes, WA 98221-0547 Issue date: 02/26/2018 Expire date: 08/25/2019 • ,./ 1 (360) 293-1901 .:J.ob Address: 1503 LATITUDE CIR Permit Type: Single Family Residence Permit ANACORTES WA 98221 Project: APN: Remarks: Construct new single family residence per approved plans. Owner: 48 NORTH ANACORTES LLC Contractor: LANDED GENTRY DEVELOPMENT INC Address: 504 E FAIRHAVEN AVE Address: 504 E FAIRHAVEN AVE BURLINGTON WA 98233-1846 BURLINGTON WA 98233-1846 Phone: Phone: (360)755-9021 License#: LANDEGD062D4 General Information: Fees: Occupancy Group it-1 Plan Review Deposit 200.00 Use Zone R2 Building Permit Fee 2,673.75 Basement Square Footage 1306 Plan Review Fee 1,537.94 Lot Area 7936 Mechanical Permit Fees 123.00 1st Floor Square Footage 1914 Plumbing Permit Fee 188.00 Garage Square Footage 696 State Building Code Fee 4.50 Porch Square Footage 519 Sewer Inspection Fee 50.00 Building Valuation 400000 Storm Drain GFC-Residential 1,550.93 # Forced Air Furnace <=1,000 1 Sewer GFC-Residential 9,206.33 #of Other Fixtures 1 Park Impact Fee 615.00 #of Backflow Devices 1 Traffic Impact Fee 900.00 #of Bathtubs 2 Total Calculated: 17,049.45 #of Clothes Dryers 1 Deposits/Receipts: 200.00 #of Clothes Washers 1 #of Dishwashers 1 Total Due: 16,849.45 #of Gas Fireplace 1 #of Gas Piping 5 ,-, .-1 -L, rr-1 ,..,. #of Gas Water Heaters 1 i : i., '-` co '.fi m u, ' w� =-n i,,, #of Water Piping 2 c-;` ,D r.ly cCo. r:. #of Hose Bibbs 3 a P. N- = 1 I i CI ,-,- —.,.IC. #of Kitchen Sinks 1 (A1-- a: I r�•• ,5, ,, #of Lavatories 5 c.n ,T� (i••. • !r_, ca. #of Range Hoods 1 •• _ :r., =.n ill ' : #of Showers 3 0 „^ (i' li' #of Slop Sinks 1 :' !TI =D #of Ventilation Fans 5a. xt #of Water Closets 3 cal ISl ,`_:i I r.. "' r71 C= c.) h., I lit ri'1 c.-« ,1%. M-,. ..'. ,-.. = i -Ea % Cl'. ,-i. ..1 f...11 IV ,-.. i,'i, •T' w•-, P•:i 1 ..0. 4s. i, M' i•A::, •.c' .1, c:= 1•.. ` :' l'.:, 0 ,_,, cif {..n .1) . cc' M.. • • • • • ti. <' it ,%:ri< '..J ".:.:' .. . , . . • r ' '•:.•. .r a _ .. - ... < > �+ :fiS4",�. • <.:�,. ,N . . rr <r JSiG d'.N :..Y: /.,f:YLri• 7:,. u.. ,r .. J\ ✓ ,� . } . ? , \K : .'... / r .r�. /•. -. r. >: - v. .r/%o ", - . @ YR'i'>Y''Jrf•,; ,NO.>r. . S . ; r ::a>>v`r. ,Muse,`• y Y ri.° . <:>`.F<- .6qt sfndf. @. J -4+, . .r.r )* v- dr •N: • <J\ . . r. sr • /. 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N _ I I L - - � do .�' _ 40 iL'F.1 � __ 1 � .rr _j_ "�rr al i LOCATE STREETS ON GRID MAP C I T Y O F A N A C O R T E S A S B U I L T DATE: Yz/o I .. ,, CONTRACTOR: �d V./i I (eve tC S nx � S�'ORM SEWER LOT ADDRESS : C COO PLAT/DIVISION : N BLOCK: PERMITNUMBER: Lo - i �' It SCALE : , r r. . , : loop 01 . : lip CAW Ar op . _ _ - - , - LOCATE STREETS ON GRID MAP * 1 a PLANNING, COMMUNITY, & ECONOMIC DEVELOPMENT DEPARTMENT RESUBMITTAL/ PLAN REVISION /ADDITIONAL INFO COVER SHEET Mailing Address: P. O. Box 547, Anacortes, WA 98221 � coR Office Location. 904 6rh Street, Anacortes WA 98821 Phone: (360) 299-1984, Fax: (360) 293-1938 F-1 ml � 1 .11 Fi, 4 WRIP K §sue IF W t 04 Permit /Project # : Date : ® (.ilas — ( Project Name : p(A 4f5 LCIKEA LA� EJ Project Address : Dz� 4f; L Project Contact:tJ .I Lqs ,y Company Name: All; FF Contact Phone : ���®�C � � _ z !G Contact Email .• aLkrp. Ja1Ad n e Has the permit been issued yet? ❑ Yes l9 No All revisions must be either clouded or hiehlighted & wet stamped by an architect/ engineer (if applicable). Has this been done? ❑ Yes LT, No 6ertArl ' 'S What department(s) is this resubn ittal/ revision /additional information to go to? ❑ Planning Dept. 131 Building Dept. ❑ Fire Dept. ❑ Stormwater ❑ Public Works Dept. 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, landowner, designer, or builder. If not in response to a Plan Review Letter, please explain the nature of the revisions and/or additional info : Are you submitting a full replacement? ❑ Yes m No If not what page # is being replaced? AsA 2 Two full sized copies of all revised /additional information is required . Has this been done? L Yes ❑ No Two 11 " X 17" reduced copies of revised site or floor plan is required. Has this been done? ❑ Yes ❑ No `AA Check the box next to the type of plan , report, or calculation where revisions or additional information can be ❑ Site Plan I� Building Plans ❑ Structural Plan ❑ Landscape Plan ❑ Parking Plan ❑ Tree Preservation Plan ❑ Arborist Report ❑ SEPA checklist ❑ Wetland Report ❑ Geotechnical Report ❑ Storm Drainage Analysis ❑ TESC Plan ❑ Civil Plan ❑ Lot Coverage Calculations ❑ Impervious Surface Calculations ❑ FAR Calculations ❑ Grading Plan ❑ Survey (Boundary /Togo) ❑ Mechanical Plan ❑ Plumbing Plan ❑ Other: !I FEB 21 . 7018 FOR OFFICE USE O R�D � z ` ' 12�3 To 1�PI4D 1YESo $d l ® Building Dept . ® Planning Dept. ® Stonnwater ® Public Works Dept. ® Fire Dept. ® Third Party Review February 15, 2018 Anacortes Planning & Community Development Dept . Attn : Groc Fyrrce RE : Plan review corrections for proposed home at 1503 Latitude Circle ( P133683 ) Please note the following items have been addressed as described : 1 . The plans are now consistent with the engineering . 2 . A second copy of the engineering has been provided . Two copies of the revised sheet have been provided for your approval Jack Reinstra Landed Gentry I � � ILZMI FEB 12018 ''i Jack Reinstra From: Fyrrce, Groc < gfyrrce@cityofanacortes.org > Sent: Thursday, February 15, 2018 12 : 59 PM To: Jack Reinstra Cc: Ingalls, Paul Subject: 1514, 1414, and 1503 Latitude Circle resubmittal Hi Jack, 1 reviewed the resubmittals Cr1514 Ltitude Circle, 1414 Latitude Circle and 1503 Latitude Circle; and, each one has the following, same two correctneed to be addressed in order for me to finish my plan review : 1 . Plans and engineering are not consistent with each other. Please make them consistent and resubmit . 2 . Provide a second copy of the engineering for each one so that there will be a copy in the field and one in the file . Best regards , Groc Fyrrce Building Inspector / Permit Technician City of Anacortes (360 ) 293 - 1901 Helping to provide safe communities through education and cooperation My incoming and outgoing email messages are subject to public disclosure requirements per RCW 42 ,56, 1 Fyrrce, Groc From: Fyrrce, Groc Sent: Thursday, February 15 , 2018 12 : 59 PM To: Jack Reinstra Cc: Ingalls, Paul Subject: 1514, 1414, and 1503 Latitude Circle resubmittal Hi Jack, I reviewed the resubmittals for 1514 Latitude Circle, 1414 Latitude Circle and 1503 Latitude Circle ; and , each one has the following, same two corrections that need to be addressed in order for me to finish my plan review : 1 . Plans and engineering are not consistent with each other. Please make them consistent and resubmit . 2 . Provide a second copy of the engineering for each one so that there will be a copy in the field and one in the file . Best regards , Groc Fyrrce Building Inspector / Permit Technician City of Anacortes ( 360 ) 293 - 1901 ��,. l>crr.�, tc= >l:�z�t�/e ��f ec-ry�rn��fztfit�6 t/ocza fr; ��/ri�f�ttc-ra �razcz!e�=c�er-<rtic�z. My incoming and outgoing email messages are subject to public disclosure requirements per RCW 42.56. � 1 k �ti Y o� PLANNING, COMMUNITY, & ECONOMIC DEVELOPMENT DEPARTMENT' RESUBMITTAL/ PLAN REVISION /ADDITIONAL INFO COVER SHEET �,ywh Mailing Address: P. O. Box 547, Anacortes, WA 982211 9 g a, Office Location: 904 0 Street, Anacortes WA 98821 FEB 5 2018 Phone: 360 ( ) 299-198 4, Fax: (360) 2934938 - °� OF V �N A A rO ITFS LZPlease use therm �o submit revisions or adYtrbital mfarma�tipn fo yam er appLi� tzotr Permit /Project #: Date : Project Name. '[ QrA41 `4p -/-{ (.- Project Address : IE50 bkrrrUC> a . Project Contact: _ Lac t� Company Name : LAt4® .� �` `� ® Contact Phone : 3G I p 011 + - ( 5 Contact Email : Has the permit been issued yet? ❑ Yes ER No All revisions must be either clouded or highlighted & wet stamped by an architect/ engineer (if applicable). Has this been done? ❑ Yes 19 No �� t° H t2, eQ&kc C.Z � What department(s) is this resubmittaU revision /additional information to go to ? ❑ Planning Dept. (�4 Building Dept. ❑ Fire Dept. ❑ Stormwater ❑ Public Works Dept. 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, landowner, designer, or builder. If not in response to a Plan Review Letter, please explain the nature of the revisions and/or additional info : (GtACt LA�tEnae, t aJ C1 ! [,\C��v C>P, C Are you submitting a full replacement? ❑ Yes No If not what page # is being replaced9 ,42, -� Two full sized copies of all revised /additional information is required . Has this been done? [ Yes ❑ No Two 11 " X 17" reduced copies of revised site or floor plan is required. Has this been done? ❑ Yes ❑ No f yc Check the box next to the type of plan, report, or calculation where revisions or additional information can be ❑ Site Plan Building Plans ❑ Structural Plan ❑ Landscape Plan ❑ Parking Plan ❑ Tree Preservation Plan ❑ Arborist Report ❑ SEPA checklist ❑ Wetland Report ❑ Geotechnical Report ❑ Storm Drainage Analysis ❑ TESC Plan ❑ Civil Plan ❑ Lot Coverage Calculations ❑ Impervious Surface Calculations ❑ FAR Calculations ❑ Grading Plan ❑ Survey (Boundary /Topo) ❑ Mechanical Plan 0 Plumbing Plan 0 Other: 1 ' OFFICE USE ONLY * rr q TOO RGUY DO . . RV1' Y :LTD BY0 DATE .. APPROVED. • I Building Dept. ❑ Planning Dept. ❑ Stormwater ❑ Public Works Dept. ❑ Fire Dept. ❑ Third Party Review mp OtTy OF A ACORTr February 14, 2018 Anacortes Planning & Community Development Dept . Attn : Groc Fyrrce RE : Plan revision for proposed home at 1503 Latitude Circle ( P133683 ) Due to some of the steeper lots we have been building on recently, we have asked our Engineer to provide an additional option for foundation wall heights . We have incorporated these details into our set of plans for the above mentioned address, as well as making any foundation revisions needed . I have included ( 2 ) full -sized copies of each changed sheet for your files . Jack Reinstra Landed Gentry • i 6 � lot 4 21MM970"A „ diddid /� / • r � . r 1 re , � m — pp 1 . ' / ♦ ' A! ,/ i EVA �MJSM tow warlEMMIMMMMAIll Off '1�OPOSEDEVS7 SQUAREFOOTAGEc ." � • 1 • ram/ " 1 5 W . 11 " 1/ " 1 • " tl • • • p - • - 1 ■ • ■ . • • • ■ ►`1 r • r Tt PLANNING, COMMUNITY, & ECONOMIC DEVELOPMENT DEPARTMENT RESIDENTIAL BUILDING PERMIT CHECKLIST Mailing Address: P. O. Box 547, Anacortes, WA 98221 ` 1, Office Location : 904 0 Street, Anacortes WA 98821 Phone: (360) 2934901, Fax: (360) 2934938 Plans shall be of sufficient clarity to indicate the location, nature, and extent of the work proposed, and conform to the provisions of the adopted International Codes and City Ordinances . RNQAt rA. IF { g PLT� P rI Vat4 % ~i� r00 Id IL ,, SUBMITTAL RE�IIRJMTT o s ra 4 . Them CA umber 'indi`catcs the number o1. f `� `CC �' �d ' n � ' ° co ies for submYttal if a livable o �' } 5 f �1' ' 11 ^ 11, � a {5 ^ y�yy1 i' _ i Ffi 'r } O ; ! tEC Into IF, 7a rF Y4., 1V Residential Building Permit Application 1 1 1 1 1 Site Plan (Drawn to Scale & Surveyed — if applicable) 2 2 0 2 2 �C Building Plans (Drawn to Scale) 2 2 2 2 2 Reduced Site Plan ( 11 " X 1755) 2 2 0 1 1 �C Reduced Floor Plan ( 11 " X 1713) 2 2 2 2 1 Structural Calculations (if applicable) 2 2 2 2 2 Energy Code Compliance (shown on plans) Drainage Plan/ Small Parcel Stormwater 2 2 2 Plan Landscape Plan 2 2 1 2 GradingPlan/Cut/Fill 2 2 2 Critical Areas Report (if applicable) 1 1 1 1 Geotechnical Report (if applicable) 1 1 1 1 Plan Review Deposit (due upon 1 submittal) 1 . Handouts and Standard Details may be found on the City ' s website at www. ciiyofanacortes . org_or can be obtained at City Hall during normal business hours . 2 . Plans/calculation/reports prepared by state licensed architects or professional engineers must be stamped and signed by the design professional . Page 3 of 3 Equipment Type : Appliance/Equipment Information (new and relocated) : Total # : Furnace : Gas # : Elee #: Other # : Gas Water Heater : # : Location(s) : Heat Pump : Elec #: Other #: Air Conditioning: Elec # : Other # : Boiler: Gas # : Elec # : Other # : BTUs : Exhaust Fans : Bath # : Laundry #: Other: Range Hood : # : Location(s) : Fireplace : Gas # : Elec #: Other: # : Location(s) : L.4 Q G(�I Clothes Dryer: /Duct: Gas # : Elec #: Other: #: Location(s) : LoEr Stove/Range/Oven: Gas # : Elec #: Other: #: Location(s) : V lM Range Hood : Location(s) : L ® , Gas Outlet(s) : # : Location(s) 9 ! AFrV LALAM �' Other : #: Location(s) : TOTA PLUMBING FIXTURES . Fixture Type (new and relocated) : Total # : Fixture Type (new and relocated) : Total # : Water Closet (Toilet) : Rjrrigerator water supply (for water/ice dispenser) : l Kitchen Sink: I P ssure Reduction Valve/Pressure Regulator: Utility Sink: I ter Service Line : 1 Tub : Ll r Piping : Hand Sink: LlClothes Washer : 0 Shower : lectric Water Heater: Tank-less? Yes ❑ No ❑ Dishwasher: I Ba5jcflow Prevention Device : Hose Bib : Lill TOTAL OUTLETS : TOTAL OUTLETS : Page 2 of 3 Anacortes Planning & Community IIDeve➢ opment Dept. Permit Center P . O . Box 547, Anacortes, WA 98221 -0547 PH (360) 293 - 1901 Don Measamer, Building Official, Planning Director FAX (360) 2934938 2012 Iffashoungton State Energy Code S0mp0a Worksheet This worksheet is intended to assist you in deciding which methods of construction will be used to meet the requirements of the Washington State Energy Code . After completing this form , please add all relevant information to your construction plans. P WhoIe�House Ventilation : Select one of the following methods. .A . Fresh air will be circulated by the central forced air furnace . The furnace must have afresh air intake duct and the blower must be activated by a timer to circulate air a total of 8 hours daily. _ B . Fresh air will be supplied by wall or window vent ports in each bedroom , kitchen , living room and other habitable rooms along with a whole-house exhaust fan . The exhaust fan , which usually does double duty as a laundry or bathroom fan , and must be controlled by a timer set to operate according to the fan sizes and time schedules below. The table below assumes a residence of 3000 square feet or less . Continuous operation 12 hours per day 1 bedroom 45 cfm 90 cfm 2 - 3 bedrooms 60 cfrn 120 cfm 4 - 5 bedrooms 75 cfm 150 cfM _C . A heat-recovery ventilation system with minimum CFM flow rates as shown in option B . Insulation and Windows . - o 2x6 construction * unlimited 0 . 30 R-49 ** R-38 R-21 13-30 RA ** R-38 insulation may be used with advanced framing , meaning that elevated trusses or rafters must be used so that the full R-38 insulation will extend to the outside of the top plate of the wall . Air Leakage : The building envelope must limit air leakage rate to not exceed 5 air changes per hour (ACH ) . A blower door test will be required . Calculate your maximum allowed rate by using the following : ( Building volume (cubic ft. ) X 5 (ACH )] / 60 minutes = maximum cfm rate during blower door test f 09 a 90 e 6 cu . ft . X 5 ) / 60] _ Z I maximum cfm rate during blower door test ENERGY CODE CHECKLIST Section R402 . 4 . 1 . 2 of the Energy Code requires that the building envelope be tested ( normally referred to as a " blower door test") to determine that air leakage is within acceptable levels . A leakage of . 00030 SLA measured at 50 pascals is considered acceptable . Sealing of doors , windows , ducts or registers is not allowed during testing . Section R403 . 2 . 2 requires leakage testing of the mechanical ducts to insure that the ducts are sealed . Testing may occur at rough-in or post-construction . Testing must comply with standard W S U RS-33 . Section R404 . 1 requires that 75 % of all luminaires (lights and lamps) be high efficiency. Section R403 . 1 requires that a certificate be posted within three feet of the electrical panel , completed by the builder or design professional , and include the following information . R-values for ceiling , walls , floors , foundation , U-factors for windows , the type and efficiency of heating/cooling equipment , duct leakage rates from the duct testing , and the air leakage rates from the blower door testing . Other Energy Code items to check or be aware of include the following . 6 mil black polyethylene covers the crawlspace area . Water lines in unheated areas are insulated . Heat ducts are insulated to R -8 and exhaust ducts are insulated to R -4 . Whole house fan , if required , with a sone rating of 1 . 5 or less is installed , with timer or dehumidistat. Exterior doors are weather stripped . Baffles to maintain vent openings in attic are properly installed . Insulation is installed behind partitions and in corners ; fitted around wiring and pipes . Insulation is installed behind bathtubs and showers . Openings around interior plumbing pipes in exterior walls are sealed ._ Furnace is the correct size . Fresh air system is installed , connected to the cold air return within four feet of the air handling unit, P Interior doors are undercut to allow air movement. Exhaust fans terminate outside the building . V/ Showers and lavatories have 3 gpm flow limiters . SIGNATiUREo A(V L6 a For more information contact: City of Anacortes Building Department PO Box 547, 904 60 Street • Anacortes, WA 98221 36N2934901 Fyrrce, Groc From: Fyrrce, Groc Sent: Friday, February 09, 2018 5 :23 PM To: 'Jack Reinstra ' ec: Kennedy, Jack; Nelson, Kait; Cricchio, Kevin; Ingalls, Paul ; Lange, Steve Subject: 12 - 19 - 17 Site Memo 1503 Latitude Circle . pdf Attachments: 12 - 19 - 17 Site Memo 1503 Latitude Circle . pdf; Current Plan Revision Additional Info Cover Sheet. pdf Hi Jack, Please see the attached Public Works plan review for corrections and comments that need to be addressed so that Steve can finish his plan review . All other plan reviews are approved as is with redlines . 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 `���rrr.� l��rcc�rc% u% ec•rrc>rzurzfl%e� llrcr�t��, <{lt�c�l�crr. crirclrcr��xalicar, My incoming and outgoing email messages are subject to public disclosure requirements per RCw 42 . 556 . 1 Hydrant Flow Test Report Test Date 4/26/2017 Test Time 12 : 30PM Location Tested by 1419 Latitude Circle Commercial Fire Protection , Inc . Anacortes , WA 98221 17199 Bennett Rd Mount Vernon , WA 98273 Mark Taitano Notes Read Hydrant New Hydrant , No Hydrant number yet . 86 psi static pressure 56 psi residual pressure hydrant elevation Flow Hydrant( s ) Pitot Outlet Elev Size C Pressure Flow # 1 3 . 5 0 . 93 29 1831 gpm Flow Graph 100 2804 . 0 gpm at 20 psi 80 60 psi 40 20 0 0 750 1500 2250 3000 3750 gpm Created with the free hydrant flow test program from www , igneusinc. com 1419 Latitude Circle, Anacortes, WA 98221 New Development; 48 North / New Hydrant at 1419 Latitude Circle ta s Static : 86psi Residual : 56psi \. 4" HM Pitot : 29 Flow : 1829gpm t�• i / r y s , i � 4 { _ City of Anacortes Invoice/Permit # : BLD-2017-0645 904 6th Street Applied date : 12/15/2017 OftP . O . Box 547 Issue date : ' Anacortes , WA 98221 -0547 Expire date : 06/13/2019 (360) 293- 1901 C�0 Job Address : 1503 LATITUDE CIR Permit Type : Single Family Residence Permit ANACORTES WA 98221 Project: APN : Remarks : sfr Owner: 48 NORTH ANACORTES LLC Contractor: LANDED GENTRY DEVELOPMENT INC Address : 504 E FAIRHAVEN AVE Address : 504 E FAIRHAVEN AVE BURLINGTON WA 98233- 1846 BURLINGTON WA 98233- 1846 Phone : Phone : (360) 755-9021 License #: LANDEGD062D4 General Information : Fees : Plan Review Deposit 200 . 00 State Building Code Fee 4 . 50 Sewer Inspection Fee 50 . 00 Storm Drain GFC- Residential 11550 , 93 Sewer GFC- Residential 91206 , 33 Park Impact Fee 615 . 00 Traffic Impact Fee 900 . 00 Total Calculated : 12 , 526 , 76 Deposits/Receipts : 0 . 00 Total Due : 123526 , 76 at r.t ,p, r,-, ,_ . LJ rl- -"1 ,ter c, all ,i ! i, rr •in an q ,T. 7z) _ rri THIS PERMIT BECOMES NULL AND VOID IF WORK OR CONSTRUCTION AUTHORIZED IS NOT COMMENCED WITHIN 180 DAYj+n OR IAl'o CONSTRUCTION OR WORK IS SUSPENDED OR ABANDONED FOR A PERIOD OF 180 DAYS AT ANY TIME AFTER WORK IS COMMERC ' .�;' Ir! ,, HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE AND CORRECT, ALL PRg)VI��Sti n' OF LAWS AND ORDINANCES GOVERNING THIS TYPE OF WORK WILL BE COMPLIED WITH WHETHER SPECIFIED HEREIN OR Nb�; CfrlE•--] GRANTING OF A PERMIT DOES NOT PRESUME TO GIVE AUTHORITY TO VIOLATE OR CANCEL THE PROVISIONS OF ANY OTHER ' AR:`, LOCAL LAW REGULATING CONSTRUCTION OR THE PERFORMANCE OF CONSTRUCTION . 1" 'rye r:,- --I r n its tc SIGNATURE OF OWNER OR AUTHORIZED AGENT ISSUED BY '" - rh r71 FOR OFFICE USE ONLY . ROUTED . ROUTED TO . DATE APPROVED BY. DATE ROUTED : APPROVED . . ❑ Building Dept. ❑ Planning Dept. ❑ Stormwater J Public Works Dept. 5 'C --- , ❑ Fire Dept. ❑ Third Party Review . �rrs x PLANNING, COMMUNITY, & ECONOMIC DEVELOPMENT DEPARTMENT > � x . SIDENTIAL BUILDING PERMIT APPLICATION MailingAddress: P. O. Box 547, Anacortes, WA 98221 Leo DEC1 Office Location: 904 6`h Street An acortes WA 98821 ' U Phone: (360) 2934901, Fax: (360) 293-1938 CITY OF ARIA(3� ORTB PLEASE REFER TO THE RESIDENTIAL BUILDING PERMIT CHECKLIST BELOWFOR SUBMITTAL REQUIREMENTS PROJECT ADDRESS (Street, Suite #): Parcel(s) #: I502=2 "71sssrul (:::A I.C ° 1 , L41A � 6 > (®8 5; Subdivision/Lot #: PC�qT' ®f::� 'dd;LWJ ) . ! l - � Project valuation: $ APPLICANT: V Phone: l� 1� t�i✓t7 :el%% [Z` j D � .IEC M �t� i !�1C� . Fax: Address (Street, City, State, Zip): 2`�� Maskp)' &Mail Address: 504 Co I - H7kU 4 p v PROPER TY OWNER: Phone: Fax: Address (Street, City, State, Zip)' 1� w 1 E-Mail Address: Sod- e . t �av CONTACT PERSON: Phone: J .Ac� -N� F, l� I l\1 g5: Fax: Address (Street, City, State, Zip �55—�UZIz� I . p)' &Mail Address: LENDING AGENCY: Phone: '�'PC� 'S E hk4K Fax: Address (Street, City, State, Zip): E-Mail Address: tNft QIA CONTRACTOR, - Phone: L A D � t�i2t `i D Fax: Address (Street, City, State, Zip): (00 �� �~ t v E-Mail Address: *All Contractors & Subcontractors must have a valid City of Anacortes Professional License #: Exp. Date: business license prior to doing work in the City. Contact the City 's �' �LP4 'Z — ra Finance Department at (360) 2994968. Business License #: Exp. Date: PROPOSED WORK Basement SQ' : Finished Basement: I " Floor SQ ' : Unfinished Basement ❑ 1 2"d Floor SQ' : Garage /Carport SQ' : � Deck/ Covered Porch/ Patio SQ' : Fire Sprinkler: Yes ❑ No ❑ Lot Area SQ' : E5 It I declare under penalty of perjury that the information I have provided on this form/application is true, correct, and complete, and that I am the property owner or duly authorized agent of the property owner to submit a permit application to the City ofAnacortes. Print Name : (! �l t�s-rtz� Owner ❑ Agent g 'E (specify); Signature: Date: Page 1 of 3 ® � Z 7 (,$ 4 ., b ¢l08 �L �s Al G9 ® 8 d 9 ECOj ,OWC LE . ELOPI NT DEp Mg PO Box 547, Anacorta WA k Phone. 360.299. 1984, Fax: 360.29 9 982� 1 3. 1938 ULU , .. a = �CJ6 piste ReSidentinl fit® rnsater Plan Che nk!!st CITY Gi= +� � j Ren®�� ent� StOgam Ater requirements are rased on the 2012Wash* S$® PPP&U16�$eP Management Department, n ��d dd ld l ) , clink is Provided on the City Of Anacortes website, under planning 8 �o�r�t ii�nu�d for �e�$�Pn esidntial ns ruct& t� P i�ega�d�tions, as weld as under the Engo eePi"g ®i�i�i®� of Public 44y Residential �on�stPu�ti®n is exempt from add 'visa �t®PF#8@4�at�P �P®�9�49®6�� Cf 6$ Un hard surfaces, no use beyonc td��t PP��ioa��dy existing., ��� results in �® �i oPda�. odm�� �® expansion Of imPact. 8nofdcant adverse hydrological building Permot apple atlons for lots that are Part Of subdivisi®� that ��g P��®Pd�d �® �a®P years trig to the date of the complete buiddin e than 10 codes cat on �ffe�t �t $�� t6PnC� t�r� ��o�do���o®� �Ppd��$�'On Was submittedd8 ion ay continue if �$oPe���t�oP use the��� �d�r orPnBAIatC�P the 201di�vi�i®n/Pd�t le��d. if construction has not Started as of January 1, 2022, the site will addressed �t too �0����0�� P����� d. be subject to If your Project adds less than 2,00® sqv ft. of new Plus replaced ��Pd surface less then 7,00® square feet of land, you must coP�sideP all �3 �dehnrntu of ce area, Ahe ND which disturbs Pollution Plan (SWPPP). pill out the S@�l�d�P Ci�c cMist and explain how the eleProents 9Pt� c®nsi describe tO®a� site conditions render the element unnecessary and the �t®Pb1lF��t�P clearly justified. You will not need to continue with this document, d�P�d, ®P ��PnP$i®n fPOPn tl�at element is if your Project adds 2,000 sq- ft. or more of new Plug replaced hard surface area, ® a��d�ic 7,0®® �� ° �° or PnoP� of land e i�i�ie�a��n Re��oiPevnen� ImS ®f tie SWM a d end ®u can continue with this document, df adding 5,000 sq. ft. or more of new �� � disturbs sq. f$. ®r more of vegetatPon to limn OF landscaped area/ OR Converting 08, 900 sq , ft. OF �s®Pk hard surfaces/ ®n convening 32,670 vegetation t® pasture oiiroiu� 6cquiremen� Im9 of the SWi1 aPpdy, if ldini +PnuM P�C� uiP� Pn�n$� ��� apply, lease see the Large Scale S$or6���t�P Plan ���cdgli�t f of native � PC� �[iPPPUO�nt�. ®P additional ����nitt� d Owner Named ¢ L ' Site Addresse 7 Brief De t .Y'A ® y��fwiptBan of the Project: Pre Developed Conditions Ru "Off Of the Site . March 22, 017 Page of4w CITY OF ANACORTES ®e��l®pad Conditions & Rungff ®f the Sated Summarrke difficult site "ramet"sB the natural deair�age sysfe�g 8"d d�l"a�� t® grad from adjacent prOPOfto s, Irtcluding bypass t1owne �ydr®1®�i��B �u�e Plano determining Bow Collect and analyze inf®PrraatiOra on existing conditions to aid inimpact development feasibility Bch evaporate, transpire, and infiltrate, with the following Informaotion ons are most appropriate to o Survey by end Surveyor, I5ngOHM, OF other qualified pr®fessl®na0a show existing Public and private development, utility Infrastructure, hydrological features (seeps, springs, closed ducat& on areas, drainage swales, streams, wetlands, and water body su�eey 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, infiltrati the natural recelvi on, OF conveyance. Include discharge, ng waters that stormwater runoff will either directly or eventually Show topography, display acreage and outlines of all drainage basins; ex stingy stormwater drainage to and from the site; routes to exlstin�, 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 contouvs as followse UP to 10% slopes ® 2 ft. contours ® Over 10% to less than 20% slopes ft. contours 20% or greater slopes v 10 ft. contours Elevations at 25 ft. intervals ° S®Ils Rep®moo ®®roe by a soil scientist certified by Solt science Society of America, licensed sewage designer, or other suitably trained persons working under the supervision of a professional engineer, geologist, hydrologist, or any other professional supervised by an engineering geologist registered In !Washington State. (Soils Report March 22, 2017 page 2 of 4 r 1 - •r r • r - • f, rlj • • 1 _ I • • �, • • i - � � � Ir lots) and any public ROW that displays the location of 0 Ite B�B�P� � �� ��� � P��S ��P��d � gheP o These documents w11I be recorded and attached to a declaration off ®������ ��� P��g off andoaong assonancBated with each lot that includes ®ncos8te OOPS, Provide deso dota6ls, ��P��, � �d Po� BP�B�Ps� ��� Instr cto ns ffor each B mp. Provo written su�P�aP y of I�OoFs� B� complies� s, the applicable Peg4�Brements , with pgg oP Lo final accupa" 0 0 P@P8t1o" Moo t@fiance MBfi mlo Include a manual for each no �®��P®B � �d treatment ff�oBIB�, BP�ccla�dB�� ��� dBQtPBbuted bBoPeBsontBoPu ff�oBlB�do� ��at aPe used Ro IaeBp meet ffloa� c�tP®I � �c��®P �P��fr�a��� P�� aigoements, The manual shall include a description off the Iac�IIB�Sye � ��� 6$ does, and how it works, Bt most also identify and describe the main� d the ffr���o� �� ��� ���1�, ��frequency off ���� ���l�o The tasks and ffPoqueP�oBes PP9&9�� P�9��� Y�� standards off 8�� ��B�l� '4D,Include� maintenance activity log that wBlI Indicate what actB®�� �Bll l��c�� �o� � ����� and where It should be kept and rude avaofablo for BP��p��B®� �� alas Boy, O B�@cIgP8gI®P� off �v@n&�t ff®e B�PIv&teIV M890fitaWd Flog Canty®9 & Faell1t1 @9 Site Stormwator anamme"t ImPso Any flow control & treatment ffadlBtBes and ®n=s8�� � be thei@�9���P �� ������Pu� �� P� for who the applicant Bdoru�l��� Operation & maintenance to a ems ntspoP�sBI�BBBty off a private Party must have a declaration of covenant and grant of V�������a After (�B approval, the declaration off ®��o�� and grant off easement most �� sB�P�od �wd P��oPdodo ®��89n detaBBs, figures, and maintenance BPastru�cto for ��� B��IP �BI �o �� attached. A map showing the location of newly pBar�ted andretained Yr��g oI�Band D� P shall reduction credits shall also be attaohodo D R@c@rd ®flcufflffla Record total BPv pePv6® us surface aPea off th� �B�o and �(�� aP I®���Bons with county auditor, ghe By SBgnIng Wow, you are @@rtlfVo 9 that You 9i&ve Pend and understand the sto&'mwateP Ps ulr� Be sure that you have chocked off all app9leable boxes. � Applicant �Bgroature March 22, 2017 Page 4 of 4 EXHIBIT "A„ LOT 27, PLAT OF 48 NORTH 1503 LATITUDE CIRCLE P133685 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 1503 Latitude Circle, which is Lot 27, 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 28, 48 North , EAST : Fully improved street of Latitude Circle . SOUTH : Lot 26, 48 North . WEST : Lot 24, 48 North , Developed Conditions & Runoff of The Site .• The proposed improvements are as follows : Construct a SFR with an approximate lot coverage of 37 . 0%, and an impervious lot coverage of 44 . 6 % . 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 27 is located at the northeasterly corner of Lot 27 . 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 adiacent 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 26 to the south . However, the stormwater runoff from Lot 26 will be directing to the existing stormwater collection facilities located within said Lot 26 and will not impact Lot 27 , 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 2400t 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 . 4,07� 07 �$1VPlanning , community � ����®� 1C ®evej(Dprn t DOp9rhent �. P® Box 547, Anacortesfl wA 9822 , � ® 3 Elements of SWPPP �ntion Plan) Please check ® boxes to (Construction pollution prevshow that each element has been read and understood. Pro ld0 details whiar applicable and at certain aspects are unnecessary or exempt, clearly justify. Detalls ®� th01� ails its c and the correlating Blips are listed on P& 236 Of the 2014 St®rmwater Ma�a��i #is Ot the 13 le for �st�P� 4l�asha��tOri �� Ml�i19 904�� . Baial� is provided on the City ®f Argacones websCOmmunaty, & Economic Development Department, ite, under Plann in ➢Divisa s � � l as under �t0rm �at�P �� the Engineering� � c ®Pis ��g�e Owner Name Site Address; Prepared Bye The Stormwater checkiist or building permit determined that ° ❑ The 13 elements must be addressed for D `these elements . must be addressed for construction activity adding under 2,000 sq . fto 0f hard surface area . construction activ" adding 4000 sq . tt. or more ®f hard surface area , This means that an attached narrative and site plan are required wlth thls docu�i��t, 1 �dRi,' I��h e8a�iei�� ex 6i� in the best MaR� i����t BMPs used @r `usti Peas®nin ®r th®SUthat Wi9I Piet be used. 9f need+@g4 1jase g P��PP ti�� t® � t ��s �� l�i� laps or ELEMENT to preserve Vegetati®i7JMaPld / C6eaiping Lem ❑ Beforeclearing beginning land disturbing ac$avatY cieaPines, including clearing and grading, clearly mark all � limits, sensitIve areas and their buffers,construction area , and trees that are to be preserved withinthe ❑ Retain the dui layer, native top sail, and natural vegetation in an undisturbed state t0 the maximum degree practICA 0 March, 2017 Page 1 ®f a ELEMENT 2e Establish Construction Access ❑ limit construction vehicle access and exit to one route, if possible. ❑ St0 Ize access points with a pad of quarry $palls, crushed rock, or other equivalent B Mps, to minimize trackOng onto roads. ❑ locate wheel wash or tire baths on site, if the stabilized constructi Preventing trackingon entrance is not effective in sediment onto roads. ❑ ff sediment is tracked off site, clean the affected roadway thoroughly at the more frequently as necessary (ex. end of each day, or 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. 0 Control street wash wastewater by pumping back on disc site or otherwise preventing if from discharging into systems tributary to Waters of the state . ELEMENT 3o Control Flow Rates ❑ Protect properties and waterways downstrearn of development sites from erosion and the associated discharge of turbid waters due to increases in the velocity and peak volumetric flow rate of storrnwater runoff from the project site. ❑ Where necessary to comply with the bullet above, construct storrnwater 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) . ❑ Of permanent infiltration ponds are used for flow control during construction, protect These facilities from siltation during the construction phase. ELEMENT 4m Install Sediment controls ❑ Design, install, and maintain effective erosion controls and sediment controls to rni discharge of pollutants, nirnige the ❑ Construct sediment control BMPs (sedi meat ponds, taps, falters, etc,) as one of the first steps in grading. `these B MPs shall be functional before other land disturbing activities take place . ❑ Minimize sediment discharges from the site. The design, installation and maintenance of erosion and sediment controls must address factors such as the amount, frequency, intensify and duration ®f precipitation, the nature of resulting storrnwater runoff, and soil characteristics, including the range ®f soil particle sizes expected to be present on the site. ❑ Direct storrnwater runoff from disturbed areas through a sediment pond or other appropriate sediment removal BUMP, before the runoff leaves a construction site or before discharge to are March, 2017 page 2 of a Infiltration facility. Runoff from fully stabilized areas may be discharged without a sediment removal IOW but Pest meet the flow control performance standard in Element #3, bullet 10 ® ®ca$e R1�Ps intended to trap sediment onmsite in manner to avoid Interference 41�bth the rno49ePn@n$ of Ju�enIle salmonids atternptin� to enter off channel arias ®P dPaina�es, ❑ Provide I P�adPstaOn natural buffers around surface Wters, diPec$ s$®P�watc�P to vegetated arias $® increase sediment removal, and max0ev�6ze storruwater inft sto0®�. ❑ Where feasible, design outlet structures that withdraw iPPup®unded s$®Prywater from $hc� surface to ae�® id disch�r�urvg sediment that is still suspended lower in the water column, ELEMENT So Stabilize Soils ❑ stabilize exposed and unworked soils by applicat0on of e ec$ive B6�1�s that prevent Von mulch able BMps include, but are ®t lemlted too temporary and permanent seeding, soddln�, mulching, p0as$bc covering, erosPon control fabrics and matting, soil appleca$e®n of polYacry�larnide (PA ), the early applicat0on ®f �ra�el base early on areas $® be aged control. paved, and dust ❑ Control st®PPPoa r8teP volume and velocity within the si$� t® r IruiP�i�� soil �Pt�gd®� , ❑ control st®Prnwa$eP discharges, including both peak flow rates and total stormwater volume, to Minimize erosion at outlets and to minimize downstream❑ Soils must ®$ remai channel and stream bank erosion. n exposed and unworked for more than the time periods set forth below to prevent erosion , o During the dry season (May 1 mSept 30) 7 days o During the wet season (Oct 1 m Apr 3®)0 2 days ❑ Stabilize sills at the end of the shift before a holi weather forecast, day or weekend if needed based on the ❑ Stabilize soil stockpiles from erosion, protect with sediment tr2pp0ng measures, and whore Possible, be located away from storm drain inlets, waterways, and drainage channels. ❑ Minernize the amount of soil exposed during construction activa y. ❑ Minimize the disturbance of steep slopes. ❑ Minimize soil compaction and, unless infeasible, preserve topsoil, i ELEMENT Go Protect Slopes ;� ❑ Des! n and construct cutmand�f0ll slopes in a manner to minimize erosion. Applicable practices include, but are not limited to, reducing continuous length ®f slope with terracing and diversions, reducing slope steepness, and roughening slope surfaces (Exo track walking). March, 2017 Page 3 of a ❑ Divert off site stsrMwateP (run�on) Or �P®��d c�aQeP away from Slopes and disturbed areas moth Or6tePGept®P dlke�, popes, andl®r swales, sbte stsrrr�wateP should be managed separately from it stormw8ter generated on the site, ❑ At the top of slopes, collect dra 'nage in pop erosion , e slop drains or protected channels to prevent oTernPoPary pipe slope drains rest handle the peak volumetric flocs Pate calculated uson� a 10�minute time step from a Type 1A; 10=Vear, 24�hsur fPe� w rat storm for the developed condition. glternat *,ely, the 1®myearD an approved ®nt ��houP flow rate pPedicted/andocated by onuous runoff model, or�creased by a factor of 1 .6, may be used, the hydP® 1og6� � �� lysls rr� �st usethe exlstIng land cover condition for predicting now rates fP®m tributary areas outside the project limits. For tPobutary areas on the project sots° the analysis must use the temporary or permanent project land cover condition, cshichever will produce the h a hest floe rateso if using the Western Washon�t®� "laHYdndlOgYscaped" Model (O�A OI�I l) to predict flows, bare soil areas should be modeled as 'landscaped°° area . ® Where 15�monute time steps are available In an approved continuous runoff model, they may be used directly cslth®ut 8 correction factor, ❑ place excavated material on the uphill side of trenches, consistent csith safety and space considerations. ❑ Place check dams at regular intervals within constructed channels that are cut down ❑ Consider soil types and Its potential for erosion, slope. ❑ Stabilize souls on slopes, as specified on Element S . ❑ 6Mp combinations are the most effective method of protecting slopes �slth disturbed soils. �$: Use bath mulching and straw erosoon control blankets, ELOWENT 7. protect ®rain Inlets ❑ Protect all storm drain inlets made operable during construct ions® that st®rnncsater runoff does not eater the conveyance system wRhout first being filtered or Treated to remove sediment, ❑ Clean or remove and replace inlet protection devices when sediment has filled one4ird of the available storage (unless a different standard Is specified by the product manufacturer). ❑ where possible, prefect all ex,lstin9 storm drain Inlets so that stormwater runoff does not eater the conveyance system without first belong filtered or treated to remove sediment. ❑ Keep all approach roads clean . ®o not allots sediment and street clash crater to enter storm drains without prior and adequate treatment unless treatment Is drain discharges to craters of the State , provided before the storm ❑ Inlets should be Inspected meekly at a minornurn and daily during storm events . March, 2017 Page 4 of a ELEMENT Be Stabilize Channels and Outlets ❑ Design, construct, and stabilize all ®"ite conveyance channels to prevent erosion from the fOBI®yang expected peak f flows * ® *Channels Pest handle same peak volurm$ric flow rate as temporary pipe slope drains listed an Element 6, above. ❑ Provide adjacent stye imban , including arPPr®ring material, adequate to prevent erosion of outlets, adsacent s$reaPnllAanks, slopes, and downstream reaches at the outlets Of all conveyance systerrrs. ❑ The best method for stab0 Ring channels Is to co0mpletely line the channel with a blanket product first, then add check dams as necessary to function as an anchor and to slow the flow of water. ELEMENT so Control pollutants ❑ Deso n. install, Implement, and maintain effective pollution prevention Treasures to minimize the discharge of pollutants. D Dandle and dispose ®fall pollutants, including waste materials and demolition debris that occur ®n�slte in a manner that does not cause contarninati®n ®f st®Prnwa $er. ❑ Provide ®vePD ®atalnP�ent, and protection from vandalism for all chemicals, liquid products, petroleum products, and other materials that have the potential to pose a health or the environment, ®nmsitli threat to human e fue ng tanks must include secondary containment, Secondary containment means placing tares or containers within an Impervi®us 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, ❑ Conduct maintenance, fueling, and repair of heavy equipment and vehicles using spill prevention and control measures. Clean contaminated surfaces immediately following any spell incident. ❑ Discharge wheel wash or tire bath wastewater to a separate on �slte treatment system that prevents discharge to surface water, such as closed400p recirculatl®n or upland land appl ication, or to the sanitary sewer, with local sever distrbct approval. Wheel mash or tire bath wastewater should Prot 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 storrnwater runoff, Follow manufacturers, label requirements for application rates and procedures. ❑ Use BAPS to prevent contamination Of stormwater runoff by ptlmmodifying 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 pfg of stormwater if necessary to prevent violations of the water quality standards. Burch, 2017 Page 5 of a ❑ Assure that washout ofconcrete trucks is performed Of#�slte Or in designated concrete washout areas only> Do not wash Out concrete trucks onto the ground, OF lnt® stoPPn dPains, open ditches, streets, or streams. ®o not dump excess concrete an site, �E3c�pt In desl�natedconcrete; ope washout areas. Concrete spillage or concrete discharge to surface waters of the State is prohibited. ®o not use upland land applications for dischargin washout areas. g wastewater from concrete ❑ Obtain written approval from Ecology and provide to the City before using chemical other than C 02 or dray Ice to adjust pfl. treatment ❑ Woody debris may be chopped and spread on site. ❑ Conduct oil changes, hydPaulic system drain down, solvent and demgreasing cleaini fuel tangy drain down and Pe n� operations 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 Immedlately following any discharge Or spoil ii repairs may be Performed ®PD =sits using tePt71p®P� dent. Emergency pl�c�� beneath and, if raining,vehicle. I�J beneathill �, over ELEMENT 10e Control ®ecoWatering ❑ Discharge foundation, vault, and trench dewatering water,st®r which have characteristics similaP to rnwateP runoff the site, into a controlled conveyance system before discharge t® a sediment trap or sedlrnu�nt pond> ❑ ®Ischarge clean, non4urbid de�watering water, such as wellmpolnt ground water, to systems tributary to, or directly into surface waters of the State, as specified In Element 8, provided the decowatering flow does not cause erosion or flooding of receiving waters or interfere with the operation of the system . ®o not route clean dewatering water through storrnwater sediment ponds. Note that "'surface eaters of the state may exist on a construction site as ��II 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 ®fumslte in a vehicle, such as a vacuum flush truck, #®r legal disposal in a mariner that does not Pollute state waters. 3 . EcolOgymapproved ®neslte chemical treatment or other suitable treatment technologies. 40 Sanitary or combined surer discharge with local suer district approval, if these is no other option , 5 . Use of a sedimentation bag wi dewatering. th Outfalf to a ditch or $wale for small volumes of localized ❑ Construction equlprrient Operation, clarnshell digging, concrete tremle pour, or work inside a cofferdam can create highly turbid Or contaminated dewatering water. ❑ Discharging sedirnentcaladen (muddy) water into waters of the State likely constitutes a violation March, 2017 page 6 of a Of Water quality Standards for turhld#tg�. The easlest Way to avoid dls�h�r� through Infiltration and preserving vegetate Ong muddy water is on . ELEMENT 110o Maintain BMps 0 Maintain and repair all temporary and permanent erosion and sediment control BMPs as needed to assure contlnued performance of thei Specifications. r Intended function 6n accordance with IMP 0 Remove all ternporarV erasion and sediment control BMPs W thi site stablllzation or after the temporary BMPs are n n ® days after achieving final ® longer needed. Some temporary erosion and sediment contro813MPs are bWdegradable and des ' ned to remain in place following construction such as compost socks, 19 0 Provide protection to all BMPs installed for the Permanent control of storm ater �r®rn s�dBrr��r�t and compaction. All DMPs that are to remain In place folio�aln� completion of construction shall be examined and Placed In faaBB operating conditions. If sediment enters the BWs during construction, It shall be removed and the facility shall be returned to the condons specified an the construction documents. iti D Remove or stab1Blze trapped sediment on site . Permanently stabilize disturbed soil result from removal Of B�MPs or vegetation . Ong PLEMEN l' 12o Manage the Project m Projects subject to Monlrnurn Requirements lm9 roust have Certified Erosion and Sediment Control Lead (CESCL) for site Inspections. projects subjeot to Minimum Requirements 1 �5 do not require the inspector to be certi�edo B� the initiation ®� c®r�str�cti®n, the �WPP must ,dentify the CESCL or inspector, who shall be present onmslte or I onmcall at all tunes . Management details starting on t,' ;_ 0 Phase development projects to the maximum degree practicable and take Into account seasonal work limits to prevent soil erosion and prevent transporting sediment from the slte during construction . 0 Inspection and monitoring m Inspect, maintain, and repair all OMPs as needed to assure continued performance of their Intended function . 0 Maintain, update, and implement the sWPPP. 0 Clearing and grading activities for developments shall be permitted Only if conducted using an approved site development plan (e.g., subdivision approval) . 0 From Oct 1 through Apr 30, clearing, grading, and other soil disturbing activities is Permitted only if shown that the site Operator will prevent silt4aden runoff from leaving the site through a combination of the following : March, 2017 Page 7 of a 10 Site conditions including existing vegetate i receiving waters. vo Coverage, 5I®Pe, Wi! $���a ��� �P®�em #$y to 20 LiPP� it activities and the extent of disturbed areas, 3a Proposed erosion and sediment control measures, Weather conditions can 0 fiuence $hey sseasonal 16� K ®� ®� site disturbance. ��� CRY ®�ati PDC� � c®P$es has the authority to $�k� enforcement acti The follow ®PB Per AMC 19, 76 S$®P9P��R6c�$eP> i�� �c$IVitles are exempt from the seasonal clearing and grading lime s:ti®��e Il . Routine maintenance and necessary repair ®f ePosi®� ��� sediment controlaIo 2 . Routine maintenance ®f public facilities ®P exi�to �tili the so $y structures that d® not expose H ®P Penal$ in the removal of the vegetate �®e��r $® soil 3 . Activities where there 6s 1�% iP� BtPato Of surface water runoff within the site ie� aPProved and installed erosion and sediP�es�t �®�$P®l �c�ili$0 ELEMENT 13 ' protect Low IMPSc$ Development BMPS If implementing any blore$e ration facilities ®r rain gardens, see tog, 253 for requirements, LZ AppIic Fit Siffnat are / Marcie, 2017 Page a ®f a DEC 5 2011 t EXHIBIT " B" CITY OF ANACOR TES LOT 27 , PLAT OF 48 NORTH 1503 LATITUDE CIRCLE P133685 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 off of Latitude Circle in the location of the proposed driveway for this lot, to provide a stable and clean point of access for construction vehicles . 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 BMP C105 shall be used as the construction access . Only one access point is proposed off of Latitude Circle in the location of the proposed driveway for this lot, to provide a stable and clean point of access for construction vehicles . C1210 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 . C1404 Dust Control As this project will be constructed during the dry season , dust control may be necessary to protect the surrounding neighborhood . The primary source of dust control will be from spraying of the disturbed area with water . C220 : Storm Drain Inlet Protection Onsite inlet protection will use Block & Gravel Curb Inlet Protection . Offsite inlet protection will use Catch Basin Filters manufactured for use at construction sites . C207 : Check Dams Where drainage Swale are created to convey stormwater, temporary gravel check dams may be used to reduce velocity and to dissipate flow energy . The following BMP improvement ( s ) are proposed for permanent sediment controls : C124 ; Sodding Sodding is to establish permanent turf for immediate erosion protection . C125 : Top Soiling Provides a suitable growth medium for final site stabilization with vegetation . T5 . 13 : Post- Construction Soil Quality and Depth Establishes soil quality and depth regains greater stormwater functions in the post development landscape, provides increased treatment of pollutants and sediments that result from development and habitation . ELEMENT 5 : Soil Stabilization The following are temporary soil stabilization BMPs : C233 : Silt Fence To be place along the perimeter of the site to protect downstream properties from the transport of coarse sediment, as well as to mark the clearing limits for the construction crew and to alert the public as to the potential dangers of the ongoing onsite construction activity . C105 : Stabilized Construction Entrance To be place in the location of the future driveway on 15th Street, to provide a stable and clean point of access for construction vehicles . C121 : Mulching To provide immediate temporary protection of exposed soil from erosion , as well as conserving moisture . C123 : Plastic Covering Primarily used to protect the stock pile from erosion . May be used as a short term cover of small areas of exposed soil . Not intended for large areas . C140 : Dust Control As this project will be constructed during the dry season , dust control may be necessary to protect the surrounding neighborhood . The primary source of dust control will be controlled spraying of the disturbed area with water . C220 : Storm Drain Inlet Protection Onsite inlet protection will use Block & Gravel Curb Inlet Protection . Offsite inlet protection will use Catch Basin Filters manufactured for use at construction sites . C207 : Check Dams Where drainage Swale are created to convey stormwater, temporary gravel check dams may be used to reduce velocity and to dissipate flow energy . The following are permanent soil stabilization BMPs : C124 : Sodding Establishes permanent turf for immediate erosion protection . C125 : Top Soiling Provides a suitable growth medium for final site stabilization with vegetation . T5 . 