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HomeMy WebLinkAboutPermit File 1502 Latitude Circle (2) A I s Erosion Control Notes for Residential Construction-City of Anacortes � c A. Erosion Control Best Management Practices shall be in piece per the ! I I accepted site plan prior to any construction start. B. The erosion control shall be inspected once a day and modified to meet the LOT 8 surrounding conditions as needed. C. The storm drain system shall be cleaned daily(Section 7-07.3).All drainage 1 egg I ` I systems shall be cleaned to the acceptance of the City of Anacortes prior to T A T T D �' D GENTRY mA ( P acceptance of the project. L A 1V 1 I I D. Stabilized construction entrances and roads shall be installed at the beginning of construction and maintained during the duration of the project. ! 3 ( 1 s Additional measures may be required such as wash pads to ensure that all HOMES AND C O M M II N I 'TIE S paved areas are kept clean. No mud is allowed to enter onto City streets I I I ABBREVIATED L EGA L 0 ESCRI 1 I Ol V. E. Any soils exposed that will not be disturbed for two(2)days during the wet ! ;' season or seven(7)days i ry seaso II be immediately stabilized n l T with the approved ES methods(seeding, mulchi lasYic wverin etc. GENERAL t V O TES LOT 28 I ! LOT 9, 48 NORTH PLAT & PUD SECTION 22 TOWNSHIP 35 pp g' p , ) 1 I I $ F. Two(2)weeks pd to the beglnning of the wet seaso (C Bober 1) all / NORTH RANGE 1 EAST W.M. CITY OF ANACOR TES SKAGI T distu bed areas hall be reviewed to identify which ones n be seeded in OWNER: I COUNTY, STATE OF WASHING TON, A.F. 201705020028• 1)week of reparation t e tbeg nn rig of thehe winter rains' Disturbede sea on ak tch be n�the eta eashin e GENTRY be seeded rid those areas tB,remain uncover all be sub fitted to the FAIRH LANDED N e BURLINGTON, WA N u I ? I ID Project M pager. The Protect Manager,an quire seeding in dditional 98233 areas In der to protect surface waters djacent properties or ralnage INLET PROTECTION facilities. 1—(360)-755-9021 I EXIST. SANITARY PROPOSE G. Penalties for an Erosion Control are I PER C220, BLOCK & 21a.a ) D PERIMETER 1 SEWER LINE - x under Ch pter 17.66 Penalties eon subjectroa$300t $1000 tine P t io y r V Iapon. Each day is ccnsi erect a BUILDING: GRAVEL FILTER TYPE EXIST SILT FENCING (TYP) PER differenty ration. ' LOWER LEVEL AREA— 1,346 SF I ='` GRADE ! BMP C233PROP ED PERIMETER UPPER LEVEL AREA- 896 SF SILT FE CING (TYP) PER TOTAL LIVING AREA— 2,242 SF 100.00, BMP C2 20.100' 3 GARAGE — 652 SF I I L x % _%—x_X_X_X._�_% �.X_ —x EXI SITE: ° ° 38.00 �.-'� EXIT TYPICA INLET PROTECTION 1 EXIST:SDX ®.X®X—X®x—X®. X X- X.O..%®X®X®%—x�eX.m.X.�X® G E -' PER C220, GATCHBASIN I ) CONNECTIONI ZONING, RESIDENTIAL LOW DINSITY FILTER TYPE (LOT 9) ! EX ST. SS ZONI I `° C NECTION PROPOSED 4" DIA. — — _X—*— ._ X _X_.x_X R 1 SANITARY SEWER SETBACKS: °° (L T9) G� � ® ALL SETBACKS IN COMPLIANCE o SS LOT LINE E WITH CITY GUIDLINES SD �Q5 PROPOSED 4"SCH PR POSED PERIMETER SIDEYARDS MIN 5, 15' COMBINED �o� ,I„ ■.. GCE O �} SO�� 4o PVC DRAIN LINE *� CO STRUCTION FENCE REAR YARD MIN 30' 'w♦ 6.00' PE BMPC103 FRONT YARD MIN 10, 20' GARAGE A,,�_ 5LQU1 36.00' 1 I , —, _.._ . _ _ __ EXISTING f 1 /1_ x--.,` +�'� pp _ 1 — � � s � � ■r : r � � � �� � � � � � � i .p S� U HMAX. ALLOWED: 35' W I EIGH T. STORMDRAIN 1 +� 1 �— b 1 I LINE {TYPICAL) I 1 "� PLAC CONSTRUCTION 1 J I ;" 1 I I ® W I FEN ING AROUND EXISTING PROPOSED:UNDER I U ( 1 ! O Z THE AT DRIP LINE PLUS 6'. PARKING. 3 IN GARAGE, 3 IN DRIVEWAY (� I SOIL �TOCKPI E ► G� a LQCATON 1 (COVER WIT O Q f I 1 PLAStIC DURI G STORiM EVEN) = C OVAERO O ED I L O T COVERAGE N `� I BUILDING AREA: { 1 I 1 2,298 S.F Z) I I 1 1 LOT AREA: 7,500 S.F. I PLACE SILT FENCING ON PERCENT COVERAGE.• DOWN STREAM SIDE OF P i 2,298 / 7,500 = 30.67. STOCK PILE, PER BMP C233 ( 1 PORCH LOT 27 _..J 1 G\ 1 MAXIMUM ALLOWED: 37.5% x I x I PROPOSED PIEF*ETER �/� o� " 1 c' � _ ( IMPER I/IOUS CO I/ERA GE ! SILT FENCING (TYP) PER BUILDING. 2,036 S.F. 1 BMP C233 1 1 6� I STEPS/WALKWAY: 58 S.F. PAT70. 153 S F. I ► I i 1 i DRIVEWAY. 573 S.F. WEST 20' o i TOTAL: 2,953 S.F. FRON n YARD ro LOT AREA: I \0 I I 7,500 S.F. I I GA RI GE i "� EAST PLA E CONSTRUCTION I 1 BOIL ING BUILDI BACK LINE30.00' PERCENT COVERAGE. LOT LINE FEN ING AROUND EXISTING 2,953 7,500 = 39.49 ! SET5 K LINE RIGHT-OF-WAY LW °i THE ATDRIP P S6"� MAXIMUM ALLOWED: 48.09 Fe I 1 PROPO ED 4"SCH0 N ° 1 40 PVC RAIN LINE I z ILA P I WEST 10' DRIVEWAY I i i I FRONT YARD 1 I � , ! I BUILDING LU z LU I rp p 1 o SETBACK Q - ----- •-i I �. GARAGE s I F- 1 ' I � 1 P Lu TEMPORA�Y CONSTRUCTION o — Q tl� U - _ ! ENTRANC PER BMP C105 1 r i Q LOT LINE 1 U Z 1 0 l7 aJ a (SIZE TQ F T) a O z IoLn F- Q9 1 Z J Z 1 CONCRETE �O p GRAPHIC SCALE I w CURB&GUTTED4�0� ; g G >2 1 LJy NoMMCC ' o9) 2.00' (L o T 22.00' .. . . p i IN FEET n 16.00' 00' o x PROPOSED PERIMETER Horiz. Scale: 1 Inch = 6 Feet ®- s� I % % 'O _ ! PER CONSTRUCT BMP C OION FENCE 220.8 \ WIM EXIST I LOT LINE — PROPOSED4"SCH 48 NORTH (Lot 10) GRADE 1 40 PVC DRAIN LINE SD: 1 1 1 I 7PROPOSED PERIMETER 219.1 CAMPBELL (DINING PLUS 2") SSMH _. 20.00' EXIST I I 1 42.00' CONSTRUCTION FENCE GRADE 3-CAR GARAGE RIGHT -- p1 38.00' 100001 PROPOSED PERIMETER EROSION CONTROL PLAN 1 f CONSTRUCTION FENCE LOT 9 PER BMP C103 LOT 10 1502 LATITUDE CIRCLE ANACORTES, WA LOT 26 I P 1 JOB NO: PLAT OF "48 NORTH" DESIGNED: LG DRAWN:1 ) ! I 1 I DATE: 07/14/2017 SHEET II � 1of2 ! I LANDED GENTRY H O M E S A N D C O M M U N I T I ES .., r Z , 19 9' Aw ei B." I- t b -. ° °° :e: e ° °ev:.a W °°.°,°.°.°a. .m-vm > 3 e.A. rsw L, .,. .°d°.P°.°. d°e .°° e. meP: A ee ar 3 r �'::.: ,°,°°°° °$.P Y 'h°..x ,.rva.. ^a. Y y",,E. e'�� '. �: ;. > ad e ° `v ::-fl.. e l e a =_r r m ;s 3,= ee a°m 3^ __ - '.i. r . " x. e a. L i }'B Xj4>2 d, u tiA °;ae 1B .e w e�YB> P �� ,mod I�IrrI� 5 ° m r L Y k4 K SITE LOCATION \: ta>i �? Z a> e,r GRAPHIC SCALE 6 O 3 6 >2 ANA UO RTES WA -� 7 ( IN FEET ' = Horiz. Scale: > Inch 6 Feet . , 48 NORTH CAMPBELL (DINING PLUS 21) 3-CAR GA GE RIGHT EROSION CONTROL PLAN Map data ©2017 Google 1 000 ft... ,, LOT 9 VICINITY MAP 1502 LATITUDE CIRCLE LOT 9 (P133667) ANACORTES, WA i 1502 LATITUDE CIRCLE JOB NO: PLAT OF "48 NORTH" ANACORTES, WA DESIGNED: LG ly DRAWN: DATE: 07/14/2017 SHEET 2 ®f 2 I 0'slk I i I LOT 8 I LANDED GENTRY 16 HOMES AND GO A4MIT N I 'CIES a I i I I LOT 28 I I I ; ( GENERAL NOTES I ¢ 1 I I OWNER: I LANDED GENTRY 504 E. FAIRHAVEN I I ° 98233 BURLINGTON, WA 1-(360)-755-9021 I I EXIST. SANITARY ' I 214.4 I SEWER LINE BUILDING: I I I GRADE I LOWER LEVEL AREA- 1,346 SF UPE LEVEL AREA— 896 SF TOTAL LIVING AREA- 2,242 SF I I 100.00, GARAGE - 652 SF J 20.100' 42,00' S1 TE I 38.00 TYPICAL .� ZONING. CONNEGTIONI R2 - RESIDENTIAL LOW DINSITY , O (LOT 9) I EX T. SS PROPOSED 4"DIA. - C NECTION I I SANITARY SEWER SETBACKS. (L T9) ALL SETBACKS IN COMPLIANCE LOT LINE • I PROPOSED 4°SCH WITH CITY GUIDLINES I I SD y ®•,f ti` f„i j SIDEYARDS M1N 5, 15 COMBINED ®`i r� i 0-�PNO� 40 PVC DRAIN LINE EXIST 218.1 REAR YARD MIN 30' I ( 1 9ti • 6.00' '� 55 GRADE FRONT YARD MIN 10, 20' GARAGE I 1 l _ • � �P0�1 36.00' I _. - SP U1) 1 I Name EXISTING • �� HEIGHT.• Mac STORMDRAIN i a � � .. � � � .� .. � .. �. � i. �-� � i. .� � � .. 1 �] ----- - 0 MAX. ALLOWED: 35' LINE (TYPICAL) 1 I PLACE ONSTRUCTION PROPOSED:UNDER I I 1 I ® O Z FENCI G AROUND EXISTING PARKING: I i TREE DRIP LINE PLUS 6'. 3 IN GARAGE, 3 IN DRIVEWAY I W 1 I O Q _� �J i COVERED N o L O T COVERAGE PATIO U �� BUILDING AREA: 2,298S.F. �lb� �� Cc� \ LOT AREA:S.F. PERCENT COVERAGE.• Q 2,298 f 7,500 = 30.69 LOT 27 I I 1 I i PORCH MAXIMUM ALLOWED: 37.59< I 1 cog IMPER VIOUS CO VERA GE I �_� • ^ 1 I � � I BUILDING: 2,036 S.F STEPS WALKWA Y.• 58 S.F. v6 i + PORCH. 133 S.F. PA 770. 153 S.F. DRIVEWAY.• 573 S.F i WEST 20' O TOTAL: 2,953 S.F. AREA: � FRONn YARD LOT7,500 S.F. I ( ° GARI�4GE I EAST 30' REAR PLA E CONSTRUCTION 1 BUILpING BUILDING SETBACK LINE30.00' FEN ING AROUND EXISTING PERCENT COVERAGE. I LOT LINE& �` jI RIGHT-OF-WKv LINE ; SETBA K LINE m TR EAT DRIP LINE PLUS 6'. 2,953 / 7,500 = 39.49 I 1 I I MAXIMUM ALLOWED: 48.07. 1 I 1 i I 1 N I 1 � e I WEST 10' } , DRIVEWAY I c I FRONT ?'ARD I 1 i 1 I BUILDING "' z 1 I Z I SETBACK Q I GARAGE i CO Z I i LINE w L I , '` I PROPOSED 4"SCH i pp Q LOT LINE Z I 40 PVCIDRAIN LINEO ��D� I co01 Cs op m CONCRETE 1 I ♦� I o o GRAPHIC SCALE co I I CURB&GUTTER 6 0 3 6 12 I (Lot 9) r Op� I o 2 00' S� 22.00' ( HIV FEET I ti I ui o�� 16.00' 2.00' o Horiz. Scale: > Inch = 6 Feet I i I Ln I 8 NORTH �� zzo.a f I WM EXIST I LOT LINE PROPOSED 4' SCH T �e (Lot 10) GRADE I 40 PVC DRAIN LINE 4 S I 2191 CAMPBELL (DINING PLUS 21) SSMH 20.00' EXIST I I I 42.00' GRADE 3-CAR RIGHT r 3 C R GARAGE 38 00 ..iev . .. _....._. ui 100.00, cn Q a a I SITE PLAN i � � Q � , II W LOT 9 I I , O a s j 1 LOT 1C z m o 1542 LATITUDE CIRCLE > n LOT 26 I I o ces O N ANACORTES, WA i I W � � o z Q z JOB NO: PLAT OF "48 NORTH" Z C DESIGNED: LG I I a m DRAWN: I DATE: 07/14/2017 i II I I I cc W SHEET J �p 'I T ®UNDAI* � J� I * I TION IVOTE� : lei-oil5 " = 5�" IS'-O" 55<" �a Illa Ul - '0000to, � 1, INSTALL PRESSURE-TREATED 2xC6 SILL W/ 1/211 DIAMETER x 10" ANCHOR BOLT 4 3"x3"xl/4" PLATE WASHER is 4'-0" O.C. ATOP FOUNDATION WALL. MINIMUM 2 r O O K BOLTS PER PIECE MIN, 12" FROM END TYPICAL THROUGHOUT z 2. INSTALL 4" PVC DRAIN PIPE BELOW FOOTING 0 LOW POINT FOR POSITIVE �� �j II J II J J ILL LANDED GENTRY DRAINAGE DURING CONSTRUCTION. VERIFY PLACEMENT OF 4" PERFORATED ��/ n as A-2 2 SIM. �a n �n �a A-2 2 SI =a 11 HOMES AND COMMUNITIES FOOTING DRAIN PIPE IN FREE-DRAINING GRAVEL BASE cp Q' R R r T,-0„ - 5'-8� r 5'_8s�4, 7'-O" 5'-8 r 3. 4x4 POST ON SO* FELT. USE 4xro POST AT BEAM SPLICE, CONNECT POST TO A p L A p L - Q BEAM W/ Ix4x1ro GUSSET BOTH SIDES OR SIMPSON BC POST CAP (VERIFY SIZE), N O = / 1. COORDINATE W/MECH.&ELEC. CONTRACTORS CONNECT POST TO FTG, W/ SIMPSON A33 (OR EQ.) NAILED TO POST AND = T _ _ _ _ _ _ _ _ _ _ _ _ �L FOR LOCATIONS&SIZES OF FOUNDATION/SLAB POSITIVELY CONNECTED TO CONC. FOOTING BELOW 4, FOOTING SIZES CALCULATED USING ASSUMED MAXIMUM SOIL BEARING OF 1,500 - - - ii 2. 16x8 POUR-IN-PLACE FOUNDATION VENTS(VERIFY POUNDS PER SQUARE FOOT r J L u L Nl W!BUILDER). 14 VENTS REQUIRED. VENTS TO BE P r \ t1 _ _ LOCATED WITHIN 2'0"OF CORNERS(MIN.). I I - - - - m I � I I I - ( ) ® 14' x 8" CONC, FTG. W/ (2)*4 REBAR CONT. P J - - 1 f' ;)T O1'T. 21-011 DINING EXTENSION ° FLOOR JOISTS: © roll LONG. FOUNDATION WALL W/ REBAR PER R404.1.3.2 4 IRC TABLE I � i 1 - - - - - - IF - 404.1.20) - 404,1,2(8) 4 *4 REBAR CONTINUOUS 6 TOP L , r J L LAYOUT SHOWN THIS SHEET IS FOR 2x FRAMING. R ENGINEERED I-JOISTS ARE USED, MANUFACTURER OC I'-roll x I' ro° x 8° CONCRETE PAD FOOTING W/ 4x POST ON 90* FELT (OR EQ.) SCALE: 1/�" o I'-O O�T� 4 1_011 D I N I NCB EXTENS I O SHALL PROVIDE AND SUBMIT ENGINEERED DESIGN TO THE BUILDING DEPARTMENT FOR APPROVAL PRIOR TO FABRICATION AND INSTALLATION. PER NOTE *3 ABOVE "3, 48-0 SCALE: 1/4" = I'-O" FLOOR SHEATHING: OD 3'-0" x 31-011 x 8" CONC, PAD FTG. W/ (4)*4 REBAR BOTH WAYS 12'_gl�" 20'-SV2" 14'-9" NOTE: ADD ONE ADDITIONAL 1. USE 3!4"CDX OR OSB STURDI-FLOOR T&G, GLUE AND O 2'-9" x 2'-9" x 8" CONC, PAD FTG. W/ (3)*4 REBAR BOTH WAYS I8-roll 29'-9" ' FOUNDATION VENT FOR THIS NAIL W/RING SHANK 8d's AT roll O.C. EDGES& 12"D.C. OPTION (VERIFY LOCATION FIELD. FACE GRAIN PERPENDICULAR TO SUPPORTS. 0 3'-ro" x 3'-ro" x 10" CONC, PAD FTG. W/ (4)*4 REBAR 50TH WAYS 114OV2" 5�" W/ BUILDER) 2. PROVIDE SOLID BLOCKING IN THE JOIST CAVITY I D I S BENEATH ALL POST LOCATIONS AND BETWEEN UPPER O 3'4' x 3'-2" x 10" CONIC. PAD FTG. W/ (4)*4 REBAR BOTH WAYS O�Q r ae �x !a J AND LOWER STUDS AT FLOOR TO FLOOR HOLDOWN LOCATIONS. OH 4" CON(, SLAB W/ FIBER REINFORCEMENT THROUGHOUT (VERIFY TYPE W/ CON(. �a - — - r - - - - - - - - - - - - - - - - - + - - - - - —- - - — - - - - - - — - — - — - - - - a Y ( � I / 1of SUPPLIER). SLOPE 1/5" PLF MINIMUM TOWARD GARAGE DOORS) OPENING) OK O Ln �� 3. PROVIDE BLOCKING BETWEEN I-JOISTS AT INTERIOR I BEARING LOCATIONS WHERE THERE IS A LOAD BEAR- V L� \ I S ( c,. � I ING WALL ABOVE. JO 4" CONC. PATIO SLAB (VERIFY FINISH W/ BUILDER) W/ FIBER REINFORCEMENT I _ J ( (L THROUGHOUT (VERIFY TYPE W/ CONIC. SUPPLIER). SLOPE AWAY FROM S7RUC- =a I AI22 81M• =d - ' -� �a In _1_.�n ►�.zar+�.- 4. IF ENGINEERED FLOOR JOISTS ARE USED PROVIDE TURE 1/4" PLF, TURN-DOWN EXTERIOR EDGE TO EXTEND 12" BELOW FINISH T I R 1 ro � IVY O TIMBERSTRAND RIMS WHERE FLOOR JOISTS BEAR AT co GRADE, MINIMUM roll WIDE AT BASE 5'-8�a" l'-O" I I r EXTERIOR WALLS. � I A-2.2 t0 L I A B A-2.2 B A T 1 , O MIN. 14" x 14" CONC. PER BELOW POST W/ SIMPSON CBroro (OR EQUAL). ALL A O O v 5. METAL CONNECTORS: SIMPSON COMPANY OR EQUAL. CONNECTORS TO BE HOT DIPPED GALVANIZED (OR EQ,) - , P - _ 6. FIELD CUT ENDS, NOTCHES,AND DRILLED HOLES OF © OPTIONAL (VERIFY W/ BUILDER): STUB 8" LONG *4 REBAR INTO CONC. SLAB 1 = J e o - _ _ _ - _ _ THE FIELD IN ACCORDANCE WITH AWPAM4, ED IN PRESSURE TREATED WOOD SHALL BE TREAT FROM FOUNDATION WALL A 24 O.C. TYP. THICKEN SLAB EDGE (IF NECESSARY) u- " d; 1 FOUNDATION: O POUR SLAB THROUGH DOOR OPENINGS TYPICAL I _ FLOOR JOIST B O BR CE } A B THESE DETAILS REFLECT A GENERAL HIGHER STANDARD I ,--WA-L ABO E YPI AL _ P I r - _ _ _ � � N ALLOWED BY THE IRC. THESE DETAILS INDICATE NO POUR SLAB THROUGH GARAGE DOOR OPNG., THICKEN TO ro" 4 INSTALL *4 I (SEE DEt. * BE OW 4 S 7. A .4J THAN THE FOUNDATION AND REINFORCEMENT REQUIREMENTS - - - - FOR THIS PROJECT. THE CONTRACTOR MAY NOT USE THE REBAR CONT. - I i 4� 1,8 O* (MIN. CAPACITY IRC MINIMUMS WITHOUT WRITTEN PERMISSION OF THE p I I ro y2� 5, - ® Iro" x Co" SCREENED FOUNDATION VENT (I SQ. F7. PER 150 SQ. FT. OF CRAWL- = HO D-DOW CD L. UD _ R SIMILAR BE OW) (SE S EE7 A3. ) X } J - ' I r DESIGNER. A-2.2 AB t0 FL O JOI 7 CA- .2 Z 3 u I I xi FASTENERS: SPACE REQUIRES 14 VENTS MINIMUM) I w 1, O Q Q } - J I METAL ELEMENTS(INCLUDING CONNECTORS)MUST OQ 24" x 18" CRAWLSPACE ACCESS OPENING IN FLOOR ABOVE I 1 5' 7" 5' p" 5' 0' 5' O 5' Q J a s r 1 I BE HOT-DIPPED GALVANIZED METAL WHEN IN CONTACT ® CON(. STEP (DIMENSION PER PLAN) NOT TO EXCEED T 3/4 HIGH (VERIFY ON- O O O /� I WITH ACZA PRESSURE-TREATED MATERIALS(IRC SEC. xro OS 8" i' I � M -rl M R319.3)-SEE 37/SP1 SITE) I IL�I I r t , r , r t r t r t , t , I'llj', I OPT, I ice- - + - H- + -I - - -I — � F I DOOR 1 'I L - J L J L - J - J - L - J L J .y - J I' ;' CO YP. Q Q NOTE: O YP, ii !F® ro N N 7 IS OL -DO N R O I as H �� _2 N cp O 3 CA GARAGE O T, B A I H H x NLY _= I P > la Z O 2-1 a O O Pxl NF F 00 JOI 7S Iro" O.C. 7Y ICA I Z - N Q (� Q q MINIMUM 24 IN.WOOD_ qq 7 g z N I �a L. LU Q STRUCTURAL PANEL �.(Q�J Q I n - JI III O a= tL �� - 7 j O a CITY OF I fi _ "� I - ANACORTES - - - - - - - - - - - - - - - - , c0 Q � a� a a I 11 ORIENTATION OF STUD I i, 0 O Gl j 5, T 5, 5,-0 5, O Q 5, 1 2 /� a lj - z W t MAY VARY AS ALT. U-T O ca C r 16d NAIL @12"o.c. B A-2.2 OPT. GYPSUM WALLBOARD I I r 2' I�" A A OC N ; �r DOOR Ill CL ul CORNER DETAIL - r T , r r �- O o 1 + - - - F - - + - - � I I II 11�� � K Q C r OPT. NON-STRUCTURAL 3A = 1'-�° L - J L C YP. L - J I� J H N B O A > w m FILLER PANEL _ {�® z 0 4x8 HF*2 FL OR UP OR BE M IN, TY u LO - - - - , Q w 0 CONTINOUS WOOD i i I - - u 6d COMMON (SUBFLOOR,WALL) STRUCTURAL PANEL � 1 - - - - - - - - - (L w j 8d COMMON NAIL(ROOF) BRACED WALL LINE I EDGE SPACING roll o.c. I O O a ¢ Ln Ln ALT STUD INTERMEDIATE SUPPORT 12"o.c. I LL I t 00* (MIN,) A B 4,200* (MIN.) I 12 Q- �p APACITY 3 CAPACITY n ADDITIONAL FRAMING FULL HEIGHT BLOCKING I A-2,2 HOLD-DOWN qI CONTINUOUS RIM JOIST MEMBER DIRECTLY ABOVE @ 16"o.c.ALONG I I 4-1 BRACED WALL PANEL BRACED WALL PANEL - J JU 4 1) Ip'-0" _ _ z — - _ a —'— — I CITY OF ANACORTES At LL . 1 ' ° 1 3rd CAR GARAGE OFT, O m II J A B L r - - � r - J ( L - , v n A-2.2 IT J �" B L - _ _ _ - J 3 �/ - ' i(F) A-2,2 BLOCKING � - - - — - —� — - — - — - — - � _ _ N I �I 10—= SCALE: 1/4" = I'-O° TOE NAIL 3-8d = ` j = - - - - - — a 8d @ 6"o.c.ALONG 8d @ 6"o.c.ALONG 4 Q O a I,800* (MIN,) CAPACITY STEPvj' L _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ JI O BRACED WALL PANEL BRACED WALL PANEL MEIMBER EACH N N , O HOLD-DOWN K r q B - CAM P B E L L T a I1'-1!l (VERIFY) 3'-IO 5" a" ro O 14,-2�4�� � 7,-3�4�� -_ A B BRACED WALL PANEL BRACED WALL PANEL BRACED WALL PANEL E544" tl 4,200* (MIN.) CAPACITY HOLD-DOWN 3-16d @ 16"o.c.ALONG 3-16d @ 16"o.c.ALONG 3-16d AT EACH 6Iro-ro 5'-O I-llh Iro'-3 I-III FOUNDATION PLAN BRACED WALL PANEL BRACED WALL PANEL BLOCKING MEMBER " 2x FLOOR JOIST MAX. CLEARSPANS 21�-ro ro�-4 20'-2 L/480, SI1"IPLE SPAN, 40#LL, 50# TL JOIST TYPE 12" O.G. SPACING Iro" O.C. SPACING JOB NO: CAMPBELL FOUNDATION FLAl�l _ 2x10 HF*2 15'-2" (.38" DEFL.) 13'-1 I/2" (.33" DEFL.) DESIGNED: LG DRAWN: BJ SCALE: 1/4" = I'-011 2x10 DF-L*2 15'-II 1/2" (,38" DEFL.) 14'-O 1/2" (.31" DEFL.) !"\\ DATE: 6/08/20 1 7 CONTINUOUS RIM JOIST ADDITIONAL FRAMING FULL HEIGHT BLOCKING 2x12 HF*2 It-11 1/2" (.41" DEFL.) IV-8 1/2" ( 33" DEFL,) SHEET MEMBER DIRECTLY BELOW @ 16"o.c.ALONG BUILDER TO VERIFY ALL DIMENSIONS.MEMBER TO BRACED WALL PANEL BRACED WALL PANEL BRACED WALL PANEL CONNECTION COMPLY WITH THE 2015 INTERNATIONAL RESIDENTIAL CODE, " ' II 2x12 DF-L*2 18'-8 (.41 DEFL.) Iro 4 (,30 DEFL.) WHEN PARALLEL TO FLOOR/CEILING FRAMING 02 _71-�Ol 2015 UNIFORM PLUMBINCa CODE AND ALL OTHER APPLICABLE 3/4 LOCAL, STATE 4 FEDERAL CODES. WA SEE FOUNDATION PLAN FOR JOIST SIZE AND LOCATIONS 1/2"GWB GRADE NOTE: SIDING PER ELEVATION 3/4"T&G SHEATHING GLUE SLOPE GRADE AWAY FROM BUILDING AT 6 INCHES IN THE FIRST 10 FEET. NAIL T&G SHEATHING-GLUE& 2x10 RIM JOIST &NAIL TO FLOOR JOISTS 2x6 PLATE AT SIDE YARDS SLOPE AT 5%TO DRAIN OR SWALE THAT DIVERTS WATER. NAIL TO FLOOR JOISTS 2x6 P.T.SILL P.T.2x6 MUD SILL 1/2"EXPANSION JOINT BLOCK OUT GARAGE SLAB TO 1/2"GWB LANDED 5l8"x10"ANCHOR BOLT, EMBEDDED 7" INTO 4"CONCRETE SLAB ON 2" BACK OF FOUNDATION WALLS AT R_21 BATE 2x6 BOTTOM PLATE L A N D E D GENTRY CONCRETE,AT 48'B O.C.,AND SET BETWEEN 3 1/2" GRAVEL BED SIDES FULL WIDTH OF GARAGE DOOR SO DRIVEWAY SLAB CAN 2x6 STUD WALL P.T.2x6 SILL CONT. 14 O M F S AND C O M M U N I 'I' I I S AND 12"FROM BOARD ENDS WITH 3"x 3"x 1/4" —� SLOPE RUN INTO SPACE o a THICK WASHERS. MIN.(2)A.B.'S PER BOARD 1/2"EXPASION BOARD 4. [IRC SEC. R403.1.6.1j ° • ' SLOPE GARAGE SLAB 4"CONCRETE SLAB ON 2" " 7 1/4 GRAVEL BED (1)#4 BAR CONT.AT TOP 12" w 8"MIN./12"W/FOUNDATION VENTS a °°°°"° °°°°°°°°°°°°°°°°°°°°°°°° °`°°°°°°° CONTINUOUS FOR POSITIVE z ° ,o 'p I—III—III—III— DRAINAGE AWAY FROM FINAL GRADE °- -� STRUCTURE III III III °• 6"CONC. FOUNDATION > III_ 1/8"PLF MIN. SLOPE—� °; z UP TO 4'-6"HIGH W/ GRADE °D I, a• ° ° ° ° ° g #4 REBAR 48"O.C. HORIZ. 4"RIGID TIGHTLINE DOWNSPOUT DRAIN ° — — — .., _ SEEIGRADE I I °°° o-� -°°° °°°°°°°°° &#4 REBAR @ 48"O.C.VERT. I 6-MIL BLACK VAPOR NOTE: DETAIL IS DRAWN @ HIGH _ _ _ _ Z III— - N _I ? (VERIFY W/BUILDER)TIE TO STORM BARRIER a ° POINT OF SLAB I I I I— •I III I I I I= NOTE -I SEWER UNLESS NOTED OTHERWISE j W BELOW p o ,p I I_ SE x 10"ANCHOR BOLT •' I I I III—) �I I I—III—III— p SEE DETAIL 1 FILTER FABRIC ° I — i FILL TO BE GRANULAR MATERIAL °o ,o a ,o a I_ FILL TO BE GRANULAR I— I—III—III—I I COMPACTED TO 95% o a 4"PERFORATED FOOTING a a o SEE DETAIL 1 FOR = 6-MIL BLACK VAPOR •p p � FOUNDATION CALL-OUTS a ° 0 p 0 o MATERIAL COMPACTED TO 95/o DRAIN,W/12"MIN.OF o o D ° I SEE DETAIL 1 FOR SEE DETAIL 1 FOR BARRIERol me DRAIN ROCK COVER,TIE a;:.. FOUNDATION CALL-OUTS FOUNDATION CALL-OUTS 16"WIDE x 8"DEEP CONC I TO STORM SEWER FOOTING W/(2)#4 REBAR 3"CLEAR TYP. GARAGE WA L L CONT. 1 5" 6" 5" GARAGE/RESIDENCE GARAGE O. H . DOOR 3/4" = 1'-0" 1 FOUNDATION DETAIL WHEN 3/4" = 1'-0" 2 3/4" = 1'-0" PERPENDICULAR FLOOR JOISTS 3 3/4" = 1'-0" JOISTS BEAR ON FOUNDATION 2x WALL STUDS BLOCKOUTFORW/HPIPING 3/4"T&G PLYWOOD OR OSB SHEATHING 2x P.T.SILL-MODIFY TO (VERIFY W/BUILDER) MATCH FOUNDATION WALL SEE FOUNDATION PLAN FOR THICKNESS FLOOR JOISTS(SEE PLAN) JOIST SIZE AND LOCATION zszs �svzs) ( 3/4"T&G SHEATHING-GLUE& 5/8"x10"ANCHOR BOLTS, EMBEDDED 7" INTO77— R-301NSULATION x6 SILL PLATE NAIL TO SUPPORTING MEMBERS CONCRETE,AT 4'-0"O.C.AND SET BTWN. 3 1/2" 4x BEAM PER PLAN FLOOR SHEATHING AND 12"FROM BOARD ENDS WITH 3"x 3"x 1/4" SEE FOUNDATION PLAN FOR °p #4 REBAR CONT. AT TOP PLT.WASHER MIN.(2)A.B.'S PER BOARD tx4x12(MIN.)GUSSET BOTH SIDES 2x SOLE PLATE [IRC SEC. R403.1.6.11 JOIST SIZE AND LOCATION W c 4x BEAM PER PLAN 4x4 POST(4x6 POST @ BEAM _ GRADE SIMPSON CS16 SPLICE TYP.) 4x4 POST SPACED PER PLAN r w 4"RIGID TIGHTLINE 90#FELT z W(4)16d NAILS @ BASE BLOCK OUT PERPENDICULAR JOIST FOR APPLICATION: FLOOR N > FOUNDATION STEM WALL TOP FLANGE HANGER —� DOWNSPOUT DRAIN, BASE WITH COMP. JOIST BEYOND W/TOP FAU DUCTS HOP DIPPED GALV. —I Z TIE TO STORM SEWER LST12 ROOF SHINGLE TAB. FLANGE HANGER- 6"CONC. FOUNDATION I I- 1/2"ANCHOR BOLT @ 72"O.C.W/ PROVIDE P.T.2x6 (MAX. HGT.OF 4'-6")W/ FILTER FABRIC BLOCK UNDER HANGER FOOTING � #4 REBAR @ 48"O.C. HORIZ. co � 4"PERFORATED FOOTING �.a .!� NUT AND 3"x3"x1/4"PLT.WASHER 16" - 8" &#4 REBAR @ 48"O.C.VERT. �. DRAIN,W/12"MIN. OF (2)if4 REBAR HORIZ. (TYPICAL) PARALLEL JOIST APPLICATION: DRAIN ROCK COVER,TIE ' ° 54"M (NOT SHOWN) 6-MIL BLACK VAPOR BARRIER TO STORM SEWER SPACE FIRST FLOOR JOIST MIN 12"OFF 16"WIDE x 8"DEEP CONC. (2#4 REBAR BOTH WAYS PER PLAN CONCRETE SLAB NOT SHOWN FOR DETAIL CLARITY PARALLEL FOUNDATION WALL. FOOTING W/(2)#4 REBAR 3"CLEAR PER PLAN CONT. 5" 6" 5" TYPICAL FOOTING CONT. FOOTING DETAIL ( UTILITY BLOCK OUT 6 3/4" = 1'-0" 7 3/4" = 1'-O" GARAGE SIDE ELEVATIONNOT APPLY IF 5 FOUNDATION DETAIL WHEN 3/4" = 1'-0" (TYPICAL) NOTE. BEAR ON FNDN WALLOISTS JOISTS DROPPED DOWN ---^^- _ SHEATHING 1/2"OR 7/16" r SIDING PER ELEVATIONS OVER CONCRETE OR MASONRY BLOCK FOUNDATION — GALVANIZED FLASHING EXTENT OF HEADER(TWO BRACED WALL PANELS) P.T.2x LEDGER W/(2)SIMPSON WITH DOUBLE PORTAL FRAMES 1 SIDS 1/4"x3"HDG @ 12"O.C. MAX.) WITH SINGLE PORTAL FRAME EXTENT OF HEADER(ONE BRACED WALL PANEL) 0 (1/8"PILOT HOLE 0 SIMPSON HANGER TYPICAL 0 0 0 0 0 0 0 0 0 0 (2)MIN. HOLDOWN OR TENSION 0 0 0 DEVICE W/1,500#CAPACITY PONY ° (SIMPSON DDT2Z OR EQ.)LOCATED WALL ° o MIN. 1000 LB TENSION STRAP GRADE GRADE PER TABLE R602.10.6.4(ON 24"MIN. FROM EA.END OF DECK HEIGHTI ° ° z PER R507.2.4 0 o OPPOSITE SIDE OF SHEATHING) 0 0 0 0 0 c 0 0 0 0 P.T.JOIST SEE FRAMING PLAN 1 o 0 0 0 0 0 0 0 0 0 0 50 GRADE— o 0 0 0 o MIN.3"X 11-1/4"NET HEADER o 0 0 0 o mo—SHEATHING FILLER IF NEEDED 0 0 0 0 0 (STEEL HEADER PROHIBITED) 0 0 0 0 0 o 0 0 0 0 0 0 0 0 ER PLA 16"x 16"x 8"CONC. FTG. I 00 0 0 0 0 0 0 0 W/(2)#4 REBAR EA.WAY 00 0 0 00 — - FASTEN SHEATHING TO HEADER WITH SD COMMON OR 00 GALVANIZED BOX NAILS IN 3" GRID PATTERN AS SHOWN ° 00 FASTEN TOP PLATE TO COLUMN DETAIL ` 00 ° ° °° HEADEOF W/TWO RNAILS 12' o 0 0 00 OF 16D SINKER NAILS 9 o MAX. @ 3"O.C.TYPICAL 3/4" = 1'-0" TOTAL 00 o 00 WALL 00 0 0 00 HEIGHT H MINIMUM 1000 LB HEADER-TO-JACK-STUD STRAP DECK LEDGER DETAIL 00 °° PER TABLE OPPOSITE S BOTH SIDES HI OPENING 00 00 00 0 0 ON OPPOSITE SIDE OF SHEATHING 00 00 WOOD STRUCTURAL PANEL MUST O o 0 0 0 0 0 0 0 BE CONTINUOUS FROM TOP OF 3/4" = 1'-0° 00 00 0 0 0 0 WALL TO BOTTOM OF WALL,OR MIN. DOUBLE 2x4 FRAMING COVERED W/MIN. 3 THICK FROM TOP OF WALL TO 00 00 WOOD STRUCTURAL PANEL SHEATHING W/8D COMMON 00 00 PERMITTED SPLICE AREA 00 00 OR GALVANIZED BOX NAILS @ 3"O.C. IN ALL FRAMING 00 0 0 SHEATHING 1/2"OR 7/16" °° 0_00 00 (STUDS, BLOCKING&SILLS)TYPICAL 00 0 0 0 00 SIDING PER ELEVATIONS 10, 00 0 0 00 0 0 0 0 0 .0 /1 GALVANIZED FLASHING °° FOR A PANEL SPLICE(IF NEEDED), PANEL EDGES SHALL OCCUR OVER AND BE y HEIGHT °° NAILED TO COMMON BLOCKING AND OCCUR WITHIN THE MIDDLE 24 IN. OF WALL o 0 0 0 co 0 o HEIGHT. ONE ROW OF 3 IN. O.C. NAILING IS REQUIRED IN EACH PANEL EDGE. 00 00 00 00 °° CAMPBELL 2'TO 18'(FINISHED WIDTH)OF OPENING 0 00 FOR SINGLE OR DOUBLE PORTAL TYPICAL PORTAL FRAME 00 00 CONSTRUCTION 4 CONC. PATIO SLAB PER MIN. LENGTH OF PANEL PER TABLE R602.10.5 0 0 0 0 ° ° FDN. PLAN ON SHEET A-2.1oc (16"MIN. ONE-STORY;24"MIN.TWO-STORY) MIN. 1,000 LB. HOLD- p .' DOWN DEVICE °° °° MIN. DOUBLE 2x4 °, MIN. (2)4,200 LB. STRAP-TYPE HOLD-DOWNS EMBEDDED INTO 00 0 o FULL-LENGTH KING a COMPACTED STRUCTURAL EMBEDDED INTO CONCRETE AND NAILED CONCRETE AND STUDS PER TABLE ° t FILL BELOW 6-MIL VAPOR INTO FRAMING NAILED INTO FRAMING o 0 o 0 RETARDER o0 0o R502.5(1)&(2)oc FOUNDATION DETAILS III_ FULL-LENGTH KING STUD NO. OF JACK STUDS PER o 0 0 OPTIONAL 8"LONG#4 REBAR (MIN. NUMBER OF STUDS TABLE R502.5(1&2) °° °° 3/8"MIN.THICKNESS WOOD —III_ STRUCTURALPANEL — EMBED 3" INTO FDN. @ 24"O.C. 1 SHOWN) o o i o o i SHEATHING (VERIFY W/BUILDER) o 0 0 0 o 0 1 0 7o 0 i JOB NO: CAMPBELL DESIGNED: LG SIDE ELEVATION DRAWN: SD/JR/BJ MIN 1 ANCHOR REQUIRED W/22Ox3 16 PLATE WASHER LT PER R602.10.6.2 FOUNDATION PER CODE DATE: 6/08/2017 ;s PATIO/FLOOR DETAIL _ P RTAL FRAME WITH HOLD DOWNS PFH SHEET oll12 A 202 WA M•I= as aaa� FLOOD PLAN NOTES : 1, ALL DIMENSIONS ARE TO FACE OF STUDS UNLESS NOTED 11, SEE ELECTRICAL PLAN ON SHEET E-1,1 FOR LOCATIONS OTHERWISE (U.N.O.), VERIFY DIMENSIONS SHOWN ON a SIZES OF EXHAUST FANS. LOCATIONS d SIZES REQ'D LANDED GENTRY PLANS, DO NOT SCALE OFF DRAWINGS TO COMPLY W/ THE WASHINGTON STATE VENTILATION a 18'-2" 5'-II" 4'-OAS" 13'-� �" 5'-9" INDOOR AIR QUALITY CODE a IRC MI5014 ARE AS 4'-344" 4'-11/2" 4'-11h" 3'-Ili" 3'-51/4" 3'-4t/2" 3'-4h" 3'-5%4" HOMES AND COMMUNITIES 21 FRAME EXTERIOR WALLS W/ 104 5/5" 2x6 STUDS 9 16" O.C. FOLLOWS: KITCHEN: 100 CFM RANGE TYPICAL HOOD (MIN.) IS'-5 4" 29'-6V2" LAUNDRY: 50 CFM (50 CFM RECOMMENDED) S rS 1 ead 3. FRAME INTERIOR WALLS W/ 104 5/8" 2x4 STUDS A 16" O.C. BATHROOMS: 50 CFM (80 CFM RECOMMENDED) " 18'-O" 24a" W/ 1/2" GYPSUM WALLBOARD BOTH SIDES TYPICAL U.N.O. NOTE: ALL FANS ON 20-MINUTE TIMER TYPICAL. �D I1 I 1 ' (;0 ` _ '/41` ��' ELECTRICIAN TO VERIFY INSTALLATION OF GFCI OUTLETS '� 5�1 4, FRAME GARAGE/HOUSE WALL AND GARAGE EXTERIOR IN ALL WET AREAS, VERIFY TYPES AND LOCATIONS OF — 0 r I I I ���/ I WALLS W/ 2x6 STUDS m 16" O.C. (VERIFY HEIGHT OF WALL ALL ELECTRICAL FIXTURES W/ OWNER AND/OR BUILDER = MnV7 QR ~�I /k� ON-SITE PER AS-BUILT FOUNDATION) ^3pcv P.T. 6x6 POST V`t'y I81 INSULATE ALL ACCESS DOORS/HATCHES TO CRAWL- 5 I/Sx9 GLB (2 TYPICAL) f j 5 P 4�DSY 5. VERIFY PLUMBING FIXTURE LOCATIONS ON-SITE. VERIFY SPACES/ATTICS TO THE EQUIVALENT RATING OF THE 24F-V4 DF/DF C✓ r� p� ! � JOIST PLACEMENT BELOW FOR PROPER PIPE CLEAR- INSULATED FLOOR, WALL OR CEILING THROUGH WHICH (25" MIN. BRG, w1 I A* ANCES THEY PENETRATE I ?' 0 COVERED 6x12 DF-L" OR P TIO �I 1 5 I/8x10 I/ GLB 6. ANGLED WALLS TO BE 45 DEGREES TYPICAL U.N.O. 19, MOUNT HWT ON PLATFORM IS ABOVE GARAGE SLAB 1 IS'-oil x 8'-5" i l 5 1/0x1 DF DF (� PER IRC SECTION M1301,3. STRAP HWT TO WALL PER 3060 1, DIMENSIONAL LUMBER 70 BE HEM-FIR "2 TYPICAL U.N.O, IRC SECTION M1301.2. PROVIDE OVERFLOW PAN AND (4 MIN. B G,) SH PIPING PER IRC CHAPTER 25, INSTALL T d P VALVE 3060 SH (TEMP.) (3)3050 SH 0,�j� s - ' rS 8. UNLESS NOTED OTHERWISE ON FLR. PLAN INSTALL 4x6 AND PIPE TO EXTERIOR TERMINATION, INSTALL A HF"2 HEADER IN 2x6 EXTERIOR WALLS ABV, DOORS d VACUUM RELIEF DEVICE PER MFR. INSTRUCTIONS PER 60610 SGp (TEMP.) W/ SEE NOTE "14 = ' 6010 TRANSOM ASV. PANTRY LINEN O as 5'-O" 0. T WINDOWS W/ R-10 (MIN.) INSUL. INTERIOR SIDE OF UPC 504.E 3 I/Sx9 GLB 24F-V4 DF/DF r ° SOAKING p HEADER. INSTALL 4x6 HF"2 HEADER IN 2x4 EXTERIOR - WALLS (IF APPLICABLE) ABV, DOORS d WINDOWS U.N.O. 20. WHOLE-HOUSE VENTILATION PER NOTE "26. WHOLE-HOUSE TUB W BEAMS d HEADERS TO HAVE 1 1/2" MIN. SEARING TYP, FAN LOCATED IN LAUNDRY ROOM (VERIFY W/ BUILDER) p 60" BI-FOLD �, BI-FOLD - U,N.O. (BEAMS SHOWN ARE MINIMUM REQ'D OR BETTER. - — N 2' 8° �' 9'-9 I/2" 3'-4 I/2" 3'-9�z" 2'-IDS" 6 4'-Ok - SIZE d GRADE MAY BE INCREASED PER SUILDER'S 21, DISAPPEARING STAIRS OR ATTIC ACCESS PANEL TO �4 ry 0 DISCRETION) BE COVERED W/ 5/8" TYPE-X GWB AND PROVIDED W/ n A DINING ROOM WEATHER STRIPPING GASKET (MIN.) _ ~ 9. VERIFY PLACEMENT OF 4x POST IN STUD WALL BELOW 11'-8" 9'-8" — — _ * Z ENDS OF GIRDER TRUSS ASV, W/ ROOF FRAMING PLAN 22, FIREPLACE TO BE SUPPLIED WITH OUTSIDE COMBUSTION Lu -4 I Q[n } Q' ON SHEET A-4,1 AIR DUCT W/ MIN, 6 SQ. IN, SIZE AND PROVIDE READILY - kn -4 0) "v OPERABLE DAMPER, INSTALL GAS FIREPLACE W/ CLR. Q p 2'-8" MASTER BEDROOM co 10, PROVIDE 2x6 BACKING IN ALL BATHROOM WALLS FOR a COMBUSTION AIR PER MANUFACTURER'S RECOMMEN- KITCHEN O N 13'-5" x IT-2" N N TOWEL BARS, TOILET PAPER DISPENSERS, MEDICINE DATIONS AND PER CODE Il-8 x 10'-O b Q CABINETS, ETC., BTWN. STUDS, COORDINATE W/ BLDR./ t 0 w - OWNER FOR LOCATIONS 23. INSTALL 1/2" MIN. FIBERGLASS-FACED GWB SACKER AT �p Q1 IUALK.-IN n = 0 TUB/SHWR. SURROUND Q� o1 _ ( O _ II, INSTALL 1/2" HIGH-DENSITY GYPSUM WALLBOARD AT v $ I Q �I CLOSET ��� ���LLLJff a1 GARAGE/HOUSE WALL AND GARAGE BEARING WALLS, 24, PROVIDE MIN, 22" x 30" ATTIC ACCESS W/ MINIMUM 30" 2 (3 Q Lu r m� d 5/8" TYPE-X GWB s GARAGE CEILING TYPICAL (W/ A CLEARANCE TO FRAMING ABV. USE PLYWOOD DAMS NI O S " O" aA" SCREWING PATTERN OF 6" O.C. ON EDGES AND IN FIELD 70 CONTROL CEILING INSULATION o OPNG, EDGES - ''"' U1 r+ 1 1 1: 3 _ 5 �° m WHERE LIVING SPACE OCCURS ABOVE) N J ^ I I I; Q yv 25, PROVIDE PARTICLE BOARD UNDERLAYMENT AT VINYL m O -4 12. INSTALL 20-MINUTE RATED DOOR ASSEMBLY W/ SELF- AREAS. COORDINATE THICKNESS W/ OTHER FLOOR - CLOSING HARDWARE FINISHES TO PROVIDE SMOOTH d LEVEL TRANSITIONS N `�' _ _ _ _ _ _ _ _ a O ��:;., — — — — — — — — — — — — — of-El NWT SEE NOTE "19 F 3'_O" c� O (OPT, I3. REQ'D DECK/PATIO RAILINGS 70 COMPLY WITH IRC 26, TO COMPLY W/ 2015 WSEG SECTION R406.2, THIS HOUSE p i �2 2'-11h ARCH 4 — �� SECTION 312 IF DECK/PATIO SURFACE IS 30" OR MORE (2,163 SQ, FT,) WILL NEED 3.5 ENERGY CREDITS. TO m * " " 2 STOR. RC 13-11 7 5-3� lU� HAVE BEEN O 1305,3 ABOVE FINISH GRADE WITHIN 36 MEASURED HORIZON- ACHIEVE THIS, THE FOLLOWING OPTIONS -, N IS x 24 CRAWL TALLY AT THE OPEN SIDE (VERIFY ON-SITE) SELECTED FROM TABLE 406.2: t p = S, a R. 36" VANITY ai OPT, is (.5 CREDITS): EFFICIENT BUILDING ENVELOPE. O wry SPACE ACCESS _ — — — — 14. EGRESS WINDOW DIMENSIONS, CLEAR OPENING a SILL SEE NOTE 015 FOR INSULATION VALUES. _ ~ " GUEST _ PUJDR. �4 � Z W � SEE NOTE "I1 HEIGHT TO COMPLY W/ IRC SECTION 310.1 (VERIFY W/ OPT. 2c (1,5 CREDITS): AIR LEAKAGE CONTROL d U -4 Or ROOM WDW. SUPPLIER AND/OR MANUFACTURER) EFFICIENT VENTILATION. REDUCE THE TESTED AIR .4 : -- LEAKAGE TO 1,5 AIR CHANGES PER HOUR MAX. a ALL yv O 0. W LIMING ROOM WHOLE HOUSE VENTILATION REQUIREMENTS AS DETER- 15, COMPLIANCE DATA FOR THE 2015 WASHINGTON STATE V Q — I6'-O" x 14'-0" 3:-9� 6' 4' 2'_g �, _ �p r ENERGY CODE AND IRC CHAPTER II IS AS FOLLOWS: MINED PER IRC, SECTION N11501.3 SHALL BE MET W/ A v_ `1 FLOOR-38 HEAT RECOVERY VENTILATION SYSTEM W/ MIN. SENSIBLE * Q `� FURR DN. —� N E »Iya WALLS: R-21 (R-10 MIN ID HEADERS, TYP,) HEAT RECOVERY EFFICIENCY OF 0.85, WHOLE HOUSE CLG, TO 8-0 ' CEILING: R-49 (R-38 IF INSUL. DEPTH IS MAINTAINED FAN LOCATION IN LAUNDRY ROOM (VERIFY W/ BUILDER). = s = 2 CAR GARAGE `� N, w 4 ENTRY — — — 19'4' x 21'-5" m N 70 OUTSIDE FACE OF EXT, WALL) OPT, 3a (LO CREDITS): HIGH EFFICIENCY HVAC EQUIPMENT, _ DOORS: U=,200 MAX. CONE DOOR UP TO 24 S.F. USE GAS FIRED FURNACE W/ AFUE 94%, 0i 4x6 POST ro o� EXEMPT PER R4023.4) OPT. 5a (.5 CREDITS): EFFICIENT WATER HEATING. ALL Tr p ' U WINDOWS: U=.280 MAX. (UP TO 15 S.F. EXEMPT PER SHOWER HEADS d KITCHEN SINK FAUCETS SHALL BE RATED `t m " AT 1,15 GPM OR LESS. ALL OTHER LAVATORY FAUCETS SEE NOTE 8 (TYPICAL) t R402.3.3) GLAZING: 415.5 S.F. = 18,5% OF FLOOR AREA SHALL BE RATED g 1,0 GPM OR LESS. " , (3)306o SH LL 1 : 'I FURNACE TYPE: NATURAL GAS FORCED AIR (VERIFY 7 LAUND p W/ BUILDER) REFER TO 2015 WSEC CHAPTER 4 RESIDENTIAL ENERGY -ilia - EFFICIENCY AND IRC CHAPTER II FOR VERIFICATION OF Iz PORCH �I 6x8 6'-O x 1 THESE VALUES RAILING PER BUILDER I IF—"2— Q — (COASTAL. 2 ELEVATION _I 3040 SH 1(0'-o" x 1'-O" OVERHEAD GARAGE DOOR 16, MIN. REQ'MENT FOR ATTIC, VENTILATION IS AS FOLLOWS ONLY - 8 E NOTE "I ) _ p 4x12 HF02 (MIN,) ENTIRE LENGTH OF WALL (CALCULATED 9 1/300th OF ATTIC AREA PER R006,2 171 11 1j EXCEPTION 2): I COASTAL 1: P.T. 6x6 POST WRAPPED PER BLDR, v T.O. (e CRAWL 4x6 CEDAR ARBOR BEAM MINIMUM REQUIRED: 911.68 SQ, IN. (W/ 16" x 16" MASTIC-APPLIED STONE 25/4" 15'-6�" 2�a" SPACE OR THROUGH (FOR COASTAL 2 ELEV. ONLY) (3-CAR GAR.: 1,011,25 SQ. IN.) COLUMN BELOW FOR COASTAL 2 ROOF (VERIFY III. BLD .) ACTUAL PROVIDED: 1,453,55 SQ, IN, ELEv, ONLY). TYPICAL (3) PLACES 16'-O" (3-CAR GAR.: 1,655,80 SQ. IN.) 11 �o VENTED BLOCKING: 433,55 SQ, IN. (4 A 9,425 SQ. IN, 5'-lea 3'-4xZ 3-4/S� 4'-III 2'-5 z 2'-3 EA,) 16'-"" 3'-3" 314" 2'-1" 16'-O" 3-CAR GAR: 521,80 SQ. IN. (56 g 9,425 SQ, IN, EA,) 6'-4" 20' 2" RIDGE VENT: 1,020.00 SQ, IN, (85 L/F g 12 SQ, 48'-0" IN, PLF) 3-GAR GAR.: 1,126,00 SQ, IN (94 L/F a 12 SQ, IN, EA,) COASTAL 2: //(( J� MINIMUM REQUIRED: 911.68 SQ, IN, MAIN FLOOfR PLAN (3-CAR GAR.: 1,011,28 CO. IN,) CAMPBELL ACTUAL PROVIDED: 1,333.55 SQ. IN, (3-CAR GAR.: 1,511,15 SQ, IN.J SCALE: 1/4" = I'-O° 1,346 SQ, FT. VENTED BLOCKING: 433.55 SQ, IN. (46 6 9,425 SQ. IN, EA,) 2,242 SQUARE FEEL TOTAL 3-GAR GAR: 521,80 SQ, IN. (56 g 9,425 SQ, IN, EA,) GARAGE: 433 S.F. RIDGE VENT: 900.00 $0, IN, (15 L/F 6 12 60, FRONT PORCH: IIS S.F. MAIN FLOOR PLAN IN, PLF) BACK PORCH: 144 S,F, 3-CAR GAR.: 984.00 SQ, IN (82 L/F a 12 SQ, IN, EA,) NOTE: FOR 2'-0" DINING EXTENSION, ADD 18.85 SQ, IN, OF BLKG (2 EA,) a 24 SQ, IN, OF RIDGE VENT (2 L/F). JOB NO: CAMPBELL FOR 4'-0 DINING EXTENSION, ADD 31.10 SQ. IN, OF BLKG. (4 EA.) a 48 SQ, IN OF RIDGE VENT (4 L/F), DESIGNED: LG DRAWN: JR/BJ DATE: 6/08/2017 SHEET WA LANDED GENTRY HOMES AND COMMUNI 'I' IFS 4'-105" 4'-31/4" 4'_3144" 4'4141" 4'-IIIz° 4.'-3114" I II II II - — — — — — — — — — — — — — — — - II II COV EKED II O I f' TIO O 10'-0" I I tlJ I 18�_pii x COVERED PATIO O II II O II II cA I I 18'—O" x Y I ) 3060 SN 3060 SH yl 60610 SGD (TEMP.) W/ 3060 SH 3060 SH &0'0 TRANSOM ASV. O e3{, cq [il 60610 SGD (TEMP.) W/ O r 6010 TRANSOM ABV. 'n � (OPT.) I � I 2 N z iJ st (3DINING IRO w I v DINING ROOM � 1'-a" x I3'-a" � O O 11'-8" x W-8" n cn cn m 3 CAR GARAGE 4 10'-0" x 21'4' w 34 1/2" HIGH 2x4 34 I/2" NICsI 12x4 I N WALL BELOW It BELOW 3 c!) ft UI Q O b tY I IU Q b Q O 1 W .41 II O I Q 1 1 1 ° x 9 2 I i i KITCHEN I (L KITCHEN 11�_Sil x 10'-p" I ° 11:_Sli x 10'-0" J I i l LL i 4x12 NF*2 (MIN.) ENTIRE — — �7 LENGTH OF WALL --- { — - -Ul I I1 i � II � 8'-Ou x -Ou OVERHEAD = — � GARAGE DOOR 6V" 8'-O 10'-O" OE'T. f-C" DINING EXTENSION PT, 41-01I DINING EXTENSION 3rd CAR GsARAGE Ofi=TION SCALE: 1/4" = I'-O" ADD 31 SQ. FT, SCALE: 1/4" = 1'-0" ADD 15 SQ, FT. SCALE: 1/4" = I'-0" ADD 220 6Q. FT, t 1lVV , V � � p VSC CAMPBELL MAIN FLOOR PLAN OPTIONS '. JOB No: CAMPBELL DESIGNED: LG x DRAWN: JR/BJ DATE: 6/08/2017 SHEET A- 3 . 2 WA LANDED GENTRY HOMES AND COMMUNITIES 14'-2" 3'-101' 61-0" 61-011 3'-6�11 141-5 11 18'-512" 211 PORCH LINE BELOW - - - - - - - - - - - - - - - - - - - - - - - - -� II II II II I I 1I wl I 113I I I Q �I I I� �I I ox12 DF-L"2 OR I I 5 1/Sx9 CsLB I I 5 I/8x10 1/2 GLB I I 24F-v4 DF/DF 1 I 24F-v4 DF/DF I I 4x6 DF-L"2 6x10 DF-L"2 (2,5" MIN. BRCS.)dim (4" MIN. BRG.) WALL LINE BELOW P '' 4x6 HF"2 4x6 HF"2 1, x Q O !u' LL L `t 3030 SH (TEMP.) v 4x6 HDR. ON EDGE = L GIRDER TRUSS PER TRUSS MFR. J n;:: H'i . 6-S 1/4 EADROOM (k tt L T _jmI • — • — _ �— . — _ - II'n� I ff T ' Q � N 3 U 3 U J to - - - — - - - 1L�* - - X _ Z ii r — LL..Q 0 LL '- - - - - (C UPPER U = 6'-(B' WALL WGT. - - - a0 p WIL I _ _ . _ J E L FLaOR — d) _ _ >2 - J _ Qlz O U =a O - d Z O QS (L 4x4 F"2 "T - - - - J R 21-611 ff W O O — J O I O O ATTIC AGCESS - - - O — — m Q -A Q - - C w D 0 J v S + V z Q p v (SEE NOTE 024 - BEDROOM "2 '2 Y ; - v - — - — - 0 — — — — - = s _ N Q X ON SHEET A3,ll I en cq ;: , . w .::. - N pl - - - - _ ' I 13$ x 13'-0 J * W Q = BEDROOM 02 `� aD — — (OVERALL) z O Q - F F 2J2x12 : F J 4 Q O � 13' 8° xl3'-011 cp qLL zO4z Otu ^ Q ` - — - — - — - — - — - - — - - — - — - N Y O n W N 4'-3�1' 31�11 11$11 9'-II" 3'-3ys" 3'-3r2" 1'-10�" LL O 1- LL l7 O n w 2 W (0 N \ v cp SEE NOTE "S 0 0. N N O ui N Q — — - — - — - -; - - - — - — - -J SHEET A3,1 (TYP.) _ O � O - li -,„„ =a cv LOFT &1 B -PASS_ �+ - - - - - - - - J - - - - - -" - - - - - - - 4 - - - - - - - - - - � , - - -- s m %0 113'4' x IS'-4" °' v _ - - - _ - - - - - - - - _ - - - - J m (OVERALL) CLOSET ' O v SHELF t I�OD — - — - — - - — - — - J a 6'-e" wau Hr3r. N - - - - — — — - - - F - J Q 22" x 30" (MIN.) ATTIC 4 ` I w ACCESS PANEL W/ J (Y SHLVS. OR DOOR 7 (4 TYP, - VERIFY LOCATION) - - - - - - - - - - - - - - - - - - - - - - - - - - Li N J L - - _ �� - - - - � � � it '- • _ - - - _ - - - - - J IOL ---------- ---------------------------- m J 4x6 HDR. ON EDGE (TYP. EA WDWJ (o'-9 1/2' HEAD OGM d 4x6 HF"2 !TYP. EA. WDW.) I 4x6 HF"2 (2)2x12 HF"2 WALL LINE BELOW (4)3040 S � FLR. JST. a 11= I I I_I I I z 1 I-6x6 HF"2 (MIN. O GIRDER TRUSS PER TRUSS MFR. I I 4x6 HF"2 1 PORGHLINEBELOW WALL LINE BELOW 4x12 HF"2 (MIN.) 3'-4142" 3'-41g" 3'-4V2" 4'-IIV/411 6'-I l'-101@'1 9 14'-0„ 401-0" 41-011 461-0" Uf='E'ER FLOOR FfRA f INCH i=LAN SCALE: 1/4" = I' " ' I /� NOTE. ONLY BEARING WALL BELOW 9{-{OWN �Ff�EfR FLOOfR FLo4N SCALE: 1/4" I'-O" 896 SQ, FT, CAMPBELL UPPER FLOOR PLAN & UPPER FLOOR FRAMING PLAN JOB NO: CAMPBELL DESIGNED: LG DRAWN: JR, BJ DATE: 6/08/2017 SHEET A303 WA _ _ _ - - - - - - - - - - - - - - - ••• WIND CALCULATIONS: IRC TABLE Rro02,10,3(2) FOOTNOTES II ii 11 11 � NUMBERED WALL LINES LETTERED WALL LINES I I n n EXPOSURE CATEGORY Lo Lo O(C4 s-wsP cs-WSP1, A N D E D GENTRY ROOF EAVE-TO-RIDGE HEIGHT I.lro 1,1(0 2-V/ 12-II 2'-V/4 W-1 1/4 PANEL (TO OPNG,)WALL HEIGHT 1,0 1,0 ICS-wSP GB-WSF Q 2-9i 12-II 9 a" II'-� 1/4" PANELHOME S AND COMM UNITIES O OPNGNUMBER OF BRACED WALL LINES 1.45 1.45 ;n Gs-WSP CS-WSP WIND FACTOR 70TAL 1,45 1,45 — - - - - - - - - - - - - - - - - - - - - — - - - - - - - - - - - - - - - - W z Q BRACED WALL LINE: WIND SPEED COMPLIANCE (SECTION Rro02) a w mz � BRACED BRACING BRACED REQ'D BRACING: WIND GYPSUM PANELS O�♦' ^I—OI) Q � OPT' 4�—OII WALL LINE METHOD: WALL LINE RATIO TABLE FACTOR FACTOR W/ HOLD- TOTAL BRACING ACTUAL BRACED W �0 I L INDICATOR TABLE R602.10.4 SPACING R602.10.31U TOTAL TOTAL DOWNS LENGTH REQ'D WALL PROVIDED v I�+ r * I - v ` 1 PFH 22'-O" 3.30, 1.45 N/A N/A 4,19' 12.00' DINING EXTENSION O � Z Z 00 IN ING EXTENSION ' O ' 1.88 _ SCALE: 114" = I'-O" (L0. � 11 2 CS-wSP 34-0 5,10 1,45 N/A N/A 1.40 O 4 z SC LE � O SCALE: I/4 = I -O v 0. 0- 3 WSP/GB 22'-0" 1.00' 1.45 N/A N/A 10,15' 29,85' 4 CS-WSP 34'-0" 5.10, 1.45 N/A N/A 1,40' 25,33' o ,a, CS-WSP 25'-0" 3.15' 1.45 N/A N/A 5.44' 21.13 - - - - - - - p A (OPT, I 58'-O" 2'-O' EXT, CS-WSP 2V-C" 3,15' 1,45 N/A N/A 5,44' 23,13' -� A (OPT. 1 48'-0" I 10'-o" 4'-O° EXT, GS-WSP 25'-0" 3.15, 1,45 N/A N/A 5.44' 25,13, 1 25'-0" 23'_0" 9-9 B WSP/GB 25'-O" 1,15' 1.45 N/A N/A 11.24' 12.83, 2-13 12'_11" 14' 4�" " „C CS-WSP 23'-0" 3.45' 1,45 N/A N/A 5,00, 0,13, SEE NOTE *8 I (12" HIGH D CS-WSP 33'-O" 4,95' 1.45 N/A N/A 1.18' I 18.15' - S-WSP OPNG,) — CS-WSP GS-WSP — - — - — - — - _ - - — — l��}/� N • IE Jill USE CONTRIBUTING LENGTH SHOWN IN TABLE R602,10,5 I I n SEISMIC CALCULATIONS: IRC TABLE R602,10,3(4) zz - ADJUSTMENTS O O V a s STORY HEIGHT 1.0 � NOTE: z n DESIGN WALL HEIGHT FOR BRACED N p ct WALL DEAD LOAD I'o C I WALL CALCULATIONS 9 TYPICAL I N q 0 I co a U 0Q �Q - ,0 ROOF/CEILING DEAD LOAD 1.0 1,5000 (MIN.) CAPACITY HOLDDOWN STONE/MASONRY IN SDC Do D2 N/A ;� DBL. STUDS TO FLOOR JOIST BELOW 1 W CRIPPLE WALL N/A rL '" 3 r � SEISMIC FACTOR TOTAL LO Ni Q I wsP BRACED WALL LINE - SEISMIC COMPLIANCE (SECTION R(ooO2) o a BRACED BRACING BRACED WALL REQ'D BRACING: B.W.L. SPACING SEISMIC FACTOR: BRACED WALL ` ACTUAL THIS ROOM = iol9 SQ, FT, NI WALL LINE METHOD: LINE (B.W.L.) RATIO TABLE FACTOR: RATIO TABLE RE&D (AFTER BRACED WALL �' INDICATOR TABLE R602.10.4 TOTAL LENGTH R602JO.3(3) TABLE R602.10.3(2) R602.10.3(4) ADJUSTMENTS) 'PROVIDED F - - �I 3' On I O I PFH 36'-roll 6,12' 1.0 LO 6.12' 12,00' - - (OPT,) I p N I m O 2 CS-WSP 21'-6" 3,66' 1,4 110 5.12' 1,88 u I 2'-9" I 19'-8�i" (9'-10 I/4"J 10'-O" \ 0 1 3 WSP/GB 30,4' 9.05' 1,0 1.0 9,05' 29,85' I 4 CS-wSP 45'-0" 8.16' 1.4 1'0 11.42' 25,33, L� CS-WSP 34'-0" 5,18' 110 110 5.18' 21,13, N A (OPT, 23.13' U Q 0 1 O CS-WSP 36'-O" 6,12' 1,0 1'0 6,12' 2 -O„ EXT, I I THIS AREA: 653 SQ. FT, _ `V A (OPT. „ GS-WSP 38'-O" 6.4ro' 1'0 1'0 6,46' 25,13' 4 -O EXT, B WSP/GB 38'-0" 11,40' 110 1.0 11.40' 12,83 O -----------------------, U ` 1,800* (MIN.) CAP'Y HOLDDOWN C CS-WSP I6'-O" 2.12' 1'0 1'0 2,12' 8,13' � m DBL. STUDS TO FDN. BELOW 54" HI D CS-WSP 22'-0" 3.14' 1.3 1'0 4.86' 18,15' r, U OPNG ) 2 — _ — - 1,000* (MIN.) CAPACITY USE CONTRIBUTING LENGTH SHOWN IN TABLE R602.10,5 CS-WSP GS w P I TENSION STRAP HDR. IL 2,150* (MIN.) CAPACITY i TO DBL, STUD BELOW TENSION STRAP HDR,TO DBL. STUD BELOW 4x12 (MIN,) HDR.�IBRACED WALL ` OTE:5 : (SEE BHT. A3,D I. PER IRC TABLE R602.10.4 INTERMITTENT BRACING METHODS: - - - - - - - METHOD GB: INSTALL 1/2" GYPSUM WALLBOARD W/ NAILS OR SCREWS ID1" SPACING AT PANEL EDGES INCLUDING p PF O 4x12 (MIN.) HDR, (SEE BHT. A3,1) TOP t BOTTOM PLATES E 1" IN FIELD: FOR ALL BRACED WALL PANEL LOCATIONS, EXTERIOR SHEATHING NAIL OR SCREW SIZE, SEE TABLE R602.30): FOR INTERIOR GYPSUM BOARD NAIL OR SCREW SIZE, SEE TABLE R102.3.5 I- — — PFH PF 1,000* CHIN,) 4,200* (MIN.) 2, PER IRC SECTION R6O2.10.6.1 METHOD ABW: ALTERNATE BRACED WALL PANELS I CAPACITY CAPACITY CAM P B E L L ALTERNATE BRACED WALL PANELS TO BE CONSTRUCTED PER IRC SECTION R602.10.6.1 (REFER TO FIGURE 200" (MIN,) CAPACITY HOLD-DOWN2 HOLD-DOWN HOLD-DOWN R602.10.6.1 ALTERNATE BRACED WALL PANEL) 4'-3V4" 3'-10y4" 3'-roll 1'4112" 10-3" 3. PER IRC SECTION R602.10,6,2 METHOD PFH: PORTAL FRAME WITH WOLDDOWNS 21'-ro" 6'-4" 20'-2" 10'-O" METHOD PFH BRACED WALL PANELS TO BE CONSTRUCTED PER IRC SECTION R602,10,6,2 (REFER TO FIGURE R6O2.10.6,2 METHOD PFH: PORTAL FRAME WITH HOLD-DOWNS) 25'-0" 33,-0" BRACED WALL PLAN 4, PER IRC SECTION R602,10,4 CONTINUOUS SHEATHING BRACED WALL PANELS, S8'-O" 3—CAR GARAGE OPT. CONTINUOUS SHEATHING METHODS REQUIRE STRUCTURAL PANEL SHEATHING TO BE USED ON ALL SHEATHABLE SURFACES ON ONE SIDE 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 R602.10.4. DIFFERENT BRACING METHODS, OTHER THAN THOSE LISTED IN TABLE R602.10.4 1. PER IRC FIGURE R(P02.10.8(2) WHERE FLOOR JOISTS ARE PARALLEL TO BRACED WALL PANEL NAIL BOTTOM PLT, f5fRACEI) Wo4LL FLAN JOB No: CAMPBELL SHALL NOT BE PERMITTED ALONG A BRACED WALL LINE WITH CONTINUOUS SHEATHING TO SINGLE FLOOR JOIST CENTERED BELOW (OR PONY WALL 6 CRAWLSPACE) W/ 16d NAIL s 5 C = I'- O.C. MAX. IF NO SALE: 1/4" O" JOIST BELOW INSTALL FULL-HEIGHT BLKG. O 16 O.C. t NAIL BOTTOM PLATE TO BLKG. W/ (3)lrod EA. BLOCK. NAIL DESIGNED: LIS 51 PER IRC TABLE R602.10.4 CONTINUOUS SHEATHING METHODS: BLOCK TO FLOOR JOISTS W/ (2)16d EA. END, IF FLOOR ABV. NAIL FLOOR JOIST (CENTERED) TO DBL. TOP PLATE METHOD CS-WSP: INSTALL MINIMUM 3/8" w000 STRUCTURAL PANEL W/ rod COMMON NAILS 'm roll SPACING PANEL W/ 8d NAILS is roll O.C. ALONG BRACED WALL LINE. IF BLKG. ABv. NAIL EA. BLOCK TO TOP PLT. W/ (3)5d NAILS DRAWN JR EDGES AND 12" SPACING FIELD, OR fro GAUGE x 1 3/4" STAPLES 0 3" SPACING PANEL EDGES AND 6" SPACING i NAIL BLKG. TO JETS, W/ (2)16d NAIL B EA. END NOTE: DATE: 6/08/2017 FIELD WALLS USING MIXED BRACING METHODS USE THE WORST-CASE VALUES 8. PER IRC TABLE R602.10.5 MINIMUM BRACED WALL PANEL LENGTH PER ADJACENT CLEAR OPENING HEIGHT IS AS SHEET 6, PER IRC FIGURE R602,10,80) WHERE FLOOR JOISTS ARE PERPENDICULAR TO BRACED WALL PANEL INSTALL FULL- FOLLOWS (9' WALL): FOR REQUIRED WALL BRACING AMOUNT (EXAMPLE: A CS-WSP/GB WALL HEIGHT BLOCKING (CENTERED) CONTINUOUS ALONG LENGTH OF BRACED WALL PANEL, NAIL BOTTOM PLATE TO < = 12" OPENING: 21" MINIMUM PANEL WIDTH IS CALCULATED USING GB VALUES ONLY, THEREFORE IT WILL PERFORM EACH BLOCK BELOW W/ (3)1(od NAILS. IF FLOOR ABOVE NAIL EACH BLOCK W/ 8d NAILS TOENAILED A roll O.G. TO 54" OPNG,: 32" MIN. PANEL WIDTH BETTER IN REALITY THAN AS SHOWN IN CALCULATIONS) A304 DOUBLE PLATE BELOW (MAXIMUM SPACING) 96" OPNG. 41" MIN. PANEL WIDTH WA TRU55 NOTES : I _ I, ENGINEERED ATTIC-FRAME TRUSSES m 24" O.C., CLIP ONE TRUSS FOR HIP ROOF, SPAN 38'-O" CLIPPED TO 34'-0", NO TAILS (SEE TRUSS PROFILE THIS SHEET) 1 II ull OPT, 2 -O DINING EXTEN51ON * ZI 2. ENG'D GIRDER ATTIC-FRAME TRUSS, SPAN 38'-0", CLIPPED TO 34'-0", NO TAILS (SEE TRUSS PROFILE w JI THIS SHEET) SCALE: 1/4" = 1'-0" z O LA N D E D GENTRY 3, ENG'D GIRDER TRUSS, CLIP FOR HIP ROOF, SPAN 20'-2", NO TAILS W QI Ii O M E S AND COMMUNITIES NOTE: 4, ENG'D GIRDER ATTIC-FRAME TRUSS, SPAN 35'-0", NO TAILS (SEE TRUSS PROFILE TH15 SHEET) FOR OPT, 4'-0" DINING EXTENSION, 1 ADD ONE MORE TRUSS "9 (SEE TRUSS I ROOF FRAMING NOTES: 5, ENG'D ATTIC-FRAME TRUSSES A 24" O.C., CLIP ONE TRUSS FOR HIP ROOF, SPAN 38'-0", 12" TAIL ONE NOTES THIS SHT.), SEE SHT, A3,2 FOR 1. TRUSS HANGERS, CONNECTORS AND HURRICANE TIES OPT. 4'-0" DINING EXTENSION FOR. PLAN I TO BE SPECIFIED BY TRUSS ENGINEER AND/OR MANUFAC- END ONLY (SEE TRUSS PROFILE THIS SHEET) DS° I SEE NOTE *IS r TURER. PLAN AND PROFILES(IF APPLICABLE)ARE 6, ENG'D GABLE TRU55, CLIP FOR HIP ROOF, SPAN 20'-2", 12" TAILS r Jlr IF IF ,Ir ,Ir ,IIII IL " DESIGNER'S CONCEPT. VERIFY ANY CHANGES TO THIS � I I I r PLAN W/TRUSS ENGINEER AND/OR MANUFACTURER. Z, ENG'D TRUSSES A 24" O,G., CLIP GABLE TRUSS FOR HIP ROOF, SPAN 16'-O", 12" TAILS g GABLE TRUSS, \LIS 2x6 UQII 1 2x6 I III r r SEE NOTE 12 2il, . TRUSS MANUFACTURER SHALL PROVIDE AND SUBMIT OTHERWISE NO TAILS UI I ENGINEERED DESIGN TO THE BUILDING DEPARTMENT FOR APPROVAL PRIOR TO FABRICATION AND INSTALL2x4 QI 1 2x4 I ATION. 