13 : Post- Construction Soil Quality and Depth Establishes soil quality and depth regains greater stormwater functions in the post development landscape, provides increased treatment of pollutants and sediments that result from development and habitation . ELEMENT 6 : Protect Slopes C235 : Straw Wattles Straw Wattles reduce the velocity and can spread the flow of rill and sheet runoff, and can capture and retain sediment . ELEMENT 7 : Protect Drain Inlets C220 : Storm Drain Inlet Protection Onsite inlet protection will use Block & Gravel Curb Inlet Protection . Offsite inlet protection will use Catch Basin Filters manufactured for use at construction sites . ELEMENT 8 : Stabilize Channels and Outlets C207 : Check Dams Where drainage Swale are created to convey stormwater, temporary gravel check dams may be used to reduce velocity and to dissipate flow energy. ELEMENT 9e 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 . ,� nN EXHIBIT C DEC �' 5 201 � PRIMARY BMPs CITY OF ANACORTES i damage from burying and smothering . o Vegetative buffer zones for streams , lakes or other waterways shell be established by the local permitting authority or other state or federal permits or approvals . Maintenance Standards inspect the area frequently to make sure flagging remains in place and the area remains undisturbed . Replace all damaged flagging immediately . ClBMUIV 03 o High V1,810hINMY Fence Purpose Fencing is intended to : 1 . Restrict clearing to approved limits . 2 . Prevent disturbance of sensitive areas , their buffers , and other areas required to be left undisturbed . 3 . Limit construction traffic to designated construction entrances , exits , or internal roads . 4 . Protect areas where marking with survey tape may not provide adequate prom tection . Conditions of Use To establish clearing limits plastic , fabric , 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 Installation Specaf cations High visibility plastic fence shall be composed of a high density polyethylene materiel and shall be at least four feet in height. Posts 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 sag ging 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 . If appropriate install fabric silt fence in accordance with SMP C233 : Silt Fence (p . 367 ) to act as high visibility fence . Silt fence shall be at least 3 feet high and must be highly vis = ible to meet the requirements of this BMP . 2014 Stormwater Management Manual for Westem Washington Volume Il o Chapter � Page 269 Metal fences shall be designed and installed according to the manufacturer' s spe® cifications . Metal fences shall be at least 3 feet high and must be highly visible . Fences shall not be wired or stapled to trees . Maintenance Standards If the fence has been damaged or visibility reduced , it shall be repaired or replaced immediately and visibility restored . ® Stabilized Construction Entrance / Exit Purpose Stabilized Construction entrances are established to reduce the amount of sediment transported onto paved roads by vehicles or equipment. This is done by constructing a stabilized pad of quarry spalls at entrances and exits for construction sites . Conditions of Use Construction entrances shall be stabilized wherever traffic will be entering or leaving a construction site if paved roads or other paved areas are within 1 , 000 feet of the site . For residential construction provide stabilized construction entrances for each residence , rather than only at the main subdivision entrance . Stabilized surfaces shall be of suf. ficient length/width to provide vehicle access/parking , based on lot size/configuration . 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 installation Specifications See Figure 11 4 . 1 . 1 Stabilized Construction Entrance (p 273 ) for details . Note : the 100 ' minimum length of the entrance shall be reduced to the maximum practicable size when the size or configuration of the site does not allow the full length ( 100 ' ) . Construct stabilized construction entrances with a 12 ®inch thick pad of 4minch to &inch quarry spalls , a 4 -inch course of asphalt treated base (ATS ) , or use existing pavement. ® o not use crushed concrete , cement, or calcium chloride for construction entrance sta - bilization because these products raise pH levels in stormwater and concrete discharge to surface waters of the State is prohibited . 2014 Stormwater Management Manual for Westem Washington Volume ll m Chapter 4 m Page 270 Metal fences shall be designed and installed according to the manufacturer' s spew cifications . Metal fences shall be at least 3 feet high and must be highly visible . Fences shall not be wired or stapled to trees . Maintenance Standards If the fence has been damaged or visibility reduced , it shall be repaired or replaced immediately and visibility restored . ' P 0 m ffl"m ConstructionEE r c I exit Purpose Stabilized Construction entrances are established to reduce the amount of sediment transported onto paved roads by vehicles or equipment. This is done by constructing a stabilized pad of quarry spalls at entrances and exits for construction sites . Conditions of Use Construction entrances shall be stabilized wherever traffic will be entering or leaving a construction site if paved roads or other paved areas are within 1 , 000 feet of the site . For residential construction provide stabilized construction entrances for each residence , rather than only at the main subdivision entrance . Stabilized surfaces shall be of suf ficient length/width to provide vehicle access/parking , based on lot size/configuration . 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 Installation Specifications See Figure II4 . 1 . 1 Stabilized Construction Entrance (p . 273 ) for details . Note : the 100 ' minimum length of the entrance shall be reduced to the maximum practicable size when the size or configuration of the site does not allow the full length ( 100 ' ) . Construct stabilized construction entrances with a 12 = inch thick pad of 4 �inch to 3minch quarry spalls , a 4minch course of asphalt treated base (ATS ) , or use existing pavement. ® o not use crushed concrete , cement , or calcium chloride for construction entrance sta � bilization because these products raise pH levels in stormwater and concrete discharge to surface waters of the State is prohibited . 2014 Stormwater Management Manual for Westem Washington Volume 11 s Chapter 4 e Page 270 A separation geotextile shall be placed under the spalls to prevent fine sediment from pumping up into the rock pad . The geotextile shall meet the following standards : Grab Tensile Strength (ASTM D4751 ) 200 psi min . Grab Tensile Elongation (ASTM D4632 ) 30 % max . Mullen Burst Strength (ASTM D3786 -80a ) 400 psi min . AOS (ASTM D4751 ) 2045 ( 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 . Fencing (see BMP C103 : High Visibility Fence ( p 269 )) shall be installed as neces - sary to restrict traffic to the construction entrance . ® Whenever possible , the entrance shall be constructed on a firm , compacted sub - grade . This can substantially increase the effectiveness of the pad and reduce the need for maintenance . Construction entrances should avoid crossing existing sidewalks and back of walk drains if at all possible . If a construction entrance must cross a sidewalk or back of walk drain , the full length of the sidewalk and back of walk drain must be covered and protected from sediment leaving the site . ' ! Maintenance Standards Quarry spalls shall be added if the pad is no longer in accordance with the spe- cifications . ® 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 replacement/cleaning of the existing quarry spalls , 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 sta - bilized on site . The pavement shall not be cleaned by washing down the street, except when high efficiency 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 to con - tain the wash water shall be considered . The sediment would then be washed into the sump where it can be controlled . Perform street sweeping by hand or with a high efficiency sweeper. Do not use a non - high efficiency mechanical sweeper because this creates dust and throws soils into storm systems or conveyance ditches . 2014 Storm water Management Manual for Western Washington Volume // - Chapter 4 - Page 271 ® Any quarry spalls that are loosened from the pad , which end up on the roadway shall be removed immediately . ® If vehicles are entering or exiting the site at points other than the construction entrance (s ) , fencing ( see BMP C103 ) 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 . I �I I 2014 Stormwater Management Manual for Western Washington Volume 11 - Chapter 4 - Page 272 Figure 114al ml Stabilized Construction Entrance NOT TO SCALE ?Qo lay%, rg f 100' min . Install driveway culvert if there is a roadside ditch present 4° _ S" quarry spalls Geotextile Notes: �15' min . 1 . Driveway shall meet 12" minimum thickness the requirements of the permitting agency . 2 . It is recommended that Provide full width the entrance be of ingress/egress crowned so that runoff area drains off the pad . Ins Figure II4 . 1 . 1 Stabilized Construction Entrance 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. 2014 Stormwater Management Manual for Western Washington Volume 11 - Chapter 4 - Page 273 Approve` as Equivalent Ecology has approved products as able to meet the requirements of BMP C105 : Stab- ilized Construction Entrance / Exit. The products did not pass through the Technology Assessment Protocol — Ecology (TAPE ) process . Local jurisdictions may choose not to accept this product approved as equivalent, or may require additional testing prior to con - sideration for local use . The products are available for review on Ecology' s website at http ://www . ecy . wa . qov/programs/wq/stormwater/newtech /equivalent html BhMP 0 wheel Wash Purpose Wheel washes reduce the amount of sediment transported onto paved roads by motor vehicles . Conditions of Use When a stabilized construction entrance (see BMP C105 : Stabilized Construction Entrance / Exit (p . 270 ) ) is not preventing sediment from being tracked onto pavement. ® Wheel washing is generally an effective BMP when installed with careful attention to topography . For example , a wheel wash can be detrimental if installed at the top of a slope abutting a right- of-way where the water from the dripping truck can run unimpeded into the street . ® Pressure washing combined with an adequately sized and surfaced pad with dir- ect drainage to a large 1040ot x 1046ot sump can be very effective . ® Discharge wheel wash or tire bath wastewater to a separate on4te treatment sys� tem 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 . Design and Installation Specifications Suggested details are shown in Figure 11 4 . 1 . 2 Wheel Wash (p . 276 ) . The Local Per. mitting Authority may allow other designs . A minimum of 6 inches of asphalt treated base (ATB ) over crushed base material or 8 inches over a good subgrade is recommended to pave the wheel wash . Use a low clearance truck to test the wheel wash before paving . Either a belly dump or lowboy will work well to test clearance . Keep the water level from 12 to 14 inches deep to avoid damage to truck hubs and filling the truck tongues with water. 2014 Stormwater Management Manual for Western Washington Volume ll - Chapter 4 - Page 274 ® SFMs and MSFMs provide good alternatives to blankets in most areas requir� ing vegetation establishment. Advantages over blankets include : ® SFM and MSFMs do not require surface preparation . ® Helicopters can assist in installing SFM and MSFMs in remote areas . ® On slopes steeper than 2 . 5H : 1 V , blanket installers may require ropes and harnesses for safety . Installing SFM and MSFMs can save at least $ 1 , 000 per acre com= pared to blankets . Maintenance Standards Reseed any seeded areas that fail to establish at least 80 percent cover ( 100 percent cover for areas that receive sheet or concentrated flows ) . If reseeding is ineffective , use an alternate method such as sodding , mulching , or nets/blankets . If winter weather pre- vents adequate grass growth , this time limit may be relaxed at the discretion of the local authority when sensitive areas would otherwise be protected . ® Reseed and protect by mulch any areas that experience erosion after achieving adequate cover. Reseed and protect by mulch any eroded area . ® Supply seeded areas with adequate moisture , but do not water to the extent that it causes runoff. Approved as Equivalent Ecology has approved products as able to meet the requirements of SMP C120 : Tem - porary and Permanent Seeding . The products did not pass through the Technology Assessment Protocol m Ecology (TAPE ) process . Local jurisdictions may choose not to accept this product approved as equivalent, or may require additional testing prior to con sideration for local use . The products are available for review on Ecology' s website at http ://www .ecy . wa . gov/programs/wq/stormwater/newtech /equivalent html . i� Purpose Mulching soils provides immediate temporary protection from erosion . Mulch also enhances plant establishment by conserving moisture , holding fertilizer, seed , and top = soil in place , and moderating soil temperatures . There is an enormous variety of mulches that can be used . This section discusses only the most common types of mulch . Conditions of Use As a temporary cover measure , mulch should be used : 2014 Stormwater Management Manual for Western Washington Volume 11 e Chapter 4 a Page 284 ® For less than 30 days on disturbed areas that require cover. ® At all times for seeded areas , especially during the wet season and during the hot summer months . ® During the wet season on slopes steeper than 3H : 1 V with more than 10 feet of ver- tical relief. Mulch may be applied at any time of the year and must be refreshed periodically . ® For seeded areas mulch may be made up of 100 percent: cottonseed meal ; fibers made of wood , recycled cellulose , hemp , kenaf, compost; or blends of these . Tackm ifier shall be plant-based , such as guar or alpha plantago , or chemical -based such as polyacrylamide or polymers . Any mulch or tackifier product used shall be installed per manufacturer' s instructions . Generally , mulches come in 40-50 pound bags . Seed and fertilizer are added at time of application . Design and Installation Specifications For mulch materials , application rates , and specifications , see Table 114 . 1 . 8 Mulch Standards and Guidelines ( p . 286 ) . Always use a 2 - inch minimum mulch thickness ; increase the thickness until the ground is 95 % covered ( i . e . not visible under the mulch layer) . Note : Thickness may be increased for disturbed areas in or near sensitive areas or other areas highly susceptible to erosion . Where the option of " Compost" is selected , it should be a coarse compost that meets the following size gradations when tested in accordance with the U . S . Composting Council "Test Methods for the Examination of Compost and Composting " (TMECC ) Test Method 02 . 02 - P . Coarse Compost Minimum Percent passing 3 " sieve openings 100 % Minimum Percent passing 1 " sieve openings 90 % Minimum Percent passing 3/" sieve openings 70 % Minimum Percent passing 114 sieve openings 40 % 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 . Consult Hydraulic Permit Authority ( HPA) for mulch mixes if applicable . Maintenance Standards ® The thickness of the cover must be maintained . ® Any areas that experience erosion shall be remulched and/or protected with a net 2014 Stormwater Management Manual for Western Washington Volume 11 on Chapter 4 - Page 285 or blanket. If the erosion problem is drainage related , then the problem shall be fixed and the eroded area remulched . Table 114 . 1 .8 Mulch Standards and Guidelines Mulch Quality pplcation Material Standards Rates Remarks Cost-effective protection when applied with adequate thickness . Hand -application generally requires greater thickness than blown straw . The thickness of straw may be reduced by half when used in conjunction with seeding . In windy areas Air-dried ; 2 " 4 ' thick ; straw must be held in place by crimping , using a free from 5 bales per tackifier, or covering with netting . Blown straw Straw undesirable 1 000 sf or always has to be held in place with a tackifier as seed and even light winds will blow it away . Straw , how- coarse 2 -3 tons per ever, has several deficiencies that should be con - material . acre sidered when selecting mulch materials . It often introduces and/or encourages the propagation of weed species and it has no significant long -term benefits It should also not be used within the ordinary high -water elevation of surface waters (due to flotation ) . Approx . 25. Shall be applied with hydromulcher. Shall not be No growth 30 Ibs per used without seed and tackifier unless the applic- Hydromulch inhibiting 1 , 000 sf or ation rate is at least doubled . Fibers longer than factors . 1500 - about 3/4 - 1 inch clog hydromulch equipment. 2 , 000 Ibs Fibers should be kept to less than 3/4 inch , per acre No visible water or More effective control can be obtained by increas- dust during ing thickness to 3 " . Excellent mulch for protecting handling . 2 " thick final grades until landscaping because it can be Must be pro in . ; directly seeded or tilled into soil as an amend - duced per approx . 100 meat. Compost used for mulch has a coarser size Compost WAC 173 - tons per gradation than compost used for BMP C 125 : Top - 350 , Solid acre soiling / Composting ( p . 297 ) or BMP T5 . 13 : Post. Waste (approx . Construction Soil Quality and Depth (p . 911 ) . It is Handling 800 Ibs per more stable and practical to use in wet areas and Standards , yard ) during rainy weather conditions . Do not use near but may wetlands or near phosphorous impaired water have up to bodies . 35 % 2014 Stormwater Management Manual for Western Washington Volume 11 - Chapter 4 ® Page 286 Table 11 4 . 1 . 5 Mulch Standards and Guidelines (continued ) Mulch Quality Application. Material _ Standards Rates Remarks biosolids . Average size shall This is a cost-effective way to dispose of debris be several from clearing and grubbing , and it eliminates the inches . problems associated with burning . Generally, it Chipped Gradations should not be used on slopes above approx . 10 % Site Veget- from fines 2 " thick because of its tendency to be transported by run - ation to 6 inches min . ; off. It is not recommended within 200 feet of sur- in length for face waters . If seeding is expected shortly after texture , varint mulch , the decomposition of the chipped veget- ation , and ation may tie up nutrients important to grass estab interlocking lishment. properties . No visible water or dust during handling . This material is often called " hog or hogged fuel " . Must be pur 2 " thick The use of mulch ultimately improves the organic Wood - chased min . ; matter in the soil . Special caution is advised based from a sup - approx . 100 regarding the source and composition of wood - Mulch or plier with a tons per based mulches . Its preparation typically does not Solid acre Wood Waste (approx . provide any weed seed control , so evidence of Straw Handling 800 lbs . per residual vegetation in its composition or known Permit or cubic yard ) inclusion of weed plants or seeds should be mon - one exempt itored and prevented (or minimized ) . from solid waste reg - ulations . A blend of Cost-effective protection when applied with loose , long , adequate thickness . A minimum of 95-percent of thin wood the wood strand shall have lengths between 2 Wood pieces and 10 -inches , with a width and thickness Strand derived 2 " thick min . between 1 /16 and 3/8 - inches . The mulch shall not Mulch from native contain resin , tannin , or other compounds in conifer or quantities that would be detrimental to plant life . deciduous Sawdust or wood shavings shall not be used as trees with mulch . (WSDOT specification (9A4 . 4 (4)) 2014 Stormwater Management Manual for Western Washington Volume 11 - Chapter - Page 287 Table 114 . 108 Mulch Standards and Guidelones ( continued ) Mulch Quality Applcation Material Standards Rates Remarks high length - to-width ratio . BMF C122an Hets and Blankets Purpose Erosion control nets and blankets are intended to prevent erosion and hold seed and mulch in place on steep slopes and in channels so that vegetation can become well established . In addition , some nets and blankets can be used to permanently reinforce turf to protect drainage ways during high flows . Nets (commonly called matting ) are strands of material woven into an open , but high -tensile strength net (for example , coconut fiber matting ) . Blankets are strands of material that are not tightly woven , but instead form a layer of interlocking fibers , typically held together by a biodegradable or photodegradable netting (for example , excelsior or straw blankets ) . They generally have lower tensile strength than nets , but cover the ground more completely . Coir (coconut fiber) fabric comes as both nets and blankets . Conditions of Use Erosion control nets and blankets should be used : ® To aid permanent vegetated stabilization of slopes 2H : 1 V or greater and with more than 10 feet of vertical relief. ® For drainage ditches and swales (highly recommended ) . The application of appro . priate netting or blanket to drainage ditches and swales can protect bare soil from channelized runoff while vegetation is established . Nets and blankets also can cap . ture a great deal of sediment due to their open , porous structure . Nets and blankets can be used to permanently stabilize channels and may provide a cost-effective , environmentally preferable alternative to riprap . 100 percent synthetic blankets manufactured for use in ditches may be easily reused as temporary ditch liners . Disadvantages of blankets include : ® Surface preparation required . ® On slopes steeper than 2 . 5H : 1 V , blanket installers may need to be roped and har. nessed for safety . They cost at least $4 , 000-6 , 000 per acre installed . Advantages of blankets include : 2014 Stormwater Management Manual for Westem Washington Volume 11 e Chapter 4 - Page 288 Table 114 . 1 . 8 Mulch Standards and Guidelines (continued ) Mulch Quality pplicaticn Material Standards Rates Remarks high length ® to�width ratio . BMP 0 Nets and Blankets Purpose Erosion control nets and blankets are intended to prevent erosion and hold seed and mulch in place on steep slopes and in channels so that vegetation can become well established . In addition , some nets and blankets can be used to permanently reinforce turf to protect drainage ways during high flows . Nets (commonly called matting ) are strands of material woven into an open , but high4ensile strength net (for example , coconut fiber matting ) . Blankets are strands of material that are not tightly woven , but instead form a layer of interlocking fibers , typically held together by a biodegradable or photodegradable netting (for example , excelsior or straw blankets) . They generally have lower tensile strength than nets , but cover the ground more completely . Coir (coconut fiber) fabric comes as both nets and blankets . Conditions of Use Erosion control nets and blankets should be used : ® To aid permanent vegetated stabilization of slopes 2H : 1 V or greater and with more than 10 feet of vertical relief. ® For drainage ditches and swales (highly recommended) . The application of approm priate netting or blanket to drainage ditches and swales can protect bare soil from channelized runoff while vegetation is established . Nets and blankets also can cap. ture a great deal of sediment due to their open , porous structure . Nets and blankets can be used to permanently stabilize channels and may provide a cost�effective , environmentally preferable alternative to riprap . 100 percent synthetic blankets manufactured for use in ditches may be easily reused as temporary ditch liners . Disadvantages of blankets include : ® Surface preparation required . ® On slopes steeper than 2 . 5H : 1 V , blanket installers may need to be roped and har� nessed for safety . ® They cost at least $4 , 000e6 , 000 per acre installed . Advantages of blankets include : 2014 Stormwater Management Manual for Western Washington Volume 11 e Chapter 4 e Page 288 ® Installation without mobilizing special equipment. ® Installation by anyone with minimal training ® Installation in stages or phases as the project progresses . ® Installers can hand place seed and fertilizer as they progress down the slope . ® Installation in any weather. ® There are numerous types of blankets that can be designed with various para - meters in mind . Those parameters include : fiber blend , mesh strength , longevity , biodegradability , cost, and availability . Design and Installation Specifications ® See Figure II4 . 1 . 3 Channel Installation (p 292 ) and Figure II4 . 1 . 4 Slope Install ® ation (p .293 ) for typical orientation and installation of blankets used in channels and as slope protection . Note : these are typical only ; all blankets must be installed per manufacturer' s installation instructions . ® Installation is critical to the effectiveness of these products . If good ground contact is not achieved , runoff can concentrate under the product, resulting in significant erosion . ® Installation of Blankets on Slopes : 1 . Complete final grade and track walk up and down the slope . 2 . Install hydromulch with seed and fertilizer. 3 . Dig a small trench , approximately 12 inches wide by 6 inches deep along the top of the slope . 4 . Install the leading edge of the blanket into the small trench and staple approx= imately every 18 inches . NOTE : Staples are metal , " U "=shaped , and a min® imum of 6 inches long . Longer staples are used in sandy soils . Biodegradable stakes are also available . 5 . Roll the blanket slowly down the slope as installer walks backwards . NOTE : The blanket rests against the installer' s legs . Staples are installed as the blanket is unrolled . It is critical that the proper staple pattern is used for the blanket being installed . The blanket is not to be allowed to roll down the slope on its own as this stretches the blanket making it impossible to main - tain soil contact. In addition , no one is allowed to walk on the blanket after it is in place . 6 . If the blanket is not long enough to cover the entire slope length , the trailing edge of the upper blanket should overlap the leading edge of the lower 2014 Stormwater Management Manual for Western► Washington Volume 11 m Chapter 4 ® Page 289 blanket and be stapled . On steeper slopes , this overlap should be installed in a small trench , stapled , and covered with soil . ® With the variety of products available , it is impossible to cover all the details of appropriate use and installation . Therefore , it is critical that the design engineer consult the manufacturer's information and that a site visit takes place in order to ensure that the product specified is appropriate . Information is also available at the following web sites : 1 . WSDOT (Section 3 . 2 .4) : http ://www .wsdot. wa . gov/NR/rdonlyres/3B41 E087-FA864717-9321D - D7A8556CC D57/0/ErosionTrainingManual . pdf 2 . Texas Transportation Institute : http ://www , txdot. gov/business/doing business/product evaluation/erosion_ control . htm ® Use jute matting in conjunction with mulch ( BMP C121 : Mulching ( p .284 ) ) . Excel . sior, woven straw blankets and coir (coconut fiber) blankets may be installed without mulch . There are many other types of erosion control nets and blankets on the market that may be appropriate in certain circumstances . ® In general , most nets (e . g . , jute matting ) require mulch in order to prevent erosion because they have a fairly open structure . Blankets typically do not require mulch because they usually provide complete protection of the surface . ® Extremely steep , unstable , wet, or rocky slopes are often appropriate candidates for use of synthetic blankets , as are riverbanks , beaches and other high -energy environments . If synthetic blankets are used , the soil should be hydromulched first. ® 100-percent biodegradable blankets are available for use in sensitive areas . These organic blankets are usually held together with a paper or fiber mesh and stitching which may last up to a year. ® Most netting used with blankets is photodegradable , meaning they break down under sunlight ( not UV stabilized ) . However, this process can take months or years even under bright sun . Once vegetation is established , sunlight does not reach the mesh . It is not uncommon to find nonAegraded netting still in place several years after installation . This can be a problem if maintenance requires the use of mowers or ditch cleaning equipment. In addition , birds and small animals can become trapped in the netting . Maintenance Standards Maintain good contact with the ground . Erosion must not occur beneath the net or blanket. 2014 Storrnwater Management Manual for Westem Washington Volume 11 _ Chapter 4 v Page 290 ® Repair and staple any areas of the net or blanket that are damaged or not in close contact with the ground . ® Fix and protect eroded areas if erosion occurs due to poorly controlled drainage . 2014 Stormwater Management Manual for Western Washington Volume 11 _ Chapter 4 m Page 291 Figure 11 -4 . 1 . 3 Channel Installation NOT TO SCALE �V \/\ \/\ / \6� %// % LONGITUDINAL ANCHOR TRENCH TERMINAL SLOPE AND CHANNEL ANCHOR TRENCH + � STAKE AT 3 '-5 ' r + INTERVALS. _ 00 P P CHECK SLOT AT 25 ' INTERvALS ISOMETRIC VIEW P P �{= P 6 " s. \ \/�\\//\\ INITIAL CHANNEL ANCHOR TRENCH INTERMITTENT CHECK SLOT Source: Clackamas County 2009 Notes : Erosion Prevention Planning and 1 . Check slots to be constructed per manufacturers specifications . Design Manual 2 . Staking or stapling layout per manufacturers specifications. V� Figure II4 . 1 . 3 Channel Installation DEPARTMENT OF Revised June 2015 ECOLOGY Please see http://www. ecy. wa. govlcopyright. html for .copyright notice including permissions, State of Washington limitation of liability, and disclaimer. 2014 Stormwater Management Manual for Westem Washington Volume Il - Chapter 4 - Page 292 Figure 114A A Slope Installation Anchor in 6" x 6" min . trench and staple at 12" intervals ON to ft 11 Min . 2" overlap a;,.: ; ; ;_ .'::: ' / Min , 6" overlap Ih Staple overlaps max. 5" spacing Bring material down to a level area , turn the end under 4" and staple at 12" intervals Notes: 1 . Slope surface shall be smooth before placement for proper soil contact. 2 . Stapling pattern as per manufacturer's recommendations. 3 . Do not stretch blankets/mattings fight - allow the rolls to mold to any irregularities. 4 . For slopes less than 3H: 1 V, rolls may be placed in horizontal strips. 5. If there is a berm at the top of the slope, anchor upslope of the berm . 6 . Lime , fertilize, and seed before installation. Planting of shrubs , trees, etc, should occur after installation . NOT TO SCALE Figure II4 . 1 . 4 Slope Installation DEPARTMENT O F Revised June 2015 ECOLOGY Please see http://wwwecy. wa, gov/copyright, html for copyright notice including permissions, State of Washington limitation of liability , and disclaimer. 2014 Stormwater Management Manual for Western Washington Volume 11 - Chapter 4 - Page 293 BMP ® Plastime Covering Purpose Plastic covering provides immediate , short-term erosion protection to slopes and dis= turbed areas . Conditions of Use Plastic covering may be used on disturbed areas that require cover 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 . ® Due to rapid runoff caused by plastic covering , do not use this method upslope of areas that might be adversely impacted by concentrated runoff. Such areas include steep and/or unstable slopes . ® Plastic sheeting may result in increased runoff volumes and velocities , requiring additional onsite measures to counteract the increases . Creating a trough with wattles or other material can convey clean water away from these areas . ® To prevent undercutting , trench and backfill rolled plastic covering products . ® While plastic is inexpensive to purchase , the added cost of installation , main tenance , removal , and disposal make this an expensive material , up to $ 1 . 50-2 . 00 per square yard . ® Whenever plastic is used to protect slopes install water collection measures 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 . Do not mix clean runoff from a plastic covered slope with dirty runoff from a project. ® Other uses for plastic include : 1 . Temporary ditch liner. 2 . Pond liner in temporary sediment pond . 3 . Liner for bermed temporary fuel storage area if plastic is not reactive to the type of fuel being stored . 4 . Emergency slope protection during heavy rains . 5 . Temporary drainpipe ("elephant trunk") used to direct water. 2014 Stonnwater Management Manual for Western Washington Volume 11 e Chapter 4 - Page 294 Design and Installation Specifications ® Plastic slope cover must be installed as follows : 1 . Run plastic up and down slope , not across slope . 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 , tape all seams . 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 tie them together with twine to hold them in place . 7 . Inspect plastic for rips , tears , and open seams regularly and repair imme- diately . 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 pro- tection shall be installed at the toe of the slope in order to reduce the velocity of run - off. Maintenance Standards o Torn sheets must be replaced and open seams repaired . o Completely remove and replace the plastic if it begins to deteriorate due to ultra® violet radiation . ® Completely remove plastic when no longer needed . ® Dispose of old tires used to weight down plastic sheeting appropriately. Approved as Equivalent Ecology has approved products as able to meet the requirements of SMP C123 : Plastic Covering . The products did not pass through the Technology Assessment Protocol Ecology (TAPE ) process . Local jurisdictions may choose not to accept this product approved as equivalent , or may require additional testing prior to consideration for local use . The products are available for review on Ecology' s website at http ://wwwoecymwasgov/programs/wq/stormwater/newtech/equivalent html 2014 Stormwater Management Manual for Western Washington Volume 11 - Chapter 4 - Page 295 Sodding Purpose The purpose of sodding is to establish permanent turf for immediate erosion protection and to stabilize drainage ways where concentrated overland flow will occur. Conditions of Use Sodding may be used in the following areas : ® Disturbed areas that require short"term or long -term cover. ® 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 Installation Specifications Sod shall be free of weeds , of uniform thickness (approximately 1 -inch thick) , and shall have a dense root mat for mechanical strength . The following steps are recommended for sod installation : ® Shape and smooth the surface to final grade in accordance with the approved grad ing plan . The swale needs to be overexcavated 4 to 6 inches below design eleven ation to allow room for placing soil amendment and sod . ® Amend 4 inches (minimum) of compost into the top 8 inches of the soil if the organic content of the soil is less than ten percent or the permeability is less than 0 . 6 inches per hour. See http ://www . ecy .wa . gov/programs/swfa/organics/Soii , html for further information . ® 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 : 1V. 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 . 2014 Stormwater Management Manual for Westem Washington Volume 11 a Chapter 4 � Page 296 Maintenance Standards If the grass is unhealthy , the cause shall be determined and appropriate 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. Purpose Topsoiling and composting provide a suitable growth medium for final site stabilization with vegetation . While not a permanent cover practice in itself, topsoiling and com - posting are an integral component of providing permanent cover in those areas where there is an unsuitable soil surface for plant growth . Use this BMP in conjunction with other BMPs such as seeding , mulching , or sodding . Note that this BMP is functionally the same as BMP T5 . 13 : Post-Construction Soil Quality and Depth (p 911 ) which is required for all disturbed areas that will be developed as lawn or landscaped areas at the completed project site . 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 Use Permanent landscaped areas shall contain healthy topsoil that reduces the need for fertilizers , improves overall topsoil quality , provides for better vegetal health and vitality , improves hydrologic characteristics , and reduces the need for irrigation . Leave native soils and the duff layer undisturbed to the maximum extent prac- ticable . Stripping of existing , properly functioning soil system and vegetation for the purpose of topsoiling during construction is not acceptable . Preserve existing soil systems in undisturbed and uncompacted conditions if functioning properly . ® Areas that already have good topsoil , such as undisturbed areas , do not require soil amendments . ® Restore , to the maximum extent practical , native soils disturbed during clearing and grading to a condition equal to or better than the original site condition ' s mois- ture-holding capacity . Use on -site native topsoil , incorporate amendments into on � site soil , or import blended topsoil to meet this requirement. ® Topsoiling is a required procedure when establishing vegetation on shallow soils , and soils of critically low pH ( high acid ) levels . 2014 stormwater Management Manual for Westem Washington Volume 11 - Chapter - Page 297 Maintenance Standards If the grass is unhealthy , the cause shall be determined and appropriate 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. BMP ® TOPS01114ing ! Compostling Purpose Topsoiling and composting provide a suitable growth medium for final site stabilization with vegetation . While not a permanent cover practice in itself, topsoiling and com� posting are an integral component of providing permanent cover in those areas where there is an unsuitable soil surface for plant growth . Use this BMP in conjunction with other SMPs such as seeding , mulching , or sodding . Note that this BMP is functionally the same as BMP T5 . 13 : Post-Construction Soil Quality and Depth (p . 911 ) which is required for all disturbed areas that will be developed as lawn or landscaped areas at the completed project site . 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 Use ® Permanent landscaped areas shall contain healthy topsoil that reduces the need for fertilizers , improves overall topsoil quality , provides for better vegetal health and vitality , improves hydrologic characteristics , and reduces the need for irrigation . ® Leave native soils and the duff layer undisturbed to the maximum extent prac� ticable . Stripping of existing , properly functioning soil system and vegetation for the purpose of topsoiling during construction is not acceptable . Preserve existing soil systems in undisturbed and uncompacted conditions if functioning properly , ® Areas that already have good topsoil , such as undisturbed areas , do not require soil amendments . ® Restore , to the maximum extent practical , native soils disturbed during clearing and grading to a condition equal to or better than the original site condition ' s mois� ture�holding capacity . Use onmsite native topsoil , incorporate amendments into on� site soil , or import blended topsoil to meet this requirement. ® Topsoiling is a required procedure when establishing vegetation on shallow soils , and soils of critically low pH (high acid ) levels . 2014 Stormwater Management Manual for Western Washington Volume 11 s Chapter m Page 297 ® Beware of where the topsoil comes from , and 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 . Use come mercially available mycorrhiza products when using offsite topsoil . Des'19 n and Insta fation Specifications Meet the following requirements for disturbed areas that will be developed as lawn or landscaped areas at the completed project site : ® Maximize the depth of the topsoil wherever possible to provide the maximum pos- sible infiltration capacity and beneficial growth medium . Topsoil shall have : A minimum depth of &inches . Scarify subsoils below the topsoil layer at least 4 -inches with some incorporation of the upper material to avoid stratified lay= ers , where feasible . Ripping or restructuring the subgrade may also provide additional benefits regarding the overall infiltration and interflow dynamics of the soil system . A minimum organic content of 10 % dry weight in planting beds , and 5 % organic matter content in turf areas . Incorporate organic amendments to a minimum 8 -inch depth except where tree roots or other natural features limit the depth of incorporation . A pH between 6 . 0 and 8 . 0 or matching the pH of the undisturbed soil . If blended topsoil is imported , then fines should be limited to 25 percent passing through a 200 sieve . Mulch planting beds with 2 inches of organic material ® Accomplish the required organic content, depth , and pH by returning native topsoil to the site , importing topsoil of sufficient organic content, and/or incorporating organic amendments . When using the option of incorporating amendments to meet the organic content requirement, use compost that meets the compost specification for Bioretention (See BMP T7 . 30 : Bioretention Cells , Swales and Planter Boxes . 959 ) , with the exception that the compost may have up to 35 % biosolids or manure . ® Sections three through seven of the document entitled , Guidelines and Resources for Implementing Soil Quality and Depth BMP T5. 13 in WDOE Stompwater Man- agement Manual for Western Washington , provides useful guidance for imple. menting whichever option is chosen . It includes guidance for pre -approved default strategies and guidance for custom strategies . Check with your local jurisdiction 2014 Stormwater Management Manual for Westem Washington Volume ll - Chapter 4 - Page 298 concerning its acceptance of this guidance . It is available through the organization , Soils for Salmon . As of this printing the document may be found at: httI2 ://www . soils- forsalmon . org/pdf/Soil BMP Manual . pdf. ® 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 , incorporation of topsoil may favor grasses , while layering with mildly acidic , high -carbon amend = ments may favor more woody vegetation . ® Allow sufficient time in scheduling for topsoil spreading prior to seeding , sodding , or planting . ® Take care when applying top soil to subsoils with contrasting textures . Sandy top - soil over clayey subsoil is a particularly poor combination , as water creeps along the junction between the soil layers and causes the topsoil to slough . If topsoil and subsoil are not properly bonded , water will not infiltrate the soil profile evenly and it will be difficult to establish vegetation . The best method to prevent a lack of bond ing is to actually work the topsoil into the layer below for a depth of at least 6 inches . ® Field exploration of the site shall be made to determine if there is surface soil of suf. ficient quantity and quality to justify stripping . Topsoil shall be friable and loamy ( loam , sandy loam , silt loam , sandy clay loam , and clay loam ) . Avoid areas of nat. ural ground water recharge . ® Stripping shall be confined to the immediate construction area . A 4minch 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 . ® Do not place topsoil 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 . ® 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 . Stockpiled topsoil is to be reapplied to other portions of the site where fear® ible . ® 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 . Stockpiling of topsoil shall occur in the following manner: ® Side slopes of the stockpile shall not exceed 2H : 1 V . ® Between October 1 and April 30 : 2014 Stormwater Management Manual for Westem Washington Volume 11 e Chapter 4 m Page 299 ® An interceptor dike with gravel outlet and silt fence shall surround all topsoil . ® Within 2 days complete erosion control seeding , or covering stockpiles with clear plastic , or other mulching materials . ® Between May 1 and September 30 : An interceptor dike with gravel outlet and silt fence shall surround all topsoil if the stockpile will remain in place for a longer period of time than active construction grading . ® Within 7 days complete erosion control seeding , or covering stockpiles with clear plastic , or other mulching materials . ® When native topsoil is to be stockpiled and reused the following should apply to ensure that the mycorrhizal bacterial , earthworms , and other beneficial organisms will not be destroyed : 1 . Reinstall topsoil within 4 to 6 weeks . 2 . ® o not allow the saturation of topsoil with water. 3 . ® o not use plastic covering . afntenance Standards Inspect stockpiles regularly , especially after large storm events . Stabilize any areas that have eroded . ® Establish soil quality and depth toward the end of construction and once estabm lished , protect from compaction , such as from large machinery use , and from erosion . Plant and mulch soil after installation . ® Leave plant debris or its equivalent on the soil surface to replenish organic matter. ® Reduce and adjust, where possible , the use of irrigation , fertilizers , herbicides and pesticides , rather than continuing to implement formerly established practices . preto, on Purpose Polyacrylamide ( PAM) is used on construction sites to prevent soil erosion . Applying PAM to bare soil in advance of a rain event significantly reduces erosion and controls sediment in two ways . First , PAM increases the soil ' s available pore volume , 2014 Stormwater Management Manual for Westem Washington Volume 11 e Chapter 4 o Page 300 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 offsite impacts to roadways , drainage ways , or surface waters are likely . Design and Installation Specifications ® Vegetate or mulch areas that will not receive vehicle traffic . In areas where plant ing , mulching , or paving is impractical , apply gravel or 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 . Maintain the oni ginal ground cover as long as practical . ® Construct natural or artificial windbreaks or windscreens . These may be designed as enclosures for small dust sources . ® Sprinkle the site with water until surface is wet. Repeat as needed . To prevent carryout of mud onto street , refer to SIT C 105 : Stabilized Construction Entrance / Exit (p . 270 ) . ® 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 pro hibited from use as a dust suppressant. Local governments may approve other dust palliatives such as calcium chloride or PAM . ® PAM ( SMP C126 : Polyacrylamide (PAM ) for Soil Erosion Protection (p 300 )) 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 increased infiltm ration 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 . Use of PAM could be a cost�effective dust control method . Techniques that can be used for unpaved roads and lots include : 2014 Stormwater Management Manual for Western Washington Volume 11 m Chapter 4 - Page 310 ® 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 . ® 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 of paved roadways by tracked vehicles and heavy trucks to prevent damage to road surface and base . ® Apply chemical dust suppressants using the admix method , blending the product with the top few inches of surface material . Suppressants may also be applied as surface treatments . ® Pave unpaved permanent roads and other trafficked areas . ® Use vacuum street sweepers . ® Remove mud and other dirt promptly so it does not dry and then turn into dust. ® Limit dust-causing work on windy days . ® Contact your local Air Pollution Control Authority for guidance and training on other dust control measures . Compliance with the local Air Pollution Control Authority constitutes compliance with this BMP . Maintenance Standards Respray area as necessary to keep dust to a minimum . OP IP? soak an Hand Purpose Keep quantities f erosion prevention and sediment con trol materials on the project site at all times to be used for regular maintenance and emergency situations such as unex- pected heavy summer rains . Having these materials on -site reduces the time needed to implement BMPs when inspections indicate that existing BMPs are not meeting the Con - struction SWPPP requirements . In addition , contractors can save money by buying some materials in bulk and storing them at their office or yard . 2014 Stormwater Management Manual for Western Washington Volume lI ® Chapter 4 - Page 311 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 darn . Conditions of Use Where temporary channels or permanent channels are not yet vegetated , channel lining is infeasible , and/or velocity checks are required . ® Check dams may not be placed in streams unless approved by the State Depart- ment of Fish and Wildlife . Check dams may not be placed in wetlands without approval from a permitting agency . ® ® o not place check dams below the expected backwater from any salmonid bear ing water between October 1 and May 31 to ensure that there is no loss of high flow refuge habitat for overwintering juvenile salmonids and emergent salmonid fry . ® Construct rock check dams from appropriately sized rock . The rock used must be large enough to stay in place given the expected design flow through the channel . The rock must be placed by hand or by mechanical means (no dumping of rock to form dam) to achieve complete coverage of the ditch or swale and to ensure that the center of the dam is lower than the edges . ® Check dams may also 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. ® Place check . dams perpendicular to the flow of water. ® The dam should form a triangle when viewed from the side . This prevents under cutting as water flows over the face of the dam rather than falling directly onto the ditch bottom . ® Before installing check dams impound and bypass upstream water flow away from the work area . Options for bypassing include pumps , siphons , or temporary chan. nels . ® 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 darns can remain as per manent installations with very minor regrading . They may be left as either spill - ways , in which case accumulated sediment would be graded and seeded , or as 2014 Stormwater Management Manual for Westem Washington Volume N - Chapter 4 e Page 352 check dams to prevent further sediment from leaving the site . ® 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 2H : 1 V 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 . ® Use filter fabric foundation under a rock or sand bag check dam . If a blanket ditch liner is used , filter fabric is not necessary . A piece of organic or synthetic blanket cut to fit will also work for this purpose . ® 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 II4 . 