8. ENG'D MONO-TRUSSES 0 24" O.G„ SPAN 3'-II 1/2" (ATTACH WALL SHTG. BEFORE INTALLING TRUSSES), I 12" TAIL (EXCEPT FOUR TRUSSES W/ NO TAIL) � �I 1 r� G r J L 3. TRUSS ENGINEER TO VERIFY 2x OVERFRAMING CALLED m NcvOUT BY DESIGNER. : I Oil � I I I r s 9, ENG'D TRUSSES 24" O.G„ SPAN 18'-5 1/2", 16" TAILS (ADD ONE TRUSS FOR OPT. 2'-0" DINING EXTENSION, -4„ Z „ O —�ry W F i 4. ALL TRUSS-TO-TRUSS AND TRUSS-TO-BEAM CONNECTORS ADD TWO TRUSSES FOR OPT, 4'-0" DINING EXTENSION) 4 \ r� p r O TO BE SPECIFIED BY TRUSS MANUFACTURER. z 10, 2x12 II RAFTERS 0 24" O,G. (,35" DEFL.), BIRDSMOUTH FOR IS" TAIL (SEE BUILDING SECTION) N �')144 5. SHEATHING NAILED W/8d NAILS @ 6"O.C.AT SUPPORTED Q Q EDGES AND 8d NAILS @ 12"O.C.AT INTERMEDIATE II, STICK-FRAME OYERFRAMED AREAS A5 SHOWN IF OVERFRAMING PACKAGE NOT PROVIDED BY �I N FRAMING MEMBERS(UNBLOCKED). FACE-GRAIN - N DICULAR TO SUPPORTS. USE METAL"H"CLIPS(VERIFY)ERIFY)AT TRU55 MANUFACTURER (VERIFY W/ BUILDER) I Q `=' UNSUPPORTED EDGES. 2x8 I 2x8 6. PROVIDE DIAPHRAGM EDGE NAILING ABOVE ALL EXTE- r 12, ENG'D, GIRDER TRUSS, SPAN 19'-3" (VERIFY THICKNESS OF TRUSS *2 e *4 TO DETERMINE SPAN), NO TAILS D5° ".s ;:iYi�!i"� RIOR WALLS, INTERIOR SHEER WALLS, HIP AND VALLEY (SEE TRUSS PROFILE) ` I r LOCATIONS. Q I EE N TE "I 2x6 m 2x6 7. OVER-FRAMED AREAS SHALL BE BUILT UPON FRAMING 13. (2)2xl2 DF-L*2 RAFTERS (BELOW DORMER RAKE WALL) L` to r WA FRAMED O ER WITH SHEATHING ALREADY ATTACHED. PROVIDE FOR Q �7 I r "D GIR ER T USS VENTILATION. 14, FOR 3-CAR GARAGE OPTION ONLY: ENG'D TRUSSES 9 24" O,C., CLIP ONE TRUSS FOR HIP ROOF, 4 2x4 1 Q 1 2x4 I r JL = JL „ 8. BETWEEN TRUSSES AT BEARING, PROVIDE SOLID BLOCK- SPAN 22'-O , 12 TAILS f J L ING (WITH VENT HOLES AT EXTERIOR WALLS). AT EACH 15. FOR OPT. 2'-0" OR OPT,4'-O" DINING EXTENSION ONLY: ENG'D. GIRDER TRUSS, SPAN 18'-5 1/2", NO TAILS S E NO E *II ' r SE NOTE #12 END OF EACH TRUSS INSTALL SIMPSON H2.5(VERIFY) r p TO TOP PLATE,OR OTHER TRUSS, UNLESS TRUSS IS ON r HANGERS. Iro. ENG'D MONO-TRUSSES ® 24" O,C., SPAN 4'-l" (VERIFY THICKNE55 OF TRUSS *12 TO DETERMINE SPAN), r W 9. PROVIDE ABUILT-UP OR SOLID WOOD COLUMN BENEATH 12" TAIL (EXCEPT TWO TRUSSES W/ NO TAIL) THE � RA E WALL FRA ED RAKE WALL FRAMED 01 AND BEARING BEAMS L GIRDER TRUSSES, ROOF BEAMS TRUSS HANGERS, CONNECTORS AND HURRICANE TIES TO BE SPECb. t LOCATED BY TRUSS ENGINEER AND/ ABOVE RAFTER,' ABOVE R FTER OR MANUFACTURER. PLAN AND PROFILE SHOWN ARE DESIGNER'S CONCEPT. VERIFY ANY CHANGES TO THIS ) 'r' 10. ALIGN STUD WALL FRAMING WITH SUPPORTED TRUSSES, RAFTERS AND JOISTS UNLESS NOTED OTHERWISE. PLAN W/ TRUSS ENGINEER AND/OR MANUFACTURER k 11. PROVIDE CONTINUOUS RIDGE VENT. I I 12. SEE PLANS FOR HEADER SIZES. O (K w "t 111 I N 13. ATTIC ACCESS NOTE: PROVIDE MIN.22"x 30"ACCESS in } O SEE S O Q PANEL. SEE FLOOR PLANS FOR LOCATIONS. NO " EE N TE "1 If N T "10 Izil '- ° lil 14. SEE PLANS FOR ROOF VENTING CALCULATIONS. (VERIFY) Sj � EE N 7E *13 �Q 15. ALL EXTERIOR COLUMNS TO BE P.T. HF#2 MINIMUM UN- <r�c�` y\�4xr LESS NOTED OTHERWISE. TRUS 12 P�O I J J L J J J J J J J — r — — — 16. TRUSSES WITH BOTTOM CHORD SLOFE OF 2/12 OR LESS �J�J # ` _z RI GEL E - - - - - - - - - - - - - - - - — RI DELI E _ — — — — — — — — — — — — — — — — — � r 77 � � WITH 30"HEADROOM ABOVE TO BE DESIGNED „ „ r r (L , 1/Sx22 1/2 GL 24F j 4 DF) F , J PSF LIVE LOAD ON BOTTOM CHORD. SCALE: 1/4 = I -O r�Q p (2', MIN. EARI IF T HU G FR M TR S) yr 17. TRUSSES SHALL BE BRACED PER REQUIREMENTS OF THE SEE NOTE 01 r r TRUSS SUPPLIER OR IN ACCORDANCE WITH BUILDING .4 SEE NOTE *1 BEE NC TE *lC LEE N TE *5 EE N TE 014 COMPLIANCE WITH SAFETY INFORMATION (BSCI-03)GUIDE — — — — TO PRACTICE FOR HANDLING AND INSTALLING AND BRAC- ING OF METAL PLATE-CONNECTED WOOD TRUSSES /�. I I I 12 8� RAKE WALL FRAMED — RID 7aE LIN — v r RAKE WALL FRAM AB VE GI DER RUSS ABOVE GIRDER TRUSS L � i c0 Ql xsF 2x4 12x4 :N1 All 2x 0 CO LARTIES/Cl_ . J5T SEE NOTE Oil vi Q << g 4" O. , av DORMERS (TY ,) m Li- v� 2x4 2x4 �<r 2x4 O 2x4 -0 Q pv 9 O W �r v �� I �< wdflii 2 6 1 p l I 2x6 I t r ZI x Ii BEARING WALL N r �1 _ \fir r _ _ —r $r 2 8 2x8 Y r O Ql \ SEEN TE "B vyr +b ?+ 12'-6" 13'-O" 8' 6" r z (KI IIII ti e l JL JL J IL J JL JL JL JL JL IL 34'-O" r m y\��r tixA \ r 5EE NOTE *3 rFHIP LINE \ SEE NOTE *6 ° Da �Qr r <\Y DS p r � ° Q TRU55 #1 4 #2 PROFILE SCALE: 1/4" = 1'-O" �5" (MIN,) BARGE EXTENSION TYPICAL 9 END OF CUTTER SEE NOTE *1 - - - - ROOF FRA1"I ING PLAN GARAGE OPT. SCALE: 1/4" = I'-O" SCALE: 1/4" = I'-O" V 5 12 8 2 CAMPBELL RAFTER SPANS 0 24" O.C. SPACING t 250 PSF LIVE LOAD, 350 PSF TOTAL LOAD ROOF FRAMING PLAN RAFTER MAXIMUM ALLOWABLE SPAN PER ROOF PITCH COASTAL 2 GIRDER TRUSS 03 SIZE 3:12 4:12 5:12 6:12 Id2 8:12 9:12 10:12 11:12 12:12 2x4 HF*2 BEARING WALL JOB No: CAMPBELL 2x6 HF"2 81.411 S'-3 15 2x8 DF-1- 2 DESIGNED: LG 12'-6" 13'-0" * 0" 10,-9, 10' g DRAWN. JR 11-3 II'-2 I I-I W-O 10-11 10' 3l'-II%a' 2x10 DF-L 2 13'-9 13'-8 13'-7 13'-6 13'-5 13'-4 13-2" 13,-1" 13'-O" DATE: 6/09/2017 J� *2 n 15 n 15-8„ 1 „ 15-6 u 15 u 15n u 15 „ SHEET # # AR�30R END-GUT DETAIL 2x12 DF-L 15'-10 '-95'-1 '-4 '-3 IV-I '-O TRU55 � � � PR01=1LE SCALE: 3/4" = I'-O" IF OVERFRAMING NOT PROVIDED BY TRUSS MANUFACTURER, USE RIDGE BOARD ONE 5IZE A401SCALE: 1/4" I'-O" BIGGER THAN LARGEST RAFTER WA T � LUNN aMEL 2 8 ENGINEERED ATTIC-FRAME TRUSSES A N D E D GENTRY a 24" O,C. PER ROOF FRAMING PLAN 2 LHOMES AND COMMUNITIES 1/2" CDX PLYWOOD OR -1/16" OSB a8 5/8" TYPE-X GYP. BD, 2x OVERFRAMING PER SHEATHING (VERIFY W/ BUILDER) CEILING TYPICAL ROOF FRAMING PLAN TYPICAL ROOF SHEATHING 1/2" GYP, BD, TYP. WALLS ENG'D TRUSSES m 24" O,C, ENG'D TRUSSES 9 24" O.C. PER ROOF FRAMING PLAN PER ROOF FRAMING PLAN 3/4" T 4 G PLWD, OR OSBo SHTH'G (VERIFY) TYP, FLR, HULL LEY 2 211 5/8" TYPE-X GYP, BD. 5/8" TYPE-X GYP, BD. 1/2" BLANK PANEL 5/8" TYPE-X GYP. I/2" BLANK PANEL CEILING TYPICAL (SEE NOTE *11, SHT, A3.1) SOFFIT (VERIFY) BD. CEILINGS TYP, 2x4 STUDS I SOFFIT (VERIFY) 2x6 STUDS 10 I6 O.C. m 16" O,G, 2x6 STUDS 0 I6" O.C. 6x6 POSt (WRAP EXTERIOR WALLS TYP. 6x6 POST (WRAP PER BUILDER) EXTERIOR WALLS TYP. I I PER BUILDER) II MASTER BEDROOM GARAGE DINING ROOM KITCHEN LIVING ROOM 1'-4" x 1'-4" STONE 4 3/4" T 4 G PLWD, OR OSB VENEER COL. PER ICOASTAL 2 ELEV. I/2" HIGH-DENSITY OR SHEATHING (VERIFY) ON 2x10 I I I I (TYP,TYPE-X GYP. BD. HF*2 FLOOR JOISTS o 16" O.C. 1 1 1 1 4" CON(, SLAB 5/8" a BEARING WALLS) 4" CONIC. SLAB PER FDN, PLAN I PER FDN, PLAN 2x10 BLKG. P Q` 6 CONC, � i °ram e � _ I FOUNDATION 1 r pr , _ _ PER FDN, o 0 4" CONIC. SLAB OVER J ou I(�L J PLAN °e' a VAPOR S RETARDER LOPE 1//8" PLFMINMUUM 16" x 8" CONG. FOOTING _ J 16" x 8" CONC, FOOTING 6 MIL. VAPOR BARRIER TOWARD GARAGE DOOR) PER FOUNDATION PLAN PER FOUNDATION PLAN THROUGHOUT CRAWL SPACE BUILDING SECTION o GAR4GcE/1" A6TER 5EDROOM BUILDING SECTION FORGHES/DINING/KITCHEN/LIVING SCALE. 1/4" = I'-O" SCALE: 1/4" = I'-O" 12 aa ENGINEERED TRUSSES o 24" O,C. V S PER ROOF FRAMING PLAN 2x4 VENTED BLKG, 5/8" TYPE-X GYP. BD, CEILING TYPICAL 5/4x8 5152E FASCIA 2x6 STUDS g 16" O,C, I/2" CDX PLYWOOD OR l/16" OSB EXTERIOR WALLS TYP. RIDGE BEAM PER PLAN SHEATHING (VERIFY W/ BUILDER) ON 2x12 DF-L*2 RAFTERS 9 24" O,C, GARAGE A� 2xlO CEILING JOISTS/ 1/2" HIGH-DENSITY OR COLLAR TIES - 24" O,C, i � 12 /8" TYPE-X GYP. BD. 3,5 __ � ' 2x4 SCREENED/VENTED (TYP. ® BEARING WALLS) ( ` BLOCKING TYP. 6" CONC, \ 5/4x8 6182E PRIMED- 5/8 TYPE-X GYP, BD. SPRUCE FASCIA W/ 5" FOUNDATION 2x6 STUDS m 16 O,C. � � PER FDN, 4" CONC. SLAB OVER CEILINGS TYPICAL PAINTED MTL. GUTTER EXTERIOR WALLS TYP, PLAN 6-MIL. VAPOR RETARDER 9•• (SLOPE 1/8" PLF MINIMUM \ 4x6 HEADER (TURN ON _ EDGE) 16 x 8 GONG, FOOTING \ ENG'D MONO-TRUSSES TOWARD GARAGE DOOR) ROOF LINE BEYOND \ PER FOUNDATION PLAN / 3/4" T 4 G PLWD. OR OSB %0 \ \ A 24" O.C. PER ROOF 2x4 STUDS SHEATHING (VER FY) ON 2x12 GIRDER TRUSS m 16 O,C, * FRAMING PLAN BUILDING r.�• EG I IOI �I � O� I ,3-CAR GARAGE HF 2 FLOOR JOTS S a 16 O,C. a 8 E�C __. 1/411 = I'-O" 1/2" CDX PLWD, OR 1/16" 6x6 HF*2 BM, OSB SHEATHING (VERIFY 12 2x6 STUDS o 16" O.C, (MIN,) W/ BUILDER) ON ENG'D 2 1/2" CDX PLWD. OR 7/I6" OSB 8� EXTERIOR WALLS TYP, TRUSSES 9 24" O.C. 6� SHEATHING (VERIFY W/ BUILDER) 1/2" CDX PLWD. OR V16" 055 1/2 GYPSUM WALLBOARD a ON ENG'D TRUSSES ® 24" O,C, SHEATHING (VERIFY W/ BLDR.) INTERIOR WALLS TYPICAL ENTRY 2x4 SCREENED/VENTED BLOCKING TYP. 2x4 SCREENED/VENTED BLOCKING TYP. 3/4" T 4 G PLWD. OR OSB SHEATHING (VERIFY) ON 2x10 5/4x6 5152E PRIMED- 5/4x6 S152E PRIMED- HF*2 FLOOR JOISTS o 16" O,G, SPRUCE FASCIA W/ 5" PAINTED MTL. GUTTER 1/2" BLANK PANEL SPRUCE FASCIA W/ 5 I 1 1/2" BLANK PANEL SOFFIT (VERIFY) PAINTED MTL, GUTTER I I SOFFIT (VERIFY) 2x10 BLKG, 6x10 HF*2 BEAM 6x10 HF*2 BM, 1 4x8 HF*2 (MIN,) BM. ON aipk�� CAMPBELL P.T. 6x6 POST I 4" DIA, PERFORATED 4x4 POST ON IS"x18"x8" P.T, 6x6 POST DRAIN PIPE CON(. PAD FOOTING 16" x 8" CONC. FOOTING 6 MIL, VAPOR BARRIER STONE THROUGHOUT CRAWL SPADE PER FOUNDATION PLAN VENEER COL. 4 GONG. SLAB BUILDING SECTIONS 411 CONC. SLAB COASTAL 2 ELEV. PER FDN. PLAN 5UILDING SECTION w 5TAIR5/DORMERS PER FDN. PLAN o SCALE: 1/4" = 1'-0" rl—!6- , roe No: CAMPBELL DESIGNED: LG DRAWN: JR/BJ BUILDING SECTION 5ACK FORGH BUILDING SECTION aw ENTRY_ FORCH DATE: 6/09/2017 SCALE: 1/4" I�-O�� SCALE: I/4�� - I�-Ou — SHEET = A- 501 WA LANDED GENTRY I1 0 M P S AND C O M M U N I T I I S SIDING PER ELEVATION WALL SHEATHING HEADER SEE STRUC. CAULKING R-10 INSULATION METAL'Z' FLASHING VINYL WINDOW FRAME 2X6 WINDOW TRIM WINDOW FLANG WINDOW FLANGE IA 5/4"WINDOW TRIM @ FRONT& BACK ELEVATIONS ONLY(VERIFY) VINYL WINDOW FRAME � WALL SHEATHING STUD WALL SIDING OR BATTS WINDOW HEADER WINDOW SILL VVLE 3" = 1'-0" 2 SCALE 3" = 1'-0" COMPOSITION ROOFING (VERIFY TYPE PER ELEVATIONS W/ BUILDER) ON 1/2" PLYWD, OR l/1(o" OSB AND/OR SECTIONS SHEATHING (VERIFY) ON ENGINEERED ENGINEERED TRUSSES � 24" O,C, TRUSSES &� 24" O,C, 5/4x6 8152E PRIMED SPF:UCE WINDOW WEATHER STRIPPING FASCIA (VERIFY W/ BUILDER) 5/01I 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)2x�o TOP PLATE 3. INSTALL WINDOW PER MANUFACTURERS RECOMMENDATIONS&BEDDED IN CAULK. 2X6 STUDS 6 I ro" O,C, 1/2" CzYP. BOARD 4. INSTALL 4"WIDE SELF ADHESIVE FLASHING TAPE OVER JAMB FLANGE EXTENDING PAST HEAD MIN. 21/2"&OVER SILL TAPE. SIDING PER ELEVATIONS ON 1/2" 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 J015T (VERIFY W/ BUILDER) UPWARD, F.T. 2x6 PLATE W/ 1/2" DIA, x 10" 2xro PLATE ANCHOR BOLT 4 3"x3"xl/4" PLATE 3/4" t 4 Gx 5HEATHINGz (VERIFY) ON WASHER 481I O,C, 2xIO DF-L*2 FLOOR JOISTS m 16" O.C. 6" CONCRETE FOUNDATION WALL W/ REBAR PER FDN, PLAN, R403,1,3,1 4 4x8 HF"2 BEAM ON 4x4 POST (4x(o 6 IRC TABLES 404.1.20) - 404,1,2(8), FOR " FDN, WALLS TALLER THAN 48 , USE *4 SPLICE) ON '30" FELT (OR SIM,) ON +� FAD FTCz. PER FOUNDATION PLAN VERTICAL REBAR W/ 3" HOOK INTO =III=III=111= aII FOOTING48" O,C, m SEEA51 " REBAR PER FDN• PLAN 4 R403,1,3,1 a s FOR HEADER DETAILS 4 PERFORATED DRAIN IN III-III�III--III FREE-DRAINING, GRAVEL BASE a SEE A51 FOR HEADER DETAILS w \ T` FIC 4L WALL IDETAIL o O SCALE: 1/2" 1'-0" 0 = _ _ "o NOTE: SIMILAR (SEE BUILDING SECTION ON SHEET A5,1) CAMPBELL m WALL DETAILS 9'-1 1/8" TYPICAL WALL 8'-1 1/8" TYPICAL WALL SCALE 1/2"= V-0" TYPICAL MAIN LEVEL SCALE 1/2"= V-0" TYPICAL UPPER LEVEL JOB NO: CAMPBELL DESIGNED: LG DRAWN: JR DATE: 6/09/2017 SHEET A- 52 WA e I � c� 'nu, �✓ ra � � LANDED GENTRY HOMES AND COMMUNITIES COMPOSITION ROOFING (VERIFY TYPE 4 COLOR W/ BUILDER) ELEVATION NOTES: BUILDING HEIGHT VARYING 4 COMPLIMENTARY COLORS SIDING PER PLAN - - — - - — — - - - — - — WILL BE USED FOR THE TRIM AND THE _ DIFFERENT BUILDING MATERIALS ON THE FRONT ELEVATION 2x BAND (PER ELEV.) UPPER FLR. PL7. HG - - -- - - - - W/ 1/2" CHAMFER FACE OF SHEATHING _ - - - _ - T. _ _ _ _ _ _ _ — ' — " — ' — " INSTALL A SILL WHEREVER STONE/ TOP EDGE - - - - - - — - - - - — - SHED DORMER PL7. HGT. BRICK VENEER IS INSTALLED SIDING PER PLAN _ —_ - - -- - - — - - — _ - SHINGLE SIDING (VERIFY TYPE d LOCATIONS W/ BUILDER) J� I 2 - — -- _ - 4x6 CEDAR ARBOR BEAM W/ 2x6 m iA 5AND DETAIL BOARD W/EIx4RTRIIMDmTOP EDGER(TYP.) -12- - _ _ _- CEDAR RAFTERS ABV, 0 16 O.C. �Q (RES FTR5, ON DOOR SCALE: 3/4" = I'-O" - — ALLT4RTOENAIL TO SIDING) \ 2x10 BAND W/ 1/2 CHAMFER g TOP — _ - _ - _ - _ _UPPER SLR. LEVEL EDGE (SEE DETAIL THIS SHEET) - - - - -- - -- - _ PLATE HEIGHT =' w _ T,O, WINDOWS LAP SIDING (VERIFY TYPE 4x6 BRACE PER DETAIL 'B' THIS SHEET ® EXPOSURE 4 LOCATIONS dd W/ BUILDER) 5/4x6 DOOR/WINDOW TRIM g TOP d BOTTOM, 8 � � � Lu � � � � v � Uj 5/4x4 CORNER TRIM (TYPICAL) ao 5/4x4 DOOR/WDW, TRIM s SIDES (FRONT 4 BACK ELEVS. ONLY-VERIFY W/ BUILDER) 0 0 MASONRY CAP ATOP VENEER O °' 30-D G. 4x6 (MIN., (G,I, FLASHING ABOVE TYPICAL) �p VERIFY) P.T. Fix6 POST (WRAPPED PER BUILDER) m W/ 16 x16 MASTIC-APPLIED STONE COLUMN El El ED 0 F 0 BELOW (3 TYPICAL) -IT ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ rl 0 � MAIN FLOOR LEVEL Q ❑ - - m SLAB �' GARAGE DOOR OPNCs. -' M AVERAGE GRADE - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - CEDAR PLANTER BOX MASTIC-APPLIED STONE VENEER (VERIFY TYPE, COLOR 4 LOCATIONS W/ BUILDER) FRONT ELEVATION 1 SCALE: 1/4" = I'-O" 51RACE DETAIL SCALE: 3/4" = 1'-O" 4 - Fl i 12 3.5 ■ — — 12 — - — -- - /4x5 5I52E PRIMED SPRUCE - _ ASCIA W/ 5" CONT. PAINTED - E7AL GUTTER (TYPICAL) T, Fixro POST (2 7YP.) CAMPBELL FRONT & LEFT ELEVATIONS 4'-0" DINING EXTENSION 2'-C " DINING EXTENSION LEFT ELEVATION 3-CAR GARAGE OPT. „ SCALE: 1/4" = 1'-O" COASTAL 2 �� 1� �� SCALE: 1/4 = I -O SCALE: 1/4 = -O JOB NO: CAMPBELL DESIGNED: LG DRAWN: JR,BJ DATE: 6/09/2017 U � SHEET A-6wl WA LANDED GENTRY HOMES AND COMMUNITIES ELEVATION NOTES: VARYING & COMPLIMENTARY COLORS - - - - -- -- - -- - -- - - - - - - - - - - - WILL BE USED FOR THE TRIM AND THE DIFFERENT BUILDING MATERIALS ON - - - - - - - - THE FRONT ELEVATION - - INSTALL A SILL WHEREVER STONE/ BRICK VENEER IS INSTALLED 12 15ACK ELEVATION _ SCALE: 1/4" = I' O" ,,. v o lop 12 ■ CAMPBELL OP7R0NAL 3 DOOR BACK & RIGHT (VEI2IFY W/ BUILDER) fRIGHT ELEVATION 2'-0 " DINING EXTENSION '-O" DINING EXTENSIO ELEVATIONS - - 3-CAR GARAGE OPT. SCALE: I/4" = I'-O° SCALE: I/4 = 1 -O SCALE: I/4 = I -O COASTAL 2 JOB NO: CAMPBELL DESIGNED: LG DRAWN: JR,BJ DATE: 6/09/2017 SHEET A-602 WA S , PLUMBING (CONT'D): GENERAL NO _ 4� 108. HOSE BIBBS SHALL BE PROTECTED BY AN APPROVED NON REMOVABLE TYPE BAGKFLOW PREVENTION DEVICE � PER IRC CHAPTER 29 � SITE PREPARATION: FLOOR FRAMING CCONT'D�: 109, ALL PLUMBING FIXTURES, INCLUDING TOILETS, SHALL BE CAULKED OR SEALED AT THEIR BASE [ UPC BEG, 401.2 1 T `J 1. 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 D E D GENTRY N T R 1 BEARING POINT OR AS REQ'D BY MANUFACTURER I IRC SEC, 502.1 I HEATED SPACE AND INSULATION PROVIDE MIN, R-3 INSULATION WHERE REQUIRED TO ASSURE PIPES ARE PROTEC- T£D FROM FREEZING HOMES AND COMMUNITIE 2. ALL STUMPS AND ROOTS SHALL BE REMOVED FROM THE GROUND TO A DEPTH OF 12" IN THE AREA OCCUPIED BY THE 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: FER IRG 2015 SIDES OF BEAMS MUST BE SUPPORTED BY JOIST HANGERS OR LEDGER STRIPS I IRC SEC. 502.4 1 SEAMS AND JOISTS: 55. IN FLOOR CONSTRUCTION JOISTS AND BEAMS MUST HAVE NO LESS THAN 1 1/2" 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.E I APPROVED BY THE BUILDING OFFICIAL I IRC SEC. IILI / NFPA 541.1,L1 I 21. DIMENSIONAL LUMBER TO BE HEM-FIR •2 TYP. (U.N.O.), UNLESS NOTED OTHERWISE USE 4x6 HF"2 HEADER IN EXTERIOR WALLS ABOVE DOORS AND WINDOWS (SEE DETAIL �G' ON SHEET A5.U. NOTE: HEARTWOOD BEAMS ARE NOT TO BE USED 56. ALL PLYWOOD O OSN ESUMFLOORING MANUF IS TO BE GLUED TO THE SUPPORTING FRAMING MEMBERS. GLUE I& TO BE APPLIED 122, GAS PIPING SHALL BE TESTED AT A MINIMUM PRESSURE ES 3 PSI. GAUGES USED FOR TESTING MUST HAVE AN W/ 4x DEPTH. BEAMS AND HEADERS TO HAVE 1 1/2 MIN. BEARING 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 [ IRG SEC. G2411.4.1 / NFPA 54 1 BETTER-SIZE AND GRADE MAY BE INCREASED PER BUILDERS DISCRETION. CHANGES TO PLAN MADE DURING CON- 123. CLOTHES DRYER DUCTS SHALL BE CONSTRUCTED OF MINIMUM 0.016" THICK RIGID METAL HAVING SMOOTH INTER- STRUCTION SHOULD BE VERIFIED W/ DESIGNER SINCE ALL STRUCTURAL MEMBERS ARE SIZED FOR THEIR SPECIFIC ROOF FRAMING: IOR FINISHES WITH JOINTS RUNNING IN THE DIRECTION OF AIR FLOW. NO SCREWS SHALL BE USED. TRANSITION LOCATION 4 LOADS DUCTS SHALL NOT BE CONGEALED WITHIN CONSTRUCTION AND BE NO MORE THAN 12" IN LENGTH. DUCT SIZE MIN. 4" DIAMETER TOR AS 22, WOOD JOISTS CLOSER THAN IS" OR WOOD BEAMS CLOSER THAN 12" TO THE GROUND MUST BE OF TREATED WOOD OR 61. PLYWOOD ROOF TERMINATE AT OUTSIDE SHEATHING IF EXPOSED ON THE UNDERSIDE MUST BE EXTERIOR GRADE AND IDENTIFIED AS EXPOSURE 1 F BY DRYER LISTING d PER MANUFACTURER INSTALLATION INSTRUCTIONS DUCT SHALL O OF BUILDING WITH TERMINATION PER DRYER MFR. SPECIFICATIONS. TERMINATE TE MIN. 3 FEET WOOD OF NATURAL RESISTANCE TO DECAY I IRC SEC. 311.1 1 I IRC SEC, 803.2.1.1 1 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 GROSS-VENTILATION FOR EACH SEPARATE SPACE BY VENT OPENINGS MAXIMIM DUCT LENGTH SHALL BE 35 FEET AND SHALL BE REDUCED IN ACCORDANCE WITH IRC TABLE G2439.7.4.1. 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 [ IRC SEC. 311.1 1 THAN 1/150 OF THE AREA OF THE SPACE VENTILATED EXCEPT THAT REDUCTION OF THE TOTAL AREA TO 1/300 IS PER- MITTED PROVIDED THAT AT LEAST 40% AND NOT MORE THAN 50% OF THE REQ�D VENTILATING AREA IS PROVIDED BY 124. WHOLE DEHUMIDISTA EXHAUST FAN P REQUIRED) TI HAVE A SONS RATING OF 1.5 OR LESS 4 EN WIRED TO A TIMER OR 24. PRESSURE-TREATED WOOD SHALL BE USED FOR THOSE PORTIONS OF WOOD MEMBERS WHICH FORM THE STRUCTURAL VENTILATORS LOCATED IN THE UPPER PORTION OF THE SPACE TO BE VENTILATED AT LEAST 3 FEET ABV. THE EAVE OR FRESH AIR SYSTEM 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 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 M U FEET OF THE AIR HANDLING UNIT. PROVIDE ADEQUATE 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. DED AT THE ATTIC ACCESS OPNG. WHEN USING BLOWN-IN INSULATION UNDERCUT INTERIOR DOORS 70 ALLOW AIR MOVEMENT BEAMS, JOISTS 4 DECKING, POSTS, POLES 4 COLUMNS I IRC SEC, 311.1,3 1 63, AN INSULATION DAM MUST BE PROVI 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 1 STANDARDS 125. EXHAUST FAN LOCATIONS 4 SIZES REQUIRED TO COMPLY WITH THE WASHINGTON STATE VENTILATION 4 INDOOR AIR QUALITY (VIAQ) CODE ARE AS FOLLOWS: A7 TOPS, SIDES AND ENDS I IRC SEC, 311.1 1 I IRC SEC, 802,10.2 1 KITCHEN: 100 CFM (RANGE HOOD ACCEPTABLE) 26, STRUCTURAL EXTERIOR POSTS, BEAMS, JOISTS AND DECKING TO BE CEDAR OR TREATED MATERIAL I IRC SEC. 3111 65. TRUSS BRACING MUST BE PROVIDED TO PREVENT LATERAL ROTATION AND PROVIDE LATERAL STABILITY IN AGCOR- LAUNDRY: 50 CFM MIN, BATHROOMS: 50 CFM MIN, DANCE WITH THE INDIVIDUAL TRUSS DESIGN DRAWINGS I IRC SEC. 802.10.3 ] NOTE: ALL EXHAUST FANS ON 20-MINUTE TIMER. EXHAUST FANS TO VENT TO OUTSIDE AIR NO CLOSER THAN 3 FEET 21, FASTENERS FOR PRESSURE-TREATED AND FIRE-RETARDANT WOOD MUST BE OF HOT-DIPPED GALVANIZED STEEL, STAIN- FROM ANY OPENING LESS STEEL OR COPPER (EXCEPTION: 1/2" DIA. OR GREATER STEEL BOLTS) I IRG SEC, 311.3.1 1 661 TRUSS MEMBERS MUST NOT BE CUT, NOTCHED, DRILLED, SPLICED OR OTHERWISE ALTERED IN ANY WAY WITHOUT THE 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- 26. ALL GAS COMBUSTION APPLIANCES (EXCEPT KITCHEN RANGE < CLOTHES DRYER) TO HAVE COMBUSTION AIR DUCTED AND ARE EXPOSED TO THE WEATHER AND NOT PROPERLY PROTECTED BY A ROOF, EAVE OR SIMILAR COVERING MILE 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 I IRC SEC. 311,1151 61. TRUSS BOTTOM CHORDS SHALL BE DESIGNED FOR LOAD WHERE CONDITIONS IN TABLE R301.5 ARE PRESENT (TRUSS WASHINGTON STATE ENERGY CODE COMPLIANCE: WALL ENGINEER AND/OR MANUFACTURER TO VERIFY) WALL FRAMING: (IN GENERAL MIN. REQ�MENTS PER IRC CHAPTER 6, AS DEFINED HEREIN OR SHOWN ON DRAWINGS) 131, COMPLIANCE DATA FOR THE 2015 WASHINGTON STATE ENERGY CODE (IRC CHAPTER IU IS AS FOLLOWS: EXTERIOR SHELL: FLOOR: R-38 31. FRAME MAIN FLOOR EXTERIOR WALLS W/ 104 5/8" 2x6 STUDS A I6" O.G. TYPICAL. FRAME UPPER FLOOR EXTERIOR WALLS WALLS: R-21 W/ 92 5/8" 2x6 STUDS o IS" O.C. TYP. (VERIFY EXTERIOR SHEATHING TYPE W/ BUILDER). FRAME MAIN FLOOR INTERIOR FLAT CEILING: R-49 (R-38 ALLOWED IF INSULATION DEPTH MAINTAINED TO OUTSIDE FACE OF EXTERIOR WALL) WALLS W/ 104 5/8" 2x STUDS (PER PLAN) a 16" O.G. W/ 1/2" GYPSUM WALLBOARD BOTH SIDES TYPICAL UNLESS NOTED 1L FLASH AND COUNTER-FLASH ALL EXTERIOR OPENINGS AS REQUIRED TO MAKE THEM WEATHERPROOF, INSTALLATION VAULTED CEILING: R-38 OTHERWISE BY BUILDER. FRAME UPPER FLOOR INTERIOR WALLS W/ 92 5/8" 2x4 STUDS o 16" O.G. W/ 1/2" GWB BOTH SIDES INSTRUCTIONS SHALL BE PROVIDED FOR EACH WINDOW BY THE MANUFACTURER DOORS: U-.200 MAXIMUM (VERIFY WEATHERSTRIP IS INSTALLED) TYP. (U.N.O.). FRAME GARAGE WALLS W/ 104 5/8" 2x STUDS (PER PLAN) ® I&" O.G. ANGLED WALLS TO BE 45 DEGREES WINDOWS: U=.280 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, SKYLIGHTS: U-.500 MAX. SIDING OR TRIM PROVIDE A 15-DEGREE (MINIMUM) BEVEL ON ENDS OF JOINING BOARDS, FLASH CONTINUOUS ABOVE WATER LINES IN UNHEATED AREAS TO BE INSULATED TO R-3. HEAT DUCTS TO BE R-8 MIN. 4 EXHAUST DUCTS MIN. R-4 32. STUDS PARTITIONS CONTAINING PLUMBING, HEATING OR OTHER PIPES SHALL BE SO FRAMED AND THE JOIST BELOW 80 ALL PROJECTING WOOD TRIM [ IRC SEC, 103 1 (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 4 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 �J 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 1/8" THICK < ® 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 AN VISIBLE FROM THE STREET I IRG SEC. 3I9.1 ] (CHECK WITH BUILDING DEPARTMENT OF JURISDICTION FOR ADDITIONAL INSULATION REQUIREMENTS THAT EXCEED THE NAILS EA. SIDE I R6O2.6.1 1 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 COMPRESSI CUT TO FIT AROUND PIPES, WIRES 4 OUTLET OPENING OF 5.1 SQUARE FEET (5.0 S,F, IF LOCATED ON GRADE FLOOR), A MIN. NET FREE OPINING HEIGHT OF 24' BOXES, RECESSED FIXTURES IN EXTERIOR WALLS TO HAVE MIN. R-5 INSULATION BEHIND THEM 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, 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 I IRC SEC, 310 1 DENSITY 4 COVERAGE. PROVIDE VENTILATION BAFFLES IN ATTIC WHERE REQ'D TO MAINTAIN I" AIR SPACE. BAFFLE TO HEIGHT SUCH WALLS MUST BE FRAMED OF STUDS HAVING THE SIZE REQ'D FOR AN ADDITIONAL STORY. CRIPPLE WALLS EXTEND 6" VERTICALLY ABOVE THE BATTS AND 12" VERTICALLY ABV. LOOSE-FILL INSULATION. PROTECT ALL FOAM 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 INSULATION WITH METAL, PLASTIC OR PARGING A7 BELOW-GRADE CONDITIONS 4 WHERE EXPOSED ABv. GRADE TO PRE- CRIPPLE WALL WILL HAVE SOLID BLOCKING. CRIPPLE WALLS MUST BE BRACED WITH 15% MORE BRACING THAN AS REQ'D ABOVE [ IRC SEC. 801 I VENT DAMAGE FOR THE WALL ABOVE, WITH WALL PANEL SPACING NOT MORE THAN 14 FEET I IRC SECTIONS 602.9 AND 602.10JU 1 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, PVA PAINT, ETC.) IS TO BE INSTALLED ON THE WARM SIDE 36. WOOD COLUMNS MUST BE 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 R602.1(1) AND R602.1(2) OR AT THE MIN. FLOOR LEVEL, ALL SMOKE ALARMS SHALL BE HARDWIRED WITH BATTERY BACKUP AND BE INTERCONNECTED. ALL 135. 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 [ IRC SEC, 314 I 136. SOLE PLATE IS TO BE CAULKED OR GLUED TO FLOOR, RIM JOIST BTWN. STORIES TO BE CAULKED/SEALED. ALL HOLES 38, PLACE A VAPOR BARRIER OF TYVEK (OR EQUAL) OVER ALL EXTERIOR WALLS I IRC SEC, 103,2 I 85, FOR NEW CONSTRUCTION AN APPROVED CARBON MONOXIDE ALARM SHALL BE INSTALLED OUTSIDE EACH SEPARATE IN BUILDING ENVELOPE TO BE CAULKED/SEALED INCLUDING BUT NOT LIMITED TO ELECTRICAL, PLUMBING 4 HVAC PENE- SLEEPING AREA IN THE IMMEDIATE VICINITY OF THE BEDROOMS IN DWELLING UNITS WITHIN WHICH FUEL-FIRED APPLIANCES TRATIONS. OUTLETS, SWITCH BOXES AND RECESSED FIXTURES ON EXTERIOR WALLS OR CEILINGS ARE TO BE CAULKED/ Be, 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 SEG, 315 I SEALED WITH APPROVED SEALANT OR HAVE FOAM FACE GASKETS INSTALLED. ALL RECESSED LIGHTS TO BE IG RATED, INTERSECTIONS WITH BEARING PARTITIONS, END JOINTS MUST BE OFFSET AT LEAST 24 INCHES [ IRC SEC. 602,3.2 L SINGLE AIR TIGHT 4 SEALED TO SURROUNDING GWB. ROUGH OPENING AROUND ALL WINDOWS 4 DOORS TO BE SEALED/CAULKED 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 BELOW SHALL HAVE GUARDS NOT LESS THAN 36 IN HEIGHT. OPEN SIDES OF STAIRS WITH A TOTAL RISE OF MORE THAN 131. THE BUILDING OR DWELLING UNIT SHALL BE TESTED 4 VERIFIED AS HAVING AN AIR LEAKAGE RATE OF NOT EXCEEDING 40. ANY STUD IN AN EXTERIOR WALL OR BEARING PARTITION MAY BE CUT OR NOTCHED TO A DEPTH NOT TO EXCEED 25% 30" ASV. THE FLOOR OR GRADE BELOW SHALL HAVE GUARDS NOT LESS THAN 34 IN HEIGHT MEASURED ABOVE THE 5 AIR CHANGES PER HOUR. TESTING SHALL BE CONDUCTED WITH A BLOWER DOOR AT A PRESSURE OF 0.2 INCHES W.G. OF ITS WIDTH. STUDS IN NON-BEARING PARTITIONS MAY BE NOTCHED TO A DEPTH NOT TO EXCEED 409. OF A SINGLE NOSING OF THE TREADS. GUARDS SHALL HAVE INTERMEDIATE RAILS OR ORNAMENTAL CLOSURES THAT DO NOT ALLOW (50 PASCALS). WHERE REQUIRED BY THE CODE OFFICIAL, TESTING SHALL BE CONDUCTED BY AN APPROVED THIRD 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 1 PARTY. A WRITTEN REPORT OF THE RESULTS OF THE TEST SHALL BE SIGNED BY THE PARTY CONDUCTING THE TEST AND GREATER THAN 40% OF THE STUD WIDTH, THE EDGE OF THE HOLE IS NO CLOSER THAN 5/8 INCH TO THE EDGE OF THE PROVIDED TO THE CODE OFFICIAL. TESTING SHALL BE PREFORMED AT ANY TIME AFTER CREATION OF ALL PENETRATIONS STUD AND THE HOLE IS NOT LOCATED IN THE SAME SECTION AS A GUT OR NOTCH [ IRC FIGURES R602.6(I) 4 R602.6(2) 1 811 INSTALL 1/2 GYPSUM WALLBOARD (MIN.) AT GARAGE/HOUSE WALL AND GARAGE BEARING WALLS. INSTALL 5/8 TYPE-X OF THE BUILDING THERMAL ENVELOPE. ONCE VISUAL INSPECTION HAS CONFIRMED SEALING (SEE WSEC TABLE R402,4,1,1), TOP PLATES IF NOTCHED OR DRILLED TO MORE THAN 50% OF THEIR WIDTH SHALL HAVE A 16-GAUGE METAL TIE 1 1/2 GYPSUM WALLBOARD AT GARAGE CEILING TYPICAL. INSTALL 20-MINUTE RATED DOOR BETWEEN HOUSE AND GARAGE OPERABLE WINDOWS 4 DOORS MANUFACTURED BY SMALL BUSINESS SHALL BE PERMITTED TO BE SEALED OFF A7 THE IN WIDTH INSTALLED PER IRC FIGURE R&02.6.1 [ IRC SEC, 302.6 1 NOTE: SELF-CLOSING HARDWARE REQ'D BY CODE FRAME PRIOR TO THE TEST I WSEC R402,4,1.2 1 EXCEPTIONS: 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- Qa EXTERIOR WALLS OR BEARING PARTITIONS ARE DOUBLED AND THAT NOT MORE THAN TWO SUCCESSIVE STUDS ARE WAY I IRC SEC. 309,1 L AUTOMATIC GARAGE DOOR OPENERS SHALL BE LISTED IN ACCORDANCE WITH UL 325 I IRC SEG. A88REV IATION&: BORED 3013,41 B. APPROVED STUD SHOES MAY BE USED WHEN INSTALLED IN ACCORDANCE WITH THE MANUFACTURER'S SPECIFICATIONS g AT EL. ELEVATION MAX. MAXIMUM SH SINGLE-HUNG [ IRC SEC. o02.6 ] Be, BATHTUB AND SHOWER FLOORS AND WALLS ABOVE BATHTUBS WITH INSTALLED SHOWER HEADS AND IN SHOWER COMPART- 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 AB. ANCHOR BOLT ELEC. ELECTRICAL M.B. MACHINE BOLT (WINDOW) FLOOR [ IRC BEG. 301 I ADD. ADDITION ELEV. ELEVATOR MEGH, MECHANICAL SHWR, SHOWER ADJ. ADJUSTABLE ENG'R ENGINEERING) MEMB, MEMBRANE SHTHG SHEATHING 41. FIRE BLOCKING SHALL BE PROVIDED TO CUT-OFF CONCEALED DRAFT OPENINGS (BOTH VERTICAL AND HORIZONTAL) AND TO FORM AN EFFECTIVE FIRE BARRIER BETWEEN STORIES AND BETWEEN A TOP-STORY AND THE ROOF SPACE I IRC SEC. 302.11 1 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, R 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. SQUARE ATION A. IN CONCEALED SPACES OF STUD WALLS AND PARTITIONS INCLUDING FURRED SPACES 4 PARALLEL ROW OF STUDS OR BE ELEVATED SO THAT PILOTS, BURNERS, HEATING ELEMENTS AND SWITCHES ARE MIN. IS" ABOVE GARAGE SLAB. STRAP ALUM. ALUMINUM EXIT JT. EXPANSION JOINT N,I, METAL 5,5 SQUARE STAGGERED-STUDS AS FOLLOWS: HWT TO WALL I IRC SEG. M1301.3 I PROVIDE OVERFLOW PAN 4 PIPING AND INSTALL TEMPERATURE 4 PRESSURE RELIEF BD BATH EXIST, EXISTING N,LG. NOT T CONTRACT S.S. STAINLESS STEEL a, VERTICALLY AT THE CEILING AND FLOOR LEVELS j VALVE (WI PIPE TO EXTERIOR TERMINATION) PER IRG CHAPTER 28. VERIFY PROTECTION FROM IMPACT BY AUTOS BDRM, BEDROOM EXT. EXTERIOR N.T.S. NOT TO SCALE STD. STANDARD BLDG, BUILDING F.D. FLOOR DRAIN O.C. ON CENTER BTL. STEEL b. HORIZONTALLY AT INTERVALS NOT TO EXCEED 10 FEET: B. AT ALL INTERCONNECTIONS BETWEEN CONCEALED VERTICAL AND HORIZONTAL SPACES SUCH AS OCCUR AT SOFFITS, 15,01 BLOCKING FIN. FINISH ODWH OEA ER WATER STRU STORAGE CAMPBELL $.O, BY OWNER F.F. FINISHED FLOOR HEATER STRUGT. STRUCTURAL DROP CEILING& AND COVE CEILINGS: PLUMBING: SOT. BOTTOM FLR, FLOOR O.F.C.I, OWNER TO FURNISH, SUSP, SUSPENDED C. IN CONCEALED SPACES BETWEEN STAIR STRINGERS AT THE TOP AND BOTTOM OF THE RUN: BWP BRACED WALL PANEL FDN. FOUNDATION CONTRACTOR INSTALL T 4 G TONGUE 4 GROOVE D. AT OPENINGS AROUND VENTS, PIPES AND DUCTS AT THE CEILING AND FLOOR LEVEL WITH AN APPROVED MATERIAL TO 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 D 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 I CSMT. CASEMENT (WINDOW) FT. FACE OF STUDS O.H, OVERHEAD NEG T,O, THICKNESS CENTERLINE Ft. FOOT OR FEET OPNG. OPENING 7.0. TOP OF STRIPS OR METAL LATH: CLKG, CAULKING F,E, FIRE EXTINGUISHER OPT, OPTIONAL TV TELEVISION F. FIRE BLOCKING OF CORNICES OF A TWO-FAMILY DWELLING IS REQ'D AT THE LINE OF DWELLING SEPARATION 102. PLUMBING SUPPLY PIPING SHALL BE TESTED WITH WORKING WATER PRESSURE OR, EXCEPT PLASTIC PIPING, 50 PSI AT PRESSURE I UPC SEG, 609.4 I C CLOSET FURN, FIREPLACE P PHONE TYP. TYPICAL GENERAL NOTES CMU MU GONG, MASONRY UNIT FURN. FURNACE PIG PICTURE (FIXED WDW.) U.N.O. UNLESS NOTED 42. FIELD-GUT NOTCHES, ENDS AND DRILLED HOLES OF PRESERVATIVE TREATED WOOD SHALL BE TREATED IN FIELD IN ACCORD- COL, COLUMN GA, GAUGE P.I.P. CONC, POURED-IN-PLACE OTHERWISE ANGE WITH AWPA M4 I IRC SEG, 311,1.1 I 103. PLUMBING DRAINS SHALL BE TESTED WITH WATER FILLED TO THE HIGHEST VENT IN THE SYSTEM OR 5 PSI AIR PRESSURE [ UPC SEC, 112.2.3 I CON(, CONCRETE GALV, GALVANIZED CONCRETE V.T.O. VENT 70 OUTSIDE GONST. 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 PLAT, 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 [ UPC SEG. 313.1 1 C.T. CERAMIC TILE GWB GYPSUM WALLBOARD PR, PAIR W WASHER JOB NO: CAMPBELL DIA. DIAMETER HB HOSE BIBS P.T. PRESSURE-TREATED W/ WITH DESIGNED: 51. JOISTS FRAMING INTO THE SIDE OF A WOOD GIRDER SHALL BE SUPPORTED BY APPROVED FRAMING ANCHORS OR ON D DRYER HDWD. HARDWOOD R RISER WC WATER CLOSET „ 105. HORIZONTAL PIPING SHALL BE SUPPORTED AT SUFFICIENTLY CLOSE INTERVALS TO PREVENT SAGGING. PIPE SUPPORTS LEDGER STRIPS NOT LESS THAN NOMINAL 2 x 2 I IRC SEG. 502.6.2 1 DBL, DOUBLE HORIZ, HORIZONTAL R.D. ROOF DRAIN WD. WOOD FOR ABS MAY NOT EXCEED 4 FEET ON CENTER L UPC SECS. 314,5 4 314.5,1 1 DRAWN: BJ/JR DF DOLLGLAS FIR NWT HOT WATER TANK REF, REFERENCE WDW, WINDOW 52 ALL JOISTS SHALL BE SUPPORTED LATERALLY AT THE ENDS 4 OVER SUPPORTS WITH 2" NOMINAL WIDTH BY FULL JOIST D.F, DRINKING FOUNTAIN NBUL, INSULATION REFG, REFRIGERATOR W/O WITHOUT DATE: 6/01/2017 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 DN, DOWN IN7, INTERIOR REQ'D REQUIRED WP WATERPROOF SHALL NOT EXCEED 259. OF THE JOIST'S DEPTH AND BORED HOLES ARE NOT TO BE WITHIN 2„ I IRC P2120 I OF THE TOP OR BOTTOM DR. DOOR KIT. KITCHEN RM, ROOM W.W.F. WELDED WIRE SHEET OF BE WITHIN HE 02""TOF EACH OTHER.NOT NOT GE ANY ES IN TIE TOP OR BOTTOM OF ER THAN 1/3 THE THE JOISTS THE SHALL NOT EXCEED V6TCHES HE JOIST DEPTHT NOT 01. SHOWERS AND LAVATORIES TO HAVE 2.5 AND 2.2 GALLON PER MINUTE FLOW RATE, RESPECTIVELY, WATER CLOSET SHALL DDW DISHWASHER LAY. LAVATORY S 4 R SHELF ROUGH 4 ROD OPENING XO SLIDER FABRIC (WINDOW) AJ01 BE 1.6 GALLON/FLU&H MAX. AND ARE NOT PERMITTED IN THE MIDDLE THIRD OF THE SPAN [ IRC SEC, 502.1 4 502,8 1 FOR NOTCHING AND BORING OF DRWG, DRAWING MAtL, MATERIAL S,F, SQUARE FEET MANUFACTURED FLOOR JOISTS REFER TO THE MANUFACTURER'S SPECIFICATIONS AND FOLLOW THEIR RECOMMENDATIONS EA, EACH HP HEM-FIR SGD SLIDING-GLASS DOOR WA FULLY pq II I pq I - - " " LANDED GENTRY NOTE:E: HOMES AND C O M M LJ NITIES EXCEPT FOR EXHAUST FANS AND SMOKE DETECTORS, FIXTURE LOCATIONS ARE I DESIGNERS SUGGESTION ONLY (VERIFY ALL FIXTURE TYPES AND LOCATIONS W/ — - — I OWNER). EXHAUST FANS TO COMPLY W/ WASHINGTON STATE VENTILATION AND - / ELECTRICAL PLAN KEY INDOOR AIR QUALITY CODE (CHAPTER 3), FAN NOISE NOT TO EXCEED 1.5 SONES I is 0,1 INCHES WATER GAUGE. EXHAUST FANS TO BE VENTED TO OUTSIDE AIR TYP. v WALLSCONCE VERIFY ANY ADDITIONAL LIGHTING, A/V OR COMPUTER WIRING REQUIREMENTS W/ / 7177"Mi OWNER AND/OR BUILDER RECESSED CAN �{ CEILING FIXTURE INTERIOR LIGHTING: A MINIMUM OF 50 PERCENT OF ALL LUMINAIRIIES SHALL BE HIGH EFFICIENCY LUMINAIRES, / EYEBALL CAN �sD SMOKE DETECTOR EXTERIOR LIGHTING: LUMINAIRES PROVIDING OUTDOOR 16) ;E EXHAUST FAN/EXHAUST FAN W/LIGHT LIGHTING AND LIGHT SWITCH PERMANENTLY MOUNTED TO A RESIDENTIAL — BUILDING OR TO OTHER BUILDINGS ON THE SAME LOT SHALL / / 8E HIGH EFFICIENCY LUMINAIRIES. / $ 3 WAY LIGHT SWITCH I I I RE N E $q 4 WAY LIGHT SWITCH HANGING / �, F Y ,hh FIXTURE yT TIMER SWITCH SD SD S 6 WALL OUTLET 120 VOLTS TO KITCHEN TO KITCHEN 220 VOLT OUTLET(DRYER R OVEN PLUG) LIGHTS LIGHTS �a +I }� WATER PROOF GROUND FAULT {; (bwr INTERRUPTER OUTLET 120 VOLTS - - - GROUND FAULT INTERRUPTER - - - - - - - - - - - 9 - - - - - - - - - OUTLET120 VOLTS I I I I I I TV TEL TELEVISION,TELEPHONE OPT. 2 -O DININrz EXTENSION_ OFT, 4 -O DINING EXTEI�ISION 4 AND INTERNET MODULE II II _ - PULL CHAIN LIGHT SCALE: 1/4" = I'-O' SCALE: 1/4" I'-O" WALL MOUNTED LIGHT I II � II ® HARDWIRE OUTLET II II NOTE: SMOKE DETECTOR(SD) 110V INTERCONNECTED irli mi WITH BATTERY BACKUP =gFL _ - -_v_ 50 GFM (MIN, HANGING��/ / SDI EXH, FAN SDI FIXTURE Y I COS RANGE W/ I r 00 CFM HOOD ABV. IQ IVII EL `�' I I TV/TELL 0 TO UPPER 50 CFM (MIN,) FLOOR I I I EXH, FAN / Q Q I 1 G I rl a CQ w - - I f - - - - L - NWT DE", TO 3-o;l - - - - - - URN FREEZER � (OPT.) � (OFT,) 50 CFM (MIN.) INSTALL ONLY IF INSTALL ONLY IF EXH, FAN OPT, DOOR USED G OPT. DOOR USED (VERIFY W/ BLDR,) (VERIFY W/ BLDR.) NOTE: NOTE: / ALL GARAGE OUTLETS ALL GARAGE OUTLETS TV/TEL CENTERED TO BE 48" A.F.F. U.N.O. TO BE 48" A,F,F, U.N.q! OVER FIREPLACE O , LSD - TO GARAGE r LIGHTS HANGING I / / FIXTURE — — — / ----------------------------- ------------------------ / t 50 CFM �3 (MIN,) Q EXH. FAN " - - - - - - _ - - - -- L CAMPBELL C 7C - - - - - - - - - - - - - - - - - - - - - - 7C /, \ - - - - TO GARAGE - - � - - - / \ / LIGHTS � VE MAIN FLOOR AIN FLOOR ELECTRICAL PLAN 3rd CAR GARAGE OPTION ELECTRICAL PLANS SCALE: 1/4" = I'-O" ' SCALE: 1/4" = I'-O" JOB NO: CAMPBELL DESIGNED: LG DRAWN: JR,BJ DATE: 6/09/2017 SHEET Elml WA L AND E D GE N T R Y HOMES AND COMMUNITIES ELECTRICAL PLAN KEY v WALL SCONCE RECESSED CAN CEILING FIXTURE EYEBALL CAN SMOKE DETECTOR Q EXHAUST FAN/EXHAUST FAN W/LIGHT LIGHT SWITCH $z 3 WAY LIGHT SWITCH $4 4 WAY LIGHT SWITCH �? TIMER SWITCH WALL OUTLET 120 VOLTS 220 VOLT OUTLET(DRYER&OVEN PLUG) WATER PROOF GROUND FAULT P INTERRUPTER OUTLET 120 VOLTS BO CFM (MIN.) GROUND FAULT INTERRUPTER EXH, FAN V OUTLET 120 VOLTS Q TEL TELEVISION, TELEPHONE AND INTERNET MODULE TO MAIN PULL CHAIN LIGHT c FLOOR — WALL MOUNTED LIGHT \ ® HARDWIRE OUTLET P _ _ _ (beR NOTE: I SMOKE DETECTOR(SD) sr)110V INTERCONNECTED WITH BATTERY BACKUP — — — — — — ( W - - - - - - - - - - - - - - - - - - - - - - - > - - I I I - - SD �Go SO -d - - — — — — — — — — — — — — I - - — — — — — — m 1 r 1 I } 4 � ATV/TEL ` ' � - - - - - db iu Ui=li=ER FLOOR ELECTRICAL f'L4N SCALE: 1/4" = 1'-0" NOTE. CAM PB E LL EXCEPT FOR EXHAUST FANS AND SMOKE DETECTORS, FIXTURE LOCATIONS ARE DESIGNERS SUGGESTION ONLY (VERIFY ALL FIXTURE TYPES AND LOCATIONS W/ OWNER). EXHAUST FANS TO COMPLY W/ WASHINGTON STATE VENTILATION AND INDOOR AIR QUALITY CODE (CHAPTER 3), FAN NOISE NOT TO EXCEED 1.5 SONES 1 a 0,1 INCHES WATER GAUGE. EXHAUST FANS TO BE VENTED TO OUTSIDE AIR TYP, UPPER FLOOR VERIFY ANY ADDITIONAL LIGHTING, A/V OR COMPUTER WIRING REQUIREMENTS W/ OWNER AND/OR BUILDER ELECTRICAL PLANS INTERIOR LIGHTING: A MINIMUM OF BO PERCENT OF ALL LUMINAIRIIES SHALL BE HIGH EFFICIENCY LUMINAIRES. JOB NO: CAMPBELL EXTERIOR LIGHTING: LUMINAIRIES PROVIDING OUTDOOR LIGHTING AND PERMANENTLY MOUNTED TO A RESIDENTIAL DESIGNED: LG BUILDING OR TO OTHER BUILDINGS ON THE SAME LOT SHALL DRAWN: JR,BJ BE HIGH EFFICIENCY LUMINAIRES. DATE: 6/09/2017 SHEET El 02 WA y a� PLANNING, COMMUNITY, & ECONOMIC DEVELOPMENT DEPARTMENT Mailing Address: PO Box 547, Anacortes, WA 98221 I Phone: 360.299. 1984, Fax: 360.293 . 1938 4GO Complete Residential Stormwater Plan Checklist Minimum Requirements 1 -9 Stormwater requirements are based on the 2012 Stormwater Management Manual for Western Washington (SWMMWW) . A link is provided on the City of Anacortes website, under Planning Department, Stormwater Regulations, as well as under the Engineering Division of Public Works. Residential construction is exempt from additional stormwater provisions if it involves no expansion of hard surfaces, no use beyond that previously existing, and results in no significant adverse hydrological impact. Building permit applications for lots that are part of a subdivision that was recorded no more than 10 years prior to the date of the complete building permit application may continue to use the stormwater codes in effect at the time the subdivision application was submitted, if stormwater was addressed at the subdivision/plat level. If construction has not started as of January 1, 2022, the site will be subject to the 2012/2014 manual. If your project adds less than 2,000 sq . ft. of new plus replaced hard surface area, AND which disturbs less than 7,000 square feet of land, you must consider all 13 Elements of the Construction Stormwater Pollution Plan (SWPPP). Fill out the SWPPP Checklist and explain how the elements are considered, or describe how site conditions render the element unnecessary and the exemption from that element is clearly justified . You will not need to continue with this document. If your project adds 2,000 sq , ft, or more of new plus replaced hard surface area, OR which disturbs 7,000 sq , ft. or more of land - Minimum Requirements 1-5 of the SWMMWW apply, and you can continue with this document. If adding 5,000 sq , ft, or more of new hard surfaces/ OR converting 32,670 sq . ft. or more of vegetation to lawn or landscaped area/ OR converting 108,900 sq, ft, or more of native vegetation to pasture — Minimum Requirements 1-9 of the SWMMWW apply. If Minimum requirements 1-9 apply, please see the Large Scale Stormwater Plan Checklist for additional submittal requirements. Owner Name: LQ af«M�fNgrb2Ti= CSiteAddress:� I=ALlryoe Brief Description of the Project: Pre Developed Conditions & Runoff of the Site: Page 1 of 4 March 22, 2017 Developed Conditions rfe Runoff of the Site: Summarize difficult site parameters, the natural drainage system, and drainage to and from adjacent properties, including bypass flows: ❑ Hydrological Site Plan: Collect and analyze information on existing conditions to aid in determining low impact development feasibility — which locations are most appropriate to evaporate, transpire, and infiltrate, with the following information : o Survey by Land Surveyor, Engineer, or other qualified professional : Show existing public and private development, utility infrastructure, hydrological features (seeps, springs, closed depression areas, drainage swales, streams, wetlands, and water body survey and classification report showing wetland and buffer boundaries), flood hazard areas, geological hazards, buffers, aquifer and wellhead protection areas, topographic features that may act as natural stormwater storage, infiltration, or conveyance. Include the natural receiving waters that stormwater runoff will either directly or eventually discharge. Show topography, display acreage and outlines of all drainage basins; existing stormwater drainage to and from the site; routes to existing, construction, and future flows at all discharge points; and the length of travel from the farthest upstream end of a proposed storm drainage system to any proposed flow control and treatment facility. Identify areas of potential erosion problems Show contours as follows: ® Up to 10% slopes = 2 ft. contours ® Over 10% to less than 20% slopes = 5 ft. contours ® 20% or greater slopes = 10 ft. contours ® Elevations at 25 ft. intervals o Solis Report: Done by a soil scientist certified by Soil Science Society of America, licensed sewage designer, or other suitably trained persons working under the supervision of a professional engineer, geologist, hydrologist, or any other professional supervised by an engineering geologist registered in Washington State. (Soils Report Page 2 of 4 March 22, 2017 must include details as listed on Pg. 79). In addition, describe soils by name, erodibility, settleability, permeability, depth, texture, and soil structure. Testing should occur between December 1 and April 1. o Soils Map: Based on the report. o Preliminary Development Site Plan Layout: Locate proposed buildings, roads, parking lots, landscaping features, on-site stormwater management BMPS ( Determine BMPs starting on Pg . 95 , Suggested BMPs correlate with responses to the 13 elements of the SWPPP, Pg. 237, and preliminary location of stormwater treatment and retention/detention facilities. Considerations are on Pg. 83 . These methods could reduce required facility sizes, but are not required for approval. Show existing and proposed contours, show all cut and fill slopes indicating top and bottom of slope catch lines, and identify developed condition drainage basins. o Survey of existing native vegetation cover: This is only required if there are native soil and vegetation protection areas proposed for the site. Survey shall be done by a licensed architect, arborist, qualified biologist or project proponent identifying any forest areas on the site and a plan to protect those areas. The preserved area should be placed in a separate tract or protected through recorded easements for individual lots. o Vicinity Map: Clearly locate the property, identify all roads bordering the site, show the route of stormwater off-site to the local natural receiving water, and show significant geographic features and sensitive/critical areas (streams, wetlands, lakes, steep slopes, etc). ❑ Construction Stormwater Pollution Prevention Plan (SWPPP) — The SWPPP shall be implemented beginning with initial land disturbance and until final stabilization. From October 1 through April 30, clearing, grading, and other soil disturbing activities shall only be permitted if shown that silt-laden runoff will be prevented from leaving the site through methods listed on pg. 44 . Best Management Practices ( BMPs) Standards and Specifications are listed on pg . 261 . Please see pg. 230 for details on using the Site Analysis to produce the following materials : o Narrative: Explain and justify the pollution prevention decisions made. This will contain concise information concerning existing site conditions, construction schedules, wet season construction activity, constraints, and other pertinent items that are not contained on the drawings. This is based on the 13 Construction Elements, which must be considered unless site conditions render the element unnecessary and the exemption is clearly justified . Elements listed on pg . 