2 . 7 Rock Check Dam (p . 354 ) depicts a typical rock check dam . Maintenance Standards Check dams shall be monitored for performance and sediment 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 . Approved as Equivalent Ecology has approved products as able to meet the requirements of BMP C207 : Check Dams . The products did not pass through the Technology Assessment Protocol — Eco- logy (TAPE ) process . Local jurisdictions may choose not to accept this product approved as equivalent, or may require additional testing prior to consideration for local use . The products are available for review on Ecology' s website at http : //www . ecy . wa .gov® /programs/wq/stormwater/newtech/equivalent html AI 2014 Stormwater Management Manual for Western Washington Volume 11 - Chapter 4 - Page 353 Figure 114 .2 . 7 Rock Check ®am View Looking Upstream A 18" 12" (0 .5m) ) ( 150mm) ,//� 24" (0.6m) Note: Key stone into channel banks and extend it beyond the abutments a minimum of 18" (0.5m) to prevent flow around dam. A Section AA FI�� 24" (0.6m) 8' (2 .4m) Spacing Between Check Dams 'L' = the distance such that points 'A' and 'B' are of equal elevation . NNW Point 'A' Point 'B' off NOT TO SCALE Figure II4 . 2 . 7 Rock Check Dam DEPARTMENT OF Revised July2015 ECOLOGY Please see http://wwwecy, wa. gov/copynght. html for copyright notice including permissions, State of Washington limitation of liability , and disclaimer. 2014 Stormwater Management Manual for Westem Washington Volume 11 - Chapter = Page 354 1 . If the discharge velocity at the outlet is less than 5 fps (pipe slope less than 1 percent) , use 24nch to 84nch riprap . Minimum thickness is 1 -foot. 2 . For 5 to 10 fps discharge velocity at the outlet (pipe slope less than 3 per= cent) , use 244nch to 484nch riprap . Minimum thickness is 2 feet. 3 . For outlets at the base of steep slope pipes (pipe slope greater than 10 perm cent) , an engineered energy dissipater shall be used . ® Filter fabric or erosion control blankets should always be used under riprap to pre vent scour and channel erosion . ® New pipe outfalls can provide an opportunity for low�cost fish habitat improve= ments . For example , an alcove of low-velocity water can be created by con . structing the pipe outfall and associated energy dissipater back from the stream edge and digging a channel , overmwidened to the upstream side , from the outfall . ®verwintering juvenile and migrating adult salmonids may use the alcove as shel- ter during high flows . Sank stabilization , bioengineering , and habitat features may be required for disturbed areas . This work may require a HPA . See Volume V 765 for more information on outfall system design . Maintenance Standards ® Inspect and repair as needed . ® Add rock as needed to maintain the intended function . ® Clean energy dissipater if sediment builds up . BMP ® Storm DrainInlet Protection Purpose Storm drain inlet protection prevents coarse sediment from entering drainage systems prior to permanent stabilization of the disturbed area . Conditions of Use Use storm drain inlet protection at inlets that are operational before permanent sta� bilization of the disturbed drainage area . Provide protection for all storm drain inlets downslope and within 500 feet of a disturbed or construction area , unless conveying run off entering catch basins to a sediment pond or trap . Also consider inlet protection for lawn and yard drains on new home construction . These small and numerous drains coupled with lack of gutters in new home construction can add significant amounts of sediment into the roof drain system . If possible delay installing lawn and yard drains until just before landscaping or cap these drains to pre 2014 Storrnwater Management Manual for Western Washington Volume lI - Chapter 4 a Page 357 vent sediment from entering the system until completion of landscaping . Provide 18- inches of sod around each finished lawn and yard drain . Table II4 . 2 . 2 Storm Drain Inlet Protection (p 358 ) lists several options for inlet protection . All of the methods for storm drain inlet protection tend to plug and require a high fre- quency of maintenance . Limit drainage areas to one acre or less . Possibly provide emer- gency overflows with additional end -of--pipe treatment where stormwater ponding would cause a hazard . Table 11-4 . 2 . 2 Storm Drain Inlet Protection Typs of Inlet Emergency ` Ppficable fc� r Pro#ection Overflow Waved/ Earthenond �t�ons of Use Surfaces Drop (r - let .Protection Yes , tem- Applicable for heavy flows . Easy Excavated drop porary flood- Earthen to maintain . Large area Require= inlet protection ing will occur ment: 30 'x30 '/acre Block and gravel drop inlet Yes Paved or Earthen Applicable for heavy concentrated protection flows . Will not pond . Gravel and wire JA for heavy concentrated drop inlet pro- No flows . Will pond . Can withstand tection traffic . Catch basin film Yes Paved or Earthen Frequent Maintenance required . ters Curb Lnlet Protec#ion Curb inlet pro- Small capacity Paved Used for sturdy , more compact tection with overflow installation , wooden weir Block and gravel curb inlet Yes Paved Sturdy , but limited filtration . protection Culvert Inlef Protection Culvert inlet Sed iment trap 18 month expected life . Design and Installation Specifications Excavated Drop Inlet Protection - An excavated impoundment around the storm drain . Sediment settles out of the stormwater prior to entering the storm drain . 2014 Stormwater Management Manual for Westem Washington Volume 11 - Chapter 4 - Page 358 Provide a depth of 1 -2 ft as measured from the crest of the inlet structure . Slope sides of excavation no steeper than 2H : 1 V . a Minimum volume of excavation 35 cubic yards . ® Shape basin to fit site with longest dimension oriented toward the longest inflow area . Install provisions for draining to prevent standing water problems . a Clear the area of all debris . Grade the approach to the inlet uniformly . Drill weep holes into the side of the inlet. ® Protect weep holes with screen wire and washed aggregate . a Seal weep holes when removing structure and stabilizing area . ® Build a temporary dike , if necessary , to the down slope side of the structure to pre- vent bypass flow . Block and Gravel Filter - A barrier formed around the storm drain inlet with standard con - crete blocks and gravel . See Figure II-4 . 2 . 3 Block and Gravel Filter (p . 360 ) . Provide a height of 1 to 2 feet above inlet. ® Recess the first row 2 - inches into the ground for stability . a Support subsequent courses by placing a 2x4 through the block opening . ® Do not use mortar. Lay some blocks in the bottom row on their side for dewatering the pool . ® Place hardware cloth or comparable wire mesh with openings over all block openings . Place gravel just below the top of blocks on slopes of 2H : 1V orflatter. a An alternative design is a gravel donut. a Provide an inlet slope of 3H : 1 V . ® Provide an outlet slope of 2H : 1 V . . Provide a1 -footwide level stone area between the structure and the inlet. ® Use inlet slope stones 3 inches in diameter or larger. ® Use gravel %2- to %/ inch at a minimum thickness of 1400t for the outlet slope . 2014 Stormwater Management Manual for Western Washington Volume // - Chapter 4 - Page 359 Figure 11-4 .2 . 8 Block and Gravel Filter A Drain grate O 0 �Q°o, • 0�"4p�+ q o ' eoo, b q° Concrete block Q n o o°O�o�p\J C °o0 9Z °a •o0 9 boa � �o �` t��•'�" �° Gravel backfill oo ° 00 IN O•. ° lal �A2r, JQoo %104 poD a° b ,4Jn °d�)�b0on ey5 yoQe n >�A 6C� . off^ C� � 0 4 .4 0�0 A Plan View Concrete block Wire screen or filter fabric Gravel backfill Overflow water Ponding height N C Water \ram % Drop inlet goo Section AA 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 downslope side of the structure. NOT TO SCALE Figure II -4 . 2 . 8 Block and Gravel Filter DEPARTMENT OF Revised August 2015 ECOLOGY Please see http://www. ecy. wa.gov/copyrighkhtml for copyright notice including permissions, State of Washington limitation of liability, and disclaimer. 2014 Stormwater Management Manual for Westem Washington Volume 11 - Chapter 4 - Page 360 Gravel and Wire Mesh Filter - A gravel barrier placed over the top of the inlet. This struc- ture does not provide an overflow . ® Use a hardware cloth or comparable wire mesh with %a-inch openings . ® Use coarse aggregate . ® Provide a height 146ot or more , 18Anches wider than inlet on all sides . ® Place wire mesh over the drop inlet so that the wire extends a minimum of 1400t beyond each side of the inlet structure . ® Overlap the strips if more than one strip of mesh is necessary . ® Place coarse aggregate over the wire mesh . • Provide at least a 12 �inch depth of gravel over the entire inlet opening and extend at least 18 -inches on all sides . Catchbasin Filters — Use inserts designed by manufacturers for construction sites . The limited sediment storage capacity increases the amount of inspection and maintenance required , which may be daily for heavy sediment loads . To reduce maintenance require® ments combine 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-of4ay . ® Provides 5 cubic feet of storage . ® Requires dewatering provisions . ® Provides a highmflow bypass that will not clog under normal use at a construction site . ® Insert the catchbasin filter in the Catchbasin just below the grating . '4 Curb Inlet Protection with Wooden Weir — Barrier formed around a curb inlet with a wooden frame and gravel . ® Use wire mesh with %cinch openings . ® Use extra strength filter cloth . ® Construct a frame . ® Attach the wire and filter fabric to the frame . Y Pile coarse washed aggregate against wire/fabric . ® Place weight on frame anchors . Block and Gravel Curb Inlet Protection — Barrier formed around a curb inlet with concrete blocks and gravel . See Figure 11 4 . 2 . 9 Block and Gravel Curb Inlet Protection (p . 363 ) . 2014 Stormwater Management Manual for Western Washington Volume 11 o Chapter 4 e Page 361 ® Use wire mesh with %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 II-4 . 2 . 10 Curb and Gutter Barrier 364 . ® 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. Maintenance Standards ® Inspect catch basin filters frequently , especially after storm events . Clean and replace clogged inserts . For systems with clogged stone filters : pull away the stones from the inlet and clean or replace . 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 appro- priate . Approved as Equivalent Ecology has approved products as able to meet the requirements of BMP C220 : Storm Drain Inlet Protection . The products did not pass through the Technology Assessment Protocol — Ecology (TAPE ) process . Local jurisdictions may choose not to accept this product approved as equivalent, or may require additional testing prior to consideration for local use . The products are available for review on Ecology' s website at http ://www . ecy . wa . gov/programs/wg/Stormwater/newtech/eguivalent. html i 2014 Stormwater Management Manual for Western Washington h Volume 11 - Chapter 4 - Page 362 Figure 114 .2 .9 Block and Gravel Curb Inlet Protection A Catch basin Back of sidewalk c ::r //2x4 Wood stud Back of curb Curb inlet Concrete block p . Gd J G � Wire screen or filter fabric p I?4 �1e O O A inch (20 mm) A G r Concrete block Drain gravel Plan View Ponding height Y4 inch (20 mm) Drain gravel — Overflow � ': Curb inlet F07 mp \f rrr Wire screen or filter fabric 2x4 Wood stud (100x50 Timber stud) \\�i Catch basin ti Concrete block Section AA Notes: 1 . Use block and gravel type sediment barrier when curb inlet is located in gently sloping street segment, where water can pond and allow sediment to separate from runoff. 2 . Barrier shall allow for overflow from severe storm event. 3. Inspect barriers and remove sediment after each storm event. Sediment and gravel must be removed from the traveled way immediately. NOT TO SCALE Figure II -4 . 2 . 9 Block and Gravel Curb Inlet Protection DEPARTMENT OF Revised August 2015 ECOLOGY Please see http://www. ecy. wa.gov/copyrighthtml for copyright notice including permissions, State of Washington limitation of liability, and disclaimer. 2014 Stormwater Management Manual for Westem Washington Volume 11 - Chapter 4 - Page 363 Figure 11-4 .2 . 10 Curb and Gutter Barrier Back of sidewalk Burlap sacks to overlap onto curb Back of curb Runoff Curb inlet Runoff Spillway Catch basin Plan View Gravel filled sandbags stacked tightly Notes: 1 . Place curb type sediment barriers on gently sloping street segments, where water can pond and allow sediment to separate from runoff. 2 . Sandbags of either burlap or woven 'geotextile' fabric, are filled with gravel , layered and packed tightly. 3. Leave a one sandbag gap in the top row to provide a spillway for overflow. 4. Inspect barriers and remove sediment after each storm event. Sediment and gravel must be removed from the traveled way immediately. NOT TO SCALE Figure II4 . 2 . 10 Curb and Gutter Barrier DEPARTMENT OF Revised September 2015 ECOLOGY Please see http://www. ecywa.gov/copyrighthtml for copyright notice including permissions, State of Washington limitation of liability, and disclaimer. 2014 Stormwater Management Manual for Westem Washington Volume 11 - Chapter - Page 364 Gravel Filter Berm Purpose A gravel filter berm is constructed on rights�of way or traffic areas within a construction site to retain sediment by using a filter berm of gravel or crushed rock . Conditions of Use Where a temporary measure is needed to retain sediment from nghtsmof way or in traffic areas on construction sites . Design and Installation Specif►oations ® Berm material shall be 3/ to 3 inches in size , washed well -grade gravel or crushed rock with less than 5 percent fines . ® Spacing of berms : o Every 300 feet on slopes less than 5 percent o Every 200 feet on slopes between 5 percent and 10 percent o Every 100 feet on slopes greater than 10 percent ® Berm dimensions : o 1 foot high with 3H A V side slopes o 8 linear feet per 1 cfs runoff based on the 10 -year , 24=hour design storm Maintenance Standards ® Regular inspection is required . Sediment shall be removed and filter material replaced as needed . BMP ® Slit 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 II-4 . 2 . 12 Silt Fence (p . 369 ) for details on silt fence con= struction . Conditions of Use Silt fence may be used downslope of all disturbed areas . 2014 Stormwater Management Manual for Western Washington !Volume 11 - Chapter 4 - Page 367 BMP a Gravel Filter Berm Purpose A gravel filter berm is constructed on rights�of way or traffic areas within a construction site to retain sediment by using a filter berm of gravel or crushed rock . Conditions of Use Where a temporary measure is needed to retain sediment from rights-of way or in traffic areas on construction sites . Design and Installation Specifications ® Berm material shall be % to 3 inches in size , washed well grade gravel or crushed rock with less than 5 percent fines . ® Spacing of berms : o Every 300 feet on slopes less than 5 percent o Every 200 feet on slopes between 5 percent and 10 percent o Every 100 feet on slopes greater than 10 percent ® Berm dimensions : o 1 foot high with 3HAV side slopes o 3 linear feet per 1 cfs runoff based on the 10�year, 24�hour design storm Maintenance Standards ® Regular inspection is required . Sediment shall be removed and filter material replaced as needed . 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 Fioure 11 4 . 2 . 12 Silt Fence (p . 369 ) for details on silt fence con ® struction . Conditions of Use Silt fence may be used downslope of all disturbed areas . 2014 Stormwater Management Manual for Western Washington Volume 11 e Chapter 4 m Page 367 ® Silt fence shall prevent soil carried by runoff water from going beneath , through , or over the top of the silt fence , but shall allow the water to pass through the fence . ® Silt fence is not intended to treat concentrated flows , nor is it intended to treat sub stantial amounts of overland flow . Convey any concentrated flows through the drainage system to a sediment pond . ® Do not construct silt fences in streams or use in V�shaped ditches . Silt fences do not provide an adequate method of silt control for anything deeper than sheet or overland flow . i 2014 Stormwater Management Manual for Western Washington Volume 11 = Chapter 4 e Page 368 Figure 114 . 2 . 12 Silt Fence Joints in filter fabric shall be spliced at posts. Use staples, wire rings or equivalent to attach fabric to posts 2"x2" by 14 Ga . wire or equivalent, if standard strength fabric used - - - r - - - - - - - - r � Minimum 1 1 6' max I I 4"x4" trench I 1 u Post spacing may be increased 2"x2" wood posts , steel to 8' if wire backing is used fence posts, or equivalent 2"x2" by 14 Ga . wire or equivalent, if standard strength fabric used \�\\/ Filter fabric \��\\ 2' min Backfill trench with native soil or %a" 1 .5" washed gravel �12" min \\ Minimum 4"x4" trench 2"x2" wood posts , steel fence posts, or equivalent NOT TO SCALE Figure 114 . 2 . 12 Silt Fence DEPARTMENT OF Revised October 2014 ECOLOGY Please see http://www. ecy. wa. gov/copyright. htm! for copyright notice including permissions, State of Washington limitation of liability, and disclaimer. 2014 Stormwater Management Manual for Westem Washington Volume N = Chapter 4 - Page 369 Design and Installation Specifications ® Use in combination with sediment basins or other SMPs . ® Maximum slope steepness ( normal (perpendicular) to fence line) 1 H : 1V . ® Maximum sheet or overland flow path length to the fence of 100 feet. ® Do not allow flows greater than 0 . 5 cfs . ® The geotextile used shall meet the following standards . All geotextile properties lis - ted 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 II4 . 2 . 3 Geotextile Stand - ards ( p . 370 )) : Table Il ®2 . 3 Geotextille Standards Polymeric Mesh AOS 0 . 60 mm maximum for slit film woven (#30 sieve) . (ASTM D4751 ) 0 . 30 mm maximum for all other geotextile types (#50 sieve) . 0 . 15 mm minimum for all fabric types ( 100 sieve ) . Water Permittivity 0 . 02 sec- 1 minimum (ASTM D4491 ) Grab Tensile Strength 180 lbs . Minimum for extra strength fabric . (ASTM D4632 ) 100 Ibs minimum for standard strength fabric . Grab Tensile Strength 30 % maximum (ASTM D4632 ) Ultraviolet Resistance (ASTM D4355) 70 % minimum ® Support standard strength fabrics with wire mesh , chicken wire , 2 -inch x 2-inch wire , safety fence , or jute mesh to increase the strength of the fabric . Silt fence materials are available that have synthetic mesh backing attached . ® Filter fabric material shall contain ultraviolet ray inhibitors and stabilizers to provide a minimum of six months of expected usable construction life at a temperature range of 0 ° F . to 120 ° F . ® One-hundred percent biodegradable silt fence is available that is strong , long last- ing , and can be left in place after the project is completed , if permitted by local reg - ulations . ® Refer to Figure II4 . 2 . 12 Silt Fence (p . 369 ) for standard silt fence details . Include the following standard Notes for silt fence on construction plans and specifications : u 2014 Stormwater Management Manual for Western Washington Volume 11 - Chapter - Page 370 1 . The contractor shall install and maintain temporary silt fences at the locations shown in the Plans . 2 . Construct silt fences in areas of clearing , grading , or drainage prior to starting those activities . 3 . The silt fence shall have a 2 -feet min . and a 2 %feet max . height above the original ground surface . 4 . The filter fabric shall be sewn together at the point of manufacture to form fil - ter fabric lengths as required . Locate all sewn seams at support posts . Altern - atively , two sections of silt fence can be overlapped , provided the Contractor can demonstrate , to the satisfaction of the Engineer, that the overlap is long enough and that the adjacent fence sections are close enough together to prevent silt laden water from escaping through the fence at the overlap . 5 . Attach the filter fabric on the up -slope side of the posts and secure with staples , wire , or in accordance with the manufacturer's recommendations . Attach the filter fabric to the posts in a manner that reduces the potential for tearing . 6 . Support the filter fabric with wire or plastic mesh , dependent on the properties of the geotextile selected for use . If wire or plastic mesh is used , fasten the mesh securely to the up-slope side of the posts with the filter fabric up -slope of the mesh . 7 . Mesh support, if used , shall consist of steel wire with a maximum mesh spa® cing of 2 -inches , or a prefabricated polymeric mesh . The strength of the wire or polymeric mesh shall be equivalent to or greater than 180 lbs . grab tensile strength . The polymeric mesh must be as resistant to the same level of ultra - violet radiation as the filter fabric it supports . 8 . Bury the bottom of the filter fabric 4-inches min . below the ground surface . Backfill and tamp soil in place over the buried portion of the filter fabric , so that no flow can pass beneath the fence and scouring cannot occur. When 1 wire or polymeric back- up support mesh is used , the wire or polymeric mesh shall extend into the ground 3 -inches min . 9 . ® rive or place the fence posts into the ground 18 -inches min . A 12®inch min . depth is allowed if topsoil or other soft subgrade soil is not present and 18- inches cannot be reached . Increase fence post min . depths by 6 inches if the fence is located on slopes of 3H : 1 V or steeper and the slope is perpendicular to the fence . If required post depths cannot be obtained , the posts shall be adequately secured by bracing or guying to prevent overturning of the fence due to sediment loading . 10 . Use wood , steel or equivalent posts . The spacing of the support posts shall 2014 Stormwater Management Manual for Westem Washington Volume 11 - Chapter 4 - Page 371 be a maximum of 64eet. Posts shall consist of either: ® Wood with dimensions of 2 - inches by 2 -inches wide min . and a 34eet min . length . Wood posts shall be free of defects such as knots , splits , or gouges . ® No . 6 steel rebar or larger. ® ASTM A 120 steel pipe with a minimum diameter of 1Anch . ® U , T , L , or C shape steel posts with a minimum weight of 1 . 35 lbs ./ft. . Other steel posts having equivalent strength and bending resistance to the post sizes listed above . 11 . Locate silt fences on contour as much as possible , except at the ends of the fence , where the fence shall be turned uphill such that the silt fence captures the runoff water and prevents water from flowing around the end of the fence . 12 . If the fence must cross contours , with the exception of the ends of the fence , place gravel check dams perpendicular to the back of the fence to minimize concentrated flow and erosion . The slope of the fence line where contours must be crossed shall not be steeper than 3HA V . ® Gravel check dams shall be approximately 1400t deep at the back of the fence . Gravel check dams shall be continued perpendicular to the fence at the same elevation until the top of the check dam intercepts the ground surface behind the fence . . Gravel check dams shall consist of crushed surfacing base course , gravel backfill for walls , or shoulder ballast. Gravel check darns shall be located every 10 feet along the fence where the fence must cross con- tours . ® Refer to Figure 114 . 2 . 13 Silt Fence Installation by Slicing Method (p . 374 ) for slicing method details . Silt fence installation using the slicing method specifications : II 1 . The base of both end posts must be at least 2 ® to 4� inches above the top of the filter fabric on the middle posts for ditch checks to drain properly . Use a hand level or string level , if necessary , to mark base points before install ation . 2 . Install posts 3m to 44eet apart in critical retention areas and 6® to 74eet apart in standard applications . 3 . Install posts 24Anches deep on the downstream side of the silt fence , and as close as possible to the filter fabric , enabling posts to support the filter fabric from upstream water pressure . 4 . Install posts with the nipples facing away from the filter fabric . 2014 Stormwater Management Manual for Westem Washington Volume ll v Chapter 4 - Page 372 5 . Attach the filter fabric to each post with three ties , all spaced within the top & inches of the filter fabric . Attach each tie diagonally 45 degrees through the fil � ter fabric , with each puncture at least 1 - inch vertically apart. Each tie should be positioned to hang on a post nipple when tightening to prevent sagging . 6 . Wrap approximately 6Anches of fabric around the end posts and secure with 3 ties . 7 . No more than 24 - inches of a 36� inch filter fabric is allowed above ground level . Compact the soil immediately next to the filter fabric with the front wheel of the tractor, skid steer, or roller exerting at least 60 pounds per square inch . Compact the upstream side first and then each side twice for a total of four trips . Check and correct the silt fence installation for any deviation before compaction . Use a flat-bladed shovel to tuck fabric deeper into the ground if necessary . 2014 Stormwater Management Manual for Western Washington Volume 11 o Chapter 4 " Page 373 Figure 114 . 2813 Slit Fence installation by Sliclong Method Ponding height max. 24" POST SPACING : T max. on open runs Attach fabric to 4' max, on pooling areas Top of Fabric upstream side of post Belt III FLOW —*� POST DEPTH : top 8" Drive over each side of As much below ground silt fence 2 to 4 times as fabric above ground with device exerting 60 p.s.i . or greater Diagonal attachment 100% compaction 100% compaction doubles strength =11 I=1 I I=1 I I=11 I III=1 I I—III=1 I I=1 I I-i I I=1 11=1 I I—I 11=1 1=1 I I—I 11=1 I I—I 11=1 I I- 7111=1101 El I I I I —I I I—I 11=1 III=1 11=1 -I I II III I II11111111111� N 11111111/1 El I I11111111111--* G I 1511 I- a 1=1 11=11511 I--I 11=1 I I: :III=111=11FII r I—I11=III—III=III= Attachment Details : =111=III=I I o 1=III=III=III=III=I I II I I R I FI I I— a 111-111=111=111=111— Gather fabric at posts, if needed . —I i l—III—I I H 1=I 11=III=III=III=11 ' Utilize three ties per post, all within top 8" 11=1I1=1I I—_— _ 1�=1I1=111=1I1=1I I- -III—III—III—I I I I=1 I =11 I=11 I—III—I of fabric. 1=III=III=1I I— I I L—I I1=1I1=111=1I i Position each tie diagonally, puncturing =M=111 llr_IIi 1=11=1i-1 I-1 i 1=i 1=1 1=III=1 L— J I_i—III—I I 1=1I1=1 holes vertically a minimum of 1 " apart. 111-111=1I --1I I I-1Ii-1I1-1I1-1 Hang each tie on a post nipple and tighten No more than 24" of a 36" securely. Use cable ties (50 lbs) or soft fabric is allowed above ground wire . Operation Roll of silt fence �— Post installed Fabric after 110 above compaction ground Silt Fence 1= =1171 III= =1 11=1 11=1 11=1I 1=1 I I—I I El I-11I 200 - 1 M I El I IE El I El I ' -III=1 1=1 11=1 11=11 L—I 11=1 I I 11— 1 I L—III—I I I 1=1 I' I-1I_I-1 I I-1 11=1I I-1 11-1 I I—I ' 300mm a 11=1 ITS, I MI I r I1=III=111-1II-III-III I 1II1- i I I 1 I; Horizontal chisel point Slicing blade — (76 mm width) ( 18 mm width) Completed Installation Vibratory plow is not acceptable because of horizontal compaction NOT TO SCALE Figure 11 -4 . 2 . 13 . � 9 i Silt Fence Installation by Slicing Method DEPARTMENT OF Revised November 2015 ECOLOGY Please see http://www. ecy. wa. gov/copyright. htm! for copyright notice including permissions, State of Washington limitation of liability , and disclaimer. 2014 Stormwater Management Manual for Westem Washington Volume Ill m Chapter - Page 374 Maintenance Standards . Repair any damage immediately . . Intercept and convey all evident concentrated flows uphill of the silt fence to a sed - iment pond . . Check the uphill side of the fence for signs of the fence clogging and acting as a barrier to flow and then causing channelization of flows parallel to the fence . If this occurs , replace the fence or remove the trapped sediment. . Remove sediment deposits when the deposit reaches approximately one-third the height of the silt fence , or install a second silt fence . . Replace filter fabric that has deteriorated due to ultraviolet breakdown . SMP C2364 : Vegetated Strip Purpose Vegetated strips reduce 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 . Conditions of Use . Vegetated strips may be used downslope of all disturbed areas . . Vegetated strips are not intended to treat concentrated flows , nor are they intended to treat substantial amounts of overland flow . Any concentrated flows must be con - veyed through the drainage system to a sediment pond . The only circumstance in which overland flow can be treated solely by a strip , rather than by a sediment pond , is when the following criteria are met (see Table 114 . 2 .4 Contributing Drain- age Area for Vegetated Strips (p . 375 ) ) : Table 11=4.2 .4 Contributing Drainage Area for Vegetated Strips Average Contnbuting ' Average Contributing Area Mast Contriibuttng area Area Slope Percent<Slo.pe IF owpath Length 1 . 5H : 1 V or flatter 67 % or flatter 100 feet 2H : 1 V or flatter 50 % or flatter 115 feet 4H : 1 V or flatter 25 % or flatter 150 feet 6H : 1 V or flatter 16 . 7 % or flatter 200 feet 10H : 1 V or flatter 10 % or flatter 250 feet 2014 Stormwater Management Manual for Westem Washington Volume 11 - Chapter 4 - Page 375 Design and Installation Specifications ® The vegetated strip shall consist of a minimum of a 25400t flowpath length conm tinuous strip of dense vegetation with topsoil . Grass-covered , landscaped areas are generally not adequate because the volume of sediment overwhelms the grass . Ideally , vegetated strips shall consist of undisturbed native growth with a welWeveloped soil that allows for infiltration of runoff. ® The slope within the strip shall not exceed 4H : 1 V . ® The uphill boundary of the vegetated strip shall be delineated with clearing limits . Maintenance Standards ® Any areas damaged by erosion or construction activity shall be seeded imme� diately and protected by mulch . ® If more than 5 feet of the original vegetated strip width has had vegetation removed or is being eroded , sod must be installed . ® If there are indications that concentrated flows are traveling across the buffer, sur® face water controls must be installed to reduce the flows entering the buffer, or addi® tional perimeter protection must be installed . Wattles Purpose Wattles are temporary erosion and sediment control barriers consisting of straw , com� post, or other material that is wrapped in biodegradable tubular plastic or similar encas. ing material , They reduce the velocity and can spread the flow of rill and sheet runoff, and can capture and retain sediment. Wattles are typically 8 to 10 inches in diameter and 25 to 30 feet in length . Wattles are placed in shallow trenches and staked along the contour of disturbed or newly constructed slopes . See Figure 114 . 2 . 14 Wattles (p . 378 ) for typical construction details . WSD ®T Standard Plan 1�30 . 30=00 also provides information on Wattles (http ://www .wsdot.wa .gov/Design/Standards/Plans . htm#Sectioni) Conditions of Use ® Use wattles : ® In disturbed areas that require immediate erosion protection . ® On exposed soils during the period of short construction delays , or over winter months . ® On slopes requiring stabilization until permanent vegetation can be estabm lished . 2014 Stormwater Management Manual for Western Washington Volume 11 a Chapter 4 e Page 376 ® The material used dictates the effectiveness period of the wattle . Generally , Wattles are typically effective for one to two seasons . o Prevent Tilling beneath wattles by properly entrenching and abutting wattles together to prevent water from passing between them . Design C�®te' o Install wattles perpendicular to the flow 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 . Spread excavated material evenly along the uphill slope and compacted using hand tamping or other methods . ® Construct trenches at intervals of 10- to 25 -feet depending on the steepness of the slope , soil type , and rainfall . The steeper the slope the closer together the trenches . ® Install the wattles snugly into the trenches and abut tightly end to end . ® o not over lap the ends . o Install stakes at each end of the wattle , and at 4400t 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 . ® Wooden stakes should be approximately 3/4 x 3/4 x 24 inches min . Willow cuttings or 3/&inch rebar can also be used for stakes . ® Stakes should be driven through the middle of the wattle , leaving 2 to 3 inches of the stake protruding above the wattle . Maintenance Standards l Wattles may require maintenance to ensure they are in contact with soil and thor- oughly entrenched , especially after significant rainfall on steep sandy soils . 2014 Stormwater Management Manual for Western Washington Volume 11 � Chapter 4 - Page 377 Figure 111 4 .2 . 14 Wattles 3' - 4' Straw rolls must be placed along slope Adjacent rolls contours �\ shall tightly abut \Y 10' - 25' (3-8m) r Spacing depends on soil type and slope steepness Sediment, organic matter, and native seeds are captured behind the rolls . 3" - 5" (75-125mm) (200-250mm) Live Stake 1 " x 1 "Its \\/� (25 x 25mm) NOTE: 1 . Straw roll installation requires the placement and secure staking of the roll in a trench , 3" - 5" (75- 125mm) deep , dug on contour. Runoff must not be allowed to run under or around roll. NOT TO SCALE Figure II -4 . 2 . 14 Wattles DEPARTMENT OF Revised November 2015 ECOLOGY Please see http://www. ecywa. gov/copyright. html for copyright notice including permissions, State of Washington limitation of liability , and disclaimer. 2014 Stormwater Management Manual for Westem Washington Volume 11 - Chapter - Page 378 ® Inspect the slope after significant storms and repair any areas where wattles are not tightly abutted or water has scoured beneath the wattles . Approved as Equivalent Ecology has approved products as able to meet the requirements of BMP C235 : Wattles . The products did not pass through the Technology Assessment Protocol — Ecology (TAPE ) process . Local jurisdictions may choose not to accept this product approved as equivalent, or may require additional testing prior to consideration for local use . The products are available for review on Ecology' s website at http ://www . ecy .wa .gov. /programs/wq /stormwater/newtech /equivalent . html BMP ® Vegetative Filtration Purpose Vegetative Filtration may be used in conjunction with BMP C241 : Temporary Sediment Pond ( p . 388 ) , BMP C206 : Level Spreader ( p . 348 ) and a pumping system with surface intake to improve turbidity levels of stormwater discharges by filtering through existing vegetation where undisturbed forest floor duff layer or established lawn with thatch layer are present. Vegetative Filtration can also be used to infiltrate dewatering waste from foundations , vaults , and trenches as long as runoff does not occur. Conditions of Use ® For every five acre of disturbed soil use one acre of grass field , farm pasture , or wooded area . Reduce or increase this area depending on project size , ground water table height, and other site conditions . ® Wetlands shall not be used for filtration . ® Do not use this BMP in areas with a high ground water table , or in areas that will have a high seasonal ground water table during the use of this BMP . ® This BMP may be less effective on soils that prevent the infiltration of the water, such as hard till . ® Using other effective source control measures throughout a construction site will prevent the generation of additional highly turbid water and may reduce the time period or area need for this BMP . ® Stop distributing water into the vegetated area if standing water or erosion results . Deslgrr Criteria ® Find land adjacent to the project that has a vegetated field , preferably a farm field , or wooded area . ® If the project site does not contain enough vegetated field area consider obtaining 2014 Stormwater Management Manual for Westem Washington Volume I! m Chapter 4 a Page 379 111® al ® 1 Downspout Full Infiltr tilSystems (OMP TA 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 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 on4te 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 on4te 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 Westem Washington Volume N - Chapter 3 - Page 452 least 1 foot below the expected bottom elevation of the infiltration trench or dry well . Identify the MRCS 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 CriteHa 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 Gravel ( p .456 ) presents an alternative infiltration trench sys- tem for sites with coarse sand and cobble soils . These systems are designed as spe- cified below . General 1 . The following minimum lengths ( linear feet) per 1 , 000 square feet of roof area based on soil type may be used for sizing downspout infiltration trenches . Coarse sands and cobbles : 20 LF Medium sand : 30 LF Fine sand , loamy sand : 75 LF Sandy loam : 125 LF Loam : 190 LF 2 . Maximum length of trench shall not exceed 100 feet from the inlet sump . 3 . Minimum spacing between trench centerlines shall be 6 feet. 4 . Filter fabric shall be placed over the drain rock as shown on Figure III-3 . 1 .2 Typical Downspout Infiltration Trench ( p . 455 ) prior to backfilling . 5 . Infiltration trenches may be placed in fill material if the fill is placed and compacted under the direct supervision of a geotechnical engineer or professional civil 2014 Stormwater Management Manual for Western Washington Volume 111 - 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 geoa 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 sigm 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 ®rywelos Figure llk3 . 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 . I 2014 Stonnwater Management Manual for Westem Washington Volume 111 o Chapter 3 m Page 454 Figure 111-3 . 1 .2 Typical Downspout Infiltration Trench Plan View 4" rigid or 6" flexible roof perforated pipe drain I I I I - - - - - - - - - - - - - - � � sumpw/solid lid infiltration trench roof drain overflow Profile View 4" rigid or 6" flexible splash block A perforated pipe CB sump w/solid lid 6" 12" washed rock 1 y " - %a" 1 ' min - - - _ - - Leg 1 ' min A fine mesh screen T t varies 10' min . 5' min . Section AA filter fabric compacted backfill 611 24" 4" rigid or 6" flexible perforated pipe 12" washed rock 1 Y2' %" 24" —►-I NOT TO SCALE Figure III - 3 . 1 . 2 - Typical Downspout Infiltration Trench DEPARTMENT OF Revised November 2015 ECOLOGY Please see http://www. ecy. wa. gov/copyrighthtmf for copyright notice including permissions, State of Washingtonj limitation of liability, and disclaimer. 2014 Stormwater Management Manual for Westem Washington Volume Ill - Chapter 3 - Page 455 0 T J � 3 Purpose and Definition Sheet flow dispersion is the simplest method of runoff control . This BMP can be used for any impervious or pervious surface that is graded to avoid concentrating flows ) . Because flows are already dispersed as they leave the surface , they need only traverse a narrow band of adjacent vegetation for effective attenuation and treatment. Applications and Limitations Use this BIVIP for flat or moderately sloping ( < 15 % slope ) surfaces such as driveways , sports courts , patios , roofs without gutters , lawns , pastures ; or any situation where con - centration of flows can be avoided . Design Guidelines See Figure V-5 . 3 . 2 Sheet Flow Dispersion for Driveways (p . 910 ) for details for driveways . Provide a 2400t-wide transition zone to discourage channeling between the edge of the impervious surface ( or building eaves ) and the downslope vegetation . This transition zone may consist of an extension of subgrade material (crushed rock ) , modular pavement , drain rock , or other material acceptable to the Local Plan Approval Authority . Provide a 10400t-wide vegetated buffer for up to 20 feet of width of paved or imper- vious surface . Provide an additional 10 feet of vegetated buffer width for each ad & tional 20 feet of impervious surface width or fraction thereof. ( For example , if a driveway is 30 feet wide and 60 feet long provide a 20400t wide by 60400t long vegetated buffer, with a 2400t by 60400t transition zone . ) No erosion or flooding of downstream properties may result . © Runoff discharge toward landslide hazard areas must be evaluated by a geo- technical engineer or a qualified geologist . Do not allow sheet flow on or above slopes greater than 20 % , or above erosion hazard areas , without evaluation by a geotechnical engineer or qualified geologist and approval by the Local Plan Approval Authority . For sites with septic systems , the discharge area must be ten feet downgradient of the drainfield primary and reserve areas (WAC 246 -272A-0210 ) . A Local Plan Approval Authority may waive this requirement if site topography clearly prohibits flows from intersecting the drainfield . 2014 Stormwater Management Manual for Western Washington Volume V - Chapter 5 - Page 908 Runoff Modeling Where BMP T5 . 12 : Sheet Flow Dispersion is used to disperse runoff into an undisturbed native landscape area or an area that meets B_MP_T5 . 13 : Post-Construction Soil Quali and Depth . 911 , and the vegetated flow path is 50 feet or more , the impervious area may be modeled as landscaped area . Where the vegetated flowpath is 25 to 50 feet, use of a dispersion trench (see BMP T5 . 10B : Downspout Dispersion (p 905 ) ) allows modeling the impervious area as 50 % impervious/50 % landscape . This is done in the WWHM3 on the Mitigation Scenario screen by entering the dispersed impervious area into one of the entry options for dispersal of impervious area runoff. For procedures in WWHM 2012 , see Appendix Ili-C : Washington State Department of Ecology Low Impact Development Flow Modeling Guidance_(p 587 ) . 2014 Stormwater Management Manual for Western Washington Volume V - Chapter 5 - Page 909 Figure V/ 5 . 3 . 2 Sheet Flow Dispersion for Driveways IT M co Locate drain 25' from ° I ' ROW if driveway 0 slopes toward street. 00 sq. ft. max. between berm' r, Driveway 2_411 f Slope �— 6' min —►{ Berm Detail =T '�a'?"="• - Diagonal ='�="'�• •� 25' vegetated berm with 25 _ flowpath dispersion / trench / Plan Driveway Dispersion Trench Driveway Slope Varies and Slopes Toward Street C�_ i ;I FMdx. Dtive� w.ay j crass ..1 stopelopa 2570, m r e S -: .. Plan9��r?x a6 ,- _ - _ I Sheet Flow Dispersion from a Driveway, Flat to Moderately Sloping Driveways I NOT TO SCALE Figure M . 3 . 2 Sheet Flow Dispersion for Driveways DEPARTMENT OF Revised January2016 ECOLOGY Please see http.//www. ecy. wa. govlcopyrighthtml for copyright notice including permissions, State of Washington limitation of liability, and disclaimer. 2014 Stormwater Management Manual for Western Washington Volume V - Chapter 5 - Page 910 BMP T% 1138e, PostwConstruction Soil Quality and Depth Purpose and Definition Naturally occurring ( undisturbed ) soil and vegetation provide important stormwater funcm tions including : water infiltration ; nutrient, sediment, and pollutant adsorption ; sediment and pollutant biofiltration ; water interflow storage and transmission ; and pollutant decomm position . These functions are largely lost when development strips away native soil and vegetation and replaces it with minimal topsoil and sod . Not only are these important stormwater functions lost, but such landscapes themselves become pollution generating pervious surfaces due to increased use of pesticides , fertilizers and other landscaping and household/industrial chemicals , the concentration of pet wastes , and pollutants that accompany roadside litter. Establishing soil quality and depth regains greater stormwater functions in the post devek opment landscape , provides increased treatment of pollutants and sediments that result from development and habitation , and minimizes the need for some landscaping chem� icals , thus reducing pollution through prevention . Applications and Limitations Establishing a minimum soil quality and depth is not the same as preservation of nat� urally occurring soil and vegetation . However, establishing a minimum soil quality and depth will provide improved onmsite management of stormwater flow and water quality . Soil organic matter can be attained through numerous materials such as compost, comet posted woody material , biosolids , and forest product residuals . It is important that the materials used to meet the soil quality and depth SMP 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 . This SMP can be considered infeasible on till soil slopes greater than 33 percent. Design Guidelines ® Soil retention . Retain , in an undisturbed state , the duff layer and native topsoil to the maximum extent practicable . In any areas requiring grading remove and stock. pile 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 struc. tural fill or slope shall , at project completion , demonstrate the following : 1 . A topsoil layer with a minimum organic matter content of 10 % dry weight in planting beds , and 5 % organic matter content in turf areas , and a pH from 6 . 0 2014 Stormwater Management Manual for Western Washington Volume V - Chapter 5 e Page 911 to 8 . 0 or matching the pH of the 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 . 2 . Mulch planting beds with 2 inches of organic material 3 . Use compost and other materials that meet these organic content require ments : a . The organic content for "pre-approved " amendment rates can be met only using compost meeting the compost specification for BMP T7 . 30 : Bioretention Cells , Swales , and Planter Boxes (p . 959 ) , with the excep � tion that the compost may have up to 35 % biosolids or manure . The compost must also have an organic matter content of 40 % to 65 % , and a carbon to nitrogen ratio below 25 : 1 . The carbon to nitrogen ratio may be as high as 35 : 1 'for plantings com- posed entirely of plants native to the Puget Sound Lowlands region . b . Calculated amendment rates may be met through use of composted material meeting ( a . ) above ; or other organic materials amended to meet the carbon to nitrogen ratio requirements , and not exceeding the contaminant limits identified in Table 220- 13 , Testing Parameters , in WAC 173 �350 -220 . The resulting soil should be conducive to the type of vegetation to be established . ® Implementation Options : The soil quality design guidelines listed above can be met by using one of the methods listed below : 1 . Leave undisturbed native vegetation and soil , and protect from compaction during construction . 2 . Amend existing site topsoil or subsoil either at default " pre-approved " rates , or at custom calculated rates based on tests of the soil and amendment. 3 . Stockpile existing topsoil during grading , and replace it prior to planting . Stockpiled topsoil must also be amended if needed to meet the organic mat ter or depth requirements , either at a default "pre-approved " rate or at a cus� tom calculated rate . 4 . Import topsoil mix of sufficient organic content and depth to meet the requirem ments . 2014 Stormwater Management Manual for Western Washington Volume V ® Chapter 5 - Page 912 More than one method may be used on different portions of the same site . Soil that already meets the depth and organic matter quality standards , and is not com� pacted , does not need to be amended . POann®rigIPermittinglinspectionIVerification Guidelines & Procedures Local governments are encouraged to adopt guidelines and procedures similar to those recommended in Guidelines and Resources For Implementing Soil Quality and Depth BMP T5 . 13 in WDOE Stormwater Management Manual for Western Washington . This document is available at: http ://www . soilsforsalmon . oM /pdf/Soil _ BMPManual . pdf Maintenance ® Establish soil quality and depth toward the end of construction and once estab . lished , protect from compaction , such as from large machinery use , and from erosion . ® Plant vegetation and mulch the amended soil area after installation . ® Leave plant debris or its equivalent on the soil surface to replenish organic matter. ® Reduce and adjust, where possible , the use of irrigation , fertilizers , herbicides and pesticides , rather than continuing to implement formerly established practices . Runoff Modell Representation Areas meeting the design guidelines may be entered into approved runoff models as " Pasture " rather than " Lawn . " Flow reduction credits can be taken in runoff modeling when BMP T5 . 13 : Post-Con- struction Soil Quality and Depth is used as part of a dispersion design under the con - ditions described in : ® BMP T5 . 10B : Downspout Dispersion Systems ( p . 905 ) ® BMP T5 . 11 : Concentrated Flow Dispersion ( p . 905 ) ® BMP T5 . i2 : Sheet Flow Dispersion ( p . 908 ) ® BMP T5 . 18 : Reverse Slope Sidewalks (p . 937 ) ® BMP T5 . 30 : Full Dispersion (p . 939 ) (for public road projects ) 2014 Stormwater Management Manual for Westem Washington Volume V - Chapter 5 - Page 913 Figure V-5 . 3 . 3 Planting bed Cross-Section E`nfIN 4i` MIN rrr k�f�rl" '�a ref .- 17, Mulch ON I If III 14 � v IN l� $ Loose soil with visible dark p _ organic matter If III IN I INZ If Ld IN X ' ,;" 3 ( • � 5 aIf ✓ : roc IN, .st s a H 3CNN, e a> If IN If IN; INK If NeI All ' aa '�.✓n ry `4 T c- ez : Yz 3r fSS' .: fiL �'" ' 'mot ;f rats ' , vys s n e ,{.:hu?� , ,t. .x r ; sA � phi AN �r � 3 : Loose or fractured subsoil Reprinted from Guidelines and Resources For Implementing Soil Quality and Depth BMP T5. 13 in WDOE Stormwater Management Manual for Western NOT TO SCALE Washington, 2010, Washington Organic Recycling Council Figure V- 5 . 3 . 3 Planting Bed Cross - Section DEPARTMENT OF Revised January 2016 ECOLOGY Please see http://www. ecy. wa, govlcopyright. html for copyright notice including permissions, State of Washington limitation of liability , and disclaimer. 