44 & described in detail starting on pg. 236. o Drawings & Notes: Where and when the BMPs should be installed, the performance the BMPs are expected to achieve, and actions that will be taken if the performance goals are not achieved. Show water quality monitoring locations. o Special Reports & Studies: Include any studies (i.e. wetlands delineation) . If a facility is required and feasible for Minimum Requirement 5, a PIT Test must be done in the location that the facility location is proposed based on the preliminary development site plan layout. ❑ Other permits: Any other necessary permits as required by other regulatory agencies. Identify if those permits include conditions that affect the drainage plan, or contain more restrictive drainage-related requirements. Prior to Final Stormwater Inspection ❑ Permanent Stormwater Control Plan Drawing: Select BMPs based on the Preliminary Development Site Plan Layout from the Site Analysis Summary. Provide a scale drawing of the Page 3 of 4 March 22, 2017 lot(s) and any public ROW that displays the location of On-Site BMPs and the areas served by them . These documents will be recorded and attached to a declaration of covenant and grant of easement associated with each lot that includes On-site BMPs. Provide design details, figures, and maintenance instructions for each BMP. Provide a written summary of how it complies with the applicable requirements. Prior to Final Occupancy ❑ Operation & Maintenance Manual: Include a manual for each flow control and treatment facility, including any distributed bioretention facilities that are used to help meet flow control and/or treatment requirements. The manual shall include a description of the facility, what it does, and how it works. It must also identify and describe the maintenance tasks, and the frequency of each task. The tasks and frequencies must meet the standards of the SWMMWW. Include a maintenance activity log that will indicate what actions will have been taken and where it should be kept and made available for inspection by the City. ❑ Declaration of Covenant for Privately Maintained Flow Control & Treatment Facilities and On- Site Stormwater Management BMPs: Any flow control & treatment facilities and On-Site Stormwater management BMPs for which the applicant identifies operation & maintenance to be the responsibility of a private party must have a declaration of covenant and grant of easement. After City approval, the declaration of covenant and grant of easement must be signed and recorded . Design details, figures, and maintenance instructions for any BMP shall be attached. A map showing the location of newly planted and retained trees claimed as flow reduction credits shall also be attached . ❑ Record Documents: Record total impervious surface area of the site and their locations with the county auditor. By signing below, you are certifying that you have read and understand the stormwater requirements. Be sure that you have checked off all applicable boxes. Applicant Signature Dal Page 4 of 4 March 22, 2017 EXHIBIT "A" Responses to the "Complete Residential Stormwater Plan Checklist — Minimum Requirements 1-S" , 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 1502 Latitude Circle, which is Lot 9, Plat of 48 North, and is 7,500 square feet in size, Zoned as R2 . Pre Developed Conditions & Runoff on the Site: The property is vacant except for three existing trees to be protected during construction . The site slopes from the southeast to the northwest at a grade of approximately 10%. The property is bounded as follows : NORTH : Lot 8, 48 North , EAST: The Anacortes Airport , SOUTH : Lot 10, 48 North , WEST: Fully improved street of Latitude Circle. Developed Conditions & Runoff of The Site : The proposed improvements are as follows : Construct a SFR with an approximate lot coverage of 37. 5%, and an impervious lot coverage of 39.4%. 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 9 is located approximately 7 feet south of the north line of Lot 9 and near the Latitude Circle right of way. After construction, landscaping will be provided to permanently stabilize the site from erosion . Summarize difficult site parameters, the natural drainage system , and drainage to and from adjacent properties, including bypass flows : The site slopes from the southeast to the northwest at an approximate grade of 4% and the disturbed soil has been seeded and/or mulched to reduce erosion . The only tributary drainage the lot may receive is from the Anacortes Airport property which is well vegetated and minor. Hydrological Site Plan : Survey: A topographic survey has been performed by Herrigstad Engineering, showing the existing improvements around and within the subject property, along with the existing contours at 2-foot intervals. Soils Report : A Geologic Hazard Assessment and Geotechnical Engineering Services report was prepared by GeoEngineers, dated July, 21, 2015, and is already part of the record documents provided to the City of Anacortes. Preliminary Development Site Plan Layout: A "Site Plan" has been prepared by Landed Gentry Development, Inc., showing both the existing and proposed improvements as requested, along with an "Erosion Control Plan" . See attached . A "Survey of existing native vegetation cover" was performed by the Urban Forestry Services, Inc., for the project, dated August 12, 2015, and a tree preservation plan was developed and adopted by the City of Anacortes. A "Vicinity Map" has been provided on Sheet 2 of 2 of the "Erosion Control Plan", attached . Construction Stormwater Pollution Prevention Plan (SWPPP) : See attached . Other Permits : Building Permit for SFR. Planning , Community, & Economic Development Department - PO Sox 547, Anacortes, WA 98221 7 PIS : 360 ,299, 1984 a9w 13 Elements of SWPPP u . (Construction Stormwater Pollution Prevention Plan) Please check off boxes to show that each element has been read and understood. Provide details where applicable and if certain aspects are unnecessary or exempt, clearly justify. Details of the 13 Elements and the correlating BMPs are listed on Pg. 236 of the 2014 Stormwater Management Manual for Western Washington (SWMMWW) . A link is provided on the City of Anacortes website, under Planning, Community, & Economic Development Department, as well as under Stormwater on the Engineering Division of Public Wor/k's page.N Owner Name: 46 sim AtJA C u? //[ L Site Address: 14 Loz , � A % I T40 " 6i/ . Cte. Prepared By: G4 /y,06,0 60 &00w)aj�.J���/ j The Stormwater checklist or building permit determined that : ❑ The 13 elements must be addressed for ❑ These elements must be addressed for construction activity adding under 2,000 construction activity adding 2,000 sq , ft. sq . ft, of hard surface area , or more of hard surface area . This means that an attached narrative and site plan are required with this document. Under each element.- exPlain the best manaeement Practices (OMPs) used or iustifv reasoning for those that will not be used. If_needed. Please attach a narrative to further explain Plans or justification. it r/ ,4ie� LeXNi3ir � )crv/z ELEMENT 1: Preserve Vegetation/Mark Clearing Limits ❑ Before beginning land disturbing activities, including clearing and grading, clearly mark all clearing limits, sensitive areas and their buffers, and trees that are to be preserved within the construction area . ❑ Retain the duff layer, native top soil, and natural vegetation in an undisturbed state to the maximum degree practical. Page 1 of 8 March, 2017 ELEMENT 2: Establish Construction Access ❑ Limit construction vehicle access and exit to one route, if possible . ❑ Stabilize access points with a pad of quarry spalls, crushed rock, or other equivalent BMPs, to minimize tracking onto roads. ❑ Locate wheel wash or tire baths on site, if the stabilized construction entrance is not effective in preventing tracking sediment onto roads. ❑ If sediment is tracked off site, clean the affected roadway thoroughly at the end of each day, or more frequently as necessary (ex: wet weather). Remove sediment from roads by shoveling, sweeping, or pick up and transport the sediment to a controlled sediment disposal area . ❑ Conduct street washing only after sediment is removed in accordance with the above bullet. ❑ Control street wash wastewater by pumping back on site or otherwise preventing it from discharging into systems tributary to waters of the State. ELEMENT 3: Control Flow Rates ❑ Protect properties and waterways downstream of development sites from erosion and the associated discharge of turbid waters due to increases in the velocity and peak volumetric flow rate of stormwater runoff from the project site. ❑ Where necessary to comply with the bullet above, construct stormwater retention or detention facilities as one of the first steps in grading. Assure that detention facilities function properly before constructing site improvement (e.g. impervious surfaces) . ❑ If permanent infiltration ponds are used for flow control during construction, protect these facilities from siltation during the construction phase. ELEMENT 4: Install Sediment Controls ❑ Design, install, and maintain effective erosion controls and sediment controls to minimize the discharge of pollutants. ❑ Construct sediment control BMPs (sediment ponds, traps, filters, etc.) as one of the first steps in grading. These BMPs shall be functional before other land disturbing activities take place . ❑ Minimize sediment discharges from the site. The design, installation and maintenance of erosion and sediment controls must address factors such as the amount, frequency, intensity and duration of precipitation, the nature of resulting stormwater runoff, and soil characteristics, including the range of soil particle sizes expected to be present on the site. ❑ Direct stormwater runoff from disturbed areas through a sediment pond or other appropriate sediment removal BMP, before the runoff leaves a construction site or before discharge to an Page 2 of B March, 2017 infiltration facility. Runoff from fully stabilized areas may be discharged without a sediment removal BMP, but must meet the flow control performance standard in Element #3, bullet #1 . ❑ Locate BMPs intended to trap sediment on-site in a manner to avoid interference with the movement of juvenile salmonids attempting to enter off-channel areas or drainages. ❑ Provide and maintain natural buffers around surface waters, direct stormwater to vegetated areas to increase sediment removal, and maximize stormwater infiltration. ❑ Where feasible, design outlet structures that withdraw impounded stormwater from the surface to avoid discharging sediment that is still suspended lower in the water column . ELEMENT 5 : Stabilize Soils ❑ Stabilize exposed and unworked soils by application of effective BMPs that prevent erosion . Applicable BMPs include, but are not limited to: temporary and permanent seeding, sodding, mulching, plastic covering, erosion control fabrics and matting, soil application of polyacrylamide (PAM ), the early application of gravel base early on areas to be paved, and dust control . ❑ Control stormwater volume and velocity within the site to minimize soil erosion . ❑ Control stormwater discharges, including both peak flow rates and total stormwater volume, to minimize erosion at outlets and to minimize downstream channel and stream bank erosion. ❑ Soils must not remain exposed and unworked for more than the time periods set forth below to prevent erosion. o During the dry season ( May 1 — Sept 30) : 7 days o During the wet season (Oct 1 — Apr 30): 2 days ❑ Stabilize soils at the end of the shift before a holiday or weekend if needed based on the weather forecast. ❑ Stabilize soil stockpiles from erosion, protect with sediment trapping measures, and where possible, be located away from storm drain inlets, waterways, and drainage channels. ❑ Minimize the amount of soil exposed during construction activity. ❑ Minimize the disturbance of steep slopes. ❑ Minimize soil compaction and, unless infeasible, preserve topsoil. ELEMENT 6: Protect Slopes ❑ Design and construct cut-and-fill slopes in a manner to minimize erosion. Applicable practices include, but are not limited to, reducing continuous length of slope with terracing and diversions, reducing slope steepness, and roughening slope surfaces (Ex: track walking). Page 3 of 8 March, 2017 ❑ Divert off-site stormwater (run-on) or groundwater away from slopes and disturbed areas with interceptor dikes, pipes, and/or swales. Off-site stormwater should be managed separately from stormwater generated on the site. ❑ At the top of slopes, collect drainage in pipe slop drains or protected channels to prevent erosion. o *Temporary pipe slope drains must handle the peak volumetric flow rate calculated using a 10-minute time step from a Type 1A, 10-year, 24-hour frequency storm for the developed condition. Alternatively, the 10-year, 1-hour flow rate predicted/indicated by an approved continuous runoff model, increased by a factor of 1 .6, may be used. The hydrologic analysis must use the existing land cover condition for predicting flow rates from tributary areas outside the project limits. For tributary areas on the project site, the analysis must use the temporary or permanent project land cover condition, whichever will produce the highest flow rates. If using the Western Washington Hydrology Model (WWHM) to predict flows, bare soil areas should be modeled as "landscaped" area. o Where 15-minute time steps are available in an approved continuous runoff model, they may be used directly without a correction factor. ❑ Place excavated material on the uphill side of trenches, consistent with safety and space considerations. ❑ Place check dams at regular intervals within constructed channels that are cut down a slope. ❑ Consider soil types and its potential for erosion. ❑ Stabilize soils on slopes, as specified in Element 5. ❑ BMP combinations are the most effective method of protecting slopes with disturbed soils. Ex: Use both mulching and straw erosion control blankets. ELEMENT 7: Protect Drain Inlets ❑ Protect all storm drain inlets made operable during construction so that stormwater runoff does not enter the conveyance system without first being filtered or treated to remove sediment. ❑ Clean or remove and replace inlet protection devices when sediment has filled one-third of the available storage (unless a different standard is specified by the product manufacturer). ❑ Where possible, protect all existing storm drain inlets so that stormwater runoff does not enter the conveyance system without first being filtered or treated to remove sediment. ❑ Keep all approach roads clean. Do not allow sediment and street wash water to enter storm drains without prior and adequate treatment unless treatment is provided before the storm drain discharges to waters of the State. ❑ Inlets should be inspected weekly at a minimum and daily during storm events. Page 4 of B March, 2017 ELEMENTS: Stabilize Channels and Outlets ❑ Design, construct, and stabilize all on-site conveyance channels to prevent erosion from the following expected peak flows : o *Channels must handle same peak volumetric flow rate as temporary pipe slope drains listed in Element 6, above. ❑ Provide stabilization, including armoring material, adequate to prevent erosion of outlets, adjacent streambanks, slopes, and downstream reaches at the outlets of all conveyance systems. ❑ The best method for stabilizing channels is to completely line the channel with a blanket product first, then add check dams as necessary to function as an anchor and to slow the flow of water. ELEMENT 9. Control Pollutants ❑ Design, install, implement, and maintain effective pollution prevention measures to minimize the discharge of pollutants. ❑ Handle and dispose of all pollutants, including waste materials and demolition debris that occur on-site in a manner that does not cause contamination of stormwater. ❑ Provide cover, containment, and protection from vandalism for all chemicals, liquid products, petroleum products, and other materials that have the potential to pose a threat to human health or the environment. On-site fueling tanks must include secondary containment. Secondary containment means placing tanks or containers within an impervious structure capable of containing 110% of the volume contained in the largest tank within the containment structure . Double-walled tanks do not require additional secondary containment. ❑ Conduct maintenance, fueling, and repair of heavy equipment and vehicles using spill prevention and control measures. Clean contaminated surfaces immediately following any spill incident. ❑ Discharge wheel wash or tire bath wastewater to a separate on-site treatment system that prevents discharge to surface water, such as closed-loop recirculation or upland land application, or to the sanitary sewer, with local sewer district approval. Wheel wash or tire bath wastewater should not include wastewater from concrete washout areas. ❑ Apply fertilizers and pesticides in a manner and at application rates that will not result in loss of chemical to stormwater runoff. Follow manufacturers' label requirements for application rates and procedures. ❑ Use BMPs to prevent contamination of stormwater runoff by pH-modifying sources. The sources for this contamination include, but are not limited to : bulk cement, cement kiln dust, fly ash, new concrete washing and curing waters, waste streams generated from concrete grinding and sawing, exposed aggregate processes, dewatering concrete vaults, concrete pumping, and mixer washout waters. Adjust the pH of stormwater if necessary to prevent violations of the water quality standards. Page S of S March, 2017 ❑ Assure that washout of concrete trucks is performed off-site or in designated concrete washout areas only. Do not wash out concrete trucks onto the ground, or into storm drains, open ditches, streets, or streams. Do not dump excess concrete on site, except in designated concrete washout areas. Concrete spillage or concrete discharge to surface waters of the State is prohibited . Do not use upland land applications for discharging wastewater from concrete washout areas. ❑ Obtain written approval from Ecology and provide to the City before using chemical treatment other than CO2 or dry ice to adjust pH. ❑ Woody debris may be chopped and spread on site. ❑ Conduct oil changes, hydraulic system drain down, solvent and de-greasing cleaning operations, fuel tank drain down and removal, and other activities which may result in discharge or spillage of pollutants to the ground or into stormwater runoff using spill prevention measures, such as drip pans. ❑ Clean contaminated surfaces immediately following any discharge or spill incident. Emergency repairs may be performed on-site using temporary plastic placed beneath and, if raining, over the vehicle. ELEMENT 10: Control De-Watering ❑ Discharge foundation, vault, and trench dewatering water, which have characteristics similar to stormwater runoff at the site, into a controlled conveyance system before discharge to a sediment trap or sediment pond . ❑ Discharge clean, non-turbid de-watering water, such as well-point ground water, to systems tributary to, or directly into surface waters of the State, as specified in Element 8, provided the de-watering flow does not cause erosion or flooding of receiving waters or interfere with the operation of the system . Do not route clean dewatering water through stormwater sediment ponds. Note that "surface waters of the State" may exist on a construction site as well as off site; for example, a creek running through a site. ❑ Handle highly turbid or contaminated dewatering water separately from stormwater. ❑ Other treatment or disposal options may include: 1 . Infiltration 2 . Transport off-site in a vehicle, such as a vacuum flush truck, for legal disposal in a manner that does not pollute state waters. 3 . Ecology-approved on-site chemical treatment or other suitable treatment technologies. 4. Sanitary or combined sewer discharge with local sewer district approval, if there is no other option. 5. Use of a sedimentation bag with outfall to a ditch or Swale for small volumes of localized dewatering. ❑ Construction equipment operation, clamshell digging, concrete tremie pour, or work inside a cofferdam can create highly turbid or contaminated dewatering water. ❑ Discharging sediment-laden ( muddy) water into waters of the State likely constitutes a violation Page 6 of 8 March, 2017 of water quality standards for turbidity. The easiest way to avoid discharging muddy water is through infiltration and preserving vegetation . ELEMENT 110 Maintain BMPs ❑ Maintain and repair all temporary and permanent erosion and sediment control BMPs as needed to assure continued performance of their intended function in accordance with BMP specifications. ❑ Remove all temporary erosion and sediment control BMPs within 30 days after achieving final site stabilization or after the temporary BMPs are no longer needed. Some temporary erosion and sediment control BMPs are bio-degradable and designed to remain in place following construction such as compost socks. ❑ Provide protection to all BMPs installed for the permanent control of stormwater from sediment and compaction. All BMPs that are to remain in place following completion of construction shall be examined and placed in full operating conditions. If sediment enters the BMPs during construction, it shall be removed and the facility shall be returned to the conditions specified in the construction documents. ❑ Remove or stabilize trapped sediment on site . Permanently stabilize disturbed soil resulting from removal of BMPs or vegetation . ,k ELEMENT 12: Manage the Project — Projects subject to Minimum Requirements 1-9 must have a Certified Erosion and Sediment Control Lead (CESCL) for site inspections. Projects subject to Minimum Requirements 1-5 do not require the inspector to be certified . By the initiation of construction, the SWPPP must identify the CESCL or inspector, who shall be present on -site or on-call at all times. Management details starting on Wg- a:sti . ❑ Phase development projects to the maximum degree practicable and take into account seasonal work limits to prevent soil erosion and prevent transporting sediment from the site during construction. ❑ Inspection and monitoring — Inspect, maintain, and repair all BMPs as needed to assure continued performance of their intended function . ❑ Maintain, update, and implement the SWPPP. ❑ Clearing and grading activities for developments shall be permitted only if conducted using an approved site development plan (e.g., subdivision approval). ❑ From Oct 1 through Apr 30, clearing, grading, and other soil disturbing activities is permitted only if shown that the site operator will prevent silt-laden runoff from leaving the site through a combination of the following : Page 7 of B March, 2017 1 . Site conditions including existing vegetative coverage, slope, soil type, and proximity to receiving waters. 