2014 Stormwater Management Manual for Westem Washington Volume V - Chapter 5 - Page 914 OMP T6 , 14 airy 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 a #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 959 . Although not required , Ecology recommends installation by a landscaping company with experience in rain garden construction . Rain gardens constructed with imported compost materials should not be used within one-quarter mile of phosphorus-sensitive waterbodies . Preliminary monitoring indicates that new rain gardens can add phosphorus to stormwater. Therefore , they should also not be used with an underdrain when the underdrain water would be routed to a phos- phorus-sensitive receiving water. Design Guidelines Refer to the Rain Garden Handbook for Western Washington (2013) for rain garden spe- cifications and construction guidance . 2014 Stormwater Management Manual for Western Washington Volume V - Chapter 5 - Page 915 For amending the native soil within the rain garden , Ecology recommends use of com® post that meets the compost specification for bioretrention (see BMP T7 . 30 : Bioretention Cells , Swales , and Planter Boxes (p . 9591) . Compost that includes biosolids or manures shall not be used . For design on projects subject to k2 . 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 Westem 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 . BMER 75 . 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 ANACORTES PUBLIC WORKS DEPARTMENT Y ofi Steven Lange , Project Manager P . O . BOX 547 , ANACORTES , WA 98221 PH (360) 293A920 �J. W E-MAIL: stevel@cityofanacortes . org FAX(360) 293- 1938 ql owcS Memo Date: December 19 , 2017 To: Paul Ingalls , Plans Exa ' er From : Steven Lange Subject: Site Plan Review #1 for 1503 Latitude Circle cc : Eric Shjarback , 1i 4a The submitted site plan for 1503 Latitude Circle was reviewed by the Public Works Engineering Department on December 19 , 2017 • 12 - 15 - 17 : Submittal to Building Department . No final plat (On hold ) • 12 - 19 - 17 : Public Works review and memo back to Building Department The following comments are provided : • No frontage improvements required under this proposal . • Driveway width shall be 20400t max for residential and needs to be shown on the site plan . • Water • Wastewater • Streets • Storm Drainage • Engineering • Solid Waste • Transportation • Equipment • Capital Projects • Development Services PLANNING, COMMUNITY, & ECONOMIC DEVELOPMENT DEPARTMENT �l1 x ! IDENTIAL BUILDING PERMIT APPLICATION ' Mailing Address: P. O. Box 547, Anacortes, WA 98221 Office Location: 904 6h Street, Anacortes WA 98821 Phone: (360) 2934901, Fax: (360) 2934938 CITY OF ANAGORTE PLEASEREFER TO THE RESIDENTIAL BUILDING PERMIT CHECKLIST BELOWFOR SUBMITTAL REQUIREMENTS PROJECT ADDRESS (Street, Suite #). Parcel(s) #: 150� ) "7� CA S. , U/ A 9f3221 Subdivision/Lot #: Project valuation: s APPLICANT: Phone: Fax; L.ht,1fli✓C> :a1%A7tZq D �VEc1J M I (�ICa . 0z c15 1 SS C7Z Address (Street, City, State, Zip): E-Mail Address: 504- G. f:rA ( zH&U q4 P U PROPERTY OWNER: Phone: Fax: f 1 s L4r ( 0 Address (Street, City, State, Zip): E-Mail Address: CONTACT PERSON: Phone: Fax: 0 �1 ;072� 1 me 41:0 Address (Street, City, State, Zip) : &Mail Address: -F>°ct e V _ Cam.LJ 14 ZLU LENDING AGENCY: I Phone: Fax: VZ50F a '5 Eh'a4K Address (Street, City, State, Zip): E-Mail Address: i eo i kzI Vt�w t c)a pg i�l i. V ,l bEl I f1c7E3V CONTRACTOR. * Phone: Fax: LArACe0 Cf E:t%% Wy DfevlrLC t-i�l.�7 1t,� G &aw l5zr;- C1v21 Address (Street, City, State, Zip) : E-Mail Address: *All Contractors & Subcontractors must have a valid City of Anacortes Professional License #: Exp. Date: business license prior to doing work in the City, Contact the City 's L' � � t7 V<Xv TP �4' Hnance Department at (360) 2994968. Business License #: Exp. Date: PROPOSED WORK: MGM AM Basement SQ' : , oabj Finished Basement: Q1 Unfinished Basement ❑ Pt Floor SQ ' : rs Garage /Carport SQ' : 2nd Floor SQ' : Deck/ Covered Porch/ Patio SQ' : 7ue � Fire Sprinkler: Yes ❑ No ❑ Lot Area SQ' 0 I declare under penalty of perjury that the information I have provided on this form/application is t complete, and that I am the property owner or duly authorized agent of the property owner to submapplication to the City of Anacortes.Print Name: J ��� E . �! (% SAsmOwner ❑ Agent (specify): Signature: Date: Page 1 of 3 NLOTLit 28 LANDED GENTRY W !� � ^ ( q DOMES AND COMMUNITIES 10' UTI ITY I I J20 !EASE NT LINEm " GENERAL NOTES ! - 113,370 ! 1 C1 OF F e(`61?CO ES OWNER: GENTRY 2 .22' 144. 1 504 E. FAIRHAVEN EXIST 66,00 ., . ! 2T. 1 p ' _ ' �5 98233 BURLJNGTON, WA I 1-(360)- 755-9021 GRADE I LOT LINE m I U �� SSCO 1 I fir.-,�s r� BUILDING: OOR AREA- 1,914 SF WM s -: -�p I I TOTAL FLOOR AREA- 3,220 SF S� IYD O I JEASEMENT I GARAGE AREA- 696 SF PROP. 4" SS EXIST I E SDCB -I ssC SERVICE LINE I GRADE �T�ICAL ZONING: SS SSCO 1 f0' UTILITY 4 I P.U.D (UNDERLYING R2) b �12 04' EASEMENT SETBACKS; I ' 4 67 m -- — -..a �. _. s o 43.29 6.00' LINE ;, I - ALL SETBACKS IN COMPLIANCE I i o 2. 00 Z67' 1 — ®' --' -'", _^^ A-• - WITH CITY GUIDUNES I N 1 PROPOSED 4" SCH 40 PVC DRAIN LINE I b 57DEYARD MIN 5 15' COMBINED REAR YARD MIN 20' N I FRONT YARD MIN 20 --S ---- ------ --� � $D' FRONT ` WIYARD BUILDING HEIGHT:SETBACK " , MAX. ALLOWED: 35' PROPOSED: UNDER ' I�rv/ PPARKING SPACES PROVIDED=3 IN GARAGE, 3 IN DRIVEWAY LOT LINE 8' i I I RIGHT-OF-WAYjoWLINE 1 LOT COVERAGE BUILDING AREA: fi I I N w I W I � i ( ' � I I- k 2,932 SF. I N I ! w � j CURB & Q LOT AREA: PORCH 1 - GUTTER 7,936 sF. I I PERCENT COVERAGE:! — o Ld 20 RE�R YARD I ' I PERCENT Z932 / OV ER = 37. OX R I N BUILDING I5 7BACK �:. i MAXIMUM ALLOWED,, 3Z5X ! N ! LOT 27 tn ; 1 Q IMPERVIOUS COVERAGE I I ' S+ b I I LKWAY. �!,° �� I BUILDING Z585 SE W a Z 9 � f l I I P RCH., 139 5 F. 1 _ p r PA710: 206 S.F. �! I 1m0 U Z 1 i;' TO A4• 3,542 SF. I ! li LOT AREA: SF. LOT LINE f I 77 i` rkA' I I PERCENT COVERAGE: GARAGE ,542 / 7o93ALLOWED: : 44OX JJ i p � j . I .i � i DRIVEWAY 1,. (�, � _ 1 I � MAXIMUM ALLOWID: 48.OX YD [v _y OL E; ! i A 20.p0' I I 1 r r � j ( ` F PROPOSED 4" SCH 40 PVC DRAIN LINE $ I f V) 1 ¢ r e � GRAPHIC SCALE 207,0 `F 27,671 200'FAST —.. e—. ....� GRADE _ .� w .. .— _.,. .—. 66. OD' 19169' _ I 6 0 3 6 12 IN FEET ) 1 ! I 220.8 Rorie. Scale., f ITa1n = B Feet Y I ! U I EXIST € , `� ---: "SSMH ! Q ! I GRADE K , 1 ! ! } i E 48 NORTH Lu ! I I LARRABEELL 3-CAR GARAGE LEFT SITE PLAN Cq Lo LOT 27 (P133685) j i E I 1503 LATITUDE CIRCLE ! E LOT 26 I i I ANACORTES , WA J JOB NO: PLAT OF "48 DESIGNED: i I I a DRAWN: 1 GATE: 12/07/2017 I ! I SHEET 1 of 1 ANACORTES PUBLIC WORKS DEPARTMENT z ;4 Steven Lange , Project Manager P . O. BOX 547 , ANACORTES , WA 98221 PH (360) 293A920 W E-MAIL: stevel@cityofanacortes . org FAX(360) 293- 1938 1L' Ogr Memo Date: February 26 , 2018 To : Paul Ingalls, PlansizExa. iner From : Steven Lange Le Subject: Site Plan Review #2 for 1503 Latitude Circle cc : Eric Shjarback , Jim Baldwin The submitted site plan for 1503 Latitude Circle was reviewed by the Public Works Engineering Department on February 26 , 2018 . • 12 - 15 - 17 : Submittal to Building Department . No final plat (On hold ) • 12 - 19 - 17 : Public Works review and memo back to Building Department • 02- 13 - 18 : Submittal to Building Department . • 02-26 - 18 : Public Works review and memo back to Building Department The following comments are provided : • All comments from the December 19 , 2017 Review have been satisfied . Please issue the permit when ready . 0� 4 <o� s • Water • Wastewater • Streets • Storm Drainage • Engineering • Solid Waste • Transportation • Equipment • Capital Projects • Development Services 4`W P : v ®� PLANNING, COMMUNITY, & ECONOMIC DEVELOPMENT DEPARTMENT / IF RESUBMITTAL/ PLAN REVISION /ADDITIONAL INFO COVER SHEET Mailing Address: P. O. Box 547, Anacortes, WA 982 � � g � e F C � � Office Location : 904 6rh Street, Anacortes WA 9882 �° ; Phone: (360) 2994984, Fax: (360) 2934938 FER 1 3 2018I . ` � . Please use this 'form t® submit revisions orFr ' IF I . adds ional inIF I IF IF ormation to your permit � i�at�q IF Permit /Project # : L � 18 �IF �/ Date : aZ47- /2y /g Project Name : �B a<•1w Project Address : /.SO 3 Z Project Contact . � � 'J� l,� Company Name: ZA&&OOp ��,•�T2�1 Contact Phone : 360 7SS 90Z � x� 15 Contact Email : lQn cl��ct e r Has the permit been issued yet? ❑ Yes 9 No All revisions must be either clouded or highlighted & wet stamped by an architect/ engineer (if applicable) . Has this been done? ` Yes ❑ No What department(s) is this resubmittal/ revision /additional information to go to ? ❑ Planning Dept. ❑ Building Dept. ❑ Fire Dept. ❑ Stormwater 11 Public Works Dept. Is the plan revision or additional information, in response to a plan review letter? TIP, 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, landowner, designer, or builder. If not in response to a Plan Review better, please explain the nature of the revisions and/or additional info : PIPFIFF Are you submitting a full replacement? . Yes ❑ No If not what page # is being replaced9 Two full sized copies of all revised /additional information is required . Has this been done ? � Yes ❑ No Two 11 " X 17" reduced copies of revised site or floor plan is required. Has this been done? ,I Yes ❑ No Check the box next to the type of plan, report, or calculation where revisions or additional information i be found . Site Plan ❑ Building Plans ❑ Structural Plan ❑ Landscape Plan ❑ Parking Plan ❑ Tree Preservation Plan ❑ Arborist Report ❑ SEPIA checklist ❑ Wetland Report ❑ Geotechnical Report ❑ Storm Drainage Analysis ❑ TESC Plan ❑ Civil Plan ❑ Lot Coverage Calculations ❑ Impervious Surface Calculations ❑ FAR Calculations ❑ Grading Plan ❑ Survey (Boundary /Togo) ❑ Mechanical Plan ❑ Plumbing Plan ❑ Other : ANACORTES PUBLIC WORKS DEPARTMENT Steven Lange , Project Manager P. O. BOX 547 , ANACORTES, WA 98221 PH(360) 293A920 E-MAIL : stevel@cityofanacortes. org FAX(360) 293-1938 memo Date: December 19, 2017 To: Paul Ingalls , Plans Exa er From : Steven Lange Subject: Site Plan Review #1 for 1503 Latitude Circle cc: Eric Shjarback, Jim. io � Sn� 5A "U+ s The submitted site plan for 1503 Latitude Circle Was reviewed by the Public Works Engineering Department on December 19 , 2017 ® 12- 15- 17: Submittal to Building Department . No final plat (On hold) ® 12- 19- 17 : Public Works review and memo back to Building Department The following comments are provided : No frontage improvements required under this proposal . Y® Driveway width shall be 20=foot max for residential and needs to be shown on the site plan . 41 Q� Dc Water a Wastewater G Streets c Storm Drainage o Engineering cs Solid Waste � � j Transportation 0 Equipment (D Capital Projects 0 Development Services / I 4 co I LOT 28 % c) / I Wr � i LLJ LANDED GENTRY' IN INLET PROTECTION T/O ! I DOWN STREAM PER ( HOMES AND C O M M U N ITI ES e INLET PROTECTION PER I o , UT U I C220, CATCHBASIN C220, BLOCK & GRAVEL I m ' FASEME T FILTER TYPE FILTER TYPE I GENERAL NOTES i I I OWNER: I / 11J.J7' I LANDED GENTRY 1 26,220 / 504 E. FAIRHAVEN 2060 , 66.90' BURLINGTON, WA 21. 1 9823J EXIST rRADEF\ 1—(360)— 755-9021 S3C0 I CHECK DAM PER BMP - ' LOT LINE BUILDING: AS NEE HECK DAMS, 1ST FLOOR AREA 1, 914 SF / INAGE .�x� x .max x�x AS NEEDEOX— x —x—z— — —x—x�x�x� �x�.x�x�z� ' 1 / ' / x I. IWhil 2OT FLOOR AREA- 1,306 SF TOTAL FLOOR AREA- 3,220 SF / I SI YD x . MUt-CHING�CtION —x�x x� ._.{x�x�z GARAGE AREA— 696 SF SSGQ, B 0 C OST-C AND DEPTH PROP 4 SS 218.0 _ _ _ QUALITY SERVICE LINE BMP C2RIMET3ER8�7ENCE 10',6UILDING STpUCTtO�'t GRADE WM - SDCB I I I SITE: SETBACK LINE BMP C233. SILT FEN E 8513. POST-CA Np pEPTH FIST I _ TYPICAL M M �� FENCING TO PROTECT p�CE-gICTTE N SOIL QUALITY I ZONING: I of wm � - SSC�%O DOWNSTREAM / DOWNSTREAMSI EOF I 10 � UTILITY I P. U.D (UNDERLYING R2) PROPERTIES STOCK PILE N� 4. 6T 12:04' 43 29 I E ACE EASEMENT ' BMP C103: IGH VISIBILIN IuKhuuu KIb ' 1 - 6.00' x—xLINE %L ENTRY INT CONSTRUOBTION S WITH CITY GUIDL NES MPU N I o 2 0 2 67 PROPOSE04' SCH 40PVC DRAIN LINE o: x . 1 % SITE SIDEYARD MIN 5 , 15' COMBINED REAR/ I 10' i I I N 1 I �/ I SEI I ti ( I ` I FRONT YYARD MMIN 220' ! i I f — .�„_ =-D --------- -- YARD' @U�DING , HEIGHT ALLOWED: JS' IA4AX j -- — SETBACK OPOSED: UNDER � f�, IPARKING: 3AN GARAGE, J INRKING SPACES RDRVIVEWAY SOIL I3TOCKPILE LOCATON OT LINE 8 I Y J I IGHT-OI20.56I U t 1 COVERED I 1 BMPC 23: PLASTIC COVERING INE o PORCH I . T , LOT COVERAGE I ` COVE WITH PLASTIC DURING I I � - 'STORM ENTS AND WHEN NOT -'. W i 22D.80 FF MAIN BEING ORKEDD FOR ORE THANLU BUILDING AREA: Of i 210.80FF11 i I URB & 2932 6.F. I / I I I .( > i I PATIO BELOW r h GUTTER - - L07936 SF o FMMCOVERED DECK __ ��'I r I Lid llI o 20 REf�R YARD I ;-: , T / O BUILDING I S�TBACK i - I o = 7 � i I , _- ' - - _ . _ _ .. � PERCENT C0�6ACE:J OX I , o I MAXIMUM ALLOWED: J7.5X I I I I e 1 " 1 = Q IMPERVIOUS COVERAGE I I b I r 7A°/ J BUILDING: 2,585 S.F. S LL —_ t I STEPS/WALKWAY: 28 S.F- _ I w PORCH., iJ9 SF. f o I _ PA RO: 206 S.F. I o o I � ' l� I 218.58 ( DRIVEWAY.• 584 SF. n 7C DRWY I TOTAL: 3,542 S.F. LOT AREA: LOT LINE I I I I `� I Q PERCENT COVERAGE., e Q 3,542 / 7,936 = 44. 6X GARAGE I �' j DRIVEWAY MAXIMUM ALLOWED: 48. OX I YD I S I I I h . f 20' BUILDING iONSTRUC I I / W SETBr{CK LINE p BMP C12V MULCHING 20.100' ,62 BMP sR[C23 LT FEIsTsj� I � I I I � I ` SOIL OUPLITY AND DEPTH N I TC DR i o i ITC DRVJY FENCING TO PROTECT I I �I —� DOWNSTREAM i pCth1: MULCHING & ION PROPERTIES 8513: POST-CON�DDE x saLquAur L-------- �_ _ O sr a ---------------- ----------- / .� --P Z PROPOSED 4' SCH 40 PVC DRAIN LINE � o I 276T I I ; / 2 I GRAPHIC SCALE 207.0 1 66, 00 /OO I -_ _ ._ _ - GXRADE ,$ i- . - , 19I69, I 0 3 6 12 113.3T I Eroslon Control Notes for Residential Cnstructon - City of Anacedes / � l I / I I �. ( TN FEET Y CHECK DAM PER BMP j I 220.8 I Horiz. Scwte: 1 1hch = 6 Feet C207: CHECK, DAMS, I EXIST SSMH A. Erosion Control Best Management Practices shall be in place per the O Q AS NEEDED: LOT INE / I I GRADE , _ accepted site plan prior to any construction start. I 148 NORTH B the surrounding conditions s inspected once aday and modified to meet I >Z — BMP C103 HI71CTPNC�SIBILITY / I the surraundmg conditions as needed. C. The storm drain system shall be cleaned daily (Section 7-07.3). All I Lcl TOREDUCERISKOFPUBLIC I i , LARRABEE LL T drainage systems shall be cleaned to the acceptance of the City of O CD i ENTRY INTO CONSTRUCTION I/ ® r'Yl l Anacortespriortoacceptanceofthep;ea. i , ' �L ? SITE 3—CAR GARAGE LEFT T € 0 Stabilized construction entrances and roads shall be installed at the CM) Lo % beginning of construction and maintained during the duration or the `vim �� ' project, Additional measures may be required such as wash pads to i� m / ensure that all paved areas are kept clean. No mud is slimed to enter ) I EROSION CONTROL PLAN onto City streets. > w ;jl E. Any soils exposed that will not be disturbed for two (2) days during the i Ile I / I i LOT 27 (P 133685) wet season or seven (7) days m the dry season shall be immediately 1503 LATITUDE CIRCLE V t stabilized with the approved ESC methods (seeding mulching, plastic / xi I I I cove (2) week I /� /� ANACORTES, WA _� F. Two (2) weeks prior to the beginning of the wet season (October 1 ) all i ' LOT / 6 I / I �J disturbed areas shall be rev ewed to identify wh ch ones can be aeetletl ( L v I in preparation for the winter rains. Disturbed areas shall be seeded F79 within one (1 ) week of the beginning of the wet season. A sketch map / I I U ,C� r6i of those areas to be seeded and those areas to remain uncovered shall JOB NO: PLAT OF "48 NORTH" be submitted to the Project Manager. The Project Manager can require ABBREVIATED LEGAL DESCRIPTION: I I I DESIGNED: LG - - seeding in additional areas in order to protect surface waters, adjacent properties or drainage facilities. LOT 27, 48 NORTH PLAT & PUD, SEC77ON 22, TOWNSHIP 35 I r/ a DRAWN: G. Penalties for an Erosion Control violation am subject to a $300 to $1000 NORTH, RANGE 1 EAST, W. M. , CITY OF ANACORTES, SKAGIT line under Chapter 17.66 - Penalties for Violation. Each day is COUNTY, STATE OF WASHINGTON. I I I DATE: 0 2/1 212 0 1 8 considered a different violation, / I SHEET 1 of 2 LANDED GENTRY HOMES AND COMMUNITIES Lovuc . Sea-Cl aft 0YFE DZH as M1�e - Isl , Shannon rclolNY,, Shannon PDurt °-al Marine Center L_(, ril , ,_. mIj 97 IF �o = y . . A - o3�e Qz SITE LOIF CATION Ship Harbor Inn 4� r,� = Cron:;=rry ,> ! a '/.I Park - Alf? - San Juan Airlines 0 - L 1 9 .Id „, - I I .. Its IN Fit , NY Th FIFF vuy r , Airport = O r, T Z 1.. as ANACORTES , WA Skyline Marine Canter _ IN, - FLY ii NZI IFNI 48 NORTH Skyline Marina Fir Owners Association LARRABEE LL 3-CAR GARAGE LEFT IFNI IN. 0 ' rl EROSION CONTROL PLAN Fro r LOT 27 (P133685) Map data ®2017Google 1503 LATITUDE CIRCLE VICINITY MAP ANACORTES , WA LOT 27 ( P133685) 1503 LATITUDE CIRCLE doe NO: PLAT OF '48 NORTH" ANACORTES , WA DESIGNED: LG DRAWN: DATE: 02/12/2018 SHEET 2 Of 2 BUILDING PERMIT APPLICATION REVIEW : V'sLQ 21 � ' C VS DATE : I � � � PERMIT # : SITE ADDRESS : I PARCEL # : SURVEYED SITE PLAN : ❑ yes ❑ no i • Does site plan & dimensions match survey ❑ yes ❑ no ZONING DISTRICT : • Is the land use permitted in zone �C yes ❑ no CRITICAL AREAS : • Is an critical areas located either on the subject property or within 300 feet ❑ es Vno Y J p p Y Y SHORELINE JURISDICTI N : • ❑ yes no • Shoreline Environment : Setback from OHWM : • Is the land use permitted in environment ❑ yes ❑ no IMPERVIOUS SURFACE MAXIMUM : l n i MINIMUM SETBACKS : I MINIMUM LANDSCAPING : MINIMUM # OF TREES : MAX LOT COVERAGE : rr l� MAX PERMITTED HEIGHT : ceo/ � OFF-STREET PARKING : EASEMENTS : � wy x o N .a f r _ 3 s + r. z �r t l Print Window Page 1 of 1 Details for Parcel : P133685 Jurisdiction : ANACORTES Zoning Designation : )s Please contact the city of ANACORTES for ANACORTES iEr i ` zoning information. Excise Affidavits eeff Document scans of excise affidavits Parcel Number XreflD Quarter Section Township Range P133685 6042-000-027-0000 SE 22 35 01 Owner Information Site Address(es) Map Links 48 NORTH ANACORTES LLC 1503 LATITUDE CIRCLE Open in iMao 504 E FAIRHAVEN AVENUE Anacortes , WA (Jurisdiction, State) Assessor' s Parcel Map: BURLINGTON , WA 98233 Zip Code Lookup I Site Address Information PDF DWF Current Legal Description Abbreviation Definitions (0, 1822 AC) LOT 27 , 48 NORTH PLAT AND PUD , RECORDED MAY 2, 2017, UNDER SKAGIT COUNTY AUDITOR'S FILE NO. 201705020028 , 2017 Values for 2018 Taxes* Sale Information 2018 Property Tax Summary Building Market Value $. 00 Deed Type WARRANTY DEED 2018 Taxes will be available after 2/15/2018 Land Market Value +$ 1081000. 00 Sale Date 2017-06-02 Total Market Value $ 108 , 000. 00 Sale Price $4 , 350, 000 , 00 Use the Taxes link above for 2017 taxes Assessed Value $108 , 000 . 00 Taxable Value $ 1083000 , 00 * Effective date of value is January 1 of the assessment year (2017) Legal Description at time of Assessment *Land Use WAC 458-53-030 Neighborhood (21AVIEW) ANACORTES VIEW RESIDENTIAL Levy Code 0900 Fire District School District SD103 Exemptions Utilities *SEW, WTR-P Acres 0 . 18 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/Search/Property/ 12/28/2017 I11111111 �uu��uui 11111111/ 2 170 11201128 AUDITORS QE IFICATE 48 NORTH PLAT & PUD Skagit County Auditor :162.00 5/2/2017 Page 1 of 311 : 40AM RECORD OF SURVEY AT THE._Xt{�f005-. OF DALE K. HERRIGSTAD SECTION 22 , TOWNSHIP 35 NORTH , RANGE 1 EAST , W. M . _ ' NEW " CITY OF ANACORTES , WASHINGTON A T D POSY UD R WE GENERAL INFORMATION ' ; . ::;: -:::. , SKAGIT COUNTY TREASURERS CERTIFICATE DEDICATION " _„. 1 . Assessor's Account No.s 350122-4-004-0000, P31681 . 1 I certify that all taxes heretofore levied and which have become a lien upon the Know All Men by these Present thgt�='§Wrf'f s`IN BAk, rtiortgage" older, and 2. Description and exception information is from the 3rd lands herein described have been fully paid and discharged accordin 48 NORTH ON FIDALGO ISLAND, LLB:, V6 perty. he rw r of The imnd hereby platted, dotedRevisioMarchn to S�bd2017n Guarantee, Order No: 153377—OA, records of my office, up to and including the year of 201'�. JOt0 a8f� gvenudeclarestshownhis ahereont and danid lh Luse er of o al?ubl �c fekreu ?r, streets and 3. This property is SUBJECT TO and TOGETHER WITH d w oFFlew Ca - p � , c pliposes consistent p p Y (l ® G' with the use thereof for SIN }'li-ghwafi„ pubposes ,.*Jett sr with the right to make easements, reservations, restrictions, covenants and other Certifie this aL— day of 20 4. I_ '.v..� 7 all necessary slope for cuff dAd If urn t1�e . l5is _arid blocks shown hereon in instruments of record including but not limited to those , IIIIII the original reasorsle grac ng'> of is :{,_ such;. sfY 'ets<;: nd avenues shown hereon . instruments referred to in the Subdivision Guarantee 11 j • The Owners an¢i #heir'"agsi r% Ix:r�p 4waiv6.1 Il.;.: laims for damages against 9 Y " .: 9 9 referenced under Note 2 above. Said report lists documents Skagiy Coun rea rer t ��� which may be okra ' ned�_•;-o '4ha ; ddiacant p'iaSperfies by the construction, recorded under Auditors File Number AF 732440 (Avigation r° �Wesh��`� drainage ,c tt ,.maiNt '-iu .e bf ai r8i4d ''4nd or area. Easement) , AF 200807220033 ( Record of Survey), AF CITY OF ANACORTES APPROVALS _ 201607050142 ( 10' wide Puget Sound Easement over new The Planning ommilain of h City of Anacortes meeting in regular utilities), AF 201612060089 ( 10' wide Puget Sound Easement session on — did find that the 48 North Plat & over new utilities) , AF 201612190147 (Covenants, Conditons PUD serves the public use & in erest & has authorized the Subdivision i and Restrictions on adjoining property) and AF 201702240096 Administrator to execute its written approval, S „Fr`ORTH ON 'rdD 1a3iYJD, 11C (access and utility easement over Lot 17 as shown on theNEF �— Y---� Plat) . Deed of Trust recorded under AF 201605130083 Signature of Planning Director State Bank). (Skagit ) = A prov I by the ncil of th City of Anacortes, WA, this 4. Residential Low Density (R2) , day of 'l�imrz 20 Et S1f IT SirYTE'' ANK 5. Water Supply: City of Anacortes. f/ /a D ', 6. Sewer Disposal: City of Anacortes ATTEST: City Clerk /IC drGL Y Satel' of Washington 7. Storm Sewer: City of Anacortes 77 \\ _ _ _.:0'oulSEy of Skagit Examined a approve this da of A IL. ;' '`f 20 "' . I cai-tify that I know of have satisfactory evi�de��nce that NQaS <CShbne) be✓9 PP Y 'FEE. ''._ ' '"'-• signed this instrument, on oath stated that L5/she/) wa /are) authorized to execute the instrument and acknowledged it as the Wna l e .N" of City e = 48 NORTH ON FIDALGO ISLAND, LLC to be the free and voluntary act of such party for the uses and purposes mentioned in the instrument. .16 Given under my hand and official seal this � day of �Drt—� • 1 20 I`1 'S-- Notary Public in and for the State of Washington Name printed t° L) Y1Y1 � L WelltVer " "'' E. WE�Cip'', Residing at AY1AC &yAe,% LAMA `.\=.�\6s,oeifNn�FWE NOTESP. My commissions expires 4ZL �20IS = +a;� N)L s '. 1 . Subject to Declaration of Covenants, Conditions, u;: PUB�t° m :mo0 WE o` Restrictions, (CC&R•s) , recorded under; 9jgARgo, .? y2�' l OF VJ P5� AFN COI r7 O50200� FND MONUMENT IN ' a:. '` CASE WITH COVER 20 ' N. 2- 19-2009 2. This plat is subject to the Tree Preservation Plan dated ). _: :,S 88,0 Or.; FEE- August , "' 2610. J9 ' 12, 2015 and recorded under; 22 /� lV"yr1. J,' t- �} f -t n4F ''-• ,_ 652. 6'0 652 60 ' State of Washington AFN �``� 1 10 ^��„��O fix: ;ht C \4 "� Count of Skagit oty ,i ,. ?. j yr FFFII ^ S QWIN N I certify that I know of have satisfactory ew ence that 1 rC1 > C'd+✓l T Ye�1 �11t rel _ j x. W O signed this instrument, on oath stated that she/) aNEW /are) authorized to execute the "� R ^ `O g Yice �rQscdersl 3. The PUD reference number PUD-2015F,WN and date " :f' CS O S 88.39 46 ' E O O ^ � instrument and acknowledged it as the of approval shall be included in all deeds and contracts. 655. 36 655. 36 SKAGIT STATE BANK to be the free and 2�1G ?\ ` LOT 2 z Q o voluntary act of such party for the uses and purposes mentioned in the instrument- `_ -. O - LC) FEW " p Given under my hand and official seal this Z�� day of >Qpnl 20 4. View Protection Covenant under Auditor' s ;:%" 'i ' ILL FIN = = N � cp O Notary Public in and for the State of Washington File No. _ P4re�� tl SITE N p „ wun '" , D f c✓ ed a f ��� 4C . FEW% IN / O N Name rioted e[ i r1'i L 1� 1°l l , dPa' 0 wEf V T bt GG dNEW lop+( '/ � � �o N Residing at Av� acorAes t0A :��. 6mt'owex,9�Nq' 2oj Q o No 504. 12 ' � My commissions expires LF 20la = w : , aoIPAY tZ _ IF - 658. 13 ca I - .:, � :: , „ Pug ~ _ INNzT S 88°59 17 E 812. 14 ' ' c� 'N�•'' ,pRILe 2� ; � FNFPy�p�i N S 88'S9 ' 17 " E '9lFOF'wPs��'' IN WEW LA i 1316.26 ' PI ' 1316. 26 ' = �, r: , :;:_. RR ;; � ,� `� 1 / 16TH � � �: in CORNER a of WAgH SURVEYR CERTITE ?: , _< U ' e og I har by ce of . that the 4 North PI`at & PUD is based upon rF "'NE) N ( r� an acFfal survey,, and subdivisign performed by me or under my .^ FND MONUMENT IN Q � ' supevis'ign ot , Section 22,;=To. nship 35 North , Range 1 East, ^ cp r vao� O CASE WITH COVER W.M . ;°" he "a _ laf"ar a " ' anct' correct representation of the land d CALCULATED CORNER 2- 19 -2009 .ffk =rualljr% ,suieye +:::th4;t #I courses and distances are shown C� ` O ;::ci.., X. iQn `'fie ground ; and that 1 have complied with the / 1327. 27 ' 1327. 27 ' 22 23 OWNER/DEVELOPER LAND SURVEYOR NFL.iti, �Im, "IFns 'rf tI statutes and platting regulations and that 48 NORTH ON FIDALGO ISLAND LLC DALE HERRIGSTAD PINES 01 an-eftl;_,contfal monuments have been established at each �^- I. N. ;:anl;, every 66ritiolling comer of the parcel of land being S 89.37'49 " E 2654. 53 27 26 PO BOX 319 4320 WHISTLE LAKE ROAD 1 4+FEW bdtided. SECTION 2 2 TOWNSHIP ANACORTES, WA 98221 ANACORTES , WA 98221 SHEET 1 OF 3 s : DALE°oK. HERRIGSTAD , P.LS. 5. Certificate No, 274807 � 35N , RANGE 1 EAST , W . M . PUD - 2015 - 0003 PW 16 - 005 - DEV Date � [ ` ` ® 1 I OWN BY: DKH SCALE: NOTED IN- n HERRIGSTAD ENGINEERING & SURVEYING SCALE : NONE V E DATE: APRIL 2017 4320 Whistle Lake Rood, Anacortes, WA 98221 (360 ) 299 -88D4 JOB 2015- 53 48 Nul" RiTH PLAT 11m 2 0 PUD ip�i����uoA 1.; • 1500�0028 SECTION 22 , TOWNSHIP 35 NORTH , +RANGE 1 EAST , W° M ° Skagit Counkl'4udLkg_ s, ee.no CITYT1v OF ANACORTES , WA�7HINGT®N �'/�27 Z6s 311 :40AM EASEMENT NOTE P31583 L071 SHORT PLAT ANA-98-002 LOT3 P31682 \ Q AF #9806220012 I M. _ PSE EASEMENTS UNDER Q aY AUDITORS FILE NUMBERS 1 N 86 ° 39' 46 ' W 3 _ CURVE TABLE ..; 16.28 ' , 201607050142 & p y J " v� �P -35P3' 75.12' 75.59' 201612060089 . �pz / �P o zo' SETBACK - 2,MM 2 _133_34' - NUMBER RADIUS ARC LENGTH DELTA ANGLE,;;'` '`NUM&15j0z'..RADTE Sy SRC LENGTH DELTA ANGLE 10' SETBACK C1 670.00' 83.10, 7.06'23'. ; . 0-F 80,00`4- 30,43' 21*470320 PVQ 10' PRIVATE 3 30' SETBACK 4 p�� SD ESMT a C2 67,5D' 165.72' 140°40'40`' `' :;, ., $ " 9,R:fi1' `" 5.15' 3'16154' 5 � 3 _ 10 , 690 SF I C3 57.50' 89013' 8864 41'' '` u,,. VA ME -'�0.Q1�` 52.D6' 33'08'26' 7861 SF _ C4 57,50 90,09' ... 89°4611' °;_ ,; T '30' ° .,> `- . ?D`AO 29,15 18.33135' pQ� �c3` / s 8007 SF 408qttr 0 141D I C5 67,50' 64JT.,, iI n59°58'55' Mi ' :;;;'' '1 ;,. C� ;y ""647.50' 39,20, 3028'07' e � a ° / rl N BB•39146' W C6 670,00' 83.10' `. ;.. "•:;:7°1TT,?4m4_;. -__ C32` ir� 20000, 1D,06' 28*481200 406 rn +s. e � 10' PRIVATE r6 f5: 10' PUBLIC 3 n228' C7 687.50' 1a ?' "_ fQ '�4*;,; 33 20,00' 22,64' 64 50'S8' / SS ESMT1 F _ UTILITY ESMT 0 5 C8 687,50' M7.6mb:;)_f '' _3' 'c4;,�_L" J "C34 20.00' 26,36' 75°31'21' 1 I C9 50,00_ 12 76 1�4 $ 00 C35 20,00' 6,33 18°07'56' R1�� �S P � J� s 7755 SF/ �� e 5 cis L1 f" n 8092 SF ar C10 40 ti 'a;;, 62 Vk d1! 8648'4� C36 647,50' 39,01' 3°27'06' Fs � #r2 404 c� r�, r::: Cil 40.U _.; 62.67 '= 89'4f wS C37 522.50" 69:86' 7'39139' 414 C12 . .,;. - 0,00 ;_.. '= 4-, 18,11' 20°45'O8' C38 522,50' 20:00' 2011'35' Jpiv E< C2 �� N 87.47'58'I W C):a 5 110' '' ,; '- 1 9.8T «' f' 34°13'48' C39 522,50' 125,40' 13°00'15' I' r�s� r- ioro� ����, 86.6014 `" "" q,OD' _ 53" , :s' 22°24'53' C40 552,50' 80:62 6'22`54' OJ�� \ Ff r� F r� �\ IoMt Cl 90:00' yA,Q4'-- ° 19°06100' C41 552,50' 44,58' 4°37121' C34 22.50' 10 _.. �Q V �y 1a/ r, fly, for CIKn �Sp ROw ns ' � ✓ SETBACK \ �� ( Iy 1 1Eh1, 90,0 65.5T 41°44131' C42 670,00 34,52' 2°5T0T y `�2P / V�p� err- vo. rC1 RO 1 7682 SF W" Id;;:: ::�;._ �Z7 ' .: 90,OQ- :` 30,00' 19.06100' ofP , 22 ems. o� � � 30 1 , LINE TABLE _MMMp : .,.. . C18: '"+ : ...:_90 oIy' :;:'I 3D.16' 19.12'00' i ni F ti rl 8155 SF I I ;_ 416 MM :, , " �19 ' ':•Y; ' •90,0( r"e` 30,02' 19.06'36' NUMBER BEARING DISTANCE RSV `0�20�%tOP�� J 7558 SF /G� /W P�� rr �_ I Imo 4 I I� C2 ' :`:811,U0' 39.50' 28°I7'27' d• 5 s� r ID ��a r o� rrr � INMI. ® ,t 22.50' �! N 87.47'5 ' • I , v : Cm 80,00, 33,75' 24°10'07' L1 N 29°29'13' E 21.20' / NO LEGAL FOUND g Zd 21 0{ /�i �� / I S 88.59'17' E It ' 7.50 ROW lOD.00`•' . jr L2 N 29'29'13' E 17,30' 8rIrM2 -- = o P� w I F ",: :_. ,;. ... C�2 80:00, 34,21' 24°30'00' CU L3 N 34046'17' E 34.11' 1 8129 SF F i � 22so' %s ��` r 'r �' '- I n3.3T I - -x:, 3 80,00' 16.55' 11'51'16' C; r :: ,« .:a„ , s L4 N 60°33'11& W 20.02, r ROW icy FS9� o I� 10' PRIVATE I A ' +""~: : . C24 80,00' 23.74` 17.00'00'608 c ° 7.50' r *• "= "` C L5 N 39°30'43' E 22.2T g r r SS & SD ESMTw o: ;,.,,-:,::;ar I '{ ' 10' PUBLIC / RO r r ti I I I o , 1`t 7500 `0 `4. C25 80,00 30,02' 21'30'00' L6 N 39.30143' E 22,22' UTILITY SMT i �TRACT Cz � I 29 I I ^ _Ix : 41 ^ C26 80,00, 41,16' 29.28'39' L7 S BB°59'1T E 40,64' / / / 6552 SF I I 7936 SF i i_ `'=:x LB S 54.30'43' W 16.821 o © N'` 7.' #7%s :. w NOTES S 88.590170E I S BB•59'17' E I v P56562 �� I Z0 1606 "' o / If 116,27 1 113,37':r '"__ NI I v .10Q I 00 1 - �- SET CONCRETE MON WITH BRASS CAP IN CASE WITH COVER. 1D' PUBLIC I I I.A. 5 Q I I to 2, 46 SET RE-BAR AND RED CAP PLS. #27817- 7500 SF I I " I ^ I I UTILITY 23 I p ## I N I J 8 I 3. 0 FOUND EXISTING REBAR AND CAP MARKED PLS #9569 OR AS NOTED. 5 10' PRIVATE ' I NI ESMT I o I 28 "lml y ; o 0 o VISITED 1 -4-2017. 1 8287 SF I QI 7500 SF SS & SD• ESMT I I I I ; 3 ., SF I *: -`? ; 'nl I W 4. EQUIPMENT USED: CARLSON CR2 2" TOTAL STATION. I N In I 6b5 � f`- 5. ;, fir' 1420 5. ALL CONCRETE MONUMENTS WERE VISITED ON 2- 1 -2017. I 6��� I d I I I M. $ ..•r'" ::.. z -' J I cv 6. ERROR OF CLOSURE MEETS WASHINGTON STATE SURVEY STANDARDS. m I I I' o o I I Ifc'Op �� !✓ I L S 88.59'17' E I S '5117.: E ""'::-�:.- - :"' i I N 87.47158' IW 7. SURVEY METHOD: STANDARD FIELD TRAVERSE. I I la I l0 117,78' 13 T _ _ 100,00, I B. BASIS OF BEARINGS: Record of Survey, AF 200104030063. o, ,I 1 cu 9.= ADDRESSES SHOWN ON PLAT, 19 I ,, {- I �10' PUBLIC I ::' fr ' 4., ' ,. gl UTILITY ESMT Z 10. SEE SHEET 3, PUD AND PLAT CONDITIONS #2 FOR BUILDING SETBACK I 't 7500 SFoI I I Im 24 . ::::�;_:. ,� w " - 1 = • ,'"` p p� o ;:. I IN Ln Q f� I REQUIREMENTS. 604 ti I to o 1 n 818 5 ;:" D ^ " I_m 9 F I� I o 62• DI i � N � i I� o� .. I� 1 --�. ' : I^ 7500 SF izoN " _ 503 I I ^ Q ¢ 117,511 I .. :''Y. S 8459'f ' E " � X�y ``< "ee•s9'1T E I I D2 OFFSET PROPERTY CORNER NOTES ROW ROW IMF >}6.0 t., 0 113:37' I N 87.47'S8' IV IND �y s 100.00' 1Q REBAR & CAP SET 1 .00' S 32'20'S6" W OF g o to °' i °' p 1 :.` ° '; ,: `~ �- � I m M I 10 I _ ;.I G .. "` = ' I i m TRUE CORNER DUE TO FENCE. �t "' I .`Do a: _ m-i.I+„?• N I 2 6 I tm., tV', I ,,, - I `' 2'� 4 ,S` : - cu o m 10 ® REBAR & CAP SET 1 .00' S 1 .20' 14" W OF 1 �78102SF I �^ "` , : 5i � I �; 8175 SF I � m 7518 sFIN TRUE CORNER DUE TO FENCE. )s. '`� dii ^ iv � o REBAR & CAP SET 0.75' N 1 '0'43" E OF „4; rp `�• " ' - <- -\ � 20 =SE]$ACK Z I 1505 I / C3 04 ID ^ TRUE CORNER DUE TO FENCE. ;;;* _ _ �- _ L10' SETBACK i p1 / ® REBAR & CAP SET 0.50' N 13021122" W OF HER N 86'S9'1.7_.;"'1J - O TRUE CORNER DUE TO FENCE. �:M hJ - - 74,35' 74:19' k :-oe Wns^ «; Car / N 8T4T58' W I ® REBAR & CAP SET 1 ,00' S 62027'00" E OF � ' 92,lEir, N °' � _ c IM FND REBAR & PRIVATE 20' SHAWD A'C.GSS &A LAmUDE CIRCLE _- L� ry� Q� 109,56' I Qti TRUE CORNER DUE TO FENCE- �t � / CAP HERRIGSTAD UTILITY-tU AF 2t 7 24QL4y6 N B8.69'17' W 148.54' �j /S �� ® REBAR & CAP SET 1 .00' N 58*292419' E OF \ 0 11 I TRUE CORNER DUE TO FENCE. ,::,: 4 054 0 0 �s.��r c� c s� s� 12'02" w of s ...........:- � ; _ _ 39,16' * _ _ 80A0' _ - _ 29.36' C2 L r,\erf� a •> 8 SF ^ � p CORNER DUE TO WATERMETER BOX. w^t �" � - _ 10' SETBACK 10' PUBLIC r- 15D6 ,UTILITY ESMT A �, spa mml 17 16 w 15 w 14 w 13 �;6� ^s3 N 87.47'58' W P58-5� 1�,441 ` o 7617 SF '�F T� 9asr ,._t : - 8092 SF m ,� 7930 SF N 8000 SF d N Im OWNER/DEVELOPER LAND SURVEYOR :.,;,� "".,;, 1.1 Z - 1518 �',M 516 "' 514 w `' 512 � � , I 12 GRAPHIC SCALE 48 NORTH ON FIDALGO ISLAND LLC DALE HERRIGSTAD PLS ;? = . .. 0 = - - (" - �^ - _ N 3 8849 SFI zs o zs so 100 PO BOX 319 4320 WHISTLE LAKE ROAD - _ _ 30' SETBACK - - - i rl = aG Flo ( IN FEET ) ANACORTES , WA 98221 ANACORTES , WA 98221 MM 75.00' 4 `" 10' WA ES T 89.08' 1 inch = 50 ft. '• 80.00' 80,00' 76.06' o " 1 /tsTH 3 S 88°5 1T E 504.12' 103.98' ,� 34.0' TPOB MOM%r,V. 'L _ '`'` CORNER SHEET 2 OF 3 "1 / * LOT 15 SHALL BE CLEARIDGE DIV. 11 P82597 P82596 r PUD - 2015 - 0003 PW 16 - 005 - DEV _ _ •., .�, � TALLER THAN 25' AF #B204Z20013 I FROM THE NE r P82593 1 CORNER, P82595 P82594 / DWN BY: DKH SCALE: NOTED HERRIGSTAD ENGINEERING & SURVEYING DATE: APRIL 2017 4320 Whistle Lake Road , Anacortes, WA 98221 (360) 299 -8804 JOB 2015-53 48 NORTH PLAT & PUD io►1so17102 r;,; ,�a►I�P��►�� SECTION 22 , TOWNSHIP 35 NORTH , RANGE 1 EAST , W . M . NNIN z, eo 2002f3 Skagit aflan%Audnpr $168.00 CITY OF ANACORTES , WASHINGTON NI 0Into In Pege 3 t , .4UAM PUD AND PLAT CONDITIONS 48 NORTH PLAT & PUD UTILITY and ACCESS EASEMENTS & DEDICATIONS LEGAL DESCRIPTION PUD-2015-0003 1 . An easement is hereby reserved for and conveyed to the CITY OF ANACORTES, That portion of the South 1 /2 of:;9fie NSi4east ' 1T.#, otithe SoYtF pgt „1,r4, of Section 22, Township PUGET SOUND ENERGY INC. (A.F, NO. 201607050142 & 201612060089) , FRONTIER 35 North, Range I East, W.M,,;°iyina::8ou hea ly of 'f$e "L lRROWS BAS ROAD', IXCEPT the "COPPER All parcels within the subdivision are subject to the "Findings of Fact and COMMUNICATIONS TELEPHONE COMPANY, CASCADE NATURAL GAS COMPANY, AND MINE ROAD" along the EasN'': ne t€dereof, _ABdb E} iEPi tYF,.foftbving described tracts: Conclusion of Law ' as adopted by the Anacortes City Council on the 21 st CDMCAST CABLE TELEVISION COMPANY and their respective successors and e - day of March , 2016. The following Conditions were required to be assigns under and upon the front ten ( 10) feet, or as shown on the plat, of a.) Beginning at tom' Southeast"'tpmer o¢`'fhe SouthNip- N-: ' .2 of'the Northeast 1 4 of the So identified on the face of the Plot. t� / Southeast 1 /4 front boundary lines all lots, tracts and spaces within the plot lying parallel with of said Section; N. and adjoining all public street(s) , as shown on the plat, in which to construct, thence North 88'5 46'`it4esf`:.Wling `t#te 5pv#hr`tine.-4r said South of the Northeast 1 /4 of the 1 . (FF # 10) The lots in this subdivision are subject to applicable water, operate, maintain, repair, replace and enlarge underground pipes, conduits. Southe¢sf"4114, 30.Gkt fd ; to l e We'SC,; 1' IIIa of :l4ie 'COPPER MINE ROAD°; / sewer, and stormwater general facility and hookup fees and transportation, cables and wires all necessary or convenient underground or ground mounted then' Conti lit NortFi. 86 9"46' "hest 75;8$` feet; fire, and park impact fees. These fees are payable at levels in effect of ❑ppurtenances thereto for the purpose of serving this subdivision and other the time of building permit issuance and may differ from those fee levels property with electric, gas, telephone and other utility service, together with the lhenceNorY1': ,1124"`s, as€_, 6f3.34`lteet to the North line of the Southwest 1/4 of the Northeast currently in effect; sewer and water latecomer charges may be payable. right to enter upon the streets, lots, tracts and spaces at all times for the le ;}, 1 %: of `'thenu'heast`">1/4 •a onof , ike true point of beginning of this description, said point being purposes herein stated . ;_fhC`Northvlttst c'�ner>+ gf thaf certtiin tract conveyed to the Port of Anacortes, a municipal 2. (FF # 11 ) ZONING INFORMATION: 6Arpordkion, fj .,deJ. reef tcd` July 22, 1968, under Auditor's File No. 716164; Underlying Zone: Residential District (R2) 2. A 10 foot private storm drainage easement across the North boundary of ,, thfte ii sat. irik,. point of beginning run South 2'11 '29° West along the West line of said Port Zone' s Minimum Lot Size: 7 ,500 Square Feet Lots 2, 3 and Tract 8 as shown on the plat is hereby reserved for and of AAhco& traCt ;:SA '6stance of 15 feet; Gross Acreage: 7 .48 Acres (included 1 /2 abutting ROW) conveyed to Lots 2, 3 & 4 for storm drainage to service lots 2, 3 84;;r9.LN:icr::;,. , - iz, thence'1Wes(t. parallel with the North line of said Southwest 1 /4 of the Northeast 1 /4 of the Net Acreage: 7 .20 Acres which to construct, operate, maintain, repair, replace and enlarge ux5er rqunt% :• Sautheest 1 4 to the Easterly line of the 'BURROWS BAY ROAD"; y g ( ) per Gross Acre pipes, thereto for the purpose g '" "'Zone's Maximum Density: 4 Dwelling Units DU P P pu ose of serving the lots herein. The m�?Thte35nce'' ;yf :tfign°e' Np fhedy along said Easterly line to the North line of said Southwest 1/4 of the Northeast Density Calculation: 4 DU 7. 48 Acres = 29.92, rounded to 30 DU the improvements to the easement will be the responsibility of anti shared by 1 /4,,pti"the Southeast 1 /4; Proposed Lots: 30 Lots + 1 Community Park the benefiting lots. 4'" ; ''tI1`erice East along said North line to the true point of beginning. SETBACKS: 3. A 10 foot private sanitary sewer easement ocross art@ ^'At thwE t 'Ffrfunda of= )' n b.) Beginning at the Southeast comer of the South 1 /2 of the Northeast 1/4 of the Southeast 1 4; Front Yard : Lot 1 and Tract B as shown on the plat is herebyf; rese ed. foF:; ant , cdYeveyed , ;:_ / thence North 88'S9'46' West along the South line of said subdivision 30.00 feet to the West line of For lots 3- 17 only, the front setback is 10 feet for the residence & 20 to Lot 2 for sanitary sewer pipes to service lot in,;:aVhich"' h$,_ cdijijst isGt, "" the 'COPPER MINE ROAD', and the true point of beginning; feet for garages. operate, maintain , repair, replace and enlarge unperr.... and pipet ,. fad the`=' a#trpossr`' J All other lots must meet the 20 foot front yard setback for the R2 Zone. of serving lot 2. The maintenance of the impro IN: err)ents to the 'ieasIment will be thence continue North 88659'46" West 781 ,88 feet; the responsibility of lot 2. a; thence North 2' 11 '29' East 669.34 feet to the North line of said subdivision; _ thence South 8540'23" East along the North line of said subdivision 760.00 feet to the West line of Rear Yard: 4. A 10 foot private sanitary sewesa`&, stq• m i,.g ."` .xpsemeri P( ross the the `COPPER MINE ROAD For lots 3- 17 only, the rear setback is increased from 20 feet to 30 P ry rm �+�raiMa a ,� feet. West boundary of Lots 27 , 28, fig` & v'0 a5"r:,shotiin trot_ this""'plat , i ` hJIN% ereby thence South O'1B'59' West along said road a distance of 664.96 feet to the true point of All other lots must meet the 20 foot rear yard setback for the R2 Zone. reserved for and conveyed to tits ; 6 , 27, 2$ , 29't. & : fp{ ::gbhitary sewer & beginning. storm drainage pipes to service ''afots'N26, 27, 2 Zj & 30 in which to Side Yard: construct, operate, maintain , repaii;,- replace and _enarge underground pipes for Situate in the City of Anacortes, County of Skagit, State of Washington. All lots shall meet the R2 side yard setback requirements for the R2 the purpose of serving the lots hehin. '°i1The mcAnt6hance of the improvements Zone. to the easement will be the responsiTgliph,ptpty+' of _ fid -;tared by the benefiting lots . 3. (FF # 15) A homeowner's association shall be established and be 5. A 10 footamrivate sanitary sewer & 'Na�tortva - drainage easement across the responsible for the maintenance of the bioretention Swale (Tract A) , West boundt#,y 64. Lots 18, 19 , 20, 21 &';bract A as shown an the plat is hereby reservd i6rr., and conveyed to Lots 17, 18, 19, 20 & 21 for sanitary IMPERVIOUS COVERAGE LIMITATIONS landscaping buffer (Tract B) and community park (Tract C) . sewer & storrri drd%age pipes _ tq service lots 17, 18, 19, 20 & 21 in which to coils ct, operat8 , rrtgintain„ ;tom dr, replace and enlarge underground pipes for Based on the storm water design far the plat the total impervious coverage for each lot is 48�. 4. (FF # 19) Pursuant to AMC 16 .50 . 120 (D), the applicant shall record p " p 9 9 P p i'e ..pur q$e of seising'";th, "iot 'fierein . The maintenance of the improvements notice with the Skagit County Auditor' s Office which provides a public tw. tRg)6,_;sap, iment wiik. be°'ih@• =responsibility of and shared by the 'benefiting lots. record of any approved tree preservation plan and conservation areas; the N421. '' e _NdNp+ application of this title to the property; and that limitations on actions . isT :;;, 6. ` :, 4-_20 fit &`" 7;ra fait public water main easement on and across Lots 12 & or affecting the property may exist. See recording number on sheet ft., 113 '`ps ` skauvrn,; iiq;;,th$ '=plat is hereby reserved for and conveyed to the City of Anaorfes,.;ir5` whiclti` to construct, operate, maintain, repair, replace and enlarge 5 . (FF #20) This Subdivision is subject to the Tree Preservoti;}tTi'4MdA,,;: _ '11 unde�tgro ind pipes for the purpose of serving this subdivision and other property Dated August 12, 2015. Retained Trees shall be maintained "bytk „ lot`' kith `Water service, together with the right to enter upon the streets, lots, tracts owners, unless approved for removal by the City of Anacortes„ ` uefd s ac s at all times for the purposes herein stated. pill 6 . (FF #21 ) The maximum permitted height for Lot,_ 15 s$lall ; be restricted `r+, . ., =` ' access and utility easement on and across Lot 17 is described in to twenty-five (25) feet from the high point of tN1e ope y 5f. existing Auditor's File No. 201702240096, grade. fee- _- % 8 . Tract A is hereby dedicated to the City of Anacortes as a storm drainage 7. (FF Modifications) Lot coverage is rrstlifiet7'' from ' l ? 2ianini ":;pjstrict -=g conveyance and water quality treatment facility. Tract A will be maintained by maximum of thirty-five (35) percent the 48 North Home Owners Association and the Cityof Anacortes. The 48 -,.;tt ` a;rrlaximtfcrFri of' ` thiry . seven and North Home Owners Association maintenance and upkeep requirements are one half (37 .5%) , it identified in the recorded Declaration of Covenants, Conditions , & Restrictions. uai '' See Note # 1 on sheet 1 of 3. All other maintenance and upkeep is the responsibility of the City of Anacortes. N. ;• _ 9 . Tract B is hereby dedicated to the 48 North Homeowners Association for the Id purposes of landscaping and landscape maintenance . ; _Nptt 10. Tract C is hereby dedicated to the 48 North Homeowners Association for the purposes of a Community Park to be maintained by the Homeowners Association, pip 11 . All common retaining walls will be the responsibility and owned by the 48 �'. "WASy RR% a IF %pF ' .,3' � Np North Homeowners Association . A 5 foot wide easement across Tract C and Lot m :�A 30 for the length of the wall as shown on the plat map is granted to the ~ Np Homeowners Association for upkeep as identified in the recorded Declaration of -;;, ` Covenants , Conditions, & Restrictions. See Note # 1 on sheet 1 of 3. as �7807 s,. XN ;__ iiio, N ,. ::,.. ::. .- >_. , is kip, _ OWNER/DEVELOPER LAND SURVEYOR 48 NORTH ON FIDALGO ISLAND LLC DALE HERRIGSTAD PLS - PO BOX 319 4320 WHISTLE LAKE ROAD =.,:. d-hANACORTES, WA 98221 ANACORTES , WA 98221 SHEET 3 of 3 J. PUD - 2015 - 0003 PW # 16 - 005 - DEV DWN BY: DKH HERRIGSTAD ENGINEERING & SURVEYING SCAL : NOTED DATE: APRIL 2017 4320 Whistle Lake Road , Anacortes, WA 98221 (360) 299 -88D4 JOB 2015-53 N LOT 28 I O ' wl I ; LANDE NTRY I z SEC �` 5 2011 10' UT19ITY I I II OMPS AND CO \i 3fUNITICS o EASE; NT LINE I I � " I GENERAL NOTES - —j I g In I A 113.37' I LANDED GENTRY �° �y� ��ag _ ,°� OWNER: 2 .22' v ' I ®F A • AC E `er 504 E. FAIRHAVEN 206.0 I L 66. 00 21. 7 98�33 7 360) 755 BURLINGTON, WA EXIST I r v r v r v z_ _- _ _ _ GRADE - .:: .::� v v r r r ..., 9021 SSCO LOT LINE I I WM BUILDING: 1ST FLOOR AREA 7,914 SF p!� I 306 SF I - TOTALLFLOOR RAREA- 3,220 SF JENT SI YD GARAGE AREA- 696 SF 215.0 SCOPROP. 4" SS I GEXIST RADE WM SDCB � T�rPIcaL SERVICE LINE _ ZONING: 14 SSC � 10' UTILITY I P.U.D (UNDERLYING R2) 1 _ _. EASEMENT4.67' 72. 04' a I SETBACKS: .� . s ...�, 43.29' I LINE ALL SETBACKS IN COMPLIANCE 7. 002. 6T . , _.e «. . ..,e �.�_ ...._ � �.. ., . _. ., �: WITH CITY GUIDLINES PROPOSED 4" SCH 40 PVC DRAIN LINE j o SIDEYARD MIN 5' 15' COMBINED REAR I � N I I FRONTYYARDARD MMIN IN YO' I $0' FRONT Wr7£1cNT: YARD BUILDING J MAX. ALLOWED: 35SETBACK r , PROPOSED: UNDER IPARKING:PARKING SPACES PROVIDED= I3 IN GARAGE, 3 IN DRIVEWAY I LOT LINE 81 Y I RIGHT-OF-WAY �.Ji o II i LINEILOT COl/ERAGE IwBUILDING AREA: IN w I I Z932 S.F. N I I > i PORCH ' o I CURB $ jQ - LOT AREA: I I O I n I GUTTER I 7,936 S.F. L) I PERCENT COVERAGE., H o BUILDING NG IS S YARD I Z932 / 7,935 = J7. 0% 0 � BUILDING I S�TBACK � _ . .- � -- �___:. -I I o I I I I ^ � MAXIMUM ALLOWED: 37.5% I I I I L 27 ! N ; I Q IMPERVIOUS COVERAGE BUILDING 2,585 SF. I I o O w I S10 I Y.• 28 S.F. Pa z I $ I I -. ST£PS/WALKWA I I D I PORCH' 106 SF. a v QZZ o PATIO: 2 SF, L) K I h "+ I I TOTAL: 3,542 S.F. a mo $I II I )II I I II o?Y ho III I Ii I� I I I I�I I LOT AREA: 7, 936 S F. LOT LINE PERCENT CO VE(RAGE .• GARAGE 3,542 / 7,936 = 44. 6% DRIVEWAY MAXIMUM ALLOWED. 48. 0% YD 2O.p0' Z I PROPOSED 4" SCH 40 PVC DRAIN LINE 207.0 2767 2, 00' GRAPHIC 2 S C AL E EXIST 66. 00' GRADE 79. ' s 0 3 s TL 22 08 11337' 1N FEET Horiz, Scale: I Tmh = 6 Feet XIST RAGE 220.8 EXIST SSMHGRADE 48 NORTH LARRABEELL 3-CAR GARAGE LEFT SIT PN LO I m I i I LOT 27E(P13 685) I I I I I 1503 LATITUDE CIRCLE LOT 26 I i I ANACORTES , WA O I I I ¢ I JOB NO: PLAT OF "48 NORTH" I DESIGNED: LG Q DRAWN: j I I SHEET 1 of 712017 FLOOR PLAN NOTES : 39141 14'-4" 24'-2" � I, ALL DIMENSIONS ARE TO FACE OF STUD WALL UNLESS NOTED OTHERWISE 21. TO COMPLY W/ 2015 WSEC SECTION R406.2, THIS HOUSE (3,041 SO, FT,) VERIFY DIMENSIONS SHOWN ON PLANS, DO NOT SCALE OFF DRAWINGS. WILL NEED 3.5 ENERGY CREDITS. TO ACHIEVE THIS, THE FOLLOWING 41-S"7a" 4'-1015" 11 4' " 4'-1015" 5'-4�° 8'-2° 5'-9" OPTIONS HAVE BE SELECTED FROM TABLE 406,2: 13'-1019" 24141 " 21 FRAME MAIN FLOOR EXTERIOR WALLS W/ 104 5/8" 2x6 STUDS Ai16" D.C. OPT, la (.5 CREDITS): EFFICIENT BUILDING ENVELOPE SEE NOTE 015 L 0 1 LANDED GENTRY TYPICAL. FRAME LOWER FLOOR EXTERIOR WALLS W/ 104 5/8" 2x6 STUDS FOR INSULATION VALUES. 2%11 24'-2" 2#" a 16" O,C, TYPICAL OPT, 3a (LO CREDITS): HIGH EFFICIENCY HVAC EQUIPMENT. USE GAS HOMES AND COMMUNITIES FIRED FURNACE W/ MIN. AFUE OF S4%, USE CHAMPION GAS FURNACE 31 FRAME MAIN FLOOR INTERIOR WALLS W/ 104 5/8" 2x4 STUDS o 16" O,G, W/ (OR EQ, - VERIFY W/ BLDR,) W/ 95.5% AFUE, 1/2" GYPSUM WALLBOARD BOTH SIDES TYPICAL FRAME LOWER FLOOR OPT. 5a (.5 CREDITS): EFFICIENT WATER HEATING. ALL SHOWER HEADS ( ALUM RAI ING W/ TEMP INTERIOR WALLS W/ 104 5/6" 2x4 STUDS • 16" O,C. W/ I/2" GWB BOTH SIDES KITCHEN SINK FAUCET . .S SHALL BE RATED AT IAA GPM OR LESS. ALL OTHER 1 ,T, bx(p POST TYPICAL UNLESS NOTED OTHERWISE, LAVATORY FAUCErS SHALL BE RATED a LO GPM OR LESS. ILASS PA sIELS (VERIFY 1 V W/ BUILDER - TYPICAL) c I f TYPICATYPICAL) Sit OPT. S ME CREDITS): EFFICIENT WATER HEATING. WATER HEATING SYSTEM � COVERED DECK4. FRAME GARAGE WALLS W/ 2x6 STUDS a I6" O,G. (VERIFY HEIGHT OF SHALL INCLUDE GA9 WATER HEATER W/ A MIN. EF OF 0.91. USE NAYEN 71 Ilb O 6/4x4 S49 CEDAR WALL ON-SITE PER AS-BUILT FOUNDATION) NPE-ISOA (OR EQ, - VERIFY W/ ELDR), UNIFORM ENERGY FACTOR OF ISO, z DECKING TOR EQ.) I RECOVERY EFFICIENCY OF %S%, (2)4660 XO .q .9 N 5. PLUMBING WALLS TO BE FRAMED W/ 2x6 STUDS • 16" O,C. SEE PLANS (SEE NOTE M4) FOR LOCATIONS (VERIFY JOIST PLACEMENT ABOVE AND BELOW FOR I DEC { CLEARANCE) 4x6 HF02 4xb HF02 TsJl 5060 XO I ' 61 ANGLED WALLS TO BE 45 DEGREES TYPICAL UNLESS NOTED OTHERWISE 5060 XO _ - '"SY: 4x6 HFrl 4 IS SOW FRENCH DOOR 1. DIMENSIONAL LUMBER TO BE HEM-FIR 82 TYPICAL UNLESS NOTED in 1 4x12 HF62 OTHERWISE O 1 CITYOF As r,16�V1 jmmv G � S 8- UNLESS NOTED OTHERWISE USE 4X6 HF=2 HEADER IN 2x6 EXTERIOR WALLS I - ABOVE DOORS AND WINDOWS W/ R-10 (MIN,) INSULATION. USE 4x6 HP2 .\ HEADER IN 2x4 EXTERIOR WALLS (IF APPLICABLE) ABOVE DOORS AND IL q X Rt WINDOWS U.N.O. BEAMS AND HORS, TO HAVE 1 1/2" MINIMUM BEARING MY d u = I = O TYPICAL U.N.O. (BEAMS SHOWN ARE MINIMUM REQUIRED OR BETTER SIZE AND GRADE MAY BE INCREASED PER BUILDER'S DISCRETION) O v MASTER BEDROOM 3 to V _ i 1 a ILL9. VERIFY PLACEMENT OF 4X6 POST IN STUD WALL BELOW ENDS OF au I F. I GIRDER TRUSS ABOVE W/ ROOF FRAMING PLAN ON SHEET A4.I m IQ Qa Z 7 �' I �IQ j W 1 VAULTED 11 U1 r 10. PROVIDE 2x6 BACKING IN ALL BATHROOM WALLS FOR TOWEL BARS, LL = 1 GREAT ROOM 1 LL °x TOILET PAPER DISPENSERS, MEDICINE CABINETS, ETC. BETWEEN STUDS. 1 J 1 = COORDINATE W/ BUILDER/OWNER FOR LOCATIONS I S S II, INSTALL 1/2" HIGH-DENSITY GYPSUM WALLBOARD AT GARAGE/HOUSE 14'-2" '-S° W 121-10° 1? 9'-10" 2'-6° 'a WALL AND GARAGE BEARING WALLS, < 5/8" TYPE-X GWB s GARAGE J I in CEILING IU mmmmmmI _ ..: 1 34 1/2" HIGH 2x4 12. INSTALL 20-MINUTE RATED DOOR ASSEMBLY W/SELFCLOSING HARDWARE , " , I STUD WALL BELOW 13, REQUIRED STAIR RAILINGS TO COMPLY WITH IRC SECTION 312. DECK �� T7 VANITY - it I RAILINGS TO COMPLY IF DECK IS 30" OR MORE ABOVE FINISH GRADE la U (VERIFY ORSITE). S N s �' B'-B" 2'-2" M 11 Q _ II W 1 _ ' 14, EGRESS WINDOW DIMENSIONS, CLEAR OPENING AND SILL HEIGHT TO 10'-O" _ •} m y 113 m -1 - COMPLY W/ IRC SECTION 310A (VERIFY W/ WINDOW SUPPLIER AND/OR O m a MASTER BATH - - - r I 11 D -' 3L _ MANUFACTURER) a1 m 0 - 2 -6 _ _ S ( R _ 0 I I I V " 0 - JO O _ 15. COMPLIANCE DATA FOR THE 20M WASHINGTON STATE ENERGY CODE ( :; _ i _ I I I ❑ X = , IRC CHAPTER 11 IS AS FOLLOWS: I p W I I VAULTED SEAS: R-10 a PERIMETER ( UNDER ENTIRE BLAB --fit I >' i8 KITCHEN v v FLOOR: R-35 (( ADJACENT TO UNCONDITIONED SPACES) _ QI 1 WALK-IN WALLS: R-21 (R-IO MIN. • REAPERS, TYPJ - ,. N � ® K I CLOSET - INT. BSMT. WALLS: R-21 - " U. I FLAT CEILING: II (R-38 IF INSUL. DEPTH 19 MAINTAINED TO N I W 12 -4" O OUTSIDE FACE OF EXT. WALL) y. I m 1 I _ VAULTED CEILING: R-38 3 -0' I _ ` B DOORS: U•.200 MAX, (ONE DOOR UP TO 24 S,F, EXEMPT) OPT• _ 1 WINDOWS: Us,280 MAX, A - 6 ( R _ - c0 REFG, ANGE W I GLAZING: 551.0 S.F. s 111% OF FLOOR AREA - ' V,T.O _ - ' - - - - - - ' _ SKYLIGHTS: Us,500 MAX" Q _ _ _ 1 ABOVE D r 4 FURNACE TYPE: NATURAL GA5 FORCED AIR W/ MIN. AFUE OF 94% v = W D 3'' IN �0 REFER TO 2015 WSEC CHAPTER 4 < IRC CHAPTER II FOR VERIFICATION OF '< �S c�1 L'N' O 11ILA THESE VALUES (1 W a KI iv m U 'e LA M Y a z - BEDROOM 02 _ b" 39" VANITY 3 (L p = r 16. MINIMUM REQUIREMENT FOR ATTIC VENTILATION IS AS FOLLOWS = at m UIUI >; LAUNDRY o s m (CALCULATED s 1/300th OF ATTIC AREA): x1 C WN 3 -O BATH Oda x1 IS 2-CAR GARAGE: = ., L3 A MIN" REQ'D: 1,302,24 80, IN, N 3 CAR GARAGE =Y lix 13'-54,11 2'-6" m ACTUAL PROVIDED: 1,630.95 60, IN. Q�1 5' O° 4'-IO° 3'-l"�" l'-II " 4'-911" VENTED BLKG.: 106-88 SQ. IN, (15 c SA25 SQ, IN, EACH) - _ _ RIDGE VENT: 924,00 50. IN, M L/F s 12 SQ, IN, PLF) r m BE OJA . I E R. Q vTs SCAR GARAGE: , _ 12 BYPASS - - - 2 8' r NOTE •12 A 'Q LFW LMIN. REQD: 1,401.56 SQ. IN. CLOSET _ 'p ACTUAL PROVIDED: 1.816,03 SQ. IN, O C VENTED IEI 688,03 SQ, IN. (13 ® 5,425 $0, IN, EACH) SHELF t ROD 0 RIDGE VENT: L128,00 SO, IN, (94 L/F • 12 SQ. IN, PLF) GAS A3-FITR DN. 5 1 IRS N 3 Y r HWT r 11. SEE ELECTRICAL PLAN ON SHEET E1.1 FOR LOCATION ( SIZE OF EXHAUST 3'-0� 10'-0'F1" :�If �� IN�ATTIG PER 5'.211 O 2'-B" 3'-6" 1'-lui" in FANS, LOCATIONS AND SIZES REQUIRED TO COMPLY W/ THE STATE OF OPT, WASHINGTON VENTILATION t AIR QUALITY CODE ( IRC MI501.4 3'-5kz" � 0 - - II ARE AS FOLLOWS: ENTRY _ _ g ( R_ KITCHEN: 100 CFM RANGE HOOD I 4x12 HF02 HDR" CONT, PLATFORM 18" I I q' LAUNDRY: 50 CFM 80 CFM RECOMMENDED) ABOVE SLAB PULL-DN CLOSET - EATHROOMS: 50 CFM (80 CFM RECOMMENDED) 0 8'-0"xl'-0" OVERHEAD (SEE NOTE s1%) STAIR _ 6'-0" YPASS : N NOTE: ALL FANS ON 20-MINUTE TIMER TYPICAL. ELECTRICIAN TO _ GARAGE DOOR ATTIC ACCE88 in m m W - VERIFY INSTALLATION OF GFCI OUTLETS IN ALL WET AREAS, VERIFY i BOLLARD r- 4'-O" 4'-2Ys" 1- TYPES = 4 LOCATIONS OF ALL ELECTRICAL FIXTURES W/ OWNER AND/OR f n O Z s5 BUILDER I'-5h" 8'-0" 6'h " 5'-B" 3'-Tfg" 8'-255" m w a IB- INSULATE ALL ACCESS DOORS/HATCHES TO CRAWLSPACES/ATTICS 2-CAR GARAGE '� TO THE EQUIVALENT RATING OF THE INSULATED FLOOR, WALL OR t L CEILING THROUGH WHICH THEY PENETRATE iT IS, MOUNT HUT ON PLATFORM 18" A50YE GARAGE SLAB PER IRC 1301,3. -CAR CaARAG�E OPT . N O' 4x Fs2STUDY LL�1 STRAP HWT TO WALL PER IRC MB012, PROVIDE OVERFLOW PAN ( Q 166 to PIPING PER IRC CHAPTER 28. INSTALL T 4 P VALVE ( PIPE TO EXTERIOR SCALE: I/d" s I'-0" ADD 220 S,F, P1C Q LARRAB E E TERMINATION. INSTALL A VACUUM RELIEF DEVICE PER MFR'S SPECS" TO TEMP. at LOWER LEVEL HWT PER UPC 504.E 20. WHOLE-HOUSE VENTILATION PER IRC MI5O1,3, WHOLE HOUSE FAN LOCATED 4x6 HP2 IN LAUNDRY ROOM (VERIFY W/ BUILDER) Q SOSO XCI 21. DISAPPEARING STAIRS OR ATTIC e"ACCESS PANE_ COVERED W/ 5/ (SEE NOTE 414) GWB AND PROVIDED W/ WEATHER STRIPPING GASKET = At III FRONT ORCI-I 011 0 MAIN FLOOR PLAN 22, FIREPLACE TO BE SUPPLIED WITH OUTSIDE COMBUSTION AIR DUCT AT 4" CON . SLAB S i N COASTAL 2 LEAST 6 SQ, IN, AND PROVIDE READILY OPERABLE DAMPER. INSTALL GAS FIREPLACE W/ CLEARANCES AND COMBUSTION AIR PER bx12 HP2 HDR. CONT, _ _6x10 H 2 _ bxl HF02 MANUFACTURERS RECOMMENDATIONS AND PER CODE MAIN FLOOR PLAN 6 -0 -0 xl ' OVERHEAD GARAGE DOOR 23. 12 - 16" FIBERGLASS FACED GLUM BACKER AT TUB/SHOWER SURROUND c�vp Jos No: LARRABEE LOWER LEVEL 24, PROVIDE MINIMUM OF 22" x 30" ATTIC ACCESS W/ MINIMUM OF 30" HEAD SCALE: 1/4" = I'-0" 1,914 S,P, 5 -Bsi 11'-615" 2�4' P.T, 6x6 POST WRAPPED DESIGNED: LG PER BLDR, W/ 1611x 16FI CLEARANCE PER IRC 801, USE PLYWOOD DAMS TO CONTROL CEILING 2'-6" I6'-0" 2'-40 '-1" 2'-l" '-IO" 6'-O" 6'-O" MASTIC-APPLIED STONE DRAWN: JR INSULATION REQUIRED 3,220 TOTAL S.F. 21'-0" 53-61 12'-O" COLUMN BELOW (2 TYP") DATE: 12/13/2017 25, PROVIDE PARTICLE BOARD UNDERLAYMENT AT VINYL. COORDINATE GARAGE: 416 S,F. 381-6" SHEET TWICKNE55 W/ OTHER FLOOR FINISHES TO PROVIDE SMOOTH AND FRONT PORCH: 121 S.F. _ Al 1LEVEL TRANSITIONS BACK DECK: 196 S.F. 26, USE PRIMER/SEALER ON SLUM BEFORE AND AFTER TEXTURING LOWER PATIO: IS& S,F. WA 4'-SVO 5'-55a" 4'-5§" l'-694" 10'-IOV4" 5'-9" I'S -Iola" 24'-lu2" I L A N D E D GENTRY OVER CONCRETE OR MASONRY BLOCK FOUNDATION 23." 1241 12'-1" 2%11 HOMES AND COMMUNITIES EXTENT OF HEADER (TWO BRACED WALL PANELS) WITH DOUBLE PORTAL FRAMES I EXTENT OF HEADER (ONE BRACED WALL PANEL) I° - - - - - - - - -_ - - -_ —_ — _ _ _ ® _ _ —_ —_ —_ —_ —_ —_ —_ — _ — _ —_ —_ —_ WITH SINGLE PORTAL FRAME P.T. 6x12 D -L+2 P.T. bx12 D -L+2 P.T, bx6 osT COVERED PATIO A PONY R (3 TYPIC L) 4" CONC. SLAB (IF USING CRAWL R 1!N!1 WALL MIN. 1000 LB TENSION STRAP PER TABLE R602.10.6.4 (ON �q I SPACE OPT, PATIO BECOMES (� S HEIGHTt ° OPPOSITE SIDE OF SHEATHING) I PECK (SEE SHEEP A4.3) dl (2)4660 BHT. I DEC ° ° 0 0 (SEE NOTE +14, SHT. A3.0 1 05 2017 ° ° MIN. LHEAD HEADER PROHIBITED) ° ° SHEATHING FILLER IF NEEDED 4x6 HF+2 4x6 HP+2 - 0 0 e (STEEL HEADER PROHIBITED) E0 0 8060 XOX - ;EE 00 FASTEN SHEATHING TO HEADER WITH BD COMMON OR ; 51/8xe GLB 2 F-Y4 DF/DI 1 ��6080 FRENCH DOOR 00 GALVANIZED BOX NAILS IN 3' GRID PATTERN AS SHOWN FASTEN TOP PLATE TO I I 4XI0 NF+2 �' OF �SLG /� ® �}� � HEADER W/ TWO ROWS I I _ _ r_ ] � P°! R iy OF I6D SINKER NAILS _ I I TOTAL @ 3' O.C. TYPICAL 1 N WALL MINIMUM i000LBHEADER-TOJACK-STUDSTRAP 00 BEDROOM •4 I I II p HEIGHT PER TABLE R80210.B.480TH SIDES OF OPENNG S I I ON OPPOSITE SIDE OF SHEATHING (SEE BRACED 14'-2" 3'-lSa" I 1 I? WALL PLAN FOR STRAP SIZE PER SPECIFIC OPNG.) 00 WOOD STRUCTURAL PANEL MUST 1 I V r I 04 BE CONTINUOUS FROM TOP OF 5'-44" 5'-2�° _ 1 I 0_ = IQ MIN. DOUBLE 2x4 FRAMING COVERED W/ MIN. 3/6' THICK WALL TO BOTTOM OF WALL, OR - _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ �, — — — — — —BEAM — — (TYP,) — O x W 00 00 ° ° 00 00 e e WOOD STRUCTURAL PANEL SHEATHING W/ BD COMMON 00 0 o FROM TOP S WALL R b, I I 3 O v q OR GALVANIZED BOX NAILS @ 3' O.C. IN ALL FRAMING PERMITTED SPLICE AREA 1 I O I do do (STUDS, BLOCKING B SILLS) TYPICAL l2" BIPASS 10_ d 0 Dal 1 mU 3 I MAX. FORAPANELSPLICE (IFNEEDED), PANELEDGES $HALLOCCUROVERANDBE ip - - - CLOSET - - _ m �iI FAMILY ROOM � `x x HEIGHT NAILED TO COMMON BLOCKING AND OCCUR WITHIN THE MIDDLE 241N, OF WALL - SHELF I ROD R Y I O HEIGHT. ONE ROW OF 3 IN. O.C. NAILING IS REQUIRED IN EACH PANEL EDGE. IK 1 ' 00 a 2' TO 19 (FINISHED WIDTH) OF OPENING LL QI d LL 1 m N FOR SINGLE OR DOUBLE PORTAL TYPICAL PORTAL FRAME 113 00 00 MIN. LENGTH OF PANEL PER TABLE R602.10.5 e ° o o CONSTRUCTION _ ' - - - _ ` I I 0. (IV MIN. ONE-STORY,' 240 MIN. TWO-STORY) MIN, 1,000 LB, HOLD- Q I3° ° 00 DOWN DEVICE 00 O0 MIN. DOUBLE 2x4 - — I - - - - - - - - - - - - rr - - - - - - - - - - - - - - - - - - - - - - - - - - - `0 0�11 J IL I I BEAM ABV. Lj m MIN. (2) 3,500 LB. STRAP-TYPE HOLD-DOWNS EMBEDDED INTO FULL-LENGTH KING 11UU Q W Q CONCRETE AND W - (SEE SHT. A4.2) INTO FRAMING EO INTO CONCRETE AND NAILED STUDS PER TABLE N 101 0 I I = INTO FRAMING NAILED INTO FRAMING R502.5 (1) 8 (2) - O = u Ixry N 10 00 Go x x m x z 3 BEDROOM 03 L^ a 1 I I o v FULL-LENGTH KING STUD NO, OF JACK STUDS PER .0 (MIN. NUMBER OF STUDS TABLE R502.5(162) 7/16" MIN. THICKNESS WOOD `r + IJLL I I SHOWN) STRUCTURALPANEL ,� W LL 3 = O Ilu SHEATHING Is 4'_II" 4'-6" I 2,.51' 9�-0e I I I I I I MINI ANCHOR BOLT PERR602.10.6.2 SIDE ELEVATION REQUIRED W/2x2x3/16 PLATE WASHER FOUNDATION PER CODE ° ' " ' '- ° 0 ' ° ' ° ^ " ' - ' ° o ' ° ' ° ' " ' ° 0 ' ° ' ° ' " s k = O 1 PORTAL FRAME WITH HOLD DOWNS (PFH ) Q � z n 4 1/211 = 1,_01pin • O m O BATH N m iO �x 3 a • Cx e o 0 Imo— 4,_1 2'-10" I OH z HALF WALL W/ HDWD. CAP - 6' 2' g" 4" P II S I e r " FLOO LINE ABOVE — < FLOOR R ffi iA LINE ABY. :t 8 -lVa" 8=101h" m N1 LARRABEE a LOWER LEVEL 0 o LOWER FLOOR PLAN 4 COASTAL 1 & 2 Q41 J06 NO: LARRABEE LOWER LEVEL 211-0" 51-6" 12'-0" DESIGNED: LG DRAWN: JR DATE: 12/13/2017 3-CAR GARAGE OPT . LOWER FLOOR PLAN SHEET SCALE: 1/4" + 1'-O" A302 SCALE: I/4 " = I'-O" 11306 S,F, WA Kee (� N a LOT 28 Oj vWi f' I I LANDED GENTRY 1 I ' ' 0 I 1 1 INLET PROTECTION I DOWN STREAM PER I - _ HOMES �1 N D COMMUNITIES INLET PROTECTION PER I O OJ / 10' UTILITY I C220, CATCHBASIN C&, BLOCK & GRAVEL i /'— m i EASEMENT FILTER TYPE I GENERAL NOTES FILTER TYPE OWNER: 113. 37m LANDED GENTRY 26.22' 504 E, ' 66. 60' BURLINGTON, WA N 206.0 I _ _ - 21. 1 I 982JJ EXIST i - - 1 I 1-(360)- 755-9021 GRADE / SSCO , CHECK DAM PER BMP LOT LINE , BUILDING: C207: CHECK DAMS, 1ST FLOOR AREA- 1, 914 SF I AS NEEDED. I ' WM 2ND FLOOR AREA- 1, J06 SF x� �x� x —. x—x�x— x� x �.x—z� I TOTAL FLOOR AREA- 3,220 SF S� Y� x . MULCHING & x %' � —x�x x�x.'— GARAGE AREA- 696 SF I Q BM C OST-GONS1ftEPTH N PROP. , SS z HING & EXIST SDCB I I I S TE I 5�: , . t5. QUA1-iTY ANg�_ BMP C233: SILT FENCE 10'.9UILOING x C121' MUL St{L1JCT1+ WM ._ I S __ _ SO SERVICE LINE TYPICAL FENCING TO PROTECT SE ISACK LINE BMP C233: SILT FEN E 1513. POA N NO DEPTH I GRADE f S I� - �SCO DOWNSTREAM ' N SORa I 10 ' UTILITY ZONING: (UNDERLYING R2) PROPERTIES ;' DOWN SOCK PILE BI E OF % / I � 124' h EASEMENT BMP C103: IGH VISIBILITY I I I I 4.6T tt SETBACKS., 1 I Y2O�� "` _ - 4J'28 6.00' T � LINE KOF PUBLIC LL SETBACKS IN COMPLIANCE 2, 67' - - ENTRY INT CONSTRUCTION WITH CITY GUIOLINES 10' DRAINAGE B I PROPOSED 4' SCH 40 PVC DRAIN LINE , o ' - �. SI7E SIOEYARD MIN 5; 15' COMBINED SEWER EASEMENTiOS--- _-- - - - I --- - FRONT YARD MIN 20 ' 1 / REAR YARD MIN 20' --- - - -- - ------------- �0 ' FRON UJ D BUILDING J HEMAXIGH r ALLOWED: 35' YA�7 I I ` 1SETBACk I PROPOSED: UNDER PARKING: i � l PARKING SPACES PROVIDED= A � �, i ( LJ� 3 IN GARAGE, 3 IN DRIVEWAY 1 I SOIL STOCKPILE LOCATON } OT LINE 8 � IGHT-0OF-WAY v - 20.56 U { ' I- I COVERED BMP Cj23: PLASTIC COVERING INE I LU 1 PORCH {/ . �l COVE WITH PLASTIC DURING , L 0 T COVERAGE { I TORMIf1€-VENTS AND WHEN NOT , IBEINGI OKKED FOR MORE THAN ; N;T^ ' I W { 220.80 FF MAIN - r t III / TWO DAYS } - BUILDING AREA: ` V I W ; i 210.80 FF LL ' Q 1• ' o GURBER LOT AREA:S �, _- i PATIO BELOW ' i 'r1 l •F RE7�I RI YARD I O COVERED DECK — h BUl r I `( I I PERCENT COVERAGE: 20 = 0 I = LDING i S�TBACK { 1 7 . I( � 2 932 / 7 9J6 J7 0X ,I ' 1 i a I MAXIMUM ALLOWED: 375X o LOT 27 i I Q IMPERVIOUS COVERAGE { I j 1� j I 74--► y 1 I � BUILDING: 2,585 S.F. i z if 3 ! : LL I STEPS/WALKWA Y.• 28 S.F. I I I 0 I PORCH: 139 S.F. I w ? 1 o I PATIO: 206 S.F. DRIVEWAY: 584 SF. oU h , j{ LL N , TCDRWY I TOTAL: 5,542 S.F. LOT AREA: I ( C 7,9J6 SF. I / LOT LINE i ^� PERCENT COVERAGE: �}lr � { •,l GARAGE I I Q < 3,542 / 7, 936 = 44,6% / I 1 I ' i _ _- -{ I J i DRIVEWAY � N I MAXIMUM ALLOWED: 48.OX 1 YD I os i 1 1 201BUILDING I i ` NIULCHINOEP 20.p0' k SETB4CK LINE p { I BMP C121'. �NSTILUCTi9N II W } BMP C233: SILT FENCE I o } T513'. pOS STY AND TH 1 I I 219.82 I Son. auAL oo , TCDRwr I PERPUETEFENCING TOPRO I,r I I i 1 ` —� J .1 / DOWNSTREAM I C1121 . MULCHING & ION i PROPERTIES 75Pg. ppST-CON pTpE H i ! li 1 I UAUtN AN 8% O Sm- q 0 --J I Z PROPOSED 4" SCH 40 PVC DRAIN LINE 2767' 1! 2,0011 _ GRAPHIC SCALE I ! i EXIST 1 66, 00 1I _._. _ __ . . . . - - - . . _ - 3 GRADE '-�: _ .._ _ -s -_ 19i69' _ e :- . _ ._ . A _ _ O 6 6 3 f2 Erosion Control Notes for Residential Construction - City ofAnacortes I I ( IN FEET ! J I } Horiz. Scale: f Inch = 6 Feet CHECK DAM PER BMP % 220.8 I . _ U C207: CHECWbAMS, I EXIST SSMH ' `A ,Erosion Control Best Management Practices shall be in place per the p Q AS NEEDED.: LOT INE / , ; GRADE , ff accepted site plan prior to any construction start, D; / B. Theerosion control shall be Inspected once a day and modified to meet 1 Q I 48 NORTH thesurrounding conditions as needed, I �-.�� — BMP =_FEIGHVISIBILITY , C _The storm drain system shall be cleaned daily (Section7.07.3). All I L+:I T6REDUCE�STICFENRISC K�BLIC I/ I/ I LARRABEE LL �� dra nage systems shall be cleaned to the acceptance of the City of CD � / ENTRY INTO CONSTRUCTION ( Y n'"' „ A conaaprlorinaccaptanceMfhapmact. PTO 1 !!! 3-CAR GARAGE LEFT inn /�� D St bilized construction entrances and roads shall be installed at the = / I I I WTI b7 E beginning of construction and maintained during the duration of the �� ! . p project. Additional measures may be required such as wash pads to m I I EROSION CONTROL PLAN _lT V ensure that all paved areas are kept clean. No mud is allowed to enter I { - � onto City beets. _- E , Any Is exposed that will not be disturbed for two (2) days during the I I LOT 27 (P133685 ) wet n or seven (7) days In the dry season shall be immediately Gstabilized with the approved ESC methods (seeding, mulching, plastic } j ; % ! 1503 LATITUDE CIRCLE �+ _ covering, etc ) //�� / ;" I ANACORTES , WA .Q, T (2) weeks prior to the beginning of the wet season (October 1), all LOT 2Y1 disturbed areas shall be reviewed to identify which ones can be seeded R V in preparation for the winter rains. Disturbed areas shall he seeded within one (1 ) weak of the beginning of the wet season. A sketch map I U I JOB NO: PLAT OF "48 NORTH ' of those areas to be seeded and those areas to remain uncovered shall be submitted to the Project Manager. The Project Manager can require ABBREVIATED LEGAL DESCRIPTION: i DESIGNED: LG seeding in additional areas in order to protect surface waters, adjacent I , properties or drainage facilities LOT 27, 48 NORTH PLAT & PUD, SECTION 22, TOWNSHIP 35 j I a I DRAWN: G. Penalties for an Erasion Control violation are subject toa $30010 $1000 NORTH, RANGE 1 EAST W. M. , CITY OF ANACORTES, SKAGIT , DATE; 0211 2/2 01 8 flne under Chapter 1766 - Penalties for Violation. Each day Is COUNTY, STATE OF WASHINGTON, considered a different violation. I SHEET 1 of 2 I I LANDED GENTRY 110MES AND CC NINIUN ITI ES LUt'nG � Sea-Cl aft 0 eve . ptivo ' 3 rSl - S'hanimn Faui, 6 . Shannon Point - 01 Marine Center - : V.� rV I CPO t Je ,. o�NeVPV rijPj L C . SITE LOCATION , Ship Harborinns9 a t• r : P; 3na Juan Airlines C) I I fir if I m, : H Vav _ ;ll Ian I'.� O Pir if f0i VIP Old Sal,'s Deli & t1irk = �ANACORTES , WA •ri Skyline MarineCenter - . i - 48 NORTH Skyfir Marina - r-,,:, Owners, Asso.aatlun . . - , r" LARRABEE LL 3-CAR GARAGE LEFT Cep CYI n " III '" - EROSION CONTROL PLAN Map data ®2o17cTogta i000rte .__ LOT 27 (P133685) 1503 LATITUDE CIRCLE VICINITY MAP ANACORTES , WA LOT 27 (P133685) 1503 LATITUDE CIRCLE JOB NO: PLAT OF "48NORTH" ANACORTES , WA DESIGNED: LG DRAWN: DATE: 02/12/2018 SHEET 2 of 2 M ' Y LOT 28 I CV I I W � g� a nlLANDED GENTRY ® N2 10' UTIgITY I ® � ��� ouEs nNfl couutvla• Ics I 5 O EASE NT LINE I "p GENERAL NOTES 173370 E OWNER: ' i LANDED AY I 2 .22' ANACORT FORH N XI CITY ® BURLING N, WA 96�33EXIST i 360)— 7 9021 GRADE I ( 1 I I WM . i SSCO I LOT LINE I ,_, ' B�LDING, `' - FLOOR 2ND FLOOR AREA- 1,306 SF L _ --. I = I r TOTAL FLOOR AREA— 3,220 SF �Tyy GARAGE AREA- 696 SF 215.0— 39,37 ' ;+ S i � SG� PROP. 4" SS I EXISTGRADE WM SDCB �� l` ` r 1 L. - S TYPICAL � SERVICE LINE ZONING: SS I� r SC� o I 10 UTILITY I I s" P.UD (UNDERLYING R2) l I 1 (- �� EASEMENT a SETBACKS I I li I 4. 6T m �12. 04' [t i I I o m 4A29' LINE 1 I ry. 6` ALL SETBACKS IN COMPLIANCE 6.00® 1 I M. 200' 2.67' � ® � � ® 'm � � WITH CITY GUIDLINES I 10' DRAINAGE & ', I I I N ; PROPOSED 4" SCH 40 PVC DRAIN LINE r �; COMBINED I SEWER EASEMENT I ' I - 8 I '. I FRONREART YARDRD MMININ 22000 ' 21 ------ ---- I I Imo- i OS --- — _ =----- -- — _----- -- - _-- - - -pS ------------- 80' FRONT 3 J r HEIGHT: E YA A?D BUILDING Fi MAX. ALLOWED: 35' SETBACK «.- / , PROPOSED: UNDER PARKING: PARKING SPACES PROVIDED= 3IN GARAGE, 3 IN DRIVEWAY I I ! LOT LINE & I Y I RIGHT•OF•WAYI p 20, 561 U , LINE I LOT COVERAGE I W '��' BUILDING AREA: w w I u 2,932 SF. N I I > i PORCH ' b I CURB & I Q LOT AREA: I! I I 8 I I i GUTTER I 7,936 SF N 2@' RE RIYARD `11 ' ( I I ( , PERCENT COWRAGE.• I did_ I t . I ; Z932 / 7,936 = JZOX O ^ BUILDING I S TBACK MAXIMUM ALLOWED: 37.5% LO 227 _ I i ! I Q IMPERVIOUS COVERAGE BUILDING Z565 S.F. I p U w L w > Z �0 I � . I I' S7EP5/WACKWAYc 28 S.F. I t I I I 1- PORCH.: 139 SF. PA770,, 206 SF. D ez OAF 5425 . I a too LOT AREA., 7,9J6 SF. LOT LINE PERCENT COVERAGE: GARAGE 3542 / 7936 = 44. 6X DRIVEWAY MAXIMUM ALLOWD: 480%8 2D.pD' Ll Q II Z I PROPOSED 4" SCH 40 PVC DRAIN LINE ei I L. 2ozo 276T I L GRAPHIC SCALE 2.00' ® EXIST (( � ) CV 66. 00' 79,69' I , L, � 6 3 6 12 GRADE V . ) m w . m - 77337' - :. IN FEET ) I I 220.8 I I Xoriz. Scale., 1 Inch 6 Feet p p� Q I j GRADE j : i` �'SSMH - I I Q i I Iy � At i LARRABEE LL cl 3-CAR GARAGE LEFT I PLC PN N I I m I i PROVE � PLANS LOT 27E(P133685) LO I I I I I 1503 LATITUDE CIRCLE I LOT 26 I PP, RMIT # : i - ` ANACORTES , WA A I ¢ bDRESS : ' aoa No: PLAT OF "48 NORTH" I I I { I I APPROVED DRAWN: LG DATE: 12707/2017 I I SOBJECT TO I I lSPECTION . I APPROVED P NS SHEET 1 of 1 Co o LOT 28 CV _ m DEC 5i !it wW i ; 5 on LANDED GENTRY ® I O ? 1O' LITI 'ITY ' E HOMES AND COMMUNITILS p � I I EASEMENT LINE I ' , CITY OF ACORTE$ 1 GENERAL NOTES Go 113.37' ' �' OMER: GENTRY 2 .22' LANDED 61 d I 3 BURLINGTON, WAN EXIST �: I a o m m �� m « �, �, 21. 1$' ? 98233 GRADE I a� m II r1 1-(360)- 755-9021 SSCQ _ M1., i LOT LINE i WM Y{, BUILDING. SFLOOR AREA- 1, 914 SF _ 2ND FLOOR AREA- L306 SF TOTAL FLOOR AREA- 3,220 SF B YO Ig t 4, GARAGE AREA- 696 SF — 39.31 ' I SCO PROP. 4" EXIST WM I .r ( SDCB I -- I . -Jr :- SITE: r S 5 � . . m� ® SERVI NE I GRADE IL . if ZONING,T�PAt h � ` '" SCO M 10 ' UTILITY t L' v « EASEMENT (UNDERLYING ) i I 4. 6T �12. 04 ' 4329' LINE COMPLIANCESE • I .: m .00' �L SETBACKS IN 0 200' � — - r — o I1 WITH CITY GUIDLINES 10' DRAINAGE & I N 2. s7 PROPOSED 4" SC DRAIN LINE I SIDEYARD MIN 5; 15' COMBINED i SEWER EASEMENT I p I I ' FRONT YARD MIN 20 REAR YARD MIN 20 $0 ' FRONT [� aLIJ jF`�7 I ' HEIGHT., YARD BUILDING L MAX. ALLOWED: 35' 9 t I I I SETBACK PROPOSED: UNDER gg ( U c LR. I � I i ;:� i • I ? I PARKING: I I Ivmoo PARKING SPACES PROVIDED= 3 IN GARAGE, 3 IN DRIVEWAY I LOT LINE & � 20. 561 RIGHT-OF-WAYI LINEIL LOT COVERAGE c ' p F1ui BUILDING AREA: 1 I I N � S.F. . I { I�a 2,932 04 i III w i I { CURB & Q n LOT AREA: o ;I PORCH ; w � F;l I � I �' GUTTER l ' 7, 936S.F. 2 RE/ R YARD PERCENT COVERAGE., UI€DING I S TBACK 2,932 / 7,936 = 37.02 MAXIMUM ALLOWED: 37.5% I ry Ire L� Ii I off L f i L7 o i � ` ' ,' § Q I IMPERVIOUS COVERAGE o U w 1 .'I 10 I up I ¢. BUILDING: 2,585 S.F. w > I .. g3 j !_ i STEPS/WALKWAY 28 S.F. u U d - i I r : ( , PORCH: 139 SF. a Z o L N PA 710., 206 S.F. U = - I r I 1' OR/VEWAY. 584 S F K U "h� h TOTAL: 31542 S.F. zi LOT AREA: LOT LINE I p J I r 7, 936 SF PERCENT COVERAGE: y rs- 1 I ,I I t I' I; GARAGE 3,542 / 7,936 = ea. 6r IDRIVEWAY I MAXIMUM ALLOWED: 4BO I { 20.p0' [ I u t` kr o I • • O r, Z PROPOSED 4" SCH 40 PVC DRAIN LIN o h I g Y 207.0 27.67 2. 00' j — ` -- t - GRAPHIC SCALE EXIST ' 1 � - v 66, 00' I '. ^�.. _..__ _. .- LA - 6 0 3 6 12 GRADE � f , m r vs r 19.169' .. I IN FEET ) Y I 220.8 I ( � Aoriz. Scale: 1 Inch = 6 Feet I EXIST I • `'�` = . SSMH U GRADE I Go w 48 NORTH L_ I LARRABEE LL o LANI�SCAP� NOTES: 3-CAR GARAGE LEFT m PROVIDE (1) TREE (EXISTING OR ADDED) PER 1,000 SQ. FT. OF LOT (S TREES LAOD`: Pe Pc� N i MIN. e VERIFY LOCATION W/ BUILDER) W/ A MINIMUM 2" CALIPER (PER CODE. LOT 27 (P133685) TREES PROVIDED WILL BE A COMBINATION OF DOGWOOD, ALASKAN CEDAR, 1503 LATITUDE CIRCLE LOT 26 VINE MAPLE 4 WESTERN HEMLOCK (VERIFY LOCATIONS W/ BUILDER). VERIFY ANACORTES , WA ® , TREES TO BE REMOVED IN FIELD W/ BLDR. IF APPLICABLE. f JOB NO: PLAT OF "48 NORTH" ( PROVIDE LANDSCAPING IN A COMBINATION OF SOD LAWN AND PERENNIAL DESIGNED: LG i F PLANTING BEDS TO COVER A MINIMUM OF 20% OF THE LOT (1,5S"I SQ. FTJ• DRAWN: DATE: 12107/2017 1 G VERIFY LAYOUT W/ BUILDER. SHEET 1 Of 1 L ® EC '� .5to11 18579 W . Lakeview Lane Ti ® � ® Garr " son PsEe Mount Vernon , WA 98274 Cons CITY OF ANACORTES Phone : ( 360 ) 708- 1865 Ba � � � � � � timg@BuildersEngineer . com StiructuirzR Anaiysisa Retaining Wails At Various Locations to A For Landed Gentry Homes and Communities Client< Landed Gentry Homes and Communities CCI Job Nurnbero T15076 Building Design Landed Gentry Homes and Date. July 21 , 2015 Communities G AI? g A� 4 -~ 4AL INDEX : Design Sketches and Callouts SKI — SK2 , Col Standard Specifications . B — D Calculations . Cl — C20 Total No . of pages excluding cover sheet: 26 Notes, Disclaimers : ConstructionCalc, Inc . (CCI) takes responsibility only for items specifically addressed within this report set. This report is valid only for the specific project shown above and herein. Further, this report is valid only if it is stapled or otherwise bound as it originally left this office, and contains all of the sheets as originally bound. 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Garrison , P . E . Anacortes, WA 98221 Consulting Engineer Phone : ( 360 ) 708 - 1865 TimG@TimKGarrison . com Structural Analysis : Retaining Walls at Various Locations in Skagit County, WA Client. Landed Gentry Homes and Communities CCI Job Number: T17037 Building Design , Landed Gentry Date: January 25 , 2018 CAA e- INDEX : Design Sketches SK1 — SK2 Callouts and Tables CO1 Standard Specifications B — D Total No . of pages excluding cover sheet : 6 Notes, Disclaimers . ConstructionCalc, Inc . (CCI) takes responsibility only for items specifically addressed within this report set . This report is valid only for the specific project shown above and herein. Further, this report is valid only if it is stapled or otherwise bound as it originally left this office, and contains all of the sheets as originally bound. Any sheets that are not bound to the original complete set are not valid and shall not be used (excluding authorized, stamped addendums) . r FEB 21 �18 LITY OF ANA ORTEP (� IMPI _ . f! � q +7n - - -. . O tl tf N FF r Q ' ® t N cal PIP c g� __. . � 1� C � Z N _ ® �� _ 3 �° �� i 6 Ado - - __ - - -- - �. 4 _. _... _. .. ... I ._._. 1 d ; .- -. _ .. � _. _ _.. . ._ _ .. . . _ .. - _ . .. ... . _ ......... _. _ . 1 I f - - - ' Mll r s. . tv _ . . - FIRM, I t�l . .._ _ _ . . . - -Q - Q� N I I __ ! . _ i . I I Iy rn --- vi _ FF- F. MIFF , I f , 0 3 � MINIMUM MEMO t OFF FF FF • ._._ . . _ � . C _ I I I . _ I _ _ r efto : : _. : _ . ___ _ . _ . o IF 'FFL' _ . - _ _ _ _ I : _ . _. . . ._ -- -- . _. . FI I I I I- IFFIF 17 : I - _ - -I _. . _ . .� - - . _ - - FF I - , _ i _ . _ _ .. - - -- - - - _. .. . _ _ F. _ .- . - - - Standard Structural Specifications° — Copyright, Tian 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 SK1 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. O Deck dead : 0 psf O Roof + ceiling dead : 15 psf O Exterior wall dead : 10 psf O Roof snow : 25 psf O Interior wall dead : 0 psf o Roof tributary width : 20 ft . O Adjacent surcharge load : 0 lb . O Floor live : 40 psf O Assumed allowable soil bearing pressure : O Floor dead : 15 psf 1 , 500 psf. O Floor tributary width: 2 floors at 7 . 5 ft. O 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. G 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 &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, Bending . Reinforcing bars (rebar) shall be grade 60 (Fy = 60 ksi) or better, unless otherwise specified in the Plans . All reinforcing shall be spliced, detailed, bent, and supported in accordance with applicable ACI code . CONVENTIONAL WOOD FRAMING . General Construction : Predrill all nail holes where required to avoid splitting . Connect all wood members per the Plans and applicable building code . Anchor Bolts . Shear wall anchor bolts connecting mud sills, use 5 /8" diameter x 8 " min embedment at the spacing shown in the Plans but never greater than 60" OC and within 12" of ends and corners, with 3 " x 3 " x . 229 " steel washers, wrench tight . Wet set anchor bolts shall have a hook or head on the embedded end . Rotohammered anchor bolts at the same spacing may be used in lieu of wet set - see specifications in previous section . An alternate to wet-set anchor bolts and washers may be Simpson MASA or MASAP at the same spacing specified for wet set anchor bolts . Non -shear wall anchor bolts shall be spaced a maximum of 724nches 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 . PREFABRICATED 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. c&s RucTioN ALC RetainCalc C®nstrttcBionCa➢c, Inc. v2.01 Job Name Wall I. D . 4' max cantilever Other Info 7/20/2015 Soil Under Footinq Soil Type [Class So Clay, sandy clay, silty clay, clayey slit, silt and sandy slit -IV] Soil bearing capacity, unfactored 1 ,500 psf Soil coefficient of friction NA Soil lateral sliding resistance, C1 . 5 only. 130 psf I 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 it 4,50 it Soil Type Granlualr / clay m&, dense Moisture Content Moist Can top of wall move slightly? yes Unit weight, pcf 130 pcf j Angle of internal friction, degrees ; 30 deg Depth to groundwater, if any, ft Backfill angle, degrees to horiz. 5 deg Resistino Conditions In Front Of Wall Condition I Concrete slab or asphalt on top of footing, 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 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 If ledger, what is its width (eccentricity, horiz dim), in. Live. psf Dead . psf Trib Width. ft Live Dead Snow Roof (no snow) 2060 psf 15.0 psf 20.00 ft Top ® 400.0 pif 300.0 pif Loads From Contin- Roof Snow (only) 25.0 psf 500.0 plf uous Members? No Floor 3 Loads Top - 0.0 pif 0.0 plf Floor 2 Loads 40.0 psf 15.0 psf 7,50 ft Top 300.0 pif 112.5 pif Floor 1 Loads 40.0 psf 15.0 psf 7,50 ft Top V 300.0 pif 112.5 pif Wall Dead Load 10.0 psf 18.00 ft TOP V 180.0 pif Other 'psf load and trib width Top gy 0.0 pif 0.0 pif Other gravity loads, pif Descdp'n, opfl: Top 0.0 pif Other gravity loads, pli Descrip'n, opri: Top t Subtotals, gravity loads, unfactored: 1 ,000 ptf 705 pif 500 plf Additional Moments, ft-lb Clockwise: opposite of ledger-applied moment. 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 Loadina Seismic load? zero seismic load Reduce seismic loads? Use 113 Increase to allowable soil bearing? No Include wall weight in seismic force? rdo RetainCalcV2_02.xis 7/20/2015 GZ Horizontal seismic soil coefficient, kh ! 0,00 ! Vertical seismic soil coefficient, ky ! 0,00 Wall Type Wall Type : Cantilever (not restrained at top) I - Wall and Footing Construction - Cantilever and Braced ���--- Stability Eccentricity, "e" 0.0 in Wall: Concrete, normal weight Allow soil press 1 ,500 psf Wall compressive strength, psi , fc = zsoo Toe Soil press 1 ,457 psf F_S. Load Comb Okay? Compressive strength to use, psi 1 2,500 psi ! Heel soil press 1 ,485 psi 1603 D+L+S Okay Wall thickness, in. F6 L Overturning 683 ft-lb Wail thickness to use, in. 6.00 in Resisting 31440 ft-lb 5.04 D+S Okay Footing : Footing width, ft. 2 ,33 ft 28.0 in Sliding Force 436 Ito Footing height, in. 9.00 in Resisting NA NA D+L Okay. Location of wall on footing Input your own wall location Heel proj'n Wall Design Unity Load Comb Oka . Wall location to use, in, 12.0 in 1 10.0 in Max mom apid 659 ft-lb Footing compressive strength, fc 2,500 psi Moment allow 21610 ft-lb 0.25 y .9D+tE+1 .6H Oka Key height, in. 0,00 in Key width, in 0.00 in Shear appl'd 494 lb Shear allow 4,018111 0.02 .9D+lE+1 ,6H Okay Wall Reinforcement Provided Required Unity Wall rebar grade Grade 60 Vert steel, min 0,13 sq-in 0.09 sq•in 0.65 Okay Vertical rebar size a 4 W Horiz stl , spcg 18.0 in O.C. 11 .1 in O.C. 1 .62 N.G. Number of rebar layers (mats) I V Min Read Lenoth Layer 1 , vertical rebar location (depth) Edge, arth side qr Measured from Stub vertical embed in wall 24.0 in Layer 1 , cover to use, in. 2.00 in Earth face Stub 90-degree bend in footing 6.0 in Layer 1 , vertical rebar center-to-center spacing, in . 18,00 in Footing Design Layer 2, vertical rebar location (depth) N/A, no znd layer Toe Unity Load Comb Okav? Layer 2, cover to use, in. Tension on Bottom Layer 2, vertical rebar center-tocenter spacing , in. Moment appl'd 964 ft-lb - 4 *21.4' k atL Horizontal rebar size a 4 Moment allow 3,357 ft-lb 0.29 !D+1 .6H+1 .6L+. Okay Horizontal rebar center-to-center spacing, in . 18.00 in Shear appl'd 12889 Ib Footing Reinforcement Shear allowed 51175lb 0,36 !0+1 .6H+1 .6L+. Okay Footing rebar grade Grde 60 Hook req'd? No Transverse rebar size a 4 V Heel Number of rebar layers (mats) I V Tension on Bottom Layer 1 , transverse rebar location Bottom, minimum cover, s" V Moment appl'd 182 ft-lb Layer 1 , cover to use, in. 3,00 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 I N/A, no znd layer FV1Shear allowed 5,175 Ito 0.07 gD+ 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 4 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 0 lb NA Base wall V 494 Ib 1 .2D+1 .6H+1 .6L+.5S Max V 494 Ib 1 .2D+1 .6H+1 .6L+.5S Loc'n from top 4,00 ft Wall Moments F_S. Load Comb Max pos. 659 ft-Ib 1 .2D+1 .6H+1 .6L+.5S Loc'n from top 4.00 ft Max neg . 0 ft-lb NA Loc'n from top NA Base wall M 659 ft-lb 1 .2D+1 .6H+ 1 .6L+ .55 I RetainCalcV2 02.x1s 7/20/2015 TH CoresltructaonCalc Inc. sI RUCTI®IORCALC 9nc. v2.01 Job Name 41U83' l O " Wall I.D. 6' max cantilever Other Info 7/20/2015 Soil Under Footing Soil Type Class 5: Clay, sandy clay, silty clay, clayey silt, silt and sandy silt Soil bearing capacity, unfactored ! 11500 psf Soil coefficient of friction NA Soil lateral sliding resistance, CI. 5 only. 130 psf I Retained Soil Behind Wall Retained height, ft 6,00 ft Tot. wall ht. Vertical distance from retained soil to top of wall, ft 0,50 ft 6 .50 ft Soil Type Granlualr / cHy mlx, dense Moisture Content moist Can top of wall move slightly? yes Unit weight, pcfi 130 pcf 1 Angle of internal friction, degrees ' 30 deg Depth to groundwater, if any, ft Backfill angle, degrees to horiz. 5 deg Resistino Conditions In Front Of Wall Condition I Concrete slab or asphalt on top of footing, against wall Soil lateral (passive) capacity, unfactored, psf/ft depth 0 psf Unit weight of material over top of toe, pcf 145 pcf I Depth of resisting soil, Dbf, inches . 0.0 in If asphalt or concrete on top of ftg, thickness, inches 4.0 in Loads at Too Of Wall Gravity loads: All gravity loads applied to top of wan i If ledger, what is its width (eccentricity, horiz dim), in. Live sf Dead . Ps f Trib Width , ft Live Dead Snow Roof (no snow) 20.0 psf 15.0 psf 20.00 ft ToP 400.0 plf 300.0 plf Loads From Contin- Roof Snow (only) 25.0 psf 500.0 pit uous Members? No Floor 3 Loads top 0.0 plf 0.0 pit Floor 2 Loads 40.0 psf 15.0 psf 7.50 ft Top 300.0 pif 112.5 plf Floor 1 Loads 40 .0 psf 15.0 psf T50 ft Top qW 300.0 pit 112.5 plf I Wall Dead Load 10.0 psf 18,00 ft Top 180.0 plf Other 'psf load and trib width Top 0 .0 plf 0.0 pIf Other gravity loads, pif Descrip'n, opfl: Top 0.0 pif Other gravity loads, pli Descrip'n, opri: Top Subtotals, gravity loads, unfactored: 1 ,000 plf 705 pif 500 pit Additional Moments, Ill Clockwise: opposlte of ledger-applied moment. 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 Earthauake Loading Seismic load? Zero seismic load Reduce seismic loads? Use 1 /3 increase to allowable soil bearing? No Include wall weight in seismic force? No V RetainCalcV2 02 .x1s 7/20/2015 Horizontal seismic soil coefficient, kh ; 0 .00 , Vertical seismic soil coefficient, kv ! 0 .00 Wall Type Wall Type: Cantilever (not restrained at top) Wall and Footing Construction - Cantilever and Braced Stability Eccentricity, "e" 0.2 in Wall : Concrete, normal weight ® Allow soil presE 1 ,500 psf Wall compressive strength , psi , fc = L200 Toe Soil press 1 ,445 psf F .S.. Load Comb Okay? Compressive strength to use, psi 2, 500 psi Heel soil press 11344 psf 1 .04 D+L+S Okay Wall thickness, in . (6 a Overturning 10960 ft-lb Wall thickness to use, in . 6,00 in Resisting 6,409 ft-lb 3,27 D+S Okay Footing : Footing width, ft. 3.00 ft 36 .0 in Sliding Force 880 lb Footing height, in . 9 .00 in Resisting NA NA D+L Okay Location of wall on footing input your own wall location V Heel prof n Wall Design Unity Load Comb Okay? Wall location to use, in . 18.0 in 12.0 in Max mom apld 2,223 ft-lb Footing compressive strength, fc 2500 psi Moment allow 2,296 ft4b 0 ,97 .9D+1 E+1 .6H Okay Key height, in . 0 .00 in Key width, in 0 .00 in Shear appl'd 1 ,113 lb Shear allow 4,076lb 0,18 .9D+ lE+1 .6H Okay Wall Reinforcement Provided Required unity Wall rebar grade Grade 6q - Vert steel , min 0,13 sg4n 0.09 sq-in 0.65 Okay Vertical rebar size u 4 Horiz stl , spcg 18.0 in O.C. 11 .1 in O.C. 1 ,62 N.G . Number of rebar layers (mats) t V Min Req'd Length Layer 1 , vertical rebar location (depth) edge, earth side Measured from Stub vertical embed in wall 24.0 in Layer 1 , cover to use, in . 2.00 in Earth face Stub 90-degree bend in footing 6.0 in Layer 1 , vertical rebar center-to-center spacing , in . 18.00 in Footing Design Layer 2 , vertical rebar location (depth) N/A, no end layer 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 22234 ft-lb Horizontal rebar size x 4 ® Moment allow 3,356 ft-lb 0,67 !D+ 1 .6H+1 .6L+. Okay Horizontal rebar center-to-center spacing , in . 18.00 in Shear appl'd 218351b Footing Reinforcement Shear allowed 5,175lb 0.55 'D+ 1 .6H+1 .6L+, Okay Footing rebar grade G ade 60 i Hook req'd? Yes 6•in, min. Transverse rebar size s 4 s Heel Number of rebar layers (mats) t v Tension on Bottom Layer 1 , transverse rebar location Bottom, minimum cover, 311 Moment appl'd 630 ft-lb Layer 1 , cover to use, in . 3.00 in Moment allow 3,358 ft4b 0.19 .9D+1 E+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 I N/A, no end layer Shear allowed 51175 Ib 0,24 .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 Okav? Longitudinal rebar size x 4 ® 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 0 lb NA Base wall V 1 ,113 lb 1 .2D+ 1 .6H+ 1 .6L+,5S Max V 11113 Ito 1 .2D+1 .6H+ 1 .6L+.5S Loc'n from top 6,00 ft Wall Moments F.S .. Load Comb Max pos . 21223 ft-lb 1 .2D+1 .6H+ 1 .6L+.5S Loc'n from top 6.00 ft Max neg . 0 ft-lb NA Loc'n from top NA Base wall M 2,223 ft-lb 1 .2D+ 1 .6H+ 1 .6L+ .5S RetainCaCV2 02 .xls 7/2 012 0 1 5 G � TM C'onstructionCalc, Inc. „ . -� v2.01 Job Name Wall I.D. 8' max cantilever, case 1 full gray . Otherinfo 7/20/2015 Soil Under Footing Soil Type ( Class 5 : Clay, sandy clay, silty clay, clayey silt, silt and sandy slit _ —Fqwl Soil bearing capacity, unfactored i 1 ,500 psf Soil coefficient of friction NA Soil lateral sliding resistance, CI . 5 only. 130 psf , Retained Soil Behind Wall Retained height, ft 8,00 ft Tot, wall ht. Vertical distance from retained soil to top of wall, ft 0,50 ft 8 .50 ft Soil Type Granlualr / Uay mix, dense 1W Moisture Content Moist Can top of wall move slightly? Yes Unit weight, pcf! 130 pcf Angle of internal friction, degrees ' 30 deg , Depth to groundwater, if any, ft Backfill angle, degrees to horiz. 5 deg Resistino Conditions In Front Of Wall Condition Concrete slab or asphalt on top of footing, against wall I Soil lateral (passive) capacity, unfactored, psf/ft depth 0 psf —� Unit weight of material over top of toe, pcf i 145 pcf --- pef l Depth of resisting soil, Dbf, inches . 0.0 in If asphalt or concrete on top of ftg, thickness, inches 4.0 in Loads at Too Of Wall Gravity loads: All gravity bads applied to top of wall If ledger, what is its width (eccentricity, horiz dim), in . Live sf Dead. psf Trib Width, ft Live Dead Snow Roof (no snow) 20.0 psf 15.0 psf 20,00 ft TOP 400 .0 plf 300.0 plf Loads From Contin- Roof Snow (only) 25.0 psf 500.0 plf uous Members? No Floor 3 Loads Top 0.0 pif 0.0 pif Floor 2 Loads 40.0 psf 15.0 psf 7.50 ft rop 300.0 pif 112,5 pif Floor 1 Loads 40.0 psf 15.0 psf 7,50 ft I Top jvj 300.0 pif 112.5 pif Wall Dead Load 10.0 psf 18,00 ft Top 180.0 pill Other 'psf load and trib width Top 0.0 pif 0.0 pif Other gravity loads, pif Descrip'n, opt1: Top 0.0 plf Other gravity loads, pit Descrip'n, opt]: Top Subtotals, gravity loads, unfactored : 1 ,000 pif 705 pif 500 pif Additional Moments, ft-lb Clockwise: opposite of ledger-applied moment. Subtotals, moments, unfactored: 0 ft-lb 0 ft4b 0 ft-lb Surcharge Load Horiz distance from wall , V, ft. Horiz width of applied load, a', ft. Pressure of applied load, q', psf Earthauake Loadina Seismic load? Zero seamic bad Reduce seismic loads? - Use 1 /3 increase to allowable soil bearing? I No Include wall weight in seismic force? NO RetainCalcV2_02 .xis 7/20/2015 Horizontal seismic soil coefficient, kh ; 0.00 Vertical seismic soil coefficient, kv'l 0,00 Wall Type Wall Type: Cantilever (not restrained at top) -� Wall and Footing Construction - Cantilever and Braced Stability Eccentricity, me" 0.4 in Wall: I Concrete, normal wel9ht V Allow soil press 11500 psi Wall compressive strength, psi, fc = zsoo Toe Soil press 1 ,430 psf F_S. Load Comb Okay? 2,500 psi Heel soil press 1 ,279 sf 1 .05 D+L+S Oka Compressive strength to use, psi p ' p p y Wall thickness, in. -�� Overturning 4,647 ft-Ib Wall thickness to use, in. 8.00 in Resisting 10,123 ft-Ib 2,18 D+S Okay Footing : Footing width, ft. 3,50 ft 42.0 in Sliding Force 1 ,565 Ib Footing height, in. 12,00 in Resisting NA NA D+L Okay Location of wall on fooling lnputyour own wan bon Heel profn Wall Design Unity Load Comb Okay? Wall location to use, in. ! 28.0 In 6.0 in Max mom apld 5,269 ft-Ib Footing compressive strength, fc z,soo psi Moment allow 59333 ft-Ib 0.99 .9D+lE+ 1 .6H Okay Key height, in . 0.00 in Key width, in 0.00 In Shear appl'd 11978 Ib Shear allow 62198lb 0.24 .9D+1E+1 .6H Okay Wall Reinforcement Provided Required Unity Wall rebar grade t ade t o Vert steel, min 0,21 scion 0.14 sq-in 0.70 Okay Vertical rebar size # 5 V Horiz sit, spcg 18.0 in O.C. 10.3 in O.C. 1 .74 N.G . v Number of rebar layers (mats) t s Min Rea'd Length DES Layer 1 , vertical rebar location (depth) Edge, earth side W Measured from Stub vertical embed in wall 30.0 in Layer 1 , cover to use, in. 2.00 in Earth face Stub 90-degree bend in footing 7.5 In Layer 1 , vertical rebar center-to-center spacing, in. 18.00 in Footing Design Layer 2, vertical rebar location (depth) NIA, no znd layer Toe 911L Load Comb Oka ? Layer 2, cover to use, in. Tension on Bottom Layer 2, vertical rebar center-to-center spacing, in. Moment appl'd 51572 ft-Ib Horizontal rebar size x 5 qw Moment allow 6,749 ft-Ib 0,83 !D+1 ,6H+ 1 .6L+, Okay Horizontal rebar center-to-center spacing, in. 18.00 in Shear appl'd 4,271 Ib Footing Reinforcement Shearallowed 617501b 0,63 !D+1 .6H+1 .6L+. Okay Footing rebar grade t ade so Hook req'd? No Transverse rebar size a 5 W Heel Number of rebar layers (mats) t v Tension on Bottom Layer 1 , transverse rebar location [centered in tooting Moment appl'd 125 ft-Ib Layer 1 , cover to use, in. 4. 19 in Moment allow 6,772 ft-Ib 0.02 !D+1 .6H+1 .6L+, Okay Layer 1 , transverse rebar center-to-center spacing, in. 18,00 in Shear appl'd 421 Ib Layer 2, transverse rebar location NIA, no end layer i Shear allowed .62750 Ib 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 . Lonoitud'I Stee Provided Required Unity Okay? Longitudinal rebar size p 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 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 Ib NA Base wall V 1 ,978 Ib 1 .2D+1 .6H+1 .6L+.5S Max V 11978 Ib 1 .2D+1 .6H+1 .6L+.5S Loc'n from top 8,00 ft Wall Moments F_S. Load Comb Max pos. 51269 ft-Ib 1 .2D+1 .6H+1 .6L+.5S Loc'n from top 8.00 ft Max neg . 0 ft4b NA Loc'n from top NA Base wall M 51269ft-Ib 1 .2D+ 1 .6H+ 1 .6L+ .5S RetainCalcV2 02.xis 7/20/2015 67 TM Constlructi®�aCalc, Inc. �s RUCTION ALC ��t� in �� lc - rz.o1 Job Name 01 6 Wall I.D . 8 ' max cantilever, case 2, no gray . Other Info 7/20/2015 Soil Under Footing Soil Type Class 5: Clay, sandy clay, silty clay, clayey slit, slit and sandy silt Soil bearing capacity, unfactored i 1 ,500 psf I Soil coefficient of friction NA Soil lateral sliding resistance, Cl . 5 only. 130 psf I Retained Soil Behind Wall Retained height, ft 8,00 ft Tot. wall ht . Vertical distance from retained soil to top of wall, ft 0,50 ft 8,50 ft Soil Type Granluair / clay mix, dense Moisture Content moist Can top of wall move slightly? ves Unit weight, pcf' 130 pcf t------------------i Angle of internal friction, degrees ; 30 deg Depth to groundwater, if any, ft Backfill angle, degrees to horiz. 5 deg Resisting Conditions In Front Of Wall Condition I Concrete stab or asphalt on top of footing, 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 If asphalt or concrete on top of ftg, thickness, inches 4.0 in Loads at Ton Of Wall Gravity loads: All gravity bads applied to top of wall If ledger, what is its width (eccentricity, horiz dim), in . Live. osf Dead. psf Trib Width. ft _ Live Dead Snow Roof (no snow) 20.0 psf 15 .0 psf 0,00 ft ToP 0.0 pif 0.0 plf Loads From Contin- Roof Snow (only) 25.0 psf 0 .0 pif uous Members? No Floor 3 Loads Top 0.0 pif 0.0 plf Floor 2 Loads 40.0 psf 15 .0 psi 0,00 ft Top 0.0 plf 0 .0 plf Floor 1 Loads 40.0 psf 15.0 psf 0.00 ft Top 0.0 pif 0.0 plf Wall Dead Load 10 .0 psi 0,00 ft Top 0 .0 plf Other 'psf load and trib width Top y 0.0 pif 0.0 plf Other gravity loads, pif Descrip'n, opt'l: lop 0.0 pif Other gravity loads, ph Descrip'n, opt'I: Top Subtotals, gravity loads, unfactored: 0 pif 0 plf 0 pif Additional Moments, ft-lb Clockwise: opposite of ledger-applied moment. Subtotals, moments, unfactored : 0 ft-ib 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 7 Reduce seismic loads? I - Use 1 /3 increase to allowable soil bearing? No qW Include wall weight in seismic force? No t Ik RetainCalcV2_02 .x1s 7/20/2015 Horizontal seismic soil coefficient, kh ' 0 .00 Vertical seismic soil coefficient, kv ' 0 .00 Wall Type Wall Type : Cantilever (not restrained at top) Wall and Footina Construction - Cantilever and Braced Stability Eccentricity, "e" 7.7 in Wall : I Concrete, normal weight --TV] Allow soil prey: 1 ,500 psf Wall compressive strength, psi , fc = zsoo v Toe Soil press 1 ,535 last F .S.. Load Comb Okay? Compressive strength to use, psi 2,500 psi Heel soil press (24 psf) 0.98 ✓ D+L+S N.G . Wall thickness, in . 18 Overturning 4,647 ft4b Wall thickness to use , in . 8 .00 in Resisting 81133 ft-Ib 1 ,75 D+L Okay Footing : Footing width, ft. 3.75 ft 45 .0 in Sliding Force 1 ,565 Ib Footing height, in . 12 .00 in Resisting NA NA D+L Okay Location of wall on footing Input your own wall location ® Heel proj'n Wall Design Unity Load Comb Okay? Wall location to use, in . 28 .0 in 9.0 in Max mom apld 5,269 ft•lb Footing compressive strength, fc 21500 psi -TRW Moment allow 5,206 ft•lb 1 .01 ✓.9D+1E+ 1 .6H N.G . � y Key height, in . 0 .00 in Key width, in 0.00 in Shear appl'd 11978 Ib Y— Shear allow 5,913 to 0.29 .9D+lE+ 1 .6H Okay Wall Reinforcement Provided Required Unity Wall rebar grade Grade so Vert steel , min 0.21 sq•in 0.14 sq•in 0.70 Okay Vertical rebar size x 5 qw Horiz stl , spcg 18.0 in O.C. 10.3 in O.C . 134 N.G . Number of rebar layers (mats) I ® Min Req'd Length Layer 1 , vertical rebar location (depth ) edge, ea th side Measured from Stub vertical embed in wall 30.0 in Layer 1 , cover to use, in . 2.00 in Earth face Stub 90-degree bend in footing 7 .5 in Layer 1 , vertical rebar center-to-center spacing, in . 18.00 in Footing Design Layer 2, vertical rebar location (depth) N/A, no end layer ® Toe Unity Load Comb Okay? Layer 2, cover to use, in . Tension on Bottom Layer 2, vertical rebar center-to-center spacing, in . Moment appl'd 4,850 ft-Ib Horizontal rebar size s 5 qw Moment allow 6,749 ft-Ib 0.72 !D+ 1 .6H+1 .6L+ Okay Horizontal rebar center-to-center spacing, in . 18 .00 in Shear appl'd 3,324 Ib Footing Reinforcement Shear allowed 617501b 0,49 !D+1 .6H+1 .6L+ Okay Footing rebar grade G ade 60 ® Hook req'd? No Transverse rebar size a s Heel Number of rebar layers (mats) I s Tension on Bottom Layer 1 , transverse rebar location Centered in rooting ® Moment appl'd 455 ft-Ib Layer 1 , cover to use, in . 4. 19 in Moment allow 60755 ft4b 0,07 '.D+1 .6H+1 .6L+ , Okay Layer 1 , transverse rebar center-to-center spacing, in . 18 .00 in Shear appl'd 11211 Ib Layer 2 , transverse rebar location N/A, no 2nd layer ® Shear allowed 6,750 Ib 0 .18 !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 . Longilud'I Stee Provided Required Unity Okav? Longitudinal rebar size x s ® Equiv. No of Bars : Area of steel 0.37 sq•tn 0.36 sq•tn 0 ,97 Okay Longitudinal rebar center-to-center spacing , max, in . 10 .00 in 4 Ea . Spacing 10.0 in O.C . 12.4 in O.C . 0,81 Okay Wall Shear Forces F .S.. Load Comb Top wall V 0 Ib NA Base wall V 1 ,978 Ib 1 .2D+1 .6H+1 .6L+ ,5S Max V 1 ,978 Ib 1 .2D+1 .6H+ 1 .6L+ .5S Loc'n from lop 8.00 ft Wall Moments F .S .. Load Comb Max pos . 51269 ft4b 1 .2D+1 .6H+ 1 .6L+ .5S Loc'n from top 8,00 ft Max neg . 0 ft-Ib NA Loc'n from top NA Base wall M 51269 ft-Ib 1 .2D+ 1 .6H+ 1 .6L+ ,5S RelainCalcV2 02 .xls 7/20/2015 �� � ficalc coatstiruct:ionCalc, Inc . RL! CTION ALC � da.®1 Job Name Wall I.D . 10' max cantilever, case 1 full gray. Other Info 7/20/2015 Soil Under Footing Soil Type Class 5: Clay, sandy day, silty clay, clayey s114 slit and sandy silt �J Soil bearing capacity, unfactored 1 : 11500 psf Soil coefficient of friction NA Soil lateral sliding resistance, CI. 5 only. I 130 psf 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 Granlualr / clay mix, dense Moisture Content MOLst Can top of wall move slightly? yes Unit weight, pcf l 130 pcf Angle of internal friction, degrees ' 30 deg ------------' Depth to groundwater, if any, ft Backfill angle, degrees to horiz. 5 deg Resisting Conditions In Front Of Wall Condition IConcrete slab or asphalt on top of footing, 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 If asphalt or concrete on top of ftg, thickness, inches 4.0 in Loads at Too Of Wall Gravity loads: All gravity bads applied to top of wall If ledger, what is its width (eccentricity, horiz dim), in. Live. psf Dead. to Trib Width. ft Live Dead Snow Roof (no snow) 20.0 psf 15.0 psf 20,00 ft Top 400.0 plf 300.0 plf Loads From Contin- Roof Snow (only) 25.0 psf 500.0 plf uous Members? No Floor 3 Loads Top 0.0 plf 0 .0 plf Floor 2 Loads 40.0 psf 15.0 psf 7,50 ft Tap 300.0 plf 112.5 pif Floor 1 Loads 40.0 psf 15.0 psf 7.50 ft ITop jvj 300.0 pif 112,5 pif Wall Dead Load 10.0 psf 18,00 ft I Top V 18b.0 pif Other 'psf load and trib width Top 0.0 plf 0.0 plf Other gravity loads , plf Descrip'n, opri: Top 0.0 plf Other gravity loads, pli Descrip'n, opri: Top III Subtotals, gravity loads, unfactored: 1 ,000 plf 705 plf 500 pif Additional Moments, ft-lb Clockwise: opposite of ledger-applied moment. W Subtotals, moments, unfactored: 0 ftAb 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 bad 7 Reduce seismic loads? Use 1 /3 increase to allowable soil bearing? No V Include wall weight in seismic force? No RetainCalcV2_02 .xis 7/20/2015 Horizontal seismic soil coefficient, kh ' 0 .00 , Vertical seismic soil coefficient, kv ' 0.00 Wall Tvae Wall Type: Cantilever (not restrained at top) Wall and Footing Construction - Cantilever and Braced Stability Eccentricity, "en 0.2 in Wall: I Concrete, normal weight —TV] Allow soil press 1 ,500 psf Wall compressive strength, psi, fc = 2500 Toe Soil press 1 ,280 psf F_S. Load Comb Okav? Compressive strength to use, psi I 2,500 psi Heel soil press 1 ,227 psf 1 .17 D+L+S Okay Wall thickness, in. 8 Overturning 81484 ft-lb Wall thickness to use, in . 8.00 in Resisting 20,374 ft-Ib 2,40 D+S Okay Footing : Footing width , ft. 5,00 ft 60 .0 in Sliding Force 2,337 lb Footing height, in . 12 .00 in Resisting NA NA D+L Okay Location of wall on footing input your own wall location v Heel proj'n Wall Design Unity Load Comb Okav7 Wall location to use, in . 40 .0 in 12 .0 in Max mom apld 10,291 ft-lb Footing compressive strength, fc 12,500 psi IVI Moment allow 10,338 ft-lb 1 .00 9D+ 1E+1 .6H Okay Key height, in . 0 .00 in Key width , in 0 .00 in Shear appl'd 3,090 lb Shearallow 12,577lb 0,20 .9D+lE+ 1 .6H Okay Wall Reinforcement Provided Required unity Wall rebar grade Grade 6o i Vert steel , min 0.44 sq-in 0.14 sg4n 0,33 Okay Vertical rebar size x 6 s Horiz stl , spcg 18.0 in O.C. 10.3 in O.C. 1 ,74 N.G . Number of rebar layers (mats) t v Min Req'd Length 04� Layer 1 , vertical rebar location (depth) Edge, earth side • Measured from Stub vertical embed in wall 36.0 in Layer 1 , cover to use, in . 2.00 in Earth face Stub 90-degree bend in 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 end layer Toe Unity Load Comb Oka . Layer 2, cover to use , in. Tension on Bottom Layer 2, vertical rebar center-tocenter spacing , in . Moment appl'd 9,902 ft4b Horizontal rebar size x s V Moment allow %954 ft-lb 0,99 !D+ 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 61750 lb 0.79 !D+1 .6H+ 1 .6L+, Okay Footing rebar grade Grade so ® Hook req'd? No Transverse rebar size a s Heel Number of rebar layers (mats) t s Tension on Bottom Layer 1 , transverse rebar location [( ntered in footing Moment appl'd 11284 ft-lb Layer 1 , coverto use, in. 4. 19 in Moment allow 9,957 ft-lb 0.13 .9D+lE+1 .6H Okay Layer 1 , transverse rebar center-to-center spacing, in . 12.00 in Shear appl'd 29554 lb Layer 2, transverse rebar location N/A, no end layer ® Shear allowed 6,750 lb 0,38 gD+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 s v Equiv. No of Bars : Area of steel 0.37 sq-in 0.36 sg4n 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 Wail Shear Forces F_S. Load Comb Top wall V 0 Ib NA Base wall V 32090 Ito 1 .2D+1 .6H+1 .6L+.5S Max V 3,090 lb 1 .2D+ 1 .6H+1 .6L+ .5S Loc'n from top 10,00 ft Wall Moments F .S.. Load Comb Max pos. 10,291 ft-lb 1 .2D+ 1 .6H+1 .6L+.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.xis 7/20/2015 err �IS RUCTIOWi ALC tvottstrucfe® ttCaIc, Inc. r v2.01 Job Name tl62016 Wall I.D. 10' max cantilever, case 2 , no gray. Otherinfo 7/20/2015 Soil Under Footing Soil Type Class 5: Clay, sandy clay, silty clay, clayey slit, silt and sandy slit Soil bearing capacity, unfactored 1 ,500 psf Soil coefficient of friction NA Soil lateral sliding resistance, CI . 5 only. 130 psf 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 Granlualr / clay mix, dense Moisture Content moist Can top of wall move slightly? res Unit weight, pcf 130 pcf ------------ I Angle of Internal friction, degrees ' 30 deg '- Depth to groundwater, if any, ft Backfill angle, degrees to horiz. 