2 . Limit activities and the extent of disturbed areas. 3. Proposed erosion and sediment control measures. Weather conditions can influence the seasonal limitation on site disturbance. The City of Anacortes has the authority to take enforcement action per AMC 19.76 Stormwater. ❑ The following activities are exempt from the seasonal clearing and grading limitations: 1 . Routine maintenance and necessary repair of erosion and sediment control BMPs; 2 . Routine maintenance of public facilities or existing utility structures that do not expose the soil or result in the removal of the vegetative cover to soil 3 . Activities where there is 100% infiltration of surface water runoff within the site in approved and installed erosion and sediment control facilities. ELEMENT 13 : Protect Low Impact Development BMPS ❑ If implementing any bioretention facilities or rain gardens, see r r : A < for requirements. I rDate�- - r * Applicant Signature Page fl of B March, 2017 EXHIBIT " B" Responses to the "13 Elements of SWPPP" (Construction Stormwater Pollution Prevention Plan) ELEMENT 1: Preserve Vegetation/Mark Clearing Limits The clearing limits will be marked by using either BMP C233 : Silt Fence, or BMP C103 : High Visibility Plastic or Metal Fence, as shown on the Erosion Control Plan . C233 is to be used along the west and north property lines and the C103 along the east and south property lines . Preservation of the native top soil will be preserved as much as is practical by use of a stock pile as shown on the Erosion Control Plan . Stock pile location may vary. Stock pile shall be protected as indicated on the Erosion Control Plan , ELEMENT 2: Establish Construction Access BMP C105 shall be used as the construction access. Only one access point is proposed . No wheel wash is proposed . Any track out shall be cleaned daily by shoveling and/or sweeping. More frequent cleaning as necessary. ELEMENT 3: Control Flow Rates No flow rate controls are designed for the individual lot. However, erosion control BMPs described in ELEMENT 4, below will reduce velocity of flows. ELEMENT 4: Install Sediment Controls The following BMPs are proposed as temporary sediment controls: C103 : High Visibility Plastic or Metal Fence To be place along the perimeter of the site 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. C233 : Silt Fence To be place along the perimeter of the site to protect downstream properties from the transport of coarse sediment, as well as to mark the clearing limits for the construction crew and to alert the public as to the potential dangers of the ongoing onsite construction activity. C105 : Stabilized Construction Entrance To be place in the location of the future driveway off of Latitude Circle, to provide a stable and clean point of access for construction vehicles . C121 : Mulching To provide immediate temporary protection of exposed soil from erosion, as well as conserving moisture . C123 : Plastic Covering Primarily used to protect the stock pile from erosion . May be used as a short term cover of small areas of exposed soil . Not intended for large areas. C140: Dust Control As this project will be constructed during the dry season, dust control may be necessary to protect the surrounding neighborhood . The primary source of dust control will be from spraying of the disturbed area with water. C220: Storm Drain Inlet Protection Onsite inlet protection will use Block & Gravel Curb Inlet Protection . Offsite inlet protection will use Catch Basin Filters manufactured for use at construction sites. C207 : Check Dams Where drainage swale are created to convey stormwater, temporary gravel check dams may be used to reduce velocity and to dissipate flow energy. The following BMP improvement(s) are proposed for permanent sediment controls : C124: Sodding Sodding is to establish permanent turf for immediate erosion protection . C125 : Top Soiling Provides a suitable growth medium for final site stabilization with vegetation . T5 . 13 : Post-Construction Soil Quality and Depth Establishes soil quality and depth regains greater stormwater functions in the post development landscape, provides increased treatment of pollutants and sediments that result from development and habitation . ELEMENTS: Soil Stabilization The following are temporary soil stabilization BMPs : C233 : Silt Fence To be place along the perimeter of the site to protect downstream properties from the transport of coarse sediment, as well as to mark the clearing limits for the construction crew and to alert the public as to the potential dangers of the ongoing onsite construction activity. C105 : Stabilized Construction Entrance To be place in the location of the future driveway on 15th Street, to provide a stable and clean point of access for construction vehicles. C121 : Mulching To provide immediate temporary protection of exposed soil from erosion, as well as conserving moisture . C123 : Plastic Covering Primarily used to protect the stock pile from erosion . May be used as a short term cover of small areas of exposed soil . Not intended for large areas. C140: Dust Control As this project will be constructed during the dry season, dust control may be necessary to protect the surrounding neighborhood . The primary source of dust control will be controlled spraying of the disturbed area with water. C220: Storm Drain Inlet Protection Onsite inlet protection will use Block & Gravel Curb Inlet Protection . Offsite inlet protection will use Catch Basin Filters manufactured for use at construction sites. C207 : Check Dams Where drainage swale are created to convey stormwater, temporary gravel check dams may be used to reduce velocity and to dissipate flow energy. The following are permanent soil stabilization BMPs: C124: Sodding Establishes permanent turf for immediate erosion protection . C125 : Top Soiling Provides a suitable growth medium for final site stabilization with vegetation . T5 . 13 : Post-Construction Soil Quality and Depth Establishes soil quality and depth regains greater stormwater functions in the post development landscape, provides increased treatment of pollutants and sediments that result from development and habitation . ELEMENT 6: Protect Slopes C235 : Straw Wattles Straw Wattles reduce the velocity and can spread the flow of rill and sheet runoff, and can capture and retain sediment. ELEMENT 7: Protect Drain Inlets C220: Storm Drain Inlet Protection Onsite inlet protection will use Block & Gravel Curb Inlet Protection . Offsite inlet protection will use Catch Basin Filters manufactured for use at construction sites. ELEMENT 8: Stabilize Channels and Outlets C207 : Check Dams Where drainage swale are created to convey stormwater, temporary gravel check dams may be used to reduce velocity and to dissipate flow energy. ELEMENT 9: Control Pollutants All fuel, lubricants, paint, and/or other hazardous material shall be stored in a lockable, covered storage container if kept on site . ELEMENT 10: Control De-Watering While excavating to install the sanitary sewer, stormdrain, and water systems to depths up to 14 feet, no ground water was encountered . Therefore, no dewatering is anticipated . ELEMENT 11 : Maintain BMPs A trained Certified Erosion and Sedimentation Control Lead (CESCL) will be on the job site. CESCL personnel are trained in and responsible for the proper maintenance of the erosion control BMPs . The CESCL will work with the City of Anacortes Inspector to maintain all BMPs. ELEMENT 12 : Manage the Project A trained Certified Erosion and Sedimentation Control Lead (CESCL) will be on the job site . CESCL personnel are trained in and responsible for the proper maintenance of the erosion control BMPs. The CESCL will work with the City of Anacortes Inspector to maintain all BMPs. ELEMENT 13 : Protect Low Impact Development BMPs No low impact development BMPs are planned or required for this individual lot. EXHIBIT "C" PRIMARY BMPs BMP C124: Sodding � ( Purpose The purpose of sodding is to establish permanent turf for immediate erosion protection and to stabilize overland flow will occur. drainage ways where concentrated Conditions of Use Sodding may be used in the following areas: • Disturbed areas that require short-term or long-term cover. • Disturbed areas that require immediate vegetative cover. • All waterways that require vegetative lining. Waterways may also be seeded rather than sodded, and protected with a net or blanket. Design and Sod shall be free of weeds, of uniform thickness (approximately 1 -inch Installation thick), and shall have a dense root mat for mechanical strength. Specifrcadons The following steps are recommended for sod installation: • Shape and smooth the surface to final grade in accordance with the approved grading plan. The swale needs to be overexcavated 4 to 6 inches below design elevation to allow room for placing soil amendment and sod. • Amend 4 inches (minimum) of compost into the top 8 inches of the soil if the organic content of the soil is less than ten percent or the permeability is less than 0.6 inches per hour. Compost used should meet Ecology publication 94-038 specifications for Grade A quality compost. • Fertilize according to the supplier's recommendations. • Work lime and fertilizer 1 to 2 inches into the soil, and smooth the surface. • Lay strips of sod beginning at the lowest area to be sodded and perpendicular to the direction of water flow. Wedge strips securely into place. Square the ends of each strip to provide for a close, tight fit. Stagger joints at least 12 inches. Staple on slopes steeper than 3H: 1 V. Staple the upstream edge of each sod strip. • Roll the sodded area and irrigate. • When sodding is carried out in alternating strips or other patterns, seed the areas between the sod immediately after sodding. Maintenance If the grass is unhealthy, the cause shall be determined and appropriate Standards action taken to reestablish a healthy groundcover. If it is impossible to establish a healthy groundcover due to frequent saturation, instability, or some other cause, the sod shall be removed, the area seeded with an appropriate mix, and protected with a net or blanket. 4-28 Volume 11 — Construction Stormwater Pollution Prevention February 2005 BMP T5. 13 Post-Construction Soil Quality and Depth Purpose and Definition Naturally occurring (undisturbed) soil and vegetation provide important stormwater functions including: water infiltration; nutrient, sediment, and pollutant adsorption ; sediment and pollutant biofiltration; water interflow storage and transmission; and pollutant decomposition. These functions are largely lost when development strips away native soil and vegetation j 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 development landscape, provides increased treatment of pollutants and sediments that result from development and habitation, and minimizes the need for some landscaping chemicals, thus reducing pollution through prevention. Applications and Limitations Establishing a minimum soil quality and depth is not the same as preservation of naturally occurring soil and vegetation. It also does not maximize the stormwater functions that could be attained through greater soil depth and more specialized formulations as presented in BMP T5.35, Engineered Soil/Landscape Systems. However, establishing a minimum soil quality and depth will provide improved on-site management of stormwater flow and water quality. Soil organic matter can be attained through numerous materials such as compost, composted woody material, biosolids, and forest product residuals. It is important that the materials used to meet the soil quality and depth BMP be appropriate and beneficial to the plant cover to be established. Likewise, it is important that imported topsoils improve soil conditions and do not have an excessive percent of clay fines. Design Guidelines • Soil retention. The duff layer and native topsoil should be retained in an undisturbed state to the maximum extent practicable. In any areas requiring grading remove and stockpile the duff layer and topsoil on site in a designated, controlled area, not adjacent to public resources and critical areas, to be reapplied to other portions of the site where feasible. • Soil quality. All areas subject to clearing and grading that have not been covered by impervious surface, incorporated into a drainage facility or engineered as structural fill or slope shall, at project completion, demonstrate the following: 5- 12 Volume V — Runoff Treatment BMPs August 2001 1 . Retention or enhancement of the moisture infiltration rate and soil moisture holding capacity of the original undisturbed soil native to the site. Areas which have been compacted or have removed some or all of the duff layer or underlying top soil shall be amended to mitigate for lost moisture infiltration and moisture holding capacity; and 2 . A topsoil layer with a minimum organic matter content of ten percent dry weight and a pH from 6.0 to 8.0 or matching the pH of the original undisturbed soil. The topsoil layer shall have a minimum depth of eight inches except where tree roots limit the depth of incorporation of amendments needed to meet the criteria. Subsoils below the topsoil layer should be scarified at least 4 inches with some incorporation of the upper material to avoid stratified layers, where feasible. • These criteria can be met by using on-site native topsoil, incorporating amendments into on-site soil, or importing blended topsoil. If blended topsoil is imported, then fines should be limited to twenty-five percent Passing through a 200 sieve. • The resulting soil should be conducive to the type of vegetation to be established. Maintenance • Soil quality and depth should be established toward the end of construction and once established, should be protected from compaction, such as from large machinery use, and from erosion . • Soil should be planted and mulched after installation. • Plant debris or its equivalent should be left on the soil surface to replenish organic matter. • It should be possible to reduce use of irrigation, fertilizers, herbicides and pesticides. These activities should be adjusted where possible, rather than continuing to implement formerly established practices. August 2001 Volume V — Runoff Treatment BMPs 613 BMP T5. 14A: Rain Gardens Purpose and Definition Land development projects may not be of sufficient size such that it is practical to con- struct engineered stormwater facilities for flow reduction and pollutant removal. However, the cumulative impact of smaller development projects on the natural hydro- logy and water quality of local waters can be significant. To reduce that cumulative impact, small projects (see I-2A Applicability of the Minimum Requirements ul cumulative 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 i 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 oil water runoff from adjacent areas. A portion of the influent stormwater passes through the Stormwater that exceeds the storm amended soil profile and into the native soil beneath . Stormwater f age capacity is designed to overflow to an adjacent drainage system. f Applications and Limitations Rain gardens are an on-site stormwater management BMP option for projects that have to comply with Minimum Requirements # 1 - #5, but not Minimum Requirements #6 - #9. For projects electing to use List #1 of I-2.5.5 Minimum Requirement #5 On-site Storm- water Management (p 55), rain gardens are to be used to the extent feasible for runoff from roofs and other hard surfaces unless a higher priority BMP is feasible. Infeasibility criteria for rain gardens are the same as for bioretention. Please see Biore (p 959). mmmmmm - tention infeasibility criteria in BMP T7. 30: Bioretention Cells Swales and Planter Boxes 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 ' 1 l For amending the native soil within the rain garden, Ecology recommends use of com- post that meets the compost specification for bioretrention (see BMP T7.30: Bioretention Cells, Swales and Planter Boxes (p 959)). Compost that includes biosolids or manures shall not be used. For design on projects subject to I-2.5.5 Minimum Requirement #5� On-site Stormwater Management (p.55 ), and choosing to use List #1 of that requirement, rain gardens shall have a horizontally projected surface area below the overflow which is at least 5% of the total impervious surface area draining to it. If IawnAandscape 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 "Westem Washington Low Impact Development (LID) Operation and Maintenance (O& M) Guidance Docu- ment" may be consulted for more detailed guidance. BMP T& 14113 : 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 Westem Washington Volume V - Chapter 5 - Page 916 i Figure 111=3.1 .1 Flow Diagram Showing Selection of Roof Downspout Controls Large native area Yes set aside or high Use Full Dispersion or on-site infiltration? Full Infiltration Systems No Lots suitable for Yes Infiltration? Use Bloretention or Rain Garden depending on project size No Criteria for Downspout Yes Dispersion met? Use Downspout Dispersion Systems No Connect downspouts to street drainage system with perforated stubouts (see Section 3.1 .3) Figure III-3. 1 . 1 Flow Diagram Showing Selection of 'DEPARTMENT OF Roof Downspout Controls ECOLOGY r+ Revised November 2015 Please see hMp://www.ecy wa.gov/copyrfghlhtmtfor copyright notice Includin State of Washington limitation of liability, and disclaimer, 9 permissions, I 2014 Stormwater Management Manual for Westem Washington Volume N - Chapter 3 - Page 451 L 111-3 . 1 . 1 Downspout Full Infiltration Systems (BMP TMOA) 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 I-2.5. 5 Minimum Requirement #5 : On-site Stormwater Management 55 must provide for individual downspout full infiltration systems or full dispersion if feasible . Evaluate the feasibility, or applicability, of downspout full infiltration unless full dispersion is proposed. Use the evaluation procedure below to determine the feasibility of downspout full infiltration . Runoff Modeling for Roof Downspout Full Infiitration If roof runoff is infiltrated according to the requirements of this section, the roof area may be discounted from the project area used for sizing stormwater facilities. Procedure for Evaluating Feasibility 1 . Have one of the following prepare a soils report to determine if soils suitable for infiltration are present on the site : A professional soil scientist certified by the Soil Science Society of America (or an equivalent national program) . A locally licensed on-site sewage designer . A suitably trained person working under the supervision of a professional engineer, geologist, hydrogeologist, or engineering geologist registered in the State of Washington . The report shall reference a sufficient number of soils logs to establish the type and limits of soils on the project site. The report should at a minimum identify the limits of any outwash type soils (i .e. , those meeting USDA soil texture classes ranging from coarse sand and cobbles to medium sand) versus other soil types and include an inventory of topsoil depth . 2 . If the lots or site does not have outwash or loam soils, and full dispersion is not feasible , then consider a rain garden or bioretention BMPs (the next lower priority on-site stormwater management system). 3. Complete additional site-specific testing on lots or sites containing outwash (coarse sand and cobbles to medium sand) and loam type soils. Individual lot or site tests must consist of at least one soils log at the location of the infiltration system , a minimum of 4 feet in depth from the proposed grade and at 2014 Stom7waterManagement Manual for Westem Washington Volume 111 - Chapter 3 - Page 452 least 1 foot below the expected bottom elevation of the infiltration trench or dry well. Identify the NRCS series of the soil and the USDA textural class of the soil horizon through the depth of the log , and note any evidence of high ground water level, such as mottling. 4 . Downspout infiltration is considered feasible on lots or sites that meet all of the fol- lowing: . 3 feet or more of permeable soil from the proposed final grade to the sea- sonal high ground water table. . At least 1 -foot of clearance from the expected bottom elevation of the infilt- ration trench or dry well to the seasonal high ground water table. . The downspout full infiltration system can be designed to meet the minimum design criteria specified below. Design Criteria for Infiltration Trenches Figure III-3. 