5 deg Resistino Conditions In Front Of Wall Condition Concrete slab or asphalt on top of footing, against wall Soil lateral (passive) capacity, unfactored, psf/ft depth 0 psi Unit weight of material over top of toe, pcf 145 pcf t 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 bads applied to top of wall I If ledger, what is its width (eccentricity, horiz dim), in. Live. psf Dead . osf Trib Width. ft Live Dead Snow Roof (no snow) 20.0 psf 15 .0 psf 0,00 ft ToP 0.0 pif 0.0 plf Loads From Contin- Roof Snow (only) 25.0 psf 0.0 pif uous Members? No Floor 3 Loads Top 0.0 plf 0.0 pif Floor 2 Loads 40.0 psf 15.0 psf 0,00 ft Top 0.0 plf 0.0 plf Floor 1 Loads 40.0 psf 15.0 psf 0.00 ft Top IVI 0.0 pif 0.0 pif Wall Dead Load 10.0 psf 0.00 ft TOP 0.0 pif Other 'psf load and trib width Top 0.0 plf 0.0 pif Other gravity loads, pif Descrip'n, opt1: Top 0 .0 plf Other gravity loads, pill Descrip'n, opfl: Top Subtotals, gravity loads, unfactored: 0 plf 0 pN 0 pill Additional Moments, ft-lb IClodovise: opposite of ledger-applied moment. Z Subtotals, moments, unfactored : 0 ft-Ib 0 ft•lb 0 ft-lb Surcharge Load Horiz distance from wall, V, 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? Use 1 /3 increase to allowable soil bearing? No Include wall weight in seismic force? No RetainCalcV2_02.xls 7/20/2015 Horizontal seismic soil coefficient, kh ; 0,00 1 Vertical seismic soil coefficient, kv ' 0,00 Wall Type Wall Type: Cantilever (not restrained at top) Wall and Footing Construction - Cantilever and Braced Stability Eccentricity, Heil 7.9 in Wall: Concrete, normal weight Allow soil press 1 ,500 psf Wall compressive strength, psi , fc = zsoo Toe Soil press 1 ,456 psf F_S. Load Comb Okav? Compressive strength to use, psi 1 2,500 psi Heel soil press 168 psi 1 .03 D+L+S Okay Wall thickness, in. 8 Overturning 8,484 ft4b Wall thickness to use, in. 8,00 in Resisting 15,956 ft-Ib 1 .88 D+L Okay Footing : Footing width, ft. 5,00 ft 60.0 in Sliding Force 21337 Ib Footing height, in. 12,00 in Resisting NA NA D+L Okay Location of wall on footing Input your own wall:loragon Heel propn Wall Design 9afty Load Comb Okay? Wall location to use, in. ; 40.0 in 12.0 in Max mom apid 10,291 it-Ib -- Footing compressive strength, fc 12,5DO psi Moment allow 103246 ft-Ib 1 .00 .9D+1 E+1 .6H N.G. Key height, in. 0.00 in Key width, in 0.00 in Shear appl'd 3,090 lb D Shear allow 12,291lb 0.23 .9D+1E+1 ,6H Okay Wall Reinforcement Provided Required Unity Wall rebar grade G atle 60 Vert steel , min 0.44 sq-in 0.14 sq-in 0.33 Okay Vertical rebar size a 8 V Horiz stl , spcg 18.0 in O.C. 10.3 in O.C. 1 .74 t/ N.G. Number of rebar layers (mats) i v Min Reg'd Length D �L Layer 1 , vertical rebar location (depth) Edge, earth side 'w I Measured from Stub vertical embed In wall 36.0 in Layer 1 , cover to use, in. 2.00 in Earth face Stub 90-degree bend in footing 9.0 in Layer 1 , vertical rebar center-to-center spacing, in. 12.00 in Footing Design Layer 2, vertical rebar location (depth) N^ no 2nd layer qw 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 91233 ft-Ib Horizontal rebar size a s qp Moment allow %954 ft•lb 0.93 !D+1 .6H+1 .6L+, Okay Horizontal rebar center-to-center spacing, in. 18.00 in Shear appl'd 41369 Ib Footing Reinforcement Shear allowed 6,750lb 0,65 !D+1 .6H+1 .6L+. Okay Footing rebar grade Grade 60 Hook req'd? No Transverse rebar size s s V Heel Number of rebar layers (mats) t v Tension on Bottom Layer 1 , transverse rebar location Centered In footing Moment appl'd 19296 ft-Ib Layer 1 , cover to use, in. 4.19 In Moment allow 91957 ft-Ib 0.13 !D+1 .6H+1 .6L+. Okay Layer 1 , transverse rebar center-to-center spacing, in. 12,00 in Shear appl'd 2,593 Ib Layer 2, transverse rebar location N/A no znd layer Shear allowed 6,750 Ib 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. Longitud'I Stee Provided Required Unity Okay? Longitudinal rebar size # s V Equiv. No of Bars: Area of steel 0.37 sg4n 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 0 Ib NA Base wall V 3,090 Ib 1 .2D+1 .6H+1 .6L+.5S Max V 3,0901b 1 .2D+1 .6H+1 .6L+.5S Loc'n from top 10,00 ft Wall Moments F_S. Load Comb `I Max pos. 10,291 ft-Ib 1 .2D+1 .6H+1 .6L+.5S Loc'n from top 10,00 ft Max neg . 0 ft-Ib NA Loc'n from top NA Base wall M 10,291 ft-Ib 1 .2D+ 1 .6H+ 1 .6L+ .5S RelainCalcV2_02 .xis 7/20/2015 S Bea. CTI ®NCALC �et � 6nC �716 consg>rttcteordcalc, Inc. v2.09 Job Name � �P ® 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 slit Soil bearing capacity, unfactored j 1 ,500 psf Soil coefficient of friction NA Soil lateral sliding resistance, Cl, 5 only. 130 psf I 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 Granluair / clay mix, dense V Moisture Content Moist Can top of wall move slightly? Yes Unit weight, pcf$ 130 pcf I — t Angle of internal friction, degrees $ 30 deg ------------ Depth to groundwater, if any, ft Backfill angle, degrees to horiz. 5 deg Resisting Conditions In Front Of Wall Condition I Concrete slab or asphalt on top of footing, 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 If asphalt or concrete on top of fig, thickness, inches 4.0 in Loads at Too Of Wall Gravity loads: All gravity bads applied to top of wan V If ledger, what is its width (eccentricity, horiz dim), in. Live. osf Dead. psf Trib Width ft Live Dead Snow Roof (no snow) 20.0 psf 15.0 psf 20.00 It Top 400.0 plf 300 .0 pif Loads From Contin- Roof Snow (only) 25.0 uous Members? psf 500.0 pif No Floor 3 Loads Top 0.0 pif 0.0 pif Floor 2 Loads 40.0 psf 15.0 psf 7.50 ft Top s 300.0 plf 112.5 plf Floor 1 Loads 40.0 psf 15.0 psf 7,50 ft Top 300.0 pif 112,5 pif Wall Dead Load 10.0 psf 18,00 ft I Top 180.0 pif Other 'psf load and trib width Top • 0.0 pif 0.0 pif Other gravity loads, pif Descrip'n, opfl: Top 0.0 pif Other gravity loads, pit Descrip'n, optT Top t Subtotals, gravity loads, unfactored: 1 ,000 plf 705 pit 500 plf Additional Moments, ft-lb Clockwise: opposlte of ledger-applied moment. i Subtotals, moments, unfactored: 0 ft-lb 0 ft•lb 0 ft•Ib Surcharge Load Holtz 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 Reduce seismic loads? 'I Use 1 /3 increase to allowable soil bearing? No V y Include wall weight in seismic force? No III RetainCalcV2_02.xls 7/21 /2015 Horizontal seismic soil coefficient, kh : 0.00 l Vertical seismic soil coefficient, kvl 0.00 Wall Type Wall Type: Braced, fixed (moment-resisting) at base Wall and Footinq Construction - Cantilever and Braced Stability Eccentricity, "a" 0.0 in Wall: Concrete, normal weight �� Allow soil press 1 ,500 psf Wall compressive strength, psi , fc = 2500 Toe Soil press 11'491 psi F_S. Load Comb Okav? Compressive strength to use, psi 2,500 psi Heel soil press 1 ,496 psi 1 ,00 D+L+S Okay Wall thickness, in. 16 � Overturning NA Wall thickness to use, in . 6.00 in Resisting NA NA NA Okay Footing: Footing width, ft. 2.30 ft 27.6 in Sliding Force 383 Ib Footing height, in. 9.00 in Resisting NA NA D+L+S Okay Location of wall on footing tnputyour own wall locaton Heel proj'n Wall Design Unity Load Comb Okav? Wall location to use, in. ; 11 .4 in 10.3 in Max mom apld -175 ft-Ib Footing compressive strength, fc 2,soo psl I I Moment allow -3,817 ft-Ib 0.05 y .9D+1E+1 .6H Oka Key height, in . 0.00 in Key width, in 0.00 in Shear appl'd 437 Ib Shear allow 3,1181b 0.01 .9D+1E+1 ,6H Okay Wall Reinforcement Provided Required unity Wall rebar grade Grde 60 Vert steel , min 0.10 sq-in 0.09 sq-tn 0.86 Okay Vertical rebar size 4 V Horiz stl, spcg 18.0 in O.C. 11 .1 in O.C. 1 .62 N.G. Number of rebar layers (mats) i V Min Req'd 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 . 24.00 in Max allowed per Footing Design Layer 2, vertical rebar location (depth) N/A, no 2na Wyer per ACI =18" 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-Ib Horizontal rebar size x q V Moment allow 2,535 ft-Ib 0,40 !D+1 .6H+1 .6L+. Okay Horizontal rebar center-to-center spacing, in. 18.00 in Shear appl'd 21449 Ib Footing Reinforcement Shear allowed 5,1751b 0.47 !D+1 .6H+1 .6L+. Okay Footing rebar grade Grade 60 Hook req'd? Yes 64n, min. Transverse rebar size s q qW Heel Number of rebar layers (mats) 1 v Tension on Top Layer 1 , transverse rebar location aonom, minimum cover, 3" V Moment appl'd 415 ft-Ib Layer 1 , cover to use, in . 3.00 in Moment allow 1 ,410 ft-Ib US !D+1 .6H+1 .6L+, Okay Layer 1 , transverse rebar center-to-center spacing, in . 24.00 in Shear appl'd 9641b Layer 2, transverse rebar location I N/A, no end layer Shear allowed 2,9251b 0.33 !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. Lonaltud'I Stee Provided Required Unity Okav? Longitudinal rebar size x 4 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 wail V 58 Ib 1 .2D+1 .6H+1 .6L+.5S Base wall V 437 Ib 1 .2D+1 .6H+1 .6L+.5S Max V 437 Ib 1 .2D+1 .6H+1 .6L+,5S Loen from top 3,20 ft Wall Moments F.S.. Load Comb Max pos. 178 ft-Ib 1 .2D+1 .6H+1 .6L+.55 Loc'n from top 3.10 ft Max neg. -175 ft-Ib 1 .2D+1 .6H+1 .6L+.55 Loc'n from top 4.00 ft Base wall M 475 ft-lb 1 .2D+1 .6H+1 .6L+.5S Reta inCalcV2_02 .xis 7/21 /2015 C, ( 5 SAS RUCTIONCALC nsftflon as c C® nstructionC $➢c, Inc. v2.01 Job Name Wall I.D. 6' max braced . Otherinfo 7/21 /2015 Soil Under Footing Soil Type Class 5: Clay, sandy Gay, silty clay, clayey sll6 silt and sandy slit Soil bearing capacity, unfactored i L31 ,500 psf Soil coefficient of friction NA Soil lateral sliding resistance, Cl. 5 only. 130 psf Retained Soil Behind Wall Retained height, ft 6 ,00 ft Tot. wall ht. Vertical distance from retained soil to top of wall, ft 0.50 H 6,50 H Soil Type Granlualr / clay ma, dense Moisture Content Mots[ I I Can top of wall move slightly? yes Unit weight, licit 130 pcf Angle of internal friction, degrees ' 30 deg Depth to groundwater, if any, ft Backfill angle, degrees to horiz. 5 deg Resistino Conditions In Front Of Wall Condition I Concrete slab or asphalt on top of footing, against wall Soil lateral (passive) capacity, unfactored, psf/ft depth 0 psf Unit weight of material over top of toe, pcf I145 pcf i Depth of resisting soil, Dbf, inches. 0.0 in If asphalt or concrete on top of fig, thickness, inches 4.0 in Loads at Too Of Wall Gravity loads: All gravity loads applied to top of wall V If ledger, what is its width (eccentricity, horiz dim), in. Live, nsf Dead. psf Trib Width, H Live Dead Snow 4 Roof (no snow) 20.0 psf 15.0 psf 20,00 ft Top 400.0 pif 300.0 plf Loads From Contin- Roof Snow (only) 25.0 psf 500.0 pif uous Members? No RW Floor 3 Loads Top t 0.0 plf 0.0 pif Floor 2 Loads 40.0 psf 15.0 psf 7,50 H Top 300.0 plf 112.5 pif Floor 1 Loads 40.0 psf 15.0 psf 7,50 H Top V 300.0 pif 112.5 plf Wall Dead Load 10,0 psf 18.00 H Top V 180.0 plf Other 'psf load and trib width Top s 0.0 pif 0.0 plf Other gravity loads, plf Descdp'n, opt'I: Top 0.0 pif Other gravity loads, pll Descrip'n, opt'I: lop Subtotals, gravity loads, unfactored: 1 ,000 pif 705 pif 500 pif Additional Moments, ft-lb Clockwise: opposite of ledger-applied moment. qW I Subtotals, moments, unfactored : 0 H-Ib 0 ft-Ib 0 ft-Ib Surcharge Load Horiz distance from wall , b', ft. Horiz width of applied load, a', H. Pressure of applied load, q', psf Earthquake Loading Seismic load? zero seismic load Reduce seismic loads? - Use 1 /3 increase to allowable soil bearing? No Include wall weight in seismic force? No Retai nCa IcV2_02 .xis 7/21 /2015 Horizontal seismic soil coefficient, kh ; 0 .00 Vertical seismic soil coefficient, kv , 0 .00 Wall Tvoe Wall Type : Braced, fixed (moment-resisting) at base Wall and Footing Construction - Cantilever and Braced Stability Eccentricity, "e" 0.1 in Wall : concrete, normal welght s Allow soil press 1 ,500 psf Wall compressive strength, psi , fc = zsoo Toe Soil press 1 ,491 psf F .S.. Load Comb Okav? Compressive strength to use, psi 2, 500 psi Heel soil press 1 ,445 psf 1 ,01 D+L+S Okay Wall thickness, in . Overturning NA Wall thickness to use, in . 6 .00 in Resisting NA NA NA Okay Footing : Footing width, ft. 2,83 ft 34 .0 in Sliding Force 768 lb Fooling height, in . 9.00 in Resisting NA NA D+L+S Okay Location of wall on footing Input your own wall location - Heel prod n Wall Design Unity Load Comb Okav? Wall location to use, in. 16 .0 in 12 .0 in Max mom apld 626 ft-lb Footing compressive strength, fc 2,500 psi v Moment allow 11310 ft-Ib 0,48 y 9D+tE+1 .6H Oka Key height, in . 0 .00 in Key width, in 0 .00 in Shear appl'd 973 Ib Shear allow 410761b 0.14 .9D+tE+1 ,6H Okay Wall Reinforcement Provided Reouired Unity Wall rebar grade Grade 60 Vert steel , min 0.13 sq-in 0.09 sq-in 0.65 Okay Vertical rebar size a 4 V Horiz sit, spcg 18.0 in O.C. 11 .1 in O.C. 1 ,62 N.G. Number of rebar layers (mats) t o Min Read Length Layer 1 , vertical rebar location (depth) I centered in wall ® 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 end layer ® Toe .Unity Load Comb Okav? Layer 2, cover to use, in . Tension on Bottom Layer 2, vertical rebar center-to-center spacing, in . Moment appl'd 1 ,993 ftAb Horizontal rebar size x 4 s Moment allow 3,356 ft-Ib 0.59 D+1 .6H+1 .6L+ . Okay Horizontal rebar center-to-center spacing , in . 18.00 in Shear appl'd 3,391 Ib Footing Reinforcement Shearallowed 5,1751b 0,66 !D+1 .6H+1 .6L+. Okay Footing rebar grade Grade sc i Hook req'd? Yes 6-in, min. Transverse rebar size a 4 s Heel Number of rebar layers (mats) t s Tension on Bottom Layer 1 , transverse rebar location [Bottom, minimum cover, 3" ® Moment appl'd 544 ft•lb Layer 1 , cover to use, in . 3.00 in Moment allow 3,358 ft-lb 0,16 .9D+1 E+ 1 .6H Okay Layer 1 , transverse rebar center-to-center spacing, in . 18.00 in Shear appl'd 973 Ib Layer 2, transverse rebar location N/A, no znd layer ® Shear allowed 5,175 lb 0.19 .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 Reouired Unity Okav? Longitudinal rebar size a 4 ® Equiv. No of Bars : Area of steel 0,24 sq-in 0.22 sq-in 0,90 Okay Lopgitudinal 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 Ib 1 .2D+ 1 .6H +1 .6L+.5S Base wall V 973 Ib 1 .2D+1 .6H+1 .6L+.5S Max V 973 Ib 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+.5S Loc'n from top 4,50 ft Max neg. -812 ft-lb 1 .2D+ 1 .6H+ 1 .6L+ .5S Loc'n from top 6.00 ft Base wall M •812 ft-lb 1 .2D+1 .6H+ 1 .6L+.5S RetainCalcV2 02 .xls 7/21 /2015 C17 � i RUCTION ALC RetalnCalc C®nstratcte ®nCalc, Inc. v2.01 Job Name Wall I. D. 8' max braced . Other Info 7/21 /2015 Soil Under Footing Soil Type Class 5: Clay, sandy clay, silty clay, clayey slit, slit and sandy silt 'Soil bearing capacity, unfactored ' 16500 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 ht. Vertical distance from retained soil to top of wall, ft 0,50 ft 8,50 ft Soil Type IGGrranluair / clay mte, dense Moisture Content I Moist Can top of wall move slightly? yrs Unit weight, pcf j 130 pcf Angle of internal friction, degrees ' 30 deg -------- -- -- Depth to groundwater, if any, ft Backfill angle, degrees to horiz. 5 deg Resistino Conditions In Front Of Wail Condition Concrete slab or asphalt on top of footing, against wall qW 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 If asphalt or concrete on top of fig, thickness, inches 4.0 in Loads at Ton Of Wall Gravity loads: All gravity loads applied to top of wail i If ledger, what is its width (eccentricity, horiz dim), in. Live. psf Dead . psi Trib Width. ft Live Dead Snow Roof (no snow) 20.0 psf 15.0 psf 20,00 ft ToP 400.0 pif 300.0 pif Loads From Contin- Roof Snow (only) 25.0 psf 500.0 plf uous Members? No Floor 3 Loads rop - 0.0 pif 0.0 plf Floor 2 Loads 40.0 psf 15.0 psf 7,50 ft Top 300.0 pif 112.5 plf Floor 1 Loads 40.0 psf 15.0 psf 7.50 ft Top W 300.0 plf 112,5 pif Wall Dead Load 10.0 psf 18,00 ft Top qW 180.0 pif Other 'psf load and trib width Top 0.0 pif 0.0 plf Other gravity loads, pif Descrip'n, opt'I: Tap 0.0 pif Other gravity loads, pit Descrip'n, optT Top Subtotals. gravity loads, unfactored: . 1 ,000 pif 705 plf 500 pif Additional Moments, ft4b Clockwise: opposite of ledger-applied moment, Subtotals, moments, unfactored: 0 ft-lb 0 ft4b 0 ft-lb Surcharge Load Horiz distance from wall, b% ft. Horiz width of applied load, a', ft. Pressure of applied load, q', psf Earthgualte Loading Seismic load? zero seismk load Reduce seismic loads? - Use 1 /3 increase to allowable soil bearing? No RW Include wall weight in seismic force? No RetainCaicV2_02 .xls 7/21 /2015 Ltd Horizontal seismic soil coefficient, kh ' 0.00 I Vertical seismic soil coefficient, kvj 0.00 1 Wall Type Wall Type: Braced, fixed (moment-resisting) at base Wall and Footing Construction • Cantilever and Braced Stability Eccentricity, "a" 0.1 in Wall: Concrete, normal weight Allowsoilpres: 1 ,500psf Wall compressive strength, psi, Pc = 2soo Toe Soil press 1 ,497 psf F.S.. Load Comb Okav? Compressive strength to use, psi j 2,500 psi Heel soil press 1 ,438 psi 9 .00 D+L+S Okay Wall thickness, in. B Overturning NA Wall thickness to use, in. 8 .00 in Resisting NA NA NA Okay Footing : Footing width, it, 3,50 it 42 .0 in Sliding Force 11310 Ib Footing height, in. 10,00 in Resisting NA NA D+L+S Okay Location of wall on footing Input your own wall k itkm Heel prof n Wall Design Unity Load Comb Oka ?. Wall location to use, in. 22.0 in - 12 .0 in Max mom apld -2,180 ft-Ib Footing compressive strength, f c 12,500 psi n Moment allow -2,434 ft•lb g.90 .9D+1E+1 ,6H Okay Key height, in. 0.00 in Key width, in 0,00 in Shear appi'd 19721 Ib Shear allow 4,2181b 0.31 .9D+lE+1 ,6H Okay Wall Reinforcement Provided Required Unity Wall rebar grade Grade w i Vert steel, min 0.13 sq-in 0.12 sq-in 0.86 Okay Vertical rebar size a a V Horiz sill, spcg 18.0 in O.C. 8.3 in O.C. 2.16 N.G. r� Number of rebar layers (mats) I qW Min Reg'd Length e? Layer 1 , vertical rebar location (depth) Centered in wall qW 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 2nd lase Toe Unity Load Comb Okav? Layer 2, cover to use, In . Tension on Bottom Layer 2, vertical rebar center-to-center spacing, in. Moment appl'd 3,712 ft-Ib Horizontal rebar size F# a V Moment allow 3,956 ft-Ib 0,94 'D+ 1 .6H+1 .6L+, Okay Horizontal rebar center-to-center spacing, in . 18.00 in Shear appl'd 4,603 Ib Footing Reinforcement Shear allowed 6,075 Ib 0,76 'D+1 .6H + 1 .6L+. Okay Footing rebar grade Grade 60 Hook req'd? Yes 6-in, min. Transverse rebar size a a v Heel Number of rebar layers (mats) t v Tension on Bottom Layer 1 , transverse rebar location Bottom, minlmum cover, 3" qw Moment appi'd 857 ft-Ib Layer 1 , cover to use, in. 3.00 in Moment allow 3,958ft-Ib 0,22 .9D+tE+1 ,6H Okay Layer 1 , transverse rebar center-to-center spacing, in. 18.00 in Shear appi'd 1 ,610 ib Layer 2, transverse rebar location N/A, no 2nd layer Shear allowed %0751b 0,26 .9D+1 E+1 ,6H Okay Layer 2, cover to use, in. Hook req'd? No Layer 2, transverse rebar center-to-center spacing, in . Longitud'I Stee Provided Required Unity Okay? Longitudinal rebar size x s 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 Ea . Spacing 12.0 in O.C. 12.4 in O.C. 0.97 Okay 4 Dom ✓ Wall Shear Forces E.S. Load Comb Top wall V 257 Ib 1 .2D+1 .6H+1 ,6L+,5S Base wall V 1 ,721 Ib 1 .2D+1 .6H+1 .6L+,5S Max V 13721 Ib 1 .2D+1 .6H+1 .6L+,5S Loc'n from top 6.00 ft Wall Moments F_S. Load Comb Max pos. 1 ,488 ft-Ib 1 .2D+1 .6H+1 .6L+,5S Loc'n from top 5.80 ft Max neg . 49180 ft-Ib 1 .2D+1 .6H+1 .6L+,5S Loc'n from top 8.o0 ft Base wall M -23180 ft-Ib 1 .2D+1 .6H+1 .6L+,5S RetainCalcV2_02 .xls 7/21 /2015 L19 S RUCTIONCA _ c Retaincalc Li ConstructionCalc, Inc. CA_ F e2.01 r Job Name ( 507 Wall I.D . 10' max braced . Other info 7/21 /2015 Soil Under Footing Soil Type Class 5: Clay, sandy clay, silty clay, clayey silt, slit and sandy slit D Soil bearing capacity, unfactored 1 ,500 psf c Soil coefficient of friction NA Soil lateral sliding resistance, Cl , 5 only. 130 psf 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 Granluair / clay m&, geese Moisture Content �tnoist �— Can lop of wall move slightly? yPs qw Unit weight, pcf. 130 pcf j Angle of internal friction, degrees ' 30 deg ----------- - - Depth to groundwater, if any, ft Backfill angle, degrees to horiz. 5 deg Resistin Conditions In Front Of Wall Condition Concrete slab or asphalt on top of footing, 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 If asphalt or concrete on top of ftg , thickness, inches 4.0 in Loads at Too Of Wall Gravity loads: All gravity bads applied to top of wall If ledger, what is its width (eccentricity, horiz dim), in. Live. psf Dead. psf Trib Width, ft Live Dead Snow Roof (no snow) 20.0 psf 15.0 psf 20,00 ft . ToD 400.0 pif 300.0 pif Loads From Contin- uous Roof Snow (only) Members? 25.0 psf 500.0 pif No Floor 3 Loads Top 0.0 plf 0.0 plf Floor 2 Loads 40.0 psf 15.0 psf 7,50 ft 7op 300.0 plf 112.5 plf Floor 1 Loads 40.0 psf 15.0 psf 7,50 ft TopqW300.0 plf 112.5 pif Wall Dead Load 10.0 psf 18,00 ft Top V 180.0 pif Other 'psf load and Crib width Top 0.0 pif 6.0 plf Other gravity loads, pif Descrip'n, opri: Top 0.0 pif Other gravity loads, pli Descrip'n, oprl: Top Subtotals, gravity loads, unfactored: 1 ,000 pif 705 pif 500 pif Additional Moments, ft-lb Clockwise: opposite of ledger-.applied moment. Subtotals, moments, unfactored: 0 ft-lb 0 ft-lb 0 ft•Ib I Surcharge Load Horiz distance from wail, b', ft. Horiz width of applied load, a', ft. Pressure of applied load, q', psf Earthouake Loading Seismic load? Zero seismic load VP Reduce seismic loads? o Use 1 /3 increase to allowable soil bearing? No V Include wall weight in seismic force? No RetainCatcV2_02.xis 7/21 /2015 Horizontal seismic soil coefficient, kh1 0,00 Vertical seismic soil coefficient, kv ' 0,00 Wall Tvae Wall Type: Braced, fixed (moment-resisting) at base Wall and Footina Construction - Cantilever and Braced Stability Eccentricity, "e" -0 . 1 in Wall: I Concrete, normal weight Allow soil press 1 ,500 psf Wall compressive strength, psi, fc = 2sgo Toe Soil press 1 ,435 psf F .S .. Load Comb Okav? Compressive strength to use, psi 2,500 psi Heel soil press 1 ,452 psf 1 .03 D+L+S Okay Wall thickness, in. B Overturning NA Wall thickness to use, in . 8,00 in Resisting NA NA NA Okay Footing: Fooling width, ft. 5,00 It 60.0 in Sliding Force 21025 Ito Footing height, in. 12.00 in Resisting NA NA D+L+S Okay Location of wall on footing input your own wall location Heel profn Wall Design Unity Load Comb Okav? Wail location to use, in. ; 31 .0 in 21 .0 in Max mom apld 40554 ft-lb Footing compressive strength, fc 12,500 psi Moment allow 4,808 ft-lb 0,95 9D+1 E+1 ,6H Okay Key height, in. 0.00 in Key width, in 0,00 in Shear appl'd 23680 lb Shearallow 81423lb 0.26 .9D+lE+1 ,6H Okay Wall Reinforcement Provided Reouired Unity Wall rebar grade Grade 60 Vert steel, min 0,29 sq-in 0.14 sq-in 0,50 Okay Vertical rebar size x s v Horiz at], spcg 18.0 in O.C. 10.3 in O.C. 1 ,74 N.G. Number of rebar layers (mats) i w Min Reg'd Length Layer 1 , vertical rebar location (depth) Centered in wall 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 end layer p 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 62702 ft-lb Horizontal rebar size a 5 V Moment allow 9,225 ft-lb 0,73 !D+1 .6H+1 .6L+. Okay Horizontal rebar centerAocenter spacing, in. 18.00 in Shear appl'd 50956 Ito Footing Reinforcement Shear allowed 6,750 Ito 0.88 !D+1 .6H+1 .6L+. Okay Footing rebar grade G ode 60 Hook req'd? No Transverse rebar size x s IV Heel Number of rebar layers (mats) i 1w Tension on Bottom Layer 1 , transverse rebar location centered in footing Moment appl'd 5,338 ft-lb Layer 1 , cover to use, in. 4.19 in Moment allow 91225 ft-lb 0.58 .9D+1 E+1 ,6H Okay Layer 1 , transverse rebar center-to-center spacing, in. 13.00 in Shear appl'd 50838 Ito Layer 2, transverse rebar location I N/A, no 2nd layer Shear allowed 6,750 lb Us .9D+1 E+1 .61-1 Okay Layer 2, cover to use, in. Hook req'd? No f Layer 2, transverse rebar center-to-center spacing, in. Lonaitud'I Stee Provided Required Unity Okav? Longitudinal rebar size x 5 V Equiv. No of Bars: Area of steel 0.37 sq-in 0.36 sg4n 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 4101b 1 .2D+1 .6H+1 .6L+.5S Base wall V 29680 Ito 1 .2D+1 .6H+1 .6L+,5S Max V 2,6801b 1 .2D+1 .6H+1 .6L+.5S Loc'n from top 7.25 ft Wall Moments F_S. Load Comb Max pos. 21869 ft-lb 1 .2D+1 .6H+1 .6L+,5S Loc'n from top 7.00 ft Max neg. 4,554 ft-Ib 1 .2D+1 .6H+1 ,6L+.5S Loc'n from top 10.00 ft Base wall M 41554 ft-Ib 1 .2D+1 .6H+1 .6L+.5S RetainCalcV2 02.x1s 7/21 /2015 Horizontal seismic soil coefficient, khl 0,00 I G Vertical seismic soil coefficient, kv ' 0,00 Wall TVPe Wall Type: Braced, fixed (moment-resBting) at base `I Wall and Footing Construction • Cantilever and Braced Stability Eccentricity, °e" -0.1 in Wall ; Concrete, normal weight t Allow soil press 1 .500 psi Wall compressive strength, psi, fc = zsoo Toe Soil press 1 ,435 psi F_S. Load Comb Okav? Compressive strength to use, psi 2,500 psi ! Heel soil press 1 ,452 psf 1 .03 D+L+S Okay Wall thickness, in. 18 Overturning NA Wall thickness to use, in . 8,00 in Resisting NA NA NA Okay Footing: Footing width, ft. 5.00 ft 60.0 in Sliding Force 2,025 Ib Footing height, in. 12.00 in Resisting NA NA D+L+S Okay Location of wall on footing Input your own wall:kxation Heel projn Wall Design Unity Load Comb Okav? Wall location to use, in, j 31 .0 in 21 .0 in Max mom apld -49554 ft-Ib - ' Footing compressive strength, fc 12t500 psi Moment allow 4,808 ft-Ib 0 ,95 .9D+ 1 E+ 1 .6H Okay Key height, in. 0.00 in Key width, in 0.00 in Shear appl'd 21680 Ib Shear allow 804231b 0 .26 .9D+ 1E+ 1 .6H Okay Wall Reinforcement Provided Required Unity Wall rebar grade Grade so Vert steel, min 0.29 sq-in 0.14 sg4n 0.50 Okay Vertical rebar size u s s Horiz stl, spcg 18.0 in O.C. 10.3 in O.C. 1 .74 N.G. Number of rebar layers (mats) I qw Min Read Length Layer 1 , vertical rebar location (depth) Centered in wall qW 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 2nd layer i Toe Unity Load Comb Okav? Layer 2, cover to use, in. Tension on Bottom Layer 2, vertical- rebar center-to-center spacing, in. Moment appl'd 6,702 ft-Ib Horizontal rebar size x s v Moment allow 9,225 ft-Ib 0,73 !D+1 .6H+1 .6L+. Okay Horizontal rebar center-to-center spacing, in. 18 .00 in Shear appl'd 5,956 Ib Footing Reinforcement Shear allowed 6,750 Ib 0.88 !D+1 .6H+1 .6L+. Okay Footing rebar grade t ode so 7 Hook req'd? No Transverse rebar size PT v Heel Number of rebar layers (mats) I v Tension on Bottom Layer 1 , transverse rebar location centered In footing i Moment appl'd 5,338 ft-Ib Layer 1 , cover to use, in. 4.19 in Moment allow 91225 ft4b 0.58 gD+1 E+1 .6H Okay Layer 1 , transverse rebar center4oq center spacing, in. 13.00 in Shear appl'd 51838 Ib Layer 2, transverse rebar location N/A, no 2nd layer Shear allowed 6,750 Ib 0.86 .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. Lonaitud'I Stee Provided Required Unity Okav? Longitudinal rebar size � sIV] 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 Ib 1 .2D+1 .6H+1 .6L+.5s Base wall V 21680 Ib 1 .2D+1 .6H+1 .6L+.5S Max V 2,680 Ib 1 .2D+1 .6H+1 .6L+.5S Loc'n from top 7,25 ft Wall Moments F_S. Load Comb Max pos. 2,869 ft-Ib 1 .2D+1 .6H+1 .6L+.5S Loc'n from top 7.00 ft Max neg. 4,554 ft-lb 1 .2D+1 .6H+1 .6L+.5S Loc'n from top 10.00 ft Base wall M 41554 ft-Ib 1 .2D+1 .6H+1 .6L+.5S RetainCalcV2 02.xis 7/21 /2015 2316 Antone Way ® Tim K . Garrison , r . E . Anacortes, WA 98221 Phone : ( 360 ) 708 - 1865 Consulting Engineer TimG@TimKGarrison . com Structural Analysis : Retaining Walls at Various Locations in Skagit County, WA Client: Landed Gentry Homes and Communities CC[ Job Number: T17037 Building Design : Landed Gentry m "-� Date: January 25 , 2018 1 F1. k 1 1, GAIP FEB 15 201� x�1a 4 � INDEX , Design Sketches SKl — SK2 Callouts and Tables COI Standard Specifications B — D Total No . of pages excluding cover sheet: 6 Notes, Disclaimers : ConstructionCalc, Inc . (CCI) takes responsibility only for items specifically addressed within this report set. This report is valid only for the specific project shown above and herein. Further, this report is valid only if it is stapled or otherwise bound as it originally left this office, and contains all of the sheets as originally bound . Any sheets that are not bound to the original complete set are not valid and shall not be used (excluding authorized, stamped addendums) . -- . . . _ . - _ - I _. . . ._ . .. . 1 . . ... . _ . - - _ _ _ _. - . . ' : . ._ _ ._ - - - -._ _ - _ - - _ A � tI I I ; j � I A A A OJ - _ A. '.. . At . A -- - - Am 9 �. __ ; . _ V. .. , - III __ W. , S i �. _ . .1. ... i ._..__. .. _ _ -.- -- - _ . . .CA FAA FAA . A I . .` _ I. - . _ _ _ l . _ . . _ f"A"A" I AAA i _ P,. " ._eo AAAA AA IFF.-A v I u � . 3 b - . J _ _AIF Am. - g J AP . _ ` .. _ . '. . i � P V s _ ..__. . . . _ . _. _ _. . . . I ..a I v° i _. ; 3 : J V IIF _._ N /P _ _ ..... _. I L �" �r� f B d — ,. q� P. �� _ Am A- r d f A - - - - - AF _ _ - - • _ A _ ► - _ . _ jj A � t � i I QI __.. _ - - A. - _ . - - .e • ! __ _. . __ .. . . .. _ . . _. .. �\ . RL l t V i � I . 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Garrison, P.E . BASIS OF DESIGN — APPLICABLE CODES : Code . The designs herein are prepared in accordance with the 2015113C . Construction shall conform with the most recent building code adopted by the approving jurisdiction. Calculations . There are no calculations submitted with this report. If calculations are desired they may be obtained from the consultant for additional fee . LIMITED SCOPE OF CONSULTANT ' S WORK : Consultant. The consultant in responsible charge of the work indicated herein 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 new reinforced concrete retaining walls of varying heights . CCI takes responsibility only for items specifically addressed in our drawings and calculations . Constructed items not specifically addressed herein shall be built per minimum code . 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. O Floor dead: 15 psf O Roof + ceiling dead : 15 psf O Exterior wall dead: 10 psf O Roof snow : 25 psf O Assumed allowable soil bearing pressure : O Floor live : 40 psf 200 psf. SELECT APPLICABLE PROJECTS : The calculations, drawings , notes, specifications , and / or tables prepared by CCI are valid only for Landed Gentry designed and built homes in Skagit County where snow load is 25 psf or less . These documents are not valid, are not applicable to , and shall not be used for any other project at any other location. 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. 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 . 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 . TEMPORARY SUPPORT AND BRACING : General . Provide adequate temporary support to all walls , roofs , beams , columns, and floors during construction . Design of same is not included herein. Contractor or owner should check all temporary- SKZ Nr l v 0 w t000e --vs 7 P `>Zrns o ?� �- J � ° vi 3 �� 3 -- ra I ` O r `� 4. I � e5 p N V V v (0 N O Ok # m k C N aU Ua aU 5 C O CA �b0 U H 00 co 00 O N d N o0 00 b0 cd } .O � J ` O 12 LL F� Wl m ;t CL 3 ih a cc O1 C •p r 00 N (V ate.+ p• ~ N f6 X = N �O e} 00 FN, Cd 1*0 CL co co Z aoi —uc, m 2 oGo 3 3 O 'w rn o r rco 1? Y (d W Q CUd � N fq 7 N 00 d a Nco N O E :n co c - - W � co 00 00 00 o _ cu a w 3 o �o 0o co ao 0. ; N _ ♦+ 0 (Dr cu (D c M 3 o m ti v CD VV ONN y mo U 'L U QC II O u x G a ti o o c a 'm 3 . � o (D !C () -O 00 C) C) N "Z 7 c} d 00 O w U C P, 00 rf N O O r�ii 3 C A r CO V' LO (O Z — O N OCL ) E V O 3 N M V• Vl �c N ' cd O y O G 'O O C L.L c -c p a N O U � � � 3 bD a "0 00 •� — O E II E Q C ° _ G V O N G U bq m •� 1� O O (V W -O Nco 0) E CD id O N N N N LLl a) •C O I G. G O II O •C (6 •O i U 3 NN vw 10 N d� ti ni b y 3 cco cu CD d (° w � r E °� C 2 m 0 o � v C: co � °' � -ovx� 60 " � � � � a�ei y O r GI C G M G O C O v co � d p U > Z U w 2 Ii m o c o U U z U (i U Z s a + FA Z Standard Structural Specifications' — Copyright, Tim K. Garrison, P.E . BASIS OF DESIGN — APPLICABLE CODES : Code . The designs herein are prepared in accordance with the 2015 IBC . Construction shall conform with the most recent building code adopted by the approving jurisdiction . Calculations . There are no calculations submitted with this report . If calculations are desired they may be obtained from the consultant for additional fee . LIMITED SCOPE OF CONSULTANT ' S WORK: Consultant . The consultant in responsible charge of the work indicated herein is Tim K . Garrison, P .E . , doing business as ConstructionCale, Inc . , hereafter indicated as "CCI . " Scope of Consultant' s Work. The scope of work of CCI is limited to structural analysis of new reinforced concrete retaining walls of varying heights . CCI takes responsibility only for items specifically addressed in our drawings and calculations . Constructed items not specifically addressed herein shall be built per minimum code . 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. O Floor dead : 15 psf O Roof + ceiling dead : 15 psf O Exterior wall dead: 10 psf O Roof snow : 25 psf O Assumed allowable soil bearing pressure : O Floor live : 40 psf 2 ,000 psf. SELECT APPLICABLE PROJECTS : The calculations, drawings, notes, specifications, and / or tables prepared by CCI are valid only for Landed Gentry designed and built homes in Skagit County where snow load is 25 psf or less . These documents are not valid, are not applicable to, and shall not be used for any other project at any other location. 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. 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 . 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 . TEMPORARY SUPPORT AND BRACING : General . Provide adequate temporary support to all walls , roofs , beams, columns , and floors during construction. Design of same is not included herein. Contractor or owner should check all temporary. p G supporting devices with a qualified person. Contractor shall be responsible for the adequacy of all temporary and/or permanent support systems . 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. Non-Structural Fill : "Non- Structural Fill" is soil (native or imported) without : organic materials; rocks and lumps greater than 3 " in any dimension ; trash; and the like . If used as compacted fill, it 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. 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 . Minimum cement content = 5 sacks per cubic yard. 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. 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: Retaining Walls and other Structural Elements . Reinforcing bars (rebar) for retaining walls retaining more than 44eet of soil and their footings, and for structural beams , structural columns and the like shall be grade 60 (Fy = 60 ksi) unless otherwise specified in the Plans . Splicing, Bending. All reinforcing shall be spliced, detailed, bent, and supported in accordance with the most recent ACI code adopted by the jurisdiction. l fk ' 4 s� STRUCTURAL CALCULATION Imam S _qt M L M < < Q FOR , whow .� " ,. o x THE " WESCOTT BAY " PLAN < r Q d D ,� O U . 03 ON 0LU SAN JUAN PASSAGEgowo ' Z www a Anacortes , WA s V � �1J` a � � � [ZUj C� > U z Address : ; J Anacortes , WA (The calculations contained herein are authorized for multiple uses for only the San Juan Passage Development , Anacortes , WA) 2015 IBC April 12 , 2013 2013 - 1026 Revised 08 -21 - 13 2 Revised 12 -27 - 16 Prepared By : Michael L . Schemmer , P . E . two SC 79fj,S' i• rCy . 2032 N Avenue , Unit A Anacortes , WA 98221 ( 360 ) 941 - 1607 ' w mispe . structures@yahoo . com t t, 2 81 GISTE �ss�dNAL �N 1 Al -900 . � � a. �' a + CHAGaB.a Le S@retC"7lEYCY9 RE .. - /' 6 � 1..a S 05 l C i ,> '2a f � g 2%�o (D 71 .1, 0 05 t o �7 E j I OIL 1 - `a— :n r x Michael L. Schemmer, P.E. , 2032 N Avenue, Unit A - Anacortcs, WA 98221 (360) 9414 607 mispe. structures@?a yahoo. coin Michael L. Schlemmer, P. E. Project Title: Wescott Bay 2032 N Avenue, Unit A Engineer: Michael L. Schemmer, P. E. Project ID: 2013-1026 n Anacortes, WA 98221 Project Descr: SFR (360) 941 -1607 ml`spe.structures@yahoo.com ASCE Seismic Base Shear File = c:lUserslOWnerIDOCUME-1IENERCA-112014C8- 1 .EC6 F ' r , , 0 ENERCALC; INC. 1983-2016, Build:6:16. 10.31 ,'Ver:6. 16. 10.31 bw <r R { kYa ELF# fi a k Risk Category Calculations per ASCII 7-10 Risk Category of Building or Other Structure : 'T" ; All Buildings and other structures except those listed as Category I, III, and IV ASCE 7-10, Page 2, Table 1. 5-1 Seismic Importance Factor = 1 ASCE 7- 10, Page 5 Gridded Ss & S1values ASCE.?-10 Stand , Table 1. 5-2 Standard ASCE Ta 111* 5 Max, Ground Motions, 5% Damping : Latitude = 48.495 deg North SS = 1 .0872 g , 0.2 sec response Longitude = 122 . 620 deg West S 1 = 0 ,4308 g, 1 .0 sec response Location : Anacortes, WA 98221 Site Class, Site Coeff, and. Design Category Site Classification "D" : Shear Wave Velocity 600 to 1 ,200 ft/sec = p ASCE 740 Table 20. 34 Site Coefficients Fa & Fv Fa = 1 ,07 ASCE 740 Table 11. 44 & 11. 44 (using stralght4ine interpolation from table values) Fv = 1 ,57 Maximum Considered Earthquake Acceleration S MS = Fa * Ss = 1 . 158 ASCE 740 Eq. 11.4-1 S M1 = Fv * S1 = 0,876 ASCE 740 Eq. 11. 4-2 Design Spectral Acceleration S = S * 2/3 = 0, 772 DS M5 ASCE 740 Eq, 11. 4-3 S D1 S M12/3 = 0 .451 ASCE 740 Eq. 11. 4 4 Seismic Design Category = D 4SCE 740 Table 11. 6- 1 & -2 Resisting System ASCE 740 Table 1221 Basic Seismic Force Resisting System . . . Bearing Wall Systems Light-framed walls sheathed wlwood structural panels rated for shear resistance or steel sheets . Response Modification Coefficient " R " = HO Building height Limits : System Overstrength Factor " Wo " = 100 Category "A & B" Limit: No Limit Deflection Amplification Factor " Cd " = 4:00 Category "C" Limit: No Limit Category "D" Limit: Limit = 65 NOTE! See ASCE 740 for all applicable footnotes. Category "E" Limit: Limit = 65 Category "F" Limit: Limit = 65 Lateral Force Procedure ASCE 740 Section 12. 8. 2 Equivalent Lateral Force Procedure The " Equivalent Lateral Force Procedure" is being used according to the provisions of ASCE 71012 8 Determine Building Period use ASCE 12 8 7 Structure Type for Building Period Calculation : All Other Structural Systems " Ct " value = 0 ,020 " hn " : Height from base to highest level = 25 , 0 ft " x " value = 0,78 " Ta " Approximate fundemental period using Eq. 12.8-7 : Ta = Ct * (hn " x) = 0 ,224 sec "TL" ; Long-period transition period per ASCE 7A0 Maps 22.12 -> 22A6 8 .000 sec Building Period " Ta " Calculated from Approximate Method selected = 0,224 sec " Cs " Response Coefficient ASCE 7-10 Section 12. 8. 1. 1 S DS: Short Period Design Spectral Response = 0:772 From Eq. 12.8-2, Preliminary Cs — 0. 119 " R " ; Response Modification Factor = 6 ,50 From Eq . 12.8-3 & 12,84 , Cs need not exceed 0310 " I . Seismic Importance F — actor = 1 From Eq. 12.8-5 & 12.8-61 Cs not be less than = 0.034 Cs : Seismic Response Coefficient = = 0 . 1188 Seismic Base Shear ASCE7-i0 Section 12. 8. 1 cs = 081188 from 12.e.1 .1 W ( see Sum Wi below ) = 64 , 26 k Seismic Base Shear V = Cs * W = 7 . 63 k Michael L. Schemmer, P. E. Project Title: Wescott Bay 2052 N Avenue, Unit A Engineer: Michael L. Schlemmer, PIE , Project ID: 2013-1026 Aliacortes, WA 98221 Project Descr: SFR (360) 941 -1607 mlspe,structures@yahoo.com ASCE Seismic Base Shear File = c:lUsers\Owner\DOCUME-11ENERCA-1\2014C8-1 . EC6 ENERCALC, INC. .1983-2016, Build 61610:31 Ver 6. 16. 10 31 .�' IRA R `•:II111111111 mmsaaaOVs� '��miaAaxB&ze6�&zsst �aan,s..a �9.4'�67}`�:s.5�,�t Vertical Distribution of Seismic Forces ASCE 740 Section 12. 8. 3 " k " : hx exponent based on Ta = 1 .00 — Table of building Weights by Floor Levelo . . Level # Wi : Weight Hi : Height (Wi * HlAk) Cvx Fx=Cvx * V Sum Story Shear Sum Story Moment 2 39 .78 20 ,00 795 ,60 0.7647 5.84 5.84 0.00 1 24.48 10 .00 244.80 0.2353 1 .80 7,63 58 .36 Sum wi = 64.26 k Sum Wi * Hi = 11040,40 koft Total Base Shear = 7, 63 k Base Moment = 1347 k-ft Diaphragm Forces : Seismic Design Category " B" to " " ASCE 710 12101 1 Level # Wi Fi Sum Fi Sum Wi Fpx : Calcd Fpx : Min Fpx : Max Fpx Dsgn , Force 2 39.78 5 .84 5 ,84 39 .78 5.84 6 , 14 12.28 6, 14 6 . 14 1 24,48 1 , 80 7 ,63 64126 2 ,91 3 .78 7 ,56 3.78 3478 Wpx • • • • • • • 0 0 f . . . . . . . . . . . . . . . Weight at level of diaphragm and other structure elements attached to it. Fi . . . . . . . . . . . . . . . . . . . . . . . . . . . . Design Lateral Force applied at the level , Sum Fi . . . . . . . . . . . . : . . . . . .*off, Sum of " Lat. Force" of current level plus all levels above MIN Req'd Force @ Level . . . , . , , , . 0,20 * S D's I * Wpx MAX Req'd Force @ Level . . , . . . . . 0 .40 * S os I * Wpx Fpx : Design Force @ Level Wpx * SUM(x->n) Fi / SUM(x.>n) wi , x = Current level , n = Top Level i I I I I Michael L. Schemmer, P. E. Project Title: Wescott Bay r 2032 N Avenue, Unit A Engineer: Michael L. Schemmer, P. E. Project ID : 2013-1026 Anacortes, WA 98221 Project Descr: SFR (360) 941 -1607 mlspeestructures@yahoo. com IC05 609 . E Alternate Al:l - - @IghtS Wind File - c:lUserslOwnedDOCUME-11ENERCA-112014C81EC6 0ENERCALC, INC. 1982016 Build66. 10.31 , Ve6. 1 . .31 r_Analytical Values Calculations per IBC 2015 1609 . 6 User verified these IBC 2015 All-Heights Wind Method Limitations Analytical Values 1609.6 . 1 ( 1 ) : Total Height <= 75 ft with (Height 1 Least Width) <= 4 Exposure Category, ASCE 7-10 Sect 26 .7. 3 Exposure C -or- Fundamental frequency >= 1 hertz Mean Roof Height 15 .0 ft 1609 .6 . 1 (2) : Not sensitive to dynamic effects Topographic Factor per ASCE 7-10 Sec 26 . 8 . 2 1609.6 . 1 (3) : Site not affected by channeling/buffeting from upwind items K1 = 0 , 250 K2 = 1 . 0 K3 = 1 . 0 1609.6. 1 (4) : Simple diaphragm building per ASCE 7-05 Sec 26.2 Force Kzt to 1 .0 per ASCE 71m10 26.8. 2 Yes 1609 .6. 1 (5) : Aware of ASCE7 provisions for open buildings, multispan gable Topographic Factor Kzt = (1 +K1 *K2*K3)^2 = 1 . 000 roofs, stepped roofs, sawtooth roofs, domed roofs, roofs with V : Basic Wind Speed 110,0 mph slopes > 45 deg, solid free standing walls & signs. per ASCE 7-10 26 .5 . 1 160906,441 : Aware of need to check torsion per ASCE 7 Fig , 27A-8 MWFRS Table per IBC 2015 1609 .6 . 2 , Section 1 Design Pressure P = 0 .00256 V"2 K C K z net zt WINDWARD WALLS & PARAPETS - - --- ------ - ------- WALLS ----------- ------- --------- -------------- PARAPETSps# --- - - Kz based on ibc 20151609.6 .4. 2 Item 1 Enclosed Partially Enclosed Height Kz +Internal -Internal +Internal -Internal Enclosed Partially Enclosed 0 - 15 ' 0.850 11 . 33 19.24 2 .90 27.67 33 .73 33 .73 20' 0.900 12 .00 20.37 3 ,07 29 ,30 35.71 35.71 25 ' 0, 940 12.53 21 .27 3 ,21 30 .60 37,30 37,30 30 ' 0.980 1306 22. 18 3,34 31 , 90 38.89 38 .89 40 ' 16040 13.86 23.54 3, 55 33 .85 41 . 27 41 .27 50 ' 1 .090 14 ,53 24 ,67 3,72 35 ,48 43 , 25 43.25 60 ' 1 . 130 15 .06 25.57 3 ,85 36 .78 44.84 44.84 70 ' 1 , 170 15,60 26 ,48 3.99 38.08 46 .43 46 .43 80 ' 1 ,210 16. 13 27.38 4, 13 39 .39 48,01 48.01 90 , 1 .240 16 ,53 28 .06 4.23 40.36 49, 20 49 . 20 100 ' 1 ,260 16.80 28.51 4.30 41 .01 50,00 50.00 Enclosed Partially Enclosed LEEWARD & SIDEWALLS +Internal -Internal +Internal -Internal Kz based on IBC 20151609. 6A.2 Item 2 0.850 Leeward Wall -13A4 -5 , 53 -21 .87 2 , 90 Side Wall -17, 39 -9 , 22 -25. 56 1 , 05 Parapet Wall : Leeward Both Directions -22 .40 Both Directions -22 .40 i I Michael L. Schemmer, P. E. Project Title: Wescott Bay 2032 N Avenue, Unit A Engineer: Michael L. Schemmer, P. E . Project ID : 2013- 1026 An8cortes, WA 98221 Project Descr: SFR (360) 941 -1607 mispe.structures@yahoo.com IBC 2015 1609 . E t4it@rPla $G AII - H@IgI1tS 'WIf1d File = c:lUserslOwrerIDOCUME-IIENERCA112014C8-1 .EC6 ENERCALC, INC. 1983-2016, Build:6:1. 6. 10. 31 , Ver.6. 16. 10.31 MWFRS per IBC 2015 Table 1609 .6 . 2 Section 1 Kz per IBC 20151609.6.4.2 Item 2 = 0 , 850 Design Pressure P = 0500256 V"2 K net Kzt WIND PERPENDICULAR TO RIDGE psf Enclosed Partially Enclosed +Internal -Internal +Internal -Internal Leeward Roof or Flat Roof -17.39 422 -25 .56 -1 .05 Windward Roof Slopes Slope < 2: 12 (10 deg) Condition 1 -28 .72 -20 ,82 -37. 15 -12 ,38 Condition 2 -7 . 38 0,53 -15181 8.96 Slope < 4: 12 ( 18deg) Condition 1 A9. 24 A1 ,07 -27.40 -2.90 Condition 2 -1 .32 6.59 -9.75 15.02 Slope < 5: 12 (23 deg) Condition 1 -15.28 -7 .38 -23 ,72 1 . 05 Condition 2 0,79 8,96 -7.64 17. 13 Slope < 6: 12 (27 deg) Condition 1 A2.38 422 -20.55 3 , 95 Condition 2 1158 9 ,75 -&59 17.92 Slope < 7: 12 (30 deg) Condition 1 -9.75 A 168 -17.92 -6 . 85 Condition 2 1 .84 9:75 -6,59 18 . 18 Slope < 9 : 12 (37 deg) Condition 1 -7611 1 .05 -15 ,28 9 .22 Condition 2 3 ,69 11 .59 4.74 20 .03 Slope < 12: 12 (45 deg) 3.69 11 ,59 -4 ,74 20,03 WIND PARALLEL TO RIDGE All slopes including Flat Roofs -28 .72 -20.82 -37 , 15 A2.38 Roof & Overhang Components & Cladding per IBC 2015 Table 1609 . 6 . 2, Section 2 & 3 Design Pressure P = 0 . 00256 V^ 2 K C K et zt Description Continuity Item Type Eff, Area Kz Enclosed Partially ft 2 Enclosed No Discontinuity Gable, Slope < 6 ; 12 10 . 00 0 . 850 + : 0 .00 0.00 - ; 0.00 0 ,00 Wall & Parapet Components & Cladding per IBC 2015 Table ` 1609:6 :2, Section 4 & 5 Design Pressure P = 0 , 00256 VA K C K z net zt Description Continuity Item Type Z, Ht. Above Ground Eff, Area Kz Enclosed Partially Level , ft ft 2 Enclosed No Discontinuity Wall Elements, h<=60 ft 25 10 . 00 0.94 + ; 29 . 14 38 .46 -3176 -40 .80 I` It a co cq co o �— _. _ _ . 24OX5.6 i ill 11 =IZI LE II / is r r i X6' SOAKER- '- 5` SWR00, } `t ���--���� c [MSTR BATHJ ! 1n ICI i o R - --- i [ 2-4OX6-6I No po 0) © IEt r— - - --- � 1 /DLOCATf0N Ico t7 Cl / I PANM a I . Y ( CLOSET I u5I N .Jklif — � I y( . BUILT N INS t--_�\� BUILT-!NS II ! ��j N a` ''> I r - --- - L__ f v iI_-..._._. .___ f2" OP X 36" HIGH CABINETS—� i � I " XO-E 3-0X6 61 1 lot ti I O wo k to I a Zo aano aoow j ! oNO] o I } { im 3Orvva ZO Xcm CO I i 1 r s-s xoc-z (zl o '� ---- - -- - — ( f - - -- --- � o 0 N c tV U a e e� o e CO co - - -- --- —' fJ 240X 6-4 -- W Tq 00 0 I co _ I N N33nb I : QLI 4 X 34 f SWR zo� . 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O O O O O O MYroHAELx La SCHEMME 9 P . Eo *70 M — --- Z { Art .� 7 p `' e ► d � ostol,M ;�p If 451� ` L doll It -L1 - � 41CF, =1 IS jilg ., SIC t Cpl . al 24 Pt Michael L. Schemmer, P.E. 2032 N Avenue, Unit A `* Anacottes, WA 98221 (360) 9414607 mispe.structures@yahoo. com MICA*PHAEL Ls SCHEMMER , P .E. co WIP 4 - m fO � _ ITT Michael L. Schemmer, P .E. 2032 N Avenue, Unit A Anacvrtes, WA 98221 (360) 9414607 mispe.structures@yahoo. com ICHAEL Lo SCHEMMER9 PoEa LL m s UZ l � � v. r T ./t�. i v lA-•Tr� 44 1 l 40c - �, � p apt Z z� � . . ram J i rs l \ jot g LL, s Michael L. Schemmer, P.E . 2032 N Avenue, Unit A Anacortes, WA 98221 (360) 9414 607 mispe. structures@yahoo. com q M ii qg H $$ per^ LL ScHEmmER Po E 1404 t Michael L. Schemmex, P:E: 2032 N Avenue, Unit A Enacorkes, WA 98221 (360) 9414607 mispe.stmctures@yahoo.com J � 1 CHA L Lo SCHEIWMERg PaEa At . � Vfi VP 4L F lel a f dad Michael L. Sche=ner, P.E. �f , 2032 N Avenue, Unit A j Auacortes WA 98221 (360) 9414607 rnispe.gtructures@yahoo. com MICHAEL Lo SCHEMMER9 FaElAV IL t$ bL I0) . Wi iz, y, 4.. e , 17 " A Ley 10 � �� y 4o w �� l..Low ?np A )c ls� � - 07 f Michael L. Schemmer, P.E. 2032 N Avenue, Unit A Anacortes, WA 98221 (360) 9414607 mispe.structures@yahoo. coni b� f t Ij' ICHAEL L . ScHE AME $ tP' o , a r. 1� 4a a.... � �i�,�7 �`� � � far `„�'�•� ��t fIN �p 4u 9 fT4 ly 12L i 2? F) 16 rib, 4 WNY Michael L. Schemmer, P.E. 2032 N Avenue, Unit A Auacortes WA 98221 (360) 9414607 rnispe.structures@yahoo. com RC AEL L. ScHEmmER , ice . . a' "76 c `? - -�- _ / -� 3 y e {� e Michael L. Schemmer, P.E. 2032 N Avenue, Unit A Anacortes, TWA 98221 (360) 9414607 mispe.structures.@yahoo. com Dly 4 spans No cantilevers 0/ 12 slope Friday, April 012 , 2013 BC CALC@ Design Report - US 16-00-00 GCS Build 1926 File Name : BC CALC Project Job Name : Lot 13 Custom Description : Designs\134 Address : San Juan Passage Specifier: MLS City , State , Zip : Anacortes , WA 98221 Designer: MLS Customer: GP Anacortes , LLC Company: Michael L . Schemmer, P. E . Code reports : WCLIB/WWPA Misc: �0 ' 12 - f 03-00-00 03-00-00 I' 03-00-00 l ' 03-00-00 80 131 B2 83 B4 Total Horizontal Product Length = 12-00-00 Reaction Summary ( Down / Uplift) ( lbs ) Bearing Live Dead s Snow Wind ROOF Live B01 3- 1 /2" 80210 � 11354 / 0 - — 131 , 3� 1 /2" 11183 / 0 'i , 980 / 0 B21 3 - 1 /2" 729 / 0 11362 / 0 B3 , 3- 1 /2" 915 / 0 11519 / 0 84 , 3- 1 /2" 356 / 0 613 / 0 Live Dead Snow Wind Roof Live aDCS Load Summary Ta.. Descri Lion Load Type Ref, Start End 100% 90% 115% 160% 125% 1 W1 Unf. Lin . (lb/ft) L 00-00-00 12-00-00 270 450 n/a 2 GIRDER Conc . Pt . (Ibs) L 01 -00-00 01 -00- 00 675 11125 n/a Controls Summary Value % Allowable Duration Case Location Disdosure Pos . Moment 1 , 316 ft-Ibs 38 . 3 % 115% 13 01 -00-01 Completeness and accuracy of input must Neg . Moment -979 ft-Ibs 28 . 5 % 115 % 17 03,,00111,00 be verified by anyone who would rely on End Shear 11505 Ibs 43 % 115% 13 00-- 10- 12 output as evidence of suitability for particular application . Output here based Cont . Shear 1 , 316 Ibs 37 . 6% 115 % 17 02-03-00 on building code-accepted design Total Load Defl . L/41523 (0 , 00711) 4% n/a 13 01 ,-0411* 14 properties and analysis methods . Live Load Defl . L/7 , 049 (0 . 00511) 3 . 4% n/a 21 01I-05.01 Installation of BOISE engineered wood Total Neg . Defl . L/-27 , 473 -0 . 001 0 . 7 % n/a 13 03�O9-03 products must be in accordance with ( ) current Installation Guide and applicable Max Defl , 0 . 007" 0 . 7 % n/a 13 01 -04- 14 building codes . To obtain Installation Guide Span / Depth 4 . 6 n/a n/a 0 00-00-00 or ask questions , please call (800)232-0788 before installation . % Allow % Allow BC CALCO, BC FRAMERO , AJSTMs Beak 9F9 .yffo6$S Dim . ( L x W) Value; Support Member Material ALLJOIST® , BC RIM BOARDTd 8CI® , BO Post 3- 1 /2" x 3- 1 /2" 21155 Ibs n/a 28 . 1 % Unspecified BOISE GLULAMT" SIMPLE FRAMING 61 Post 3- 1 /2" x 3- 1 /2" 3 , 163 Ibs n/a 41 . 3% Unspecified SYSTEMO , VERSA-LAMO, VERSA-RIM B2 Post 3- 1 /2" x 3- 1 /2" 21091 Ibs n/a 27 . 3 % Unspecified PLUS@ , VERSA-RIM@, VERSA-STRANDO, VERSA-STUD@ are B3 Post 3. 112" x 311, 1 /2" 21434 Ibs n/a 31 . 8% Unspecified trademarks of Boise Cascade Wood B4 Post 3- 1 /2" x 3- 1 /2" 9`7'0 Ibs n/a 12 . 7 % Unspecified Products L.L.C . Cautions For roof members with slope ( 1 /4)/ 12 or less finaal design must ensure that ponding instability will not occur. For roof members with slope ( 1 /2)/12 or less final design must account for Rain-on-Snow surcharge load . Page 1 of 2 l Boise Cascade Siang a 4 x 8 DFL #2 P as'BgnO B4 Dry 4 spans No cantilevers Oil slope Friday, April 12 , 2013 BC CALC® Design Report - US 16-00-00 OCS Build 1926 File Name : BC CALC Project Job Name : Lot 13 Custom Description : Designs\B4 Address: San Juan Passage Specifier: MLS City, State, Zip: Anacortes , WA 98221 Designer: MLS Customer: GP Anacortes, LLC Company: Michael L. Schemmer, P. B . Code reports : WCLIB/WWPA Misc : _ 6�9eaa�e� _ olsdosure Design meets Code minimum ( L/ 180) Total load deflection criteria . _ Completeness and accuracy of input must Design meets Code minimum ( L/240) Live load deflection criteria , be verified by anyone who would rely on output as evidence of suitability for Design meets arbitrary ( 1 ") Maximum total load deflection criteria , particular application . Output here based Calculations assume member is fully laterally braced , on building code-accepted design Design based on Dry Service Condition , properties and analysis methods. The analysis of solid sawn wood members is in accordance with the NDS and is limited to the Installation of BOISE engineered wood output shown above . All other support and design for these products , including but not products must be in accordance with p pp g P 9 current Installation Guide and applicable limited to notching , connections , installation , and engineer/architect certification is the building codes. To obtain Installation Guide responsibility of the project' s design professional of record , or ask questions , please call (800)232-0788 before installation . BC CALCO, BC FRAMERO , AJSTM ALLJOIST@ , BC RIM BOARDTM , BCIO , BOISE GLULAMT", , SIMPLE FRAMING SYSTEM@ , VERSA-LAMO, VERSA-RIM PLUS@ , VERSA-RIMO, VERSA-STRANDO, VERSA-STUD@ are trademarks of Boise Cascade Wood Products L . L .C . Page 2 of 2 Boise Cascade Dry 1 span { No cantilevers 1 0112 slope Friday , April 12 , 2013 BC CALCO Design Report - US 16-00 -00 OCS Build 1926 File Name : SC CALL Project Job Name : Lot 13 Custom Description : DesignsW , B8 Address : San Juan Passage Specifier: MLS City, State , Zip: Anacortes , WA 98221 Designer: MLS Customer: GPAnacortes , LLC Company: Michael L. Schemmer, RE , Code reports : WCLIB/WWPA Misc: J0 12 V17 i 08-00-00 B BO 1 Total Horizontal Product Length = 08-00-00 Reaction Summary ( Dov.1n / Uplift) ( Ibs ) Bearing Live Dead ;snow Wind Roof Live ���_ B01 3- 1 /2" 129 / 0 176 / 0 - B1 345 / 0 537 / 0 Live Dead Snow Wind Roof Live OCS Load Summary Tag Description Load Type Ref. Start End 100% 90% 115% 160% 125% 1 GIRDER Conc. Pt. (Ibs) L 06-00-00 06-00�00 428 713 n/a Controls Summary Value % Allowable Duration case Location Disclosure Pos , Moment 1 , 658 ft-Ibs 48 . 2% 115 % 4 05- 11A5 Completeness and accuracy of input must End Shear 877 Ibs 25 . 1 % 115% 4 00- 10- 12 be verified by anyone who would rely on Total Load Defi . L/ 11233 (0 . 075") 14 .6% n/a 4 04-06-00 output as evidence of suitability for Live Load Deft L/21042 0 . 045 " 11 . 8 % n/a 5 04. 0&03 particular application , Output here based { ) on building code-accepted design Max Defl . 0 . 075" 7 . 5 % n /a 4 04- 06-00 properties and analysis methods . Span / Depth 12 . 7 n/a n/a 0 00-100- 00 Installation of BOISE engineered wood products must be in accordance with current Installation Guide and applicable % Allow % Allow building codes . To obtain installation Guide BearinOs � Supports Dien . (L x W) Value suppoe't Member Material or ask questions , please call BO Post 3- 1 /2" x 3- 1 /2" 372 Ibs n/a 4 . 9% Unspecified (800)232-0788 before installation . B1 Hanger 2" x 3- 1 /2" 882 lbs n/a 20 . 2 % Hanger F3C CALCO, BC FRAMER@ , AJSTT" , ALLJOIST® , BC RIM BOARD TM0 BCI® , Cautions BOISE GLULAMT'A" SIMPLE FRAMING For roof members with slope ( 1 /4)/ 12 or less final design must ensure that ponding instability SYSTEM@ , VERSA-LAM@, VERSA-RIM PLUS@ , VERSA-RIM®, will not occur. VERSA-STRANDO, VERSA-STUDO are For roof members with slope ( 1 /2)/ 12 or less final design must account for Rain-on-Snow trademarks of Boise Cascade Wood surcharge load . Products L . L. C . Notes Design meets Code minimum (L/ 180) Total load deflection criteria . Design meets Code minimum (L/240) Live load deflection criteria . Design meets arbitrary ( 1 ") Maximum total load deflection criteria . Calculations assume member is fully laterally braced . Design based on Dry Service Condition . The analysis of solid sawn wood members is in accordance with the NDS and is limited to the output shown above . All other support and design for these products , including but not limited to notching , connections , installation , and engineer/architect certification is the responsibility of the project' s design professional of record . 1 Page 1 of 1 ..JL Boise Cascade Song 6 x 10 DFL #2= Bearn Desoggns\OA D ,y I 1 span I No cantilevers 1 0/ 12 slope Friday, April 12 , 2013 BC CALCO Design Report - US 16-00-00 GCS Build 1926 File Name : BC CALL Project Job Name: Lot 13 Custom Description : Designs1138A Address : San Juan Passage Specifier: MLS City, State , Zip : Anacortes, WA 98221 Designer: MLS Customer: GP Anacortes, LLC Company: Michael L . Schemmer, P. E . Code reports : WCLIB Misc : — 10 12 L 15-00-00 BO B1 Total Horizontal Product Length = 15-00-00 Reaction Summary ( Dowry / uplift) ( Ibs ) - Bearing Live Dead Snow Wind Roof Live B01 3- 1 /2" 65210 937 / 0 B11 3- 1 /2" 652 / 0 937 / 0 Live Dead Snow Wind Roof Lave OCS Load Summary Tag Description Load Type Ref. Start End 100% 90 % 115% 160% 125% _ 1 W1 Unf. Lin . ( lb/ft) L 00-00- 00 15-00-00 75 125 n/a Controls Summary Value % Allowable Duration Case Location Disclosure Pos . Moment 5 , 603 ft- Ibs 80 . 8 % 115 % 4 07-06-00 Completeness and accuracy of input must End Shear 1 , 360 lbs 20 % 115 % 4 01 -() 1 -00 be verified by anyone who would rely on Total Load Deft L/418 (0 . 41711) 43 . 1 % n/a 4 07-06-00 output as evidence of suitability for Live Load Deft L/709 0 . 246" 33 . 9 % n/a 5 07-06-00 particular application . Output here based ( ) on building code-accepted design Max Defl . 0 . 417 " 41 . 7% n/a 4 07 -06-00 properties and analysis methods. Span / Depth 18A n/a n/a 0 00-O0-00 Installation of BOISE engineered wood products must be in accordance with current Installation Guide and applicable % Allow % Allow building codes . To obtain Installation Guide Bearing) Supports Dim . ( L x w) Value Support Member Material or ask questions , please call BO Post 3- 1 /2" x 3- 1 /2 " 1 , 690 lbs n/a 20 . 8% Unspecified (800)232-0788 before installation . B1 Post 3- 1 /2" x 3- 1 /2" 1 , 590 lbs n/a 20 . 8% Unspecified BC CALCO, BC FRAMERO , AJSTm ALLJOISTO , BC RIM BOARDTm , BCI® , Cautions BOISE GLULAMTM , SIMPLE FRAMING Member is not fully supported at post B0 . A connector is required at this bearing . SYSTEPLUS@VIO , VERSA-LAM®, VERSA-RIM LUS® , VERSA- RIM®, Member is not fully supported at post B1 . A connector is required at this bearing . VERSA-STRANDO, VERSA-STUDO are For roof members with slope ( 1 /4)/ 12 or less final design must ensure that ponding instability trademarks of Boise Cascade Wood will not occur. Products L. L. C . For roof members with slope ( 1 /2)/ 12 or less final design must account for fain-on-Snow surcharge load . Notes Design meets Code minimum (U180) Total load deflection criteria . Design meets Code minimum (U240) Live load deflection criteria . Design meets arbitrary ( 1 ") )Maximum total load d€=fiection criteria . Calculations assume member is fully laterally braced, Design based on Dry Service Condition . The analysis of solid sawn wood members is in accordance with the NDS and is limited to the output shown above . All other Support and design for these products, including but not limited to notching , connections , installation , and i;ngineer/architect certification is the responsibility of the project's design professional of record . Page 1 of 1 Bol3eCascade Soma 4 x 8 DEAL 2 Designs NgmB13 Dry 1 span No cantilevers 0/ 12 slope Friday , April 12 , 2013 BC CALCO Design Report - US 16-00-00 OCS Build 1926 File Name : BC CALC Project Job Name: Lot 13 Custom Description : Designs\139-B13 Address : San Juan Passage Specifier: MLS City, State , Zip : Anacortes , WA 98221 Designer: MLS Customer: GPAnacortes, LLC Company: Michael L, Schemmer, P. E . Code reports: WCLIB/WWPA Misc : 10 —12 I 1 O6-o6-00 BO B1 Total Horizontal Product Length = 06-06-00 Reaction Surnma ry ( Down I Uplift) ( lbs ) Bearinq Live Dead Snow Wind Roof Live B0 , 3- 1 /2" 240 / 0 367 / 0 611 3- 1 /2" 24010 367 / 0 Live Dead Snow Wind Roof Live ocs Load Summary Tag Description Load Type Ref. Start End 100% s 90% 115% 160% 125% 1 W1 Unf. Lin . ( lb/ft) L 00-00-00 06-06-00 68 113 n/a Controls Summary value % Allowable Duration Case Location Disclosure Pos , Moment 862 ft- Ibs 24 . 8 % 115 % 4 03-03-00 Completeness and accuracy of input must End Shear 440 Ibs 12 . 6 % 115 % 4 00- 10- 12 be verified by anyone who would rely on Total Load Defl . L/21302 (0 . 031 " ) 7 . 8% n/a 4 03-03-00 output as evidence of suitability for Live Load Defl , L/31806 0 , 019" 6 . 3 % n/a 5 03-03-00 particular application . Output here based ( ) on building code-accepted design Max Defl . 0 . 031 " 3 . 1 % n/a 4 03- 03- 00 properties and analysis methods . Span I Depth 10 n/a n/a 0 00-00-00 Installation of BOISE engineered wood products must be in accordance with current Installation Guide and applicable % Allow % Allow+ building codes . To obtain Installation Guide Bearing Supports Dien . (L x W) Value Support Member Material _ or ask questions, please call BO Post 3- 1 /2" x 3 - 1 /2" 607 Ibs n/a 7 . 9 % Unspecified (800)232-0788 before installation , B1 Post 3- 1 /2" x 3- '1 /2" 607 Ibs n/a 7 . 9 % Unspecified BC CALL@, BC FRAMERO , AJSTm ALLJOISTO , BC RIM BOARDTM , BCI@ , Cautions BOISE GLULAMT" SIMPLE FRAMING For roof members with slope ( 1 /4)/ 12 or less final design must ensure that ponding instability SYSTEMO , VERSA-LAMO, VERSA-RIM PLUSO , VERSA-RIMO, will not occur. VERSA-STRAND@, VERSA-STUDO are For roof members with slope ( 1 /2)/ 12 or less final design must account for Rain-on-Snow trademarks of Boise Cascade wood surcharge load . Products L . L . C . Notes Design meets Code minimum (U180) Total load deflection criteria . Design meets Code minimum (U240) Live load deflection criteria . Design meets arbitrary ( 1 ") Maximum total load deflection criteria . Calculations assume member is fully laterally braced . Design based on Dry Service Condition . The analysis of solid sawn wood members is in accordance with the NDS and is limited to the output shown above . All other support and design for these products , including but not limited to notching , connections , installation , and engineer/architect certification is the responsibility of the project' s design professional of record . Page 1 of 1 �\ Boise Cascade 4 �� 8 DFL � Dry 1 span No cantilevers 0/ 12 slope Friday , April 12 , 2013 BC CALCO Design Report - US 16-00-00 OCS Build 1926 File Name : BC CALL; Project Job Name : Lot 13 Custom Description : Designs1315 Address : San Juan Passage Specter: MLS City, State , Zip : Anacortes , WA 98221 Designer: MLS Customer: GPAnacortes, LLC Company: Michael I.., Schemmer, P. E . Code reports : WCLIB/WWPA Misc : 0 -`12 -- BO 03-06-00 B1 Total Horizontal Product Length = 03-06-00 Reaction Summary ( Down 1 Uplift) ( lbs ) Bearing Live Dead Snow wind Roof Live 60 , 3- 1 /2" 145 / 0 225 / 0 61 , 3- 1 /2 " 145 / 0 225 / 0 Load SummaryLive Dead Snow wind Roof Live ®CS Tag Description Load Type Ref. Start End 100% 90% 115% 160% 125% 2 GIRDER Conc. Pt . (Ibs) I_ 01 -09-00 01 -09-00 270 450 - W�Wy n/a Controls Summary Value % Allowable Duration Case Location Disclosure Pos , Moment 554 ft-lbs 16 . 1 % 115% - 4 01 -09-00 Completeness and accuracy of input must End Shear 365 lbs 10 . 4% 115% 4 00- 10- 12 be verified by anyone who would rely on Total Load Defl . L/81764 (0 , 00411) 2 . 1 % n/a 4 01 -09-00 output as evidence of suitability for Live Load Defl . L/14 , 238 (0 . 003") 1 . 7 % n/a 5 01 -09-00 Particular application . Output here based on building code-accepted design Max Defl . 0 , 004" 0 . 4 % n/a 4 01 - 09-00 properties and analysis methods . Span / Depth 5 n/a n/a 0 00-00-00 Installation of BOISE engineered wood products must be in accordance with a o/o All current Installation Guide and applicable /a Allow ow building codes . To obtain Installation Guide Bearing Supports Dim . ( L r, w) Value Support Member Material _ or ask questions , please call BO Post 3- 1 /2" x 3- 1 /2" 370 lbs n/a 4 . 8 % Unspecified (800)232-0788 before installation . 61 Post 3, 1 /2" x 3- 1 /2" 371 lbs n/a 4. 8% Unspecified BC CALCO, BC FRAMERO , AJSTM ALLJOISTO , BC RIM BOARDTM . BCIO Cautions BOISE GLULAMTM , SIMPLE FRAMING For roof members with slope ( 1 /4)/ 12 or less final design must ensure that ponding instability SYSTEM@ , VERSA-LAMO, VERSA-RIM will not occur. PLUS@ , VERSA-RIM@, VERSA-STRAND@, VERSA-STUDO are For roof members with slope ( 1 /2)/ 12 or less final design must account for Rain-on-Snow trademarks of Boise Cascade wood surcharge load . Products L , L . C . Notes Design meets Code minimum ( L/ 180) Total load deflection criteria . Design meets Code minimum ( L/240) Live load deflection criteria . Design meets arbitrary ( 1 ") Maximum total load deflection criteria . Calculations assume member is fully laterally braced . Design based on Dry Service Condition , The analysis of solid sawn wood members is in accordance with the NDS and is limited to the output shown above . All other support and design for these products , including but not limited to notching , connections , installation , and engineer/architect certification is the responsibility of the project'o design professional of record . Page 1 of 1 Boise Cascade Single 4 x 12 ® FL #2 DesignskB16 Dry J 1 span No cantilevers 0/ 12 slope Friday , April 12 , 2013 BC CALL® Design Report - US 16-00-00 OCS Build 1926 File Name : BC CALL Project Job Name: Lot 13 Custom Description : Designs\616 Address : San Juan Passage Specifier: MLS City, State , Zip: Anacortes, WA 98221 Designer: MLS Customer: GP Anacortes, LLC Company: Michael L. Schemmer, P. E . Code reports : WCLIB/WWPA Misc : '0 12 _ 1 — BO B1 Total Horizontal Product Length = 10-00-00 Reaction Summary ( Dawn / Uplift) ( Ibs ) Bearing Live Dead Snow (Mind Roof Live B01 3- 1 /2" 11170 / 0 11875 / 0 B11 3- 1 /2" 11170 / 0 11876 / 0 Live Dead Snow Wind Roof Live OCS Load Summary Tag Description Load Type Ref, Start End 100% 90% 116% 160% 125% 1 W1 Unf. Lin . (lb/ft) 1 - 00-00-00 10-00-00 225 376 n/a Controls Summary Value % Allowable Duration Case Location _ Disclosure Pos . Moment 6 , 931 ft-lbs 99% 115% 4 05-00-00 Completeness and accuracy of input must End Shear 27297 Ibs 42 . 3% 115% 4 01 -02- 12 be verified by anyone who would rely on Total Load Defl . U670 (0 . 171 ") 26 . 9% n/a 4 05-00-00 output as evidence of suitability for Live Load Defl . L/ 11088 (0 . 10511) 22 . 1 % n/a 5 05-00-00 particular application . Output here based Max Defl . 0A71 " 17 . 1 % n/a 4 05-00-00 on building code-accepted design properties and analysis methods . Span / Depth 10 .2 n/a n/a 0 00-00-00 Installation of BOISE engineered wood products must be in accordance with 0 All o/a All current Installation Guide and applicable /a ow ow building codes. To obtain Installation Guide Bearings Supports_ Dim . ( L x W) Value _ Support Member Material or ask questions, please call BO Post 3- 1 /2" x 3- 1 /2" 3 , 045 lbs n/a 39 . 8% Unspecified (800)232-0788 before installation . 61 Post 3- 1 /2" x 3- 1 /2" 3 , 045 Ibs n/a 39 . 8% Unspecified BC CALCO, BC FRAMER® , AJSTm , ALLJOISTO , BC RIM BOARDTM , BCI® Cautions BOISE GLULAMM , SIMPLE FRAMING For roof members with slope ( 1 /4)/ 12 or less final design must ensure that ponding instability SYSTEM® , VERSA-LAM®, VERSA-RIM will not occur. PLUS@ , VERSA-RIM®, VERSA-STRAND®, VERSA-STUD@ are For roof members with slope ( 1 /2)/ 12 or less final design must account for Rain-on-Snow trademarks of Boise Cascade Wood surcharge load . Products L. L . C . Notes Design meets Code minimum (L/ 180) Total load deflection criteria . _ Design meets Code minimum (L/240) Live load deflection criteria , Design meets arbitrary ( I ") Maximum total load deflection criteria . Calculations assume member is fully laterally braced . Design based on Dry Service Condition . The analysis of solid sawn wood members is in accordance with the NDS and is limited to the output shown above. All other support and design for these products, including but not limited to notching , connections , installation , and engineer/architect certification is the responsibility of the project' s design professional of record . Page 1 of 1 So'Se Cascade Sing a 4 x 8 DFL 92 DesQ nskB23 , f 24 Diy f 1 span No cantilevers 1 0/ 12 slope Friday , April 12 , 2013 BC CALC® Design Report - US 16-00-00 OCS Build 1926 File Name : BC CALC Project Job Name : Lot 13 Custom Description : Designs\B23 , B24 Address : San Juan Passage Specifier: MLS City, State , Zip : Anacortes , WA 98221 Designer: MLS Customer: GPAnacortes, LLC Company: Michael L. Schemmer, P. E . Code reports : WCLIB/WWPA Misc : 12 L BO B1 Total Horizontal Product Length = 07-00-00 Reaction Summary ( i avvn I Uplift) ( Ibs ) Bearing Live Dead Snow Wind Roof Live B01 3- 1 /2" 703 / 0 11138 / 0 1311 3- 1 /2" 703 / 0 11137 / 0 Live Dead Snow Wind Roof Live tOCS Load Summary Tag Description Load Type Ref. Start _ End 100% 90% 115% 160% 125% 1 W1 Unf. Lin . ( lb/ft) L 00- 00-00 07-00-00 195 _ 325 n/a Controls Summary Value % Allowable Duration Case Location _ Disclosure Pos . Moment 2 , 813 ft- Ibs 31 . 8% 115 % 4 03-06-00 Completeness and accuracy of input must End Shear 11369 Ibs 39A % 115% 4 00- 10- 12 be verified by anyone who would rely on Total Load Defl . L/644 (0 . 122 ) 27 . 9% n/a 4 03-06-00 output as evidence of suitability for Live Load Deft . L/ 11042 (0 . 075 " ) 23% n/a 5 03-06-00 particular application . Output here based on building code-accepted design Max Defl . 0 . 122" 12 . 2 % n/a 4 03-06-00 properties and analysis methods . Span / Depth 10 . 8 n/a n/a 0 00-00- 00 Installation of BOISE engineered wood products must be in accordance with % Allow % Allow current Installation Guide and applicable Bearing building codes . To obtain Installation Guide Supports Dian . (L x W) Value Support Member Material _ or ask questions , please call BO Post 3- 1 /2" x 3- 1 /2" 1 , 840 Ibs n/a 24% Unspecified (800)232-0788 before installation . B1 Post 3- 1 /2" x 3- 1 /2" 11840 Ibs n/a 24 % Unspecified BC CALCO, BC FRAMER@ , AJSTMI ALLJOISTO , BC RIM BOARDTM , BCI(E) , Cautions BOISE GLULAMTM , SIMPLE FRAMING For roof members with slope ( 1 /4)/ 12 or less final clesign must ensure that ponding instability SYSTEM@ , VERSA-LAMO, VERSA-RIM will not occur. PLUS® , VERSA-RIM®, VERSA-STRAND®, VERSA-STUD@ are For roof members with slope ( 1 /2)/ 12 or less final design must account for Rain-on-Snow trademarks of Boise Cascade Wood surcharge load . Products L . L. C . Notes Design meets Code minimum (L/ 180) Total load deflection criteria . Design meets Code minimum ( L/240) Live load deflection criteria , Design meets arbitrary ( 1 ") Maximum total load deflection criteria . Calculations assume member is fully laterally braced , Design based on Dry Service Condition . The analysis of solid sawn wood members is in ac(;ordance with the NDS and is limited to the output shown above . All other support and design for these products , including but not limited to notching , connections , installation , and engineer/architect certification is the responsibility of the project's design professional of record . Page 1 of 1 `/._ rnh V KID Boise Cascade Shag e I m1 /2 " X 11 MG " VERSA= LG� BV 0 `� J '2400 DF Dea'gg nsWM � B33 Diy 1 span No cantilevers j 0/ 12 slope Friday, April 12 , 2013 BC CALCO Design Report - US 16-00-00 OCS Build 1926 File Name : BC CALL Project Job Name: Lot 13 Custom Description : Deslgns\831 - B33 Address : San Juan Passage Specifier: MLS City, State , Zip : Anacortes , WA 98221 Designer: MLS Customer: GP Anacortes , LLC Company: Michael L. Schemmer, P. E . Code reports : ESR- 1040 Misc : i — — -- -- 05-00-00 �.� BO B1 Total Horizontal Product Length = 05-00-00 Reaction Summary ( Down / Uplift) ( Ibs ) Bearing Live Dead Snow !Bind Roof Live 601 3- 1 /2" 901 / 0 11462 / 0 B11 3- 1 /2" 11417 / 0 21288 / 0 Live Dead Snow Wind Roof Lave ocS Load Summary Tap Descri tion Load Type _fief. Start End 100% 90% 115% 160% 125% 1 W1 Unf. Lin . (lb/ft) in 00-00-00 05 -00-00 225 375 _ nla 2 B16 Conc . Pt . (! bs) t _ 03-06- 00 03-06-00 17170 11875 n/a Controls Summary Value % Allowable Duration Case Location _ Disc9®sure Pos , Moment 4 , 043 ft-lbs 49 . 8% 115 % 1 03-06-00 Completeness and accuracy of input must End Shear 21930 Ibs 75 . 3 % 115 % 1 01 -03-06 be verified by anyone who would rely on Total Load Defl . L/ 17429 (0, 038 ) 16 . 8 % n/a 1 02-07- 11 output as evidence of suitability for Live Load Def{ . L/21314 (0 . 02411) 15 . 6 % n/a 2 02-07- 11 particular application . Output here based Max Defl , 0 . 038" 3 . 8% n/a 1 02-07- 11 on building d a d design properties and analysis methods . Span / Depth 4 . 6 n/a n/a 0 00- 00-00 Installation of BOISE engineered wood products must be in accordance with current Installation Guide and applicable % Allow % Allow building codes . To obtain Installation Guide Bearing Supports Dim . ( L x W) Value Support Member Material or ask questions, please call BO Post 3- 1 /2" x 1 - 1 /2" 2 , 363 Ibs n/a 60 % Unspecified (800)232-0788 before installation . B1 Post 3" 1 /2" x 1 - 1 /2" 3 , 705 lbs n/a 94 . 1 % Unspecified BC CALCO, BC FRAMER& , AJSTM ALLJOISTO , BC RIM BOARDTfJ BCIO , Notes BOISE GLULAMTM , SIMPLE FRAMING Design meets Code minimum ( L/240) Total load deflection criteria . SYSTEM@ , VERSA- LAM@, VERSAmRIM PLUSO , VERSA-RIMO, Design meets Code minimum ( L/360) Live load deflection criteria . VERSA-STRAND@, VERSA-STUDO are Design meets arbitrary ( 1 ") Maximum total load deflection criteria , trademarks of Boise Cascade Wood Calculations assume member is fully laterally braced , Products L. L. C . Design based on Dry Service Condition , Page 1 of 1 241 <` � � Boise Cascade Si � � � � ��� 2K Oil 14/8 " VERSA= LA Vb1@ 1 '2400 CIF Des ' jrns B34y 36 Dry 1 span No cantilevers 0112 slope Friday , April 12 , 2013 BC CALCO Design Report - US 16-00-00 OCS Build 1926 File Name : BC CALL; Project Job Name : Lot 13 Custom Description : Designs\I334 , 835 Address : San Juan Passage Specifier: MLS City, State , Zip : Anacortes , WA 98221 Designer: MLS Customer: GPAnacortes, LLC Company: Michael L. Schemmer, P. E . Code reports : ESR- 1040 Misc : - v Bo 08-00-00 �. B 'I Total Horizontal Product Length = 08-00-00 Reaction SaammaoT ( Dotson ! Uplift) ( Ibs ) Rearing Live Dead Snow Wind Roof Live B01 3- 1 /2" 1 , 199 / 0 11968 / 0A— B1 , 3- 1 /2" 975 / 0 11595 / 0 Live Dead Snow Wind Roof Live OCS Load Summary Tag Description Load Type Ref. start End 100 % 90% 115% 160% 125% _ 1 W1 Unf. Lin , (lb/ft) 0040�00 08-00-00 225 375 n/a 2 617 Conc. Pt. (Ibs) _ 01 -06 - 00 01 -06-00 338 563 n/a Controls Summary Value % Allowable Duration Case Location _ Disclosure Pos , Moment 41889 ft- Ibs 60 . 2% 115% 1 03-09-00 Completeness and accuracy of input must End Shear 2 , 393 Ibs 61 . 5 % 115 % 1 01 -03-06 be verified by anyone who would rely on Total Load Defl . U6341 (0 . 14311) 37 . 8 % n/a 1 03- 11 - 03 output as evidence of suitability for Live Load Defl . L/ 11021 ( 0408911) 35 . 2 % n/a 2 03- 11 -03 particular application . Output here based on building code-accepted design Max Defl , 0 . 143" 14 . 3 % n/a 1 03- 11 -03 properties and analysis methods . Span / Depth 7 . 6 n/a n/a 0 00-00-00 Installation of BOISE engineered wood products must be in accordance with Allow % Allow current Installation Guide and applicable Bearing � � building codes. To obtain Installation Guide _ ports Dim . (L x W) Value Support Member Material or ask questions , please call 50 Post 3- 1 /2" x 1 - 1 /2" 3 , 168 lbs n/a 80 . 4% Unspecified (800)232-O788 before installation . 61 Post 3- 1 /2" x 1 - 1 /2" 2 , 570 Ibs n/a 65 . 3% Unspecified BC CALCO, BC FRAMER@ , AJST"' , ALLJOISTO , BC RIM BOARDT'A9 BCI@ , Notes BOISE GLULAMTM , SIMPLE FRAMING Design meets Code minimum ( U240 ) Total load deflection criteria . SYSTEM@ , VERSA••LAM®, VERSA-RIM PLUS@ , VERSA-RIM@, Design meets Code minimum ( U360) Live load de�] ection criteria . VERSA-STRANDO, VERSA-STUD@ are Design meets arbitrary ( 1 " ) Maximum total load deflection criteria , trademarks of Boise Cascade Wood Calculations assume member is fully laterally braced . Products L . L .C . Design based on Dry Service Condition , Page 1 of 1 H Boise Cascade Mnpj e- I = 112 ° X II i J/8 " VE RSA � W @ 11 ;2 0 ® DF Designs MmB 5 D -y 1 span No cantilevers 1 0/ 12 slope Friday , April 12 , 2013 BC CALCO Design Report - US 16-00- 00 OCS Build 1926 File Name : BC CALL Project Job Name: Lot 13 Custom Description : DesignsU340-f345 Address : San Juan Passage Specifier: MLS City , State , Zip : Anacortes , WA 98221 Designer: MLS Customer: GP Anacortes , LLC Company: Michael l. . Schemmer, P. B . Code reports : ESR- 1040 Misc : =— - 17T - - - - - -- BO 04-06-00 B1 Total Horizontal Product Length = 04-06-00 Reaction Summary ( Down / Uplift) ( ibs ) � Bearing Live Dead Snow Wind Roof Live B01 3- 1 /2" 11395 / 0 535 / 0 B1 , 3- 1 /2" 1 , 395 / 0 535 / 0 Live head Snow Wind Roof Live OCS Load Summary Tag Description Load Type Ref. Start End 100% 90% _ 115% 1 60% 125% 1 W1 Unf. Lin . (lb/ft) L 00a00- 00 � 04-06-00 620 233 — -- - n/a Controls Sulrt mag Value % ,Allowable Duration Case Location _ Disclosure Pos , Moment 1 , 751 ft- Ibs 24 . 8 % 100 % 1 02-03-00 Completeness and accuracy of input must End Shear 831 Ibs 24 . 5 % 100% 1 01 -03-06 be verified by anyone who would rely on Total Load Defl . U31352 (0 , 01411) 7 . 2 % n/a 1 02-03-00 output as evidence of suitability for Live Load Defl . U4 , 636 (0 . 01 ") 7 . 8% n/a 2 02r03-00 particular application . Output here based on building code-accepted design Max Defl . O . 014" 1 . 4% n /a 1 02-03-00 properties and analysis methods . Span / Depth 4 . 1 n/a n/a 0 00-00-00 Installation of BOISE engineered wood products must be in accordance with a a/o ,All current Installation Guide and applicable /a Allow ow building codes . To obtain Installation Guide Bearing Supports; Dim . ( L x W) Value Support Member Material _ or ask questions , please call BO Post 3- 1 /2" x 1 - 1 /2 " 1 , 930 Ibs n/a 49% Unspecified (800)232-0788 before installation . B1 Post 3 - 1 /2" x 1 - 1 /2" 1 , 930 ibs n/a 49 % Unspecified BC CALCO, BC FRAMER@ , AJSTM , ALLJOISTO , BC RIM BOARDT" BCIE , Notes BOISE GLULAMTM , SIMPLE FRAMING Design meets Code minimum (U240) Total load deflection criteria . SYSTEM@ , VERSA-LAMS, VERSA- RIM Design meets Code minimum (U360) Live load deflection criteria . PLUS® , VERSA-RIME, VERSA-STRAND®, VERSA-STUD® are Design meets arbitrary ( 1 ") Maximum total load deflection criteria , trademarks of Boise Cascade wood Calculations assume member is fully laterally braced . Products L . L . G . Design based on Dry Service Condition , Page 1 of 1 , BoMe Cascade S8ng e 4 x 8 HF 2 Des'oC ll`1s8B46 = B4 D:ry 1 span I No cantilevers 1 0/ 12 slope Friday , April 12 , 2013 BC CALC® Design Report - US 1 & 00-00 OCS Build 1926 File Name : BC CALL; Project Job Name : Lot 13 Custom Description : Designs\B46-B48 Address : San Juan Passage Specifier: MLS City , State, Zip : Anacortes , WA 98221 Designer: MLS Customer: GP Anacortes , LLC Company: Michael L . Schemmer, P. E . Code reports : WCLIBIWWPA Misc : 06-OQ-00 BO B1 Total Horizontal Product Length = 06-00-00 LLL reaction Summary ( Dovvn / Uplift) ( Ibs ) Bearing Live Dead Snow Wind Roof Live 60 11215 / 0 320 / 0 B1 1 ,215 / 0 320 / 0 Live Dead Snow Wind Roof Live OCS Load Summary Tag Description Load Type Ref. Start End 100% 90% 115% 160% 125% � 1 W1 Unf. Lin . (lb/ft) L 00-00-00 06-00-00 405 101 n/a Controls SumrnaU value Allowable Duration _ Case Location_ Disclosure Pos . Moment 2 , 146 ft4bs 76% 100 % 1 03-00-00 Completeness and accuracy of input must End Shear 17141 Ibs 45% 100 % 1 00� 09-04 be verified by anyone who would rely on Total Load Defl . U775 (0 , 09 ) 31 % n/a 1 03. 00_00 output as evidence of suitability for Live Load Defl . L/979 0 . 071 36 . 8 % n/a 2 03-00-00 particular application . Output here based ( ) on building code-accepted design Max Defl . 0 . 09" 9 % n/a 1 03-00-00 properties and analysis methods . Span / Depth 9 . 6 n/a n/a 0 00-00-00 Installation of BOISE engineered wood products must be in accordance with current Installation Guide and applicable % Allow % Allow building codes . To obtain Installation Guide Bearing Supports Dien . ( L x W) Value Support Member Material � or ask questions , please call BO Hanger 2" x 3- 1 /2" 1 , 536 lbs n/a 54.2% Hanger (800)232-0786 before installation . B1 Hanger 2" x 3- 1 /2" 11536 Ibs n/a 54 . 2% Hanger BC CALCO, BC FRAMERO , AJSTm , ALLJOISTO , BC RIM BOARDT"1 , BCI@ , Notes BOISE GLULAMT" SIMPLE FRAMING Design meets Code minimum ( U240) Total load d(:flection criteria . SYSTEM@ , VERSA-LAMO, VERSA- RIM PLUS@ , VERSA-RIM(@, Design meets Code minimum (U360) Live load deflection criteria . VERSA-STRANDO, VERSA-STUD@ are Design meets arbitrary ( 1 ") Maximum total load deflection criteria , trademarks of Boise Cascade Wood Calculations assume member is fully laterally braced . Products L. L .C . Design based on Dry Service Condition . The analysis of solid sawn wood members is in accordance with the NDS and is limited to the output shown above . All other support and design for these products , including but not limited to notching , connections, installation , and fingineer/architect certification is the responsibility of the project's design professional of record . i Page 1 of 1 .3 , Boise Cascade &ng a 4 �t 10 HF #2 Des " gnskM Dry 11 span f No cantilevers 1 0/ 12 slope Friday , April 12 , 2013 BC CALCO Design Report - US 16-00-00 OCS Build 1926 File Name : SC CALC Project Job Name : Lot 13 Custom Description : DesignsV349 Address : San Juan Passage Specifier: MLS City, State , Zip : Anacortes , WA 98221 Designer: MLS Customer: GP Anacortes, LLC Company: Michael t-. Schemmer, P. E . Code reports : WCLIB/WWPA Misc : — -- :4 I L BO 1 o-0a-o0 "Total Horizontal Product Length = 10-00-00 Reaction Summary ( Down / Uplift) ( Ibs ) Bearing Live Bead Snow wind Goof Live BO 693 / 0 210 / 0 — - �- 61 11407 / 0 389 / 0 Live Dead Snow wind Roof Live OCS Load Summary Tag Description Load Type lief. Start End 100% 90% 116% 160% 125% _ 1 W 1 Trapezoidal (ib/ft) L 00-00- 00 0 0 - � - - n/a 10-00-00 420 105 n/a Contrds Summary Value '% Allowable Duration Case Location Disclosure Pos . Moment 31313 ft- Ibs 78 , 1 % 100 % W1 05-08- 11 Completeness and accuracy of input must End Shear 1 , 702 Ibs 52 . 6 % 100 % 1 00- 1 01 -04 be verified by anyone who would rely on Total Load Defl . U631 (0 , 186") 38 . 1 % n/a 1 05-02-02 output as evidence of suitability for Live Load Defl . L/810 (0 , 145 ) 114 . 4% n/a 2 05-02-04 particular application . Output here based on building code-accepted design Max Defl . 0 . 186" 18 . 6 % n/a 1 05-02- 02 properties and analysis methods . Span / Depth 12 . 7 n/a n/a 0 00-00-00 Installation of BOISE engineered wood products must be in accordance with Allow % Allow current Installation Guide and applicable Be ring S98pports Dim , (L x w) Value Support Member Material codes . To obtain Installation Guide or ask questions , please Ball BO Hanger 2" x 3- 1 /2" 903 Ibs n/a 31 . 9% Hanger (800)232-0788 before installation . B1 Hanger 2" x 3- 1 /2" 11796 Ibs n/a 63 .4 % Hanger BC CALCO, BC FRAMER@ , AJST�' , ALLJOISTO , BC RIM BOARDT'A BCI@ Notes _ BOISE GLULAMTM , SIMPLE FRAMING Design meets Code minimum (U240) Total load deflection criteria . SYSTEMS , VERSA-LAMO, VERSA- RIM PLUS@ , VERSA-RIMO, Design meets Code minimum ( L/360) Live load deflection criteria . VERSA-STRAND@, VERSA-STUDS are Design meets arbitrary ( T ) Maximum total load deflection criteria , trademarks of Boise Cascade wood Calculations assume member is fully laterally braced , Products L. L. C . Design based on Dry Service Condition . The analysis of solid sawn wood members is in accordance with the NDS and is limited to the output shown above . All other support and design 3or these products , including but not limited to notching , connections , installation , and engineer/architect certification is the responsibility of the project's design professional of record . Page 1 of 1 ( Boise Cascade 9ng 9 4 x 12 HF #2 DesFolgf11a`� t�J' Dry 1 span No cantilevers 0/ 12 slope Friday, April 12 , 2013 BC CALCO Design Report - US 16-00-00 OCS Build 1926 File Name : BC CALC Project Job Name : Lot 13 Custom Description : Designs\B50-B54 Address : San Juan Passage Specifier: MLS City, State , Zip : Anacortes, WA 98221 Designer: MILS Customer: GP Anacortes, LLC Company: Michael I., Schemmer, RE , Code reports : WCLIB/WWPA ItAisc : .. _ -- l ,l --------- --- BO oa-oo-oo - - - --- — B1 Total Horizontal Product Length = 08-00-00 ReacUon Summary ( Down 1 Uplift) ( Ibs ) Bearing Live Dead Snow Wind Roof Live BO 11920 / 0 516 / 0 -" 61 11920 / 0 516 / 0 Load SummaryLive Dead Snow Wind Roof Lave oCs TaEDescriptlon Load Type [Ref. Start End 100% 90 % 115% 160% 125% 1 W1 Unf. Lin . (lb/ft) L 00-00- 00 08-00-00 480 120 n/a Controls Summary — value % Allowable Duration p Case Location Disclosure Pos , Moment 4 , 622 ft-Ibs 80 . 3% 100 % 1 04-00-00 Completeness and accuracy of input must End Shear 1 , 764 Ibs 44 . 8% 100 % 1 01 -01 - 04 be verified by anyone who would rely on Total Load Defl . L/999 ( 0 . 094") 24 % n/a 1 04-00-00 output as evidence of suitability for Live Load Defl . L/11268 (0 . 07411) 28 . 4 % n/a 2 04-00-00 particular application . Output here based on building code-accepted design Max Defl , 0 . 094" 9 . 4% n/a 1 04-00-00 properties and analysis methods . Span / Depth 8 . 3 n/a n/a 0 00-01)-00 Installation of BOISE engineered wood products must be in accordance with current Installation Guide and applicable % Allow % Allow building codes . To obtain Installation Guide Bearin . Supports Dim . ( L x VV) Value Support Member Material or ask questions , please call BO Hanger 2" x 3- 1 /2" 21436 Ibs n/a 85 . 9% Hanger (800)232-0788 before installation . B1 Hanger 2" x 3- 1 /2" 21436 Ibs n/a 85 . 9% Hanger BC CALCO, BC FRAMER& , AJSTm ALLJOISTO , BC RIM BOARDT"^ BCI@ , Notes BOISE GLULAMTM , SIMPLE FRAMING Design meets Code minimum ( L/240) Total load deflection criteria . SYSTEMO , VERSA-LAM@, VERSA -RIM Design meets Code minimum (L/360) Live load deflection criteria . PLUS@ , VERSA-RIMO, VERSA-STRAND&, VERSA-STUD@ are Design meets arbitrary ( 1 ") Maximum total load deflection criteria . trademarks of Boise Cascade Wood Calculations assume member is fully laterally braced . Products L. L. C . Design based on Dry Service Condition . The analysis of solid sawn wood members is in accordance with the NDS and is limited to the output shown above . All other support and design for these products , including but not limited to notching , connections , installation , and engineer/architect certification is the responsibility of the project's design professional of record . Page 1 of 1 J L4 f4y Boise Cascade � � 4 12 HF 92 De ogras B55 , B56 Dry 1 span No cantilevers 0/ 12 slope Friday , April 12 , 2013 BC CALCO Design Report - US 16-00-00 OCS Build 1926 File Name : BC CALC; Project Job Name: Lot 13 Custom Description : Designs\855 , 856 Address : San Juan Passage Specifier: MLS City , State , Zip : Anacortes , WA 98221 Designer: MLS Customer: GP Anacortes , LLC Company: Michael I_ , Schemmer, P. E . Code reports : WCLIB/WWPA Misc : Bt) 14-00-00 Total Horizontal Product Length = 14-00-00 Reaction Summary ( Down 0 Uplift) ( Ibs ) Bearing Live Dead Snow Wind Roof Live B01 3- 1 /2" 652 / 0 22610 B1 , 3- 1 /2 " 563 / 0 20310 Live bead Snow Wind Roof Live OCS Load Summary Tact Description Load Type Ref. Start _ End 100% 90% 115% 160% 125% 1 P1 Conc . Pt . (lbs) _ 06- 06-00 06-06-00 11215 303 n/ Contipolls Summary Value % Allowable Duration Case Location _ Disclosure Pos , Moment 5 , 317 ft- lbs 92 . 4 % 100 % 1 06-06-00 Completeness and accuracy of input must End Shear 867 lbs 22 % 100% 1 01 - 02- 12 be verified by anyone who would rely on Total Load Deft . L/620 (0926210) 38 . 7 % n/a 1 06- 10-03 output as evidence of suitability for Live Load Deft , L/814 (0 . 2") 44 . 2 % n/a 2 06- 10-01 particular application . Output here based on building code-accepted design Max Deft . 0 .262" 26 . 2 % n/a 1 06 - 10-03 properties and analysis methods . Span / Depth 14A n/a n/a 0 00-00-00 Installation of BOISE engineered wood products must be in accordance with a All o/" current installation Guide and applicable /o ow Allow building codes . To obtain Installation Guide Bearing Supports Dien . ( L x W) Value _ S �Bp�ort iiiiember fVlaterial _ or ask questions , please call BO Post 3- 1 /2 " x 3- 1 /2" 878 lbs n/a 17 . 7% Unspecified (800)232-0788 before installation . 81 Post 3 - 1 /2" x 3- 1 /2" 766 ibs n/a 15 . 4 % Unspecified BC CALCO, BC FRAMER@ , AJSTm , ALLJOISTO , BC RIM BOARDTM , BCIO , Notes BOISE GLULAMTM , SIMPLE FRAMING Design meets Code minimum (L/240) Total load deflection criteria . SYSTEM@ , VERSA-LAMO, VERSA-RIM PLUS@ , VERSA-RIM@, Design meets Code minimum ( L/360) Live load de•ilection criteria . VERSA-STRANDO, VERSA-STUD@ are Design meets arbitrary ( 1 ") Maximum total load de'i`lection criteria . trademarks of Boise Cascade Wood Calculations assume member is fully laterally braced . Products L . L. C , Design based on Dry Service Condition . The analysis of solid sawn wood members is in act:ordance with the NDS and is limited to the output shown above . All other support and design for these products , including but not limited to notching , connections , installation , and engineer/architect certification is the responsibility of the projects design professional oi: record . Page 1 of 1 -� f aolseCascade on e 6 x 12 HF 41LBeam Des Iligns 857 = B59 Di*y 1 span ( No cantilevers 1 0/ 12 slope I= riday, April 12 , 2013 BC CALCO Design Report - US 16- 00-00 OCS Build 1926 File Name : BC CALC� Project Job Name : Lot 13 Custom Description : Designs\1357- B59 Address : San Juan Passage Specifier: MLS City, State , Zip : Anacortes , WA 98221 Designer: MLS Customer: GPAnacortes , LLC Company: Michael L . Schemmer, P. E . Code reports : WCLIB/VVWPA IVIisC : BO 15-00-00 - _ Total Horizontal Product Length 15-00-00 Reaction Sumrnairy ( Down f Uplift) ( Ibs ) Bearing Live Dead Snow Wind Roof Live B01 3- 1 /2" 96010 349 / 0 B1 , 3- 1 /2" 960 / 0 349 / 0 Load Sunlrllairy Live Dead Snow Wind Roof Lave OCS Tag_ Description_ Load Type lief. stall End 100% 00%_ _ 115% 160% 125% 1 P1 Conc. Pt . (Ibs) L 07-06-00 07-06�00 11920 480 n/a Controls su09` matt' Value % Allowable Duration Case Location _ Disclosure Pos . Moment 9 , 109 ft-Ibs 85 . 9% 100 % 1 0746-00 Completeness and accuracy of input must End Shear 1 , 291 Ibs 21 . 9% 100% 1 01 -03-00 be verified by anyone who would rely on Total Load Defl . L/564 (06309") 42 . 5% n/a 1 07-06-00 output as evidence of suitability for Live Load Defl . L1744 (0 . 235") 48 . 4% n/a 2 07-043-00 particular application . Output here based on building code-accepted design Max Defl , 0 , 309" 30 . 9% n/a 1 07-06- 00 properties and analysis methods . Span / Depth 15 . 2 n/a n/a 0 00-00-00 Installation of BOISE engineered wood products must be in accordance with current Installation Guide and applicable Allow % Allow building codes . To obtain Installation Guide Bearing Supports Dim . ( L x W) Value support Member Material _ or aslc questions, please call B0 Post 3- 1 /2" x 3- 1 /2" 1 , 309 lbs n/a 26 . 4 % Unspecified (800)232-0788 before installation . 61 Post 3- 1 /2" x 3- 1 /2" 11309 lbs n/a 26 . 4% Unspecified BC CALCE, BC FRAMER® , AJSTM , ALLJOISTO , BC RIM BOARDTM BCI@ , Cautiobls BOISE GLULAMT"' , SIMPLE FRAMING Member is not fully supported at post BO . A conne(;tor is required at this bearing . SYSTEMO , VERSA-LAMO, VERSA-RIM Member is not fully supported at post B1 . A conne(Aor is required at this bearing . PLUS® , VERSA-RIME, VERSA-STRANDS, VERSA-STUDS are trademarks of Boise Cascade Wood Notes Products L . L.C . Design meets Code minimum (L/240) Total load deflection criteria . Design meets Code minimum ( L/360) Live load deflection criteria . Design meets arbitrary ( 1 ") Maximum total load deflection criteria . Calculations assume member is fully laterally bracE�d . Design based on Dry Service Condition . The analysis of solid sawn wood members is in accordance with the NDS and is limited to the output shown above . All other support and design for these products , including but not limited to notching , connections, installation , and engineer/architect certification is the responsibility of the project's design professional of record . Page 1 of 1 rr, , ®i eca5caae Sing @e 4 x 8 HF 2 Designs B60=BV, Dry 1 span No cantilevers 0/ 12 slope Friday , April 12 , 2013 BC CALL® Design Report - US 16-00-00 OCS Build 1926 File Name : BC CALL: Project Job Name : Lot 13 Custom Description: Designs\1360- B64 Address : San Juan Passage Specifier: MLS City , State , Zip : Anacortes , WA 98221 Designer: MIS Customer: CAP Anacortes , LLC Company: Michael I.. . Schemmer, P. E . Code reports : WCLIBNVWPA Misc : � . - -- -- ---- ---- BO 07-00-00 B 1 Total Horizontal Product Length = 07-00-00 Reaction Stsr>niary ( Down I Uplift) ( Ibs ) Bearing Live Dead snow Wind Roof Live _ B01 3- 1 /2" 1 , 176 / 0 31610 B1 1 , 134 / 0 30510 Live Dead snow Wind Roof Live OCS Load Summary Tag Description Load Type Ref. Start End 100% 00%.�_ 115% 160% 12 r% _ 1 W1 Unf. Lin . ( lb/ft) L 00-00-00 07-00-00 330 83 n/a Controls Summary Value % Allowable Duration Case Location Disclosure Pos . Moment 21327 ft- Ibs 82A % 100% 1 03-06- 12 Completeness and accuracy of input must End Shear 1 , 117 Ibs 44% 100% 1 00- 10- 12 be verified by anyone who would rely on Total Load Defl . L/621 (0612911) 38 , 6 % n/a 1 03-06- 12 output as evidence of suitability for Live Load Defl . U788 0 , 102" 45 . 7 % n/a 2 03-06- 12 particular application . Output here based ( ) on building code-accepted design Max Defl . 0 , 129" 12 .9 % n/a 1 03-06- 12 properties and analysis methods . Span / Depth 11 n/a n/a 0 00-00-00 Installation of BOISE engineered wood products must be in accordance with current Installation Guide and applicable % Allow % Allow building codes . To obtain Installation Guide iBrearinq Seep® rt3 Dim . ( L x 1W) Value Support Member Material _ or ask questions , please call BO Post 3- 1 /2" x 3- 1 /2" 1 , 492 Ibs n/a 30 . 1 % Unspecified (800)232-0788 before installation . B1 Hanger 2 " x 3- 1 /2" 1 , 440 Ibs n/a 50 . 8% Hanger BC CALL®, BC FRAMER® , AJS .m , ALLJOIST® , BC RIM BOARDTM , BCI® , Notes BOISE GLULAMTM , SIMPLE FRAMING Design meets Code minimum (L/240) Total load deflection criteria . SYSTEM® , VERSA-LAMO, VERSA-RIM Design meets Code minimum U360 Live load deflection criteria . PLUS® , VERSA-RIM®, g ( ) VERSA-STRAND®, VERSA-Sl"UDO are Design meets arbitrary ( 1 ") Maximum total load deflection criteria . trademarks of Boise Cascade Wood Calculations assume member is fully laterally bracAad . Products L. L. C . Design based on Dry Service Condition . The analysis of solid sawn wood members is in accordance with the NDS and is limited to the output shown above . All other support and design for these products , including but not limited to notching , connections , installation , and engineer/architect certification is the responsibility of the project' s design professional of record . Page 1 of 1 aoiGeCascade SpnGn uz 2 x 63 HF 42 Des,WSWeek Msts Dry 1 span I No cantilevers 10/ 12 slope Friday , April 12 , 2013 BC CALC® Design Report - US 16 OCS Repetitive I Glued & nailed construction Build 1926 File Name : BC CALC: Project Job Name : Lot 13 Custom Description : DesignsliDeck Joists Address : San Juan Passage Specifier: MLS City, State , Zip : Anacortes , WA 98221 Designer: MLS Customer: GPAnacortes, LLC Company: Michael L . Schemmer, P. E . Code reports : WCLIBAAJWPA Misc : I . -- 1 07-06-00 It; BO B1 Total Horizontal Product Length = 07-06-00 Reaction Summary ( Down / Uplift) ( Ibs ) Bearing Live Dead Snow Wind Roof Live 605 2- 1 /2" 300 / 0 50 / 0 61 , 2- 1 /2" 300 / 0 50 / 0 Live Dead Snow Wind Roof Live acs Load Summary Ta.9 Description Load Type Ref. Start End 100% 90% �115% 16060%125% 1 Standard Load Unf. Area ( Ib/ft^2) L 00-00-00 07-06-00 60 10 16 Controls Summary Value % Allowable Duration Case Location Disclosure Pos . Moment 606 ft- Ibs 75 . 7 % 100 % 1 03-O9-00 Completeness and accuracy of input must End Shear 288 Ibs 34 . 9 % 100% 1 00m08-00 be verified by anyone who would rely on Total Load Defl , L/412 (0 . 21 ") 58 . 2 % n/a 1 03-09-00 output as evidence of suitability for „ o particular application . Output here based Live Load Defl . U481 (0 . 18 ) 99 . 7 /o n/a 2 03-09-00 on building code-accepted design Max Defl . 0 , 21 21 % n/a 1 03- 09-00 properties and analysis methods . Span / Depth 15 . 7 n/a n/a 0 00- 00- 00 Installation of BOISE engineered wood products must be in accordance with current Installation Guide and applicable % Allow % Allow building codes, To obtain Installation Guide Bearing Supports Dime ( L x W) Value support Member Material or ask questions , please call BO Beam 2- 1 /2" x 1 - 1 /2" 350 Ibs 23 . 0% 23% Hem-Fir (800)2321,,0788 before installation . B1 Beam 2- 112" x 1 - 1 /2 " 350 Ibs 23 . 0 % 23% Hem- Fir BC CALC®, BC FRAMER@ , AJS7mt ALl_JOISTO , BC RIM BOARDTM , BCI® , Notes BOISE GLULAMTm , SIMPLE FRAMING Design meets Code minimum (L/240) Total load defection criteria . SYSTEM® , VERSA-LAM(D, VERSA-RIM Design meets Users specified U480 Live load deflection criteria . PLUS® , VERSA-RIM®, g P ( ) VERSA-STRAND®, VERSA-STUD® are Design meets arbitrary ( 1 ") Maximum total load deflection criteria. trademarks of Boise Cascade Wood Calculations assume member is fully laterally braced . Products L . L . C . Composite El value based on 23/32 " thick OSB sheathing glued and nailed to member. Design based on Dry Service Condition . The analysis of solid sawn wood members is in accordance with the N [DS and is limited to the output shown above , All other support and design for these products , including but not limited to notching , connections, installation , and engineer/architect certification is the responsibility of the project's design professional of record . Page 1 of 1 Boise cascade ng IS o p9BC 0 Dry 1 span I No cantilevers 1 0/ 12 slope Friday , April 12 , 2013 BC CALC® Design Report - US 16 OGS ( Repetitive Glued & nailed construction Build 1926 File Name : BC CALC Project Job Name : Lot 13 Custom Description : Designs\J01 Address : San Juan Passage Specifier: MLS City, State , Zip : Anacortes , WA 98221 Designer: MLS Customer: GP Anacortes , LLC Company : Michael L., Schemmer, P. B . Code reports : ESR- 1336 Misc : �= s i lea msax� BO 21 -00-00 p B1 Total Horizontal Product Length = 21 -00-00 Reaction Summary ( Down / Uplift) ( Ibs ) Bearing Live Dead Snow Wind Roof Live B01 2- 1 /2" 560 / 0 210 / 0 B1 , 2- 1 /2" 560 / 0 210 / 0 Live Dead Snow Wind Roof Live ®CS Load Summary Tag Description _ _ Load Type Ref, Stark End 100% 90% 115%_ 160_ % 126% 1 Standard Load Unf. Area (lb/f :12) I _ 00-00-00 21 -00-00 40 15 16 Controls S �Ju rfii % Allowable Duration _ Case Location Disclosure Pos . Moment 3 , 939 ft-Ibs 441 , 2 % 100 % 1 10-06-00 Completeness and accuracy of input must End Reaction 770 Ibs 48 . 6% 100% 1 00-00-00 be verified by anyone who would rely on End Shear 755 Ibs 35 . 1 % 100 % 1 00-0;?-08 output as evidence of suitability for Total Load Deft U537 ( 0 . 464") 67 . 1 % n/a 1 10-06-00 particular application . Output here based on building code-accepted design Live Load Defl . U738 ( 0 . 337 ) 35 . 1 % n/a 2 10-Ob-00 properties and analysis methods . Max Defl . 0 , 464" '74 . 2% n/a 1 10-0&00 Installation of SOISE engineered wood Span / Depth 20 . 9 n/a n/a 0 00-01)-00 products must be in accordance with current Installation Guide and applicable building codes . To obtain Installation Guide % Allow % Allow or ask questions, please call Beating Supports Dim . ( L xVV) Value Suppoll Member Material _ (800)232-0788 before installation . BO WalUPlate 2- 1 /2" x 3- 1 /2" 770 lbs n/a 48 . 6 % Unspecified 61 Wall/Plate 2- 1 /2" x 3- 1 /2" 770 Ibs n/a 48 . 6 % Unspecified BC CALC@, BC FRAMERO , AJSTM ALLJOISTO , DC RIM BOARDTM , BCI@ , BOISE GLULAMTM , SIMPLE FRAMING Notes SYSTEM@ , VERSA-LAM@, VERSA- RIM Design meets User specified ( L/360) Total load deflectionVERSA-S criteria . PLUS@ , T RSA-RIM@, TRAND®, VERSA-STUD@ are Design meets User specified ( L1480) Live load deflection criteria , trademarks of Boise Cascade Wood Design meets arbitrary (0 , 625") Maximum total loan deflection criteria . Products L. L. C . Calculations assume member is fully laterally braced . Composite El value based on 23/32" thick OSB sheathing glued and nailed to member, Design based on Dry Service Condition , Page 1 of 1 :I ' ll r Bolse Cascade So1n e 11 BU®R 5000 . 7 DF Dead Ws J02 Dry 2 spans I No cantilevers 10112 slope Friday , April 12 , 2013 BC CALCO Design Report - US 16 OCS Repetitive Glued & nailed construction Build 1926 File Name : BC CALC: Project Job Name : Lot 13 Custom Description : Designs\J02 Address : San Juan Passage Specifier: MLS City , State , Zip : Anacortes , WA 98221 Designer: MLS Customer: GPAnacortes , LLC Company : Michael L. Schemmer, P. B . Code reports: ESR- 1336 Misc : 06-00-00 17-00-00 BO B1 B2 Total Horizontal Product Length = 23-00-00 - Reaction Summary ( Down ! Uplift) ( Ibs ) Bearing Live Dead Snow Wind Roof Live B01 2- 1 /2" 155 / 220 0 / 16 B1 , 3- 1 /2" 91510 229 / 0 B2 , 2- 1 /2" 381 / 3 94 / 0 Live Dead Snow Wind Roof Live OCS Loads Summary Tap, Description Load Type Ref. Start End 100% 90% 115% 160% 4125% 1 Standard Load Unf. Area (lb/ft"2) L 00-00-00 23-00-00 40 10 16 Controls Summary Value % Allowable Duration Case Location Disclosure Pos , Moment 1 , 624 ft-Ibs 51 . 6% 100% 3 15� 010-08 Completeness and accuracy of input must Neg . Moment - 1 , 680 ft-Ibs 53 . 3 % 100 % 1 06-00-0 () be verified by anyone who would rely on End Reaction 475 Ibs 40 % 100 % 3 23-00- 00 output as evidence of suitability for Int . Reaction 1 144 Ibs 50 . 8% 100% 1 06-00-00 particular application . Output here based , on building code-accepted design End Shear 461 Ibs 28 . 4% 100% 3 22-09-08 properties and analysis methods . Cont . Shear 652 Ibs 40 . 1 % 100 % 1 06 -01 - 12 Installation of BOISE engineered wood Uplift -237 Ibs n/a 0 % 3 00-00-0O products must be in accordance with Total Load Defl . U815 (0 . 24811) 44 . 2 % n/a 3 15-00- 1 current Installation Guide and applicable 3 building codes . To obtain Installation Guide Live Load Defl . L/ 1 , 014 (0 . 211) 47 . 4 % n/a 6 15-00- 13 or ask questions , please call Total Neg . Defl . L/-4 , 275 (-0 . 01611) 8 . 4 % n/a 3 03-06- 1 ti (800)232-0788 before installation . Max Defl . 0 . 248" 39 . 7 % n/a 3 154)0- 13 BC CALC@, BC FRAMER@ , AJSTM Span / Depth 17 n/a n/a 0 00-()O-0() ALLJOISTO , BC RIM BOARDTm , SCIO , BOISE GLULAMTM , SIMPLE FRAMING Allow % Allow SYSTEM@ , VERSA-LAMO, VERSA- RIM Bearing Supports Dim . ( L x W) Value support Member Material PLUS@ , VERSA-RIMO, BO Wall/Plate 2- 1 /2" x 2" 237 Ibs n/a 19 . 9 % Unspecified VERSA-STRfBoisais VERSA STUDd are p trademarks of Be Cascade Wood B1 Wall/Plate 3 - 1 /2" x 2" 1 , 144 Ibs n/a 50 . 8% Unspecified Products L. L . C . 112 Wall/Plate 2- 1 /2" x 2" 475 Ibs n/a 40% Unspecified Cautions � .- Uplift of -237 Ibs found at span 1 - Left. Notes Design meets User specified (L/360) Total toad deflection criteria . Design meets User specified (L/480) Live load deflection criteria . Design meets arbitrary (0 . 625") Maximum total load deflection criteria . Calculations assume member is fully laterally braced . Composite El value based on 23/32" thick OSB sheathing glued and nailed to member. Design based on Dry Service Condition , Page 1 of 1 �h Mr Bel°ue Cascade S ' �In e 11 =7/8 " BCC ra 5000A a7 IMF Des 'ogns J0 Dry ( 3 spans ( No cantilevers 10/ 12 slope Friday, April 12 , 2013 BC CALCO Design Report - US 16 OC , S ( Repetitive ( Glued & nailed construction Build 1926 File Name : BC CALL; Project Job Name : Lot 13 Custom Description : Designs\J03 Address : San Juan Passage Specifier: MLS City , State , Zip: Anacortes, WA 98221 Designer: MLS Customer: GP Anacortes, LLC Company : Michael L. Schemmer, P. E . Code reports: ESR- 1336 Misc: B0 14-06-00 17-00-00 82 11 -06-00 B3 B1 Total Horizontal Product Length = 43-00-00 �> Reaction Summary ( Down ! Uplift) ( Ibs ) Bearing Live Dead Snow Wind Roof Live 60 , 2- 1 /2" 351 / 55 111 / 0 — B11 3- 1 /2" 979 / 0 355 / 0 B21 3- 1 /2" 89810 313 / 0 B31 2- 1 /2" 295 / 79 81 / 0 Live Dead Snow Wind Roof Live OCS Load Summary Tag Description Load Type Ref, Start End 100% 90% 115% 160 % 1 _2_5_% _ . 