1 .2 Typical Downspout Infiltration Trench (0 455) 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 Westem Washington Volume Nl - Chapter 3 - Page 453 engineer with geotechnical expertise, and if the measured infiltration rate is at least 8 inches per hour. Trench length in fill must be 60 linear feet per 1 ,000 square feet of roof area . Infiltration rates can be tested using the methods described in Section 3.3, 6. Infiltration trenches should not be built on slopes steeper than 25% (4 : 1 ). A geo- technical analysis and report may be required on slopes over 15 percent or if loc- ated within 200 feet of the top of slope steeper than 40%, or in a landslide hazard area . 7. Trenches may be located under pavement if a small yard drain or catch basin with grate cover is placed at the end of the trench pipe such that overflow would occur out of the catch basin at an elevation at least one foot below that of the pavement, and in a location which can accommodate the overflow without creating a sig- nificant adverse impact to downhill properties or drainage systems. This is inten- ded to prevent saturation of the pavement in the event of system failure. Design Criteria for Infiltration Drywells Figure III-31 .4 Typical Downspout Infiltration Drvwell (p 457 ) shows a typical downspout infiltration drywell system. These systems are designed as specified below. General 1 . Drywell bottoms must be a minimum of 1 foot above seasonal high ground water level or impermeable soil layers. 2 . When located in course sands and cobbles , drywells must contain a volume of gravel equal to or greater than 60 cubic feet per 1000 square feet of impervious sur- face served. When located in medium sands, drywells must contain at least 90 cubic feet of gravel per 1 ,000 square feet of impervious surface served. 3 . Drywells must be at least 48 inches in diameter (minimum) and deep enough to contain the gravel amounts specified above for the soil type and impervious sur- face served. 4 . Filter fabric (geotextile) must be placed on top of the drain rock and on trench or dry- well sides prior to backfilling. 5. Spacing between drywells must be a minimum of 10 feet. 6. Downspout infiltration drywells must not be built on slopes greater than 25% (4: 1 ). Drywells may not be placed on or above a landslide hazard area or on slopes greater than 15% without evaluation by a professional engineer with geotechnical expertise or a licensed geologist, hydrogeologist, or engineering geologist, and with jurisdiction approval . 2014 Stormwater Management Manual for Westem Washington Volume 111 - Chapter 3 - Page 454 BMP C125 : Topsoiling Purpose To provide a suitable growth medium for final site stabilization with vegetation. While not a permanent cover practice in itself, topsoiling is an integral component of providing permanent cover in those areas where there is an unsuitable soil surface for plant growth. Native soils and disturbed soils that have been organically amended not only retain much more stormwater, but they also serve as effective biofilters for urban Pollutants and, by supporting more vigorous plant growth, reduce the water, fertilizer and pesticides needed to support installed landscapes. Topsoil does not include any subsoils but only the material from the top several inches including organic debris. Conditions of Native soils should be left undisturbed to the maximum extent Use practicable. Native soils disturbed during clearing and grading should be restored, to the maximum extent practicable, to a condition where moisture-holding capacity is equal to or better than the original site conditions. This criterion can be met by using on-site native topsoil, incorporating amendments into on-site soil, or importing blended topsoil. • Topsoiling is a required procedure when establishing vegetation on shallow soils, and soils of critically low pH (high acid) levels. • Stripping of existing, properly functioning soil system and vegetation for the purpose of topsoiling during construction is not acceptable. If an existing soil system is functioning properly it shall be preserved in its undisturbed and uncompacted condition. • Depending on where the topsoil comes from, or what vegetation was on site before disturbance, invasive plant seeds may be included and could cause problems for establishing native plants, landscaped areas, or grasses. • Topsoil from the site will contain mycorrhizal bacteria that are necessary for healthy root growth and nutrient transfer. These native mycorrhiza are acclimated to the site and will provide optimum conditions for establishing grasses. Commercially available mycorrhiza products should be used when topsoil is brought in from off-site. Design and If topsoiling is to be done, the following items should be considered: Installation Maximize SpecYrrcatdons the depth of the topsoil wherever possible to provide the maximum possible infiltration capacity and beneficial growth medium. Topsoil depth shall be at least 8 inches with a minimum organic content of 10 percent dry weight and pH between 6.0 and 8. 0 or matching the pH of the undisturbed soil. This can be accomplished either by returning native topsoil to the site and/or incorporating organic amendments. Organic amendments should be incorporated to a minimum 8-inch depth except where tree roots or other natural February 2005 Volume 11 - Construction Stormwater Pollution Prevention 4P9 features limit the depth of incorporation. Subsoils below the 124nch _ depth should be scarified at least 2 inches to avoid stratified layers, where feasible. The decision to either layer topsoil over a subgrade or incorporate topsoil into the underlying layer may vary depending on the planting specified. • If blended topsoil is imported, then fines should be limited to 25 percent passing through a 200 sieve. • The final composition and construction of the soil system will result in a natural selection or favoring of certain plant species over time. For example, recent practices have shown that incorporation of topsoil may favor grasses, while layering with mildly acidic, high-carbon amendments may favor more woody vegetation. • Locate the topsoil stockpile so that it meets specifications and does not interfere with work on the site. It may be possible to locate more than one pile in proximity to areas where topsoil will be used. • Allow sufficient time in scheduling for topsoil to be spread prior to seeding, sodding, or planting. • Care must be taken not to apply to subsoil if the two soils have contrasting textures. Sandy topsoil over clayey subsoil is a particularly poor combination, as water creeps along the junction / between the soil layers and causes the topsoil to slough. • If topsoil and subsoil are not properly bonded, water will not infiltrate the soil profile evenly and it will be difficult to establish vegetation. The best method to prevent a lack of bonding is to actually work the topsoil into the layer below for a depth of at least 6 inches. • Ripping or re-structuring the subgrade may also provide additional benefits regarding the overall infiltration and interflow dynamics of the soil system. • Field exploration of the site shall be made to determine if there is surface soil of sufficient quantity and quality to justify stripping, Topsoil shall be friable and loamy (loam, sandy loam, silt loam, sandy clay loam, clay loam). Areas of natural ground water recharge should be avoided. • Stripping shall be confined to the immediate construction area. A 4- to & inch stripping depth is common, but depth may vary depending on the particular soil. All surface runoff control structures shall be in place prior to stripping. Stockpiling of topsoil shall occur in the following manner: • Side slopes of the stockpile shall not exceed 2: 1 . „` ` • An interceptor dike with p gravel outlet and silt fence shall surround all topsoil stockpiles between October I and April 30, Between May I 4-30 Volume 11 — Construction Stormwater Pollution Prevention February 2005 and September 30, an interceptor dike with gravel outlet and silt fence shall be installed if the stockpile will remain in place for a longer period of time than active construction grading. • Erosion control seeding or covering with clear plastic or other mulching materials of stockpiles shall be completed within 2 days (October 1 through April 30) or 7 days (May 1 through September 30) of the formation of the stockpile. Native topsoil stockpiles shall not be covered with plastic. • Topsoil shall not be placed while in a frozen or muddy condition, when the subgrade is excessively wet, or when conditions exist that may otherwise be detrimental to proper grading or proposed sodding or seeding. • Previously established grades on the areas to be topsoiled shall be maintained according to the approved plan. • When native topsoil is to be stockpiled and reused the following should apply to ensure that the mycorrhizal bacterial, earthworms, and other beneficial organisms will not be destroyed: 1 . Topsoil is to be re-installed within 4 to 6 weeks; 2. Topsoil is not to become saturated with water; 3 . Plastic cover is not allowed. Maintenance Inspect stockpiles regularly, especially after large storm events. Standards Stabilize any areas that have eroded. t Y February 2005 Volume 11 - Construction Stormwater Pollution Prevention 4-31 BMP C1ft High Visibility Plastic or Metal Fence Purpose Fencing is intended to: (1 ) restrict clearing to approved limits; (2) prevent disturbance of sensitive areas, entrances or roads; and, (4) pr their buffers, and other areas required to be left undisturbed; (3) limit construction traffic to designated construction otect areas where marking with survey tape may not provide adequate protection. Conditions of Use To establish clearing limits, plastic or metal fence may be used: • At the boundary of sensitive areas, their buffers, and other areas required to be left uncleared. • As necessary to control vehicle access to and on the site. Design and High visibility plastic fence shall be composed of a highAensity Installation polyethylene material and shall be at least four feet in height. Posts Specifications for the fencing shall be steel or wood and placed every 6 feet on center (maximum) or as needed to ensure rigidity. The fencing shall be fastened to the post every six inches with . On a polyethylene tie long continuous lengths of fencing, a tension wire or rope shall be used as a top stringer to prevent sagging between posts, The fence color shall be high visibility orange. The fence tensile strength shall be 360 lbs./ft. using the ASTM D4595 testing method. • Metal fences shall be designed and installed according to the manufacturer's specifications. • Metal fences shall be at least 3 feet high and must be highly visible. I _ • Fences shall not be wired or stapled to trees. Maintenance If the fence has been damaged or visibility reduced, it shall be I Standards repaired or replaced immediately and visibility restored. L - - 4-6 Volume ll — Construction Stormwater Pollution Prevention February 2005 BMP C105 : Stabilized Construction Entrance i purpose Construction entrances are stabilized to reduce the amount of sediment transported onto paved roads by vehicles or equipment by constructing a I stabilized pad of quarry spalls at entrances to construction sites. Conditions of Use Construction entrances shall be stabilized wherever traffic will be leaving a construction site and traveling on paved roads or other paved areas within 1 ,000 feet of the site. On large commercial, highway, and road projects, the designer should include enough extra materials in the contract to allow for additional stabilized entrances not shown in the initial Construction SWPPP. It is difficult to determine exactly where access to these projects will take place; additional materials will enable the contractor to install them where needed. Design and See Figure 4.2 for details. Note: the 100' minimum length of the Installation entrance shall be reduced to the maximum practicable size when the Specifications size or configuration of the site does not allow the full length (100'). • A separation geotextile shall be placed under the spalls to prevent fine sediment from pumping up into the rock pad. The geotextile shall meet the following standards: P Tensile Strength (ASTM D4751 ) X20.4&5s; . Tensile Elongation (ASTM D4632)n Burst Strength (ASTM D3786-80a)(ASTM D4751 ) standard sieve size) • Consider early installation of the first lift of asphalt in areas that will paved; this can be used as a stabilized entrance. Also consider the installation of excess concrete as a stabilized entrance. During large concrete pours, excess concrete is often available for this purpose. • Hog fuel (woo&based mulch) may be substituted for or combined with quarry spalls in areas that will not be used for permanent roads. Hog fuel is generally less effective at stabilizing construction entrances and should be used only at sites where the amount of traffic is very limited. Hog fuel is not recommended for entrance stabilization in urban areas. The effectiveness of hog fuel is highly variable and it generally requires more maintenance than quarry spalls. The inspector may at any time require the use of quarry spalls if the hog fuel is not preventing sediment from being tracked onto pavement or if the hog fuel is being carried onto pavement. Hog fuel is prohibited in permanent roadbeds because organics in the subgrade soils cause degradation of the subgrade support over time. • Fencing (see BWs C103 and C104) shall be installed as necessary to restrict traffic to the construction entrance. 4-8 Volume it — Construction Slormwater Pollution Prevention February 2005 • Whenever possible, the entrance shall be constructed on a fine, compacted subgrade. This can substantially increase the effectiveness of the pad and reduce the need for maintenance. Maintenance Quarry spalls (or hog fuel) shall be added if the pad is no longer in Standards accordance with the specifications. • If the entrance is not preventing sediment from being tracked onto pavement, then alternative measures to keep the streets free of sediment shall be used. This may include street sweeping, an increase in the dimensions of the entrance, or the installation of wheel wash. • Any sediment that is tracked onto pavement shall be removed by shoveling or street sweeping. The sediment collected by sweeping shall be removed or stabilized on site. The pavement shall not be cleaned by washing down the street, except when sweeping is ineffective and there is a threat to public safety. If it is necessary to wash the streets, the construction of a small sump shall be considered. The sediment would then be washed into the sump where it can be controlled. • Any quarry spalls that are loosened from the pad, which end up on the roadway shall be removed immediately. • If vehicles are entering or exiting the site at points other than the construction entrance(s), fencing (see BMPs C103 and C104) shall be installed to control traffic. • Upon project completion and site stabilization, all construction accesses intended as permanent access for maintenance shall be ermanentl stabilized. DH.'aw" shalmeellhe mquheen UZZ gernlXklp apeecy II b mco flrendellftl lr aiweece be mawretlm ft nmae l sae tlralre 0 Me pad row" IasleltlrNe w \ Hlhenbamaeelde eves en? euenesen?l 4 -r quallf apale DBmeAge ll• min lhleMness `'r �h PmWeelulwlelhnl Mgrese/epress area Figure 4.2 — Stabilized Construction Entrance February 2005 Volume Al — Construction Stormwater Pollution Prevention 4-9 BMP C121 : Mulching , V Purpose The purpose of mulching soils is to provide immediate temporary protection from erosion. Mulch also enhances plant establisbment byPIP r : conserving moisture, holding fertilizer, seed, and topsoil in place, and moderating soil temperatures. There is an enormous variety of mulches that can be used. Onlythe most common 'types are discussed in this i section. rr Conditions of Use . As a temporary cover measure, mulch should be used: • On disturbed areas that require cover measures for less than 30 days. • As a cover for seed during the wet season and during the hot summer months. • During the wet season on slopes steeper than 3H: 1 V with more than 10 feet of vertical relief. • Mulch may be applied at any time of the year and must be refreshed periodically. Design and For mulch materials, application rates, and specifications, see Table 4.7. Installation Note : Thicknesses may be increased for disturbed areas m or near i. Spec juations sensitive areas or other areas highly susceptible to erosion. Mulch used within the ordinary high-water mark of surface waters should [ be selected to minimize potential flotation of organic matter. Composted organic materials have higher specific gravities (densities) than straw, wood, or chipped material. Maintenance The thickness of the cover must be maintained. Standards • . Any areas that experience erosion shall be remulched and/or protected with a net or blanket. If the erosion problem is drainage related, then ` the problem shall be fixed and the eroded area remulched. I 4-20 Volume I/ - Construction Stonnwater Pollution Prevention February 2005 BMP C123 : Plastic Covering Purpose Plastic covering provides immediate, short-tern erosion protection to slopes and disturbed areas. Conditions of Plastic covering may be used on disturbed areas that require cover use measures for less than 30 days, except as stated below. • Plastic is particularly useful for protecting cut and fill slopes and stockpiles. Note: The relatively rapid breakdown of most polyethylene sheeting makes it unsuitable for long-term (greater than six months) applications. • Clear plastic sheeting can be used over newly-seeded areas to create a ` greenhouse effect and encourage grass growth if the hydroseed was f installed too late in the season to establish 75 percent grass cover, or if the wet season started earlier than normal. Clear plastic should not be used for this purpose during the summer months because the resulting high temperatures can kill the grass. I s' • Due to rapid runoff caused by plastic sheeting, this method shall not be used upslope of areas that might be adversely impacted by concentrated runoff: Such areas include steep and/or unstable slopes. • While plastic is inexpensive to purchase, the added cost of installation, maintenance, removal, and disposal make this an expensive material, up to $ 1 .50-2.00 per square yard. • Whenever plastic is used to protect slopes, water collection measures must be installed at the base of the slope. These measures include plastio-covered berms, channels, and pipes used to covey clean rainwater away from bare soil and disturbed areas. At no time is clean runoff from a plastic covered slope to be mixed with dirty runoff from a project. • Other uses for plastic include: 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; and, 5. Temporary drainpipe ("elephant trunk") used to direct water. 4-26 Volume tl — Construction Stormwater Pollution Prevention February 2005 Design and Plastic slope cover must be installed as follows: Installation Specifrcadons ] • 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 &inch overlap at warns; 4. On long or wide slopes, or slopes subject to wind, all seams should be taped; 5. Place plastic into a small ( 12-inch wide by 64nch deep) slot trench at the top of the slope and backfill with soil to keep water from flowing underneath; 6. Place sand filled burlap or geotextile bags every 3 to 6 feet along seams and pound a wooden stake through each to hold them in place; 7. Inspect plastic for rips, tears, and open seams regularly and repair immediately. This prevents high velocity runoff from contacting bare soil which causes extreme erosion; 8 . Sandbags may be lowered into place tied to ropes. However, all sandbags must be staked in place. • Plastic sheeting shall have a minimum thickness of 0.06 millimeters. • If erosion at the toe of a slope is likely, a gravel berm, riprap, or other suitable protection shall be installed at the toe of the slope in order to reduce the velocity of runoff. Maintenance Torn sheets must be replaced and open seams repaired. Standards • If the plastic begins to deteriorate due to ultraviolet radiation, it must be completely removed and replaced. • When the plastic is no longer needed, it shall be completely removed. • Dispose of old tires appropriately. February 2005 Volume 11 — Construction Stormwater Pollution Prevention 4_P7 BMP C140: Dust Control Purpose Dust control prevents wind transport of dust from disturbed soil surfaces onto roadways, drainage ways, and surface waters. Conditions of Use In areas (including roadways) subject to surface and air movement of dust where on-site and off-site impacts to roadways, drainage ways, or surface waters are likely. Design and Vegetate or mulch areas that will not receive vehicle traffic. In areas Installadon where planting, mulching, or paving is unpractical, apply Specifications landscaping rock. Y gravel or Limit dust generation by clearing only those areas where immediate activity will take place, leaving the remaining area(s) in the original condition, if stable. Maintain the original ground cover as long as practical. • Construct natural or artificial windbreaks or windscreens. These may be designed as enclosures for small dust sources. • Sprinkle the site with water until surface is wet. Repeat as needed. To `— prevent carryout of mud onto street, refer to Stabilized Construction Entrance (BMP C105). • Irrigation water can be used for dust control . Imgation systems should be installed as a first step on sites where dust control is a concern. • Spray exposed soil areas with a dust palliative, following the manufacturer's instructions and cautions regarding handling and application. Used oil is prohibited from use as a dust suppressant. Local governments may approve other dust palliatives such as calcium chloride or PAM. • PAM (BMP C126) added to water at a rate of 0,51bs, per 1 ,000 gallons of water per acre and applied from a water truck is more effective than water alone. This is due to the increased infiltration of water into the soil and reduced evaporation. In addition, small soil particles are bonded together and are not as easily transported by wind. Adding PAM may actually reduce the quantity of water needed for dust control, especially in eastern Washington. Since the wholesale cost of PAM is about $ 4.00 per pound, this is an extremely cost= effective dust control method. Techniques that can be used for unpaved roads and lots include: • Lower speed limits. High vehicle speed increases the amount of dust stirred up from unpaved roads and lots. • Upgrade the road surface strength by improving particle size, shape, and mineral types that make up the surface and base materials. 