1 Standard Load Unf. Area (lb/ft^2) L 00-00-00 43-00-00 40 15 16 Controls Sfl10" ma Value % Allowable Duration Case Location Disclosure Pos , Moment 11391 ft- Ibs 44 . 2 % 100% 2 06-03- 13 Completeness and accuracy of input must Neg . Moment - 1 , 946 ft- Ibs 61 . 8 % 100% 4 14-06-00 be verified by anyone who would rely on End Reaction 462 Ibs 38 . 9 % 100% 2 00.00.00 output as evidence of suitability for particular application . Output here based Int. Reaction 1 , 334 Ibs 59 . 3 % 100 % 4 14-06-00 on building code-accepted design End Shear 447 Ibs 27 . 5 % 100% 2 00-02-08 properties and analysis methods . Cont. Shear 661 Ibs 40 . 7 % 100 % 4 14-,07- 12 Installation of BOISE engineered wood Total Load Defl . U978 (0 . 209") 36 . 8% n/a 3 23-00-00 products must be in accordance with current Installation Guide and applicable Live Load Deft . U11197 (0 . 17") 40 . 1 % n/a 8 22w' 11 -05 building codes. To obtain Installation Guide Total Neg , Defl . U41675 (-000291 ) 7 . 7% n/a 3 35-06-02 or ask questions, please call Max Defl . 0 . 209" 33 . 4% n/a 3 23 00-00 (800)232-0788 before installation . Span / Depth 17 . 2 n/a n/a 0 00-00-0® BC CALCO, BC FRAMER@ , AJSTMI ALLJOISTO , BC RIM BOARDTM , BCIO , % Allow % Allow BOISE GLUL.AMT"' , SIMPLE FRAMING Bearing SuRports Dim . ( L x W) Value Support Member {Material _ SYSTEM@ , VERSA-LAMO, VERSA-RIM BO Wall/Plate 2- 1 /2" x 2" 462 Ibs n/a 38 . 9% Unspecified PLUS® , VERSA-RIM@, B1 Wall/Plate 3- 1 /2" x2" 1 , 334 Ibs n/a 59 . 3% Unspecified Vademar TRfBois vERSA STUDd are p trademarks of Boise Cascade Wood 82 Wall/Plate 3- 1 /2" x 2" 1 , 210 Ibs n/a 53 . 8% Unspecified Products L. L. C . B3 Wall/Plate 2- 1 /2 " x 2" 373 Ibs n/a 311% Unspecified Notes Design meets User specified ( U360) Total load deflection criteria . Design meets User specified (U480) Live load deflection criteria . Design meets arbitrary (0 .625") Maximum total load deflection criteria. Calculations assume member is fully laterally breced . Composite El value based on 23/32" thick OSB sheathing glued and nailed to member. [Design based on Dry Service Condition . Page 1 of 1 iBoiseCascade 1 � p1 ° BC @ 00 ® I LF De � � MJ«� li4t Dry/ 3 spans No cantilevers 0/ 12 slope Wednesday , May 08 , 2013 BC CALCO Design Report - US 16 OCS Repetitive Glued & nailed construction Build 1926 File Name : 2013- 1026 Lot 13 Custom Job Name : Lot 13 Custom Description : Designs\,.104 Address : San Juan Passage Specifier: MLS City, State , Zip: Anacortes , WA 98221 Designer: MLS Customer: GP Anacortes , LLC Company: Michael L . Schemmer, P. E . Code reports : ESR- 1336 Misc: t - - - - - - -- - -- -- - -- ----- - �. t- -= - - L M - m 09-03-15 10-03-15 f 13-00-00 BO B1 B2 B3 Total Horizontal Product Length = 32-07-14 e�a�co-ax�-�.�^ *�.�s >.,.�.9--r ra.�-.,. _..,..-.,._. , . fi�..�„ .,�. --"'v..n-.�a . ..,.�:n -:,.: ____.. >v�uaa�r+� _ ;�.c,,.E.- •--,^m -��.r�, Reaction Summary ( Down / Uplift) ( Ibs ) Bearing Live Dead Snow Wind Roof Live BO 238 / 32 77 / 0 — — B11 5- 1 /2" 617 / 0 19910 B2 , 5- 1 /2" 753 / 0 270 / 0 B3 306 / 19 10810 Live Dead Snow Wind Roof Live OCS Load Summary Tag Description Load Type Ref. Start End 100% 90% 115% 160% 1125% 1 Standard Load Unf. Area ( lb/ft^2) I . 00-00-00 32-07- 14 40 15 16 Controls S !Lq �'6Y gP,`}I Value % Allowable Duration � Case Location Disclosure Pos . Moment 1 , 122 ft- Ibs 45 . 6% 100%� 2 27-00-01 Completeness and accuracy of input must Neg . Moment - 1 , 161 ft- Ibs 47 . 2% 100% 5 19-07- 14 be verified by anyone who would rely on End Reaction 413 lbs 41 . 6 % 100% 2 3247- 14 output as evidence of suitability for Int. Reaction 1 , 0231bs 40 . 5 % 100 % 5 19-0"7- 14 particular application . Output here based End Shear 401 Ibs 27 . 2% 100% 2 32-05- 14 on building code-accepted design properties and analysis methods . Cont. Shear 546 Ibs 37% 100% 5 19- 10- 10 Installation of BOISE engineered wood Total Load Defl , L/891 (0174") 40 .4 % n1a 2 26-05- 14 products must be in accordance with ° current Installation Guide and applicable Live Load Defl . L/ 1 , 172 (0 . 132 ) 41 /o nla 7 26-04- 14 building codes . To obtain Installation Guide Total Neg . Defl. L/-3, 477 (-0 . 036") 10 . 4% n/a 2 15-04-04 or ask questions, please call Max Defl . 0 . 174" 27 , 8 % n/a 2 26-05- 14 (800)232-0788 before installation . Span / Depth 16 . 3 n/a n/a 0 00-00-00 BC CALCO, BC FRAMERO , AJSTM I ALLJOISTO , BC RIM BOARDTM , BCiO % Allow % Allow BOISE GLULAM TM , SIMPLE FRAMING Bearing Supports Dian . ( L )sVV) Value Support Wilember Material SYSTEM@ , VERSA-LAM@, VERSA-RIM BO Hanger 2" x 2" 315 Ibs n/a 31 . 7% Hanger PLUS@ , VERSA-RIM@, B1 Beam 5- 1 /2" x 2" 816 lbs 11 . 9% 32 . 3% Douglas Fir VERSA-STRANDO, VERSA-STUD@ are trademarks of Boise Cascade Wood 62 Beam 5- 1 /2" x 2" 17023 ±bs 14 . 9 % 40 . 5% Douglas Fir Products L. L. C. B3 Hanger 2" x 2" 413 Ibs n/a 41 . 6% Hanger Notes Design meets User specified (L/360) Total load deiection criteria . Design meets User specified (L/480) Live load deflection criteria . Design meets arbitrary (0 . 625") Maximum total load deflection criteria . Calculations assume member is fully laterally braced , Composite El value based on 23/32" thick OSB sheathing glued and nailed to member. Design based on Dry Service Condition , Page 1 of 1 Boise Cascade Soongle 9 " 112 ° SC 0 5000mi I DF< Dry ( 4 spans No cantilevers 0/ 12 slope Wednesday , May 08 , 2013 BC CALCO Design Report - US 16 00S Repetitive f Glued & nailed construction Build 1926 File Name : 2013- 1026 Lot 13 Custom Job Name : Lot 13 Custom Description : Designs\J05 Address : San Juan Passage Specifier: MLS City , State , Zip : Anacortes , WA 98221 Designer: MLS Customer: GP Anacortes , LLC Company: Michael I- , Schemmer, P. E . Code reports : ESR- 1336 Misc: / 1 I caaxxm.as.�.�s� +�xcnsa-s �- h• .ztrnnxsl . .._ 09-03-15 10-03- 15 13-03-00 05-03- 15 BO BI B2 B3 134 Total Horizontal Product Length = 38-02- 13 Reaction Suriroesmary ( Down / Uplift) ( Ibs ) Bearing _ Live Dead Snow Wind Roof Live 80 235 / 32 76 / 0 B11 5- 1 /2" 617 / 0 205 / 0 B21 5- 1 /2" 701 / 0 247 / 0 B31 5- 1 /2" 643 / 0 226 / 0 B4 150 / 121 11 / 0 Live Dead Snow ifflind Roof Lave CCS Load Summary T_&c pescription Load Type Ref. Start End 100% _90% 915_ % '160% 1125% 1 Standard Load Unf. Area (lb/ft^2) L 00 -00-00 38-02� 13 40 15 16 Contrds Summary value % Allowable Duration _ Case Location Disc )o:sure Pos , Moment 829 ft-Ibs 33 . 7% 100% 2 �26-01 - 13 Completeness and accuracy of input must Neg . Moment - 1 , 017 ft-1bs 41 . 3 % 100 % 5 19-07- 14 be verified by anyone who would rely on End Reaction 311 Ibs 3143% 100 % 2 00-00-00 output as evidence of suitability for 0 o particular application . Output here based Int, Reaction 948 Ibs 37 . 5 /0 100 /0 5 19-07- 14 on building code-accepted design End Shear 299 Ibs 20 . 2 % 100 % 2 00-02-00 properties and analysis methods . Cont . Shear 488 Ibs 33 . 1 % 100 % 5 19- 10- 10 Installation of BOISE engineered wood Uplift - 110 Ibs n/a 0% 2 38_02- 13 products must be in accordance with ft . L/ 1 ,205 0 . 132" 29 . 9 % n/a 2 26-C42-09 current Installation Guide and applicable Total Load De ( ) building codes. To obtain Installation Guide Live Load Deft L/11566 (0 , 10211) 30 , 6 % n/a 8 26-01 - 13 or ask questions , please call Total Neg . Defl . L/4 , 414 (-0 . 028") 8 . 2 % n/a 2 15-02-09 (800)232-0788 before installation . Max Defl , OA 32" 21 A % n/a 2 26-02-09 BC CAL('®, BC FRAMERO , AJSTM ; Span / Depth 16 . 7 n/a n/a 0 00-00-00 ALLJOISTO , BC RIM BOARDT"' , BCI@ , BOISE GLULAMTM , SIMPLE FRAMING % Allow % Allow SYSTENIO , VERSA- LAM@, VERSA-RIM Bearing Supports Dim . ( L x W) Value Support Member Material PLUS@ , VERSA-RIMO, VERSA-STRANDO, VERSA-STUDO are BO Hanger 2" x 2" 311 Ibs n/a 31 . 3% Hanger trademarks of Boise Cascade Wood B1 Beam 5- 1 /2" x 2" 822 Ibs 12 , 0% 32 . 6% Douglas Fir Products L. L. C . B2 Beam 5- 1 /2 " x 2" 948 Ibs 13 . 8% 37 . 5% Douglas Fir 63 Beam 5- 1 /2" x 2" 869 lbs 1005% 3444% Versa-Lam 1 .7 64 Hanger 2" x 2" 161 Ibs n/a 16 . 2% Hanger B4 Hanger Uplift 2" x 2" 110 Ibs n /a n/a Hanger Cautions Uplift of - 110 Ibs found at span 4 - Right. Notes -- Design meets User specified ( L/360) Total load deflection criteria . Design meets User specified (L/480) Live load deflection criteria . Design meets arbitrary (0 , 625") Maximum total Iocld deflection criteria . Calculations assume member is fully laterally braced . Composite El value based on 23/32" thick OSB sheathing glued and nailed to member. P@@jqai 1pEed on Dry Service Condition . Dnr 14 spans I No cantilevers 10112 slope Wednesday , May 08 , 2013 BC CALCO Design Report - US 16 OCS Repetitive Glued & nailed construction Build 1926 Pile Name: 2013- 1026 Lot 13 Custom Job Name : Lot 13 Custom Description : Designs1J05 Address : San Juan Passage Specifier: MLS City, State , Zip : Anacortes , WA 98221 Designer: MLS Customer: GPAnacortes , LLC Company: Michael L . Schernmer, P. E . Code reports : ESR- 1336 Misc : Disclosure Completeness and accuracy of input must be verified by anyone who would rely on output as evidence of suitability for particular application . Output here based on building code-accepted design properties and analysis methods . Installation of BOISE engineered wood products must be in accordance with current Installation Guide and applicable building codes . To obtain Installation Guide or ask questions , please call (800)232-0788 before installation . BC CALCO, BC FRAMER@ , AJSTM ALLJOISTO , BC RIM BOARDTM , BCIO , BOISE GLULAMTM , SIMPLE FRAMING SYSTEM@ , VERSA- LAMO, VERSA- RIM PLUS@ , VERSA-RIMO, VERSA-STRAND@, VERSA-STUD@ are trademarks of Boise Cascade Wood Products L . L.C . Page 2 of 2 Boise Cascade Sing a g A dui, �� 0 D J BC ogns i Dn! 3 spans No cantilevers 0/ 12 slope Wedne day , May 08 , 2013 BC CALCO Design Report - US 16 OCS Repetitive Glued & nailed construction Build 1926 File Name: 2013 - 1026 Lot 13 Custom Job Name : Lot 13 Custom Description : Designs1e106 Address : San Juan Passage Specifier: MLS City, State, Zip: Anacortes , WA 98221 Designer: MLS Customer: GPAnacortes, LLC Company: Michael L . Schemmer, P. E . Code reports : ESR- 1336 Misc : v I T c 04-06-00 B1 10-03-15 �7 07-06-00 BO B3 `Total Horizontal Product Length = 22-03A 5 Reaction Summary ( Down ! Uplift) ( lbs ) Bearing_ Live Dead Snow Wind Roof Live BO 124 / 81 16 / 0 - — B1 , 5- 1 /2" 492 / 0 174 / 0 B21 5 - 1 /2" 54610 203 / 0 B3 184 / 40 54 / 0 Live Dead Snow Wlnd Roof live OCS Load Summary Ta,Description Load Type f <ef. Start End 100% 90% 115% 160% 125% _ 1 Standard Load Unf. Area ( Ib/ft^2) L 00-00-00 22-03- 15 40 15� 16 Controls Summary value % Allowable Duration Case Location _ Disclosure Pos . Moment 503 ftdbs 20 . 4 % 100 % 3 09-08-06 Completeness and accuracy of input must Neg . Moment -612 ft- Ibs 24 . 9 % 100% 5 14-09- 15 be verified by anyone who would rely on End Reaction 237 Ibs 23 . 9 % 100 % 2 22-03- 15 output as evidence of suitability for particular n . Outut her Int. Reaction 749 Ibs 142. 906 % 100 % 5 14-09- 16 on bu ldingpica colde-accepted des gn based End Shear 225 Ibs '15 . 3% 100 % 2 22-01 - 15 properties and analysis methods . Cont. Shear 378 Ibs 25 . 6 % 100 % 5 14-O7 03 Installation of BOISE engineered wood Uplift -65 Ibs n/a 0 % 3 00.00.00 products must be in accordance with 056"0 Total Load Deft . L/21231 . 16 . 1 % n/a 3 09-08-00 current Installation Guide and applicable ( ) building codes . To obtain Installation Guide Live Load Defl . L/21917 ( 0 ,04211) '16 . 5% n/a 8 09-O83 06 or ask questions, please call Total Neg . Defl . L/- 15 , 371 (-0 . 003 ") 2 . 3 % n/a 3 02-09- 10 (800)232-0788 before installation . Max Defl . 0 . 056" 8 . 9% n/a 3 09-08-00 BC CALCO, BC FRAMERS , AJSTm Span / Depth 13 n/a n/a 0 00-00-00 ALLJOISTO , BC RIM BOARDTM , BCI@ , BOISE GLULAMT"' , SIMPLE FRAMING % Allow % Allow SYSTEM@ , VERSA-LAMO, VERSA-RIM Bearing Supports Dim . ( L x W) !talus Material PLUS@ , VERSA-RIMS, BO Hanger 2" x 2" 140 Ibs n/a 14 . 1 % HangerVERSA-STRANDO, VERSA-STUDO are trademarks of Boise Cascade Wood BO Hanger Uplift 2" x 2" 65 Ibs n /a n/a Hanger Products L.L . C . B1 Beam 5- 1 /2" x 2" 666 Ibs 9 . 7% 26 . 4% Douglas Fir B2 Beam 5- 1 /2" x 2" 749 Ibs 10 . 9% 29 . 6 % Douglas Fir B3 Hanger 2" x 2" 237 Ibs n/a 23 . 9% Hanger Cautions Uplift of -65 Ibs found at span 1 - Left . Notes Design meets User specified (L/360) Total load deflection criteria . Design meets User specified ( L/480) Live load deflection criteria . Design meets arbitrary (0 . 625 ") Maximum total load deflection criteria . Calculations assume member is fully laterally braced . Composite El value based on 23/32" thick OSB sheathing glued and nailed to member'. Design based on Dry Service Condition . Page 1 of 1 A <Z S Boise Cascade S '� ngde M /2 " BC 6000A . 7 F DesognsJ07 Dry 1 span No cantilevers 0/ 12 slope Wednesday , May 08 , 2013 BC CALCO Design Report - US 16 OCS Repetitive Glued & nailed construction Build 1926 Fife Name : 2013- 1026 Lot 13 Custom Job Name : Lot 13 Custom Description : Designs\J07 Address : San Juan Passage Specifier: MLS City, State , Zip: Anacortes , WA 98221 Designer: MLS Customer: GPAnacortes , LLC Company: Michael L. , Schemmer, P. E . Code reports : ESR- 1336 Misc : 12-08-01 BO B1 Total Horizontal Product Length = 12-08-01 Reaction Surnmarry ( Downsf Upilft) ( Ibs ) 2LY.ir Live Dead Snow Wind - - Roof Live _ BO 338 / 0 127 / 0 B1 338 / 0 127 / 0 Live Dead Snow W11nd Roof Live ®CS Lord Summary Tag Description Load Type Ref. Start End 100% 90% 115%6 160% 'I25% 1 Standard Load Unf. Area (lb/ft"2) I . 00-00-00 12-08-01 40 15 16 Controls Summary/ Value %Allowable Duration Case Location Disclosure Pos . Moment 1 , 424 ft- Ibs 57 . 9 % 100 % 1 06-04-00 Completeness and accuracy of input must End Reaction 465 Ibs 46 , 8% 100% 1 00-00-00 be verified by anyone who would rely on End Shear 452 Ibs 30 . 7 % 100% 1 00- 0,%00 output as evidence of suitability for Total Load Defl . L/685 0 , 218 ' 52 . 6% n/a 1 06-04-00 particular application . Output hers based ( �) on building code-accepted design Live Load Defl . U942 (0 , 159 ) 51 % n/a 2 06-04-00 properties and analysis methods . Max Defl . 0 . 218" 34 . 9%o nla 1 06-04-00 Installation of BOISE engineered wood Span ! Depth 15 . 7 n/a n/a 0 00-00-00 products must be in accordance with current Installation Guide and applicable building codes. To obtain Installation Guide % Allow % Allow or aslc questions, please call Bearing Supports Dim . ( L x W) Value Support Member Material � (800)232-0788 before installation . BO Hanger 2" x 2" 465 bs n/a 46 . 8% Hanger BC CALCO, BC FRAMERO , AJSTM B1 Hanger 2" x 2" 465 lbs n/a 46 . 8% danger ALLJOISTO , BC RIM BOARDTM , BCIO , BOISE GLULAMTM , SIMPLE FRAMING Notes SYSTEMO , VERSA-LAMO, VERSA-RIM Design meets Users specified L/360 Total load deilection criteria . PLUS® , VERSA-RIME, g p ( ) VERSA-STRANDO, VERSA-STUD® are Design meets User specified ( L/480) Live load deflection criteria . trademarks of Boise Cascade wood Design meets arbitrary (0 , 625") Maximum total load deflection criteria . Products L . L . C . Calculations assume member is fully laterally braced . Composite BI value based on 23/32" thick CSB sheathing glued and nailed to member. Design based on Dry Service Condition . Page 1 of 1 'I� Bolse Cascade Soongle & 114." x 9 = 1 /2 ° VERSAmLAMO 1 -. 7 2:650 SP Desggns9J108 Dr / 13 spans I No cantilevers 1 0/ 12 slope Wednesday , May 08 , 2013 BC CALCO Design Report - US 16 OCS Non -Repetitive Glued & nailed construction Build 01926 File Name: 2013- 1026 Lot 13 Custom Job Name : Lot 13 Custom Description : Designs1,J08 Address : San Juan Passage Specifier: MLS City , State , Zip : Anacortes , WA 98221 Designer: MLS Customer: GPAnacortes , LLC Company: Michael L., Schemmer, P. E . Code reports : ESR- 1040 Misc : F i ? — -f _ — - - - --- -- kv 09-03-15 10-03-15 13-00-00 r BO B1 B2 B3 Total Horizontal Product Length = 32-07-14 Reaction Summary ( Down f uplift) ( Ibs ) Bearing Live Dead Snow Wind Roof Live 60 , 5A /2 " 21847 / 418 11244 / 0 B11 5- 1 /2" 71311 / 0 31550 / 0 B21 5- 1 /2 " 7 , 208 / 0 3115910 B31 5- 1 /2" 937 / 235 245 / 0 Live react Snowy Wind Roof Live OCS Load Summary Tag Description Load Type Ref. Start End 100% 90% 115% 160% 125% _ 1 Standard Load Unf. Area ( lb/ft^2) L 00-00-00 32-07- 14 40 15�y 16 2 W2 Unf. Lin . (lb/ft) L 00- 00-00 21 -08-01 580 308 nla 3 P1 Conc. Pt. (Ibs) L 21 - 08-01 21 -08-01 1 , 160 435 n1a 4 P2 Conc. Pt. (Ibs) L 25m08-01 25 -08-01 11160 435 n/a Controls Summary Value % Allowable_ _ Duration Case Location Disclosure Pos , Moment 71160 ft-Ibs 40 % 100% 2 04-03-03 Completeness and accuracy of input must Neg . Moment -9 , 985 ft-Ibs 55 . 8% 100 % 4 09-03- 15 be verified by anyone who would rely on End Shear 21892 Ibs 30 . 5 % 100% 2 01 -03-00 output as evidence of suitability for Cont. Shear 4 , 468 Ibs 47 . 1 % 100% 4 10-04-03 particular application . Output here based on building code-accepted design Total Load Defl . U775 (0. 195 ) 46 . 5 % n/a 2 26-00-00 properties and analysis methods . Live Load Defl . U913 (0 . 166 ) 52 . 6% n/a 7 25- 10-08 Installation of BOISE engineered wood Total Neg , Defl . U- 11998 (-0 . 06211) 18 % n/a 2 14_08- 13 products must be in accordance with Max Defl . 0 . 195" 31 . 2 % n/a 2 26-00-00 current Installation Guide and applicable building codes . To obtain Installation Guide Span / Depth 15 . 9 n/a n/a 0 00-00-00 or ask questions , please call (800)232-0788 before installation . % Allow % Allow BC CALCO, BC FRAMER@ , AJSTM Bearing Supports Dim . (L x W) Value Support Member Material ALLJOISTO , BC RIM BOARDT" BCI® , BO Post 5- 1 /2" x 5- 1 /4" 41091 Ibs 16 . 7 % 18 . 9% Douglas Fir BOISE GLULAMT"" , SIMPLE FRAMING B1 Beam 5- 1 /2" x 5- 114" 10 , 861 Ibs 60 . 2 % 50 . 1 % Douglas Fir SYSTEM@ , VERSA-LAM@, VERSA-RIM B2 Beam 5A /2" x 5A14" 10 , 368 Ibs 57.4 % 47 . 9% Douglas Fir PLUS® , VERSA-RIMO, 133 Post 5- 1 /2" x 5- 1 /4" 1 , 182 Ibs 4 . 8 % 5 . 5 % Douglas Fir VERSA-STRANDO, VERSA-STUD@ are trademarks of Boise Cascade Wood Products L . L. C . Notes Design meets User specified ( U360) Total load deflection criteria . Design meets User specified (L/480) Live load deflection criteria . Design meets arbitrary ( 0 , 625" ) Maximum total load deflection criteria . Calculations assume member is fully laterally braced . Composite El value based on 23/32" thick OSB sheathing glued and nailed to member. Design based on Dry Service Condition , Page 1 of 1 �ols > Cascade � a � 0 � � � �� 9A /2 ° ° K NG EAM, Im 30F = �4 DFISP f� e � o � ES i ��� � �3 Dry ( 1 span I No cantilevers 1 0/ 12 slope Wednesday , Play 081 2013 BC CALCO Design Report _ US 16 OCS Non- Repetitive Glued & nailed construction Build 1926 File Name : 2013- 1026 Lot 13 Custom Job Name: Lot 13 Custom Description : Designs\J09 Address : San Juan Passage Specifier: MLS City, State , Zip : Anacortes , WA 98221 Designer: MLS Customer: GP Anacortes , LLC Company: Michael 1._. Schemmer, P. E . Code reports: AITC 117-2004 , LA - FB02035 Misc : � 2 -- =- -- = - - �311 12- M1 ' , BO Total Horizontal Product Length = 12-08-01 Reaction Sum Mary ( Dowers 1 Uplift) ( Ibs ) Bearing _ Live Dead Snow 4illiaad Roof -Live BO , 5- 1 /2" 21809 / 0 11622 / 0 B11 5- 1 /2" 2 , 809 / 0 11622 / 0 Live Dead Snow Wind Roof Live OCS Load Surnmary Tag Description Load Type Ref. Start rand 100% 90% _ 115% 'l60% 125% 1 Standard Load Unf. Area (lb/ft^2) L 00-00-00 12-08m01 40 15 d 16 2 W2 Unf. Lin . (lb/ft) L 00-00-00 12-08-01 390 236 n/a Controls Stuirniqflarry Value % AllAllowaible Duration Case Location Disclosure Pos . Moment 12 , 338 ft-Ibs 59 . 7% 100% 1 06-04-01 Completeness and accuracy of input must End Shear 3 , 557 ibs 34 % 100% 1 01 -03-00 be verified by anyone who would rely on Total Load Defl . L/445 (0 . 32 ) 80 . 9% n/a 1 06-04-01 output as evidence of suitability for particular application . Output here based Live Load Defl . L/702 (0 . 203 ) 68 . 4 % n/a 2 06- 04-01 on building code-accepted design Max Defl . 0 , 32" 51 . 3% n/a 1 0644-01 properties and analysis methods . Span / Depth 15 n/a n/a 0 00-00-00 Installation of BOISE engineered wood products must be in accordance with current Installation Guide and applicable % Allow % Allow building codes . To obtain Installation Guide Bear'in ! S yorts Dina . ( L x W) value Support Member Material _ or ask questions , please call BO Post 5- 1 /2" x 5- 1 /2" 4 , 4311 Ibs 17 . 2% 18 . 2% Douglas Fir (800)232-0788 before installation . 61 Post 5- 1 /2" x 5- 1 /2" 4 , 431 Ibs 17 . 2 % 18 . 2% Douglas Fir BC CALCO, BC FRAMERO , AJSTM ALLJOISTO , BC RIM BOARDTm , BCIO , Notes - ��� - A BOISE GLULAMT"' SIMPLE FRAMING SYSTDesign meets Users specified U360 Total load deflection criteria . PLUS IVIO , RSAVERSRI LAM®, VERSA-RIM g p ( ) PLUS® , VERSA-RIM®, Design meets User specified (U480) Live load deflection criteria . VERSA-STRANDO, VERSA-STUDO are Design meets arbitrary (0 , 625" ) Maximum total lead deflection criteria , trademarks of Boise Cascade Wood Calculations assume member is fully laterally breced . Products L. L.C . Composite El value based on 23/32" thick OSB sheathing glued and nailed to member. Design based on Dry Service Condition . Page 1 of 1 Bolso Cascade . Ing e 6 x 10 DFL 2 = Bed � � �� u � r� �a� � � Diy 1 span No cantilevers 0/ 12 slope Wednesday , May 08 , 2013 BC CALCO Design Report - US 16-00-00 OCS Build 1926 File Name : 2013- 1026 Lot 13 Custom Job Name: Lot 13 Custom Description : Designs11365 Address : San Juan Passage Specifier : MLS City , State , Zip : Anacortes, WA 98221 Designer: MLS Customer: GP Anacortes , LLC Company : Michael L . Schemmer, P. E . Code reports : WCLIB Misc: BO Total Horizontal Product Length = 07-00-00 Reaction Summary ( Down f Uplift) ( lbs ) Bearing — Live Dead Snow Wind Roof Live 60 , 5- 1 /2" 1736510 553 / 0 Bly 5- 1 /2" 81676 / 0 41103 / 0 Live Dead Snow Wind Roof Live OCS Lead Summary Tag Description Load 'Type Ref. Start End 100% 90% 115% 160% 126% 1 W1 Unf. Lin . (lb/ft) L 00-00-00 07- 00-00 390 146 n/a 2 JG8 Conc . Pt. (Ibs) L 06- 09-00 06-09-00 71311 31550 n/a Controls SUrffi'6l➢ aU Value % Allowable Duration Case Location Disclosure Pos , Moment 2 , 640 ft-Ibs 43 . 8% 100% 1 03�O6-00 Completeness and accuracy of input must End Shear 1 , 233 Ibs 20 . 8 % 100% 1 01 -03-00 be verified by anyone who would rely on Total Load Defl . L/2 , 078 (0 . 036") 17 . 3% n/a 1 03- 06-00 output as evidence of suitability for particular application . Output here based Live Load Defl . U21919 (0 . 026") 16 . 4% n/a 2 03-06-00 on building code-accepted design Max Defl . 0 , 036" 5 . 7 % n/a 1 03T-06-00 properties and analysis methods . Span / Depth 7 . 8 n/a n/a 0 000•00-00 Installation of BOISE engineered wood products must be in accordance with current Installation Guide and applicable % Allow % Allow building codes . To obtain Installation Guide Bearing Supports Dim , ( L x VV) Value Support Member Material or ask questions , please call BO Post 5- 1 /2" x 5- 1 /2" 1 , 913 Ibs 7 . 5% 10 . 1 % Douglas Fir (800)232-0788 before installation . B1 Post 5- 1 /2" x 5- 1 /2" 12 , 780 Ibs 49 . 7% 67 . 6% Douglas Fir BC CALCO, BC FRAMER@ , AJST'v , ALLJOISTO , BC RIM BOARDTM , BCIO , Notes � � BOISE GLULAMTMI SIMPLE FRAMING SYSTEMO , VERSA-LAM@ , VERSA-RIM Design meets User specified (U360) Total load deflection criteria . PLUSO , VERSA-RIM@, Design meets User specified (U480) Live load d(;;flection criteria . VERSA-STRAND@, VERSA-STUD@ are Design meets arbitrary (0 , 625 ) Maximum total load deflection criteria , trademarks of Boise Cascade Wood Calculations assume member is fully laterally bmiced . Products L. L. C . Design based on Dry Service Condition . The analysis of solid sawn wood members is in accordance with the NDS and is limited to the output shown above . All other support and design for these products , including but not limited to notching , connections , installation , and. engineer/architect certification is the responsibility of the project' s design professional of record . Page 1 of 1 Boise cascade Sling a 6 x 10 DFL #2 = Beam DesoWs\B66 Diy 11 span j No cantilevers 0/ 12 slope Wednesday , May 08 , 2013 BC CALCO Design Report - US 16-00-00 tOCS Build 1926 File Name : 2013- 1026 Lot 13 Custom Job Name : Lot 13 Custom Description : Designs\666 Address : San Juan Passage Specifier: MLS City, State , Zip : Anacortes , WA 98221 Designer: MLS Customer: GP Anacortes , LLC Company: Michael I.. . Schemmer, P. E . Code reports : WCLIB Misc : - — j 07-00-00 B9 BO Total Horizontal Product Length = 07-00 00 Reaction Summary ( Down / Uplift) ( Ibs ) Bearing,.. Live Dead Snow Rl611indw Roof Live _ B01 5- 1 /2" 11610 / 0 17827 / 0 11271 / 0 B1 , 5- 1 /2" 8181810 41986 / 0 15271 / 0 Live Dead Snow Find Hoof Live ®CS Load Summary Tag Description Load Type Ref, Start End 100% 90% 115% 160% `25%a 1 W1 Unf. Lin . (iblft) L 00-00-00 0740-00 460 510 363 n/a 2 J08 Conc. Pt . (Ibs) L 06-09-00 06-09-00 71208 31159 n/a Controls Summary Value % Allowable Duration Case Location Disclosure Pos . Moment 5 , 489 ftAbs 79 . 1 %0 115% 3 03-06-00 Completeness and accuracy of input must End Shear 2 , 563 Ibs 37 . 6 % 115% 3 01 -03-00 be verified by anyone who would rely on output Total Load Deft . U999 (00075") 36 % n/a 3 03�06-00 particular evidence of suitability for r application . Output here based Live Load Defl . L/ 1 , 845 (0 . 041T) 26% n/a 6 03-06-00 on building code-accepted design Max Defl , 0 . 075" 11 . 9 % n/a 3 03-06-00 properties and analysis methods . Span / Depth 7 . 8 n/a n/a 0 00-00-00 Installation of BOISE engineered wood products must be in accordance with current Installation Guide and applicable % Allow % Allovv building codes . To obtain Installation Guide Bear!ig Supports Dim ( L x `dV) Value Support Member {Material or ask questions , please call BO Post 5- 1 /2" x 5- 1 /2" 3 , 987 Ibs 15 . 5% 21 . 1 % Douglas Fir (800)232 0788 before installation . B1 Post 5- 1 /2" x 5- 1 /2" 13 , 803 Ibs 53 . 7% 73% Douglas Fir BC CALCO, BC FRAMER@ , AJST"" ALLJOISTO , BC RIM BOARD TM I BCI@ , BOISE GLULAMTM19 , SIMPLE FRAMING Notes SYSTEM@ , VERSA-LAMO, VERSA-RIM Design meets User specified ( U360) Total load deflection criteria . PLUS@ , VERSA-RIMO, Design meets User specified (U480) Live load deflection criteria . VERSA-STRANDO , VERSA-STUD& are Design meets arbitrary (0 . 625") Maximum total load deflection criteria , trademarks of Boise Cascade Wood Calculations assume member is fully laterally brelced . Products L. L. C . Design based on Dry Service Condition . The analysis of solid sawn wood members is in (accordance with the NDS and is limited to the output shown above . All other support and design for these products , including but not limited to notching , connections , installation , and engineer/architect certification is the responsibility of the project' s design professional of record . Page 1 of 1 40 Boise Cascade qng e 6 x 100 DFL =Beams ® e00 �� � 9�� 67 Dly 1 span No cantilevers 0/ 12 slope Wednesday , May 081 2013 BC CALCO Design Report - US 16-00-00 OCS Build 1926 File Name : 2013- 1026 Lot 13 Custom Job Name : Lot 13 Custom Description : Designs\B67 Address : San Juan Passage Specifier: MLS City , State , Zip : Anacortes , WA 98221 Designer: MLS Customer: GP Anacortes , LLC Company: Michael L., Schemmer, P. E . Code reports : WCLIB Misc: „ BO Total Horizontal Product Length 07-00-00 Reaction Summary ( Down I UP11ft) lbs ) Bearing Love Dead Snow Wind Roof Live B01 5- 1 /2" 11366 / 0 553 / 0 B1 , 5- 1 /2" 11366 / 0 553 / 0 Lave Dead Snow Wind Roof Live OCS Load Summary Tact Description Load 'Type Ref. Stark -- End 100% 90% 115% 160% 125% _ 1 W1 Unf. Lin . ( lb/ft) L 00-00-00 07-00-00 390 146 n/a Controls SR,9G9'maEV Value % Allowable Duration Case Location Disclosure Pos , Moment 21640 ft-Ibs 43 . 8% 100 % 1 03-06-00 Completeness and accuracy of input must End Shear 1 , 233 lbs 20 . 8 % 100% 1 01 -03.00 be verified by anyone who would rely on Total Load Defl . L/21078 (0 . 036") 17 . 3 % n/a 1 03-06-00 output as evidence of suitability for particular application . Output here based Live Load Defl . L/21919 (0 . 02611) 16 . 4% n/a 2 03-06-00 on building code-accepted design Max Defl , 0 . 036" 5 . 7 % n/a 1 03-06-00 properties and analysis methods . Span / Depth 7 . 8 n/a n/a 0 00-00-00 Installation of BOISE engineered wood products must be in accordance with current Installation Guide and applicable % Allow % Allow building codes. To obtain Installation Guide Bearing Supports Dim . ( L x W) Value Support Member Material or ask questions , please call 60 Post 5- 1 /2" x 5- 1 /2" 1191b lbs 7 . 5% 10 . 1 % Douglas Fir (800)232-0788 before installation . B1 Post 5- 112" x 5- 1 /2" 1 , 918 Ibs 7 . 5% 10 . 1 % Douglas Fir BC CALCO, BC FRAMERO , AJSTM ALLJOISTO , BC RIM BOARDTM , BCIO , Notes _ BOISE GLULAMTM SIMPLE FRAMING Design meets Users specified L/360 Total load deflection criteria . SYSTEMS , RSAmRIVERSA LAM®, VERSA-RIM g p ( ) PLUSO , VERSA-RIM®, Design meets User specified ( L1480 ) Live load deflection criteria . VERSA-STRANDO, VERSA-STUDS are Design meets arbitrary (0 , 625") Maximum total load deflection criteria , trademarks of Boise Cascade Wood Calculations assume member is fully laterally braced . Products L. L . C . Design based on Dry Service Condition . The analysis of solid sawn wood members is in accordance with the NDS and is limited to the output shown above . All other support and design for these products , including but not limited to notching , connections , installation , and engineer/architect certification is the responsibility of the project's design professional of record . Page 1 of 1 4 Boise cascade ..Angie 6 x 10 DFL QmBeairn DasognseBG8 Dry 11 span No cantilevers 0/ 12 slope Wednesday , May 081 2013 BC CALCO Design Report - US 16-00-00 OCS Build 1926 File Name : 2013m1026 Lot 13 Custom Job Name : Lot 13 Custom Description : Designs\668 Address : San Juan Passage Specifier: MLS City , State , Zip : Anacortes , WA 98221 Designer: MLS Customer: GP Anacortes, LLC Company : Michael L I Schemmer, P. E . Code reports: WCLIB Misc : 1 07-00-00 B1 J BO Total Horizontal Product Length = 07-00-00 Reaction Suns arryy ( Do rn l Uplift) ( Ibs ) Bearing Live Dead Snow — Wind Roof Lave B01 5- 1 /2" 1 , 610 / 0 11827 / 0 11271 / 0 � B1 , 5- 1 /2" 11610 / 0 11827 / 0 11271 / 0 Live Dead Snow Wind Roof Live ®CS Load Surnirnary Tag Description Load Type Ref. Start End 100% 90% 1 'i5% 160% 125% 1 W1 Unf. Lin . (lb/ft) L 00-00-00 07- Q0- 00 460 610 363 n/a Controls Summary Value % Allowable _ Duration cease Location Disclosure Pos . Moment 51489 ft-Ibs 79 . 1 % 115% 3 03- 06- 00 Completeness and accuracy of input must End Shear 21563 Ibs 37 . 6% 115% 3 01 -03-00 be verified by anyone who would rely on Total Load Defl . L/999 (0 , 075 ) 36 % n/a 3 03-06-00 output as evidence of suitability for Live Load Defl , L/ 11845 0 , 04" 26% n/a 6 03-06-00 on buildingticular ode,- ion . Output here based ( ) on building code-accepted design Max Defl . 0 , 075" 11 . 9 % n/a 3 03-06-00 properties and analysis methods . Span / Depth 7 . 8 n/a n/a 0 00-00-00 Installation of BOISE engineered wood products must be in accordance with current Installation Guide and applicable % Allow % Allow building codes. To obtain Installation Guide Bearin Supports Dire . ( L x W) Value Support 1`Jiember Material or ask questions , please call B0 � Post 5- 1 /2" x 5- 1 /2" 3 , 987 Ibs 1505 % 21 . 1 % Douglas Fir (800)232-0788 before installation . 81 Post 5- 1 /2" x 5- 1 /2" 31987 Ibs 15 . 5 % 21 . 1 % Douglas Fir BC CALCO, BC FRAMERO , AJST"" ALLJOISTO , BC RIM BOARDTM , BC10 , Notes — _ BOISE GLULAMTm SIMPLE FRAMING SYSTEDesign meets Users specified L/360 Total load &� flection criteria . PLUS@ ,IO , RSA-RIVERSA LAM®, VERSA-RIM g P ( ) PLUS® , VERSA-RIM®, Design meets User specified (L/480 ) Live load deflection criteria . VERSA-STRANDO, VERSA-STUDO are Design meets arbitrary (0 . 625") Maximum total load deflection criteria . trademarks of Boise Cascade Wood Calculations assume member is fully laterally braced . Products L . L . C . Design based on Dry Service Condition . The analysis of solid sawn wood members is in accordance with the NDS and is limited to the output shown above . All other support and design for these products, including but not limited to notching , connections , installation , and engineer/architect certification is the responsibility of the project's design professional of record . Page 1 of 1 Michaet L, Schemmer, P . E. Project Title: Wescott Bay 2032 N, Avenue, Unit A Engineer: Michael L. Schemmer, P . E. Project ID : 2013-1026 Anacortes, WA 98221 Project Descr: SFR (360) 941 -1607 mispe.structures@yahoo.com General FOOtill File = alUsers\OwnerIDOCUME-11ENERCA-112014C8-1 .EC6 , g ENERCALC, INC 1983-2016, Build:6. 16. 10.31 , Ver:6. 16. 10.31 Code References Calculations per ACI 318- 14 , IBC 2015 , CBC 2016 , ASCE 7- 10 Load Combinations Used : IBC 2015 General Information Material Properties Soil Design Values f'c : Concrete 28 day strength = 2 .50 ksi Allowable Soil Bearing = 2050 ksf fy : Rebar Yield = 60 . 0 ksi Increase Bearing By Footing Weight = No Ec : Concrete Elastic Modulus = 3 , 122 . 0 ksi Soil Passive Resistance (for Sliding) = 250 . 0 pcf Concrete Density = 145 . 0 pcf Soil/Concrete Friction Coeff, = 0 . 30 cp Values Flexure = 0 . 90 Shear = 0 . 750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = ft Min Steel % Bending Reinf. = Allow press , increase per foot of depth = ksf Min Allow % Temp Reinf. = 0000180 when footing base is below - ft Min . Overturning Safety Factor = 1 . 0 : 1 Min . Sliding Safety Factor = 1 . 0 : 1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of depth Use fig wt for stability , moments & shears Yes = ksf Add Pedestal Wt for Soil Pressure No when max. length or width is greater than - ft Use Pedestal wt for stability, mom & shear No Dimensions Width parallel to X-X Axis = 2. 0 ft p Length parallel to Z- Axis Axs = 2 . 0 ft Z 9 Footing Thickness - 8 . 0 in Pedestal dimensions . . . o % 1 . x px : parallel to X-X Axis = in iv pz : parallel to Z-Z Axis = in Height - in a Rebar Centerline to Edge of Concrete. . . m at Bottom of footing - 3 . 0 in o ` r N I Reinforcing 2' W Bars parallel to X-X Axis Number of Bars = 3 . 0 Reinforcing Bar Size = # 4 Bars parallel to Z-Z Axis Number of Bars = 3 . 0 4 x Reinforcing Bar Size = # 4 ' "< aa :z . M Bandwidth Distribution Check (ACI 15.4.4.2) — — X-X Section Looking 19 iZ Z-Z Section Looking to +X ` Direction Requiring Closer Separation n/a # Bars required within zone n/a # Bars required on each side of zone n/a Applied Loads D Lr L S W E H P : Column Load = 3 , 654 3 . 220 2 . 542 k OB : Overburden = ksf M-xx k ft k-ft V-x = k V-z = k Michael L. Schemmer, PRE. Project Title: Wescott Bay 2032 N Avenue, Unit A Engineer: Michael L. Schemmer, P. E. Project ID : 2013- 1026 Anacortes, WA 98221 Project Descr: SFR (360) 941 -9 607 mispe.structures@yahoo.com General Footing File = c:\Users\Owner\DOCUME-1 \ENERCA-112614C8-•1 .EC6 ENERCALC, INC11 : 1 . 1983-2016, Build:6. 16. 10 31 , Ver:6.16. 10.' 1 : 1 1 7 z -. �"FaYid" �', SY . < 'g u r DESIGN SUMMARY Min . Ratio Item Applied Capacity Governing Load Combination PASS 0 .8364 Soil Bearing 2 ,091 ksf 2 . 50 ksf +D+0 .750L+0.750S about Z-Z axis PASS n/a Overturning - X-X 0 .0 k-ft 0 .0 k-ft No Overturning PASS n/a Overturning - Z-Z 0 .0 k-ft 0 .0 k-ft . No Overturning PASS n/a Sliding - X-X 0 .0 k 0 .0 k No Sliding PASS n/a Sliding - Z-Z 0 ,0 k 0 , 0 k No Sliding PASS n/a Uplift 0 ,0 k 0.0 k No Uplift PASS 0. 2153 Z Flexure (+X) 1 .351 k-ft 6 .274 k-ft +1 .20D+1 . 60L+0450S PASS 0 .2153 Z Flexure (-X) 1 , 351 k-ft 6 .274 k-ft +1 .20D+1o60L+0960S PASS 0 , 2153 X Flexure (+Z) 1 , 351 k4t 6 .274 k-ft +1t20D+1 .60L+0.50S PASS 0 .2153 X Flexure (-Z) 1 ,351 k-ft 6 , 274 k-ft +1 .20D+1460L+0@60S PASS 0 .3603 1 -way Shear (+X) 27. 020 psi 75 ,0 psi +1 .20D+1 .60L+0.50S PASS 0 .3402 1 -way Shear (-X) 25.518 psi 75 ,0 psi +1 .20D+1 ,60L+0 , 50S PASS 0.3603 1 -way Shear (+Z) 27.020 psi 75 .0 psi +1 . 20D+1 .60L+0 , 50S PASS 0.3402 1 -way Shear (-Z) 25 .518 psi 76 .0 psi +1 .20D+1 , 60L+0 .50S PASS 0,6917 2-way Punching 103 .755 psi 150 .0 psi +1 ,20D+1 .60L+0 .50S Michael L. Schemmer, P. E. Project Title: Wescott Bay 2032 NtAvenue, Unit Engineer; Michael L. Schemmer, P. E. Project ID : 2013-1026 Anacortes, WA 98221 Project Descr: SFR (360) 941 A 607 mispe . structures@yahoo.com Col Mined FootingFile = c:\Users\Owner\DOCUME~1 \ENERCA~1\2014C8-1 .EC6 ENERCALC, INC. 1983-2016, Bulld:616AU1 , Ver6.16, 10.31 Code References _ Calculations per ACI 318- 11 , IBC 2015 , CBC 2016 , ASCE 7- 10 Load Combinations Used : IBC 2015 General Information Material Properties Analysis/Design Settings f'c : Concrete 28 day strength 2.50 ksi Calculate footing weight as dead load ? Yes fy : Rebar Yield 60 ksi Calculate Pedestal weight as dead load ? No Ec : Concrete Elastic Modulus 3122 ksi Min Steel % Bending Reinf (based on 'd') Concrete Density 145 pcf Min Allow % Temp Reinf (based on thick) 0 .0018 Phi Values Flexure : 0 .9 Min , Overturning Safety Factor 1 : 1 Shear : 0 .75 Min . Sliding Safety Factor 1 : 1 Soil Information Allowable Soil Bearing 2.50 ksf Soil Bearing Increase Increase Bearing By Footing Weight No Footing base depth below soil surface ft Increases based on footing Depth . . . . Soil Passive Sliding Resistance 250 pcf Allowable pressure increase per foot ksf (Uses entry for "Footing base depth below soil surface:" for force) when base of footing is below ft Coefficient of Soil/Concrete Friction 0 . 3 Increases based on footing Width . . . Allowable pressure increase per foot ksf when maximum length or width is greater than ft Maximum Allowed Bearing Pressure 10 ksf (A value of zero implies no limit) Adjusted Allowable Soil Bearing 2 ,50 ksf (Allowable Soil Bearing adjusted for footing weight and depth & width increases as specified by user.) Dimensions & Reinforcing Distance Left of Column #1 = 1 ft Pedestal dimensions . . . As As Between Columns = 3 .0 ft Bars left of Cal #1 Count Size # Provided Req'd Distance Right of Column #2 = 1 ft Col #1 Col #2 Bottom Bars 4.0 4 0 .80 0 .7776 inA2 Total Footing Length = 5 .0 ft Sq . Dim , 5 , 50 5 .50 in Top Bars 4.0 4 0 .80 0 .0 inA2 Height - in Bars Btwn Cols Footing Width = 3 .0ft Bottom Bars 4 .0 4 0 .80 0.7776 inA2 Footing Thickness = 12.0 in Top Bars 4.0 4 0.80 0.7776 inA2 Bars Right of Col #2 Rebar Center to Concrete Edge @ Top = 3 in Bottom Bars 4.0 4 0 . 80 0 .7776 inA2 Rebar Center to Concrete Edge @ Bottom = 3 in Top Bars 4 .0 4 0 , 80 0 .0 inA2 Applied Loads Applied @ Left Column D Lr L S W E H Axial Load Downward = 2 , 592 2 .30 1 . 816 k Moment (+CW) = k4t Shear (+X) = k Applied @ Right Column Axial Load Downward = 4 .944 8.818 1 .271 k Moment (+CW) = k4t Shear (+X) = k Overburden = CV 9 N L0 LAN —a n a A 444 4 14 444 11.0„ 3141 11woll I, 511 Michae.J L. Schemmer, P. E. Project Title: Wescott Bay 2032 N Avenue, Unit A Engineer: Michael I_, Schemmer, P . E. Project ID: 2013-1026 Anacortes, WA 98221 Project Descr: SFR (360) 941 -1 607 mispe. structures@yahoo.com CO.ItIm'bined Footing File = ci\Users\OwnerIDOCUM&1\ENERCA-112014C8�1 . EC6 ENERCALC; INC. 1983-2016, Build:6, 16. 10.31 , Ver:6. 16. 10.3�11� DESIGN SUMMARY e a Factor of Safety Item Applied Capacity Governing Load Combination PASS No OTM Overturning 0.0 k-ft 0 .0 k-ft No OTM PASS No Sliding Sliding 0.0 k 2, 913 k No Sliding PASS No Uplift Uplift 0.0 k 0 .0 k No Uplift Utilization Ratio Item Applied Capacity Governing Load Combination PASS 0.9801 Soil Bearing 2,450 ksf 2.50 ksf +D+L PASS 0,08540 1 -way Shear - Col #1 6 .405 psi 75 .0 psi +1 . 20D+1 t60L+0 , 50S PASS 0 , 160 1 -way Shear - Col #2 12.0 psi 75 .0 psi +1 .20D+1 ,60L+0 ,50S PASS 0.08076 2-way Punching - Col #1 12 , 114 psi 150 .0 psi +1 .20D+1 .60L+0, 50S PASS 0.06071 2-way Punching - Col #2 9. 106 psi 150.0 psi +1 o20D+0450L+l $60S PASS No Bending Flexure - Left of Col #1 - Top 040 k-ft 0.0 k-ft N/A PASS 0 .02067 Flexure - Left of Col #1 - Bottom 0.6464 k-ft 31 .271 k-ft +1 . 20D+0 .5OL+1 .60S PASS 0. 1146 Flexure - Between Cols - Top -3 .584 k-ft 31 , 271 k-ft +1 . 20D+1 ,60L+0,50S PASS 0.07745 Flexure " Between Cols - Bottom 2.422 k-ft 31 ,271 k-ft +1 . 20D+1 .60L+0 .50S PASS No Bending Flexure - Right of Col #2 - Top 0 .0 k-ft 0 .0 k-ft N/A PASS 0.09178 Flexure - Right of Col #2 - Bottom 2 , 870 k-ft 31 ,271 k-ft +1 .20D+1 .60L+0.50S i AdMichae!, L. Schemmer, P. E. Project Title: Wescott Bay 2032 NaAvenue, Unit A Engineer: Michael L, Schemmer, P. E. Project ID : 2013-1026 Anacortes , WA 98221 Project Descr: SFR (360) 94i'1 -1607 mispe.structures@yahoo,com Genpr I FOOtltlg File - C"Users'owner1DOCUME-IIENE 'CA-112o14C8-1 .EC6 ENERCALCI INC. 1983-2016, Builds6. 16110:31 , Ver.6. 16. 10. 31 Code References _ Calculations per ACI 318A4 , IBC 2015 , CBC 2016 , ASCE 7- 10 Load Combinations Used : IBC 2015 _ General Information _ J Material Properties p Soil Design Values f'c : Concrete 28 daystrength = 2 . 50 g ksf Allowable Soil Bearing = 2 . 50 ksf fy : Rebar Yield = 60 . 0 ksi Increase Bearing By Footing Weight = No Ec : Concrete Elastic Modulus = 3 , 122 . 0 ksf Soil Passive Resistance (for Sliding) - 250 . 0 pcf Concrete Density = 145 .0 pcf Soil/Concrete Friction Coeff. = 0 , 30 cp Values Flexure = 0 . 90 Shear = 0 . 750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = ft Min Steel % Bending Reinf. = Allow press . increase per foot of depth = ksf Min Allow /o Temp Reinf, = 0 , 00180 when footing base is below = ft Min . Overturning Safety Factor = 1 . 0 : 1 Min . Sliding Safety Factor = 1 . 0 : 1 Increases based on footing plan dimension Add Ftg Wit for Soil Pressure Yes Allowable pressure increase per foot of depth Use ftg wt for stability, moments & shears Yes = ksf Add Pedestal Wt for Soil Pressure No when max. length or width is greater than Use Pedestal wt for stability, mom & shear No ft Dimensions Width parallel to X-X Axis = 3 . 0 ft Length parallel to Z-Z Axis = 3 . 0 ft Z Footing Thickness = 12 . 0 in 4 E• aty `� Pedestal dimensions. . . VON > r X px : parallel to X X Axis = in M pz : parallel to Z-Z Axis in Height - in � , m , < Rebar Centerline to Edge of Concrete. , . � � : ' ?� , r at Bottom of footing = 3 . 0 in t ` y `D are ' o .'I Reinforcing 3' 11 Bars parallel to X-X Axis Number of Bars = 4 . 0 Reinforcing Bar Size = # 4 Bars parallel to Z-Z Axis Number of Bars = 4 . 0 Reinforcing Bar Size = # 4 `; '. .'. . .I ,fr 4q 4 NA ga V. B = = _ - _ = - andwidth Distribution Check (ACI15.4,42) �'X-Xsa�,,,� �aok;�9`,o,Z - - - - =2-2 eC1O�� �^B _o .. Direction Requiring Closer Separation n /a # Bars required within zone n /a # Bars required on each side of zone n /a Applied : Loads D Lr L S W E H P : Column Load = 6 . 813 10 .428 2 . 542 k OB : Overburden = ksf - k-ft M-ZZ k-ft V-x = k V'z = k ivllcnael L, Schemmer, P. E, IIA 2032 N Avenue, Unit A Project Title: Wescott Bay rp Ancortes, WA 98221 Engineer: Michael L. Schemmer, RE, Project ID; 2013-1026 (360) 941 -1607 Project Descr: SFR mispe. structures@yahoo. com G@Cl@Cal FOOfltlg File, caUsersl0wnerlDOCUME-IIENERCA 112014C8-1. EC6 `. 'k g ENERCALC, INC. 1983-2016, Builtl.61610.31 , Ver:6.1fi: 10.33 DESIGN SUMMARY - �u•�{ Min. Ratio Item Applied PASS Capacity Governing Load Combination 0.8244 Soil Bearing 2.061 ksf PASS X-X 0,0 k-ft 2. 50 ksf +D+L about Z-Z axis n/a Overturning - PASS n/a Overturning - Z-Z 0:0 k-ft 0 .0 k-ft No Overturning PASS n/a Sliding - X-X 0, 0 k-ft No Overturning n/a Sliding - Z-Z PASS 0.0 k 0.0 k No Sliding 0.0 k PASS n/a Uplift 0.0 k No Sliding PASS 0.3134 Z Flexure (+X) 0.0 k 0.0 k No Uplift 0.3134 PASS 3 ,266 k ft 10,424 k-ft +1 .20D+1 . 60L+0a50S Z Flexure (-X) 3.266 k-ft PASS 0 .3134 X Flexure +Z 10A24 k-ft +1 ,20D+1 ,60L+0 .50S PASS ( ) 3.266 k-ft 10.424 k-ft +1 .20D+1 .60L+0650S 0,3134 X Flexure (-Z) 3,266 k-ft 10 ,424 k-ft +1 . 20D+J RL+0.50S PASS 0 .2688 1 -way Shear (+X) 20. 163 psi 75 . 0 psi + PASS 0. 2688 ' way Shear (A 20 . 163 psi 75,0 si +1 20D+1 . 60L+0 .50S PASS 0.2688 1 -way Shear (+Z) 20. 163 psi p 1 . 20D+1 .60L+0.50S PASS 0,2688 1 -wa Shear -Z p 75.0 psi +1 .20D+1 .60L+0.50S PASS y ( ) 20 , 163 psi 75. 0 psi +1 .20D+1 .60L+0,50S 0.5084 2-way Punching 76.261 psi 150 . 0 psi +1 . 20D+1 . 60L+0 . 50S -- - ----...-- U) 00 CV ,�• CD 00 CO - -- -- - - �, _ ___�-- ----- -- 2-10 X 5 6 iHl r �, — :gam NNIS junEll — rn - J = _._. - _ _-_ N M cv -- ca rr 1 ch9r fY M I W/DL APON 31,0 6- t9 -i 9-9X - L-- - -- -_ - 2 - U - All to _ b, i F. � i M 3-0 6-8 - a3A000OH l x I l A LL A4 MAIM - _to =1' I --- 9-9 OP (4) -9 X O-E I j H0�iod „ ' 0 d --- - - -- --------- - O � -`-- ----..—..--- N ----. ..—. - -------- -----. ---' OD ZN i4 — W vowt !Q, o :!I � � -Z JN 3nIx c S R _ O - _ i co co q O �d J N � 0 z N 2-8' 7 W _-. 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Project Title: 2032 N Avenue, Unit A Engineer: Project ID: Anacortes, WA 98221 Project Descr: (360) 941 A 607 mlspe. structures@yahoo.com Printed: 27 NOV 2013. 7:36AM Cantilevered Retaining Wall File = c:lUsers\Michael\DOCUME�1XENERCA-11209A8A-1 .EC6 g ENERCALC, INC. 198M013, Build:6. 13.8.31 , Ver:6. 13,8.31 MEMO1 . 0 0IMMM Description : 13'6" wall, 8' unbalanced backfill Criteria Soil Data Calculations per ACI 318.051 ACI 530.051 IBC 2006, Retained Height = 9 ,00 It Allow Soil Bearing = 2,500.0 psf CBC 2007, ASCE 7=05 Wall height above soil = 4 .50 ft Equivalent Fluid Pressure Method Slope Behind Wall = 0 .00 : 1 Heel Active Pressure = 35.0 psf/ft Height of Soil over Toe = 12.00 in Toe Active Pressure = 35.0 psflft Water height over heel = 0.0 ft Passive Pressure = 389 . 0 psf/ft Vertical component of active Soil Density, Heel = 110.00 pcf Lateral soil pressure options: Soil Density, Toe = 0.00 pcf NOT USED for Soil Pressure. Friction Coeff btwn Ftg & Soil = 0.400 USED for Sliding Resistance. USED for Overturning Resistance . Soil height to ignore - for passive pressure - 12.00 in Surcharge Loads Lateral Load Applied to Stem Adjacent Footing Load Surcharge Over Heel = 0.0 psf Lateral Load = 0.0 plf Adjacent Footing Load = 0.0 Ibs Used To Resist Sliding & Overturning . . . Height to Top = 0.00 ft Footing Width = 0 ,00 ft Surcharge Over Toe = 0.0 psf . . . Height to Bottom = 0 ,00 ft Eccentricity = 0.00 in Used for Sliding & Overturning Wall to Ftg CL Dist - 0,00 It Axial Load Applied to Stem Footing Type Line Load Base Above/Below Soil 0.0 It Axial Dead Load = 150.0 Ibs at Back of Wall Axial Live Load = 250.0 Ibs Wind on Exposed Stem = 0 .0 psf Poisson's Ratio = 0 .300 Axial Load Eccentricity - 0.0 in Design Summary Stem Construction Top Stem end Stem OK Stem OK Wall Stability Ratios Design Height Above Ftg ft = 4 .00 0.00 Overturning = 2,20 OK Wall Material Above " Ht" = Concrete Concrete Sliding = 1 .67 OK Thickness in = 8 .00 8 .00 Rebar Size = # 5 # 5 Total Bearing Load = 5 ,505 Ibs Rebar Spacing in = 18 .00 9.00 . . , resultant ecc. = 11 .03 in Rebar Placed at = User Spec User Spec Design Data Soil Pressure @ Toe = 2,521 psf NG fb/FB + fa/Fa = 0264 0.810 Soil Pressure @ Heel = 0 psf OK Total Force @ Section Ibs = 700.0 2,240.0 Allowable - 21500 psf Moment. . . .Actual ft-1 = 1 , 166 .7 6 ,794 .7 Soil Pressure Exceeds Aliowablel ACI Factored @ Toe = 31071 psf Moment, . . . .Allowable ft-I = 41423 .2 8139208 ACI Factored @ Heel = 0 psf Shear. . . . .Actual psi = 11 .7 37 .3 Footing Shear @ Toe = 3.6 psi OK Shear. . . . .Allowable psi = 75 .0 75 .0 Footing Shear @ Heel = 25 .0 psi OK Wall Weight psf = 100 .0 100 .0 Allowable = 75 .0 psi Rebar Depth 'd' in = 5 .00 5 .00 Sliding Calcs (Vertical Component Used) Lap splice if above in = 23 .40 23 ,40 Lateral Sliding Force = 1 ,773 . 3 Ibs Lap splice if below in = 23.40 8,31 less 100% Passive Force = - 864 .4 Ibs Hook embed into footing in = 23 .40 8, 31 less 100% Friction Force = - 21100.0 Ibs Concrete Data Added Force Req'd = 0.0 Ibs OK fc psi = 2,500 .0 21500.0 . . . .for 1 .5 : 1 Stability = 0 .0 Ibs OK Fy psi = 60,000 .0 601000 .0 Load Factors Dead Load 1 ,200 Live Load 1 ,600 Earth, H 1 .600 Wind, W 1 ,600 Seismic, E 1 .000 Michael L. Schemmer, P. E . Project Title: 2032 N Avenue, Unit A Engineer: Project ID: Anacortes , WA 98221 Project Descr: (360) 941 -1 607 mispe.structures@yahoo.com Printed: 27 NOV 2613, 7:36AM Gan#iievered Retaining lil/ail File = c:lUserslMichaeRDOCUME-11ENERCA-11209A8A-'LEC6 ENERCALC, INC. 198M013, Build:6, 13.8.31 , Ver.6. 13.8.31 o , e a _ Description : 13'6" wall , 8' unbalanced backfill Footing Dimensions & Strengths Footing Design Results Toe Width = 1 ,25 ft Toe Heel Heel Width = 3. 50 Factored Pressure = 31071 0 psf Total Footing Width - 4.75 Mu' : Upward = 21170 0 ft-lb Footing Thickness = 16.00 in Mu' : Downward = 291 51732 ft-lb Key Width = 0 .00 in Mu : Design = 11879 51732 ftdb Key Depth = 0.00 in Actual 1 -Way Shear = 3 .59 24.98 psi Key Distance from Toe = 0,00 ft Allow 1 -Way Shear = 75.00 75 . 00 psi Toe Reinforcing = None Spec'd fc = 2, 500 psi Fy = 60,000 psi Heel Reinforcing = # 5 @ 12. 00 in Footing Concrete Density = 150. 00 pcf Key Reinforcing = # 4 @ 18.00 in Min . As % = 0.0018 Other Acceptable Sizes & Spacings Cover @ Top 2,00 @ Btm , = 3,00 in Toe: Not req'd, Mu < S w Fr Heel : #4@ 8 .25 in , #5@ 13 .00 in , #6@ 18.25 in , #7@ 24 .75 in, #8@ 32 .75 in , #9@ 41 Key: No key defined Summary of Overturning & Resisting Forces & Moments .....OVERTURNING..... ..... RESISTING..... Force Distance Moment Force Distance Moment Item Ibs ft ft-lb Ibs ft ft-lb Heel Active Pressure = 11868.6 3.44 61436.3 Soil Over Heel = 2,805 .0 3,33 91350.0 Surcharge over Heel = Sloped Soil Over Heel = Toe Active Pressure = -95.3 0.78 -74. 1 Surcharge Over Heel = Surcharge Over Toe = Adjacent Footing Load = Adjacent Footing Load = Axial Dead Load on Stem = 150.0 1 ,58 237.5 Added Lateral Load - Axial Live Load on Stem = 250.0 1 ,58 395 .8 Load @ Stem Above Soil = Soil Over Toe = 0.63 Surcharge Over Toe = Stele Weight(s) = 13350.0 1 ,58 21137 .5 Earth @ Stem Transitions = Total = 1 , 773. 3 O.T. M. = 61362. 2 Footing Weight - 950.0 2. 38 2 , 256 . 3 Resisting/Overturning Ratio = 2.20 Key Weight = Vertical Loads used for Soil Pressure = 5,50540 Ibs Vert. Component = 4,75 Total a 51255,0 lbs R.M. = 131981 .3 * Axial live load NOT included in total displayed, or used for overturning resistance , but is included for soil pressure calculation . 311 414F � gl, t 9141 4141 0 i; 1771 z ' L 4141 07 r " �7 4-0 1 47 'Wa "� �` 9P :? wiW 6 �� � � �'�S/ }fit 4i �a �� �'�/� . .rJ� �f .`.r°�� � �-'�. --�:• lf::J�I�Y VAN ) 0� � " 11% tW4 ti ga � Y -