440 Volume ll — Construction Slor n"ler Pollulion Preventlon February 2005 • Add surface gravel to reduce the source of dust emission. Limit the amount of fine particles (those smaller than .075 mm) to 10 to 20 percent. • Use geotextile fabrics to increase the strength of new roads or roads undergoing reconstruction. • Encourage the use of alternate, paved routes, if available. • Restrict use by tracked vehicles and heavy trucks to prevent damage to road surface and base. • Apply chemical dust suppressants using the admix method, blending the product with the top few inches of surface material. Suppressants may also be applied as surface treatments. • Pave unpaved permanent roads and other trafficked areas. • Use vacuum street sweepers. • Remove mud and other dirt promptly so it does not dry and then turn into dust. • Limit dust-causing work on windy days. • Contact your local Air Pollution Control Authority for guidance and training on other dust control measures. Compliance with the local Air Pollution Control Authority constitutes compliance with this BMP. Maintenance Respray area as necessary to keep dust to a minimum. Standards February 2005 Volume H - Construction Stormwater Pollution Prevention 441 BMP C160: Certified Erosion and Sediment Control Lead Purpose The project proponent designates at least one person as the responsible representative in charge of erosion and sediment control (ESC), and water quality protection. The designated person shall be the Certified Erosion and Sediment Control Lead (CESCL) who is responsible for ensuring compliance with all local, state, and federal erosion and sediment control and water quality requirements. Conditions of Use A CESCL shall be made available on projects one acre or larger that discharge stormwater to surface waters of the state The CESCL shall: • Have a current certificate proving attendance in an erosion and sediment control training course that meets the minimum ESC training and certification requirements established by Ecology (see details below). Ecology will maintain a list of ESC training and certification providers at: www.ecv.wa gov/nrog ams/wq/stormwater. OR • Be a Certified Professional in Erosion and Sediment Control (CPESC); for additional information go to: www. cnesc.net Specifications Certification shall remain valid for three years. • The CESCL shall have authority to act on behalf of the contractor or developer and shall be available, on call, 24 hours per day throughout the period of construction. • The Construction SWPPP shall include the name, telephone number, fax number, and address of the designated CESCL. • A CESCL may provide inspection and compliance services for multiple construction projects in the same geographic region. Duties and responsibilities of the CESCL shall include, but are not limited to the following: • Maintaining permit file on site at all times which includes the SWPPP and any associated permits and plans. • Directing BMP installation, inspection, maintenance, modification, and removal . • Updating all project drawings and the Construction SWPPP with changes made. February 2005 Volume ll — Construction Stormwater Pollution Prevention 447 • Keeping daily logs, and inspection reports. Inspection reports should include: • Inspection date/time. • Weather information; general conditions during inspection and approximate amount of precipitation since the last inspection. • A surmnary or list of all BMPs implemented, including observations of all erosion/sediment control structures or practices. The following shall be noted: 1 ) Locations of BMPs inspected, 2) Locations of BMPs that need maintenance, 3) Locations of BMPs that failed to operate as designed or intended, and 4) Locations of where additional or different BMPs are required. • Visual monitoring results, including a description of discharged stormwater. The presence of suspended sediment, turbid water, discoloration, and oil sheen shall be noted, as applicable. • Any water quality monitoring performed during inspection. • General comments and notes, including a brief description of any BAP repairs, maintenance or installations made as a result of the inspection. • Facilitate, participate in, and take corrective actions resulting from inspections performed by outside agencies or the owner. 448 Volume 11 — Construction Stormwater Pollution Prevention February 2005 BMP C207: Check Dams Purpose Construction of small dams across a swale or ditch reduces the velocity of concentrated flow and dissipates energy at the check dam. Conditions of Use Where temporary channels or permanent channels are not yet vegetated, channel lining is infeasible, and velocity checks are required, • Check dams may not be placed in streams unless approved by the State Department of Fish and Wildlife. Check dams may not be placed in wetlands without approval from a permitting agency. • Check dams shall not be placed below the expected backwater from any salmonid bearing water between October 1 and May 31 to ensure that there is no loss of high flow refuge habitat for overwintering juvenile salmonids and emergent salmonid fry. Design and Whatever material is used, the dam should form a triangle when viewed Installation from the side. This prevents undercutting as water flows over the face of Specifications the dam rather than falling directly onto the ditch bottom. Check dams in association with sumps work more effectively at slowing flow and retaining sediment than just a check dam alone. A deep sump should be provided immediately upstream of the check dam. • In some cases, if carefully located and designed, check dams can remain as permanent installations with very minor regrading. They may be left as either spillways, in which case accumulated sediment would be graded and seeded, or as check dams to prevent further sediment from leaving the site. • Check dams can be constructed of either rock or pea-gravel filled bags. Numerous new products are also available for this purpose. They tend to be re-usable, quick and easy to install, effective, and cost efficient. • Check dams should be placed perpendicular to the flow of water. • The maximum spacing between the dams shall be such that the toe of the upstream dam is at the same elevation as the top of the downstream dam. • Keep the maximum height at 2 feet at the center of the dam. • Keep the center of the check dam at least 12 inches lower than the outer edges at natural ground elevation. • Keep the side slopes of the check dam at 2 : 1 or flatter. • Key the stone into the ditch banks and extend it beyond the abutments a minimum of 18 inches to avoid washouts from overflow around the dam. February 2005 Volume 11 — Construction Stormwater Pollution Prevention 4- 75 • Use filter fabric foundation under a rock or sand bag check dam. If a blanket ditch liner is used, this is not necessary. A piece of organic or synthetic blanket cut to fit will also work for this purpose. Rock check dams shall be constructed of appropriately sized rock. a ` The rock must be placed by hand or by mechanical means (no dumping of rock to form dam) to achieve complete coverage of the ditch or swale and to ensure that the center of the dam is lower than the edges. The rock used must be large enough to stay in place given the expected design flow through the channel. ar • In the case of grass-lined ditches and swales, all check dams and accumulated sediment shall �be removed when the grass has matured sufficiently to protect the ditch or swale - unless the slope of the Swale is greater than 4 percent. The area beneath the check dams shall be seeded and mulched immediately after dam removal. • Ensure that channel appurtenances, such as culvert entrances below check dams, are not subject to damage or blockage from displaced stones. Figure 4. 13 depicts a typical rock check dam. Maintenance Check dams shall be monitored for performance and sediment Standards accumulation during and after each runoff producing rainfall. Sediment shall be removed when it reaches one half the sump depth. • Anticipate submergence and deposition above the check dam and erosion from high flows around the edges of the dam. • If significant erosion occurs between dams, install a protective riprap liner in that portion of the channel, 4- 76 Volume Il - Construction Stormwater Pollution Prevention February 2005 i i i View Looking Upstream A 18" (0.5m) i 12" (15 11M)l 11 djll Orr rj 24" (0.6m) NOTE: " Qce aooaoo,po p, V 'f Key stone into channel banks and o t extend it beyond the abutments a minimum of 18" (0.5m) to prevent A flow around dam . Section A - A FLOW } 24" (0.6m) c \ o° °a 8' (2.4m) Spacing Between Check Dams L' = the distance such that points 'A' and 'B' are of equal elevation. •L• — POINT A' � POINT 'B' NOT TO SCALE Figure 4. 13 — Check Dams February 2005 Volume it — Construction Stormwater Pollution Prevention 4- 77 BMP C220: Storm Drain Inlet Protection Purpose To prevent coarse sediment from entering drainage systems prior to Permanent stabilization of the disturbed area. Conditions of Use Where storm drain inlets are to be made operational before permanent stabilization of the disturbed drainage area. Protection should be provided !: . for all storm drain inlets downslope and within 500 feet of a disturbed or construction area, unless the nmoff that enters the catch basin will be conveyed to a sediment pond or trap. Inlet protection may be used anywhere to protect the drainage system. It is likely that the drainage system will still require cleaning. Table 4.9 lists several options for inlet protection. All of the methods for r ; storm drain inlet protection are prone to plugging and require a high frequency of maintenance.. Drainage areas should be limited to 1 acre or less. Emergency overflows may be required where stormwater ponding would cause a hazard. If an emergency overflow is provided, additional en&of,Ipipe treatment may be required. Table 4.9 Storm Drain Inlet Proletion Applicable for Type of Inlet Emergency Paved/ Earthen Protection Overflow Surfaces Conditions of Use Dro Inlet Protection Excavated drop inlet Yes, Earthen Applicable for heavy flows. Easy protection temporary to maintain. Large area flooding will Requirement: 30' X 30'lacre occur Block and gravel drop Yee Paved or Earthen Applicable for heavy concentrated inlet protection flows. Will not pond. Gravel and wire drop No Applicable For heavy concentrated inlet protection flows. Will pond. Can withstand Catch basin filters Yes traffic. Curb Inlet Protection Paved or Earthen Fre uent maintenance re uired. Curb inlet protection Small capacity Paved Used for sturdy, more compact with a wooden weir overflow installation. Block and gravel curb Yes Paved Sturdy, but limited filtration. inlet protection Culvert Inlet Protection Culvert inlet sediment 18 month expected life. tr8 t, 4-82 Volume 11 — Construction Stomtwater Pollution Prevention February 2005 k Design and Excavated Drop Inlet Protection - An excavated impoundment around the Installation storm drain. Sediment settles out of the stormwater prior to entering the Specifications storm drain. • Depth 1 -2 ft as measured from the crest of the inlet structure. • Side Slopes of excavation no steeper than 2 : 1 . • Minimum volume of excavation 35 cubic yards. • Shape basin to fit site with longest dimension oriented toward the longest inflow area. • Install provisions for draining to prevent standing water problems. • Clear the area of all debris. • Grade the approach to the inlet uniformly. • Drill weep holes into the side of the inlet. • Protect weep holes with screen wire and washed aggregate. • Seal weep holes when removing structure and stabilizing area. • It may be necessary to build a temporary dike to the down slope side of the structure to prevent bypass flow. t Block and Gravel Filter - A barrier formed around the storm drain inlet with standard concrete blocks and gravel. See Figure 4. 14. • Height 1 to 2 feet above inlet. AAA • Recess the first row 2 inches into the ground for stability . • Support subsequent courses by placing a 2x4 through the block opening. t • Do not use mortar. • Lay some blocks in the bottom row on their side for dewatering the pool. • Place hardware cloth or comparable wire mesh with %-inch openings over all block openings. r: Place gravel just below the top of blocks on slopes of 2: 1 or flatter. • An alternative design is a gravel donut. • Inlet slope of 3 : 1 . • Outlet slope of 2: 1 . • l -foot wide level stone area between the structure and the inlet. • Inlet slope stones 3 inches in diameter or larger. • Outlet slope use gravel ''/:- to %,,inch at a minimum thickness of 1 -foot. III February 2005 Volume 9 - Construction Stormwater Pollution Prevention 4-83 n View A Drain Grate —•, .-�� .�i ,e .: ( J 4o LI IF OFFIbb IF 4 �., . vs ? �p l � ;Jo,) a ; CBlock e o'D� ICnIII : PIC �� °• a; oaf-' Gravel � j r Backfill F d7rGmeT.�'0 �G � o° ? � e Plan � `do��i i ? LfJJ ' QsJS"44 is Section A = A Concrete Block Wire Screen or Gravel Backfill Overflow Filter Fabric b Water Ponding Height � y b Water vIF YO I IF IF IN \/ Drop InletIF Notes: 1 . Drop inlet sediment barriers are to be used for small, nearly level drainage areas. (less than 5%) 2. Excavate a basin of sufficfent size adjacent to the drop inlet. 3. The top of the structure (pending height) must be well below the ground elevation downslope to prevent runoff from bypassing the inlet. A temporary dike may be necessary on the dowslope side of the structure. IFigure 4.14 - Block and Gravel Filter Gravel and Wire Mesh Filter - A gravel barrier placed over the top of the Iinlet. This structure does not provide an overflow. • Hardware cloth or comparable wire mesh with openings. 1 Coarse aggregate. • Height 1 -foot or more, 18 inches wider than inlet on all sides. • Place wire mesh over the drop inlet so that the wire extends a mini mum of 1 -foot beyond each side of the inlet structure. • If more than one strip of mesh is necessary, overlap the strips. • Place coarse aggregate over the wire mesh. • The depth of the gravel should be at least 12 inches over the entire inlet opening and extend at least 18 inches on all sides. 4-84 Volume lI - Construction Stormwater Pollution Prevention February 2005 ` 2 Catchbasin Filters - Inserts should be designed by the manufacturer for use at construction sites. The limited sediment storage capacity increases the amount of inspection and maintenance required, which may be daily for heavy sediment loads. The maintenance requirements can be reduced by combining a catchbasin filter with another type of inlet protection. This type of inlet protection provides flow bypass without overflow and therefore may be a better method for inlets located along active rights-of- way. • 5 cubic feet of storage. • Dewatering provisions. • High-flow bypass that will not clog under normal use at a construction site. • The catchbasin filter is inserted in the catchbasin just below the grating. Curb Inlet Protection with Wooden Weir — Barrier formed around a curb inlet with a wooden frame and gravel. a Wire mesh with ''/z-inch openings. • Extra strength filter cloth. • Construct a frame. • Attach the wire and filter fabric to the frame. Pile coarse washed aggregate against wire/fabric. Place weight on frame anchors. Block and Gravel Curb Inlet Protection ,— Barrier formed around an inlet with concrete blocks and gravel. See Figure 4. 14. • Wire mesh with ''/24nch 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. Y Place blocks on their sides across the front of the inlet and abutting the spacer blocks. • Place wire mesh over the outside vertical face. • Pile coarse aggregate against the wire to the top of the barrier. Curb and Gutter Sediment Barrier — Sandbag or rock berm (riprap and aggregate) 3 feet high and 3 feet wide in a horseshoe shape. See Figure 4. 16, • Construct a horseshoe shaped berm, faced with coarse aggregate if using riprap, 3 feet high and 3 feet wide, at least 2 feet from the inlet. • Construct a horseshoe shaped sedimentation trap on the outside of the berm sized to sediment trap standards for protecting a culvert inlet. February 2005 Volume it - Construction Stormwater Pollution Prevention 4-85 1 ( Maintenance Catch basin filters should be inspected frequently, especially after Standards storm events. If the insert becomes clogged, it should be cleaned or replaced. • ,For systems using stone filters: If the stone filter becomes clogged with sediment, the stones must be pulled away from the inlet and cleaned or replaced. Since cleaning of gravel at a construction site may be difficult, an alternative approach would be to use the clogged stone as fill and put fresh stone around the inlet. • Do not wash sediment into storm drains while cleaning. Spread all excavated material evenly over the surrounding land area or stockpile and stabilize as appropriate, t, t: 4-86 Volume 11 — Construction Stormwater Pollution Prevention February 2005 t BMP C233 : Silt Fence Purpose Use of a silt fence reduces the transport of coarse sediment from a construction site by providing a temporary physical barrier to sediment and reducing the runoff velocities of overland flow. See Figure 4. 19 for details on silt fence construction. Conditions of Use Silt fence may be used downslope of all disturbed areas. • Silt fence is not intended to treat concentrated flows, not is it intended to treat substantial amounts of overland flow. Any concentrated flows must be conveyed through the drainage system to a sediment pond. The only circumstance in which overland flow can be treated solely by a silt fence, rather than by a sediment pond, is when the area draining to the fence is one acre or less and flow rates are less than 0.5 cfs. • Silt fences should not be constructed in streams or used in V-shaped ditches. They are not an adequate method of silt control for anything deeper than sheet or overland flow. Joints in toter fabric shall be spliced at goals. Use staples, wire rings or equivalent to attach fabric to posts 2'x2 ' bY 14 Oa. wire or equivalent It standard An strength iabdc usedFilter fabric1EIiu J 6' max—� r��Minimum 4'k4' Iron E 1V Post spacing may be Increased ^ Backffll Irench with native soil - to r it wire backing is used \ or 3/4'- 1 .5" washed gravel 2"x2" wood posts, steel (once posts, or equivalent Figure 4,19 - SIR Fence Design and Drainage area of 1 acre or less or in combination with sediment basin Installation in a larger site. specifications • Maximum slope steepness (normal (perpendicular) to fence line) 1 : 1 . Maximum sheet or overland flow path length to the fence of 100 feet. • No flows greater than 0.5 cfs. • The geotextile used shall meet the following standards. All geotextile properties listed below are minimum average roll values (i.e., the test result for any sampled roll in a lot shall meet or exceed the values shown in Table 4. 10): 4 84 Volume ll - Conslruchun Stormwater Pollution Prevention11, February 2005 BMP C235: Straw Wattles w fly AS Purpose Straw wattles are temporary erosion and sediment control barriers consisting of straw that is wrapped in biodegradable tubular plastic or similar encasing material. They reduce the velocityand spread the flow of rill and sheet runoff, and can capture and retain can sediment. Straw � wattles are typically 8 to 10 inches in diameter and 25 to 30 feet in length The wattles are placed in shallow trenches and staked along the contour of disturbed or newly constructed slopes. See Figure 4.21 for typical construction details. Conditions of Use Disturbed areas that require immediate erosion protection. Exposed soils during the period of short construction delays, or over winter months. • On slopes requiring stabilization until permanent vegetation can be established. • Straw wattles are effective for one to two seasons. • If conditions are appropriate, wattles can be staked to the ground using willow cuttings for added revegetation. • Rilling can occur beneath wattles if not properly entrenched and water can pass between wattles if not tightly abutted together. Design Criteria + It is critical that wattles are installed perpendicular to the flow direction and parallel to the slope contour. • 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 oil wattle. • Start building trenches and installing wattles from the base of the slope and work up. Excavated material should be spread evenly along the uphill slope and compacted using hand tamping or other methods. • Construct trenches at contour intervals of 3 to 30 feet apart depending on the steepness of the slope, soil type, and rainfall. The steeper the 2 kill, slope the closer together the trenches. • Install the wattles snugly into the trenches and abut tightly end to end. Do not overlap the ends. • Install stakes at each end of the wattle, and at 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. • At a minimum, wooden stakes should be approximately 3/4 x 3/4 x 24 inches. 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